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AR (06-1866)51425 Madison St 06-1866 T u ►,,ti w • ► « • P.O. BOX 1504 - i VOICE (760) 777-7012 .78-495 C LLF'TA PTCO- ---_ ---.: -'-- _ - FAX (760);77777011 LA'QUINTA;CALIFORNIA 92253 _.= BUILDING &SAFETY DEPARTMENT INSPECTIONS (760).777-7153 "BUILDING PERMIT Date: 9/06/06 ti Application Number:D6-00001866-- _ _ Owner: . Property Address: 51425 MADISON'ST SMITH, BOB & JEAN sAPN: 777-030-004- - - 51425 MADISON ST Application description: ADDITION —RESIDENTIAL LA QUINTA, CA 92253 SEP 2 Property Zoning: VERY LOW DENSITY RES .-0 2006 Application valuation: _ 1283107 rrt. , - + • • ', Contractor: CITY OF LA QUINTA ° Applicant: ". Architect or Engineer. r SHIVELY_ CONSTRUCTION INC, FINANCE DEPT. - J PO BOX 1096 + . LA QUINTA, CA 92247 (760) 275-4333 ,. Lic. No`^. --,------------- Lic. No.. 440810 ..,. s 'ar' 1. , ' LICENSED CONTRACTOR'S DECLARATION' - WORKER'S COMPENSATION DECLARATION 4 ry. ; ? r• I hereby affirm under penalty of perjury that I am licensed under provisions of Chapter 9 (commencing with I hereby affirm under penalty of perjury one of the following declarations: ' • • _ ' Section 7000) of Division 3 of the Business and Professionals Code, and my License is in full force and effect. .I have and will maintain a certificate of consent to self -insure for•workers' compensation, as provided License Class: B license No.: 440810 for by Section 3700 of the Labor Code, for the performance of the work for which this permit is, , . issued. _ - ,• 1 Da et : 9/ /o,e C or: /,/ l / ' = J _~ ' • I have and will maintain workers' compensation insurance, as required by Section 3700 of the Labor - r •- L.. •- ,- - _ • . { `• Code, for the performance of the work for which this permit is issued. My workers' compensation - OWNER -BUILDER DECLARATION•. - ,, c t insurance carrier and policy number are: ' • • . ;. 1y - I hereby affirm under penalty of perjury that I am exempt from the Contractor's State License Law for the 'Carrier CLARENDON INS Policy Number . 09KR0016704 +; following reason (Sec. 7031.5, Business and Professions Code: Any city or county that requires a permit to •, I certify that, in the performance of the work for which this permit is issued, I shall not employ any t • • construct, alter, improve, demolish, or repair any structure, prior,to its issuance, also requires the applicant for the. - r, _person in any manner so as to become subject to the workers' compensation laws of California, permit to file a signed statement that he or she is licensed pursuant to the provisions of the Contractor's State - , e s "4 •' and agree that, if I should become subject to the workers' compensation provisions of Section } + License Law (Chapter 9 (commencing with Section 7000) of Division 3 of the Business and Professions Code) or -' '3700 of the Labor Code, I shall forthwith comply ' h those provisions. .? -• -.. u . ' .that he or she is exempt therefrom and the basis for the alleged exemption. Any. violation of Section 7031.5 by r; •••-j , / ..._-.► -- .. L t' - ,..any applicant for a permit subjects the applicant to a civil penalty of not more than five hundred dollars ($500).: , t- ► Date: v Applicant: I, as owner of the property, or my employees with wages as their sole compensation, will do the work, and -. . _ ' - the structure is not intended or offered for sale (Sec. 7044, Business and Professions Code: The t WARNING:, FAILURE TO SECURE WORKERS' COMPENSATION COVERAGE IS UNLAWFUL, AND SHALL, . ' Contractors' State License Law does not apply to an owner of property who builds or improves thereon, SUBJECT. AN EMPLOYER TO CRIMINAL PENALTIES AND CIVIL FINES UP TO ONE HUNDRED THOUSAND and who does the work himself or herself through his or her own employees, provided that the ` ... DOLLARS ($100,000). IN ADDITION TO THE COST OF COMPENSATION, DAMAGES AS PROVIDED FOR IN. + improvements are not intended or offered for sale. If, however, the building or improvement is sold within • .1, SECTION 3706 OF THE LABOR CODE, INTEREST, AND ATTORNEY'S FEES. one year of completion, the owner -builder will have the burden of proving that he or she did not build or {yy _ improve for the purpose of sale.).- _ ••. ti APPLICANT ACKNOWLEDGEMENT I, as owner of the property, am exclusively contracting with licensed contractors to construct the project (Sec. IMPORTANT Application is hereby made to the Director of Building and Safety for a permit subject to the . t• `? 7044, Business and Professions Code: The Contractors';State License Law does not apply to an owner of ` .r, conditions and restrictions set forth on this application. - s a property who builds or improves thereon, and who contracts for the projects with a contractor(s) licensed ' 1 . Each person upon whose behalf this application is made, each person at whose request and for ._ . . pursuant to the Contractors' State License Law.): • - whose benefit work is performed under or pursuant to any permit issued as a result of this application, ._. I am exempt under Sec. - , B.&P.C. for this reason the owner; and the applicant, each agrees to, and shall defend, indemnify and hold harmless the City of La Quinta, its officers, agents and employees for any act or omission related to the work being ^ _ •_ ' performed under or following issuance of this permit. r•' v. q• Date: Owner: - 2. Any permit issued as a result of this application becomes null and void if work is not commenced, , - `- - - _ • within 180 days from date of issuance of such permit, or cessation of work for 180 days will subject t• f+1k s` " - CONSTRUCTION LENDING AGENCY. - , permit to cancellation. M. r4• r +,t - a 'X I hereby affirm under penalty of perjury that there is a construction lending agency for the performance of the • I certify that I have read this application and state that the above infory mation is correct. I agree to comply with all - : .• `_ work for which this permit is issued (Sec. 3097, Civ. C.). ,, _ ' city andcounty ordinances and state laws relating to building construction, and hereby authorize representatives ' v _ ' •• • ' of this county to enter upon the above-mentioned property for inspection purposes. Lender's Name "- -' •'•_.. /% . - - - ; , . ^, r ' t'ti . •DatSignature (Applicant or Agent): • Lender's Address: LQPERAITT Application Number . . . . . 06-00001866 Permit . . . BUILDING'PERMIT Additional desc . Permit•Fee . . . . 1283.50 Plan Check Fee 834.28 Issue Date Valuation . . . . 283107 Expiration. Date 3/05/07 Qty Unit Charge Per Extension BASE FEE 639.50 184.00 3.5000 THOU BLDG 100,001.-500,000 644.00 Permit ELECT - ADD/ALT/REM Additional desc . Permit Fee . . . . 178.66 Plan Check Fee 44.67., Issue Date . . . Valuation . . 0 Expiration Date 3/05/07 Qty Unit Charge Per Extension BASE FEE 15.00 4496.00 .0350 ELEC NEW RES - 1 OR 2 FAMILY 157.36 - 315.00 .0200. ELEC GARAGE OR NON-RESIDENTIAL 6.30 Permit GRADING PERMIT Additional desc . Permit Fee ,. . . . 15.'00 Plan Check Fee'. .00 Issue Date Valuation 0 Expiration Date 3/05/07 Qty Unit Charge Per Extension ---------------------------------------------------------------------------- BASE FEE 15.00 Permit MECHANICAL Additional desc . Permit•Fee . . . . 150.50 Plan Check Fee 37.63 'Issue Date. . . Valuation 0 Expiration Date 3/05/07 Qty Unit' Charge Per Extension BASE FEE 15.00 5.00 9.0000 EA MECH FURNACE <=100K 45.00 5.00 9.0000 EA MECH B/C <=3HP/100K BTU 45.00 6.00 6.5000 EA MECH VENT FAN- 39.00 1.00 6.50A0 EA MECH EXHAUST HOOD 6.50 Permit . . . . PLUMBING LQPERMIT Application Number 06-00001866 Permit PLUMBING Additional desc . Permit.Fee 126.00 Plan Check'Fee 31.50 Issue Date . . . . Valuation. . . . . 0 Expiration Date 3/05/07 Qty Unit Charge' Per Extension BASE FEE 15.00 14.00 6.0000 EA PLB FIXTURE 84.00 2.00 7.5000 EA PLB WATER HEATER/VENT 15.00 1.00 3.0000 EA PLB WATER INST/ALT/REP 3.00 12.00 .7500 EA PLB GAS PIPE >=5 9.00 ---- Special Notes and Comments demo existing house 2162 sq.ft. and rebuild 3960 sq. ft. with 536 sq. ft. casita total sq. ft. will be 4496 sq. ft.June 20, 2006 10:49:04 AM jjohnson --------------- Other Fees . . . . . ENERGY REVIEW,FEE 83.43 STRONG MOTION -(SMI) - RES 2-8.31 Fee summary Charged Paid Credited Due', ` Permit Fee Total 1753.66 .00 .00 1753.66 Plan Check Total 948.08 .00 .00 948.08. Other Fee Total ,111.74 .00 .00 111.74 Grand Total 2813.48 .00 .00 2813.48 e ly; LQPERDfIT Buildt<ng S/— 4V5 0 Mailing Address / % Q, 9=IrlMOTIRJEM p State Lic.I City & Classif. Lic. 19 4 P.O. BOX 1504 APPLICATION ONLY 78-495 CALLE TAMPICO QUINTA, CALIFORNIA 92253 Arch., Engr., Designer Address '? Tel. 7(p 773-6 Cit Zi State A/ - A ,raw 1 -1 /--.11 LIC. If LICENSED CONTRACTOR'S DECLARATION I hereby affirm that I am licensed under provisions of Chapter 9 (commencing with Section 7000) of Division 3 of the Business and Professions Code, and my license is in full force and effect. SIGNATURE DATE OWNER -BUILDER DECLARATION I hereby affirm that I am exempt from the Contractor's License Law for the following reason: (Sec. 7031.5, Business and Professions Code: Any city or county which requires a permit to construct, alter, improve, demolish, or repair any structure, prior to 'Its Issuance also requires the applicant for such permit to file a signed statement that he Is licensed pursuant to the provisions' of the Contractor's License Law, Chapter 9 (commencing with Section 7000) of Division 3 of the Business and Professions Code, or that. he is exempt therefrom, and the basis for the alleged exemption. Any violation of Section 7031.5 by 'any applicant for a permit subjects the applicant to•a civil penalty of not more than five hundred dollars ($500). 1.' 1, as owner of the property, or my employees with wages as their sole compensation, will do the work, and the structure is not intended or offered for sale. (Sec. 7044, Buisness and Professions Code: The Contractor's License Caw does not apply to an owner of property who builds or improves thereon and who does such work himself or through his own employees, Provided that such improvements are not intended or offered for sale. If, however, the building or improvement is sold within one year of completion, the owner -builder will have the burden of proving that he did not build or improve for the purpose of sale.) r'1, as owner of the property, am exclusively contracting with licensed contractors to con. struct the project. (Sec. 7044, Business and Professions Code: The Contractor's License Law does not apply to an owner of property who builds or improves thereon, and who contracts for such projects with a contractor($) licensed pursuant to the Contractor's License Law.) 17 1 am exempt under Sec. B. 8 P.C. for this reason Date Owner WORKERS' COMPENSATION DECLARATION 1 hereby affirm that I have a certificate of consent to self -insure, or a certificate of Worker's Compensation Insurance, or a certified copy thereof. (Sec. 3800, Labor Code.) Policy No. Company r7 Copy is filed with.the city. 0 Certified copy is hereby furnished. CERTIFICATE OF EXEMPTION FROM WORKERS' COMPENSATION INSURANCE (This section need not be completed if the permit is for one hundred dollars (E 100) valuation or less.) I certify that in the performance of thq work for which this permit is issued, I shall not employ any person in any manner so as to become subject to the Workers' Compensation Laws of California. Date ' Owner NOTICE TO APPLICANT: If, . after making this Certificate of Exemption you should become subject to the Workers' Compensation provisions of the Labor Code, you must forthwith comply with such provisions or this permit shall be deemed revoked. CONSTRUCTION LENDING AGENCY 1 hereby affirm that there is a construction lending agency for the performance of the work for which this permit is issued. (Sec. 3097, Civil Code.) Lender's Name Lender's Address This is a building permit when properly filled out, signed and validated, and is subject to expiration if work thereunder is suspended for 180 days. I certify that I have read this application and state that the above information is correct. I agree to comply with all city and county ordinances and state laws relating to building construction, and hereby authorize representatives -of this city to enter the above- mentioned property for inspection purposes. Signature of applicant Date Mailing Address City, State, Zip ILDING: TYPE'CO NST. OCC. GRP. 1. Number 7/// ` c;2 V — Q!`I — e9 Legal Description / Project Description Sq. Ft. 39 / / No. Size / lPlo Sto No. Dw. Units New ❑ Add Alter ❑ Repair ❑ Demolition ❑ ;timated Valuation PERMIT AMOUNT Plan Chk. Dep. it Plan Chk. Bal. Const. Mech. Electrical • Plumbing S.M.I. Grading Driveway Enc. Infrastructure TOTAL REMARKS r ZONE: BY: Minimum Setback Distances: Front Setback from Center Line Rear Setback from Rear Prop. Line Side Street Setback from Center Line Side Setback from Property Line FINAL DATE INSPECTOR Issued by: Date Permit Validated by: Validation: WHITE = FINANCE YELLOW = APPLICANT PINK = BUILDING DIVISION Coachella Valley Unified School District This Box For District use Only 83-733 Avenue 55, Thermal, CA 92274 DEVELOPER FEES PAID - (760) 398-5909 - Fax (760) 3984224 n AREA: _ AMOUNT LEVEL ONE AMOUNT: , LEVEL TWO AMOUNT: - MITIGATION AMOUNTS COMM/IND. AMOUNT: - DATE: RECEIPT: CHECK M r. INITIALS: CERTIFICATE OF COMPLIANCE (California Education Code 17620) Project Name: Date: April 20, 2007 Owner's Name: Bob Smith Phone No. 27574333 . Project Address: 51-425 Madison Street La Quinta, CA Project Description: Addition AMI 777=030-004 Tract #: Lot #'s: - Type of Development: Residential XX Commercial + Industrial { Total Square Feet -of Building Area: 150 sq: ft. Certification of Applicant/Owners: The person signing certifies that the above information is correct and makes this statement under penalty of perjury and further represents that he/she is authorized to sign on behalf of the owner/developer. Dated:,1 April 20; 2007 Signature: j. • SCHOOL DISTRICT'S REQUIREMENTS FOR THE ABOVE PROJECT HAVE BEEN OR WILL BE SATISFIED IN ACCORDANCE WITH ONE OF THE FOLLOWING: (CIRCLE ONE) Education Code Gov. Code Project Agreement Existing Not Subject to Fee 17620 65995 Approval Prior to 1/1/87 Requirement Note: Number of Sq.Ft. 150 Amount per Sq.Ft. $2.63 .' Amount Collected $394.50 Buildimg Permit Application Completed: Yes/No l By:. Carey M. Carlson, Asst. Supt., Business Services fit' • Certificate issued by: Elvira Mattson, Office Technician Signature: NOTICE OF 90 DAY PERIOD FOR PROTEST OF FEES AND STATEMENT OF FEES Section 66020 of the Government Code asserted by Assembly Bill 3081, effective January 1, 1997, requires that this District provide (1)'a written notice to the project appellant, at the time of payment of school fees, mitigation payment or other exactions ("Fees"), of the 90 -day period to protest the imposition of these Fees and'(2) the amount of the fees. Therefore, in accordance with section 66020 of the Government code and other applicable law, this Notice shall serve to advise you that the 90 -day protest period -in regard to such Fees or the validity thereof, commences with the payment of the fees or performance of any other requirements as described in section 66020 of the Government code. Additionally, the amount of the fees imposed is as herein set forth, whether payable at this ' time or in whole or in part prior to issuance of a Certificate of Occupancy. As in the latter, the 90 days starts on the date hereof. This. Certificate of Compliance is valid for thirty (30) days from the date of issuance. Extension will be granted only for good cause, as determined by the School District, and up to three (3) such extensions may be granted. At such time as this Certificate expires, if a building permit has not been issued for the project that is the subject of this Certificate, the owner will be reimbursed all fees that were paid to obtain this Certificate of Compliance. MV:c/mydocs/devfees/certificate of compliance form updated =-2007 3/9/07 a, .- , ( " Ptuuno ►? ( v Vim% - PUwJy ; oT PN°R oss GAS.,#' . - . • • , t e tty of La Quetta ' Building -u Safety Division ' ?J - - Permitfly < b P.O. Box 1504; 78-49S Calle Tampico 1° La Qrota, CA 92253 - (760) 777-7012 6 Buildi , ng Per It Application and Tracking Sheet Project Address:/ p r Owner's Name: A. P. Number: 7 O .Address: 3 - - c Legal Description: City, ST Z• Contractor. - - Telephone: ,QO O - Address: ' ; Project Description' .City, ST" T Zip: r Telephone: I State Lic.#:. ' l!L-S . v (% r c c+a G%•,. - ' City Lic. #: Arch., Engr., Designer:- _ G/ ,3; d / ✓S . 'Address: ze f 7 City,.-ST, Zip: Telephoiite: Construction Type: Occupancy: State LIC. #: Project type (circle one): New Add'n Alter . Repair 'Demo Name of Contact Person: J•yn, : 1 . Sq: Ft: # Stories: # Units: • . Telephone # of Contact Person: ►' / — „? 5 Finialed Value of Project' APPLICANT: DO NO WRITE BELOW THIS LINE # Submittal Req'd.: Reed CIQNC PERMIT FEES Plan Sets Plan Check submitted /' Item . Amoaat Structural Cities. Reviewed, ready for ections • PlaaCheckDeposit • Truss Cafes. Called Contact Person f - Plan Cheek Balance. Energy Cities. .Plans picked up Constractiori t. - Flood plain plan Plans resubmitted Mechanical Grading.plau V Review, ready for or ctio sae -fue p7 Electrical Sabcontactor List Called Contact Person x i . :,` _-•-_'•- - _ Plumbing Grant Deed ' Flans picked up I-I.O.A. Approval Plans resubmitted . --- 3 o Grading [lY IiOUSE:- 30 Review, ready for correctionstissue Developer Impact Fee: ; Planning Approval Called Contact P A.I.P.P. .Pub. Wks. Appr Date of pe it issue. "~ School Fees _ - . - T es ' :.... otal.Pcrmit Fe - I r 0(b— ORoNz, PO m ASAP Ct 2-7• b p STRT A PPROVED.' ,e MV i4' , " l 2I i 10(0 , (3R 0► Q •. 5 r . 3/2 /07-->. BRDKIZ ,DUE: lQS P y 03/06/1W', MON 17:07 FAX 760 777 9091 ProNet f` 03/08/2006 17:46 FAX INCMA "l XNG REQMST$,D 8Y PMEUTYINLi T10 E }pTM.E IINNSSURANCe CO RECORDING i#EQUl 7Ep 60 Fidelity National Title Company Eutraw No. 412982-C8 r TWO Order No. 93293238 When Recorded Mail Document and Tax Statement To: Mr. and Mrs. Robert Smith Po e:oxOr 630Dt, agsty FNT PD LaToya touuliuul 2002 DOC " 2ras-0525028 06/30/2003 oa:aeq P4 :a7.e0 Pape 1 of I DOC T Tax Paid Raeerded in Offieial Records County of Rlvarsldf ' Larry V. 4ard Rssossor, County Cterk d Recorder I flll l l ESI ILII NlII I III I III oil III III M B' U P. acm .wN I Noon I ns I 'Use. ArN: 1/2-210-014-0 • a t Go"►aro aewo . _rr QRANT DEED ..... _ _ . _..._ .., o..., The undenrigned orantodal declaws) Oocu rnentary transfer tax Is 42,090.00 F T 1 X ) computed on full value of property conveyed, of I 1 computed on full value less value of Piens or encumbrances remaining at time of sale, A I Unincorporated Area City of La Quinta k FOR A VALUABLE CONSIDERATION, receipt of which Is hereby acknowledged," George P. Stearns and Beth L. Stearns, Trustees of The Steams Family Tfust of 1987 . hereby GRANTIS) % Kadisoa Hooch L.P. G( Cta\ t vin iK • ' u✓'1K t the following deseribed real property In the City of La Guinta County of Riverside, State Of Cdifomie: Pard 4 and tettered Lot A of Parcel Map 16467, as par map recorded in Book 100; P* 48 of Maps, in the Office of the County Recorder of said County. DATED- May 12, 2005 STAVE OF CALIFObl IA George P. Steams and Beth L. Stearns, Trustees of COUNTY OF The Stearns Farm7y Trust of 1987 0 d- before me, PC ap ared By: G rge teams, Trustee Oemaalhs koamm to rrue (or proved to me on the basis 1r - C , Of satisfactory evidence) to be the personls) whose yOL" Larn e name(s)isgOuhsrxibed to the within instrument and acknowledged to me that*9M a1LffiP executed tha same in•lass9le authorizedcepecity(les). and that . by hi9A WA4 signature(s) on the instrument the CATH811NE pM 80YD Person(s), or the entity upon behalf of which the ( 0onm.t136 Person(s) acted, e7d0jAcial the instrument, s01 Q Guro (A rain, rrpb. dila 7 .2M Witness my hand seat. ,! l Signature MAIL TAX STATEMENTS AS DIRECTED ABOVE FD -21 (Ror 718a) ,GRANT DEEP 3317147 prop: Lot A of Book P100 - RV:2005 00525010 e ri 03/06/2006 04:45 PM 1 of 1 0 J", -o N P.O. Box 1504. LA QUINTA, CALIFORNIA -92247-1504 w' 78-495 CALLE TAMPICO (760) 777-7000 LA QUINTA, CALIFORNIA 92253 FAX (760) 777-7101 ,September 18, 2006 Mr. Jeff Shively ;Jeff Shively Construction Inc, i P.O. Box 1096 La Quinta CA 92247 `;SUBJECT:, MINOR USE PERMIT 2006-830 - + CASITA, 51-425 MADISON STREET. Dear Mr. Shively: - Your request for approval of Minor Use Permit 2006-830, allowing the construction of a casita/guesthouse at 51-425 Madison Street in,La Quinta, is hereby approved. You may now contact the Building & Safety Department for your building permit. Enclosed is the ...approved original Deed Restriction fog this Minor Use .Permit. It must be signed by the- owner in front of a Notary. Public. The original approved documents are then to be recorded with the County Recorder, with•a recorded copy given to the City for our files. The Community Development Department will sign the job card when the recorded copy is received, which would provide our clearance to the Building & Safety Department to issue the building final inspection. Until the recorded copy -is received by the Community Development Department, your Minor Use -Permit is not complete and a final inspection will not be conducted by the Building & Safety Department. Should you have any questions, please call me at (760) 7 777070., Very truly yours, „ INNEFRANCO y, Assistant Planner Attachments ^- c. Building and Safety Department RECORDING REQUESTED BY: Robert Smith P.O. Box 2956 Jackson, WY 83001 WHEN RECORDED PLEASE MAIL TO: Mr. Jeff Shively Jeff Shively Construction Inc P.O. Box 1096 La Quinta CA 92247 COVENANT AND AGREEMENT RESTRICTING THE USE OF THE RESIDENCE AT 51-425 MADISON STREET, LA QUINTA, CALIFORNIA This Covenant and Agreement are made and executed this 18th day of September bV Robert Smith, as the recorded owner(s) of the property' described herein. The City of La Quinta, a Municipal Corporation, is hereby made a party to this Agreement for the purposes set forth below. The undersigned hereby certifies that ' he/she is .the property owner of the following described real property in the City o California: f La Quinta, County of Riverside, State of PM 16457, APN: 772-270-014 in the City of La✓Quinta, County of Riverside, State of California In consideration of the City of La' Quinta issuing a building permit for certain improvements which will be constructed on said property, the undersigned does hereby covenant and agree to, and with said City, to restrict the use of said property as follows: 1. The guest house may not be rented nor sold independent of the main single- family residence (Minor Use Permit No. 2006-830); 2. No kitchen or cooking facilities. shall be constructed in the guest house per the provisions of Chapter 9.30.030 (RL Zone District) and 9.60.110 (Guest Houses) of the La Quinta Municipal Code; 3: All on-site facilities are intended for the sole occupancy of the property owner(s), guests, and caretakers (i.e., a maid and/or housekeeper, etc.); and, 4. The guest house shall be used primarily as . a sleeping facility., and shall be maintained in accordance with 'all zoning and other codes as set forth in the La Quinta Municipal Code, as may be amended from.time to time. .This Covenant and Agreement shall run with the land and shall be. binding upon t u future owners, their successors, heirs, or assigns, and ourselves, and shall continue in effect while said accessory. building remains on the real property or unless otherwise released by the -authority of the City of La Quinta. All leases of said dwelling and/or n property shall be subject to this 'restriction. This Agreement shall .be entitled to the remedy of injunctive relief in addition of any remedy in law or equity. r This Covenant and Agreement and the provisions hereof are irrevocable; except by the written consent of all parties to the agreement, including the City of La Quinta, a Municipal Corporation. The City shall have the right to enforce each 'and every provision hereof and the parties agree that the Agreement shall not be rescinded, revoked, modified, . or otherwise amended or .changed, without the expressed written consent of the City first being obtained. z In the event that the owners, their heirs, assigns or successors in interest, shall fail to perform any obligation hereunder, they hereby agree to pay all costs and expenses,, incurred by the City of La Quinta in securing performance of such obligation, k, including attorney's fees. 1 ;i 2 3. Signature(s) Printed Name of all owners) si 4sJ Dateger City of La Quinta . STATE OF. CALIFORNIA ) COUNTY OF RIVERSIDE ss. CITY OF LA QUINTA < On September 19, 2006. before me, Regenia Hensley, Notary Public, personally appeared LES JOHNSON personally known 'to me to be the. person whose name is subscribed to the within instrument and acknowledged to me that he executed the same in his authorized capacity, and that by his signature on the. instrument the person or the entity upon behalf of whichthe person acted; executed the instrument. WITNESS my hand and official seal. (Seal) RE NIA HENSLEY Notary Public"REyEN , Commission # 1521423 K' Expiration: October 23, 2008 RtyeNde County AAyComm. En*c-s Oct M, 2008 } r i ,t it ................ .............. MM: ell mv 5-T r. \\ZZ • •. •' • 'v_ 1%• • "•.` •:y• • i' i A i•1 III IIIA•. e IC' • i . •i •'••• iii • • • • - ---- - -- _ ..:_ i. III=I_yu,i =111 La = •/111;111(='IL I;yl i -- - i--; , ° w--- i -I I ! '' - - + - ;;;'I,; __.::'_, ?==1 , 1 I :ir,1:1,►.:,_..:,' .;.-;-..nnruil,lu' : u Alma ./Il t' ' i ., i , 71 -"._..:.__.., - I I . tur ,. 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O -# 1-2 A t 31! ■■■■■i.n■!: ■■■■row MEMO ■■■■! til;- : .( :.1 .---.._ : t. Ir. ■■■.. r ■mmom .■■■:, I. ■■■■■. monorie Emommi HIM • (a 00 O i O © O - I r MEW 114, • •r•'` ' ' ,~ IIII IIII II I IIIII' o/u.ouwuI Novi 3:25 F \\Zz c o .E;sIgn sociates Proj cave rojects m , b LT '1110 illi'll Roo 1,1111 PIN V T :FF '3r• -r ra ra to R I Z q_ 4 s + GUESI HOUSE A HOME REMODEL AND ADDMON FOR: oaERIORELEVADONS MR. AND MRS. SMITH CROSSSECnONS MMMOR ra. L'A OOINTA. CALIFORNIA is t .4 Iv d SOIL &'TESTING, INC. San Diego Office Indio Office p L P H O N,E P.O. Box 600627 P H O N E 83=740 Citrus Avenue (619)'280-4321 (760) 775 5983 ► San Diego, CA 92160-0627 T 0 L L F•R E E T 0 L L• F R E E Suite G s 6280 Riverdale Street Z -(877) 215-4321, . (877) 215-4321 Indio,.CA 92201-3438 x\ F A x ;San Diego, CA 92120,FAX f (619) 280-4717 ` www.scst.com. (760) 775-8362 www.scst.com June 22, 2006 Project No. 0621025 Jeff. Shively Construction, Inc. Mr. Jeff Shively, President ' P.O. Box 1096 La Quinta, California, 92247 Subject:. EARTHWORK RECOMMENDATIONS'... - SMITH RESIDENCE REMODEL 51425 MADISON STREET LA QUINTA, CALIFORNIA, Dear'Mr. Sliively: - Following our discussions with you, and a' review Of site conditions, this letter, summarizes recommendations associated with the earthwork to be performed. for remodeling and expanding the residence at .5 1425 Madison Street in ',La' Quinta,. California. Southern 'California Soil & Testing, .Inc. previously observed and tested earthwork for original construction. Results, are' presented -in a report dated January 5, 1982 (SCS&T-19309). Soils adjacent to the ;existing residence consist of fine silty sands placed as fill during the original earthwork obsefved'and tested by SCS&T:. The upper portion has been disturbed by recent'demolifion activities and by previous landscaping and other site improvements: In areas Where— new slab -on -grade floors -or foundations, ' and where new: fill will be placed, we recommend that the upper 12 to 18 inches -of existing soil be excavated and replaced as compacted fill. Where the. new • guesthouse will -be-constructed, existing soils should -be excavated to a depth of'24 inches and replaced as compacted fill prior,to the placement of -new .fill. Specifically, existing soils should be excavated to the" depths ;described above. Excavation , should extend 5 .feet beyond perimeter- footing. lines . except where: constrained `by' existing.-. structures. The surface exposed by excavation should be thoroughly -moisture conditioned and a ' compacted to at least 90% relative compactiori. Relative compaction :and. optimum moisture content should be based on the ASTM'D 1557 laboratorytest procedure. Jan 09 2008 1:23PM Satish Shah & Associates; 714-632-1314 P.1 :LATISH SHAH & ASSM Inc. CONSULTING ENGINEERS HOME REMODEL AND ADDITION FOR: JOB No: 07-35 3820 E. CORONADO STREET, SUITE los MR. & MRS. SMITH BY. S.B. ANAHEIM. CALIFORNIA 92807 - PHONE: (714) 632-1865 FAX (714) 632-1314 51425 MADISON STREET, LA QUI NTA, CA DATE: 01-09-09 IE Moll: sshahlnc@shoglobsl.m3t FIELD FIX- RETAINING WALL SH: 1 OF: 2 EER * dy o in. d zr P m in it a O Fo a 3; b' 1S103 a U = 0 W iiyi33H ; c , 0 W ~f: Y j ~ 3 W Z rJ d a W za^. z v' u'. 4; 0^ Z- — ZWZLd Z W. J = 0 O!- W0. V W 3 V1 Z! 0: z' J W. W r H d VmZu N j h ' Jan 139 2008 1:23PM Satish Shah i Rssociates; 714-632-1314 P.2 SATISH SHAH & ASSOC. Inc. HOME REMODEL AND ADDRION FOR: .roB No. 0745 CONSULTING ENGINEERS 3920 E. CORONADO STREET, SURE 203 MR. & MRS. SMITH BY: S.B. AWWEIb1, CAUFORNIA92607 PHONE:'(714) 632-1865 FAX (114)632-1314 51-425 MADISON STREET, LA QUINTA, CA DATE: 01-09-08 E Mall: sshshlnc@sbcglobal.net FIELD FIX- RETAINING WALL SK: 2 OF: 2 QQOFESS/ I S. W No. 56112 VERTICAL Exp. V BARS PER PLAN CIVIL SOFEpQ (N) CMU WALL . PER PLAN j (E) CMU WALL DOWELS PER - PLAN (N) RET. WALL PLANING PER t4 (E) RET. WALL FOOTING 4A MIN. lAP (N) CONIC. / RETAINING WALL (E) CONC. / RETAINING WALL EXISTING- NEW WALL CONNECTION ! .SCALE: 1 " = 1'-0" EPDXY GROUT NOTES: EPDXY GROUT SHALL BE SIMP. 'SET' EPDXY [ICSO ER 5279 OR EQ.] EPDXY GROUT SHALL BE INSTALLED PER MANUFACTURER'S RECOMMENDATIONS AND ICBG REQUIREMENTS. SPECIAL INSPECTION IS REQUIRED PER CODE SECTION 1701. 6 SOIL & TESTING. Ixc.., Ik SOUTHERN'CALIFORNIA SOIL & TESTING; INC. - 5*5 8 4 "- 6280 RIV ERDALE STREET, SAN DIEGO, CA 92120 • Phone (619) 280-4321 Fax (619) 280-4717 C 83-740 CITRUS AVENUE, SUITE C6 INDIO, CA.92201 e Phone (760)775-5983 Fax (760) 775-8362 SCS&T FILE NO.,/x&o P.O. NO. C !I PL I NC I I I FIX PAGE OF FIELD INSPECTION REPORT FOR: ❑ REINFORCED CONCRETE ❑ REINFORCED MASONRY El WELDING ❑FIREPROOFING Q. C. CONCRETE ❑ ROOFING /WATERPROOFING ❑ P.T.•CONCRETE-/ STRESS EPDXY ANCHORS ❑ H.S. BOLTING ❑ PROJECT TITLE: a. / PHASE #: DSA FILE NO.: DSA APP. NO.:. PROJECT ADDRESS PERMIT NO.: _. o- 3 o PLAN FILE NO.: IVIA ARCHITECT: C S (a f2 SSOL • ENGINEER: / f Gi. l lR 591A GENERAL CONTRACTOR::,, SUB CONTRACTOR: -- / LOCATION OF WORK INSPECTED: 110-4-74,14 A I on 4 i GQ MATERIAL CLASSIFICATIO ^. 1i DATE DESCRIPTION OF WORK INSPECTED: TIME ARRIVED: -;.p?> 10'7- .. TIME DEPARTED:39 Z> 1014K rri ers. > - 'a s t s - rvv`io c/: r - e a • .. J fe d`-L- ' X !< YT.4 •C... -!"ai •/ 07 I /+-moi' / /"r ' -, yIG ✓vy' d i< / / o-ear e-/Aa,45 Jl P rw /._. lJ e S S'C•d G i✓ •t. • S 10 Y w.ca t_ tiE'_ I II , - liL•1 ' JX L - . F.WI .LC/ ✓_. 1 q'! • , t/I• l -Y / ~ d 1G A./it !-P7 i GL iAG '! I , _ "lC ' it/G • • /f 1iD as / f 77i'rG 01 of pool - ` - l {i✓Jo l7tl P.E. REVIEW: UBC I her certify that I have inspected the above reported work. Unless.noted otherwise, the work inspected is to the best of my knowledge in with the approved plans, specifications and appllcaJe, os of.the governing building law..s.. Inspecto(Initals DSA I hereby certify that I have inspected the above reported work in accordance. with the requirements of DSA approved documents. Sampling and testing were conducted in accord aiTce:with the Uiremenis of the DSA approved docu, ents. The work inspected complies with the DSA approved documents. Yes: + ,No/ Inspector Initials:' - ` ,r . kil INSPECTO j5SIGNA E- REGISTRATION NO. D j •S ERIMENDENTS SIGNATURE. ' . DATE "signature authorizes the above work SCS&T 205 REV 2/06 SATISH SHAH & ASSOCIATES, Inc. Y , CONSULTING ENGINEERS 3920 E. Coronado Street, Ste. # 203 Anaheim, CA 92807 PHONE: (714) 632-1865 FAX: (714) 632-1314 E -Mail: sshahinc@sbcqlobal.net October 3, 2007 Building and Safety La Quinta, CA Reference: Robert Smith Residence 51-425 Madison Street Subject: Structural Observations. Dear Building Official: At the request of Jeff Shively,. of Jeff Shively Construction, Inc., we made visual structural observations of the structure for the above referenced single residence, on 9-20-07. Framing and hardware locations, and shear walls and nailing appeared to be in substantial compliance with the approved structural drawings with no comments. Please contact our office any time for questions regarding this. Satish Shah & Associates Inc. o QRpF ESS/ON S. W No. 56112 m Satish Shah P.E. Exp. C 056112 '4l IVI\- E OF\F 07- t2 3 wn/ 7. 3c q 9 Iga , 7-58Y wa o. rwott, OCT -07--2008 05:08 PM .^r, n . CERTIFICATE OF FIELD VE_ RIF Projcct Address _ 47_5' r ddldin Builder otita HERS Rater Ing P.04 ATION & DIAGNOSTIC TESTING 0 CF -4R Builder N e , Telephone Plan Number Firm 7 - HtR rovider C — - — • — Sheet Addre.9s: — City/State/Zip: Copies It RUiLDRRt HERS PROVIDER AND BUILDING DEPARTMIE:NT HERS RATER COMPLIANCE STATEMENT The house was ✓ .Nested ✓ L7 Approved as part of sample testing, but was not tested As the HERS rater providing diagnostic testing and field vaifiwOon, l certify that the house identified on this form complies with th-d h ostic tested compliance requirements as checked on this form. ✓ AThe installer has provided a copy of CF -6R installation Certificate). 1 ✓ (3ADKQtIATE AIRFLOW VERIFICATION RACM, Appendix REE 1. o Yes I O No I Duct design exists on plans RE4.1, t laDiamostic Fen Flow Usin J_ _ RE4.1.2 I Diaunaatin'Ron FInw r Ia: iMeRatrM AlTotal CFM Staled ona: ufm/ton 01✓ toe O Yes O No Measured airflow is greater than the criteria in Table RE -Z L7 I I" 13MAXUMIM COOLING CAPACITY Pw_.cedi re_s for del m ining ma i.MET conl ng load co oily are availahle in RA CM, A ndlx Rl:i. I ✓ O Yes Q No Adequate airflow verified (see adequate airflow credit) T. ✓ Q Yes _ G No Refrigerant chmge or TXV ✓ ❑Yea ❑ No Duct leakage reduction credit verified 4 ✓ Cl Yes O No Cooling capacities of installed systems are to um coulin ca ity indicated on the Performance's Milk an RF -3, ✓ If the cooling capacities of installed systems me ,> than maximum cooling - — 17 Yes Q No capacity in the CT -IR. then the electrical input for the installed systems must — --- - _..... _ be s to electrical input in the MIR and RF -4• C3 E3 Yes to 12 and 3; and Yes to either 4 or 5 is a para Pass Fail " ✓J IGII F.E:R AIR CONDITIONER QYxednrra f r_verificafion tire mwlluble in 'r Yes I l7 No I Forsplit s t ✓ as (3 No Time Delay 41 )94 t/h e AnpeJtdix Nl. oiled s stems thatch the CF- I R idoor coil is matched to outdoor coil Verified Iff Reouiredl 3 (If Reauired) is 1(axihlClltilll ('ulnpliiJni'e /'r11711.E Diiveonhel' ?(N)S OCT -07-2008 05:07 PM Y+ ri P. 03 CERTIFICATE OF FIELD VERIFICATION & DIAGNOSTIC TESTING A6 CF'4R Project Address Builder Nam Builder Cc Telephone Plan Number 1025 Rater- r' TOA' 60e 041tj ✓ Telephone SZXJ Sample Gro Number visual verification that the TXV is installed on die ryateat and comwiance Method escri ' e Climate Zone IS Certifyin ipa za Date Sample House Number Fit ' C.. - ser P.5 Pas Fail HERB Provider Street Address:C" TWO ► ( ', ' Zip: City/Sta U/ Cif ,LqP,= to mwu ucly nLm rxLPv1DjLK Amu YUIl. us uSPAATmwxfr KZRS RATER COMPLIANCE STATEMENT The house was: ✓ sated V (3 Approved as pet of sample testing. but was, not toted As the HERS =din diagnostic testing and field varification, I oertitSr that the house identified an this farm complies with the di tic leafed compliance requirements as checked on this fain, ✓ di has provided a copy of CF -6R (Installation Certificate). ✓ JTTMMMOSTATIC ROArMON VALVE (MV) q // t1RR,r Pnoaedureafb►fteld venfieanon gjgtertstoswk espattsion %UAW am aawilaft /AA A A ix JU D REMGMANT CHARGE MBASUR V'[' Vcmfication for Required Rath t Char a for S it svmwn Space cooling-systans without Thermostatic Expansion Valves Outdoor Unit Serial 0 Lootioa Outdoor Unit Make Outdoor Unit Model Cooling city Btu/hr Date of verification Date of Refrigerant Mop Calibration (must be cheoked monthly) Date of Thermocouple Calibre iao (must be eha*od monthly) Note: The system should be installed and charged in accordance with the nu shall be downented on CF.6R before starting this procedure. If outdoor air Clurge Measure Procedure ✓ O Yes G No A copy 'lotto Giller verification 55 7, ! use the Alternative RcaideprW Compliance F'orrms April 2005 Aocas is provided for inspection. The procedure shall consist of ✓ Y-ee o No visual verification that the TXV is installed on die ryateat and p installation of the mific, aguipment shall.be voified. Yes is a s Pas Fail D REMGMANT CHARGE MBASUR V'[' Vcmfication for Required Rath t Char a for S it svmwn Space cooling-systans without Thermostatic Expansion Valves Outdoor Unit Serial 0 Lootioa Outdoor Unit Make Outdoor Unit Model Cooling city Btu/hr Date of verification Date of Refrigerant Mop Calibration (must be cheoked monthly) Date of Thermocouple Calibre iao (must be eha*od monthly) Note: The system should be installed and charged in accordance with the nu shall be downented on CF.6R before starting this procedure. If outdoor air Clurge Measure Procedure ✓ O Yes G No A copy 'lotto Giller verification 55 7, ! use the Alternative RcaideprW Compliance F'orrms April 2005 OCT -07--2008 05:07 PM P. a2' CERTIFICATE OF FIELD VERIFICATION & DIAGNOSTIC TESTING c CF -4R, Project Address /j Z- ,2 J &011f ;411 Measured Values Build or 1 sta er Name f' / l r C :I C t Builder or Install Contact Telephone Plan/Permit (Additions or Al rations) Number HERS Rater, / ,/2.2 7 Tel hone Sample Chou Number 3 Paso if Leakage Percentage < 6°/. ( 100 x LAE)—(Linc # 1) # 2)11 Compliance Method Presscri i ALTERATIONS: Duet S stem and/or HVAC FqUipment Chun e -Out Climate Zone 4 Certifying Swiature Date Sample House Number 5 Firm r r OrKER ro) ddcr 'P e Street Address: . D ' / . City/ te1Zi 7tinter a.0in go: nuu.uaK, nr-K& rt%UVW :K AND UU1LU1Nti DEPARTMENT HERS RATE?rovidip.8 PLIANCE STATEMENT The house was:ested ✓ 0 Approved as part of sample testing, but was not tested As the HERS ratdiagnostic testing and field verification, I certify that the house identified on this form complies with the: diagnostic tesance requirements u checked le on this form. The HERS rater must check and verify that the new distribution system isfully ducted and correct tape is used bdore a CF -4R may be released on every tsmild building. The HERS rater must not release the CF -4R until a properly completed and signed CF -6R has been received for the sample and tested build' gs. The installer has provided it copy of CF -6R (Installation Certificate), New ducts are fully ducted (i.e., does not use building cavities as plenums or platform returns in lieu of ducts). New ducts with cloth backed, rubber adhesive duct tape is instilled, mastic and draw bands are used in combination with cath backed, rubber adhesive duct tape to sal leaks at duct connections.). V;'MINIMUM REQUIREMENTS FOR DUCT' LLAYAGE Rll VCTION COMPLIANCE CREDIT Procedures for field verification and diagnostic testing of air distribution systems are available in dix RC4.3. Dict Diagnostic Leakage Testing Results " W L lit, , o lii / ID_.. ,_J RA NEW CONSTRUCTION: Duct Pressurization Test Raults (CFM ® 25 Pa) Measured Values 1 Enter Tested Leakage Flow in CFM; 2 Pan Flow. Calculated (Nominal:./ (3 Cooling V O Hating) or easured Enter Total Fan Flow in CFM: ✓ / 3 Paso if Leakage Percentage < 6°/. ( 100 x LAE)—(Linc # 1) # 2)11 Fail ALTERATIONS: Duet S stem and/or HVAC FqUipment Chun e -Out 4 Enter Tested Leakage Flow in CFM from CF -6R: Pro -Ted of Existing Duct System Prior to Duct System Alteration and/or Equipment Change -Out 5 Enter Tested Leakage Flow in CFM: Plical Test of New Duct System or Altered Duct stem far Duct System Alteration and/or ui ment CliarigewOut. e Enter Reduction in Leakage for Altered Duct System [_(Line # 4)ine # J (Only if Applicable) In -- , 7tinter Tested Leakage Flow in CFM to Outside (Only if Applicable) Entire New Duct System - Pass if Leakage Perms ge -= 69A 1100 x j(Line # 5) / Gine # 2)11 O Pass l Fall TEST OR VERIFICATION STANDARDS: For Altered Duct System and/or HVAC Equipment Ch gE-Out Use one of the Atllow in lour Test or Verification Standards for coma tiaaee: _ 4 Pass if Leakage Percentage < 15% [ 100 x L—(Lino (Line # S) / (Line #1)11 O Pass O Fail 10 Pass if Leakage to Outside Percentage < 10%[100 x L—(Line f7) (Line # JJ 0 Pass 0 Fail l Pass if Leakage Reduction Percentage> 600/0 [100 x [__(Line 6)AJ (Line 4)JJ and Verification b Smoke Test and Visual Ins ion Pass O Fail Pass if Sealing of ail Accessible Leaks and Verification by Smoke Test and Visual Inspection D Pass 17 Fail Pas If One of Lines # 9 through # 12 pass O Pass O Fnil Havidential l'unr/ liunce Purm.r 3 9/ - 1, ve;V 7 % December 2005 001 e_ Q SOIL 9 TESTING, IN. ' SOUTHERN CALIFORNIA SOIL, & VESTING, INC. MC g6280 RIVERDALE STREET, POST OFFICE BOX 600627, SAKI DIEGO, CA 92160-0627 Phone (619) 280-4321, FAX (619) 280-4717 - SCS&T FILE NO.DLo u'- b-7-- 0 P.O. NO.: F-C]o I PL I I I NC I I I FIX I PAGE l OF FIELD INSPECTION REPORT FOR: ❑ REINFORCED CONCRETE 16 REINFORCED MASONRY ❑ WELDING ❑ FIREPROOFING ❑ Q.C. CONCRETE ❑ ROOFING/WATERPROOFING ❑ P.T. CONCRETEISTRESS ❑ EPDXY ANCHORS ❑ H.S. BOLTING ❑ PROJECT TrrLI5] PH°c DSA FILE NO : v _ DSA APP. NO.: PROJECT ADDRESS: ` S: PERMIT NO.: s 0- 13 fo PLAN FILE ARCHITECT: ENGINEER: — -'t ' '' rI GENERAL CONTRACTOR!' ! ! ! '" KI vtj SUB CONTRACTOR: "' LOCATION OF WORK INSPECTED: (i t N "'O ✓ Y i MATERIAL CLASSIFICATION: /1-1--A .+ 'i c'e7-1171/t.1 J i f!`` f C r I l/ L- { a t— j/<• ,, 1 .: t i f ^ t ' J .' I e' ix— rilki r', Vl-a DATei' DESCRIPTION OF WORK INSPECTED: TIME ARRIVED: 7c7vAyv\ TIME DEPARTED:/ I3e f or' %' 'TfA ttn , •L,. • j 4 ./t GiT f - •f"1 4 / •- r ci S C. YA O t P• /(r 1 '• L L . d. !tt . 1r G 4 / ✓ / 'l f/ C i v M / fiY t 7 % t / / z : • • :ter ' s"o-z `" s •C C vf . •L- .%s o ' IGtc' -r_ . c . CSC 1/G t. I r.. ,iii ^ . _ " a' r E^ / . iv✓' /a S? i+•yii L•. /.a- i .:n Q, lei 1 , c er sr i+• ' tii i .n.. i ✓ ... / L, V.E.REVIEW: UBC I hereby certify that I have inspected the above reported work. Unless noted Aerwise, --IP; X' the work inspected is to the best of my knowledge in compliance with the approved plans, ' .703 specifications and applicable sezcyVns of the governing building laws. INSPEO+Rs sMNAruRE REGMMATION NO. Inspector DSA I hereby certify that 1 have in pected the above reported work in accordance with the requirements of DSA approved documents. Sampling and testing were conducted In "SuVRINTENDENTs'SIGNATURE DATE accordance with the requirements of the DSA approved documents. The work inspected J ....-....-. ,,,,saNm,,, su,. m, a Non complies with the approved documents. ,! - '— ' I 5 SOIL B TESTING, IN, i O v t v Z a 0 0 .. 111679 SOUTHERN CALIFORNIA SOIL & TESTING, INC. 6280 RIVERDALE STREET, S.CN DIEGO, CA 91260 • Phone (619) 2.80-4321 Fax (619) 230-4717 83-740 CITRUS AVENUE, SUITE G, INDIO, CA 92201• Phone (760) 775-5983 Fax (760) 775-8362 SCS&T FILE NO. P.O. NO.: _1-tE2 PL NC FIX PAGE OF Z FIELD INSPECTION REPORT FOR: ❑ REINFORCED CONCRETE ❑ REINFORCED MASONRY ❑ WELDING ❑ FIREPROOFING ❑ Q.C. CONCRETE ❑ ROOFING/WATERPROOFING ❑ P.T CONCRETE/STRESS- ❑ EPDXYANCHORS ❑ H.S. BOLTING ❑ PROJECT TITLE-: ' PHASE #: DSA FILE NO.: DSA APP. NO:: PROJECT ADDRESS:t-. fL1 PERMNO.: (1 Y/ PLAN FILE NO.:enc U ARCHITECT: U C _ I (> ENGINEER: s n t GENERAL CONTRACTOR: ' : I r ..r ^ . i . - SUB CONTRACTOR-' r LOCATION OF WORK INSPECTED: MATERIAL CLASSIFICATION: DATE: ` DESCRIPTION OF WORK INSPECTED: TIME ARRIVED: [_ ' 769 TIME DEPARTED: 6 /vim► f' C r - - _, 11 RE REVIEW UBC I hereby certify that I have inspected the above reported work. Unless noted otherwise, the work inspected is to bei. % knowledge in compliance with the approved plans,'.,.,/, specifications and applicahctns /of the governing building laws. Inspector Initials •, `-,' .— r DSA I hereby certify that I have inspected the above reported work in accordance with the -equirements of DSA approved documents. Sampling and testing were conducted in accordance with the requirements of the:DSA approved documents. The work inspected_ :omplies wft the DSA approved documents. / ,.• y -per - - PE SIGNATUR r i REGISTRATOR No. _ P OnS-MG E •W„,,ee,,,,,at1ieaeO ®w„k - . Jt . _- 4,.,. n....WN6 ...-.. `.......- a+r.. ri.?._.. .p,o:.+1"w._........r._ ..:..t.++w..i_.._ a ....' .w.. .iw... "• .+ti. -w > t , .tr,• s A. mac. =; :. .,i -_.+3r.... u:. r .. ....= V Certificate cif OccponyJua.-0 4 OF Building Y & Safety Department This Certificate is issued pursuant to the requirements of Section 109 of the California Building Code, certifying that, at the time of issuance, this structure was in' compliance with the provisions of the Building Code and the various ordinances of the City regulating building construction and/or use. BUILDING ADDRESS: 51-425 MADISON ST. Use classification: SINGLE FAMILY DWELLING Building Permit No.: 06-1866 Occupancy Group: R-3 Type of Construction: VN Land Use Zone: RVL Owner of Building: MADISON RANCH LLP Address: 51-425 MADISON ST. City, ST, ZIP: LA QUINTA, CA 92253 By: STEVE TRAXEL Date: OCTOBER 7, 2008 Building Official POST IN A CONSPICUOUS PLACE Jt . _- 4,.,. n....WN6 ...-.. `.......- a+r.. ri.?._.. .p,o:.+1"w._........r._ ..:..t.++w..i_.._ a ....' .w.. .iw... "• .+ti. -w > t , .tr,• s A. mac. =; :. .,i -_.+3r.... u:. r .. ....= TITLE 24 REPORT Title 24 Report for: Smith Residence 51-425 Madison Street La Quinta, CA Project Designer: Ochoa Design Associates 73-626 Highway 111 Palm Desert, Ca 92260 760-773-6605 Report Prepared By• . _ CITY OF LA QUW BUILDING &SAF L VY DEI APPR Joan D. Hacker FOR CON ED Insu-form, Inc. S R TION 41-921 Beacon Hill, Suite A °Ar rQ /__ Palm Desert 2211 , CA 9 E` (760) 779-0657. Job Number: Date: D2D06 Piot' 1 11/2/2006 The EnergyPro computerro r P gam has been used to pertorm the calculations summarized in this compliance report. This program authorized by the California Energy Commission for use with both the Residential and Nonresidential 2005 Building EnergyP gram has approval and is y EnergySoft, LLC - Efficiency Standards. i EnergyPro 4.1 by Enerps,ft Www.energyspft.com. Job Number: User Number: 2655 y TABLE OF CONTENTS 1 Ij a Cover Page Table of Contents Form CF -1 R Certificate of compliance 1 Form "MF -1 R Mandato P ance 2 Form WS -5R Residential Measures Summary 3 HVAC System Heating Kitchen Lighting 8 g nd Cooling Loads Summary 10 Room Load Summary 11 i 13 1, I! r j F ii • 1' 11 f i' f 6 !!q i+ EnergyPro 4.1 by EnergySoft Job Number: i User Number: -655 Certific Pr Titt, I ect Address to Of Compliance ; TDV Energy Use Compliance (kBtu/sf-yr) Standard Space Heating Din Space Cooling 2.27 Fans 61.17 Domestic Hot Water 9.23 PUMPS 6.07 1'ota Is 0.00 78.74 pg% ---4 2_.. idential Proposed Dem Compliance Area: Existing Floor Area: Margin 3.68 -1.41 54.21 6.96 10.36 -1.13 8.90 -2.83 0.00 0.00 77.15 1.59 Building Type: T "'VInr'Lit - - HEF [ Single Family . ❑Addition Building FrontOrientat❑ionulti Family EDExisting +Add/Alt Fuel Type: (NE) 45 deg Fenestration: Natural Gas Area: 1,322 ft 2 Ratio: 31.3% Avg. U. 0.59 BUILDING ZONE INFORMATION Avg SHGC: 0.42 ne Name Part 1 of , —CE -IR Date Building Permit # Plan Check/Date Total Conditioned Floor . K ff % Area: Existing Floor Area: 4,231 ft2 Raised Floor Area: n/a ft2 Slab on Grade Area: 0 ft2 Average Ceiling Height: 4,231 ft2 Number of Dwelling Units: 11.7 ft Number of Stories: 1.00 Floor Area # of 1 Voles Units Zone Type Thermostat Vent —= ` fag —n,uisnned Tye Area —p 4_ ri cpfh 4_ OPAQUE SURFACES Ret— hack _2 Ll(a Tye Frame Insulation Act. -------- -Wall U -Fac. Cay. Cont,gym Gains Condition Nnn— — — Tilt JClla11 0 &fin lnng R_n a 4S gn , N Std JA IV Reference Wall Nn p 2 -n n ® ❑— w 9-A9 ao Location /Comments WallN°°e__ 20 - n fiSLt -n n _ S Q ®❑ 12-agasement Basement _ YYand _ Q _- t e' D-fl —3]S Q Basement _ 1a[ond_ _-9AUQad— -D-a74 R_1P R n sl ® ❑Naber laLali_ — S^^ - °' — q —tea—gn ®❑ - 5 - Azon Wall 1Nnn — — — ) - ® ❑Nae_ 9= P — w^nom n ❑fir " L11[1IIazflna __— ® ❑ — —Ile New_ ❑ 1-A18 ZonP ❑❑-l unng Zones —_ OE❑ —_❑ ❑❑ E __ DE EnerWro 4.1 by F. o...o Run Initiation Tim_ User Number: 2655 Job Number: Of 14 erl:i Project Titl-- • F TRATION S Of Compliance • Residential Part 2 Of 4) U-1 R ----'-11212006 Date # Type Area U-Factor'z True Cond. SHGC Azm. Tilt Stat. Glazing Type Location/ L JWindow Frnnt r E) - Q Comments Window Front (NE) 40,0 NFRC 0 42 NNFIZC 45_ 3 Window Front (NE) New Mllnard Windo w c RacPmant 40.0 0.590 NFRC 0_42 NFRC 90 New Mil and Windows 4 Windo_ w Front (NE) 24.0 0.590 NFRC 0_42 NFRC 90 New Living Zone 5 Window Front (NE) Mi and Windows 15 0 0.590 NFRC 0_42 NFRC 45 90 New Mllgand Windows Liwna Zone 6 Window Front (N 45 90 New Livina Zone Z J[1/Indow Frnnt rn 59 1 0 Md and Windows _9 539i)IFR MERG 45 90 New Living Zone $ Window Front NE) - - `I-Mdgard Windo -Living Zone (NE) 6.8 0.590 NFRC 0_42 NC-- b MlaardWindoA 2-1DLI dn Fron_ t (N Q 45 90 New liwna Zone MII and Windows Window Fromm; -5 - NFRC: -Q-42 NFRC New M rd n LlVing Zone 11 indow Front rc NEe 2 gC mdo s Living Zone 12 Window Front (E) 68 -NFRC NFRC gp Windows 80.0 0.590 NERC 0_42 NFRC 90 New Mllgard Windows Livina on 13 1 [indow Front I) 90 90 New MII and Windows Lia Zone 4 Window Front (E) 200 - pgp NFRC N c Livinq Zone 15 Wndoro Left -s Mil°ard n Cl s (SE) 48.0 0.590 NERC 0_42 NFRC 90 90 -New MII and Windows fin° lone 16 Window Left (SE) 96 0 0.590 NFRC 0_42 NFRC 135 90 New MU and Windows Livina Zone 17 Wtndow Left (SE) 135 90 New Mil and Windows Livinq Zone 36.0 0.590 NFRC 0_42 NFRC^ 135 90 New L Window Rear (SW) 18.0 0.590 NFRC 0_42 NFRC Mi-ilard Windows Living Zone 12 J(1/Indow R ar ( nn9 225 90 New MII and Windows Livinq Zone 1. Indicate source either from NFRC or Table 11166A 90 New Mil°ard Windo Ul inq Zone 2. indicate source either from NFRC or Table 1168. 11ving Zone INTERIOR AND EXTERIOR SHADING # Exterior Shade T e SHGC wl Overhang Buq Screen 9 Wd• Len. Hgt. LEA Left Fin Right Fin 2 Bug Screen - 076 2.0 2.0 REQ• Dist. Len. H t. 2.0 0.1 2.0 2.0 9 Dist. Len. Hgt. 3 Buq Screen 5.0 4.0 2.0 0.1 4 Buq Screen 5.076 - 4.0 2 0 2.0 2.0 01 . 2.0 2.0 Buq Screen - 12 Q 2.0 .1 .0 _2_Q Buq Screen 0'76 -5-0 40 0.76 0 1 2 0 2.0 Buq Screen U 4.0 9.4 0.1 Q 8 Bug Screen 0.76 5.0 4.0 0.76 5.0 2.0 0.1 2.0 2.0 9 Bug Screen 4.0 2.0 -01 2 0 10 Buq Screen 2.0 2.0 2.0 11 Bug Screen 2 0 0 1 20 2.0 2.0 2.0 2.0 0.1 12 Bug Screen - 0.76 2 0 2.0 2.0 2.0 _ 0.76 2.0 0.1 2.0 2.0 13 Bug Screen 2.0 2.0 2.0 0.1 14 Bug Screen - 76 2.0 2.0 20 2.0 _ _ 0 76 2.0 0.1 2.0 2.0 15 Bug Screen 2 0 2.0 2.0 0.1 16 Bug Screen 0.762.0 2•0 2.0 2.0 x.76 2.0 0.1 2.0 2.0 17 Bu Screen 2 0 2 0 2.0 0.1 18 Bug Screen 5.076 - 3.0 2 0 2.0 76 5.5 2.0 0.1 2.0 2.0 3.0 19 Bug Screen 2.0 0.1 2.0 2.0 2.0 0_76 2.0 16.0 0.1 16.0 16.0 THERMAL MASS FOR HIGH MASS DESIGN Type Area Thick. Heat Inside Concrete He(SO (in.) Cap. Cond. R -Val. JA IV Reference Condition Location/ avyweight Status Concrete. Heavyweight 396 8.00 28 0_98 0 COmmentS 310 8.00 12-A9 Concrete Heavyweight 28 0-98 0 12-A9 New Basement / Exterior Mass Concrete Hea e- i h t 360 8.00 28 0_98 0 12 A9 Nem_ Basement /Exterior Mass 420 8.00 28 0_98 p 12-A9 Basement / Exterior Mass PERIMETER LOSSES Ne1N Basement / Exterior Mass Type Insulation Length R -Val. Location Condition Location/ Slab Pe _ 18 None No Insulation JA IV Reference Status Slab Perimeter 52 None No Insulation 26-A1 Comments 26-A1 Nm_ Basement New Liw•ng Zone --------------- 4.1 User Number: 2655 Job Number: 4of14 Certi Smith F Project Tits A Part 2 Of 4) CF- Yat-e-1-11212006 F- Date 11 /2/2006 Area U -Factor' SHGC2 True Cond. . Q addIlw Roar rS nn n SqD Azm. Tilt Stat. GlazingT Location/ Rear SW _36 p 0.590 NERC -Q-42. NFRC -225- -225_ Type Comments ' 22 Window Rear SW 225 -90 ' 23 Window Rear SW 15'0 u•590 N -FRC 0_42 NFRC 90 Ne Mil and Windows -- 0. 0.590 NFRC 111 11 7onp 24 Window Rear 0_42 N RF 90 Ne- MII and Wt d Hs Llvina_Zone 25 Window 192_0 0.590 NFRC 0 42 ) 90 New and Windows Livin Zone - Rea-2fi -ft_ 36 0 NFRC 2 0 90 New W- lly- ht r nn Q NFRC 0 Mil and Windows LivingZone 27 Window Ri ht 42 FR -2 0-90 ew I Livm 26 NW NFRC 0 New _ atd Window Zone 1l1Ltt1 42 NFRC 315 I U0 .42 22 -1[1Gntiow Rinhf „ -$ - 99-REE-C Q 90 Ne_ Mil and Win ►YIII9 Zone W ndowQ _ - F - - N Miloa d s LivtnQ Zone 31 Window Ri ht Right W 0 90 NFRC New Livino ^a= NW 0.590 NFRC 042 N 900 New it and Winddow 11yln one 315 90 NewMtl and Windows Lt9 Zone ------Living Zone I. Indicate source either from NFRC o Tar bel 116A. INTERIOR AND 2. Indicate source either from NFRC or Table 1168 EXTERIOR SHADING 21 Buq Screen 0.76 Roll -down Blind 0.76 23 or Slats Bug Screen 0.13 24 Bora Screen0.76 Len. 12.0 Hgt. Xt. Bug Screen0.76 2.0 40 Bug Screen 0.76 12.0 Buocreen 0.76 28 Buq Screen 0.76 29 30 Bug Screen Bug Screen 0.76 2.0 _QJ 2.0 20 31 BuScreen 0.76 2.0 20 2.0 0 1 2.0 2 0 2.0 THERMAL MASS FOR HIGH MASS DESIGN Type Area Thick. Heat Inside (sf) (in.) Cap. Cond. R -Val. WIC -_$.Q 4.5 8.0 Hgt. Wd. Overhan 2.0 2.0 Len. 12.0 Hgt. Xt. RExt. 2.0 2.0 12.0 0.1 12.0 0.1 12.0 8.0 1.5 2.0 12.0 0.1 12.0 5.5 5 4.8 3.0 -2`Q 2.0 _QJ 2.0 20 -a - 0.1 10 0 -Q-1 100 -2.Q 100 100 2.0 20 2.0 0 1 2.0 2 0 2.0 2.0 2.0 2.0 0.1 2.0 020 2.0 3.0 .1 2.0 0.1 2.0 4.0 2.0 2.0 2.0 2.0 6.0 2.0 0.1 2.0 2.0 2.0 2.0 PERIMETER LOSSES Type Len th Insulation 9 R -Val. Location 4.1 User Number: 2655 JA IV Reference JA IV Reference Job Number: Left Fin Dist. Len. N Condition Location/ Status Comments Condition Location/ Status Comments Right Fin Dist. Len. Hgt. 5of14 • ----1-11212006 Date Lower Floor – Living HVAC DISTRIBUTION --- I ype - uiIaiuon Thermostat 80°% AFUSplit Air Conditioner Eff Status Type onditioner 13.0 SEER 80°% A= Split Air Conditioner New Setback —_ 13.0_ New Setba Location Ratedl Tank 73-626 Hi hwa 111 Type Distribution # in A O SMITH FPSH-50-235 S st. Lower Floor HeatingDuct Ducted Cooling Duct Location Condition Ducts Liw•ng Ducted Ducted Outdoors R -Value Status Tested? Hydropic Piping Ext. n Ducted Outdoors 4 2 New New Yes System Name Pipe Pipe Pipe Insul. — - Yes Thick. WATER HEATING SYSTEMS System Name Water Heater Ratedl Tank 73-626 Hi hwa 111 Type Distribution # in A O SMITH FPSH-50-235 S st. Input Btu/hr Ca p' Energy Condition Factor Standby' Tank Insul. LOSS Small Gas N SMITH FP—= 230 _ _o Pipe Insulation 2 gal Status or RE' R -Value (%) — small as -No Pipe Incusation — Multi -Family Central Water 65 000 ' o00 50 _7 6lew New 0.62 — Ext. n Heatingting p — Hnt IAr..a__ r, — _n/a —"--/ = L — Hot Water Pi.,...,. i _ e O" uu n Add 1/21 - In Plenum Outside Buried Insulation Tror small gas storage (rated input <_ ------- For large gas storage water heaters (rated input t hr), electric resistance and heat For instantaneous as water heaters, list Rated In u50aod toRecovery Rated Input, Recove ter he list energy factor REMARKS 9 P Efficiency, Recovery Efficiency and Standby Loss. COMPLIANCE STATEMENT This certificate of compliance lists the building features and specifications needed to comply with Title 24, Parts Regulations, and the administrative regulations to implement them. This certificate has been signed by the individual The undersigned recognizes that compliance using duct design, duct sealing, verification of refrigerant charge and building envelope sealing require installer testing and certification and field verification b an 'and 6 of the California Code of widate with overall design responsibility. Designer or Owner 9 and TXVs insulation installation quality, (per Business &Professions Code) y approved HERS rater. Name: Title/Firm: Ochoa Desi n Associates Address: 73-626 Hi hwa 111 Palm Desert Ca 92260 Telephone: 760.773-6605 (signature) Enforcement Agency (date) Name: Title/Firm: Address: Telephone: Documentation Author Name: Joan D. Hacker Title/Firm: Insu-form Inc. Address: 41-921 Beacon Hill Suite A Palm Desert CA 92211 Telephone: 760 779_0657 (sign ure) (da e) (signature/stamp) U Rq0 rode, 1ia9cfk— .. (date) 4 • Certificate Of Compliance •-Res idential Project Part d rnf n CF -1 R Special Features and Modeling Assumptions 2 2006 The local enforcement agency should a s Date written justification and documentation, and special verification to be used with the performance a pay special attention to the items specified in this checklist. These items require special agency determines the adequacy of the justification, and may reject a building or design that otherwise complies based adequacy of the special justification and documentation submitted. approach. The local enforcement on the HERS Required Verification Items in this sectionSprrequire field testing and/or verification by a certified home energy approved HERS provider using CEC approved testing and/or verification methods and must be reported on the CF installation certificate. gy rater under the supervision of a CEC- The HVAC System "Lower Floor" incoroorate- ucoc ..__ -4R •- -----4«U dna aocumented on the C VAC System "Lower Floor" incorporates a HERS verified Refrigerant Charge test or a HERS verified Valve. The Cooling System "York H1 TC048S06" includes credit fora 12.2 EER Condenser. A certified HERS rater mu -Thermostatic Expansion installation of the correct Condenser. The HVAC System "Elvin st field verify the g " incorporates HERS verified Duct Leakage. Target leakage is calculated and documented on the CF -4R. The HVAC System "Living " incorporates a HERS verified Refrigerant Charge test or a HERS verified Thermosta The ll tem "York H1 TC060S06" includes credit fora 12.4 EER Conde tic Expansion Valve. installation of the correct Condenser. Condenser. A certified HERSrater must field verify the 4.1 User Number: 2655 Job Number: 701`14 Plan I Field Field Mandatory Measures Summary: NOTE: Lowrise residential buildings subject to the Standards nfhe Residential (Page 1 o f 2) J M -1 compliance requirements from the Certificate of Compliance supercede the items se measures regardless of the compliance a ;, into the permit documents, the features noted shall be considered by all parties as minimum co approach used. More stringent • ` marked with an asterisk rf below. When this checklist is incorporated measures whether they are shown elsewhere in the documents or on this checklist only. component performance specifications for the mandatory DESCRIPTION Instructions: Check or initial applicable boxes when completed or check N/A if not ' applicable. Building Envelope Measures - N/A ENFORCE - 5()(2): §'150(2): Minimum R-19 in wood ceiling insulation or equivalent U -factor in metal frame ceili § 150(b): Loose fill insulation manufacturers labeled R -Value: ng § 150(c): Miniwall insulation Minimum R-13 lation in wood framed walls or equivalent U -factor in metal frame walls (does not apply uto exterior mass walls). P § 150(d): Minimum R-13 raised floor insulation in framed floors orequivalent U § 150 e q factor. : Installation ation of Fireplaces, Decorative Gas Appliances and Gas Logs. h 1. Masonryand factory -built fireplaces have: a. closable metal or glass door covering the entire o b. outside air intake with dam pening of the firebox (' per and control, flue damper and control 2. No continuous burning gas pilot lights allowed § 150(0: Air retarding wrap installed to comply wit§ 151 meets requirements s ecified in the AC § 1s01 p (g): Vapor barriers mandatory in Climate M Residential Manual. Zones 14 and 16 only. § 150(1): Slab edge insulation -water absorption rate for the insulation at without facings no greater than 0.3°/, permeance rate no greater than 2.0 perm/nch. § 118:' Insulation specified or installed meets insulation installation water vapor include CF -6R Form: quality standards. Indicate type and § 116-17: Fenestration Products, Exterior Doors, and Infiltration/Exfiltration Controls. • i 1. Doors and windows between conditioned and unconditioned spaces designed to limit air leak i 2. Fenestration products (except field fabricated) have label with certified U - Coefficient (SHGC age. ), and infiltration certification. Factor, certified Solar Heat Gain i! 3. Exterior doors and windows weatherstri Aped; all joints and penetrations caulked and sealed. Space Conditioning, Water Heating and Plumbing System Measures § 110-11 HVAC equipment, water heaters, showerheads and faucets certified b the Ener r § 150(h): Heating and/or cooling loads calculated in accordance with ASH y Energy Commission. § 150(1): Setback thermostat on all a RAE, SMACNA or ACOA. applicable heating and/or cooling systems. § 1500): Water system pipe and tank insulation and cooling systems line insulation. 1. Storage gas water heaters rated insulation Navin with an Energy Factor less than 0.58 g an installed thermal resistance of R-12 or greater. must be externally wrapped ?. Back-up tanks for solar systems, pped with insulation or R-16 internal insulation uand indicated on the exterior of the tank showing storageor other indirect hot water tanks have R-12 external 3. The following piping is insulated accordin the R -value. 1. First 5 feet of hot and cold g to Table 150-A/B or Equation 150-A Insulation Thickness: length of recirculating sections of hot water closest to water heater tank, non -recirculating systems, and entire 2. Cooling system Piping water pipes shall be insulated to Table 150B. and indirect hot water tank shall) be insulatedchilled ter, or to Table 150 -Band Equation 150-q.. pine lines) insulatedinsulated between heating source 4. Steam hydropic heating systems or hot wafer systems > 15 psi, meet requirements of Table 123-q 5. Insulation must be protected from damage, including that due to sunlight, maintenance, and wind. 6. Insulation for chilled water Piping moisture, equipment entirely in conditioned space. P P g and refrigerant suction piping includes a vapor retardant or is enclosed 7. Solarwafer-heating systems/collectors are certified by the Solar Rating and Certification Cor ' yPro 4.1 by EnergySoft poration. User Number: 2655 Job Number. y ;, MENT ❑ ❑ ❑ ❑ 2]• ❑ ❑ o ❑ _o Page:8 of 14 ` Mandato Measures Summa :Residential P NOTE: Lowrise residential buildings subject to the Standards age 2 of 2) compliance requirements from the Certificate n Compliance supersede the items marked MF -1R contain these measures regardless of the compliance a into the permit documents, the features noted shall be considered b PProach used. with an asterisk More stringent • measures whether they are shown elsewhere in the documents or on this checklist only. rf below. When this checklist is incorporated Y all parties as minimum component Performance specifications for the mandatory DESCRIPTION Instructions: Check or initial applicable boxes when com Spacepplicable. pleted or check N/A if not p CoConditionin 9, Water Heating and Plu N/A DESIGNEREMENTE § 150(m): Ducts and Fans mbing System Measures: (continued) I. All ducts and plenums installed, sealed and insulated to 605, and Standard 6-5; su andmeet the requirements of the C R-4.2 or enclosed entirely n I conditioned space, ducts and MC Sections installed le Plenums are insulated to a 602, 603, 604, ❑ ❑ that meets the applicable requirementsPace. Openings shall be sealed with mastic, or other duct -closure f system X ❑ that t meets If mastic or tape s used to seof a oL 181' UL 181A, or UL 1816 or aerosol sealant that meets the re or tape shall m used. openings greater than 1/4 inch, the combination of requirements mastic and either mesh 2. Building cavities, support platforms for air handlers, and plenums defined or constructed with materials sealed sheet metal, duct board or flexible duct shall not be used for conveying support platforms may contain ducts. Ducts installed in cavities and support other than ❑ reductions in the cross-sectional area of the ducts.Y 9 conditioned air. Building cavities and ❑ platforms shall not be compressed to cause 3. Joints and seams of duct systems and their components shall not be sealed with cloth back rubber duct tapes unless such tape is used in combination with mastic and draw bands. 4. Exhaust fan systems have back draft or automatic da adhesive ❑ RX S. Gravity ventilating systems serving ropers. ❑ dampers. g conditioned space have either automatic or readily❑ ® ❑ 6. Protection of Insulation. Insulation shall be protected from damage, accessible, manually operating ❑ maintenance, and wind. Cellular foam insulation shall be protected above or © ❑ retardant and provides shielding from solar radiation that can cause s above degradationofthe hat a it sunlight, coating painted with a coating that�is equipment ❑ 7. Flexible ducts cannot have 9 material. water ❑ § 114: Pool and S Porous inner cores. Spa Heating Systems and Equipment 1• A thermal efficiency that complies with the Appliance Efficient ❑ ® ❑ heater, weatherproof operating instructions, no electric resistance heatin • y Regulations, on-off switch mounted outside of the 2. System is installed with: 9 and no ❑ Pilot light. ❑ ❑ a. At least 36" of pipe between filter and heater for future solar heating. b. Cover for outdoor pools or outdoor spas. 3. Pool system has directional inlets and a circulation pump time switch. ❑ ❑ ❑ § 115: Gas fired fan -type central furnaces, pool heaters, s ❑ ❑ ❑ burning pilot light. central fu tion: Pa heaters or household cooking ❑ ❑ ❑ P Non -electrical cooking appliances with pilot < § 118 i :' 9 appliances have no continuously () Cool Roof material meets s P 150 Btu/hr) ❑ Lighting specified criteria ® ❑ Measures § 150(k)1: HIGH EFFICACY LUMINAIRES ❑ ❑ ❑ 150-C, and do not contain a OTHER THAN OUTDOOR electric and medium screw base socket R HID: contain only high efficacy 13 have an output frequent (E24/E26). Ballasts for lam s acy lamps as outlined in Table § 150(k)1: HIGH Y no less than 20 kHz. P Watts or greater are ❑ EFFICACY LUMINAIRES - luminaire has facto OUTDOOR HID: factory installed HID ballast. contain only high efficac § 150(k)2: Permanently installed luminaires in kitchens shall be Y lamps as outlined in Table 150-C, in Section 130(c), of permanently installed luminaires in kitchens ❑ ❑ ❑ ED provided that these luminaires are controlled b high efficacy luminaires. U o § 150(k)3: Permanently installed luminaires in bathrooms, P r 50/o teethe Wattage, as determined ❑ y switches separate be in luminaires that are not high efficacy luminaires, ❑ OR are controlled b laundry from those controlling the high efticac X ❑ § 150(k)4: Pe Y an occupant sensors garages, laundry rooms, utility rooms shall be hi Y luminaires. emanentl installed luminaires () °ertfied to com I shall be hi X minaires located other than in ktchens with Section 119(d). 9h efficacy luminaires. ❑ controlled b aan cy luminaires (except closets less than 70 0 ❑ Y an oR are ccu bathrooms, aro es always on option, pant sensor that complies with Section 119(d) 9 laundry rooms, and utility rooms § 150(k)5: Luminaires that are recessed into insulatedcomplies ceilings ft) OR are controlled b ()that does not turn on�automat automatically have an ❑ certified a ASTM E283 and labeled as ate tight (A ❑ O are approved for Zero clearance insulation cover IC § 150(k)6: Luminaires � to less than 2.0 CFM at 75 Pascals. ( )and are ❑ providing outdoor lighting and permanent) ❑ same lot shall be high efficacy luminaires 680 locations Y mounted around a residential building or fo other buildings on the OR are controlled b not including lightin y occupant sensors with integal photo control certified to com I ❑ ❑ § 150(k)7: Lighting for parking lots for 8 orwater features or other X ❑ Lighting for more vehicles shall have lighting that complies with Sections 130, Article Parking garages for 8 or more vehicles shall have Ii ghtincomplies , y 2 a Section 119(4). § 150(k)8: Per installed lighting in the enclosed, dwelling units shall be high efficacy luminaires O 9 that tom lies 132 and 147. ❑ O P with Section 130, 131, and 146. ❑ dwells119 g y non -dwelling spaces of low-rise residential buildings with four or R are controlled by occupant sensor(s) certified to comp, More User Number: 2655 gYPro 4.1 by EnergYSoft Y with Section ❑ EJ Job Number: i Page:9 of 14 i Residential Kitchen Li ghti h Smith Residence • Project Title 111212006 Date At least 50% of the total rated wattage of permanently installed luminaires in kitchens must be in luminaires that are high efficacy luminaires as defined in Table 150-0. Luminaires that are not high efficacy must be switched separately. Kitchen Lighting Schedule. Provide the following information for all luminaires to be installed in kitchens. Luminaire Type High Efficacy? Watts High.Efficacy (1) 40w Fluorescent Twin Elec Quantity Watts Other Watts VYesNo 36.0 x 12 = 432 or x - or x - or x - or x or Yes x No or Q Yes No x -x or Yes No - or Yes No x - or Yes No x - or Yes No x - or Yes No x- or Yes No x - or Yes No x - or Yes No X or Yes No - or Yes No x - or Yes No X - or Yes No - or X = or • Total A: 432 B: 0 si a COMPLIES IF A>- B YES ® NO ❑ .;i ro 4.1 by EneravSoft User Number: 2655 I 'r ,1 Job Number: Oof14 HVAC SYSTE M HEATING AND COOLING LOADS S PROJECT NAME UMMARY Smith Residence SYSTEM NAME DATE Lower Floor 11/2/2006 ` ENGINEERING CHECKS FI_ooRAREA Number of Systems SYSTEM LOAD 265 output per System Total output Output (Stuh/sqft) Output per System Total Output (Stuh) Total Output (Tons) Total Output (Btuh/sqft) Total (sgft/Ton) CFM per System Airflow (cfm) Airflow (cfm/sqft) Airflow Wm/Ton) Outside Air (off) Outside Air (cfm/sgft) e: values above given at ARI conditions 100,000 Total Room Loads 100,000 Return Vented Lighting 3774 Return Air Ducts Return Fan 52,000 Ventilation 52,000 Supply Fan 4.3 SuPPIY Air Ducts 196.2 TOT AL SYSTEM LOAD s1.2 CFM Is Latent CFM Sensible 1,595 """ '11' ' t SELECTION 1,595 FEYOkH1TC048S06 40,4441 1,001 40,796 4,766 6.02 100,000 368.1 0.0 Total Adjusted System Output (Adjusted for Peak Design Conditions) 40,796 4,766 0.00 TIME OF SYSTEM PEAK 100,000 Aug 2 pm Jan 12 am I lirctre ,... r_ _ 26.0 of •• =14wres at Time of Heatin Peak 67.6 °F 67.6 °F :.; 126.5 °F Outside Air 0 cfm '' Supply Air Ducts Supply Fan Heating Coil 1595 cfm 124.1 °F s7.6 OF ROOMS 70.0 °F Return Air Ducts OOLING SYSTEM PSYCHROMETRICS Airstream Tem era tures at Time of F Coolin Peak 111.0/77.60F ;4 80.3 / 63.8 OF 80.3 / 63.8 0 56.3 / 54.9 °F . Outside Air 0 cfm ''' ` SuPpiY Air Ducts Supply Fan Cooling Coil 1595 cfm 58.6/55.8 OF 80.3/63.8 °F 43.7°,6 R.H. ROOMS 7 78.0 / 63.0 OF 'Return Air Ducts EnergyPr0 4.1 by Energysoft User Number: 2655 Job Number. a Page: 11 of 14 F I PROJEHVAC SYSTEM HEATING AND COOLING LOADS SUMMARY CT"NAME Smith Residence DATE 0 - SYSTEM NAME /2/2006 Living FLOOR AREA 3 966 ENGINEERING CHECKS ISYSTEM LOAD Number of Systems 2 COIL COOLING PEAK COIL HTG. PEAk Heating System CFM Sensible Latent CFM Sensible utpu[ per System Total Output (Btuh) Output (Btuh/sqft) Cooling System Output per System Total Output (Btuh) Total Output (Tons) Total Output (Btuh/sgft) Total Output (sgft/Ton) CFM per System Airflow (cfm) Airflow (cfm/sqft) Airflow (cfm/Ton) Outside Air (%) Outside Air (cfm/sqft) Note: values above given at ARI conditions 26.0 OF Outsid Air 0 cfm 68.3 °F 100,000111 Total Room Loads 200,000111 Return Vented Lighting 50.4111 Return Air Ducts Return Fan 56,000 Ventilation 112,000 Supply Fan 9.3 Supply Air Ducts 28.2 TOTAL SYSTEM LOAD 424.9 1,595 83 078 4468 72 423 3,190 York H1TCO60S06 93,314 2,523 200,000 0.80 341.8 0.0 Total Adjusted System Out (Adjusted for Peak Design Conditions) 93,3142,523 200,000 0.00 TIME OF SYSTEM PEAK Aug 2 pm Jan 12 am Airstream Temperatures at Time of Hpatinn oe-i,% 68.3°F 68.3°F 127.3°F Supply Fan Heating Coil 3190 cfm 71 Supply Air Ducts 125.6 OF ROOMS 70.0 OF Return Air Ducts ` OOLING SYSTEM PSYCHROMETRICS 11Airstream Temperatures at Time of Coolin Peak 111.0/77.6°F 80.4/62.3°F 80.4/62.3°F 52.9/51.4°F Outside Air '::`' Supply Air Ducts 0 cfm Supply Fan Cooling Coil 3190 cfm 55.3 / 52.4 OF ROOMS 80.4/62.3 ° F 38.9% R.H. 78.0/61.5°F Return Air Ducts EnergyPro 4.1 by EnergySoft User Number: 2655 Job Number: Page:12 of 14 i i ROOM LOAD SUMMARY PROJECT NAME Smith Residence SYSTEM NAME Lower Floor User Number: User ;►; PAGE TOTAL TOTAL Job Number: DATE —11/2/2006 FLOOR AREA 265 18i 1,0451 1 1,578 32,608 1,045 766 E— 1,5 44,095 78 32,608 1,045 766 44,095 Page: 13 of 14 EOOM LOAD SUMMARY PROJECT NAME Smith Residence i • SYSTEM NAME Livina User Number: User DATE 11/2/2006 FLOOR AREA 3,966 1 PAGE TOTAL 2,767 66,982 4,468 1,03361,137 TOTAL 2,767 66,982 4,468 1,033 --. 61,137 Job Number: Page: 14 of 14 Y 0 TITLE 24 REPORT Title 24 Report for: The Bob Smith Reside e _ 51-425 Madison Street La Quinta, CA 92253N sr103 8o_q a f 3k eri F p ti_68 E , 10 Project Designer: Ochoa Design Associates 73-625 Hwy 111 Palm Desert, CA 92260 (760) 773-6605 Report Prepared By: p p CJ MCFadden BREEZE AIR CONDITIONING 75-145 ST. CHARLES PLACE PALM DESERT, CA 92211 (760) 346-0855' Job Number: ®ate: MAY 0 4 2006 5/4/2006 BY The EnergyPro computer program has been used to perform the calculations summarized in this compliance\ report. This program has approval and is authorized by the California Energy Commission for use with both the Residential and Nonresidential 2005 Building Energy Efficiency Standards. This program developed by EnergySoft, LLC - www.energysoft.com. EnergyPro 4.1 by EnergySoft Job Number: User Number. 3665 l TABLE OF CONTENTS 4 jr Cover Page 1 Table of Contents 2 Form CF -1 R Certificate of Compliance 3. Form MF -1 R Mandatory Measures Summary 9 Form WS -5R Residential Kitchen Lighting 11 HVAC System Heating and Cooling Loads Summary 12 Room Load Summary 14 Room Heating Peak Loads 16 Room Cooling Peak Loads. 20 Certificate Of Compliance : Residential (Part 1 of 4) CF -1 R Rie-Bo-b Smith Residence 4,231 ft2 Existing Floor Area: 5/4/2006 Project Title Raised Floor Area: 1,519 ft2 Date _51_4 _5__Ma.di,-;pn Street La -Quanta Average Ceiling Height: 10.8 ft Project Address 1.00 Number of Stories: . Building Permit # QREE7F AIR CONDITIONING (760) 346-0855 Documentation Author Telephone plan Check/Date Cmplgy-Proethod 15 Field Check/Date Climate Zone TDV Energy Use Standard Proposed Compliance (kBtu/sf•.yr) Design Design Margin Space Heating 5.31 6.06 -0.75 Space Cooling 61.49 60.10 1.39 Fans 9.12 11.09 -1.97 Domestic Hot Water 5.71 4.38 1.33 Pumps 0.00 0.00 0.00 Totals ° 81.63 81.63 0.00 Percent Building Type: WSingle Family ❑ Multi Family Building Front Orientation: Fuel Type: Fenestration: ❑ Addition ❑ Existing + Add/Alt (NE) 45 deg Natural Gas Area: 1,438 ft 2 Avg. U: 0.39 Ratio: 34.0% Avg. SHGC: ,0.34 0.0% Total Conditioned Floor Area: 4,231 ft2 Existing Floor Area: n/a ft2 Raised Floor Area: 1,519 ft2 Slab on Grade Area: 2,712 ft2 Average Ceiling Height: 10.8 ft Number of Dwelling Units: 1.00 Number of Stories: . 2 BUILDING ZONE INFORMATION # of Thermostat Zone Name Floor Area Volume Units Zone Type Type .HVAC=#_1 'R344174 n 2n Sleep ng _SleepingStit HVAC -#2A, 2B & 2C 3,397 36,572 0.80 Living _LiyingStat OPAQUE SURFACES Insulation Act. Type Frame Area U -Fac. Cay. Cont. Azm. Tilt RML- Wnnd 834 0.025 R_38 R -n_0 345 n ,Wall Wood 311 0.069 R_21 R-0-0 45 90 Wall- Wood 20 0"069 R_21 R-0.0 135 190 Wall Wnnd_ 155 n ORA R_91 R -n_0 225 CIO Door None 24 0.500 None R-0_0 _791i An Wall Wood 300 0.069 R_21 R-0.0 1,115 gn Floor Wnod 1 .519 0.048 R-19 R_0 0 _0 1Rn .Boot_ Wnnd 3 1.12 0 025 R-38 R -Q n 345 0 Wall_ Wood 172 0.069 R_21 R-0.0 45 _so Wall Wood 177 0.069 R-21 R-0-0 go 90 Wall Wood .riot n n6a 621 R -n n 1 An Wall_ Wood_ 381 n 069 _ g_21 R -p n X25 gn Wall_ Wood- 269 0"069 R-21 R-0.0 315 90 Wall_ Wood _ 71 n 069 R_21 R-0.0 _JZ_9Q Door. inane 21 0.500 None R-o_o _0 gn Wall_ Wood- 80 0"069 R_91 R-n_o 45 An WallWnnd 28 0 f]69 R-21 R-0 0 Qn go Wall Wond 131 n nRA R_21 -0 1,141i A .Doo>-- None- 21 n 500 NnnP R -O fL TS An Wall_- Wood_ 164 0069 R-21 R-0.0 925 90 Wall__ Wood _ 112 0"069 R-21 R-0.0 315 _9Q Vent Hgt. Area 8 nLa 8 n/a Gains Condition Y / N Status JA IV Reference Location / Comments F197k I< 1►I - . 1 • iG JiE1ri1 • .MIHYI a.. EnergyPro 4.1 by EnergySoft User Number. 3665 Job Number: Page:3 of 25 i Certificate Of Compliance: Residential (Part 2 of 4) CF -1 R The Bob Smith Residence 5/4/2006 Project Title Date FENESTRATION SURFACES True Cond. Location/ # Type Area U -Factor' SHGCZ Azm. Tilt Stat. Glazing Type Comments 1_ Window Front (NE) 20.0 0!450 NFRC -0,34 NERC 45_ -9D- New I newen French Door 70NE #1 2 Window Front (NE) 20.0 0.450 NFRC 0_34 NFRC 45 90 New Loewen French Door ZONE #1 3 Window Rear (SW) 15.0 0.330 NFRC 0_36 NFRC 225 90 New Loewen Picture (HP1/Air) ZONE #1 4 Window Rear (SW) 44.0 0.330 NFRC 0_36 NFRC 225 90 New Loewen Picture (HP1/Air) ZONE #1 5 Window Right (NW) 30.0 0.330 NFRC 0_36 NFRC 315 90 New Loewen Picture (HPI/Air) ZONE #1 6 Window Right (NW) 3.8 0.330 NFRC 0_36 NFRC 315 90 New Loewen Picture (HPI/Air) ZONE #1 7 Window Right (NW) 28.0 0.330 NFRC 0_36 NFRC 315 90 New Loewen Picture (HPI/Air) ZONE #1 8 Window Right (NW) 48.0 0.450 NFRC 0.34 NFRC 315 90 New Loewen French Door ZONE #1 6 Window Right (NW) 12.0 0.33 NFRC 0.36 NFRC 315 90 New Loewen Picture (P1/Air) ZONE #1 LO Window Right (NW) 28.0 0.330 NFRC 0_36 NFRC 315 90 New Loewen Picture (HP1/Air) ZONE #1 L Window Front (NE) 45.0 0.450 NFRC 0_34 NFRC 45 90 New Loewen French Door Main Floor 12 Window Front (NE) 12.0 - 0.330 NFRC 0_36 NFRC 45 90 New Loewen Picture (HP1/Air) Main Floor Ja Window Front (NE) 12.0 0.330 NFRC 0_36 NFRC 45 " qn New Loewen Picture (HP1/Air) Main Floor 14 Window Front (NE) 48.0 0.450 NFRC 0_34 NFRC 45 90 New Loewen French Door Main Floor 15 Window Front (NE) 12.0 0.330 NFRC 0_36 NFRC 45 90 New Loewen Picture (HP1/Air) Main Floor 16 Window Front (NE) 13.5 0.330 NFRC 0_28 NFRC 45 90 New Loewen Casement (HP1/Air) Main Floor 17 Window Front (NE) 12.0 0.330 NFRC 0_36 NFRC: 45 90 New Loewen Picture (HPI/Air) Main Floor 18 Window .Front (E) 10.0 0.330 NFRC 0_36 NFRC 90 90 New Loewen Picture (HP1/Air) Main Floor 19 _Window Front (EE) 40.0 0.330 NFRC 0_28 .NFRC 90 90 New Loewen Casement (P1/Air) Main Floor 1. Indicate source either from NFRC or Table 116A. 2. Indicate source either from NFRC or Table 1168. INTERIOR AND EXTERIOR SHADING 12 None No Insulation 26-A1 New ZONE #1 Slab Perimeter 75 None No Insulation 26-A1 Window ZONE #1 Overhang Left Fin Right Fin # Exterior Shade Type SHGC Hgt. Wd. Len. Hgt. LExt. REA Dist. Len. Hgt. Dist. Len. Hgt. 1 Bug Screen 0.76 2 5u- _Screen 0.76 3 Bug Screen 0.76 4 Bug Screen 0.76 5 Bun Screen 0.76 5.0 6.0 8.0 4.0 8.0 8.0 6 Bug Screen 0.76 7 Bun Screen 0.76 810 3.5 8.0 0.1 8.0 8.0 8 Bug Screen 0.76 8.0 6.0 8.0 0.1 8.0 8.0 9 Bug Screen 0.76 _ 10 Bug Screen 0.76 8.0 3.5 8.0 0.1 8.0 8.0 11 Bug Screen 0.76 12 Bug Screen 0.76 _ 13 Bug Screen 0.76 14 Bug Screen 0.76 _ 15 ffugScreen 0.76 , 16 Bug Screen 0.76 17 Bug Screen 0.76 _ 18 Bug Screen 0.76 19 Bug Screen 0.76 THERMAL MASS FOR HIGH MASS DESIGN Area Thick. Heat Inside Condition Location/ Type (sq (in.) Cap. Cond. R -Val. JA IV Reference Status Comments PERIMETER LOSSES Insulation Condition Location/ Type Length R -Val. Location JA IV Reference Status Comments Slab Perimeter 12 None No Insulation 26-A1 New ZONE #1 Slab Perimeter 75 None No Insulation 26-A1 New ZONE #1 Slab Perimeter 135 None No Insulation 26-A1 New Main Floor Slab Perimeter 25 None No Insulation 26 -Al New Main Floor I EnergyPro 4.1 by EnergvSoft User Number. 3665 Job Number. Pace:4 of 25 1 Certificate Of Compliance : Residential (Part 2 of 4) CF -1 R The Bob Smith Residence 5/4/2006 Project Title Date FENESTRATION SURFACES True Cond. Location/ # Type Area U -Factor' SHGC2 Azm. Tilt Stat. Glazing Type Comments 20-/indoly Front (E)_ 12.0 0.aaO NFRC -Q-W NFRC _90 _9Q New Lot -wen Picture (HP1/Air) -Main Floor 21 Window Front (E) 12.0 0.330 NFRC 0_36 NFRC 90 90 New Loewen Picture (HPI/Air) Main Floor 22 Window Front (E) 10.0 0.450 NFRC 0.34 NFRC 90 90 New Loewen French Door Main Floor 23 Window Front (E) 40.0 0.330 NFRC 0_36 NFRC 90 90 New Loewen Picture (HPI/Air) Main Floor 24 Window Front (E) 12.0 0.330 NFRC 0_36 NFRC 90 90 New Loewen Picture (HPI/Air) Main Floor 25 Window Front (E) 18.0 0.330 NFRC 0_36 NFRC 90 90 New Loewen Picture (HPI/Air) Main Floor 2S Window Front (E) 48.0 0.450 NFRC 0.34 NFRC 90 90 New Loewen French Door Main Floor 27 Window Front (E) 96.0 0.330 NFRC 0.36 NFRC 90 90 New Loewen Picture (HP1/Air) Main Floor 22 Window Front (F) 36.0 0.330 NFRC 0.36 NFRC 90 90 New Loewen Picture (HPI/Air) Main Floor .2R Window Left (,SE) 9.0 0.340 NFRC JQM NFRC 1 5 90 New Loewen Sliding Patio Door Main Floor 30 Window Left (SE) 48.0 0.340 NFRC 0_28 NFRC 135 90 New LFA@VArblidinq Patio Door Main Floor 31 Window Left (SE) 36.0 v 0.330 NFRC 0.36 NFRC 135 90 New Ir icture (HPI/Air) Main Floor -32 Window Rear 9.0 0.3.30 NFRC-Q6 NFRC -225_ -90_ New Loewen Picture (HPI/Air) Main Floor 33 Window Rear (SW) 48.0 0.450 NFRC 0_34 NFRC 225 90 New Loewen French Door Main Floor 34 Window Rear (SW) 36.0 0.330 NFRC 0_36 NFRC 225 90 New Loewen Picture (HPI/Air) Main Floor 35 Window Rear (SW) 48.0 0.450 NFRC 0_34 NFRC 225 90 New Loewen French Door Main Floor 36 Window Rear (SW) 48.0 0.450 NFRC 0_34 NFRr 225 90 New Loewen French Door Main Floor 37 Window Rear (SW) 48.0 0.450 NFRC 0_34 NFRC 225 90 New Loewen French Door Main Floor -3$ Window Rear (SW) 52.0 _ 0.4501LE$C_Q,34 NFRC 225 94_ New Loewen French Door Main Floor 1. Indicate source either from NFRC or Table 116A. 2. Indicate source either from NFRC or Table 11613. INTERIOR AND EXTERIOR SHADING Window Overhanq Left Fin Right Fin # Exterior Shade Type SHGC Hgt. Wd. Len. Hgt. LExt. REA Dist. Len. Hgt. Dist. Len. Hgt. 20 Bug Screen 0.76 21 Bug Screen 0.76 22 Bug Screen 0.76 23 Bug Screen 0.76 24 Bug Screen 0.76 25 Bug Screen 0.76 26 Bug Screen 0.76 27 Bug Screen 0.76 28 Buy Screen 0.76 29 Bug Screen 0.76 30 Bug Screen 0.76 31 Bug Screen 0.76 32 Bug Screen 0.76 4.5 2.0 8.0 4.0 8.0 8.0 33 Buq Screen 0.76 8.0 6.0 8.0 0.1 8.0 8.0 34 7K9 Screen 0.76 8.0 4.5 8.0 0.1 8.0 8.0 35 Buq Screen 0.76 8.0 6.0 8.0 0.1 8.0 8.0 36 Buq Screen 0.76 8.0 6.0 8.0 0.1 8.0 8.0 37 Buq Screen 0.76 8.0 6.0 8.0 0.1 8.0 8.0 38 Bug Screen 0.76 8.0 6.5 8.0 0.1 8.0 8.0 THERMAL MASS FOR HIGH MASS DESIGN Area Thick. Heat Inside Condition Location/ Type (sf) (in.) Cap. Cond. R -Val. JA IV Reference Status Comments PERIMETER LOSSES Insulation Condition Location/ Type Length R -Val. Location JA IV Reference Status Comments Slab Perimeter 68 None No Insulation 26-A1 New Lower Floor i EnergvPro 4.1 by EnergvSoft User Number: 3665 Job Number: Page:5 of 25 1 Certificate Of Compliance : Residential (Part 2 of 4) CF -1 R The Bob Smith Residence 5/4/2006 Project Title Date FENESTRATION SURFACES True Cond. Location/ # Type Area U-Factorl SHGC2 Azm. Tilt Stat. Glazing Type Comments 39. Window Rear (SW 1 52.0 0 450 NFRC JI -34 NFR('. _99-9 _90_ New Loewen French Door Main Floor 40 Window Rear (SW) 45.4 0.340 NFRC 0_28 NFRC 225 90 New Loewen Sliding Patio Door Main Floor 41 Window Right (NW) 48.0 0.450 NFRC 0_34 NFRC 315 90 New GWW&IrPrench Door Main Floor 42 Window Right (NW) 48.0 0.450 NFRC 0_34 NFRC 315 90 New Loewen French Door Main Floor 43 Window Right (NW) 45.4 0.340 NFRC 0_28 NFRC 315 90 New Loewen Slidina Patio Door Main Floor 44 Window Right (NW) 16.0 0.330 NFRC 0_36 NFRC 315 90 New VWWr icture (HP1/Air) Main Floor .45 46 Window Right(NW) Window Right (NW) 48.0 0.450 NFRQ 0.34 NFRC 315 16.0 0.330 NFRC 0.36 NFRC 315 90 New 90 New Loewen French Door Loewen Picture (HP1/Air) Main Floor Main Floor 8.0 6.0 8.0 0.1 8.0 8.0 46 Bug Screen 0.76 8.0 2.0 1. Indicate source either from NFRC or Table 116A- 2. Indicate source either from NFRC or Table 1166. INTERIOR AND EXTERIOR SHADING Window Overhang Left Fin Right Fin # Exterior Shade Type SHGC Hgt. Wd. Len. Hgt. LExt. REA Dist. Len. Hgt. Dist. Len. Hgt. 39 Bug'Screen 0.76 8.0 6.5 8.0 0.1 8.0 8.0 40 Bug Screen 0.76 8.0 5.7 8.0' 0.1 8.0 8.0 41 Bug Screen 0.76 8.0 6.0 8.0 0.1 8.0 8.0 42 Bug Screen 0.76 8.0 6.0 8.0 0. 8.0 uQ 43 Bug Screen 0.76 8.0 5.7 8.0 0.1 8.0 8.0 44 Buct Screen 0.76 8.0 2.0 8.0 _Q,_ 8. 8.0 45 Bug Screen 0.76 8.0 6.0 8.0 0.1 8.0 8.0 46 Bug Screen 0.76 8.0 2.0 8.0 0.1 8.0 8.0 THERMAL MASS FOR HIGH MASS DESIGN Area Thick. Heat Inside Condition Location/ Type (sf) (in.) Cap. Cond. R -Val. JA IV Reference Status Comments PERIMETER LOSSES R -Val. Insulation Location JA IV Reference Condition Location/ Status Comments EnergyPro 4.1 by EnergySoft User Number. 3665 Job Number. Page:6 of 25 Certificate Of Compliance : Residential (Part.3 of 4) CF -1 R The Bob Smith Residence Duct Condition Ducts Location 5/4/2006 Tested? Project Title 6.0 New No Date 6.0 New No HVAC SYSTEMS 75 New 0.72 0.00% 0.0 Heating, Minimum Cooling Minimum Condition Thermostat Location '' Type Eff Type Eff Status Type HVAC -#1 Split Heat Pump 8.00 HSPF Split Heat Pump 15.0 SEER New Setback HVAC -#2A, 2B & 2C Split Heat Pump 8.50 HSPF Split Heat Pump 15.0 SEER New Setback HVAC DISTRIBUTION Location Cooli HVAC -#1 Ducted Ducted HVAC -#2A, 2B & 2C Ducted Ducted Hydronic Piping Pipe ' Pipe Insul. System Name Length Diameter Thick. Duct Duct Condition Ducts Location R -Value Status Tested? Attic 6.0 New No Attic 6.0 New No WATER HEATING SYSTEMS Ratedl Tank Energy Standbyl Tank Insul. Water Heater # in Input Cap. Condition Factor Loss R -Value System Name Type Distribution Syst. (Btu/hr) - (gal) Status or RE 1 (%) Ext. A.O.Smith FGR -75 Large Gas No Pipe Insulation 1 76,000 75 New 0.72 0.00% 0.0 Multi -Family Central Water Heating Details Hot Water Pump Hot Water Piping Length (ft) Add 1/2" Control # HP Type In Plenum Outside Buried Insulation 1 For small gas storage (rated input — 75000 Btu/hr), electric resistance and heat pump water heaters, list energy factor. For large gas storage water heaters (rated input > 75000 Btu/hr), list Rated Input, Recovery Efficiency and Standby Loss. For instantaneous gas water heaters, list Rated Input, and Recovery Efficiency. REMARKS COMPLIANCE STATEMENT This certificate of compliance lists the building features and specifications needed to comply with Title 24, Parts 1 and 6 of the California Code of Regulations, and the administrative regulations to implement them.This certificate has been.signed by the individual with overall design responsibility. The undersigned recognizes that compliance using duct design, duct sealing, verification of refrigerant charge and TXVs, insulation installation quality, and building envelope sealing require installer testing and certification and field verification by an approved HERS rater. Designer or Owner (per Business & Professions Code) Name: Title/Firm: Ochoa Design Associates Address: 73-625 Hwy 111 Palm Desert, CA 92260 Telephone: (760) 773-6605 Lic. #: (signature) (date) Enforcement Agency Name: Title/Firm: Address: Telephone: 4.1 by EnergvSoft User Documentation Author Name: CJ McFadden Title/Firm: BREEZE AIR CONDITIONING Address: 75-145 ST. CHARLES PLACE PALM DESERT, CA 92211 Telephone: (760) 346-0855 5q 14 (signature) (date) Certificate Of Compliance : Residential (Part 4 of 4) CF -1 R The Bob Smith Residence 5/4/2006 Project Title Date Special Features and Modeling Assumptions The local enforcement agency should pay special attention to the items specified in this checklist. These items require special written justification and documentation, and special verification to be used with the performance approach. The local enforcement agencv determines the adeauacv of the justification, and may reiect a building or design that otherwise complies based on the adequacy of the special justification and documentation submitted. I Plan Field The Roof "R-38 Roof' includes credit for a Radiant Barrier installed per Section 3.3.3 of the Residential Manual. The HVAC System "HVAC -#1" must meet all CEC Criteria for a Zonally Controlled system serving only Sleeping Areas. The HVAC System "HVAC -#2A, 2B & 2C" must meet all CEC Criteria for a Zonally Controlled system serving only Living Areas. HERS Required Verification Items In this section require field testing and/or verification by a certified home energy rater under the supervision of a CEC- approved HERS provider using CEC approved testing and/or verification methods and must be reported on the CF4R Plan Field installation certificate. The HVAC System "HVAC -#1" incorporates a HERS verified Refrigerant Charge test or a HERS verified Thermostatic Expansion Valve. The Cooling System "MAYTAG PSH4BF / PAH4VM (33on)" includes credit for a 12.0 EER Condenser. A certified HERS rater must field verify the installation of the correct Condenser. The HVAC System "HVAC -#2A, 2B & 2C" incorporates a HERS verified Refrigerant Charge test or a HERS verified Thermostatic Expansion Valve. The Cooling System "MAYTAG PSH4BF / PAH4VM (4 Ton)" includes credit for a 12.0 EER Condenser. A certified HERS rater must field verify the installation of the correct Condenser. EnergyPro 4.1 by EnergySoft User Number. 3665 Job Number. Page:8 of 25 _J I Mandatory Measures Summary: Residential (Page 1 of 2) MF -1 R NOTE: Lowrise residential buildings subject to the Standards must contain these measures regardless of the compliance approach used. More stringent compliance requirements from the Certificate of Compliance supersede the items marked with an asterisk (') below. When this checklist is incorporated into the permit documents, the features noted shall be considered by all parties as minimum component performance specifications for the mandatory measures whether they are shown elsewhere in the documents or on this checklist only. DESCRIPTION Instructions: Check or initial applicable boxes when completed or check•N/A if not ENFORCE - applicable. N/A DESIGNER MENT Building Envelope Measures § 150(a): Minimum R-19 in wood ceiling insulation or equivalent U -factor in metal frame ceiling. ❑ ❑X ❑ § 150(b): Loose fill insulation manufacturer's labeled R -Value: ❑ ❑ - ❑ +§ 150(c): Minimum R-13 wall insulation in wood framed walls or equivalent U -factor in metal frame walls (does not ❑ ❑X ❑ § 1506): apply to exterior mass walls). § 150(d): Minimum R-13 raised floor insulation in framed floors or equivalent U -factor. ❑ ❑ ❑ § 150(e): Installation of Fireplaces,,Decorative Gas Appliances and Gas Logs. I' 1. Masonry and factory -built fireplaces have: ❑ 0 ❑ a. closable metal or glass door covering the entire opening of the firebox ❑ ❑x ❑ b. outside air intake with damper and control, flue damper and control ❑ N❑: {1 2. No continuous burning gas pilot lights allowed. ❑ ❑X ❑ § 150(f): Air retarding wrap installed to comply witt§ 151 meets requirements specified in the ACM Residential Manual. ❑ ❑ ❑ § 150(g): Vapor barriers mandatory in Climate Zones 14 and 16 only. ❑ ❑ ❑ § 150(1): Slab edge insulation -water absorption rate for the insulation alone without facings no greater than 0.3%, water vapor, ❑. ❑ ❑ iy permeance rate no greater than 2.0 permfinch. ❑ ❑ ❑ § 1,18: Insulation specified or installed meets insulation installation quality standards. Indicate type and El r-1include ❑Q CF -6R Form: i' maintenance, and wind. § 116-17: Fenestration Products, Exterior Doors, and Infiltration/Exfiltration Controls. u 6. Insulation for chilled water piping and refrigerant suction piping includes a vapor retardant or is enclosed ❑ ❑ 1. Doors and windows between conditioned and unconditioned spaces designed to limit air leakage. ❑ ❑X ❑ y, 2. Fenestration products (except field fabricated) have label with certified U -Factor, certified Solar Heat Gain ❑ ❑X ❑ ❑ Coefficient (SHGC), and infiltration.certification. EnergyPro 4.1 by EnergySoft User Number: 3665 Job Number. Page:9 of 25 3. Exterior doors and windows weatherstripped; all joints and penetrations caulked and sealed. ❑ ❑X ❑ Space Conditioning, Water Heating and Plumbing System Measures § 110-13: HVAC equipment, water heaters, showerheads and faucets certified by the Energy Commission. ❑ ❑X El § 150(h): Heating and/or cooling loads calculated in accordance with ASHRAE, SMACNA or ACCA. ❑ ❑ ❑ n §'1 50(i): Setback thermostat on all applicable heating and/or cooling systems. ❑ ❑X ❑ § 1506): Water system pipe and tank.insulation and cooling systems line insulation. i 1. Storage gas water heaters rated with an Energy Factor less than 0.58 must be externally wrapped with ❑ ❑X ❑ insulation having an installed thermal resistance of R-12 or greater. 1 2. Back-up tanks for solar systems,unfired storage tanks, or other indirect hot water tanks have R-12 external ❑ 0 ❑ insulation or R-16 internal insulation and indicated on the exterior of the tank showing the R -value. 3. The following piping is insulated according to Table 150-A/B or Equation 150-A Insulation Thickness: 1. First 5 feet of hot and cold water pipes closest to water heater tank, non -recirculating systems, and entire ❑ ❑X ❑ fl length of recirculating sections of hot water pipes shall be insulated to Table 150B. ❑ R ❑ 2. Cooling system piping (suction, chilled water, or brine lines), piping insulated between heating source and indirect hot water tank shall be insulated to Table 150-B and Equation. 150-A. iy 4. Steam hydronic heating systems or hot water systems > 15 psi, meet requirements of Table 123-A. ❑ ❑ ❑ 5. Insulation must be protected from damage; including that due to sunlight, moisture, equipment ❑ ❑Q ❑ i' maintenance, and wind. u 6. Insulation for chilled water piping and refrigerant suction piping includes a vapor retardant or is enclosed ❑ ❑ ❑ entirely in conditioned space. 7. Solar water -heating systems/collectors are certified by the Solar Rating and Certification Corporation. ❑ ❑ ❑ EnergyPro 4.1 by EnergySoft User Number: 3665 Job Number. Page:9 of 25 Mandatory Measures Summary: Residential (Page 2 of 2) MF -1.R NOTE:: Lowrise residential buildings subject to the Standards must contain these measures regardless of the compliance approach used. More stringent compliance requirements from the Certificate of Compliance supercede the items marked with an asterisk (•) below. When this checklist is incorporated " into the permit documents, the features noted shall be considered by all parties as minimum component performance specifications for the mandatory measures whether they are shown elsewhere in the documents or on this checklist only. DESCRIPTION Instructions: Check or initial applicable boxes when completed or check N/A if not ENFORCE - applicable. N/A DESIGNER MENT Space Conditioning, Water Heating and Plumbing System Measures: (continued) § 150(m): Ducts and Fans 1. All ducts and plenums installed, sealed and insulated to meet the requirements of the CMC Sections 601, 602, 603, 604, ❑ ❑X ❑ 605, and Standard 6-5; supply -air and retum-air ducts and plenums are insulated to a minumum installed level of R-4.2 or enclosed entirely in conditioned space. Openings shall be sealed with mastic, tape or other duct -closure system that meets the applicable requirements of UL 181, UL 181A, or UL 181B or aerosol sealant that meets the requirements of UL 723. If mastic or tape is used to seal openings greater than 1/4 inch, the combination of mastic and either mesh or tape shall be used. 2. Building cavities, support platforms for air handlers, and plenums defined or constructed with materials other than ❑ Q ❑ sealed sheet metal, duct board or flexible duct shall not be used for conveying conditioned air. Building cavities and support platforms may contain ducts. Ducts installed in cavities and support platforms shall not be compressed to cause reductions in the cross-sectional area of the ducts. 3. Joints and seams of duct systems and their components shall not be sealed with cloth back rubber adhesive ❑ ® ❑ duct tapes unless such tape is used in combination with mastic and draw bands. yE)® El4. Exhaust fan systems have back draft or automatic dampers. 5. Gravity ventilating systems serving conditioned space have either automatic or readily accessible, manually operating ❑ ® ❑ dampers. 6. Protection of Insulation. Insulation shall be protected from damage, including that due to sunlight, moisture, equipment ❑ ® ❑ maintenance, and wind. Cellular foam insulation shall be protected as above or painted with a coating that is water retardant and provides shielding from solar radiation that can cause degradation of the material. ❑ ❑ ❑ 7. Flexible ducts cannot have porous inner cores. § 1,14: Pool and Spa Heating Systems and Equipment 1. A thermal efficiency that complies with the Appliance Efficiency Regulations, on-off switch mounted outside of the ❑ ❑ ❑ heater, weatherproof operating instructions, no electric resistance heating and no pilot light. it 2. System is installed with: a, a. At least 36" of pipe between filter and heater for future solar heating. ❑ a ❑ + b. Cover for outdoor pools or outdoor spas. ❑ ❑ ❑ 3. Pool system has directional inlets and a circulation pump time switch. ❑ ❑ ❑ § 1115: Gas fired fan -type central furnaces, pool heaters, spa heaters or household cooking appliances have no continuously ❑ ® ❑ burning pilot light. (Exception: Non -electrical cooking appliances with pilot < 150 Btu/hr) § 118 (i): Cool Roof material meets specified criteria ❑ ❑ ❑ Lighting Measures ' § 150(k)l: HIGH EFFICACY LUMINAIRES OTHER THAN OUTDOOR HID: contain only high efficacy lamps as outlined in Table ❑ ® ❑ 150-C, and do not contain a medium screw base socket (E24/E26). Ballasts for lamps 13 Watts or greater are electric and have an output frequency no less than 20 kHz. § 150(k)l: HIGH EFFICACY LUMINAIRES - OUTDOOR HID: contain only high efficacy lamps as outlined in Table 150-C, ❑ ❑X ❑ luminaire has factory installed HID ballast. § 150(k)2: Permanently installed luminaires in kitchens shall be high efficacy luminaires. Up to 50% of the Wattage, as determined ❑ X❑ ❑ in Section 130(c), of permanently installed luminaires in kitchens may be in luminaires that are not high efficacy luminaires, provided that these luminaires are controlled by switches separate from those controlling the high efficacy luminaires. § i 50(k)3: Permanently installed luminaires in bathrooms, garages, laundry rooms, utility rooms shall be high efficacy luminaires. ❑ El ❑ . OR are controlled by an occupant sensor(s) certfied to comply with Section 119(d). § 150(k)4: Permanently installed luminaires located other than in kichens, bathrooms, garages, laundry rooms, and utility rooms shall be high efficacy luminaires (except closets less than 70 ft) OR are controlled by a dimmer switch OR are ❑ a ❑ controlled by an occupant sensor that complies with Section 'I''19(d) that does not tum on automatically or have an always on option. § 150(k)5: Luminaires that are recessed into insulated ceilings are approved for zero clearance insulation cover (IC) and are ❑ ❑X ❑ certified to ASTM E283 and labeled as air tight (AT) to less than 2.0 CFM at 75 Pascals. § 150(k)6: Luminaires providing outdoor lighting and permanently mounted to a residential building or to other buildings on the ❑ 0 ❑ same lot shall be high efficacy luminaires (not including lighting around swimming poolstwater features or other Article 680 locations) OR are controlled by occupant sensors with integral photo control certified to comply with Section 119(d). § '150(k)7: Lighting for parking lots for 8 or more vehicles shall have lighting that complies with Sections 130, 132, and 147. ❑ ❑ ` ❑ Lighting for parking garages for 8 or more vehicles shall have lighting that complies with Section 130, 131, and 146. § 150(k)8: Permanently installed lighting in the enclosed, non -dwelling spaces of low-rise residential buildings with four or more ❑ ❑ ❑ dwelling units shall be high efficacy luminaires OR are controlled by occupant sensor(s) certified to comply with Section 119(d). EnergyPro 4.1 by EnergySoft User Number. 3665 Job Number. Page: 10 of 25 i Residential Kitchen Lighting Worksheet WS -5R The Bob Smith Residence 5/4/2006 Project Title Date At least 50% of the total rated wattage of permanently Installed luminaires in kitchens must be in luminaires that are high efficacy luminaires as defined in Table 150-C. Luminaires that are not high efficacy must be switched separately. Kitchen Lighting Schedule. Provide the following information for all luminaires to be installed in kitchens: High Efficacy Luminaire Type High Efficacy? ' Watts, Quantity Watts Other Watts (1) 26w Compact Fluorescent Triple 4 Pin Yes X No F 37.0 x 9 = 333 or 60w Recessed Incandescent Yes I No IX 60.0 x 3 = or ` 180 Yes No I x = or Yes I No I x = or Yes I o x _ or Yes No x = or ' Yes No x = or i+ Yes No x = or Yes No x = or f! Yes No x = or I Yes. No x = or Yes No x = or Yes No x = or 1 Yes No x or Yes No x — or Yes No x = or Yes No x = _ or Yes No x — or Yes No x = ' or k Yes I No I x = or Total A: 333 B: 180 COMPLIES IF A >_ B YES. ® NO ❑ ,I • HVAC SYSTEM HEATING AND COOLING LOADS SUMMARY PROJECT NAME DATE The Bob Smith Residence 5/4/2006 SYSTEM NAME FLOOR AREA HVAC -#1 834 SYSTEM LOAD EATING S' 26.0 OF Outside 63 cfm 68.9 °F M PSYCHROMETRICS Total Room Loads Return Vented Lighting Return Air Ducts Return Fan Ventilation Supply Fan Supply Air Ducts TOTAL SYSTEM LOAD COIL COOLING PEAK I COIL HTG. PEAK CFM ISensiblel Latent J CFM I Sensible 892 16,798 2,700 1,023 14,811 0 2,261 1,437 0 0 63 2,477 1,392 63 2,854 0 0 2,261 1,437 23 797 4 092 20,539 MAYTAG PSH4BF / PAH4VM (3 Ton) 29,588 0 23,109 Total Adjusted System Output 29,588 0 23,109 (Adjusted for Peak Design Conditions) TIME OF SYSTEM PEAK Aug 2 pm Jan 12 am ?am Temperatures at Time of Heating Peak) 84.7 OF 84.7 OF Heating Coil Supply Fan 1200 cfm Supply Air Ducts 83.6 OF ROOMS 70.0 OF Return Air Ducts I TOOLING SYSTEM PSYCHROMETRICS (Airstream Temperatures at Time of Cooling Peak) 11.0/77.6°F 75.7/61.6°F 52.5/51.4°F 52.5!51.4°F 4 Supply Air Ducts Outside Air o 63 cfm Cooling Coil Supply Fan 54.3 / 52.2 OF 1200 cfm,49.3% R.H. ROOM 73.8/60.5 °F 72.0 ! 59.8 of ! Return Air Ducts EnergyPro 4.1 by EnergySoft User Number. 3665 Job Number: Page: 12 of 25 HVAC SYSTEM HEATING AND COOLING LOADS SUMMARY PROJECT NAME DATE The Bob Smith Residence 5/4/2006 SYSTEM NAME FLOOR AREA HVAC -#2A 2B & 2C 3,397 Total Room Loads Return Vented Lighting Return Air Ducts Return Fan Ventilation Supply Fan Supply Air Ducts TOTAL SYSTEM LOAD COIL COOLING PEAK COIL HTG. PEAK CFM I Sensiblel Latent CFM I Sensible 3,524 65,372 9,341 4,335 58,737 0 8,800 5,699 0 0 255 10,102 5,634 255 11,627 0 0 8,800 5,699 93,0731 14 975 81 763 MAYTAG PSH4BF / PAH4VM (4 Ton) 116,745 0 88,065 Total Adjusted System Output 116,745 0 88,065 (Adjusted for Peak Design Conditions) TIME OF SYSTEM PEAK Aug 2 pm Jan 12 am J-lEATING SYSTEM PSYCHROMETRICS (Airstream Temperatures at Time of Heating Peak) I 26.0°F 66.6°F 83.80F 83.8°F ` Supply Air Ducts Outside Aires 255 cfm Heating Coil Supply Fan 82'7 F 4800 cfm ROOMS 70.0 OF 68.9 OF y% Return Air Ducts '4 DOLING SYSTEM PSYCHROMETRICS (Airstream Temperatures at Time of Cooling Peak) J 111.0/7'7.6°F 75.7/61.6°F 52.8/51.7°F 52.8/51.7 OF 4 Supply Air Ducts Outside Air 255 cfm Cooling Coil Supply Fan 54.6 / 52.5 OF 4800 cfm 49.5% R.H. ROOMS 73.7 ! 60.5 °F 72.0 / 59.9 OF h Return Air Ducts 'i I EnerovPro 4.1 by EnerovSoft User Number: 3665 Job Number: Page:13 of 25 1 R001411 LOAD SUMMARY PROJECT NAME The Bob Smith Residence DATE 5/4/2006 SYSTEM NAME HVAC -#1 FLOOR AREA 834 ROOM LOAD SUMMARY ROOM COOLING PEAK COIL COOLING PEAK COIL HTG. PEAK ZONE NAME ROOM NAME Mult. CFM SENSIBLE LATENT CFM SENSIBLE LATENT CFM SENSIBLE ZONE #1 Master Suite 1 892 16,798 2,700 892. 16,798 2,700 1,023 14,811 I` 1. is 1 I i i f 1 PAGE TOTAL 1 8921 16,798 2,700 1,023 14,811 e TOTAL 1 892 16,798 2,700 1,023 14,811 i EnergyPro By EnergySoft User Number: User Job Number. Page: 14 of 25 I IROOM LOAD SUMMARY PROJECT NAME The Bob Smith Residence DATE 5/4/2006 SYSTEM NAME HVAC -#2A, 2B & 2C FLOOR AREA 3,397 ROOM LOAD SUMMARY ROOM COOLING PEAK COIL COOLING PEAK COIL HTG. PEAK ZONE NAME ROOM NAME Mult. CFM SENSIBLE LATENT CFM SENSIBLE LATENT CFM SENSIBLE Main Floor Living Area 1 3,229 59,897 7,937 3,229 59,897 7,937 3,854 52,224 Lower Floor Laundry / Bath / Stairs 1 295 5,475 1,404 295 5,475 1,404 481 6,513 i i PAGE TOTAL 3,524 65,372 9,341 4,335 58,737 TOTAL' 1 3,524 65,372 9,341 11 4,335 58,737 EnergyPro By EnergySoft User Number: User Job Number.. Pagel5 of 25 ROOWI HEATING PEAK LOADS Project Title Date The Bob Smith Residence 5/4/2006 Room Information Design Conditions Room Name Master Suite Time of Peak Jan 12 am Floor Area 834 Outdoor Dry Bulb Temperature 26 OF Indoor Dry Bulb Temperature 70 or Conduction Area U -Value I Z T of Btu/hr Items shown with an asterisk ('f) denote conduction through an interior surface to another room. Page Total: 10 704 Infiltration: 1.00 x 1.064 x 834 x 11.00 x 0.574 16] x 0 = 4.107 chedule Air Sensible Area Ceiling Height ACH OT Fraction TOTAL HOURLY HEAT LOSS FOR ROOM 14,811 F-EiergyPro 4.1 by EnergySoft User Number. 3665 Job Number: Page: 16 of 25 834.0 X x X X x x x x X x x x x x x x x x X X X X x X X X X X X X X X x X X X x x X 0.0250 X x X x x X x X X x X X x x X x x x X X X X X X X x x X X x X x X x X X X X X 44 = = = = = = = = = = = = = = = = = = 917 311.0 0.0690 44 944 20.0 0.4500 44 396 20.0 0.4500 44 396 20.0 0.0690 44 61 155.0 0.0690 44 471 24.0 0.5000 44 528 15.0 0.3300 44 218 0,3300. 44 639 300.2 0.0690 911 30.0 0.3300 44=436 3.8 0.3300 44 55 28.0 0.3300 44 407 48.0 0.4500 44= 950 12a 0.3300 44=174 28.0 0.3300 44 407 perimeter = 44= perimeter = 75.0 0.7300 44 2,409 Items shown with an asterisk ('f) denote conduction through an interior surface to another room. Page Total: 10 704 Infiltration: 1.00 x 1.064 x 834 x 11.00 x 0.574 16] x 0 = 4.107 chedule Air Sensible Area Ceiling Height ACH OT Fraction TOTAL HOURLY HEAT LOSS FOR ROOM 14,811 F-EiergyPro 4.1 by EnergySoft User Number. 3665 Job Number: Page: 16 of 25 FROOM HEATING PEAK LOADS Project Title Date The Bob Smith Residence 5/4/2006 Room Information Design Conditions Room Name Living Area Time of Peak Jan 12 am Floor Area 3,132 Outdoor Dry Bulb Temperature 26°F Indoor Dry Bulb Temperature 70°F Conduction Area U -Value OT OF Btu/hr Items shown with an asterisk ('r) denote conduction through an interior surface to another room. Page Total: 29 566 Infiltration: r `1 1.001 X 1.064 x 3 132 X 11.00 x 0.574 / 60] X 0 = 15 424 chedule Jr Sensible Area Ceiling Height ACH OT Fraction C'OTAL HOURLY HEAT LOSS FOR ROOM 52,224 CnergyPro 4.1 by EnergySoft User Number. 3665 Job Number. Page: 17 of 25 1519.0 X U.U4t5U X 44 3,132.0 x . 0.0250 X 44 = 172.5 X 0.0690 x 44 = 45.0 X 0.4500 X 44 = 12.0 X 0.3300 X 44 = 12.0 X 0.3300 X 44 = 48.0 X 0.4500 X 44 = 12.0 X 0.3300 X 44 = 3 X 0.3300 X 44 = 12.0 X 0.3300 X Loewen = 177.0 x 0.0690 X Pict = 10.0 X 0.3300 x (HP1/AW = 40.0 x 0.3300 X 44 = 12.0 X 0.3300 X 44= 12.0 X 0.3300 X 44 10.0 X 0.4500 X 44 = 40.0 X 0,3300 X 44 12.0 x 0.3300 X 44= 18.0 x 0.3300 X 44 48.0 x 0.4500 X 44 = 96.0 X 0,3300 X 44 36.0 X 0.3300 X 44 = 501.0 x 0.0690 X 44 = 9.0 X 0.3400 x 44 48.0 x 0.3400 X 44= 36.0 x 0.3300 X 44 = 380.6 x 0.0690 x 44= 9.0 X X 44= 48 n X n Winn X 44 36.0 X 0,3300 X 44 48.0 X 0.4500 X 44= 48.0 X 0.4500 X = 48.0 x 0.4500 X 44 = 52.0 x 0.4500 X 44 = 52.0 X 0.4500 X 44 = 45.4 X 0.3400 X 44 268.6 X 0.0690 X 44= 48.0 X 0.4500 x 44 = 48.01 x 1 0.4500 x 1 44= Btu/hr Items shown with an asterisk ('r) denote conduction through an interior surface to another room. Page Total: 29 566 Infiltration: r `1 1.001 X 1.064 x 3 132 X 11.00 x 0.574 / 60] X 0 = 15 424 chedule Jr Sensible Area Ceiling Height ACH OT Fraction C'OTAL HOURLY HEAT LOSS FOR ROOM 52,224 CnergyPro 4.1 by EnergySoft User Number. 3665 Job Number. Page: 17 of 25 ROObVI HEATING PEAK LOADS ,I Project Title The Bob Smith Resident Room Information Room Name Floor Area Indoor Dry Bulb Temperature Date 5/4/2006 Design Conditions Living Area Time of Peak Jan 12 am 3,132 Outdoor Dry Bulb Temperature 26°F .70 of Conduction Area U -Value ;LT of Btu/hr Items shown with an asterisk (') denote conduction through an interior surface to another room. Page Total: 7 233 Infiltration: 1.00 -Schedule Airsa 0 xsible Area 132 X Ceiling Height ACH574 l60] x 0 = 15424 AT Fraction TOTAL HOURLY HEAT LOSS FOR ROOM 52,224 EnergyPro 4.1 by EnergySoft User Number: 3665 Job Number. Page: 18 of 25 ii , 45.4 X X x x x x x x' x x x x x x x x x x x x x x x x x x x x x x x X x X x x X x X 0.3400 X X X x X x x x x. x x x x x x x x x x x x x x x x x x_ x x x x X X X X X x x x 44 = = = = = = = = _ = = = = = - = = - _ _ = = = = = _ = = = = = = = = = = 679 16.0 0.3300 44 232 48.0 0.4500 44 950 16.0 0.3300 44 232 perimeter = 135.0 0.7300 44 4,336 erimeter = 25.0 0.7300 44 803 Items shown with an asterisk (') denote conduction through an interior surface to another room. Page Total: 7 233 Infiltration: 1.00 -Schedule Airsa 0 xsible Area 132 X Ceiling Height ACH574 l60] x 0 = 15424 AT Fraction TOTAL HOURLY HEAT LOSS FOR ROOM 52,224 EnergyPro 4.1 by EnergySoft User Number: 3665 Job Number. Page: 18 of 25 ii , ROO VI HEATING PEAK LOADS7 Project Title Date The Bob Smith Residence 5/4/2006 Room Information Design Conditions Room Name Laundry/ Bath / Time of Peak ,tan 12 am Floor Area SlIA Outdoor Dry Bulb Temperature 26 OF Indoor D,ry Bulb Temperature 70 OF Conduction Area U -Value Z ,T of Btulhr Items shown with an asterisk (') denote conduction through an interior surface to another room. Page Total: 5,208 Infiltration: 1.00 x 1.064 x 265 x 8.00 x 0.789 / 60] x ® = 1 305 fh a Air Sensible Area Ceiling Height ACH OT Fraction COTAL HOURLY HEAT LOSS FOR ROOM 6,513 EnergyPro 4.1 by EnergySoft User Number. 3665 Job Number. Page: 19 of 25 it I 265.0 x x X x x x X X x X X x x x X X X X x X x X X x X x X X X X. X X x X X X x X X 0.2380 X X X X X X X x X x X x X X X X X x X X X X X X. x X x x X X X x x X X X X X x 0 = = = = = = = = = = = = 0 71.0 0.0690 44 216 21.0 0.5000 44 462 80.0 0.0690 44 243 28.0 0.0690 44 85 131.0 0.0690 44 398 21.0 0.5000 44 462 164.0 0.0690 44 498 0,0690 44 340 perimeter = 10.0 0.7300 321 Perimeter = 68.0 0.7300 44 2184 Items shown with an asterisk (') denote conduction through an interior surface to another room. Page Total: 5,208 Infiltration: 1.00 x 1.064 x 265 x 8.00 x 0.789 / 60] x ® = 1 305 fh a Air Sensible Area Ceiling Height ACH OT Fraction COTAL HOURLY HEAT LOSS FOR ROOM 6,513 EnergyPro 4.1 by EnergySoft User Number. 3665 Job Number. Page: 19 of 25 it I RESIDENTIAL ROOM COOLING LOAD SUMMARY It Project Title Date The Bob Smith Residence 5/4/2006 Room Information Design Conditions Room Name: Master Suite Outdoor Dry Bulb Temperature: 1120F Floor Area: 834 sf Outdoor Web Bulb Temperature: 780F Indoor Dry Bulb Temperature: 72 of Outdoor Daily Range: 340F Opaque Surfaces Orientation Area U -Factor CLTD 1 Btu/hr 'I Wall Wall N 834.0 X X X X X X x x x x x x 0.0173 X X X X X X x x x x x x 56.0 = = = = = = = = = = = = NE 311.0 0.0690 29.0 SE 20.0 0.0690 31.0 SW 155.0 0.0690 31.0 SW 24.0 0.5000 31.0 (NW) 300.2 0.0690 30.2 0.0X 20.0+ 30.0X 31.5= NW 0.0x 20.0+ 3.8X 31.5= NW 0.0x 20.0+ 28.0X 31.5= NW 0.0x 21.6+ 48.0X 32.6= NW 0.0x 20.0+ 12.0X 31. Items shown with an asterisk (') denote conduction through an interior surface to another room. Page Total 1. Cooling Load Temperature Difference (CLTD) Shaded Unshaded Fenestration Orientation Area GLF Area GLF Swn GlsDr 6 Swn GIsDr 6 FxclWdw H FxdWdw L FxclWdw J FxdWdw K FxdWdw M Swn GIsDr 1 FxdWdw B Abv. FxdWdw M Page Total Btu/hr Internal Gain Btu/hr Occu ants 4 X Occupants X 230 Btuh/occ. = 920 E ui ment X Dwelling Units X 1,6001 Watts/sqft = 1 600 Infiltration: x 1 49 x 58.85 x = 3 734 Air Sensible CFM ELA DT TOTAL HOURLY SENSIBLE HEAT GAIN FOR ROOM 16,798 Latent Gain Btu/hr Occupants ® x Occupants X 200 Btuh/occ. = 800 Infiltration: 4,771 x 1.49 x 58.85 x I 1900 Air Latent CFM ELA n W TOTAL HOURLY LATENT HEAT GAIN FOR ROOM 2,700 EhergyPro 4.1 by EnergySoft User Number: 3665 Job Number. Page:20 of 25 I NE 0.0x X1 21.6+ + 20.0x x 32.6= _ = NE 0.0x 21.6+ 20.0X 32.6= SW 0.0x 20.0+ 15:0x 28.2= SW 0.0x 20.0+ 44.0X 28.2= NW 0.0X 20.0+ 30.0X 31.5= NW 0.0x 20.0+ 3.8X 31.5= NW 0.0x 20.0+ 28.0X 31.5= NW 0.0x 21.6+ 48.0X 32.6= NW 0.0x 20.0+ 12.0X 31. NW 0.0X 20.0+ 28.Ox Page Total Btu/hr Internal Gain Btu/hr Occu ants 4 X Occupants X 230 Btuh/occ. = 920 E ui ment X Dwelling Units X 1,6001 Watts/sqft = 1 600 Infiltration: x 1 49 x 58.85 x = 3 734 Air Sensible CFM ELA DT TOTAL HOURLY SENSIBLE HEAT GAIN FOR ROOM 16,798 Latent Gain Btu/hr Occupants ® x Occupants X 200 Btuh/occ. = 800 Infiltration: 4,771 x 1.49 x 58.85 x I 1900 Air Latent CFM ELA n W TOTAL HOURLY LATENT HEAT GAIN FOR ROOM 2,700 EhergyPro 4.1 by EnergySoft User Number: 3665 Job Number. Page:20 of 25 I RESIDENTIAL ROOM COOLING LOAD SUMMARY Project Title Date The Bob Smith Residence 15/4/2006 Room Information Design Conditions Room Name: Living Area Outdoor Dry Bulb Temperature: 1120F Floor Area: 3,132 sf Outdoor Web Bulb Temperature: 78OF Indoor Dry Bulb Temperature: 720F Outdoor Daily Range: 340F Opaque Surfaces R-19 - 2X12 0 16 O.C. Floor R-38 Roof - R-21 Wall R -2'I Wall R-21 Wall R-21 Wall R-21 Wall Orientation Area GLF U -Factor Unshaded Area CLTD 1 GLF _ 1,519.0 X 0.0480 X 19.0 = N 3,132.0 X 0.0173 X 56.0 = (NE) 172.5 X 0.0690 X 29.0 = E 177.0 X 0.0690 X 33.0 = SE 501.0 X 0.0690 X 31.0 = SW 380.6 X 0.0690 X 31.0 = (NW) 268.6 X 0.0690 x 30.2 = X x X X x X X X X X Items shown with an asterisk (') denote conduction through an interior surface to another room. 1. Cooling Load Temperature Difference (CLTD) Fenestration 0'.... Orientation NE NE NE NE NE NE NE E E E Page Total Shaded Area .x x GLF + Unshaded Area X Page GLF _ 0.0x 21.6+ 45.0x 32.6= 0.0x 20.0+ 12.0X 31.5= 0.0x 20.0+ 12.0X 31.5= 0.0x 21.6+ 48.0X 32.6= 0.0 20.0+ 12.0X 31.5= 0.0x 17.0+ 13.5X 26.0= 0.0X 20.0+ 12.0X 31.5= 0.0x 20.0+ 10.0x 41.3= 0.0x 17.0+ 40.0X 33. 0.0x 20.0+ 12.Ox Total Btu/hr Btu/hr Internal Gain Btu/hr EEOccu ants 4 X Occupants x 230 Btuh/occ. = 920 quipment , X Dwelling Units X 1,6001 Watts/sqft 1 1.6001 Infiltration: 1.064 x 1.49 x 221.00 x = 14 022 Air Sensible CFM ELA DT TOTAL HOURLY SENSIBLE HEAT GAIN FOR ROOM 59,897 Latent Gain I Btu/hr Occupants 0 x Occupants x 2001 Btuh/occ. = 800 Infiltration: 4 771 x 1.49 X 221.00 X 0.00454 = 7,1371 Air Latent CFM ELA n w EOTAL HOURLY LATENT HEAT GAIN FOR ROOM 7,937 EnergyPro 4.1 by EnergySoft User Number. 3665 Job Number: Page: 21 of 25 RESIDENTIAL ROOM COOLING LOAD SUMMARY Project Title Date The Bob Smith Residence 5/4/2006 Room Name: Living Area Outdoor Dry Bulb Temperature: 1120F Floor Area: 3,132 sf Outdoor Web Bulb Temperature: 78OF Indoor Dry Bulb Temperature: 72OFOutdoor Daily Range: 340F surtaces Orientation Area U -Factor CLTD 1 Items shown with an asterisk (') denote conduction through an interior surface to another room. 1. Cooling Load Temperature Difference (CLTD) Fenestration FxdWdw A Swn GlsDr N Abv. FxdWdw 8 FxdWdw A FxdWdw E Swn GlsDr 2 FxdWdw 3 FxclWdw G Sld GlsDr F Sld GlsDr 1 Page Total Orientation X x x x + + Unshaded Area X x Paoe x = _ = x 0.0x 20.0+ 12.0x x E x 21.6 10.0 41.8 x 0.0x x 40.0X 41.3= E x 20.0+ x 41.3= E 0.0X x 18.0X x E 0.0X 21.6+ x 41.8= x 0.0x 20.0+ 96.0X x E x 20.0+ 36.0X 41.3= x 0.0x x 9.0x 23. SE x 17.2+ x 23.6= x x x Total x Items shown with an asterisk (') denote conduction through an interior surface to another room. 1. Cooling Load Temperature Difference (CLTD) Fenestration FxdWdw A Swn GlsDr N Abv. FxdWdw 8 FxdWdw A FxdWdw E Swn GlsDr 2 FxdWdw 3 FxclWdw G Sld GlsDr F Sld GlsDr 1 Page Total Orientation Shaded Area x x GLF + + Unshaded Area X x Paoe GLF = _ = E 0.0x 20.0+ 12.0x 41.3= E 0.0 21.6 10.0 41.8 E 0.0x 20.0+ 40.0X 41.3= E 0.0x 20.0+ 12.0X 41.3= E 0.0X 20.0+ 18.0X 41.3= E 0.0X 21.6+ 48.0X 41.8= E 0.0x 20.0+ 96.0X 41.3= E 0.0x 20.0+ 36.0X 41.3= SE 0.0x 17.2+ 9.0x 23. SE 0.0x 17.2+ 48.0X 23.6= Total Btu/hr 0 Btu/hr Internal Gain Btu/hr Occu ants 4 x Occupants x 230 Btuh/occ. = 920 E ui ment X Dwelling Units x 1,6001 Wafts/sqft = 1,6001 Infiltration: 1.064 x 1.49 x 221.00 x = 14022 Air Sensible CFM ELA DT [TOTAL HOURLY SENSIBLE HEAT GAIN FOR ROOM 59,897 Latent Gain Btu/hr 10ccupants77--:71 ® X Occupants x 200 I Btuh/occ. = 800 Infiltration: 4 771 x 1.49 x 221.00 x 0.00454 = 7.1-471 Air Latent CFM ELA pw . TOTAL HOURLY LATENT HEAT GAIN FOR ROOM 7,937 EnergyPro 4.1 by EnergySoft User Number. 3665 Job Number. Page:22 of 25 is RESIDENTIAL ROOM COOLING LOAD SUMMARY Project Title Date The Bob Smith Residence 5/4/2006 Room Information Design Conditions Room Name: Living Area Outdoor Dry Bulb Temperature: 1120F Floor Area: 3,132 sf. Outdoor Web Bulb Temperature: 780F Indoor Dry Bulb Temperature: 72 of Outdoor Daily Range: 340F Opaque Surfaces Orientation . Area U -Factor ' CLTD 1 Btu/hr Items shown with an asterisk (') denote conduction through an interior surface to another room. 1. Cooling Load Temperature Difference (CLTD) Feruestration FxdWdw G FxdWdw F Swn GIsDr 1 FxdWdw G Swn GlsDr 1 Swn GlsDr 1 Swn GIsDr 1 Swn GIsDr 4 Swn GlsDr 4 Sldc GIsDr 5 Page Total Orientation x X x x + + = x x GLF _ = x 0.0x x 36.0x = SW 9.0x 20.0+ x 28.2= x 48.0X = 0.0x 29.4= SW x 20.0+ x 28.2= = 48.0X 21.6+ 0.0X x SW x 21.6+ = 29.4= SW 48.0X x 0.0x x SW = 21.6+ 0.0x 29.4= x 52.0 x 0.0 = SW 45.4x 17.2+ x x = x x - x x _ x x = x x = Items shown with an asterisk (') denote conduction through an interior surface to another room. 1. Cooling Load Temperature Difference (CLTD) Feruestration FxdWdw G FxdWdw F Swn GIsDr 1 FxdWdw G Swn GlsDr 1 Swn GlsDr 1 Swn GIsDr 1 Swn GIsDr 4 Swn GlsDr 4 Sldc GIsDr 5 Page Total Orientation Shaded Area X x GLF + + Unshaded Area x x GLF _ = SE 0.0x 20.0+ 36.0x 28.2= SW 9.0x 20.0+ 0.0x 28.2= SW 48.0X 21.6+ 0.0x 29.4= SW 36.0X 20.0+ 0.0x 28.2= SW 48.0X 21.6+ 0.0X 29.4= SW 48.0X 21.6+ 0.0x 29.4= SW 48.0X 21.6+ 0.0x 29.4= SW 52.0X 21.6+ 0.0x 29.4= SW 52.0 21.6 0.0 29. SW 45.4x 17.2+ O.Ox I of Btu/hr Page Total 1 9,0941 Internal Gain Btu/hr Occu ants 4 X Occupants X 230 Btuh/occ. = 920 E ui ment .' EX Dwelling Units X 1,6001 Watts/sqft P 1,6001 Infiltration: 1.064 x 1.49 x 221.00 x X40 _ 14 022 Air Sensible CFM ELA DT ITTAL HOURLY SENSIBLE HEAT GAIN FOR ROOM 59,897 Latent Gain Btu/hr Occupants ®X Occupants x 200 Btuh/occ. = 800 Infiltration: 4 771 x 1.49 x 221.00 x 0.00454 = 7 137 Air Latent CFM ELA n w UTAL HOURLY LATENT HEAT GAIN FOR ROOM 7,937 F777i-nergyPro4.1 by EnergySoft User Number. 3665 Job Number: Page:23 of 25 ii RESIDENTIAL ROOM COOLING LOAD SUMMARY' Project Title Date The Bob Smith Residence 15/4/2006 Room Information Design Conditions Room Name: Living Area Outdoor Dry Bulb Temperature: 1120F Floor Area: 3,132 sf Outdoor Web Bulb Temperature: 780F Indoor Dry Bulb Temperature: 72 of Outdoor Daily Range: 340F Opaque Surfaces i, Orientation Area U -Factor CLTD 1 Items shown with an asterisk (') denote conduction through an interior surface to another room. 1. Cooling Load Temperature Difference (CLTD) Fenestration Nage Total x x Unshaded x x Area x x GLF x x 21.6+ x x NW x x 48.0X x x 0.0x x x 26.2= x x 20.0+ x x NW x x 48.0X x x Items shown with an asterisk (') denote conduction through an interior surface to another room. 1. Cooling Load Temperature Difference (CLTD) Fenestration Nage Total Page Total Internal Gain Btu/hr Occu ants 4 x Occupants x 230 Btuh/oCC. = 920 E ui ment' X Dwelling Units x 1,6001 Watts/sqft = 1,600, Infiltration: x 1.49 x 221.00 x = 14022 Air Sensible CFM ELA T TOTAL HOURLY SENSIBLE HEAT GAIN FOR ROOM 59,897 Btu/hr 0 Btu/hr Latent Gain Btu/hr loccupants 0 X Occupants X 200 Btuh/oCC. = 800 Infiltration: 4,771 X 1.49 X 221.00 ' X 0.00454 = 7,1.17i Air Latent CFM ELA pW TOTAL HOURLY LATENT HEAT GAIN FOR ROOM 7,937 F-E,iergyPro 4.1 by EnergySoft User Number. 3665 Job Number. __ Page: 24 of 25 Shaded Unshaded Orientation Area GLF Area GLF NW 0.0x 21.6+ 48.0x 32.6= NW 0.0x 21.6+ 48.0X 32.6= NW 0.0x 17.2+ 45.4x 26.2= NW 0.0x 20.0+ 16.0X 31.5= NW 0.0X 21.6+ 48.0X 32.6= NW 0.0x 20.0+ 16.0X 31.5= X + x = X + X X + X X + X = x + x Page Total Internal Gain Btu/hr Occu ants 4 x Occupants x 230 Btuh/oCC. = 920 E ui ment' X Dwelling Units x 1,6001 Watts/sqft = 1,600, Infiltration: x 1.49 x 221.00 x = 14022 Air Sensible CFM ELA T TOTAL HOURLY SENSIBLE HEAT GAIN FOR ROOM 59,897 Btu/hr 0 Btu/hr Latent Gain Btu/hr loccupants 0 X Occupants X 200 Btuh/oCC. = 800 Infiltration: 4,771 X 1.49 X 221.00 ' X 0.00454 = 7,1.17i Air Latent CFM ELA pW TOTAL HOURLY LATENT HEAT GAIN FOR ROOM 7,937 F-E,iergyPro 4.1 by EnergySoft User Number. 3665 Job Number. __ Page: 24 of 25 RESIDENTIAL ROOM COOLING LOAD SUMMARY Project Title Date The Bob Smith Residence 5/4/2006 Room Information Design Conditions Room Name: Laundry / Bath / Stairs Outdoor Dry Bulb Temperature: 112oF Floor Area: 265 sf Outdoor Web Bulb Temperature: 780F Indoor Dry Bulb Temperature: 72 of Outdoor Daily Range: 340F Opaque Surfaces fR-0 - 2X12 Cad 16 O.C.) Floor (Solid Wood Door I R-21 Wall Solid Wood Door R-21 Wall Orientation Area X X X X X X X X X X x X U -Factor X X X X X x X x X X x x CLTD 1 = = = = = = = = = Btu/hr 265.0 0.2380 0.0 0 71.0 0.0690 23.0 113 21.0 0.5000 23.0 242 80.0 0.0690 29.0 160 28.0. 0.0690 33.0 64 131.01 0.0690 31.0 280 21.0 0.5000 31.0 326 164.0 0.0690 31.0 351 112.0 0.0690 30.2 234 Items shown with an asterisk (') denote conduction through an interior surface to another room. 1. Cooling Load Temperature Difference (CLTD) Fenestration Page Total 1 1,7681 Shaded Unshaded Orientation Area GLF Area .GLF Btu/hr x + x = x + x = x + x = X. + x = x + x = x + x = x + x = x + x x + x = x + x = Ix + x = Page Total n Internal Gain Btu/hr Occu ants 4 x Occupants x 230 Btuh/occ. = 920 E ui ment X Dwelling Units X 1,6001 Wafts/sqft = 1,6001 Infiltration: 1.064 x 1.49 x 18.0 x = 1 86 Air Sensible CFM ELA OT TOTAL HOURLY SENSIBLE HEAT GAIN FOR ROOM 5,475 Latent Gain Btu/hr loc:cupants x Occupants x 200 Btuh/occ. = 800 Infiltration: 4,771 X 1.49 x 18.70 x 0.00454 = 604 Air Latent CFM ELA pW �OTAL HOURLY LATENT HEAT GAIN FOR ROOM 1,404 EnergyPro 4.1 by EnergySoft User Number: 3665 Job Number: Page: 25 of 25 I TITLE 24 REPORT Title 24 Report for: The Bob Smith Residence (Guest House) 51-425 Madison Street La Quinta, CA 92253 Project Designer: Ochoa Design Associates 73-625 Hwy 111 Palm Desert, CA 92260 (760) 773-6605 Report Prepared By: - CJ McFadden BREEZE AIR CONDITIONING 75-145 ST. CHARLES PLACE PALM DESERT, CA 92211 (760),346-0855 1► Job Number: - Y Date: I 5/4/2006 The EnergyPro computer program has been used to perform the calculations summarized in this compliance report. This program has approval and is authorized by the California Energy Commission for use with both the Residential and Nonresidential 2005 Building Energy Efficiency Standards. {! This program. developed by EnergySoft, LLC - www.energysoft.com. EnergyPro 4.1 by EnergySoft Job Number. User Number. 3665 !I ' i • i f 1 P i II TITLE 24 REPORT Title 24 Report for: The Bob Smith Residence (Guest House) 51-425 Madison Street La Quinta, CA 92253 Project Designer: Ochoa Design Associates 73-625 Hwy 111 Palm Desert, CA 92260 (760) 773-6605 Report Prepared By: - CJ McFadden BREEZE AIR CONDITIONING 75-145 ST. CHARLES PLACE PALM DESERT, CA 92211 (760),346-0855 1► Job Number: - Y Date: I 5/4/2006 The EnergyPro computer program has been used to perform the calculations summarized in this compliance report. This program has approval and is authorized by the California Energy Commission for use with both the Residential and Nonresidential 2005 Building Energy Efficiency Standards. {! This program. developed by EnergySoft, LLC - www.energysoft.com. EnergyPro 4.1 by EnergySoft Job Number. User Number. 3665 !I ' F-11' TABLE OF CONTENTS Cover`Page 1 Table of Contents 2 Form CF -1 R Certificate of Compliance 3 Form MF -1 R Mandatory Measures Summary 7 HVAC System Heating and Cooling Loads Summary 9 Room Load Summary 10 Room Heating Peak Loads 11 Room Cooling Peak Loads 12 tf lI Certificate Of Compliance: Residential ❑ Addition , (Part 1 of 4) CF -1 R She-BabSmith Residence (Guest House.) Building Front'Orientation: (SE)135 deg 5/4/2006 Project Title 514Mqdi on Street I a Qi fl 1ta Fenestration: Average Ceiling Height: Date Project Address 261 ft 2 Avg. U: 0.38 Ratio: Building Permit # AIR CONDITIONING, BUILDING ZONE INFORMATION (760) 346-0855 Zone Name _RRFFZF Documentation Author Floor Area Volume 536 • 5 092 HVAC: -#1 Telephone Plan Check/Date aet!PPrO 15 Field Check/Date Complia ce Method Climate Zone TDV Energy Use Standard Proposed Compliance (kBtu/sf•-yr) Design Design Margin Space Heating 6.47 7.20 -0.73 Space Cooling 89.50 87.92 1.58 Fans 13.42 13.62 -0.20 Domestic Hot water 28.95 28.61 0.34 Pumps . 0.00 0:00 0.00 Totals 138.34 137.35 0.99 Percent better than Standard: 0.7% Building Type: Single Family ❑ Addition Existing Floor Area: ❑ Multi Family ❑ Existing + Add/Alt Building Front'Orientation: (SE)135 deg Fuel Type: Slab on Grade Area: Natural Gas Fenestration: Average Ceiling Height: 9.5 Area: 261 ft 2 Avg. U: 0.38 Ratio: 48.6% Avg. SHGC: . 0.31 BUILDING ZONE INFORMATION Vent Zone Name Hgt. Floor Area Volume 536 • 5 092 HVAC: -#1 OPAQUE SURFACES Insulation Act. Type Frame Area U -Fac. Cay. Cont. Azm. Tilt Rnnf Wnnri 536 n p2`s X18 _B- fl — 345 n Wall_ Wood— 204 0.069 R_21 R-0.0 45 gn Wall Wood 282 _006q X21R-n-ri 13`ZgIl Wall— Wood-- 229 n o6g R_91 R_n n 22.5 Ap Wall Wond 341 0"069 R-21 R-0.0 315 go Total Conditioned Floor Area: 536 ft2 Existing Floor Area: n/a ft2 Raised Floor Area: 0 ft2 Slab on Grade Area: 536 ft2 Average Ceiling Height: 9.5 ft Number of Dwelling Units: 1.00 Number of Stories: 2 # of Thermostat Vent Units Zone Type Type 1 nn Sleepingglaanir ng_nStat Hgt. Area n/a _ Gains Condition Y / N Status JA IV Reference Location / Comments 01-A18 70NF 91 09 -AS ZONE #1 09-A6 70NE #1 MAR 70NF #1 09-A6 ZONE #1 I EneravPro 4.1 by EneravSoft User Number. 3665 Job Number: Page:3 of 12 1 , Certificate Of Compliance: Residential (Part 2 of 4) , CF -1_R_ The Bob Smith Residence (Guest House) Project Title Date 5/4/2006 FENESTRATION SURFACES True 'Cond. # Type Area U -Factor' SHGC2 Azm. Tilt Stat. Glazing Type Location/ . Comments J- -Mndow Right (NF 3.8 0330 NFR • _0.3.6 NFRC 4.9 _g.Q_ New I nawen Picture (HP1/Air 2 Window Right (NE) 25.0 0.330 NFRC 0.36 NFRC 45 90 New Loewen Picture (HP1/Air) 70NE #1 ZONE #1 3 Window Right (NE) 48.0 0.340 NFRC 0_28 NFRC 45 90 New Loewen Slidina Patio Door ZONE #1 4 Window Front (SE) 48.0 0.450 NFRC 0.34 NFRC 135 90 New Lid r rench Door ZONE #1 5 Window Front (SE) 48.0 0.450 NFRC 0_34 NFRC 135 90 New Loewen French Door ZONE #1 6 Window Left (SW) 48.0 0.340 NFRC 0_28 NFRC 225 90 New Loewen Sliding Patio Door ZONE #1 3 Window Left (SW) 3.8 0.330 NFRC 0.36 NFRC 225 go New LFdgkArpicture (HPi/Air) 8 Window Rear (NW) 18.0 0.330 NFRC 0_28 NFRC 315 90 New Loewen Casement (HP1/Air) ZONE #1 ZONE #1 9 Window Rear (NW) 18.0 0.330 NFRC 0.28 NFRC 315 90 New Loewen Casement (HPI/Air) ZONE #1 1. Indicate source either from NFRC or Table 116A. 2. Indicate source either from NFRC or Table 116B INTERIOR AND EXTERIOR SHADING # Exterior Shade TvDe SHGC 1 Bug Screen 0.76 2 Screen 0.76 3 Bug Screen 0.76 4 Bug Screen 0.76 5 Bug Screen 0.76 6 Bug Screen 0.76 7 Bug Screen 0.76 8 Bug Screen 0.76 9 Bug Screen 0.76 Window Overhang Hgt. Wd. Len. Hgt. LExt. RExt. THERMAL MASS FOR HIGH MASS DESIGN Left Fin Dist. Len. Right Fin Dist. Len. Hgt. I EnergvPro 4.1 by EnergvSoft User Number. 3665 Job Number. PageA of 12 Area Thick. Heat Inside Condition Location/ Type (sf) (in.) Cap. Cond. R -Val. ' JA IV Reference Status Comments Concrete, Heavyweight 101 3.50 28 0.98 2 26-A1 New ZONE #1 / Slab on Grade Concrete:, Heavyweight 435 3.50 28 0.98 0 26-A1 New ZONE #1 / Slab on Grade Insulation Location/ Condition PERIMETER LOSSES Type Length R -Val. Location JA IV Reference Status Comments Slab Perimeter 15 None No Insulation 26-A1 New ZONE #1 Slab Perimeter 120 None No Insulation 26-A1 New ZONE #1 I EnergvPro 4.1 by EnergvSoft User Number. 3665 Job Number. PageA of 12 Certificate Of CornDliance : Residential (Part 3 of 4) CF -1 R The Bob Smith Residence (Guest House) 5/4/2006 Project Title Date HVAC SYSTEMS Heating Minimum Cooling Minimum Condition Thermostat Location Type Eff Type Eff Status Type HVAC -#1 Split Heat Pump 8.20 HSPF Split Heat Pump 15.2 SEER New Setback HVAC DISTRIBUTION Location Heating Coolin HVAC -#1 Ducted Ducted Hydronic Piping Pipe " Pipe Insul. System Name Length Diameter Thick. Duct Duct Condition Ducts Location R -Value Status Tested? Attic 6.0 New No WATERHEATING SYSTEMS Rated Tank Energy Standbyl Tank Insul. Water Heater # in Input Cap. Condition Factor Loss R -Value System Name Type Distribution Syst. (Btu/hr) (gal) Status or RE 1 (%) Ext. Standard Gas 50 gal. Small Gas No Pipe Insulation 1 40,000 50 New 0.58 n/a n/a Multi -Family Central Water Heating Details Hot Water Pump Control # HP Tvpe Hot Water Piping Length (ft) Add 1/2" In Plenum Outside Buried Insulation 1 For small gas storage (rated input <= 75000 Btu/hr), electric resistance and heat pump water heaters, list energy factor. For large gas storage water heaters (rated input > 75000 Btu/hr), list Rated Input, Recovery Efficiency and Standby Loss. For instantaneous gas water heaters, list Rated Input, and Recovery Efficiency. REMARKS COMPLIANCE STATEMENT This certificate of compliance lists the building features and specifications needed to comply with Title 24, Parts 1 and 6 of the California Code of Regulations, and the administrative regulations to implement them.This certificate has been.signed by the individual with overall design responsibility. The undersigned recognizes that compliance using duct design, duct sealing, verification of refrigerant charge and TXVs, insulation installation quality, and building envelope sealing require installer testing and certification and field verification by an approved HERS rater. Designer or Owner (per Business & Professions Code) Name: Title/Finn: Ochoa Design Associates Address: 73-625 Hwy 111 Palm Desert, CA 92260 Telephone: (760) 773-6605 Lic. #: (signature) (date) Enforcement Agency Name: . Title/Firrn:' Address: Telephone: User Number: 3665 Documentation Author Name: CJ McFadden Title/Firm: BREEZE AIR CONDITIONING Address: 75-145 ST. CHARLES PLACE PALM DESERT, CA 92211 Telephone: (760) 346-0855 5-A LaG (signature) (date) Certificate Of Compliance: Residential (Part 4 of 4) CF -1 R The Bob Smith Residence (Guest House) 5/4/2006 Project Title Date Special Features and Modeling Assumptions The local enforcement agency should pay special attention to the items specified in this checklist. These items require special written justification and documentation, and special verification to be used with the performance approach. The local enforcement agency determines the adequacy of the justification, and may reject a building or design that otherwise complies based on the adequacy of the special justification and documentation submitted. Plan Field The Roof "R-38 Roof' includes credit for a Radiant Barrier installed per Section 3.3.3 of the Residential Manual. The HVAC System "HVAC -#1" must meet all CEC Criteria for a Zonally Controlled system serving only Sleeping Areas. HIGH MASS Design - Verify Thermal Mass: 101 sqft Covered Slab Floor, 3.50" thick at Guest House HIGH MASS Design - Verify Thermal Mass: 435 sqft Exposed Slab Floor, 3.50" thick at Guest House HERS Required Verification Items in this section require field testing and/or verification by a certified home energy rater under the supervision of a CEC- approved HERS provider using CEC approved testing and/or verification methods and must be reported on the CF -4R Plan Field installation certificate. The HVAC System "HVAC -#1" incorporates a HERS verified Refrigerant Charge test or a HERS verified Thermostatic Expansion Valve. if l I EnergvPro 4.1 by EnergvSoft User Number. 3665 Job Number: Page:6 of 12 1 Mandatory Measures Summary: Residential (Page 1 of 2) MF -1 R NOTE: Lowrise residential buildings subject to the Standards must contain these measures regardless of the compliance approach used. More stringent jj compliance requirements from the Certificate of Compliance supercede the items marked with an asterisk (') below. When this checklist is incorporated 1; into the permit documents, the features noted shall be considered by all parties as minimum component performance specifications for the mandatory - measures whether they are shown elsewhere in the documents or on this checklist only. DESCRIPTION Instructions: Check or initial applicable boxes when completed or check N/A if not ENFORCE - applicable. N/A DESIGNER MENT Building Envelope Measures *§ 150(a): Minimum R-19 in wood ceiling insulation or equivalent U -factor in metal frame ceiling. ❑ ❑X ❑ § 150(b): Loose fill insulation manufacturer's labeled R -Value: ❑ ❑ ❑ �§ 150(c): Minimum R-13 wall insulation in wood framed walls or equivalent U -factor in metal frame walls (does not ❑ ❑X ❑ apply to exterior mass walls). +§ 150(d): Minimum R-13 raised floor insulation in framed floors or equivalent U -factor. ❑ ❑ ❑ § 150(e): Installation of Fireplaces, Decorative Gas Appliances and Gas Logs. 1. Masonry and factory -built fireplaces have: a. closable metal or glass door covering the entire opening of the firebox ❑ 0 ❑ b. outside air intake with damper and control, flue damper and control ❑ ❑X ❑ 2. No continuous burning gas pilot lights allowed. ❑ ❑X ❑ § 150(0: Air retarding wrap installed to comply witt§ 151 meets requirements specified in the ACM Residential Manual. ❑ ❑ ❑ § 150(gj: Vapor barriers mandatory in Climate Zones 14 and 16 only. ❑ ❑ ❑ § 150(1): Slab edge insulation - water absorption rate for the insulation alone without facings no greater than 0.3%, water vapor ❑ ❑ ❑ permeance rate no greater than 2.0 pemVinch. § 118: Insulation specified or installed meets insulation installation quality standards. Indicate type and El El El CF -6R Form: § 116-17: Fenestration Products, Exterior Doors, and Infiltrafion/Exfiltration Controls. 1 1. Doors and windows between conditioned and unconditioned spaces designed to limit air leakage. ❑ Q ❑ II 2. Fenestration products (except field fabricated) have label with certified LI -Factor, certified Solar Heat Gain (SHGC), and infiltration certification. El ❑ 11Coefficient !i 3.- Exterior doors and windows weatherstripped; all joints and penetrations caulked and sealed. ❑ ❑X ❑ Space Conditioning, Water Heating and Plumbing System Measures f� § 110-13: HVAC equipment, water heaters, showerheads and faucets certified by the Energy Commission. ❑ ❑X ❑ § 150(h): Heating and/or cooling loads calculated in accordance with ASHRAE, SMACNA or ACCA. ❑ ❑ ❑ § ii50(i):.Setback thermostat on all applicable heating and/or cooling systems. ❑ ❑X ❑ § 1500): Water system pipe and tank.insulation and cooling systems line insulation. 1. Storage gas water heaters rated with an Energy Factor less than 0.58 must be externally wrapped with ❑ ❑X ❑ insulation having an installed thermal resistance of R-12 or greater. 2. Back-up tanks for solar systems, unfired storage tanks, or other indirect hot water tanks have R-12 external ❑ ❑Q ❑ 1 insulation or R-16 internal insulation and indicated on the exterior of the tank showing the R -value. 3. The following piping is insulated according to Table 150-A/B or Equation'150-A Insulation Thickness: 1 1. First 5 feet of hot and cold water pipes closest to water heater tank, non -recirculating systems, and entire ❑ ❑ length of recirculating sections of hot water pipes shall be insulated to Table 150B. 2. Cooling system piping (suction, chilled water, or brine lines), piping insulated between heating source ❑ ❑X ❑ and indirect hot water tank shall be insulated to Table 150-B and Equation 150-A. j� 4. Steam hydronic heating systems or hot water systems > 15 psi, meet requirements of Table 123-A. ❑ ❑ ❑ 5. Insulation must be protected from damage, including that due to sunlight, moisture, equipment ❑ ER 1:1 �f maintenance, and wind. l 6. Insulation for chilled water piping and refrigerant suction piping includes a vapor retardant or is enclosed ❑ ❑ ❑ p entirely in conditioned space. i, 7. Solar water -heating systems/collectors are certified by the Solar Rating and Certification Corporation. ❑ _ ❑. ❑ EnergyPro 4.1 by EnergySoft User Number. 3665 Job Number. Page:7 of 12 i ,i M6ndatory Measures Summary: Residential (Page 2 of 2) MF -1 R NOTE: Lowrise residential buildings subject to the Standards must contain these measures regardless of the compliance approach used. More stringent j compliance requirements from the Certificate of Compliance supercede the items marked with an asterisk (') below. When this checklist is incorporated r into the permit documents, the features noted shall be considered by all parties as minimum component performance specifications for the mandatory measures whether they are shown elsewhere in the documents or on this checklist only. Instructions: Check or initial applicable boxes when completed or check N/A if not ENFORCE - DESCRIPTION applicable. N/A DESIGNER MENT Space Conditioning, Water Heating and Plumbing System Measures: (continued) § 150(m): Ducts and Fans 1 1. All ducts and plenums installed, sealed and insulated to meet the requirements of the CMC Sections 601, 602, 603, 604, ❑X❑ ❑ 605, and Standard 6-5; supply -air and retum-air ducts and plenums are insulated to a minumum installed level of R-4.2 or enclosed entirely in conditioned space. Openings shall be sealed with mastic, tape or other duct -closure system that meets the applicable requirements of UL 181, UL 181A, or UL -181 B or aerosol sealant that meets the requirements 1, of UL 723. if mastic or tape is used to seal openings greater than 1/4 inch, the combination of mastic and either mesh or tape shall be used. 2. Building cavities, support platforms for air handlers, and plenums defined or constructed with materials other than ❑X❑ ❑ sealed sheet metal, duct board or flexible duct shall not be used for conveying conditioned air. Building cavities and support platforms may contain ducts. Ducts installed in cavities and support platforms shall not be compressed to cause reductions in the cross-sectional area of the ducts. 3. Joints and seams of duct systems and their components shall not be sealed with cloth back rubber adhesive ❑ ® ❑ duct tapes unless such tape is used in combination with mastic and draw bands. i ❑ ® ❑ 4. Exhaust fan systems have back draft or automatic dampers. i' 5. Gravity ventilating systems serving conditioned space have either automatic or readily accessible, manually operating 9 ❑ ®, ❑ dampers. 6. Protection of Insulation. Insulation shall be protected from damage, including that due to sunlight, moisture, equipment ❑ ® ❑ p. maintenance, and wind. Cellular foam insulation shall be protected as above or painted with a coating that is water retardant and provides shielding from solar radiation that can cause degradation of the material. ❑ ❑ ❑ 7. Flexible ducts cannot have porous inner cores. § 114: Pool and Spa Heating Systems and Equipment " 1. A thermal efficiency that complies with the Appliance Efficiency Regulations, on-off switch mountedoutside of the ❑ ❑ ❑ heater, weatherproof operating instructions, no electric resistance heating and no pilot light. It 2. System is installed with: I; a. At least 36" of pipe between filter and heater for future solar heating. ❑ ❑ ❑ b. Cover for outdoor pools or outdoor spas. ❑ ❑ ❑ 3. Pool system has directional inlets and a circulation pump time switch. ❑ ❑ ❑ § 115: Gas fired fan -type central furnaces, pool heaters, spa heaters or household cooking appliances have no continuously ❑ ® ❑ burning pilot light. (Exception: Non -electrical cooking appliances with pilot < 150 Btu/hr) ii 18 (i): Cool Roof material meets specified criteria r. ❑ ❑ ❑ Lighting Measures § 150(k)l: HIGH EFFICACY LUMINAIRES OTHER THAN OUTDOOR HID: contain only high efficacy lamps as outlined in Table ❑ ® ❑ 150-C, and do not contain a medium screw base socket (E24/E26). Ballasts for lamps 13 Watts or greater are electric and have an output frequency no less than 20 kHz. § 150(k)l: HIGH EFFICACY LUMINAIRES - OUTDOOR HID: contain only high efficacy lamps as outlined in Table 150-C,❑ X❑ ❑ luminaire has factory installed HID ballast. § i 50(k)2: Permanently installed luminaires in kitchens shall be high efficacy luminaires. Up to 50% of the Wattage, as determined ❑ X❑ ❑ in Section 130(c), of permanently installed luminaires in kitchens may be in luminaires that are not high efficacy luminaires, provided that these luminaires are controlled by switches separate from those controlling the high efficacy luminaires. § 150(k)3: Permanently installed luminaires in'bathrooms, garages, laundry rooms, utility rooms shall be high efficacy luminaires. ❑ ❑X ❑ OR are controlled by an occupant sensors) certfied to comply with Section 119(d). § -150(k)4: Permanently installed luminaires located other than in kichens, bathrooms, garages, laundry rooms, and utility rooms shall be high efficacy luminaires (except closets less than 70 ft) OR are controlled by a dimmer switch OR are ❑ X❑ ❑ controlled by an occupant sensor that complies with Section 1'19(d) that does not tum on automatically or have an always on option. § ;150(k)5: Luminaires that are recessed into insulated ceilings are approved for zero clearance insulation cover (IC) and are C] IR ❑ certified to ASTM E283 and labeled as air tight (AT) to less than 2.0 CFM at 75 Pascals. § 150(k)6: Luminaires providing outdoor lighting and permanently mounted to a residential building or to other buildings on the ❑ ❑ same lot shall be high efficacy luminaires (not including lighting around swimming pools/water features or other Article 680 locations) OR are controlled by occupant sensors with integral photo control certified to comply with Section 119(d). § 150(k)7: Lighting for parking lots for 8 or more vehicles shall have lighting that complies with Sections 130, 132, and 147. ❑ ❑ ❑ Lighting for parking garages for 8 or more vehicles shall have lighting that complies with Section 130, 131, and 146. §' 150(k)8: Permanently installed lighting in the enclosed, non -dwelling spaces of low-rise residential buildings with four or more ❑ ❑ ❑ dwelling units shall be high efficacy luminaires OR are controlled by occupant sensor(s) certified to comply with Section 119(d). . EnergyPro 4.1 by EnergySoft User Number: 3665 Job Number. Page:B of 12 HVAC SYSTEM HEATING AND COOLING LOADS SUMMARY PROJECT NAME DATE The Bob Smith Residence Guest House 5/4/2006 SYSTEM NAME FLOOR AREA HVAC -#1 536 ENGINEERING CHECKS 11SYSTEM LOAD [Number of Systems 1 Heating System Output per System 25,000 Total Output (Btuh) 25,000 Output (Btuh/sqft) 46.6 Cooling System Output per System 24,000 Total Output (Btuh) 24,000 Total Output (Tons) 2.0 Total Output (Btuh/sqft) 44.8 Total Output (sgftrron) 268.0 Air System CFM per System 800 Airflow (cfm) 800 Airflow (cfm/sqft) 1.49 Airflow (cfm/Ton) 400.0 Outside Air (%) 5.0 Outside Air (cfm/sqft) 0.08 Note: values above given at ARI conditions 26.0 OF Outside 40 c:fm 68.3 OF Total Room Loads Return Vented Lighting Return Air Ducts Return Fan Ventilation Supply Fan Supply Air Ducts TOTAL SYSTEM LOAD COIL COOLING PEAK COIL HTG. PEAK CFM ISensiblel Latent 1. CFM I Sensible 803 14,822 2,02 Lj,111 15,106 0 1,995 1,466 0 0 40 1,567 899 40 1,809 0 0 1,995 1,466 20,380 2,92 198746 MAYTAG PSH413F / PAH4VM (2 Ton) 20,323 0 15,614 Total Adjusted System Output 20,323 0 15,614 (Adjusted for Peak Design Conditions) TIME OF SYSTEM PEAK Aug 2 pm I Jan 12 am earn Temoeratures at Time of Heatina Peak) 66.2 of . 84.5 OF Heating Coil Supply Fan 800 cfm 84.5 of — Supply Air Ducts 82.8 OF ROOMS 70.0 OF DOLING SYSTEM PSYCHROMETRICS (Airstream Temperatures at Time of Cooling Peak) I 111.0/77.6°F 76.2/61.7°F 52.3/51.2°F 52.3/51.2°F — F Supply Air Ducts Outside Air t},# 40 cfmF Cooling Coil Supply Fan 54.7 / 52.2 ° 800 cfm 49.1% R.H. ROOMS 74.3 / 60.6 °F 72.0 / 59.8 OF 1% Return Air Ducts 'i i EneravPro 4.1 by EnerovSoft User Number: 3665 Job Number. Paae:9 of 12 1 i 0 ROOM LOAD SUMMARY PROJECT NAME The Bob Smith Residence Guest House DATE 5/4/2006 SYSTEM NAME HVAC -#1 FLOOR AREA 536 ROOM LOAD SUMMARY ROOM COOLING PEAK COIL COOLING PEAK COIL HTG. PEAK ZONE NAME ROOM NAME Mult. CFM SENSIBLE LATENT CFM SENSIBLE LATENT CFM SENSIBLE ZONE #1 Guest House 1 803 14,822 2,021 803 14,822 2,021 1,111 15,106 r PAGE TOTAL 1 8031 14,822 2,021 1,111 15,106 TOTAL 1 803 14,822 2,021 11 1,111 15,106 EnergyPro By EnergySoft User Number. User Job Number. Page: 10 of 12 ROOM HEATING PEAK LOADS Project Title Date The Bob Smith Residence Guest House 5/4/2006 Room information Design Conditions Room Name Guest House Time of Peak Jan 12 am Floor Area 536 Outdoor Dry Bulb Temperature 26OF Indoor Dry Bulb Temperature 70 OF Conduction Area U -Value Z T of Btu/hr 536.0 x 0.0250 X 44 = 590 204.2 X 0.0690 x 44 = 620 3.8 x 0.3300 x 44 = 55 25.0 x• 0.3300 X 44 = 363 48.0 x 0.3400 X 44 = 718 282.0 x 0.0690 X 44 = 856 48.0 X -0.4500 x 44 = 950 48.0 X 0.4500 X 44 = 950 229.2 X 0,0690. x 44 = 696 48.0 x 0.3400 x = 718 3.8 X 0.3300 X 44=-95 341.0 x . 0.0690 x 44 = 1,035 18.0 X 0.3300 X 44 = 261 18.0 x 0.3300 x 44= 261 x 0.7300 X 44= perimeter =120.0 x 0.7300 X 44 = 3,854 X X X x x X = X X X X X X = x x = X x X x X X X X X X x X x x X X X x X X X x X X X X x X x X x X = Items shown with an asterisk ('f) denote conduction through an interior surface to another room. Page Total: 12 466 Infiltration: 1.00 x 1.064 X. 536 x 9.50 x 0.664 / 6] x ® = 2640 chedule Air Sensible Area Ceiling Height ACH OT Fraction TOTAL HOURLY HEAT LOSS FOR ROOM 15,106 t F-EnergyPro 4.1 by EnergySoft User Number. 3665 Job Number. Page: 11 of 12 Ih f 11, RESIDENTIAL ROOM COOLING LOAD SUMMARY iI Project Title Date The Bob Smith Residence (Guest House) 5/4/2006 Room Information Design Conditions Room Name: Guest House Outdoor Dry Bulb Temperature: 1120F Floor Area: 536 sf Outdoor Web Bulb Temperature: 780F Indoor Dory Bulb Temperature: 72 of Outdoor Daily Range: 340F I - Opaque Surfaces Orientation Area U -Factor CLTD 1 Btu/hr R-38 Roof R -2i Wall R-2'.; Wall R-21 Wall R-2'1 Wall it I h N 536.0 X X X X X x X X X x x X 0.0173 X X X X X x x X x x X x 56.0 NE 204.2 0.0690 29.0 SE 282.0 0.0690 31.0 SW 229.2 0.0690 31.0 NW 341.0 0.0690 30.2 21.6+ 48.0X 29.4 SE 0.0X 21.6+ 48.0X 29.4 SW 0.0X 17.2+ 48.0X 23.6 SW 0.0X 20.0+ 3.8X 28.2 NW 0.0x 17.0+ 18.0X 26.0 NW 0.0 17.0 18.0 26. Items shown with an asterisk (') denote conduction through an interior surface to another room. Page Total 1. Cooling Load Temperature Difference (CLTD) Shaded Unshaded Fenestration Orientation . Area GLF Area GLF 519 409 603 490 711 2 733 Btu/hr l Page Total 7170 Internal Gain Btu/hr F cupants B4 X Occupants X 230Btuh/occ. = 920uipment 1 X Dwelling Units X 1,6001 Wafts/sqft = 1,6001 Infiltration: 1.064 x 1.49 X 37.82 x = 400 Air Sensible CFM ELA 44T [TOTAL HOURLY SENSIBLE HEAT GAIN FOR ROOM 14,822 Latent Gain- Btu/hr _cupants 0 X Occupants X 2001 Btuh/occ. = 800 Infiltration: 4 771 X 1.49 x 37.82 x 0.00454 = 1,221 Alr.Latent CFM ELA pW ITOTAL HOURLY LATENT HEAT GAIN FOR ROOM 2,021 EhergyPro 4.1 by EnergySoft User Number. 3665 Job Number. Page: 12 of 12 fj jf4l II I NE 0.0x x x X X 20.0+ + + + + 3.8x X X X X 31.5 NE 0.0X 20.0+ 25.0X 31.5 NE 0.0 17.2 48.0 26.2 SE 0.0x 21.6+ 48.0X 29.4 SE 0.0X 21.6+ 48.0X 29.4 SW 0.0X 17.2+ 48.0X 23.6 SW 0.0X 20.0+ 3.8X 28.2 NW 0.0x 17.0+ 18.0X 26.0 NW 0.0 17.0 18.0 26. 519 409 603 490 711 2 733 Btu/hr l Page Total 7170 Internal Gain Btu/hr F cupants B4 X Occupants X 230Btuh/occ. = 920uipment 1 X Dwelling Units X 1,6001 Wafts/sqft = 1,6001 Infiltration: 1.064 x 1.49 X 37.82 x = 400 Air Sensible CFM ELA 44T [TOTAL HOURLY SENSIBLE HEAT GAIN FOR ROOM 14,822 Latent Gain- Btu/hr _cupants 0 X Occupants X 2001 Btuh/occ. = 800 Infiltration: 4 771 X 1.49 x 37.82 x 0.00454 = 1,221 Alr.Latent CFM ELA pW ITOTAL HOURLY LATENT HEAT GAIN FOR ROOM 2,021 EhergyPro 4.1 by EnergySoft User Number. 3665 Job Number. Page: 12 of 12 fj jf4l II I i Coach►& a Valley Unified School District 83-733 Avenue 55, Thermal, CA 92274 (760) 398-5909 — Fax. (760) 398-1224 ul i +il j h This Box For District Use Only DEVELOPER FEES PAID " AREA: AMOUNT . LEVEL ONE AMOUNT: LEVEL TWO AMOUNT: MITIGATION A1,10UNT:.; COMM/IND. AMOUNT: DATE:. RECEIPT: CHECK N: 4 INITIALS: 1 CERTIFICATE OF COMPLIANCE n s j (California Education Code 17620) . Proje11 ct Name: Date: 09/20/06 Owner's Name: Bob Smith Phone No. 760-275-4333 Project Address: 51-425 Madison St. La Quinta Project Description: 1 SFD r APN 777-030-004 Tract #: Lot # Type!.of Development: Residential XX Commercial j Total Square Feet of Building Area: 2334 sq. ft. II Certification of Applicant/Owners: The person signing certifies that the above information is correct and makes this statement under penalty of perjury and further represents that he/she is authorized to sign on behalf of the owner/developer. Dated: 09/20/06 Signature: 1L. SCHOOL DISTRICT'S REQUIREMENTS FOR THE ABOVE PROJECT HAVE BEEN OR WILL BE SATISFIED IN ACCORDANCE WITH ONE OF THE FOLLOWING: (CIRCLE ONE) Education Code Gov. Code Project Agreement Existing Not Subject to Fee 1, 17620 65995 Approval Prior to 1/1/87 Requirement Number of Sq.Ft. 2334 sq. ft Amount per Sq.Ft. $ 3.75 Amount Collected $ 8,752.50 U By: . Carey M. Carlson, Asst. Supt., Business Services f Certificate issued by: Maria L. Angulo, Facilities Secretary Signature: it 1 NOTICE OF 90 DAY PERIOD FOR PROTEST OF FEES AN STATE4EOF FEES Section 66020 of the Government Code asserted by Assembly Bill 3081, effective January 1, 1997, requires that this is ict provide (1) a, itten notice to the project appellant, at the time of payment of school fees, mitigation payment or other exactions ("Fees"), of the 90 -day period to protest the imposition of these Fees find (2) the amount of the fees. Therefore, in accordance with section 66020 of the Government code and other applicable law, this Notice shall serve to advise you that the 90 -day protest period in regard to such Fees or the validity thereof, commences with the payment of the fees or performance of any other requirements as described in section 66020 of the Government code. Additionally, the amount of the fees imposed is as herein set forth, whether payable at this time or in whole or in part prior to issuance of a Certificate of Occupancy. As in the latter, the 90 days starts on the date hereof. This Certificate of Compliance is valid for thirty (30) days from the date of issuance. Extension will be granted only for good cause, as determined by the School District, and up to three (3) such extensions may be granted. At such time as this Certificate expires, if a building permit has not been issued for the project that is the subject of this Certificate, the owner will be reimbursed all fees that were paid to obtain this Certificate of Compliance. i L`1':c%invdpcs!Jeviec ccriificate ofcomplianca form iahlesTO USE.doc 1/16/03 T it ' PO Box 1504 ' La Quinta, CA 92253 ' (760) 777-7012 voice — (760) 777-7011 fax CERTIFICATION OF BUILDING AREA k -STREET ADDRESS OF JOB: 51-425 MADISON APN: 777-030-004 +' DESCRIPTION OF WORK: DEMO REM/ADDITION SQUARE FOOTAGE: 4496 SQ. FT. OWNER'S NAME: BOB SMITH , DEMO 2162"SQ. FT. OF EXISTING HOME AND REBUILD 3960 SQ. FT. WITH _ 536 SQ. FT. CASITA TOTAL SQ. FTG. 4496 i; Coachella Valley Unified School District - 83-733 Avenue 55 P O Box 847 CITY OF LAQUINTA Thermal, CA :92274 BUILDING & SAFETY DEPT. (760) 398 5909 —APPROVE FOR CONSTRUCTION Desert Sands Unified School District DATE ct Bj� 47-950 Dune Palms Road La Quinta, CA 92253 (760) 771-8515 Please Note: This Letter Verifies Conditioned. Square Footage. Please call your School District to Verify School Fees, Requirement for Cashiers Check or Money Order and Hnurc of nnaratinn �. i For questions regarding this letter, please call: Ed.Randall, Counter Technician (760) 777-7012 Robed -Sinith Res-idence," Q6-37 cb tt" '; 11 4131f,GINIEERS 39220 E. ST _'\EIET, SUITE 201Remcdel &Addition/ Framing 92!L_ BY: S. Shah API 41AHEW!, C/\UFORNIA192807 -PHONE: (714) 632-11385 F,4kY,:-;71d) 51A25 Madison Street DATE: E -Mail: ssdiahim) ' Ouinta, CA OF LOADING: CBC 2001 ROOF LOADING: RO SS k0PE < 4:12 VAULTED c") No. 112 xp.1 2/31/08 ROOFING (Clay. Tiles) 20.00 psf 20.00 psf SHEATHING 1.50 1.50 I,zRAMING 2.50 2.50 clvlL- CEILING 2.50 OF' CAO 0 INSULATION 0.50 M,ISCELLANEOUS. 1.00 1.00 e6l I TOTAL D. L. 25.00 psf 28.00 psf 1 LIVE LOAD 20.00 psf 20.00 psf This set of calculation is not valid unless wet signed and sealed. TOTAL LOAD 45.00 psf 48.00 psf .FLOOR: DECK: SPECIFICATIONS: FLOORING 1.00 psf I Sketches of details in calculations are not to scale and SHEATHING 2.50 may not represent true conditions on plans. Architect or FRAMING 3.50' designer is responsible for drawing details in plans which CEILING 2.50' represent true framing conditions and scales. De.tails.are INSULATION intended to complement standard construction practice to be MISCELLANEOUS 1.00 used by experienced and qualified contractors. TOTAL D. L. 15.00 psf 15.00 psf 2. The structural calculation's included here are -for the .LIVE LOAD 40.00 psf 40.00 psf primary system. the'attachment of non-structure.el6iiient is ITOTAL LOAD 65.00 psf 65.00 psf the responsibility of the architect of designer unleis specifically shown otherwise. A-, BALCONY:. 60.00 psf LL - 3. -The calculations, sketches, specifications and T. LOAD: 75 . .00 psf reproductions are to be used only f6r this specific proje&, covered in this package and agreemeh Any other use is strictly prohibited. it 4. All changes and or revisions for this project shall be '1 submitted to Satish Shah, Consulting Engineers, in writing for review and comment. These calculations aLLfor-"4ilders" '' package, LA To m ission sexj)eeWd---_, A QUIN II 5. Th smateria![Qfiy not be-rCup,-rqduQe-c PiTwhovle or in 9. 5ew part wit out% rift.e.Ppermission avisIf SlYah Consulting `1 K Engine'e h(A Apt BUC_r, j SATISH SHAH & ASSOC. Inc.. CONSULTING ENGINEER 3920 E. Coronado St. Ste 203 Anaheim, CA 92807 PH:(714) 632-1865 FX:(714) 632-1314 User: KW -060912. Ver Description Roof Framing - 1 Title : Smith Residence Job # 06-37 Dsgnr: S. Shah Date: 12:30PM, 17 DEC 06 Description : 51 425 Madison Street La Quinta, CA 92253 Scope : Main House Remodel/ Addition Timber Beam & Joist Page 1 2006106-37 bob smithlcalculations\06- Timber Member Information Calculations are designed to 1997 NDS and 1997 UBC Re uirements Timber Section Beam Width Beam Depth Le: Unbraced Length Tlmber Grade Fb - Basic Allow Fv - Basic Allow Elastic Modulus Load Duration Factor Member Type Repetitive Status Center Span Data Span ft 8.00 16.00 4 4.00 VRI VR2 VR3 RR ci 40.00 4x6 2x12 2x10 2x6 2x4 in 3.500 1.500 1.500 1.500 1.500 in 5.500 11.250 9.250 5.500 3.500 ft 0.00 0.00 0.00 0.00 0.00 @ X = )ouglas Fir - Larch, )ouglas Fir - Larch, Douglas Fir - Larch, Douglas Fir - Larch, Douglas Fir - Larch, - - - psi 875.0 875.0 875.0 875.0 875.0 psi 95.0 95.0 95.0 95.0 95.0 ksi 1,600.0 1,600.0 1,600.0 1,600.0 1,600.0 1,509.4 1.250 1.250 1.250 1.250 1.000 Bending OK Sawn Sawn Sawn Sawn Sawn 16.9 No Repetitive Repetitive Repetitive Repetitive Span ft 8.00 16.00 6.00 4.00 6.00 Dead Load #/ft 60.00 40.00 40.00 35.00 7.00 Live Load #/ft 55.00 30.00 30.00 30.00 14.00 Results Ratio = 0.4400 0.6754 0.1422 0.1545 0.2453 Mrnax @ Center in -k 11.04 26.88 3.78 1.56 1.13 @ X = ft 4.00 8.00 3.00 2.00 3.00 fb : Actual psi 625.6 849.5 176.7 206.3 370.3 FI),: Allowable psi 1,421.9 1,257.8 1,383.6 1,635.2 1,509.4 Bending OK Bending OK Bending OK Bending OK Bending OK fv : Actual psi 31.8 44.2 16.9 18.3 16.3 Fv : Allowable psi 118.8 118.8 118.8 118.8 95.0 Shear OK Shear OK Shear OK Shear OK Shear OK Reactions -0.071 -0.207 -0.007 -0.006 -0.024 UDefl Ratio @ Left End DL lbs 240.00 320.00 120.00 70.00 21.00 LL lbs 220.00 240.00 90.00 60.00 42.00 Max. DL+LL lbs 460.00 560.00 210.00 130.00 63.00 @ Right End DL lbs 240.00 320.00 120.00 70.00 21.00 LL lbs 220.00 240.00 90.00 60.00 42.00 Max. DL+LL lbs 460.00 560.00 210.00 130.00 63.00 Deflections Ratio OK Deflection OK Deflection OK Deflection OK Deflection OK Center DL Defl in -0.071 -0.207 -0.007 -0.006 -0.024 UDefl Ratio 1,348.0 927.0 9,771.3 7,922.8 3,024.8 Center LL Defl in -0.065 -0.155 -0.006 -0.005 -0.048 UDefl Ratio 1,470.5 1,236.0 13,028.4 9,243.3 1,512.4 Center Total Defl in -0.137 -0.362 -0.013 -0.011 -0.071 Location ft 4.000 8.000 3.000 2.000 3.000 L/Defl Ratio 703.3 529.7 5,583.6 4,266.1 1,008.3 Nates Calculations are designed to 1997 NDS and 1997 UBC Guidelines Section databases have been updated as of 2 -Apr -1999 Allowable stress databases have been updated to 1997 NDS & 1997 UBS values on 2 -Apr -1999 To determine Cf values for sawn sections, the program looks for the identifying words in the "Stress" entry. "Select", "No. 1", "Standard" and similar typical words are used to determine Cf category "Unbraced length" is multiplied by the following values to calculate "Le" When beam depth - 7', Le = 2.06' Lu When T' < beam depth <= 14.3", Le = 1.62 ' Lu + 3d When beam depth > 14.3", Le = 1.84 " Lu SATISH SHAH & ASSOC. Inc.. Title : Smith Residence Job # 06-37 CONSULTING ENGINEER Dsgnr: S. Shah Date: 12:30PM, 17 DEC 06 3920 E. Coronado St. Ste 203 Description : 51 425 Madison Street La Quinta, CA 92253 Anaheim, CA 92807 Scope : Main House Remodel/ Addition PH:(714) 632-1865 FX:(714) 632-1314 Rev: 560100 - - user: KW -060912. Ver 5.6.1, 25 -Oct -2002 Timber Beam &Joist Page 1 -(c)1983-2002 ENERCALC Engineering Software s:\jobs 2006\06-37 bob smith\calculations\06- mxs ca Description Roof Framing - 2 Timber Member Information Calculations are designed to 1997 NDS and 1997 UBC Requirements RBI RB2 RHI RH2 RH3 RB3 RH4 Timber Section 6x12 6x10 6x6 6x6 6x6 8x16 6x16 Beam Width in 5.500 5.500 5.500 5.500 5.500 7.500 5.500 Beam Depth in 11.500 9.500 5.500 5.500 5.500 15.500 15.500 Le: Unbraced Length ft 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Tlmber Grade )ouglas Fir - Larch, )ouglas Fir - Larch, Douglas Fir - Larch, Douglas Fir - Larch, Douglas Fir - Larch, Douglas Fir - Larch, Douglas Fir - Larch, Fb - Basic Allow Fv - Basic Allow psi 1,350.0 1,350.0 1,350.0 1,350.0 1,350.0 1,350.0 1,350.0 Elastic Modulus psi ksi 85.0 1,600.0 85.0 1,600.0 85.0 1,600.0 85.0 1,600.0 85.0 1,600.0 85.0 1,600.0 85.0 1,600.0 Load Duration Factor 1.250 1.250 1.250 1.250 1.250 1.250 1.250 Member Type Sawn Sawn Sawn Sawn 'Sawn Sawn Sawn Repetitive Status No No No No No No No Center Span Data Span ft 17.00 10.00 6.00 6.00 5.00 25.00 24.00 Dead Load #/ft 165.00 155.00 300.00 215.00 410.00 250.00 215.00 Live Load #/ft 100.00 90.00 200.00 100.00 240.00 120.00 100.00 Dead Load #/ft 85.00 Live Load #/ft 110.00 Start ft End It 4.500 Point #1 DL lbs 950.00 LL lbs 875.00 @ X ft 4.500 Results Ratio = 0.5615 0.7407 0.5936 0.3740 0.6249 0.7042 0.7535 Mmax @ Center in -k 114.88 103.40 27.00 17.01 24.37 346.87 272.16 @ X = ft 8.50 4.52 3.00 3.00 2.50 12.50 12.00 fb : Actual psi 947.6 1,249.9 973.7 613.4 879.0 1,155.0 1,235.8 Fb : Allowable psi 1,687.5 1,687.5 1,687.5 1,687.5 1,687.5 1,640.2 1,640.2 Bending OK Bending OK Bending OK Bending OK Bending OK Bending OK Bending OK fv : Actual psi 47.4 73.9 63.1 39.7 66.4 53.9 59.6 F'v : Allowable psi 106.3 106.3 106.3 106.3 106.3 106.3 106.3 Shear OK Shear OK Shear OK Shear OK Shear OK Shear OK Shear OK Reactions @ Left End DL lbs 1,402.50 1,593.94 900.00 645.00 1,025.00 3,125.00 2,580.00 LL lbs 850.00 1,314.87 600.00 300.00 600.00 1,500.00 1,200.00 Max. DL+LL lbs 2,252.50 2,908.81 1,500.00 945.00 1,625.00 4,625.00 3,780.00 @ Right End DL lbs 1,402.50 1,288.56 900.00 645.00 1,025.00 3,125.00 2,580.00 LL lbs 850.00 955.12 600.00 300.00 600.00 1,500.00 1,200.00 Max. DL+LL Ibsl 2,252.50 2,243.69 1,500.00 945.00 1,625.00 4,625.00 3,780.00 Deflections Ratio OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK Center DL Defl in -0.278 -0.122 -0.072 -0.051 -0.047 -0.590 -0.588 UDefl Ratio 733.8 984.0 1,004.2 1,401.2 1,269.7 508.4 490.0 Center LL Defl in -0.168 -0.098 -0.048 -0.024 -0.028 -0.283 -0.273 UDefl Ratio 1,210.8 1,221.3 1,506.3 3,012.6 2,169.1 1,059.3 1,053.6 Center Total Defl in -0.446 -0.220 -0.119 -0.075 -0.075 -0.873 -0.861 Location ft 8.500 4.880 3.000 3.000 2.500 12.500 12.000 UDefl Ratio 456.9 545.0 602.5 956.4 800.9 343.5 334.5 1z i ( ._ . SAT'ISH SHAH & ASSOC. Inc.. Title: Smith Residence Job # 06-37 CONSULTING ENGINEER. Dsgnr: S. Shah Date: 12:30PM, 17 DEC 06 3920 E. Coronado St. Ste 203 - Description : 51 425 Madison Street La Quinta, CA 92253 Anaheim, CA 92807 Scope : Main House Remodel/ Addition PH:(714) 632-1865 FX:(714) 632-1314 Rev: 560,00 user:tcwo6og,2,ver5.6.,.25-oa-2oo2 Timber Beam & Joist Page 2 (c)1u83-2002 ENERCAIC Engineering Software s yobs 2006106-37 bob smith\calculation\& De:scription Roof Framing - 2 d Notes o,i Calculations are designed to 1997 NDS and 1997 UBC Guidelines Section databases have been updated as of 2-Apr-1999 Allowable stress databases have been updated to 1997 NDS & 1997 UBS values on 2-Apr-1999 To determine Cf values for sawn sections, the program looks for the identifying words in the "Stress" entry. F "Select", "No.1 ", "Standard" and similar typical words are used to determine Cf category N "Unbraced length" is multiplied by the following values to calculate "Le" i When beam depth <= 7", Le = 2.06' Lu ft When 7" < beam depth <= 14.3", Le = 1.62 ' Lu +.3d - `' When beam depth > 14.3", Le = 1.84Lu n 11 r d SATISH SHAH 8r ASSOC. Inc.. in -0.676 -0.620 Title : Smith Residence -0.003 Job # 06-37 CONSULTING ENGINEER -0.176 UDefl Ratio Dsgnr: S. Shah lbs Date: 12:31 PM, 17 DEC 06 3920 E. Coronado St. Ste 203 3,100.00 705.00 Description : 51 425 Madison Street 1,550.00 - Anaheim, CA 92807 LL lbs La Quinta, CA 92253 4,420.00 2,200.00 420.00 700.00 1,100.00 S Scope: Main House Remodel/ Addition lbs PH:(714) 632-1865 FX:(714) 632-1314 10075.00 5,300.00 1,125.00 1,950.00 2,650.00 4,838.75 Rev: 560100 lbs 4,030.00 5,655.00 3,100.00 705.00 1,250.00 User: Kwo6os,2. Ver5.6.,, 25-oa-2002 (cj1983-2002 ENERCALC Engineering 5,601.25 Timber Beam & Joist lbs 2,860.00 Page 1 ,ware 420.00 700.00 1,100.00 4,275.00 s:\iobs 2006106-37 bob smitMoalculationso6- Description Roof Framing - 3 10075.00 5,300.00 1,125.00 1,950.00 2,650.00 Timber Member Information Deflections Calculations are designed to 1997 NDS and 1997 UBC Requirements Deflection OK Deflection OK RB4 RB5 RB6 RH5 RH6 RB7 RB8 Timber Section 10x16 10x18 10x14 6x8 6x8 6x10 10x16 Beam Width in 9.500 9.500 9.500 5.500 5.500 5.500 9.500 Beam Depth in 15.500 17.500 13.500 7.500 7.500 9.500 15.500 Le: Unbraced Length ft 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Tlmber Grade )ouglas Fir - Larch, )ouglas Fir - Larch, Douglas Fir - Larch, Douglas Fir - Larch, Douglas Fir - Larch, Douglas Fir - Larch, Douglas Fir - Larch, Fb - Basic Allow psi 1,350.0 1,550.0 1,350.0 1,350.0 1,350.0 1,350.0 1,350.0 Fv - Basic Allow psi 85.0 85.0 85.0 85.0 85.0 85.0 85.0 Elastic Modulus ksi 1,600.0 1,700.0 1,600.0 1,600.0 1,600.0 1,600.0 1,600.0 Load Duration Factor 1.250 1.250 1.250 1.250 1.250 1.250 1.250 Member Type Sawn Sawn Sawn Sawn Sawn Sawn Sawn Repetitive Status No No No No No No No Center Span Data Span ft 26.00 26.00 20.00 3.00 10.00 10.00 16.00 Dead Load #/ft 310.00 435.00 310.00 270.00 250.00 310.00 170.00 Live Load #/ft 220.00 340.00 220.00 140.00 140.00 220.00 120.00 Point #1 DL lbs 600.00 5,655.00 LL lbs @ X ft 420.00 4,420.00 1.500 12.000 Results Ratio = almn 0.8614 0.8723 0.6616 0.2975 0.6723 0.6072 0.9113 Mmax @ Center in -k 537.42 785.85 318.00 14.71 58.50 79.50 445.70 @ X = ft 13.00 13.00 10.00 1.50 5.00 5.00 11.97 fb : Actual psi 1,412.8 1,620.7 1,102.0 285.4 1,134.5 961.0 1,171.7 Fb : Allowable psi 1,640.2 1,858.0 1,665.6 1,687.5 1,687.5 1,687.5 1,640.2 Bending OK Bending OK Bending OK Bending OK Bending OK Bending OK Bending OK fv : Actual psi 63.4 80.7 55.0 31.6 62.4 64.5 96.8 Fv : Allowable psi\ 106.3 106.3 106.3 106.3 106.3 106.3 106.3 Shear OK Shear OK Shear OK Shear OK Shear OK Shear OK Shear OK Reactions in -0.676 -0.620 -0.358 -0.003 -0.182 -0.111 -0.176 UDefl Ratio @ Left End DL lbs 4,030.00 5,655.00 3,100.00 705.00 1,250.00 1,550.00 2,773.75 LL lbs 2,860.00 4,420.00 2,200.00 420.00 700.00 1,100.00 2,065.00 Max. DL+LL lbs 6,890.00 10075.00 5,300.00 1,125.00 1,950.00 2,650.00 4,838.75 @ Right End DL lbs 4,030.00 5,655.00 3,100.00 705.00 1,250.00 1,550.00 5,601.25 LL lbs 2,860.00 4,420.00 2,200.00 420.00 700.00 1,100.00 4,275.00 Max. DL+LL lbs 6,890.00 10075.00 5,300.00 1,125.00 1,950.00 2,650.00 9,876.25 Deflections Ratio OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK Center DL Defl in -0.676 -0.620 -0.358 -0.003 -0.182 -0.111 -0.176 UDefl Ratio 461.7 503.2 670.2 10,358.0 660.0 1,081.7 1,090.6 Center LL Defl in -0.480 -0.485 -0.254 -0.002 -0.102 -0.079 -0.134 UDefl Ratio 650.6 643.7 944.4 16,789.1 1,178.6 1,524.3 1,437.0 Center Total Defl in -1.155 -1.105 -0.612 -0.006 -0.284 -0.190 -0.310 Location ft 13.000 13.000 10.000 1.500 5.000 5.000 8.640 UDefl Ratio 270.1 282.4 392.0 6,405.9 423.1 632.7 620.0 Notes Calculations are designed to 1997 NDS and 1997 UBC Guidelines Section databases have been updated as of 2 -Apr -1999 Allowable stress databases have been updated to 1997 NDS & 1997 UBS values on 2 -Apr -1999 To determine Cf values for sawn sections, the program looks for the identifying words in the "Stress" entry. "Select", "No.1 ", "Standard" and similar typical words are used to determine Cf category "Unbraced length" is multiplied by the following values to calculate "Le" When beam depth <= 7", Le = 2.06 ' Lu When T' < beam depth <= 14.3", Le = 1.62 ' Lu + 3d When beam depth > 14.3" , Le = 1.84 " Lu V SAl-ISH SHAH & ASSOC. Inc.. Title : Smith Residence Job # 06-37 CONSULTING ENGINEER Dsgnr: S. Shah Date: 4:42PM. 16 MAR 07 3920 E. Coronado St. Ste 203 Description : 51 425 Madison Street Anaheim, CA 92807 Maximum La Quinta, CA 92253 PH:(714) 632-1865 FX:(714) 632-1314 Scope : Main House Remodel/ Addition Rev: 560100 Max. M + 137.71 k -ft 50.99 User: KW-060912,Ver5.6.1, 25 -Oct -2002 (c)1983-2002 ENERCALC Engineering Steel Beam Design Page 1 Software Max. M - s:tjoos 2006\06-37 boo smanlcaiwarions106- Description Roof Framing - 4 RB9: CORRECTION/ PC Max. M @ Left General Information Calculations are designed to AISC 9th Edition ASD and 1997 UBC Requirements Steel Section : W14X61 Fy 50.00 ksi Pinned -Pinned Load Duration Factor 1.00 Center Span 25.00 ft Bm Wt. Added to Loads Elastic Modulus 29,000.0 ksi Left. Cant. 0.00 ft LL & ST Act Together k Right Cant 0.00 ft 7.41 19.43 Lu : Unbraced Length 24.00 ft k Distributed Loads -0.270 -0.766 #1 #2 #3 #4 #5 #6 #7 DL 0.100 0.000 k/ft LL 0.750 0.000 k/ft ST 0.000 k/ftft Start Location 0.000 0.000 in End Location 23.000 0.000 ft Point Loads 0.000 0.000 in #1 #2 Dead Load 5.700 3.100 #3 #4 16.94 #5 #6 #7 Live Load 4.300 2.200 k k k Short Term 19.43 k Location 12.000 23.000 k ft Summary I Beam, Major Axis, UrT > (510,000 ` Cb I Fy)^.5 , Fb per Eq. F1-7 Beam OK Using: W14X61 section, Span = 25.00ft, Fy = 50.Oksi Static Load Case Governs Stress End Fixity = Pinned -Pinned, Lu = 24.00ft, LDF = 1.000 Actual Allowable Moment 137.714 k -ft fb : Bending Stress 17.933 ksi 148.510 k -ft 19.339 ksi Max. Deflection -0.766 in fb / Fb 0.927 : 1 Length/DL Defl 1,110.6: 1 Shear 19.429 k 104.175 k Length/(DL+LL Defl) 391.8: 1 fv : Shear StresE 3.730 ksi 20.000 ksi fv / Fv 0.187 : 1 Force & Stress Summary «- These columns are Dead + Live Load placed as noted ->> DL LL LL+ST LL LL+ST Maximum Only Center Center Cants Cants Max. M + 137.71 k -ft 50.99 137.71 k -ft Max. M - k -ft Max. M @ Left k -ft Max. M @ Right k -ft Shear @ Left 16.94 k 5.21 16.94 k Shear @ Right 19.43 k 7.41 19.43 k Center Defl. -0.766 in -0.270 -0.766 -0.766 0.000 0.000 in Left Cant Defl 0.000 in 0.000 0.000 0.000 0.000 0.000 in Right Cant Defl 0.000 in 0.000 0.000 0.000 0.000 0.000 in ...Query Defl @ 0.000 ft 0.000 0.000 0.000 0.000 0.000 in Reaction @ Left 16.94 5.21 16.94 16.94 k Reaction @ Rt 19.43 7.41 19.43 19.43 k Fa calc'd per Eq. E2-2, K'Ur > Cc I Beam, Major Axis, UrT > (510,000 ` Cb I Fy)^.5 , Fb per Eq. F1-7 1 Beam, Major Axis, Fb per Eq. F1-8, Fb =12.000 Cb Af / (I' d) SATISH SHAH & ASSOC. Inc.. CONSULTING ENGINEER 3920 E. Coronado St. Ste 203 Anaheim, CA 92807 PH:(714) 632-1865 FX:(714) 632-1314 Rev: 560100 User: KW -060912. ver 5.6.1, 25-00-2002 (c)1983-2002 ENERCALC Engineering Software Description Roof Framing - 4 R69: CORRECTION/ PC Title : Smith Residence Job # 06-37 Dsgnr: S. Shah Date: 4:42PM. 16 MAR 07 Description : 51 425 Madison Street La Quinta, CA 92253 Scope: Main House Remodel/ Addition Steel Beam Design Page 2 2006\06-37 coo smrmcaicufauonsIG - Section Properties W14X61 now Depth 13.890 in Weight 60.80 #/ft r -roc 5.979 in Width 9.995in I -roc 640.00 in4 r-yy 2.445 in Web Thick 0.375 in I-yy 107.00 in4 Rt 2.700 -in Flange Thickness 0.645 in S -roc 92.153 in3 Area 17.90 in2 S-yy 21.411 in3 Sketch & Diagram 37.7' i •.S.y --`- 1 -r- 10k 9.3k 0.851t/40.85vft rr,rrrrrrrrrrrr rrrrrrr,rrrrrrrrrrr.rr r r i' -/.G -----r- r-'--- V11 !, ill, c j 5.92 x.53 a.95 1 .45 11.98 Rulraitr:t fvintnkt tc LOCatlun (ft) - J 25fl Cl 1P n Mmax = 137.7k -fl Dmax=-0.788in0.0 Rmax=18.941k Rmax=19.429k._. -3.$$ Vmax (811efl = 18.941k Vmax (8 n = 19: OD-7.7 J 2.51 5.92 .Sa 9.94 1'2.A: 1 .96 17.57 1 ,9. 2_.55 -:.0 AA I.. A.11 Location (ft) C (Z u t5 0 u; r)4tla:•tii,,. Location f ft) SATISH SHAH 8r ASSOC. Inc.. -0.230 -0.651 Title : Smith Residence -0.476 Job # 06-37 C014SULTING ENGINEER -0.102 UDefl Ratio Dsgnr: S. Shah 461.2 Date: 12:31 PM, 17 DEC 06 3920 E. Coronado St. Ste 203 1,432.7 1,530.5 Description : 51 425 Madison Street -0.465 Anaheim, CA 92807 -0.372 -0.172 -0.067 -0.071 La Quinta, CA 92253 645.6 PH:(714) 632-1865 FX:(714) 632-1314 1,741.9 Scope : Main House Remodel/ Addition 2,196.0 i Rev. 560100 -0.393 -1.115 '-" -0.847 --- -0.162 -0.173 Location ft User: KW 060912, ver 5.6.1, 25-Oct•2002 12.500 Timber Beam & Joist 12.500 5.665 Page 1 (c))983.2002 ENERCALC Engineering Software ar.9sasraztr ar- 269.0 337.6 368.2 s ljobs 2006106.37 bob smithXcalculationst06- Description Roof Framing - 5 Timber Member Information Calculations are designed to 1997 NDS and 1997 UBC Requirements RB10/ RB11 RB12 RB4 Alt. RBS Alt. R1-114: Alt. RB13 RB14 Timber Section 6x10 5.125x13.5 8.75x16.5 10.75x18.0 Prllm: 5.2 5.125x12.0 6x12 Beam Width in 5.500 5.125 8.750 10.750 5.250 5.125 5.500 Beam Depth in 9.500 13.500 16.500 18.000 18.000 12.000 11.500 Le: Unbraced Length ft 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Tlmber Grade Douglas Fir - Larch, )ouglas Fir, 24F - VDouglas Fir, 24F - V Douglas Fir, 24F - V Truss Joist - MacMil Douglas Fir, 24F - V Douglas Fir - Larch, Fb - Basic Allow Fv - Basic Allow psi 1,350.0 85.0 2,400.0 2,400.0 2,400.0 2,900.0 2,400.0 1,350.0 Elastic Modulus psi ksi 1,600.0 190.0 1,800.0 190.0 1,800.0 190.0 1,800.0 290.0 2,000.0 190.0 1,800.0 85.0 1,600.0 Load Duration Factor 1.250 1.250 1.250 1.250 1.250 1.250 1.250 Member Type Repetitive Status Sawn Glul-am Glul-am Glul-am Manuf/Pine Glul-am Sawn No No No No No No No Center Span Data Span ft 13.00 25.00 26.00 26.00 25.00 11.33 13.00 Dead Load #/ft 225.00 140.00 310.00 435.00 215.00 340.00 60.00 Live Load #/ft 160.00 100.00 220.00 340.00 100.00 240.00 40.00 Point #1 DL lbs LL lbs 1,460.00 @ X ft 1,040.00 10.000 Results Ratio = 0.6991 0.4961 0.5020 0.5170 0.2874 0.3027 0.5534 - Mlnax @ Center @ X = in-k ft 97.60 225.00 537.42 785.85 295.31 111.68 87.19 6.50 12.50 .13.00 13.00 12.50 5.66 9.98 fb : Actual psi 1,179.7 1,445.3 1,353.6 1,353.7 1,041.7 908.0 719.2 Fb : Allowable psi 1,687.5 2,913.6 2,696.4 2,618.6 3,625.0 3,000.0 1,687.5 Bending OK Bending OK Bending OK Bending OK Bending OK Bending OK Bending OK fv : Actual psi 63.2 59.3 64.1 69.4 55.0 66.0 58.8 Fv : Allowable psi 106.3 237.5 237.5 237.5 362.5 237.5 106.3 Shear OK Shear OK Shear OK Shear OK Shear OK Shear OK Shear OK Reactions @ Left End DL lbs 1,462.50 1,750.00 4,030.00 5,655.00 2,687.50 1,926.10 726.92 LL lbs 1,040.00 1,250.00 2,860.00 4,420.00 1,250.00 1,359.60 500.00 Max. DL+LL lbs 2,502.50 3,000.00 6,890.00 10075.00 3,937.50 3,285.70 1,226.92 @ Right End DL lbs 1,462.50 1,750.00 4,030.00 5,655.00 2,687.50 1,926.10 1,513.08 LL lbs 1,040.00 1,250.00 2,860.00 4,420.00 1,250.00 1,359.60 1,060.00 Max. DL+LL lbs 2,502.50 3,000.00 6,890.00 10075.00 3,937.50 3,285.70 2,573.08 Deflections Ratio OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK Center DL Defl in -0.230 -0.651 -0.541 -0.476 -0.370 -0.095 -0.102 UDefl Ratio 678.4 461.2 577.1 656.0 810.2 1,432.7 1,530.5 Center LL Defl in -0.164 -0.465 -0.384 -0.372 -0.172 -0.067 -0.071 UDefl Ratio 954.0 645.6 813.2 839.3 1,741.9 2,029.7 2,196.0 Center Total Defl in -0.393 -1.115 -0.924 -0.847 -0.543 -0.162 -0.173 Location ft 6.500 12.500 13.000 13.000 12.500 5.665 7.020 UDefl Ratio 396.5 269.0 337.6 368.2 553.0 839.9 901.9 Notes Calculations are designed to 1997 NDS and 1997 UBC Guidelines Section databases have been updated as of 2 -Apr -1999 Allowable stress databases have been updated to 1997 NDS 8 1997 UBS values on 2 -Apr -1999 To determine Cf values for sawn sections, the program looks for the identifying words in the "Stress" entry. "Select", "No.1", "Standard" and similar typical words are used to determine Cf category "Unbraced length" is multiplied by the following values to calculate "Le" When beam depth <= 7", Le = 2.06' Lu When 7" < beam depth - 14.3" , Le = 1.62 ' Lu + 3d When beam depth > 14.3", Le = 1.84 ' Lu SATISH SHAH 8i ASSOC. Inc.. Title : Smith Residence Job # 06-37 CONSULTING ENGINEER Dsgnr: S. Shah Date: 12:31 PM, 17 DEC 06 3920 E. Coronado St. Ste 203 Description : 51 425 Madison Street Anaheim, CA 92807 La Quinta, CA 92253 PH:(714) 632-1865 FX:(714) 632-1314 Scope : Main House Remodel/ Addition [LRe0100-060912.ver5.6.1,25-Oct-2002 General Timber BeamPage 12002 ENERCALC Engineering Software s:\jobs 2006\06-37 bob smith\cakwations106- Description Roof Framing - 6 lbs lbs RB15 lbs lbs lbs General Information Calculations are designed to 1997 NDS and 1997 UBC Requirements Section Name 5.125x13.5 Center Span 10.00 ft .....Lu 0.00 ft Beam Width 5.125 in Left Cantilever 5.00ft .....Lu 0.00 ft Beam Depth 13.500 in Right Cantilever • ft .....Lu 0.00 ft Member Type GluLam Douglas Fir, 24F - V8 Fb Base Allow 2,400.0 psi Load Dur. Factor 1.250 Fv Allow 190.0 psi Beam End Fixity Pin -Pin Fc Allow 560.0 psi E 1,800.0 ksi IFFu�ll Length Uniform Loads Center DL Left Cantilever DL Right Cantilever DL #/ft 225.00 #/ft #/ft LL #/ft LL 160.00 #/ft LL #/ft Point Loads Dead Load 1,500.0 lbs lbs lbs lbs lbs lbs lbs Live Load 1,150.0 lbs lbs lbs lbs lbs lbs lbs ...distance -5.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft Summary Beam Design OK Span= 10.00ft, Left Cant= 5.00ft, Beam Width = 5.125in x Depth = 13.5in, Ends are Pin -Pin Max Stress Ratio 0.464 : 1 Maximum Moment -18.1 k -ft Maximum Shear ` 1.5 6.2 k Allowable 38.9 k -ft Allowable 16.4 k Max. Positive Moment 0.00 k -ft at 10.000 ft Shear: @ Left 4.55 k Max. Negative Moment -10.31 k -ft at 0.000 ft - @ Right 1.81 k Max @ Left Support -18.06 k -ft Camber: @ Left 0.343 in Max @ Right Support 0.00 k -ft @ Center - 0.091 in Max. M allow 38.92 Reactions... @ Right 0.000 in fb 1,392.35 psi fv 90.14 psi Left DL 3.66 k Max 6.38k Fb 3,000.00 psi Fv 237.50 psi Right DL -1.03 k Max -1.81 k Deflections Center Span... Dead Load Total Load Left Cantilever... Dead Load Total Load Deflection 0.060 in 0.060 in Deflection -0.229 in -0.401 in ...Location 4.251 ft 4.251 ft ...Length/Deft 524.1 299.1 ...Length/Deft 1,985.5 1,985.53 Right Cantilever... Camber ( using 1.5 . D.L. Defl ) ... Deflection 0.000 in 0.000 in @ Center 0.091 in ...Length/Defl 0.0 - 0.0 @ Left 0.343 in @ Right 0.000 in 0 SATISH SHAH & ASSOC. Inc.. CONSULTING ENGINEER 3920 E. Coronado St. Ste 203 Anaheim, CA 92807 PH:(714) 632-1865 FX:(714) 632-1314 We—v.—Y601 —00 User: KW-060912, Ver 5.6.1, 25-Oct-2002 (c)1983-2002 ENERCALC Engineering Software Description Roof Framing - 6 RB15 Title : Smith Residence Job # 06-37 Usgnr: S. Shah Date: 12:31 PM, 17 DEC 06 Description : 51 425 Madison Street La Quinta, CA 92253 Scope: Main House Remodel/ Addition General Timber Beam Page 2 s:tjobs 2006\06-37 bob smith\calculations106- Stress Calcs Bending Analysts Ck 19.865 Le 0.000 ft Sxx 155.672 in3 Area 69.188 in2 Cv 1.000 Rb 0.000 Cl 0.000 Max Moment Sxx Req'd Allowable fb @ Center 10.31 k -ft 41.25 in3 3,000.00 psi @ Left Support 18.06 k -ft 72.25 in3 3,000.00 psi @ Right Support 0.00 k -ft 0.00 in3 3,000.00 psi Shear Analysis @ Left Support @ Right Support Design Shear 6.24 k 2,71 k Area Required 26.258 in2 11.408 in2 I Fv: Allowable 237.50 psi 237.50 psi Bearing @ Supports Max. Left Reaction 6.38 k Bearing Length Req'd 2.223 in Max. Right Reaction -1.81 k Bearing Length Req'd 0.629 in Query Values M, V, & D @Specified Locations Moment Shear Deflection @ Center Span Location = 0.00 ft -18.06 k -ft 1.81 k 0.0000 in @ Right Cant. Location = 0.00 ft 0.00 k -ft 0.00 k 0.0000 in @ Left Cant. Location = 0.00 ft -18.06 k -ft 1.81 k 0.0000 in Calculations are designed to 1997 NDS and 1997 UBC Guidelines Section databases have been updated as of 2 -Apr -1999 Allowable stress databases have been updated to 1997 NDS & 1997 UBS values on 2 -Apr -1999 To determine Cf values for sawn sections, the program looks for the identifying words in the "Stress" entry. "Select", "No.1 ", "Standard" and similar typical words are used to determine Cf category "Unbraced length" is multiplied by the following values to calculate "Le" When beam depth <= 7", Le = 2.06' Lu When 7" < beam depth — 14.3", Le = 1.62 ' Lu + 3d When beam depth > 14.3" , Le = 1.84 ' Lu 'E i( it i` i SA'TISH SHAH & ASSOC. Inc.. Title : Smith Residence Job # 06-37 CONSULTING ENGINEER Dsgnr: S. Shah Date: 12:31 PM, 17 DEC 06 3920 E. Coronado St. Ste 203 Description : 51 425 Madison Street Anaheim, CA 92807 La Quinta, CA 92253 PH:(714) 632-1865 FX:(714) 632-1314 S Scope: Main House Remodel/ Addition Rev 560100 3.0 k -ft Maximum Shear User: KW -060912, Ver 5.6.1, 25 -Oct -2002 (c)1983-2002 ENERCALC Engineering Software General Timber Beam Page 1 Allowable s l obs 2006\0637 boo smith\calculations106- Description Roof Framing - 7 HBI Max. Positive Moment General Information Calculations are designed to 1997 NDS and 1997 UBC Requirements Section Name 4x12 Center Span 12.00 ft ..Lu 0.00 ft Beam Width 3.500 in Left Cantilever ft ..Lu 0.00 ft Beam Depth 11.250 in Right Cantilever ft ...Lu 0.00 ft Member Type Sawn Douglas Fir - Larch, No.2 0.00 k -ft Fb Base Allow 875.0 psi Load Dur. Factor 1.250 Fv Allow 95.0 psi Beam End Fixity Pin -Pin Fc Allow 625.0 psi @ Center E 1,600.0 ksi Trapezoidal Loads #1 DL @ Left #/ft DL @ Right 180.00 #/ft Summary LL @ Left #/ft Start Loc 0.000 ft LL @ Right 150.00 #/ft End Loc 12.000 ft Beam Design OK 1.5 k 4.7 k 0.66 k 1.32 k 0.000 in 0.095 in 0.000 in 0.66 k 1.32 k 0.000 in 0.0 0.000 in 0.0 Span= 12.00ft, Beam Width = 3.500in x Depth = 11.25in, Ends are Pin -Pin Max Stress Ratio 0.412 : 1 Maximum Moment 3.0 k -ft Maximum Shear ` 1.5 Allowable 7.4 k -ft Allowable Max. Positive Moment 3.05 k -ft at 6.912 ft Shear: @ Left _ Max. Negative Moment -0:00 k -ft at 12.000 ft @ Right Max @ Left Support 0.00 k -ft Camber: @ Left Max @ Right Support 0.00 k -ft @ Center Max. M allow 7.40 Reactions... @ Right fb 495.48 psi fv 39.26 psi Left DL 0.36 k Max Fb 1,203.13 psi Fv 118.75 psi Right DL 0.72 k Max flections Center Span... ' Dead Load Total Load Left Cantilever... Dead Load Deflection -0.063 in -0.116 in Deflection 0.000 in ...Location 6.240 ft 6.240 ft ...Length/Deft 0.0 ...Length/Deft 2,274.6 1,240.71 Right Cantilever... Camber ( using 1.5 " D.L. Defl ) ... Deflection 0.000 in @ Center 0.095 in ...Length/Defl 0.0 @ Left 0.000 in @ Right 0.000 in Stress Calcs Bending Analysis Ck 31.019 Le 0.000 ft Sxx 73.828 in3 Area 39.375 in2 Cf 1.100 Rb 0.000 Cl 0.000 Max Moment Sxx Req'd Allowable fb @ Center 3.05 k -ft 30.40 in3 1,203.13 psi @ Left Support 0.00 k -ft 0.00 in3 1,203.13 psi @ Right Support 0.00 k -ft 0.00 in3 1,203.13 psi Shear Analysis @ Left Support @ Right Support - Design Shear 0.97 k 1.55 k Area Required 8.192 in2 13.017 in2 Fv: Allowable 118.75 psi 118.75 psi Bearing @ Supports Max. Left Reaction 0.66 k Bearing Length Req'd 0.302 in Max. Right Reaction 1.32 k Bearing Length Req'd 0.603 in Beam Design OK 1.5 k 4.7 k 0.66 k 1.32 k 0.000 in 0.095 in 0.000 in 0.66 k 1.32 k 0.000 in 0.0 0.000 in 0.0 i SATISH SHAH & ASSOC. Inc., Title : Smith Residence Job # 06-37 CONSULTING ENGINEER Dsgnr: S. Shah Date: 12:31 PM, 17 DEC 06 3920 E. Coronado St. Ste 203 Description : 51 425 Madison Street Anaheim, CA 92807 _ La Quinta, CA 92253 - S PH:(714) 632-1865 FX:(714) 632-1314 Scope: Main House Remodel/ Addition Rev: 560100 User: Kw0609t2, Ver 5.6.1, 25 -Oct -2002 General Timber Beam Page 2 (c)1983-2002 ENERCALC Engineering ware s:\jobs 2006\06.37 boo smitrncalculations\06- Description Roof Framing - 7 - HB1 Query Values M, V, 8r D @ Specified Locations Moment Shear Deflection j` @ Center Span Location = 0.00 ft 0.00'k -ft 0.66 k 0.0000 in @ Right Cant. Location = 0.00 ft 0.00 k -ft 0.00 k 0.0000 in @ Left Cant. Location = 0.00' ft 0.00 k -ft 0.00 k 0.0000 in Notes Calculations are designed to 1997 NDS and 1997 UBC Guidelines Section databases have been updated as of 2 -Apr -1999 Allowable stress databases have been updated to 1997 NDS & 1997 UBS values on 2 -Apr -1999 ` To determine Cf values for sawn sections, the program looks for the identifying words in the "Stress" entry. r "Select", "No.1 ", "Standard" and similar typical words are used to determine Cf category "Unbraced length" is multiplied by the following values to calculate "Le" When beam depth — 7", Le = 2.06 " Lu ii When 7" < beam depth — 14:3" , Le = 1.62 " Lu + 3d When beam depth > 14.3", Le = 1.84 " Lu t s i I l t! i F. SATISH SHAH & ASSOC. Inc.. -0.171 Title : Smith Residence -0.204 Job # 06-37 CONSULTING ENGINEER -0.089 -0.061 Dsgnr: S. Shah 843.7 Date: 12:31 PM, 17 DEC 06 3920 E. Coronado St. Ste 203 793.5 Description : 51 425 Madison Street 1,239.2 _ Anaheim, CA 92807 -0.082 -0.145 -0.126 La Quinta, CA 92253 -0.047 PH:(714) 632-1865 FX:(714) 632-1314 UDefl Ratio S Scope: Main House Remodel/ Addition 1,320.2 Rev 560100 1,816.9 1,224.0 3,173.3 2,033.0 Center Total Defl in -0.252 -0.450 User: KW 060972, ver5.6.t, 25 Dct-2002 Timber Beam & Joist -0.135 -0.099 Page 1 (c11963-2002 ENERCALC Engineering Software 8.000 6.000 aa 7.500 s:tiobs 2 0 06106 3 7 bob smithtcaicuiabonst06- Descriiption Roof Framing - 8 570.8 427.1 436.2 552.8 550.8 1,094.3 Timber Member Information Calculations are designed to 1997 NDS and 1997 UBC Requirements RB16 RB17 RB18 RB19 RB23 RB24 RH7 Timber Section 6x10 6x12 5.125x12.0 5.125x12.0 6x12 6x12 6x8 Beam Width in 5.500 5.500 5.125 5.125 5.500 5.500 5.500 Beam Depth in 9.500 11.500 12.000 12.000 11.500 11.500 7.500 Le: Unbraced Length ft 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Tlmber Grade Douglas Fir - Larch, Douglas Fir - Larch,Douglas Fir, 24F - V Douglas Fir, 24F - V Douglas Fir - Larch, Douglas Fir - Larch, Fb - Basic Allow Fv - Basic Allow psi 1,350.0 1,350.0 2,400.0 2,400.0 1,000.0 1,350.0 1,350.0 psi 85.0 85.0 190.0 190.0 95.0 85.0 85.0 Elastic Modulus ksi 1,600.0 1,600.0 1,800.0 1,800.0 1,600.0 1,600.0 1,600.0 Load Duration Factor 1.250 1.250 1.250 1.250 1.250 1.250 1.250 Member Type Sawn Sawn Glul-am Glul-am Sawn Sawn Sawn Repetitive Status No No No No No No - No Center Span Data Span ft 12.00 16.00 12.00 18.00 15.00 12.33 6.33 Dead Load #/ft 230.00 230.00 580.00 60.00 190.00 525.00 Live Load #/ft 110.00 110.00 360.00 100.00 320.00 Point#1 DL lbs 3,150.00 1,650.00 LL lbs 2,240.00 1,350.00 @ X ft 16.000 7.500 Results Ratio = 0.5261 0.6382 0.5502 0.5417 0.8909 0.3384 0.7396 ' Mmax @ Center in -k 73.44 130.56 203.04 126.47 135.00 66.13 50.79 @ X = ft 6.00 8.00 6.00 15.98 - 7.50 6.16 3.16 fb : Actual psi 887.7 1,077.0 1,650.7 1,028.2 1,113.6 545.5 985.0 Fb : Allowable psi 1,687.5 1,687.5 3,000.0 3,000.0 1,250.0 1,687.5 1,687.5 Bending OK Bending OK Bending OK Bending OK Bending OK Bending OK Bending'OK fv : Actual psi 51.1 57.3 115.6 128.7 35.6 36.0 78.6 Fv : Allowable psi 106.3 106.3 237.5 237.5 118.8 106.3 106.3 Shear OK Shear OK Shear OK Shear OK Shear OK Shear OK Shear OK Reactions @ Left End DL lbs 1,380.00 1,840.00 3,480.00 890.00 825.00 1,171.35 1,661.62 LL lbs 660.00 880.00 2,160.00 248.89 675.00 616.50 1,012.80 Max. DL+LL lbs 2,040.00 2,720.00 5,640.00 1,138.89 1,500.00 1,787.85 2,674.42 @ Right End DL lbs 1,380.00 1,840.00 3,480.00 3,340.00 825.00 1,171.35 1,661.62 LL lbs 660.00 880.00 2,160.00 1,991.11 675.00 616.50 1,012.80 Max. DL+LL lbs 2,040.00 2,720.00 5,640.00 5,331.11 1,500.00 1,787.85 2,674.42 flections Ratio OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK Center DL Defl in -0.171 -0.304 -0.204 -0.272 -0.180 -0.089 -0.061 UDefl Ratio 843.7 631.4 706.9 793.5 1,001.4 1,670.2 1,239.2 Center LL Defl in -0.082 -0.145 -0.126 -0.119 -0.147 -0.047 -0.037 UDefl Ratio 1,764.2 1,320.2 1,138.9 1,816.9 1,224.0 3,173.3 2,033.0 Center Total Defl in -0.252 -0.450 -0.330 -0.391 -0.327 -0.135 -0.099 Location ft 6.000 8.000 6.000 9.936 7.500 6.165 3.165 L/Defl Ratio 570.8 427.1 436.2 552.8 550.8 1,094.3 769.9 Notes Calculations are designed to 1997 NDS and 1997 UBC Guidelines Section databases have been updated as of 2 -Apr -1999 Allowable stress databases have been updated to 1997 NDS & 1997 UBS values on 2 -Apr -1999 To determine Cf values for sawn sections, the program looks for the identifying words in the "Stress" entry. "Select", "No.1 ", "Standard" and similar typical words are used to determine Cf category "Unbraced length" is multiplied by the following values to calculate "Le" When beam depth <= 7", Le = 2.06' Lu When T' < beam depth - 14.3", Le = 1.62 ' Lu + 3d When beam depth > 14.3", Le = 1.84' Lu F SATISH SHAH & ASSOC. Inc.. CONSULTING ENGINEER 3920 E. Coronado St. Ste 203 Anaheim, CA 92807 PH:(714) 632-1865 FX:(714) 632-1314 Rev: 560100 User: KW -060912, ver 5.6.1, 25 -Oct -2002 f01983-2002 ENERCALC Engineering Software Description Roof Framing - 9 H B2 General Information Section Name 10x12 Beam Width Beam Depth Member Type Load Dur. Factor Beam End Fixity Title : Smith Residence Job # 06-37 Dsgnr: S. Shah Date: 12:31 PM, 17 DEC 06 Description : 51 425 Madison Street La Quinta, CA 92253 Scope : Main House Remodel/ Addition General Timber Beam Page 1 2006\06-37 bob smnMcaicuiations\06- Trapezoidal Loads MMMOMMEXEMSMIMIN #1 DL @ Left #/ft LL @ Left #/ft Start Loc 0.000 ft DL @ Right 450.00 #/ft LL @ Right 320.00 #/ft End Loc 21.000 ft I 5ummary Calculations are designed to 1997 NDS and 1997 UBC Requirements Center Span 21.00 ft .....Lu 0.00 ft 9.500 in Left Cantilever ft .....Lu 0.00 ft 11.500 in Right Cantilever ft .....Lu 0.00 ft Sawn Douglas Fir - Larch, No.1 29.4 k -ft Allowable Fb Base Allow 1,350.0 psi 1.250 Fv Allow 85.0 psi Pin -Pin Fc Allow 625.0 psi at 21.000 ft E 1,600.0 ksi Trapezoidal Loads MMMOMMEXEMSMIMIN #1 DL @ Left #/ft LL @ Left #/ft Start Loc 0.000 ft DL @ Right 450.00 #/ft LL @ Right 320.00 #/ft End Loc 21.000 ft I 5ummary Beam Design OK 7.0 k 11.6 k 2.69 k 5.39 k 0.000 in 0.768 in 0.000 in 2.69 k 5.39 k 0.000 in 0.0 0.000 in 0.0 Span= 21.00ft, Beam Width = 9.500in x Depth = 11.5in, Ends are Pin -Pin Max Stress Ratio 0.740 : 1 Maximum Moment 21.8 k -ft Maximum Shear * 1.5 Allowable 29.4 k -ft Allowable Max. Positive Moment 21.78 k -ft at 12.096 ft Shear: @ Left Max. Negative Moment -0.00 k -ft at 21.000 ft @ Right Max @ Left Support 0.00 k -ft Camber: @ Left Max @ Right Support 0.00 k -ft @ Center Max. M allow 29.45 Reactions... @ Right fb 1,248.33 psi fv 64.45 psi Left DL 1.57 k Max Fb 1,687.50 psi Fv 106.25 psi Right DL 3.15 k Max :flections Center Span... Dead Load Total Load Left Cantilever... Dead Load Deflection -0.512 in -0.876 in Deflection 0.000 in ...Location 10.920 ft 10.920 ft ...Length/Deft 0.0 ...Length/Deft 492.2 287.65 Right Cantilever... Camber ( using 1.5 • D.L. Defl ) ... Deflection 0.000 in @ Center 0.768 in ...Length/Defl 0.0 @ Left 0.000 in @ Right 0.000 in Fs -tress Calcs Bending Analysis Ck 24.972 Le 0.000 ft Sxx 209.396 in3 Area 109.250 in2 Cf 1.000 Rb 0.000 Cl 0.000 Max Moment Sxx Req'd Allowable fb @ Center 21.78 k -ft 154.90 in3 1,687.50 psi @ Left Support 0.00 k -ft. 0.00 in3 1,687.50 psi @ Right Support 0.00 k -ft 0.00 in3 1,687.50 psi Shear Analysis @ Left Support @ Right Support Design Shear 4.02 k 7.04 k Area Required 37.826 in2 66.271 in2 Fv: Allowable 106.25 psi 106.25 psi Bearing @ Supports Max. Left Reaction 2.69 k Bearing Length Req'd 0.454 in Max. Right Reaction 5.39 k Bearing Length Req'd 0.908 in Beam Design OK 7.0 k 11.6 k 2.69 k 5.39 k 0.000 in 0.768 in 0.000 in 2.69 k 5.39 k 0.000 in 0.0 0.000 in 0.0 SA'TISH SHAH & ASSOC. Inc.. Title : Smith Residence Job # 06-37 CONSULTING ENGINEER Dsgnr: S. Shah Date: 12:31 PM, 17 DEC 06 3920 E. Coronado St. Ste 203 Description : 51 425 Madison Street La Quinta, CA 92253 Anaheim, CA 92807 Scope : Main House Remodel/ Addition ` PH:(714) 632-1865 FX:(714) 632-1314 Rev: 560100 User: KW 060912. Ver5.6J.25-Oct-2002 General Timber Beam Page 2 (y1983.2002 ENERCAIC Engineering Software sajobs 2006106-37 bob smith\calculationskm- Description Roof Framing - 9 HB2 Query Values M, V, & D @ Specified Locations Moment Shear Deflection @ Center Span Location = 0.00 ft 0.00 k -ft 2.69 k 0.0000 in @ Right Cant. Location = 0.00 ft 0.00 k -ft 0.00 k 0.0000 in @ Left Cant. Location = 0.00 ft 0.00 k -ft 0.00 k 00000 in rN otes Calculations aesigned to 1997 N DSand 1997 UBC Guidelnes Section databases have been updated as of 2 -Apr -1999 ' } Allowable stress databases have been updated to 1997 NDS 8 1997 UBS values on 2 -Apr -1999 To determine Cf values for sawn sections, the program looks for the identifying words in the "Stress" entry. II "Select", "No.1 ", "Standard" and similar typical words are used to determine Cf category "Unbraced length" is multiplied by the following values to calculate "Le" 11 When beam depth — 7", Le = 2.06 ' Lu When 7" < beam depth — 14.3", Le = 1.62.* Lu + 3d `I When beam depth > 14.3", Le = 1.84 ' Lu r - ' II II s F . II til - jK ti I SATISH SHAH & ASSOC. Inc.. CONSULTING ENGINEER 3920 E. Coronado St. Ste 203 Anaheim, CA 92807 PH:(714) 632-1865 FX:(714) 632-1314 Rev: 560100 User: KW -060912, Ver 5.6.1, 25 -Oct -2002 (c)1983-2002 ENERCALC Engineering Software Description Roof Framing - 10 RB20 Title : Smith Residence Job # 06-37 Dsgnr: S. Shah Date: 12:31 PM, 17 DEC 06 Description : 51 425 Madison Street La Quinta, CA 92253 Scope: Main House Remodel/ Addition General Timber Beam Page 1 2006106.37 bob smilhlcalculations06- General Information Calculations are designed to 1997 NDS and 1997 UBC Requirements Ulm Section Name 6x12 Center Span 15.00 ft .....Lu 0.00 ft Beam Width 5.500 in Left Cantilever ft .....Lu 0.00 ft Beam Depth 11.500 in Right Cantilever ft ...Lu 0.00 ft Member Type Sawn Douglas Fir - Larch, No.1 Fb Base Allow 1,350.0 psi Load Dur. Factor 1.250 Fv Allow 85.0 psi Beam End Fixity Pin -Pin Fc Allow 625.0 psi Span= 15.00ft, Beam Width = 5.500in x Depth = 11.5in, Ends are Pin -Pin - E 1,600.0 ksi Full Length Uniform Loads Center DL 60.00 #/ft LL #/ft Left Cantilever DL #/ft LL #/ft Right Cantilever DL #/ft LL #/ft Trapezoidal Loads #1 DL @ Left #/ft LL @ Left #/ft Start Loc 0.000 ft DL @ Right 280.00 #/ft LL @ Right 200.00 #/ft End Loc 15.000 ft Summary Beam Design OK Span= 15.00ft, Beam Width = 5.500in x Depth = 11.5in, Ends are Pin -Pin - Max Stress Ratio 0.531 : 1 Maximum Moment 8.6 k -ft Maximum Shear ` 1.5 3.6 k Allowable 17.0 k -ft Allowable 6.7 k Max. Positive Moment 8.58 k -ft at 8.460 ft Shear: @ Left 1.65 k Max. Negative Moment -0.00 k -ft at 15.000 ft @ Right 2.85 k Max @ Left Support 0.00 k -ft Camber: @ Left 0.000 in Max @ Right Support 0.00 k -ft @ Center 0.307in Max. M allow 17.05 Reactions... @ Right 0.000in fb 849.54 psi fv 56.37 psi Left DL 1.15 k Max 1.65 k Fb 1,687.50 psi Fv 106.25 psi Right DL 1.85 k Max 2.85 k rDeflections Center Span... Dead Load Total Load Left Cantilever... Dead Load Total Load Deflection -0.204 in -0.307 in Deflection 0.000 in 0.000 in ...Location 7.680 ft 7.740 ft ...Length/Deft 0.0 0.0 ...Length/Deft 880.5 586.83 Right Cantilever... Camber ( using 1.5 • D.L. Defl ) ... Deflection 0.000 in 0.000 in @ Center 0.307 in ...Length/Defl 0.0 0.0 @ Left 0.000 in @ Right 0.000 in Stress Calcs Bending Analysis Ck 24.972 Le Cf 0.000 ft Sxx 121.229 in3 Area 63.250 in2 1.000 Rb 0.000 Cl 0.000 Max Moment Sxx Read Allowable fb @ Center 8.58 k -ft 61.03 in3 1,687.50 psi @ Left Support 0.00 k -ft 0.00 in3 1,687.50 psi @ Right Support 0.00 k -ft 0.00 in3 1,687.50 psi Shear Analysis @ Left Support @ Right Support Design Shear 2.37 k 3.57 k Area Required 22.349 in2 33.557 in2 Fv: Allowable 106.25 psi 106.25 psi Bearing @ Supports Max. Left Reaction 1.65 k Bearing Length Req'd 0.480 in Max. Right Reaction 2.85 k Bearing Length Req'd 0.829 in C ia i SATISH SHAH 8A ASSOC. Inc.. -i itle : Smith Residence Job # 06-37 CONSULTING ENGINEER Dsgnr: S. Shah Date: 12:31 PM, 17 DEC 06 3920 E. Coronado St. Ste 203 Description : 51 425 Madison Street La Quinta, CA 92253 Anaheim, CA 92807 Scope : Main House Remodel/ Addition PH:(714) 632-1865 FX:(714) 632-1314 :Re,7756-oioo r:KW-060912,Ver5.6.1,25-Oct-2002 General Timber Beam `Page 2 983-2002 ENERCALC Engineering Software s:\ioos 2006\06.37 boo smitMcalculations%06- am—Asm xr- Description Roof Framing - 10 RB20 li Query Values M, V, & D @ Specified Locations Moment Shear Deflection @ Center Span Location = 0.00 ft 0.00 k -ft 1.65 k 0.0000 in @ Right Cant. Location = 0.00 ft 0.00k -ft 0.00 k 0.0000,in @ Left Cant. Location = 0.00 ft 0.00 k -ft 0.00 k 0.0000 in Notes Calculations are designed to 1997 NDS and 1997 UBC Guidelines Section databases have been updated as of 2 -Apr -1999 Allowable stress databases have been updated to 1997 NDS & 1997 UBS values on 2 -Apr -1999 + !' To determine Cf values for sawn sections, the program looks for the identifying words in the "Stress" entry. "Select", "No.1 ", "Standard" and similar typical words are used to determine Cf category "Unbraced length" is multiplied by the following values to calculate "Le" When beam depth — 7", Le = 2.06' Lu ' When 7" < beam depth — 14.3", Le = 1.62 ' Lu + 3d ! When beam depth > 14.3", Le = 1.84 ' Lu 1s , it j i is I jl i i .I ' t SATISH SHAH & ASSOC. Inc.. CONSULTING ENGINEER 3920 E. Coronado St. Ste 203 Anaheim, CA 92807 PH:(714) 632-1865 FX:(714) 632-1314 [Rev: 560700 User: KW -060912, Ver 5.6.1, 25 -Oct -2002 (c)1963-2002 ENERCALC Engineering Software Description Roof Framing - 11 RB21 General Information Center Span Section Name 5.125x12.0 Beam Width 5.125 in Beam Depth 12.000 in Member Type GluLam Load Dur. Factor 1.250 i Beam End Fixity Pin -Pin Title : Smith Residence Job # 06-37 Dsgnr: S. Shah Date: 12:31 PM, 17 DEC 06 Description : 51 425 Madison Street ' La Quinta, CA 92253 - Scope : Main House Remodel/ Addition General Timber Beam Page 1 2006\06-37 bob smith\calculations\06- Calculations are designed to 1997 NDS and 1997 UBC Requirements Center Span 17.00 ft .....Lu 0.00 ft Left Cantilever ft .....Lu 0.00 ft Right Cantilever ft .....Lu 0.00 ft Douglas Fir, 24F - V4 Fb Base Allow 2,400.0 psi Fv Allow 190.0 psi Fc Allow 560.0 psi E 1,800.0 ksi Full Length Uniform Loads Center DL 60.00 #/ft LL #/ft Left Cantilever DL #/ft LL #/ft Right Cantilever DL #/ft LL #/ft Trapezoidal Loads #1 DL @ Left #/ft LL @ Left #/ft Start Loc 0.000 ft DL @ Right 280.00 #/ft LL @ Right 200.00 #/ft End Loc 17.000 ft Summary Beam Design OK - Span= 17.00ft, Beam Width = 5.125in x Depth = 12.in, Ends are Pin -Pin Max Stress Ratio 0.358 ; 1 - Maximum Moment 11.0 k -ft Maximum Shear * 1.5 4.1 k Allowable 30.7 k -ft Allowable 14.6 k Max. Positive Moment 11.02 k -ft at 9.588 ft Shear: @ Left 1.87 k Max. Negative Moment -0.00 k -ft at 17.000 ft @ Right 3.23 k Max @ Left Support 0.00 k -ft Camber: @ Left 0.000 in Max @ Right Support 0.00 k -ft @ Center 0.425 in Max. M allow 30.75 Reactions... @ Right 0.000in fb 1,075.48 psi fv 66.55 psi Left DL 1.30 k Max 1.87k Fb 3,000.00 psi Fv 237.50 psi Right DL 2.10 k Max 3.23 k Deflections Center Span... Dead Load Total Load Left Cantilever... Dead Load Total Load Deflection -0.283 in -0.425 in Deflection 0.000 in 0.000 in ...Location 8.704 ft 8.772 ft ...Length/Deft 0.0 0.0 ...Length/Deft 720.4 480.15 Right Cantilever... Camber ( using 1.5 * D.L. Defl ) ... Deflection ' 0.000 in 0,.000 in @ Center 0.425 in ...Length/Deft 0.0 0.0 @ Left 0.000 in @ Right 0.000 in Stress Calcs Bending Analysts Ck 19.865 Le 0.000 ft Sxx 123.000 in3 Area 61.500 in2 Cv 1.000 Rb 0.000 Cl 0.000 - Max Moment Sxx Req'd Allowable fb @ Center 11.02 k -ft 44.09 in3 3,000.00 psi @ Left Support 0.00 k -ft 0.00 in3 3,000.00 psi @ Right Support 0.00 k -ft 0.00 in3 3,000.00 psi i Shear Analysis @ Left Support @ Right Support Design Shear 2.70 k 4.09 k Area Required 11.369 in2 17.234 in2 Fv: Allowable 237.50 psi 237.50 psi Bearing @ Supports Max. Left Reaction 1.87 k Bearing Length Req'd 0.652 in Max. Right Reaction t 3.23 k Bearing Length Req'd 1.125 in SATISH SHAH & ASSOC. Inc.. Title : Smith Residence Job # 06-37 CONSULTING ENGINEER Dsgnr: S. Shah Date: 12:31 PM, 17 DEC 06 3920 E. Coronado St. Ste 203 Description : 51 425 Madison Street La Quinta, CA 92253 Anaheim, CA 92807 Scope : Main House Remodel/ Addition PH:(714) 632-1865 FX:(714) 632-1314 Rev: 560100 User Kw -060912, Ver 5.6.1, 25'°°'-2002 General Timber Beam Page 2 (c)1983-2002 ENERCALC Engineering Software s:\iobs 2006\06.37 bob smith\catculations\06- Description Roof Framing - 11 RB21 Q $uery Values M, V, & D @ Specified Locations Moment 4 Shear Deflection @ Center Span Location = 0.00 ft 0.00 k -ft 1.87 k ' 0.0000 in @ Right Cant. Location = 0.00 ft 0.00 k -ft 0.00 k 0.0000 in @ Left Cant.'Location = 0.00 ft - 0.00k -ft- , 0.00 k 0.0000 in Notes {+ Calculations are designed to 1997 NDS and 1997 UBC Guidelines Section databases have been updated as of 2 -Apr -1999 {i Allowable stress databases have been updated to 1997 NDS & 1997 UBS values on 2 -Apr -1999 To determine Cf values for sawn sections, the program looks for the identifying words in the "Stress" entry. ;j "Select", "No.1 ", "Standard" and similar typical words are used to determine Cf category 'Unbraced length" is multiplied by the following values to calculate "Le" i When beam depth — 7", Le = 2.06' Lu F! When 7" < beam depth <= 14.3", Le = 1.62 ' Lu,+ 3d When beam depth > 14.3", Le = 1.84 • Lu S dl I-, 1 f' (111I11a • - •` 1! • 1 2 ' h r ii J Y y j SATISH SHAH & ASSOC. Inc.. Title : Smith Residence Job # 06-37 CONSULTING ENGINEER Dsgnr: S. Shah Date: 12:31 PM, 17 DEC 06 3920 E. Coronado St. Ste 203 Description : 51 425 Madison Street Anaheim, CA 92807 La Quinta, CA 92253 PH:(714) 632-1865 FX:(714) 632-1314 Scope: Main House Remodel/ Addition Rev: 560100 User: KW 060972. Ver 5.6.1, 25-Oc1-2002 (c)1983-2002 ENERCALC Engineering Software General Timber Beam Page 1 s:ljobs 2006106-37 bob smith\calculauons06- Description Roof Framing - 12 RB22 rGeneral Information Calculations are designed to 1997 NDS and 1997 UBC Requirements Section Name 6x12 Center Span 11.00 ft .....Lu 0.00 ft Beam Width 5.500 in Left Cantilever ft ..Lu 0.00 ft Beam Depth 11.500 in Right Cantilever ft ...Lu 0.00 ft Member Type Sawn Douglas Fir - Larch, No.1 Fb Base Allow 1,350.0 psi Load Dur. Factor 1.250 Fv Allow 85.0 psi Beam End Fixity Pin -Pin Fc Allow 625.0 psi E 1,600.0 ksi F uull Length Uniform Loads Center DL 60.00 #/ft LL #/ft Left Cantilever DL #/ft LL #/ft Right Cantilever DL #/ft LL #/ft Trapezoidal Loads #1 DL @ Left #/ft LL @ Left #/ft Start Loc 0.000 ft DL @ Right 170.00 #/ft LL @ Right 120.00 #/ft End Loc 6.000 ft #2 DL @ Left 170.00 #/ft LL @ Left 120.00 #/ft Start Loc 6.000 ft DL @ Right 170.00 #/ft LL @ Right 120.00 #/ft End Loc 11.000 ft - Point Loads Dead Load 950.0 lbs lbs mom lbs lbs lbs lbs lbs Live Load 675.0 lbs lbs lbs lbs lbs lbs lbs ...distance 6.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft Summary Beam Design OK Span= 11.00ft, Beam Width = 5.500in x Depth = 11.5in, Ends are Pin -Pin Max Stress Ratio 0.521 : 1 Maximum Moment 8.9 k-ft Maximum Shear * 1.5 3.5 k Allowable 17.0 k-ft Allowable 6.7 k Max. Positive Moment 8.88 k-ft at 5.984 ft Shear: @ Left 1.95 k Max. Negative Moment -0.00 k-ft at 11.000 ft @ Right 2.65 k Max @ Left Support 0.00 k-ft Camber: @ Left 0.000in Max @ Right Support 0.00 k-ft @ Center 0.147 in Max. M allow 17.05 Reactions... @ Right 0.000 in fb 878.92 psi fv 55.25 psi Left DL 1.28 k Max 1.95 k Fb 1,687.50 psi Fv 106.25 psi Right DL 1.69 k Max 2.65 k Deflections Center Span... Dead Load Total Load Left Cantilever... Dead Load Total Load Deflection -0.098 in -0.155 in Deflection 0.000 in 0.000 in ...Location 5.632 ft 5.632 ft ...Length/Deft 0.0 0.0 ...Length/Deft 1,349.8 854.33 Right Cantilever... Camber (using 1.5 * D.L. Defl ) ... Deflection 0.000 in 0.000 in @ Center 0.147 in ...Length/Deft 0.0 0.0 @ Left 0.000 in @ Right 0.000 in SA -FISH SHAH & ASSOC. Inc.. ., Title : Smith Residence Job # 06-37 CONSULTING ENGINEER Dsgnr: S. Shah Date: 12:31 PM, 17 DEC O6 3920 E. Coronado St. Ste 203 Description : 51 425 Madison Street La Quinta, CA 92253 Anaheim, CA 92807 Scope: Main House Remodel/ Addition PH::(714) 632-1865 FX:(714) 632-1314 , Rev: 560100 User: KW-3-202ENE CALCer .,,2ineeri 2002 gSo General Timber Beam' Page 2 (c)1983-2002 ENERCALC Engineering Software s:gobs 2006106-37 bob smith\calculations106- Description Roof Framing - 12 al RB22 .. Stress Calcs Bending Analysis Ck 24.972 Le 0.000 ft Sxx 121.229 in3 Area 63.250 in2 j Cf 1.000 Rb 0.000 Cl 0.000 Max Moment ' Sxx Req'd Allowable fb - @ Center 8.88 k -ft 63.14 in3 1,687.50 psi @ Left Support 0.00 k -ft 0.00 in3 1,687.50 psi @ Right Support X0.00 k -ft 0.00 in3 1,687.50 psi Shear Analysis . + y @Left Support @Right Support I Design Shear 2.81 k 3.49 k f Area Required 26.481 in2 32.891 in2 Fv: Allowable 106.25 psi 106.25 psi Bearing @ Supports Max. Left Reaction 1.95 k Bearing Length Req'd 0.568 in 1j Max. Right Reaction 2.65 k Bearing Length Req'd .0.772 in Query Values i M, V, & D @ Specified Locations Moment Shear Deflection @ Center Span Location = 0.00 ft 0.00 k -ft 1.95 k 0.0000 in @ Right Cant. Location = 0.00 ft 0.00 k-$ 0:00 k 0.0000 in �. @ Left Cant. Location = 0.00 ft 0.00 k -ft 0.00 k 0.0000 in Notes Calculations are designed to 1997 NDS and 1997 UBC Guidelines {, Section databases have been updated as of 2 -Apr -1999 Allowable stress databases have been updated to 1997 NDS & 1997 UBS values on 2 -Apr -1999 �p To determine Cf values for sawn sections, the program looks for the identifying words in'the "Stress" entry. "Select", "No.1 ", "Standard" and similar typical words are used to determine Cf category "Unbraced length" is multiplied by the following values to calculate "Le" When beam depth — 7", Le = 2.06 ` Lu When 7" < beam depth — 14.3"' Le = 1.62 ` Lu + 3d i When beam depth > 14.3", Le = 1.84 ` Lu , SATISH SHAH & ASSOC. Inc.. CONSULTING ENGINEER 3920 E. Coronado St. Ste 203 Anaheim, CA 92807 PH:(714) 632-1865 FX:(714) 632-1314 Rev: 560100 User: KW -060912, Ver 5.6.1, 25 -Oct -2002 (c)1983-2002 ENERCALC Engineering Software Description Floor Framing - 1 Title : Smith Residence Job # 06-37 Dsgnr: S. Shah Date: 11:35AM, 18 DEC 06 Description : 51 425 Madison Street La Quinta, CA 92253 Scope: Main House Remodel/ Addition Timber Beam & Joist Page 1 s:\jobs 2006106-37 bob smith\calculations106- Timber Member Information FJ DJ Timber Section 2x10 2-2x10 Beam Width in 1.500 3.000 Beam Depth in 9.250 9.250 Le: Unbraced Length ft • 0.00 0.00 Tlmber Grade Douglas Fir - Larch, Douglas Fir - Larch, Fb - Basic Allow psi 875.0 875.0 Fv - Basic Allow psi 95.0 95.0 Elastic Modulus ksi 1,600.0 1,600.0 Load Duration Factor 1.000 1.000 Member Type Sawn Sawn Repetitive Status Repetitive Repetitive Calculations are designed to 1997 NDS and 1997 UBC Requirements FBI FB2 FB3 FB4 5.125x13.5 10.75x15.0 5.125x16.5 8.75x9.0 5.125 10.750 5.125 8.750 13.500 15.000 16.500 9.000 0.00 0.00 0.00 0.00 Douglas Fir, 24F - V Douglas Fir, 24F - V Douglas Fir, 24F -V Douglas Fir, 24F -V 2,400.0 2,400.0 2,400.0 2,400.0 190.0 190.0 190.0 190.0 1,800.0 1,800.0 1,800.0 1,800.0 1.000 1.000 1.000 1.250 Glul-am Glul-am Glul-am Glul-am No No No No Center Span Data Span ft 12.00 12.00 19.00 20.00 22.00 12.00 Dead Load #/ft 20.00 20.00 135.00 215.00 105.00 30.00 Live Load #/ft 55.00 280.00 720.00 200.00 80.00 Dead Load #/ft Live Load #/ft 450.00 Start ft 210.00 End ft 7.000 12.000 Point #1 DL lbs 2,540.00 1,870.00 LL @ X lbs ft 1,400.00 1,320.00 10.000 7.000 Cantilever Span Span ft 8.00 Uniform Dead Load #/ft 15.00 Uniform Live Load #/ft 60.00 Results Ratio = 0.6842 0.6082 0.6026 0.9032 0.4115 0.5429 Mmax @ Center in -k 16.20 1.92 224.72 797.40 221.43 192.38 @ X = , ft 6.00 3.98 9.50 10.00 11.00 7.01 Mmax @ Cantilever in -k 0.00 -28.80 0.00 0.00 0.00 0.00 fb : Actual psi 757.3 673.2 1,443.6 1,978.0 952.2 1,628.6 Fb : Allowable psi 1,106.9 1,106.9 2,395.8 2,190.1 2,314.0 3,000.0 Bending OK Bending OK Bending OK Bending OK Bending OK Bending OK fv : Actual psi 42.4 29.8 75.9 94.9 52.4 87.2 I -v : Allowable psi 95.0 95.0 190.0 190.0 190.0 237.5 Shear OK Shear OK Shear OK Shear OK Shear OK Shear OK Reactions @7Leftft DL lbs 120.00 80.00 1,282.50 3,420.00 1,155.00 1,427.92 LL lbs330.00 -160.00 2,660.00 7,900.00 2,200.00 1,248.75 x. DL+LL lbs 450.00 -80.00 3,942.50 11320.00 3,355.00 2,676.67 gnd DL lbs 120.00 280.00 1,282.50 3,420.00 1,155.00 3,052.08 LL lbs 330.00 640.00 2,660.00 7,900.00 2,200.00 2,081.25 Max. DL+LL lbs 450.00 920.00 3,942.50 11320.00 3,355.00 5,133.33 [Deflections Ratio OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK Center DL Defl in -0.059 -0.007 -0.209 -0.277 -0.160 -0.213 UDefl Ratio 2,442.8 20,470.7 1,089.4 867.6 1,647.4 674.7 Center LL Defl in -0.162 0.097 -0.434 -0.550 -0.305 -0.160 UDefl Ratio 888.3 1,487.5 525.3 436.1 864.9 901.8 Center Total Defl in -0.221 0.093 -0.643 -0.827 -0.466 -0.373 Location ft 6.000 7.248 9.500 10.000 11.000 6.336 UDefl Ratio 651.4 1,554.0 354.4 290.2 567.1 386.0 - 7 SATISH SHAH & ASSOC. Inc.. Title; Smith Residence Job # 06-37,' CONSULTING ENGINEER Dsgnr: S. Shah Date: 11:35AM, 18 DEC 06 392.0 E. Coronado St. Ste 203 Description : 51 425 Madison Street La Quinta, CA 92253 - Anaheim, CA• 92807 Scope : Main House Remodel/ Addition PH:(714) 632-1865 FX:(714) 632-1314 .r Rev: 560100 User: KW -060912, Ver 5.6.1, 25 -Oct -2002 Timber Beam Joist Page 2 (c)1983-2002 ENERCALC Engineering Software s:ljobs 2006106-37 bob smithlcalculations106- Description Floor Framing - 1 Cantilever DL Defl in -0.063 ti - Cantilever LL Defl in -0.503 Total Cant. Defl in -0.565 I' UDefl Ratio 339.5 ; Notes Calculations are designed to 1997 NDS and 1997 UBC Guidelines $ Section databases have been updated as of 2 -Apr -1999 s Allowable stress databases have been updated to 1997 NDS & 1997 UBS values on 2 -Apr -1999 ` a' To determine Cf values for sawn sections, the program looks for the identifying words in the "Stress" entry. "Select", "No.1 ", "Standard" and similar typical words are used to determine Cf category I "Unbraced length" is multiplied by the following values to calculate "Le" I` When beam depth <= 7", Le = 2.06' Lu ' When 7" < beam depth <= 14.3" , Le = 1.62 " Lu + 3d il When beam depth > 14Z', Le = 1.84Lu • t it r Y D x h SATISH SHAH & ASSOC. Inc.. CONSULTING ENGINEER 3920 E. Coronado St. Ste 203 Anaheim, CA 92807 PH:(714) 632-1865 FX:(714) 632-1314 Rev:560100 User: KW -060912. Ver 5.6.1, 25 -Oct -2002 (c)1983-2002 ENERCALC Engineering Software Description Floor Framing - 2 Alternate: FB2 General Information Steel Section : W10X45 Center Span 20.00 It Left Cant. 0.00 ft Right Cant 0.00 ft Lu : Unbraced Length 0.00 ft r -- uistrlbuted Loads Title : Smith Residence Job # 06-37 Dsgnr: S. Shah Date: 11:35AM, 18 DEC 06 Description : 51 425 Madison Street La Quinta, CA 92253 Scope : Main House Remodel/ Addition Steel Beam Design Page 1 s:liobs 2006\06-37 bob smi1Mcaicuia1ionst06- Calculations are designed to AISC 9th Edition ASD and 1997 UBC Requirements Fy 50.00ksi Pinned -Pinned Load Duration Factor 1.00 Bm Wt. Added to Loads Elastic Modulus 29,000.Oksi LL & ST Act Together #1 #2 #3 DL 0.215 #7 LL 0.720 Only ST 68.51 k -ft Start Location Max. M - End Location 20.000 k -ft Point Loads k/ft Max. M @ 'Right #1 #2 #3 Dead Load 2.500 11.75 k Live Load 1.400 Shear @ Right Short Term 3.85 Location 10.000 -0.647 in Summamwm ry Left Cant Defl 0.000 in Using: W10X45 section, Span = 20.00ft, Fy = 50.Oksi 0.000 in End Fixity = Pinned -Pinned, Lu = O.00ft, LDF = 1.000 0.000 ft 0.000 Actual 11.75 Moment 68.509 k -ft 11.75 fb : Bending Stress 16.740 ksi 0.000 in fb / Fb 0.507 : 1 0.000 Shear 11.752 k 11.75 tv : Shear Stres; 3.324 ksi 11.75 tv / Fv 0.166 : 1 Force & Stress Su #4 #5 DL #7 Maximum Only Max. M + 68.51 k -ft 25.51 Max. M - 70.700 k k -ft Max. M @ Left k/ft Max. M @ 'Right Shear @ Left 11.75 k 3.85 Shear @ Right 11.75 k 3.85 Center Defl. -0.647 in -0.230 Left Cant Defl 0.000 in 0.000 Right Cant Defl 0.000 in 0.000 ...Query Defl @ 0.000 ft 0.000 Reaction @ Left 11.75 3.85 Reaction @ Rt 11.75 3.85 Fa calc'd per Eq. E2-1, K'Ur < Cc 0.000 in I Beam Passes Table B5.1, Fb per Eq. F1-1, Fb = 0.66 Fy #4 #5 #6 #7 33.000 ksi Center a Cants Length/DL Defl 1,041.9: 1 68.51 k/ft 70.700 k k -ft 20.000 ksi k/ft k -ft k/ft k-ff ft k 11.75 ft #4 #5 #6 #7 k k k ft Beam OK Static Load Case Governs Stress Allowable LL+ST 135.049 k -ft Max. Deflection -0.647 in 33.000 ksi Center a Cants Length/DL Defl 1,041.9: 1 68.51 Length/(DL+LL Defl) 371.1: 1 70.700 k k -ft 20.000 ksi «- These columns are Dead + Live Load placed as noted -» LL LL+ST LL LL+ST Center Center a Cants Cants 68.51 k -ft k -ft k -ft k-ff 11.75 k 11.75 k -0.647 -0.647 0.000 0.000 in 0.000 0.000 0.000 0.000 in 0.000 0.000 0.000 0.000 in 0.000 0.000 0.000 0.000 in 11.75 11.75 k 11.75 11.75 k SATISH SHAH & ASSOC. Inc.. Title : Smith Residence Job # 06-37 CONSULTING ENGINEER Dsgnr: S. Shah Date: 11:35AM, 18 DEC 06 3920 E. Coronado St. Ste 203 Description : 51 425 Madison Street • Anaheim, CA 92807 La Quinta, CA 92253 PH:(714) 632-1865 FX:(714) 632-1314 Scope : Main House Remodel/ Addition Rev: 560100 ' User: Kw-0so9,2. Ver 5.6.,, 25 opt-2oo2 ®983-2002 ENERCALC Engineering Software Steel -Beam Design' Smithlc-alcujations*6- s'ljobs 2006\06-37 bo DescriptionFloor Framing - 2. - Alternate: FB2 Section Properties W10X45 Depth 10.100 in Weight 45.18 #/ft r-xa 4.318 in Width 8.020in i' Web Thick 0.350 in I -,a I- 248.00 in4 r-yy ,• 2.004 in 53.40 in4 { Flange Thickness 0.620 in YY S -roc Rt 2.180 in 49.109 in3 Area 13.30 int S-yy 13.317 in3 •fig _ •. ., it SATISH SHAH & ASSOC. Inc.. CONSULTING ENGINEER 3920 E. Coronado St. Ste 203 Anaheim, CA 92807 PH:(714) 632-1865 FX:(714) 632-1314 IZ983-2002 : 560100 060912, ver 5.6.1, 25 -Oct -2002 ENERCALC Engineering Software Description Floor Framing - 3 Title : Smith Residence Job # 06-37 Dsgnr: S. Shah Date: 11:35AM, 18 DEC 06 Description : 51 425 Madison Street La Quinta, CA 92253 Scope : Main House Remodel/ Addition Timber Beam & Joist Page 1 2006\06-37 bob smith\calculations\06- Timber Member Information ft 11.00 Calculations are designed to 1997 NDS and 1997 UBC Requirements Dead Load #/ft 90.00 FB5 FB6 ection 7Be-am 240.00 400.00 6x10 6x8 idth in Mmax @ Center 5.500 5.500 pth in ft 9.500 7.500 Le: Unbraced Length ft 724.0 0.00 0.00 Timber Grade 1,350.0 )ouglas Fir - Larch, )ouglas Fir - Larch, Fb - Basic Allow psi Bending OK 1,350.0 1,350.0 Fv - Basic Allow psi 77.8 85.0 85.0 Elastic Modulus ksi 1,600.0 1,600.0 Load Duration Factor 1.000 1.000 Member Type Sawn Sawn Repetitive Status No No Center Span Data Span ft 11.00 9.00 Dead Load #/ft 90.00 150.00 Live Load #/ft 240.00 400.00 Results Ratio = 0.5363 0.9600 Mmax @ Center in -k 59.89 66.82 @ X = ft 5.50 4.50 fb : Actual psi 724.0 1,296.0 Fb : Allowable psi 1,350.0 1,350.0 Bending OK Bending OK fv : Actual psi 45.0 77.8 Fv : Allowable psi 85.0 85.0 Shear OK Shear OK Reactions UDefl Ratio 2,799.4 1,509.0 @ Left End DL lbs 495.00 675.00 LL lbs 1,320.00 1,800.00 Max. DL+LL lbs 1,815.00 2,475.00 @ Right End DL lbs 495.00 675.00 LL lbs 1,320.00 1,800.00 Max. DL+LL lbs 1,815.00 2,475.00 Deflections Ratio OK Deflection OK Center DL Defl in -0.047 -0.072 UDefl Ratio 2,799.4 1,509.0 Center LL Defl in -0.126 -0.191 UDefl Ratio 1,049.8 565.9 Center Total Defl in -0.173 -0.262 Location ft 5.500 4.500 UDefl Ratio 763.5 411.5 Notes Calculations are designed to 1997 NDS and 1997 UBC Guidelines Section databases have been updated as of 2 -Apr -1999 Allowable stress databases have been updated to 1997 NDS & 1997 UBS values on 2 -Apr -1999 To determine Cf values for sawn sections, the program looks for the identifying words in the "Stress" entry. "Select", "No.1 ", "Standard" and similar typical words are used to determine Cf category "Unbraced length" is multiplied by the following values to calculate "Le" When beam depth <= 7", Le = 2.06 ' Lu When 7" < beam depth <= 14.3", Le = 1.62 " Lu + 3d When beam depth > 14.3", Le = 1.84 • Lu _r . B___.n .-.i, -.rrin +♦ ,. T" iTT Tl T 3TE. C. SHtAR'SCf J 17ULE 1)131 1`JcJ// l til, GC1hlI 1 -- c ,. -a+a r aa v v.u. . SYM SIDES VALUES SHEAR WALL MATERIAL' .NAILS EDGE FIELD L I ONE 340 15/32" STR-I PLYWOOD(24/0); 215#/' 4 16d SILL PLATE NAILING c *^L 2 TWO', 680 BLOCKED t 40d . : 6 12 *M 1 ONE: _510 15/32" STR-I PLYWOOD (24/0)._ . 5/8"X10" ANCHOR BOLTSrr 64 o.c. 500#/' *^M 2 TWO 1020 1- r BLOCKED i 4 IOd 4 , 12 *N 1 ONE' 665 15/32" STR-I PLYWOOD (24/0): 1000#/' 11 1/2"Lag c 5" o.c. *^N 2 TWO 1330 BLOCKED . • 10d 3 :12 *P 1 ONE 870 15/32" STR-I PLYWOOD (24/0) .. 20. 5/8"X12" ANCHOR BOLTS c ' 16"o.c. 3x_.sill . :.875 0#/'. *^P 2 TWO " 1740 .. ... BLOCKED `-' l Od —2 12 I 16d SILL PLATE NAILING r 12" o.c. 143#/' 2 16d SILL PLATE NAILING c 10" o.c. •172#/' 3 16d SILL PLATE NAILING c 8".o.c. 215#/' 4 16d SILL PLATE NAILING c 6" o.c. 287#/' 5 16d SILL PLATE NAILING 4"io.c.. 430#%` 6 . 16d SILL PLATE NAILING c 2"o.c.• 860#/' 7 3/8"Lag c 7" 6.c. 5/8"X10" ANCHOR BOLTSrr 64 o.c. 500#/' 8 3/8"Lag 5" o.c. i 650#/' 9 1/2"Lag c 9" o.c. 5/8"X10" ANCHOR BOLTS r 48"o.c. 760#/' 10 1/2"Lag r 7" o.c. 5/8"X10" ANCHOR BOLTS a 40"o. C. ` 1000#/' 11 1/2"Lag c 5" o.c. 5/8"X10" ANCHOR BOLTS 36"o.c. .• 1300#/' . I i M •12A SIMP. ST6236 TO 4x POST ABOVE & BELOW 1225#/' y N 12B SIMP. MST37 TO 4x POST ABOVE &'BELOW 2100#/' NOTES: * `FRAMING SHALL BEY' NOMINAL OR WIDER'@ ABUTTING 12C SIMP. MST48 TO 4x POST ABOVE & BELOW 3330#/'/g eoc^ PANELS AND NAILS SHALL BE STAGGERED. ; c -Yr= cr 0 co z, ,2 . M, i cr go T (p.TJ C) FOUNDATION NOTES: r) m +n xco-m D *^ .. PANEL JOINT•SHALL OFFSET TO FALL ON DIFFERENT._ Z fn -y M M,o FRAMING MEMBERS AND FRAMING SHALL BE 3" 13 5/8"X10" ANCHOR BOLTSrr 64 o.c. 200.0#/' .NOMINAL OR THICKER AT ABUTTING PANEL JOINTS AND 14 5/8"X10" ANCHOR BOLTS c 56o.c. 235:0#/' ;NAILS ON EACH SIDE SHALL.BE STAGGERED AT EACH 15. 5/8"X10" ANCHOR BOLTS r 48"o.c. 270:0#/' PANEL. 16 5/8"X10" ANCHOR BOLTS a 40"o. C. ` 325.0#/' 17 5/8"X10" ANCHOR BOLTS 36"o.c. 350:0#/' 18 5/8"X12" ANCHOR BOLTS c 32"o.c. 3x sill 435.0#/' ' ALL NAILS SHALL BE COMMON. NAIL S'U N.O.- 19 5/8"X12" ANCHOR BOLTS c 24"o.c. 3x_ sill 585:0#/'' .. 20. 5/8"X12" ANCHOR BOLTS c ' 16"o.c. 3x_.sill . :.875 0#/'. 21 5/8"X 2" ANCHOR• -BOLTS r •8"o.c. 3x_ sill -1755.0#P-----•-- ' . 22 (2)5/8"X 12" ANCHOR BOLTS 3x ,sill 2340.0#/' ' I 23' (3)5/8"X12" ANCHOR BOLTS 3x sill ' 3510.0#/' a . ~ 24 (2)374"X 12" ANCHOR'BOLTS 3x_ sill : 3190.0#/' t 25 ; a 26 s :. 27 28 t MISCELLANEOUS NOTES: _ a _ 4 . 31' (1) #4 T & B 3'•' PAST POST. 32 (2) #4 T &B 3" PAST POST. _ 33 (3) #4 T & B 3" PAST POST. 34 (4) #4 T & B 3" PAST POST. 35 (1) SIMP. HD2A TO 4x POST 2775# 36 (1) SIMP. HD5A TO 4x POST 4010# ' 37 (1) SIMP. HD6A TO 4x POST 5100#/5510# - 38 (1) SIMP. HD8A TO 4x /6x POST 7460#/7910# 39 (1) SIMP. HPAHD22-2P TO 4x POST 31804 H I-r2 - 40 (1) SIMP. 143Z 8 fully nailed TO 4x POST 44W 2 Q 41 (1) SIMP. HDl.OA TO 4x_/6x POST 95404/9900# 42 (1) SIMP. HD14A TO 4x–/6x– POST 11080#/13380# 43 – `r . I i M -uDrj o (n m z. 0 D' O D oN mmmN -i y N o (n j ;O C D.0 _j' R. (g w 9;D Z/ -Yr= cr 0 co z, ,2 . M, i cr go T (p.TJ C) °> r) m +n xco-m D O Z fn -y M M,o T y ' w m N n. N N C) W ' A X O 15 O. cn X. y; a <D 9 O. O m •• ` z 0 O -y O T W • ,,- Active Fault Near -Source Zones _ .. _ _ _ - • -This map Is intended' o be used in conjunction with — - ` `-"`. ---- ---- '- _ _ _ _ ..., _ _ the 1997 Uniform Building Code, Tables 16-S and 16-T TM o_ ^ - '34 , California Department of Conservation i e Division of Mines and Geology •I i I LEGEND See expanded legend and index map r , I Shadedzones are within 2 km of known seismic sources. A fault { B fault r Contours of closest horizontal distance to known seismic sources. ----------------• 5 km t ........................... 10 km --------------- 15kim . 0 5 10 Kilometers 1/4Is approximately equal to 1 km ks\ (J' 3 T - - August, 1997 _ , `v CA Yom.F EPWA- 7 111 °h sa ii a 1: iF M\Z xt 7 • Ili • Z.f C:. ,LJ V _ r _ "..X ! %LI Iy 1'F— C .orf-ty _ /— la fpl_Y .— '3. ' .;.waw Z Eti: ;- '1a ''0 , `_ .."".== 71 * . :•` ' I n.. I•rS1..' i \ .:r -^a'^.. d1' i: . ♦ _ rii . •.w xis: yz' r ?? '. - ■• i1 . FiEi 'i t 11 LL \ yrryii V Sea •I i I LEGEND See expanded legend and index map r , I Shadedzones are within 2 km of known seismic sources. A fault { B fault r Contours of closest horizontal distance to known seismic sources. ----------------• 5 km t ........................... 10 km --------------- 15kim . 0 5 10 Kilometers 1/4Is approximately equal to 1 km ks\ (J' 3 T - - August, 1997 _ , `v SATISH SHAH & ASSOC. •Inc. -r}q h `0 C - JOB No: OG - 3920 CONSULTING ENGINEERS 3920 E. CORONADO STREET, SUITE 203BY: - '-IA+l ANAHEIM, CALIFORNIA 92807 PHONE: (714) 632-1865 FAX: (714) 632-1314 DATE: E., -Mail: sshahinc(&sbcglobal.net SH OF: - (t f ce Cq T t PLATE ft's I f cc ='I Dlo y s.J -- t• a O 1-7.4 1 e3ElSf'lIC : Zor c- - Z =0.4 i 50. r A -FAULT l C.a 0,.44 dJn- _ 0.-4S2. . Ca ,4 a1l f` LIIJE ; A CA STEEL CC LOM1001, 6 2 3 USE 03) ax l c , r - FLA-Gi Pb LC Ca L SATISH SHAH & ASSOC. Inc.. Title: Smith Residence Job # 06-37 CONSULTING ENGINEER Dsgnr: S. Shah Date: 6:24PM, 19 DEC 06 3920 E. Coronado St. Ste 203 Description : 51 425 Madison Street La Quinta, CA 92253 Anaheim, CA 92807 Scope : Main House Remodel/ Addition l.3 PH:(714) 632-1865 FX:(714) 632-1314 Rev: 560100 User: KW -060912. Ver 5.6.1, 25 -Oct -2002 Steel Column Page 1 (81983-2002 ENERCALC Engineering Software slobs 2006106-37 bob smithlcalcuiations106- Description Cant Col. Shear @ Line A & B General Information Calculations are designed to AISC 9th Edition ASD and 1997 UBC Requirements Steel Section W8X21 Fy 50.00 ksi X -X Sidesway : Sway Allowed 0.000 in Duration Factor 1.330 Y -Y Sidesway : Restrained Column Height 9.500 ft Elastic Modulus 29,000.00 ksi 0.37 ksi 0.00 ksi Point lateral Loads... End Fixity Fix -Free X -X Unbraced 9.500 ft Kxx 2.100 Live & Short Term Loads Combined Y -Y Unbraced 9.500 ft Kyy 1.000 Axial Load... , Fb per Eq. F1-6 Stresses Dead Load 2.30 k Ecc. for X -X Axis Moments 0.000 in Live Load k Ecc. for Y -Y Axis Moments 0.000 in Short Term Load k fa : Actual 0.37 ksi 0.00 ksi Point lateral Loads... DL LL ST Height Along Y -Y (strong axis moments) 39.90 ksi 2.520 k 9.500 ft Along X -X ( y moments ) 35.64 ksi k 0.00 ksi 0.00 ksi i 15.79 ksi Fb:yy : Allow [F1-6] ft Summary 49.88 ksi Fb:yy : Allow [F1-7] & [F1-8] 37.50 ksi 0.00 ksi 37.50 ksi 49.88 ksi fb : yy Actual 0.00 ksi 0.00 ksi 0.00 ksi 0.00 ksi Analysis Values Column Design OK Section: W8X21, Height = 9.50ft, Axial Loads: DL = 2.30, LL = 0.00, ST = 0.00k, Ecc. = 0.000in Unbraced Lengths: X -X = 9.50ft, Y -Y = 9.50ft 0.85 Cb:x DL+LL 1.75 Combined Stress Ratios Dead Live DL + LL DL + ST + (LL if Chosen) AISC Formula H1 - 1 Cm:x DL+LL+ST 0.85 Cb:x DL+LL+ST 1.00 AISC Formula H1 - 2 Cm:y DL+LL+ST 0.60 Cb:y DL+LL+ST 1.00 AISC Formula H1 - 3 0.0222 0.0222 0.4598 )(X Axis : Fa calc'd per Eq. E2-1, K*L/r < Cc XX Axis: I Beam, Major Axis, (102,000 * Cb 1 Fy)1.5 <= LIrT <= (510,000 * Cb I FW.5 )(X Axis : I Beam, Major Axis, Fb per Eq. F1-8, Fb =12,000 Cb Af / (I * d) YY Axis : Fa calc'd per Eq. E2-1, K*L/r < Cc YY Axis : I Beam Minor Axis Passes Table B5.1 Fb = 0.75 Fy per Eq. F2.1 , Fb per Eq. F1-6 Stresses Allowable &Actual Stresses n Dead Live DL + LL DL + Short Fa: Allowable 16.83 ksi 0.00 ksi 16.83 ksi 22.38 ksi fa : Actual 0.37 ksi 0.00 ksi 0.37 ksi 0.37 ksi Fb:xx : Allow [F1-6] 26.80 ksi 0.00 ksi 30.00 ksi 39.90 ksi Fb:xx : Allow [F1-7] & [F1-8] 30.00 ksi 0.00 ksi 30.00 ksi 35.64 ksi fb : xx Actual 0.00 ksi 0.00 ksi 0.00 ksi 15.79 ksi Fb:yy : Allow [F1-6] 37.50 ksi 0.00 ksi 37.50 ksi 49.88 ksi Fb:yy : Allow [F1-7] & [F1-8] 37.50 ksi 0.00 ksi 37.50 ksi 49.88 ksi fb : yy Actual 0.00 ksi 0.00 ksi 0.00 ksi 0.00 ksi Analysis Values e Fex. DL+LL 31,851 psi Cm:x DL+LL 0.85 Cb:x DL+LL 1.75 F'ey : DL+LL 18,224 psi Cm:y DL+LL 0.60 Cb:y DL+LL 1.00 F'ex : DL+LL+ST 42,361 psi Cm:x DL+LL+ST 0.85 Cb:x DL+LL+ST 1.00 F'ey : DL+LL+ST 24,239 psi Cm:y DL+LL+ST 0.60 Cb:y DL+LL+ST 1.00 Max X -X Axis Deflection -0.570 in at 9.500 ft Max Y -Y Axis Deflection 0.000 in at 0.000 ft SATISH SHAH & ASSOC. Inc.. Title: Smith Residence Job # 06-37 CONSULTING ENGINEER Dsgnr: S. Shah Date: 6:24PM, 19 DEC 06 3920 E. Coronado St. Ste 203 Description : 51 425 Madison Street La Quinta, CA 92253 L-4 / Anaheim, CA 92807 Scope : Main House Remodel/ Addition _I PH:(714) 632-1865 FX:(714) 632-1314 Rev: 560100 us KW 0609,2 or. Ver 5.6.1, 25-0°"2002 Steel Column (c)1983-2002 ENERCALC Engineering Software Page 2 s:ljobs 2006\06-37 bob smith\calculations\06 Description Cant Col. Shear @ Line A & B . Section Properties W8X21 Depth 8.28 in Weight 20.92 ;/ft I -roc 75.30 in4 j Width 5.270 in Area 6.16 in2 I-yy 9.77 in4 Web Thick 0.250 in Rt 1.410 in S -roc 18.188 in3 Flange Thickness 0.400 in S-yy 3.708 in3 ' r -roc .3.496 in . r-yy 1.259 in Sketch & Diagram tt Dial DL = 2.3k Axial LL = 01, .il Axis l ST = Ok II i ii • t31 lu It if i X X A fl V It I ' (3): X -X Axis Point Load: DL=O, LL=Os, ST=2.52k 9.5ft ^ h •i I li .i I 1 i SATISH SHAH & ASSOC. Inc.. Title : Smith Residence Job # 06-37 CONSULTING ENGINEER Dsgnr: S. Shah Date: 6:25PM, 19 DEC 06 3920 E. Coronado St. Ste 203 Description : 51 425 Madison Street Anaheim, CA 92807 La Quinta, CA 92253 L 5 PH:(714) 632-1865 FX:(714) 632-1314 Scope: Main House Remodel/ Addition - ' Re1•: 560100 User: KW 060912, Ver 5.6.1, 25-Oct-2002 Pole Embedment in Soil (c)1983-2002 ENERCAIC Engineering Software Page 1 s:kiobs 2006\06-37 bob smith\ca1culauonso6 Description Flag Pole Footing r Cant Col. Shear @ Line A & B General Information - Allow Passive 250.00 pcf Applied Loads... Max Passive 1,500.00 Psf Point Load 2,516.00 lbs' Load duration factor 1.333 distance from base , 9.500 ft - Pole is Rectangular M Width 54.000 in _ Distributed Load 0.00 #/ft 4 No Surface Restraint distance to top 0.000 ft distance to bottom 0.000 ft ,Summary Moments @ Surface... Point load 23,902.00 ft-# Total Moment 23,902.00 ft -# r Distributed load 0.00 Total Lateral 2,516.00 lbs. Without Surface Restraint... Required Depth 5.028 ft 1 - Press @ 1/3 Embed... ,r • Actual 564.67 psf Allowable 558.49 psf 41 • i e - CATISH SHAH & ASSOC. Inc. -'Ro 0R 1 7-5 P1 IT .' ' ' 'JOB No.CONSULTING ENGINEERS - — - 3920 E. CORONADO STREET, SUITE 203 BY: j rj ANAHEIM, CALIFORNIA 92807 } PHONE: (714) 632-1865 FAX: (714) 632-1314. DATE: E -Mail: sshahinc(cDsbcglobal.net SH: OF: u WALL' I-'2 P = 300# L I I2 -N- " Roof z4 ,e 2 _ p f I dJ, cc I oxi oB f2 0.47 - 4320. 7i PLIF'(= -325801 loll -4250 3i !!'pp A3 - 32'G 2xt•?l 5 x4 3 O• } lJfj i[ . x18`F ai WALL P = 33 go + <(24ys&) X p L I 111 ' c'T = 44350 i 12.H. ; Roof: 24xI 3.8,5 R IJALL•. 5_x,Io -_ 150 ?3 - '` 12 'ZxD•`$- .3 lpio i UpoF'1 _ q680I J1. 7 s I-IT'r22 1 WAUC 2 P. = 4 30 NFP,-41- /g' k ii , SATISH SHAH & ASSOC. Inc. CONSULTINGENGINEERS OE ` C' 5M I't Joe No: 06 ' 32 3920 E. CORONADO STREET, SUITE 203 BY: ANAHEIM. CALIFORNIA 92807 PHONE: (714) 632-1865 FAX: (714) 632-1314 DATE: E -Mail: sshahincesbcalobal.net SH: OF: "F—L7 1 AU; ❑l1q] OTrf = 23240 1 ► • M 53S x S - ov2pi - , - -• S 3530 3 t-1 [15:] OV4 = 20, 3 50I R.M, R pF 244, A Ll , s xI = 50 y 3 40 UP11I FIT = 10,45a.0 51 = 141 a TT z 2 (4-Slj i):= IG 104 = 7SS ._ (2 5T L W L: . 1 usE I it SATISH SHAH & ASSOC. Inc.. CONSULTING ENGINEER 3920 E. Coronado St. Ste 203 Anaheim, CA 92807 PH:(714) 632-1865 FX:(714) 632-1314 Rev: 560100 User: KW -060912. Ver 5.6.1, 25 -Oct -2002 (c)1963-2002 ENERCALC Engineering Software Description Cant Col. Shear @ Line 15 Title : Smith Residence Job # 06-37 Dsgnr: S. Shah Date: 7:31 PM, 19 DEC 06 Description : 51 425 Madison Street La Quinta, CA 92253 L Scope : Main House Remodel/ Addition Steel Column Page 1 s:4obs 2006106-37 bob smithtcalculations106- General Information Mimi Calculations are designed to AISC 9th Edition ASD and 1997 UBC Requirements Steel Section P8STD 301592i Fy 36.00 ksi X -X Sidesway : Sway Allowed Live Load Duration Factor 1.330 Y -Y Sidesway : Restrained Column Height 11.000 ft Elastic Modulus 29,000.00 ksi DL LL End Fixity Fix -Free X -X Unbraced 11.000 ft Kxx 2.100 Live & Short Term Loads Combined Y -Y Unbraced 11.000 ft Kyy 1.000 Axial Load... Dead Load 3.20 k Ecc. for X -X Axis Moments 0.000 in Live Load 1.85 k Ecc. for Y -Y Axis Moments 0.000 in Short Term Load k Point lateral Loads... DL LL ST Height Along Y -Y (strong axis moments) 0.800 k 11.000 ft Along X -X ( y moments) k ft Summary Column Design OK Section : P8STD. Height = 11.00ft, Axial Loads: DL = 3.20, LL = 1.85, ST = 0.00k, Ecc. = 0.000in Unbraced Lengths: X -X = 11.00ft, Y -Y = 11.00ft Combined Stress Ratios Dead Live DL + LL DL + ST + (LL if Chosen) AISC Formula H1 - 1 AISC Formula H1 - 2 AISC Formula H1 - 3 0.0278 0.0161 0.0439 0.2318 XX Axis : Fa calc'd per Eq. E2.1, K*L/r < Cc YY Axis : Fa_calc'd per Eq. E2.1 K*L/r < Cc Stresses Allowable & Actual Stresses Dead Live DL + LL DL + Short Fa: Allowable 13.68 ksi 13.68 ksi 13.68 ksi 18.19 ksi fa : Actual 0.38 ksi 0.22 ksi 0.60 ksi 0.60 ksi Fb:xx : Allow [F3.1) 23.76 ksi 23.76 ksi 23.76 ksi 31.60 ksi fb : xx Actual 0.00 ksi 0.00 ksi 0.00 ksi 6.28 ksi Fb:yy : Allow [F3.1] 23.76 ksi 23.76 ksi 23.76 ksi 31.60 ksi fb : yy Actual 0.00 ksi 0.00 ksi 0.00 ksi 0.00 ksi Analysis Values FT . DL+LL 16,773 psi Cm:x DL+LL 0.85 Cb:x DL+LL 1.75 F'ey : DL+LL 73,971 psi Cm:y DL+LL 0.60 Cb:y DL+LL 1.00 F'ex : DL+LL+ST 22,309 psi Cm:x DL+LL+ST 0.85 Cb:x DL+LL+ST 1.00 F'ey : DL+LL+ST 98,382 psi Cm:y DL+LL+ST 0.60 Cb:y DL+LL+ST 1.00 Max X -X Axis Deflection -0.292 in at 11.000 ft Max Y -Y Axis Deflection 0.000 in at 0.000 ft SATISH SHAH & ASSOC. Inc.. Title : Smith Residence Job # 06-37 CONSULTING ENGINEER Dsgnr: S. Shah Date: 7:31 PM, 19 DEC 06 392:0 E. Coronado St. Ste 203 Description : 51 425 Madison Street Anaheim, CA 92807 La Quinta, CA 92253 PH:(714) 632-1865 FX:(714) 632-1314 S Scope: Main House Remodel/ Addition L Rev; 560,00 User: KW -0609,2. Ver6.6.,, 25-0 1-2002 (c)1963-2002 ENERCALC Engineering Software Steel Column Page 2 s:yobs 2006106-37 bob srnitMcalculatlons,06- Description Cant Col. Shear @ Line 15 Section Properties P8STD Diameter 8.63 in Weight II 28.53 #/ft I -roc 72.50 in4 Area 8.40 int I-yy 72.50 in4 Thickness 0.322 in S -roc 16.812in3 - S-yy 16.812in3 r -roc 2.938 in sl r-ri 2.938 in Sketch & Diagram f ` Axial OL = 3.2k !' Axial LL = 1.85k Axial ST = 01, - If X 11fl y X ! IIS ,I -Q (3): X -X Axis Point Load: DL=O, LL=Os, ST=0.8k 1 n II. it @ 11f1 S ' iy II 1f II {! it SATISH SHAH & ASSOC. Inc.. Title : Smith Residence Job # 06-37 CONSULTING ENGINEER Dsgnr: S. Shah Date: 7:31 PM, 19 DEC 06 3920 E. Coronado St. Ste 203 Description : 51 425 Madison Street - Anaheim, CA 92807 La Quinta, CA 92253 f PH:(714).632-1865 FX:(714) 632-1314 Scope : Main House Remodel) Addition . O 560100 -- [Rev: User KW -060912, Ver 5.6.1. 25 -Oct -2002 Pole Embedment in Soil -Page 1 (c)1933-2002 ENERCALC Engineering software slobs 2006106-37 boo smith\calculations\06- De:;cription Flag Pole Footi Cant Col. Shear @ Line 15 General Information Allow Passive t 250.00 pcf Applied Loads... I. Max Passive 1,500.00 psf Point Load .755.00 lbs Load duration factor 1.333 distance from base ;. 11.000 ft. Pole is Rectangular !I Width 42.000 in Distributed Load 0.00 #/ft FNo Surface Restraint distance to top 0.000 ft distance to bottom 10.000 ft, Summary 11 Moments @ Surface... Point load 8,305.00 ft-# Total Moment 8,305.00 ft-# Distributed load 0.00 Total Lateral 755.00 lbs 4 Without Surface Restraint... Required Depth 3.668 ft Press @ 1/3 Embed... ,i Actual . 41656 psf _ Allowable it 407.49 psf - ;i { SATISH'SHAHf - ASSOC: Inc 12ogE2T; - r1 IT 14 f 1 --I-t JOB No: '0 : CONS,ULTING ;ENGINEERS 39 ' , 20E CORONADO-STREET SUITE 203 - (- -- -._# ;S A}i - • ANAHEIM .CALIFORMA,92ki PHONE' 714)'0211665 FAX 7t4 632-1314 ' ( ' ? - -j{ . DATE: -- r – – - fi E -Mail: sshahinc C sbcglgbal net– { —; _ 4-[-, i - SH OF: IT- ' r X "I 1 x , — 4050 ..... ; - - . ,- :W =(.C..: -.• - 1._'y✓a---_ 1.50 ..,". _:- -• - - D5_t2f . _ : at lAt~ •: _ to; . _ = P ' 0 1 x 2 x2 -X.Ij _ +_.2 x3c a- .:. .i I_p°el _._04"-: _.1_ _ ______ _. - - may_ . -- • - - - . I PLIF[7 i! f tSATISH :SHAH'&:ASSOC. Inc.' l t ; i}. t_~ . JOB No: . CONSFULTING,ENGiNEERS ' i 7 -3420 E. CORONADO STREET; SUITE 203- f ` r I -r 1 BY: • j '`l ANAHEIM„ CALIFORNIA92807 -r — _L.3 j_-__ _ WAR r. PHONE: `(714) 632=1865 FAX..(714) 632-1314 ' l + + t. 1 f- E i 'DATE: E --Mail: sshahiric(d sbc4lobal et' f F , I : - f`f" }— --•_ _ . , ; -.ice :. _. L. _ ..-. -... a` f _i _... ^. 1„ . `-• - f - - _ i- - -- - ~-- -- ,- .-.. , I(2) 5TC151 iC,2LQs►1 417 WA l 1, -_ . 2 - •_ _>° .. C ( - ' fV.r/•. L3.-2.8D.01#+ r tz tlI! z+Y ,}, t' .• ..r r_ Tr ._- ,. { _ N RD_vf '- _ 2. x Ch1- to — ; ' Z• i — -I--_I.# - -_ t ! L t - L-- • NV '1...-•-• -:{ i1 V ' -i I. j =-F---I r - •---'r^r_ ^._^_j _ _ • + ` }? t 41 .. -1_..... ._ _ i . .. , FMI 4 • _ _ .. _ _ .. f. r ; j I 0 4t5O SATISH SHAH & ASSOC. Inc.. CONSULTING ENGINEER 3920 E. Coronado St. Ste 203 Anaheim, CA 92807 PH:(714) 632-1865 FX:(714) 632-1314 Rev: 560100 User: KW -060912, Ver 5.6.1, 25 -Oct -2002 (c)1983-2002 ENERCALC Engineering Software Description Cant Col. Shear @ Line X1 Title : Smith Residence Job # 06-37 Dsgnr: S. Shah Date: 1:36PM, 26 DEC 06 Description : 51 425 Madison Street La Quinta, CA 92253 Scope: Main House Remodel/ Addition Steel Column Page 1 2006\06-37 bob smitMcalculations\06- General Information Buz Calculations are designed to AISC 9th Edition ASD and 1997 UBC Requirements Steel Section W8X35 Fy 36.00 ksi X -X Sidesway : Sway Allowed Duration Factor 1.330 Y -Y Sidesway : Restrained Column Height 8.500 ft Elastic Modulus 29,000.00 ksi 17.33 ksi 23.05 ksi End Fixity Fix -Free X -X Unbraced 8.500 ft Kxx 2.100 Live & Short Term Loads Combined Y -Y Unbraced 8.500 ft Kyy 1.000 Axial Load... Dead Load 3.00 k Ecc. for X -X Axis Moments 0.000 in Live Load 1.50 k Ecc. for Y -Y Axis Moments 0.000 in Short Term Load k Point lateral Loads... DL LL ST Height Along Y -Y (strong axis moments) 5.800 k 8.500 ft Along X -X ( y moments) k ft B Summary a Column Design OK Section : W8X35, Height = 8.50ft, Axial Loads: DL = 3.00, LL = 1.50, ST = 0.00k, Ecc. = 0.000in Unbraced Lengths: X -X = 8.50ft, Y -Y = 8.50ft Combined Stress Ratios Dead Live DL + LL DL + ST + (LL if Chosen) AISC Formula H1 - 1 AISC Formula H1 - 2 AISC Formula H1 - 3 0.0168 0.0084 0.0252 0.6773 XX Axis: Fa calc'd per Eq. E2-1, K'L/r < Cc XX Axis: I Beam, Major Axis, L/rT < (102,000 * Cb 1 Fy)^.5, Fb = 0.6 Fy (F3) XX Axis : I Beam, Major Axis, Fb per Eq. F1-8, Fb = 12,000 Cb Af / 0 * d) YY Axis : Fa calc'd per Eq. E2-1, K'Llr < Cc _YY Axis : I Beam Minor Axis Passes Table B5.1 Fb = 0.75 Fy per Eq. F2-1 Stresses Allowable & Actual Stresses Dead Live DL +'LL DL + Short Fa: Allowable 17.33 ksi 17.33 ksi 17.33 ksi 23.05 ksi fa : Actual 0.29 ksi 0.15 ksi 0.44 ksi 0.44 ksi Fb:xx : Allow [F1-6] 21.60 ksi 21.60 ksi 21.60 ksi 28.73 ksi Fb:xx : Allow [F1-7] & [F1-8] 21.60 ksi 21.60 ksi 21.60 ksi 28.73 ksi fb : xx Actual 0.00 ksi 0.00 ksi 0.00 ksi 18.91 ksi Fb:yy : Allow [F1-6] 27.00 ksi 27.00 ksi 27.00 ksi 35.91 ksi Fb:yy : Allow [F1-7] & [F1-8] 27.00 ksi 27.00 ksi 27.00 ksi 35.91 ksi fb : yy Actual 0.00 ksi 0.00 ksi 0.00 ksi 0.00 ksi Analysis Values F'ex : DL+LL 40,131 psi Cm:x DL+LL 0.85 , Cb:x DL+LL 1.75 F'ey : DL+LL 59,364 psi Cm:y DL+LL 0.60 Cb:y DL+LL 1.00 F'ex : DL+LL+ST 53,374 psi Cm:x DL+LL+ST 0.85 Cb:x DL+LL+ST 1.00 F'ey : DL+LL+ST 78,954 psi Cm:y DL+LL+ST 0.60 Cb:y DL+LL+ST 1.00 Max X -X Axis Deflection -0.557 in at 8.500 ft Max Y -Y Axis Deflection 0.000 in at 0.000 ft L -l3 SATISH SHAH 8t ASSOC. Inc.. Title : Smith Residence Job # 06-37 CONSULTING ENGINEER Dsgnr: S. Shah Date: 1:36PM, 26 DEC 06 3921) E. Coronado St. Ste 203 Description : 51 425 Madison Street - Anaheim, CA 92807 La Quinta, CA 92253 PH:i(714) 632-1865 FX:(714) 632-1314 : Scope Main House Remodel/ Addition Rev: 560700 User: KW -060912. Ver 5.6.1, 25 -Oct -2002 (c)1983-2002 ENERCALC Engineering Software Steel Column- Page 2 ls¢mf.>maan•sm rm.aao s\jobs 2006\06-37 000 smith\caiculations\06- Description Cant Col. Shear @ Line X1 i Section Properties W8X35 Depth 8.12 in Weight 34.99 #/ft I -roc 127.00 in4 Width 8.020 in Area 10.30 int I-yy 42.60 in4 Web Thick 0.310 in Rt 2.200 in S -roc 31.281 in3 .I Flange Thickness 0.495 in S-yy 10.623 in3 r -roc 3.511 in r-yy 2.034 in Sketch S Diagram p Asia; OL = 3k t Ax lal LL = 1.5k y Ax: ST = Ok _ 131 I► i X X 8.5fl ly I t it (il (3): X•X Axis Point Load: DL=O, LL -0s. ST=5.Sk T4 JI I{ I ill i @ 8.5tt ' 1i .f { Y II ' It y r _ - SAI ISH SHAH & ASSOC. Inc.. Title : Smith Residence Job # 06-37 CONSULTING ENGINEER Dsgnr: S. Shah Date: 1:36PM, 26 DEC 06 3920 E. Coronado St. Ste 203 ' ' Description : 51 425 Madison Street - Anaheim, CA 92807 La Quinta, CA 92253 PH >(714) 632-1865 FX:(714) 632-1314 Scope: Main House Remodel/ Addition Rev:' 560100 user KW -060912, Ver 5.6.1. 25 -Oct -2062 w (c)1983-2002 ENERCALC Engineering Software Pole Embedment in Solt Page 1 arsmcea s"\jobs 2006\06.37 bob smith\caicutations\06- Description Flag Pole Footi I Cant Cola Shear @ Line X1 General Information Allow Passive 300.00 pcf Applied Loads... i Max Passive 1,500.00 [ Psf Point Load 5,830.00 lbs Load duration factor 1.333 distance from base 8.500 ft Pole is Rectangular Width 60.000 in Distributed Load 0.00 #/ft No Surface Restraint distance to top - 0.000 ft distance to bottom 0.000 ft Summary Moments @ Surface... Jj Point load 49,555.00,ft# Total Moment 49,555.00 ft-# Distributed load li 0.00 Total Lateral 5,830.00 lbs Without Surface Restraint... ' Required Depth 6.044 ft F Press @ 1/3 Embed... Actual 810.91 psf i Allowable 805.69 psf ,I H 4 _:LATISH;SHAH "8 AS.SOC _Inc j ..... _. -- ,. _ . r `• r , E '- JOB Noy « _ `CONSULTING NGINEERS - 3920-E;.CORONADO-STREET;-SUITE-203 gy A a + ANAHEIM ;CALIFORNIA 92807 I r : • r r - , HA PHONE (714 632 186'5 FAX 794 632 1314 - )---- i _..) , -DATE:; 7 ----E-Mail: hahincga sbcolobal net I. . ... r =l -j' 5e. WALL: PC2 x:¢ o)x ►o _ 17 . ... O 77 —L— r I — -- t + , •——. ! - . I i,. .. .. + _ 1-.-i^ a •,' f . }— __ .. - ! — ! t.. i i" f SATIS S:& ASS HAHOC: r Sng 2r -5I`-/l _ . t,ONSULTING--ENGINEERS-" '- — _ _ • I 4 JOB No * } 3920.6. CORONADO STREET; SUI -TE -203r j '.- 1 - j .__ }. j y4 ANAHEIIVI.`CALIFORNIA 928,07- 1 - __ .. _ t BY. '%j- 'G.J K% ' PHONE:1(714) 632-1865 FAX: (714) 632-1314 `DATE: - . E: Mad ,sh ' '---.._ ___--__ _ - — • --r-_.Y__._.__; __...,__ .—.._ . .__.__— - -- --- - s 'hint@sbcalobal.net SH: OF 4---- ---. sok (4: - i - _ - - : ; ► . __ _ •- --may;-•- ---. _ r R` S _ ---- ---------- - -J - --- ,— -- - I _ f .. _ _ _• { y -- - - ---r_ __- _ - _ 2 ._lc1 P X 2 __ . .. _, , r / _III 2<!Z'{A:s3 WALt,` Y VARP'f _Fio:AMS —, PA OCL. I 12x.24 ,l'' (,g 4.. r ; A -U* 4_. 07 Sit J) 5 P : r a,VA, 4- + .-Ful-Fe cl '12 G6, 1 SA'TISH SHAH & ASSOC. Inc.. CONSULTING ENGINEER 3920 E. Coronado St. Ste 203 Anaheim, CA 92807 PH:(714) 632-1865 FX:(714) 632-1314 F(c), R560100 User: KW -060912, Ver 5.6.1, 25 -Oct -2002 ev983-2002 ENERCALC Engineering Software Description Cant Col. Shear @ Line 1 Title : Smith Residence Job # 06-37 Dsgnr: S. Shah Date: 2:42PM, 26 DEC 06 Description : 51 425 Madison Street La Quinta, CA 92253 Scope: Main House Remodel/ Addition L - Steel Column Page 1 s:Gobs 2006\06-37 boo smitrncalculations\06- Axial Load:.. - - Dead Load 1.40 k Ecc. for X -X Axis Moments 0.000 in Live Load 0.85 k Ecc. for Y -Y Axis Moments 0.000 in Short Term Load k Point lateral Loads... DL LL ST Height Along Y -Y (strong axis moments) 1.100 k 8.500 ft Along X -X ( y moments) k ft Summary Column Design OK Section : W8X21, Height = 9.50ft, Axial Loads: DL = 1.40, LL = 0.85, ST = 0.00k, Ecc. = 0.000in Unbraced Lengths: X -X = 9.50ft, Y -Y = 9.50ft Combined Stress Ratios Dead Live DL + LL DL + ST + (LL if Chosen) AISC Formula H1 - 1 AISC Formula H1 - 2 AISC Formula H1 - 3 0.0161 0.0098 0.0258 0.2341 XX Axis: Fa calc'd per Eq. E2-1, K*Llr < Cc XX Axis: I Beam, Major Axis, (102,000 * Cb I Fy)^.5 <= LIrT <= (510,000 * Cb 1 Fy)".5 , Fb per Eq. F1.6 XX Axis : 1 Beam, Major Axis, Fb per Eq. F1.8, Fb = 12,000 Cb Af 10 * d) YY Axis: Fa calc'd per Eq. E2-1, K*LIr < Cc YY Axis: I Beam Minor Axis Passes Table B5.1 Fb = 0.75 Fy per Eq. F2-1 Stresses - General Information Calculations are designed to AISC 9th Edition ASD and 1997 UBC Requirements Steel Section W8X21 Fy 36.00 ksi X -X Sidesway : Sway Allowed fa : Actual Duration Factor 1.330 Y -Y Sidesway : Restrained Column Height 9.500 ft Elastic Modulus 29,000.00 ksi Fb:xx : Allow [F1-7] & [F1-8] 21.60 ksi 21.60 ksi End Fixity Fix -Free Live & Short Term Loads Combined X -X Unbraced Y -Y Unbraced 9.500 ft 9.500 ft Kxx Kyy 2.100 1.000 Axial Load:.. - - Dead Load 1.40 k Ecc. for X -X Axis Moments 0.000 in Live Load 0.85 k Ecc. for Y -Y Axis Moments 0.000 in Short Term Load k Point lateral Loads... DL LL ST Height Along Y -Y (strong axis moments) 1.100 k 8.500 ft Along X -X ( y moments) k ft Summary Column Design OK Section : W8X21, Height = 9.50ft, Axial Loads: DL = 1.40, LL = 0.85, ST = 0.00k, Ecc. = 0.000in Unbraced Lengths: X -X = 9.50ft, Y -Y = 9.50ft Combined Stress Ratios Dead Live DL + LL DL + ST + (LL if Chosen) AISC Formula H1 - 1 AISC Formula H1 - 2 AISC Formula H1 - 3 0.0161 0.0098 0.0258 0.2341 XX Axis: Fa calc'd per Eq. E2-1, K*Llr < Cc XX Axis: I Beam, Major Axis, (102,000 * Cb I Fy)^.5 <= LIrT <= (510,000 * Cb 1 Fy)".5 , Fb per Eq. F1.6 XX Axis : 1 Beam, Major Axis, Fb per Eq. F1.8, Fb = 12,000 Cb Af 10 * d) YY Axis: Fa calc'd per Eq. E2-1, K*LIr < Cc YY Axis: I Beam Minor Axis Passes Table B5.1 Fb = 0.75 Fy per Eq. F2-1 Stresses - Allowable & Actual Stresses Dead Live DL + LL DL + Short Fa : Allowable 14.14 ksi 14.14 ksi 14.14 ksi 18.81 ksi fa : Actual 0.23 ksi 0.14 ksi 0.37 ksi 0.37 ksi ,t Fb:xx : Allow [F1-6] 21.60 ksi 21.60 ksi 21.60 ksi 28.73 ksi Fb:xx : Allow [F1-7] & [F1-8] 21.60 ksi 21.60 ksi 21.60 ksi 28.73 ksi fb : xx Actual 0.00 ksi 0.00 ksi 0.00 ksi 6.17 ksi Fb:yy : Allow [F1-6] 27.00 ksi 27.00 ksi 27.00 ksi 35.91 ksi Fb:yy : Allow [F1-7] & [F1-8] 27.00 ksi 27.00 ksi 27.00 ksi 35.91 ksi fb : yy Actual 0.00 ksi 0.00 ksi 0.00 ksi 0.00 ksi Analysis Values F ex . DL+LL 31,851 psi Cm:x DL+LL 0.85 Cb:x DL+LL 1.75 F'ey : DL+LL 18,224 psi Cm:y DL+LL 0.60 Cb:y DL+LL 1.00 F'ex : DL+LL+ST 42,361 psi Cm:x DL+LL+ST 0.85 Cb:x DL+LL+ST 1.00 F'ey : DL+LL+ST 24,239 psi Cm:y DL+LL+ST 0.60 Cb:y DL+LL+ST 1.00 Max X -X Axis Deflection -0.210 in at 9.500 ft Max Y -Y Axis Deflection 0.000 in at 0.000 ft SATISH SHAH & ASSOC. Inc.. Title : Smith Residence Job # 06-37 CONSULTING ENGINEER Dsgnr: S'Shah Date: 2:42PM, 26 DEC 06 3920 E. Coronado St. Ste 203 Description : 51 425 Madison Street - Anaheim, CA 92807 La Quinta, CA 92253 PH:(714) 632-1865 FX:(714) 632-1314 Scope: Main House Remodel/ Addition L — ( • Red 560100 - User: KW 0609,2, Ver 5.6.1, 25-Oct-2002 (c)1983-2002 ENERCALC Engineering Software Steel Column Page 2 2 s:4obs 2006106-37 boo smdmcalcPaa ns1 Description Cant Col. Shear @ Line 1 .i ,i Section Properties W8X21 Depth 8.28 in Weight 20.92 #/ft I-roc 75.30 in4 Width 5.270 in Area 6.16 in2 I-yy 9.77 in4 Web Thick 0.250 in Rt 1.410 in S-roc 18.188 in3 Flange Thickness 0.400 in S-yy 3.708 in3 r-roc 3.496 in r-ri 1.259 in Sketch 8x Diagram aim Axial DL = 1.4k Axial LL = 0.85k Axial ST = Ok S 1! N is 1710 1 X X it 9.Sfl ' II Ri Ili ly I 1 it • II' 131: X-X Axis Point Load: DL=O, LL=Os, ST=1.1k ,i @ 8.5ft d i I p i' I SATISH SHAH & ASSOC. Inc.. Title : Smith Residence Job # 06-37 CONSULTING ENGINEER Dsgnr: S. Shah Date: 2:42PM, 26 DEC 06 3920 E. Coronado St. Ste 203 Description : 51 425 Madison Street Anaheim, CA 92807 La Quinta, CA 92253 L 1 PH:(714) 632-1865 FX:(714) 632-1314 Scope : Main House Remodel! Addition Rev: 560100 - User: KW-060912,Ver 5.6.1,25-Oct-2002 Steel Column Base Plate. (c)1983-2002 ENERCALC Engineering Software s 1Jobs 2006106-37 Bob SmithlCaicwauons106- Description Cant Col. Shear @ Line 1 KF--neral Information Calculations are designed to AISC 9th Edition ASD and 1997 UBC Requirements t Loads Steel Section W8x21 j Axial Load 2.25 k Section Length - 8.280 in X-X Axis Moment 10.45 k-ft Section Width 5.270 in Flange Thickness 0.400 in Plate Dimensions We Web Thickness 0.250 in j Plate Length 16.000 in Allowable Stresses Plate Width 16.000 in Concrete fc 3,000.0 psi Plate Thickness 1.000 in Base Plate Fy 36.00 ksi Support Pier Size Load Duration Factor 1.330 Pier Length 24.000 in Anchor Bolt Data Pier Width 24.000 in Dist. from Plate Edge 1.500 in Bolt Count per Side 3 Tension Capacity 7.000 k 11 Bolt Area 0.785 int Summary Baseplate OK Concrete Bearing Stress Bearing Stress OK (: Actual Bearing Stress 272.1 psi " r Allow per AC1318-95, A3.1 Partial Bearing : Bolts in Tension = 0.3 ' f'c ' Sgrt(A2/A1) ' LDF 1,795.5 psi Allow per AISC J9 2,094.8 psi Plate Bending Stress Thickness OK Actual fb 9,238.1 psi Max Allow Plate Fb 35,910.0 psi Tension Bolt Force Bolt Tension OK Actual Tension 3.132 k ` Allowable . 7.000 k 4 ++si a tt ' ' 'I x u I:SH ;SHAH - SAT ASSOC. Inc." j }.,_. f ' `C.ONS _Aj NG 'ENGINEERS _ JOB No O' 37 .3920 E. CORONADO STREET SUITE 203 : s ! Y - ' , : + BY: ' .. H 4 I - ANAHEIM °cALIFORNIA`928v07 PHONE x(714)'632=1865 FAX: (714) 632-1314'DATE:'; E Mati.,s§hahinc(o)sbcglobal:net r - + - r i • - , j SH: -22 _WALL:_.1_ - - i t - . _ .•:::_i.:_.., .. ., ' .2 ► - .::`..' ; _'. ': , :. ;_: X11 19 a.. 'carr -c • _ 3.4,E -3 o ' . :.. , - _ . • ' ' - ' I - - ' '.. . . _ 4,1ALi. • 5xt:ly_ . •_ 1_- }vPr,1 7 -. --1 2: 1, IrS },-51 4.0 , , •JALC , . P . _. "3_:20 _ .. .. -" - - - 440 F q 1 ;:.. ;r2._► i Ropy 2x E `5; :3lvoli: : 7 j' Wkt.l'.: ,a. x0. ' ,250_ _ E _ PLIF1 2t,P154LI—/?-2 j30 ...a ' 1 i :. }oTM 30,50 -: - .- ' • .. _}.•: ' -. 'Z40 'cic 2xo : .:.:_i.1..PLdF _- ' I2, .5o ..51_w~ _ 13l0 .# .. . -: _{ _.. , • j *63o 'FL il 71s t a , e7 t • SATISH SHAH & ASSOC. Inc. Smith Residence - -- -Joe No: 06 37 CONSULTING ENGINEERS - 3920 E. CORONADO STREET, SUITE 203• _ BX:y -S. Shah ANAHEIM,, .CALIFORNIA -92807 PHONE: (714) 632-1865 FAX: (714) 632-1314 I s DATE: SH.. OF: E=1Viail: sshahinc sbcglobal.nec, - ' —. Foufi dkion_DesiEn: ; Soils Report: 1500 psf. - ' . To be confirmed prior to construction. Continuous Footings: ?' Allowable S. B. = 1,500 psf. - Min. 12"x 12" continuous footings: 1, Story. - r -Min.. -1.5"-x 18" continuous footings: 2' Story. - 1/3 increased allowed'for Wind & Seismic Loading. Max. Allowable Wall Loadinsz: (12"x 12" Footings r W12x12 = 1,500-plf Max. Allowable Wall Loading: (12"x 18" Footing). W12k18 = 1,100 plf. j Max. Allowable Wall Loading: (15 "x 18" Footing ` r W15X18:= 1.25 x 1,500 psf = 1,875 plf : _ Max.Allowable.Point .LoadOncontinuous `footiri _ - _ P12Xiz = 1;500 psf x3'xV4,500 lb. t P12x18 = 1,500 psf x4'xl' = 6,000 lb. P15X18 = 1,500 psf x4' x1.25'= 7,500 lb. / / o + b I . z t ' `r Smith Residence X06 No : 06-37 .LATISH SHAH ASSOC: Inc: _ _ 1;ONSULTING ENGINEERS :. t 13Y: ; S.,Shah •3920 E`CORONADo STREET; SUITE 203 ! ! } " ? ANAHEIM CAUFORNIA,92807. ' ' ' 1 . DATE: - FiHONL '(7.14) 632 1865 FAX (7.14) 632-1314 t { SH-: OF: Isolated Pad Footings: + i i - —Allowable S. -B. =-1;500 psf. Min. 2'x2'xmin. 18" d footing. Allowable increase of 200 psf. for ea. Additional ft. -width/ depth, to a max. 3,000 psf. f r FT rj A PA j - ' 2 =64) -'41 45 F RIF i P. .5 TI 1r'5 ' _P lie • • J -a- ----- ----- Z 774 11 —e --7 t. L7 )< C74 PC lk t -4- 77-- 9 IX lk 77 RA Qs A It Q 4z '92 -T- < 1 '77, 1tet 4A : z IS 34: Ir, T • QL:scX10 w. L 77 -------- 52 -- 7 — --------- 146 REVISIONS BY PC /J coc.L co E---4 m E- 14 Vj0 c) c CJ z No. 56132;.', cp OF CN to 0 CL < cn c 0 00 cv- -c U 0 p IT, o (A Lu < LIJ Z. 0 LL z 0 < LIJ < < z LO Lo DRAWN CHECKED S. SHAH DATE - ---J SCALE UX0. JOB NO. 06-37 SHEET Cc: 1- c L A Al A c M, 1 N N11 N3 N5 !2 12 P R s T — — — — — — — -- — — — — — — cl- 250 7 5' e5 i 24 15 <1 2 SIX 4 fn V.- 13 4 > oImo,l( V? CIPT tv C) < &7 7) rl %1-j IN N N. z —Nip 40 Q L C, le- j 1124 L - G A/ =icn-T- v fro 6a t AJD CA- L /1L ve I Ax IV 71 Of/ -- ---------- ON -q 7d 80 \ p ' cn ! v; \3 ,% (Z (: if # I / / 7 I 0\ \j "J4 c+ A L \ o LP cl 14 —7 1% Ob V to V) G v 4) Z 40 7i 0-v v L 12-0 Elie K 12, FIIF TRI 1 b \L 7 __j L ez 7- silo, L 61 4 6 rL 0- v L -7 4j V 13 i7 I 2 j Oda. N v iq I 4 X 12-1 o R. tt Ito G K 1 4- ✓ 7 14 r= P— C-A, - TIC L 21J 4C- CHECKED S. SHAH —A I Af Ev 7P4 -j —7 \j Z M I K), 4 x t—o F, -z 3/16"=1`-0" U.N.O. ,5 rr--- A,- kc+i —tt{ L) P -A 06-37 SHEET tj T; N L) m & E --i Lut REVISIONS BY DRAWN S.B. CHECKED S. SHAH —A I DATE SCALE 3/16"=1`-0" U.N.O. JOB NO. 06-37 SHEET 0 T; N L) m ?\()FES E --i No. 56112 Exp.1 2/31/06 CIVI or, U-) C CZ c N 0 00 m cn DRAWN S.B. CHECKED S. SHAH —A I DATE SCALE 3/16"=1`-0" U.N.O. JOB NO. 06-37 SHEET OF SHEETS 0 CQ L) m ?\()FES No. 56112 Exp.1 2/31/06 CIVI or, U-) C CZ c N 0 cu < two < 20 c 4z Qom~ - c 0 ca 00 0 c: cc 0, W 3: c/) Z LL LL U) 0 W 0 0 cr-10 vj W < vj I Z CK 0 F- 0 LL z 0 _j < W co U) Z) 00 Q < - < 0 z a: 0 > LO < —i DRAWN S.B. CHECKED S. SHAH —A I DATE SCALE 3/16"=1`-0" U.N.O. JOB NO. 06-37 SHEET OF SHEETS REVISION'S BY zprj DRAWN CHECKED S. SHAH DATE SCALE 3/16"=1'-0" U.N.O. JOB NO. 06-37 SHEET LJ ci OF SHEETS L C\2 C\2 gel E - If) CQ VD, 0 =4 C/D LQ) No. 56112 J, Exp.1z 6 c 0 LO 0 a (5 r LL Lj Ir w ci 0 0 Zl, co p r% Z < VJ U - - Ll - Z Z 90 r% 0 w 0 LL I Imm- w < V j z 0 LL 0 < w 00 < < 0 z LO z cl-4 LO < —j DRAWN CHECKED S. SHAH DATE SCALE 3/16"=1'-0" U.N.O. JOB NO. 06-37 SHEET LJ ci OF SHEETS L — 55755: 'TYLEZ STET, THERMAL, CA..922 74 I D :FAX• 7 f1=399-97R(. _ : — _ — - _ - a - - - JAN .2 2001 ► } 5.. U. • AUT , N NATIONAL INSPECTION ASSOCIATION, INC. -- Nom...—E Quality Systems Management, Inc. . National Testing, Inc. orio nation Date: 07-200; Revision NO. I Accredited QuaZity Assurance / Control Agency XAS AA -583 MetaZ Plate Connected Wood Truss Non Listed .Fabricator's Audit Report Number: A 1867 Audit Date/Arrive/Depart: Fabricator's Name:f Sc U oR S Location: 7 jP,o 7 R CA Does the Fabricator have a current Agreement with the Agency for Audit? ................................ Yes j No Is the Quality System Manual, "QSM" up to date per AC -10 & AC -98? ...................................... Yes No. Has the QSM been reviewed within a twelve month period? .............................. ......... Yes r/ No Are materials used in Production per National Standards & Engineers Specifications? .............. Yes —,G No Is an acceptable In -House Quality Control System according to National Standards iri' place?.. Yes No - Are In -House Quality Control Inspections being conducted per National Standards?................. Yes ✓ No Is Final Inspection of the Trusses completed prior to Labeling & Shipment? ................................ Yes >/ No Is there a System in place to deal with Non -Conforming Materials?.......... .................. ... .... .......... Yes ✓ No Are written Q.C. Inspection Reports and Agency Audits kept for at least two years? ................. Yes No . Have any Corrective Action Requests, "CAR", been issued during this Audit? ................`............ Yes No Product Check CATEGORY CONFORMING NON -CONFORM. REMARKS Lumber Grade Joint Accuracy is within 118" Plate Placement ANSI /TPI 2002 Plate Size ICb:ES Plate to Wood Tolerance is within 1/32" Label Legibility - Labels on Site - Stamps-'2_Labels CATEGORY YES NO REMARKS Changes In Supervisory Personnel, Production Process Per AC -98 Any Test Performed or Witnessed t/ Pee AC -98 i Is There Product Tractability AC -98 Any "CAR" Reports From Last Audit 1/ Per 4C-98 Any Shut Downs or Disruptions In -Production >/ Pei• Ac -98 Any Samples Taken Perl AC -98 Any Test / Measuring Equipment That Requires Calibration Li Per AC -98 Does the Final Product meet UBC / IBC and National Standards? T -Z, : Required Signatures Fabricator Q.C. Supervisor Auditor for National I spection Association P.O. Box 3426 Gillette, Wyoming 82 71 7-3 42 6 /l E-ill'ait.--NlAgillette@vciz.com Cellular Plzone: (307) 689-5977 Page One of 7)vo (307) 635-6331 Office (307) 685-6331 Rax Z£ZZT£ti9L dW2i3H1)S 12i0MSSfl2i_I. U:0T nnn?-adti-i; NATIONAL INSPECTION ASSOCIATION, i IST, E TC. w-- i Quality Systems Management, Inc. a, S National Testing, Inc. Origination Date: 07-2003 Revision No. C Ah #14 Report Number: /067 FINDINGS: ' i r n Number of "Correction Action Requests" Issued: It was found that: Last AC 10 Manual Review conducted by N.I.A., Inc.: 3 -a. -7 --0 (,2 It was found that: There ( Was / a No ) changes to the ICC AC 10 Acceptance Criteria from whicH your Quality Assurance / Control.. Manual was written. If there are changes to the AC 10 Criteria, show changes in "Comments". ` t It was found that: This Metal Plate Connected Wood Truss Fabrication' Facility as / Does Not Havey I) proper equipment for the proper shipping and delivery of trusses. Product Review: Roof Trusses: /1 Y2 — 1 12 1 0Z2 ' Floor Trusses: Trusses that were Reviewed, ( Meet O eed Do Not Meet ) the Requirementsof the U.B.C. Code, the I.B.C. Code, the I.R.C. Code, the ANSI ational Standards and the Engineer's Specifications: Comments: i • i Page Dvo of Two /z UZ ICV9/- IVW - H_I_OSAOMSsnI .u- V1:01, 9ov-ady-/7. F' udl or for National Inspection Association / Quality Systems Management i P.O. Box 3426 E -Mail: NIAgillette@vcn.corn Gillette, Morninz 82 71 7-342 6 Cellular Phone: (307) 689-5977 (307) 685-6331 Office (307) 685-6331 Fax Page Dvo of Two /z UZ ICV9/- IVW - H_I_OSAOMSsnI .u- V1:01, 9ov-ady-/7. +` 13-0 I T i • • . - - HOS DRAG 200 r 10, -T.O.P F _ , t . _ 15-0 .. S ,1 ' - , • • •y" ♦ .' - - - 0 R G 15 ,` , ., , w } _ _ .fir .._ O o , . •• •j' . 410 8D , 10-60 J= 141 1 1:1.1 j T.O.P" .Y G01 DRAG 0 )• O 3.5:12 t 12' PITCH + ", - (A . T.O.R GUEST ' I 1 HOUSE 1` t • t_ _ . ' U CzP QP 'J,6E PSA - 3.12.. / 1 AO PITCH CH T c .. f < MAIN o HOUSE'. i p O i. GAq F ' ' ` _ -, . •13'' - " + - f r + . O 1 0 O - A Qv G o, . * .} T.O.P w • µC , a 17-6 r' ( 5 T.O.P .. k;TATE CFS' As T.O.P s 0 0 0 - '' - - `.. J - .. _ .. y. - . .•.rev .. E9 • y.JJL i l11 - SALES REP : sb WO# - pd00847 DUE DATE DSGNR/CHKR sb / sb Date 11/30/2006 10:2 51.425madison•_st r•.F TC Live. 20_00_p`f DurFac_Lbr 1.29 Dead 14.00 psf DurFac-Plt 1.25~ la quinta BC Live 0.00 psf , O.C. Spacing ::;24.0 . BC Dead 17.00 psf Code : CBC-01 ' - #Tr/#Cfg 183 / 43 Total 51.00 psf - Job Name:' bob smith Truss ID: A01 Qty: 1 Drw : BRG x -LOC REACT SIZE REQ'D TC 2x4 SPF 1650F -1.5E. Plating spec : ANSI/TPI -'1995 UPLIFT REACTION(S) 1 0- 2-12 2166 5.50• 3.56^ BC 2x6 HF 1650F -1.5E THIS DESIGN IS THE COMPOSITE RESULT OF Support 1 -376 lb 2 17- 3- 4 2166 5.50^ 3.56• WEB 2x4 HF STUD MULTIPLE LOAD CASES. Support 2 -376 lb - BRG REQUIREMENTS shown are based ONLYLumber shear allowables are per NDS. IF HANGERS ARE INDICATED ON THIS DRAWING, This truss is designed using the fn the tress material at each bearingPLATE VALUES PER ICBO RESEARCH REPORT #1607. THEY ARE BASED ON 1.5" HANGER NAILS FOR CBC -01 Code., • Drainage must be provided to avoid ponding. 1 -PLY AND 3" HANGER NAILS FOR MULTI -PLY Bldg Enclosed = Yes, Importance Factor = 1.00 TC ' FORCE AXL BND CSI Permanent bracing is required (by others) to GIRDERS. IF 2.5" GUN NAILS ARE USED, THE Truss Location = End Zone 1-2 -5277 0.27 0.30 0.57 prevent rotation/toppling- See BCSI 1-03 HANGERS MUST BE RE-EVALUATED (BY OTHERS). Hurricane/Ocean Line = No Exp Category =. C 2-3 -5014 0.22 0.11 0.33 and ANSI/TPI 1. Wisconsin 53719. The American Forest and Paper Association (AFPA) Is located at 1111 19th Street, NW, Ste 800, Washington, DC 20036. Bldg Length = 40.00 ft, Bldg Width = 20.00 ft 3-4 -5017 0.24 0.17 0.41 Mean roof height = 16.23 ft, mph - 80 4-5 -4964 0.21 0.11 0.32 - • CBC Special Occupancy, Dead Load = 12.6 psf , 5-6 -5252 0.27 0.30 0.58 _. - - ----------LOAD CASE #1 DESIGN LOADS --------------- ' Dir L.Plf L.Loc R.Plf R.Loc LL/T, BC FORCE AXL BND CSI' TC Vert 68.00 0- 0- 0 68.00 17- 6- 0 0.5 7-8 5094 0:48 0.48 0.96 BC Vert 179.56 0- 0- 0 179.56 17- 6- 0 0.3 8-9 4974 0.47 0.20 0.67 9-10 5072 0.48 0.50 0.98 _ '- WEB FORCE ' CSI -WEB FORCE CSI - - 2-8 -264 0.06 4-9 - 984 0.34 3-8 954 0.33 5-9 -293 0.07;' _ - - 3-9 -74 0.02 - MAX DEFLECTION (s ' pan) ` L/999 MEM 9-10 (LIVE) LC 1 L= -0.16" D= -0.25" T= -0.41" Joint Locations =---- 1 0- 0- 0 6 17- 6- 0' ` 2 4- 7- 3 7 0- 0- 0 3 7- 5- 0 8 7- 5-'0 , - 4 10- 1- 0 9 10- 1- 0 4-7-7 3 2-92-913 2-8-0 2-9-13 4-7-3 5 12-10-13 10 17- 6- 0 4-7-3 7-5-0 10-1-0 12-10-13 17.6-0 7-11-11 1 7-11-11 1 2 3 1-6 4• 5 6. ' 0 - 00 3.00 1 1-6 00 5-1 T 1.5-3 4-1 1.5-3 2-5-7 7IO 2-5-7 3-12 1 1 -6 3-12 1SHIP J05-8 JO -5-8 gyp. tagR 4 f 7 8 9 10 7-5-0 2-8-0 7-50 7-5-0 10-1-0 17-6-0 - 11/30/2006 All plates are 20 gauge Truswal Connectors unless preceded by "MX" for HS 20 gauge or "H" for 16 gauge, positioned per Joint Detail Reports available from Truswal software, unless noted. Scale: 1/4" = 1' WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Job: EJ. WO: pd00847 ® This design Is for an Individual building component not truss system. it has been based on specifications provided by the component manufacturer Chk' sb and done in accordance with the current versions of TPI and AFPA design standards. No responsibility Is assumed for dimensional accuracy. Dimensions Dsgnr: sb are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads TC Live 20.00 psf DurFaes L=1.25 P=1.25 T R U S S WO R KS utilized on this design meet or exceed the loading imposed by the local building code and the particular application. The design assumes that the top chord A Company You Can Truss! Is laterally braced by the roof or floor sheathing and the bottom chord 1s laterally braced by a rigid sheathing material directly attached, unless otherwise noted. Bracing shown Is for lateral support of components members only to reduce buckling length. This component shall not be placed In any TC Dead 14.00 psf - Rep Mbr Bnd 1.00 75-1 10 St. Charies pi. ste-1 fA environment that will cause the moisture content of the wood to exceed 19% and/or c= -use connector plate corrosion. Fabricate, he.-.d!e, In-* 'Joint SG Live I .UO sf - p O.C.S pacing 2- - - P 9 Palm DesertCA. 92211 Desert, and brace this truss in accordance with the following standards: and Cutting Detail Reports' available as output from software, 'ANSI/TPI BC Dead 17.00 psf Design Spec CBC -01 Phone (760) 341-2232 YINFOTruswal 1','WTCA 1' -Wood Truss Council of America Standard Design Responsibilities,'BUILDING COMPONENT SAFETY INFORMATION' - (BCSI 1-03) and'BCSI SUMMARY SHEETS' by WTCA and TPI. The Truss Plate Institute (TPI) is located at 583 D'Onofrio Drive, Madison, Fax # (760) 341-2293 Wisconsin 53719. The American Forest and Paper Association (AFPA) Is located at 1111 19th Street, NW, Ste 800, Washington, DC 20036. TOTAL 51,00 psf Seqn T6.5.41 - 62653 Job Name: bob smith Truss ID: A02 Qty: 4 Drw : BEG x -LOC REACT SIZE REQ'D TC 2x4 SPF 1650F -1.5E Plating spec : ANSI/TPI - 1995 UPLIFT REACTION(S) - 1 0- 2-12 693 5.50• 1.50^ BC 2x4 SPP 1650F -1.5E THIS DESIGN IS THE COMPOSITE RESULT OF - Support 1 -155 lb 2 17- 3- 4 893 5.50^ 1.50^ WEB 2x4 HF STUD MULTIPLE LOAD CASES. Support 2 -155 lb , ERG REQUIREMENTS shown are based ONLYPLATE VALUES PER ICBO RESEARCH REPORT #1607. IF HANGERS ARE INDICATED ON THIS DRAWING, '- This truss is designed using the pn the truss material at each bearing _ THEY ARE BASED ON 1,5" HANGER NAILS FOR - CBC -01 Code. - _ 1 -PLY AND 3" HANGER NAILS FOR MULTI -PLY •-. Bldg Enclosed = Yes, Importance Factor = 1.00 r, TC FORCE AXL END CSI - _ GIRDERS. IF 2.51' GUN NAILS ARE USED, THE -Truss Location = End Zone 1-2 -1947 0.08.0.59 0.66 - HANGERS MUST BE RE-EVALUATED (BY OTHERS). •' Hurricane/Ocean Line = No , Exp Category = C 2-3 -1947 0.08 0.59 0.66 Bldg Length - 40.00 ft, Bldg Width = 20.00 ft Dsgnr: sb Mean roof height = 16.32 ft, mph - 80 BC • FORCE AxL BND CSI T R U S S WO R KS CBC Special Occupancy, Dead Load = 12.6 psf 4-5 1824 0.23 0.52 0.75 - Is laterally braced by the roof or floor sheathing and the bottom chord Is laterally braced by a rigid sheathing material directly attached, unless otherwise 5-6 1824 0.23 0,52 0.75, p y - WEB FORCE CSI WEB FORCE CSI -- - ' 2-5 333 0.15 Palm Desert, CA. 92211 and brace this truss in accordance with the following standards: and Cutting Detail Reports' available as output from Truswal software, •ANSUTPI T 2-7-12 T3-4 IO -5-8 f • a ' 8-9-0 1 : 8-9-0 8-9-0 17-6-0 8-9-0 I 8-9-0 1 2 3 F3.00 — t 9 4-4 T_ . 2-7.12 -4S HIP IO -5-8 MAX DEFLECTION (span) A L/999 MEM 5-6 (LIVE) LC 1 L= -0.06" D= =0.19" T= -0.25^ ---_= Joint Locations =---- 1 0- 0- 0 4 0- 0- 0 2 8- 9- 0 5 8- 9- 0 3 17- 6- 0 6 17- 6- 0 n o c 11/30/2006 Scale: 1/4" = 1' WO: pd00847 DurFacs L=1.25 P=1.25 Rep Mbr Bnd 1.15 O.C.Spacing 2- 0- 0 ` Design Spec CBC -01 Seqn T6.5.41 - 62654 17 6-0 W ,0 r t d 4 5 6 V, p, 3 8-9-0 8-9-0 O 8-9-0 17-6-0J a STATE 0r '- All plates are 20 gauge Truswal Connectors unless preceded by "MX" for HS 20 gauge or "H" for 16 gauge, positioned per Joint Detail Reports available from Truswal software, unless noted. WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Job: EJ. ® This design is for an Individual building component not truss,system. It has been based on specifications provided by the component manufacturer Chk: sb and done In accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions Dsgnr: sb are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads T R U S S WO R KS utilized on this design meet or exceed the loading Imposed by the local building code and the particular application. The design assumes that the top chord TC Live 20.00 psf A Company You Can Trussl Is laterally braced by the roof or floor sheathing and the bottom chord Is laterally braced by a rigid sheathing material directly attached, unless otherwise p y noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed In any TC Dead 14.00 psf 75-110 fit: Charles pl. ste-11 A environment that :vill eaude the moisture content of the wood to exceed 19%and/or cause connector plate cornoslon. Fabricate, handle, Install *Joint BC Live 0.00 psf Palm Desert, CA. 92211 and brace this truss in accordance with the following standards: and Cutting Detail Reports' available as output from Truswal software, •ANSUTPI BC Dead 17.00 psf Phone (760) 341-2232 1•,'WTCA V- Wood Truss Council of America Standard Design Responsibilities,'BUILDING COMPONENT SAFETY INFORMATION' - (BCSI 1-03) and'SCSI SUMMARY SHEETS' by WTCA and TPI. The Truss Plate Institute (TPI) Is located at 583 D'Onofrio Drive, Madison, Fax # (760) 341-2293 lWisconsin 53719. The American Forest and Paper Association (AFPA) Is located at 1111 19th Street, NW, Ste 800, Washington, DC 20036. TOTAL 51.00 psf n o c 11/30/2006 Scale: 1/4" = 1' WO: pd00847 DurFacs L=1.25 P=1.25 Rep Mbr Bnd 1.15 O.C.Spacing 2- 0- 0 ` Design Spec CBC -01 Seqn T6.5.41 - 62654 Job Name: bob smith Truss ID: B01 Qty: 6 Drw : BRGX-LOC REACT SIZE REQ'D TC 2x4 SPF 1650F-1.SE Plating spec : ANSI/TPI - 1995 UPLIFT REACTION(S) 1. 11- 8-12594 5.50^ 1.50^ BC 2x4 SPP 1650F-1.5E THIS DESIGN IS THE COMPOSITE RESULT OF Support 1 -101 lb 2 21= 5- 4. 593 5.50° 1.50^ WEB 2x4 HF STUD MULTIPLE LOAD CASES. Support 2 -102 lb BRG REQUIREMENTS shown are based ONLY 2x4 SPF 1650F-1.5E 1-5 • IF HANGERS ARE INDICATED ON THIS DRAWING, This truss is designed using the qn the tm%s material at each bearingPLATE VALUES PER ICBO RESEARCH REPORT #1607. THEY ARE BASED ON 1.5" HANGER NAILS FOR CBC-01 Code. ` Shim bearings (if needed) for req. support. 1-PLY AND 3" HANGER NAILS FOR MULTI-PLY Bldg Enclosed = Yes, Importance Factor = 1.00 TC FORCE AXL BND CSI + + + + + + + + + + + + + + + + + + + + + + GIRDERS. IF 2.5" GUN NAILS ARE USED, THE Truss Location = End Zone 1-2 -2700 0.03 0.32 0.35 Designed for 200 Plf drag-load applied HANGERS MUST BE RE-EVALUATED (BY OTHERS). Hurricane/Ocean Line = No Exp Category C 2-3 -2609 0.03 0.26 0.29 evenly along the top chord to the chord Bldg Length = 40.00 ft, Bldg Width = 20.00 ft O ea. bearing (unless noted), concurrently Mean roof height = 17.33 ft, mph, - 80 BC FORCE AXL BND CSI with dead + 0 $ live loads. D.P. = 1.33 CBC Special Occupancy, Dead Load = 12.6 psf 4-5 2099 0.29 0.17 0.47 Horiz. reaction = 2.0 K lbs..ea. bearing. 5-6 2098 0.29 0.18 0.47 Connection (by others) must transfer equal - load to each ply (or add-on) shown. WEB FORCE CSI WEB FORCE CSI + + + + + + + + + + + + + + + + + + + + + + - 1-4 -459 0.08 3-5 3018 0.98 , 1-5 3141 0.44 3-6-476 0.08 _ 2-5 919 0.30 , MAX DEFLECTION (span) L/863 MEM 4-5 (LIVE) LC `18 L- -0.14" D= -0.10" T= -0.24" ---_= Joint Locations - 55-3 44-11 1 0- 0- 0 4 0- 0 3 _ 2 5- 3- 0 5 S- 3- 0 5-3-0 10-2-0 3 10- 2- 0 6 lo- 2- Q 5-3-0 • 4-11-0 1 2 _ 3 3.0 5-4- 4-4 7-8 - 24-6 4 8 2-4-6 T-1 SHIP 1-0-10 1 -2 .. 1 0-13 gj 1CHITFCT QAC► GAR(,9 2 5 2-t W I 2.50 -2.50 I= OCC G 2001 it i 2-3-10 2-4-7 5-3-0 10-2-0 ea10 11-6-0 4 5-3-0 5 4-11-0 6 11- 0-0 STATi flk S1 TJ B S 5-3-0 10-2-0 11/30/2006 All plates are 20 gauge Truswal Connectors unless preceded by "MX" for HS 20 gauge or "H" for 16 gauge, positioned per Joint Detail Reports available from Truswal software, unless noted. Scale: 15/32" = 1• WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Job: EJ. w0: pd00847 ® This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer Chk' sb and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions DB nr: sb g are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads TC Live 20.00 psf DurFacs L=1.25 P=1.25 TRUSSWORKS utilized on this design meet or exceed the loading Imposed by the local building code and the particular application. The design assumes that the top chord A Com You Can Truss I is laterally braced by the roof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise a n p y noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed In any TC Dead 14.00 psf Rep Mbr Bnd 1.15 75-110 St. Charies ste-11 A environment!.^.at will cause the moisture content of the •.,cod to exceed 19°x. andlor wuce ccnnector plate corrosion. Fabricate, handle, Instali• BC Live 0.00 psf O.C.Spaeing 2- 0- 0 pi. PalmDesertCA. 92211 Desert, and brace this truss in accordance with the following standards: 'Joint and Cutting Detail Reports' available as output from Truswal software, BC Dead 17.00 Design Spec CBC 'ANSUTPI 1% WTCA 1' - Wood Truss Council of America Standard Design Responsibilities, 'BUILDING COMPONENT SAFETY INFORMATION' - psf -01 Phone (760) 341-2232 (SCSI 1.03) and'BCSI SUMMARY SHEETS' by WTCA and TPI. The Truss Plate Institute (TPI) Is located at 583 D'Onofric Drive, Madison, Fax # (760) 341-2293 Wisconsin 53719. The American Forest and Paper Association (AFPA) Is located at 1111 19th Street, NW, Ste 800, Washington, DC 20036. TOTAL 51.00 psf Seqn T6.5.41 - 62655 Job Name: bob smith Truss ID: B02 Qty: 2. Drw : BRC x -LOC REACT SIZE REQ'D TC 2x4 SPP 1650F -1.5E Web bracing required at each location shown. Required bearing widths and bearing areas 1 1- 2-12 1657 HGR 2.38^ BC 2x4 SPF 210OF-1.8E ® See standard details (TX01087001-001 rev/). apply when truss not supported in a hanger. .2 33- 3- 4 1657 5.50^ 2.38^ WEB 2x4 HF STUD Plating spec : ANSI/TPI - 1995 UPLIFT REACTION(S) : ERG REQUIREMENTS shown are based ONLY 2x4 SPP 1650F -1.5E 1-9 THIS DESIGN IS THE COMPOSITE RESULT OF Support 1 -240 lb - 4)n the triNs material at each bearingWEDGE 2x4 SPP 1650F -1.5E MULTIPLE LOAD CASES. Support 2 -240 lb ERG HANGER/CLIP NOTE PLATE VALUES PER ICBO RESEARCH REPORT #1607. IF HANGERS ARE INDICATED ON THIS DRAWING, This truss is designed using the 1 •HUS28 Loaded for 10 PSF non -concurrent BOLL. THEY ARE BASED ON 1.5" HANGER NAILS FOR CBC -01 Code. Support Connections)/Hanger(s) are + + + + + + + + + + + + + + + + + + + + + + 1 -PLY AND 3" HANGER NAILS FOR MULTI -PLY Bldg Enclosed = Yes, Importance Factor = 1.00 not designed for horizontal loads. Designed for 200 Plf drag load applied GIRDERS. IF 2.5" GUN NAILS ARE USED, THE Truss Location = End Zone SEE SIMPSON CATALOG evenly along the top chord to the chord HANGERS MUST BE RE-EVALUATED (BY OTHERS). Hurricane/Ocean Line = No , Exp Category = C FOR ADDITIONAL INSTALLATION NOTES O ea. bearing (unless noted), concurrently Bldg Length = 40.00 ft, Bldg Width = 20.00 ft with dead + 0 live loads. D.P. = 1.33 Mean roof height = 17.33 ft, mph - 80 TC FORCE AxL END CSI Horiz. reaction = 6.5 K lbs. ea. bearing. CBC Special Occupancy, Dead Load = 12.6 psf 1-2 -3843 0.12 0.16 0.27 Connection (by others) must transfer equal - 2-3 -4091 0.21 0.36 0.57 load to each ply (or add-on) shown. 3-4 -3189 0.08 0.36 0.44 + + + + + + + + + + + + + + + + + + + + + + 4-5 -3182 0.08 0.30 0.39 5-6 -4205 0.23 0.41 0.64 6-7 -4668 0.14 0.77 0.91 BC FORCE A%L END CSI 8-9 6500 0.59 0.06 0.65 - - MAX DEFLECTION (span) 9-10 7292 0.66 0.15 0.81 - - L/999 MEM 12-13 (LIVE) LC 1 10-11 6516 0.59 0.13 0.72 L- -0.28" D= -0.45" 'T= -0.73- 11-12 6235 0.57 0.13 0.69 - 12-13 7499 0.68 0.08 0.7 6 Joint Locations - -= = 13-14 7518 0.68 0.22 0.90 1 0- 0- 0 8 0- 0- 0 WEB FORCE CSI WBS FORCE CSI 2 3- 5- 8 9 3- 5- •8 3 9- 7- 4 10 9- 7- 4 1-8 -1594 0.29 4-11 1159 0.40 4 15- 9- 0 11 15- 9- 0 1-9 3766 0.56 5-11 -1397 0.86 2-9 -424 0. 5 21- 2- 3 12 21- 2- 3 2-10 1079 0.669 6 6-12 -1257 0.83 9 -la Seo 0.19 3-5$ 6-1-12 6-1-12 5-5-3 5-5-3 5-10-10 6 26- 7- 6 13 26- 7- 6 - 1 3-10 416 0.14 6-13 219 0.07 3-5-8 9-7-4 - 15-9-0 21-2-3 26-7-6 32-6-0 7 32- 6- 0 14 32- 6- 0_ 3-11 -1421 0.90 15-9-0 16-9-0 - 1 2 3 4 5 6 7 3.0 16.2- 4-4 T 3-4 3-4 T 4-8-0 IO -8- 12 3-4 4 -6 3-4 4-8.0 ' 12 4_12 -0-5-1 21S HIP 1 L 2-4 4-8 4-4 6-8 4-4 1.5-3 3-8 Q O WCHI%CCr Sp. GAq _C 32-6-0 1-0-0 8 9 10 12 13 14 ETU- 5 8 6-112 6-112 5-5-3 5-5-3 5-1010 3-5-8 9-7-4 15-9-0 21-2-3 26-7-6 32-6-0 V dPID QZ O 11/30/2006 All plates are 20 gauge Truswal Connectors unless preceded by 'W" for HS 20 gauge or "H" for 16 gauge, positioned per Joint Detail Reports available from Truswal software, unless noted. Scale: 1/8" = 1• ® WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Job: EJ. WO: pd00847 This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer Chk' sb and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions T R U S S WO R KS are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads Dsgnr: sb utilized on this design meet or exceed the loading imposed by the local building code and the particular application. The design assumes that the top chord TC Live 20.00 psf DurFacs L=1.25 P=1.25 A Company You Can Trussl is laterally braced by the roof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise p y noted. Bracing shown Is for lateral support of components members only to reduce buckling length. This component shall not be placed In any TC Dead 14.00 psf Rep Mbr Bnd 1.15 environment that :roi!! cause L".e me!sture content cl the rood to exceed 19% a,-,d.'or cause connector plate corrosion. Fabricate, handle, instal! BC Live 0.00sf O.C.S acin 2-0-0 79-110 St. Charies pi. ste-11A and brace this truss In accordance with the following standards: 'Joint and Cutting Detail Reports' available as output from Truswal software, p p g Palm Desert, CA. 92211 •ANSIrTPI 1', WTCA V- Wood Truss Council of America Standard Design Responsibilhies,'BUILDING COMPONENT SAFETY INFORMATION' - BC Dead 17.00 psf Design Spec CBC -01 Phone (760) 341-2232 (SCSI 1-03) and'BCSI SUMMARY SHEETS' by WTCA and TPI. The Truss Plate Institute (TPI) Is located at 583 D'Onofrlo Drive, Madison, Fax # (760) 341-2293 Wisconsin 53719. The American Forest and Paper Association (AFPA) Is located at 1111 19th Street, NW, Ste 800, Washington, OC 20036. TOTAL 51.00 psf Seqn T6.5.41 - 62656 Job Name: bob smith FORCE A%L BND CSI - Truss ID: B03 Qty: 5 Drw : BEG x -LOC REACT SIZE REQ'D TC 2x4 SPF 1650F -1.5E Plating Spec : ANSI/TPI - 1995 UPLIFT REACTION(S) 1 1- 2-12 1104 HGR 1.58^ BC 2x4 SPP 1650F -1.5E NOTE:MAXIMIMUM TRUSS SPACING IS 16.0 " O.C. Support 1 -188 lb 2 33- 3- 4 1105 5.50• 1.58• A Company You Can Trussl p y 2x4 ,HF STUD 12-4 - THIS DESIGN IS THE COMPOSITE RESULT OF Support 2 -188 lb , BEG REQUIREMENTS shown are based ONLYWEB 2x4 HF STUD MULTIPLE LOAD CASES. This truss is designed using the 4;n the treks material at each bearingWEDGE O.C.Spaeing - 1- 4- 0 .2x4 SPF 1650F -1.5E IF HANGERS ARE INDICATED ON THIS DRAWING,- CBC -01 Code. ERG HANGER/CLIP NOTE 'Lumber shear allowables are per NDS. THEY ARE BASED ON 1.5" HANGER NAILS FOR IjBldg Enclosed = Yes, Importance Factor = 1.00 1 •NUS28 PLATE VALUES PER ICBO RESEARCH REPORT #1607. - 1 -PLY AND 3" HANGER NAILS FOR MULTI -PLY Truss Location = End Zone Support Connection(s)/Hanger(s) are Loaded for 10 PSF non -concurrent BCLL. GIRDERS. IF 2.5" GUN NAILS ARE USED, THE Hurricane/Ocean Line = No Exp Category = C not designed for horizontal loads. Heel plates analyzed for eccentricity. HANGERS MUST BE RE-EVALUATED (BY OTHERS). Bldg Length = 40.00 ft, Bldg Width = 20.00 ft SEE SIMPSON CATALOG _ - Mean roof height = 17.33 ft, mph - 80 FOR ADDITIONAL INSTALLATION NOTES 0.29 0.98 CBC Special Occupancy, Dead Load = 12.6 psf TC FORCE A%L BND CSI Eng. Job: EJ. WO: pd00847 ® This design Is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer Chk: sb 1-2 -4769 0.18 0.18 0.37 Dsgnr: sb areto be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads TC Live 20.00 psf 2-3 -3575 0.19 0.44 0.63 A Company You Can Trussl p y Is laterally braced by the roof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise •. Rep Mbr Bnd 1.15 _ 3-4 -2499 0.05 0.28 0.33' 75-110 St. Charles pl. ste-11 A t BC Live 0.00 psf O.C.Spaeing - 1- 4- 0 Palm Desert, CA. 92211 4-5 -2435 0.05 0.21 0.25 Phone (760) 341-2232 1', WTCA 1' -Wood Truss Council of America Standard Design Responsibilities,'BUILDING COMPONENT SAFETY INFORMATION' - (SCSI 1-03) and'BCSI SUMMARY SHEETS' by wrCA and TPI. The Truss Plate Institute (TPI) is located at 583 D'Onofrio Drive, Madison, Fax # (760) 341-2293 5-6 -2809 0.10 0.25 0.36 - 6-7 -3114 0.08 0.28 0.36 BC FORCE AXL HND CSI _ - 8-9 4598 0.69 0.29 0.98 - - 9-10 4380 0.65 0.32 0.98 • - - ,. 10-11 3429 0.51 0.18 0.69 - 11-12 85 0.02 0.39 0.41 12-13 159 0.02 0.19 0.21. a 13-14 2986 0.45 0.18 0.63 _ ` - 14-15 2987 0.45 0.26 0.71 WEB FORCE CSI WEB FORCE CSI - 11-4 946 0.77 5-11 -409 0.30 . 2-9 446 0.15 11-13 2564 0.89 3-5-8 6-1-12 ' 6-1-12 5-5-3 5-55-5 3 5-10-10 2-10 3-10 -939 0.71 323 0.12 5-13 58 6-13 -299 0.02 0.20 • „ .. 3-5-8. - 9-7.4 , 1 -15-9-0 - 21-2-3 26-7-6 32-6-0 3-11 -1110 0.93 6-14 50 0.02 - 'i 15-9-0 I 16-9-0 - r' 1 2 3 4- 5 6 7 3.0 16-2- - 4-4 TT 4-8-0 4-" 5-12 1 a:0-6-12 MAX DEFLECTION (span) : _ L/982 MEM 9-10 (LIVE) LC 1. L= -0.39" D= -0.63" T= -1.02" Joint Locations =---- 1 0- 0- 0 9 3- 5- 8 2 3- 5- 8 10 9- 7- 4' 3 9- 7- 4 11 -15- 7-12 4 15- 9-'0 12 15- 7-12 5 21- 2- 3 13 21- 2- 3' 6 26- 7- 6 14 26- 7- 6 7 32- 6- 0- 15 32- 6- 0 8 0- 0__0 T 4-8-0 I-0 =0-5-121SHIP 0-2 3-8 3-4 r -o a 3-8 4ork.GA'pie Cj\ 12 4-0 Q Q1,T(gy 1x-8-8- ' 3-" 17.0-8 3 6-0 17-" cc C1,Q OJ1 8 9 10 112 13 14 15 ``0• 01 1-0 -5-8- 6-1-12 6-0-8 5-s-7 5-5-3 5-10-10 31 STUB 3-5-8 9-7-4 15-7-12i j, 21-2-3 26-7-6 32-6-0 , * Is se al ffc) 11/30/2006 All plates are 20 gauge Truswal Connectors unless preceded by "W" for HS 20 gauge or "H" for 16 gauge, positioned per Joint Detail Reports available from Truswal software, unless noted. Scale: 118" = 1' WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Job: EJ. WO: pd00847 ® This design Is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer Chk: sb and done In accordance with the current versions of TPI and AFPA design standards. No responsibility Is assumed for dimensional accuracy. Dimensions Dsgnr: sb areto be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads TC Live 20.00 psf DurFacs L=1.25 P=1.25 T R U S S WO R KS utilized on this design meet or exceed the loading Imposed by the local building code and the particular application. The design assumes that the top chord A Company You Can Trussl p y Is laterally braced by the roof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise TC Dead 14.00 Rep Mbr Bnd 1.15 noted. Bracing shown Is for lateral support of components members only to reduce buckling length. This component shall not be placed In any psf 75-110 St. Charles pl. ste-11 A environment that will cause the moisture content of the wood to exceed 19%andfer cause connector plate corrosion. Fabricate, handle, in3tall 'Joint BC Live 0.00 psf O.C.Spaeing - 1- 4- 0 Palm Desert, CA. 92211 and brace this truss In accordance with the following standards: and Cutting Detail Reports' available as output from Truswal software, 'ANSUTPI BC Dead 17.00 psf Design Spec CBC -01 Phone (760) 341-2232 1', WTCA 1' -Wood Truss Council of America Standard Design Responsibilities,'BUILDING COMPONENT SAFETY INFORMATION' - (SCSI 1-03) and'BCSI SUMMARY SHEETS' by wrCA and TPI. The Truss Plate Institute (TPI) is located at 583 D'Onofrio Drive, Madison, Fax # (760) 341-2293 Wisconsin 53719. The American Forest and Paper Association (AFPA) Is located at 1111 19th Street, NW, Ste 800, Washington, DC 20036. TOTAL 51.00 psf Seqn T6.5.41 - 62657 Job Name: bob smith Truss ID: B04 Qty: 2 Drw : BRG x -LOC REACT SIZE REQ'D TC 2x4 SPF 165OF-1.SE Plating spec : ANSI/TPI - 1995 UPLIFT REACTION(S) 1 0- 2-12 855 5.50: 1.50^ BC 2x6 HF 1650F -1.5E NOTE:MAXIMIMUM TRUSS SPACING IS 12.0 " O.C. Support 1 -155 lb 2 33- 3- 4 854 5.50^ 1.50• WEB '2x4 HF STUD THIS DESIGN IS THE COMPOSITE RESULT OF Support 2 -155 lb BRG REQUIREMENTS shoran are based ONLYWEDGE 2x4 SPF 1650F-1. 5E MULTIPLE LOAD CASES. This truss is designed using the Pn the trufts anterial at each bearingPLATE VALUES PER ICBG RESEARCH REPORT #1607. IF HANGERS ARE INDICATED ON THIS DRAWING, CBC -01 Code. Loaded for 10 PSP non -concurrent BCLL. THEY ARE BASED ON 1.5" HANGER NAILS FOR Bldg Enclosed = Yes, Importance Factor = 1.00 TC FORCE AXL HND CSI 1 -PLY AND 3" HANGER NAILS FOR MULTI -PLY Truss Location = End Zone 1-2 -4728 0.20 0.24 0.44 GIRDERS. IF 2.5" GUN NAILS ARE USED, THE - Hurricane/Ocean Line = No , Exp Category = C 2-3 -3078 0.14 0.38 0.52 HANGERS MUST BE RE-EVALUATED (BY OTHERS). Bldg Length = 40.00 ft, Bldg Width = 20.00 ft 3-4 -2030 0.03 0.23 0.26 Mean roof height = 17.33 ft, mph - 80 4-5 -1940 0.03 0.12 0.15 - CBC.Special Occupancy, Dead Load = 12.6 psf 5-6 -2229 0.05 0.11 0.17 - - - 6-7 -2522 0.07 0.09 0.16 BC FORCE AXL END CSI ' 8-9 4591 0.44 0.33 0.76 9-10 4223 0.40 0.33 0.74 - _ - 10-11' 2950 0.28 0.05 0.34 , 11-12 65 0.00.0.18 0.18 - •. 12-13 398 0.03 0.05 0.08 _ 13-14 2429 0.23 0.09 0.32 - - 14-15 2431 0.23 0.08 0.31 ' MAX DEFLECTION (span) L/999 MEM 9-10 (LIVE)'LC 1 wsH FORCE CSI WEB FORCE CSI L= -0.31" D= -0.49" T= -0.80" 11-4 779 0.28 '5-11 -309 0.20 2-9 600 0.21 11-13 1756 0.61 = Joint Locations = 2-10 -1258 0.95 5-13 58 0.02 1= 0- 0- 0 9 4- 5 8 3-10 355 0.13 6-13 -304 0.19 - - 2 4- 5- 8 10 10- 7- 4 3-11 -1069 0.88 6-14 41 0.02 „ _ 3 10- 7- 4 11 16- 8-12 4 16- 9- 0 12 16- 8-12 4-5-86-1-12 6-1-12 55-2 55-2 6-3-15 S 2-11- 8 13 2-11- 1 _ - 5 277- 2- 1 14 277- 2- 1 4-5-8 10-7-4 16-9-0 21-11-8 27-2-1 33-6-0 7 33- 6- 0 15 33- 6-,0 8 0- 0- 0 16-9-0 16-9-0 1 2 3 4 5 6 7 _ p 17- 4-4 J T 3-4 3-4 T , 4-8-0 4-4 4 -6 3-4 _ 4-8-0 4-10 3-6 I SHIP _ 1 20-5'12 7-8 -8-0 4-4 7-12 =0-5-121 4-6 5-8 7-8 3-8 CHI 4-" 17-0-0 33t-0 CJ v 8 9 10 112 13 14 15 ` cc1►- 4-5 6-1-12 6-1$ 5-2 5-2 6-3 10 X, v G 4-5-8 10-7-4 16-8-12 9 .21-11-8 27-2-1 33-6-0 J \` 11/30/2006 All plates are 20 gauge Truswal Connectors unless preceded by "MX" for HS 20 gauge or "H" for 16 gauge, positioned per Joint Detail Reports available from Truswal software, unless noted. Scale: 118" = 1' WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Job: EJ. WO: pd00847 ® This design is for an Individual building component not truss system. It has been based on specifications provided by the component manufacturer Chk' sb and done In accordance with the current versions of TPI and AFPA design standards. No responsibility Is assumed for dimensional accuracy. Dimensions Dsgnr: sb are to be verified by the component manufacturer andfor building designer prior to fabrication. The building designer must ascertain that the loads TC Live 20.00 psf DurFacs L=1.25 P=1.25 T R U S S WO R KS utilized on this design meet or exceed the loading imposed by the local building code and the particular application. The design assumes that the top chord A Company You Can Trussl Is laterally braced by the roof or floor sheathing and the bottom chord Is laterally braced by a rigid sheathing material directly attached, unless otherwise n p y noted. Bracing shown Is for lateral support of components members only to reduce buckling length. This component shall not be placed In any TC Dead 14.00 psf Rep Mbr Bnd 1.15 75-i i 0 St. Charles pi. ste-11 A ea:dronment that will cause themolslu:e content of:hc recd to exceed 19%andfor cause canna: or plate cc-roaon. Fabricato, handl,,, Install *Joint BC Live 0.00 psf P - O.C.S acin 1- 0- 0 p g Palm Desert, CA. 92211 and brace this truss in accordance with the following standards: and Cutting Detail Reports' available as output from Truswal software, •ANSgTPI BC Dead 17.00 psf Design Spec CBC -01 Phone (760) 341-2232 1', WTCA V - Wood Truss Council of America Standard Design Responsibilities,'BUILDING COMPONENT SAFETY INFORMATION'- (BCSI 1-03) and'BCSI SUMMARY SHEETS' by WTCA and TPI. The Truss Plate Institute (TPI) Is located at 583 D'Onofrio Drive, Madison, Fax # (760) 341-2293 Wisconsin 53719. The American Forest and Paper Association (AFPA) 15 located at 1111 19th Street, NW, Ste 800, Washington, Dc 20036. TOTAL 51.00 psf Seqn T6.5.41 - 62658 e Job Name: bob smith Truss ID: B05 Qty: 8 Drwg: BEG X -LOC REACT SIZE REQ•D TC 2x4 SPF 165OF-1.5E 1 0- 2-12 855 5.50" 1.50" BC 2x6 HF 1650F -1.5E 2, 33- 3- 4 854 5.50" 1.50• WEB 2x4 HF STUD BEG REQUIREMENTS shows are based ONLYPLATE VALUES PER ICBG RESEARCH REPORT #1607 4n the truks material at each bearingLoaded for 10 PSF non -concurrent BCLL. TC FORCE AXL HND CSI 1-2 -5178 0.23 0.42 0.65 2-3 -3447 0.12 0.44 0.56 3-4 -2641 0.06 0.13 0.18 4-5 -2016 0.04 0.06 0.10 5-6 -2017 0.04 0.06 0.10 6-7 -2641 0.06 0.13 0.18 7-8 -3446 0.12 0.44 0.56 8-9 -5176 0.23 0.42 0.65 BC FORCE AXL BND CSI 10-11 5035 0.48 0.12 0.60 11-12 4400 0.42 0.18 0.60 12-13 3321 0.32 0.05 0.36 13-14 2492 0.24 0.03 0.27 14-15 2492 0.24 0.03 0.27 15-16 3321 0.32 0.05 0.36 16-17 4398 0.42 0.18 0.60 17-18 5033 0.48 0.12 0.60 WEB FORCE CSI WEB FORCE CSI 2-11 901 0.31 6-14 -658 0.31 2-12 -1069 0.38 6-15 397 0.14 3-12 309 0.11 - 7-15 -847 0.34 3-13 -848 0.34 7-16 309 0.11 4-13 398 0.14 8-16 -1068 0.38 4-14 -658 0.31 8-17 900 0.31 5-14 823 0.28 T t 4-8-0 T5-12 2:0-5-12 E Plating spec : ANSI/TPI - 1995 UPLIFT REACTION(S) : NOTE:MAXIMIMUM TRUSS SPACING IS 12.0 " O.C. Support 1 -155 lb THIS DESIGN IS THE COMPOSITE RESULT OF Support 2 -155 lb MULTIPLE LOAD CASES. This truss is designed using the IF HANGERS ARE INDICATED ON THIS DRAWING, CBC -01 Code. THEY ARE BASED ON 1.5" HANGER NAILS FOR. Bldg Enclosed = Yes, Importance Factor = 1.00 1 -PLY AND 3" HANGER NAILS FOR MULTI -PLY Truss Location = End Zone GIRDERS. IF 2.5" GUN NAILS ARE USED, THE Hurricane/Ocean Line = No , Exp Category = C HANGERS MUST BE RE-EVALUATED (BY OTHERS). Bldg Length = 40.00 ft, Bldg Width 20.00 ft Mean roof height = 17.33 ft, mph - 80 CBC Special Occupancy, Dead Load = 12.6 psf 4-5=8 4-1-3 4-1-3 4-1-3 4-1-3 4-1-3 4-1-3 4-5=8 4-5-8 8-6-11 12-7-13 16.9-0 20-10-3 24-11-5 29-0-8 33-" 16-9-0 I 16-9-0 1 2 3 4 5 6 7 8 9 3.00 0 17- 4-44 4-" , I 44-" 10 11 12 13 14 15 16 17 18 4-5-8 4-1-3 4-1-3 4-1-3 4-1-3 4-1-3 4-1-3 4-5-8 4-5-8 8-6-11 12-7-13 16-9-0 20-10-3 24-11-5 29-0-8 33-6-0 MAX DEFLECTION (span) : L/999 MEM 13-14 (LIVE) LC 1 L= -0.38" D= -0.59" T= -0.97" Joint Locations =---- 1 -0- 0 10 0- 0- 0 2 4 - 5- 8 11 4- 5- 8 3 8 - 6-11 12 8- 6-11 4 12- 7-13 13 12- 7-13 5 16- 9- 0 14 16-l- 0 6 20-10- 3 15 20-10- 3 7 24-11- 5 16 24-11- 5 .8 29- 0- 8 17 29- 0- 8 9 33- 6- 0' 18 33- 6- 0 .T 4-8-0 SHIP SO.S_,21 11/30/2006 All plates are 20 gauge Truswal Connectors unless preceded by "W" for HS 20 gauge or "H" for 16 gauge, positioned per Joint Detail Reports available from Truswal sof£warer_uriless-noted. Scale: 1/8" = 1• WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Job: EJ. w0: pd00847 ® This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer Chk: sb and done in accordance with the current versions of TPI and AFPA design standards. No responsibility Is assumed for dimensional accuracy. Dimensions are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads Dsgnr: sb TC Live 20.00 psf DurFacs L=1.25 P=1.25 T R U S S WO R KS utilized on this design meet or exceed the loading imposed by the local building code and the particular application. The design assumes that the top chord A Company You Can Truss! p y Is laterally braced by the roof or floor sheathing and the bottom chord Is laterally braced by a rigid sheathing material directly attached, unless otherwise noted. Bracing shown Is for lateral support of components members only to reduce buckling length. This component shall not be placed In any TC Dead 14.00 psf Rep Mbr Bnd 1.15 75-110 5t. Charles pl. ste-11A Palm Desert, CA. 92211 Phone (760) 341-2232 -` .ha.:..I ca.the mcL^fu .comer: of t.".a : acd to excccd 19° and/o: aacx cenncc:er pia:c c cslcn. Fab on , hand:c, inc a:: and brace this truss in accordance with the following standards: 'Joint and Cutting Detail Reports' available as output from Truswal software, 'ANSI/TPI 1','WTCA 1' - Wood Truss Council of America Standard Design Responsibilities, 'BUILDING COMPONENT SAFETY INFORMATION' - (SCSI 1-03) and'BCSI SUMMARY SHEETS' by wTCA and TPI. The Truss Plate Institute (TPI) is located at 583 D'Onofrio Drive, Madison, BC Live 0.00 psf BC Dead 17.00 psf O.C.Spacing i-0-0 Design Spec CBC -0'I Fax # (760) 341-2293 Wisconsin 53719. The American Forest and Paper Association (AFPA) Is located at 1111 19th Street, NW, Ste 800, Washington, OC 20036. TOTAL 51.00 psf Seqn T6.5.41 - 62659 Job Name: bob smith Truss ID: B05A Qty: 1 Drw : BEG x -LOC REACT SIZE REQ•D TC 2x4 SPP 1650F -1.5E Plating spec : ANSI/TPI - 1995 This design based on chord bracing applied 1 0- 2-12 1139 5.50^ 1.63^ BC 2x4 SPP 165OF-1.5E NOTE:MAXIMIMUM TRUSS SPACING IS 16.0 " O.C. per the following schedule: 2 33- 3- 4 1139 5.50^ 1.63^ WEB 2x4 HP STUD THIS DESIGN IS THE COMPOSITE RESULT OF - max o.c. from to BRG REQUIREMENTS shownare based ONLYWEDGE 2x4 SPF 1650F-1.SE MULTIPLE LOAD CASES. TC 24.00" 13- 3- 9.. 19- 0--0 the trubs material at each bearingPLATE VALUES PER ICBG RESEARCH REPORT #1607. IF HANGERS ARE INDICATED ON THIS DRAWING, UPLIFT REACTION(S) noted. Bracing shown Is for lateral support of components members only to reduce buckling length. This component shall not be placed in any psf Loaded for 10 PSF non -concurrent BCLL. - THEY ARE BASED ON 1.5" HANGER NAILS FOR Support 1 -191 lb TC FORCE AXL BND CSI Drainage must be provided to avoid ponding. 1 -PLY AND 3" HANGER NAILS FOR MULTI -PLY Support 2 -191 lb 1-2 -3232 0.09 0.32 0.41 Continuous lateral bracing attached to flat GIRDERS. IF 2.5" GUN NAILS ARE USED, THE This,trussis designed using the 2-3 -3102 0.12 0.22 0.34 TC as indicated. Lumber must be structural HANGERS MUST BE RE-EVALUATED (BY OTHERS). CBC -01 Code. 3-4 -2643 0.13 0.35 0.48 grade. Brace O 24" o.c. unless noted. Bldg Enclosed Yes, Importance Factor = 1.00 4-5 -3102 0.12 0.22 0.34 Truss Location End Zone 5-6 -3232 0.09 0.32 0.41 Hurricane/Ocean Line = No Exp Category = C • Bldg Length = 40.00 ft, Bldg Width = 20.00 ft BC FORCE AxL BND CSI Mean roof height = 17.30 ft, mph - 80 7-8 3097 0.46 0.25 0.71 - _ • .- - - CBC Special Occupancy, Dead Load = 12.6 psf 8-9 2534 0.27 0.39 0.66 - - 9-10 2534 0.27 0.39 0.66 - - 10-11 3097 0.46 0.25 0.71 WEB FORCE CSI WEB FORCE CSI 2-8 -216 0.05 4-9 231 0.08 3-8 554 0.19 4-10 554 0.19 _ - - MAX DEFLECTION (span) 3-9 231 0.08 5-10 -216.0.05 - - - L/999 ,MEM 8-9 (LIVE).LC. 1 L= -0.26" D= -0.46" T= -0.72" r - - - _ ----= Joint Locations _ __- 1 0- 0- 0 7 0- 0- 0 - 2 7-'5-11 8 8- 7- 3 3 14- 6- 0 9 16- 9- 0 4 19- 0- 0 -10 24-10-13 5 26- 0- 5'. 11 .33- 6- 0 7-5-11 7-0-5 4-" 7-0-5 7-5111 6 33- 6- 0 t 7-5-11 .14.6-0 19-0-0 26-0-5 33'-6-0 16-5-11 11 ! I 16-5-11 i 2 3 0 4 5 6 27 30 I 4-6-0 1 -3 14 ., T 1.5-3 6-6 T 4-7-3 4-7-3 3-6 3 6-2 3.6 I SHIP =0-5-12 =0-5-121 3-4 5-5 3-4 3-8 3-8 pRCHITFCr Q O GARS 33-6-09 a 7 8 8-7-3 10 11 8-1-13 8-1-13 8-7-3 = rX% 8-7-3, 16-9-0 24-10-13 33-6-0 11/30/2006 All plates are 20 gauge Truswal Connectors unless preceded by "Mx" for HS 20 gauge or "H" for 16 gauge, positioned per Joint Detail Reports available from Truswal software, unless noted. Scale: 1/8" = 1' WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Job: EJ. WO: pd00847 ® This design is for an Individual building component not truss system. it has been based on specifications provided by the component manufacturer Chk: sb and done In accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions Dsgnr: sb are to be verified by the component manufacturerand/or building designer prior to fabrication. The building designer must ascertain that the loads TC Live 20.00 psf DurFacs L=1.25 P=1.25 TR U SS WO RKS utilized on this design meet or exceed the loading Imposed by the local building code and the particular application. The design assumes that the top chord A Company You Can Truss l p y is laterally braced by the roof or floor sheathing and the bottom chord Is laterally braced by a rigid sheathing material directly attached, unless otherwise TC Dead 14.00 Rep Mbr Bnd 1.15 noted. Bracing shown Is for lateral support of components members only to reduce buckling length. This component shall not be placed in any psf 75-110 fit. Charles ste-11 A envlranmen! ffiet :v!!l cause the moisture content of the wood to exceed 19%andlor cause connector plate corrosion. Fabricate, handle, Install or, L7VC 0.00 psf O r Spacing 1-4-0 pi. Palm Desert, CA. 92211 and brace this truss In accordance with the following standards: 'Joint and Cutting Detail Reports' available as output from Truswal software, BC Dead 17.00 psf Design Spec CBC -01 Phone (760) 341-2232 ANSIITPI V,'WTCA 1' - Wood Truss Council of America Standard Design Responsibilities,'BUILDING COMPONENT SAFETY INFORMATION' - (SCSI 1-03) and'BCSI SUMMARY SHEETS' by WTCA and TPI. The Truss Plate Institute (TPI) Is located at 583 D'Onofrio Drive, Madison, Fax # (760) 341-2293 Wisconsin 53719. The American Forest and Paper Association (AFPA) !s located at 1111 19th Street, NW, Ste 800, Washington, DC 20036. TOTAL 51.00 psf Seqn T6.5.41 - 62660 r - Job Name: bob smith Truss ID: B05B Qty: 1 Drw : BRG x -LOC REACT SIZE REQ; TC 2x4 SPF 165OF-1.5E Plating spec ANSI/TPI - 1995 This design based on chord bracing applied 1 0- 2-12 1139 5.50^ 1.63^ BC 2x4 SPF 1650F -1.5E NOTE:MAXIMIMUM TRUSS -SPACING IS 16.0 " O.C. per the following schedule: 2 33- 3- 4 1139.5.50" 1.63^ WEB 2x4 HF STUD THIS DESIGN IS THE COMPOSITE RESULT OF max o.c. from to BEG REQUIREMENTS shown are based ONLYWEDGE 2x4 SPP 1650F -1.5E MULTIPLE LOAD CASES. TC 24.00" 13- 3- 9 19- 0- 0 pn the trubs material at each bearingPLATE VALUES -PER ICBO RESEARCH REPORT #1607. IF HANGERS ARE INDICATED ON THIS DRAWING, UPLIFT REACTION(S) Loaded for 10 PSF non -concurrent BOLL. ,, THEY ARE BASED ON 1.5" HANGER NAILS FOR ` Support 1 -191 lb • , TC FORCE A.XL BND CSI Drainage must be provided to avoid ponding. 1 -PLY AND 3" HANGER NAILS FOR MULTI -PLY Support 2 -191.1b - - ' 1-2 -3232 0.09 0.32 0.41 Continuous lateral bracing attached to flat GIRDERS. IF 2.5" GUN NAILS ARE USED, THE This truss is designed using the ' 2-3 -3102 0.12 0.22 0.34 TC as indicated. Lumber must be structural HANGERS MUST BE RE-EVALUATED_ (BY OTHERS).. CBC -01 Code. 3-4 -2644 0.13 0.35 0.48 grade. Brace O 24" o,c. unless noted. _ Bldg Enclosed = Yes, Importance Factor 1.00• - 4-5 -3102 0.12 0.22 0.39 • Truss Location = End Zone 516 -3232 0.09 0.32 0.41 - . Hurricane/Ocean Line = No Exp Category =,.0 Bldg Length = 40.00 ft, Bldg Width 20.00 ft BC FORCE' A2'L BND CSI - Mean roof height = 17.17 ft, mph = 80' 7-8 3098 0.46 0.25 0.71 CBC Special Occupancy, Dead Load 12.6 psf 8-9 2534 0.27 0.39 0.66- 9-10 2534 0.27 0.39 0.66 7 IF - 10-11 3098 0.46 0.25 0.71 + WEB FORCE CSI WEB FORCE CSI - • _ . 2-8 -216 0.05 4-9 231 0.08 - c. 3-8 554 0.19 4-10 554 0:19 - MAX DEFLECTION (span) :- 3-9 231 0.08. •,,5-10 -216 0.05 L/999MEM 8-9' (LIVE) LC 1 L= -0.26" D= -0.46" T='-0.72" } - - - - - .==== Joint Locations =____ • s _ t 1 0- 0- 0 7 0- Q- 0 2 7- 5-11 8 8- 7- 3 a 3 14- 6- 0 9 16, 9- 0 ' t 4 19- 0-, 0 10 24-10-13 .5 26- 0- 5 11 33- 6-°0' 7-5-11 7-07-05 4-" 7-0-5 775-11 6 33- 6- 0 ' 7-5-11 14-6-0 19-" 26-0-5 33-6-0 - 15-5-11 l 15-5-11 3.00 I .4-6-0 3 14 6-6 T1.5-34-4-3 3 3-6 3 1 6 2 3-0 SHIP =0-5-12 =0-5-12 3-4 5-5 34 3-8 3-8 "'Raver _100 r 7 .8 9 10 11 8 8 6 8 Noc p 1 8-7-3 16-9-0 24-10-13 33-" Re V - • °rs;; ` "P \ 1/30/2006 •AII plates are 20 gauge Truswal Connectors unless preceded by "Mx" for HS 20 gauge or "H" for 16 gauge, positioned per Joint Detail Reports available from Truswal software, unless noted. Scale: 1/8" = 1' ® WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Job: EJ. WO: pd00847 This design Is for an Individual building component not truss system. it has been based on specifications provided by the component manufacturer Chk: sb and done In accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions T R U S S W O R KS are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads Dsgnr: sb utilized on this design meet or exceed the loading imposed by the local building code and the particular application. The design assumes that the top chord TC Live 20.00 psf DurFaes L=1.25 P=1.25 A Company You Can Truss! is laterally braced by the roof or Boor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise p y noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed In any TC Dead 14.00 psf Rep Mbr Bnd 1.15 env!rorment that w!!! cause the moisture content of the wood to exceed 19% and/or ca -use connector plate corrosion.. Fabricate, handle,instal! 76-110 Jt. Charles pl. Ste -11A BO Live' 0.0u psi O.C.SpaCttlg i-4-0 Palm DesertCA. 92211 and brace this truss in accordance with the following standards: Cutting Detail Reports' available as output from Truswal software, - r 'ANSI/TPI 1', WTCA V - Wood Truss Council of America Standard Design Responsibilh!es,'BUILDING COMPONENT SAFETY INFORMATION' - BC Dead 17.00 psf Design Spec CBC -01 Phone (760) 341-2232 (SCSI "3) and'BCSI SUMMARY SHEETS' by WTCA and TPI. The Truss Plate Institute (TPQ is located at 583 D'Onofrio Drive, Madison, Fax # (760) 341-2293 Wisconsin 53719. The American Forest and Paper Association (AFPA) is located at 11111 19th Street, NW, Ste 800, Washington, OC 20036. TOTAL 51.00 psf Seqn T6.5.41 - 62661 /Job Name: bob smith Truss ID: B06 Qtv: 1 Drwq: I ERG x -LOC REACT' SIZE REQ'D TC 2x4 SPP 1650F-1.SE 1 0- 2-12 1139 5.50" 1.63" BC 2x4 SPP 165OF-1.SE 2 33- 3- 4 1139 5.50• 1.63• WEB 2x4 HF STUD BRG REQDIRRIONTS shcwa are based ONLYWEDGE 2x4 SPF 1650F -1.5E tan the truss material at each bearingPLATE VALUES PER ICBO RESEARCH REPORT #1607. Loaded for 10 PSF non -concurrent BOLL. TC FORCE AXL BND CSI Drainage must be provided to avoid ponding. 1-2 -3232 0.09 0.32 0.41 Continuous lateral bracing attached to flat 2-3 -3102 0.12 0.22 0.34 TC as indicated. Lumber must be structural 3-4 -2644 0.13 0.35 0.48 grade. Brace O 24" o.c. unless noted. 4-5 -3102 0.12 0.22 0.34 5-6 -3232 X0.09 0.32 0.41 BC FORCE A8L END CSI 7-8 3098 0.46 0.25 0.71 8-9 2534 0.27 0.39 0.66 9-10 2534 0.27 0.39 0.66 10-11 3097 0.46 0.25 0.71 WEB FORCE CSI WEB FORCE CSI 2-8 -216 0.05 4-9 231 0.08 3-8 554 0.19 4-10 554 0.19 3-9 231 0.08 5-10 -216 0.05 Plating Spec : ANSI/TPI - 1995 NOTE:MAXIMIMUM TRUSS SPACING IS 16.0 " O.C. THIS DESIGN IS THE COMPOSITE RESULT OF MULTIPLE LOAD CASES. IF HANGERS ARE INDICATED ON THIS DRAWING, THEY ARE BASED ON 1.5" HANGER NAILS FOR 1 -PLY AND 3" HANGER NAILS FOR MULTI -PLY GIRDERS. IF 2.5" GUN NAILS ARE USED, THE HANGERS MUST BE RE-EVALUATED (BY OTHERS). 7-5-11 7-07-05 4-6-0 7-5-11 14-6-0 19-0-0 14-5-11 ® 1 2 34-6-1 0-6 300 Dsgnr:sb 7-0-5 - 7-5-11 26-0-5 33-6-0 14-5-11 '5 6 J-4 a -a s -n 3-8 3-8 33-6-0 7 8 9 10 11 8-78-7 3 8-1-13 8-113 8-73 8-7-3 16-9-0 24-10-13 33-6-0 This design based on chord bracing applied per the following schedule: max o.c. from to TC 24.00" 14- 5-11 19- 0- 0 UPLIFT REACTIONS) : Support 1 -189 lb Support 2 -189 lb This truss is designed using the CBC -01 Code. Bldg Enclosed = Yes, importance Factor = 1.00 Truss Location = End Zone Hurricane/Ocean Line = No , Exp Category = C Bldg Length - 40.00 ft, Bldg Width = 20.00 ft Mean roof height = 17.05 ft, mph 80 CBC Special Occupancy, Dead Load = 12.6 psf MAX DEFLECTION (span) : L/999 MEM 8-9 (LIVE) LC 1 L= -0.26" D= -0.46" T= -0.72" ===== Joint Locations =---- 1 0- 0- 0 7 0- 0- 0 2 7- 5-11 8 8- 7- 3 3 14- 6- 0 9 16- 9- 0 4 19- 0- 0 10 24-10-13 5 26- 0- 5 11 33- 6- 0 6 33- 6- 0 T 4-1-3 t-6 I SHIP =0-5-121 Q7 1013P1opt` ? c -- 11/30/2006 All plates are 20 gauge Truswal Connectors unless preceded by "MX" for HS 20 gauge or "H" for 16 gauge, positioned per Joint Detail Reports available from Truswal software, unless noted. Scale: 1/8" = 1' WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Job: EJ. Wo: pd00847 ® This design Is for an individual building component not truss system. it has been based on specifications provided by the component manufacturer Chk: sb and done In accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions Dsgnr:sb are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads TC Live 20.00 psf DurFacs L=1.25 P=1.25 TRUSSWORKS utilized on this design meet or exceed the loading Imposed by the local building code and the particular application. The design assumes that the top chord A Company You Can Trussl Is laterally braced by the roof or floor sheathing and the bottom chord Is laterally braced by a rigid sheathing material directly attached, unless otherwise p y noted. Bracing shown Is for lateral support of components members only to reduce buckling length. This component shall not be placed in any TC Dead 14.00 psf Rep Mbr Bnd 1.15 s 75-110 at. Charles ste-11F1 environment that will cause the moishim content of the wood to exceed 19%and/or cause connector plate corrosion. Fabricate, handle, Install BC Live 0.00 psf O.C.Spacing 11-4-0 pi. PalmDesertCA. 9pi. Desert, and brace this truss In accordance with the following standards: 'Joint and Cutting Detail Reports' available as output from Truswal software, 'ANSVTPI 1','WTCA V. Wood Truss 'BUILDING COMPONENT SAFETY INFORMATION'. BC Dead 17.00 psf Design Spec CBC -01 Phone (760) 341-2232 Council of America Standard Design Responsibilities, (SCSI 1-03) and'BCSI SUMMARY SHEETS' by WTCA and TPI. The Truss Plate Institute (TPI) Is located at 583 D'Onofrio Drive, Madison, Fax # (760) 341-2293 Wisconsin 53719. The American Forest and Paper Association (AFPA) Is located at 1111 19th Street, NW, Ste 800, Washington, DC 20036. TOTAL 51.00 psf Seqn T6.5.41 - 62662 Job Name: bob smith Truss ID: B07 Qty: 1 Drw : BRG x -LOC REACT SIZE REQ'D TC 2x4 SPF 1650F-1.SE Plating spec : ANSI/TPI - 1995, UPLIFT. REACTION(S) : 1 0- 2-12 765 5.50" 1.50^ BC 2x4 SPF 165OF-1.5E THIS DESIGN IS THE COMPOSITE RESULT OF Support 1 -124 lb 2 14- 9- 4 765 5.50• 1.50• WEB 2x4 HF STUD MULTIPLE LOAD CASES. Support 2 -155 lb BRG REQUIREMENTS shown are based ONLYPLATE VALUES PER ICBG RESEARCH REPORT #1607. IF HANGERS ARE INDICATED ON THIS DRAWING, - HORIZONTAL REACTIONS) : on the tzuas material at each bearingLoaded for 10 PSP non -concurrent BCLL.. ,THEY ARE BASED ON 1.5" HANGER NAILS FOR support 1 134 lb Drainage must be provided to avoid ponding. 1 -PLY AND 3" HANGER NAILS FOR MULTI -PLY support 2 - 134 lb _ TC FORCE AXL BND CSI End verticals designed for axial loads only. GIRDERS. IF 2.5" GUN NAILS ARE USED, THE This truss is designed using the 1-2 -1634 0.02 0.36 0.39 Extensions above or below the truss profile • HANGERS MUST BE RE-EVALUATED (BY OTHERS). CBC -01 Code. - 2-3 -533 0.00 0.34 0.34 (if any) require additional consideration Bldg Enclosed = Yes, Importance Factor 1.00 3-4 -457 0.00 0.09 0.09 (by others) for horiz. loads on the bldg. Truss Location = End Zone _ Hurricane/Ocean Line- No , Exp Category = C BC FORCE AXL BND CSI Bldg Length = 40.00 ft, Bldg Width = 20.00 ft 5-6 1531 0.19 0.24 0.43 Mean roof height = 16.92 ft, mph = 80 6-7 1516 0.19 0.23 0.42 - - - CBC Special Occupancy, Dead Load = 12.6 psf, 7-8 134 0.00 0.14 0.14 - WEB FORCE CSI WEB FORCE CSI 2-6 217 0.10 4-7 813 0.28 - 2-7 -1112 0.84 4-8 -748 0.20 - 3-7 -142 0.04 MAX DEFLECTION (span) ` L/999 MEM 5-6 (LIVE) LC 1 L= -0.04" D= -0.10" T- -0.13" • • ---_'Joint Locations -- -- 6-11-7 5-11-1 2-1-8 , 1. 0- 0- 0 5 0- 0- 0 2 6-11- 7 6 6-11- 7 6-11-7 12-10-8 1"_0 3 12-10- 8 7 12-10- 8 ' 13-5-3 4 15- 0- 0 8 is- 0- 0 ' , 11 2 3 4 . 3.00' r 0 1-6 8 r : 3.4 f 13-3 } 3-4 3 10 13 6 8 3-10-1 -0 SHIP 3.4 MI "kgcMlTFC t 'JO -5-12 G 1.5-3 3-8 2-4 Cyd O o zG006 • • - ' ,, No. moo, 1ti ( 0A _ O 1"_0 6 dP 5 - 7 8 6-1 5-11-- 1 2-1$ STATE pF GP 6-11-7 12-10-8 15-0-0 11/30/2006 All plates are 20 gauge Truswal Connectors unless preceded by 'W" for HS 20 gauge or "H" for 16 gauge, positioned per Joint Detail Reports available from Truswal software, unless noted. Scale: 5/16" = 1' ® WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Job: EJ. WO: pd00847 ` This design Is for an Individual building component not truss system. it has been based on specifications provided by the component manufacturer Chk: sb and done In accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions T R U S S W O R KS are to be verified by the component manufacturer andfor building designer prior to fabrication. The building designer must ascertain that the loads Dsgnr: sb utilized on this design meet or exceed the loading imposed by the local building code and the particular application. The design assumes that the top chord TC Live 20.00 psf DurFacs L=1.25 P=1.25 A Company You Can Truss! Is laterally braced by the roof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise noted. Bracing shown Is for lateral support of components members only to reduce buckling length. This component shall not be placed in any TC Dead 14.00 psf Rep Mbr Bnd 1.15 75-110 St. Charles pl. ste-11 A environment that will cause the moisture consent of the wood to exceed t9 A andfor cause connector plate corrosion. Fabricate, handle, install BC Live 0.00 psf O.C.Spacing 2- 0- 0 Palm Desert, CA. 92211 and brace this truss In accordance with the following standards: 'Joint and Cutting Detail Reports' available as output from Truswal software, 'ANSITPI 1'. WTCA V - Wood Truss Council of America Standard Design Responsibilities,'BUILDING COMPONENT SAFETY INFORMATION' • BC Dead 17.00 psf Design Spec CBC -01 Phone (760) 341-2232 (BCSI 1-03) and 'SCSI SUMMARY SHEETS' by WTCA and TPI. The Truss Plate Institute (TPI) Is located at 583 D'Onofrio Drive, Madison, Fax # (760) 341-2293 Wisconsin 53719. The American Forest and Paper Association (AFPA) is located at 1111 19th Street, NW, Ste 800, Washington, De 20036. TOTAL 51.00 psf Segn T6.5.41 - 62663 Job Name: bob smith Truss ID: B08 Qty: 1 Drw : ERG x -LOC REACT SIZE REQ'D TC 2x4 SPF 165OP-1.5E Plating spec : ANSI/TPI - 1995 This design based on chord bracing applied 1 0- 2-12 765 5.50^ 1.50^ BC 2x4 SPP 165OF-1.5E THIS DESIGN IS THE COMPOSITE RESULT OF per the following schedule: 2 14- 9- 4 765 5.50• 1.50• WEB 2x4 HF STUD MULTIPLE LOAD CASES. max o.c. from to BEG REQUIREMENTS shown are based ONLYPLATE VALUES PER ICBG RESEARCH REPORT #1607. IF HANGERS ARE INDICATED ON THIS DRAWING, TC 24.00" 8- 3- 1 15-:0- 0 . vn the truss material at each bearingDrainage must be provided to avoid ponding. THEY ARE BASED ON 1.5" HANGER NAILS FOR UPLIFT REACTION(S) : - 1.5-3 3-10 2-4 • Continuous lateral bracing attached to flat - 1 -PLY AND 3" HANGER NAILS FOR MULTI -PLY Support 1 -131 lb TC FORCE AXL BND CSI TC as indicated. Lumber must be structural GIRDERS. IF 2.5" GUN NAILS ARE USED, THE Support 2 -147 lb 1-2 -.1733 0.02 0.34 0.36 grade. Brace ® 24" o.c. unless noted. HANGERS MUST BE RE-EVALUATED (BY OTHERS). This truss is designed using the 2-3 -1305 0.01 0.25 0.27 End verticals designed for axial loads only. CBC -01 Code. " 3-4 -1234 0.04 0.55 0.58 Extensions above or below the truss profile Bldg Enclosed = Yes, Importance Factor TF (if any) require additional consideration Truss Location = End Zone BC FORCE AXL BND CSI _ '441-7 8-10-8 15-0-0 (by others) for horiz. loads on the bldg. Hurricane/Ocean Line = No Exp Category = C 5-6 1634 0.24 0.23 0.47 11 /30/2006 Bldg Length =•40.00 ft, Bldg Width 20.00,ft 6-7 1627 0.20 0.24 0.44 WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Job: EJ. Mean roof height = 16.67 ft, mph 80 - 7-8 90 0.00 0.24 0.24 Chk: sb CBC Special Occupancy, Dead Load = 12.6 psf WEB FORCE CSI WEB FORCE CSI ``• ,, •' 2-6 87 0.04 4-7 1317 0.46- T RU S SWO utilized on this design meet or exceed the loading Imposed by the local building code and the particular application. The design assumes that the top chord TC Live 20.00 psf 2-7 -403 0.14 4-8 -671 0.14 - - m -• 3-7 97 0.03 psf 75-110 St. Charles pi. ste-11 A environment that will c= --use the molsture content of the wood to exceed 19% and/or cause connector p!ate corrosion. Fabricate, handle, Ir.<--rml! - • t ,. - MAX DEFLECTION (span) BC Dead 17.00 psf - - • L/999 MEM 6-7 (LIVE) LC 1 Fax # (760) 341-2293 Wisconsin 53719. The American Forest and Paper Association (AFPA) is located at 1111 19th Street, NW, Ste 800, Washington, DC 20036. TOTAL 51.00 psf L= -0.05" D= -0.08" T= -0.13". - - - Joint Locations = -- 1 0- 0- 0 5 0- 0 0 ' 4-114-117 3-113-11_ 1 6-1-8 2 4-11- 7 6. 4-11- 7 -. 4-11-7 8-10$ - 15-0-0 4 15-10- 0 8 15-10- 0 N 1153' 11 - r 2- 3 4 23 3.00 91 4g T 3-4-1. 3-4 I 3-4-1 c 3-4 -0 rTE r C I0-5-12 t .49 GAR 4y 1.5-3 3-10 2-4 v Q is s 7 -- - s' TF 4-11-73-11-1 6-, . . _ '441-7 8-10-8 15-0-0 . 11 /30/2006 All plates are 20 gauge Truswal Connectors unless preceded by "MX" for HS 20 gauge or "H" for 16 gauge, positioned per Joint Detail Reports available from Truswal software, unless noted. Scale: 5/16" = 1' WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Job: EJ. WO: pd00847 ® This design Is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer Chk: sb and done in accordance with the current versions of TPI and AFPA design standards. No responsibility Is assumed for dimensional accuracy. Dimensions Dsgnr: sb RKS are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads T RU S SWO utilized on this design meet or exceed the loading Imposed by the local building code and the particular application. The design assumes that the top chord TC Live 20.00 psf DurFacs L=1.25 P=1.25 A Company You Can Truss! p y is laterally braced by the roof or floor sheathing and the bottom chord Is laterally braced by a rigid sheathing material directly attached, unless otherwise TC Dead 14.00 Rep Mbr Bnd 1.15 noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed in any psf 75-110 St. Charles pi. ste-11 A environment that will c= --use the molsture content of the wood to exceed 19% and/or cause connector p!ate corrosion. Fabricate, handle, Ir.<--rml! - BC Live 0.00 psf O.C.Spacing 2- 0- 0 Palm Desert, CA. 92211 and brace this truss in accordance with the following standards: 'Joint and Cutting Detail Reports' available as output from Truswal software, 'ANSVTPI `WTCA BC Dead 17.00 psf Design Spec CBC -01 Phone (760) 341-2232 1% V. Wood Truss Council of America Standard Design Responsibilities,'BUILDING COMPONENT SAFETY INFORMATION'- (SCSI 1-03) and'BCSI SUMMARY SHEETS' by WTCA and TPI. The Truss Plate Institute (TPI) is located at 583 D'Onofrio Drive, Madison, Fax # (760) 341-2293 Wisconsin 53719. The American Forest and Paper Association (AFPA) is located at 1111 19th Street, NW, Ste 800, Washington, DC 20036. TOTAL 51.00 psf Seqn T6.5.41 - 62664 c Job Name: bob smith Truss ID: B09 Qty 1 Drw : BRG x -Loc REACT SIZE REQ'D TC 2x4 SPF 1650F -1.5E Plating spec : ANSI/TPI - 1995 This design based on chord bracing applied 1 0- 2-12 765 5.50• 1.50• BC 2x4 SPF 1650F -1.5E THIS DESIGN IS THE COMPOSITE RESULT OF per the following schedule: 2 14- 9- 4 765 5.50' 1.50• WEB 2x4 HF STUD MULTIPLE LOAD CASES. max o.c. from to BRG REQUIREMENTS shown are based ONLYPLATE VALUES PER ICBO RESEARCH REPORT #1607. IF HANGERS ARE INDICATED ON THIS DRAWING, TC 24.00" 9- 5- 3 '15- 0- 0 0 wn the truss tnaterial at each bearinglirainage must be provided to avoid ponding. THEY ARE BASED ON 1.5" HANGER NAILS FOR UPLIFT REACTION(S) : - Continuous lateral bracing attached to flat 1 -PLY AND 3" HANGER NAILS FOR MULTI -PLY Support 1 -130 lb ` TC FORCE AXL BND CSI TC as indicated. Lumber must be structural GIRDERS. IF 2.5" GUN NAILS ARE USED, THE Support 2 -145 lb 1-2 -1733 0.02 0.34 0.36 grade. Brace O 24" o.c. unless noted. HANGERS MUST BE RE-EVALUATED (BY OTHERS)_ This truss is designed using the 2-3 -1305 0.01 0.25 0.27• End verticals designed for axial loads only. CBC -01 Code. 3-4 -1234 0.04 0.55 0.58 Extensions above or below the truss profile Bldg Enclosed = Yes, Importance -Factor, = 1.00 (.if any) require additional consideration.' Truss Location = End Zone BC FORCE AXL BND CSI (by others) for horiz. loads on the bldg. Hurricane/Ocean Line = No , Exp Category C 5-6 1634 0.24 0.23 0.47 - - - Bldg Length = 40.00 ft, Bldg Width - 20.00 ft 6-7 1627 0.20 0.24 0.44 Mean roof height = 16.42 ft, mph = 80 7-8 90 0.00 0.24 0.24 _ ,:.. CBC Special Occupancy, Dead Load= 12.6 psf WEB FORCE CSI WEB FORCE CSI • " 2-6 - 87 0.04 4-7 1317 0.46 2-7 -403 0.14 4-8 -671 0.14, - - 3-7 96 0.03 - - - MAX DEFLECTION (span) L/999 MEM 6-7 (LIVE) LC 1 • L= -0.05" D= -0.08" .T=^-0.13"- Joint.Locations =---- .. - 1= 0- 0- 0 5 0- 0-10. .. .. 2 4-11- 7 6 4-11- 7 t 4-114-11 7 3-11_1 6-1-8 3 8-10- 8 17 8-10-8 t 4-11-7 8-10-8 15-0-0 4 15- 0- 0 8 15- 0- 0 9-5-3 t 11 2 3 4 , 0 568 3 3-4 T . I T` 4 2-10-1 2-6-8 2-10-1 -0 SHIP ' 3.4 ' I°-5-12 1 o a"CHirFc 1.5-3 3-10 GAR l 2-4 CC Is 6 15-0-0 7 8 . v ,pl oF_ Q2 0 4-11-7 3-113-111 66-1-8 4-11-7 a-10-8 15-0-0 siAT Or Gf1` ' 11/30/2006 All plates are 20 gauge Truswal Connectors unless preceded by 'W" for HS 20 gauge or "H'• for 16 gauge, positioned per Joint Detail Reports available from Truswal software, unless noted. Scale: 5/16" = 1- WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Job: EJ. WO: pd00847 This design Is for an Individual building component not truss system. it has been based on specifications provided by the component manufacturer Chk: sb and done In accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions TR U S S WO R KS areto be vertfied by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads Dsgnr: sb utilized on this design meet or exceed the loading Imposed by the local building code and the particular application. The design assumes that the top chord TC Live 20.00 psf DurFacs L=1.25 P=1.25 A Company You Can Trussl is laterally braced by the roof or floor sheathing and the bottom chord is taterelly braced by a rigid sheathing material directly attached, unless otherwise p y noted. Bracing shown Is for lateral support of components members only to reduce buckling length. This component shall not be placed in any TC Dead 14.00 psf Rep Mbr Bnd 1.15 75-110 St. Charles pl. ste-11 A onvi :ha::::a :hc mois:uro con:cn: of:hc •::cod :o oxcced 19%and:or connector plate corrosion. Fabricate, hand!e, Install BC Live 0.00 psf v.C.Spacing 2- 0- 0 and brace this truss in accordance with the following standards: 'Joint and Cutting Detail Reports' available as output from Truswal software, Palm Desert, CA. 92211 'ANSI/TPI 1', 1NTCA 1' - Wood Truss Council of America Standard Design Responsibilities, 'BUILDING COMPONENT SAFETY INFORMATION' - BC Dead 17.00 psf Design Spec CBC -01 Phone (760) 341-2232 (SCSI "3) and'BCSI SUMMARY SHEETS' by WTCA and TPI. The Truss Plate Institute (TPI) Is located at 583 D'Onofrio Drive, Madison, Fax # (760) 341-2293 Wisconsin 53719. The American Forest and Paper Association (AFPA) is located at 1111 19th Street, NW. Ste 800, Washington, DC 20036. TOTAL 51.00 psf Segn T6.5.41 - 62665 Job Name: bob smith Truss ID: C01 Qty: 2 Drw : BRG , %-LOC REACT SIZEREQD TC 2x4 SPF 165OF-1.5E Plating spec : ANSI/TPI - 1995 UPLIFT REACTION(S) 1 0- 2-12 2800 5.50^ 2.01• BC 2x4 SPF 210OF-1.8E THIS DESIGN IS THE COMPOSITE RESULT OF Support 1 -483 lb - 2 18- 1- 4 2800 5.50" 2.01• WEB 2x4 HF STUD MULTIPLE LOAD CASES. Support 2 -483 lb BRG REQDIREIKENTS shown are based ONLYPLATE VALUES PER ICBO RESEARCH REPORT #1607. IF HANGERS ARE INDICATED ON THIS DRAWING, This truss is designed using the - *in the trdss material at each bearing+ + + + + + + + + + + + + + + + + + + + + + THEY ARE BASED ON 1.5" HANGER NAILS FOR CBC -01 Code. Nail pattern shown is for PLP loads only. 1 -PLY AND 3" HANGER NAILS FOR MULTI -PLY Bldg Enclosed = Yes, Importance Factor 1.00 TC FORCE A%L BND CSI Concentrated loads MUST be distributed to GIRDERS. IF 2.5" GUN NAILS ARE USED, THE Truss Location = find Zone 1-2 -8011 0.17 0.17 0.34 each ply equally. On multi -ply with hangers, HANGERS MUST BE RE-EVALUATED (BY OTHERS). - Hurricane/Ocean Line = No , Exp Category= C 2-3 -7590 0.16 0.18 0.34 use 3" nails min. into the carrying member- Permanent bracing is required (by others) to Bldg Length = 40.00 ft, Bldg Width = 20.00 ft 3=4 -7590 0.16 0.18 0.34 For more than 2 ply, use additional fasten- prevent rotation/toppling. See BCSI 1-03 Mean roof height = 16.33 ft, mph - 80 4-5 -8011 0.17 0.17 0.34 ers as indicated from the back plys, or use and ANSI/TPI 1. CBC Special Occupancy, Dead Load- 12.6 psf any other approved detail (by others). 2-PLYI Nail w/10d BOX, staggered (per NDS) ----------LOAD CASE #1 DESIGN LOADS --------------- BC FORCE A%L BND CSI IF 2.5" GUN NAILS ARE USED, ANY NAIL CLUSTER in: TC- 2 BC- 2 WEBS- 2 -PER FOOTI•• Dir L.Plf L.Loc R.Plf R.Loc LL/T 6-7 7733 0.37 0.55 0.92 AMOUNTS SHOWN MUST. BE INSTALLED FROM THE TC Vert 68.00 0- 0- 0 68.00 18-.4- 0 0.5 7-8 7733 0.37 0.55 0.92 FRONT AND BACK FACE EQUALLY (TOTAL NAILS BC Vert 134.00 0- 0- 0 134.00 -18- 4- 0 0.2 DOUBLE THE AMOUNT SHOWN). ..Type... lbs X.Loc LL/TL WEB FORCE CSI WEB FORCE CSI ++++ ♦ +++++++++++++++++ TC Vert 1896.0 9- 2- 0 0.39 2-7 -410 0.04 4-7 -410 0.04 3-7 1384 0.24 - -• 2-PLYS REQUIRED T 2-8-0 3-8 1 I0 -8 5-05-03 4-14-1-13 4-14-113 5-05-0 3 5-0-3 9-2-0 13-3-13 18-4-0 1 2 3 4 5 WO: pdoo847 ' 6# This design Is for an Individual building component not truss system. It has been based on specifications provided by the component manufacturer 0 3 and done In accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads Dsgnr: sb 9- TC Live 20.00 psf DurFaes L=1.25 P=1.25 T R U S S WO R KS utilized on this design meet or exceed the loading imposed by the local building code and the particular application. The design assumes that the top chord 36 is laterally braced by the roof or floor sheathing and the bottom chord Is laterally braced by a rigid sheathing material directly attached, unless otherwise noted. Bracing shown Is for lateral support of components members only to reduce buckling length. This component shall not be placed In any TC Dead 14.00 psf 18-4-0 6 7 8 99-2-0 99-2-0 9-2-0 18-4-0 MAX DEFLECTION (span) L/999 MEM 6-7 (LIVE) LC 1 L= -0.16" D -0,30" T- -0.46" ---_= Joint Locations =---- 1 0- 0- 0 5 18- 4- 0 2 5- 0- 3 6 0- 0- 0 3 9- 2- 0 7 9- 2- 0 4 13- 3-13 8 18- 4- 0 T 2-8-0 g TO.4-8 SHIP t All plates are 20 gauge Truswal Connectors unless preceded by "MX" for HS 20 gauge or "H" for 16 gauge, positioned per Joint Detail Reports available from Truswal software, unless noted. Scale: 1/4" = 1' WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Job: EJ. WO: pdoo847 ® This design Is for an Individual building component not truss system. It has been based on specifications provided by the component manufacturer Chk: sb and done In accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads Dsgnr: sb TC Live 20.00 psf DurFaes L=1.25 P=1.25 T R U S S WO R KS utilized on this design meet or exceed the loading imposed by the local building code and the particular application. The design assumes that the top chord A Company You Can Truss! is laterally braced by the roof or floor sheathing and the bottom chord Is laterally braced by a rigid sheathing material directly attached, unless otherwise noted. Bracing shown Is for lateral support of components members only to reduce buckling length. This component shall not be placed In any TC Dead 14.00 psf Rep Mbr Bnd 1.00 73-110 $t. Charles pi. Ste -1 1 A Palm Desert, CA. 92211 Phone (760) 341-2232 Fax # (760) 341-2293 en:•iron:^cnt cause the molsturo cat:tcrl c!thc :•:acd to exceed 19%ardlor cause canneCe; plate corrosion. Fatricata, handle, Install and brace this truss In accordance with the following standards: 'Joint and Cutting Detail Reports' available as output from Truswal software, 'ANSI/TPI 1','WTCA V. Wood Truss Council of America Standard Design Responsibilities, 'BUILDING COMPONENT SAFETY INFORMATION' - (SCSI 1.03) and'BCSI SUMMARY SHEETS' by WTCA and TPI. The Truss Plate Institute (TPI) Is located at 583 D'Onofrio Drive, Madison, Wisconsin 53719. The American Forest and Paper Association (AFPA) is located at 1111 19th Street, NW, Ste 800, Washington, OC 20036. BC Live 0.00 psf p BC Dead 17.00 psf TOTAL 51.00 psf O.C.S Spacing 2- 0- 0 p g Design Spec CBC -01 Seqn T6.5.41 - 62666 Job Name: bob smith Truss ID: CO2 Qty: 4 Drw : BRG X -LOC REACT SIZEREQ+D TC 2x4 SPF 1650F -1.5E Plating spec : ANSI/TPI - 1995 UPLIFT REACTION(S) 1 0- 2-12 935 5.50" 1.50" BC 2x4 SPF 1650F -1.5E THIS DESIGN IS THE COMPOSITE RESULT OF Support 1 -161 lb 2 18- 1- 4 935 5.50• 1.50^ WEB 2x4 HF STUD MULTIPLE LOAD CASES. Support 2 -161 lb ERG REQUIREMENTS shovra are based ONLYPLATE VALUES PER ICBO RESEARCH REPORT #1607. IF HANGERS ARE INDICATED ON THIS DRAWING, This truss is designed using the ` on the txVss material at each bearing - THEY ARE BASED ON 1.5" HANGER. NAILS FOR CBC -01 Code. 1 -PLY AND 3" HANGER NAILS FOR MULTI -PLY Bldg Enclosed = Yes, Importance Factor = 1.00 - TC FORCE AXL END CSI + GIRDERS. IF 2.5" GUN NAILS ARE USED, THE Truss Location = End Zone ' 1-2 -2470 0.06 0.16 0.22 _ . HANGERS MUST BE RE-EVALUATED (BY OTHERS). Hurricane/Ocean Line = No , Exp Category - C , 2-3 -1931 0.04 0.17 0.20 Bldg Length = 40.00 ft, Bldg Width = 20.00 ft - .3-4 . -1931 0.04 0.17 0.20' Mean roof height = 16.33 ft, mph - 80 . 4-5 -2470 0.06 0.16 0.22 _ , CBC Special Occupancy, Dead Load = 12.6 psf BC FORCE AXL END CSI • • -_ 6-7 2366 0.29 0.50 0.79 7-8 2366 0.29'0.50 0.79 WEB FORCE CSI WEB FORCE CSI 2-7 -547 0.23 4-7 -547 0.23 3-7 600 0.22 + i • r ' . 5-0-0 4-14-113 4-14-113 "-3 5-0-3 9-2-0 13-3-13 18-4-0 9-2-0 / 9-2-0 1 2 3 4 5 3.00 9- . 4-4 T 2-8-0 1 4-4 T(1-4-8 MAX DEFLECTION (span) : w L/999 MEM 6-7 (LIVE) LC 1 L= -0.07" D -0.23" T- -0.30" ---_= Joint Locations =---- 1 •0- 0- 0 5 18- 4- 0 2 5- 0- 3 6 0- 0- 0 3 9- 2- 0 7 9- 2- 0 4 13- 3-13 8 18- 4- 0 T. 2-8-0 4I SHIP IO -4-8 1 18-4-07- r► • z 6 9-2-0 7 9-2-0 s v ,p1 Q t• 2 9-2-0 16 -0 O STATE0 P 11/30/2006 All plates are 20 gauge Truswal Connectors unless preceded by "MX" for HS 20 gauge or "H" for 16 gauge, positioned per Joint Detail Reports available from Truswal software, unless noted. Scale: 1/4" = 1' WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Job: EJ. WO: pd00847 This design is for an Individual building component not truss system. It has been based on specifications provided by the component manufacturer Chk' sb and done In accordance with the current versions of TPI and AFPA design standards. No responsibility Is assumed for dimensional accuracy. Dimensions T R U S S WO R KS are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads Dsgnr: sb utilized on this design meet or exceed the loading Imposed by the local building code and the particular application. The design assumes that the top chord TC Live 20.00 psf DurFacs L=1.25 P=1.25 A Com a n You Can TfUSSI Is laterally braced by the roof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise p y noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed In any TC Dead 14.00 psf Rep Mbr Bnd 1.15 cn:•iror::rcn1 thst :•: i!! causo tho-olsturo contcntof t.".c :•reed to cxc:cd 19m and7e: caucc canrcctc: p!atc corrosion. Fcb:icatc, handle, lrc::!! Bl: Live 0.00 psf O.C.$ nein 2- 0- 0 75-110 St. Charles pl. ste-i i A and brace this truss In accordance with the following standards: 'Joint and Cutting Detail Reports' available as output from Truswal software, p P g Palm Desert, CA. 92211 'ANSVTPI 1', INTCA V - Wood Truss Council of America Standard Design Responsibilities, 'BUILDING COMPONENT SAFETY INFORMATION' - BC Dead 17.00 psf Design Spec CBI; -01 Phone (760) 341-2232 (SCSI 1.03) and *SCSI SUMMARY SHEETS' by WTCA and TPI. The Truss Plate Institute (TPI) is located at 583 D'Onofrio Drive, Madison, Fax # (760) 341-2293 Wisconsin 53719. The American Forest and Paper Association (AFPA) is located at 1111 191h Street, NW, Ste 800, Washington, DC 20036. TOTAL 51.00 psf Seqn T6.5.41 - 62667 [Job Name: bob smith Truss ID: CO3 Qty: 2 Drwg: I BRG X -LOC REACT SIZEREQ1D TC 2x4 SPF 1650F -1.5E 1 0- 2-12 1867 5.50" 1.50" BC 2x4 SPF 1650F -1.5E 2 18- 1- 4 1867 5.50" 1.50" WEB 2x4 HF STUD BRG REQUIREMENTS shown are based ONLYPLATE VALUES PER ICBO RESEARCH REPORT #1607. Ca the truss material at each bearing+ + + + + + + + + + + + + + + + + + + + + + Nail pattern shown is for PLP loads only. TC FORCE AXL BND CSI Concentrated loads MUST be distributed to 1-2 -5276 0.06 0.22 0.28 each ply equally. On multi -ply with hangers, 2-3 -5238 0.08 0.61 0.69 use 3" nails min. into the carrying member. 3-4 -5288 0.06 0.23 0.29 For more than 2 ply, use additional fasten- ers as indicated from the back plys, or use BC FORCE AXL BND CSI any other approved detail (by others). 5-6 5076 0.38 0.27 0.65 IF 2.5" GUN NAILS ARE USED, ANY NAIL CLUSTER 6-7 5176 0.34 0.25 0.58 AMOUNTS SHOWN MUST BE INSTALLED FROM THE 7-8 5088 0.38 0.28 0.66 FRONT AND BACK FACE EQUALLY (TOTAL NAILS = DOUBLE THE AMOUNT SHOWN). WEB FORCE CSI WEB FORCE CSI + + + t + + + + + + + + + + + + + + + t + + 2-6 409 0.10 3-7 435 0.10 2-7 -71 0.01 Plating spec : ANSI/TPI - 1995 THIS DESIGN IS THE COMPOSITE RESULT OF MULTIPLE LOAD CASES. IF HANGERS ARE INDICATED ON THIS DRAWING, THEY ARE BASED ON 1.5" HANGER NAILS FOR 1 -PLY AND 3" HANGER NAILS FOR MULTI -PLY GIRDERS. IF 2.511 GUN NAILS ARE USED, THE HANGERS MUST BE RE-EVALUATED (BY OTHERS). Drainage must be provided to avoid ponding. Permanent bracing is required (by others) to prevent rotation/toppling. See BCSI 1-03 and ANSI/TPI 1. Continuous lateral bracing attached to flat TC as indicated. Lumber must be structural grade. Brace O 24" o.c. unless noted. 2-PLYI Nail w/10d BOX, staggered (per NDS) in: TC- 2 BC- 2 WEBS- 2 **PER FOOTI** 7-5-0 3." 7-5-0 10-11-0 7-11-11 2-PLYS 1 2 REQUIRED T 2-4-7 l 4-4 F3.00 374# 7-7- 7-5-0 18-4-0 This design based on chord bracing applied WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. This design Is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer and done In accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions are to be verified by the component manufacturer andlor building designer prior to fabrication. The building designer must ascertain that the loads utilized on this design meet or exceed the loading Imposed by the local building code and the particular application. The design assumes that the top chord per the following schedule: WO: pdoo847 max o.c. from to DurFacs L=1.25 P=1.25 TC 24.0011 7-11-11 10- 4- 0 Is laterally braced by the roof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise UPLIFT REACTION(S) : Rep Mbr Bnd 1.00 Support 1 -320 lb noted. Bracing shown Is for lateral support of components members only to reduce buckling length. This component shall not be placed in any Support 2 -320 lb This truss is designed using the environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, Install CBC -01 Code. O C.Sp ct ^y 2- • !) Bldg Enclosed = Yes, Importance Factor = 1.00 and bra ce this truss In accordance with the following standards: 'Joint and Cutting Detail Reports' available as output from Truswal software, 'ANSUTPI 'BUILDING Truss Location = End Zone Design Spec CBC -01 Hurricane/Ocean Line = No , Exp Category = C 1', WTCA 1'. Wood Truss Councll of America Standard Design Responsibilities, COMPONENT SAFETY INFORMATION'. (BCSI 1-03) and'BCSI SUMMARY SHEETS' by WTCA and TPI. The Truss Plate Institute (TPI) Is located at 583 D'Onofrio Drive, Madison, Bldg Length = 40.00 ft, Bldg Width = 20.00 ft Mean roof height = 16.18 ft, mph - 80 Wisconsin 53719. The American Forest and Paper Association (AFPA) is located at 1111 19th Street, NW, Ste 800, Washington, Dc 20036. CBC Special Occupancy, Dead Load = 12.6 psf Seqn T6.5.41 - 62668 ----------LOAD CASE #1 DESIGN LOADS --------------- Dir L.Plf L.Loc R.Plf R.Loc LL/T TC Vert 68.00 0- 0- 0 68.00 8- 0- 0 0.5 TC Vert 165.04 8- 0- 0 165.04 10- 4- 0 0.5 TC Vert 68.00 10- 4- 0 68.00 18- 4- 0 0.5 BC Vert 82.52 0- 0- 0 82.52 18- 4- 0 0.0 ..Type... lbs X.Loc LL/TL TC Vert 220.0 8- 0- 0 1.00 TC Vert 154.0 8- 0- 0 0.00 TC Vert 220.0 10- 4- 0 1.00 TC Vert 154.0 10- 4- 0 0.00 T 2-4-7 IS TO -4$ - MAX DEFLECTION (span) : L/999 MEM 6-7 (LIVE) LC 1 L= -0.11" D= -0.16" T= -0.27" Joint Locations =---- 1 0- 0- 0 5 0- 0- 0 2 7- 5- 0 6 7- 3- 4 3 10-11- 0 7 10-11- 0 4 18- 4- 0 8 18- 4- 0 W 199 18.4-0 ° s 6 7 8 v 13112 7-3-4 3-73-712 77-5-0 7-3.4 10-11-0 18-4-0 0 1/3 /2006 All plates. are 20 gauge Truswal Connectors unless preceded by "Mx" for HS 20 gauge or "H" for 16 gauge, positioned per Joint Detail Reports available from Truswal software, unless noted. Scale: 1/4" = 1' ® TRU S S WO R KS WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. This design Is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer and done In accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions are to be verified by the component manufacturer andlor building designer prior to fabrication. The building designer must ascertain that the loads utilized on this design meet or exceed the loading Imposed by the local building code and the particular application. The design assumes that the top chord Eng. Job: EJ. Chk: sb DSgnr: Sb WO: pdoo847 TC Live 20.00 psf DurFacs L=1.25 P=1.25 A Company You Can Trussl p y Is laterally braced by the roof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise TC Dead 14.00 Rep Mbr Bnd 1.00 noted. Bracing shown Is for lateral support of components members only to reduce buckling length. This component shall not be placed in any psf 75-i 10 St. Charles ste-i i A environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, Install $C U..v. )v pSf O C.Sp ct ^y 2- • !) pi. Palm Desert, CA. 92211 and bra ce this truss In accordance with the following standards: 'Joint and Cutting Detail Reports' available as output from Truswal software, 'ANSUTPI 'BUILDING BC Dead 17.00 psf Design Spec CBC -01 Phone (760) 341-2232 1', WTCA 1'. Wood Truss Councll of America Standard Design Responsibilities, COMPONENT SAFETY INFORMATION'. (BCSI 1-03) and'BCSI SUMMARY SHEETS' by WTCA and TPI. The Truss Plate Institute (TPI) Is located at 583 D'Onofrio Drive, Madison, Fax # (760) 341-2293 Wisconsin 53719. The American Forest and Paper Association (AFPA) is located at 1111 19th Street, NW, Ste 800, Washington, Dc 20036. TOTAL 51.00 psf Seqn T6.5.41 - 62668 J Wame: bob smith Truss ID: C04 Qtv: 2 Drwq: BEG x -LOC REACT SIZE REQ,D TC 2x4 SPF 1650F -1.5E 1 0- 2-12 1896. 5.50" 1.10 . BC 2x4 SPF 165OF-1.5E 2 8-10- 4 1896 5.50" 1.50" WEB 2x4 HF STUD BEG REQUIREMENTS shown are based ONLYLumber shear allowables are per NDS. on the truss material at each bearingPLATE VALUES PER ICBO RESEARCH REPORT #1607. Permanent bracing is required .(by others) to TC 'FORCE AXL BIRD CSI prevent rotation/toppling. See BCSI 1-03 1-2 -3461 0.03 0.17 0.20 and ANSI/TPI 1. 2-3 -35 0.00 0.09 0.09 2-PLYI Nail w/10d BOX, staggered (per NDS) in: TC- 2 BC- 3 WEBS- 2 **PER FOOTI** BC FORCE AXL BND CSI 4-5 3331 0.25 0.53 0.77 5-6 3161 0.24 0.53 0.76 WEB FORCE CSI WEB FORCE CSI 2-5 1645 0.28 3-6 -129 0.01 2-6 -3358 0.35 2-PLYS REQUIRED Plating spec : ANSI/TPI - 1995 THIS DESIGN IS THE COMPOSITE RESULT OF MULTIPLE LOAD CASES. IF HANGERS ARE INDICATED ON THIS DRAWING, THEY ARE BASED ON 1.5" HANGER NAILS FOR 1 -PLY AND 3" HANGER NAILS FOR MULTI -PLY GIRDERS. IF 2.5" GUN NAILS ARE USED, THE HANGERS MUST BE RE-EVALUATED (BY OTHERS). End verticals designed for axial loads only Extensions above or below the truss profile (if any) require additional consideration (by others) for horiz. loads on the bldg. 4-104-10 2 4-2-4- 4-10-12 9-1-0 2 3 2.7 1.5-3 UPLIFT REACTION(S) : Support 1 -366 lb Support 2 -366 lb This truss is designed using the CBC -01 Code. Bldg Enclosed = Yes, Importance Factor = 1.00 Truss Location = End Zone Hurricane/Ocean Line = No , Exp Category = C Bldg Length = 40.00 ft, Bldg Width = 20.00 -ft Mean roof height = 16.18 ft, mph - 80 CBC Special Occupancy, Dead Load = 12.6 psf ------=---LOAD CASE #1 DESIGN LOADS ------.--------- Dir L.Plf L.Loc R.Plf R.Loc LL/T TC Vert 68.00 0- 0- 0 68.00 9- 1- 0 0.5 BC Vert 349.56 0- 0- 0 349.56 9- 1- 0 0.3 4 4.10-12 4-10-12 5 6 44-2-4 9-1-0 MAX DEFLECTION (span) : L/999 MEM 4-5 (LIVE) LC 1 L= -0.04" D= -0.06" T= -0.10" =-=== Joint Locations ===== 1 _ 0- 0- 0 4 0- 0 0 2 4-10-12 5 4-10-12 3 9- 1- 0 6 9- 1- 0 G 99,1 a• za° d P l o 11/30/2006 0 1 All plates are 20 gauge Truswal Connectors unless preceded by "MX" for HS 20 gauge or "H" for 16 gauge, positioned per Joint Detail Reports available from Truswal software, unless noted. Scale: 1/2" = 1' WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Job: EJ. WO: pdOO847 ® This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer Chk: sb and done in accordance with the current versions of TPI and AFPA design standards. No responsibility Is assumed for dimensional accuracy. Dimensions Dsgnr: sb are to be verified by the component manufacturer andfor building designer prior to fabrication. The building designer must ascertain that the loads TC Live 20.00 psf DurFacs L=1.25 P=1.25 TR U S SWO RKS utilized on this design meet or exceed the loading Imposed by the local building code and the particular application. The design assumes that the top chord A Com an You Can TrUSSI Is laterally braced by the roof or floor sheathing and the bottom chard Is laterally braced by a rigid sheathing material directly attached, unless otherwise p y noted. Bracing shown Is for lateral support of components members only to reduce buckling length. This component shall not be placed in any TC Dead 14.00 psf Rep Mbr Bind 1.00 76A10 St. Charles ste-i iA environment that w!!! cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, install BC Live 0.00 psf O.C.Spacina 2- 0- 0 pi. Palm Desert, CA. 92211 and brace this truss In accordance with the following standards: 'Joint and Cutting Detail Reports' available as output from Tmswal software, 'ANSI/TPI 'BUILDING BC Dead 17.00 psf Design Spec CBC -01 Phone (760) 341-2232 1', WTCA V- Wood Truss Council of America Standard Design Responsibilities, COMPONENT SAFETY INFORMATION - (SCSI 1.03) and'BCSI SUMMARY SHEETS' by WTCA and TPI. The Truss Plate Institute (TPI) Is located at 583 D'Onofrio Drive, Madison, Fax # (760) 341-2293 Wisconsin 53719. The American Forest and Paper Association (AFPA) Is located at 1111 19th Street, NW, Ste 800, Washington, DC 20036. TOTAL 51.00 psf Seqn T6.5.41 - 62669 Job Name: bob smith Truss ID: D01 Qty: 3 Drw : BRG x -LOC REACT SIZE REQ'D TC 2x4 SPF 165OF-1. SE Plating spec : ANSI/TPI - 1995 UPLIFT REACTION(S) 1 1- 4- 4 731 5.50" 1.50^ BC 2x4 SPF 1650F -1.5E THIS DESIGN IS THE COMPOSITE RESULT OF Support 1 -133 lb 2 15- 2-12 731 5.50^ 1.50" WEB 2x4 HF STUD MULTIPLE LOAD CASES. Support 2 -133 lb ERG REQUIREMNTS shown are based ONLYWEDGE 2x4 SPP 1650F-1. 5E IF HANGERS ARE INDICATED ON THIS DRAWING,. This truss is designed using the - • on the truss material at each bearingPLATE VALUES PER ICBO RESEARCH REPORT #1607. THEY ARE BASED ON 1.5" HANGER NAILS FOR ,CBC -01 Code. . Heel plates analyzed for eccentricity. 1 -PLY AND 3" HANGER NAILS FOR MULTI -PLY Bldg Enclosed - Yes, Importance Factor 1.00 TC FORCE AXL END CSI GIRDERS. IF 2.5" GUN NAILS ARE USED, THE Truss Location - End Zone 1-2 -1776 0.03 0.43 0.46 HANGERS MUST BE RE-EVALUATED (BY OTHERS).- Hurricane/Ocean Line = No Exp Category = C 2-3 -2374 0.06 0.37 0.43 Bldg Length = 40.00 ft, Bldg Width = 20.00 ft 3-4 -2385 0.05 0.15 0.20 Mean roof height = 16.42 ft, mph - 80 - 4-5 -1642 0.02 0.07 0.09• CBC Special Occupancy, Dead Load = 12.6 psf BC FORCE ABL HND CSI - 6-7 1659 0.25 0.50 0.74 - -. 7-8 1798 0.27 0.38 0.64 8-9 1805 0.27 0.10 0.37 ' 9-10 10 0.00 0.04 0.04 WEB FORCE CSI WEB FORCE CSI _ .. • - . 2-7 -202 0.04 4-9 -444 0.08 2-8 533 0.18 5-9 1587 0.55 -- _ 3-8 803 0.28 5-10 -682 0.12 - MAX DEFLECTION•(span)•2 4-8 519 0.18 ' - L/999 MEM 7-8 (LIVE)LC 1 - L= -0.14" D= -0.24". T= =0.38" - - - - - = Joint Locations =---- =1== 0- 0- 0 6 0- 0- 0 2 3- 3- 0 7 3- 3- 0 3 7- 7- 8 8 .7- 7- 8 - 33-3-0 4.4_-8 4-4-8 _i 2-4-0 4 12- 0- 0 9 12- 0- 0 i _ 3-3-0 _ 7-7-8. 12-" 14-4-0 5 14- 4- 0 - 10 14- 4- -0 ` 7-7-8 i 6-8-8 - 1 2 3 4 6' 3 • 7-10- 4-4 3-4 3.4 T 2-7-12 3 6 2-7I-12 7-8 SHIP l 4-6 10-4-1 1 5 0913 5-3 2-14 CiHi 7- z-4 Q p P FCl GAAP z.00 2.00 O _ 4a < Cr 7-2 A ( _ \(\ G, 14-4-0 6 3 ` 6 7 8 9 10 CJ 11 Q 1-1-8 2 8 0 3-3-0 4.4-8 4-4 2 -0 p `3 Q00 Qts STUB STUB 3.3-0. 7-7-8 12-0-0 14-4-0 Sr G `lV ?TE OF 11/ OAA All plates are 20 gauge Truswal Connectors unless preceded by "MX" for HS 20 gauge or "H" for 16 gauge, positioned per Joint Detail Reports available from Truswal software, unless noted. Scale: 5116" = 1' WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Job: EJ. WO: pd00847 ® This design is for an Individual building component not truss system. It has been based on specifications provided by the component manufacturer Chk: sb and done In accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions Dsgnr: sb are to be erified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads TC Live 20.00 psf DurFacs L=1.25 P=1.25 TRU S S WO R KS utilized onvthis design meet or exceed the loading Imposed by the local building code and the particular application. The design assumes that the top chord A Company YCan Truss] is laterally braced by the roof or floor sheathing and the bottom chord Is laterally braced by a rigid sheathing material directly attached, unless otherwise p you noted. Bracing shown Is for lateral support of components members only to reduce buckling length. This component shall not be placed In any TC Dead 14.00 psf .Rep Mbr Bnd 1.15 75-110 St. Chanes pi. Ste -11 A environment that will cause the moisture content of the wood to exceed 19% andlor cause connector plate corrosion. Fabricate, handle, Instal! BC Live 0.00 psf O.C.SNacing 2- v- v Palm Desert, CA. 92211 and brace this truss In accordance with the following standards: 'Joint and Cutting Detail Reports' available as output from Truswal software, BC Dead 17.00 Design Spec CBC 'ANSIfTPI 1', WTCA 1' -Wood Truss Council of America Standard Design Responsibilities, 'BUILDING COMPONENT SAFETY INFORMATION'. psf -01 Phone (760) 341-2232 (BCSI 1-03) and'BCSI SUMMARY SHEETS' by WTCA and TPI. The Truss Plate Institute (TPI) is located at 581 D'Onofrio Drive, Madison, Fax # (760) 341-2293 Wisconsin 53719. The American Forest and Paper Association (AFPA) Is located at 1111 19th Street, NW, Ste 800, Washington, OC 20036. TOTAL 51.00 psf Seqn T6.5.41 - 62670 Job Name: bob smith Truss ID: D02 Qty: 1 Drw : BRG x -LOC REACT SIZE REQ•D TC 2x4 SPP 165OF-1. 5E Plating spec : ANSI/TPI - 1995 UPLIFT REACTION(S) 1 1- 4- 4 761 5.50• 1.50^ BC 2x4 SPP 1650F -1.5E THIS DESIGN IS THE COMPOSITE RESULT OF Support 1 -133 lb 2 15- 2-12 761 5.50" 1.50^ WEB 2x4 HF STUD MULTIPLE LOAD CASES. Support 2 -133 lb BRG REQUIREMENTS shown are based ONLYWEDGE 2x4 SPP 165OF-1. 5E IF HANGERS ARE INDICATED ON THIS DRAWING, This truss is designed using the ou the truss material at each bearingLumber shear allowables are per NDS. THEY ARE BASED ON 1.5" HANGER NAILS FOR CBC -01 Code. 1923 0.63 Palm Desert, CA. 92211 PLATE VALUES PER ICBO RESEARCH REPORT #1607. 1 -PLY AND 3" HANGER NAILS FOR MULTI -PLY Bldg Enclosed = Yes, Importance Factor = 1.00 TC FORCE AXL BND CSI Heel plates analyzed for eccentricity. GIRDERS. IF 2.5" GUN NAILS ARE USED, THE Truss Location = End Zone ' • 1-2 -2523 0.03 0.55 0.58 + + + + + + + + + + + + + + + + + + + + + + HANGERS MUST BE RE-EVALUATED (BY OTHERS). Hurricane/Ocean Line = No , Exp Category = C 2-3 -3537 0.11 0.54 0.65 Designed for 200 Plf drag load applied Bldg Length = 40.00 ft, Bldg Width 20.00 ft 3-4 -3443 0.07 0.16 0.23 evenly along the top chord to the chord Mean roof height = 16.42 ft, mph = 80 4-5 -2052 0.02 0.16 0.18 O ea. bearing (unless noted), concurrently CBC Special Occupancy, Dead Load = 12.6 psf with dead + 0 % live loads. D.F. = 1.33 3 7- 7- 8 8 7- 7- 8 BC FORCE ABL BND CSI Horiz. reaction = 2.9 K lbs. ea. bearing. 3-3-0 4.4-8 4-4-8 2.4-0 4 12- 0- 0 9 12- 0- 0 6-7 4290 0.60 0.35 0.96 Connection (by others) must transfer equal 7-8 4405 0.62 0.35 0.97 load to each ply (or add-on) shown. ._ 8-9 4239 0.60 0.25 0.85 + + + + + + + + + + + + + + + + + + + + + + - 9-10 2904 0.41 0.15 0.56 WEB FORCE CSI WEB FORCE CSI This design Is for an individual building component not truss system. it has been based on specifications provided by the component manufacturer 2-7 -249 0.04 4-9 -516 0.09 2-8 2314 0.75 5-9 2109 0.69 is laterally braced by the roof or floor sheathing and the bottom chord Is laterally braced by a rigid sheathing material directly attached, unless otherwise 3-8 1289 0.42 5-10 -750 0.13 - MAX DEFLECTION (span) 4-8 1923 0.63 Palm Desert, CA. 92211 and brace this truss in accordance with the following standards: and Cutting Detail Reports' available as output from Truswal software, 'ANSI/TPI - 'BUILDING BC Dead 17.00 psf - L/602 MEM 7-8 (LIVE) LC 18 Phone (760) 341-2232 1', WTCA 1 -Wood Truss Council of America Standard Design Responsibilities, COMPONENT SAFETY INFORMATION'- (SCSI 1-03) and'BCSI SUMMARY SHEETS' by vJTCA and TPI. The Truss Plate Institute (TPI) Is located at 583 D'Onofrio Drive, Madison, Fax # (760) 341-2293 Wisconsin 53719. The American Forest and Paper Association (AFPA) Is located at 1111 19th Street, NW, Ste 800, Washington, DC 20036. L= -0.28" D= -0.24" T= -0.51" Seqn T6.5.41 - 62671 - --= Joint Locations = --- =1 0- 0- 0 6 0- 07 0 2 3- 3- 0 .7 3- 3- 0 3 7- 7- 8 8 7- 7- 8 3-3-0 4.4-8 4-4-8 2.4-0 4 12- 0- 0 9 12- 0- 0 3-3-0 , 7-7-8 12-0-0 14-4-0 5 14- 4- 0 10 14= 4- 0 T 2.7.12 1 ' 7-8 LO -8-14 -2-4 1 2 3 4 5 3.00 AO 7-10- 3-0 •T 2.7-12 SHIP 0-9-13 0-4-1 y % of 611991 - V o^ tSrF 1 l - - 14-4-0 6-1.0 ; 6 7 8 9 10 OOO 1-1-8 33-3-0 4.4-8 4-4-8 2.4-0 2 $ STUB 3-3-0 7-7-8 12-0-0 14-4-0 STUB 11/30/2006 All plates are 20 gauge Truswal Connectors unless preceded by "Mx" for HS 20 gauge or "H" for 16 gauge, positioned per Joint Detail Reports available from Truswal software, unless noted. Scale: 5/16" = 1' WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Job: EJ. w0: pdoo847 ® This design Is for an individual building component not truss system. it has been based on specifications provided by the component manufacturer Chit: sb and done In accordance wfth the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions Dsgnr: sb are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads TC Live 20.00 psf DurFaes L=1.25 P=1.25 TR U S S WO RKS utilized on this design meet or exceed the loading Imposed by the local building code and the particular application. The design assumes that the top chord A Company You Can Truss! is laterally braced by the roof or floor sheathing and the bottom chord Is laterally braced by a rigid sheathing material directly attached, unless otherwise p y noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed In any TC Dead 14.00 psf Rep Mbr Bnd 1.15 75-i i 0 St. Cha ries pi. ste-i 1 A ` I""cnl that "ill wase the moisture content of file wood to exceed 19%ana/or cause connector plate corrosion. Fabricate, handle, install 'Joint BC Live 0.00 psf O.C.Spacing 2- 0- 0 Palm Desert, CA. 92211 and brace this truss in accordance with the following standards: and Cutting Detail Reports' available as output from Truswal software, 'ANSI/TPI - 'BUILDING BC Dead 17.00 psf Design Spec CBC -01 Phone (760) 341-2232 1', WTCA 1 -Wood Truss Council of America Standard Design Responsibilities, COMPONENT SAFETY INFORMATION'- (SCSI 1-03) and'BCSI SUMMARY SHEETS' by vJTCA and TPI. The Truss Plate Institute (TPI) Is located at 583 D'Onofrio Drive, Madison, Fax # (760) 341-2293 Wisconsin 53719. The American Forest and Paper Association (AFPA) Is located at 1111 19th Street, NW, Ste 800, Washington, DC 20036. TOTAL 51.00 psf Seqn T6.5.41 - 62671 Job Name: bob smith Truss ID: D03 Qty: 7 Drw : BEG x -LOC REACT SIZE REQTC 2x4 SPF 1650F -1.5E Plating spec : ANSI/TPI - 1995 UPLIFT REACTION(S) 1 1- 4- 4 835 5.50 . 1.50• BC 2x4 SPF 165OF-1.SE THIS DESIGN IS THE COMPOSITE RESULT OF Support 1 -148 lb 2 17- 3- 4 835 5.50^ 1.50^ WEB 2x4 HF STUD MULTIPLE LOAD CASES. Support 2 -147 lb BEG REQUIREMENTS wn shoare based ONLYWEDGE 2x4 SPF 1650F-1.SE IF HANGERS ARE INDICATED ON THIS DRAWING, This truss is designed using the. r ,on the trd'ss eusterial at each bearingPLATE VALUES PER ICBO RESEARCH REPORT (11607: THEY ARE BASED ON 1.5" HANGER NAILS FOR CBC -01 Code. Heel plates analyzed for eccentricity. _ 1 -PLY AND 3" HANGER NAILS FOR MULTI -PLY- _ - Bldg Enclosed = Yes, Importance_.Factor = 1.00 TC FORCE AXL BND CSI - GIRDERS. IF 2.5" GUN NAILS ARE USED, THE Truss Location = End Zone 1-2 -2095 0.04 0.52 0.56 HANGERS MUST BE RE-EVALUATED (BY OTHERS). Hurricane/Ocean Line = No Exp Category C 2-3 -3115 0.10 0.44 0.54 - _ .. t Bldg Length = 40.00 ft, Bldg Width = 20.00 ft 3-4 -3119 0.10 0.36 0.46 _ Mean roof height = 16.42 ft,"inph - 80 4-5 -2813 0.07 0.26 0.33 - , - CBC Special Occupancy, Dead Load 12.6 psf BC FORCE AXL BND CSI 6-7 1956 0.29 0.60 0.89 7-8 2131 0.31 0.45 0.76 _ • 8-9 2813 0.42 0.38 0.80 .- 9-10 2698 0.40 0.38 0.78 - - WEB FORCE CSI WEB FORCE CSI 2-7 -263 0.05 4-8 259 0.09. _ 2-8 930 0.32 4-9 -159 0.03 3-8 .1094 0.38 - MAX DEFLECTION (span) ' L/838 MEM 7-8 (LIVE) LC 1 L= -0.23" D= -0.37" T= -0.60" - + Joint Locations .===== ===- =1- 0- 0- 0 6 0- 0--0 2 3- 3- 0 7 3- 3- 0 3-3-0 • 4-4-8a44$ 4-4-83 7- 7- 8 8 7- 7- 8 4 12- 0- 0 9 12- 0- 0 3-3-0 7-7-8 12-0-0 16-4-8 5 ' 16- 4- 8 10 16- 4- 8 7-7-8 8-9-0 1 2 3 4 5 300 -3-300 7-10- -4 4-4 a T T 3-4 3-4 T _ 2-7-12 ./ 210-01 6.10 210-0 6.10 SHIP 1 10-8-14 1 z 1.5-3 1.5-3 0-7-12 pACHITEC 0-2-4 7-2-0 6-4-8 B-3-8 ; 1-18 6 7 8 9 10 33-3-0 4-4 4-4-8 4-4=8 STUB 3-3-0 7-7-8 12-0-0 16-4-8 11/30/2006 All plates are 20 gauge Truswal Connectors unless preceded by "Mx" for HS 20 gauge or "H" for 16 gauge, positioned per Joint Detail Reports available from Truswal software, unless noted. Scale: 9/32" = 1' WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Job: EJ. WO: pdOO847 ® This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer Chk' sb and done In accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions Dsgnr: sb are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads TC Live 20.00 psf DurFacs L=1.25 P=1.25 T R U S S W O R KS utilized on this design meet or exceed the loading Imposed by the local building code and the particular application. The design assumes that the top chord A Company You Can Truss! is laterally braced by the roof or floor sheathing and the bottom chord Is laterally braced by a rigid sheathing material directly attached, unless otherwise p y noted. Bracing shown Is for lateral support of components members only to reduce buckling length. This component shall not be placed In any TC Dead 14.00 psf Rep Mbr Bnd 1.15 - 75_4 A n ca ^ _ -r r r r v .a z. 1 to t tes p!. ,te- 1 I A environment that will cause the moisture content of the wood to exceed 19% ard:cr c.-.uoo conncctor plate corrosion. Fabricate, handle, install - - - - 'Joint BC Live 0.00 sf - p O.C.S acin 2- 0- 0 p g Palm Desert, CA. 92211 and brace this truss in accordance with the following standards: and Cutting Detail Reports' available as output from Truswal software, BC Dead 17.00 Design Spec CBC Phone (760) 341-2232 ANSIrTPI 1% WTCA V -Wood Truss Council of America Standard Design Responsibilities,'BUILDING COMPONENT SAFETY INFORMATION'. (SCSI 1.03) and'BCSI SUMMARY SHEETS' by WTCA and TPI. The Truss Plate Institute (TPI) Is located at 583 O'Onofrio Drive, Madison, psf -01 Fax # (760) 341-2293 Wisconsin 53719. The American Forest and Paper Association (AFPA) is located at 1111 19th Street, NW, Ste 800, Washington, DC 20036. TOTAL 51.00 psf Seqn T6.5.41 - 62672 Job Name: bob smith Truss ID: D04 Qty: 3 Drw : BRG x -LOC REACT SIZE REQ'D TC - 2x4 SPF 1650F -1.5E Plating Spec : ANSI/TPI .- 1995 UPLIFT REACTION(S) 1 0- 2-12 893 5.50• 1.50^ BC 2x4 SPF 1650F -1.5E THIS DESIGN IS THE COMPOSITE RESULT OF Support 1 -156 lb 2 17- 3- 4 893 5.50" 1.50• WEB 2x4 HF STUD MULTIPLE LOAD CASES. Support 2 -156 lb 'BRG REQUIREMENTS shown are based ONLYWEDGE 2x4 SPP 1650F -1.5E IF HANGERS ARE INDICATED ON THIS DRAWING, This truss is designed using the on the truss materialat each bearingPLATE VALUES PER ICBO RESEARCH REPORT #1607. THEY ARE BASED ON 1.5" HANGER NAILS FOR CBC -01 Code. - - Heel plates analyzed for eccentricity: 1 -PLY AND 3" HANGER NAILS FOR MULTI -PLY Bldg Enclosed = Yes, Importance Factor = 1.00 TC FORCE AXL HND CSI r GIRDERS. IF 2.5" GUN NAILS ARE USED, THE Truss Location = End Zone ' 1-2 -3090 0.08 0.30 0.38 r HANGERS MUST BE RE-EVALUATED (BY OTHERS)'. - Hurricane/Ocean Line .= No Exp. Category = C 2-3 -3527 0.13 0.40 0.53 Bldg Length = 40.00 ft, Bldg Width =• 20.00 ft 3-4 -3527 0.13 0.40 0.53 - _ - - - Mean roof height = 16.42 ft, mph = 80 ' ;4-5 -3090 0.08 0.300.35 _'- CBC Special Occupancy, .Dead Load= :12'6 psf BC FORCE AXL BIRD CSI- . 6-7 „ 2963 0.44 0.40 0.84 7-8 3085 0.46 0.40 0.86 8-9 3085 0.46 0.40 0.86 9-10 2963 0.44 0.40 0.84 - ,. • - _ '' .. a1 , WEB - FORCE CSY - WEB FORCE CSI 2-7 -171 0.03 4-8. 386 0.13 2-8 386'0.13 4-9 -171 0.03 3-8 1295 0.45- - - MAX DEFLECTION (span) -• _ - -. - - L/755 MEM 7-8 (LIVE) LC 1 L=1 -0.27" D= -0.44" T= -0.71" Joint Locations.,===__ 1 0- 0- 0, 6 0` 0- 0 -. - 2 4- 4- 8 7 4- 4- 8 r 3 8- 9- 0 8' 8- 9- 0 • 4 13 - 1= 8 9 13 - 1- 8 4-4-8 4-4-8 44 4-4$ 5 17- 6- 0 10 • 17- 6- O 4-4-8 - . 8-9-0 13-1-8 17-6-0 i 8-9-0 1 2 3 4 5 T 300 f 0 •y 4a " T 34 3-a T t 2-10-0 2-10-0 0 1 9 6-10 PHIP IO -7-126-1 1.5-3 1.5-3 IO -7-12 ^ • 6-a- - PRGl1lrECr - 2.00 -2.00 `ciQ yO GAR(,ga0 838 C9 V 16 4 7 4.4-8 4-4-8 4-4-8 10 °c J C,0 44-8 8-9-0 13-1-8 17-6-0 11/30/2006 All plates are 20 gauge Truswal Connectors unless preceded by "Mx" for HS 20 gauge or "H" for 16 gauge, positioned per Joint Detail Reports available from Truswal software, unless noted. Scale: 1/4" = 1' ® WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Job: XJ. WO: pd00847 This design Is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer Chk' sb and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions - T R U SS WO R KS are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads bsgnr: Sb utilized on this design meet or exceed the loading Imposed by the local building code and the particular application. The design assumes that the top chord TC Live 20.00 psf DurFacs L=1.25 P=1.25 A Company You Can Trussl is laterally braced by the roof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise p y noted. Bracing shown Is for lateral support of components members only to reduce buckling length. This component shall not be placed In any . TC Dead 14.00 psf Rep Mbr Bnd 1.15 755-14. "1St $4 Cha rle t •^ 4 4 A environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, hand!_, instn!I BC Live. 0.00 psf O.C.$ acin 2- 0- 0 v a. rr rez+ Nr. Sac- t r n and brace this truss In accordance with the following standards: 'Joint and Cutting Detail Reports' available as output from Truswal software, P Palm Desert, CA. 92211 'ANSFTPI 1', 1VTCA V • Wood Truss Council of America Standard Design Responsibilities,'BUILDING COMPONENT SAFETY INFORMATION' • BC Dead 17.00 psf Design Spec CBC -01 Phone (760) 341-2232 (BCSI 1-03) and'BCSI SUMMARY SHEETS' by WTCA and TPI. The Truss Plate Institute (TPI) is located at 583 D'Onofrio Drive, Madison, Fax # (760) 341-2293 Wisconsin 53719. The American Forest and Paper Association (AFPA) Is located at 1111 19th Street, NW, Ste 800, Washington, DC 20036. TOTAL 51.00 psf Seqn T6.5.41 - 62673 M Job Name: bob smith Truss ID: D04A Qty: 1 Drw : ERG x -LOC REACT SIZE REQ'D TC 2x4 SPP 1650F -1.5E Plating spec : ANSI/TPI - 1995 UPLIFT REACTION(S) 1 0- 2-12 893 5.50• 1.50^ BC 2x4 SPP 1650F-1.SE - THIS DESIGN IS THE COMPOSITE RESULT OF Support 1 -156 lb - 2 17- 3- 4 893 5.50• 1.50" WEB 2x4 HF STUD MULTIPLE LOAD CASES. Support 2 7156 lb , BRG REQUIREMENTS shoves are based ONLYWEDGE 2x4 SPF -1650F-1.SE - IF HANGERS ARE INDICATED ON THIS•DRAWING, This truss is designed using the oa the truss material at each bearingPLATE VALUES PER ICBO RESEARCH REPORT #1607. THEY ARE BASED ON 1.5" HANGER NAILS FOR CBC -01 Code. • r' Heel plates analyzed for eccentricity. 1 -PLY AND 3" HANGER NAILS FOR MULTI -PLY _ Bldg Enclosed"'= Yes, Importance Factor = 1.00 TC FORCE AXL BND CSI 'GIRDERS. IF 2.5" GUN NAILS ARE USED, THE Truss Location = End Zone _ • 1-2 -1885 0.03 0.42 0.45 - HANGERS MUST BE RE-EVALUATED (BY OTHERS). Hurricane/Ocean Line = No Exp Category - C 2-3 -1628 0.03 0.29 0.32 - - Bldg Length = 40.00 ft, Bldg Width = 20.00 ft 3-4 -1628 0.03 0.29 0.32 Mean roof height = 16.42 ft, mph = 80 4-5 -1885 0.03 0.42 0.45 .. CBC Special Occupancy, Dead'LOad = 12.6, psf BC FORCE AXL END CSI - • _ ' 6-7 1780 0.27 0.36 0.62 • _ _ . - `i i 7-8 1780 0.27 0.36 0.62 - WEB FORCE CSI WEB FORCE CSI ,2-7 -237 0.11 4-7 -237 0.11 3-7 370 0.15 - • - _ - MAX DEFLECTION (span)-.: L/999 MEM 7-8 (LIVE) LC 1 4 L= -0.08" D= -0.18" T= -0.26" ' -- Joint Locations ----- 1 1 0- 0- 0 5 17- 6- 0 2 4- 4- 8 6 .10_ .0_ 0 3 8- 9- 0 7 8- 9- 0 " LL 4-4$ 4-4-8 4-4-8 4-4$ 4 13 - 1- 8 8 17 - 6 0 a 4-4$ 8-9-0 - 13-1-8 17$-0 ' 8-9-0 { 8-9-0 - 1 2 3 4 51 i, 3.00 .. 9 4.4 ' T , 1.5-3 2-10-0 2 2-10-0 5$ 1 5$ Io -12 I0-7-121SHIP P CHiIT, 3$ GAR(,q o 17-6-0 `2 1 6 8-9-0g 9 8-9-0 17-0-0 11/30/2006 All plates are 20 gauge Truswal Connectors unless preceded by "MX" for HS 20 gauge or "H" for 16 gauge, positioned per Joint Detail Reports available from Truswal software, unless noted. Scale: 1/4" = 1' ® WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Job: EJ. Wo: pd00847 This design Is for an Individual building component not truss system. It has been based on specifications provided by the component manufacturer Chk: sb and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions T RU S S WO RKS areto be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads Dsgnr: sb utilized on this design meet or exceed the loading Imposed by the local building code and the particular application. The design assumes that the top chord TC Live 20.00 psf DurFacs L=1.25 P=1.25 A Company You Can Truss! is laterally braced by the roof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise p y noted. Bracing shown Is for lateral support of components members only to reduce buckling length. This component shall not be placed In any TC Dead 14.00 psf Rep Mbr Bnd 1.15 1 . environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, install -- BC Live 0.00 psf -' O.C.Spacing 2-0-0 ' 75-110 St. Cilaries pi. ste- l l w and brace this truss In accordance with the following standards: 'Joint and Cutting Detail Reports' available as output from Truswal software, Palm Desert, CA. 92211 'ANSI1TPI 1', WTCA V- Wood Truss Council of America Standard Design Responsibilities,'BUILDING COMPONENT SAFETY INFORMATION' - BC Dead 17.00 psf Design Spec CBC -01 Phone (760) 341-2232 (BCSI 1-03) and 'SCSI SUMMARY SHEETS' by WTCA and TPI. The Truss Plate Institute (TPI) is located at 583 D'Onofrio Drive, Madison, Fax # (760) 341-2293 Wisconsin 53719. The American Forest and Paper Association (AFPA) is located at 11111 19th Street, NW, Ste 800, Washington, DC 20036. TOTAL 51.00 psf Seqn T6.5.41 - 62674 Job Name: bob smith Truss ID: D05 Qty: 2 Drwg: I BEG X -LOC REACT SIZE REQ'D TC 2x4 SPP 1650F -1.5E 1 0- 2-12 1764 S.50 . 1.50" BC 2x4 SPP 165OF-1.5E 2 17- 3- 4 1764 5.50" 1.50• WEB 2x4 HF STUD BRG REQUIREMENTS shown are based ONLYWEDGE 2x4 SPF 1650F -1.5E oa the truss material at each bearingPLATE VALUES -PER ICBO RESEARCH REPORT #1607. Is laterally braced by the roof or floor sheathing and the bottom chord Is laterally braced by a rigid sheathing material directly attached, unless otherwise ' p y Heel plates analyzed for eccentricity. TC FORCE AXL BND CSI + + + + + + + + + + + + + + + t + + + + 4 + 1-2 -3815 0.03 0.47 0.50 Nail pattern shown is for PLF loads only. 2-3 -3728 0.03 0.36 0.39 Concentrated loads MUST be distributed to 3-4 -4301 0.04 0.41 0.45 each ply equally. On multi -ply with hangers, 4-5 -3728 0.03 0.36 0.39 use 3" nails min. into the carrying member. - 5 -6 -3815 0.03 0.47 0.50 _ For more than 2 ply, use additional fasten- ers as.indicated from the back plys, or use. BC FORCE AXL BND CSI any other approved detail (by others). 7-8 3611 0.27 0.44 0.71 IF 2.5" GUN NAILS ARE USED, ANY NAIL CLUSTER 8-9 4000 0.30 0.26 0.56 AMOUNTS SHOWN MUST BE INSTALLED FROM THE 9-10 4000 0.30 0.26 0.56 FRONT AND BACK FACE EQUALLY (TOTAL NAILS = 10-11 3611 0.27 0.44 0.71 DOUBLE THE AMOUNT SHOWN). + + + + + + + + + + + + + + + + + + + + + + WEB FORCE CSI WEB FORCE CSI 2-8 261 0.05 4-9 423 0.09 3-8 -442 0.04 4-10 -442 0.04 3-9 423 0.09 5-10 261 0.05 Plating spec : ANSI/TPI - 1995 THIS DESIGN IS THE COMPOSITE RESULT OF MULTIPLE LOAD CASES. IF HANGERS ARE INDICATED ON THIS DRAWING, THEY ARE BASED ON 1.5" HANGER NAILS FOR 1 -PLY AND 3" HANGER NAILS FOR MULTI -PLY GIRDERS. IF 2.5" GUN NAILS ARE USED, THE HANGERS MUST BE RE-EVALUATED (BY OTHERS). Drainage must be provided to avoid ponding. Permanent bracing is required (by others) to prevent rotation/toppling. See BCSI 1-03 and ANSI/TPI 1. 2-PLYI Nail w/10d BOX, staggered (per NDS) in: TC- 2 BC- 2 WEBS- 2 **PER FOOTI** 44-" 4-" TI T 4-" 4-" 4-" 8-0-0 13.6-0 17-" 1 7-11-11 7-11-11 2-PLYS 1 2 6 4 5 6 0 - REQUIRED 3 8 9 10 11 44-" 44-9_0 44-9-0 4-" 4-" 8-9-0 13-6-0 17-6-0 UPLIFT REACTION(S) : Support 1 -307 lb Support 2 -307 lb This truss is designed using the CBC -01 Code. Bldg Enclosed = Yes, Importance Factor = 1.00 Truss Location = End Zone Hurricane/Ocean Line = No , Exp Category = C Bldg Length = 40.00 ft, Bldg width = 20.00 ft Mean roof height = 16.32 ft, mph - 80 CBC Special Occupancy, Dead Load = 12.6 psf ----------LOAD CASE #1 DESIGN LOADS -------------- Dir L.Plf L.Loc R.Plf R.Loc LL/ TC Vert 68.00 0- 0- 0 68.00 8- 0- 0 0. TC Vert 165.04 8- 0- 0 165.04 9- 6- 0 0. TC Vert 68.00 9- 6- 0 68.00 17- 6- 0 0. BC Vert 82.52 0- 0- 0 82.52 17- 6- 0 0. ..Type... lbs X.Loc LL/TL TC Vert 220.0 8- 0- 0 1.00 TC Vert 154.0 8- 0- 0 0.00 TC Vert 220.0 9- 6- 0 1.00 TC Vert 154.0 9- 6- 0 0.00 T 2-7-11 SHIP I0-7-12 T MAX DEFLECTION (span) : L/999 MEM 9-10 (LIVE) LC 1 L= -0.10" D= -0.19" T= -0.29" ===== Joint Locations ===== 1 0- 0- 0 7 0- 0 0 2 4- 0- 0 8 4- 0- 0 3 8- 0- 0 9 8- 9- 0 4 9- 6- 0 10 13- 6- 0 5 13- 6- 0 it 17- 6- 0 6 17- 6- 0 All plates are 20 gauge Truswal Connectors unless preceded by "Mx" for HS 20 gauge or "H" for 16 gauge, positioned per Joint Detail Reports available from Truswal software, unless noted. I pti 6 OCG 11/30/2006 Scale: 1/4" = 1' WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Job: EJ. WO: pd00847 ® This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer Chk: sb and done In accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions Dsgnr: sb are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads TC Live 20.00 psf DurFacs L=1.25 P=1.25 T R U S S WO R KS utilized on this design meet or exceed the loading imposed by the local building code and the particular application. The design assumes that the top chord A Company You Can Truss! Is laterally braced by the roof or floor sheathing and the bottom chord Is laterally braced by a rigid sheathing material directly attached, unless otherwise p y noted. Bracing shown Is for lateral support of components members only to reduce buckling length. This component shall not be placed in any TC Dead 14.00 psf Rep Mbr Bnd 1.00 -ic .1 • n nl-_-1 r • w w r 5 1 1 v .St. err loll tej pl. St@- 1 1 M environment that will "use the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, Instal! DC Live 0.00 psf P 17.C.J stir 2- 0- 0 P g Palm Desert, CA. 92211 and brace this truss in accordance with the following standards: 'Joint and Cutting Detail Reports' available as output from Truswal software, 'ANSIlTPI BC Dead 17.00 psf Design Spec CBC -01 Phone (760) 341-2232 1', WTCA V -Wood Truss Council of America Standard Design Responsibilities,'BUILDING COMPONENT SAFETY INFORMATION' - (SCSI 1.03) and'BCSI SUMMARY SHEETS' by WTCA and TPI. The Truss Plate Institute (TPI) Is located at 583 D'Onofrio Drive, Madison, Fax # (760) 341-2293 Wisconsin 53719. The American Forest and Paper Association (AFPA) Is located at 1111 19th Street, NW, Ste 800, Washington, Dc 20036. TOTAL 51.00 psf Seqn T6.5.41 - 62675 Job Name: bob smith Truss ID: E01 Qty: 1 Drw : ERG x -LOC REACT SIZE REQ'D TC 2x4 SPF 165OF-1.5E Plating spec : ANSI/TPI - 1995 UPLIFT REACTIONS) 1 5- 2-12 . 434 5.50" 1.50• BC 2x4 SPF 1650F -1.5E THIS DESIGN IS THE COMPOSITE RESULT OF Support 1 -91 lb 2 13- 3- 4 434 5.50" 1.50" WEB 2x4 HF STUD MULTIPLE LOAD CASES. Support 2 -77 lb BRG REQUIREMENTS shown are based ONLYWEDGE 2x4 SPP 165OF-1.5E IF HANGERS ARE INDICATED ON THIS DRAWING, This truss is designed using the .un the tru$s material at each bearingPLATE VALUES PER ICBO RESEARCH REPORT #1607. THEY ARE BASED ON 1.5" HANGER NAILS FOR CBC -01 Code. - Heel plates analyzed for eccentricity. 1 -PLY AND 3" HANGER NAILS FOR MULTI -PLY Bldg Enclosed = Yes, Importance Factor- = 1.00 TC FORCE AXL BND CSI End verticals designed for axial loads only. GIRDERS. IF 2.5" GUN NAILS ARE USED, THE Truss Location = End Zone 1-2 -384 0.00 0.22 0.23 Extensions above or below the truss profile HANGERS MUST BE RE-EVALUATED (BY OTHERS). Hurricane/Ocean Line = No , Exp Category = C 2-3 -448 0.00 0.35 0.35 (if any) require additional consideration + + + + + + + + + + -+ + + + + + + + + + + + Bldg Length = 40.00 ft, Bldg Width = 20.00 ft (by others) for horiz. loads on the bldg. Designed for 0.2 K lbs drag load applied Mean roof height = 16.17 ft, mph = 80 BC FORCE AXL END CSI evenly along the top chord -to the chord CBC Special Occupancy, Dead Load 12.6 psf 4-5 200 0.00 0.30 0.30 B ea. bearing (unless noted), concurrently 5-6 394 0.05 0.30 0.35 with dead + 0 $ live loads. D.F. = 1.33 Horiz. reaction = 0.2 K lbs. ea. bearing. WEB FORCE CSI WEB FORCE CSI - Connection (by others) must transfer equal 1-4 -514 0.10 2-5 -173 0.03' load to each ply (or add-on) shown. 1-5 589 0.20 . - + + + + ... + + + + + + + + + +.+ + + + + + • MAX DEFLECTION (span) - L/999 MEM 5-6 (LIVE) LC 1 ' - L= -0.02" D= -0.07" T= -0.10" • • ---= Joint Locations =- -- - =1-- r 1-9-0 6-9-0 0- O- 0 4 0- 0- 0 2 1- 9- 0 5- 1- 9-.0• 1-9-0 8 6-0 3 8- b- 0 6 8- 6- 0 1-9-0 ! 6-9-0 _ 1 2 3 1 300 4.4 t 3d ZZ 2-0-0 2-4-0 10-12 -0 SHIP 4-6 T 0-7-12 p,RCHILU TECl J -a I I I 7'cc T a 119, ,, `,O All ri 5-0-0 r4 5 6 1.9-0 6-9-0 STUB 1-9-0 8-0-0 t5'T}!: E. 1/30/2006 All plates are 20 gauge Truswal Connectors unless preceded by "Mx" for HS 20 gauge or "H" for 16 gauge, positioned per Joint Detail Reports available from Truswal software, unless noted. Scale: 17/32" = 1' ® WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Job: EJ. WO: pd00847 This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer Chk: sb and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions T R U S S WO R KS are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads Dsgnr: sb utilized on this design meet or exceed the loading Imposed by the local building code and the particular application. The design assumes that the top chord TC Live 20.00 psf DurFaes L=1.25 P=1.25 A Company You Can Truss I is laterally braced by the roof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise p y noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed in any TC Dead 14.00 psf Rep Mbr Bnd 1.15 . e• n r environment that will cause the moisture content of the wood to Pxceed 19% and/or cause connector Plate corrosion. Fah-.^:ca!e, .h._ndl !nst:!! -. - BC Live -O.00 psf - pacing 2- O- O 75-110 J 1. V I larlC J pl. Ste- 1 I A and brace this truss in accordance with the following standards: 'Joint and Cutting Detail Reports' available as output from Truswal software, Palm Desert, CA. 92211 'ANSIrTPI 1% WTCA V- Wood Truss Council of America Standard Design Responsibilities,'BUILDING COMPONENT SAFETY INFORMATION' - BC Dead 17.00 psf Design Spec CBC -01 Phone (760) 341-2232 (SCSI 1.03) and'SCSI SUMMARY SHEETS' by WTCA and TPI. The Truss Plate Institute (TPI) is located at 583 D'Onofrio Drive, Madison, Fax # (760) 341-2293 Wisconsin 53719. The American Forest and Paper Association (AFPA) is located at 1111 19th Street, NW, Ste 800, Washington, OC 20036. TOTAL 51.00 psf Seqn T6.5.41 - 62676 Job Name: bob smith Truss ID: E02 Qty: 1 Drwg: BRG x -LOC REACT SIZE REQ•D TC 2x4 SPF 1650F -1.5E Plating spec : ANSI/TPI - 1995 UPLIFT REACTION(S) - 1 4. 9- 4 457 5.50^ 1.50^ BC 2x4 SPF 165OF-1.5E THIS DESIGN IS THE COMPOSITE RESULT OF Support 1 -94 lb - - 2 13- 3- 4 457 5.50" 1.50" WEB 2x4 HF STUD MULTIPLE LOAD CASES- Support 2 -83 lb BRG REQUIREMENTS shown are based ONLYWEDGE- 2x4• SPF 165OF-1.5E IF HANGERS ARE INDICATED ON THIS DRAWING, This truss is designed using the _ qn the truss material at each bearingPLATE VALUES PER ICBO RESEARCH REPORT #1607. THEY ARE BASED ON 1.5" HANGER NAILS FOR • CBC -01 Code. Heel plates analyzed for eccentricity. 1 -PLY AND 3" HANGER NAILS FOR MULTI -PLY - Bldg Enclosed = Yes, importance Factor 1.00 TC FORCE AXL BND CSI End verticals designed for axial loads only. GIRDERS. IF 2.5" GUN NAILS ARE USED, THE- Truss Location = End Zone - 1-2 -461 0.00 0.22 0.22 Extensions above or below the truss profile HANGERS MUST BE RE-EVALUATED (BY OTHERS). Hurricane/Ocean Line = No , Exp .Category= C 2-3 -515 0.00 0.35 0.35• (if any) require additional consideration Bldg Length = 40.00 ft, Bldg Width =.•20.00 ft (by others) for horiz. loads on the bldg. Mean roof height = 16.17 ft, mph 80 BC FORCE AXL END CSI ' - _ ,CBC Special Occupancy, Dead Load 12.6 psf 4-5 47 0.00 0.28 0.29 5-6 457 0.06 0.28 0.34 WEB FORCE CSI WEB FORCE CSI • • 1 - 1-4 -497 0.09 2-5 -129 0.03 1-5 ,583 0.20. • - - MAX DEFLECTION (span) L/999 MEM 5-6 (LIVE) LC 1 .- - - L= -0.02" D=,-0.08" T= -0.10" ^ 2-2 66-9 `'. _ - =1===0- 00Loca4ionOs-=0_=0 2-2-8 6-11-8 2 2- 2- 8 5 2- 2 8 3 8-11- 8 6 8-11- 8 2-2-8 . fi-9-0 t , . 2 3 -3.00 •. r 4-4 34 • 2-4-0 T 2-4-0 1-9-64-0 SHIP T RCHITF 1 )-7-12 p P Cl 3-4 GAR( ' G1 99 cLOQ`0 11 115 \11 8-11-8 err- de 40 V a 5 . 6 4-" 2-2-8 6-9-0 STUB 2-2-8 8-11-8 -w 1/30/2006 All plates are 20 gauge Truswal Connectors unless preceded by "Mx" for HS 20 gauge or "H" for 16 gauge, positioned per Joint Detail Reports available from Truswal software, unless noted. Scale: 17/32" = 1' ® WARNING Read.all notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Job: EJ. WO: pd00847 This design Is for an Individual building component not truss system. R has been based on specifications provided by the component manufacturer Chk' sb and done In accordance with the current versions of TPI and AFPA design standards. No responsibility Is assumed for dimensional accuracy. Dimensions T R U S S WO R KS are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads Dsgnr: sb utilized on this design meet or exceed the loading Imposed by the local building code and the particular application. The design assumes that the top chord TC Live 20.00 psf DurFacs L=1.25 P=1.25 A Company You Can Trussl Is laterally braced by the roof or floor sheathing and the bottom chord Is laterally braced by a rigid sheathing material directly attached, unless otherwise p y noted. Bracing shown Is for lateral support of components members only to reduce buckling length. This component shall not be placed In any TC Dead 14.00 psf Rep Mbr Bnd 1.15 75-110 St - Charles •t A environment that will cause the moisture content of the. wood to exceed 19% andlor causeP P g connector plate corrosion. Fabricate, handle, Instal: - BC Live 0.00 sf O.C.S acin 2-0-0 Cg Nrt' •2 a ' r and brace this truss in accordance with the following standards: 'Jointand Cutting Detail Reports' available as output from Truswal software, Palm Desert, CA. 92211 •ANSIITPI 1', •WTCA 1' - Wood Truss Council of America Standard Design Responsibilities, 'BUILDING COMPONENT SAFETY INFORMATION'- BC Dead 17.00 psf Design Spec CBC -01 Phone (760) 341-2232 (BCSI 1.03) and'BCSI SUMMARY SHEETS' by WTCA and TPI. The Truss Plate Institute (TPI) Is located at 583 Donofrio Drive, Madison, Fax # (760) 341-2293 Wisconsin 53719. The American Forest and Paper Association (AFPA) Is located at 1111 19th Street, NW. Ste 800, Washington, DC 20036. TOTAL • 51.00 psf Seqn T6.5.41 - 62677 Job Name: bob smith Truss ID: E03 Qty: BRG x -LOC REACT SIZE REQ -13 TC 2x4 SPF 1650F -1.5E Plating spec : ANSI/TPI - 1995 1 2- 9- 4 559 5.50" 1.50^ BC 2x4 SPF 165OF-1.5E THIS DESIGN IS THE COMPOSITE RESULT OF 2 13- 3- 4 559 5.50" 1.50" WEB 2x4 HP STUD MULTIPLE LOAD CASES. BRG REQUIREMENTS shown are based ONLYWEDGE 2x4 SPP 1650F-1.51 IF HANGERS ARE INDICATED ON THIS DRAWING, .on the truts material at each bearingPLATE VALUES PER ICBG RESEARCH REPORT #1607. THEY ARE BASED ON 1.5" HANGER NAILS FOR I Heel plates analyzed for eccentricity. 1 -PLY AND 311 HANGER NAILS FOR MULTI -PLY TC PORCE AXL BND CSI GIRDERS. IF 2.5" GUN NAILS ARE USED, THE _ 1-2 -797 0.00 0.20 0.21 HANGERS MUST BE RE-EVALUATED (BY OTHERS). 2-3 -819 0.01 0.32 0.33 - - BC FORCE AXL HND CSI - 4 -5 24 0.00 0.25 0.25 5-6 750 0.09 0.25 0.34 l - WEB FORCE CSI WEB FORCE CSI _ 1-4 -520 0.10 2-5 80 0.04 ' ' 1-5 780 0.27 ' � I 24.0T 11 3-r 1 4 2-8 6-9-0 4-2-8 10-11-8 4-2-8 6-9-0 1 2 3 3� 4-4 $ UPLIFT REACTION(S) : Support 1 -107 lb Support 2 -103 lb This truss is designed using the , CBC -01 Code. Bldg•Enclosed = Yes, Importance Factor ='1.00 Truss Location = End Zone Hurricane/Ocean Line = No , Exp Category = C Bldg Length = 40.00 ft, Bldg Width = 20.00 ft Mean roof height = 16.17 ft, mph = 80 CBC Special Occupancy, Dead Load 12.6 psf MAX DEFLECTION (span) : L/999 MEM 5-6 (LIVE) LC 1 L= -0.02" D= -0.08" T= -0.10" -- Joint Locations =---- 1 0- 0- 0 4 0- 0= 0 2 4- 2- 8 5 4- 2- 8 3 10-11- 8 . 6 10-11- 8 2-4-0 s 70.7.121sHIP �D �,ACHI%Cr 2-4 - � Q �1�1 ✓ ,4 5 10-11-8 6 STUB 4-2-8 6-9-0 rJQ�� 4-2-8 10-11-8 srAi� 0� O .11/30/2006 All plates are 20 gauge Truswal Connectors unless preceded by "MX" for HS 20 gauge or "H" for 16 gauge, positioned per Joint Detail Reports available from Truswal software, unless noted.. Scale: 13/32" = 1' ® WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Job: EJ. WO: pd00847 This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer Chk' sb and done in accordance with the current versions of TPI and AFPA design standards. No responsibility Is assumed for dimensional accuracy. Dimensions T R U S S W O R KS are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads Dsgnr: sb utilized on this design meet or exceed the loading Imposed by the local building code and the particular application. The design assumes that the top chord - TC Live 20.00 psf DurFacs L=1.25 P=1.25 A Company You Can Trussl is laterally braced by the roof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise p y noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed in any TC Dead 14.00 psf Rep Mbr Bnd 1.15 75-110 St Charles I to 4 4 A environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, install _ - BC Live 0.00f O.C.$ .Spacing 2- 0- 0 ?"r "c' 1'r' " r - and brace this truss In accordance with the following standards: 'Joint and Cutting Detail Reports' available as output from Tniswal software, p p g Palm Desert, CA. 92211 'ANSIrrPI 1% WTCA 1' -Wood Truss Council of America Standard Design Responsibilities, 'BUILDING COMPONENT SAFETY INFORMATION' - BC Dead 17.00 psf Design Spec CBC -01 Phone (760) 341-2232 (BCSI 1-03) and'BCSI SUMMARY SHEETS' by WTCA and TPI. The Truss Plate Institute (TPI) Is located at 583 D'Onofrio Drive, Madison, Fax # (760) 341-2293 Wisconsin 53719. The American Forest and Paper Association (AFPA) is located at 1111 19th Street, NW, Ste 800, Washington, DC 20036. TOTAL 51.00 psf Seqn T6.5.41 - 62678 Job Name: bob smith Truss ID: E04 Qty: 1 Drw : BRG X -LOC REACT SIZE REQ'D TC 2x4 SPP 1650F-1. 5E Plating spec : ANSI/TPI - 1995 UPLIFT REACTION(S) •_ 1 0- 9- 4 661 5.50• 1.50• BC 2x4 SPF 1650F -1.5E THIS DESIGN IS THE COMPOSITE RESULT OF Support 1 -121 lb ° 2 13- 3- 4 661 5.50^ 1.50^ WEB 2x4 HF STUD MULTIPLE LOAD CASES. Support. 2 -121 lb .. BRG REQUIREMENTS shown are based ONLYWEDGE .2x6 HF 1650F -1 -SE IF HANGERS ARE INDICATED ON THIS DRAWING, This truss -is designed using the Aa the truds material at each bearing 2x4. SPF 1650F -1.5E 2 THEY ARE BASED ON 1.5" HANGER NAILS FOR CBC -01 Code. - PLATE,VALUES PER ICBO RESEARCH REPORT #1607.' 1 -PLY AND 3" HANGER NAILS FOR MULTI -PLY Bldg Enclosed = Yes, Importance Factor = 1.00 TC FORCE AXL BND CSI Heel plates analyzed for eccentricity. GIRDERS. IF 2.5" GUN NAILS ARE USED, THE Truss Location = End Zone 1-2 -1122 0.01 0.29 0.30 ' HANGERS MUST BE RE-EVALUATED (BY OTHERS). Hurricane/Ocean Line = No Exp Category = C 2-3 - -1125 0.02 0.31 0.32 - - Bldg Length = 40:00 ft, Bldg Width- -20:00,ft• Mean roof height = 16.17 ft, mph = 80 BC t FORCE AXL'BND CSI - - CBC Special Occupancy, Dead Load =- 12.6,psf 4-5 1043 0.16 0.21 0.37 -' • _ -' - -' ` 5-6 1043 0.13 0.19 0.32 WEB FORCE CSI WEB FORCE CSI • - 2-5 180 0.09 -. - MAX DEFLECTION (span) a _ - - L/999 MEM 4-5 (LIVE) LC 1 - - - - L= -0.04" D= -0.07^ T='-0.10" - - ---_= Joint Locations =---- 1 0- 0- 0 .4 0- 0- 0 2 6- 2- 8 5 6- 2-`18 ' 3 12-11- 8 6 12-11- 8 6-2-8 6-9 6-2-8 12-11 8 f 6.2-8 6-9-0 3.00 -300 4-4 2-" 0 7-82-046 2-4-0 I0-9 6 5 6 II 10 7-12 SHIP .. aaCHlr _ 12-11-8 I -r- 0-" G 11200^O 0-6-6 4 5 6 ` %zirs STUB 6-2-8 4 6-9-0 \ d?° 6-2-8 12-11-8 /30/2006 All plates are 20 gauge Truswal Connectors unless preceded by "MX" for HS 20 gauge or "H" for 16 gauge, positioned per Joint Detail Reports available from Truswal software, unless noted. Scale: 11/32" = 1' ® WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Job: EJ. WO: pdo0847 This design is loran Individual building component not truss system. It has been based on specifications provided by the component manufacturer Chk' sb and done In accordance with the current verslons of TPI and AFPA design standards, No responslbll!ty Is assumed for dimensional accuracy.Oi.ensl.ns T R U S S W O R KS are to be verified by the component manufacturer andlor building designer prior to fabrication. The building designer must ascertain that the loads DSgnr: sb utilized on this design meet or exceed the loading imposed by the local building code and the particular application. The design assumes that the top chord TC Live 20.00 psf DurFacs L=1.25 P=1.25 A Company You Can Truss! is laterally braced by the roof or floor sheathing and the bottom chord Is laterally braced by a rigid sheathing material directly attached, unless otherwise p y noted. Bracing shown Is for lateral support of components members only to reduce buckling length. This component shall not be placed In any TC Dead 14.00 psf Rep Mbr Bnd 1.15 environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, !nsta!! - - 7 _11A fit. C,i Zr1eS p!. Ste -11 ^ BC Live 0.00 psf pacing 2- 0-0 and brace this truss In accordance with the following standards: 'Joint and Cutting Detail Reports' available as output from 7ruswal software, Palm Desert, CA. 92211 'ANSIrrPI 1', VITCA 1' • Wood Truss Council of America Standard Design Responsibilities,'BUILDING COMPONENT SAFETY INFORMATION'- BC Dead 17.00 psf Design Spec CBC -01 Phone (760) 341-2232 (SCSI 1-03) and'BCSI SUMMARY SHEETS' by WTCA and TPI. The Truss Plate Institute (TPI) is located at 583 D'Onofrio Drive, Madison, Fax '# (760) 341-2293 Wisconsin 53719. The American Forest and Paper Association (AFPA) is located at 1111 19th Street, NW, Ste 800, Washington, DC 20036. TOTAL 51.00 psf Seqn T6.5.41 - 62679 Job Name: bob smith Truss ID: E05 Qty: 4 Drw : BEG x -LOC REACT SIZE REQ'D TC 2x4 SPF 1650F -1.5E Plating spec : ANSI/TPI - 1995 UPLIFT REACTION(S) 1 0- 2-12 688 5.50^ 1.50^ BC 2x4 SPF 1650F -1.5E THIS DESIGN IS THE COMPOSITE RESULT OF Support 1 -125 lb 2 13- 3- 4 688 5.50• 1.50^ WEB 2x4 HF STUD MULTIPLE LOAD CASES- _ Support 2 -125 lb BEG REQDIREMBNTS shown are based ONLYWEDGE 2x4 SPF 165OF-1.5E IF HANGERS ARE INDICATED ON THIS DRAWING,, This truss is designed using the Oil the trugs material at each bearingPLATE VALUES PER ICBO RESEARCH REPORT #1607. THEY ARE BASED ON 1.5" HANGER NAILS FOR CBC -01 Code. Heel plates analyzed for eccentricity. 1 -PLY AND 3" HANGER NAILS FOR MULTI -PLY Bldg Enclosed = Yes, Importance Factor = 1.00 'TC. FORCE ABL HND CSI - - GIRDERS- IF 2.5" GUN NAILS ARE USED, THE Truss Location = End Zone - '1-2 -1243 0.02 0.26.0.28 _ HANGERS MUST BE RE-EVALUATED (BY OTHERS). Hurricane/Ocean Line = No , Exp Category = C. 2-3 -1243 0.02 0.26 0.26 Bldg Length = 40.00 ft, Bldg Width = 20.00 ft ' Mean roof height = 16.17 ft, mph - 80 BC FORCE .ABL BND CSI CBC Special Occupancy,•Dead Load = 12.6 psf .. 4-5 1158 0.15 0.19 0.33- 5-6 1158 0.15 0.19 0.33 - WEB FORCE CSI WEB FORCE CSI 2-5 200 0.10 . - MAX DEFLECTION (span) c L/999 MEM 4-5 (LIVE) LC 1 L= -0.03" D= -0.08 T= -0.11 • - ` _ = Joint Locations --- - 1== 0- 0- 0 4 0 0- 0 ' 2 6- 9- 0 5 6- 9-'0 66-9-0 66 -gam 3 13- 6- 0 6 13- 6-:0 6-9-0 13-6-0 6-9-0 6-9-0 1 2 3. °4 3.00 6-11 4-4 J 2-4-0 2-4-0 5-0 5 6 SHIP l Io -7-12. kz=lI0 -121 1.5-3 �� pF1CH1TFCT cC-0,t�tQ�'p. GAR�yo 13-6-0 Il ii •'•^� ;�° t�0�'l 0 i 4 5 6 t 6-9-0 6 9-0 6-9-0 . 13-6-0 4�Q LVj��f X11 /30/2006 All plates are 20 gauge Truswal Connectors unless preceded by "Mx" for HS 20 gauge or "H" for 16 gauge, positioned per Joint Detail Reports available from Truswal software, unless noted. Scale: 11/32" = 1' ® WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Job: EJ. WO: pd00847 This design Is for an Individual building component not truss system. It has been based on specifications provided by the component manufacturer Chk: sb and done In accordance with the current versions of TPI and AFPA design standards, No responsiblltty is assumed for dimenslonal accuracy. Dl.anslons T R U S S WO R KS are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads Dsgnr: Sb utilized on this design meet or exceed the loading Imposed by the local building code and the particular application. The design assumes that the top chord TC Live 20.00 psf DurFacs L=1.25 P=1.25 A Company You Can Truss l is laterally braced by the roof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise p y noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed In any _TC Dead 14.00 psf Rep Mbr Bnd 1.15 75-110 St Charles t to 4 n A environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, install � SC Live 0.00 psf O.C.S acln 2- 0- 0 ' af.ca pr. Sic- r r - and brace this truss in accordance with the following standards: 'Joint and Cutting Detail Reports' available as output from Truswal software, p p g Palm Desert, CA. 92211 'ANSUTPI 1', WTCA V. Wood Truss Council of America Standard Design Responsibilities, 'BUILDING COMPONENT SAFETY INFORMATION' - BC Dead 17.00 psf Design Spec CBC -01 Phone (760) 341-2232 (SCSI 1.031 and'BCSI SUMMARY SHEETS' by 017CA and TPI. The Truss Plate Institute (TPI) is located at 583 D'Onofrio Drive, Madison, Fax # (760) 341-2293 Wisconsin 53719. The American Forest and Paper Association (AFPA) is located at 1111 19th Street, NW, Ste 800, Washington, DC 20036. TOTAL 51.00 psf Seqn T6.5.41 - 62680 Job Name: bob smith Truss ID: E06 Qty: 1 Drw : ERG X -LOC REACT SIZE REQ'D TC 2x4 SPP 1650F-1.513 Plating Spec : ANSI/TPI - 1995 UPLIFT REACTION(S) 1 0- 2-12 1206 5.50^ 1.73• BC 2x4 SPP 1650F -1.5E THIS DESIGN IS THE COMPOSITE RESULT OF Support 1 -220 lb , 2 13- 3- 4 1206 5.50• 1.73^ WEB 2x4 HF STUD - MULTIPLE LOAD CASES. Support 2 -220 lb BRG REQUIREMNTS shown are based ONLYWEDGE 2x4 SPP 1650F -1.5E IF HANGERS ARE INDICATED ON THIS DRAWING, '. This truss is designed using the qn the trut.s material at each bearingPLATE VALUES PER ICBO RESEARCH REPORT #1607- THEY ARE BASED ON 1.5" HANGER NAILS FOR CBC -01 Code: ' Heel plates analyzed for eccentricity. .1 -PLY AND 3" HANGER NAILS FOR MULTI -PLY Bldg Enclosed = Yes, Importance Factor = 1.00 TC FORCE AXL BND CSI Permanent bracing is required (by others) to GIRDERS. IF 2.5" GUN NAILS ARE USED, THE -_ - Truss Location = End Zone 1-2 -2444 0.05 0.54 0.59 prevent rotation/toppling. See BCSI 1-03 HANGERS MUST BE RE-EVALUATED (BY OTHERS). Hurricane/Ocean Line = No , Exp Category = C 2-3 -2444 0.05 0.54 0.59 and ANSI/TPI 1. Bldg Length = 40.00 ft, Bldg Width = 20.00 £t - - - - Mean roof height = 16.17 ft, mph - 80 BC FORCE AXL BND CSICBC '. Special•Occupancy, Dead Load = 12.6 psf 4-5 2314 0.35 0.57 0.91 - ----------LOAD CASE #1 DESIGN LOADS ------------------ S-6 2314 0.35 0.57 0.91 ' - Dir L.Plf L.Loc R.Plf R.Loc LL/T, r. TC Vert 68.00 0- 0- 0 68.00 13- 6- 0 0.5 WEB FORCE CSI WEB FORCE CSI - • ' BC Vert 74.38 0-0- 0 74.38 13- 6- 0 0.0 2-5 412 0.20- ... Type ... lbs X. Loc LL/TL - TC Vert 287.9 6- 9- 0 1.00 TC Vert 201.6 6- 9- 0 0.00 T• 2-4-0 6-8 T .70.7.12 66-9-0 66-9-0 6-9-0 13-6-0 6-9-0 6-9-0 1 2 3 ;:O:: 0 6 MAX DEFLECTION (span) : L/999MEM 5-6 (LIVE) LC 1 - L= -0.10" D= -0.17" T=--0.27- Joint =-0.27"Joint Locations =--- 1 0- 0- 0 4 0 0- 0, 2 6- 9- 0 5 6- 9- 0 3 13- 6- 0 6 13- 6- 0 T 2-4-0 3 SHIP I0-7-12 p,FlcNirFcr A I cr- G , '9, ✓ `0 13-0-0 4 5 6 ( 1 dPoil OQ c-0 6-90 6-9-0 w 6-9-0 13-6-0 Sr'TE Or CPQ O 11/30/2006 All plates are 20 gauge Truswal Connectors unless preceded by "MX" for HS 20 gauge or "H" for 16 gauge, positioned per Joint Detail Reports available from Truswal software, unless noted. Scale: 11/32" = 1' WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Job: EJ. WO: pd00847 This design Is for an Individual building component not truss system. It has been based on specifications provided by the component manufacturer Chk- sb and done In accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions TRUSSWORKS Ds nr. sb are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads g utilized on this design meet or exceed the loading Imposed by the local building code and the particular application. The design assumes that the top chord TC Live 20.00 psf DurFacs L=1.25 P=1.25 A Company You Can Truss! Is laterally braced by the roof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise p y noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed In any TC Dead 14.00 psf Rep Mbr Bnd 1.00 '5--' w nom_ t__ r A A environment that will cause the moisture content of the wood to exceed 19%and/or cause connector plate corrosion. Fabricate, handle, Instal! Bl. LIVe U.UU ST .C.$ acin 2- - r r t O St. Cot pt. Ste- 11A and brace this truss In accordance with the following standards: 'Joint and Cutting Detail Reports' available as output from Truswal software, p p g Palm Desert, CA. 92211 'ANSIrrPI 1', WrCA V - Wood Truss Council of America Standard Design Responsibilities,'BUILDING COMPONENT SAFETY INFORMATION' - BC Dead 17.00 psf Design Spec CBC -01 Phone (760) 341-2232 (SCSI 1-03) and'BCSI SUMMARY SHEETS' by WTCA and TPI. The Truss Plate Institute (TPI) is located at 583 D'Onofrio Drive, Madison, Fax # (760) 341-2293 - Wisconsin 53719. The American Forest and Paper Association (AFPA) is located at 1111 19th Street, NW, Ste 800, Washington, DC 20036. TOTAL 51.00 psf Seqn T6.5.41 - 62681 Job Name: bob smith Truss ID: F01 Qty: 1 Drw : BRG x -LOC REACT SIZE REQ'D TC 2x4 SPP 165OF-1.5E Plating spec : ANSI/TPI - 1995 UPLIFT REACTION(S) 1 0- 2-12 765 5.50' 1.50^ BC 2x4 SPP 1650F -1.5E THIS DESIGN IS THE COMPOSITE RESULT OF Support 1 -137 lb 2. 14- 9- 4 765 5.50^ 1.50' WEB 2x4 HF STUD MULTIPLE LOAD CASES. Support 2 -137 lb -BRG REQUIREMENTS shows are based ONLYGBL BLK 2x4 HF STUD IF HANGERS ARE INDICATED ON THIS DRAWING, This truss is designed using the 0.1 the truds material at each bearingPLATE VALUES PER ICBO RESEARCH REPORT #1607. THEY ARE BASED ON 1.5" HANGER NAILS FOR CBC -01 Code. - May use adequate staples for gable blocks. 1 -PLY AND 3" HANGER NAILS FOR MULTI -PLY Bldg Enclosed = Yes, Importance Factor = 1.00 TC FORCE AXL BND CSI GIRDERS. IF 2.5" GUN NAILS ARE USED, THE _ Truss Location = End Zone - - 1-2 -1618 0.02 0.53 0.55 Gable verticals are 2x 4 web material spaced HANGERS MUST BE RE-EVALUATED (BY OTHERS). Hurricane/Ocean Line = No Exp Category = C 2-3 -1953 0.05 0.18 0.22 at 16.0 ". o.c. unless noted otherwise. + + + + + + + + + + + + + + + + + + + + ... Bldg Length = 40.00 ft, Bldg Width = 20.00 ft 3-4 -1953 0.05 0.18.0.22 Designed for 200 Plf drag load applied Mean roof height = 16.33 ft, mph - 80 4-5 -1618 0.02 0.53 0.55 evenly along the top chord to the chord CBC Special Occupancy, Dead Load = 12.6 psf - O ea. bearing (unless noted), concurrently BC FORCE AXL BND CSI - - with dead + 0 $ live loads. D.P. = 1.33 ' - 6-7 3034 0.43 0.24 0.67 Horiz. reaction 3.0 K lbs. ea. bearing. 7-8 .3034 0.43 0.24 0.67 Connection (by others) must transfer equal load to each ply (or add-on) shown. WEB FORCE CSI WEB FORCE CSI + + + + + + + + + + + + + + + + + + + + + # •. 2-7 -746 0.25 4-7 -746 0.25 3-7 416 0.16 .. 3-11-6 3-63-6-10 3-6.6.1 0 3-11_-6 3-11-6 7-6-0 11-0-10 15-M F 7-6-0 I 7-6-0 1 2 3 4 5 3.50 - 1'1. - ' 7-9- 4-4 - 2-8-0 14.4 Ia-5-,2 T. 2-8-0 -4 1 SHIP IO -5-12 14111 MAX DEFLECTION (span) : L/999 MEM 6-7 (LIVE) LC 15 L- -0.12" D= -0.10" T= -0.21" ---== Joint Locations =---- - 1 0- 0- 0. 5 15- 0- 0 2 3-11- 6 6 0- 0- 0 3 7- 6- 0 7 7- 6- 0 4 11- 0-10 8 15- 0- 0 L°,,t2 0� 7-6-0 7-0-0 15-0-0 `STATE • � TYPICAL PLATE: 1.5-3 11/30/2006 1 /30/2006 All plates are 20 gauge Truswal Connectors unless preceded by "Mx" for HS 20 gauge or "H" for 16 gauge, positioned per Joint Detail Reports available from Truswal software, unless noted. Scale: 5116" = 1' ® WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Job: EJ. WO: pd00847 This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer Chk' sb and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions TRUSSWORKS aretobeverifled bythe component manufacturer and/orbuildingdesigner prior tofabrication. The building designer must ascertain that the loads Dsgnr: sb utilized on this design meet or exceed the loading Imposed by the local building code and the particular application. The design assumes that the top chord TC Live 20.00 psf DurFacs L=1.25 P=1.25 A Company You Can Trussl Is laterally braced by the roof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise p y noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed in any TC Dead 14.00 psf Rep Mbr Bnd 1.15 ,. environment that will cause the moisture content of the wend to exceed 19% andfor cause connector plate corrosion. Fabricate, handle, install BC Live - 0.00 sf O.C.$ acid 2- 0- 0 75-110 St. Charles pi. Ste- 1 1 A and brace this truss In accordance with the following standards: 'Joint and Cutting Detail Reports' available as output from Truswal software, p p g Palm Desert, CA. 92211 -ANSUTPI 1','WTCA V. Wood Truss Council of America Standard Design Responsibilities,'BUILDING COMPONENT SAFETY INFORMATION' - BC Dead 17.00 psf Design Spec CBC -01 Phone (760) 341-2232 (BCSI 1-03) and'BCSI SUMMARY SHEETS' by WTCA and TPI. The Truss Plate Institute (TPI) is located at 583 D'Onofrio Drive, Madison, Fax # (760) 341-2293 Wisconsin 53719. The American Forest and Paper Association (AFPA) Is located at 1111 19th Street, NW, Ste 800, Washington, OC 20036. TOTAL 51.00 psf Segn T6.5.41 - 62682 Job Name: bob smith Truss ID: F02 Qty: 6 Drw : BRG x -LOC REACT SIZE REQ•D TC 2x4 SPF 1650F -1.5E Plating spec : ANSI/TPI - 1995 UPLIFT REACTION(S) 1 0- 2-12 765 5.50" 1.50^ BC 2x4 SPF 1650F -1.5E THIS DESIGN IS THE COMPOSITE RESULT OF Support 1 -137 lb 2 14- 9- 4 765 5.50• 1.50^ WEB 2x4 HF STUD ` MULTIPLE LOAD CASES. Support 2 -137 lb ' BRG REQUIREMENTS shown are based-ONLYPLATE VALUES PER ICBO RESEARCH REPORT #1607. IF HANGERS ARE INDICATED ON THIS DRAWING, This truss is designed using .the , qn .the truls material at each .bearing - THEY ARE BASED ON 1.5" HANGER NAILS FOR CBC -01 Code. • 1 -PLY AND 3" HANGER NAILS FOR MULTI -PLY Bldg Enclosed = Yes, Importance Factor. = 1.00 .TC FORCE AXL BND CSI - y GIRDERS. IF 2.5" GUN NAILS ARE USED, THE Truss Location - End Zone 1-2-1618 0.02 0.24 0.26 - - HANGERS MUST BE RE-EVALUATED (BY OTHERS). - Hurricane/Ocean Line = No , Exp Category C 2-3 -1305 0.02 0.15 0.16 Bldg Length - 40.00 ft, Bldg Width =X20.00 ft 3-4 -1305 0.02 0.15 0.16 - - _ - - Mean roof height = '16.33 ft, mph - 80 4-5 -1618 0.02 0.24 0-.26, CBC Special Occupancy, Dead Load = 12.6 psf BCFORCE AXL BND CSI - • ^ - 7 ... ; - . 6-7 1512 0.23 0.27 0.49 - - - • T - - - ' 7-8 1512 0.23 0.27 0.49 - WEB FORCE CSI WEB FORCE CSI - 2 -7 -304 0.10 4-7 -304 0.10 .- 3-7 416 0.16 Y 4 • • - - MAX DEFLECTION (span) : f - L/999 MEM 6-7 .(LIVE) LC 1 L= -0.03- D= -0.10" T= 70:13" Joint Locations -- 1 0- 0- 0 5 15- 0 0 2 3-11- 6 6 0- 0- 0 3-11-63-6-10 3-6-10 3-11-6 3 7- 6- 0 7 7- 6- 0 4 11 0-10:-. 8 15- O= 0 `- 3-11-6 7-6-0 f 11-0-10 15-0-0 _ 7-6-0 - I 7-6-0 . 2 3 4 5 7-9- 4-4 t• I r r 1.5-3 1.5-3 J T 2-8-0 2 6 - 2-8-0 3 4 3-4 SHIP l. Io -5_,2 I0_5_,21 3-8 . - 15-0 o 16 7 8,v oil, QZ O 7-0-0 15-0-0 srAh of G1 /30/2006 All plates are 20 gauge Truswal Connectors unless preceded by "11W for HS 20 gauge or •'H•• for 16 gauge, positioned per Joint Detail Reports available from Truswal software, unless noted. Scale: 5/16" = 1' ® WARNING Read all' notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Job: EJ. WO: pd00847 This design Is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer Chk: sb and done In accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions TRUSSWORKS Ds nr. sb are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads g utilized on this design meet or exceed the loading Imposed by the local building code and the particular application. The design assumes that the top chord TC Live 20.00 psf DurFacs L=1.25 P=1.25 A Company You Can Truss l is laterally braced by the roof or floor sheathing and the bottom chord Is laterally braced by a rigid sheathing material directly attached, unless otherwise noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed in any TC Dead 14.00 psf Rep Mbr Bnd 1.15 7 w w n Charles •r w environment that will "use the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, Install C-` -r to St. Charles pl. Ste -Yr s 6Live 0.00 psf '. O.C.Spacing 2-0-0 PalmDesertCA. 92211 and brace this truss in accordance with the following standards: 'Joint and Cutting Derail Reports' available as output from Truswal software, Desert, 'ANSO'TPI 1% WTCA V- Wood Truss Council of America Standard Design Responsibilities, 'BUILDING COMPONENT SAFETY INFORMATION'- BC Dead 17.00 psf Design Spec CBC -01 Phone (760) 341-2232 (SCSI 1.03( and'BCSI SUMMARY SHEETS' by WTCA and TPI. The Truss Plate Institute (TPI( Is located at 583 D'Onofrio Drive, Madison, Fax # (760) 341-2293 Wisconsin 53719. The American Forest and Paper Association (AFPA) is located at 1111 19th Street, NW, Ste 800, Washington, DC 20036. TOTAL 51.00 psf Seqn T6.5.41 - 62683 Job Name: bob smith Truss ID: F03 Qty: 1 Drw : BRG x -LOC REACT SIZE REQ•D TC 2x4 SPP 1650F -1.5E Plating spec : ANSI/TPI - 1995 Required bearing widths and bearing areas 1 0- 1-12 765 HGR 1.50" BC 2x4 SPP 1650F -1.5E THIS DESIGN IS THE COMPOSITE RESULT OF apply when truss not supported in a hanger. 2 14-10- 4 765 HGR 1.50" WEB 2x4 HF STUD MULTIPLE LOAD CASES. UPLIFT REACTIONS) : BRG REQUIREMENTS shown are based ONLYPLATE VALUES PER ICBG RESEARCH REPORT #1607. IF HANGERS ARE INDICATED ON THIS DRAWING, Support 1 -137 lb - qn the truss material at each bearing+ + + + + + + + + + + + + + + + + + + + + + THEY ARE BASED ON 1.5" HANGER NAILS FOR Support 2 -137 lb BRG HANGER/CLIP NOTE Designed for 1.0 K lbs drag load applied 1 -PLY AND 3" HANGER NAILS FOR MULTI -PLY This truss is designed using the 1 HUS26 - evenly along the top chord to the chord - GIRDERS- IF 2.5" GUN NAILS ARE USED, THE CBC -01 Code. - 2 HUS26 ® ea. bearing (unless noted), concurrently HANGERS MUST BE RE-EVALUATED (BY OTHERS). Bldg Enclosed = Yes, Importance Factor. = 1.00' Support Connection(s)/Hanger(s) are with dead + 0 $ live loads. D.F. = 1.33 Truss Location = End Zone not designed'for horizontal loads. Horiz. reaction = 1.0 K lbs. ea. bearing. Hurricane/Ocean Line = No , Exp Category = C SEE SIMPSON CATALOG Connection (by others) must transfer equal Bldg Length = 40.00 ft, Bldg Width = 20.00 ft' ' FOR ADDITIONAL INSTALLATION NOTES 7 load to each ply (or add -On) shown. Mean roof height = 16.33 ft, mph - 80 + + + + + + + + + + + + + + + + + + + + + +• - CBC Special Occupancy, Dead Load 12.6 psf TC FORCE ABL BND CSI - •1 -2 -1652 0.02 0.22 0.24 - - - 2-3 -1325 0.02 0.14 0.16. 3-4 -1325 0.02 0.14 0.16 - 4-5 -1652 0.02 0.22 0.24 - BC FORCE ABL BND CSI - Z 6-7 1621 0.19 0.31 0.50 - - - 7-8 1621 0.19 0.31 0.50 - e - MAX DEFLECTION (span) - ' - L/999 MEM 6-7 (LIVE) LC 15 WEB FORCE CSI WEB FORCE CSI - L= -0.04" `D= -0.10" T="-0.14' 2-7 -340 0.11 4-7 -340 0.11 - 3-7 430 0.16 - - -- _= Joint Locations =-- t. 1 0- 0- 0 5 15- 0- 0 2 3-11- 6 6 0- 0 0 3-11-6 3-6-10 3-6-10 3-11-6 3 7- 6- 0 7 7- 6- 0 7 Y , 3-11-6 7-6-0 11-0-10 15-0-0 4 11- 0-10 8 15- 0- 0 7-6-0 7.6-0 1 2 3 4 5 .� 3� . 3� 2-8-0 3-4 1I I0-5-12 4-4 3-8 C! -Q 6 7 8 Qo G 7-" 7-6" t�TE O1� --- �11/30/2006 11/30/2006 All plates are 20 gauge Truswal Connectors unless preceded by 'W" for HS 20 gauge or "H" for 16 gauge, positioned per Joint Detail Reports available from Truswal software, unless noted. Scale: 5/16" = 1' WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor.' Eng. Job: EJ. WO: pdo0847 ® This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer Chk: sb and done in accordance with the current versions of TPI and AFPA design standards. No responslbility is assumed for dimensional accuracy. Dimensions Dsgnr: sb KS are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads TC Live 20.00 psf DurFacs L=1.25 P=1.25 T R U S S W O R utilized on this design meet or exceed the loading imposed by the local building code and the particular application. The design assumes that the top chord A Company You Can Tru! p y Truss! Is laterally braced by the roof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise TC Dead 14.00 Rep Mbr Bnd 1.15 Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed in any psf 76�.. =1 f u Si(. Charles ste- f f M environment that will cause the moisture content of the wood to exceed 19% Pndlor cause connector Mate cnrrosion. Fabricate, handle, Install B� Live 0.00 psf p V.'C.S p g 2-0-0 pi. Palm Desert, CA. 92211 and brace this truss in accordance with the following standards: 'Joint and Cutting Detail Reports' available as output from TruswalaCin software, •ANSUTPI 1', WTCA 1' Wood Truss Council America Standard 'BUILDING BC Dead 17.00 psf Design Spec CBC -01 Phone (760) 341-2232 • of Design Responsibilities, COMPONENT SAFETY INFORMATION'. 1-03) SUMMARY SHEETS' by WTCA TPI. The Truss Plate Institute is located 583 D'Onofrio Drive, Madison, Fax # (760) 341-2293 (BCSI and'BCSI and (TPI) at Wisconsin 53719. The American Forest and Paper Association (AFPA) is located at 1111 19th Street, NW, Ste 800, Washington, OC 20036. TOTAL 51.00 psf Seqn T6.5.41 - 62684 Job Name: bob smith Truss ID: F04 Qty: 6 Drw : Eng. Job: EJ. ERG x -LOC REACT SIZE REQ•D TC 2x4 SPP 1650F -1.5E Plating spec : ANSI/TPI - 1995 Required bearing widths and bearing areas 1 0- 1-12 765 HGR 1.50" BC 2x4 SPP 1650F -1.5E THIS DESIGN IS THE COMPOSITE RESULT OF apply when truss not supported in hanger. 2 14-10- 4 765 HGR 1.50" WEB 2x4 HF STUD MULTIPLE LOAD CASES. UPLIFT REACTION(S) : TC Live 20.00 psf BRG REQUIREMENTS shown are based ONLYPLATE VALUES PER ICBO RESEARCH REPORT. #1607. IF HANGERS ARE INDICATED ON THIS DRAWING, Support 1 -137 lb on the truds material at each bearingThis truss is, designed using the THEY ARE BASED ON 1.5" HANGER NAILS FOR Support 2 lb + BEG HANGER/CLIP NOTE, CBC -01 Code. 1 -PLY AND 3" HANGER NAILS FOR MULTI -PLY _-137 _ 1 HUS26 Bldg Enclosed= Yes, Importance Factor = 1.00 GIRDERS. IF 2.5" GUN NAILS ARE USED, THE BC Dead 17.00 s, 2 HUS26 Truss Location = End Zone - HANGERS MUST BE RE-EVALUATED (BY OTHERS). -01 Fax # (760) 341-2293 Support Comection(s)/Hanger(s) are Hurricane/Ocean Line = No Exp Category'-- C • - - - - ` not designed for horizontal loads. Bldg Length = 40.00 ft, Bldg Width = 20.00 ft SEE SIMPSON CATALOG Mean roof height = 16.33 ft, mph = 80 • ", "' - - FOR ADDITIONAL INSTALLATION NOTES CBC Special Occupancy, Dead Load = 12.6 psf - , • _ - TC FORCE AXL END CSI 1-2 -1652 0.02 0.22 0.24 - f • ,- 2-3 -1325 0.02 0.14 0.16 - 3-4 -1325 0.02 0.14 0.16 4-5 -1652 0.02 0.22 0.24 BC FORCE AXL HND CSI 6-7 1545 0.19.0.31 0.50- 7-8 1545 0.19 0.31 0.50 MAX DEFLECTION (span) WEB FORCE CSI WEB FORCE CSI - +- , - L/999 MEM 6-7 (LIVE) LC 1 L= -0.03" D= -0.10" T= -0.13- 2-7 -319 0.11 4-7 -319 0.11 3-7' 430 0.16 - Joint Locations _____ • - v 1 0- 0- 0 5 ,15- 0- 0 2 • 3-11- 6 .6 0- 0- 0 3-11-6 3-6-10 3-6-103-11-6 6, 0 0 6- 0 1 2-8-0 l 3-4 I0-5-12 3-11-6 7-6-0,. 7-6-0 2 3 • 3 .50 7-9- 4-4 11-0-10 15-0-0 r 7-6-0 4 5 -3 l 4 . Io -5-12 SHIP Cr x o ' 200 no0 _ 6 15-0_ 8 _ v 1o OP OQ oA 1► 7-6-0 7-6 7-6-0 1s-0-0 st,rF_ Gc O 11 /30/2006 All plates are 20 gauge Truswal Connectors unless preceded by "MX" for HS 20 gauge or "H" for 16 gauge, positioned per Joint Detail Reports available from Truswal software, unless noted. Scale: 5/16" = 1' WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Job: EJ. WO: pd00847 ® This design is for an Individual building component not truss system. it has been based on specifications provided by the component manufacturer Chk' sb and done In accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions areto be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads Dsgnr: sb TC Live 20.00 psf DurFacs L=1.25 P=1.25 T R U S S WO R KS utilized on this design meet or exceed the loading Imposed by the local building code and the particular application. The design assumes that the top chord A Company You Can Truss Is laterally braced by the roof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise p y noted. Bracing shown Is for lateral support of components members only to reduce buckling length. This component shall not be placed in any TC Dead 14.00 psf Rep Mbr Bird 1.15 75- 110 s1. Charles Ste- 11 M environment that will cause the moisture content of the wood to exceed 199E andlor cause connector plate corrosion. Fabricate, handle, Install SC Live 0.00 psf - p O.C.S acro 2-0-0 - p y pl. Palm Desert, CA. 92211 and brace this truss In accordance with the following standards: 'Joint and Cutting Detail Reports' available as output from Truswal software, BC Dead 17.00 Design Spec CBC Phone (760) 341-2232 ANSUTPI V. WTCA 1' -Wood Truss Council of America Standard Design Responsibilities, 'BUILDING COMPONENT SAFETY INFORMATION' - (SCSI 1-03) and'BCSI SUMMARY SHEETS* by WTCA and TPI. The Truss Plate Institute (TPI) is located at 583 D'Onofrio Drive, Madison, psf -01 Fax # (760) 341-2293 Wisconsin 53719. The American Forest and Paper Association (AFPA) Is located at 1111 19th Street, NW, Ste 800, Washington, DC 20036. TOTAL 51.00 psf Seqn T6.5.41 - 62685 Job Name: bob smith Truss ID: F05 Qty: 1 Drw : BRG x -LOC REACT SIZE REQ'D TC 2x4 SPF 1650F -1.5E Plating spec : ANSI/TPI - 1995 UPLIFT REACTIONS) " 1 0- 2-12 765 5.50^ 1.50^ BC 2x4 SPF 165OF-1.5E THIS DESIGN IS THE COMPOSITE RESULT OF Support 1 -137 lb 2 14- 9- 4 765 5.50• 1.50• WEB 2x4 HF STUD MULTIPLE LOAD CASES. Support 2 -137 lb BRG REQDIREMNTS shotm are based ONLYPLATE VALUES PER ICBO RESEARCH REPORT #1607. IF HANGERS ARE INDICATED ON THIS DRAWING, This truss is designedusing the op the trucb material at each bearing+ + + + + + + + + + + + + + + ... + + + + + THEY ARE BASED ON 1.5" HANGER NAILS FOR CBC -01 Code- - 4 11- 0-10 a 15- 0- 0 3-11.6 7-6-0 11-0-10 15-" Designed for 1.0 K lbs drag load applied 1 -PLY AND 3" HANGER NAILS FOR MULTI -PLY Bldg Enclosed = Yes, Importance Factor = 1.00 TC FORCE AXL BND CSI evenly along the top chord to the chord GIRDERS. IF 2.5" GUN NAILS ARE USED, THE Truss Location = End Zone 1-2 -1618 0.02 0.24 0.26 O ea. bearing (unless noted), concurrently HANGERS MUST BE RE-EVALUATED (BY OTHERS). Hurricane/Ocean Line = No , Exp Category = C 2-3 -1305 0.02 0.15 0.16 with dead + 0 $ live loads. D.F. = 1.33 T 1.5-3 1.5-3 Bldg Length = 40.00 ft, Bldg Width = 20:00 ft. . 3-4 -1305 0.02 0.15 0.16- - Horiz. reaction = 1.0 K lbs- ea. bearing. - Mean roof height = 16.33 ft, mph - 80 .4-5 -1618 0.02 0.24 0.26 Connection (by others) must transfer equal _ CBC Special Occupancy, Dead Load = 12.6 psf 1 I0-5-12 load to each ply (or add-on) shown. Q�� • GAA(,q,`O BC FORCE AXL BND CSI + + + + + + + + + + + + + + + + + + + + + + _ - 6-7 1604 0.23 0.27 0.49 - 7-8 1604 0.23 0.27 0.49 c Q NO" 15-0-0 6 7 8 WEB FORCE CSI WEB FORCE CSI 7 - 7-"� �-s� 7-" 15-0-0 �Q O 2-7 -335 0.11 4-7 -335 0.11 o" TATF _ _ 3-7 416 0.16 All plates are 20 gauge Truswal Connectors unless preceded by "Mx" for HS 20 gauge or "H" for 16 gauge, positioned per Joint Detail Reports available from Truswal software, unless noted. Scale: 5116" = 1'' - WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. MAX DEFLECTION (span) •_ - L/999 MEM 6-7 (LIVE) LC 15 r ' - L= -0.04" :D= -0.10" T= -0.14" ---_= Joint Locations =---- 1 0- 0- 0 5 15- 0- 0 2 3-11- 6 6 0- 0- 0 3-11-0 3-0-10 3-6-10 3-11-6 3 7- 6- 0 7 7- 6- 0 1 4 11- 0-10 a 15- 0- 0 3-11.6 7-6-0 11-0-10 15-" - 7-6-0 ) 7-6-0 1 2 3 4 5 3.50 -3.50 - 7-9- 4 4 T 1.5-3 1.5-3 T 2-6-0 2-8-0 246 3-4 3-4 I SHIP I0.5-121 p,RCH17F� 1 I0-5-12 3-8 Q�� • GAA(,q,`O . c Q NO" 15-0-0 6 7 8 _ ��• ori Z �0 dQ 7 - 7-"� �-s� 7-" 15-0-0 �Q O o" TATF 11/30/2006 All plates are 20 gauge Truswal Connectors unless preceded by "Mx" for HS 20 gauge or "H" for 16 gauge, positioned per Joint Detail Reports available from Truswal software, unless noted. Scale: 5116" = 1'' WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Job: EJ. WO: pd00847 ® This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer Ch1(' sb and done In accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions Dsgnr: sb " are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads T RU SS WO R KS utilized on this design meet or exceed the loading imposed by the local building code and the particular application. The design assumes that the top chord TC Live 20.00 psf DurFacs L=1.25 P=1.25 A Com an You Can Truss I p y is laterally braced by the roof or floor sheathing and the bottom chord Is laterally braced by a rigid sheathing material directly attached, unless otherwise noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed in any TC Dead 14.00 psf Rep Mbr Bnd 1.15 I A A n a n1 _.r t A • I S- t r v L. �.t tar fes �l. Ste' t t A environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, install 'Joint SC Live - 0.00 psi p O.C.$ acid' 2- 0- 0 _ p g Palm Desert, CA. 92211 and brace this truss in accordance with the following standards: and Cutting Detail Reports' available as output from Truswal software, •ANSIfTPI BC Dead 17.00 psf Design Spec CBC -01 Phone (760) 341-2232 1', WTCA V. Wood Truss Council of America Standard Design Responsibilities,'BUILDING COMPONENT SAFETY INFORMATION' - (SCSI 1-03) and'BCSI SUMMARY SHEETS' by WTCA and TPI. The Truss Plate Institute (TPI) is located at 583 D'Onofrio Drive, Madison, Fax # (760) 341-2293 Wisconsin 53719. The American Forest and Paper Association (AFPA) Is located at 1111 19th Street, NW, Ste 800, Washington, DC 20036. TOTAL 51.00 psf Seqn T6.5.41 - 62686 Job Name: bob smith Truss ID: F06 Qty: 6 Drw : ERG x -LOC REACT' SIZE REQ'D TC 2x4 SPF 1650F -1.5E Plating spec : ANSI/TPI - 1995 UPLIFT REACTION(S) , 1 0- 2-12 _ ^ 765 5.50 1.50^ BC 2x4 SPF 1650F -1.5E THIS DESIGN IS THE COMPOSITE RESULT OF Support 1 -137 lb - 2 14- 9- 4 765 5.50^ 1.50^ WEB 2x4 HF STUD MULTIPLE LOAD CASES. Support 2 -137 lb ERG REQUIREMRNTS shows are based ONLYPLATE VALUES PER ICBO RESEARCH REPORT #1607. IF HANGERS ARE INDICATED ON THIS DRAWING, This truss is designed using the on the truss material at each bearing - - - THEY ARE BASED ON 1.5" HANGER NAILS FOR CBC -01 Code. 1 -PLY AND 3" HANGER NAILS FOR MULTI -PLY Bldg Enclosed = Yes, Importance Factor. = 1.00 TC FORCE AxL BND CSI - GIRDERS. IF 2.5" GUN NAILS ARE USED, -THE Truss Location = End Zone ' 1-2 -1618 0.02 0.24 0.26 HANGERS MUST BE RE-EVALUATED (BY OTHERS). Hurricane/Ocean Line = No , Exp Category = C 2-3 -1305 0.02 0.15 0.16 Bldg Length = 40.00 ft, Bldg Width = 20.00 ft 3-4 -1305 0.02 0.15 0.16 • Mean roof height = 16.33 ft, mph - 80 4-5 -1618 0.02 0.24 0.26 - - CBC Special Occupancy, Dead Load = 12.6 psf BC FORCE AXL BND CSI 6-7 1512 0.23 0.27 0.49 7-8 1512 0.23 0.27 0.49 .. WEB FORCE CSI WEB FORCE CSI • - 2-7 -304 0.10 4-7 -304 0.10 3-7 416 0.16 _ - • - MAX DEFLECTION (span) L/999 MEM 6-7 (LIVE) LC 1 L= -0.03" D= -0.10" T= -0.13" - ---_= Joint Locations =--- • - 1 0- 0- 0 5 15- 0- 0 .: 2 3-11- 6 6 0- 0- 0 3-11-6 3-6-10 3-6-10 3-11-6 3 7--6- 0 7 7- 6- 0 4 11- 0-10 8 15- 0- 0 3-11.5 7-6-0 11-0-10 15-0-0 7-6-0 )1 I 7-6-0 2 3 4 5 T 2-8-0 1 I0-5-12 3-4 4-4 T 2-8-0 -4 IS HIP IO -5-12 . MIT 403 l6 7 - 8 7-s o 7 s ♦CoP ` 7-" 15-0-0 STATE OF GP1 13012006 All plates are 20 gauge Truswal Connectors unless preceded by "MX" for HS 20 gauge or "H" for 16 gauge, positioned per Joint Detail Reports available from Truswal software, unless noted. Scale: 5/16" = 1' ® WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Job: EJ. w0: pd00847. This design is for an Individual building component not truss system. It has been based on specifications provided by the component manufacturer Chk: sb and done in accordance with the current versions of TPI and AFPA design standards. No responsibility Is assumed for dimensional accuracy. Dimensions T R U S S WO R KS are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads Dsgnr: sb utilized on this design meet or exceed the loading imposed by the local building code and the particular application. The design assumes that the top chord TC Live 20.00 psf DurFacs L=1.25 P=1.25 A Company You Can Truss! is laterally braced by the roof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise p y noted. Bracing shown Is for lateral support of components members only to reduce buckling length. This component shall not be placed in any TC Dead 14.00 psf Rep Mbr Bnd 1.15 environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, instal! 75.11n St. Charles p!. gt _11.^. BC Live 0.00 psf ' t7.CSpacing 2-0-0 and brace this truss in accordance with the following standards: 'Joint and Cutting Detail Reports' available as output from Truswal software, Palm Desert, CA. 92211 'ANSUTPI 1', WTCA V. Wood Truss Council of America Standard Design Responsibilities, 'BUILDING COMPONENT SAFETY INFORMATION'- BC Dead 17.00 psf Design Spec CBC -01 Phone (760) 341-2232 (SCSI 1.03) and'BCSI SUMMARY SHEETS' by WTCA and TPI. The Truss Plate Institute (TPI) Is located at 583 D'Onofrio Drive, Madison, Fax # (760) 341-2293 Wisconsin 53719. The American Forest and Paper Association (AFPA) Is located at 1111 19th Street, NW, Ste 800, Washington, OC 20036. TOTAL 51.00 psf Seqn T6.5.41 - 62687 Job Name: bob smith WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Truss ID: F07 Qty: 1 Drw : BRG x -LOC REACT SIZE REQ'D TC 2x4 SPF 1650F-1.SE Plating spec : ANSI/TPI - 1995 UPLIFT REACTION(S) 1 0-2-12 765 5.50^ 1.50^ BC 2x4 SPF 1650F -1.5E THIS DESIGN IS THE COMPOSITE RESULT OF Support 1 -137 lb 2 14- 9- 4 765 5.50^ 1.50^ WEB 2x4 HF STUD MULTIPLE LOAD CASES. Support 2 -137 lb BRG REQUIREMENTS shown are based ONLYGBL ELK 2x4 HF STUD IF HANGERS ARE INDICATED ON THIS DRAWING, This truss is designed using the ` ou the trues material at each bearingPLATE VALUES PER ICBO'RESEARCH REPORT #1607. THEY ARE BASED ON 1.5" HANGER NAILS FOR CBC -01 Code. Phone (760) 341-2232 1', WTCA 1' - Wood Truss Council of America Standard Design Responsibilities, COMPONENT SAFETY INFORMATION'- (SCSI 1-03) and'SCSI SUMMARY SHEETS' by WTCA and TPI. The Truss Plate Institute (TPI) Is located at 583 D'Onofrio Drive, Madison, May use adequate staples for gable blocks. 1 -PLY AND 3" HANGER NAILS FOR MULTI -PLY Bldg Enclosed = Yes, Importance Factor = 1.00 TC FORCE AXL BND CSI GIRDERS. IF 2.5" GUN NAILS ARE USED, THE Truss Location = End Zone 1-2 -1618 0.02 0.53 0.55 Gable verticals are 2x 4 web material spaced HANGERS MUST BE RE-EVALUATED (BY OTHERS). Hurricane/Ocean Line = No , Exp Category C 2-3 -1953 0.05 0.18 0.22 at 16.0 " o.c. unless noted otherwise. + + + + + + + + + + + + + + + + + + + + + + Bldg Length - 40.00 ft, Bldg Width = 20.00 ft 3-4 -1953 0.05 0.18 0.22 Designed for 200 Plf drag load applied Mean roof height = 16.33 ft, mph - 80 4-5 -1618 0.02 0.53 0.55 evenly along the top chord to the chord ' CBC Special Occupancy, Dead Load = 12.6 psf - • W ea. bearing (unless noted), concurrently - BC FORCE AXL BND CSI with dead + 0 % live loads. D.P. = 1.33 6-7 3034 0.43 0.24 0.67 Horiz. reaction = 3.0 K lbs. ea. bearing. ' 7-8 3034 0.43 0.24 0.67 Connection (by others) must transfer equal ' load to each ply (or add-on) shown. WEB FORCE CSI WEB FORCE CSI + + + + + + + + + + + + + + + + + + + + + + 2-7 ,-746 0.25 4-7 -746 0.25. - -' 3-7 416 0.16 - - 33-11-6 3.8 3-6-10 3-11-6 3-11-6 7-6-0 11-0-10 I 15-" 7-6-0 I 7-6-0 1 2 3 4 5 350 -3.50 1 r 4-4 6 TYPICAL PLATE: 1.5-3 1 8 7-6-0 15-0-0 MAX DEFLECTION (span) : L/999 MEM 6L7 (LIVE) LC 15 L= -0.12" D= -0.10" T= -0.21" Joint Locations =---- 1 0- 0 0 5 15- 0- 0 2 .3-11- 6 6 0- 0- 0 3 7- 6- 0 7 7- 6- 0 4 11- 0-10 8 15- 0- 0 T 2-8-0 -4 I SHIP I0-5-1211 S unrf !yO .%o3 Q p~ti ST G4. 0 o 1/30/2006 All plates are 20 gauge Truswal Connectors unless preceded by "Mx" for HS 20 gauge or "H" for 16 gauge, positioned per Joint Detail Reports available from Truswal software, unless noted. Scale: 5/16"= 1' WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Job: EJ. WO: pd00847 ® This design Is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer Chk: sb and done In accordance with the current versions of TPI and AFPA design standards. No responsibility Is assumed for dimensional accuracy. Dimensions Dsgnr: sb a e to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads TC Live 20.00 psf DurFacs L=1.25 P=1.25 T R U S S W O R KS utilized on this design meet or exceed the loading imposed by the local building code and the particular application. The design assumes that the top chord A Company You Can Trussl p y is laterally braced by the roof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed in any TC Dead 14.00 psf Rep Mbr Bnd 1.15 v-44 t Charles t 4 + A 755-4110St. arrcS pr. Sat- r r n environment that will cause the moisture content of the wood to exceed 19% and/or rouse connector plate corrosion. Fabricate, handle, install - 'OC Live 0.00 psf - P L7.C.J acin 2- 0- P g Palm Desert, CA. 92211 and brace this truss In accordance with the following standards: 'Joint and Cutting Detail Reports' available as output from Truswal software, 'ANSUTPI 'BUILDING BC Dead 17.00 psf Design Spec CBC -01 Phone (760) 341-2232 1', WTCA 1' - Wood Truss Council of America Standard Design Responsibilities, COMPONENT SAFETY INFORMATION'- (SCSI 1-03) and'SCSI SUMMARY SHEETS' by WTCA and TPI. The Truss Plate Institute (TPI) Is located at 583 D'Onofrio Drive, Madison, Fax # (760) 341-2293 Wisconsin 53719. The American Forest and Paper Association (AFPA) Is located at 1111 19th Street, NW, Ste 800, Washington, DC 20036. TOTAL 51.00 psf Seqn T6.5.41 - 62688 Job Name: bob smith , Truss ID: G01 Qty: 1 Drw : BRG x -LOC REACT SIZE REQ'D TC 2x4 SPF 1650F-1.SE Plating spec : ANSI/TPI - 1995 UPLIFT REACTION(S) 1 0- 2-12 689 5.50• 1.50• BC 2x4 SPF 1650F -1.5E THIS DESIGN IS THE COMPOSITE RESULT OF Support 1 -125 lb 2 13- 3- 4 688 5.50• 1.50• WEB 2x4 HF STUD MULTIPLE LOAD CASES. Support 2 -125 lb , BRG REQUIREMENTS shownarebased ONLYGBL BLK 2x4 HF STUD IF HANGERS ARE INDICATED ON THIS DRAWING, This truss is designed using the,; ' og the truds material at each bearinglPLATE VALUES PER ICBO RESEARCH REPORT #1607. THEY ARE BASED ON 1.5" HANGER NAILS FOR CBC -01 Code. - - May use adequate staples for gable .blocks. - 1 -PLY AND 3" HANGER NAILS FOR MULTI -PLY Bldg Enclosed = Yes, Importance Factor = 1.00 TC FORCE A%L BND CSI - GIRDERS. IF 2.5" GUN NAILS ARE USED, THE Truss Location = End Zone 1-2 -1598 0.03 0.33.0.36 - Gable verticals are 2x 4 web material spaced HANGERS MUST BE RE-EVALUATED (BY OTHERS). Hurricane/Ocean Line = No , Exp Category = C 2-3 -1598 0.03 0.33 0.36. at 16.0 o.c. unless noted otherwise. + + + + + + + + + + + + + + + + + + + + + + Bldg Length = •40.00 ft, Bldg Width 20.00 ft - Designed for 200 Plf drag load applied Mean roof height = 16.15 ft, mph - 80 . BC FORCE AXL BND CSI evenly along the top chord to the chord CBC Special Occupancy, Dead Load = 12.6 psf 4-5 2195 0.31 0.36 0.67 O ea. bearing (unless noted), concurrently _ -- 5-6 2195 0.31 0.36 0.67 ' with dead + 0 `& live loads. D.F..= 1.33 - , Horiz. reaction = 2.7 K lbs. ea. bearing. WEB FORCE CSI WEB FORCE CSI •- - Connection (by others) must transfer equal 2-5 289 0.12 - ,. load to each ply (or add-on) shown. - - • - - • - MAX DEFLECTION (span) L/999 MEM 4-5 (LIVE) -LC 15• " L= -0.14" D= -0.09" T= =0.23" ' - - _ - • • - ---==Joint Locations =---- -1- 0- 0- 0 4 0- 0- 0 2 6- 9- 0 5 6- 9- 0 66-9 6-96-9=p 3 13- 6- 0 6 13- b- 0 - 6-9-0 ' 13-6-0 6-9-0 I 6-9-0 w • 1 ' 2 3 350 -3.50 7-0 4-4 ` 2-3-8 2-3-8 l3-4 1-1 4 3-4 I SHIP 1 I0-3-14 IO -3-14 ARCHIrt,,. 4 13-6-0 6 t 4C 6-9-0 6-9 ti `901 6-9-0 ^ 13-6-01?Opti Z TYPICAL PLATE: 1.5-3 1/30/2006 All plates are 20 gauge Truswal Connectors unless preceded by "Mx" for HS 20 gauge or "H" for 16 gauge, positioned per Joint Detail Reports available from Truswal software, unless noted. Scale: 11/32" = 1' ® WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Job: EJ. WO: pd00847 This design is for an Individual building component not truss system. It has been based on specifications provided by the component manufacturer Chk' sb and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions T R U S S WO R KS are to be vertfied by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads Dsgnr: Sb utilized on this design meet or exceed the loading Imposed by the local building code and the particular application. The design assumes that the tap chord TC Live 20.00 psf DurFacs L=1.25 P=1.25 A Company You Can Trussl is laterally braced by the roof or floor sheathing and the bottom chord Is laterally braced by a rigid sheathing material directly attached, unless otherwise noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed in any TC Dead 14.00 psf Rep Mbr Bnd 1.15 75-110 St. Cti2rlCS pl. oto ,, 4 A environment that will cause the moisture content of the wood to exceed 19%and/or cause connector plate corrosion. Fabricate, h_nd!e, in.tnll _ - BC LIVe 0.00 psf - O.C.Spacing 2-0-0 ' Palm DesertCA. 92211 and brace this truss In accordance with the following standards: *Joint and Cutting Detail Reports' available as output from Truswal software, 'ANSUTPI 1', WTCA V -Wood Truss Council of America Standard Design Responsibilities, 'BUILDING COMPONENT SAFETY INFORMATION'- BC Dead 17.00 psf Design Spec CBC -01 Phone (760) 341-2232 (SCSI 1.03) and'BCSI SUMMARY SHEETS' by WTCA and TPI. The Truss Plate Institute (TPI) is located at 583 D'Onofrio Drive, Madison, Fax # (760) 341-2293 Wisconsin 53719. The American Forest and Paper Association (AFPA) 15 located at 1111 191h Street, NW, Ste 800, Washington, DC 20036. TOTAL 51.00 psf Seqn T6.5.41 - 62689 Job Name: bob smith Truss ID: G02 Qty: 2 Drwg: I BRG X -LOC REACT SIZE REQ'D TC 2x4 SPF 1650F -1.5E 1 0- 2-12 2876 5.50 . 2.37" BC 2x6 HF 1650F -1.5E 2 13- 3- 4 2876 5.50" 2.37" WEB 2x4 HF STUD BRG REQUI MENTS shown are based ONLYLumber shear allowables are per NDS. OP the truss material at each bearingPLATE VALUES PER ICBO'RESEARCH REPORT #1607. Permanent bracing is required (by others) to TC FORCE AXL BND CSI prevent rotation/toppling. See BCSI 1-03 1-2 -6188 0.08 0.47 0.56 and ANSI/TPI 1. 2-3 -5603 0.06 0.07 0.13 2-PLYI Nail w/10d BOX, staggered (per NDS) 3-4 -5603 0.06 0.07 0.13 in: TC- 2 BC- 2 WEBS- 2 **PER FOOTI** 4-5 -6188 0.08 0.47 0.56 BC FORCE AXL BND CSI 6-7 5978 0.28 0.44 0.73 7-8 5978 0.28 0.44 0.73 WEB FORCE CSI WEB 'FORCE CSI 2-7 -671 0.06 4-7 -671 0.06 3-7 2954 0.51 Plating spec : ANSI/TPI - 1995 THIS DESIGN IS THE COMPOSITE RESULT OF MULTIPLE LOAD CASES. IF HANGERS ARE INDICATED ON THIS DRAWING, THEY ARE BASED ON 1.5" HANGER NAILS FOR 1 -PLY AND 3" HANGER NAILS FOR MULTI -PLY GIRDERS. IF 2.5" GUN NAILS ARE USED, THE HANGERS MUST BE RE-EVALUATED (BY OTHERS). + + + + + + + + + + + + + + + + + + + + + + Designed for 1.5 K lbs drag load applied evenly along the top chord to the chord W ea. bearing (unless noted), concurrently with dead + 0 8 live loads. D.F. = 1.33 Horiz. reaction = 1.5 K lbs. ea. bearing. Connection (by others) must transfer equal load to each ply (or add-on) shown. 4-14-1 8 22-7-8 22-7-8 44-1-8 4-1-8 6-9-0 9-4-8 13-6-0 6-9-0 6-9-0 2-PLYS 1 2 3 4 5 REQUIRED 3 73.50 7:9 / . 4-4 UPLIFT REACTION(S) : Support 1 -525 lb Support 2 -525 lb This truss is designed using the CBC -01 Code. Bldg Enclosed = Yes, Importance Factor = 1.00 Truss Location = End Zone Hurricane/Ocean Line = No , Exp Category = C Bldg Length = 40.00 ft, Bldg Width = 20.00 £t Mean roof height = 16.15 ft, mph = 80 CBC Special Occupancy, Dead Load = 12.6 psf ----------LOAD CASE #1 DESIGN LOADS ---------------- Dir L.Plf L.Loc R.Plf R.Loc LL/ TC Vert 68.00 0- 0- 0 68.00 13- 6- 0 0.5 BC Vert 358.06 0- 0- 0 358.06 13- 6- 0 0.3 2-3-8 HIP 10-3-14 IS MAX DEFLECTION (span) L/999 MEM 7-8 (LIVE) LC 1. L= -0.08" D= -0.13" T= -0.21" ----= Joint Locations =--== 1 0- 0- 0 5 13- 6-0 2 4- 1- 8 6 0- 0- 0 3 6- 9- 0 . 7 6- 9- 0 4 9- 4- 8 8 13- 6- 0 Ily 13 6-0 6 8 = wtO CJXNON . 6-9-0 6-9-0 I U ,` J2a9 GO 6-9-0 13-" £ 4 ew. r7,; i 1F r y- .1 /30/2006 All plates are 20 gauge Truswal Connectors unless preceded by "Mx" for HS 20 gauge or "H" for 16 gauge, positioned per Joint Detail Reports available from Truswal software, unless noted. 1 Scale: 11132" = V ® WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Job: EJ. WO: pd00847 This design is for an Individual building component not truss system. It has been based on specifications provided by the component manufacturer Chk: sb and done In accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions TRU S S WO R KS are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads Dsgnr: sb utllized on this design meet or exceed the loading Imposed by the local building code and the particular application. The design assumes that the top chord TC Live 20.00 psf DurFacs L=1.25 P=1.25 A Company You Can Truss I is laterally braced by the roof or floor sheathing and the bottom chord Is laterally braced by a rigid sheathing material directly attached, unless otherwise p y noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed in any TC Dead 14.00 psf Rep Mbr Bnd 1.00 75-110 S4 Charles t • A 4 A environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, install - BC Live 0.00 psf ` O.C.Spacing 2-0-0 a. ar 2S pr. Sat- r r and brace this truss in accordance with the following standards: 'Joint and Cutting Detail Reports' available as output from Truswal software, Palm Desert, CA. 92211 'ANSI/TPI V,'WTCA 1' - Wood Truss Council of America Standard Design Responsibilities,'BUILDING COMPONENT SAFETY INFORMATION' - BC Dead 17.00 psf Design Spec CBC -01 Phone (760) 341-2232 (BCSI 1.03) and'BCSI SUMMARY SHEETS' by WTCA and TPI. The Truss Plate Institute (TPI) is located at 583 D'Onofrio Drive, Madison, Fax # (760) 341-2293 Wisconsin 53719. The American Forest and Paper Association (AFPA) Is located at 1111 19th Street, NW, Ste 800, Washington, DC 20036. TOTAL 51.00 psf Seqn T6.5.41 - 62690 Job Name: bob smith Truss ID: H01 Qty: 2 Drw : BEG x -LOC REACT SIZE REQ'D TC 2x4 SPP 165OF-1.SE Plating spec : ANSI/TPI - 1995 UPLIFT REACTION(S) 1 0- 2-12 2769 5.50^ 2.26^ BC 2x6 HF 165OF-1.5E THIS DESIGN IS THE COMPOSITE RESULT OF Support 1 -508 lb 2 12- 9- 4 2769 5.50• 2.28^ WEB 2x4 HP STUD MULTIPLE LOAD CASES. Support 2 -508 lb BRG REQUIREMENTS shown are based ONLYLumber shear allowables are per NDS. IF HANGERS ARE INDICATED ON THIS DRAWING, This truss is designed using the cc. the truss material at each bearingPLATE VALUES PER ICBO RESEARCH REPORT #1607. THEY ARE BASED ON 1.5" HANGER NAILS FOR CBC -01 Code. ' Permanent bracing is required (by others) to 1 -PLY AND 3" HANGER NAILS FOR MULTI -PLY Bldg Enclosed = Yes, Importance Factor = 1.00 -TC FORCE AXL END CSI prevent rotation/toppling. See BCSI 1-03 GIRDERS. IF 2.5" GUN NAILS ARE USED, THE Truss Location = End Zone 1-2 -5922 0.08 0.44 0.52 and ANSI/TPI 1. HANGERS MUST BE RE-EVALUATED (BY OTHERS). Hurricane/Ocean Line = No , Exp Category = C ' 2-3 -5367 0.06 0.06 0.12 2-PLYI Nail w/lOd BOX, staggered (per NDS) + + + + + + + + + + + + + + + + + + + + + + Bldg Length = 40.00 ft, Bldg Width = 20.00 ft 3-4 -5367 0.06 0.06 0.12 in:- TC- 2 BC- 2 WEBS- 2 -PER FOOTI* Designed for 1.5 K lbs drag load applied Mean roof height =' 16.11 ft, mph - 80 + ' 4-5 -5922 0.08 0.44 0.52 -, - evenly along the top chord to the chord CBC Special Occupancy, Dead Load 12.6 psf - - .W ea. bearing (unless•noted), concurrently ----------LOAD CASE -#1 DESIGN LOADS --------------- BC FORCE AXL END CSI with dead + 0 % live loads. D.F. = 1.33 Dir L.Plf L.Loc R.Plf R.Loc LL/T, 6-7 5723 0.27 0.40 0.67 _ Horiz. reaction = 1.5 K lbs- ea. bearing. TC Vert 68.00 0- 0- 0 68.00 13- 0- 0 0.5 7-8 5723 0.27 0.40 0.67 Connection (by others) must transfer equal BC Vert 358.06 0- 0- 0 358.06 13- 0- 0 0.3 load to each ply (or add-on) shown. WEB FORCE CSI WEB FORCE LSI - • + + + + + + + + + + + + + + + + + + + + + + - 2-7 -639 0.116 4-7 -639 0.06 3-7 2824 0.49 - -• - + - • - - MAX DEFLECTION (span) _ • L/999 MEM 7-8 (LIVE)LC 1 L= -0.07" D= -0.12" T= -0.19" =1 Joint Locations =- - 0- 0- 0 5 13- 0 0 2 4- 0- 0 6 0- 0- O 3 6- 6- 0 7 6- 6- 0 44-" 2-" 22-" 44-M 4 9- 0- 0 8 13- 0- 0 4-" 6-6-0 9_" 13-0-0 6-6-0 6-6-0 s 2-PLYS 1 2 3 4 5 REQUIRED.. 3.50.3.50 T ' 6-9 4-4 T 1.5-3 1.5-3 I + -2-2-10 2-2-10 3-8 1- 1 40 3-8 SHIP 1 10-3-14 10-3-14 p RCHITF 7-8 p. GAloc- R(, r . I 6 6-6_7 s s 1 da° 6.6-0 13-0-0 O 1 7ATE Ov. 11/30/2006 All plates are 20 gauge Truswal Connectors unless preceded by "MX" for HS 20 gauge or "H" for 16 gauge, positioned per Joint Detail Reports available from Truswal software, unless noted. Scale: 11/32" = 1' ® WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Job: EJ. WO: pd00847 This design Is for an Individual building component not truss system. It has been based on specifications provided by the component manufacturer Chk' sb and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions TRU S SWO R KS are tbe verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads Dsgnr: sb utilizeo d on this design meet or exceed the loading Imposed by the local building code and the particular application. The design assumes that the top chord TC Live 20.00 psf - DurFacs L=1.25 P=1.25 A Company You Can Truss! Is laterally braced by the roof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise p y noted. Bracing shown Is for lateral support of components members only to reduce buckling length. This component shall not be placed In any TC Dead 14.00 psf Rep Mbr Bnd 1.00 75-11 v St. Charles pi. Ste- i i A environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, Instal! BC Live 0.00 psf O.C.Spacing 2- 0- 0 Palm Desert CA. 92211 and brace this truss in accordance with the following standards: 'Joint and Cutting Detail Reports' available as output from Truswal software, + ANSUTPI 1', WTCA V -Wood Truss Council of America Standard Design Responsibilities, 'BUILDING COMPONENT SAFETY INFORMATION' - BC Dead 17.00 psf Design Spec CBC -01 I Phone (760) 341-2232 (SCSI 1.03) and *SCSI SUMMARY SHEETS' by WTCA and TPI. The Truss Plate Institute (TPI) is located at 583 D'Onofrio Drive, Madison, Fax # (760) 341-2293 Wisconsin 53719. The American Forest and Paper Association (AFPA) is located at 1111 19th Street, NW, Ste 800, Washington, DC 20036. TOTAL 51.00 psf Seqn T6.5.41 - 62691 Job Name: bob smith Truss ID: H02 Qty: 2 Drw : BEG x -LOC REACT SIZE REQ'D TC 2x4 SPP 165OF-1.5E Plating spec : ANSI/TPI - 1995 UPLIFT REACTION(S) -- 1 0- 2-12 663 5.50^ 1.50" BC 2x4 SPP 1650F -1.5E THIS DESIGN IS THE COMPOSITE RESULT OF Support 1 -121 lb 2 12- 9- 4 663 5.50• 1.50^ WEB 2x4 HF STUD MULTIPLE LOAD CASES. - Support 2 -121 lb - BEG REQUIREMENTS' shoera are based ONLYPLATE VALUES PER ICBO RESEARCH REPORT.#1607. IF HANGERS ARE INDICATED ON THIS DRAWING, This truss is designed using the o, the truils material at each bearing .. THEY ARE BASED ON 1.5" HANGER NAILS FOR CBC -01 Code. 1 -PLY AND 3" HANGER NAILS FOR MULTI -PLY - Bldg -Enclosed = Yes, importance Factor = 1.00 TC FORCE A8L BND CSI GIRDERS. IF 2.5" GUN NAILS ARE USED, THE Truss Location = End Zone - 1-2 -1314 0.02 0.30 0.33 _ HANGERS MUST BE RE-EVALUATED (BY OTHERS). Hurricane/Ocean Line = No _Exp Category = C ' 2-3 -1314 0.02 0.30 0.33 Bldg Length = 40.00 ft, Bldg Width.= 20.00 ft Mean roof height = 16.11 ft, mph - 80 r BC FORCE AX1. END CSI CBC Special Occupancy, Dead Load = 12.6 psf 4-5 1217 0.15 0.31 0.46 5-6 1217 0.15 0.31 0.46 - - WEB FORCE CSI WEB FORCE CSI - - 2-5 277.0.12 •' - ; MAX DEFLECTION (span) r L/999 MEM 4-5 '(LIVE) LC 1 L_ -0.04" D= -0.08" T=. -O.11" ---= Joint Locations =---- - ` ^ , =1-- 0- 0- 0 4 0- 0- 0 2 6- 6- 0 5 6- 6- 0' 3 13- 0- 0 6 13- 0- 0 6-6 6 6 g 6-0 13.0.0 s 6-0 6-6-0 • : 1 2 3 3 3.50 69 4-4 - 2-2-10 1 2-2-10 y 3-4 3-4 I SHIP 1 I0-3-14 IO -3-14 1I 1.5-3 ARCH1TFCl CO U'`4. 2 • GAq yo 13-" C C CL006 4 5 s v X10• Zpp1 01 6-" 6 s • 6-6-0 . 13-0-0 O 11/30/2006 All plates are 20 gauge Truswal Connectors unless preceded by "MX" for HS 20 gauge or "H" for 16 gauge, positioned per Joint Detail Reports available from Truswal software, unless noted. Scale: 11/32" = 1' ® WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Job: EJ. WO: pd00847 This design Is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer Chk' sb and done In accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions T RU S S WO RKS are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads Dsgnr: sb utilized on this design meet or exceed the loading imposed by the local building code and the particular application. The design assumes that the top chord TC Live 20.00 psf DurFacs L=1.25 P=1.25 A Company You Can Truss! is laterally braced by the roof or floor sheathing and the bottom chord Is laterally braced by a rigid sheathing material directly attached, unless otherwise p y noted. Bracing shown Is for lateral support of components members only to reduce buckling length. This component shall not be placed in any TC Dead 14.00 psf Rep Mbr Bnd 1.15 »- 7G_11 A St, Charles Palm Ste_4 4A environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, Instal!. - BC Live 0.00 psf O.C.Spaeing '2- 0- 0 - Palm DesertCA. 92211 and brace this truss In accordance with the following standards: 'Joint and Cutting Detail Reports' available as output from Truswal software, r 'ANSUTPI 1', WTCA V- Wood Truss Council of America Standard Design Responsibilities,'BUILDING COMPONENT SAFETY INFORMATION'- BC Dead 17.00 psf Design Spec CBC -01 Phone (760) 341-2232 (SCSI 1.03) and'BCSI SUMMARY SHEETS' by WTCA and TPI. The Truss Plate Institute (TPI) is located at 583 D'Onofrio Drive, Madison, Fax # (760) 341-2293 Wisconsin 53719. The American Forest and Paper Association (AFPA) is located at 1111 19th Street, NW, Ste 800, Washington, Dc 20036. TOTAL 51.00 psf Segn T6.5.41 - 62692 Job Name: bob smith Truss ID: H03 Qty: 1 Drwg: BRG X -LOC REACT SIZE REQ'D TC 2x4 SPF 1650F -1.5E 1 0- 2-12 663 5.50" 1.50" BC 2x4 SPF 1650F -1.5E 2 12- 9- 4 663 5.50" 1.50• WEB 2x4 HF STUD ERG REQUIREMENTS shows are based ONLYGBL BLK 2x4 HF STUD ow the trusk material at each bearingPLATE VALUES PER ICBO RESEARCH REPORT #1607. May use adequate. staples for gable blocks. TC FORCE AXL END CSI 1-2 -1536 0.02 0.30 0.33 2-3 -1536 0.02 0.30 0.33 BC FORCE AXL END CSI 4-5 2111 0.30 0.34 0.64 5-6 2111 0.30 0.34 0.64 WEB FORCE CSI WEB FORCE CSI 2-5 277 0.12 Gable verticals are 2x 4 web material spaced at 16.0 p o.c. unless noted otherwise. T 2-2-10 TT '3- 1.0-3-14 Plating spec : ANSI/TPI - 1995 THIS DESIGN IS THE COMPOSITE RESULT OF MULTIPLE LOAD CASES. IF HANGERS ARE INDICATED ON THIS DRAWING, THEY ARE BASED ON 1.5" HANGER NAILS FOR 1 -PLY AND 3" HANGER NAILS FOR MULTI -PLY GIRDERS. IF 2.5" GUN NAILS ARE USED, THE HANGERS MUST BE RE-EVALUATED (BY OTHERS). + + + + + + + + + + + + + + + + + + + + + + Designed for 200 Plf drag load applied evenly along the top chord to the chord O ea. bearing (unless noted), concurrently with dead + 0 $ live loads. D.F. = 1.33 Horiz. reaction = 2.6 K lbs. ea. bearing. Connection (by others) must transfer equal load to each ply (or add-on) shown. + + + + + + + + + + + + + + + + + + + + + + 6-" 6-6-0 6-0-0 13-0-0 1 6-6-0 1 6-6-0 1 2 3 350 4-0 3.50 UPLIFT REACTION(S) : Support 1 -121 It, Support 2 -121 lb This truss is designed using the CBC -01 Code. Bldg Enclosed = Yes, Importance Factor = 1.00 Truss Location = End Zone Hurricane/Ocean Line = No , Exp Category =C Bldg Length = 40.00 £t, Bldg Width = 20.00 ft Mean roof height = 16.11 ft, mph - 80 CBC Special Occupancy, Dead Load = 12.6 psf T 2-2-10 SHIP IO -3-14 MAX DEFLECTION (span) : L/999 MEM 4-5 (LIVE) LC 15 L= -0.12" D= -0.08" T= -0.20" ===== Joint Locations =-- = 1 0- 0- 6 4 0- 0-0 2 6- 6- 0 5 6- 6- 0 3 13- 0- 0 6 13- 0- 0 \ SO Vinry y / 13-0-0 v ;0• ,IZ p9 0 4 6 6 5 6-6-0 6 6-0 13-" 0 O STATE OF TYPICAL PLATE: 1.5-3 11 /30/2006 All plates are 20 gauge Truswal Connectors unless preceded by "Mx" for HS 20 gauge or "H" for 16 gauge, positioned per Joint Detail Reports available from Truswal software, unless noted. Scale: 11/32" = 1' WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Job: EJ. WO: pd00847 ® This design Is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer Chk: Sb and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions areto be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads Dsgnr: sb TC Live 20.00 psf DurFacs L=1.25 P=1.25 T R U S S W O R KS utilized on this design meet or exceed the loading imposed by the local building code and the particular application. The design assumes that the top chord A Company You Can Truss l p y is laterally braced by the roof or floor sheathing and the bottom chord Is laterally braced by a rigid sheathing material directly attached, unless otherwise noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed in any TC Dead 14.00 psf Rep Mbr Bnd 1.15 75,. ,. -1 t u St. Charles pi. ste t I A Palm Desert, CA. 92211 environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, install and brace this truss In accordance with the following standards: 'Joint and Cutting Detail Reports' available as output from Truswal software, 'ANSI/TPI 1', WTCA 1'. Wood Truss Council of America Standard Design Responsibilities,'BUILDING COMPONENT SAFETY INFORMATION'- BC Live 0.00^0 psf ^ BC Dead 17.00 psf O.C.Spacing 2- 0- u Design Spec CBC -01 Phone (760) 341-2232 Fax # (760) 341-2293 (BCSI 143) and'BCSI SUMMARY SHEETS' by WTCA and TPI. The Truss Plate Institute (TPI) is located at 583 D'Onofrio Drive, Madison, Wisconsin 53719. The American Forest and Paper Association (AFPA) is located at 1111 19th Street, NW, Ste 800, Washington, DC 20036. TOTAL 51.00 psf Seqn T6.5.41 - 62693 Job Name: bob smith Truss ID: H04 QV: 1 Drw : BRG x-LOC REACT SIZE REQ'D TC 2x4 SPF 1650F-1.5E Plating spec : ANSI/TPI - 1995 UPLIFT REACTION(S) 1 3- 2-12 357 5.50^ 1.50° BC - 2x4 SPF 1650F-1.5E - THIS DESIGN IS THE COMPOSITE RESULT OF Support 1 -70 lb ' 2 9- 9- 4 357 5.50^ 1.50• WEB 2x4 HF STUD MULTIPLE LOAD CASES. Support 2 -70 lb BRG REQUIREMENTS shown are based ONLYPLATE VALUES PER ICBO RESEARCH REPORT #1607. IF HANGERS ARE INDICATED ON THIS DRAWING, This truss is designed using the op the tzves material at each bearing - THEY ARE BASED ON 1.5" HANGER NAILS FOR CBC-01 Code. 7-PLY AND 3" HANGER NAILS FOR MULTI-PLY Bldg Enclosed = Yes, Importance Factor = 1.00 TC FORCE AXL HND CSI , GIRDERS. IF 2.5" GUN NAILS ARE USED, THE Truss Location - End Zone 1-2 -367 0.00 0.11 0.11 HANGERS MUST BE RE-EVALUATED (BY OTHERS). Hurricane/Ocean Line ='No, Exp Category = C 2-3 -367 0.00 0.11 0.11 �. Bldg Length = 40.00 ft, Bldg Width = 20.00 ft t s Mean roof height = 16.11 ft, mph - 80 ' BC FORCE AXL BND CSI - - CBC Special Occupancy, Dead Load = 12.6 psf 4-5 2 0.00 0.09 0.09 - - 5-6 -2 0.00 0.09 0.09 •WEB FORCE CSI' WEB FORCE. CSI - - - - 1-4 -304 0.06 3-5 .340 0.12 1-5 340 0.12 3-6 -304 0.06 2-5 65 0.02 • .4 r, •. r _ MAX DEFLECTION (span) , L/999 MEM 5-6 (LIVE)'LC 1' .� L= 0.00" D=.-0.01" T= -0.01". 33-" - 3-6-0 Joint Locations ` 3 6-0 7-0-0 =1 0- 0 0 4 01 0- 0 2 .3- 6- 0 • 5 3 - 6- 0 3-6-0 ( . 3-6-0 3 7- 0- 0 6 7- 0 0 a.., 1 2 3 33,50 1 • a 3� 3 4 s 2210 2210 - T T SHIP 1-2-6 1-2-6 pFtCHITF�I 1 I �,`�i, �p..GAR�y F43-8 2-4 CC \'r r%00 O 7-" 3-" 4 5 - 6 3-0-0 s/ATE DF GP.. STUB STUB 3.6-0 7-0-0• I 11/30/2006 All plates are 20 gauge Truswal Connectors unless preceded by "Mx" for HS 20 gauge or "H" for 16 gauge, positioned per Joint Detail Reports available from Truswal software, unless noted. Scale: 21/32" = 1' WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Job: EJ. WO: pdoo847 This design Is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer Chk: sb and done in accordance with the current versions of TPI and AFPA design standards. No msponslbllity Is assumed for dimensional accuracy. Dimenslons T R U S S WO R KS are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads Dsgnr: sb utilized on this design meet or exceed the loading imposed by the local building code and the particular application. The design assumes that the top chord TC Live 20.00 psf DurFacs L=1.25 P=1.25 A Company You Can Truss! is laterally braced by the roof or floor sheathing and the bottom chord Is laterally braced by a rigid sheathing material directly attached, unless otherwise p y noted. Bracing shown Is for lateral support of components members only to reduce buckling length. This component shall not be placed In any TC Dead 14.00 psf Rep Mbr Bnd 1.15 w w n ca ..r _.. r www environment that will cause the moisture content of the wood to exceed 19% and/or muse connector plate corrosion. Fabricate, handle, install .�. L nn .. _ - 73-1 IV Ol. %ollades pl. Ste-1 IN - B Live 0.00 psf O.C.Spacing 2-v-a and brace this truss in accordance with the following standards: 'Joint and Cutting Detail Reports' available as output from Truswal software, _ Palm Desert, CA. 92211 'ANSUTPI 1%VrrCA V- Wood Truss Council of America Standard Design Responsibilities,'BUILDING COMPONENT SAFETY INFORMATION' - BC Dead 17.00 psf Design Spec CBC-01 Phone (760) 341-2232 (BCSI 1.03) and'BCSI SUMMARY SHEETS' by WTCA and TPI. The Truss Plate Institute (TPQ is located at 583 D'Onofrio Drive, Madison, Fax # (760) 341-2293 Wisconsin 53719. The American Forest and Paper Association (AFPA) Is located at 1111 19th Street, NW, Ste 800, Washington, DC 20036. - TOTAL 51.00 psf Segn T6.5.41 - 62694 Job Name: bob smith WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Truss ID: H05 Qty: 1 Drw : ERG X_ LOC REACT SIZERBQ'D TC 2x4 SPP 1650F -1.5E Plating spec : ANSI/TPI - 1995 UPLIFT REACTION(S) 1 3- 2-12 508 5.50^ 1.50• BC 2x4 SPP 1650F -1.5E THIS DESIGN IS THE COMPOSITE RESULT OF Support 1 -74 lb 2 9- 9- 4 508 5.50^ 1.50• WEB 2x4 HF STUD MULTIPLE LOAD CASES. Support 2 -74 lb ERG REQUIREMENTS shown are based ONLYGBL ELK 2x4 HF STUD IF HANGERS ARE INDICATED ON THIS DRAWING, This truss is designed using the - ofi the truss material at each bearingPLATE VALUES PER ICBO RESEARCH REPORT #1607. THEY ARE BASED ON 1.5" HANGER NAILS FOR CBC -01 Code. May use adequate staples for gable blocks. 1 -PLY AND 3" HANGER NAILS FOR MULTI -PLY Bldg Enclosed = Yes, Importance Factor = 1.00 TC FORCE AXL END CSI Seqn T6.5.41 - 62695 GIRDERS. IF 2.5" GUN NAILS ARE USED, THE Truss Location = End Zone 1-2 -581 0.00 0.11 0.12 Gable verticals are 2x 4 web materialspacedHANGERS MUST BE RE-EVALUATED (BY OTHERS). Hurricane/Ocean Line = No , Exp Category = C 2-3 -581 0.00 0.11 0.12 at 16.0 o.c. unless noted otherwise. + + + + + + + + + + + + + + + + + + + + + + Bldg Length = 40.00 ft, Bldg Width = 20.00 ft Designed for 200 Plf drag load applied Mean roof height = 16.11 ft, mph - 80 BC FORCE AXL END CSI - - evenly along the top chord to the chord. CBC Special Occupancy, Dead Load = 12.6 psf 4-5 1400 0.20 0.06 0.25 O ea. bearing (unless noted), concurrently 5-6 1400 0.20 0.06 0.25 with dead + 0 % live loads. D.F. = 1.33 • Horiz. reaction = 1.4 K lbs. ea. bearing. WEB FORCE CSI WEB FORCE CSI Connection (by others) must transfer equal 1-4 -456 0.08 3-5 940 0.31 load to each ply (or add-on) shown. 1-5 940 0.31 3-6 -456 0.08 + + + + + + + + + + + + + + + + + + + + + + 2-5 ' 65 0.02 - - 3• 2-2-10 1-2-0 MAX DEFLECTION (span) L/999 MEM 5-6 (LIVE) LC 1 L= 0.00" D= -0.01" T= -0.01" 3-6-0 3-" Joint Locations 3 6-0 7-0-0 =1 0- 0- 0 4 0- 0- 0 2 3- 6- 0 5 3- 6- 0 3-6-0 3-6-0 3 7- 0- 0 6 7- 0- 0 1 2 3 3 3.50 4-4 T 2-210 SHIP 1-2-6 ADHI T f SptU` ARL9 o= J :A.Tp 3-" 43 6-0 5 3 6-0 6 3-" sTE QF Vv/ TYPICAL PLATE: 1.5-3 STUB 3-6-0 77-" STUB A 11/30/2006 All plates are 20 gauge Truswal Connectors unless preceded by "Mx" for HS 20 gauge or "H" for 16 gauge, positioned per Joint Detail Reports available from Truswal software, unless noted. Scale: 21/32" = 1' WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Job: EJ. WO: pd00847 This design Is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer Chk' sb and done in accordance with the current versions of TPI and AFPA design standards. No responsibility Is assumed for dimensional accuracy. Dimensions DE nr.sb TRUSSWORKS are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads g TC Live 20.00 psf DurFacs L=1.25 P=1.25 utilized on this design meet or exceed the loading imposed by the local building code and the particular application. The design assumes that the top chord A Company You Can Truss! is laterally braced by the roof or floor sheathing and the bottom chord Is laterally braced by a rigid sheathing material directly attached, unless otherwise noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed in any TC Dead 14.00 psf Rep Mbr Bnd 1.15 75-41411 ca Cl -aides t • • w Bic- 1 r environment that will "use the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, Install - BC Live °.U° psf P O.V.J acin 2- 0- 0 P g r v r. v r jar. I Palm Desert, CA. 92211 and brace this truss in accordance with the following standards: 'Joint and Cutting Detail Reports' available as output from Truswal software, Phone (760) 341-2232 'ANSVTPI 1', WTCA 1' - Wood Truss Council of America Standard Design Responsibilities,'BUILDING COMPONENT SAFETY INFORMATION' - (SCSI 1-03) and'BCSI SUMMARY SHEETS' by WTCA and TPI. The Truss Plate Institute (TPI) is located at 583 D'Onofrio Drive, Madison, BC Dead 17.00 psf Design Spec CBC -01 Fax # (760) 341-2293 Wisconsin 53719. The American Forest and Paper Association (AFPA) is located at 1111 19th Street, NW, Ste 800, Washington, DC 20036. TOTAL 51.00 psf Seqn T6.5.41 - 62695 Optional vent 3-4 GENERAL GABLE DETAILS FOR WIND LOAD BRACING DWG# 0002065035 opening per design drawing. 91 Truss spacings (24"max per designs. ) �2-6 * or - 45 degree diagonal Max. 12' eave 2x_ (typ.) braced to roof unless noted on 3-4 Pitch per design drawing. 3-4 drawing. Gable End Truss Solid block between Ises for nailing of diagonal brace, attached to sheathing and + truss each end, typ. Brace Interval as Connector plates shown ans for example only. See actual truss design for required plate sizes and odentation. Structural gable trusses will generally have diagonal and vertical members other that those shown above. Adequate staples or toe -nails may be used, and should be used to avoid any overlap with primary structural dates. Gable truss is continuous bearing except as may be noted on Ind v dual des can drawings ` I END (FACE) VIEW speahed on the approved engnineering drawing or standard Typical 2x_ strongback detail or chart (whaler) brace along back face of gable, braced W, 91 Truss spacings (24"max per designs. ) �2-6 * or - 45 degree diagonal 2x_ (typ.) braced to roof sheathing as shown. + Indicates stud members that require bracing) WALU BEARING SUPPORT REGULAR GABLE END TRUSS REQUIREMENTS 1) ALL GABLE BRACING DESIGN AND CONNECTION REQUIREMENTS ARE THE RESPONSIBILITY OF THE BUILDING DESIGNER, PER THE LATEST VERSION OF ANSIrfPI REFERENCED BY THE MODEL BUILDING CODES. 2) TRUSWAL SYSTEMS APPROVED ENGINEERING DESIGN DRAWINGS WILL INDICATE ANY NEED FOR WIND BRACING, AND THE REQUIRED BRACE INTERVAL LENGTH AS DESCRIBED ABOVE. THE BRACE INTERVAL ON THE DRAWING IS BASED ON THE LOADING AND WIND SPEED INDICATED ON THAT DRAWING ONLY, AND THAT BRACING IS REQUIRED TO PREVENT THE GABLE STUDS FROM BUCKLING DUE TO WIND PRESSURE ACTING ON THE FACE OF THE GABLE TRUSS AND AXIAL STRESSES CAUSED BY THE INDICATED APPLIED VERTICAL LOADS. LOADS ACCOUNT FOR 12" EAVE MAX. UNLESS NOTED OTHERWISE. 3) IF THE GABLE TRUSS IS INTERIOR TO THE STRUCTURE AND THEREFORE IS NOT EXPOSED TO WIND LOAD APPLIED TO THE FACE OF THE TRUSS, THE BRACE SPACING INTERVAL MAY BE THE UD LIMIT OF 50 FOR COMPRESSION MEMBERS AND USE 80% OF THE LENGTH (i.e. FOR 2X LUMBER, THE MAX. BRACE INTERVAL MAY BE 7'4'). 4) IT IS ASSUMED THAT THE GABLE TRUSS RESTS ON A CONTINUOUS BEARING WALL EXCEPT AS MAY BE NOTED ON THE INDIVIDUAL APPROVED TRUSS DESIGN. 5) SHEATHING OF PLYWOOD, OSB, WOOD BOARD SIDING, HARDBOARD SIDING, SHEETROCK, STUCCO, WAFERBOARD OR OTHER MATERIAL MAY BE PLACED ON ONE OR BOTH FACES OF A REGULAR (NON-STRUCTURAL) GABLE END. 6) LATERAL LOADS IN LINE WITH THE CHORDS (SHEAR / DRAG LOADS) HAVE NOT BEEN CONSIDERED UNLESS INDICATED ON THE DRAWINGS, AND ARE THE RESPONSIBILITY OF THE BUILDING DESIGNER TO TRANSFER THROUGH RESISTING DIAPHRAGMS. SIDE VIEW ADDITIONAL STRUCTURAL GABLE TRUSS REQUIREMENTS 7) ALL ITEMS 1-6 LISTED UNDER "REGULAR GABLE END TRUSS REQUIREMENTS" APPLY TO STRUCTURAL GABLES ALSO, PLUS THOSE LISTED BELOW. 8) WEIGHTS OF ANY MATERIALS LISTED IN #5 MUST BE ACCOUNTED FOR, EITHER IN STANDARD DEAD LOAD PSF LOADING, OR BY ADDITIONAL LOADS. ADDITIONAL LOAD ARE INDICATED BY "LOAD CASE #1" CHART ON THE DESIGN DRAWING. 9) STRUCTURAL WEBS AND CHORDS MUST BE BRACED IF INDICATED, AND THIS BRACING IS SEPERATE FROM THE GABLE BRACING INTERVAL. SEE REFERENCED STANDARD DRAWING TX01087001-001. 10) TRUSS MAY OR MAY NOT BE CONTINUOUS BEARING, AND IS APPROVED FOR THE CONDITION(S) INDICATED ON THE INDIVIDUAL DESIGN DRAWING ONLY. 2X NOTCHES CUT INTO TOP CHORDS NOTCHING FOR OUTLOOKERS IS ALLOWED ON REGULAR GABLE END TRUSSES AND ON STRUCTURAL GABLE END TRUSSES IF NOTED ON APPROVED INDIVIDUAL DESIGNS. bbl. THIS DETAIL IS PROVIDED AS A SUGGESTED SOLUTION TO THE APPLICATION ,z pig 26, SHOWN ONLY. IT IS NOT INTENDED TO REPLACE OR SUPERCEDE ANY SIMILAR T! DETAIL THAT MAY HAVE BEEN PROVIDED BY THE BUILDING DESIGNER. IT IS . THE RESPONSIBILITY OF OTHERS TO VERIFY THE ADEOUACY OF THIS DETAIL iRESPONSIBILITY IN RELATION TO ANY SPECIFIC PROJECT, AS TO ITS APPLICATION AND INTENT APPLIED TO THIS OR ANY SIMILAR ISSUE. TRUSWAL SYSTEMS ASSUMES NO FOR FIELD INSPECTION OR WORKMANSHIP QUALITY_ DATE: 3/20/2002 GB -1 SUPPORT REQUIRED IE EVERY 4'-0" MAXIMUM. 48" MAX B - u TYPICAL END JACK WITH VARYING TOP CHORD LENGTHS. -,_ HIP GIRDER (ONE OR MORE PLY). HIP TRUSSES FOR WEDGE, USE (2) 1'iOC 1 i c,-- PLA I ZAji,_ -ril 1!iu @ W O.C. INTO TOP CHORD OF HIP GIRDER. WEDGE OR BEVELED TOP PLATE UNDER JACK TOP CHORD EXTENSIONS. BEARING SUPPORT FOR TOP CHORDS OF END JACKS WHERE THEY CROSS SUPPORTING MEMBERS. 1. FOR REACTIONS OF 300# OR LESS THE TOP CHORD MAY BE TOE -NAILED TO THE SUPPORTING MEMBER WITH (2)10d NAILS. 2. FOR REACTIONS GREATER THAN 300#, THE DETAILS BELOW MAY BE USED TO PROVIDE ADEQUATE BEARING SUPPORT. J. SIZE OF WEDGE, BRACE OR BEVEL CUT IS DETERMINED BY THE REQUIRED BEARING AREA (OR LENGTH) AS SHOWN ON THE INDIVIDUAL TRUSS DESIGNS. 4. FOR EACH DETAIL BELOW THE TOP CHORD MAY BE TOE -NAILED TO THE SUPPORTING MEMBER WITH (2) 10d NAILS. 5. UPLIFT REACTIONS, IF -THEY EXIST, MAY REQUIRE ADDITIONAL CONNECTION CONSIDERATIONS IF THEY EXCEED THE VALUE OF THE TOE- NAIL CONNECTION. 6. OTHER OPTIONS MAY BE USED AT THE DISCRETION OF THE BUILDING 7. R-EFE; t0 OTHER DETAILS FOR SPECIFICATIONS RELATING TO A HIP SYSTEM THAT ARE NOT SHOWN HERE. DETAIL OPTIONS / CONNECTK14 OF ' iEcFl 1l L;ati ;,l•'IR BASED ON BRACE FORCES DETERMINED BY THE BUILDING DESIGNER. NOTE: BEVEL D'LED( ER MAYBE USED INSTEAD OF DEi:AILS SHOWN ABOVE. LEDGER MAY BE ATTACHED TO EITHER FACE OF TRUSS WITH 10d NAILS. SPACING OF NAILS IS DEPENDENT ON LOADING CONDITIONS AND SHOULD BE DETERMINED BY BUILDING DESIGNER, END OF LATERAL BRACE. (BRACE MAY oV*:.:R!,A.P WITH 1 BLISS CHC):?D - NAIL CHORD TO FACE OF BRACE WITH (2) 10d) i r ®®®® SIDE IS PROVIDED ASA SUGGESTED SOLUTION TO THE APPLI ON SHOWN ONLY. IT IS NOT INTENDED TO REPLACE OR SUPERCEDE ANYLLA T ® DETAIL THAT MAY HAVE BEEN PROVIDED BY THE BUILDING DESIGNER, WI C 1, + - fiHE,RtB ilu :!glLl v -F OTHERS TO VERIFY THE •ADEOU."-C\' :;I> ? 4;5 UET ®A IN RELATION TO ANY SPECIFIC PROJECT, AS TO ITS APPLICATION AND INTENT APPLIED TO THIS OR ANY SIMILAR ISSUE. TRUSWAL SYSTEMS ASSUMES NO' RESPONSIBILITY FOR FIELD INSPECTION OR WORKMANSHIP QUALITY ] BEVEL CUT ON TOP CHORD OF TRUSS )iFIGl17 THIS. •i DATE: 8/25 yg 17a IREF: HJ -1 M. BRG X-LOC REACT SIZE REQ'D TCP pgRp 2x4 FL N1 & Btr. Truss IISS ID: RAF-4 t': 1 Drw : 1 `` 8 623 4.95" 1.50" PLatinq sANSI TP1 - 1995 UPLIFT REACTION(S) 2 11- 2-11 761 1.50" 1,50" THIS DESIpec( l IS THE CCMPOS1TE RESULT OF s(pport 1 -12fy/ SLIDER 2x4 FL N1 & Btr. MJLTIPLE LOAD CASES, sL po _ PLATING BASED CN GREEN IM UPBER VALUES. PLATE VALUES PER IC80 RESEARCH REPORT N1607. this t"suss ?s designed using the Permanent bracing is r•eq, ired (by others) to (, C - f prev-i nnt rotation/t ling. • See H10-91 arrJ . ANSI/TP1.1-1995; 10.3.4.5 axl 10.3.4.6. Bldg.FncLEll = Yes, Ent Zone = No 111r *i -- Line = No Category = C . BIcLI L 99.00ft, Bldg lJidth=9J.00ftMeal roo ght = 18.32ft, MPH = 70 `. . Classification = 4, Dead Lrad 12.0f s LOAD CASE N1 DESIGN LOADS - r, Dir L.PIf L.Loc R Plf.. R:Loc L-/TL TC Vert .0 0-0-0 142.3 9-10-13 x.53 _ TC Vert '30.0 9-10-13 .`30.0_ :"11- 5-12 53 I1-11.2 it _ _• « .. 11-1-12 . , .. a• 2.83 t GAII -6 GHAR(F cc,9Fo 2-u-5 it Ohl/ 'y x CO •' I SHIP F 'IO-3.12 4 ' • /: • ., (^ til j •I/2" GAP MAX \ ; ')•, I F (i. `' " h i i so i 2-9-15 11-3-7 2 C> 3 11-1-12 1 •. . _ 11-1,-12_ '•a .-, , ?rostral Systems Plates are 20 ga. unless sioun by 'i6"(lb ya.) ur 'A/15/99"H"(16 a.), positioned per Joint Report. Circled plates and false Scale: 5/16" = 1' frame Tates are Positioned as shown above. • ® WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor, Tb6 dulgn is for an individual bullring component. It has been based on,pccif catpns provided by the component manufacturer and done in TBF 29.3 L10: LLM10 accordance with the current versions of TPI and AFPA deign .aodaids. No responsibility it assumed for dimensional accuracy. Dimensions are to be Chk. , Customer Name: T T TC Y verified by the component manufacturer and/or building designer prior to fabrirauoo. The building designer shall aecertaln that the loads util'v.ed on g NLC = 5 1R <.J S L this design meet or exceed the loading imposed by the local building code. It is assumed that the tap chord is laterally braced by the roof or floor DS nr; SYSTEMS sheathing and the bottom chord 6 laterally braced by a rigid shcathiog mater_Ldiruty atached. unites otherwise noted. Bracing shown L for lateral TC Live 16.0 psf DUrFaCS L=1.25 P=1.25 support of eotn.r ponea'membnrs only to reduce buckling length. This component .hall not be placed in any environment that will must ton moisture content of the wood exceed 19% and/or ceruse connector plate corrminn. Fabricate, handle, install and brace this Wes in accordance with the following TC Dead 14.0 psf Rep Mbr End 1.00 s1a3 Nonbpvk Dr., Colo Spring,, Co 809p7 standard.: 'TRUSCOM MANUAL', by Trusveal, 'QUALITY CONTROL STANDARD FOR METAL PLATE CONNECTED WOOD TRUSSES' - BC Live .0 psf O, C .Spacing 2-' 0— 0 (QST-88), 'HANDLINO INSTALLINO AND BRACINOMETAL PLATE CONNECTED WOOL) TRUSSES' (II1D-91)and '111B-91 SUMMARY BC Dead 10.0 psf Design Spec UBC-97 SKEET' by TPI. The Trust Plate Institute (TPI) is 1r,catcd at 5R3 D'Onofrin Drive, Madison, Tp$ .0 Version 09.30-o '98 Association (AFI'A) a Incased at 1250 Cnnnectcut A%-c, NW, Ste 200, %4finghon, D('20036. Wisconsin 53719. The American Forest and Paper TOTAL 40.0 psf DefL Ratio: L/240 TC: L/18D -------------- PRESSURE BLOCKING DETAIL FOR•END JACK BOTTOM CHOR , -.UP TO 10'-0" AT HIP NO. I WITH CEILING LOAD OF 5 P F 'D . { PRESSURE BLOCK I ' t 1 ilI% 1,1; '1 .j RU>jSL.:.,.END 3-10d WITH 4-I6d NAILS 3-10d- 3-10d PRESSURE BLOCK WITH 4-16d,NAILS 3,l-10dd r BOTTOM CHORD OF K HIP NO. I TRUSS 0 O.0TYPICAL RE BLOCK 3-10d NOTE: ATTACH 2X4 D OUG FIR PRESSURE BLOCK TO BOTTOM x.41 CHORD OF HIP NO, I WITH 4-16d NAILS. BOTTOM CHORDS OF END JOINTS ARE ATTACHED 1Od ' GNAA S+F9F0 NAILS AT EACI-1 f l n ; _ W1TH 3- r, Q Tao-Pyb ti='c f Ct i\ r (y cli Ism PLATE - COOE SPACING OA FE TW20 UBC NA II IS '{'t ^ES^aK101tlir - 5/15/97 +cIv t ua,o toa 4 s n {scl^lalw 1 1 1'151n'i U5 jCnOn(cOn051r4rr01r>k IV^f, uq7 ,,,E L1 10a0S UI IUl(0 0w 1w15 OES16u 111E 0o (rc(10 { Ulw[nilOr{S „pl lwat ESnprS loll 111 E COa05 Iw 05C0 er 1.< l0C •l BVIl01uG C00( A. 10^ 10 r,enitall0rr IS aS5WE0 rOn Ol t lgla., IrNSvi! 1+^VSCO In CO nlr vIIM {iq C9r 'Cl , Cp {Ias SXwnaanE 1^us v,to ?otiir.t•,s tsnil it It of la1 a .5.. _ "ISilll iCr 11 ;uG 5.4 tf111(n+l Pflnq(Ir "p1 SPCC Ir IC ll01 (OUq aoonsint oa O o(OVq I's01v{IIXnIrr.A DOVES - _. I { a i iVw1 Ire 'G . 'K OvI^'o 0' I" r .. :r if [h –'•, .•r :i ii r.+-119nC 151.C'1' ' n,1 "''^ ni0wiur1 0 , . EBO,clO 0' s •I.{..1nG {PRI tS °rigl;1 :1, t'{i U°n{—f n' ® ® . 1r1• {I • "I {i 1'.G lin '(1. 11 UxG4 ( A ®®ii.+a.JlT. 111. U'{.rly n,lfu I; alv{r5 nC9VIi1 OS 'n nnivi0v{U i0 Sllr m{0•(Ssl,ii epr6c"(`!, 11011.11In 1n•n15 • V' l.Cf101•'; l Ir c "ir..ri„{u{• .,rU nt CV wrup{11a ,4 no° i'{1 rUnnl , u,o 00.1.101110. {L.rUn,n r. ^Itrlo•r tU.WALSYSTEMSCORPORAIION liiovILL 'Ilo-, 16L.SOCn:o^{tt''p'1e111i cioti I`°I'opw°riff 'p"osatrlElr^,V°5 wOcl"i`'"0cf10" l a'. JI+UIC1011Sru•ni lCa'IO i 0' C(cnf of wClCIOn 'l' t COn^Os10" f Cawgln vll .rV1EC(59"pct"01s'url nCa' I 10(01' •'+11 h(^V on( Is OVI s10f 11(vsco E f>< ^CTnO"S 1611 I1' 0, ni q/sv rl 2- 1. 2x4 POST ATTACHED TO EACH TRUSS PANEL POINT AND OVERHEAD PURLIN•, OR - 2. 22. 2x4 NI HF OR 112 DF PURLINS 4' - 0" O.0 1. 2x4 b I HF OR 42 DF CONTINUOUS STIFFENER ATTACHED TO POST. 4. HIP TRUSS #1 SETBACK FROM END WALL AS NOTED ON TRUSS DESIGN] OK PLAti:- M(✓ r S. a EXTENDED END JACK TOP CHORD (TYPICAL).. 6 COMMON TRUSS. 7. HIP CORNER RAFTER. S. 1x4 CONTINUOUS LATE AL D" r G ' 8 9. EXTENDED BOTTOM ¢ItGIf t- , EM STABILITY OF 13 PER BUILDING DESIGNER. U ! SET q q H / C AS NOTMED d . I _ a ONIT S bESjGN. HIP TRUSSES 24" O.C. (TYPICAL) $ - , ADEQUATE CONNECII02d PIAN BY OTHERg (TYPiCAL). DATE _ a t4A RNI G Rood all nofgg an this iA"t and DS'+ 4 copy of H to the Erecting C.Qnuaclor n.+ b r a r wo .a r1 was m.ponrr r tu. aw -- on HIP FSG DETAIL 1/21/98 v.clrn/r .d T11 an0 AlM a« Mr,or4. Nar—N-ws ffW►6MY Yb OaMw u'litw on n,,, M t°",°°n'n' """uti""""°b' w70wy O"VW pnpt i r,.wro lo""'✓"'°"" +Ga+.ty. o.o.n..o +. ✓. loot a roar "w a ..caw nr py,p np,..a a M bol "crwn The Grprp awy,r .w ..crow rw .,. btaa. -e uw.w. 4t r,0 >» Otaor aw f+lrrYy ats a or • °a p1w coo.. r r wuyn.J vw m. wp waJ w &"a&/ arra q r w W o' re p t 'v o..«a' IM&OVA1 M f W COf*X) AI pry .ocoiorw w, r» `400 µ uw cov,.uor wy w„ ~ „ , r w. ww rW rr o iti.I,r ~. WWD iRt31ti/1' • foro,.,ry ` ` b1' ir,.w. _W "i"" conrnOl of IO37iy, 'IWlpfyp 1173TKDya Ata q 1/!iA4 PLAT! AtiO4i0 /011 W91AL Mlt COMYCTiO SUYUMr 3++!!'1' q TM T*TM : is :.may P Y O W r G Cof,4c:iD W:-00 Tkus"s' • yrW q aW '1f►31 p'W ^ IAFAV k rxca tl 1MO fbtwciat p1++. M . H1r Nyyy,op OC 200.>tW rc°"tn 17113. 71,e Amr,crn Faora t/+0 t \ 1 HIP TRUSS cz co IL I r Fes. t UP CWU2D . 1 DETAIL "A" ' I. Ce • ND o F • _EDGER ATTACH -D ; O'FACE,O^'TF`cUSSif HIP TRUSS GC A€,_ "Aft , f BAILER ATTA-HED 0 KING POST l'0) cdTim VeQT TEFOlMl rva TRUSWAL SYSTEMS 4445 NORTHPARK DRIVE, SUITE 200 i COLORADO SPRINGS, CO 80907• '. = E (800) 322-4045 FAX:(719) 598-8463 I, I 8/3/00 I To whom it may concern: It is permissible to repair a False Frame* joint with the procedure.outlined below, provided that the following statements are true: . . Ceiling lolading is 10 PSF or less. ` m Trusses are spaced 24" o.c. or less. False Fraime verticals are spaced 6'-0" o.c. or less. ' No additional point loads or uniform loads are present on the :false framethat would cause the loads to exceed 10 PSF for any reason. The joint(s) to repair does not have a support bearing directly underneath the joint. There is', no damage to the lumber at the joint, su ,h as excessive splits, cracks, etc: , The joint fits tightly (within all TPI tolerances). ' All lumber in the false frame is 2x4 or 2x3. Repair as follows: 1. Cut a '/2." CDX APA Group 1 plywood'(or equivalent-O.S.l3.) gusset; 4" wide by 8" long, or larger. ' 2. Apply gusset to the face of the truss'at each joint with -a missing plate. ff one face of truss has missing plate, then gusset is required on only that face., If both faces of the joint are unplated, then the gusset is required on. e5crlat'c r 3. Use (3) 8d nails !into each member, from each face (see detail bNeGARS cr- Typical Join+ NQIP o False frame refers only STATE To non-structural members . ;? ;. • (zero design forces). ; 7,'4,. TRUSWAL SYSTEMS 4445 NORTHPARK DRIVE, SUITE 200 COLORADO SPRINGS, CO 80907 (800) 322-4045 FAX:(719) 598-8463 I . COC -10031160A 1/10/01 1 Use., --s of Truswal engineering: The TrusPlusTm engineering software will correctly design .the location requirements for permanent continuous lateral bracing' (CLB) on mertloers for which it is required to reduce buckling length. Sealed engineering drawings from Truswal will show the required number and approximate locations c" braces for each member needing bracing., In general, this bracing 'is done oy using Truswal Systems Brace-ItTM or a 1x or 2x member (attached to the top o-- bottom edge of the member) running perpendicular to the trusses and adequately designed, connected and braced to the building per the building designer (See ANSI[TPI current version?). The following are other options (when CLB bracing is not possible orl desirable) that will also satisfy bracing needs for it.dividual members (not building system bracing): 1. A 1x o!r 2x structurally graded "T" brace may be nailed flat to- tie edge of thelmember with 10d common or box nails a: 8" o.c. if ohly one brace Is required, or may be nailed to both edges of the member if two braces are required. The "T" brace must extend a minimum c'- 90% of the member's length. - 2. A scab (add-on) of the same size and structural grade as the.:r:nember may be nailed to one face of the member with 10d common: or box nails ait 8" o.c. if only one brace is required, or may be nailed to both faces of the member if two braces are required. A minimus;; of 2x6 scabs are required for any member exceeding 14'-0" in length. Scabs) must extend a minimum of 90% of the members length. 3. Any member requiring more than two braces must use perpendicular . bracing or a combination of scabs and "T" braces, or an -v other approved method, as specified and approved by the building c?signer. EXAMPLES 2, I "T" BRACE L I Please contact a Tf_u al engineer,i.f4he CST 90% L re any questioi ( h.- I ►`s® ,,®vi SYS - i TRUSWAL SYSTEMS CORPORATION 4445 NORTHPARK DRIVE, SUITE 200 I 'COLORADO SPRINGS, COLORADO 80907 (800) 322.4045 (7 19) 598.5660 L.YETAILS FOR®NV E TI®NALL " Ai llE® VALLEY SETS Nola-a: .. • .t. I The mnx,mum Total Top Chord Load = 48 PSF TRUSSES @ 24" O.C. Minimum Top Chord Dead Load = 7 PSF } Y The design for lalanl loads and Ihoir _ nneclions is GIRDER DESIGNED TO SUPPORT the responsibility of the Building Oosig:.ar. The dala;ls . THE "TIE.IN- TRUSSES provided address gravity and wind up!.i^ ioeds only per the UBC, I \ The maximum wind speed is.65 MPH. 75 ft Moan Roof B _ Height (max.), _xp. C. D, 16d box nails are typical throughout, arcepl as not (in details ). I / The Center Ridge ? i 9 after (CRR) is 2 a 5 stud. Attach this to C the 1 v 8 wilh 4-16d.loe nail-( 2 from tach face). Anach the F opposite and to Iho. truss the same. PLAN VIEW AELEVATION VIEW A The Valley Raflers. purlins, and blockin:, malarial aro 2 x 4 stud. Theocking mush be Spaced 24D.C. , n bl' jr d be adagwtely bncod in the talent direclior.'al 6_0.0 O.C. An: cn Ihis blocking to the _ 'Valley Rafter wilh 3-16d. Attach this bloc,cing to the purlin with 2-1ed, The tn,a.cas below the valley are spacad 24' O.0 The purtinc•are full length undor the vau.:ry sal and must be installed at 24' O.C. They are to be attached to each overlapping buss lop Cho rd lr ' wllh 2-16d nails. If ;hey are.nol one con!,nuous length• add a t2' long DETAIL A nailer to the face or the lruss-top chord ' In L I Ccc"N'ER RIDGE ! 5d, .nd one Purtin se-clion. P,AFTER DE TAIL 9 - on Iho truss and Deg,n the addilional sc_!.on on the nailer. `. c VAL LEY RAFTER A t z 8 perimeter runner must be attach&_ through the sheathing an athine ;nlo I ' eeth Irtics below Ih 3-6d bot nails. Tn•s I s 8 lollows Inc outs,de prof, e VALLEY RAFTER / bf Ilia vnlloy. ('Y?) f I The Valley too.noilsiARaters are I 2-16dloo spaced 24" O.C. '.mach them to the CRR with - 5 - Racfl l o opposrfa and t the 1 x 8 wilh 3-8d too nail:. toe , 2 X 4 BLOCK r77,• :1 ic OE NAILS / RU?t7 II, WITH (TYP) I 2 X 4 8LOCK Wli.y { r' / 6d; `<4 Gj• u COQ Az -7A '7.t TATE 0E TAIL C - " \li DETAIL D ?URUNSRU N_r? _ 1 2 X 4 I VALL_Y JBLOCK= t ER , WITH 2 . 160 2.16 TOc : N' ILS TRUSS TOP J'OO TOp _ .. CHORD )' r 7/16' - SHt.4THING . ELEVATION VIEW RECOMMENDED CONNECTION DETAILS THESE DETAILS ARE INTENDED TO SHOW MINIMUM REQUIRED CONNECTIONS RECOMMENDED BY TRUSWAL SYSTEMS.. THE DETAILS DO NOT REPLACE OR SUPERSEDE ANY DETAILS SPECIFIED BY A PROJECT ENGINEER OR ARCHITECT ON A PARTICULAR PROJECT, NOR HAVE THEY BEEN ANALYZED FOR SEISMIC AND WIND FORCES ACTING ON THE CONNEC- TIONS FROM THE RESPONSE OF THE STRUCTURE TO SUCH LOADS. IT IS RECOMMENDED TILAT THE APPROVAL OF THE PROJECT ENGINEER OR ARCHITECT BE OBTAINED BEFORE USING THESE DETAILS.! BEARING REQUIREMENTS SHOWN ON SPECIFIC TRUSS DESIGNS MUST BE SATISFIED, INCLUDING CONNECTIONS FOR UPLIFT REACTIONS. 1'KUSS CUNNECTION TO XTERTOR RRART WALLS TRUSSES @ 24” O.C. (TYP.) BLOCK - TOP PLATES C, ZOY BOT CHORD SECT. A -A TRUSS' 1(7yp-) PROCEDURE: 1 TOE -NAIL BLOCK TO TRUSS WITH 1'16d COMMON NAIL. 2 PLACE NEXT 'TRUSS AGAINST BLOCK AND TOE -NAIL TRUSS TO TOP PLATE WITH 2-16d COMMON NAILS. 3 END NAIL THROUGH TRUSS INTO BLOCK WITH 1-16d COMMON NAI.. 4 PLACE NEXT BLOCK AGAINST TRUSS AND REPEAT STEPS 1 THROUC.:-i 3. S BLOCKS MAYjBE ATTACHED TO TOP PLATE WITH SIMPSON A35F (c -A EQUIV.) FRAMING ANCHORS. SEE MANUFACTURER'S CATALOG FOR DETAILS AND SPECIFICATIONS. TRUSS CONNECTION TO INTERIOR BEARING WALLS B RAC I N G B.C. OF TRUSS OR ✓Q C,AN( END VERTICAL RUN ' C bO yU THROUGH TO BEARIN;C! ' A A WALL MUST BE AT HEIGHT SPECIFIED ON THE DESIGN DRAWING OR MUST BE SHIMMED TO THE CORRECT HEIGHT. USE 2-16d COMMON NAIL'S TOE -NAILED INTO THE TOP PLATE THROUGH EACH TRUSS. DIAGONAL 'X' BRACING IS REQUIRED AT ENDS OF THE BUILDING i ` (OR WALL) AND AT A MAX. OF 16' INTERVALS ALONG WALL.,a 'X' BRACING IS MIN. 2x3 MATERIAL WITH 2-8d NAILS EACH END. BLOCKING SIMILAR TO EXTERIOR WALL DETAIL IS RECOMMENDED. TRUSS CONNECTION TO NON-BEARING PARTITION WALLS WALL PERPENDICULAR TO TRUSS WALL PARALLEL TO TRUSS I — ' 2X4 BLOCKING - BOT CHORD _ _ BOT CH B Y r 2 - ''c SECT. C TOP P TE ` "r! ' 2X E TOP PLATE G7,.+.` 1-16d COMMON NAIL OR 1-16d COMMON NAIL OR iyj n1` ,- v;y 1,4" O.C. SIMPSON STC (OR EQUIV. SIMPSON STC -(OR EQUIV, US S CI;R ,;, ; ./,'„'TYp.) TRUSS CLIP FILE NO. CD DATE: 9/10/92a`; `I . REF.: DES. BY,: L.M. C CJ RY; - YS I S rin i.n U. I ... %Z I GENERAL Familiarity with the CONSTRUCTION DESIGN DOCUMENTS, the TRUSS DESIGN DRAWINGS, and TRUSS PLACEMENT PLANS (it required by the CONSTRUCTION DESIGN DOCUMENTS) is required to properly erect, brace, and conned the trusses to the building system. All of the care and quality involved in the design i nd manutacture of wood trusses can be jeopardized it the trusses are not property handled, ereciod, and braced. THE CONSEOUENCES OF IMPROPER HANDLING, ERECTING, AND BRACING MAY BE A COLLAPSE OFTHE STRUCTURE, WHICH AT BEST IS A SUBSTANTIAL LOSS OFTWE AND MATERIALS, AND AT WORST IS A LOSS OF LIFE. THE MAJORITY OF TRUSS ACCIDENTS OCCUR DURING TRUSS INSTALLATION AND NOT AS A RESULT OF IMPROPER DESIGN OR MANUFACTURE. Prior to truss erection, the builaoderector shall incl with the erection crew lot a safety and planning meeting• making sure ouch crew member understands his or her roles and responsibilities during the enaction Process. I TEMPORARY ERECTION BRACING Trusses are not marked In arty way to Identify the frequency, or IocaUon of temporary erection bracing. All temporary bracing shall Comply with the latest edition of Commentary and Rocommondndons for Handling, installing 8 ara)ing Metal Plate Connecled Wood Trusses (HIB), pub - fished by the Truss Plate Institute. andlor as spoaliod In the CONSTRUCTION DESIGN DOCUMENTS prepared by me building designer. PERIMANENi" TRUSS BRACING Permanent bracing for the mot or floor trusses is the responsibility of the building designer and should be shown on the CONSTRUCTION DESIGN DOCUMENTS. Permanent bracing locations for individ- ual compression members of a wood truss are shown on the TRUSS DESIGN DRAWINGS, and shall be installed by the building or erection contractor. This bracing is needed for the proper performance of Individual trusses within the roof or floor system. The design and connection of the bracing to the truss and then to the overall building system is fire responsibility of the building designer, and is in addi- tion to the pormanont bracing plan, which is also specified by the Wilding designer. SPE(31AL DESIGN REQUIREMENTS Special design requirements, such as wind tiracing, poral bracing, seismic bracing, diaphragms. shear wells• or other bad transfer elements and their connections to wood trusses must be considered separately by the Wilding designer, who shall determine size, location, and method of connections for 'all bracing as needed to resist thes0 forces. 1 UNLOADING & LIFTING AVOID LATERAL BENDING I I NEVER HANDLE TRUSSES FLAT Beginning with the unloading process, and throughout.all phases 01 Construction, Care must be taken to avoid LATERAL BENDING of trusses, whichican rause damage to the lumber and metal connector plates at the joints. USE SPECIAL CARE IN WINDY WEATHER. IF USING A CRANE WITHIN 10 FEET OF AN ELECTRIC LINE, CONTACT THE .LOCAL POWER COMPANY. IF USING A CRANE WITHIN 5 MILES OF AN AIRPORT, CONTACT THE AIRPORT 30 DAYS PRIOR TO ERECTION TO LEARN ABOUT ANY SAFETY REGULATIONS THAT MUST BE FOLLOWED. JOB SITE HANDLING Spreader bar for , larger trusses s V V r<, ALL TRUSSES SHOULD BE PICKED UP AT THE TOP CHORDS IN A VERTICAL POSITION Proper banding and smooth ground allow for unloading or trusses wie,ovl damage. This sho done as dose to the building site as possible to minimize handling. DO NOT break banding until lation begins. Hand erection of trusses is allowed, provided excessive lateral bending is proven: DO NOT STORE UNBRACED BUNDLES UPRIGHT DO NOT STORE ON UNEVEN GROUNE t 1t trusses aro stoned wntirmay, they sMa bo braced in a 11 truss. ern Mored homx ntnay, pocking W Wd b nwrtner snot will prawns tipping o toppling. Goneraay, on eight to on toot eertn . or d my -cu -to nri nrtting of tho ba rdng h done WA prior to in:uanoon. I.ternl twndrg -d moist— gain CARE SHOULD BE EXERCISED WHEN REMOVING BANDING TO AVOID DAMAGING TRFUS During long term storage, trusses shall be protected from rhe emtironmem m a;mannomnt pro for adequate ventilation of the trusses. It tarpaulins or other motorial is usod, the ontls r,all be loll for ventilation. Plastic is not recommended, since N can trap moisture."`: H OI ST.I.N'G::::::'::::. ALL TRUSSES THAT ARE ERECTED ONE AT' A TME SHALL'BE HELD SAFELY" IN POSE BY THE ERECTION EOUIPMENT UNTIL SUCH TIME NECESSARY` BRACING HAS E INSTALLED ANDTHE ENDS OFTHETRUSSES ARE.,SECURELY FA STENEDTO THE'SUILDII P WR r AVOID LATERAL'BENDING or or less - APPodmeloY: 1 • ,rz.tnr,e lerrgtn ,rz Tagline up to 30 feet up 10•30 -o ` Truss sling is acooptablo'whoro those criteria are MCL ' SPREADER BAR SPREADER BAR . TOE IN TOi TOE IN 70E IN I f I` APWM,R to 2f3 f uiax tlm/glotl, -7 I u,= Wvm up to 60 feet up to 60 feet Taglira Tagline Use spreader bar in ALL other cases. II should be noted that the lines from the ends of the sore; bar "TOE IN% if mese lines should "TOE OUT' the muss may fold in half. STRONGBACKI SPREADER BAR STRONGBACW SPREADER BAR Apprmc. ?A to yA Approx. lon InntoyA laI ss MxJN bVit gem over 60 feet over 60 feet Tagline T; For filling trusses with spans in excess of 60 Ioet. it 9 recommended that a strongbacWspreacier bar used as illustrated. The strongbadJspreader bar should be attached to the top chord and web mLmt: it intervals of approximately 10 feet. Further, the strongbadJspreader bar should be al or above mi"eighl of the truss to prevent overturning. The suongbac Jspreader bar can be at any material h sufficient strength to safety carry the weight of the truss and sufficient rigidity to adequately resist be ing of the truss. BE GINNINGTHE RECTIONbuirlit' or alect;0aboaft"C'"I""id" -ub-lamlial bracing lot the PROCESS I1 is nhs:.es making up nt Io, me mist of trio first nal at. tied to and rely aeon; the first truss for stabi6ry. Ukawise, offer this first sot of tars. es I5 ndapw,"acas- y Ornrnd. me remaining Presse. inSnthrl ,cry upon tri; first sal far stability. Thus, the PoMm - nna: or me truss asci_) system depends to a greal amen, on how well Ino first group of biases is braced, GROUND BRACE - EXTERIOR GROUND BRACE - INTERIOR On" sali:lactory _'11+00 lies the fins uall of tenses on b Another satisfactory method h Oms height 01 bolding or arias of bmm:s mal nm attached to a stake driven into gourd Conditions prohibit bracing lebm the Ossetic, is to oto ground find secure), anCwmd. The ground bra.,tie me firs, Iru-5 rigidly In place born me interior at cite ilscrr would be supponnd as shown bolo+•• or If is apt 10 1160, 1-1. prcrmcd the Moor is wbsranGally corripluled buckle. AdtlitioNll your., DmWs In ,tie opposite diet- she Capable of supporting the ground bracing roCes. Ids. inside the buOding. arc nLA rotom_andod. Soeurety I— Note: the fir,, Irvss 10 me middle of mo Wdtl- Nae: Ldelle ground braces Ing. Bmeo me bracing simgar to cmorior ground bracing W fist truss dreeuy M fine :itown at loft. Sol imrze: from the mieeld iwram the end 'rh as rows of top Chord min- of the building. Property co55-brace cite first set of truss• tinuous Worst bracing bithcn os before rom0+mg noor braces anti selling rumalning temporary a pamtanant). cusses. 2nd, and 6 Ath Iruss05 First truss • 2 X 4 minirnUM I l Tenor bmporyrary spco n 1 noldin (helps when to be well Installing 5 Fm trtrst big char span trusses) braced Debre erection Groundof oior at units. Drlce mil bracing adnBoa,vGround bracing s ,Basting far trmssas r0as lAlera vend 5L hies — Minima_ Two 1601 V odedN011s2X4 mlNmum size um o-eaw wew.o a+a -"- 'T This lora ro glo omL tration grouts ts pon singlo 1 Story spplkatloh; INADEOUATE SIZE OF BRACING MATERIAL OR INADEOUATE FASTENING IS A MAJOR CAUSE OF ERECTION DOMINOING. T ERECTION TOLERANCE. ! • I _ Lea,7m Length I'-- I Lo Oh 11 1 t.ongm 1 G b 3? : 1' Lonoh 16' to 32 . a t' -7 —{- P Bob Leogt)t 7Z A —, . 2' Lnrgm 32' a war . 2' Comdrng with airCasn tolanrde5 is 0iU0d to nctl'vahg an acoeprablo roof or hoo, line, AND TO ACCOMPLISHING EFFECTIVE. GRACING. Sahag m widen 16lnrnrtcn pan fini Ems will prt.+ l the ne d far the rtex aeeu. prnctlee of asPacjm,2 c, vus. n:lNamg ero ween rod, smaeommg a root patine nm Install.d.asso Ls farming a bowing stn Cause -'It 10 mi+s mo too &hods ,,hom ahma"nq b eppliod, -6 watt- Cwr"ativw 5no-ws on the bracing, tvitiet I5 o traquars reuse n, oornnoing. WHEN SHEATHING. MAKE SURE NAILS ARE DRIVEN INTO THE TOP CHORD OF THE TRUSSES. BRACING t DO NOT.INSTAI:L TRUSSES DO NOT•Wx ONTEOPORARILY UNBRACEDI CONNECTEDtUPPORTS An anchors, h.."n. tiobowm aG, tMt aro pen 01 010 tarp( nmratoly end propnny' pi 'resortedbolero trusts InCtlk no ever be b-mrl.d on amen, :dir --01 ee paery ce"WcOons•b'ola cup NAILING SCABS'TO THE ENi 4;106 ,Ring.BRACE'THE FIRST TRUSS Auh ries" of bracing shoiAd t NAILS*IN. WRHDRAWAL • &K.vn perperdlaAv.b•tho din (PARALLEL TO'.FORCE) . At dghL :, • BRACING REQUIREMENTS Torrgornry «action bndng mist be applied 10 throo planes o (anentrwrg). mine 2) Bosom Chord (easing plane). and PLam I,u35n'r 1) TOP CHORD PLANE. Most Intportom 10 tiro Wilder a .,edict oattraaa It bmd,g In cid pama of cite Ipp chord, Tn,ss top c6,,,ds ami sun:o"o to lateral budding babm It., em brand a sheneed. Top Cnt I Web mm eners I0 png iialLnWut Mialtveno b.dhq Ca.muokn M-1 DOnom 01.3onal —.96.orx*n !Minimum 2X4XIO' Son—Cram f.Lni—mi 2'4.10'I lateral bracing l pped ss r✓,• lateral bracing Lipper I war had 1—$ el m;r has • l0 1R' oact end, "'- each and. — 45' ZQ' 20 ' Connect end Nol to solo. of bracing _ a adds 1 to 0I" genet bradsun gol .c bncinig at appro.irruttoty 20 repa.tnd every 27 at. t inlermis (repeal at both ends).' 4S- angle 10 truaset f L ens, heavy boos a -mor sparing Configurations EXACT SPACING BETWEEN TRUSSES SHOULD BE m regquire dos, spacing b.lween Weld bnong and MAINTAINED AS BRACING IS INSTALLED to avoid me Dose, intavah between diagonvs. Consul) me building hexa", Oa. pnctlee o I—rl, bneing 10 edryzl >poc• tle:iyser, HIB. DSB (F1 en DCsfgn S.Vcd wrion far ge s) or TCA'S Tr ss Technology for Builder, ilde r, ing. This ad of 'a0ju3,ing spodrx)' can trtnusa trU5ae5 to Trusses) or WTCA'i Truss Technology for Builder, toppb 11 cervatciiort: are _moved at de wrog Ertl. 7 Tomponry Bracing Ry,. ON DO NOT WALK ON TRUSSES SSES OR GABLE ENDS LYING FLAT =0R 3 PLANES OF ROOF the roe Sr, Mn•I0 onium S,.'fbi6ly: Plane 1) Top Chord 3) WeWMarnbo plane Or vaned Prone PorPondktlar to 2) BOTTOM CHORD PLANE In order to nod proper Spacing on the bonom Chard. lompo_ry bradeg h fee- ommanood M the lop or the bonom Chord. nIAGONAL OR CROSS -BRACING IS VERY IMPORTANT! 3) WEB MEMBER PLANE -X-BRACING, AS SHOWN, IS CRITICAL IN PREVENTING TRUSSES FROM LEANING OR DOMINOING. REPEAT AS SHOWN TO CREATE A SUCCESSION OF RIGID UNITS. Continuous X•0rodng Well Is Web members miss. maX. Xbn'J 9 should be msmp.d on vertical web memoon whcr r possible. at or near lateral bracing. Plywood sheathing may be wbsuMed for Xbraag. Web mbmbor. - otp6 Bra" me PpOaat♦ bracing a'N« Bosom Ctord: DO NOT USE SHORT BEOCKS TO BRACE, INDIVIDUAL TRUSSES WITHOUT A ` SPECIFIC BRACING PLAN DETAILING THEIR USE j BRACING REQUIREMENTS USING THE SAME PRINCIPLES APPLY TO PARALLEL CHORD TRUSSES' Note: Top Uhords end some web mambo's oro Trot shown. in order to make drawings friars roadnble, STACKING MATERIALS DO NOT PROCEED WITH BUILDING COMPLETION UNTIL ALL BRACING IS SECURELY AND PROPERLY IN PLACE '. yip •-•:u NEVER STACK MATERIALS ON UNBRACED OR INADEQUATELY BRACED TRUSSES NEVER STACK MATERIALS NEAR A PEAK NEVER STACK MATERIALS ON THE CANTILEVER OF A TRUSS s ns.- vys NEVER OVERLOAD SMALL GROUPS OR SINGLE TRUSSES. POSITION LOAD OVER AS MANY TRUSSES AS POSSIBLE NEVER CUT ANY STRUCTURAL MEMBER OF ATRUSS. Planurm must be rigiW, Dnc Ms Proper dislributi011 of Ca1slnlClbn malaLllS is a rrAl'.I during construction. Always stock rtwteatlS'Over two M nhOre trun5as. Hol to MCMO 4-0- massae_ horn beaming 4'D' 4y' ROOfing ad maria l al Corhractdn Are rauti0nal In slack meteriah only A" oknstd0 sapponiy aterrcHtr. or drecvy Care, ittldn A.Ppolm rhambeirs. T—.s an, not do ighad for cy—anic bods (L.- mweg .vshi j-). EX1mme Cam should be taken when badvtg and 34 ding construction that.dals (ro11etl roofing, rn c haniW aculp- mem, ad.) on the roof or 11oorerte. Stammer- rlJ - Pend pant Sleeport for rtrocnairal agkipmern shaAO be beitad at pamol pants olsints) Or Over main supporting mambo,,. and only M teases that have been desii l d for such bads. CAUTION -NOTES Eason in Wilding 9w. -final. dimensions. a erten by arrow anal; be cerraaed by Oro cotuaco, or responsibl. min• S,roslon wade saAcahraciw or suppper BEFORE erection of musses begins. Cutting of nonstruenml overhangs Is considered a Pan al normal aaction and aM0 be dare by the bkiWa, a .rection con. 1—of. Arty told modfiat6.n that IrwavCz the Cutting. drilling. a refoettion Of any aradurad cess rtdrtt0er or Connecta pate sm., not be done Mthon IN, approval of the truss manumctuma a a k"3ed design pml.ssonal. Tile in._ aM prormdaras ,M%wd aro f ,,t ead Is wuoa W t IN Mia/ mrmln ctea tedWQ— artgbyed ori pa ao " rod uazses SAFELY n pace 1n . eaepned HnKtau Theft remnanmd+tlaa far "acing wood waw aig'vuu Iron ate meartlive mance, d loading Ia0WCe1 pana+M In IN wood wrtt hduHry. Wt must aaa to aha mem. d respers+b4ides twoN.d. be pesanted Ong as a GUIDE Is, use by a qualified Wlding designer. Alda, ar .racoon cauasa. Thus. IN Wood True Coundl of Arai e.p.ssty o5daims any rasp—lb0i7 far damages arl>!'tg hen aha ata. +wOcatcn. a mance on IN rem„+twrd+norn and InUrr,u• lion __sired here+.. Se1e0e0 text and figures nlorerdee a mprod+ccd Im rn HIB and DSB by pe mission of the Teas Puut WtiMe. Madison. Wl. direct)"' . sone, Doering bOgor., of -1144 / ,veil: xtuup of uewro Otmll be brats Cob .and' pomwnontly ion. bogirm.-No tnsaos ' as a Dos that heed ler.' 606/274.4649. 608/274-3329 tax oning'slnfcbno. ' ' 6rod m OF THE BUILDING TO 01 bta / NOT RECOMMENDED. 0 1906,2001 Wood Truss CoA of America I cons so that Imps aro WELL NAILED Clio. olTorcv, as dawn . (PERPENDICULAR TO FORCE) =0R 3 PLANES OF ROOF the roe Sr, Mn•I0 onium S,.'fbi6ly: Plane 1) Top Chord 3) WeWMarnbo plane Or vaned Prone PorPondktlar to 2) BOTTOM CHORD PLANE In order to nod proper Spacing on the bonom Chard. lompo_ry bradeg h fee- ommanood M the lop or the bonom Chord. nIAGONAL OR CROSS -BRACING IS VERY IMPORTANT! 3) WEB MEMBER PLANE -X-BRACING, AS SHOWN, IS CRITICAL IN PREVENTING TRUSSES FROM LEANING OR DOMINOING. REPEAT AS SHOWN TO CREATE A SUCCESSION OF RIGID UNITS. Continuous X•0rodng Well Is Web members miss. maX. Xbn'J 9 should be msmp.d on vertical web memoon whcr r possible. at or near lateral bracing. Plywood sheathing may be wbsuMed for Xbraag. Web mbmbor. - otp6 Bra" me PpOaat♦ bracing a'N« Bosom Ctord: DO NOT USE SHORT BEOCKS TO BRACE, INDIVIDUAL TRUSSES WITHOUT A ` SPECIFIC BRACING PLAN DETAILING THEIR USE j BRACING REQUIREMENTS USING THE SAME PRINCIPLES APPLY TO PARALLEL CHORD TRUSSES' Note: Top Uhords end some web mambo's oro Trot shown. in order to make drawings friars roadnble, STACKING MATERIALS DO NOT PROCEED WITH BUILDING COMPLETION UNTIL ALL BRACING IS SECURELY AND PROPERLY IN PLACE '. yip •-•:u NEVER STACK MATERIALS ON UNBRACED OR INADEQUATELY BRACED TRUSSES NEVER STACK MATERIALS NEAR A PEAK NEVER STACK MATERIALS ON THE CANTILEVER OF A TRUSS s ns.- vys NEVER OVERLOAD SMALL GROUPS OR SINGLE TRUSSES. POSITION LOAD OVER AS MANY TRUSSES AS POSSIBLE NEVER CUT ANY STRUCTURAL MEMBER OF ATRUSS. Planurm must be rigiW, Dnc Ms Proper dislributi011 of Ca1slnlClbn malaLllS is a rrAl'.I during construction. Always stock rtwteatlS'Over two M nhOre trun5as. Hol to MCMO 4-0- massae_ horn beaming 4'D' 4y' ROOfing ad maria l al Corhractdn Are rauti0nal In slack meteriah only A" oknstd0 sapponiy aterrcHtr. or drecvy Care, ittldn A.Ppolm rhambeirs. T—.s an, not do ighad for cy—anic bods (L.- mweg .vshi j-). EX1mme Cam should be taken when badvtg and 34 ding construction that.dals (ro11etl roofing, rn c haniW aculp- mem, ad.) on the roof or 11oorerte. Stammer- rlJ - Pend pant Sleeport for rtrocnairal agkipmern shaAO be beitad at pamol pants olsints) Or Over main supporting mambo,,. and only M teases that have been desii l d for such bads. CAUTION -NOTES Eason in Wilding 9w. -final. dimensions. a erten by arrow anal; be cerraaed by Oro cotuaco, or responsibl. min• S,roslon wade saAcahraciw or suppper BEFORE erection of musses begins. Cutting of nonstruenml overhangs Is considered a Pan al normal aaction and aM0 be dare by the bkiWa, a .rection con. 1—of. Arty told modfiat6.n that IrwavCz the Cutting. drilling. a refoettion Of any aradurad cess rtdrtt0er or Connecta pate sm., not be done Mthon IN, approval of the truss manumctuma a a k"3ed design pml.ssonal. Tile in._ aM prormdaras ,M%wd aro f ,,t ead Is wuoa W t IN Mia/ mrmln ctea tedWQ— artgbyed ori pa ao " rod uazses SAFELY n pace 1n . eaepned HnKtau Theft remnanmd+tlaa far "acing wood waw aig'vuu Iron ate meartlive mance, d loading Ia0WCe1 pana+M In IN wood wrtt hduHry. Wt must aaa to aha mem. d respers+b4ides twoN.d. be pesanted Ong as a GUIDE Is, use by a qualified Wlding designer. Alda, ar .racoon cauasa. Thus. IN Wood True Coundl of Arai e.p.ssty o5daims any rasp—lb0i7 far damages arl>!'tg hen aha ata. +wOcatcn. a mance on IN rem„+twrd+norn and InUrr,u• lion __sired here+.. Se1e0e0 text and figures nlorerdee a mprod+ccd Im rn HIB and DSB by pe mission of the Teas Puut WtiMe. Madison. Wl. WOOD TRUSS COUNCIL OF AMERICA One WTCA Center 6300 Enterprise Lane ' Madison, W) 53719 606/274.4649. 608/274-3329 tax w.0imoodtruss.c6m • www.WoaltruSS.Com Cae,:yt 0 1906,2001 Wood Truss CoA of America GENERAL NOTES NOTAS GENERALES i HAND ERECTION—LEVANTAMIENTOAMANO ", .. d Trusses are not marked in any way to Identify Los trusses no estbn marcados de ning6n modo que i Trusses 20' or %+ ; r 7( Trusses 30' or the frequency or location of temporary bracing. identifique la frecuencla o localizackin de los arriostres , less, support _ IJ less, support at Follow the recommendations for handling, (bracing) temporales. Use las recomendaciones de mane)o, at peak. I quarter points.. Installing and temporary bracing of trusses. Instalaci6n y arriostre temporal de tos trusses. Vea el (plleto I r ' ` ' • BCSI 1.03 Gula de Buena Pr6dica Data el Maneip. Instalad6n Levante I - ' I Levante de Refer to SSI 1-03 Guide to Good Practice for 2+'' del pito los os cuartos 1 Handlino. Installing &Bracing of Metal Plate v Amiostre de los Trusses de Madera Connectados con I • - 11 ' Connected Wood Trusses for more detailed . - trusses de 20 de tramo los I Placas de Metaloara para mayor informaci6n.. p; p mends. -- trusses de 30 , II'=1 Information. I ------- Truss Design Drawings may specify locations of Los dibujos de diseno de los trusses pueden especfficar ♦ Trusses up to 20' I pies o mends. I T Trusses up to 30' las localizadones de los arriostres permanentes en los .• Trusses hasta 20 pies " russes hasta 30 pies permanent bracing on Individual compression miembros Indivlduales en compre516n. Vea la hoja Les6me0 . members. 'Refer to the BCSI-63 Summary SCSI -B3 Dara los ardostres pennanentes y refuerzos de los Sheet - Web Member Permanent Bracing/3p(f•b HOISTING — LEVANTAMIENTO miembros secundarios (webs! para. mayor Infonnad6n. EI Reinforceme for more Information. All other Y - permanent bracing design Is the responsibility recto de aniostres permanentes son la responsabllidad delHold each truss in position with the erection equipment until temporary bracing is Installed and of the Building Designer. Disenador del Edifido. truss is fastened to the bearing points. Sostenga sada truss an posld6n con la gr6a hasta qua el arriostre temporal este instalado y el Qr The consequences of Improper handling, Installing _ - = truss asegurado en los soportes.. and bracing may be a collapse of the structure, or ,> worse, serious personal Injury or death. y EI resultado de on manejo, (nstalacibn y arriostre - Do not lift trusses over 30' by the Peak. inadecuados, puede ser la cnida de la estructura o No levante del pito los trusses de m6s de• 30 pies. , aun poor, muertos o heridos. 6'•a" 1 r'.. , ti + Greater than 30' fi_ .' w • _ y 1 Mas de 30 Ales it • , ' ' :.:• .t "-'t\` ' " - ^r-' , HOISTING RECOMMENDATIONS BY TRUSS 1A, Banding and truss plates have sharp edges. Wear RECOMMENDACIONES DE LEVANTAMIENTO^. Q' gloves when handling and safety glasses when POR LONGITUD DEL TRUSS , cutting banding. + Empaques y places de metal benen bordes + ' 'a'. ' f 60' or less afilados. Use guantes y lentes protectores cuandor L torte los empaques. + [ + ! HANDLING - MANEJO ' _ + : .nR ' ' Approx. 1/2 `r + + truss length • ' - Tagline ~TRUSSES UP TO 30' Allow no more No permita mas Q 'use special care In Utilice cuidad0S - - - i r 3 { than 3" of denec- Cie 3 pulgadas de windy weather or especial en dial • v` , TRUSSES HATA 30 PIES• tion for every 10' pandeo por Cada 10 near power lines ventosus o cerca Cies ' + a •- - ' ' of span. pies de tramo. and airports. cables electricos o de I -, Y • +f`[ ) aeropuertos. ! .,y r a e bar'ra Toe_ ins Tj_ .r Spreader bar 1/2 to - 'S , Spreader bar for • - P I y truss bundles I 2/3 truss length — r ' Tagline TRUSSES UP TO 60' ' TRUSSES HASTA 60 PIES ' Locate SPreaderbar Attach .1. Check banding Revlse los empaques above or stiffback . 10' O.C. prior to moving antes de mover los r max. I 4 bundles.' paquetes de trusses. I f• a mid -height I QPick up vertical Levante de la cuerdalaterlateral. bundles at the superior los grupos Q, Avoid lateral bending. — Evite la Oexion s top chord, verdcales de trusses. I r • - Spreader bar 2/3 to 1 ONE WEEK OR LESS MORE THAN ONE WEEK 510 Bundles stored on the ground for one week or more should be raised by blocking at 8' to 10' on center. Los paquetes almacenados en la tierra por Do not store on No almacene en una soman o m6s deben ser elevados uneven ground. tierra desigual. con Noques a sada 8 o 10 pies. r 1 /f For long term storage, cover bundles to Pre- ! vent moisture gain but allow for ventilation. Para almacen-amiento por mayor tiempo, ,rte cobra los paquetes para prevenir aumento de humedad pero permita ventilaci6n. I t I Do not store . . No almacene unbraced bundles verticalmente los upright. trusses sueltos. I truss length , ..x - Tagline I a + _ TRUSSES UP TO AND OVER 60' TRUSSES HASTA Y SOBRE 60 PIES BRACING - ARRIOSTRE + r t Refer to BCSI-B2 Summary Sheet - Trtt@510smilj- a tion and Temoorary Bradnp for more information. Vea el res6men BCSI-B2 - Instal aci6n de Trusses_ . Y ArrigS.tLejE07p4[dl para mayor informaci6n. -' Do not walk on unbraced trusses. NO camine en trusses sue!los. - Top Chord Temporary Later. Locate ground braces for first truss directly Bracing (TCTLB) t in line with all rotas of top chord temporary • • a . ` lateral bracing. ' Coloque los arriustres de tierra para el ' T Y' f primer truss directamente en linea con sada una de las filas de arriostres laterales 2x4 min. temporales de la cuerda superior. ' • ' Brace first truss well r ,, ;, ,. — before erection of c• > ` t 1 additional trusses, a €, r r RACING FOR THREE PLANES OF ROOF L ARRIOSTRE EN TRES PLANOS DE TECHO ( This bracing method is for all trusses except 3x2 and 4x2 parallel chord trusses. J Este metodo de arrtrxtre es para todo trusses excepto trusses de cuerdas paralelas 3x2 y 4x2. TOP CHORD — CUERDA SUPERIOR Truss Span Top Chord Temporary Lateral Brace (TCTLB) Spacing Lon stud de Tramo Es aciamiento del Arriostre Temporal de la Cuerda Superior Up to 30' 10' D.C. max. Hasty 30 pies 10 pies mbximo 30' to 45' 8' o.c. max. 30 a 45 pies 8 pies m3ximo 45' to 60' 6' o.c. max. 45 a 60 pies 6 pies m3ximo 60' to 80'• 4' o.c. max. 60 a 80 les' 4 pies mbximo 'Consult a Professional Engineer for trusses longer than 'Consulte a un Ingenlel'o para trusses de rags de 60 pies.. i See SCSI -B2 for TC1'LB options. J Vea el BCSI-82 para las opciones de TCiLB. 1 Refer to DSL-@Ct GaDLP--E dFrame ¢ `p 6lsiCi09 sumen Repeat diagonal braces. Vea el BCSI•B6 • Arriostre Repita los arriostres r r P del trust terminal diagonales. de un techo a dos agttas- 1-7f Set first five trusses with spacer pieces, then add diagonals. Repeat U process on groups of four trusses until all trusses are set. Instale los cinco primeros trusses con espaciadores, luego los ardostres diagonales. Repita este procedimiento en grupos de cuatro trusses hasta que todos los trusses esten instalados. BOTTOM CHORD — CUERDA INFERIOR Lateral braces 2x4x12' length lapped over two trusses. , 10'-15' max. iq, Diagonal braces every 10 truss ,\ spaces (20' max.) Some chord and web members not shown for clarity. WEB MEMBER PLANE — PLANO DE LOS MIEMBROS SECUNDARIOS Web 10'-15' max. same spacing as bottom chord lateral bracing Diagonal braces every 10 truss spaces (20' max.) Some chord and web members not shown for clarity. DIAGONAL BRACING IS VERY IMPORTANT :> iEL ARRIOSTRE DIAGONAL ES MUY IMPORTANTE! BRACING FOR 3x2 AND 4x2 PARALLEL CHORD TRUSSES Gypsum Board EL ARRIOSTRE PARA TRUSSES DE CUERDAS PARALELAS 3x2 Y 4x2 Q Refer to BCSI-B7 Maximum lateral brace spacing 16" Summary Sheet 10' o.c. for 3x2 chords 2 bundles - Temporary and 15' o.c. for 4x2 chords 15 Diagonal braces Permanent Bracing "0' of every 15 truss for Parallel Chord spaces (30' max.) Trusses for more Information. Vea el res6men BCSI.87 - Arriostre i' f i temporal v " ermanenteAe The end diagonal trusses de cuerdas brace for cantilevered Dl[alelas Para mayor muses must be placed Lateral braces informad6n. on vertical webs in line 2x4x12' length lapped with the support. over two trusses. INSTALLING - INSTALACION Tolerances — o eranclas para Fuera•de-Plano. Out-of-Plane. Q Max._r. Bow Max. B Max. Truss Bow Length y 9 Max'Bow g f- Lenglh -► Me Length 3/4' 12.5' 7/8" 14.6' Q Tolerances for D/50 0 (ft.) 1 ° 16.7' Out-of-plumb.1 /4" 1' i 1.1/8• 18.8' Toierancias para I 1/2° 2' 1-1/4' 20.8' Fuera-de-Plomada. a Plumb 3/4 o ° 3' 1.3/8° 22.9' bob 1" 4 1-1/2° 25.0- 1-1/4" 5' 1.3/4' 29.2' • D/50 max1-1/2" 6' 1 2" a33.3' « 1 4° T fz 8' CONSTRUCTION LOADING — CARGA DE CONSTRUCCION Q Do not proceed with construction until all bracing is securely Maximum Stack Height and properly in place. for Materials on Trusses No proceda con la construcci6n hasta que todos los arriostres esten colocados en forma apropiada y segura. Do not exceed maximum stack heights. Refer to BCSI-84 Summary5heet - Construct on Loading for more information. No exceda las maximas alturas recomendadas. Vea el L05V1IIOn. BCSI-B4 Carga de Con5tcu c&n para mayor informaci6n. I Do not overload small groups or single trusses. No sobrecargue pequehos grupos o trusses individuales. Material Height (h) Gypsum Board 12" Plywood or OSB 16" Asphalt Shingles 2 bundles Concrete Block 8" Cha Tile 3-4 tile high QPlace loads over as many trusses as possible. Coloque las cargas sobre tantos trusses tomo sea posible. f Jf Position loads over load bearing walls. LJ Coloque las cargas sobre las paredes soportantes. ALTERATIONS — ALTERACIONES Q Refer to BCSI--BiSummary She el ss Damage ]oj sit Modiflca[ions and Inslnllatlon Errors. Vea el Leajj > nJK5I 85 Danos de trr sses Modificaciones en la Obra y Emotes de Instalaci6n. Do not cut, alter, or drill any structural member of a truss unless specifically permitted by the Truss Design Drawing. No Corte, altere o perfore ning6n miembro estructural de los trusses, a menos que este especificamente permitido en el dibujo del diseno del truss. QTrusses that have been overloaded during construction or altered without the Truss Manufacturer's prior approval may render the Truss Manufacturer's limited warranty null and void. Trusses que se han sobrecargado durante la construcci6n o han sido alterados sin Una autorizaci6n previa del Fabricante de Trusses, pueden reducir o eliminar la garanda del Fabricante de Trusses. NOTE: The Tura Manufacturer and Tnus Designer must nay on the fact that the Contractor and crane operator (u applicable) are ca. pable to undertake the work they hawe agreed to do on a pantalar project. The Contractor should seek any required assistance regarding mrdUuctlut Practices from a competent party. The methods and procedures outlined are Intended to ensure that the overall eomVecdon temniques employed will put floor and roof trusses into place SAFELY. These recbrnmendatiorts for handling, Installing and bracing wood trusses are based upon the collective experience of leading technical personnel In the wood truss Industry, but must, due to the nature of responsibilities Involved, be presented only as a GUIDE for use by a qualified Building Designer or Erociluvrinstalbtkm Contractor. it is not Intended that these recommendatlons be Interpreted as superior to any design specifl®tion (proAded by either an Architect, Engineer the Building DWgne4 the Erection/Installation Contractor or otherwise) for handling, Installing and bracing wood trusses and x does not preclude the use of other equwalent methods for bracing and prwiding stability for the walls and columns as may be determined by the truss Erection/Installation Contractor. Thus, the Wood Truss council of America and the Truss Plate Institute expressly discialm any responsibility for damages arising from froom the use, application, or reliance on the recommendations and InformtIon contained herein. CR WOOD TRUSS COUNCIL OF AMERICA TRUSS PLATE INSTITUTE 6300 Enterprise Lane • Madison, WI 53719 218 N. Lee St., Ste. 312 • AlexarWira, VA 22314 608/274.4849 • www.woodtruss.com 703/683-1010 • www.tpinst.org 61WARN11x17 20050501 COMMONINSTALLATION ERRORS STRONGBACK BRIDGING RECOMMENDATIONLS ERRORES.'COMUNES DE INSTAL'ACION * REQUISITOS PARA PUENTE DE ESPALDA FUERT-E Avoid installing bottom chord bearing PCT upside-down or Strongback bridging enhances the performance of trusses by limiting reversed end-to-end. deflection and vibration. Install strongbacks at locations indicated ` Evite instalar PCT que tengan cuerda inferior al revez o de by the Truss Designer or Building Designer.., Strongbacks should be ,` Y • reversa de fin a fin. minimum 2x6 oriented vertically, 10 o.c., and attached to 'walls at outer; ends or restrained by other means. l _ - Puentes de espalda fuerte aumentan los trusses de `rendimiento por ' limitar la deflexion y vibration. Instale espaldas fuertes en lugares 1: - ' iridicados por el disefiador de truss o disen"ador de edificio. Espaldas fuertes deben ser un minimo de 2x6, orientados verticalmente, espaciados 10' o.c. y pegados a la pared o fines externos o • i f comedidos de otra manera. Some Truss Manufacturers mark correct installation positions on the truss itself. Two examples of truss tags are shown here. '-Algunos fabricantes de truss marcan coIrreccamente las positions de instalacion en el truss mismo. Dos ejemplos de etiqueta de truss estan mostrados aqui. TOP 1' IMBRE I 43. E$i O. LUGARsD ,@9IINETE4p ` A'. .' "' iPARA ARRIBA n' + Some Truss Manufacturers mark the truss with a recommendation for'strongback bridging. One example of truss tag is shown here. Algunos fabricantes de truss marcan el truss con una recome'n- dacion para puentes de espalda fuerte. Un ejenmplo el la eEiqueta de truss mostrada aqui. STRONGeACKaBRIDGIN¢=moi+ # ; 'RECOMMENDED "'" "` «..> y•~~- { °!i ` •B , ALLETE DLf k DEEP iWERtE r REGOMENDADA; a' • c4 > 3: } CONSTRUCTION LOADING-'CARGANDO CONSTRUCCION .Proper distribution of construction materials is a mustduringw' Position,load•over as many (S)^'Never overload small groups' construction. See BCSI-64 Construction Loading, for specifics. trusses as possible with or single trusses. Do noCallowk Distribution propia de materials de construction es una , longest edge perpendicular "' materials,to lean against walls. t a obli acion durante construction. vea BCSI-84 Car do de to trusses. 9 9, ', • ' Nunca sobrecargue grupos r : • r ; Construction, para especificaciones de carga. Posicione carga sobre to pequenos de trusses solos. . I mas trusses que sea posible No permite que materrales se con la •orilla mas larga; ecargueri en lasparedes. , r perpendicular a los trusses. k•11,r This document summarizes Part 7 of an 11 -part informational series',titled: Building Component Safety Information BCSI 1-03 - Guide to Good Practice for Handling, Installing & Bracing of Metal Plate Connected Wood Trusses. Copyright © 2004, 2005 Wood Truss Council of America and Truss Plate Institute. All Rights Reserved. This iluide or any part thereof may not be reproduced in any form without the written permission of the publishers. Printed in theyUnited States of America. y ITER a. . WOOD TRUSS COUNCIL OF AMERICA. 6300 Enterprise Lane Madison, WI 53719 4 608/274-41149 • www.woodtr_uss.com, TRUSSPLATE' INSTITUTE 218 North.Lee Street, Ste. 312. Alexandria, VA 22314 703/683-1010_• www.tpinst.org k'+ il'rinkV'mfra..i u.ir[.'t :<, .R._, /%! - Ft,r" 1 -...+ . .-.ka - 'a<..: }" ,9 ?r... .3, ir +, r i. `'.;i.',z u, i,. x`it•.. ,_ tai,u, _. .rr:; :}:'i,d,:.rt.ei : ,N'ii.;.l'.4S"'!r:,c3Y.xai!9L:.`w, tii;Pi: . ni irM n.i.'t'X.'f if i'r2":Cr 9ii2l w4t k?1 aG.r'R. . :.,,Lh:7y tr.1,!1.}5':xe.Y tl:l'ajr1. r '• CHECK THESE ITEMS BEFORE STARTING ERECTION/ INSTALLATION AND CORRECT AS NEEDED_: REVISE ESTOS PUNTOS ANTES DE EMPEZAR LA INSTALACION Y CORRIJA ' Q Buildingdimensions match the construction plans. Trusses are the correct dimension. °w Dimensiones del edificio concuerdan con planos de Dimension de los trusses es correcta. construction. Q' Tops,of•bearing walls are flat; lever and at the correct', ' Q Supporting headers, beams; walls and lintels are elevation. accurately and securely installed. La parte superior de las paredes de sostener son Travesanos (headers), vigas y linteles estan precisa; y` planas,•nivelada y a la elevation correcta.„ v se uramente instalados. 9 ii `' ' • • : Q Jobsite is backfilled, clean and neat. Q . Hangers, tie -downs, and bracing materials are on site Terreno en la obra esta relleno, limpio'y plano.' and accessible. ' Colgadcires (hangers), soportes de anclaje (tie -downs) "•. " ' y materiales de arriostre estan accesibles en la obra. Q Ground bracing plan for first truss is based on-site, d and building configuration:' Q Erection/installation crew is aware of installation plan and bracing requirements., Planos de arriostre de tierra para el primer truss i estan basados en el terreno y forma del edificio, La cuadrilla de instalacion debe 'tener conocimiento del plan de instalacion y requerimientos de arriostre. al. y f Interior Q Multi -ply trusses; including girders, are fastened Y together prior to lifting into place. r T-1 Trusses de varias tapas, incluyendo trusses soportantes estan conectados juntos antes de levantarlos en el lugar que les corresponde. ' ' + ► Q Any truss damage is reported to Truss Manufacturer. Refer to BCSI-135 Summary Sheet — Truss'Damage,Exterior . Jobsite' Modifications and Installation Errors': { Cualquier dano a los trusses ha sido reportado al fabri- ' tante de trusses. Vea el resumen BCSI-85— Dano a los If ground level is too far from truss for exterior ground bracing, - ' Trusses, Modificaciones en la Obra y Errores•de Insta- use interior ground bracing. ' laciOn.i::, '1 Si is altura de loll trusses at piso exterior es mucha, arriostre al; piso interior.. Q Load bearing walls are plumb and properly braced.: Paredes soportantes estan a plomada y correctamente am.osflradas. ;,. 7, STEPS TO SETTING TRUSSES PASOS PARA EL MONTAJE DE TRUSSES' Establish Ground Bracing. Procedure: Exterior or Interior 1 ■ , Establezca el Procedimiento de Arriostre de Tierra: Exterior o Interior ' TCTLB, M T TCTLB 4 Bracing to wall or end jack for,hIp set , Flrsl Duse br papa u 1eM Dame) or braced - vew • Ground puce a 9rouo of Duaxe r•f f— First truss - emfuep r p;[ .revs Gro end oreca- . nKm a ,r a ', er (` it , r "3(y8'S,yyc 4" mw•a 4 Y i:• fSf r - Wall bracing 7 Once oov o • .n A ' £- , •k -._ ti - DMe pra M' lateral - { mrY ^ Nou: eamauoa A ' +}.. i ' ' 9 6uul 1 wa •* eor died ne.e eeawere ' .uDDan Peene r ',t Y f*: . BOMUD TourO Blake --i If r . - ` _ • • . c EM bme .. Ikr WN m01098fekae fa€€! RIORROU 'WBCINr DE MRPJ GROBR"AC, . G RIOSTRE TIERRA EXTERIOR S l t"...i._3S:F'b!>r%97;_`wil. 1V f.'• a "M "3i° +r{'i• r ERRqY:: ii'.e Calculate Ground Brace Locations 2"■ Calcule Localizacion de los Arriostres 'de Tierra _ Q Use truss span to determine , "TCTLB- Truss Span TCTLB Spacing ' Lon itud de Tramo Es aciamiento del ALTOS Up to 30' « 10' o.c. max. T Hasta 30 pies , 10 pies maximo,$. - 30' to 45' 8' o.c. max. 30 a 45 pies 8 pies maximo 45' to 60' 6' o.c. max. - 45 a 60 pies 6 pies maximo 60' to 80'* 4' o.c. max. , 60 a 80pies* 4 pies maximo ' iabla adjunta. *Consult a Professional Engineer for trusses longer than 60'. - to a un ingeniero para trusses de mas de 60 `pies. ti ti A' L1•, + •R .. r-•' • • . t i ' • • V :.. s. .., . ..,• Truss attachment • .. uo s . required at support(s)- I Truss Span 4 .•t Q'I•Locate additional TCTLBs at each : Q Locate additional TCTLBs over. Q Locate a vertical ground brace,at change of pitch. t bearings if the heel height is 10" each'TCTLB location. _ Localice ALTCS adicionales, en cads' or greater. , : Localice.un arriostre de tierra verti- t', cambio de inclinacion. Localice ALTCS. adicionales ' , - ` cal en cada ALTCS. r lo • sobre los soportes si la altura del •' R ; extremo (heel height) es de 10'-.'• ' pulgadas o mas. { ' s 1. .. ,, t • i Sf Set First Truss and Fasten Securely to Ground Braces ': : -. t ' , 3 Ott Coloque el Primer Truss y Conectelo, en Forma Segura a los Arriostres de Tierra. r [tI( i'Set.first truss or gable end frame and fasten securely to ground brace verticals and to the wall, or as directed by the Building Designer. Example of first truss installed. Coloque el primer truss y conectelo en forma segura a los arnostres de, tierra verticales y a la pared, .o corno iridique el s lk disenador del edificio. Ejemplo del primer truss instalado. r s '4', at r is TCTLB * TCTLB 'locations ,' ' locations - ' . - • 6 IMPORTANT SAFETY WARNING! O First truss must be'attached securely to•all ground braces prior to removing the hoisting supports. • Y iii ' . ^ .. •. '• ' 6 ADVERTENCIA IMPORTANTE DE SEG URIDAD 6 El primer truss Bebe ser sujeto en forma sequra a todos los arriostres de tierra antes de quitar los soportes de la griva. •'` TRS'r'l+!.1.1r7rt 1'!t=.7 R vt7'tfT.N!1.1if'YC 7Cr'tk : n`.•tR '7'1'1•! ii - - - - - .• x. Set Next Four Trusses with TCTLB in Line with Ground Bracing ,* An' Coloque los Siguientes Cuatro Trusses con ilos ALTCS en Linea con los Arriostres de Tierra '© Attach trusses securely at all bearings, shimming bearings as necessary. Example of first five trusses.->. ; .> Conecte los trusses en forma segura a todos los soportes, rellenando.solidamente los soportes si fuera necesario. Ejemplo de los an co primeros trusses. ) r• y l h r ♦ • '•,, t Fy See options below,s • See options below • T , ,. ' See options below. i Ike&N1 Q The three options for installing TCTLE Las tre-s opciones para instalar piezas i. Option 1 Top Nailed Spacer Pieces l Opcion 1 ; Piezas de espaciamiento . it clavadas arriba 27"+F 1'/2" minimum — end distance 1 V2 pulgadas F221/2" distancia ' de extremo 2 nails minima , at every connection „ r 2 clavos en `' a cada conecciiin !!'t( 27"+ 221/2" S spacer pieces. de, espaciamiento para ALTCS.: Option"2 -End-Grain Nailed Spacer Pieces • ,• Opcion 2 Piezas de espaciamientos ' conectadas al extremeo f- 'Use 2 16d deformed shank nailsminimum 22/2° at each spacer to truss connection, Do not use split Use tomo minimo 2 spacer pieces.'' claves largos (16d shank nails) en Cada conecci6n No use piezas de y 'de los espaciadores con espaciamiento eon el truss. rajaduras. Option,3 A , Proprietary Metal Bracing Products Productos de refuerzo de f" metal patentado t +. See manufacturers` 221/z' specifications: ' vea las , <.V especificaciones del, s fabricant, 221/2" _ mmhmmgj q AA s Do not usesplit x ' spacer pieces. e = No use piezas de espaciamiento con rajaduras. t •" ell IMPORTANT SAFETY WARNING!' ! ` • +!Never release the truss from the hoisting supports until all top chord temporary;-. ; - , lateral braces are installed and bearing attachments are made ADVERTENCIA IMPORTANTE DESEGURIDAD.6 Nu nca suelte el truss de los soportes de ala groa, hasta'que todos los arriostres laterales de la cuerda superior esten instalados y el truss este,cofiectado a los soportes., Q I_very truss is made up of lumber, connector plates and carefully executed engineering design and manufacturing. Cada truss esta hecho de madera, lamina de connecton, y con ingenieria ejecutada muy cuidadosamente. Q Damage, jobsite modifications or improper installation will reduce the strength of a truss. Contact the Truss Manufacturer or a Design Profes- sional to remedy the condition. Dano, modificaciones en la obra, o instalacion impropia puede reducir la Fortaleza de el truss. Pongase en contacto con el fabricante de los trusses o un profesional de diseno para remediar el problema. Do not cut truss webs. This condition needs a repair. No corte a los miembros secundarios de trusses. Esta condicidn necesita una reparacidn. FOLLOW THESE STEPS TO CORRECT DAMAGE, MODIFICATIONS AND ERRORS SIGA ESTOS PASOS PARA CORREGIR DANO, MODIFICACIONES Y ERRORES 1. Report damage, alterations or installation errors to the Truss Manufacturer immediately. Failure to report may void any warranties. Reporte dano, alteraci6nes o errores de instalacion a el fabricante de los trusses inmediatamente. Falta de reportarlo puede poner en nulo la garantia. 2. Do not attempt to repair the truss without a Repair Truss Design Drawing (RTDD) from the Truss Manufacturer or a Design Professional. No intente reparar el truss sin un dibujo de reparo de el diseno de truss (RTDD) de el fabricante de los trusses o un profesional de diseno. 3. Follow the RTDD exactly and keep a copy on hand; the Building Official, Building Designer or Owner may ask for this document. Siga el dibujo de reparo de el diseno de truss (RTDD) exactamente y siempre tenga una copia a mano; el oficial de edificio, disenador de edificio, u el dueno puede pedirlo en cualquier momento. 4. If a RTDD is not for the exact field condition or cannot be accomplished, inform the Truss Manufacturer or Design Professional. Examples of Damage or Alterations Ejemplos de Dano u Alteraciones Cracked web Damaged plate Removed plate Drilled hole Si el dibujo de reparo de el disen"o de truss (RTDD) no es para la condicidn exacta, o no puede ser logrado, informe el fabricante de truss o profesional de diseno. COMMON REPAIR TECHNIQUES TECNICAS COMUNES DE REPARO [Jj Plywood or oriented strand board (OSB) gussets over damaged plates or joints. Madera contrachapada u (OSB) escudese sobre laminas dafiadas o ensambladura. Q Metal nail -on plates. Laminas de metal que se clavan. Q Lumber scabs or repair frames over broken chords or webs. Scabs de madera o armazon de reparo sobre cuerdas o miembros secundarios quebrados. Q Truss plates applied by a portable press. Laminas de truss aplicadas por una prensa portatil. There are no "standard" repair details; they are generated on a case-by-case basis. No hay un "standard" de detalles de reparo; son generados en basis de caso por caso. Examples of Repairs Ejemplos de Reparos Mepalr 20050501 Q Gable end frames contain vertical members arranged like flat studs. They are designed to transfer vertical load. Armazdnes de hastial contienen miembros verticales puestos tomo sementales pianos. Estos son disenados para transferir cargas verticales. Q They may also experience lateral loads. All sheathing, bracing and connections must be designed to transfer these loads safely into the structure and foundation. Tambien pueden HE cargas laterales. Todo enfundamieni arriostramiento y conneccidnes tiene que estar disenado para transferir esta cargas segurament a la estructura y fundacidn. DESIGN CONSIDERATIONS — CONSIDERACIONES DE DISENO There are a number of factors that go into a properly designed --• truss system, but the goal is to get the lateral loads transferred safely into the wall and/or the upper and lower diaphragms. Hay varios factores que entran en un sistema de truss disenado apropiadamente, pero la meta es que las cargas laterales sean transferidas seguramente a la pared y/o las diafragmas superiores a inferiores. Roof diaphragm Gable end Frame Diaf Armazon de hasdal + ragma de ado tej 50.► , WIND FORCE rte , FUERZA DE r• ► MENTO Sheathing Enfundamiento'; Ceiling diaphragm Diafragma de techo End wall Pared de extremo Under -designed systems can fail in a number of ways. Sistemas disenados bajo estandar pueden fracasar en varias formas. Roof diaphragm Dlafragma de tejado I HIGH WIND FORCE FUERZA ALTA DE MENTO Connection failure between top of wall and bottom of gable end frame. Fracaso de conecd6n entre la parte superior de la pared y la pane inferior de el hasadal. Excessive bow in gable end frame Inclination excesiva en los hastiales Ceiling and finish cracking and related serviceability issues (i.e. construction defects). Rendlja en el techo o terminado y asuntos reladonados de utllidad (por ejemplo defectos en la construcd6n). [ Examples of Gable End Frame Bracing Ejemplos de Arriostramiento de armazdn de hastial Diagonal bracing and blocking by Building Designer Arriostramlento diagonal y bloqueado por el disenador de edifido Gable end frame by Truss Designer Armaz6n de hastial por el dlseriador de buss Horizontal L -reinforcement If required Lugar de refuerzo-L sl requierdo Frame -to -wall connection + C by Building Designer==r Conecci6n de ;:` Ceiling diaphragm estructura a pared ' - Blocking by Building Designer por el diseriador de edifido `- Diafragma de techo par el diseriador de edlficio par el disellador de edifido Blocking by Building Designer Bloqueando por el diseaador de edifido Gable end frame by Truss Designer Armaz6n de hastial Por el diseRador de truss ' Frame -to -wall connection t , by Bullding Designer Coneccion de ' - Blocking Bottom chord continuous lateral estructura a pared. °:;• Bloqueando and diagonal braces par el diseriador de edlficio by Building Designer Cuerda inferior continua lateral y arriostramiento diagonal par el disefiador de ed/fido B6Gable 20040401 -17 CATEGiORY CONFORMING NONCONFORM. REMARKS Lumber Grade Joint Accuracy is within 1/8" I Plate Placement e3 Ae4 ANSU PI 2002 Plate Size ICC ES Plate to Wood Tolerance is within 1132"1 Label Legibility - Labels on Site'- IStarn s 2Labels CATEGORY YES NO I} t Changes In Supervisory Personnel, Production Process `4 N NATIONAL INSPECTION ASSOCIATION, INC. _ W.- NIA' ---E Quality Systems Management, Inc. , S National Vesting, Inc. Origination Date: 07-201 ' Revision No. i Accredited' Quality Assurance / Control Agency LAS AA -583 AF A ' Metal Plate Connected Wood Truss 1f Non Listed Fabri*or's.Audit ' Report Number: rA 1 8 17 f Audit Date/Arrive/Depart: Fabricator's Name: Location: 7 eo-n q CR yr Per AC -98 Does'the Fabricator have a current Agreement with the Agency for Audit? ....... ...... :................... Yes No Is the Quality System Manual, "QSM" up to -date per AC -1,0 & AC -98? ........................................ Yes. No Has the QSM been reviewed within a twelve month period?................................4...................... Yes ri No Are materials used in Production per National Standards & Engineers Specifications? .............. Yes _yC No Is an acceptable In-House1Quality. Control System according to National Standards in place?... Yes _ No Are In -House Quality Control Inspections being conducted per National Standards? ................. Yes No Is Final Inspection of the Trusses completed prior to Labeling & Shipment?., ...........................:. Yes No Is there a System in place to deal with Non -Conforming Materials?.. ..............:........................... Yes No Are written Q.C. Inspection .Reports and Agency Audits kept for at least two years? .......:.......... Yes _, No Have any Corrective Action Requests, "CAR", been issued during this Audit? ............................ Yes No r. .r • Product Check CATEGiORY CONFORMING NONCONFORM. REMARKS Lumber Grade Joint Accuracy is within 1/8" I Plate Placement e3 Ae4 ANSU PI 2002 Plate Size ICC ES Plate to Wood Tolerance is within 1132"1 Label Legibility - Labels on Site'- IStarn s 2Labels CATEGORY YES NO REMARKS Changes In Supervisory Personnel, Production Process i/ per AC -98 Any Tilt Performed or Witnessed t/ Per AC -98 i Is There Product Tractability Per AC -98 Any "CAR" Reports From Last Audit Per AC -98 Any Shut Downs or Disruptions !h Production Per AC -98 Any Samples Taken i yr Per AC -98 Any Test/ Measuring Equipment That;13equires Calibration ti .per AC -98 Does the Final Product meet UBC / IBC and National Standards? Required Signatures Fabricator•Q.0 Supervisor r. Auditor for National I spection Association a 'P.O. Box 3426. E-Mail:_NlAgillette@vcn.com (307} 685-6331 Qac, Vote LI.u, rryu"j.Lu,5 VG/2/^J7L/,l/. 'a.cs1 L vu: Page One of Two 13-0 H05 DRAG 200 10 5-0 z G 15 a a • 1 -8 0 T.:),Io Q N C o (6. F)2(6 4 (6 F 6 . WCN/TcC F T.O.P G0 2 G 10 PITCH 't Q Q. GAf% c r T.O.R GUEST5 ^r < 13-6 HOUSE rY o ' - STATE OF GP o 15-4-0 3:12 PITCH MAIN HOUSE o cli 13, D , T. -4 0 T.O.P 4 c A . j4(4 65 A 12'W 15-0 T.O.P p C. Ply 5E5 PPS Q P `' SG O UT —S T.O.P n - p T. a o ° ) - 00 r" U • f PE, O 13 T.O. P : Phone (760) 341-2232 - SALES REP sb WO# -pd00847 - bob smi tYi. Fax Y# (760) 341-2293 DUE DATE DSGNR/CHKR: sb / sb Date 6/2/2006 8:29 51 425 ,I, T T T T_W-r O T K1K . madison •st'TC Live 20.00 psf DurFac-Lbr 1.25 K U . . TC Dead 19.00 psf DurFac-Plt 1.25 A Company You Can Truss! la quinta BC Live 0.00 psf O.C. Spacing : 12.0 75-1.10 St. Charles-pl. ste711A BC Dead 17.00 psf Code CBC-01' Palm Desert, CA. 92211 Total _ 51.00 psf #Tr/#Cfg : 180 / 44 Job Name: bob smith ` Truss ID: A01 Qty: 1 Drw : RG c YEACT SIZE REQ'D TC .2x4 SPF 1650F-1.SE Plating spec : ANSI/TPIi- 1995 UPLIFT REACTION(S) 1 0- 2-12 2560 5.50" 4.21" BC 2x6 HF 1650F -1.5E THIS DESIGN IS THE COMPOSITE RESULT OF Support 1 -459 lb 2 14- 9- 4 2.560 5.50" 4.21" WEB 2x4 HF STUD MULTIPLE LOAD CASES. Support -2 -459 lb ' ..RG REQUIREMENTS shown are based ONLY__.Lumber shear alloaables are per NDS. ._ IF HANGERS ARE INDICATED ON THIS DRAWING, This truss is designed using the - n the; truss material at each bearing PLATE VALUES PER ICBO RESEARCH REPORT #1607.;`- THEY ARE BASED ON 1.5" HANGER NAILS FOR CBC -01 Code. _- -I - -- - - Permanent bracing is required (by others) to 1 -PLY AND 3" HANGER NAILS FOR MULTI -PLY Bldg Enclosed = Yes, _ _ _ _ Importance Factor = 1.00 TC FORCE -AXL BND CSI preventrotation/toppling. See BCSI 1-03 GIRDERS. IF 2.5" GUN NAILS ARE USED, THE - Truss Location = End Zone 1-2 -6473 0.40 0.31 0.71 and ANSI/TPI 1. HANGERS MUST BE RE-EVALUATED (BY OTHERS). Hurricane/Ocean Line = No , Exp Category = C 2-3 -5534 0.28 0.23 0.51 Bldg Length = 40.00 ft, Bldg Width = 20.00 ft 3-4 1-5534 0.28 0.23 0.51 Mean roof height = 16.17 ft, mph = 80 4-5 -6473 0.40 0.31 0.71 • CBC Special Occupancy, Dead Load = 12.6 psf . ----------LOAD CASE'#1 DESIGN LOADS ----------------- BC FORCE AXL BND CSI \ Dir L.Plf L.Loc R.Plf R.Loc LL/T 6-7 6243 0.59 0.35 0.95 - TC Vert 68.00 0- 0- 0 68.00 15- 0- 0 0.5 7-8 6192 0.59 0.32 0.91 .8-9 BC -Vert 230.75 0- 0- 0 230.75 15- 0- 0- 0.2 6192 0.59 0.32 0.91 ..Type... lbs X.Loc LL/TL 9-10 6243 0.59 0.35 0.95 - ` TC Vert 375.4 7- 6- 0 1.00 TC Vert 262.8 7- 6- 0 0.00 WEB FORCE CSI WEB FORCE CSI - - - 2-7 438 0.18 4-8 -898 0.24 2-8 -898 0.24 4-9 438 0.18 3-8 , 1726 0.60 - - •. MAX DEFLECTION (span) . .. •. L/999 MEM '7-8 (LIVE) LC L= -0.15" D= -0.26" T= -C. ` Joint Locations " 1 0- 0-'0 6 0- 0- 0 2 E- 4- 3 7 .' 4- 4- 3 4-4-3 3-1-13 3-1-1 4 4-3 3 7- 6- 0 8 7- 6- 0 4 10- 7-13 9 10- 7-13 44-3 7-6-0 10-7-13 15-0-0 5 15- 0- 0. 10 15- 0- 0 7-6-0 7-6-0 - I 2 3 4 Ur AAFc r 5 , o GAR \ 3.00 638# -, F3.00 <,q J -3.00 4-6 Q . ¢ T 3-4 3-4 T ' 110,` II , . SIT c j 2-4-0 2-4-0 q 1 p0 Q <. 4_12 , 4-12 P l 10-5-8z0-5-8 JSHI 2-4 7-8 2-4 I B1 B2 ` W:508 : W:508 11:2560 11:2560 U:-459 U:-45915-0-0 ^oo _ 6 7 8 9. 10 I 4-4-3 3-1-13 3-1-13 44-3 4-4-3 7-6-0 10-7-13 15-0-0 a\3 6/2/2006 All plates. are 20 gauge Truswal Connectors unless preceded by "Mx" for HS 20 gauge or "H" for 16 gauge, positioned per Joint Detail Reports available from Truswal software, unless noted. Scale: 5/16" = V WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Job: EJ. WO: pdo0847 This design Is for an Individual building component not truss system. It has been based on specifications provided by the component manufacturer Chk' sb and done In accordance with the current versions of .TPI and AFPA design standards. No responsibility Is assumed for dimensional accuracy. Dimensions TRUSSWORKS aro to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads Dsgnr:sb utiliud on this design meet or exceed the loading Imposed by the local building code and the particular application. The design assumes that the top chord TC Live 20.00 psf DurFacs L=1.25. P=1.25 A Company You Can Truss l Is laterally braced by the roof or floor sheathing and the bottom chord Is laterally braced by a rigid sheathing material directly attached, unless otherwise noted. Bracing shown Is for lateral support of components members only to reduce buckling length. This component shall not be placed In any TC Dead 14.00 psf Rep Mbr Bnd 1.00 75-110 St. Charles pl. ste-11A environment that will cause the moisture content ofthe wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, install - BC Live 0.00 psf O.C.Spacing 2- 0- 0 Desert, Palm DesertCA: 92211 end brace this truss In accordance withthe following standards: 'Joint and Cutting Detail Reports' available as output from Truswal software, 'ANSUTPI Phone (760) 341-22.32 I', "MCA V. Wood Truss Council of America Standard Design Responsibilities, 'BUILDING COMPONENT SAFETY INFORMATION'. 1.03) SUMMARY BC Dead 17.00 psf Design Spec CBC -01 Fax # (760) 341-2293 (SCSI and'SCSI SHEETS' by WTCA and TPI. The Truss Plate Institute (TPI) Is located at 683 D'Onofrlo Drive, Madison, Wisconsin 63719. The American Forest and Paper Association (AFPA) Is located at 1111 19th Street, NW, Ste 800, Washington, DC 29036. - TOTAL 51.00 psf Seqn T6.5.30 - 34285 41" Job. Name: bob smith Truss ID: A02,- Qty: 4 Drw : Z 'l.X-1,06 BgACT SIZE REQ'D TC 2x4 -SPF 165OF-1.5E Plating spec : ANSI/TPI - 1995 UPLIFT REACTION(S) 1 0- 2-12''765 5.50^ 1.50" BC 2x4 SPF 165OF-1.5E THIS DESIGN IS THE COMPOSITE RESULT OF Support 1 -137 lb 2 14- 9- 4.'. 765 5.50" 1.50" WEB 2x4 HF STUD MULTIPLE LOAD CASES. Support 2 -137 lb PC-. REQUIREMENTS shown are. basedONLY .PLATE VALUES -PER -ICBG. RESEARCH REPORT #1607. IF HANGERS ARE INDICATED ON THIS DRAWING, This truss is designed using the n.the truss material at each bearing THEY ARE BASED ON 1.5" HANGER NAILS FOR'-' =CBC -01 Coda. - ' 1 -PLY AND 3" HANGER NAILS FOR MULTI -PLY ,Bldg Enclosed = Yes, Importance Factor = 1.0b TC FORCE AXL END CSI GIRDERS. IF•2.5" GUN NAILS ARE USED, THE Truss Location = End Zone 1-2 -1617 0.04 0.39 0.42 - HANGERS MUST BE RE-EVALUATED (BY OTHERS). Hurricane/Ocean Line = No , Exp Category = C 2-3 -1617 0.04 0.39 0.42 Rep Mbr Bnd 1.15 Bldg Length = 40.00 ft, Bldg Width = 20.00 ft -FORCE BC Live 0.00 psf Mean roof height = 16.17 ft, mph = 80 BC AxL END csi -0.19 - CBC Special Occupancy, Dead Load = 12.6 psf 4-5 1513 0.35 0.55 Phone (760) 341-2232 - 5-6 1513 0.19 0.35 0.55 Design Spec CBC -01 Fax # (760) 341-2293 WEB FORCE CSI WEB FORCE CSI TOTAL 51.00 psf Seqn T6.5.30 - 34286 2-5 274 0.13 - 7-6-0 7-6-0 7-6-0 15-0-0 7-6-0 I 7-6-0 1 2 3 ` 33 0 3.00 4-4 T 2-4-0 3-4 10.6-8 i MAX DEFLECTION (span) : L/999 MEM 5-6 (LIVE) LC L- -0.04" D= -0.11" T= -C. Joint Locations 1 0- 0- 0 4 0- 0- 0 2 '7- 6- 0 5 7- 6- 0 3 15- 0- 0 6 15- 0- 0 T 2-4-0 . -4SHIP I0_5_8 T B7 B2 G + W:508 W:508 ^oOV R:765 1 R:765 U:-137 U:-137 1 15-0-0- , S 5 6 0.' 4 7-0_0 7-6-0 vvVV 7-6-0 15-0-0 i 6/2/2006 o All plates are 20 gauge Truswal Connectors unless preceded by "Mx" for HS.20 gauge or "H" for 16 gauge, positioned per Joint Detail Reports available from Truswafsoftware, unless noted. Scale: 5/16" = 1' WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Eng'. Job: EJ. WO: pd00847 This design Is for an Individual building component not truss system. It has been based on speciflcations provided by the component manufacturer Chk' sb and done In accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy, Dimensions TR U S S WO R KS are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads Dsgnr: sb utilized on this design meet or exceed the loading Imposed by the local building code and the particular application. The design assumes that the top chord TC Live 20.00 psf DurFaes L=1.25 P=1.25 A Company You Can TeUSSI Is laterally braced by the roof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise _ _ noted. Bracing shown Is for lateral support of components members only to reduce buckling length. This component shall not be placed In any TC Dead 14.00 psf Rep Mbr Bnd 1.15 76.110 St. Charles pl. ste-11A environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, Install BC Live 0.00 psf O.C.Spacing 2- 0- 0 Palm DesertCA. 92211 Desert, and brace this truss In accordance with the following standards: 'Joint and Cutting Detail Reports' available as output from Truswal software, 'ANSVTPI Phone (760) 341-2232 1', WrCA 1' - Wood Truss Council of America Standard Design Responsibllitles,'BUILDINO COMPONENT SAFETY INFORMATION'. 1-03) SUMMARY SHEETS' BC Dead 17.00 psf Design Spec CBC -01 Fax # (760) 341-2293 (BCSI and'SCSI by WTCA and TPI. The Truss, Plate Institute (TPQ Is located at 683 D'Onofrio Drive, Madison, IWIsconsin 63719. The American Forest and Paper Association (AFPA) is located at 1111 19th Street, NW, Ste 800, Washington, De 20036. TOTAL 51.00 psf Seqn T6.5.30 - 34286 15" I 7 Job Name: bob smith Truss ID: A03 Qty. 1 Drw : RG dt X-Loc"'.FEACT SIZE REQ'D TC 2x4 SPF 1650F -1.5E Plating Spec : ANSI/TPI - 1995 UPLIFT REACTIONS) 1. 0- 2-12 .'2560 5.50" 4.211 BC 2x6 HF 165OF-1.5E THIS DESIGN IS THE COMPOSITE RESULT OF Support 1 -459 lb 2 14- 9- 4 .2560 5.501 4.21" WEB 2x4 HF STUD MULTIPLE LOAD CASES. Support 2 -459 lb RG REQUIREMENTS shown are based ONLY. ` Lumber shear allowables are per NDS. IF HANGERS ARE INDICATED ON THIS DRAWING, This truss is designed using the In the truss'material'at each bearing - PLATE VALUES PER ICSO RESEARCH REPORT -01607.' --= THEY ARE BASED. ON 1.5" HANGER NAILS FOR '_ - CBC -01 Code. - I-- - -_ _ .-, - -- 4-12 ffi300638-3.00 , GAR/ . Permanent bracing is*required (by others) to 1 -PLY AND 3" HANGER NAILS, FOR MULTI -PLY Bldg Enclosed = Yes, Importance Factor' = 1.00 TC FORCE AXL BND CSI prevent rotation/toppling. See SCSI 1-03 GIRDERS. IF 2.5" GUN NAILS ARE USED, THE Truss Location = End Zone 1-2 -6473 0.40 0.31 0.71 andANSI/TPI 1. HANGERS MUST BE RE-EVALUATED (BY OTHERS). .Hurricane/Ocean Line = No Exp Category = C 2-3 -5534 0.28 0.23 0.51 W:508 Bldg Length = 40.00 ft, Bldg Width = 20.00 ft 3-4 -•-5534 0.28 0.23 0.51 R:2560 R:2560 Mean ght= ft, mph = •80 4-5 -6473 0.40 0.31 0.71 U:-459 Special CBC Special Occupancy, Dead Load = 12.6 psf y, De t 15-0-0 .----------LOAD CASE #1 DESIGN LOADS ---------------- BD FORCE AB CSI o0 ". Dir L.Plf L.Loc R.Plf R.Loc LL/T 6-7 6243 0.5599 0.3355 0.95 .. 4-4'-3 7-6-0 10-7-13 15-0-0 TC, Vert 68.00 0- 0- 0 68,.00 15- 0- 0 0.5 7-8 6192 0.590.32 0.91 BC Vert 230.75 ' 0- 0- 0 230.75 15- 0- 0 0.2 8-9 6192 0.59 0.32 0.91 . ..Type... lbs X.LOC LL/TL 9-106243 0.59 0.35 0.95 - WARNING Read all notes on this sheet and give a copy of it to the.Erecting Contractor. TC Vert 375.4 7- 6- 0 1.00 Eng. Job: EJ. WO: pd0o847 This design Is for an Individual building component not truss system. It has been based on specifications provided by the component manufacturer TC Vert 262.8 7- 6- 0 0.00 WEB FORCE .CSI WEB FORCE CSI and done In accordance with the current versions of TPI and AFPA design standards. No responsibility Is assumed for dimensional accuracy. Dimensions 2-7 438 0.18 4-8 -898 0.24 ' 2-8 -898 0.24 4-9 438 0.18 _ 3-8 1726 0.60 TC Live e 20.00 psf ' - MAX DEFLECTION (span) : L/999 MEM 7-8 (LIVE) LC 3-4 3-4 L= -0.15" D= -0,26" T= -C. T Joint Locations • • 1 0- 0- 0 6 0- 0- 0 2 4- 4- 3. 7 4- 4- 3 4-0-3 - 3-1-13 3-1-13 4-4_3 3 7- 6- 0 .8 7- 6- 0 d 10- 7-13 9 10- 7-13 4-4-3 7-6-0 10-7-13 15-M 5 15- 0- 0 10 15- 0- 0 7-6-02 2-4-0SHIP . Q,3 P ' 3 4 -0 5 ' 4-12 4-12 ffi300638-3.00 , GAR/ . 41" 4-6 3-4 3-4 T • • .4 2 -0 2-4-0SHIP . Q,3 P 4-12 4-12 Qom. • / 1 10-5-8 I0-5 l 2.4 7-8 2-4 B2 ; W:508 W:608 R:2560 R:2560 U:-459 U:-459 G t 15-0-0 6 7 8 9 10 o0 ". 4-4-3 3-1-1.3 3-1-13 44-3 .. 4-4'-3 7-6-0 10-7-13 15-0-0 6/2/2006 All plates are 20 gauge Truswal Connectors unless preceded by "MX" for HS 20 gauge or "H" for 16 gauge, positioned per Joint Detail Reports available from Truswal software, unless noted. Scale: 6/16" = 1' WARNING Read all notes on this sheet and give a copy of it to the.Erecting Contractor. Eng. Job: EJ. WO: pd0o847 This design Is for an Individual building component not truss system. It has been based on specifications provided by the component manufacturer Chk' sb _ and done In accordance with the current versions of TPI and AFPA design standards. No responsibility Is assumed for dimensional accuracy. Dimensions TRUSSWORKS are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads DB fir: sb 9 Wllzed on this design meet or exceed the loading Imposed by the local building code and the particular application. The design assumes that the top chord TC Live e 20.00 psf DurFaes L=1.25 P=1.25 A Company You Can Trussl Is laterally braced by the roof or floor sheathing and the bottom chord Is laterally braced by a rigid sheathing material directly attached, unless otherwise noted. Bracing shown Is for lateral support of components members only to reduce buckling length. This component shall not be placed In any TC Dead 14.00 psf Rep Mbr Bnd 1.00 76-110 St. Charles pl. ste-11A environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, Install BC Live 0.00 psf O.C.Spacing 2- 0- 0 se Palm Desert, CA. 92211 and brace this truss In accordance with the following standards: 'Joint and Cutting Detail Reports' available as output from Truswal software, 'ANSVTPI Phone 341-2232 1', WTCA 1'- Wood Truss Council of America Standard Design Responsibilities,'BUILDINO COMPONENT SAFETY INFORMATION' - BC Dead 17.00 psf Design Spec CBC -01 Fax # (760) 341-2293 (SCSI "3) and'BCSI SUMMARY SHEETS' by WTCA and TPI. The Truss Plate Institute (TPI) Is located at 681 D'Onofrlo Drive, Madison, Wisconsin 63719. The American Forest and Paper Association (AFPA) is located at 11111111 19th Street, NW, Ste 800, Washington, DC 20036. TOTAL 51.00 psf Seqn T6.5.30 - 34287 41" u Job Name: bob smith Truss ID: B01 Qty.: 6 Drw : AG. X-LDC.7LSACT SIZE' REQ'D TC - 2x4 SPF 165OF-1. SE Plating spec : ANSI/TPI - 1995 UPLIFT REACTION(S) 1 11-.8-12 594 5.50 1.50 BC 2x4 SPF 165OF-1.SE THIS DESIGN IS THE COMPOSITE RESULT OF Support 1 -101 lb 2 21- 5- 4 593 5.50" 1.50" WEB 2x4 HF STUD MULTIPLE LOAD CASES. Support 2 -102 lb RC REQDIo_uVyTe shown are based OnY --, _ -- -_-- 2x4 SPF. 165OF-1.SE 1-5 -_IF HANGERS ARE INDICATED ON THIS DRAWING, This truss is designed using the n the truss material at each bearing PLATE VALUES PER ICBG RESEARCH REPORT #1607. THEY ARE BASED ON 1.51, HANGER NAILS FOR ._--- CBC -01 Code. - '- - -- -- BC Live 0.00 psf O.C.Spacing 2- 0- 0 Palm Desert, se A. Shi.m bearings '(if needed) for req. support. 1 -PLY AND 3" HANGER NAILS FOR MULTI -PLY Bldg Enclosed = Yes, Importance Factor = 1.00 TC FORCE AXL BND CSI + + + + + + + + + + + + + + + + + + + + + + GIRDERS. IF 2.5" GUN NAILS ARE USED, THE Truss Location = End zone 1-2 -2700 0.03 0.32 0.35• Designed for 200 Plf drag load applied HANGERS MUST BE RE-EVALUATED (BY OTHERS). Hurricane/Ocean Line = No , Exp Category = C '2-3 -2609 0.03 0.26 0.29 evenly along the top chord to the chord Bldg Length = 40.00 ft, Bldg Width = 20.00 ft @ea. bearing (unless rioted), concurrently Mean roof height = 17.33 ft, mph = 80 BC FORCE AXL BND CSI with dead + 0 6 live loads. D.E. = 1:33 CBC Special Occupancy, Dead Load = 12.6 psf 4-5 2099 0.29 0.17 0.47 Horiz. reaction = .2.0 K lbs. ea. bearing. 5-6 2098 0.29 0.18 0-.47 Connection (by others) must transfer equal _ load to each ply (cr add-on) shown. WEB FORCE CSI WEB FORCE CSI ++++++++++++++++++++++ 1-4 -459 0.08 - 3-5 . 3018 0.98 1-5 3141 0.44 3-6 -476 0.08 _ 2-5 ,919 0.30 5-3-0 -1 5-3-0 4-11-0 10-2-0 5-3-0 1 4-11-0 1 2 3 3.00 3.00 4-4 4 8 7-8 246 24-6 ' T7-8 T SHIP 1-0-10 1-1-2 1-0-13 2 2 B1 2.50 -2_.50 B2 2-3-10W:508 W:508 2-4-7 R:594 5-3-0 11:593 U:-101 1 10.2.01 d.-964 :11 0 11-6-0 4 5 6r11-0-0 STD5-3-0 4-11-0 B g 5-3-0 10-2-0 MAX DEFLECTION (span) : L/857 MEM '4-5 (LIVE) LC L= -0.14" D= -0.10" T= Joint Locations 1 D-0-0 4 0-0-0 2 5- 3- 0 5 5- 3- 0 3 10- 2- 0 6 10- 2- 0 Q . G1 gg1 v ©- 1i20p1 V e. 6/2/2006 All plates are 20 gauge Truswal Connectors unless preceded by "MX" for HS 20 gauge or "H" for 16 gauge, positioned per Joint Detail Reports available from Truswal software, unless noted. Scale: 15/32" = 1' WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. _ Eng. Job:.EJ. WO: pdoo847 ®. This design Is for an Individual building component not truss system. H has been based on speeifleatlons provided by the component manufacturer Chk' Sb - and done In accordance with the current versions of TPI and AFPA design standards. No responsibility Is assumed for dimensional accuracy. Dimensions ' TRUSSWORKS are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads Ds nr: sb g utilized on this design meet or exceed the loading Imposed by the local building code an the particular application. The design assumes that the top chord TC Live 20.00 psf DurFacs L=1.25 P=1.25 A Company You Can Truss1 Is laterally braced by the roof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise noted. Bracing shown Is for lateral support of components members only to reduce buckling length. This component shall not be placed in any TC Dead 14.00 psf Rep Mbr Bnd 1.15 Charles 75-110 St. Charles pl. ste-11A pl. s environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, Install au BC Live 0.00 psf O.C.Spacing 2- 0- 0 Palm Desert, se A. and brace this truss In accordance with the following standards: 'Joint and Cutting 0 11 Reports' available as output from TrusWal software, 'ANsurP11'. Phone ( ) 341-2232 WTCA 1' - Wood Truss Council of America Standard Design Responsibllities,'BUILDING COMPONENT SAFETY INFORMATION'- (SCSI BC Dead 17.00 psf Design Spec CBC -01 Fax # (760) 341-2293 1-03) and'BCSI SUMMARY SHEETS' by WTCA and TPI. The Truss Plate Institute (TPI) Is located at 683 D'Onofrlo Drive, Madison, Wisconsin 63719. The American Forest and Paper Association (AFPA) Is located at 1111 19th Street, NW, Ste 800, Washington, De 20036. TOTAL 51.00 psf Seqn T6.5.30 - 34288 24" Job Name: bob smith v• Truss ID: B02 Qty: 2 Drw : 12 SHIP- =0-5-121S 0-5-121 RG <a'x-I,68 9' :ACT SIZE REQ'D TC 2x4 SPF 1650F-1. SE Web bracing required at each location shown. Required bearing width; and bearing areae 1' 1- 2-12 1657 HGR 2.3B" BC 2x4 SPF 210OF-1.8E ® See standard details (TX01087001-001 revl). apply when truss not supported in a hanger. 2 33- 3- 4 1657 5.50" 2.38^ WEB 2x4 .HF STUD Plating spec : ANSI/TPI - 1995 UPLIFT REACTION(S) RG REQUIRE�XNTG-sho-... ara,baccd ONLY - .:- _ __•___.," _-2x4 SPF--_.1650E-1.5E,1-9.-_ THIS DESIGN IS THE COMPOSITE. RESULT OF Support 1 -240 lb n the -truss material at each bearing WEDGE 2x4 SPF 1650F-1.58 - MULTIPLE LOAD CASES. Support --2---240 'lb==- - -�-- - RG HANGER/CLIP NOTE PLATE VALUES PER ICBO RESEARCH REPORT (11607. IF HANGERS ARE INDICATED ON THIS DRAWING, This truss is designed using the 1 HUS28 Loaded for 10 PSF non -concurrent BCLL. THEY ARE BASED ON 1.5" HANGER NAILS FOR 'CBC -01 Code. upport Connections)/Hanger(s) are + + + + + + + + + + + + + + + + + + +"+ + + 1 -PLY AND 3" HANGER NAILS FOR MULTI -PLY Bldg Enclosed = Yes, Importance Factor =,1.00 not designed for horizontal loads. Designed for 200 Plf-drag load applied GIRDERS. IF 2.5" GUN NAILS ARE USED, THE Truss Location = End Zone - EE 871;1PSON CATALOG evenly along the top chord to the chord HANGERS MUST BE RE-EVALUATED (BY OTHERS). Hurricane/Ocean Line = No Exp Category = C R ADDITIONAL INSTALLATION NOTES @ ea. bearing (unless noted),.coneurrently Bldg'Length = 40.00 ft, Bldg Width = 20.00 ft with dead + 0 8 live loads. D.F. = 1.33 Mean roof height = 17.33 ft, mph- 80 =12.6 TC FORCE AXL BND CSI Horiz. reaction = 6.5 K lbs. ea. bearing. CBC Special Occupancy, Dead Load = pef 1-2 -3843. 0.12 0.16 0.27 Connection (by others) must transfer equal 2-3 -4091 0.21 0.36 0.57 load to each ply (or add-on) shown. 3-4 -3189 0.08 0.36 0.44 ++++ +++++++++++++++++.+ 1 4-5 -3182 0.08 0.30 0.39 - - 5-6 -4205 0.23 0.41 0.64 - 6-7. -4668 0.14 0.77 0.91 BC FORCE AXL END CSI 8-9 6500 0.59 0.06 0.65 MAX DEFLECTION (span) 9-10 7292 0.66 0.15 0.81 - - l - L/999.MEM 12-13 (LIVE) LC 0-11 6516 5 ,0.13 0.72 - L= -0.28" D= -0.45" T= - 0. 1-12 6235 0.577 0.13 0.69 2-13 7499 0.68 0.08 0.76;. 3-14 7518" 0.68 0.22 0.90 ^ - Joint Locations - 1 0- 0- 0 8 '0- 0- 0 - NEB FORCE CSI NEB FORCE CSI 2 3- 5- 6 9 3- 5- 8 ,1-8 -1594 0.29 4-11 1159 0.40 _ _ 3 9- 7- 4 10 9- 7- 4 1-9 3766 0.56. 5-11 -1397 0.86 - � 4 . 15- 9- 0 11 15- 9- 0 2-9 -424 0.08 5=12 580 0.19 3-5-8 6-1-12 � 6-1-12 5-5-3 5-5-3 5-10-10 5 21- 2- 3 12 21- 5 26- 7- 6 13 26- 6 2- 3 7- 6 6 2-10 1014 0.69 6-12 -1257 0.83 3-10 416 0.14. 6-13 219 0.07 , --i --I 3-5-8 9-7.4 i -i -� 15-9-0 21-2-3 26-7-6 32-6-0 7 32- 6- .14 32- 6- ' 3-11 -1421 0.90 1 15-9-0 16-9-0 1 2 3 4 5 6 7 300 .3.00�Q PaC% T 4-6-0 I 3-10 1 'I0-8-12 4-4 2-4 '-�' . . - o -o •t -r r.a-v ` 3-8 R fi57 R 15fi57 - \\. SrAt 0 GI U:-240 U:-240 32-6-0 18 9 10; 11 12 13 14 1-0-0 -6-8 6-1-12 6-1-12 6-1-12 5-5-3 5-5-3 5-10-10 O� - STUB N O 3-5-8 91-7-4 15-9-0 21-2.3 26.7-6 32-6-0 � E !�- 6/ 2/2006 All plates are 20 gauge Truswal Connectors unless preceded by "MX" for HS 20 gauge or "H" for 16 gauge, positioned per Joint Detail Reports available from Truswal software, unless noted. Scale: 1/8" = 1' WARNING Read all notes.on this sheet and give a copy of it to the Erecting Contractor. Eng. Job: EJ. WO: pdOO847 This design Is for an Individual building component not truss system. It has been based on specifications provided by the component manufacturer Chk' Sb and done In accordance with the current versions of TPI and AFPA design standards. No responsibility Is assumed for dimensional accuracy. Dimensions - - D b T R U S S W O R KS v• sto s - 12 SHIP- =0-5-121S 0-5-121 •a 1�rL0�� 01 0� � R fi57 R 15fi57 - \\. SrAt 0 GI U:-240 U:-240 32-6-0 18 9 10; 11 12 13 14 1-0-0 -6-8 6-1-12 6-1-12 6-1-12 5-5-3 5-5-3 5-10-10 O� - STUB N O 3-5-8 91-7-4 15-9-0 21-2.3 26.7-6 32-6-0 � E !�- 6/ 2/2006 All plates are 20 gauge Truswal Connectors unless preceded by "MX" for HS 20 gauge or "H" for 16 gauge, positioned per Joint Detail Reports available from Truswal software, unless noted. Scale: 1/8" = 1' WARNING Read all notes.on this sheet and give a copy of it to the Erecting Contractor. Eng. Job: EJ. WO: pdOO847 This design Is for an Individual building component not truss system. It has been based on specifications provided by the component manufacturer Chk' Sb and done In accordance with the current versions of TPI and AFPA design standards. No responsibility Is assumed for dimensional accuracy. Dimensions - - D b T R U S S W O R KS are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads sto s - A Company You Can Truss l 75-110 St. Charles pl. ste-11Aenvironment Palm DesertCA. 92211 t Phone (760) 341-2232 Fax # (760) 341-2293 utilized on this design meet or exceed the loading Imposed by the local building code and the particular application. The design assumes that the top chord Is laterally braced by the roof or floor sheathing and the bottom chord Is laterally braced by a rigid sheathing material directly attached, unless otherwise noted. Bracing shown Is for lateral support of components members only to reduce buckling length. This component shall not be placed In any that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, Install end brace this truss In accordance with the following standards: and Cutting Detail Reports' avallable as output from Truswal software, 'ANSHTPI 1', WTCA 1' - Wood Truss Council cf AmeNca Standard Design Responsibilities,'BUILDING COMPONENT SAFETY INFORMATION' • (SCSI 143) and'BCSI SUMMARY SHEETS' by WTCA and TPI. The Truss Plate Institute (TPI) Is located at 683 D'Onofrio Drive, Madison, Wisconsin 53719. The American Forest and Paper Association (AFPA) Is located at 1111 19th Street, NW, Ste 800, Washington, Dc 20036. TC Live 20.00 psf TC Dead 14.00 psf BC Live 0.00 psf BC Dead 17.00 psf TOTAL 51.00 psf DurFaes L=1.25 P=1.25 Rep Mbr Bnd 1.15 . O.C.Spacing 2- 0- 0 Design Spec CBC -01 Seqn T6.5.30 - 34289 r 73" L Job Name: bob smith 4-4 Truss ID: B03 Qty: 5 Drw : i RGrX-Loc.ACT SIZE REQ'D TC 2x4 SPF 1650F -1.5E Plating spec ANSI/TPI - 1995 UPLIFT REACTION(S) 4-8.0 I i- 2-12 1104 HGR 1.58" BC 2x4 SPF 165OF-1.SE NOTE:tAXIMIMUM TRUSS SPACING IS 16.0 11O.C. Support 1 .-188 lb I SHIP' 2 '33= 3- 4 1105 5.50" 1.58" 2x4 HF STUD 12-4 THIS DESIGN IS THE COMPOSITE RESULT OF -. Support 2 -188 lb ' 1912.0 - 3-4 7-8 5-5 W:508 3 8 3-8 RG REI)DiREMENTS&_ahown.are based .ONLY_ WEB_ __2x4 HF 11:1104 2.00 I MULTIPLE LOAD CASES. This truss is designed using the n the trues material at each .bearinq'•WEDGE U:-188 2x4 SPF- _STUD 1650E-1-.-5E.---"` - IF'HANGERS ARE INDICAl^EDON`t•HIS DRAW174G;=`-_ --- CBC -01 Code.--- - - r... "-- •_-. -- RG HANGER/CLIP NOTE Lumber shear allowables are per NDS. THEY ARE BASED ON 1.5" HANGER NAILS FOR Bldg Enclosed = Yes, Importance Factor = 1.00 1 HUS28 PLATE VALUES PER ICBO RESEARCH REPORT #1607. 1 -PLY AND,3" HANGER NAILS FOR MULTI -PLY Truss Location = End Zone -5-8 6-1-12 6-0-8r 5-6-7 5-5-3 5-10-10 STUB - 3-5-8 9-7-4 15-7-12 J, 21-2-3 26-7-6 32-6-0 upport Connections)/Hanger(s) are Loaded for 10 PSF _non -concurrent BCLL. GIRDERS. IF 2.5" GUN NAILS ARE USED, THE - Hurricane/Ocean Line = No , Exp Category = C ® not designed for horizontal loads. Heel plates analyzed for eccentricity. HANGERS MUST BE RE-EVALUATED (BY OTHERS). Bldg Length = 40.00 ft, Bldg Width = 20.00 ft EE SIMPSON CATALOG 6/2/2006 All plates are 20 gauge Truswal Connectors unless preceded by "Mx" for HS 20 gauge or "H" for 16 gauge, positioned per Joint Detail Reports available from Truswal software, unless noted. "Mean roof height = 17.33 ft, mph = 80 OR ADDITIONAL INSTALLATION NOTES Eng. Job: EJ. WO;pdoo847 CBC Special Occupancy,'Dead Load = 12.6 psf This design Is for an Individual building component not truss system. It has been based on specifications provided by the component manufacturer TC FORCE AXL SND CSI Chk' Sb and done In accordance with the current versions of TPI and AFPA design standards. No responsibility Is assumed for dimensional accuracy. Dimensions 1-2 -4769 0.18 0.18 0.37 . T R aro to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the load$ 2-3 --3575 0.19'0.44 0.63 - utilized on this design meet or exceed the loading Imposed by -the local building code and the particular application. The design assumes that the top chord TC Live 20.00 psf 3-d -2499 0.05.0.28 0.33. A Company You Can Trussl - - - 4-5 -2435 0.05 0.21 0.25 noted. Bracing shown Is for lateral support of components members only to reduce buckling length. This component shall not be placed In any - TC Dead 14.00 psf ' - Rep Mbr Bnd 1.15 75-110 St. Charles pl. ste-11'A 5-6 -2809 0.10 0.25 0.36 BC, Live 0.00 psf O.C.Spacing 1- 4- 0 - and brace this truss In accordance with the following standards: and Cutting Detail Reports' avallable as output from Truswal software, 'ANSI/TPI 1','WTCA V. Wood Trues Council of America Standard Deslgn Responsibilitles,'BUILDING COMPONENT SAFETY INFORMATION' • 6-7 -3116 0.08 0.28 0.36 BC Dead 17.00 psf Design Spec CBC -01 Phone (760) 341-2232 .. BC FORCE AXL END CSI Fax # (760) 341-2293 Wisconsin 65719. The American Forest and Paper Association (AFPA) Is located at 1111 19th Street, NW, Ste 800, Washington, Dc 20036. TOTAL 51.00 psf 8-9 4598 0.69 0.29 0.9E Segn T6.5.30 - 34290 MAX DEFLECTION (span) 9-10 3380 0.65 0.32 0.9E - - L/982 MEM 9=10 (LIVE) LC 0-11 3429 0.51 0.180.69 ' i L= -0.39" D= -0.63" T= - 1-12 65 0.02 0.39.0.41 2-13 159 0.02 0.19 0.21 - - _ Joint Locations 3-14. 2986 0.45 0.18 0.63 1 0- 0- 0 9 5- 8 '4-15 .2987 ,0.45 0.26 0..71' ' - -3- 2 3- 5- 8 10 9- 7- 4 3 9- 7- d 11 15- 7-12 WEE FORCE c3 .. NEB FORCE c7-40 - d 15- 9- 0 12 15- 7-12 1-4 46 0.777 5-11 2509 0.300 5 21- 2- 3 13 21-.2- 3 4 2-9 446 0.15 11713 2564 0.89 3-5-8 6-1-12 6-1-12 5-5-3 5-5-3 5-10-10 6 26- 7- 6 14 26- 7- 6 2-10 -939 0.71 5-13 58 0.02 -- 7 32- 6 6- - 0 15 32- 6- 0 3-10 323 0.12 6-13 -299 0.20 3-5-8 - 9-7-4 15-9-0 21-2-3 26-7-6 _ - 32-6-0 8 0- 0 3-11 -1110 0.93 6-14 50 0.02 15-9-0. 16-9-0 ' 1. 2 3. 4 4 5 6 7 p,( CHCT . 3 3 .Q.r F 02" 4-4 5 C, -rQ T 3 3 a T w 4-8-0 4-6-0 3-4 3-4 4-8.0 1, 90 1 `' 5-12 3.6 I SHIP' J 1O O➢' a 06 12" 10_6.2 L 5-8 -8.0 3-4 5-12 TO 5 121 1912.0 - 3-4 7-8 5-5 W:508 3 8 3-8 W:508 11:1104 2.00 I 11:1105 V f U:-188. U:-188 0_ • 3-0-0 17-0-0 - - ; 12 0 3 0 a13 9 112 14 1-5-1 1-0 $ 112 0 -5-8 6-1-12 6-0-8r 5-6-7 5-5-3 5-10-10 STUB - 3-5-8 9-7-4 15-7-12 J, 21-2-3 26-7-6 32-6-0 - O ® .. 6/2/2006 All plates are 20 gauge Truswal Connectors unless preceded by "Mx" for HS 20 gauge or "H" for 16 gauge, positioned per Joint Detail Reports available from Truswal software, unless noted. 'Scale: 1/8" = 1' WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Job: EJ. WO;pdoo847 This design Is for an Individual building component not truss system. It has been based on specifications provided by the component manufacturer Chk' Sb and done In accordance with the current versions of TPI and AFPA design standards. No responsibility Is assumed for dimensional accuracy. Dimensions Dsgflr: sb . T R aro to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the load$ U S S W O R KS utilized on this design meet or exceed the loading Imposed by -the local building code and the particular application. The design assumes that the top chord TC Live 20.00 psf DurFacs L=1.25 P=1.25 A Company You Can Trussl Is laterally braced by the roof or floor sheathing and the bottom chord Is laterally braced by a rigid sheathing material directly attached, unless otherwise noted. Bracing shown Is for lateral support of components members only to reduce buckling length. This component shall not be placed In any TC Dead 14.00 psf Rep Mbr Bnd 1.15 75-110 St. Charles pl. ste-11'A environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, Install 'Joint BC, Live 0.00 psf O.C.Spacing 1- 4- 0 Desert, PalmDesertCA. 92211 and brace this truss In accordance with the following standards: and Cutting Detail Reports' avallable as output from Truswal software, 'ANSI/TPI 1','WTCA V. Wood Trues Council of America Standard Deslgn Responsibilitles,'BUILDING COMPONENT SAFETY INFORMATION' • BC Dead 17.00 psf Design Spec CBC -01 Phone (760) 341-2232 (SCSI 1-03) and'SCSI SUMMARY SHEETS' by WTCA and TPI. The Truss Plate Institute (TPI) Is located at 581 D'Onofrio Drive, Madison, Fax # (760) 341-2293 Wisconsin 65719. The American Forest and Paper Association (AFPA) Is located at 1111 19th Street, NW, Ste 800, Washington, Dc 20036. TOTAL 51.00 psf Segn T6.5.30 - 34290 F 02" p Job-.Narne: bob smith Truss ID: B04 Qty: 2 Drw : RG r- X=LOC :?;SACT SIZE REQ 'D .TC 2x4 SPF 1650F -1.5E Plating spec : ANSI/TPI - 1995 UPLIFT REACTION(S) 1 0- 2-12.. *855 5.50" 1.50" BC 2x6 HF 165OF-1.5E NOTE:MAxn4n4uM TRUSS SPACING IS 12.0 O.C. Support 1 -155 lb - 854 5.50" 1.50" WEB - 2x4 HF STUD THIS DESIGN IS THE COMPOSITE RESULT OF Support 2 -155 lb RG REQUIREMENTSshown are based ONLY -WEDGE 2x4 SPF 1650F-1.SE MULTIPLE LOAD CASES.. - This truss is. designed using the If the trues material at each bearingPLATE VALUES PER ICBG RESEARCH REPORT #1607.'" 'IF HANGERS ARE fiODYCAii:D ON 2•BI3 DRAW ira, +---'-= CBC -01 Code .= - -- -`- --- -=- -= - -• ------_---- Loaded for 10 PSF non -concurrent BCLL. .THEY ARE BASED ON 1.5" HANGER NAILS FOR Bldg Enclosed = Yes, Importance Factor - 1.00 TC FORCE AXL BHD CSI _ 1=PLY AND 3" HANGER NAILS FOR MULTI -PLY Truss Location = End Zone 1-2 -4728 0.20 0.24 0.44 GIRDERS. IF 2.5" GUN NAILS ARE USED, THE Hurricane/Ocean Line = No , Exp Category = C 2-3 -3078 0.14 0.38 0.52 HANGERS MUST BE RE-EVALUATED (BY OTHERS). Bldg Length = 40.00 ft, Bldg Width = 20.00 ft 3-4 -2030 0.03 0.23 0.26_ - Mean roof height = ft, mph 80 4-5 -1940 0.03 0.12 0.15 CBC Special Occupancyy,, De Dead Load = 12.6 psf 5-6 -2229 0.05 0.11 0.17 - - 6-7 -2522 0.07 0.09 0.16 - - BC FORCE AXL BND CSI ' 8-9 4591 0.44 0.33 0.76 9-10 4223 0.40 0.33 0.74 0-11 2950 0.28 0.05 0.34 - - - 1-12 65 '0.00 0.18 0.18 - 2-13 398 0.03 0.05 0.08 - - -. 3-14 2029 0.23.0.09 0.32 - - - 4-15 2431 0.23 0.08 0.31 MAX DEFLECTION (span) WEB FORCE CST WEB FORCE CSI - L/999 MEM 9-10 (LIVE) LC L= -0.31" D= -0.49" -C.8011 1-4 '779 0.28 5-11. -309 0.20 -.T= 2-9 600 0.21 11-13 1756 0.61 2-10 -1258 0.95 5-13 58 0.02 Joint Locations 3-10 355 0.13 6-13 -304 0.19 1 0- 0- 0 9 4- 5- 8 3-11, -1069 0.88 6-14' 01 0:02 _ 2 d- 5- 8 10 10- 7- 4 ' 3 10- 7- 4 11 16- 8-12 4 =16- 9- 0 12 16- 8-12 4-5-8 6-1-12 6-1-12 5-2-8 5-2-8 6-3-15 -0 5 21-11- 8 13 21-11- 8 6 27- 2- 1 14 27- 2- 1 - 4-5-8 10-7-4 16-9-0 21-11-8 27=2-1 33-6-0 7 33= 6- 0 15 33- 6- 0 16-9-0 I 16-9-0 8 0- 0- 0 1 2 3 4 5 6 7 pGHITf 3r 00-3.00 Vj GAR(,9 o 4-4 T 3 4 3-4 T wcc 1 - 4-8-0 4.4 4-10 3-4 3-0 4-8-0 I SHIP oC ` Q s` Cj1 01 v `` .- 1 M0_5_1 0 5 12 7-8 -8-0 4-4 7-12 =-0-5-121 B1 4-6 5-8 74. B2 - W:508 3-8 W:568 R:855 2.00 I R:854 S'T ATE U:-155 U:-155 4-M 17-0-0 1208 33-16-011 8 9 10 112 13 14 15 4-5-8 6-1-12 6-1-8 m 5-2_ 1 5-2-8 6-315 oOV t 4-5-8 10.7-4 16-8-12 1 21-11-8 27-2-1 33-6-0 6/2/2006 All plates are 20 gauge Truswal Connectors unless preceded by "MX" for HS 20 gauge or "H" for 16 gauge, positioned per Joint Detail Reports available from Truswal software, unless noted. Scale: 1/8" = 1'` ® WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Job: EJ.. WO: pd00847 This design Is for an Individual building component not truss system. It has been based on specifications provided by the component manufacturer Chk• sb and done In accordance with the current versions of TPI and AFPA design standards. No responsibility Is assumed for dimensional accuracy. Dimensions TRUSSWORKS aro to be "rifled by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads DB fir: Bb g utilized on this design meet or exceed the loading Imposed by the ideal building code and the particular applleatlon. The design assumes that the top chord TC Live 20:00 psf DurFacs L=1.25 P=1.25 A Company You Can Trussl Is laterally braced by Ne roof or floor sheathing and the bottom chord Is laterally braced by a rigid sheathing mate Nal directly attached, unless otherwise noted. Bracing shown Is for lateral support of components members only to reduce buckling length. This component shall not be placed in any TC Dead 14.00 psf Rep Mbr Bnd 1.15. 75-110 St. Charles pl. ste-11 A environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, Install BC Live 0.00 psf O.C.SpacIng 1-0-0 Palm DesertCA. 92211 and brace this truss In accordance with the following standards: 'Joint and Cutting Detail Reports' avallable as output from Truswal software, 'ANSVTPI ` r Phone (760) 341-2232 1', WTCA V. Wood Truss Council of America Standard Design Responsibilities, 'BUILDING COMPONENT SAFETY INFORMATION' - 1-03) SUMMARY BC Dead 17.00 psf Design Spec CBC -01 Fax # (760) 341-2293 (BCSI and'BCSI SHEETS' by WTCA and TPI. The Truss Plate Institute (TPQ is located at 683 D'Onofrlo Drive, Madison, Wisconsin 83719. The American Forest and Paper Association (AFPA) Is located at 1111 19th Street, NW, Ste 800, Washington, Dc 20036. TOTAL 51.00 psf Segn T6.5.30 - 34291 Job Name: bob smith Truss ID: B05 Qty: 8 Drwg: Eng. Job: ,EJ. Rd °� k -LOC *TACT .SIZE REQ'D TC 2x4 SPF 165OF-1.5E Plating spec : ANSI/TPI - 1995 UPLIFT REACTIONS) ' 1 0- 2-12 855 5.50^ 1.50^ BC 2x6 HF 165OF-1.5E NOTE:MA) IMIMUM TRUSS SPACING IS 12.0 " O.C. Support 1 -155 lb ' 2 '33- 3- d 854 5.50" 1.50" WEB 2x4 HF STUD THIS DESIGN IS THE COMPOSITE RESULT OF Support 2 -155 lb RG REQUIREMENTS shown are based ONLY PLATE VALUES PER ICBO RESEARCH REPORT #1607. MULTIPLE LOAD CASES. This truss is designed using the r :the truss m-terial ataa4h bearing._ .Loaded -for -10 PRF: non -concurrent BOLL,-.-- -. _ ___IF HANGERS ARE INDICATED ON THIS DRAWING.-_ =�.-CBC-01 COde. and brace this truss In accordance with the following standards: 'Joint and Cutting Detail Reports' available as output from Truswal software, 'ANSVTPI Phone 341-2232 1', WTCA 1' - Wood Truss Council of America Standard Design Responslbllilies,'BUILDINO COMPONENT SAFETY INFORMATION'- 1-03) SUMMARY SHEETS' by WTCA TPI. Truss - THEY ARE BASED ON 1.5" HANGER NAILS FOR Bldg Enclosed - Yes, Importance Factor 1.00- .00'TC TC FORCE AXL -BND CSI 1 -PLY AND 3" HANGER NAILS FOR MULTI -PLY Trues Location = End Zone 1-2 4178 0.23 0.42 0.65 GIRDERS. IF 2.5" GUN NAILS ARE USED, THE Hurricane/Ocean Line = No , Exp Category ='C 2-3 -3447 0.12 0.44 0.56 HANGERS MUST BE RE-EVALUATED (BY OTHERS). Bldg Length = 40.00 ft, Bldg Width = 20.00 ft 3-4 "-2641 0.06 0.13 0.18 Mean roof height = 17.33 ft, mph = 80 4-5 -2016 0.04 0.06 0.10 CBC Special Occupancy, Dead Load = 12.6 psf 5-6 -2017 0.04 - 0.06 0.10 6-7 -2641 0.06 0.13 0.18 7-8 -3446 0.12 0.44 0.56 8-9 75176 0.23 0.42 0.65 - BC FORCE AXL BUD CSI r , 0-11 5035 0.48 0.12 0.60 ' 1-12 4400 0.42 0.18 0.60 ' 2-13 3321 0.32 0.05 0.36 3-14 2492 0.24 0.03 0.27 - 4-15 2492 0.24 0.03 0.27 MAX DEFLECTION (span) 5-16 3321. 0.32 0.05 0.36 - L/999 MEM 13-14 (LIVE) LC 6-17 4398 0.42 0.18 0.60 L= -0.38" D= -0.59" T-- 7-18 5033 0.48 0.12 0.60 WEB FORCE CSI WEB FORCE CSI Joint Locations -2-11 901 0.31 6714 -658 0.31 1 0- 0- 0 10 0- 0- 02 2-12 -1069 0.38 '309 6-15 397 0.14 - 4- 5- 8 11 4- 5- 8 3'� 8- 6-11 12 8- 6-11 3-12 0.11 7-15 -847 0.34 4 12- 7-13 13 12- 7-13 3-13 -848 0.34. 7-16 309 0.11 � 5 - - 16 9 0 14 16- 9- 0 51 4-13 398 0.14 B-16 -1068 0.38 4-5-8 4-1-3 4-1-3 --� 4-1-3 4-1-3 4-1-3 4-1-3 4-5-8 i 20-10- 3 15 3 5 4-14 5-14 -658 0.31 823 0.28 8-17 900 0.31 4-5-8 8-6-11 12-7-13 16-9-0 20-10-3 24-11-5 29-0-8 33-6-0 7 24-11- 5 .24-1120-10- - 5 1- 16-9-0 I 16.9-0 i 8 29- 0- 8 17 29- e 9 33- 6- 0 18 33- 6- 0 1 2 3 4 5 6 7 8 9 F3.00 -3.00 ,nCNiTrn- \ 4-4 T 3-4 3-4 3-4 3-4 44-0 4-4 4-4 5-12 4-12 =0-5-12 7-8 3W 3-4 7-8 3-4 3-4 7-8 . B1 W:508 . R:855 2.00I -21 00. U:-155 04 0- 4-0-0 I 1 4-0-0 10 11 12 13 14 15 16 17 18 4-5-8 4-1-3 4-1 4-1-3 4-1-3 4-1-3 4-1-3 4-5-8 4-5-8 8-6-11 12-7-13 16-9-0 20-10-3 24-11-5 29-0-8 33-6-0 C7 g, 4-8-0 L.1 � �� SHIP cc Q G� �'� =0-5-121 J �0'�`'31h2 4f B2 . 1 �Op W:508 i u:is5 S O�G,�` 0 6/.2/2006 All plates are 20 gauge Truswal Connectors unless preceded by "MX" for HS 20 gauge or "H" for 16 gauge, positioned per Joint Detail Reports available from Truswal software, unless noted. Scale: 1/8" = 1' WARNING Read all notes on this sheet and give a.copy of it to the Erecting Contractor. Eng. Job: ,EJ. WO: pd00847 This designIs for an Individual building component not truss system. It has been based on specifications provided by the component manufacturer Chk' sb and done Inaccordance with the current versions of TPI and AFPA design standards. No responsibility Is assumed for dimensional accuracy. Dimensions are to be verMed by the component manufacturer andlor bullding'designer prior to fabrication. The building designer must ascertain that the loads Dsgnr: Sb T.RU S SWO R KS utilized on thls design meet or exceed the loading Imposed by the local building code and the particular application. The design assumes that the top chord TC Live 20.00 psf DurFacs L=1.25 P=1.25 A Company You Can Trussl Is laterally braced by the roof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise noted. Bracing shown Is for lateral support of components members only to reduce buckling length. This component shall not be placed In any TC Dead 14.00 psf Rep Mbr 8nd 1.15 75-110 St. Charles pl. ste-11A s environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, Install BC Live 0.00 psf O.C.Spacing 1-0-0 PalmDesert CA. 9pl Desert, and brace this truss In accordance with the following standards: 'Joint and Cutting Detail Reports' available as output from Truswal software, 'ANSVTPI Phone 341-2232 1', WTCA 1' - Wood Truss Council of America Standard Design Responslbllilies,'BUILDINO COMPONENT SAFETY INFORMATION'- 1-03) SUMMARY SHEETS' by WTCA TPI. Truss BC Dead .17.00 psf Design Spec CBC -01 1760) Fax # ( 60) 341-2293 (BCSi and'BCSI and The Plate Institute (TPI) Is located at 683 D'Onofrio Drive, Madison,. Wisconsin 83719. The American Forest and Paper Association (AFPA) Is located at 1111 19th Street, NW, Ste 800, Washington, DC 20036. ' TOTAL 51.00 psf Seqn T6.5.30 - 34292 l7" I r; • Job Name: bob smith Truss ID: B05A Qt' : 1 Drw : RG r.X-LOC P&ACT•SIZEREQ'D TC 2x6 SPF 1650F-1.SE Plating Spec : ANSI/TPI - 1995 This design based on chord bracing applied 1 0-2-12 '1139 5.50" 1.63" BIC 2x4 SPF 16507-1.SE NOTE:MAXIbMFJM TRUSS SPACING IS 16.0 11O.C. per the following Schedule: 2 33-'3- 4- 1139 5.50" 1.63" WEB 2x4 HF STUD THIS DESIGN IS THE COMPOSITE -RESULT OF max o.c. from - to RG REQUIREMENTS Shown are based ONLY WEDGE 2x4 SPF 1650F-1. SE MULTIPLE LOAD CASES. TC 24.00" 13- 3- 9 ' 19- 0- 0 n the' wise -material ,ateach be?ri.na.__: PLATE VALUES PER ICBO RESEARCH REPORT 41607,-.x_. IF HANGERS ARE INDICATED ON THIS DRAWING, _-_.. __.UPLIFT REACTIONS) • I- Loaded for 10 PSF non -concurrent BCLL. THEY ARE BASED ON 1.5" HANGER NAILS FOR _ __ _._ Support 1 -191 lb TC FORCE AXL BND• CSI' Drainage must be provided to avoid ponding. 1 -PLY AND 3" HANGER NAILS FOR MULTI -PLY Support 2 ,-191 lb 1-2 -3232 0.09 0.32 0.41 Continuous lateral bracing attached to flat GIRDERS. IF 2.5" GUN NAILS ARE USED, THE This truss is designed using the 2-3 -3102 0.12 0.22 0.34 TC as indicated. Lumber must be structural HANGERS MUST, BE RE-EVALUATED (BY OTHERS). CBC -01 Code. 3-4 --2643 0.13 0.35 0.48 grade. Brace @ 24" o.c. unless noted. Bldg Enclosed = Yes, Importance Factor = 1.00 4-5 -3102 0.12 0.22 0.34 Truss Location = End Zone 5-6 -3232 0..09 0.32 0.41' .Hurricane/Ocean Line = No , Exp Category = C Bldg Length = 40.00 ft, Bldg Width = 20.00 ft BC FORCE AXL BND CSI Mean roof height = 17.30 ft, mph 80 '7-e 3097 0.46 0.25 0.71 CBC Special Occupancy, Dead Load = 12.6 psf 8-9 2534 0.27 0.39 0.66 - 9-10 2534 0.27 0.39 0.66 - 0-11 3097 0.46 0.25 0.71 WEB FORCE CSI WEB FORCE CSI ' 2-8 -216 0.05 4-9 231 0.08 3-S 554 0.19 4-10 554 0.19 - MAX DEFLECTION (span) 3-9 231 0.08 5-10 -216 0.05 - - L/999 MEM 8-9 (LIVE) LC 7-57-5 7-07 0-5 44-" 7-07-0_ 7-57-511 7.5-11 14-6-0 19-M 26-0-5 33-0-0 16-5-11 16-5-11 1 2 3 4 5 6i 300 I 4-6-0 I 3-0 x L= -0.26" D= -0.46" T= Joint Locations 1 0- 0- 0 7 0- 0- 0 2 7- 5-11 8 8- 7- 3 3 14- 6- 0 9 16- 9- 0 4 19- 0- 0 10 24-10-13 5 26- 0- 5 11 33- 6- 0 6 33- 6- 0 6-6 \ y0 vrr1 A.0 T-3 1.5.3 1.5.3 T; SHIP Q c 9 3-6 3-6 J Q• 311rj 1 1 MO -5-12 =0.5_121 - 3-4 5-5 3-4 W:508 3-8 3-8 w 508 11:1139 11:1139 U:-191 U:-191 I 33-6-0 ' 7 8 9 10 11 O 8-7-3 8-143 8-1 8-7-3 8.7-3 16-9-0 24-10-13 33-6-0 6/2/2006 All plates are 20 gauge Truswal Connectors unless preceded by "W" for HS 20 gauge or "H" for 16 gauge, positioned per Joint Detail Reports available from Truswal software, unless noted. Scale: 1/8" = 1' ® WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Eng. JOb:.EJ. WO: pdOO847 This design Is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer Chk' sb and done In accordance with the current varalons of TPI and AFPA design standards. No responsibility Is assumed for dimensional accuracy. Dimensions T R U S S W O R KS are to be verified by the component manufacturer sniffer building designer prior to fabrication. The building designer must ascertain that the loads Dsgnr: sb utilized on this design meet or exceed the loading Imposed by the local building code and the particular application. The design assumes that the top chord 'TC Live ; 20.00 psf DurFaes L=1.25 P=1.25 A Company You Can Trussl Is laterally braced by the roof or floor sheathing and the bottom chord Is laterally braced by a d9ld sheathing material directly attached, unless otherwise noted. Bracing shown Is for lateral support of components members only to reduce buckling length. This component shall not be placed In any TC Dead ,4.00 psf Rep Mbr Bnd 1.15 75-110 $t. Charles pl. ste-11A environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle', Install BC Live 0.00 psf O.C.Spacing 1- 4- 0 CA. 9pi. s and brace this truss in accordance with the following standards: 'Joint and Cutting Detail Reports' available as output from Truswal software, Palm Desert, 'ANSVTPI 1'. WTCA 1'- Wood Truss Ccuncll of America Standard Design Responsibilities, 'BUILDING COMPONENT SAFETY INFORMATION'- BC Dead 17.00 psf Design Spec CBC -01 Phone (760) 341-2232 (SCSI 1-03) and 'SCSI SUMMARY SHEETS' by WTCA and TPI. The Truss Plate Institute (TPI) Is located at 583 D'Onofrio Drive, Madison, Fax # (760) 341-2293 Wisconsin 63719. The American Forest and Paper Association (AFPA) Is located at 1111 191h Street, NW, Ste 800, Washington, De 20036. TOTAL 51.00 psf Seqn T6.5.30 - 34293 72" Job Name: bob smith Truss ID: B05B Qty: 1 Drw : RG `•.X -LOC REACT SIZE REQ'D TC 2x4 SPF 165OF-1.SE Plating Spec': ANSI/TPI - 1995 This design based on chord bracing applied 1 0- 2-12 ' 1139 5.5011 1.63" BC 2x4 SPF 165OF-1.SE NOTE:MAXIIZI2Qt7M TRUSS SPACING IS 16.0 " O.C. per the following schedule: 2 33- 3- d 1139 -5.50" 1.63" WEB 2x4 - HF STUD THIS DESIGN IS THE COMPOSITE RESULT OF max o.c. from .to RG REQUIREMENTS shown are based ONLY WEDGE 2x4 SPF 1650F-1.SE MULTIPLE LOAD CASES. TC 24.00" 13- 3- 9 19- 0- 0' n the truss material at each bearing - PLATE VALUES PER ICBO RESEARCH REPORT #1607:' 'IF HANGERS ARE INDICAIED' ON 'THIS -DRAWING,- -UPLIFT REACTION(S) -: - - Loaded for 10 PSF non -concurrent BCLL. THEY ARE BASED ON 1.5" HANGER NAILS FOR Support 1 -191 lb TC FORCE AXL HND CSI Drainage must be provided to avoid ponding. 1 -PLY AND 3" HANGER NAILS FOR MULTI -PLY Support 2 -191 lb 1-2 -3232 0.09 0.32 0.41 Continuous lateral bracing at to flat GIRDERS. IF 2.5" GUN NAILS ARE USED, THE This truss is designed using the 2-3 -3102 0.12 0.22 0.34 TC as indicated. Lumber must be structural HANGERS MUST BE RE-EVALUATED (BY OTHERS). CBC -01 Code. 3-4 '-2644 0.13 0:35 0.48 grade. Brace @ 24" o.c. unless noted. Bldg Enclosed = Yes, Importance Factor 1.00 4-5 -3102 0.12 0.22.0.34 Truss Location = End Zone 5-6 -3232 0:09 0.32 0.41 _ Hurricane/Ocean Line.= No , Exp Category = C Bldg'Length = 40.00 ft, Bldg Width 20.00 ft 7-8 3098 0.4466 0.25 0.71 BC FORCE A•HND' CSI Mean roof height = 17.17 ft, mph = 80 8-9 2534 0.27 0.39 0.66 - CBC Special Occupancy, Dead Load = 12.6 psf 9-10 2534 0.27 0.39 0.66. 0-11 3098 0.46 0.25 0.71 WEB FORCE CSI WEB FORCE CSI , 2-8 -216 0.05 4-9 231 0.08 3-8 554 0.19 -4-10 554 0.19 - ' 3-9 231 0.08 5-10 -216 0.05 - MAX DEFLECTION (span) L/999 MEM 8-9 (LIVE) LC L= -0.26" D= -0.46" T= - Joint Locations - I 0-. 0- 0 7 0- 0- 0 2 7- 5-11 8 8- 7- 3 3 14- 6- 0 9 16- 9- 0 4 19- 0- 0 10 24-10-13 5 26- 0- 5 11 33- 6- 0 7-0-5 4-6_0 7-0-5 7-5_11 i 6 33= 6- 0 7-5-11. 14-6-0 19-0-0 26-0-5 33-6-0 p,ACHITFC .1 15-5-11 16-5-11 2 s 4 s Q 0 GAR T 3.00 y 4-6-0 I .300 v 10 L" cc 1 g T 6-6 T i 4-4-3 1.5-3 1.5-3 4-4-3 ?r`J , `311 P Q 3-6 3 6 I SHIP 1 ,MD -5-12 MD -5-121 -- f•a B1 3-8 W:508 R:1139 U:-191 3-8 33-6-0 i7 8 9 10 11 8-7-3 8-143 8-113 8-7-3 8-7-3 16-9-0 24-10-13 33-6-0 B2 W:508 R:1139 U:-191 O 72" ` 6/2/2006 All plates are 20 gauge Truswal Connectors unless preceded by "Mx" for HS 20 gauge or "H" for 16 gauge, positioned per Joint Detail Reports available from Truswal software, unless noted. Scale: 1/8" = 1' WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Job: EJ. WO: pd00847- ®. T R U S S W O R KS This design Is for an Individual building component not truss system. It has been based on specifications provided by the component manufacturer and done In accordance with the current versions of TPI and AFPA design standards. No responsibility Is assumed for dimensional accuracy. Dimensions are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads Chk' sb Dsgnr: sb A Company You Can Trussl utilised on this design meet or exceed the loading Imposed by the local building code and the particular application. The design assumes that the top chord Is laterally braced by the roof ornoor sheathing and the bottom chord Is laterally braced by a rigid sheathing material directly attached, unless otherwise noted. Bracing shown Is for lateral support of components members only to reduce buckling length. This component shall not be placed In any TC Live 20.00 psf TC Dead 14.00 psf DurFacs L=1.25 P=1.25 Rep Mbr Bnd 1.15 75-110 St Charles pl. ste-11A Palm DesertCA. 92211 r Phone (760) 341-2232 Fax # (760) 341-2293 environment that will cause the moisture content of the wood to exceed /9% and/or cause connector plate corrosion. Fabricate, handle, Install and brace Nis truss In accordance with the following standards: 'Joint and Cutting Detail Report' available as output from Tmswal software, 'ANSVTPI V,'WTCA 1' - Wood Truss Council of America Standard Design Responslbllltles,'BUILDINO COMPONENT SAFETY INFORMATION'. (SCSI 1-03) and'BCSI SUMMARY SHEETS' by WTCA and TPI. The Truss Plate Institute (TPI) Is located at 683 D'OnofrIo Drive, Madison, Wisconsin 63719. The American Forest and Paper Assoelation (AFPA) Is located at 1111 19th Street, NW, Ste 600, Washington, De 20036. BC Live 0.00 psf BC Dead 17.00 psf TOTAL 51.00 psf O.C.SpeCing 1-4-0 Design Spec CBC -01 - Seqn T6.5.30 - 34294 � I t Job Name: bob smith "L11:489"L11:489U:- Truss ID: B06 . Qty: 1 Drw : x-LOc �`ytEACT SIZEREQ'D TC 2x4 SPF 165OF-1.SE Plating Spec : ANSI/TPI - 1995 This design based on�chord bracing applied 1 0- 2-12 1139 5.50^ 1.63" BC 2x4 SPF 1650F-1.SE NOTE:MAXIMIMUM TRUSS SPACING IS 16.0 11O.C. per the following Schedule: ' 2 .33- 37 d ' 1139 5.50^ 1.63" WEB 2x4 HF STUD THIS DESIGN IS THE -COMPOSITE RESULT OF max o.c. from to RG REOUIREM6NTS shown .are based. ONLY -_WEDGE -. _ 2x4 SPF 165OF-1.5E _ MULTIPLE LOAD CASES._ TC 24.00" ld- 5-11 19- 0- 0 n the truss material at each bearing. PLATE VALUES PER ICBG RESEARCH REPORT #1607. _ IF HANGERS ARE INDICATED ON THIS DRAWING; '"�-UPLIl1• REACTION(S)--- ��^=- -"- �--__- - ---_ Loaded for 10 PSF non -concurrent BCLL. THEY ARE BASED ON 1.511 HANGER'NAILS FOR Support 1 -189 lb - TC FORCE AXL BND CSI Drainage must be provided to avoid ponding. 1 -PLY AND 3" HANGER NAILS FOR MULTI -PLY 'Support 2 -189 lb 1-2 -3232 0.09 0.32 0.41, Continuous lateral bracing attached to flat GIRDERS: IF 2.511 GUN NAILS ARE USED, THE This trues is designed using the 2-3 73102 0.12 0.22 0.34 TC as indicated. Lumber must be structural HANGERS MUST BE RE-EVALUATED (BY OTHERS). CBC -01 Code. 3-4 --2644 0.13 0.35 0.48 grade. Brace @ 24" o.c.unless noted. and done In accordance with the current versions of TPI and AFPA design standards. No responsibility Is assumed for dimensional accuracy. Dimensions Bldg Enclosed = Yes, Importance Factor = 1.00 '4-5 -3102. 0.12 0.22 0..34 T R U SS W O R KS Truss Location = End Zone 5-6 -3232 0.09 0.32 0.41 Hurricane/Ocean Line = No , Exp Category = C utilized on this design meet or exceed the loading Imposed by the local building code and the particular application. The design assumes that the top chord TC Live 20.00. psf Bldg Length = 40.00 ft, Bldg Width = 20.00.ft BC FORCE AXL BND CSI - Mean roof height = 17.05 ft, mph = 80 7-8' .-3098 0.46 0.25 0.71 noted. Bracing shown Is for lateral support of components members only to reduce buckling length. This component shall not be placed In any TC Dead CBC Special Occupancy, Dead,Load = 12.6 psf 8-9 2534 0.27 0.39 0.66. 76 -110 -St. Charles pl. ste-11A environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, Install ' 9-10 ,. 2534- 0.27 0.39 0.66 O.C.Spacing 1-4-0 Palm DesertCA. 92211 and brace this truss In accordance with the following standards: 'Joint and Cutting Detail Reports' available as output from Truswal software, •ANSUTPI - - 0-11 3097 0.46 0.25 0.71 - r Phone (760) 341-2232 1•,'WTCA 1' - Wood Truss Council of America Standard Design Responsibilities, 'BUILDING COMPONENT SAFETY INFORMATION' • 1-03) SUMMARY SHEETS' by WTCA TPI. The Truss BC Dead 17.00 psf Design Spec CBC -01 _ Fax # (760) 341-2293 WEB FORCE CSI WEB. FORCE CSI - - 51.00 psf Seqn T6.5.30 - 34295 2-8 -216 0.05 4-9 231 0.08- 3-8 . 554 0.19 4-10 554 0.19 - MAX DEFLECTION (span) 3-9 231 0.08 5-10 -216 0.05 L/999 MEM 8-9 (LIVE) LC L= -0 261" D= -0 46" T- - 7-57-511 7-0=5 4-6_ 0 7-0-5 7-511 7-5-11 14-6_-0 19-0-0 26-0-5 33-0-0 14-5-11 14-5-11 1 2 3 4 5 •6 300 r 4-6-0 I _3� T 6-s I ,.5_3 1.5-3 T 4-1-3 4-1-3 3-6 3-6 I SHIP 1 2 =0-6-121 3-4 S-5 3-4 B, 3.8. a 3-8 B2 W:508 W:508 R 1139 Joint Locations 1 0- 0- 0 7. 0- 0= 0 2 7- 5-11 8 8- 7- 3 3 14- 6- 0 9 16- 9- 0 . 4. 19- 0- 0 10 24-10-13 5 26- 0- 5 it 33- 6- 0 6 33- 6- 0 v \°�°'1 1 72" "L11:489"L11:489U:- 139 U:-189 33-6-0 i7 ` 8 9 10 11 V t' 8-7-3 8-1-13 8-1-13---q8-7-3 10 8-7-3 16.9-0 24-10-13 33,-6-0 ' 0� 6/ 2/2006 All plates are 20 gauge Truswal Connectors unless preceded by "MX" for HS 20 gauge or "H" for 16 gauge, positioned per Joint Detail Reports available from Truswal software, unless noted.' Scale: 1/8"= V _ WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Job: XJ. WO: pd00847 This design Is for an Individual building component not truss system. It has been based on specifications provided by the component manufacturer Chit: sb . and done In accordance with the current versions of TPI and AFPA design standards. No responsibility Is assumed for dimensional accuracy. Dimensions DSgnr. T R U SS W O R KS are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads " ' sb utilized on this design meet or exceed the loading Imposed by the local building code and the particular application. The design assumes that the top chord TC Live 20.00. psf DurFacs L=1.26 P-1.25 A Company You Can Trussl le laterally braced by the real or floor sheathing and the bottom chord Is laterally braced by a rigid sheathing material directly attached, unless otherwise noted. Bracing shown Is for lateral support of components members only to reduce buckling length. This component shall not be placed In any TC Dead 14.00 psf Rep Mbr Bnd 1.15 ; 76 -110 -St. Charles pl. ste-11A environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, Install BC Live 0.00 psf O.C.Spacing 1-4-0 Palm DesertCA. 92211 and brace this truss In accordance with the following standards: 'Joint and Cutting Detail Reports' available as output from Truswal software, •ANSUTPI r Phone (760) 341-2232 1•,'WTCA 1' - Wood Truss Council of America Standard Design Responsibilities, 'BUILDING COMPONENT SAFETY INFORMATION' • 1-03) SUMMARY SHEETS' by WTCA TPI. The Truss BC Dead 17.00 psf Design Spec CBC -01 _ Fax # (760) 341-2293 (SCSI and'BCSI and Plate Institute (TPI) Is located at 581 D'Onofrlo Drive, Madison, Wisconsin 63719. The American Forest and PaperAssoelation (AFPA) Is located at 1111 19th Street, NW, Ste 800, Washington, DC 20036. TOTAL - 51.00 psf Seqn T6.5.30 - 34295 72" Job Name: bob smith Truss ID: B07 Qty: 1 Drw : RG " X -LOC 'REACT SIZE REQ'D TC 2.4 SPF 1650F -1.5E Plating spec : ANSI/TPI - 1995 UPLIFT REACTION(S) 1 0- 2-12 765 5.50" 1.50" BC 2x4 SPF 165OF-1.5E THIS DESIGN IS THE COMPOSITE RESULT OF Support 1 '-124 lb 2 ld- 9- d 765 5.50" 1.50" WEB , 2x4 HF STUD MULTIPLE LOAD CASES. Support 2 -155 lb RG REQUIREMENTS shown are based ONLY PLATE VALUES PER ICBO RESEARCH REPORT #1607. IF HANGERS ARE INDICATED ON THIS DRAWING, HORIZONTAL REACTIONS) n- the truss material' at each bearing--- Loaded for 10 PSF non -concurrent BCLL. : '_'- _ - THEY ARE BASED ON 1.5" HANGER NAILS FORsupport- - --- -1 134 Joint Locations Drainage must be provided to avoid ponding. 1 -PLY AND 3" HANGER NAILS FOR MULTI -PLY support 2 134 lb `^T TC FORCE AXL END CSI End verticals designed for axial loads only. GIRDERS. IF 2.5" GUN NAILS ARE -USED, THE This truss is designed using the 1-2 -1634 0.02 0.36 0.39 Extensions above or below the truss.profile- HANGERS MUST BE RE-EVALUATED (BY OTHERS).. CBC -01 Code. 2-3 -533 0.00 0.34 0.34 (if any) require.additional consideration Bldg Enclosed = Yes, Importance Factor = 1.00 3-4 -457 0.00 0.09 0.09 (by others) for horiz. loads on the bldg. Truss Location = End Zone ' Hurricane/Ocean Line = No , Exp Category. = C BC FORCE AXL BKD CSI cc Bldg Length = 40.00 ft, Bldg Width = 20.00 ft 5-6 1531 0.19 0.24 0.43 Mean roof height = 16.92 ft, mph = 80 6-7 1516 0.19 0.23 0.42 CSC Special Occupancy, Dead Load = 12.6 psf 7-8 134 .0.00 0.14 0.14 WEB FORCE CSI WEB FORCE CSI 2-6 2170.10 4-7 813 0.28 2-7 -1112 0.84 4-8 -748 0.20 3-7 -142 0.04 MAX DEFLECTION (span) ' L/999 MEM 5-6 (LIVE) LC L= -0.04" D=.-0.1011 T= - Joint Locations 6.11.7 5.11_ y.1 1 0- 0- 0 5 0- 0- 0 6-11-7 12-10-8 '15-0-0 2 6-11- 7 6 6-11- 7 3 12-10- 8 7 12-10- 8 13-5-3 4 15- 0- 0 8 15- 0- 0 1 2 3 , 4 3 11 1 paCHITF l ' OGAR(,q cc G 1 INC 3-10-1 CO 3 6 8 3-10-1,01 SHIP OQ 3-4. STATE IN I0.5-12 1.5-3 3-8 2-4 B1 82 W: ^00 • f2:765 k:765 - R:765 R:765 V U:-124 U:-155 16-" 5 6 7 8 J 6-11-7 5-11-1 2-1-8 J 6-11-7 12-10-8 15-0-0 6/2/2006 All plates are 20 gauge Truswal Connectors unless preceded by "MX" for HS 20 gauge or "H" for 16 gauge, positioned per Joint Detail Reports available from Truswal software, unless noted. Scale: 5/16" = 1' WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Job: EJ. WO: pdoo847 ® This design Is for an Individual building component not truss system. It has been based on specifications provided by the component manufacturer Chk' sb and done In accordance with the current versions of TPI and AFPA design standards. No responsibility Is assumed for dimensional accuracy. Dimensions Dsgnr: T R U S S W O R KS are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads Sb Wlized on this design meet or exceed the loading Imposed by the local building code and the particular application. The design assumes that the top chord TC Live . 20.00 psf DurFacs L=1.25 P=1.25 A Company You Can Truss! Is laterally braced by the roof or floor sheathing and the bottom chord Is laterally braced by a rigid sheathing material directly attached, unless otherwise noted. Bracing shown Is for lateral support of components members only to reduce buckling length. This component shall not be Placed in any TC Dead - 14.00 psf Rep Mbr Bnd 1.15 76-110 St. Charles pl. ste-11A environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, Install BC Live o.00 psf o.c.spacing 2-0-0 Palm Desert,CA. 92211 and brace this truss in accordance with the following standards: *Joint and Cutting Detail Reports' available as output from Truswal software, ' Phone (760) 341-2232 .'ANSVTPI 1', WTCA 1'. Wood Truss Council of America Standard Design Responsibilities, 'BUILDING COMPONENT SAFETY INFORMATION'. 143) SUMMARY SHEETS' by WTCA TPI. The D'OnoMo BC Dead 17.00 psf Design Spec CBC -01 Fax # (760) 341-2293 (BCSI and'BCSI and Truss Plate Institute (TPI) Is located at 683 Drive, Madison, Wisconsin 53719. The American Forest and Paper Association (AFPA) Is located at 1111 19th Street, NW, Ste 800, Washington, Dc 20036. TOTAL ' 51.00 psf Seqn T6.5.30 - 34296 13" Job Name: bob smith Truss ID: B08 Qty: 1 Drw : RG X - LOC t¢EACT SIZE REQ'D TC 2x4 SPF 165OF-1.5E Plating spec : ANSI/TPI - 1995 This design based on chord.bracing applied 1 .0- 2-12 . .765 5.50" 1.50" BC 2x4 SPF 165OF-1.SE THIS DESIGN IS THE COMPOSITE RESULT OF per the following schedule: 2. 14= 9- 4 765, 5.50" 1.50" WEB 2x4 HF STUD MULTIPLE LOAD CASES. max o.c. from to ..G REQUIr_V=NTS --hc,..m are b=_sed. ONLY PLATE VALUES PER ICBO RESEARCH REPORT #1607. IF HANGERS ARE INDICATED ON THIS DRAWING, _ TC 24.00" 8- 3- 1 15- 0- 0 n the truss material at each bearing Drainage must be provided to avoid ponding. --` THEY ARE BASED ON 1.5" HANGER NAILS FOR =-= -_UPLIFT- REACTION(S) : __ r- ' Continuous lateral bracing attached to flat 1 -PLY AND 3" HANGER NAILS FOR MULTI -PLY Support 1 -131 lb - Tc FORCE AXL HND CSI TC as indicated. Lumber must be structural GIRDERS. IF 2.5" GUN NAILS ARE USED, THE Support 2 -147 lb 1-2' -1733 0.02 0.34 0.36 grade. Brace 8 24" o.c. unless noted. HANGERS MUST BE RE-EVALUATED (BY OTHERS). This truss is designed using .the 2-3 -1305 0.01 0.25 0.27 End verticals designed for axial loads only. CBC -01 Code. 3-4 --1234'0.04 0.55 0.58 - Extensions above or below the truss profile Bldg Enclosed = Yes, Importance Factor = 1.00 (if any) require additional consideration Truss Location = End Zone . BC FORCE AXL HND CSI (by others) for horiz: loads on the bldg. Hurricane/Ocean Line = No , Exp Category-= C 5-6 1634 0.24 0.23 0.47 Bldg Length = 40.00 ft, Bldg Width = 20.00 ft 6-7 1627 0.200.24 0.44 Mean roof height = 16.67 ft, mph = 80.E 7-8 90 0.00 0.24 0.24 CBC Special Occupancy,. Dead Load 12.6 psf WEB FORCE CSI WEB FORCE CSI 2-6 87 0.04 4-7 1317 0.46 '2671 - 2-7 -403 0.14 4-8 0.14 ' 3-7 97 0.03 3-4-1 3-4 IO.5.12 J 4-114-11 7 3-113 4-11-7 8-10-8 6-16-18 15-0-0 11-5-3 I 1 2 3 4 3.00 5-6-8 E MAX DEFLECTION (span) : L/999 MEM 6-7 (LIVE) LC L= ;0.05" D= -0.08" T= -C. Joint Locations 1 0--o- 0 ' 5 0- 0- 0 2 4-11- 7 6 4-11- 7 3 8-10- 8 7 8-10- 8 4 15- 0- 0 8 15- 0- 0 B1 B2 ' W:508 W:508 v R:765 R:765 00 U:-131 15-0 U:-147. -0 H 4-11-7 3-11-1 6-1-8 4-11-7 8-10-8 15-0-0 JV 6/2/2006 All plates are 20 gauge Truswal Connectors unless preceded by "MX" for HS 20 gauge or "H" for 16 gauge, positioned per Joint Detail Reports available from Truswal software, unless noted. Scale: 5/16" =1' WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Job: EJ. WO: pdo0847 This design Is for an Individual building component not truss'system. It has been based on specifications provided by the component manufacturer Chk: sb and done In accordance with the current versions of TPI and AFPA design standards. No responsibility Is assumed for dimensional accuracy. Dimensions T R U S S W O R KS aro to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads Dsgnr sb utilized on this design meet or exceed the loading Imposed by the local building code and the particular application. The design assumes that the top chord TC Live 20.00 psf DurFacs L-1.25 13=1:25 A Company YCTl Is laterally braced by the roof or floor sheathing and the bottom chord Is laterally braced by a rigid sheathing material directly attached, unless otherwise p youanruss noted. Bracing shown Is for lateral support of components members only to reduce buckling length. This component shall not be placed In any TC Dead 14.00 psf Rep Mbr Bnd 1.15 75-110 St. Charles pl. Ste -11A °nvlronmentthatwill cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, Install BC Live 0.00 psf O.C:Spacing 2- 0- 0 Palm Desert Charles 9pls and brace this truss In accordance with the following standards: 'Joint and Cutting Detail Reports' available as output from Truswal software, Desert, 'ANSVTPI 1', WTCA 1'. Wood Truss Council of America Standard Design Responsibilities, 'BUILDING COMPONENT SAFETY INFORMATION' • BC Dead 17.00 psf " Design•Spec CBC -01 Phone (760) 341-2232 (SCSI "3) and'BCSI SUMMARY SHEETS' by WTCA and TPI. The Truss Plate Institute (TPQ is located at 883 D'Onofrlo Drive, Madison, Fax # (760) 341-2293 Wisconsin 83719. The American Forest and Paper Association (AFPA) Is located at 1111 19th Street,'NW, Ste 800, Washington, De 20036. TOTAL 51.00 psf Seqn T6.5.30 - 34297 13" Job Name: bob smith. Truss ID: B09 Qty: 1 Drw : RG /*x-LOe •0- ieEACT. SIZE REO�D. TC 2x6 SPF 165OF-1.SE Plating spec : ANSI/TPI - 1995 This design based on chord bracing applied 1 2.-12 765 5.50" 1.50" BC 2x4 SPF 1650F-1.SE THIS DESIGN IS THE COMPOSITE RESULT OF per the following schedule: 2 14- 9- d 765 5.5011 . 1.50^ WEB 2x4 HF STUD MULTIPLE LOAD CASES. max O.C. from to RG REQUIREMENTS shown are based ONLY PLATE. VALUES PER ICBO RESEARCH REPORT #1607. IF HANGERS ARE INDICATED ON THIS DRAWING, TC 24.00" 9- 5- 3 15= 0- 0 n the truss material at each bearingDrainage must be provided to avoid -- --g. - 4 P ponding. --" NAI -' THEY ARE BASED ON 1. 5"`HANGER NAILS FOR -_- -- __ _ _- - - L�LIFT REACTIO:: (S) _ - --_-- - - - -- - _ Desert, DesertCA. 92211 and brace this truss In accordance with the following standards: 'Joint and Cutting Detail Reports' available as output from Truswal software, 'ANSUTPI • Continuous lateral bracing attached to flat 1 -PLY AND 3" HANGER NAILS FOR MULTI -PLY Support 1 -130 lb - TC FORCE AXL END CSI TC as.indicated. Lumber must be structural GIRDERS. IF 2.5" GUN NAILS ARE USED, THE Support 2 -145 lb ' 1-2 -1733 0.02 0.34 0.36 grade. Brace @ 24" o.c. unless noted. HANGERS -MUST BE RE-EVALUATED (BY OTHERS). This truss is designed using the 2-3 -1305 0.01 0.25 0.27 End verticals designed for axial loads only. CBC -01 Code. 3-4 1-1234 0:04 0.550.58 - Extensions above or below the truss profile Bldg Enclosed - Yes, Importance Factor = 1.00 (if any) require -additional consideration Truss Location = End,Zone BC FORCE AXL END CSI (by others) for horiz. loads on the bldg. Hurricane/Ocean Line = No , Exp Category = C 5-6 1634 0.24 0.23 0.47 Bldg Length = 40.00 ft, Bldg Width = 20.00 ft 6-7. 1627 0.20 0.24 0.44 Mean roof height = 16.42 ft, mph = 80 7-8 90 0.00 0.24 0.24 CBC Special Occupancy, Dead Load = 12.6 psf WEB FORCE CSI WEB FORCE CSI 2-6 87 0.04 4-7 1317 0.46 2-7 -403 0.14 4-8 • -671 0.14 3-7 ' 96 0.03 4-11-7 3-11-1 4-11-7 8-10-8 9-5-3 I1 2 3 3.0 6-1-8 15-0-0 4 . 5-6-8 T T 26-8 2-10-1 1 IS HIP B2 W:508 R:765 U:-145 B1 W:508, R:765 U:-130 15-0-0 5 6 7 8� 4-11-7 3-113-11 1 6-1-8 4-11-7 8-10-8 15-M MAX DEFLECTION (span) : L/999 MEM 6-7 (LIVE) LC L= -0.051' D= -0.08" T= Joint Locations 1 0- 0- 0 5 0- 0- 0 2 4-11- 7 6 4-11- 7 3 8-10- 8 -7 8-10- 8 4 15- 0- 0 8 15- 0- 0: 6/2/2006. All plates are 20 gauge Truswal Connectors unless preceded by "MX" for HS 20 gauge or "H" for 16 gauge, positioned per Joint Detail Reports available from Truswal software, unless noted. Scale: 5/16" - 1' WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Job: XJ. WO: pd00847 This design Is for an Individual building component not truss system. It has been based on specifications provided by the component manufacturer Chk' sb and done In accordance with the current versions of TPI and AFPA design standards. No responsibility Is assumed for dimensional accuracy. Dimensions Dsgnr: sb T R U S S W O R KS are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads Wlized on this design meet or exceed the loading Imposed by the local building code and the particular application. The design assumes that the top chord TC Live 20.00 psf DurFacs L=1.25 P=1.25 A Company You Can Trussl Is laterally braced by the roof or floor sheathing and the bottom chord Is laterally braced by.a rigid sheathing material directly attached, unless otherwise noted. Bracing shown Is for lateral support of components members only to reduce buckling length. This component shall not be placed In any TC Dead 14.00 psf Rep Mbr Bnd 1.15 75-110 St. Charles pl. ste-11 A environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, Install BC Live 0.00 psf O.C.Spacing 2-0-0 Desert, DesertCA. 92211 and brace this truss In accordance with the following standards: 'Joint and Cutting Detail Reports' available as output from Truswal software, 'ANSUTPI .Palm. Phone (760) 341-2232 1','WTCA t' -Wood Truss Council of America Standard Design Responsibilities, 'BUILDING COMPONENT SAFETY INFORMATION'. "3) SUMMARY SHEETS' by BC Dead 17.00 psf Design Spec CBC -01 Fax # (760) 341-2293' (SCSI and'BCSI WTCA and TPI. The Truss Plate Institute (TPI) Is located at 683 D'Onofrlo Drive, Madison, Wisconsin 63719. The American Forest and Paper Association (AFPA) Is located at 1111 19th Street, NW, Ste 800, Washington, DC 20036. TOTAL - 51.00 psf Segn T6.5.30 - 34298 t 13" Job Name: bob smith Truss ID: C01 Qty:. 2 Drw : RG I X-LOC"'REACT SIZE REQ'D TC 2x4 SPF 165OF-1.SE Plating Spec : ANSI/TPI - 1995 UPLIFT REACTION(S)' 1' 0- 2-12 2800 5.50" 2.01" BC .' 2x4 SPF 210OF-1.8E THIS DESIGN IS THE COMPOSITE RESULT OF Support 1 -483 lb 2 18- 1- 4 2800 5.50" 2.01" WEB -2x4 HF STUD MULTIPLE LOAD CASES. Support 2 -483 lb RG REQUIREMENTS Shown are based ONLY .PLATE VALUES PER ICBO RESEARCH REPORT #1607. IF HANGERS ARE INDICATED ON THIS DRAWING, This truss is designed using the - n the truss material bearing.-+ + +'+-+ + ++ + + +-+ r t t ---.ac.. ARE u.wz✓ 0:7 1.$" HANGER *:AILS FOR , _ C__ =r.. - ----------- ----- --_ _ Scale: 1/4" = V - • Nail pattern shown is for PLF loads only. 1 -PLY AND 3" HANGER NAILS FOR MULTI -PLY _ Bldg Enclosed = Yes, Importance Factor _ 1.00 TC FORCE Ala. END CSI Concentrated loads MUST be distributed to GIRDERS. IF 2.5" GUN NAILS ARE USED, THE Truss Location = End Zone 1-2 -8011 0.17 0.17 0.34 each ply equally. On multi -ply with hangers, HANGERS MUST -BE RE-EVALUATED (BY OTHERS). Hurricane/Ocean Line = No , Exp Category = C 2-3 -7590 0.16.0.18 0.34 use 3" nails min. into the carrying member. Permanent bracing is required (by others) to Bldg Length = 40.00 ft, Bldg Width = 20.00 ft , 3-4 "-7590 0.16 0.18 0.34 For more than 2 ply, use additional fasten- prevent rotation/toppling. See BCSI.1-03 Mean roof height = 16.33 ft, mph = 80 4-5 -8011-.0.17 0.17 0.34 ers as indicated from the back plys, or use and ANSI/TPI 1. CBC Special Occupancy, Dead Load = 12.6 psf any other approved detail (by others). 2 -PLY! Nail w/10d BOX, staggered (per NDS) ----------LOAD CASE #1 DESIGN LOADS --------------- BC FORCE AXL END CSI IF 2.5" GUN NAILS ARE USED., ANY NAIL CLUSTER in: TC- 2 BC- 2 WEBS- 2 **PER FOOT!** Dir L.Plf L.Loc R.Plf, R.Loc LL/T, 6-7 7733 0.37 0.55 0.92 AMOUNTS SHOWN MUST BE INSTALLED FROM THE TC Vert 68.00 0- 0- 0 68.00 18- 4- 0 0.5 7-8 773 0.37 0.55 0.92 3 FRONT AND BACK FACE EQUALLY (TOTAL NAILS = •BC Vert 134.00 0- 0- 0. 134.00 18- 4- 0 0.2 DOUBLE THE AMOUNT SHOWN). ..Type... N lbs X.Loc .LL/TL . WEB FORCE CSI WEB FORCE 'CSI ++++++++++++++++++++++ TC Vert 1896.0 9- 2- 0- 0.39 2-7 •-410 0.04 4-7 -410 0.04 3-7 1384 0.24 - - - Y MAX DEFLECTION (span) L/999 MEM 6-7 (LIVE) LC L= -0.16" D= -0.30" T= - 46" Joint Locations "-3 4-1 4-113 5-0-3 0- 0- 0 5 5-0-3 9-2-0 13-3-13 18-4-0 ' 2 5- 0- 3 9-2-0 I 9-2-0 0- 0- 0 2-PLYS 2 3 4 5 ' REQUIRED3' .00 1896# -3.60 13- 3-13 8 18- 4- 0 T. 1.5-3 1.5-3 2-8-0 Scale: 1/4" = V . WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. 3-8 3-I 1 IO -4-8 This design Is for an Individual building component not truss system. It has been based on specifications provided by the component manufacturer 3-8 Chk' sb B1 T R U S SWO R and done In accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions aro to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads W:508 ' 11:2800 uflllzed on this design meet or exceed the loading Imposed by the local building code and the particular application. The design assumes that the top chord Is laterally braced by the roof or floor sheathing and the bottom chord Is laterally braced by a rlgid sheathing material directly attached, unless otherwise noted. Bracing shown Is for lateral support of components members only to reduce buckling length. This component shall not be placed in any •U:-483 DurFacs L=1.25 P=1.25 Rep Mbr Bnd 1.00 46" Joint Locations 1 0- 0- 0 5 18- 4- 0 2 5- 0- 3 6 0- 0- 0 3 9- 2- 0 7 9- 2- 0 4 13- 3-13 8 18- 4- 0 46" T 2-8-0 I I0-4-8 SHIP T B2 W:508 99-2- 9-2-0 R:2800 U:-483 9-2-0 18-4-0 46" 18-4-0- 6 7 8 99-2- 9-2-0 9-2-0 18-4-0 - 6/2/2006. All plates are 20 gauge Truswal Connectors unless preceded by "MX" for HS 20 gauge or "H" for 16 gauge, positioned per Joint Detail Reports available from Truswal software, unless noted. Scale: 1/4" = V ® WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Job: XJ. Wo: pdOO847 This design Is for an Individual building component not truss system. It has been based on specifications provided by the component manufacturer Chk' sb T R U S SWO R and done In accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions aro to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads Dsgnr: sb - KS A Company You Can Trussl uflllzed on this design meet or exceed the loading Imposed by the local building code and the particular application. The design assumes that the top chord Is laterally braced by the roof or floor sheathing and the bottom chord Is laterally braced by a rlgid sheathing material directly attached, unless otherwise noted. Bracing shown Is for lateral support of components members only to reduce buckling length. This component shall not be placed in any TC Live 20.00 psf TC Dead 14.00 psf DurFacs L=1.25 P=1.25 Rep Mbr Bnd 1.00 75-110 St. Charles pl. ste-11A Palm desert CA. 92211 i r Phone (760) 341-2232 Fax # (760) 341-2293 environment that will cause the- moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, Install and brace this trues In accordance with the following standards:'Joint and Cutting Detail Reports' available as output from Truswal software, 'ANSVTPI 1', WrCA 1' - Wood Truss Council of America Standard Design Res ponslbilitles,'BUILDINO COMPONENT SAFETY INFORMATION'- (BCSI 1-03) and'BCSI SUMMARY SHEETS' by WTCA and TPI. The Truss Plate institute (TPI) Is located at 581 D'Onofrio Drive, Madison, Wisconsin 63719. The American Forest and Paper Association (AFPA) is located at 1111 19th Street, NW, Ste 800, Washington, Dc 20036. f BC Live 0.00 psf BC Dead 17.00 psf TOTAL 51.00 psf O.C.Spaeing 2- 0- 0 Design Spec CBC -01 } - Sdgn T6.5.30 - 34299 46" T !a Job Name: -bob smith Truss. ID: CO2 Qty: 4 Drw :. RG ` X -LOC -4tEACT SIZE REQ'D TC - 2x6 SPF 165OF-1.5E Plating Spec : ANSI/TPI - 1995 UPLIFT REACTION(S).: 1 0- 2-12 935 5.50•• ^ 1.50'• BC 2x4 SPF 165OF-1.5E THIS DESIGN IS THE COMPOSITE RESULT OF Support 1 -161 lb ' 2 18- 1- 4 .935 5.50 1.50^ WEB 2x4 HF STUD MULTIPLE LOAD CASES. Support 2 -161'1b - RG.REQUIREMENTS Shown are based ONLY PLATE VALUES PER ICBG RESEARCH REPORT (11607. IF HANGERS ARE INDICATED ON THIS DRAWING, - This truss is designed using the n the truss material at each bearing' g " - -- - '-^--''` - `-"- '=-ice= - ' - . •'-'r•. T- THEY- ARE BH.SED N 1 .5 HeuvGaR iwiL$ 2vR : +-" "T "'.CB 1 - - - - 1 -PLY AND 3" HANGER NAILS FOR MULTIPLY Bldg Enclosed = Yea, Importance Factor = 1.00' TC 'FORCE AXL BND CSI GIRDERS'. IF 2.5" GUN NAILS ARE USED, THE Truss Location = End Zone 1-2 -2470 0.06 0.160.22 - HANGERS MUST BE RE-EVALUATED (BY OTHERS). Hurricane/Ocean Line = No , Exp Category = C 2-3 -1931 0.04 0.17 0.20 B2 Bldg Length 40.00 ft, Bldg. Width = 20.00 ft 3-4 "-1931 0.04 0.17 0.20 W:508 Mean roof height.= 16:33 ft, mph = 80 .4-5 -2470 0.06 0.16 0.22 _ - CBC Special Occupancy, Dead Load = 12.6 psf BC FORCE AXL BND CSI 6-7 2366 0.29 0.50.0:79 ., .• 7-8 2366 0.29 0.50 0.79 18-4-0 _• , ' WEB FORCE CSI .WEB FORCE CSI r 2-7 -547 0.23 4-7 -547 0.23 '• - 3-7 600 0.27 . 7 '- - MAX DEFLECTION (span) - - L/999 MEM 6-7 (LIVE) LC L= -0.07" D= -0.23" T__ -C. Joint Locations 1 0- 0- 0 5 18- 4- 0 2 5- 0- 3 6 0- 0- 0 3 9- 2- 0 7 9- 2- 0 5-0-3 4-1-13 4-1-13 5-0-3 .4' 13-3-13 8 18- 4- 0 5-0-3 9-2-0 13-3-13 18.4-0 CN TF 1 9-2-0 2 l3 94 -0 5 i (LQ` O P / /' " C_. c:i O # 30" 3.00. -3.00 v 4-4ff LU T1.5-3 1.5-3 2-8-0 2-8-0 d4 OQ 4-44 4 SHIP 'AtTE GP 3-8 B7 B2 W:508 W:508 _ - R:935 R:935 U:-161 U:-161 • 18-4-0 (i i 6 7 99-2-0 9.2-0 94-0 18-4-0' . 7 ' x 6/2/2006 All plates are 20 gauge Truswal Connectors unless preceded by'•MX" for HS 20 gauge or "H" for 16 gauge, positioned per Joint Detail Reports available from Truswal software, unless noted. Scale: 1/4" = V WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Job: EJ. Wo: pd00847 This design Is for an Individual building component not truss system. It has been based on specifications provided by the component manufacturer Chk• sb .. and done In accordance with the current versions of TPI and AFPA design standards. No responsibility Is assumed for dimensional accuracy. Dimensions DB nr.sb g r TRUSSWORKS aro to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads utilized on this design meet or exceed the loading Imposed by the local building code and the particular application. The design assumes that the top chord TC Live 20.00 psf DurFacs L=1.25 P=1.25 A Company You Can Trussl is laterally braced by the roof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise - noted. Bracing shown Is for lateral support of components members only to reduce buckling length. This component shall not be placed In any - TC Dead 14.00 psf Rep Mbr Bnd 1.15 75-110 St. Charles pl. ste-11A Charless environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, Install 'Joint BC Live 0.00 psf O.C.Spacing 2- 0- 0 ' 9pl. Desert, Palm Desert and brace this truas In accordance with the following standards: and Cutting Detail Reports' available as output from Truawal software, -ANSVTPI 1', WTCA 1'•- Wood Truss Council of America Standard Design Responslbllities,'SUILDINO COMPONENT SAFETY INFORMATION'. BC Dead 17.00 psf Design Spec CBC -01 Phone (760) 341-2232 (BCS I 1-03) and'BCSI SUMMARY SHEETS' by WrCA and TPI. The Truss Plate Institute (TPI) Is located at 683 D'Onofrio Drive, Madison, Fax # (760) 341-2293 Wisconsin 63719. The American Forest and Paper Association (AFPA) Is located at 1111 19th Street, NW, Ste 800, Washington, DC 20036. TOTAL 51.00 psf Segn T6.5.30 - 34300 30" Job Name: bob smith Truss ID: CO3 My: 2 Drw : RGA �' X-LOC:'.42EACT SIZE REQ'D TC 2x4 SPF 1650F -1.5E Plating spec : ANSI/TPI - 1995 This design based on chord bracing applied 1 6- 2-12 1867 5.5011 1.5011 BC 2x4 SPF 1650F -1.5E THIS DESIGN IS THE COMPOSITE RESULT OF per the following schedule: 2 18- 1- d 1867 5.50" 1.5011 WEB 2x4 HF STUD MULTIPLE LOAD CASES. max o'. c. from to IRG REQUIREMENTS shown are based ONLY PLATE VALUES PER ICBO RESEARCH REPORT #1607. IF HANGERS ARE INDICATED ON THIS DRAWING, TC 24.00" 7 11-11 10- 4- 0 n the'.truss material at each bearing- + + + + + + +.+ + + . + + + f +-+ +-... + + -. THEY ARE BASED' ON 1.5" HAI;GER i7AiLS FOR =- _ _-UPLIFT R=TIO:T(S) - --- _ .- --__-. -- - -. 75-110 St: Charles pl. ste-11A environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, Install BC Live 0.00 psf Nail pattern shown is for PLF loads only. 1 -PLY AND 311 HANGER NAILS FOR MULTI -PLY _ Support 1 -320 lb TC FORCE AXL BND CSI Concentrated loads MUST be distributed to GIRDERS. IF 2.511 GUN NAILS ARE USED, THE Support 2 -320 lb 1-2 -5276 0.06 0.22 0.28 each ply equally. On multi -ply with hangers, HANGERS MUST BE RE-EVALUATED (BY OTHERS). This trues is designed using the 2-3 -5238 0.08 0.61 0.69 use 311 nails min. into the carrying member. Drainage must be provided to avoid ponding. CBC -01 Code. 3-4 "-5285 0.06 0.23 0.29 For more than 2 ply, use additional fasten- Permanent bracing is required (by others) to Bldg Enclosed = Yes, Importance Factor = 1.00 ere as indicated from the back plys, or use prevent rotation/toppling. See BCSI 1-03 Truss Location = End Zone BC FORCE AXL BND CSI any other approved detail (by others). and ANSI/TPI 1. Hurricane/Ocean Line = No Exp Category = C 5-6 5076 0.38 0.27 0.65 IF 2.511 GUN NAILS ARE USED, ANY NAIL CLUSTER Continuous lateral bracing attached to flat Bldg Length = 40.00 ft, Bldg Width = 20.00 ft 6-7 5176 0,34 0.25 0.58 AMOUNTS SHOWN MUST BE INSTALLED FROM THE TC as indicated. Lumber must be structural Mean roof height =.- 16.18 ft, mph 80 7-8 5088 0.38 0.28 0.66 FRONT AND BACK FACE EQUALLY (TOTAL NAILS = grade. Brace @ 24i1 o.c. unless noted. CBC Special Occupancy, Dead Load = 12.6 psf DOUBLE THE AMOUNT SHOWN).. 2 -PLY! Nail w/10d BOX, staggered (per NDS) - ----------LOAD CASE #1 DESIGN LOADS --------------- WEB FORCE CSI WEB FORCE CSI + + + + + + + ... + + + + + + + + + + + + + in: - TC- 2 BC- 2 WEBS- 2 **PER FOOT!**, Dir L.Plf L.Loc R.Plf R.Loc LL/T 2-6 409 0.10 3-7 435 0.10 TC Vert 68.00 0- 0- 0 68.00 8- 0- 0 0.5 2-7 -71 0.01 - TC Vert 165.04 8- 0- 0 165.04 10- d= 0 0.5 TC Vert 68.00 10- 4- 0 68.00 18- 4- 0 0.5 BC Vert 82.52 .0- 0- 0 82.52 18- 4- 0 0.0 • ..Type.... lbs X. Loc LL/TL TC Vert 220.0 8- 0- 0 1.00 TC Vert 154.0 8- 0- 0 0.00 TC Vert 220.0 10- d- 0 1.00 TC Vert 154.0 10- d- 0 0.00 v MAX DEFLECTION (span) L/999 MEM 6-7 (LIVE) LC 7-5-0 , 3-63-6-0 77-" L= -0.1111 D= -0.1611 T-- =7-5-0 7-" 10-11-0 18-4-0 Joint Locations 7-11-11 7-11-11 - 1 0- 0- 0 5 0- 0- '0 1 I 2 3 4 2-PLYS 3 10-11- 0 7 10-i1- o 4 18r 4- 0 8 18- 4- 0 REQUIREDF3.00 374# 2 - 3� ' T zl7 4-4 I0-4-8 B1 W:508 R:1867 U:-320 18.4-0 5 6 7 8 7-3-� 3-7-12 7-3.4 10-11-0 7.5_-0 18-4-0 T 2-4-7 SHIP To -4-8 1 B2 W:508 R:1867 U:-320 O .10 G 200 J�� 0 6/2/2006 All plates are 20 gauge Truswal Connectors unless preceded by "Mx" for HS 20 gauge or "H" for 16 gauge, positioned per Joint Detail Reports available from Truswal software, unless noted. Scale: 1/4" = 1' ® WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Job: EJ. WO: pd00847 This design Is for an Individual building component not truss system. It has been based on specifications provided by the component manufacturer Chk' sb and done In accordance with the current versions of TPI and AFPA design standards. No responsibility Is assumed for dimensional accuracy. Dimensions Dsgnr: are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads sb TR U S SWO RKS utilized on this design meet or exceed the loading Imposed by the local building code and the particular application. The design assumes that the top chord TC Live 20.00 psf DurFaes L=1.25 P=1.25 A Company You Can Trussl Is laterally braced by the roof or floor sheathing and the bottom chord Is laterally braced by a rigid sheathing material directly attached, unless otherwise ` noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed In any TC Dead 14.00 psf Rep Mbr Bnd 1.00 75-110 St: Charles pl. ste-11A environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, Install BC Live 0.00 psf o.c.spacing 2-0-0 PalmDesertCA92211 � Desert, . and brace this truss In accordance with the following standards: 'Joint and Culling Detail Reports' available as output from Truswal software, 'ANSINPI 1','WTCA 1' - Wood Truss Council of America Standard Design Responsibilities,'BUILDINO COMPONENT SAFETY INFORMATION' - BC Dead 17.00 psf Design Spec CBC -01 Phone (760) 341-2232 (Bcsl 1.03) and'BCSI SUMMARY SHEETS' by WTCA and TPI. The Truss Plate Institute (TPI) Is located at 683 D'Ohofrlo Drive, Madison, Fax # (760) 341-2293 Wisconsin 63719. The American Forest and Paper Association (AFPA) Is located at 1111 19th Street, NW, Ste 800, Washington, De 20036. TOTAL 51.00 psf Seqn T6.5.30 - 34301 711 Job Name: bob smith Truss ID: C04 Qty: 2 Drwg: Eng. Job: EJ. RG n` X-LOC•"'iiACT SIZE ,REQ'D TC 2x4 SPF. 1650F -1.5E Plating Spec : ANSI/TPI - 1995 UPLIFT REACTIONS) 1 0- 2-12 1896 5.50^ 1.50" BC '2x4 SPF 1650F -1.5E THIS DESIGN IS THE COMPOSITE RESULT OF Support 1 -366 lb sb 2 8-10- 4 1896 5.50" 1.50" WEB. 2x4 HF STUD MULTIPLE LOAD CASES. Support 2 -366 lb A Company You Can Trussl • r .0 P, JIMEMRTS show.na a based ONLY Lumber hallbl uer Ser aowaes are per NDS. _. -- IF HANGERS ARE INDICATED ON THIS DRAWING, This truss is designed using the noted. Bracing shown Is for lateral support of components members only to reduce buckling length. This component shall not be placed In any n the truss material at each bearing PLATE VALUES PER ICBO RESEARCH REPORT_- #1607.s -- THEY ARE BASED ON 1.5" HANGER .HAILS -F0R-= CBC -vi Code. =-- _ - Palm Palm Desert, CA. 92211 and brace this truss In accordance with the following standards: 'Joint and Cut Detail Reports' available as outp W from Truswal software.r 'ANSVTPI Permanent bracing is required (by others) to 1 -PLY AND 3" HANGER NAILS FOR MULTI -PLY Bldg Enclosed = Yes, Importance Factor =1.00 TC FORCE AXL BND CSI prevent rotation/toppling. See SCSI 1-03 GIRDERS. IF 2.5" GUN NAILS ARE USED, THE Truss Location = End Zone Seqn T6.5.30 - 34302 1-2 -3461 0.03 0.17 0.20 and ANSI/TPI 1. HANGERS MUST BE RE-EVALUATED (BY OTHERS). Hurricane/Ocean Line ='No , Exp Category = C 2-3 -35 0.00 0.09 0.09 2 -PLY! Nail w/10d BOX, staggered (per NDS) End verticals designed for axial loads only. Bldg Length = 40.00 ft, Bldg Width = 20.00 ft in: TC- 2 BC- 3 WEBS- 2 **PER FOOT!** Extensions above or below the truss profile Mean roof height = 16.18 ft, mph = 80 Bc FORCE • AXL BND CSI (if any) require additional consideration \CBC Special Occupancy, Dead Load = 12.6 psf 4-5 3331 0.25 0.53 0.77 (b others) for horiz. loads on the bldg. dg.. ----------LOAD CASE #1 DESIGN LOADS --------------' 5-6 3161 0.24 0.53 0.76 Dir L.Plf L.Loc R.Plf R.Loc LL/' TC Vert 68.00 0- 0- 0 68.00 9- 1- 0 0.! :wEB FORCE csi WEB eoxce csi BC vert 349.56 0- 0- 0 349.56 9- 1- 0 0.: 2-5 1645 0.28 .• 3-6 -129 0.01 .w 2-6 -3358 0.35 - J IP 44-10 - .4-2- 4-10-12 9-1-0 1 2 3 'F2.97 1.5.3 B1 B2 W:608 W:508 11:1896 R:1896 U:-366 I 9-1-0 U:-366 4-1012 4-2-4 MAX DEFLECTION (span) L/999 MEM 4-5 (LIVE) LC L= -0.04" D= -0.06" T= - Joint Locations 1 0- 0- 0 4 0- 0- 0 2 4-10712 5 ' 4-10-12 3 9- 1- 0 6 9- 1- 0 cr- .. • STerf- nc GPa 4-10-12 9-1-0 6c c z / 2/2006 All plates are 20 gauge Truswal Connectors unless preceded by "Mx" for HS 20 gauge or "H" for 16 gauge, positioned per Joint Detail Reports available from Truswal software, unless noted. Scale: 1/2" = 1' WARNING Read. all notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Job: EJ. WO: pd00847 This design Is for an Individual building component not truss system. It has been based on specifleatlons provided by the component manufacturer Chk: sb and done In accordance with the current versions of TPI and AFPA design standards. No responsibility Is assumed for dimensional accuracy. Dimensions Dsgnr: TRUSSWORKS aro to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads sb u811red on this design meet or exceed the loading Imposed by the local building code and the particular application. The design assumes that the top chord TC Live 20.00 psf DurFacs L=1.25 P=1.25 A Company You Can Trussl Is laterally, braced by the roof or floor sheathing and the bottom chord Is laterally braced by a rigid sheathing material directly attached, unless otherwise noted. Bracing shown Is for lateral support of components members only to reduce buckling length. This component shall not be placed In any TC Dead 14.00 psf Rep Mbr Bnd 1.00 . Charles pl: Ste -11A environment environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, Install BC Live 0.00 psf O.C.Spacing 2-0-0 Palm Palm Desert, CA. 92211 and brace this truss In accordance with the following standards: 'Joint and Cut Detail Reports' available as outp W from Truswal software.r 'ANSVTPI Phone (760) 341-2232 1', WTCA 1' - Wood Truss Council of America Standard Design Responsibilitles,'BUILDINO COMPONENT SAFETY INFORMATION'.' 1.03) SUMMARY SHEETS' by BC Dead 17:00 psf Design Spec CBC -01 Fax # (760) 341-2293 (BCSI and'BC91 WTCA and TPI. The Truss Plate Institute (TPI) is located at 683 O'Onofrlo Drive, Madison, Wisconsin 63719. The American Forest and Paper Association (AFPA) Is located it 111t 19th Street, NW, Ste 800, Washington, Dc 20036. TOTAL • 51.00 psf Seqn T6.5.30 - 34302 LO" Job Name: bob smith WARNING. Read, all notes on this sheet and give a-copyof it to the Erecting Contractor. Truss ID: D01 Qty: 3 Drw : RG, ' X-LOC"'REACT SIZE REQ'D TC 2x4 SPF 1650F71.5E Plating Spec : ANSI/TPI - 1995 UPLIFT REACTION(S) 1 1- 4- 4 731 5.50" 1.50^ BC 2x4 SPF 165OF-1.5E THIS DESIGN IS THE COMPOSITE RESULT OF Support 1 -133 lb 2 15- 2-12 731 5.50" 1.50" WEB 2x4 HF STUD MULTIPLE LOAD CASES. Support 2 -133 lb o.- oo„n,nc._13nho •m-are.based ONLY.. WEDGE _. 2x4 SPF 165OF-1.5E --IF HANGERS ARE INDICATED ON THIS DRAWING, This trues is designed using the n the truss material at each bearing PLATE VALUES PER ICBO RESEARCH REPORT #1607. - THEY ARE BASED ON 1.b`° HMGER.NAILSSFO '-_-^- _ FOR - - CBC -01 Codes:-- - Heel plates analyzed for eccentricity. 1 -PLY .AND 3" HANGER NAILS FOR MULTI -PLY Bldg Enclosed= Yes, Importance Factor =1.00 TC FORCE AXL BND CSI - Fax # (760) 341-2293 (SCSI and'BCSI by WTCA and TPI. The Truss Plate Institute (TPI) Is located at 687 D'Onafrio Drive, Madison, Wisconsin 63719. The American Forest and Paper Association (AFPA) Is located at 1111 19th Street, NW, Ste 800, Washington, OC 20036. GIRDERS. IF 2.5" GUN NAILS ARE USED,. THE Truss Location = End Zone 1-2 -1776 0.03 0.43 0.46 - - HANGERS MUST BE RE-EVALUATED (BY OTHERS). Hurricane/Ocean Line = No , Exp Category = C 2-3 -2374 0.06 0.37 0.43 Bldg Length = 40.00 ft, Bldg Width = 20.00 ft 3-4 '-2385 0.05 0.15 0.20 Mean roof height = 16.42 -ft, mph = 80 4-5 -1642.0.02 0.07 0.09 CBC Special Occupancy, Dead Load = 12.6 psf BC FORCE AXL HND CSI 6-7 1659 0.25 0.50 0.74 ' 7-8' 1798 0.27 0.38 0.64 8-9 1805 0.27 0.10 0.37 9-10 10 0.00 0.04 0.04 WEB FORCE CSI. WEB FORCE CSI 2-7 -202 0.04 4-9 -444 0.08 2-8 5330. 18 5-9 1587 0.55 - 3-8 803 0.28 5-10 -682 0.12 4-8 519 0.18 MAX DEFLECTION (span) : L/999 MEM 7-8 (LIVE) LC L= -0.14" D= =0.24" T= Joint Locations 1 0- 0- 0 6 0- 0- 0 2 3- 3- 0 7 3- 3- 0 3 7- 7- 8 8 7- 7- 8 3-3-0 4-4-8 4-4-8 2.4-0 4 12- 0- 0 9 12- 0- 0 3-3-0 7-7-8 12-" 14-4-0 5 14- 4- 0 10 14- 4- 0 7-7-8 ' 6-8-8 ; \ 1 2 3 4 5. 300 3 p,RCHIT T 4-4 ' ,`c(Q` O , GAR(,r T3-4 3-4 Ti 2-7-12 7 8 3-0 2-7-12 11 6-0 8-14 - 1 2-5 0-9-13 1 Lo -1.5-3 1 4-6 ISHIP 2-4 10.4-1 B1 B2 2-4 - uOT TE F G W:508W:508 R:731 2.00 2.00. R:731 ' G U:-133 0-" 1 U:-133. '0 oOV I 7-2-0 14-4-0 6-3-0 ; 1-1-8 6 7 - 8 9 10 O 3-3-0 4-4-8 4-4-8 2-4-0 2-0-8 STUB 3-3-0 7-7-8 12-" 14-4-0 STUB v 6/2/2006, All plates are 20 gauge Truswal Connectors unless preceded by "Mx" for HS 20 gauge or "H" for 16 gauge, positioned per Joint Detail. Reports available from Truswal software, unless noted: Scale: 5/16" = 1' WARNING. Read, all notes on this sheet and give a-copyof it to the Erecting Contractor. Eng. Job: EJ. WO: pd0o847 ® This design Is for an Individual building component not truss system. It has been based on speclflcations provided by the component manufacturer Chk- sb and done In accordance with the current versions of TPI and AFPA design standards. No responsibility Is assumed for dimensional accuracy: Dimensions T R S S O R KS aro to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads Dsgnr: sb U W utilized on this design meet or exceed the loading Imposed by the local building code and the particular application. The design assumes that the top chord TC Live 20.00 psf DurFaes L=1.25 P=1.25 A Company You Can Trussl Is laterally braced by the roof or floor sheathing and the bottom chord Is laterally braced by a rigid sheathing material directly attached, unless otherwise • noted. gracing shown Is for lateral support of components members only to reduce buckling length. This component shall not be placed In any TC Dead 14.00 psf Rep Mbr Bnd 1.15 76-110 St. Charles pl. ste-11 A environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, Instal BC Live 0.00 psf O.C.Spacing 2-0-0 ' Palm DesertCA. 92211 Desert, and brace this truss.ln accordance with the following Standards: 'Joint and Cutting Detail Reports' available as output from Truswal software, 'ANSVTPI e' Phone (760) 341-2232 1', WTCA 1' - Wood Truss Council of America Standard Design Responslbilitles,'BUILDINO COMPONENT SAFETY INFORMATION' - 1.03) SUMMARY SHEETS' BC Dead 17.00 psf Design Spec CBC -01 ' Fax # (760) 341-2293 (SCSI and'BCSI by WTCA and TPI. The Truss Plate Institute (TPI) Is located at 687 D'Onafrio Drive, Madison, Wisconsin 63719. The American Forest and Paper Association (AFPA) Is located at 1111 19th Street, NW, Ste 800, Washington, OC 20036. TOTAL 51.00 pSf Seqn T6.5.30 - 34303 38" Smith Residence Remodel June 22; 2006 . Shively'Construction Proposal No. 0621 Page 2 Existing soils can be replaced as compacted fill-. Fill should be placed in 12 -inch -loose lifts, moisture conditioned to, near optimum moisture content and compacted to at least' 90% relative compaction A SCS&T representative. should observeconditions exposed by excavation. If unsuitable soils' are encountered, the excavation may have to be deepened. Subgrade compaction and fill . placement and compaction should be observed and tested by a SCS&T representative. We. trust that this letter contains the information you need 'at this time. If 'you. have any questions,'please call me at 760-775-5083'. Respectfully submitted,.' SOUTHERN CALIFORNIA SOIL AND TESTING, INC. 'Ames J. Sto e, RGE 8058 Principal Geotechnical Engineer `JJS:Ia (2j Addressee. . y p r, I SOIL,3 TESTING, INC. San Diego Office Indio Office z O P H O N. E P.O. Box 600627 P H O N E 83-740 Citrus Avenue ' (619)'280-4321 (760)775-5983 San Diego, CA 92160-0627 Suite G k?. TOLL FREE 0 Street Riverdale Stt = TOLL FRE E (877)215 4321 (877)215-4321 San -Diego, CA 92'120 Indio, CA 92201-3438 _ - F A X .FAX Ci (619) 280-4717 www.scst.com (760)775-8362 www.scst.com N June 22, 200 Project No. 0621025 ' Jeff Shively Construction, Inc. Mr. Jeff Shively, President P. O. Box 1096 La Quinta, California, 92247 Subject:. EARTHWORK RECOMMENDATIONS SMITH RESIDENCE REMODEL 51425 MADISON'STREET LA QUINTA, CALIFORNIA. Dear Mr. Shively: Following our discussions with you. and a .review'of site conditions, this letter summarizes recommendations associated with the earthwork to be performed for remodeling and expanding the residence at 51425 Madison Street in'.La Quinta,. California. Southern 'California Soil & Testing, .Inc. previously observed and tested earthwork for original construction. Results are = presented in a. report dated January 5,, 1982 (SCS&T-19309). Soils adjacent to the existing residence consist of fine silty sands placed as fill during the original earthwork observed "and,tested by SCS&T: The upper portion has been disturbed by recent demolition activities and by previous landscaping and other site improvements. In areas. where 'new slab -on -grade floors -or foundations, and where new fill' will be placed, ..we recommend that the upper: 12 to 18 inches of existing soil be excavated and replaced as compacted fill. Where the new. guesthouse will be constructed, existing soils should be excavated to a depth.of 24 inches and replaced as compacted fill prior,to the placement of'new ' fill. Specifically, existing soils should be excavated to the' depths described above. Excavation. should extend .:5 feet beyond„ perimeter footing. lines except where- constrained by existing structures. The surface exposed by excavation should be thoroughly moisture conditioned and compacted to. at least 90% relative compaction. Relative compaction and optimum moisture content should be based on the ASTM D 1557 laboratorytest procedure. Job Name: bob smith Truss ID: D02 Qty: 1 Drw : RG' ' X-LOC.REACT SIZE REQ'D '761 TC 2x4 SPF 165OF-1.5E Plating Spec : ANSI/TPI - 1995 UPLIFT REACTIONS) 1 1- 4-.4 5.50" 1.50" BC 2x4 SPF 165OF-1.5E THIS DESIGN I9 THE COMPOSITE RESULT OF Support. 1 -133 lb 2 15- 2-12. 761 5.50" 1.50" WEB 2x4 'HF STUD MULTIPLE LOAD CASES. Support 2 -133 lb RG REQUIREMENTS Shown are based ONLY WEDGE 2x4 SPF 1650F-1.SE IF HANGERS ARE INDICATED ON THIS DRAWING, This truss is designed using the ^ the tru material. at each bearinrt--_Lumber shear allow lee are per S. THEY ARE BASED ON 1.5"_ HANGER NAIL3.FOR -01 Code. 3 Palm Desert CA92211 Desert, and brace this truss In accordance with the following standards: 'Joint and Cutting Detail Reports' available as output from Truswal software, 'ANSVTPI PLATE VALUES PER ICBO RESEARCH REPORT #1607: 1 -PLY AND 3" HANGER NAILS FOR MULTI -PLY - - _____CBC _ Bldg Enclosed -= Yea, Importance _Factor_ ='1.00'' _ TC FORCE AXL SND CSI Heel plates analyzed for eccentricity. GIRDERS. IF 2.5" GUN NAILS ARE USED, THE Truss Location = End Zone - 1-2 -2523 0.03 0.55 0.58 + + + + + + + + + + + + + + + + + + + + + + HANGERS MUST BE RE-EVALUATED (BY OTHERS). Hurricane/Ocean Line = No , Exp'Category = C 2-3 -3537 0.11 0.54 0.65 Designed for 200 Plf drag load applied Bldg Length = 40.00 ft, Bldg Width = 20.00 ft 3-4 "-3443 0.07 0.16 0.23 evenly along the top chord to the chord Mean roof height = 16.42 ft, mph 80 4-5 -2052 0.02 0.16 0.18 @ ea. bearing (unless noted), concurrently' 1LO-2-4 CBC Special Occupancy, Dead Load = 12.6 psf 1-2.5 with dead + 0 8 live loads. D.F. = 1.33 0-9-13 SC FORCE AXL END CSI Horiz. reaction = 2.9 K lbs. ea. bearing. 1.5-3 1 6-7 4290 0.60 0.35 0.96 Connection (by others) must transfer equal - 7-8 4405 0.62 0.35 0.97 load to each ply (or add-on) shown. 0-4-1 ' 8-9 4239 0.60 0.25 0.85 ++++++++++++++++++++++ B2 2-4 9-10 • 2904 0.41 0.15 0.56 2.00. R:761 WEB FORCE CSI WEB FORCE CSI - 2-7 -249 0.04 4-9 -516 0.09 - 2-8 2314 0.75 5-9 2109 0.69 3-8 1289 0.42 .5-10 -750 0.13 4-8 1923 0.63 - MAX DEFLECTION (span) : L/601 MEM 7-8 (LIVE) LC L= -0.28" D= -0.24" T= Joint Locations 1 0- 0- 0 6 0- 0- 0 2 3- 3- 0 7 3- 3- 0 3 7- `7- 8 8 7- 7- 8 4 12- 0- 0 9 12- 0- 0 5 14- 4- 0 10 14- 4- 0 v 6/2/2006 All plates are 20 gauge Truswal Connectors unless preceded by 'W" for HS 20 gauge or "H" for 16 gauge, positioned per Joint Detail Reports available from Truswal software, unless noted. Scale: 5/16" = 1' 3-3-0 i 4-4-8 4-4-8 2-4-0 This design Is for an Inbuilding component not truss system. It has been based on specifications provided by the component manufacturer Ch k• sb 3-3-0 -7-7-8 12-M 14-4-0 - aro to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads nr: s Ds b g ` 7-7-8 I 6-8-8 TC Live 20.00 psf DurFacs L=1.25 P=1.25 1 Is laterally braced by the roof or floor sheathing and the bottom chord Is laterally braced by a rigid sheathing material directly attached, unless otherwise 2 3 4 5 TC Dead 14.00 psf " 75-110 St. Charles pl. ste-11A 3.00 BC Live '0.00 psf 3 Palm Desert CA92211 Desert, and brace this truss In accordance with the following standards: 'Joint and Cutting Detail Reports' available as output from Truswal software, 'ANSVTPI . Phone (760) 341-2232 3-6 BC Dead 17.00 psf Design Spec CBC -01 Fax # (7, 60) 341-2293 (8CSl and by WTCA and TPI. The Truss Plate Institute (TPI) Is located at 583 D'Onofrio Drive, Madison, Wisconsin 53119. The'American Forest and Paper Association (AFPA) Is located at 1111 19th.Street, NW, Ste 800, Washington, DC 20036. TOTAL 51.00 psf 3.12 3-8 T 2-7-12 3-10 2-7-12 7.8 6-8 1LO-2-4 1-2.5 0-9-13 ISHIP -8-14 1.5-3 1 5-5 , 0-4-1 81 B2 2-4 W:508W:508 2.00 2.00. R:761 R:761 U:-133 0 i5 U:-133 0p5 7.2-0 ' 14-4-0 630 1-1-8 6 7 8 9 10 2-0-8 _ 3-3-0 4-4 4-4_ 2-4 STUB 3-3-0 7-7-8 12-0-0 14-4-0 STUB MAX DEFLECTION (span) : L/601 MEM 7-8 (LIVE) LC L= -0.28" D= -0.24" T= Joint Locations 1 0- 0- 0 6 0- 0- 0 2 3- 3- 0 7 3- 3- 0 3 7- `7- 8 8 7- 7- 8 4 12- 0- 0 9 12- 0- 0 5 14- 4- 0 10 14- 4- 0 v 6/2/2006 All plates are 20 gauge Truswal Connectors unless preceded by 'W" for HS 20 gauge or "H" for 16 gauge, positioned per Joint Detail Reports available from Truswal software, unless noted. Scale: 5/16" = 1' WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Job: EJ. WO: pd0o847 This design Is for an Inbuilding component not truss system. It has been based on specifications provided by the component manufacturer Ch k• sb and done In accordance with the current versions of TPI and AFPA deslgn standards. No responsibility Is assumed for dimensional accuracy. Dimensions - aro to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads nr: s Ds b g ` T R U S S W O R KS at on this design meet or exceed the loading Imposed by the local building code and the particular application. The design assumes that the top chord TC Live 20.00 psf DurFacs L=1.25 P=1.25 A Company You Can TrUSSI Is laterally braced by the roof or floor sheathing and the bottom chord Is laterally braced by a rigid sheathing material directly attached, unless otherwise noted. Bracing shown Is for lateral support of components members only to reduce buckling length. This component shall not be placed In any TC Dead 14.00 psf Rep Mbr Bnd 1.15 75-110 St. Charles pl. ste-11A environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, Install BC Live '0.00 psf O.C.Spacing 2- 0- 0 Palm Desert CA92211 Desert, and brace this truss In accordance with the following standards: 'Joint and Cutting Detail Reports' available as output from Truswal software, 'ANSVTPI . Phone (760) 341-2232 1', WTCA 1'. Wood Truss Council of America Standard Design Responsibilities, 'BUILDING COMPONENT SAFETY INFORMATION'. 1.03) 'SCSI SUMMARY SHEETS' BC Dead 17.00 psf Design Spec CBC -01 Fax # (7, 60) 341-2293 (8CSl and by WTCA and TPI. The Truss Plate Institute (TPI) Is located at 583 D'Onofrio Drive, Madison, Wisconsin 53119. The'American Forest and Paper Association (AFPA) Is located at 1111 19th.Street, NW, Ste 800, Washington, DC 20036. TOTAL 51.00 psf Seqn T6.5.30 - 34304 51" Job. Name: bob smith WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Job: EJ. Truss ID: D03 , Qty: RG - X-I.Oc tLEACT SIZE REQ'D TC 2x4 SPF 165OF-1.5E Plating spec : ANSI/TPI - 1995 1 1- '4- 4. .-835 5:50" '1.50" BC 2x4 SPF 165OF-1.5E THIS DESIGN IS THE COMPOSITE RESULT OF 2 17- 3- 4. .835 5.50" 1.50" WEB 2x4 HF STUD MULTIPLE LOAD CASES. RG REQUIREMENTS shown are based ONLY WEDGE 2x4 SPF 1650F -1.5E IF HANGERS ARE INDICATED ON THIS DRAWING, n the truss material 'at each bearing PLATE"VALOaS PER ICBG -RESEARCH REPORT THEY ....E BASED .5" HANGER ::AILS FOR - -AND • Heel plates analyzed for eccentricity." 1 -PLY 3" HANGER NAILS FOR MULTI -PLY TC FORCE AXL BND CSI 1-1-8 6 7 8 10 GIRDERS. IF 2.5" GUN NAILS ARE USED, THE 1-2 -2095 0.04 0.52 0.56 4-4_8 STUB 3-3-0 7-7-8 12-" HANGERS MUST BE -RE-EVALUATED (BY OTHERS) 2-3 -3115 0.10 0.44 0.54 3=4 `-3119 0.10 0.36 0.46 4-5 -2813 0.07 0.26 0.33 ' BC FORCE AXL END CSI 6-7 1956 0.29 0.60 0.89 7-8 2131 0.31 0.45 0.76 ' 8-9 2813 0.42-0.38 0.80 9-10 2698 0.40 0.38 0.78 ' WEB FORCE CSI WEB FORCE CSI _ 2-7 -263 0.05 4-8 259 0.09 2-8 930 0.32 4-9 -159 0.03 3-8 1094'0.38 r 7 Drwg: UPLIFT REACTIONS) Support 1 -148-lb Support 2 -147 lb This truss is designed using the CBC -01 Code. - Bldg Enclosed = Yes, Importance Factor - 1.00 Truss Location = End Zone Hurricane/Ocean Line = No , Exp Category = C Bldg Length = 40.00 ft, Bldg Width 20.00 ft Mean roof height = 16.42 ft, mph = 80 CBC'Special Occupancy, Dead Load = 12.6 psf 33-3 4-4-8 4-44-4_ 4.4-8 3-3-0 7-7-8 12-0-0 16-4-8 7-7-8 I 8-9-0 i 1 2 3 4 5 a. 3.0'0 300 T 2-10-0 10 IoSHIP _7_, 2 B2 W:508 R:835 U:-147 MAX DEFLECTION (span) : L/836 MEM 7-8 (LIVE) LC L= -0.23" D= -0.38" T= - .60" Joint Locations 1 0- 0- 0 6 0- 0- 0 2 3- 3- 0 7 3- 3- 0 3 7- 7- 8 8 77 7- 8 4 12- 0- 0 9 12- 0- 0 5 16- 4- 8 10 16- 4- 8 O 0V/ 2/2006 All plates are 20 gauge Truswal Connectors unless preceded by "MX" for HS 20 gauge or "H" for 16 gauge, positioned per Joint Detail Reports available from Truswal software, unless noted. Scale: 9132" = 1' WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Job: EJ. T4-4 T 3-4 3-4 This design Is for an Individual building component not truss system. It has been based on specifications provided by the component manufacturer 2.10-0 2-7-12 . 6-10 l 6_ -6 1 10$-14 1 4 9 1.5-3 1 1.5-3 0-2-4 DurFacs L=1.25 P=1.25. Rep Mbr Bnd 1.15 A Company You Can Trussl B1 75-110 St. Charles pl. ste-11A environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, install W:508 O.C.$ aein 2- 0- 0 p g Palm Desert CA. 92211 Desert, Phone (760) 341-2232 Fax # (760) 341-2293 R:835 2.00 -2.00 Design Spec CBC -01 Seqn T6.5.30 - 34305 U:-148 0- 0 7-2-0 ' 6'-4-8 8 3 89 ; 1-1-8 6 7 8 10 3-3-0 4 1 4-4-8 ( 4-4_8 STUB 3-3-0 7-7-8 12-" 16-4-8 T 2-10-0 10 IoSHIP _7_, 2 B2 W:508 R:835 U:-147 MAX DEFLECTION (span) : L/836 MEM 7-8 (LIVE) LC L= -0.23" D= -0.38" T= - .60" Joint Locations 1 0- 0- 0 6 0- 0- 0 2 3- 3- 0 7 3- 3- 0 3 7- 7- 8 8 77 7- 8 4 12- 0- 0 9 12- 0- 0 5 16- 4- 8 10 16- 4- 8 O 0V/ 2/2006 All plates are 20 gauge Truswal Connectors unless preceded by "MX" for HS 20 gauge or "H" for 16 gauge, positioned per Joint Detail Reports available from Truswal software, unless noted. Scale: 9132" = 1' WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Job: EJ. WO: pd00847 This design Is for an Individual building component not truss system. It has been based on specifications provided by the component manufacturer Chit' sb T R U S S W O R KS and done In accordance with the current versions of TPI and AFPA design standards. No responsibility Is assumed for dimensional accuracy. Dimensions are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads Dsgnr: sb TC Live 20.00 psf TC Dead '14.00 psf DurFacs L=1.25 P=1.25. Rep Mbr Bnd 1.15 A Company You Can Trussl utilized on this design meet or exceed the loading Imposed by the local building code and the particular application. The design assumes that the top chord Is laterally braced by the roof or floor sheathing and the bottom chord Is laterally braced by a rigid sheathing material directly attached, unless otherwise noted. Bracing shown Is for lateral support of components members only to reduce buckling length. This component shall not be placed In any 75-110 St. Charles pl. ste-11A environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, install BC Live 0.00 psf p O.C.$ aein 2- 0- 0 p g Palm Desert CA. 92211 Desert, Phone (760) 341-2232 Fax # (760) 341-2293 and brace this truss In accordance with the following standards:'Jolnt and Cutting Detail Reports' available as output from Truswal software, 'ANSUTPI 1',-'WTCA V. Wood Truss Council of America Standard Design Responsibilities, 'BUILDING COMPONENT SAFETY INFORMATION'. (SCSI 1-03) and 'SCSI SUMMARY SHEETS' by WTCA and TPI. The Truss Plate Institute (TPI) is located at 683 D'Onofrlo Drive, Madison, Wisconsin 53719. The American Forest and Paper Association (AFPA) Is located at 1111 19th Street, NW, Ste 800, Washington, De 20036. BC Dead 17.00 psf TOTAL 51.00 psf Design Spec CBC -01 Seqn T6.5.30 - 34305 Job Name: bob smith Truss 1D: D04 Qty: 3 Drw : RG ' X-LOC!REACT SIZE REQ'D TC 2x4 SPF 1650F-1.SE Plating spec : ANSI/TPI - 1995 UPLIFT REACTION(S): 1 0- 2-12 .893 5.50" 1.50" BC 2x4 SPF 165OF-1.5E THIS DESIGN IS THE COMPOSITE RESULT OF Support 1 -156 lb , 2 17- 3- 4 893 5.50" 1.50^ WEB 2x4 HF STUD MULTIPLE LOAD CASES. Support 2 -156 lb oJ13 REQUIREMMNTS sho-mace based ONLY, .WEDGE ._. _ 2x4 SPF 1650F -1.5E IF HANGERS ARE INDICATED ON THIS DRAWING, This truss is designed using the ' n the truss material at each bearing PLATE VALUES PER ICBG RESEARCH REPORT #1607. THEY ARE BASED ON 1.5" HANGER NAILS FOR = -= CBC -01 - -- coda. = --_ -- -- ..eel H plates analyzed for eccentricity. 1 -PLY AND 3" HANGER NAILS FOR MULTI -PLY T _ Bldg Enclosed = Yes, Importance Factor = 1.00 TC, FORCE AXL BND CSI GIRDERS. IF 2.5" GUN NAILS ARE USED, -THE Truss Location = End Zone 1-2 -3090 0.080.30 0.38 HANGERS MUST BE RE-EVALUATED (BY OTHERS). Hurricane/Ocean Line = No , Exp Category =.'C2-3 -3527 0.13 0.40 0.53 Bldg Length = 40.00 ft, Bldg Width = 20.00 ft 3-4 ` -3527 0.13 0.40 0.53 Mean roof height = 16.42 ft, mph = 80 4-5 -3090 0.08 0.30 0.38 CBC Special Occupancy, Dead Load = 12.6 psf BC FORCE AXL HND CSI 6-7 2963 0.44 0.40 0.84 7-8 3085 0.46 0.40 0.86 8-9 3685 0.46 0.40 0.86 9-10 2963 0.44 '0.40 0.84 WEB FORCE CSI WEB FORCE CSI 2-7 -171 0.03 4-8 386 0.13 2-8 386 0.13 4-9- -171 0.03 ' 3-8 1295 0.45 J. I- 2-10-0 6-10 10-7-12 44-8 4-4-8 44-0 4-4-8 4.48 8-9-0 13-1-8 17.6-0 8-9-0 F 8-9-0 I 1 2 3 4 5 3.00 .3.00 4-4 MAX DEFLECTION (span) : L/754 MEM 7-8(LIVE) LC L= -0.27" D= -0.44" T= Joint Locations 1 0- 0- 0 6 0- 0- 0 2 4- 4- 8 7 4- 4- 8 3 8- 9- 0 8 8- 9- 0 4 13- 1- 8 ' 9 13- 1- 8 5 17- 6- 0 10 17- 6- 0 c.WJ i G Q. 2-10-0 10SHP I I0-7.121 B162 0 1ATE Ot W:508 W:508 R:893 2.00 2.00 R:893 6:456 0." 0_ U:•156 GG 8.3.8oOV 17-9-0 8-3-8 TO 6 7 8 9 10 C 4-4-8 4-44-4 8 - 4-4-8 4-4-8 ` O 4-4-8 8-9-0 13-1-8 17-" 6/2/2006 All plates are 20 gauge Truswal Connectors unless preceded by "MX" for HS 20 gauge or "H" for 16 gauge, positioned per Joint Detail Reports available from Truswal software, unless noted. Scale: 1/4" = 1' WARNING. Read all notes on this sheet and give a copy of it to the Erecting Contractor. Eng, Job: EJ. WO: pd0o847 This design Is for an Individual building component not truss system. It has been based on specifications provided by the component manufacturer Chk' sb and done In accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions - T R U S S W O R KS aro to be verified by the component manufacturer and/or building designer prior to fabrication, The building designer must ascertain that the loads Dsgnr: sb utlllzetl on this design meet or exceed the loading Imposed by the local building code and the particular application. The design assumes that the top chord TC Live 20.00 psf DurFacs L=1.25 P=1.25 A Company You Can Trussl Is laterally braced by the roof or floor sheathing and the bottom chord Is laterally braced by a rigid sheathing material directly attached, unless otherwise noted. -Bracing shown Is for lateral support of components members only to reduce buckling length. This component shall not be placed In any TC Dead 14.00 psf Rep Mbr Bnd 1.15 environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, Install 75-110 St. Charles pl..ste-11A BC Live o.00 psf O.C.Spacing z -o -o Palm DesertCA. 92211 and brace this trues In accordance with the following standards: 'Joint and Cutting Detail Reports' available as output from Truswal software, Desert, 'ANSVTPI 1', WTCA 1' • Wood Truss Council of America Standard Design Responsibilities, 'BUILDING COMPONENT SAFETY INFORMATION'. BC Dead 17.00 psf Design Spec CBC -01 Phone (760) 341-2232 (SCSI 1.03) and'BCSI SUMMARY SHEETS' by WTCA and TPI. The Truss Plate Institute (TPI) Is located at 583 D'Onofrio Drive, Madison, Fax # (760) 341-2293 Wisconsin 63719. The American Forest and Paper Association (AFPA) Is located at 1111 19th Street, NW, Sts 800, Washington, De 20036. TOTAL . 51.00 psf Segn T6.5.30 - 34306 71" Job Name: bob smith Truss ID: D04A Qty: 1 Drw : RG ` X-LOC REACT SIZE -REQ'D TC 2x4 SPF 1650F -1.5E Plating Spec : ANSI/TPI - 1995 UPLIFT REACTIONS) 1 0- 2-12893 5.50" 1.50" BC 2x4 SPF 1650F-1.SE THIS DESIGN IS THE COMPOSITE RESULT OF Support 1 -156 lb - 2 17- 3- 4 893 5.50"' 1.50" WEB 2x6 HF STUD MULTIPLE LOAD CASES. Support 2 -156 lb - RG REQUIREMENTS shown are based ONLY,_ WEDGE 2x4 SPF 165OF-1.5E IF HANGERS ARE INDICATED ON THIS DRAWING, This truss.is designed using the ' n the truce material at eachhearing- PLATE VALUES -PER ZCBO RESEARCH REPORT '"fi1607 . -1'iiEY ARE BASED ONi.o•• evuvaan NAILS FOR ......e. '. - Heel plates analyzed for eccentricity.1-PLY AND 311 -HANGER NAILS FOR MULTI -PLY Bldg Enclosed '= Yes, Importance Factor 1.00 - TC FORCE AXL BND CSI - GIRDERS. IF 2.5" GUN NAILS ARE USED, THE 'Truss Location = End Zone 1-2 -1885 0.03 -0.42 0.45 HANGERS MUST BE RE-EVALUATED (BY OTHERS). Hurricane/Ocean Line = No , Exp Category = C 2-3 -1628 0.03 0.29 0.32 Bldg Length = 40.00 ft, Bldg Width = 20.00 ft 3-4 "-1628 0.03 0.29 0.32 - Mean roof height = 16.42 ft, mph = 80 4-5 -1885 0.03 0.42 0.45 _ CBC Special Occupancy, Dead,Load = 12.6 psf- BC FORCE . 'AXL BND CSI 6-7 1780 0.27 0.36 0.62 _ - 7-8 1780 0.27 0.36 0.62 - - - WEB 'FORCE CSI WEB FORCE CSI .. 2-7 -237 0:11 4-7 -237 0.11 - 3-7 370 0.15 t 2-10-0 1 IO -7-125-8 81 W:508 R:893 4rf8 4-4 4-4-8 4-4-8 4-4-8 8-9-0 13-1-8 17-6-.0 ' 8-9-0 8-9-0 1 2 3 4 5' F3.00 ti -3 .00 J • 4-4 r r . MAX DEFLECTION (Span) 0 L/999 MEM 7-8 (LIVE) LC L= -0.08" D= -0.18" T= -C. Joint Locations 1 0- 0- 0 5 17- 6- 0 2 4- 4- 8 6 0- 0- 0 3 87 9- 0 7 8- 9- 0 4 13} 1- 8 8 17- 6- 0 T ttww `J O • ♦O rr 2-10-0 d 8 SHIP 11 O}rr 1 I0-7-121 .B2 W:5U8 R:893 U.-156 U:-156 176-0 8i IoOV . IS 7 8-M' 8-9-0 8-9-0 © 8-9-0 17-" _ ` ' 6/212006 All plates are 20, gauge Truswal Connectors unless preceded by "MX" for HS 20 gauge or "H" for 16 gauge, positioned per Joint Detail Reports available from Truswal software, unless noted. Scale: 114" =V WARNING, Read all notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Job: EJ. WO: pd00847 This design Is for an Individual building component not truss system. It has been based an specifications provided by the component manufacturer Chk' sb and done In accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions T R U S S W O R KS °re to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads Dsgnr: sb utlllzed on this design meet or exceed the loading Imposed by the local building code and the particular application. The design assumes that the top chord TC Live 20.00 psf DurFacs L=1.25 P=1.25 A Company You Can Trussl Is laterally braced by the roof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise noted. Bracing shown Is for lateral support of components members only to reduce buckling length. This component shall not be placed in any TC Dead 14.00 psf Rep Mbr Bnd 1.15 environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, Install BC Live 0.00 psf .C.$ aCln 2-0-0 75-110 St. Charles pl. ste-11A p p g PalmDesertCA. 92211 and brace this truss In accordance with the following standards: 'Joint and Cutting Detail Reports' available as output from Truswal software,, Desert, 'ANSUTPI 1', WTCA 1' • Wood Truss Council of America Standard Design Responsibilities, 'BUILDING COMPONENT SAFETY INFORMATION' • BC Dead 17.00 psf Design Spec CBC -01 Phone (760) 341-2232 (SCSI 1-03) and'BCSI SUMMARY SHEETS' by WTCA and TPI. The Truss Plate Institute (TPI) Is located at 683 D'Onofrlo Drive, Madison, Fax # (760) 341-2293 Wisconsin 63719. The American Forest and Paper Association (AFPA) Is located at 1111 19th Street, NW, Ste 800, Washington, Dc 2003'6. TOTAL 51.00 psf Seqn T6.5.30 - 34307. 26" l Jo .:Name: bob smith Truss ID: D05 Qty: 2 Drw : WO: pdoo847 RG e ' X-IOC-t2EACT SIZE REQ'D TC 2x4 SPF 165OF-1.5E Plating spec : ANSI/TPI - 1995 UPLIFT REACTIONS) - Dsgnr: 1 '17- 0- 2-121764 5.50 1.50 BC 2x4 SPF 165OF-1.5E THIS DESIGN IS THE COMPOSITE RESULT OF Support 1 -307 lb utilised on this design meet or exceed the loading Imposed by the local building code and the particular application. The design assumes that the top chord 2 3- 4 1764 '5.50" 1.50" WEB 2x4 HF STUD MULTIPLE LOAD CASES. Support 2 .-307 lb R:QU!RE-1ENTS shown arebdBecl ONLY WEDGE .2x4 SPF 165OF-1.5E IF HANGERS ARE INDICATED ON THIS DRAWING, This truss is designed using the environment that will cause the moisture content of the wood to exceed /9% and/or cause connector plate corrosion. Fabricate, handle, Install n the trues material at each bearing PLATE VALUES PER ICBO RESEARCH REPORT #1607:-._ THEY ARE BASED ON 1.5" HANGER NAILS FOR ----=__=-- CBC-Ol Codc. BC Dead' 17.00 psf Design Spec CBC -01 Phone (760) 341-2232 (BCSI 1-03) and 'SCSI SUMMARY SHEETS' by WTCA and TPI. The Truss Plate Institute (TPI) Is located at 587 D'Onofrio Drive, Madison, Heel plates analyzed for eccentricity. 1 -PLY AND 3" HANGER NAILS FOR MULTI -PLY Bldg Enclosed = Yes, Importance Factor = 1.00 TC FORCE AXL BND CSI + + + + + + + + + + + + + + + + + + + + + + GIRDERS. IF 2.5" GUN NAILS ARE USED, THE Truss Location = End Zone 1-2 73815 0.03 0.47 0.50 Nail pattern shown is for PLF loads only. HANGERS MUST BE RE-EVALUATED (BY OTHERS). Hurricane/Ocean Line = No , Exp Category = C 2-3 -3728 0.03 0.36 0.39 Concentrated loads MUST be distributed to Drainage must be provided to avoid -ponding. Bldg Length = 40.00 ft, Bldg Width = 20.00 ft 3-4 `-4301 0:04 0.41 0.45 each ply equally. On multi -ply with hangers, Permanent bracing is required (by others) to Mean roof height - 16.32 ft, mph = 80 4-5 -3728 0.03 0.36 0.39. use 3" nails min. into the carrying member. prevent rotation/toppling. See SCSI 1-03 CBC Special Occupancy, Dead Load 12.6 psf 5-6 -3815 0,03 0.47 0.50 For more than 2 ply, use additional fasten- and ANSI/TPI 1. ----------LOAD CASE #1 DESIGN LOADS ------- ------- ers as indicated from the back plys, or use 2 -PLY! Nail w/10d BOX, staggered (per NDS) Dir L.Plf L.Loc R.Plf R. Loc LL/T BC FORCE AXL END CSI any other approved detail (by others). in:, TC- 2 BC- 2 WEBS- 2 **PER FOOT!** TC Vert 68.00 0- 0- 0 68.00 8- 0- 0 0.5 7-8 3611 0.27 0.44 0.71 IF 2.5" GUN NAILS ARE USED, ANY NAIL CLUSTER TC Vert . 165.04 8- 0- 0 165.04 9- 6- 0 0.5 .8-9 -9-10. 4000 0.30 0.26 0.56 AMOUNTS SHOWN MUST BE INSTALLED FROM THE TC Vert 68.00 . 9- 6- 0 68.00 17- 6- 0 0.5 4000 0.30 0.26 0.56 FRONT AND BACK FACE EQUALLY (TOTAL NAILS = _ BC Vert 82.52 0- 0- 0 82.52 17- 6- 0 0.0 0-11 3611 0'.27 0.44 0.71 DOUBLE THE AMOUNT SHOWN). ...Type... lbs X.Loc LL/TL " + + + + + + + + + + + + + + + I + + + + + + + TC Vert 220.0 8- 0-0 1.00 WEB FORCE CSI FORCE CSI TC Vert 154.0 8- 0- 0 .0.00 2-8 261 0.05 _WEB 4-9 423 0.09 TC Vert 220.0 9- 6- 0 1.00 3-8 -442 0.04 4-10 =442 0.04 TC Vert 154.0 - 9- 6- 0 0.00 3-9 423 0.09 5-10 261. 0.05 44-" 4-0-0 4-" 4-" 4-" 8-0-0 13-6-0 17.6-0 EE y 7-11-11 I 7-11-11 2-PLYS 1 2 3 4 5 6 REQUIRED F3.00 374# 374# 3 B1 W:508 R:1764 U:-307 17-6-0 7 8 9 10 11 4-0-0 4-9-0 4-9-0 4-0-0 4-" 8-9-0 13-6-0 17-6-0 T 2-7-11 .8 IO 7121SHIP B2 W:508 R:1764 U:-307 MAX DEFLECTION (span) : L/999 MEM 9-10 (LIVE).LC L= -0.10" D= -0.19" T= - Joint Locations 1 0- 0- 0 7 0- 0- 0 2 4- 0- 0 8 4- 0- 0 3 8- 0- 0 9 8- 9- 0 4 9- 6- 0 10 13- 6- 0 5 13- 6- 0 11 17- 6- 0 6 17- 6- 0 6/2/2006 All plates are 20 gauge Truswal Connectors unless preceded by "MX" for HS 20 gauge or "H" for 16 gauge, positioned per Joint Detail Reports available from Truswal software, unless noted. Scale: 1/4" = 1' G AR Eng. Job: EJ. WO: pdoo847 This design Is for an Individual building component not truss system. It has been based on specifications provided by the component manufacturer Chk' sb w 6/2/2006 All plates are 20 gauge Truswal Connectors unless preceded by "MX" for HS 20 gauge or "H" for 16 gauge, positioned per Joint Detail Reports available from Truswal software, unless noted. Scale: 1/4" = 1' WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Job: EJ. WO: pdoo847 This design Is for an Individual building component not truss system. It has been based on specifications provided by the component manufacturer Chk' sb And done In accordance with the current versions of TPI and AFPA design standards. No responsibility Is assumed for dimensional accuracy. Dimensions - Dsgnr: TRUC C' A,O are 10 be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads sb ��1 J J Y Y J utilised on this design meet or exceed the loading Imposed by the local building code and the particular application. The design assumes that the top chord TC Live 20.00 psf DurFaes L=1.25 'P=1.25 A Company You Can Truss I Is laterally braced by the roof or floor sheathing and the bottom chord Is laterally braced by a rigid sheathing material directly attached, unless otherwise noted. Bracing shown Is for lateral support of components members only to reduce buckling length. This component shall not be placed in any TC Dead 14.00 psf Rep Mbr Bnd 1.00 75-110 St.•Charles pl. tits -11A s environment that will cause the moisture content of the wood to exceed /9% and/or cause connector plate corrosion. Fabricate, handle, Install BC Live 0.00 psf O.C.Spacing 2-0-0 Palm DesertCA. 9pl. Desert, and brace this trues In accordance with the following standards: 'Joint and Cutting Detail Reports' available as output from TrusWal software, 'ANSIRPI 1', WTCA 1'- Wood Truss Council Of.America Standard Design Responsibilities, 'BUILDING COMPONENT SAFETY INFORMATION'. BC Dead' 17.00 psf Design Spec CBC -01 Phone (760) 341-2232 (BCSI 1-03) and 'SCSI SUMMARY SHEETS' by WTCA and TPI. The Truss Plate Institute (TPI) Is located at 587 D'Onofrio Drive, Madison, Fax # (760) 341-2293 Wisconsin 63718. The American Forest and Paper Association (AFPA) Is located at 1111 18th Street, NW, Ste 800, Washington, Dc 20036. TOTAL. 51.00 psf Seqn T6.6.30'- 34308 29" Jo ..Name: bob smith Truss ID: E01 Qty: 1 Drw : RG X -Loc .11F.ACT SIZE REQ D TC 2x4 SPF 1650F -1.5E Plating spec : ANSI/TPI - 1995 UPLIFT REACTIONS) . 1 5- 2-12 , 434 5.50" 1.50" BC 2x4 SPF 1650F -1.5E THIS DESIGN IS THE COMPOSITE RESULT OF Support 1 -91 lb 2 13- 3- 4 dad 5.50" 1.50" WEB 2x4 HF STUD ' MULTIPLE LOAD CASES. Support 2 -77 lb ' RG REQUIREMENTS shown are based ONLY WEDGE 2x4 SPF 165OF-1. SE IF HANGERS ARE INDICATED ON THIS DRAWING, This truss is designed using the . n the -truss material at each_bearing _PLATE VALUES PER ICBO RESEARCH REPORT #1607. THEY ARE BASED ON 1.5" HANGER NAILS FOR _ :CBC -01 Code.-...___ . - Heel plates analyzed for eccentricity.. - 1 -PLY AND 3" HANGER NAILS FOR MULTI -PLY _ 1.00 - Bldg Enclosed Yes, -Importance Factor =-1.00--- TC FORCE AXL BND CSI End verticals designed for'axial loads only. GIRDERS. IF'2.51° GUN NAILS ARE USED, THE Truss Location = End Zone ' 1-2 45/ 0.01 0.26 0.26 Extensions above or below the truss profile HANGERS MUST BE RE-EVALUATED (BY OTHERS). Hurricane/Ocean Line = No , Exp Category = C 2-3 -322 0.00 0.41 0.41 (if any) require additional consideration + + + + + + + + + + + + + + + + + + + + + + Bldg Length = 40.00 ft, Bldg Width =' 20.00 ft ` (by others) for horiz. loads on the bldg. Designed for 0.2 K lbs drag load applied Mean roof height = 16.17 ft, mph. = HO BC FORCE AXL BND CSI evenly along the top chord to the chord CHC Special Occupancy, Dead Load = 12.6 psf 4-5 299 0.03 0.49 0.52 a ea. bearing (unless noted), concurrently ' with dead + 0 9 live loads. D.F. = 1.33 WEB FORCE CSI WEB FORCE CSI Horiz. reaction= 0.2 K lbs. ea. bearing. 1-4 78 0.02 2-4 -440 0.10 Connection (by others) must transfer equal load to each ply (or.add-on) shown. a 11-9-0 66-9_0 1-9-0 B-6-0 1-9-0 I 6-9-0 I \ 1 2 3 300 -3 4-4 1.5-3 24-0 -10-12 2-4-0 li SHIP T o -7-1z 1 i B1 Bz W:508 W:508 R:434 R:434 /. U:-91.8-6-0 ;4 U:-77 55.0_0 5 a STUB 8-6 . 8.6-0 MAX DEFLECTION (span) : L/999 MEM 4-5 (LIVE) LC L= -0.04" D= -0.29" T= Joint Locations 1 .0- 0- 0 a 0- 0- 0 2 1- 9- 0 5 87 6- 0 3 8- 6- 0 l ,O1 A V c 6/ 2/2006 All plates are 20 gauge Truswal Connectors unless preceded by "MX" for HS 20 gauge or "H" for 16 gauge, positioned per Joint Detail Reports available from Truswal software, unless noted. Scale: 17/32" = 1' WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Job: EJ. WO: pdoa847 This design Is for an Individual building component not truss system. It has been based on specifications provided by the component manufacturer Chk' sb T RU S SWO RKS and done In accordance with the current versions of TPI and AFPA design standards. No responsibility la assumed for dimensional accuracy. Dimensions are to be verified by the eorhponent manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads Dsgnr: sb TC Live 20.00 psf TC Dead 14.00 psf DurFaes L=1.25 P=1.25 Rep Mbr Bnd 1.15 A Company You Can Trussl utilized on this design meet orexceed the loading Imposed by the local building code and the particular application. The design assume$ that the top chord Is laterally braced by the roof or floor sheathing and the bottom chord Is laterally braced by a rigid sheathing material directly attached, unless otherwise noted. Bracing shown Is for lateral support of components members only to reduce buckling length. This component shall not be placed In any 76-110 St. Charles pl. ste-11A Desert PalmDesert CA. 92211 Phone (760) 341-2232 Fax # (760) 341-2293 environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, Insall and brace this truss In accordance with the following standards: 'Joint and Cutting Detail Reports' available as output from Truswal software, 'ANSUTPI 1', WTCA 1' -Wood Truss Council cf America Standard Design Responsibilities, 'BUILDING COMPONENT SAFETY. INFORMATION' - (BCSI 1-03) and'SCSI SUMMARY SHEETS' by WTCA and TPI. The Truss Plate Institute (TPI) Is located at 633 D'Onofrlo Drive, Madison, Wisconsin 67719. The American Forest and Paper Assoclatlon (AFPA) Is located at 1111 19th Street, NW, Sts 300, Washington, DC 20036. BC Live 0.00 psf BC Dead 17.00 psf TOTAL 51.00 psf O.C.Spacing 2- 0- 0 Design Spec CBC -01 Seqn T6.5.30 - 34309 33" Jo Name: bob smith Truss ID: E02 Qty: 1 Drw : WO: pd00847 _ This design Is for an Individual building component not truss system. It has been based on specifications provided by the component manufacturer Chk• sb RG... X -LOC 'REACT SIZE REQ'D TC 2x4 SPF 1650F -1.5E 'BC Plating spec : ANSI/TPI - 1995 UPLIFT REACTION(S) 1 4- 9- 4 457 5.50^ 1.50" 2xd SPF 1650F-1.SE THIS DESIGN IS THE COMPOSITE RESULT OF Support 1 -94 lb. 2 13- 3- 4 457 5.50" 1.50" WEB 2x4 HF STUD MULTIPLE LOAD CASES. Support 2 -83 lb RG REQUIREMENTS shorn are based ONLY WEDGE 2x4 SPF 165OF-1.SE IF HANGERS ARE INDICATED ON THIS DRAWING, This truss is designed using the - n .the .truss material at each bearing . PL_kT-P.- VALUES PER !CEO RESEARCH REPORT µ16a.7:-__ _ tial P• -z= _T - -TEEY ^ED Oi: i.5" HARGc,R iwiLS FOR CBC -01 Code. Rep Mbr Bnd 1.15 Heel plates analyzed for eccentricity. 1 -PLY AND 3" HANGER NAILS FOR MULTI -PLY Bldg Enclosed = Yes, Importance Factor = 1.00 TC FORCE AXL SND CSI End verticals designed for axial loads only. GIRDERS. IF 2.5" GUN NAILS.ARE USED, THE Truss Location = End Zone 1-2 -461 0.00'0.22 0.22 Extensions above or below the truss profile HANGERS MUST BE RE-EVALUATED (BY OTHERS). Hurricane/Ocean Line = No , Exp Category = C 2-3 -515 0.00 0.35 0.35 " (if any) require additional consideration (BCSI and'SCSI and TPI. The Truss Plate Institute (TPI) is located at 883 D'Onofrio Drive, Madison, Wisconsin 83719. The American Forest and Paper Association (AFPA) is located at 1111 19th Street, NW, Ste 800, Washington, OC 20036. Bldg Length = 40.00 ft, Bldg Width = 20.00 ft S (by others) for horiz. loads on the bldg. Mean roof height = 16.17 ft, mph = 80 BC FORCE AXL END CSI CBC Special Occupancy, Dead Load = 12.6 psf 4-5 47 0.00 0.28 0.29 5-6 457 0.06 0.28 0.34 WEB FORCE CSI WEB FORCE CSI 1-4 -497 0.09 2-5 -129 0.03 - - 1-5 583 0.20 J 2-2-8 6-9-0 2-2-8 8-11-8 I 2-2-8 I 6-9-0 i 1 2 3 3.00 -3.00 4.4 3-4' 2-4-0 1-9 6 3-4 B1 W:508 R:457 U:-94 464 5 STUB 2-2-8 94 0--12 6 6-9_ -0 B2 W:508 R:457 U:-83 2-4-0 SHIP MAX DEFLECTION (span) : L/999 MEM 5-6 (LIVE)- LC L= -0.02" D= -0.08" T= - Joint Locations 1 0- 0- 0 4 0- 0- 0 2 2- 2- 8 5 2- 2- 8 3 8-11- 8 6 8-11- 8 2-2-8 8-11-8 6/ 2/2006 All plates are 20 gauge Truswal Connectors unless preceded by "MX" for HS 20 gauge or "H" for 16 gauge, positioned per Joint Detail Reports available from Truswal software, unless noted. Scale: 17/3.2" = 1' WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Job: EJ. WO: pd00847 _ This design Is for an Individual building component not truss system. It has been based on specifications provided by the component manufacturer Chk• sb and done In accordance with the current versions of TPI and AFPA design standards. No responsibility Is assumed for dimensional accuracy. Dimensions , TR U S S WO are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads DSgnr: sb RKS uNlixed on this design meet or exceed the loading Imposed by the local building code and the particular application. The design assumes that the top chord TC Live 20.00 psf DurFacs L=1.25 P=1.25 A Company You Can Trussl Is laterally braced by the roof or Noor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise noted: Bracing shown Is for lateral support of components members only to reduce buckling length. This component shall not be placed in any TC Dead 14.00 psf Rep Mbr Bnd 1.15 75-110 St. Charles pl. ste-11A Charlespl. s environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, Install BC Live 0.00 psf O.C.Spacing 2- 0- 0 Palm Desert Desert, and brace this truss in accordance with the following standards: 'Joint and Cutting Detall Reports' available as output from Truswal software, 'ANSVTPI Phone (760) 341-2232 V,'WTCA V. Wood Truss Council of America Standard Design Responslbilhies,'BUILDING COMPONENT SAFETY INFORMATION'. 1.03) SUMMARY SHEETS' by WTCA BC Dead 17.00 psf Design Spec CBC -01 Fax # (760) 341-2293 (BCSI and'SCSI and TPI. The Truss Plate Institute (TPI) is located at 883 D'Onofrio Drive, Madison, Wisconsin 83719. The American Forest and Paper Association (AFPA) is located at 1111 19th Street, NW, Ste 800, Washington, OC 20036. TOTAL 51.00 psf Seqn T6.5.30 - 34310 10" Jo Name: bob smith , ® Truss ID: E03 Qty: 1 Drw : RG' " X -LOC "REACT SIZE REQ'D TC 2x4 SPF- 165OF-1.5E - .Plating spec : ANSI/TPI - 1995 UPLIFT REACTION(S) TC Live 20.00 psf 1 "13- 2- 9- 4 559 5.50 ;1:50" BC 2x4 SPF 165OF-1.5E THIS DESIGN IS THE COMPOSITE RESULT OF Support 1 -107 lb environment that will cause the moisture the to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, Install . mure content oe woo ,2 3- 4 559 5.50" 1.50" WEB 2x4 HF STUD MULTIPLE LOAD CASES. Support 2 -103 lb Fax # (760),341-2293 RG. RSQUIRE1,IENTS shown_ are based ONLY WEDGE 2x4 SPF 1650F -1.5E IF HANGERS ARE INDICATED ON THIS DRAWING, -THEY This truss is designed using the ' n the truss material at each bearing .- P LATE VALUES PER ICBG RESEARCH REPORT #1607. ARE BASED ON 1.5" HANGER NAILS -FOR ="'- --CBC-01 Code. _ "- -' ----- - -- -- -= - _ ---_ . Heel plates analyzed for eccentricity. 1 -PLY AND 3" HANGER NAILS FOR MULTI -PLY Bldg Enclosed = Yes, Importance Factor = 1.00 TC FORCE AHND CSI GIRDERS. IF 2.5" GUN NAILS ARE USED, THE Truss Location End Zone 1-2 -797 0.0000 0.20 0.21 HANGERS MUST BE RE-EVALUATED (BY OTHERS). Hurricane/Ocean Line = No , Exp Category = C 2-3 - -819 0.01 0.32 0.33 Bldg Length = 40.00 ft, Bldg Width 20.00 ft Mean roof height = 16.17 ft, mph 80 Sc FORCE ABc CBC Special Occupancy, Dead Load = 12.6 a -s za 0.00 0.25 0.25 psf 5-6 750 0.09 0.25 0.34 WEB FORCE CSI WEB FORCE CSI 1-4 -520 0.10 - 2-5 80 0.04. 1-5 780 0.27 _ 1 4-2-8 -i 6-9-0 4-2-8 10-11-8 l 4-2-8 I 6-9-0 i 1 2 3 F3.00 -300 4-4 f B, . W:508 - R:559 U:407 10-11-8 2.6_-8 4 5 6 STUB 4-2-8 6-9-0 . 4.2-8 10-11 8 MAX DEFLECTION (span) : L/999 MEM 5-6 (LIVE) LC L= -0.02" D= -0.08" .T= -C 10" J Joint Locations 1 0-•0- 0 4 0- 0- 0 2 4- 2-.8 5 d- 2-8 3 10-11- 8 6 10-11- 8 .T 2-4-0 - 6104-12 SHIP 1 B2 W:508 11:559 U:403 All plates are 20 gauge Truswal Connectors unless preceded by "MX" for HS 20 gauge or "H" for 16 gauge, positioned per Joint Detail Reports available from Truswal software, unless noted 6/2/2006 Scale: 13132 1' WO: pd00847 DurFacs L=1.25 P=1.25 Rep Mbr Bnd 1.15 . O.C.Spacing 2- 0- 0 Design Spec CBC -01 Seqn T6.5.30 - 34311 7 WARNING Read all notes on this sheet and give a copy of It to the Erecting Contractor. Eng.JOb:.EJ. ® This design Is for an Individual building component not trussaystem. It has been based on specUlcatlons provided by the component manufacturer Chk' sb and done In accordance with the current versions of TPI and AFPA design standards. No responsibility Is assumed for dimensional accuracy. Dimensions TRUSSWORKS 'oro to be verified by the component manufacturer and/or building designer prior to fatirication. The building designer must ascertain that the loads DH nr: tib g utilbied on this design meet or exceed the loading Imposed by the local building code and the particular application. The design assumes that the top chord TC Live 20.00 psf A Company You Can Trussl Is laterally braced by the roof or floor sheathing and the bottom chord Is laterally braced by a rigid sheathing material directly attached, unless otherwise noted. Bracing shown Is for lateral support of components members only to reduce buckling length. This component shall not be placed In any TC Dead 14.00 psf 75-110 St Charles pl. tits -11A environment that will cause the moisture the to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, Install . mure content oe woo BC Live ' 0.00 psf Palm DesertCA. 92211 Desert, and brace this truss In accordance with the following standards: 'Joint and Coning Detail Reports' available as output from Truswal software, 'ANSUTPI 1', WTCA 1'. Wood Truss Council of Amerlca Standard Design Responsibilities, 'BUILDING COMPONENT SAFETY INFORMATION'. BC Dead 17.00 psf Phone (760) 341-2232 (SCSI 1.03) and 'SCSI SUMMARY SHEETS' by WTCA and TPI. The Truss Plate Institute (TPI) is located at 583 D'Onofrlo Drive, Madison, - Fax # (760),341-2293 Wisconsin 53719. The American Forest and Paper Association (AFPA) is located at 1111 19th Street, NW, Ste 800, Washington, OC 20036. TOTAL 51.00 psf 6/2/2006 Scale: 13132 1' WO: pd00847 DurFacs L=1.25 P=1.25 Rep Mbr Bnd 1.15 . O.C.Spacing 2- 0- 0 Design Spec CBC -01 Seqn T6.5.30 - 34311 7 q Job Name- bob.smith WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Truss ID: E04 Q 1 Drw RG. X -Loc 'REACT SIZE REQ'D TC 'BC 2x4 SPF 165OF-1.5E Plating Spec : ANSI/TPI - 1995 UPLIFT REACTIONS) 1 0- 9- d 661 5.50" 1.50" T R U S S W O R KS 2x4 SPF 1650F-1.SE THIS DESIGN IS THE COMPOSITE RESULT OF Support 1 -121 lb utlllxed on this design meet or exceed the loading Imposed by the local building code and the particular application. The design assumes that the top chord TC Live 20.00 psf DurFacs L=1.25 P=1.25 A Company You Can Truss l MULTIPLE LOAD CASES. Support 2 -121 lb nG- usME noted. Bracing shown Is for lateral support of components members only to reduce buckling length. This component shall not be placed In any TC Dead 14.00 psf F HANGERS ARE INDICATED ON THIS DRAWING, This truss is designed using the ' tRE40 truss materialnatreachebearing . _._ - _ --ITHEY ARE BASED ON 1.5" HANGER 1 .ILS FOR "--' _ -'-CBC-01 Code:' - '' -- - - " -_= •' -- -" -__ LATE VALUES PE?xICBODRESEARCB REPORT 81607, 1 -PLY AND 3" HANGER NAILS FOR MULTI -PLY Bldg Enclosed = Yes, Imp ortanceFactor 1.00 ' TC FORCE AXL BHD CSI Heel plates analyzed for eccentricity. GIRDERS. IF 2.5" GUN NAILS ARE USED, THE Truss Location = End Zone 1-2 -.1122 0.01 0.29 0.30 TOTAL 51.00 psf Seqn T6.5.30 - 34312 . HANGERS MUST BE RE-EVALUATED (BY OTHERS). Hurricane/Ocean Line = No , Exp Category = C 2-3 -1125 0.02 0.31.0.32 Bldg Length = 40.00 ft, Bldg Width = 20.00 ft Mean roof height = 16.17 ft, mph80 =12.6 BC FORCE AXL BND CSI CBC Special Occupancy, Dead Load = psf 4-5 1043 0.16 0.21 0.37 5-6 1043 0.13 0.19 0.32 WEB FORCE CSI WEB FORCE' CSI - 2-5 180 0.09 - 6-2-8 6-9-0 I 6-2-8 12.11-8 1 6-2-8 I 6-9-0 1 .2 3 300 -300 T2 44-4 0 7-8 1 Io -9.6 B1B2 W:508 W:508 11:661 R:661 ' U:-121 12-11 U:-121 -6 0.6-8 4 5 6' STUB 6-2-8 i 6-9-0 6-2-8 12-11-8 MAX DEFLECTION (span) : L/999 MEM 4-5 (LIVE) LC L= -0.0411 D= -0.07" T= - Joint Locations 1 0- 0- 0 4 0- 0- 0 2 6- 2- 8 5 6- 2-'8 3 12-11- 8 6 12-11-.8 cc J 6/2/2006 All plates are 20 gauge Truswal Connectors unless preceded by "MX" for HS 20 gauge or "H" for 16.gauge, positioned per Joint Detail Reports avallable from Truswal software, unless noted. Scale: 11132" = 1' WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Job: EJ. WO: pd00847 ® This design Is for an Individual building component not truss system. it has been based on specifications provided by the component manufacturer Chk' Sb and done In accordance with the current versions of TPI and AFPA design standards. No responsibility Is assumed for dimensional accuracy. Dimensions T R U S S W O R KS are to be verified by ths'2omponent manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads Dsgnr: sb utlllxed on this design meet or exceed the loading Imposed by the local building code and the particular application. The design assumes that the top chord TC Live 20.00 psf DurFacs L=1.25 P=1.25 A Company You Can Truss l Is laterally braced by the roof or floor sheathing and the bottom chord Is laterally braced by a rigid sheathing material directly attached, unless otherwise noted. Bracing shown Is for lateral support of components members only to reduce buckling length. This component shall not be placed In any TC Dead 14.00 psf Rep Mbr Bnd 1.15 75-110 St. Charles pl. ste-11A environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, Install BC Live 0.00 psf O.C.Spacing 2-0-0 Palm Desert, CA. 92211 and brace this truss In accordance with the following standards:'Jolnt and Cutting Detail Reports' available as output from Truswal software, -ANSVTPI Phone (760) 341-2232 1', WrCA 1'- Wood Truss Council of America Standard Design Responsibilkles,'BUILDINO COMPONENT SAFETY INFORMATION'- 1.03) TPI. BC Dead 17.00 psf Design Spec CBC -01 Fax # (760) 341-2293 (SCSI and'SCSI SUMMARY SHEETS' by WTCA and The Truss Plate Institute (TPI) Is located at 683 D'Onofrlo Drive, Madison. 53719. The Americah Forest Paper Association .Wisconsin and (AFPA) Is located at 1111 19th Street, NW, Ste 800, Washington, OC 20036. TOTAL 51.00 psf Seqn T6.5.30 - 34312 . 10" Jo,? Name: bob smith Truss ID: E05 Qty: 4 Drw iRG '9I X -100C `REACT SIZE• REQ'D TC 2x4 SPF 165OF-1.5E Plating spec : ANSI/TPI - 1995 UPLIFT REACTION (S) -1, 0-•2-12 688 5.50" 1.50" BC 2x4 SPF 1650F=1.5E THIS DESIGN -IS THE COMPOSITE RESULT OF Support 1 -125 lb 2 13- 3- 4 688 5.50" 1.50" WEB 2x4 HF STUD MULTIPLE LOAD CASES. Support 2 -125 lb' RG REQUIREMENTS shown are based ONLY ' -each WEDGE 2x4 SPF 1650F -1.5E _IF HANGERS ARE INDICATED ON THIS DRAWING,__ - _ This truss is designed using the _ - --- - n the truss material at bearing PLATE VALUES PER ICBG RESEARCH REPORT -H1607: _ THEY ARE BASED ON 1:5" HANGER NAILS FOR - -CBC-01 Code. - - • Heel plates analyzed for eccentricity. - 1 -PLY AND 3" HANGER. NAILS FOR MULTI -PLY Bldg Enclosed = Yes, Iroportance Factor 1.00 -TC ..FORCE AXL BHD CSI, R:688` GIRDERS. IF 2.5" GUN NAILS ARE USED, THE Truss Location = End Zone 1-2 -1243 0.02 0.26 0.28 - 13-6-0 4 S . 0 6 HANGERS MUST BE RE-EVALUATED (BY OTHERS). Hurricane/Ocean Line = No , Exp Category = C 2-3 0.02 0.26 0.28 ` 6-9-0 13-6-0 Bldg Length = 40.00 ft, Bldg Width = 20.00 ft 0-1243 J J Mean roof height = 16.17 ft, mph = 80 BC FORCE AXL HND CSI 61212006 All plates are 20 gauge Truswal Connectors unless preceded by "MX" for HS 20 gauge or "H" for 16 gauge, positioned. per Joint Detail Reports available from Truswal software, unless noted. Scale: 11/32"=I'' CBC Special Occupancy, Dead Load = 12.6 psf 4-5 1158 0.15 0.19 0.33 Eng. Job: EJ. WO: pd00847 This design Is for an Individual building component not truss system. It has been based on specifications provided by the component manufacturer 5-6 1158 0.15 0.19 0.33 and done In accordance with the current versions of TPI and AFPA design standards. No responsibility Is assumed for dimensional accuracy. Dimensions - Dsgnr: sb NEB FORCE CSI WEB FORCE CSI T R U S S W O R KS - 2-5 200 0.10 urte ed on this design meet or exceed the loading Imposed by the local building code and the particular application. The design assumes that the top chord TC Live 20.00 psf - - A Company You Can Truss l • \ 66-9-0 66-9-0 .6-9-0 13-6-0 6-9.0 I 6-9-0 i 11 2 3 F3.00 -3- 00 4-4 MAX DEFLECTION (span) : L/999 MEM 4-5 (LIVE) LC L- -0.03" D= -0.08" T= - Joint Locations 10- 0- 0 4 0- 0- 0 2 6- 9- 0 5 6- 9- 0 3 13- 6- 0 6 13- 6- 0 11" 2-4-0 5-6 lIQ-7-12 5 6 2-4-0 SHIP y, I0-7-12 1.5-3 . 131 132 W:508 W:508 R:688 R:688` U:-125' Ui-125 0 - 13-6-0 4 S . 0 6 6-9-0 6-9-0 ` 6-9-0 13-6-0 J J 61212006 All plates are 20 gauge Truswal Connectors unless preceded by "MX" for HS 20 gauge or "H" for 16 gauge, positioned. per Joint Detail Reports available from Truswal software, unless noted. Scale: 11/32"=I'' WARNING Read all.notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Job: EJ. WO: pd00847 This design Is for an Individual building component not truss system. It has been based on specifications provided by the component manufacturer Chk' sb and done In accordance with the current versions of TPI and AFPA design standards. No responsibility Is assumed for dimensional accuracy. Dimensions Dsgnr: sb T R U S S W O R KS aro to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that theJoads urte ed on this design meet or exceed the loading Imposed by the local building code and the particular application. The design assumes that the top chord TC Live 20.00 psf DurFacs L=1.25 P=1.25 A Company You Can Truss l • Is laterally braced by the roof or floor sheathing and the bottom chord Is laterally braced by a rigid sheathing material directly attached, unless otherwise noted. Bracing shown Is for lateral support of components members only to reduce buckling length. This component shall not be placed In any TC Dead 14.00 psf Rep Mbr Bnd 1.15 75-110 St. Charles pl. ste-11 A envlronmem that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, install BC Live 0.00 psf O.C.Spacing 2- 0- 0 Palm Desert, CA. 92211 and brace this truss In accordance.with the following standards: 'Joint and Cutting Detail Reports' available as output from Truswal software, 'ANSIrrPI 1', WdTCA 1' -Wood Truss Council of America Standard Design Responslbilltles,'SUILDINO COMPONENT SAFETY INFORMATION'- e BC Dead 17.00 psf - Design Spec CBC -01. Phone(760) 341-2232 (BCSI 1-03) and'BC81 SUMMARY SHEETS' by WTCA and TPI. The Truss Plate Institute (TPI) Is located at 683 D'Onofrio Drive, Madison, Fax # (760) 341-2293 Wisconsin 63719. The American Forest and Paper Association (AFPA) Is located at 1111 19th Street, NW, Ste 800, Washington, De 20039. TOTAL 51.00 psf Seqn T6.5.30 - 34313 11" Job Name: bob smith Tluss ID: E06 Qty: 1 Dlrwg: . RGA " X -LOC 'REACT SIZE REQ'D TC 2x4 SPF 165OF-1.5E Plating Spec :'ANSI/TPI - 1995 UPLIFT REACTION(S) 2-12 1206 5.50^ 1.73^ BC 2x4 SPF 1650F -1.5E THIS DESIGN IS THE COMPOSITE RESULT OF Support 1 -220 lb 2 13- 3- 4 1206 5.50" . 1.73" WEB 2x4 HF STUD MULTIPLE LOAD CASES. - Support 2 -220 lb RG REQUIREMENTS shown are based ONLY ... •• WEDGE 2x4 SPF 1650F-1.SE IF HANGERS ARE INDICATED ON THIS DRAWING, This trues is designed using the -, . -AAAA^ ........-RCH ...........,.. n cne cruse material -at each nearing=PLAT"i, VALUES PER i ,nv ae,arwe..,a ""^"- -,.aa.. , BASED 1 Hr ♦La_.ma - --•-_ .- TREY :,:.E a.,.,t,. 0:: 5" HA::::ER .A. _ Heel plates analyzed for eccentricity. 1 -PLY AND 3" HANGER NAILS FOR MULTI -PLY Bldg Enclosed = Yes, Importance Factor = 1.00• TC-. FORCE AXL BND CSI Permanent bracing is required (by others) to GIRDERS'. IF 2.5" GUN NAILS ARE USED, THE Truss Location = End Zone 1-2 -2444 0.05 0.54 0.59 prevent rotation/toppling. See BCSI 1-03 HANGERS MUST BE RE-EVALUATED (BY OTHERS). Hurricane/Ocean Line = No , Exp Category C 2-3 • -2444. 0.05 0.54 0.59 and ANSI/TPI 1.- Bldg Length = 40.00 ft, Bldg Width = 20.00 ft Mean roof height = 16.17 ft, mph = 80 BC FORCE AXL SND CSI . '` CBC Special Occupancy, Dead Load = 12.6 psf 4-5 2314 0.35 0.57 0.91 ------=---LOAD CASE N1 DESIGN LOADS --------------- S-6 2314 0.35 0.57 0.91 Dir L.Plf L.Loc R.Plf R.Loc LL/T TC Vert 68.00 0- 0- 0 68.00 13- 6- 0 0.5 WEB FORCE CSI WEB FORCE CSI - BC Vert 74.38 0- 0_ O. 74.38 13- 6- 0 0.0 2-5 412 0.20 ..Type... lbs X.Loc LL/TL 1 TC Vert' 287.9 6- 9- 0 1.00 TC Vert 201.6 6- 9- 0 0.00 T WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. This design Is for.an Individual building component not truss system. it has been based on specifications provided by the component manufacturer and done In accordance with the current verslons of TPI and AFPA design standards. No respansiblllty Is assumed for dimensional accuracy. Dimensions are to be vertned by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads - utilized an this design most or exceed the loading Imposed by the local building code and the particular application. The design assumes that the top chord .2.4-0 TC Live 20.00 psf A Company You Can Trussl 6-8 TO -7-12 noted. Bracing shown Is for lateral support of components members only to reduce buckling length. This component shall not be placed In any B1 75-110 St. Charles pl. ste-11 A W-508 BC Live 0.00 psf 11:1206 end brace this truss in accordance with the following standards: 'Joint and Cutting Detail Reports' available as output from Truswal software,, 'ANSVTPI U:-220 66-9-0 6 9-0 1 6-9-0 13-6-0 I 6-9=0 I 6.9-0 1' 2 3. 3.004890 3.00 4-4 4 5 6-9-0 . 6-9-0 T t 2-4-0 SHIP IO -7-12 B2 W:508' 11:1206 U:-220 6 6.9_0 13-6-0 All plates are 20 gauge Truswal Connectors unless preceded by "MX" for HS 20 gauge or "H" for 16 gauge, positioned per Joint Detail Reports available from Truswal software, unless noted T R US S W O R KS WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. This design Is for.an Individual building component not truss system. it has been based on specifications provided by the component manufacturer and done In accordance with the current verslons of TPI and AFPA design standards. No respansiblllty Is assumed for dimensional accuracy. Dimensions are to be vertned by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads - utilized an this design most or exceed the loading Imposed by the local building code and the particular application. The design assumes that the top chord Eng. Job: EJ. Chit:, sb Dsgnr: sb TC Live 20.00 psf A Company You Can Trussl Is laterally braced by the roof or floor sheathing and the bottom chord Is laterally braced by a rigid sheathing material directly attached, unless otherwise noted. Bracing shown Is for lateral support of components members only to reduce buckling length. This component shall not be placed In any TC Dead 14.00 psf 75-110 St. Charles pl. ste-11 A °nvlronment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion, Fabricate, handle, install BC Live 0.00 psf Palm DesertCA. 92211 end brace this truss in accordance with the following standards: 'Joint and Cutting Detail Reports' available as output from Truswal software,, 'ANSVTPI r Phone (760) 341-2232 i', WTCA 1' - Wood Truss Council of America Standard Design Responsibilities, 'BUILDING COMPONENT SAFETY INFORMATION'. 1-03) SUMMARY SHEETS' by WTCA BC Dead 17.00 psf Fax # (760) 341-2293 (Bcsl and'BCSI and TPI. The Truss Plate Institute (TPI) Is located at 583 D'Onofrio Drive, Madison, Wisconsin 53719, The American Forest and Paper Association (AFPA) 18 located at 1111 19th Street, NW, Ste 800, Washington, OC 29036. TOTAL 51.00 psf MAX DEFLECTION (Span) : L/999 MEM 5-6_ (LIVE) LC L= -0.10" D= -0.17" T= -C.27.11 Joint Locations 1 0- 0- 0 4 .0- 0- 0 2 6- 9- 0 5 6- 9- 0 3 13- 6- 0 6 13- 6- 0' 6/2/2006 Scale: 11/32" = 1' VO: pd00847' DurFacs L=1.25 0=1.25 Rep Mbr Bnd 1.00 O.C.Spacing 2- 0- 0 Design Spec CBC -01 Seqn T6.5.307 .34314 : Job. Name: bob smith . WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Job: EJ. Truss ID: F01 Qty: 1 RG „'-'.X -LOC 1LEACT SIZE REQ'D TC 2x4 SPF 165OF-1.5E- Plating Spec : ANSI/TPI - 1995 " 1 .' 0- 2-12 765 5.50" 1.50" BC 2x4 SPF 165OF-1.SE THIS DESIGN IS THE -COMPOSITE RESULT OF 2 14- 9- 4' 765 5.50" 1.50" WEB 2x4 HF. STUD MULTIPLE LOAD CASES. - RG REQUIREMENTS Shown are based ONLY GBL BLK 2x4 HF STUD IF HANGERS ARE INDICATED ON THIS DRAWING, tho ----- mant.ria- at ca,.....-.. _ng: PLATE VALUES PER ICBO RESEARCH REPORT 1607. - THEY ARE BASED ON 1. 511 HANGER LS - -- • Phone (760)'341-2232 1', wTCA 1' - Wood Truss Council of America Standard Design Responslbllitles,'BUILAING COMPONENT SAFETY INFORMATION'- 1.03) May use adequate Staples for gable blocks. 1 -PLY AND 3" HANGER NAILS FOR MULTI -PLY TC ' FORCE AXL BND CSI GIRDERS. IF 2.5" GUN NAILS ARE USED, THE 1-2 -1618 0.02 0.53 0.55 Gable verticals are 2x 4 web material spaced HANGERS MUST BE RE-EVALUATED (BY OTHERS). 2-3 -1953 0.05 0.18 0.22 at 16.0 " o.c. unless noted otherwise. + + + + + + + + + + + + + + + + + + + + + + 3-4 °-1953 O.OS 0.18 0.22 Designed for 200.P1f drag load applied 4-5 -1618 0.02'0.53 0.55 evenly along the top chord to the chord • @ ea. bearing (unless noted), concurrently BC'- FORCE A CSI with dead + 0 9 live loads. D.F. = 1.33 6-7 3034 0.0433 0..2424 0.67 Horiz. reaction = 3.0 K lbs. ea. bearing. 7-e 3034 0.43 0.24,0.67 Connection (by others) must transfer equal load to each ply (or add-on) shown. WEB FORCE CSI WEB FORCE CSI, + + + + + + + + + + ++ + + + + + + + + + 2-7 -746 0.25 4-7 -746 0.25 3-7 416 0.16 - 1 r 3-116 3-6-10 3-6-10 3-11-6 3-11-6 7-6-0 11-0-10 15-0-0 7-6-0 I 7-6-0 r 1. 2 3 4 S Y F3.50 -3.50 T. 2-6.0 l 4-4 Io -5-12 B1 W:508 11:765 U:-137 4-4 6 7 7-6-0_ 7-6-0 8 7-6-0 15-0-0 - T urwg: UPLIFT REACTION(S) Support. 1 7137 lb Support 2 -137 lb This truss i6 designed using the CBC -001 Code. Bldg Enclosed = Yes, Importance Factor 1.00 Truss Location = End Zone ' Hurricane/Ocean Line = No , Exp Category = C Bldg Length = 60.00 ft, Bldg Width = 20.00 ft Mean roof height = 16.33 ft, mph = 80 CBC Special Occupancy, Dead Load = 12.6 psf T' 2-8-0 ,-4ISHIP Io -5-12 B2 W:508 R:765 U:-137 MAX DEFLECTION (span) L/999 MEM 6-7 (LIVE) LC 35 L= -0.12" D= -0.10" T= -C.211, Joint Locations 1 0- 0- 0 5 15- 0- 0 2 3-11- 6 6 0- 0- 0 3 7- 6- 0 7 7- 6- 0 6 11- 0-10 8 15- D- 0 X40 CHITF I 0 GAR 199 s STq F GP . TYPICAL PLATE: 1.5-3 6/2/20-06 L All plates are 20 gauge Truswal Connectors unless preceded by "MX" for HS 20 gauge or "H".for 16 gauge, positioned per Joint Detail Reports available from Truswal software, unless noted. Scale: 5/16" = 1' WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Job: EJ. WO: pd00847 ® This design Is for an Individual building component not truss system. It has been based on speetncations provided by the component manufacturer Chk''sb and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions TRUSSWORKS aro to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads DB nr.sb g utilized on this design meat or exceed the loading Imposed by the local building code and the particular application. The design assumes that the top chord TC Live 20.00 psf DurFacs L=1.25 P=1.25 A Company You Can Trussl Is laterally braced by the roof or floor sheathing and the bottom chord Is laterally braced by a rigid sheathing material directly attached, unless otherwise noted. Bracing shown Is for lateral support of components members only to reduce buckling length. This component shall not be placed in any TC Dead 14.00 psf r Rep Mbr Bnd 1.15 75-110.St. Charles pl. ste-11 A environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, Install BC Live 0.00 psf O.C.Spacing 2-0-0 Palm Desert, CA. 92211 and brace this truss In accord nee with the following standards: 'Joint and Cutting Detail Reports' available as output from Truswal software, 'ANSUTPI Phone (760)'341-2232 1', wTCA 1' - Wood Truss Council of America Standard Design Responslbllitles,'BUILAING COMPONENT SAFETY INFORMATION'- 1.03) BC Dead 17.00 psf Design Spec CBC -01 Fax # (760) 341-2293 (SCSI and'SCSI SUMMARY SHEETS' by WTCA and TPI. The Truss Plate Institute (TPI) is located at 683 O'Onofrlo Drive, Madison, 1 Wisconsin 53719. The American Forest and Paper Assoclatlon (AFPA) Is located at 1111 19th Street, NW, Ste 800, Washington, DC 20036. TOTAL 51.00 psf Seqn T6.5.30 - 34316 Jo ,,b Name: bob smith Truss ID: F02 Qty: 6 Drw : RG ''X -LOC REACT SIZE REQ'D TC 2x4 SPF 1650F -1.5E Plating spec : ANSI/TPI - 1995 UPLIFT REACTIONS) 1 ..0- 2-12 765 5.50" 1.50 2' 14- 9- BC 2x4 SPF 165OF-1.5E THIS DESIGN IS THE COMPOSITE RESULT OF - Support 1 -137 lb 4 765 5.50 1.50" RG REQUIREMENTS shown are based ONLY WEB 2x4 HF STUD PLATE VALUES PER ICBO RESEARCH REPORT #1607. TIPLE LOAD CASES. IF SANGERS ARE INDICATED ON THIS DRAWING, ThiSuppoort 2 -137 lb is n the truss material ac each bearing- - - - -- - --- -- _ _ ._ _-. -- - - . -- - -- - .- - . .- - - - - - -__ THEY ARE BASED ON 1.5a HANGER NAILS FOR rt designed using the -.- _. - _ _ _ - _. _ .ti _. _ ___ .. _ - "- CBC -01 Code. _. _ -_ - ,- -- _- - - - TC FORCE '.AXL U WORKS 1 -PLY AND 3" HANGER NAILS FOR MULTI -PLY Bldg Enclosed = Yes, Importance Factor = 1.00 BND CSI A Company You Can Trussl GIRDERS. IF 2.5" GUN NAILS ARE -USED, THE Truss Location = End Zone I-2 -1618 0.02 0.24 0.26 2-3-1305 0.02 0.15 0.16 HANGERS MUST BE RE-EVALUATED (BY. OTHERS). Hurricane/Ocean Line No , Exp Category = C -1305 0.02 0 3-4 .15 0.16 0.15 - .` Bldg Length = 40.00 ft, Bldg Width = 20.00 ft 4-5 -1618 0.02 0.24 0.26 Palm Desert, CA. 9pl. se accordance with the following standards:'Jolnt and Cutting Detail Reports' available as output from Truawal software, 'ANSVTPI 'W Mean roof height = 16.33 ft, mph SO Phone 341-2232 I',TGA 1' - Wood Truss Council of America Standard Design Responsibilities, 'BUILDING COMPONENT SAFETY INFORMATION'. CBC Special Occupancy, Dead Load = 12.6 psf BC FORCE AXL BND CSI 6-7 1512 0.23 0.27 0.49 7-8 1512 0.23 0.27 0.49 WEB FORCE CSI WEB FORCE CSI 2-7 -304 0.10. 4-7 -304 0.10 3-7 416 0.16 2-8-0 . • • I 3-4 1 Io -5-12 3-116_1 3.6-10 _3-6-10 3-11_6 3-114 7-6-0 11-0-10 15-0-0 7.6-0 7-6-0 1 2 3 4 5 350 3.50 4-4 MAX DEFLECTION (span) : L/999 MEM 6-7 (LIVE) LC L= 70.03" D= -0.10" T= - Joint Locations 1 0- 0- 0 5 15- 0- 0 2 3-11- 6 6 0- 0- 0 3 7- 6- 0 7 7- 6- 0 4 ,11- 0-10 :8 15-'0- 0 R)ANO 1 cc 2-8-0 -4 ISHIP I0-5.12 B1 W:508 W: 6 R:765 R: R:76 U:-137 U:--1313 7 15-0-0 ® 6 7 g 7-6-0 7.6.0 V 7-6.0 6/2/2006 N, All plates are 20 gauge Truswal Connectors unless preceded by "Mx" for HS 20 gauge or "H" for 16 gauge, positioned per Joint Detail Reports available from Truswal software, unless noted. Scale: 5/16" = 1' ® WARNING Read all. notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Job: EJ. WO: pd0o847 This design Is for an Individual building componem'not truss system. It has been based on specifications provided.by the component manufacturer Chk' sb and done In accordance with the current versions of TPI and AFPA design standards. No,responslblllty Is assumed for dimensional accuracy. Dimensions U WORKS aro to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads Dsgnr: sb A Company You Can Trussl utilized on this design meet or exceed the loading Imposed by the local building code and the particular application. The design assumes that the top chord Is laterally braced by the roof or floor sheathing and the bottom chord Is laterally braced by a rigld sheathing material directly attached, unless otherwise TC Live 20.00 psf DurFacs L=1.25 P=1.25 noted. gracing shown Is for lateral support of components members only to reduce buckling length. This component shall not be placed In any TC Dead 14.00 psf Rep Mbr Bnd 1.15 ' 75-110 St Charles pl. ste-11 A s environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, Install and brace this truss In BC LIVE• 0.00 psf O.C.Spacing 2-0-0 Palm Desert, CA. 9pl. se accordance with the following standards:'Jolnt and Cutting Detail Reports' available as output from Truawal software, 'ANSVTPI 'W Phone 341-2232 I',TGA 1' - Wood Truss Council of America Standard Design Responsibilities, 'BUILDING COMPONENT SAFETY INFORMATION'. BC Dead 17.00 psf Design Spec CBC -01 Fax # (760) 341-2293 (SCSI 1.03) and'BCSI SUMMARY SHEETS' by WTCA and TPI. The Truss Plate Institute (TPI) Is located at 683 O'OnoMo Drive, Madison, Wisconsin 67719. The American Forest and Paper Association (AFPA) is located at 1111 19th Street, NW, Ste 800, Washington, De 20036. TOTAL 51.00 psf Seqn T6.5.30 - 34316 13" ,t IJob-'Name: bob smith Truss ID: F03 Qty: 1 Drwg: RG' X-LOCREACT SIZE REQ 'D TC 2x4 SPF 1650F-1.SE Plating spec : ANSI/TPI - 1995 Required bearing widths and'bearing areas 1 0- 1-12 :.765 HGR 1.50" BC 2x4 SPF 165OF-1.5E THIS DESIGN IS THE COMPOSITE RESULT OF apply when truss not supported in.a hanger. 2 14-10- 4 765-HGR _. 1. 50". WEB 2x4 HF STUD MULTIPLE LOAD CASES. UPLIFT REACTION(S) : RG REQUIREMENTS shown are based ONLY PLATE VALUES PER ICBO RESEARCH REPORT -*1607._---IF rs....vG..S ARE R;j GE^ ^IDICATED ON THIS DRAWING,__ - -: - _. Support. 1 - -137 lb n the truss material at'each bearing + + + + + + + + + + + + + + + + + + + + + + - THEY ARE BASED ON 1.5" HANGER NAILS FOR Support 2 -137 lb '--' --- _ ----'-'- RG HANGER/CLIP.NOTE Designed for 1.0 K lbs drag load applied 1 -PLY AND 3" HANGER NAILS FOR MULTI -PLY This truss is designed using the 1 HUS26 evenly along the top chord to the chord GIRDERS. IF 2.5" GUN NAILS ARE USED, THE CBC -01 Code. 2 HUS26 @ ea. bearing (unless noted), concurrently HANGERS MUST BE RE-EVALUATED (BY OTHERS). Bldg Enclosed = Yes, Importance Factor = 1.00 uppor't Connections)/Hanger(s) are with dead + 0 t5 live loads. D.F. = 1.33 Truss Location = End Zone not designed for'horizontal loads. Horiz. reaction = 1.0 K lbs. ea. bearing. Hurricane/Ocean Line -,No Exp Category = C ee siNPSON CATALOG Connection (by others) must transfer equal Bldg Length = 40.00 ft, Bldg Width= 20.00 ft OR ADDITIONAL INSTALLATION NOTES load to each ply (or add-on) shown. Mean roof height = 16.33 ft, mph = 80 + + + + + + + + + + + + + + + + + + + + + + CBC Special Occupancy, Dead Load = 12.6 psf TC FORCE AXL BND CSI 1-2 -1652 0.02 0.22 0..24 - 2-3 -1325 0.02 0.14 0.16 3-4 -1325 0.02 0.14 0.16 4-5 -1652 0.02 0.22 0.24 BC FORCE AXL BND CSI 6-7 1621 0.19 0.31 0.50 7-8 1621 0.19 0.31 0.50 WEB FORCE CSI WEB FORCE CSI 2-7 -340 0.11 4-7 . -340 0.11 ' 3-7 430 0.16 33-11_ 3-6-1_ 0 3-6-10 3-116 3-11-6 7-6-0 11-0-10 15-0-0 7-6-0 ( 7-6-0 1 2 3 4 5 3 - -3.50' 4-4 B1 W:308 R:765 U:-137 T 2-8-0 -4 I SHIP 10.5-12 II1 t MAX DEFLECTION (span) L/999 MEM 6-7 (LIVE) LC L= -0.0411 D= -0.10" T= Joint Locations 1 0- 0- 0 .5 15- 0- 0 2 3-11- 6 6 0- 0- 0 3 7- 6- 0 7 7- 6- 0 a 11- 0-10 8 is- 0- 0 CNN 3-8 B2 W:308 R:765 U:-137 O 15-0-0 YO 6 7 8 7-6 7-6-0 O 7.6-0 15-0;0 _ `a 6/2/2006 All plates are 20 gauge Truswal Connectors unless preceded by "Mx" for HS 20 gauge or "H" for 16 gauge, positioned per Joint Detail Reports available from Truswal software, unless noted. Scale: 5/16" =V WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Job: EJ. WO: pd00847 ® This design Is for an Individual building component not truss system. It has been based on specifications provided by the component manufacturer Chk' sb and done In accordance with the current versions of TPI and AFPA design standards. No responsibility Is assumed for dimensional accuracy. Dimensions aro to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads Dsgnr. sb TC Live 20.00 psf DurFacs L=1.25 P=1.25 T R U S S W O R KS Wllzed on this design meet or exceed the loading Imposed by the local building code and the particular application. The design assumes that the top chord A Company You Can Trussl Is laterally braced by the'roof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed In any TC Dead 14.00 psf Rep Mbr Bnd 1.15 76-110 St. Charles pl. ste-11A Palm Desert, CA. 92211 Phone (760) 341-2232 Fax # (760) 341-2293 environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, Install and brace this truss In accordance with the following standards; 'Joint and Cutting Detall Reports' available as output from Truswal software, 'ANSVTPI 1', WTCA 1'. Wood Truss Council of America Standard Design Responsibilities, 'BUILDING COMPONENT SAFETY INFORMATION' . (BC.I 1-03) and 'SCSI SUMMARY SHEETS' by WTCA and TPI. The Truss Plate Institute (TPI) Is located at 583 D'Onofrlo Drive, Madison, Wisconsin 537.19. The American Forest and Paper Association (AFPA) Is located at 1111 19th Street, NW, Ste 800, Washington, OC 20036. BC Live 0.00 psf BC Dead 17.00 psf TOTAL 51.00 psf O.C.Spacing 2- 0- 0 Design Spec CBC -01 Seqn T6.5.30 - 34317 4„ Job, Name: bob smith Truss 1D: F04 Qty: 6 Drw : 3-4 RG x -Loc REACT SIZE REQ'D TC 2x4 SPF 165OF-1.SE Plating Spec : ANSI/TPI - 1995 Required bearing widths and bearing areas 1 0- 1-12 765 HGR 1.50" BC 2x4 SPF 1650F -1.5E THIS DESIGN IS THE COMPOSITE RESULT OF apply when truss not supported in a hanger. 2 14-10- 4 765 HGR 1.50"- WEB 2x4 HF STUD MULTIPLE LOAD CASES. UPLIFT REACTION(S) RG RgQUIREMENTS shown are based ONLY "the PLATE VALUES PER ICBG RESEARCH REPORT #1607. IF HANGERS ARE INDICATED ON THIS DRAWING, Support- 1 -137 lb Is laterally braced by the roof or floor sheathing and the bottom chord Is laterally braced by a rigid sheathing material directly attached, unless otherwise n. truss material' at each bearing = This trues -is designed using the - - "_-='- -` = -- _= GER NILS FOR --- annY ARE BASED ON 1 .51° BADN --_- - Support _` - - -137 =1b TC Dead 14.00 psf G HANGER/CLIP NOTE , CBC -01 Code. 1 -PLY AND 3" HANGER NAILS FOR MULTI -PLY BC Live 0.00 psf O.C.Spacing 2- 0.0 'HUS26 Bldg Enclosed = Yes, Importance Factor = 1.00 GIRDERS. IF 2.5" GUN NAILS ARE USED, THE Phone (760) 341-2232 2 Truss Location = End Zone HANGERS MUST BE RE-EVALUATED (BY OTHERS). Fax # (760) 341-2293 ' [1'HUS26 upport Connections)/Hanger(s) are Hurricane/Ocean Line = No , Exp Category = C not designed for.horizontal loads. Bldg Length.= 40.00 ft, Bldg Width = 20.00 ft - EE'SIKPSON CATALOG . Mean roof height = -16.33 ft, mph = 80 OR ADDITIONAL INSTALLATION NOTES CBC Special Occupancy, Dead Load = 12.6 psf . TC FORCE AXL BND CSI - - - 1-2 -1652 0.02 0.22 0.24 2-3 -1325 0.02' 0.14.0.16 3-4 -1325 0.02 0.14 0.16 4-5 -1652 0.02 0.22 0.24' - • BC FORCE AXL BUD CSI " 6-7 1545 0.19'0.31 0.50 7-8 '1545 0.19 0.31 0.50 MAX DEFLECTION -(span) NEB FORCE CSI WEB FORCE CSI ` - - L/999 HEM 6-7 (LIVE) LC .2-7 -319 0.11 4-7 -319 0.11 L= -0.03" D= -0.10" T= - 3-7 - 430 0.15 - 3-11-6 3-6-10 3-6-1_ 0 3-11=6 3-11-6 7-6-0 11-0-10 15-0-0 7-6-0 I 7-6-0 1 2 3 4 5 3.50 -3.60 4-4 B1 ' W:308 11:765 U:-137 3-8 6 7 8l } 7-6-0 7-6-0 i 7-6-0 15-0-0 / Joint Locations ,1 0- 0-'0 5 15- 0- 0 2 3-11- 6 6 0- 0- 0 3 7- 6- 0 7 7- 6- 0 4 11- 0-10 8 15- 0- 0 0 L HITf l GAR/ cr- 99 a L/ ova CL - 61-2/2006 All plates are 20,gauge Truswal Connectors unless preceded by "MX" for HS 20 gauge or "H" for 16 gauge, positioned per Joint Detail Reports available from Truswal software, unless noted. Scale: 5/16" = 1' T WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. 3-4 SHIP Io -s-12 This design Is for an Individual building component not truss system. It has been based on specifications provided by the component manufacturer B2 W:308 and done In accordance with the current versions of TPI and AFPA design standards. No responsibility Is assumed for dimensional accuracy. Dimensions 11:765 U:-137 are to be verified by the component manufacturer and/or building designer. prior to fabrication. The building designer must ascertain that the loads 6 7 8l } 7-6-0 7-6-0 i 7-6-0 15-0-0 / Joint Locations ,1 0- 0-'0 5 15- 0- 0 2 3-11- 6 6 0- 0- 0 3 7- 6- 0 7 7- 6- 0 4 11- 0-10 8 15- 0- 0 0 L HITf l GAR/ cr- 99 a L/ ova CL - 61-2/2006 All plates are 20,gauge Truswal Connectors unless preceded by "MX" for HS 20 gauge or "H" for 16 gauge, positioned per Joint Detail Reports available from Truswal software, unless noted. Scale: 5/16" = 1' WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Job: EJ. WO: pd00847 ® This design Is for an Individual building component not truss system. It has been based on specifications provided by the component manufacturer Chk' sb and done In accordance with the current versions of TPI and AFPA design standards. No responsibility Is assumed for dimensional accuracy. Dimensions T R U S S W O R KS are to be verified by the component manufacturer and/or building designer. prior to fabrication. The building designer must ascertain that the loads Dsgnr: sb utilized on this design meet or exceed the loading Imposed by the local building code and the particular application. The design assumes that the top chord TC Live 20.00 psf DurFacs L=1.25 P=1.25 A Company You Can Trussl Is laterally braced by the roof or floor sheathing and the bottom chord Is laterally braced by a rigid sheathing material directly attached, unless otherwise noted. Bracing shown Is for lateral support of components members only to reduce buckling length. This component shall not be placed In any TC Dead 14.00 psf Rep Mbr Bnd 1.15 75-110 St. Charles pl. ste-11A environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, Install BC Live 0.00 psf O.C.Spacing 2- 0.0 Palm Desert, CA. 92211 and brace this truss In accordance with the following standards:'Joint and Cutting Detail Reports' available as output from Truswal software, 'ANSVTPI Phone (760) 341-2232 1', WTCA V. Wood Truss Council atAmerica Standard Design Responsibilities,'BUILOING COMPONENT SAFETY INFORMATION'. 1.03) SUMMARY SHEETS' WTCA BC Dead 17.00 psf Design Spec CBC -01 Fax # (760) 341-2293 (BCSI and'BCSI by and TPI. The Truss Plate Institute (TPI) is located at 588 D'Onofrio Drive, Madison,' Wisconsin 63719. The American Forest and Paper Association (AFPA) Is located at tt11 19th Street, NW, Ste 800, Washington, De 20036. TOTAL 51.00 psf Segn T6.5.30 - 34318 13" Job -Name: bob smith Truss ID: F05 Qty: 1 Drw : RG X -LOC REACT SIZE REQ'D TC 2x4 SPF 165OF-1.5E Plating Spec : ANSI/TPI - 1995 UPLIFT REACTIONS) 1 0- 2-12 765 5.50 1.50 BC 2x4 SPF 165OF-1.5E THIS DESIGN IS THE COMPOSITE RESULT OF Support 1 -137 lb 2 14- 9- 4 765 5.50" 1.50" WEB 2x4 HF STUD -PER MULTIPLE'LOAD CASES. , Support 2 -137 lb RG REQUIREMENTS shorn are based ONLY.; PLATE_ VALUES ICBO RESEARCH REPORT #1607.IF HANGERS ARE INDICATED_ ON THIS DRAWING, This truss is designed using the n the truss material at each'bearing "+ + + + + + + + + + + + + + + i + + + + + +` _ -'.THEY ARE BASED ON 1.5" HANGER NAILS FOR _= CBC -01 Code.- ' Designed for 1:0 K lbs drag load applied 1 -PLY AND 311 HANGER NAILS FOR MULTI -PLY Bldg Enclosed = Yea, Importance Factor = 1.00 - 'TC FORCE AXL BND CSI evenly along the top chord tothe chord GIRDERS. IF 2.511 GUN NAILS ARE USED, THE Truss Location = End Zone 1-2 -1618 0.02 0.24 0.26 @ ea. bearing (unless noted), concurrently HANGERS MUST BE RE-EVALUATED (BY OTHERS). Hurricane/Ocean Line = No , Exp Category = C 2-3 -1305 0.02 0.15 0.16 with dead + 0 8 live loads. D.F. =.1:33 r 8 Bldg Length = 40.00 ft, Bldg Width = 20.00 £t 3-4 -1305 0.02 0:15 0.16 Horiz. reaction = 1.0 K lbs. ea. bearing. 7 6-0 1 7-6-0 Mean roof height = 16.33 ft, mph = 80 4-5 -1618 0.02 0.24 0.26 Connection (by others) must transfer equal CBC Special Occupancy, Dead Load = 12.6 psf load to each ply (or add-on) shown. BC FORCE AXL BUD CSI ++++++++++++++++++++++ 6/21/2006 6-7 1604 .0.23 0.27 0.49 WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. 7-8 1604 0.23 0.27 0,49 WO: pdo0847 T R U S S W O R KS WEB FORCE CSI WEB FORCE CSI Chk' sb DS fir. sb g - 2-7 -335 0.1i 4-7 -335 0.11 A Company You. Can Trussi, utilized on this design meet or exceed the loading Imposed by the local building code and the particular application. The design assumes that the top chord Is laterally braced by the roof or floor sheathing and the bottom chord Is laterally braced by a rigid sheathing material directly attached, unless otherwise noted. Bracing shown Is for lateral support of components members only to reduce buckling length. This component shall not be placed In any 3-7 416 0.16 TC Live TC Dead 20.00,psf 14.00 psf - ' 3-11=6 3-6-10 i 3-6-10 3-11 3-11.6 7.6-0 11-0-10 15-0-0 7-6-0 I 7-6-0 1 2 3 C 4 5 350 -35 MAX DEFLECTION (span) : L/999 HEM 6-7 (LIVE) LC L= -0.0411 D= -0.10" T=. Joint Locations 1 0-.0- 0 5 15- 0- 0 2 3-11- 6 6 0- 0- 0 3 7- 6- 07 7- 6- 0 4 11- 0-10 8 15- 0- 0 1.4" 44 T 1.5-3 v 1.5-3 2-8-0 I 34 T 2-8-0Q 3-4 SHIP i0 v 1 cc CC _ I0-5-12 F G 1 I0-5-12 3-8 B1 r B2 W:508 W:508 R:765 R:765 O U:-137' 4:-137 l 15-0-0 a 6 7 r 8 7 6-0 1 7-6-0 \ /V 7-6-0 15-0-0 - 6/21/2006 All plates are 20 gauge Truswal Connectors unless preceded by "Mx" for HS 20 gauge or "H" for 16 gauge, positioned per Joint Detail Reports available from Truswal software, unless noted. Scale: 5116" = 1' WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Job: EJ. WO: pdo0847 T R U S S W O R KS This design Is for an Individual building component not truss system. It has been based on specification* provided by the component manufacturer and done In accordance with the current versions of TPI and AFPA design standards. No responsibility Is assumed for dimensional accuracy. Dimensions are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads Chk' sb DS fir. sb g A Company You. Can Trussi, utilized on this design meet or exceed the loading Imposed by the local building code and the particular application. The design assumes that the top chord Is laterally braced by the roof or floor sheathing and the bottom chord Is laterally braced by a rigid sheathing material directly attached, unless otherwise noted. Bracing shown Is for lateral support of components members only to reduce buckling length. This component shall not be placed In any TC Live TC Dead 20.00,psf 14.00 psf - DurFaes L=1.25 P=1.25 Rep Mbr Bnd .1.15 75-110 St Charles pl. ste-11 A Palm DesertCA. 9pl. s Desert, Phone (760) 341-2232 Fax # (760) 341-2293 environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, Install and brace this truss In accordance with the following standards: 'Joint and Cutting Detail Reports' available as output from Truswal software, 'ANSVrPI 1', MITCA V. Wood Truss Council of America Standard Design ResponslblllUes,'BUILDINO COMPONENT SAFETY INFORMATION' - (SCSI 1-03) and'BCSI,SUMMARY SHEETS' by WTCA and TPI. The Truss Plate Institute (TPI) Is located at 683 D'Onofrfo Drive, Madlson, Wisconsin 53719. The American Forest and Paper Association (AFPA) Is located at 1111 19th Street, NW, Ste 800, Washington, Dc 20036. BC Llve BC Dead TOTAL 0.00 psf 17.00 psf 51.00 psf O.C.Spacing 2- 0- 0 Design Spec CBC -01 Segn T6.5.30 - 34319 1.4" Job.Name: bob smith Truss ID: F06 Qty: 6 Drw : RG ` x -LOC REACT SIZE REQ'D TC 2x4 SPF 165OF-1. SE Plating Spec : ANSI/TPI - 1995 UPLIFT REACTIONS) 1 0-.2-12 765 5.50 1.50^ BC - 2x4 SPF 165OF-1.SE THIS DESIGN IS THE COMPOSITE RESULT OF Support 1 -137 lb - 2' 14- 9- 4 765 5.50^ -1.50^ WEB 2x4 HF STUD MULTIPLE LOAD CASES. Support 2 -1371b RG R QUIREHENTS shown_ are based ONLY PLATE VALUES PER ICBO RESEARCH REPORT #1607. IF HANGERS ARE INDICATED ON THIS DRAWING, This trues is designed using the `m the truss autterial at each-bearin "- - - --- -" - -- - g - -. -.._T ---.-.., - - ;-_._- 111LY ARE BASED ON .b" HANGER NAILS r'OR -°tea- CBC -01 Code. s e--- 1-PLY AND 3" HANGER NAILS FOR MULTI -PLY Bldg Enclosed = Yes, Importance Factor 1.00 TC FORCE AXL HND CSI - GIRDERS. IF 2.5" GUN NAILS ARE USED,.THE Trues Location = End Zone 1-2 -1618 0.02 0.24 0.26 HANGERS MUST BE RE-EVALUATED (BY OTHERS). •Hurricane/Ocean Line = No , Exp Category = C 2-3 -1305 0.02 0.15 0.16 B1 Length = 40.00 ft, Bl Bldg g dg Width = 20.00 ft '3-4 - -1305 0.02 0.15 0.16 Mean roof height = 16.33 ft, mph = 80. 4-5 -1618 0.02 0.24 0.26 ( CBC Special Occupancy, Dead Load = 12.6 psf BC FORCE AXL BND CSI _ - 6-7 1512 0.23 0.27 0.49 7-8 1512 0,23 0.27 0.49 - WEB FORCE CSI WEB• FORCE CSI 2-7 --304 0.10 4-7 -306 0.10 3-7 416 0.16 t 3-11=6 3-6-10 3-6-10 3-11_ 6 3-11-6 7-6-6 11-0-10 15-0-0 7 6-0 l 7-6-0 I 1 2. 3 4 5 3 SU 350 a-4 T 2-8-0 -4 IOSHIP -5-12 B, B2 W:508 W:508 R:765 ' R:765 U:-137 U:-137 15-0-0 6 7 8 7-6-0 -f 7-6-0 .( 7-6.0 15-0-0 MAX DEFLECTION (Span) L/999 MEM 6-7 (LIVE) LC L= -0.03" D= -0.10" T= -C.13" Joint Locations 1 0- 0- 0 5 15- 0- 0 2 3-11- 6. 6 0- 0- 0 3 7- 6-' 0 7 7- 6- 0 4 11- 0-10 8 15- 0- 0 VON V*. J % „ 6/2/2006 . All, plates are 20 gauge Truswal Connectors unless preceded by "MX" for HS 20 gauge or "H" for 16 gauge, positioned per Joint Detail Reports available from Truswal software, unless noted. Scale: 5/16" = 1' r 2-8-0 Eng. Job: EJ. WO: pd00847 This design Is for an Individual building component not truss system. It has been based an specifications provided by the component manufacturer, ' 3.4 IQ -5-12 t 3-11=6 3-6-10 3-6-10 3-11_ 6 3-11-6 7-6-6 11-0-10 15-0-0 7 6-0 l 7-6-0 I 1 2. 3 4 5 3 SU 350 a-4 T 2-8-0 -4 IOSHIP -5-12 B, B2 W:508 W:508 R:765 ' R:765 U:-137 U:-137 15-0-0 6 7 8 7-6-0 -f 7-6-0 .( 7-6.0 15-0-0 MAX DEFLECTION (Span) L/999 MEM 6-7 (LIVE) LC L= -0.03" D= -0.10" T= -C.13" Joint Locations 1 0- 0- 0 5 15- 0- 0 2 3-11- 6. 6 0- 0- 0 3 7- 6-' 0 7 7- 6- 0 4 11- 0-10 8 15- 0- 0 VON V*. J % „ 6/2/2006 . All, plates are 20 gauge Truswal Connectors unless preceded by "MX" for HS 20 gauge or "H" for 16 gauge, positioned per Joint Detail Reports available from Truswal software, unless noted. Scale: 5/16" = 1' . ' WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Job: EJ. WO: pd00847 This design Is for an Individual building component not truss system. It has been based an specifications provided by the component manufacturer, Chk' sb and done In accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions '. T R U S S W O R KS arc to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads Dsgnr: sb Wlized on this design meet or exceed the loading Imposed by the local building code and the particular application. The design assumes that the top chord TC Live 20.00 psf DurFaes L=1.25 P=1.25 A Company You Can Trussl Is laterally braced by the roof or goer sheathing and the bottom chord Is laterally braced by a rigid sheathing material directly attached, unless otherwise noted. Bracing shown Is for lateral support of components members only to reduce buckling length. This component shall not be placed In any TC Dead 14.00 psf 'Rep Mbr Bnd 1.15 75-110 St. Charles pl. ste-11 A environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate; handle, Install BC Live 0.00 psf O.C.Spacing 2- O- O Palm Desert, CA. 92211 and bmee this truss In accordance with the following standards:* 'Joint and Cutting Detail Reports' available as output from Truswal software, 'ANSI/TPI Phone (760) 341-2232 1', MITCA 1'. Wood Truss Council of America Standard Design Responslbilities,'BUILDING COMPONENT SAFETY INFORMATION'. 1-03) SUMMARY SHEETS' BC Dead 17.00 psf Design Spec CBC -01 Fax # (760) 341-2293 (SCSI and'BCSI by WTCA and TPI. The Truss Plate Institute (TPI) Is located at 683 D'Onofrio Drive, Madison, Wisconsin 53719. The American Forest and Paper Association (AFPA) Is located at 1111 19th Street, NW, Ste 800, Washington, DC 20036. TOTAL 51.00 psf Seqn T6.5.30 - 34320 -D Job Name: bob smith 1 0- 0- 0 Truss ID: F07 Qty: 1 Drw : RG X -LOC REACT SIZE REQ'D TC 2x4 SPF 165OF-1.5E Plating spec : ANSI/TPI - 1995 UPLIFT REACTION(S) 1 0- 2712 765 5.50" 1.50" BC 2x4. SPF 165OF-1.5E THIS DESIGN IS THE COMPOSITE RESULT OF Support 1 -137 lb 2 14-.9- d 765 5.50" 1.50" WEB 2x4 HF STUD .' MULTIPLE LOAD CASES. Support 2 -137 lb r RG onnnecwcNTS shown are based ONLY, GSL BLK - .2x4 HF STUD__ IF HANGERS ARE INDICATED ON THIS DRAWING, This truss is designed using the n the truss material at each bearing PLATE 'VALUES PER ICBO RESEARCH REPORT #1607. THEY ARE BASED ON 1.5" HANGER NAILS FOR -- -- --`CBC-01 Code. - May use adequate staples for gable blocks. 1 -PLY AND 3" HANGER NAILS FOR MULTI -PLY Bldg Enclosed= Yea, Importance Factor = 1.00 TC FORCE AXL BND CSI WO: pd00847. ® This design is for an Individual building component not truss system. It has been based on specifications provided by the component manufacturer GIRDERS. IF 2.5" GUN NAILS ARE USED, THE Truss Location = End Zone 1-2 -1618 0.02 0.53 0.55 Gable verticals are 2x 4 web material spaced HANGERS MUST BE RE-EVALUATED (BY OTHERS). Hurricane/Ocean Line = No , Exp Category = C 2-3 -1953 0.05 0.18 0.22 at 16.0 " o.c. unless noted otherwise. + + + + + + + + + + + + + + + + + + + ..... Bldg Length = 40.00 ft, Bldg Width = 20.00 ft 3-4 -1953 0.05 0.18 0.22 U WO R KS utilized on this design meet or exceed the loading imposed by the local building code and the particular application. The design assumes that the top chord Designed for 200 Plf drag load applied Mean roof height = 16.33 ft, mph = 80 4-5 -.1618 0.02 0.53 0.55 Is laterally braced by the roof or floor sheathing and the bottom chord Is laterally braced by a rigid sheathing material directly attached, unless otherwise evenly along the top chord to the chord CBC Special Occupancy, Dead Load = 12.6 psf noted. Biaeing shown Is for lateral support of components members only to reduce buckling length. This component shall not be placed In any TC Dead 14.00 psf ea. bearing (unless noted), concurrently Rep Mbr Bnd 1.15 BC FORCE AXL BND CSI BC Live 0.00 psf with dead + 0 6 live loads. D.F. = 1.33 PalmDesertCA. 92211 Desert, 6-7 3034 0.43 0.24 0.67 - Horiz. reaction = 3.0 K lbs. ea. bearing. - 1-8 3034 0.43 0.24 0.67 Design Spec CBC -01 Fax #'(760).341-2293 Connection (by others) must transfer equal TOTAL 51.00 psf Segn T6.5.30 - 34311 .' load to each ply (or add-on) shown. NEB FORCE CSI WEB FORCE CSI ++.++++++++++++++++++++ 2-7 -746 0.25 4-7 -746 0.25 3-7 416 0.16 - . T 2-8-0. 4-4 '10.5-12 3-11=6 3-6-10 3-6-10 3-11-6 3-11-0 7-6-0 11-0-10 15-0-0 ( 7-6-0 I 7-6-0 1 2 3 4 5 350 -3.50 4-4 . T 2-8-0 -4 SHIP I0.5-12 MAX DEFLECTION (span) : L/999 MEM 6-7 (LIVE) LC L= -0.12" D= -0.10" T= Joint Locations 1 0- 0- 0 5 15- 0- 0 23-11- 6 6 0- 0- 0 3 7- 6- 0 7 7- 6- 0 4 11- 0-10 8 15- .0- 0 cc ¢,G oP 4 oQe 0I 21" i B1 B2 ` - W:508 W:508 R:765 11:765 U:-137 U:-137 ( 15-0-0 8 o 6 7 7-6-0 7-6-0 , iV co TYPICAL PLATE: 1.5-3 7-6-0 , 15-0-0 o \\0 1,/ 2/2006 All plates are 20 gauge Truswal Connectors unless preceded by "Mx" for HS 20 gauge or "H" for 16 gauge, positioned per Joint Detail Reports available from Truswal software, unless noted. Scale: 6116" = 1' WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Job: EJ. WO: pd00847. ® This design is for an Individual building component not truss system. It has been based on specifications provided by the component manufacturer Chk• sb and done In accordance with the current versions of TPI and AFPA design standards. No responsibility Is assumed for dimensional accuracy. Dimensions Dsgnr: T R S S aro to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads sb U WO R KS utilized on this design meet or exceed the loading imposed by the local building code and the particular application. The design assumes that the top chord TC Live 20.00 psf DurFacs L=1.25 P=1.25 A Company You Can Truss I Is laterally braced by the roof or floor sheathing and the bottom chord Is laterally braced by a rigid sheathing material directly attached, unless otherwise noted. Biaeing shown Is for lateral support of components members only to reduce buckling length. This component shall not be placed In any TC Dead 14.00 psf Rep Mbr Bnd 1.15 75-110 St. Charles pl. ste-11A environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, Install BC Live 0.00 psf O.C.Spacing 2- 0- 0 PalmDesertCA. 92211 Desert, and brace this truss In accord nee with the following standards:'Joint and Cutting Detail Reports' available as output from Truswal' software, 'ANSI1TPI Phone (760) 341-2232 'W 1',TCA 1' -Wood Truss Council of America Standard Design ResponslbllMes,'BUILDINO COMPONENT SAFETY INFORMATION'. 1.03) SUMMARY BC Dead' 17.00 psf Design Spec CBC -01 Fax #'(760).341-2293 (SCSI and'BCSI SHEETS' by WrCA and TPI. The Truss Plate Institute (TPI) Is located at 687 D'Onofrio Drive, Madison, Wisconsin 67719. The American Forest and Paper Association (AFPA) Is located at 1111 18th Street, NW, Ste 800, Washington, DC 20036. TOTAL 51.00 psf Segn T6.5.30 - 34311 21" Job Name: bob smith 13-6-0 Truss ID: G01 Qty: 1 Drw : RG x -LOC EACT SIZE RE9'D TC 2x4 SPF 1650F-1.SE Plating spec : ANSI/TPI - 1995 UPLIFT REACTIONS) . 1 0- 2-12 689 5.50" 1.50 BC 2x4 SPF 1650F -1.5E THIS DESIGN IS -THE COMPOSITE RESULT OF Support 1 -125 lb 2 13- 3- 4 688 5.50" 1.50" WEB 2x4 HF STUD MULTIPLE LOAD CASES. Support '2 -125 lb ew _OQUIREMENTS shown are based ONLY;. _,. GBL BLK -_, _ 2x4 HF - STUD - - --IF HANGERS ARE INDICATED ON*THIS DRAWING, This truss is designed using the n'the truss material at each bearing PLATE VALUES PER ICBG RESEARCH REPORT #16077 -'THEY ARE BASED*ON 1.5""HANGER -NAILS FOR--- ="''=`= CBC -01 -Code,- -- - -- ----_-_.- - O.C.Spacing 2- 0- 0 Design Spec CBC -01 Seqn T6.5.30 - 34322 May use adequate staples for gable blocks. 1 -PLY AND 3" HANGER NAILS -FOR MULTI -PLY _ Bldg Enclosed = Yes, -Importance Factor = 1.00 TC FORCE AXL END CSI GIRDERS. IF 2.5" GUN NAILS ARE USED, THE Truss Location = End Zone 1-2 -1598 0.03 0.33 0.36 Gable verticals are 2x 4 web material spaced HANGERS MUST BE RE-EVALUATED (BY OTHERS). Hurricane/Ocean Line = No , Exp Category = C 2-3 -1598 0.03 0.33 0.36 at 16.0 " o.c. unless noted otherwise. + ; + + + + + + + + + + + + + + + + + + + + Bldg Length = 40.00 ft, Bldg Width = 20.00 ft Designed for 200 Plf drag load applied Mean roof height = 16.15 ft, mph = 80 BC FORCE AXL BND CSI evenly along the top chord to the chord CBC Special Occupancy, Dead Load = 32.6 psf 4-5 2195 0.31 0.36 0.67 @ ea.'bearing (unless noted), concurrently 5-6 2195 0.31 0.36 0.67 _ with dead + 0 6 live loads. D.F. = 1.33 ' Horiz. reaction = 2.7 K lbs. ea. bearing. WEB FORCE CSI WEB FORCE CSI Connection (by others) must transfer equal - 2-5 289 0.12 load to each ply (or add-on) shown. r T l 2-3-8 3- 1.0-3-14 i 6-9.0 6-9-0 6-9-0 13-0-0 6-9-0 I 6-9-0 l 1 2 3 350 . -360 4-4 . T 2-3-8 SHIP . 10-3-14 B1 82 W:508 ;. W:508 R:689 R:688 U:-125 U•-125 MAX DEFLECTION (span) : L/999 MEM 4-5 (LIVE) LC L= -0.14" D= -0.09" T= - Joint Locations 1 0- Or 0 4 - 0- 0- 0 2 6- 9- 0 5 6- 9- 0 3 13- 6- 0 6 13- 6- 0 orp #M 13-6-0 4 5 6 1 6.y'0 -1 6.y , ^ TYPICAL PLATE,: 1.6-3 - 6-9-0 13-6-0 1► `\ 2/2006 • All plates are 20 gauge Truswal Connectors unless preceded by "Mx" for HS 20 gauge or "H" for 16 gauge, positioned per Joint Detail Rep Reports available from Truswal software, unless noted. ^\J V Scale: 11132" = 1' ® WARNING Read all notes On this Sheet and give a Copy of It to the Erecting Contractor. Eng. Job: EJ. WO: pd00847 T R U S S WO RKS This design Is for an Individual building component not truss system. It has been based on specifications provided by the component menufacturor and done In accordance with the current versions of TPI and AFPA design standards. No responsibility Is assumed for dimensional accuracy. Dimensions an to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads Chk' sb _ Dsgnr: sb TC Live 20.00 psf TC Dead -- 14.00 psf DurFacs 1=1.25 P=1.25 Rep Mbr Bnd 1.16 A Company You Can Truss/ utilized on this design meet or exceed the loading Imposed by the local building code and the particular application. The design assumes that the top chord Is laterally braced by the roof or floor sheathing and the bottom chord Is laterally braced by a rigid sheathing material directly attached, unless otherwise noted. Bracing shown Is for lateral support of components members only to reduce buckling length. This component shall not be placed In any. 75-110 St Charles pl. Ste -11A Palm Desertrte 9pls Desert, Phone (760) 341-2232 Fax # (760) 341-2293 environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, Install and brace this truss In accordance with the following standards: 'Joint and Cutting Detail Reports' available as output from Truswal software, 'ANSVTPI 1', WYTCA 1'. Wood Truss Council of America Standard Design Responsibillges,'BUILDINO COMPONENT SAFETY INFORMATION'. (SCSI 143) and'SCSI SUMMARY SHEETS' by WTCA and TPI. The Truss Plate Institute (TPI) Is.located at 583 D'Onofrio Drive, Madison, 1Wisconsin 83719. The American Forest and Paper Association (AFPA) is located at 1111 19th Street, NW, Ste 800, Washington, OC 20036. BC Live 0.00 psf BC Dead 17.00 psf TOTAL 51.00 psf O.C.Spacing 2- 0- 0 Design Spec CBC -01 Seqn T6.5.30 - 34322 #M , •n Job Name: bob smith Truss ID: G02 Qty: 2 Drw : RG X -LOC •REACT SIZE REQ '0 TC 2x4 SPF 165OF-1.5E Plating spec ANSI/TPI - 1995 UPLIFT REACTIONS) : 1 0- 2-12 2876 5.50 2.37^ BC 2x6 HF 165OF-1.5E THIS DESIGN IS THE COMPOSITE RESULT OF Support 1 -525 lb 2 13- 3- 4 2876 5.50" 2.37^ WEB 2x6 HF STUD MULTIPLE LOAD CASES. Support 2 -525 Lb RG RVVIREMENTS.shown are based ONLY Lumber shear allowables are per NDS. _ IF HANGERS ARE ON THIS DRAWING, This truss is designed using the n the trues material at each bearing PLATE VALUES PER ICBO RESEARCH REPORT #1607.`--- _INDICATED THEY ARE BASED ON 1.5" HANGER NAILS.avx==--_-=---= °CBC -01 Code. --------- - _ -- - ___--_--.---- - B2 W:508 Permanent bracing is required (by others) to 1 -PLY AND 3" HANGER NAILS FOR MULTI -PLY Bldg Enclosed = Yes, Importance Factor = .1.00! TC FORCE AXL END CSI prevent rotation/toppling. See BCSI 1-03 GIRDERS. IF 2.5" GUN NAILS ARE USED, THE Truss Location = End Zone - 1 -2 -6188 0.08 0.47 0.56 and ANSI/TPI 1. HANGERS MUST BE RE-EVALUATED (BY OTHERS). Hurricane/Ocean Line = No Exp Category = C 2-3 - -5603 0.06 0.07 0.13 2 -PLY! Nail w/lOd BOX, staggered (per NDS) + + + + + + + + + + +.+ + + + + + + + + + + Bldg Length = 40.00 ft, Bldg Width = 20.00 ft 3-4 -5603 0.06 0.07 0.13 in: TC- 2 BC= 2 WEBS- 2 **PER FOOT!** Designed for 1.5 K lbs drag load applied Mean roof height = 16:15 ft, mph' = 80 4-5 -6188 0.08 0.47 0.56 evenly along the top chord to the chord CBC Special Occupancy, Dead Load = 12.6 psf @ ea. bearing (unless noted), concurrently ----------LOAD CASE #1 DESIGN LOADS -------------- BC FORCE AXL BND CSI with dead + 0 9 live loads. D.F. = 1.33 Dir L.Plf L.Loc R.Plf R.Loc LL/ 6-7 5978 0.28 0.44 0.73 Horiz. reaction = 1.5 K lbs. ea. bearing. TC Vert 68.00 0- 0- 0 68.00 13- 6- 0 0. 7-8 5978 0.28 0.44 0.73 Connection (by others) must transfer equal' BC Vert 358.06 0- 0- 0 358.06 13- 6- 0 0. - load to each ply (or add-on) shown. WEB FORCE CSI WEB FORCE CSI + + + + + + + + + + + + + + + + + + + + + + 2-7-671 0.06 4-7 -671 0.06 3-7*. 2954 0.51 4-1-8 2-7-8 2-72-7 8 4-14-18 } ' 4-1-8 6-9-0 9.4-8 13-6-0. I 6-9-0 I 6-9-0 2-PLYS 1 2 3 4 5 • REQUIRED 3 -3.50 i MAX DEFLECTION (span) : L/999 MEM 7-8 (LIVE) LC L= -0.08" D= -0.13" T= -121 Joint Locations 1 0- 0- 0 5 13- 6- 0 2 4- 1- 8' 6 0- 0- 0 3 6- 9- 0 7 6- 9- 0 4 9- 4- 8 8 13- 6- 0 T 4.4 T C WO: pdoo847 1.5-3 1.5-3 I UJ 2-3-8 T R U S S O 2-3-8 iaO. rd,00 1 3-8 10-3-14 3-8SHIP ,AQl ,o pt O DurFacs L=1.25 P=1.25 Rep Mbr Snd 1.00 O.C.Spacing 2- o- o Design Spec CBC -01 Secin T6.5.30 - 34323 'IO -3-141. 7-6 B1 W:508 B2 W:508 R:2876 R:2876 U:-525 ' U:-525 13-" 6-9-0 6-9-0 6-9-0 13-6-0 6/2/2006 All plates are 20 gauge Truswal Connectors unless preceded by "Mx" for HS 20 gauge or "H" for 16 gauge, positioned per Joint Detail Reports available from Truswal software, unless noted. Scale: 11/32" = 1' WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Job: EJ. WO: pdoo847 ® This design Is for an Individual building component not truss system. It has been based on specifications provided by the component manufacturer Chit: sb T R U S S O and done In accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions aro to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads Dsgnr: sb W R KS A Company You Can Trussl 75-110 St. Charles pl. ste-11A Palm Desert CA. 92211 Desert, Phone (760) 341-2232 Fax # (760) 341-2293 Wllzed on this design meet or exceed the loading Imposed by the local building code and the particular application. The design assumes that the top chord Is laterally braced by the roof or floor sheathing and the bottom chord Is laterallybraced by a rigid sheathing materiai'directly attached, unless otherwise noted. Bracing shown Is for lateral support of components members only to reduce buckling length. This component shall not be placed In any environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, Install and brace this truss In accordance with the following standards: 'Joint and Cueing Detail Reports' available as output from Truswal software, 'ANSIMPI 1','WTCA 1'- Wood Truss Council of America Standard Design Responslbllitles,'BUILDINO COMPONENT SAFETY INFORMATION'- (BCSI 1.03) and'BCSI SUMMARY SHEETS' by WTCA and TPI. The Truss Plate Institute (TPI) Is located at 683 D'Onofrio Drive, Madison, Wisconsin 63719. The American Forest and Paper Association (AFPA) Is located at 11111 18th Street, NW, Ste 800, Washington, Dc 20036. TC Live 20.00 psf TC Dead 14.00 psf BC Live o.00 psf BC Dead 17.00. psf ' TOTAL 51.00 psf DurFacs L=1.25 P=1.25 Rep Mbr Snd 1.00 O.C.Spacing 2- o- o Design Spec CBC -01 Secin T6.5.30 - 34323 Job Name: bob smith Truss ID: H01 Qty: 2 Drw : RG x -LOC REACT SIZE REQ 'D TC 2x4 SPF 165OF-1.5E Plating Spec : ANSI/TPI - 1995 UPLIFT REACTION(S) ' 1 0- 2-12 2769 5.50" 2.28" BC 2x6 HF 165OF-1.5E THIS DESIGN IS THE COMPOSITE RESULT OF Support 1 -508 lb 2 12- 9- 4 2769 5.50" 2.28" WEB 2x4 HF STUD MULTIPLE LOAD CASES. Support 2 -508 lb RG R_r.QUIREHENTS shown are .based, ONLY Lumber Shear allowables are per NDS. IF HANGERS ARE INDICATED ON THIS DRAWING, This truss is designed using the n the trues material at each bearing PLATE VALUES PER ICBO RESEARCH REPORT #1607. _ - THEY ARE BASED ON 1.5'• RANGER NAILS FOR =-_-- --- CBC -01 Code.--- ® ' Permanent bracing is required (by others) to 1 -PLY AND 3" HANGER NAILS FOR MULTI -PLY Bldg Enclosed = Yes, Importance Factor 1.00 TC FORCE AXL BND CSI -prevent rotation/toppling. See SCSI 1-03 GIRDERS. IF 2.5" GUN NAILS ARE USED, THE Truss Location = End Zone 1-2 -5922 0.08 0.44 0.52 and ANSI/TPI 1. HANGERS MUST BE RE-EVALUATED (BY OTHERS). Hurricane/Ocean Line = No Exp Category = C 2-3 -5367 0.06 0.06 0.12 2 -PLY! Nail w/10d BOX, staggered (per NDS) + + ... + + + + + + + + + + + + + + + + + + Bldg Length = 40.00 ft, Bldg Width = 20.00 ft 3-4 -5367.0.06 0.06 0.12 in: TC- 2 BC- 2' WEBS- 2 **PER FOOT!** Designed for 1.5 K lbs drag load applied Mean roof height = 16.11 ft, mph = 80 4-5 -5922 0.08 0.44 0.52 evenly along the top chord to the chord CHC Special Occupancyy, Dead Load = 12.6 psf Is laterally braced by the roof or floor sheathing and the bottom chord Is laterally braced by a rigid sheathing material directly attached, unless otherwise ' @ ea. bearing (unless noted), concurrently ----------LOAD CASE ql DESIGN LOADS --------------- BC FORCE AXL BND CSI TC Dead with dead + 0 9 live loads. D.F. = 1.33 Dir L.Plf L.Loc R.Plf R. Loc LL/T 6-7 5723 0.27 0.40 0.67 environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, Install 'Joint Horiz. reaction = 1.5 K lbs. ea. bearing. TC Vert 68.00 0- 0- 0 68.00 13-0- 0 0.5 7-8 5723 0.27 0.40 0.67 Palm Desert, CA. 9pl. Connection (by others) must transfer equal BC Vert 358:06 0- 0- 0 358.06 13- 0- 0 0.3 . load to each ply (or add-on) shown. 1', WTCA 1' - Wood Truss Council of America Standard Design Responsibilities. 'BUILDING COMPONENT SAFETY INFORMATION' - 1.03) WEB FORCE CSI WEB FORCE CSI ++++++++++++++++++++++ Fax # (760) 341-2293 2-7 -639 0.06 4=7 -639 0.06 3-7 2824 0.49 TOTAL, 51.00 psf 4-" 2-6-0 2-6=0 4-" 4-0-0 6-6-0 9-0-0 13-0-0 6-6-0 I 6-6-0 2-PLYS 1 2 3 4 5 REQUIRED 360 -3.50 T 2-2-10 Tz0-3-14 4.4 MAX DEFLECTION (span) : L/999 HEM 7-8 (LIVE) LC L= -0.07-" D= -0.12" T= Joint Locations 1 0- 0- 0 5 13- 0- 0 2 _ 4- 0- 0 6 0- 0- 0 3 6- 6- 0 7 6- 6- 0 d 9- 0- 0 8 13- 0= 0 T 1991 Ga 2-2.10 L *`,0• 1`ry SHIP ; 1p13 OPS 3+ P IO -3-14 - j L9" 131 W:508 62 W:508 R:2769 U:-508 13-0-0 R: U:-508-508 6 7 g 00 6-6-0 13-0-0 Ot \ J 6/2/2006. All plates are 20 gauge Truswal Connectors unless preceded by "MX" for HS 20 gauge or "H" for 16 gauge, positioned per Joint Detail Reports available from Truswal software, unless noted. Scale: 11132" = 1' ® WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Job: EJ. WO: pd00847 This design Is for an Individual building component not truss system. it has been based on specifications provided by the component manufacturer Chk' sb and done In accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions TRUSSWORKS are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads DB nr Bb g utilized on this design meet or exceed the loading Imposed by the local building code and the particular application. The design assumes that the top chord TC Live 20.00 psf DurFaes L=1.25 P=1.25 A Company You Can TruS$l Is laterally braced by the roof or floor sheathing and the bottom chord Is laterally braced by a rigid sheathing material directly attached, unless otherwise . noted. Bracing shown Is for lateral support of components members only to reduce buckling length. This component shall not be placed In any TC Dead 14.00 psf Rep Mbr Bnd 1.00 75-110 St Charles pl. ste-11A s environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, Install 'Joint BC Live 0.00 psf. O.C.Spacing 2- 0- 0 Palm Desert, CA. 9pl. and brace this truss In accordance with the following standards: and Cutting Detail Reports' available as output from Truswal software, 'ANSVTPI . Phone (760) 341-2232 1', WTCA 1' - Wood Truss Council of America Standard Design Responsibilities. 'BUILDING COMPONENT SAFETY INFORMATION' - 1.03) BC Dead 17.00 psf Design Spec CBC -01 Fax # (760) 341-2293 (BCSI and'BCSI SUMMARY SHEETS' by WTCA and TPI. The Truss Plate Institute (TPI) Is located at 683 D'Onofrlo Drive, Madison, Wisconsin 53719. The American Forest and Paper Association (AFPA) Is located at 1111 19th Street, NW, Ste 800, Washington, De 20036. TOTAL, 51.00 psf Seqn T6.5.30 - 34324 j L9" Job Name: bob smith Truss ID: H02 Qty: 2 Drw : RG .`-X -LOC iREACT SIZE REQ'D TC 2x4 SPF 165OF-1.5E. Plating spec : ANSI/TPI - 1995 UPLIFT REACTION(S) 1 0-.2-12 663 5.50 1.50" BC 2x4 SPF 165OF-1.5E THIS DESIGN IS THE COMPOSITE RESULT -OF 'Support 1 -121 lb 2 12- 9- 4 663. 5.50" 1.50" WEB 2x4 HF STUD - MULTIPLE LOAD CASES. Support 2 -121 lb RG REQUIREMENTS shown are based ONLY -at PLATE VALUES PER ICBG RESEARCH REPORT #1607. '---'" IF HANGERS ARE INDICATED ON THIS DRAWING, This truss is designed using the n the trues material each bearing----- - - "- - - '-- - 'i•HEY ARE BiS-cD ON -i.5" auv+a'-• ire ILS FOR -- -.. HANGER - - - - - _.-CBC-01 Code. - - -- - - _- - -- . - --- - - 1 -PLY AND 3" HANGER NAILS FOR MULTI -PLY Bldg Enclosed = Yes, Imtportance Factor = 1.00 TC FORCE AXL BND CSI GIRDERS. IF 2.5" GUN NAILS ARE USED, THE Truss Location = End Zone 1-2 -1314 0.02 0.30 0.33 HANGERS MUST BE RE-EVALUATED (BY OTHERS). Hurricane/Ocean Line = No , Exp Category.= C 2-3- -1314 0.02 0.30 0.33 Bldg Length = 40.00 ft, Bldg Width = 20.00 ft Mean roof'height = 16.11 ft, mph = 80 BC FORCE AXL BND CSI CBC Special Occupancy, Dead Load = 12.6 psf 4-5 1217 0.15 0.31 0.46 5-6 1217 0.15 0.31 0.46. ' WEB FORCE CSI WEB FORCE CSI 2-5 277 0.12 ' ' MAX DEFLECTION (span) : L/999 MEM 4-5 (LIVE) LC L= -0.04" D= -0.08" T= Joint Locations 1 0- 0- 0 4 0- 0-. 0 2, 6- 6- 0 5' 6- 6- 0 3 13- 0- 0 6 13- 0- 0 6.6_0 6-0-0 6-6-0 13-0-0 6-6-0 1 6-6-0 (, 1 2 3 F- - 5 ANO ' 3.50 -3.50 w 4-4 6119911 2-2-10 2-2-10 3-4 3-4 SHIP ST OF GPS .. T 10-3-14 10-3-141 1.5-3 B1 B2 W:508 W:508 R:663 R:663 U:-121 U:-121 O , 13-0-0 ; YO 4 5 6 ` lY 6-" - 6-6_p O 6=6-0 13-0-0 `\w\ 6 2/2006 All plates are 20 gauge Truswal Connectors unless preceded by "MX" for HS 20 gauge or "H" for 16 gauge, positioned per Joint Detail Reports available from Truswal software, unless noted. Scale: 11/32" = 1' ® WARNING Read all' notes on this sheet and give a copy of it to the Erecting Contractor. Eng. JOb:.EJ. WO: pd00847 This design Is for an Individual building component not truss system. It has been based on specifications provided by the component manufacturer Chk' sb and done In accordance with the current versions of TPI and AFPA design standards. No responsibility Is assumed for dimensional accuracy. Dimensions TRUSSWORKS DS nr. sb are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads g utilized on this design meet or exceed the loading Imposed by the local building code and the particular application. The design assumes that the top chord - TC Live 20.00 psf DUrF8C3 L=1.25 P=1.25 A Company You Can Trussl is laterally braced by the roof or floor sheathing and the bottom chord Is laterally braced by a rigid sheathing material directly attached, unless otherwise noted. Bracing shown Is for lateral support of components members only to reduce buckling length. This component shall not be placed In any TC Dead 14.00 psf Rep Mbr Bnd 1.15 75-11.0 St. Charles pl. ste-11A environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, Install BC Live 0.00 psf O.C.Spacing 2- 0.0 Palm DesertCA. 9pl. s and brace this truss In accordance with the following standards: 'Joint and Cutting Detail Reports' available as output from Truswal software, + 'ANSI/TPI 1','WTCA 1' -Wood Truss Council of America Standard Design Responslbilities,'BUILDINO COMPONENT SAFETY INFORMATION' - - BC Dead 17.00 psf Design Spec CBC -01 Phone (760) 341-2232 (SCSI 1.03) and'BCSI SUMMARY SHEETS' by WTCA and TPI. The Truss Plate Institute (TPI) Is located at 883 D'Onofrio Drive, Madison, Fax # (760) 341-2293 Wisconsin 83719. The American Forest and Paper Association (AFPA) Is located at 1111 19th Street, NW, Ste 800, Washington, DC 20036. TOTAL 51.00 psf Segn T6.5.30 - 34325 11" Jab Name: bob smith 2-2-10 Truss ID: H0.3 Qty: 1 Drw : RG 'X-LOC REACT SIZE REQ'D TC 2x4 SPF 1650F-1.SE Plating Spec ANSI/TPI - 1995 UPLIFT REACTIONS) 1 0- 2-12 663 5.50" 1.50" BC 2x4 SPF 1650F -1.5E THIS DESIGN IS THE COMPOSITE RESULT OF Support 1 -121 lb 2 12-.9- 4 663 5.50" 1.50" iRG WEB 2x4 HF 'Ho. STUD MULTIPLE LOAD CASES. Support 2 -121 lb n .QUiiae.iwi;:S shc:.-. ara--bacad O'P-`!--_ GEL ar_u .,.- 2s4 STUD ---- IF HANGERS ARE INDICATED ON THIS DRAWING, This trues is designed using the n thd'trusd material at each bearing PLATE VALUES PER ICBO'RESEARCH REPORT #1607. _ THEY ARE BASED ON 1.511 HANGER NAILS FOR-- ~- -CBC-Oi-Code. -' - - --- --- - _--- --- Palm Desert, CA. 92211 May use adequate staples for gable blocks. 1 -PLY AND.311 HANGER NAILS FOR MULTI -PLY Bldg Enclosed = Yes, Importance Factor 1.00 TC FORCE AXL BND CSI Fax # (760) 341-2293 (SCSI and'BCSI and (TPI) Is located at 583 D'Onofrlo Drive, Madison, Wisconsin 63719. The American Forest and Paper Association (AFPA) Is located at 1111 19th Street, NW, Ste 800, Washington, Dc 20036. GIRDERS. IF 2.511 GUN.NAILS ARE USED, THE Truss Location = End Zone 1-2 -1536 0.02 0.30 0.33 Gable verticals are 2x 4 web material Spaced HANGERS MUST BE RE-EVALUATED (BY OTHERS). Hurricane/Ocean Line = No , Exp Category = C 2-3 -1536 0.02 0.30 0.33 at 16.0 11 o.c. unless noted otherwise. + + + + + + + + + + + + + + + + + + + + + + Bldg Length = 40.00 ft, Bldg Width = 20.00 ft Bc FORCE AXL BND CSI 4-5 2111 0.30 0.34 0.64 5-6 2111 0.30 0.34 0.64 WEB FORCE CSI WEB FORCE CSI 2-5 277 0.12 T. 2-2-10 Eng. Job: :EJ. WO: pd00847 3-4 This design Is for an Individual building component not truss system. N has been based on specifications provided by the component manufacturer I0 -3-1a f 131 and done in accordance with the current versions of TPI and AFPA design standards. No responsibility Is assumed for dimensional accuracy. Dimensions W:508 R:663 . . arc to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads U:-121 Designed for 200 Plf drag load applied Mean roof height = 16.11 ft, mph = 80 evenly along the top chord to the chord CBC Special Occupancy, Dead Load 12.6 psf 8 ea. bearing (unless noted), concurrently , with dead + 0 6 live loads. D.F. = 1.S3 Horiz. reaction = 2.6 K lbs. ea. bearing. Connection (by others) must transfer equal . load to each ply (or add-on) Shown. MAX DEFLECTION (span) L/999 MEM 4-5 (LIVE) LC 15 L= -0.12" D= -0.0811 T= - Joint Locations 1 0- 0- 0 a 0- 0- 0 2 6- 6- 0 5 6- 6- 0 3 13- 0- 0 6 '13- 0- 0 66-6-0 6-6-0 6-6-0 13-0-0 6-6-0 i 6-6-0 I 1 2 3 350 -350 a-4 13-0-0 4 5 6 6-6=0 6.6-0 6-6-0. 13-0-0 Q ° G 19 11 1 QPM 2-2-10 ? SHIP P I0-3-14 A STATE FG B2 508 R: R663 ^6 :66& U:-121 V O TYPICAL PLATE: 1.5-3. 6/2/200``` All plates are 20 gauge Truswal Connectors unless preceded by "MV for HS 20 gauge or "H" for 16 gauge, positioned per Joint Detail Reports available from Truswal software, unless noted. Scale: 11/32" = V WARNING . Read all notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Job: :EJ. WO: pd00847 ® This design Is for an Individual building component not truss system. N has been based on specifications provided by the component manufacturer Chk' sb and done in accordance with the current versions of TPI and AFPA design standards. No responsibility Is assumed for dimensional accuracy. Dimensions Dsgnr: T arc to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads sb TC Live 20.00 psf DurFacs L=1.25 P=1.25 R U S S W O R KS utllit:ed an this design meet or exceed the loading Imposed by the local building code and the particular application. The design assumes that the top chord A Company You Can Trussl Is laterally, braced by the roof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise noted. Bracing shown Is for lateral support of components members only to reduce buckling length. This component shall not be placed In any TC Dead 14.00 psf Rep Mbr Bnd 1.15 75-110 St. Charles pl. ste-11A environment that will cause Nmoisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, Install BC Live 0.00 psf p O.C.$ acin .2- 0- 0 P ge Palm Desert, CA. 92211 and brace this truss In accordance with the following standards: 'Joint and Cutting Detall Reports' available as output from Truswal software, 'ANSUTPI 1','WTCA 1' Wood Truss Council America Standard Design Rasponsibllities,'BUILDINO BC Dead 17.00 psf Design Spec CBC -01 Phone (760) 341-2232 • of COMPONENT SAFETY INFORMATION'. 1.03) SUMMARY SHEETS' by WTCA TPI. The Truss Plate Institute Fax # (760) 341-2293 (SCSI and'BCSI and (TPI) Is located at 583 D'Onofrlo Drive, Madison, Wisconsin 63719. The American Forest and Paper Association (AFPA) Is located at 1111 19th Street, NW, Ste 800, Washington, Dc 20036. TOTAL 51.00 psf Seqn T6.5.30 - 34326 !0" Job Name: bob smith Truss ID: H04 Qty: 1 Drw :' RG " X -LOC !REACT SIZE REQ'D TC 2x6 SPF 165OF-1.5E Plating epee : ANSI/TPI - 1995 UPLIFT REACTION(S) 1 3- 2-12 357 5.50"1.50" BC 2x4 SPF 165OF-1.5E THIS DESIGN IS THE COMPOSITE RESULT*OF Support 1- -70 lb 2 9- 9- 4 357 5.50" 1.50" WEB 2x4 HF STUD MULTIPLE LOAD CASES. Support 2 -70 lb 'Fr_FT-QUIE-w-HTS sho-n ase based ONLY __. PLATE.VALUES PER ICBG. RESEARCH. REPORT #1607_.____ IF HANGERS ARE INDICATED ON THIS DRAWING, This truss is designed using the n the truss material at each bearing `THEY ARE BASED ON 1.5" HANGER NAILS FOR -' CBC -01 Code.- - - - --'-_- - 1 -PLY AND 3" HANGER NAILS FOR MULTI -PLY Bldg Enclosed = Yes, Lttportance Factor = 1.00 TC FORCE AXL BND CSI GIRDERS. IF 2.5" GUN NAILS ARE USED, THE Truss Location = End Zone 1-2 -367 0.00 0.11 0.11 HANGERS MUST BE RE-EVALUATED (BY OTHERS). Hurricane/Ocean Line = No , Exp Category = C 2-3 -367 0.00 0.11 0.11 - Bldg Length = 40.00 ft, Bldg Width = 20.00 ft Mean roof height = 16.11 ft, mph = 80 Bc FORCE AXL BUD CSI CSC Special Occupancy, Dead Load = .12.6 psf 4-5 2 0.00 0.09 0.09 5-6 -2. 0.00 0.09 0.69 WEB FORCE CSI WEB FORCE CSI 1-4 -304 0.06 3-5 340 0.12 1-5 340 0.12 3-6 -304 0.06 2-5 65 0.02 - L 3-6-0 3-6-0 3-6.0 7-0-0 l 3.6-0 ( 3-6-0 l 1 2 3 350 -350 MAX DEFLECTION (span) : L/999 MEM 5-6 (LIVE) LC L= 0.00" D= -0.01" T= - Joint Locations 1 0- 0- 0 4 0- 0- 0 2 3- 6- 0 5 3- 6- 0 3 7- 0- 0 6 7- 0- 0 01" 4.4 - 9tio* WayCC 3G112 Q 2-2-10T _ 2-2-10 T SHIP * 1p FT p OQZ 1.2-4 1-2.6 STATE of c 1LUl 3-8 ?-42 4 BI B2 W:508 W:508 A R:357 7-0-0 R:357 3-0-0 U:-70 i4 5 6' STUB 3-6-0 3-0.0 0 `\ 0 `` STUB 3-6-0 . 7-0-0 1412/2006'. All plates are 20 gauge Truswal Connectors unless preceded by "MX" for HS 20 gauge or " H" for 16 gauge, positioned per Joint Detail Reports available from Truswal software, unless noted. Scale: 21/32" = 1' WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Job: EJ. WO: pdoo847 ® This design Is for an Individual building component not truss system. It has been based an specifications provided by the component manufacturer Chk- sb and done in accordance with the current versions of TPI and AFPA design standards. No responslblity Is assumed for dimensional accuracy. Dimensions DS nr: sb T R U S S W O R KS are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads g utilised on this design meet or exceed the loading Imposed by the local building code and the particular application. The design assumes that the top chord TC Live 20.00 psf DurF8c3 L=1.25 P=1.25 A Company You Can Truss l is laterally braced by the roof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached; unless otherwise - noted. Bracing shown Is for lateral support of components members only to reduce buckling length. This component shall not be placed In any \ TC.Dead 14.00 psf Rep Mbr Bnd 1.15 . 75-110 St. Charles pl. Ste -11A environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, install 'Joint BC Live '0.00 psf O.C.Spacing 2- 0- 0 Desert, PalmDesertCA. 92211 and brace this trues In accordance with the following standards: and Cutting Detail Reports' available as output from Truswal software, 'ANSUTPI 1', WTCA V. Wood Truss Councll America Standard Deslgn Responsibilities, 'BUILDING BC Dead 17.00 psf Design Spec CBC -01 Phone (760) 341-2232 of COMPONENT SAFETY INFORMATION'- i47) SUMMARY SHEETS' by WTCA TPI. The Truss Plate Institute Is located Fax # (760) 341-2293 (SCSI and'BCSI and (TPI) at 693 D'Onofrio Drive, Madison, Wisconsin 63719. The American Forest and Paper Association (AFPA) is located at 1111 19th Street, NW, Ste 800, Washington, Dc 20936. TOTAL 51.00 psf Seqn T6.5.30 - 34327 01" T Jo,b Name: bob smith 3-6 B2 Truss ID: H05 Qty: 1 Drw : RG X -.I- REACT SIZE REQ'D- TC 2x4 SPF 1650F-1.SE Plating spec : ANSI/TPI - 1995 UPLIFT REACTIONS) 1 -3- 2-12 508 :5.50" 1.50" BC 2x4 SPF 1650F -1.5E THIS DESIGN IS THE COMPOSITE RESULT OF - _ Support 1 -74 lb 2 9- 9- 4 508 5.50" 1.50" WEB 2x4 HF STUD MULTIPLE LOAD CASES. Support 2 -74 lb RG REQUIREMENTS shown are based ONLY GBL SLK 2x4 HF STUD IF HANGERS ARE INDICATED ON THIS DRAWING, This truss is designed using the n the * -ruarc truss material- at. bearing"- ^ PLAT ---- 0, -- V,u,llLJ PER ICnv RESEARCH REPORT elo' .-- THEY euv,- ^ee.^OED ON .5" HA::GEP. ...IL$ '•'OP -=_- -,r CB -01 CCdc -. - - Chk' sb ' - .May use adequate staples for gable blocks. 1 -PLY AND 3" HANGER NAILS FOR MULTI -PLY Bldg Enclosed = Yes, Importance Factor = 1.00 TC, FORCE AXL END, CSI are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads g GIRDERS. IF 2.5" GUN NAILS ARE USED, THE Truss Location = End Zone 1-2 -581 0.00 0.11 0.12 Gable verticals are 2x 4 web material spaced HANGERS MUST BE RE-EVALUATED (BY OTHERS). Hurricane/Ocean Line = No, Exp Category = C 2-3 -581 0.00 0.11 0.12 at 16.0 o.c. unless.noted otherwise. +.+ + + + + + + + + + + + + + + + + + + + + Bldg Length = 40.00 ft, Bldg Width 20.00 ft psf 75-110 St. Charles pl. ste-11 A environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, instar BC Live Designed for 200 PTf drag load applied Mean roof height = 16..11 ft, mph = 60 BC FORCE 'AXL BND CSI BC Dead. 17.00 psf - evenly along the top chord to the chord CBC Special Occupancy, Dead Load 12.6 psf 4-5 1400 0.20 0.06 0.25 FaX # (760) 341-2293 Wisconsin 53718. The American Forest and Paper Association (AFPA) is located at 1'111 19th Street, NW, Ste 800, Washington, De 20036. @ ea. bearing (unless noted), concurrently 51.00.psf 5-6 1400 0.20 0.06 0.25 .. with dead + 0 9 live loads. D.F. = 1.33 - Horiz. reaction = 1.4 K lbs. ea. bearing. WEB FORCE CSI WEB FORCE CSI Connection (by others) must transfer equal 1-4 -456 0.08 3-5 940 0.31 .. load to each ply (or add-on) shown. 1-5 940 0.31 3-6 -456 0.08 -. +-+ + + + + + + + + + + + + + + + + + ... + 2-5 65 0.02 - - 3- 2- 2-10 .2-2-10 1-2-6 T 350 3-6-0 3-6-0 4-4 MAX DEFLECTION (span) : L/999 MEM 5-6 (LIVE) LC L= 0.00" D= -0.01" T= -C. Joint Locations 7-0-0 1 0- 0- 0 4 0- 0- 0, 2 , 3- 6- 0 .5 3-6- 0 3-6-0 3 7- 0- 0 7- 0- 0 2 3 I o p cHI C -3 ,`c Q' GAR(,Qk T 1-2-6 1T - CC ¢ oI\N - Q 1►ZQo OE OPS, z -z-, o ?'A SHIP 000 3-6 B2 3- 2- 2-10 .2-2-10 1-2-6 T 350 3-6-0 3-6-0 4-4 MAX DEFLECTION (span) : L/999 MEM 5-6 (LIVE) LC L= 0.00" D= -0.01" T= -C. Joint Locations 7-0-0 1 0- 0- 0 4 0- 0- 0, 2 , 3- 6- 0 .5 3-6- 0 3-6-0 3 7- 0- 0 7- 0- 0 2 3 I o p cHI C -3 ,`c Q' GAR(,Qk T 1-2-6 1T - CC ¢ oI\N - Q 1►ZQo OE OPS, z -z-, o ?'A SHIP 000 D1" FA B1 B2 W:508 Ile R:508 7-0-0 R:508 `\ 3-0-0 U:-74 14 5 6' 3,-03-0 -0 74 J J 34 + -0-0 - TYPICAL PLATE: 1.5-3 STUB , 33-0 STUB 7-0-0-6 6/2/2006 All plates are 20 gauge Truswal Connectors unless preceded by "MX" for HS 20 gauge or "H" for 16 gauge, positioned per Joint Detail Reports available from Truswal software, unless noted. • Scale: 21132" = 1' WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Job: EJ. WO: p000847 This design !a for an individual building component not truss system. It has been based on specifications provided by the component manufacturer Chk' sb and done In accordance with the current versions of TPI and AFPA design standards. No responsibility Is assumed for dimensional accuracy. Dimensions DB nr.sb TRUSSWORKS are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads g TC Live 20.00 psf DurFacs L=1.25 P=1.25 utilized on this design meet or exceed the loading Imposed by the local building code and the particular application. The design assumes that lite top chord A Company You Can Truss I Is laterally braced by the roof or floor sheathing and the bottom chord Is laterally braced by a rigid sheathing material directly attached, unless otherwise TC Dead 14.00 Rep Mbr Bnd 1.15 noted.. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed In any psf 75-110 St. Charles pl. ste-11 A environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, instar BC Live 0.00 psf. ' O.C.Spacing 2-0-0 Palm Desert, . CA92211, and brace this truss In accordance with the following standards: 'Joint and Cutting Detail Reports' available as output from Truswal software, 'ANSUTPI 1', WTCA V- Wood Truss Council America 'BUILDING BC Dead. 17.00 psf Design Spec CBC -01 Phone (760) 341-2232 of Standard Design Responsibilities, COMPONENT SAFETY INFORMATION' - (BCSI 143) and'BCSI SUMMARY SHEETS' by WTCA and TPI. The Truss Plate Institute (TPI) is located at 683 D'Onofrio Drive, Madison, FaX # (760) 341-2293 Wisconsin 53718. The American Forest and Paper Association (AFPA) is located at 1'111 19th Street, NW, Ste 800, Washington, De 20036. TOTAL 51.00.psf Seqn T6.5.30 - 34328 D1" FA i' NATIONAL INSPECTION ASSOCIATION, INC. w— NiA—e Quality Systems Management, ..rli!C, ? :National Testing,: Inc. . I Orie?, a on Dater 07-200' Revision No. s ` AF I Reports Number. FINDINGS: Number of "Correction Acton Requests" Issued: I It was found that: Last AC 10 Manual Review conducted by N I.A., Inc.: ?-0 2 It was .fo.und that: There'( Was % a o ) changes .to the ICC AC 10 Acceptance Criteria from which your Quality Assurance / Control Manual was -written. If there are changes to'the;AC 10 Criteria, show changes:in "Comments",. It wasfound that: This Metal Plate Connected Wood Truss Fabrication Facility as l Does Not Have. ) proper'equipment for the proper shipping and delivery of trusses. I , Product Review: I Roof Trusses: Z i Floor Trusses: Trusses that were Reviewed, ( Meet.O eed Do Not Meet ) the Requirements of the. U.B.C. Code, de the ANSI ational Standards and the En ineer's S ecifications. the L13.C. Code, the I.R.C.ICo : , g P.. Comments: J 1: / jj. udrtor for 1Vational Ins' ection Association I. Quality Systems Management P.O. Box 3426 E -Mail: N1Agi11etteCvcn.com (307) 685-6331 Offm Gillette, Wyoming 82717:34 6 'Cellular Phone: (307) 689-$977 (307) .685-6331 F4L v j Page TWO of TWO I Optional vent opening per design drawing. 3-4 3-4 1 GENERAL GABLE DETAILS FOR WIND LOAD BRACING Pitch per design drawing. Conneoxbrplates shown are /or example only. See actual truss design for required plate saes and orientation. Structural gable trusses wr71'genera/ty have diagonal and vertical members other that those shown above. Adequalestaples rls or4o"amay be used, and should be used to eJoW'any overlap wwphmary sbuo above ales. Gable truss is condnuous bea except as ma be noted on indAddual de ' ndrawings. END (FACE) VIEW Max. 12" eave unless.noted an drawing. Gable End Truss specified on the approved engnineering drawing or standard detail or chart Ty aI Z strongbadk (whaler) brace along back face of gable, braced with 2-6 +or -45 degree diagonal 2x (typ.) braced to roof ' sheathing as shown. DWG# C002.065035 ild black between trusses nailing of dlegonel brace, afteched to sheathing and truss each end, typ. Truss spacings per designs. (241 max) - WALU BEARING SUPPORT. + indicates stud members that require bracing! SIDE VIEW 1) ALL GABLE BRACING DESIGN AND CONNECTION REQUIREMENTS ARE THE RESPONSIBILITY OF THE BUILDING DESIGNER, PER THE LATEST VERSION OF ANSI/TPI REFERENCED. BY THE MODEL BUILDING CODES. 2) TRUSWAL SYSTEMS APPROVED ENGINEERING DESIGN DRAWINGS WILL INDICATE ANY NEED FOR WIND BRACING, AND THE REQUIRED BRACE INTERVAL LENGTH AS DESCRIBED ABOVE: THE BRACE INTERVAL ON THE DRAWING IS.BASED ON THE LOADING AND WIND SPEED INDICATED`.ON THAT DRAWING ONLY, AND THAT BRACING:IS REQUIRED TO PREVENT THE GABLE STUDS FROM BUCKLING DUE TO WIND PRESSURE ACTING ON THE FACEDF THE GABLE TRUSS AND AXIAL STRESSES CAUSED BY THE INDICATED APPLIED VERTICAL LOADS. LOADS ACCOUNT FOR 12" EAVE MAX. UNLESS NOTED OTHERWISE. 3) IF THE GABLE TRUSS IS INTERIOR TO THE STRUCTURE AND THEREFORE IS NOT EXPOSED TO WIND LOAD APPLIED TO THE FACE OF THE TRUSS, THE BRACE SPACING INTERVAL MAY BE THE L/D LIMIT O.F.50 FOR COMPRESSION MEMBERS AND USE 80% OF THE LENGTH (i.e. FOR 1X_ LUMBER, THE MAX. BRACE INTERVAL MAY BE T-9"). 4) IT IS ASSUMED THAT THE GABLE TRUSS'RESTS ON A CONTINUOUS BEARING WALL EXCEPT AS MAY BE NOTED ON THE INDIVIDUAL APPROVED TRUSS DESIGN. 5) SHEATHING OF PLYWOOD, OSB, WOOD BOARD SIDING, HARDBOARD SIDING, SHEETROCK, STUCCO, WAFERBOARD OR OTHER MATERIALWAY BE PLACED ON ONE OR BOTH FACES OF A REGULAR (NON-STRUCTURAL) GABLE END. 6) LATERAL LOADS IN. LINE WITH THE CHORDS (SHEAR / DRAG LOADS) HAVE NOT BEEN CONSIDERED UNLESS INDICATED ON THE DRAWINGS, AND ARE THE RESPONSIBILITY OF THE BUILDING DESIGNER TO TRANSFER THROUGH RESISTING DIAPHRAGMS. 7) ALL ITEMS 1-0 LISTED UNDER "REGULAR GABLE END TRUSS REQUIREMENTS" APPLY TO STRUCTURAL GABLES ALSO, PLUS THOSE LISTED BELOW. 8) WEIGHTS OF ANY MATERIALS LISTED IN #5 MUST BE ACCOUNTED FOR, EITHER IN STANDARD DEAD LOAD PSF LOADING, OR BY ADDITIONAL LOADS. ADDITIONAL LOAD ARE INDICATED BY "LOAD CASE #11" CHART ON THE DESIGN DRAWING. 9) STRUCTURAL WEBS AND CHORDS MUST BE BRACED IF INDICATED, AND THIS BRACING IS SEPERATE FROM THE GABLE BRACING INTERVAL. SEE REFERENCED STANDARD DRAWING TX01087001-001. 10) TRUSS MAY OR MAY NOT BE CONTINUOUS BEARING, AND IS APPROVED FOR THE CONDITION(S) INDICATED ON THE INDIVIDUAL DESIGN DRAWING ONLY. NOTCHING FOR C ON STRUCTURAL [OWN ONLY. IT IS NOT INTENDED TO REPLACE OR SUPERCEDE ANY SIMILAR TAIL THAT MAY HAVE BEEN PROVIDED BY THE BUILDING DESIGNER. IT IS E RESPONSIBILITY OF OTHERS TO VERIFY THE ADEQUACY OF THIS DETAIL RELATION TO ANY SPECIFIC PROJECT, AS TO ITS APPLICATION AND -INTENT PLIED TO THIS OR ANY SIMILAR ISSUE. TRUSWAL SYSTEMS ASSUMES NO SPONSIBILITY FOR FIELD INSPECTION OR WORKMANSHIP QUALITY. V . vO a 1 m s ON REGULAR GABLE END TRUSSES AND IOTED ON APPROVED INDIVIDUAL DESIGNS. GB -1 2x4 POST i,i11 ACi MDTO EACH TRUSS 'rAr1Ei 'ruD i AND OVERHEAD Da PURLtN., OR 4'.p" D.G. MINK• I I _ 2. 2x4 #1 HF OR M2 DF PURLINS 4' -0" O.0 L. 1: 1. 2x4 It HF OR 02 DF .CONTINUOUS STIFFENER ATTACHED TO POST. 4. HIP TRUSS #I SETBACK FROM END WALL AS. NOTED ON TRUSS DESIGN, PLACE A^C_NT 7 5.,. EXTENDED END JACK TOP CHORD (TYPICAL)..77 . . II---6—COMMON TRUSS:------------------- -.w.-- -- L _— --_. 7. HIP CORNER RAFTER II 40-- -- = _ ........... >!. IM CONTINUOUS LATERALD L 9. EXTENDED BOTTOM. i• a 0 VIS SECTION A WI p STABILITY OF RooPr1- ( a I C jar •_ Y IS PER BUILDING DESIGNER 9 d 4t ® , SET C ASN p S TRUSSES 24" O.C. (TYPICAL) MAN BY OTHM .). DATE N Q Reed all noW on thIS iAN! and 9)w • COPY of It to M• Erecting ConhactoA rb.r,nta.;o„retyma xN&OW ewe on :r eM turf wf3ft" a Th r,a AFM e.. y 'Odq q rM furt po.wn .,rr,4ar<Y ane pWM » HIP FRAMING DETAIL 1/21/98°7w T/ .r.we a». .. e,,. ,.. .a,,,.o,.C,.D. .r. . Mrs, !oq a ft"d w &,—" Orap — a - w k .0 L wpm a Mamba O. rOnbip y Th. wn«lDu n cnaJ r w p w py jy w"'•t.yprppon Oak +..f q ^Da Y'rw»a wrr.n array ruu!.q v+.i.:alr.w .ww. Mrap . . / . uw.11r »oiw. sown a w.00a riuq t.x r,a4. fr.. co +aw D+ 71w` mroorwr.nr na a ww». r «..o,. r wr H& WAL MEND CC0>04AWN .cmd•nc r•1n.1• kay.rp rr,arr• •rAusCONS, ,, .pt,r.r...1.•awury CONTIgI aTANOAnoro11110 M Me Wet Wets *U6 wwo /a.{CilD WOOD mY $H li' • lQ3NM. 'MAN011N0 W1iALU1q AND a15ALti.x1 NL7K /UT! CONNOCTW WOOO TAufitf• • ►11ia1) ra •M►N P*W A&1Y o~ by T71. l>w 71w ►W ».ar nfi Y bcam r 6!] DOrgYie Dn w ►1Wnen• W*M" 3.171!. The Anr. ftas Ma f pr A•.onrcn NfiM) Y b7 .a ■ 1110 Cn».y ! A.& NW, 6M 700. MUr,iwor OC 200J . r . 1 PRESSURE BLOCKING DETAIL FOR END JACK BOTTOM CHORD UP TO !0'-0".ATHIP NO. I WITH CEILING LOAD OF 5 PSF 4 1 1 i 1 I II3 tv' G a •!: R U>3S. LENDJACK. PRESSURE DLGCK PRESSURE BLOCK 3-10d WIT -I 4=1Gd NAILS 3-10d 3-104 WITH 4-1Gd NAILS 3-I0dBOTTOM CHORD OF 2'-0" O.C. TYPICAL . HIP NO. I TRUSS fBLOCK . 3-10d NOTE: ATTACH 2X4 DOUG FIR PRESSURE BLOCK TO BOTTOM ,/• c,"`^ 'Cz1 R(4,t CHORD Of''HIP NO. I WITH 4-16d NAILS. BOTTOM REG s , ' 9f c►GHACHORDS OF END JOINTS ARE ATTACHED WITH 3-1 OdHAILS ATEACH ci {j - :. • - •-, iia * - _ O - • . " PIAiE CODESPACI u •: ,J\ NG WE TW20 NA = E ESnOuSlalt lir or 0114QS IO ISCtnl/lw 1u11 ik( 10105 UIIUI(0 Ow 1w 1 UBC 5/15/97 A(:IIA olio 1o1oS Iw.05(O 0, IIIs ocslo'1 w(E o0 ❑151nn1Cll Cl ll'/11C. n(CO405. "IC) 1E IUnf, u10 Lq ll'1[ 10.05 Iwo05C0 Or 11t IOC.( 'U1101"'cC C00E"oq . // r'lnlilm ";10"`+ "n,nn(.I ICQ I'164 I C. .01,,. CQ IC l on SF1lo(1 I E S15110v'lIVMOr nUs r{(01,6 111e0110.0 '70 c 101.YSn(C If 1(01 \ _ UALIrtllSvq l'n11 nl (Itr CO11fPOl H&W-L• pr 11 I -SW SP1Clll CIP ICnG w0'4*( Irini P111/,15 1101 Sn(CIrIU(Ir 0(SIWuor 1. OS0( Ili OWII IISoi I0fn11A. &,.o f ro CS .A. . T-: 1'IS In 51011 1S:W15 h'f(ID!' Ci10rRn1n1Crilp(' COiI-E0V1or0 01 II'01v""IOUI, IOUSS wrwflIn., IS. 1101[0 0•rn115 0^1.II1c . 11 ill All rJ II Inc Is u•"I'iU n11U.1'1,, I 11'UOVSI• Rn1Cr0 Or 519 1P41 CS 0ht avl :f 5.1110 oil .q n1 • - 111' 0' nlu iq'1S lu1CII' e IIe/5R5 Jnr 0 lu1 00110w p10110. II "111.1'BE 6^1(14.11 hilt n•oy{ v01 !1((101^: // '-'' 1 F /( Y} 1 /F /` IPM: v1yr." 15 1 vl1f n 4 - C.VIIOr1tU IO SL1v nnOr S5519•n; Ip. 11a ul c.nplllc 11..rOnlnl rn,C110., GI(G/ t +-V•EMS cnwu1. 11i U1. l 1{ 1i(11 ; °nP° n 1r V 1111 I°nnt lllrj UI° oo••I•m nlc' 11rn 1° •°n.(r•M . n11 iouss(s IRUSWAI. SYSTEMS ci t.nl , I. U n[C o rl pan ltic II n1(m COv' plc n n(o 1 n CORPORATION also 11 1"It" R 1oullo'Is, cl'nn(.ias0".101 (1111 co•lcroll o O 1(10 r (ulal. vUOV 0 1.° l 1OVSSCS. S1u11 110' 81. 'L ...0.( In .111 (nvin0lw°lrt w(1ii'0v°iEC IVSI NS Iwna0n(o r JlnIIOIOUS iii°I Cii 1pq' p f ofniiHiC'iliry) 1nEo ow^Oslo•I (Iv0(o, rnln of Cl SS for °I S'6(i1(p(I!a"11Q OIE t E 0 ( IS 041510E nt .SCO.( or AC 5,o"S 101111. 01 to'US IE E vV A huh==•-: 0 • r11"luAnIJ tilt KAItTER W SETBACK Truss ID: RAI' -4 1% •. . ktA REACT SIZE RECi'D t 1 DrNy: 1' '.0= 2":8,. 623. 4.95" 1.50" CHARD 2x4 FL p1 &.Btr. Plating spec pNS1/TPI - 1995 2 11- 2=11 761 1.50" 1.50" THIS DES1C? IS TiiE tCMiPOS17E RESULT of IIuTREAC1ICN(5) SLIDER 2x4 FL H1 Btr. WLTIPLE LOAD CASES, r 1 CH, rr tis c lrALL'E5. ., PLATE VALUES PER ICED RESEARCH REPORT, q1 This t}uss ?s desig ted using the Peau sit bracing is rx;ired (uy others/'to ' -- _ --.. C PPrev t rotattcn/t ling See H1B--91 and _ 8[dg•Encl =Yes, End Zone = Pb - : ` ANSI TPI 1-1995; 10.3.4.5 axl 10.3.4.6. Hirnrane Oceen Line = No Cate3o C Bldg L h = 99.00ft, Bldg V/idth = 3 00ift, Mean rno height = 18.32ft, MPH =. 70 - Classifiraticn = 4, Dead lead = 12.0 psf LOAD CASE k1 DESIGN LOADS Dir L.PIf L. Loc R.M. R.Loc LL/TL TC -Vert .0 0-0-0 142.3 9-10-13.53 TC Vert 30.0 9-10-13 30.0 11- 5-12 .53 • _ - 11.-1-7.2 .t 1 2' 8 /gip p.GARI, 3-54 - 4 -(o (o-% GFIAR( F9F 2 -ll -5 4.1.1 ! i' 4 • ... 3 -(o SH 0:1/fi sO O 1 P I ' :CP I/2" GAP MAX :I i 2-9-15 1 11-3-7 ---i i• r 11-1-12 i - . lA Trustral Systems Pl tas ore 20 ga, unless shown by 'i8"0b ya.) or. x/15/99 i "H"(16 ga.), positioned per Joint Report. Circled plates and false Scale: 5/16" = 1' frame Elates are position as shown above. W ' ZNING Read all notes on this sheet and give a copy of it to the Erecting Contractor, TSF:. 29.3 N0: LLM10 This deAlgn Is for an IcdividuaI building componeoL It has been based on specificatipru provided by the component manufacturer and done In accordance with Iho current venloni 'f TPI and AFPA design staudaids. No responsibility Ir assumed for dimenlorrol accuracy. Dimensions are W be Chk' Customer Name:. verhfltd'"by the component manufacturer and/or building designer prior to fabricadoo. The building designer shall ascertiln that the loads utiitxed on Dsgnr: kLC 5 ' TRUSWAL • this design Teeter exceed the loading Impped by the local building code. It is assumed that the top chord is laterally braced by the roof or floor SYSTEMS sheathing and the bottom chord is laterally braced by rigid sheathing material directly attached, unless otherwise noted. Bracing shown Is for lateral TC Live .16.0 psf Durfaes L=1.27 . P=1.25 support of compooenta membnrs only b reduce buckling length. This component shall oot.be placed in any environment that will cause dha mouture TC Dead 14.0 psf Rep Mbr Bnd 1.00 content of.,he Wood exceed 19% and/or cause conrhector plate corrosion. Fabricate, bandit, los tall end brace thh truss in accordance with the following uat Nonbpvk Dr., Colo Sprie6s, CO'809Q7 smrdards: "fRUSCOM MANUAL', by Trusval, 'QUALITY CONTROL STANDARD FOR METAL PLATE CONNECTED WOOD TRUSSES' . BC Live 0 psf 0 C.,Spac 1 ng Z- (1— 0 (QST-88),'IIANDLINO INSTALLING AND BRACING ME•rAL PIATE'CONNECfED WOOD -TRUSSES' - (1110-91) and 'IIIB•91 SUMMARY BC Dead 10.0 psf Design Spec UBC -97 SHEET' by TPI. The Truss Plate Indttute (TPI) 6 located at 583 D'Onofrin'Drive, Madison, Wisconsin 53719. The American Forest and Paper o Tp5,0 Version -09.30.98 Association (AFI'A) 6 located at 1250 Connecticut Ave, NW, Sit 2W.Wnsldngton,DC2G136. TOTAL 40.0 psi Defl Ratio: L/240 TC: L/180 SUPPORT REQUIRED E BEARING SUPPORT FOR TOP CHORDS OF.END JACKS EVERY 4'.0' MAXIMUM. 48 MAX WHERE THEY CROSS SUPPORTING MEMBERS. B _ 1 FOR REACTIONS OFI - 0 TYPICAL END JACK WITH VARYING TOP CHORD LENGTHS. HIP GIRDER (ONE OR MORE PLY). HIP TRUSSES 0 WEDGE OR BEVELED TOP PLATE UNDER JACK TOP CHORD EXTENSIONS. FOR WEDGE. USE (J) !Pd 1CP'P.LA7 L, r<AN. v911'iu Q 5' O.C. INTO TOP. CHORD OF HIP GIRDER. 300# OR LESS THE TOP CHORD MAY BE TOE -NAILED TO THE SUPPORTING MEMBER WITH (2)10d NAILS. 2. FOR REACTIONS GREATER THAN 300#, THE DETAILS BELOW MAY BE USED TO PROVIDE ADEQUATE BEARING SUPPORT. 3. SIZE OF WEDGE, BRACE OR BEVEL CUT IS DETERMINED BY THE REQUIRED BEARING AREA (OR LENGTH) AS SHOWN ON THE INDIVIDUAL TRUSS DESIGNS. 4. FOR EACH DETAIL BELOW THE TOP CHORD MAY BE TOE -NAILED TO THE SUPPORTING MEMBER WITH (2)1 Od NAILS. 5:'UPC IFT REACTIONS71F-TREY"EXIST, M-AYREQUiRE ADDITIONAL CONNECTION CONSIDERATIONS IF THEY EXCEED THE VALUE OF THE -TOE - 'NAIL CONNECTION. 6. OTHER OPTIONS MAY BE USED AT THE DISCRETION OF THE BUILDING DESIc. N11R. 7. 126FER 70 OTHER DETAILS FOR SPECIFICATIONS RELATING TO A HIP SYSTEM THAT ARE NOT SHOWN HERE. -DETAIL-OPTIONS. _ ... 0 rONNECTIO-N OF BASED ON BRACE FORCES DETERMINED BY THE BUILDING _.. -- ' ........_. DESIGNER. END OF LATERAL BRACE. (BRACE MAY .: OVtIi:,AP WITH )RUSS CHC20 - NAIL CHORD TO FACE OF BRACE _.. .... _ _W..I.T.H.:(2)- t 0.d) .... NOTE: BEVELtDTEDGER MAY BE USED INSTEAD ILS OF DETASHOWN ABOVE. LEDGER MAYBE ATTACHE[ TFO EITHER FACE OF TRUSS WITH 10d NAILS. SPACING OF NAILS IS DEPENDENT ON LOADING CONDITIONS AND SHOULD RF nT;:PKAI Ian aw v m r"%Wn THIS DETAIL IS PROVIDED AS A SUGGESTED SOLUTION TO THE APPLIS . . ` SHOWN ONLY. IT IS NOT -INTENDED TO REPLACE.OR SUPERCEDE ANYr81 DETAIL THAT MAY HAVE BEEN PROVIDED BY THE BUILDING DESIGNER. I 'Aw ® 6HE•RC3P ONSISILIYY OF OTHERS TO VERIFY THE'ADEQUACY Cc• ? Hi3 UE IN RELATION TO ANY SPECIFIC PROJECT, AS TO ITS APPLICATION AND II tovtrgom%a®_MM APPLIED TO THIS OR ANY SIMILAR ISSUE. TRUSWAL SYSTEMS ASSUMES BEVEL CUT ON TOP CHORD OF TRUSS R "SEC RY" P C RD c _.n ?C. NO, T) 1T HFIGHT F < Y Q DATE: 8/25199 . REF: HJ -1 DES: LM. D LE I TAI ED PGE ATTACH TO FAC1 TRUSS D Etj TAIL "A" IAL 4'-RTom. HIP TRUSS' lco je 11 1 EA. TOP C"oYZD HIP TRUSS- f- x A ER ATTJ_.rHED IL' A -0 KING. POST TEa MfNA RECOMMENOED CONNECTION DETAILS THESE DETAILS ARE I TENDED'TO SHOW MINIMUM REQUIRED CONNECTIONS RECOMMENDED BY TRUSWAL SYSTEMS.1 THE DETAILS DO NOT REPLACE OR SUPERSEDE ANY DETAILS SPEC.I.FIED BY A PROJECT:ENGINEER OR ARCHITECT ON A PARTICULAR PROJECT, NOR HAVE THEY BEEN ANALYZED FOR SEISMIC AND WIND FORCES ACTING ON THE CONNEC- TIONS FROM THE RESPONSE OF THE STRUCTURE TO SUCH LOADS. IT IS RECOMMENDED TIiAT THE APPROVAL OF THE PROJECT ENGINEER OR ARCHITECT BE OBTAINED BEFORE USING THESE DETAILS BEARING REQUIREMENTS SHOWN ON SPECIFIC TRUSS DESIGNS MUST'BE.SATISFIED, INCLUDING CONNECTIONS FOR.UPLIFT REACTIONS. TRUSS CONNECTION A BLOCK WF _ B EXTERIOR BEARING WALLS TRUSSES @.24 0. C.- (TYP.) STUDS @ "T A ' ; 16" O.C. (TYP.) m •t ' m .BLOCK X04 COQ BOT TOP PLATES CHORD SECT. A -A TRUSS (TYP.) PROCEDURE: . 1 TOE-NAIL.BLOCK TO TRUSS WITH 1=16d COMMON .NAIL. 2 PLACE NEXTITR: AGAINST BLOCK AND TOE -NAIL TRUSS TO TOP PLATE WITH 2-16d COMMON NAILS. 3 END NAIL THROUGH TRUSS'INTO BLOCK WrTH 1-16d COMMON NAIL - 4 PLACE NEXT]BLOCK AGAINST TRUSS AND REPEAT STEPS 1 THROU("3•3. 5 BLOCKS MAY11BE ATTACHED TO TOP PLATE -WITH SIMPSON.A35F (OA EQUIV.) FRAMING ANCHORS. SEE MANUFACTURER'S CATALOG FOR DETAILS AND SPECIFICATIONS. TRUSS CONNECTION TO RIOR BEARING WALLS BRACING B.C. OF TRUSS OR END VERTICAL RUN THROUGH TO BEARD WALL MUST BE -AT HEIGHT SPECIFIED ON THE DESIGN DRAWING OR 14UST BE SHIMMEDITO THE CORRECT HEIGHT. USE 2--16d COMMON NAILS TOE -NAILED INTO THE TOP PLATE THROUGH EACH TRbSS . DIAGO14AL 'X' BRACING ISiREQUIRED AT ENDS OF THE BUILDING (OR WALL) AND AT MAX OF 16' INTERVALS ALONG WALL. 'X' BRACING IS MIN. x3 !MATERIALWITH 2-8d NAILS EACH END. BLOCKING SIMILAR TO EXTERIOR WALL: DETAIL IS RECOMMENDED. TRUSS CONNECTI( WALL PERPENDI ,ERRING PARTITION TO TRUSS: BOT CHORD B 2 TOP Pi T 1-16d COMMON NAIL, iOR . 0. S INTSON STC • (OR EQlUIV` .FILE N.O. CD -1 L - 'DATE:.. 9/10,/92 'REF.:' DES. BY: L.M. 1E Y: WALL PARALLEL TO TRUSS 2X4 BLOCKING BOT CH ;'1 2 X A SECT.. C ;t TOP PLATE 1-16d COMMON NAIL OR ySIPSON STC(R EQUIV. O4.O.0 T`: P ..} TRUSS CLIP (800) 32.2-4045 nod TRUSWAL SYSTEMS CORPORATION 444,5 NORTHPARK DRIVE, SUITE WO 'COLORADO SPRINGS,. COLORADO 80907 (719).598-5660 FAX (719) 598-8463 PLAN VIEW A CEi47EF? RIDGE DETAIL A VALLEY RAFTER 'yP 2 -16d / I jI TOE NAILS (TYP). X ! C1 2 IC f . 4 BLOCK W17 PILAN VIEW D=Tii']L C 2 X 4 1 5- PURLIN 2 X 4 BLOCK .i• WITH 2 16, TRUSS TbP 'C16ORD 0 p ELEVATION VIEW Note,: The Maximum Total. Top Chord Load v 48 PSF' TRUSSES IR, -24" O.C. TIONALL The design for lateral loads andtheir connections is T the'ratiponsibility of the Building . Desigor.* The d.12ils F FOAM E D VALLY 16d box nails are ";=21 throughout, except as noted (in details SET S PLAN VIEW A CEi47EF? RIDGE DETAIL A VALLEY RAFTER 'yP 2 -16d / I jI TOE NAILS (TYP). X ! C1 2 IC f . 4 BLOCK W17 PILAN VIEW D=Tii']L C 2 X 4 1 5- PURLIN 2 X 4 BLOCK .i• WITH 2 16, TRUSS TbP 'C16ORD 0 p ELEVATION VIEW Note,: The Maximum Total. Top Chord Load v 48 PSF' TRUSSES IR, -24" O.C. Minimum Top Chord Dead Load .= 7 PS -F The design for lateral loads andtheir connections is 'O qIRbERE5';;IGNEO TO SUPPORT' the'ratiponsibility of the Building . Desigor.* The d.12ils THE "TIE-IN'TRUSSES provided address gravity and wind uplif-;oads only per the UBC. The maximum wind speed is a5'MPH. 25 A Haight (max.). =_xp. C. Mean Root 16d box nails are ";=21 throughout, except as noted (in details The Center Ridge Rafter (CRR ) is 2 x 5 Stud. An2'ch [his to C the 1 x 8 with 4-1 6d loe nails (.2 from each face ). Anach the Opposite end 10 Ihe. truss.fhe same. ELEVATION. VIEW. The Valley R;tflers, purlins, and blockjn material ire 2 x 4 stud. The blocking must be spaced 24- O.C. T.sd be 2dOqU210ty bjjVod in the lateral direction at 6-0-0 O.C. Art2ch Ihi3 blocking 10 the Vallej Rafter with 3-16d. Arlach this blocking to the Purfin with 2-16d. The trusses below ISO valley are spaced 24' O.0 The purlim'2re full length under the v2II . 7y Sol 2n . d rnusl be ins:211ed at 24'O.C. The are 10 be attached to each overlapping truss top chord* with 2-.1 6d. nails. If ;hey are, not one cori6nuous length• acid a 12' long tac'e De .121L S nailer to the of the truss lop chord wit.,i 4-164 End one purlin se--tior.. e [ruts and begin the addition2l.s' on the--I,on on the nisler. :VALLEY RAFTER ;A 1 x 8 perimeter runner must be attaches lhr'o'ugh the sheathing and into each truss below with 3 box -id nails. Ths I x 8 follows the outside proilie of the wllay. The VQ11ary R2.fkars' are 3p2cOd 2 ' 4- D.C. An2ch [hem 10 the CRR vh:h 2-115a iO6 nails. Attach the opposite and tq.lha I i 8 with 3-8d too nails. 2-X 4 -BLOCK P WITH 3 16d CH AR4 ✓ 7116- SHEA toHIND, ELEVATION DETAIL 7 - VALLEY RAFTER 2-16C TO= NAILS TRI US WA L SYSTEMS TEMS 4445 NbqTHPARK DRIVE, SUITE 200 COLORADO SPRINGS, CO .80907 (800) 32274045 FAX:(719) 598-8463 --000-1003160A 1/10/01 i Usemrs of TIuswal engineering:. The Tru§Plu STM engineering software will correctly design the 'location requirements f6r permanent continuous lateral bracing (CLB) on -me.r,,10er8 for which it is req ired to -reduce. buckling'. length. Sealed engineering rrawing § from Truswal will show the reqbired number and approximate locations c.-.: braces for each member *:h:eeding brabin'g. .In general, this bracing.'is done -by using Truswal Systems Brace -FM or;a 1x or 2x member (attached to the top or bottom edge of the imemllber) running perpendicular to the trusses' and adequately designed, connected and bra Od to the. building per the building designer (See ANSI/TPI currerit version). Thefollowing are other options (when CLB bracing is not possible or, desirable) that will satisfy bra -also -satis cing, lnaeds for,in-dividual members not ' b, ildihg'system bracing): 1. A 1x 6.r 2x structurafly graded "T" brace may be nailed flat totheedge of the ber with 10d common or box nails a -"L 8" o.c- only one ll m . E . M bFacelis.:r6quired, or may be. nailed to both edges of the member'i ' f two braces are required. The "T" brace must extend a minimum of 90% of the m mb;er's length.: 2. A scab (add-on) 'of the same size and structural grade as the. ;member may: e nailed to one face of the member with I Od-common , or box 11: nai ' ls-at 8o.c: if only: one brace is required, or maybe nailed to both faces iof:the member'if two braces are required.. A 'minimurn, of 2x6 scabs., a rd required for .-any . member exteedin'g 14'-0" in length. Scab:(s) must extend a,minim.um of 90% of the"Members length, 3. Any Merii Or requiring more than, two braces :must use perpendicular bracing or a combination- of scabs' and "T" braces, or ary other approved method, asspecified and approved by the building designer. EXAMPLES "T" BRACE iswal engin re any q.uestio I JOB SITE HANDLING~- W,dai, MA&I r Spreader bar for larger trusses ERALVERTICAL POSMOI O'CUMENTS, the TRUSS DESIGN DRAWINGS, and ALL TRUSSES SHOULD BE PICKED UP AT THE TOP CHORDS IN A V the.l:;6NSTRUCTION DESIdN..DOCUMENTS) is Proper banding and smooth ground allow for unloading of trusses without damage. This st a trussds to the building'systeml. done as close,to the building site as possible to minimize handling. DO NOT break banding ur talion begins. Hard -erection of trusses is allowed, provided excessive lateral bending Is lor" Ind manufacture of wood trusses can be jeopardized .d braced. THE CONSEOUE14CES OF IMPROPER IE AZC6LLAPSE OF THE STRUCTURE, WHICH AT MAtEMALS,'AND AT WORST IS A LOSS OF LIFE. A DURING TRUSS INSTALL*nON-AND NOT AS FACtURE. ,feet with the erection crew fora safety and planning ;lands his or her roles and responsibilities during the Do NOT STORE UNBRACED BUNDLES UPRIGHT DO NOT STORE ON UNEVEN GROW ECTION BRACING 7, f the frequency, or location of temporary erection with the latest edition of Commentary and ,ty w . - ing Metal plate Connected Wood Trusses (HIB). pub- ilied in the CONSTRUCTION DESIGN DOCUMENTS 'RUSS BRACIN.GH if vu n am Owed httmtamy. - W*kV WM Uu am st rW vwticnly. they 5MO bo NO in a the responsibility of the building designer and should. manner U*1'".pwar4 tipp" ar topping. Gener.1% an eight to tar, bet canters, a as requinod. tD I )CUMENTS. Permanent bracing locations -tor Tri Md- cafflng of M b-dkV Is do- k --t pe to loswat$w, L.W.1 bordog and molvh" gain. horn 6n'the TRUSS DESIGN DRAWINGS, and shall . . . - .. . . .. . .... K. This bracing is needed for the proper performance CARE SHOULD BE EXERCISED WHEN REMOVING BANDING TO AVOID-D, kytAGihTPU em. The design and connection of the bracing to the e _s4 e; from the envi >6ksibility of the building designer, and is in addi- During4ong term storage, trusses shall be protected r.Vmt p, e designer. tarpaulins or other material ilmn be le specified by the building desi for.adequale ventilation of the trusses. H tai for ventilation. Plastic is not recommended. since It can trap H0IST1,.N'G.-*(.'1._ :-. ALL TRUSSES THAT ARE ERECTED ONE AT'A HELD SAFELY'm Po; By THE ERECTION EQUIPMENT uHTL SUCH TIME- ii *A NECESSARY BRACING HAS INSTALLED AND THE ENDS OF THE TRUSSES ARE-,-? . EC)RELY RAGTENgDfO THE'SUILE AVOID Lfi iE ING or less i to- EQUIREMENTS Tog N: k ri UP ' ';V ; portal bracing. sei- bracing, -diaphragms. thef . i c6nnectiorts to wood trusses must be considered Truss slit-obIs Boce . ptable'where these criteria are met. werjn* size•' location, and m4U)od of am6cliOnS for. SPREADER BAR SPREADER BAR IG "A LIFTI N.G--- TOE IN 71 TOE IN TOE IN MAL BENDING; ...... .....L App.142 to 20 ApPrOX 1/210 W3'ins bngui_ Dun up to 60 feet up to 60 feet Tagline Tagline Use spreader bar In ALL other cases. It should be noted that the fines from the ends of the spi bar TOE IN'. it these lines should the in= may fold in hall.' STRONGBACKI' ST96NGBACK/ ?READER 'BAR > SPREADER BAR f LETRUSSES FLAT 63, Iwo 34 Apprw4*2 AP=201034 lugh uril all phases of construction, care must be taken truss knglh wo n over teat over 60 feet can; cause damage to the lumber nd metal con eclor Tagline •For lining trusses with spans Iriezcess of Go feet il.is recomin6nded that a strongback1spreadler t ,N ELECTRIC LINE, CONTACT. THE LOCAL POWER used as ill"strated. The strongback1spreader bar should be attached to the top chord and web met at intervals 0(approiimtely 10 feet. Further, the strongback/spreader bar should be at of abm mid -height of the buss to prevent overturning. The strongback1spreader bar can be of any materia AIRPORT CONTACTTIMEAIRPORT .30 DAYS PRIOR sufficient strength to safety cavy the weight of the. truss and sufficient rigidity to adequately resist I -" REGULATIONS THAT MUST BE FOLLOWED. ing 01 the MISS. BEGINNINGTHE ERE Il is iraponant ler Ile builder Or erection contractor to provide sue: bugles the" up,Ms rest of the fast sal are tied to and "upc trusses is soequately cross•brarnd. the remaining busses instal arca at me truss bnrirg system depends to a great edam ori It GROUND BRACE - EXTERIOR One satistacrory method des the hist tnlf d thaws cit to _ a series of Braces oral are ehached to a stake driven int the ground and savreychor aned. The ground bmm flsell should be suprsoned " shown below or 1116 apt to buckle. AOSaional ground bretas In the opposie daec- tion. Inside me b.". are at_ f.... ,.$ad• Note: locale graaW eraCeS first zt buns in In One / rim all rows at top Chord pour - tlrarous lateral bracing (either temporary a Pprmanont). 2 x 4 minimum Fust that to be wen braced before erection Ground brie d additional u nis. Brace tho bracrg 1 ft e 1" Latera bund atasas klihimum Two tE Double Headed `•2a4 m • bae wa`wowre..... 1 INADEQUATE SIZE OF BRACING MATERIAL OR 1 OF ERECTIONDOMINOING. T I ERECTION T =1'- . T dote Of Length 21- ch. o 2•' a gllthi IV Ao3z p.P karD Bob Canplying with erection wleranoes to critical to OrlNwkg at EFFECTVE BfLK'.IIvO: SMd h9 masses wNhkh'lolerenm•ow'h mviscing Or adlue" byasea when rod sheeoerg a roof P. to mW the top dards iNhaih alm!Iing I. applied, aria Coate c of 6_&.". WHEH SHEATHING, MAKE SURE NAILS ARI ..® 1 DO 'INSTALL TRUSSES . DO NOTA ON.TEh1PORARILY UNBRACEI CONHECTEDtUPPOR'TS An arrlwrs, hsogers. 6e -Op atC, that ere part of ";m am.1.1y and prop dy` C..-had bekird 'buns.Yhet nap ever tie kutaned Onei 01 ce Porary taneCo"'btlne e NAILING SCA135'TO TTtE 1 Ming .BPACETHE.FIRST TRLM . Am rnptrig of bracing shout NAIL.S'IN WITHDRAWAL • dthm pwperhdlcuW.Mo-vo (PARALL'EL:TO,FORCE). #I d^ BRACING REQUIREMENT! Ternpoary wegdon boring trent be applied to three plane (a teaming). Plane 2) Doerom Chord (erg Plane)- and Pt trusses . 1) TOP CHORD PLANE Moat irpOrtirm to tie bulbar or erection m,Mradbr Is brachg In I- -Plaine d the top chord.Tnm bpmchoren umePfto b taleral bjddug Oekae they w traced or sheathed. Trp Web Continuous IallaaL Ca al— bracing L I—al" B000m Cue Olagona1 redrg_ Moalrg Mintrsun 2x4xta lateral brx'Vs lapped ' ro 1a over two tdA9 a I each and. Hol b scale. Ola9aul Mad rppe•ted -try2Vat t a5' engfe to trusses EXACT SPACING BETWEEN TRUSSES SHOULD BE MAINTAINED AS BRACING IS INSTALLED to avoid Tie G;surdous practice of removing bracing to dust spec• 41 leg. This ad d'.dl. spacing' Can muse tnmas to ,oppe i conActidsi aro removed at .e wrong time. DIAGONAL OR CTI1ON PROCESS ldaLeraong ler the test teas enaced.The hro Or more nit IlrsLwss ler stability. likewise, after this firm sal Of rely upon thb fast set ler stablity. Thus. the Perbmt- v.all IneIf, group of trusses is wa rad. I :GROUND BRACE • INTERIOR other salisry method where ladoheight of buldm9 or Bund taxa prohibit bracing Iron the eaterim Is to the; fir; mss ri9db in ptaca from; the interior at Me or fevel,l provided the If fe substantially completed d capatila of supponirg Ne 9_md bracing faces. wreiy an the Brit truss to the rat Me of me build - I. Bieeelthe brodng similar to exlwjor ground bracing mora aulatl Set trusses Iron the mkloa toward the end the builang. Property cross' ea the first Sed truss' belora'remwirg floor braces and setting remaining rsses '2nd, 3rd b 4th trusses First mm bracing Sire This level repesens h ;ground Ibbr On atngfe ..uuadevhs FASTENING IS A MAJOR CAUSE LERANCE I.erhgth Length T Length 16 W 3Z V Length 32 6 war . 2' e root a Boo 6th. AND TO ACCOhIPUSMING prevent the need kx ore "rdous precUm at. toned. Trusses leaning a boning can cause nails tresses an the.bradng. which Is is hequent Cause IHTO THE TOP CHORD OF THE TRUSSES. ING 'i ALK 01 DO NOT WALK ON TRUSSES TAU§SES OR GABLE ENDS LYING FLAT is. seats ; Es•ad.nwn9In es. of rh aPz poRirW T" slmB.ee.'e ereca laced.aM, Penman" e; busses - lions orties Met hew tem• pptatiing aln;ebae. drecOoh Of harm to OF THE BUIIDING'TO / IS Not' fiECOMMENDED to dana'sa go neva we WELL NAILED IrgcI n at:ki cit, as shown (PERPENDICULAR TO FORCE) FOR 3 PLANES OF ROOF of the rood systen.ta enure stability: PWB 1) Top Chord e 3) WebiMembw plane w vwlkw pt o poMw dWar to 2). BOTTOM CHORD PLANE In order to had praPer spaCng en the bosom chord, lemporary bracing Is to" - omrend rd on the top of the boroin chord. Continuous Wae. members lateral bracing IV riod tar a diagonal I appncximaiey Or (repeal at botln ends).' ' ins• heavy bads a oUher are poser s0ci g MMa IS VERY IMPORTANT! 3) WEB MEMBER PLANE -X' BRACING, AS SHOWN. IS CRITICAL IN PREVENTING TRUSSES FROM LEANING OR DOMINOING. REPEAT AS SHOWN TO CREATE'A SUCCESSION OF RIGID UNITS X-0tarag latera Draeig Web members I"-1S• !-1S""l max. max. X -O dng sna+ld be Installed on vertical wee mw ftm wherever possible: at Of new tate"d brwkxJ, Plywood sheathing may be substitute) ler X-brackS Web members Brace the m i'rl'Ld bradngg Pod`ej0 wan ding s Bono. chords DO NOT USE SHORT BLOCKS TO BRA( INDIVIDUAL TRUSSES WITHOUT A, SPECIFIC BRACING PLAN DETAILING THEIR USE. BRACING REOUIREMENTS USING THE SAME PRINCIPLES APPLY TO ..PARALLEL CHORD TRUSSES' Note: T n.In a0eerand sorrel wOb ther"b"m am not lo make rawogs room readable. STACKING MATERIALS DO NOT PROCEED WITH. BUILDING COMPLETION UNTIL ALL BRACING IS SECURELY AND PROPERLY IN PLACE NEVER STACK MATERIALS ON UNBRACED OR INADEQUATELY BRACEOTRUSSES NEVER STACK -MATERIALS NEAR A PEAK NEVER'STACK MATERIALS ON THE CANTILEVER OF A TRUSS NEVER OVERLOAD SMALL GROUPS OR SINGLE TRUSSES. POSITION.LOAD OVER AS MANY TRUSSES AS POSSIBLE. NEVER CUT ANY STRUCTURAL MEMBER OF ATRUSS. Pmdonn Rhin be rigidly bra . Proper di ldbu0)n Of corntn 60n msteMla Is s a Vuring Cormb-60 L era Abtays stick enaladals'Over Iwo as more busses. Not to co med 40' rMaaInMar moth besting 4.O' 4V' . A.&M and.mecaank it mraractas are nubned eta& eastefiab oily along OUbIOG RrppamirV Meme W directly — vsld. atppatig_ manias Tineas not dors" ler dynamic bods (la. MR 19 •vent& Extreme care should betaken when.bading and ata& osransdlon n ilar{e1s (rallied robing. mwrari Ctrl eqt mea, ata) on the rod m Body system, Mappers ler rredhenid equipment mala be IocaW panel Points Dohs) Or over main supporting .Hine and any an busses Chat have been des9ed be st bogs. CAUTION - NOTES Errors in budding ines-an&a dmwsiaa, or encs by others shell be m=antled by the ponos" Or rssporar'ele a otnxibn trade suDCorhtraclo m.suppllef BEFORE erection Of tenses begins. Cutting of nantnchael OVedhanga is Ctxsldwod a pan of normal wectbn and shelf be done by the builder a erection a traria. Any held modhcation Inst bholves Ma Cutdhg. drd6g• a relocation d. any stWual Miss member Or asrvheca plate ar not be done wtthmA the approval d the Miss mararfecaeer as a licensed design Professional. . Tie _M.Ca aneprorsdaes ormGea N kd&*W b wnoa met its, over+, raropuabn swsWPras lrrplotW will W Noor and e oussn SAFELY In ptece In a mnpietad strucwa These ramnwhanmaerha M b!adnp wood bussas originals barn the coil cIf a sal hence d leading &sent t personnel In ver wood miss IndintrX W rreuL pus se de teen at reaparnA7idas f""h"a. be Praaen Dory as a GUIDE )or use by a @heged Moral 1 1 d"ig"'c hftat. or w&cbm aauaoa. Thus. M Wood Tim Cud of Arrat esprsssty Cis— any responsibility io Oemegm ChM ban tie use. application, w Mance m tie remmwd dons and InUrw don persainad harsh Selected Ment and figures relon aced of repodsC Iron HIS and DSB by perRission at the TrnaT PU trossae. Modsom WL ' ~` WOOD TRUSS COUNCIL OF AMERICA RI 011e WiCA Center 63M Enterprise Large . r h ; Madison. WI 53719 - - 608174.4849.60&274-3329 fax wica0woodtrL mcom a www.woodtrU=.COM . Copyriys o 1986.20X1 Woad Tans Canal d Mien0 i ]DESIGNER: "LIENT: I)ESIGNED BY: T.L. i' i i i STRUCTURAL CALCI FOR L0,1 S OF LA QUINT A BUILDING & S®V APPR FOR CONSTRUCTION , SMITH RESIDEN[C '--"- A REMODEL /ADDITION AT 51-425 MADISON STREET LA QUINTA, CA. JOB # 4477 i 4/28/2006 OCHOA DESIGN ASSOCIATES MR. &MRS. ROBERT AND JEAN SMITH RFs ZEYAD FAQH P.E. pRO FESSjO' yp'u M. z No, 57958 rmll Exp. 06-30-0 C s CAVIL CF CALIfOR CONSULTANTS, INC: 75-153 MERLE DRIVE, STE. B, PALM DESERT, CA. 92211 PHONE (760) 836-1000 FAX (760) 836-0856 DRYWALL = 2.50 psf INSULATION = 1.00 psf DECK: MISCELLANEOUS =1.00 psf DEAD LOAD = 15.00 psf DEAD LOAD = 24.00 psf LIVE LOAD = 60.00 psf LIVE LOAD = 20.00 psf TOTAL = 75.00 psf TOTAL = 44.00 psf STAIRS.: ]DEAD LOAD = 15.00 psf 1141 j ff CC i ]LIVE LOAD = 100.00 psf G TOTAL = 115.00 psf ]EXTERIOR WALLS =15.00 psf CLr4 Gi ih1 11)f INTERIOR WALLS 10,.00 psf M -v-,&comp d0Q SEISMIC ZONE 4 FAULT TYPE A L, -77 Na =1.08 APPROXIMATELY 8 km TO FAULT SOIL PROFILE Sd SEISMIC COEFFICIENT Ca = 0.44Na STRUCTURAL SYSTEM R = 4.5 SEISMIC FACTOR = (2.5 x 0.44 x 1.08 x 1.00)/(1.4 x 4.5) 0..189W 'SEE CALCULATIONS FOR p FACTOR WIND EXPOSURE C ;WIND SPEED 70 MPH MAXIMUM HEIGHT 15 ft WIND FACTOR 1736 psf MAXIMUM HEIGHT 20 ft WIND FACTOR 18.51 psf MAXIMUM HEIGHT 25 ft WIND FACTOR 19.49 psf MAXIMUM HEIGHT 30 ft WIND FACTOR 20.15 psf SOIL BEARING PRESSURE ASSUMED 1500 psf `1997 UNIFORM BUILDING CODE/2001 CALIFORNIA BUILDING CODE DESIGN CRITERIA ROOF LOAD AT 3 TO 12 SLOPE: FLOOR: TILE ROOF = 14.00 psf DEAD LOAD = 15.00 psf PLYWOOD = 2.50 psf LIVE LOAD = 40.00 psf TRUSSES = 100 psf TOTAL = 55.00 psf DRYWALL = 2.50 psf INSULATION = 1.00 psf DECK: MISCELLANEOUS =1.00 psf DEAD LOAD = 15.00 psf DEAD LOAD = 24.00 psf LIVE LOAD = 60.00 psf LIVE LOAD = 20.00 psf TOTAL = 75.00 psf TOTAL = 44.00 psf STAIRS.: ]DEAD LOAD = 15.00 psf 1141 j ff CC i ]LIVE LOAD = 100.00 psf G TOTAL = 115.00 psf ]EXTERIOR WALLS =15.00 psf CLr4 Gi ih1 11)f INTERIOR WALLS 10,.00 psf M -v-,&comp d0Q SEISMIC ZONE 4 FAULT TYPE A L, -77 Na =1.08 APPROXIMATELY 8 km TO FAULT SOIL PROFILE Sd SEISMIC COEFFICIENT Ca = 0.44Na STRUCTURAL SYSTEM R = 4.5 SEISMIC FACTOR = (2.5 x 0.44 x 1.08 x 1.00)/(1.4 x 4.5) 0..189W 'SEE CALCULATIONS FOR p FACTOR WIND EXPOSURE C ;WIND SPEED 70 MPH MAXIMUM HEIGHT 15 ft WIND FACTOR 1736 psf MAXIMUM HEIGHT 20 ft WIND FACTOR 18.51 psf MAXIMUM HEIGHT 25 ft WIND FACTOR 19.49 psf MAXIMUM HEIGHT 30 ft WIND FACTOR 20.15 psf SOIL BEARING PRESSURE ASSUMED 1500 psf `1997 UNIFORM BUILDING CODE/2001 CALIFORNIA BUILDING CODE - .('r,.:.e ; 4I ,, '3' %.. . n + •• L fit ;i,{r' c " F C L% COMPANY ',PROJECT, / •; { ®•;y R.F. Structural Consultants Inc Smith Residence¢ ' WoodWV 75-153 Merle Drive, Suite_ B ` RembdeUAddition ' -` } •' orks-1., Palm Desert, CA 92211 t • : Beam #1 Drop BM at Rear Master` " 1 SOcnvAREFON WOOD DFSlGN ; Mar. 27, 2006 11.07 tid Patlot + r -'.+ A 4 a t Design Check Calculation Sheet .. Sher 2004a _OADS ( lbs, psf, or•plf) r x Load Type Distribution Magnitude. Location [ft] `Pat- •+ + t c ` 850 Total 2380 Start End Start, End tern " Loadl 0.30 Dead, Full Area 29.00 (5:00)* 2 No Loed2 + Live Full Area ' 20.00 (5..00)- No • L/432 Load3 L/240 Dead Full Area 15.00 (3.00)* ~x No i ' *Tributary Width (ft) MAXIMUM. REACTIONS (lbs) and BEARING LENGTHS (in) : 4 ENE t IT, i t i rti,n•..t- £ F' 4 ' .'i•', , I 1 . 0' t- , • 17' Dead 1530+ Shear 1530 Live`' 650 •+ + t c ` 850 Total 2380 1001 2380 Bearing: '.fb/Fb' = .0,.,74 Deadii Defl'n 0.30 LC number 2 } ,+ 2 Length 1.00 + 1.00 Timber -soft, D.Fir-L, No. 1, 6x12" Self Weight of 15.02 plf automatically included in loads; Lateral support: top= full, bottom= at supports; Load combinations: ICC -IBC; Analysis vs. Allowable Stress (psi) and Deflection (in) using NDS 2001: r• Criterion Analysis Value Design Value Anal sis/Desi n Shear -fv-= ..- 50'_ .. _F,1 ._ , 170 - fv/Fv' = 0.29 Bending(+) fb 1001 Fb' = 1350 '.fb/Fb' = .0,.,74 Deadii Defl'n 0.30 L/672 kY. E'.•1.6 million 1.00 1.00 - - -..• - 1.00 .1.00 - Livejj Defl'n 0.17 <L/999 0.57= L/360 " 0.30, Total, Defl'n 0.47 = L/432 0.85 = L/240 0.56 ADDITIONAL DATA: FACTORS:'F CD CM Ct CL CF Cfu ' Cr „ Cfrt Ci Cn, LC# ry , Fb'+ i 1350 1.00 1.00 1.00 1.000 .1.000 .1.00 1.00 1•00 1:00 - 2 ' it Fv' 170 1.00 1.00 1.00 - - - - 1.00 1.00 1'.00 ' 2' Fcp 625 - 1.00 1.00 - - - - 1,00 1.00 - - -• kY. E'.•1.6 million 1.00 1.00 - - -..• - 1.00 .1.00 - 2 - - Bending(+): LC# 2 = D+L, M = 10116 lbs -ft + Shear4 LC# 2 = D+L, V = 2380, V.design = 2112 lbs . . Defie'ction: LC# 2 = D+L EI=' 1115e06 lb -int ~x Total?jDeflection 1.00(Dead Load Deflection)`+ Live Load Deflection: i ' ,::°•:" y (D=dead L=live S=snow W=wind I=impact '.0=construction CLd=concentrated) "' (All LC's are listed in the Analysis output), DESIGN NOTES: :>' . •. 1. Please verify that the default deflection limits are appropriate for your application. c •., 2. Sawn' lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. r f , ' .. t• a ' a' ' r t' %w ,. -`, - «• + y ' ►7 1 COMPANY, PROJECT L1 r7. R.F. Structural Consultants, Inca Smith Resider- Wo esidence `T T Woodworks® 75-153 Merle Drive, Suite B Remodel/Addition } s2 Palm Desert, CA 92211 +• ' Beam #2 - Typ. Drop BM at Rear `' @! soFM'AREFOR WOOD DESIGN Apr. 11, 2006 08:30 - ; ' - ' Master Patio • j Design Check Calculation Sheet Sizer 2004a LOADS,, ( Ibs, psf, or plf)�* Load �R Type Distribution Magnitude „, Start End'. Location [ft) Start -End Pat - tern Loadl k Dead Full 'Area 15.00 (3:00)* Bearing: No ` Load2 Dead Defl'n Dead Partial Area 24:00 (4.50)* 0.0,0,.'�6.501 No' Load3 ' ` Live Partial Area 20.00 '(9.50)* 0.00',,6.50 No Load4 .L/580 Dead Point 950 X6.50 No Load5 1. Please verify that the default deflection limits are appropriate for your application. Live Point 875" 6.50 No Load6 Dead :Partial Area 24.00(10.0.0)* 6.50•10.00 No ,Loa ? Live Partial Area 20.00(1.00)* 0 _6.50 10:00 No *Tributary Width (ft), .- z MAXIMIUM REACTIONS (lbs) and BEARING LENGTHS (in) : Deac i 1240 ty .._ -f "t e '� . ` t c ' 1826 Live 829 t +, r 1336 Total 2069 i� 3162 Bearing: 1350 fb/Fb" _ 0.86 Dead Defl'n 2 _.. ' l �< r " 2 LC number Length 1.00 ' ` 1.00 Timber -soft, D.Fir-L, No. 1, 6x10" Self Weight of 12.41 pff automatically, included in loads, Lateral support: top= full, bottom= at supports; Load combinations: ICC -IBC AnalyMs vs. Allowable Stress (psi) and Deflection (in) using NDS 2001: Criterion Anal sis Value Design Value Analysis/Design Shear ._ . fv-"=- :-.80..... Fv' = 170 fv/Fv' =' 0.47 Bending(+) fb = 1163. Fb' = 1350 fb/Fb" _ 0.86 Dead Defl'n 0.12 = <L/999 ' Bending(+): LC# 2 D+L, M ._ 8020 lbs -ft,+ Live'„ Defl'n 0.09 ='<L/999 l ,,«� 4 0.33 = ;L/360 `� '-,0.26 Totel Defl'.n 0.21 = .L/580 0.50 = L/240 0.41: "• ADDITIONAL DATA: ,:, FACTORS: F CD CM Ct • CL CF ,. Cfu Cr .'>Cfrt Ci` Cn •LC# ` Fb'+ 1350 1.00 1.00- 1.00, 1.000„ 1.000 7.00 1:00 1:00 is00 - 2 Fv' 170 1.00 1.00 1.00 - - - _ .. '. 1.00 1-.00 -_,1;00 2 Fcp' 625 - 1.00 1.00' - - - - 1.00 1.00 E' 1.6 million 1.00 "1.00 - - - - 1.00 1.00, - '. 2 Bending(+): LC# 2 D+L, M ._ 8020 lbs -ft,+ Shea: LC# 2 = D+L, :V = 3162, V design = 2776 lbs "` , •. l ,,«� 4 Deflection: LC# 2 = D+L EI= 629e06 lb -int ' f �• h x' Total Deflection = 1.00'(Dead Load Deflection) + Live Load Deflection. (Dgdead L=live S=snow W=wind I=impact C=construction :CLd=concentrated) (All LC's are listed in the Analysis output) ' DESIGN NOTES.: 1. Please verify that the default deflection limits are appropriate for your application. 2. Saving lumber bending members'shall be laterally supported according to the provisions of NDS Clause 4.4.1 �. . r. COMPANY PROJECT k /161' R.F. Structural Consultants Inc. Smith Residence ",>• _ 75-153 Merle Drive, Suite B Remodel/Addition WoodWorks "I Palm Desert, CA 92211 ; Beam #3 - HDR at Left of Master .SOFTWARE FOR WOOD DFSIGN Apr.. 11, 200608:35 Suite • Design Check Calculation Sheet,.-, - Sizer 20Q4a ( Ibs, psf, or of Load±( 840 Type Distribution Magnitude Location [ft) Pat-, 11 TOtdl 1415 .. - Start End 'Start End tern'- Loadl 0.06 = <L/999Ij Dead Full Area 15:00 (3:00)* 2 No , Load 2 ,. Dead Full'Area 24.00(10.00)* • 0:35 No " I Load 3 II Live Full Area 20.00(10.00)* Bending(+): LC# 2 = No 7 4t • y ,r A ' r' ' ' ' *Tributary -Width (ft) MAXIMUM REJ Z;fri')i 'tr a .F N j' vx' a FF ' t,.. ' '#`•v k' ' , r r' '. , , ,-' . 5 1 y til re'ft fit'., 7-n kch , t s#-.w,ts^•ri t ' ` '+ r ' 'fig, P .,3. a Ip` r sr. e jj x+yk J .. ' '.,• t "1^4 ., ' .f .I. rb'. sJ rh" f C,3h' '.r '5, 3 •r e• q y '1y'ty.$ r 4 ' %'!' , y m f Sof• t' '{!z 3 . U il S S W 1.[ •.SA . +i,T "I' 'a • 1 t 3 •C d kh e:F. ' 3c.: ..' 5• "' :s ?.fcl..+" .w.^ s f .e36" us?+ i• v.,atev] C`a •.S S u.*y ..'n `' w2 ! r 4 ' •7 n' Dead 840 A .'840 Live 575 ,. a _ r 575 TOtdl 1415 fb = 880 Fb' 1200 1415 Bearing: Fb'+ ' 1200 1.00 i 0.06 = <L/999Ij LC number 2 •' r 2 Len t:h 1.00 ,. 1.00 Timber -soft, D.Fir-L, No. 1, 6x6" ` kk Self Weight of 7.19 plf automatically included in loads; Lateral support: top= full, bottom= at supports; Load combinations: ICC4BC s Analysis vs. Allowable Stress (psi) and Deflection (in) using NDS 200 . A ' Criterion Analysis Value Design Value Anal sis/Desi n ' Shear fv _ S9 FV' = 170 fv Fv' = . 0.35 Bending (+) fb = 880 Fb' 1200 ' fb/Fb' = 0.73 Fb'+ ' 1200 1.00 Deady) Defl'n 0.06 = <L/999Ij FV170 1.00 ' Liveif Defl'n 0.04 = <L/999 0.19'= L/360 0.21• ,. Tota Defl'n 0.10 = !L/695 0.29 = L/240 • 0:35 '• ' . ADDITIONAL DATA: FACTORS: F CD CM 4Ct CL CF Cfu Cr Cfrt Ci Cn LC# Fb'+ ' 1200 1.00 1.00 1.00. 1...00.0 1.000 1.00';L.00 1.00 1:00, I- Ate 2, r` FV170 1.00 1..00 1.00 - - --. x•1.00 ,1.00„ 1.00. 2 Fcp' 625 - 1.00 ` 1.00 - - 5 - - 1.00 .1.00 E' 1.6 million 1.00 1.00 1.00 1.00 r - 2' '• ' . + Bending(+): LC# 2 = D+L,•M 2034 lbs -ft ., t, ' xz '4` Shea, r%' LC# 2 =. D+L, V = 1415, V design= „ 1189 lbs Deflection: LC# 2 = D+L EI= 122e06 lb -int x•"s n^' , ' Total Deflection 1.00(Dead Load Deflection)+ Live Load Deflection. (D=dead L=live S=s W=wind I=impact C=construction CLd=concentrated)'- ., i +t (All LC's are listed in the Analysis output) DESIGN NOTES: ' 1. Please verify that the default deflection limits are appropriate for your application. 2.'Sawn lumber bending members shall be laterally supported according to the provisions of. NDS Clause 4.4.1, , - 1 lit "l llUu Laiy WluLll (LL) MAXIMUM REACTIONS (Ibs) an. BEARING LENGTHS (in) : fI 0' 22' Dead 918. COMPANY PROJECT Z/ q -;z 7 Live WoodWorkso R.F. Structural Consultants, Inc. 75-153 Merle Drive, Suite B Smith Residence :, y Remode ddition Total Start End Palm Desert, CA 92211 Beam # Flush BM at Rear of Loadl SOFIWARFFOR WOOD DESIGN Apr. 25, 2006 10:33 Garage , LC number Design Check Calculation Sheet Load2 ;, Live Full Area Sizer 2004a L/827 LOADS ( lbs, psf, or plf ) L/360 0.44 Load 0.47 = Type Distribution Magnitude Location [ft] Pat - "l llUu Laiy WluLll (LL) MAXIMUM REACTIONS (Ibs) an. BEARING LENGTHS (in) : fI 0' 22' Dead 918. _ 918 Live 1980 190 1980 Total Start End Start End tern Loadl Dead Full Area 15.00 (4.50)* LC number No Load2 ;, Live Full Area 40.00 (4.50)* L/827 No "l llUu Laiy WluLll (LL) MAXIMUM REACTIONS (Ibs) an. BEARING LENGTHS (in) : fI 0' 22' Dead 918. _ 918 Live 1980 190 1980 Total 2898 875 2898 Bearing: fb/Fb' = 0.38 Dead''i Defl'n 0.15 = LC number 2 2 Len t.h 1.13 L/827 1.13 } Glulam-Unbal., West Species, 24F -1.7E WS, 5-1/8x16" LcJ S Self Weight of 15.99 plf automatically included in loads; Lateral support: top= full, bottom= at supports; Load combinations: ICC -IBC; Analysis vs. Allowable Stress (psi) and Deflection (in) using Nos 2001: Criterion Analysis Value Design Value Anal sis/Desi.n Shear fv = -47 Fv' = 190 fv/Fv' = 025 Bending(+) fb = 875 Fb' = 2321 fb/Fb' = 0.38 Dead''i Defl'n 0.15 = <L/999 Liver Defl'n 0.32 = L/827 0.73 = L/360 0.44 Tota] Defl'n 0.47 = L/565 .1.10 = L/240 0.42 ADDITIONAL DATA: FACTORS: F CD CM Ct CL CV Cfu Cr Cfrt Notes Cn LC# Fb'+ 2400 1.00 1.00 1.00 1:000 0.967 1.00 1.00 1.00 1.00 2 Fv' 190 1.00 1.00 1.00 - - - 1.00 1.00 1.00 2 Fcp' 500 - 1.00 1.00 - - - 1.00 E' 1.7 million 1.00 1.00 - - - - 1.00 - - 2 I Bending(+): LC# 2 = D+L, M = 15941 lbs -ft Shear,! : LC# 2 = D+L,. V = 2898, V design 2547 lbs Deflection: LC# 2 = D+L EI= 2974e06 lb -int Total;Deflection = 1.00(Dead Load Deflection) + Live Load Deflection. (D=dead L=live S=snow W=wind I=impact C=construction CLd=concentrated) (A1.1 LC's are listed in the Analysis output) DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. Glulam design values are for materials conforming to AITC 117-2001 and manufactured in accordance with ANSI/A1TC A190.1-1992 3. GLULAM: bxd = actual breadth x actual depth. 4. Glulam Beams shall be laterally supported according to the provisions of NDS Clause 3.3.3. 5. GLULAM: bearing length based on smaller of Fcp(tension), Fcp(comp'n). COMPANY PROJECT j2/L l R.F. Structural Consultants, Inc. Smith Residence Wor'kso 75-153 Merle Drive, Suite B Remodel/Addition ,5WOO Palm Desert, CA 92211 Beam Flush BM at fear of SOErwAaE EDP WOOD DESIGN Apr. 3, 2006 09:46 Garage Design Check Calculation Sheet Sizer 2004a LOADS ( lbs, psf, or plf ) Load Type Distribution Magnitude Location [ft] Pat - Fv' 2590 Total Start End Start End tern Loadl Dead Full Area 15.00 (7.00)* Bearing: No Load2 Live Full Area 40.00 (7.00)* 0.41 = No Load3 Dead Full Area 15.00 (2.00)* 0.63 = No -irioucary Wiacn tLL) MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS (in) : 0' 18'-6" 1 Dead 1374 Analysis/Design 1374 Live 2590 Fv' 2590 Total 3964 fb = 3964 Fb' = 2400 fb/Fb' = 0.59 Dead Defl'n Bearing: <L/999 LC number 2 0.41 = 2 Length 1.55 0.67 1.55 Glulam-Bal., West Species, 24F -1.7E WS, 5-1/8x13-112" LA)/5T 9 'J/ Self Weight of 13.49 plf automatically included in loads; Lateral support: top= full, bottom= at supports; Load combinations: ICC -IBC; Analysis vs. Allowable Stress (psi) and Deflection (in) using NDS 2001: Criterion Anal sis Value Design Value Analysis/Design Shear fV = 75 Fv' = 190 fv/Fv' = 0.40 Bend;ing(+) fb = 1413 Fb' = 2400 fb/Fb' = 0.59 Dead Defl'n 0.22 = <L/999 Live, Defl'n 0.41 = L/537 0.62 = L/360 0.67 Tota.l,Defl'n 0.63 = L/351 0.92 = L/240 0..68 ADDITIONAL DATA: FACTORS: F CD CM Ct CL CV Cfu Cr Cfrt Notes Cn LC# Fb'+ 2400 1.00 1.00 1.00 1.000 1.000 1.00 1.00 1.00 1..00 - 2 Fv' 190 1.00 1.00 1.00 - - - - 1.00 1.00 1.00 2 Fcp' 500 - 1.00 1.00 - - - - 1.00 - - - E' 1.7 million 1.00 1.00 - - - - 1.00 - - 2 Bending(+): LC# 2 = D+L, M = 18331 lbs -ft Shear : LC# 2 = D+L, V = 3964, V design = 3481 lbs Deflection: LC# 2 = D+L EI= 1786e06 lb -int Total Deflection = 1.00(Dead Load Deflection) + Live Load Deflection. (D=dead L=live S=snow W=wind I=impact C=construction CLd=concentrated) (All LC's are listed in the Analysis output) DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. Glulam design values are for materials conforming to AITC 117-2001 and manufactured in accordance with ANSI/AITC A190.1-1992 3. GLULAM: bxd = actual breadth x actual depth. 4. Glulam Beams shall be laterally supported according to the provisions of NDS Clause 3.3.3. 5. GLULAM: bearing length based on smaller of Fcp(tension), Fcp(comp'n). COMPANY PROJECT ® R.F. Structural Consultants, Inc. Smith Residence 6 Woodworks .. 75-153 Merle Drive, Suite B Reddltion , T ,, r Palm Desert, CA' 92211. F • Beam ar# #6 #6 - HDR Between Library and: SOFTWARE FOR WOOD DESIGN Apr. 11,'200608:57-. Patio ;t Design Check Calculation Sheet Sizer 2004aPL ( lbs, psf, or pif) a '+ A n Load Type Distribution Magnitude Location {ftl Pat 0' 356 Total Start End 'Start End tern Loadl Dead` Full Area 24.00(7.50)* _ -No Load2 Live Full Area 20.00 (7.50)* ' r No Load3 Dead Full Area 15.00 (5.00)* <L/999 No ' a *Tributary-Width`(ft) L 4-9 Dead 623 a 623 Live 356- 170 + 356 Total 979 y 979 Bearing: fb/Fb!. =;r' 0.42 Dead Defl'n 0.02 = _ d Fcp' LC number 21. `i 2 Len i:h 1.00 0.09'' 1.00 Timber -soft, D.Fir-L, No. 1,'M" Self Weight of 7.19 pif automatically. included in loads; r , Lateral support: top=. full, bottom= at supports; Load combinations: ICC -IBC;. t n vs. Allowable Stress (psi) and Deflection (in) using NDs 2001 cri-terion Analysis Value. Design Value Anal sis/Desi n Shear' fv - 39,' Fv' = 170 + fv/Fv' 0:23' Bending (+) fb =. -503 - Fb' = 1200, fb/Fb!. =;r' 0.42 Dead Defl'n 0.02 = <L/999 d Fcp' _ Live.', Defl'n 0.01'_ <L/999 0.16 - L/360 0.09'' Total Defl'n 0.04 = <L/999 0.24•= L/240 ',0.16 ADDITIONAL DATA: * FACTORS: F CD CM : Ct CL CF •• Cfu `' Cr Cfrt Ci- Cn LC# Fb'+` 1200 1.00 1.00 '1.00, 1.000 1.000-'1.00, 1.00 1.00 1.00 - 2 Fv' 170 1.00 1.00' 1.00- - - - 1.00 1.00 1.06 ,,2r' d Fcp' 625 - 1.00, 1.00 - - - - 1:00 1.00 E' 1:6 million 1.00 1.00 -: - - - 1.00, 1.00 ;• .2 '.. ' } Bending (+) LC# 2 = D+L, M = 1162 lbs -ft! - w• } Shear LC# 2 = D+L, V = 979, V design = 790 lbs Deflection: LC# 2 = D+L EI= 122e06 lb -int _ •' ' Tota]_ Deflection 1.00(Dead Load Deflection) + Live Load Deflection. ` +. ^ • (D ;dead L=live S=snow W=wind I=impact 'C=construction` CLd=concentrated)', (All LC's are listed in the Analysis. output) - t_. DESIGN NOTES: 1. Please verity that the default deflection limits are appropriate for your application. 2. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1 • 66 ' i r- 1 a t Wt COMPANY = PROJECT s ® R.F. Structural Consultants, Inc.: Smith Residences WoodWorks : 75-153 Merle Drive Suite B RemodeVAdditior c Palm Desert, CA 92211, t Beam #7 Drop Bm at Sudy Patio` 1 'SOFTWARE FOR WOOD DESIGN 1 ' Apr.7,.200610:25 1 111 . Design Check Calculation, Sheet f;';,` ,; • n '£f'' Sizer 2004a' ,OAD! ( lbs, psf, or plf) • F L qa Load tlj Type Distribution Magnitude' • Location [fthN9 t- Fv'' = {t Tot ,il 2559 . Start End Start Endrn Bearing: ~' r Loadljr Dead'` Full Area 24.00 (7.00)* - 2 o.: Load2 Live Full Area 20.00 (7.00)* l ro:` L/360 0.26 Load3'1 Dead Full -Area 15.00 (2.00)* 'L/240 o *Tributary Width (ft) MAXII UM REACTIONS (Ibs) and BEARING LENGTHS (in) a 0' 14'-6^' Dead,... 1544 . 1544 Live 1015 Fv'' = 1015 Tot ,il 2559 fb '2559 Bearing: 1350fb/Fb'•=' 0.68 Deady Defl'n 2 . v - 2 LC nimber Length 1.00 . t _• 1:00 Ilr - Timber -soft, D.Fir-L, No. 1, 6x12 ~ , Self Weight of 15.02 plf automatically included in loads; Lateral support: top= full, bottom= at supports; Load combinations: ICC -IBC z . Analysis vs. Allowable Stress (psi) and Deflection (in) using NDS 2001 ' ,ti Criterion Analysis Value Design Value Anal sis/Desi n Shear fv- = ' -53 Fv'' = 170 fv/Fv' _ ' 0.31 Bending(+). fb 918 Fb' = 1350fb/Fb'•=' 0.68 Deady Defl'n 0.19 = L/915 1.00 1.00 - - - - 1.00 •1.00 1.00' 2 + '+ Live. Defl'n •0.12 _ <L/999 0.48 =' L/360 0.26 Total Defl'n 0.31 = L/552 0.73 = 'L/240 0.43 ADDITIONAL DATA: FACTORS: F CDCM C CL CF Cfu, +Cr Cfrt •'Ci Cn,:f LC# Fb'+ 1350 1.00 1.00 1.00 1.000 1.000 1.00 1.00 1._00 1.00, - ., 2.:.•Y ti - Fv' 170 1.00 1.00 1.00 - - - - 1.00 •1.00 1.00' 2 + Fcp' 625 - 1.00 1.00 - - - = 1,00" .1'.00 - E'` 1.6 million 1.00 1.00 - - - _ - 1.00 1.00 - 2 ,r ' Bendin g (+) LC# 2 = D+L, M =' 9278 lbs -Pt h +'' ,. Shear. LC# 2 = D+L, V2559, V design = 2221' lbs -d Deflection: LC# 2 = D+L EI= 1115e06 lb -int ` Total) Deflection = 1.00(Dead Load Deflection) + Live Load Deflection. a (D=''dead L=live S=snow W=wind I=impact C=construction CLd=concentrated) ; (All LC's are listed in the Analysis output) DESIGN NOTES:_ y 1: Please verify that the default deflection limits are appropriate for your application. 2. Sawri lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. Load . 14rt' •.ii i r a R sLr J^, fi :'3. rY,'r + ' • -5 r ? Type Distribution Magnitude PROJECT`' Pat- -fv/Fv' _. 0.37:" Wo s® ' W(iodrk R.F. Structural Consultants Inca 75-153 Merle Drive, Suite B ° Smith.Residence' V Remodel/Addition q.t Start End Start End LVPalm Desert, CA 92211 Beam #8 HDR be Study, and k r Dead- ° r _ .. ; SOFTWAREFOR WOOD OFSfGN ; ' v Mar. : 27, 2006 11:59 ,' - Patio - ^ " • ;' Load2 ` Live y 20.00(14.50)* Total Defl'n No Design Check Calculation Sheet ° e, 4, 0.30 Dead.- Full Area Sizer 2004a No' I(lbs, LOADS; psf, or plf) Load 129.8 Type Distribution Magnitude Location -(ft] I Pat- -fv/Fv' _. 0.37:" Total 2168 ` + - Start End Start End tern Loadl i Dead- ° Full -Area 24:00(74.50)* 2 No Load2 ` Live Full•Area 20.00(14.50)* Total Defl'n No Load3 0.30 Dead.- Full Area 15.00 (5.00)* No' a' s' ry Width -(ft) • REI A A' f + % ` •>f l%yy I n M1'4 ' y}yt v 1` v'' 'p 4 ' 5 0q ,r _ y Myl .. l^ +. e , ' a t v - k k } > t td °' t n ' fit. •, v.i s ''' ttyyy yii" " :. : xW •3 y z ' SiiF" l ' 7 . i ?_ 4 ., ' 0' F 6 Dead. 129.8 „ .• „; 1298 Live 870870 a ^r.x' -fv/Fv' _. 0.37:" Total 2168 ` + - 2168 Bearing: _. __ .:_ - .. _. ° 0.04 = LC number 2 R 2 Len t:h 1.00 <L/999 1.00 I Timber -soft, D.Fir-L, No. 1; ' Self Weight of 9.8 plf automatically included in loads; tLateral support: top= full, bottom= at supports; Load combinations,:,ICC-IBC, M Analysis vs. Allowable Stress (psi) and Deflection (in) using NDS 2001: ` Criterion Analysis Value Design Value- Anal sis/Desi n Sheat fv = 62 Fv' = .170 -fv/Fv' _. 0.37:" Bending(+) r fb = .757 ` Fb' =1200 fb/Fb' = 0.63 Dea&i' Defl'n ` 0.04 = <L/999 _ Live Defl'n 0.03 = <L/999 0.20 = ;L/360 0.14 Total Defl'n 0.07 = <L/999 0.30 = L/240 0.23 ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF Cfu Cr Cfrt Ci Cn', LC#"' • ' Fb'+ 1200 1.00 1.00 1.00 7.000 1.000 1.00- 1•.00 1.00 1.00 2 i• Fv' 1.70 1.00 1.00 1.00 - - - - 1".00',1;.0,0 1.00 2 Fcp' F 625 -1.00 1.00 - - - 11.00 1.00 Tr + a ` E-` 1.6 million 1.00 1.00: - - ,1.00. 1.00 2 ` Bending(+) LC# 2 = D+L, M = 3253 lbs -ft> , Shear' LC# 2 = D+L, V = 2.168, V_design = ' 1717 lbs ' ` ., " ' s ' Deflection: LC# 2 = D+L EI= 309e06 lb -int ` Total' Deflection = 1.00(Dead Load'Deflection) + Live Load Deflection.',,; (D„dead L=live S=snow W=wind :I=impact C=construction` CLd=concentrated) (All LC's are listed in the Analysis output) dF DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. ' t 3 {'. J COMPANYPROJECT ® R.F. Structural' Consultants, Inc. -Smith Residence , +, Wood Works, 75-153 Merle Drive, Suite B Remodel/Addition " Palm Desert, CA 92211 Beam #9 HDR betweenStudy and . SOFTWARE FOR WOOD DS/CN Apr. 7, 200611:38 t Den, ` F Design.Check Calculation Sheet , Sizer 2004a LOADS 1 Ibs, psf, or. plf) *Tributary -Width -(ft) MAXIMUM REJ .TIONS T S h l 'C J 5 •tee+" ,, ••'' '- S4 f CZ; : E g " r . ,a,{3 irt r4 rrs ¢` "` 1 .Y ' pyveet 7 ( e .k -c r , . ' c3- • $'`'} { -t,,;'-kc ` z,' ,z y''. s„,.'.. f,•,c y$`sJ.` ,',-. , {e . 5 t L, ,y yv"' - .b? > rt" " . s ;ssi s.• e:a, .r; . "..' '... L ,. "a.. 'C ... e .w u c s" ;f : cr L' - " 0' . 5'73" Dead Load Type Distribution Magnitude Location [ft] Pat- 788 Total 1946 ' , "" 1948 Start End Start End tern Dead'- Defl'n ' _ Load1 i Dead Full Area" 24.00(15.00)*'.' 2 No 1.00 Load24 Live. Full Area, 20.00'(15.00)* L/605 No L/240 0.40 Load3 Dead Full Area 15.00 (5.00) * No *Tributary -Width -(ft) MAXIMUM REJ .TIONS T S h l 'C J 5 •tee+" ,, ••'' '- S4 f CZ; : E g " r . ,a,{3 irt r4 rrs ¢` "` 1 .Y ' pyveet 7 ( e .k -c r , . ' c3- • $'`'} { -t,,;'-kc ` z,' ,z y''. s„,.'.. f,•,c y$`sJ.` ,',-. , {e . 5 t L, ,y yv"' - .b? > rt" " . s ;ssi s.• e:a, .r; . "..' '... L ,. "a.. 'C ... e .w u c s" ;f : cr L' - " 0' . 5'73" Dead 1161 , 1161 Live 788 , + 788 Total 1946 ' , "" 1948 Bearing 1200 fb/Fb' 0..92 Dead'- Defl'n 0.06 = <L/999 1.00 LC number 2 Live' Defl'n' 2 Length 1.00 "L/360 1.00 IJ Timber -soft, D.Fir-L, No. 1, Self Weight of 7.19 pif automatically incl ded in loads; 5 Lateral support: top= full, bottom= at supports; Load combinations: ICC -IBC; " Analysis vs. Allowable Stress (psi) and Deflection (in) using NDS 2001: Criterion . - nal sis Value De sign Value Analysis/Design .Analysis Shear fv 80 Fv'"- "170 •fv/Fv'-= 0.47' Bending(+) fb 1107 Fb' 1200 fb/Fb' 0..92 Dead'- Defl'n 0.06 = <L/999 1.00 1.00 - - -. - 1.00 1.00 1.00 2 Live' Defl'n' 0.04 =-<L/999 625 - 0.17 "L/360 01. 2'4 Tota l Defl'n 0.10"= L/605 0.26 L/240 0.40 ADDII.IONAL DATA: FACTORS: F CD CM CtCL CF Cfu Cr Cf rt Ci Cn LC# Fb'+' 1200 1,00 1.00 1.00 1.000 1.000 ,11.00 1.00 1.00 1.00 - 2 Fv' 170 1.00 1.00 1.00 - - -. - 1.00 1.00 1.00 2 FCp! 625 - 1.00 '1.00 - - a- - 1.00 1..00 - E' 1.6 million 1.00 1.00 - - - - 1.00'.1.00 = { 2. Bending (+) : LC# 2 = D+L, M = 2557 lbs -ft Shea'P LC# 2 = D+L, V._" 1948, V design = 1608 lbs n> Deflection: LC# 2 = D+L EI= 122e06 lb, -int Total Deflection = 1.00(Dead Load Deflection) + Live Load -Deflection. (D=dead L=live S. =snow W=wind I=impact C=construction CLd=concentrated)- (All LC's are listed in the Analysis output) a. I hi DESIGN NOTES: y r '" 1. Please verify that the default deflection limits are appropriate for your application. - 2. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1 , PP h 4 . R ; ry1 ., i,r r. ,?^ 7 - }` t i Jry. ,y ick, , " ,i ' s • ti - o F Type Ij COMPANY PROJECT , Pat- [ ` WoodWo rks R.F. Structural Consultants Inc. 75-153 Merle Drive, Suite 8 • Smith Residence°,;,,; RemodeVAddition 'r Start End ' Loadl11" Palm Desert, CA,92211 Beam #10 HDR between Master ' Full Area'' 24.00.(16.50)* i. SOFMARE FOR' WOOD DESIGN j., '• 'Y Apr. 11, 2006 08:40 * i•' ea^ '' ` Suite -Bath }:` _. ` , 2 Live Design Check Calculation Sheet E 20:00(16.50)* 1.00 Sizer 2004a' . • ;. w Load3.iiiiii Total Defl'n q y i .... - .. .. LOADS (lbs, psf, or plf ,Er,.. 1 * ;. "t+>. Full Area 15.00 (5,00)* w No,• Load ( Type Distribution Magnitude Location [ft] Pat- [ ?.'619 Total Start End Start End tern+ Loadl11" Dead " Full Area'' 24.00.(16.50)* <L/999 No' Load2(' 2 Live Full Area 20:00(16.50)* 1.00 No ti Load3.iiiiii Total Defl'n Dead Full Area 15.00 (5,00)* 4-' No,• E1 ary' Width" (ft)' n Dead - 8.97 r 897 Live $19 a . ?.'619 Total 1515 1515 Bearing: 'fb/Fb' -_} 0.51 Dead, Defl'n 0.02 = <L/999 LC number 2 Live" Defl'n 2 Length 1.00 L/3610_ 1.00' E Timber -soft, D:Fir-L, No. 1,. 6x6" Self Weight of 7.19, plf automatically included in loads; Lateral support: top= full, bottom= at supports; Load combinations: ICC -IBC Analyiis vs. Allowable Stress (psi) and Deflection (in) using NDS 2001: , r ADDITIONAL DATA. FACTORS: F CD CM tct 'CL CF Cfu Cr, ,•Cfrt Ci- '.,',Cn LC# Fb' +' , 1200 1.0.0 1.00 1.00 1.000 1.000 -.1.00 1.00 1'. 00 , 1'.00 2 Fv170 1:0.0 1.00 1.00. - - - % 00 1.00 1.00 ret Fcp' 625 - 1:00 1.00 - - - - 1.00 1.00 - :. •, El.1.6 million 1:0.0 1:00 1',00. 1.00 - 2 Bending(+): LC# 2 = D+L, M = `'1421 lbs -ft ^t + Sheaf: LC# 2 = D+L, V = 1515, V design-,'' 1145'1bs D,eflE;ction: LC# 2 = D+L EI= 122e06:lb-in2 *; Total Deflection 1..00(Dead Load Deflection) + Live Load'Deflection. (D -dead L=live S=snow, W=wind I=impact C=construction CLd=concentrated) (All LC's are listed in the Analysis output) DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. x 2. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4:4.1 Iy- ., - `: • ,,. Al' • Iwo x.-4 ...ii Z a A.. 7 .. Criterion Value. Desi n Value Anal sis/Desi n Shear. - ..Analysis fv = 57-..._ Fv' - 170 fv/Fv'.._- 0.•33.- Bending (+) fb = 615 ' :Fb', =,1200 'fb/Fb' -_} 0.51 Dead, Defl'n 0.02 = <L/999 Live" Defl'n 0.01 = <L/999. 0.13 = L/3610_ 0.10 ' Total Defl'n 0.03 = <L/999 0.19 = L/240 0.16':' ,. , • t 19 `; .'^ ' ' l+' >vE ' e+. . -k ' r. -. K xr ;. , k "9t „1 .,r.e 4' d; : J ti" - _ y [• ` _ ..6 w` ' 4: ,. 'Oat ,. L, w i` S^ R , :..y o h I le , it COMPANY r r` PROJECT z 4 a s• i - } . ' R.F. Structural Consuhants, Inca Smith Residence ® 75-153 Merle Drive, Suite B . RemodeVAddition . WoodWorkS , Palm Desert, CA 92211: Beam #1.1 - HDR at Great Room' . - , {{ .Wi7WAREFORWOOD D£SAGN Mar. 27, 200612:15;' - •! -;Fireplace t >.. 't •'rfY '`rte; :.', 9 1 Ci Design Check Calculation Sheet " '. Sizer 2004a LOADS ( lbs, psf, or plf) *Tributary_Width (ft) _ r MAXIMUM i 1 0. Load 1150 Type Distribution Magnitude Location [ft] Pat - 680 Fv' .= 170 1 Bending Total start End Start End. tern ' Beariiig:. Loadlj Dead- Full Area 24:00(16.00)* 2 No. 2 Load2 Live Full,Area 20.00(16:00)* Leng th No t { 1.00 Load3 f Dead, Full Area 15.00(10.00)* No *Tributary_Width (ft) _ r MAXIMUM i 1 0. ,Timber -soft, D.Fir-L, No. 1; 6x6" Self Weight of 7.19 ph automatically included in loads; i I Lateral support: top= full, bottom= at supports; Load combinations: ICC -IBC; Analy:as vs.'Allowable Stress (psi)'and Deflection (in) using NDS 2001 Dead 1150 j - `1150 FACTORS: F CD Liven 680 Fv' .= 170 680 Bending Total 1830 fb/Fb' = 0.70 1830 Fv' 170 1.00 Beariiig:. 0.03 = <L/999 2 2 , 2 0.02 = <L/999 LC ni?mber 0:19 E' 1.6 million Leng th 1.00 Total Defl'n 1.00 0.21 = L/240 ,Timber -soft, D.Fir-L, No. 1; 6x6" Self Weight of 7.19 ph automatically included in loads; i I Lateral support: top= full, bottom= at supports; Load combinations: ICC -IBC; Analy:as vs.'Allowable Stress (psi)'and Deflection (in) using NDS 2001 ADDITIONAL DATA.: Criterion Analysis Value Design Value Analysis/Design FACTORS: F CD Shear- - fv = - 71 Fv' .= 170 fv/Fv' 0.42 , Bending fb = 841 Fb' = 1200 fb/Fb' = 0.70 + Fv' 170 1.00 Dead, Defl'n 0.03 = <L/999 2 Fcp' 625 - 1.00 Live" Defl'n 0.02 = <L/999 0.14 = L/360 0:19 E' 1.6 million .1.00" 1.00 - - - - 1A0 1.00 Total Defl'n 0.05 = L/984 0.21 = L/240 " 0:24 D+L, M ,_ 1994 lbs -ft ADDITIONAL DATA.: '- FACTORS: F CD CM Ct i'CL CF'. Cfu• Cr cfr,t Ci Cn_, LC# Fb'+ 1200' 1.00 1.00 1.00 1.000 .1.000' 1.00 1.00, 1.00 1.00 -,., 2 Fv' 170 1.00 1.00 1.00 - . - _ - - 1..00 11.00 1.00 2 Fcp' 625 - 1.00 1.00 -. -. - -° 1.00 1.00 - - - E' 1.6 million .1.00" 1.00 - - - - 1A0 1.00 2 it Bendi:ng(+): LC# 2 = D+L, M ,_ 1994 lbs -ft Shea'. LC# 2 = D+L, V = 1830, V design 1435 lbs .. • ' w a '122e06 , • ``('> Deflection: LC# 2 = D+L EI= , lb-in2 4 ? Tota]. Deflection = 1.00(Dead Load Deflection).+ Live Load Deflection. (D -dead' L=live S=snow W=wind I=impact 'C=construction CLd=concentiated)"" (A l LC's are listed in the Analysis output)- DESIGN NOTES: f z f. •z 1. Please verify that the default deflection limits are appropriate for your application. 2. Sawn lumber bending members shall be laterally supported according to the.provisionS of NDS Clause 4.4.1.<: . , ► _ - __Ary. f--. i ,. ; T r` ` •'L. yt t . •• 'rte [ ' „' vy; .a r to COMPANY PROJECT q# -1-y R.F. Structural Consultants, Inc. Smith Residence ° 75-153 Merle Drive, Suite B Remodel/Addition WoodWork5 Palm Desert, CA 92211 Beam #12 - Great Room Hip BM SOFTWARE FOR WOOD OFSfGN Apr. 25, 200609:12 li ^I, Design Check Calculation Sheet a Sizer 2004a LOADS ( lbs, psf, or plf ) Load Type Distribution Magnitude Location [ft) Pat - 190 2650 Total Start End Start End tern Loadl",. Dead Triangular 0.0 365.0 0.00 26.50 No Load2 Live Triangular 0.0 300.0 0.00 .26.50 No MAXIMUM REACTIONS (lbs) and BEARING LENGTHS (in) : II 0' 26'-6" Dead 1870 Shear: 3482 Live 1325 190 2650 Total 3195 1163 6132 Bearing: fb/Fb' 0.52 Dead, Defl'n 10.42 = LC number 2 2 Length 1.25 <L/999 2.39 Glulam-Unbal., West Species, 24F -1.7E WS, 5-118x19-112" CJ /DIA)Qi'/2-0 Self Weight of 19.49 plf automatically included in loads; Lateral support: top= full, bottom= at supports; Load combinations: ICC -IBC; Analysis vs. Allowable Stress (psi) and Deflection (in) using Nos 2001 Criterion Analysis Value Design Value Analysis/Design Shear: fv-= 76 -Fv' = 190 fv/Fv'.= 0.40 Bending(+) fb = 1163 Fb' = 2234 fb/Fb' 0.52 Dead, Defl'n 10.42 = L/763 Live'. Defl'n 0.31 = <L/999 0.88 = L/360 0.35 Tota]. Defl'n 0.73 = L/438 1.33 = L/240 0.55 ADDITIONAL DATA: FACTORS: F CD CM Ct CL CV Cfu Cr Cfrt Notes Cn LC# Fb'+ 2400 1.00 1.00 1.00 1.000 0.931 1.00 1.00 1.00 1.00 - 2,. Fv' f 190 1.00 1.00 1.00 - - - - 1.00 1.00 1.00 2' Fcp' 'j 500 - 1.00 1.00 - - - - 1.00 - - - E' ; 1.7 million 1.00 1.00 - - - - 1.00 - - 2 Bending(+): LC# 2 = D+L, M = 31467 lbs -ft Shear', : LC# 2 = D+L, V = 6132, V design = 5084 lbs Deflection: LC# 2 = D+L EI= 5383e06 lb-in2 L Total Deflection = 1.00(Dead Load Deflection) + Live Load Deflection. (D -dead L=live S=snow W=wind I=impact C=construction CLd=concentrated) (All LC's are listed in the Analysis output) DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. Glulam design values are for materials conforming to AITC 117-2001 and manufactured in accordance with ANSI/AITC Al90.1-1992 3. GLULAM: bxd = actual breadth x actual depth. 4. Glulam Beams shall be laterally supported according to the provisions of NDS Clause 3.3.3. 5. GLULAM: bearing length based on smaller of Fcp(tension), Fcp(comp'n). COMPANY PROJECT R.F. Structural Consultants, Inc. Smith Residence 'WoodWo rks® 75-153 Merle Drive, Suite B Beam #13 Remodel/Addition Palm Desert, CA 92211 Beam #13 -Cantilever Drop Bm at .SOFTWARE FOR WOOD OESIGN Apr. 25, 2006 11:04 Rear of Great Room Design Check Calculation Sheet Sizer 2004a LOADS l lbs, psf, or plf) Load Type Distribution Magnitude Start End Location [ft] Start End Pat - tern Loadl Dead Triangular 228.0 0.0 0.00 19.00 No Load2 ," Live Triangular 190.0 0.0 0.00 19.00 No Load3 , Dead Point 950 19.00 No Load4 Live Point 675 19.00 Yes Load5 Dead Full Area 24.00 (2.00)* Interior Dead No Load6 ;; Live Full Area 20.00 (2.100)* - - 1.00 - - Yes Load? ,'I Dead Full Area 15.00 (2.00)* L/240 No 12'-9" 19' Dead 1067 Value 3787 Value Anal sis/Desi n Live 1163 66 2469 190 fv/Fv' = Total 2231 fb = 6256 Fb' = 2400 Bearing: LC number 3 Bending(-) 2 1050 0 Length Cb 1.00 1.00 0.44 2.07 1.16 0.00 = 0.00 0.00 Glulam-Bal., West Species, 24F61.7E WS, 5-118x13-112" (.Jl STi9 /J1914f Self Weight of 13.49 plf automatically included in loads; Cf}/Yl Q r Lateral support: top= full, bottom= at supports; Load combinations: ICC -IBC; Analvsis vs. Allowable Stress (psi) and Deflection (in) using Nos 2001, Criterion Analysis Value Design Value Anal sis/Desi n Shear fv = 66 Fv' = 190 fv/Fv' = 0.35 Bend:ing(+) fb = 371 Fb' = 2400 fb/Fb' = 0.15 Bending(-) fb = 1050 Fb' = 2373 fb/Fb' = 0.44 Deflection_: 0.00 = <L/999 1.00 1.00 - - - - 1.00 1.00 1.00 Interior Dead Live 0.05 = <L/999 0.43 = L/360 - - 1.00 - - 0,12 Total 0.05 = <L/999 0.64 = L/240 - - 1.00 - - 0.08 Cantil. Dead 0.18 = L/411 (pattern: L ), M = 4818 lbs -ft Live 0.14 = L/540 0.42 = L/180 0.33 Total 0.32 = L/233 0.63 = L/120 0.51 ADDITIONAL DATA: FACTORS: F CD CM Ct CL CV Cfu Cr Cfrt Notes Cn LC# Fb'+, 2400 1.00 1.00 1.00 1.000 1.000 1.00 1.00 1.00 1.00 - 3 Fb'-' 2400 1.00 1.00 1.00 0.989 1.000 1.00 1.00 1.00 1.00 - 2 FV, 190 1.00 1.00 1.00 - - - - 1.00 1.00 1.00 2 Fcp' 500 - 1.00 1.00 - - - - 1.00 - - - E' 1.7 million 1.00 1.00 - - - - 1.00 - - 3 Bending(+): LC# 3 = D+L (pattern: L ), M = 4818 lbs -ft Bending(-): LC# 2 = D+L, M = 13620 lbs -ft Shear : LC# 2 = D+L, V = 3379, V design = 3050 lbs Deflection: LC# 3 = D+L (pattern: L_) EI= 1786e06 lb-in2 Total Deflection = 1.00(Dead Load Deflection) + Live Load Deflection. (D==dead L=live S=snow W=wind I=impact C=construction CLd=concentrated) (All LC's are listed in the Analysis output) (Load Pattern: s=S/2, X=L+S or L+C, =no pattern load in this span) ± COMPANY PROJECT R.F. Structural Consultants, Inc. Smith Residence WoodWorks& 75-153 Merle Drive, Suite B Remodel/Addition ' Palm Desert, CA 92211 Beam #14 - Cantileve_ r Drop Bm at , SOFTWARE FOR WOOD DESIGN Apr. 25, 2006 11:06 Rear of Great Room _ Design Check Calculation Sheet Sizer 2004a LOADS,, ( lbs, psf, or plf ) Load Type Distribution Magnitude Start End Location [ft] Start End Pat- tern Loadl ;, Dead Triangular 228.0 0.0 0.00 22.25 No Load2 ! Live Triangular 190.0 0.0 0.00 22.25' No Load3 Ir Dead Point 950 22.25 No Load4' Live Point 675 22.25 Yes Load5 Dead Full Area 24.00 (2.00)* 0.25 = No Load6 Live Full Area 20.00 (2.00)* Length Yes Load? '! Dead Full Area 15.00 (2.00)* 4247 lbs -ft No 16' 22' -3 - Dead 1229 Value 813 Value 3480 Shear fv Live 880 190 1551 Bending(+) 2249 = 327 Fb' = Total 2109 Bending(-) 2365 = 1040 5729 2359 fb/Fb' = 0.44 Bearing: 0.02 <L/999 1.00 - - - - 1.00 1.00 1.00 8 Interior Dead Live LC number 7 0.25 = 5 0.06 8 0.04 0 Length 1.00 0.10 1.00 0.20 1.86 4247 lbs -ft 0.00 Cb 1.1.00 Live 0.13 1.68 0.42 = 1.20 0.32 0.00 I) Glulam-Bal., Vilest Species, 24F -1.7E WS, 5-1/8x13-1/2" I Self Weight of 13.49 plf automatically included in loads; Sk Lateral support: top= full, bottom= at supports; Load combinations: ICC -IBC; Analvsis vs. Allowable Stress (psi) and Deflection (in) using Nos 2001: Criterion Analysis Value Design Value Anal sis/Desi n Shear fv = 58 Fv' = 190 fv/Fv' = 0.31 Bending(+) fb = 327 Fb' = 2400 fb/Fb' = 0.14 Bending(-) fb = 1040 Fb' = 2359 fb/Fb' = 0.44 Deflection: 0.02 <L/999 1.00 - - - - 1.00 1.00 1.00 8 Interior Dead Live 0.01 = <L/999 0.25 = L/360 0.06 Total 0.04 = <L/999 0.37 = L/240 0.10 Cantil. Dead 0.20 = L/378 4247 lbs -ft Bending(-): Live 0.13 = L/556 0.42 = L/180 0.32 Total 1 0.33 = L/225 1 0.63 = L/120 0.53 ADDITIONAL DATA: FACTORS: .F CD CM Ct CL • CV Cfu Cr Cfrt Notes Cn LC# Fb'+!r 2400 1.00 1.00 1.00 1.000 1.000 1.00 1.00' 1.00 1.00. - 7 Fb'- 11 2400 1.00 1.00 1.00 0.983 1.000 1.00 1.00 1.00 1.00 - 2 Fv' 190 1.00 1.00 1.00 - - - - 1.00 1.00 1.00 8 Fcp' 500 - 1.00 1.00 - - - - 1.00 - - - E' 1.7 million 1.00 1.00 - - - - 1.00 - - 7 Bending(+): LC# 7 = D+L (pattern: L_L), M = 4247 lbs -ft Bending(-): LC# 2 = D+L, M = 13489 lbs -ft Shear : LC# 8 = D+L (pattern: V = 2916, V design 2697 lbs Deflection: LC# 7 = D+L _LL), (pattern: L_L) EI= 1786e06 lb-in2 Total. Deflection = 1.00(Dead Load Deflection) + Live Load Deflection. (D=Idead L=live S=snow W=wind I=impact C=construction CLd=concentrated) (Al,l LC's are listed in the Analysis output) (Load Pattern: s=S/2, X=L+S or L+C, -=no pattern load in this span) 0 f .d.A t; u,. + Consultants, Inca Smith Residence y it COMPANY ` PROJECT R.F. Structural dWork®75-153 Merle Drive, Suite B Remodel/Addition s OOPalm Desert, CA 92211. Beam #15 - HDR at Mech Room .E _ .SOFTWANEFOFWOOD DESIGN 'Mar. 27, 2006.13:53. '' Design Check Calculation Sheet ' .Sizer 2004a .x ` •Y LOADS'y(Ibs, psf, or plf) L Tributary Width -(ft) i + MAXIMUM n' Dead Load _ Type Distribution Magnitude Location'[ft] Pat - Total 1799 ti 1794 Bearing: Fv' Start End Start End tern' 2 Fcp' " Loadl J Dead Full Area 24.00(18:00)* 0.05 = <L/999 0.21 L'/240 No Load2 Live Full Area 20.00(18.00)* Bending (+),: LC# 2 = No . V Load3 I [[[[ Dead Full Area 15.00 (3.00)* D+L EI=- 122e06 lb -int' No ,W. r Tributary Width -(ft) i + MAXIMUM n' Dead 1029 _ 1029 Live 765 ' 765 Total 1799 ti 1794 Bearing: Fv' Dead Defl'n 0.03 = <L/999 - LC n unber 2 Fcp' 2 Length 1.00 r t 100 Timber -soft, D.Fir-L, No.1, 6x6'° Self Weightof 7.19 plf automatically included in loads; w° r ' Lateral support: top= full, bottom= at supports; Load combinations: ICC -IBC , r Analysis vs. Allowable Stress (psi) and.Deflection (in) using Nps 2001: ADDITIONAL DATA: Criterion Anal sis Value Design Value Analysis/Design + Shear -fv-= '70 Fv'`= 170 fv/Fv 0.41 ' Bending (t) fb = .825 Fb' ` _, 1200 fb/Fb' - ` 0.69- Fv' Dead Defl'n 0.03 = <L/999 - 2 ' Fcp' Liv41 Defl'n 0.02 = <L/999 « 0.14 =',L/360 0.15 r t E' Total Defl'n 0.05 = <L/999 0.21 L'/240 0.24 ADDITIONAL DATA: ' s FACTORS: F CD CM Ct CL CF ' Cfu Cr Cfrt Ci gCn, LC#- 4` Fb'+1200 1.00 1.00 1.00 1.000' 1.000 1.00 1.06 1.00 1.00 - 2 Fv' 170 1:00 1.00. 1`.00 - - - - _ 1.00 1.00 1.00 2 ' ..•' Fcp' [ 625 - 1.00 1.00 _ - - - '1.00 1.00 - °, - . r r . . E' "1.6 million 1.00 1.00: -. - = -. 1.00'•1.00 - 2 Bending (+),: LC# 2 = D+L, M = 1906 lbs -ft . V Shear LC# 2 = D+L, V'= 1794, V•,design•=-'1407.1bs'' , s Deflection:'LC.# 2 = D+L EI=- 122e06 lb -int' a ,Tota]."Deflection= 1.00(Dead Load Deflection) + Live 'Load Deflection. (D{'dead L=live S=snow• W=wind i=impact' C=construction CLd=concentrated) ; '(All LC's are listed,in the Analysis output) DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application " 3 2. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1.' • \ - f Ali! J ! .i. 5 1 9 . • COMPANY PROJECT ` OD R.F. Structural Consultants, Inc. Smith Residence, esidencer • b . Wood Wor ks 75-153 Merle Drive, Suite B. RemodeUAddition - Palm Desert, CA 92211 Beam #16 7 HD_ R at Library Tl/ Room SOFTWARE FOR WOOD DES76N - Mar. 27, 2006 13:57 ` • . , . 'Design Check Calculation Sheet Y • . ,+ •,Sizer2004a" LOADS;' ( Ibs, psf, or plf )• i .4' 1 •Ifni d f' 15"C0110 L XAsk X j E L , r Y /d g0.4aR spy 3A b t° " d .. -9 r' "C .s " t. •yy 4 i 3 „gr y ➢ 1ft%lON `. i f Z•ai 0.•+e ,'{ h 3yry ii4 } y Dead Load Type Distribution Magnitude Location (ft] Pat- Fv' Total i r s w, • 2715 Start End Start' End'h tern a} + LC number rz Loadl a Dead- Full Area 29:00(18.50)* •- No Load2iLive _ L/360 ' Full Area 20.00(18.50)* 0.10 = No 0.31 = L/240 Load3 ;R Dead Full Area 15.00 (3.00)* 2 No •Ifni d f' 15"C0110 L XAsk X j E L , r Y /d g0.4aR spy 3A b t° " d .. -9 r' "C .s " t. •yy 4 i 3 „gr y ➢ 1ft%lON `. i f Z•ai 0.•+e ,'{ h 3yry ii4 } y Dead 1559 Design Value•Anal 1559 Liv e° 1156 79 Fv' Total 2715F s w, • 2715 Bearing ',,, Fb' a :. LC number 2 - r 2. Length 1.00 , 1:00 Timber -soft, D.Fir-L, No. 1, 6x8" Self Weight of 9.8 plf automatically included in loads;• ' Lateral support: top= full, bottom= at supports; Load combinations: ICC -IBC; *: Analysis vs. Allowable Stress (psi) and Deflection (in) using`NDS 2001 Criterion Anal sis Value Design Value•Anal sis/Desi n Sheaf; fv-= 79 Fv' = 170 fv Fv'-= 046 Bending(+) fb = 987 ',,, Fb' =x1200 fb./Fb'-= 0.82 Dead1r Defl'n 0.06.= <L/999- Fv' 170 1.00 + Livelj' Defl'n 0.09 =,<L/999, 0.21 _ L/360 ' : ' 0.20 Tota]. Defl'n 0.10 = L/777 0.31 = L/240 r 0.31 ,,sem+ rp •': . } ADDITIONAL DATA- ATA:FACTORS: ' FACTORS:F CD CM Ct - CLr CF Cfu Cr . Cfrt Ci Cn LC# Fb'+ 1200 1.00 1.00 1.00 1.000`' 1.000 1.00 1.00 '1.00 1.00 - 2„,'+ M1 Fv' 170 1.00 1.00 1.00 - - - - - 1.00 .1.00 ,.1.00_ Fcp' 625 - 1.00 1.00 - - - - 1.00' 1.00 E. 1.6 million 1.00_ 1.00 - t , - - - 1.00- 1_;.00 - 2 3• ` NT Bending (+) LC# 2 = D+L, M,= 4242 lbs -ft Shearl LC# 2 = DA, V 2715, V design = 2172 lbs T..' Deflection: LC# 2 = D+L EI= 309e06 lb -int . Total( Deflection = 1.00(Dead Load Deflection) + Live. Load Deflection. •" ' (D=dead L=live S=snow W=wind I=impact C=construction CLd=concentrated) + (All LC's are listed in the Analysis output) DESIGN NOTES: 1: Please verify that the default deflection limits are appropriate for your application. " Y 2. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1 • f •A } t x rf r y i' f ! r ✓ 3 •.. - r• ti. 'Tr ' p .. . '' j 1 '_. .h' c.t(sv 4 rs 4 i}t } k t 1P ` COMPANY PROJECT x „ice z ~ R.F. Structural Consultants, Inc. Smith Residence ® 75-153 Merle Drive, Suite 13 Remodel/Addition , woodworks _ :i ,. "Palm Desert, CA 92211 #;Beam #,17 Typ. Hip at Library Paho,' .SOFTWARE FOR WOOD DESIGN '.r ., Mar. 27, 2006 14:03 Design Check Calculation Sheet ' Sizer 20046 LOADS,i ( lbs, psf, or plf) Load 327 Type Distribution Magnitude Location [ft] .Pat- 467 - 560 } Start '- End Start End tern Loadl ' 2 Dead Trian gular 0.0 168.0 0.00 10.00 No Load2 . Liven Defl'n Live Trian ular 0:0 140.0 '0.00 10.00 No IIIA REACTIONS (lbs) and BEARING LENGTHS (in) :' ' Dead 327 r ,, .., ,. 607 Live;. 233 ti * • yr " 467 Total 560 } 1073 Bearing: LC number 2 ; ° t , 2 Len th 7.00 1:00 1.00 - - r - 1.00 .•'1.00 ,1.00 2 1.00 Lumber -soft, D.Fir-L, No.2, 4x12 Self Weight of 9.35 plf automatically included in loads; Lateral support: top= full; bottom= at supports; Load combinations: ICC -IBC;', a , [Analysis vs. Allowable Stress (psi) and Deflection (in) using NDS 2001: } . Criterion Anal sis Value Design Value Analysis/Design Shear fv _ 31- FV. =. 180__. fv/Fv' _ 0.17.E ,Ben d ing(+) fb = 338 Fb' = 990 fb/Fb' _:.• 0.39 Dead;' Defl'n 0.03 =-,<L/999', 1:00 1.00 - - r - 1.00 .•'1.00 ,1.00 2 Fcp' Liven Defl'n 0.02 = <L/999 0.33_=- L/360 0.07' Total Defl'n 0.06 <L/999 0.50 = 'L/240 0.11 r ADDITIONAL DATA_: ,' -FACTORS: F CD, CM C.t CL CF Cfu Cr Cf rt Qi Cri f LC# Fb'+ 900 1.00 1.00 1.00 1.000 1.100 1.00 1.00 1.00. 1.00 .- r 2' .` y'- LL zr v,• ' FV 180 1.00 1:00 1.00 - - r - 1.00 .•'1.00 ,1.00 2 Fcp' 625 - 1.00 :"1.00. - - - i.00 1.00 E' 1.6 million 1.00 1.00 "'1.00 1:00 Bending(+): LC#.2 = D+L, M 2079 lbs -ft Shear LC# 2 = D+L, .V = 1073, V design - 802 lbsz r*. Deflection: LC# 2 = D+L, EI= 664e06 lb -int Total 'Deflection = 1.00(Dead Load Deflection) + Live.Load Deflection. (D=,dead L=live. S=snow W=wind I=impact C=construction' CLd=concentrated)•- (All LC's are listed in the Analysis output) 1 DESIGN NOTES: - - 1. Please verify that the default deflection limits are appropriate for your application. 2. Sawn lumber bending members shall be laterally supported according to the provisions of -NDS Clause 4.4.1 . FFP ,, ( .. e - .. -" 4,,i♦ _ r y air r` ,COMPANY, PROJECT r 2 'y yr'> t ® R.F. Structural Consultants,' Inc. Smith Residence....,'1 WoodWo rks 75 153 Merle Drive, Suite B Remodel/Addftion ` , 4 1 s - Palm Desert, CA 92211 ,. Beam #18'7 Flush Bm at Library Patio SOFEWAREFOR WOODDESIGN - Mar. 27, 2006 14:21 a - "+ ' '' ' ' •x'' • 4 F. h Design Check Calculation Sheet.. , ' Sizer 2004a a FLOADJ(: lbs, psf, or plf)C.r` r t k , Q MAXIMu.1M REACTIONS (lbs) and BEARING LENGTHS (in) f. 0' ` LS N. std IN bead" Load Type Distribution Magnitude, Location [ft]. Pat- 675 Total E ` ti 1609 Start End Start End tern s 4 LC number 2 Loadl jt 2 Dead Point 1650 7,25 No L/360 Load2 Total Defl'n Live Point 1350 7.25 No MAXIMu.1M REACTIONS (lbs) and BEARING LENGTHS (in) f. 0' ` LS N. std IN bead" 939 _ - • 939 Live 675 ' 675 Total 1609 ` ti 1609 Bearing: 1350 fb/Fb' = 0.83 Dead![ Defl'n LC number 2 ,. - 2 Len th 1.00 0.13 = 1.00 Timber -soft, D.Fir-L, No. 1, 6x12" t i Self Weight of 15.02 plf automatically included in loads; ; Lateral support: top= full, bottom= at supports; Load combinations: ICC -IBC ' Analysis vs. Allowable Stress (psi) and Deflection (in) using NDS 2001: Criterion Analysis Value Design Value Anal sis/Desi n Shear' fv = 38 Fv' = 170 fv/Fv' 0.22 Bending(+) fb = 1116 Fb' = 1350 fb/Fb' = 0.83 Dead![ Defl'n 0.18 = L/989 FIV ' 170 1,00 1.00 1_00 1.00 1:00 1_00't 2 Lived Defl'n 0.13 = <L/999 0.48 = L/360 0.27 Total Defl'n 0.31 = L/563 0.73 = L/240 -0.93 ZONAL DATA: ' FACTORS: F CD CM Ct CL CF Cfu Cr Cfrt Ci Cn.:'.:LC#• "* Fb'+ ' 1350 1.00 1.00 •1.00 1.000 1.000. 1-.00 1.00, 1•.00 1.00 - 2 ;,' v . FIV ' 170 1,00 1.00 1_00 1.00 1:00 1_00't 2 c. Fcp' _ _ _ _ 625 1.00 1.00 1,00 1:00 , E. 1.6 million'l.00 1.00 - - - - -1:00 11.00 - 2 -. Bendi:ng(+): LC# 2 = D+L, M = 11270 lbs -ft ' Shear LC# 2 = D+L, V = 1609, V design = 1595 lbs ' Deflection: LC# 2 = D+L ,EI= 1115e06 lb-in2 ' ` ? ' TOtal Deflection = 1.00(Dead Load Deflection) + Live Load Deflection:1- (D=dead L=live S=snow W=wind 1=impact C=construction CLd=concentrated)' r - (Al1 LC's are listed in the Analysis output) DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 44. 1. ' I " A. s � � •. > , i.rt^ r .3 u 1'f- � ,'�,. ip`' � � �� t J, ,-` •y ' y -.t': r'� 1 � �$' ,}� ap�.�4,. �' �F • t` 1 � s `d y, �i7..e+4r,far.. ._k E ! + -E, r' Lr s 3 '* *.. -,� ti)'T nts Inc.PROJECT , s1 COMPANY RF.' Structural Consults . Smi h e Iden R W00%_dWo rks :, 75-153 Merle Drive, Suite B Remodel/Addfion ' Palm Desert, CA 92211 ' Beam #19 Drop Bm at Library Patio'; i .SOFTWAREFOR WOOD 0616N ` Mar. 27, 200614:23 Design Check Calculation Sheet ' o", Sizer 2004a w LOADSiN Ibs, psf, or plf) Load_ k Type Distribution Magnitude Start End•' Location [ft] Start End- Pat - tern L,oadl Total Dead Partial Area '24.00.(4.'00)* 0.00 6.00 No Load2 Dead; Defl'n Live.' Partial Area 20.00 (9.00)' '0.00 6.00 No Load3� 0.05 = Dead Point' 950 6.00 No ' Load4 L/849 Live Point 675 6.00 . '` No' Load5, Bending(+). LC# 2 = D+L, M = 5927 lbs- ft Dead Partial Area 29..00.(5.50)* 6.00,' 9.25' No, Load6 r' Live Partial Area 20.00 (5.50)* 6.00 9.25 No Load? ; Dead Full Area 15.00 (3.00)* No l *Tributary Width (ft) - - _ _ r } r..+ t r s `.Y MAXIMUM REACTIONS (lbs) and BEARING LENGTHS (in): + 1� 0' _ 9'-3" Dead 1069 •., 1' � � ' 1422 Lives 629 �r•� , r . S 888 Total 1688 t y�' r ..'. 2310 Beariri'g: 1350•, fb/Fb' 0 64; Dead; Defl'n LC number, 2.',2 .; Length 1.00 0.05 = <L/999� Timber -soft, D.Fir-L, No. 1, 6x10" Self Weight of 12.41 plf automatically included in loads; ` ' Lateral support: top= full, bottom= at supports; Load combinations: ICC -IBC ,a vs. Allowable Stress (psi) and Deflection (in) using NDS 2001 Criterion Analysis Value Design 'Value"- Anal sis/Desi n Shear.- - .- fv = 60 " Fv' '_ '170.. fv/Fv' _.' 0.35 'Bending(+) fb = 860 Fb' 1350•, fb/Fb' 0 64; Dead; Defl'n 0.08 = <L/999' .; LivelI Defl'n 0.05 = <L/999� •0:31 = L'/360` 0.16, Total Defl'n 0.13 =- L/849 0.46 L/240 _ 0.28' ADDITIONAL DATA: +° ' FACTORS: F CD CM Ct CL CF Cfu Cr Cfrt Ci (,Cn', LC#: 'Fb'+ 1350 1.00 1.00 1.00 1.000. 1.000 1.00 1.00,• 1.00 1'�'00 _ 3 2� , Fv' 170 1.00 1.00 '1.00 - • - - - 1:00 11.00 1.00' 2 Fcp' 625 - 1.00 1.00 - -, - - 1.00 1.00 ' .- e., E' 1.6 million 1.00 1..0.0 1'00 1.00 - 2 s v, ' Bending(+). LC# 2 = D+L, M = 5927 lbs- ft Sheard LC# 2 = D+L, V = 2310,.V design _ 2076 lbs Deflection: LC# 2 =.D+,L EI= 629e06 lb -int " '- r r', ' Total,}Deflection 1.00(Dead Load Deflection) + Live Load Deflection_- 4-4 (D=dead L=live S=snow W=wind I=impact C=construction CLd=concentrated) (A1¢ LC's are listed in the Analysis output) DESIGN NOTES: 4. : ' 1. Please verify that the default deflection limits are appropriate for your application.'° 2. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. s. ,• ., E t !o; e COMPANY PROJECT * ® R.F. Structural Consultants, Inc. Smith Residence • r `'� 1-tz , ! 75-153 Merle Drive, Suite B RemodeUAddition WiDodWor`k5 d Palm Desert, CA 92211 ` - Beam #21 Drop Bm at Library Patio ' 1 - SOFMARF FOR WOOD OFSICV- 1• ''} '�' i' Mar.`27, 2006 14:37 Design Check Calculation Sheet Sizer 2004a I ` LOADSI.I lbs, psf, or plf) Load �' Type Distribution Magnitude Start . End Location (ft] Start End Pat- tern ' Loadl Total Dead Partial Area `24.00 (3.00)* .-0.00 4.25 -No '- Load2 2 Live Partial Area 20.00,(3.00)* 0.00 4.25 No , Load3 0.05 = Dead Point 950 " t•. S; -4.25 No Load4 L/660 Live Point 675 4:25 No - Load5 M = 4656 lbs -ft Dead Partial Area 24.00 (4.00)* 4.25 °775 No Load6 D+L Live Partial Area 20.00 (4.00)* 4_.25 7.75 No Load7 S=snow Dead Full Area 15.00 (3.00)* ' No *Tributary Width (ft) 1 Dead' 939 ; . .4 <<. t, 1079 Live . 553 Y . . * f, 657 Total 1492 1734 Bearing: 2 t _ +• , ! - 2 LC number Length 1.00 -625 , - 1.00 Timber-soft,1D.Fir-L, No.1y Self Weight of 9.8 plf automatically included in loads; Lateral support: top= full, bottom= at supports; Load' combinations: ICC -IBC Analysis vs. Allowable Stress (psi) and Deflection (in) using NDS 2001: Criterion- Anal sis Value Design Value Analysis/Design Shear :fv'= 58 Fv' = '170 fv/Fv' _` 0.34; Bending(+) fb = 1083 Fb' = 1200, fb/Fb' = '0.90 Deady Defl'n 0.09 = <L/999 Fcp' -625 , - ~ Livej( Defl'n 0.05 = <L/999 0.26 = L/360 ' 0.21 Total Defl'n 0.14 = L/660 .0.39-=. L/240 0.36 ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF- Cfu Cr • Cfrt " Ci � • ` yCn`.. - LC# Fb'+ " 1200 1.00 1.00 11.00 1.000 1.000 ,1.00 1.00.. 1:00' 1:00 -- - •2 Fv' 170 1.00 1.00 1.00 - - -c - 1.00 :'1.00 1.00 2 Fcp' -625 , - 1.00' a. 1.00: - -. - - 1.00 1.00 E. 1.6 million 1.0.0 1.00 - -.� - - 1.00 1.00 -, 2, Bendiig(+) : LC# 2 _ D+L, M = 4656 lbs -ft Shear", LC# 2 = D+L, V 1734, 'V design 1591• lbs Deflection: LC# 2 = D+L EI= 309e06 lb -int TotaA Deflection = 1.00(Dead Load Deflection) + Live • Load Deflection'. ' j" ,(D=)3ead L=live S=snow W=wind I=impact C=construction, CLd=concentrated)- ' (Al1 LC's are listed in the Analysis output), DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. w 2. Sawn' lumber bending members a. shall be laterally supported according to the provisions of NDS Clause 4.4:1. r Jf• i r COMPANY PROJECT R.F. Structural Consultants,Jnc. Smith Residence 2 Wood Works® Palm Merle Drive, Suite B Remodel/Addition JVPalm Desert, CA 92211 Beam #22 -Hip BM at Dining Room {4 .SOFMAREFOR WOOD DESIGN Mar. 27, 2006 14:45 Patio P! t Design Check Calculation Sheet Sizer 2004a ( lbs, psf, or plf ) Load Type Distribution Magnitude Location [ft] Pat - Fv' = 2030 Total Start End Start End tern Loadl t Dead Triangular 0.0 348.0 0.00 21.00 No Load2 ' Constr Triangular 0.0 290.0 0.00 21.00 No u MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS (in) : 0' 21' Dead 1490 Analysis/Design 2708 Live 1015 Fv' = 2030 Total 2505 fb = 4738 Bearing: 1500 fb/Fb' = 0.74 Dead Defl'n LC number 2 2 Length 1.00 0.33 = 1.00 li Timber -soft, D.Fir-L, No. 1, 10x12" 1� Self Weight of 25.95 plf automatically included in loads; Lateral support: top= full, bottom= at supports; Load combinations: ICC -IBC; Analysis vs. Allowable Stress (psi) and Deflection (in) using NDS 2001: Criterion Analysis Value Desi n Value Analysis/Design Sheaf: fv = 57 Fv' = 212 fv/Fv' = 0.27 Bending(+) fb = 1109 Fb' = 1500 fb/Fb' = 0.74 Dead Defl'n 0.45 = L/554 Live' Defl'n 0.33 = L/765 0.70 = L/360 0.47 Total Defl'n 0.78 = L/321 1.05 = L/240 0.75 ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF Cfu Cr Cfrt Ci Cn LC# Fb'+ ' 1200 1.25 1.00 1.00 1.000 1.000 1.00 1.00 1.00 1.00 - 2 Fv' h 170 1.25 1.00 1.00 - - - - 1.00 1.00 1.00 2 Fcp' 4 625 - 1.00 1.00 - - - - 1.00 1.00 - - E' 1� 1.6 million 1.00 1.00 - - - - 1.00 1.00 - 2 Bending(+): LC# 2 = D+C, M = 19348 lbs -ft Shear LC# 2 = D+C, V = 4738, V design = 4129 lbs Deflection: LC# 2 = D+C EI= 1926e06 lb-in2 Total. Deflection = 1.00(Dead Load Deflection) + Live Load Deflection. (D=dead L=live S=snow W=wind I=impact C=construction CLd=concentrated) (A1.1 LC's are listed in the Analysis output) DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. Sawn, lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. 17'-6" 1 Dead 2257 COMPANY PROJECT y ® WoodWorks Load R.F. Structural Consultants, Inc. 75-153 Merle Drive, Suite B Smith Residence eAddltion' Magnitude Location (ft] Palm Desert, CA 92211, Beamam #2 #23 -Drop Bm Beam at Dining Room .SOFTWARE FOR WOOD DEMN Start End Mar. 27, 2006 14:46 Patio .� Design Check Calculation Sheet Full Area 24.00 (9.00)* 0.30 = Sizer 2004a Load2 Live LOADS, ( Ibs, psf, or plf ) 20.00 (9.00)* Total Defl'n No 17'-6" 1 Dead 2257 Analysis/Design 2257 Live 1575 Load Type Distribution Magnitude Location (ft] Pat - Bearing: Dead Defl'n Start End Start End tern Loadl ',' Dead Full Area 24.00 (9.00)* 0.30 = No Load2 Live Full Area 20.00 (9.00)* Total Defl'n No Load3 Dead Full Area 15.00 (2.00)* No 17'-6" 1 Dead 2257 Analysis/Design 2257 Live 1575 fv Fv' = 0.44 1575 Total 3832 Fb' = 3832 Bearing: Dead Defl'n 0.43 = LC number 2 2 Length 1.50 0.30 = 1.50 Glulam-Bal., West Species, 24F -1.7E WS, 5-118x12" Self Weight of 11.99 plf automatically included in loads; C19M gE12 Lateral support: top= full, bottom= at supports; Load combinations: ICC -IBC; Analvsis vs. Allowable Stress (psi) and Deflection (in) using NDS 2001: Criterion Analysis Value Design Value Analysis/Design Shear fv = 83 Fv' = 190 fv Fv' = 0.44 Bending(+) fb = 1636 Fb' = 2400 fb/Fb' = 0.68 Dead Defl'n 0.43 = L/483 Live Defl'n 0.30 = L/693 0.58 = L/360 0.52 Total Defl'n 0.74 = L/285 0.88 = L/240 0.84 ADDITIONAL DATA: FACTORS: F CD CM Ct CL CV Cfu Cr Cfrt Notes Cn LC# Fb'+Jf 2400 1.00 1.00 1.00 1.000 1.000 1.00 1.00 1.00 1.00 - 2 . Fv'1 190 1.00 1.00 1.00 - - - - 1.00 1.00 1.00 2 Fcp'I[ 500 - 1.00 1.00 - - - - 1.00 - - - E' 1.7 million 1.00 1.00 - - - - 1.00 - - 2 Bending(+): LC# 2 = D+L, M = 16767 lbs -ft Shear : LC# 2 = D+L, V = 3832, V design = 3394 lbs Deflection: LC# 2 = D+L EI= 1255e06 lb -int Total. Deflection = 1.00(Dead Load Deflection) + Live Load Deflection. (D=;dead L=live S=snow W=wind I=impact C=construction CLd=concentrated) (All LC's are listed in the Analysis output) DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. Glulam design values are for materials conforming to AITC 117-2001 and manufactured in accordance with ANSIIAITC Al90.1-1992 3. GLULAM: bxd = actual breadth x actual depth. 4. Glulam Beams shall be laterally supported according to the provisions of NDS Clause 3.3.3. 5. GLULAM: bearing length based on smaller of Fcp(tension), Fcp(comp'n). COMPANY " PROJECT ri,try ® R.F. Structural Consultants Inc. " Smith Residence ; a�L , Y Wood Wo r ks , f 75-153 Merle Drive, Suite B;,,• Remodel/Addition ,.: -Palm Desert, CA 92211. Beam #24 Drop Bm at Dining Room e. SOFTWARE FOR WOOD DESIGN • Mar. 27, 2006 14:50 4 ` H' ',. Patio's '� �;. ,fir ''�''i r -.�*�. •,y . ' Design Check Calculation Sheet r .• . t ` Sizer 2004a LOADS' ( lbs, psf, or plf) j ;° ' _ �`E ` a h•, t Load Type Distribution Magnitude Location [ft] Pat-' ik 877 Total Start End Start End tern , Loadl Dead Full Area 24.00'(6.50)* LC niunber No ` Load' Live Full Area 20.00 (6.50)* • No•- Load3 h Dead Full Area 15.00 (2.00)* 0.39 = No ' *Tributary Width (ft) MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS (in) : u aru•ax xan r ay ,tC ti �r E''�• x��,�''y �r•;��"�'��'� 2' �c� � r,4 ' 1. � ,i�^la ��,,._-•T'� % y�.:� i ��"�. it 01 rs 13,-6„ Dead 1339 # 1339 Live 877 ., +• r 877 Total 2217 : x 2217 Bearing: 1350 _ Dead',, Defl'n LC niunber 2 t j' 2 Length 1.00 • 1.00 ' Timber -soft, D.Fir-L, No.1,f&ti'ri Self Weight of 12.41 plf'automatically Included in loads; Lateral support: top= full, bottom = at supports; Load combinatipns: ICGIBC x a Analysis vs. Allowable Stress (psi) and Deflection (in) using NDS 2001: Criterion Analysis Value Design Value Anal sis/Desi n Shear fv = 56 '. Fv' _ 170 fv/Fv' = :.0.33 , "0.80 Bending(+) fb = 10.85 Fb' 1350 fb/Fb' = Dead',, Defl'n 0.24 = L/686 tf •' ,0.34 Liver Defl'n 0.15 = <L/999 0.45 = L/360 „ Tota'L Defl'n 0.39 = L/414 0.67 = L/240 0.58 ADDITIONAL DATA: 4 FACTORS: F CD CM Ct CL -CF 'Cfu Cr Cfrt - Ci Cn ''' LC# Fb'+ 1350 1.00 I "1.00 L:00 1.000 1.000 .1 00 ° 1'.00 1.00 '1'.00 2< Fv 170 1,00 1.00 1.00 - - - - x1.00 1.00 1.00° 2 .J ` Fcp' 625 - 1..00 1.00 - - - -�y 1.00 •1`.00 " t r`1 f E' 1.6.million -:, 1.00 1.00 - - �- - 1:00 1.00 ,2 `. , tf •' Bending(+): LC# 2 = D+L, M = 7482 lbs -ft ' Shear LC# 2 = D+L, V = ' 2217, V design 1957 lbs Deflection: LC# 2 = D+L EI= 629e06 lb -int iw r Total`Deflection = 1.00(Dead Load Deflection) + Live Load Deflection (D=;dead L=live S=snow W=wind I=impact C=construction `.CLd=concentrated) (All LC's are listed'in the Analysis output) DESIGN NOTES: Y. 1. Please verify that the default deflection limits are appropriate for your application:. 2. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1.• , , �• ^• ' Y � . . •.. a _. •d, r r' �",l Z aK � .. . Load 11 Type Distribution Magnitude Location [ft] Pat - _ 451 COMPANY PROJECTIs/ly. Start End tern ® WoodWorks Dead R.F. Structural Consultants, Inc. 75-153 Merle Drive, Suite B Smith Residence RemodeUAddition �8 No Load2 Dead Palm Desert, CA 92211 Beam #25 - Drop BM at Rear of i SOFMAREFOR 'WOOD DESYGN Live Mar. 27, 2006 14:53 Dining Room . I' Design Check Calculation Sheet 0.90 = L/240 0.70 Sizer 2004a LOADS ( Ibs, psf, or plf ) Load 11 Type Distribution Magnitude Location [ft] Pat - !I . 451 Total start End Start End tern Load3; Dead Full Area 15:00 (4.00)* Dead',! Defl'n No Load2 Dead Point 2725 4.00 No i Load4' Live Point 2030 4.00 No 1R' Dead 2167 Desi n Value 1253 Live 1579 104 451 Total 4346 Bending(+) 1705 Bearing: Fb' = 2400 fb/Fb' = 0.68 Dead',! Defl'n 0.42 = L/514 LC number 2 Live; Defl'n 2 Length 1.70 L/360 1.00 Glulam-Bal., West Species, 24F -1.7E WS, 5-1/8x12" w/ ST-AtioAa.0 Self Weight of 11.99 plf automatically included in loads; �� f� Q E I r Lateral support: top= full, bottom= at supports; Load combinations: ICC -IBC; Analysis vs. Allowable Stress (psi) and Deflection .0n) using NDS 2001 Criterion Analysis Value Desi n Value Anal sis/Desi n Shear fv = 104 Fv' = 190 fv/Fv' = 0.55 Bending(+) fb = 1640. Fb' = 2400 fb/Fb' = 0.68 Dead',! Defl'n 0.42 = L/514 Live; Defl'n 0.21 = <L/999 0.60 = L/360 0.35 Totai Defl'n 0.63 = L/342 0.90 = L/240 0.70 ADDITIONAL DATA: FACTORS: F CD CM Ct CL CV Cfu Cr Cfrt Notes Cn LC# Fb'+ is 2400 1.00 1.00 1.00 1.000 1.000 1.00 1.00 1.00 1.00 - 2 Fv' I! 190 1.00 1.00 1.00 - - - - 1.00 1.00 1.00 2 Fcp' i) 500 - 1.00 1.00 - - - -- 1.00 - - E' if 1.7 million 1.00 1.00 - - - - 1.00 - 2 Bending(+): LC# 2 = D+L, M = 16806 lbs -ft Shear'. : LC# 2 = D+L, V = 4346, V design = 4274 lbs Deflection: LC# 2 = D+L EI= 1255e06 lb-in2 TotalfiDeflection - 1.00(Dead Load Deflection) + Live Load Deflection. (D=dead L=live S=snow W=wind I=impact C=construction ,CLd=concentrated) (All LC's are listed in the Analysis output) ` DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. Glularn design values are for materials conforming to AITC 117-2001 and manufactured in accordance with ANSUAITC A190.1-1992 3. GLULAM: bxd = actual breadth x actual depth. 4. Glulam Beams shall be laterally supported according to the provisions of NDS Clause 3.3.3. 5. GLULAM: bearing length based on smaller of Fcp(tension), Fcp(comp'n). .COMPANY PROJECT '�..7A✓ ®pit r R.F. Structural Consultants Inc_. ':Smith Residence 4'�, �C �• - (75-153 Merle Drive, Suite B Remodel/Addition WOOd V Y `n, O r!\J • Palm Desert, CA 92211 Beam #20 Drop Bm at Library Patio ' - .SOFTWARE FOR. WOOD DESAI N Mar. 27, 2006 14:32 Design Check Calculation Sheet - Sizer 2004a n LOADS ( lbs, psf, or plf) SN Tributary -Width (ft) - MAXIMl1M REACTIONS (lbs) and BEARING LENGTHS (in) : ` it n' 12'-6" 1 , Dead;` Load Type Distribution Magnitude Location (ft] Pat- c `� Total 1596 r �- 1596 Start End Start End tern ',. , ,�•,' ; _ Loadl i Dead,_ Full Area 24.00 (9:50)* Length No'' ' 1.00 <L/999 Low Live' Full Area Total Defl'n 0.22 = No 0.63 = L/240 Loa( Dead Full Area _20.00'(4.50)* 15.00 (3.00)* No t Tributary -Width (ft) - MAXIMl1M REACTIONS (lbs) and BEARING LENGTHS (in) : ` it n' 12'-6" 1 , Dead;` 1039 Design Value 11039 Liver 563« aa. a 563 Total 1596 r �- 1596 Bearing: Fb' = 1350 fb/Fb', _ 0.54' LC number 2 + • 2 Length 1.00 Live�� Defl'n 1.00 Timber -soft, D.Fir-L, No. 1,det Self Weight of 12.41 plf automatically included in loads; ��. Lateral support: top= full, bottom= at supports; Load combinations: ICC -IBC; Analysis vs. Allowable Stress (psi) and Deflection (in) using Nos 2001: x F' Criterion Analysis Value Design Value Anal sis/Desi n` Sheaf; fv 40 Fv' =•'170 fv/Fv' - 0.24 Bending (+) fb = 724 Fb' = 1350 fb/Fb', _ 0.54' Dead''IDefl'n , 0.14 = <L/999 Live�� Defl'n 0.08 = <L/999 0.42 = L/360 ,0.19 Total Defl'n 0.22 = L/672 0.63 = L/240 t 0.36 r .. w ADDITIONAL DATA: FACTORS: F CD CM`, Ct CL CF Cfu Cr Cfrt Ci Cn LC#' v Fb'+ 1350 1.00 1.00 1.00 1..000 1.000 1.00 1.00 1.00 1.00 x2. - Fv170 1.00 1.00 1.00 - - - 1.00 1.00 1.00 '2 Fcp' I 625 -1.00 1.00 - - 1.00 1.00 - - - y - E' 1.6 million 1.00 1.00 - - 1.00 1.00 - 2 . Bending(+): LC# 2 = D+L, M = 49.88 lbs -ft # Shear LC# 2 = D+L, V = 1596, V design'-" 1394 lbs ,< e Deflection: LC# 2 = D+L EI= 629e06 lb -int To.taliDeflection = 1.00(Deid Load Deflection) + Live Load>Deflection. (D -.dead L=live S=snow W=wind I=impact. 0 --construction CLd=concentrated) �- (All LC's are listed in the Analysis output) DESIGN .NOTES: rr k 1. Please verify that the default deflection limits are appropriate for your application. 2. Sawn lumber bending members shall be laterally supported according"to the provisions of NDS Clause 4.4.1. 0, COMPANY PROJECT R.F. Structural Consultants, Inc. Smith Residence, ' WoodWorks 75-153 Merle Drive, Suite B Remodel/Addition ' Palm Desert, CA 92211 Beam #26 - Drop BM between Dining SOE7WAREFORWOODOF s �k Mar. 27, 2006 14:59 Room and Trellis Design Check Calculation Sheet - f Sizer 2004a LOADS ( lbs, psf, or plf ) LoadType ] 3087 Distribution Magnitude Location [ft] Pat - I I 2205 Total Start End Start End tern Load3�i Dead Full Area 15:00 (4.00)* 2 No Load2` Dead Full Area 24.00(18.00)* Live Defl'n No Load4k Live Full Area 20.00(18.00)* Total Defl'n No . *Tributary Width (ft) 1 �6 MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS (in) : .••.*nnuW..... xrctt :ecu.,as..m +:.c. �ex.srsa_,�,aa.�. �.+. ��..w> ;�.s.->-.w.� �..a.-T r..n,�.-+rrra ..-xernam! .-es�..-�.a �-.,c...�m, ,azmras+M.cu _ ��.sw.a�.,� 0 . 12'-3,. 1 I Dead 3087 t 3087 Live 2205 108 2205 Total 5292 Bending(+) 5292 Bearing: Fb' = 2400 fb/Fb' = 0.66 2 0.20 = 2 LC number Length 2.07 Live Defl'n 2.07 Glulam-Bal., West Species, 24F -1.7E WS, 5-1/8x12" L/,,) Self Weight of 11.99 plf automatically included in loads; i, Lateral support: top= full, bottom= at supports; Load combinations: ICC -IBC; Analysis vs. Allowable Stress (psi) and Deflection (in) using NDS 2001: 1 Criterion Analysis Value Design Value Anal sis/Desi n Shear fv = 108 Fv' = 190 fv FV' 0.57 Bending(+) fb = 1581 Fb' = 2400 fb/Fb' = 0.66 Dead Defl'n 0.20 = L/722 Live Defl'n 0.15 = <L/999 0.41 = L/360 0.36 Total Defl'n 0.35 = L/421 0.61 =,-L/240-, 0.57 ADDITIONAL DATA: ' FACTORS: F CD CM Ct CL CV Cfu Cr Cfrt Notes Cn LC# Fb'+' 2400 1.00 1.00 1.00 1.000 1.000 1.00 1.00 1.00 1.00 - 1 2 Fv' 190 1.00 1.00 1.00 - - - - 1.00 1.00 1.00- 2 Fcp' 500 - 1.00 1.00 _ _ _ _ 1.00 _ E' 1.7 million 1.00 1.00 1.00 2 ) Bending(+): LC# 2 = D+L, M = 16207 lbs -ft Shear LC# 2 = D+L; V = 5292, V design = 4428 lbs r Deflection: LC# 2 = D+L EI= 1255e06 lb-in2' Total Deflection = 1.00(Dead Load Deflection) + Live Load Deflection. (D=dead L=live S=snow W=wind I=impact C=construction CLd=concentrated) (All LC's are listed in the Analysis output) DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. Glulam design values are for materials conforming to AITC 117-2001 and manufactured in accordance with ANSUAITC A190.1-1992 ` 3. GLUTAM: bxd = actual breadth x actual depth. 4. Glulam Beams shall be laterally supported according to the provisions of NDS Clause 3.3.3. ^ 5. GLUTAM: bearing length based on smaller of Fcp(tension), Fcp(comp'n). , L t � i!. COMPANY PROJECT G/y'� R.F. Structural Consultants, Inc. Smith Residence' ®r 75-153 Merle Drive; Suite B Remodel/Addition WoodWorks Palm Desert, CA 92211'Beam ' � ~ r ' Beam #27 -Typ. Drop BM at Trellis' ' ' - • -SORWARE FOR WOOD DESIGN - Mar. 27, 2006 15:04 3 ' - ' ~ . ; j'* ' i� s Design Check Calculation Sheet } ! Sizer 2004a ' LOADS ( lbs, psf, or plf) Load I Type Distribution Magnitude Location [ft] Pat-. 540 Toti'il 1146 • 'tib; Start . End Start Start End tern Loadl Dead Full Area 10.007(8.00)* • , No . Load2i:lI� Live Full Area .10.00 (8.00)* - No ' x *Tribujtary -width (ft) MAXIMUM REACTIONS (lbs) and BEARING LENGTHS (in) : VMN In .4• b - At - j 0' 13'-6". Dead 606 a. -606 Live 590 540 Toti'il 1146 • 'tib; y1196 ,Searing: 1200 fb/Fb' = •0.75 Dead- Defl'n LC nimber 2 • , -2 Length 1.00 r 1.00 Timber -soft, D.Fir-L, N6.1 Self Weight of 9.8 plf automatically included in loads; ' '►- , Lateral support: top= full, bottom= at supports; Load combinations. ICC -IBC; Analysis vs. Allowable Stress (psi) and Deflection (in) using NDS toot Criterion Anal sis Value Design Value Anal sis/Desi n Shear fv _ 38Fv'"= ''Ct, CL" CF "Cfu Cr Cfrt„ Ci �.j Cn LC# 170- fv/Fv' = 0.22 Bending(+) fb = 900 '' Fb' = 1200 fb/Fb' = •0.75 Dead- Defl'n 0.22 = L/746 625 - 1.00 1.00 - - - - - „ 11.00 ' 1.00 - - - ; ,•. Live' Defl'n 0.19 = L/838 0.45 = .L/360 0.43 ` Total Defl'n 0.41 = L/394 0.67 = 'L•/240 0.61 s ADDITIONAL DATA: FACTORS: F CD CM ` ''Ct, CL" CF "Cfu Cr Cfrt„ Ci �.j Cn LC# t' Fb'+ 1200 1.00 1.00 1.00 1.000` 1.000 1.00 1.00 1.00 1.00' 2 ' Fv' 170 1.00 1.00 1.00 - - -' - 1.00 ' 1'.00 1.00. 2% Fcp' 625 - 1.00 1.00 - - - - - „ 11.00 ' 1.00 - - - ; ,•. ° `' _ E' 1'.6 million 1.00 1.00 - - - - - 1.00 ' 1.00 Bending (+) LC# 2 = D+L, M = 3868 lbs -ft Sheaf: LC# 2 = D+L, V = 1146, V design 1040 lbs DeflEction: LC# 2 = D+L -= EI= 309e06'lb-in2 Total Deflection = 1.00(Dead Load Deflection) + Live Load Deflection. o (D==dead L=live S=snow• W=wind I=impact C=construction CLd=concentrated), Y (All LC's are listed in the Analysis output) ii DESIGN NOTES: �' - ; •• 1. Please verify that the default deflection limits are appropriate for your application.. 2. Sawh lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. I r x 3e 1.' COMPANY - PROJECT L `n / ®. s R.F. Structural Consultants, Inc. Smith Residence g Yom_ ®®� V V 1 J - 75-153 Merle Drive, Suite B Remodel/Addition Palm Desert, CA 92211 Beam - HDR between Kitchen SOFTWARE FOR WOODOESlGN ' Apr. 25, 2006 11:30 •`. and,T_ relliS F 3+ Design Check Calculation Sheet s Sizer 2004a LOADS ;1 lbs, psf, or pif I j' ' I *Tr Load �! 592 Type Distribution Magnitude Start. End Location [ft] Start End Pat- tern ' Loadl Dead" Full -Area 10.00 (6.50)* "• No Load2 Live Fu11,Area 10.00 (6.50)* Len 1•h No, Load3 Dead Full Area `24.00 (4:50)* <L/999 No Load4 Live Full Area 20.00 (4.50)* <L/999 No. - d5 Dead Full Area 15.00 (5.b0)* - No im wlarnkiL1 0' 4'-3" Dead 592 - 4. 542 Live 329 .,�. �, �'. 329 Total 872 fb =' 872 Fb' = 2 - , 2 LC unber Len 1•h 1.00 Bending (+): LC# 2 = D+L, M = 926 lbs -ft 1.00 Timber -soft, D.Fir-L, No. 1, W", Self Weight of 7.19 plf automatically included in loads; Lateral support: top= full, bottom-- at supports; Load combinations: ICC -IBC,, ` Analys is vs. Allowable Stress (psi) -and Deflection (in) using NDS 2001: r�{ Criterion Anal sis Value Desi value Analysis/Design Shear '..` ., fv-.='. 34 ' Fv' = 170- fv/Fv' = 0.20 . Bending(+) fb =' 401 Fb' = 1200 fb/Fb' _` 0.33.,: Dead` Defl'n 0.02- <L/999 ' I Bending (+): LC# 2 = D+L, M = 926 lbs -ft Live Defl'n .0.01 = <L/999 0.14 = L/360 0.,07'' Total Defl'n 0.02 = <L/999 0:21 = L/240'- 0.12 ADDITIONAL DATA' FACTOP.S: F CD CM Ct CL CF Cfu Cr Cfrt Ci Cn, LC# ' Fb'+ 1200 1.00 1.:00 1:00 1.000 1.000 1.00 '1.00 1.00 • 1.00 a 2;,' d' : •.r Fv' ) 170 1.00 1.00 1.00 1.00 1.00 '1.00 Fcp' 625 - 1,.00 1:00 1:00 :1.00 �r �{ ' E' 1,-6 million 1.00. 1.00 - -. - - 1'.00 1.00 - 2 Bending (+): LC# 2 = D+L, M = 926 lbs -ft Shear LC# 2,= D+L, V = 872, V design = •684 lbs Deflection: LC# 2 = D+L -EI= 122e06 lb -int Total Deflection = 1.00(Dead Load Deflection) + Live Load Deflection. (Di.=dead L=live S=snow W=wind I=impact C=construction CLd=concentrated) ' (All LC's are listed in the Analysis output)' - DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application.-. ' 2. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1 a . r `�` •Tt .E, (�•~ i, •`. " ' i;. t .l�t� _'M1,. r"1 f F yl{F' •1.'f , 52 COMPANY . PROJECT , r' R.F. Structural Consultants, Inc. Smith Residence Work` 75-153 Merle Drive, Suite B Remodel/Addition •Wood `. ^t::l. Palm Desert, CA 92211 Beam #29 -Drop Bm`at Breakfast SOF7WABEFOBWOOD OEiIGN Mar. 27, 2006 15:31 Patio' E. Design Check Calculation Sheet Sizer 2004a lbs, psf, or calf) Load 1758 Type Distribution Magnitude Start End Location .ift] Start End Pat -r tern. Load3' Total Dead Full Area 24.00 (5.50)* Beanrng • No Load9 0.13 Live Full Area 20.00 (5'.50)* ._ f ` NO' Length = <L/999 Dead Full Area •15.00 (5.00)* Total Defl'n No a 0.61.= Dead Full Area 10.00 (6.50)* '� c No� LC#, 2 = D+L, M =. 86`67 lbs -ft Live Full Area 10.00 (6.50)*,. •LC# 2 = D+L, V = 2830, V design No`s *Tributary Width (ft) MAXIFAUM REACTIONS (Ibs) and BEARING LENGTHS (in) : . .r " �• a ,: Sh r $° o.. ' pry � ,g �, 9, t � ,'� x r u � .63•cc �*. µ �. .. ki -Yvr. r w!i� rt'` ...:.a�.�1ta, . �. •, . � u. t� .: i 0 12-3.. De'id 1758 In 1758 Lice 1072 \ 1072 Total .2830 2 2830 Beanrng • fb/Fb .=. 0.64"`.' , 0.13 LC number 2 ._ f ` 2 Length = <L/999 1.00 0360 1:00 Timber -soft, D.Fir-L, No. 1,, 6x12" Self Weight of 15.02 plf automatically included in loads; . r Lateral support: top= full, bottom= at supports; Load combinations: ICC -IBC; t.„ • ' Analysis vs. Allowable Stress (psi) and Deflection (in) using NDS 2001: Criterion Analysis Value Design Value-. Analis/Design She�ir fv _ -' 57 Fv' =" 170 fv Fv' _ 0..33 '" Benning(+) fb•= 858 Fb' = 1350 fb/Fb .=. 0.64"`.' Deail Defl'n 0.13 <L/999 X0.41 4' Fcp' Livi> Defl'n 0.08 = <L/999 = 0360 0.19 Total Defl'n 0.21 = L/700 0.61.= .L/240 0.34.• ADDIaI ZONAL DATA: - FACTORS: -F CD CM Ct CL CF Cfu Cr Cfrt ." Ci • CnJ ,LC# ' '. Fb'+ 1350 1.00 1.00 1.00 1.000, 1.000 1.00 1.00 ' 1.00 ,1.00 - 2 Fv' 170 .1.00 1.00 1.00 - - - - 1.00 1.00' 1.00 2 4' Fcp' 625 - 1.00 1:00 - - - - 1.00. .1•..00 `r E. 1.6 million "1.00 1.007 - - - 1.00 ; 1.00"'x. - 2- \` - '• i '� c Bending(+) LC#, 2 = D+L, M =. 86`67 lbs -ft ` Sheaf"r •LC# 2 = D+L, V = 2830, V design ••2387 lbs Defl! =ction: LC# 2 = D+L EI= 1115e06 lb -int ''`• _ Total Deflection =•1.00(Dead Load Deflection) +Live Load Deflection) (D�dead L=live S=snow' W=wind I=impact C=construction -CLd=concentrated)' +' (All LC's are listed in the Analysis output) DESIGN NOTES: , 1. Please verify that the default deflection limits are appropriate for your application. 2. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause.4.4.1. , S ` _ '.i. •het . • *Tribiip`tary Width (ft) MAXINIUM REACTIONS (Ibs) and BEARING LENGTHS (in) : i g*. ,1 a .;rT'�, s� 4'"�'•'7 :k P s I- v 15'x" Dean Load 1395 Type, ` COMPANY PROJECT,* r r'! ` Pat -r a,x `, y ® -WoodWorks R.F. Structural Consultants, Inc. 75-153 Merle Drive, Suite B Smith Residence Remodel/Addition . 2170 �. "" F Start End Palm Desert, CA 92211 +•� Beam #30 Drop Bm at,Breakfasf sl ^� Load3 •.SOFrWARE FOR WOOD DESIGN. Mar. 27, 2006 15:41 � Patio_ s 24.00 (5.00)* . Design Check Calculation Sheet .x r ' FoAD:lbs, Sizer 2004a I Load4 0.33 = Live Full Area -, r psf, or ptf *Tribiip`tary Width (ft) MAXINIUM REACTIONS (Ibs) and BEARING LENGTHS (in) : i g*. ,1 a .;rT'�, s� 4'"�'•'7 :k P s I- v 15'x" Dean Load 1395 Type, Distribution Magnitude Location [ft] Pat -r a,x `, y 775 Tot'll 1350 2170 �. "" F Start End Start End tern ^� Load3 Dead FullArea,_ 24.00 (5.00)* . 'No" 2 0.23. 2 Load4 0.33 = Live Full Area 20.00 (5:00)* '' No Loads Dead Full Area 15_00.(3.00)* No ^ •, t, *Tribiip`tary Width (ft) MAXINIUM REACTIONS (Ibs) and BEARING LENGTHS (in) : i g*. ,1 a .;rT'�, s� 4'"�'•'7 :k P s I- v 15'x" Dean Analysis Value Design Value 1395 d- Shea'r Live fv/Fv: = 0.27 775 ' 775 Tot'll 1350 2170 �. "" F 2170 Bearing: L/887 �. •. r ,' . Liven, Defl'n 0.12 = LC number 0.52 2 0.23. 2 Length 0.33 = 1.00 µ', 1.00 Timber -soft, D.Fir-L, No. 1, 6x12" Self Weight of 15.02 plf automatically included in loads, e , . Lateral support: top= full, bottom= at supports; Load combinations: ICC -IBC; Ya. Analy ,is vs. Allowable Stress (psi) and Deflection (in) using NDS 2001: Criterion Analysis Value Design Value Analysis/Design,i d- Shea'r fv = 45 . Fv' = 170 fv/Fv: = 0.27 Bending(+) fb = 832 Fb' = 1350 fb/Fb' = '0.62` "�.s.° Dead Defl'n 0.21 = L/887 •. r ,' . Liven, Defl'n 0.12 = <L/999 0.52 0.23. Total Defl'n 0.33 = L/570 0.77.= „L/360 L/240 0.92' ` ADDITIONAL DATA: + ' z z- �tf FACTORS: F CD CM Ct CLQ CF Cfu Cr Cfrt+ C_i Cn' LC#� Fb'+ 1350 1.00 1.00 1.00 1_.000 1.000 1.00 '1.00 -,1.00 1:00 2 ,. :t • y •,,° L. i'. Fv' 170 1.00 1.00 1.00 - - - - 1.00' 1.00 1.0+0 _- 2 's; `• ' rr Fcp' 625 - 1.00 1.00• - - 1.00 1.00 E' 1.6 million 1.00 1.0,0. - - - - 1.00 2 Bending(+): LC# 2 = D+L, M 6909 lbs -ft Shead LC# 2 D+L, V = 2170, V design x1902 lbs �' •� y� Deflection: LC# 2 = D+L El= 1115e06 lb -int` Totai,Deflection = 1.00(Dead Load Deflection) LL+ Live Load Deflection.; P; -„ ,`'A (D bad L=live S=snow W=wind -I=impact C=construction .CLd=concentrated) (All LC's are listed in the Analysis output) DESIGN NOTES: 1. Plea � e verify that the default deflection limits are appropriate for your application. a 2. Sauv'i lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. • .$ . s r .. �� t .• +r` w t. +, c =max' COMPANY. PROJECT _ R . Structural Consultants Inc: , Smith Residence Woo' d W' 0 rks 75-153 Merle Drive, Suite B Remodel/Addition Palm Desert, CA 92211 ; Beam #31 - Typ Hip Bm at Breakfast: 4 .SOFTWARE FOR WOOD DESIGN, Mar. 27,, 2006. 15:44 - ` Patio • ` ' Design Check Calculation Sheet T ; Sizer 2004a N s J. a. LOADS ( lbs, psf, or plf) M ' MAXIMU REACTIONS (lbs) and BEARING LENGTHS (in) .n 11 '-6" 1'-6" n' Dead 399744 Type Distribution Magnitude Location [ft] Pat - '575 Totai "686 - � .- Start End Start End- tern Loadl 2 Dead Triangular- 0.0 180..0 0.00 11.507 1No:: Load2 �� Live Trian ular 0.0 150.0 0._00-"11.50 .-No'. ' MAXIMU REACTIONS (lbs) and BEARING LENGTHS (in) .n 11 '-6" 1'-6" n' Dead 399744 Anal sis Value Design Value Analysis/Design Live 288 3 '575 Totai "686 - � .- `1319l Bearing: 2 LC niter Length 2v 1.00_ '1.00 Lumber -soft, D.Fir-L, No.2, 4x12" r Self Weight of 9:35 plf automatically included in loads; s Lateral support: top= full, bottom= at supports; Load combinations: ICC -IBC; 1,.. Analysis vs. Allowable Stress (psi) and Deflection (in) using Nos toot e ADDI1fIONAL DATA: - FACTOP.S: F CD CM Ct CL CF Cfu- Cr Cfrt Ci Cn,,,LC# Fb'+ 900 1.00 1.00 1.00 1.000 1.100' 1.00 "1.00, 1.00. 1.00 - 2" y Fv1801.00 1.00 1.00 - - s,1.00 1:00' 1.00 2 Fcp' 625, - 1.00 1.00 , - - - 1.00 • 1.00 E' 1.6 million 1.00 1.00 - - 1.00 1.00 - 2 r 3 Bendifng (+) : LC# 2 = D+L,7K = 293,6 lbs -ft Sheaf" LC# 2 = D+L, V = 1319, V design 1025 lbs Deflection: LC# 2 = D+L EI= 664e06 -lb -int Tota]' -Deflection = 1.00(Dead Load Deflection) +'Live Load Deflection (Dadead L=live S=snow W=wind i=impact C=construction CLd=concentrated) (A].1 LC's'are listed in the Analysis output,)' - �k; E GN NOTES:a verify that the default deflection limits are appropriate for your application.j lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. . ., F , ,► , � ,q '� � ,T1. � it _ � .'*I"�4 - .. .. i� ;�• �ri��, a"'� rpt' _ 7E � � . ,, ;� } � .y a� ' Criterion Anal sis Value Design Value Analysis/Design g I 7,. ,.: _ Y s ;, Shear fv = 39... Fv' _ " 180 fv/Fv' _ 0.22 Bending (+) fb = 477 Fb' = 990 fb/Fb.' = 0:.48 Dead Defl'n' 0.06 = <L/999" Live Defl'n 0.04 = <L/999 0.38 = L/360 0.12 ,t1 Total Defl'n 0.10 = <L/999 0.58 = L/240' 0.18' ADDI1fIONAL DATA: - FACTOP.S: F CD CM Ct CL CF Cfu- Cr Cfrt Ci Cn,,,LC# Fb'+ 900 1.00 1.00 1.00 1.000 1.100' 1.00 "1.00, 1.00. 1.00 - 2" y Fv1801.00 1.00 1.00 - - s,1.00 1:00' 1.00 2 Fcp' 625, - 1.00 1.00 , - - - 1.00 • 1.00 E' 1.6 million 1.00 1.00 - - 1.00 1.00 - 2 r 3 Bendifng (+) : LC# 2 = D+L,7K = 293,6 lbs -ft Sheaf" LC# 2 = D+L, V = 1319, V design 1025 lbs Deflection: LC# 2 = D+L EI= 664e06 -lb -int Tota]' -Deflection = 1.00(Dead Load Deflection) +'Live Load Deflection (Dadead L=live S=snow W=wind i=impact C=construction CLd=concentrated) (A].1 LC's'are listed in the Analysis output,)' - �k; E GN NOTES:a verify that the default deflection limits are appropriate for your application.j lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. . ., F , ,► , � ,q '� � ,T1. � it _ � .'*I"�4 - .. .. i� ;�• �ri��, a"'� rpt' _ 7E � � . ,, ;� } � .y a� ' Load Type Distribution Magnitude Location [ft] Pat-, fv = 87 3534 190 Start End Start End n ter' COMPANY PROJECT y7 Partial Area ® Wood Work 9.50 14.25 R.F. Structural Consultants, Inc. 75-153 Merle Drive, Suite B Smith Residence Remodel/Addition 2� , Live s 20.00 (8.00)* Palm Desert, CA 92211 Beam #32 Beam #32 -Cantilever Ridge BM at = <L/999 Dead I� SOFrWAREFORWOODDESIGN 1500 Mar. 27, 2006 15:49 Kitchen -Breakfast Patio Load4 LC number Live Design Check Calculation Sheet 1150 14.25 ' Length I Sizer 2004a ." L/240 0.00 LOADS ( Ibs, psf, or plf) 1 1.001 •u 1 1.181 Load Type Distribution Magnitude Location [ft] Pat-, fv = 87 3534 190 Start End Start End n ter' Loadl 2675 Dead Partial Area 24.00 (8.00)* 9.50 14.25 No ; Load2 = 1288 Live Partial Area 20.00 (8.00)* . 9.50 14.25 Yes Load3 = <L/999 Dead Point 1500 14.25 No Load4 LC number Live Point 1150 14.25 Yes ' *Tributary Width (ft) MAXIMUM REACTIONS (lbs) and BEARING LENGTHS (in) : 0' 9'-6" • 14'-3" Glulam-Bal., West Species, 24F-1.76 WS, 5-118x13-112" 1J/ S Self Weight of 13.49 plf automatically included in loads; ' Lateral support: top= full, bottom= at supports; Load combinations: ICC -IBC; ' Analysis vs. Allowable Stress (psi) and Deflection (in) using NDS 2001: Criterion Analysis Value Design Value Anal Sis/Desi n Dead fv = 87 3534 190 fv/Fv' = Live Bending(+) fb 2675 Fb' = 2160 Uplift 1695 Bending(-) fb = 1288 Fb' = Total 48 0.55 6209 0.05 = <L/999 Bearing: Interior Dead Live� LC number 0 0.32 = 2 0 Length 1.00 = <L/999 2.05 L/240 0.00 Cb 11 1 1.001 0.20 1 1.181 1 0.00 Glulam-Bal., West Species, 24F-1.76 WS, 5-118x13-112" 1J/ S Self Weight of 13.49 plf automatically included in loads; ' Lateral support: top= full, bottom= at supports; Load combinations: ICC -IBC; ' Analysis vs. Allowable Stress (psi) and Deflection (in) using NDS 2001: Criterion Analysis Value Design Value Anal Sis/Desi n Shear fv = 87 Fv' = 190 fv/Fv' = 0.46 Bending(+) fb = 7 Fb' = 2160 fb/Fb' = •0!00 Bending(-) fb = 1288 Fb' = 2347 fb/Fb' = 0.55 Deflection - 0.05 = <L/999 Interior Dead Live� 0.04 = <L/999 0.32 = L/360 0.13 Total 0.09 = <L/999 0.48 = L/240 0.19 Can':'il.• Dead 0.20 = L/285 Live 0.16 = L/366 0.32 = L/180 0.49• Total 1 0.36 = L/160 0.48 = L/120 0.75 ADDIIhONAL DATA: ' FACTORS: F CD CM Ct CL CV Cfu Cr Cfrt .Notes Cn LC# + Fb'+ 2400 0.90 1.00 1.00 1.000 1.000 1.00 1.00 1:00 1.00 1' Fb'- 2400 ' 1.00 1.00 1.00 0.978 1.000 1.00 1.00 1.00 .1.00 2 Fv' 190 1.00 1.00 1.00 - - - - 1.00 1.00. 1.00 2' Fcp' 500 - 1.00 1.00 - - - - 1.00 - - - „ ' E' 1.7 million 1.00 l.'00 - - - - 1.00 - 2 Bend:ing(+): LC# 1 = D only, M = 86 lbs -ft Bend:ing(-): LC# 2 = D+L, M = 16711 lbs -ft Shea'.: LC# 2 = D+L,V = 4386, V design 4022 lbs ' Defl(�ction: LC# 2 = D+L EI= 1786e06 lb-in2 Tota:L Deflection = 1.00(Dead Load Deflection) + Live Load Deflection. ' (D=dead L=live S=snow W=wind I=impact C=construction CLd=concentrated) (All LC's are listed in the Analysis output). c (Load Pattern: s=S/2, X=L+S or L+C, =no pattern load in this span) Ik � V • A y - i ADDIIhONAL DATA: ' FACTORS: F CD CM Ct CL CV Cfu Cr Cfrt .Notes Cn LC# + Fb'+ 2400 0.90 1.00 1.00 1.000 1.000 1.00 1.00 1:00 1.00 1' Fb'- 2400 ' 1.00 1.00 1.00 0.978 1.000 1.00 1.00 1.00 .1.00 2 Fv' 190 1.00 1.00 1.00 - - - - 1.00 1.00. 1.00 2' Fcp' 500 - 1.00 1.00 - - - - 1.00 - - - „ ' E' 1.7 million 1.00 l.'00 - - - - 1.00 - 2 Bend:ing(+): LC# 1 = D only, M = 86 lbs -ft Bend:ing(-): LC# 2 = D+L, M = 16711 lbs -ft Shea'.: LC# 2 = D+L,V = 4386, V design 4022 lbs ' Defl(�ction: LC# 2 = D+L EI= 1786e06 lb-in2 Tota:L Deflection = 1.00(Dead Load Deflection) + Live Load Deflection. ' (D=dead L=live S=snow W=wind I=impact C=construction CLd=concentrated) (All LC's are listed in the Analysis output). c (Load Pattern: s=S/2, X=L+S or L+C, =no pattern load in this span) Ik � V ' ]k COMPANY ; PROJECT' y ' R.F. Structural Consultants, Inc. Smith Residence 75-153 Merle Drive, Suite B Remodel/Addition 3 Wood -Works ' Palm Desert, CA 92211 Beam #33 - Drop Bm between I� SOFMARE FOR WOOD DEMN Mar. 27, 2006 16:00 Kitchen and Breakfast Patio Design Check Calculation Sheet Sizer 2004a , LOADS ( lbs, psf, or pif) Load�� 3096 Type Distribution Magnitude Start End Location (ft] Start End Pat - tern Loadl r Dead Partial Area 24.00 (2.00)* 0.00 5.00 No Load2 Dead, Defl'n Live Partial Area 20.00 (2.00)* 0:00 5.00 No Load3 0.11 = Dead Point 625 5.00 No Load4 L/532 Live Point 525 5.00 No Load5 Dead Partial Area 24.00 (7.50)* 5.00 12.50 No Load6 Live Partial Area 20.00 (7.50)* 5.00 12.50 No. Load? Dead Point 3550 7.00 No Load8 Live Point _ 2675 7.00 No Load9 Dead Full Area 1 15.00 (5.00)-1 No ' *Tributary Width (ft) ' MAXIMIUM REACTIONS (lbs) and BEARING LENGTHS (in) : +«. i::✓ -`1 .. x:41" . 'M:..: ..,3u..'ue .2.n-.:i'..tt+n,r`. «x^'..LYe+'d-'1k�Fi•YxM �4WF3Q±M:Y,"i. ilYCsaut�k+ Rih F:...4Rxn'"l�T-..hl/iu'Jt4.eW"r w6?W^% KK ♦V�-:.:rx T..l..... Y:4A.x+.0 .�..R..x.nar..».ai,rv' its _-..:Yt.N'i�u-.n's�.fur.ni.W<,N?.FtrMYn•M!ei.ge..,t.. L..tch..X+:.. ..iGYp!: MxoT.t:ra Y.X':IPm.��x.6J)fia.N'h1.4 **rHrn f...�F%. �� 1s. Ti. �N..b. ....'..cc .1+.K:'. 01 121-611 Demi 3096 Anal sis/Desi n 3793 Live 1989 Fv' = 2535 Total 5086 fb = 6329 Bearing: 2400 - Dead, Defl'n LC nimber 2 2 Leng th 1.98 0.11 = 2.47 Glulam-Bal., West Species, 24F -1.7E WS, 5-1/8x15" l.Jj � � 0 Self Weight of 14.99 plf automatically included in loads; Lateral support: top= full, bottom= at supports; Load combinations: ICC -IBC; Analyse is vs. Allowable Stress (psi) and Deflection (in) using NDS 2001 Criterion Analysis Value Design Value Anal sis/Desi n Sheat fv = 114 Fv' = 190 fv/Fv' = 0.60 ' Bending(+) fb = 1777 Fb' = 2400 fb/Fb' = 0.74 Dead, Defl'n 0..17 = L/897 Live" Defl'n 0.11 = <L/999 0.42'= L/360 0.27 Totaa Defl'n 0.28 = L/532 0.63 = L/240 0.45- ' ADD17IONAL DATA: FACTORS: F CD CM Ct CL CV Cfu Cr Cfrt Notes Cn LC# ' Fb'+� 2400 1.00 1.00 1.00 1.000 1.000 -1.00 1.00 1.00 1.00 - - •2 ' Fv' 190 1.00 1.00 1.00 1.00 1.00 1.00 2 Fcp'l 500 1.00 1.00 1.00 . E' 1.7 million 1-.00 1.00 - - - 1;00 - - 2 f t Bending(+): LC# 2 = D+L, M = 28455 lbs -ft ' Sheaf : LC# 2 = D+L, V = 6329, V design = 5819 lbs Deflection: LC# 2 = D+L EI= 2450e06 lb-in2 Total Deflection = 1.00(Dead Load Deflection) + Live Load Deflection. (Di -;dead L=live S=snow W=wind I=impact C=construction CLd=concentrated) ' (All LC's are listed in the Analysis output) DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. ' 2. Glulam design values are for materials conforming to AITC 117-2001 and manufactured in accordance with ANSI/AITC A190.1-1992 3. GLULAM: bxd = actual breadth x actual depth. ` 4. Glulam Beams shall be laterally supported according to the provisions of NDS Clause 3.3.3. 5. GLULAM: bearing length based on smaller of Fcp(tension), Fcp(comp'n). COMPANY PROJECT ° R.F. Structural Consultants, Inc. Smith Residence 7 [ /� WoodWorksPalm 75-153 Merle Drive, Suite B Remodel/Addition 3 Desert, CA 92211 Beam #34 - Ridge BM at Entry Foyer 11 SOFFWARE FOR WOOD DESIGN' Apr. 26, 2006 09:11 Design Check Calculation Sheet Sizer 2004a ( lbs, psf, or pif ) : irinnLdry wiaLn k1L) MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS (in) : II 0' 21' Deaij Type Distribution Magnitude Location [ft) Pat - ELoad 1260 Total Start End Start End tern � Dead Full Area 24.00 (6.00)* 0.39 = No 1.00 Live Full Area 20.00 (6.00)* 0.29 = No irinnLdry wiaLn k1L) MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS (in) : II 0' 21' Deaij 1659 Anal sis/Desi n 1654 Liv2 1260 Fv' = 1260 Total 2914 fb = 2914 Bearing 2372 fb/Fb' = 0.50 Dead. Defl'n 0.39 = L/653 1.00 1.00 1.000 0.988 LC number 2 0.29 = 2 Length 1.19 0.42 1.14 Glulam-Unbal., West Species, 24F -1.7E WS, 5-118x13-1/2" nSQ�/eD Self Weight of 13.49 pff automatically included in loads; Com/ m Lateral support: top= full, bottom= at supports; Load combinations: ICC -IBC; Analy:.is vs. Allowable Stress (psi) and Deflection (in) using NDS 2001 Criterion Analysis Value Design Value Anal sis/Desi n Shear fv = 56 Fv' = 190 fv/Fv' 0.30 Bend;ing(+) fb = 1179 Fb' = 2372 fb/Fb' = 0.50 Dead. Defl'n 0.39 = L/653 1.00 1.00 1.000 0.988 1.00 1.00 Live' Defl'n 0.29 = L/857 0.70 = L/360 0.42 Total Defl'n 0.68 = L/370 1.05 = L/240 0.65 ADDITIONAL DATA: FACTORS: F CD CM Ct CL CV Cfu Cr Cfrt Notes Cn LC# Fb'+ 2400 1.00 1.00 1.00 1.000 0.988 1.00 1.00 1.00 1.00 - 2 Fv' 190 1.00 1.00 1.00 - - - - 1.00 1.00 1.00 2 Fcp'i 500 - 1.00 1.00 - - - - 1.00 - - - E' 1.7 million 1.00 1.00 - - - - 1.00 - - 2 Bendi.ng(+): LC# 2 = D+L, M = 15297 lbs -ft Sheaf: LC# 2 = D+L, V = 2914, V design 2601 lbs Deflection: LC# 2 = D+L EI= 1786e06 lb-in2 Totae Deflection = 1.00(Dead Load Deflection) + Live Load Deflection. (D24dead L=live S=snow W=wind I=impact C=construction CLd=concentrated) (A4 LC's are listed in the Analysis output) DES113N NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. Glularn design values are for materials conforming to AITC 117-2001 and manufactured in accordance with ANSI/AITC A190.1-1992 3. GLULAM: bxd = actual breadth x actual depth. 4. Glulam Beams shall be laterally supported according to the provisions of NDS Clause 3.3.3. 5. GLULAM: bearing length based on smaller of Fcp(tension), Fcp(comp'n). COMPANY ; PROJECT`!,:, ON,�,.. y j R.F. Structural Consultants, Inc. Smith Residence k Wood`W®rks 75"153 Merle Drive, Suite B, , Remodel/Addition 'LV Palm Desert, CA 92211.Be4m #35 HDR at Front Entry , SOPMARF FOR WOODDESIGN Apr. 26, 2006 09:13 •� . • Design Check Calculation Sheet ' Sizer 2004a . f rLOADS lbs, sf, or If ' ) a F *Tributary Width (ft) MAXIMUM REACTIONS (lbs) and BEARING LENGTHS (in) 0 11' Dead1288 Analysis -Value Design Value Analysis/Desiqn r Distribution 'Magnitude Location (ft) , Pat- 4 ' s, 609 Total 1 1350 1.25 '1955 _ Start End StartEnd tern• /Dead _ 0.09 = FadType 625 - 2 Full Area 15:00 (4.00)* : No 1.00 • ' 1.00 Dead ' Point 1675 5.25 No 0.55 = L/240 0.27 ' M = 9227 lbs -ft Constr 'Point ` 1275 5.25 No *Tributary Width (ft) MAXIMUM REACTIONS (lbs) and BEARING LENGTHS (in) 0 11' Dead1288 Analysis -Value Design Value Analysis/Desiqn r 1212 Livep 45 666 4 ' s, 609 Total 1 1350 1.25 '1955 _ 1821 Bearing: fb/Fb' = 0.54 _ _ 0.09 = LC number 625 - 2 1.00 -' - - s - - 1.00 ;'- r'. 00 2 Length 0.05 = 1.00 • ' 1.00 Timber -soft, D.Fir-L, No. 1, 6x12" d �, Self Weight of 15.02 pff automatically included in loads; Lateral support: top= full, bottom= at supports; Load combinations: ICC -IBC; Analysis vs. Allowable Stress (psi) and Deflection (in) using NDS 2001 Criterion Analysis -Value Design Value Analysis/Desiqn Sheai' fv-= 45 Fv' _ -212 fv/Fv' = 0.21 Bendiing(+) 1 1350 1.25 fb = 913 Fb' = 1687 fb/Fb' = 0.54 Dead Defl'n 0.09 = <L/999 625 - 1.00 1.00 -' - - s - - 1.00 ;'- r'. 00 Live Defl'n 0.05 = <L/999 0.37 = L/360 0.15 TotaY Defl'n 0.15 = L/888 0.55 = L/240 0.27 ' ADDITIIONAL DATA: FACTORS: F CD CM Ct - CL CF Cfu Cr Cfr't: Ci Cn LC#'• Fb'+ 1 1350 1.25 1.00 1.00 1.0001. 1.000 1.00 1.00 '1.00 1.00 f;-, ''.2 Fv' 170 1.25 1.00 1.00 - - - - 1.00;x1.00 1.00 2 Fcp'. 625 - 1.00 1.00 -' - - s - - 1.00 ;'- r'. 00 E' 1.6 million 1.00,, 1.00- - - - 1.00 s 1'.00 ;-.,'",�.2 _ Bending (+): LC# 2 = D+C, M = 9227 lbs -ft Shear LC# 2 = D+C, V = *1955, V design 1883 lbs Deflection: LC# 2 = D+C EI= 1115e06 lb -int TotalliDeflection = 1.00(Dead Load Deflection_)• + Live Load Deflection.` t' t (D=dead L=live S=snow W=wind I=impact C=construction Chd=concentrated):., '" (Ali LC's are listed in the Analysis output) E DESIGN NOTES: 1. Pleas i> verify that the default deflection limits are appropriate for your application. 2. Sawn lumber bending members F=- shall be laterally supported according to the provisions of NDS Clause 4.4.1. . 3 i + f 4�• • 7y . `•� 1 4 ..4 � J .. t_ COMPANY PROJECT R.F. Structural Consultants Inc. Smith Residence #" WoOdWorksQDk", 75-153 Merle Drive, Suite B Remodel/Addition `" Palm Desert, CA 92211, Beam #36 Typ. HDR at Front of ' soFnvaee FOR wood oesfeN Apr. 24, 2006 16:51 Den, 114 r Design Check Calculation Sheet' Sizer 2004a• t LOAD:IIIi ( lbs, psf, or pif *Tributary -Width (ft) V .,} .: • ` MAXINIUM REACTIONS (Ibs) and BEARING LENGTHS (in) 0' ,, 0 8'-91. Deal3'1999 Load Type Distribution Magnitude Location [ft]' Pat - 1356 Tot�31 3301 Bending 3301 Bear_ i:ng • Start End Start'. End tern _• < <' 2 LC number Len'th Loadl Liv,P Defl'n Dead Full Area 15.00 (4.00)* L/360. No•, Total Defl'n Load2 L/663 Deadl Full Area 29.00(15.50)*No r - Load Live Full Area 20.00(15.50)* °No W *Tributary -Width (ft) V .,} .: • ` MAXINIUM REACTIONS (Ibs) and BEARING LENGTHS (in) 0' ,, 0 8'-91. Deal3'1999 Analysis -Value Design Value .1944 Liv, 1356 1. '' , " 1356 Tot�31 3301 Bending 3301 Bear_ i:ng • Fb' = ' fb/Fb,. _ 0.78 2 2 LC number Len'th 1.00 Liv,P Defl'n 1.00 Timber -soft, D.Fir-L, No. 1, 6x10" Self Weight of 12.41 plf automatically included in loads Lateral support: top= full, bottom= at supports; Load combinations. ICC-IBC;IV J Analysis vs. Allowable Stress (psi) and Deflection (in) using NDS 2001: Criterion Analysis -Value Design Value Analysis/Design Shear fv _ - 78. ,. Fv' = 170 fv/Fv' - 0.46 . Bending fb 1047. Fb' = 1.350_ fb/Fb,. _ 0.78 Dea8 D.efl'n 0.09'= <L/999 Liv,P Defl'n 0.07 <L/999 0.29 = L/360. 0.22 Total Defl'n 0.16 =' L/663 0.44 = L/240 0.36' FbI+ Fv,' Fcp' E'. D 1. 2. o r rIONAL. DATA: tS: F CD CM Ct CL CF Cfu Cr Cfrt' Ci Cm, LC#� ° µ 1350 1.00 1.00 1.00 1.000 " 1'.000 1.0.0 1.00 . 1.00 " 1.00 - 2 170 1.00 1.00 1..00 - - - 1.00 -'1.00. 1. 00, 2 625 ' - 1.00 1.00 _ `'1.00 1.00 1.6 million 1.00 1. .00 - - 1.00 '.1:00 12'� - ng(+): LC# 2 = D+L, M.= 7220 lbs -ft LC # 2 = D+L, V 3301, V design = 2703 lbs action: LC# 2 = D+L EI= 629e06 lb -int ati -, I ' f . ' ' w - Deflection = 1.00(Dead Load Deflection)' +-Live'Load Deflection. `.' y =dead L=live S=snow W=wind I=impact C=construction CLd=concentrated) y,. - .1 LC's are listed in the Analysis output)', ,; c M NOTES: _ �•1 Y w r r ",��,, ' ;e verify that the default deflection limits are appropriate for your application, 1 lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1 *Trib11iitary' Width (ft) MAXIMUM REACTIONS (lbs) and BEARING LENGTHS (inl : 00 Load Type s COMPANY PROJECT Pat- Total WoodWo ks® R.F. Structural Consultants, Inc. 15-153 Merle Drive, Suite B . Smith Residence RemodeVAddition Bearing = 1350 r Palm Desert, CA 92211 Beam #06 - Flush BM�at Basement tern x, a .•": dt SOFTWARE FOR WOOD DESIGN.-. , 7J Apr. 4, 2006 07:54 Storage 3 �, `• �:•i*,� , ;;rya - ` Load3 Design Check Calculation Sheet Dead Full Area Sizer 2004a 0.18 No r. Load4� LOADS F Ibs, psf, or plf) .n Full Area 40.00 (6.00)* *Trib11iitary' Width (ft) MAXIMUM REACTIONS (lbs) and BEARING LENGTHS (inl : 00 Load Type Distribution Magnitude Location•[ft] Pat- Total 1883 fb 1883 Bearing = 1350 " Start End Start End- tern x, a .•": dt LC n6ber ' 1.00 ` Load3 0.37 Dead Full Area 15.00 (6.00)* 0.18 No 0.55 Load4� 0.33:• ' Live Full Area 40.00 (6.00)* No D+L EI= . 629e06 lb -int *Trib11iitary' Width (ft) MAXIMUM REACTIONS (lbs) and BEARING LENGTHS (inl : 00 563 y�•'�'' b ,..� E. 4 ��[, r G k x N ,$'Y". IwrF'G,I aq '`..k�;"t,. .$� "m. $1.y-Cx&C+'ss,.t y2.'y_,•y�cCk'� ..y 1{S.erE A� 4 $ "l�:" %� §�j• �fc�y5 � q 4r, "�u�{F,C^E�% �`a�J'G � .�u-�{' Wim. •'H,Y'3 F 1e�� ' " '� i��Ss'ii�`�`z..��• � ' ,z stn•k"�u��e ��i �'� ��'`."4�a�'e�.r[��a��S4�Lr��'��c..s}�.t'�.'�:�f ,,. % :x �y �,,y7B�•� ie �'°-55-�-.. Fsh lF t -",, �1'Y�'°-.' k h- t� '•U ae��Y"}�iM� ,`ii£�`2�.Xyp �1t'� ..'� J �i'',& f'� .��?''��{'' � I 0' r '+ 11' Dead 563 Anal esiqn 563 Live 1320 r` �, - ` ," , 1320 Total 1883 fb 1883 Bearing = 1350 " Deac'I De.fl'ri 2 ='<t/999 2 LC n6ber Len 'th 1.00 ` 1.00 Timber-soft,.D.Fir-L, No. 1, WWI " Self Weight of 12.41 plf automatically included in loads; , ,� Lateral support: to full, bottom= at supports; Load combinations: ICGIBC; i• Analysis vs. Allowable Stress (psi) and Deflection (in) using NDS 2001: Criterion Analysis Value Design Value Anal esiqn -Sheeir fv 46 Fv' = 170` fv Fv''= 0.27 -Bending(+) fb =• 751 Fb' = 1350 fb/Fb'• = 0.56 Deac'I De.fl'ri 0.05 ='<t/999 Fcp' 625 - LivE! Defl'n 0.13= <L/999 0.37 = L/360 ,~ 0.34 Totl Defl'n 0.18 = L/735 0.55 = L/240 - 0.33:• ' 1D rnONAL DATA: DESION 'CL ACT S: F ! CD CM Ct CF Cfu Cr Cf rt. .:Ci Cn LC# Fb+ 1350 1.00 1.00 1:00 1•.000 ' 1.000 ' 1.00 '1 00 .1:00' 1.,00 =' F'. 2 Fv' 170 1:00 1.00 1.00 - - - - 1.00 1.00-1.00 Fcp' 625 - 1:.00 1.00 - _ - - 1.00' 1.00 E' ^1.6 million 1.00 1.00 - - - - 1.00•;1.00 , ' X2._4'" Bending(+): LC# 2 = D+L, M = 5.179 lbs -ft Sheaf" LC# 2.= D+L, V = 1883, V design 1612 lbs DefliCtion: LC# 2 = D+L EI= . 629e06 lb -int Total Deflection = 1.00(Dead-Load.Deflection) + Live Load Deflection. (DIdead L=live S=snow W -wind I=impact C -construction CLd=concentrated) -, (All LC's are listed in the Analysis'output) NOTES: Please verify that the default deflection limits are appropriate for your application. x ' Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. c •�� •l [ ` ' •` * -•, � RST'" J G , �- r• � Y. 5., � . • L �R OMPAPR �. COMPANY NY OJECT g < R.F. Structural Consultants, Inc. Smith Residence ..'Y ® 75-153 Merle Drive, Suite B RemodeVAddition , . -Wood V Y O 1 1\S ' ¢Palm Desert, CA 92211 Beam #38 -HDR between Master ' ' somv"sFOR WOOD oesiex' Apr. 7, 2006 11:34 Suite and Hallway `b Design Check Calculation Sheet r Sizer 2004a ` { c. _4 r ' LOAD:; ( lbs, pd, or pif) -1. �b Tributary Width (ft) 11` M UM 0' - Deali Analysis Value - � Type Distribution Magnitude'-. Location [ft] Pat= fv/Fv' = 0.15'. 210 T6ta1 Fb' = 1200 638' + Start End Start End tern 1.00 1.00 - .- - - 1.00 Y1.00 ,1:00 2 ELd3l 2 Dead Full Area 15.00 (4.00)NoDead Tota'1 Defl'n Len {th 0.26 L/240 1.00 r 1.00 ,. Fu11.Area 24.00 (9.00)* D+L, M = 838 lbs -ft No'; Sheaf LC# 2 = D+L, V 638;.V design,=. 527''lbs , Live Full Area 20.00 (4.00)* No' +, Tributary Width (ft) 11` M UM 0' - Deali Analysis Value - 428 _ 928 Live a,• 210 fv/Fv' = 0.15'. 210 T6ta1 Fb' = 1200 638' + 638 Bearipg: - 1.00 1.00 - .- - - 1.00 Y1.00 ,1:00 2 Live- Defl'n 2 - • `-' 2 LC number Tota'1 Defl'n Len {th 0.26 L/240 1.00 r 1.00 Timbersoft, D.Fir-L, No. 1, 6x6" Self Weight of 7.19 plf automatically included in loads; Lateral support: top= full, bottom= at supports; Load combinations: ICC -IBC x Analyjis vs. Allowable Stress (psi) and Deflection (in) using NDS 2001: Criterion Analysis Value - Design Value Anal sis/Desi n,.V Shea' r .-. fv.= 26.,.. Fv' = 170 fv/Fv' = 0.15'. Bending(+) -fb = 363 Fb' = 1200 fb/Fb' _- 0.3,0 .• Dead' Defl'n 0.02 = <L/999 Fv' 170 1.00 1.00 1.00 - .- - - 1.00 Y1.00 ,1:00 2 Live- Defl'n 0.01'= <L/999 0.17 L/360 0.06 Tota'1 Defl'n 0.03 = <L/999. 0.26 L/240 '0.13 ADDITIONAL DATA, FACTORS: F CD CM Ct • CL '-CF Cfu Cr Cfrt Ci Cn LC#� •_ Fb'+ 1200 1.00 1.00 1,00 1.000 1.000 1.00 1.00 1.00 1.00'. 2 ' Fv' 170 1.00 1.00 1.00 - .- - - 1.00 Y1.00 ,1:00 2 Fcp' 625 - 1.00' 1.00 - - - -- 1.00 1.00 E' 1.6 million 1.00 1.00 - - - -- 1",00 °1.00 2- ' ,. Bending(+): LC# 2 s D+L, M = 838 lbs -ft Sheaf LC# 2 = D+L, V 638;.V design,=. 527''lbs , y Deflection: LC# 2 D+L . EI= 122e06 lb-in2' Total�'Deflection = 1.00(Dead Load Deflection) + Live Load'Deflection. (D,aFdead .L=live n S=snow W=wind I=impact C=ConstructioCLd=concentrated) , ,(All LC's are listed in the Anal Analysis output) DESIGN NOTES: 1. Pleaie verify.that the default deflection limits are appropriate for your application. 2. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1.10 ~Y' •3 :Al Y' f n is ~~6�1.� �� aY•t 4'��i.}, f' � "�\,.y� �� .� 1 .p Sn �.• l- ' - K v. � y !# iii d. , R { rte•�h }y. i r fi.y . SA IF R.F.'ISTRUCTURAL CONSULTANTS, INC. Title: Job:# z/ N 75-1,53 MERLE DRIVE Dsgnr: Date: 9:30AM, '25 APR 06: 3 9 SUITE B Description: PALM DESERT, CA 92211 Scope 7601836-1000 Rev: ,550100 User. KW -0604868, Ver 5.5.0, 25 -Sep -2001 Steel Beam Design Page 1 (c)1933-2001 ENERCALC Engineering Software Description BEAM #39 - STEEL BM BETWEEN DEN AND GREAT ROOM General Information Steel Section: W18X71 1Pinned-Pinned Center Span Left Cant. Right Cant Lu : Unbraced Length 34.00 ft 0.00 ft 0.00 ft 0.00 ft Calculations are designed to RISC 9th Edition ASD and 1997 UBC Requirements Fy 36.00ksi Load Duration Factor 1.00 Bm Wt. Added to Loads Elastic Modulus 29,000.0 ksi LL & ST Act Together Distributed Loads DL LL LL+ST ( #1 #2 #3' #4 #5 #6 #7 I DL 0.336 0.072 0.200 0.100 Cants k/ft LL 0.280 0.060 0.170 0.090 k/ft ST Max. M - -0.00 k/ft j Start Location 10.500 17.000 Max. M @ Left ft 1 End Location 34.000 10.500 17.600 34.000 ft Point Loads k -ft #1 #2 #3 #4 #5 #6 #7 Dead Load 3.500 Shear @ Right 18.36 k 10.58 k Live Load 2.650 k Center Defl. -1.068 in k -1.068 Short Term 0.000 0.000 in Left Cant Defl k 0.000 Location 17.000 0.000 0.000 0.000 in ft 0.000 in Summary 0.000 0.000 0.000 Beam OK ...Query Defl @ 0.000 ft 0.000 0.000 Static Load Case Governs Stress i Using: W18X71 section, Span = 34.00ft, Fy = 36.Oksi Reaction @ Left 18.16 " End Fixity = Pinned -Pinned, Lu = 0.00ft, LDF = 1.000 k Reaction @ Rt 18.36 10.58 Actual Allowable k Moment 185.396 k -ft 250.850 k -ft Max. Deflection -1.068 in fb : Bending Stress 17.560 ksi 23.760 ksi Length/DL Defl 663.5: 1 fb / Fb 0.739 :1 Length/(DL+LL Defl) 382.1: 1 Shear 18.357 k 131.654 k N : Shear Stress 2.008 ksi 14.400 ksi fv / Fv 0.139 :1 Force & Stress Summary Fa calc'd per 1.5-1, K•L/r < Cc 1 Beam Passes 1.5.1.4.1, Para 1, 2, 4, & 5, Fb = 0.66 Fy «- These columns are Dead + Live Load placed as noted ->> DL LL LL+ST LL LL+ST Maximum Only 0 Center 65 Center Cants Cants Max. M + 185.40 k -ft 106.66 185.40 k -ft Max. M - -0.00 -0.00 k -ft Max. M @ Left k -ft Max. M @ Right k -ft Shear @ Left 18.16 k 10.50 18.16 k Shear @ Right 18.36 k 10.58 18.36 k Center Defl. -1.068 in -0.615 -1.068 -1.068 0.000 0.000 in Left Cant Defl 0.000in 0.000 0.000 0.000 0.000 0.000 in Right Cant Defl 0.000 in 0.000 0.000 0.000 0.000 0.000 in ...Query Defl @ 0.000 ft 0.000 0.000 0.000 0.000 0.000 in Reaction @ Left 18.16 10.50 18.16 18.16 k Reaction @ Rt 18.36 10.58 18.36 18.36 k Fa calc'd per 1.5-1, K•L/r < Cc 1 Beam Passes 1.5.1.4.1, Para 1, 2, 4, & 5, Fb = 0.66 Fy I R.F. STRUCTURAL CONSULTANTS, INC. Tide 75-153 MERLE DRIVE Dsgnr: r TDescription SUITE B PALIyI DESERT, CA 92211 Scope 7604136-1000 Rev: 550100 User M-0604868, Ver 5.5.0. 25 -Sep -2001 Steel Beam Design (c)19E3-2001 ENERCALC Engineering Software Joe# L 77 Date: 9:30AM, 25 APR 06 '3 Page 2 i R.F. STRUCTURAL CONSULTANTS, INC. Tide: Job # 7 'l y j j 75-1.153 MERLE DRIVE Dsgnr: Date: 9:35AM, 25 APR 06 n 3 '-'C-- Description : 7 SUITE El Dead Load 10.58 k PALMA DESERT, CA 92211 Scoff : Live Load ' 760636-1000 Ecc. for Y -Y Axis Moments 0.000 in LRev: 550100 User.KW-06W68,Ver5.5.0,25-Sep-2001 Steel Column Page 1 (c)19f13 2001 ENERCALC Engineering Software Cm:x DL+LL+ST 0.85 Summary De,;cription STEEL COLUMN TO SUPPORT BEAM #39 I F'ey : DL+LL+ST ' General Information Calculations are designed to AISC 9th Edition ASD and 1997 UBC Requirements Steel Section P4STD Fy 36.00 ksi X -X Sidesway : Sway Allowed ' Unbraced Lengths: X -X = Duration Factor 1.330 Y -Y Sidesway : Sway Allowed Column Height 9.000 ft Elastic Modulus 29,000.00 ksi Combined Stress Ratios ' End Fixity Fix -Free X -X Unbraced 9.000 It Kxx 1.000 Live & Short Terre Loads Combined Y -Y Unbraced 9.000 ft Kyy 1.000 ' I L02iQs 23.76 ksi 23.76 ksi 0.00 ksi 0.00 ksi 23.76 ksi 0.00 ksi 31.60 ksi 0.00 ksi Axial Load... Dead Load 10.58 k Ecc. for X -X Axis Moments 0.000 in Live Load 8.00 k Ecc. for Y -Y Axis Moments 0.000 in ' ShortTerm Load k ' F'ex : DL+LL+ST 38,836 psi Cm:x DL+LL+ST 0.85 Summary 1.75 F'ey : DL+LL+ST 38,836 psi Column Design OK Section : P4STD, Height= 9.00ft, Axial Loads: DL= 10.58, LL= 8.00, ST= 0.00k, Ecc. = 0.000in ' Unbraced Lengths: X -X = 9.00ft, Y -Y = 9-00ft 0.000 ft ' Section Properties P4STD Combined Stress Ratios Dead Live DL + LL DL + ST + (LL if Chosen) AISC Formula H1 -1 0.2051 0.1551 0.3602 0.2708 AISC Formula H1 - 2 0.1545 0.1168 0.2714 0.2040 AISC Formula H1 - 3 S-xx 3.213 in3 Thickness ' XX Axis : Fa calc'd per 1.5-1, K*Ur < Cc S-yy 3.213 in3 YY Axis Fa calc'd per 1.5-1 K*Ur < Cc r -)(x 1.510 in Stresses r-yy 1.510 in Allowable & Actual Stresses Dead Live DL + LL DL + Short Fa: Allowable 16.27 ksi 16.27 ksi 16.27 ksi 21.64 ksi fa : Actual 3.34 ksi 2.52 ksi 5.86 ksi 5.86 ksi ' Fb:xx : Allow [F3.1] 23.76 ksi 23.76 ksi 23.76 ksi 31.60 ksi i 1b: xx Actual 0.00 ksi 0.00 ksi 0.00 ksi 0.00 ksi Fb:yy : Allow [F3.1] fb : yy Actual 23.76 ksi 23.76 ksi 0.00 ksi 0.00 ksi 23.76 ksi 0.00 ksi 31.60 ksi 0.00 ksi [Arialysis Values Fax: DL+LL 29,200 psi Cm:x DL+LL 0.85 Cb:x DL+LL 1.75 F'ey : DL+LL 29,200 psi Cm:y DL+LL 0.85 Cb:y DL+LL 1.75 ' F'ex : DL+LL+ST 38,836 psi Cm:x DL+LL+ST 0.85 Cb:x DL+LL+ST 1.75 F'ey : DL+LL+ST 38,836 psi Cm:y DL+LL+ST 0.85 Cb:y DL+LL+ST 1.75 Max X -X Axis Deflection 0.000 in at 0.000 It Max Y -Y Axis Deflection 0.000 in at 0.000 ft ' Section Properties P4STD Diameter 4.50 in Weight 10.77 #!ft I-xx 7.23 in4 Area 3.17 in2 I-yy 7.23 in4 ' S-xx 3.213 in3 Thickness 0.237 in S-yy 3.213 in3 r -)(x 1.510 in I it r-yy 1.510 in COMPANY e: PROJECT R.F. Structural Consultants, Inc. Smith Residence ® 75-153 Merle Drive, Suite B Remodel/Addition Z. , WoodWorks ` ; Palm Desert, CA 92211 " ., r Beam #40 - Drop BM behind Stairs ' iikk SORWAFFFOR WOOD DESIGN ; ` Apr, 24, 200616:53 • a Tower , z Design. Check Calculation Sheet Sizer 2004a LOADS ( lbs, psf, or plf iF *Tribv.tary Width.(ft) 1AXINIUM REACTIONS (Ibs) and BEARING LENGTHS (in) : Dea11 Anal sis.Value Design Value 1562 Type,. Distribution Magnitude Location [ft].•Pat- 1000 s . . u 1000 To 'l 2562 n rr'; 2562 Beariiig: <L/999 .J - Y' y. 2 LC number Liven Defl'n Len 1.h Start End Start' End tern 1.00 t . ` Load L/654 Dead " Full,Area 24:00(10.00)* « , :"•, „•,,,''' `No Shear LC# 2 = D+L, V_ _ 2562, V design _, - 2156 lbs Live Full Area 20.00(10.00)* No Total,} Deflection= 1.00 (Dead Load Deflection) + Live Load Deflection.,-, Dead Full Area 15.00:(4.00)* No in the Analysis output) «' *Tribv.tary Width.(ft) 1AXINIUM REACTIONS (Ibs) and BEARING LENGTHS (in) : Dea11 Anal sis.Value Design Value 1562 n ` .0 s.. 1562 Live[ fv/Fv' :;" 0`.36 1000 s . . u 1000 To 'l 2562 n rr'; 2562 Beariiig: <L/999 2, - Y' y. 2 LC number Liven Defl'n Len 1.h <L/999 1.00 - . 1.00 Timber -soft, D.Fir-L, No. 1, 6x10" Self Weight of 12.41 plf automatically included in loads;y , Lateral support: top= full, bottom= at supports; Load combinations: ICC -IBC; is vs. Allowable Stress (psi) and Deflection (in) using Nos 2001 " , • { Criterion Anal sis.Value Design Value Analysis/Design y " - • 4, :_ G Shear fv'= 62 Fv' 170 fv/Fv' :;" 0`.36 Bending(+) fb = 929 Fb' 1350 fb/Fb 0.69 1.00 1.00 1.000 1.000 1.00 1.00. 1.00 1.00 - 2 De.adj Defl'n 0.11 = <L/999 1.00 1.00 - - - - 1.00 .'P.00 1.00 2. Y4 Liven Defl'n 0.07 = <L/999 0.33 = 1/360 + 0.21 t . Total Defl'n 0.18 = L/654 0.50 = L/240 0.37 « , :"•, „•,,,''' ADDITIONAL DATA:.. FACTORS: F CD CM Ct CL CF Cfu Cr- Cfrt jCi Cn°i'tc#M, ' Fb'+ 1350 1.00 1.00 1.00 1.000 1.000 1.00 1.00. 1.00 1.00 - 2 FV 170 1..00 ' 1.00 1.00 - - - - 1.00 .'P.00 1.00 2. Fcp'+ 625 - 1.00 1.00 - - - -. .1.00 1.00 .E' , 1.6 million 1.00„ 1.00 - -. - - 1.00 1.00 - 2 a t . Bending (+) LC# 2 = D+L, ,M =', 6405 lbs -ft Shear LC# 2 = D+L, V_ _ 2562, V design _, - 2156 lbs Deflection: LC# 2 = D+L Ei= 629e06 lb -int > '. `°• Total,} Deflection= 1.00 (Dead Load Deflection) + Live Load Deflection.,-, (D=dead L=live S=snow .W=wind I=impact• C=construction CLd=concentrated (A11 LC'S are listed in the Analysis output) «' _ DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application: 2. Sawri'lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1.00 . + - • _ C^. , , ; tee. l • ' i r _ ` lQ d s. + •t c - 1 y ;.sr J r i. '. h 7 , Analysis/Design I . t .' COMPANY PROJECT " , Wotl Wo ks RY Structural Consuttants, Inc. 75-153 Merle Drive, Suite B Smith Residence Remodel/Addition p o® r Palm Desert, CA 92211. Beam #41 Drop BM at Rear of Start End titipSOFrwARE FOR WOOD OFSfON Apr. 25, 2006 11:59 ; Foyer'' .- { Load4ji 2 Dead Design Check Calculation Sheet 1575 Sizer 2004a No LOADS ( lbs, psf, or plf) d .. ^ ` t: y `• - , *Tribiitary Width (ft) MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS (in) : • 1. it 0. 0. _ j c ' ' Y T v 4 z...:...'r;L + ' ' w 'vs ` •i 'SY ^R`!^, f yv 13, Deal, -3 Load Analysis/Design Type• Distribution Magnitude Location [ft] Pat- zT ' 2253 p k Bearing: . Start End Start End tern' { Load4ji 2 Dead Point 1575 4.00 No 1.00 Load5] 0.34 = Live Point 1000. 4.00 No Load311[[ Dead Full Area 15.00 (4.00)* No *Tribiitary Width (ft) MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS (in) : • 1. it 0. 0. _ j c ' ' Y T v 4 z...:...'r;L + ' ' w 'vs ` •i 'SY ^R`!^, f yv 13, Deal, -3 1561 Analysis/Design 955 Live 692 t J Y 308 Total 2253 ' 1263 Bearing: . Dead:` Defl'n 0.23 = L/667 LC n'iunber 2 s" a 2 Len 'th 1-001 0.23 1.00 Timber -soft, D.Fir-L, No. L_A_S E ,'. 6 'XI 2_ Self Weight of 12.41 plf automatically included in loads; Lateral support: top= full, bottom= at supports; Load combinations: ICC -IBC; ` Analyli Lis vs. Allowable Stress (psi) and Deflection (in) using Nos 2001: Criterion Analysis Value Design Value Analysis/Design Y<.' '_ • • ; -Shear fv = 63Fv' = 170 fv/Fv' = 0.37 Bending (+) fb = 1223 Fb' = 1350 fb-/Fb' = 0.91 . Dead:` Defl'n 0.23 = L/667 .:. • - ,_ Lived Defl'n 0.10 = <L/999 0.43 = L/360' 0.23 .' Tot:l Defl'n . 0.34 = L/465 0.65 = L/240 -0.'52 ADDI1fIONAL DATA: FACTORS: F CD CM Ct CL CF Cfu Cr Cfrt Ci Cn LC#, _ + Fb'+ 1350 1,00 1.00 1.00 1.000 1.000 1.00 1.00 '1.00 '1.00 - 2 ' Fv' 170 1.00 1.00 1,00 - - - - 1:00 1.00 1.00 2 Fcp' 625 - 1.00 1.00 - - - - 1.00 1.00 E' 1.6 million 1.00 1.00 - - - 1.00 1.00 ' _ ` 2 r `-A + f ra y, f Bending(+): LC# 2 = D+L, M = 8433 lbs -ft Shea, LC# 2 = D+L, V =• 2253, V design = 2196 lbs Deflibction: LC# 2 = D+L EI= 629e06 lb -int { + Total- Deflection = 1.00(Dead Load Deflection) + Live Load Deflection. •" ` (Dtdead L=live S=snow W=wind I=impact C=construction CLd=concentrated) (A"F1•LC's are listed in the Analysis output) r $ t DES143N NOTES: 1. Please verify that the default deflection limits are appropriate for your application. ' 2. Sawii lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1_ ' Y, a `• .. - . f . ,_ " ., r - - t^ tF ,•°'` "[0 °4i « i .' ICY w,i yt `^ • ' 1. { ° .,'n ,+ ° y+ .. ' it •y fU F.,F:{ k.•,. 4 z., • ~ ` -NU Anal sis/Desi Type. Distribution COMPANY R.F. Structural Consultants, Inc. PROJECT slJ q Smith Residence:, Pat- Total ~ 75.153 Merle Drive, Suite B RemodellAddition ,, Bearing: 1350 WoodWorks' Palm Desert, CA 92211 Beam #42 Drop BM atrRear of, , 'LV SOFTWAREFoe.WOOD DESIGN Apr. 25, 2006 08:03- - Stairs Tower • « •, { Full Area 24.00 (8.00)* '1.00 No ` ' Design Check Calculation Sheet. Load2 L/790 Sizer 2004a .! , Full Area LOADS. ! fibs, psf, or pif) *Tribu1 +tary Width (ft) + , 11y , r MAXIMUM REACTIONS (lbs) and BEARING LENGTHS (in) : ti 10' Dean Load Anal sis/Desi Type. Distribution Magnitude Location [ft) Pat- Total 2122 - Bearing: 1350 Start End Start' End tern <L/999 Loadl 2 Dead Full Area 24.00 (8.00)* '1.00 No ` Total Defl'n Load2 L/790 Live' Full Area 20.00 (8.00)* No , Load3 Dead Full Area 15.00 (9.00)* No. *Tribu1 +tary Width (ft) + , 11y , r MAXIMUM REACTIONS (lbs) and BEARING LENGTHS (in) : ti 10' Dean 1322 Anal sis/Desi 1322 Livi 800 „ 800 Total 2122 - 2122 Bearing: 1350 fb/Fb' _, .0.57 Dead. Defl'n 0.09 = <L/999 LC namber.• 2 t ,' - 2 Length '1.00 1,00 ' Timber -soft, D.Fir-L, No.1, 6x'10" Self Weight of 12.41 plf automatically included in loads; Lateral support: top= full, bottom= at supports; Load combinations: ICGIBC; Analysis vs. Allowable Stress (psi) and Deflection (in) using NOS 2001: Criterion Analysis Value Desi n Value Anal sis/Desi Shear fv 51 Fv' = 170.. fv/Fv' = 0.30 Bending (+) fb - 770` Fb' 1350 fb/Fb' _, .0.57 Dead. Defl'n 0.09 = <L/999 Liven Defl'n 0.06 = <L/999 0.33 = L/360 0.17' Total Defl'n 0.15 = L/790 0.50 = L/.240 0.30 ADDITIONAL DATA: a , i FACTORS: F CD CM Ct CL, CF. Cfu Cr Cfrt Ci Cn `LC# Fb'+ 1350 1.00. 1.00 1.00 -1.000 1.000 1.00 1.00 1.00 1.00 - 2 Fv170 1.00 1.00 1.00. - - - -_1.00 '1.00 1.00' 2' FCp' 625 1.00 .00 - - - 1.00 , 1.00' - - r 4 . 4, 1' E' 1.6 million 1.00 1.00 - - - - 11.00 1.00 - 2. + t Bend.ng (+) : LC# 2 = D+L, M = 5305 lbs -ft Shear LC# 2 = D+L, V = 2122, V design .1786 lbs , F, Deflection: LC# 2 = D+L • EI= ' 629e06 lb -int Total Deflection = 1.00(Dead Load Deflection) + Live Load Deflection: (D'Fdead L=live S=snow W=wind I=impact C=construction 'CLd=concentrated) (All LC's are listed in the Analysis output) DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. • ' = s 2. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1_ F • , C. 7.+ y - ^ ° , - - p 'i { . Y4 • Y xr''" '..I+ „' .t, , ' i ; ^ (, 4h `.'x, ¢ Sf "Rktrr , a :4 .f \ ,COMPANY, PROJECT' ® R.F. Structural Consultants, Inc. Smith Residence G; ` 75=153 Merle Drive, Suite B Remodel/Addition s 3 Wo'dWor o k s ' Palm Desert, CA 92211 Beam #43 - Drop BM at Rear of 1 SOFFWARE FOR WOOD DES/CN Apr. 26, 2.006 09:12 - ''J Foyer: f ` Design_ Check Calculation Sheet 1r Sizer 2004a ,' :' [ * • ` s , , LOADS ( lbs, psf, or plf) ` Load Type, Distribution Magnitude .Start" End Location [ft] Start End Pat- tern Load3 TY ?2 Dead Full Area-• 15.00 (4:00)* 3696 No Load2l y .. Dead Point •1325 '1.50. No Load4 ` Constr Point 800 .. 1.50 No Loads 0.63 = Dead Point ,1675 6:75 No Load6 - 2 Constr Point 1275 6.75. , - No *Tribiiiitary Width (ft) "! MAXINIUM REACTIONS (lbs) and BEARING LENGTHS, (in),: 0' 12'-6" Deaii Analysis Value Desi n- Value Anal sis/Desi n 2405 ^# 1532 Live F y '.a TY ?2 fe ' < 3^{r `' •N Fb' = 3696 _ _ hX.A' .wJ y .. L/876 Fv' 170 1.25 LC number 2 ` 2 0' 12'-6" Deaii Analysis Value Desi n- Value Anal sis/Desi n 2405 y -• 1532 Live X212 1290 Y 785 Tot:;1 Fb' = 3696 fb/Fb' 2317 Bearing: L/876 Fv' 170 1.25 LC number 2 ` 2 Len lt:h 1.08 a A' 1.00 Timber -soft, D.Fir-L, No. 1, 6x12" 1: Self Weight of 15.02 ptf automatically 'included in' loads, ; Lateral support: top= full, bottom= at supports; Load combinations: ICC -IBC ' Analysis vs. Allowable Stress (psi) and Deflection (in) using NDS 2001: y Criterion Analysis Value Desi n- Value Anal sis/Desi n Shear fv 86 Fv' _ X212 fv Fv' _ 0:40 . Bend''.ing(+) fb = 1196 Fb' = 1687 fb/Fb' Deadf Defl''n 0:17 = L/876 Fv' 170 1.25 Livej Defl'n 0.10 = <L/999 0.42 = L/360 0.23 r Totall Defl'n 0.27 = L/558 0.63 = L/240 0:43. ADDITIONAL DATA: FACTOR'S: F CD CM Ct CL" CF Cfu - cr Cfrt' Ci Cn+ LC#1' a •F Fb'+ 1350 1.25 1.00 1.00 1.000, .1.000 1.00, 1'.00 1.00 1.00 Fv' 170 1.25 1.00 1.00 - - - -, ' 1.00 '1.00, 1.00 2 Fcp' 625 ' - 1.00 1.00 - - '- - 1.00 '1.00 E' • 1.6 million 1.00 • 1.00 - '- - - 1:00 1.00 . - 2 } Bending(+): LC# 2 = D+C, M = 12080 lbs -ft • ` Shear LC# 2 = D+C, V = 3696, V design ,' 3624 lbs" Deflection: LC# 2 = D+C EI=1115e06 lb -int .. TotaDeflection = 1.00(Dead.Load Deflection) + Live Load Deflection. (Didead L=live S=snow W=wind I=impact 'C=construction CLd=concentrated). (All .LC's are listed in the Analysis output), DESIGN NOTES: 1: Please verify that the default deflection limits are appropriate for your application. 2. Sawn" lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. -•_ - . - .. '. w. a a '. I! Oji:,. .[: r .y '' .. His Yr . .. - • COMPANY PROJECT Structural Consultants, Inc. Smith Residence T% WoodWorkso 75-153 Merle Drive, Suite B RemodeVAddition y Palm Desert, CA 92211 Beam #44 - Drop BM between II[ SOFTWARE FOR WOOD DESIGN - Apr. 25, 2006 12:37 - Kitchen and Foyer _ IFS Design Check Calculation Sheet Sizer 2004a , OAI ( Ibs, psf, or pif ) Load 4134 Type Distribution Magnitude Start End Location [ft] Start End Pat - tern Loadl Dead Partial Area 24.00(20:50)* 0.00 1.00 No Load2 Live Partial Area 20.00(20.50)* 0.00 1.00 No- Load3 Dead Point 625 1.00 No Load4 Live Point 525 1.00 No Load? Dead Point 1075 3.00 No Load8 Live Point 450 3.00 No Load9 Dead Partial Area 24.00(10.00)* 3.00 11.25 No Loadl(I, Live Partial Area 20.00(10.00)* 3.00 11.25 No Loadl7. Dead Full Area 15.00 (6.00)* No Loadl ' Dead Partial Area 24.00(25.50)* 1.00 3.00 No Loadl'I ILive Partial Area 20.00(25.50)* ' 1.00 3.00 No 1L1UUldLy W1U111 SLC.) MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS (in) : 4. II 0' 11'-3" Deaii 4134 Analysis/Design 2409 Livii 2644 - 1411 Tot'l 6778 fb = 3821 Bearing: 2400 fb/Fb' = 0.55 Dead Defl'n 2 L/879 2 LC niumber Len *,.h 2.65 0.09 = 1.49 IR. } Glulam-Unbal., West Species, 24F -1.7E WS, 5-1/8x12" W 1 S %f/ND A0 Self Weight of 11.99 plf automatically included in loads;19c-p- Lateral support: top= full, bottom= at supports; Load combinations: ICC -IBC; Analysis vs. Allowable Stress (psi) and Deflection (in) using NDS 2001: Criterion Analysis value Design Value Analysis/Design Shear fv = 14.1 Fv' = 190 fv/Fv' = 0.74 Bending(+) fb = 1314 Fb' = 2400 fb/Fb' = 0.55 Dead Defl'n 0.15 = L/879 Livet Defl'n 0.09 = <L/999 0.38 = L/360 0.24 Total Defl'n 0.24 = L/553 0.56 = L/240 0.43 ADDITIONAL DATA: FACTORS: F CD CM Ct CL CV Cfu Cr Cfrt Notes Cn LC# Fb'+ 2400 1.00 1.00 1.00 1.000 1.000 1:00, 1.00. 1.00 1.00 - 2 ' Fv' 190 1.00 1.00 1.00 - - - - 1.00 1.00 1.00 2 1 Fcp' 500 - 1.00 1.00 - - - - 1.00 - - - E' 1.7 million 1.00 1.00 - - - - 1.00 - - 2 Bending(+): LC# 2 = D+L, M = 13465 lbs -ft Shear;) LC# 2 = D+L, V = 6778, V design = 5794 lbs Deflection: LC# 2 = D+L EI= 1255e06 lb -int TotaitDeflection = 1.00(Dead Load Deflection) + Live Load Deflection. (D=dead L=live S=snow W=wind I=impact C=construction- CLd=concentrated) (All LC's are listed in the Analysis output) IF DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. Glulaim design values are for materials conforming to AITC 117-2001 and manufactured in accordance with ANSI/AITC A190.1-1992 . 3. GLULAM: bxd = actual breadth x actual depth. ' 4. Glulaim Beams shall be laterally supported according to the provisions of NDS Clause 3.3.3. ' 5. GLUTAM: bearing length based on smaller of Fcp(tension), Fcp(comp'n). ` r • , .l of r• , '• + COMPANY PROJECT / L, ® R.F. Structural Consultants, Inc. Smith Residence JJ5 WoodWorks 75-153 Merle Drive, Suite B Beam #45 Typ Palm Desert, CA 92211 Beam #45 - Typ Hip em at Stairs .SOFTWARE FOR WOOD DEVC.N Mar. 28, 2006 08:31 Tower Design Check Calculation Sheet Sizer 2004a LOADIS ( Ibs, psf, or plf ) MAXIMUM REQ I, 0' ,TIONS (lbs) and BEARING LENGTHS (in) : e? : t 'a - . # , w X* .R tA.tds, ?a s `c a-q ' ? i•t, °°' . "` `r i 4.: 7' Dead Type Distribution Magnitude Location [ft] Pat - Eoad 233 Total Start End Start End tern Bearing: Dead Triangular 0.0 120.0 0.00 7.00 No Live ITriangular 0.0 100.0 0.00 7.00 No MAXIMUM REQ I, 0' ,TIONS (lbs) and BEARING LENGTHS (in) : e? : t 'a - . # , w X* .R tA.tds, ?a s `c a-q ' ? i•t, °°' . "` `r i 4.: 7' Dead 150 Anal Design 290 Live 117 = 233 Total 267 fb = 524 Bearing: 1350 fb/Fb' = 0.88 Dead Defl'n LC number 2 2 Length 1.00 0.14 = 1.00 Lumber -soft, D.F.ir-L, No.2,,4x4-' V`5 C -- Self Self Weight of 2.91 plf automatically included in loads; Lateral support: top= full, bottom= at supports; Load combinations: ICC -IBC; Analysis vs. Allowable Stress (psi) and Deflection (in) using NDS 2001: Criterion Analysis Value Desi n Value Anal Design SheZLr fv = 56 = 180 fv/Fv' = 0.31 Bending(+) fb = 1184 Fb' = 1350 fb/Fb' = 0.88 Dead Defl'n 0.17 = L/494 Live Defl'n 0.14 = L/622 0.23 = L/360 0.58 Toted Defl'n 0.30 = L/275 0.35 = L/240 0.87 ADDrnONAL DATA: FACTORS: F CD CM Ct CL CF Cfu Cr Cfrt Ci Cn LC# Fb'+f 900 1.00 1.00 .1.00 1.000 1.500 1.00 1.00 1.00 1.00 - 2 Fv' 180 1.00 1.00 1.00 - - - - 1.00 1.00 1.00 2 Fcp',i 625 - 1.00 1.00 - - - - 1.00 1.00 - - E' 1.6 million 1.00 1.00 - - - - 1.00 1.00 - 2 Bending(+): LC# 2 = D+L, M = 705 lbs -ft Shear : LC# 2 = D+L, V = 524, V design = 461 lbs Deflection: LC# 2 = D+L EI= 20eO6 lb-in2 Total Deflection = 1.00(Dead Load Deflection) + Live Load Deflection. (D=dead L=live S=snow W=wind I=impact C=construction CLd=concentrated) (All LC's are listed in the Analysis output) DESIGN NOTES: 1. Plezise verify that the default deflection limits are appropriate for your application. 2. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. Load Analysis Value Type -Distribution t" COMPANY' PROJECT I Loadl; ` a (D wo6idWorkS R.F., Structural"Consultants, Inc. 75-153 Merle Drive, Suite'B Smith Residence Remodel/Addition /6 r No, , ;+, Palm -Desert, CA 92211 Beam #46 - HDR at Left of Master Partial Area 20.00(4.50)* SOFTWAREFORWOOD. DESIGN. .r .. . { •• •;• Apr. ,11;. 2006 10:30 Bath`.,. ••} .i ••' 2 Dead Ij F 750 1.00 No' Load4 4, Design Check Calculation. Sheet ' Live Point Sizer 2004a" 1.00 .,No. Load5 Defiection:' LC.# 2 Lo", DS f, lbs, psf, or plf) 24.00 (8.00)* ;1.00 3.50 No, Load Analysis Value Type -Distribution Magnitude Start End_ Location [ft] Start: End Pat-. 7tern, Loadl; ` Dead'- Partial Area 24.00'(4.50)* 0.00 1:00' No, Load2 ,; Live Partial Area 20.00(4.50)* 0.00 > '1:00 No Load3 2 Dead Point 750 1.00 No' Load4 1.00 Live Point 625 1.00 .,No. Load5 Defiection:' LC.# 2 Dead Partial Area 24.00 (8.00)* ;1.00 3.50 No, Load6, Live Partial Area:, lFuilArea 20.00 (8.00) * 1'.00 -Y 3.50. No Load7i Dead' 15.00 (5.00)* No` *Tributary Width (ft) y Dead Analysis Value 944 + p` 682 Lite fv.__. 73.. 666 ` 949 Total Fb' 1200 1610 1.00. 1.00.: - - - - 1.00 1.,00 1131 Bearing Fcp' 625 - 1.00. 1.00 - - - - 1,00 1:00 - Live De-fl'n LC r'umber 0.12 = L/360 2 ` 4 " 2 Lencjth 0.17 L/240 1.00 ' y 1.00 Timber -soft, D.Fir-L, No. 1, 6x6" Self Weight of 7.19 ptf automatically included in loads;, ' Lateral support: top= full, bottom= at supports; Load combinations: ICC -IBC, Analysis vs. Allowable Stress (psi) and Deflection (iny using kDs 200 Cr.Lterion Analysis Value Design Value Anal sis/Desi -n `- f-.. •, ..': " . ;',: -"K .t-`'. a Sheiir fv.__. 73.. Fv' = 170, fv Fv' = 0:93 Beniing(+) fb = 636 Fb' 1200 fb/Fb' _., 0:53 1.00. 1.00.: - - - - 1.00 1.,00 Dead Defl'n 0.01 <L/999 Fcp' 625 - 1.00. 1.00 - - - - 1,00 1:00 - Live De-fl'n 0.01 _ <L/999. 0.12 = L/360 7' 0.09,, r Fti. Tot31 Defl'n 0.02 _ <L/999 0.17 L/240 0.19 Bending(+): LC# 2 = ADDITIONAL DATA: " FACTORS: F CD CM Ct "' CL CF Cfu Cr " Cfrt 'Ci Cn-.' ; L_C# Fb'+ 120.0 1.00 1.00 1.00. 1.000 1.000 1.00 1:00 1.0o'-11.00 -t. 2 Ell ' 170 1.00 1.00. 1.00.: - - - - 1.00 1.,00 1.0.0 2,4. .'. Fcp' 625 - 1.00. 1.00 - - - - 1,00 1:00 - E' 1.6 million 1.00 1.00 - - *'= 1c;00 1.00 • -*+ '2; r Fti. Bending(+): LC# 2 = D+L, M = 1470 lbs -ft•. Shear LC# 2 D+L, V 1610, V design = 1477 lbs 7 Defiection:' LC.# 2 D+L ' EI= 1.22606 'lb -int Total Deflection 1.00(Dead Load, Deflection) + Live Load Deflection. (D ,-dead L=live S=snow w=wind' I=impact C=construction, CLd=concentrated)-' ' (All LC's are listed in`the.Analysis output) " DESIGN NOTES: 1. Ple ise verify that the default deflection limits are appropriate for your application 2. Salim lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1 ' u ' ! l Y -% 1 ' t 1. Fi JTZ'. .L . • i "F a•, - 40. ti- 'Y,•.. „ }' -i 'i .ter ;. COMPANY' PROJECT R.F. Structural Consultants, Inc. Smith Residence- WoodWorks-® 75'153 Merle Drive, Suite B RemodeVAddition y ,t Palm Desert, CA 92211 Beam #47 Bin Bat Rear of - SOFrWARE FOR WOOD DEMN Mar. 28, 2.006 09:15 Stairs Tower- ',r ` t ) ..Design Check Calculation Sheet ' Sher 2004a ' LOAD:i ( lbs, psf, or plf) . r c . r , t.=4'+ *Tributary Width (ft) MAXINIUM REACTIONS (lbs) and BEARING LENGTHS (in) ' gg WRal ,,y , # 0' Deali Load Design Value Type Distribution Magnitude Location (ft] Pat-,' Total 1419 Bending(+) 1414 Beari'ag Fb' = Start` End Start End tern y' . Loadl 2 Dead Full Area 24.00 (4:00)-* 1.00 -No 0.31•= +" E' Load21 0.16 = Live Full Area 20.00 (9'.00)* 0.35!• No `- Load3 (+) LC# 2 = D+L, Dead Full Area 15.00 8:00)* Shear No V = 1414,- V design = 1223 lbs *Tributary Width (ft) MAXINIUM REACTIONS (lbs) and BEARING LENGTHS (in) ' gg WRal ,,y , # 0' Deali 1044. Design Value 1094 Livia 370 z.. ,< ,. ,t t• 370 Total 1419 Bending(+) 1414 Beari'ag Fb' = 1200 LC nunber - 2 ` - 2 Length* 1.00 Liveh Defl'n 1.00 ` Timber -soft, D.Fir-L, No. 1, 6x8" Self Weight of 9.8 plf automatically included in loads;' g. Lateral support: top= full, bottom= at supports, Load combinations: ICC-IBC;IV Analysis vs. Allowable Stress(psi) and Deflection in using NDS 2001: < r ••' . Criterion Analysis Value Design Value Analsis/Desi n jlr Shear _fv 44 FV ' = 170 fv/Fv' _ 0.26 Bending(+) fb 761 Fb' = 1200 fb/Fb' _ '0.63 Dead. Defl'n 0.12 = L/923 1.00 - - - = y' 1.00 1.00 1.00- <. 2 Liveh Defl'n 0.04 = <L/999 0.31•= L/3600.14 E' Total Defl'n 0.16 = L/681 0.46 = L/240 0.35!• ADDITIONAL DATA: r FACTOF S: F CD CM Ct CL CF ':' Cfu Cr'. Cfrt Ci Cn ` LC# " t, ' ' Fb'+ 1200 1.00 1.00 1:00 1.000 1.000 1:00 `1.00 1.00 '1.00 = 2 Fv' l 170 1.00. 1.00 1.00 - - - = y' 1.00 1.00 1.00- <. 2 Fcp' 625 - 1.00 1.00 1.00 1.00 E' 1.6 million 1.00 1.00 - - - - 1.00' 1.00 - 2'A`• ' Bending (+) LC# 2 = D+L, M = 3271 lbs -ft Shear LC# 2 = D+L, V = 1414,- V design = 1223 lbs DeflE:ction: LC# 2 = D+L EI= ' 309e06 lb -int Totaf Deflection = 1.00(Dead Load Deflection) + Live Load Deflection., (D Fdead L=live S=snow W=wind I=impact C=construction- CLd=concentrated) (All LC's are listed in.the Analysis output), DESIGN NOTES: a e 1. Please verify that the default deflection limits are appropriate for•your application. 2. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4:4.1. , ` •C ° w • a e• j, , `.,tom i'i t t _,. - y li' k COMPANY ° PROJECT s ,7 (, j:.. ` t® R.F. Structural Consultants, Inca 'Smith Residence; ` 75-153 Merle Drive, Suite B Remodel/Addition W6odWb.rk5*Palm Desert, CA 92211, ; Beam #48 - Drop Bm aYStairs Tower ' SOFTWARE FOR woodDESfGN Apr. 7, 2006 11:28, a . ? c Design Check Calculation Sheet r Sizer 2004a LOADS. ( lbs, psf, or plf) i a _ r' :;. • g"• i - i Load Ir. Type Distribution Magnitude 'Start End. Location [ft] Start End 'Pat - tern Loadl Fv' - Dead Full -.Area _24.00(10.00)* Tot(31 No - Load2 1350 Live-• Full Area' 20:00(10,00)* <L/999 No Load3 F• s. , r - ' r ` Dead Full Area 15.00 (8.00)* 0.31 = No L oad4 Total Defl'n Dead Point' 1050.,' _ 4 50 No ,r Load5 Live Point 400 4.50 No f It :ary Width -(ft) r , t UM REACTIONS (Ibs) and BEARING LENGTHS (in) n, t I I 1 11 1 - ., ti I a -3" Demi 2279 Anal sis Value .2245 Liv% 1130 ` + i 1120 Fv' - 170 " 3365 Tot(31 3409 F { 1350 IF Beara ng ; Deail Defl'n 0.08 = <L/999 LC nunber 2 F• s. , r - ' r ` 2 '1.00 Len 1. th 1.00 0.31 = L/360 Timber -soft, D.Fir-L, No. 1, 6x12" 'S ` Self Weight of 15.02 plf automatically included in loads' - Lateral support: top= full, bottom= at supports; Load combinations ICC4BC; is vs. Allowable Stress (psi) and Deflection (in) using NDS 2001: Criterion Anal sis Value Desi Value Anal sis/Desi n Shear fd = 68 Fv' - 170 fv Fv _ •. 0.40 Benciing(+) fb = 990 Fb'•= 1350 fb/Fbl 0.70.; Deail Defl'n 0.08 = <L/999 Livia Defl'n 0.04 = <L/999 0.31 = L/360 0.13 Total Defl'n 0.12 = L/910 1 0.46 = L/240 0...26 Fb'i Fv' Fcp' E' ' "Benc Shez Def] Totz (r 12. 1 1 1 k t ZONAL_ DATA: r L is F CD CM Ct CL CF' Cfu . Cfrt Ci Cn- LC# t 4- 14 • s 1350 1.00 1.00 1.00 1.000 1:000 1.00. ,Cr.00 1:00 1.00 2Q._i .170 1.00 1.00 1.00 - - - 1.00 -l.,0.0._ 1.00 •2 62511.00 1.00 - - s•' - - 1:00 1.00 -. 1.6 million 1.00 1.00. - - - - 1.00 1.00 ig(+): LC# 2 = D+L; M'= 9496 lbs -ft ; LC# 2 = D+L, :V = 3404, V design = 2853 lbs cion: LC# 2 D+L EI= 1115e06 lb -int v Deflection 1.00(Dead Load Deflection)'+ Live Load Deflection.`, F yr• iead L=live S=snow W=wind i=impact C=construction` CLd=concentrated) L LC's are listed in the Analysis output)-' w ?• s.' N NOTES: verify that the default deflection limits are appropriate for your application. lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. s ti •. y y PROJECt * 1 , R.F. Structural Consultants, Inc. , Smith Residence Wood\/1/o r ks c 75-153 Merle Drive, Suite B• Remodel/Addition St o ' i Palm Desert, CA 92211„ Beam #49 Drop Bm at Stairs Tower. .SOFnVARE FOR WOOD DESIGN - 'Mar. 28, 200609:24 'a Design Check Calculation Sheet Sizer 2004a LOADS{ ( lbs, psf, or plf) ' *Trib It ary- Wi th (ft) f `4 .{ . MAXIMUM REACTIONS fibs) and BEARING LENGTHS (in) n- _ . 9'-3,a Deaii Load - Type Distribution Magnitude Location [ft] Pat e 2392 , .2342 Bearing: l Start End Start' "End tern + t °L Loadl 2 1.00 Dead Full Area 24.00 (8.50)* 0.09 No :R 0.31 = s ►. 0.19 Load2 Live Full Area 20.00 (8.50)* 0.46 = No'" 0.29 LC# 2 D+L, Load3 Dead Full Area 15.00 (8.00)* V = 2342,•V design 1941 lbs" No ' *Trib It ary- Wi th (ft) f `4 .{ . MAXIMUM REACTIONS fibs) and BEARING LENGTHS (in) n- _ . 9'-3,a Deaii 1556y - } - 1556 Liv'(: 786. 4 r } 786 Total 2392 , .2342 Bearing: l Dead; Defl'n 0.09 LC number 2 j f ` 2 1.00 Len .h 1.00 Live Defl'n 0.09 'Timber-soft,D.Fir-L, No. 1, 6x10" h' Self Weight of 12.41 plf automatically included in loads; Lateral support: top= full, bottom= at supports; Load combinations: ICC -IBC; :is vs. Allowable Stress (psi) and Deflection (in) using NDS 200 Crikerion Analysis Value Design Value Analysis/Design % - Shear" fv 56 Fv' = 170 fv/Fv' = 0.33" X0.58 Bending(+) fb = 786 ;. Fb' = 1350 fb/Fb' _ 1.00 1.000 1.000 1.00 1.00 1.00 1.00 - l Dead; Defl'n 0.09 =.,<L/99911 '1.00 - - - - -,_1.00 1.00 •1.00 2 F * Fcp' ,^ Live Defl'n 0.09 = <L/999 0.31 = L/360 0.19 Total Defl'n 0.13 = L/836 0.46 = L/240 0.29 LC# 2 D+L, M = 5416 -ft -ADDI1rIONAL DATA: % - FACTORS: F CD CM Ct CL CF " Cfu Cr Cfrt Ci Cn . LC# J '• h' '"• Fb'+ 1350 1.00 1.00 1.00 1.000 1.000 1.00 1.00 1.00 1.00 - 2 Fv 170 1.00 •1.00 '1.00 - - - - -,_1.00 1.00 •1.00 2 Fcp' 625 - 1.00 1.00 _ .. - . - _ _ - '. 1.00 1.00 - +'2 E' 1.6 million 1.00. 1:00 - - - - 11.00 -1700 -lbs Ben ding(+): LC# 2 D+L, M = 5416 -ft t * - She a:F LC# 2 D+L, V = 2342,•V design 1941 lbs" Deflection: LC# 2 =-D+L. EI= 629e06 lb -int Total Deflection = 1.00(Dead Load Deflection) + Live'Load Deflection L (D .dead L=live S=snow W=wind I=impact C=construction CLd=concentrated) (A11 LC's are listed in the Analysis output) - k DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. SaA lumber bending members shall be laterally supported according to the provisions of NDS Clause 4,4.1:.,- K ..: A ., !. " '. •: _ tax •' . tai t a+:?4 . +' 9 s • IJ Load 1709 Type Distribution Magnitude Start End I Pat - tern COMPANY PROJECT Dead WoodWorks® 2425 R.F. Structural Consultants, Inc. 75-153 Merle Drive, Suite B Tq Smith Residence O Remodel/Addition, - UP Bearing: Palm Desert, CA 92211 Beam #50 - Flush Floor BM at"',,' SOFTWARE FOR WOOD DESIGN No Apr. 25, 2006 12:57 Storage Room, Dead Partial Area Design Check Calculation Sheet 7.00 11.75 m' Load6 0.35 = Sizer 20D4a . ; Partial Area 20.00(10.50)* LOADS, ( Ibs, psf, or pif ) Load? Dead Load 1709 Type Distribution Magnitude Start End Location [ft] Start End Pat - tern Load3 2002 Dead Point 2425 7.00 No Load4 Bearing: Live Point 1425 7.00 No Load5 0.13 = Dead Partial Area 24.00(10.50)* 7.00 11.75 No Load6 0.35 = Live Partial Area 20.00(10.50)* 7.00 11.75 No Load? Dead Partial Area 15.00(13.00)* 7.00 11.751 No Load8 Dead Point 625 8.00 No Load9 I ILive jPoint 1 525 8.00 1 No *Tributary Width (ft) iV MAXIMiUM REACTIONS (lbs) and BEARING LENGTHS (fn) -^.se- 'L .k uS.'N a"S.x:U i+ 3`o- . a YN.^..'t . `nF• .et . e 3 a 3tiiH ,Al:: ' )S. ' :s +-I PVY ..: A r F+.f +ce '. ? .L•.= Kll .Y f: • .fr. 4 AM a•2 u: Y:'FAa . x%u.:. :in.-. kK«M.sXn:ya"':'P'Y..vrJe'aro.n .A•..W.9£Y.. 3skKr3N :::'3SXn skim':3% ..att.w..JT:A. f2l/F9. a,•+ .`+v6✓nany..M. ! S#.:N:,ry .w..rYA;e. r,IM .4?[.h.Fx x4 }. 1'pR. . eCY t..u.. yiJ W3Y.%.YGo .u3f Xh4'K 5Lb1 ti',"Mb YbdY.lY4y8'. in -"FN h43 '.,Yv+w..A xaS`ci± 'FSSF i;. .: kv - S' r... 'G..,:rox nM 'APii _ s..Kr/,ikfl+ xMi.?Fn'F«a s.. «11fv:."-..FW .•. i:. ++ l.Y.E .»..i?3,t«}L...:tt u v,3.F3PSL+'.'a .NrRS Fln.`NA...usNY_nA.xi4'P3+:..s'+i"".GT -h 'ka-3`lc+i+,1A44 .Y±i4'ACN'.N:,.:.^PY:f .: Y•1 k1M' - A NBY ri S'Fti -: J `P' N :.Wtt'Nv. . Yn': +,wdYaG.' N. M- 5.e i',` t•TI V+f' T.tv 'w4 v. ' :tY:hLc Yv\ a SXSfCe ei. L %G:k. +M VAWEira fM+:'l..m ,n-v 4Y.n'1 , ,.,34.1::: n'1Ce?,.q'.L'RCPcpr.WlMa:..-is4M[,'.4He{6ka1,✓i. ..th: ;moi 'tiL°iWVR4 b.•1'fY. S+: M11"!'•SuV;'tt`.i'C itif,'A.YaJ"N'.ftili L4Fk..fk:?S^+'.+/if'Y-fin ii 1F.•w;, Ax'YM.:cnw93kt4'kR dXY 0' Dead 1709 Analysis/Design 3660 e Liv(" 945 Bending(+) 2002 *Tributary Width (ft) iV MAXIMiUM REACTIONS (lbs) and BEARING LENGTHS (fn) -^.se- 'L .k uS.'N a"S.x:U i+ 3`o- . a YN.^..'t . `nF• .et . e 3 a 3tiiH ,Al:: ' )S. ' :s +-I PVY ..: A r F+.f +ce '. ? .L•.= Kll .Y f: • .fr. 4 AM a•2 u: Y:'FAa . x%u.:. :in.-. kK«M.sXn:ya"':'P'Y..vrJe'aro.n .A•..W.9£Y.. 3skKr3N :::'3SXn skim':3% ..att.w..JT:A. f2l/F9. a,•+ .`+v6✓nany..M. ! S#.:N:,ry .w..rYA;e. r,IM .4?[.h.Fx x4 }. 1'pR. . eCY t..u.. yiJ W3Y.%.YGo .u3f Xh4'K 5Lb1 ti',"Mb YbdY.lY4y8'. in -"FN h43 '.,Yv+w..A xaS`ci± 'FSSF i;. .: kv - S' r... 'G..,:rox nM 'APii _ s..Kr/,ikfl+ xMi.?Fn'F«a s.. «11fv:."-..FW .•. i:. ++ l.Y.E .»..i?3,t«}L...:tt u v,3.F3PSL+'.'a .NrRS Fln.`NA...usNY_nA.xi4'P3+:..s'+i"".GT -h 'ka-3`lc+i+,1A44 .Y±i4'ACN'.N:,.:.^PY:f .: Y•1 k1M' - A NBY ri S'Fti -: J `P' N :.Wtt'Nv. . Yn': +,wdYaG.' N. M- 5.e i',` t•TI V+f' T.tv 'w4 v. ' :tY:hLc Yv\ a SXSfCe ei. L %G:k. +M VAWEira fM+:'l..m ,n-v 4Y.n'1 , ,.,34.1::: n'1Ce?,.q'.L'RCPcpr.WlMa:..-is4M[,'.4He{6ka1,✓i. ..th: ;moi 'tiL°iWVR4 b.•1'fY. S+: M11"!'•SuV;'tt`.i'C itif,'A.YaJ"N'.ftili L4Fk..fk:?S^+'.+/if'Y-fin ii 1F.•w;, Ax'YM.:cnw93kt4'kR dXY 0' Dead 1709 Analysis/Design 3660 Shear Liv(" 945 Bending(+) 2002 1655 Total 2649la 5662 Dead Defl'n Bearing: L/628 Lives. Defl'n 0.13 = <L/999 0.39 = LC niimber 2 2 0.35 = Len th 1.00 ' 1.29 Glulaltn-Unbal., West Species, 24F -1.7E WS, 8-314x9-1/2" 0/ S-frA^)PAP 0 -- Self Weight of 16.21 plf automatically included in loads; CgMIrZ Lateral support: top= full, bottom= at supports; Load combinations: ICC -IBC; Analysis vs. Allowable Stress (psi) and Deflection (in) using NDS 2001 Criterion Analysis Value Design Value Analysis/Design ' Shear fv = 93 Fv' = 190 fv/Fv = 0.49 Bending(+) fb = 1655 Fb' = 2400 fb/Fb' = 0.69 - Dead Defl'n 0.22 = L/628 Lives. Defl'n 0.13 = <L/999 0.39 = L/360 0.33 Total Defl'n 0.35 = L/400 0.59 = L/240 0.60 If ADDITIONAL DATA: ' FACTORS: F CD CM Ct CL CV Cfu Cr Cfrt Notes Cn LC# Fb'+ 2400 1.00 1.00 1.00 1.000 1.000 1.00 1.00 1.00 1.00 - 2 Fv190 1.00 1.00 1.00 - - - - 1.00 1.00 '1.00 2 Fcp' 500 - 1.00 1.00 - - - 1.00 - E' 1.7 million 1.00 1.00 - - - - 1.00 - - 2 Bending(+): LC# 2 = D+L, M = 18148 lbs -ft ' Shear" LC# 2 = D+L, V = 5662, V design.= 5146 lbs Deflection: LC# 2 = D+L EI= 1063e06 lb -int Total` Deflection = 1.00(Dead Load Deflection) + Live Load Deflection. ' (D=;;dead L=live S=snow W=wind I=impact C=construction CLd=concentrated)' ` (A1.1 LC's are listed in the Analysis.output) - DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. Glulam design values are for materials conforming to AITC 117-2001 and manufactured in accordance with ANSUAITC A190.1-1992 3. GLUT AM: bxd = actual breadth x actual depth. y 4. Glulaim Beams shall be laterally supported according to the provisions of NDS Clause 3.3.3. 5. GLUTAM: bearing length based on smaller of Fcp(tension), Fcp(comp'n). w I aw 1 COMPANY �'PROJECT..�.� • y ' R.F. Structural Consultants, -Inc. -Smith Residence woodWor ks ®F 75-153 Merle Drive, Suite B RemodeUAddity = Palm Desert, CA 92211 Beam #51 - Flush Floor BM at ' .SOfnVARF FOR WOOD DESIGN , Al ++pp ? Apr. 26 2006 09:17 Storage Room ' f I . _,at Design Check Calculation Sheet Sizer 2004a LOADS ' ( Ibs; psf, or pif) 4. Load 1979- Type ` Distribution . Magnitude Start End Location [ft], n Start End a - to Loadl Total Dead" Full -Area. 24.00 (4.50)* Bearing: N Load2 Dead' Defl'n Live Full•Area 20.00 (4.50)* - No Load3 2 Dead Full Area 15.00(10.00.)* 1.00 No -; Load4 < /999 Dead Full Area 15.00 (3.00)* N Load5 Live- Full Area 40.00 (3.00)* o Load6 Dead Point •1300 _ ,1.5 No Load? . Live Point 675 1.5 I x No IT •'3 �54V'a j� *Tributary Width (ft) _ _ MAXIMUM REACTIONS (lbs) and BEARIN S (in) Z. 0.AX .. 7 . 21' ' 6'4„ �, Deadf 1979- < 1298 Live 1169 } ,' N ° 818 Total •3143 F ; 2116 Bearing: 1350. fb/Fb' = 0.46. Dead' Defl'n 0..03 <L/ 9 LC Amber , 2 _ ; . , . ry �; . f 2 Len th 1.00 ° 1.00 M D.Fir-L, No. 1, 6x10'° t Self eight of 12.41 plf automatically included in loads; -, { .q Lateral suppo .top= full, bottom= at supports;.Load combinations: ICC, IBC ` u alp is vs. Allowable Stress(psi and Deflection (in) using Nis 2001: fr ` + • ;:' +' Criterion Analysis Value Design Value Analysis/Design Sheat - fv 78 Fv' = 170 x fv/Fv'"= '-0.46...' Bending (+) fb 618 Fb' = 1350. fb/Fb' = 0.46. Dead' Defl'n 0..03 <L/ 9 LiveF Defl'n 0.02.= <L 99 0.21 L/360• 0.09 - Totzfl Defl'n 0.05 = < /999 0.31 = L/240 0:15" V, Y t, ADDgONAL DATA: FACTORS: F CD Ct CL CF Cfu Cr Cfrt, Ci , Cn,- -LC#° Fb'+ 135,0 1.00 .00 1.00 1.000 1. 00Q 1.00 1.00 1 00 1.00 - ''° 2 FV 170 1.00 ' .00 1.00 - - - 1.00 -,11. 00 7:.00, 2' Fcp' 625 - 1.00 .1.00 - - - - 1.00 1.00 '_ r E' 1.6 million 1.00 1.00%2' - } °'1-00 1'.,00 - 1 Ben ding(+): LC# 2 = D+L, M = 4260 lbs -.ft Shea14 LC# 2 = D+L, V = 3,143, V design.= 2727 lbs.,*y Deflection: LC# 2 = D+L Ei= 629e06 lb-int"Al•^ Total Deflection = 1.00(Dead Load Deflection) + Live Load Deflection., (Dkdead L=live S=snow W=wind I=impact C=construction CLd=concentrated) € (All LC's are listed in the Analysis output) DES113N NOTES: 1. Please verify that the default deflection limits are appropriate for your application. ° , .•ti 2. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. - ' �P- ... - ` ' fir• _.r i .. .t`r` Y*rV .p+. " X ..x r .T 41. ` •_ �V •. Distribution Magnitude Start End COMPANY ' "PROJ77- ECT Loadl 1551 ; Woo d R.F., Structural Consultants, Inc. 75-153 Merle Drive, Suite B, Smith RemodeUAddit Residence ion • . 2 . V r ' Palm Desert, CA 92211 Beam #52'= Flush Floor BM at Shop 24.00 (6.50)* . '.SOFTWARE FOR WOOD OFSfC.V .Apr. 25, 2006 13:08 F Area I , Live Partial -Area •20.00 (6.50)* 0.00 2.25, No Load9 • " Design Check Calculation Sheet- Point 975 2.25 ` Sizer 2004a t E LOADS ( lbs, psf, or pif) 800 Load Type Distribution Magnitude Start End Location [ft) Start End Pat - tern Loadl 1551 Dead Full Area 15.00(13.00)* Total No ; Load2 ' a Dead Partial Area 24.00 (6.50)* 0.00 2.25 No Load3 I , Live Partial -Area •20.00 (6.50)* 0.00 2.25, No Load9 • Dead Point 975 2.25 No,, Load5 Live, Point 800 2.25 No Load6 Dead Point 1175 3.00 No Load7 [+. Live Point 800 3.00 No Load8 Dead Point 1175 8.25 ' No Load9 - Live Point 800 8.25 No Load10V lumber bending, members shall be laterally supported according to the provisions of NDS Clause 4.4.1.10 Dead Partial Area 24.00(18.00)* -8.25 9.50 No Loadli� Live Partial Area 2000 ( 18.00)*1 8.25 9.50. • No *Tributary Width (ft) '. r REACTIONS (Ibs) and BEARING LENGTHS (in) : o' < T-6" Deaii Anal sis Value Design Value 3076`3196 Shear fv'= 70 Livi: 170 1551 Bene.ing(+) r" { ` `1592 Total 1200 9626 ' a 0.10 = 4788 Bearing: 625 - 1.00 1.00 1:00 '1.00 .- - 2 .., - r I , 2 LC number L/360 Length Tota!'l Defl'n 1.00 • 0.48 = 1.00 Timber -soft, D.Fir-L, No. 1, 10x10"" w a Self Weight of 21.44 plf automatically included in loads; Lateral support: top= full, bottom= at supports; Load combinations: ICC -IBC AnalyqI;is vs. Allowable Stress (psi) and Deflection (in) using NDS 2001: Criterion -. Anal sis Value Design Value Anal sis/Desi n. Shear fv'= 70 Fv' = 170 fv/Fv' = 0.41 ` Bene.ing(+) fb = 871 Fb' = 1200 fb/Fb' =s 0.73 Dead Defl'n 0.10 = <L/999 Fcp 625 - 1.00 1.00 1:00 '1.00 .- - Liv'. Defl'n 0.05 = <L/999 0.32 = L/360 " 0.15 - Tota!'l Defl'n 0.15 = L/764 0.48 = L/240 '" 0.31 ADMiriONAL DATA: s' FACTORS: F CD CM Ct CL CF Cfu Cr Cfrt: Ci Cn LC# Fb'+ 1200 1.00 1.00 1.00 1.000 1..000 1.00 1.00 1.00 ,1.00 -- .'- 2 . Fv' 170 1.00 1.00 1.00 - - - - 1.00 1.00 1.00• '2. , Fcp 625 - 1.00 1.00 1:00 '1.00 .- - c , E' 1.6 million 1.00 1.,00 - - - • - 1.00 ` 1.00 - 3 • 2 Bending (+) LC# 2 = D+L, M = 10366 lbs -ft SheaLC# 2 = D+L, V 4626, V design = 4212' lbs r • �` < '�' �' Defllaction: LC# 2 = D+L EI= 1086e06 lb -int Total Deflection = 1.00(Dead Load Deflection) + Live Load: Deflection . (DFdead L=live S=snow W=wind I=impact C=construction ,CLd=concentrated) `• �' (All LC's are listed in the Analysis output) DESIGN NOTES: - - 1. Please verify that the default deflection limits are appropriate for your application. r 2. Sawn lumber bending, members shall be laterally supported according to the provisions of NDS Clause 4.4.1.10 '-� - •. .. ' Y -.. i � �.. 1. R.F. STRUCTURAL CONSULTANTS, INC. Title: Job # �- 75-1:53 MERLE DRIVE Dsgnr: Date: 10:05AM, 25 APR 06 SUITE B Description PALM DESERT, CA 92211 Scope 7604336-1000 Rev: 550100 User. KW -0604868, ver 5.5.0, 25 -Sep -2001 Steel Beam Design Page 1 (c)1903-2001 ENERCALC Engineering Software Description BEAM #53 - GARAGE DOOR HDR General Information Calculations are designed to AISC 9th Edition ASD and 1997 UBC Requirements Steel Section: W10X45 Fy 36.00ksi Pinned -Pinned Load Duration Factor 1.00 Center Span 18.50 ft Bm Wt. Added to Loads Elastic Modulus 29,000.Oksi Left Cant. 0.00 ft LL & ST Act Together Right Cant 0.00 ft Lu: Unbraced Length 0.00 ft Distributed Loads #1 #2 #3 DL 0.260 0.372 0.150 LL 0.800 0.310 14.400 ksi ST LL+ST Start Location Only k/ft End Location 18.500 18.500 18:500 Summary k/ft 35.39 82.87 Using: WlOX45 section, Span = 18.50ft, Fy = 36.Oksi End Fixity = Pinned -Pinned, Lu = 0.00ft, LD = 1.000 ft f Ach al Moment 82.8 5 k -ft fb : Bending Stress 20.2 1 ksi fb / Fb 0.8 2 : 1 k -ft Shear 17.9 9 k 17.92 N : Shear Strew 5. 9 ksi Shear @ Right fv / Fv 0.3 2 : 1 Force & Stress S #4 #5 #6 #7 Length/(DL+LL Defl) 312.7 : 1 50.904 k LL 14.400 ksi k/ft LL+ST Maximum Only k/ft A Center Cants A Cants Max. M + k/ft 35.39 82.87 ft Max. M - ft Beam OK Static Load Case Governs Stress Allowable 97.236 k -ft Max. Deflection -0.710 in 23.760 ksi Length/DL Defl 732.4 :1 Length/(DL+LL Defl) 312.7 : 1 50.904 k LL 14.400 ksi LL <<- These columns are Dead + Live Load placed as noted ->> DL LL LL+ST LL LL+ST Maximum Only Center A Center Cants A Cants Max. M + 82.87 k -ft 35.39 82.87 k -ft Max. M - k -ft Max. M @ Left k -ft Max. M @ Right k -ft Shear @ Left 17.92 k 7.65 17.92 k Shear @ Right 17.92 k 7.65 17.92 k Center Defl. -0.710 in -0.303 -0.710 -0.710 0.000 0.000 in Left Cant Defl 0.000in 0.000 0.000 0.000 0.000 0.000 in Right Cant Defl 0.000 in 0.000 0.000 0.000 0.000 0.000 in ...Query Defl @ 0.000 ft 0.000 0.000 0.000 0.000 0.000 in Reaction @ Left 17.92 7.65 17.92 17.92 k Reaction @ Rt 17.92 7.65 17.92 17.92 k Fa calc'd per 1.5-1, K•L/r < Cc I Beam Passes 1.5.1.4.1, Para 1, 2, 4, & 6, Fb = 0.66 Fy Section Properties W10X45 Depth 10.100 in Weight 45.18 #/ft r-xx 4.318 in Width 8.020in I -XX 248.00 in4 r-yy 2.004 in Web Thick 0.350 in I -YY 53.40 in4 Rt 2.180 in Flange Thickness 0.620 in S-xx 49.109 in3 Area 13.30 in2 S -YY 13.317 in3 i i; R.F. STRUCTURAL CONSULTANTS, INC. Title: 75-1:53 MERLE DRIVE Dsgnr. SUITE B Description PALM DESERT, CA 92211 Scope:' 760-836-1000 Rev: 550100 User..KW-0604868,ver5.5.0,25-Sep-2001 Steel Column (c)19133-2001 ENERCALC Engineering Software Descriation STEEL COLUMN TO SUPPORT BEAM #53. Job 0 yy Date: 10:31AM, 26 APR 06 c. Page 1 General Information Calculations. are designed to AISC 9th Edition ASD and 1997 UBC Requirements j! Steel Section P3STD Fy 36.00 ksi X X Sidesway : Sway Allowed 0.000 in Duration Factor 1.330 Y -Y Sidesway : Sway Allowed Column Height8.000 ft Elastic Modulus 29,000.00 ksi 31.60 ksl i Summary i I End Fixity Fix -Free X -X Unbraced 8.000 ft Kxx 1.000 Live & Short Term Loads Combined Y -Y Unbraced 8.000 it Kyy 1.000 i Axial Load... I DL + LL DL + Short Dead Load 7.65 k Ecc. for X -X Axis Moments 0.000 in Live Load 10.27 k Ecc. for Y -Y Axis Moments 0.000 in Short Term Load k 23.76 ksi 31.60 ksl i Summary I 0.00 ksi Column Design OK Section: P3STD, Height = 8.00ft, Axial Loads: DL = 7.65, LL = 10.27, ST = 0.00k, Ecc. = 0.000in Unbraced Lengths: X -X = 8.00ft, Y -Y = 8.00ft Pex : DL+LL+ST 29,185 psi Combined Stress Ratios Dead Live DL + LL DL + ST + (LL if Chosen) AISC Formula H1 - 1 0.2276 0.3055 0.5330 0.4008 AISC Formula H1 - 2 0.1588 0.2132 0.3720 0.2797 AISC Formula H1 - 3 0.000 in at 0.000 ft [Section Properties P3STD XX Axis: Fa calc'd per 1.5-1, K*Ur < Cc _YY Axis: Fa calc'd per 1.5-1, K*Ur < Cc Stiresses 1 Allowable & Actual Stresses SIIFa: Allowable fa : Actual I I Fb:xx : Allow [F3.1 ] fb : xx Actual (. _Dead Live DL + LL DL + Short 15.08 ksi 15.08 ksi 15.08 ksi r 20.05 ksi 3.43 ksi 4.61 ksi 8.04 ksi 8.04 ksi 23.76 ksi 23.76 ksi 23.76 ksi 31.60 ksl 0.00 ksi 0.00 ksi 0.00 ksi 0.00 ksi Ir Fb:yy : Allow [F3.1] III lb : yy Actual i 23.76 ksi 23.76 ksi 0.00 ksi 0.00 ksi 23.76 ksi 0.00 ksi 31.60 ksi 0.00 ksi nalysis Values . f I Pax: DL+LL 21,944 psi Cm:x DL+LL 0.85 Cb:x DL+LL 1.75 Fey: DL+LL 21,944 psi Cm:y DL+LL 0.85 Cb:y DL+LL 1.75 Pex : DL+LL+ST 29,185 psi Cm:x DL+LL+ST 0.85 Cb:x DL+LL+ST 1.75 Fey: DL+LL+ST 29,185 psi Cm:y DL+LL+ST 0.85 Cb:y DL+LL+ST 1.75 Max X -X Axis Deflection 0.000 in at 0.000 ft Max Y -Y Axis Deflection 0.000 in at 0.000 ft [Section Properties P3STD j Diameter j 3.50 in Weight 7.57 #/ft I-xx 3.02 m4 4 R Area 2.23 in2 I-yy 3.02 in4 S=xx 1.726 in3 Thickness 0.216 in Syy 1.726 in3 I 1f r-xx 1.164 in I 1 r-yy { 1.164 in TYP. ROOF RAFTER AT DEN 4A.6 Businm 14" TJI@ 560 @ 16" o/c TJ Beam® 6.20 :aerial Number. 7005115339 O user. i E verslo *'s 20 16 THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED iMember Slope: 3112 Roof Slope3112 All LOADS: Analysis is Primary Lo 1 Stud 2 Stud See TJ a 28' sions are horizontal. Product Diagram is Conceptual. a Joist Member. Group - Roof (psf): 20.0'Live at 125 % duration, 24.0 Dead Input Bearing Vertical Reactions (Ibs) Detail Other Width Length Live/Dead/Upi ftlfotal 3.50" 3.50" 373 / 462 / 0 / 835 R1: Blocking 1 Ply 14" TJI® 560 3.50" 3.50" 373 / 462 / 0 / 835 R1: Blocking 1 Ply 14" TJI® 560 . 1ER'S / BUILDERS GUIDE for detail(s): R1: Blocking Maximum Design Control Control Location Shear (lb!;) 823 -818 2988 Passed (27%) Rt. end Span 1 under Roof loading Vertical Reaction (lbs) 823 823 2156 Passed (38%) Bearing 2 under Roof loading Moment (Ft -Lbs) 5673 5673 14094 Passed (40%) MID Span 1 under Roof loading Live Load Defl (in) 0.432 1.422 Passed (L 790) MID Span 1 under Roof loading Total Load Deft (in) 0.966 1.895 Passed (U353) MID Span 1 under Roof loading -Deflectioii Criteria: STANDARD(LL:1J240,TL:U180). -Bracing(t.u): All compression edges (top and bottom) must be braced at 7' 1" o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. -Design assumes adequate continuous lateral support of the compression edge. ADDITIONAL NOTES: 4MPORTANTI The analysis presented is output from software developed by Trus Joist (TJ). TJ warrants the sizing of its products by this software will be accomplished in accordance with TJ product design criteria and code accepted design values. The specific product application, input design loads, and stated dimensions have been provided by the software user. This output has not been reviewed by a TJ Associate. -Not all products are readily available. Check with your supplier or TJ technical representative for product availability. -THIS ANALYSIS FOR TRUS JOIST PRODUCTS ONLYI PRODUCT SUBSTITUTION VOIDS THIS ANALYSIS. Allowable Stress Design methodology was used for Building Code UBC analyzing the tJ Distribution product listed above. -(Minimum cut length) = (Overall horizontal length) x 1.031 + 31/2" SMITH RESIDENCE REMODEUADDITION 51-425,MADISON STREET LA QUIC TA, CA Copyright m 2005 by Trus Joist, a Weyerhaeuser Business TJI® and,, TJ-Beam9 are registered trademarks of Trus Joist. e -I Joist",Prd- and TJ-Prd- are trademarks of Trus Joist. OPERATOR INFORMATION: ANTHONY LITECKY R.F. STRUCTURALCONSULTANTS, INC. 75-153 MERLE DRIVE SUITE B PALM DESERT, CA 92211 Phone: (760) 836-1000 ANTHONY@RFSTRUCTU RAL.COM ii TYP. ROOF RAFTER AT DEN TJ Beam 6i2(I Serial Number. 7005115339 1 4" TJI@ 560 16" OIC a- User.O Page 2 4/24x0Versio .6 0. THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN Page 2 Engin�3 Version: 6.20.16 CONTROLS FOR THE APPLICATION ARID LOADS LISTED Load Group: Primary Load Group ^ 27' 7.00" ^ Max. Vertical Reaction Total (lbs) 835 835 Max. Vertical Reaction Live (lbs) 373 373 Selected Bearing Length (in) 3.50(W) 3.50(W) Max. Unb±aced Length (in) 85 Loading on all spans, LDF = 0.90 1.0 Dead Shear ate- Support (lbs) 452 -452 Max Shear at Support (lbs) 455 -455 Member Reaction (lbs) 455 455 Supportl�Reaction (lbs) 462 462 Moment (Ft -Lbs) 3137 Loadinglfon all spans, LDF = 1.25 1.0 Dead + 1.0 Floor + 1.0 Roof ' Shear at: Support (lbs) 818 -818 Max Sheir at Support (lbs) 823 -823 Member Reaction (lbs) 823 823 Support�!Reaction (lbs) 835 835 ' Moment (Ft -Lbs) 567.3 Live Deflection (in) 0.432 Total D4flection (in) 0.966 I' i 1 � I' i 1 f 4 II i ' PROJE6T INFORMATION: OPERATOR INFORMATION: SMITH ,RESIDENCE ANTHONY LITECKY REMODELIADDITION R.F. STRUCTURAL CONSULTANTS, INC. , ' 51-425 MADISON STREET 75-153 MERLE DRIVE LA QUI'jNTA, CA . SUITE B PALM DESERT, CA 92211 II Phone: (760) 836-1000 1 ANTHONY@RFSTRUCTURAL.COM i i Copyright) O 2005 by Trus Joist, a Weyerhaeuser Business TJI® and;TJ-Beam& are registered trademarks of Trus Joist. e -I Joisi—,Pro- and TJ -Pros are trademarks of Trus Joist. ' IL COMPANY PROJECT t-0 I R.F. Structural Consultants, Inc. Smith Residence 75-153 Merle Drive, Suite B Remodel/Addition WoodWorks(& Palm Desert, CA 92211 Roof Rafter (3 A11 SOFTWARE FOR WOOD DESIGN Mar. 27, 2006 10:26 Design Check Calculation Sheet Sizer 2004a i nAnS ( lbs. Dsf, or Of ) : I Load Type Distribution Magnitude Location [ft] Pat - Fv' = 200 480 Total Start 1 End Start End tern Loadl Dead Full Area 24.00 (112.0)* LC number No Load2 Live Full Area 20.00 (;12.0)* 0.25 = No MAXIMUM REJ 0' i .TIONS (lbs) and BEARING LENGTHS (in) : j ter^ 1 �n'.•},'�'k�m 'Tx�� n"r,��"`"�i"'^� �"+�3 `x,h��f'}'``'j.-^.�'. fGT_?�^' I 20' Dead 280 Anal sis/Desi n 280 Live 200 Fv' = 200 480 Total 480 1 910 Bearing: 1035 fb/Fb' = 0.88 2 LC number 2 1.00 Length 1.00 0.25 = L/949 Lumber soft, D.Fir-L, No.2, 2x12" Spaced at 12" c/c; Self Weight of 4.01 plf automatically included in loads; Lateral support: top= full, bottom= at supports; Repetitive faaor: applied where permitted (refer to online help); Load combinations: ICC -IBC; WARNING: Member length exceeds typical stock length of 18.01ift) Analvcic vs- Allnwable Stress (DS0 and Deflection (in) using NDS 2001: Criterion Anal sis value Design value Anal sis/Desi n Shear fv = 39 Fv' = 180 fv Fv' = 0.21 Bending(+) fb = 910 Fb' = 1035 fb/Fb' = 0.88 Dead Defl'n 0.35 = L/677 Liv->_ Defl'n 0.25 = L/949 1.00 = L/240 0.25 Total Defl'n 0.61 = L/395 1.00 = L/240 0.61 ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF Cfu Cr Cfrt Ci Cn LC# Fb'+ 900 1.00 1.00 1.00 1.000 1.000 1.00 '1.15 1.00 1.00 - 2 Fv' 180 1.00 1.00 1.00 - - - 1.00 1.00 1.00 2 Fcp" 625 - 1.00 1.00 - - - - 1.00 1.00 - - E' 1.6 million 1.00 1.00 - - - 1.00 1.00 - 2 Bending(+): LC# 2 = D+L, M = 2400 lbs -ft Shear : LC# 2 = D+L, V = 480, V design := 435 lbs Deflection: LC# 2 = D+L EI= 285e06 lb-in2�, Total Deflection = 1.00(Dead Load Deflection) + Live Load Deflection. (1)=dead L=live S=snow w=wind I=impact C=construction CLd=concentrated) (All LC's are listed in the Analysis output) DESIGN NOTES: t 1. Please verify that the default deflection limits are appropriate; for your application. 2. Sa'Nn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. 4 COMPANY PROJECT R.F. Structural Consultants, Inc. Smith Residence Ll Y I WoodWorks 75-153 Merle Drive, Suite B Remodel/Addition IlPalm Desert, CA 92211 Roof Rafter (4) * I SOFTWARE FOR WOOD DESIGN Mar. 27, 2006 10:33 eu J Design Check Calculation -Sheet Sizer 2004a ( lbs, psf, or pif ) : Load p+ lAnalysis Type Distribution Magnitude Location [ft] Pat - 193 Fv' = 193 Tonal Bearlilng: tart End Start End tern Load:? 2 Dead Full Area 24.00 (16.0)* Defl'n No Load:?. 1.00 Live Full Area 20.00 (16.0)* Defl'n No . -aiii+u+u racy wiuul ltil) ll IAXIIA IUM REACTIONS (lbs) and BEARING LENGTHS (in) : 3k"r l 'MWAR V LAN..rca6.?y. _ Ac:i ^' 4Nil, RUN 0' 14'-6" Dead lAnalysis 261 Anal sis/Desi n 261 Liy e fv = 193 Fv' = 193 Tonal Bearlilng: Ber'.1.ng(+) 454 fb = 454 2 1035 2 LC number Defl'n Len g,6 <L/999 1.00 .1.00 Lumber -soft, D.Fir-L, No.2, 2x12" Spaced at 16" c/c; Self Weight of 4.01 plf automatically included in loads; LateI ral support: top= full, bottom= at supports; Repetitive factor. applied where permitted (refer to online help); Load combinations: ICC -IBC; Analysis vs. Allowable Stress (psi) and Deflection (in) using NDS 2001: Criterion lAnalysis Value Design Value Anal sis/Desi n Shear fv = 35 Fv' = 180 fv Fv' 0.20 Ber'.1.ng(+) fb = 625 Fb' = 1035 fb/Fb' = 0.60 Deed Defl'n 0.13 = <L/999 Lime Defl'n 0.09 = <L/999 0.73 = L/240 0.13 Total Defl'n 0.22 = L/794 0.73 = L/240 0.30 ADDIITIONAL DATA: - FACTO : F CD CM Ct CL CF Cfu Cr Cfrt Ci Cn LC# Fb,+ 900 1.00 1.00 1.00 1.000 1.000 1.00 1.15 1,.00 1.00 - 2 Fv'11 180 1.00 1.00 1.00 - - - - 1.00 1.00 1.00 2 Fcp! 625 - 1.00 1.00 - - _ - - 1.00. 1.00 - - E' 1 1.6 million 1.00 1_.00 - - 1.00 1.00 - 2 , k Bending(+): LC# 2 = D+L, M = 1647 lbs -ft Sheri : LC# 2 = D+L, V 454, V design = 396 lbs Deflection: LC# 2 = D+L EI= 285e06 lb-in2 Ir Totiill Deflection = 1.00(Dead Load Deflection) + Live Load Deflection. (D=dead L=live S=snow W=wind I=impact C=construction CLd=concentrated) [All LC's are listed in the Analysis output) DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. - COMPANY PROJECT + 0 y R.F. Structural Consultants, Inc. Smith Residence / � 75-153 Merle Drive, Suite B Remodel/AdditionWood Wo r ks ` Palm Desert, CA 92211 Floor Joist (6)©. Y� .SOFTWARE FOR WOOD DESIGN Mar. 30, 2006 09:07 , +II Design Check Calculation Sheet i, Sizer 2004a LOAD:1111((!((!> ( lbs, psf, or pif ) Load�{ Type Distribution Magnitude Location [ft] Pat - 1i 347 I I Start ! End -Start End tern Loadl Dead Full Area 15.00 (;16.0,)* LC rmmber 1No Load2l Live Full Area. 40.00 (16.0)' 0.22 = 1.00 -iriD++ixLary wiuLn king 1� MAXIMUM REACTIONS (lbs) and BEARING LENGTHS (in) : ' No , 13' Dead 151 Anal sis/Desi n 151 Live 347 Fv' = 347 Total 498 fb = 498 Bearing: 1138 s Deal Defl'n LC rmmber 2 2 Lencjth 1.00 0.22 = 1.00 Lumber -soft, D.Fir-L, No.2, 2x10" Spaced at 16" c/c; Self Weight of 3.3 plf automatically included in loads; Lateral support: top= full, bottom= at supports; Repetitive factor applied where permitted (refer to online help); Load combinations: ICC -IBC; Analysis vs. Allowable Stress (psi) and Deflection (in) using NDS 2001: Criterion Analysis Value Desi n Value Anal sis/Desi n Shear fv = 47 Fv' = 180 ; fv Fv' = 0.26 Bending(+) fb = 908 Fb' = 1138 fb/Fb' = 0.80 Deal Defl'n 0.09 = <L/999 Li -V§ Defl'n 0.22 = L/720 0.65 = L/240 0.33 Total Defl'n 0.31 = L/501 0.65 = L/240 0.48 ADDITIONAL. DATA: FACTORS: F CD CM Ct CL- CF Cfu Cr Cfrt Ci Cn LC# Fb'+.900 1.00 1.00 1,00 1.000 1.100 1.00 1.15 1.00 1.00 - •-2 + F" 180 1.00 1.00 1.00 - - - - 1.00 1.00 1.00 2 Fcp'' 625 - 1.00 1.00 - - - - 1.00 1.00 - ' E'fI 1.6 million 1.00 1.00 - - - - 1.00 1.00 7. 2 Bend•ing(+); LC# 2 = D+L, M = 1619 lbs -ft She2;r LC# 2 = D+L, V = 498, V design = 439 lbs Deflection: LC# 2 = D+L EI= 158e06 lb -int; Total Deflection = 1.00(Dead Load Deflection) + Live Load Deflection. . (b=dead L=live S=snow w=wind I=impact C=construction CLd=concentrated) (Fill LC's are listed in the Analysis output)' DESIIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. Sa i n lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. r F, COMPANY PROJECT ®Remodel/Addition Ll i y R.F. Structural Consultants, Inc. Smith Residence WoodWorks 75-153 Merle Drive, S B RemodeUc Palm Desert, CA 922111 Cantileverr Deck Joist SOFMARF FOR WOOD DESIGN 4nr 25 200616:56 Design Check Calculation Sheet Sizer 2004a LnADS 1 lbs, psf, or Of ) -rripucary wiacn tiu� MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS (in) : �.�.v 1110 n- 10, 15' Dead 65 Value 254 Value Anal icm Live Load Type Distribution Magnitude Location [ft] Pat - 15 351 742 1021 1242 Start End Start End tern 1171 Load3 Dead Partial Area 15.00 (16.0)* 10.00 15.00 No Load4 Live Partial Area 60.00 (16.0)* 10.00 15.00 Yes L/762 Load5 Dead Partial Area 15.00 (16.0)* 0.00 10.00 No 0.50 = Load6 Live Partial Area 40.00 (16.0)* 0.00 10.00 Yes - -rripucary wiacn tiu� MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS (in) : �.�.v 1110 n- 10, 15' Dead 65 Value 254 Value Anal icm Live 267 64 767 180 fv/Fv' = 0,35/,? Uplift Total 15 351 742 1021 1242 fb/Fb' = 0.60/, Bearing: LC number Length Cb 3 1.00 1.00 1171 2 1.00 1.53 958 0 0.00 0.00 Lumber -soft, D.Fir-L, No.2, LA -.S E '� 8 Q_ �� % Spaced at 16" Gc; Self Weight of 2.58 plf automattally included in loads; Lateral support: top= full, bottom= at supports; Repetitive factor. applied where permitted (refer to online help); Load combinations: ICC -IBC; I This sectionF the design check WARNIIMG: This section violates the following design criteria ndi Analysis vs. Allowable Stress (psi) and Deflection (in) using NDS 2001: Criterion 0 � Analysis Value Design Value Anal icm Shear fv - 64 Fv' = 180 fv/Fv' = 0,35/,? Bencling(+) fb = 742 Fb' = 1242 fb/Fb' = 0.60/, Bending(-) fb = 1171 Fb' = 958 fb/Fb' = 1.22`2 Deflection: 0.03 = <L/999 1.00 0.771 1.200 1.00 1.15 Interior Dead Live 0.16 = L/762 0.50 = L/240 0.31/2- .31/2Total Total 0.18 = L/651 0.50 = L/240 0.37/2 Cantil. Dead 0.04 = <L/999 1.00 1.00 - - E' 1.6 Live 0.52 = L/115 0.50 = L/120 1.04/ Total 0.56 = L/107 0.50 = L/120 1.12)9- .12/9- 0�r_ ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF Cfu Cr' Cfrt Ci Cn LC# Fb'+ 900 1.00 1.00 1.00 1.000 1.200 1.00 1.15 1.00 1.00 - 3 Fb'-', 900 1.00 1.00 1.00 0.771 1.200 1.00 1.15 1.00 1.00 - 4 EIV, 180 1.00 1.00 1.00 - - - - 1.00 1.00 1.00 2 Fcp' 625 - 1.00 1.00 - - - - 1.00 1.00 - - E' 1.6 million 1.00 1.00 - - - - 1.00 1.00 - 3 Bending(+): LC# 3 = D+L (pattern: L_), M = 813 lbs -ft Bending(-): LC# 4 = D+L (pattern: L), M = 1282 lbs -ft Shear : LC# 2 = D+L, V = 508, V design = 462 lbs Deflection: LC# 3 = D+L (pattern: L_) EI= 76e06 lb -int Total Deflection = 1.00(Dead Load Deflection) + Live Load Deflection. ([=dead L=live S=snow W=wind I=impact C=construction CLd=concentrated) (All LC's are listed in the Analysis output) (Load Pattern: s=S/2, X=L+S or L+C, -=no pattern load in this span) i : Z manor.".. m All A-Tt-) 0L`56' 2 I.Al r1CHL tllNt%L1 310 SECTION #1 LONGITUDINAL PLATE HEIGHT =10.00 FT ROOF AVERAGE HEIGHT = 15.00 FT WIND FORCE (70 MPH) = 17.36 PSF WIND LOAD = 17.36 psf x (15.00 ft-10.00ft/2) = 173.60 PLF SEISMIC LOAD= 0.189 x ((24.00 x 33.00)+(15.00 x 2 x 5.00)+(10.00 x l x 5.00)) (SEISMIC LOAD= 187.49 PLF SEISMIC GOVERNS =187.49 PLF If MAX. SHEAR = 187.49 plf x (38.00 ft)/(2 x 33.00 ft) = 107.95'PLF f CHORD FORCE = 187.49 plf x (38.00 ft**2)/(8 x 33.00 ft) = 1025.51 LBS USE (10) 16 D's PER TOP PLATE SPLICE. SECTION #2 LONGITUDINAL PLATE HEIGHT = 12.00 FT ROOF AVERAGE HEIGHT =15.00 FT WIND FORCE (70 MPH) = 17.36 PSF WIND LOAD = 17.36 psf x (15.00 ft-12.00ft/2) x (0.8/1.3) = 96.15 PLF (wind inward only) SEISMIC LOAD= 0.189 x ((24.00 x 39.00)+(15.00 x 2 x 6.00)+(10.00 x l x 6.00)) SEISMIC LOAD= 222.26 PLF SEISMIC GOVERNS = 222.26 PLF MAX. SHEAR = 222.26 plf x (17.00 ft)/(2 x 39.00 ft) = 48.44 PLF CHORD FORCE = 222.26 plf x (17.00 ft**2)/(8 x 39.00 ft) = 205.88 LBS USE (6) 16 D's PER TOP PLATE SPLICE. SECTION #3 LONGITUDINAL PLATE HEIGHT = 13.00 FT ROOF AVERAGE HEIGHT = 17.00 FT WIND FORCE (70 MPH) = 18.51 PSF WIND LOAD = 18.51 psf x (17.00 ft-13.00ft/2) 194.36 PLF SEISMIC LOAD= 0.189 x ((24.00 x 38.00)+(15.00 x 2 x 6.50)+(10.00 x 2 x 6.50)) SEISMIC LOAD= 233.79 PLF SEISMIC GOVERNS = 233.79 PLF MAX. SHEAR = 233.79 plf x (24.00 ft)/(2 x 38.00 ft) = 73.83 PLF CHORD FORCE = 233.79 plf x (24.00 ft**2)/(8 x 38.00 ft) = 442.97 LBS USE (6) .16 D's PER TOP PLATE SPLICE. E LATERAL ANALYSIS SECTION #4 LONGITUDINAL IST FLR HT = 8.00 FT 21''D FLR HT = 20.00 FT ROOF AVG HT = 28.00 FT WIND FORCE (70 MPH) = 20.15 PSF WIND LOAD ROOF = 20.15 psf x (6.00 + 8.00 ft) x (0.8/1.3) = 173.60 PLF WIND LOAD 1 -FL = 20.15 psf x (6.00 ft + 8.00 ft/2) x (0.8/1.3) =124.00 PLF TOTAL WIND = 297.60 PLF (wind 'inward only) SEISMIC ROOF: DL ROOF = 24 x 45.00 = 1080.00 DL EXT WALL = 15.00 x 2 x (20.00 - 14.00) = 180.00 DL INT WALL = 10.00 x 2 x (20.00 - 14.00) = 120.00 SEISMIC LOAD= 0.189 x (1080.00 + 180.00 + 120.00) = 260.82 PLF SEISMIC 1 -FL: DL FLOOR = 15.00 x 45.00 = 675.00 DL EXT WALL =15.00 x (2 x (14.00-8.00/2) = 300.00 DL INT WALL =10.00 x (2 x (14.00-8.00/2) = 200.00 SEISMIC LOAD= 0.189 x (675.00 +300.00 + 200.00) = 222.08 PLF TOTAL SEISMIC LOAD = 482.90 PLF ROOF: SEISMIC GOVERNS = 260.82 PLF 1 -FL: SEISMIC GOVERNS = 482.90 PLF ROOF MAX. SHEAR = 260.82 plf x (42.00 ft)/(2 x 45.00 ft) = 121.72 PLF ROOF CHORD FORCE = 260.82 plf x (42.00 ft**2)/(8 x 45.00 ft) 1278.02 LBS USE (10) 16 D's PER TOP PLATE SPLICE 1 -FL MAX. SHEAR = 482.90 plf x (25.00 ft)/(2 x 45.00 ft) =134.14 PLF I -FL CHORD FORCE = 482.90 plf x (25.00 ft**2)/(8 x 45.00 ft) = 838.37 LBS USE (8) 16 D's PER TOP PLATE SPLICE. N6 LATERAL ANALYSIS SECTION #1 TRANSVERSE TE HEIGHT = 10.00 FT )F AVERAGE HEIGHT = 15.00 FT D FORCE (70 MPH) =17.36 PSF fD LOAD = 17.36 psf x (15.00 ft-10.00ft/2) x (0.8/13) -= 106.83 PLF (wind inward only) iMIC LOAD= 0.189 x ((24.00 x 40.00)+(15.00 x 2 x 5.00)+(10.00 x l .x 5.00)) '5MIC LOAD= 219.24 PLF SMIC GOVERNS = 219.24 PLF A. SHEAR = 219.24 plf x (33.00 ft)/(2 x 40.00 ft) = 90.44 PLF ORD FORCE = 219.24 plf x (33.00 ft**2)/(8 x 40.00 ft) = 746.10 LBS E (8) 16 D's PER TOP PLATE SPLICE. SECTION #2 TRANSVERSE PLATE HEIGHT =12.00 FT ROOF AVERAGE HEIGHT = 15.00 FT WIND FORCE (70 MPH) = 17.36 PSF WIND LOAD =1736 psf x (15.00 ft-12.00ft/2) = 156.24 PLF SEISMIC LOAD= 0.189 x ((24.00 x 26.00)+(15.00 x 2 x 6.00)+(10.00 x l x 6.00)) SEISMIC LOAD= 163.30 PLF SEISMIC GOVERNS =163.30 PLF MAX. SHEAR = 163.30 plf x (38.00 ft)/(2 x 17.00 ft) =182.51 PLF CHORD FORCE = 163.30 plf x (38.00 ft**2)/(8 x 17.00 ft) = 1733.86 LBS USE (14) 16 D's PER TOP PLATE SPLICE. SECTION #3 TRANSVERSE PLATE HEIGHT =12.00 FT ROOF AVERAGE HEIGHT =15.00 FT WIND FORCE (70 MPH) =17.36 PSF WIND LOAD =17.36 psf x (15.00 ft-12.00ft/2) = 156.24 PLF SEISMIC LOAD= 0.189 x ((24.00 x 24.00)+(15.00 x 2 x 6.50)+(10.00 x 1 x 6.50)) SEISMIC LOAD --158.00 PLF SEISMIC GOVERNS =158.00 PLF MAX. SHEAR =158.00 plf x (15.00 ft)/(2 x 24.00 ft) = 49.38 PLF CHORD FORCE =158.00 plf x (15.00 ft**2)/(8 x 24.00 ft) = 185.16 LBS USE (6) 16 D's PER TOP PLATE SPLICE. 66 LATERAL ANALYSIS SECTION #4 TRANSVERSE IST FLR HT = 8.00 FT 2ND FLR HT = 20.00 FT ROOF AVG.HT = 28.00 FT WIND FORCE (70 MPH) = 20.15 PSF WIND LOAD ROOF = 20.15 psf x (6.00 + 8.00 ft) = 282.10 PLF WIND LOAD 1=FL = 20.15 psf x (6.00 ft + 8.00 ft/2) x (0.8/1.3) = 124.00 PLF (wind inward) TOTAL WIND = 406.10 PLF SEISMIC ROOF: DL ROOF = 24 x 56.00 = 1344.00 DL EXT WALL = 15.00 x 2 x (20.00 - 14.00) = 180.00 DL INT WALL = 10.00 x 2 x (20.00 - 14.00) = 120.00 SEISMIC LOAD= 0.189 x (1344.00 + 180.00 + 120.00) = 310.72 PLF SEISMIC 1 -FL: DL FLOOR =15.00 x 38.00 = 570.00 DL EXT WALL = 15.00 x (2 x (14.00-8.00/2) = 300.00 DL INT WALL = 10.00 x (2 X'(14.00-8.00/2) = 200.00 SEISMIC LOAD= 0.189 x (570.00 + 300.00 + 200.00) = 202.23 PLF TOTAL SEISMIC LOAD = 512.95 PLF ROOF: SEISMIC GOVERNS = 310.72 PLF 1 -FL: SEISMIC GOVERNS = 512.95 PLF ROOF MAX. SHEAR = 310.72 plf x (37.00 ft)/(2 x 56.00 ft) = 102.65 PLF ROOF CHORD FORCE = 310.72plf x (37.00 ft**2)/(8 x 56.00 ft) = 949.50 LBS USE (8) 16 D's PER TOP PLATE SPLICE 1 -FL MAX. SHEAR = 512.95 plf x (20.00 ft)/(2 x 38.00 ft) = 134.99 PLF 1 -FL CHORD FORCE = 512.95 plf x (20.00 ft**2)%(8 x 38.00 ft) = 674.93 LBS USE (6) 16 D's PER TOP PLATE SPLICE. 6: LATERAL ANALYSIS SECTION #5 LONGTIDUNAL (GUEST HOUSE PLATE HEIGHT = 10.00 FT ROOF AVERAGE HEIGHT = 12.50 FT WIND FORCE (70 NTH) .= 17.36 PSF WIND LOAD =17.36 psf x (12.50 ft -10.00ft/2) = 130.20 PLF SEISMIC LOAD= 0.189 x ((24.00 x 18.00)+(15.00 x 2 x 5.00)+-(10.00 x I x 5.00)) SEISMIC LOAD= 119.45 PLF WIND GOVERNS =130.20 PLF MAX. SHEAR = 130.20 plf x (39.00 ft)/(2 x 15.00 ft) = 169.26 PLF CHORD FORCE = 130.20 plf x (39.00 ft**2)/(8 x 15.00 ft) = 1650.29 LBS USE (12) 16 D's PER TOP PLATE SPLICE. III SECTION #5 TRANSVERSE (GUEST HOUSE) I PLATE HEIGHT =10.00 FT I ROOF AVERAGE HEIGHT = 12.50 FT WIND FORCE (70 MPH) = 17.36 PSF WIND LOAD = 17.36 psf x (12.50 ft-10.00ft/2) = 130.20 PLF SEISMIC LOAD= 0.189 x ((24.00 x 39.00)+(15.00 x 2 x 5.00)+(10.00 x 2 x 5.00)) SEISMIC LOAD= 224.15 PLF SEISMIC GOVERNS = 224.15 PLF MAX. SHEAR = 224.15 plf x (15.00 ft)/(2 x 39.00 ft) = 43.11 PLF CHORD FORCE = 224.15 plf x (15.00 ft**2)/(8 x 39.00 ft) = 161.65 LBS USE (6) 16 D's PER TOP PLATE SPLICE. LATERAL ANALYSIS TYP. STEEL COLUMN AT LIBRARY / DINING ROOM PATIO ItOTAL LOAD =187.49 plf x (38.00 ft/2) = 3562.31 LBS CANTILEVER STEEL COLUMN: R = 2.2 j TOTAL LOAD = 3562.31 lbs x (4.5/2.2) = 7286.54 LBS i; TOTAL NUMBER OF COLUMNS = 3 TOTAL LOAD PER COLUMN = 7286.54 lbs / 3 columns = 2428.85 LBS = 2.45 K SEE STEEL COLUMN AND FLAG POLE FOOTING DESIGN j SHEAR WALL #2 RIGHT WALL OF LIBRARY BATHROOM TOTAL LOAD =187.49 plf x (38.00 ft/2) + [260.82 plf x (41.00 ft/2)] x ('/2) = 6235.72 LBS SHEAR WALL LENGTH = 8.00 FT SHEAR WALL = 6235.72 lbs/8.00 ft = 779.46 PLF USE SHEAR WALL TYPE 14 WITH 5/8" x 12" A.B. AT 12" O/C WITH 3x SILL. MAX. DRAG LOAD = 4724.03 LBS. USE CONTINUOUS TOP PLATE SPLICE. MAX. UPLIFT LOAD = 9033.52 LBS USE SIMPSON HD10A TO HOLD DOWN EACH END. SHEAR WALL #3 LEFT WALL OF KITCHEN TOTAL LOAD = 233.79 plf x (30.00 ft/2) = 3506.85 LBS SHEAR WALL LENGTH = 8.00 FT SHEAR WALL = 3506.85 lbs/8.00 ft = 438.36 PLF UUSE SHEAR WALL TYPE 12 WITH 5/8" x 12" A.B. AT 12" O/C WITH 2x SILL. MAX. DRAG LOAD = 2208.02 LBS. USE (16) 16D'S PER TOP PLATE SPLICE. MAX. UPLIFT LOAD = 4890.68 LBS USE SHvIPSON HTT22 TO HOLD DOWN EACH END. SHEAR WALL #4 RIGHT WALL OF KITCHEN TOTAL LOAD = 233.79 plf x (24.00 ft/2) x (2/3) =1870.32 LBS SHEAR WALL LENGTH = (10.00 - 6.50) = 3.50 FT (around window) SHEAR WALL = 1870.32 lbs/3.50 ft = 534.38 PLF UUSE SHEAR WALL TYPE 13 WITH 5/8" x 12" A.B. AT 8" O/C WITH 2x SILL. MAX. DRAG LOAD =1215.71 LBS. USE. (12) 16D'8 PER TOP PLATE SPLICE: MAX. UPLIFT LOAD = 6649.44 LBS USE SIM[PSON HD8A TO HOLD DOWN EACH END. eW7 68 LATERAL ANALYSIS SHEAR WALL #5 TYP. STEEL COLUMN AT BREAKFAST PATIO TOTAL LOAD = 0.189 x [(24 x 14)+(15 x 1 x 6.50)] x 16.00 ft/2= 655.45 LBS CANTILEVER STEEL COLUMN: R = 2.2 ,TOTAL LOAD = 655.45 lbs x (4.5/2.2) =1340.70 LBS TOTAL NUMBER OF COLUMNS = 1 TOTAL LOAD PER COLUMN =1340.70 LBS =1.35 K SEE STEEL COLUMN AND FLAG POLE FOOTING DESIGN SHEAR WALL #6 TYP. STEEL COLUMN AT LEFT OF GREAT ROOM TOTAL LOAD = 260.82 plf x (32.00 ft/2) x ('/Z)= 2086.56 LBS CANTILEVER STEEL COLUMN: R = 2.2 TOTAL LOAD = 2086.46 lbs x (4.5/2.2) = 4267.96 LBS TOTAL NUMBER OF COLUMNS = 2 - TOTAL LOAD PER COLUMN = 4267.96 lbs / 2 columns = 2133.98 LBS = 2.15 K SEE STEEL COLUMN AND FLAG POLE FOOTING DESIGN SHEAR WALL #7 LEFT WALL OF MASTER BATH TOTAL LOAD = 222.26 plf x (13.00 ft/2) + 260.82 plf x (19.00 ft/2) = 3922.48 LBS SHEAR WALL LENGTH = 5.00 FT SHEAR WALL = 3922.48 lbs/5.00 ft = 784.50 PLF USE SHEAR WALL TYPE 14 WITH 5/8" x 12" A.B. AT 12" O/C WITH 3x SILL. MAX. DRAG LOAD = 2614.99 LBS. USE (20),16D'S PER TOP PLATE SPLICE. MAX. UPLIFT LOAD = 8894.00 LBS USE SIMPSON HD10A TO HOLD DOWN EACH END: SHEAR WALL #8 1 1 - RIGHT WALL OF MASTER BATH TOTAL LOAD = 222.26 plf x (30.00 ft/2) = 3333.90 LBS SHEAR WALL LENGTH = 8.00 FT SHEAR WALL = 3333.90 lbs/8.00 ft = 416.74 PLF USE SHEAR WALL TYPE 12 WITH 5/8" x 12" A.B. AT 12" O/C WITH 2x SILL. MAX. DRAG LOAD =1547:88 LBS. USE (12) 16D'S PER TOP PLATE SPLICE. MAX. UPLIFT LOAD = 4328.88 LBS USE SIMPSON HTT22 TO HOLD DOWN EACH END. :)TAL LOAD = 222.26 plf x. (25.00 ft/2) = 2778.25 LBS BAR WALL LENGTH = 8.00 FT BAR WALL = 2778.25 lbs/8.00 ft = 347.28 PLF SE SHEAR WALL TYPE 12 WITH 5/8" x 12" A.B. AT 12" O/C WITH 2x SILL. AX. DRAG LOAD = 1302.30 LBS. USE (12)16D'S PER TOP PLATE SPLICE. [AX. UPLIFT LOAD = 3335.36 LBS SE SIMPSON HTT22 TO HOLD DOWN EACH END. FIEAR WALL #10 RIGHT WALL OF STUDY TOTAL LOAD = 260.82 plf x (56.00 ft/2) = 7302.96 LBS SHEAR WALL LENGTH = 8.00 + (11.00 - 4.50) =14.50 FT (around window) SHEAR WALL = 7302.96 lbs/14.50 ft = 503.65 PLF USE SHEAR WALL TYPE 14 WITH 5/8" x 12" A.B. AT 12" O/C WITH 3x SILL. MAX. DRAG LOAD'- 4749.10 LBS. USE "MST48" STRAP PER TOP PLATE SPLICE. MAX. UPLIFT LOAD = 6256.45 LBS USE SMSON HD8A TO HOLD DOWN EACH END. SHEAR WALL 411 TYP. STEEL COLUMN AT STUDY PATIO TOTAL LOAD = 0.189 x [(24 x 10)+(15 x 1 x 6.50)] x 15.00 ft/2= 478.41 LBS CANTILEVER STEEL COLUMN: R = 2.2 TOTAL LOAD = 478.41 lbs x (4.5/2.2) = 978.56 LBS TOTAL NUMBER OF COLUMNS = 1 TOTAL LOAD PER COLUMN = 978.56 LBS = 1.0 K SEE STEEL COLUMN AND FLAG POLE FOOTING DESIGN SHEAR WALL #12 TYP. STEEL COLUMN AT MASTER PATIO TOTAL LOAD = 163.30 plf x (39.00 ft/2) x (17ft/26ft) = 2082.08 LBS CANTILEVER STEEL COLUMN: R = 2.2 TOTAL LOAD = 2082.08 lbs x (4.5/2.2) = 4258.79 LBS TOTAL NUMBER OF COLUMNS = 2 TOTAL LOAD PER COLUMN = 4258.79 lbs / 2 columns = 2129.39 LBS = 2.15 K SEE STEEL COLUMN AND FLAG POLE FOOTING DESIGN LATERAL ANALYSIS REAR WALL OF TOTAL LOAD = 163.30 plf x (21.00ft/2) x (%) = 857.33 LBS (SHEAR WALL LENGTH = (6.00 - 1.50) = 4.50 FT (around window) 'SHEAR WALL = 857.33 lbs/4.50 ft = 190.52 PLF USE SHEAR WALL TYPE 10 WITH 5/8" x 12" A.B. AT 48" O/C. MAX. DRAG LOAD = 459.28 LBS. USE (6) 16D'S PER TOP PLATE SPLICE. AMAX. UPLIFT LOAD = 2118.24 LBS USE SIMPSON HTT22 TO HOLD DOWN EACH END. SHEAR WALL #14 BATH i REAR WALL OF GREAT ROOM i I TOTAL LOAD = 310.72 plf x (23.00 ft/2) x (1/3) =1191.09 LBS CANTILEVER STEEL COLUMN: R = 2.2 TOTAL LOAD = 1191.09 lbs x (4.5/2.2) = 2436.33 LBS TOTAL NUMBER OF COLUMNS = 1 TOTAL LOAD PER COLUMN = 2436.33 LBS = 2.45 K SEE STEEL COLUMN AND FLAG POLE FOOTING DESIGN i SHEAR WALL 15 FRONT WALL OF MASTER BATH TOTAL LOAD = 163.30 plf x (32.00 ft/2) + (310.72 plf x (37.00 ft/2)) x (1/3) = 4528.91 LBS SHEAR WALL LENGTH = 7.50 FT SHEAR WALL = 4528.91 lbs/7.50 ft = 603.85 PLF USE SHEAR WALL TYPE 13 WITH 5/8" x 12" A.B. AT 8" O/C WITH 2x SILL. MAX. DRAG LOAD = 2426.20 LBS. USE (18) 16D'S PER TOP PLATE SPLICE. MAX. UPLIFT LOAD = 6796.20 LBS USE SIMPSON HD8A TO HOLD DOWN EACH END.: C SHEAR WALL #16 REAR WALL OF STUDY TOTAL LOAD = 310.72 plf x (24.00 ft/2) x (1/3) =1242.88 LBS SHEAR WALL LENGTH = 6.50 FT SHEAR WALL = 1242.88 lbs/6.50 ft =191.21 PLF USE SHEAR WALL TYPE 13 WITH 5/8" x 12" A.B. AT 8" O/C WITH 2x MAX. DRAG LOAD = 345.24 LBS. USE (6) 16D'S PER TOP PLATE SPLI MAX. UPLIFT LOAD = 1881.23 LBS USE SIMPSON HTT22 TO HOLD DOWN EACH END. 6 To (specify your title block on these five lines, use the SETTINGS main menu selection, choose the Printing & Title Block tab, and ent your title block information. Rev 550100 Title: Dsgnr: Description Scope : User: KW -0604868, Ver 5.5.0, 25 -Sep -2001 Cantilevered Retaining Wall Design (c)1983-2001 ENERCALC Engineering Software -a Description RETAINING WALL 8 FT. MAXIMUM HEIGHT Job # Date: 8:01AM, 1 SEP 06 Page 1 Criteria = 1,641 Mu': Upward Is oil Data Mu': Downward j Footing -Strengths & Dimensions Retained Height = 8.00 ft Allow Soil Bearing = 1,500.0 psf fc = - 2,500 psi Fy 40,000 psi Wall height above soil = 0.00 ft Equivalent Fluid Pressure Method Toe Reinforcing Min. As % = 0.0014 Slope Behind Wall = 0.00:1 Heel Active Pressure Toe Active Pressure = 35.0 0.0= Toe Width = 2.50 ft Yes Special Inspection _ No Heel Width 2.00 Height of Soil over Toe = 6.00 in Passive Pressure _ 250.0 Total Footing Width = 47W Soil Density = 110.00 pcf Water height over heel - 0.0 ft Footing Thickness = 12.00 in 7.60 11.62 0 ft-# FootingllSoil Friction = 0.300 1,798 ft-# Vtlind 'on Stem = 0.0 psf Soil height to ignore _ fc psi= Key Width = 0.00 in Key Depth _ 0.00 in 20.72 psi Fy psi = for passive pressure 0.00 in Key Distance from Toe 0.00 ft Other Acceptable Sizes & Spacings Toe: #4@ 12.00 in, #5@ 18.75 in, #6@ 26.50 in, #7@ 36.00 in, #8@ 47.50 in, #9@ 4 Cover @ Top = 3.00 in @ Btm.= 3.00 in Heel: Not req'd, Mu < S " Fr Lateral Load Applied to Stem Lateral Load = 33.0 #/ft ...Height to Top 8.00 ft ...Height to Bottom 0.00 ft I)esign Summary Stem Construction Top stem 2nd Total Bearing Load = "resultant ecc. = 3,090 lbs 9.86 in Design height ft= Wall Material Above "Ht'' = Stem OK Stem OK 3.00 0.00 13 a) Masonry Masonry t l Soil Pressure @ Toe = 1,442 psf OK Thickness Rebar Size _ 8.00 12.00 # 5 # 5 Soil Pressure @ Heel = 0 psf OK Rebar Spacing - - 8.00 8.00 ✓ 1 Ii Allowable = 1,500 psf Rebar Placed at _ Edge 'Edge Soil Pressure Less Than Allowable Design Data ACI Factored @ Toe = 1,641 psf fb/FB + fa/Fa = 0.867 0.662 ACI Factored @Heel = 0 psf Total Force @ Section lbs= 602.5 1,384.0 Footing Shear @Toe = 21.5 psi OK Moment.... Actual ft-#= 1,141.7 4,042.7 Footing Shear @ Heel = 20.7 psi OK Moment ..... Allowable ft-#= _ 1,317.2. 6,107.7 Allowable = 85.0 psi Shear..... Actual psi = t% 11.2 14.6 Will Stability Ratios Overturning = 1.79 OK Shear..... Allowable psi = 19.4 38.7 Sliding = 0.72 UNSTABLE! Bar Develop ABOVE Ht: in = 25.00 25.00 Sliding Calcs Slab Resists All Sliding ! Bar Lap/Hook BELOW Ht. in = 25.00 6.00 Lateral Sliding Force = 1,681.5 lbs Wall Weight psf= 84.0 133.0 Results Ractored Pressure = 1,641 Mu': Upward = 4,877 Mu': Downward = 1,085 'Mu: Design _ 3,792 Actual 1 -Way Shear = 21.45 Allow 1 -Way Shear = 85.00 Toe Reinforcing = None Spedd 'Heel Reinforcing = None Spec'd Key Reinforcing = None Spec'd r I 1 i ,r it Rebar Depth .'d' in= 5.25 9.00 Masonry Data fm psi= 1,500 1,500 Fs psi = 20,000 20,000 Solid Grouting = Yes Yes Special Inspection _ No Yes ModularRatio'n' 25.78 25.78 Heel Short Term Factor = 1.000 1.000 0 psf Equiv. Solid Thick. in= 7.60 11.62 0 ft-# Masonry Block Type = Normal Weight 1,798 ft-# Concrete Data 1,798 ft-# fc psi= 20.72 psi Fy psi = 85.00 psi Other Acceptable Sizes & Spacings Toe: #4@ 12.00 in, #5@ 18.75 in, #6@ 26.50 in, #7@ 36.00 in, #8@ 47.50 in, #9@ 4 Heel: Not req'd, Mu < S " Fr Key: No key defined Tospecify your title block on Title : Job # these five lines, use.the SETTINGS Dsgnr: Date: 8:01AM, 1 SEP 06 Description main menu selection, choose the Priinting &.Title Block tab, and ent Scope your title block information. Rev: 550100 User: KW -0604888, Ver 5,5.0,25 -Sep -2001 Cantilevered Retaining Wall Design Page 2 (c)1983-2001 ENERCALC Engineering Software 7 Doscription RETAINING WALL 8 FT. MAXIMUM HEIGHT II Summary of Overturning & Resisting f=orces & Moments .....OVERTURNING..... .....RESISTING..... Force Distance Moment Force Distance . Moment Item lbs ft ft-# lbs ft ft-#. Heel Active Pressure = 1,417.5 3.00 4,252.5 Soil Over Heel = 880.0 4.00 3,520.0 Toe Active Pressure = Sloped Soil Over Heel = Surcharge Over Toe = Surcharge Over Heel = Adjacent Footing Load = Adjacent Footing Load = Added Lateral Load = 264.0 5.00 1,320.0 Axial Dead Load on Stem Load @ Stem Above Soil = ` Soil Over Toe = 137.5 1.25 171.9 SE :ismicLoad = Surcharge Over Toe = Stem Weight(s) = 819.0 2.91 2,387.0 'I Total = 1,681.5 O.Y.M. = 5,572.5 Earth @ Stem Transitions= 183.3 3.33 611.1 Itesisting/Overturning Ratio = 1.79 Footing Weight = 675.0 2.25 1,518.7 Vertical Loads used for Soil Pressure = 3,089.9 lbs Key Weight = Vert. Component 395.1 4.50 1,777.8 Vertical component of active pressure used for soil pressure C r i I1. Total = 3,089.9 lbs R.M.= 9,986.5 I Td'specify your title block on thc1se five lines, use the SETTINGS Malin menu selection, choose the Printing & Title Block tab, and ent voiur title block information. Title Dsgnr: Description Scope : Ussr. KW -0 M68, Ver 5.5.0, 25 -Sep -2001 Cantilevered Retaining Wall Design Ic)1983-2001 ENERCALC Engineering Software Description RETAINING WALL 8 FT. MAXIMUM HEIGHT 11 :riteria Retained Height = 8.00 ft \Nall height above soil = 0.00 ft Slope Behind Wall = 0.00: 1 Height of Soil over Toe = 6.00 in 4 Soil Density = 110.00 pcf nd on Stem = 0.0 psf Lateral Load 61. ed to Stem Job # Date: 8:01AM, 1 SEP 06 Page 1 Soil Data 3,090 lbs 9.86 in Footing Strengths 8r Dimensions } Allow Soil Bearing = 1,500.0 psf fc = 2,500 psi Fy = 40,000 psi Equivalent Fluid Pressure Method Min. As % = 0.0014 Heel Active Pressure = 35.0 Toe Width = 2.50 ft Toe Active Pressure = 0.0 Heel Width = 2.00 Passive Pressure = 250.0 Total Footing Width = 47. W Water height over heel = 0.0 ft Edge Edge ----------- Footing Thickness = 12.00 in FootingllSoil Friction= 0.300 Soil height to ignore = 1,641 psf Key Width = 0.00 in for passive pressure = 0.00 in Key Depth 0.00 in = 0 psf Total Force @ Section Key Distance from Toe - 0.00 ft 1,384.0 Y . Cover @ Top = 3.00 in @ Btm.= 3.00 in Lateral Load = ' 33.0 #/ft ...Height to Top = 8.00 ft Footing Shear @ Heel ...Height to Bottom = 0.00 ft Stem Construction I Top Stem 2nd 6,107.7 , Stem OK - Stem,OK Shear ..... Actual Total Bearing Load ecc. 3,090 lbs 9.86 in Design height Wall Material Above "Ht" ft= = 3.00 Masonry 0.00 Masonry L(I3..resultant Soil Pressure @ Toe = 1,442 psf OK Thickness Rebar Size 8.00 # 5 12.00 # 5 @ Heel = 0 psf OK Rebar Spacing - - 8.00 8.00 I VI 1,500 Allowable = psf (Clessure Soil Pressure Less Than Allowable Soil Rebar Placed at = Edge Edge ----------- Design Data AFactored @ Toe = 1,641 psf fb/FB + fa/Fa = 0.867 0.662 ACI Factored @ Heel e = 0 psf Total Force @ Section lbs = 602.5 1,384.0 Y . Footing Shear @ Toe = 21.5 psi OK Moment.... Actual ft-#= 1,141.7 4,042.7 Footing Shear @ Heel = 20.7 psi OK Moment..... Allowable ft-#= 1,317.2 6,107.7 , I Allowable Wall Stability Ratios = 85.0 psi Shear ..... Actual psi = 11.2 14.6 ' Overturning = 1.79 OK Shear ..... Allowable psi = 19.4 38.7 Sliding = 0.72 ,UNSTABLE! Bar Develop ABOVE Ht. in = 25.00 25.00 Sliding Calcs Slab Resists All Sliding ! Bar Lap/Hook BELOW Ht. in= 25.00 6.00 lateral Sliding Force = 1,681.5 lbs Wall Weight psf= 84.0 133.0 Rebar Depth 'd' in= 5.25 9.00 Masonry Data . I'm psi= 1,500 1,500 Fs psi = 20,000 20,000 Solid Grouting Yes Yes Footing Design Results Special Inspection No Yes Modular Ration' - 25.78 25.78 I Toe Heel Short Term Factor = 1.000 1.000 Factored Pressure = 1,641 0 psf Equiv. Solid Thick. in= 7.60 11.62 lulu': Upward = 4,877 0 ft-# Masonry Block Type = Normal Weight Nu': Downward = 1,085 1,798 ft-# Concrete Data lou: Design = 3,792 1,798 ft-# fc psi= Actual l -Way Shear = 21.45 20.72 psi Fy psi= iIkIlow 1 -Way Shear _. 85.00 85.00 psi Other Acceptable Sizes & Spacings -foe Reinforcing = None Spec'd Toe: #4@ 12.00 in, #5@ 18.75 in, #6@ 26.50 in, #7@ 36.00 in, #8@ 47.50 in, #9@ 4 Heel Reinforcing None Spec'd Heel: Not req'd, Mu < S ' Fr Key Reinforcing = None Spec'd Key: No key defined 1 Ir To `specify your title block on Title : Job # these five lines, use the SETTINGS Dsgnr: Date: 8:01AM, 1 SEP 06 main menu selection, choose the Description Printing & Title Block tab, and ent Scope: your title block information. Ren; 550100 Usor: KW -0604868, Ver 5.5.0, 25 -Sep -2001 Cantilevered Retaining Wall Design Page 2 (c)1983-2001 ENERCALC Engineering Software Description RETAINING WALL 8 FT. MAXIMUM HEIGHT l summary of Overturning & Resisting Forces & Moments OVERTURNING..... • .....RESISTING..... Force Distance Moment Force Distance Moment Item lbs ft ft-# lbs ft ft-# Heel Active Pressure = 1,417.5 3.00 4,252.5 Soil Over Heel = 880.0 4.00 3,520.0 Toe Active Pressure = Sloped Soil Over Heel = Surcharge Over Toe = Surcharge Over Heel = Adjacent Footing Load = Adjacent Footing Load = Added Lateral Load = 264.0 5.00 1,320.0 Axial Dead Load on Stem= 0.00 Lead @ Stem Above Soil = Soil Over Toe = 137.5 1.25 171.9 SeismicLoad = Surcharge Over Toe = Stem Weight(s) _ 819.0 2.91 2,387.0 K Total = 1,681.5 O.Y.M. = 5,572.5 Earth @ Stem Transitions= 183.3 3.33 611.1 (Resisting/Overturning Ratio = 1.79 Footing Weight = 675.0 2.25 1,518.7 Vertical Loads used for Soil Pressure = 3,089.9 lbs Key Weight = l- Vert. Component = 395.1 4.50 1,777.8 V ;rtical component of active pressure used for soil pressure 7 Total = 3,089.9 lbs R.M.= 9,986.5 E lk C G w jt r l g It l LATERAL ANALYSIS 3HEAR WALL #17 WALL BETWEEN STUDY AND DEN COTAL LOAD = 310.72 plf x (37.00 ft/2) x (1/3) = 1916.11 LBS kLT LOADING = 260.82 plf x (49.00 ft/2) x (1/2) = 3195.05 LBS 4 GOVERNS 3HEAR WALL LENGTH = 8.00 FT (11.0 ft slanted = 8 ft straight) SHEAR WALL = 3195.05 lbs/8.00 ft = 399.38 PLF JSE SHEAR WALL TYPE 13 WITH 16D'S AT 3" O/C SILL PLATE NAILING. vL X. DRAG LOAD = 1024.90 LBS. USE (10) 16D'S PER TOP PLATE SPLICE. MAX. UPLIFT LOAD = 4036.94 LBS JSE (3) SIMPSON CS16 STRAPS TO HOLD DOWN EACH END. SHEAR WALL #18 REAR WALL OF LIBRARY TOTAL LOAD =1 219.24 plf x (33.00 ft/2) +310.72 plf x (23.00 ft/2) x (7ft/56ft) = 4064.12 LBS SHEAR WALL LENGTH = 6.50 + 5.50 = 12.00 FT SHEAR WALL = 4064.12 lbs/12.00 ft = 338.68 PLF USE SHEAR WALL TYPE 12 WITH 5/8" x 12" A.B. AT 12" O/C WITH 2x SILL. MAX. DRAG LOAD = 2438.47 LBS. USE (18) 16D'S PER TOP PLATE SPLICE. MAX. UPLIFT LOAD = 2333.12 LBS USE SIMPSON HTT22 TO HOLD DOWN EACH END. SHEAR WALL #19 FRONT WALL OF DINING ROOM TOTAL LOAD = 219.24 plf x (46.00 ft/2) = 5042.52 LBS USE HARDY FRAME PANEL, USE (1) HF 8 x 24 1-1/8. TOTAL CAPACITY = 5630 LBS MAX. DRAG LOAD= 2521.26 LBS. USE (18) 16D'S PER TOP PLATE SPLICE. USE (3) #5 BARS TOP AND BOTTOM 8 FT PAST HARDY FRAME PANEL EACH WAY. SHEAR WALL #20 WALL BETWEEN ENTRY AND STAIRS TOTAL LOAD = 158.00 plf x (11.00 ft/2) + 310.72 plf x (37.00 ft/2) = 6617.32 LBS SHEAR WALL LENGTH = 13.00 FT SHEAR WALL = 6617.32 lbs/13.00 ft = 509.02 PLF USE SHEAR WALL TYPE 13 WITH 16D'S AT 3" O/C SILL PLATE NAILING. MAX. DRAG LOAD = 3175.00 LBS. USE (24) 16D'S PER TOP PLATE SPLICE. MAX. UPLIFT LOAD .= 4453.71 LBS USE (3) SIMPSON CS16 STRAPS TO HOLD DOWN EACH END. v LATERAL ANALYSIS ;HEAR WALL #21 WALL BETWEEN ENTRY AND KITCHEN COTAL LOAD = 158.00 plf x (26.00 ft/2) + 219.24 plf x (33.00 ft/2) x (8ft/40ft) = 2777.49 LBS 3HEAR WALL LENGTH = 5.25 FT 3HEAR WALL = 2777.49 lbs/5.25 ft = 529.05 PLF JSE SHEAR WALL TYPE 13 WITH 5/8" x 12" A.B. AT 8" O/C WITH 2x SILL. VIAX. DRAG LOAD = 2298.61 LBS. USE (18) 16D'S PER TOP PLATE SPLICE: MAX. UPLIFT LOAD = 5831.15 LBS USE SIMPSON HD8A TO HOLD DOWN EACH END. SHEAR WALL #22 WALL BETWEEN BREAFAST PATIO AND KITCHEN TOTAL LOAD =158.00 plf x (27.00 ft/2) = 2133.00 LBS SHEAR WALL LENGTH = 5.50 FT SHEAR WALL = 2133.00 lbs/5.50 ft = 387.82 PLF USE SHEAR WALL TYPE 12 WITH 5/8" x 12" A.B AT 12" O/C WITH 2x SILL. MAX. DRAG LOAD = 1422.85 LBS. USE (12) 16D'S PER TOP PLATE SPLICE. MAX. UPLIFT LOAD = 4354.16 LBS USE SIMPSON HTT22 TO HOLD DOWN EACH E SHEAR WALL #23 1 RIGHT WALL OF GARAGE TOTAL LOAD = 512.95 plf x (25.00 ft/2) x ('/2) = 3205.94 LBS SHEAR WALL LENGTH = 8.00 FT SHEAR WALL = 3205.94 lbs/8.00 ft = 400.74 PLF USE SHEAR WALL TYPE 12 WITH 5/8" x 12" A.B AT 12" O/C WITH 2x SILL. MAX. DRAG LOAD = 1165.80 LBS. USE (12) 16D'S PER TOP PLATE SPLICE. MAX. UPLIFT LOAD = 3477.25 +,4036.94 = 7514.19 LBS USE SHVIPSON HD8A TO HOLD DOWN EACH END. SHEAR WALL #24 LEFT WALL OF GARAGE TOTAL LOAD = 202.23 plf x (30.00 ft/2) x ('/2) = 1516.73 LBS SHEAR WALL LENGTH = 8.00 FT SHEAR WALL = 1516.73 lbs/8.00 ft = 189.59 PLF USE SHEAR WALL TYPE 12 WITH 5/8" x 12" A.B. AT 12" O/C WITH 2x SILL. MAX. DRAG LOAD = 461.61 LBS. USE (6) 16D'S PER TOP PLATE SPLICE. MAX. UPLIFT LOAD = 1196.72 LBS USE SIlVIPSON HTT22 TO HOLD DOWN EACH END: LATERAL ANALYSIS ;HEAR WALL #25 FRONT WALL OF STAIRS COTAL LOAD = 512.95 plf x (21.00 ft/2) x (%2) = 2692.99 LBS SHEAR WALL LENGTH = 6.50 FT 'HEAR WALL = 2692.99 lbs/6.50 ft = 414.29 PLF JSE SHEAR WALL TYPE 12 WITH 5/8" x 12" A.B. AT 12" O/C WITH 2x SILL. VIAX. DRAG LOAD = 1400.35 LBS. USE (12) 16D'S PER TOP PLATE SPLICE. MAX. UPLIFT LOAD = 3140.99 + 4453.71 = 7594.70 LBS JSE SIMPSON HD8A TO HOLD DOWN EACH END. SHEAR WALL #26 TYP. STEEL COLUMN AT KITCHEN TRELLIS TOTAL LOAD = 0.189 x [(10 x 27)] x 13.00ft/2 = 331.70 LBS CANTILEVER STEEL COLUMN: R = 2:2 TOTAL LOAD = 331.70 lbs x (4.5/2.2) = 678.47 LBS TOTAL NUMBER OF COLUMNS = 2 TOTAL LOAD PER COLUMN = 678.47 lbs / 2 columns = 339.23 LBS = 0.35 K SEE STEEL COLUMN AND FLAG POLE FOOTING DESIGN SHEAR WALL #27 LEFT WALL OF GUEST CASITA TOTAL LOAD = 130.20 plf x (39.00 ft/2) = 2538.90 LBS SHEAR WALL LENGTH = 8.00 FT SHEAR WALL = 2538.90 lbs/8.00 ft = 317.36 PLF USE SHEAR WALL TYPE 11 WITH 5/8" x 12" A.B. AT 32" O/C. MAX. DRAG LOAD = 1184.82 LBS. USE (10) 16D'S PER TOP PLATE SPLICE. MAX. UPLIFT LOAD = 2906.93 LBS USE SHVIPSON HPAHD22 TO HOLD DOWN EACH END, USE HTT22 AT CORNER. SHEAR WALL #28 RIGHT WALL OF GUEST CASITA TOTAL LOAD = 130.20 plf x (39.00 ft/2) = 2538.90 LBS SHEAR WALL LENGTH = 5.00 + 5.00 = 10.00 FT SHEAR WALL = 2538.90 lbs/10.00 ft = 253.89 PLF USE SHEAR WALL TYPE 11 WITH 5/8" x 12" A.B. AT 32" O/C: MAX. DRAG LOAD = 427.64 LBS. USE (6) 16D'S PER TOP PLATE SPLICE. MAX. UPLIFT LOAD = 2288.90 LBS USE SIMPSON HPAHD22 TO HOLD DOWN EACH END, USE HTT22 AT CORNER. i yg7-17 LATERAL ANALYSIS AR WALL #29 I FRONT OF GUEST CASITA AL LOAD = 224.15 plf x (15.00 ft/2) = 1681.13 LBS AR WALL LENGTH = 4.00 + 4.00 = 8.00 FT AR WALL = 1681.13 lbs/8.00 ft = 210.14 PLF SHEAR WALL TYPE 10 WITH 5/8" x 12" A.B. AT 48" O/C. C. DRAG LOAD = 409.5.1 LBS. USE (6) 16D'S PER TOP PLATE SPLICE. X. UPLIFT LOAD = 1613.40 LBS SIMPSON BPAHD22 TO HOLD DOWN EACH END. SHEAR WALL #30 REAR OF GUEST CASITA COTAL LOAD = 224.15 plf x (20.00 ft/2) = 2241.50 LBS 'HEAR WALL LENGTH = (13.00 - 4.00) = 9.00 FT (around window) 'HEAR WALL = 2241.50 lbs/9.0i0 ft = 249.05 PLF JSE SHEAR WALL TYPE 10 WITH 5/8" x 12" A.B. AT 48" O/C. I AAX. DRAG LOAD = 1494.33 IBS. USE (12) 16D'S PER TOP PLATE SPLICE. MAX. UPLIFT LOAD =1872.88 LBS JSE SIlVIPSON HPAHD22 TO HOLD DOWN EACH END, USE HTT22AT CORNER. is RX: STRUCTURAL CONSULTANTS, INC. 75-1153 MERLE DRIVE SUITE B PALM DESERT, CA 92211 760-836-1000 Title : Dsgnr: Description Scope: I Job # Date: 9:05AM, 26 APR 06 Rev: 550100 User. KW -0604868, Ver 5.5.0, 25 -Sep -2001 Steel 1coiumn Page 1 (c)1983-2001 ENERCALC Engineering Software Description SHEAR WALL #1 - TYP. STEEL COLUMN AT LIBRARY/DINING PATIO General Information Calculations are designed to AISC 9th Edition ASD and 1997 UBC Requirements II Steel Section W8X21 Fy 36.00 ksi X -X Sidesway : Sway Allowed Fey :IDL+LL Duration Factor 1.330 Y -Y Sidesway : Sway Allowed Column Height 9.500 ft Elastic Modulus 29,000.00 ksi End Fixity Frx-Free X -X Unbraced 9.500 ft Kxx 2.000 i' Live & Short Term Loads Combined Y -Y Unbraced 9.500 ft Kyy 2.000 I Loads 1.00 Fey:, DL+LL+ST 6,060 psi Axial Load... 0.85 Cb:y DL+LL+ST Dead Load 2.30 kEcc. -0.554 in at for X -X Axis Moments 0.000 in Live Load 1.60 k 0.000 ft Ecc. for Y -Y Axis Moments 0.000 in ShortTerm Load k Point lateral Loads... DL LL ST Height Along Y -Y (strong axis moments) 2.450 k 9.500 ft 1' Along X -X ( y moments) k ft Summary Column Design OK Section: W8X21, Height = 9.50ft, Axial Loads: DL = 2.30, LL = 1.60, ST = 0.00k, Ecc. = 0.000in Unbraced Lengths: X -X = 9.50ft, Y -Y = 9.504 Combined Stress Ratios Dead Live DL + LL DL + ST + (LL if Chosen) AISC Formula Ht - 1 AISC Formula H1 - 2 AISC Formula H1 - 3 0.08201 0.0570 0.1390 0.6390 XX Axis :.Fa calc'd per 1.5-2, K*Ur > Cc XX Axis : I Beam, Major Axis, (102,000 * Cb / Fy)A.5 <= L/rT <= (510,000' XX Axis : 1 Beam, Major Axis, Fb using 1.5-7 Governs, FI; = 12,000 Cb Af / YY Axis : Fa caic'd per 1.5-2, K*L/r > Cc YY Axis : 1 Beam Minor Axis . Passes 1.5.1.4.1 Para 2 Fb, = 0.75 F LT.:resses I Allowable & Actual Stresses Dead I Live DL + LL DL + Short Fa: Allowable 4.56 ksi 4.56 ksi 4.56 ksi 6.06 ksi j fa : Actual 0.I7 ksi 0.26 ksi 0.63 ksi 0.63 ksi Fb:xx : Allow [F1-6] 21.60 K51, 21.60 ksi 21.60 ksi 28.73 ksi { Fb:xx : Allow [F1-7] & [F1-8] 21.60 ksi 21.60 ksi 21.60 ksi 28.73 ksi fb : xx Actual. 0.00 ksi 0.00 ksi 0.00 ksi 15.36 ksi I;, Fb:yy,: Allow [F1-6] 27.00 ksi 27.00 ksi 27.00 ksi 35.91 ksi Fb:yy : Allow [F1-7] & [F1-8] 27.00 ksi 27.00 ksi 27.00 ksi 35.91 ksi fb : yy Actual 0.00 ksi 0.00 ksi 0.00 ksi 0.00 ksi lnalysis Values F'ex: DL+LL 35,115 psi Cm:x DLI+LL 0.85 Cb:x DL+LL 1.75 Fey :IDL+LL 4,556 psi Cm:y DL+LL 0.85 Cb:y DL+LL 1.75 h F'ex : DL+LL+ST 46,703 psi Cm:x DL+LL+ST 0.85 Cb:x DL+LL+ST 1.00 Fey:, DL+LL+ST 6,060 psi Cm:y DL+LL+ST 0.85 Cb:y DL+LL+ST 1.75 li Max X-C Axis Deflection I,I 1 ii I -0.554 in at 9.500 ft Max Y -Y Axis Deflection 0.000 in at 0.000 ft Z/ y R.F.?STRUCTURAL CONSULTANTS, INC. Title: Job # 75453 MERLE DRIVE Dsgnr: Date: 9:05AM, 26 APR 06 SUITE B Description PA 1.M DESERT, CA 92211 760','836-1000 Scope : Rev: 550100 User KW -0604868, Ver5.5.0, 25 -Sep -2001 Steel Column f Pae 9 2 (c)1 183-2001 ENERCALC Engineering Software F Description SHEAR WALL #1 - TYP. STEEL COLUMN AT LIBRARY/DINING PATIO Seiaion Properties W8X21 Depth 8.28 in Weight 20.92 #/ft I -roc 75.30 in4 Width 5.270 in Area 6.16 in2 . I-yy 9.77 in4 Web Thick 0.250 in Rt 1.410 in S -roc 18.188 in3 Flange Thickness 0.400 in S-yy s 3.708 in3 r -roc 3.496 in r yy ( 1.259 in r ' 4 i t - `j I[ f 1l1 1 k ` f' I ' R.F,I STRUCTURAL CONSULTANTS, INC. Title: Job # 75 1153 MERLE DRIVE Dsgnr: Date: 1:41 PM, 29 MAR 061 j Description : 7p SUITE B 'PAI i M DESERT, CA 92211 Scope: 760-836-1000 Rev: 550100 Use i`.KW-0604868,Ver6.5.0,2SSep-2001 Pole Embedment in Soil Page 1 (c)1383-2001 ENERCALC Engineering Software Deiscription FLAG POLE FOOTING FOR SHEAR WALL t #1 I ^ ' Ge neral Information Allow Passive 250.00 pcf Applied Loads... Max Passive 1,500.00 psf Point Load 2,450.00 lbs ' Load duration factor 1.330 distance from base 9.500 It Pole is Rectangular I Width 54.000 in Distributed Load 0.00 #/ft No Surface Restraint distance to top 3.000 ft distance to bottom 0.000 ft ! Summary Moments @ Surface... Point load 23,275.00 ft-# Total Moment 23,275.00 &# Distributed load 0.00 Total Lateral 2,450.00 lbs Without Surface Restraint.. Required Depth 4.955 ft 1 Press @ 1/3 Embed... ' Actual 563.40 psf t II i I j II L I Allowable 549.19 psf I R.F. STRUCTURAL CONSULTANTS, INC. Title: Job # yY 75-153 MERLE DRIVE Dsgnr: Date: 1:4413M, 25 APR 06 y SUITE B Description PALM DESERT, CA 92211 Scope 760.836-1000 Rev: 550100 User.KW-0604868. Ver 5.5.0, 25 -Sep -2001 Steel Column Page 1 (c)1963-2001 ENERCALC Engineering Software Description SHEAR WALL #5 - TYP. STEEL COLUMN AT BREAKFAST PATIO General Information Calculations are designed to AISC 9th Edition ASD and 1997 UBC Requirements d Steel Section P8STD Fy 36.00 ksi X -X Sidesway : Sway Allowed Stresses Duration Factor 1.330 Y -Y Sidesway : Sway Allowed Column Height 11.000 ft Elastic Modulus 29,000.00 ksi M Allowable 8 Actual Stresses End Fixity Fix -Free X -X Unbraced 11.000 ft Kxx 2.000 Live & Short Term Loads Combined Y -Y Unbraced 11.000 It Kyy 2.000 Loads 14.22 ksi 18.91 ksi fa : Actual Axial Load... 0.38 ksi 0.22• ksi Dead Load 3.20 k 0.60 ksi Ecc. for X -X Axis Moments 0.000 in Live Load 1.85 k 23.76 ksi Ecc. for Y -Y Axis Moments 0.000 in Short Term Load k fb : xx Actual 0.00 ksi Point lateral Loads... DL LL ST Height Along Y -Y (strong axis moments) 1.350 k 11.000 ft Along X -X ( y moments) 23.76: ksi k ft r """"Q'r 61 Column Design OK Section : P8STD, Height = 11.00ft, Axial Loads: DL = 3.20, LL = 1.85, ST = 0.00k, Ecc. = 0.000in Unbraced Lengths: X -X = 11.0011, Y -Y = 11.00ft Combined Stress Ratios Dead Live DL + LL DL + ST + (LL if Chosen) AISC Formula H1 - 1 AISC Formula H1 - 2 AISC Formula H1 - 3 0.0268 0.0155 0.0423 0.3672 XX Axis: Fa calc'd per 1.5-1, K*Llr < Cc 1rY Axis : Fa calc'd per 1.5-1, K*L/r < Cc Stresses M Allowable 8 Actual Stresses Dead Live DL + LL DL + Short Fa : Allowable 14.22 ksi 14.22 ksi 14.22 ksi 18.91 ksi fa : Actual 0.38 ksi 0.22• ksi 0.60 ksi 0.60 ksi Fb:xx : Allow [F3.1] 23.76 ksi 23.76 ksi 23.76 ksi 31.60 ksi fb : xx Actual 0.00 ksi 0.00 Iksi 0.00 ksi 10.60 ksi Fb:yy : Allow [F3.1] 23.76 ksi 23.76 ksi 23.76: ksi 31.60 ksi fb : yy Actual 0.00 ksi 0.00 ksi 0.00 ksi 0.00 ksi Analysis Values Fex : DL+LL 18,493 psi Cm:x DL+LL 0.85 Cb:x DL+LL 1.75 Fey: DL+LL 18,493 psi Cm:y DL+LL 0.85 Cb:y DL+LL 1.75 F'ex : DL+LL+ST 24,595 psi Cm:x DL+LL+ST 0.85 Cb:x DL+LL+ST 1.00 F'ey : DL+LL+ST 24,595 psi Cm:y DL+LL+ST 0.85 Cb:y DL+LL+ST 1.75 Max X -X Axis Deflection -0.492 in at 11.000 ft Max Y -Y Axis Deflection 0.000 in at 0.000 ft R.F,,rSTRUCTURAL CONSULTANTS, INC. Title: 75-153 MERLE DRIVE g"P SUf E B Description : PALM DESERT, CA 92211 Scope': 766.836-1000 Rev. 550100 0 User: KW -0604868, Ver 5.5.0, 2SSep-2001 Seel Column Ei8 (c)13.2001 ENERCALC Engineering Software Job # y Date: 1:44PM, . 25 APR 06 F; Page 2 R.F' STRUCTURAL CONSULTANTS, INC. Title: 75-153 MERLE DRIVE Dsgnr: Without Surface Restraint.. Description SUITE B ` 4.568 ft PAILM DESERT, CA 92211 gcoiie : 760-836-1000 507.99 psf Rev. 550100 USerKw-o . Ver 5.5.0,25.se,.2001 Pole Embedment in Soil (c)1983-2001 ENERCALC Engineering Software 7 Description FLAG POLE FOOTING FOR SHEAR WALL #5 Gr:neral Information Allow Passive 250.00 pcf Applied Loads... Max Passive 1,500.00 Psf Point Load Load duration factor 1.330 distance from base Pole is Rectangular Width 42.000 in Distributed Load II No Surface Restraint distance to top distance to bottom Moments @ Surface... Job # / -/ 7-7 Date: 4:22PM, 4 APR 06 V 1,350.00 lbs 11.000 ft 0.00 #/ft 3.000 ft 0.000 ft Page 1 Point load 14,850.00 ft-# Total Moment 14,850.00 ft-# Distributed load 0.00 Total Lateral 1,350.00 lbs Without Surface Restraint.. Required Depth 4.568 ft Press @ 1/3 Embed... Actual 507.99 psf Allowable 506.26 psf v R.K: STRUCTURAL CONSULTANTS, INC. Title: Job # -I q77 7 75-1153 MERLE DRIVE Dsgnr: Date: 3:20PM, 29 MAR 06 C7L2 SUITE B Description : PALM DESERT, CA 92211 Scope: 760-836-1000 Rev: 550100 Page 1 6. use.. Kw -060486e, ver 5.5.0, 25-sep-2001 Steel Column (c)1983-2001 ENERCALC Engineering Software Description SHEAR WALL #6 TYP. STEEL COLUMN AT LEFT OF GREAT ROOM General Information Calculations are designed to AISC 9th Edition ASD and 1997 UBC Requirements Steel Section PBSTD Fy 36.00 ksi X -X Sidesway : Sway Allowed 1.75 Duration Factor 1.330 Y -Y Sidesway : Sway Allowed Column Height 8.000 It Elastic Modulus 29,000.00 ksi { End Fixity Fix -Free X -X Unbraced 8.000 ft Kxx 2.000 J Live & Short Tenn Loads Combined Y -Y Unbraced 8.000 ft Kyy 2.000 Axial Load... Dead Load 4.70 Live Load 3.25 1 Short Term Load Point lateral Loads... Along Y -Y (strong axis moments) Along X -X (y moments) Ecc. for X -X Axis Moments Ecc. for Y -Y Axis Moments DL LL 2.150 k k 0.000 in 0.000 in Height 8.000 It ft ummary Column Design OK Section: P8STD, Height= 8.00ft, Axial I Loads: DL = 4.70, LL = 3.25, ST = 0.00k, Ecc. = 0.000in Unbraced Lengths: X -X = 8.00ft, Y -Y = 8.00ft Combined Stress Ratios Dead Live DL + LL DL + ST + (LL if Chosen) AISC Formula H1 - 1 AISC Formula H1 - 2 AISC Formula H1 - 3 10.0331 0.0229 0.0560 0.4306 Axis: Fa calc'd per 1.5-1, K*L/r < Cc Axis: Fa calc'd Der 1.5-1. K*Ur < Cc Allowable & Actual Stresses Fa : Allowable fa : Actual Fb:xx : Allow (F3.11 fb : xx Actual Fb:yy : Allow [F3.1 ] fb : yy Actual lysis Values F'ex : DL+LL Fey: DL+LL F'ex : DL+LL+ST Fey: DL+LL+ST Max X -X Axis Deflection :ad Live 16.90 ksi 16.90 ksi 0.56 ksi 0.39 ksi 23.76 ksi 23.76 ksi 0.00 ksi 0.00 ksi DL + LL DL + Short 16.90 ksi 22.48 ksi 0.95 ksi 0.95 ksi 23.76 ksi 23.76 ksi 0.00 ksi 0.00 ksi 34,963 psi Cm:x DL+LL 0.85 34,963 psi. Cm:y DL+LL 0.85 46,501 psi Cm:x DL+LL+ST 0.85 46,501 psi Cm:y DL+LL+ST 0.85 -0.302 in at 8.000 It Max Y -Y Axis Deflection 23.76 'ksi 31.60 ksi 0.00 ksi 12.28 ksi 23.76 ksi 31.60 ksi 0.00 ksi 0.00 ksi Cb:x DL+LL 1.75 Cb:y DL+LL 1.75 Cb:x DL+LL+ST 1.00 Cb:y DL+LL+ST 1.75 0.000 in at 0.000 ft R.F! STRUCTURAL CONSULTANTS, INC. Title: Job # yy 75-1J..53 MERLE DRIVE . Dsgnr. Date: 3:20PM, 29 MAR 06 ^ Description SUI'i E B PALM DESERT, CA 92211 Scope 760-836-1000 Rev: 550100 Page 2 Usec KW -0604868. Ver 5.5.0, 25 -Sep -2001 :Steel Column (y1S183-2001 ENERCALC Engineering Software _ 1INC. ' RX. STRUCTURAL CONSULTANTS, INC , -, Title: Job # \ .. " + 1. 751 153 MERLE DRIVE' . ' = "'4:, Dsgnr: - , Date:- 4:31 PM, 4'APR 06 Q U s SUITE B ' H Description: , t F ' PALM DESERT, CA 92211' `, " Y " , ;. ' r " Scope 760-836-1000 •` ' Rev: 550100 ' Page 1 Us3r Kw , Ver 5.5.0.25 Sep-2001 Combined Footing Design ( .)9983-2001 ENERCALC Engineering Software 1 Deription GRADE BM FOR SHEAR WALL #6 `t , I'S" 1 General Information - Calculations an: igned to A I 18-95 and 1997 UBC Requirements Allow Soil Bearing 1,500.0 psf • + Pc - 3,000.0 psi Seismic Zone 4 Fy %'. ' , , 60,000.0 p , ' Concrete Wt 145.0 pef Min As Pd • . • , : Short Tenn Increase 1.33 Distance to CL of Rebar 3.50 in Overburden 0.00 psf Live & Short Term Load Combined " D•iimensions 1 Footing Size... Column Support Pedestal Sizes - Distance Left 4.00 ft #1 : Square Dimension 0.00 in Dist. Betwn Cols 8.00 ft ...Height 0.00 in 1 Distance Right 4.00 ft - #2 : Square Dimension_ 0.00 in " Footing Length 16.00 ft ...Height 0.00 in . Width 1.00 ft ;. Thickness 18.00 in 1 I L Dads Vertical Loads... 0_ Left Column 3 Cil Right Column Dead Load ' , .. r 1.000 k 1.000 k 1 . Live Load 1.000 k1.000 1.000 k Short Tenn Load k k r ' Applied Moments... - G w r Dead Load t. , k-ft , - '' k-ft 1 Live Loadk-ft •k-ft Short Term Load 17.500 k-ft 17.500 k-ft ' 1 Summary Footing Design OK Length = 16.00ft, Width = 1.00ft, Thickness = 18.00in, Dist: Left = 4.00ft, Btwn. = 8.00ft, Dist. Right = 4.00ft Maximum Soil Pressure 1,501.62 psf Allowable 1,995.00 psf . Steel Req'd @ Lef 0.244 in2/ft 1Max Shear Stress 24.12 psi Steel Req'd @ Cente: r-. 0.479 in2t t Allowable 93.11 psi , Steel Req'd @ Righ ":, 0.250 in2/ft Min. Overturning Stabilit 1.71'0 :1 1 ;oil Pressures Soil Pressure @ Left Actual Allowable ACI Factored Eccentricity Dead + Live' 467.5 1,500.0 psf Eq. 9-1 - ." 692.0 psf- 0.000 ft , ' Dead+Live+Short Tenn 0.0 1,995.0 psf Eq. 9-2 - 0.0 psf ' 4.679 ft <, Soil Pressure @ Right End: Eq. 9-3 0.0 psf u ? Dead + Live L 467.5- , 1,500.0 psf Eq. 9-1 692.0 psf 0.000 ft Dead+Live+Shon Term 1,501.6 1,995.0 psf .: Eq. 9-2 2,102.3 psf , . - ,3 4.679 ft ' ' Stability Ratio _ y' ,1.7 :1 - - Eq. 9-3' 990.1 psf y Job# Date: 4:31 PM, 4 APR 06 Page 2 ML ment & Shear Summary + R.F. M STRUCTURAL CONSULTANTS, INC.. Title 75-153 MERLE DRIVE Dsgnr. Description SUI'rE B Mu @ Col #1 PALM DESERT, CA 92211 Scope 760+836-1000 Rev: - SW100 User: Kw -0604868, Ver5bA.25Sep 200, Combined Footing Design (c)1E183-2001 ENERCALC Engineering Software -- 22.93 k-ft/ft Description GRADE RM FOR SHEAR WALL #6 I Job# Date: 4:31 PM, 4 APR 06 Page 2 ML ment & Shear Summary ( values for moment are given per unit width of footing) Moments... ACI 9-1 ACI 9-2 ACS 9 3 Mu @ Col #1 3.10 k-ft/ft -2.44 k-ft/ft -1.57 k-ft/ft Mu Btwn Cols 3.10 k-ft/ft 22.06 k-ft/ft 22.93 k-ft/ft Mu @ Col #2 3.10 'k-ft/ft 12.13 k-ft/ft 5.29 k-ft/ft One Way Shears... Vn : Allow' 0.85 93.113 psi 03.113 psi 93.113 psi Vu @ Col #1 6.217 psi 4.885 psi 3.141 psi CVu Btwn Cols 6.236 psi 0.000 psi 0.000 psi t Vu @ Col #2 6.217 psi 24.118 psi 10.519 psi P[ Two Way Shears... Vn : Allow0.85 186.226 psi 186.226 psi 186.226 psi Vu @ Col #1 3.013 psi 3.858 psi 1.530 psi Vu. @ Col #2 3.013 psi' 1.162 psi 0.140 psi RPlnforcing ( values given per unit width of footing) @ Left Edge of Col #1 Between Columns @ Right Edge of Col #2 Ru/Phi As Req'd Ru/Phi As Req'd Ru/Phi As Req'd ACI 9-1 16.38 psi 0.244 in2/ft 16.38 psi 0.244 in2/ft 16.38 psi 0.244 in2/ft 666 ACI 9-2 12.87 psi -0.244 in2/ft 116.60 psi 0.461 in2/ft 64.11 psi 0.250 in2/ft r ACI 9-3 8.28 psi -0.244 in2/ft 121.20 psi 0.479 in2/ft 27.98psi 0.244 in2/ft :1 Factors (per ACI, applied internally to entered loads) ACI 9-1 & 9-2 DL 1.400 ACI 9-2 Group Factor 0.750 UBC 1921.2.7 "1.4" Factor 1.400 ACI 9-1 & 9-2 LL 1.700 ACI 9-3 Dead Load Factor 0.900 UB&1921.2.7 "0.9" Factor 0:900 F ACI 9-1 & 9-2 ST 1'700 ACI 9-3 Short Term Factor 1.300 ....seismic = ST • : 1.100 1 R.F.T S RUCTURAL CONSULTANTS, INC. Title : G Job # 11-a7 75-153 MERLE DRIVE Dsgnr: Date: 12:01 PM, 30 MAR 068 6 SUITE B Description: 10.000 It PALM DESERT, CA 92211 9.81 ksi k ft Scope: 23.76 ksi 760-836-1000 fb : yy Actual 0.00 ksi Rev: 550100 0.00 ksi : s Usar. KW -0604M. Ver5.5.0, 25Sep-2001 (c)198&2001 ENERCALC Engineering Software Steel Column Pae 1 9 Description SHEAR WALL #11 - TYP. STEEL COLUMN AT STUDY PATIO 1.30, LL = 0.80, ST = 0.00k, Ecc. = [General Information Calculations are designed to AISC 9th Edition ASD and 1997 UBC Requirements Steel Section PUS Fy 36.00 ksi X -X Sidesway : Sway Allowed Combined Stress Ratios Duration Factor 1.330 Y -Y Sidesway : Sway Allowed Column Height 10.000 ft Elastic Modulus 29,000.00 ksi End Fixity Fix -Free X -X Unbraced 10.000 ft Kxx 2.000 Live & Short Term Loads Combined Y -Y Unbraced 10.000 it Kyy 2.000 Axial Load... Dead Load 1.30 k Live Load 0.80 k { Short Term Load k Ecc. for X -X Axis Moments 0.000 in Ecc. for Y -Y Axis Moments 0.000 in Point lateral Loads... Di - LL ST Hei-ght Along Y -Y (strong axis moments) f6: xx Actual 1.000 k 10.000 It Along X -X ( y moments) 9.81 ksi k ft 9 Summary 23.76 ksi 31.60 ksi fb : yy Actual 0.00 ksi 0.00 ksi 0.00 ksi : s Cm:y DL+LL+ST 0.85 Column Design OK Section: P6XS, Height= 10.00ft, Axial Loads: DL = 1.30, LL = 0.80, ST = 0.00k, Ecc. = 0.000in Unbraced Lengths: X -X = 10.00ft, Y -Y = 10.00ft 0.000 ft Combined Stress Ratios Dead Live DL + LL DL+ ST + (LL if Chosen) AISC Formula H1 - 1 AISC Formula H1 - 2 AISC Formula H1 - 3 0.0132 0.0081 0.0212 0.3266 XX Axis: Fa calc'd per 1.5-1, K*Ur < Cc _YY Axis : Fa calc'd per 1.5-1 K*L/r < Cc Stresses Allowable & Actual Stresses Dead Live DL + LL DL + Short Fa : Allowable 11.77 ksi 11.77 ksi 11.77 ksi 15.65 ksi fa : Actual 0.15 ksi 0.10 ksi 0.25 ksi 0.25 ksi Fb:xx : Allow [F3.1 ] 23.76 ksi 23.76 ksi 23.76 ksi 31.60 ksi f6: xx Actual 0.00 ksi 0.00 ksi 0.00 ksi 9.81 ksi Fb:yy : Allow [F3.1] 23.76 ksi 23.76 ksi 23.76 ksi 31.60 ksi fb : yy Actual 0.00 ksi 0.00 ksi 0.00 ksi : 0.00 ksi Pex : DL+LL 12,500 psi Cm:x DL+LL 0.85 Cb:x DL+LL 1.75 Pey : DL+LL 12,500 psi Cm:y DL+LL 0.85 Cb:y DL+LL 1.75 Pex : DL+LL+ST 16,625 psi Cm:x DL+LL+ST 0.85 Cb:x DL+LL+ST 1.00 F'ey : DL+LL+ST 16,625 psi Cm:y DL+LL+ST 0.85 Cb:y DL+LL+ST 1.75 Max X -X Axis Deflection -0.490 in at 10.000 ft Max Y -Y Axis Deflection 0.000 in at 0.000 ft R.F. STRUCTURAL CONSULTANTS, INC. Title: ' Job #' 15 153 MERLE DRIVE Dsgnr. ' Date: 12:01 PKI 30 MAR 06 SUITE B Description ' PALM DESERT, CA 82211 Scope 160-836-1000 Rer. 550100 KW -0604868, Ver 5.5.0, 25_Sep-2001 Steel Column , Page 2 ZIrl 1983-2001 ENERCALC Engineering Software 77 Description SHEAR WALL #11 - TYP. STEEL COLUMN AT STUDY PATIO i SEction Properties P6XS k Diameter 6.63 in Weight 28.53 #/ft 140k 40.50 in4 Area 8.40 in2 I-yy 40.50 in4 ' S -;?a 12.226 in3 Thickness 0.432 in S=yy 12.226 in3 r -roc 2.196 in ' r-yy 2.196 in 1 .i F- '1 I I 41 f i t _ R.F.' STRUCTURAL CONSULTANTS, INC. ride: 75-1153 MERLE DRIVE Dsgnr: SULTE 6 Description PALM DESERT, CA 92211 Scope 760-836-1000 Rev: 550100 NO-. Kw -0604868, Ver 5.5.0,25 -Sep -2001 Pole Embedment in Soil (c)11183-2001 ENERCALC Engineering Software Descriotion FLAG POLE FOOTING FOR SHEAR WALL #11 General Information Allow Passive Max Passive Load duration factor Pole is Rectangular Width No Surface Restraint r Moments @ Surface... Point load Distributed load Without Surface Restraint.. Required Depth Press Qa 1/3 Embed... Actual Allowable Job # y Date: 5:15PM, 4 APR O6 p i Page 1 250.00 pcf Applied Loads... 1,500.00 psf Point Load 1,000.00 lbs 1.330 distance from base 10.000 ft 42.000 in Distributed Load 0.00 #/ft distance to top 3.000 ft distance to bottom 0.000 ft 10,000.00 ft-# Total Moment 10,000.00 ft-# 0.00 Total Lateral 1,000.00 lbs 3.991 ft 443.33 psf 442.31 psf R.F. STRUCTURAL CONSULTANTS, INC. 75-1153 MERLE DRIVE SUITE B PALM DESERT, CA 92211 760-836-1000 i Title: Job # LI'7 77 Dsgnr: Date: 9:02AM, 26 APR 06 t Description: Scope: Use,: KW -0604868, Ver 5.5.0, 25 Se 2001 Steel Column (c)1383-2001 ENERCALC Engineering S.Hware Description SHEAR WALL #12 - TYP. STEEL COLUMN AT MASTER PATIO Page 1 General Information Calculations are designed to AISC 9th Edition ASD and 1997 UBC Requirements Steel Section W8X21 Fy 36.00 ksi X -X Sid esway : Sway Allowed Fb:xx : Allow [Fl -7] & [F1-8] Duration Factor 1.330 Y -Y Sidesway : Sway Allowed Column Height 9.500 ft Elastic Modulus 29,000.00 ksi End Fixity Fix -Free X -X Unbraced 9.500 ft Kxx 2.000 Live & Short Term Loads Combined Y -Y Unbraced 9.500 ft Kyy 2.000 Loads 35.91 ksi Fb:yy : Allow [F1-7] & [F7-8] Axial Load... 27.00 ksi 35.91 ksi Dead Load 1.60 k Ecc. for X -X Axis Moments 0.000 in Live Load 0.90 k 0.00 ksi Ecc. for Y -Y Axis Moments 0.000 in Short Term Load k Point lateral Loads... DL LL ST Height Along Y -Y (strong axis moments) 1.75 2.150 k 9.500 ft Along X -X (y moments) Cm:y DL+LL 0.85 k ft Column Design OK Section: W8X21, Height = 9.50ft, Axial Loads: DL = 1.60, LL = 0.90, ST = 0.00k, Ecc. = 0.000in Unbraced Lengths: X -X = 9.50ft, Y -Y = 9.50ft Combined Stress Ratios Dead Live DL + LL DL + ST + (LL if Chosen) AISC Formula H1 -1 AISC Formula H1 - 2 AISC Formula H1 - 3 0.0570 0.0321 0.0891 0.5361 XX Axis : Fa calc'd per 1.5-2, K*Ur > Cc :XX Axis : I Beam, Major Axis, (102,000 * Cb / Fy)^.5 <= UrT <= (510,000 XX Axis : I Beam, Major Axis, Fb using 1.5-7 Governs, Fb = 12,000 Cb Af / YY Axis : Fa calc'd per 1.5-2, K*Ur > Cc _YY Axis: I Beam, Minor Axis, Passes 1.5.1.4.1 Para 2 Fb = 0.75 Fy Stresses Allowable & Actual Stresses Dead Live DL + LL DL + Short Fa: Allowable 4.56 ksi 4.56 ksi 4.56 ksi 6.06 ksi fa : Actual 0.26 ksi 0.15 ksi 0.41 ksi 0.41 ksi Fb:xx : Allow [F1-6] 21.60 ksi 21.60 ksi 21.60 ksi 28.73 ksi Fb:xx : Allow [Fl -7] & [F1-8] 21.60 ksi 21.60 ksi 21.60 ksi 28.73 ksi fb : xx Actual 0.00 ksi 0.00 ksi 0.00 ksi : 13.48 ksi Fb:yy : Allow [F1-6] 27.00 ksi 27.00 ksi 27.00 ksi 35.91 ksi Fb:yy : Allow [F1-7] & [F7-8] 27.00 ksi 27.00 ksl 27.00 ksi 35.91 ksi fb : yy Actual 0.00 ksi 0.00 ksi 0.00 ksi : 0.00 ksi Analysis Values F'ex: DL -LL 35,115 psi Cm:x DL+LL 0.85 Cb:x DL+LL 1.75 Fey: DL+LL 4,556 psi Cm:y DL+LL 0.85 Cb:y DL+LL 1.75 F'ex : DL+LL+ST 46,703 psi Cm:x DL+LL+ST 0.85 Cb:x DL+LL+ST 1.00 F'ey : DL+LL+ST 6,060 psi Cm:y DL+LL+ST 0.85 Cb:y DL+LL+ST 1.75 Max X -X Axis Deflection -0.486 in at 9.500 ft Max Y -Y Axis Deflection 0.000 in at 0.000 ft ti a R.P. !STRUCTURAL CONSULTANTS, INC. ` r Title : Job # 75-953 MERLE DRIVE Dsgnr. ;Date: 9'02AM, 26 APR 66 'Q SUITE i3 Description : I PALM DESERT, CA 92211 Sipe 760;$36-1000 Rev:', 550100 Used KW -06(M868, Ver 5.5.0, 25 -Sep -2001 - Steel Column "Page 2 (c)1883-2001 ENERCALC Engineering Software De11!scription SHEAR WALL #12 - TYP" STEEL COLUMN AT MASTER PATIO Se6tion Properties W8X21 Depth 8.28 in Weight 20.92 #/ft I-)o'k 75.30 in4 Width 5.270 in Area 6.16 int I-yy 9.77 in4 a Web Thick 0.250 in Rt 1.410 in S -sok 18.188 in3 Flange Thickness 0.400 in S-yy 3.708 in3 r-xx 3.496 in l r-yy 1.259 in r 1 R.K!'STRUCTURAL CONSULTANTS, INC. Title: Job # L Y 17 75-153 MERLE DRIVE Dsgnr: , Date: 9:06AM, 26 APR 06 SUITE B Description: 1 PALM DESERT, CA 92211 Scope 760-836-1000 Rev: 550100 User KW -0604868, ver 5.5.0, 25-s 2001 gSoftware Pole Embedment in Soil Pae 1 9 (c)1'3832001 ENEROALOEngmeeri Description FLAG POLE FOOTING FOR SHEAR WALL #12 1 Ge neral Information Allow Passive 250.00 Pcf Applied Loads... Max Passive 1,500.00 Psf Point Load 2,150.00 lbs 1 Load duration factor 1.330 distance from base 9.500 ft Pole is Rectangular Width 48.000 in Distributed Load 0.00 #/8 No Surface Restraint distance to top 3.000 ft 1 distance to bottom 0.000 ft Summary Moments @ Surface... Point load 20,425.00 ft-# Total Moment 20,425.00 ft-# Distributed load 0.00 Total Lateral 1 2,150.00 lbs Without Surface Restraint.. Required Depth 4.966 ft Press @ 1/3 Embed... 1 Actual 554.17 psf 1 Allowable 550.40 psf 1 R.F.. STRUCTURAL CONSULTANTS, INC. Tide: Job # 75453 MERLE DRIVE Dsgnr: i Date: 1:58PM, 30 MAR 0 SUITE B Description PALM DESERT, CA 92211 Scope 760-836-1000 Rev: 550100 User..KW-0604868,Ver 5.5.0,25 -Sep -2001 Steel Column Page 1 (01983-2001 ENERCALC Engineering Software Description SHEAR WALL #14 - TYP. STEEL COLUMN AT REAR OF GREAT ROOM General Information Calculations are designed to AISC 9th Edition ASD and 1997 UBC Requirements + Short 16.90 ksi 16.90 ksi 22.48 ksi 0.46 ksi 1.12 ksi Steel Section PBSTD Fy 36.00 ksi X -X Sidesway : Sway Allowed 0.00 ksi 13.99 ksi Duration Factor 1.330 Y -Y Sidesway : Sway Allowed 0.00 ksi " Column Height 8.000 ft Elastic Modulus 29,000.00 ksi it End Fixity Fix -Free X -X Unbraced 8.000 ft Kxx 2.000 Live & Short Term Loads Combined Y -Y Unbraced 8.000 ft Kyy 2.000 Axial Load... J) Dead Load 5.50 k Live Load 3.90 k Short Tenn Load k Point lateral Loads... Along Y -Y (strong axis moments) it Along X -X ( y moments) i ii Ecc. for X -X Axis Moments Ecc. for Y -Y Axis Moments DL LL ST 2.450 k k 0.000 in 0.000 in Height 8.000 it ft ummary Column Design OK Section : P8STD, Height = 8.00ft, Axial Loads: DL = 5.50, LL = 3.90, ST = 0.00k, Ecc. = 0.000in Unbraced Lengths: X -X = 8.00ft, Y -Y = 8.00ft Combined Stress Ratios Dead Live DL .+ LL DL + ST + (LL if Chosen) AISC Formula H1 - 1 AISC Formula H1 - 2 AISC Formula H1 - 3 0.0387 0.0275 0.0662 0.4925 XX Axis : Fa calc'd per 1.5-1, K*L/r < Cc lYY Axis: Fa calc'd per 1.5-1, K*LJr < C - Stresses Allowable & Actual Stresses bead Fa: Allowable 16.90 ksi Il fa : Actual 0.65 ksi Fb:xx : Allow [F3.1] fb : xx Actual Fb:yy : Allow [F3.1] fb : yy Actual Fex : DL+LL Pey : DL+LL Fex: DL+LL+ST F'ey : DL+LL+ST Max X -X Axis Deflection 23.76 ksi 0.00 ksi 23.76 ksi 0.00 ksi Live DL + LL iDL + Short 16.90 ksi 16.90 ksi 22.48 ksi 0.46 ksi 1.12 ksi 1.12 ksi 23.76 ksi 23.76 ksi' 31.60 ksi 0.00 ksi 0.00 ksi 13.99 ksi 23.76 ksi 23.76 ksi i 31.60 ksi 0.00 ksi 0.00 ksi " 0.00 ksi 34,963 psi Cm:x DL+LL .0.85 34,963 psi Cm:y DL+LL 0.85 46,501 psi Cm:x DL+LL+ST 0.85 46,501 psi Cm:y DL+LL+ST 0.85 -0.344 in at 8.000 ft Max Y -Y Axis Deflection Cb:x DL+LL 1.75 Cb:y DL+LL 1.75 Cb:x DL+LL+ST 1.00 Cb:y DL+LL+ST 1.75 0,1000 in at 0.000 it R.FilSTRUCTURAL CONSULTANTS, INC. 1i 75-1153 MERLE DRIVE SUITE B PALM DESERT, CA 92211 760436-1000 Rev: 550100 Uses. KW40604868, Ver 5.5.0, 25 -Sep -2001 (C11983-2001 ENERCALC Enoineerino Software Title Dsgnr: Description Scope Steel Column Job # ' q&I F F7 - 'Date: 1:58PM, 30 MAR 06 Page 2 R.F. STRUCTURAL CONSULTANTS, INC. 75-1531 MERLE DRIVE SUITE B ' PAILM DESERT, CA 92211 760-836-1000 -Rev 550100 Title : Job # -/ q Dsgnr. Date: 8:30AM, 4 APR 06 Description Scope: User. Kw -0604868, Ver5.5.0, 25 -Sep -2001 Steel Column ' (11983-2001 ENERCALC Engineering Software Description SHEAR WALL #31 - TYP. STEEL COLUMN AT KITCHEN TRELLIS Page 1 General Information Calculations are designed to AISC 9th Edition ASD and 1997 UBC Requirements 0.85 Cb:x DL+LL 1.75 10,577 psi Live DL + LL l' Steel Section TS5X5X1/4 Fy 36.00 ksi X -X Sidesway : Sway Allowed 0.44 ksi': [ Duration Factor 1.330 Y -Y Sidesway : Sway Allowed I Column Height 9.500 It Elastic Modulus 29,000.00 ksi 31.60 ksi 0.00 ksi 0.00 ksi End Fixity Fix -Free X -X Unbraoed 9.500 ft Kxx 2.000 Live & Short Term Loads Combined Y -Y Unbraced 9.500 ft Kyy 2.000 f Axial Load... Dead Load 1.00 k Ecc. for X X Axis Moments :0.000 in Live Load 1.00 k Ecc. for Y -Y Axis Moments 0.000 in ShortTerm Load k J Point lateral Loads... DL LL ST Height lj Along Y -Y (strong axis moments) 0.350 k 9.500 ft Along X -X ( y moments) k ft I III Summary Column Design OK Section: TS5X5X1/4, Height = 9.50ft, Axial Loads: DL = 1.00, LL = 1.00, ST = 0.00k, Ecc. _ 0.000in �i Unbraced Lengths: X -X = 9.50ft, Y -Y = 9.50ft Combined Stress Ratios Dead Live DL + LL DU+ ST + (LL if Chosen) AISC Formula H1 -1 AISC Formula H1 - 2 I AISC Formula H1 - 3 0.0208 0.0208 0.0417 0.2181 XX Axis: Fa calc'd per 1.5-1, K'Ur < Cc I*Y Axis: Fa calc'd per 1.5-1, K'Ur < Cc Stresses Allowable & Actual Stresses Dead Fa: Allowable 10.45 ksi fa : Actual 0.22 ksi Fb:xx : Allow [F3.1 ] fb : xx Actual Fb:yy : Allow [F3.1] fb : yy Actual is Values Fex : DL+LL Fey: DL+LL Fex:DL+LL+ST Fey: DL+LL+ST Max X X Axis Deflection 23.76 ksi 0.00 ksi 23.76 ksi 0.00 ksi 10,577 psi Cm:x DL+LL 0.85 Cb:x DL+LL 1.75 10,577 psi Live DL + LL DL + Short 10.45 ksi 10.45 ksi 13.90 ksi 0.22 ksi 0.44 ksi': 0.44 ksi 23.76 ksi 23.76 ksi 31.60 ksi 0.00 ksi 0.00 ksi ; 5.90 ksi 23.76 ksi 23.76 ksi 31.60 ksi 0.00 ksi 0.00 ksi 0.00 ksi 10,577 psi Cm:x DL+LL 0.85 Cb:x DL+LL 1.75 10,577 psi Cm:y DL+LL 0.85 Cb:y DL+LL 1.75 14,067 psi Cm:x DL+LL+ST 0.85 Cb:x DL+LL+ST 1.00 14,067 psi Cm:y DL+LL+ST 0.85 Cb:y DL+LL+ST 1.75 -0.353 in at 9.500 ft Max Y -Y Axis Deflection 0.000 in at 0.000 ft 11 . I R.F. STRUCTURAL CONSULTANTS, INC. 75-1153 MERLE DRIVE SUpTE B PAILM DESERT, CA 92211 76(11-836-1000 Title Dsgnie Description Scope Job # 1- 7 Date: 8:30AM, 4 APR 06 Cj G 2ssep-Z°°'St@@I Column 2 iineerino Software Title: R.F,. STRUCTURAL CONSULTANTS, INC. 75-153 MERLE DRIVE DDeescscr: ription SUITE, B PALM DESERT, CA 92211 Scope: 760.836-1000 Rev: 550100 User: KW-0604868.Ver 5.5.0.25 -Sep -2001 Pole Embedment in Soil (c)15183-2001 ENERCALC Engineering Software 7 Description FLAG POLE FOOTING FOR SHEAR WALL #31 General Information Moments @ Surface... Point load Allow Passive 250.00 pcf Applied Loads... Without Surface Restraint.. Max Passive 1,500.00 Psf Point Load Press @ 113 Embed... t Load duration factor 1.330 distance from base Allowable Pole is Rectangular Width 30.000 in Distributed Load lNo Surface Restraint distance to top 1 distance to bottom i; Summary Moments @ Surface... Point load 3,325.00 ft-# Total Moment Distributed load 0.00 Total Lateral Without Surface Restraint.. Required Depth 3.015 ft Press @ 113 Embed... Actual 341.74 psf Allowable 334.16 psf Job # pate: 8:39AM, 4 APR 06 76 i. 350.00 lbs 9.500 ft 0.00 #/ft 3.000 ft 0.000 ft 3,325.00 ft-# 350.00 lbs Page 1 ' To specify your title block on Title: Job # these five lines, use the SETTINGS Dsgnr. Date: 1:09PM, 1 JUN 06 w Description main menu selection, choose the _ - ' Printing & Title Block tab, and ent Scope: your title block information. Rets: 550100 User: Kw-0604868, Ver5.5.0, 25Sep-2001 Combined Footing Design Page 1 (c)1 M-2001 ENERCALC Engineering Software ' Description TYP. FOOTING AT HARDY FRAME ' GE neral Information Calculations are designed to ACI 318-95 and 1997 UBC Requirements Allow Soil Bearing 1,500.0 psf fc 2,500.0 psi ' Seismic Zone 4 Fy 60,000.0 psi Concrete Wt 145.0 pcf Min As Pct 0.0014 ' Short Term Increase 1.33 Distance to CL of Rebar 3.50 in Overburden 0.00 psf Live & Short Term Load Combined LD mensions Footing Size... Column Support Pedestal Sizes Distance Left 12.00 ft #1 : Square Dimension 0.00 in Dist. Betwn Cols 8.00 ft ...Height 0.00 in Distance Right 12.00 ft #2: Square Dimension 0.00 in Footing Length 32.00 ft ...Height 0.00 in Width 1.50 ft Thickness 18.00 in dads Vertical Loads... @ Left Column i) Right Column' Dead Load 1.000'k 1.000 k ' Live Load 1.000 k 1:000 R ShortTerm Load k k Applied Moments... Dead Load k-ft k-ft ' Live Load k-ft k-ft Short Term Load 29.000 k-ft 29.000 k-ft Summary Footing Design OK Length = 32.00ft, Width = 1.50ft, Thickness = 18.00in, Dist. Left = 12.QOft, Btvrn. = 8.00ft, Dist. Right =1 2.00ft Maximum Soil Pressure 527.40 psf Allowable 1,995.00 psf Steel Req'd c@ Lef 0.244 in2/ft Max Shear Stres: 20.27 psi Steel Req'd @ Cente 0.424 in2/ft Allowable 85.00 psi Steel Req'd @ Righ 0.538 in2/ft Min. Overturning Stabili- ' 3.983:1 ' oil Pressures Soil Pressure @ Left Actual Allowable ACI Factored Eccentricity Dead + Live 300.8 , 1,500.0 psf Eq. 9-1 433.7 psf 0.000 ft Dead+Live+Short Term 74.3 1,995.0 psf Eq. 9-2 104.0 psf 4.017 It Soil Pressure @ Right End Eq. 9-3 57.6 psf Dead + Live 300.8 1,500.0 psf Eq. 9-1 433.7 psf 0.000 ft Dead+Live+Short Term 527.4 1,995.0 psf Eq. 9-2 738.4 psf 4.017 It ' Stability Ratio 4.0 :1 Eq. 9-3 \ 408.9 psf • t .r y ' To Specify your title block on Title: t Job '#' these five lines, use the SETTINGS Dsgnr: t Date: 1:09PM, 1 JUN 06 Description main menu selection, choose the r Printing & Title Block tab, and ent Scope your title block information. Regie 550100 Usnc KW -0804888, Ver 5.5.0, 255 -Sep -2001 Combined Footing Design r Pee 2 9 ' (c)1983.2001 ENERCALC Engineering Software D!tescription TYP. FOOTING AT HARDY FRAME . ' �iment & Shear Summary (values for moment are� given per unit width of footing) Moments... ACI 9-1 ACI 9-2 ACI 9-3 Mu @ Col #1 9.30 k-ft/ft -8.73 k-ft/ft -6.79 k-ft/ft ' Mu Btwn Cols 9.30 k-ft/ft 18.34 k-ft/ft 20.28 k -f /ft Mu @ Col #2 9.30 k-ftlft 25.53 k -f /ft 12.19 k-ft/ft One Way Shears... i ' Vn : Allow. 0.85 85.000 psi 85.000 psi 1 85.000 psi Vu @ Col #1 8.011 psi 5.802 psi t 4.895 psi Vu Btwn Cols 2.079 psi 0.000 psi 0.000 psi Vu C Col #2 8.011 psi 20.274 psi, 9.546 psi ' Two Way Shears... Vn : Allow' 0.85 170.000 psi 170.000 psi 170.000 psi Vu @ Col #1 3.462 psi 3.264 psi 1.201 psi Vu Col' 3.462 psi 2.803 psi 0.826 psi ' LRi�inforcing (values given per unit width of footing) � Left Edge of Col #1 Between Columns d Cro Right Edge of Col #2 Ru/Phi As Req'd Ru/Phi As Req'd Ru/Phi As Req'd ACI 9-1 49.15 psi 0.244 in2/ft 49.15 psi 0.244 in2ift 49.15 psi 0.244in2/ft ACI 9-2 46.13 psi -0.244 in2/ft 96.91 psi 0.383 in2/ft 134.91 psi 0.538 in2/ft ACI 9-3 35.86 psi -0.244 in2/ft 107.18 psi 0.424 in2/ft f54.40psi 0.252 in2/ft I AiCI Factors (per ACI, applied intemally to entered loads) ACI 9-1 & 9-2 DL 1.400 ACI 9-2 Group Factor 0.750 UBC 1921 2.7 "1.4" Factor 1.400 ACI 9-1 & 9-2 LL 1.700 ACI 9-3 Dead Load Factor 0.900 UBC 19211.2.7 "0.9" Factor 0.900 ACI 9-1 & 9-2 ST 1.700 ACI 9-3 Short Term Factor 1.300 ....seismic = ST • : 1.100 To:Specify your title block on Title : ,lob # thcise five lines, use the SETTINGS Dsgnr: Date: 1:06PM, 1JUN 06 Description main menu selection, choose the Printing & Title Block tab, and ent Scope yoiur title block information. Rev: 550100 _ US,3r. KW -0604888, ver 5.5.0, 25 -Sep -2001 Combined Footin DeS1n Page 1 (c) -f983-2001 ENERCALC Engineering Software 9 9 Description TYP. FOOTING AT HD10A 130neral Information Calculations are designed to ACI 318-95 and 1997 UBC Requirements Allow Soil Bearing 1,500.0 psf Pc 2,500.0 psi Seismic Zone 4 Fy 60,000.0 psi Concrete Wt 145.0 pcf Min As Pct 0.0014 Short Term Increase 1.33 Distance to CL of Rebar 3.50 in Overburden 0.00 psf Live & Short Term Load Combined Dimensions Footing Size... Column Support Pedestal Sizes Distance Left 12.00 ft #1 : Square Dimension 0.00 in Dist. Betwn Cols 8.00 ft ...Height 0.00 in Distance Right 12.00 ft #2-: Square Dimension' 0:00 in Footing Length 32.00 ft ...Height 0.00 in Width, 1.75 ft Thickness 18.00 in Liiads_ i Vertical Loads... @ Left Column 0 Right Column' Dead Load 1.000 k 1.000 k i.. Live Load' 1.000'k 1.000 k Short Term Load k k Applied'Moments... Dead Load k -ft k -ft Live Load k -ft k -ft ShortTerm Load 75:000 k -ft' 75:000 k -ft I� Summary I Footing Design -OK Length = 32.00ft, Width = 1.756, Thickness = 18.00in, Dist. Left=12.00ft, Btwn. = 8.00ft, Dist. Right=12.00ft Maximum Soil Pressure 915.97 psf Allowable 1,995.00 psf Steel Req'd @ Lef 0.460 int/ft Max Shear Stres: 39:39 -psi- Steel- Req'd- @ Cente 0.749 in2/ft Allowable 85.00 psi Steel Req'd @ Righ 0.858 in2/ft Min, Overturning' Stabili 1.726-:1 1 soilPressures Soil Pressure @ Left Actual Allowable ACI Factored Eccentricity Dead + Live 288.9 1,500.0 psf Eq. 9-1 415.2 psf 0.000 ft Dead+Live+Short Tenn . 0.0 1,995:0 psf" Eq. 9-2 0.0 psf` 9.271' ft' Soil Pressure @ Right End Eq. 9-3 0.0 psf Dead- Live 288:9, 1-,500.0.pst Eq: 91- 415.2 psf- 0:000 ft- Dead+Live+Short Term 916.0 1,995.0 psf Eq. 9-2 1,282.4 psf 9.271 ft Stability. Ratio { 1..7 :1. Eq. 9-3 722.5 psf SHEBT:...��137- SOR NC PLAN 1 0 DATE: H; (SB) SOIL BEARING �O� PSF TO BE ©ONFMMED PRIOR TO OONSTRUMON OONFiRMEO BY SOO.S REPORT . OONTINOU5 FOnTING C� TYD , LOADS TO FOCMG _ X � 11.5 PS ROOF WALL FLOOR CONCRETE SELF WEIGHT = 50 i TOTAL I PLF (W) WIDTH REQUIRED U USE WIDE X i - DEEP OONTINUOUS'FOOTING @ 1 - STORY PORTIONS ALOWABLE P0,11T LOAD ON �CQNTINUOUS FOOTING PMAX= SBxSX 144 ;POST P MAX @ 1 -STORY) .D P ALLOWABLE = P MAX - TOTAL (S/12) 'r. �• ® 10 5-0 S-40 AT t STORY S-52 AT 2 PAD DESIGN BM #1 + BM #2 = 4475 LBS USE 4'-0" SQ. x 5`-0" DEEP FLAG POLE FOOTING i BM #7 = 2575 LBS USE 3'-6" SQ. x 4`-0" DEEP FLAG POLE FOOTING I BM #13 (CANTILEVER SUPPORT) = 6275 LBS USE 2'-6" SQ. x 12" DEEP PAD WITH (3) #4 BARS EACH WAY BM #14 (INTERMEDIATE SUPPORTS) = 5750 LBS USE 2'-6" SQ. x 12" DEEP PAD WITH (3) #4 BARS EACH WAY BM #17 + BM #19 + BM #20 = 3850 LBS USE 4'-6" SQ. x 5'-0" DEEP FLAG POLE FOOTING BM #17 + BM #20 + BM #21 + BM #23 = 7500 LBS USE 4'-6" SQ. x 5`-0" DEEP FLAG POLE FOOTING BM #22 + BM #23 + BM #24 = 8575 LBS USE 4'-6" SQ. x 5`-0" DEEP FLAG POLE FOOTING BM #26 = 5300 LBS USE 2'-6" SQ. x 12" DEEP PAD WITH (3) #4 BARS EACH WAY BM #26 + BM #27 = 6450 LBS USE 2'-6" SQ. x 12" DEEP PAD WITH (3) #4 BARS EACH WAY BM #27 + BM #27 = 2300 LBS USE 2'-6" SQ. x 3'-0" DEEP FLAG POLE FOOTING BM #28 + BM #29 + B M#33 = 8800 LBS USE 2'-6" SQ. x 12" DEEP PAD WITH (3) #4 BARS EACH WAY BM #29 + BM #20 + BM #31 = 5700 LBS USE 3'-6" SQ. x 4`-6" DEEP FLAG POLE FOOTING BM #40 + BM #45 + BM #47 + BM #48 = 7650 LBS USE 2'-6" SQ. x 12" DEEP PAD WITH (3) #4 BARS EACH WAY BM #44 = 6800 LBS USE 2'-6" SQ. x 12" DEEP PAD WITH (3) #4 BARS EACH WAY To specify your title block on these five lines, use the SETTINGS M ain menu selection, choose the Pi`inting & Title Block tab, and ent your title block information. Title : Dsgnr: Description Scope Job # Date: 8:01AM, 1 SEP 06 Rav: 550100 U.ier:Kw-060486a,Ver 5.5.0,25 -Sep -2001 Cantilevered Retaining Wall Design Page ' )1983-2001 ENERCALC Engineering Software Description RETAINING WALL 8 FT. MAXIMUM HEIGHT, Criteria Soil DataFooting Strengths & Dimensions Retained Height = 8.00 ft Allow Soil Bearing = 1,500.0 psf fc = 2,500 psi Fy = 40,000 psi Wall height above soil = 0.00 ft Equivalent Fluid Pressure Method Min. As % = 0.0014 Slope Behind Wall = 0.00: 1 Heel Active Pressure 35.0 Toe Active Pressure = 0.0 Toe Width = 2.50 ft I'. Heel Width = 2.00 Height of Soil over Toe = 6.00 in Passive Pressure = 250.0 Total Footing Width = 430 - Soil Density= 110.00 pcf Water height over heel = 0.0 ft Footing Thickness 12.00 in FootingllSoil Friction = 0.300 tNind on Stem = 0.0 psf Soil height to ignore = Key Width 0.00 in Key Depth 0.00 in for passive pressure = 0.00 in Key Distance from Toe = 0.00 ft Cover @ Top = 3.00 in @ Btm.= 3.00 in f Lateral Load Applied to Stem Lateral Load = 33.0 #/ft ...Height to Top = 8.00 ft ...Height to Bottom = 0.00 ft Design Summary Stem Construction Top Stem 2nd notal Bearing Load 3,090 lbs ecc. 9.86 in Design height ft= Wall Material Above "Ht" = Stem OK Stem OK 3.00 0.00 L(I3k4/ .resultant Masonry Masonry J 11 Soil Pressure @ Toe = 1,442 psf OK Thickness = Rebar Size = 8.00 12.00 # 5 # 5 (Soil Pressure @ Heel = 0 psf OK Rebar Spacing 8.00 8.00 Allowable = 1,500 psf Soil Pressure Less Than Allowable = Rebar Placed at Edge Edge - I. ACI Factored @ Toe = 1,641 psf Design Data fb/FB + fa/Fa = 0.667 0.662 °ACI Factored @Heel = 0 psf Total Force @ Section lbs = 602.5 1,384.0 ;Footing Shear @ Toe = 21.5 psi OK Moment .... Actual ft-#= 1,141.7 4,042.7 Footing Shear @ Heel 20.7 psi OK Moment..... Allowable ft-#= 1,317.2 6,107.7 Allowable 85.0 psi Shear..... Actual psi = 11.2 14.6 Wall Stability Ratios Dverturning = 1.79 OK Shear..... Allowable psi = 19.4 38.7 Sliding = 0.72 UNSTABLEI Bar Develop ABOVE Ht. in = _ 25.00 25.00 Sliding Calcs Slab Resists All Sliding I Bar Lap/Hook BELOW Ht. in = 25.00 6.00 Lateral Sliding Force 1,681.5 lbs Wall Weight psf = 84.0 .133.0 Rebar Depth 'd' in= •5.25 9.00 Masonry Data I'm psi= 1,500 1,500 Fs psi= 20,000 20,000 Solid Grouting = Yes Yes , [I'Footing Design Results Special Inspection _ No Yes Modular Ratio 'n' - 25.78 25.78 L Toe Heel Short Term Factor = 1.000 1.000 f=actored Pressure = 1,641 0 psf Equiv. Solid Thick. in= 7.60 11.62 lulu' : Upward = 4,877 0 ft-# Masonry Block Type = Normal Weight Mu' : Downward = 1,085 1,798 ft-# Concrete Data 10u: Design = 3,792 1,798 ft-# fc psi= Actual 1 -Way Shear = 21.45 20.72 psi Fy psi= l,kllow 1 -Way Shear = 85.00 85.00 psi Other Acceptable Sizes & Spacings 'roe Reinforcing = None Spec'd Toe: #4@ 12.00 in, #5@ 18.75 in, #6@ 26.50 in, #7@ 36.00 in, #8@ 47.50 in, #9@ 4 Heel Reinforcing = None Spec'd Heel: Not req'd, Mu < S ' Fr I<ey Reinforcing = None Spec'd I' Key: No key defined To title block on Title : Job # specify your these five lines, use the SETTINGS Dsgnr: Date: 8:01AM, 1 SEP'06 t main menu selection, choose the Description Punting & Title Block tab, and ent Scope your title block information. Rzv: ssoloo User: KW -0604868, Ver 5.5.0, 2s -Sep 2001 Cantilevered Retaining Wall Design _ Page 2 )1983-2001 ENERCALC Engineering Software Ci)escription RETAINING WALL 8 FT. MAXIMUM i HEIGHT Summary of Overturning S Resisting Forces 8 Moments l I OVERTURNING..... .....RESISTING..... P Force Distance Moment Force Distance Moment Item lbs ft ft-# lbs ft ft-# keel Active Pressure = 1,417.5 3.00 4,252.5 Soil Over Heel = 880.0 400 3,520.0 Toe Active Pressure = Sloped Soil Over Heel = Surcharge Over Toe = Surcharge Over Heel = Adjacent Footing Load = Adjacent Footing Load = Added Lateral Load = 264.0 5.00 1,320.0 Axial Dead Load on Stem = 0.00 Load @ Stem Above Soil = Soil Over Toe = 137.5 1.25 171.9 SeismicLoad = Surcharge Over Toe _ Stem Weight(s) 819.0 2.91 _ 2,387.0 Total = 1,681.5 O.T.M. = 5,572.5 Earth @ Stem Transitions= 183.3 3.33 611.1 I:Resisting/Overturning Ratio = 1.79 Footing Weight 675.0 2.25 1,518.7 t Vertical Loads used for Soil Pressure = 3,089.9 lbs { Key Weight Vert. Component 395.1 4.50 1,777.8 Vertical component of active pressure used for soil pressure Total = 3,089.9 lbs R.M.= 9,986.5 f it p i M 11 f Factored Pressure tilu' : Upward Nlu' : Downward it Design Actual 1 -Way Shear A,Ilow 1 -Way Shear T,'oe Reinforcing Flee[ Reinforcing K*.ey Reinforcing = 1,588 3,313 726 2,587 18.21 85.00 = None Spec'd. = None Speo'd = None Spec'd 3 Heel Short Term Factor = 1.000 1.000 98 psf" Equiv. Solid Thick. in = 7.60 111.62 0 ft-# TA ' Tobi Cify your title block on Title : Concrete Data 1,798.ft-# Job # these five lines, use the SETTINGS Dsgnr. psi = 85.00 psi 'Date: 11:13AM, 1 JUN 06 main menu selection, choose the Description Printing 8 Title Block tab, and ent : your title block information. Scope Rear. 550100 user. Kw osoaasa, ver ss.o, zs seg zoos Cantilevered Retaining.Wall Design . Page 1 (,)'1983-MOIENERCALC Engineering Software Description RETAINING WALL 8 FT. MAX HEIGHT ' f.rlteria I Soil Data Footing Strengths & Dimensions Retained Height = 8.00ft Allow Soil Bearing = 1,500.0 psf fc = 2,500 psi Fy = 40,000 psi 111a11 height above soil = 0.00 ft Equivalent Fluid Pressure Method Min. As % - 0.0014 ' := hope Behind Wall 0.00:1 Iw Heel Active Pressure Toe Active Pressure 35.0 0.0 :Toe Width Heel Width 2.00 ft Weight of Soil over Toe = 6.00 in Passive Pressure - 250.0Total Footing Width 2.00 = _____4_OIT Soil Density •. = 110.00 pcf Water height over heel = 0.0 ft Footing Thickness = 12.00 in FootingllSoil Friction = _ 0.300 - Wind on Stem 0 psf Soil height to ignore Key Width 0.00 in for passive pressure - 0.00 in Key Depth 0.00 in Key Distance from Toe - - 0.00 ft Cover @ Top = 3.00 in Btm.= 3.00 in [Design Summa Stem Construction Top stem 2nd _ Total Bearing Load = 2,987 lbs Design height ft= Stem OK 3.00 Stem OK 0.00 Yresultant ecc. = 7.07 in Wall Material Above "Hf' = Masonry Masonry Coil Pressure @ Toe 1,407 psf OK Thickness Rebar Size = 8.00 # 5 12.00 #; 5 !foil Pressure @Heel 87 psf OK Rebar Spacing = 16.00 8.00 Allowable = 1,500 psf Soil Pressure Less Than Allowable Rebar Placed at - Edge Edge /SCI Factored @ Toe = 1,588 psf Design Data J CI Factored @ Heel = 98 psf fb/FB + fa/Fa = 0689 . 0.912 I; Doting Shear @Toe = 18.2 psi OK Total Force @ Section lbs = 437.5 Footing Shear @Heel OK Moment. -Actual ft_# = 729.2 2,986.7 Moment ..... Allowable ftf = 1,058.0 3,274.4 Allowable Wall Stability RatiosSfiear.....Actual psi = 7.8 1;1.8 E)vertuming Shear....Allowable psi = 19.4 19.4 V1pS1 ;Aiding TABLEI Bar Develop ABOVE Ht. in = 25.00 25.00 Sliiding Calcs Slab ResistBar Lap/Hook BELOW Ht. in = 25.00 6.00 ateral Sliding ForceWall Weight psf= 84.0 133.0 Rebar Depth 'd' in = 5.25 9.00 Masonry Data Fm psi 1,500 1,500 Fs psi = 20,000 20,000 Solid Grouting = Yes Yes OFooting Design Results Special Inspection = No iNo It Modular Ratio'n' = 25.78 25.78 Factored Pressure tilu' : Upward Nlu' : Downward it Design Actual 1 -Way Shear A,Ilow 1 -Way Shear T,'oe Reinforcing Flee[ Reinforcing K*.ey Reinforcing = 1,588 3,313 726 2,587 18.21 85.00 = None Spec'd. = None Speo'd = None Spec'd 3 Heel Short Term Factor = 1.000 1.000 98 psf" Equiv. Solid Thick. in = 7.60 111.62 0 ft-# Masonry Block Type = Normal Weight 1,798 ft-# Concrete Data 1,798.ft-# fc psi= 20.72 psi Fy psi = 85.00 psi Other Acceptable Sizes & Spacings r a- MyL Toe: #4@ 17.00 in, #5@ 26.25 in, #6@ 37.00 in, #7@ 48.25 in, #8@ 48.25 in, #9@ 4 Heel: Not req'd, Mu < S ` Fir Key: No key defined S L g . oANIo. . X63 f J'Specify your title block on Tile : Job # thi se five lines, use the SETTINGS Dsgnr: Date: 11:13AM, 1 JUN 06 ii - Description mi ln menu selection, choose the Printing & Title Block tab, and ent Scope O your title block information. l Rev 550100 Uses xw-of;oaasa, Ver 5.5.0, 25sep zoo,Cantilevered Retaining Wall Design Page 2 (c)1983-2001 ENERCALC Engineering Software Description . RETAINING WALL 8 FT. MAX HEIGHT l . ummary of Overturning & Resisting Forces & Moments .....OVERTURNING..... RESISTING..... Force Distance Moment Force Distance Moment i lbs It ft -# lbs ft ft-# I Active Pressure = 1,417.5 3.00 4,252.5 Soil Over Heel = 880.0 3.50 3,080.0 Active Pressure = Sloped Soil Over Heel = :harge Over Toe = scent Footing Load = ed Lateral Load = I @ Stem Above Soil = micLoad = Total = 1,417.5 O.T.M. = 4,252.5 misting/Overturning Ratio = 1.99 Vertical Loads used for Soil Pressure = 2,987.4 lbs ical component of active pressure used for soil pressure fl 11 Surcharge Over Heel = Adjacent Footing Load = Axial Dead Load on Stem = 0.00 Soil Over Toe = 110.0 1.00 110.0 Surcharge Over Toe = Stem Weight(s) _ 819.0. 2.41 1,977.5 Earth @ Stem Transitions _ 183.3 4 2.83 519.4 Footing Weight = 600.0 2:00 1,200.0 Key Weigh = Vert. Component = 395.1 4.00 1,580.3 Total = 2,987.4 lbs R.M.= 8,467.2 s i v Toi specify your title block on Title : Job # .. thi_se five lines, use the SETTINGS Dsgnr. Date: 1o:2oaM, . 1 JUN 06 i; mein menu selection, choose the Description Printing & Title Block tab, and ent Scope your title block information. - Rev: 550100 User: KW4=4M, ver 5.5.0, 25 -Sep -2001 c* Steel Column Base Plate Page 1 (c) 1983-2001 ENERCALC Engineering Software j Description base plate at bm 39 General Information Calculations are designed to AISC 9th Edition ASD and 1997 UBC Requirements Loads Steel Section P4std Axial Load 18.50 k Section Length 4.500 in ' X -X Axis Moment 0.00 k -ft Section Width 4.500 in Flange Thickness 0:237 in Plate Dimensions Web Thickness 0.237 in Plate Length 10.000 in Allowable Stresses . Plate Width 10.000 in Concrete f 2,500.0 psi Plate Thickness o.5oo in Base Plate Fy 36.00 ksi " Load Duration Factor 1.330 Support Pier Size Anchor Bolt Data Pier Length 10.000 in Pier Width 10.000 in Dist. from Plate Edge 1.500 in Bolt Count per Side 2 Tension Capacity 5.500 k Bolt Area 0.442 in2 Summary no Baseplate OK Concrete Bearing Stress Bearing Stress OK Actual Bearing Stress 185.0 psi Allow per ACI 10.17 1,487.5 psi Full Bearing: No Bolt Tension Allow per AISC J9 1,163.8 psi Plate Bending Stress Thickness OK Actual fb 15,289.6 psi Max Allow Plate Fb 35,910.0 psi Tension Bolt Force Bolt Tension OK Actual Tension 0.000 k Allowable 5.500 k 4 } s Tcl specify your title block on these five lines, use the SETTINGS main menu selection, choose the Printing & Title Block tab, and ent yeurtitle block information. Rev: 550100 Uner. KW -0604868, Ver 5.5.0, 25 -Sep -2001 (c)IMS-2001 ENERCALC Engineering Software '581 Description base plate at bm 53 neral Information 222.2 psi Loads Job # Axial Load 18.00 k X -X Axis Moment 0.00 k -ft Plate Dimensions 31,353.9 psi Plate Length 9.000 in Plate Width 9.000 in Plate Thickness 0.375 in Support Pier Size 3.500 in Pier Length 9.000 in Pier Width 9.000 in Concrete Bearing Stress Bearing Stress OK Actual Bearing Stress 222.2 psi Title : Job # Dsgnr. Date: 1021AM, 1 JUN 06 , ' Description Thickness OK Scope: 31,353.9 psi Steel Column Base Plate . Page 1 1 F Calculations are designed to AISC 9th Edition ASD and 1997 UBC Requirements Steel Section P3std Section Length 3.500 in Section Width j 3.500 in Flange Thickness 0.216 in Web Thickness 0.216 in Allowable Stresses Concrete fc , 2,500.0 psi Base Plate Fy 36.00 ksi Load Duration Factor 1.330 Anchor Bolt Data Dist. from Plate Edge 1.500 in Bolt Count per Side 2 Tension Capacity 5.500 k Bolt Area 0.442 in2 Baseplate OK Concrete Bearing Stress Bearing Stress OK Actual Bearing Stress 222.2 psi Allow per ACI 10.17 1,487.5 psi Full Bearing : No Bolt Tension Allow per AISC J9 1,163.8 psi Plate Bending Stress Thickness OK Actual fb 31,353.9 psi Max Allow Plate Fb 35,910.0 psi Tension Bolt Force Bolt Tension OK Actual Tension 0.000 k Allowable 5.500 k RF STRUCTURAL, CONSULTANTS, INC. 75-153 MERLE DRIVE, SUITE B. PALM DESERT, CA. 92211 PHONE (760) 836-1000 FAX(760)836-0856 E-MAIL RAYMOND@RFSTRUCTURAL.COM REDUNDANCY FACTOR CALCULATIONS MA inl ffo05:!!5 r(max.) = (LOAD @S.W. / TOTAL LOAD)x(10/L) with 10/L smaller or equal to 1.00 p = 2 - (20/(r(max.) x A)) I TOTAL AREA TOTAL SEISMIC LOAD IN ONE DIRECTION = 3 ' ' • LONGITUDINAL r(%) = b •If e r(3 = d . /01-7. 06**T r( j = r(Jr)= ! • Ci•b 2 3 z9 (9.061 r( )= O'Iltl r( ) _ • pq )_ 0, DSO! b1 2, r( ) _ r( ) _ r( ) _ r( ) _ r( ) r( ) _ r( ) _ r( ) _ r( ) r( ) RHO LONGITUDINAL = •''1 RHO TRANSVERSE = V • /3 = 0.06 v9 3= e,0 Z6—/ = o • 3W 9 P 3 z9 )_ 0, RF STRUCTURAL CONSULTANTS, INC. 75-153 MERLE DRIVE, SUITE B. PALM DESERT, CA. 92211 PHONE (760) 836-1000 FAX (760) 836-0856 E-MAIL RAYMOND a( ZFSTRUCTURAL.COM I i, REDUNDANCY FACTOR CALCULATIONS G,66Sr lk>d5 i*' r(max.) _ (LOAD @S.W. / TOTAL LOAD)x(10/L) i with 10/L smaller or equal to 1.00 p = 2 - (20/(r(max.) x A)) TOTAL AREA= T,3(•p 5a,FL-1- TOTAL SEISMIC LOAD IN ONE DIRECTION =fig' OOt S' 11 LONGITUDINAL TRANSVERSE i r(n) r(34 = v . 3 3113 r( )= r( )_ r( r() - r( )= r( )- r( r( )_ r( )_ r( ) _ r( r( ) - r( ) _ r( )- r( )- r( ) - r( ) r( ) = r( ) RHO LONGITUDINAL 00 RHO TRANSVERSE _ ( ..d/`T l'v