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SFD (05-0342)78215 Masters Cir 05-0342 144 P.O. BOX 1504 78-495 CALLE TAMPICO LA QUINTA,..CALIFORNIA 92253 BUILDING & SAFETY DEPARTMENT BUILDING PERMIT Application Number: C05'0-0000342 Property Address: 7-8215—MASTERS CIR APN: 770-360-011-' - - Application description: DWELLING - SINGLE FAMILY DETACHED Property Zoning: LOW DENSITY RESIDENTIAL Application valuation: 495100 Applicant: Architect or Engineer: ------------------ LICENSED CONTRACTOR'S DECLARATION I hereby affirm under penalty of perjury that I am licensed under provisions of Chapter 9 (commencing with Section 7000) of Division 3 of the Business and Professionals Code, and my License is in full force and effect. Licen a Class: A License No.: te: Z d5 Contractor. k OWNER -BUILDER DECLARATION I hereby affirm under penalty of perjury that I am exempt from the Contractor's State License Law for the. following reason (Sec. 7031 .5, Business and Professions Code: Any city or county that requires a permit to construct, alter, improve, demolish, or repair any structure, prior to its issuance, also requires the applicant for the permit to file a signed statement that he or she is licensed pursuant to the provisions.of the Contractor's State License Law (Chapter 9 (commencing with Section 7000) of Division 3 of the Business and Professions Code) or that he or'she 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, Business and Professions Code: The Contractors' State License Law does not apply to an ownerof property who builds or improves thereon, and who does the work himself or herself through his or her own employees, provided that the . 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 or she did not build or improve for the purpose of sale.). (_ 1 I, as owner of the property, am exclusively contracting with licensed contractors to construct the project (Sec. 7044, Business and Professions Code: The Contractors' State License Law does not apply to an owner of property who builds or improves thereon, and who contracts for the projects with a contractor(s) licensed pursuant to the Contractors' State License Law.). ( 1 I am exempt under Sec. , B.&P.C. for this reason Date: Owner: CONSTRUCTION LENDING AGENCY I hereby -affirm under penalty of perjury that there is a construction lending agency for the performance of the work for which this permit is issued (Sec. 3097, Civ. C.). Lender's Name: _ Lender's Address: .LQPERMIT VOICE (760) 777-7012 FAX (760) 777-7011 INSPECTIONS (760) 777-7153 Date: 8/02/05 Owner: JOHN ZAR 309 S POINSETTA AVE. MANHATTAN BEACH, CA 90266 . DQ Contractor: CAL TECH DEVELOPMENT CORP SEP 0 2 2005 WCC: EXEMPT WC: EXEMPT 8/ pP IJP Oil """ CSLB : 683 969 8 / 31 / OANAMPL- nem WORKER'S COMPENSATION DECLARATION I hereby affirm under penalty of perjury one of the following declarations: _ I have and will maintain a certificate of consent to self -insure for workers' compensation, as provided for by Section 3700 of the Labor Code, for the performance of the work for which this permit is issued. I have and will maintain workers' compensation insurance, as required by Section 3700 of the Labor Code, for the performance of the work for which this permit is issued. My workers' compensation insurance carrier and policy number are: Carrier B Policy Number I certify that, in the performance of the 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, and agree that, if Ishould become subject to the workers' compensation provisions of Section 3700 of the Labor e, 1 shall forthwith comply r with those provisions. Date 21 Applicap T V"]rop rr LOS WARNING: FAILURE TO SECURE WORKERS' COMPENSATION COVERAGE IS UNLAWFUL, AND SHALL ' SUBJECT AN EMPLOYER TO CRIMINAL PENALTIES AND CIVIL FINES UP TO ONE HUNDRED THOUSAND DOLLARS 1$100,000). IN ADDITION TO THE COST OF COMPENSATION, DAMAGES AS PROVIDED FOR IN SECTION 3706 OF THE LABOR CODE, INTEREST, AND ATTORNEY'S FEES. APPLICANT ACKNOWLEDGEMENT . IMPORTANT Application is hereby made to the Director of Building and Safety for a permit subject to the conditions and restrictions set forth on this application. 1. Each person upon whose behalf this application is made, each person at whose request and for whose benefit work is performed under or pursuant to any permit issued as a result of this application, - the owner, and the applicant, each agrees to, and shall defend, indemnify and hold harmless the City of La Quints, its officers, agents and employees for any act or omission related to the work being performed under or following issuance of this permit. 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 permit to cancellation. 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 ofthis c t W to enter upon the above-mentioned propert or inspection purposes. DW M Signature (Applicant or Agen Application Number . . . . . 05-00000342 ------ Structure Information 56.97 SQ. FT. SFD. - ---- Construction.Type . . . . TYPE V•- NON RATED - 'Occupancy.Type DWELLG/LODGING/CONG <=10 Flood Zone . . . . NON -AO FLOOD•ZONE Other struct info . CODE EDITION 2001 CBC # BEDROOMS 4.00 FIRE•SPRINKLERS NO GARAGE SQ FTG 1303.00 PATIO SQ FTG 695.00 NUMBER OF UNITS 1.00 1ST FLOOR SQUARE FOOTAGE -------------------------------- 5697.00 Permit . . . BUILDING PERMIT . Additional desc . Permit Fee . . . . 2025.50 Plan Check Fee 1316.58 Issue Date . . . . Valuation 495100 Expiration Date 1/29/06 Qty Unit Charge Per Extension• BASE FEE 639.50 396.00 3.5000 ---------------------------------------------------------------- THOU BLDG 100;001-500,000 1386.00 Permit• ELEC-NEW RESIDENTIAL Additional desc . Permit Fee . . 255.46 Plan Check Fee 63.87 Issue Date . . . . Valuation 0 Expiration Date. 1/29/06 Qty Unit Charge Per Extension BASE FEE 15.00 5697.00 .0350 ; ELEC NEW RES - 1.OR 2 FAMILY 199.40 1303.00 .0200 ELEC GARAGE OR NON-RESIDENTIAL 26.06 1.00 15.0000 -------------------------------------------------------------- EA ELEC TEMPORARY POWER POLE - 15.00 ------------- Permit GRADING PERMIT . Additional desc . Permit Fee . . . . 15.00 Plan Check Fee .00 Issue Date Valuation 0 Expiration Date 1/29/06 Qty Unit Charge Per Extension ------------------------------------------------------------------------------ BASE FEE 15.00 Permit• . . . . . . MECHANICAL LQPEnlff LQPERAIIT Application Number 05-00000342 Permit .' . . MECHANICAL Additional.desc . Permit Fee 170.00 Plan Check Fee 42.50 Issue Date Valuation 0 Expiration Date... 1/2.9/06 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 . 9.00 6.5000 EA MECH..VENT FAN 58.50 1.00 6.5000 EA. MECH EXHAUST HOOD 6.50 Permit PLUMBING Additional desc . Permit Fee . . . . 272.25 Plan Check Fee 68.06 Issue Date . . . . Valuation . . 0 Expiration Date 1/29/06, _ Qty Unit Charge Per Extension - BASE FEE 15.00 26.00 6.0000 EA PLB FIXTURE 156.00 1.00 15.0000 EA PLB BUILDING SEWER 15.00 4:00. 6.0000 EA PLB ROOF DRAIN 24.00' 3.00 7.5000 EA PLB WATER HEATER/VENT 22.50 1.00 3.0000 EA PLB WATER INST/ALT/REP 3.00 1.00 9.0000 EA PLB LAWN SPRINKLER SYSTEM 9.00. 1-7.00 .7500 EA PLB GAS PIPE >=5 12.75 1.00 15.0.000'EA PLB GAS METER 15.00 Special Notes and Comments 5697 SQ. FT. SFD. THIS PERMIT'DOES NOT INCLUDE POOL & SPA BLOCK WALLS OR DRIVEWAY APPROACH. 2/23/05 10:02:28 AM JJohnson. -- ---------.------------------------------ : Other Fees . . . . . . ART IN PUBLIC PLACES -RES 737.75' DIF COMMUNITY CENTERS -RES 97.00 DIF.CIVIC CENTER - RES 366.00 ENERGY REVIEW FEE 131.66 DIF FIRE PROTECTION -RES. 97.00 GRADING PLAN CHECK FEE 00 DIF LIBRARIES - RES 225.00 . DIF.PARK MAINT FAC - RES 5.00 DIF PARKS/REC - RES 502.00 STRONG MOTION (SMI) - RES 49.51 DIF STREET MAINT FAC -RES 15.00 LQPERAIIT LQPERNIIT Application Number 05-00.000342 ----------------- ----------------------------------------------------------- Other.Fees . . . : . . DIF. TRANSPORTATION - RES 1098.00 Fee summary Charged ----------- Paid --- Credited Due - ----------------- Permit Fee Total 2738.21 .00 .00 2738.21 Plan Check Total 1491.01 750.00 .00' 741.01 Other Fee Total 3323.92 .00 .00 3323.92 Grand, Total 7553.14 750.00 ._00. 6803.14 LQPERNIIT TitT " 0S_ 34C2 -rWrO;mi,ij (riots CUTP P.O. BOX 1504 APPLICATION ONLY Building : 78-495 CALLE TAMPICO Address M (, A QUINTA, CALIFORNIA 92253 Owner -Vb jj S BUILDING: TYPE CONST. •_1`OCC. GRP.. ( A — Mailing Address A.P. Number " lo -a' O t t S pali . 7`rzA Av( ,., 2$$6,? City Zip 266 I. 3 `d Legal Description Contractor .7 Project Description Q Address City Zip Tel. State Lic. City Sq. Ft. No. No. Dw. & Classif. Lic. # Size Stories Units or I Arch., Engr., New Add ❑ Alter ❑ Repair ❑ Demolition ❑ Designer Address Tel. .76 ity Zip State Z Lic. # 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 1 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). ❑ 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 Profes- sions Code: The Contractor's License Law 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 im- provement 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). ❑ I, as owner of the property, am exclusively contracting with licensed contractors to construct 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(s) licensed pursuant to the Contractor's License Law.) ❑ 1 am exempt under Sec. B. & P.C. for this reason Date Owner WORKER'S COMPENSATION DECLARATION I 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 ❑ Copy is filed with the city. ❑ 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 ($100) valuation or less). I certify that in the performance of the work for which this permit is issued, I shall not employ any person in any manner so as to become subject to 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 I 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 WHITE = BUILDING DEPARTMENT Estimated Valuation PERMIT AMOUNT Plan Chk. Dep. Or 0 Plan Chk. Bal. Const. Mech. Electrical Plumbing S.M.I. Grading Driveway Enc. Infrastructure TOTAL REMARKS ZONE: BY.- Minimum Y:_Minimum Setback Distances: FINAL DATE Issued by: Validated by Validation: Front Setback from Center Line Side Setback YELLOW = APPLICANT PINK = FINANCE Date 9/1/05 No. 27616 Owner John Zar Address City Zip Tract # Type New Residential Addition CERTIFICATE OF COMPLIANCE Desert Sands Unified School District 47950 Dune Palms. Road La Quinta, CA 92253 (760) 771-8515 APN # Jurisdiction Permit # Study Area No. of Units v x nF 7P/SC' BERMUDA DUNES Cr RANCHO MIRAGE d Yr INDIAN WELLS PALM DESERT y LA QUINTA N O y 770-360-011 La Quinta 1 Lot # No. Street S.F. Lot # No. Street S.F. Unit 1 78215 Master Circle 5697 Unit 6 Unit 2 Unit 7 Unit 3 Unit 8 Unit 4 Unit 9 - Unit 5 Unit 10 Comments At the present time, the Desert Sands Unified School District does not collect fees on garages/carports, covered patios/walkways, residential additions under 5 00 square feet, detached accessory structures (spaces that do not contain facilities for living, sleeping, cooking, eating or sanitation) or replacement mobile ho mes. It has been determined that the above-named owner is exempt from paying school fees at this time due to the following reason: EXEMPTION NOT APPLICABLE This certifies that school facility fees imposed pursuant to Education Code Section 17620 and Government Code 65995 Et Seq. in the amount of $2.24 X 5,697 S.F. or $12,761.28 have been paid for the property listed above and that building permits and/or Certificates of Occupancy for this square footage in this proposed project may now be issued. Fees Paid By OC/Comerica - Lori Hatzopoulls Check No. 399609851 Name on the check Telephone 771.3738 Funding Residential By Dr. Doris Wilson Superintendent Fee collected /exempted by Sha n CGilvre Payment Recd' 0.00 ' . Over/Uride x' $12,761.28 '. : z Signature r NOTICE: Pursuant to Government Code Section 66020(d)(1), this will notify you that, the 90 -day approval period in which you may protest the fees o r other payment identified above will begin to run from the date on which the building or installation permit for this project is issued, or from the date on which.., those amounts are paid to the District(s) or to another public entity authorized to collect them on the DistrictCs) behalf, whichever is earlier. NOTICE: This Document NOT VALID if Duplicated Embossed Original -Building Department/Applicant . Copy - Applicant/Receipt Copy - Accounting T ,:�,... P.O. Box 1504 78-495 CALLE.TAMPIco. (760) 777-7000 OFTt'E LA QUINTA, CALIFORNIA 92.253, FAX (760) 777-7101 February 7, 2005 Kristi Hanson Architects Inc. 72-185 Painters Path Palm Desert, CA 92211 SUBJECT: Approval for Minor bse Permit 2005-606 Dear Applicant: Your request for Minor Use Permit 2005-606 to allow the construction for a new custom guest 'casita' at 78-215 Master's:Circle for Mr. and .Mrs. John and Jan Zar is hereby approved. E o,sed . is the approved original. Deed Restriction for this Minor Use Permit. It must be signed by Mr. and Mrs. John .. and Jan Zar 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 us for our files. Until the recorded copy is received, your Minor Use Permit is not complete. After we review our copy, we will provide our clearance to the Building Department to issue the building permit. Should you have 'any questions, please call me at (760) 777-7070. Very truly yours, TIM NGUYE Assistant Planner - Attachment c:r—BuiIding-an-&Safety-Dep-artn-erit x p-�mup LA 2005-606.doc RECORDING REQUESTED BY: Kristi Hanson. .72-.185 Painters Path Y ' Palm Desert, CA 92111 WHEN RECORDED PLEASE MAIL TO: Kristi Hanson r 72-185 Painters Path: Palm Desert; CA 92111 COVENANT AND AGREEMENT RESTRICTING THE USE OF THE RESIDENCE AT 78-215 MASTER'S CIRCLE, LA QUINTA, CALIFORNIA This Covenant and Agreement are made and" executed this` 7`h day of February, 2005 by John. and Jan Zar, 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 elow:The undersigned hereby certifies that he/she is the property owner of the following described real property in .the City of La Quinta,-'County. of Riverside, State of California LOT 83, BK: 770 PG. 36,. TR 28867, 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. 2005-606); 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 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 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. 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. 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, including attorney's fees. By: 1. X 2. 3. Signature(s) Printed Name of all owner(s) Dated: Douglao,"R. Evans Date Community Development Director City of La Quinta ALL PURPOSE NOTARY ACKNOWLEDGMENT(S) MUST BE ATTACHED IN 8 1/2 X 11 FORMAT, FOR EACH SIGNATURE. STATE OF CALIFORNIA ) COUNTY OF RIVERSIDE ► ss. CITY. OF LA QUINTA ) On February 7, 2005 before me, Regenia Hensley, :Notary Public, personally appeared DOUGLAS R. EVANS 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 which the person acted, executed the instrument. WITNESS my, hand and official seal*.-, (Seal) REG A HENSLEY REGENiA HENMY Commission # 1521423 Notary Public .e Notory "IC - CoNforrho Commission # 1521423 Riverside County MyComm. E)qtesOct 23,2008 Expiration: October 23, 2008 hT141.-0178697 DOC a 2003 , 4 . 03/07/2005 08:00A Fee.NC. .p '•i 4 -. r.y , Page 1 of '6 - Recorded in Official Records s " r' ,RECORDING REQUESTED BY:` County of Riverside ' Larry W. Ward county Clerk 8 R2corder.' t h.'72-185 Painters Path'` Kristi Hanson IIIII IIIIIII'.I IIIIIIIIII IIIIIIIIIIIIIIIIIII'IIIII II.:: ','Palm -Desert, CA 92111 y, WHEN RECORDED PLEASE MAIL TO:. Kristi Hanson "72-185 Painters Path Palm' Desert ' CA 92111 COVENANTAND AGREEMENT RESTRICTING THE USE OF THE RESIDENCE AT ' TP } 78-215 MASTER'S CIRCLE; LA QUINTA, CALIFORNIA, . This Covenant and '_,Agreement are..made and 'executed this 7"'' day. of February, 2005 by John `and Jan Zar,. as the recorded owners) of the property ' described. herein: The' City " of La Quinta, .a Municipal Corporation, ns hereby made a v party to this'Agree mdnt for the purposes set forth below: s ; The undersigned hereby certifies that: fie/sheis the property owner of the` following described_ real .property in 'the City of La Quinta; County of. Riverside, State of California: LOT 83; BK -:7 . 70 PG. 36., TR 28867 in the. City of La Quinta,' County of ; Riverside, State of California In consideration ofthe City of La Quinti issuing: a building .permit for certain improvements which' will be constructed on said property, `the undersigned .does` hereby covenant and agree 'to, and with I.said City, to .restrict the 'use,of said- . property as follows: a ' 1 The guesthouse may not be rented, non'sold independent of the. main single;, ` family residence (Minor Use -Permit No: 2005-606); No. kitchen` or cooking facilities shall be constructed' in the guest, house per. ' the provisions of Chapter 9.30.030. (RL Zone District) . and9.60.110 (Guest F _ i Houses) of the La Quinta Municipal Code; '± 3: All 'on -situ facilities are. intended.. for: the sole occupancy of the' property k - o.wner(s); guests, and cretakers {i.e.,' a maid and/or. housekeeper, etc.); and., yiin facility, d shall be ' 4. The guest house shall be •used, primarily as. a sleeping an y } maintained in accordance with all Toning. and. other codes as set forth' in the. S UPAGE SIZE DA PCOR NOCOR SMF MISC. A R' L COPY LONG REFUND -NCHG EXAM COVENANTAND AGREEMENT RESTRICTING THE USE OF THE RESIDENCE AT ' TP } 78-215 MASTER'S CIRCLE; LA QUINTA, CALIFORNIA, . This Covenant and '_,Agreement are..made and 'executed this 7"'' day. of February, 2005 by John `and Jan Zar,. as the recorded owners) of the property ' described. herein: The' City " of La Quinta, .a Municipal Corporation, ns hereby made a v party to this'Agree mdnt for the purposes set forth below: s ; The undersigned hereby certifies that: fie/sheis the property owner of the` following described_ real .property in 'the City of La Quinta; County of. Riverside, State of California: LOT 83; BK -:7 . 70 PG. 36., TR 28867 in the. City of La Quinta,' County of ; Riverside, State of California In consideration ofthe City of La Quinti issuing: a building .permit for certain improvements which' will be constructed on said property, `the undersigned .does` hereby covenant and agree 'to, and with I.said City, to .restrict the 'use,of said- . property as follows: a ' 1 The guesthouse may not be rented, non'sold independent of the. main single;, ` family residence (Minor Use -Permit No: 2005-606); No. kitchen` or cooking facilities shall be constructed' in the guest, house per. ' the provisions of Chapter 9.30.030. (RL Zone District) . and9.60.110 (Guest F _ i Houses) of the La Quinta Municipal Code; '± 3: All 'on -situ facilities are. intended.. for: the sole occupancy of the' property k - o.wner(s); guests, and cretakers {i.e.,' a maid and/or. housekeeper, etc.); and., yiin facility, d shall be ' 4. The guest house shall be •used, primarily as. a sleeping an y } maintained in accordance with all Toning. and. other codes as set forth' in the. La QuintaMunicipal .Code; as'may be amended from time to. time - - ' - This Covenant and .Agreement shall run ;with .the land and shall be binding -upon future- owners., their successors, heirs, or assigns, and ourselves, and shall " ' a continue in effect while said accessory building rgmains - on the real.' property or, t ` i unless' otherwise released by the authority t;the City of La Quinta:: All leases of .t said dwelling and/or 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: This Covenant and Agreement and the.. provisions hereof are irrevocable, ' V -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 s 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. 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 Aof such` obligation,. including attorney's fees. By 2. 3. Signatures) Printed Name of all owners) Dated: • • y X. . Dougla Evans ate. ' Community Development Director ' 'City of La Quinta Y t#, ''} ' # • •+ 1 •t ♦ t is t • .. + '.', , . - • . - 'l' 4 ' • ' .. F [.._ 1. . • _ _ • , .. r ' ' .. •ALL.PUaRPOSE NOTARY ACKNOWLEDGMENTS) MUST BE ATTACHED IN 81*, 1./2 X _, 11" FORMAT, FOR EACH SIGNATURE. ' vJLI IZ)/ LCJCIJ U4. 11 r uu r 0 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 future owners, their successors, heirs, or .:assigns, and ourselves, and shall continue in . effect while said accessory buijdng remains on the real property or unless otherwise released by the authority p'f- e Cily of La Quinta. All leases of said dwelling and/or 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. This Covenant and Agreement arid 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. In the event that the .owners; their heirs, assigns or successors in. interest, shalt 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, including attorney's fees. By:.jS.ignature(s) J,41ver • Printed Name of all owner(s)' Dated: glaze oZSozroos X d Dougla . Evans t Nate Community Development Director City .of La Quinta ALL PURPOSE. NOTARY ACKNOWLEDGMENT(S) MUST 13E ATTACHED'IN 8 1/2 X.' 11 " FORMAT,. FOR EACH SIGNATURE: of -' .t 7 .. • _ .,, 1 _,N , r s.r - , _ • rt,. r ., 3ptt ` Z3 aC , f . • •} C a- r : - ' r ' A -Al IMUNIA eLL.PURPOSE ACKNOWLEDGMENT J State of California ' County of ssr , h / On I ` ' 25 _ before me, ' `— ' Q r - --ate Name and Title of Officer (e.g., 'Jane W.Notary Puhficj . 01 personally appeared ' < Name(s) of Signers) , personally known to me improved to' me on the basis of satisfactory evidence ' ^ to be the persono whosename. is/a) subscribed to the within. instrument and' cuted SUSAN L CAM acknowledged to me that he/s".AtXy exe Coon*1450660 the same in his/t r/thyir authorized Nb1ayP c.=Ca/oero, capacity(i6g,and that by , his/hof/tltir 't* ' t=A69ats .Coudy . signature( on the instrument the'personJ &), or '` MyCam t a the entity.upoh behalf of which the persons • , acted, executed the instrument. . µ . , WITNESS. hand and official seal. .. . •. _ /myy} , 1 , v 1 a, ti[JW Signa of NC Public-: OPTIONAL. 4 ,r Though the information below is not required by law, it may prove valuable to persons relying on the document and could prevent _ fraudulent removal and reattachment of this torn, to another document. Description of Attached Document ' s Title or Type of Document: Document Date: i Number of Pages: Signer(s) Other Than Named Above: , Capacity(ies) Claimed by Signer - Signer's Name: s ` ' . ❑ Individual Top of thumb here t ❑ Corporate Officer = Title(s): ❑ Partner — ❑ Limited ❑ General ❑ Attorney -in -Fact, • ' ❑ Trustee ` ❑ .Guardian or Conservator ❑ Other:. Signer Is Representing: xA •,. • • F , ®1999 National Notary Association • 9350 De Soto Ave., P.O. Box 2402 • Chatsworth, CA 91313.2402 • www.nationalnotary.org , - Prod. No. 5907 t Reorder. Call Tog -Free 1-800-87G61127 , 1 ' 7. t r. State of California County of On / - f WaA.V before me, c -CAAPzA 21 C ate and Title of Officer (e.g., Doe: Notary Publ . . . personally appeared lL2_f" r Names) of Signers) [personally known to me, ❑ proved to me on the basis of satisfactory evidence to be the .persontg whose name(,: )s/a subscribed. to the within. instrument and NRAN l CAM acknowledged to me. thathe/she/Wy executed COpNl l M* 14 OW the same in Xsjher/ttVir authorized yA•.CaMbmb p` capacity(ts); .. and that by .. t)i5(her/tifr . Los AftWw Cou ly . signature( ( on the instrument.the person), or '19 '%" "the7entity upon behalf of which the persoh,( ) "''acted; executed the instrument. t WITNESS rny'hand and official seal: • • ..3 Signature of Notary Public OPTIONAL. Though the information below is not regfured'by lawit may prove. value tile'to• persons relying on,the document and could prevent "iraudulent;removalI 'andreattachment of this form to "another dodument Description of Attached Document ....:............ate - - t Title or Type of Document:7. 5 • - .. Document Date: Number of Pages: Signer(s) Other Than Named Above- Capacity(les) Claimed by Signer Signer's Name: j,1 - ❑ Individual Top of thumb Here t ❑ Corporate Officer — Title(s): ❑ Partner = ❑ Limited ❑ General ❑ Attorney -in -Fact ' ❑ Trustee . ❑ Guardian or Conservator ' I] Other: Signer Is. Representing:—. -- 0 1999 epresenting:®1999 National Notary Association • 9350 Do Soto Ave., P.O. Box 2402 • Chatsworth, CA 91313-2402 • www.nationalnotary.org Prod. No. 5907 , Reorder. Cali TOO -Free 1.900.976-6927 -a- c te of Occupancy . oCertifica . . k'A OF Building & Safety Department N 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 'vx provisions of the Building Code and the various ordinances of the City regulating building i "I -construction and/or use. BUILDING ADDRESS: 78-215 MASTERS CIRCLE' Use classification: SINGLE FAMILY DWELLING Building Permit No.: 05-342 ncy Group: R3 Type of Construction:- V -N Land Use Zone: RL Occupancy { tilt Owner of Building: JOHN ZAR Address: 309 S. POINTSETTA AVE City, ST, MANHATTAN BEACH, CA 90266 By: DAVID GATICA Ile— Date: DECEMBER 4, 2006 Building Official Tk' t POST IN A CONSPICUOUS PLACE ! PAGE 01 11/07/2005 16:27 760360519 YOUNG.ENGINEERING SE lVcv 07 2008 -10:02RM Young Engineering Servies (5081 249-1841 f P•2 s c o - ' C!} (I Esa ev I 1 •\ 1 1 , l J C•U i • 1 I i I 1 ! 1 1 1 ' 1 1 r I 1 j : I 11/07/2005 16:27 7603605719 YOUNG ENGINEERINU bt-- "Sery i es (-509) 248-1841* Young Engineering flov 07 2005 10t02AM < p.3 r, - STRUCTURAL CALCULATIONS ,. JOB # 04-1408-122 ZAR RESIDENCE 78-215 MASTERS CIRCLE LA QUINTA, CALIFORNIA 92253 PREPARED FOR KRIST1 HANSON ARCHITECTS, INC. CITY OF LA QUINTA BUILDING & SAFETY DEPT. FOR C NS IJCTiON DAT s B July 14, 2005 , FFFEY 6.YOUNG lI V Z V S 4044. MARCH 311.200-7 S PR PA D U DER THE DIRECT ERVISION OF: JEFFREY B. YOUNG, S.E. Yo (ING ENGINEERINGSER . . ........ . . . ........ ---- 77-804 Wildcat Dr. Palm Desert,92211 P.(760) 360-5770, F.(760) 360 . -5716 VERTICAL LOAD DESIGN DESIGN DATA: LUMBER: NO. I DOUGLAS FIR -LARCH W.C.L.I.B. GRADING SIZE Fb psi Fbr psi Fv psi Fc.psi E psi SINGLE REPETITIVE 2X4 1500 1725 95 1495 1700000 2X6 1300 1495 95 1430 1700000 2X8 1200 1380 95 1365 1700000 2x10 1100 1265 95 1300 1700000 2X12 1000 1150 .95 1300 1700000 2X14 & WIDER 906 1035 95 1300 1700000 4X4 1500 95 1495 1700000 4X6 1300 96 1430 1700000 4X8 1200 95 1365 170000 4X10 1100 95 1300 1700006 4X12 1000 95 1300 1700000 4X14 & WIDER 900 95 .1170 '1700000 6X6 1300 85 925 1600000 6X8 1360': 85 925 1600000 6X10 1300 85 9215 1600000 6X12. 1300 85 926 1600000 6X14 1300 85 425, 1600000 ABOVE VALUES DO NOT INCLUDE LOAD DURATION FACTORS GLU-LAM BEAMS SIMPLE CANTILEVER MICROLAMS PARALLAMS 24F -V4 DF/DF 24F -V8 DF/DF TRUS JOIST TRUS JOIST Fb=2400 psi Fb=2400 psi Fb=2800 psi Fb=2900 psi Fv=165psi Fv-165psi Fv-285psi Fv--290psi E=1800000psi E=11800000psi E=2000000psi E=2000000psi POSTS: No.1 DOUGLAS FIR -LARCH SIZE Fb psi Fv psi • Fc psi E psi 6X 1200 85 1000 1600000 CONCRETE: f c=2500 psi REINFORCING STEEL: GRADE 40 GRADE 60 BARS 4 AND SMALL BARS 5 AND LARGER _ YO UNG ENGINEERING SERVICES=_ www vaauen .r com ' '' `y 77_804 Wildcat Dr. Palm Desert, Ca. 92211 P.(760) 360-5770 F.(760) 360-5719 VERTICAL LOAD DESIGN DESIGN DATA: , LUMBER: NO.2 DOUGLAS FIR -LARCH W.C.L.I.B. GRADING SIZE Fb psi Fbr psi Fv psi F6 -psi E psi SINGLE REPETITIVE 2X4 1313 1510 95 1495 1600000 2X6 1139 1310 95 1430 1600000 2X8 1052 1210 95 1365. 1600000 2X10 961 1105 95 1300 1600000 2X12 874 1005 95 1300 1600000 '2X14 8 WIDER 788 906 95 1300 1600000 4X4 1312 -- 95 1495 1600000 4X6. 1138 — 95 1430 1600000 4X8 1138 -- 95 1365 1600000 4X10 1050, -- 95 1300 1600000 4X12 962 -- 95 1300 1600000 4X14 8 WIDER 875 95 ' 1170 1600000 6X6 875 -- 85 925 1600000 6X8 875 --- • 85 925 1600000 6X10 875 --- 85 925 1600000 _ 6X12 875 — 85 925 1600000 6X14 875 --- 85 925 1600000 ABOVE VALUES DO NOT INCLUDE LOAD DURATION FACTORS GLU-LAM' BEAMS SIMPLE CANTILEVER • MICROLAMS PARALLAMS 24F -V4 DF/DF 24F -V8 DF/DF TRUS JOIST TRUS JOIST Fb=2400 psi Fb=2400 psi Fb=2800 psi Fb=2900 psi Fv=165psi Fv=165psi Fv=285psi Fv=290psi E=1800000psi E=1800000psi E=2000000psi E=2000000psi POSTS: No. 2 DOUGLAS FIR -LARCH, SIZE Fb psi Fv psi Fc psi E psi '6X 750 85 700 1300000 CONCRETE fc=2500 psi REINFORCING STEEL: GRADE 40 GRADE 60 + BARS 4 AND SMALL BARS 5 AND LARGER STRESS No. 2 ^ MainHouse-SC(ZAR-KH)(04-1408-122)(12-21-04)V4.01' ` 2 , _YC tI1VG EIVCJINEERINCJ._ SER VICES www valuQn r_cQm . =Aa 77-804 Wildcat Dr. Palm Desert, Ca- 92211 P.(760) 360-5770 F.(760) 360-5719 .LOAD CASES: STRENGTH DESIGN: (12-1) 1.413 (12-2) 1.2D+1.6L+.5(Lr OR S) (12-3) 1.2D+1.6(Lr OR S)+(f1 L OR .8W) (12-4) 1.2D+1.3W+f1 L+.5(Lr OR S) (12-5) 1.2D+1.OE+(f1 L+f2S) (12-6) .9D +/- (1.OE OR 1.3W) f1=1.00 FOR LL>=100 & GARAGE fl=.5 OTHERS f2=J ROOF THAT DO NOT SHED.SNOW f2=.2 OTHERS ALLOWABLE LOAD CASES (12-7) - D . , (12-8) D+L+(Lr OR S) * (12-9) D+(W OR E/1.4) * (12-10) .913 +/- E/1.4.' ; * (12-11) D+.75[L+(Lr OR S)+(W OR E/1.4)] - * = MAY NOT USE 1/3 RD STRESS INCREASE ALTERNATE ALLOWABLE CASES: E=pEh+Ev (12-12). D+L+(Lr OR S) Em=OMEGA Eh .* (12-13) D+L+(VU OR••E/1.4) ** (12-14) D+L+W+S/2 p= 2-20/rMAX(Ab)^.5 ** (12-15) D+L+W+S/2+W/2 .. (12-16) D+L+S+E/1.4 ** = MAY USE 1/3 RD STRESS INCREASE LOAD CASES - - - MainHouse-SC(ZAR-KH)(04-1408-122)(12-21-04)V4.01 3 t r VERTICAL LOADS: ROOF: TYPICAL (PITCHED) TYPICAL (FLAT) DEAD LOAD: DEAD LOAD: 1 /2"PLYWOOD 1:50: 1 /2"PLYWOOD 1:50 i TILE. :18:00 BUILT-UP ROOF .5.50:: 2X12 OR 2X TRUSSES @ 24" - _;. ".:2:10, 2X12 @ 24" 3:20 1/2" DRYWALL 2:50: 1/2" DRYWALL :: 2:50%: INSULATION 1.00'..1 INSULATION 1.:00: MISC: 1:90:: MISC. ::; 1i30 TOTAL27.00 P.S.F. TOTAL 15.00 P.S.F. ADD 10 P.S.F. FOR STUCCO SOFFITS LIVE LOAD: >4:12 <4:12 LESS THAN 200 S.F T.A 16.00 P.S.F. 20.00 P.S.F. 201-600 S.F. T.A. . 14.00 P.S.F. 16.00 P.S.F. GREATER THAN 600 S.F. T.A. 12.00 P.S.F. 12.00 P.S.F. ' FLOOR: _ DECK: DEAD LOAD: DEAD LOAD: 3/4" PLYWOOD r.:' 230 3/4" TILE c x10.,00. 3/4" GYPCRETE ;" :6.50: 2" LIGHT WT. CONC. 16.00.:: CARPET 8 PAD 1100 3/4" PLYWOOD2:30 TRUSSES @ 16" o/c 3:00: 2x12 @ 16" o/c : , '3:20 5/8" DRYWALL 3:13 7/8" STUCCO t: 10.00:: INSULATION 1`00:. MISC. MISC. 3.07 TOTAL r 20.00 P.S.F. TOTAL 44.00 P.S.F. LIVE LOAD RESIDENTIAL FLOOR 40.00 P.S.F. DECK 60.00 P.S.F. RF RES -BU HEAVY TILE - - ' MainHouse-SC(ZAR-KH)(04-1408-122)(12.21-04)V4.01 _4_ - r - ' RF RES -BU HEAVY TILE WALL: TYPICAL INTERIOR 2X4 DEAD LOAD: 2 LAYERS 5/8" DRYWALL 6.25.. INSULATION 2X4 STUDS @ 16" o/c MISC. ....,.;:x...:1:.75; TOTAL 10.00 P.S.F. TYPICAL INTERIOR 2X6 DEAD LOAD: 2 LAYERS 5/8" DRYWALL 6.2 INSULATION x.::...,....1..00::: 2X6 STUDS @ 16" o/c 1 60s MISC. TOTAL 10.00 P.S.F. TYPICAL EXTERIOR 2X6 DEAD LOAD: STUCCO 1 LAYERS 5/8" DRYWALL 3 13 INSULA TION ±iu100= 2X12 STUDS @ 16" o/c ~ 1 60 MISC. t TOTAL 17.00 P.S.F. - MainHouse-SC(ZAR-KH)(04-1408-122)(12-21.04)V4.01 5 • STUD TABLES STUD TABLES 2X4 DF -L at 16" o/c LDF=1.60 2X4 DF -L at 16" o/c 70 MPH EXP. C 80 MPH EXP. C HEIGHT LOAD/STUD HEIGHT LOAD/STUD No.2 No.1 No.2 No.1 10 959 1112 10 750 915 11 674 807 11 467 614 12 458 576 12 245 383 13 287 397 13 57-' 198 14 147 1 264 14 37 2X6 DF -L at 16" o/c LDF=1.60 2X6 DF -L at 16" o/c ' 70 MPH EXP. C • 80 MPH EXP. C - HEIGHT LOAD/STUD HEIGHT LOAD/STUD No.2 No.1 No.2 No.1 10 5100 5585 % 4665 5172 11 4015 4440 11 3600. 4040 12 3180 3550 12 2780 3165 13 2525 2855 13 2135' 2480 14 2005 2300 14 1628 1937 15 1590 .1854 15 1215 1500 16 1250 1490 16 875 1140 17 965 1187 17 585 840 18 725 936 18 335 585 19 525 724 19 110 360 20 345 540 20 160 21 186 377 21 — 22 35 234 22 STUD TABLES RAFTER -JOIST TABLE SPACING .:..24 DL(PSF)= 15 LL(PSF)= 20 TL(PSF)= 1.28 2.01 2.64 3.37 4.10 L.D.F.= 1:25 DL+LL DE: 240 LL DEFLE :::' 480 PITCH , ,:`0.25 SIZE= WEIGHT(LBIFT')= GRADE & SPECIES= Fb(PSI)= Sx(IN"3)= Fv(PSI)= A(IN^2)= E(PSI)= I(IN^4)= DEPTH(IN.)= MAX SPAN FT. = 2X4 2X6 2X8 2X10 2X12 2X14 1.28 2.01 2.64 3.37 4.10 4.83 'NO.1 DF -!L' . :...No.1 DF•L N0.1 DF4 N0.1 DF -L, : No:1:.DF-L. .: , .:NO:1 DF•L 1725. 1495.:. 1380: 1265... 3.06::... ; :. „: 7:56 13.14 .21.39' :- 31:64 ' . 43:89 95 g5 ;.: 95.. 95 95 5:25 8.25..:. 13:88 18:88 :' . 19.88 1':70E+06' , _:." 1:70E:+06: 1:70E+:06 1.70E..+06. .1.70E:+.06 1.70E+06. 5.36 20.80:::. 47.63.; 98.93 177:98 .:290' 78 , 3:50:: ::.. 5 50. 7.25 t. 9.25::. : '11:50. 13.25 •. :. 6.33 9.94 13.10 16.72 20.23 22.37 BENDING SHEAR DL+LL<U240 LL<U480 7.86 11.44 14.42 17.53 20.23 22.37 12.39 19.29 25.22 31.88 38.46. 44.81 6.57 10.30 13.53 17.21 20.86 24.49 6.33 9.94 13.10 16.72 20.33 23.95 SIZE= WEIGHT(LBJFT')= GRADE & SPECIES=M.2 Fb(PSI)=: Sx(IN"3)= Fv(PSI)= A(IN^2)= E(PSI)=' I(IN"4)= DEPTH(IN.)=. MAX SPAN(FT.)= 2X4:-'*:. 1.28 DFrL- 1510'..' ;':.: .:3.06. _ 95 777777g.25 1.60E+06 5.36:- > 3.50 :. 6.20 :._ .. 2X6. :.; 2.01 ::.N0.2`DF-L' .. . 1310:.=. . , 7.56; 95.95' 8.25-- .' 1.60E+.06 ' 20.80- :.:'. 5.50 9.74 2X8: 2.64 ': N0:2:DF-L :. 13.14:.. .,::. 10:88: 1.60E+06. 47.63 7.25 12.84 2X1.0 3.37 _`N0:2 OF.G 21.39 :: - 95 r: 13.88 1.60E+06 '98.93- 9.25 , 16.38 ;:. ``2X12 ,. '; 4.10 ::: NO.2 DF L;':': 1005. .:: 31.64 ."95:...', ?: . 16.88.' ... 1.60E+06 177.98 : ' 11.50. 18.91 ' .;2X14 4.83 N0:20F-L :. .906..; 43.89.. 95 .. . 1:9:88,, ' 1.60E+06 290.78 13.25 20.93 BENDING SHEAR DL+LL<U240 LL<U480 7.35 10.71 13.51 16.38 18.91 20.93 12.39 19.29 25.22 31.88 38.46 44.81 6.44 10.09 13.26 16.86 20.44 24.00 6.20 9.74 12.84 16.38 19.92 23.47 GEN RAFTER - 7'- MainHouse-SC (ZAR-KH)(04-1408-122) (12-21-04)V4.01 D rz) x=1.4 x REPERENGE E 1 . IG,-, - p w .• HTC x= 8.2: ; DLLa +rl LLL- 1 1 DL+= 3 A LLR t wAL= Cl s 4- 72- s- s } 1 1 _ 14 ` USE XtZ 4-_-57 X_S _- CC X L t, 5' - L — (435- w W R 2- I DLL = gni Lf LLL° S31 S DLR _ 50 20 C 2) , 13 b / { . USE t .1, X_6,75`?jX=T7S1 is • DLL 5- LLL' 356 I) 1 DLR W 2-43 -:,% LL R 663. USE 6 12 T), 1 _ x 1LE•S X _ SLC _ Ii -73 z. 1y -s- s 2-- L- vAT_ _ 7i f SrE T YOUNG =NGINc=RING c 'Oc NAME.: _-80d WILDCAT DR. SUITE G BY: N 0 NO.: ' 14 - IZZ MAIM DES=RT. GA. ?2211 S ?H -760-560-5710 FAX 760-560-5.7,, YOUNG ENGINEERING SERVICES Title: ZAR RESIDENCE Job # 04-1408-122 77-804 WILDCAT DR. Dsgnr: NP Date: 4:15PM, 4 JAN 05 PALM DESERT; CA. 92211 Description PHONE 760-360-5770 Scope FAX 760-360-5719 Rev: 580000 User: KW -0601715. Ver 5.8.0. 1 -Dec -2003 General Timber Beam (c)1983-2003 ENERCALC Engineering SSoftware mrn:rsa. ZAR ECWCalculations Description R1 General Information Code Ref: 1997 NDS, 2003 IBC, 2003 NFPA 5000. Base allowables are user defined Section Name 6x12 Center Span 11.00 ft .....Lu 0.00 ft Beam Width 5.500 in Left Cantileverft ..Lu I 0.00 ft Beam Depth 11.500 in Right Cantilever ft ...:.Lu 0.00 ft Member Type Sawn Douglas Fir - Larch, No.1 Bm Wt. Added to Loads 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. Wood Density 34.000pcf E 1,600.0ksi Trapezoidal Loads #1 DL @ Left 243.00 #/ft LL @ Left 144.00 #/ft Start Loc 7.250 ft DL @ Right 243.00 #/ft LL @ Right 144.00 #/ft End Loc 8.250 ft Point Loads Dead Load 734.0 lbs 734.0 lbs lbs lbs lbs lbs lbs Live Load 435.0 lbs 435.0 lbs lbs lbs lbs lbs lbs ...distance 7.500 ft 8.250 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 0.450 ; 1 Maximum Moment 6.0 k -ft Maximum Shear * 1.5 3.0 k Allowable 17.0 k -ft Allowable 6.7 k Max. Positive Moment 6.01 k -ft at 7.524 ft Shear: @ Left 0.86 k Max. Negative Moment 0.00 k -ft at 0.000 ft @ Right 2.03 k Max @"Left Support 0.00 k -ft Camber: @ Left 0.000 in Max @ Right Support 0.00 k -ft @ Center 0.091 in Max. M allow 17.05 Reactions... @ Right 0.000in fb 594.95 psi fv 47.78 psi Left DL 0.57 k Max 0.86 k Fb 1,687.50 psi Fv 106.25 psi Right DL 1.30 k Max 2.03 k . Deflections Center Span... Dead Load Total Load Left Cantilever... Dead Load Total Load Deflection -0.061 in -0.095 in Deflection 0.000 in 0.000 in ...Location 6.028 ft 6.028 ft ...Length/Defl 0.0 0.0 ...Length/Deft 2,165.3 1,396.79 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 0.000 in @ Right 0.000 in Stress Calcs Bending Analysis Ck 24.972 Le 0.000 ft Sxx 121.229 in3 Area 63.250 in2 Cf 1.000 Rb 0.000 Cl 860.683 Max Moment Sxx Read Allowable fb @ Center 6.01 k -ft • 42.74 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 1.27 k 3.02 k Area Required 11.956 in2 28.444 in2 Fv: Allowable 106.25 psi 106.25 psi Bearing @ Supports Max. Left Reaction - 0.86 k Bearing Length Req'd 0.250 in Max. Right Reaction 2.03 k Bearing Length Req'd 0.590 in IRM 'YOUNG ENGINEERING SERVICES Title: ZAR RESIDENCE .lob # 04-1408-122 77-804 WILDCAT DR. Dsgnr: NP Date: 4:15PM, 4 JAN 05 PALM DESERT, CA. 92211 Description : y PHONE 760-360-5770 Scope FAX 760-360-5719 ' - Rev: 580000 User:K'"-060,7,5.Ver 5.8.0:, -Dec -z°03 General Timber Beam - c 1983-2003 ENERCAL.0 Engineering Software _ ZAR.ECW:Calculations . Description R1 luery Values M, V, & D @ Specified Locations Moment Shear Deflection @ Center Span Location = 0.00 ft 0.00 k -ft 0.86 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 r 10 'YOUNG ENGINEERING SERVICES 77-804 WILDCAT DR. PALM DESERT, CA. 92211 PHONE 760-360-5770 FAX 760-360-5719 Rev: 580000 User: KW -0601715. Ver 5.8.0. 1 -Dec -2003 (c)1983-2003 ENERCALC Emineerino Software Description R2 Title: ZAR RESIDENCE Dsgnr: NP Description Scope : General Timber Beam Job # 04-1408-122 Date: 4:15PM, 4 JAN 05 ZAR General Information Dead Load Code Ref: 1997 NDS, 2003 IBC, 2003 NFPA 5000. Base allowables are user defined Section Name 6x8 Max Stress Ratio Center Span 9.50 ft .....Lu 0.00 ft Beam Width 5.500 in Left Cantilever ft .....Lu 0.00 ft Beam Depth 7.500 in Right Cantilever ft .....Lu 0.00 ft Member Type Sawn Douglas Fir - Larch, No.1 7.3 k -ft Bm Wt. Added to Loads Allowable 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 Wood Density 34.000 pcf E 1,600.0 ksi #1 DL @ Left 188.00 #/ft LL @ Left 130.00 #/ft Start Loc 0.000 ft DL @ Right 147.00 #/ft LL @ Right 75.00 #/ft End Loc 0.000 ft Beam Design OK Span= 9.50ft, Beam Width = 5.500in x Depth = 7.5in, Ends are Pin -Pin Dead Load Total Load Left Cantilever... Dead Load Max Stress Ratio 0.436 ; 1 -0.105 in -0.166 in Deflection 0.000 in 0.000 in Maximum Moment 4.712 ft 3.2 k -ft Maximum Shear * 1.5 1.8 k Allowable 687.93 Right Cantilever... 7.3 k -ft Allowable Defl ) ... 4.4 k Max. Positive Moment 3.16 k -ft at 4.598 ft Shear: @ Left 1.40 k Max. Negative Moment 0.00 k -ft at 0.000 ft @ Right 1.25 k Max @ Left Support 0.00 k -ft Stress Calcs Camber: @ Left 0.000in Max @ Right Support 0.00 k -ft @ Center 0.157in Max. M allow 7.25 Reactions... 0.000 @ Right 0.000 in fb 735.04 psi fv 43.90 psi Left DL 0.87 k Max 1.40 k Fb 1,687.50 psi Fv 106.25 psi Right DL 0.81 k Max 1.25 k Deflections Center Span... Dead Load Total Load Left Cantilever... Dead Load Total Load Deflection -0.105 in -0.166 in Deflection 0.000 in 0.000 in ...Location 4.712 ft 4.712 ft ...Length/Deft 0.0 0.0 ...Length/Defl 1,085.8 687.93 Right Cantilever... Camber ( using 1.5 * D.L. Defl ) ... Deflection 0.000 in 0.000 in @ Center 0.157 in ...Length/Deft 0.0 0.0 @ Left 0.000 in @ Right 0.000 in Stress Calcs Bending Analysis Ck 24.972 Le 0.000 ft Sxx 51.563 in3 Area 41.250 in2 Cf 1.000 Rb 0.000 Cl 1404.763 Max Moment Sxx Read Allowable fb @ Center 3.16 k -ft 22.46 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 1.81 k 1.66 k Area Required 17.045 in2 15.671 in2 Fv: Allowable 106.25 psi 106.25 psi Bearing @ Supports Max. Left Reaction 1.40 k Bearing Length Req'd 0.409 in Max. Right Reaction 1.25 k Bearing Length Req'd 0.364 in • _ i YOUNG ENGINEERING SERVICES, Title: ZAR RESIDENCE slob # 04-1408-122 77-804 WILDCAT DR. • Dsgnr:, NP Date: 4:15PM, 4 JAN 05 PALM DESERT, CA. 92211' Description PHONE 760-360-5770 :Scope FAX 760-360-5719 Rev: 580000 User: KW -0601715, Ver 5.8.0, 1 -Dec -2003 • Timber Beam , c 1983-2003 ENERCALC En ineerin Software ,Genera ZAR.ECW:Calculations Description R2 o uery Values D @ Specified Locations Moment Shear Deflection @ Center Span Location = 0.00 ft 0.00 k -ft 1.40 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 12 t ` YOUNG ENGINEERING SERVICES 77-804 WILDCAT DR. PALM DESERT, CA. 92211 PHONE 760-360-5770 FAX 760-360-5719 Rev: 580000 User: KW -0601715. Ver 5.8.0. 1 -Dec -2003 Description R3 Title: ZAR RESIDENCE Dsgnr: NP Description Scope : General Timber Beam Job # 04-1408-122 Date: 4:15PM, 4 JAN 05 General Information 243.00 #/ft 243.00 #/ft Code Ref: 1997 NDS, 2003 IBC, 2003 NFPA 5000. Base allowables are user defined Section Name 6x12 Point Loads 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 lbs lbs Bm Wt. Added to Loads 7.750 ft 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 Wood Density 34.000pcf E 1,600.0ksi Llrapezoidal Loads #1 DL @ Left DL @ Right 243.00 #/ft 243.00 #/ft LL @ Left 144.00 #/ft Start Loc LL @ Right 144.00 #/ft End Loc 6.750 ft 7.750 ft Point Loads Deflection -0.068 in -0.106 in Deflection 0.000 in Dead Load 734.0 lbs 734.01bs lbs lbs lbs 5.940 ft ...Length/Defl lbs lbs Live Load 435.0 lbs 435.0 lbs lbs lbs lbs 1,251.10 Right Cantilever... lbs lbs ...distance 6.750 ft 7.750 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft SummaryMOM @ Center ...Length/Defl 0.0 0.0 @ Left 0.000 in Beam Design OK Span= 11.00ft, Beam Width = 5.500in x Depth = 11.5in, Ends are Pin -Pin @ Right 0.000 in Max Stress Ratio 0.416 : 1 Stress Calcs Maximum Moment 6.5 k -ft Maximum Shear* 1.5 2.8 k Allowable 17.0 k -ft Allowable 6.7 k Max. Positive Moment 6.48 k -ft at 6.776 ft Shear: @ Left 1.01 k Max. Negative Moment -0.00 k -ft at 11.000 ft @ Right 1.88 k Max @ Left Support 0.00 k -ft Camber: @ Left 0.000 in Max @ Right Support 0.00 k -ft 1,687.50 psi @ Center 0.102in Max. M allow 17.05 Reactions... @ Right 0.000 in fb 641.22 psi fv 44.21 psi Left DL 0.67 k Max 1.01 k Fb 1,687.50 psi Fv 106.25 psi Right DL 1.21 k Max 1.88 k Deflections Center Span... Dead Load Total Load Left Cantilever... Dead Load Total Load Deflection -0.068 in -0.106 in Deflection 0.000 in 0.000 in ...Location 5.940 ft 5.940 ft ...Length/Defl 0.0 0.0 ...Length/Deft 1,944.7 1,251.10 Right Cantilever... Camber ( using 1.5 D.L. Defl ) ... Deflection 0.000 in 0.000 in @ Center 0.102 in ...Length/Defl 0.0 0.0 @ Left 0.000 in @ Right 0.000 in Stress Calcs Bending Analysis Ck 24.972 Le 0.000 ft Sxx 121.229 in3 Area 63.250 in2 Cf ti 1.000 Rb 0.000 Cl 1011.114 Max Moment Sxx Read Allowable fb @ Center 6.48 k -ft 46.06 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 1.50 k 2.80 k Area Required 14.080 in2 26.320 in2 Fv: Allowable 106.25 psi 106.25 psi Bearing @ Supports Max. Left Reaction 1.01 k Bearing Length Req'd 0.294 in Max. Right Reaction 1.88 k Bearing Length Req'd 0.546 in - 1 3 - 'YOUNG ENGINEERING SERVICES Title: ZAR RESIDENCE_ Job # 04-1408-122 77-804 WILDCAT DR. Dsgnr: NP Date: 4:15PM, 4 JAN 05 PALM DESERT, CA. 92211 Description PHONE 760-360-5770 Scope ' FAX 760-360-5719 ; Rev: 580000 User: KW -0601715. Ver5.8.07•Dec-2003 - General Timber. Beam - - c 1983-2003 ENERCALC En. ineerin Software WPM - ZAR.ECW:Calculations Description R3 , Query Values M, V, & D @ Specified Locations Moment Shear Deflection @ Center Span Location = 0.00 ft 0.00 k -ft 1.01 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 REFERENCE DL - 2 IEj DSR__= , LLL= J 1 R 369 ` WOL 42 USE, PDL- C27 X IO x PL- L_ C 34x!y) = 57 DLL DLR,= X72 LLL = p s a . ' LL $t - G ur, USE 5 g .. 6 .(• 3 s 1. 2 g PAF . . LA,, \ / DLL = IUS OLrc' 3OcJ IA- LL Lr= S o 1-73 4s5 t -F USE w, 2-f 2 PAF poitlTLoRD FRo(A sir, 12-1xKn4 I ) = 12- T3 Pct (16X: 4 , 0 : 1360 DATE I2 JOB NAME.:' ` SHEET YOUNG ENGINEERING SERVICES 91-804 WILDCAT DR. 5UITE C 8Y:+ JOB NO.: - I j rj - I PH '760-560-5110 FAX960-360-5919 YOUNG ENGINEERING SERVICES 77-804 WILDCAT DR. PALM DESERT, CA. 92211 PHONE 760-360-5770 FAX 760-360-5719 Rev: 580000 User: KW -0601715. Ver 5.8.0. 1 -Dec -2003 (01983-2003 ENERCALC Enaineerino Software Description R4 Title: ZAR RESIDENCE Dsgnr: NP Description Scope : General Timber Beam Job # 04-1408-122 Date: 4:15PM, 4 JAN 05 General Information LL @ Left Code Ref: 1997 NDS, 2003 IBC, 2003 NFPA 5000. Base allowables are user defined Section Name 5.125x18 0.000 ft Center Span 11.50 ft .....Lu 0.00 ft Beam Width 5.125 in Left Cantilever ft ...Lu 0.00 ft Beam Depth 18.000 in Right Cantilever ft .....Lu 0.00 ft Member Type GluLam Douglas Fir, 24F - V4 lbs Bm Wt. Added to Loads Live Load 1,360.0 lbs lbs Fb Base Allow 2,400.0 psi Load Dur. Factor 1.250 Fv Allow 145.0 psi Beam End Fixity Pin -Pin Fc Allow 560.0 psi Wood Density 34.000pcf E 1,600.0ksi #1 DL @ Left 459.00 #/ft LL @ Left 272.00 #/ft Start Loc 0.000 ft DL @ Right 459.00 #/ft LL @ Right 272.00 #/ft End Loc 2.500 ft Point Loads 5.060 ft 5.060 ft ...Length/Deft Maximum Moment 0.0 Dead Load 2,295.0 lbs lbs lbs lbs lbs lbs Ibs Live Load 1,360.0 lbs lbs lbs lbs lbs lbs lbs ...distance 2.500 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft Beam Design OK Deflections Center Span... Span= 11.50ft, Beam Width = 5.125in x Depth = 18.in, Ends are Pin -Pin Total Load Left Cantilever... Dead Load Total Load Deflection Max Stress Ratio 0.315 : 1 0.000 in 0.000 in ...Location 5.060 ft 5.060 ft ...Length/Deft Maximum Moment 0.0 9.2 k -ft Maximum Shear* 1.5 5.3 k Allowable Defl ) ... 69.2 k -ft 0.000 in Allowable @ Center 16.7 k ...Length/Deft Max. Positive Moment 9.16 k -ft at 2.530 ft Shear: @ Left 4.61 k @ Right Max. Negative Moment 0.00 k -ft at 0.000 ft Stress Calcs @ Right 1.12 k Max @ Left Support 0.00 k -ft Camber: @ Left 0.000 in 0.000 ft Max @ Right Support 0.00 k -ft Cv 1.000 Rb 0.000 @ Center 0.040in Max.'M allow 69.19 Sxx Read Reactions... @ Right 0.000in 36.63 in3 fb 397.03 psi fv 57.02 psi Left DL 2.94 k Max 4.61 k @ Right Support Fb 3,000.00 psi Fv 181.25 psi Right DL 0.75 k Max 1.12 k Deflections Center Span... Dead Load Total Load Left Cantilever... Dead Load Total Load Deflection -0.027 in -0.041 in Deflection 0.000 in 0.000 in ...Location 5.060 ft 5.060 ft ...Length/Deft 0.0 0.0 ...Length/Deft 5,143.8 3,327.38 Right Cantilever... Camber ( using 1.5 * D. L. Defl ) ... Deflection 0.000 in 0.000 in @ Center 0.040 in ...Length/Deft 0.0 0.0 @ Left 0.000 in @ Right 0.000 in Stress Calcs Bending Analysis Ck 18.729 Le 0.000 ft Sxx 276.750 in3 Area 92.250 in2 Cv 1.000 Rb 0.000 Cl 4614.535 Max Moment Sxx Read Allowable fb @ Center 9.16 k -ft 36.63 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 Shear Analysis @ Left Support @ Right Support Design Shear 5.26 k 1.63 k Area Required 29.019 in2 8.991 in2 Fv: Allowable 181.25 psi 181.25 psi Bearing @ Supports Max. Left Reaction 4.61 k Bearing Length Req'd 1.608 in Max. Right Reaction 1.12 k Bearing Length Req'd 0.390 in YOUNG ENGINEERING SERVICES Title: ZAR RESIDENCE Job #, 04-1.408-122 77-804 WILDCAT DR. Dsgnr: NP Date: 4:15PM, 4 JAN 05 PALM DESERT, CA. 92211 Description PHONE 760-360-5770 F Scope FAX 760-360-5719 ' Rev: 580000 Uses KW-0601715. Ver 5.8.0. 1-Dec-2003 - General Timber Beam c 1983.2003 ENERCALC En ineerin SoftwareZAR.ECW:Calculations ' Description R4 . a , LQuery Values M, V, & D @ Specified Locations Moment Shear' Deflection @ Center Span Location = 0.00 ft 0.00 k-ft 4.61 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 W 4. ", _ 1 7 - r 'YOUNG ENGINEERING SERVICES 77-804 WILDCAT DR. PALM DESERT, CA. 92211 PHONE 760-360-5770 FAX 760-360-5719 Rev: 580000 User: KW -0601715. Ver 5.8.0. 1 -Dec -2003 Description R5 Title: ZAR RESIDENCE Dsgnr: NP Description Scope : General Timber Beam Job # 04-1408-122 Date: 4:34PM, 4 JAN 05 General Information Span= 11.00ft, Beam Width = 5.125in x Depth = 18.in, Ends are Pin -Pin Code Ref: 1997 NDS, 2003 IBC, 2003 NFPA 5000. Base allowables are use defined Section Name 5.125x18 Dead Load Center Span 11.00 ft .....Lu 0.00 ft - Beam Width 5.125 in Left Cantilever ft .....Lu 0.00 ft Beam Depth 18.000 in Right Cantilever ft .....Lu 0.00 ft Member Type GluLam Douglas Fir, 24F - V4 4.7 k Bm Wt. Added to Loads Allowable Fb Base Allow 2,400.0 psi Load Dur. Factor 1.250 Fv Allow 145.0 psi Beam End Fixity Pin -Pin Fc Allow 560.0 psi Wood Density 34.000pcf. E 1,600.0ksi Full Length Uniform Loads Center DL 473.00 #/ft LL 280.00 #/ft Left Cantilever DL #/ft LL #/ft Right Cantilever DL #/ft LL #/ft Beam Design OK Deflections Center Span... Span= 11.00ft, Beam Width = 5.125in x Depth = 18.in, Ends are Pin -Pin Total Load Left Cantilever... Dead Load Total Load Max Stress Ratio 0.278 : 1 -0.064 in Deflection 0.000 in 0.000 in ...Location Maximum Moment 5.500 ft 11.7 k -ft Maximum Shear * 1.5 4.7 k 3,227.5 Allowable Right Cantilever... 69.2 k -ft 3,000.00 psi Allowable @ Left Support 16.7 k 0.000 in Max. Positive Moment 11.72 k -ft at 5.500 ft Shear: @ Left 4.26 k @ Left Max. Negative Moment 0.00 k -ft at 0.000 ft Bearing @ Supports @ Right 4.26 k Max @ Left Support 0.00 k -ft Bearing Length Req'd 1.485 in Camber: @ Left 0.000in 1.485 in Max @ Right Support 0.00 k -ft @ Center 0.061 in Max. Mallow 69.19 Reactions... @ Right 0.000 in fb 508.12 psi fv 50.44 psi Left DL 2.72 k Max 4:26 k Fb 3,000.00 psi Fv 181.25 psi Right DL 2.72 k Max 4.26 k Deflections Center Span... Dead Load Total Load Left Cantilever... Dead Load Total Load Deflection -0.041 in -0.064 in Deflection 0.000 in 0.000 in ...Location 5.500 ft 5.500 ft ...Length/Defl 0.0 0.0 ...Length/Defl 3,227.5 2,061.12 Right Cantilever... 0.00 in3 3,000.00 psi Camber ( using 1.5 * D.L. Defl ) ... @ Left Support Deflection 0.000 in 0.000 in @ Center 0.061 in ...Length/Deft 0.0 0.0 @ Left 0.000 in 181.25 psi 181.25 psi Bearing @ Supports @ Right 0.000 in Max. Left Reaction 4.26 k Bearing Length Req'd Stress Calcs Bending Analysis Ck 18.729 Le 0.000 ft Sxx 276.750 in3 Area 92.250 in2 Cv 1.000 Rb 0.000 Cl 0.000 Max Moment Sxx Read Allowable fb @ Center 11.72 k -ft 46.87 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 Shear Analysis @ Left Support @ Right Support Design Shear 4.65 k 4.65 k Area Required 25.674 in2 25.674 in2 Fv: Allowable 181.25 psi 181.25 psi Bearing @ Supports Max. Left Reaction 4.26 k Bearing Length Req'd 1.485 in Max. Right Reaction 4.26 k Bearing Length Req'd 1.485 in iii _ 'YOUNG ENGINEERING SERVICES Title: ZAR RESIDENCE Job # 04-1408-122 77-804 WILDCAT DR. Dsgnr: NP Date: 4:34PM, 4 JAN 05 PALM DESERT, CA. 92211 Description PHONE 760-360-5770 Scope FAX 760-360-5719 Rev: 580000 User: KW -0601715. Ver 5.8.0, 1 -Dec -2003 General Timber Beam - (c 1983.2003 ENERCALC Engineeringg Software ZAR.ECW:Calculations Description R5 (Query Values M, V, & D @ Specified Locations Moment Shear Deflection @ Center Span Location = 0'.00 ft " 0.00k -ft 4.26 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 It 0.00 k -ft 0.00 k 0.0000 in • F t Y ` 19 'YOUNG ENGINEERING SERVICES 77-804 WILDCAT DR. PALM DESERT, CA. 92211 PHONE 760-360-5770 FAX 760-360-5719 Rev: 590000 User: KW -0601715. Ver 5.9.0. 1 -Dec -2003 (01983-2003 ENERCALC Encineerinn Snftwa- Description R6 General Information Title: ZAR RESIDENCE Dsgnr: NP Description Scope : General Timber Beam Job # 04-1408-122 Date: 4:35PM, 4 JAN 05 Code Ref: 1997 NDS, 2003 IBC, 2003 NFPA 5000. Base allowables are user defined Section Name 5.125x18 Dead Load Center Span Beam Width 5.125 in Left Cantilever Beam Depth 18.000 in Right Cantilever Member Type GluLam Douglas Fir, 24F - V4 Bm Wt. Added to Loads Maximum Shear.* Fb Base Allow Load Dur. Factor 1.250 Fv Allow Beam End Fixity Pin -Pin Fc Allow Wood Density 34.000pcf E 11.50ft .....Lu 0.00 ft ft .....Lu 0.00 ft ft .....Lu 0.00 ft 2,400.0 psi 145.0 psi 560.0 psi 1,600.0 ksi Trapezoidal Loads #1 DL @ Left 459.00 #/ft LL @ Left 272.00 #/ft Start Loc 8.250 ft DL @ Right 459.00 #/ft LL @ Right 272.00 #/ft End Loc 11.500 ft Point Loads Live Load 1,360.0 lbs lbs lbs lbs lbs lbs lbs ...distance 8.250 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft Beam Design OK Span= 11.50ft, Beam Width = 5.125in x Depth = 18.in, Ends are Pin -Pin Dead Load Total Load Left Cantilever... Dead Load Max Stress Ratio 0.330 ; 1 -0.035 in -0.054 in Deflection 0.000 in 0.000 in Maximum Moment 6.348 ft 11.6 k -ft Maximum Shear.* 1.5 5.5 k Allowable 2,553.76 Right Cantilever... 69.2 k -ft Allowable Deflection 16.7 k Max. Positive Moment 11.56 k -ft at 8.234 ft Shear: @ Left 1.49 k Max. Negative Moment -0.00 k -ft at 11.500 ft @ Right @ Right 4.79 k Max @ Left Support 0.00 k -ft Stress CaIcs Camber: @ Left 0.000in Max @ Right Support 0.00 k -ft @ Center 0.052 in Max. M allow 69.19 Reactions... Rb 0.000 @ Right 0.000 in fb 501.34 psi fv 59.83 psi Left DL 0.98 k Max 1,49k Flo 3,000.00 psi Fv 181.25 psi Right DL 3.05 k Max 4.79 k Deflections Center pan... Dead Load Total Load Left Cantilever... Dead Load Total Load Deflection -0.035 in -0.054 in Deflection 0.000 in 0.000 in ...Location 6.348 ft 6.394 ft ...Length/Deft 0.0 0.0 ...Length/Deft 3;974.6 2,553.76 Right Cantilever... Camber ( using 1.5 * D.L. Defl ) ... Deflection 0.000 in 0.000 in @ Center 0.052 in ...Length/Defl 0.0 0.0 @ Left 0.000 in @ Right 0.000 in Stress CaIcs Bending Analysis Ck 18.729 Le 0.000 ft Sxx 276.750 in3 Area 92.250 in2 Cv 1.000 Rb 0.000 Cl 0.000 Max Moment Sxx Read Allowable fb @ Center 11.56 k -ft 46.25 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 Shear Analysis @ Left Support @ Right Support Design Shear 2.19 k 5.52 k Area Required 12.098 in2 30.449 in2 Fv: Allowable 181.25 psi 181.25 psi Bearing @ Supports Max. Left Reaction 1.49 k Bearing Length Req'd 0.521 in Max. Right Reaction 4.79 k Bearing Length Req'd 1.668 in -20 ' YOUNG ENGINEERING SERVICES G Title: ZAR RESIDENCE Job # 04-1408-122 77-804 WILDCAT DR. Dsgnr: NP ' Date: 4:35PM, 4 JAN 05 PALM DESERT, CA. 92211 Description c PHONE 760-360-5770 j Scope FAX 760-360-5719 Rev: 580000- User:KW-060n15.ver9.6.0.1•DeC-2003 - General Timber Beam (c 1983.2003 ENERCALC Engineering Software ZAR.ECW:Calculations Description R6 Gluery Values M, V, & D @ Specified Locations Moment Shear Deflection @ Center Span Location = r 0.00 ft 0.00 k -ft 1.49 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 y 0.00 k 0.0000 in 21- r REFERENCE 1 DLL LLLLLR- GI DLL = 115 Lf _ LLL = J(f, C = cz-7 LLR' S2Z L" -b) 1t►' - USE Y2 x I S 3012, 3 0o Pt F (1 4-I (3 5 =168 F w = 16 Q/). 64 Ply CCL) X -13' 'I DLL=jr " T m 3-75' U _ br 383`l ' -15 DLR 2 Ll rJ LU `. , C SQL -t ► y) USE X 8 GAF . DLL = 115 Lf _ LLL = J(f, C = cz-7 LLR' S2Z L" -b) 1t►' - USE Y2 x I S 3012, 3 0o Pt F (1 4-I (3 5 =168 F w = 16 Q/). 64 Ply CCL) X -13' 'I DLL=jr " T m 3-75' U _ br 383`l ' -15 DLR 2 Ll rJ LL L'7 @ LEFT st,Ppo T 1 g i 2 5 I ,.i , LLR' (6 5 D C • 15 T I (l COL►3. l_ WLL 16 L Z USE 233. _ S ABXS I S — +20(L. • =: 1 61 S u M, iZ T (a1 wp - 2 - - - ,► - • , -408 , :F: , C; w L _ 23 • = -OF, DATE 12 22-04" JOB NAME, 2 - SHEET YOUNG ENGINEERING 5ERVICE5 77-804 WILDCAT DR. WIT- r , P O - D + "ALM DE5ERT. CA. 112211 BY.: '105 NO.: 22 - PH 760-360-5770 FAX 760-360-5714 YOUNG ENGINEERING SERVICES Title: ZAR RESIDENCE Job # 04-1408-122 77-804 WILDCAT DR. Dsgnr: NP Date: 4:15PM, 4 JAN 05 PALM DESERT, CA. 92211 Description PHONE 760-360-5770 Scope FAX 760-360-5719 Rev: 580000 User: KW -0601715. Ver 5.8.0. 1 -Dec -2003 General Timber Beam c 1983-2003 ENERCALC En ineerin Software ZAR.EMCalculalions ' Description R7 General Information Dead Load Code Ref: 1997 NDS, 2003 IBC, 2003 NFPA 5000. Base allowables are user defined Section Name 6x8 Max Stress Ratio Center Span 6.75 ft .....Lu 0.00 ft Beam Width 5.500 in Left Cantilever ft ...Lu 0.00 ft Beam Depth 7.500 in Right Cantilever ft .....Lu 0.00 ft Member Type Sawn Douglas Fir - Larch, No.1 7.3 k -ft Bm Wt. Added to Loads Allowable 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 Wood Density 34.000pcf E 1,600.0ksi Full Length Uniform Loads Center DL 464.00 #/7-111111111177-7283.00 #/ft Left Cantilever DL #/ft LL #/ft Right Cantilever DL #/ft LL #/ft Beam Design OK Span= 6.75ft, Beam Width = 5.500in x Depth = 7.5in, Ends are Pin -Pin Dead Load Total Load Left Cantilever... Dead Load Max Stress Ratio 0.713 : 1 -0.072 in -0.114 in Deflection 0.000 in 0.000 in Maximum Moment 3.375 ft 4.3 k -ft Maximum Shear* 1.5 3.1 k Allowable 708.99t Right Cantilever... 7.3 k -ft Allowable Defl ) ... 4.4 k Max. Positive Moment 4.31 k -ft at 3.375 ft Shear: @ Left 2.55 k Max. Negative Moment 0.00 k -ft at 6.750 ft @ Right 2.55 k Max @ Left Support 0.00 k -ft Stress Calcs Camber: @ Left 0.000 in Max @ Right Support 0.00 k -ft @ Center 0.107 in Max. M allow 7.25 41.250 in2 Reactions... Cf 1.000 Rb @ Right 0.000in fb 1,003.02 psi fv 75.78 psi Left DL 1.60 k Max 2.55 k Fb 1,687.50 psi Fv 106.25 psi Right DL 1.60 k Max 2.55 k Deflections Center Span... Dead Load Total Load Left Cantilever... Dead Load Total Load Deflection -0.072 in -0.114 in Deflection 0.000 in 0.000 in ...Location 3.375 ft 3.375 ft ...Length/Defl 0.0 0.0 ...Length/Defl 1,132.5 708.99t Right Cantilever... Camber ( using 1.5 * D.L. Defl ) ... Deflection 0.000 in 0.000 in @ Center 0.107 in ...Length/Deft 0.0 0.0 @ Left 0.000 in @ Right 0.000 in Stress Calcs Bending Analysts Ck 24.972 Le 0.000 ft Sxx 51.563 in3 Area 41.250 in2 Cf 1.000 Rb 0.000 CI 2553.995 Max Moment Sxx Read Allowable fb @ Center 4.31 k -ft 30.65 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 3.13 k 3.13 k Area Required 29.422 in2 29.422 in2 Fv: Allowable 106.25 psi 106.25 psi Bearing @ Supports Max. Left Reaction 2.55 k Bearing Length Req'd 0.743 in Max. Right Reaction 2.55 k Bearing Length Req'd 0.743 in - 23 - ' 'YOUNG ENGINEERING SERVICES • Title: ZAR RESIDENCE I Job # 04-1408-122 77-804 WILDCAT DR. Dsgnr. NP Date: 4:15PM;, 4 JAN 05 PALM DESERT, CA. 92211 Description :. a PHONE 760-360-5770 Scope FAX 760-360-5719 i =' Rev: 580000 User. KW -0601715. Ver 5.6.0. 1 -Dec -2003 General Timber Beam- _ •' (c)1983-2003 ENERCALC Engineering Software ZAR.ECW:Calculations . Description . R7 Gluery Values M, V, & D @ Specified Locations Moment Shear Deflection @ Center Span Location =, 0.00 ft "0:00 k -ft 2.55 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 24 ' 'YOUNG ENGINEERING SERVICES 77-804 WILDCAT DR. PALM DESERT, CA. 92211 PHONE 760-360-5770 FAX ' 760-360-5719 Rev: 580000 User: KW -0601715, Ver 5.6.0. 1 -Dec -2003 (01983.2003 ENERCALC Enqineerina Software Description R8 Title: ZAR RESIDENCE Dsgnr: NP Description Scope: Multi -Span Timber Beam Job # 04-1408-122 Date: 4:15PM, 4 JAN 05 General Information Code Ref: 2001 NDS, 2003 IBC, 2003 NFPA 5000. Base allowables are user defined Douglas Fir, 24F - V8 Fb : Basic Allow 2,400.0 psi Elastic Modulus 1,800.0 ksi Spans Considered Continuous Over Support Fv : Basic Allow 190.0 psi Load Duration Factor 1.250 Timber Member Information i3" S6P Um: LiSALE Description spanl Span2 Span ft 9.00 5.50 Timber Section 5.125x15 5.125x15 Beam Width ' in 5.125 5.125 Beam Depth in 15.000 15.000 End Fixity Pin - Pin Pin - Pin Le: Unbraced Length ft 0.00 0.00 Member Type GluLam Glulam Loads Live Load Used This Span ? Yes Yes Dead Load #/ft 168.00 168.00 Live Load #/ft 64.00 64.00 Dead Load @ Left #/ft 135.00 190.00 Dead Load @ Right #/ft 190.00 225.00 Live Load @ Left #/ft 225.00 254.00 Live Load @ Right #/ft 254.00 300.00 Start ft End ft 9.000 5.500 Results Mmax @ Cntr in -k 49.5 9.6 @ X = ft 3.66 4.03 Max @ Left End in -k 0.0 -60.3 Max @ Right End in -k -60.3 0.0 fb : Actual psi 313.8 313.8 Fb : Allowable psi 3,000.0 3,000.0 Bending OK Bending OK Shear @ Left k 2.23 2.85 Shear @ Right k 3.47 1.09 fv : Actual psi 51.3 38.9 Fv : Allowable psi 237.5 237.5 Shear OK Shear OK ' Reactions &Deflection DL @ Left k 1.15 S 3.31 LL @ Left k 1.08 3.01 Total @ Left k 2.23 6.32 DL @ Right k 3.31 0.57 LL @ Right k 3.01 0.52 Total @ Right k 6.32 1.09 Max. Deflection in -0.019 0.002 @ X = ft 4.02 1.25 Query Values Location ft 0.00 0.00 Moment in -k 0.0 -60.3 Shear k 2.2 2.8 Deflection in 0.0000 0.0000 - 25 - ' YOUNG ENGINEERING SERVICES 77-804 WILDCAT DR. PALM DESERT, CA. 92211 PHONE 760-360-5770 FAX 760-360-5719 Rev:580000 User: KW -0601715, Ver 5.8.0. 1 -Dec -2003 (c)1983.2003 ENERCALC Emineenno Software Description R9 Title: ZAR RESIDENCE Dsgnr: NP Description Scope Multi -Span Timber Beam Job # 04-1408-122 Date: 4:15PM, 4 JAN 05 General Information Code Ref: 2001 NDS, 2003 IBC, 2003 NFPA 5000. Base allowables are user defined . Douglas Fir, 24F - V8 -0.02 3.84 Fb : Basic Allow 2,400.0 psi Elastic Modulus 1,800.0 ksi Spans Considered Continuous -0.07 Over Support Fv : Basic Allow 190.0 psi Load Duration Factor 1.250 Timber Member Information -0.09 Description DL @ Right spani span2 Span ft 3.75 9.75 Timber Section 1.62 5.125x15 5.125x15 Beam Width in 5.125 5.125 Beam Depth in 15.000 15.000 End Fixity 5.33 Pin - Pin Pin - Pin Le: Unbraced Length ft 0.00 0.00 Member Type 0.00 Glul-am Glul.-am Loads -63.6 Shear k Live Load Used This Span ? Yes Yes Dead Load @ Left #/ft 450.00 438.00 Dead Load @ Right #/ft 438.00 247.00 Live Load @ Left #/ft 263.00 247.00 Live Load @ Right #/ft 247.00 208.00 Start ft End ft 3.750 9.750 Point #1 Dead Load lbs 1,269.00 Live Load lbs 752.00 @ X ft 9.750 Results Mmax @ Cntr in -k 0.0 51.6• @ X = ft 0.00 5.65 Max @ Left End in -k 0.0 -63.6 Max @ Right End in -k -63.6 0.0 fb : Actual psi 330.8 330.8 Fb : Allowable psi 3,000.0 3,000.0 Bending OK Bending OK Shear @ Left k 0.09 3.51 Shear @ Right k 2.71 4.07 fv : Actual psi 36.2 52.3 Fv : Allowable psi 237.5 237.5 Shear OK Shear OK Reactions & Deflection DL @ Left k -0.02 3.84 LL @ Left k -0.07 2.38 Total @ Left k -0.09 6.22 DL @ Right k 3.84 2.45 LL @ Right k 2.38 1.62 Total @ Right k 6.22 4.07 Max. Deflection in 0.002 -0.024 @ X = ft 2.35 5.33 query Values Location ft 0.00 0.00 Moment in -k 0.0 -63.6 Shear k -0.1 3.5 Deflection in 0.0000 0.0000 -26 REFERENCE } ® o v. R r LLL= IHS LLR= 2-6tt e. IG,Ht5upPoR Uv . b C-7 v z) 6 8 USE X ( ~ 'PAF,p- n 7' t 2 W V4 ( W DLL - DL - ' I 0 3 R g ' LLL 71 - LL 1 wjp = 2Zi)+E s)=3So PAF w = 6_ 192PLF 6 X )o (l; 0 !) USE 2 L z 541 ►-r- @ W b - 27C v16 P r- w 7 I _ Lz• 5 DLL ' 32aa T7.5 =8133 DLR = 5592 LLL = 13211#'i ( 3398 LLR= w3Z- - I -DL, . 2} — 4 I PLr- w, X pUREL m ' — M p n Cs1TJPis=Di, G 3357 DATE 12^Z3 -p4. JOB NAME.: SHEET YOUNG ENGINEERING SERVICES /' 77-804 WILDCAT DR. SUITE G BY: N JOB No.: ' V' ' `T aq- 19 PALM DESERT; GA. 92211 27 PH "160-360-5770 FAX 160-360-5'119 'YOUNG ENGINEERING SERVICES 77-804 WILDCAT DR. PALM DESERT, CA. 92211 PHONE 760-360-5770 FAX 760-360-5719 Rev:580000 User: KW -0601715. Ver 5.8.0. 1 -Dec -2003 Description. R10 Title: ZAR RESIDENCE Dsgnr: NP Description Scope : General Timber Beam Job # 04-1408-122 Date: 4:17PM, 4 JAN 05 ZAR General Information uead Load Code Ref: 1997 NDS, 2003 IBC, 2003 NFPA 5000. Base allowables are user defined Section Name 6x8 Deflection Center Span 8.00ft .....Lu 0.00 ft Beam Width 5.500 in Left Cantilever It ...Lu 0.00 it Beam Depth 7.500 in Right Cantilever ft .....Lu 0.00 ft Member Type Sawn Douglas Fir - Larch, No.1 Deflection Bm Wt. Added to Loads 0.030 in 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 Wood Density 34.000pcf E 1,600.0ksi idal Loads #1 DL @ Left 35.00 #/ft LL @ Left 26.00 #/ft Start Loc DL @ Right 80.00 #/ft LL @ Right 86.00 #/ft End Loc Span= 8.00ft, Beam Width = 5.500in x Depth = 7.5in, Ends are Pin -Pin Max Stress Ratio 0.157: 1 Maximum Moment 1.0 k -ft Maximum Shear Allowable 7.3 k -ft Allowable Max. Positive Moment 0.99 k -ft at 4.288 ft Shear: Max. Negative Moment -0.00 k -ft at 8.000 ft Max @ Left Support 0.00 k -ft Camber: Max @ Right Support 0.00 k -ft Max. M allow 7.25 Reactions... fb 230.59 psi fv 16.67 psi Left DL 0.24 k Fb 1,687.50 psi Fv 106.25 psi Right DL 0.30 k Deflections Center Span... uead Load Total Load Left Cantilever... Deflection -0.020 in -0.037 in Deflection ...Location 4.064 ft 4.064 ft ...Length/Defl ...Length/Defl 4,792.0 2,614.18 Right Cantilever... Camber ( using 1.5 * D.L. Deft ) ... 0.00 k -ft Deflection @ Center 0.030 in 0.00 k -ft ...Length/Deft @ Left 0.000 in @ Left Support @ Right Support @ Right 0.000 in 0.57 k 0.69 k Stress Calcs Bending Analysis @ Left @ Right @ Left @ Center @ Right Max Max 0.000 It 0.000 ft Beam Design OK 0:7 k 4.4 k 0.42 k 0.56 k 0.000 in 0.030 in 0.000 in 0.42 k 0.56 k 0.000 in 0.000 in 0.0 0.0 0.000 in 0.000 in 0.0 0.0 Ck 24.972 Le 0.000 ft Sxx 51.563 in3 Area 41.250 in2 Cf 1.000 Rb 0.000 Cl 422.958 Max Moment Sxx Req'd Allowable fb @ Center 0.99 k -ft 7.05 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 0.57 k 0.69 k Area Required 5.330 in2 6.473 in2 Fv: Allowable 106.25 psi 106.25 psi Bearing @ Supports Max. Left Reaction 0.42 k Bearing Length Req'd 0.123 in Max. Right Reaction 0.56 k Bearing Length Req'd 0.164 in - 28 - ' 'YOUNG ENGINEERING SERVICES Title: ZAR RESIDENCE Job # 04-1408-122 77-804 WILDCAT DR. Dsgnr: NP Date: 4:17PM, 4 JAN 05 PALM DESERT, CA. 92211 Description : V PHONE 760-360-5770 - Scope FAX 760-360-5719 •Rev: 580000 Ver 5.8.0.1-Dec•2003 - General Timber Beam _ _(c119 832003 ENERCALneeingSoftware ZAR ECWCalculations Description 710 Query Values M, V, & D @ Specified Locations Moment ' Shear Deflection @ Center Span Location =. 0.00 ft 0.00 k-ft 0.42 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 29 +. "YOUNG ENGINEERING SERVICES 77-804 WILDCAT DR. PALM DESERT, CA. 92211 PHONE 760-360-5770 FAX 760-360-5719 Rev:580000 User: KW -0601715. Ver 5.8.0. 1 -Dec -2003 (c)1983.2003 ENERCALC Enoineerino Software Description R11 Title: ZAR RESIDENCE Dsgnr: NP Description Scope : General Timber Beam Job # 04-1408-122 Date: 4:17PM, 4 JAN 05 General Information Dead Load Code Ref: 1997 NDS, 2003 IBC, 2003 NFPA 5000. Base allowables are user defined Section Name 6x10 Max Stress Ratio Center Span 9.50 ft .....Lu 0.00 ft Beam Width 5.500 in Left Cantilever ft .....Lu 0.00 ft Beam Depth 9.500 in Right Cantilever ft .....Lu 0.00 ft Member Type Sawn Douglas Fir - Larch, No.1 11.6 k -ft Bm Wt. Added to Loads Allowable 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 Wood Density 34.000pcf E 1,600.0 ksi Full Length Uniform Loads Center DL 350.00 #/ft LL 192.00 #/ft Left Cantilever DL #/ft LL #/ft Right Cantilever DL #/ft LL #/ft Trapezoidal Loads #1 DL @ Left 88.00 #/ft LL @ Left 52.00 #/ft Start Loc 0.000 ft DL @ Right 27.00 #/ft LL @ Right 16.00 #/ft End Loc 7.000 ft Beam Design OK Span= 9.50ft, Beam Width = 5.500in x Depth = 9.5in, Ends are Pin -Pin Dead Load Total Load Left Cantilever... Dead Load Max Stress Ratio 0.691 : 1 -0.118 in , 0.000 in 0.000 in Maximum Moment 4.712 ft 7.0 k -ft Maximum Shear* 1.5 0.0 3.8 k Allowable 627.22 Right Cantilever... 11.6 k -ft Allowable Defl ) ... 5.6 k Max. Positive Moment 7.04 k -ft at 4.636 ft Shear: @ Left 3.08 k Max. Negative Moment 0.00 k -ft at 0.000 ft @ Right 2.83 k Max @ Left Support 0.00 k -ft Stress Calcs Camber: @ Left 0.000 in Max @ Right Support 0.00 k -ft - @ Center 0.177 in Max. M allow 11.63 Reactions... 0.000 @ Right 0.000 in fb 1,021.79 psi fV 73.37 psi Left DL 2.00 k Max 3.08 k Fb 1,687.50 psi Fv 106.25 psi Right DL 1.84 k Max 2.83 k Deflections Center Span... Dead Load Total Load Left Cantilever... Dead Load Total Load Deflection -0.118 in -0.182 in Deflection 0.000 in 0.000 in ...Location 4.712 ft 4.712 ft ...Length/Deft 0.0 0.0 ...Length/Deft 963.7 627.22 Right Cantilever... Camber ( using 1.5 * D.L. Defl ) ... Deflection 0.000 in 0.000 in @ Center 0.177 in ...Length/Defl 0.0 0.0. @ Left 0.000 in @ Right 0.000 in Stress Calcs Bending Analysis - Ck 24.972 Le 0.000 ft Sxx 82.729 in3 Area 52.250 in2 Cf 1.000 Rb 0.000 Cl 3079.318 Max Moment Sxx Read Allowable fb @ Center 7.04 k -ft 50.09 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 3.83 k 3.61 k Area Required 36.079 in2 33.968 in2 Fv: Allowable 106.25 psi 106.25 psi Bearing @ Supports Max. Left Reaction 3.08 k Bearing Length Req'd 0.896 in Max. Right Reaction 2.83 k Bearing Length Req'd 0.823 in 30 YOUNG ENGINEERING SERVICES Title: ZAR RESIDENCE Job # 04-1408-122 77-804 WILDCAT DR. Dsgnr: NP Date: 4:17PM; 4 JAN 05 PALM DESERT, CA. 92211 s Description : R PHONE 760-360-5770 t ' Scope FAX 760-360-5719 Rev: 580000 User: KW -0601715• Ver 5.8.0.1-oec-2003 General Timber Beam - c 1983-2003 ENERCALC Engineering Software ZAR.ECW:Calculations Description R11 Query Values w M, V, & D @ Specified Locations Moment Shear Deflection @ Center Span Location = 0.00"ft 0.00 k -ft " 3.08 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. 31 ," YOUNG ENGINEERING SERVICES 77-804 WILDCAT DR. PALM DESERT, CA. 92211 PHONE 760-360-5770 FAX 760-360-5719 Rev: 580000 User. KW -0601715, Ver 5.8.0. 1 -Dee -2003 (c)1983-2003 ENERCALC Enoineerina Software Description R12 Title: ZAR RESIDENCE Dsgnr: NP Description K Scope Multi -Span Timber Beam Job # 04-1408-122 Date: 8:10AM, 5 JAN 05 General Information Code Ref: 2001 NDS, 2003 IBC, 2003 NFPA 5000. Base allowables are user defined Douglas Fir, 24F - V8 Fb : Basic Allow 2,400.0 psi Elastic Modulus 1,800.0 ksi Spans Considered Continuous Over Support Fv : Basic Allow . 190.0 psi Load Duration Factor 1.250 Timber Member Information Description spanl span2 Span ft 7.25 22.75 Timber Section 5.125x21 5.125x21 Beam Width Beam Depth End Fixity Le: Unbraced Length Member Type in in ft 5.125 21.000 Pin - PinPin 0.00 GluLam 5.125 21.000 - Pin 0.00 GluLam Loads 8.13 0000 LL @ Left k -1.32 Live Load Used This Span ? Yes Yes Dead Load #/ft 41.00 5.59 Live Load #/ft 24.00 Total @ Right k Dead Load #/ft Max. Deflection in 41.00 Live Load #/ft 4.20 24.00 Start ft End ft 7.250 14.500 Dead Load @ Left #/ft 189.00 Dead Load @ Right #/ft 189.00 Live Load @ Left #/ft 112.00 Live Load @ Right #/ft 112.00 Start ft 14.500 End ft 7.250 22.750 Point #1 Dead Load lbs 6,116.00 Live Load lbs 2,002.00 @ X ft 14.500 Point #2 Dead Load lbs 1,878.00 Live Load lbs 1,077.00 @ X ftj 16.000 Results =max @ Cntr in -k 0.0 618.3 @ X = ft 0.00 14.56 Max @ Left End in -k 0.0 -421.1 Max @ Right End in -k -421.1 0.0 fb : Actual psi 1,117.8 1,641.4 Fb : Allowable psi 3,000.0 2,814.1 Bending OK Bending OK Shear @ Left k 4.60 6.46 Shear @ Right k 5.08 8.04 fv : Actual psi 69.1. 104.5 Fv : Allowable psi 237.5 237.5 Shear OK Shear OK Reactions & Deflection DL @ Left k -3.28 8.13 0000 LL @ Left k -1.32 3.40 Total @ Left k -4.60 11.53 DL @ Right k 8.13 5.59 LL @ Right k 3.40 2.45 Total @ Right k 11.53 8.04 Max. Deflection in 0.028 -0.430 @ X = ft 4.20 13.35 Query Values YOUNG ENGINEERING SERVICES Title: ZAR RESIDENCE Job # 04-1408-122 77-804 WILDCAT DR. Dsgnr: NP Date: 8:10AM, 5 JAN 05 PALM DESERT, CA. 92211 Description PHONE 760-360-5770 ' Scope FAX 760-360-5719 Rev: 580000 - User: KW-0601715. Ver 5.8.0, t-Dec-2003 Multi-Span Timber Beam c 1983.2003 ENERCALC En ineerin Software` ZAR.EMCalculations Description R12 Location ft0.00 0.00 Moment in-k 0.0 -421.1 ' Shear k -4.6 6.5 Deflection in 0.0000 0.0000 t 33 UI • ll _I . fll N t N w i 0 -- t_ r CE) p D lz ' f Ill 1 S \y T _4j u r CC 1 IdD u ca 'nn w o if VJ - .I w • • ! NIS . i . F =D -o oa di w rn D I II D • a II p tl -1 D u •- .--, Ell N rn 71 P w li XCIS cp A rn rn rn A rn z n rn 1 S rr r _4j u 'nn w o if .I w • • ! NIS . i . F -o r. II II -1 A rn rn rn A rn z n rn if .I w -1 j cp (I I 1 _, YOUNG ENGINEERING SERVICES Title: ZAR RESIDENCE ,lob # 04-1408-122 77-804 WILDCAT DR. Dsgnr: NP Date: 4:1.7PM, 4 JAN 05 PALM DESERT, CA. 92211 Description PHONE 760-360-5770 Scope FAX' _ 760-360-5719 • User: KW -0601715. Ver5.8.0. 1 -Dec -2003 - Genera' Timber Beam - c 1983-2003 ENERCALC Enpineering Software - ZAR.ECW:Calculations Description R13 General information Code Ref: 1997 NDS, 2003 IBC, 2003 NFPA 5000. Base allowables are user defined Section Name 5.125x15 Center Span 16.50 ft .....Lu 0.00 ft Beam Width 5.125 in , Left Cantilever ft .Lu 0:00 ft Beam Depth 15.000 in Right Cantilever ft .....Lu 0.00 ft Member Type Glu'Lam Douglas Fir, 24F - V4 Bm Wt. Added to Loads Fti Base Allow " 2,400.0 psi Load Dur. Factor 1.250 Fv Allow 145.0 psi Beam End Fixity Pin -Pin Fc Allow 560.0 psi " Wood Density 34.000 pcf E 1,600.0 ksi Trapezoidal Loads #1 DL @ Left 54.00 #/ft , LL @ Left , 32.00 #/ft Start Loc .0.000 ft DL @ Right 54.00 #/ft LL @ Right 32.00, #/ft End Loc -6.000 ft #2 DL @ Left 338:00 #/ft LL @ Left 200.00., #%ft Start Loc 6.000 ft DL @ Right 338.00 #/ft LL @ Right 200.00 #/ft End Loc -16.500 ft Point"Loads Dead Load 1,560.0 lbs lbs lbs lbs lbs 'Ibs lbs Live Load 924.0 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 0.000ft Summary -. "Beam Design OK Span= 16.50ft, Beam Width= 5.125in x Depth = 15.in, Ends are Pin -Pin Max Stress Ratio' 0.467 ; 1 Maximum Moment 22.5 k -ft, Maximum Shear * 11.5 6.5 k Allowable 48.0 k -ft `Allowable- 13.9 k Max. Positive Moment.* 22.46 k -ft at 7.524 ft' Shear: @ Left 3.95 k Max. Negative Moment -0.00 k -ft at 16.500 ft @ Right 5.00 k` Max @Left Support '0.00 k -ft Camber: @ Left 0.000 in Max.@ Right•Support-• 0.00 k -ft @ Center 0.445in Max. M allow 48.05 ". @ Right 0.000 in Reactions... fb 1,402.48 psi fv 84.64 psi Left DL 2.54 k,' Max 3.95k Fb 3,000.00 psi Fv 181.25 psi Right DL 3.20 k Max 5.00 k Deflections Center Span... Dead Load _ Total Load Left Cantilever... Dead Load Total Load - Deflection 0.296 in : -0.464 in" Deflection 0.000 in 0.000 in ...Location 8.250 ft 8.'256 ft ...Length/Deft 0.0 0.0 ...Length/Deft 668.0 426.65 Right Cantilever... Camber ( using 1.5 * D.L. Def] ) ... Deflection 0.000 in 0.000 in @ Center 0.445 in' , ...Length/Defl 0.0 0.0 @ Left 0.000 in @ Right 0.000 in . 35 YOUNG ENGINEERING SERVICES -' Title :.ZAR RESIDENCE , Job # 04-1408-122 77-804 WILDCAT DR.Dsgnr: NP {"se Date: 4:17PM, 4 JAN 05 PALM DESERT, CA. 92211 `, ;' ' Description r PHONE 760-360-5770 Scope FAX 760-360-5719 ` Rev:580000 - user: KW-0601715, Ver 5.6.0.1-Dec-2003 L General Timber Beam ` W1983-2003 ENERCALC En ineerin Software ZAR.ECW:Calculations . Description R13 Stress Calcs - Bending Analysis , -Ck 18.729 Le 0.000 ft Sxx 192.188 in3 Area 76.875 in2 Cv 1.000 Rb 0.000 _ Cl 3950.063 Max Moment Sxx Read Allowable fb @ Center 22.46 k-ft 89.85 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 Shear Analysis @ Left Support @ Right Support Design Shear 5.74 k 6.51 k Area Required 31.666 in2 35.898 int Fv: Allowable 181.25 psi. 181.25 psi Bearing @ Supports Max. Left Reaction 3.95 k Bearing Length Req'd 1.376 in Max. Right Reaction 5.00 k Bearing Length Req'd 1.742 in Query Values M, V, & D @ Specified` Locations Moment Shear Deflection . ' @ Center Spare Location = 0.00 ft 0.00 k-ft 3.95 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 .. y. 4 36 , 'YOUNG ENGINEERING SERVICES 77-804 WILDCAT DR. PALM DESERT, CA. 92211 PHONE 760-360-5770 FAX 760-360-5719 er: KW -0601715. Ver 5.8.0. 1 -Dec -2003 1983-2003 ENERCALC Enoineerino Sol Description R14 Title: ZAR RESIDENCE Dsgnr: NP Description Scope : General Timber Beam Job # 04-1408-122 Date: 4:17PM, 4 JAN 05 General Information Span= 7.50ft, Beam Width = 5.500in x Depth = 7.5in, Ends are Pin -Pin Code Ref: 1997 NDS, 2003 IBC, 2003 NFPA 5000. Base allowables are user defined Section Name 6x8 Total Load Center Span 7.50 ft .....Lu 0.00 ft Beam Width 5.500 in Left Cantilever ft .....Lu 0.00 ft Beam Depth 7.500 in Right Cantilever ft .....Lu 0.00 ft Member Type Sawn Douglas Fir - Larch, No.1 2.8 k Bm Wt. Added to Loads Allowable 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 Wood Density 34.000pcf E 1,600.0ksi Full Length Uniform Loads Center DL 131.00 #/ft LL 64.00 #/ft Left Cantilever DL #/ft LL #/ft Right Cantilever DL #/ft LL #/ft Tra ezoida I Loads #1 DL @ Left 250.00 #/ft LL @ Left 200.00 #/ft Start Loc 0.000' ft DL @ Right 163.00 #/ft LL @ Right 130.00 #/ft End Loc 0.000 ft Beam Design OK Deflections Center Span... Span= 7.50ft, Beam Width = 5.500in x Depth = 7.5in, Ends are Pin -Pin Total Load Left Cantilever... Dead Load Total Load Deflection Max Stress Ratio 0.640 : 1 0.000 in 0.000 in ...Location 3.720 ft 3.720 ft ...Length/Deft Maximum Moment 0.0 4.1 k -ft Maximum Shear.* 1.5 2.8 k Allowable Defl ) ... 7.3 k -ft 0.000 in Allowable @ Center 4.4 k ...Length/Deft Max. Positive Moment 4.05 k -ft at 3.660 ft Shear: @ Left 2.26 k @ Right Max.. Negative Moment 0.00 k -ft at 0.000 ft Stress Calcs @ Right 2.06 k Max @ Left Support 0.00 k -ft Camber: @ Left 0.000 in 0.000 ft Max @ Right Support 0.00 k -ft Cf 1.000 Rb 0.000 Cl 2259.023 @ Center 0.120 in Max. M allow 7.25 Allowable fb Reactions... @ Center @ Right 0.000 in 1,687.50 psi fb 943.42 psi fv 68.00 psi Left DL 1.36 k Max 2,26 k 0.00 k -ft Fb 1,687.50 psi Fv 106.25 psi Right DL 1.25 k Max 2.06 k Deflections Center Span... Dead Load Total Load Left Cantilever... Dead Load Total Load Deflection -0.080 in -0.133 in Deflection 0.000 in 0.000 in ...Location 3.720 ft 3.720 ft ...Length/Deft 0.0 0.0 ...Length/Defl 1,126.4 678.73 Right Cantilever... Camber ( using 1.5 * D.L. Defl ) ... Deflection 0.000 in 0.000 in @ Center 0.120 in ...Length/Deft 0.0 0.0 @ Left 0.000 in @ Right 0.000 in Stress Calcs Bending Analysis Ck 24.972 Le 0.000 ft Sxx 51.563 in3 Area 41.250 in2 Cf 1.000 Rb 0.000 Cl 2259.023 Max Moment Sxx Req'd Allowable fb @ Center 4.05 k -ft 28.83 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 2.80 k 2.64 k Area Required 26.399 in2 24.852 in2 Fv: Allowable 106.25 psi 106.25 psi Bearing @ Supports Max. Left Reaction 2.26 k Bearing Length Req'd 0.657 in Max. Right Reaction 2.06 k Bearing Length Req'd 0.600 in 37 YOUNG ENGINEERING SERVICES Title: ZAR RESIDENCE Job # 04-1408-122 77-804 WILDCAT DR. -y Dsgnr. NP Date: 4:17PM, 4 JAN 05 - PALM DESERT, CA. 92211. Description PHONE 760-360-5770 - Scope FAX 760-360-5719 Rev: 560000 User.=-0601715.Ver 5.6.0, 1 -Dec -2003 General -Timber Beam - - ' (c)1963.2003 ENERCALC Engineering Software ZAR ECWCalculations Description R14 Query Values M, V, & D @ Specified Locations Moment Shear Deflection @ Center Span Location = 0.00 ft 0.00 k -ft 2.26 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 L 1 ' ' 38,- 'YOUNG ENGINEERING SERVICES 77-804 WILDCAT DR. PALM DESERT, CA. 92211 PHONE 760-360-5770 FAX 760-360-5719 Rev: 580000 User: KW -0601715. Ver 5.8.0. 1 -Dec -2003 Description R15 Title: ZAR RESIDENCE Dsgnr: NP Description Scope : General Timber Beam Job # 04-1408-122 Date: 4:17PM, 4 JAN 05 General Information Code Ref: 1997 NDS, 2003 IBC, 2003 NFPA 5000. Base allowables are use defined Section Name 6x8 0.838 : 1 Center Span 5.50 ft .....Lu 0.00 ft Beam Width 5.500 in Left Cantilever ft .....Lu 0.00 ft Beam Depth 7.500 in Right Cantilever ft .....Lu 0.00 ft Member Type Sawn Douglas Fir - Larch, No.1 Bm Wt. Added to Loads Max. Positive Moment 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 Wood Density 34.000pcf E .1,600.0ksi Full Length Uniform Loads Center DL 131.00 #/ft LL 64.00 #/ft Left Cantilever DL #/ft LL #/ft Right Cantilever DL #/ft LL #/ft Trapezoidal Loads #1 DL.@ Left 332.00 #/ft LL @ Left 265.00 #/ft Start Loc 0.000 ft DL @ Right 263.00 #/ft LL @ Right 210.00 #/ft End Loc 0.000 ft Point Loads uead Load 6,029.0 lbs lbs lbs. lbs lbs lbs Ibs Live Load 3,296.0 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 Beam Design OK Span= 5.50ft, Beam Width = 5.500in x Depth = 7.5in, Ends are Pin -Pin Max Stress Ratio 0.838 : 1 Maximum Moment 5.6 k -ft Maximum Shear * 1.5 3.7 k Allowable 7.3 k -ft Allowable 4.4 k Max. Positive Moment 5.59 k -ft at 3.872 ft Shear: @ Left 2.94 k Max. Negative Moment 0.00 k -ft at 0.000 ft @ Right 10.45 k Max @ Left Support 0.00 k -ft Camber: @ Left 0.000in Max @ Right Support 0.00 k -ft @ Center 0.092 in Max. M allow 7.25 Reactions... @ Right 0.000 in fb 1,300.33 psi fv 89.06 psi Left DL 1.78 k Max 2.94 k Fb 1,687.50 psi Fv 106.25 psi Right DL 6.65 k Max 10.45 k Deflections Center Span... Dead Load Total Load Left Cantilever... Dead Load oo Total Load Deflection -0.061 in -0.098 in Deflection 0.000 in 0.000 in ...Location 2.948 ft 2.948 ft ...Length/Deft 0.0 0.0 ...Length/Defl 1,081.6 670.27 Right Cantilever... Camber ( using 1.5 * D.L. Defl ) ... Deflection 0.000 in 0.000 in @ Center 0.092 in ...Length/Deft 0.0 0.0 @ Left 0.000 in @ Right 0.000 in - 39 - YOUNG ENGINEERING SERVICES Z Title': ZAR RESIDENCE Job # 04-1408-122 77-804 WILDCAT DR. Dsgnr: NP Date: 4:17PM, 4 JAN 05 PALM DESERT, CA. 92211 Description : y PHONE 760-360-5770 Scope FAX 760-360-5719 - Rev: 580000 - • User: KW -0601715, Ver 5.8.0. 1 -Dec -2003 General Timber"Beam - - _ (c)1983-2003 E•N RCALCEngineering Software ' ',ZAR ECW calculations Description. R15 Stress Calcs Bending Analysis Ck 24.972 Le 0.000 ft Sxx 51.563 in3 Area 41.250 in2 Cf 1.000 Rb 0.000 CI 2938.844 ` Max Moment Sxx Read Allowable fb ' @ Center 5.59'k -ft ' 39.73 in3 1,687.50 psi r @ 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 3.67 k 1.06 k Area Required 34.578 int F 9.995 int. Fv: Allowable 106.25 psi 106.25 psi Bearing @ Supports' • • Max. Left Reaction 2.94 k Bearing Length Req'd 0.855 in Max.. Right Reaction 10.45 k Bearing Length Req'd 3.041 in Query Values ' 'M, V, & D @ Specified Locations Moment Shear Deflection @ Center Span Location = 0.00 ft 0.00 k -ft 2.94 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 40 REFERENCE R16 -, SGB NAME; Z ► A ( ,_ 1. — 27 " N0'i SHEET 4-1. NG=NGINE=RING SERVICES a WILDCAT DR. SUITE C DESERT, CA. 02211 FPH0-?60-S1 0 FAX 160-960-5'I1q • DLL _ Gi S LLL 6 1#. I I l®q D I I► L' 9M, DLR = q LLR=. 681 32- 4"F = I65 pL U5E • L /8X 2 2 DLL 2 /, (j 2.6 51 . LL R= P6m , >z P ,, = 3588 : usE y8 x 2 . ia X=1.5► P T.x=s' W ' DLL LLL'G68 ' 6 1 ' 11 LLL 1030 27 C3v) I USE • - -- - -- ► ( `b : 3 p, s P h i• 1 s 22.3 F .. 5 4=` (024 - DATE 12-22- BY: 4 SGB NAME; Z ► A ( ,_ 1. — 27 " N0'i SHEET 4-1. NG=NGINE=RING SERVICES a WILDCAT DR. SUITE C DESERT, CA. 02211 FPH0-?60-S1 0 FAX 160-960-5'I1q YOUNG ENGINEERING SERVICES 77-804 WILDCAT DR. PALM DESERT, CA. 92211 PHONE 760-360-5770 FAX 760-360-5719 Rev:580000 User: KW'0601715. Ver 5.8.0. 1 -Dec -2003 (c)1983.2003 ENERCALC Engineerina Software Description R16 Title: ZAR RESIDENCE Dsgnr: NP Description Scope : Multi -Span Timber Beam Job # 04-1408-122 Date:. 4:17PM, 4 JAN 05 General IrlfOrmation Code Ref: 2001 NDS, 2003 IBC, 2003 NFPA 5000. Base allowables are user defined Douglas Fir, 24F - V8 k Fb : Basic Allow 2,400.0 psi Elastic Modulus 1,800.0 ksi Spans Considered Continuous Over Support Fv : Basic Allow 190.0 psi Load Duration Factor 1.250 Timber Member Information k Description spanl Span2 Span ft 11.00 11.00 Timber Section 5.125x12 5.125x12 Beam Width in 0.96 5.125. 5.125 Beam Depth in 2.27 12.000 12.000 End FiXlty Pin - Pin Pin - Pin Le: Unbraced Length ft in 0.00 0.00 Member Type @ X = GluLam GluLam Loads 6.38 Query Values Live Load Used This Span ? Yes Yes Dead Load #/ft 232,00 232.00 Live Load. #/ft 165.00 165.00 Results @X= Max @ Left End Max @ Right End fb : Actual Fb : Allowable Shear @ Left Shear @ Right fv : Actual Fv : Allowable in -k 40.5 ft 4.11 in -k 0.0 in -k -72.1 psi 585.8 psi 3,000.0 Bending OK k 1.64 k 2.73 psi 56.6 psi 237.5 Shear OK 40.5 6.89 -72.1 .0.0 585.8 3,000.0 Bending OK 2.73 1.64 57.3 237.5 Shear OK Reactions & Deflection DL @ Left k 0.96 3.19 LL @ Left k 0.68 2.27 Total @ Left k 1.64 5.46 DL @ Right k 3.19 0.96 LL @ Right k 2.27 0.68 Total @ Right k 5.46 1.64 Max. Deflection in -0.041 -0.041 @ X = ft 4.62 6.38 Query Values Location ft 0.00 0.00 Moment ink 0.0 -72.1 Shear k 1.6 2.7 Deflection in 0.0000 0.0000 - 4 2 - YOUNG ENGINEERING SERVICES 77-804 WILDCAT DR. PALM DESERT, CA. 92211 PHONE 760-360-5770 FAX 760-360-5719 Rev: 580000 User: KW -0601715, Ver 5.8.0. 1 -Dec -2003 (c)1983-2003 ENERCALC Engineerina Software Description R17 Title: ZAR RESIDENCE Dsgnr: NP Description Scope : General Timber Beam Job # 04-1408-122 Date: 4:17PM, 4 JAN 05 General Information Span= 26.50ft, Beam Width = 5.125in x Depth = 24.in, Ends are Pin -Pin Code Ref: 1997 NDS, 2003 IBC; 2003 NFPA 5000. Base allowables are use defined Section Name 5.125x24 Center Span 26.50 ft .....Lu 0.00 ft Beam Width 5.125 in Left Cantilever ft .....Lu 0.00 ft Beam Depth 24.000 in Right Cantilever ft .....Lu 0.00 ft Member Type GluLam Douglas Fir, 24F - V8 Bm Wt. Added to Loads 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 Wood Density 34.000pcf E 1,800.0ksi Full Length Uniform Loads Center DL 25.00 #/ft LL 20.00 #/ft Left Cantilever DL #/ft LL #/ft Right Cantilever DL • #/ft LL #/ft Point Loads Dead Load 3,588.0 lbs lbs lbs lbs lbs Ibs lbs Live Load " 2,179.0 lbs lbs lbs lbs lbs lbs lbs ...distance 14.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft Beam Design OK - 43 - Span= 26.50ft, Beam Width = 5.125in x Depth = 24.in, Ends are Pin -Pin Max Stress Ratio 0.397 : 1 Maximum Moment 44.5 k -ft Maximum Shear * 1.5 5.8 k Allowable 112.1 k -ft Allowable 29.2 k Max. Positive Moment 44.54 k -ft at 13.992 ft Shear: @ Left 3.70 k Max. Negative Moment 0.00 k -ft at 0.000 ft @ Right 4.03 k Max @ Left Support 0.00 k -ft Camber: @ Left 0.000 in Max @ Right Support 0.00 k -ft @ Center 0.422 in Max. M allow 112.12 Reactions... @ Right 0.000 in fb 1,086.37 psi fv 47.40 psi Left DL 2.41 k Max 3.70 k Fb 2,734.74 psi Fv 237.50 psi Right DL 2.61 k Max 4.03 k Deflections Center Span... Dead Load Total Load Left Cantilever... Dead Load Total Load Deflection. . -0.282 in -0.439 in Deflection 0.000 in 0.000 in ...Location 13.462 ft 13.462 ft ...Length/Deft 0.0 0.0 ...Length/Defl 1,129.1 723.90 Right Cantilever... Camber ( using 1.5 * D.L. Defl ) ... Deflection 0.000 in 0.000 in @ Center 0.422 in ...Length/Deft 0.0 0.0 @ Left . 0.000 in @ Right 0.000 in - 43 - « YOUNG ENGINEERING SERVICES Title: ZAR RESIDENCE Job # 04-1408-122 77-804 WILDCAT DR. Dsgnr: NP Date: 4:17PM, 4 JAN 05 PALM DESERT, CA. 92211 DescriptionJ. PHONE 760-360-5770. Scope FAX 760-360-5719 ' - Rev:580000 User: KW-0601715, Ver 5.8.0. 1-Dec-2003• - General Timber Beam - - c 1983-2003 ENERCALC Engineering Software ZAR.ECW:Calculations ' Description R17 - Stress Calcs Bending Analysis Ck 19.865 Le 0.000 ft Sxx 492.000 in3 Area 123.000 int Cv 0.912 Rb 0.000 CI 3701.335 Max Moment Sxx Redd Allowable fb @ Center 44.54 k-ft 195.45 in3 2,734.74 psi @ Left Support 0.00 k-ft 0.00 in3 2,734.74 psi @ Right Support 0.00 k-ft 0.00 in3 2,734.74 psi Shear Analysis @ Left Support @ Right Support ■ Design Shear 5.34 k 5.83 k Area Required. 22.485 in2 24.546 int Fv: Allowable 237.50 psi 237.50 psi' Bearing @ Supports Max. Left Reaction 3.70 k Bearing Length Req'd 1.290 in Max. Right Reaction 4.03,k Bearing Length Req'd 1.403 in Query Values , M, V, & D:@ Specified Locations Moment Shear Deflection @ Center Span Location = 0.00 ft 0.00 k-ft 3.70 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 • 44 `. . YOUNG ENGINEERING SERVICES 77-804 WILDCAT DR. PALM DESERT, CA. 92211 PHONE 760-360-5770 FAX 760-360-5719 Rev: 580000 User: KW -0601715, Ver 5.8.0. 1 -Dec -2003 (c)1983-2003 ENERCALC Enaineerina Software Description R18 Title: ZAR RESIDENCE Dsgnr: NP Description Scope : General Timber Beam Job # 04-1408-122 Date: 4:39PM, 4 JAN 05 General Information Code Ref: 1997 NDS, 2003 IBC, 2003 NFPA 5000. Base allowables are user defined 111 Section Name 5.125x18 0.171 : 1 Center Span 9.00 ft .....Lu 0.00 ft Beam Width 5.125 in Left Cantilever ft .....Lu 0.00 ft Beam Depth 18.000 in Right Cantilever ft .....Lu 0.00 .ft Member Type GluLam Douglas Fir, 24F - V4 #2 DL @ Left Bm Wt. Added to Loads LL @ Left Fb Base Allow 2,400.0 psi Load Dur. Factor 1.250 Fv Allow 145.0 psi Beam End Fixity Pin -Pin Fc Allow 560.0 psi Wood Density 34.000pcf E 1,600.0ksi Trapezoidal Loads Max Stress. Ratio 0.171 : 1 #1 DL @ Left 48.00 #/ft LL @ Left 28.00 #/ft Start Loc 0.000 ft DL @ Right 48.00 #/ft LL @ Right 28.00 #/ft End Loc 8.000 ft #2 DL @ Left 385.00 #/ft LL @ Left 228.00 #/ft Start Loc 8.000 ft DL @ Right 385.00 #/ft LL @ Right 228.00 #/ft End Loc 9.000 ft Point Loads Dead Load 1,103.0 lbs 1,185.0 lbs lbs lbs lbs lbs lbs Live Load 544.0 lbs 702.0 lbs lbs lbs lbs lbs lbs ...distance 1.500 ft 8.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft Beam Design OK Span= 9.00ft, Beam Width = 5.125in x Depth = 18.in, Ends are Pin -Pin Max Stress. Ratio 0.171 : 1 Maximum Moment 3.3 k -ft Maximum Shear * 1.5 2.9 k . Allowable 69.2 k -ft Allowable 16.7 k Max. Positive Moment 3.31 k -ft at 4.140 ft Shear: @ Left 2.05 k Max. Negative Moment -0.00 k -ft at 9.000 ft @ Right 2.90 k Max @ Left Support 0.00 k -ft Camber: @ Left 0.000 in Max @ Right Support 0.00 k -ft @ Center 0.014in Max. M allow 69.19 Reactions... @ Right 0.000 in fb 143.49 psi fv 31.02 psi Left DL 1.38 k Max 2.05 k Fb 3,000.00 psi Fv 181.25 psi Right DL 1.87 k Max 2.90 k Deflections Center Span... =Dead Total Load Left Cantilever... Dead Load Total Load Deflection -0.009 in -0.014 in Deflection 0.000 in 0.000 in ...Location 4.464 ft 4.500 ft ...Length/Deft 0.0 0.0 ...Length/Deft 11,989.8 7,998.53 Right Cantilever... Camber ( using 1.5 * D.L. Defl ) ... Deflection 0.000 in 0.000' in @ Center 0.014 in ...Length/Deft 0.0 0.0 @ Left 0.000 in @ Right 0.000 in - 45 - ' YOUNG ENGINEERING SERVICES Title: ZAR RESIDENCE Job # 04-1408-122 77-804 WILDCAT DR. Dsgnr: NP Dater 4:39PM, 4 JAN 05 PALM DESERT, CA. 92211 Description PHONE 760-360-5770 Scope FAX 760-360-5719 580000 LRev: User: KW -0601715. Ver 5.8.0, 1 -Dec -2003 General Timber Beam ' qq 101983-2003 ENERCALC Engineering Software ZAR ECWCalculations (t} Description R18,, Stress Calcs Bending Analysis Ck 18.729 Le 0.000 ft Sxx 276.750 in3 Area 92.250 in2 Cv 1.000 Rb 0.000 Cl 0.000 Max Moment Sxx Read Allowable fb @ Center 3.31 k -ft 13.24 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 Shear Analysis @ Left Support @ Right Support ' Design Shear 2.86 k 0.50 k Area Required 15.788 in2 2.737 in2 Fv: Allowable 181.25 psi 181.25 psi ' Bearing @ Supports ' Max. Left.Reaction 2.05 k Bearing Length Req'd 0.715 in Max. Right Reaction ` 2.90 k Bearing Length Req'd 1.010 in query Values - M, V, & D @ Specified Locations Moment Shear Deflection @ Center Span Location = 0.00 ft 0.00 k -ft 2.05 k v 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 46 REFERENCE t, DLL _ I A 03 I DLR = 1103 4- 1034- L 54T LLR= U5E R DLL = >S-BS DLR = 3 LLL = 1 r1 LL - r l ( ( Z PL firm 4 LL 8 ly, DLL LLL6 ,S. p IS3a ' (578 DLR' Flo - r• [AJ +U5e Ts7 ! xs x— DATA } SSE_ 'OUN6=NGIN==RIN c — ...moo NAME.: G m WILDCAT DR. SUIT= r PALM DESERT. GA. 02211 -r - 47 ?H 160-560-9110 FAX '160-360-5lla YOUNG ENGINEERING SERVICES 77-804 WILDCAT DR. PALM DESERT, CA. 92211 PHONE 760-360-5770 FAX 760-360-5719 Rev:580000 User: KW -060171 (01983.2003 EN. Description 1 -Dec -2003 ineerinq Software R19 Title: ZAR RESIDENCE Dsgnr: NP Description Scope : General Timber Beam Job # 04-1408-122 Date: 4:17PM, 4 JAN 05 General Information Beam Design OK Code Ref: 1997 NDS, 2003 IBC, 2003 NFPA 5000. Base allowables are user defined Section Name 5.125x18 Total Load Center Span 17.00ft .....Lu 0.00 ft Beam Width 5.125 in Left Cantilever ft ...Lu 0.00 ft Beam Depth 18.000 in Right Cantilever ft .....Lu 0.00 ft Member Type GluLam Douglas Fir, 24F - V4 Max Bm Wt. Added to Loads Camber ( using 1.5 * D.L. Fb Base Allow 2,400.0 psi Load Dur. Factor 1.250 Fv Allow 145.0 psi Beam End Fixity Pin -Pin Fc Allow 560.0 psi Wood Density 34.000pcf E 1,600.0ksi Full Length Uniform Loads Center DL 108.00 #/ft LL 64.00 #/ft Left Cantilever DL #/ft LL #/ft Right Cantilever DL #/ft LL #/ft Span= 17.00ft, Beam Width = 5.125in x Depth = 18.in, Ends are Pin -Pin Max Stress Ratio 0.122 ; 1 Maximum Moment 7.0 k -ft Maximum Shear * 1. Allowable 69.2 k -ft Allowable Max. Positive Moment 7.00 k -ft at 8.500 ft Shear: Max. Negative Moment 0.00 k -ft at 17.000 ft Max @ Left Support Max @ Right Support Max. M allow fb 303.54 psi Fb 3,000.00 psi Deflections 0.00 k -ft 0.00 k -ft 69.19 fv 22.07 psi Fv 181.25 psi Reactions... Left DL Right DL Camber: 1.10 k 1.10 k 5 Beam Design OK Total Load Lett Cantilever... 2.0 k Total Load 16.7 k @ Left 1.65 k @ Right 1.65 k @ Left 0.000 in @ Center 0.092 in @ Right 0.000 in Max 1.65 k Max 1.65 k Center Span... Dead Load Total Load Lett Cantilever... Dead Load Total Load Deflection -0.061 in -0.091 in Deflection 0.000 in 0.000 in ...Location 8.500 ft 8.500 ft ...Length/Deft 0.0 0.0 ...Length/Defl 3,333.5 2,232.55 Right Cantilever... Camber ( using 1.5 * D.L. Defl ) ... Deflection 0.000 in 0.000 in @ Center 0.092 in ...Length/Deft 0.0 0.0 @ Left 0.000 in @ Right 0.000 in Stress Calcs Bending Analysis Ck 18.729 Le 0.000 ft Sxx 276.750 in3 Area 92.250 int Cv 1.000 Rb 0.000 Cl 1647.140 Max Moment Sxx Read . Allowable fb @ Center 7.00 k -ft 28.00 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 Shear Analysis @ Left Support @ Right Support Design Shear 2.04 k 2.04 k Area Required 11.232 in2 11.232 in2 Fv: Allowable 181.25 psi 181.25 psi Bearing @ Supports Max. Left Reaction 1.65 k Bearing Length Req'd 0.574 in Max. Right Reaction 1.65 k Bearing Length Req'd 0.574 in - 48 - YOUNG ENGINEERING SERVICES - f'` Title: ZAR RESIDENCE Job # 04-1408-122 77-804 WILDCAT DR.- ' Dsgnr: NP Date: 4:17PM, 4 JAN 05 PALM DESERT, CA. 92211 Description PHONE 760-360-5770 n Scope FAX 760-360-5719 ' - ' Rev: 580000 - User: I(W-O6°1715. Ver 5.8.0. 1 -Dec 2003 General Timber Beam - - (c)1983-2003 ENERCALC Engineerm Software - ZAR. EMCalculations Description R19 ouery 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 0.00 k -ft ^ 0.00 k 0.0000 in @ Left Cant. Location = 0.00 ft 0.00 k -ft 0.00 k 0.0000 in 49 YOUNG ENGINEERING SERVICES Title: ZAR RESIDENCE Job # 04-1408-122 77-804 WILDCAT DR. Dsgnr:, NP Date: 4:1713M, 4 JAN 05 PALM DESERT, CA. 92211 Description PHONE 760-360-5770 Scope FAX 760-360-5719 Rev:580000 User: KW-0601715, Ver 5.8.0. 1-Dec-2003 General Timber Beam U1983-2003 1983.2003 ENERCALC En ineertn Software ZAR.ECW:Calculations Description R20. General Information Code Ref: 1997 NDS, 2003 IBC, 2003 NFPA 5000. Base allow ables are user defined Section Name 5.125x24 Center Span 18:00 ft ......Lu 0.00 ft Beam Width 5.125 in Left Cantilever ft ..Lu, 0.00 ft Beam Depth 24.000 in Right Cantilever ft • .....Lu 0.00 ft Member Type Sawn Douglas Fir, 24F - V4 Bm Wt. Added to Loads Fb Base Allow 2;400.0 psi Load Dur. Factor 1.250 Fv Allow 145.0 psi Beam End Fixity Pin -Pin Fc Allow 560.0 psi Wood Density 34.000pcf E 1,600.0ksi " Full Length Uniform Loads Center DL 221.00 #/ft LL 172.00 #/ft Left Cantilever DL #/ft LL #/ft Right Cantilever DL #/ft - LL #/ft Point Loads Dead Load 1,416.0 lbs lbs lbs lbs lbs lbs lbs Live Load 668.0 lbs lbs lbs' lbs lbs Ibs - lbs .:.distance : 1.000 ft 0.000 ft 0.000 ft 0:000 ft 0.000 ft 0.000 ft0.000 ft Summary... Beam Design OK Span= 18.00ft, Beam Width = 5.125in x Depth = 24.in,•Ends are Pin -Pin Max Stress Ratio , 0.2013 Maximum Moment 18.2 k-ft Maximum. Shear * 1.5 4.6 k Allowable 123.0 k-ft• Allowable 22.3 k Max. Positive Moment 18.15 k-ft at 8.712 ft Shear: @ Left 5.77 k Max. Negative Moment 0.00 k-ft at 18.000 ft @ Right 3.91 k . Max @ Left Support 0.00 k-ft Camber: @ Left 0.000 in Max @ Right Support 0.00. k-ft @ Center 0.102 in Max. M allow 123.00 Reactions... @"Right 0.000 in fb 442.70 psi fv 37.73 psi Left DL 3.59 ;k Max 5.77 k " Fb 3,000.00 psi . Fv ` 181.25 psi Right DL 2.33 k Max 3.91 k Deflections Center Span... `Dead Load Total Load Left Cantilever_... Dead Load Total Load Deflection -0.068 in -0.113 ,in Deflection 0.000 in 0.000 in ...Location 8.928 ft 8.928 ft ...Length/Deft. 0.0 0.0 ...Length/Deft 3,188.2 1,907.73 Right Cantilever... Camber (using 1.5 * D.L. Defl,) ... Deflection 0.000 in 0.000 in (P Center 0:102 in ...Length/Deft 0.0 0.0 @ Left 0.000 in @ Right 0.000 in 50: t YOUNG ENGINEERING SERVICES. _ Title: ZAR RESIDENCE Job # 04-1408-122 77-804 WILDCAT DR. Dsgnr: NP Date: 4:17PM„ 4 JANM PALM DESERT, CA. 92211 rW Description PHONE 760-360-5770 Scope FAX 760-360-5719 , • Rev. 580000 User KW -0801715. Ver 5.9.0, 1 -Dec -2003 - - General Timber -Beam - (c)1983-2003 ENERCALC Enaineering Software - ZAR.ECKCalculations Description R20 Stress Calcs Bending Analysis Ck 18.729 Le 0.000 ft Sxx 492.000 in3 Area 123.000 in2 Cf 1.000 Rb 0.000 Cl 5766.596 Max Moment Sxz Read Allowable fb @ Center 18.15 k -ft 72.60 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 Shear Analysis @ Left Support @ Right Support. , Design Shear 4.29 k 4.64 k Area Required 23.687 in2 25.603 in2 Fv: Allowable 181.25 psi 181.25, psi Beaiing @ Supports Max. Left Reaction 5.77 k Bearing Length Req'd 2.009 in Max. Right Reaction 3.91 k Bearing Length Req'd 1.364 in Query Values M, V, & D @Specified Locations Moment • Shear. Deflection @ Center Span Location = 0.00 ft 0.00 k -ft 5.77 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 a 51 YOUNG ENGINEERING SERVICES 77-804 WILDCAT DR. PALM DESERT, CA. 92211 PHONE 760-360-5770 FAX 760-360-5719 Rev: 580002 User: KW -0601715. Ver 5.8.0, 1 -Dec -2003 (c)1983-2003 ENERCALC Engineering Software Description R21 Title: ZAR RESIDENCE Dsgnr: NP Description Scope : Multi -Span Steel Beam Job # 04-1408-122 Date: 4:21 PM, 4 JAN 05 General Information Code Ref: AISC 9th ASD, 1997 UBC, -2003 IBC, 2003 NFPA 5000 Fy - Yield Stress 36.00 ksi Load Duration Factor 1.00 Spans Considered Continuous Over Supports 0.80 Span Information 2.15 Description SPAN? SPAN2 SPAN3 Span ft 6.75 7.25 6.75 Steel Section TS7XSx3/2 TS7xsx1/2 TS7XSx1/2 End Fixity Pin -Pin Pin -Pin Pin -Pin Unbraced Length ft 0.00 0.00 0.00 Loads 1.58 Live Load Used This Span ? Yes .Yes Yes Dead Load k/ft 0.204 0.204 0.204 Live Load k/ft 0.088 0.088 0.088 Dead Load k/ft Live Load k/ft DL @ Right k 0.250 Start ft End ft 6.750 k 0.52 Results 0.97 Mmaz @ Cntr k -ft 1.10 0.25. 2.10 @ X = ft 2.74 3.19 3.96 Max @ Left End k -ft 0'.00 -1.24 -2.16 Max @ Right End k -ft -1.24 -2.16 0.00 fb : Actual psi 817.2 1,429.9 1,429.9 Fb : Allowable psi 23,760.0 23,760.0 23,760.0 fv Bending OK Bending OK . Bending OK :Actual psi 166.9 169.5 307.1 Fv : Allowable psi 14,400.0 1,4,400.0 14,400.0 Shear OK Shear OK Shear OK Reactions & Deflections Shear @ Left k 0.80 0.93 2.15 Shear @ Right k 1.17 1.19 1.51 Reactions... DL @ Left k 0.54 1.58 1.58 LL @ Left k 0.26 0.52 1.76 Total @ Left k 0.80 2.10 3.34 DL @ Right k 1.58 1.58 0.54 LL @ Right k 0.52 1.76 0.97 Total @ Right k 2.10 3.34 1.51 Max. Deflection in -0.004 0.001 -0.008 @ X = ft 3.06 5.75 3.69 Span/Deflection Ratio 1 19,482.5 71,554.6 10,056.3 (query Values Location ft 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Shear k 0.80 0.93 2.15 0.00 0.00 0.00 0.00 0.00 Moment k -ft 0.00 -1.24 -2.16 0.00 0.00 0.00 0.00 0.00 Max. Deflection in 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 52- REFERENCE 446 VLLO ' LLL = lolAr LLLR _ 4 R 2-09 . I h1pL_ Z) -t- L ,(2___ - - . , ([ -PLS • z+ 2 1 = -76 USE • X23 X- s ' w; - w • W _ OLL = 916 LLL f , ' LL't • -LL C2, + C' )=370° w =16 Z5 s _2o ruSE. 6 x n Z LL, C L) r70 4 3 8 St LLL= ? -A R• LL R' 2 3 - LF- ' Use 6 x U _: 16 C ` 2 _ . 8 • Pyr : , vA 7= 12 .Z OL♦ Z ` - 'CUNG =NGINE=RING SER`/IG=E I! //.. I, -'7-SCA WILDCAT DR. SUITE r —v O4'— jL.`.t l ' BALM DESERT. ';A: ?2211 ?M 'b0--2bC-571C FAx X60=360 -5-1w YOUNG ENGINEERING SERVICES 77-804 WILDCAT DR. PALM DESERT, CA. 92211 PHONE 760-360-5770 FAX 760-360-5719 Rev:580000 User: KW -0601715. Ver 5.8.0. 1 -Dec -2003 (c)1983.2003 ENERCALC Encineerino Software Description R22 Title: ZAR RESIDENCE Dsgnr: NP Description Scope : General Timber Beam Job # 04-1408-122 Date: 4:21 PM, 4 JAN 05 ZAR. General Information Dead Load Code Ref: 1997 NDS, 2003 IBC, 2003 NFPA 5000. Base allowables are use defined Section Name 6x6 Total Load Center Span 5.50 ft ...Lu 0.00 ft Beam Width 5.500 in Left Cantilever ft .....Lu 0.00 ft Beam Depth 5.500 in Right Cantilever ft .....Lu 0.00 ft Member Type Sawn Douglas Fir - Larch, No.1 Right Cantilever DL Bm Wt. Added to Loads LL 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 Wood Density 34.000pcf E 1,600.0ksi Full Length Uniform Loads Dead Load Total Load Left Cantilever... Dead Load Total Load Deflection Center DL 164.00 #/ft LL 76.00 #/ft ...Location 2.750 ft Left Cantilever DL #/ft LL #/ft 2,285.4 1,582.57 Right Cantilever... Right Cantilever DL #/ft LL #/ft Deflection 0.000 in Summary @ Center 0.043 in ...Length/Deft 0.0 0.0 @ Left 0.000 in Beam Design OK Span= 5.50ft, Beam Width = 5.500in x Depth = 5.5in, Ends are Pin -Pin Stress Calcs Max Stress Ratio 0.266 ; 1 Bending Analysis Maximum Moment 0.9 k -ft Maximum Shear* 1.5 0.9 k , Allowable 3.9 k -ft Cf 1.000 Rb Allowable Cl 679.641 3.2 k -Max. Positive Moment 0.93 k -ft at 2.750 ft Shear: @ Left 0.68 k Max. Negative Moment 0.00 k -ft at 5.500 ft 1,687.50 psi @ Right 0.68 k Max @ Left Support 0.00 k -ft 1,687.50 psi Camber: @ Left 0.000in Max @ Right Support 0.00 k -ft Shear Analysis @ Center 0.043 in Max. M allow 3.90 Reactions... 0.86 k @ Right 0.000 in fb 404.41 psi fv 28.31 psi Left DL 0.47 k Max 0.68 k Fb 1,687.50 psi Fv 106.25 psi Right DL 0.47 k Max 0.68 k Deflections Center Span... Dead Load Total Load Left Cantilever... Dead Load Total Load Deflection -0.029 in -0.042 in Deflection 0.000 in 0.000 in ...Location 2.750 ft 2.750 ft ...Length/Deft 0.0 0.0 ...Length/Defl 2,285.4 1,582.57 Right Cantilever... Camber ( using 1.5 * D.L. Defl ) ... Deflection 0.000 in 0.000 in @ Center 0.043 in ...Length/Deft 0.0 0.0 @ Left 0.000 in @ Right 0.000 in Stress Calcs Bending Analysis Ck 24.972 Le 0.000 ft Sxx 27.729 in3 Area 30.250 in2 Cf 1.000 Rb 0.000 Cl 679.641 Max Moment Sxx Req'd Allowable fb @ Center 0.93 k -ft 6.65 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 0.86 k 0.86 k Area Required 8.060 in2 8.060 in2 Fv: Allowable 106.25 psi 106.25 psi Bearing @ Supports Max. Left Reaction 0.68 k Bearing Length Req'd 0.198 in Max. Right Reaction 0.68 k Bearing Length Req'd 0.198 in - 54 - '. YOUNG ENGINEERING SERVICES Title: ZAR RESIDENCE Job # 04-1408-122 77-804 WILDCAT DR. Dsgnr. NP Date: 4:21 PM, 4 JAN 05 PALM DESERT, CA. 92211 Description PHONE 760-360-5770 FAX 760-360-5719 Scope Rev; 560000 User: KW -0601715. Ver 5.6.0. t -Dec -2003 - General Timber Beam (c 1983-2003 ENERCALC En ineerin Software ZAR.ECW;Calculations Description R22 Query Values M, V, & D @ Specified Locations Moment Shear Deflection @ Center Span Location = 0.00 ft 0.00 k -ft 0.68 li 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 55 YOUNG ENGINEERING SERVICES 77-804 WILDCAT DR. PALM DESERT, CA. 92211 PHONE 760-360-5770 FAX 760-360-5719 Rev: 580000 User: KW -0601715. Ver 5.8.0. 1 -Dec -2003 (c)1983-2003 ENERCALC Enoineerino Software Description R23 Title: ZAR RESIDENCE Dsgnr: NP Description Scope : General Timber Beam Job # 04-1408-122 Date: 4:21 PM, 4 JAN 05 General Information Dead Load Code Ref: 1997 NDS, 2003 IBC, 2003 NFPA 5000. Base allowables are use defined Section Name 6x10 :..Location Center Span 9.75 ft .....Lu 0.00 ft Beam Width 5.500 in Left Cantilever ft ..Lu 0.00 ft Beam Depth 9.500 in Right Cantilever ft .....Lu 0.00 ft Member Type Sawn Douglas Fir - Larch, No.1 #2 DL @ Left Bm Wt. Added to Loads LL @ Left 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 Wood Density 34.000pcf E 1,600.0ksi Trapezoidal Loads Dead Load Deflection -0.093.in :..Location 5.226 ft #1 DL @Left 95.00 #/ft LL @Left 40.00 #/ft Start Loc 0.000 ft DL @Right 95.00 #/ft LL @Right 40.00 #/ft End Loc 7.250 ft #2 DL @ Left 370.00 #/ft LL @ Left 204.00 #/ft Start Loc 7.250 ft DL @ Right 370.00 #/ft LL @ Right 204.00. #/ft End Loc 9.750 ft Point Loads Dead Load . 1,188.0 lbs lbs lbs lbs lbs Live Load 704.0 lbs lbs lbs lbs lbs ...distance 7.250 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft Span= 9.75ft, Beam Width = 5.500in x Depth = 9.5in, Ends are Pin -Pin Max Stress Ratio 0.709 : 1 Maximum Moment 5.9 k -ft Maximum Shear * 1. Allowable 11.6 k -ft Allowable Max. Positive Moment 5.87 k -ft at 7.254 ft Shear: Max. Negative Moment -0.00 k -ft at 9.750 ft Max @ Left Support 0.00 k -ft Camber: Max @ Right Support 0.00 k -ft Max. M allow 11.63 Reactions... fb 850.88 psi fv 75.35 psi Left DL 0.92 k Fb 1,687.50 psi Fv 106.25 psi Right DL 2.01 k Deflections Center Span... Dead Load Deflection -0.093.in :..Location 5.226 ft ...Length/Deft 1,258.4 Camber ( using 1.5 * D.L. Defl ) ... @ Center 0.139 in @ Left 0.000 in @ Right 0.000 in :al Load Len t;anwever... -0.141 in Deflection 5.265 ft ...Length/Deft 832.47 Right Cantilever... 5.6 k Deflection 1.34 k ...Length/Deft 56- 5 lbs lbs 0.000 ft 0.000 ft .. 0.0 Beam Design OK 0.000 in 3.9 k 0.0 5.6 k @ Left 1.34 k @ Right 3.08 k @ Left 0.000 in @ Center 0.139 in @ Right 0.000 in Max 1.34 k Max 3.08 k 0.000 in 0.000 in 0.0 0.0 0.000 in 0.000 in 0.0 0.0 YOUNG ENGINEERING SERVICES Title': ZAR RESIDENCE, Job # 04-1408-122 77-804 WILDCAT DR. f Dsgnr: NP ' Date: 4:21 PM, 4 JAN 05 PALM DESERT, CA. 92211 Description PHONE 760-360-5770 Scope FAX 760-360-5719 • Rev: seoa°o - User:KW-O6°1'15• Ver 5.8.0, 1 -Dec -2°03 • General Timber Beam c 1983-2003 ENERCALC En ineerin Software ZAR.EMCalculations Description R23 Stress Calcs Bending Analysis Ck 24.972 Le 0.000 ft Sxx 82.729 in3 Area 52.250 int Cf 1.000 Rb 0.000 Cl 1344.100 Max Moment Sxx Read Allowable fb @ Center 5.87 k -ft 41.71 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 1.84 k 3.94 k Area Required 17.353 in2 37.053 in2 Fv: Allowable 106.25 psi 106.25 psi Bearing @ Supports ` Max. Left Reaction 1.34 k Bearing Length Req'd 0.391 in Max. Right Reaction 3.08 k Bearing Length Req'd 0.897 in ' query Values M, V; & D @ Specified Locations Moment Shear Deflection @ Center Span Location =. 0.00 ft 0.00 k -ft` 1.34 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 YOUNG ENGINEERING SERVICES 77-804 WILDCAT DR. PALM DESERT, CA. 92211 PHONE 760-360-5770 FAX 760-360-5719 Rev: 580000 11715, Ver 5.8.0. 1 -Dec -2003 ENERCALC Enaineerina Sol Description R24 Title: ZAR RESIDENCE Dsgnr: NP Description Scope : General Timber Beam Job # 04-1408-122 Date: 4:21 PM, 4 JAN 05 General Information Dead Load Code Ref: 1997 NDS, 2003 IBC, 2003 NFPA 5000. Base allowables are user defined Section Name 6x6 Max Stress Ratio Center Span 5.50 ft .....Lu 0.00 ft Beam Width 5.500 in Left Cantilever ft .....Lu 0.00 ft Beam Depth 5.500 in Right Cantilever ft .....Lu 0.00 ft Member Type Sawn Douglas Fir - Larch, No.1 3.9 k -ft Bm Wt. Added to Loads Allowable 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 Wood Density 34.000pcf E 1,600.0ksi Full Length Uniform Loads Center DL 123.00 #/ft LL 84.00 #/ft Left Cantilever DL #/ft LL #/ft Right Cantilever DL #/ft LL #/ft Beam Design OK Span= 5.50ft, Beam Width = 5.500in x Depth = 5.5in,.Ends are Pin -Pin Dead Load Total Load Left Cantilever... Dead Load Max Stress Ratio 0.231 ; .1 -0.022 in -0.036 in Deflection 0.000 in 0.000 in Maximum Moment 2.750 ft 0.8 k -ft Maximum Shear * 1.5 0.0 0.7 k Allowable 1,826.45 Right Cantilever... 3.9 k -ft Allowable Defl ) ... 3.2 k Max. Positive Moment 0.81 k -ft at 2.750 ft Shear: @ Left 0.59 k Max. Negative Moment 0.00 k -ft at 5.500 ft , @ Right 0.59 k Max @ Left Support 0.00 k -ft Stress Calcs Camber: @ Left 0.000 in Max @ Right Support 0.00 k -ft @ Center 0.033in Max. M allow 3.90 30.250 in2 . Reactions... Cf 1.000 Rb @ Right 0.000 in fb 350.41 psi fv 24.53 psi Left DL 0.36 k Max 0.59k Fb 1,687.50 psi Fv 106.25 psi Right DL 0.36 k Max 0:59 k Deflections Center Span... Dead Load Total Load Left Cantilever... Dead Load Total Load Deflection -0.022 in -0.036 in Deflection 0.000 in 0.000 in ...Location 2.750 ft 2.750 ft ...Length/Deft 0.0 0.0 ...Length/Defl 3,005.3 1,826.45 Right Cantilever... Camber ( using 1.5 * D.L. Defl ) ... Deflection 0.000 in 0.000 in @ Center 0.033 in ...Length/Deft 0.0 0.0 @ Left 0.000 in @ Right 0.000 in Stress Calcs Bending Analysis Ck 24.972 Le 0.000 ft Sxx 27.729 in3 Area 30.250 in2 Cf 1.000 Rb 0.000 Cl 588.891 Max Moment Sxx Read Allowable fb @ Center 0.81 k -ft 5.76 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 0.74 k 0.74 k Area Required 6.984 in2 6.984 in2 Fv: Allowable 106.25 psi 106.25 psi Bearing @ Supports Max. Left Reaction 0.59 k Bearing Length Req'd 0.171 in Max. Right Reaction 0.59 k Bearing Length Req'd 0.171 in - 58 - *OUNG ENGINEERING SERVICES' - ,r Title: ZAR RESIDENCE Job # 04-1408-122 77-804 WILDCAT DR. Dsgnr: NP Date: 4:21 PM, '4 JAN 05 PALM DESERT, CA. 92211 ' Description ; y PHONE 760-360-5770 Scope ' FAX 760-360-5719 Rev: 580000 User: KW-0601715. Ver 5.8.0. 1-Dec-2003 General Timber Beam c 1983.2003 ENERCALC Engineering Software ZAR.ECW:Calculations Description R24 + a Query Values M, V, & D @ Specified Locations Moment Shear Deflection • @ Center Span Location = 0.00 ft 0.00 k-ft 0.59 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 59 7-77. DL - 25 4A- S7 L 41, 3 all 6 q.j LL 07 DLR . .71 L LLR' hl. L=- C6 = 09 L ' TS S IlZ ?61 &A III . --7-1 , —1-A 4 - DLL s o, o 5. 1 cl, - . - LL V= °I V =- 1-7 V= -134t D_ 9!t,#- OL, a I yj D-63tzj L L—j*I;jL,* L- 5 oj L= 5-eo# LL,- gspL-7- Joa WqL= 2 C Is .f S) = IL 2 F t,l _ 1 6 I' + •s), gra 6A c(J 9, Ac, USE TS7 -A ;K z ISI. Pi—F Poi►6 X Is i c, '. 5 -LL -7,( IA l 0 HT) 7-4 f ae -bOA WILDCAT 7R. SUITE r -'OE5 No.: Ot, 160 - PALM DESERT. CA. q2.211 PH 160-eb0-51'70 rAX DLL51 LLL 19-5-14r oo LLF -7 4. WI-PPly 1L z1 1 - L, L C Z . w D _ C ) 16 2 - 2 tL USE I6 ►►v = 96 etc - 12 'Al 2, P1 c p`` i\\ F sae1o,'n j y — sc> PSL.= t 216 pP' ..2 Z, T7 i ---T— . --T 7-77. DL - 25 4A- S7 L 41, 3 all 6 q.j LL 07 DLR . .71 L LLR' hl. L=- C6 = 09 L ' TS S IlZ ?61 &A III . --7-1 , —1-A 4 - DLL s o, o 5. 1 cl, - . - LL V= °I V =- 1-7 V= -134t D_ 9!t,#- OL, a I yj D-63tzj L L—j*I;jL,* L- 5 oj L= 5-eo# LL,- gspL-7- Joa WqL= 2 C Is .f S) = IL 2 F t,l _ 1 6 I' + •s), gra 6A c(J 9, Ac, USE TS7 -A ;K z ISI. Pi—F Poi►6 X Is i c, '. 5 -LL -7,( IA l 0 HT) 7-4 f ae -bOA WILDCAT 7R. SUITE r -'OE5 No.: Ot, 160 - PALM DESERT. CA. q2.211 PH 160-eb0-51'70 rAX YOUNG ENGINEERING SERVICES 77-804 WILDCAT DR. PALM DESERT, CA. 92211 PHONE 760-360-5770 FAX 760-360-5719 Rev: 580000 User: KW -0601715. Ver5.8.0. 1 -Dec -2003 (c)1983-2003 ENERCALC Emineerino Software Description R25 Title: ZAR RESIDENCE Dsgnr: NP Description Scope : General Timber Beam Job # 04-1408-122 Date: 4:21 PM, 4 JAN 05 General Information 438.0 lbs lbs Code Ref: 1997 NDS, 2003 IBC, 2003 NFPA 5000. Base allowables are user defined Section Name 6x12 221.0 lbs lbs Center Span 3.25 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 #2 DL @ Left Bm Wt. Added to Loads LL @ Left 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 Wood Density 34.000 pcf E 1,600.0 ksi Trapezoidal Loads 438.0 lbs lbs lbs lbs Live Load . 1,276.0 lbs 221.0 lbs lbs lbs lbs #1 DL @ Left 405.00 #/ft LL @ Left 240.00 #/ft Start Loc 0.000 ft DL @ Right 405.00 #/ft LL @ Right 240.00 #/ft End Loc 1.000 ft #2 DL @ Left 162.00 #/ft LL @ Left 96.00 #/ft Start Loc 1.000 ft DL @ Right 135.00 #/ft LL @ Right 80.00 #/ft End Loc 3.250 ft Point Loads Ueao Joao Z,I54.0 IDs. 438.0 lbs lbs lbs lbs Live Load . 1,276.0 lbs 221.0 lbs lbs lbs lbs ...distance 1.000 ft 1.750 ft 0.000 ft 0.000 ft 0.000 ft Summary -0.005 in Deflection Span= 3.25ft, Beam Width = 5.500in x Depth = 11.5in, Ends are Pin -Pin Max Stress Ratio 0.628 ; ...Length/Dell Maximum Moment 3.1 k -ft Maximum Shear.* 1. Allowable 17.0 k -ft Allowable Max. Positive Moment 3.11 k -ft at 1.001 ft Shear: Max. Negative Moment 0.00 k -ft at 0.000 ft Max @ Left Support 0.00 k -ft Camber: Max @ Right Support 0.00 k -ft Max. M allow 17.05 Reactions... fb 307.65 psi fv 66.70 psi Left DL 2.18 k Fb 1,687.50 psi Fv 106.25 psi Right DL 1.20 k Deflections lbs lbs 0.000 ft 0.000 ft Total Load Center Span... Dead Load Total Load Left Cantilever... Deflection -0.003 in -0.005 in Deflection ...Location 1.521 ft 1.521 ft ...Length/Deft ...Length/Dell 13,369.6 8,508.71 Right Cantilever... Camber ( using 1.5 * D.L. Defl ) ... 4K Deflection @ Center 0.004 in ...Length/Def] @ Left 0.000 in @ Right 0.000 in 5 lbs lbs 0.000 ft 0.000 ft Total Load Beam Design OK 0.000 in 4.2 k 0.0 6.7 k @ Left 3.44 k @ Right 1.88 k @ Left 0.000in @ Center 0.004 in @ Right 0.000 in Max Max. 3.44 k 1.88 k ?ad Load Total Load 0.000 in 0.000 in 0.0 0.0 0.000 in 0.000 in 0.0 0.0 ' YOUNG ENGINEERING SERVICES Title: ZAR RESIDENCE Job # 04-1408-122 77-804 WILDCAT DR. Dsgnr: NP Date: 4:21 PM, 4 JAN 05 PALM DESERT, CA. 92211 Description PHONE 760-360-5770 Scope FAX 760-360-5719 Rev: 580000 User: KW -0601715. Ver 5.8.0. 1 -Dec -2003 - General Timber Beam - c 1983-2003 ENERCALC Engineering Software ZAR.EMCalculations Description R25 Stress Calcs Bending Analysis Ck 24.972 Le 0.000 ft Sxx 121.229 in3 Area 63.250 int Cf 1.000 Rb 0.000 Cl 3438.585 Max Moment Sxx Read Allowable fb @ Center 3.11 k -ft 22.10 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 4.22 k 2.47 k Area Required 39.703 in2 23.284 in2 Fv: Allowable 106.25 psi 106.25 psi Bearing @ Supports Max. Left Reaction 3.44 k Bearing Length Req'd 1.000 in Max. Right Reaction 1.88 k Bearing Length Req'd 0.546 in o uery Values M, V, &.D @ Specified Locations Moment Shear Deflection @ Center Span Location = 0.00 ft 0:00 k -ft 3.44 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 - 62 - YOUNG ENGINEERING SERVICES 77-804 WILDCAT DR. PALM DESERT, CA. 92211 PHONE 760-360-5770 FAX 760-360-5719 Rev:580002 User: KW -0601715, Ver 5.8.0. 1 -Dec -2003 _(c)1983-2003 ENERCALC Engineering Software Description R26 Title: ZAR RESIDENCE Dsgnr: NP Description Scope : Multi -Span Steel Beam Job # 04-1408-122 Date: 4:21 PM, 4 JAN 05 General Information Code Ref: AISC 9th ASD, 1997 UBC, 2003 IBC, 2003 NFPA 5000 Fy - Yield Stress 36.00 ksi Load Duration Factor 1.00 0.45 0.62 Spans Considered Continuous Over Supports 0.45 0.35 0.35 Shear @ Right Span Information 0.68 0.34 0.36 0.40 0.44 0.29 0.24 Description SPAN1 SPAN2 SPAN3 SPAN4 SPANS SPAN6 SPAN? Span ft 11.00 2.75 5.33 7.25 8.75 6.25 5.75 Steel Section TS7x5x1/2 TS7x5x1/2 TS7xSx1/2 TS7xSx1/2 TS7x5x1/2 TS7XSx1/2 TS7x5X1/2 End Fixity 0.00 Pin -Pin Pin -Pin Pin -Pin Pin -Pin Pin -Pin Pin -Pin Pin -Pin Unbraced Length ft 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Loads 0.79 0.63 0.24 LL @ Right k 0.00 0.00 LiveLoad Used This Span ? Yes Yes Yes Yes Yes Yes Yes Dead Load k/ft 0.102 0.102 0.102 0.102 0.102 0.102 0.102 Live Load k/ft 0.000 -0.001 -0.000 -0.002 0.000 -0.001 Results ft 4.91 1.10 2.20 3.24 4.43 1.17 3.18 =max @ Cntr k -ft 0.98 0.00 0.24 0.18 0.41 0.08 0.28 @ X = ft 4.40 0.00 1.85 3.33 4.43 3.46 3.41 Max @ Left End k -ft 0.00 -1.26 .0.07 -0.38 -0.61 -0.53 -0.32 Max @ Right End k -ft -1.26 0.07 -0.38 -0.61 -0.53 -0.32 .0.00 fb : Actual psi 833.6 833.6 251.0 400.7 400.7 352.6 213.4 Fb : Allowable psi 23,760.0 23,760.0 23,760.0 23,760.0 23,760.0 23,760.0 23,760.0 fv :Actual 0.00 Bending OK Bending OK Bending OK Bending OK Sending OK Bending OK Sending OK psi 96.5 89.0 50.8 57.3 64.9 50.3 49.9 Fv : Allowable psi 14,400.0 14,400.0 14,400.0 14,400.0 14,400.0 14,400.0 14,400.0 Shear OK Shear OK Shear OK Shear OK Shear OK Shear OK Shear OK Reactions & Deflections Shear @ Left k 0.45 0.62 0.19 0.34 0.45 0.35 0.35 Shear @ Right k 0.68 0.34 0.36 0.40 0.44 0.29 0.24 Reactions... DL @ Left k 0.45 1.30 -0.15 0.69 0.86 0.79 0.63 LL @ Left k 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Total @ Left k 0.45 1.30 -0.15 0.69 0.86 0.79 0.63 DL @ Right k 1.30 -0.15 0.69 0.86 0.79 0.63 0.24 LL @ Right k 0.00 0.00 0.00 0.00 0.00 . 0.00 0.00 Total @ Right k 1.30 -0.15 0.69 0.86 0.79 0.63 0.24 Max. Deflection in -0.009 0.000 -0.001 -0.000 -0.002 0.000 -0.001 9X= ft 4.91 1.10 2.20 3.24 4.43 1.17 3.18 Span/Deflection Ratio 13,939.7 69,106.2 125948.1 208239.7 47,900.9 399952.2 92,333.3 Query Values Location ft 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Shear k 0.45 0.62 0.19 0.34 0.45 0.35 0.35 0.00 Moment k -ft 0.00 -1.26 0.07 -0.38 -0.61 -0.53 -0.32 0.00 Max. Deflection in 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 63- ki VOLING ENGINEERING SERVICES 77-804 WILDCAT DR. PALM DESERT, CA. 92211 PHONE 760-360-5770 FAX 760-360-5719 Rev:580002 User: KW -0601715, Ver 5.8.0, 1 -Dec -2003 (c)1983.2003 ENERCALC Enoineerina Software Description R27 Title: ZAR RESIDENCE Dsgnr: NP Description Scope Multi -Span Steel Beam Job # 04-1408-122 Date: 4:21 PM, 4 JAN 05 General Information Code Ref: AISC 9th ASD, 1997 UBC, 2003 IBC, 2003 NFPA 5000 Fy - Yield Stress 36.00 ksi Load Duration Factor 1.00 1.25 2.25 Spans Considered Continuous Over Supports 1.06 0.64 1.51 Shear @ Right Span Information 2.28 1.63 1.04 1.07 0.91 0.78 1.00 Description SPAN1 SPAN2 SPAN3 SPAN4 SPANS SPAN6 SPAN? Span ft 11.00 2.75 5.33 7.25 8.75 6.25 5.75 Steel Section TS7xsx1/2 TS7xSx1/2 Ts7xsx1/2 TS7csx1/2 TS7csx1/2 TS7csx1/2 TS7xsx1/2 End Fixity 0.85 Pin -Pin Pin -Pin Pin -Pin Pin -Pin Pin -Pin Pin -Pin Pin -Pin Unbraced Length ft 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Loads 0.97 1.44 0.63 LL @ Right k 1.67 -0.54 Live Load Used This Span ? Yes Yes Yes Yes Yes Yes Yes Dead Load k/ft 0.142 0.142 0.142 0.142 0.142 0.142 0.142 Live Load k/ft 0.084 0.084 0.084 0.084 0.084 0.084 0.084 Point #1 DL k 0.664 1.08 1.67 0.760 4.67 4.00 0.760 LL k 0.376 3,907.3 19,901.9 0.450 28,798.2 22,596.7 0.450 @ X ft 6.500 1.500 2.830 Results Location ft 0.00 0.00 0.00 0.00 Mmax @ Cntr k -ft 3.45 0.00 0.78 0.91 0.89 0.00 1.96 @ X = ft 5.50 0.00 0.71 2.51 4.72 0.00 2.84 Max @ Left End k -ft 0.00 -4.61 0.72 -1.63 -1.62 -0.96 -1.40 Max @ Right End k -ft -4.61 0.72 -1.63 -1.62 -0.96 -1.40 0.00 fb : Actual psi 3,048.5 3,048.5 1,074.9 1,074.9 1,071.1. 926.8 1,295.6 Fb : Allowable psi 23,760.0 23,760.0 23,760.0 23,760.0 23,760.0 23,760.0 23,760.0 fv :Actual Bending OK Bending OK Bending OK Bending OK Bending OK Bending OK Bending OK psi 325.2 321.1 148.8 254.2 152.1 111.0 215.4 Fv : Allowable psi .14,400.0 14,400.0 14,400.0 14,400.0 14,400.0 14,400.0 14,400.0 Shear OK Shear OK Shear OK Shear OK Shear OK Shear OK Shear OK Reactions & Deflections Shear @ Left k 1.25 2.25 0.16 1.78 1.06 0.64 1.51 Shear @ Right k 2.28 1.63 1.04 1.07 0.91 0.78 1.00 Reactions... DL @ Left k 0.79 2.86 -0.93 1.77 1.34 0.97 1.44 LL @ Left k 0.46 1.67 -0.54 1.05 0.79 0.58 0.85 Total @ Left k 1.25 4.52 -1.46 2.82 2.13 1.55 2.29 DL @ Right k 2.86 -0.93 1.77 1.34 0.97 1.44 0.63 LL @ Right k 1.67 -0.54 1.05 0.79 0.58 0.85 0.37 Total @ Right k 4.52 -1.46 2.82 2.13 1.55 2.29 1.00 Max. Deflection in -0.034 0.002 -0.001 -0.003 -0.005 0.001 -0.005 @ X = ft 5.06 1.08 1.67 3.09 4.67 4.00 3.03 Span/Deflection Ratio 3,907.3 19,901.9 65,124.0 28,798.2 22,596.7 60,241.2 14,316.4 Query Values Location ft 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Shear k 1.25 2.25 0.16 1.78 1.06 0.64 1.51 0.00 Moment k -ft 0.00 -4.61 0.72 -1.63 -1.62 -0.96 -1.40 0.00 Max. Deflection in 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 64- REFERENCE Gv R— J f ` A ✓ I% 4 % 1 DL L.= 2ll" SSS x_&91 D= 206 S 1 I! _-q 2- DLR=2--7 LLL 3G2=1193 L:_ ?.75 L=2 S7 L LLR= C-EItlo USE cX! Z •: DLL DLR = 151 Imo. LLL= 5I7# LLR= $ w. %11_ - C' l S-I-2 = `7 PAF . W1 -u. 6,(I -7S•+ i - 44 Pyr- . USE G { Z D1 2 1"1 - - s , . C z P pci rn}l Ott <<rt,, . i Tur) 6 T- Z 2 y17Sxzo jU, Z-10 's') _ P ,r 29E6 :.ATE .IZ- 3- 4 Z 1 'E= "DUNG ENGINE=RING -c - -- G5 NAME.: T7-aCA WILDCAT DR. SUIT: G Y: c NO.: Ott%14ps_ h ?ALM DESERT. CA. 02211 6 Jr•" PH -I60-360-5170 FAX "760-360-5.7W DLL 3J0# L = LLL - L IQ6 # D. 560 L_ Slb# 66 =1620+ D: I b L= Soot J`= %30 ( A DLR ' I I IQ# D =576' LLR';.-%60 % 3 - 41% - 112 pLF p Q ^ 61H Yi4Ll Lt' q C: 01 USE (Vp Gtr/11 &W 'i$` P, X 74 :.ATE .IZ- 3- 4 Z 1 'E= "DUNG ENGINE=RING -c - -- G5 NAME.: T7-aCA WILDCAT DR. SUIT: G Y: c NO.: Ott%14ps_ h ?ALM DESERT. CA. 02211 6 Jr•" PH -I60-360-5170 FAX "760-360-5.7W YOUNG ENGINEERING SERVICES 77-804 WILDCAT DR. PALM DESERT, CA. 92211 PHONE 760-360-5770 FAX 760-360-5719 Rev:580000 User: KW -0601715. Ver 5.8.0. 1 -Dec -2003 (c)1983.2003 ENERCALC Enoineerino Software Description R28 Title: ZAR RESIDENCE Dsgnr: NP Description Scope Multi -Span Timber Beam Job # 04-1408-122 Date: 4:21 PM, 4 JAN 05 General Information Code Ref: 2001 NDS, 2003 IBC, 2003 NFPA 5000. Base allowables are user defined Douglas Fir - Larch, No.1 DL @ Left Fb : Basic Allow 1,350.0 psi Elastic Modulus 1,600.0 ksi Spans Considered Continuous Over Support Fv : Basic Allow 85.0 psi Load Duration Factor 1.250 Timber Member Information 0.36 1.19 -0.27 -0.27 Description Total @ Left Spanl Span2 SPAN3 SPAN4 SPANS Span ft 5.75 1.00 2.50 1.00. 5.75 Timber Section -0.21 6x12 6x12 6x12 6x12 6x12 Beam Width in 5.500 5.500 5.500 5.500 5.500 Beam Depth in 11.500 11.500 11.500 11.500 11.500 End Fixity 0.000 Pin - PinPin - Pin Pin - Pin Pin - Pin Pin - Pin Le: Unbraced Length ft 0.00 0.00 0.00 0.00 0.00 Member Type Sawn Sawn Sawn Sawn Sawn Loads MOM0.00 0.00 0.00 0.00 Moment in -k Live Load Used This Span? Yes Yes Yes Yes Yes Dead Load #/ft 120.00 120.00 120.00 120.00 120.00 Live Load #/ft 160.00 160.00 160.00 160.00 160.00 Results Mmax @ Cntr in -k 8.6 0.0 2.4 0.0 8.6 @ X = ft 2.26 0.00 1.25 0.00 3.49 Max @ Left End in -k 0.0 -11.9 -0.2 -0.2 -11.9 Max @ Right End in -k -11.9 -0.2 -0.2 -11.9 0.0 fb : Actual psi 98.0 98.0 19.8 98.0 98.0 Fb : Allowable psi 1,687.5 1,687.5 1,687.5 1,687.5 1,687.5 Sending OK Bending OK Bending OK Bending OK Bending OK Shear @ Left k 0.63 1.11 0.35 0.83 0.98 Shear @ Right k 0.98 0.83 0.35 1.11 0.63 fv : Actual psi 16.8 26.1 2.0 26.0 16.8 Fv : Allowable psi 106.3 106.3 106.3 106.3 106.3 Shear OK Shear OK Shear OK Shear OK Shear OK Reactions & Deflection DL @ Left k 0.27 0.90 -0.21 -0.21 0.90 LL @ Left k 0.36 1.19 -0.27 -0.27 1.19 Total @ Left k 0.63 2.09 -0.48 -0.48 2.09 DL @ Right k 0.90 -0.21 -0.21 0.90 0.27 LL @ Right k 1.19 -0.27 -0.27 1.19 0.36 Total @ Right k 2.09 -0.48 -0.48 2.09 0.63 Max. Deflection in -0.003 0.000 -0.000 0.000 -0.003 @ X = ftj 2.53 0.42 1.25 0.58 3.22 Query Values Location ft 0.00 MOM0.00 0.00 0.00 0.00 Moment in -k 0.0 -11.9 -0.2 -0.2 -11.9 Shear k 0.6 1.1 0.3 -0.8 1.0 Deflection in 0.0000 0.0000 0.0000 0.0000 0.0000 mm YOUNG ENGINEERING SERVICES 77-804 WILDCAT DR. PALM DESERT, CA. 92211 PHONE 760-360-5770 FAX 760-360-5719 Rev:580000 User: KW -0601715. Ver 5.8.0. 1 -Dec -2003 (c)1983.2003 ENERCALC Enqineerino Software Description R29 Title: ZAR RESIDENCE Dsgnr: NP Description Scope : General Timber Beam Job # 04-1408-122 Date: 4:21 PM, 4 JAN 05 General Information Dead Load Code Ref: 1997 NDS, 2003 IBC, 2003 NFPA 5000. Base allowables are user defined Section Name 6x8 ...Location Center Span 7.50 ft .....Lu 0.00 ft Beam Width 5.500 in Left Cantilever ft Lu 0.00 ft Beam Depth 7.500 in Right Cantilever ft .....Lu 0.00 ft Member Type Sawn Douglas Fir'- Larch, No.1 #2 DL @ Left Bm Wt. Added to Loads LL @ Left 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 Wood Density 34.000pcf E 1,600.0ksi Trapezoidal Loads Dead Load Deflection -0.091 in ...Location 3.960 ft #1 DL @ Left 75.00 #/ft LL @ Left 44.00 #/ft Start Loc 0.000' ft DL @ Right 75.00 #/ft LL @ Right 44.00 #/ft End Loc 4.500 ft #2 DL @ Left 277.00 #/ft LL @ Left 164.00 #/ft Start Loc 4.500 ft DL @ Right 277.00 #/ft LL @ Right 164.00 #/ft End Loc 7.500 ft Point Loads Dead Load 1,181.0 lbs lbs lbs lbs lbs Live Load 700.0 lbs lbs lbs lbs Ibs ...distance 4.500 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft Span= 7.50ft, Beam Width = 5.500in x Depth = 7.5in, Ends are Pin -Pin Max Stress Ratio 0.723 : 1 Maximum Moment 5.1 k -ft Maximum Shear* 1. Allowable 7.3 k -ft Allowable Max. Positive Moment 5.12 k -ft at 4.500 ft Shear: Max. Negative Moment 0.00 k -ft at 0.000 ft Max @ Left Support 0.00 k -ft Camber: Max @ Right Support 0.00 k -ft Max. M allow 7.25 Reactions... fb 1,192.54 psi fv 76.86 psi Left DL 0.91 k Fb 1,687.50 psi Fv 106.25 psi Right DL 1.51 k Deflections Center Span... Dead Load Deflection -0.091 in ...Location 3.960 ft ...Length/Deft 994.3 C.amber ( using 1.5 * D.L. Defl ) ... @ Center 0.136 in @ Left 0.000 in @ Right 0.000 in Total Load Left Cantilever... -0.143 in Deflection 3.960 ft ...Length/Defl 630.43 Right Cantilever... 4.4 k Deflection 1.43 k ... Length/Defl 67- 5 lbs lbs 0.000 ft 0.000 ft 0.0 Beam Design OK 0.000 in 3.2 k 0.0 4.4 k @ Left 1.43 k @ Right 2.38 k @ Left 0.000 in @ Center 0.136 in @ Right 0.000in Max 1.43 k Max 2.38 k 0.000 in 0.000 in 0.0 0.0 0.000 in 0.000 in 0.0 0.0 YOUNG ENGINEERING SERVICES Title: -ZAR RESIDENCE ,lob # 04-1408-122 77-804 WILDCAT DR. Dsgnr: NP Date: 4:21 PM, 4 JAN 05 PALM DESERT, CA. 92211 Description PHONE 760-360-5770 - 4 Scope : FAX 760-360-5719 Rev:580000 User KW -0601715. Ver 5.8.0. 1-°ec-2003 General TimberBeam W1983-2003 ENERCALC Engineering Software ZAR.EMCalculations Description R29 Stress Calcs Bending Analysis Ck 24.972 Le 0.000 ft Sxx 51.563 in3 Area 41.250 in2 Cf 1.000 Rb 0.000 Cl 1428.373 Max Moment Sxx Req'd Allowable fb @ Center 5.12 k -ft '36.44 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 2.03 k 3.17 k Area Required 19.075 in2 29.841 in2 Fv: Allowable 106.25 psi 106.25 psi Bearing @ Supports Max. Left Reaction 1.43. k Bearing Length Req'd 0.416 in Max. Right Reaction 2.38 k Bearing Length Req'd 0.694 in Query Values M, V, & D @ Specified Locations . Moment. Shear Deflection @ Center Span Location = 0.00 ft 0.00 k -ft 1.43 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 68 YOUNG ENGINEERING SERVICES 77-804 WILDCAT DR. PALM DESERT, CA. 92211 PHONE 760-360-5770 FAX 760-360-5719 Rev: 580002 User: KW -0' 1715. Ver 5.8.0. 1 -Dec -2003 Description R30 Title: ZAR RESIDENCE Dsgnr: NP Description Scope : Multi -Span Steel Beam Job # 04-1408-122 Date: 4:21 PM, 4 JAN 05 General Information Code Ref: AISC 9th ASD, 1997 UBC, 2003 IBC, 2003 NFPA 5000 Fy - Yield Stress 36.00 ksi Load Duration Factor 1.00 Spans Considered Continuous Over Supports 0.91 0.36 1.43 Span Information Shear @ Right k 0.75 0.71 Description 0.47 SPAW SPAN2 SPANS SPAN4 SPANS Span ft 7.00 7.50 7.50 4.66 6.50 Steel Section TS7x5x1/2 TS7eSx1/2 TS7XSX1/2 TS7ax1/2 TS7XSx1/2 End Fixity 1.19 Pin -Pin Pin -Pin Pin -Pin Pin -Pin Pin -Pin Unbraced Length ft 0.00 0.00 0.00 0.00 0.00 Loads Total @ Left k 0.50 1.37 1.62 1.97 Live Load Used This Span ? Yes Yes Yes Yes Yes Dead Load k/ft 0.112 0.112 0.112 0.112 0.112 Live Load k/ft 0.066 0.066 0.066 0.066 0.066 Point #1 DL k 0.745 k 0.745 LL k 1.90 0.91 0.440 0.440 @ X ft -0.003 0.000 6.000 0.002 3.000 •1 Results 9X= ft 3.13 6.40 Mmax @ Cntr k -ft 0.70 0.23 1.16 0.00 2.10 @ X = ft 2.80 3.50 5.15 0.00 2.99 Max @ Left End k -ft 0.00 -0.87 -1.18 -1.12 -1.37 Max @ Right End k -ft -0.87 -1.18 -1.12 -1.37 0.00 fb : Actual psi 574.2 781.4 781.4 908.3 1,389.2 Fb : Allowable psi 23,760.0 23,760.0 23,760.0 23,760.0 23,760.0 fv :Actual 0.00 Bending OK Bending OK Bending OK Bending OK Bending OK -0.87 psi 106.7 101.3 229.6 .67.0 204.0 Fv : Allowable psi 14,400.0 14,400.0 14,400.0 14,400.0 14,400.0 0.00 0.00 Shear OK Shear OK Shear OK Shear OK Shear OK Reactions & Deflections Shear @ Left k 0.50 0.63 0.91 0.36 1.43 Shear @ Right k 0.75 0.71 1.61 0.47 0.91 Reactions... DL @ Left k 0.31 0.86 1.02 1.24 1.19 LL @ Left k 0.19 0.51 0.60 0.73 0.70 Total @ Left k 0.50 1.37 1.62 1.97 1.90 DL @ Right k 0.86 1.02 1.24 1.19 0.57 LL @ Right k 0.51 0.60 0.73 0.70 0.34 Total @ Right k 1.37 1.62 1.97 1.90 0.91 Max. Deflection in -0.003 0.000 -0.005 0.002 -0.007 9X= ft 3.13 6.40 4.20 2.39 3.38 Span/Deflection Ratio 30,308.3 221650.9 18,178.0 26,008.4 11,474.7 Query Values Location ft 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Shear k 0.50 0.63 0.91 0.36 1.43 0.00 0.00 0.00 Moment k -ft 0.00 -0.87 -1.18 -1.12 -1.37 0.00 0.00 0.00 Max. Deflection in 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 ME -161A REFERENCE 1 , DLL = I O S33 .g ,. G 5 S16 P=- . I {O • LLL = O# L _`/, a0 . L,_ S #' L'LR-' IIO USE Ts R3 -. jit., ''DLL ,= `L091 LLL, ov 36 • 5 i DLR = 2 o 3l . LLR= SIy r b) z f S' _ 3 , w- L ► ) LCIS c>ro Gl.( USE LOA 2— pal pal qtr ►osx ►6x 6) = v K-7 w DLL ' G34 cl ' DLR . 135 LLL' 333 LLR= w _ CI'S L1 PLS USE w -oma` Z B ` - p t= W •. fig= PC, -1 = 2ai 1 5x Ss - 85 DATE 12 - v .O1 `:OS NAME.: Z. I S✓E=T OUNG ENGINE=RING 1T -80a WILDCAT DR. SUITE G PALM DESERT. GA. 92:2II - 70.- - - . ?4 X60-360-5110 FAX 760-360-3119 YOUNG ENGINEERING SERVICES 77-804 WILDCAT DR. PALM DESERT, CA. 92211 PHONE 760-360-5770 FAX 760-360-5719 User: KW06.1715. Ver 5.8.0, 1 -Dec -2003 c)1983.2003 ENEFiCALC Engineering Software Description R31 Title: ZAR RESIDENCE Dsgnr: NP Description Scope : Multi -Span Steel Beam Job # 04-1408-122 Date: 4:21 PM, 4 JAN 05 General Information Code Ref: AISC 9th ASD, 1997 UBC, 2003 IBC, 2003 NFPA 5000 Fy -Yield Stress 36.00 ksi Load Duration Factor 1.00 Spans Considered Continuous Over Supports 0.70 Span Information Description Shear @ Right SPANI SPAN2 SPAN3 Span ft 4.83 8.50 5.50 Steel Section Reactions... TS7xsx1/2 TS7xsx1/2 TS7xsx1/2 End Fixity Pin -Pin Pin -Pin Pin -Pin Unbraced Length ft 0.00 0.00 0.00 Loads Live Load Used This Span ? Yes Yes Yes Dead Load k/ft 0.105 0.105 0.105 Live Load k/ft 0.062 0.062 0.062 Results 1.34 Mmax @ Cntr k -ft 0.15 0.63 0.26 @X= ft 1.35 4.19 3.74 Max @ Left End k -ft 0.00 -0.85 -0.91 Max @ Right End k -ft -0.85 -0.91 0.00 fb : Actual psi 561.8 599.2 599.2 Fb : Allowable psi 23,760.0 23,760.0 23,760.0 fv : Actual Bending OK Bending OK Bending OK -0.003 psi 82.7 102.3 89.1 Fv : Allowable psi 14,400.0 14,400.0 14,400.0 4.19 3.67 Shear OK Shear OK Shear OK Reactions & Deflections Shear @ Left k 0.23 0.70 0.62 Shear @ Right k 0.58 0.72 0.29 Reactions... DL @ Left k 0.14 0.81 0.84 LL @ Left k 0.08 0.48 0.50 Total @ Left k 0.23 1.28 1.34 DL @ Right k 0.81 0.84 0.19 LL @ Right k 0.48 0.50 0.11 Total @ Right k 1.28 1.34 0.29 Max. Deflection in 0.000 -0.003 -0.000 @ X = ft 3.83 4.19 3.67 Span/Deflection Ratio 1 248713.1 31,746.3 187090.1 Query Values Location ft 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Shear k 0.23 0.70 0.62 0.00 0.00 0.00 0.00 0.00 Moment k -ft 0.00 -0.85 -0.91 0.00 0.00 0.00 0.00 0.00 Max. Deflection in 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 71- YOUNG ENGINEERING SERVICES 77-804 WILDCAT DR. PALM DESERT, CA. 92211 PHONE 760-360-5770 FAX 760-360-5719 Rev:580000 User: KW -0601715. Ver 5.8.0. 1 -Dec -2003 (c)1983-2003 ENERCALC Emineerina Software Description R32 Title: ZAR RESIDENCE Dsgnr: NP Description Scope : General Timber Beam Job # 04-1408-122 Date: 4:21 PM, 4 JAN 05 General Information Dead Load Code Ref: 1997 NDS, 2003 IBC, 2003 NFPA 5000. Base allowables are user defined Section Name 5.125x18 ...Location Center Span 14.50 ft .....Lu 0.00 ft Beam Width 5.125 in Left Cantilever ft .....Lu 0.00 ft Beam Depth 18.000 in Right Cantilever ft .....Lu 0.00 ft Member Type Sawn Douglas Fir, 24F - V4 #2 DL @ Left Bm Wt. Added to Loads LL @ Left Fb Base Allow 2,400.0 psi Load Dur. Factor 1.250 Fv Allow 145.0 psi Beam End Fixity Pin -Pin Fc Allow 560.0 psi Wood Density 34.000pcf E 1,600.0ksi Tra ezoidaI Loads Dead Load Deflection -0.073 in ...Location 7.192 ft #1 DL @ Left 93.00 #/ft LL @ Left 40.00 #/ft Start Loc 0.000 ft DL @ Right 93.00 #/ft LL @ Right 40.00 #/ft End Loc 2.500 ft #2 DL @ Left 250.00 #/ft LL @ Left 108.00 #/ft Start Loc . 2.500 ft DL @ Right 250.00 #/ft LL @ Right 108.00 #/ft End Loc 14.500 ft Point Loads Live Load 252.0 lbs lbs lbs lbs lbs ...distance 2.500 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft Span= 14.50ft, Beam Width = 5.125in x Depth = 18.in, Ends are Pin -Pin Max Stress Ratio 0.243 ; 1 Maximum Moment 10.7 k -ft Maximum Shear * 1. Allowable 69.2 k -ft Allowable Max. Positive Moment 10.69 k -ft at 7.018 ft Shear: Max. Negative Moment -0.00 k -ft at 14.500 ft Max @ Left Support 0.00 k -ft Camber: Max @ Right Support 0.00 k -ft Max. M allow 69.19 Reactions... fb 463.32 psi fv 44.00 psi Left DL 2.09 k Fb 3,000.00 psi Fv 181.25 psi Right DL 2.04 k Deflections Center Span... Dead Load Deflection -0.073 in ...Location 7.192 ft ...Length/Deft 2,381.3 Camber ( using 1.5 * D.L. Defl ) ... @ Center 0.110 in @ Left 0.000 in @ Right 0.000 in Total Load Left Cantilever... -0.102 in Deflection 7.192 ft ...Length/Deft 1,701.08 Right Cantilever... 16.7 k Deflection 2.93 k ...Length/Dell - 72 - 5 lbs lbs 0.000 ft 0.000 ft . 0.0 Beam Design OK 0.000 in 4.1 k 0.0 16.7 k @ Left 2.93 k @ Right 2.85 k @ Left 0.000 in @ Center 0.1 10in @ Right 0.000in Max 2.93 k Max 2.85 k 0.000 in 0.000 in 0.0 0.0 0.000 in 0.000 in 0.0 0.0 TOUNG ENGINEERING SERVICES Title: ZAR RESIDENCE Job # 04-1408-122 77-804 WILDCAT DR. '' Dsgnr: NP Date: 4:21PM, 4 JAN 05 PALM DESERT, CA. 92211 Description PHONE 760-360-5770 Scope FAX 760-360-5719 Rev: 580000 User: KW -0601715• Ver 5.8.0. 1-gec•2003 General Timber Beam c 1983-2003 ENERCALC Engineering Software .. - - ZAR.ECW:Calculations Description R32 Stress Calcs Bending Analysis Ck 18.729 Le 0.000 ft Sxx 276.750 in3 Area • 92.250 in2 Cf 1.000, Rb 0.000 CI 2930.439 Max Moment Sxx Req'd Allowable fb ' @ Center 10.69 k -ft 42.74 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 Shear Analysis @ Left Support @ Right Support Design Shear 4.06 k 3.45 k Area Required 22.395 in2 19.020 in2 Fv: Allowable 181.25 psi. 181.25 psi Bearing @ Supports Max. Left Reaction 2.93 k Bearing Length Req'd 1.021 in . Max. Right Reaction 2.85 k Bearing Length Req'd 0.993 in Duery Values M, V, & D @Specified Locations Moment Shear Deflection. . . @Center Span Location = 0.00 ft 0.00 k -ft 2.93 k 0.0000 in i @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 ` O.00 k • 0.0000 in 73 YOUNG ENGINEERING SERVICES 77-804 WILDCAT DR. PALM DESERT, CA. 92211 PHONE 760-360-5770 FAX 760-360-5719 Rev: 580000 User: KW -0601715. Ver 5.8.0. 1 -Dec -2003 (c)1983-2003 ENERCALC Engineerinq Software Description R33 Title: ZAR RESIDENCE Dsgnr: NP Description Scope: General Timber Beam Job # 04-1408-122 Date: 4:21 PM, 4 JAN 05 General Information Dead Load Code Ref: 1997 NDS, 2003 IBC, 2003 NFPA 5000. Base allowables are user defined Section Name 6x12 ... Location Center Span 9.25 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 #2 DL @ Left Bm Wt. Added to Loads LL @ Left 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 Wood Density 34.000 pcf E 1,600.0 ksi Trapezoidal Loads Dead Load Deflection -0.030 in ... Location 4.958 ft #1 DL @ Left 68.00 #/ft LL @ Left 40.00 #/ft Start Loc 0.000 ft DL @ Right 68.00 #/ft LL @ Right 40.00 #/ft End Loc 7.000 ft #2 DL @ Left 243.00 #/ft LL @ Left 144.00 #/ft Start Loc 7.000 ft DL @ Right 243.00 #/ft LL @ Right 144.00 #/ft End Loc 9.250 ft Point Loads Live Load 493.0 lbs lbs lbs lbs lbs ...distance 7.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft Span= 9.25ft, Beam Width = 5.500in x Depth = 11.5in, Ends are Pin -Pin Max Stress Ratio 0.391 : 1 Maximum Moment 3.8 k -ft Maximum Shear * 1. Allowable 17.0 k -ft Allowable Max. Positive Moment 3.76 k -ft at 6.993 ft Shear: Max. Negative Moment -0.00 k -ft at 9.250 ft Max @ Left Support 0.00 k -ft Camber: Max @ Right Support 0.00 k -ft Max. M allow 17.05 Reactions... fb 371.98 psi fv 41.52 psi Left DL 0.63 k Fb 1,687.50 psi Fv 106.25 psi Right DL 1.36'k Deflections Center Span... Dead Load Deflection -0.030 in ... Location 4.958 ft ...Length/Deft 3,670.2 Camber ( using 1.5 * D.L. Defl ) ... @ Center 0.045 in @ Left 0.000 in @ Right 0.000 in -0.047 in 4.958 ft 2,370.33 - 74 - Deflection ... Length/Deft Right Cantilever... Deflection ...Length/Deft 5 lbs lbs 0.000 It 0.000 ft 0.0 Beam Design OK 0.000' in 2.6 k 0.0 6.7 k @ Left 0.97 k @ Right 2.12 k @ Left 0.000 in @ Center 0.045 in @ Right 0.000 in Max 0.97 k Max 2.12 k 0.000 in 0.000 in 0.0 0.0 0.000 in 0.000' in 0.0 0.0 'YOUNG ENGINEERING SERVICES Title:* ZAR RESIDENCE ,lob # 04-1408-122 77-804 WILDCAT DR. Dsgnr: NP Date: -4:21 PM, 4 JAN 05 PALM DESERT, CA. 92211 Description A PHONE 760-360-5770 4 Scoped FAX 760-360-5719 Rev: 580000 ' User: KW-0601715. Ver 5.8.0. 1-Dec-2003 General Timber Beam (c)1983-2003 ENERCALC En ineerinq Software ZAR.ECWCalculations Description R33 Stress Calcs Bending Analysis Ck 24.972 ' Le 0.000 ft Sxx 121.229 in3 Area 63.250 in2 Cf 1.000 Rb 0.000 CI 967.215 Max Moment' Sxx Read Allowable % @ Center 3.76 k-ft 26.72 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 1.28 k 2.63 k Area Required 12.049 in2 24.718 int Fv: Allowable 106.25 psi 106.25 psi Bearing @ Supports Max. Left Reaction 0.97 k Bearing Length•Req'd 0.281 in Max. Right Reaction 2.12 k Bearing Length Req'd 0.618 in query Values M, V, & D @ Specified Locations Moment Shear Deflection @ Center Span Location = 0.00 ft 0.00 k-ft 0.97 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 75_ A - _ fll rn i iU . 1 ` r T1 O , 1 rr r r p r r 7- d Q` HI - II ellP till o kit r p F— m m '(DUNG ENGINEERING SERVICES Title: ZAR RESIDENCE Job # 041408-122 77-804 WILDCAT DR. Dsgnr: NP Date: 4:21 PM, 4 JAN 05 PALM DESERT, CA. 92211 Description PHONE 760-360-5770. Scope FAX 760-360-5719 Rev:580000 User: KW -0601715, Ver 5.8.0. 1 -Dec -2003 Multi -Span Timber Beam (c 1983-2003 ENERCALC Engineering software ZAR.ECW:Calculations Description R34 General information Code Ref: 2001 NDS, 2003 IBC, 2003 NFPA 5000. Base allowables are user defined Douglas Fir, 24F - V8 0.20 Fb : Basic Allow 2,400.0 psi Elastic Modulus 1,800.0 ksi Spans Considered Continuous Over Support Fv : Basic Allow 145.0 psi Load Duration Factor 1.250 Timber Member Information 0.35 Description spanl span2 • Span ft 10.00 1.50 Timber Section 5.125x12 5.125x12 Beam Width in 5.125 5.125 Beam Depth in 12.000 12.000 End Fixity Pin - Pin Pin - Pin Le: Unbraced Length ft 0.00 0.00 Member Type GluLam GluLam Loads 11.8 Shear k Live Load Used This Span ? Yes Yes Dead Load #/ft 50.00 50.00 Live Load #/ft 40.00 40.00 Results • Mmax @ Cntr in -k 8.3 mlo0.0 @ X = ft 3.93 1.50 Max @ Left End in -k 0.0 -11.8 Max @ Right End in -k -11.8 0.0 fb : Actual psi 95.8 95.8 Fb : Allowable psi 3,000.0 3,000.0 Bending OK Bending OK Shear @ Left k 0.35 " 0.72 Shear @ Right k 0.55 0.59 fv : Actual psi 11.2 16.5 Fv : Allowable psi 181.3 181.3 Shear OK Shear OK Reactions & Deflection DL @ Left k 0.20 0.71 LL @ Left k 0.16 0.56 Total @ Left k 0.35 1.27 DL @ Right k 0.71 -0.33 LL @ Right k 0.56 -0.26 Total @ Right k 1.27 -0.59 Max. Deflection in -0.007 0.000 @ X = ft 4.40 0.63 Luery Values Locationft 0.00 0.00 Moment in -k 0.0 11.8 Shear k 0.4 0.7 Deflection in 0.0000 0.0000 - 77 - YOUNG ENGINEERING SERVICES Title: ZAR RESIDENCE Job # 04-1408-122 77-804 WILDCAT DR. Dsgnr: NP Date: 4:21 PM, 4 JAN 05 PALM DESERT, CA. 92211 Description PHONE 760-360-5770 Scope FAX 760-360-5719 Rev: 580000 User: KW -0601715. Ver 5.8.0. 1 -Dec -2003 Multi -Span Timber Beam c 1983-2003 ENERCALC En ineerin Software ZAR.EMcalculations Description R35 7.12 General Information Code Ref: 2001 NDS, 2003 IBC, 2003 NFPA 5000. Base allowables are user defined Douglas Fir, 24F - V8 3.81 4.14 Fb : Basic Allow 2,400.0 psi Elastic Modulus 1,800.0 ksi Spans Considered Continuous Over Support Fv : Basic Allow 145.0 psi Load Duration Factor 1.250 Timber Member Information k Description 7.04 spani span2 Span ft 11.00 11.00 Timber Section 2.91 5.125x12 5.125x12 Beam Width in 5.125 5.125 Beam Depth in 12.000 12.000 End Fixity 4.69 Pin - Pin Pin - Pin Le: Unbraced Length ft 0.00 0.00 Member Type 0.00 Glul-am GluLam Loads 0.0 -95.2 Shear Live Load Used This Span ? Yes Yes Dead Load @ Left #/ft 382.00 289.00 Dead Load @ Right #/ft 289.00 195.00 Live Load @ Left #/ft 285.00 205.00. Live Load @ Right #/ft 205.00 125.00 Start ft End ft 11.000 11.000 Point #1 Dead Load lbs 2,409.00 Live Load lbs 1,292.00 @ X ft 0.500 Results Mmax @ Cntr 'in -k 78.4 32.5 @X= ft 3.89 7.11 Max @ Left End in -k 0.0 -95.2 Max @ Right End in -k -95.2 0.0 fb : Actual psi 773.7 773.7 Fb : Allowable psi 3,000.0 3,000.0 . Bending OK Bending OK Shear @ Left k 6.16 3.12 Shear @ Right k 3.92 1.36 fv : Actual psi 83.1 64.8 Fv : Allowable psi 181.3 181.3 Shear OK Shear OK Reactions & Deflection DL @Left k 3.81 4.14 LL @ Left k 2.36 2.91 Total @ Left k 6.16 7.04 DL @ Right k 4.14 0.82 LL @ Right k 2.91 0.54 Total @ Right k 7.04 1.36 Max. Deflection in -0.087 -0.026 @ X = ft 4.69 6.82 Query Values Location ft 0.00 0.00 Moment in -k 0.0 -95.2 Shear k 6.2 3.1 Deflection in 0.0000 0.0000 78- REFERENCE VA D4 459' Q P _ 1628 . . . @. x. " . Pv - TPUL- - D . ' • 37 2 • 3 5 ' ' - 53-.2 P .. . _ Title : ZAR RESIDENCE Job # 04-1408-122 Dsgnr: NO, Date: 317PM, 14 JUL 05 Description ' Scope - - 1Jser:KW-060, ,5.Ver 5.8.0,1 -Dec -2003 General,Timber Beam - .. Page '1 -. (c)t9832003ENERCALCEn ineerin Software ZAR.ECW:Calculations Description R36.. General Information Code Ref: 1997/2001 NDS, 2000/2003 IBC, 2003 NFPA 5000. Base allowables are user defined Section Name 5.125x21 Center Span 18.50 ft Lu • 0.00 ft Beam Width 5.125in Left Cantilever ft :'.Lu 0.00 ft Beam Depth 21.000 in Right Cantilever ft .....Lu -0.00 it Member Type GluLam ` Douglas Fir, 24F - U4 Bm Wt. Added to Loads Fb.Base'Allow, . 2,400.0 psi Load Dur. Factor 1.250 Fv Allow' 240:0 psi Beam End Fixity-,, Pin -Pin Fc Allow . ° 650.0 psi Wood Density 34.000pcf E 1,800.0 ksi .Trapezoidal Loads #1 DL @Left 572.00 #/ft LL @•Left 232.00 #/ft . 'Start Loc 0.000 ft • ' DL @Right 572.00 #/ft LL @Right 232.00. #/ft End Loc 7.500 ' ft ` . #2 DL @Left 462:00 #/ft - LL @.Left , • 184.00 #%ft Start:Coc 4.750 ft ' • DL @Right 462.00 `#/ft LL @Right 184.00 •#/ft End Loc- 18.500 ft , Point Loads Dead Load - :.,1,628.0 lbs • 2,072.0 lbs lbs ' ..: lbs lbs lbs • lbs Live Load , : 704.0 lbs 896.0 lbs lbs lbs lbs : lbs lbs' ...distance- 4.750 ft 7.500.ft 0.000ft 0.000 ft, - 0.000 ft 0.000:ft .<'' 0.000ft Summar Y Beam.Design.OK Span= 18.50ft, Beam Width = 5.125in x Depth = 21.in, Ends are Pin -Pin Max Stress ,Ratio 0.628 Maximum Moment 56.6 k -ft Maximum Shear *.1.5 17.8 k Allowable 90.2 k -ft Allowable 32.3 k Max. Positive Moment .• 56.59 k -ft at 7.474 ft, Shear: @Left 11.84k Max. Negative Moment 6.00 k -ft at _ 0.000 ft @ Right 8.84 k Max,@ Left Support 0.00 k -ft ; Camber: @ Left 0.000 in Max @ Right Support, 0.00 k -ft @ Center: 0.494 in " Max. M allow 90.18 @ Right O:000iri `, Reactions. fb 1,802.76 psi fv 165.04 psi Left DL'S 8.46' k: Max 1.1.84k Fb, 2,872.91 psi Fv 300.00 psi, Right DL 6.35 k_ Max 8.84 k Deflections CenterSpan... Dead Load Total Load Left Cantilever... Dead Load Total Load Deflection -0.329 in -0.460 in Deflection 0.000 in 0.000 in ...Location 8.880 ft 8.880 ft " ...Length/Deft 0.0- 0.0 ...Length/Deft - 674.5 482.17 "Right Cantilever..: Camber ( using 1.5 * D.L. Deft) ... Deflection 0.000 in 0.000' in @ Center-' 0.494 in Length/Defl 0.0 ' 0.0 @ Left _ 0.000 in , - @ Right 0.000 in 80 Title: ZAR RESIDENCEJob # 04-1408-122 Dsgnr: NP Date: 3:17PM, 14 JUL OS Description ; Scope Rev: 580004 .. >. User: KW -0601715, Ver 5.8.0, 1 -Deo -2003 General Timber Beam - :. Page 2 (C)1983-2003 ENERCALC En ineerin Software _ ZAR.ECW:Calculations Description R36 Stress caics Bending Analysts Ck 19.865 Le 0.000 ft Sxx 376.688 in3 Area 107.625 in2- Cv 0,958 Rb 0.000 Cl 0.000 Max Moment Sxx Req'd Allowable fb @ Center 56,59 k -ft 236.37 in3 2,872.91 psi' @ Left Support 0.00 k -ft 0.00 in3 2,872.91 psi @ Right Support ' 0.00 k -ft 0.00 in3 2,872.91 psi Shear Analysis @ Left Support @ Right Support Design. Shear 17.76 k 13.26 k Area Required 59.208 int 44.205 int Fv: Allowable '300.00 psi 300.00 psi Bearing @ Supports Max. Left Reaction 11.84 k Bearing Length Req'd 3.555 in Max. Right Reaction 8.84 k Bearing Length Req'd 2.654 in Query Values M, V, &,D @ Specified Locations Moment Shear Deflection ' 9 -Center Span Location = 0.00 ft 0.00 k -ft 8.46 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 YOUNG ENG I NEEKI NG SERV I CES Job No. L+0(01 — 1 L 77-804 WILDCAT DR, -SUITE. GSheet No. Of PALM DE5EI?T, GA Calculated B NP By Dale 01- 0 = 0 52211 Checked 5y Date Phone: (760) 360-5770 I Pal P Pit 1621 + IS'4o 3161 B req'd= FSR16.45 ure ISa REFER TO BEAMS- (6 9000 pR POSTSHLI 0000, use r- 3. Pal -1'2- ) 4- 305 3 = 5 7r7l P Pit 1-71 c ✓ Z CLQ B req'd. q 048 = 2 -► G u I2 a 3 3' V l soo • REFER TO BEAMS RS 6 00R POSTS 00-00 , USE F 3. Pdl a 33Iaj P Pit 3 oa - ' B req'do (6 3 z I_ =1 7_ • o S k r h 3 . r so 0 REAR TO BERMS Ecx=,m POSTS 0000- USE 3. Pal p Pit = 3 9 B req'd• IIS 31 . Z 7 8 u e 3' X REi'ER TO BEAMS 00R POSTS 0000 USE Pal = 7 2 5 P PI1 v 2CF 1 BREFER ISoo TO BEAMSn I O=OOR POSTS 0000 USE F 3 . t Pal = 66 S 4 -•F Z 6 12-- 6 P Pit 3P• D 1 11 _ 21 -t- Breq'am 4U r 2.II 11Ar'e 4? G' J t5a-a •— REF= -R, TO BEAMS Ir RI OOR POSTS 0000' USE F4 Pel P P!I3039 U-rf 2 X RP'=R TO BEAMS ) 15UU OR POSTS R16 Res JO 0000 use 82 _ YOUNG ENGINEERING 5ER\/ICE5 Job No. d4 ! 40 3 -) 2 L- 77-804 WILDCAT DR, 5UITE. G Sheet No. L Og Z PALM DESERT, GA Calculated 3y L P Date 7 I- - CLT Q2211 Checked By Date ' Phone: (760) B60-5770 P Pdl 331+4 PII = 300 B req'd- ISoo REf$TO BEAMS ODOR POSTS U5E r q P Pdl = 7) )0 PH = 22 6 9 B reci'ds S4S-9 REQ¢ TO BEAM I 1 U fic OR POSTS X16 O( o F 51 . / J o mi uae Pdl = PII a 5 ract'd R>=SR TO BEAMS USE Pdl PII B recq'ds REQ TO BEAMS Pdl = PII B req'd■ TO. BEAM5 U.E Pdl P11 B req'ds TO BEAMS 14E Pdl = eil 3 rea'ci= E R 'G 3EAM5 OR POSTS 00000 00000 OR POSTS 00001. 00000 OR POSTS 0000- 01000 83- 00 -OL BASIC SOIL BEARING WIDTH INCREASE MAX SOIL BEARING MAX LOAD ON PAD FOOTING 1600: PSF 300,11 PSF OVER FT . *4, M5O 0, PSF LF= -. 1.7 Fc Z5., - MARK F2 F3 F4 F5 F6 F7 F8 F9 F10 Fll BFT 2 -3 6-- 7. 8'. 9 .10 11 PLATE LENGTH IN .16 16 16 PLATE WIDTH IN 12": :.l 2..-' .12 .-,12 12 12 .,,12. 12 .12 12 A (FT)2 4 - 9 16 25 36 49 64 81 100 121 P max (K) 7.2 18.9 38.4 67.5 1 108 161.7 230.4 315.9 420 544.5 q max (KSF) 1.80 2.10 2.40 2.70 3.00 3.30 3.60 3.90 4.20 4.50 T (FT) 1 1.5 -1.5 1.5. 2 2 2.5 2.5 Mnet (IN-K/FT) 5.50 8.13 24.00 49.91 90.65 148.11ff2-000-317.40 430.95 578.19 Mu (IN-K/FT) 9.35 13.81 40.80 84.85 154.11 251.79 374.00. 539.58 732.62 982.92 4/3 Mu IN-K/FT) 12.47 18.42. 54.40 113.14 205.47 335.72 498.67 719.44 976.82 1310.56. BAR SIZE 5 5 'S .5 - '..'6 _6 - 6 6 6 SPACING IN .12... -112 2:': .:-:12 12. '8 . 6 6 4 As 0.31. 0.31 0.31 0.31 0.31 0.44 0.66 0.88 0.88 1.33 Fy 60 60 60 60 60 60 60 60 60 60 a 0.72 0.72 0.72 0.72 0.72 1.04 1.56 2.08 2.08 3.12 d IN 8.69 1M 8.69 8.69 14.69 14.69 14.63 20.63 20.63 26.63 26.63 Mur IN -K) 137.95 137.95 137.95 237.35 237.35 336.50 710.16 934.48 1220.76 1793.94 M STATUS MQ NO-KIZ, -1*10-1101t- E A Ow Tx SOKU-0-9 Vu (K) (BEAM) 0.00 0.36 2.33 2.56 5.23 8.44 9.06 , 12.94 13.75 18.33 (DVc (K) 8.86 8.86 8.86 14.98 14.98 14.92 21.04 21.04 27.16 27.16 V BEAM STATUS 1 'K I PK ` . 4 MWPP4 OU .Vu (K) (PUNCHING) 100.52, 100.52 100.52 100.52 214.89 214.89 21351 364.21 364.21 551.64 551.64 IV PUNCHING STATUS OD C71 Q-34 Active Fault Near -Source Zones. This map is intended to be used in conjunction with the 1997 Uniform Building Code, Tables 16-S and 16-T i° Q-34 California Department of Conservation -- of Mines and Geology LEGEND See expanded legend and Index map Shaded zones are within 2 kin of known seismic sources. A fault a8 fault Contours of closest horizontal distance to known seismic sources. ----------------- 5'km --------------------------- 10 km -- - - - - - -- - - -- 15 km 5 10 Kilometers 1/4' is approximately equal to 1 km August, 1997 - • i : ' .F.l rl Y. f r' ri \(ani QG L C' '. • .. 06 \ Lti ,. 1 <.F bl .91 t Sr r a oN r. Ir 1 i i • --T N= p i • e • ' [ ri 1• C ` ) =SMB S or © - N i \\ it mA.c So • Q Fr . ell - ' .. ...--...._a,... m\- . f, i, x / ' n. - 5 z••• - -.,4: w.-.. y..-- ;S •. ' r lk Cb • c' 1 rs .tit-1•• _ . 8 i ,, ;l' •' % itILE ' ' a J .tt't-Iw z O e S " ''.. • % 'I I y 1.\ ' •.e trs Itp . 6;. • , •` a < r tip\ cf fk . c` ,` ON qvALAI 'y bra t t•arF v°` ,!`f d 9 [ z . 3 J' , DEFINITIONS & FORMULAS FOR DIAPHRAGM LOAD CALCULATION SHEETS: LEVEL= LEVEL.UNDER CONSIDERATION , DL (a)= DEAD LOAD OF ROOF/FLOOR FOR LOAD TYPE (a) DL (b)= DEAD LOAD OF ROOF/FLOOR FOR LOAD TYPE (b) DL EXTERIOR WALL= DEAD LOAD OF EXTERIOR WALL DL PARTITION WALL= DEAD LOAD OF PARTITION WALL BASE SHEAR COEFFICIENT= COEFF. FROM CBC EO. 30-4 THRU 30.7 OR 30.11 AS APPLICABLE SEISMIC COEFFICIENT= RHO X BASE SHEAR COEFF/1.4 FOR WORKING STRESS DESIGN (RHO)= REDUNDANCY FACTOR STORY %F= PERCENTAGE OF STORY FORCE DISTRIBUTED TO THIS LEVEL SEISMIC COEFF.X %F = RHO X BASE SHEAR/1.4 X %F /100 SIMPLIFIED BASE SHEAR= TOGGLE Y/N IF SIMPLIFIED METHOD IS USED NOTE THAT IF USED %F=100 , R=VALUE FRONT TABLE 16•N WIND PRESSURE= WIND VALUE APPLIED TO STRUCTURE FOR WIND CASE LINE= LINE OF RESISTANCE TO SEISMIC OR WIND LOADS JOINT=SUPPORT TYPE AT LINE OF RESISTANCE. INDICATES PINNED SUPPORT VALUES FROM LEFT AND RIGHT ADD C INDICATES CANTILEVERED ALL SHEAR GOES TO THIS SUPPORT WITH FAR END SHEAR 0 S INDICATES START OF LINE -•NO SHEAR CONTRIBUTION FROM DIAPHRAGM LOADS FROM THE LEFT E INDICATES START OF LINE••NO SHEAR CONTRIBUTION FROM DIAPHRAGM LOADS FROM THE RIGHT L/W =DIAPHRAGM LENGTH DIVIDED BY WIDTH FOR CHECKING L/W <4.0 Hd= HEIGHT OF DIAPHRAGM BETWEEN LINES Hr =HEIGHT OF ROOF ABOVE Hid BETWEEN LINES Lr (a)= LENGTH OF ROOF FOR ROOF LOAD TYPE (a) IN THIS DIAPHRAGM STRIP Lr (b)= LENGTH OF ROOF FOR ROOF LOAD TYPE (b) IN THIS DIAPHRAGM STRIP No. ext. =NUMBER OF EXTERIOR WALL IN THIS DIAPHRAGM STRIP No. ext. =NUMBER OF INTERIOR WALL'IN THIS DIAPHRAGM STRIP H ext.=HEIGHT OF EXTERIOR WALLS H Int. =HEIGHT OF EXTERIOR WALLS L= LENGTH OF DIAPHRAGM BETWEEN LINES OF RESISTANCE Ldr=LENGTH OF DIAPHRAGM JUST RIGHT OF LINE OF RESISTANCE Ldl=LENGTH OF DIAPHRAGM JUST LEFT OF LINE OF RESISTANCE Ps= WEIGHT OF SEISMIC POINT LOAD IN DIAPHRAGM -WEIGHT IS MULTIPLIED BY SEISMIC COEFFICIENT X %F 1, X= LOCATION OF SEISMIC POINT LOAD IN DIAPHRAGM FROM LEFT LINE OF RESISTANE Was= ADDITIONAL WEIGHT TO BE ADDED TO DIAPHRAGM SEISMIC STRIP LOAD FOR VENEER ETC. WEIGHT IS MULTIPLIED BY SEISMIC COEFF. X %F Ws= SEISMIC STRIP LOAD , Ww= WIND STRIP LOAD vrw= DIAPHRAGM UNIT SHEAR RIGHT OF LINE DUE TO WIND=Vrw/Ldr vlw= DIAPHRAGM UNIT SHEAR LEFT OF LINE DUE TO WIND=VIw/LdI vrs = DIAPHRAGM UNIT SHEAR RIGHT OF LINE DUE TO SEISMIC= Vrs/Ldr vls= DIAPHRAGM UNIT SHEAR LEFT OF LINE DUE TO SEISMIC=VIS/ldl Vrw= DIAPHRAGM TOTAL SHEAR RIGHT OF LINE DUE TO WIND VIw= DIAPHRAGM TOTAL SHEAR LEFT OF LINE DUE TO WIND Vrs= DIAPHRAGM TOTAL SHEAR RIGHT OF LINE DUE TO SEISMIC VIS'—_ DIAPHRAGM TOTAL SHEAR LEFT OF LINE DUE TO SEISMIC VW TOTAL WIND LOAD ON LINE =Vrw+Vlw Vs= TOTAL SEISMIC LOAD ON LINE =Vrs+Vis (T=ow=CHORD FORCE DUE'TO WIND=WW(L')/8Ldr IF SIMPLE, WW(L')/SLdr IF CANT (T=Cls=CHORD FORCE DUE TO SEISMIC=WS(La)/8Ldr IF SIMPLE,WW(L')/8Ldr IF CANT DEFINITIONS 8 FORMULAS MainHouse-SC(ZAR-KH)(04-1408-122)(12-21-04)V4.01 87 f DEFINITIONS & FORMULAS FOR SHEAR WALL SHEETS: h= SHEAR WALL HEIGHT b=SHEAR WALL WIDTH 1P= ONE POUR FOUNDATION SYSTEM. EFFECTS LENGTH OF HARDWARE AND ALLOWABLE STRAP VALUES' 2P= TWO POUR FOUNDATION SYSTEM. EFFECTS LENGTH OF HARDWARE AND ALLOWABLE. STRAP VALUES C= CORNER- WHEN ENTERED ALLOWABLE VALUES FOR HOLDOWN STRAPS AT CORNERS ARE USED 1= INTERIOR- WHEN ENTERED ALLOWABLE VALUES FOR HOLDOWN STRAPS AT NON -CORNER CONDITION ARE USED X=LOCATION OF QUERY DRAG LOAD D00= DRAG FORCE AT LOCATION X PER ABOVE DI=DRAG LOAD AT LEFT OF WALL Dr=DRAG LOAD AT RIGHT OF WALL (T=C)w=UPLIFT VALUE FROM WIND CASE AT TOP OF WALL FROM SHEAR WALL ABOVE IT= C)s=UPLIFT VALUE FROM SEISMIC CASE AT TOP OF WALL FROM SHEAR WALL ABOVE S=REFERS TO SEISMIC CASE W=REFERS TO WIND CASE Vs =ADDITIONAL SEISMIC LOAD APPLIED TO LINE FROM ANTHER DIAPHRAGM OR FROM WALLS ABOVE Vw=ADDITIONAL WIND LOAD APPLIED TO LINE FROM ANTHER DIAPHRAGM OR FROM WALLS ABOVE Vmax=MAX SHEAR (SEISMIC IF S --WIND IF W) ALONG LINE DUE TO DIAPHRAGM LOADS VmIn=MIN SHEAR (OPPOSITE CASE TO Vmax) ALONG LINE DUE TO DIAPHRAGM LOADS LINE CASE= WIND OR SEISMIC CASE FOR DIAPHRAGM LOADS ONLY GOV CASE= WIND OR SEISMIC GOVERNING CASE FOR ALL LOADS APPLIED TO THE LINE VgoV= MAX SHEAR ON LINE USED FOR DESIGN OF SHEAR WALLS h/b= HEIGTH TO WIDTH RATIO FOR SHEAR PANEL Vu = WALL UNIT SHEAR = MAX OF WIND OR SEISMIC V90W b tot. NOTE THAT FOR SEISMIC CASE WALL SELF WEIGHT X SEISMIC COEFF X %F IS USED FOR BOTH SEISMIC UNIT SHEAR AND OVERTURNING (T=C) GOV= MAX OF WIND OR SEISMIC UPLIFT GENERATED FROM THE FOLLOWING: (T = C)S = (Mots-.9Md1)/b IT = C)w = (Motw-.667MdU/b A.B. SPACING IS BASED ON THE FOLLOWING TABLE FOR SHEAR WALLS ON GRADE WITH A MAXIMUM SPACING OF 4 FT. FOUNDATION BOLTS A.B. SIZE FULL CAP. FULL CAP._ ' 2X 3X 0.625 973 1109 1 1SS7 2838 ALL A.B. SPACINGS ARE PREDICATED ON THE PANEL CAPACITY NOT ACTUAL SHEAR IN THE WALL DEFINITIONS8 FORMULAS Main House-SC(ZAR-KH)(04-1408-122)(12-21-04)V4.01 88' - DEFINITIONS & FORMULAS FOR INPUT OF LINE DATA AND SHEAR WALLS: LEFT DIAPHRAGM RIGHT DIAPHRAGM x x s CL Q 49 o x 10 !p x x P1 at X1 P2 at X2 LINE DATUM= 0. AT FURTHEST DIAPHRAGM OR SHEAR WALL LENGTH Y Wdl ' T T=C UPLIFT FROM WALLS ABOVE Vgov ' N x X FOR SEISMIC WALL WT. X SEISMIC COEFF. X %F h r , ♦WALL WT. E=EXTERIOR WALL • c I= INTERIOR WALL IT C) GOV IF (T=C) GOV b ) • r s DEFINITIONS & FORMULAS ,. ,Main House-SC(ZAR-KH)(04-1408-122)(12-21-04)V4.01 89 OENERALINPUT LEVEL DIAPHRAGM OEM LOADS WND STORY (Vp1A.x%A STORYWEIOHT WIND DATA HEK3HT (a) (b) EXTV ALL INT. WALL PRESSURE AMPLIFICATION L13 WIND SPEED 70 FT PSF PSF PSF PSF PSF A% JOU WIND EXPOSURE C 1- 1.00 0 0 0 0 0 0 0. SEISMIC DATA 0 0 0 0 1 0 0 . 0 SIMPLIFIED BASE SHEAR N 0 0 0 0 0 0 0 SOURCE TYPE .A 1 20 27 15 17 10 .18.41 .100% 0.175. 284322 SOIL TYPE D -DEFAULT TYPE 0 BASE SHEAR COEFFICIENT " LINE LABELS FOR AUTO NUMBERINO ZONE- - 4 2001 CAC. .. . R- 4.5 (30-4) V-(CY1/RT)W 0.708 •. SMALL BE THIS EXCEPT LEVFL 1 LEVE12 - Is- 1 (30-5) V-(2.5Ca1/R)W •0.244 NEED NOT EXCEED - START . START NO.LEVELS 1 (30-6) V-(.11CapW 0.048 BUT NOT LESS THAN NO NO n DISTANCE KM -13 (30-7) Va(.8ZNIVR)W 0.049 BUTNOT LESS THANIN ZONE 4 - - 8 1. . h^' 24100 - (30-11) Vy3Ca/R)W 0.293 SIMPLIFIED STATIC (IF USED) LEVEL 3 LEVEL 4 Ct' 0.02 70 70 MPH EXPOSURE C GSTART- START T-CI(hn) - 0.22 METHOD 2 . . NO " Z. 0.40 H Ce Cq qs I P 1 T Na' 1.00 0-15 1.06 1.70 12.59 1.00 17.35 N- 1.08 20.00 -1.13 1.30 - 12.59 1.00 18.50 } Ca= - '0.44 25.00 1.19. 1.30 12.59 1.00 19.48- C1" 0.69 30.00 123 1.30. 12.59 1.00 20.14. V (BASE SHEAR W/ RHO) 0.244. 40.001.31 1.40 ...: 12.59 1.00 27.10 1.4 . 0.175 60.00. 1.43 _ 1.40 12.59 .1.00 - .25.21 Q. Do 1670.8.2 2.80 80.00 1.53 1 1.40 .12.59 1.00 26.97 .. f m 1630.8.2 1.00 LRFD LOF 1630.8.2 1.70 ASD LDF CH. 23 DIV.111 1.77 - ' ASD ST INCREASE _ L37 4 LRFD/ASD FACTOR ' p (RHO) CALCULATION - FOOTPRINT AREA Ab 7467.00 _ .. . LEVEL 1 LEVEL, 0 LEVEL 0 LEVEL 0 X Y X Y X Y X Y r MAX SHEAR WALLS (CALC) 0.08 0.15 - 0.00 0.00 0.00 0.00 r MAX SHEAR WALLS 0 0 0 0 0 0 0 0 rMAX FRAMES 0 0 0 0 0 0 0 0 r MAX BRACED FRAMES 0 0 0 0 0 0 0 0- r MAX CAM. COLS. 0 0 0 0 0 0 0 0 r MAX INPUT 1.1 0.084 0.148 0.000 0.000 0.000 0.000 0.000 0.000 P CALC - -0.756 0.434 0.000 0.000 0.000 0.000 0.000 0.000 P USED 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 - FOUNDATIONSYSTEM - - - (1) - Input Line Data r MainHouseSC(ZAR-KH)(04-1408-122)(12-21-04)V4.01 9'0 LINE INPUT 1 (LEVEL 1) .. FROM LINE . i TO LINE. ..AREA .'::Hda :.►Wb: Ly (a) .Lr•(b)-: WoAnt: .H11rt No.:ex4 Next- -L 'LINE1"')UY -SUPPORT' -..LINE COMMENT" FT .. '-FT • FT 4.' -FT . "_ FT. . -_:.; . '' .. FT " :. CODE'.4 ... 8 - 9 1 3.67 5.75 15.5 2 5.75 14.5- 8 Y- S 9 - 10 9 Y E 10 - 11- 2 1:5 5:75 35.5 - 2' 5:75 2' 6.5 18,8 10 Y S 11' - 12- '3 .8• 5:25 '36 2 5.25 2 5.25 :J'.15 Y I'" 12 - 13 Y E SPECIAL SW 13 - 14' •8 '.3.67: 5.75-' - 14- .. - .2' 5:15! Y S ,. 14 ..- . .15 ..9. .5"._ 5.75 .21.5 ... '2 .5.75. Y 1" 'FRAME_' 15 - .16' 10 5 '5.75" 21.5 '3'` ".5.75' `1 5.95 Y 'I16' - - '17 12 '3 5 21.25 '3 5 1_ 7 Y I17'. - :18 13 ' .:4.67 ':5:58 ' A 8.25'2 '5:58 .. 5:58 Y ' 18- - 19 : ,'' 13• '4.67 '5.58 18:25" '^i.'- .3 : .' `l 5.58 .29.8 ' 18 V .I ' ... :20. ,. ' ,.. ..: .. .. ' 1 9 Y E: CANT. COLUMN...:' 20'"'_' _ `'21 8 '3.67' --5.75' ..1215.. 'i '5.75 ;.14.0' 20 X 5: 77 22 - ': . 23 ` - 7''' 8:5 - .-7:5 -. '.34,; .;..;.' - .:1 '.'[.7:5 - : 2... : 7.5' 27.3:': 22 X -.,, S-._ .... . .. :23 24' ..5.00. "7.75.' 7.5 21.5 ;:: -_ '.;;'., . - . : - 1 . -o, 7.5 .23:5 23 X ._ I•. ' - . :...' 24 X 77E 7. `.. 25.-.: - .. 26'.:' " :.-:8;10' ' 5"> " 5:75 ' '48:25'. ,.: ' 5:. .5.75'.. : '21:5 ' 25 X.- 26 - 27- '. ` 8.00 2 "2.5... .. 1425'.'::._ .. ..... ". 21.3': 26 X -. I.... " ' 27, _ '28 6:00.': - 2. 2.5 .. ... .26.75 .. ' 16.3 ' .27 X is .. . .. .. _ 28 X .E .' •.. `.: ' CANT. COLUMN 29 . ' ': - : 3D- 4:00 : 7.75? 7.5 '23:25 " " 4 . 7.5 " - -23.5 29 X .. S-':' '. CANT. COLUMN: 30 -31 31 - :-. 32 :6.00 2'' 2:5 .37.5 -14:3 31 Y S, CANT: COLUMN: 32 - .'331" '67 "8.5 7.5 16.25 -' "27.25- .' 1 7.5 .7.5-. 12.5:' 32 Y I 33- - 34 5,1 ' 8.5 "" "7.5 50:75 1; 7.5 2 1 '.7:5 '21.5 33 Y I 34 - - 35'- '38 4.00 7.75: ' 7.5 23:5' ' 3: 7.5 ''1 715 - 23.3 ' 34 Y I' FRAME 35. - . 35 Y E " :36' - 37 ' 2.00 1.5 5.75 18.75 :' ' 2 5.75 35.5- 36 Y 'S' ' ' 37" - 38 37 X E 38 - 39 1.00 167' 5.75 14.5 1 5.75 2 5.75 15.5 38 X S 39- - 40 39 X E 40 - " 41 3.00 8 5:25 33.75 2 525 1 5.25 36.0 40' X S 41 - 42 41 X E 42 - 43 11.00 3 10.5 15 1 10.5 15.0 42 Y S 43 - 44 43 Y 'E 44 - 45 11.00 3 10.5 15 1 10.5 15.0 44 X S 45 - 46 45 X E 46 - 47 14.00 2.5 8.5 10.25 1 8.5- 10.3 46 Y S 47 48 47 Y E 48 - 49 14.00 1 2.5 8.5 10.25 2 8.5 10.3 48 X S 49 - 50 49 X E 50 - 51 13.00 4.67 5.58 1 43.75 3 5.58 1 5.58 18.3 50 X S 51 - 52 51 X E 52 - 53 12.00 3 5 16.5 2 5 15.8 52 X S 53 - 54 12.00 3 5 16.5 5.5 53 X 1 54 - 55 54 X E 55 - 56 1 55 1 Y I II LINE INPUT 2 (LEVEL 1) _92_ ■s®m®®®®sem®®® ® ®® mss®®®®®®®®®®®®®® ®ate■®®®®®® ®sem■®® ®®®®®®®®®®® _92_ LINE INPUT 3 (LEVEL 1) - 9 3 - LINE OUTPUT 1 (LEVEL 11 ' - .x a ; ; - s LOADS TO DIAPHRAGMS %DIAPHRAGM CHORD d 1 - F # LINE FORCES '"r r .n" .WIND+: -' t'8El9MIC .FROMI'. LINE' k. LINE iM, WW. .pWd1'.1 Y d aTO t Z' i':xL {' .. q.'S ux •w z .k hr 1kY.: r "f LB 8 — 9 174 107 293 181 8 1259 777 9 — 10 9 1258 777 10 — 11 134 226 432 731 10 1252 2119 11 — 12 244 219 980 880 11 5373 5819 12 13 12 4120 3700 13 — 14 174 125 241 173 13 1085 779 14 — 15 198 136 417 285 14 4052 2845 15 — 16 198 149 - 989 742 15 .4779. 3460 16 — 17 147 103 314 219 16 4113 3020 17 — 18 189 119 261 164 17 2538 1681 18 — 19 189 . 132 1310 914 18 1 4132 2796 19 — 20 19 2810 1961 20 — 21 174 98 341 192 20 1215 685. 21 — 22 21 1215 685 22 — 23 295 218 805 595 22 . 4017 2969 23 — 24 281 124 902 397 23 9123 5841 24 — 25 24.. 6604 3357 25 — 26 198 278 237 333 25 2130 2985 26 — 27 83 62 536 403 26 8843 7401 27 — 28 83 70 102 86 27 1804 1419 28 — 29 28 674 570 29 — 30 281 162 831 479 29 3302 1904 30 — 31 30 3302 1904 31 — 32 83 229 77 213 31 591 1633 32 — 33 295 183 353 219 32 2434 2779 33 — 34 295 297 335 337 33 5012 4337 34 — 35 281 172 2 1 34 6436 5195 35 — 36 35 4519 4123 36 — 37 134 69 1090 565 36 2371 1229 37 — 38 37 2371 1229 38 — 39 174 113 356 231 38 1345 872 39 — 40 39 1345 872 40 — 41 244 193 1173 927 40 4395 3475 41 — 42 41 4395 3475 42 — 43 249 102 465 191 42 1866 764 43 — 44 43 1866 764 44 — 45 249 102 465 191 44 1866 764 — 46 45 1866 764 — 47 203 74 258 94 46 1039 377 — 48 47 1039 377 — 49 203 99 258 126 48 1039 506 -- 50 49 1039 506 E49 51 189 252 180 240 50 1724 2300 — 52 51 1724— 53 147 61 275 113 52 1161— 54 147 43 14 10 53 1566— 55 54 405 56 55 - 94 - LINE OUTPUT 2 (LEVEL 1) SEISMIC LINE FORCE&..; .. EACH DIRECTION . - WALL LENGTH ' ..ALO .LINE .' - `:ELEMENT STORY_.,.. SHEAR RATIO ,X.. . .;` :. Y' :. .... DIAPHRAGM LENGTH EACH SIDE -OF. LINE. "...LEFT. :RIGHT WIND LEFT.. DIAPHRAGM UNIT SHEARS . .SEISMIC . RIGHT:.: ...;LEFT, PVsAA(X).. PV&HA'(Y) ... ' bTOTAL ... rix .: .. rFY" .. ' Ldl :. ". .. Ldr; ...:._ vwI vvff p(vsQMAPIuW vA LB.. - LB' ..... FT _ — - _FT . FT L LFT' - LElFT LBIFT . L81FT .. 777 5.05 0.031 16 81 50 777 4.45 0.035 16 81 50 2119 14 92 156 5819 12.55 0.093 35 35 35 116 60 104 3700 5.04 0.148 36 114 103 779 14 77 55 2845 14 21 77 88 55 60 3460 15.43 0.045 21 21 88 135 60 101 3020 6.96 0.087 21 16 135 76 101 53 1681 17.76 0.019 16 18 76 74 53 47 2796 7.50 0.075 16 16 83 176 52 123 1961 18 164 107 685 6.01 0.023 12 97 55 685 6.01 0.023 12 97 55 2969 34 11887 5841 14.01 0.084 34 21 118 154 87 68 3357 10.17 0.066 21 155 68 298525.06 0.024 48 44 62 7401 24.59 0.061 48 14 44 79 62 59 1419 14 27 79 25 59 21 570 13 53 45 1904 23 141 82 1904 23 141 81 1633 27 22 60 2779 13.98 0.040 16 113 70 4337 9.50 0.092 24 51 78 62 49 63 5195 24 134 135 4123 16.21 0.051 24 138 85 1229 7.21 0.034 19 123 64 1229 8.22 0.030 872 3.05 0.058 15 15 92 60 872 15.01 0.012 3475 14.02 0.050 34 34 130 103 3475 17.01 0.041 764 15 15 124 51 764 8.22 0.019 764 15 15 124 51 764 6.71 0.023 377 10 10 101 37 377 506 10 10 101 49 506 6.52 0.016 2300 23.30 0.020 44 44 39 53 2300 14.15 0.033 478 16 17 70 29 597 13.23 0.009 17 16 70 25 29 7 119 NA - 95 - 0 SW SUMMARY MainHouse-SC(ZAR-KH)(04-1408-122)(12-21-04)V4.01 CONVENTIONAL SHEARWALL SUMMARY SHEARWALL SUMMARY LEVEL _ WALL LINE ,v _ b . . h hlb PLYWD `-- LT. I ALT_ SPECIAL SILL Ell T=C HD P D LTTIMTTMTT .J_ I_ 1_ 'WALLor LbfFt Ft Ft SIDE SIDES WALL A CALC PLATE Lb HOLDOWN HOLDOWN HOEDOWN L1 Lj 1 9 J7 289 .00 8.21 11.58 11.58 0.77 1.41 82 AA AA K _L NO -NO 2x _ZX_ E E I NA 2804 NA D 2XL ff5AjL SSTB20_ NA iTFD?-I?- 2-)q -§-§ JB? j NA -2X.LXJ §ST§?, 25V IT.bo -3 1 .fi 62 AK 2X E 950 HD2A PHWJL2X1 Tq2j B2 §S 821 SST .LI Li. - ------ 4 q4 0 13.67 0.00 2.9 C D B3B3 -i.563- NA NO YES 3X 3X E E 0 8510 HDIDA [2-2XI SST834 _q NA 24 _ 649 5.46 _T21 idd 1.65___6 _ NO __3X . _E 4976 HDLAII)g §SlR 34 _ HD§I?-2) LSI8jj. 211?_?? A.)qAST 2 LI 7 T6 hi- 13.00 1.80 82 AA NA NO 2X E 3670 HDSA 2-2X B20 PHDS 2-2X S T 24 ; ITT 8 J?-.LXL)q SSLBL1 8 40 314 14.01 10.58 HD2A 12-2X4)q SSTB20 , D2 Ig -g §SIB? L 12 LV §§182 _ 0.76 B2 AA__ LNO _. _ 2X __ __ E 1847 LI 9 23 651 .00 _PH- - NA _) NA 13.58 1.94 D 8383 NA NO 3X E 7422 HDBA14X]SSTB34 -45 23 651 __2F8_ 7.01 13.58 _11-25 1.94 - -A-- _A_A -NO 3X I 6L3 L HDBA16X]SSTB34 NA NA Li Fl- __4g - --iii- CTi -iii- --15.0-5- -1-.9-9- -A-- _AA_ __ L NO 2T_ _E 3180 HD5A JL2) -LB20 _q S§ ___ PHD2 [?:. )q §ST L _.E_ -ITT 15 Ig-.LX14N.Sq B; SSTB2 L1 12 . SSTB20- (?:?&I)q B LO, _ PHD2 L2 -2X B?j __. )§§L T , MQB I? -? 4 SSTB K NO 2X E t9l jj.?L 1.18 A AA L _J7 NO 2X E 1474 HD2A L2-? .,I)q LSLB?g _ D? 12,2) q §§Ig?l_ _N -j - 120-8 (NMN §F8 _26 6.00 -2-4.5-9 - 12.00 __1_5 2.00 - jiX- 6_ 2X XISSTB?Q ___Et PHD2I2 L -.LXj§§j§ 4... Opl?- SSTB ML Y -M L TP :00 _iUd 0.61 83 AA NA NO 3X 1 _1950 HDZA Xtj) TL2 .[?-L _q §L !. q2 -_2_Xl §STB24 TT131.12: .4).q SSTB UiT A i a 2X 1 213 _HD2Aj?-M.jX -2A _PHD2 j2-2Xj.SSj§24* - Trij Jj_;LX L qj B, Li51 Iii 7.83__11 .25 1.44 A A NA NO 2X 11 1543 RD -2X,4A SSTB20 PHD21?-2) S-@24 T Tp! -!1.58__ A AA L NO 2X E _W _ PHD2 2 _1 §_ TE4 -I)q 2 &tSST8 NA 0.69 A AA K NO 2X E NA NA NA Lt 20 3 9 A _W_ AA K NO HD2A 2-2X, SSTB20 24 PHD2 -2)X 2T 4 9 INMXJ §PIL21 L1 21 5 __j.59 11.25 _M NA 1.31 W K NO 2X E NA NA NA jl.L5_ .32 AA K NO 2x E NA NA NA .J1 ?3 2 . I.L5. 1-81 A AA K NO 2X E 763 HD2A [?7M -!x_) §§LBLO-.--. INXI §§LB?! LT !? RTM Sgib2( __1.98_ A _AA _W_ NO - _ 2x. - - __ E __._.. 291 L HD2A 12-2X4)q SSTB20 . . - PHD2 [22)q SSTB24 16 X 17 [? -?IX ..... _ )§ TB2 LI 25 33 528 9.50 15.00 1.58 C O__ -NO 3X E 6764 HD8A 14XI SST834 NA. 61 -32 _222 _11-58F ------- M ! §§T@l _f 9L5 _!_ A E-M.I)q §LT 20 ___ -SLB?l EHP? 122X L1 27 _..]L [Z -_2)q _7131 _q I?- X. TB; i _ 1.95- A AA NA NO 2x 1 2096 X4)qjSjB2q_ 15 D(2.2X) LSTpZ tfj_? _ )q )q gj&2 _M._ NA NO _2X 1 2992 _T9_79- HD5AjL-2Xj§ T@L q LI 29 9 282 4.45 11.58 2.60 B2 ------ - AA YES HD5A ._EHD? [?-_2)q LSTq? 10.00 PHD2 11-L)q § T§24 _'6 TT!31 0.62 A AA NA NO 2X LI 31..- 11 482 12.54 10.58 0.84 c AA 3x- 4408 _tD(LA.[QXLSSTG 34 PH05TB24 1TT28B 12.2X.4)q SSTB; 227 8.22 -7.T5-- 13.25 _--iiiF 1.61 -011- A AA NO E -1 2390 X.AX) g !229. SST9 .'_ Q? ( -LXJ LI i 7- 7_'_ AA jA 2 F i0_4 HD2A 12-2X,4XJ SSTB20 _fff _ PHD2 12-? R! 12_?X.IXJ.SST 21 6 ..]SSjg?L piibi [?-.m I NA. -§j-B NO NO 3X L 5915 HDOA 12-ZXI SST834 _ NO _X_ RX I 6T24 HD8A [2 2XI SST 7 PHD812-2)Q SSTB34 NA MainHouse-SC(ZAR-KH)(04-1408-122)(12-21-04)V4.01 MainHouse-SC(ZAR-KH)(04-1408-122)(12-21-04 )V4.01 . . P HPA_STHD @FON __MST(FLR-FLR) HOLDOWN HPA-STHO @FDN — MST(FLR-BM)_ HOLDOWN _FTA @ FLR _ ATR WALL _ -_ - - HOLDOWN NO. HOLDOWN XSTART . YSTART XSTARTI YEND _ W NA NA NA NA 1 137 136 152 136 108 STHD8 (2_2X4X) _ STHDB (2-2X_4X)— NA SR4 2 170 136 178 136 0__ STHD8 (2-2X,4X)_ —STHDB (2_2X - STHDB (2-2X STHD8 (?-?X,4)j NA SR4 3 190 136 _ _ 136_ _ 136 NA SR4 4 151 121 _207 154 _ .121 _0 NA _ NA NA SR4H 5 121 _ 100 _ 102 _ 0 _ ,STH014(2.MA-)q_ STHD14-(2_2X4XJ NA SR4 6 137 110 _125 _ 141 _ 113____ 324 STHD10(_2-2X4Xj-_STHDIO(-22X,4)I NA SR4 7 166 101 173 10130 STHD8(2-2x4X( STHD8 (?-2X,4X(- NA_ SR4 - 8_ 184_ 100 NA NA NA SR5 9 131__ 79 _198 137 _100___ 83 " _135_• 378 NA NA NA SR5 10 132 78 13_7_ 82 -Ti-'* 378__ _STHDi42X 121,4XJ-. _STHD8 j2-2X,4Xj- _STHDB (2-2X, STHDB(?-2X,4XI— NA SR4 - 11 161 _ 77 _ 168 78 0 _ - NA SR4 12__ _ 188 . 8_6 194 _ 89_ _. . 0- STHD8 (2.1X,4)JSTHD8 (2-2X,4Xj- NA _ 13 203 89 209_ __ 91 _STHD8 0_ _ STHD8 (2-2X,4Xj STHD8 j2-2X2X 4 -JX _ -SR4 _ NA SR4 14 _ 116 31 _ 121 _ 34 _ 189 . STHD8 12_2X,4XJ _ STHD82[ 2X4XI- _STH_D8 (2-2X4XJ _ STHD8 (2-2X,4XJ-_ NA _ SR4 _15 _ 127 _ 43 _ _ _ _ _ NA SR4_ 16 165 61 17_6 68 120 STHD8 (2-2),4X) - STHD8 (2:2X_4)I— NA SR4 179 72 185 77 0 STHD8 j2_2X,4X)_- —_ - STHD8_ (2_2X,4Xj —17 NA SR4 18 _ 123 19 128 . '23 _ 189 NA NA NA NA 19 - 134 22_ _ _ 31 _ _ 270 STHDB (2-2X4Xj- - STH (2-1).4X)— _ NA SR4 20 164 42 _148 171 _ 46_ 0 NA NA_ NA NA. - 21 61 201 66 __ 243 NA NA NA NA . '22 _193_ 202 _ 67 209 - 71 --'243- _ STHD8 (2-2X ,IN. _ STHD8 (2-2X,4))_- _ NA 23 _213 _ 74 ___ 78 0___ STHD8j2-2X,4Xj- ___SR4 _ NA SR4 24 137 _217 137 _ 136 0 -_STHD8 _ NA _SR5 _ 15 -NA 1271 _131 92_ _ _121 _ .100-j 108 (2-2Xg - _ STHD8 (?-2)4X) - STHD8 (2:?XQXj - ST HDB j2-2x,4Xj SR4_ _ _ 26 _ NA SR4 27 _137 _ 138 _ 54 _ 55 133 __ 135 ___ 60 CO"- _ 108_ 108__ _STHD8 (2-2),4X) _ _STHD8 (2-2X,4Xj - STHD8 (2.2X,4XI— STHD10 (2_2Xj— NA SR4 28' _ 146 _ 138 _ 43 0 NA SR4_ 29_ _ _ 151 _30 132 _ 151_ _ _ 0 _ STHD_8 j2-2X4Xj - _STHD8 (2-2X;4 NA - SR4 30_ _ 164_ _ 118_ 15_5 _136 131_ ___ 75 HPAHD?2.2P j4Xj- _ STHO10 (2_2XJ _ --_ STHD8 (2-2X4))_ HPAHD22-2P (4Xj_ _STHDB (2-2X,4)J-^ STHD8 (2-2X4)j_ NA--- —SR4 31 _ 173 _ 0t_ _ _ 173 172 _ -- NA SR4 32 173 --_- 67 NA SR4 33 . 185 55 175 - 108 NA - NA -- NA NA _ NA SRS 34 NA -- -SRS --- 37 - 193 - . 166 67 _ 54 _ -189 162 _70 74 59 )- -0 108 MainHouse-SC(ZAR-KH)(04-1408-122)(12-21-04 )V4.01 . . P MainHouse-SC(ZAR-KH)(04-1408-122)(12-21-04 )V4.01 . SPECIAL SHEAR PANEL CALCULATIONS (LEVEL 1) LINE- 12 SHEARMAX Vgov 4120 STANDARD CUSTOM WALL No. TOTAL SHEAR NOMINAL WIDTH ACTUAL HEIGHT ASPECT RATIO ASPECT RATIO UPLIFT WA a STATUS T TOTAL SHEAR 35 L SM24-9 1845 0.00 0.00 36 W SM36-9 3825 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 TOTAL 5670 TOTAL OK LINE= 38 SHEARMAX V ov 1345 STANDARD CUSTOM WALL No. TOTAL SHEAR NOMINAL WIDTH ACTUALASPECT HEIGHT RATIO ASPECT RATIO UPLIFT WA a STATUS T TOTAL SHEAR 4 200 9.08 1.75 5.01 OK 11046 2205 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 TOTAL TOTAL 2205 LINE= SHEARMAX V ov STANDARD CUSTOM WALL No. TOTAL SHEAR NOMINAL WIDTH ACTUALlI HEIGHT ASPECT RATIO ASPECT RATIO UPLIFT WA a STATUS T TOTAL SHEAR 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0:00 0.00 0.00 0.00 TOTAL TOTAL LINE= SHEARMAX Vgov STANDARD CUSTOM WALL No. TOTAL SHEAR NOMINAL WIDTH ACTUALASPECT HEIGHT RATIO ASPECT RATIO UPLIFT WA a STATUS T TOTAL SHEAR 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 TOTAL TOTAL LINE= SHEARMAX Vgov STANDARD CUSTOM WALL No. TOTAL SHEAR NOMINAL WIDTH ACTUAL HEIGHT ASPECT RATIO ASPECT RATIO UPLIFT WA a STATUS T TOTAL SHEAR 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.66- 0.00 0.00 0.00 0.00 TOTAL TOTAL LINE= SHEARMAX Vgov STANDARD CUSTOM WALL No. TOTAL SHEAR NOMINAL WIDTH ACTUAL HEIGHT ASPECT RATIO ASPECT RATIO UPLIFT WA a STATUS T TOTAL SHEAR 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 TOTAL TOTAL SPECIAL SHEARWALLS MainHouse-SC(ZAR-KH)(04-1408-122)(12-21-04)V4.01 98 LINE NO. ;i 24` LEVEL N0. 1''•;:+ SEASONED LUMBER Y or N .. Y STRUCT t OR 2 or OSB Kult 4cF (LEAN) LINE DIRECTION DIRECTION X F WIND 6.60 WIA 0.175 WALL WT K 0.00 ,V11.4 x WALL WT, 0.00 F 1,VII.4 3.36 F )V/1.4 )V/1.4 x WALL WT. 3.36 r 1.00 FGGV W SHEAR WALL DEFLECTION CALCULATION UBC STD. 23.223 STATUS WALL No WALL TYPE H (FT) ' B (FT) POST POST HOLDOjEXTnNl SIZE GRADE Eli w dl Amex ul LBIFT ULT Kult 4cF (LEAN) Fs (LB) Fw (LB) Aw_ (IN) A. AALL w AA, s (IN) .005H .U25H V, V. vmax (LB/FT) (LB/FT (LB/FT Mot s Mot w Mr (LB -FT) (LB -FT (LB -FT ' (T=C)s (T=C)w STATUS STATUS STATUS (LB) (LB) v HD A 5 DD 9 5.5 6X6 I. HDSA E • 0.963 11669 0.72 2408 4738 0.406 0.910 0.540 2.700 438 861 861 21674 42644 3941 7753 OK OK I OK 6 DD 13.58 '.4.75 6X6 6 1 . ' HDSA E `; 2.113 4595 0.28 948 1866 0.406 0.910 0.815 4.074 200 393 393 12877 25335 2711 5334 OK OK OK7777741.,, .. r ,y LINE NO. g. LEVEL NO. Mot s Mol w Mr (T=C)s (T=C)w STATUS STATUS STATUS (LB -FT) (LB -FT (LB -FT (LB) (LB) v HD A SEASONED LUMBER Y or N s!`'Y: STRUCT 1 OR 2 or OSB 21'i=. LINE DIRECTION Y F WIND 1.26 rWIA 0.175 WALL WT K 0.00 )Vll.4 x WALL WT. 0.00 F )V/1.4 0.78 F V/1.4 . WI.4 x WALL WT. 0.78 r 1.00 FGGV W WALL WALL H B POST POST HOLDO EXT/IH w dl Amax ul Kult %F Fs No TYPE (FT) (FT) SIZE GRADE EA LB/FT ULT (LB/IN) (LB) Fw A. (LB) (IN) A, AALL w AA« s v, v, vmax (IN) .005H .025H (LB/FT) (LB/FT (LBIFT Mot s Mol w Mr (T=C)s (T=C)w STATUS STATUS STATUS (LB -FT) (LB -FT (LB -FT (LB) (LB) v HD A 29 C 11.58 4.42 6X6 1 -• HDSA : E. -f. _ 0.850 4005 1.00 777 1258 0.314 0.856 0.695 3.474 176 285 285 9003 14573 ' 2037 3297 OK OK OK sa -YQ.(IN(i. ENGINE, -SERVIC'ES ralye..rl.9r,cQ[ .—___...-.-_-.---......---.---._...---_.__.__.................__.....----._....__..__ Y =^ 7-7-804 Wildcat Dr. Palm Desert, Ca. 92211 P.(760) 360-5770. F.(760) 360-5719 ,urrri,:na.:airs,: er [•[r,c.:[a acru»:rar. _ • il: •. ]tib, •• ENWIMUM ©® ®v© or ooammmmmmmmm ®moo®r v voaa eo om0©m m MMMMRIIIKHM M3MMEM Rim MMSKUSEMOMM CANTILEVER COLUMN DESIGN ., 0© ®moo©rn' .. • rrya® 11610 ii■® 0®®®®0® BEARNG WIDTH BEFORE COLLAM P1111 11 BAll.E PLATE COIMCTION REWIRED Bl" VALUES ARE 0 TYP.SEISMIC CC6 © l LEFT TO RIGHT- .• D RIGHT TO LEFF- I • a [•: a a a:.r ae_ :a,r<>_[ . araaiam: , y_ an SHEAR WALL FOOTINGS LINE WALL No. ---_..'L- AIL- --- No. No. DIMENSIONS BARS S. fc --- Mu net '-- a/7Mu - - -K Mu min - -- M u Bov --. Ae min IF b --- d - Aa - - - ami. --- a Mur ---- - GROSS STABMM STATUS WIND I SEISMIC 9 29 0 DN) 10.00 ' ` 2 ' ` 5 2500; 19B 264 444 1 261.1 1 1 .12 1 14,691 0.01 1 1.38 1 1.41 1 46J I 2 No.S TOP 6 BOTT. I mm 4.25 ESOT 1.66 . WIN 1200. 1. _ 5 - -2500 _ 0 0 444 0 1 12 11.69 0.3I 1.78 0.72 .9.65 _ L .15.00 '.I•' , :5:. '25000 0 444 0 1 '12 14.E 0.31 0.72 No.5 TOP&BOTT. MoIW FT 11.77 IN MIDDLE 113 td NO NO 3 .-. .2500., 0 0 444 0 1 12 14.69 0.31 _1.38_ 1.38 072 ff2371 No.5 TOP& BOTT. Mr MIN (FT -IQ 27.265 - 250D 0 0 144 0 1 12 14.69 0.31 1.38 0.72 No.5 TOP& BOTT. MAX S__444 0 1 12 14.69 0.31 1.38 0.72 No.5 TOP & BOTT. MIN SBP 0.00 000 SHEAR WALL FOOTINGS -- _ ._...- - --- - --- - - --- -- _ ------ -----... -- LINE WALL I No. t'c Mu net 4/3Mu Mu min M u gov As min b d As Mur GROSS STABILITY f WIND SEISMIC N. No. DIMENSIONS BARS SIZE IN•K IN -K IN -K INK 2001E IN IN IN2 a min a IN -K STATUS 16 37 1 D (IN) 24.60 4 ` S -" 2500 ` 2500 _666 -_ _ 0 -878 0 --1762 1762 878 0 2-- _- 24 _ 2 24 20.69 20.69 1.23 0.31 1.95 1.95_ 1.44 - 0.36 1323 - 340_ _ No -.6 TOP 8 BOTS. 1 No.5 TOP 8 BOTT.- Wt (K) --'13.86 - Mot S FT•N _ 55.82_ FS4113rd X_ 2.36 _.-. 2.99 ` 6_31 . 5 2500. 0 0 1762 0 2 24 20.69 _ 0.31 1.95 0.36 340 1-4 1 No.S TOP 8 BOTT. _ Mot W FT -K 43.99 __.5.46• _ NONO _ _ IN MIDD 0 0 1762 0 2 24 20.69 0.31 1.95 0.36 340_ 1 No.5 TOP 8 BOTi. Mr MIN FT -K 131.49_ e_5' ' 2580 ` 0 ___ 0 1762 - 0 2 24 2069 V 1 1.95 0.36 340 1 No.5 TOP 8 BOTT. 1.69 1.46 MAX SB 17616 2 24 20.69 0.31 1.95 0.36 340 1 No.5 TOP 8 BOTT. - 0.00 0.00 5 :: ;.x2500- 0 0 MIN SB SHEAR WALL FOOTINGS MainHouse-SC(ZAR-KH)(04-1408-122)(12-21-04)V4.01 SHEAR WALL FOOTINGS MainHouse-SC(ZAR-KH)(04-1408-122)(12-21-04)V4.01 SHEAR WALL FOOTINGS LINE WALL No. Pc --alN Mg not 13Mu Mu mfn ]K M u gov As nil!! .-Itur GROSS STABILITY Y (IN -K) STATUS . VYqND- SEISMIC No. No. DIMENSIONS BARS_ SIZE IN -K (IN -K) (IN -K) (200117y IN IN JIN2) a rrdn a 18 1 34 1 D(INj W IN - -1 1-24.00 24.00, .892- A a 1762 -T- 0 2-1 2 74 2 1 9069 I 0.36 340 -Ei6TT. I -- 11.64 I FSOT 1.83 2.48 1 No.5 TOP & Mot S Fr -K) 4:1! x L FT -18.00 . . ..... 17_A 2500 2500 0- 0 1762 -0 --f7-62 0 2 24 -T4 - 20.69 -iO-6i- 0.31 1.95 0.36 -E3-6 340 -iiI5 1 No.5 TOP & BOTT. -No.5 Mot W (FT -K) 40.52 -----60.35 IN MIDDLE 1/3 rd 0 -5-- -TOAT --0J1- -1.95- -0.36- 1 idP- i i6T--r. Mr MIN (FT -K) e 5.08 3.86 2500 0 0 1762 2 -340-- --I No.S '5 TOP & BOTT. MAX SBP (KSF)1.98 1.51 2500 0 0 1762 0 2 24 20.69 0.31 1.95 0.36 340 1 No.5 TOP & BOTT. MIN SBP (KSF)0.00 0.00 SHEAR WALL FOOTINGS MainHouse-SC(ZAR-KH)(04-1408-122)(12-21-04)V4.01 SHEAR WALL FOOTINGS Main Hou se -SC (ZAR- KH)(04-14 08-122)(12-21-04)V4. 01 SHEAR WALL FOOTINGS _-.---- L_INE WALL No. - I DIMENSIONS NrC BARS S.-. SIZE Mu not (IN-K) 413Mu (IN-K) As (200IFy b I N(IN) d As (IN2) -Mur GROSS STABILITY STATUS I WIND SEISMIC 23 9 D (IN) .24.00j,* .4.�. 5� 759 789 1010 IU9- 2 1010 9 2 20.69r-T.4T"-Fij23 4 No.5 TOP & B BOTT 1 Wt (K) I (K) (FT- T FSOT ESOT 1.51 3.48 5.27 - 10 WIN .24.00. .4..:'� 2500. _ _24 IL762 2 24 1.L3 1.95 1.44 1323 -4W.-S TOP -&YOf�- At K -14-2 TO- X 25.5L 1. '2500. 0 -- 0 -- 1 �L6�_ E10149d 0 2 24 _?C-69 _L.69 20.69 0.31 I.j5 6 L36 40 1 L..LTO BOTT._ mot w (Fr-K) 100.59 IN MIDDLE 1/3 rd NO NO 5 1 2500 o o 1762 0 0 2 24 2069 0.31 1.95 - 1. 340 _�A 1 No.5 TOP & BOTT. 222.60 e9.27 7.48 2500: 0 a 0O-1, 1762_ --_1.15 0 2 jNojTOP &.BOTT. MAX SBP KSF 4.44 2.93 ''S:°,:.:2500 69 0.31 1 1.95 --- lNo._Em - MIN SBP (ISI) 0.00 0.00 SHEAR WALL FOOTINGS Main Hou se -SC (ZAR- KH)(04-14 08-122)(12-21-04)V4. 01 SHEAR WALL FOOTINGS UNE No. WALL No. _ I DIMENSIONS BARS SUE _M"a Sov _A_a_mIn /F __b __d_ _ 2 amin __ GROSS STABILRY STATUS WIND SEISMIC 24- 5 D N 24.00 4 5 2500' 1 607 1 808 _ _ 1782 11 2 1 29 20.69 t.23 1.85 1.49 1323 4 No.S TOP 8 OOTT. N1 28 fi0 W I 24.00' . 4 5. 2500 ' 398 _ML–_1762 530 2 24 _20.69 1_23 1.85 1.44 1323 4Na.5 i0P680TT. Mo1S _We 86.91 15.31 16.72500 0 0 1762 0 2 2d 20-® 0.31 1.95 0.36 340 1No.S TOP b BOTT. Matta 52.Gi VES YES :2500. 0 0 1762 0 2 24 20,E 031 195 036 340 MIMIN 526.35 25000 1762 _0 2 24 20.69 0.31 1.95 0.38 340 —1No.ST0PbBOTI. 1 No.S TOP 8 BOTT. 25000 0 1762 0 2 24 2069 0.31 185 038 340 1NoSTOP6 BOTT. 0.08 _5 0.14 SHEAR WALL FOOTINGS LINE WALL I - No. fc Mu nat 413Mu Mu min Mugov As min k GROSS STABILITY STATUS I WIND SEISMIC No.I No. S DIMENSIONS BAR SIZE IIN-K) (IN -K) (IN -K) (IN -K) (200/Fy) IN IN IN2) a mini a IN -K) 33 25 1 Dy N) -14.0011 ;2500-.-I-- 943 7 F -1286-1--M2 j — --T- 1259 -1 R, 20. 9 1.23 -- 1.95 Wt (K) 1--lism FSOT im 2.15 ..... . 2400 ::.5.: 2500, 0 _ --- — — ---! - 24 0. -- 1 MOISEN 1 85.17 x ..22.5L 114 2500 g 0 1762 0 2 — 24 20.69 0. I.B O.j-6--34-0'- -j o.5TOP &TOTT. I Mot W LFT -K) 78.22 IN MIDDLE 1/3 rd NO NO -4"1I 5 2500 0 0 6 --- 24 — —69, 0.31 1.95 036 340 1 No.5 TOP & BOTT. Mr MIN FT -K 168.24 e - 6.ji*"-5.94 ..... . 5.p 2500 0 0 1762 0 2 24 20.69 0.31 1.95 -j 0.36 340 1 No.5 TOP & BOTT. rni -- ---- 25001 MIN SBP (KSF) iiW-- 70.'jj- 4 7 0.36 340 1 Fo-5- MOP& BOTT. 0.00 0.00 SHEAR WALL FOOTINGS ..... _ .. LINE WALL!.IM No. I No. _.__..._._. --.. .. ENSIONS BAPS SOF 1'c ___-._...__. Mu net OgMu -_-- Mu min -_-_ M ov - Aa min IF -b- d ._..__..___-___ Ae amin a .Nur _.__ -K __._.-.-_-.No. GROSS STABBlTY STATUS I I WIND I SEISMIC 38 1 1 0 111,11 1 18.00 `I 4 1 "25D0-' 1 0 1 0 _ 560 1 0 1 1 1_ IS 11.75 0.20 1.39 0.8 103. I No.4 TOP 8 R- N1 3,66 -T I1.77 11.77 _._ W I 15.00 1 5- -2500 0 0- 0 1 IS _ 14.E 0.31 239 No.S TOPBBOTT. Mo1S FI- _ P.02 A _ 5.95__-_ 5 . 2500 0- 0 __555_ 555 0 1 IS_ _14.69 0.31 239 -I 1 No.1 TOP 6 BOTT. Md W FT- _ 2.02 -IN MIOOLE 1 Id __-5.95- YES _--_ YESS ' 2500 0 0555 0 I 15 14.690.31 10 239 1 No.S TOP B BOTf. Mr MIN R. 23.77 a 0.55 0.555 '2500' -2500 0 0 555 0 1 IS 14.W 0.31 239_ _ 1 No.5 TOP 8 BOTT. --- MAX SBP 0.28 028 ^. 1..: - 5-' 0 0 555 0 1 15 14.69 0.31 1.38 O.SB 239 INo.5TOP 8 BOTT. MIN SBP _ 0.17- --0.17- fSPNCDAI IWDI IT p_ f% I rn IT GENERALINPUT LEVEL DIAPHRAGM - DEAD LOADS V WND STORY (V)11A.a%A STORY WEIGHT MIND DATA HEIGHT (a) (b) EXT.VPJ.L fSPNCDAI IWDI IT p_ f% I rn IT GENERALINPUT LEVEL DIAPHRAGM - DEAD LOADS WND STORY (V)11A.a%A STORY WEIGHT MIND DATA HEIGHT (a) (b) EXT.VPJ.L INT.VALL PRESSURE AMPLIFICATION LB WINDSPEED 70 FT PSF PSF PSF PSF PSF A% J(XX WINDEXPOSURE C 1- 1.00 0 0 0 0 0 0 0. SEISMIC DATA 0 0 0 0 0 0 - 0 SIMPLIFIED BASE SHEAR N 0 0 0 0 0 0 0 SOURCE TYPE A 1 16 27 15 17 10 17.29 100% I 0.175 22245 SOIL TYPE D -DEFAULT TYPE D BASE SHEAR COEFFICIENT ' ' LINE LABELS FOR AUTO NUMBERING - ZONE- 4 2001 CJLC. R- 4.5 (30-4)' V-(CWRT)W - 0.960 SHALL BE THIS EXCEPT LEVEL 1 LEVEL 2 Ise 1 (30-5) V-(2.SCal/R)W 0.244 NEED NOT EXCEED START START NO. LEVELS 1 30-6) Ve(./1Cel)W 0.048 ' BUT NOT LESS THAN NO NO DISTANCE KM 13 (30.7) V=(.BZWI/R)W 0.049 BUT NOT LESS THAN IN ZONE 4 1 1 - ' hn 16.00 (30.11) V-(3Ca/R)W 0.291 SIMPLIFIED STATIC (IF USED) LEVEL 3 LEVEL 4 Ct' - 0.02 - 70 70 MPH EXPOSURE C C START START T=Ct(hn) _ 0.16 ..'METHOD 2. - NO NO . Z. 0.40 H Ce Cq cis I P Ne= 1.00 0.15 1.06 1.30 12.59 1.00 17.35 N 1.08 20.00 1.13 - 1.30 12.59' 1.00 18.50 Ca- 0.44 25.00 1.19 1.30 12.59 1.00 19.48 • C"- 0.69 30.00 1.23 1.30 12.59 1.00 20.14 - - - V (BASE SHEAR w/o RHO) 0.244 40.00 1.31 1.40 12.59 1.00' 23.10 ' (V)I1.4 0.175 60.00 1.43 1.40',' .12.59 1.00 25.21 - Go 1630.8.2 2.80 80.00 1.534 1.40' 12.59 1.00 26.97 0 1630.8.2 1.00 LRFD LDF 1630.8.2 1.70 ASD LDF CFI. 23 DIV.III 1.33. .. .... - . ... , ASD ST INCREASE 1.33 • - LRFD/ASDFACTOR 1.40 - - P(RHO) CALCULATION FOOTPRINT AREA Ab 615.00 LEVEL 1 LEVEL 0 LEVEL ' ' 0 LEVEL 0 - - X - Y X Y X Y X Y ' r MAX SHEAR WALLS(CALC) 0.62 0.44 0.00 0.00 0.00 0.00 r MAX SHEAR WALLS 0 0 0 0 0 0 0 0- rMAXFRAMES 0 0 0 0 0 0 0 0 r MAX BRACED FRAMES 0 0 0 0 0' 0 0 0 r MAX CANT. COLS. 0 0 0 0 0 0 0 0 r MAX INPUT0.618. 0.441 0.000 (1 0.000 0.000 0.000 p CALC 0.695 0.172 0.000 0.000 0.000 0.000 0.000 0.000 P USED 1.000 1.000 1.000 1 1.000 1 1.000 1.000 1.000 1.000 FOUNDATION SYSTEM - (1) - Input Line Data GarageSC(ZAR-KH)(04-1408-122)(12-21-04)V4.01 110 LINE INPUT 1 (LEVEL 1) LINE INPUT 2 (LEVEL 1) 112- LINE INPUT 3 (LEVEL 1) -113 - LINE OUTPUT 1 (LEVEL I x mtao mm■ o■ mam s ■ m a mamt■ ■ mm -114- Company, Young Engineering Services4 January 4, 2005 Designer EAF 2:26 PM Job Number : 04-1408-122 OMRF (ELASTIC ANALYSIS) -ALONG LINE 14 Checked By:— Envelope Reactions r Joint Label X Force Y Force Moment _ (k) Lc (k) Lc (k -ft) Lc C .+ I N1 i max! 5 716_ 129 ; 6.259 29 1 43.38 , 30 min .: 5 5; 30 : ' ;4.7..29 .:30—(— 44 371 s=2-9 N4 z<ry m 1 max 1 5.454 131 1 6.259 128 i 43.954 128 -4.729 -42 963 ."341.2 . Reaction Totals : max 11.152 129 1:654 mm ': 11;:1':52 y y28 Ti406 1128 '3,1::r • i TBeN[ . Company Young Engineering Services January 4, 2005 Designer EAF 2:26 PM Job Number : 04-1408-122 OMRF (ELASTIC" ANALYSIS) -ALONG LINE 14 Checked By:, Envelope Reactions Joint Label X Force Y Force Moment ' (kL Lc (k) 'Lc(k-ft) Lc 4 R A a a ' N1 i max 2.717 i 42 I 3 384 42 ! ).222 ! 41 I N4 Imax 1 2.45 142 1 3.384 i 39 1 20.99 1 41. I ..: .• Tim . 2:728 ' '41>;' .:1''648 _Tr -42j::- :19 551:X42: Reaction Totals : max 5.166 142 1 2.315 38 5.268 4.1-i 1;:4887:,,,-,--,'F41.-,' n RISA -2D Version 5.5 [S:\1400\(ZAR)0-1\Calcs\FRAM 4 „ Page 14 1.R2D) 3 Company Young Engineering Services January 4, 2005 Designer EAF 2:24 PM Job Number : 04-1408-122 OMRF (ELASTIC ANALYSIS) -ALONG LINE 14 Checked By: Envelope Member Section Forces Member Label Section Axial Lc Shear Lc Moment Lc (k) (k) (k)_ I Mi ! 1 !maxi 4.484 ° 49 I 3.494 52 i 27.698 52 I i min -1 -2.748 52 I -3.74 . 49 . -28.823 49 1 2 max! 4.484 49 i 3.494 52 ; 15.651 52 1 i min 1 -2.748 52 ' -3.74 49 -15.929 49 1 3 1 max I 4.484 ; 49 ! 3.494 ; 52 I 3.686 : 48 1 min ! -2.748 ! 52:1 -3.74 1 49 ! -3.11- 7 i 53 ! 4 imax 1 4.484 ; 491 3.494 ; 52 I 9.858 49 i min 1 -2.748 52 1 -3.74 : 49 ; -8.442 1 52 5 I max I 4.484 ! 49 1 3.494 1 52 1 22.752 1 49 ! ! mid -2.748 521 -3.74 ! 49 ! -20.488 52 `.I.maxl , .3:.71 :.; ,48 ..,:,4.484 _:= 1 49.x-...22.752: `-49 =3.465: 53. : -2 748 -' ' 52 ;.:20;488 E 52 2 s, max 3:71 .; : 48 ::3.988 :' 49 x;10.025. 53. -3:465:: =53 :-:,:..'3,.12 .. 52 :1.1:7.5•: 1 48: ;3;: ; rnaz 3i7>1 48. 3:492 ) 49 =: 1:238: ►..53 , min; 3:465 53 -3 492 : 4g ; '--.4,26''.: :59a 4`> ax' 3:7;1,=9 883:-,'5Z11 X rnio:_" >34'65 53 =3 988<, "I 48 11 6'0'8: 149:- 5_r :rnax 3.T1 48 .:2:748 Lmina1, =3':465 '` 53' : =4 484 >`f 48 I -20:346 1 53" M3 j 1 1 max i 4.484 1 481 3.71 148 1 28.555 !48 1 13 1 I min . -2.748 1 53 1 -3.465 ! 53 1 -27.43 1 53 2 1maxi 4.484 1 48 1 3.71 148 i 15.764 i 48 1 min 1 -2.748 1 53 1 -3.465 f 53 1-15.486 1 53 1 max 1 4.484 1 48 1 3.71 48 1 3.054 1 52 min 1 -2.748 1 53 1 -3.465 i 53 1 -3.623 ! 49 4 1 max I 4.484 148 1 3.71 148 8.402 53 I min 1 -2.748 , 53 , -3.465 i 53 -9.819 ! 48 5 1 max I 4.484 1 48 1 3.71 148 1 20.346 53 . min 1 -2.748 1 53 1 -3.465 1 53 1 -22.61 48 !10.OT pr_5,<N RISA -2D Version 5.5 [S:\1400\(ZAR)0-1\Calcs\FRAM 3 5 1.R2D] Page 13 REFERENCE MOMENT : FRAME ALONG LATERAL', L I -NE: .: ; S . HE 3 1 FF Mti ij —. S CT,e-J • O, T .Loo CO,dpy' . [NC -LK f)W t .21'7 L flo5 bl - qC, tTl SSE L, -o%'.'.0 x . is tAn FTI, IF No i,CAO- Ben—, DATE JOB NAME.: 5HEET YOUNG ENGINEERING 5ERVIGE5 _ 71-5O4 WILDCAT M. SUITE G BY: JOB NO.:, 1 3 6 _ PALM DESERT, GA. 9? II PH 760-360-5770 PAX 760-360-5719 -CiA i „OB NAME.: Br: 'OB No.: 1 3 7 - ........... ............ ','GULAG ENGINEERING SERVIGcS -7-006 WILDCAT 7R. SUIT-- r - ?ALM DE5ERT. CA. -=i ?4 '60-360-5T70 ?AX X60 -560-511q . Company Young Engineering Services January 4, 2005 Designer EAF 2:40 PM Job Number : 04-1408-122 OMRF (ELASTIC ANALYSIS) -ALONG LINE 34 Checked By: Global 'Steel Code i AS_D: A_ISC 9th AISI 99 Allowable.Stress. Inceease.Factor (ASIF) 1 `333 -j Ilnclude Shear DeformationNo ,.— _ ;No: of Sections for -Member Calcs- 75 - - 1 s No folerahce ,`0:50% Materials (General Material Label Young's Modulus Shear Modulus Poisson's (ksi ksi Ratio(per Thermal Coef. 10^5 F) 65 Weight Density (k/ft"3) j 49 Yield Stress (ksi) I 50 J STL 1 29000 11154 ! 3 j i N3 ! 8.79., .., 12.29 I 2 29 I 0 Sections Section Database Material Area Label Shape Label in A2 )COU I W1 6X31 I STL 9.12 I SA SA (0,180) (90,270) 1.2 ! 1.2 1 1(90,270) (in A4) 12.4 1 1(0,180) T/C in^4 Only 375 1 1 Joint Coordinates Joint Label X Coordinate Y Coordinate Joint Temperature /ff1 /H N1 ! 0 I -3.5 0 „k •'Al2 Y p di-. - p. ' 1 4 ! 'Ff > "p 5.:, r .. T. xa..:..0 . Y j i N3 ! 8.79., .., 12.29 I 2 29 I 0 Boundary Conditions Joint Label X Translation Y Translation Rotation Member Data Shape / Material Phys End Releases End Offsets Inactive Member Label I Joint J Joint Rotate Section Set Memb I -End J -End I -End J -End Code Length de rees Set TOM AVM AVM in in f M1 ! N1 I N2 ; COL1 STL j Y I11 1 15.79 N4 I N3 1. I COL1 1 STL 1 Y 1 ! __ ! I I 1 115.79 Steel Design / NDS Parameters Member Section Length Lb out Lb in L_comp Cb Sway Label Set le out le in le—bend K out K in CH Cm B out in R 0. . 79 BEAM. 8.79 M3 i COU i 15.79 1. I 1. ; ; ; 1 i 0. I Wood Material Parameters Wood Set NDS Species Therm Weight Label Database Fb Ft Fv Fc E Poisson's Coef. Density No Data to Print ... ) (ksi) (ksi) (ksi) _ (ksi) (ksi) Cm Cr E mod Ratio (10^5 F) (k/ft^3) RISA -2D Version 5.5 [S:\1400\(ZAR)0-1\Calcs\FRQ 1A3 8 ).R2DJ Page 1 Company Young Engineering Services January 4, 2005 Designer EAF 2:40 PM Job Number: 04-1408-122 - OMRF (ELASTIC ANALYSIS) -ALONG LINE 34 Checked By: Redesign Criteria Section Set Max Depth Min Depth Max Width Min Width Max Code Check Min Code Check (in) (in (in (in) No Data to Print ... Plate/Shell Elements Plate Label A Joint B Joint C Joint D Joint Material Set Thickness Stress Location Inactive? (in) 'R' S. No Data to Print ... Basic Load Case Data BLC No. Basic Load Case Category Category Gravity Load Type Totals Description rnfip rlasrrinfinn X V D..i..# n;.,...4 n:-. 1 D I DL i Dead Load Roof.Live.;Load R 1, 3 i L I LL I Live Load Earth uake`Load f 5 W i WL W Iind Load .Snow Load r -f Joint Loads/Enforced Displacements. Category : EL BLC 4: E(1.4 Joint Label [L]oad,[M]ass,or, Direction Magnitude Misplacement lacement k k-ftin rad k's^2/ft N2 L I X I 5.195 Joint Loads/Enforced Displacements, Category : WL BLC 5: W Joint Label [L]oad,[M]ass,or, Direction Magnitude Member Direct Distributed Loads. Category : DL. BLC 1: D Member Label Direction Start Magnitude End Magnitude Start Location. End Location (k/ftF) _ (k/ft, F) (ft or %) (ft or %) Member Direct Distributed Loads. Category : RLL BLC 2 : Lr Member Label Direction Start Magnitude End Magnitude Start Location End Location Moving Loads Tag Pattern Label Increment Both 1st Joint 2nd Joint 3rd Joint 4th Joint 5th Joint ft Ways? 6th Joint 7th Joint 8th Joint 9th Joint 10th Joint No Data to Print ... Dynamics Input 1 - D( BASIC) lAcceleration !converge Work Vectors , No RISA -2D Version 5.5 [S:\1400\(ZAR)0-1\Calcs\FRAM3 9 9.R2D] Page 2 c6mp'any Young Engineering Services Designer EAF Job Number 04-1408-122 OMRF (ELASTIC ANALYSIS) -ALONG LINE 34 January 4; 2005 2:40 PM Checked By: Load Combinations Num Description P LMKIQ Env WS PID SRSS CID BCC Factor BLC Factor 'BLC Factor BLC Factor 7 _3— P: NE-BASIC)l 11 -1 D+L+S (12-12) y 2. 1; -T. —V3 13 i D+L-W (12-13) 1 y 3 i L (FLOOR LIVE BASIC) 1 3 1 1 1 5 1 3 -1 :D++L+E/V4.-!,L(-l243 U z T[AX 1 15 1 D+L-E/1.4 (12-13) y y 1 W i 3 1 1 4 1 4 -']E/14-(BASIC ELASTIC: 4 D*L+,W -S/2' f,1!2;1 ,+4) ..I :,V,.r:1,-- .V-, . l IE (USED FOR CHECKING..: I j 1.1 4 1.4 1 19.1 D+L+S-W/2 (12-15) i y 1, T? 1'. 7 1W (WIND FOR CHECKING-! i I I I 1 5 28 ID+.7L+2.8E (CBC 221 3- 7 j 4 3.92 RISA -2D Version 5.5 [S:\1400\(ZAR)0-1\Calcs\FRAMEA-- 2.R2D] 1 4 0 - Page 3. 9 (ENVELOPE THE FOLLOW..; 7 _3— P: p 11 -1 D+L+S (12-12) y I i 3 i 11 i 6 13 i D+L-W (12-13) 1 y i y 1 3 1 1 1 5 1 :D++L+E/V4.-!,L(-l243 U z T[AX 1 15 1 D+L-E/1.4 (12-13) y y 1 W i 3 1 1 4 1 D*L+,W -S/2' f,1!2;1 ,+4) ..I :,V,.r:1,-- .V-, . l . .-.i.;,. , .-, 11-- *."ItlA ,.'..-'I J., 'e,"z ' 1 -j- 3' 17 1 D+L-W+S/2 (12-14) y j y 1. 3 j 1 i 5 5 19.1 D+L+S-W/2 (12-15) i y yi I 1 1 13 .5 -.5 i 6 j -6 1 21 r D+L+S-E/1.4 (12-16) y I y j 11 1 1 '3 i 1 i 4 6 4 (12-16-lm.EQST. . ij 'l . j: .j V it -"n J4 L23 i.9D-E/1.4 (12-16-1 EQ STA... Y. i Y i i 1 1 9 4 1 -1 1 24-1.667D+W (CBC.1621:1 Wl.'.. 1:* -1, V -:j 5 25 :.667D -W (CBC 1621.1 WIN.. .667 5 26.1, .i7 28 ID+.7L+2.8E (CBC 221 3- 7 j 4 3.92 RISA -2D Version 5.5 [S:\1400\(ZAR)0-1\Calcs\FRAMEA-- 2.R2D] 1 4 0 - Page 3. Company Young Engineering Services - -Designer EAF Job Number 04-1408-122 OMRF (ELASTIC ANALYSIS) -ALONG LINE 34 January 4, 2005 2:40 PM Checked By: Load Combinations (continuec)' r. SL nd 35 IUBC 12-5 (b) GRADE BEAM! I I I Num Description__ Env WS PD SRSS CD 29 ID+.7L-2.8E (C BC 2213.5.1 ... i' BLC Factor BLC Factor BLC- 3 .7 4 Factor BLC Factor -3.92 . -C.-.7 SL - 1 .2 1 SLN .7 1 36 JUBC .1 2�.& (a)GRADE BEAM 85D+2.8E CBC 2213 5.1 77; :85'-! 37 IUBC 12-6 (b) GRADE BEAMI 1 jq 31 !.85D -2.8E (CBC 2213.5.1 C..i .85 4 -3.92 -.7. 10:'DL .7 39 ACI 9-2 (a) GRADE BEAM 1 I I I i 1 F33 IENVELOPE THE FOLLOW.;' Z! F34.:jUBC.12-5-(a) GRADE BEAM 1; 4: r. SL nd 35 IUBC 12-5 (b) GRADE BEAM! I I I I 1 DL 1.2 i EL -1.4 LL i .5 LLS 1 SL - 1 .2 1 SLN .7 1 36 JUBC .1 2�.& (a)GRADE BEAM 37 IUBC 12-6 (b) GRADE BEAMI 1 DL .9 EL 1 -1.4 -.7. 10:'DL .7 39 ACI 9-2 (a) GRADE BEAM 1 I I I i 1 -DL: 1.05 LL 1 275 WL 1.275 40'-�jf':ACI.i,9-2�.(b): GRADE.. BEAM •-275,,l 41 -i ACI 9-3 GRADE BEAM I i I I 11 DL .9- 1- WL 1.3 lr,r42`j,IIA N, U` +'�T. i, L1 275. 43 1- ACI 9-2 (b) GRADE BEAM 1 j 1 DL 11.05 WL -1.275 i T L l�'..46'-::IENVELOPE.'.-rTHE-FOLLOW "I.,',:;X'. 47 1OR FOR DESIGNING FRA... 1...�,4 .2D+�51+.+2S+.4RE,.CBC :�,."-.I.,.,!�-.-,._fl:�.,.-,.;,- 412 52 1 49 11.2D+.5L+.2S-.4RE ( CBC ...j 1 1 1.,2 3 i .5 6 1 .2 1 4. 1 -2.52 1. .'50' 11•.2D+L+.2S+.4RE (CBC � _1L _-T 2 I 51 !1.2D+L+.2S-.4RE CBC 221..; i 1 2 . .. 3 1 6 I .2 4 -2.52 52- 1.9 D+.4RE-(CBC'2214.9,'-1--,4� J.,d 2:52 k lo. 1 53 :.9D-.4RE (CBC 2214 7.2a .9- 4 -2.52 1 54' 1 UBC_12-1� 2L� 1 1:- Lc 1 -DLI - J. 1.4 I LJL I.z LL 1.0 L LZI _I.t) : KLL b 56-.1 UBC 12-2 (b) 1 DL. 1.2- i,. LL. 1- 1:6- LLS' 1.6- 1 SL -.5 SLN I .5 i- 57 UBC .1 2:2jc 1 DL 1.2 • LL 1.6 LLS 1.6 RISA -2D Version 5.5 [S: \1 400\(ZAR) 071 \Ca Ics\F RAM EA -2. R2 D] Page 4 1 4 1 I Company Young Engineering Services' Designer EAF - Job Number 04-1408-122 OMRF (ELASTIC ANALYSIS) -ALONG LINE 34 January 4, 2006 2:40 PM Checked By: Load Combinations (continued) 1 63,: UBC 12-3 ffl j i I f L-1- Num Description Env WS PD SRSS CD BLC Factor 7- 71F1:2T- BLC Factor BLC Factor BLC Factor L- .RLL -1.:,.1.6 *75 65 1 UBC 12-3 (h) 59 i UBC 12-3 (b) 1 DL 1.2 RLL 1.6 •-WL .8 -IRLU 67 1 UBC 12-4 b i I I 1 DL 1.2 1 WL 1 -1.3 1 LL .5 LLS .60 BC JZ.3 j 1!411. 1.2 RLL--' 1,,T.6 ,-k "WL,". -.8t. DL 1.2 .1 WL 1 -1.3 1 LL I .5 f LLS • 61 1 UBC 12-3 (d) 1 _DL 1.2 i SL 1.6 i SLN 1.6 I LL .5 LLS 1 RLL 1 73 I UBC 12-4 (h) I I I 1-1 o4 FT I', : Ill 1 DL .9, 1 EL ..•;_ 1.4- 1,, 85 UBC 12-6 (b) 1 DL.9 E[- 86 1, -UBC 12-6 c I 1, .1 DL .9 WL, 1 1.3 1 RISA -2D Version 5.5 [S:\1400\(ZAR)0-1\Calcs\FRAM4FA-?.R2D] Page 5 12 A I- SU- Y4tj' 1.6 . SLN 0:6 i i - L 8 8 1 63,: UBC 12-3 ffl j i I f L-1- DL 1.2 f SL 1.6 -1 'SLN 1 1.6_I WL 8 64'-; 'U BC'12-3. .RLL -1.:,.1.6 *75 65 1 UBC 12-3 (h) 1 DL 1 1.2 i SL i 1.6, 1 SLN 1.6 -IRLU 67 1 UBC 12-4 b i I I 1 DL 1.2 1 WL 1 -1.3 1 LL .5 LLS RLL .5 f.N::`UBC--. !- : ... .. . w :42.4 - . DL .3L L .;LLS7 69 UBC 12-4 d I 1 11 DL 1.2 .1 WL 1 -1.3 1 LL I .5 f LLS SL 15 1 SLN 15 1 U BC; - "DL' -2 LLS*`; , 71 1 UBC 12-4 i I I 11 4a DL 1:2 1 WL 1 -1.3 LL 1 .5I LLS 72i RLL 1 73 I UBC 12-4 (h) I I I 1-1 DL 1.2 WL 1 -1.3 1 RLL I .5 17 .2,, 'DL- 1: 3 1 75 1 UBC 12-4 (j) If I 1 1 DL 1.2 i WL 1 -1.3 1 SL .5 SLN i ::1.4 .LL 1 77 i. UBC 12-5 (b) 1 SL 1`5 -.2 --k?j:',:SLN T DL 1 1.2 1 EL -1.4 1 LL .5 LLS 1 SL 1 -.2 SLN .7 1 -DL,; T, 7VIV 1--.2-:-l' ;.EL' 1 -T 1 79 1 UBC 12-5(d) I I I I 1 1 DL i 1.2 1, EL 1 -1.4 LL i .5 LLS i 1 1:t80,T,----UBC 12-5 t -.2 SLN 81 i UBC 12-5 1M.7 DL 1.2 EL -1.4 SL Z SLN .7 82:T::'4 UBC 12-:51. _q) DL, L. -1.2. EL : 83 1 UBC 12-5 (h) 1 -DL 1.2 EL -1.4 o4 FT I', : Ill 1 DL .9, 1 EL ..•;_ 1.4- 1,, 85 UBC 12-6 (b) 1 DL.9 E[- 86 1, -UBC 12-6 c I 1, .1 DL .9 WL, 1 1.3 1 RISA -2D Version 5.5 [S:\1400\(ZAR)0-1\Calcs\FRAM4FA-?.R2D] Page 5 12 A Company Young Engineering Services January 4, 2005 Designer EAF 2:40 PM Job Number : 04-1408-122 OMRF (ELASTIC ANALYSIS) -ALONG LINE 34 Checked By: Load Combinations (continued) Num Description Env WS PD SRSS CD BLC Factor BLC Factor BLC Factor BLC Factor ' 87 __ UBC 12-6 (d) ! I i 1 DL .9 WL -1.3 i I Envelope Joint Displacements Joint Label X Translate Y Translate Rotate (in) Lc (in) Lc (radiansl I r. N1 i max i 0.000 1 24 1 0.000 ' 24 ' 0 1 13 1 .- --^-- ' T min X0:000 ;..1,3 :, : 13' 0.000 i N2 i max i .217 1 12 1 .003 i 24 14.985e-4 1 25 C n in -.21:7. _ <:2 --004 '113'11; =5.486e=4 1:2,1 j N3 max ! 216 124 I 003 ; 25 1 5.432e-4 1 13 1 IIIh: .21 1:3' =00^4 F1 -12 =4:932e=4'< 24" I N4 I max 1 min:l4-0'000 0.000 1 12 i ;25" 0.000 1 25 1 0 _L25 :0:000 ..: `12 Envelope Reactions Joint Label X Force Y Force Moment /41 I n /L\ I n /L N\ I .. N1 1 max , 3.2 - 8 13 1 5.962 1 13 1 27J85 124 27.755 ' 24 1 `24 -4:724 =24. ;28'23 :..:13= N4 i max 1 3.174 25 i 5.962 1 12 28.087 i 12 :724" ..;"25 .. -27.612.:" 25 Reaction Totals : max 6.436 13 1 2.189 1 10 24*` Envelope Drift Report Story X Direction Number Joint Label Drift Lc % of Ht. in No Stories Defined... Envelope Alternate Shapes Section Member Suggested Alternate Shapes Set Label Replacement 1st Choice 2nd Choice 3rd Choice Material Takeoff Material Shape Length Weight Envelope Member Section Forces Member Label Section Axial Lc Shear Lc Moment Lc 1 1 :max! 5.962 1 13 1 3.189 24 1 27.755 ' 24 1 ! min ' -4.724 124 1 -3.28 1 13 ; -28.23 131 2 1 max ; min 5.962 -4.724 13 ; 24 ' 3.189 -3.28 24 ; 13 15.165 24 1 -15.283 13 3 : max ; 5.962 i 13 ; 3.189 24 ; 2.624 12 1 + min -4.724 24 ' -3.28 13 + -2.384 25 4 max, 5.962 13 ; 3.189 24 10.61 13 1 min -4.724 : 24 -3.28 13 -10.013 24 ' 5 max, 5.962 13 : 3.189 24 : 23.557 13 I min ' -4.724 24 -3.28 13 ' -22.603 24 1 max ! 3.265 1 1211 5.962 .1 13 1 23.557 13 RISA -2D Version 5.5 [S:\1400\(ZAR)0-1\Calcs\FRAM E 3 2.R2D] Page 6 Company Young Engineering Services January 4, 2005 Designer EAF 2:40 PM Job Number : 04-1408-122 OMRF (ELASTIC ANALYSIS) -ALONG LINE 34 Checked By: Envelope Member Section Forces, (continued) Member Label Section Axial Lc Shear Lc Moment Lc A (k) _ _jk) (k) minT,, 3.174 25 ! -4;724 24 F -22.603 ' 2>'47 Z ! max -1 3.255 1 12.1 5.591 ' :'.13 j 11.081 25 min 1 -3.174 1 25 I -4.:972 11'24 1 -12.167 12 3 _ .j max 1 3.265> 1 121 5.219 :1 13 1 • -.661'.: 25 I' ! min .i -3.174 .;25.1 -5::2.19 -j 121 =1:561 10. 4:. i max ,; 3.265 112 4.972 . 1 25 1 1.0.989 124 min I -3::174 -25 -5:591 ::I 12 -12:075 13 5_ max . :3:265:. 1'21, A324 1:25t "23.465, 1 1 !min . -3:174 25.'. -5:962 J.'12. -22:511` 1.25 M3 I 1 , max , 5.962 : 12 ; 3.2_65 12 i 28.087 12 1 min 1 -4.724 ! 25 i -3.174 25T-27.61-2-2 57 1 2 i max I 5.9_62 12 ! 3.265! 12 I 15.199 12 ' i min 1 -4.724 i 25 -3.174 125 i -15.081 ; 251 1 3 i m_ax j 5.962 i 12 i 3.265 1 12 2.359 24 I min 1 -4.724 1 25 j -3.174 , 25 1 -2.598 ! 13 1 4 1maxj 5.962 1 12 i 3.265 1 121 9.98 25 I I min -4.724 , 25 1 -3.174 1 25 ! -10.577 12 5 1 max 1 5.962 j 121 3.265 1 12 1 22.511 ; 25 j i min 1 -4.724 1 25 , -3.174 1 25 -23.465 i -1-2-1, Envelope Member Stresses Member Label Section Axial Shear Bending top Bending bot (ksi) Lc (ksi) Lc (ksi) Lc (ksi) I r M1 1 1 1 max .654 i 131 .876 1 24 1 7.173 1 131 7.052 ! 24 I 2 I min 1 1 maxi -.518 .654 1241 ; 13.1 -.901 .876 1 131 -7.052 24 j 24 1 3.883 1 13 i -7.173 113 3.853 24 3 I min 1 1 max j -.518 .654 ! 24 i 131 -.901 .876 , 1131 -3.853 j 24 I -3.883 ' 13 ' 24 1 .606 ;.25 1 .667 : 12 min 1 -.518 124 1 -.901 1 131 -.667 121 -.606 25 1 4 j max 1 .654 ; 13 1_876 i 24 j 2.544 24 1 2.696 i 13 min 1 -.518 i 24 -.901 ! 131 -2.696 ; 13 1 -2.544 , 24 I 5 , max I 654 j 131 .876 !241 5.743 ; 24 j 5.985 131 min 1-.518 124 1 -.901 1. 13 1 -5.985 ! 131 -5.743 ' 24 .358.:_.5.743. 1.24;, :5.985 1`3 mini _:348 :r25=' `:1'.298 24'1: =:5:985 13 -5'7.43' :24 2' I -,max.,; ::358` ' -1:2 '' : "536 113' ::3:091 12::1::2:81:5' ° 25 mint' `.=.348 , '25`1 --A.366 24:1' 2:8.1:5 '25; =3:091 1'2> 10. _.:-.16&_ :25. -.348:1:434 1:12' f ::168 1:25° ' -.39.7.Gil4° _ .358:12'T. 1.366 :,25' <3:068 113 ..2..792 24> i 24') =3.068 13 .358: 121.'1.298 '25 ,5:72. 1 25 1 5.962: =:348" , 25 =1.638 1 12`, -5.962 112 1 =5:72 ` 25' M3 1 ;max! .654 : 12 i .897 ; 12; 7.016 ; 25 7.136 ! 12 j 1 2 min 1 , m_ax i -.518 _654 ' 25 •. 12 I -.872 .897 25 i -7.136 12 1 3.832 12 : 25 i -7.016 125 I 3.862 . 121 I ! 3 I i 4 min ! max : min max ! -.518 .654 -.518 .654 . 25 1 12 i 25 i , 12: -.872 .8_97 -.872 .897 25 -3.862 ' 12 -3.832 25 ; 12; .66 13!_..599 .24 ' 25 : -.599-2-47 -.66 : 13 1 12: 2.6_87_ 12: 2.536 251 1 min 1 -.518 '25 I -.872 25 -2.536 25 -2.687 12 i maxi .0 4 ILi .oy( I ' .an Iz_5./L L51 min ' -.518 25 - -.872 25 -5.72 25 -5.962 12' RISA -2D Version 5.5 [S:\1400\(ZAR)0-1\Calcs\FRAM 4 4 9 R2D] Page 7 Company Young Engineering Services January 4, 2005 Designer EAF 2:40 PM Job Number 04-1408-122 OMRF (ELASTIC ANALYSIS) -ALONG LINE 34 Checked By: Envelope Member Deflections Member Label Section x -Translate Lc y -Translate Lc (n) Uy Ratio Lc (in) in) Mi 1 1 1 max 1 0 10 0 10 NC 13 1 .034 I i min 1 0 1 2 1 max 1 0 ! min ! -.001 1 3 max 1 .002 min 1 -.002 4 1 max .003 1 min -.003 5 1 max .003 min 1 -.004 101 24 13 24 13 24 I 131 24 1 13 :1 0 .03 -.029 .097 -.096 .17 -.169 .217 -.217 10 NC 13 6399.85 13 24 6496.73 124 13 1952.266 13 24 1976.208 24 13 :1112.681 1 13 -,24 - 1121.358 2�411, 25 872.14 25 12 872.068 1 1 "MZV ']rriax�1:, 2 6 112,11j: .001�.:�,;: 1241 NC 1 0 min;;V 217 25. ':004.�:`. 1`13 NC :r. I -".0027 25 -'NC.. V.W - '25j: 004-A.2-lj:'- T -'.-NC"it 7: J"; '."Irnax, 5, NC 21 -.'001;�. -2 !:mini, j", -*::F --;217j 0,,.0Mz'- 9 thax� 2161`v '24". N:.,!:: '24 NC mina 6 .3.=:004 : B': .':NC� hrniri '2 -Z044-*t� .. 1� <f -;: NC M3 1 1 imax l 0 1 10 0 i 10 i NC 1. 1 1 min 1 0 ! 10 1 0 10 NC 1 2' max 1 0 1 25 i .029 i 25 i 6530.909 1 25 i min ! -.001 1 12 1 -.029 1 12 16433.0161 12 3 i max 1 .002 1 25 1 .0.95 1 25.. 1986.854 25 ! min 1 -.002 1 121 -.097 112 1 1962.655 i 12 4. i max 1 .003 ; 25 1 .168 25 11127.618 i 25 1 min 1 -.063--7 12 .1 -.169 12 1118.844: 12 F5 ImaxI .003 25 1 .216 13 1877.238 1 1 3 I min 1 -.004 12 1 -.216 /2- 4" . 1 24 877311 Envelope Member RISC ASD 9th Code Checks Member Label Code Chk Loc Shear Chk Loc ASD Eqn. Message (ft) Lc (ft) Lc Mi 1 .571 1 0 13 1 .034 1 0 1 13 1 H1-2 -1 M...:196;:'::-'-I,'-,-.,1,�,',"-.-.8 2 6 M3 I .569 1 0 1 12 1 .034 1 0 1 12 1 H1-2 I Envelope Member RISC ASD 9th Code Details Member Label Lc Fa Ft Fb Cb Cm ksi) (ksi) ksi Mi 13 1 7.538 i 39.99 1 12.924 1 F-- .6 12 :22.446 1'.'! - 9. E9i- 7 1 --3,-f 891 18.5 M3 112 i 7.538 1 39.99 1 12.924 1 I .6 Envelope Member ASD AISI 99 Code Checks Label Code I Chk Loc Shear Chk Loc ASID Eqn. Message No Data to Print... (ft) Lc (ft) Lc' Envelope Member ASD AISI 99 Code Details Label Pn Tn Mn Cb Cm Lc (k) (k) (k -ft) RISA -2D Version 5.5 [S: \1 400\(ZAR)O- 1 \Calcs\F RAM E4A-2. R2 D) Page 8 15 - Company Young Engineering Services January 4, 2005 Designer EAF 2:40 PM Job Number:. 04-1408-122 OMRF (ELASTIC ANALYSIS) -ALONG LINE 34 Checked By-.- y:Envelope EnvelopePlate/Shell Principal Stresses Plate Label Sigmal Sigma2 Tau Max - - Angle Von Mises (ksi) Lc (ksi) Lc (ksi) Lc radians Lc ksi Lc I No Data to Print... 'Envelope Plate/Shell Forces j Plate Label Fx Lc Fy Lc Fxy Lc (k/ft) (k/ft) (k/ft) No Data to Print... Envelope Plate Corner Forces Plate Joint X Force Y Force ' k Lc k Lc No Data to Print... RSA/Frequencies No Response Spectra/Frequency Results Available... Mode Shapes Joint Label X Translation Y Translation Rotation No Mode Shape Results Available... + RISA -2D Version 5.5 [S:\1400\(ZAR)0-•1\Calcs\FRAM E 6 2.R2D] Page 9 f. Company. Young Engineering Services January 4, 2005 Designer EAF 2:44 PM .Job Number : 04-1408-122 OMRF (ELASTIC ANALYSIS) -ALONG LINE 34 Checked By: Envelope Reactions - Joint Label X Force Y Force ' Moment k Lc k Lc(k-ft) Lc I N1 I max 1 10.26 129 I 17.257 1 29 1 88.179 30 l.nlrni , ` _ 1.0 X1;6., .. x30,_ ..15:883 30 88 707, :; 29 I N4 I max I 10.113 131 1 17.257 i 28 1 88.255 1281 1.ir'n k, 1.0.21`3` X28 15:883..:;31 Reaction Totals I max 1 20.364 1 31 1 1.486 29 ki min . ,--20;.364 '28± +x1.:263 30,' C o . N.eJ STRCrN6?°1 Company : Young Engineering Services January 4, 2005 Designer EAF 248 PM Job Number : 04-1408-122 OMRF (ELASTIC ANALYSIS) -ALONG LINE 34 Checked By: Envelope Reactions Joint Label X Force Y Force Moment k . Lc (k) Lc (k -ft) N1 I max 4.169 ; 42 1 7.434 1 42 1 36.071 141 ..., mm?; ,; =4.'.,1`.44 _ 41; N4 i max 1 4.036 142 1 7.454 i 41 1 .36 .4 1 41 4,1—(--5`875 ..::42 . x':35 148: 42;:° Reaction' Totals : max 8.206 142 2.08 1 38 337 '41 RAoG Company Young Engineering Services January 4, 2005 Designer EAF 2:49 PM Job Number : 04-1408-122 OMRF (ELASTIC ANALYSIS) -ALONG LINE 34 Checked By: Envelope Member Section Forces Member Label Section Axial Lc Shear Lc Moment Lc (k) (k)_ (k) 1 M1 1 1 ;!max( --11.508 I - min 1 -9.948 i 49 1 521 6.512 -6.6f6---74§--i-57.185 ; 52 56_586 52 2 I max I 11.508 1 49.! 6.512 52 i 30.88 52 1 mini' -9.948 152 i -6.626 49 ! -31.029-:4 9 13 1 max! 11.508 i 49 1 6.512 "..52 i 5.2_17 48 min 1 -9.948 52 1 -6.626-';, 49 1 -4.916 53 1 4 i max 1 11.508 49 1 6.512 152 1 21.284 ; 49 1 1 min -9.948 152 I -6.626 !'--49 1 -20.532 52 5 I max I 11.508 ; 49 6.512 1 52 1 47.44! 49 I I min -9.948 1 52 . -6.626 149 =46.238 i 52 1;:.. ,max; :: r,6°596.,::. 48 11.508 °':I 49 '- . 47 44r_. 49,= s, `:.mm =6;482 ` :. !.53 =9 948.1 52...; =46':238 152 . 2= max; :=6:596, t s48. 1:1 062;.,1 49':22;837- . 53-: °•'"7.=24:205..1 48? r -ma xa : x,6:596 ; -4'8-1'0 61.6:. 49 x= 86 53' rr°. rnm=', `-6:482 ., , 53r =:10 61.6 48 r - 2 11:1 ,' , 59:x. ;TO' 82'"' S3; ,;_, 22.65- Is52 't062 ,::1 48' 1=24.0:1:8`....495 5 "„ max; >...6596'm 4:8 k 948 t«I 53 , .;.42.253; 148 r =11.508.1 (48 1, 6' 0511 X53'. M3 1 1 I max I 11.508 1 48 1 6.596 148 56.894 ' 48 1 min -9.948 , 53 1 -6.482 1 53 1-56.295 1 53 2 1maxj 11.508 ' 48 1 6.596 148 1 30.85748 . min , -9.948 1 53 -6.482 1 53 1 -30.709 1 53 3. 1 max 1 11.508 148 1 6.596 148 1 4.864 1 52 min 1 -9.948 1 53 . -6.482 1 53 1 -5.165 149 4 1 max 1 11.508 1 48 1 6.596 ; 48 1 20.464 1 53 1 min 1 -9.948 -T-53--F--6.482 1 53 1 -21.216 1 48 I 5 I max I 11.508 148-1 6.596 148 1 46.051 1 53 1 min , -9.948 1 53 1 -6.482 ; 53 1 -47.253 1 48 1 ze...T Pc -"4,j RISA -2D Version 5.5 [S:\1400\(ZAR)0-1\Calcs\FRAM EA-2.R2D] Page 12 149- - 150 - Title: ZAR RESIDENCE Job # 04-1408-122 Dsgnr: NP Date: 4:10PM, 5 JAN 05 Description Scope i Rev: 580000 user: KW-0601715, Ver 5.8.0, 1-Dec-2003 Combined Footing Design Page 1 p@; _(c11983.2003 ENERCALC Engineering Software ten..- cam ZAR ECW Calculations t Description Grade Beam (Lateral Line 14) General Information Code Ref: ACI 318-02,1997 UBC, 2003 IBC, 2003 NFPA 5000 Allow Soil Bearing 1,500.0 psf fc 3,000.0 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 1.50 ft #1 : Square Dimension 0.00 in Dist. Betwn Cols 12.25 ft ..:Height 0.00 in Distance Right 1.50 ft #2 : Square Dimension 0.00 in Footing Length 15.25 ft ...Height 0.00 in Width 2.00 ft Thickness 24.00 in Loads Note: Load factoring supports 2003 IBC and 2003 NFPA 5000 by virtue of their references to ACI 318702 for concrete design. Factoring of entered loads to ultimate loads within this program is according to ACI 318-02 C.2 Vertical Loads... (a) Left Column (a) Right Column Dead Load k k Live Load k k Short Term Load 3.384 k -3.384 k Applied Moments... Dead Load k-ft k-ft Live Load k-ft k-ft ShortTerm Load 20.990 k-ft 20.990 k-ft Summary Footing Design OK Length = 15.25ft, Width = 2.00ft, Thickness = 24.00in, Dist. Left = 1.50ft, Btwn. = 12.25ft, Dist. Right=.1.50ft Maximum Soil Pressure 296.79 psf .r T v. S ( I) T t g Allowable 1,995.00 psf Steel Req'd @ Left 0.518 int/ft Max Shear Stress 2.83 psi Steel Req'd @ Center 0.518 in2/ft Allowable 186.23 psi Steel Req'd @ Right 0.518 in2/ft Min. Overturning Stability 2.422:1 Soil Pressures Soil Pressure @ Left Actual Allowable ACI Factored Eccentricity Dead + Live 290.0 1,500.0 psf Eq. C-1 406.0 psf 0.000 ft Dead+Live+Short Term 283.2 1,995.0 psf Eq. C-2 396.5 psf 0.059 ft Soil Pressure @ Right End Eq. C-3 254.9 psf Dead + Live 290.0 1,500.0 psf Eq. C-1 406.0 psf 0.000 ft Dead+Live+Short Term 296.8 1,995.0 psf Eq. C-2 415.5 psf 0.059 ft Stability Ratio 2,4 .1 Eq. C-3 267.1 psf - 150 - Title: ZAR RESIDENCE Dsgnr: NP Description Scope: UsVUVV er: KW -0601715, Ver 5.8.0, 1 -Dec -2003 Combined Footing Design k1983.2003 ENERCALC Engineering Software Description Grade Beam (Lateral Line 14) Job # 04-1408-122 Date: 4:10PM, 5 JAN 05 Page 2 _Moment & Shear Summary rsetween coiumns ' ( values for moment are given per unit width of footing) Moments... ACI C-1 ACI C-2 ACI C-3 Mu @ Col #1 0.00 k-ft/ft -0.01 k-ft/ft -0.01 k-ft/ft Mu Btwn Cols 0.00 k-ft/ft 14.68 k-ft/ft 14.69 k-ft/ft Mu @ Col #2 0.00 k-ft/ft 0.01 k-ft/ft 0.01 k-fUft One Way Shears... 38.83 psi 0.518 in2/ft @ Bottom 0.02 psi 0.518 in2/ft @ Bottom Vn : Allow' 0.85 93.113 psi 93.113 psi 93.113 psi Vu @ Col #1 0.000 psi 0.000 psi 0.000 psi Vu Btwn Cols 0.000 psi 0.000 psi 0.000 psi Vu @ Col #2 0.000 psi 0.000 psi , 0.000 psi Two Way Shears... Vn : Allow' 0.85 186.226 psi 186.226 psi 186.226 psi Vu @ Col #1 0.000 psi 2.832 psi 2.827 psi Vu @ Col #2 0.000 psi 2.831 psi 2.827 psi Reinforcing ( values given per unit width of footing) &t %V Len Cage or U01 s i rsetween coiumns I (a) Right Edge of Col #2 Ru/Phi As Req'd Ru/Phi • As Req'd Ru/Phi As Req'd ACI C-1 0.00 psi -0.518 int/ft @ Top 0.00 psi -0.518 in2/ft @ Top 0.00 psi -0.518 in2/ft @ Top ACI C-2 0.03 psi -0.518 in2/ft @ Top 38.82 psi 0.518 in2/ft @ Bottom 0.03 psi 0.518 in2/ft @ Bottom ACI C-3 0.02 psi' -0.518 in2/ft @ Top 38.83 psi 0.518 in2/ft @ Bottom 0.02 psi 0.518 in2/ft @ Bottom I ACI Factors (per ACI, applied internally to entered loads) ACI C-1 & C-2 DL 1.400 ACI C-2.Group Factor ACI C-1 & C-2 LL 1.700 ACI C-3 Dead Load Factor ACI C-1 & C-2 ST 1.700 ACI C-3 Short Term Factor ....seismic = ST * : 1.100 - 1 5 1 - 0.750 Additional Seismic "1.4" Factc 1.400 0.900 Additional Seismic "0.9" Facto 0.900 1.300 Title: ZAR RESIDENCE Job # 04-1408-122 Dsgnr: NP Date: 4:10PM, 5 JAN 05 Description : Scope : User: KW -0601715, Ver 5.8.0. 1 -Dec -2003 Combined Footing Design Page 1 1c11983.2003 ENERCALC Engineering Software ZAR.ECW:Calculatlon Description Grade Beam (Lateral Line 34) General Information Footing Design OK Code Ref: ACI 318-02, 1997 UBC, 2003 IBC, 2003 NFPA 5000 Allow Soil Bearing 1,500.0 psf fc 3,000.0 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 Footing Design OK Distance Left 2.50 ft #1 : Square Dimension 0.00 in Dist. Betwn Cols 8.79 ft ...Height 0.00 in Distance Right 2.50 ft 405.39 psf #2: Square Dimension 0.00 in Footing Length 13.79 ft ...Height 0.00 in Width 2.00 ft 6.40 psi Steel Req'd @ Center 0.518 in2/ft As 3 t Thickness 24.00 in Allowable Loads 1,995.0 psf Note. Load factoring supports 2003 IBC and 2003 NFPA 5000 by virtue of their references to ACI 318-02 for concrete design. Factoring of entered loads to ultimate loads within this program is according to ACI 318-02 C.2 :1 Vertical Loads... (ED Left Column (aD Right Column Dead Load k k Live Load k k Short Term Load 7.450 k -7.450 k . Applied Moments... Dead Load Live Load Short Term Load Ot k -ft 36.400 k -ft k -ft k -ft 36.400 k -ft ' Footing Design OK Allowable Length = 13.79ft, Width = 2.00ft, Thickness = 24.00in, Dist. Left = 2.50ft, Btwn. = 8.79ft, Dist. Right = 2.50ft 1,500.0 psf Maximum Soil Pressure 405.39 psf 1,995.0 psf Allowable 1,995.00 psf Steel Req'd @ Left 0.518 int/ft Max Shear Stress 6.40 psi Steel Req'd @ Center 0.518 in2/ft As 3 t 2'11 • ^- Allowable 186.23 psi Steel Req'd @ Right 0.518 in2/ft 1,995.0 psf Min. Overturning Stability 1.523:1 :1 Soil.Pressures Soil Pressure @ Left Actual Allowable Dead + Live 290.0 1,500.0 psf Dead+Live+Short Term 174.6 1,995.0 psf Soil Pressure a@ Right End 157.1 psf Dead + Live 290.0 1,500.0 psf Dead+Live+Short Term 405.4 1,995.0 psf Stability Ratio 1.5 :1 - 152 - C ACI Factored Eccentricity Eq. C-1 406.0 psf 0.000 ft Eq. C-2 244.5 psf 0.915 ft Eq. C-3 157.1 psf Eq. C-1 406.0 psf 0.000 ft Eq. C-2 567.5 psf 0.915 ft Eq. C-3 364.9 psf C Title: ZAR RESIDENCE Job # 04-1408-122 Dsgnr. NP Date: 4.10PM, 5 JAN 05 Description Scope: Rev: 580000 user: KW -0601715, Ver 5.8.0, 1 -Dec -2003 I01983-2003 ENERCALC Combined Footing Design Pa9e 2 Engineering Software ZAR.ECW:Calculatlons Description Grade Beam (Lateral Line 34) Moment & Shear Summary ( values for moment are given per unit width of footing) Moments... ACI C-1 ACI C-2 ACI C-3' Mu @ Col #1 0.00 k-ft/ft -0.44 k-ft/ft -0.29 k-ft/ft Mu Btwn Cols 0.00 k-ft/ft r 25.04 k-ft/ft 25.19 k-ft/ft Mu @ Col #2 0.00 k-ft/ft - 0.44 k-ft/ft 0.29 k-ft/ft One Way Shears... Vn : Allow * 0.85 93.113 psi 93.113 psi 93.113 psi Vu @ Col #1 0.000 psi 0.490 psi 0.315 psi Vu Btwn Cols 0.000 psi 0.000 psi 0.000 psi, Vu @ Col #2 0.000 psi 0.490 psi 0.315 psi ' Two Way Shears... Vn : Allow * 0.85 186.226 psi 186.226 psi 186.226 psi Vu @ Col #1 0.000 psi 6.383 psi ' 6.320 psi Vu @ Col #2 0.000 psi 6.400 psi 6.330 psi Reinforcing ( values given per unit width of footing) Q Left Edge of Col #1 Between Columns 01 Right Edge of Col #2 Ru/Phi . As Req'd Ru/Phi. As Req'd . Ru/Phi ' As Req'd ACI C-1 0.00 psi -0.518. in2/ft @ Top 0.00 psi. -0.518 int/ft @ Top 0.00 psi -0.518 in2/ft @ Top ACI C-2 :..1.17 psi 70.518 in2/ft @ Top 66.19 psi 0.518 in2/ft @ Bottom 1.17 psi 0.518 int/ft @ Bottom ACI C-3 0.75 psi -0.518 in2/ft,@ Top 66.61 psi 0.518 in2/ft @ Bottom 0.75psi 0.518 in2/ft @ Bottom ACI Factors (per ACI, applied internally to entered loads) ACI C-1 & C-2 DL 1.400 ACI C-2 Group Factor 0.750 Additional Seismic ".1.4" Factc 1.400 ACI C-1 & C-2 LL ,1.700 ACI C-3 Dead Load Factor _ 0.900 Additional Seismic "0.9" Facto 0.900 ACI C-1 & C-2 ST 1.700 ACI C-3 ShortTerm Factor 1.300. ....seismic = ST * : 1.100 ' 153 Rev: 580008 User: KW -0601715, Ver 5.8.0, 1 -Dec -2003 (c)1983-2003 ENERCALC Engineering Software Description TS5x5x1/4 (C3) Title: ZAR RESIDENCE Job # 04-1408-122 Dsgnr: NP Date: 10:46AM, 24 MAR 05 Description : Scope : Steel Column Page 1 General Information Code Ref: AISC 9th ASD, 1997 UBC, 2003 IBC, 2003 NFPA 5000 Steel Section TS5X5X1/4 Fy 36.00 ksi X -X Sidesway : Restrained 21.60 ksi 21.60 ksi Duration Factor 1.250 Y -Y Sidesway : Restrained Column Height 15.000 ft Elastic Modulus 29,000.00 ksi 13.75 ksi 13.75 ksi End Fixity Fix -Free X -X Unbraced 15.000 ft Kxx 1.000 Live & Short Term Loads Combined Y -Y Unbraced 15.000 ft Kyy 1.000 Loads - 27.00 ksi Fb:xx : Allow [Fl -7] & [F1 -B] 21.60 ksi 21.60 ksi Axial Load... 27.00 ksi fb : xx Actual 0.00 ksi 0.00 ksi Dead Load 1.58 k 0.00 ksi Ecc. for X -X Axis Moments 0.000 in F'ey: DL+LL+ST Live Load 1.76 k Cm:y DL+LL+ST Ecc. for Y -Y Axis Moments 0.000 in 1.00 Short Term Load k 0.000 in at 0.000 ft Max Y -Y Axis Deflection 0.000 in at ....... -I Column Design OK Section: TS5X5X1/4, Height = 15.00ft, Axial Loads: DL = 1.58, LL = 1.76, ST = 0.00k, Ecc. = 0.000in Unbraced Lengths: X -X = 15.00ft, Y -Y = 15.00ft Combined Stress Ratios Dead Live DL + LL DL + ST + (LL if Chosen) AISC Formula H1 - 1 AISC Formula H1 - 2 AISC Formula H1 - 3 0.0250 0.0279 0.0529 0.0423 XX Axis: Fa caic'd per Eq. E2-1, K*L/r < Cc YY Axis : Fa caic'd per Ea E2-1 K* /r < Cc 21.60 ksi 21.60 ksi 21.60 ksi Stresses Fb:yy : Allow [F1-7] & [Fl -81 21.60 ksi 21.60 ksi Allowable & Actual Stresses Dead Live DL + LL DL + Short Fa: Allowable 13.75 ksi 13.75 ksi 13.75 ksi 17.18 ksi fa : Actual 0.34 ksi 0.38 ksi 0.73 ksi 0.73 ksi Fb:xx : Allow [Fl -6] 21.60 ksi 21.60 ksi 21.60 ksi 27.00 ksi Fb:xx : Allow [Fl -7] & [F1 -B] 21.60 ksi 21.60 ksi 21.60 ksi 27.00 ksi fb : xx Actual 0.00 ksi 0.00 ksi 0.00 ksi 0.00 ksi Fb:yy : Allow [F1-6] 21.60 ksi 21.60 ksi 21.60 ksi 27.00 ksi Fb:yy : Allow [F1-7] & [Fl -81 21.60 ksi 21.60 ksi 21.60 ksi 27.00 ksi fb : yy Actual 0.00 ksi 0.00 ksi 0.00 ksi 0.00 ksi Analysis Values F'ex : DL+LL 16,970 psi Cm:x DL+LL 0.60 Cb:x DL+LL 1.00 F'ey : DL+LL 16,970 psi Cm:y DL+LL 0.60 Cb:y DL+LL 1.00 F'ex: DL+LL+ST 21,212 psi Cm:x DL+LL+ST 0.60 Cb:x DL+LL+ST 1.00 F'ey: DL+LL+ST 21,212 psi Cm:y DL+LL+ST 0.60 Cb:y DL+LL+ST 1.00 Max X -X Axis Deflection 0.000 in at 0.000 ft Max Y -Y Axis Deflection 0.000 in at 0.000 ft - 154 - Title: ZAR RESIDENCE Job # 04-1408-122 Dsgnr. NP Date: 10:46AM, 24 MAR 05 Description .. ' Scope Rev: 580008 User: KW -0601715, Ver 5.8.0, 1 -Dec -2003 - Steel Column - Page LZ AR.ECW:Ca1cO1atiojsP cj1983-2003 ENERCALC Engineering Software Description TS5x5x1/4 (C3) Section Properties TS5X5X1/4 ' Depth 5.000 in Weight 15.59 #/ft Values for LRFD Design.... Thickness 0.250 in Ixx 16.900 in4 J 27.400 in4 Width 5.000 in lyy , 16.900 in4 0.00 Sxx 6.780 in3 Zx 8.070 in3 Area 4.59 in2 Syy 6.780 in3 Zy 8.070 in3 Rt 2.500 in Rxx 1.920 in 0.000 Ryy 1.920 in Section Type = TS -Square r, r , 1 5.5 Title: ZAR RESIDENCE Job # 04-1408-122 Dsgnr: NP Date: 10:48AM, 24 MAR 05 Description Scope Rev: 580000 User: KW -0601715. Ver5.8.0, 1 -Dec -2003 Steel Column Base Plate (c)1983.2003 ENERCALC Engineedu Software ZAR.ECW:Calculations Description BASE PLATE FOR (M) General Information 23.2 psi Code Ref : AISC 9th Ed ASD, 1997 UBC, 2003 IBC, 2003 NFPA 5000 Loads = 0.3 * f'c * Sgrt(A2/A1) * LDF - Steel Section TS5x5x1/4 - Axial Load 3.34 k Section Length 5.000 in X -X Axis Moment 0.00 k -ft Section Width 5.000 inFlange Actual Tension 0.000 k Thickness 0.250 in Plate Dimensions Web Thickness 0.000 in Plate Length 12.000 in Allowable Stresses Plate Width 12.000 in Concrete f'c 3,000.0 psi Plate Thickness 0.120 in Base Plate Fy 36.00 ksi Load Duration Factor 1.330 Support Pier Size Pier Length 36.000 in Anchor Boit Data Pier Width 36.000 in Dist. from Plate Edge 1.500 in Bolt Count per Side 2 Tension Capacity 7.500 k Bolt Area 0 442 in2 Concrete Bearing Stress Bearing Stress OK Actual Bearing Stress 23.2 psi . Allow per AC1318-95, A3.1 = 0.3 * f'c * Sgrt(A2/A1) * LDF - 2,394.0 psi Allow per AISC J9 2,793.0 psi Plate Bending Stress Thickness OK Actual fb 1,979.3 psi Max Allow Plate Fb 35,910.0 psi Tension Bolt Force Bolt Tension OK Actual Tension 0.000 k Allowable 7.500 k Baseplate OK Full Bearing : No Bolt Tension DATE' JOB NAME, SHEET lOUNG ENGINEERING SERVIGE5 77-804 NILOGAT OR. SUITE G 5Y' IOB NO.; 1.57 PALM DESERT, GA. q=ll PH 760-360-5T70 FAX 760-360-971q 11 , 40 14- SWO.RKI-s A Company You' Can Trussf 0>0 -0GOT 90 75=110 ST. °CHARLES PLAC,,,, -SUITE 11A 0 m cc): JOB No.: Q r. z1 92:: go g sskl, PALM DESERT, CA 92260 000 PHONE: 760-341-2232 -FAk 76 34 29 i • NAME,: Ves 7 erg MANUFACTURING YARD: PROJECT: .55755 TYLER STREET, THERMAL; CA. 92274, FAX: 760-399-9786, i TR]LJS--, WO-R,KS A ComTany You ca jFTr Jus's!1 t= t/:+:f +.Jj GRy.•,ra yl. '7 c?l tri N v++1► i h, r +w iri, y M` i.• 3 . -1 ,ys . +*vw. je--v./ r i 75-110 ST. CHARLES PLACE e SUITE 11A JOB No: PALM DESERT, CA 92260 ;, ,, PHONE: 760-341-2232 FAX 760.-341-2293 "w to az. _ NtL1ViE C '74 ,;Z .. MANUFACTURING YARD: PROJECT. 4 t 55755 TYLER STREET, THERMAL, CA. 92274 FAX; 760-399-9786 ,.,, cm -g° °°R°s It C O91 8 g L -iris iC) o N m;V S CL T 1 i NA410 a– NIA ....... E I e. s L13 Qaality Systems Management. Inc. National lesting, Inc. Accredited Quality Assurance / Control agency US Atte-583 Metal Plate Connected Wood Trrtss /'iron Listed Fabricator's Audit Report Number: A 1 3 8 Origination Date: 07-2003 Revision No. C AF k13 Audit Date/Arrive/Depart: 9',3, Q:" Fabricator's Name:`! C,(Y�� tiff Location: '? 7A Does the Fabricator have a current Agreement with the Agency for Audit? ................................. Yes No Is the Quality System Manual, "QSM" up to date perAC-10 & AC -98? .................:...................... Yes i No Has -the QSAA been reviewed within a twelve month period?....................................................... Yes _rr- No Are materials used in Production per National Standards & Er:gineers Specifications? .............. Yes t/ No Is an acceptable In -House Quality Control System according to Nationa; Standards in place?.. Yes . No Are In -House Quality Control Inspections being conducted per National Standards? .................. Yes _ k-- No Is Final Inspect on of the Trusses completed prior to Labeling & Shipment?? ...............:............... Yes v— No Is there a Systern in place to deal with Non -Conforming Materials? ............................. I.............. Yes �- No Are written Q.C. Inspection Rdports and Agency Audits kept for at least two years?.., ....:......I... Yes l--- No Have any Corrective Action Requests, "CAR", been issued during this Audit" ............................ Yes No. Product Claeck CATEGORY CONFORMINi NON -CONFORM. REMARKS Any Test Performed at Wilnessed i r Per AC -98 Is There Product Tractability_ Per AC -98 Lumber Grade - Per AC -98 Any Shut Downs or Disruptions In Production y– Per AC -98 Joint Accuracy is within 118" Per AC -98 - —�— Plate Placement. ANSHTPI2002' Plate Size (�- _ Icc Es P /6,0 2 y _ i Plate to ri'ood Tolerance is within ii32" ��e —� Label Legibility -Labels on Site - Stamps Labels CATEGORY YES No REMARKS changes in Supervisory Personnel, Production. Process Per AC -e8 Any Test Performed at Wilnessed i r Per AC -98 Is There Product Tractability_ Per AC -98 Any "CAR" Reports From Last Audit �^ - Per AC -98 Any Shut Downs or Disruptions In Production y– Per AC -98 _ Any Samples 7 ken^ Per AC -98 Any Test f Measuring Equipment That Requires Calibration Per AC -98 Does the Final Product meet UFC / IBC and National Standards? --- Required Signatures — 1 C-� — Fabricator Q.C. Supervisor Auditor for National Inspection Association P.O. Box 3426 E-Alarl: VfAigillelte Ga vcn.corn (307) 685-6331 QXe Gillette, Wyoming 82717-342b Cellular Phone: (307) 689-5977 (307) 685-6331 Fax Page One of nvo . F • . Job Name: JON & JAN ZAR Truss ID: Al Qty: 1 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 1695 5.50" 2.43" BC 2x4 SPF 1650F -1.5E THIS DESIGN IS THE COMPOSITE RESULT OF Support 1 -282 lb 2 14- 9- 4 1695 5.SO" 2.43" WEB 2x4 HF *STUD MULTIPLE LOAD CASES. Support 2 -282 lb BRG 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 on the truss material at each bearing Loaded for 10 PSF non -concurrent BCLL. THEY ARE BASED ON 1.5" HANGER NAILS FOR CBC -01 Code. MAX DEFLECTION (span) • Permanent bracing is reywired (by others) to 1 -PLY AND 3"HANGER NAILS FOR MULTI -PLY Bldg Enclosed = Yes, Importance Factor - 1.00 L/999 IN MEM 7-8 OLIVE) prevent rotation/toppling. See SCSI 1-03 GIRDERS. IF 2.5" GUN NAILS ARE USED, THE Truss Location = End Zone L= -0.04" D= -0.09' T= -0.13" and ANSI/TPI 1. HANGERS MUST BE RE-EVALUATED (BY OTHERS). Hurricane/Ocean'Line = No Exp Category = C AL CRITICnEKBER FORCES: Bldg Length - 40.00 ft, 8 dg Width 20.00 ft . rc COMP. OUR. / 7Exs. WR. csl Mean roof. height = 13.83 ft, mph = 80 1-2 -36 1.25 / a6 l.zs 0.16 - CBC Special Occupancy, Dead Load = 12.6 psf -2-3 -1624 0.90 / 229 1.60 0.16 --- ------ - _-____ = . 3-a-1-36Syt0.90 / zz9 1.60 0.16 -- LOAD CASE L. DESIGN LOADS a-s-36(l.zs / a6 l.zs o.16 Dir L.PIf L.Loc R.PIf R. Loc LL/TL BC. cOMP. (WR. /iTFxs. (WR. al TC Vert 106.00 - 2- 0- 0 106.00 0- 0- 0 0.12 6-7 -165(1.603/ 1976(l.zs3 0.75 TC Vert 72.00 0- 0- 0 72.00 15- 0- 0 0.44 7-8 -105 1.so3/ 1912(1.253 0.73 TC Vert 106.00 15- 0- 0 106.00 17- 0- 0 0.12 8-9 -165C(((1.60 / 1976((((1.25 0.75 BC Vert ' 80.75 0- 0- 0 80.75 15- 0- 0 0.00 ys SMP.I.DUR. / rFNs. con: C51 - .Type... lbs X.Loc LL/TL ,. 1-6 -3411.25 / loco 1.60 o.os TC Vert 0.0 0- 2-12 1.00 2-6 -x3001.25 / 193 1.60 0.87 TC Vert 300.3 7- 6- 0 1.00 2-7 401.60 / zss 0.90 0.10 TC Vert 375.4 7- 6- 0 0.00 3-7 -331.60 / 307 0.90 0.ss - 3-8 -331.60 / 307 0.90 o.ls TC Vert 0.0 14- 9- 4 1.00 4-8 -40.so215 0.900.104-9 -x3001.25 / 192 1.60 0.87 5-9-3411.25 / 10811. 08 1.60 0.06 _ 7-6-0 I 7 6 0 1 2 3 4 5 4 67644.001 4-4 4-8 4-8 1.5-3 T 3 6 3-4 3-4 Jq $N I ' ifdBtl l rIF 1z WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Cust: YESTER This design Is for an IndWual building component not truss system. B has been eased on specifications provided by the component manufacturer WO. Dri ve T b6497_L00005_J 00001 and done In aaordance with It,e current versions of TPI and AFPA design Wand". No responsiblifty is assumed rordlmens$onat a=racy. Ds n r • LG 9 #LC = 16 Wr : 86# Dimensionsare to be verified by Ore component manufacturer andfor building designer prior to fabrication. The building designer must ascertain that TC Live 16.00 psf Dur Fac s L=1.2 5 P=1.2 5 TRUSSWORKS the bads utilized on this design meet or exceed the loading Imposed by the bat building code and me particular application. The design assumes that the top chord b laterally braced by the roof or floor sheathing end the bottom chord Is laterally braced by a rigid sheathing material dimly attached. unless otherwise noted. Bracing shown Is for lateral support of components members only to reduce buckling length. This component TC Dead 20.00 psf P Rep Mb r Bnd 1.00 ® INC. (CA) shall not be paced In my erMmnmem that will cause the moisture =mom of the wood to exceed ten angor cause connector pate corrosion.BC Live 0.00 Rep Mb r Comp 1.00 Fabricate. handle. bxsiatl and bnuethis truss Inaccordance wm'JOINT OETAnsbyTrus".ANSlrtrlr•WTCAV-WooeTruss Councu psf Rep Mbr Tens 1.00 44QS Northpark Dr. C0 10 Springs, CO 80907 of America Standard Design Responsibilities, }CANDLING INSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES' BC Dead 17.00 psf O.C.Spacing 2- 0- 0 {HIB•et) arra NIB -91 SUMMARY SHEET by TPI. The Truss Plate Institute (TPp is located at D•On ofrb DAM, Madison. Wisconsin 63719. - Design Spec CBC -01 TRUSPLUS 6.0 VER: T6.4.2 _ American Forest and Paper Association (AFPA)Isbatedmttt+tem street, NW, Ste 800,Washington,OC20038. TOTAL 53.00 psf DEFL RATIO: L/240 TC: L/24 Job Name: JON & JAN ZAR Ci ESI l3tet'-.r,ctake �rarenre20 es are s s i� e�as sh�iowr�aUbv. Shtl�a _b s, res fo a° �ad�rSVe°r�a with g i�iiial �a�l1�s o� le). Truss ID: A2 Qty: .1 . BRG X -LOC REACT SIZE REQ'D TC 2x4 SPF 165OF-1. SE Plating spec ANSI/TPI - 1995 UPLIFT REACTIONS) ' This design Is for an indMdual building component not tows system. it has been based on specifications provided by the component manufacturer 1 0- 2-12 1695 S.50" 2.43" BC 2x4 SPF 165OF-1.5E THIS DESIGN IS THE COMPOSITE RESULT OF Support 1 -282 lb 2 14- 9- 4 1695 5.50" 2.43" WEB 2x4 HF STUD MULTIPLE LOAD CASES. Support 2 -282 lb WT: 86# BRIG 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 TRUSSWORKS on the truss material at each bearing Loaded for 10 PSF non -concurrent BCLL. THEY ARE BASED ON 1.5" HANGER NAILS FOR CBC -01 Code. ®INC. CA i MAX DEFLECTION (span) - Permanent bracing is regwired (by others) to 1 -PLY AND 3" HANGER NAILS FOR MULTI -PLY Bldg Enclosed - Yes, Importance Factor - 1.00 Fabricate, handle. install and bmmthis Wsstnaccordance with 'JOINT DETAILSbyTnwwel.'ANSVfPl1%WTCAV-WoodTmwsCoundl L/999 IN MEM 7-8 OLIVE) prevent rotation/toppling. See BCSI 1-03 GIRDERS. IF 2.S" GUN NAILS ARE USED, THE Truss Location o End Zone BC Dead 17.00 psf P L- -0.04" D- -0.09' T- -0.13" CRrrICAL MEMBER.FDRCPS: and ANSI/TPI 1. - HANGERS MUST BE RE-EVALUATED (BY OTHERS). Hurricane/Ocean Line a No Ex Category - C ft, Bldg Width 20.00 ft DCs i g n Spec TC tpWP. Dort. / T-. WR. ai 1-2 -36 1.25 / 46 1.25 0.16 TRUSPLUS 6.0 VER: T6.4.2 The American Forest and Paper Association (AFPA) Is local at I I I I IM Street, NW, Sta SM. Washington. DC 20036. TOTAL 53.00 psf Bldg Length =' 40.00 Mean roof height - 13.83 ft, mph 80 9 2-3 -1626 1.90 / - zz9 1.60 0.16 CBC Special Occupancy, Dead Load a 12.6 psf 3 4-1624 0.90 /` 229 1.60 0.16 - ----------LOAD CASE #1 DESIGN LOADS ---------------- 4-5 -36 1.25 / 46 1.25 0.16 - Dir L.Plf L.Loc R.Plf R.Loc LL/TL BC aoNP.(((Ixm. / rENs. cert. csI TC Vert 106.00 - 2- 0- 0 106.00 0- 0- 0 0.12 6a-16s1.6o/ 19761.zs 0.75 TC Vert 72.00 0- 0- 0 72.00 35- 0- 0 0.44 e:9 i:660o % v7s i:zs osis TC Vert 106.00 15- 0- 0 106.00 17- 0- 0 0.12 :sss BC Vert 80.75 0- 0. 0 80.75 1S- 0- 0 0.00 DR- WB COMP. OUR. / TENS. am. aI Type... lbs X.Loc LL'/TL 1-s 361 1.25 / 106 0.06 TC Vert 0.0 0- 2-12 1.00 2-6 -2300 1.25 / 192 1.60 0.e7 2-7 1.60 / 215 0.90 0.30 TC Vert 300.3 7- 6- 0 1.00 -40 3-7 -33 1.60 / 307 0.91 00: IS 3-8 -33 1.60 / 307 0.90 0.15 TC Vert 375.4 7- 6- 0 0.00 TC Vert 0.0 14- 9- 4 1.00 4-8 -40 1.60 / 235 0.90 0.10 4-9 -2300 1.25 / 192 1.60 0.87 5-9 -341 1. 25 / 308 160 0 06 3T 1 7-6-0 1 7-6-0 1 1 2 3 4 5 400 676#ty 4-4 SHIP T T-0 . OFC Ci ESI l3tet'-.r,ctake �rarenre20 es are s s i� e�as sh�iowr�aUbv. Shtl�a _b s, res fo a° �ad�rSVe°r�a with g i�iiial �a�l1�s o� le). 7/15/.05 WARNl Read all notes on this sheet and give a copy of it to the Erecting Contractor. Cust: YESTER This design Is for an indMdual building component not tows system. it has been based on specifications provided by the component manufacturer WO • Dri ve_T_b6497_L00005_] 00001 ® and done In accordance with the current .ewrons of TPI and AFPA design standards. No responsibility Is assumed for dimensional accuracy. Dsg LG Dimenslonsare to be wrined by the component manufacturer and/or building designer prior to fadlration. The building designer must ascertain that n r : #LC = 16 WT: 86# the loads atgimd on this design meet or emceed the loading Imposed by the local building code and the particular application. The design assumes TC Live 16.00 psf Du r Facs L=1.2 5 P=1.2 5 TRUSSWORKS that the cep 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 othen.Lse noted. Bracing Is for lateral TC Dead 20.00 Re Mb r Brill P 1.00 ®INC. CA i shown support of components members only to reduce budding length. This component shall not be placed In any emdronmerd that will cause the moisture content of the wood to exceed 19% and/or cause connector plate comrxon. psf BC Live 0.00 psf Rep Mb r Comp 1.00 4445 Df . Fabricate, handle. install and bmmthis Wsstnaccordance with 'JOINT DETAILSbyTnwwel.'ANSVfPl1%WTCAV-WoodTmwsCoundl Rep Mbr Tens 1.00 Colo Springs, CO 80907 5 prings, of America Standard Desgn Responsibilities, WWDLING INSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES' BC Dead 17.00 psf P O. C. Spacing 2- 0- 0 -(NIB-g1) and Hl&g1 SUMMARY SHEET by TPI. The Tn� Plate Institute (TPI) is located at D'Onofdo Drive. Madison. Wisconsin 63719. DCs i g n Spec CBC -01 . TRUSPLUS 6.0 VER: T6.4.2 The American Forest and Paper Association (AFPA) Is local at I I I I IM Street, NW, Sta SM. Washington. DC 20036. TOTAL 53.00 psf DEFL RATIO• L/240 TC: L/244 Job Name: JON & JAN ZAR Truss ID: B1 Qty: 1 BRG X -LOC REACT SIZEREQ'D TC 2x4 SPF 1650F -1.5E Web bracing required at each location shown. This design based on chord bracing applied 1 0- 2-12 2745 5.50" 3.93" BC 2x4 SPF 1650F -1.5E ® See standard details (1X01087001-001 rev/). per the following schedule: 2 22- 9- 4 2533 5.50" 3.63" WEB 2x4 HF STUD Plating spec • ANSI/TPI - 1995 ,max O.C. from to BRG REQUIREMENTS shown are based ONLY Lumber shear allowables are per NDS. THIS DESIGN IS THE COMPOSITE RESULT OF TC 24.00" 7-11-11 15- 0- 0 on the truss material at each bearing PLATE VALUES PER ICBO RESEARCH REPORT #1607. MULTIPLE LOAD CASES. Required bearing widths and bearing areas BRG HANGER/CLIP NOTE Loaded for 10 PSF non -concurrent BCLL. IF HANGERS ARE INDICATED ON THIS DRAWING, a;El when truss not supported in a hanger. 2 Hanger TBE- Drainage must be provided•to avoid ponding. THEY ARE BASED ON 1.5" HANGER NAILS FOR UPLIFT REACTIONS) •HANGER(S) TO BE ENGINEERED Permanent bracing is required (by others) to Ii PLY AND 3" HANGER NAILS FOR MULTI -PLY Support 1 -412 lb Support Connection(s)/Hanger(s) are prevent rotation/toppling. See BCSI 1-03 GIRDERS. IF 2.5"•GUN. NAILS ARE USED, THE Support 2 -380 lb not designed for horizontal loads. and ANSI/TPI 1. HANGERS MUST BE RE-EVALUATED (BY OTHERS). This truss is designed using the MAX DEFLECTION (span) End verticals designed for axial loads only. Continuous lateral bracing attached to flat CBC -01 Code. L/999 IN MEM 9-10 LIVE) 4 Extensions above or below the truss profile TC as indicated. Lumber must be structural Bldg Enclosed - Yes, Importance Factor 1.00 L- -0.05" D- -0.12' T- -0.17" if an require additional consideration grade. Brace 0 24" o.c. unless noted. Truss Location - End Zone CRITICAL ME1®ER FORCES: (( y Tc COMP.WR./ TENS.1x1R. CSI (by others) for horiz. loads on the bldg. Hurricane/Ocean Line No Ex Category - C 1-2 -361.25/ a7 l.zs 0.17 Bldg Length a 40.00 ft, Bldg Width a 20.00 ft 2-3 -20021.zs/ zo6 1.60 0.21 Mean roof height - 15.27 ft, mph a 80 3-4 -x6451.25/ 234 1.60 0.92 CBC Special Occupancy, Dead Load - 12.6 psf 4-5 -26361.25/ 234 1.60 0.92 s-6 -20011.25/ zo6 1.60 0.21 ---------- LOAD CASE #1 DESIGN LOADS ---------------- 6-7 -3611.251/ 47 1.23 0.17 Dir L.Plf L.Loc R.Plf R.Loc LL/TL TC Vert 106.00 - 2- 0- 0 106.00 0- 0- 0 0.12 sBc 9 i o % Tiee izs CSI TC Vert 72.00 0- 0- 0 72.00 8- 0- 0 0.44 TC Vert 174.75 8- 0- 0 174.75 1S- 0- 0 0.44 ,a 11 ' -sse 1.60 / za10 1.25 0:75 TC Vert 72.00 1S- 0- 0 72.00 23- 0- 0 0.44 ll -12 -129 1.60 / zzee l.zs 0.79 BC Vert 82.52 0- 0- 0 82.52 23- 0- 0 0.00 12-13 -111 1.60 / 1681 1.25 0.71 ...Type... lbs X.Loc LL/TL we. D01w. (wR. / ,TENS. OUR. CSI _, TC Vert 0.0 0- 2-12 1.00 1-8 -34if( 1.253/ 98 1.60 0.11 TC Vert 176.0 8- 0- 0 • 1.00 ' 2-8 -2806(1.25)/ 185 1.60 0.97 TC Vert 220.0 8- 0- 0 0.00: ' z -e / 1022 0.90 0.49 TC Vert 176.0 15- 0- 0 1.00 3-9 -1027 1.25 / 46 1.60 0.99 7-11-11 t 7-11-11 mC Vert 220.0 15- 0- 0 0.00 3-10 -24 1.fi0 / 687 0.90 0.33 4-10 -sz3 l.zs / 6z 1.60 0.43 1 2 3 4 5 6 7 4-1.1 -534 1.25 / 62 1.60 0.44 S-]1 -24 1.60 / 687 0.90 0.33r ESS'` 5-12 -1031 1.25 / 45 1.60 0.99 4.00 -0 -4-10-4 6-12 / 1022 0.90 0.49 396# Q / Nq 6-13 -2805(1.25)/ 185 1.60 0.97 !I D A 7-13 -130(1.25 / 104 1.60 0.04 6 3-4 6 1.5-3 1.5.3 1 J 9-2 e 69 6-6-6 I I 6 SHIP Exp: 30107 3-10-6 3-10.8 aF cr L 5-5 ' " '-' ' " 5-5 B1 B2 W:508 W:508 R:2745 R:2533 U:-380 8 9 10 11 12 13 ti 20 ga. unless shgwn by "18"(18 gga.l.'H' 8 orates are post oneGas showria ve. of 7/15/05 "C WAKN/NU Read all notes on this sheet and give a copy of it to the Erecting Contractor. Cust: YESTER This design Is form IndWual building component not truss system. It has been based on specifications pmAded by the component manufacturer W0: Drive -T -36497-L00005-100001 ® and done In accordance with the artem verelorns of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. DS n r : LG #LC = 16 WT: 173# Dimenslonsme to be verified by the component manufadunx and/or building designer pdor to fabrication. The building designer must ascertain That 9 TC Live 16.00 psf Dur Fac s L=1.25 P-1.25 TRUSSWORKS Rha bads uWlaed on this design meet or exceed the loading Imposed by the local building code and the partiwiar application. The design assumes that tine top dwrd Is Imereily breoed W Rha roof or floor sheathing and the bottom chord is Imereey braced by a rigid sheathing matadm directly anadred, untass otherwise noted. Bracing shown ld for lateral support of components membem only to reduce budX ng length. Tins component TC Dead 20.00 psf Rep Mb r Bnd 1.00 INC.G4 i ) shall not be placed In any enwonment that win cause the moisture comem of the wood to exceed 19% and/or cause connector plate mroslon. Rep Mb r Comp 1.00 4415 Northpark Dr. Fabricate. handle. Instanand ereceNwm TCA lss'aaadancewlN•JotNTDETAasbyTruswal,IRr VV BC Live 0.00 psf Rep Mbr Tens 1.00 Colo Spr7ngs, CO 80907 of America Standard Design Responrsibmil , 11/WDLINGINSTALLING AND BRACNGMETAL PLATE CONNECTED WOOD TRUSSES' BC Dead 17.00 psf O'.C.Spacing 2- 0- 0 '(HIB-91)and NIB -911 SUMMARY SHEET by TPI. The Tim Plate Institute(TPI)is located at D'Onofrlo DMe• Madison, Wisconsin 53719. Design Spec CBC -01 TRUSPLUS 6.0 VER: T6.4.2 TheAmerican Forest and Paper Association(AFPA) Is located at 111119th Street, NW, Ste 800, WaW*vWn• DC 20035. TOTAL 53.00sf p DEFL RATIO: L/240 TC: L/24 Job Name: JON & JAN ZAR Truss ID: B2 Qty: 1 BRG ' X -LOC REACT SIZE REQ'D TC 2x4 SPF 1650F-1.SE Plating spec • ANSI/TPI - 1995 This design based on chord bracing applied 1 0- 2-12 1431 5.50" 2.05" BC 2x4 SPF 1650F -1.5E THIS DESIGN IS THE COMPOSITE RESULT OF per the following schedule: 2 22- 9- 4 1219 5.50" 1.75" WEB 2x4 HF STUD MULTIPLE LOAD CASES. max o.c. from to BRG REQUIREMENTS shown are based ONLY PLATE VALUES PER ICBG RESEARCH REPORT 51607. IF HANGERS ARE INDICATED ON THIS DRAWING, TC 24.00" 7- 0-15 15- 0- 0 on the truss material at each bearing Loaded for 10 PSF non -concurrent BCLL. THEY ARE BASED ON 1.5" HANGER NAILS FOR Required.bearing widths and bearing areas ' BRG HANGER/CLIP NOTE Hanger TBE- Drainage must be provided to avoid ponding: 1 -PLY AND 3" HANGER NAILS FOR MULTI -PLY THE ap ly when truss not supported in a hanger. UPLIFT REACTIONS) ' 2 'HANGER(5) TO BE ENGINEERED Continuous lateral bracing attached to flat TC as indicated. Lumber must be structural GIRDERS. IF 2.S" GUN NAILS ARE USED, HANGERS MUST BE RE-EVALUATED (BY OTHERS). Support 1 -234 lb Support Connection(s)/HangerTare designed for horizontal loads. grade. Brace 0 24" o.c. unless noted. End verticals designed for axial loads only. Support 2 -185 lb not MAX DEFLECTION (span) This truss is designed using the Extensions above or below the truss profile U:-185 L/999 IN MEM 9-10 CBC -01 Code. ((if any) require additional consideration for horiz. loads bldg. 262 0.90 0.13 OLIVE) L= -0.02" D= -0.05' T. -0.07" Bldg Enclosed = Yes, Importance Factor = 1.00 Truss Location = End Zone (by others) on the 97 1.60 0.15 otrTICnL ItEN9EA FORCES` TC COMP. OUR. / TENS. OUR. CSI Hurricane/Ocean Line = No Ex Catego C ft -182 1.25 / -44 1.60 / - 1-2 -34 1.z5 / 49 1.25 0.15 2-3 -922 1.25 / 208 1:60 o.ls Bldg Length = 40.00 ft, Bldg Width = 0.00 Mean height 15.60 ft, = 80 -315 1.25 / 65 1.60 0.30 3-4 -1095 1.25 / z3e 1.60 o.x3 4-5 -1092 1 25 / 237 160 0 23 roof = mph CBC Special Occupancy, Dead Load = 12.6 psf -16 1.60 / 365 0.90 0.18 5-6 -922 1.25 / 208 1.60 0.15 6-7 -34 1.25 / 49 1.25 0.15 BC 8-9 - COMP. m1R. / -113 1.60 / TENS. WR. CSI 772 1.25 0.29 & 9-10 -131 1.60 / 963 1.25 0.32 Dsg LG 10 -11331 1.60 60 % 963 1.11 0 25 0.29 32 3-10-8 32_1122 ]2-33 -113 1.60 / 771 1.25 0.29 TC Live 16.00 psf We COMP. WR. /STENS. OUR. CSI 1-8 -336 1.25 /' 99 1.60 0.10 1. 15 2-8 2-9 -1287 1.25 /• -26 1.60 / , 188 1.60 0.99 " 365 0.90 0.18 R:1219 3-9 -3 U:-185 BC Dead 17.00 3-10 9 1.60 / 262 0.90 0.13 of Design Responsibilities, INSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES' 4-10 -178 1.25 / 97 1.60 0.15 • 4-11 5-11 -182 1.25 / -44 1.60 / 82 1.60 0.15 262 0.90 0.13 CBC -01 5-12 -315 1.25 / 65 1.60 0.30 DER RATIO: L/240 TC: L 24 6-12 -16 1.60 / 365 0.90 0.18 6-13 -1287 1.25 / 188 1.60 0.99 7-13 -124 1.25 / 102 1.60 0.04 1 t 3-10-8 1 t 1 9-11-11 1 I 9-11-11 1 1 2 3 4 5 6 7 4.00 1 7-0-0 -O Qli FESSlp 3-4 o y a-� o-. ow 3-4 B1 W:508 R:1431 U 23-0-0 1 8 9 10 11 12 13 TYPICAL PLATE: 1.5-3 .(�l �. UA 7/15/05 WARNINGRead all notes on this sheet and give a copy of it to the Erecting Contractor. Cust: YESTER 22 C .5-3 T 7- & 1 t 301 and done In accordance with the anent versions or TPI and AFPA design standards. No responsibility Is assumed for dimensional aca,racy. Dsg LG SHIP Wr 179# 3-10-8 n r : = X TC Live 16.00 psf Du rFae s L=1.2 5 P=1.2 5 TRUSSWORKS 11111 on 11 design meet or exceed the wading Imposed by the local bul ding code aro the particular apvlic:aLlon. The design assumes that me cop `ham is laterally braced by me mor w row sheathing erd the bottom ctro. Is laterally braced by a rigid sheathing material directly a taa,ed, unless otherwise rated. emang shown Is fw lateral support of components members Dory w mduce budding length. This canponem B2 Re Mb r Bnd P 1. 15 W:508 shall not be waned many environment that win cause the moisture content of the wood to exceed 18% erdror awse connector plate corrosion•BC Live 0.00 psf R:1219 1.00 4445 Northpark Dr. U:-185 BC Dead 17.00 / Trtlswdl letesMd false re�20 �a al� s shtlorlt3bdyas shown of e1hifQa'�b a stud lat oto av ��d over wlQt�i sau�ct°itnratl la ebs of �0 . 7/15/05 WARNINGRead all notes on this sheet and give a copy of it to the Erecting Contractor. Cust: YESTER This design Is for an IndMdual building wmpwtend not truss system. it has been based on spednwllons preNded by the component manufacturer W0: Drive TJ36497_L00005_J 00001 and done In accordance with the anent versions or TPI and AFPA design standards. No responsibility Is assumed for dimensional aca,racy. Dsg LG #LC 16 Wr 179# Dimensbnsare to be verified by the Component manuledurar and/or Oueding designer pdw to tabdcaawn. The building designer must asomain that n r : = : TC Live 16.00 psf Du rFae s L=1.2 5 P=1.2 5 TRUSSWORKS 11111 on 11 design meet or exceed the wading Imposed by the local bul ding code aro the particular apvlic:aLlon. The design assumes that me cop `ham is laterally braced by me mor w row sheathing erd the bottom ctro. Is laterally braced by a rigid sheathing material directly a taa,ed, unless otherwise rated. emang shown Is fw lateral support of components members Dory w mduce budding length. This canponem TC Dead 20.00 psf Re Mb r Bnd P 1. 15 ® INC. (CA) shall not be waned many environment that win cause the moisture content of the wood to exceed 18% erdror awse connector plate corrosion•BC Live 0.00 psf Rep Mb r Comp 1.00 4445 Northpark Dr. Fabricate,handle'InstallardbracemwirVssinaccordancewith'JOINTDETAILVbyTruwat.ANSI(TIN1'.%VTCAI-WocdTrussCouncil America Standard IrMDLING BC Dead 17.00 Rep Mbr Tens 1.00 Colo Springs, CO 80907 of Design Responsibilities, INSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES' psf O.C.Spacing 2- 0- 0 • -(HI"l) and HIB -91 SUMMARY SHEET' by TPI. The Truss Plate Institute (TPI) Is Mated at D'Onofrw Odea, Madison, Wisconsin 53719. Design Spec CBC -01 TRU SPLUS 6.0 VER: T6.4.2 111eAmedcanForestandPaWAssociation(AFPA)Islocateda1111119th Sheet, NW, Ste 800.Washington. DC20036. TOTAL 53.00 psf DER RATIO: L/240 TC: L 24 Job Name: JON & JAN ZAR Truss ID: B3 Ot : 5 BRG X -LOC REACT SIZE REQ'D TC 2x4 SPF 1650F -1.5E Web bracing required at each location shown. Required bearing widths and bearing areas 1 0- 2-12 1431 5.50" 2.05" BC' 2x4 SPF 165OF-1.SE ®. See standard details (1X01087001-001 revl), appl when truss not supported in a hanger. 2 22- 9- 4 1219 5.50" 1.75" WEB 2x4 HF STUD Plating spec • ANSI/TPI - 1995 UPLIFT REACTIONS) BRG REQUIREMENTS shown are based ONLY PLATE VALUES PER ICBO RESEARCH REPORT #1607. THIS DESIGN IS THE COMPOSITE RESULT OF Support 1 -236 lb on the truss material at each bearing Loaded for 10 PSF non -concurrent BCLL. MULTIPLE LOAD CASES. Support 2 -186 lb BRG HANGER/CLIP NOTE End verticals designed for axial loads only. IF HANGERS ARE INDICATED ON THIS DRAWING, This truss is designed using the 2 Han gger TBE* Extensions above or below the truss profile THEY ARE BASED ON 1.5" RANGER NAILS FOR CBC -01 Code. "HANGER(5) TO BE ENGINEERED (if an require additional consideration 1 -PLY AND 3" HANGER NAILS FOR MULTI -PLY Bldg Enclosed .'Yes, Importance Factor a 1.00 Support Connection(s)/Hanger(s) are (by otKers) for horiz. loads on the bldg. GIRDERS. IF 2:5" -GUN NAILS ARE USED, THE Truss Location - End Zone not designed for horizontal loads. HANGERS MUST 9E RE-EVALUATED (BY OTHERS). Hurricane/Ocean Line = NoEx Category - C MAX DEFLECTION (span) ' Bldg Length T 40.00 ft Bldg Width - 20.00 ft L/999 IN ME14 8-9 OLIVE) Mean roof height - 15.A5 ft, mph 80 L- -0.08" D- -0.19' T- -0.27" CBC Special Occupancy, Dead Load 12.6 psf CRITICAL IGME2 FORCES: TC COMP. WR. / T11 1-2 48 1.25 / 76 1.25 0.41 2-3 -1115 1.25 / 263 1.60 0.40 3-4 -1115 1.25 / 263 1.60 0.40 4-S -48 1.25 / 76 1.25 0.40 - 6-7 '5(((1 m- / X936(1.60 917((010.251.2S)3 0.662' 62 8-9 -345(1.60)% 936 (1.25) 0.62 WS COMP. WR. / TENS. OUR. 6I 1-6 -380 1.25 / 117 1.60 0.12 ' 2-6 71327 1.25 / 205 1.60 0.70 2-7 -26 1.60 / 212 1.25 0.09 3-7 -15 1.60 / 238 1.25 0.08 3-8 -151.60/,: 2181.25 0.08 4-8 / 2721.25 0.09 t 11-60 11-6-0 4-9 :-1327(1.25)/ .205 1.60 0.70 - 5-9 1681.253/ 130 1.60 0.05 1 2 3 4 5 a.00 -a.o Oe D A ql F, 4-4co ` y c 3-6 3-0 0 7 r 9 1.5-3 1.5-3 d 0107 -81 T 7 SHIP . V T 310-8 3-10-8 F CA F 1 11. y 4-4 0 s-4 4-4 131 132 W:508 W:508 R:1431 R:1219 U:-2,3 s , U:-186 20 7/15/05 ® TRUSSWORKS WAK/VINURead all notes on this sheet and give a copy of it to the Erecting Contractor. This design is for an Individual wilding component not cuss system. It has been based on spetlncatbns pmNded Mum Component manufacturer and done In accordance with ilia current versions of TPI and AFPA design standards. No responsibility Is as armed for dimensional aavmcy. Dlmenslonsare to be uerined by the Componentmanufactwar andbr building designer ploy to fabricutlon. The buil" designer must asoartaln that the bads uilllsdan this design moot oresaed the leading Unposed by the Wal wilding code and the particular application. The design assv a that the top dwrd Is laterally braced by the root or floor sheathing and me bottom Burd Is laterally, dated by a rigid streaming material dbecily Cust: YESTER W0: D ri ve_T-16497_L00005_J 00001 Dsg n r : LG #LC = 16 WT: 146# TC Live 16.00 psf Du r Facs L=1.2 5 5 attached, unless otherwise noted. Bracing shown Is for Lateral support of components members ony b raduce bucMbg length. This Component TC Dead 20.00 psf Rep Mb r 8 , .15 1.15 ® INC. (CA) shall not w paoed In my environment mat will cure cause the molatcement of the wood to e:xeed 19% andror cause connector plate corrosion. BC Live 0.00 psf Rep Mb r Comp 1.00 4445 Northpark Dr. Fabricate, handle. Install and brace this truss In accordance with 'JOINT DETAILS• byTnnsvral, ANSUIPI V. WTCA r -Wood Truss council Standard BC Dead 17.00 Rep Mbr Tens 1.00 Colo Springs, CO 80907 of Americo Design Responsibilbie%'HANDLING INSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES' psf O.0:Spacing 2- O- 0 {HIB -91) and HIB -91 SUMMARY SHEET by TPI. The Tnus Plate Institute (TPI) Is bted oaat D'OroMo Divam , Madison, WLSnsin 53719. DEsI gn Spec CBC -01 TRU SPLUS 6.0 VER: T6.4.2 fThe American Forest and Paper Assadatbn(AFPA)Isloratedat111119th Street, NW, Ste 800, Washington. DC 20038. TOTAL 53.00 psf DEFL RATIO: L/240 TC: L/24 Job Name: JON & JAN ZAR Truss ID: B4 Qty: 6 BRG X -LOC REACT SIZE REQ'D' TC 2x4 SPF 165OF-1. SE - Web bracing required at each location shown. UPLIFT REACTIONS) - 1 0- 2-12 1161 5.50" 1.66" BC 2x4 SPF 1650F -1.5E ® See standard details (7X01087001-001 revl). Support 1 -236 lb - 2 22- 9- 4 1161 5.50" 1.66" WEB 2x4 HF STUD Plating spec • ANSI/TPI - 1995 Support 2 -236 lb BRG REQUIREMENTS shown are based ONLY PLATE VALUES PER ICBO RESEARCH REPORT #1607. THIS DESIGN IS THE COMPOSITE RESULT OF This truss is designed using the on the truss material at each bearing Loaded for 10 PSF non -concurrent BCLL MULTIPLE LOAD CASES. CBC -01 Code. MAX DEFLECTION (span) • End verticals designed for axial loads only. IF HANGERS ARE INDICATED ON THIS DRAWING, Bldg Enclosed - Yes, Importance Factor 1.00 L/999 IN MEM 8-9 LIVE) Extensions above or below the truss profile THEY ARE BASED ON 1.5" HANGER NAILS FOR Truss Location = End Zone L- -0.06" D- -0.11 T- -0.17" MEMBER FORCES: ((if any) require additional consideration 1 -PLY AND 3" HANGER NAILS FOR MULTI -PLY - Hurricane/Ocean Line a No Exp Categoryy - C Bldg Length 40.00 ft Bldg Width = 20.00 ft CRITICAL Tc 170-4. OUR. / TENS* p1R. CS1 (by others) for horiz. loads on the bldg. GIRDERS. IF 2.5",GUN. NAILS ARE USED, THE HANGERS MUST BE RE-EVALUATED (BY OTHERS).' Mean roof height - ISIS ft, mph - 80 1-2 - -48 1.25 / 76 1.25 0.41 2-3 -903 1.25 / - 263 1.60 0.40 • -1S 1.60 / 1431.25 0.05 CBC Special Occupancy, Dead Load = 12.6 psf 3-4 -903 1.25 / 263 1.60 0.40 4-5 '.-48 1.25 / • 76 1.25 0.41 psf 4-8 -26 1.60 / 1661.25 0.06 BC GWP. (OUR. / TENS. (OUR. CSI / I1 5/O5 •, _ 6-7 -145(1.603/ 771(1.253 0.41 7-8 -107 1.60 / 751((1.253 0.41 ' _ and done In accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. 8-9 -145 1.60 / 771 1.25 0.41 WT • 149# . Dimenslonsare to be verilled by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that WB CORP. WR. / TENS.WR. CSI - TC Live 16.00 psf - 1-6 -340 1.25 / 1171.60 0.10. attached. unless otherwise noted. gracing shown Is for lateral support of oomponanm members only to reduce budding length. This component TC TC Dead 20.00 psf 2=6 -1094 1.25 / 2051.60 0.88 ® INC.: (CA) - BC Live 0.00 psf 2-7 3-7 '-26 1.60 / 1661.25 0.06 -15 1.60 / 1431.25 0.05 - - Fabricate. handle. Install d brato this truss in accordance with 'JOINT DETAILS' by rmrr swal. •ANsvrPl . %TcA wood Truss council Americo Standard Design BC Dead. 7.00 3'-8 -1S 1.60 / 1431.25 0.05 Cor O Springs, CO 80907 of ResponsldlItIM'rUWDLING INSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES psf 4-8 -26 1.60 / 1661.25 0.06 - riHI Miedca Fol and PMARY SHEEr by TPI. The Truss ware Institute (TPI) is located at D•Onofdo Drive, Madison, Wisconsin 53719. aperAssociation (AFPA)Islocal atIIll lgthStmet,NW, Ste soo,Wasmngton,DC2oaie. TOTAL 43.00 psf 4-9 -1094 1.2S / 205160 0.88 S-9 -340 1.25 / U711:60 0.10 1 2 3 4 5'. 4.00 4.0 4/\ Q QT i/ 3-4 D -a ow 3-4 B1 B2 W:508 W:508 R:1161 R:1161 U:; 2, „ . o ,l S ,236 23-0-0 r 6 7 8 9 C r l 13tes ono false Mag aes a)r e s sh +e as sh iowrfatSbve Sh ajb Er $ tud tes t o av d over a6 vath gWCNial =acorea w'sb le . / I1 5/O5 ARNI Read all notes on this sheet and give a copy of it to the Erecting Contractor. Cust: YESTER This design Is for an Individual building component not thus system. It has been based on spedBcations provided by the component manufacturer W0: Drive T_b6497_L00005_100001 ' ® and done In accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Ds n r • LG #LC = 16 WT • 149# . Dimenslonsare to be verilled by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that g TC Live 16.00 psf Dur Fac s L=1.25 P-1.25 TR USSWORKS the bads utilized on this design meet or exceed the nd e loading Imposed by the local building code ethe particular application. The design assumes that the top mord u laterally braced by the mot or floor sheathing and the bottom mord Is Laterally braced by a rigid sheathing matmai directly attached. unless otherwise noted. gracing shown Is for lateral support of oomponanm members only to reduce budding length. This component TC TC Dead 20.00 psf P Mbr Bnd 1.15 ® INC.: (CA) $hall not ba placed many environment that wm cause the moisture content of the wood to exceed 16% and/or cause connector plate mon. BC Live 0.00 psf Rep Mbr Comp 1.00 44Q5 Northpark Dr. - Fabricate. handle. Install d brato this truss in accordance with 'JOINT DETAILS' by rmrr swal. •ANsvrPl . %TcA wood Truss council Americo Standard Design BC Dead. 7.00 Rep Mbr Tens 1.00 Cor O Springs, CO 80907 of ResponsldlItIM'rUWDLING INSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES psf O. C.Spacing 2- 0- 0 TRUS PLUS 6.0 VER' 76.4.2 riHI Miedca Fol and PMARY SHEEr by TPI. The Truss ware Institute (TPI) is located at D•Onofdo Drive, Madison, Wisconsin 53719. aperAssociation (AFPA)Islocal atIIll lgthStmet,NW, Ste soo,Wasmngton,DC2oaie. TOTAL 43.00 psf Design Spec CBC -01 . DEFL RATIO: L/240 TC: L 24 Job Name: JON & JAN ZAR BRG X -LOC REACT SIZEREQ'0 TC 2x4 SPF 165OF-1SE 1 0- 2-12 1161 5.50" 1.66" BC 2x4 SPF 1650F -1:5E 2 22- 9- 4 1161 5.50" 1.66" WEB 2x4 HF STUD BRG REQUIREMENTS shown are based ONLY PLATE VALUES PER ICBO RESEARCH REPORT #1607 0n the truss material at each bearing Loaded for 10 PSF non -concurrent BCLL. MAX DEFLECTION (span) • Drainage must be provided to avoid ponding. L/999 IN MEM 9-10 (LIVE) Continuous lateral bracing attached to flat L- -0.02" D= -0.03" T= -0.05" TC as indicated. Lumber must be structural CRITICAL MMER FORCES: TC COMPDU / TENgrade. Brace 0 24" o.c. unless noted. . S. WR. CSI 1-2 -34 1.25 / 49 1.25 O.lb 2-3 -7SO 1:2s / 2a8 1.60 o.ss 3-4 -883 1.25 / 238 1.60 0.23 4-5. -8so 1.25 / 237 1.60 0.23 5-6 -750 1.25 / 208 1.60 0.15 6-7 -34 1.25 / 49 1.25 0.16 BC CDMP. WR. / TENS. WR. CSI 9 ]D -131 1.60 % 785 1.25 0.22 1C1-11 -161 1.60 / 939 1.25 0.21 11-12 -131 1.60 / 786 1.25 0.22 12-33 -113 1.60 / 628 1.25 0.20 WB CAMP. OUR / TENS. WR. CSI 1-8 -296 1.25 / 99 1.60 0.09 2-8 =1047 1.25 / 188 1.60 0.81 2-9-16 1.60 / 36S 1.25 0.73 3-9 -278 1.25 / 66 1.60 0.27 3-10 -59 1.60 / 262 1.25 0.09 4-10 -180 1.25 / . 97 1.60 0.15 4-31 -183 1.25 / 96 1.60 0.75 5-13L -58 1.60 / 262 1.25 0.09 5-12 -278 1.25 / 65 1.60 0.27 6-12 -16 1.60 / 365 1.2S 0.13 6-13 -1047 1.25 / 188 1.60 0.81 7-13 -296 1.25 / 99 1.60 0.09 Truss ID: B5 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 of ers) for horiz. loads on the bldg. 9-11-11 t 9-11-11 �' 1 2 3 4 5 6 7 4.00 7-M 1 -4.0 Qty: - 1 This design based on chord bracing applied per the following schedule: max O.C. from to TC 24.00" 7- 0-15 15- 0- 0 UPLIFT REACTION(S) ' Support 1 -234 lb Support 2 .-234 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 Ex Category = C Bldg Length = 40.00 ft, Bldg Width = 20.00 ft Mean roof height = 15.60 ft, mph - 80 CBC Special Occupancy, Dead Load = '12.6 psf 1.5- 6-6 3-4 3-4 3-4 1.:;-::5T 1.5-3 7-2-6 7- SHIP 3-.10-8 3-10-8 1II 55 34 34 1 3-4 3 4 3-4 61 B2 W:508 W:508 R•11R1 R:1161 8 9 10 11 12 13 ' .22 EJ[ : 06130 TYPICAL PLATE: 1.5-3 CIVI - 1 TT M=fr 9 pa��)) (('� 0a d C urn l Rtes and false frrare, �aaes a(rere o6shtBortt3dyas sh(1owr�alSove Shift � bff. $Wd les !o a� 0 over a wteth Suluural �a�tes of $bra le . X15/05 WARNINGRead all notes on this' sheet and give a copy of it to the Erecting Contractor. Cust: YESTER This design is for an mdWWuel building component not cuss system. It has been based on specifications pnovlded by the component manufacturer WO: D ri ve_TJ76497_L00005_100001 - ®' and done In accordance with the anent versions of TPI end AFPA design standards. No responsibility is assumed for dimensional accuracy. Ds g n r: LG #LC a 16 WT' 182# Olmensionsare to be venned by the component manufacturer mWor building designer prior to fabrication. The building designer must ascertain that TC Live 16.00 psf Dur Fac s L-1.25 P-1.25 the loads utilized on this design meet or awo3ed the ldadbg Imposed by the beat building code and the particular application. The design assumes TR USSWORKS that the top chord Is laterally braced by the roof or now sheathing and the bottom chord Is Literally Mated by a rigid sheaving material directly TC Dead 20.00 psf Rep Mb r Bnd 1.15 attached, unless otherwise noted. Bracing sthwm Is for lateral support of components members only to reduce budding iorgth. ThIs component Rep Mb r Comp 1.00 ®INC. .(CA) athall tot be placed in any em4ronmord that cum cause the molature contentof the wood ton aced 19% and/or cause connedw plate conoaton. 'JOINT BC Live 0.00 psf Mbr Tens 1.00 CORep Northpark Or. Col Spr7 CO 80907 Pl1'.WTCAV-WoodTrussCoun0 Fabricate. handle, Installand on= this trusInacmrdancewith DETAILS' A'Truswat.'ANSVTm of America standard Design Responsibllmas, }1ANDLING INSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES! BC Dead 7.00 psf 0. C. Spaci ng 2- 0- 0 o figs, 4HI&91) and NIB -91 SUMMARY SHEET by TPI. The Truss Plate Institute (TPI) Is located at D'Ordtrlo Drive, Madison, WIsoonsin 53719. Design Spec CBC -01 TRUSPLUS 6.0 VER: T6.4.2 The American Forest and PepwAssociation (AFPA)Islocated! m11111gin Street. NW. Ste 800,Wasnlrow.0020036. TOTAL 43.00 psf DEFL RATIO: L 240 TC L 24 Job Name: JON & JAN ZAR Truss ID: B6 Qty: 1 TC Live 16.00 psf BRG X -LOC REACT SIZE REQ'D TC 2x4 SPF 165OF-1.SE Web bracing required at each location shown. This design based on chord bracing applied 1.00 1 0- 2-12 2146 5.50 3.08 BC 2x4 SPF 1650F-1.SE ® See standard details (7X01087001-001 rev1). per the following schedule: ® INC. (CA) 2 22- 9- 4 2146 5.50" 3.08" WEB 2x4 HF STUD Plating spec ' ANSI/TPI - 1995 max o.c. from to TC 24.00" 7-11-11 15- 0- 0 FaMcate.handle.Instatland brace title trussNaccordance with b'TnsvW.'ANSVTPI1'.WTCA1'-WoxlTnusCountll WOOD TRUSSFS BRG REQUIREMENTS shown are based ONLY Lumber shear allowables are per NDS. THIS DESIGN IS THE COMPOSITE RESULT OF . . on the truss material at each bearing PLATE VALUES PER ICBO RESEARCH REPORT 51607. MULTIPLE LOAD CASES. UPLIFT REACTION(S) 43.00 psf MAX DEFLECTION (span) ' Loaded for 10 PSF non -concurrent BCLL. IF HANGERS ARE INDICATED ON THIS DRAWING, Support 1 -397 lb L/999 IN MEM 9-10 OLIVE) ' Drainage must be provided to avoid ponding. THEY ARE BASED ON 1.S" HANGER NAILS FOR Support 2 -397 lb L- -0.05" D= -0.08' T- -0.12" Permanent bracing is required (by others) to 1 -PLY AND 3" HANGER NAILS FOR MULTI -PLY This truss is designed using the CRITICAL KEMER FORCES: prevent rotation/toppling. See BCSI 1-03 GIRDERS. IF 2:5".GUN. NAIL$: ARE USED, THE CBC -01 Code. Tc COMP.OUR./ TENS CSI and ANSI/TPI 1.. HANGERS MUST BE RE-EVALUATED (BY OTHERS). Bldg Enclosed = Yes, Importance Factor 1.00 1-2 2-3 4 -361.25/ 47 -lses1.25/ za6 1.25 0.16 1. 1.60 0.21 End verticals designed for axial loads only. fl Continuous lateral bracing attached to at Truss Location = End Zone 3-4 -21291.25/ 234 1.60 0.90 Extensions above or below the truss profile TC as indicated. Lumber must be structural Hurricane/Ocean Line = No Ex Category ='C 40.00 ft Bldg Width = 20.00 ft - 4-5, -6 5-7 -21221.25/ 234 -lses125/ 206 1.60 0.90 1.60 0.21 (if any) require additional consideration grade. Brace 0 24" o.c. unless noted. Bldg Len th = Mean foo height = 15.17 ft, mph = 80 6 -3611:251 / a7 1.20 o.21 (by others) .for horiz. loads on the bld 9• CBC Special Occupancy, Dead Load = 12.6 psf Bc. TFJ+s.(i?LOUR. CS CIKP*I?ZOUR.){1 ----------LOAD CASE #1 DESIGN LOADS - c0-- 9-10 .463 TC Vert - R•O 0.14 60SS/ 1 25 43 TC Vert 72.00. 0- 0- 0 72.00 8- 0- 0 00 0.44 3-1-313 -12 (1:6600) 185861:is 0:36 8L.0 -c0 174P000 SSlf TC Vert 172 0.44 .TC Vert 72.00 15- 0- 0 72.00 23- 0- 0 0.44 1r8 ISIMP. wR. / TEl% OUR. ll TC Vert 86.00 23- 0- 0 86.00 25- 0- 0 0.14 1-8 -301 1.25 / 98 1.60 0.09 BC Vert 33.98 0- 0- 0 33.98 23- 0- 0 0.00 z-8 2-9 -2223 1.2s / las / 1045 1.60 1.25 0.77 0.36 .Type... lbs X.Loc LL/TL 3-9 -942 1.25 / 46 1.60 0.90 TC Vert 0.0 0- 2-12 1.00 3-10 -2a 1.60 / 707 1:21 0.24 TC Vert 176.0 8- 0- 0 1.00 .4-10 -529 1.25 / •62 1.60 0.43 ... .. r• •• TC Vert 220.0 8- 0- 0 0.00 4-11 S-1 -S35 1.25 / 62 -2a 1.60 / 705 1.60 1.25 0.44 1.24 TC Vert 176.0 15- 0- 0 1.00 s-1 -943 l.zs / a5 1.60 0.91 0.36 TC Vert 220.0 15= 0- 0 0.00 ' 6-1 6-13 / loos -2222(1.25)/ 185 1.2S 1.60 0.77 t 7_11_11 t' - 7 TC Vert 0.0 22- 9- 4 1.00 y/ 7-13 -301(1.25)/ 98 1.60 0.09 1 2 3 4 6 . 4.00 396# a -4.001 SS/0 F 6 Izz A 3-8 3-8 t 1.5-3 1.5-3 6-61 T 6 6 ! SHIP 3-10-8 3-10-8 XP:_0 30/07 Bi W:508 R:2146 20 12 ($ .227 06130 Cr"I 7/15/05 ® WANNINGRead all notes on this sheet and give a copy of it to the Erecting Contractor. This design Is for an IndWual building component not thus system. U has been eased on specifications pmvlded by the componew manufacturer and done in accordance with the current versions of TPI and AFPA design standards. No responsibility Is assumed for dimensional accuracy. Dimensbm nsato be edited by the component manufacturer and/or wilding designer prior to fabrication. The building designer must ascertain that the bad, uliltmd on Inle design meet or exceed the loading Imposed by the local wilding code and the particular application. The design assumes Cust: YESTER W0: D ri ve_T_ b6497_L0000 S_] 00001 Ds n r : LG #LC = 16 Wi: 175# g TC Live 16.00 psf Dur Fac s L-1.25 P-1.25 TRUSSWORKS that Ing top chord is laterally braced by the row or floor sheathing and the bottom chord Is laterally braced by a rigid stnewnfng mate" directly TC Dead 20.00 sf P Rep Mb r Bnd 1.00 anac had. unless whemdse noted. Bracing shorm is for lateral support w components members only to reduce budding length. This component Rep Mb r Comp 1.00 ® INC. (CA) shall not be placed In any amrwnmew that will cause the moWurs content w the wood to exceed 10% and/or cause connector plate corrosion. 'JOIMDETAILS' BC Live 0.00 psf Rep Mbr Tens 1.00 4445 Northpark Or. FaMcate.handle.Instatland brace title trussNaccordance with b'TnsvW.'ANSVTPI1'.WTCA1'-WoxlTnusCountll WOOD TRUSSFS BC Dead 7.00 psf 0 C.Spacing 2- 0- 0 Colo Springs, CO 907 80 of America Standard Design Responsidlitl89, HANDLING INSTALLING AND BRACING METAL PLATE CONNECTED Design Spec CBC -01 TRU SPLUS 6.0 VER: T6.4.2 {HIB•91)andw&e1suMMARYSKEET'byTPLTheTrssPlaterns,nuteovptslocatedatD'onwroDme.Mamson.Wisconsin53719. fThe American Forest and Paper Association (AFPA)islocated at11111Inh Straw, NW, Ste SM. Washington, DC 20036. TOTAL 43.00 psf DEFL RATIO: L/240 TC: L/24 Job Name: JON & JAN ZAR BRG X -LOC REACT SIZE REQ'D TC 2x4 SPF 165OF-1.5E 1 0- 2-12 3415 5.50" 2.45" BC 2x4 SPF 1650F -1.5E 2 27-11-12 3415 S.SO" 2.45" WEB 2x4 HF STUD BRG REQUIREMENTS shown are based ONLY Lumber shear allowables are per NDS. on the truss material at each bearing PLATE VALUES PER ICBO RESEARCH REPORT #1607. MAX DEFLECTION (span) • Loaded for 10 PSF non -concurrent SCLL. '.L/999INMEM 6-7 LIVE) ++++++++++++++++++++++ 'L- -0.07" D- -0.15 T- -0.22" Nail pattern shown is for PLF loads only. CRITICAL MEMBER FORCES: Concentrated loads MUST be distributed to Tc COMP. WR. / TENS. -R. C53 1-2 -3275 1.25 / 235 1.60 0.37 each 1 e ually. On multi -ply with hangers, ply into 2-3 -4127 1.25 / 37A 1.60 0.90 1.25 3l.0 1.60 0.90 use 3' nails min. the carrying member. For 2 additional fasten- 3-4 -4127 / 4-5 -3275 1.25 / 235 1.60 0.37 more than ply, use ers as indicated from the back plys, or use Bc COMP. TENS. CSI (.60 any other appproved detail (by others).37 SIF STER IDUR 8 158 1: () �FROM THE CK 3026125oss s0 % FACBEQUAL(TOTAL NAILSLED FRONTAND BATS LY115160S 1:60 . DOUBLE THE AMOUNT SHOWN). WR COMP.IDUR. / TENSDUR, CSI + + +++1-6 -31641.25 / 260 1.60 0.321-7-1851.60 ThoAmedcenFo asmuPaparAssodation(AFPA)Islocatedat1n119th street, NW, Ste 8W. Washington, DC 20=. / 3505 1.250612-7 psf -10741.25 / 357 1.60 0.152-8 -791.60 / 1464 1.250.2S L/240 TC: L/241 3-8-14131.25 / 15 1.60 0.194-8 -791.60 / 1464 1.25 0.254-9 -1.0741.25 / 157 1.600.15S-9 -1851.60 / 3505 1.25 0.615-10-31641.25 / .^ 280 1.60 0.32 .• - ,. , Truss ID: C1 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 l.S" HANGER NAILS FOR 1 -PLY AND 3" HANGER NAILS FOR MULTI -PLY GIRDERS. IF 2.5" GUN NAILS ARE USED, THE HANGERS MUST 8E RE-EVALUATED (BY OTHERS). Drainage must be prbvided.to avoid ponding. Permanent bracing is reywired (by others) to prevent rotation/toppling. See SCSI 1-03 and ANSI/TPI 1. Continuous lateral bracing attached to flat TC as indicated. Lumber must be structural grade. Brace 0 24" o.c. unless noted. 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 2-PLYI Nail w/lOd BOX, stagggered (per NDS) in: TC- 2 BC- 2 WEBS- 2 •'PER FOOTI•- EE�., 7-11-11 2-PLYS 1 3 4 5 REQUIRED 4r OO 396#12-2-8 Qty: 2 This design based on chord bracing applied per the following schedule: max o.c. from to TC 24.00" 7-11-11 20- 2- 8 UPLIFT REACTIONS) . Support 1 -477 lb Support 2 -477 lb This truss is designed using the CBC -01 Code. Bldg Enclosed Yes, Importance Factor 1.00 Truss Location End Zone Hurricane/Ocean Line a No,Exp Category = C Bldg Length a 40.00 ft, Bdg Width 20.00 ft Mean roof height a 15.43 ft, mph = 80 CBC Special Occupancy, Dead Load a 12.6 psf ---- ---LOAD CASE #1 DESIGN LOADS ----------- Dir L.Plf L.Loc R.Plf R.Loc TC Vert 106.00 - 2- 0- 0 106.00 0- 0- 0 TC Vert 72.00 0- 0- 0 72.00 8- 0- 0 TC Vert 174.75 8- 0- 0 174.75 20- 2- 8 TC Vert 72.00 20- 2- 8 72.00 28- 2- 8 TC Vert 106.00 28- 2- 8 106.00 30- 2- 8 BC Vert 82.52 0- 0- 0 82.52 28- 2- 8 Type... lbs X.Loc LL/TL TC Vert 0.0 0- 2-12 1.00 TC Vert 176.0 8- 0- 0 1.00 TC Vert220.0 8- 0- 0 • 0.00 - TC Vert 176.0 20- 2- 8 1.00 TC Vert 220.0 20- 2- 8 0.00 TC Vert 0.0 27-11-12 1.00 LL/TL 0.12 0.44 0.44 0.44 0.12 0.00 8 7/15/05 ® WARNINGRead 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 be on spectntetbns Provided by the component manufacturer and done In emordance with the conent versions of TPI and AFPA design standards. No responsibility Is assumed for dimensional amuracy. Dimenslonsare to be vert ed by the component manufacturer and/or buRdirg designer prior to fabrication. The building designer must ascertain that the bads utilized on this design most or exceed Rho loading Imposed by the bol bu" code and the particular application. The design assumes Cust: PESTER W0: D ri ve_TJ16497_L00005_100001 Dsg n r : LIS #LC = 16 WT' 181# TC Live 16.00 psf Dur Fac s L-1.25 P-1.25 TR USSWORKS thatthe lop dion! Is laterally haod by the mol or floor sheathing and the DOdom dnord Is laterally hated by a rigid sheathing material directly TC Dead 20.00 psf Rep Mb r Bnd 1.00 n. This component anadved, unless otherwise noted. Bracing shown Is for lateral support of components members oily to reduce buckling lo81h Rep Mb r Comp 1.00 INC. (CA) shell not be plated in any environment that will ceuss the moisture content of the Mood to -weed 19% and/or cause connector plate mansion. 'JOINT BC Live 0.00 psf Rep Mb r Tens 1.00 Or. Fabricate, handle. install and hate this truss In acoonfa oo with DETAILS' by Tauswal.'ANSVrPI 1, WTCA r -Wood Truss Council ofAmedmStandard Design Respwt4mities, 9WNDLINGINST/LLLINGAND BRACING METALPLATE C.ONNECTEDWOOD TRUSSES' BC Dead' 17.00 psf O.C.Spacing 2- O- O CO 10 Sp! 7 ngs, CO 80907 Co o Springs, '6.0 RNIB 81) e W 5i18 91 suMnIARY SNEET by TPI.Thermss plate Institute RPO b located m Dgrofrb Dine. Maduon• wismruin 59719. TOTAL 53.00 Design Spec CBC -01 TRUSPLUS VER: T6.4.2 ThoAmedcenFo asmuPaparAssodation(AFPA)Islocatedat1n119th street, NW, Ste 8W. Washington, DC 20=. psf DEFL RATIO: L/240 TC: L/241 Job Name: JON & JAN ZAR BRG X -LOC REACT SIZE REQ'D TC 2x4 SPF 165OF-1.5E 1. 0- 2-12 1707 5.50" 2.45. BC - 2x4 SPF 1650F -1.5E 2 27-11-12 1707 5.50" 2.4S" WEB 2x4 HF STUD BRG REQUIREMENTS shown are based ONLY PLATE VALUES PER ICBG RESEARCH REPORT #1607. on the truss material at each bearing Loaded for 10 PSF non -concurrent BCLL. MAX DEFLECTION (span) ' IN MEM 9-10 (LIVE) Drainage must be provided to avoid ponding. lateral bracing to flat L/999 L- -0.07" D= -0.16" T= -0.23" Continuous attached TC as indicated. Lumber must be structural CRMCAL MOWER FORCES: grade. Brace 0 24" o.c. unless noted. TC COMP. 1-2 -1429 DUR. / TENS. DUR. CSI 1.25 / 239 1.60 0.67 0.00 psf 23 -168s 1.25 / 3ss 1.60 O.sl - 3-4 -1685 1.25 / 3ss 1.60 o.51 17.00 psf 4-5 -1429 1.25 / 239 1.60 0.67 Colo Springs, CO 80907 BC NHP.fli. / TENS.(WR. C5I 6-7 053/ 0(.603 0.467-B Design Spec -16103)/ 1281(5(1.253)0.63 TRUSPLUS 6.0 VER: T6.4.2 8-9-1610 / 1281 1.25 0.63 9-10 05 / 0 1.60 0.46 TOTAL R. CSI WB (DMP. OUR. / TENS.11W21 DEFL RATIO• L/240 TC: L/24 1-6 -1604 1.25 / 2831.60 0.56 1-7 -]B9 1.60 / 14841.25 0.51 2-7 -461 1.25 / 1591.60 0.39 2-e -80 1.60 / 537 0.19 3-8 -497 1.2S / 1591.600.41 4-8 -80 1.60 / 5371.250.19 4-9 -461 1.2S / 1591.60 0.39 5-9 -189 1.60 / 1484 1.25 0.51 5-30 71604 1.25 /. .. 283 Truss ID: C2 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.S" 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•foi•.axial loads only. Extensions above or below the truss profile if any) require additional consideration by others) for horiz. loads on the bldg. r 9-11-11 9-11-11 , 1 2 3 4 5 4.00 12-2-8 4.00 Qty:. -I This designbased on chord bracing applied per the following schedule: max o.c. from to. TC 24.00" 7- 0-15 .20- 2- 8 UPLIFT REACTION(S) . .. Support 1 -258 lb Support 2 -258 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 Ex Category = C Bldg Length •= 40.00 ft, Bldg Width = 20.00 ft Mean roof height - 15.77 ft, mph = 80 CBC Special Occupancy, Dead Load a 12.6 psf 131 - TYPICAL PLATE: 1.5-3 20 132 W:508 R:1707 7 SHIP ® •. WARNINURead all notes on this sheet and give a copy of it to the Erecting Contractor. This design Is for an WINIduai building component not truss system. It has been Dosed on specifications provided by the component manufacture - and done In accordance with the current versions of TPI and AFPA design standards. No responslbBiy is assumed for dimensional accuracy. Dimensionsam to be vented by the component manufacturer aMkr building designer prior to fabrication. The building designer must ascertain that the bads utilized on this design meet or exceed the loading Imposed by the local building code and the particular appllwllon. The design assumes Cust: YESTER WO: Dri ve_T_b6497_L00005_300001 Dsg n r : LIS #LC = 16 WT : 189# TC Live 16.00 psf Du r Facs L=1. 2 5 P=1. 25 TR USSWORKS thatthe top chord Is laterally braced by the roof or noor sheathing and the bottom chord is laterally b aced by a riga sheathing material directly ea TCDd 20.00 psf p Rep Mb r Brill 1.15 ' attached unless otherwise noted. Bracing shown Is for lateral support of components members only to reduce budding length. This component ch Rep Mb r Comp 1.00 -- tt INC. (C4) shall not be placed In any environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate oDroslon. 'JOINT BC Live 0.00 psf Rep Mb r Tens 1.00 4415 Nor;hpark Or. Fabricate, handle, Install abrace this truss In accordance with DETAILS' by Truswal,'ANSUTPI 1, WTCA 1' -Wood Truss Council and ' PLATE CONNECTED WOOD TRUSSES' BC Dead 17.00 psf O. C. Spaci ng 2- 0- 0 Colo Springs, CO 80907 of America Standard Design Responsibnales, UMDLING INSTALLING AND BRACING METAL 'HIB Madison. Wisconsin 53719. - Design Spec CBC -01 TRUSPLUS 6.0 VER: T6.4.2 4HIB-81)and -81 SUMMARY SHEET by TPI. The Thus Plate Institute (TPI) is located at D'OnWrio DMe, FThe American Forest and Paper Assoaallon(AFPA) Is located at111119th Street. NW, Ste Boo, Washington, DC 20939. TOTAL $3.00 psf DEFL RATIO• L/240 TC: L/24 Job Name: JON & JAN ZAR BRG X -LOC REACT SIZE REQ'D TC 2x4 SPF 16SOF-1. SE 1, 0- 2-12 1707 5.50" 2.45" BC 2x4 SPF 165OF-1.5E 2 27-11-12 1707 5.50" 2.45" WEB 2x4 HF STUD BRG REQUIREMENTS shown are based ONLY PLATE VALUES PER ICBO RESEARCH REPORT #1607. on the truss material at each bearing Loaded for 10 PSF non -concurrent BCLL. MAX DEFLECTION (span) ' Drainage must be provided to avoid ponding. L/999 IN MEM 9-10 OLIVE) Extended TC requires 2x 4 verts at 48" o.c. Lm -0.07" D- -0.16' T= -0.23" max. dropped to the chord below, attached s, MEMBER ��' w/1.5-3 min. plates, or (5)-16 ga, staples, TC CONP. OUR. / TFl15. WR. CSI or adequate nailing b others t ea. end. 1-2 -1429 1.25 / 241 1.60 0.67 q, 9 Y Y z-3 -1695 1.zs / 33e 1.6o O.sl End verticals designed for axial loads only. 3-4 -1685 1.25 / 318 1.60 0.51 Extensions above or below the truss profile 4-s -.29 1.25 / 241 1.60 0.67 ((if any) require additional consideration aC OW,JOUR. / TENS.(OUR. CSI (by others) for horiz. loads on the bldg. 6-7 0(1.253/ 0(1.603 0.46 7-8 -]63(((1.60)))/ ]281(((1.253) 0.63 8-9 -163 1.60 / 2.281 1.25 0.63 9-10 0 1.25 / 0 1.60 0.46 WB OOMP. TENS. OUR CSI 1-6 -1604 1.25 / 286 1.60 0.56 '1-7 -191 1.60 / 1484 1.25 0.51 2-7 -461 1.25 / '53'7111:2'51 60 1.60 0.39 2-9 -81 1.60 / 537 1.25 0.19 3-8 -497 1.25 / 161 1.60 0.41 4-e -B1 3.60 1.25 0.19 4-9 -461 1.25 1.60 0.39 5-9 191 3.60 / 1484 1.25 0.51 s-10 -1604 1.25 1.60 0.56 ' 1t-11-11 � 11-11-11 1 2 3 4 5 4.00 i 12-2-8 4.0 Truss ID: C3 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). Continuous.lateral bracing attached to flat TC as indicated. Lumber must be structural grade. Brace 0 24" o.c. unless noted. Qty: 1 This design based on chord bracing applied per the following schedule: max D.C. from to TC 24.00" 7- 0-15 20- 2- 8 UPLIFT REACTION(S) ' Support 1 -260 lb Support 2 -260 lb This truss is designed using the CBC -01 Code. Bldg Enclosed a Yes, Importance Factor = 1.00 Truss Location - End Zone Hurricane/Ocean Line No Exp Category - C Bldg Length - 40.00 ft, Bldg Width a 20.00 ft Mean roof height - 16.10 ft_, mph a 80 CBC Special Occupancy, Dead Load - 12.6 psf 2-4 o u -r 2-4 B1 82 W:508 W: TYPICAL PLATE: 1.5-3 9 /- It v; It CD LL Cr_ I 8-2-6 SHIP 4-2-8, 508 13:1707 QPoFESSjb'_ 2/"7." 9 n Y 6/3 i07SI � C 7/15/05 ® WARN/ NGRead au notes on this sheet and give a copy of it to the Erecting Contractor. This design Is for an mdhnouel wilding component not truss system. It hes been based on sveanratrons provided by the component manufacturer and done in accordance with the current versions of TPI aro AFPA design standards. No responsibility Is assumed for dimensional accuracy. Dimensbnsare to be verlBed by the component manufacturer anrdfor building designer prior to fabrication. The building designer must ascertain that the Loads ultUmd on thie design meet or exceed the wading imposed by the local but" code and the particular application. The design assumes Cust: YESTER W0: Drive T-b6497_L00005_J 00001 Dsg n r : LG #LC = 16 WT' 197# TC Live 16.00 psf Dur Fac s L=1.2 5 P=1.25 TRUSSWORKS that the dip Mord is laterally, braced by the tool or floor sheathing and the bottom Mond Is latently braced by a rigid sheathing material directly TC Dead 20.00 s f p Rep Mb r Bnd 1.15 attached, unless otherwise noted. Bracing shown Ls for lateral support of components members only to reduce buckling length. This component Rep Mb r Comp 1.00 INC.( INC.CA) shall not ba placed y environment that will cause the moisture content of the wood to exceed 19% armor cause connector plate corrosion. Mman BC Live 0.00 psf Rep Mbr Tens 1.00 44 5 Northpark Dr. seccardenwith',IOINTDETAILS'byTnrs.al,'ANSUTPI1'.WTCAr-Wood Truss Coun w Fabricate,handle. Install ani brace mistnumce AND BRACING METAL PLATE CONNECTED WOOD TRUSSES' BC Dead � 17.00 psf 0. C. Spaci ng 2- 0- 0 ' CO /O Springs, CO 8D9D7 of Amerce Standard Design Responsibilities, 14ANDLING INSTALLING Institute(fPQ is located D'Onwfdo Drhe, Mattson, Wisconsin 63719. Design Spec CBC -01 TRUSPLUS 6.0 VER: T6.4.2 (HIB.91) and MlB-91 SUMMARY SHEET by TPI. The Truss Plate to Pho American Forest and Paper Association (AFPA) is Located at 1111 19th streat, NW. Ste 800. Waahlngtm, Dc 20MO._ TOTAL 53.00 psf DEFL RATIO: L/240 TC: L/2 Job Name: JON & JAN ZAR Truss ID: C4 Qty: 4 BRG X -LOC REACTSIZE REQ'D TC 2x4 SPF 1650F -1.5E Web bracing required at each location shown. UPLIFT REACTION(S) 1 0- 2-12 1495' 5.50" 2.14" BC 2x4 SPF 165OF-1.SE ® See standard details (7X01087001-001 rev/). Support 1 -216 lb 2 27-11-12 1707 5.50" 2.45" WEB 2x4 HF STUD Plating spec ANSI/TPI - 1995 Support 2 -263 lb BRG REQUIREMENTS shown are based ONLY PLATE VALUES PER ICBG RESEARCH REPORT 51607. THIS DESIGN IS THE COMPOSITE RESULT OF This truss is designed using the on the truss material at each bearing Loaded for 10 PSF non -concurrent BCLL. MULTIPLE LOAD CASES. CBC -01 Code.' MAX DEFLECTION (span) • End verticals designed for axial loads only. IF HANGERS ARE INDICATED ON THIS DRAWING, Bldg Enclosed - Yes, Importance Factor 1.00 L/999 IN MEM 8-9 LIVE) Extensions above or below the truss profile THEY ARE BASED ON 1.5" HANGER NAILS FOR Truss Location - End Zone L- -0.18" - D- -0.42 T- -0.60" FORCES: if any) require additional consideration 1 -PLY AND 3" HANGER NAILS FOR MULTI -PLY NAILS, THE Hurricane/Ocean Line - No Ex Category - C Bldg Length - 40.00 ft, Bidg Width 20.00 ft tRMCAL KWER Tc CONP. DUR. / TENS. D11R. ' (by others) for horiz. loads on the bldg. GIRDERS..IF-2.5".GUN ARE USED, RE-EVALUATED OTHERS). = Mean roof height a 16.45 ft, mph 80 1-2 -59 1.25 / 94 1.25 0.62 HANGERS MUST BE (BY CBC Special Occupancy, Dead Load a 12.6 psf z-3 -1x67 3-4 -1467 1.zs / 3zo 1.60 1.25 / 320 1.60 0.61 0.62 4-5 -59 1.25 / 94 1.25 0.62 ... Bc ODMP. DUR.)/ TQ15.(OUR.) CSI 6-7 -783(1.60)/ 1250(1.2S) 0.92 7-8 731((1.603/ 1]97((1.253 0.91 8-9 183 1.60 / 1250 1.25 0.92 - WB COW. DU TENS. WR. CSI 1-6 -204(1.253/ 102 1.60 0:07 2-6 -1704(1.25 / 249 1.60 0.89 2-7 / 307 1.25 0.11 3-7 -21 1.60 / 304 1.25 0.11 3-8 21 1.60 / 304 1.2S 0.11 4-8 21 1.603)/ 307 1.25 0.11 4-9 -1704(1.253/ 249 1.60 0.89 S-9 -41611.25 / 127 1.60 0. is 14-1 r. f 14-1 .,... 1 2 3 4 5' 4.00 4.0 3-6 81 W:508 R:1495 U:-216 7 o -g 8 3.6 B2 W:508 R:1707 TRUSSWORKS WAMNINURead all Motes on this sheet and give a copy of it to the Erecting Contractor. This design Is for an individual Wilding component net truss system. R has been basad on speciflcado ms provided by the component manufacturer aro done In accordance with time ameat versions of TPI and AFPA design standards. No responsibility Is assumed for dimensional aoauacy. g designer prior to fabrication. The building designer must aso ain that Dimenslonsa a to be verified by the axnpon9nt manufacturer and/or Wildinm the loads utilized on this design meet or exceed the loading unposed by One local building code and the particular application. The design assumes that the top chord is laterally brand by the roof or floor sheathing and the bottom cord Is laterally bmced by a rigid sheaving material directly Cust: YESTER WO: D ri ve_TJ76497_L00005_J 00001 Dsg n r : LG SLC 16 Wi : 174# TC Live 16.00 psf Du r Facs L-1.25 P-1.25 attached. unless otherwise noted. Bracing shown Is for lateral support of components members only to reduce Wcldmg length. This component TC Dead 20.00 psf P Rep Mb r Brill 1.15 Rep Mb r Comp 1.00 ® INC. (C4) shall not be placed In any mWorment that vim cause the moisture content of the wood to exceed 19% andror cam axmrreaor Wain corrosion. 'JOINT BC Live 0.00 psf Rep Mb r Tens 1.00 44Q5 Northpark Dr. Co 1 o Springs, CO 80907 Fabricate' handle, install end brace oda truss In eaA dance with DETAILS' by TmswaL ANSVTPI 1', YJTCA V -Wood Truss Council of America Standard Design Respon' MINIM HANDLING INSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES' BC Dead 17.00 psf O. C, Spaci ng 2- 0- 0 {HIB•91) and 'HIB -91 SUMMARY SHEET by TPI. The Truss Plate Institute (TPI) Is boated at D%kWrlo Drive, Madison, Wisconsin 53719. Design Spec CBC -01 TRUSPLUS 6.0 VER: T6.4.2 TheAmedcanFomstmdPaperAssociation(AFPA)Islocatedat111119th Street, NW. Ste 800,Washington, DC20036. TOTAL 53.00 psf DEFL RATIO: L/240 TC: L/24 Job Name: JON & JAN ZAR BRG X -LOC REACT SIZEREQ'D TC 2x4 SPF 1650F-1. SE 1 0- 2-12 1495 5.50" 2.14" BC 2x4 SPF 165OF-1.5E 2 27-11-12 1707 5.50" 2.45" WEB 2x4 HF STUD BRG REQUIREMENTS shown are based ONLY PLATE VALUES PER ICBO RESEARCH REPORT #1607. on the truss material at each bearing Loaded for 10 PSF non -concurrent BCLL. MAX DEFLECTION (s n) - Drainage must be provided to avoid ponding. L/999 IN MEM, 9-10 (LIVE) Extended TC requires 2x 4 verts at 48" o.c. L- -0.07" D- -0.16" T- -0.23" max. dropped to the chord below, attached CRITICAL MEMBER FORCES: w/1.5-3 min. plates, or (5)-16 ga. staples, Tc GIMP. OUR. / 7EN6. WR. CSI or adequate nailing by others t ea. end. 1-2 -1429 1.25 / 241 1.60 0.67 q y 2-3 -1685 1.zs / 31B 1.60 0.51 End verticals designed for axial loads only. 3-4 -16851.25 / 318 1.60 0.51 Extensions above or below the truss profile 4-5 -1429(1.25 / 241 1.60 0.67 (if an require additional consideration ec COKP OUR T +s,(((OUR,)) ai (by others) for horiz. loads on the bldg. 6-7 = 51(1.603/ 01.60) 0.46 7-8 -163(((1.603)/ 1281 1.25 0.63 8-9 163 1.60 / 1281 1.25 0.63 9-10 0 0.90 / 51 1.60 0.46 5B COMP. OUR. / TEN6. OUR. 6I 1-6 -1392 1.25 / 239 1.60 IRT 1-7 -191 1.60 / 1484 1.25 0.51 2-7 -461 1.25 / 160 1.60 0.39 2-8 -81 1.60 / 537 1.25 0.19 3-8 -497 1.25 / 161 1.60 0.41 4-8 -81 1.60 / 537 1.2S 0.19 4-9 -461 1.25 / 160 1.60 0.39 5-9 -191 1.60 / 1484 1.25 0.51 5-10, -]b04 1.25 /, . 286 1.60 0.56,. 4-4 8_2_6 T 4-r B1 W:508 R:1495 U:-213 Truss ID: C5 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). Contihuous.latecal.bracing attached to flat TC as indicated. Lumber must be structural grade. Brace 0 24" o.c, unless noted. 1 2 I 3 4.00 a 12-2-8 11-11-11 4 5 4.0 Qty: 1 This designbased on chord bracing applied per the following schedule: max o.c. from to TC 24.00" 7- 0-1S 20- 2- 8 UPLIFT REACTION(S) Support 1 -213 lb Support 2 -260 lb This truss is designed using the CBC -01 Code. Bldg Enclosed - Yes, Importance Factor - 1.00 Truss Location - End Zone Hurricange/Ocean Line - No Et0 xp Categor - C MeaBldn roofheight0016.1OBft9 phth 80.00 ft WC Special Occupancy, Dead Load = 12.6 psf K/ 2-4 0-0 - 2-4 B2 TYPICAL PLATE: 1.5.3 7 10 • 7/15/05 WARNINGRead aft notes on this sheet and give a copy of it to the Erecting Contractor. This design Is for an indWual building component not truss system. It has been be on spectffcmbns provbnd M the component manufacturer and done In accordance with the cunam versions of TPI and AFPA design standards. No responslbt6ty Is assumed for d1menstonal aaurecy. Ofmansionsare to be vedfied by the component manufacturer and/or building designer prior to fabdcalbn. The building designer designer must ascertain that the loads utll and on this design meet or eased the loading imposed by the local wilding code and the particular appilcation. The design ess tmon Cust: YESTER W0: Drive T-b6497_L00005_) 00001 Dsg n r : LG #LC = 16 WT: 194# TC Live 16.00 psf Dur Fac s L=1.2 5 P=1.2 5 X W TC Dead 2 Rep Mb r 8nd ' 1.15 attached, unless otherwise noted. Bracing yaw n Is for lateral supped of components mambere only to „educe budding length. This componerd Rep Mb r Comp 1.00 INC. (CA) stall not nd gecod In any tmvtrenment 0ul cum cause the moisture content of the wood to excoed 19% and/or cause connector plate comulon.BC 'JOINT •,.: 0.00 psf r i 2-4 0-0 - 2-4 B2 TYPICAL PLATE: 1.5.3 7 10 • 7/15/05 WARNINGRead aft notes on this sheet and give a copy of it to the Erecting Contractor. This design Is for an indWual building component not truss system. It has been be on spectffcmbns provbnd M the component manufacturer and done In accordance with the cunam versions of TPI and AFPA design standards. No responslbt6ty Is assumed for d1menstonal aaurecy. Ofmansionsare to be vedfied by the component manufacturer and/or building designer prior to fabdcalbn. The building designer designer must ascertain that the loads utll and on this design meet or eased the loading imposed by the local wilding code and the particular appilcation. The design ess tmon Cust: YESTER W0: Drive T-b6497_L00005_) 00001 Dsg n r : LG #LC = 16 WT: 194# TC Live 16.00 psf Dur Fac s L=1.2 5 P=1.2 5 TR USSWORKS that the top chord Is laterally braced by Ire roof or floor sheathinglo and the bottom chord laterally braced by a dgld sheathing material direly TC Dead 20.00 psf Rep Mb r 8nd ' 1.15 attached, unless otherwise noted. Bracing yaw n Is for lateral supped of components mambere only to „educe budding length. This componerd Rep Mb r Comp 1.00 INC. (CA) stall not nd gecod In any tmvtrenment 0ul cum cause the moisture content of the wood to excoed 19% and/or cause connector plate comulon.BC 'JOINT Live 0.00 psf Rep Mb r Tens 1.00 441{ S® k Dr. CO 0 Springs, CO 80907 Fabricate, handle' Install and bthis cuss lo accordance "nth DETA RZ by rntswal,'ANSVI PI r, WTCA /-wood Tntss Council race of America Standard Design Responsibilities, HANDLING INSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES' BC Dead 17.00 psf O.C.Spacing 2- 0- 0. 1 {HIS-81) and NIB -91 SUMMARY SHEET by TPI. The TrussPlate Institute (TPI)is boated at D'Onwfdo Drive, Madison, Wlsoonsin 53719. Design Spec CBC -01 TRUSPLUS 6.0 VER: T6.4.2 rneAmedcanFomstand PeperAssoaanon(AFPA)IsIocmedat111119th Street. NW, Ste NO. Washington, DC 20036. TOTAL 53.00 psf DEFL RATIO' L/240 TC' L/24 Job Name: JON & JAN ZAR Truss ID: C6 Qty: 1 BRG X -LOC REACT SIZE REW D TC 2x4 SPF 1650F-1.SE Plating spec ANSI/TPI - 1995 This design based on chord bracing applied 1 0- 2-12 1495 5.50" 2.14" BC 2x4 SPF 165OF-1.5E THIS DESIGN IS THE COMPOSITE RESULT OF per the following schedule: 2 27-11-12 1707 5.50" 2.45" WEB 2x4 HF STUD MULTIPLE LOAD CASES. max o... from to TC 24.00" 7- 0-15 20- 2- 8 BRG REQUIREMENTS shown are based ONLY PLATE VALUES PER ICBG RESEARCH REPORT #1607. IF HANGERS ARE INDICATED ON THIS DRAWING, • on.the truss material at each bearing Loaded for 10 PSF non -concurrent BCLL. THEY ARE BASED ON 1.5" HANGER NAILS FOR - UPLIFT REACTIONS) 1 -211 lb MAX DEFLECTION (span) • Drainage must be Provided to avoid ponding. flat 1 -PLY AND 3" HANGER NAILS FOR MULTI -PLY GIRDERS. IF 2.5" GUN NAILS ARE USED,.THE .Support Support 2 -258 lb L/999 IN MEM 9-10 (LIVE) Continuous lateral bracing attached to OTHERS). This truss is designed using the L- -0.07" D- -0.16" T- -0.23" CR1TzcAL MMER FORCES: TC as indicated. Lumber must be structural grade. Brace 0 24" D.C. unless noted. HANGERS MUST BE RE-EVALUATED (BY End verticals designed.f6r axial loads only. CBC=01 Code. Factor 1.00 Tc COOP. C(OIIR. / TENS. UR. cel Rep Mb r Comp Extensions above or below the truss profile Bldg Enclosed - Yes, Importance = 1-z-1a29S}jl.zs2S/ 219 1.6025 0.67 °oai BC Live if any) require additional consideration Truss Location - End Zone Hurricane/Ocean Line - No Ex Category = C '3:a-1 56e51255% iss(i: S Dr. Colo Spr7ngs, CO 80907 Co 5 by others) for horiz. loads on the bldg. Bldg Length a 40.00 ft,, Bldg Width = .20.00 ft 4-5 -1429(CC((1.25))))/ 239(`((1.60)))) 0.67 _' -CS1 O.C.Spacing 2- 0- 0 Mean roof height - 15.77 ft. mph 80 - Bc, 00HP. (WR. / TENS. WR. - - Design Spec CBC Special Occupancy, Dead Load = 12.6'psf. 6a -51(1.603/ 7-8 -161i((1.603)/ 01.60 o.a6 "]281 1.25 0.63 TOTAL 53.00 psf - 8-9 -161 1.60 / 1281 1.25 0.63 _ - 9-10 ' 0 0.90 / 51 1.60 0.46 . bB O]NP. OUR. / TENS. OUR. C51 1-6 -1392 1.25 / 237 1.60 0.49 1-7 -189 1.60 Jr 1484 1.25 0.51 2-7 -461 1.25 / 159 1.60 0.39 - 2-8 -80 1.60 / 537 1.25 0.19 - 3-8 -497 1.25 / 159 1.60 0.41 4-8 -80 1.60 / 537 1.25 0.19 - 4-9 -461 1.25 / 159 1.60 0.39 - 5-9 -189 1 / -1484 1.25 0.51 ' 5-10 -1604 1.25 /, 283 1.60 0.56 _ ,,_ _ .• A ,. . .i - .. - . .. .. QPOF ES•SIp 9-11-11 2 I 3 t 4 9-11-11 51 q 'Q1 4.00 r 12-2-8 t -4.0 Z` L 6-6 t5 4-4 6T T 7.41-6 SHIP 4 8 4--r M9 P9 2-4 3-6 5-7 3-6 2-4 B1 82 W:508 W:508 R:1495 R:1707 U:-211, l:Q 58 ?8-2-8 '=-= 6 7 8 9 10 TYPICAL PLATE: 1.5-3 CiurcJeDt later anti fa serenre20 tales are s siibo eVae shii0wnalfoVe Shff glbfe stMu fates to civ aid avenaU wlth shuJctOura laf leas Rw le). A - RN N Read all notes on this sheet and give a copy of it to the Erecting Contractor. Cust: YESTER This design Is for an IndMcIuat building component not truss system. It has been Cased on specifications provided by ft component manufacturer 6-6 t5 4-4 6T T 7.41-6 SHIP 4 8 4--r M9 P9 2-4 3-6 5-7 3-6 2-4 B1 82 W:508 W:508 R:1495 R:1707 U:-211, l:Q 58 ?8-2-8 '=-= 6 7 8 9 10 TYPICAL PLATE: 1.5-3 CiurcJeDt later anti fa serenre20 tales are s siibo eVae shii0wnalfoVe Shff glbfe stMu fates to civ aid avenaU wlth shuJctOura laf leas Rw le). 7/15/05 - RN N Read all notes on this sheet and give a copy of it to the Erecting Contractor. Cust: YESTER This design Is for an IndMcIuat building component not truss system. It has been Cased on specifications provided by ft component manufacturer W0: D ri ve_T-16497_L00005_J 00001 and done In accordance with the cement wusions of TPI and AFPA design standards. No responslbinty Is assumed for dimensional accuracy. Ds g n r : LG #LC - 16 WT • 186# Olmenslonsare to be --(nd by the component manufacturer and/or building designer prior to fabrication. The building designer must asoadWn that TC Live 16.00 psf Du r Facs L=1.2 5 P-1.25 the loads utiibed on this design meet or exceed the loading Imposed by the local building code and the panicotar appucatwn. The design assumes TRUSSWORKS that the top chord Is Laterally braced by the mof or floor sheathing and the bottom chord Is laterally braced by a rigid sheathing material directly TC Dead 20.00 s f P Rep Mb r Bnd 1.15 adaa,ed, unless otherwise noted. Bracing shown Is for lateral support of components members only m reduce budding length. This component Rep Mb r Comp 1.00 INC. CCA) shat not be placed In a y environmeM that will cause the moisture cordent of the wood to a used 19% and/or cause connector plate corrosion. 'JOINT BC Live 0.00 ps f Rep Mb r Tens 1.00 Dr. Colo Spr7ngs, CO 80907 Co 5 Fabricate, handle. Insist and brace this buss In accordance with DETAILS' by Truswal,'ANSVfPI r,1NTCA r -Wood Truss camas of America Standard Design Responsible(las• HANDLING INSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES' BC Dead 17.00 psf O.C.Spacing 2- 0- 0 pr;hpdrk ct {HI&91)andHl&91SUMMARYSHEETbyTPI.TheTnissPlateInstitute(TPI)IslocatetlmDVWrIoDrive•Madison,Wisconsin53719. Design Spec CBC -01 TRUSPLUS 6.0 VER: T6.4.2 TheAmencanForest and Paper Association (AFPA)Islocmmat111119th Street. NW. Sts 800. Washington. DC 20038. TOTAL 53.00 psf DEFL RATIO• L/240 TC: L/24 Job Name: JON & JAN ZAR Truss ID: C7 Qty: 2 BRG 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 2799 5.50" 2.01" - BC 2x4 SPF 165OF-1.5E THIS DESIGN IS THE COMPOSITE RESULT OF per the following schedule: 2 24- 8-12 3000 3.50" 2.15" WEB 2x4 HF STUD MULTIPLE LOAD CASES. max o.c. from to BRG REQUIREMENTS shown are based ONLY Lumber shear allowables are per NDS. IF RANGERS ARE INDICATED ON THIS DRAWING, TC 24.00" 7-11-11 20- 2- 8 on the truss material at each bearing PLATE VALUES PER ICBO RESEARCH REPORT #1607. THEY ARE BASED ON 1.5" HANGER NAILS FOR UPLIFT REACTION(S) BRG HANGER/CLIP NOTE Loaded for 10 PSF non -concurrent BCLL. 1 -PLY AND 3" HANGER NAILS FOR MULTI -PLY - Support 1 -411 lb 2 Hanger TBE- + + + +.+ + + + + + + + + + + + + + + + + + GIRDERS. IF 2.5" GUN NAILS ARE USED, THE Support. 2 -441 lb .HANGER(S) TO BE ENGINEERED Nail pattern shown is for PLF loads only. HANGERS MUST BE RE-EVALUATED (BY OTHERS). This truss is designed using the Support Connections)/Hanger(s) are Concentrated loads MUST be distributed to Drainage must be provided to avoid ponding. CBC -01 Code. not designed for horizontal loads. each Ply equally. On multi -ply with hangers, Permanent bracing Ts reg ired (by others) to Bldg Enclosed - Yes, -Importance Factor = 1.00 MAX DEFLECTION (span) use 3' nails min. into the carrying member. prevent rotation/toppling. See BCSI 1-03 Truss Location - End Zone L/999 IN MEM 6-7 LIVE) For more than 2 ply, use additional fasten- and ANSI/TPI 1. Hurricane/Ocean Line = No Ex Category = C L= -0.06" D- -0.15 T= -0.21" ers as indicated from the back plys, or use Continuous lateral bracing attached to flat Bldg Length - 40.00 ft, Bldg Width a 20.00 ft OtIIIIJLL MOOFR FORCES: Tc DRIP. (DUR. / TENs. ouR. csl any other approved detail (by others). TC as indicated. Lumber must be structural Mean coo height 15.43 ft, mph = 80 1-2 -zlLo4(l.zs3/ 206 1.60 0.39 IF 2.5" GUN NAILS ARE USED, ANY NAIL CLUSTER grade. Brace 0 24" o.c. unless noted. CBC Special Occupancy, Dead Load = 12.6 psf 2-3 -3243(1.2s)/ 2sz 1.60 0.90 AMOUNTS SHOWN MUST BE INSTALLED FROM THE End verticals designed for axial loads only. ----------LOAD CASE #1 DESIGN LOADS ---------------- 3-4 -3243((1.253/ zsz 1.60 0.90 FRONT AND BAC( FACE EQUALLY (TOTAL NAILS - Extensions above or below the truss profile Dir L.Plf L.Loc R.Plf R.Loc LL/TL 4-5 -1819 1.25 / 140 0.21 DOUBLE THE AMOUNT SHOWN). if any) require additional consideration TC Vert 72.00 0- 0- 0 72.00 8- 0- 0 0.44 ec COMP. INR. / TENS. OUR, l3I + + + + + + + + + + + + + + + + + + + + + + (by others) for horiz. loads on the bldg TC Vert 174.75 8- 0- 0 174.75 20- 2- 8 0.44 6-7 -45 1.60 / zs 1.60 o.14 2-PLYI Nail w/10d BOX, staggered (Per NDS) TC Vert 72.00 20- 2- 8 72.00 24-10- 8 0.44 J 7-e-17sSt1.602{/ 25&6 1.21 0.73 in: TC- 2 BC- 2 WEBS- 2 ••PER FOOTI•• BC Vert 82.52 0- 0- 0 82.52 24-10- 8 0.00 ' 8-9 _95i1.60S/ 1w8 125 051 .Type... lbs X.Loc LL/TL 9-10 25(1.60))/ 45 1.60 0.33 TC Vert 176.0 8- 0- 0 1.00 WB DUMP. OUR. / TENs. IwR. al TC Vert 220.0 8- 0- 0 0.00 1-6 -2547 1.zs / zS' 1.60 o.ze TC Vert 135.6 20- 2- 8 1.00 l 7 -153 1.60 / 2993 1.2S o.s2 TC Vert 169.5 20- 2- 8 0.00 2-7 830 1.2s / 141 1.60 0.11. 2-8 -3s 1.60 / 874 1.21 0.ss 3-8 -1421 1.25 / v4 [Bo 0.19 I 7-11-11 I I 4-7-11 t 4-e -142 1.60 / zlzo l.zs o.37 1 2 _ g 4- 5 4-9 -1753 1.25 / 183 i.6o 0.24 - ' 2 -FLYS 5-9 -167 1.60 / 2822 1.25 0.49 5-10 -2894 1.25 / zu n6o 0.33 REQUIRED 4.00 -8 1 -4•O 396# Q pF ES /V-9 6 p 4-4 4-46-10-6 6-10-6 W X 5313 SHIP6".0/07 24 3-6 4-6 '2-4 B1 B2 R:279 R:3 08 R:2799 R:3000 U:411 U:-441 L 24-10-8 134-0 6 7 8 9 10 STUB N, 227 EX : OW T ttt►►► C►VI 1 r' nn rnv nd i ru.,s4 1S tertr; P411g&L2tl %eCMros„s f m enilr ,9aEu,,U"cnH ' h eh„ih(araMna rin a anOWdlhcn i vaD ta'llsRe t lA, 7/15/05 WARNINGRead all notes on this sheet and give a copy of it to the Erecting Contractor. Cust: YESTER This design Is for an bdivtdual building component not truss system. It has been basin on specifications provided M the component manufacturer W0: Dri ve_T_b6497_L00005_J 00001 aro done In accordance with tee current versions of TPI and AFPA design standards. No responsibility Is assumed for dimensional accuracy. Dsg n r : LG #LC = 16 WT: 164# Dimensbnsare to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that TC Live 16.00 psf Dur Fac s L=1.2 5 P=1.2 5 the loads ut8laed on this design meet or exceed the loading Imposed by the local building code and the particular application. The design assumes TRUSSWORKS that'heta-rd"Wemlybrecedbytnereefor,borsheathingandthebttomchordIs laterally braced byargidsheathing mated direuty TC Dead 20.00 psf Rep Mb r Bind1.00 attached, unlototherwise noted. Bracing shown m for Lateral support of components mambos only to reduce buckli g length. This component Rep Mb r Comp 1.00 INC. (C4 ® cause the moisture ntent « of the wood to exceed 19% and'cause connector plata corrosion. shall not be placed Iness any environment that will co 'JOINT BC Live 0.00 psf Rep Mb r Tens 1.00 44 S Springs, Dr. Colo Springs, CO 80907 Fabricate, handle. Install and brace this truss In accordance with DETAILS by Truswal.'ANSUTPI 1. WTCA 1' -Wood Tress Council of America Standard Design Responaibitiliee, HANDLING INSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES' BC Dead 17.00 psf O.C.Spacing 2- 0- 0 -(HIB-91) and HIB -91 SUMMARY SHEET' by TPI. The Truss Plate Institute (TPI) Is located at D'Onefdd DMa, Madison, Wisconsin 53719. IThe Design Spec CBC -01 TRUSPLUS 6.0 VER: T6.4.2 AmedcanForest and Paper Association (AFPA)islocated at111119th Street, NW, Ste 800, Washington. DC 20036. ITOTAL 53.00 psf DEFL RATIO: L/240 TC: L/24 r .p Job Name: JON & JAN ZAR Truss ID: D1 Qty: 2 BRG X -LOC REACT SIZE REQ'D TC 2x4 SPF 1650F-1. SE Plating spec ' ANSI/TPI - 1995 This design based on -chord bracing applied 1 0- 2-12 902 5.50" 1.SO" 2x4 rSPF 210OF-1.8E 3-4, 4-6 THIS DESIGN IS THE COMPOSITE RESULT OF per the following schedule: 2 12- 6-12 3871 5.50" 2.40" BC 2x4 SPF 165OF-1.5E MULTIPLE LOAD CASES. max o.c. from to 3 33- 3- 4 3075 5.50" 1.83" WEB 2x4 HF STUD IF HANGERS ARE INDICATED ON THIS DRAWING, TC 24.00" 7-11-11 27- 3- 0 4 35- 0- 4 14 5.50" 1.50" Lumber shear allowables are per NDS. THEY ARE BASED ON 1.5" HANGER NAILS FOR UPLIFT REACTIONS) ' BRG REQUIREMENTS shown. are based ONLY PLATE VALUES PER ICBO RESEARCH REPORT #1607. 1 -PLY AND 3" HANGER NAILS FOR MULTI -PLY Support 1 -116 lb on'the truss material at each bearing Loaded for 10 PSF non -concurrent BCLL. GIRDERS. IF 2.5" GUN NAILS ARE USED, THE Support 2 -582 lb MAX DEFLECTION (span) Mark all interior bearing locations. HANGERS MUST BE RE-EVALUATED (BY OTHERS). Support 3 -463 lb L/999 IN MEM 12-13 OLIVE) + + + + + + + + + + + + + + + + + + + + + + Install interiorsuppbrt(s) before erection. Support 4 -908 lb L= -0.04" D_ -0.06' .Tin -0.10" Nail pattern shown is for PLF loads only. Drainage must be provided to avoid ponding. This truss is designed using the CR ICAL "ODER ' Concentrated loads MUST be distributed to Permanent bracing -is re wired (by others) to CBC -01 Code. TC mMP. WR. / TENS. DUR. CSI 1-z -53 1.25 / 37 1.25 0.17 each Ply eywally. On multi -ply with hangers, prevent rotation/tope ing. See SCSI 1-03 Bldg Enclosed =Yes, Importance Factor 1.00 z-3 -1071 1.25 / 103 1.60 o.7a use 3' nails min. into the carrying member. and ANSI/TPI 1. Truss Location - End Zone 3-a -sa 1.60 / lsza 1.25 o.e9 For more than 2 ply, use additional fasten- Continuous lateral bracing attached to flat Hurricane/Ocean Line = No Exp Category - C 4 -s -x116 I.zs / 175 1.60 0.83 ers as indicated from the back plys, or use TC as indicated. Lumber must be structural Bldg Length = 40.00 ft, Bldg Width = 20.00 ft s-6 -z6aa 1.25 / zao 1.60 0.52 an other a roved detail (b others). grade. Brace 0 24" o.c. unless noted. Mean roof height - 13.77 f mph = 80 6-7 -1826 1.25 / 161 1.60 0.25 Y Pp Y 7-a -1x4 1.60 / ]B75 1.x5 0.22 IF 2.5" GUN NAILS ARE USED, ANY NAIL CLUSTER 2 -PLY! Nail w/10d BOX, stagggered (per NDS) CBC Special Occupancy, Dead Load = 12.6 psf AMOUNTS SHOWN MUST BE INSTALLED FROM THE in: TC- 2 BC- 2 WEBS- Z "PER FOOTt"----------LOAD CASE #1 DESIGN LOADS ---------------- ec WMP. DUR. / TENS. cell. CSI FRONT AND BACK FACE EQUALLY (TOTAL NAILS Due to high uplift reaction, this truss Dir L.Plf L.Loc R.Plf R.Loc LL/TL 9-10 -69 1.60 / 919 1.25 0.17 10-11 -sz 1.60 / 1047 1.25 0.25 DOUBLE THE AMOUNT SHOWN). requires special connection details TC Vert 86.00 - 2- 0- 0 86.00 0- 0- 4 11-1z 63 1.60 / 1097 1.zs o.i7 + + + + + + + + + + + + + + + + + + + + + + (designed gy others) to secure truss TC Vert 72.00 0- 0- 0 72.00 8- 0- 0 0.44 12-13 -164 1.60 / 2951 1.25 0.31 to a rigidly anchored support. TC Vert 174.75 8- 0- 0 174.75 27- 3- 0 0.44 13-14 -102 1.60 / 2122 1.25 0.26 TC Vert 72.00 27- 3- 0 72.00 35- 3- 0 0.44 ` 14 -ss -ss 1.60 / 692 1.25 0.16 TC Vert 86.00 35- 3- 0 86.00 37- 3- 0 0.14 ss - 16 2s 1.60 / 25 1.60 O.0 BC Vert 33.98 0- 0- 0 33.98 35- 3- 0 0.00 wa o>No. (cell. / TENS. OUR. 6i .Type... lbs X.Loc LL/TL 1-9 -356(((1.25 / • 93 1.60 0.03 1 , - , TC Vert , _ 0.0 , 0- 2-12 1.00 " z-9-1028(1.zs / - 77 1.60 0.0 TC Vert 176.0 8- 0- 0 1.00 z-10 60C(1.60 / 234 1.25 0.04 % 3-10 , / 136 0.90 0.03 TC Vert 220.0 8- 0- 0 0.00 f 3-11 -2509 1.25 / 192 1.60 0.32 TC Vert 176.0 27- 3- 0 1.00 / 4-11 -3549 1.25 / x811.60 0.37 TC Vert 220.0 27- 3- 0 0.00 4-12 -33 1.60 / 1546 1.2S0.27 TC Vert 0.0 35- 0- 4 1.00 5-12 -1279 1.25 / 109 1.60 0.13 S-13 -366 1.25 / 74 1.60 0.04 [ 6-13 -11 1.60 / 740 1.25 0.13 -1 O T t ss 16-14 -1005 1.25 / 65 1.60 0.3.0 7-11-11 Q 7-14 -29 1.60 / 1466 1.25 0.25 •-r j 7 -ii -ii I ,Y 7 -ss -3318 1.25 / 262 1.60 0.31 2-PLYS 2 3 4 5 6 7 8' Q -9 8-15 -1853 1.25 / 141 1.60 0.16 J D A a-16 6 1.60 / 9ss l.zs o.ss REQUIRED 4 00 396# 19 egeo 'Oa <Q ,Y`<1 6) 5 6 3-4 I 3-4 3-7 1 I i U W r v M 4-6 1.5-3 SHIP x ?] O_ -1 o iD 8 p: 6,130/07 3-4 5-5 3-4 3-0 W:508 126-12 w 50s ERA_, w soil R:902 R:3871 R:3075R:14 U = 11 & U:-582 U:-4 , 1:-908 35-3-0 1` r9 10 11 12 13 14 1516 1 OVER 4 SUPPORTS 327 -C Eli : W30 ,f1c t7w Mrd to TnuA,,rgLl-ten j' so 20Ra u lessslgw, "j (1B a A H" 1n ' FQr n„tat roM f h o jcpr Frr;dVntt ?ti ,F cue lel 7/15/05 ® WARNINGRead all notes on this sheet and give a copy of it to the Erecting Contractor. This design Is for an WWuat building component not mass system. It has been bawd on specifications provided by the component manufacturer and done In accordance with the current vanslons of TPI and AFPA design standards. No responsibility, Is assumed for dimensional accuracy. Oimensbnwre to be verified by lire component manufacturer andW building designer prior to fabrication. The budding designer must ascertain thin the roads umbed on this design mcet or exceed the loading Imposed by the local building rode and do partkutar application. The design assumes Cust: YESTER W0: Dri ve_TJ16497_L00005_]00001 Dsgn r LG #LC 22 WT185# ' TC Live 16.00 psf Du r Facs L=1.25 P=1. 2 5 TR USSWORKS that the lop dors Is laterally braced by the mot or door sheaNNg and the bottom chord is laterally braced by a rigid sheathing material directly TC Dead MAO psf p Rep Mb r Bnd 1.00 "made . unless otherwise noted. bracing shown Is for lateral support of components members only to reduce budding lergm. This component Rep Mb r Comp 1.00 ® INC. (C4) shot) not be pro' aced In aenvin environment that wcause the the moisture content of wood to exceed la% manor cause connector plate corrosion. 'JOINT BC Live 0.00 psf Rep Mb r Tens 1, 00 Or. 80907 Fabricate. handle. Instal) and brace this truss In accordance with DETAILS' by Tnuwal,'ANSUTPI 1'. WTCA 1' -Wood Truss Council ofq,nedcaStandard Design Responsibilities, WWDLINGINSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES' BC Dead 7.00 psf O. C. Spacing 2- 0- 0 Colo Springs, CO CO 0 Springs, {HIB -91) anW HI&91 SUMMARY SHEET by TPI. The Trusts Plate Institute UPI) is located at otaorro oma, Madison. Wisconsin 5371e. TOTAL 43.00 Design Spec CBC -01 TRUSPLUS 6.0 VER: T6.4.2 The American Foram and PalowAssodwon(AFPA)I.locatedm11111em Street, Nw,Ste 800,WWhhVton,OC20036. psf DEFL RATIO: L/240 TC: L/24 is Job Name: JON & JAN ZAR Truss ID: D10 % Qty: I BRG X -LOC REACT SIZE REQ'D TC 2x4 SPF 165OF-1SE Plating spec • ANSI/TPI - 1995 This design based on chord bracing applied 1 0- 2-12 814 5.50" 1.50" BC 2x4 'SPF 1650F -1:5E THIS DESIGN IS THE COMPOSITE RESULT OF per the following schedule: 2 17- 2-12 1651 5.50" 2.37" WEB 20 HF STUD MULTIPLE LOAD CASES. max o.c. from to 3 33- 3- 4 961 5.50" 1.50" PLATE VALUES PER ICBO RESEARCH REPORT #1607. IF HANGERS ARE INDICATED ON THIS DRAWING, TC 24.00" 7- 0-15 27- 3- 0 4 35- 0- 4 118 5.50" 1.50" Loaded for 10 PSF non -concurrent BCLL. THEY ARE BASED ON 1.5" HANGER NAILS FOR UPLIFT REACTION(S) • Rep Mb r Bnd BRG REQUIREMENTS shown are based ONLY Mark all interior bearin locations. 1 -PLY AND 3" HANGER NAILS FOR MULTI -PLY Support 1 -138 lb on the truss material at each bearing Install interior support s) before erection. GIRDERS. IF 2.5" GUN NAILS ARE USED, THE Support 2 -243 lb MAX DEFLECTION (span) • Drainage must be provide to avoid ponding. HANGERS MUST BE RE-EVALUATED (BY OTHERS). Support 3 -1SO lb L/999 IN MEM 9-10 (LIVE)This truss is designed using the Continuous lateral bedding attached to flat Support 4 -95 lb L- -0.02" D- -0.04" T= -0.06" CBC -01 Code. TC as indicated. Lumber must be structural TOTAL 43.00 psf DEFL RATIO' L/240 TC L/24 STC FORCES: Bldg Enclosed Yes, Importance Factor - 1.00 grade. Brace 0 24" o.c. unless noted. ' TC 0W-4- DUR. / TENS. OUR. CTI 1,2 -401.25 / a6 1.x5 0.18 Truss Location= End Zone 2-3 -941 1:25 / 17S 1.60 0.29 3-4 -531 1.25 / 111 1.60 0.53 Hurricane/Ocean Line - No Ex Category e C a 40.00 ft, Bidg Width 20.00 ft - - 4-5 -63 1.so / 731 l.zs 0.65 Bldg Length a Mean height - 14.10 ft, mph a 80 - 5-6 -440 1:25 /. 88 1.60 3'55 6-7 -575 1.25 ( 114 1.60 0.26 roof CBC Special Occupancy, Dead Load = 12.6 psf - _ 7-8 -91 1^60 / 501 1.23 0.22 - BC ODNP.DUR. / TENS. OUR. CSI - 9-10 -134 1.60 / 935 1.25 0.21 - 10-11 -92 1.60 / 8l9 1.25 0.24 31-12 -45 1.60 / 199 1.25 0.21 12-13 -53 1.25 / 280 1.2S 0.22 13-14 -54 1.60 / 580 1.25 0.24 14-35 -32 1.60 / 321 1.25 0.12 ss -16 0 1.25 / 0 1.60 O.os Wil COMP. WR. / TENS. OUR. CSI 1-9 -316 1.25 / 92 1.60 0.06. < .. .• .. - +, • . • + 2-9 -1024 1.25 / 150 1.60 0.41 - 2-10 -67 1.25 / 65 1.60 0.02 3-10 / -107 0.90 0.05 3.11 •-382111:26051/ 88 1.60 0.17 - - 4-11 -11/ 483 1.25 0.17 4-12 -11931.25/ 231 1.60 0.49 S-12 -01461.2S/ 218 1.60 0,55 - - 5-13 - / 356 1.25 0.12 6-]3 -223(1.25)/ 64 1.60 0.13 - 6-14 :3 2151/ 711.60 US I 9-11-11. { I -9-11-11 I 7-14 -30 1.60 / 283 1.25 0.10 1 p 3 4 5 6 7 8 7 -ss -1os3 1.25 / '187 1.60 0.25 8 -ss -4S9 1.25 / 108 1.60 0.09 I 19-3-0 I 4:00 8-16 -115 1.25 / loo 1.60 0.03 4r DD T 4-1-6 1.5-3 0-10-8 C l-. C7 I 2 1 U t2 ., 0-10-8 ¢ISHIP OF -, t TYPICAL PLATE: 1.5-3 OVER 4 SUPPORTS D Civrcle0 Idtas and false 0 rates are s sh6oitevas sn lowrialibve ShiRa bPe $stud• cotes to av bid ovenaU . sW3chural la I. II Rw sten le . % AR GRead all notes on this sheet and give a copy of it to the Erecting Contractor. Cust: YESTER This design D for an lndwtdual Wilding component not thus system. It has been based on specification proAded by the component manufacturer W0: Dri ve_T-b6497_L00005_] 00001 ane done In accordance with the current varsbrs of TPI and AFPA design standards. No responslbity, Is assented for dlmanstonal accuracy. ' Ds gn r' LG #LC - 22 WT: 193# Dimensbnsare to be vedO80 by the component manufacturer aMMr Wilding designer prior to fabrication. The Wilding designer must asceaaln that TC Live 16.00 psf Dur Fac s L=1.2 5 P=1.2 5 the bads ullftad on this design meet or exceed the leading Imposed by the local W Idirg code and the particular application. The design assumes TRUSSWORKS that the by chord is laterally b by the roof or floor Sheathing and the bottom chord is laterally braced by a rigid sheathing material directly TC Dead 20.00 psf P Rep Mb r Bnd 1,15 attached. unless otherwise noted. Bracing shown is for lateral support of components m mbem only b reduce buckling length. This component Rep Mb r Comp 1.00 ® INC. (CA) aced any environent cum cothat nb e the moisture content of the wood a,ceed 19% and/or muga connector pate corrosion. shell not be pm m 'JOINT BC Live 0.00 psf Mb r Tens 1.00 4445 ll Or. waL'ANSV PI I. ren -Wood Truss CouncilRep Fabricate, handle, Install and brace this truss In accordance w8h DETAILS' by Trus wr CONNECTED WOOD TRUSSES' BC Dead 7.00 psf O. C. Spaci ng 2- 0- 0 Colo Sp CO 80907 Springs, ngs, of America Standard Design Responsibilities, HANDLING INSTALLING AND BRACING METAL PLATE The Truss Male Institute Is located D'OroMo Dme, Madison. Wisconsin 53719. De51 tin Spec CBC -01 TRUSPLUS 6.0 VER: T6.4.2 {HIB -81) aM HIB -81 SUMMARY SNF_ET' by TPI. (TPI) el The AmedcanForest and PaperAssoclatbn(AFPA)Islocated al1III lath Street, NW, Ste 800, Washington, DC 20038. TOTAL 43.00 psf DEFL RATIO' L/240 TC L/24 Job Name: JON & JAN ZAR BRG X -LOC REACT SIZE REQ'D TC 2x4 SPF 16SOF-1.5E 1 0- 2-12 1713 5.50" 1.50" BC 2x4 SPF 1650F -1.5E 2 17- 2-12 4924 5:50" 3.53" WEB 2x4 HF • STUD 3 33- 3- 4 2607 S.50" 1.50" Lumber shear allowables are per NDS. 4 35- 0- 4 33 5.50" 1.50" PLATE VALUES PER ICBO RESEARCH REPORT #1607. BRG REQUIREMENTS shown are based ONLY Loaded for 10 PSF non -concurrent BCLL. on the truss material at each be Mark all interior bearin locations. MAX DEFLECTION (span) ' Install interior support s) before erection.: L/999 IN MEM 9-10 Oi LIVE) Drainage must be provide to avoid ponding L= -0.04" D= -0.08' T= -0.12" Permanent bracing is regyired (by others) o ax7ICAL MWER ACES: prevent rotation/toppling. See BCSI 1-03 Tc OMP. WR. / TENS. WR. CSI 1-2 -49 1.25 / 39 1.25 0.16 and ANSI/TPI 1. 2-3 -2556 1.25 / 174 1.60 0.50 Continuous lateral bracing attached to flat 3-4 -1654 1.25 / 111 1.60 0.78 TC as indicated. Lumber must be structural 4-5 -63 1.60 / 2006 1.25 0.95 grade. Brace 0 24" o.c. unless noted. 5-6 -1404 1.25 / 88 1.60 0.80 6-7 -ss58 1.25 / 113 1.60 o.as 2 -PLY! Nail w/lOd BOX, staggered (per NDS) 7-8 -90 1.60 / 1370 1.25 0.22 in: TC- 2 BC- 2 WEBS- 2 -PER F00T1•• Bc COMP. WR. / Tow. WR. at Due to high uplift reaction, this truss 9-10 -133 1,60 / zzss 1.2s 0,46 requires special connection details 10-u 91 1.60 / 2357 1.25 o.a4 (designed by others) to secure truss 11-12 -1a 1.60 1.25 0.43 to a rigidly anchored support. 12-13 -46 1.25 / 766 1.25 0.44 13-14 -53 1.60 / 1695 1.2S 0.45 14-15 32 1.60 / 611 1.25 0.25 25-16 -25 1.60 / 25 1.60 0.13 WB CM. WR. / TENS. OUR. CSI 1-9 -384 1.25 / • 92 1.60 0.03 2-9 -2477 1.25 / 149 1.60 0.26 2-10 -51 1.60 / 257 0.90 0.06 3-10 / 313 0.90 0.08 3-11 -924 1.25 / 87 1.60 0:10 4-11 30 1.60 / 1225 0.90 0.29 4-12 -3331 1.25 / 230 1.60 0.35 5-12 -3246 1.25 / 217 1.60 0.35 5-13 / 888 0.90 0.21 6-13 -468 1.25 / 64 1.60 O.OS 614 -500 1.25 / 54 1.60 0.05 7-14 -9 1.60 / 1218 1.25 0.21 7 -ss -2626 l.zs / 186 1.60 0.25 e -ss -13a6 107 1.60 0.12 8-i6 -28 1.60 / S68 1.25 0.10 4-6- 0_1-0-8 Truss ID: D11 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.S" 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). + +.+ + + + + + + ..+ + + + + + + + + + + + Nail pattern shown is for PLF loads only. Concentrated loads MUST be distributed to eachPly. equally. On multi -ply with hangers, use 3' nails min. into the carrying member. For more than 2 ply, use additional fasten- ers as indicated from the back plys, or use any other approved detail (by others). IF 2.5" GUN NAILS ARE USED, ANY NAIL CLUSTER AMOUNTS SHOWN MUST BE INSTALLED FROM THE FRONT AND BACK FACE EQUALLY (TOTAL NAILS = DOUBLE THE AMOUNT SHOWN). + + + + + + + + + + + + + a a + + + t.+ + + EH , 7-11-11 I 7-11-11 2-PLYS t1 2 3 4 5 6 7 8 REQUIRED 4 00 39 1g-3 0 98# I 70 Qty: 2 WARNINGRead all notes on this sheet and give a copy of it to the Erecting Contractor. This design Is for an IndWual building comporrent not truss system. It has been based on specifications provided by the component manufactumr and dam In accordance with 9.e current versions of TPI and AFPA design standards. No responsibility Is assumed for dimensional accuracy. Dimensionsare to be vermed by the component manufacturer andlor building designer prior to fabrication. The building designer must ascertain that the wads utilhad on this design meet or exceed the wading Imposed by the Tom building coda and the particular application. The design assrnes This design based on chord bracing applied TC Live 16.00 psf per the following schedule: 5 P=1.2 5 max o.c. from to that the cup chord m lawrami bracod by the mor or floor sheathing and Ore bottom acrd Is latere6y braced by a rigid sheaving material directly TC 24.00" 7-11-11 27- 3- 0 20.00 psf UPLIFT REACTION(S) . 1.00 Support 1 -20S lb attached, uniese otherwise noted. Bracing stawn Is for lateral support of components members only to mduce budding length. This component Support 2 -601 lb Support 3 -307 lb 1.00 Support 4 -544 lb shall not be placed In any enMrenment that writ cause the molsture content or the wood to exceed 1956 adror cane connector plate corrosion. 'JOINT This truss is designed using the 0.00 psf CBC -01 Code. 1.00 Bldg Enclosed = Yes, Importance Factor - 1.00 Fabricate. handle, install and brace this buss In accordance with DETAILS' by Truswel.'ANSVTPI 1'. WTCA r -Wood Truss Council TRl1SSFS' Truss Location = End Zone 17.00 psf Hurricane/Ocean Line = No Exp Category = C Y.dth 20.00 ft 2- 0- 0 Bldg Length = 40.00 ft, Bldg = Mean roof height = 13.77 ft, mph = 80 of America Standard Design Responsibilities, HANDLINGNDLING INSTALLING AND BRACING METAL PLATE CONNECTED WOOD DOnofrw Date, Madison, Wisconsin 53719. CBC Special Occupancy Dead Load = 12.6 psf --- ------LOAD CASE DESIGN LOADS ---------------- CBC -01 Dir L.Plf L.Loc R.Plf R.Loc LL/TL TC Vert 106.00 - 2- 0- 0 106.00 0- 0- 0 0.12 TC Vert 72.00 0- 0- 0 72.00 8- 0- 0 0.44 TC Vert 174.75 8- 0- 0 174.75 27- 3- 0 0.44 TC Vert 72.00 27- 3- 0 72.00 35- 3- 0 0.44 -0.12 TC Vert 106.00 35- 3- 0 106.00 37- 3- 0 BC Vert 82.52 0- 0- 0 82.52 3S- 3- 0 0.00 Type... lbs X.Loc LL/TL TC Vert 0.0 0- 2-12. 1.00 y - •• .• TC Vert 176.0 8- 0- 0 1.00 TC Vert 220.0 8- 0- 0 0.00 TC Vert 176.0 27- 3- 0 1.00 TC Vert 220.0 27- 3- 0 0. Tr veer n n 7S- 0- 4 C SHIP 0-10-8 OVER 4 SUPPORTS 20 Q C) SiprV,9 z m . 2 :06/3 /07 C T T CA 1Fa e• • N .227 -C Ex : 06130 7 CIVI 7/15/05 WARNINGRead all notes on this sheet and give a copy of it to the Erecting Contractor. This design Is for an IndWual building comporrent not truss system. It has been based on specifications provided by the component manufactumr and dam In accordance with 9.e current versions of TPI and AFPA design standards. No responsibility Is assumed for dimensional accuracy. Dimensionsare to be vermed by the component manufacturer andlor building designer prior to fabrication. The building designer must ascertain that the wads utilhad on this design meet or exceed the wading Imposed by the Tom building coda and the particular application. The design assrnes Cust: PESTER W0: D ri ve_T-b6497_L00005_J 00001 ' Dsgn r • LG #LC - 22 • WT • 185# TC Live 16.00 psf Du r Facs L=1.2 5 P=1.2 5 TR USSWORKS that the cup chord m lawrami bracod by the mor or floor sheathing and Ore bottom acrd Is latere6y braced by a rigid sheaving material directly TC Dead 20.00 psf Rep Mb r Bnd 1.00 attached, uniese otherwise noted. Bracing stawn Is for lateral support of components members only to mduce budding length. This component Rep Mb r .. Comp 1.00 ®INC. ' C/a shall not be placed In any enMrenment that writ cause the molsture content or the wood to exceed 1956 adror cane connector plate corrosion. 'JOINT BC Live 0.00 psf Rep Mb r Tens 1.00 4415 Northpark Dr. Fabricate. handle, install and brace this buss In accordance with DETAILS' by Truswel.'ANSVTPI 1'. WTCA r -Wood Truss Council TRl1SSFS' BC Dead 17.00 psf O.C.Spacing 2- 0- 0 Co 1 o Springs, CO E0907 of America Standard Design Responsibilities, HANDLINGNDLING INSTALLING AND BRACING METAL PLATE CONNECTED WOOD DOnofrw Date, Madison, Wisconsin 53719. Design Spec CBC -01 TRUSPLUS 6.0 VER: T6.4.2 -(HIB-91) and Hi691 SUMMARY SHEET by TPI. The Truss Plate Institute (TPI) Is wined m TheAmedbanForestandPaperAssociatwn(AFPA)mweatedat111119th Street, NW, Ste 800, Washington, DC 20038. TOTAL 53.00 Psf DEFL RATIO• L/240 TC: L/24 Job Name: JON & JAN ZAR BRG X -LOC REACT SIZE REQ'D TC 2x4 SPF 16SOF-1:5E 1 0- 2-12 632 5.SO" 1.50" BC 2x4 SPF 165OF-1.5E 2 12- 6-12 1612 5.50" 1.94" WEB 2x4 HF STUD 3 33- 3- 4 1383 S.SO" 1.61"Lumber shear allowables are per NDS. 4 35- 0- 4 21 S.50" 1.50" PLATE VALUES PER ICBO RESEARCH REPORT #1607 BRG REQUIREMENTS shown are based ONLY Loaded for 10 PSF non -concurrent BCLL. on the truss material at each bearing Mark all interior bearingq locations. MAX DEFLECTION (span) ' Install interior support (s) before erection L/999 IN MEM 12-13 (LIVE) Continuous lateral bracing attached to'flat L- -0.03" D- -0.06" T- -0.09" TC as indicated. Lumber must be structural CRr1CAL KDGER : rade. Brace G 24" o.c. unless noted. TC m11P. WR. / TENS. OUR. CSI 9 1-2 -42 1.23 / 46 1.25 0.20 2-3 -528 1.25 / 105 1.60 0.52 3-4 -48 1.60 / 669 1.25 0.80 4-5 -789 1.25 / 175 1.60 0.72 5-6 -1053 1.25 / 200 1.60 0.40 7-8 -133 1.60 / 772 I.25 0. S BC Ct1a'. WR. / TENS.OUR, CSI 9-30 -69 1.60 / 5431.25 O.lb 10-11 -49 1.60 / 4341.25 0.26 11-12 -63 1.60 / 3641.25 0.27 12-13 -164 1.60 / 1]391.25 0.28 13-14 -102 1.60 / 8441.25 0.24 14-1S -50 1.60 / 3641.25 0.13 15-16 0 1.60 / Oil .25 0.08 WB cOMP.(OUR. / TENS. DUR. CSI 1-9 -322(1.253/ 94 1.60 0.06 . •. . + 2-9 608 1.25 / 77 1.60 0.24' 2-10 78 1.25 / 60 1.60 0.02 - 3-10 / 180 1.25 0.06 - 3-11 -1105 1.25 / 194 1.60 0.82 4-11 -1440 1.25 / 279 1.60 0.59 4-12 -32 1.60 / 629 1.25 0.22 5-12 -519 1.2S / 109 1.60 0.21 5-13 -122 1.25 / 74 1.60 0.05 6-13 -11 1.60 / 310 1.25 00.11 9-11-11 6-14 -311 1.25 / 68 1.60 0.09 7-14 -33 1.60 / 471 1.25 0.16 ., r1 2- 3 7-15 -1497 1.25 / 268 1.60 0.36 8 -ss =733 1.25 / ISO 1.60 0.15 a 16 1z 1.60 / zze i.zs o.oa 4.00 f 6-6 T 3-4 1.5-3 0-10-8 3-d/ 3 a 9 10 + TYPICAL PLATE: 1.5-3 Truss ID: D2 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 REEVALUATED (BY OTHERS). Drainage must be erovided to avoid ponding. This truss is designed using the CBC -01 Code. Bldg Enclosed =.Yes, Importance Factor = 1.00 Truss Location o End ZoneHurr/Ocean Line - No p Mean'Bldyrooftheight0=0014.10 ft,mph Bidg hvCate90 800.00 ft CBC Special Occupancy, Dead Load - 12.6 psf 9-11-11 4 5 ' 6 7 8 19-3-0 4.0 132 W:508 R:1612 U:-232 5-5 3-4 3-4 OVER 4 SUPPORTS i<<4 Qty: 1 This design based on chord bracing applied per the following schedule: max o.c. from to TC 24.00" 7- 0-15 27- 3- 0 UPLIFT REACTION(S) Support 1 -109 lb Support 2 -232 lb Support 3 -220 lb Support 4 -238 lb 0-10-8 CiurGegI 13tes ande trarertre2D aes alr e 6 s ieuas shilowria ve•5hif@a b $stud" later tXo ev Rod oVenaUovnth sUucNra lairs o 11.). 7/15/0 5 WARNINGRead all notes on this sheet and give a copy of /t to the Erecting Contractor. Cust: YESTER This design Is for an mdmdual building component not truss system. It has been based on specifications provlded by the component manufacturer W0: Dri ve_T-b6497_L00005_300001 and done In accordance with the anent versions of TPI arra AFPA design standards. No responsibility Is assumed for dimensional accuracy. Dsgn r : LG #LC = 22 WT: 193# Dlmensldnsare to be verified by the component manufacturer andlor building designer prior to fabrication. The building designer must ascertain that TC Live 16.00 psf Du r Facs L=1.25 P-1.25 the loads utilimd on this design meet or exceed the loading Imposed by the local building code and the particular application. The design assumes TR USSWORKS In. the top cord is laterally traced by the roof or floor meal" and the bottom chord is laterally braced by a rigid sheathing material directly TC Dead 20.00 psf P Rep Mb r Brill 1.15 attached. unless otherwlco noted. Bracing shwm Is fur lateral support of components members only to teduco buckling length. This component Rep Mb r Comp 1.00 INC. (CA) i "I not be placed in any ernrirenrient that wed cause the moisture content of the wood to exceed 19% and/or cause connector Wale ctroscn. 'JOINT BC Live 0.00 psf Rep Mbr Tens 1.00 44155®k Dr. CO Springs, CO 80907 Fabricate. handle, Install and brace this truss mazmNance with DETAILS' byTnu aLYWSVTPl1',WTCAV.Wood Truss Counoll of America Standard Design Responsibilities, HANDLING INSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES' BC Dead 7.00 psf .0. C. Spacing 2- 0- 0 10 4HI&91) and 'HIB -91 SUMMARY SHEET' by TPI. The Thus Plate Institute (TPI) Is located at D'Onofrlo Orbe, Madison, Wisconsin 53719. Design Spec CBC -01 TRU SPLUS 6.0 VER: T6.4.2 FThe American Forest and Paper Association (AFPA)Islocated at11111mh Street, NW, Ste 800. Washington, DC 20038. TOTAL 43.00 psf DEFL RATIO• L/240 TC: L/24 i Job Name: JON & JAN ZAR Truss ID: D3 Qty: 1 BRGX-LOC REACT SIZE REQ'D TC 2x4 SPF 1650F -1.5E Web bracing required at each location shown. This design based on chord bracing applied , 1 .0- 2-12 540 5. SO" 1.S0" BC 2x4 SPF 165OF-1.SE - ® See standard details (7X01087001-001 revl). per the following schedule: 2 12- 6-12 1788 5.50" 2.19" WEB 2x4 HF STUD Plating spec • ANSI/TPI - 1995 max 0.c. from to 3 33- 3- 4 895 5.50" 1.50" PLATE VALUES PER ICBO RESEARCH REPORT 01607. THIS DESIGN IS THE COMPOSITE RESULT OF TC 24.00" 11-11-11 23- 3- 0 4 3S- 0- 4 237 S.SO" 1.50" Loaded for 10 PSF non -concurrent BCLL. MULTIPLE LOAD CASES. UPLIFT REACTION(S) . BRG REQUIREMENTS shown are based ONLY Mark all interior bearin locations. IF HANGERS ARE INDICATED ON THIS DRAWING, Support 1 -89 lb on the truss material at each bearing Install interior support s) before erection. THEY ARE BASED ON 1.5" HANGER NAILS FOR Support 2 -271 lb MAX DEFLECTION (span) • Drainage must be provide to avoid ponding. 1 -PLY AND 3" HANGER NAILS..FOR MULTI -PLY Support 3 -104 lb L/999 IN MEM 11-12 (LIVE) Continuous lateral bracing attached to flat GIRDERS.'IF 2.5".GUN NAILS ARE USED, THE Support 4 -80 lb L- -0.04" D- -0.07" T= -0.11" TC as indicated. Lumber must be structural HANGERS MUST BE RE-EVALUATED (BY OTHERS). This truss is designed using the CRITICAL MER FORCES: TC COMP. WR. / TENS. OUR. CSI 9 rade. Brace 0 24"-o.c. unless noted. -(HIB-9I) aro 'HIB -91 SUMMARY SHEET' by TPI. The rmss Plate Institute (rPl) le wetted at DOWdo Drive, Madison, Wisconsin 53719. CBC -01 Code. Bldg Enclosed = Yes, Importance Factor 1.00 1-2 3sz 1.26 / ss 1.60 0.35 z-3 -377 1.25 / lz4 1.60 o.ss CBC -01 TRUSPLUS 6.0 VER: T6.4.2 Truss Location End Zone 3-4 -40 1.60 / 685 1.25 0.66 1.60 o.s7 DEFL RATIO• L/240 TC: L/24 Hurricane/Ocean Line a No Ex Category C ft 4-5 572 1.z5 / •144 5-6 -1027 1.25 / 209 1.60 0.38 Bldg Len th m 40.00 ft, Bldg Width a 20.00 Mean height 14.43 ft, 80 6-7 -35 1.60 / 253 1.25 0.40 roo - mph CBC Special Occupancy, Dead Load 12.6 psf CONP. / TENS. WR. CSI ABC -25 / 25 1.60 0.12 - - 9-30 _406.1!..--21 / 121 1.60 0.24 ' 1041 -51.60 / 431 1.25 0.28 ' 11-12 -681.60 / 826 1.25 0.32 12-13 -ssz3 60 / 990 1.25 o.za 13-14 -251.60 / 25 1.60 0.13 W8 COMP. WR. / TENS. OUR. CSI 1-8 -502 1.25 / 110 1.60 0.09 1-9 -3 1.60 / 322 1.25 0.11 2-9 -430 3-9 -150 1.25 1.60 / 155 / 764 1.fi0 0.09 1.25 0.26 .. .. .. o . •. , a .. .. ' 3-30 -847 4710 -1369 1.25 1.25 / 179 / 242 1.60 0.35 1.60 0.83 441 . / 4261.25 0. is 5-11 -368(1.25)/ 85 5-12 M1.60)))))/ 220 1.60 0.29 1.25 0.08 QPOrESS'C 6-12 -31.25 / 1071.6° 6-]3 -1369 1.25 / 244 0. 4 1.60 0.68 7-13 :17 1.zs / 5e 60 0.04 11-11-11 11-11-11 7- A -253 1.25 / 73 1.1.60 0.05 )1 - 2 )3 4 '5 6 72 F4.00 11-3-0 -4.Od T 6 4-4 1.5-3 3-7 4.10-6 3-4 3 10-1-0-8 37 44 5-5 3-4 126-12 W:508 V5:308 R:1788 R:895 U:-271 U: 'lD4 OVER 4 SUPPORTS 0 -TO -8 . Cude01 13tes and falserenre20 hies are s fih as shllwvrialfove•5hma' bPe $Nd fates tXo ay Wad ovenaU wleth Structural latle s Rorsta le . /15/05 ARNINGRead all notes on this sheet and give a copy of it to the Erecting Contractor.Cust: YESTER This design is for an Individual building component not buss system. It has been based on speNlications provided by the component manufaclumr W0: D rl' ve_T_b6497_L00005_300001 ® and done In accordance with the current versions of TPI and AFPA design standards. No responsibility Is assumed for dimensional accuracy. Ds n r : LG 9 #LC - 22 Wi • 192# Olmensbnsare w m be verified by the component manufacturer ftr Wilding designer prior to fabrication. The buildwg designer must ascertain mat TC Live 16.00 psf Du r Facs L=1.2 5 P=1.2 5 TR USSWORKS the wads wilred on Oftdesign mast or exceed the wading imposed by the local bu(wwg code and the particular application. The design assumes tnat the cup chord le laterally Ixmg aced by the roof or floor sheathing and the bottom chord is laterally braced by a rigid shead,material directlyRe attached• unless otherwise noted. Bracing stmwn Is for lateral support of components members only w reduce buckling length. This component TC Dead 20.00 psf p Mb r Bnd 1.15 ® INC. (CA) shall not be placed In any environment that will cause the moisture content of the wood w e meed 19% and/or rause connector plate corrosion. BC Live 0.00 psf Rep Mb r Comp 1.00 4445 Northpark Dr. Fabricate,hmrdle.InstallandmomridstrussInaccordancewith•JOINTDETAILVbyTruswat,'ANSVrPI1',WTCAV-Wood Truss Council BC Dead 7.00 Rep Mbr Tens 1.00 Colo Springs, CO 80907 of America Standard Design Responsibm0es• HANDLING INSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES' psf O. C.Spacing 2- 0- 0 -(HIB-9I) aro 'HIB -91 SUMMARY SHEET' by TPI. The rmss Plate Institute (rPl) le wetted at DOWdo Drive, Madison, Wisconsin 53719. Design Spec CBC -01 TRUSPLUS 6.0 VER: T6.4.2 TheAmericmhwrestandPaperAssociation(AFPA)Islocatedad111119thStreet,NW.Steeoo,Wacdngton,DC20036. TOTAL 43.00 psf DEFL RATIO• L/240 TC: L/24 Job Name: JON & JAN ZAR Truss ID: D4 7/15/05 " Qty: 1 BRG X -LOC REACT SIZEREQ'D TC 2x4 SPF 165OF-1.5E Web bracing required at each.location shown. This design based on chord bracing applied following 1 0- 2-12 540 5.50" 1.50" BC 2x4 SPF 165OF-1.5E ® See standard details (1X01087001-001 rev1). per the schedule: from to DS n r: LIS 9 2 12- 6-12 1788 5.50" 2.19" WEB 2x4 HF STUD Plating spec • ANSI/TPI - 1995 max o. c. TC 24.00" 11- 0-15 23- 3- 0 Dur Fac s L=1.25 P=1.25 3 33- 3- 4 895 5.50" 1.50" PLATE VALUES PER ICBO RESEARCH REPORT #1607: THIS DESIGN IS THE COMPOSITE RESULT OF UPLIFT REACTION(S) ' TC Dead 20.00 psf p Rep Mb r Bnd 4 35- 0- 4 237 S.50" 1.50" BRG REQUIREMENTS shown are based ONLY Loaded for 10 PSF non -concurrent BCLL. Mark all interior bearingg locations. MULTIPLE LOAD CASES. IF HANGERS ARE INDICATED ON THIS DRAWING, Support 1 -89 lb 1.00 on the truss material at each bearing Install interior supports) before erection. THEY ARE BASED ON 1.5" HANGER NAILS FOR Support 2 -273 " lb 44454445®k Or. Colo Springs, CO 80907 MAX DEFLECTION (span) Drainage must be providedd to avoid ponding. 1 -PLY AND 3" HANGER.NAILS.FOR MULTI -PLY THE Support 3 -lOS Support 4 -80 lb lb (NIB -91) and HIMI SUMMARY SHEET by TPI. The Truss Plate Institute (TPI) is bested at DIDWr o Odve. Madison, Wiswndn 63719. L/999 IN MEM ]1-12' OLIVE) Continuous lateral bracing attached to flat GIRDERS: IF 2.5" GUN NAILS ARE USED, RE-EVALUATED (BY OTHERS). This truss is designed using the ThaAmodanFo..aandP.WAssodWWn(AFPA)I.leated_11111gu, Street.NW.sta80o.WasningWn•DC20O38. L- -0.04" D- -0.07' T. -0.11" CR1TIcnLMomER FORCES: TC COMP.IDUR. / TENS. WR. CSI TC as indicated. Lumber must be structural g rade. Brace 0 24" o.c. unless noted. HANGERS MUST BE CBC -01 Code. Bldg Enclosed - Yes, Importance Factor 1.00 1-2 -3921.2S / ss 1.60 0.3sTruss Location =End Zone 2-3 -3771.25 / 124 1.60 0.35 3-4 -401.60 / 685 1.25 0.66 - Hurricane/Ocean Line - No Exp,Cate only -C g 20.00 ft Bid Width 4-5 -5721.25 / 144 1.600.s7 / 210 1.600.Mean Bld Length 40.00 ft, 9 g =s-6 height 14.77 ft, mph 80 -10271.25 6-7 -3S1.60 / 253 1.25 0.40 roof a CBC Special Occupancy, Dead Load - 12.6 psf BC 01MP. DUR. / TENS. DUR. CSI 8-9 0 1.60 / 0 1.25 0.12 9-10 -406 1.25 / 121 1.60 0.24 10-11 -37 1.60 / 431 1.25 0.28 11-12 -69 1.60 / 826 1.25 0.32 12-13 -152 1.60 / 990 1.25 0.28 " 13-14 0 1.60 / 0 1.60 0.13 . M3 COMP. OUR. / TENS. OIIR. CSI 1-8 -502 1.25 / 110 1.60 0.09 3-9 -2 1.W / 322 1.25 0.11 .. .. .. - .. .. , ., .. .. - - .. 2-9 ' -430 1.25 / 155 1.60 0.09 3-9 • -150 1.60 /' 764 1.25 0.26 - 3-11) -847 1.25 / 179 1.60 0.3S q-]0 -1369 1.25 / 243 1.60 0.83 4-11 / 426 1.25 0.15 5-11 -368 1.25 / 86 1.60 0.29 5-72-14 1.3220 1.25 0.08 , ` E ts, 6-12 -113(1.25)/ ]D6 1.60 0.04 245 1.60 0.68 13-11-11 Q V 6-33 -1369(((1.253)/ 7-13 -177 1.23 / se 1.60 0.04 0.05 13-11_11 1 2 3 I I- 4 5 6 I 7 Q o tt `F 7-14 -253 1.z5 / 73 1.60 4 11 3 0 i 4.0 Q , 1.5-3 :r 6-6 4-4 M a 1.5-3 3 7 5- 9 g30,107SHIP 5 • 3 4 3 4 0-10-8 0-10-8rl 2-4 3-7 5-5 3-4 '' W:508 12-6-12 W:508 33-3-4 08 W 508 R:540 R:1788 R:895 R:237 U: -a9_ _ U:-273 U: -w5 W:-80 1 _ TYPICAL PLATE: 1.5-3 OVER 4 SUPPORTS Cl ?4210-2-202. re 20 ga. unless shtlwna'18*"18 a.l,'H'(1Q W X2 g ), positioned per Joint D ttaails Rept file tater are Ibon as shOwr a e. hlr 'eb stud lates to av Id ovens wI sWL•tural ates ors le . 7/15/05 " WARNINGfiead all notes on this sheet and give a copy of it to the Erecting Contractor. Cust: YESTER This design Is for an Individual building component not truss system. It has been based on specifications provided by the compmertt manufacturer W0: D ri ve_T-16497_L00005_J 00001 and done In accordance with the current versions of TPI and AFPA design standards. No responsibility Is assumed for dimensional accuracy. DS n r: LIS 9 #LC - 22 WT : 200# Dimensbnsare to be w rIfied by the component manufacturer and/or building designer prior to fabrication. The building designer must asadaln that TC Live 16.00 psf Dur Fac s L=1.25 P=1.25 " the bads ulBlrad on this design meet or exceed the loading Imposed by the Wal Wilding code and the particular application. The design assumes; TR USSWORKS Neit e lop chord s laterally braced by the mot or floor sheathing and the bottom chord s laterally brand by a rigid sheathing material directly TC Dead 20.00 psf p Rep Mb r Bnd 1.15 ttar ed, unless otherwise noted. Bracing shown Is for lateral support of compmente membere only to reduce Wciding length. This component attached - Rep Mb r Comp 1.00 INC. (CA) shall not be placed lo any environment that will cause the moisture content of the wood lo exceed 19% anaor cause connector plate corrosion. this 'JOINT •ANSIRPI BC Live 0.00 psf Rep Mb r Tens 1.00 44454445®k Or. Colo Springs, CO 80907 Fabricate, handle. Install and brace cuss In accordance with DETAILS' by Truswal, r. WTCA I -Wood Truss council _AmadaSierdardDesignResponsldmles, 14MDUNG INSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES BC Dead 7.00 psf O.C.Spacing 2- 0- 0 (NIB -91) and HIMI SUMMARY SHEET by TPI. The Truss Plate Institute (TPI) is bested at DIDWr o Odve. Madison, Wiswndn 63719. Design Spec CBC -01 " TRUSPLUS 6.0 VER: T6.4.2 ThaAmodanFo..aandP.WAssodWWn(AFPA)I.leated_11111gu, Street.NW.sta80o.WasningWn•DC20O38. TOTAL 43.00 psf DEFL RATIO• L/240 TC: L/244 Job Name: JON & JAN ZAR Truss ID: D5 Qty: 1 BRG X -LOC REACT SIZE REQ'D TC 2x4 SPF 165OF-1. SE Web bracing required at each location shown. This design based on chord bracing applied 1 0- 2-12 556 5.50" 1.50" BC 2x4 SPF 165OF-1,5E ® See standard details (7X01087001-001 rev1). per the following schedule: 2 12- 6-12 •1764 5.50" 2.15" WEB 2x4 HF STUD Plating spec • ANSI/TPI - 199S max o.c. from to 3 33- 3- 4 678 5.50" 1.50" PLATE VALUES PER ICBG RESEARCH REPORT #1607. THIS DESIGN IS THE COMPOSITE RESULT OF TC 24.00" 15-]1-11 19- 3- 0, 4 35- 0- 4 "438 5.50" 1.50" Loaded for 10 PSF non -concurrent 8CLL. MULTIPLE LOAD CASES. UPLIFT REACTIONS) ' BRG REQUIREMENTS shown are based ONLY Mark all interior bearingg locations. IF HANGERS ARE INDICATED ON THIS DRAWING, Support 1 -97 lb on the truss material at each bearing Install interior supports) before erection. THEY ARE BASED ON 1,5" HANGER NAILS FOR Support 2 -263 lb MAX DEFLECTION (span) ' ' Drainage must be providedd to avoid ponding. 1 -PLY AND 3".HANGER.NAILS FOR MULTI -PLY Support 3 -75 ,lb L/999 IN MEM 10-11 (LIVE) Continuous lateral bracing attached to flat GIRDERS: IF 2.5" GUN NAILS ARE USED, THE Support 4 -106 lb L= -0.04" D. -0.07" T= -0.11" TC as indicated. Lumber must be structural HANGERS MUST BE RE-EVALUATED (BY OTHERS). This truss is designed using the Oi1TICAL POWER FORCES: Tc CONP. OUR. / TENS. WR. GS1 grade. Brace 0 24" o.c. unless noted. CBC -01 Code. Bldg Enclosed a Yes, Importance Factor = 1.00• 1-z -331 1.zs 9 / 44 1.zs o.79 fineAmerican Forest and Paper Association (AFPA)Islocated at111119th Street. NW. Ste 600. Washington. DC 20036. TOTAL 43.00 psf Truss Location a End Zone 2-3 -31 1.60 3-4 -524 1.25 / 6ss 1.z5 o.787 / 17 1.60 0.40 Hurricane/Ocean Line - No Fx Category - C 40.00 ft, Bldg Width - '20.00 ft 4-S -1236 1.25 5-6 1.25 / 307 1.60 0.75 / 47 1.25 0.7S - Bldg Length - Mean height - 15.10 ft, mph 80 7146 Bc COKP* DOR. / 7FN5. DUR. CSI roof CBC Special Occupancy, Dead load 12.6 psf 7-8 zs 1.60 / 2s 1.60 o.lz 8-9 -29 9-10 -101 21S 1.2s a 24 1.60 / 74 1.60 0.24 10-11 -21 1.60 / s61 1.25 0.30 1122-1133 -125 1.60 % X25 1.60 0.14 WB '-((OUR.)/ TENS. OUR . CSI 120 1.60 0.09 1-7 -517(1.2s)/ 1-8 / 2491.25 0.09 / 2-8 / 147 1.25 0.05 2-9 . -842 1.25 / 216 1:60 0.58 3-9=1304 1.2s / • 213 1.60 0.87 3-30 -91 1.60 / 751 1.25 0.26 4-10 ' -479 1.25 / 128 1.60 0,33 4-31 -168 1.60 / 706 1.2S 0.26 S-11 -393 1.25 / 177 1.60 0.11 S-12 -1260 1.25 / 229 1.60 0.9S 6-12 / 81 1.25 0.03 6713 -464(1.25)/ 103 1.60 0.08 15-11-11 1 2 13 4 t 6- -6 0-10-8 15-11-11 r 4 5 6 476 OVER 4 SUPPORTS 08 38 06 • Cir edl Iotas and false iranre20 Lades alre sliuoneDas shitavrialSbve•5hm 8b e st hes to av g d ovenaU nith sWct urm'al lotus of Sfa pie). 7 V AR Read all notes on this sheet and give a copy of it to the Erecting Contractor. Cust: YESTER This design Is for an IndMdeat building component not truss system. It has been based on spectlIcatlons provded by the component manufacturer WO: D ri ve_T-b6497_L00005_100001 ® and dome In accordance with the mnem verebns of TPI and AFPA design standards. No responstbiuy Is asstmtad for durewonal accuracy. Dsgn r • LG #LC - 22 WT: 196# Dlmensionsare to be vermed by the component manufacturer and/or building designer prior to fabrication. The mlid4V designer must ascertain than TC Live -16.00 psf Du rFac s L=1.2 5 P=1.2 5, the loads umima on this design meet or exceed the loading Imposed by the local building code and the particular application. The design asstmes TRUSSWORKS that the top chord Is laterally braced by the roof or row sheathing and the bottom chord I laterally braced by a rigid sheathing material dtmctly eaP TCDd 20.00 sf Rep Mb r Bnd 1.15 emoted, unless otherwise noted. Bracing shown Is for lateral support of components members only to reduce buctdIng length. This component Rep Mb r Comp 1.00 ®INC. (G4) shall not be placed In any environment that will cam the mulsture cometh of the wood to exceed /9% andror cause connector plate corrosion. BC Live 0.00 psf Rep Mbr Tens 1.00 ' 4445 Northpark Dr. Springs, CO 907 Co7O 80 Fabricate, handle, Install and brew this tausIn accordance wwith'JOINT DETAILS! byTniswal,ANSInPIr,WTCAr-Wood Tesscourtw bIRIM HANDLING INSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES' at America Standard Design ResponctAN BC Dead 7.00 psf O. C. Spaci ng 2- 0- 0 {HI&81) and NIB•g1 SUMMARY SHEET by TPI. The Truss Plate Institute (TPI) Is boated at D'Onorio Drive, Madison, Wisconsin 53718. Design Spec CBC -Ola TRU 5PLUS 6.0 VER: T6.4.2 fineAmerican Forest and Paper Association (AFPA)Islocated at111119th Street. NW. Ste 600. Washington. DC 20036. TOTAL 43.00 psf DEFL RATIO: L/240 TIC L 24 Job Name: JON & JAN ZAR CiurGedh Iates and false D afes are s shay sh lowrialfoVe Shma' ab$N ales fo av b d ovenaUowOth SwcNra rates oe^ e . Truss ID: D6 Qty: 2 BRG X -LOC REACT SIZE REQ'D TC 2x4 SPF 1650F-1.SE Web bracing required at each location shown. ® See details (TX01087001-001 revl). UPLIFT REACTION(S) Support 1 -91 lb 1 0- 2-12 S52 5.50" 1.50 BC 2x4 SPF 16SOF-1.5E standard • - 1995 Support 2 -273 lb 2 12- 6-12 1726 5.50" 2.10" WEB 2x4 HF STUD Plating spec ANSI/TPI RESULT OF Support 3 -134 lb 3 33- 3- 4 . 982 5.50" 1.50" PLATE VALUES PER ICBO RESEARCH REPORT 51607. THIS DESIGN IS THE COMPOSITE , Support 4 -103 lb 4 35- 0- 4 208 5.50" 1.50" BRG REQUIREMENTS shown are based ONLY Loaded for 10 PSF non -concurrent BCLL. Mark all interior bearing locations. MULTIPLE LOAD CASES. IF HANGERS ARE INDICATED ON THIS DRAWING, This truss is designed using the on the truss material at each bearing Install interior support(s) before erection. THEY ARE BASED ON 1.5" HANGER NAILS FOR CBC -01 Code. - Bldg Enclosed- Yes, Importance Factor 1.00 MAX DEFLECTION (span) • L/999 IN MEM 10-11 LIVE) 1.00 INC. (CA) 1 -PLY AND 3" HANGER-NAILS.FOR MULTI -PLY GIRDERS: IF 2:5" GUN NAILS ARE USED, THE Truss Location - End Zone C L= -0.06" D. -0.11 T= -0.17" 1, 00 Co Springs, Dr. Co 1 o Springs, CO 80907 HANGERS MUST BE RE-EVALUATED (BY OTHERS). Hurricane/Ocean Line = No Ex Category - Bldg Length = 40.00 ft, Bldg Width = 20.00 ft CRMCAL MMER FDR , Tc CORP•(Ixm. / TENS. WR. CSI . , o'orio orae, Madison. Wisconsin 53719. Ie -e1) and 1-fls.91 SUMMARY SHEET by TPI. The Truss Phda Institute (TPI) is located a nof Mean roof height = 15.38 ft, mph 80 1-2 52(1.25 / 77 1.25 0.39 CBC -01 TRUSPLUS 6.0 VER: T6.4.2 - CBC Special Occupancy, Dead Load 12.6 psf z-3 -z 52 (1.25 / 86 1.60 0.42 3-4 - / 567 1.25 0.4a 4-5 -723 l.21 / 194 1.60 0.38 S-6 -1102 1.2S / 234 1.60 0.40 6-7 -54 1.60 / 324 1:25 0.44 BC COMP. WR. / TENS. DUR. CSI _ 8-9 -23 1.60 / 352 1.25 0.17 9-30 -329 1.25 / 124 1.60 0"29 - 10 -ll -32 1.60 / 327 1.25 0.36 11-12 -62 1.60 / 851 1.25 0.42 12-13 -136 1.60 / 1007 1.25 0.23 13-14 -46 1.60 / 46 1.60 0.09 WS COMP. DUR. / TENS. DUR. CSI - 1-8 -352 1.25 / 107 1.60 0.06 2-8 -386 1.25 / 25 1.60 0.31 r Z-9 -398 1.25 / • ' 151 1.60 0.09 4 w , .. .. ... , ..: 3-9 -ll2 1.60 / 632 1.25 060 .22 32 f _ l rc t 4-10 -11B5 4 -ll -85 1.25 1.60 / 173 1.60 / 615 1.25 0.21 f `/j/ 7 Z,\. 5-11 -479 1.25 / 16S 1.60 0.26 5-12 -46 1.60 / 197 1"25 0.07 6-12 -73 1.25 / 93 1.60 0.03 17-7-8 I 17-7-8 6-13 -1483 1.25 / 248 1.60 0"72 , 7-13 -250 1.zs / 76 1.60 0.05 1 2 3 4 5 6 7 7-14 -213 1.25 / 102 1"60 0.04 4r 00 t 6-F i 0-8 4.4 OVER 4 SUPPORTS CiurGedh Iates and false D afes are s shay sh lowrialfoVe Shma' ab$N ales fo av b d ovenaUowOth SwcNra rates oe^ e . 7/15/05 WARNINGRead all notes on this sheet and give a copy of it to the Erecting Contractor. _ Cust: YESTER This design Is for an Ind!Mual building component not truss system. It has been based on specifications provided by the component manufacturer W0: Dr i ve_TJ16497_L00005_J 00001 ® and done in accordance with the current versions of TPI and AFPA design standards. No responsibility Is assumed for dimensional accuracy. DS n r • LG g #LC = 22 WT: 196# Dimensmnsare to be verified by the component manuracturer and/or building designer prior to fabrication. The building designer must ascertain that TC Live 16.00 psf Du r Facs L=1.25 P-1.25 the wads utilized on this design meet or a reed the loading unposed by the local building code aro the particular application. The design assumes TR USSWOR KS thin the cop chord Is lateraly, braced by the raa or floc sheathing and the bottom chord Is laterally braced by a riga sheathing material directly TC Dead ' 20.00 psf Rep Mb r Bnd 1.15 attached, unless otherwise noted. Bracing shown ts for lateral support of components members only to reduce buckling length. This component Rep Mb r Comp 1.00 INC. (CA) shall nam placed many environment that will cause the moisture content of the wood to exceed 19% ardror cause connector plate corrosion. 'JOINT BC Live 0.00 psf Rep Mb r Tens 1, 00 Co Springs, Dr. Co 1 o Springs, CO 80907 Fabricate, handle, Install and brace this truss m accordance with DETAILS' by Truswet,'ANSVTPI 1', WTCA r -wood Truss Council cd America Standard Design Rasponsiballlim 14AbLINDINSTALLINGANDBRACINGMETALPLATECONNECTEDWOODTRUSBF.s BC Dead 7.00 psf O.C.Spacing 2- 0- 0 , o'orio orae, Madison. Wisconsin 53719. Ie -e1) and 1-fls.91 SUMMARY SHEET by TPI. The Truss Phda Institute (TPI) is located a nof Design Spec CBC -01 TRUSPLUS 6.0 VER: T6.4.2 TmAmericanForest and Paper Association (AFPA)tslocated at111118th Street. NW. Ste 800, Washington. DC2OD38. TOTAL 43.00 psf DEFL RATIO:' L 240 TC: L/24 Job Name: JON & JAN ZAR WAK/VINURead all notes on this sheet and give a copy of it to the Erecting Contractor. Truss ID: D7 Qty: 1 BRG X -LOC REACT SIZE REQ'D TC 2x4 SPF 1650F -1.5E Web bracing required at each location shown. ' This design based on chord bracing applied 1 0- 2-12 556 5.50 1.50" BC 2x4 SPF 1650F -1.5E ® See standard details (TX01087001-001 rev1). per the following schedule: 2 12- 6-12 1764 5.50" 2.15" WEB 2x4 HF STUD Plating spec ' ANSI/TPI - 1995 max o.c. from to 3 33- 3-'4 678 5.50", 1.50" PLATE VALUES PER ICBO RESEARCH REPORT 91607. THIS DESIGN IS THE COMPOSITE RESULT OF TC 24.00" 15-11-11 19- 3- 0 4 35- 0- 4 438 5.50" 1.50" Loaded for 10 PSF non -concurrent BCLL. MULTIPLE LOAD CASES. UPLIFT REACTIONS) • BRG REQUIREMENTS shown are based ONLY Mark all interior bearin locations. IF HANGERS ARE INDICATED ON THIS DRAWING, Support 1 -97 lb on the truss material at each bearing Install interior support s) before erection. THEY ARE BASED ON 1.5" HANGER NAILS FOR Support 2 -263 lb MAX DEFLECTION (span) ' Drainage must be provide to avoid ponding. 1 -PLY AND 3" HANGER NAILS,FOR MULTI -PLY Support 3 -7S lb L/999 IN MEM 10-11 (LIVE) Continuous lateral bracing attached to flat GIRDERS. IF 2:5" GUN NAILS ARE USED, THE Support 4 -106 lb L- -0.04" D- -0.07" T= -0.11" TC as indicated. Lumber must be structural HANGERS MUST BE RE-EVALUATED (BY OTHERS). This truss is designed using the , alncnL NETmER FORCES: Tc 00INI DUR. / TENS.IDUR. CS U rade. Brace 0 24" o.c. unless noted. O.C.Spacing CBC -01 Code. CBC Enclosed = Yes, Itn ortance Factor 1.00 9 p2-3 1-z -333 1.2s / 44.zso.79 -31 1.60 / 6551.zs 0.87Truss - Design Spec Location End Zone 3-4 -524 1.25 / v61.60 4-5 -1236 1.25 / 3071.60 0.40 0.75 TOTAL 43.00 psf DEFL RATIO: L/240 TC: L/24 Hurricane/Ocean Line - No Ex Category - C 40.00 ft, Bldg Width 20.00 ft 5-6 -146 1.25 / 471.25 0.75 Bldg Len th Length roof height - 15.10 ft, mph 80 e01-zs oiUR. TENS.051 CBC Special Occupancy, Dead Load = 12.6 psf 7Be % 1.60 8-9 -29 1.25 / 215 1.2s 0.24 9-10 -101 1.60 / 74 1.60 0.24 10-21 -21 1.60 / 561 1.2S 0.30 11-12 -166 1.60 / 1182 1.25 0.30 12-13 -25 1.60 / 25 1.60 0.14 Wil COMP. (DUR.)I TENS. WR. CSI 1-7 -517(1.25)/ 120 1.60 0.09 1-8/ 249 1.25 0.09 2-8 / 147 1.25 0.05 2-9 -842 1.25 / 216 1.60.C .:1 304 3.25 / 213 1.60 0.87 3-9 13-1. 3-10 -91 1.60 / 751 1.25 0.26 0. .'Y4 - Q ( / %/ ` 4-10 -479 1.25 / 128 1.60 0.33 4-11 -168 3.60 / 706 1.25 0.26 Q U !. v v 5-11 -393 1.25 / 177 1.60 0.31 5-12 -1260 1.25 / 229 1.60 0.95 6-12 / 81 1.25 0.03 6-13 -464(1.26)/ 103 1.60 o.oa 11 1512 1515 13 ; Y _ 2 4 5 - eI G7 rT; 4.x00 3-3-0 2 s d, 3" t07 P; t 3-4 3-8 6- -s 6-3-9 3-4 3-4 SHIP 0-10$ 0-10 8 OVER 4 SUPPORTS Truswal terns plates are 20 ga. unless shw+n b '16'(18 na ) H' Cirdetl D firs and false frame oLates are post oneas shw+rialfbv8. . T .- WAK/VINURead all notes on this sheet and give a copy of it to the Erecting Contractor. Cust: YESTER This design Is for an Inclmduel building component not truss system. It has been based on specifications provlded by the component manufacturer WO.• Dri ve_T-b6497_L00005_J 00001 ® and done In accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Ds n r' LG #LC = 22 WT : 196# Dimansionsere to be verified by the component manufacturer orWw building designer prior to fabrication. The building designer must asoeln that nten 9 TC Live 16.00 psf Du r Facs L=1.2 5 P=1.25 the mads utilized on this design meat or exceed the wading Imposed by the caw binding code and the particular application. The design assurnes TRUSSWORKS that the top chord Is laterally braced by the roof or noon sheathing and the bottom chard Is latently braced by a rigid sheathing material directly Rep Mb r Bnd 1.15 ® INC. (CA) ahadted, unless otherwise noted. Bracing shewn is for lateral support of components members only to reduce budding length. This component shall not be placed In any erwlrorem nrthat will couse the moisture content of the wood to exceed 19% arwor causeP connector plate corrosion. TC Dead 20.00 sf P Re Mb r Com P 1.00 BC Live 0.00 psf Rep Mbr Tens 1.00 4445 Northpark Dr. Fabricate.handle. Instauand bmwmistmamcowlm accordanJOINTDETAILTbyTruw wW,ANSvrPI1',7a.r-WoodrnusCouncil Colo Springs, CO 80907 of America Standard Design Responsibilities, HANDLING INSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES' BC Dead 7.00 psf O.C.Spacing 2- 0- 0 -(HIB-91) and HIB -91 SUMMARY SHEET by TPI. The Truss PWe Institute (TPI) is located at D'O efdo Drive, Madison, Wisconsin 53719. - Design Spec CBC -01 TRUSPLUS 6.0 VER: T6.4.2 IThe American Forest and Paper Association (AFPA)islocated at111119th Street, NW, Ste 800,Washington. DC20038. TOTAL 43.00 psf DEFL RATIO: L/240 TC: L/24 . T .- Job Name: JON & JAN ZAR Truss ID: D8 Qty: 1 BRG 1 X -LOC. REACT SIZE REQ'D 0- 2-12 540 S.SO" 1.50" TC 2x4 SPF 165OF-1.SE Web bracing required at each location shown. This design based on chord bracing applied 2 12- 6-12 1788 5.50" 2.19" BC 2x4 SPF 165OF-1.5E ® WEB 2x4 HF STUD See standard details (1X01087001-001 rev1). Plating spec • ANSI/TPI - 1995 per the following schedule: max o.c. from to 3 33- 3- 4 895 5.50" 1.50" PLATE VALUES PER ICBG RESEARCH REPORT #1607. THIS DESIGN IS THE COMPOSITE RESULT OF TC 24.00" 11- 0-15 23- 3- 0 ' 4 3S- 0- 4 237 S.50" 1.50" Loaded for 10 PSF non -concurrent BCLL. MULTIPLE LOAD CASES. UPLIFT REACTION(S) • ' BRG REQUIREMENTS shown are based ONLY Mark all interior bearingQ locations. IF HANGERS ARE INDICATED ON THIS DRAWING, Support 1 -89 lb on the truss material at each bearing Install interior supports) before erection. THEY ARE BASED ON 1.5" HANGER NAILS FOR Support 2 -273 lb MAX DEFLECTION (span) • Drainage must be provide dd to avoid ponding. 1 -PLY AND.3" HANGER. -NAILS -FOR MULTI -PLY Support 3 -105 lb L/999 IN MEM 11-12 (LIVE)Continuous lateral bracing attached to flat GIRDERS:.IF 2:5" GUN NAILS ARE USED, THE Support 4 -80 lb L- -0.04" D- -0.07" T- -0.11" TC as indicated. Lumber must be structural HANGERS MUST BE RE-EVALUATED (BY OTHERS). This truss is designed using the designed, CRITICAL MENEER-FORCES` TC COMP.jDUjRj / TENS. OUR. CSI rade. Brace 0 24" o. c. unless noted. 91-2 CBC -01 Code. -3921. / 55 1.60 0.35Bldg Enclosed =Yes, Importance Factor 1.00 2-3 -3771. / 1za 1.60 0.35 Truss Location a End Zone 3-4 4-5 -401.6 685 1.25 0.66Hurricane/Ocean -5721.25 / 144 1.60 o.s7 Line - No Exp Categor= C -10271.25 / 210 1.60 0.38 g g Width = 0.00 ft. Bld Len th 40.00 ft, Bid5-6 667 -351.60 / 253 1.25 0.40 Mean roof height - 14.77 ft, mph 80 - Special Occupancy, Dead Load = 12.6 psf ec 8-90 OOH➢ tiuR / TENS CSiCBC 1.60 0.129-10 -406 1.25 / 12160 0.2410-11 11-12 jrRj -37 1.60 / 4311.25 0.28 -69 1.60 / • 8261.25 0.3212-13-152 13-14 1.60 / 9901.25 0.28 0 1.60 / 01:60 0.13 We COMP. WR. / TENS. OUR. CSI 1-8 -502 1.25 / 110 1.60 0.09 1-9 -2 1.60 / 322 1.25 0.11 2-9 '3-9 3-10 4-10 a-11 -430 1.25 / ]55 -ISO 1.60 / 764 -847 1.25 / 179 -1369 1.25 / 243 / 426 1.60 0.09 1.25 0.26 a. 1.60 0.35 1.60 0.83 1.25 0.15 - ... ... .. . . ... .. " .. r . C 1/ y O r SSION / p 9 S-11 -368 1.25 / 86 1.60 0.29 [ A A ; 5-12 12 -14 1.60 / 220 69 295 1.25 0.08 O /'1/Vj • / 6-13 7-]3 - 1.25 / -177 1.25 / 58 1.60 0.68 1.60 0.04 13-11-11 13-11-11 !% y 7-14 -253 1.25 / 73 1.60 o.0s I1 2 3 --I 4 I 5 6 F450_0- I 11-s o rr` 1.5.3 6-6 1.5-3 37 19 iSHIP T".. ✓ Q 0-10-8 410-8 ri 2-4 3-7 Aji F9 5-5 3-4 QAA B4 WrB2 :508 12-6-12 W:50833-3-4 VVc508 VV508 U:-$9_ _ U:-273 U:-ttO5 U ?80 d TYPICAL PLATE: 1.5-3 OVER 4 SUPPORTS 20 aa. unless VVAI IVINURead all notes on this sheet and give a copy of it to the Erecting Contractor. Cust: YESTER This design is for an IndMdual building component not truss system. N has been based on spedncetions provided by the component manufacturer W0: Drive -T ® and done In accordance with the Current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. -16497-L00005-100001 Dimenslonsare to be verified by the componerd manufacturer and/or but" designer prior to fabrication. The building designer must ascertain that Dsgn r : LIS #LC - 22 Wr: 200# the loads utilized on this design meet or meed the loading Imposed by the tom building code and the particular application. The design assumes TC Live 16.00 psf Du r Facs L=1.25 P-1.25 TR USSWORKS In. the top chord is laterally braced by the roof or real floor sthing and the bottom chard Is Imerely braced ced by a rigid sheaths material dim Rep Mb r Bnd 1.15 INC`. (CA) ® i ) attached. unless otherwise rated. Bracing shown Is for lateral support of components members only to reduce budding length. This component shs8 not be placed many enAmnftmM that win cause the moisture content of the wood to exceed 1 Bas and/or ram connector TC Dead 20.00 psf Rep Mb r Comp 1.00 plate corrosion. FBDAcete,nandld.inatatlandbrecetnLsbusslraccoNancowBh•aoINTDETAus•byrreswat,•ANSVIPIr,WTCArwoodrnrsscouncil BC Live 0.00 psf 44QS Northpark Or. Rep Mbr Tens 1.00 Col o Springs, CO 80907 W America Standard Design Responsibilities, HANDLING INSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES' BC Dead 7.00 psf O. C. Spaci ng 2- 0- 0 TRUSPLUS 6.0 VER: T6.4.2 RNIB -81> and HIB -91 SUMMARY SHEET' by TPI. The Truss plate Institute I TPO is loured at D• Wrio Date. Madison. Wisconsin 53718. 171110 American, Forest and Paper Association (AFPA)Islomedat111119m Street. NW. Ste 800. Washington, DC 20036. TOTAL 43.00 psf Design Spec CBC -01 DEFL RATIO: L/240 TC: L/24 Job Name: JON & JAN ZAR Truss ID: D9 Qty: 1 BRG X -LOC REACT SIZE REQ'D TC 2x4 SPF 1650F-1. SE Web bracing required at each location shown. This design based on chord bracing applied 1 0- 2-12 802 5.50" 1.50" BC 2x4 SPF 165OF-1.SE ® See standard details (7X01087001-001 rev1). per the following'schedule: 2 17- 2-12 1698 5.50" 2.43" WEB 2x4 HF STUD Plating spec ANSI/TPI - 1995 max o.c. from to 3 33- 3- 4 696 5.50" 1.50" PLATE VALUES PER ICBO RESEARCH REPORT #1607. THIS DESIGN IS THE COMPOSITE RESULT OF TC 24.00" 11-11-11 23- 3- 0 4 35- 0- 4 238 5.50" 1.50" Loaded for 10 PSF non -concurrent BCLL. MULTIPLE LOAD CASES. UPLIFT REACTION(S) . BRG REQUIREMENTS shown are based ONLY Mark all interior bear. locations. IF HANGERS ARE INDICATED ON THIS DRAWING, Support 1 -131 lb on the truss material at each bearing Install interior support s) before erection. THEY ARE BASED ON 1.5" HANGER NAILS FOR Support 2 -264 lb MAX DEFLECTION (span) • Drainage must be provide to avoid ponding. 1 -PLY AND 3" -HANGER NAILS -FOR MULTI -PLY ARE USED, THE Support 3 -61 lb Support 4 -82 lb L/999 IN MEM 9-10 OLIVE) Continuous lateral bracing attached to flat GIRDERS. IF 2*:5" GUN NAILS . is designed the Lm -0.06" D= -0.10' T- -0.16" CRITICAL MF1®ER FORCES: TC as indicated. Lumber must be structural grade. Brace 0 24" o.c. unless noted. HANGERS MUST BE RE-EVALUATED (BY OTHERS). This truss using WC -01 Code. - Tc COMP. OUR. / TENS. WR. CSI Bldg Enclosed =Yes, Importance Factor = 1.00 '= 1-2 za -s6 1.zs / 7a a18 l.zs / 139 l.zs o.36 1.60 o.3s Truss Location End Zone 3-4 -1 1.60 / 432 l.zs 0.69 Hurricane/Ocean Line = No Exp,Category = C ft 4-5 5-6 5-7 • -1 1.60 / 432 -598 1.25 / 124 1.25 0.68 1.60 0.35 Bldg Len th - 40.00 ft, Bldg Width - 20.00 g Mean roof height - 14.43 ft, mph 80 =12.6 -31 1.60 / 235 l.zs 0.39 CBC Special Occupancy, Dead Load = psf 8C ct1MP. OUR. / TENS. OUR. CSI 8-9 -116 1.60 / 869 1.25 0.37 9-10 -14(((1.603)/393(((1.253) 0.42 30-11 11-12 =14(1.60)/ 449(1.25) 105 1.60 / 687 0.42 1.25 0.30 12-13 25 1.60 / 25 1.60 0.16 - Wit COMP. OUR / TENS. OUR. CSI , 1-8 -364 1.25 / 109 1.60 0.07 2-8 -951 1.25 / 127 1.60 0.81 _ 2-9 -358 1.25 / 156 1.60 0.12 .. ..• .. - 3-9 . 3-10 -35 1.60 / • 454 -949 1.25 / 158 1.25 0.16 1.60 0.99 - - .. , - - .. ... , . ; {, . - 4-10 5-10 -571 1.25 / 162 . -930 1.25 / 157 1.60 0.23 1.60 0.91 [ ( oG C S J 'O r C 5-11 6-11 6-12 -4 1.60 / 298 -234 1.25 / 133 -988 1.25 / 154 1.25 0.10 1.60 0.12 1.60 0.49 (0 /,Q -` DA 7-12 -158 1.25 / 54 74 1.60 0.03 1.60 0.05 C/ `VlV- 7-13 -261 1.25 / 11 13 15 2 4 6 71 Z 4r 00 - i 11-3-0 i -4.Oa ? 22 C39 fit M 65-3 6 2) x :3'0 7 g 3-4 a a 4-10-6 411-9 1.53 34 (SHIP 10108 0-10 M 3-4 132 W:508 R:1698 U:-264 3-4 OVER 4 SUPPORTS WANN/NURead all notes on this sheet and give a copy of it to the Erecting Contractor. Cust: YESTER This design Is for an IndWus wilding component not truss system. It has been eased on specifications provided by the component manufacturer W0: D ri ve_T-16497_L00005_300001 ® and done In accordance with the anent versions of TPI and AFPA design standards. No responsibility Is assumed for dimensional accuracy. Dsg n r : LG #LC = 22 WT: 188# Dimenslonsare to be verified by the component manufacturer and/or wilding designer prior to fabrication. The building designer mus ascertain that TC Live 16.00 psf Du r Facs L=1.2 5 P=1.2 5 the bads Wilmd on this design most or armed the loading Imposed by the local building code and the particular application. The design assumes TRUSSWORKS that the top shod ds Is laterally braced by the rod or floor s oathirg and the bottom roll Is laterally braced by a rigid eaifdng material directly length. This TC Dead 20.00 psf RMb r Bnd Rep 1.15 INC. (CA) ettadred, unless otlmr^lw noted. Bracing shown Is for lateral support of components members only to reduce buckling component shall not w paced In any enNronment that will cause the moisture content of the wood to exceed 19% and/or rause connector plate conosbn. Rep Mb r n 1.00 Fabricate. handle. In") and brace thistnuslnamordancewith'JOINTOETAJLVbyrmswal.ANSIrtPI1.WTCAr-WoodTrusscounnal BC Live 0.00 psf Rep Mbr Tenss Te 1.00 444S /yon h ark Dr. CO70 Springs, CO 80907 of Americo Standard Design Respor%Wbinies, HANDLING INSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES* BC Dead 7.00 psf O.C.Spacing 2- 0- 0 4HIB-81) and HIB -91 SUMMARY SHEET by TPI. The Truss Plate Institute (TPI) Is located at D•Onof to Drive, Madison, Wlsconsn 53719. Design Spec CBC -01 TRUSPLUS 6.0 VER: T6.4.2 The American Forest and PaperAssoctatlon(AFPA)Islocatedat11111eth Street, NW, Ste 800, Washington.DC20MO. TOTAL 43.00 psf DEFL RATIO: L/240 TC: L/24 Job Name: JON & JAN ZAR Ciurajl Ids and false rameD P les are s sh+edyas sh iowr a ve 5hi a bPe a tud les t0 av ad oVealr taU wta i ructurnal a es oi3O . Truss ID: E1 Qty: 1 WARNINGRead all notes on this sheet and give a copy of it to the Erecting Contractor. BRG X -LOC REACT SIZE REQ'D TC 2x4 SPF 165OF-1.5E Plating spec • ANSI/TPI - 1995 UPLIFT REACTION(S) WO • Dri ve_T_b6497_L00005_] 00001 1 0- 2-12 2689 5.50" 3.86" BC 2x4 SPF 210OF-1.8E THIS DESIGN IS THE COMPOSITE RESULT OF Support 1 -55S lb Dimenslonsare to be verified by the component manufacturer arWor building designer pdor to fatncatwn. The building designer must ascertain that 2 14- 3- 4 2689 S.SO" 3.86" WEB 2x4 HF STUD MULTIPLE LOAD CASES. Support 2 -SSS lb TR USSWORKS the loads uUllwd on this design mem or exceed the loading Imposed by the local wilding code aro the particular application. The design assumes that the top chord is tmerauy Wooed by the roof or mor sheathing and the bottom chord Is laterally braced by a rigid dremhing material directlyRe BRG REQUIREMENTS shown are based ONLY Lumber -shear allowables are per NDS. IF HANGERS ARE INDICATED ON THIS DRAWING, This truss is designed using the INC. CA ® i ) shall not be placed m any environment "e"'that will cause the moisture content or the wood a exceed 19% and/or cause connector pate corrosion. on 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. Fabricate. handle, Instatland brace this truss In accordance vdm'JOINT DETAILS' byrruswai.ANSVTPI1,WrCAV-WoodTnmCoundl - MAX DEFLECTION (span) • Permanent bracing is required (by others) to 1 -PLY AND 3" HANGER NAILS FOR MULTI -PLY Bldg Enclosed - Yes, Importance Factor - 1.00 O. C. Spacing L/999 IN MEM 8-9 (LIVE) prevent rotation/toppling. See BCSI 1-03 GIRDERS. IF 2.5" GUN NAILS ARE USED, THE Truss Location - End Zone CBC -01 L- -0.11" D- -0.19" T- -0.31" CRITICAL NEREW FORCES: and ANSI/TPI 1. DEFL RATIO• HANGERS MUST BE RE-EVALUATED (BY OTHERS). Hurricane/Ocean Line = No Ex Categor = C Bldg dth 0.00ft1-2 Tc COMP.IDUR. / TF]IS.(DUR.) CSIBldg Length 40.00 3. Mean roof height = 13.ri7 fi, mph = 80 -$4951.zs / 0.56 2-3 .-43241:25/ '' 0.36 CBC Special Occupancy, Dead Load 12.6 psf 3-4 -43241.25 / 0.36 - - --LOAD CASE tl DESIGN LOADS --------- 4-5 -54951.25 / 0.56 Dir L.Plf L.Loc R.Plf R.Loc LL/TL ac COHP.(DUR.)/ TENS. " C11 TC Vert 86.00 - 2- 0- 0 86.00 0- 0- 0 0.14 6-7 / s16 1.2s o O 0.93 TC -Vert 72.00 0- 0- 0 72.00 14- 6- 0 0.44 7-e / sss4l.zs a-9 / sus 1.zs o.63 TC Vert 86.00 14- 6- 0 86.00 BC Vert 232.38 0- 0- 0 232.38 16- 6. 0 14- 6- 0 0.14 0.32 9-10 / 5166 1.25 0.80 ...Type... lbs X.Loc LL/TL WB CONP.(DUR.)/ TENS.t(DUR.) CSI TC Vert 0.0 0- 2-12 1.00 2-7 / 679(1.25) 0.23 0.32 TC Vert 276.0 7- 3- 0 1.00 2-a -1133(1.25)/ 3-8 / 1787(1.25) 0.62 4 B -1133(1.25) o:32 TC Vert 345.0 7- 3- 0 0.00 TC Vert O.D 14- 3- 4 1.DD 679(1.25) T 2-8-15 la 315 I 7-3-07-3-0 I I 1 2 3 4 5 R. DD 621# 4-6 B1 B2 W:508 W:508 R:2689 R:2689 U:-555 U: -555Z-0-0 i 14-6-0 1 2 6 7 8 9 10 Ciurajl Ids and false rameD P les are s sh+edyas sh iowr a ve 5hi a bPe a tud les t0 av ad oVealr taU wta i ructurnal a es oi3O . 7/15/05 WARNINGRead all notes on this sheet and give a copy of it to the Erecting Contractor. Cost: PESTER This design is for an Individual building component not in= system. It has been based on specifications pmvlded by the component manufactuor WO • Dri ve_T_b6497_L00005_] 00001 ® and done In aocordanre with the current versions of TPI and AFPA design standards. No responsibility Is assumed for dimensional accuracy. Dsgn r LC #LC 15 WT: Dimenslonsare to be verified by the component manufacturer arWor building designer pdor to fatncatwn. The building designer must ascertain that : = 69# TC Live 16.00 psf Dur Fac s L-1.25 P=1.2 5 TR USSWORKS the loads uUllwd on this design mem or exceed the loading Imposed by the local wilding code aro the particular application. The design assumes that the top chord is tmerauy Wooed by the roof or mor sheathing and the bottom chord Is laterally braced by a rigid dremhing material directlyRe attached, unless otherwise noted. Bracing shown Is for lateral support of components members only to reduce buckling length. This Component TC Dead 20.00 psf p Mb r Bird 1.00 INC. CA ® i ) shall not be placed m any environment "e"'that will cause the moisture content or the wood a exceed 19% and/or cause connector pate corrosion. BC Live 0.00 psf Rep Mb r Comp 1.00 4445 Northpark Dr. Fabricate. handle, Instatland brace this truss In accordance vdm'JOINT DETAILS' byrruswai.ANSVTPI1,WrCAV-WoodTnmCoundl Rep Mbr Tens 1.00 Co7o Springs, CO 80907 at America Standard Design Responsibilities, HANDLING INSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES' BC Dead 7.00 psf O. C. Spacing 2- 0- 0 TRUSPLUS 6.0 VER T6.4.2 -(HIB-91) IB-91)andrU aperNIB-91 SUMMARY SHEErbyTPI. The Truss l Institute (TPQIslocal edatDUredoDria,MadLmn,wLsconsln537t8. Association(AFPA) Islocated at111119th Street NW. Ste 800,washkgton,DC20036. TOTAL 43.00 psf Design Spec CBC -01 DEFL RATIO• L/240 TC: L/24 Job Name: JON & JAN ZAR* BRG X -LOC REACT SIZE . REQ'D TC 2x4 SPF165OF-1. SE 1 0- 2-12 795 S.50" 1.50" BC 2x4 SPF 165OF-1.5E 2 14-.3- 4 795 5.50" 1.50" WEB 2x4 HF STUD BRG REQUIREMENTS shown are based ONLY PLATE VALUES PER ICBO RESEARCH REPORT #1607 on the truss material at each bearing MAX DEFLECTION (span) • L/999 IN MEM 4-5 (LIVE) Le -0.04" D= -0.07" T= -0.11" atrTICAL MEMBER FORCES: (( 3 .. 2T3 mll (O1V.25)/ lt T 250(1. G0) 0.40I ' 1-2 1140((1.253/ 250(((1.6033 0.40 COKP 4-5 9(1.60)/ lDl](11V.25) 0.637 4BC 169 1.60 / 1017 1.25 0.37 WB COMP.(WR.)/ TENS.(WR. CS - 2-5 / 140(0.90) 0.07 T 2-8li_:3 -15 5 Truss ID: E2 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" RANGER NAILS.FOR MULTI -PLY GIRDERS: IF 2.5" GUN NAILS ARE USED, THE HANGERS MUST BE RE-EVALUATED (BY OTHERS). 7-3-0 7-3-0 1 2 3 F. -4.00 4-4 1 UPLIFT REACTIONS) • . Support 1 -181 lb Support 2-181 lb This truss is designed using the ' CBC -01 Code. Bldg Enclosed a Yes, Importance Factor- = 1.00 Truss Location a End Zone Hurricane/Ocean Line = NoEx Category e C Bldg Length a 40.00 ft Bldg Width = 20.00 ft Mean roof height - 13.37 ft, mph a 80 CBC Special Occupancy, Dead Load - '12.6 psf B1 B2 W:508 W:508 R:795 R:795 U:-181 U: -1812 q J 4 5 6 Ci%Avenl lees anti fa se rameD rates etre s sh Was sh lowr a ve•Shfn 2bQe sN " las (o av tad ove°risaUOvnet i BWClu21 16185 or le). 7l i 5/U5 WARNINGRead all notes on this sheet and give a copy of it to the Erecting Contractor. Cust:, YESTER This design Is for an Individual building component not truss system. It has been Cased on specifications provided by 0o component manufacturer WO: Dri ve~T_b6497_L000OS_700001 ® and done in accordance with the current versions or TPI aro AFPA design standards. No responsibility Is assumed for dimensional accuracy. Ds n r • LG 9 #LC = 15 WT • 54# Olmensbnsare to be eerllied by the mmponerd manufacturar and/or building designer prior to fabrication. The building designer must ascertaln that TC Live 16.00 psf Dur Fac s L=1.2 5 P=1.2 5 • TRUSSWORKS the bads utnired on this design meat or aaoaed the loading Imposed by the local building code and Ore particular application. The design assumes that the top Mond Is laterally braced by the mot or now sheathing and the bottom chord Is laterally braced by a dgb sheathing material direly for lateral support of components members onuce only to redbudding length. This component attached, unless otherwise noted. Bracing shown b m TC Dead 20.00 psf P Rep Mb r Bnd 1.15 Rep Mb r Comp 1.00 ® INC. (C4) Man not be Placed in any environment that win wase the moisture content of the wood to axwnd tax and/or cause connector plate corrosion. 'JOINT BC Live 0.00 psf Rep Mbr -Tens 1.00 4445 Northpark Dr. Colo Springs, CO 80907 Fabricate. handle. Install and brace this truss in accordance with DETAILS' by Truswal.'ANSVTPI 1'. WTCA 1'-WOod Truss County afAmedwStandard Design Responsibilitles, fWJDUNGINSTALLINGAND BRACING METAL PLATE C.ONNECTEDWOOD TRUSSES* BC Dead 7.00 psf O. C. Spacing 2- 0- 0 {HI691) and /IIB -91 SUMMARY SHEEr by TPI. The /mss Place Institute (TPI) is iowted m D'Or0do Dine, Madison, Wisconsin 63719. Design Spec CBC -01 TRUSPLUS 6.0 VER: T6.4.2 TheAmi=rwmstwwpaporAssoaauon(AFPA)Isbcatndm11111a1h st..LNu,sla800•waW gbn.oc2o0as. ITOTAL 43.00 psf DEFL RATIO• L/240 TC: L/24 Job Name: JON & JAN ZAR BRG X -LOC, REACT SIZE REQ'D TC 2x4 SPF 1650F -1.5E 1 0- 2-12 2094 5:50" 3.00" BC 2x4 SPF 1650F-1.SE 2 22- 3- 4 2094 5.50" 3.00" WEB 2x4 HF STUD BRG REQUIREMENTS shown are based ONLY Lumber shear allowables are per NDS. on the truss material at each bearing PLATE VALUES PER ICBO RESEARCH REPORT #1607. MAX DEFLECTION (span) •Loaded for 10 PSF non -concurrent BCLL. L/999 IN 'MEM '9-10 (LIVE) Drainage must be provided to avoid ponding. L- -0.09" D- -0.16" T- -0.25" Permanent bracing is reywired (by others) to tR1TIrANDBER ' - prevent rotation/toppling. See SCSI 1-03' Tc COMP.IDU / TENS.DUR. CSi and entANSrota/TPI 1. 1-2 -25141.25 / 236 1.60.92-3 -27351.25 / 273 1.60 0.73 End verticals designed for axial loads only. 3-4 27351.25 / 273 1.60 0.73 Extensions above or below the truss profile 4-5 -25141.25 / 236 1.60 0.93 if any) require additional consideration BC OOMP,IDUR / TENs.(DBR. CSi (by others) for horiz. loads on the bldg. 6-7 -28(1.603/ 28(1.603 0.43 7-8 -160 1.603)/ 2317(((1.253) 0.69 e-9 -160 1.60 / 2316 1.25 0.69 9-10 28 1.60 / 28 1.60 0.43 WB CONP. OUR. / TENS. OUR. CS1 1-6 -1989 1.25 / 252 1.60 0.42 1-7 -170 1.60 / 2462 1.25 0.85 2-7 -571 1.25 / ]16 1.60 0.28 2-8 -48 1.60 / 625 1.25 0.22 3-8 -869 1.25 / 58 1.60 0. 42 4-8 -48 1.60 / 625 1.25 '0.22 4-9 -571 1:25 / 116 1.60 0.28 5-9 -170 1.60 / 2462 1.25 0.85 5-10 :1989 1.2S 252 1.60 0.42 - Truss ID: I 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). Continuous lateral bracing attached to flat TC as indicated. Lumber must be structural grade. Brace 0 24" o.c. unless noted. 1 7-11-117-11-11 t 1 2I 3 4 5 FOO 6-6-0 4 396# - Qty: 1 WAK/V/NURead all notes on this sheet and give a copy of it to the Erecting Contractor. This design based on chard bracing applied per the following schedule: max o.c. from to This design is for an Individual building component not truss system. R has been based on spedncatbns provided by the component manufacturer TC '24.00" 7-11-11 14- 6- 0 UPLIFT REACTIONS) ' and done In accordance with the current versions of TPI and AFPA design standards. No responsibility Is assumed for dimensional accuracy. Support 1 -387 'lb Support 2 -387 lb Wi : 143# -This truss is designed using the Dimensbnsars to be vented by the component manufacturer arWlor building designer prior to fabrication. The building designer must ascertain that CBC -01 Code. Bldg Enclosed a Yes, Importance Factor = 1.00 Truss Location - End Zone 16.00 psf Hurricane/Ocean Line a Na Exp Category e C 40.00 ft, Bidg Width 20.00 ft TRUSSWORKS Bldg Length a - Mean roof height - 14.66 ft, mph 80 CBC Special Occupancy, Dead Load 12.6 psf TC Dead ---- ---LOAD CASE #1 DESIGN LOADS -- Re Mb r Bnd p Dir. L.Plf L.Loc R.Plf R.Loc LL/TL TC Vert 86.00 - 2- 0- 0 86.00 0- 0- 0 0.14 TC Vert 72.00 0- 0- 0 72.00 8- 07 0 0.44 TC Vert 174.75 8- 0- 0 174.7S 14- 6- 0 0.44 TC Vert 72.00 14- 6- 0 72.00 22- 6- 0 0.44 TC Vert 86.00 22- 6- 0 86.00 24- 6- 0 0.14 BC Vert 33.98 0- 0- 0 33.98 22- 6- 0 0.00 Type... lbs X.Loc LL/TL TC Vert 0.0 0- 2-12 1.00 O. C. Spaci ng TC Vert 176.0 8- 0- 0 1.00 TC Vert " 220.0 8- 0- 0 0.00 ' TC Vert 176.0 14- 6- 0 1.00 Design Spec TC Vert 220.0 14- 6- 0 0.00 TRUSPLUS 6.0 VER: T6.4.2 TC Vert 0.0 22- 3= 4 1.00 TOTAL 43.00 psf DER RATIO: L/240 TC: L/24 p,0F ESsl DA T5-3-14 HIP ts 6 g . 2- 0 \ ExP: 6130/07 CNIL 508 7 v r • N .227 -Q 06130 7 C1VI P • 1 7/15/05 I WAK/V/NURead all notes on this sheet and give a copy of it to the Erecting Contractor. Cust: YESTER This design is for an Individual building component not truss system. R has been based on spedncatbns provided by the component manufacturer W0: Dri ve_TJ76497_L00005_) 00001 and done In accordance with the current versions of TPI and AFPA design standards. No responsibility Is assumed for dimensional accuracy. DS n r : LG AC = 16 Wi : 143# Dimensbnsars to be vented by the component manufacturer arWlor building designer prior to fabrication. The building designer must ascertain that 9 TC Live 16.00 psf Du r Facs L-1.25 P-1.25 TRUSSWORKS the bads uIllimd on this design meet or exceed the loading Imposed by lium re local building code and the particular application. The design asses that the top chord Is laterally braced by the roof or floor sheathing and the bottom chord is laterally braced by a rlpld sheathing material dimdy attached, unless otherwise noted. Bracing shown Is for lateral support or components members only to reduce bucking length. This component TC Dead 20.00 psf Re Mb r Bnd p 1.00 INC. ((A) shall not be placed In any environment that will cause the moisture content or the wood to exceed tens and/or cause connector plate corrosion. Rep Mb r Comp 1.00 4445 Northpark Dr. Fabricate, handle. Install and brace this trussbeocordancewlth*JOINTDETAILSbyTn,swat,'ANSVTPIV,rvrcAV-WoodrnusCoundi BC Live BC Dead 0.00 psf 7.00 Rep Mbr Tens 1.00 Colo Springs, CO 80907 of America Standard Design Responsibilities. 1UNDUNG INSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES* psf O. C. Spaci ng 2- 0- 0 {HIS -91) and 14I&91 SUMMARY SHEET by TPI. The Truss Plate Institute (TPI) Is located at D'Onofrb Drive, Madison, Wisconsin 53719. - Design Spec CBC -01 TRUSPLUS 6.0 VER: T6.4.2 IThe American Forest and Pop. Association (AFPA)Islocated at111119th Street, NW, Ste 800. Washington, DC 20036. TOTAL 43.00 psf DER RATIO: L/240 TC: L/24 Job Name: JON &' JAN ZAR Truss ID: F2 Qty: - 1 BRG • 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 1140 5.50" 1.63" BC 2x4 SPF 165OF-1.5E - THIS DESIGN IS THE COMPOSITE RESULT OF per the following schedule: 2 22-. 3- 4 1140 5.50" 1.63" WEB 2x4 HF STUD MULTIPLE LOAD CASES. max o.c. from to BRG REQUIREMENTS shown are based ONLY PLATE VALUES PER ICBO RESEARCH REPORT #1607. IF HANGERS ARE INDICATED ON THIS DRAWING, TC 24.00" 7- 0 -is 14- 6- 0 on the truss material at each bearing Loaded for 10 PSF non -concurrent BCLL. THEY ARE BASED ON 1.5" HANGER NAILS FOR UPLIFT REACTIONS) . MAX DEFLECTION (span) •Drainage must be provided to avoid ponding. 1 -PLY AND 3" HANGER NAILS FOR MULTI -PLY Support 1 -227 lb L/999 IN MEM 9-10 (LIVE) Continuous lateral bracing attached to flat GIRDERS. IF 2.5" GUN NAILS ARE USED, THE Support 2 -227 lb L- -0.05" D- -0.09" .T- -0.15" TC as indicated. Lumber must be structural HANGERS.MUST BE.RE-EVALUATED (BY OTHERS). This truss is designed using the CRMCAL KE)WE2 FORCES: grade. Brace 0 24" o.c. unless noted. End verticals designed fo'r axial loads only. CBC -01 Code. CBC TC COMP. DUR. / TENS. WR. CSI 1-2 -1131 1.25 / 238 I.0.65 ' Fabricate. handle. Install and brace this truss in accordance with 'JOINT DETAILS'byrrusvwal,'ANSUTPI1'.WTCAV-Wood Truss Council Extensions above or below the truss profile 9 Enclosed =Yes, Importance Factor = 1.00 Truss Location =End Zone 2-3 -tics 1.zs / z7s 1.60 0.36 3-4 -1105 1.25 / 275 1.60 0.38 1.00 ((1f any) require additional consideration (by for horiz. loads on the bldg. Hurricane/Ocean Line - No Ex Categor - C 4-5 -1131 1.25 / 238 1.60 0.65 7.00 psf others) Bldg Length = 40.00 ft, Bldg 'dth = 0.00 ft SUMARYSHEET' byTPI. The Truss Plate Institute (TPglslocated atD'OWdoDr!".Madison. Wisconsin 53719. Mean roof height a 15.00 ft, mph 80 BC COMP. (ouR. / TENs.t(DUR. CSi 6-7 0(1:253/ 0(1.603 0.24 CBC -01 CBC Special Occupancy, Dead Load = 12.6 psf 7-8 -161 1.60 / ]006(5(1.253) 0.37 43.00 psf DEFL RATIO• L/240 TC: L 24 8-9. -161 1.60 / 1006 1.2S 0.37 9-10 0 1.60 / 0 1.60 0.24 WB / TENS. WR. CSI1-6 1.25 253 1.600.23 1-7 1.60 1069 1.250.37 2-7 125 / 116 1.600.12 IWR. 2-8160 148 1.250.10 3-8 125 168 1.600.10 4-8160 .148 1.250.10 4-9 1.25 / 116 1.600.12S-9 1.60 1069 1.250.37S-101.25 / 22 3 1.60 0.23 ., - .. ... .. .. , r .. .. r „ .. .. .. ., - •• , . t 5-1t] T r t 9-11-11 i 19-11-11 i T1 2 3 4 5 F4_00 1 6-6-0 t TYPICAL PLATE: 1.5-3 B2 W:508 T 2$O L SOF ESS/p (g V (:S. 5-1 14 SHIP I C i . WAKIVINURead all notes on this sheet and give a copy of it to the Erecting Contractor. Cust: YESTER This design is for an Individual building component not truss system: It has been bared on s0etlncatbna provided by the component manufacturer WO: D ri ve_T_b6497_L00005_100001 and done In accordance with the current verslona of TPI and AFPA design standards. No responsibility Is assumed for dimensional aavracy. Dsgnr: LG #LC - 16 WT: 150# Dlmensbnsare to be verified by the component manufacturer and/or building designer prior tofaWastlon. The Wilding designer must ascertain that TC Live 16.00 psf DurFacs L=1.25 P=1.25 ' TRUSSWORKS the w im wm edonthisdesignmeatoraedthe6gImposed bythe local WBding Wana aappuration The dagm aethe pankw gnasauea 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 Is attached. unless otherwise noted. Bracing shown for Lateral wpport of components member; only to reduce buckling Iergth. This component TC Dead 20.00 psf Rep Mb r Bnd 1.15 ® INC. (CA) shall not be placed In any environment that wed cause the moisture ure content of the wood to exceed 18% and/or rause connector plate corrosion. Rep Mb r Comp 1.00 444$ Northpark Dr. Fabricate. handle. Install and brace this truss in accordance with 'JOINT DETAILS'byrrusvwal,'ANSUTPI1'.WTCAV-Wood Truss Council BC Live 0.00 psf ' Rep Mbr Tens 1.00 Collo Springs, CO 80907 of America Standard Design Responsibilities, fiANDLINGINSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES' BC Dead 7.00 psf O.C.Spacing 2- 0- 0 SUMARYSHEET' byTPI. The Truss Plate Institute (TPglslocated atD'OWdoDr!".Madison. Wisconsin 53719. Design Spec CBC -01 TRUSPLUS 6.0 VER: T6.4.2 HAmerican Forest and P Paper Association (AFPA)islocated at11111eth Street, NW. Ste 800.Washirgton,DC20038. TOTAL 43.00 psf DEFL RATIO• L/240 TC: L 24 Job Name: JON & JAN ZAR Truss ID: F3 Q : 4 BRG X -LOC REACT SIZE REQ'D TC' 2x4 SPF 1650F -1.5E Web bracing required at each location shown. UPLIFT REACTION(5) WO; D ri ve_T-16497_L00005_100001 1 0- 2-12 1139 S.50" 1.63" BC 2x4 SPF 16SOF-1.SE ® See standard details (TX01087001-001 rev1). Support 1 -229 lb DS n r' LIS 2 22- 3- 4 1140 S.50" '1.63" WEB 2x4 HF STUD Plating spec • ANSI/TPI - 1995 Support 2 -229 lb men Dlsbasare to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that BRG REQUIREMENTS shown are based ONLY PLATE VALUES PER ICBO RESEARCH REPORT #1607. THIS DESIGN IS THE COMPOSITE RESULT OF This truss is designed using the TC Live on the truss material at each bearing Loaded for 10 PSF non -concurrent BCLL. MULTIPLE LOAD CASES. CBC -01 Code. MAX DEFLECTION (span) • End verticals designed for axial loads only. IF HANGERS ARE INDICATED ON THIS DRAWING, Bldg Enclosed = Yes, Importance Factor - 1.00 L/999 IN MEM 8-9 OLIVE) Extensions above or below the truss profile THEY ARE BASED ON 1.5" HANGER NAILS FOR Truss Location End Zone Rep Mb r Comp L- -0.06" D- -0.10' T- -0.16' MEMBER 0 if any) require additional consideration •. '1 -PLY AND 3".HANGER .NAILS,FOR MULTI -PLY Hurricane/Ocean Line a No Exp Category ft Width - C 20.00 ft tRrr1CAL TC COUP. (WR. / TENS. WR. CSI by others) for horiz. loads on the bldg. GIRDERS: IF 2.5" GUN NAILS ARE USED, THE RE-EVALUATED OTHERS). Bldg Length 40.00 Bidg Mean height - 15.f1 ft, mph 80 ' 1-2 -46(1.253/ 73 1.25 0.38 2-3-1068(1.zs)/ z9o1.60 0.38 O. C. Spaci ng HANGERS MUST BE (BY roof CBC Special Occupancy, Dead Load = 12.6 psf 3-4 -1068((1.253/ 279 1.60 0.38 43.00 psf Design Spec _ CBC -01 4-5 -46 1.25 / 73 1.25 0.38 DEFL RATIO: Laawn(AFPA)Islocatedat111119ib 240 TC: L/24 BC COMP.((OUR. / TENS.(WR. CSI 6-7-ll7(1.fiO3/ 951(1.253 0.41 7-B -122((((1.6033/ 869((1.253 0.40 8-9 -177 1.60 / 951 1.25 0.41 WB COMP.IDU / TENS. WR. CSI1-6 -3351.25 / ]14 1.60 0.07 2-6 -12181.25 / 226 1.60 0.772-7 -361,60 / 113 1.25 0.04 3-7 -231.60 / 203 1.25 0.07 3-8 -231.60 / 203 1.25 0.07 4-8361 113 1.25 0.04 4 95-9 3351.60 0 77 25 / 114 25 226 1.60 0.07 r t 11-3-0 i 11-3-0 n 1 2 3 4 5 4.00 4-4 B1 B2 W:508 W:50, R:1139 RA14 8 9 2 -0 Q ,pF E S ;:;Cy, y LU LU e71 DDm SHIP /• l i :, r V ALS 7/15/05 WHK/V/NURead all notes on this sheet and give a copy of it to the Erecting Contractor. Cust: YESTER This design Is for an Individual building component not truss system. It has been based on specifications provided by the component manufacturer WO; D ri ve_T-16497_L00005_100001 and done In accerdance with the current versions of TPI and AFPA design standards. No 'responsibility is assumed for dimensional accuracy. DS n r' LIS #LC o 16 WT 135# . men Dlsbasare to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that 9 : TC Live 16.00 psf DU r Fac s L-1.25 P-1.25 ' TR USSWOR KS the bads utilized on this design meet or exceed the "Ing Imposed by the beet building code and the particular application. The design assumes that the top chord Is laterally braced by the roof or floor shealf" and the bottom chord Is laterally braced by a rigid sheathing material directly anaciod, unless otherwise noted. Bracing shown Is nor lateral support of oomponems members only to reduce buddbV length. This componem TC Dead 20.00 psf Rep Mb r Bnd 1.15 INC. Cf ® (CA) shelf shenot be placed marry environment that cam cause Ore molshma content of the wood to exceed lest and/or cause mnnecior plate corrosion. BC Live 0.00 psf Rep Mb r Comp 1.00 4445 Northpark Or. Fabricate, Handle. [Wall erre woes this truss in a000rdarroe Ndth 'JOINT DETAILS' byrnrswal, •ANsvTPI r, vurcA r-wom Truss Courrdl Rep Mbr Tens 1.00 Co7O Springs, CO 80907 of America Standard Design Responsibilities, HANDLING INSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES' BC Dead 7.00 psf O. C. Spaci ng 2- 0- 0 TRUSPLUS 6.0 VER: T6.4.2 {HIB -91) and 'HIB -9i SUMMARY SHEET by TPI. The Trus Plate Institute (TPI) is located adD'Onwfrlo Drive, Madison, Wisconsin 53718. The American Forest and Paper AssodStraeLNW.Ste800,Washigton.DC20036. TOTAL 43.00 psf Design Spec _ CBC -01 DEFL RATIO: Laawn(AFPA)Islocatedat111119ib 240 TC: L/24 Job Name: JON & JAN ZAR Truss ID: F4DRAG Qt : 1 BRG X -LOC REACT SIZE REQ'D TC 2x4 SPF 16SOF-1.SE Web bracing required at each location shown. UPLIFT REACTION(S) 1 0- 1-12 1485 3.50" 1.63" BC 2x4 SPF 165OF-1.SE ® See standard details (1X01087001-001 revl). Support 1 -806 lb 2 3 1-10- 8 3- 9- 0 S7 65 3.50" 1.63" 3.50" 1.50" WEB 2x4 HF STUD Plating spec ' ANSI/TPI -•1995 Support S -182 lb 4 5- 7- 8 64 3.50" 1.50" PLATE VALUES PER ICBO RESEARCH REPORT #1607. Loaded for 10 PSF non -concurrent BCLL. THIS DESIGN IS THE COMPOSITE RESULT OF MULTIPLE LOAD CASES. Support 9 -182 Support 13 -806 lb lb 5 7. 6- 0 556 3.50" 1.50" Mark all interior bearing locations. IF HANGERS ARE INDICATED ON THIS DRAWING, This truss is designed using the• 6 9- 4- 8 64 3.50" 1.50 Install interior support(s) before erection. THEY ARE BASED ON 1.5" HANGER NAILS FOR CBC -01 Code. 7 11- 3- 0 64 3.50" 1.50" End verticals designed for axial loads only. 1 -PLY AND 3" HANGER NAILS FOR MULTI -PLY Bldg Enclosed =Yes, Importance Factor 1.00 8 13- 1- 8 64 3.50" 1.50 Extensions above or below the truss profile GIRDERS. IF 2:5" GUN NAILS ARE USED, THE Truss Location - End Zone 9 10 15- 0- 0 16-10- 8 556 -3.50" 64 1.50" 3.50" 1.50" if any) require additional consideration HANGERS MUST BE RE-EVALUATED (BY OTHERS). Hurricane/Ocean Line = No Exp Category a C 11 18- 9- 0 65 3.50" 1.50" (by others) for horiz. loads on the bldg. + t + + + + + + + + + + + + + a + + + + + a for 275 drag load Bldg Length a 40.00 ft, Bldg Width a 20.00 ft height ft, 80 12 20- 7- 8 57 3.50" 1.50" Designed Plf applied Mean roof a 15.21 mph = 13 22- 4- 4 1485 3.50" evenly along the top chord to the bottom CBC Special Occupancy, Dead Load 12.6 psf BRG REQUIREMENTS ed1.O shown are based ONLY chord alongpartial continuous bearing(s) do the truss material at each bearing - indicated,cncurrentl with dead loads MAX DEFLECTION (span).: and 0 %live load. Duration -1.33. Partial L/999 IN MEM 0-0 OLIVE) _ continuous bearing reaction 825 Plf Max. L- 0.00" D- 0.00' T= 0.00" Connection (by others) must transfer equal . CRITICAL ME3®ER FORCES': load to each ply (or add-on) shown. TC COMP. OUR. / TENS. OUR. CSI + + + + o + + + + + + + + + + + + + + + + 1�2 _S4866 0.41 2 3 -64 : / 1.25 0.40 3-4 -64 1.25 / 66 1.25 0.40 4-5 -841 1.33 / 857 1.33 0.41 BC 1.(1D. TN0WR6.) CSI �_7 O 601 1. 20.0 002g_g • -[.`Slop , WB COMP. OUR. / TENS. DUR. CSI [lo} C` 1-6 2-6 -516 1.33 / -2360 1.33 / 112 1.60 0.10 2159 1.33 0.70 ry�p 2-7 3-7 -1478 1.33 / -1546 1.33 / 1059 1295 1.33 0.68 1.33 0.70 l ii -3-D 2 1 ��-$-Q t 3 4 5 ��V ?a • �� ` �A 3-8 -1546 1.33 / 1295 1.33 0.70 _ \/ y 4-8 4-9 -1478 1.33 / -2380 1.33 / 30S9 2159 1.33 0.68 1.33 0.70 4.00 -4 Ori 5-9 -516 1.33 / 112 1.60 0.10 !r. 4-6 4-7 4-7 6' 2� 1.53 6- SHIP 2�-0 2_g_p 1I 5-7 5-6 4-4 5-7 j 22-" [n 6 7 8 91 ht .22T -C G13O i OVER CONTINUOUS SUPPORT „ Cl V1 TN Igv�tams Res re 20 unless sR�1vn '18•(18 a.1.'H•(16, a. Mt 20 pa) pt3�iUong J int D iLs epQrt Clrc�e� Rtes an is se tarama I. are one as snowr�atSove. 5htt� lope stu Res to av8td Gve curt nal �a�es or sta le . 7/15/05 A N N Read all notes on this sheet and give a copy of it to the Erecting Contractor. Cust: YESTER This design Is for an indivldual wilding component not truss system. It hap been based on specifications Provided by the Component manufacturer WO • Dri ve_T-b6497_L00005_] 00001 and done in accordance with the current varslona or TPI and AFPA design standards. No responsibility u assumed for dimensional accuracy. Ds Dimensbnear , to be va" by the Component manufacturer andlor wilding designer prior to fabrication. The waling designer must ascertain that g n r : LG #LC = 20 WT: 136# TR USSWORKS 111111 on this design meet or exceed the loading Imposed by the local wod building ce 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 Aga sheathing mteri aal directly TC Live 16.00 psf Du r Facs L=1.25 P=1.25 ®INC. (CO attached ' ttar ed, unless otherwise rated. Bracing shown Is for lateral support of components members only to reduce waling length. This Component shall not be placed many environment that will cause the MUM content of the wood to exceed lex andlor cause ammo or pato corrosion.BC TC Dead 20.00 psf Live Rep Mb r Bnd Rep Mb r Comp 1.15 1.00 4445 Northpark Dr. Fabricate' handl, inswu and brow this truss b accordance with 'JOINT DETAILS' byTr uwm, ANSUrPI 1', WTCA 1' -Wood Truss Councll 0.00 psf Rep Mbr Tens 1.00 Colo Spr7ngs, CO 80907 01 Amarita Standard Design Responsibilities, HANDLING INSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES' BC Dead 7.00 psf O.C.Spacing 2- 0- 0 TRUSPLUS 6.0 VER: T6.4.2 .(HIB•e1) and }IIB -91 SUMMARY SHEET by TPI. The Truss Plate Institute (TPI) Is boated at D%kWrio Drhe, Madismn, Wisconsin 63719. The American Forest and Paper Association (AFPA)islocated of11111Bth Street NW. Sle800,Washington. DC20036. TOTAL 43.00 psf Design Spec CBC -01 DEFL RATIO: L/240 TC: L/24 Job Name: JON & JAN ZAR , Truss ID: F5 Qt 2 BRG X -LOC REACT SIZE REQ'D TC 2x4 SPF 165OF-1.5E Web bracing required at each location shown. UPLIFT REACTION(S) 1 0= 2-12 1139 .S.SO" 1.63" BC 2x4 SPF 165OF-1.5E ® See standard details (7)(01087001-001 rev/). Support 1 -229 lb 2 22- 3- 4 1140 5.50" 1.63" WEB 2x4 HF STUD Plating spec ' ANSI/TPT - 1995 Support 2 -229 lb BRG REQUIREMENTS shown are based ONLY PLATE VALUES PER ICBG RESEARCH REPORT #1607. THIS DESIGN IS THE COMPOSITE RESULT OF This truss is designed using the on the truss material at each bearing Loaded for 10 PSF non -concurrent BCLL. MULTIPLE LOAD CASES. CBC -01 Code. MAX DEFLECTION (span) • End verticals designed for axial loads only. IF HANGERS ARE INDICATED ON THIS DRAWING, Bldg Enclosed = Yes, Importance Factor 1.00 L/999 IN MEM 8-9 OLIVE) Extensions above or below the truss profile THEY ARE BASED ON 1.S" HANGER NAILS FOR Truss Location End Zone L= -0.06" D= -0.10' T= -0.16" ((if an yy) require additional consideration 1 -PLY AND 3" HANGER NAILS;FOR MULTI -PLY Hurricane/Ocean Line = No Exp Category = C ft Ne3m6R FORCES: (by others) -for horiz. loads on the bldg. GIRDERS. IF 2.S" GUN NAILS ARE USED, THE Bldg Length = 40.00 ft Bldg Width = 20.00 ft TC COMP -4. DUR. / TFNS. wR. CSI HANGERS MUST BE RE-EVALUATED (BY OTHERS). Mean roof height - 15.11 ft, mph 80 1-2 46 1.25 / 73 1.25 0.38 B 2a -1069 1.zs / 280 1.60 0.38 CBC Special Occupancy, Dead Load = 12.6 psf 3-4 -1066 1.25 / 279 1.60 0.38 - 4-5 -46 1.25 / 73 1.25 0.38 - BC COIO'. ((WR. / TENS. (OUR. CSI 6-7 -177(1.603/ 951(1.253 0.41 7-8 122((1.603/ 869 1.25 0.40 8-9 177 1.60 / 951 1.25 0.41 tl8 OOMP. WR. / TENS. OOR. CSI 1-6 -335 1.25 / 114 1.60 0.07 2-6 -1218 1.25 / 226 1.60 0.77 2-7 -36 1.60 / 113 1.25 0.04 3-7 -23 1.60 / 203 1.25 0.07 , 3-8 -23 1.60 / 203 1.25 0.07 - 4-8 -36 1.60 / ]13 1.25 0.04 4-9 -1218 1.25 / 226 1.fi0 0.77 S-9 -335 1.25 / ]14 1.60 0.07 , oQ ,OF A 'S/o ` 11-3-0 11-3-0` Q : 1 2' 3 4 5 4.00 7.0 Co 4 a4 1LU 2` CC 7 s CN 6f21-0 1.5-3 1.5-3 6-5-0 SHIP 2 -0 E12 W: R:1 7 U WAK/V/NURead all notes on this sheet and give a copy of it to the Erecting Contractor. Cust: YESTER This design Is for an Indholdual building component not In system. It has been based on specifications praMed by the component manufacturer W0: Dri ve_T_b6497_L00005_] 00001 and done in accordance with the current versions of TPI and AFPA design standards. No responsibility Is assumed for dimensional accuracy. Ds n r • LG #LC 16 Wi • 13 5# Dimensbnsare to be veAned by the component manufacturer andfor building designer prior to fabrication. The building designer must ascertain that . 9 = TC Live 16.00 psf Du r Facs I L-1.25 P-1.25 the Mads utilmd on this design meet or exceed the loading Imposed by the local building code and the particular application. The design assumes or TRUSSWORKS that the top chord Is latently braced by the roof now sheathing and the bottom dere Is laterally braced by a rigid sheathing material directly attached, unless otherwise noted. Bracing Is for lateral members length. TC Dead 20.00 Re Mb r Bnd p 1.15' ®INC. Cii c shown support of components only to reduce budding This component shall not be placed In any environment that will cause the moisture content of the wood to exceed 10% and/or cause connector plate corrosion. BC Live psf 0.00 psf Rep Mb r Comp 1.00 4445 Or. Fabricate, handle. Install aMbrace thUWssinaccordmcewlth 'JOINT DETAILS' byTmswal.YWSVfPl1',WTCA1'-WoodTrssCou l Rep Mbr Tens 1.00 Colo Springs, s, CO 80907 Springs, of America Standard DesignResponsiblINI a, 4UWDLINGINSTALLINGANDBRACINGMETALPLATECONNECTEDWOODTRUSSES' . BC Dead 7.00 psf 0•C,S acin P 9• 2- 0- 0 {HI&91)and NIB -91 SUMMARY SHEET by TPI. The Tnus Plate Institute (TPI) is bcm atD'OnMdo Ddve, Madison, Wisconsin 53719. Design Spec CBC -01 TRUSPLUS 6.0 VER: T6.4.2 The American Forest and Paper Association (AFPA)islocated at1111191h Street, NW, Ste 800, Washington, DC 20036. TOTAL 43.00 psf DEFL RATIO: L/240 TG L/24 U Job Name: JON & JAN ZAR Truss ID: F6 BRG X -LOC REACT SIZE REQ'D TC 2x4 SPF 16SOF-1.5E Web bracing required at each location shown. 1 O_2-12 967 5.50 1.50" BC 2x4 SPF 1650F-1.SE ® See standard details (7X01087001-001 rev1). 2 22= 3- 4 1140 ESO 1.63" WEB 2x4 HF STUD Plating spec • ANSI/TPI - 1995 BRG REQUIREMENTS shown are based ONLY PLATE VALUES PER ICBG RESEARCH REPORT *1607. THIS DESIGN IS THE COMPOSITE RESULT OF on the truss material at each bearing Loaded for 10 PSF non -concurrent BCLL. MULTIPLE LOAD CASES: MAX DEFLECTION (span) ' End verticals designed for axial loads only. IF HANGERS ARE INDICATED ON THIS DRAWING, L/999 IN MEM 8-9 OLIVE) Extensions above or below the truss profile THEY ARE BASED ON 1.5" HANGER NAILS FOR L= -0:06" D- -0.10' T= -0.16" if any) require additional consideration 1 -PLY AND 3".HANGER NAILS.FOR MULTI -PLY �TI� MomER FORCES: (by others) for horiz. loads on the bldg. GIRDERS. IF 2.5" GUN NAILS ARE USED, THE TC OUNP. WR. / TF179. ara. C53 1-2 . -46 1.25 / • 73 1.25 0.38 Rep Mb r Bnd HANGERS MUST BE -RE-EVALUATED (BY OTHERS). 2-3 -1068 1.25 / 280 1.60 0.38 shall not be placed in any environment that will cause the moiature content of the wood to exceed 18% andfor cause connector plate corrosion. ' 3-4 1.25 / 279 1.60 0.38 1.00 - 4-5 -46 1.25 / 73 1.25. 0.38 - Rep Mbr Tens 0 C.Spacing BC COMP.(D ft / TENS.(OUR. CSI .(HIB-91)and ado,Dme,Madison, WLuonsin53719. (HIB-ho 'NIB-91SSUMMARY SH�by TPI. The Tr,sswateInstitute (TrpLvwca�amro 6-7 -177(1.603/ 951(1.253 0.41 TRUSPLUS 6.0 VER T6.4.2 ' 7-8 -122 1.60 / 869 1.25 0.40 8-9 -177 1.60 / 951 1.25 .0 .41 _ WB OOMP.IDUR. / TENS.DUR. CSI1-6 -1631.25 / ]A9 1.600.032-6 -12181.25 / 226 1.600.772-7 -311:25 / 113 1.2S.04 3-7 -231.60 / 203 1.250.07 3-8 -231.60 / 203 1.250.07 4-8-361. 113 1.250.04 4-9 -12181.25 / 226 1.600.77 5-9 -3351.25 / 114 1.60 0.07 61.5-3 0 2- -0 t' 11-3-0 t 11-3-0 1 2 3 4 5 4.00 -4.0 4-4 6 UPLIFT REACTION(S) - Support 1 -180 lb, Support 2 -228 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 Ex Category = C Bldg Length T 40.00 ft, Bidg Width = 20.00 ft Mean roof height = 15.21 ft, mph = 80 CBC Special Occupancy, Dead Load = 12.6 psf 3-4 r , 3-4 81 B2 W:508 W:508 R:967 RA 140 U:-180 , 228 t 22.6-0 6 7 8 9 2 0 6 - SHIP frac C urgenl fetes and false �ra�rre20 �aaes are s s igionae sh�iinwiaDove Shi�a�b sNd• tesMio av ��d oVenaU wl8th psruial �ateWs RtuRla . 7/15/U5 R N Read all notes on this sheet and give a copy of it to the Erecting Contractor. Cust: YESTER This design Is for an Individual wilding component not truss system. a hes been based on specifications pmeaed by the component manufacturer W0: Drive T_b6497_L00005_100001 ® and done In accordance with the arrant %enslons of TPI and AFPA design standards. No responsibility Is assumed for dimensional accuracy. D sn r LG #LC = 16 WT : 131#ilding Dimensionsare to be wattled by the componerd manufaclurer andfor wiwtog designer prior to fabrication. The wdesigner must ascertain that 9 TC Live 16.00 psf Du rFacs L=1.2 S P=1.25 TR USSWORKS the loads utgead on this design meet or eased the leading Imposed by the local wilding code and the particular application. The design assumes shot the top chord is federally braced by the rod or floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise noted. 9radng shown is for lateral support of componems'mm eom eonly to reduce budding length. This component TC Dead 20.00 psf Rep Mb r Bnd 1.15 INC. (CA) shall not be placed in any environment that will cause the moiature content of the wood to exceed 18% andfor cause connector plate corrosion. BC Live 0.00 psf Rep Mb r Comp 1.00 4445 Northpark Dr. Colo Springs, CO 80907 c Fabricate. handle, Install andbrethistamInaccordancewith'JOINTDETAILS'byTnuwal,'ANSUTPir•wrcAr-WcodTrussCounm of America Standard Design Ra5ponslblllUes, HANDLING INSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES' - BC Dead 7.00 psf Rep Mbr Tens 0 C.Spacing 1.00 2- 0- 0 .(HIB-91)and ado,Dme,Madison, WLuonsin53719. (HIB-ho 'NIB-91SSUMMARY SH�by TPI. The Tr,sswateInstitute (TrpLvwca�amro Design Spec CBC -01 TRUSPLUS 6.0 VER T6.4.2 me est and Paper Assadation(AFPA) is located at++++ 19th street, NW. Ste 800. Washington, DC 20038. TOTAL 43.00 psf DEFL RATIO: L/240 TC: L 24 Job Name: JON & JAN ZAR Truss ID: F7 Qty: 1 BRG X -LOC REACT. SIZE REQ'D TC 2x4 SPF 165OF-1.SE Plating spec ANSI/TPI - 1995 This design based on chord bracing applied " 1.50" BC 2x4 SPF 1650F-1.SE THIS DESIGN IS THE COMPOSITE RESULT OF per the following schedule: 2 22- 3- 4 1140 5.50" 1.63" WEB 2x4 HF STUD MULTIPLE LOAD CASES. max o.c. from to BRG REQUIREMENTS shown are based ONLY PLATE VALUES PER ICBG RESEARCH REPORT #1607. IF HANGERS ARE INDICATED ON THIS DRAWING, TC 24.00" 7- 0-15 14- 6- 0 on the truss material at each bearing Loaded for 10 PSF non -concurrent BCLL. THEY ARE BASED ON 13'• HANGER NAILS FOR UPLIFT REACTIONS) • MAX DEFLECTION (span) • Drainage must be provided to avoid ponding. 1 -PLY AND 3" RANGER NAILS FOR MULTI -PLY Support 1 -178 lb Support 2 -227 lb L/999 IN MEM 9-10 OLIVE) Continuous lateral bracing attached to flat GIRDERS. IF 2.5" GUN NAILS ARE USED, THE is designed the L- -0.05" D= -0.09' T= -0.15" TC as indicated. Lumber must be structural HANGERS MUST BE RE-EVALUATED (BY OTHERS). This truss using Ot1T1CAL MEMBER FORCES: grade. Brace 0 24" o.c. unless noted. End veFticils designed fog axial loads only. CBC -01 -Code. Tc COMP DU / TENS, DUR. CSI Extensions above or below the truss profile Bldg Enclosed = Yes, Importance Factor 1.00 1-2-1132ff(1. 25)13/ 238 1.60 0.65 2-3 -11D5(1.25)/ 2751.60 o.3e '275 7.00 psf (if anyy) require additional consideration bldg. Truss Location = End Zone Hurricane/Ocean Line No' Expp Categor - C 3-4 -1105i(1.253/ 1.60 0.38 4-5 -1131 1.25 / 239 1.60 0.65 (by others).for horiz. loads on the 40.00 ft, Lengtroof 800.00 ft TRUSPLUS 6.0 VER: T6.4.2 Mean he- ft, mphth=: BC OOMP. OUR. / TENS. DUR. CSI 43'.00 psf Design Spec. CBC -01 DEFL RATIO: L/240 TC: L/244 CBC Special Occupancy, Dead Load = 12.6 psf 6-7 s3 1.60 / 0 1.60 0.24 7-8 -161 1.60 / 1006 1.25 0.37 8-9 -161 1.60 / 1006 1.25 0.37 9-10 0 1.60 / 53 1.60 0.24 - 119 COMP. !.M. / TENS. OUR. 6I 205 1.60 0.20 , 1-6 -924 1.25 / 1-7 -172 3.60 / 1069 3.25 0.37 2-7 -251 1.25 / 116 1.60 0.12 2-8 -111 1.60 / 148 1.25 0.08 3-8 -200 1.25 / 168 1.60 0.10 48 -139 1.60 / 148 1.25 0.10 4-9 -251 1.25 / 316 1.60 0.12 - 5-9 -172 1.60 / 1069 1.25 0.37 5-10 -1096 1.25 / 253 1.60 0.23 5-1 -14 3-4 2 -0 W: W:508 R:968 U:-178 I 9-11-11 1 1 9-11-11 1 1 2 3 4 S 4.00 r "_O B2 W:508 7 RR:111124 0 1 22-6-0 1 1 6 7 8 9 10 TYPICAL PLATE: 1.5-0 2 -0 5-1 -14 SHIP 7/15/05 • WANNINU Read all notes on this sheet and give a copy of it to the Erecting Contractor. Cust: YESTER This design Is for an IntlMdual wilding component not in= system. It been eased on specifications Provided by the component manufacturer W0: Dri ve_T- b6497_L00005_100001 anddone In accordance with the arrant w rsbns of TPI and AFPA design standards. No responsibility Is assumed for dimensional accuracy. Ds n r LG 9 #LC = 16 WT 147# Dlmensionsare to be vedlled component manufacturer the componemanufacturer erd/or wilding designer prior to fabricarbn. The wilding designer must ascertain that TC Live 16.00 psf Du r Facs L=1.25 P=1.2 5 TR USSb1/ORKS the wade ata d on this design meat or exceed the wading Imposed by the cum wilding code aro the particular appicatwn The design assumes that the top chord is laterally bracod by the roof or flow sheathe g'ard the bottom chord Is laterally braced by a rigid sheathing material directly attached, unless otherwise rated. Bracing shaven Is for lateral support of components men"re only w reduce budding length. This component TC Dead 20.00 psf P Rep Mb r Bnd 1.15 ® INC. (CA) shall not be placed In any environment mat will cause the moisture content of the wood to erxeed 19% and/or cause connector plate corrosion, BC Live 0.00 Re Mb r 'Com P P 1.00 Fabricate. handle. Install and with rd psf 4445 Northpark Dr. of America Standard Design Responsibilities, WWDLING INSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES BC Dead 7.00 psf 0. C. Spaci ng 2- 0- 0 Colo Springs, CO 907 SO TRUSPLUS 6.0 VER: T6.4.2 •(HIB -91) arid 'HIB -81 SUMMARY SHEET by TPI. The Truss PLO Institute(TPI)Is located at D•OWrw Ddw. Madison, WlscorWn 53719. knis American Forest and Pow Association (AFPA)islocal 01111119111 Street. NW. Ste 800. Washington. DC 20036. ITOTAL 43'.00 psf Design Spec. CBC -01 DEFL RATIO: L/240 TC: L/244 Job Name: JON & JAN ZAR Truss ID: F8 Qty: 1 BRG X=LOC REACT SIZE REQ'D ' TC 2x4 SPF 165OF-1.5E Plating spec • ANSI/TPI - 199S This design based on chord bracing applied 1 0- 2-12 1922 5.50" 2.76 BC 2x4 SPF 1650F-1.SE THIS DESIGN IS THE COMPOSITE RESULT OF per the following schedule: 2 22- 3- 4 2094 S.50" 3.00" WEB 2x4 HF STUD MULTIPLE LOAD CASES. max o.c. from to BRG REQUIREMENTS shown are based ONLY Lumber shear allowables are per NDS. IF HANGERS ARE INDICATED ON THIS DRAWING, TC 24.00" 7-11-11 14- 6- 0 on the truss material at each bearing PLATE VALUES PER ICBO RESEARCH REPORT #1607. THEY ARE BASED ON 1:5". HANGER NAILS FOR UPLIFT REACTIONS) MAX DEFLECTION (span) • Loaded for 10 PSF non -concurrent BCLL. 1 -PLY AND 3" HANGER NAILS FOR MULTI -PLY Support 1 -35S lb L/999 IN MEM 9-10 OLIVE) Drainage must be provided to avoid ponding. GIRDERS. IF 2.5" GUN NAILS ARE USED, THE Support 2 -387 lb L- -0.09" 0- -0.16' T- -0.25" Permanent bracing is required (by others) to HANGERS MUST BE RE-EVALUATED (BY OTHERS). This truss is designed using the CRMCAL MEMEA FORCES: prevent rotation/toppling. See SCSI 1-03 Continuous lateral bracing attached to flat CBC -01 Code. Tc mNP. OUR. / M-1--mg ENS. WR. CSI and ANSI/TPI 1. •TC as indicated. Lumber must be structural BldgEnclosed = Yes, Importance Factor. - 1.00 1-2 -2514 1.25 / 236 1.60 0.93 2-3 -2735 1.2S / 273 1.60 0.73 Endverticals designed for axial loads only. grade. Brace 0 24" o.c. unless noted. Truss Location = End Zone 3-4 -2735 1.25 / 273 1.60 0.73 Extensions above or below the truss profile Hurricane/Ocean Line No Ex Category C 4-5 -2514 1.25 / 236 1.60 0.93 if any) require additional consideration Bldg Length a 40.00 ft Bldg Width = 20.00 ft tic aoRP.((((d1a. / TINs.((OUR. Cby others) for horiz. loads on the bldg. Mean roof height - 14.96 ft, mph - 80 6-7 28(1.60/ o(l.zs3 0'14.3 CBC Special Occupancy, Dead Load - 12.6 psf tat ((C )))------- ---------------- 7-a -160 1.60 / 23v 1.2s o.69 - --- LOAD CASE #1 DESIGN LOAD e-9 -360 1.60 / 2316 1.21 0.69 Dir L.PIf L Loc R.PIf R.Loc LL/TL 9-10 0 1.60 / 28 1.60 0.43 TC Vert 72.00 0- 0- 0 72.00 8- 0- 0 0.44 war 1, WR. / TENS. WR. CSI TC Vert 174.7S 8- 0- 0 174.7S 14- 6- 0 0.44 1-6 -1817 1.25 / z04 1.60 0.39 TC Vert 72.00 14- 6- 0 72.00 22- 6- 0 0.44 la -170 1.60 / z46z :C S o.as TC Vert 86.00 22- 6- 0 86.00 24- 6- 0. 0.14 2-7 -$70 1.25 / 116 1.60 0.28 z -a -v 'L / 6zs 1. z0 o.zz BC Vert 33.98 0- 0- 0 33.98 22- 6- 0 0.00 3-8 -869 1.2S / s8 1.60 0.42 .Type... lbs X.Loc LL/TL 4-8 -48 1.60 / 625 1.2S 0.22 TC Vert 176.0 8- 0- 0 1.00 4-9 -570 1.25 / 116 1.60 0.z8 TC Vert 220.0 8- 0- 0 0.00 5-9 -170 1.60 / 2462 1.25 0.85 5-10. -1989 1.25 / X252 1.60 0.42TC Vert 176.0 14- 6- 0 1:00 TC Vert 220.0 14- 6- 0 -0.00 TC Vert 0.0 22- 3- 4 1.00 4-7 "12 -0 B1 W:508 R:1922 U:-355 1 7-11-11 1 i 7-11-11 1 1 2 3 4 5 aA - 396# 631901 4.001 20 C7 m 5-3-1d 2 Z7 _ C10/ /d%. 7/15/05 n WAKIVINU Read all notes on this sheet and give a copy of it to the Erecting Contractor. Cust: YESTER This design Is for an mdlNdual building component not truss system. It has been based on spetlRcellom Provided by the componem manufacturer WO • Dr i ve_TJ16497_L00005_J 00001 ® and done In accordance with the current versions of TPI and AFPA design standards. No responsibility Is assumed for danensbnal accuracy. Dsg n r : LG ' #LC 16 WT: 140# Dimensbnsare to be verified by the component manufacturer arW w building designer prior to fabrication. The building designer must ascertain that = TC Live 16.00 psf ' Du r Facs L=1.25 P-1.25 TR USSWORKS the beds utilized on this design most or exceed the loading Imposed by the local building code and the particular application. The design assumes that Ure top chord is laterally braced by the mot or noor Sheathing and the bottom chord is laterally braced by a rigid sheathing material directlyRe anached, unless omerAw noted. Bracing shown Is for lateral support of componeme members only to reduce bucldhg length. This component TC Dead 20.00 psf P Mb r Bnd 1.00 INC. (C4) - Shall not be paced In any errAronmem that will cause the moisture content of the wood to exceed 19% andfor cause connector plate corrosion. BC Rep Mb r Comp 1.00 4445 Northpark Dr. Fabricate. handle. Install and brace this tress In accordance with 'JOINT DETAILS. by Trus m.'ANSVTPI I',%%rCA 1' -wood Tress council Live BC Dead 0.00 psf 7.00 Rep Mbr Tens 1.00 Colo Springs, CO 80907 of America Standard Design Responsibilities, HANDLINGINSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES' psf 0 C,Spacing 2- 0- 0 {HIB -91) and HIM1 SUMMARY SHEET' by TPI. The Truss Plate Institute (TPI) Is located at D'Onotrio Odve, Madison, Wisconsin 63719. Design Spec CBC -01 TRUSPLUS 6.0 VER: T6.4.2 -AmedwnForestardPaperAssociation(AFPA)Islocatedad1111119th StmaLNW, Ste 8od,Washington. DC200W. TOTAL 43.00 psf DEFL RATIO: L/240 TC: L/2 Job Name: JON & JAN ZAR Truss ID: H1 Qty: 2 BRG X -LOC REACT SIZE REQ'D TC 2x4 SPF 165OF-1.5E Plating spec • ANSI/TPI - 1995 UPLIFT REACTION(S) • ' Support 1 lb 1 0- 2-12 21985.50" 1.58" 2 18- 6- 4 2198 5.50" 1.58" BC 2x4 SPF 165OF-1.SE WEB 2x4 HF STUD - THIS DESIGN IS THE COMPOSITE RESULT OF MULTIPLE LOAD CASES. -347 Support 2 -347 lb BRG REQUIREMENTS shown are based ONLY Lumber shear allowables are per NDS. IF HANGERS ARE INDICATED ON THIS DRAWING, This truss is designed using the on 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. MAX DEFLECTION (span) ' + + + + + + + + + + + + + + + + + + + + + + 1 -PLY AND 3" HANGER NAILS FOR MULTI -PLY Bldg Enclosed = Yes, Importance Factor 1.00 L/999 IN MEM 10-11 (LIVE) Nail pattern shown is for PLF loads only. GIRDERS. IF 2.5" GUN NAILS ARE USED, THE Truss Location = End Zone L= -0.18" D- -0.41" T= -0.58" Concentrated loads MUST be distributed to HANGERS MUST BE RE-EVALUATED (BY OTHERS). Hurricane/Ocean Line No Exp. Category = C ft, Bldg Width 20.00 ft CRITICAL MEMBER TC OOMP.IOU., r / TENS. WR. CSI each ly a wally. On multi -ply with hen ars, P q g1 Drainage must be provided to avoid ponding. Permanent bracing is (by others) to 81dg Len th = 40.00 Mean roc height = 14.08 ft, mph = 80 -z -47021.2 2-3 -80991.25 / 3so 1.60o.3a 1.60 0.39 use 3'nails min. into thecarrying member. For more than 2 ply, use additional fasten- regwired prevent rotation/toppling. See BCSI 1-03 CBC Special Occupancy Dead Load - 12.6 psf3-4 H LOADS -115701.25 4-5 -115701.25 / 693 1.60 0.88 / 693 1.60 0.88 ers as indicated from the back plys, or use and ANSI/TPI 1. BOX, (per NDS) ----------LOAD CASE DESIGN ---------------- Dir L.Plf L.Loc R.Plf R.Loc LL/TL 5-6 -80991:25 / 116 1.60 0.39 an other appproved detail (by others). y NAILS ARE USED, ANY NAIL CLUSTER IF 2.S" GUN 2-PLYI Nail w/10d sta ggered in: TC- 2 BC- 2 WEBS -g2 "PER F00T1•• TC Vert 106.00 - 2- 0- 0 106.00 0- 0- 0 0.12 6-7 -47021.25 / 350 1.60 0.18 AMOUNTS SHOWN MUST BE INSTALLED FROM THE TC Vert 72.00 0- 0- 0 72.00 8- 0- 0 0.44 Bc OOMP. WR. / TENS. p1R. CSI FRONT AND BACK FACE EQUALLY (TOTAL NAILS = TC Vert 174.75 8- 0- 0 174.75 10- 9- 0 0.44 a-9 -ao 0.90 / s2 0.90 0.12 DOUBLE THE AMOUNT SHOWN). TC Vert 72.00 10- 9- 0 72.00 18- 9- 0 0.44 9-lA -3791.60/ sz711.21 0.54 ++++++++++++++++++++++ TC Vert 106.00 18-9-0 106.00 20-9-0 0.12 - 10-11 -43a 1.60 / so97 1.21 0.so 11-32 -418 1.60 / 8096 1.25 0.80 BC Vert 82.52 0- 0- 0 82.52 18- 9- 0 0.00 12-13 -379 1.60 / 5270 1.25 0.54 - .Type... lbs X.Loc LL/TL 13-14 40 0.90 / 12 0.90 0.12 TC Vert 0.0 0- 2-12 1.00 W8 cola'. OUR / TENS. OUR. CSI TC Vert 176.0 8- 0- 0 1.00 TC Vert 220.0 8- 0- 0 0.00 1-8 -2046 1.25 / 219 1.60 1-s -294 1.60 / 3194 0.90 0.19 0.77 TC Vert 176.0 10- 9- 0 1.00 2-9 -1623 1.25 / 182 1.60 0.1s TC Vert 220.0 10- 9- 0 0.00 2-10 -150 1.60 / 2677 1.25 0.46 TC Vert 0.0 18- 6- 4 1.00 ,3-10 -641 1.25 / 82 1.60 0.06 • •• ' „ t • - . ,. . 3-11 -205 1.60 / 4257 1.25 4-11 -73 1.60 / 1335 1.25 0.74 0.23 5-31 -205 1.60 / 4257 1.25 0.74 - - - S-32 -641 1.25 / 82 1.60 6-12 / 2677 1.25 0.06 0.46 ' _1501.60 6-13 -1623 1.25 / 182 1.60 0.15 7-13 -294 1.60 / 3193 0.90 7-14 -2046 1.25 / 219 1.60 0.77 0.19 C Q Qf E S s q, 11 8-02 13 2-Y 15 806 71 V q 2 REQUIRED 4r 00 396# Qe [ `j Q / 1 ,396#4F % 6-8 6-8 W:508 4.UU -4I UU W'508 R:21980A8 OA8 R:2198 U:-347 'SII 8-11-0 1 U:-347 8-11-0 18-11 1 2 8 ' 9 10 11 12 13 14 20 I. 7/1 5 ®. TRUSSWORKS - WAK/VIIV U Read all notes on this sheet and give a copy of it to the Erecting Contractor. This design is for an IndWual 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 Dimansion4are to be verified by the component manufacturer and/or brdWbg designer prior to fabrication. The building designer must ascertain that the loads udlirad on this design meet or o=wd the loading Imposed by the local building code and the particular application. The design assumes that the Icp chord Is laterally braced by the roof or floor sheathing and the bottom cod Is laterally braced by a rigid sheathing material direly Cust: YESTER WO • Drive -T -16497-L00005-100001 DS n r : LG #LC = 15 WT: 108# 9 TC Live 16.00 psf Dur Fac s L-1.25 P-1.25 anached• unless otherwise noted. Bnx** Shown Is for lateral Support of components members only to reduce budding length. This component TC Dead 20.00 psf Re Mb r Bnd P 1.00 - ® INC. (CA) shall not be placed N any emWnment that will cause the =Lsture content of the wood to eased 19% andfm cause connector plate corrosion. BC Live 0.00 psf Rep Mb r Comp 1.00 4445 Northpark Dr. Colo Springs, CO 80907 Fabricate. handle, Install and brace this truss In accordance with 'JOINT OETAILSby rnawel,'ANSItnl i', WrcA V -Wood Truss council dAmerica Standard Design Responsibilities, VNDLINGINSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES' BC Dead 17.00 psf Rep Mbr Tens O.C.Spacing ' 1.00 2- 0- 0 TRUSPLUS 6.0 VER: T6.4.2 (HiE691) and NIB -91 SUMMARY SHEET by TPI. The Truss Plate Institute (TPI) Is located at Dthofr o Drhe. Madison, Wisconsin 63718. IThe American Forest and Paper Association (APPA)Islocatedm111119th Street, NW, Ste Boo, Washington,DC20038. TOTAL 53.00 psf Design Spec CBC -01 DEFL RATIO: L/240 TC: L/24 Job Name: JON & JAN ZAR Ciurdea 1 13tes a APfalse fW.220 rates are s i a cue sh iowria e•5hi g b stud• les to VMX av d oVenaD wleth roWchi21 tt. R081 le . Truss ID: H10 Qty: 3 BRG X -LOC REACT SIZE REQ'D TC 2x4 SPF 16SOF-1.SE Plating spec ANSI/TPI - 1995 UPLIFT REACTION(S) 1 lb 1 0- 2-12 1206 5.50 1.73" BC, 2 18- 6- 4 1206 5.50" .1,73" WEB 2x4 SPF 165OF-1.5E 20 HF STUD THIS DESIGN IS THE COMPOSITE RESULT OF MULTIPLE LOAD CASES. Support -207 Support 2 -207 lb BRG 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 on the truss material at each bearing WT 102# THEY ARE BASED ON 1.5" HANGER NAILS FOR CBC -01 Code.. MAX DEFLECTION (span) • = 1 -PLY AND 3" HANGER NAILS FOR MULTI -PLY Bldg Enclosed - Yes, Importance Factor = 1.00 L/999 IN MEM 8-9 (LIVE) TRUSSWORKS GIRDERS. IF 2.5" GUN NAILS ARE USED, THE Truss Location - End Zone L- -0.13" D- -0.31" T- -0.44" Ot1T'ICAL MEMBER FORCES: TC Dead 20.00 psf HANGERS MUST BE RE-EVALUATED (BY OTHERS). y Hurricane/Ocean Line = No Exp Categor20.0C ft '= 40.00 ft, Bldg Width 2 _ rc COUP.(OUR. /TENS. OUR. CSI shall not ee placed In any environment that wad cause the moisture cement of the wood to exceed 19% armor cause connector plate corrosion. BC Live 0.00 psf Bldg Length Mean height - 14.31 ft, mph 80 1-2 -2525(1.25 / 390 1.60 0.36 .2-3 -36_3634(1.z5 / sla 1.60 0 .31 4445 Northpark Dr. - roof g CBC Special Occupancy, Dead Load = 12.6 psf 34(1.25 2 2S S14 1 60 31 1.00 Co Io Springs, CO 80907 of Amens Standard Design Respordbmfie% HANDLING INSTALLING AND BRAGNG METAL PLATE CONNECTED WOOD TRUSSES' 4-S -2525(3-4 % 390 1.60 0.36 0. C. Spaci ng . 2- 0- 0 TRUSPLUS 6.0 VER: T6.4.2 SC COMP.DUR. / TENS. DI1R. CSI TOTAL 53.00 psf Design Spec CBC -01 6-7 -561.60 / 58 1.60 0.12 DEFL RATIO: 7r8 '-4231.60 / 2786 1.25 0.56 1.25 0.56 8-9 -423160 / 278.1.. - ' 9-10 -5611:60 / 58 1.60 0.12 WB COMP. WR. / TENS. DUR. CSI - . 1-6 -1136 1.25 / 221 1.60 0.21 - 1-7 -325 1.60 / 2352 1.25 0.81 2-7 '-731 1.25 / 188 1.60 0.14 2-8 -115 1.60 / 558 0.90 0.27 - 3-8 -223 1.60 / ]986 1.25 0.69 4-8 -115 1.60 / 5S8 0.90 0.27 4-9 -731 1.25 / 3.8 1.60 0.14 5-9 -325 1.60 / 2352 1.25 0.81 5-30 -1136 1.25 / 221 1.60 0.21 , 1 94-8 1 9-4-8 1 . 2 3 4 5 4.00 -4.Oa R4-6 ITO I .227. -[ Ex : 06/3t1 Q Yl ani Ciurdea 1 13tes a APfalse fW.220 rates are s i a cue sh iowria e•5hi g b stud• les to VMX av d oVenaD wleth roWchi21 tt. R081 le . 7/15/05 ARN Read all notes on this sheet and give a copy of it to the Erecting Contractor. Cust: PESTER This design Is for an Indwiduet building component not truss system. It has been based on specifications provided by the component manufacturer WO: Dri V e_T_b6497_L00005_100001 ® and done In accordance with the ahem versions of TPI and AFPA design standards. No responsibility Is assumed for dimensional accuracy. S Dn r • LG #LC 15 WT 102# Dimensionsare to be venta ed by the component manuracturer andfor building designer prior to fabrication. The building designer must asnam that 9 = : TC Live 16.00 psf Du r Facs L=1.2 5 P=1.2 5 TRUSSWORKS the loads La ized on this design meet or exceed the loading Imposed by One low building code and the particular application. The design assumes that the top chord Is laterally braced by the mot or floor sheathfng 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 any to reduce budding length. This component TC Dead 20.00 psf Rep Mb r Brill 1.15 ® INC. (C4) shall not ee placed In any environment that wad cause the moisture cement of the wood to exceed 19% armor cause connector plate corrosion. BC Live 0.00 psf Rep Mb r Comp 1.00 4445 Northpark Dr. Fabricate,hanela.Installandbr"Ofttrussinaccordancewfm•JOINTDETAILSbyTruswal.ANSVTPir,%VTCAr-WoodTrussCounW Rep Mbr Tens 1.00 Co Io Springs, CO 80907 of Amens Standard Design Respordbmfie% HANDLING INSTALLING AND BRAGNG METAL PLATE CONNECTED WOOD TRUSSES' BC Dead 17.00 psf 0. C. Spaci ng . 2- 0- 0 TRUSPLUS 6.0 VER: T6.4.2 {HIB -61) anctHIB-91 SUMMARY SHEET by TPI. The Truss Plate Institute (rPI) is located at DaWdo onus. Madison, Wisconsin 53719. tTh. American Forest and Paper Association (AFPA)islocated m11111eth Street, NW, Ste 800, Washington, OC 20036. TOTAL 53.00 psf Design Spec CBC -01 DEFL RATIO: L/240 TC L/24 Job Name: JON & JAN ZAR Truss ID: H11 (3 2 BRG X -LOC REACT SIZE REQ'D TC 2x4 SPF 1650F -1.5E Plating spec • ANSI/TPI - 1995 UPLIFT REACTIONS) - 1 0- 2-12 4247 5.50" 3.49" BC 2x6 HF 165OF-1.5E THIS DESIGN IS THE COMPOSITE RESULT OF Support 1 -671 lb ® 2 18- 6- 4 4247 5.50" 3.49" WEB 2x4 HF STUD MULTIPLE LOAD CASES. Support 2 -671 lb BRG REQUIREMENTS shown are based ONLY 2x4 SPF 1650F-1.SE 1-9, 11-4 IF HANGERS ARE INDICATED ON THIS DRAWING, This truss is designed using the TC Live 16.00 psf on the truss material at each bearing 13-7 THEY ARE BASED ON 1.5" HANGER NAILS FOR CBC -01 Code. attached, unless otherwise noted. Bracing shown Is for lateral support of components members only to reduce budding length. This component MAX DEFLECTION (span) • PLATE VALUES PER ICBO RESEARCH REPORT 91607. 1 -PLY AND 3" HANGER NAILS FOR MULTI -PLY Bldg Enclosed - Yes, Importance Factor - 1.00 shall riot be placed In any environment that will causs the moisture content of the wood to ar¢eed 19% andfor cause connector plate corrosion. L/878 IN MEM 10-11 (LIVE). + + + + + + + + + + + + + + + + + + + + + GIRDERS. IF 2.5" GUN NAILS ARE USED, THE Truss Location - End Zone Fabricate, handle, Install and brace this thus In accordance with 'JOINT DETAILS' by Treswal, •ANSUTPI 1. WTCA V -wood Truss council L- -0.25" D= -0.58" T- -0.83" 1TzcnLKENBER Nail pattern shown is for PLF loads only. HANGERS,MUST BE RE-EVALUATED (BY OTHERS). Hurricane/Ocean Line - No Ex Category - C ft Bldg Width 20.00 ft of America Standard Design Responsibilities, WWDLING INSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES- Tc COMP. DUR. / TFNS.(DUR.) Concentrated loads MUST be distributed to hangers, Permanent bracing is required (by others) to See BCSI 1-03 Bldg Length - 40.00 - Mean roof height - 14.31 ft, mph - 80 -(HIB-91) and H B91 SUMMARY SHEET by TPI. The Truss Plate Institute (TPI) Is located at D'O Woo Drive, Madison, Wisconsln 53719. fThe American Forest and Paper Association (AFPA) Is local at111119m Street, NW, Ste 800, Washington.DC20036. 25 1-2 -76ss 1.28 / o.zs each Ply a sally. On multi -ply with 3' into the prevent rotation/toppling. and ANSI/TPI 1. CBC Special Occupancy, Dead Load - 12.6 psf 3-13686 1.25 / 0.66 -4 -17469 1.25 / 0.92 use nand s min. carrying member. For than 2 use additional fasten- 2-PLYI Nail w/10d BOX, stag ered (per NDS) ----------LOAD CASE #1 DESIGN LOADS ---------------- 4-5 -17469 1.25 / 0.92 more ply, indicated from the back use in: TC- 2 BC- 2 WEBS --*PE FO0TI-* Dir L.PIf L.Loc R.Plf R.Loc LL/TL 5-6 -13686 1.25 / 0.66 6 -7 -76ss 1.25 / o.z6 ers as plys, or any other approved detail (by others). TC Vert 106.00 - 2- 0- 0 106.00 0- 0- 0 TC Vert 72.00 0- 0- 0 72.00 18- 9- 0 0.12 0.44 8C COW.C(WR.]/ TENS. OUR. CSI 91 0,90 0.13 IF 2.5" GUN NAILS ARE USED, ANY NAIL CLUSTER AMOUNTS SHOWN MUST BE INSTALLED FROM THE TC Vert 106.00 18- 9- 0 106.00 20- 9. 0 0.12 e-9 -108(0.90)/ 9-10 / 8697 1.25 0.62 30-11 / 14354 1.25 0.93 FRONT AND BACK FACE EQUALLY (TOTAL NAILS - DOUBLE THE AMOUNT SHOWN). BC Vert 296.69 0- 0- 0 296.69 18- 9- 0 .Type... lbs X.Loc LL/TL 0.20 11-12 / 14355 1.25 0.93 12-13 8697 1.25 0.62 + + + + + + + + + + + + + + + + + + + + + + TC Vert 0.0 0- 2-12 1.00 TC Vert 514.7 9- 4- 8 1.00 / 13-14 -108(0.90)/ 91 0,90 0.13 TC Vert 643.4 9- 4- 8 0.00 WB mnP. fflt.)/ TENS.(DUR.) CSI -3738(1.25) 34 TC Vert 0.0 18- 6- 4 1.00 1-9 7256(1.25) 0.54 2-9 -3009(1.25)/ 0.27 2-10/ 4901(1.25) 0.84 3-10 . -1651(1.25)/._ 0.15 3-11 / 3088 25 0.53 4-3.1 / 9623((1.1.253 0.72 .. .. , s .. .. ,. / •• ' 5-31 / 3088(1.25) 0.53 s-17 -1651(1 25)/ 0.15 6-12 • / a9o1(l.zs) ossa t 9-4-8 1 9-" I 6-13 -3009(1.25)/ 0.27 7-13 / 7256(1.25) 0.54 1 2 3 4 5 6 7 7-14 -3738(1.25)/ o.3a 2-PLYS REQUIRED 400 1158# , 7-8 48 1 N .227 4 fingrates are position as showrMa e. h 361e stu hes to av Id ova w4 Ciurdetl l I9tes and fa se0 aa. unless sfltrym •18'(18 apaH• 16, a.1 a'M' MX 20 Sg ), ptlr sai6onp .psawr Joltnrat l agt isms Ra s' le . 7115/0 5 A RNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Cust: YESTER This design Is for an IndWual Wilding component not truss system. N has been based on specifications provided by the component manufacturer W0: D ri ve_T_b6497_L00005_J 00001 ® and done In accordance with the wnrant versions of TPI and AFPA design standards. No responsidliry Is assumed for dimensional accuracy. DS n r • LC #LC - 15 WT: 123# valued Dimenslonsare 10 be by the component manufacturer andror Wilding designer prior r to fabrication. The building designer must ascertain that 9 TC Live 16.00 psf Du r Facs L=1.2 5 P=1.2 5 TRUSSWORKS the load$utNlmdonthisdesignleastar, rift loading Unposed bythe local Wilding code and thepan laraPPROV . The desgnessu a race than the top Chord is laterally braced by the roof or flow slheathNg end nr the bottom dd m vi laterally braced by a rigid sheaving material directly attached, unless otherwise noted. Bracing shown Is for lateral support of components members only to reduce budding length. This component TC Dead 20.00 psf Rep Mb r Bnd 1.00 ® INC. (C4) shall riot be placed In any environment that will causs the moisture content of the wood to ar¢eed 19% andfor cause connector plate corrosion. BC Live 0.00 ps f Rep Mb r Comp 1.00 4445 Northpark Dr. Fabricate, handle, Install and brace this thus In accordance with 'JOINT DETAILS' by Treswal, •ANSUTPI 1. WTCA V -wood Truss council Rep Mb r Tens 1.00 Springs, CO 907 Co7o 80 of America Standard Design Responsibilities, WWDLING INSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES- BC Dead 17.00 psf O.C.Spacing 2- 0- 0 TRUSPLUS 6.0 VER: T6.4.2 -(HIB-91) and H B91 SUMMARY SHEET by TPI. The Truss Plate Institute (TPI) Is located at D'O Woo Drive, Madison, Wisconsln 53719. fThe American Forest and Paper Association (AFPA) Is local at111119m Street, NW, Ste 800, Washington.DC20036. TOTAL 53.00 psf Design Spec CBC -01 DEFL RATIO: L/240 TC: L 24 Job Name: JON &JAN ZARTruss TT CiUrl�ea'pVlstiseand false tararemZeO �aaes are s iedyas sh�l0wria0oven' b�`e s les io a°v�Rd)dver IUONn�t�i gvuinratl�a US �e . ID: H2 Qt 2 BRG 1X -LOC REACT. SIZE REQ'D ' TC 2x4 SPF 165OF-I 5E Plating spec • ANSI/TPI - 1995 UPLIFT REACTIONS) 1 0- 2-12 1206 S.50" 1.73" BC 2x4 SPF 165OF-1.5E THIS DESIGN IS THE COMPOSITE RESULT OF - Support 1 -2207 lb and done in accordance with the cement versions of TPI and AFPA design standards. No responsibility is assumed for dimensional acxtracy. 2 18- 6- 4 1206 5.50" 1.73" 2x4 HF STUD MULTIPLE LOAD CASES. Support 2 -207 lb Dimensbnsans to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that .WEB BRG 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 Du rFacs L=1.2 5 P=1.2 5 on the truss material at each bearing the toms utNimd on this design meet or exceed the loading imposed by the brad building code aro the paritcelar application. The design assumes that the cop chord is laterally broom by the roof or floor sheathing and the bottom chord b Iateraffy braced by a rigid sheathing material directly THEY ARE BASED ON 1.5•' HANGER NAILS FOR CBC -01 Code. TC Dead 20.00 psf MAX DEFLECTION (span) • 1.15 1 -PLY AND 3" HANGER NAILS FOR MULTI -PLY Bldg Enclosed m Yes, Importance Factor - 1.00 L/999 IN MEM 8-9 OLIVE) Rep Mb r Comp • GIRDERS. IF 2.5" GUN NAILS ARE USED, -THE Truss Location = End Zone Fabricate. handle, mstatland bracecos truss Inaccordancewlth'JOINT DETAILS byrnuwaLANSVTPtr,WTCAV-Wood TrussCounrn of America Standard Design Responsibilities, HANDLING INSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES' L- -0.13" D- -0.31' T= -0.44" tRMCAL MEMBER FORCES: - HANGERS MUST BE RE-EVALUATED (BY OTHERS). Hurricane/Ocean Line - No Ex Category - C 40.00 ft, Bldg Width 20.00.ft Tc COMP. (WR. / 'TENS. (WR, ai Design Spec Bldg Length a Mean height = 14.31 ft, mph m 80 1-2 -2525(1.253/ 3901(1.603 0.36 2-3 -3634(1.2S)/ 514(1.60) 0.31 TOTAL 53.00 psf DEFL RATIO: L/240 TG L/244 roof CBC Special Occupancy, Dead Load = 12.6 psf 3-4 -3634((1.253/ 514:(1.60)) 0.31 4-5 -2525 1.2S / 390 1.60 0.36 - BC COW. (OUR. / TENS. CSI 6-7 -56(1.603/' 58(1.603 0.12 7-8 -423*((1.603)/ 2786(((1.253) 0.56 8-9 -423 9.10 -56 1.60 / 2786 1.25 0.56 1.60 / 58 1.60 0.12 r WB COW, am. / TENS. CSI' 7R. 1-6 -1136 1.25 / 221 1.60 0.21 - 1-7 -325 1.60 / 2352 1.25 0.81 2-7 -731 1.25 / 188 1.60 0.14 2-8 -135 1.60 / 558 0.90 0.27 _. 3-8 -223 1.60 / 1986 1.25 0.69 - 4-8 -115 1.60 0.90 0.27 4-9 -731 1.25 / 188 1.60 0.14 5-9 -325 1.60 / 2352 1.25 0.81 ' 5-10 -1136 1.25 / 221 1.60 0.21 t1. 948 13 9 48 5, - Or SI F.00 c�e� A, R46 4 4 11-0 TT CiUrl�ea'pVlstiseand false tararemZeO �aaes are s iedyas sh�l0wria0oven' b�`e s les io a°v�Rd)dver IUONn�t�i gvuinratl�a US �e . v- 7/15/05 AR N Read all notes on this sheet and give a copy of it to the Erecting Contractor. Cust:. YESTER This design Is for an IndMdual building component not truss system. N has been based on specifications provided by the component manufacturer WO, "D ri V e_T-T6497_L00005_100001 and done in accordance with the cement versions of TPI and AFPA design standards. No responsibility is assumed for dimensional acxtracy. Dn r : LG #LC 15 WT : 102# Dimensbnsans to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that 9 . TC Live 16.00 psf Du rFacs L=1.2 5 P=1.2 5 TRUSSWORKS the toms utNimd on this design meet or exceed the loading imposed by the brad building code aro the paritcelar application. The design assumes that the cop chord is laterally broom by the roof or floor sheathing and the bottom chord b Iateraffy braced by a rigid sheathing material directly attached, unless othenNse noted. Bracing shown is for lateral support of components members only to reduce budding length. This component TC Dead 20.00 psf Re Mb r Brill P 1.15 INC. (CA) shah not be placed In any environment that wt8 rause the motsure content of the wood to exceed 19% and/or cause connector pate corrasion.BC Live 0.00 psf Rep Mb r Comp • 1.00 444S Northpark Dr. Colo Springs, CO 80907 Fabricate. handle, mstatland bracecos truss Inaccordancewlth'JOINT DETAILS byrnuwaLANSVTPtr,WTCAV-Wood TrussCounrn of America Standard Design Responsibilities, HANDLING INSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES' BC Dead 17.00 psf Rep Mbr Tens O.C.Spacing 1.00 2- 0-'0 {Hl"l) and HIM1 SUMMARY SHEET by TPI. The Teas Plate Institute (TPI) IS bated ed D•Onolrio Drive, Madison, Wisconsin 53719. Design Spec CBC -01 TRUSPLUS 6.0 VER: T6.4.2 TheAmmranForestandPeperAssoaation(AFPA)lsbcatedat111119On Street. NW. Ste 800,Washlgtw.0020038. TOTAL 53.00 psf DEFL RATIO: L/240 TG L/244 Job Name: JON & JAN ZAR Truss ID: H2DRAG Qty: 2 BRG X -LOC REACT SIZE REQ'D TC 2x4 SPF 1650F -1.5E Plating spec : ANSI/TPI - 1995 UPLIFT REACTIONS) 1 0- 2-12 1553 5.50" 1.50" BC 2x4 SPF 165OF-1.SE THIS DESIGN IS THE COMPOSITE RESULT OF - Support 1 -207 lb 2 18- 6- 4 1553 5.50" 1.50" WEB 2x4 HF STUD MULTIPLE LOAD CASES. Support 2 -207 lb BRG 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 on the truss material at each bearing + + + + + + + + + + + + + + + + + + + + + + THEY ARE BASED ON 1.5" HANGER NAILS FOR CBC -01 Code. MAX DEFLECTION (span) ' Nail pattern shown is for PLF loads only. 1 -PLY AND 3" HANGER NAILS FOR MULTI -PLY Bldg Enclosed a Yes, Importance Factor 1.00 L/999 IN MEM 8-9 (LIVE) Concentrated loads MUST be distributed to GIRDERS. IF 2.5" GUN NAILS ARE USED, THE Truss Location a End Zone L- -0.14" D= -0.33" T= -0.47" QTc COMMPD.®WR each ply equally. On multi -ply with hangers, HANGERS MUST BE RE-EVALUATED (BY OTHERS). t Hurricane/Ocean Line = No Ex& Categoryy - C ft Width 20.00 ft /TENS. (ant. CSI use 3nails min. into the carrying member. For 2 fasten- + + 4. + + + + +.+ + + + + + + + + + + + + Designed for 225 Plf drag load applied Bldg Length a 40.00 Bldg a Mean roof height = 14.1 ft, mph, 80 1-2 -5008[(1.333/ 1591(((1.333 0.20 2-3 -8237(1.33)/ 3222(1.33) 0.34 more than ply, use additional ers as indicated from the back plys, or use evenly along the top chord to the chord CBC Special Occupancy, Dead Load = 12.6 psf, ' 3-4 -8237((1.333/ 3222((((1.333 0.34 any other approved detail (by others). 0 ea. bearing (unless noted), concurrently 4-5 -5008 1.33 / 1591 1.33.0.20 IF 2.5" GUN NAILS ARE USED, ANY NAIL CLUSTER with dead + 0 % live loads. D.F. = 1.33 Bt COMP.I(((Dua.))/'TeNs.C(D CSI- AMOUNTS SHOWN MUST BE INSTALLED FROM THE Horiz. reaction = 4.2 K lbs. ea. bearing. 6-7 =445E 1.33)/ aa6s(1.11 0.41 FRONT AND BACK FACE EQUALLY (TOTAL NAILS = Connection (by others) must transfer equal 7-8 -4596 1.33fijj/ 8423(((1.333) 0.69 DOUBLE THE AMOUNT SHOWN). load to each ply (or add-on) shown. - e-9 -4596 1.33 / 8423 1.33 0.69 9-30 -4457 1.33 / 4465 1.33 0.41 + + + + + + + + + + + + + + + + + + + + + + - + + + + + + + + + + + + + + + + + + + + + + 2-PLYI Nail w/10d BOX, stagggered (per NDS) WB COMP. DU / TENS. WR. CSI in: TC- 2 BC- 2 WEBS- 2 --PER FODT1•- 1-6 -1571 1.33 / 221 1.60 0.' - 1-7 -957 1.33 / 4263 1.33 0.69 2-7 -1395 1.33 / 499 1.33 0.12 2-8 -3489 1.33 / 4606 1.33 0.75 3-8 -3839 1.33 / 4695 3.33 0.76 4-8 -3489 1.33 / 4607 1.33 0.75 4-9 -1395 1.33 / 499 1.33 0.12 ' 1-9 -957 1.33 / 4263 1.33 0.69 5-10 -1571 1:33 / 221 1.60 0.33 ' 9-4 8 1 2-PLYS 1 2 3 4_ 57 Q t REQUIRED4r 00 5-5 20 8. Y TR USSWORKS VV/41[IY11YV Read all notes on this sheet and give a copy of it to the Erecting Contractor. This design is for an InclMdual building component not truss system. B has been be 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 accura v. Olmensbnsare to be verified by the component manufacturer ardlor building designer prior to fabrication. The building designer must ascertain that the loads uUftwd an this design mad or exceed the loading Imposed by the local building code and the partkular application. The design assumes that the top chord La laterally braced by the root or floor sheathing and the bottom citord La latently braced by a rlgld sheathag material directly Cust: YESTER WO' D ri ve_T_.b6497_L00005_J 00001 Dsgn r : LG #LC = 19 Lar: 103# TC Live 16.00 psf DurFacs L=1.25 P=1.25 . attached, unless othewlse noted. Bracing shown La for Lateral support of components rnambera only to reduce budding "th. This component TC Dead 20.00 psf Re Mb r Bnd 1.00 p ® INC. (G4) shall not be placed In arr environment that wm cause the moisture =lord of the wood to exceed 19% aWor cam connector ate corrosion. y plate BC Live 0.00 psf Rep Mb r Comp 1.00 4445 Northpark Or. Fmdcata•handle, I"statland bra thiswssmeaordarldawltnvoirarDErais•byrn,swat,•ANslrtvlr.WMA r-woodrrusscounm Rep Mbr Tens 1.00 Colo Springs, CO 80907 of America Standard Deslgn Responsibilities, HANDLING INSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES• BC Dead 17.00 psf O, C.Spacing 2- 0- 0 -(HIS-91) and WB -91 SUMMARY SHEET by TPI. The Truss Plate Institute (TPI) Is lowed at D•Onofdo Drive, Madison• WLsoonsln 53719. DEtsi gn Spec CBC -01 TRUSPLUS 6.0 VER: T6.4.2 _ American Forest aro Paper Association(AFPA) Is located at 1111 t 9th Street. NW, Ste 800, Washington. DC 20039. TOTAL 53.00 psf DEFL RATIO• L/240 TC: L/24 Job Name: JON & JAN ZAR Ciurde0l Inas and false rame0 aies ares s it4i g as sh iavr aUbve ShN[ ble stud tes to civ t d lover am wt@th stew rel la teIs' oro le . Truss ID: H3 Qty: 1 BRG X -LOC REACT SIZE REQ'D TC 2x4 SPF 165OF-1.SE Plating Spec ' ANSI/TPI - 1995 UPLIFT REACTIONS) ' 1 0- 2-12 1206 S.50" . 1.73" BC 2x4 SPF 16SOF-1.SE THIS DESIGN IS THE COMPOSITE RESULT OF Support 1 -207 lb 2- 18- 6- 4 1206 5.50" 1.73" WEB 2x4 HF STUD MULTIPLE LOAD CASES.' Support Z -207 lb BRG based ONLY PLATE VALUES PFR ICBO RESEARCH REPORT 171607. - IF HANGERS ARE INDICATED ON THIS DRAWING, This truss is designed using the ' heREQUIREMENTSmat Tialshown,areat on the truss material at each bearing Dsgn r : LG THEY ARE BASED ON 1.5" HANGER NAILS FOR CBC -01 Code. MAX DEFLECTION (span) - - 1 -PLY AND 3" HANGER NAILS FOR MULTI -PLY Bldg Enclosed = Yes, Importance Factor. 1.00 L/999 IN MEM 8-9 (LIVE) attached 'unless ourervnse noted. Bracing shown Is for lateral support or canponants members only to reducecomponentdag length. This component shall not be pi in my env onm9nt that will cause the moisture content of the wood to exceed 19% and/or wase connector paw corrosion. GIRDERS. IF 2.S" GUN NAILS ARE USED, THE Truss Location = End Zone L- -0.13" ORMCAL NEMER D= -0.31" T= -0.44" FMCFS: Fabricate, handle, Instals and brace this truss w accordance with 'JOINT DETAILS by Trusva. ANSVTPI 1', WTC/11'-Wood Thus Council HANGERS MUST BE RE-EVALUATED (BY OTHERS). Hurricane/Ocean Line = No Ex Category = C pp 9 20.00 ft Bldg Length 40.00 ft Bldg Width Tc OOMP. 1-2 -2525 WR. / TENs. prR. at l.zs / 1.60 0.36 olAmedcaSnandardDengnResponabimws, HANDLING INSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES' - = = Mean roof height a 1411 ft, mph 80 2-3 -3634(((1.253)/ .390 sla(((rcl. 0.31 4HIB-B7) end HIMI SUMMARY SHEET by TPI. The Truss Plate Institute, VPQ Is looted at D'Onofdo Drhe, Madison, Wisconsin 53719. ZmerwanForest and PawAssoamwnwPA)isbretedet1111181h street, NW. Ste 800, Washington,DC200W. - CBC Special Occupancy, Dead Load = 12.6 psf 3-4 -3634(1.253/ 4-5' -252501.25 514(1.603 0.31 / 390 1.60 0.36 TOTAL 53.00 psf DEFL RATIO: BC COMP. WR. / TENS. d1R. CSI • 6-7 -56 L603/ SB 1.603- 7-e -423 1.60)/ 2786(1.25) 0.56 8-9 -423 1.603/ 27860(1.253 0.56 9-10 -56 1.60 / 58 3.60 0.12 ' WB OOMP. OUR. / TENS. WR. CSI 1-6 -1136 1.25 / 221 0.21 :.2 1-7 -325 1.60 / 2352 1.25 0.81 31 1. 2-8 3115 1.60 / 558 0.90 0.27 3-8 -223 1.60 / 1986 1.25 0.69 4-8 -115 1.60 / 5S8 0.90 0.27 4-9 -731 1.25 / 188 1.60 0.14 - - 5-9 -325 1.60 / 2352 1.25 0.81 - 5-10 -1136 1.25 / 221 1.60 0.21 I 9-4-B i - 9-4-8 I 2 3 4 5 R. .0-a R4-6 / pFESS!p1 Q • D AIS (co m 2 z CC- P' 5130 7 ' ¢ SHIP 0 GA``1 0 TM 227 - Ciurde0l Inas and false rame0 aies ares s it4i g as sh iavr aUbve ShN[ ble stud tes to civ t d lover am wt@th stew rel la teIs' oro le . 7/15/05 AR Read all notes on this sheet and give a copy of it to the Erecting Contractor. Cust: YESTER This design is for an individual building component not less system. N has been cased on specifications, PnWk d by the component manufacturer WO' Dri ve_T b6497_L00005_J 00001 and dam In accordance wfth the wnem vsrsbns of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimenslonsam nal to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascan that Dsgn r : LG #LC - 15 Wr: 102# ', / ( KC " TRV /'S CYY o1 \ ✓ the loads utilized on cols design meet of exceed the wading Imposed by the local building code and the particular application. The design assumes that me cep chord Is laterally bmoa0 by the roof or floor sheathing and the bottom chord is laterally braced by a dgW sheathing material dtrepty TC Live 16.00 psf Du rFacs -L-1.25 - P=1.2 5 ® INC. (CA) attached 'unless ourervnse noted. Bracing shown Is for lateral support or canponants members only to reducecomponentdag length. This component shall not be pi in my env onm9nt that will cause the moisture content of the wood to exceed 19% and/or wase connector paw corrosion. • TC Dead 20.00 psf Rep Mb r Bnd Rep Mb r Comp 1.15 1.00 445 Northpark Dr. Fabricate, handle, Instals and brace this truss w accordance with 'JOINT DETAILS by Trusva. ANSVTPI 1', WTC/11'-Wood Thus Council BC Live 0.00 psf Re Mbr Tens P 1.00 CO O $pr nySr Co BD9D7 olAmedcaSnandardDengnResponabimws, HANDLING INSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES' BC Dead 17.DD pSf O•C,Spacing 2- O- D TRUSPLUS 6.0 VER: T6.4.2 4HIB-B7) end HIMI SUMMARY SHEET by TPI. The Truss Plate Institute, VPQ Is looted at D'Onofdo Drhe, Madison, Wisconsin 53719. ZmerwanForest and PawAssoamwnwPA)isbretedet1111181h street, NW. Ste 800, Washington,DC200W. - Design Spec CBC -01 TOTAL 53.00 psf DEFL RATIO: L 240 TC: L 24 Job Name: JON & JAN ZAR Truss ID: H4 Qty: 1 BRG X -LOC REACT SIZE REQ'D TC 2x4 SPF 1650F -1.5E Plating spec : ANSI/TPI - 1995 UPLIFT REACTION(S) 1 1-10-14' 905 5.50 1.50" BC 2x4 SPF 1650F-1.SE THIS DESIGN IS THE COMPOSITE RESULT OF Support 1 -148-lb' 2 18= 6- 4 1117 5.50" 1.60" WEB 2x4 HF STUD MULTIPLE LOAD CASES. Support 2 -196 lb BRG REQUIREMENTS shown are based ONLY PLATE VALUES PER ICBG 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. BRG HANGER/CLIP NOTE 1 -PLY AND 3" HANGER NAILS FOR MULTI -PLY Bldg Enclosed a Yes, Importance Factor - 1.00 .RANGER1 Hanger TBE GIRDERS: IF 2.5" GUN NAILS ARE USED, THE Truss Location a End Zone Support Co TO BE ENGINEERED HANGERS MUST BE RE-EVALUATED (BY OTHERS). Hurricane/Ocean Line = No ExD Category - C Support Connections)/Hanger(s) are Bldg Length a 40.00 ft, Bldg Width - 20.00 ft not designed for horizontal loads. _ Mean roof height = 14.31 ft, mph 80 MAX DEFLECTION (span) CBC Special Occupancy, Dead Load 12.6 psf L/999 IN MEM 8-9 LIVE) L- -0.09" D- -0.21 T- -0.30" CRUICAL KMER FORCES: - - - TC OOmP. DUR. /. TENS. OUR. CSI 1-2 :1613L 1.25 / 266 1.60 0.18 2-3 3005 1.25 /6 1.25. 468 1.60 0.28 28 3-4 5 2231 1.25 % 368 1.60 01.60 .33 BC comp. (OUR. / TENS. (DUR. CSI 6-7 -49(1.603/ 21(0.903 0.14 7-8 -300(((1.603)/ 1840(({1.253) 0.43 8-9 -424 1.60 / 2456 1.25 0.49 9-10 -19 0.90 / 53 3.60 0.12 ' Will OOKP. DUR. / TENS. WR. CSI - 1-6 -873 1.25 / 156 1.60 0.16 1-7 -227 1.60 / 1529 1.25 0.53 2-7 -723 1.25 / 379 3.60 .0.13 *, 2-B '-75 1.60 / 1074 1.25 0.37 .. s . . 3-e -187 1.60 / .1146 0.90 0.55" 4-8 -131 1.60 / 362 0.90 0.17 4-9 . -632 1.25 / - 183 1.60 0.12 5-e -305 1.25 / x273 1.60 0 20 L1 2 7 8 6 l3 9-" 51 Q CF Esslo s -lo -loos 1.x5 / 216 1. 25 62 o.zo p p R. 00 O IDA h A- 3444 34 w j 4-4 JUI, 7 6 d / 4j_8 a-0-13 T 4- -8, n; 0 3-8 SHI -0 36 0-0-11 C1 . Bi 2-4 W:508 R:905 ¢fig 2 4 B2 U:-148 I_I' 7 2 4 1 4.00 R: 08 ow,a 1117 8 11-0 1 21 1-8-2 .1 17-0-14 STUB C1 Ciurtxeo latae and false grenreZD Ves a17s IUon ae sh(io Ve Shil a b e stud fes to civ id over a11)tnsgucon al?at lams Rorer le). 7/15/05 ARRead all notes on this sheet and give a copy of it to the Erecting Contractor. Cust; YESTER This design is for en tndWlduat building Component not truss system. 2 has been Lased on spednmttons pro toee by the Component manufacturer WO • Dri ve_T-16497_L00005_J 00001 ® and done to accordance with the a,rrem versions of TPI and AFPA design standards. No responsibility Is assumed for mmensional accuracy. Dlmensionsare to be caroled by the Component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that Dsgn r : LG #LC - 15 WT: 91# TR USSWORKS the bads uiuited on this design meet or egad the loading imposed by the local building alae and the particular application. The design assumes that the top -rd U laterety traced by the nom W fbor sheathing and the bottom chord Is laterally bracad by a rigid sheathing material directly TC Live 16.00 psf Du r Facs L=1.2 5 P=1.2 5 attactred, unless otherwise noted. Bracing shown is for Lateral support of components mentors only to reduoe budding length. This Component TC Dead 20.00 psf Re Mb r Bnd P 1.15 ® INC. (CA) shall not ho Placed In any environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion..Rep BC Live 0.00 psf Mb r Comp 1.00 4445 .Northpark Or. Fabricate. ^arb handle. Install mCo land^racetnLstrusseccordanvnm•.lotNTDErals•byrruswat,'ANsvrPIr.WTCAr-W000TrussCounW Rep Mbr Tens 1.00 80 Colo Springs, CO 907 of America Standard Design Responsibilities, H/WDLING INSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES' BC Dead 17.00 psf O.C.Spacing 2- 0- 0 TRUSPLUS 6.0 VER: T6.4.2 4HI&91)and 1118-91 SUMMARY SHEET• by TPI. The Truss Plate Institute(TPI)Ls Located atD'Orofrio DAre, Madison, Wisconsin 59719. The American Forest and Paper Association (AFPA)Islocated at11111tM Street, NW, Ste 800, Washington, DC 20036. - TOTAL 53.00 Design Spec CBC -01 psf DEFL RATIO: L 240 TC: L 24 Job Name: JON & JAN ZAR WAKNINU Read all notes on this sheet and give a copy of it to the Erecting Contractor. Truss ID: H5 Qty: - 1 BRG XAOC REACT SIZE REQ'D TC 2x4 SPF 165OF-I 5E Plating spec • ANSI/TPI - 1995 UPLIFT REACTION(S) " 1 4- 8- 3 758 5.50'• 1.50" BC 2x4 SPF 1650F -1:5E THIS DESIGN IS THE COMPOSITE RESULT OF Support 1 -136 lb 2 18- 6- 4 970 5.50" 1.50" 'WEB 2x4 HF STUD MULTIPLE LOAD CASES. Support 2 -177 lb BRG 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 on the truss material at each bearing members only reduce This component shall not be placed In any envionment that will cause the moisture content of the wood to exceed 19% andror cause connector plate corrosion. THEY ARE BASED ON 1.5" HANGER NAILS FOR CBC -01 Code. BRG HANGER/CLIP NOTE Fabricate. handle, InVall and bracethis truss lnaccordance with 'JOINT DETAILS' byrrusval,ANSVTPI1.WTCAV-Wood TrussCourKn 1 -PLY AND 3" HANGER NAILS FOR MULTI -PLY Bldg Enclosed = Yes, Importance Factor - 1.00 1 Hanger TBE- TO BE ENGINEERED of America Standard Design Responsibilities, HANDLMG INSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES' GIRDERS. IF 2.5" GUN NAILS ARE USED, THE Truss Location End Zone SHANGER(S) Support Connections)/Hanger(s) are T{-91)MARY SHEET by TPI. The Truss Plate Institute (TPI)Islocated moa,orroome,Madison. Wisconsin 53719. IaForestand apuAmdatwn(AFPA)isloratedm+ttt+aur stmet,NW,stelwo,Wasningt OC20036. .HANGERS MUST BE RE-EVALUATED (BY OTHERS). Hurricane/Ocean Line = No Ex Categor = C BldgLength = 40.00 ft Bid 'dth 0.00 ft not designed for horizontal loads. psf g Mearoof height 14.1 ft, mph 80 MAX DEFLECTION (span) • - CBC Special Occupancy, Dead Load 12.6 psf L/999 IN MEM 5-6 (LIVE). - L- -0.06" D- -0.13" T- -0.19" ' CR rICAL.MEMBER FORCES: TC OOMP. OUR. / TENS. DUR. CSI _ 1-2 -1997 1.25 / 363 1.60 0.35 2-3 -2001 1.25 / '- 369 1.60 0,23 ' 3-4 ' -1735 3.25 / 317 1.60 0.30 BC 00141'. / TEN7S611- CSI S-6 76(1.603 0.26 [OUR -28(0.903/ 6-7 -410 1.60 / ]906((3.253 0.50 7-8 70 1.60 / 46 1.60 0.14 WB COMP. OUR. / TENS. WR. CSI 1-5 -653 1.25 / 150 1.60 0.12 1-6 -299 1.60 / 1853 1.25 0.64 2-6 -102 1.60 / 677 0.90 0.33 3-6 -156 1.60 / 135 1.60 0.07 . 3-7 -476 1.25 / 168 1.60 0.09 , ,• , 4-7 . -255 1.60 /" 1602 1.25 0.55 4-8 -894 1.25 / 203 1 6 0.17 T 3-7 3-1-1 4$l,-0 1-5-13 1 2 3 4 4.00 a.o 4-4 a.0 -4L 00 _W 8 4-5-9 1I!?'9�0 8-11-0 U: .177 77 4-5-7 1 14-3-9 STUB 5 6 7 8 K 1 -0 �E 4-"-8 SHIP �pFESSi �oe�1•DAIV r�Q �• G7 I� m X WAKNINU Read all notes on this sheet and give a copy of it to the Erecting Contractor. Cust: -YESTER This design Is for an Individual building component not truss system. it has been based on spedncmbns provided by the componem manufacturer WO' D ri Ve_T�6497_L00005_J 00001 ® and done In accordance with the current versions of TPI and AFPA design standards. No responsibility Is assumed for dimensional accuracy. Dsg LG Dimensbasare to be verified by the component manufacturer and/or building designer prior to fabdcatlon, Pie building designer must ascertain that n r : #LC = 15 WT: 76# the bads utllixed on this design meet or exceed the loading Imposed by the local building code and the particular application. The design assunres TC Live 16.00 psf Du rFac s L-1.25 P=1.25 7"RUSSWORKS thatthetopchordtelrtteralNbracedbythemaforfoorshoat"erdthebottomchordis laterally braced by a rigid sheathingmatedaldirectly attached, unless otherwise Orad. Bracing shown For lateral support of components to buckling length. TC Dead 20.00 RepMbr Bnd 1.15 ® INC. (CA) members only reduce This component shall not be placed In any envionment that will cause the moisture content of the wood to exceed 19% andror cause connector plate corrosion. psf BC Live 0.00 psf Rep Mbr Comp 1.00 4445 `Nor;hpark Dr. Fabricate. handle, InVall and bracethis truss lnaccordance with 'JOINT DETAILS' byrrusval,ANSVTPI1.WTCAV-Wood TrussCourKn Rep Mbr Tens 1.00 Co I o Spr7 ngs, CO 80907 of America Standard Design Responsibilities, HANDLMG INSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES' BC Dead 17.00 psf O. C. Spaci ng 2- 0- 0 TRUSPLUS 6.0 VER' T6.4.2 T{-91)MARY SHEET by TPI. The Truss Plate Institute (TPI)Islocated moa,orroome,Madison. Wisconsin 53719. IaForestand apuAmdatwn(AFPA)isloratedm+ttt+aur stmet,NW,stelwo,Wasningt OC20036. TOTAL 53.00 " Design Spec CBC -01 psf DEFL RATIO: L/240 TC: L/24@ Job Name: JON & JAN ZAR BRG X -LOC REACT SIZE REQ'D TC 2x4 SPF 165OF-1SE 1 57 7- 6 708 5.50" 1.50" BC 2x4 SPF 1650F-1.. SE 2 18- 6- 4 920 5.50" 1.50" WEB 2x4 HF STUD BRG REQUIREMENTS shown are based ONLY PLATE VALUES PER ICBO RESEARCH REPORT #1607. on the truss material at each bearing BRG-HANGER/CLIP NOTE 1 Hanger TBE* °HANGERCS) TO BE ENGINEERED Truss ID: H6 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). 1 2 3 4 4.00 4.0 4-4 1 UPLIFT REACTION(S) Support 1 -133 lb Support 2 -171 lb This truss is designed using the CBC -01 Code. Bldg Enclosed m Yes, Importance Factor 1.00 Truss Location - End Zone Hurricane/Ocean Line = No Exp Category - C Bldg Length a 40.00 ft, Bldg Width - 20.00 ft Mean roof height = 14.31 ft, mph 80 CBC Special Occupancy, Dead Load 12.6 psf 5-4-10 1 13-4-6 V I I STUB 5 6 7 8 4- -8 SHIP 1 + ' Support Connection(s)/Hanger(s) are 7/15/05 - not designed for horizontal loads. WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. MAX DEFLECTION'(span) L/999 IN MEM 6-7 (LIVE) L= -0.04" D- -0.09" T- -0.14" WO • Drive-T-b6497_L00005_1 CRITICAL MEMBER FORCES: ® 1.111TENS8 1T2 ocsi 84 1115 % 1 . 60 .20 2-3 -1601 1.25 / 310 1.60 0.23 #LC = 15 3-4 -1585 1.25 / 297 1.60 0.29 the bads utlltrad on this design mem or exceed the leading Imposed by the local Wilding code and the partm particular application. The design assues that the by shod le laterally band by the roof or floor sheathing and the bottom chord le braced by a rigid directly laterally bra BC COMP. (OUR.))/ TENS. (OUR. CSI 5-6 89(1.603 0.19 Rep Mb r Bnd 6-7 402i(((1.6033/ 1729((1.253 0.44 support of components member only to reduce budding length. This component Mail not be paced In any emlronment Ihd will cause the moisture dement of bre wood to oxwad 19% and/or wase connector plate w onion. r 7-8 -43(1.60)/ 8s 1.60 / 25 0.90 0.13 1.00 HB COMP.IDUR. / TENS. WR.CSI15-6161.25 Rep Mbr Tens 142 1.600.111-6 Colo Spr7ngs, CO 80907 2-6 -2551.60 1467 1.25 0.51 -821.60 / 522 0.900.25 O.C.Spacing 3-6 -1441.25 ll3 1.60 0.08 (HIB-91)aridHIB-91 SUMMARY SHEET by TPI. The Truss, Plate Institute(TPI)Is located at D'Orwfrb Ddoe. Madison. Wisconsin 53719. ThaAmenwnFaresiandPaPWAsmadbn(AFPA)Lstowtedat111119Ih stmd.NW. Ste 80o.Washington. DC20036. 3-7 4-7 -4101.25 / 162 1.600.08 -2361.60 1460 1.25o.514-8 CBC -01 -a461.25 / 198 1.60 0.16 Truss ID: H6 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). 1 2 3 4 4.00 4.0 4-4 1 UPLIFT REACTION(S) Support 1 -133 lb Support 2 -171 lb This truss is designed using the CBC -01 Code. Bldg Enclosed m Yes, Importance Factor 1.00 Truss Location - End Zone Hurricane/Ocean Line = No Exp Category - C Bldg Length a 40.00 ft, Bldg Width - 20.00 ft Mean roof height = 14.31 ft, mph 80 CBC Special Occupancy, Dead Load 12.6 psf 5-4-10 1 13-4-6 V I I STUB 5 6 7 8 4- -8 SHIP 1 + ' wn G1ujeall2tesantl(alseme0e esalres iearassh iowriaUore Shi a'jbPesNO• testoev8ladovenaffi w thstructuia atte s o ia. 7/15/05 - WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Cust: YESTER This design Is for an Individual Wilding component not truss system. It has Dean basnd on specifications pro*W by the component manufacturer WO • Drive-T-b6497_L00005_1 00001 ® and done In a=rdmce with the current versions of TPI end AFPA design standards. No responsibility Is assumed for dimensional accuracy. Dimensbnsare to W verified by the component manufacturer and/or building designer prior to fabrication. The Wading designer must ascanain that Dsg n r : LIS #LC = 15 Wi : 72# TR USSWORKS the bads utlltrad on this design mem or exceed the leading Imposed by the local Wilding code and the partm particular application. The design assues that the by shod le laterally band by the roof or floor sheathing and the bottom chord le braced by a rigid directly laterally bra TC Live 16.00 psf Du rFacs L-1.25 P=1.25 sheathing material attached, unless otherwise noted. Bracing drown Is for talent TC Dead 20.00 Rep Mb r Bnd 1.15 ® INC. (CA) support of components member only to reduce budding length. This component Mail not be paced In any emlronment Ihd will cause the moisture dement of bre wood to oxwad 19% and/or wase connector plate w onion. r psf BC Live 0.00 psf Rep Mb r Comp 1.00 4445 Northpark Dr. Fabricate•handle. Wall and brace this wssInacccdanwwit'JOINT DETAILS byrruswd.WNSVTPI1.rvrrnl.WoodrnusCounai Rep Mbr Tens 1.00 Colo Spr7ngs, CO 80907 uf America Standard Design Respcnslbmtms wwDLINCINSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES' BC Dead 17.00 psf O.C.Spacing 2- 0- 0 TRUSPLUS 6.0 VER: T6.4.2 (HIB-91)aridHIB-91 SUMMARY SHEET by TPI. The Truss, Plate Institute(TPI)Is located at D'Orwfrb Ddoe. Madison. Wisconsin 53719. ThaAmenwnFaresiandPaPWAsmadbn(AFPA)Lstowtedat111119Ih stmd.NW. Ste 80o.Washington. DC20036. TOTAL 53.00 psf Design Spec CBC -01 DEFL RATIO: L/240 TC: L/244 Job Name: JON & JAN ZAR Truss ID: H7 Qty: 1 BRG X -LOC REACT SIZE REQ'D TC 2x4 SPF 1650F -1.5E Plating spec • ANSI/TPI - 1995 UPLIFT REACTION(S) 1 5- 7- 6 708' 5.50" 1.50" BC 2x4 SPF 1650F -1.5E THIS DESIGN IS THE COMPOSITE RESULT OF Support 1 -133 lb 2 18- 6- 4 920 5.50" 1.50" WEB 2x4 HF STUD MULTIPLE LOAD CASES. Support 2 -171 lb BRG 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 on the truss material at each bearing THEY ARE BASED ON 1.5" HANGER NAILS FOR CBC -01 Code. BRG HANGER/CLIP NOTE I -PLY AND 3" HANGER NAILS FOR MULTI -PLY Bldg Enclosed - Yes, Importance Factor 1.00 1 Hanger TBE' GIRDERS. IF 23" GUN NAILS ARE USED, THE Truss Location a End Zone °HANGER(S) TO BE ENGINEERED HANGERS MUST BE RE-EVALUATED (BY OTHERS). Hurricane/Ocean Line - No Ex Categor = C Support Connection(s)/Hanger(s) are Bldg Length = 40.00 ft Bidg idth = 0.00 ft not designed for horizontal loads. ' Mean roof height a 14.1 ftft, mph 80 MAX DEFLECTION (span) - L/999 IN MEM 6-7 (LIVE) CBC Special Occupancy, Dead Load 12.6 psf ` L- -0.04" D- -0.09" T- -0.14" CRITICAL NEMER FORCES: TC 1.1111 / TENS. [((D1.UR.3) CSI 1-2 3-4 -1585(1.251584 )/ 297(1.60) 0.29 Y . 2-3 -1601 1.25 / 310 1.60 0.23 BC CAMP. DUR. / TENS.(OUR. CSI 5-6 -431.603/ 69(1.603 0.19 6-7 -4021.603/ 1729((1.253 0.44 7-8 -8511.60 / 25 0.90 0,13 W8 COMP. DUR. / TENS. OUR, CSI 1-5 -616 1.25 / 142 1.60 0.11 1-6 -255 1.60 / 1467 L 25 0.51 2-6 -82 1.60 / 522 0.90 0.25 3-6 -144 1.25 / 173 1.60 0.08 3-7 -410 1.25 / 162 1.60 0.08 - 4-7 236 1.60 / , 1460 1.25 0.51 ; 4-e -846 1.25 / 198 1,60 0,16• • - - ( 3-11-14 , ,I _ s -a -a I' , <) OO - 1 2 3 4 4,00 ' -4,Q Q Tw 22 691 4-4 2-9-16r 3-4 Cr_ p:0 0107 s 11-0 4 $ 2-11-11 4-4 4-1-8 5-8 SHIP 1--9 4-4 r8 R:708 1 U:-133 11-0 f r"1 4.0-4L DO r 1ALi508 r-`1 n_c c iFFg20 8-11-0 STUB TCuslval S rstetns tesfr 20 a. unless sf gwn b. •18'(18 nnag1l"g . •M) Mx 20 8a ) pogibown g r int Details epgrt. C rgeU les an se me les are on as showrra e. htf bstu les to av td tSve ural rates ors le . 7/15/05 ARN N Read all notes on this sheet and give a copy of it to the Erecting Contractor. Cust: YESTER This design Is for an Indivduat wilding component not Truss system. It hes been t aced an specifications provided by the component manufacturer W0: D ri ve_TJ76497_L0000 S_] 00001 ® and done In accordance with the arrant versions of TPI and AFPA design standards. No responsibility, is assumed for dimensional accuracy. Dimensiovent nsars to be ed by the component manufacturer and/or wilding designer prior to faartcatlan. The wading designer must ascertainS that On r : LG 9 #LC = 15 WT • 72# the lands umbcad on this design meet or exceed the "Ing Imposed by the brat building code and the particular application. The design assumes TCLive 16.00 psf Du rFac s L=1. 2 5 P=1. 2 5 TRUSSWORKS the+ ore top chord Is laterally braced by the roof or floor sheathing and ftbottom da rd Is 108ndy Wooed by a rigid wreathing materialdirectly Rep Mbr Bnd 1.15 ® INC. (CA) snadred. unless otherwise noted. Bracing shown Is for lateral support of components members only to reduce budding length. This component shall not be placed to any environment that will cause the moWure content of the wood to exceed 19% andror cause connector plate corrosion.BC TC Dead 20.00 psf Live Rep Mbr Comp 1.00 44¢S Nor>;hpark Or. Fabricate. handle,l"sto's9 ila"°b' c t^lstnlnacoorde"de"con'JoINrDETwLs•byrruswat. InPi •ANSr,wss Tcar-woodrn,councB 0.00 psf Rep Mbr Tens 1.00 Co o Springs, CO 80907 of Arnedca Standard Design Responsibilities. VIANDLING INSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSET - BC Dead 17.00 psf - O.C.Spacing 2- 0- 0 TRUSPLUS 6.0 VER: T6.4.2 {HIB -81) and HIB -91 SUMMARY SHEET by TPI. The Truss Plate Institute (TPI) Is located at Ironorm odw, Madison, Wisconsin 63719: TheAmercanForestandPaperAssociaUnn(AFPA)islocatedad11111eth Street. NW, Ste SOO,washington,DC20W6. - TOTAL 53.00 psf Design Spec CBC -01 DEFL RATIO: L/240 TC: L 24 Iq Job Name: JON & JAN ZAR VVArTIVIIVV Read all notes on this sheet and give a copy of it to the Erecting Contractor. Truss ID: H8 Qty: 1 BRG X -LOC REACT SIZE REQ'D TC 1 4- 9- S 7S3 5.50" 1.50" BC 2x4 SPF 1650F-1. SE Plating spec • ANSI/TPI - 1995 UPLIFT REACTION(S) • 2 18- 6- 4 965 5.50" 1.50" 2x4 SPF 165OF-1.5E THIS DESIGN IS THE COMPOSITE RESULT OF Support 1 -136 lb WEB BRG REQUIREMENTS shown are based ONLY PLATE VALUES 2x4 HF STUD PER ICBO RESEARCH REPORT #1607. MULTIPLE LOAD CASES. IF HANGERS ARE INDICATED ON THIS DRAWING, Support 2 -176 lb This truss is designed using the on the truss material at each bearing BRG HANGER/CLIP NOTE attached . unless otherwise noted. Bracing dawn Is for Lateral support d ma components embers only reduce buckling Iarrglh. This component shall net ea placed In any environment that wed cam the moisture the THEY ARE BASED ON 1.5" HANGER NAILS FOR CBC -01 Code. 1 Hanger TBE* content of wood to Beed 19% and/or cause connector plate corrosion. Fabricate. handle, Install eropacemLsbussmeaordance 'JOINT 1 -PLY AND 3" HANGER NAILS FOR MULTI -PLY GIRDERS. IF 2.5" GUN NAILS ARE USED, THE BldgEnclosed a Yes, Importance Factor a 1.00 Trus Location Support Co TO BE ENGINEERED are Support Connector with DErAILS'byTm al,'ANSvrn1r.WTrar•WoodTruss cwncil d Amedca Standard Design Responsibilities. HANDLING HANGERS MUST BE RE-EVALUATED (BY OTHERS). a End Zone Hurricane/Ocean Line No Ex Categor C Bldg Length 40.00 ft Bid p y ft not des' nen for horizontal loads. horizontal to INSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES BC Dead 17.00 psf = g g Width 20.00 Mean roof so L/999EINE EION5-6pa(LIVE) {HIS -91) and 1.118-91 SUMMARY SHEEr by TPI. The Truss Plate InslRute (TPI) is located at D'Onofrlo Orhe. Madison, Wisconsin 53719. - TheAnericanForsed staPaparAssocialldn(AFPA)iawemadm1111ietnSirad,NW.Ste800.Wastiington.DC20036 CBC Special Occu p l Occupancy, Dead Load 12.6 psf L- -0.06" D- -0.13" T- -0.18" TOTAL 53.00 psf DEFL RATIO: L/240 TC: L 24 CRITICAL Mom ER FORCES: TC COKP. TENS UR CSI :1954(WR.j1.3/ 33 jC1-2 2-3 1960 1.25 / 363 1.60 0.23 3-4 -1720(1.25)/ 315(1.60 0.30 ' BC 1.(OUR. / TENS. (OUR. CSI 5-6 77(1.603 0.25 --27(0.903/ 6-7 410 1.fi0 / 3888((1.253 0.49 7-8 72 1.60 / 46 1.60 0.13 W8 COMP. OUR / TENS. OURCSI 1-5 -650 1.25 / 149 1.60 0.12 1-6 -295 1.60 / 1813 1.25 0.63 2-6 -100 1.60 / 661 0.90 0.32 3-6 -157 1.60 / 139 1.60 0.07 - - 3-7 -469 1.211 / 168 1.60 0.09 4-71 -253 1.60 / 1588 1.25 0.55 . • .. , , , , . .. , . n . , .. ., .. .., 4-8: -889 1.25 / 203 1.60 0.17 - ' 1 4-9-15 1 9-4-8 1 11- 2 3 4- 1 4.00 -4.0 STUB 4-4 3-4 5.1 4-4 2-11-11 W W:508 1 R:753 1 U: 136 E&4 (1-548 - 4.0 4.00 r,16 X08 e_e_7 I 85 8-11-0 7 4 -8 SHIP 711 VVArTIVIIVV Read all notes on this sheet and give a copy of it to the Erecting Contractor. Cust: YESTER This design Is for an IndWual building component not buss system. It has been based on specifications provided by the component manufacturer W0: D ri ve_T-T6497_L00005_100001 and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensbnsare to be verified by the component manufacturer andfor building designer prior to fabrication. The Wdesigner must ascertain that D Sn r • LG #LC = 15 WT: 76#ilding 9 ' TR USSWORKS the bads utilised on this design meet or etzee0 the loading Imposed by the local Wilding coda and the particular application. The design assumes that the top mrd b Laterally bra by the rod or floor sheathing and the bottom chord b laterally paced by a dgld sheathing national directly TC Ll Ve 16.00 psf Du r Facs L-1.25 P=1.2 5 ® INC. (CA) attached . unless otherwise noted. Bracing dawn Is for Lateral support d ma components embers only reduce buckling Iarrglh. This component shall net ea placed In any environment that wed cam the moisture the TC Dead 20.00 psf Rep Mbr Brill 1.15 Rep content of wood to Beed 19% and/or cause connector plate corrosion. Fabricate. handle, Install eropacemLsbussmeaordance 'JOINT BC Live 0.00 psf Mbr Comp 1.00 44115 Northpark Or. Co Springs, with DErAILS'byTm al,'ANSvrn1r.WTrar•WoodTruss cwncil d Amedca Standard Design Responsibilities. HANDLING Rep Mbr Tens 1.00 o CO SO9O7- INSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES BC Dead 17.00 psf O.C.Spacing 2- 0- 0 TRUSPLU$ 6.0 VER: T6.4.2 {HIS -91) and 1.118-91 SUMMARY SHEEr by TPI. The Truss Plate InslRute (TPI) is located at D'Onofrlo Orhe. Madison, Wisconsin 53719. - TheAnericanForsed staPaparAssocialldn(AFPA)iawemadm1111ietnSirad,NW.Ste800.Wastiington.DC20036 Design Spec CBC -01 TOTAL 53.00 psf DEFL RATIO: L/240 TC: L 24 Job Name: JON & JAN ZAR CRITICAL KDOER FORCES: Truss ID: H9 Qty: 1 BRG X -LOC REACT SIZE REQ'D TC 2x4 SPF 165OF-1. SE Plating spec • ANSI/TPI - 1995 UPLIFT REACTION(S) 448 1.60 0.26 1 2- 5-13 874 5.50 1.50' BC 2x4 SPF 165OF-1.5E THIS DESIGN IS THE COMPOSITE RESULT OF Support 1 -145 lb 360 0.60 2 18- 6- 4 1086 5.50" 1.56" WEB 2x4 HF STUD - MULTIPLE LOAD CASES. Support 2 -192 lb 38(1.603 0.16 BRG 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 2342 1.25 0.47 on the truss material at each bearing -37 1.60 / 52 1.60 0.32 THEY ARE BASED ON 1.5" HANGER NAILS FOR CBC -01 Code. TENS. CSI BRG HANGER/CLIP NOTE -866 1.25 / 151 .600.16 1 -PLY AND 3" HANGER NAILS FOR MULTI -PLY Bldg Enclosed = Yes, Importance Factor - 1.00 1 Hanger TBE' -724 1.25 -106 1.60 178.600.14 1163 .250.403-8 GIRDERS. IF 2.5" GUN NAILS ARE USED, THE Truss Location - End Zone 3049 .90 0.50 292 0.90 0.14 •HANGER(S) TO BE ENGINEERED -598 1.25 / -296 3.60 / 180 1.60 0.11 1977 1.25 0.68 HANGERS MUST BE RE-EVALUATED (BY OTHERS). Hurricane/Ocean Line - No Exp Categor y = C Support Connection(s)/Hanger(s) are designed for horizontal.loads. Bldg Length 40.00 Bft, Width 20.00 ft not MAX DEFLECTION (span) ,rrr --- I 4. Mean roof height 14.1 ft, mph 80 CBC Special Occupancy, Dead Load =X12.6 . psf L- -0.08" D- -0.19" T- -0.27" ' CRITICAL KDOER FORCES: TC (RIP. OUR. / TF18. out. CSI 1-2 -1303 1.25 / 220 1.60 O.11 ' 2-3 -2785 1.25 / 448 1.60 0.26 4 3 1.25 0 33 450 1.660 TC Live 16.00 psf -2130 1.25 % 360 0.60 8C CAMP. (DUR.)/ TFRS.(WR. CSI 6-7 '-46(1.60)/ 38(1.603 0.16 7-8 -256(((1.603)/ 1525 1.25 0.39 8-9 -423 1.60 / 2342 1.25 0.47 9-20 -37 1.60 / 52 1.60 0.32 78 COMP. OUR. / TENS. CSI 1-6 -866 1.25 / 151 .600.16 1-7 -196 1.60 OUR.1 1281 .250.44 2-7 2-8' -724 1.25 -106 1.60 178.600.14 1163 .250.403-8 ,• 4-8 -174 1.60 -138 1.60 / 3049 .90 0.50 292 0.90 0.14 4-9 5-9 . -598 1.25 / -296 3.60 / 180 1.60 0.11 1977 1.25 0.68 5-10 -1014 1.25 / 214 1.60 0.19 l 7-1-7 I 9-4-8 I 1 2 3 4 5 aro - 4-4 3-10-8 4-4 4 -8 1 -0 0- -01 W:508 R:874 U:-145 4.2q -4.00 I I 6-7-15 I B-11-0 2-3-1 i 4R_r�4r. STUB �?,OFES J iT << .769 m 05/3 /07 4-7-8 H I p SHIP C •9/C _ (,1 O CI s are spOs.Sitlonenlas sibve9 s14 ov��OvaeoisaOlel. /d ed SUuwa.taoveapA :turDas VVHI'VVIIVV Read all notes on this sheet and give a copy of it to the Erecting Contractor. Cust: YESTER This design is for an IndWual buiNing component not inns system. It has been based on specifications provided by the component manufacturer WO: Dri ve_T_b6497_L00005_100001 and done In ecmrdance with the anent versions of TPI and AFPA design standards. No responsibility Is assumed for dimensional accuracy. Dlmenswnsare to be verified by the componentmanufacturer and/or bdldug designer prior to fabrication. The wilding designer must ascertain that Dsg n r : LG #LC = 15 WT: 88# TRUSSI�/ORKS the bads Wlbodon this design meet or exceed the badIM Imposed by the mal wilding code and the particular application. The demon a�amaa roar the top chord Is laterally braced by the roof or new sheathingand the bottom chord is laterally braced by a rigid sheathing material directly TC Live 16.00 psf DurFacs L=1.25 P=1.25 attached unless of enwise noted. Bracing shown Is for lateral supped of TC Dead 20.00' Rep Mb r Brill 1.15 ® INC. (CA) • components members only to reduce buckWv length. This component shall net Da placed In any erMrenment that will cause the moisture come of Ino wood to e o eed 19% and/ or caasa connector data corosho . psf Rep Mb r Comp 1.00 4445 Northpark Dr. Fabricate. handle, Install and brace this truss In accordance with 'JOINT DETAILS' by Tn,swm• ANSIn`PI 1. VrrCA T -Wood Truss Council ofAnrerica Standard Design Respons(dimes, HANDLINGINSTAWNGAND BRACING BC Live 0.00 psf BC Dead 17.00 Re Mb r Tens 1.00 P Co 0 Springs, CO 80907 METAL PLATE CONNECTED WOOD TRUSSES' psf O. C. Spacing 2- 0- 0 TRU 5PLU5 6.0 VER: T6.4.2 {HIB -81) and HIS -91 SUMMARY SHEET by TPI. The Trus Plate Institute (TPI) is located at D'aharlo Drive. Madison. Wisconsin 63719. The American Forest and Paper Asociation(AFPA)Isbeat edel11111But Street, NW, Ste BOO, Washington. DC20038. TOTAL 53.00 psf Design Spec CBC -01 DEFL RATIO: L/240 TIC: L/241 Job Name: JON & JAN ZAR Truss ID: 11 Qty: 3 BRG . X -LOC REACT. SIZE REQ'D TC 2x4 SPF 165OF-1.SE ••EPMI-PLATE MONITOR USED -See Joint Report -UPLIFT REACTION(S) 1. 0- 2-12 2941 5.50"- 1.50" BC 2x4 SPF 210OF-1.8E Plating spec • ANSI/TPI - 1995 Support 1 -486 lb 2 15- 3- 4 2941 5.50" 1.50" WEB 2x4 HF STUD THIS DESIGN IS THE COMPOSITE RESULT OF Support 2 -486 lb BRG REQUIREMENTS shown are based ONLY 2x4 SPF 165OF-1.5E 11-4 MULTIPLE LOAD CASES. This truss is designed using the on the truss material at each bearing PLATE VALUES PER ICBO RESEARCH REPORT #1607. IF HANGERS ARE INDICATED ON THIS DRAWING, CBC -01 Code. MAX DEFLECTION (span) • + + + + + + + + + + + + + + + + + + + + + + THEY ARE BASED ON 1.5" HANGER NAILS FORBldg Enclosed = Yes, Importance Factor 1.00 L/670 IN MEM 10-11 (LIVE) Nail pattern shown is for PLF loads only. 1 -PLY AND 3" HANGER NAILS FOR MULTI -PLY Truss Location = End Zone CR -0.27" R -0.62" T. -0.89" Concentrated loads MUST be distributed to GIRDERS. IF 2.5" GUN NAILS ARE USED, THE Hurricane/Ocean Line - No Ex Category e C CRITICAL each ply equally. On multi -ply with hangers, HANGERS MUST BERE-EVALUATED(By OTHERS). Bldg Length =g 40.00 ft Bldg Width - 20.00 ft TC COMP. DUR. / TENS.(DUR.) CSI' P 1 me CC ) f 1-2 -8s8z 1.25 / 0.14 use 3' nai s min. into the carrying m er. Permanent bracing is required b others to Mean Coo height = 13.GS ft, mph 80. z-3 -14943 1.zs / 0.x2 For more than 2 ply, use additional fasten- prevent rotation/toppling. See BCSI 1-03 CBC Special Occupancy, Dead Load 12.6 psf 3-4 -1x555 1.21 / 0.S7 ers as indicated from the back plys, or use and ANSI PI 1. ----------LOAD CASE #1 DESIGN LOADS ---------------- 4-5 -18555 1.25 / 0.57 an other a roved detail by others). 3 -PLY! Nail w/10d BOX, stagggered (er NDS) - Dir L.Plf L.Loc R.Plf R.Loc LL/TL 5-6 -18942 1.25 / o.4z y p ( ANY NAIL CLUSTER in: TC- 2 BC- 2 WEBS- 2 5-7 -4542 1.25 / 0.18 IF 2.S" GUN NAILS ARE USED, -*PE R FOOT!- TC Vert 106.00 - 2- 0- 0 106.00 0- 0- 0 -0.12 AMOUNTS SHOWN MUST BE INSTALLED FROM THE Nail in layers or from each face. TC Vert 72.00 0- O_ -O 72.00 15- 6- 0 0.44 ac TENS. OUR. aI FRONT AND BACK FACE EQUALLY (TOTAL NAILS = TC Vert 106.00 1S- 6- 0 106.00 17- 6- 0 0.12 a-9sa o.90 o.1n DOUBLE THE AMOUNT SHOWN). - - BC Vert 232.88 0- 0- 0 232.88 15- 6- 0 0.19 9-10 / 8615 1.25 0.43 10-11 / 149611.25 0.71 +++++++++a++++++++++++ Tpe... lbs X.Loc LL/TL 11-1z / 14961 l.zs 0.71 TC Vert' 0.0 0- 2-12 1.00 12-13 / 4616 l.zs 0.43 7C Vert 325.7 7- 9-'0 1.00 13-14 .-41to.9o)/ s9 0. 0 0.10 SEE NEW JOINT REPORT, TRIM CORNERS OF H1216 AT PEAK TC Vert 407.1 7- 9- 0 0.00 WB OONP.((DUR.))/ TENS.(DUR.) CSI TC Vert 0.0 15- 3- 4 1.00 1-8 -2570(1.2S)/ 0.15 1-9 / 8107(1.25) 0.93 - 2-9 -. -1618(1.25)/ 0.10 2-10 / 6079(1.25) 0.70 - 3-10 -821(1.25)/ 0.05 3.11 - / 34741.25 0.39 .. , , - . . . .. ,. -♦ 4-11 / 10779 1.25 0.54 ' S-11 / 3475 1.25 0.39 . 5-12 -821(1.25)/ 0.05 6-12 / 6078(1.25) 0.70 16-13 -1618(1.25)/ 0.10 [ [ p 7-13. / 8108(1.2S) 0.93 ! 7-9-0 ! Q O ( 7 7 /f 7-14 -2570(1.25)/ 0.15 11 2 3 4 5 6 7 C` , 3-PLYS Qe REQUIRED R. 00 OMIT F (C/ G .0A I 6-8 ` T8-12 8.12 ! i LU T 10-14 H1216 10-14 3 11 0 30 %10-14 2- 3 10-14 SHIP OMIT 0_5107 -7 55OMIT 5-5 OMI 01- -7 61 OMIT OMIT W:508 2-4.4 001 1-4.00 " 2-4 W 508 R;2941 54B 0548 R:2941 U:-486 7-3-8 U:-486 7-3-8 ' 8 9 10 11 12 13 14 t y: • hi .22 -< Ex :06130, .os CIVI TRUSSWORKS ® INC. (CA) 4445 Northpark Dr. Colo Sprlings, CO 80907 TRUSPLUS 6.0 VER: T6.4. 20 200 VVJAKIVIIV V 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 mass system. It has been based on specifications provided by the component manufacturer and done in acooadance with the current versions of TPI and AFPA design standards. No responsibility Is assumed for dimensional accuracy. Olmensionsam to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the bad$ utillmd 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 Hoof or floor Sheathing and the bottom chord Is laterally braced by a rigid sheathing malarial direly, attached, unless otherwise noted. Bracing showeis for lateral support of components members only to reduce bucldirg length. This component Shan not be placed In any enWonment that will rause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, Install and brace this mass N accordance with 'JOINT DETAILS' by Truswal,'ANSVfPI 1', W TCA I1 Wood Thus Council of America Standard Design Responsibilitim TtNNDLING INSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES' {HI&91) and 1i113-91 SUMMARY SHEET by TPI. The Tn ss Plate Institute (TPI) is located at DVnotdo Orhe, Madison, Wisconsin 53719. hhe American Forest and Paper Association (AFPA) Is located at 1111 19th Street, NW, Ste 800, Washington, DC 20036. 7/15/05 Cust: YESTER W0: Drive_T_b6497_L000OS_100001 Dsgnr: LG #LC - 15 WT: 107# TC Live 16.00 psf DurFacs L=1.25 P=1.25 TC Dead 20.00 psf Rep Mbr Brill 1.15 BC Live 0.00 psf Rep Mbr Comp 1.00 Rep Mbr Tens 1.00 BC Dead 17.00 psf O.C.Spacing 2- 0- 0 Design Spec CBC -01 TOTAL 53.00 psf DEFL RATIO: L/240 TC: L/24 r Job Name: JON & JAN ZAR VV/4rT1V11VV Read all notes on this sheet and give a copy of it to the Erecting Contractor. Truss ID: JACKS . Qty: 249 8RG *X -LOC REACT SIZE .REQ'D TC 2x4 SPF 165OF-1.SE Plating spec • ANSI/TPI - 1995 UPLIFT REACTION(S) 1 0- 2-12 444 S.SO" 1.50 BC 2x4 SPF 165OF-1.5E THIS DESIGN IS THE COMPOSITE RESULT OF Support 1 -110 lb 2 . 7- 9- 4 215 S.50" 1.50" PLATE VALUES PER ICBG RESEARCH REPORT #1607. MULTIPLE LOAD CASES. Support 2 -110 lb 3 7- 9- 4 81 5.50" 1.50" Mark all interior bearing locations. IF HANGERS ARE INDICATED ON THIS DRAWING, This truss is designed using the• BRG REQUIREMENTS shown are based ONLY Install interior support(s) before erection: THEY ARE BASED ON 1.5" HANGER NAILS FOR. CBC -01 Cade. on the truss material at each bearing Shim bearings (ifneeded) for req. support. 1 -PLY AND 3" HANGER NAILS FOR MULTI -PLY. Bldg Enclosed a Yes, Importance Factor.- a 1.00 MAX DEFLECTION (span) ---Design Spec CBC -01 GIRDERS. IF 2.S" GUN NAILS ARE USED, THE Truss Location - End Zone L/615 IN MEM -0. LIVE) 4 -0.15" -0.13' T= -0.27" DEFL RATIO• -L/240 TC: L/181 .. HANGERS MUST BE RE-EVALUATED (BY OTHERS). Hurricane/Ocean Line No Exp Category = C CR arnca NDmEa ' R Bldg Length 40.00 ft Bldg Width = 20.00 ft height ft, 80 rc 1-z 70(1.zs3/ 'Iiu '1 2i aI 54{l.zs3 o.ss Mean roof a 13.ri4 mph CBC Special Occupancy, Dead Load = 12.6 psf -4 1.25 / 0 0.90 0.00, Bc 1.((OUR.3/ TENS: ((OUR. fSI .. 36 0(0.90)/ 4-0 03-4 0(1.1.25) 0.00 ` POFESS/o 2 oe p A •F 0 6,9 w. WZ 0 LIA 10 SHIP W:508 W:508 R:444 R:81 LIA 10 U: 8-0-0 3 4 VV/4rT1V11VV Read all notes on this sheet and give a copy of it to the Erecting Contractor. Cust: YESTER This design Is for an Indtwdual building component not tilos system. It has been based on specifiwtbns prdvded by the component manufacturer W0: D ri ve_T-T6497_L00005_] 00001 ® ns and done in accordance with the current versioof TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimendonaare lo m be edfied by the coponent prim w manufacturer andfor building designer prfabrication. The building designer must ascertain that S On r : LG #LC = 15 WT : 27# 9 TR USSWORKS the loads umhed on cos design meet or exceed the wading Imposed by the local Witting code and the pa"fadar application.1he design assumes that the cop chord Is laterally b aced by the tool or floor sheatmng and the bottom chord is laterally braced by TC Live 20.00 psf Dur Fac s L=1.'25 P-1.25 ® INC. (CA) a rigid Sheet" mate" directly attached, unless otherwise noted. Bracing drown is for lateral support of components members only w reduce budding Woh. This component shall not be placed In any w Mrdnmmd that cum cause the moisture the TC Dead 10.00 psf RepMb r Brill 1.15 p Rep Mb r Comp 1.00 content of wood to exceed 19% angor cause connector plate corrosion. Fabricate, handle. Install 'JOINT BC Live 0.00 psf 4445 Northpark Dr. end bracts this "uss In accordance with DETaLs by rnrswal, nNslrtrb r, cotta r -wood Tn,ss counce Rep Mb r Tens 1.00 Co 0 Springs, CO 80907 of America Standard Design Responsibilities. /IANDLING INSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES* BC Dead 7.00 psf O.C.Spacing 2- 0- 0 TRUSPLUS 6.0 VER: T6.4.2 {HIS -91) and HIB -91 SUMMARY SHEET' by TPI. The Truss Plate Institute (TPI) Is located at D'Onofdo Drive, Madison, Wisconsin 53719. ITheAmeridanForest and Paper Association (AFPA)islocated at11111M Strest,NW, Ste 800.Washington. DO20M. ---Design Spec CBC -01 TOTAL 37.00 psf DEFL RATIO• -L/240 TC: L/181 Job Name: JON & JAN ZAR Truss ID: K1 Qty: 2 BRG X -LOC REACT SIZE REQ'D TC - 2x4 SPF 165OF-1.SE ••[PM)=PLATE MONITOR USED -See Joint Report" UPLIFT REACTION(S) 1. 0- 2-12 2173 5.50" 1.56" BC 2x4 SPF 165OF-1. SE Plating spec ' ANSI/TPI - 1995 Support 1 -381 lb 2 10- 7- 7 2173 5.50" 1.56" WEB 2x4 HF STUD THIS DESIGN IS THE COMPOSITE RESULT OF Support 2 -381 lb BRG REQUIREMENTS shown are based ONLY PLATE VALUES PER ICBO RESEARCH REPORT #1607. MULTIPLE LOAD CASES. This truss is designed using the WT: 77# on the truss material at each bearing + + + + + + + + + + + + + + + + + + + + + + IF HANGERS ARE INDICATED ON THIS DRAWING, CBC -01 Code. ® INC. (CA) MAX DEFLECTION (span) • Nail pattern shown is for PLF loads only. THEY ARE BASED ON 1.5" HANGER NAILS FOR Bldg Enclosed a Yes, Importance Factor - 1.00 4445 Northpark Dr. L/999 IN MEM 7-8 OLIVE) Concentrated loads MUST be distributed to 1 -PLY AND 3" HANGER NAILS FOR MULTI -PLY Truss Location - End Zone Co7O Springs, CO SO9O7 - - LL --00.12 - _0 28' T- -0.40" CES:ply CRTrITc each equally. On multi -ply with hangers, GIRDERS..IF 2.5" GUN_NAILS ARE USED, THE Hurricane/Ocean Line a No Exp Category - C TRUSPLUS 6.0 VER: T6.4.2 COMP. (WR. / TENS.(DUR.) CSI use 3 nails min. into the carrying member. For more than 2 fasten- HANGERS MUST BE RE-EVALUATED (BY OTHERS). Permanent bracing is Bldg Length a 40.00 ft Bidg Width = 20.00 ft 1-2 -6006(1.zs3/ 0.21- 2-3 -8805(1.25)/ 0.40 ply, use additional ers as indicated from the back plys, or use reywired (by others) to prevent See BCSI 1-03 Mean roof height - 13.710 ft, mph 80 CBC Special Occupancy Dead Load 12.6 psf 3-4 -8605((1.25))/ 0.40 a-5 -6006 1.25 / 0.21 any other NAILSdAREdetail /rTotation/toppling. -LLADIf E L.LocDESIGN IF 2.5" GUN NAILS N USED. ANYNAIL2-PLYI AMOUNTS SHOWN MUST BE INSTALLED FROM THE Nail w/IOd BOX, staggered (er NDS) g p in: TC- 2 BC- ••PER R.PPlf R.Loc Dir LL/TL BC aONP.(ouR. / TENS. R. CSI 6-7 -74(0.90/ es 00.90 00.17 FRONT AND BACK FACE EQUALLY (TOTAL NAILS 2 WEBS- 2 FOOTI•• TC Vert 106.00 - 2- 0. 0 106.00 0- 0- 0 TC Vert 72.00 0- 0.12 7-s / 6044 l.is a soaal.zs 0.74 0.74 - DOUBLE THE AMOUNT SHOWN). 0- 0 72.00 10-10- 3 TC Vert 106.00 10-10- 3 106.00 12-10- 3 0.44 0.12 -s / 9-10 -74(0.90)/ 85 0.90 0.17 ++++++++++++++++++++++ BC Vert 263.04 0- 0- 0 263.04 10-10- 3 0.23 .Type... lbs X.Loc LL/TL w8 OONP. ff(lt.)/ TFNS.(DUR.) CSI 1-6 0.16 TC Vert 0.0 0- 2-12 1.00 -1805(1.25)/ 1-7 / s67s(1.zs) o.06 TC Vert 128.1 5- 5- 0 1.00 TC Vert 160.2 S- S- 0 0.00 2-7 660(1.25)/ 0.06 z-8 2619(1.25) - SEE NEW JOINT REPORT, CUT CORNERS OF 12-14 PLATES AT PEAK TC Vert / 00.47 - 3-e / 5092 1.25 0.88 4-8 / 2689 1.25 0.47 0.0 10- 7- 7 1.00 4-9-660(1.25)/ 0.06 5-9 / 5675(1.25) 0.98 5-10 .-1805(1.x5)/ 0.16 2- -2 T I 5-5-2 I 5-5-2 2-PLYS 11 2 3 4 5 REQUIRED 00 288/ 4,Oa OMIT R5-5 2-9-6 SHIP T Of Tr l 13tas ms t e re 20 as unless sf gwn '18'(18 aa.1.'H' 8.0a or "MX" 20 g ), ptl fUong per Joint Details Rep xl C 13l tra rates areoneDas showfsatlove. h0M ble stud fes to civ Id ova wt sWctural cotes or she le . 7/15/05 WARNINGRead all notes on this sheet and give a copy of it to the Erecting Contractor. Cust: YESTER This design Is for an Individual building component not lass system. It has been based on spedRcatbns provided by the Component manufacturer WO: Dri ve_T_b6497_L00005_] 00001 and done in accordance with the wmard versions of TPI and AFPA design standards. No responsibility q is assumed for dimensional occua. Dimensionsam to be vedfled by the component manufacturer and/or building designer prior to fabrication. The Wilding designer must ascertain that Dsgn r : LG #LC - 15 WT: 77# TR USSWORKS the wads utuima on this design `reef or a meed the leading Imposed by the brat building cede and the particular application. The design assumes that the top lord Is laterally braced by the roof or floor sheaU%V and the bottom chord Is laterally phi aced by a rigid shushing material directlyP TC Live 16.00sf Dur Fac s L=1.2 5 P=1.2 5 ® INC. (CA) attached -unless ouretwlm noted. Bracing shown Is for tmeral support of oomponema members only to reduce buckling length. This oompommi shall not be placed In any enNronmem that will cause the moisture content of the wood to exceed test and/or Cause Connector plate corrosion. TC Dead 20.00 psf Rep Mb r Brill1.00 Rep Mb r Comp 1.00 4445 Northpark Dr. Fabricate•hanrile• Install andao erethis truss Inaccordance with varaDETAILSbyTr al.'ANSITPI1.WTCAV-Wood Truss council BC Live 0.00 psf Rep Mbr Tens 1.00 Co7O Springs, CO SO9O7 - - of America Standard Design Responslblift" 'HANDLING INSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES' BC Dead 17.00 psf O.C.Spacing 2- 0- 0 TRUSPLUS 6.0 VER: T6.4.2 {HIB -91) and NIS -91 SUMMARY SHEET by TPI. The Tr= Plate Institute (TPI) Is located at D'Onofde Drive, Madison, Wisconsin 53718. Design Spec CBC -01 AmerimForest and Paper Association (AFPA)Isloeatadat11111Bm Street. NW. Ste SDo,Wasrengtm%DC20038. TOTAL 53.00.psf DEFU RATIO: L/240 TC: L/24 Job Name: JON & JAN ZAR Ciurd0 I I tea andfals8 In e 20 ratesa�rrees post on assh�3owrialSove•5hrt[a'�brestu� t0sfoa��dovena0�vn'thsvucturral �atpsRrV18. Truss ID: L1 Qty: 1 ARN N Read all notes on this sheet and give a copy of it to the Erecting Contractor. BRG' : X -LOC REACT SIZE REQ'D TC 2x4 SPF 1650F -1.5E Plating spec • ANSI/TPI - 1995 UPLIFT REACTION(S) W0: Dri ve_TJ16497_L00005_] 00001 1• 0- 2-12 ' 1304 5.50" 1.87" BC 2x4 SPF 165OF-1.SE THIS DESIGN IS THE COMPOSITE RESULT OF Support 1 -267 lb 2 14- 9-12 1304 5.50" 1.87" WEB 2x4 HF STUD MULTIPLE LOAD CASES. Support 2 -267 lb the bads Wli ad an cols design meet or exceed the loading Imposed by the local building code and the particular application. The design assumes that me top chord is laterdlN braced by the roof or floor sheathing and the bottom dtord Is laterally braced by TC Live 16.00 psf BRG REQUIREMENTS shown are based ONLY PLATE VALUES PER ICBG RESEARCH REPORT #1607. IF HANGERS ARE INDICATED ON THIS DRAWING, This truss is designed using the Rep Mb r Bnd • 1.00 on the truss material at each bearing Loaded for 10 PSF non -concurrent BCLL. THEY ARE BASED ON 1.5" HANGER NAILS FOR CBC -01 Code. 1.00 4445 Northpark Dr. MAX DEFLECTION (span) Permanent bracing is required (by others) to 1 -PLY AND 3" HANGER NAILS FOR MULTI -PLY Bldg Enclosed a Yes, Importance Factor 1.00 of n Design Responsibilities. 11ANOLANGINSTALLINGANOBRACINGMETALPLATECONNECTEDWOODTRUSSE5 L/999 IN MEM 5-6 OLIVE) prevent rotation/toppling. See BCSI 1-03 GIRDERS. IF 2.5" GUN NAILS ARE USED, THE Truss Location - End Zone TOTAL 43.00 psf Design Spec L- -0.07" D- -0.12' T- -0.20" °tT MEMBER FORCES: and ANSI/TPI.1. HANGERS MUST BE RE-EVALUATED (BY OTHERS). 'End 'verticals Hurricane/Ocean Line - No Ex Category = C TC: L 24 C Tc mNP. (OUR. / .TENS. (OUR. 6i designed for axial loads only. 9 BldgLength a 40.00 ft, Bidg Width a 20.00 ft . 1-2 -1289(1.253/ 161(1.603 0.75 Extensions above or below the truss profile e Mean roof height 14.67 ft, mph g p -12.6 80 2-3 -1289(1.25)/ 151(3.60) 0.75 - ((if any) require additional consideration CBC Special Occupancy, Dead Load - psf tll40sW� TENS(( Q4I (by others) for horiz. loads on the bldg. ----------LOAD CASE #1 DESIGN LOADS ---------------- --------------- 4-S a S Dir L.Plf' L.Loc R.Plf R.Loc LL/TL 5-6 40ti.6o / 40(1.60 0.64 TC Vert 86.00 - 2- 0- 0 86.00 0- 0- 0 0.14 TC Vert 72.00 0- 0- 0 72.00 15- 0- 8 0.44 We COMP. OUR. / TENS. OUR. aI TC Vert 86.00 15- 0- 8 86.00 17- 0- 8 0.14 1-a -1zo3 1.2s / 209 1.60 0.26 1-5 -91 1.60 / 1231 1.25 0.43BC Vert 33.32 0- 0- 0 33.32 15- 0- 8 0.00 , 2-s -529 1.25 / 138 1.60 0.2a Type... lbs X.Loc LL/TL 3-s -91 1.60 / 1231 1.25 0.43 TC Vert 0.0 0- 2-12 1.00 3-6 -1203 1.25 / 209 1.60 0.26 TC Vert 302.4 7- 6- 4 1.00 TC Vert 378.0 7- 6- 4 0.00 TC Vert 0.0 14- 9-12 1.00 (. 7-64 i . 7-64 t 1 2 3 4.00 ' ' 680# -4.0 44 5-4-0 2-9-15 1. B1 B2 W:508 W:508 R:1304 R:1304 U2260 J -067 t I 15-0$ 4 5 6 T5-4 SHIP 2-9-15 1 Ciurd0 I I tea andfals8 In e 20 ratesa�rrees post on assh�3owrialSove•5hrt[a'�brestu� t0sfoa��dovena0�vn'thsvucturral �atpsRrV18. 7/15/05 ARN N Read all notes on this sheet and give a copy of it to the Erecting Contractor. Cust: YESTER This design Is for an Imiwdual building component not cuss system. It has been eased an specifications provlded by the component manufacturer W0: Dri ve_TJ16497_L00005_] 00001 and done In accordance with the current versions of TPI and AFPA design standards. No responsibility Is assumed for dimensional accuracy. . Dimensionsare to be verified by thecontponerd manufacturer and/or building designer prior to fabrication. The building designer must ascertain that Dsgnr: LG #LC = 16 WT: 89# TR USSWORKS the bads Wli ad an cols design meet or exceed the loading Imposed by the local building code and the particular application. The design assumes that me top chord is laterdlN braced by the roof or floor sheathing and the bottom dtord Is laterally braced by TC Live 16.00 psf Du r Faes L=1. 2 5 P=1. 2 5 a rigid sheathing material directly attached, unless otherwise noted. Bracing drown los for lateral support of TC Dead 20.00 Rep Mb r Bnd • 1.00 ® INC. (C4) components embers only to reduce mudding length. This component snag not be Ixaced In any ernlmnmem that will cause the moisture oomem of the wood to exceed 19% and/or cause connector plate corrosion. psf Rep Mb r Comp 1.00 4445 Northpark Dr. Famkate, handle. Install and brace this truss m accordance with 'JOINT DETAILS by Ttvs al, •ANSVTPI 1•, wrCA I -Wood Tnrss Council BC Live 0.00 ps f Re Mb r Tens P 1.00 COLO Springs, CO 80907 of n Design Responsibilities. 11ANOLANGINSTALLINGANOBRACINGMETALPLATECONNECTEDWOODTRUSSE5 BC Dead 7.00 psf O. C. Spacing Z- 0- 0 TRUSPLUS 6.0 VER T6.4.2 71IB-91) and AmericanForest SUMMARY SHEErbyTPI The Truss Plate Institute (TPI)Islocated atDOnotrbDrtve,Madison, Wisconsin 53719. aperAssociatwn(AFPA)IslocmedatlillJMStreet.NW,so600.Washington,DC20036. TOTAL 43.00 psf Design Spec CBC -01 DEFL RATIO: L/240 TC: L 24 Job Name: JON & JAN ZAR BRG X -LOC REACT SIZE REQ'D TC 2x4 SPF 1650F -1.5E 1 0- 2-12 819 5.50" 1.50" BC 2x4 SPF 165OF-1.5E 2 14- 9-12 819 5.50" 1.50" WEB 2x4 HF STUD BRG REQUIREMENTS shown are based ONLY PLATE VALUES PER ICBO RESEARCH REPORT #1607 on the truss material at each bearing Loaded for 10 PSF non -concurrent BCLL. MAX DEFLECTION (span) End verticals designed for axial loads only L/999 IN MEM 5-6 OLIVE) Extensions above or below the truss profile L- -0.05" D- -0.08' T- -0.12" if any) require additional consideration CRInCAL (((( 3RD: (((( 33 (by others) for horiz. loads on the bldg. TC 2-3 8(1..25)/ Th161(1.60) 0.37 - CS 1-2 638s1.25 / 161TENS,5(1.60 0.57 4-5 SC iii 6600% x(11 0 oda 110 00NP. WR. / TENS. WR. CSI 1-4 -776 1.25 / 209 1.60 0.17 1-5 -91 1.60 / 574 1.25 0.20 3-5 --91 1.60 % 574 1.25 0.20 3-6 -776 1.25 / 209 1.fi0 0.17 Truss ID: L2 Platingg sppec • 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). 2 3 4.00 4-4 9 2 UPLIFT REACTION(S) . Support 1 -184 lb Support 2 -184 lb This truss is designed using the CBC -01 Code. Bldg Enclosed - Yes, Importance Factor - 1.00 Truss Location a End Zone Hurricane/Ocean Line - No Ex Category a C Bldg Length a 40.00 ft Bldg Width - 20.00 ft Mean roof height a 14.97 ft, mph = 80 CBC`Special Occupancy, Dead Load a 12.6 psf 1 w .06 5 -a -o s SHIP j F C 2-9=15 )8 9 . Ciurded113tesandfalsef0nre20faaesarOSesSiuoneGasshllowrsaffove•5hm 9bstud" ttoev l dovenahwlethswctunrall la tles orsk le. 7/15/05 WARNINGRead al/ notes on this sheet and give a copy of it to the Erecting Contractor. Cust: YESTER 1 This design is for an bdMdual Wilding component not truss system. it has been based on specifications Provided by 9,e component manufacturer WO. Dri ve_T_b6497_L00005_J00001 and done In accordance with the current wusio s of TPI and AFPA design standards. No responsibility Is assumed for dimensional accuracy. Dimensbnsam to be vadned by the component manufacturer endfor Wprim ilding designer prto fabrication. The Wdesigner must ascertain that Dn r : LG s9ilding #LC = 16 Wi: 88# TR USSWORKS the beds utilized on this design meet or exceed the loading Imposed by the local Wilding code and the particular application. The design assumes that the top chord Is laterally braced by the roof or floor sheaddng and the bottom chord Is laterally braced by a rigid sheathing material directly TC Live 16.00 psf Du rFacs L-1.25 P-1.25 ® INC. (CA) ataded, unless otherwise noted. Bracing sheat Is for lateral support of components members only to reduce budding length. This component shall not be paced b any enHmnment that will rause the moisture content the to 19% TC Dead 20.00 psf Rep Mb r Brill Mb Comp 1.15 1.00 of wood exceed andfor cause connector plate corrosion.Rep Fabricate, handle• install prate this In 'JOINT BC Live . 0.00 psf r 4445 Northpark Dr. and truss accordance with DETAILS' by Trebwal,'ANSVTPI I', WTCA V -Wood Trus Council Re Mb r Tens p 1.00 Co)o Springs, CO 80907 ofAmedcaStandard Design Responsibillties, HANDLING INSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES' BC Dead 7.00 psf O.C.Spacing 2- 0- 0 TRUSPLUS'6.0 VER: T6.4.2 {HIB -91) and 14IB-91 SUMMARY SHEEP by TPI. The Thus Plate Instbute (TPI) is located at D'Onohlo Drive, Madison, Wisconsin 53719. The American Forest and Paper Association (AFPA)1.lowtedm111119m Street. NW, Se 800. Washington. DC Design Spec CBC -01 20036 TOTAL - 43.00 psf DEFL RATIO: L/240 TC: L 24 Job Name: JON & JAN ZAR VVAIVIVINV Read all notes on this sheet and give a copy of it to the Erecting Contractor. Truss ID: L3 Qty: 1 This design Is for an Indiwdual building component not truss system. It has been based on specifications Pulled by the component manufacturer BRG X -LOC. REACT SIZE REQ'O TC 2x4 SPF 165OF-1.5E Plating spec • ANSI/TPI - 1995 UPLIFT REACTION(S) ' Dimenslonsae to be vedfled by the component manufacturer andfor bu9ding designer prior to faMcatbn. The building designer must ascertain that 1 0- 2-12 1304 5.50" 1.87" BC 2x4 -SPF 1650F -1.5E THIS DESIGN IS THE COMPOSITE RESULT OF Support 1 -267 lb ® INC. (CA) 2 14- 9-12 1304 S.50" ' 1.87" WEB 2x4 HF STUD MULTIPLE LOAD CASES. Support 2 -267 lb BC Live 0.00 psf BRG 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 Rep Mb r Tens 1.00 on the truss material at each bearing Loaded for 10 PSF non -concurrent BCLL. THEY ARE BASED ON 1.5" HANGER NAILS FOR CBC -01 Code. TRUSPLUS 6.0 VER: T6.4.2 MAX DEFLECTION (span) • Permanent bracing is regi. d (by others) to 1 -PLY AND 3" HANGER NAILS FOR MULTI -PLY Bldg Enclosed - Yes, Importance Factor - 1.00 L/999 IN MEM 5-6 (LIVE) prevent rotation/toppling. See SCSI 1-03 GIRDERS. IF 2.5" GUN NAILS ARE USED, THE Truss Location - End Zone L- -0.07" D- -0.12" T- -0.20" CRMCAL NErmER FORCES: and ANSI/TPI 1. HANGERS MUST BE RE-EVALUATED (BY OTHERS). Hurricane/Ocean Line No Ex Category - C TC CT)IV. WR. / TENS. WR. CSI End verticals designed for axial loads only.Bld 9g Length 40.00 ft, Bldg Width 20.00 ft g ' 1-2 -12a9 2-3 -1289 1.Zs / 161 1.60 0.75 1.25 / 161 1.60 0.75 -' Extensions above or below the truss profile ((if any) require additional consideration (by for horiz. loads bldg. f Mean roc height 14.67 ft, mph 80 CBC Special Occupancy, Dead Load 12.6 psf #1 DESIGN LOADS BC ooNP ((OUR )/ TENS (DUR) 6I a -s 40(1.60) 0.64 others) on the ----------LOAD CASE ---------------- Dir L.Plf L.Loc R.Plf R.Loc . LL/TL _40(1.60)/ 576 40((1.60))/ 40i(1.60i 0.64 TC Vert 86.00 - 2- 0- 0 86.00 0- 0- 0 0.14 TC Vert 72.00 0- 0- 0 72.00 1S- 0- 8 0.44 yB CORP.IDUR. / TENS. 1UR, CSI 1-4 -lzo3.25 /2091.600.26BC 1-591.60 1231 1.25 0.43 TC Vert 86.00 1S- 0- 8 86.00 17- 0-.8 Vert 33.32 0- 0-'0 33.32 15- 0- 8 0.14 0.00 / 2-s -5291.zs / 13a 1.60 0.za .Type...lbs X.Loc LL/TL 3-s -911.60 / 1231 1.zs 0.26 rt 0.0 3-5 -12031.25 / 209 1.60 0.26 - TC Vert 302.4 7- 6- 4 1.00 TC Vert 378.0 7- 5- 4 0.00 TC Vert 0.0 14- 9-12 1.00 7-6-4 I 1 2 3 4.00 680# 4-4 B1 B2 W:508 W:508 R:1304 R:1304 unless shown bv'18'(18 T54-0 SHIP 2-9-15 1 7/15/05 VVAIVIVINV Read all notes on this sheet and give a copy of it to the Erecting Contractor. Cust: YESTER This design Is for an Indiwdual building component not truss system. It has been based on specifications Pulled by the component manufacturer W0: Drive TJ76497_L00005_J 00001 ® and done in accordance with the anent varswns of TPI and AFPA design standards. No responsibility is asumed for dimensional ao;uraey. Dimenslonsae to be vedfled by the component manufacturer andfor bu9ding designer prior to faMcatbn. The building designer must ascertain that Dsg n r : LG #LC = 16 WT : 89# TR USSWORKS the wads umiwd 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 latently braced by a rigid directly TIC TC Live 16.00 psf Du r Facs L=1.2 5 P=1.2 5 ® INC. (CA) sheathing material seshown eded• unless otherwise noted. Bracing stIs for lateral suppod of components members only w red" bucMing length. This component shall not be placed In any anvlrenmeM mat wm cause the moisture the wood TC Dead 20.00 psf e p MbBnd 1.00 Mb r Comp 1.00 content of to exceed 19% andfor cause connector plate corrosion.Rep Fabricate. handle, lnsian •ANsPt BC Live 0.00 psf 4445 Northpark Dr. and brace this lass m accordance wwith'aaNr DETAILS'by Tnrswal, lrtw r, rcA nwooa Truss council Rep Mb r Tens 1.00 Co 1 o Springs, CO SO9O7 of America Standard Design Respons(dlitle9, 'HANDLING INSTALLING AND BR40NG METAL PLATE CONNECTED WOOD TRUSSES BC Dead - 7.00 psf 0. C. Spaci ng 2- 0- 0 TRUSPLUS 6.0 VER: T6.4.2 -(HIB-91) and HIB -91 SUMMARY SHEET by TPI. The Tnrss Plate Institute (TPI) Is located at DXkWrio Drive, Madison, Wisconsin 53719. -American Forest and Paper Association (AFPA)Islocated at11111Bth Streel,NW.Ste800,Washington,DC20038. TOTAL 43.00 psf Design Spec CBC -01 DEFL RATIO: L/240 TC: L/241 Job Name: JON & JAN ZAR 77rusw l rste_.nAtes re 20 ahis are s shS e a18 hliavn of a Snit aab a sfMud tPs fo civ id over wet i g rruchi a pfa tle s o pie). Circle tPs an se me Truss ID: M1 Qty: 1 Cust: YESTER BRG- X -LOC REACT SIZE REQ -0 TC 2x4 SPF 16SOF-1.SE Plating spec : ANSI/TPI - 1995 UPLIFT REACTIONS) and done In accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy.. 1 0- 2-12 1653 5.50" S. SO" BC 2x6 HF 165OF-1.5E THIS DESIGN IS THE COMPOSITE RESULT OF Support 1' -356 lb 9 2 10- 9-12 1653 ESO" . 5.50" WEB 2x4 HF STUD MULTIPLE LOAD CASES.,Support 2 -3S6 lb all, dred*unless otherwise noted. Bracing shown Is nor lateral support of components members only to reduce budding length. This component TC Dead 20.00 psf BRG REQUIREMENTS shown are based ONLY BRG BILK 2x6 HF 165OF-1.SE IF HANGERS ARE INDICATD ON THIS DRAWING, This truss is designed using the Rep Mb r Comp 1.00 4445 Northpark Dr. on the truss material at each bearing PLATE VALUES PER ICBO RESEARCH REPORT #1607. THEY ARE BASED ON 13" HANGER NAILS FOR CBC -01 Code. Colo Springs, CO 80907 of Annarica Standard Design RosponsibilitW% I-IANDLING INSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES' psf MAX DEFLECTION (span) : Loaded for 10 PSF non -concurrent BCLL. 1 -PLY AND 3" HANGER NAILS FOR MULTI -PLY Bldg Enclosed = Yes, Importance Factor 1.00 Design Spec L/999 IN MEM 5-6 (LIVE) Permanent bracing is required (by others) to GIRDERS. IF 2.5" GUN NAILS ARE USED, THE Truss Location = End Zone L- -0.02" D= -0.04" T= -0.06" prevent rotation/toppling. See BCSI 1-03 HANGERS MUST BE RE-EVALUATED (BY OTHERS). Hurricane/Ocean Line = No Exp Categoryy = C ft Bldg Width 20.00 ft tRrncnL MOmeR FORCES: TC COMP. OUR. / TF115.(WR.) C44 and ANSI/TPI 1. - End verticals designed for axial loads only. below Bldg Length - 40.00 Mean height = 14. 3 ft, mph - = 80 1-2 -992 1.25 / 0.aa 2-3 -992 1.25 / 00.44 Extensions above or the truss profile ((Tf any) require additional consideration roof CBC Special Occupancy, Dead Load LOAD 12.6 psf Bc COW'. (OUR.) TENS. BUR. Csi (by others) for horiz. loads on the bldg. ----pt'--- If E L.LocDESIGN ROA/f R.Loc LL/TL 4-5 / 53 1.25 0.16 TC Vert 86.00 - 1- 6- 8 86.00 0- 0- 0 0.14 s-6 / e80 l.zs 0.23 6-7 - /' 53 1.25 0.16 TC Vert 158.00 0- 0- 0 158.00 0- 5- 8 0.10 TC Vert 72.00 0- 5- 8 72.00 10- 7- 0 0.44 Will CDM%. WR. / TENS.(DUR.) al BB 1 -1926(1.25)/ 0.11 - TC Vert 1S8.00 10- 7- 0 158.00 TC Vert 86.00 11- 0- 8 86.00 11- 12- 0- 8 7- 0 0.10 0.14 1-a / 31z((1.zs) 00.41 3-7 / 312(1.zs) 0.43 0.11, BC Vert 214.00 0- 5- 8 214.00 10- 7- O ' 0.35 BB 2 -1926(1.25)/ 1-5. / 1109(1.25 0.38 2-5 / 189(1.603 0.05 _ 2-6 / 189((1.603 0.03 3-6 / 1109 1.25 0.38 - 4-41 315 B1 W:5)8 R:1 5 U: 3 6 -4;-0 .. 1. , • . ... • • - . .. .. f 5-6-4 I 5-64 I 1 2 - 3 4.00 -4.0 4-4 2-4 4-4 4-4 2-4 2-4 TIE -0-0 -0 4 5 6 7 2-4 TIE 1T5 -0 SHIP 2-T 5 1 -0 oQ?,oD ssioN coo Z LU ' 1 2 63 9_ W t N 4+1 1 '227 . Ex : 0613 jv , CI VI 77rusw l rste_.nAtes re 20 ahis are s shS e a18 hliavn of a Snit aab a sfMud tPs fo civ id over wet i g rruchi a pfa tle s o pie). Circle tPs an se me 7/15/05 RNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Cust: YESTER This design Is for an Individual building component not buss system. It has been eased on specifkattons provided by the component manufacturer. WO. Drive T-b6497_L0000S_100001 and done In accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy.. Ds n r LG #LC = 16 WT: 85# Olmensbnsam to be %edged by the component manufacturer and/or building designer prior to fabrication. The building designer must ascenthat 9 TC Live 16.00 psf Du r Fac s L=1.2 5 P=1.2 5 TR USSWORKS the bads Nllbed on this design meet or exond 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 sheaving and the bottom chard Is laterally braced by a Mid sheathing material directly all, dred*unless otherwise noted. Bracing shown Is nor lateral support of components members only to reduce budding length. This component TC Dead 20.00 psf Rep Mb r Bnd 1.00 ®INC.. (C A) "not be placed In any em4ronmant that will cava the moisture content or the wood to exoeed 19% and/or cause connector plate corrosion. BC Live 0.00 psf Rep Mb r Comp 1.00 4445 Northpark Dr. Fabricate. handle. w te•Install and bracettusssInaccomancewitn'.IOINTDETAILS'byrruswal,ANSINPI1',WTCAV-Woodrmsscoundi -BC Dead 7.00 Rep Mbr Tens 1.00 Colo Springs, CO 80907 of Annarica Standard Design RosponsibilitW% I-IANDLING INSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES' psf O.C.Spacing 2- 07 0 4HI&91) and 'HIB -9i SUMMARY SHEET by TPI. The Truss Plate Institute (TPI) is located at D'C Wrlo Drive, Madison, Wisconsin 63719. - Design Spec CBC -01 TRUSPLUS 6.0 VER: T6.4.2 TheAmerican Forest and Paper Assoaauon(AFPA)islocated at11111tth Street. NW, Ste 800.Washington, DC20036. TOTAL 43.00 psf DEFL RATIO: L/240 TC: L/24 Job Name: JON & JAN ZAR Truss ID: 5E Plating spec ' ANSI/TPI - 1995 .5E THIS DESIGN IS THE COMPOSITE RESULT OF MULTIPLE LOAD CASES.. 5E IF HANGERS ARE INDICATED ON THIS DRAWING, SPORT #1607. THEY ARE BASED ON 1.5" HANGER NAILS FOR BCLL 1 -PLY AND 3" HANGER NAILS FOR MULTI -PLY loads only. GIRDERS. IF 2.5" GUN NAILS ARE USED, THE uss profile HANGERS MUST BE RE-EVALUATED (BY OTHERS) ideration the bldg. 1 UPLIFT REACTION(S) ' Support 1 -160 lb Support 2 -160 lb This truss is designed using the CBC -01 Code. Bldg Enclosed o Yes, Importance Factor 1.00 Truss Location - End Zone Hurricane/Ocean Line = No Exp Categoryy = C Bldg Length - 40.00 ft, Bldg Width - 20.00 ft: Mean roof height = 14.33 ft, mph 80 WC Special Occupancy, Dead Load = 12.6 psf 15-6-4 2 S 3 ` 4,00 -4.0 4-4 1.5-3 3-7 1.5-3 2-4 TIE 24 TIE 4 5 6 ,T5 ,41-0 - SHIP 2- 15 1 E --S^ N - . T 27(125) 4-5 ]A 1.60))/ 27 1.25 0.16 SB610(1',60)/ Cust: PESTER 016 COMP.(1.25)% . TENS. DDUR6ol BB1 1-4 / OROS 61 1.25 0.17 3-6 BB 2 1.5 / -783 1.25 / -45 1.60 / 61 1.25 0.17 207 1.60 0.05 316 1.25 0.11 2-5 -222 1.25 / 95 1.60 0.09 '3-S -45 1.60 / 316 1.25 0.31 Truss ID: 5E Plating spec ' ANSI/TPI - 1995 .5E THIS DESIGN IS THE COMPOSITE RESULT OF MULTIPLE LOAD CASES.. 5E IF HANGERS ARE INDICATED ON THIS DRAWING, SPORT #1607. THEY ARE BASED ON 1.5" HANGER NAILS FOR BCLL 1 -PLY AND 3" HANGER NAILS FOR MULTI -PLY loads only. GIRDERS. IF 2.5" GUN NAILS ARE USED, THE uss profile HANGERS MUST BE RE-EVALUATED (BY OTHERS) ideration the bldg. 1 UPLIFT REACTION(S) ' Support 1 -160 lb Support 2 -160 lb This truss is designed using the CBC -01 Code. Bldg Enclosed o Yes, Importance Factor 1.00 Truss Location - End Zone Hurricane/Ocean Line = No Exp Categoryy = C Bldg Length - 40.00 ft, Bldg Width - 20.00 ft: Mean roof height = 14.33 ft, mph 80 WC Special Occupancy, Dead Load = 12.6 psf 15-6-4 2 S 3 ` 4,00 -4.0 4-4 1.5-3 3-7 1.5-3 2-4 TIE 24 TIE 4 5 6 ,T5 ,41-0 - SHIP 2- 15 1 E --S^ N - . T &v+a g pia pa DY 9 u ) r' A 7( p aSI d opt, Ciurdea I IateI'- falsee renre20 rates armee..41 s shlioWf .a. S64R 2b% $Nd tes fo ev blod o venaUowith struff. pga. or'sta 19 . V 7/15/0 5 Read an notes on this sheet and give a copy of it to the Erecting Contractor. Cust: PESTER This design is for an Whriduat wilding component not thus system, it has been based on specifications provided by the component manufacturer WO • Dr i ve_TJ76497_L00005_] 00001 and done In acmmance vdth the amain versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Ds n r LG #LC 16 WT: Olmensiunsare to be vedlled by the component manufacturer andror wilding designer pdw to fabrication. The wilding designer must ascertain that 9 : 7 S# TC Live 16.00 psf DurFacs L=1.25 P=1.25 TRUSSWORKS the badsutillmdonmisdesgnmeatora edthabadingImposedbythele wedig code and the particular application. The designass' e that uta Wp chord U laterally braced by tho red or floor sheathing and the bottom chord ld laterally braced by a rigid sheathing material directly attached unless otherwise noted. Bracing shown m for Island support of components members only to reduce budding length. This component TC Dead 20.00 psf Re Mb r Bnd P 1.15 ® INC. (CA) shall not ; placed In any enwonmem that will causa lho moisture content of tho wood to exceed 19% andror cause connector ate corrosion. BC Live 0.00 psf Rep Mb r Comp 1.00 4445 Northpark Dr.+ Fabdrate,handle, Ins1a11and breceWstruss inrx:cordancewilh'JOINT DETAILS DyTnuwal,'ANSVfPIt',WTCA1'-Wood Truss Council s Standard BC Dead 7.00 Rep Mbr Tens 1.00 Colo Springs, CO 80907 ofAmerica Design Responsibilhla%HANDLING INSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES' psf O.C.Spacing 2- 0- 0 TRUSPLUS 6.0 VER: T6.4.2 {HIB -91) and HI8-91 SUMMARY SHEET by TPI. The Tn68 Plate Institute (TPI) is located at D'OWrio Drive, Madison, Wisconsin 63719. TheArr ri nForestandPM rAssoaWl n(AFPA)IsbW d.11111191h Street NW, Ste 9oo.Washigton,DC20DW. TOTAL 43.00 psf Design Spec CBC -D1 DEFL RATIO• L/240 TC: L/24 Job Name: JON & JAN ZAR Truss ID: M3DRAG Qty: 1 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 -667 5.50" 5.50" BC 2x4 SPF 16SOF-1.5E THIS DESIGN IS THE COMPOSITE RESULT OF Support 1 -160 lb 2 10- 9-12 667 5.50" 5.50" WEB 2x4 HF STUD MULTIPLE LOAD CASES. Support 2 -160 lb BRG REQUIREMENTS shown are based ONLY BRG BLK 2x6 HF 165OF-1.5E IF HANGERS ARE INDICATED ON THIS DRAWING, This truss is designed using the on the truss material at each bearing PLATE VALUES PER ICBG RESEARCH REPORT 51607. THEY ARE BASED ON 1.5" HANGER NAILS FOR CBC -01 Code. MAX DEFLECTION (span) • Loaded for 10 PSF non -concurrent BCLL 1 -PLY AND 3" HANGER NAILS FOR MULTI -PLY Bldg Enclosed = Yes, ImportanceFactor1.00' L/999 IN MEM 4-5 OLIVE)' End verticals designed for axial loads only. GIRDERS. IF 2.5" GUN NAILS ARE USED, THE Truss Location End Zone L- -0.01" D- -0.02' T= -0.04" Extensions above or below the truss profile HANGERS MUST BE RE-EVALUATED (BY OTHERS). Hurricane/Ocean Line - No ExP Category - C Bldg Length 40.00 ft Bldg Width 20.00 ft CRITICAL MEMBER r TC COMP. OUR. / TFJ15. (OUR. 6I (Tf an) require additional consideration loads bldg. + + + + + + + + + + + + + + + + + + + + + + Designed for 31S Plf drag load applied - t .= Mean roc height 14.33 ft, mph. = 80 f 1-2 -2133((1.33 / 1736f(,.333 0.a9 (by others) for horiz. on the evenly along the top chord to the chord WC Special.Occupancy, Dead Load 12.6 psf 2-3 -2232(1.33/ 3835(1.33) 0.52 0.00 psf 0 ea. bearing (unless noted), concurrently 1.00 BC it Ns. ((oust.) csI Fabricate. handle, Install end brace this Miss In eaordarxe with DETAILS• by Truswal,'ANSUTPI 1'. WTCA r -Wood rose Council America Design Respon510IIRIes. I-MDLING INSTALLING AND BRAGNG METAL PLATE CONNECTED WOOD TRUSSES' with dead + 0 % live loads. D.F. - 1.33 7.00 psf a-5 lzo(1.33 / 155(1.333 0.16 2-_O- 0 Horiz. reaction - 3.5 K lbs. ea. bearing. , 5-6 -8(1.33 / a3 1.33 0.16 _ Connection sadd-on) st tshown. equal , WB COKP.(OUR. / TENS. DUR. CSI fThe American Forest and Paper Association (AFPA)Islocated at111119thSlred,NW, Ste 800.Washington. DC20036. oad toleachbplyt(or 43.00 psf. Be 1 •-783(1.25)/ 2071.60 0.05 1-4 / 61 1.25 0.88 ++++++++++++++++++++++ 3-6 / 61 1.25 0.25 - BB 2 -783 1.25 / 207 1.60 0.05. 1-5 -560 1.33 / 985 1.33 0.37 2-5 -881 1.33 / 658 1.33 0.36 - 3-5 -655 1.33 / 1060 1.33 0.42 - - ' 5-6-4 1 5-6-4- 2 3 pF ESSIp 4.00 -4.0 4-8-9-3-115 B1 W:5)8 R:6(7 U:-1 30ir LI. 4-4 2-4 TIE 1.5-3 3-8 1.5-3 -08 4 5 6 2-4 TIE 1315 4--0 ,+ SHIP . 2- 15 jr N .227 < Ex : 06130 7 Cirded Tates and We fume- Pates are )6onedas showriabbve. 5htH-_ bte stud glates to avdId'60vriap with litructural plates or"ata le . / / R J/ V J WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Cust: PESTER This design Is for an Indvlduat building component not truss system. It has been based on specification provided by the component manufacturer W0: Dri ve_T_b6497_L000OS_100001 and done In accordance with the current versions of TPI and AFPA design standards. No responsibility Is assumed for dimensional accuracy. DS n r : LG 9 SLC = 20 - WT • 76# Dimensbnsare to be verified by the mmponend manufacturer and/or building designer prior to fabrication. The building designer must ascertain that TC Live 16.00 psf Du r Facs L=1.2 5 P=1.2 5 - the loads utiltred on this design meet or exceed the loading imposed by the local building code and the particular application. The design assumes TRUSSWORKS mat lie top chord to laterally braced by the roof or floor Mashing and the bottom chord Is laterally braced by a dgld sheathing material directly TC Dead 20.00 psf P Rep Mb r Bnd 1.15 allachad, unless otherwise noted. Bracing mown Is for lateral support of components members only to reduce buctdl g length. This component Rep Mb r Comp 1.00 INC. (C4) shall rot ba placed lo any envt runant that will cause the moisture content of the wood to exceed 1955 and/or curse connector pate corrosion. 'JOINT 8C Live 0.00 psf Rep Mbr Tens 1.00 44 S Northpark Dr. Fabricate. handle, Install end brace this Miss In eaordarxe with DETAILS• by Truswal,'ANSUTPI 1'. WTCA r -Wood rose Council America Design Respon510IIRIes. I-MDLING INSTALLING AND BRAGNG METAL PLATE CONNECTED WOOD TRUSSES' BC Dead 7.00 psf 0. C. SpaS ng 2-_O- 0 Co 10 Sprns, CO BO9O7 of Standard {HIB -91) and HIB -B1 SUMMARY SHEET by TPI. The Truss Plate Institute (TPI) is located m D'Onofrlo Drive, Madison, Wisoonsln 63719. Design Spec CBC 01 TRU SPLUS 6.0 VER: T6.4.2 fThe American Forest and Paper Association (AFPA)Islocated at111119thSlred,NW, Ste 800.Washington. DC20036. TOTAL 43.00 psf. DEFL RATIO• L/240 TC: L 24 Job Name: JON & JAN ZAR Truss ID: M4 Qty: 6 BRG X -LOC REACT SIZE REQ'D TC 2x4 SPF 1650F -1.5E Plating spec ' ANSI/TPI - 1995 UPLIFT REACTION(S) ' 1 0- 2-12 640 5.50 5.50" BC 2x4 SPF 1650F -1.5E _ THIS DESIGN IS THE COMPOSITE RESULT OF Support 1 -160 lb 2 10- 9-12 640 5.50" 5.50" WEB 2x4 HF STUD MULTIPLE LOAD CASES. Support 2 -160 lb BRG REQUIREMENTS shown are based ONLY BRG BLI( 2x6 HF 1650F-1.SE IF HANGERS ARE INDICATED ON THIS DRAWING, This truss is designed using the on the truss material at each bearing PLATE VALUES PER ICBG RESEARCH REPORT 51607. THEY ARE BASED ON 1.5" HANGER NAILS FOR CBC -01 Code. MAX DEFLECTION (span) ' Loaded for -10 PSF non -concurrent BCLL. 1 -PLY AND 3" HANGER NAILS FOR MULTI -PLY Bldg Enclosed = Yes, Importance Factor = 1.00 L/999 IN MEM 5-6 OLIVE) End verticals designed for axial loads only. GIRDERS. IF 2.5" GUN NAILS ARE USED, THE Truss Location End Zone L= -0.01" D= -0.01' T= -0.02" - a1TICAL�� Extensions above or below the truss profile HANGERS MUST BE RE-EVALUATED (BY OTHERS). Hurricane/Ocean Line = No Exp Category = C 40.00 ft, Bldg Width 20.00 ft Tc mNP. [ouR. / TENs. wR. CSi (Tf any) require additional consideration for horiz. loads bldg. 1.00 Bldg Length = Mean roof height = 14.33 ft, mph = 80 1-2 -298(1.253/ 92 1.60 0.27 2-3 -298(1.25)/ 92(1.60 0.27 (by others) on the Rep Mbr Tens CBC Special Occupancy, Dead Load = 12.6 psf BC 001D'.(DUR. / TENS. (OUB. 6I of America Standard Design Responsibilities, HANDLING INSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES' BC Dead 7.00 psf O.C.Spacing 4-5 27(1.253 0.06 -(1-16-91) and HIB -81 SUMMARY SHEET by TPI. The Truss Plate Institute (TPI) Is located at D'OtwMo Ddve, Madison, Wisconsin 53719. - _10(1.603/ 5-6 56 1.60 / 295((1.25)) 0.09 CBC -01 TRUSPLUS 6.0 VER: T6.4.2 fThe American Forest and Paper Association (AFPA)islocated at111118th Street, NW, Ste 80o.Washington, DC20D38. 6-7. -]A 1.60 / 27 1.25 0.06 DEFL RATIO: L/240 TC: L/24 ' Y19 l'.Ul�.(OUR.)/ TENS. OUR. CSI BB 1 -781(1.25)/ 206 1.60 0.05 1-4- / 40 1.25 0.17 3-7 / 40 1.25 0.17 BB 2 -71111:2601)/ 206 1.60 0.05 1-5 -33 1 / 281 1.25 0.10 2-5 -143 1.25 / S7 1.60 0.01 2-6 -143 1.25 / 57 1.60 0.07 3-6 -33 1.60 / 281 1.25 0.10 ' 4-8-9 3-15 B1 W:5 8 R:61 0 U:-1 301TO 5 • 5-6 1 2 3 4.00 _-40bl 4-4 1.5-3 3-4 3-4 1.5-3 2-4 TIE 2-4 TIE -0-0 -0-0 -0-8 4' S 6 7 13-15 4 -0 SHIP 25 1r - 1 0 W CC- W-3 C- c2C >F CAOF ruwa I tams FNates are 20 Pa. unless st{gwn.%".1 8•(18paa "H•�18�Aa 'tu MX 20 �p ), posilon psteNr Jctou2 ��atiels e s i Ie . ie0es and false frame ares are DonShove ova. hd[ g lope stu rates to av dove cart 7/15/05 Read all notes on this sheet and give a copy of it to the Erecting Contractor. Cust: YESTER This design Is for an UWNIdual bunding component not truss system. It has been Eased on specifications provided by rho component manufacturer WO • D r i ve_TJ36497_L00005_J 00001 ' and done In atoondance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Ds LG #LC 16 WT: 79# Dimensbnsare to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that g n r : = the bads utilmed on this design meal or exceed the loading Imposed by the local building code and the particular application. The design ass rhes TC Live 16.00 psf Du r Facs L-1.25 P=1'.25 TR USSWORKS that the top chord is laterally braced bd b y the roof or floor sheathing and the bottom chord is laterally bracey a dgd sheathing material directly attached. Bracing Is for lateral Dead 20.00 Rep Mb r Bnd 1.15 INC.C4 i ) otherwise unlet othese noted. shown support of components members only to reduce budding length. This component shell not be Placed In any environment that will rause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. psf P BC Live 0.00 psf Re Mb r Com P P 1.00 4445 Northpark Dr. Fabricate, handle. lnstellandbracethis in= baccerdancewith'JOINrDtZAILS'byTnrswal,'ANSVTPII',WfCA1'-WoodTnusCounW Rep Mbr Tens 1.00 Co)o Springs, CO 80907 of America Standard Design Responsibilities, HANDLING INSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES' BC Dead 7.00 psf O.C.Spacing 2- 0- 0 -(1-16-91) and HIB -81 SUMMARY SHEET by TPI. The Truss Plate Institute (TPI) Is located at D'OtwMo Ddve, Madison, Wisconsin 53719. Design Spec CBC -01 TRUSPLUS 6.0 VER: T6.4.2 fThe American Forest and Paper Association (AFPA)islocated at111118th Street, NW, Ste 80o.Washington, DC20D38. TOTAL 43.00 psf DEFL RATIO: L/240 TC: L/24 Job Name: JON & JAN ZAR VVHK/V//VV Read all notes on this sheet and give a copy of it to the Erecting Contractor. Truss ID: M5 Qty: This design D for an Individual buMing component not truss system. 11 has been based on Specifications p vAded by the componem manufacturer 1 BRG ' X -LOC REACT SIZE REQ'O TC 2x4 SPF 1650F -1.5E Plating spec • ANSI/TPI - 1995 UPLIFT REACTION(S) TR USSWORKS the rods utilized on this design meet or exceed the loading imposed by the local building code and the particular application. The design assumes Nal theby chord is laterally braced M the roof or or floor sheathing and Ute bottom pIs laterally braced by a rigid sheathing material dimply TC Live 16.00 psf 1 0-'2-12 . 8SS 5.50" 5.50" BC 2x4 -SPF 16SOF-1.5E THIS DESIGN IS THE COMPOSITE RESULT OF Support 1 -184 lb ®INC. CA i )BC shall riot be placed m any enNronmem that will cause the moisture content of the wood to exceed 19% and/or cause connector date corrosion. Live 0.00 psf 2 10- 9-12 855 5,50" 5.50" WEB 2x4 HF STUD MULTIPLE LOAD CASES. Support 2 -184 lb Colo Springs, CO 80907 M America Standard Design ResponsiblIties• HANDLING INSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES' SC Dead 7.00 psf BRG REQUIREMENTS shown are based ONLY BRG BILK 2x6 HF 165OF-1.5E IF HANGERS ARE INDICATED ON THIS DRAWING, This truss is designed using the on 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. MAX DEFLECTION (span) • Loaded for 10 PSF non -concurrent BCLL. 1 -PLY AND 3" HANGER NAILS FOR MULTI -PLY Bldg Enclosed = Yes, Importance Factor = 1.00 L/999 IN MEM 4-5 (LIVE) Permanent bracing is required (by others) to GIRDERS. IF 2.5" GUN NAILS ARE USED, THE Truss Location = End Zone L- -0.02" D- -0.03' T= -0.05, QTc NOmEa ' prevent rotation/toppling. See BCSI 1-03 HANGERS MUST BE RE-EVALUATED (BY OTHERS). Hurricane/Ocean Line - No Exp Category = C Tc o1NP.Ix1R. /' TENs. OUR, and ANSI/TPI 1. End verticals designed for axial loads only. Bldg Length - 40.00 ft Bldg Width Mean height 14.713 ft, = 20.00 ft 80 :34cS1 2-z -597 1.25 / 107 1.60 0.3a 2-3 1.25 107 1.60 0.34 Extensions above or below the truss profile P ((tf any) require additional consideration roof - mph - 9 P CBC Special Occupancy, Dead Load 12.6 psf -597 / _ (by others) for horiz. loads on the bldg. --- --LOAD CASE #1 DESIGN LOADS ---------------- BC . / TER) I O€60 Dir L.Plf L.Loc R.Plf R.Loc LL/TL a-5 09 5-6 _1w011.60 / 325 0.25 TC Vert 86.00 - 1- 6- 8 86.00 0- 0- 0 0.14 TC Vert 158.00 0- 0- 0 158.00 0- S- 8 0.10 WB CORP. OUR. / TENS.1011R. ' 6I B8 1 -1026(1.25/ 2071.60 0.06 TC Vert 72.00 0- 5- 8 72.00 10- 7- 0 0.44 1-4 / 861.25 0.21 3-6 / 861.25 0.21 - TC Vert 158.00 10- 7- 0 158.00 TC Vert 86.00 11- 0- 8 86.00 71- 12- 0- 8 7- 0 0.10 0.14 88 z-1oz6ccc(1.2s / zo71.60 0.06 BC Vert 26.32 0- S- 8 26.32 10- 7- 0 0.00 1-s os (1.603 5631,25 0,20 2-s3881(1.253951.60 0.wTCVert Type... lbs X.Loc LL/TL 0.0 0- 7- 4 1.00 3-5 45 1.60 5631.25 0,20 TC Vert 135,1 5- 6- 4 1.00 TC Vert 168.9 S- 6. 4 0,00 TC Vert 0.0 10- 5- 4 1.00 / B1 W:5 8 R:8 5 U:-1 41 -0 5-6 1 2 3 4.00 304# -4.0 4-4 2-4 TIE 1.53 3-7 1.53 -08 4 5 6 2-4 TIE 1 3-15 4,-0 SHIP 2t5 1-¢-0 7/15/05 VVHK/V//VV Read all notes on this sheet and give a copy of it to the Erecting Contractor. Cust: YESTER This design D for an Individual buMing component not truss system. 11 has been based on Specifications p vAded by the componem manufacturer W0: D ri ve_T i6497_L00005_] 00001 and done In ataandanoo with lire anent ererosnor TPI and AFPA design standards. No resvonst6mty a assumed for dimensional accuracy. Dsgi1 Dlmenslonsare to be wriRed by the component manuracturer and/or building designer prior to fabrication. The building designer must ascerleln that r : LG #LC - 16 WT: 75# TR USSWORKS the rods utilized on this design meet or exceed the loading imposed by the local building code and the particular application. The design assumes Nal theby chord is laterally braced M the roof or or floor sheathing and Ute bottom pIs laterally braced by a rigid sheathing material dimply TC Live 16.00 psf DurFacs L=1.25 P=1.25 attached.red• unless otherwise noted. Bracingshown is for 'Were l seppod or components members 0* to reduce buckling length. This component TC Dead 20.00 psf Rep p Mb Re Mb r Bnd 1.00 ®INC. CA i )BC shall riot be placed m any enNronmem that will cause the moisture content of the wood to exceed 19% and/or cause connector date corrosion. Live 0.00 psf Rep Mb r Comp 1.00 4445 Northpark Dr. Fabnme.handle. Install and bnxemistruss lnaccordance wlm•aoirrroETAlts•byre,swat,•ANSInPI r,mcAr-WoodTn,sscounpl Rep Mbr Tens 1.00 Colo Springs, CO 80907 M America Standard Design ResponsiblIties• HANDLING INSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES' SC Dead 7.00 psf O.C.Spacing 2- 0- 0 TRUSPLUS 6.0 VER: T6.4.2 {HIB -91) end HII36-91 SUMMARY SHEET by TPI. The Truss Plate Institute (TPI) Is rowed at DVnofdo Drive, Madison. Wisconsin 53719. IThe American Forest and PaperAssoclation(AFPA)is located at111119th StreaLNW. Ste SM. Washington. DC20M. TOTAL 43.00 psf Design Spec CBC -01 DEFL RATIO: L/240 TC: L/24 Job Name: JON & JAN ZAR Truss ID: N1 Qty: 1 BRG X -LOC REACT SIZE REQ'D TC 2x4 SPF 16SOF-1.5E Plating spec • ANSI/TPI - 1995 UPLIFT REACTION(S) 1 15- 3- 9 35 3.50 1.50" BC 2x4 SPF 1650F -1.5E THIS DESIGN IS THE COMPOSITE RESULT OF Support 1 -60 lb 2 16- S- 4 17 3.S0" 1.S0" WEB 2x4 HF STUD MULTIPLE LOAD CASES. Support 3 -179 lb 3 17- 8-11 S73 3.50" 1.50" GBL BLK 2x4 HF STUD IF HANGERS ARE INDICATED ON THIS DRAWING, Support 8 -106-lb 4 19- 5-15 2S 3.50" 1.50" PLATE VALUES PER ICBO RESEARCH REPORT #1607. THEY ARE BASED ON 1.5" HANGER NAILS FOR This truss is designed using the 5 21- 3- 3 25 3.50" 1.50" Mark all interior bearingg locations. 1 -PLY AND 3" HANGER NAILS FOR MULTI -PLY THE CBC -01 Code. Bldg Enclosed a Yes, Importance Factor m 1.00 6 23- 0- 7 25 3.50" 1.50" Install interior supports) before erection. GIRDERS. IF 2.5" GUN NAILS ARE USED, Zone 7 24- 9-12 26 3.50" 1.50" 26--S- 4 349 3.SO" 1.50" Drainage must be provide to avoid ponding. HANGERS MUST BE RE-EVALUATED (BY OTHERS) for blocks. Truss Location - End Hurricane/Ocean Line a No Exp Categoryy C 8 BRG REQUIREMENTS shown are based ONLY End verticals designed for axial loads only. - May use adequate staples gable BUILDING DESIGNER MUST VERIFY GABLE LOADSI Bldg Length a 40.00 ft, Bldg Width 20.00 ft on the truss material at each bearing Extensions above or below the truss profile It bracing required 0 58" intervals, Mean roof height a 13.13 ft, mph 80 MAX DEFLECTION (span) (if an) require additional consideration for horiz. loads on the bldg. gable i exposed to wend load applied to face. CBC Special Occupancy, Dead Load 12.6 psf L/999 IN MEM 5-6 (LIVE) ' (by others) See "General Gable Details', C002065035. 7.00 psf L- 0.00" D- 0.00" T- 0.00" 2- 0- 0 .(HIB -91) and HIB -91 SUMMARY SHEET by TPI. The Truss Plate IrisUWte (TPI) Is located at D'Onofdo Drive, Madison, Wisconsin 53719. CRITICAL KMER FORCES: TC CONP. ((DUR.3/ TENS. ((OUR.3 CSI. Design Spec CBC -01 . -56(1.25)% TheAmerican Forest and Paper Association (AFPA)islocated at111119th Street, NAF, Ste 800,Washington. DC20038. TOTAL 47.00 psf 2-3 4(1.25) 0.53 , BS COMP. TENS.(DUR.) CSI . 5-6 / 0.01 WB CON P'OUR. / TENS. WR. CSI 1-5 -166 1.25 % 65 1.60 0.00 2-5 -662({11}1.25 / 225 1.60 0.17 NOTE : THE EXTENDED VERTICALS MUST BE SUPPORTED 3-6-216 1:is % 173ii. 60 0.10 HORIZONTALLY (FOR WIND) AT A MAX. OF 8" BELOW • THE TOP OR THEY MUST BE'2X4 SPF 1650F MATERIAL IF NOT SUPPORTTED. 1 2 3 0 5 15-1-13 I 11-5.3 1 STUB 3 W 00 7J CL T p 6/ 07 > C TYPICAL PLATE: 1.5-3 OVER SUPPORT AS SHOWN TT 13vsterre plates a 20 unless sh b -18'(18 aa 1 H'(18, a. 'M ' MX 20 p) ib no r J int D hails eDorLf/1 C rt a 13tes and false tarafne fes are i neWas showrraDbve. Shd b stud tes to av td fiver a wt uctural ates or'sta le . bluo WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Cust: YESTER This design Is for an mdhrideal wilding component not tress item. It hes bean based on specifications provided by the component manufacturer W0: Dri ve_TTb6497_L00005_300001 and done in accordance with the current versions of TPI and AFPA design standards. No responsibility Is assumed for dimensional accuracy. DS n r : LG 9 #LC = 15 Wi • 84# Dimanslonsars to be verifled by the component manufacturer and/or wilding designer prior to fabrication. The wilding designer must ascertain that TC Live 20.00 psf Du r Facs L=1.2 S P=1.2 5 TRUSSWORKS the loads utllized on this design moot or oxwW the "Ing Imposed by the local wilding code and the particular application. The design assumes that the top dxnd is laterally emcee by the met or flow sheathing and the bottom aired Is latarn y braced by a rigid shualhing material directly attached. unless othenwise noted. Bracing atom is for Worst support of components membere only to reduce budding length. This component TC Dead - 20.00 psf Re Mb r Bnd p 1.15 INC. (CA) shall not be paced In my en*onmmd that will cars l the moisture content of the wood to exceed 19% erwror rase connector pats corrosion. BC Live 0.00 Rep Mb r Comp 1.00 Fabricate, handle. Install and brace this truss in accordance with 'JOINT DETAILS byrmswal, •ANSUTPI 1. WTCA 1••Wood Truss Council psf Rep Mbr Tens 1.00 4445 Northpark Or. ' CO / o Springs, CO 110907 of America Standard Design ResponsiblIftim HANDLING INSTALLING AND BRAONG METAL PLATE CONNECTED WOOD TRUSSES' BC Dead 7.00 psf O.C. Spacing 2- 0- 0 .(HIB -91) and HIB -91 SUMMARY SHEET by TPI. The Truss Plate IrisUWte (TPI) Is located at D'Onofdo Drive, Madison, Wisconsin 53719. Design Spec CBC -01 TRUSPLUS 6.0 VER: T6.4.2 TheAmerican Forest and Paper Association (AFPA)islocated at111119th Street, NAF, Ste 800,Washington. DC20038. TOTAL 47.00 psf DEFL RATIO: L/240 TC: L 24 Job Name: JON & JAN ZAR Truss ID: N10 Qty: 4 BRG X -LOC REACT SIZE REQ'D TC 2x4 SPF 165OF-1. SE Plating spec • ANSI/TPI - 1995 UPLIFT REACTION(S) 1 2- 0-10 4S4 5.50" 1.50" BC 2x4 SPF 165OF-1.5E THIS DESIGN IS THE COMPOSITE RESULT OF Support 1 -112 lb • 2 13-10- 4 454 5.50" 1.50" WEB 2x4 HF STUD MULTIPLE LOAD CASES. Support 2 -112 lb BRG 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 . on the truss material at each bearing Drainage must be provided to avoid ponding. THEY ARE BASED ON 1.5" HANGER NAILS FOR CBC -01 Code. MAX DEFLECTION (span) End verticals designed for axial loads only. 1 -PLY AND 3" HANGER NAILS FOR MULTI -PLY Bldg Enclosed = Yes, Importance Factor = 1.00 L/999 IN MEM 4-5 OLIVE) Extensions above or below the truss profile GIRDERS. IF 2.5" GUN NAILS ARE USED, THE Truss Location = End Zone L= -0.04" D- -0.03' T. -0.08" CRITICAL NE)GER ��r if any) require additional consideration HANGERS MUST BE RE-EVALUATED (BY OTHERS). Hurricane/Ocean Line - No E%p�Category = C ft Bidg Width 20.00 TC 1_ WR. / TENS. OUR. aI (by others) for horiz. loads on the bldg. .4445 Northpark Dr. Bldg Length 40.00 a ft Mean height = 13.G0 ft, mph 80 1-2 -1f 1.25 / 4 1.25 0.47 2-3 -604(1.25 / 105 1.60 0.49 Rep Mbr Tens 1.00 roof CBC Special Occupancy, Dead Load 12.6 psf BC mla'.(WR. / TENS. (OUR.) CSI .' psf O.C.Spacing 2- 0- 0 4-5 -242(1.603/ 788(1.253 0.22 {HIB -91) and }II13-91 SUMMARY SHEET by TPI. The Trus Plate Institute (TPI) is located at D'Onofrlo Oahe, Madison, Wisconsin 63719. ITheAmerIcanForestandPaparAssoclation(AFPA)blxatedat111118thStreet,NW,Ste800,Washington.DC2ooas. - - TOTAL 37.00 Design Spec 5-6 0(1.60 / 2(1.60 0.13 - psf OUR, CSI WS mliP. TENS.11.601 1-4 -85 1.25 / 591.60 0.03 2-4 -852 1.25 / " 2621.60 0.47 2-S -238 1.25 / 1761.60 0.06 3-5 -ill 1.60 / 6461.25 0.22 3-6 -426 1.25 / 126 0.17 NOTE : THE EXTENDED VERTICALS MUST BE SUPPORTED HORIZONTALLY (FOR WIND) AT A MAX. OF 8" BELOW THE TOP OR THEY MUST BE 2X4 SPF 165OF MATERIAL IF NOT SUPPORTTED. 1' 2 3 0.25 SHIP 221 7 131 B2 W:508 W:508 Ru:454 R:454 1-9-iA 112 3 12112 STUB 4 5 8 STUB Truswal 3vstams P tes re 20 a. unless st}gwft by "16"(18 a.).'H'(10, or SKU FAX 20 g� ), peceoned per JWnt etails eport Grdea Rtes and false me rates areonevvas showrial)0v9. Sh bre stud tes to avad ovens wrath sWcluraIC rates or sFa le . 7/15/05 AI [ l GRead all notes on this sheet and give a copy of it to the Erecting Contractor. Cust: YESTER This design Is for an Individual buildtrq component not tram system. 0 has been based on specifications ptovldad by the component manufacturer WO: Drive T_b6497_L00005_J 00001 and done in accordance with the smarm versions of TPI and AFPA design standards. No responsibility assumed for dimensional a=racy. 45 Dsgn LG #LC 15 WT: Dlmensbnsme to W Verified by the component manufacturer and/or Wilding designer prior to fabrication. The buiWing designer must ascertain that r: = 66# TC Live 20.00 psf Du rFacs L=1. 2 5 P=1. 2 5 TRUSSWORKS the bads utlibad on this design meet or exceed the loading Imposed by the local Wilding code and the particular application. The design assumes thatthe top chord is laterally bre xd by the roof or floor sheathing and the bottom chord Is laterally braced by a rigid sheathing material dl tidy attached. unless otherwise noted. Bracing shown Is nor Lateral support of components members only to reduce buckling length. This componont TC Dead 10.00 psf Re Mbr B fid p 1.15 ®INC. CA i ) "I not be plated In any envL onment that wig cause the moisture content of the wood to exceed 19% and/or cause corrector plate corrosion. � Rep Mbr Comp 1.00 .4445 Northpark Dr. FaMcate, handle, install aro erste this treae In accordance with •aoIN6 DETAILSby Tr,swal, •ANSIRPI r, wrCn r -Woad Truss Council America Standard Design Respons(dimes, BC Live 0.00 psf BC Dead 7.00 Rep Mbr Tens 1.00 Colo Springs, CO 80907 ' of 1ANDLINGINSTALLING AND BRACANGMETAL PLATE CONNECTED WOOD TRUSSES' psf O.C.Spacing 2- 0- 0 TRUSPLUS 6.0 VER: T6.4.2 {HIB -91) and }II13-91 SUMMARY SHEET by TPI. The Trus Plate Institute (TPI) is located at D'Onofrlo Oahe, Madison, Wisconsin 63719. ITheAmerIcanForestandPaparAssoclation(AFPA)blxatedat111118thStreet,NW,Ste800,Washington.DC2ooas. - - TOTAL 37.00 Design Spec CBC -01 - psf DEFL RATIO: L/240 TC: L/24 Job Name: JON & JAN ZAR Truss ID: N2 Qty: 1 BRG X -LOC REACT SIZE REQ'D TC 2x4 SPF 165OF-1.5E Web bracing required at each location shown. Required bearing widths and bearing areas 1 13- 1-14 650 5.50" 1.50" BC 20 SPF 16SOF-1.SE ® See standard details (1'X01087001-001 revl). apply when truss not supported in a hanger. 2 26- 6- 4 634 1.50" 1.50" WEB 2x4 HF STUD Plating spec ' ANSI/TPI - 1995 UPLIFT REACTIONS) ' - . ' BRG REQUIREMENTS shown are based ONLY Lumber shear allowables are per NDS. THIS DESIGN IS THE COMPOSITE RESULT OF Support 1 -124 lb on the truss material at each bearing PLATE VALUES PER ICBO RESEARCH REPORT #1607. MULTIPLE LOAD CASES. Support 2 -121 lb BRG HANGER/CLIPNOTE' Drainage must be provided to avoid ponding. IF HANGERS ARE INDICATED ON THIS DRAWING, This truss is designed using the ' 2 Hangger TBE* End verticals designed for axial loads only. THEY ARE BASED ON 1.5" HANGER NAILS FOR CBC -01 Code. •HANGER(S) TO BE ENGINEERED Extensions above or below the truss profile 1 -PLY AND 3" HANGER NAILS:FOR MULTI -PLY Bldg Enclosed Yes, Importance Factor 1.00 Support Connection(s)/Hanger(s) are if any) require additional consideration GIRDERS. IF 2.5" GUN NAILS ARE USED, THE Truss Location End Zone not designed for horizontal loads. (by others) for horiz. loads on the bldg. HANGERS MUST BE RE-EVALUATED (BY OTHERS). Hurricane/Ocean Line = No Exp Category e C MAX DEFLECTION (span) Bldg Length 40.00 ft, Bldg Width = 20.00 ft L/999 IN MEM 5-6 (LIVE) Mean roof height - 13.13 ft, mph 80 L- -0.08" D= -0.11" T- -0.19" CBC Special Occupancy, Dead Load = 12.6 psf CRITICAL HM(ER FORCES: (((( 33 P y, 2T3P7(O1V.25)/ T 4(125) 0a0 ' 1-2 866 1.25 / 117 1.60 0.70 BC CDKP. 6106 / TENS. ((DtIH. CSI - - 5-6 -263(1.60)/ 1160(1.25) 0.36 - - •. NOTE THE EXTENDED VERTICALS MUST BE SUPPORTED we 11-634 BUR. / TFNs. (wR. tSI HORIZONTALLY (FOR WIND) AT A MAX. OF 8" BELOW 1-4 -634 1.253/ 130f(1.603 0.25 1-s ,126 1.. 94 :25) 0.33 - THE TOP OR THEY MUST BE 2X4 SPF 1650E MATERIAL ' 2-5 -396 1.253)/ 196 1.60 D.10 IF NOT SUPPORTTED. 2-6 -1221 1.25 / 277 1.60 0.68 3-6 -198 1.25 / 65 1,60 0.09 i - •` / - . PpFES rp ' r0_2_5 3 Crn t 4-4 4-6 p ) ' H)P P 6/3 '07 1 - 2 2 -9 3.4 s8108 12_,. 34 A < 1 -121 STUB 5 13-7-14 6I VA09ft Grdea I (Ates and false trame0 hies elree s spas sh'gfatfbve•5hni • love SMlud test tXo avd bvenaU with sWctura vales of sa' le). 715/05 ARN N Read all notes on this sheet and give a copy of it to the Erecting Contractor. Cust: YESTER This design is for an Individual building component not truss system. 11 has been based on specifications provided by the component manufacturer W0: Dri ve_TJ16497_L00005_100001 ® and done m accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. olmenslonsare to be verified by the component manufacturer and/or building designer prior to fabrication. The bugdhV designer must ascertain that Dsgn r : LG #LC = 15 WT: 74# TRUSSWORKS the loads 111 00 this design meal 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 bosom chord is laterally braced by a rigid sheathing material directly TC Live 20.00 psf Du rFac s L=1.25 P-1.25 ® INC. (CA) aaactted, unless otherwise noted. Brodrg shown Is for lateral support of compmononts members only to reduce buckling length. This component shalt not be placed In any en*onmerd that will cause the moisture content of the wood to exceed 19% andror cause connector plate corrosion. TC Dead 20.00 psf Rep Mb r Bnd Rep Mb r Comp 1.15 1.00 4445 NorDr. Fabricate. handle, Install and brace this truss In accordance with 'JOINT DETAILS' by Tnuswal,'ANSVTPI 1, WTCA r -Wood Truss council BC Live 0.00 psf Re Mb r 'Tens P 1.00 CO IO Spnngs,ngs, CO 80907 of America Stallard Design Responsidatbs, fWNDLING INSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES - BC Dead 7.00 psf 0. C. Spacing 2- D- 0 TRUSPLUS 6.0 VER: T6.4.2 {HIB -91) and NIB•91 SUMMARY SHEET by TPI. The Truss Plate Institute (TPI) is betted at D%kwfM Drive, Madison, Wisconsin 53719. TheAmerican Forest and Paper Association (AFPA)is located at11111eth Street INN, Ste aoo,Washington. DC20D36. . TOTAL 47.00 Design Spec CBC -01 psf DEFL RATIO: L/240 TC: L/24 Job Name: JON & JAN ZAR 7ru6wal gv�terns planes Bre 20 unless sh b -18'(18 pa) H'r' B, a. 'M MX 20 ) p Iban9d Der JOInt p9taiLs eDo� Cirdea Idles and false trarne fates are 1 oneasshowlTalfbve. Shlt� Jb�e stud Res to avg�d dvena with structural Wires or'sha le . Truss ID: N3 Qty: 1 BRG X -LOC REACT SIZE REQ'D TC 2x4 SPF 1650F-1. SE Web bracing required at each location shown. Required bearing widths and bearing areas 1 10-11- 4 754 5.50" 1.50" BC 2x4 SPF 165OF-1.SE ® See standard details CTX01087001-001 revl). • a;El when truss not supported in a hanger. REACTION(S) • 2 26- 6- 4 738 1.50" 1.50" BRG REQUIREMENTS shown are based ONLY WEB PLATE VALUES 2x4 HF STUD PER ICBO RESEARCH REPORT 91607. Plating spec ANSI/TPI - 1995 THIS DESIGN IS THE COMPOSITE RESULT OF UPLIFT Support 1 -139 lb �. on the truss material at each bearing Drainage must be provided to avoid ponding. MULTIPLE LOAD CASES. Support 2 -136 lb BRG HANGER/CLIP NOTE End verticals designed for axial loads only. IF HANGERS ARE INDICATED ON THIS DRAWING, This truss is designed using the 2 Hangyer TBE- •HANGER(S) TO BE ENGINEERED Extensions above or below the truss profile THEY ARE BASED ON 1.S" HANGER NAILS FOR CBC -01 Code. support of components members only to red= buckling length. This component shall not be paced In any environment than will caus i the moisture content of the wood to exceed 19% and/or cause connector plate corrosion.BC (Tf an require additional consideration 1 -PLY AND 3" HANGER NAILS FOR MULTI -PLY Bldg Enclosed = Yes, Importance Factor = 1.00 Support Connection(s)/Hanger(s) are (by others) for horiz. loads on the bldg. GIRDERS. IF 2.5" GUN NAILS ARE USED, THE Truss Location = End Zone not designed for horizontal loads. MAX DEFLECTION (span) M Amerce Standard Design Responsibilities, I-MDLING INSTALLING AND BRACING METAL PLATE F.ONNECTED WOOD TRUSSES' BC Dead 7.00 psf HANGERS MUST BE RE-EVALUATED (BY OTHERS). Hurricane/Ocean Line = No Exp Category = C 40.00 ft, Bldg Width 20.00 ft L/999 IN MEM 6-7 LIVE) {HIB -91) and VIB-91 SUMMARY SHEET by TPI. The Truss Plate Institute (TPI) is located at D• noftlo Drive, Madison, Wlaxinsln 63719. nt TheAed. Forest and Paper Association (AFPA)Islocatedalt11119th Street, NW, Ste 800, Washington. DC 20036. TOTAL 47.00 psf Design Spec Bldg Length = = Mean height 13.13 ft, mph .80 L= -0.08" D= -0.11 T= -0.20" DEFL, RATIO• roof = CBC Special Occupancy, Dead Load = 12.6 psf CRITICAL MEMBER FORCES: TC COMP. WR. / TENS. WR. CSI . ._.-. 1-2 9 1.25 0.33 2-3 -1338 1.25 / 200 1.60 0.60 3-4 -7 1.25 / 4 1.25 0.58 BC COMP. (116. / TENS. (WR. CSI NOTE THE EXTENDED VERTICALS MUST BE SUPPORTED ' s-6 181f( 1.603/ e33s(l.zs o.32 HORIZONTALLY (FOR WIND) AT A MAX. OF 8" BELOW 6-7 -304(1.60)/ 1447 1.25 o.4o THE TOP OR THEY MUST BE 2X4 SPF 165OF MATERIAL WB CONP. WR. / TENS. ouR. aI IF NOT SUPPORTTED. 1-5 -34 1.25 / 79 1.60 0.02 2-5 -1078 1.25 / 23, 1.60 0.28 2-6 -19 1.60 / 551 1.25 0.2 3-6 -152 1.25 / 140 1.60 0.04 3-7 -1524 1.25 / 320 1.60 / 4-7 -208 1.25 / .,1 67 L60 .0:0"'9' `, . , • . • .. • ... .. .. .. .._ . . .. ,- _ _ -. 1 ti.. 2 3 / 4 �pFESS! A 025 ave T 219 a 1039, 1s10 -a ri� STUB J 7ru6wal gv�terns planes Bre 20 unless sh b -18'(18 pa) H'r' B, a. 'M MX 20 ) p Iban9d Der JOInt p9taiLs eDo� Cirdea Idles and false trarne fates are 1 oneasshowlTalfbve. Shlt� Jb�e stud Res to avg�d dvena with structural Wires or'sha le . 7/15/05 C J J WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Cust: YESTER This design is for an IMMdual bu9dbg component not taus system. It hes been based on spedncmlons provided by the component manufedurer; WO: Dri ve_T�6497_L00005_) 00001 ® and done In accordance with the current versions of TPI and AFPA design standards. No responsibility Is assumed for dlmenswnat aaare rcy. Dsgn LG- #LC Dlmenslonsare to be verified by the component manufacturer andfor bulkling designer prior to fabrication. The building designer must ascartaln that r : - 15 WT: 84# TC Live 20.00 psf .= Du r Fabs L=1 25 P 1.25 the bads tallied on into design meet or exceed the loading Imposed by the local building code and the par0cutar application. The design assumrs TR USSWORKS trialthe top chord Is laterally braced by the roof or floor stheatlung and the bottom lord is (mere y braced by a riga sheathing material directly attached• unless otherwise noted. Bracing down as for lateral TC Dead 20.00 Rep Mb r Bnd 1.15 INC. CA support of components members only to red= buckling length. This component shall not be paced In any environment than will caus i the moisture content of the wood to exceed 19% and/or cause connector plate corrosion.BC psf Live 0.00 psf Rep Mb r Comp 1.00 44QS Northpark Or. Fa°^cata' ba"me' install a"° brace tn�s t^'ss m accordancewith 'JOINT DETAILS byTnuwat,rulrtr1• •Arl , wren -Wood truss county Rep Mb r Tens 1.00 COIL Springs, CO 80907 M Amerce Standard Design Responsibilities, I-MDLING INSTALLING AND BRACING METAL PLATE F.ONNECTED WOOD TRUSSES' BC Dead 7.00 psf O.C.Spacing 2- 0- 0 TRU SPLUS 6.0 VER: T6.4.2 {HIB -91) and VIB-91 SUMMARY SHEET by TPI. The Truss Plate Institute (TPI) is located at D• noftlo Drive, Madison, Wlaxinsln 63719. nt TheAed. Forest and Paper Association (AFPA)Islocatedalt11119th Street, NW, Ste 800, Washington. DC 20036. TOTAL 47.00 psf Design Spec CBC -01 DEFL, RATIO• L/240 TC: L/24 Job Name: JON & JAN ZAR Truss ID: N4 Qty: 1 ^ BRG X -LOC REACT SIZE REQ'D . TC 2x4 SPF 1650F-1.SE Web bracing required at -each location shown. Required bearing widths and bearing areas truss not supported in a hanger. 1 8- 8- 9 859 5.50" 1.50" BC 2x4 SPF 1650F -1.5E ® See standard details (1X01087001-001 rev1). appl when , 2 26- 6- 4 843 1.50" 1.50" WEB 2x4 HF STUD Plating spec • ANSI/TPI - 1995 OF UPLIFT REACTIONS) Support 1 -154 lb BRG REQUIREMENTS shown are based ONLY PLATE VALUES PER ICBO RESEARCH REPORT #1607. THIS DESIGN IS THE COMPOSITE RESULT LOAD CASES. Support 2 -151 lb on the truss material at each bearing BRG HANGER/CLIP NOTE Drainage must be provided to avoid ponding. End verticals designed for axial loads only., MULTIPLE IF HANGERS ARE INDICATED ON THIS DRAWING, This truss is designed using the 2 Hanger TBE* 'HANGER(S) TO BE ENGINEERED Extensions above or below the truss profile if consideration THEY ARE BASED ON 1.5" HANGER NAILS FOR 1-PLY,AND 3" HANGER NAILS FOR MULTI -PLY CBC-01"Code. Bldg Enclosed - Yes, Importance Factor 1.00 Support Connection(s)/Hanger(s) are any) require additional (by others) for horiz. loads on the bldg. GIRDERS. IF 2.5" GUN NAILS ARE USED, THE Truss Location a End Zone not designed for horizontal loads. • P P Re Mb r Com HANGERS MUST BE RE-EVALUATED (BY OTHERS). Hurricane/Ocean Line - No Ex Categoryy = C Bldg Length 40.00 ft, Bidg Width - 20.00 ft MAX DEFLECTION (span) psf Rep Mb r Tens - Mean roof height - 13.13 ft, mph 80 L/999 IN MEM 5-6 OLIVE) of America Standard Design RB.sponsibllitlea, HANDLING INSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES' BC Dead 7.00 psf Occupancy, Dead Load 12.6 L- -0.09" D= -0.12' T- -0.21" CR1TICAL- MWER FORCES: TC LUMP. OUR. / TENS. WR. CSI CO 10 Spnngs, CO 80907 HIB SUMMARY SHEET by TPI. The Truss Plate lnsmute(TPp is bated D'Oretlo Drive, Madison, Wimnsin 53718. CBC Special psf - 1-2 -3(((1.253)/ _ S 1.253) 0.38 -1796(1.25)/ 64(1.25) CBC -01 TRU SPLUS 6.0 VER: T6.4.2 ' 3 4 0. SG07 DEFL' RATIO: L/240 TC: L/24 BC COMP.((DUR.3/ TENS. SsOUR. CSZ 6-7 -34611:6600)% 176911.25 6:49 NOTE THE EXTENDED VERTICALS MUST BE SUPPORTED `. HORIZONTALLY (FOR WIND) AT A MAX. OF 8" BELOW , WB COMP, (twR.)/ TENS• OUR, 61 1-s-151(l.zs3/ 75 1.60 0.06 THE TOP OR THEY MUST BE 2X4 SPF 165OF MATERIAL 2-s -1638(1.25 / 342 1.60 0.91 IF NOT SUPPORTTED. 2-6 / 243 0.90 0.12 3-6 / 78 0.90 0.04 3-7 -1862(1.25)/ 364 1.60 0.79 4-7 -209(1.25)/ 6611 0.09 .. .. •- ,. _. .. SOF ES..glo 1 2 3 4 (`OQ y 24 3.6 3-7 0613 07 . T (p SHIP 12- -2 2 9 Tq 0 . J CA 1.1F ,P e r 50g8 34 3-7 108 r 8-31548151 t18-1 - - STUB r •J' • i . Ii .227 -C :06130 CIVI Cirq 01 S, ysterfs tes re 20 unless sh Y "18"(18 a H"(18, a. r'M ' X 20 go p0 tlon8 g Jpnt D 1aILs rep e Wtes an se me es are post on as showrQa e. Shd bQe Stu tes to av Id rive wl nal les ors le . 7/15/0 5 AR Read all notes on this sheet and give a copy of it to the Erecting Contractor. Cust: YESTER This design Is for an mdivldual wilding component net truss system. n has been based on specifications provided by the component manufacturer W0: D ri ve_TJ16497_L00005_] 00001 ® and done In accordance warn the current moons of TPI and AFPA design standards. No responsibility Is assumed far dimensional accuracy. Dsg n r LG #LC = 15 Wi : 94# sare to be veed by the component manufacturer andror wilding designer prior to fabrication. The building designer must asoerlaln that Dimensbnvented TC Live 20.00 psf Du rFacs L=1.2 5 P=1.2 5 - TR USSWORKS the wads utilized on this design most or exceed the loadig Imposed by the local building code and tie particular application. The design assumes that the lop chard is laterally braced by the roof or floor sheathing and the bottom fiord is laterally braced by a riga sheathing material directly anac ed, unless otherwise now. Bracing strewn Is for lateral support of components members only to reduce bucwing length. This component TC Dead 20.00 psf P Rep Mb r Bid 1.15 ® INC. (CA) shall not be paced In my emironment that will cause the moisture content of the wood to exceed 19% and or cause connector date corrosion. BC Live 0.00 P P Re Mb r Com 1.00 Fabricate, handle. Install and brace this truss N accordance with 'JOINT DETAILS' by Tnuswel.'ANSIRPI r, %NTCA 1' -Wood Truss Council psf Rep Mb r Tens 1.00 444 S Northpark k Dr. of America Standard Design RB.sponsibllitlea, HANDLING INSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES' BC Dead 7.00 psf O. C. Spaci ng 2- 0- 0 CO 10 Spnngs, CO 80907 HIB SUMMARY SHEET by TPI. The Truss Plate lnsmute(TPp is bated D'Oretlo Drive, Madison, Wimnsin 53718. Design Spec. CBC -01 TRU SPLUS 6.0 VER: T6.4.2 JHIB•91)and -91 at fiha American Forest and Paper Association (AFPA)islocated m111119m Slroat,NW, Ste 800,Washington. DC20036. TOTAL 47.00 psf DEFL' RATIO: L/240 TC: L/24 1 Job Name: JON & JAN ZAR Truss ID: N5 Qty: 1 BRG X -LOC REACT SIZE REQ'D TC 2x4 SPF 1650F-1. SE Web bracing required at each location shown. Required bearing widths and bearing areas hanger.. 1 6- 5-15 963 5.50" 1.50" BC 2x4 SPF 1650F -1.5E ® See standard details (TX01087001-001 revl). apply when truss not supported in a 2 26- 6- 4 947 1.50" 1.50" WEB 2x4 HF STUD Plating spec • ANSI/TPI - 1995 UPLIFT REACTIONS) BRG REQUIREMENTS shown are based ONLY PLATE VALUES PER ICBO RESEARCH REPORT #1607. THIS DESIGN IS THE COMPOSITE RESULT OF Support 1 -168 lb on the truss material at each bearing Drainagemust be provided to avoid ponding. MULTIPLE LOAD CASES. Support 2, -165 lb BRG HANGER/CLIP NOTE End verticals designed for axial loads only. IF HANGERS ARE INDICATED ON THIS DRAWING, This truss is designed using the 2 Hanger TBE- Extensions above or below the truss profile THEY ARE BASED ON 1.5" HANGER NAILS FOR CBC -01 Code. HANGER(S) TO BE ENGINEERED (if any) require additional consideration 1 -PLY AND 3" HANGER NAILS -FOR MULTI -PLY Bldg Enclosed =Yes, Importance Factor = 1.00 Support Connection(s)/Hanger(s) are (by others) for horiz. loads on the bldg. GIRDERS. IF 2.5" GUN NAILS ARE USED, THE Truss Location =End Zone not designed for horizontal loads. MAX DEFLECTION (span) • Tens Rep Mbr Tens HANGERS MUST BE RE-EVALUATED (BY OTHERS). Hurricane/Ocean Line = No Exp Category - C Length 40.00 ft, Bldg Width - 20.00 ft L/999 IN MEM 7-8 (LIVE) BC Dead 7.00 psf 0. C. Spaci ng Bldg - Mean height 13.13 ft, mph 80 L- -0.11" D- -0.15" T- -0.26" -(HIS-91) and HI"1 SUMMARY SHEET by TPI. The Truss Plate Institute (TPI) is located at D'Onofdo Dr1w, Madison, Wisconsin 53718. roof = CBC Special Occupancy, Dead Load 12.6 psf CRITICAL POMER FORCES: TRU SPLUS 6.0 VER: T6.4.2 fThe American Forest and Paper Association (AFPA)islocated at11111gm Street NW. Ste 80o,Washington. DC20036. TOTAL 47.00 psf TC 1_ WR. /- TENS. DUR. CSI 1-2 -940 1.25 / ]]9 1.60 0.59 2-3 -2239 1.25 / 343 1.60 0.62 ' 3-4 -6 1.25 / 4 1.2S 0.51 8C CAMP. (DUR. / TENS. DUR -3(1.603 / (. 0.13 1'1:21 OTO 6-7 -440#(1.60) / 2272(1.25 0.s0 NOTE THE EXTENDED VERTICALS MUST BE SUPPORTED 7-8 388(1.60)/ 2063(1.25 0.48 HORIZONTALLY (FOR WIND) AT A MAX. OF 8" BELOW we comp. txm. / TENS. CSI THE TOP OR THEY MUST BE 2X4 SPF' 165OF MATERIAL 1-5 -965IL25 / 16s 1.60 0.36 DR6 IF NOT SUPPORTTED. 1-6 -14860 / 1172 1.25 041 2-6 -14701.25 / 353 1.60 0.79 2-7 -431.25 / 108 1.60 0.03 3-7 / 189 0.90 0.09 ' - - 3-8' a2172(1.25)/ ' 409(1.60 0.92' 4-8 -215(1.25)/ 70(1.60) 0.10 am 1 2 3 4 F;< 01 , 0� . N Tfuua I ?(stems IesIr 20 �at unless st ?wn '18•(18 pa H•(18, 'M ' MX 20 $d ) Dos'IUonog g r J Int D ta(Ls ept�rt 15 ors le). Ci tes an a me es are one as N(9;la e. 9hla1bfe Stu tes to civ d love vn rel 01as 7/15/05 WARNINGRead all notes on this sheet and give a copy of it to the Erecting Contractor. Cust: YESTER This design is for an IndWual building component not buss system. It has been basad on specifications provided by the component manufacturer W0: Dri ve_T-16497_L000OS_100001 ® and done In accordance with the anent versions of TPI and AFPA design stmndmda. No responsibility is assumed for dimensional accuracy. Ds n r LG #LC 15 WT: 105# Dimensionsam to be verified by the component manufacturer and/or building designer prior to fabrication. The bulking designer must ascertain m 9 'al TC Live 20.00 psf Du r Facs L-1.25 P=1.25 TR USSWORKS the bads uollmd on this design meet or nosed the loading Imposed by the local bulking code and the particular application. The design assumes th the top chord Is laterally braced by the roof or floor sheathing and the bottom chord is laterally braced by a dgk sheathing material directly attached, unless otherMse noted. Bracing shown is for lateral support of components members only to red" budding length. This component TC Dead 20.00 psf P Rep Mbr Bnd 1.15 ® INC. (C4) shall not be placed In my enWor meein t that wcause the moisture content of the wood to aseed -19% andfor cause connector plate corrosion. BC Live Rep Mbr 1.00 Fabricate• handle. [Wall and brace this truss m accordance w in •JOINT DETAILS• by Tn,sval• •ANSVrPI 1, WTCA r -wood Truss canal 0.00 psf Tens Rep Mbr Tens 1.00 44qS Northpark Dr. CO10 Springs, CO 80907 of America Standard Design Responabllnles, HANDLING INSTALLING AND BRAONG METAL PLATE CONNECTED WOOD TRUSSES' BC Dead 7.00 psf 0. C. Spaci ng 2- 0- 0 -(HIS-91) and HI"1 SUMMARY SHEET by TPI. The Truss Plate Institute (TPI) is located at D'Onofdo Dr1w, Madison, Wisconsin 53718. Design Spec CBC -01 TRU SPLUS 6.0 VER: T6.4.2 fThe American Forest and Paper Association (AFPA)islocated at11111gm Street NW. Ste 80o,Washington. DC20036. TOTAL 47.00 psf DEFL RATIO L/240 TC: L 24 Job Name: JON & JAN ZAR Truss ID: N6 Qty: 1 BRG X -LOC REACT SIZE REQ'D 1' 4- 1-10 1066 5.50" 1.53" TC _ 2x4 SPF 165OF-1.5E Web bracing required at each location shown. Required bearing widths and bearing areas 2 26- 4- 4 1066 5.50" 1.53" BC 2x4 SPF 165OF-1.5E WEB 2x4 HF STUD ® See standard details (1X01087001-001 rev/). Plating spec • ANSI/TPI - 1995 app/ when truss not supported in a hanger. UPLIFT REACTION(S) • BRG REQUIREMENTS shown are based ONLY PLATE VALUES PER ICBO RESEARCH REPORT #1607. THIS DESIGN IS THE COMPOSITE RESULT OF .Support 1 -179 lb on the truss material at each bearing Drainage must be provided to avoid ponding: MULTIPLE LOAD CASES.. Support 2 -179 lb BRG HANGER/CLIP NOTE, End verticals designed for axial loads only. IF HANGERS ARE INDICATED ON THIS DRAWING, This truss is designed using the .2 Hanger TBE* HANGER(S) TO BE ENGINEERED Extensions above or below the truss profile THEY ARE BASED ON 1.5" HANGER NAILS FOR CBC -01 Code. Support Connection(s)/Hanger(s) are (if any) require additional consideration 1 -PLY AND 3" HANGER NAILS FOR MULTI -PLY Bldg Enclosed a Yes, Importance. Factor a 1.00 not designed for horizontal loads. (by others) for horiz. loads on the bldg. GIRDERS. IF 2.5" GUN NAILS ARE USED, THE Truss Location -End Zone MAX DEFLECTION (span) • HANGERS MUST BE RE-EVALUATED (BY OTHERS). Hurricane/Ocean Line - No Ex Category e C Bldg Length 40.00 ft, Bldg Width 20.00 ft L/999 IN MEM .7-8 (LIVE) Rep Mb r Tens a a -0.15" D= -0.20" T= -0.34" ofAmerica Standard Design Responsibilities. 1VNDLING INSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES BC Dead 7.00 psf Mean roof height = 13.13 ft, mph 80 txlrirAL H PDRIFT: CR TRUSPLUS 6.0 VER T6.4.2 American -(HIB-91ndF edSnuPMARYSHEETbyTPI. The Truss Plate Instntrte(TPI)LslocatedatDXWrlooma'Madison. Wisconsin 53719. Paper Association (AFPA) is located at I I I i I ah Streal, NW. Ste 800. Washington. DC 20038. CBC Special Occupancy, Dead Load 12.6 psf - P Y. DU TC WR. / TF115. WR. CSI CBC -01 - 1-2 -3'1.60 / 4 1.25 0.35 DEFL RATIO• L/240 TC: L/24 2-3 -20171.25 / 305 1.60 0.50 3-4 -26441.25 / 398 1.60 0.58 4-5 -611.25 / 4 1.25 0.52 BSC 01z46T1O 60)% TEENS OAR` 0 CS28 8 9 8 1 34 2938 2S) 058 424(1.60)% 2340(1.25) 0.50 we "W",OUR./ TENS, M. CSI NOTE THE EXTENDED VERTICALS MUST BE SUPPORTED 1-6 - -341.25/ 84 1.60 o.oz HORIZONTALLY (FOR WIND) AT A MAX. OF 8" BELOW 2-6 2-7 3 7 -16871.25/ -701.60/ 309 1.60 939 1.25 zs4 0.44 0.29 0.55 THE TOP OR THEY MUST BE 2X4 SPF 1650F MATERIAL 3-8 -10191.25/ , -32911.251/" 1.60 150 1.60 0.1s .. , , IF NOT SUPPORTTED. . - , - .. .. .. •, , . , ♦, 4-8 / 402 1.25 0.14 - TRUSSWORKS 4-9 -2471(1.25)/ 447 1.60 0.66 attached'unless othenwlse noted. Bredng shown Is for Worst support d components members only w w reduce bding length. This component snag not be placed In any enNm re^am that will ase the moisture content of the wood to exceed 19% 5-9 .. -220(1.25)/ 711.60 0.10 - •, .,, ,-_ t 2 3 01 25 4 5 IS Q A T 6 rn LU 4-6-10 HIP -9IP:p: 0 130107/ 2 -9 82 W:508 - R:1066 U:-179 !11227 I301 Clyd 01 18 teflLS f Jat89 are 20 unless shg+n '18'(18 pDeaa •H• 6 Aa. a 20 p ) pos iGone9Jnt Det Ils ept rt e test ani corse frdrne as are I one as shoved love. hdt ble stu les to av6td rive hM rel es ors le . 7/15/05 _ WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Cust: YESTER This design Is for an Individual banding component not truss system. It has been based on specifications prorldlded by the component manufacturer WO • Drive T-16497_L00005_J 00001 ® and done In accordance with tyre anent xersions of TPI and AFPA design standards. No responsibility Is assunred for dimensional accuracy. Dimenslonsare to be whined by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that Dn r : LG s 9 #LC 15 WT: 117# TRUSSWORKS the bads 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 rod or floor sheathing and the bottom chord Is laterally Wooed by a Mold sheathing material dihealy TC Live 20.00sf p Du r Facs L-1.25 P-1.25 INC. (CA) attached'unless othenwlse noted. Bredng shown Is for Worst support d components members only w w reduce bding length. This component snag not be placed In any enNm re^am that will ase the moisture content of the wood to exceed 19% TC Dead 20.00 psf Rep Mb r Bnd Rep Mb r Comp 1.15 1.00 andlor corse connector plate corrosion. Febncete, handle, Install brace mw 'JOINT •ANsvrPl BC Live 0.00 psf 4445 Northpark Dr. and truss m accordance with DETAILS' by rresval; rvy , TCA r-wood Truss Council Rep Mb r Tens 1.00 Co7o Springs, CO 907 80 ofAmerica Standard Design Responsibilities. 1VNDLING INSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES BC Dead 7.00 psf O.C.Spacing 2- 0- 0 TRUSPLUS 6.0 VER T6.4.2 American -(HIB-91ndF edSnuPMARYSHEETbyTPI. The Truss Plate Instntrte(TPI)LslocatedatDXWrlooma'Madison. Wisconsin 53719. Paper Association (AFPA) is located at I I I i I ah Streal, NW. Ste 800. Washington. DC 20038. TOTAL 47.00 psf Design Spec CBC -01 DEFL RATIO• L/240 TC: L/24 •.r Job Name: JON & JAN ZAR Truss ID: N7 Qty: 1 BRG X -LOC REACT SIZE REQ'D 1 2- 0-10 1164 5.50" 1.67 TC 2x4 SPF 165OF-1.5E Web bracing required at each location shown. Required bearing widths and bearing areas 2 26- 4- 4 1164 5.50" 1.67" BC 2x4 SPF 1650F-1.SE WEB 2x4 HF STUD ® See standard details (1X01087001-001 rev1). Platin? ANSI/TPI 1995 apply when truss not supported in a hanger. BRG REQUIREMENTS shown are based ONLY PLATE VALUES PER ICBO RESEARCH REPORT #1607. sr - THIS DESIGN IS THE COMPOSITE RESULT OF UPLIFT RFACTION(5) Support lb on the truss material at each bearing Drainage must be provided to avoid ponding. MULTIPLE LOAD CASES. 1 -190 Support 2 -190 lb BRG HANGER/CLIP NOTE 2 Hanger TBE! End verticals designed for axial loads only. IF HANGERS ARE INDICATED ON THIS DRAWING, - This truss is designed using the •uANGER(S) TO BE ENGINEERED Extensions above or below the truss profile if any) require additional consideration THEY ARE BASED ON 1.5" HANGER NAILS FOR 1 -PLY AND 3".HANGER NAILS. FOR MULTI CBC -01 Code. Support Connection(s)/Hanger(s) are (by others) for horiz. loads bldg. -PLY IF Bld Enclosed =Yes, Importance Factor - 1.00 not designed for horizontal loads. horizontal l on the GIRDERS. 2.5" GUN NAILS ARE USED, THE Truss Location End Zone MAX DEFLECTION (span) -739 1.25 / -591 1.25 / HANGERS MUST BE RE-EVALUATED (BY OTHERS). Hurricane/Ocean Line - No Ex Categor - C p y Bldg Length 40.00 ft, Bldg Width ft L/999 IN MEM 7-8 OLIVE) 4-8 -2773(1.25)/ a - 20.00 Mean roof height 13.13 ft, 80 L- -0.21" D- -0.28' T- -0.48" CRITICAL-MElBER FORCES: atAmerica Standard Design ResPonUllflit ,}WNDLINGINSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES' - - mph' CBC Special Occupancy, Dead Load - 12.6 psf TC. COMP. DUR. / TENS. WR. CSI 1-2 3 1.25 / 5 1.253 0.37 0.74 {HIB-91)andHIB-91 SUMMARY SHEEr by TPl. The Truss plate lnsmute(TPI)is located at DVWrlo Drive. Madison, WLSmrWn 53719. Une Ammon FOresl and Paper Association(AFPA) Is loratm at 111119th Street, NW, Ste 800, Washington, DC 20039. 5-9 2-3 -2915 1.25 / 435(1.60) 0.33 68 1.60 0.10 • _ ' 3-4 -3047 1.25 / 453 1.60 0.59 4-5 -6 1.25 / 4 1.25 0.51 DEFL RATIO: - 1 5 cap, wR. / TENS. DOR. % NOTE • THE EXTENDED VERTICALS MUST BE SUPPORTED 7-e ' -cu 1.66002j% 3588001}1.25 00.66 HORIZONTALLY (FOR WIND) AT A MAX. OF 8" BELOW 8-9 -459 1.60y/ 262711.251 0.55 THE TOP OR THEY MUST BE 2X4 SPF 165OF MATERIAL W8 COW, DOR. / TENS. OUR. CSI IF NOT SUPPORTTED. 1-6 -147 1.25 / 76 1.60 0.05 TR USSWORKS 2,6 -2552 1.25 / 448 1.60 0.83 ' 2-7 -24 1.60 / 691 1.25 0.24 moisture content of the wood to exam 19% andror cause connector plate corrosion. Fabricate. handle. Install breco this truss In 'JOINT 3-7 3-8 -739 1.25 / -591 1.25 / 206 1.60 166 1.60 0.40 0.32' .• - •. - 4-8 -2773(1.25)/ $59 1.25 0.19 atAmerica Standard Design ResPonUllflit ,}WNDLINGINSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES' 4-9 O.C.Spacing 485 1.60 0.74 {HIB-91)andHIB-91 SUMMARY SHEEr by TPl. The Truss plate lnsmute(TPI)is located at DVWrlo Drive. Madison, WLSmrWn 53719. Une Ammon FOresl and Paper Association(AFPA) Is loratm at 111119th Street, NW, Ste 800, Washington, DC 20039. 5-9 -221 1.25 / 68 1.60 0.10 • _ ' TOTAL 47.00 psf DEFL RATIO: L/240 TC' L/24 1 2 3 4 o 25 5 46_1p 3 47 55 310 T 4-6-10 SHIP 12-7 2-9 J 4_7 3-4 5-5 3-10 B1 W:508 B2 R:1164 W:508 LIA 90 R:1164 1-9-14 U:7190 STUB 6 7 8 g ruSwal terns Plates re 20 unless sggwn bY'111",( ga 1 "qh6 a.) or' AX MX 20 ) Do5i,, A per Joint petafW Re IrdaO tes an0 false me rates are oslUoneQas showrf aUOve. Shill 861e stud les to avoid o erla wfOl Swctural Tastes ori le). 7/15/05 - A Read all notes on this sheet and give a copy of it to the Erecting Contractor. _ Cust: YESTER ® This design Is for an individual building component not cuss system. It has been based on specifications Provided by the component manufacturer W0: Dri ve_T_b6497_L0000 S_* 00001 and done in accordancurrent versions wRh the curreversions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensionsare to be vaMed by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that Dsg n r : LIS #LC o 15 WT.: 126# TR USSWORKS he bads udihed 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 mot or floor sheathing and me bodwn chord Is latoraly braced by a rigid sheathing material directly TIC Live 20.00 P psf Du r Facs L-1.25 P-1.25 ®INC. (CA) attachod• unless oftIse noted. Bracing snow^ Is for lateral suppoll of components members only to reduce buciding lonlpn. This component shy net be placed In any onAronment that will cause the TIC Dead 20.00 psf Rep Mb r Bind1.1S Rep ' moisture content of the wood to exam 19% andror cause connector plate corrosion. Fabricate. handle. Install breco this truss In 'JOINT BC Live 0.00 psf Mb r Comp 1.00 4445 Northpark Dr. am accordance with DETAILS'by TruswaI.'ANSVTPI I'• WTCA r•Wood Truss Council. Rep Mbr Tens 1.00 o 80 ColSprings, CO 907 atAmerica Standard Design ResPonUllflit ,}WNDLINGINSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES' BC Dead 7.00 psf O.C.Spacing 2- 0- 0 TRUS PLUS 6.0 VER: T6.4.2 {HIB-91)andHIB-91 SUMMARY SHEEr by TPl. The Truss plate lnsmute(TPI)is located at DVWrlo Drive. Madison, WLSmrWn 53719. Une Ammon FOresl and Paper Association(AFPA) Is loratm at 111119th Street, NW, Ste 800, Washington, DC 20039. Design Spec CBC -01 TOTAL 47.00 psf DEFL RATIO: L/240 TC' L/24 Job Name: JON & JAN ZAR BRG X -LOC REACT SIZE REQ'D TC 2x4 SPF 165OF-15E 1 2- 0-10 584 5.50" 1.50" BC 2x4 SPF 1650F-I:SE* 2 14- 0- 4 568 1.50" 1.50" WEB 2x4 HF STUD BRG REQUIREMENTS shown are based ONLY Lumber shear allowables are per NDS. on the truss material at each bearing PLATE VALUES PER ICBO RESEARCH REPORT #1607 BRG HANGER/CLIP NOTE Drainage must be provided to avoid ponding. 2 Hanger TBE End verticals designed for axial loads only RANGER(S) TO BE ENGINEERED Extensions above or below the truss profile Support Connection(s)/Hanger(s) are if any) require additional consideration not designed for horizontal loads. (by others) for horiz. loads on the bldg. MAX DEFLECTION (span) L/999 IN MEM 4-S (LIVE) L- -0.04" D. -0.05" T= -0.09" CRITICAL MEMBER FORCES:TC COMP (((_ 33 1-2 1(010.25)/ TENS 1-2 0.70 616 1-2 2 1.25 / 6 1.25 0.66 BC COMP. WR. / TF115. WR. CSI Truss ID: N8 Plating sppec • ANSI/TPI - 1995 THIS DESICdI 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 RANGERS MUST BE RE-EVALUATED (BY OTHERS). 5-6 -240(1:25)% 21.60) 0.33 NOTE : THE EXTENDED VERTICALS MUST BE SUPPORTED HORIZONTALLY (FOR WIND) AT A MAX. OF 8" BELOW wB mom. out. / TENS. DUR. CSI THE TOP OR THEY MUST BE 2X4 SPF 165OF MATERIAL 1-a -l09 1.25 / 60 1.60 o.04 IF NOT SUPPORTTED. 2-4 -1130 1.25 / 269 1.60 0.62 2-5 -341 1.25 / 178 1.60 0.08 - 3-5 -116 1.60 / 832 1.25 0.29 3-6 -541 1.25 / 124 1.60 0.22 Vit' - .. _ .. r . , • • .... - :. . y .. . .. . - i 1 2 3 0.25 2 -7 J 3-4 B1 W:508 (R :584 1-9-i$ 113 STUB 5 9 UPLIFT REACTION(S) • Support 1 -113 lb Support 2 -110 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 a 40.00 ft, Bldg Width = 20.00 ft Mean roof height a 13.00 ft, mph o 80 CBC Special Occupancy, Dead Load - 12.6 psf SHIP 2 B2 WAN R:568 12-6U-0 110 STUB q CIO Uj I ) d p 6/3107 ) s FBF CA1-1FG N \@` ' ru I terns ter re 20 a. unless sh"n by'18'(18 .1 'HY18 a. 'MX' MX 20 ga ), pasdioned per Joint D tails Rept. irc e tes an a rarne ates are (Lone as VMS hit 3bPlstud ter to avad ovens J9 sWctural utas ors le . 7/15/05 R Read all notes on this sheet and give a copy of it to the Erecting Contractor. Cust: YESTER This design Is for an Individual building component not Inas system. It has been Oared on specifications provided try the component manufacturer W0: D ri ve_T-b6497_L00005_J 00001 and done in accordance with the current versions of TPI and AFPA design dardard& No responsibility is assumed for dimensional accuracy. Oimensionsare to be verified by the component manufacturer and/or bulling designer prior to fabrication. The building designer must ascertain that Dsg n r : LG #LC = 15 - WT: 66# TR USSWORKS the loads ut9exceed the imd on this design meet or eeed loading Imposed by the local wilding code and the genicular application;. The design assumes hatthe lop `hard IS laterally braced by the roof or floor sheathing and the bottom chord w laterally braced by a rigid sheathing material directly TC Live 20.00 psf Dur Fac s L=1.25 P=1.2 S ® INC. (CA) attached, unless otherwise noted. Bracing shown Is for lateral support of components members only to reduce budding length. This component shall not be placed In any environment that will pause the moisture content of the wood to exceed 19% and/or cause connector plate mnoswo. TC Dead 20.00 psf Re Mb r Bnd P Rep Mb r Comp 1.15 1.00 44Q5 ' Nort; hpa rk Dr. Fabricate, handle, Install this truss ^rece this ao"da"°a "ren 'JOINT oETnits• by Tnuwal• vwlrtburet sPl r, ret r -wood Truss Council BC Live 0.00 psf Rep Mb r Tens 1.00 Colo Springs, CO 80907 of America Standard Design Responsibilities, HANDLING INSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES' BC Dead 7.00. psf O.C.Spacing 2- 0- 0 TRUSPLUS 6.0 VER: T6.4.2 4HIB-91) and HIB -91 SUMMARY SHEET by TPI. The Truss Plate Institute (TPI) Is located at D'Onofrb Drive, Madison. Wisconsin 63718. _ American Forest and Paper Association (AFPA)isloc8tedat//11191hStreet. NW, Ste 800,Washington. DC20038. TOTAL 47.00 psf Design Spec CBC -01 DEFL RATIO: L/240 TC: L/24 Job Name: JON & JAN ZAR BRG . X -LOC REACT SIZE REQ'D TC 2x4 SPF 165OF-1.5E 1' 3- 9-10 108 3.50" 1.50" BC 2x4 SPF 1650F -1.5E 2 5- 9- 6 637 3.50" 1.50"WEB 2x4 HF STUD 3 11- 0- 0 258 3.50" 1.50" Lumber shear allowables are per NDS. 4 12- 6- 8 37 3.50" 1.50" PLATE VALUES PER ICBO RESEARCH REPORT #1607. 5 13-11- 4 258 3.50" 1.50" Mark all interior bearin locations. BRG REQUIREMENTS shown are based ONLY Install interiorsupport s) before erection. on the truss material at each bearing Drainage must be provide to avoid ponding. MAX DEFLECTION (span) 0.09 L/999 IN MEM 6-0 (LIVE) . 4-7 L- -0.04" D- -0.06" T- -0.10" 5711.601 MAX DEFLECTION (cant) • - ` L/387 IN MEM S-0 OLIVE) Rep Mb r Brill Rep Mb r Comp L= -0.06" D= -0.08' T- -0.14" 4445 Northpark Dr. CRITICAL MEMBER FORCES: BC Live 0.00 psf TC COMP. WR. / TENS. WR. csI - 1-2 -2 1.25 / 4 1.25 0.29 0.25 2-3 -93 1.60 / 310 1.25 0.33 3-4 '-4 1.25 / 2 1.25 0.27 ' BC IIP.(WR. / TENS.(WR.) CSI TRUSPLUS 6.0 VER: T6.4.2 5-6 -224(1.603/ S7 (1.603 0.46 6-7 -13(1.60 / 39(1.25 0.46 WB - TOTAL 47.00 psf Truss ID: N9 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.S" 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 an require additional consideration (by others) for horiz. loads on the bldg. 1-s COMP. WR. / -91 1.2s / TENS. OUR. s71.60 CSI 0.03 NOTE . THE EXTENDED VERTICALS MUST BE SUPPORTED 2-s -110 1.60 / la1.60 0.03 HORIZONTALLY (FOR WIND) AT A MAX. OF 8" BELOW 3 6 -SOS 1.25 % 1611.6600 00:37 - THE TOP OR THEY MUST BE. 2X4 SPF 165OF MATERIAL 3-7 -269 1.25 / 941.60 0.09 IF NOT $UPPDRTTED. . 4-7 ' -115 1.25 / ,' 5711.601 0.05 ` TC Dead 20.00 psf Rep Mb r Brill Rep Mb r Comp 1.15 1.00 4445 Northpark Dr. 1 2 3 4 BC Live 0.00 psf Rep Mbr Tens 1.00 Colo 5pr7ngs, CO 80907 0.25 1 UPLIFT REACTION(S) Support 1 -2 lb S9 lb Support 2 ort 3 -122 lb Support 4 -108 lb Support S -76 lb This truss is designed using the CBC -01 Code. Bldg Enclosed - Yes, Importance Factor = 1.00. Truss Location a End Zone Hurricane/Ocean Line = No Ex Category e C Bldg Length a 40.00 ft, Bldg Width a 20.00 ft Mean roof height - 13.00 ft, mph. 80 CBC Special Occupancy, Dead Load = 12.6 psf GO 1-9-14 I 123212-" # RL. STUB I5 6 7 STUB f(+ OVER SUPPORT AS SHOWN e OF ES I /( . oa v, 2? Exp: Y CtrGvD l Systems %esge 20 pa unless sh8wn by'18"g aga.) "H'(16, a.1 or TAX' MX 20 0a) .V'Dngd pgr Joint Details epi. I e teS and false Erle rates are post oneo as shOWfla ove. h Able SM Res to avoid buena w4 rel later or s le 7/15/05 WARNING Read afl notes on this sheet and give a copy of it to the Erecting Contractor. Cust: PESTER This design Is for an tndwldual building component not hiss system. n has been based on spedtications p nilded by the component manufacturer WO • Dri ve_T-16497_L00005_100001 and done In eaordanm with the current vabione of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Olmenslonsare to be w rived by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that Ds n r : LG 9 #LC = 17 WT 68# TRUSSWORKS the loam utilized on this design meet or exceed the loaning Imposed by the local building code and the padiarlar application. The design assumes that the top chord Is laterally braced by the mot or floor sheathing and the bottom chord Is laterally braced by a rigid sheathing material directly TC Live 20.00 psf Du rFac s L-1.25 P=1.25 INC. (G4) attached. unless otherwise noted. Bracing shown Is for lateral support of components members only to reduce budding length. This component shan not ch ply In any enHmnment !nal will cause the moisture cadent of the wood to exceed 19% andlor cause connector plate corrosion. TC Dead 20.00 psf Rep Mb r Brill Rep Mb r Comp 1.15 1.00 4445 Northpark Dr. Fabilwte.handle. lastanmtn ardbracethistrussInaccordancewith'JOINTDETAILSbyTnal,'ANSPlt,Wlra1•-WoodTr=Council BC Live 0.00 psf Rep Mbr Tens 1.00 Colo 5pr7ngs, CO 80907 of America Standard Design Responsibillow, HANDLING INSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES BC Dead 7.00 psf O.C.Spacing 2- 0- 0 TRUSPLUS 6.0 VER: T6.4.2 4HIB-91) and "IB -91 SUMMARY SHEET by TPI. The Truss Plate Institute VPQIs located at D'onotdo oche• Madison. Wisconsin 53719. 1The American Forest and Paper Association (AFPA)islocated at1111t9thStreet. NW, Ste 800.Washington. DC20036. - TOTAL 47.00 psf Design Spec CBC -01 DEFL RATIO• L/240 TC: L 24 Job Name: JON & JAN ZAR Truss ID: 01 Qty: 1 BRG X -LOC REACT SIZE REQ'D TC 2x4 SPF 165OF-1.5E Plating spec • ANSI/TPI - 1995 UPLIFT REACTION(S) 1 5- 8-13 337 5.50" .1.50" BC 2x4 SPF 1650F-1.SE THIS DESIGN IS THE COMPOSITE RESULT OF Support 1 -86 lb 2 14- 4- 8 '337 S.50" 1.50" ' WEB 2x4 HF STUD MULTIPLE LOAD CASES. Support 2 -86 lb BRG REQUIREMENTS shown are'based ONLY PLATE VALUES PER ICBG RESEARCH REPORT #1607: IF HANGERS ARE INDICATED ON THIS DRAWING,. This truss is designed using the on the truss material at each bearing Drainage must be provided to avoid ponding. THEY ARE BASED ON 1.5" HANGER NAILS FOR CBC -01 Code. = BRG HANGER/CLIP NOTE End verticals designed for axial loads only. 1 -PLY AND 3" HANGER NAILS FOR MULTI -PLY Bldg Enclosed = Yes, Importance Factor 1.00 ' 2 Hangyer TBE' Extensions above or below the truss profile GIRDERS. IF 2.S" GUN NAILS ARE USED, THE Truss Location = End Zone 'HANGER(S) TO BE ENGINEERED Support Connection(s)/Hanger(s) are (if any) require additional consideration HANGERS MUST BE RE-EVALUATED (BY OTHERS). Hurricane/Ocean Line = No Exp Category = C 40.00 ft Bldg Width 20.00 ft not designed for horizontal loads. (by others) for horiz. loads on the bldg. 1.15 Bldg Length = = Mean roof height = 13.61 ft, mph = MAX DEFLECTION (span) • BC Live 0.00 psf .80 CBC Special Occupancy, Dead Load = 12.6 psf L/999 IN MEM 4-5 OLIVE) 44 S Northpark Dr. Fabricate,handle, install and brace this cuss In accordance with 'JOINT DETAILS'by Truswal,'ANSOTPI I', WTCA r -Wood Truss Council BC Dead L= -0.02" D= -0.02' T= -0.04" Rep Mbr Tens 1.00 - CRrrICAL KEM(ER FORCES: psf O.C.Spacing 11 (_ 33 1-2 389 1.25 / 95 1.66 0.36 2T3 P3(11.253/ TEN52f1.G0) 036 TRUSPLUS 6.0 VER: T6.4.2 {HIB-81)and H18-91 SUMMARY SHEET by TPI. The Truss Plate institute (TPl)is low atD'OmIM Odwe, Madison, Wisconsin 53719. AmedcanForestandPaperAssodatlon(AFPA)Islocatedat111119th Street, NK Ste 809,Wasnbgton,DC20036. ` lS. es . --1100 1 o / TF3994(1U25) 0.13 NOTE : THE EXTENDED VERTICALS MUST BE SUPPORTED WB COMP.(WR. / TENS. ((DOR. CSI HORIZONTALLY (FOR WIND) AT A MAX. OF 8" BELOW 1-4-z971.zsJ/ 109(1.603 0.11 THE TOP OR THEY MUST BE 2X4 SPF 1650F MATERIAL 1.60552/ 403((((1.253)) 0.1a IF NOTSUPPORTTED. 2-5 -40 1.25 / 83 1.60 0.02 2-6 -520 1.25 / 146 1.60 0.13 3-6 7 1.60 / 66 1.60 0.02 - 1 2 0.25 3 4310 SHIP 2 9 81 B2 W:508 W:508 R:337 RR:3337 5-6-Y-86 9-1-3 1 21-4-4 8 STUB 4 5 8 STUB gas p a na hgwn w 9 n ) ( p poS pe 8}y ClurdeC 113tes and false meD fates alre 6 iuonedas sh iwrtfatSbve•5hma' b?,;M tes tto av 0pd overlatl w Ul 5Yuctural Iotas Rol sk le . ` / /15/05 /4R Read alinotes on this sheet and give a copy of it to the Erecting Contractor. Cust: YESTER This design Is for an IndMdual Wilding component not truss system. It has been based on spedlicmlons provided by the component manufacturer W0: D ri ve_T_b6497_L00005_J 00001 ' and done In accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Ds n r : LG #LC 15 WT • $4# Dlmensionsare to be vedfled by the component manufacturer andlor building designer prior to fabrication. The buaNrg designer must asrsnain (hat 9 a TC Live 20.00 psf Du r Facs L-1.25 P=1.2 S the bads utilized on this design meat or exceed the loading Imposed by the local building code and the particular application The design assumes TR USSWORKS that the top chord is laterally braced by the mot or floor sheathing and the bottom chord is laterally braced by a rigid shesihI g material directly Bracing is for lateral to bung Innglh. This TC Dead 10.00 psf Rep Mb r Bnd 1.15 ® INC. (CA) attached, unless otherwise noted. shown supportcki of components members only reduce component shall net qe paced In any emdmnment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. BC Live 0.00 psf Rep Mb r Comp 1.00 44 S Northpark Dr. Fabricate,handle, install and brace this cuss In accordance with 'JOINT DETAILS'by Truswal,'ANSOTPI I', WTCA r -Wood Truss Council BC Dead 7.00 Rep Mbr Tens 1.00 Co 10 Springs, CO 80907 °1 ricaStandard Design ResponsiblINI , IUWDLINGINSTALLING AND BRACINGMETAL PLATE CONNECTED WOOD TRUSSES' psf O.C.Spacing 2- 0- 0 TRUSPLUS 6.0 VER: T6.4.2 {HIB-81)and H18-91 SUMMARY SHEET by TPI. The Truss Plate institute (TPl)is low atD'OmIM Odwe, Madison, Wisconsin 53719. AmedcanForestandPaperAssodatlon(AFPA)Islocatedat111119th Street, NK Ste 809,Wasnbgton,DC20036. TOTAL 37.00 psf Design Spec CBC -01 DEFL RATIO: L 240 TC L 24 Job Name: JON & JAN ZAR Truss ID: 010 - Qty: 1 BRG X -LOC REACT SIZE REQ'D TC 2x4 SPF 165OF-1.5E Web bracing regired at each location shown. - UPLIFT REACTION(S) 1 0- 2-12 941 5.50" 1.50" BC 2x4 SPF 165OF-1.5E ® See standard details (7X01087001-001 rev1). Support 1 -162 lb 2 30- 5- 2 2612 5.50" 3.37" WES 2x4 HF STUD Plating Spec • ANSI/TPI - 1995 Support 2 -449 lb 3 35- 8-12 153 5.50" 1.50" PLATE VALUES PER ICBO RESEARCH REPORT 51607. THIS DESIGN IS THE COMPOSITE RESULT OF Support 3 -1001 lb BRG REQUIREMENTS shown are based ONLY Mark all interior bearingy locations. MULTIPLE LOAD CASES. This truss is designed using the on the truss material at each bearing Install interior supports) before erection. IF HANGERS ARE INDICATED ON THIS DRAWING, CBC -01 Code. MAX DEFLECTION (span) ` Drainage be providedd to avoid ponding. THEY ARE BASED ON 1.5" HANGER NAILS FOR Bldg Enclosed = Yes, Importance Factor 1.00 L/999 IN MEM 9-10 (LIVE) _must End verticals designed for axial loads only. 1 -PLY AND 3" HANGER NAILS,FOR MULTI -PLY Truss Location - End Zone L- -0.28" D= -0.24" T= -0.52" Extensions above or below the truss profile GIRDERS. IF 2.5" GUN NAILS ARE USED, THE Hurricane/Ocean Line - No Exp. Category = C CRR ICAL MFJlBER FORCES: TC OIIKP. WR. / TENS. DUR. CSI (1f an) require additional consideration HANGERS MUST BE RE-EVALUATED (BY OTHERS). Due high this truss Bldg Length - 40.00 ft Bidg Width = 20.00 ft Mean roc height = 13.'13 ft, mph 80 1-z -3 1.25 / a l.zs o.z9 2-3 -2524 1.x5 / 4os 1L 0.34 ase 1.60 0.33 (by others) for horiz. loads on the bldg. to uplift reaction, requires sppecial connection details CBC Special Occupancy, Dead Load = 12.6 psf 3-4 -2793 1.25 / 4-5 -1318 1.25 / 193 1.60 0.32 CBC -til (designed by others) to secure truss to a rigidly anchored support. The American Fare% and Paper Association (AFPA) Is local at IIII Iglh Street, NW. Ste 800,Washington. DC 20036. 5-6 .-415 1.60 / 2361 1.25 0.81 6-7 -4 1.25 / 3 1.25 0.46 DEFL RATIO: L/240 TC: L/244 BC COMV. OUR. / TENS. OUR. CSI OS - 8-9 -ala 1.60 / 2262 1.25 9-10 -543 1.60 / 2996 1.25 0.53 10-11 -428 1.60 / 2334 1.25 0.43 ll -12 -122 1.60 / 561 1.25 0.30 12-13 -2249 1.25 / 388 1.60 0.27 WB 1-a COMP. OUR. / -149 l.zs / TENS. 59 OUR. 1.60 CSI 0.05 NOTE • THE EXTENDED VERTICALS MUST BE SUPPORTED z -e -2382 l.zs / 434 1.60 This design Is nor an Indivldual building component not inns system. R has been based on specifications pmvldrxh by the component manufacturer HORIZONTALLY (FOR WIND) AT A MAX. OF 8" BELOW 2-9 -3-9 / -517 1.25 / 400 1511.60 1.25 0.14 0.14 0.31 THE TOP OR THEY MUST BE 2X4 SPF 1650E MATERIAL 3-10 -267 1.25 / 112 1.60 0.07 IF, NOT. SUPPORTTED., '. '• 4-10' 4-31 -33 1.60 / -1185 1.25 / 527 273 1.25 1.60 0.18 .` ` 0.48 ` • •. - -• - 5-31 5-12 -94 1.fi0 / -3084 1.25 / .1030 567 1.25 1.60 0.36 0:99 Fabricate. haeme• Install and brace this toss to accordance with 'JOINT DETAILS' by Tmswah, ANSUTPI 1', WTCA r -Wood Truss council 6-12 -1497 1.25 / 332 1.60 0.31 BC Dead 7.DD psf 6-73 7-13 -426 1.60 / -13611: 136 1.25 / 2474 68 1.25 1.60 0.86 0.07 Design Spec 4- -0 21-0 B1 W:508 R:941 R:2612 U:-162 U:-449 35-11-8 r8 9 10 11 12 13 1 2 3 4 5 6 7 Or• 25- 1 2-8-15 4 SHIP E13 W :508 R:153 U:-1001 ' ' TruSwdl gvsterr>s platesre 20 ra unless shgvm '18'(18 pa.I.'H'(18 a. 'MX' 20 S,.),r lanOf1@ih per J01nt Details eprlrL Circled (Stas and false me rot es areibone as shavrfallffoovve. SShili bQe stuU hes to civ td ova col SWcEZ rates or sta le . 7/15/05 ARN N Read all notes on this sheet and give a copy of it to the Erecting Contractor. Cust: YESTER This design Is nor an Indivldual building component not inns system. R has been based on specifications pmvldrxh by the component manufacturer W0: Dri ve_TJ76497_L00005_300001 ® and done In accordance with the current versions of TPI and AFPA design standards. NO responsibility Lig assumed for dimensional accuracy. Ds n r : LG 9 #LC = 17 WT: 183# DimenslonsmveMcomponent and/ora to be ied by the compt manufactureand/or building designer prior to fabdcatlon. The building designer must ascertain that TC Live 20.00 psf Dur Fac s L=1.25 P-1.25 TR USSWORKS the loads utilized on this design most or exceed the loading unposed by the Loral building code and the pantalar application. The design assumes that the top dhord is laterally breoad by the roof or floor sheathing and the bottom chord is patently braced by a rigid sheathing material direaNRe attached. unless otherwise rated.. Bracing shown u for lateral support of components membere only to reduce buckling length. This CMnPorem TC Dead 10.00 psf P Mb r Bnd 1.15 INC. (CA) "I not be placed In errAronnrent that will cause the nolshureexceedaof content of the Mood to exceed 19% ancause connector plate conuslon. Rep Mb r Comp 1.00 Fabricate. haeme• Install and brace this toss to accordance with 'JOINT DETAILS' by Tmswah, ANSUTPI 1', WTCA r -Wood Truss council BC Live 0.00 psf Rep Mbr Tens 1.00 4445 Northpark Dr. COLO Springs, CO 80907 HA of America Standard DesignResponsibBltIM NDLING INSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES' BC Dead 7.DD psf O.C.Spacing' 2- 0- 0 4HIB-91) and HIB -e1 SUMMARY SHEET by TPI. The Truss Plate Institute (TPI) Is located st DDDR Drive, Madison, Wien 63719. Design Spec CBC -til TRUSPLUS 6.0 VER: T6.4.2 The American Fare% and Paper Association (AFPA) Is local at IIII Iglh Street, NW. Ste 800,Washington. DC 20036. ITOTAL 37.00 psf DEFL RATIO: L/240 TC: L/244 6-7 -546 1.60 / 3081 1.25 0.86 Job Name: JON & JAN ZAR Truss ID: 011 Qty: 1 B-9 9-10 BRG X -LOC REACT SIZE REQ'D TC 2x4 SPF 1650F -1.5E Web bracing required at each location shown. UPLIFT REACTION(S) - . -557 1.60 / 1 0-.2-12 1027 5.50 1.50 BC 2x4 SPF 165OF-1.5E ® See standard details (1X01087001-001 rev1). Support 1 -177 lb 1504 1.25 0.30 2 33- 6- 1 4848 5.50" 5.50" WEB 2x4 HF STUD Plating spec • ANSI/TPI - 1995 Support 2, -834 lb Support 3 lb TRUSSWORKS 3 35- 8-12 553 5.50" 1.50" BRG REINFORCEMENT: 2x4 SPF 1650F -1.5E 14-7 SCAB 2x4 SPF 165OF-1.SE THIS DESIGN IS THE COMPOSITE RESULT OF MULTIPLE LOAD CASES. -3270 This truss is designed using the We 1-8 BRG TYPE FACES NAILS LENGTH ,ONLY PLATE VALUES PER ICBG RESEARCH REPORT 01607. IF HANGERS ARE INDICATED ON THIS DRAWING, CBC -01 Code. -2663 1.25 / REQUIRFSIEHT5lshown Mark all interior bpeaprin locations. THEY ARE BASED ON 1.5" HANGER NAILS FOR Bldg Enclosed =Yes, Importance Factor 1.00 506 1.25 0.173-9 184 1.60 0.44 ed ONLY BRG cilia based Install interior ort s) before 1 -PLY AND 3" HANGER NAILS FOR MULTI -PLY Truss Location - End Zone psf on the truss material at each bearing DEFLECTION Prection. eu Drainage must be rovide to avoid ending. GIRDERS. IF 2.5" GUN NAILS ARE USED, THE Hurricane/Ocean Line a No Exp Category - C 5-11 MAX (span) L/999 IN MEM 10-11 (LIVE) End verticals designed for axial loads only.. HANGERS MUST BE RE-EVALUATED (BY OTHERS). Bldg Length - 40.00 ft Bldg Width a 20.00 ft Mean height 13.13 ft, 80 -2172 1.25 / -139 1.60 / -2418 1.25 / L. -0.36" D= -0.30" T- -0.66" Extensions above or below the truss profile if an) require additional consideration (( y erg. Block Reinforcing (cross -hatched area) attached to required face(s) of the truss roof - mph CBC Special Occupancy, Dead Load T 12.6 psf Bll 1.60 0.94 CRITICAL MEMBER FORCES: TC' DUMP .IIIUR* / TENS. WR. CSI (by others) for horiz. loads on the bldg. at the noted support(s). Attach each block 3244 1.25 0.48 1-25 / 4 1.21 0.29 Due to high uplift reaction, this truss• with 10d collmlon nails as indicated evenly 2-3 -28601. /46z .600.35 3-4 -34111.21 / s6o 10.36 requiresspecial connection details gy sppaced and staggered throughout, per NDS. 4r5 -21891.25 / 341 1.60 0.3o -991.60 / 503 1.25 0.47 (designed others) to secure truss to a ri idl anchored su ort.5-6 g Y pp Block(s) must not support any tie-in loads. 6-7 -546 1.60 / 3081 1.25 0.86 4- -0TT 210 3 B1 W:508 R:1027 U:-177 Y 2 3 NOTE : THE EXTENDED VERTICALS MUST BE SUPPORTED HORIZONTALLY (FOR WIND) AT A MAX. OF 8" BELOW THE TOP OR THEY MUST BE 2X4 SPF 1650F MATERIAL IF NOT SUPPORTTED. -4 5 6 01 25 7 QPoF ssro ti \,\ \ T• U.; d t Id7 49-0 SHIP n OF C B3 W:508 R:4848 R:553 U:-834 U:3270 35-11-8 t8 9 10 11 12 13 141 20 BC COMP. DUR. / TENS. WR. CSI Cust: YESTER B-9 9-10 -458 1.60 / -630 1.60 / 2530 1.25 0.49 3526 1.25 0.61 WO' Dri ve_T-16497_L00005_J 00001 10-31 . -557 1.60 / 3091 1.25 0.55 Ds n r - LG #LC = 17 WT • 187# 11-32 -277 1.60 / 1504 1.25 0.30 9 12-13 -3081 1.25 / 167 1.60 0.18 TRUSSWORKS 13-14 0 1.25 / 2 1.60 0.17 attached. unless otherwise noted. Bracing sfhown Is for lateral support d oomplrents members only to reduce bidding length. This component We 1-8 amp,OUR. / -150 1.25 / TENS. Dull. CSI 59 1.60 0.05 - • .• ® INC. (CA) 2-8 -2663 1.25 / 482 1.60 0.99 2-9 -4 1.60 / -727 1.25 / 506 1.25 0.173-9 184 1.60 0.44 ' 3-10 -151 1.25 / 92 1.60 0.04 psf 4-30 4-11 -1 1.60 / -1053 1.25 / 380 1.25 0.13 247 1.60 0.43 {HIB -91) and HIB -81 SUMMARY SHEET by TPI. The Truss Plate Institute (rPQ is located at D'Onofdo Drive. Madison, Wisconsin 53718. 5-11 -91 1.60 / 930 1.25 0.32 i 5-12 6-12 6-13 -2172 1.25 / -139 1.60 / -2418 1.25 / 413 1.60 0.64 1153 1.25 0.40 455 1.60 0.99 7-]3 -4582 1.25 / Bll 1.60 0.94 7- A -538 1.60 / 3244 1.25 0.48 4- -0TT 210 3 B1 W:508 R:1027 U:-177 Y 2 3 NOTE : THE EXTENDED VERTICALS MUST BE SUPPORTED HORIZONTALLY (FOR WIND) AT A MAX. OF 8" BELOW THE TOP OR THEY MUST BE 2X4 SPF 1650F MATERIAL IF NOT SUPPORTTED. -4 5 6 01 25 7 QPoF ssro ti \,\ \ T• U.; d t Id7 49-0 SHIP n OF C B3 W:508 R:4848 R:553 U:-834 U:3270 35-11-8 t8 9 10 11 12 13 141 20 WAKIVINURead all notes on this sheet and give a copy of it to the Erecting Contractor. Cust: YESTER This design is for an IrdW ual bulking component not thus system. It has been based on specifications provided by the component manufacturer WO' Dri ve_T-16497_L00005_J 00001 and done In aomrdance with the arrant Versions of TPI and AFPA design standards. No responsibility Is assumed for dimensional accuracy. Ds n r - LG #LC = 17 WT • 187# Dimenslonsare to be verilled by the component manufacturer and/or bulking designer pier to fabrication. The bulking designer must ascertain that 9 TC Live 20.00 psf Du r Facs L-1.25 P=1.25 TRUSSWORKS the bads utilized on this design meet or atrCeed the loading Imposed by the local bulking code and the partkidar application. The design assumes that the top chord Is laterally braced by the rod or floor sheathing and the bottom chord Is laterally booed by a rigid sheathing material ectly attached. unless otherwise noted. Bracing sfhown Is for lateral support d oomplrents members only to reduce bidding length. This component TC Dead 10.00 psf Re Mbr Bnd 1.15 p ® INC. (CA) shall not be paced In any emtronmam that will cause the moisture cement Of the wood to exceed 19% and/or cause connector pate corrosion. Rep Mbr Comp 1.00 444S Northpark Dr. Fabricate, handle. Install and brace this tn,ss an accordance with 'JOINT DETAILS' byTmswat, ANSVTPI 1, WTCA V -Wood Truss Council AedStandard Design BC Live 0.00 psf BC Dead 7.00 Rep Mbr Tens. 1.00 Colo Springs, CO BO9O7dmce Responsibilities. WANDLING INSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES' psf O.C.Spacing 2- 0- O {HIB -91) and HIB -81 SUMMARY SHEET by TPI. The Truss Plate Institute (rPQ is located at D'Onofdo Drive. Madison, Wisconsin 53718. Design Spec CBC -01 TRUSPLUS 6.0 VER: T6.4.2 TheAmericmForest and Paper Association (AFPA)Islocated atI1111em Street, NW, Ste 800,Westhbgion,DC20036. TOTAL 37.00 psf DEFL RATIO• L/240 TC: L/24 Job Name: JON & JAN ZAR Truss ID: 02 Qty: 1 BRG X -LOC" REACT SIZE REQ'D TC 2x4 SPF 1650F -1.5E Plating spec • ANSI/TPI - 1995 UPLIFT REACrION(S)': 1 4- S- 3- 339 5.50" 1.50 BC 2x4 SPF 1650F -1.5E THIS DESIGN IS THE COMPOSITE RESULT OF Support 1 -86 lb 2 13- 1- 9 339 5.50" 1.50" WEB 2x4 HF STUD MULTIPLE LOAD CASES. - Support 2 -86 lb - BRG REQUIREMENTS shown are based ONLY PLATE VALUES PER ICBG RESEARCH REPORT #1607. IF HANGERS ARE INDICATED ON THIS DRAWING, This truss is designed using the on the truss material at each bearing Drainage must be provided to avoid ponding. THEY ARE BASED ON 1.5" HANGER NAILS FOR CBC -01 Code. '= BRG HANGER/CLIP NOTE - End verticals designed for axial loads only. 1 -PLY AND 3" HANGER NAILS FOR MULTI -PLY Bldg Enclosed a Yes, Importance Factor 1.00 2 -Hanger TBE' •HANGER(S) Extensions above or below the truss profile GIRDERS. IF 2.5" GUN NAILS ARE USED, THE Truss Location - End Zone Hurricane/Ocean Line No Ex Category = C TO BE ENGINEERED- Support Connection(s)/Hanger(s) are (Tf an require.additional consideration loads bldg. HANGERS MUST BE RE-EVALUATED (BY OTHERS). a Bldg Length = 40.00 ft, Bidg Width - 20.00 ft not designed for horizontal loads. (by others) for horiz. on the 0.00 Mean roof height a 12.99 ft, mph - 80 MAX DEFLECTION (span) Fabricate, handle. Install and brace this truss In accordance with 'JOINT DETAILS' byTruwat,nNSVIPI1'.WTrnr-Woodrmssramm CBC Special Occupancy, Dead Load = 12.6 psf L/999 IN MEM 5-6 OLIVE) Rep Mbr Tens - 4445 Northpark Dr. CD7D Springs, CO 80907 L- -0.01" D- -0.01' T- -0.02" - • 7.00 psf . CRITICAL MEMBER FORCES: TzZ1W2s {HIB -91) and HIB -91 SUMMARY SHEET by TPI. The Truss Plate Institute (TPI) IS located at Dgorrio DMre, Madison, Wisconsin 63719. 1-2 417 1.25 / 101 1.60 0,22 zaP3(OlUzs1/ cal Design Spec CBC -01 TRU SPLUS 6.0 VER: T6.4.2 BC OOMP. OUR. / TENS. OUR. CSI ' 4-S' -1 1,60 / 0 1.25 0,06 s-6 119 1.60 / 437 1:25 0.10 NOTE : THE EXTENDED VERTICALS MUST BE SUPPORTED WB COMP. OUR. / TENs, DUR, at HORIZONTALLY (FOR WIND) AT A MAX. OF 8" BELOW 1-4 -310 1,2s / 1oz 1.60 0.12 THE TOP OR THEY MUST BE 2X4 SPF 165OF MATERIAL 1-s -10e 1.60 / gas 1.21 0.16 . z -s 10s 1.zs / so 1.60 0 02 IF NOT SUPPORTTED. 2-6 -484 1.25 / 132 1.60 0.22' 3-6' -100 1.25 / 45 1.60 0.04 o.2s D A. 0 SHIP* N 14 2 F r. .. h _J 3-4 3-4 61 B2 W:508 W:508 R:339R:339 :-8s 2z�-6 4-2-y STUB 4 - 5 61 STUB Sr0 q • �� m X Z * Rtes anta�sera�rtre20 �aies are s shi o one as sh�iowr�al�ove•5h �a'a)bstMud t Mie civ �ad ove°r�aD wa�i struc°hiial Qa�es oe�a . 7/'15/05 'Ciurcletl WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Cust: PESTER This design Is for an Individual building component not truss system. It hos been basad on specifications provided by the component manufacturer W0: Drive T_b6497_L0000 S_J 00001 ® and done In accordance with the current wmwns or TPI and AFPA design standards. No responsibr8ty is assumed for dlmenslonafaccuracy. Ds n r • LG 9 #LC - 15 WT: 54# Oimenslonsare to be `edned by the component manufacturer and/or wilding designer prior to fabrication. The bulWing designer must ascenwn that TC Live 20.00 psf Du r Facs L=1.25 P-1.25 TR USSWORKS the bads utlilmat w d on this design mee=eed the leading Imposed by the local wilding code and the padimlar application. The design assumes that the top acrd b Iaterely braced by the reef or Row sloathing aro the bottom chord Is laterally dated by a Mold sheathingmated.] directly mtaared, unless otherwise noted. Bracing shown Is forlateral support of components members only to reduce wading length. This component TC Dead 10.00 psf Rep Mb r Bnd 1.15 ® INC. (CA) shall not be placed In any environment that will cause the moisture content of the wood to exceed 19% arca« cause, connector plate corrosion. BC Live 0.00 Rep Mb r Comp 1.00 Fabricate, handle. Install and brace this truss In accordance with 'JOINT DETAILS' byTruwat,nNSVIPI1'.WTrnr-Woodrmssramm psf Rep Mbr Tens 1.00 4445 Northpark Dr. CD7D Springs, CO 80907 or America Standard Design Rasponsibliltles, HANDLING INSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES• BC Dead 7.00 psf O.C.Spacing 2- 0- 0 {HIB -91) and HIB -91 SUMMARY SHEET by TPI. The Truss Plate Institute (TPI) IS located at Dgorrio DMre, Madison, Wisconsin 63719. Design Spec CBC -01 TRU SPLUS 6.0 VER: T6.4.2 American Forest and Paper Association (AFPA)Islocated at11111eth Street•INN. Ste 800.Washington, DC20036. TOTAL 37.00 psf DEFL RATIO• L/240 TC: L/24 Job_ Name: JON & JAN ZAR Truss ID: 03 • Qty: 1 BRG X -LOC REACT SIZE REQ'D TC 2x4 SPF 1650F-1.SE Plating spec • ANSI/TPI - 1995 UPLIFT REACTION(S) • 1 3- 1-10 204 S. SO" 1. SO" BC 2x4 SPF 165OF-1.SE THIS DESIGN IS THE COMPOSITE RESULT OF Support 1 -53 lb 2 9- 0-12 424 5.50" 1.50" WEB 2x4 HF STUD MULTIPLE LOAD CASES. Support 2 -104 lb 3 ]1- 9- 6 82 5.50" 1.50" PLATE VALUES PER ICBO RESEARCH REPORT 91607. IF HANGERS ARE INDICATED ON THIS DRAWING, Support 3 -49 lb BRG REQUIREMENTS shown are based ONLY Mark all interior bearin locations. THEY ARE BASED ON 1.5" HANGER NAILS FOR This truss is designed using the on the truss material at each bearing Install interior support s) before erection. 1 -PLY AND 3" HANGER NAILS FOR MULTI -PLY CBC -01 Code. BRG HANGER/CLIP NOTE Drainage must be provide to avoid pondingy. GIRDERS. IF 2.S" GUN NAILS ARE USED, THE MUST BE RE-EVALUATED (BY OTHERS). Bldg Enclosed a Yes, Importance Factor - 1.00 Truss Location - End Zone 3 . Hanger TBE- -HANGERS) TO BE ENGINEERED End verticals desgned for axial loads only. below HANGERS - Hurricane/Ocean Line - No Exp Category - C Support Connection(s)/Hanger(s) are Extensions above or the truss profile 0.00 Bldg Length - 40.00 ft, Bldg Width - 20.00 ft not designed for horizontal loads. (if any) require additional consideration bldg. Fabricate,handle,Install and brace this truss In accordancewith•JOINTDETAILSbyTn,swal,•ANSVTPI1.WTCAP-WoodTrasscounrn Mean roof height - 12.98 ft, mph 80 MAX DEFLECTION (span) (by others) for horiz. loads on the 1.00 CBC Special Occupancy, Dead Load 12.6 psf L/999IN MEM 4-5 OLIVE) BC Dead 7.00 psf O.C,Spacing L- -0.01" D= -0.01' T= -0.03" Colo 5prings, CO 80907 HIB SUMMARY SHEET by TPI. The Truss Plate Institute Is located at VOndrio Drive. Madison, Wisconsin 53719. T OtrrICAL MEfm(((PA FORCES: ((((_ Design Spec CBC -01 TRUSPLUS 6.0 VER: T6.4.2 1-2 20 1.25 / 9 1.60 0.32 33 1-2 -20 1 2S)/ TOTAL 37.00 psf , DEFL RATIO: L/240 TC' L/24 1(1.60) 0.32 - zitWzs 4-1 1jWx1.6 o % 06 NOTE THE EXTENDED VERTICALS MUST BE SUPPORTED HORIZONTALLY (FOR WIND) AT A MAX. OF 8" BELOW Wit' m-13 ou6. / TENS. WR. CSI THE TOP OR THEY MUST BE 2X4 SPF 165OF MATERIAL 1-4 .-167SS1.zs3/ 765S1.60 o.a6 1-5 _8 1.6o / vtl.zs 0.01 IF NOT SUPPORTTED. 2-S -34S 1.25 / ssetStsl.6o 0.07 2-6 34 1.25 / 15 1.60 0.01 3-6 66 1.25 / SS 1.60 0.03 pFESSIOA 1 0.25 2 3. A oQv D A 4 -3 -OT 2T2 T4,1-0 SHIP 2' 5 J1 B1 1) B2 B3 W:508 W:508 W:508 11:2504 R:424 2-1'143 1 LRLI1:82 9-1-4 U:-104 123-4"1-41 STUB 4 5 61 STUB C w l S stents JUT 20 unless sf rn by •18'(18 as H.'96 a a'I ff MX 20lid ), po 11- nt Details ept n Rde les an a me es are os none as showria e. 3h g bre Stu tes to av td ova ural rates ors le . 7/15/O5 A NI Read all notes on this sheet and give a copy of it to the Erecting Contractor. Cust: YESTER This design Is for an Individual build Ingcomponent not truss,system. It has been based an specifications provided by the component manufacturer W0: Drl ver T-b6497_L00005_J 00001 and done In accordance with the arrant versions of TPI and AFPA design standards. No responsibility Is assumed for dimensional accvrecy. Ds n r • LG 9 #LC v 17 WT: 54# Dimensionsare to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that TC Live 20.00 psf Dur Fac s L=1.2 5 P=1. 25 TRUSSWORKS the bads utllhad on this design meet or exceed the loading Imposed by the local Wading code end Itte pantalar application. The design assumes mat the top chord Is federally braced by the mot or boor shaathbg and the bottom chard is laterally braced by a rigid sheaving material directly atladted• unless otherwise noted. Bracing shown Is for lateral support of components members only to reduce budding length. This component TC Dead 10.00 psf P Rep Mb r Bnd 1.15 ® INC. (C4) shall not be placed In any environment that wl0 cease the moisture cwdent of the wood to eceed 19% and/or cause connector Water corrosion. BC Live 0.00 Re Mb r Com P P 1.00 Fabricate,handle,Install and brace this truss In accordancewith•JOINTDETAILSbyTn,swal,•ANSVTPI1.WTCAP-WoodTrasscounrn psf Rep Mbr Tens 1.00 4445 Northpark Dr. of America standard Design ResponslWmle9, HANDLING INSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES BC Dead 7.00 psf O.C,Spacing 2- 0- 0 Colo 5prings, CO 80907 HIB SUMMARY SHEET by TPI. The Truss Plate Institute Is located at VOndrio Drive. Madison, Wisconsin 53719. Design Spec CBC -01 TRUSPLUS 6.0 VER: T6.4.2 {HIB•91) and -91 (TPI) TheAmedca Fo"arwPaparAssodmun(AFPA)islocated! at111119m StmaLNW, Ste 800,Washington. DC20038. TOTAL 37.00 psf , DEFL RATIO: L/240 TC' L/24 Job Name: JON & JAN ZAR Truss ID: 04 Qty: .1 BRG X -LOC REACT SIZE REQ'D TC 2.4 SPF 165OF-1.5E Plating spec • ANSI/TPI - 1995 UPLIFT REACTION(5) 1 1-10- 1 381 5.50" 1.50" BC 2x4 SPF 165OF-1.5E THIS DESIGN IS THE COMPOSITE RESULT OF Support 1 -96 lb 2 11- 8- 3 381 5.50" 1.50" WEB 2x4 HF STUD MULTIPLE LOAD CASES. Support 2 -96 lb BRG 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 on the truss material at each bearing Drainage must be provided to avoid ponding. THEY ARE BASED ON 1.5" RANGER NAILS FOR CBC -01 Code. BRG HANGER/CLIP NOTE End verticals designed for axial loads only. 1 -PLY AND 3" HANGER NAILS FOR MULTI -PLY Bldg Enclosed = Yes, Importance Factor = 1.00 2 Hanger TBE' Extensions above or below the truss profile - GIRDERS. IF 2.5" GUN NAILS ARE USED, THE Truss Location = End Zone "HANGER(S) TO BE ENGINEERED if an require additional consideration HANGERS MUST BE RE-EVALUATED (BY OTHERS). Hurricane/Ocean Line = No ExP Categoryy e C Support Connection(s)/Hanger(s) are (by others) for horiz. loads on the bldg. Bldg Length = 40.00 ft, Bldg Width = Z0.00 ft not designed for horizontal loads. Mean roof height = 12.98 ft, mph 80 MAX DEFLECTION (span) . CBC Special Occupancy, Dead Load = 12.6 psf L/999 IN MEM 4-5 (LIVE) L= -0.04" D= -0.03" T= -0.07" CRrrICAl MEMBER FORCES: TC 1. ((DUR.23/ TENS. ((WR.3 CSI 1-2 2-3 -524(1.25)% 1 2 1.6600) 0.47 NOTE : THE EXTENDED VERTICALS MUST BE SUPPORTED 8b COMP.((Iwa.)/ TENS. (OUR.>>> CSI HORIZONTALLY (FOR WIND) AT A MAX. OF 8" BELOW 4 1(1.603/ o€l.zs 0.13 THE TOP OR THEY MUST BE 2X4 SPF 1650E MATERIAL 5-6 -147 1.60 / 528 1.25 0 17 IF NOT SUPPORTTED. IM COMP. DOR. / rFlls. ouR. CSI 1-4 -337 3.25 / 121 1.60 3. It 2-S -44 1.2-127 255 / 594 3.60 0.03 2-6 -657 1.25 / 182 1.60 0.18 3-6 -3D 1.60 / 74 1.60 0.02 gpTESS py, 1 2 3 0.25 Q V F• l rl tr } w 2`' d, I 3 6 3-4 3-E 4 SHIP T / CF 2 -6 2-114 B1 B2 W:508 W:508 all notes on this sheet and give a copy of it to the Erecting Contractor. UR:381 1-7-5: 96 I uR:3g81 10-3-10 1 244.9 8 STUB 5 61 STUB f rdenl Rtes and false rfe 20 aes alre sosl iwontlbdyas sh 1D er ae ShitQa' bPe shMid les fo a id dVer° a w'th pSWstaurna) fa tes re saM1 le . traWARNINGRead 7/15/05 all notes on this sheet and give a copy of it to the Erecting Contractor. Cust: YESTER This design is for an Int[Wual building component rot cuss system. It has been based on syedRcations Provided by the component manufacturer W0: Drive T_b6497_L00005_J 00001 ® and done in acoordance with the current versions of TPI and AFPA design standards. No responsibility Is assumed for dimensional accuracy. Dimenslonsare to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that Dsg n r : LG #LC = 15 WT: 59# TR USSWORKS the bads ulilbad on cols design meet or exceed the loading Imposed by the local building code and the particular applicalbn. The design assumes mat the top Cl a is laterally braced by the row or floor sheathing and the bottom fiord is laterally braced by a rigid sheathing material directly TC Live 20.00 psf r Fabs L=1.2 S 5 attached, unless 0018MLse noted. BrednO m for Imeral w TC Dead 10.00 'psf Re Rep Mb r Bnd .15 1.15 ® INC. (W stwwn support components membene only to reduce budding length, This Component shall not ba placed In any envlrenm rd that will the moisture content w the wood to a,meed lex wWor Cauca Connector corrosion. Rep Mb r Comp 1.00 plate Fabricate• handle, In`stalland breceMtr BC Live 0.00psf 4445 Northpark Dr. s'maccondance"^mJaNTDETAILS' byrnmval,ANSvrPI1•.WTCAr-WoodTruss C anal Rep Mbr Tens 1.00 Colo Springs, CO 80907 of America Standard Design Responsibilities. HANDLING INSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES' BC Dead 7.00 psf O.C.Spacing 2- 0- 0 TRUSPLUS 6.0 VER: T6.4.2 {HI&91) and HIS -91 SUMMARY SHEET by TPI. The Truss Plate Institute (TPI) Is located at D'Onwrlo Drive, Madison, Wisconsin 63719. M T1eAmericenFoeslaPaperAssociation(AFPA)Islocwadat11111Ith Street, NW, Ste 800,Washington. DC20036. TOTAL 37.00 psf Design Spec CBC -til DEFL RATIO: L/240 TC: L 24 Job Name: JON & JAN ZAR Truss ID: 05 MY: OtITICAL MEMBER FORCES: BRG X -LOC SIZE REQ'D TC 2x4 SPF 165OF-1. SE Plating spec ANSI/TPI - 1995 UPLIFT REACTION(S) ' . .REACT 1 0- 6- 7. 543 S.50" 1.50 BC 2x4 SPF 16SOF-1.5E THIS DESIGN IS THE COMPOSITE RESULT OF Support 1 -130 lb NOTE THE EXTENDED VERTICALS MUST BE SUPPORTED 2 14- 9- 2 543 5.50" 1.50" WEB 2x4 HF STUD MULTIPLE LOAD CASES. Support 2 -130 lb THE TOP OR THEY MUST BE BRG REQUIREMENTS shown are based ONLY PLATE VALUES PER ICBG RESEARCH REPORT #1607. IF HANGERS ARE INDICATED ON THIS DRAWING, This truss is designed using the 1-5 -277(5{(1.60))1]/ 1183 0.42 on the truss material at each bearing 'Drainage must be provided to avoid ponding. THEY ARE BASED ON 1.5" HANGER NAILS FOR CBC -01 Code. the loads umbed on this design mm ea' or exceed the leading Imposed by the tobuilding alae and the particular application. The design assumes :attached, BRG HANGER/CLIP NOTE End verticals designed for axial loads only. 1 -PLY AND 3" HANGER NAILS FOR MULTI -PLY Bldg Enclosed = Yes, Importance Factor - 1.00 2 Hanger TBE- ' Extensions above or below the truss profile GIRDERS. IF 2.S" GUN NAILS ARE USED, THE Truss Location End Zone HANGER(S) TO BE ENGINEERED (1f any) require additional consideration HANGERS MUST BE RE-EVALUATED (BY OTHERS). Hurricane/Ocean Line No Exp Category = C ' ft, Bldg Width 20.00 ft Support Connections)/Hanger(s) are designed for horizontal loads. (by others) for horiz. loads on the bldg. 0.00 psf Bldg Length - 40.00 Mean height - 13.01 ft, mph - . a 80 not MAX DEFLECTION (span)_:__ of America Standard Design Responsibilities, HANDLING INSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES' BC Dead roof CBC Special Occupancy, Dead Load = 12.6 psf L- -0.10" D- -0.09" T- -0.19" NT e ° iesalreess6^ag5 e' h 9 bpa N ftoay I dov° wl. re to OtITICAL MEMBER FORCES: 7/15/05 TC COUP. OUR.)/ TENS. WR. CSI WARNINGRead all notes on this sheet and give a copy of it to the Erecting Contractor. ' 1-2 -1164(1.253/ 273 1.60 0.82 2-3 -5(1.25 / 2 1.25 0.66 Bc COMP. ((OUI.)/ TFNS.((WR.))) 6I 4-5 -x(1.60)/ 0(1.25) 0.20 NOTE THE EXTENDED VERTICALS MUST BE SUPPORTED 5-6 -289 1.60 / 1174 1.25 0.30 HORIZONTALLY (FOR WIND) AT A MAX. OF 8" BELOW we COMP. (((DUI. / TEN s.(( WR.)) C51 THE TOP OR THEY MUST BE 2X4 SPF 1650F MATERIAL 1-4 -489(1.253/ 160(1.60 o. is IF NOT SUPPORTTED. 1-5 -277(5{(1.60))1]/ 1183 0.42 TC Live 20.00 psf 2-5 -118 1.25 / 135 1.60 0.04 `S({1.25 2-6 -1242 1.25 / 305 1.60 0.96 the loads umbed on this design mm ea' or exceed the leading Imposed by the tobuilding alae and the particular application. The design assumes :attached, 3-6 -107 1.25 / 67 1.60 0.04 top c10rd Is lateraly braced try the roof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly TC Dead 1 Re Mb r Bnd p 2 3 ® INC. (CA) 0.25 POFEssro COQ DA cry Iry ,m (U ., B1 B2 W:508 W:508 ! R:543 RR:543 0-3-1U1 130 1 14-8-3 1 20-1 i MD _ STUB 4 5 61 STUB NT e ° iesalreess6^ag5 e' h 9 bpa N ftoay I dov° wl. re to 7/15/05 WARNINGRead all notes on this sheet and give a copy of it to the Erecting Contractor. Cust: YESTER This design Is for an Ind Wual building component not truss system. h has been based on spedflcatbns provided by the component manufacturer W0: Dr i ve_TJ36497_L0000S_300001 ® and done W accordance with the current alone or TPI and AFPA design standards. No responsibility Is assumed for dimensional accuracy. Ds n r LG 9 #LC = 15 WT: 78# Dlme W dfl enslonsarbe vee0 by the component manufacturer aM/or building designer prior W fabrication. The building designer must ascertain that TC Live 20.00 psf Du rFacs . L=1.25 P=1.25 the loads umbed on this design mm ea' or exceed the leading Imposed by the tobuilding alae and the particular application. The design assumes :attached, TR USSWORKS top c10rd Is lateraly braced try the roof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly TC Dead 10.00 psf Re Mb r Bnd p 1.15 ® INC. (CA) attached, unless otherwise rated. Bracing shown Is for laterei support of components members only to reduce bundling length. This component shall not be paced In any environment that will cause the moisture content of the wood to exceed lax and/or muse connector plate corrosion.BC Rep Mb r Comp . 1.00 Fabrio•handle.insisltandbracethistrussInacmmancewith'JOINTDETAISbyrrusgal,ANSVrPI11,WTCAV-WoodTrussCounai m Live 0.00 psf Rep Mbr Tens 1.00 4445 Northpark Dr. COLO Springs, CO 80907 of America Standard Design Responsibilities, HANDLING INSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES' BC Dead 7.00 psf O.C.Spacing 2- 0- 0 4HIB-91) and HIB -91 SUMMARY SHEET by TPI. The Toms Plate Institute (TPI) is Wined at D•Onof to Drhe, Madison, Wisconsin 53718. Design Spec CBC -01 TRUSPLUS 6.0 VER: T6.4.2 ITheAmedmnForest and Paper Association (AFPA)Is local edaf11111mh Street, NW. Ste 800.WasningtomDC20036. TOTAL 37.00 psf DEFL RATIO: L/240 TC: L 24 Job Name: JON & JAN ZAR Truss ID: 06 BRG X -LOC REACT SIZE REQ'D TC 2x4 SPF 165OF-1.5E - Platingg spPec ANSI/TPI - 1995 1 0- 2-12 669 5.50" 1.50" BC 2x4 SPF 1650F -1.5E THIS DESIGN IS THE COMPOSITE RESULT OF 2 17-10- 2 669 5.50" 1.50" WEB 2x4 HF STUD MULTIPLE LOAD CASES. BRG REQUIREMENTS shown are based ONLY PLATE VALUES PER ICBO RESEARCH REPORT #1607. IF HANGERS ARE INDICATED ON THIS DRAWING,. on the truss material at each bearing Drainage must be provided to avoid ponding. THEY ARE BASED ON 1.5" HANGER NAILS FOR BRG HANGER/CLIP - NOTE End verticals designed for axial loads only. 1 -PLY AND 3" HANGER NAILS FOR MULTI -PLY 2 Hanger TBE- -Extensions above or below the truss profile GIRDERS. IF 2.5" GUN NAILS ARE USED, THE IHANGER(S) TO BE ENGINEERED(if any) require additional consideration HANGERS MUST BE RE-EVALUATED (BY OTHERS). Support ConnectionA(s)/Hanger(s) are ( Ae----F.." r,n"" n1 In A by others) for horiz. loads on the bldg. .. -0.09" D- -0.08" T---0.17" RIrICAL MEMBER FORCES: C 1-2 OOKp (((( 33 1475 1.25 / 304 1.60 0.93 2T38(lU2S)/. 133 1.60 0.691 BC CAMP.(WR. / TENS.(DUR. CSI 4-5 -2(1.603/ (1.603 0.14 5-6 -472((1.603/ 17820 1.25 0.35 6-7 0 1.25 / 2 1.60 0.10 w8 " WR. / TENS. OUR. CSI 1-4 -625 1.25 / 175 1.60 0.22 - 1-s 31z 1.60 / 1518 1.25 o.S3 2-s -413 1.25 / 225 1.60 0.09 2-6 -1066 1.2S / 364 1.60 0.78 3-6 3-7 -151 1.60 / 905 1.25 0.31 - -653 1.25 / 162 1.60 0.27 21-0 K B1 ! W:508 R:669 U:-152 r ) 1 NOTE • THE EXTENDED VERTICALS MUST BE SUPPORTED HORIZONTALLY (FOR WIND) AT A MAX. OF 8" BELOW THE TOP OR THEY MUST BE 2X4 SPF 1650F MATERIAL IF NOT SUPPORTTED. 2 0.25 Qty: 1 UPLIFT REACTIONS) : Support 1 -152.1b Support 2 -152 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 ExD Category = C ' Bldg Length = 40.00 ft Bldg Width = 20.00 ft Mean roof height = 13.64 ft, mph = 80 - CBC Special Occupancy, Dead Load = 12.6 psf oQ o{ E SSi,' 3 Q • vy . D P f C rc LJ :0 SHIP F C * 1 STUB T.Unl p -1 rrri plate re 20 aa. unless sf} r by "18•(18 nna "H"q10,p ag 'M ' MX 20 pa ), pO.Sllloneg psteNr ictauit D t e star le . C rdeC d Pals rates are one as showRa ve. hrf[Sbestu res to avioid cupric can 7/15/05 AR Read all notes on this sheet and give a copy of it to the Erecting Contractor. Cust: YESTER This design Is for an I divldum building component not truss system. It has been based on specifications provided by the component manufacturer W0: D ri ve_T_b6497_L00005_300001 and done In accordance with the wren vembrs of TPI arra AFPA design standards. No mspouwdny Is assumed for dimensional accuracy. DLG #LC Dimenslonsare to be verifieds by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that 9 n r : = 15 Wi : 93# TRUSSWORKS the loads uuiiwd on this design meet or assert the loading Imposed by the local building code and the particular application. The design assumes that the top chord Is Imemiy braced by the soar or floor sheathing and the bottom ciwm Is [morally braced by a rigid sheathing material directly TC Live 20.00 psf Dur Fac s L-1.25 P-1.2 5 mlac hBd. unless otherwise noted. Bracing shown Is for lateral support of components members orgy to reduce buckling length. This conhpanerd TC Dead 10.00 psf Re Mb r Bnd P 1.15 INC. CA shah net be placed In any erwmnmerd that will cause the moisture contem of the wood to wmeed 19% and/or cause connector pate corrosion.BC Li Live 0.00 psf Rep Mb r Comp 1.00 444S Northpark Or. Fabricate. handle, Install and brew cola suss m mtwrdenw cam, volts DETAILS' by rnuswat. •AwsvrPl r, WTCA r -wood Truss council Rep Mb r Tens 1.00 D 80 Co I Springs, CO 907 of America Standard Design ResponslbaRlim HANDLING INSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES' BC Dead 7.00 psf O. C. Spaci ng 2- 0- 0 .(HIB -91) end NIB -91 SUMMARY SHEET by TPI. The Truss Plate Institute (TPI) is bcmed at DCnofrIo Drive. Madison, Wisconsin 63719. Design Spec CBC -01 TRUSPLUS 6.0 VER: T6.4.2 The American Forest and Paper Association (AFPA) is local at I I I I I gth Street. NW. Ste BOO, Washington, DC 20038. TOTAL 37.00 psf DEFL RATIO: L/240 TC: L/24 1 Job Name: JON & JAN ZAR CiuU l lees 2dpf se rarertreZG aies are s sl on as sh iowrtalfova hit 'lbQe stud atesixto av 13d over i00Na i ps raciunn. i, gs ori% le . Truss ID: 07 Qty: 1 BRIG • X -LOC REACT SIZE REQ'D TC 2x4 SPF 16SOF-1.5E Plating spec : ANSI/TPI - 1995 UPLIFT REACTIONS) '1 0- 2-12 783 S.50" 1.50" BC 2x4 SPF 16SOF-1,SE THIS DESIGN IS THE COMPOSITE RESULT OF Support 1 -171 lb 2 20-11- 1 783 5.50" 1.50" WEB 2x4 HF STUD - MULTIPLE LOAD CASES. Support 2 -171 lb - BRG 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 . on the truss material at each bearing Drainage must be provided to avoidpondingg. THEY ARE BASED ON 1.S" HANGER NAILS FOR CBC -01 Code. BRG HANGER/CLIP NOTE End verticals designed for axial loadsonly. 1 -PLY AND 3" HANGER NAILS FOR MULTI -PLY Bldg Enclosed Yes, Importance Factor 1.00 2 Hanger TBE* Extensions above or below the truss profile "HANGER(5) TO BE ENGINEERED GIRDERS. IF 2.5" GUN NAILS ARE USED, THE Truss Location = End Zone (if an yy) require Support Connections)/Hanger(s) are additional consideration HANGERS MUST BE RE-EVALUATED (BY OTHERS). Hurricane/Ocean Line a No Exp Category - C ft Sidg Width 20.00 ft not designed for horizontal loads. (by 0thers) for horiz. loads on the bldg. Rep Mb r Comp Bldg Length - 40.00 - Mean height - 13.67 ft, mph 80 MAX DEFLECTION (span) :CBC corrosion. Fabricate. handle. 'JOINT BC Live 0.00 psf roof S pecial Occupancy, DeadLoad 12.6 psf ' • L/999 IN MEM 6-7 OLIVE) 4445 Northpark Dr. Install and brace this cuss In accun°a"ce with DETAILS byrn, W. ANSUTPI r, WTCA V -Wood Truss council L- -0.14" 'D- -0.12' T- -0.25" 1.00 Cold Springs, CO 907 80 of America Standard DesignResponsib1119% WNDLING INSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES' . CRITICAL MEMBER FORCES: •. O.C.Spacing 2- -0- 0 . . TENS.(({(WR.3)3 CSI ( TC ODIIP. (0.93 TOTAL 37.00 psf Design Spec - ({(WR.3/ -1a74(1.25)/ 372(1.60) DEFL RATIO: L/240 2-3 -1629 1.25 / 311#(1.60 0.82' 3-4 0.44 DUR ENS T21043(1:25) .91 NOTE THE EXTENDED VERTICALS MUST BE SUPPORTED o:2S 7Be ' 71 1 o % HORIZONTALLY (FOR WIND) AT A MAX. OF 8" BELOW THE TOP OR THEY MUST BE 2X4 SPF 165OF MATERIAL WBCOMP. alR. / TENS. DUR. al IF NOT SUPPORTTED. 1-S -737 1.2s / l94 1.60 0.26 1-6 -389 1.60 / . 1929 1.25 0.67 - 2-6 -554 3 5 / 242 1.60 0.13 - 2-7 -691 1.25 / 260 1.60 0.51 - 3-7 -44 1.60 / 672 1.25 0.23 3 8 .-1273 1.25 / 330 1.60 0.40 4-8 -14 1.25 /- '96 1.60 0.03 _ - r•• . SS1 1 2 3 j 4 1 0 25 CID 2 769 m rn : 000,07 3,4 4 5 4 5-5 4 Tr 2 SHI FOFc vFo F 4-6 s-524 4-4 B1 W:508 B2 '► / I R:783 + W:508 R:783 S U:-171(1•-171 I 21-1-13 1 148-1 A` r 5 6 7 y 8 STUB F, . • N :227 61 wvv EX : 06130 .ay CtVI CiuU l lees 2dpf se rarertreZG aies are s sl on as sh iowrtalfova hit 'lbQe stud atesixto av 13d over i00Na i ps raciunn. i, gs ori% le . 7/15/05 AR N Read all notes on this sheet and give a copy of it to the Erecting Contractor. Cust: YESTER ' This design is for an Individual building component not truss system. 0 has been based on specifications provided by the component manufacturer WO. D ri ve_T_ b6497_L00005_J 00001 and done In accordance with the current vetslons or TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Ds Dimenslonsam verified to be by the component manufacturer andfor bonding designer prior to fabrication. The building designer must ascertain that 9 n r LG #LC = 15 WT: 108# the bads utillmd on this design meet or exceed the loading Imposed by the local building code and the particular application. The design assumes TC Live 20.06 psf Dur Fac s L=1.25 P=1.2 5 TRUSSWORKS mat the rap died Is laterally braced by the rW w w nosheathing and the bottom cord Is laterally braced by a rigid sheathing material directly Re Mb r Bnd p 1.15 ® INC. (CA) attached, unless othaWse noted. Bracing shown Is lateral suppon of components members only to reduce buckling tenp. This component shall not be paced In any emotronment that cum cause the moisture content of the wood to exceed 19% atifer cause connector pato TC Dead 10.00 psf Rep Mb r Comp 1.00 corrosion. Fabricate. handle. 'JOINT BC Live 0.00 psf 4445 Northpark Dr. Install and brace this cuss In accun°a"ce with DETAILS byrn, W. ANSUTPI r, WTCA V -Wood Truss council Rep Mbr Tens 1.00 Cold Springs, CO 907 80 of America Standard DesignResponsib1119% WNDLING INSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES' BC Dead 7.00 psf O.C.Spacing 2- -0- 0 TRUSPLUS 6.0 VER: T6.4.2 {HIB -91) and HI8-81 SUMMARY SHEET by TPI. The Truss Plate Institute (TPI) b located at DtWrlo Drhe, Madison, Wisconsin 53719. ,Am dcwForest and Paper Assoaatioo(AFPA)Islocated at111119th Street NW, Ste 800,Washington. DC20036. TOTAL 37.00 psf Design Spec CBC -01 DEFL RATIO: L/240 TC L/24 Job Name: JON & JAN ZAR Truss ID: 08 Qty: 1 BRG X -LOC REACT SIZE REQ'D TC 2x4 SPF 165OF-1. SE Plating spec • ANSI/TPI - 1995 UPLIFT REACTION(S) 1 0- 2-12 896 5.50" 1.50"< 2x4 SPF 210OF-1.8E 1-2 - THIS DESIGN IS THE COMPOSITE RESULT OF Support 1 -187 lb 2 24- 0- 0 896 5.50" 1.50" BC 2x4 SPF 165OF-1.SE MULTIPLE LOAD CASES. Support 2 -187 lb BRG REQUIREMENTS shown are based ONLY WEB 2x4 HF STUD IF HANGERS ARE INDICATED ON THIS DRAWING, This truss is designed using the on 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. BRG HANGER/CLIP NOTE Drainage must be provided to avoid ponding. 1 -PLY AND 3" HANGER NAILS FOR MULTI -PLY Bldg Enclosed = Yes, Importance Factor = 1.00 2 Hanger TBE* •HANGER(S) TO BE ENGINEERED End verticals designed for axial loads only.GIRDERS. or IF 2.5" GUN NAILS ARE USED, THE Truss Location = End Zone Support Connection(s)/Hanger(s) are Extensions above below the truss profil HANGERS MUST BE RE-EVALUATED (BY OTHERS). Hurricane/Ocean Line = No Ex Catego ft not designed for horizontal loads. (if any) require additional consideration (by for horiz. loads the bldg. 210 :.2, 2346 1.25 Bldg Length m 40.00 ft, Bldg Width -10=000 . Mean height 13.11 ft, 80 MAX DEFLECTION (span) • others) on 2-6 roof - mph = CBC Special Occupancy, Dead Load 12.6 psf L/999 IN MEM 6-7 (LIVE) 0.16 BC Dead 7.00 psf 0, 0, Spaci ng L- -0.20" D=.-0.17" T= -0.36" 182 1.60 466 1.25 0.28 0.16. .. ... .. . CRITICAL VDISER" FORCES: 3-8 4-8 -1356(1.25)/ -202(1.603/ 366 1.60 ]146 1.25 TC . m11 OUR. / TEN5. OUR. CSI DEFL RATIO: ' 4-9 1-2 -2278((1.253/ 444((1.60 0.Bo 188 1.60 0.39 2-3 -2434(1.253/ 468(1.60 0.81 3-4 -860(1.25 / 153(1.60 0.52 4 16 2 -o J 2 4 4.12 5-5 4-4 2-4 81 B2 W:508 W:508 R:896 R:896 U:-18.7 U:-187 1 24-2-12 111-8-12 5 6 7 8 9 STUB �' rc G7 w -76 5X /EXAi Cor3�lQ7 OF CA\� TN 19vstemsdF Bilge 2G �� unless sf,gwn Dy •,B•�,8 a ,H•�e. a. or •M�• MX 20 p#) Po51Uong g�, I gills epi ClydeG rates an se me es are I onevas showr�a e. h� lots Stu ills to avoid buena wl rdl rates ors le . 7/15/05 NOTE • THE EXTENDED VERTICALS MUST BE SUPPORTED ec s -s maw.cWR. / -31.603/ TENS.cOtR. aI o.12 HORIZONTALLY (FOR WIND) AT A MAX. OF 8" BELOW 6-7 -637 1.60 / 01.603 :2791 3.25 0.51 THE TOP OR THEY MUST BE 2X4 SPF 1650F MATERIAL 7-8 -467 1.60 / 2026 1.25 0.38 IF NOT SUPPORTTED. #LC = 15 8-9 0 1.25 / 3 1.60 0.09 Du rFacs L-1.25 P=1.25 TRUSSWORKS 1 1, 1, / TENS. OUR. CSI INC. C4 shall not be placed In any emnronmem that will cause the moisture content or the wood to a mead 19% and/or cause conrreanu plate corrosion. 1-5 1-6 -851 1.25 / -456 1.60 / 210 :.2, 2346 1.25 0.31 0.81 Fabricate- handle. mtruss brace N 2-6 -706 1.25 / 266 1.60 0.16 BC Dead 7.00 psf 0, 0, Spaci ng 2-7 -385 1.25 / 3-7 182 1.60 466 1.25 0.28 0.16. .. ... .. . .. _ 3-8 4-8 -1356(1.25)/ -202(1.603/ 366 1.60 ]146 1.25 0.55 0.40 DEFL RATIO: ' 4-9 -890(1.25 / 188 1.60 0.39 1 2 3 Or. 25 4 16 2 -o J 2 4 4.12 5-5 4-4 2-4 81 B2 W:508 W:508 R:896 R:896 U:-18.7 U:-187 1 24-2-12 111-8-12 5 6 7 8 9 STUB �' rc G7 w -76 5X /EXAi Cor3�lQ7 OF CA\� TN 19vstemsdF Bilge 2G �� unless sf,gwn Dy •,B•�,8 a ,H•�e. a. or •M�• MX 20 p#) Po51Uong g�, I gills epi ClydeG rates an se me es are I onevas showr�a e. h� lots Stu ills to avoid buena wl rdl rates ors le . 7/15/05 WAR Read all notes on this sheet and give a copy of it to the Erecting Contractor. Cust: YESTER .® This design Is for an IndWuat building componont not truss system. It has been based on specincations provided by ft component manufacturer WO. Dri ve_T-16497_L00005_J 00001 and done In accordance with the wmenl versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Ds . Dimenslonsare to be vedfie0 by the component manufacturer endo building designer prior to fabrication. The building designerat must ascertain N 9 n r : LG #LC = 15 Wf : 12 3# the loads utmmd on this design meet or exceed the loading imposed by the local building code and the particular application' The design assumes TC Live 20.00 psf Du rFacs L-1.25 P=1.25 TRUSSWORKS that the top�dIslaterally bytheredfd.�drshsWhhiganathebotiom�rdIs talera4Wooed byargbsheatNngmalarial directly an ea. unless otherwise noted. Bracing sh w Is for lateral support of gompo nems members only to reduce d,rxting length. This mmponem TC Dead 10.00 psf Rep Mb r Bnd 1.15 INC. C4 shall not be placed In any emnronmem that will cause the moisture content or the wood to a mead 19% and/or cause conrreanu plate corrosion. BC Live 0.00 psf p . Rep Mb r Comp 1.00 44 5 Northpark Or. Fabricate- handle. mtruss brace N Rep Mbr Tens 1.00 Colo Springs, CO 80907 of America Standard Design Respordbilum HANDLING INSTALLING AND BRAGNG METAL PLATE CONNECTED WOOD TRUSSES' BC Dead 7.00 psf 0, 0, Spaci ng 2- 0- 0 TRUSPLUS 6.0 VER: T6.4.2 -(HIB-91) and 'HIB -91 SUMMARY SHEET by TPI. The Truss Plate Institute (TPI) Is located at O.Onofdo DTs, Madison, Wisconsin 53719. fThe American Forest and Paper Association (AFPA)Islocated at111119th Street, NW. Ste 800.Washington. DC20036. TOTAL 37.00.psf Design Spec CBC -01 DEFL RATIO: L/240 TC: L/24 Job Name: JON & JAN ZAR WAK/V/NURead all notes on this sheet and give a copy of it to the Erecting Contractor. This design In for an Individual bulWbg component not vuss system. it hall been based on specifications provided by me oamponerd manuredurer and done In accordance with Ude current versions of TPI dna AFPA design standards. No responsibility In assumed for dimensional ecourecy. Dimenslonsme to be verffW by the component mwu!acturer andfor building designer prior to fabrication. The building designer must ascertain that the loads utlilaed on this design nest ore>oed the loading imposed by the local building code and the particular application. The design a=mrmas that rho by chord is laterally braced by the roof or flow sheaths g and the bottom ctwd Is mlwaRy braced by a dgld sheaMbg maWrU dimay Truss ID: 08A Qty: 1 BRG ' X -LOC REACT SIZE REQ'D TC 2x4 SPF 165OF-1.5E Plating spec • ANSI/TPI - 1995 UPLIFT REACTION(S) 1 lb 1 33- 1- 0 108 3.50 1.50 2 35- 8-12 115 5.50" 1.S0" SC WEB 2x4 SPF 165OF-1.5E 2x4 HF STUD THIS DESIGN IS THE COMPOSITE RESULT OF MULTIPLE LOAD CASES. Support -29 Support -2 -31 lb BRG 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 on the truss material at each bearing Drainage must be provided to avoid ponding. THEY ARE BASED ON 1.5" HANGER NAILS FOR CBC -01 Code. BRG HANGER/CLIP NOTE End verticals designed for axial loads only. 1 -PLY AND 3" HANGER NAILS FOR MULTI -PLY Bldg Enclosed = Yes, Importance Factor = 1.00 1 Hangger TBE' Extensions above or below the truss profile GIRDERS. IF 2.5" GUN NAILS ARE USED, THE Truss Location= End Zone' *HANGER(?) TO BE ENGINEERED - Support Connection(s)/Hanger(s) are (Tf any) require additional consideration HANGERS MUST BE RE-EVALUATED (BY OTHERS). Hurricane/Ocean Line - No Ex Category = C Length 40.00 ft Bldg Width 20.00 ft not designed for horizontal loads. (by others) for horiz. loads on the bldg. Bldg = a Mean roof height - 13.13 ft, mph 80 ' MAX DEFLECTION (span) • CBC Special Occupancy, Dead Load 12.6 psf L/999 IN MEM 3-4 OLIVE) - Le 0.00" D- 0.00' T- 0.00" CRMCAL HEM(ER FORCES: - P2((01D.28)) TENS ((- )) 1T2 2 1 25)) 0.008 BC CSI P.ffR0)/ S. 25) 3 4 0.03 NOTE THE EXTENDED VERTICALS MUST BE SUPPORTED W9 CONP.c((DUR.33/ TENS. WR. tsI ( HORIZONTALLY (FOR WIND) AT A MAX. OF 8" BELOW a 4o i:w o:004o THE TOP OR THEY MUST BE 2X4 SPF 165OF MATERIAL _8a(i:is3% z,4 93C(((3.25 / 44 1.60 o.os IF NOT SUPPORTTED. 1 .2 r0_2_5 T.¢&P -4-8-15LL 7/15/05. ® TRUSSWORKS WAK/V/NURead all notes on this sheet and give a copy of it to the Erecting Contractor. This design In for an Individual bulWbg component not vuss system. it hall been based on specifications provided by me oamponerd manuredurer and done In accordance with Ude current versions of TPI dna AFPA design standards. No responsibility In assumed for dimensional ecourecy. Dimenslonsme to be verffW by the component mwu!acturer andfor building designer prior to fabrication. The building designer must ascertain that the loads utlilaed on this design nest ore>oed the loading imposed by the local building code and the particular application. The design a=mrmas that rho by chord is laterally braced by the roof or flow sheaths g and the bottom ctwd Is mlwaRy braced by a dgld sheaMbg maWrU dimay Cust: YESTER W0: Dri ve_T_b6497_L00005_J 00001 Ds n r : LG #LC 15 WT: 27# 9 TC Live 20.00 psf DurFacs L=1.25 P=1.25 entad ed, unless otherwise noted. Bracing shown Is for Lateral support of components members only to reduce budding length. This component TC Dead 10.00 psf P Rep Mbr Bnd 1.15 ®INC. (CA) shall not be placed In any errvtrenment that will cause the moisture content of the wood to exceed 19% andfor cause connector ate corrosion. L+ Re Mbr Com P P 1.00 4445 Northpark Or. Fabnwre,handle. install and brecommtruss IneocoroarroewimvolNTDETAILS' byrreswm, ANsvrrlr,WTCAr-Wood rmsscwnwi America Standard BC Live BC'Dead 0.00 psf 7.00 Rep Mbr Tens 1.00 Co7D Springs, CO 80907 of Design Responsihtlmm VANDLiNG INSTALLING AND BMCANG METAL PLATE CONNECTED WOOD TRUSSES psf O.C.Spacing 2- 0- 0 TRUS PLUS 6.0 VER:. T6.4.2 -(HIS-91) and MIMI SUMMARY SHEEr by TPI. The Truss plate Institute [TPI) is located at OOrWdo Drive. Madison. Wisconsin 53719. fThe American Forest and Paper Association (AFPA)Islocated at111119th Street, NW, Ste 800,Washington, DC20036. TOTAL 37.00. psf Design Spec CBC -01 . DEFL RATIO: L/240 TC: L/24 Job Name: JON & JAN ZAR CM ) Rtes art a se rarenreZD aas are s s e as sh iaBvr aDove' hif ' lope sw to ey id56ver b w6f i cturnatl a e8c a la . Truss ID: 09 Qty: 1 BRG X -LOC REACT SIZE REQ'D TC 2x4 SPF 2100E -1.8E Plating spec ANSI/TPI - 1995 UPLIFT REACTION(S) 1 lb 1 0- 2-12 1011 5.50" 1.50" 2 27- 1- 0 1011 5.50" LSO" BC WEB 2x4 SPF 165OF-1.SE 2x4 HF • STUD THIS DESIGN IS THE COMPOSITE RESULT OF MULTIPLE LOAD CASES. Support -201 Support 2 '-201 lb BRG 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 on the truss material at each bearing Drainage must be provided to avoid ponding. THEY ARE BASED ON 1.5" HANGER NAILS FOR CBC -01 Code. BRG HANGER/CLIP NOTE End verticals designed for axial loads only. 1 -PLY AND 3" HANGER NAILS FOR MULTI -PLY Bldg Enclosed = Yes, Importance Factor - 1.00 2 HangerTOE- TO BE ENGINEERED Extensions above or below the truss profile GIRDERS. IF 2.5" GUN NAILS ARE USED, THE Truss Location = End Zone SHANGER(S) Support Connection(s)/Hanger(s) are if any) require additional consideration for horiz. loads bldg. HANGERS MUST BE RE-EVALUATED (BY OTHERS). - Hurricane/Ocean Line - No Ex Category - C Bldg Length a 40.00 ft, Bidg Width - 20.00 ft not designed for horizontal loads. by others) - on the 1.00 Mean roof height - 13.14 ft, mph 80 MAX DEFLECTION (span) • SC Dead 7.00 psf ., - 2- 0- 0 CBC Special Occupancy, Dead Load 12.6 psf 1/999 IN MEM 6-7 OLIVE) Design TRUSPLUS 6.0 VER: T6.4.2 L- -0.28" D- -0.24' T- -0.51" P19thstrew.Nw,ste800.Washigton,Dc20M. TOTAL 37.00 psf DEFRATIO: LCBC- TC: L/24 CRITICAL MEMBER FORCES: TC mMP. WR. / TENS. OUR. CSI - 1-2 -2669((1.253/ 497 1.60 0.96 2-3 -3275(1.253/ 622 1.60 0 - 3-4 -1876(1.25 / 329 1.60 0:23, - c COI MR R, CS1 70 0 EXTENDED ASASTESU E %T0iug zS oi60o HORIZONTALLYFORWIND) ATAMXOFSBEOW 89:so THE TOP OR THEY MUST BE 2X4 SPF 165OF MATERIAL WB t17MP.(OUR .)/ TENS• WR. CSI IF NOT SUPPORTTED. 1-5 -964i((((}51.25))))/ 224 1.60 0.35 - - 1-6 -511 1.60 / 2749 1.25 0.95 2-6 -853 1.25 / 287 1.60 0.19 2-7 .-221.25 / 92 1.60 0.02 3-7 /• 175 0.90 0.08 , - .. . .. i• .. , .. .... - . • a .•., , . - ' ' ,. 3-8 -1385(1.25)/ 396 1.60 0.56 4-8 -.354((1.60))/.l 2024 1.25 0.70 - - 4-9 -975 1.25 / 220 1.60 0.44 . FE IC) Al. - t 1 2 3 4 rO25 G7 2 C7 2 m T LU 4-6-1132 4- 5-5 4 3 T 4-E 13 .06/3 0% y SHIP 2121 ul a.P Tc F JAS 1F 2-4 18/5-16 5-5 3-8 2-4 B1 B2 W:508 W:508 R:1011 R:1011 U:-201 U:-201 1 27-3-12t 8-7-12 5 6 7 8 9 STUB CM ) Rtes art a se rarenreZD aas are s s e as sh iaBvr aDove' hif ' lope sw to ey id56ver b w6f i cturnatl a e8c a la . 7/15/05- WARNINGRead all notes on this sheet and give a copy of it to the Erecting Contractor. Cust: YESTER This design Is for an Individual wining component not truss system. R nes been basad on speancmlors provided by the component manufacturer W0: D ri ve_T_b6497_L00005_100001 and done in accordance with the current versions or TPI and AFPA design standards. No responsibility Is assumed for dimensional accuracy. Dsgn LG #LC Wr: 138# Dbronsnnsare to be wdrlod by the component manufacturer ardfor wining designer prior to fabrication. The wilding designer must ascertain Ind r : - 15 TC Live 20.00 psf Dur Fac s L-1.25 P=1.25 TRUSSWORKS the loads utilized on this design meet or exceed the loading Imposed by the local buntthe building code end particular application. The design assrmms that tw top mord is talorally braced by rine roof or floor shea+Nng and the bottom chord Is tweraay braced by a rigid sheathing material directlyRe attactux, unless otnerwiss noted. Bracing shown lo far Wore) support of components members only to reduce budding longth. rnIs component TC Dead 10.00 psf p Mb r Bnd 1.15 INC. r CA ® ) shall not w placed In any environmem that will cause the moisture cement of the wood to exceed 19% anmor cause connector plate corrosion. BC Live 0.00 psf Rep Mb r Comp 1.00 4445 Northpark Dr. Fabricate, nendlo, install and brace Ihlo imus In accordance conn 'JOINT DETAILS'by rreswat, `ANSIRPI r, NrTGi rwaad Truss council Rep Mbr Tens 1.00 . Co7o Springs, CO 80907 of America Standard Design Responsibilities, HANDLING INSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES SC Dead 7.00 psf O.C.Spacing 2- 0- 0 -(HI5-91) and 'HIB -91 SUMMARY SHEET by TPI. The Truss Plate Institute (IPI) is located atD%Wrlo DMa, MadLmn, WLq=sln 53719. Design TRUSPLUS 6.0 VER: T6.4.2 The American Forest and w P19thstrew.Nw,ste800.Washigton,Dc20M. TOTAL 37.00 psf DEFRATIO: LCBC- TC: L/24 Job Name: JON & JAN ZAR Truss ID: 09A Qty: 1 BRG X -LOC REACT SIZE REQ'D TC .2x4 SPF 1650F-1.SE Plating spec - ANSI/TPI - 1995 UPLIFT REACTIONS) • 1 31- 9- 7 156 3.50" 1.50" BC 2x4 SPF 1650F-1.SE THIS DESIGN IS THE COMPOSITE RESULT OF Support 1 -42 lb 2 35- 8-12 163 5.S0" 1.50" WEB 2x4 HF STUD MULTIPLE LOAD CASES. Support 2 -43 lb BRG REQUIREMENTS shown are based ONLY PLATE VALUES PER ICBG RESEARCH REPORT #1607. IF HANGERS ARE INDICATED ON THIS DRAWING, This truss is designed using the on the truss material at each bearing Drainage must be provided to avoid ponding. THEY ARE BASED ON 1.5" HANGER NAILS FOR CBC -01 Code. BRG HANGER/CLIP NOTE End verticals designed for axial loads only. 1 -PLY AND 3" HANGER NAILS FOR MULTI -PLY Bldg Enclosed a Yes, Importance Factor - 1.00 - 1 Hanger TBE- - °HANGER(S) TO BE ENGINEERED Extensions above or below the truss profile .. GIRDERS. IF 2.5•' GUN NAILS ARE USED, THE Truss Location - End Zone '. No C Support Connection(s)/Hanger(s) are (if any) require additional consideration for horiz. loads bldg. HANGERS MUST BE RE-EVALUATED (BY OTHERS). Hurricane/Ocean Line - Expp Category = Bldg Length - 40.00 ft, Bldg Width - 20.00 ft not designed for horizontal loads. (by others) on the 4445 Northpark Dr. Mean roof height = 13.23 ft, mph 80 MAX DEFLECTION (span) - Rep Mbr Tens 1.00 CBC Special Occupancy; Dead Load - 12.6 psf L/999 IN MEM 3-4 (LIVE) BC Dead 7.00 psf 0 C.Spacing 2- 0- 0 L- -0.01" D- 0.00" T= -0.01" CRITICAL KWtER FORCES: TC C z( l° .zX TE"si N a51 3g4 0(1,60)/ TENso(DW60) C06I WS COrP.[(((WR. / TENS. ([(COuR. C5I 1272 4 -132 (1.25/ 63(1.60 0.06 1-4 0 1-3 1.60 / 1 1.60 0.00 NOTE : THE EXTENDED VERTICALS MUST BE SUPPORTED HORIZONTALLY (FOR WIND) AT A MAX. OF 8".BELOW THE TOP OR THEY MUST BE 2X4 SPF 1650F MATERIAL IF NOT SUPPORTTED. ' Ciurc edl latae and s ttan>aD lades ares Sh6ane as sh Nowria H'e.ghit a bPe Sht toe to civ bid 6vena WleUl9tructura lutes a )9 . 7/15/05 R Read all notes on this sheet and give a copy of it to the Erecting Contractor. Cust: YESTER This design is for an Individual Wilding component not in= system. It has been based on specifications provided by the component manufacturer W0: D ri ve_T—b6497_L00005_300001 ® and done In accordance with the current versions of TPI and AFPA design standards. No responsibility Is assumed for dimensional accuracy. DS n r : LG #LC = 15 - WT 32# Dimensionsare to be verified by the component manufacturer andfor building designer prior to fabrication. The building designer must ascertain that 9 : TC Live 20.00 psf DurFacs L=1.25 P=1.25 TRUSSWORKS theloadaaalizedonthisdesignmealore, addheloadingImposedbytheldcalbuilding code and thepartira, appg design application. The mat me top chord Is laterally braced by the roof or flour sheathing and the bottom chord Is letemly braced by a rigid sheathing material directly attached, unless otherwise noted. Bracing shown to for lateral support of components, members only to reduco buckling length. This component TC Dead 10.00 psf Re Mb r Bnd P 1.15 INC.. (CA) shall not be placed in any arrAmnment that will rye the moisture content of the wood to e> ed 19% and/or cause connector plate corrosion. BC Live 0.00 psf Rep Mb r Comp 1.00 4445 Northpark Dr. Fabricate, handle, Install and brace this buss ina« rdancewith 'JOINT DETAILS* byTnrsvrel.ANSVrPIr.WTCAV-wood TrussCounm Rep Mbr Tens 1.00 Colo Springs, CO 907 80 of America Standard Design Responsibilities, HANDLING INSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES' BC Dead 7.00 psf 0 C.Spacing 2- 0- 0 (HIB -91) and HIB -91 SUMMARY SHEET by TPI. The Taus Plate bra Institute tTPO Is tcd at D'Onofrio Dore, Madison. Wisconsin 53719. Design Spec CBC -01 TRUSPLUS 6.0 VER: T6.4.2 TheAmericanForestardPeperAssoaatlon(AFPA)Isioeatedat1111191th Street, NW, Ste aoo,Washington, DC200M. TOTAL 37.00 psf DEFL RATIO: L/240 TC: L/24 Job Name: JON & JAN ZAR Truss ID: P1 DRAG Qty: 1 BRG X -LOC REACT SIZE REQ'D TC 2x4 SPF 165OF-1.SE Web bracing required at each location shown. UPLIFT REACTION(S) 1 0- 2-12 810 S.SO"• 1.50 BC 2x4 SPF 1650F -1.5E ® See standard details (TX01087001-001 revl). Support 1 -253 lb 2 16- 1-11 810 5.50" 1.S0" WEB 2x4 HF STUD Plating spec • ANSI/TPI - 1995 Support 2' -253 lb WT: • 86# BRG REQUIREMENTS shown are based ONLY PLATE VALUES PER ICBO RESEARCH REPORT #1607. THIS DESIGN IS THE COMPOSITE RESULT OF This truss is designed using the on the truss material at each bearing Drainage must be provided to avoid ponding. MULTIPLE LOAD CASES. CBC -01 Code. MAX DEFLECTION (span) • . End verticals designed for axial loads only. IF HANGERS ARE INDICATED ON THIS DRAWING, Bldg Enclosed = Yes, Importance Factor 1.00 L/999 IN MEM 6-7 LIVE) Extensions above or below the truss profile THEY ARE BASED ON 1.5" HANGER NAILS FOR Truss Location = End Zone 1.00 L- -0.08" D- -0.07 T- -0.15" if any) require additional consideration 1 -PLY. AND3" HANGER NAILS..FOR MULTI -PLY Hurricane/Ocean Line = No Ex Category 40.00 ft, Bldg Width - C 20.00 ft CRMMEMBER FORCES: Tc m75 OUR. / TF!!5. p1R. CSI (by others) for horiz. loads on the bldg. GIRDERS. F 2.5" GUN NAILS ARE USED, THE I OTHERS). Bldg Length - = Mean height - 13.02 ft, mph. = 80 1-2 -751f1.33 / 752 1.33 0.25 2-3-12s1{l.zs1/ 2117 1.60 0.27 + + + + + + + + + + + + + + + + + + + + + + Designed for 27S Plf drag load applied HANGERS MUST BE RE-EVALUATED (BY roof CBC Special Occupancy, Dead Load = 12.6 psf 3-4 -752 1.33 / 751 1.33 0.26 - evenly along the tap chord to the chord - P - BC CONP. (cue.)/ YENs.(WR. CSI 0 ea. bearing (unless noted), concurrently with dead + 0 %live loads. D.F. = 1.33 5-6 -2436(1.333/ 3477(Mi3 0.621 6-7 -2624(1.33 / 363.01.33 0.63 Horiz. reaction - 4.5 K lbs. ea. bearing. , Connection (by others) must transfer equal ' We c01 pI / TENS DUit CS1 -64 load to each ply (or add-on) shown. 1-S -137 l.zs / 1.60 0.05 2-5 -21931.33 / 10881.33 0.84 ++++++++++++++++++++++ 2-6 -881 1.33 / 1092 1.33 0.36 33 0 35 3-6 -798 1.33 / 1079 1. 3-7 -2006 1.33 / 952 1.33 0.81 4-7 -138 1.25 / 64 1.60 0.06 NOTE • THE EXTENDED VERTICALS MUST BE SUPPORTED 1 tT f HORIZONTALLY (FOR WIND) AT A MAX. OF 8" BELOW THE TOP OR THEY MUST BE 2X4 SPF 1650F MATERIAL IF NOT SUPPORTTED. 2 0.25 3 4 Bt B2 W:508 W:508 R:810 R:810 U:-253 L 16-4-7 1 U:253 5 6 7 pSsio, L 7 n( ;w wi 061 !07 OFC . .. _ • , T[uswdl Systems as 20 pa Dnless s1 Ewn by "I 8",(918r .1. •H'ghApa TAX• X 20 pa, p 10oned per Joint Details ep t. e tes an a me rates are os one as showr a e. h f[ b e stud tes to avo d tSve with swctural laces ors le . - 7/15/05 . WARNINGRead all notes on this sheet and give a copy of it to the Erecting Contractor, Cust: YESTER - This design Is for an IndWWual building component not Inas system. It has been based on specifications; provided by the component manufacturer WO' D ri ve_T_b6497_L00005_100001 - - and done in acoDrdance with the anent versions of TPI and AFPA design standards. No responsibility is assumed for dimensional aowrwy. Ds n r : LG #LC 19 WT: • 86# Dimenslonsare to be verified by the component manufacturer andlor building designer prior to fabrication. The building designer must as adaln (hat 9 = TC Live 20.00 psf Du rFac s L=1.25 P=1.25 TRUSSWORKS ' the bads ul0lmd on this design meal or exceed the loading imposed by Itre local building code and Ure partlaAar application. The design assumes that the rop Uwrd is laterally, bm od by the mol or floor sheathing and the bottom chord Is laterally braced by a rigid sheathing material directly attached. unless otherMse noted. Bracing shown is for lateral support of components members only to reduce Welding length. This wmponent TC Dead 10.00 psf Re Mb r Bnd P 1.15 ® INC. (CA) Shall not be ptaoad In any envimnmerd that will cause the =Lstum content of the wood to exceed 19% and/or cause wnnector plate corrosion. BC Live 0.00 psf Rep Mb r Comp 1.00 4445 Northpark Or. Fabricate. handle, Install and brace mLstruss maccordance wnm'JOINT DErAJLsbyTmswat,'ANSVTPI11,WTCAI-WoodrmssCouncil BC Dead 7.00 Rep Mbr Tens 1.00 80 Colo Springs, CO 907 of America Standard Design Posponsibilities, VANDUNG (NSTALUNG AND BRACANG METAL PLATE CONNECTED WOOD TRUSSES' psf 0.C.Spacing 2- 0- 0 TRUSPLUS 6.0 VER: T6.4.2 -(HIB-91) and NIB -91 SUMMARY SHEET by TPI. The Truss Plate Institute (TPI) Is located at DOWdo Drhe. Madison. Wisconsin 63719. IThe American Forest mW Paper Assadation(AFPA)Islocated at111119th Street. NW. Ste 800.Washington. DC20036. TOTAL 37.00sf Design Spec CBC -01 P DEFL RATIO: L/240 TC: L/24 Job Name: JON & JAN ZAR BRC 'X -LOC REACT SIZE REQ'D TC 2x4 SPF 165OF-1. SE 1 0- 2-12 606 5.50" 1.50" BC 2x4 SPF 1650F-1.SE 2 16- 1-11 606 5.50" 1.50" WEB 2x4 HF STUD BRG REQUIREMENTS shown are based ONLY PLATE VALUES PER ICBO RESEARCH REPORT 51607 on the truss material at each bearing Drainagemust be provided to avoid ponding. MAX DEFLECTION (span) • End verticals designed for axial loads only L/999 IN MEM 6-7 LIVE) Extensions above or below the truss profile L- -0.07" D- -0.06 T- -0.13"'. if any) require additional consideration CRITICAL KEMER n by others) for horiz. loads on the bldg. 1-2 TC COMP. (((OUR.3)/ TENS. (((OUR.3) CSI 0.25 3-4 . -4(1.25)/ 3(1.25) 0.26 23 -1251 1.25 / 237 1.60 0.27 BC COMP. (OUR.)/ TENS.(OUR.) CSI 5-6 308(1.603/ 1179(1.253 0.34 _ 6-7 292(1.60 / 1116 1.25 0.33 Wa COMP. WR. / TENS. WR. CSI 1-S -137((1.253/ 64 1.603 0.05 2-S -1252(1.25)/ 327(1.60) 0.84 2-6 / 103((0.903 0.05 3-6 y 141 0.90 0.07 4 1 0.81 7 13851 25)%12Z 364(1 60) 0 06 r T%2l!ysterrsPlatesare20paunlesssh n •,8•(,Bapaa.1.'H•(18.na1 TAX• nixzo a).po l6onog ;, ;nIPT.l re i. Ci tares and false trams rates are Ione as showrialSove. 3hltt '2b?e stud tes4o av dove wt ra es a s Pig). f+ M Truss ID: P2 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). NOTE : THE EXTENDED VERTICALS MUST BE SUPPORTED HORIZONTALLY (FOR WIND) AT A MAX. OF 8" BELOW THE TOP OR THEY MUST BE 2X4 SPF 165OF MATERIAL IF NOT SUPPORTTED. ra 0.25 3 4 8 UPLIFT REACTION(S) : Support 1 -141 lb Support 2 -141 lb This truss is designed using the CBC -01 Code. Bldg Enclosed a Yes, Importance Factor. - 1.00 Truss Location - End Zone Hurricane/Ocean Line a No" Exp Category C Bldg Length -!40.00 ft. Bldg Width a 20.00 ft Mean roof height a 13.02 ft, mph a 80 CBC Special Occupancy, Dead Load - 12.6 psf. T' SHIP 2-" 1 Bt 62 W:508 W:508 R:606 R:606 U:-141 6 U:-141 5 6 7 F E S d / T%2l!ysterrsPlatesare20paunlesssh n •,8•(,Bapaa.1.'H•(18.na1 TAX• nixzo a).po l6onog ;, ;nIPT.l re i. Ci tares and false trams rates are Ione as showrialSove. 3hltt '2b?e stud tes4o av dove wt ra es a s Pig). 7/15/05. Read all notes on this sheet and give a copy of it to the Erecting Contractor. Cust: YESTER This design is for an Individual building component not truss system. n has been based on specifications proOded by the component manufacturer WO • Dri ve_T_b6497_L00005_J 00001 and done In accordance with the current versions of TPI and AFPA design standards. No responsibility Is assumed for dimensional accuracy. Ds n r : LIS #LC - 15 WT: 85# Dimensbnsare to be verified by the component manufacturer and/or bu0ding'designer prior to fabrication. The building designer must asconeln that 9 TC Live 20.00 psf DU rFac s L=1.2 $ P=1.2 5 TRUSSWORKS the bads utllimd on this design meet or eased the loading Imposed M the lora) building code and the particular application. The design assumes Ihat lire lop Mord Is Laterally braced by the roof or Icor sheathing end the bottom chord le laterally braced by a rigid sheathing material dimply attached. unless otherwise noted. Bracing Mown le for lateral support of components, members only to reduce budding length. This component TC Dead 10.00 psf Re Mb r Bnd p 1.15 ®INC. (CA) Mall not be paced In any envimnmard that will the metal= of the Mood to exceed 19% and/or cause connector plate corrosion. BC Live 0.00 psf Rep Mb r Comp 1.00 4445 Northpark DrSO. C07o Springs, CO 907 Fabricate. handle. Install and brace this truss In accordance with 'JOINT DETAILS'by Tnusvral,'ANSVTPI I', WTCA r.Wood Tress Council ofAmerica Standard Design Responsibililies, 4WIDUNGINSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES' BC Dead 7.00 psf Mbr Tens 0 C.Spacing 1.00 2- 0- 0 -[HIS-91) and "IB -91 SUMMARY SHEET by TPI. The Truss Plate Institute (TPI) Is loratetl at DOWrio DM,e, Madlson, Wlsoonsin 53719. DEs i gn Spec CBC -01 TRUSPLUS 6.0 VER: T6.4.2 The American Forest and Paper Association (AFPA) Is located at 1111 19th Street, NW, Ste 900. Washington, DC 20038. TOTAL 37.00 psf DEFL RATIO• L/240 TC: L/241 Job Name: JON & JAN ZAR Truss ID: P3DRAG Qty: 1 BRG X -LOC REACT SIZE REQ'D - TC 2x4 SPF 165OF-1.5E Web bracing required at each location shown. UPLIFT REACTION(S) • Support 1 --141 ' lb 1 0- 2-12 665 5.50" 1.50"' BC 2x4 SPF 1650F -1.5E ® See standard details (TX01087001-001 revl). • 1995 Support 2 -141 lb 2 16- 1-11 665 S. So" 1.50" BRG REQUIREMENTS shown are based ONLY WEB 2x4 HF STUD PLATE VALUES PER IC80 RESEARCH REPORT #1607. Plating spec ANSI/TPI - DESIGN IS THE COMPOSITE RESULT OF This truss is designed using the on the truss material at each bearing • Drainage must be provided to avoid ponding. loads .THIS MULTIPLE LOAD CASES. IF HANGERS ARE INDICATED ON THIS DRAWING, CBC -01 Code. Bldg Enclosed = Yes, Importance Factor a 1.00 MAX DEFLECTION (span) L/999 IN MEM 6-7 OLIVE) End verticals designed for axial only. Extensions above or below the truss profile THEY ARE BASED ON 1.5" HANGER NAILS FOR Truss Location End Zone L- -0.07" D- -0.06' T- -0.14" if any) require additional consideration 1 -PLY AND 3" HANGER NAILS FOR MULTI -PLY GUN NAILS ARE USED, THE Hurricane/Ocean Line Bldg Length a 40.00 No Exp Category - C ft, Bldg Width 20.00 ft Ot3TICAL LAMER r TC mNP. (Dux. / TENS. WR. CSI (by others) for horiz. loads on the bldg. GIRDERS. IF 2.5" MUST BE RE-EVALUATED (BY OTHERS). Mean roof height 13.02 ft, mph 80 1-2 -547(1.333/ 547 1.33 0.25 + + + + + + + + + + + + + + + + + + + + + + HANGERS CBC Special Occupancy, Dead Load 12.6 psf z-3-12s1(1.z53/ z37 1.60 0.27 Designed for 200 Plf drag load applied 0. C. Spaci ng 2- Q- 0 Co I o Springs, CO 80907 3-4 -547(1.33 / 547 1.33 0.26 evenly along the top chord to the chord Design Spec CBC -01 TRUSPLUS 6.0 VER: T6.4.2 The American Forest id Paper Association (AFPA) Is local at 1IIj 19th Street. NW. Ste 8W.Washington. DC20038. m ea. bearing (unless noted), concurrently DEFL RATIO• L/240 TC: L 24 BC mf1P. WR. / TENS. WR. CSI 5-6-1630c(1.33)y/ 2671 1.33 0.51 with dead + 0 % live loads. D.F. a 1.33 6-7 -1774(1.33}/ 2760 1.33 o.S2 Horiz. reaction a 3.3 K lbs. ea. bearing. Connection (by others) must transfer equal WB DONP. ./ rENs. alit. CSI to each ply (or add-on) shown. 1-5 -137IDUR 1.25 / 64 1.600.05load 2-5 -17461.33 / 6411.33 0.84++ +++++ + ++++ +++ +++++++ 2- -6121.33 / 823 1.33.27 3-6 -5421.33 / 823 1.330.27 a7 -138iris % 564 i:363o 0:06 NOTE THE EXTENDED VERTICALS MUST BE SUPPORTED HORIZONTALLY (FOR WIND) AT A MAX. OF 8" BELOW THE TOP OR THEY MUST BE 2X4 SPF 165OF MATERIAL IF NOT SUPPORTTED. DA 1 2 3 4 o.2s C0 m 6-0 mLLJ /07 $ 4.4 `' 6 C 36 3-6 4 4 1 SHIP G 2 -0 2 131 B2 W:508 W:508 R:665 R:665 U:-141 U:-141 I 16-4-7 5 6 7 C UrGetl) Rtes arra se tararerre20 fes are s snonteae sh(TDwr alSbve•5hirca ble stMud ales to av 0 d over aU wi g rru curntal a way (e . 7/15/05 WARNINGRead all notes on this sheet and give a copy of it to the Erecting Contractor. Cust: YESTER This design is for an Individual building component not teas system. it has been be on spetlBcaibns provided by the component manufacturer W0: Dri ve_T_b6497_L000OS_100001 ' ® and done In accordance with the current versions or TPI and AFPA design standards. No responsibility Is assumed for dimensional accuracy. Dsg n r • LG #LC = 19 WT : 85# 1 Dlmensbnsara to be vedflad by the component manWacturar ardlor building designer prior to fabrication. The building designer must ascertain that TC Live 20.00 psf Dur Fac s L=1.2 5 P-1.25 the bads utliiaad on this design meet or dimmed the loading Imposed by the beat balding code arra the particular application. The design assumes TR USSWORKS that thetop chord is laterely braced by the roof or floor streaming and the bottom chord Is laterally braced by a rigid sheathing material directly TC Dead 10.00 psf p Rep Mb r Bnd 1.15 anectned, unless otherwise roved. Bracing sl w Is for lateral support at components mambos only to reduce budding length. This component Rep Mb r Comp 1.00 ® INC. (CA) shall rot be pieced many environment that cum cause the moisture conterd uf the wood to exceed 19% arcVw cause connector plate corrosion. BC Live 0.00 psf f Rep Mbr Tens 1.00 4445 Nor;hpark Or. Fabricate•handle.mstall andbracowsin,sslnaomrdancewithvolNTDETAasbyrnrsoral,nNSVrPI1.Wrrar-WoodrnasCouncil of Amey Standard Design Respo nsibmie% 11ANDUNG INSTALLING AND BRACING MET/LL PLATE CONNECTED WOOD TRUSSES BC Dead 7.00 psf 0. C. Spaci ng 2- Q- 0 Co I o Springs, CO 80907 {HIB -91) and HIB -91 SUMMARY SHEET by TPI. The Truss Plate Institute (TPI) Is bested at D'Onofrb Drive. Madison, Wisconsin 53719. Design Spec CBC -01 TRUSPLUS 6.0 VER: T6.4.2 The American Forest id Paper Association (AFPA) Is local at 1IIj 19th Street. NW. Ste 8W.Washington. DC20038. TOTAL 37.00 psf DEFL RATIO• L/240 TC: L 24 Ji I. 204 POST ATTACHED TO EACH TRUSS PANEL POINT AND OVERHEAD PURL&., Dlt 4'-04 O.c• A*K, 2. 20 N I HF OR N2 DF PURLINS 4' - 0'• O.0 3. 2x4 NI HF OR 02 DF CONTINUOUS STIFFENER ATTACHED TO POST. 4. HIP TRUSS N1 SETBACK FROM END WALL AS NOTED ON TRUSS DESIGNI 5:, EXTENDED END JACK TOP CHORD (TYPICAL).. 6 6 COMMON TRUSS. ' 7. HIP CORNER RAFTER. D S. Ia4CONTINUOUS LATERAL BRACING. e n I 9. EXTENDED BOTTOM CHORD. 0". W ► ' ' C < RAL STABILITY OF ROOF y Y IS PER BUILDING DESIGNER 2 I I r SETBACK AS NOTED _ ON TRUSS DESIGN. HIP TRUSSES 24" O.C. (TYPICAL) ADEQUATE CONNECTION BY OTHERS (TYPICAL). DATE WARNING Road oil notes on this sheet and phos a copy Of K to the Eroettnp ContnetoT: The demon a b 0n wmbw&w bui ft ao.pmma. a Ns been bedw a 60806crauono ww."d a a.. aW rM 0M dan0 os accaraarce.ah the ounvr nrrroAs d Ta aro AFM design rams. No r0.pan.pary award a a+naOnaYl ararecT. Dwnem. we to to Waged on enea . co0n0on0ca m0n.nroaer Ossa W a.uwr WIN 11 Nw"" Th. wwv a..ww moms a.mmn am er lo.a. HIP FRAMING DETAIL 1/21/98 lobi . " end aa,a, Ir.r P ya b &'W ft ca" a a uw"w url "chat a IWrYF basad M . - .narn Y hr hnNrr wdpon d a0apanraa od -B & a any, to n d bw 0 094 ".01" enat" dr.cdr rrcrrq ad... Qfir w nosed. 0.0009 ►WAAMIa .r ca." ar pook" swam d rr.dao me=@ IaR.nma. ° rw"w O The o exan. F wa % w ouced w w «00a" M wr 0nxw*" c@ 000 00 Mos. rnMyp F/0ncr., harnaa, n gl sad Tg C h an00 wl a II11J61NALMtftrtSCaGDORA1gN WOW TRl80l0••IGSFlp.'11AIpapWlTALLa('AND aTnwd.'OUAUT►CONf1glSTANOWp/OIIYlTALHATlCowescri wrr.AnT sNelr er Tn. Ttu m.. Nra puler atilAGv10 YlTK FIAT! Coa+lCttG WOOD Tg16fls' • 04lf) aho '1411 Aaworm plFry r aKr1d r leo tom) r'a r w D onoho o he Wagon. wecaun 537M The Aawion Forar end T rnar aa Ara. NW. 6W no. WlWk"^ OC 200a us"M \'IS'®.,I STSMAS TRUSWAL SYSTEMS CORPORATION 4445 NORTHPARK DRIVE, SUITE 200 ` 'COLORADO SPRINGS, COLORADO 80907 (800) 322 40a5 (719) 598.5660 FAX (719) 598=8463 DETAILS FOR'GONVEN .ON ALLY . . TRAMEDVALLEY SETS The mrviimum Tcn:,.'.Top Chord Load = 48 PSF lTRUSSES @ 24" O.C. Minimum Top Ch -.rd Dead Load = 7 PSF' _ The design foc loads and their connections is GIRDER DESIGNED TO -SUPPORT the responsibility or 1. 0 Building Designer. The details TW- -TIE-IN- TRUSSES Provided addres . rz/ity and wind upfifi loads only per the UBC. The maximum W. --,.f speed is 135 MPH, 25 R Mean Roof I B Height (max.). Exp. C. D 16d box nails are typ•-.al throughout, except as noted (in details). The Center Ridge Ra9er ( CRR) is 2 x 6 stud. Attach Ihis to C the 1 x 8 with 4-15a toe nails (2 from each face). Attach the Opposite end to the Ir -ss the same. PLAN VIEW A ELEVATION VIEW The Valley Rafter.. Pr•lins, and blocking material are 2 x 4 stud. ` The blocking mus' be paced 24' O.C. and be adequately braced in the lateral direct -,n -.16-0-0 O.C. Attach this blocking to the Valley Rafter with 3-1;d. Attach this blocking to the purlin with 2-1bd, The trusses below I -he valley are spaced 24`O.C' ' The purlins -are full :ength under the valley set and must be installed at 24' O.C. They are :e be attached to each overlapping truss top chord vAlh 2'164 nails. If Fel are not one continuous length• add a 12" long DETAIL A CcNTER F::p ,= nailer to the face o -' the truss lop chord vnlh 4-164 .End one puriin section.. r^.AFTEF DETAIL 5 on the lruas and been the additional section on the nailer. . t VALL_Y RAFTER "- A 1 x 8 porimeler runner must be attached through the sheathing and into each truss below vnih 3-6d bo VALLEY z nails. This 1 x 8 follows the outside vrofiie I Y RAFT=R of the valley. ( YP) / / 1 'The Valley Rafters ::e spaced 24' O.C. An ch them to the CRR with 1 5' 2.16d loo nails. AIn6rh the opPosAe and to the 1 x 8 with 3-U loo nails. 2'-16d 2 X 4 BLOCK TOE NAILS I PIAN VIEW WITH 3 -.16d a (TYP) 2 X < BLOCK WI'!r < .16d , PLA' VIEW REG/ST 5 GHAq F • n7 o ' RFs. Q DETAIL C' X y DE AIL D "i1 7 c0 n 2 x < 1 5_. PERIMETER PURON RUNNER 2 X 4 VALLEY BLOCK RAF —i= R rte_ WITH 2 - NAILS G TRUSS TOP" Cy pSSTOp CHORD 7116 SHEATHING ; ELEVATION VIEW EL1/ATION VIEW r PEAK PLATE: 3.4 (2x4) 5.5 (24) 6.6 (20) MAXIMUM 1'-0" CAVE WITH -6'-0"MAXIMUM BLOCKS (dl 32"o.c. OR 2'-0" CAVE, ' BRACE SPACING MAXIMUM, WITH 4x2 #2 OR BTR. OUTLOOKERS CUT INTO GABLE @ I 32'o.c. 41 2x4 N2 MINIMUM CONTINUOUS ' 1' STRONGBACK BRACED TO ROOF II STRUCTUIIE AT 6'-0" MAXIMUM. STRONGBACK AT; 2x4 STRONGBACK BRACED — 4'-10" CLEASPAN, 70 MPH AT EVERY 6'-0" MAXIMUM 1.5.3, TYPICAL \ 4'-1.5'CLEARSPAN, 80 MPH CONNECTION MINIMUM GRADE CHORDS AND — STUDS 2x4 STUD/STANDARD. STUDS TO BE MAXIMUM 24"o.c. HEEL PLATE: 3-4 )2x41 _ ___ _ 5-5 (2x6) -- ---- -- 6.612X8) 4 BC SPLICE: 3-4.(2x4) —I CONTINUOUS DEAFlING WALL I 5-5 (2x6) 6-6 (2xB) A BRACE WALL BRACING PER BUILDING/ DESIGNER. 1154 I - L_ 2x4 CONTINUOUS HACKING WITH 16d NAILS AT 24' o.c. TO THE WALL PLATE. SECTION A GABLE END FRAMING CONNECTION DETAILS (MIN. NAIL REQUIREMENTS SHOWN) MAXIMUM 40 PSF LIVE LOAD. SHEATHING TO GABLE 7.x4 SOLID BLOCK WITH 3.16d NAILS 8d GABLE STU p AF? EA. END AND Bid NAILS FROM SHEATHING AT 6" o.c. . 00 MPH WIND EXPOSURE C, TRUSS, Bid AT 6' D.c•TO BLOCK AT 6'o.c. / / '` ASO• Gqq LESS THAN 20'-0" WALL HEIGHT. l 2x4 BRACE ~ 1•i6d LU T O BRACING DETAILS 2.16d No U C11g91 is 2005 Q 1 Ya' NOTCH Cd 32" a.c. 0j311 SOLID BLOCK DATE ' 2-16d WITH 2-16d TOE - EXP' O NAILED EA. END WITH 1%AfE CODE SfACU•IG DATE MODEL 20 UBC CONTINUOUS 2/11/99 GABLE DETAILS 4-16d NAILS ` OF"Wn \` A 19 f WARNING Read all notes on this sheet and give a copy of It to the Erecting Contractor. I This design is for an individual building component. d has been based on specifications olovided by the component manufacturer and done in ' e Qi► S accnrdince wilh ilia current+ersions of TPI and AFPA design standards. No iesponsibiery is assumed for dimensional accuracy. Dimensions are IAQ OA pelma to by verified by the component manufacturer andlor budding designer prior to fabrication. The building designer shall aseenam that the loads utililnd on ]his design meet or exceed the loading imposed by the local budding code. R is assumed that the top chord is laterally braced by the wnf m lbor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached. unless otherwise noted. Bracing ll M ChnYrn is lot lateral support of components members only to reduce buckling length. This component shall not be placed n any environment that kV Ar1.._ J a J 'L•.vill Tau:e the mofsme content of the wood exceed 19% and/or taus" connector plate corrosion. Fabricate. hanOle. inslae and brace this truss in IItUJWAL SySIEMS COPPORAIION icentli mce with the following standards: 'TRUSCOM MANUAL' by Tnlswel. •OUALITY CONTROL STANDARD FDR METAL PLATE CONNECTEC WDUsI InUSSES' • (OSTBB).'HANDLING INSTALUNG AND BMCING METAL PLATE CONNECTED WOOD TRUSSES' • H19.91) ant)'NIB•91 S9IAMAny SIIEET' by TPI. The Truss Plate Institute (TPI) is located at 583 O'Onorno Oliva. Madison. Wisconsin $3719. The Amencan Forest and' j - Altcrnale Stud Connection with Siu Ics 7 PC W. Stud NUTE;- Vent Ulocka maq bt omitted t onnection ',j - - - where no vent is required.' \ DESIGN FOR TYPICALCAULS- isND TRUSS ' L) 34, T'-)4 8 - 110¢ x F? l" Crown l long 'IL H /I T- 31 or equal . o j ('t - varies (: i I' o Fn D-7/, T -7t {. n .. 0•21. T-11 ,7 r Varlca T ; CAULI: END TRUSS , to suit vent or outlooker Cutout for 2x1 laid Rat Cutout for 2x4 laid Rat 2-16d nail - I (Spacing per building lansl (Spacing per building pinna ARc TRUSS GQ '{ 2-16d nail Truss Q . LU = o T CC v >>g91 ,•; F•: Ix/ Add-on ' with 8d nails at l6"0, c.' j (by build'er) 2- I6d nails "OFF "ON OF GPS' ' •I' STUD'rUTOUTS STUD"CU.TOUTS DETAILS FOR 2 x 4 OUTLOOKERS Plate LI GABLE END BRACING •.. :•;. F,lle No. Cable. End Truss FP.".aco•v.•tctoM1tl1n♦•a,d....awanro..Jrtt•.1 t -.,.'............i..t.....roJw..,w......: rouro. .u:r..,.....a r.. t.•w..o.r... ......v. w..A1... rMr.•.'Tl:t.ar.n.ti..rl. i.lr.nu•r++n•.rwr+royw.i<. t'...H..... ... .tvm ....m.ce•.+pn......,w.......». ?Ft?F1U ANAHEI Dale: 12/4/18 w ...t.w..+ r.-...v :...a.......n..v t....u..w..tl.t...n...n... , .T.....,. '•11'I:low..r••M1M...10'.J)•wyl.wn..ww:/.-. oontMac,ra.aaaP-LAmt .c.c F10NEL DETil01' err- 1 R ef: Dee. Dy: J N Ck. Dy: M1G.DI•w.•.Itir•l. r+w.....n•..n".. •.a.. 'IFr1.r.w. .p.ela.lODO .,. i, G... I s.. n .», tt r.. ......., .row '.yl... ,. m+..•a•n .•w .-.ry.w .w.d.«.M1 r.t ry V. .wwt ./s nf4.q. .....♦•.•lC1 o. AM1., qI tiAM1 II.a1 T 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 EP31NEER OR ARCHITECT ON A PARTICULAR PROJECT, NOR /HAVE THEY BEEN ANALYZED FOR SEISMIC AND WIND FORCES ACTING ON THE CONNEC- 1 TIONS FROM THE RESPONSE OF THE. STRUCTURE TO SUCH LOADS. IT IS RECOMMENDED THAT 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 TO EXTERIOR BEARING WALLS TRUSSES @ 24" O.C. (TYP.) ® A Ir BLOCK BLOCK BLOCK -- O L -STUDS @ A 16 " O . C . 1 BLOCK. OY GAO 1 BOT * __ TOP PLATES CHORD SECT. A -A TRUSS (TYP.) I PROCEDURE: -L 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 NAIL. 4 PLACE NEXT BLOCK AGAINST TRUSS AND REPEAT STEPS 1 THROUGH 3. 5 BLOCKS MAY BE ATTACHED TO TOP PLATE WITH SIMPSON A35F (OR EQUIV.) FRAMING ANCHORS. SEE MANUFACTURER'S CATALOG FOR OETj]ZZ9=M*r, SPECIFICATIONS. /,. AA M o % TRUSS CONNECTION TO INTERIOR. BEARING WALLS _ ti• ,yQ 'X' BRACING B. C OF TRUSS OR END VERTICAL RUNN . 12 NG. Q THROUGH TO BEARING. s EX . F WALL MUST BE AT HEIGHT SPECIFIED ON THE DESIGN DRAWING.OR E MUST BE SHIMMED TO THE CORRECT HEIGHT. USE 2-16d COMMON NAILS TOE -NAILED INTO THE TOP PLATE D THROUGH EACH TRUSS. DIAGONAL 'X' BRACING I,S REQUIRED AT ENDS OF THE BUILDING f L (OR WALL) AND AT A MAX. OF 16' INTERVALS ALONG WALL. '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 BOT CHORD B 2X &=4 TOP PLATE SECT. B 1-16d COMMON NAIL OR SIMPSON STC (OR EQUIV. TRUSS CLIP FILE NO. CD -1 DATE: 9/10/.92 REF.: DES. BY: L.M. CK. BY: WALL PARALLEL TO TRUSS 2X4 BLOCKING BOT CH 2X SECT. C C TOP PLATE 7 1-16d COMMON NAIL OR 24" O.C. SIMPSON STC (OR EQUIV. TYP.) TRUSS CLIP T MAMAMASYS EMS TRUSWAL SYSTEMS 4445 NORTHPARK DRIVE, SUITE 200 COLORADO'SPRINGS, CO 80907 - (800) 322-4045 FAX:(719) 598-8463 C001003160A 1/10/01 Users of Truswal engineering: The Trus PIUSTm engineering 'software will correctly design the location requirements for permanent continuous lateral bracing (CLB) on members for which it is 'required to reduce buckling length. Sealed' 3ngineering*draw'ing's from Truswal will show the required number and approximMe. locations of braces for each member needing bracing. In general, this bracing *is' done, by using .Truswal Systems'Brace-ItTM or a 1.x or 2x member (attached to the top or bottom edge of the member) running perpendicular to the trusses and ad equately designed, connected and braced to the building per the, building designer (See ANSI/TPI " CUrrent version). The following are other options 1.'when'CLB bracing . is not possibl,7, or desirahle) that will also satisfy bracing needs for individual members members (no--. building system bracing):. 1. A 'x'or 2x structurally -graded "T" brace may be nailed flat to the edge of. the member with 10d common or box* nails a';. 8", o.c. if_ only 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 of 90% of the member's length. 2. A scab (add-on) of the same -size and structural :jade as the, member may be. nailed to one. face of the member. with' 10d common or box nails at 8" o.c. if only one brace is required, or ni;:.7y be nailed to both 7 faces of the member if .two. braces are required. A minimum of 2x6. scabs are required for any member exceeding 14'-0" in length. Scab(s) must.extend a minimum of 90% of the members length. 3. Anl.Z member requiring more than two braces. must use perpendicular bracing ora combination - of scabs and "T" braces, or. any other approved method, as specified and approved by the bu.ilding.design6r. go EXAMPLES SCA71 Please contact a Truswal engineer if there are any questions. 2. TRUSWAL SYSTEMS 4445 NORTHPARK DRIVE, SUITE 200 COLORADO SPRINGS, CO 80907 (800) 322-4045. FAX:(719) 598-8463 8/3/00 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 loading is 10 PSF or less. Trusses are spaced 24" o.c. or'less. • False Frame verticals are spaced 6-0" o:c.' or less. • No additional point loads or uniform loads. are p:-ssent on the false frame that would cause the loads to exceed 10 PSF for any reason. • The joint(s) to repair does not have a supp-.1 bearing directly underneath the joint. There is no damage to the lumber 'at the joint, ' such as excessive splits, cracks, etc. • The joint fits tightly (within all TPI tolerances). • All lumber in.the false frame is 2x4 or W. Repair as.follows: 1. Cut a '/z" CCX APA Group 1 plywood (or equivalent O.S.B.) gusset, 4" wide by 8" long, or larger. 2. Apply gusset to the face of the truss at each joint with a missing plate. If one face of truss has missing plate, then gusset is `required cr. only that face. If both faces c:f the joint are unplated, then the gusset,is required on each face. 3. Use (3) 8d nails into each member, from, each face (see detail below). Typicai Joint False frame refers only To non-structural members :Yaj5: (zero design forces). BE G/s . H. tiHAACFc9 4 " o 0 0 o i n p i ..aD. of . RN/a * y SECTION MA3QMUM WIND SPEED IS 85 MPH. CAP TRUSS LATERAL LOADS IN LINE WITH THE 2-16d NAILS TOENAILED CHORDS HAVE NOT BEEN CONSIDERED. ' `THESE LOADS AND-THEIR REQUIRED CONNECTIONS ARE THE RESPONSIBILITY _ OF THE BUILDING DESIGNER. 1 1/2" 17 ( -2-10d NAILS 12 / 2x4 BRACE \\\ BOTTOM TRUSS. ANY PITCH REFER TO THE APPROPRIATE TRUSWAL DESIGNS FOR THE REQUIRED WEB CONFIGURATION00 1 10000 FOR BOTH THE CAP TRUSS AND THE SUPPORTING BOTTOM TRUSS. C!:) Ca 0 Gq9 Q 20 tu 2 i[ ac v No. C11991 - _ - 1013112005 Q • _ - cSj, EX QZ O 2x4 CONTINUOUS LATERAL CHORD/WEB SIZE ARE qT OF C' N\-' BRACING APPLIED.AT 24"o.c. r ATTACH EACH BRACE TO THE PEI: , .' APPROPRIATE ,• f >` 6OTTUTe 1 riv S 1lVi'i H L- i riot 7`U,,.'AL DESIGN. NAILS AT EACH INTERSECTION. q0 TOE-NAIL THE CAP TRUSS TO THE BRACE WITH 1-16d NAIL FROM EACH SIDE AT EACH INTERSECTION. rC Cf4 PcfL Us N 1 CODE SPACING DATE WARNING Read all notes on this sheet and give a copy of it to the Erecting 'Contractor. Thu design Is for an Individual building component. It has been based on specifications provided by the component manufacturer and done in '„S accordance with the Current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions are UBC B to be verified by the Component manufacturer and/or building ttesigner prior to IabriUlion. The building designer small ascenarn Thal the loads int 24"o.c. 4-30-98 utilized on this design meet or exceed the loading Imposed by the local building code. It is assumed that the lop chord is Ialerally braced by the fool or Moor sheathing and the bottom chord is laterally braced by a rigid sheathing material uuectlY attached. unless otherwise noted 6tacinq ` I1 shown t1 for lateral support of components members Only 10 reduce buckling length. This com00nent shall not be placed m any environment that . CONN.! n ••r• , 'r_`, S' II S, /•3 will cause the mois!ute content of the wood e•ceee 19% and/or cause corn^crnr plate corrosion. Fabricate. handle. install and brace this truss in CAIZ' COl'i.l •'-• - ' • a""..r..n; y :.nh tnq "'o-""512Ld3rds: 'Tnu,coM I.IAi.OAL' by lnq+ " :-' .j1Y CvIJT^0L srF11DARD rOF ytcTAL PLAT C0: :F..cr-c0 IIfUSWAI SY ;I Nu COf7NVRA•:Jiv WOOD TnUSSES' • (OSTBB).'HANDLING lNsTALUNG AND OnnCuHIS-91) METAL PLACE CONNECTED WOOD TRUSSES' • IS-eq and'HI6.91 SUMMARY SHEET' by TPI. The Truss Plate Institute (TPI) is fowled at 583 O'Onofrio Drive. Madison. Wisconsin SJi t9 The American Forest and Co I I Paper Association (AFPA( Is located at 1250 Conneafcut As. NW. Ste 200. Washingion. OC 20036. P8 _ 1 PIGGYBACK DETAIL + (2) 16d TOENAIL PIGGYBACK . ol -- CONT. 2X4 4050 SUPPORT TRUSS L 3 1, 2"YS"X1/2" Pl_'(WGD GUSSET - AT EACH END' OF TRUSS (AND Z ..= .6'-0" 0. C. FOR SPANS 36' AND . - LARGER) ATTACH WITH (4) 1.5" ' 72" O.C. TYP. LONG 8d NAILS. -USE 2X4 AS AN 1630 I,:S 73)ALTERNATE WITH (4) 16.d EACH END. P3260 (5-5) 1630 (l"s--3) - Q5 _ 1630 3246 3 ' • . t. . - - D ARCyj ' -- 1630 ' (I!5-3) 24". 1630 O's -3) 1630 (1, 5- a) SP 3260 1.5X3 (T-yp,) 3-.S) 0. G,4,9, dGN, 2X4 CONTINUOUS SUPPGRI-dHACING. Q p Pte° ATTACH TO THE TOP SIDE OF TOP CHORD OF C- REQUIRES 2X4 BRACE WHEN VERTICAL EXCEEDS 5'-0" TRUSS SUPPORTING. PIGGYBACKS WITH (2) 1 O NAILS M No p5 is p1311oN1 2 EXP' BRACES AT 10'-0" ETC. `. S SHO LDER DETAIL OF P8 _ 1 /AA(, UP 12—OS A-1— OF—,C—A-0 =- 73ofk QRACE )br Z4 0.C-. C-. CAP ,SVS T72 oNCJ LS 7A Z1 SES p zG+N G ✓. Ova SP L= -C -L- T (t3Y S -Z V1P/Scv )T C3 sem„ A34 Q` r CIN, _ 33 * REG,S 5HA T 2 F 4 zT 9 8 9N/q L` Ovu 11U111C: a 1 A1WAKL Hir HAUTE 83 SETBACK Truss ID:.RAF-4 Qty: 1 Drw : X -LOC REACT SIZE REO'D TOP CHORD 2x4 FL q1 &Bir. Plating spec ANSI/TPl - 1995' 1 0- 2- 8 623 4.95" 1.50" THIS DESI(id IS 1FIE COMPOSITE RESULT OF UPLIFT REACTICN(S) ' 2 11- 2-11 761 1.50" 1,50" MULTIPLE LOAD CASES, sS`44mrtt 1 -120V . SLIDER 2x4 FL #1' & Btr. PLATE VALUES PER IC130 RESEARCH REPORT #1607. This t'rvss ?s desig ied using the PLATING BASED ON GREEN LIMEIER VALUES. Permanent bracing is mired (by others) to i Code. - prevert rotatiEn/tnLing. See HIB -91 and B[dg•Encl = Yes, End Zane = No ANSI/TPI 1-1995; 10.3.4.5 and 10.3.4.6. Hurricane Ocean Line = No , Category C Bldg L h = 99.00ft; Bldg Width = 30.00ft; . Mean roo height = 18.32ft, MPH = 70 Classification - 4, Dead Load = 12.0 psf --iflAD CASE #1 DESIGN WADS Dir L.PIf L. Loc R.PIf - R.Loc LL/TL t 7C Vert .0 0- 0-" 0 ' 142.3 '9-10-13 .53 TC Vert 30.0 9-10-13 30.0 11- 5-12 .53 ------------- 11-1-12 --- 11-1-12 r - V Jcizi5 i - 2.83 � 5P3-5 6-6 4- 3-54 47(- 2-11-5 SHIP IO -3-12 1 0 ARC. ,r\ 50. GA F� i 1/2" GAP MAX co Q p � 2-9-15 -� 11-3-7 z 1p131IDpSE Z _ 3 qEXP OQ l t 11-�-1� TFOF ��° 5/99 ! Truswal Systems Plates are 20 a, unless shown by "18"(18 "H"(16 a.) g ga') or Scale: 5/16" = 1' g positioned per Joint Report. Circled plates and false I frame fates are ositioned as shown above. w WING Read all notes on this sheet and give a copy of it to the l,recting Contractor, TBf : 29.3 W0: LLM10 This design in for an individual building component. It has been based onepecificatipns provided by the component manufacturer and done in- Chk: Customer Name: TRUSWAL accordance with the current versions of TPI and AFPA design standaids• 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 shall as that the leads utilized on OSgnr:. #LC = 5 this design meet or exceed the loading imposed by the local building code. It is assumed that the top chord is lateral!- braced by the roof or floorTC , L1Ve "Fi. (? psf DUrFaes L=1 .25 P=1 .2$ s SYSTEMS sheathing and the bonam chord is laterally braced by a rigid sheathing material directly attached, uideee otherwi%e nu;ed. Bracing shown 6 fur lateral support of compotiente members only to reduce buckling length. This component shall not be placed in any environment that will cause the moisture TC Dead 14.0 psf Rep Mbr Bnd 1.00 ! content of the wood exceed 19% and/or cause connector plate corrosion. Fabricate, handle, install and brace this trues in accordance with the following 6143 Northpark.Dr., Colo Spniogs, CO 8()907 stanY Truswal, dards: 'TRUSCOM MANUAL', b 'QUALITY. CONTROL STANDARD FOR METAL PLATE CONNECTED WOOD TRUSSES'. BC Live 0 psf 0, C. Spacing 2- 0- 0 (QST,88), 'IIANDLINO INSTALLINO AND BRACING METAL PLATECONNECTED WOOD TRUSSES'- (IIID -91) and 'HIB -91 SUMMARY BC Dead. 10.0 psf Design Spec UBC -97 SHEET' by TPI. The Truss Plate Institute (TPI) u located at 583 D'Onofrio Drive, Madison, Wisconsin 57719. The American Forest and ('aper ppf l Rat lo:. L/240 TC: L/180 Tp5:0 Version 09.30.98 Association (AFI'A) 6 located at 125O'ConnecBcw Ave, Nov, Ste 2tx), \Vashinaton. DC 20036. tarn( i.n n of - PRESSURE BLOCKING DETAIL FOR END JACK BOTTOM CHORD UP TO 10'-0" AT HIP NO. I WITH CEILING LOAD' 0'F 5 PSF • .. - HIPNO. I TRUSS'. PRESSURE BLOCK, - 3-10d WITH 4 -16d -NAILS 3-10d 3-10d' PRESSURE BLOCK \LENDJACK f WITH 4-16d NAILS 3-10d ' BOTTOM CHORD OF 2-0" OC. TYPICAL H[P.NO: 1 TRUSS ' BLOCK 3-10d AR ,y NOTE: ATTACH 2X4 DOUG FIR PRESSURE BLOCK TO BOTTOM p CHORD OF HIP NO. I WITH 446d NAILS. 'BOTTOMLu CHORDS OF END JOINTS ARE ATTACHED WITH 3-1 OdU Cj1g91 No. NAILS AT EACH END OF THE PRESSURE BLOCK-.' ! 013p10005 . , EX OF FQ PLATE CODE SPACING DATE TW20 UBC NA 5/15/97 UWG. CA ' II IS n1E nE SnOrglBflitr Or Or14aS t0 .SCEoI.I. 111.1 1, 10.05 Ur IS OESIW, rEt 0 [rC[[0 1,( ' •C,U•l Uf,,0 LOOS Iro0SE0 Or 111E SInIJC IVr1f, "BTr uq 1.1E llv! LOOS Irn05C0 "4 . LOCAL BVIIO PIG CODE Oo ITIS IOnIUI Cl lr.liC nCC0o0S. /q nE $rOr4lBtlllr IS +SSWED 'On Ol,rE nS I01ul .CCIP,C• UI/A IOIrS f'n'On ICAILIIi vEolrr ,ll 10 r.BnIC.IIO,r C%EC10n oL.tES SIIDYrI ,nE_ InUSr,l 16, IB, Oo t0 CIG1. AS SoCC Ir I[0 Ilq If1U$w/1.IInUSCDr'I rwrL. N.11r 'YIIM OU.11ll CD,llo0t M.r11J,t• 01 Ir,E 1ollss OL•fE IIISIIIVIC IIrII Irq 1-1 PA'r "Or $r EC Ir IC,II. 1 T SrIC 1.1 CV"Fr' l LIII OCSIGn„rq ,n( 10 BE EOU,11I oI.,Iofn IA. OOIOfES il'IG It Z, 0' IIIOiv'1 1. IouSS-frBrnS 15 11011.0 Ov I.r1S 0.,•InG nll5 It/SIG•i . w S'Itnr ipl,"Cu 1 uu n1 ,1❑ t11.1 IS AM, O"o 0 BE CO,II UilJ0U5l, B^.CfO Br 51 1.r•IInG IP 11155 OrlR orlSf 51,IEU v'f n, Iry'CILI 10 S'E`MS n4 p0110v OgnU. II ••ull BE 6n,C1U ,I Ir1fnrrl5 •N' frC1101•Ir. nI' q' vu;Oui InLCt nlf lln IOr ICf of Wn0l nG r(rrOo,nl rnf C110'I "Pur ni n. r I G JS,!$ "Ill C•V110.110 10 Sft. mo I u. I$ ,l w.rs ntovin4u rpt mIF. it^f G I LL77 0171101 00-1110'11,G IOnnll,l0 1010 OOr1•glrr0' oflln IO •gn.CIIIr, .OnO iou5515 Ulrrl "1,111 ulU n1.CUrrtuU,IIOn; Ilo v,r IRUSWALSYSTEMS COI?PORAIION CpvI U;IO'1 fr151 CP4/f+n I,IG on0rta III,,() rn[CIIO, i, C1luV r,nr PIll.nl On Br ,n 11lf. COC,110'15. C„rf ll E'rf o5, uq IH[ C,gn0S 7 hq rou95 r0 on[,f n,utvllof nwsscs yr Iroo00En I. IID, B[ nL'uU rl .•1, E,nin011rrrn Iu,1 Ytll C,usc Ir•[ rofslunc CD••I[••• or IE 0n UUSE CO,r4CfOn - JUDIIC 1011 15'iiijll lQ l: oU if CO*nO510v VrB[o. rnEn uECCSS,n+.- IS 6[SI Of f[n-I,QO BI OI f•rFo1ElICt .dU U.E L'OIIE IS OUISIOf U1C SCOPE 01 oCSn0,ISi8IIIIr fWSrq Or SUPPORT REQUIRED EVERY w4r MAXIMUM. 4$' MAX B_ A TYPICAL END JACK WITH VARYING TOP CHORD LENGTHS. HIP GIROER (ONE OR MORE PLY). HIP TRUSSES — 6. OTHER OPTIONS MAY 8E USED AT THE DISCRETION OF THE BUILDING DESIGNER. 7. REFER TO OTHER DETAILS FOR SPECIFICATIONS RELATING TO A HIP .. SYSTEM THAT ARE NOT SHOWN HERE. DETAIL OPTIONS 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 MAYBE USED TO PROVIDE ADEQUATE BEARING SUPPORT. S. 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. WEDGE OR BEVELED TOP PLATE UNDER JACK TOP EXTENSIONS FOR WEDGE, USE (2) 10d TOENAILS EA. FOR TOP PLATE, NAIL WHOd 6' O.C. INTO TOP CHORD OF HIP GIRDER. NOTE: BEVELED LEDGER MAY BE USED INSTEAD OF DETAILS 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. BEVEL CUT ON TOP CHORD OF TRUSS OR'SECONDARr TOP CHORD MEMBER. NOTE THAT HEIGHT OF TRUSS MUST ALLOW FOR THIW DATE: Rv: END OF LATERAL BRACE. (BRACE MAY CONNECTION OF OVERLAP WITH LATERAL BRACE IS TRUSS CHORD - BASED ON BRACE NAIL CHORD TO FORCES DETERMINED FACE OF BRACE BY THE BUILDING WITH (2) 10d) DESIGNER. NOTE: BEVELED LEDGER MAY BE USED INSTEAD OF DETAILS 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. BEVEL CUT ON TOP CHORD OF TRUSS OR'SECONDARr TOP CHORD MEMBER. NOTE THAT HEIGHT OF TRUSS MUST ALLOW FOR THIW DATE: Rv: END JACK /RAFTER STANDARD DETAILS (CALIFORNIA STYLET TRUSS PLATES AND LUMBER AS SHOWN, OR PER INDIVIDUAL TRUSS DESIGNS. (3-4 ALT.) 2-6 CONNECTION DETAIL "A" (TOP CHORD TO HIP GIRDER) JACK TOP CHORD RUNS OVER GIRDER TOP CHORD. (2) 10d or 15d NAILS, THROUGH JACK T.C. INTO GIRDER TOP CHORD, TOE - NAILED, OR ADEQUATE MECHANICAL HANGER PER EXTENSION 3-4 HIP GIRDER CHORDS B CONNECTION DETAIL "B" (BOT CHORD TO HIP GIRDER) (2) 10d or 15d NAILS, THROUGH JACK B.C. INTO GIRDER BOT CHORD, TOE - NAILED, OR ADEQUATE MECHANICAL HANGER PER MANUF. CATALOG. NOTE: IF 2'-O" SIDE JACK BOTTOM CHORDS ARE USED (INSTEAD OF WEDGES AT THE WALL), THEY MAY BE ATTACHED TO THE BOTTOM CHORD OF THE FIRST END JACK AS PER DETAIL "B". LIMBER REQUIREMENTS: JACK TOP CHORD: 2X4; #2 OR BETTER DFL, #11#2 OR BETTER CAN S -P -F, 01 OR BETTER S -P -F, #2 OR BETTER HEM -FIR, OR 1650F MSR ANY SPECIE JACK BOT CHORD: 2X4; #2 OR BETTER ANY SPECIE, OR 16WF MSR ANY SPECIE CORNER RAFTER: 2X6; SELECT STRUCTURAL ANY SPECIE, OR 165OF MSR ANY SPECIE, OR DOUBLE (STACKED) 2X4 PER OTHER STANDARD DETAILS, OR 2X8 #2 OR*BETTER ANY SPECIE. -TOP CHORD LENGTH MAY VARY FROM 6" MINIMUM TO 8'-0- MAXIMUM, WITH EXTENSIONS SUPPORTED AT 48" O.C. MAXIMUM BEYOND. -TOP CHORD MAY BE SPLICED AS SHOWN, ABOVE THE HIP GIRDER ONLYI -BOTTOM CHORD LENGTH MAY VARY FROM 6" MINIMUM TO 8--0" MAXIMUM. -DO NOT SPLICE THE BOTTOM CHORD. -TOP CHORD PITCH MAY VARY FROM 412 MINIMUM TO 8112 MAXIMUM. -BOTTOM CHORD PITCH MUST BE FLAT (0112). -2X6 RAFTER MAY BE SEAT CUT AT WALL, AND TRIMMED TO 2X4 WIDTH (3:5-) FOR OVERHANG UP TO 34" (24" @ 45 DEGREES) MAX. -THIS DETAIL APPLIES TO 45 DEGREE HIPSET JACKS AND CORNER RAFTERS ONLY( CONNECTION DETAIL "C" (TOP CHORD TO RAFTER) 1 I JACK TOP CHORD MUST BE SINGLE BEVELED OR DOUBLE BEVELED 100 or 16d NAILS, THROUGH EACH JACK T.C. INTO RAFTER, TOE -NAILED, PER SCHEDULE BELOW, OR ADEQUATE MECHANICAL HANGER PER MANUF. CATALOG. NAILING REQUIRED: 2'-0" &,V-0- JACK T.C. (2) NAILS 6'4" JACK T.C. . (3) NAILS 8'-0" JACK (ONE FACE OF - . RAFTER ONLY) (4) NAILS 1 -PLY OR MORE GIRDER B C B .. /' C RAFTER C TC Lbe IL" per Du&F L"126 Mab DESIGNED FOR 10 PSF NON40NCURRENT BOTTOM CHORD LIVE LOAD. A v ` TC Deed 14M per IYp Ner end 1.16 PLATES 6 NAILS DESIGNED FOR GREEN LUMBER VALUES. WIND LOADED FOR 76 MPH, EXPOSURE -C-, MAXIMUM. SC DmLira L pr Dwwn SOM 2-e- a NO POINT LOADS, MECHANICAL UNITS, HVAC, SPRINKLERS. OR OTHER SC Deed ISIS pr Dem Spee IeGq ITEMS CAUSING ADDITIONAL LOADS ON THE STANDARD JACKS IS TOTAL Y pr OEFL RATIO: LfM TC: LAW ALLOWED, WITHOUT SPECIAL DESIGN. 9n C K THIS DETAIL B PRO'VDED AS A SUGGESTED SOLUTION TO THE APPLICATION `.er• ', ►` SHOWN QW. R IS NOT YRENDED TO REPLACE OR SUPERCEDE ANY SMLAR P C. DATE: WTI T O , DETAIL. THAT MAY HAVE BEEN PROVIDED BY THE BUILDMG DESIGNER. IT IS F THE RESPONSM.TTY OF OTHERS TO VERIFY THE ADEQUACY OF THIS DETAL REF: EJ -1 IN RELATION TO ANY SPECIIFIC PROJECT, AS TO ITS APPLICATION AND INTENT ►____-I APPLIED TO THIS OR ANY SIMILAR ISSUE. TRUSWAL SYSTEM ASSUMES NO RESPONSOLRY FOR FIELD INSPECTION OR WORKMANSHIP QUALITY. -- _ DES: 7 B Warning GENERAL Familiarity with the CONSTRUCTION DESIGN DOCUMENTS, the TRUSS DESIGN DRAWINGS, and TRUSS PLACEMENT PLANS (if required by the CONSTRUCTION DESIGN DOCUMENTS) is required to property erect, brace, and conned the trusses to the building system. All of the pre and quality Involved in the design and manufacture of wood trusses can be jeopardized it the trusses are not property handled, erected, and braced. THE CONSEOUENCES OF IMPROPER HANDLING, ERECTING, AND BRACING MAY BE A COLLAPSE OF THE STRUCTURE, WHICH AT BEST IS A SUBSTANTIAL LOSS OFTIME 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 builder/erector shall meet with the erection crew for a safety and planning meeting, making sure each crew member understands his or her roles and responsibilities during the erection process. TEMPORARY ERECTION BRACING Trusses are not marked in any way to Identity the frequency, or location of temporary erection bracing. All temporary bracing shall comply with the latest edition of Commentary and Recommendations for Handl ng, Installing & Bracing Moral Plate Connected Wood Trusses (HIB), pub- lished by the Truss Plate Institute, andlor as specified in the CONSTRUCTION DESIGN DOCUMENTS prepared by the building designer. PERMANENT TRUSS BRACING Permanent bracing for the roof 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 Boor system. The design and connection of the bracing to the truss and then to the overall building system is the responsibility of the building designer, and is in addi- tion to the permanent bracing plan, which is also specified by the building designer. SPECIAL DESIGN REQUIREMENTS Special design requirements, such as wind bracing, portal bracing, seismic bracing, diaphragms, shear walls, or other load transfer elements and their connections to wood trusses must be considered separately by the building designer, who shall determine size, location, and method of connections for all bracing as needed to resist these forces. UNLOADING & LIFTING AVOID LATERAL BENDING NEVER HANDLE TRUSSES FLAT Beginning with the unloading process, and throughout all phases of construction, care must be taken to avoid LATERAL BENDING of trusses, which can cause 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 2preader bar for ar ALL TRUSSES SHOULD BE PICKED UP AT THE TOP CHORDS IN A VERTICAL POSITION ONLY Proper banding and smooth ground allow for unloading of trusses without damage. This should be done as close to the building site as possible to minimize handling. DO NOT break banding until instal- lation begins. Hand erection of trusses is allowed, provided excessive lateral bending is prevented. DO NOT STORE UNBRACED BUNDLES UPRIGHT DO NOT STORE ON UNEVEN GROUND It trusses are stored vertically, they shall be braced in a II busses are stored horizontally. blocking Should be used manner that win prevent Upping or toppling. Generally, en eight to ten toot centers, or as required, to muthnlze vetting of the banding is done fust prior to installation. lateral bending and moisture gain. CARE SHOULD BE EXERCISED WHEN REMOVING BANDING TO AVOID DAMAGING TRUSSES. During long term storage, trusses shall be protected from the environment in arn ,armeathatprovides for adequate ventilation of the trusses. If tarpaulins or other material is used, the ends shall be left open for ventilation. Plastic is not recommended, since it can trap moisture.' HOISTLNIG::>.'' . ALL TRUSSES THAT ARE ERECTED ONE AT':A TIMESHALL, BE HEW SAFELY' IN POSITION BY THE ERECTION EQUIPMENT UNTIL SUCH TIME`AirALL'NECESSARY BRACING HAS BEEN INSTALLED AND THE ENDS OF THETRUSSES.ARE SECURELY FASTENED TO THE BUILDING. AVOID LATERACEIENDING dr 60° or less - Tagln 1 truss length 1rz truss length_: egline up to 30 feet up to -36 feet`;..' Truss sling is acceptable -where these criteria are mel. ' SPR11N ER BAR SPREADER BAR TO TOEN TOE IN TOE IN f` tres Au12 t 2/3 J I I_ Appmz 12 to 2rd I p to length --iup to '---- I I—' , - 60 feet up to 60 feet Tagline Use spreader bar in ALL other cases. It should be noted that the lines from the ends of the spreader bar -TOE IN'; if these lines should 'TOE OUT' the truss may fold in hall. STRONGBACK/ STRONGBACK/ SPREADER BAR SPREADER BAR Approx. le to 3l4 I' Approz. len t ale truss length tmss lergdt over 60 feet over 60 feel Tagline Taglir For lifting trusses with spans in excess of 60 feet, it is recommended that a strongback/spreader bar be used as illustrated. The strongbadJspreader bar should be attached to the top chord and web members at intervals of approximately 10 feel. Further, the strongbaddspreader bar should be at or above the mid -height of the truss to prevent overturning. The strongbadJspreader bar can be of any material with sufficient strength to safety carry the weight of the truss and sufficient rigidity to adequately resist bend- ing of the truss. BEGINNING THE ERECTION PROCESS It is Important for the builder or erection =tractor to provide substantial bracing or the first truss erected. The two or more trusses making up the rest of the fust set are tied to and rely upon the first truss for stability. Likewise, after this first set of lasses Is adequately cross-Dmced, the remaining tnrsses installed rey upon this first set for stability. Thus, the PeAorm- erice of the truss bracing system depends to a great extent on how wail the first group of trusses is braced. GROUND BRACE - EXTERIOR GROUND BRACE - INTERIOR One sauslaclory method des the first unit of trusses oil to Another satisfactory method where height of building or a series of braces that ere attached to a stake driven into ground conditions prohibit bracing from the exterior Is to the ground and securely anchored. The ground brace de the first truss rigidly in place from the interior at the itself should be supported as shown below or it is apt to floor level, provided the floor is substantially completed buckle. Additional ground braces In the opposite efueo and capable of supporting the ground bracing lances. tion. Inside the building, are also recommended. Securely fasten the first truss to the middle of the bull. ' Note: Locate ground braces Ing. Brace the bracing similar to exterior ground bracing for first truss directly N line shown at IefL Set trusses from the middle toward the end with all rows of top Mod car, of the building. Property cross -brace the first set of tr ss- firwous lateral bracing (either as before removing floor Drecas and setting mmainirg temporary or permanent). trusses. INADEQUATE SIZE OF BRACING MATERIAL OR INADEQUATE FASTENING IS A MAJOR CAUSE OF ERECTION DOMINOING. T I ::ERECTION TOLERANCE Length Length T ) user of n0g' . =T, 1' %o or 2 Lelgth is to 37 . 1• Length 1S m var = 2' = 1• --ff -- Plumb Bob Length 3Y a over = 2* Lengln 3z a w Complying with erecfmn tolerances Is critical to achleving an acceptable nota or Door line, AND TO ACCOMPLISHING EFFECTIVE BRACING. Setting busses wNMn loorenee the first time will prevent the need for the hexandous praetica of respacing or adjusting busses when root sheathing w root pu tbris are Installed. Trusses leaning or bowing can reuse nails to miss the top dards when sheathing is applied• and create cumulative stresses on the bracing, which is a frequent muse of dornindng. WHEN SHEATHING, MAKE SURE NAILS ARE DRIVEN INTO THE TOP CHORD OF THE TRUSSES. BRACING DO'NOTINSTALLTRUSSES DO NOT WALK ON DO NOT WALK ON TRUSSES ONTEMPORARILY UNBFIACED TRUSSES OR GABLE ENDS LYING FLAT CONNECTED:SUPPORTS direction, Ali anchom. hangerti, tie-Ogvnis, seats, bearing ledgers. of railing nags etc., that are W91.11116 G,L-''Otting tabu Lure Heli be . brace ecouretely anC.properly •:plaeeE'.and ' permanentlyL e attached Defoe Dual Irtataltadon. begir"No trusses shell ever be Installed onaridiors or Des that have ora- . rdi Of Ce pmryconnedo .othesupportingstmctnre. NAILING SCABS TO THE END OF THE BUILDINGTO of orae tx:ti ,,,Ing NAILING THE FIRST TRUSS IS NOT RECOMMENDED. .AO nallitig'bl bracing should be done so that nets are WE IL NAILED NAILS IN. WITHDRAWAL driven perpendicular to the direction of orce, as shown (PARALIELTO_FORCE),: at right,; (PERPENDICULAR TO FORCE) BRACING REQUIREMENTS FOR 3 PLANES OF ROOF Temporary erection bracing must be applied to three planes of the roof system to ensure stability. Plane 1) Top Chord (sheathing), Plante 2) Bottom Chord (caging plane), and Plane 3) Web Member piano or vertical pone perpendicular to busses. 1) TOP CHORD PLANE Most important to the builder or erection contractor Is bracing N the plane of the top chord.Tnrss top dads em susceptible to lateral buckling before they are bmcad or sheathed. Top Cho Commuwe lateral Web bracing nY01s lateral Bottom C Diagonal redng8• bracing Minimum 2x4010' lateral bredng lapped 8' to 10' over Iwo , as a . I each end. l21 - Not to scale Diagonal bracing repeated every 20' at 45• angle to trusses' EXACT SPACING BETWEEN TRUSSES SHOULD BE MAINTAINED AS BRACING IS INSTALLED to avoid the hazardous Practice of removing bracing to adjust spac- ing. This acl of 'adjusting spacing' can cause lasses to topple it connectors are removed at the wrong time. 2) BOTTOM CHORD PLANE In oder to hod proper spacing on the bottom droll, temporary bracing Is rec- ommended a1 the top of the bosom Mod. Continuous Web members lateral bracing Minimum 2x4x10' Bottom plod laleml bracing tapped Sas+ over two trusses at each end. Conned end of bracing to rigid support or add diagonal bracing at approximately 20' intervals (repeat at both ends).' Long spans, heavy bads or other spacing configurations may require closer spasrg between lateral bracing and closer intervals between diagonals. ConWII the building designer, HIB, DSB (Recommended Design Specification or Temporary Bracing of Molal -Plate Cannoded Wood Tr sses) or WTCA's Truss Technology or Builders Temporary Bracing flyer. DIAGONAL 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 -bracing lateral bracing Web members h --16 4 "S-4 maX. marc X -bracing should be installed on vertical web members wherever possible, at or near lateral bracing. Plywood sheathing may be substituted for X-bredng. d KA Web members Bram the PeQ¢Skr{'Ld \ Drecing S Bottom chords Note: Top chords and some web members ere not shown, in order to make drawings more readable. DO NOT USE SHORT BLOCKS TO BRACE INDIVIDUAL TRUSSES WITHOUT A SPECIFIC BRACING PLAN DETAILING THEIR USE BRACING REQUIREMENTS USING THE SAME PRINCIPLES APPLY TO PARALLEL CHORD TRUSSES' STACKING MATERIALS DO NOT PROCEED WITH BUILDING COMPLETION UNTIL ALL BRACING IS SECURELY AND PROPERLY IN PLACE NEVER STACK MATERIALS ON UNBRACED OR INADEQUATELY BRACED TRUSSES NEVER STACK MATERIALS NEAR A PEAK NEVER STACK MATERIALS ON THE CANTILEVER OF A TRUSS stools NEVER OVERLOAD SMALL GROUPS OR SINGLE TRUSSES. POSITION LOAD OVER AS MANY TRUSSES AS POSSIBLE. NEVER CUT ANY STRUCTURAL MEMBER OF ATRUSS. Proper distribution of construction materials Is a must during construction. wall e war ad bearing wall kwo Always stack materials aver two or more busses. Not to exceed Oro' maxtrrean from bearing . 4'0• . 4V Roofing and mechanical contreclore are cautioned to stack materials any, along outside supporting rrrenmers or directly over inside supporting members Trusses are net designed for dynamic bads (Le.. Moving whides). Extreme care should be taken when loading and slacking construction materials (robed roe8rg, mechanical equip- ment, etc.) on the root or goon system. Soaves, I®1 " Panel Point „ Staepom or mechanical equipment should be located at panel points (hints) or over mein supporting members, and only an tresses that have been designed for such loads. CAUTION NOTES Enors in building fines and/or dimensions, a emirs by others shag be corrected by the contractor or responsible con- stnxxion trade subeentractor or supplier BEFORE erection of trusses begins Cutting of nonstructural overhangs Is considered a pan of normal erection and shell be done by the builder or erection con- tractor. Any field modification that irwolves the cutting. drilling, or relocation of arty structural truss member or connector plate shall not be tion without the approval of the truss manufacturer or a licensed design prolosskmal. The methods and procedures ouained are intended to enure that the dverea mm Ar ictiam tedniques emptoyed win put acor and roof vusses SAFELY In place n e completed siummi. These mcommeneadons kir bracing mood trusses odNco ghlits from e 0aafve exPe- dance of leading "Ohnical personnel in bre wood truss hxlustry, bbl must due ro the nature d responsibilities krwlved, be presented designer. builder. a erection se,.Thus. Ow eesssly GUIDE Uis calms any raspmslbl iy for ddaamdages ari'bV from Ne nae, appee neenee on em r Thes Council at America amm tions and informa- tion contained herein. Selected teat and figures referenced or reproduced Ism HIB and OSB by pemdssion of the Truss Plate tnsfiMe, Madison. M. / 2nd, 3d 8 4th trusses WOOD TRUSS COUNCIL OF AMERICA .— First truss 14V5mwell Temporary support wall Madison, WI d or temporary scaffolding (helps when Inwolfin9 253719 74-3 608/27a 849 • fi0i31274-3329 fax long dear span trusses) Ground bra braced before erection of additional units. 0 1986-2001 Wood Truss Coundt W Arr a"Cii Brace the Dredn9 Bearing for busses' Ground bradng Lateral --a, aund stokes Minimum Two 18d Double Headed Nails 2x4 minimum size • e,4 o.p=wwwywmeam This level represents netratIon ground floor oonsn angle story appllcati Chord INADEQUATE SIZE OF BRACING MATERIAL OR INADEQUATE FASTENING IS A MAJOR CAUSE OF ERECTION DOMINOING. T I ::ERECTION TOLERANCE Length Length T ) user of n0g' . =T, 1' %o or 2 Lelgth is to 37 . 1• Length 1S m var = 2' = 1• --ff -- Plumb Bob Length 3Y a over = 2* Lengln 3z a w Complying with erecfmn tolerances Is critical to achleving an acceptable nota or Door line, AND TO ACCOMPLISHING EFFECTIVE BRACING. Setting busses wNMn loorenee the first time will prevent the need for the hexandous praetica of respacing or adjusting busses when root sheathing w root pu tbris are Installed. Trusses leaning or bowing can reuse nails to miss the top dards when sheathing is applied• and create cumulative stresses on the bracing, which is a frequent muse of dornindng. WHEN SHEATHING, MAKE SURE NAILS ARE DRIVEN INTO THE TOP CHORD OF THE TRUSSES. BRACING DO'NOTINSTALLTRUSSES DO NOT WALK ON DO NOT WALK ON TRUSSES ONTEMPORARILY UNBFIACED TRUSSES OR GABLE ENDS LYING FLAT CONNECTED:SUPPORTS direction, Ali anchom. hangerti, tie-Ogvnis, seats, bearing ledgers. of railing nags etc., that are W91.11116 G,L-''Otting tabu Lure Heli be . brace ecouretely anC.properly •:plaeeE'.and ' permanentlyL e attached Defoe Dual Irtataltadon. begir"No trusses shell ever be Installed onaridiors or Des that have ora- . rdi Of Ce pmryconnedo .othesupportingstmctnre. NAILING SCABS TO THE END OF THE BUILDINGTO of orae tx:ti ,,,Ing NAILING THE FIRST TRUSS IS NOT RECOMMENDED. .AO nallitig'bl bracing should be done so that nets are WE IL NAILED NAILS IN. WITHDRAWAL driven perpendicular to the direction of orce, as shown (PARALIELTO_FORCE),: at right,; (PERPENDICULAR TO FORCE) BRACING REQUIREMENTS FOR 3 PLANES OF ROOF Temporary erection bracing must be applied to three planes of the roof system to ensure stability. Plane 1) Top Chord (sheathing), Plante 2) Bottom Chord (caging plane), and Plane 3) Web Member piano or vertical pone perpendicular to busses. 1) TOP CHORD PLANE Most important to the builder or erection contractor Is bracing N the plane of the top chord.Tnrss top dads em susceptible to lateral buckling before they are bmcad or sheathed. Top Cho Commuwe lateral Web bracing nY01s lateral Bottom C Diagonal redng8• bracing Minimum 2x4010' lateral bredng lapped 8' to 10' over Iwo , as a . I each end. l21 - Not to scale Diagonal bracing repeated every 20' at 45• angle to trusses' EXACT SPACING BETWEEN TRUSSES SHOULD BE MAINTAINED AS BRACING IS INSTALLED to avoid the hazardous Practice of removing bracing to adjust spac- ing. This acl of 'adjusting spacing' can cause lasses to topple it connectors are removed at the wrong time. 2) BOTTOM CHORD PLANE In oder to hod proper spacing on the bottom droll, temporary bracing Is rec- ommended a1 the top of the bosom Mod. Continuous Web members lateral bracing Minimum 2x4x10' Bottom plod laleml bracing tapped Sas+ over two trusses at each end. Conned end of bracing to rigid support or add diagonal bracing at approximately 20' intervals (repeat at both ends).' Long spans, heavy bads or other spacing configurations may require closer spasrg between lateral bracing and closer intervals between diagonals. ConWII the building designer, HIB, DSB (Recommended Design Specification or Temporary Bracing of Molal -Plate Cannoded Wood Tr sses) or WTCA's Truss Technology or Builders Temporary Bracing flyer. DIAGONAL 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 -bracing lateral bracing Web members h --16 4 "S-4 maX. marc X -bracing should be installed on vertical web members wherever possible, at or near lateral bracing. Plywood sheathing may be substituted for X-bredng. d KA Web members Bram the PeQ¢Skr{'Ld \ Drecing S Bottom chords Note: Top chords and some web members ere not shown, in order to make drawings more readable. DO NOT USE SHORT BLOCKS TO BRACE INDIVIDUAL TRUSSES WITHOUT A SPECIFIC BRACING PLAN DETAILING THEIR USE BRACING REQUIREMENTS USING THE SAME PRINCIPLES APPLY TO PARALLEL CHORD TRUSSES' STACKING MATERIALS DO NOT PROCEED WITH BUILDING COMPLETION UNTIL ALL BRACING IS SECURELY AND PROPERLY IN PLACE NEVER STACK MATERIALS ON UNBRACED OR INADEQUATELY BRACED TRUSSES NEVER STACK MATERIALS NEAR A PEAK NEVER STACK MATERIALS ON THE CANTILEVER OF A TRUSS stools NEVER OVERLOAD SMALL GROUPS OR SINGLE TRUSSES. POSITION LOAD OVER AS MANY TRUSSES AS POSSIBLE. NEVER CUT ANY STRUCTURAL MEMBER OF ATRUSS. Proper distribution of construction materials Is a must during construction. wall e war ad bearing wall kwo Always stack materials aver two or more busses. Not to exceed Oro' maxtrrean from bearing . 4'0• . 4V Roofing and mechanical contreclore are cautioned to stack materials any, along outside supporting rrrenmers or directly over inside supporting members Trusses are net designed for dynamic bads (Le.. Moving whides). Extreme care should be taken when loading and slacking construction materials (robed roe8rg, mechanical equip- ment, etc.) on the root or goon system. Soaves, I®1 " Panel Point „ Staepom or mechanical equipment should be located at panel points (hints) or over mein supporting members, and only an tresses that have been designed for such loads. CAUTION NOTES Enors in building fines and/or dimensions, a emirs by others shag be corrected by the contractor or responsible con- stnxxion trade subeentractor or supplier BEFORE erection of trusses begins Cutting of nonstructural overhangs Is considered a pan of normal erection and shell be done by the builder or erection con- tractor. Any field modification that irwolves the cutting. drilling, or relocation of arty structural truss member or connector plate shall not be tion without the approval of the truss manufacturer or a licensed design prolosskmal. The methods and procedures ouained are intended to enure that the dverea mm Ar ictiam tedniques emptoyed win put acor and roof vusses SAFELY In place n e completed siummi. These mcommeneadons kir bracing mood trusses odNco ghlits from e 0aafve exPe- dance of leading "Ohnical personnel in bre wood truss hxlustry, bbl must due ro the nature d responsibilities krwlved, be presented designer. builder. a erection se,.Thus. Ow eesssly GUIDE Uis calms any raspmslbl iy for ddaamdages ari'bV from Ne nae, appee neenee on em r Thes Council at America amm tions and informa- tion contained herein. Selected teat and figures referenced or reproduced Ism HIB and OSB by pemdssion of the Truss Plate tnsfiMe, Madison. M. / `TM WOOD TRUSS COUNCIL OF AMERICA One WTCA Center • 63ad Enterprise Lane W Madison, WI 253719 74-3 608/27a 849 • fi0i31274-3329 fax Wtca®wOOdtruss.com • www.woodtruss.com Copyright 0 1986-2001 Wood Truss Coundt W Arr a"Cii s . - FOUM :MPEZAR EL PROCESO DE ERECCION " ^"°°fl y"°° uRte.xRMAWR°.`°Mo "° USE LOS AS(CABI`S)IND DUALARA ESINUN MOSTRn°o,EscwnC°PARAiMPFOIR°uEusnAuouuaslGrBRR• ARRMgpUR/S(CABRILIAS)INDMDUALESSINUN LAS) SE INCUNEN O FIAGAFI FION DE DOM NO. REPRF COMO . PIAN ESPEQFICO DE REFUERZO QUE importpnte el eonCrvctal o at conaet b olivis do erell ma tengs relurtm esuPontb stondoles ppPrimer omwuro d(col lonal MOSTItal PARA CREAK ul SLKESION DE GRUPOS RIGIDOS. DETALjEN SU USO Pr i. Ins siguierdaue .malum, jadt llos) dol primer bolt. sewn aadas at primer buha. We places. se it it lrc Pons obtener mas estobilidad. EI relueno blensl X. Rel"Mcs • nlmente, despi d qsl at pinna bulb m de aadums (.Mill,,) este apropiodamente relorwdo an fipo de anal a1 rest. do los asmad-na y cmlinua sbriBa) Ist.IeJos dependen dol primer bubo pans ablate, esmbiliciod. Ad, b col'ded del sislemo de rehersa an Ins armaduros (cobrblds) - ' - pends muds an d sirerro de toluenes; del pruner bull.. - Los miembros de to red tri ,y EL REFUERZO DE SUELO - EXTERIOR EL REFUERZO DE SUELO - INTERIOR lte do wtidadc rid ab el primer, gruel. de Ins om.dures Ota mldo w tafisladorio que to .Runs de edifiens mrs d o loss )<reluerso Bebe ser'usdobdo en bs mimtbros da b red verfiml don• _ . s ' sbrilbsl de ora aerie de I., refund., qua son .4oada a un pate '' de welo pril los rduersa ol eaeriur as .tor b primer omadu- dequiero que m podbte, en o satin dd-reiue to lateral to modem e a downa m d suet Y a rsndodo can saguridad. EI reluerw ro (.brilb) rigidamente an postddn old interior of nivel del piw, can contmd.podo NI]ier10 puede w suslBuloda par v reluerw. r .to cal rnismo debe ser apoyedo coma moats obojo o a bl de else at Pisa sen ombodo —fisncialmeme y spm de wnener los miembnss de to red op"w a comber. irelumas de sudo en b sto, las opues fi a sas de la w reluess de sono. Rduerso at mfueu tot coma el s tenor dol edfido, son aconsejods, tombiln, refuel de pqa lasompb of iaquierdol• Sujeto con seguridod to W10 ReFsr:m primer amod,,,q Icobnva) cal at meds hod. d fin old edilicio. 'r al d LOS REQUISROS DE REFUERZO QUE USEN LOS Nora: Comm Ins so— de wda Par b Conees—le doers. d primer limp. de —d.., (cobriBa) an P.mnmmdum 6.6rmo qvs, daemaame baa de sus coda de q,Rar los rehrena de piw r mlomr d neon ' PRINCIPIOS MISMOS APUCAN A LAS ARMADURAS eaaro sena b. da d. b aema d. de 1.. -.du- (cabrilb,). (CABRILIAS) DE CUERDA EN PARALELO • aarbbo J— Immok. -em— (a-lgdn - . '2a, 3os y 4o, - omP.d pamarowal• r _—.,modus (.brill.,) b mer armodi m } • ` .— jar 1.) - Ins .reach, abs baja, .. 2x4 ndr.1,0 +. b pored bmperal dew 1. .ablb. d. omadvs Noto: Los csrerda de ambo Y alguros miambros de b red m son t 45 did pd— bw r dam) mostroda, pons hecer dos cabin. and legible; r • - . r ' atrebersodo-10 ,1aa p`a LAS MATERIAS DE AMONTONAR d,.1—d.w.b le.an'PO'adlew-sts. pir``e - t ` ,- NO.CONTINUE CON LATERMINAC16N DE EDIFICIO MASTA QUE TODOS LOS mh.w a w.sa LoseanIli Do 1q p 4 r- REFUERZOS F.STEN COLOCADOS CON SEGURIDAD' - 'a r • . . r La pbrolam. necedro ser Ioa.rvl ' , No N - ti'- •• apuntolodo con igidal L:Papis_d.. lal El..nim. d. da ldd E so'd , , . r r M mar dahb .. bpo{eeuvie . • . L1 a. ,dxma d, aaana. ed da ansa 1 hall e d. b. mr.6— e. b -mono. la-bl t , IT"' MA JO INADECUADO-DEAM MATERlAS DE REFORZAR O EL CIERRE INADECUADO ES UNA CUASA PRIN- NUNCA AMONTONE LAS MATERIlS EN LAS ARMADURAS to dism'budon caner. de Ins motaies de commxdbn a --,,- REFORti ]PAL DEL'DOIAIN tL7E CON57RUCCION, - « R EFQUE URZI AS IN LQIADAMENTE° SEAN d,roma.ns maned. m 1 T L$ATOtLERANChA DE ERECCION - Aceptic ,b. y ; „ - pared ederior de it `g5 Y • :. Tromo Tnsmo „ ..linos de larrgo oll nord. rsr'H• 's''" T+'eT -7-::. ,e do e pa end •/ndo- o7 Tw io4lbo T %i, -b.-• Tsaa lb'o37=1• - e La dopsodq Trona 37sy'"irMs 2'rT^g,, `` `ss Tama 37 y rad= 2, copnete do ma e'd "'en p, •s;xarspma WOR -MO s-8. w a umpfendoconJo t" paoci6oess+Bbo Pas camegun wn tMeo ooep alts betaho o piw, Y PARA REAIIIAR EL REFUERZO EFI• NUNCA AMONTONE LAS MATE;w CERCA DE UNA CLIA JiZ.(Colaaar9ldy'!"`anrgduros (cotx?hbsl{dent.. deib kl nod d.pnma ,stemposmpedirb, b r.ecesdad par b mstunis pefip,sa de lee• . poidor o modfaa3lm omadurm:rmb 71a) ospndb cuWerbEe Exla o31m relue lea twin instaiada. Ins amaduro bn`bar jlie;eddn h itibidal dobbdostpueden causal la da.m ,dm lbs euerdps dearribo .mono bsarbierro a odimdo, r Pru . ai peaonm''oumeprodos" 'Cts reluer.+/b. `pi'S`.e ,slwaow drearem °de-Bda ,9 do OS I,CIIANDO REVISTE, ASEGUAA QUE LOS a: T ,ns• i. 3AVOS SON,aVADOSOQ4IRO DE IArQ1W DEiARR®!L l05 Q1Q1 DE AAIA4Dl-, 1 p-4 . i , : i • • • . RZ® Srempre omwdona Ins materia pa eac,ro de dos o and -,.dura i y Imbriga). - , ( a I r:. . t , t5 " t 3''•h •r' 'r - F y No esceda 4'0• mddmo de .Bonds NUNCA_AMONTONE LAS MATERIAS EN IA VOlADIZA DE f UNA ARMADURA (CABRRLA!, 44V 1 4V srN., =-•,rr ` ?.xc 't'ia,.. .. ^T'. w . '^ yyn; y ' NO INSTA1f VM URAS NO C,, MINE EN L/S NO,CAAUNEIEN lAS ARMADUR- ' la morns uas de ted. r meoddcd kn omorostodos we ams (t:ABRIUAS) .EN LOSiSOPORTEs ARMADURASr(CABRIUAS) OUE AS (CABRIUF.S) NI,I OS FINES DE to d, fur ma a os salomema pa bs m anMos sae a es de apunb- JUNTADOS ITFMPOPAlES NO SEANtREFOR2AUAS) AGl11LbN jQUE EST7 N PLANOS o b o d edomente par ends. las m emMos imeriwd de opuntab yS x`Rr d e a' 1x r a . la a,chgtos de armoduro na sen disehoda Por le, magus dindmi. Toclas has 4ara3` ms (par ajemoo: los ,ahlculos modal• EI a,idado .memo deb. sa ti na o pami.s mated rbcs ode i,po deben L d 5i6sal / NUNGA SOBRECARGUE LOS GRUPOS PEQUENOS NI uwdo .ardo cargisi Y omomomndo bs motaia de aaasm- ser colocodos conedc meideiy m ipreasldn i lo'P°d°s? i at o de do sv?V ' LAS ARMADURFS (CABRILLAS) SOIAS. COIOCA LA 'dn (b lechumbre emoBodo, d equips mecbnim, etc.) en el ted. y . ".rT a + y rontemende one del canesoA defib yndeloobngde bs +" g&tX ' x; Ins dO?s + CNLGA ENOMA DE VARUS ARM4DURAS (CABRILINSj at vaema de dw. h9Y` coadurm (cobdfia) b onr.duw,(cobrbBm) Iw.ncv iydeben y ,tondo y « k- rev sa Istabda en bs ands o la4anduss'TqunyRherr.XpmNrm °X "'s - _ - t 1 - fur r{uerin temporal. o loatrisa Je sroporle.- l a, ' t7'ro• `4 t t . - 1 '7c .. Lm Henss CLAVA LOS ESQUIROLE:AI FIN DELEDIFICIO;cP,pARAi,Io f ch deicinivr REFORZAR LA PRIME0. ;`ARMADUAAi:.(CABRIl1W NO'ESCde hrerw . ''t 1p5 ' S RECOMENDADO Todd d nmol d refiier. debe wr hecho s` / pans que los cbso aeon Cbrod.l perpendbcsdams O to direr tL , 6 l6S CIAVOS EN REIIRADl4 den de b'h.rm carom Ws d dere f e g,iCIAVADO BIEN !BI PARAIEIIO A Ik WERZ/y F, 2 pz4 4 ; :(PERPEMD1CUlAR A LA FUERIAJ i EI puma a panel Ins litems poi d equip. meabnim dabs ser cdocoda o la puma LOS REOUISITOS DE REFUERZOS PARA 3 PLANOS ECHO NUNCACORTENINGUNMIEMBRODE d° Quell sman1 p"°ac`"los doam.&.q-embra'°'"m°'°da'' r wbmente an Ion .dolga de .modus elms hoNa ser disel.dm EI;rek m de er-odOn tempdmf neoesis,wr ad o a tres.pbnds old M mo de KcM Pros .seg rano esroboEod Pbno 1) b Cuerdo De ESTRUCTURA DE UNA ARMADURA (CABRILLA) Por bs ergo tomo otos. , %1ir0o IcoMeria) Rol. 2) blown. Mb. Bap (planoYde techo)iylPbnor3) 8 ALMssBeio rb b Aed pbrolo pbno ved.ml Gus al Parpe & . vlor. b arma -"dura-s'b(whrBlw);i}`ds. a 'iw+ J1'esiFY' 'tiJc4":'r . " •+ h''` 'G. `+ +,s'•"^ %S? r NOTAS DE ADVERTENCIA 1) EL RMEO DE IA CUBmA DE ARRIB EI rduew en d doro de 2) EL RANO DE IA 31ERDA lAAS GALA Pom tear al ep-ci. cos- . to l d de orribn a to rMs impordonte-oro al mMructor o el con• redo en b aiardo ads baja. d rekeu bemparsl a rec,mendodo ' rrotisro de ereccibn bs .menus, lm6mb,l de las coerdos de daril. de ddb. de b clean. ads bojo.. y Los enact de bs Ilnea r/o la dimenslones mtembros de . la asdsilbi de armaduro modal, pw dbs necairon, o mow de b son wweptibles a combo, oma do que seen rale ado o—eidas. old edNido, o los errors pa oaos dendo nes assrue a el pbto conedw no debe ser roluskw de los spoaabitidodes cempR- e avnao e: adb - o mrsegida par el cmtmtisio o par el nubcm.. hecho sin b apmw o del labric.nde de la codas, ser paenbodos wbmeme cons. um tb.tisro de comerdo de c,nbnceidn da conll• cuchi9a thermal o un autodmdo prate• i pons at uw pot un disebadar coal Lai - do de ediRdos, un conpnsda o m contmlbto twee b..iab r for "`."b"' RaF,erre bad r ora op. d sumtnuhod. ANTES DE b em• ,fund de clan . ` 'ami rsbm.a "' d.bnd "'a slmccidn de los cvchillos de ombadura de condrvcddn. Por ew, d Wood Truss ' Les mHodiss fun pracedimienla qvs sen Commit of Meda e resarnenle nega alga•. La al rad. Baia Relirm m,ewo_ ', . +Y.. empew. w dirmoda son dentda bdersdona P o ros raD.r..aMlid.do Por la dodosderi.an• EI mr:.ro 2.1.10 rdavw d La —da rah bale • _ to optical o rdeneo do baud o.... eo.bpaea rEI-2-land—les. EI ceder de los po a deo edr,iccil n r- g ror que .dos Los Ion SE RI con,fnKciM do del um: apt' depe wd we a n.baada s mol y deb. e t pane de b mnpmcdbn no.- di es l% pwdrbn con SEGURI a I on pori. fun wgereacbs y la inlamoci6. Prue a con• o.m:o e. da. o IP mol }deb. lar hecho par d consmresor o d di en om admdus complex obs . Essa- tenido .elute {<obMm.l a nolo b,. da do. mmadwo. ImbmaJ 5 , mea bv.. cpntstislo de costrucebn. las de rias pam old, dao r old tech.. Esta .sugererrias Pros apuntobr has aehilbs.do Elbadocids, endll figura, al t Poem d de Alil modilicol de trabojo dol compo cismal de made , —gen de b espedencio r produddos de MIB r DSB par pent qu incbren d canoe d tobdmr a at .mbior col del mel« persorol t&nic. an b Tess Pbde k.itule, Modiwn, M7. 45, r de um local nueso de olgunos de lots indatrio de cuchillos de ormaduro de - s - Esb b irrlardon de' WTCA assoblecor m hadrdon prem. Is b the intention d wri b seta Pr har,kgoil ham . No n b de bvl. a Espanol. WTCA as anmpa c gcrardb. qu. kolas FrgBd. b Sporsids WTU b nd obis b essa ke dant - of miens .arab. ' . It de bs badumasa sen lord. o erderarreNe amdo. - d. hm,d.Rorq oro ems as asdiely amsMe jam. do oda- b vrwMs laov`aM d. -p— p re4vra .nein. d rapana eGido ..orale d el:renv .l a.wpeee.rama. dbaa dal .:p.eob av®aaea WOOD TRUSS COUNCIL OF AMERICA mora. a m bad*, am.a. root.• _ EL ESPACIO ERACTQ ENTRE IAS ARMADURAS (CABRIUAS) DERE 'los emergodums brgos, Ins .gprpeiadas o ornss medida del • . _ e' r One WTCA Center ` SER MANTENIDO DURANTE LA INSTALACION DE REFUERZO pans apeds nacesxen at espocio mds camnp aNrc at rd ram, Ideal ' 6300 Enterprise Lane ' estbr b mwmMe peUgrow de putt. d rduerw pow nadfrcar at .i y bs intere l rn6s ca HIS entre SE1 (R tom ended el db- _ yy n r r". y. Madison, VA 53719 .pod..anteacrode'modificandod.Prod.•puede mucor Prue las I.dor del ,mid. n HIS r ewe ondes. ended Design 608/274.4849.608/274-3329 lox ' ot—ach s, (mbriRml se ..Iq— 1 los Whin sen puitodos ol tiempo SPedfimdon for ienbprxory tbodrg of Mad Pore Coeneded Mood ,dco@woodtmu.com • www.woodtrussxcsm e apuisccad.. Trussed Pont della. . ' •. LEL REFUERZO DE CRUZ 0 DIAGONAL ES MUY IMPORTANTE! , •? ' ' r - - "copyright 0 2000 Wood Truss Council of America . ■ EL ENCARGARSE'DEL SITIO DETRABAJ ° la burro de esparddor poro ' - •, -'A rtorKA'Ic ia los onnaduros (wbrillos) _ r 7 moyores en tomano GENERAL Lo fomiliaridad con los DOCUMENTOS DEL DISENO DE CONSTRUCC16N, los DIBUJOS DEL DISENO DE ARMADURAS (CABRIUAS)_y IDs PIANOS DE LA POSIC16N DE ARMADURAS (CABRILLAS) (si se requerida par los TODAS LAS ARMADURAS (CABRIUAS) DEBEN SER RECOGIDAS POR LAS CUERDAS DE ARRI&A EN SOLO l DOCUMENTOS DEL DISENO DE CONSTRUCC16N) es requerida para correctomente leventar, reforsar y condor las POS106N VERTICAL Lo correo opropiodo y el suelo liso permiten que no se danen los ormodums (cobrillo! annoduros (wbrillos) of sistema de edgicio. momento del descorge. EI descarge debe ser hecho cerca del edificio para ieducir el Iratomiento. NO ROMP cornea hosto auk to instoloci6n empieze. In erecci6n a mono de los ommdums (cobritlos) es permitida, o ca Todo el cuidado y colidod que son envuelto con los disenos y la fobricocion de los annoduros (cabrillos) de modern d6n que el ezceso doblaje lateral sea prevenido. pueden ser arriesgodos si las armodums (cobrillos) no son corredomente moneiodas, levontodos y reforsodas. LAS _ - CONSECUENCIAS DEL IMPROPIO MANE10 DE LAS ARMADURAS (CABRIUAS)' PUEDE RESULTAR EN UN r HUNDIMIENTO DE LA ESTRUCTURA, ESTO PUEDE RESULTAR EN LINA PERDIDA SUBSTANCIAL DE TIEMPO, MATE• . ` RLAS; Y FOR LAS PEORES EN UNA PERDIDA DE VIDA LA MAYORIA DE LOS ACCIDENTES CON LAS ARMADURAS- (CABRILLAS) OCURRE DURANTE LA INSTALAG6N DE LAS ARMADURAS (CABRILLAS) Y NO COMO UN RESULTA= , DO DE LOS DISENOS NI LA FABRICACION IMPROPIA i Antes de to erecci6n de los ormoduros (cabrillos), el constructor necesito reunirse con IDs miembros de to constnicci6n . • pam una reuni6n-sabre to seguridad y to plonihcoci6n, pom asegurar que coda miembro entiendo sus popeles y - - responsabilidades duronte el proceso de LA construca6n. • ' - ,110 AUMCENE BULTOS EN FORAM MEOM SIN RERJERZOS 's' NO AIAMCEWE EN SUELO QLABRADO EL REFUERZO TEMPORAL DE, CONSTRUCCION , Las amtoduros (wbrillas) no son matwdos an ninguno manem para identi$oor lo frecuendo nl to 9" de refuer• m temporal de construed6n. Todos los refuersos temporoles deben cumplir con to m6s nuevo edid6n de Commeniory • --and Recommendations for Handling, Installing 8 Brocing Metol Plate Connected Wood Trusses (HIB), publicodo par el - Truss Plate InsMue y/o como especific6 en los DOCUMENTOS DEL DISENO DE CONSTRUCC16N que son prepom• dos par el disei+ador del edificio. Si lar omwduios (.brill.,) son otmocemdos verR.lmanre, deben stn Si los omadoms (.bAb,) con elmocenodm5hartmnbinar to REFUERZO PERMANENTE DE:ARMADURAS (CABRILLAS) ' ot.,1.ren vw manmquo lmpdowl. etoina666..enwl,, bloqvas rec—dep— usodwk.1 enef mnho deadro 'o de: Dc carter b cornea m hada emaomente ansa de b indolad6n. • neceado, pore redwr el doblap erib de r USE CUIDADO CUANDO QUITE LAS TIRAS PARA EVITAR AVERIAR LAS ARMADURAS'RIUAS) EI refuerso pemonente par el techo o los ormoduros (cabrillos) del suelo es responsabilidod del disefiodor del edificio , y debe ser mostmdo en los DOCUMENTOS DEL-DISENO DE CONSTRUCC16N. Los situodones del refuerso permo- - d o f am I Duronte el olmocenaje o largo plaza, los armoduros (cabrillos) deben ser protegldas Pei dw>am lerrfeen una rt nente par los individuates miembros de compresi6n de una armodum (cobrilla) de modern son mostrodos en los DIBU- em que permite ventiloci6n suficiente de los armoduros (cobrillos) Si los algGdronades "u„ tolros moterlas son usai JOS DEL DISENO DE ARMADURAS (CABRILLAS), y deben ser instalodos panel controtfsto del edificio o el contratisto " los Rnes necesiton estor abiertos pom ventiloci6n. EI pldstico no es ret dado''t!" '#erque4pui±deF par humedo de to construcc16n. Este refuerso es necesario poro el procedimiento propio de las armoduros (wbrillos( indiv duoles i - A ry dentro del sistema del techo o el suelo. EI diseho y to juntum de los refuersos a las ormodums (cabrillos) entonces'al ` , sterno total del edificio son las res nsobilidudes del disenodor de) edificio, y es en odici6n at plan del refuerso per- j, • EL- L E VAN,TAR v monente, que es tombi6n especificodo par el disenodor del edificio.SER SOPORTAI TODAS LAS ARMADURAS (CABRILLAS) QUE SON IEVENTADASiDE,UNA FN Ut K NECESRAN ' c CON SEGURIDAD EN POSIC36N POR LOS EQUIPOS`DEcCOFSTRUCCI ° t fiASTA EL TiEMPO QUE TODOS I REFUERZOS NECESARIOS ESTEN INSTAIADOS FCOS¢FAiESrDE LCKYQ1CI91LL05 DE ARMADURA SON ASEGU DOS AL EDIFIGO. ,r a6 MOW • .. 4, ,. ° 1 kts a,.-rn+.4+1,*'u tdi, F •'kms = t Ar S EVITA EUDOBLAJE LATERAL ru R , ' }4x ON 4 . _ • -• • " ' t py r4 . y 3 . iM y `I F i-, OrrlellOfy1 ' l KRa t . s . i '•-' .is,''.` :f E.'v§`G - z6r •.}M e.. "cp- s y.'_ i - • a t .. • ' ,c a: f. tb{ ' 4 l- 4 GtSiv ' .;, .a '"A w +,,., Si ,: ) • _ tT :l ... t n `dt'zs 3 1 r &' + • i.. 'i`v'. f ;, i wn°'aa oE to co u} 'Y '% *xr'+`, ^•?x`' f a •mo e b n`Y:a' p°% b a s • knlb -tb,b ooy., r,m,e sow•e r c ,`i 1. im9 oda amwdura wbAuptodo donde eSWL"r os' 1iA;S lr ty-£' LOS REQUISITOS DE.DISf NO ,ESPECIAL- ` Q q ' Los requisites de diseM10 especial, tal tomo el rehierso de viento, el refuerso de porlol, el relverso sismico, diolro masLA TO " g IA ESPARO t °,{ • ,# i. .fit •+, '' los parades de seporocion u otros elementos de cargo de tronsferencio y sus juntums o los o moduros (cabrillos) de ESPARCIDOR -A cc e t 3 5 - modem necesiton ser considerodos opone par el disenodor de edificio, quien debe date m nor el tamo6o la situocr6n y el m6todo de junturos pow todos los refuerms como necesario pom resistir estos'fuerzos. '` m' m `,s• ° '- COLOCARSE ,,. - 7p ±: ry DENTROy ENTRI cot OCARSE}"•r ,5-f k-sCOLOCARSE DESCARGAR Y °L-EVANTAR _. •:DEMRO DENTRO . 'EVITA EL DOBLAJE LATERAL Ibm 60 pb to olafiflo Use to bona de esparcidor en TODAS otros situodones. Debe ser notodo que las linens de los fines de loborrc esporcidor'CONFORMARSE DENTRO'; si estas linens deben 'CONFORMARSE AFUERA los armoduros (cabri doblen en to mitod.- • i•, w f'' y+a`t U BARRA DE ♦ a ' - , ,"• ,ij, s w fr • S "ESPARCIDOR .,t U BARBA DE NUNCA TRATE LAS ARMADURAS (CABRILLAS) EN FORMA PLANA r a` ro ,r ey ` I , , ,r„y,,, &e AI principio del proceso de decorgo y par todos IDS fuses de construcci6n, necesito usor cuidado para a car EL DO It s -- e, b eeeed t ewbl ? I b emaa.e In t -"'1 JE LATERAL de los armodums (cabrillos), que puede cousor doho a to modera y los 16minos de juntum. , p a.1 s A r d. w p USE CUIDADO ESPECIAL EN COMA VENTOSO. t ` t b cdetab r A .P., • to cola SI USA UNA GRl1A DENTRO DE 10 PIES DE UN HILO DE ELFCTRIGDAD, P6NGASE EN CONTACfO CON LA Para Ievontar ormadu os (cabrillos) m6s de 60 pies; es recomendodo que una borto de esperr dor sea usoclstem cs Sl USA NIA DE E A DIEN LOCAL ilustrodo. lo lwrro de esporcidor debe ser sujetodo o la cuerdo de ambo y los miembros de red o los intervalo: apstrad odomente de pies. cillo b burro de esporcidor debe ser o to alturo media a encimo to altum media de SI USA UNA GRLIA DENTRO DE S MILDS DE UN AEROPUERTO, P6NGASE EN CONTACTO CON EL AEROP• • u armodums (cabrillos) pom impedir volcocion. Lo burro de esporcdor puede ser de alguno materia con to Fuersa t r' QUE :M ciente poro Ilevor con seguridrm ad el peso de los cuchillos de aodum y.de to rigidez suficiente poro resistir UERTO 30 DBS ANTES DE U CONSTRUCG6N PARA APRENDER SOBRE ALGUNAS REGlAS DE SEGURIDAD c ` a m cuodoente el doblaje de los o moduros (cabrillos):NECESITEN SER OBEDEams. Ar "< { :O'HAGIN ' CL.OAKED -VENT TILE° SUGGESTED. ARCHITECTURAL SPECIFCATIONS FILE CALSSIFICATION: O'HAGIN VENTILATION SYSTEM TILE ROOFS (PASSIVE AIR OPEN SYSTEM) SUBJECT. . PROFILE SPECIFIC PASIVE AIR VENTS FOR CONCRETE AND CLAY TILE ROOF APPLICATIONS. O'HAGINS INC. SEBASTOPOL, CA 1-800-394-3864 - ICBO ES REPORT No. 521.4. - _. PRODUCTS: O'HAGIN VENTS are manufactured for all _ currently produced clay and concrete tiles. Order.by manufacturer and style. DESCRIPTION: O'HAGINS VENTS are made of either .032 aluminum, 26 ga. galvanized steel or 16 oz. copper. Aff-OPHAGIN VENTS come with a 118 sq. inch renRIMARY VENT sub flashing and a RY VENT which takes the place of two d is placed over the PRIMARY VENT. s are screened with k4 mesh wire insect FUNCTION: O'HAGIN VENTS can ventilate attic space between rafters on vaulted or cathedral ceilings or other difficult to vent hip or gable roofs where the can be safely utilized. The SECONDARY VENT is shaped like a roof filo itself which makes it inconspicuous and unobtrusive when installed. The O'HAGIN VENT blends with the field tile, has no soldered lead flanges _ and will eliminate the cutting of tile for fitting thereby . enhancing die beauty of a tile roof while reducing 7 labor'costs and risks of leaks. The "invisibility" and simple installation procedure allows the use of any number of units to fill any building ventilation requirements. INSTALLATION: O'HAGIN VENTS can be placed anywhere on the; roof... This allows strategic placement of the vent for best performance which is cave to ridge ventilation. The PRIMARY VENT (sub flashing) is designed to fit centered on the row of the designated to receive the SECONDARY VENT. At the cave, select a row inside the wall line where insulation will not impede air flow. At the ridge, the second row works well for the upper vents. The main reason for -this is the E possibility of a "short course" on top and because grout does not adhere well to metal. The following simple steps will assure proper installation: A. • Mark opening between course lines or battens. B. Cut opening and brush away sawdust and debris. C. Apply roofing sealant to the bottom surface of the PRIMARY VENT. D. Secure PRIMARY VENT to the roof deck with rooting nails through flange on four,inch centers. E. Seal PRIMARY VENT flange with peel and stick material or three course. F. Install SECONDARY VENT and secure (at this time the SECONDARY VENT can be painted to blend in with the surrounding tile) then continue file application. Proper placement of O'HAGIN VENTS will provide natural air convection, allowing the attic space to breathe all year round, expelling damaging hot air and moisture laden air. Five percent (5%) moisture in the insulation in the attic will drop the "R" rating by twenty five percent (25%). This will increase heating bills in the winter and air conditioning costs in the summer. RETROFITTING: When an existing roof lacks proper ventilation, the O'HAGIN VENT is easily installed. Remove the field tile directly above the point where the opening will be cut into the roof sheathing. The PRIMARY VENT (sub flashing) is installed and the SECONDARY VENT replaces the tiles removed. No cutting of roofing file is necessary. The SECONDARY VENT can be painted or otherwise fused with color to match the surrounding tiles. THERMODYNAMICS OF AIR FLOW: Convection is one of the ways an attic can breathe. This occurs when the air temperature in the attic and the outside temperature differ and the elevations of the. ventilation openings are at their furthest extremes. As hot air escapes through the ridge of the roof. cooler air enters through the vents along the eaves. The phenomena occurs even at zero wind speed. Another form of ventilation -is air pressure caused by wind. Wind moving over an attic will generate a vacuum in the attic which is the result of negative air pressure on the windward side and a positive pressure on the downwind side. Air is pulled and pushed through the vents as a result of these pressures allowing the attic to "breathe". When placed strategically on the roof where venting is important, the O'HAGIN VENT provides uniform constant air movement via natural air convection. The O'HAGIN VENT is easy to install and functional in design. They blend unobtrusively with die building roof and will not present a fire hazard. O'HAGIN VENTS can be used on both new and restored buildings. The cost is comparable with standard ventilating systems, yet they are less expensive to install, ' O'HAG1 N . i'<E.NT:1 L_ATI.ON ..SYSTEM VENTS FOR 0LAY``.TILE.,APPL:ICATIONS 50 YEAR LIMITED WARRANTY. MODEL "S" .#50037 18" ... 100 SQUARE INCH OPENING ACTUAL OUTSIDE SIZE 24' X 22' PERIMETER OPENING 101.25 SO IN SCREEN OPENING 99.75 SO IN WEIGHT PER VENT ALUMINUM .032 3.25 Ibs GALVANIZED 26 ga 7 Ibs COPPER 160z 9 Ibs MODEL "S" #50042 20" 100 SQUARE INCH OPENING ACTUAL, OUTSIDE SIZE 27' X 24' PERIMETER OPENING 109.25 SO IN SCREEN OPENING MCA 120.00 SO IN WEIGHT PER VENT ALUMINUM .032 3.50 lbs GALVANIZED 26 go 7.50 lbs COPPER 16oz 10.00 lbs MODEL "M" #50035 MODEL "M" #50052 1e 2011 :'" ?:;.. 100 SQUARE INCH OPENING 100 SQUARE INCH OPENING ACTUAL OUTSIDE.SIZE 18' X 24' ACTUAL OUTSIDE SIZE 24"X26". PERIMETER OPENING 105.56 SO IN PERIMETER OPENING 124.50 SO IN ;:••.>i €':``.> i SCREEN OPENING 80.50 SO IN SCREEN OPENING MCA 120.00 SO IN •:<>.>..:.;»:;`<<> WEIGHT PER VENT z WEIGHT PER VENT ALUMINUM .032 3.25 lbs ALUMINUM .032 3.50 lbs GALVANIZED 26 go 7 Ibs GALVANIZED 26 go 7.50 Ibs COPPER 16oz 9 Ibs COPPER 16oz 10.00 lbs MODEL -"FLAT" #50056 100 SQUARE INCH OPENING ACTUAL OUTSIDE SIZE 32' X 16' PERIMETER OPENING 110.75 SO IN SCREENED OPENING 100.00 SO IN WEIGHT PER VENT ALUMINUM .032 4.50 lbs GALVANIZED 26 go 7.50 Ibs COPPER 160z 9.50 lbs _._EMM A r ,Lr -krT I IQ CI AC .IINi; ..THE O.'HAG-IN -VE-N,.T.-I..LATI.:G,SYSTEM YSTEM /-v FEATURES A 19" x 6174" SCREENED PRIMARY VENT THAT IS SUPPLIED WITH EVERY ROOF VENT ORDERED. THE PRIMARY 'VENT FITS OVER A 19" x 6 114" (118 SQUARE INCH) CUT OUT BETWEEN BATTENS OR LAYOUT LINES. CHAGIN VENTS ARE MADE TO FIT. THE.PROFILE OFALL CLAYAND CON ' CRETE ROOFING TILES CURRENTLY PRODUCED FOR THE ROOFING INDUSTRY TODAY OUR VENTS ARE' AVAILABLE IN COPPER, GALVANIZED STEEL, OR ALUMINUM AND COME WITH A LIMITED .50YEAR WARRANTY. CUSTOM VENTS AREALSO AVAILABLE. ..ALL OHAGIN 100 SQUAREINCH VENT TILES SIMPLY TAKE THE PLACE OF TWO FIELD ROOF TILES. 100 SQUARE INCH FIELD VENT -RIDGE APPLICATION 100 SQUARE VENT -LAVE N 118 SQUARE NCH CUT-OUT THIZU FELT AND ROOF PEW4 CENTERED ON APPROPRIATE COURSE FOR EAVE TO RIDGE VENTILATION ZRAFTER ' 100SQUARE INCH FIELD VENT-EAVE APPLICATION ELEVATION SECTION 118 SQUARE INCH CUT-OUT THRU FELT AND ROOF DECKING STRADDLING EVERY OTHER RAFTER CENTERED ONAPPROPRIATE COURSE FOR PROPER EAVE TO RIDGE VENTILATION Note: REFER TO U.B.C. 3202-3205 SECTION 'C* FOR DETAILS SCALE. NONE PLAN VIEW 100 SQUARE INCH 100 SQUARE INCH FIELD VENT - FIELD VENT.tZIOGE APPLICATION RIDGE APPLICATION - O'HAGI N'S INC. 2661 Gravenstain Hwy go., Sebastopol. Co 05472 1e Mom M Note: REFER TO U.B.C. 3202-3205 SECTION 'C* FOR DETAILS SCALE. NONE PLAN VIEW 100 SQUARE INCH 100 SQUARE INCH FIELD VENT - FIELD VENT.tZIOGE APPLICATION RIDGE APPLICATION - O'HAGI N'S INC. 2661 Gravenstain Hwy go., Sebastopol. Co 05472 HAG I NVE�:N�TI�LATION SYSTEM `BASIC. BUILDING CODE REQUIREMENTS secondary -FOR ATTIC VENTILATION venl MINIMUM-1/300- One INIMUM1/300-One square foot of NFVA for each 300 square foot ofareato be ventilated provided a vapor barrier is used, or 50% of i Primary NFVA is located at eaves and roof vents are at least 3 feet or :.more above save vents. ' i BETTER 1/150 (one to one rule) . When minimum requirements above are not met -code requirements are doubled to one square foot of each NFVA t. for each;1.50 square feet of.area to be ventilated. . --.-SUPERIOR 1/I00.(one:percentrule) - - Superior ventilation requires.contlnuous ridge ventilation the entire length of the roof with matching lengths of vent SQUARE INCHES OF NET FREE -VENT AREA(NFVA) ,MINIMUM 1/300 for 1000 square feet 240 inches of ridge vent 50% required 240 inches of eave vent 50% required BETTER 1/150 for 1000 square feet 480 inches of ridge vent 50% required 480 inches of eave vent 50% required SUPERIOR 1/100 for 1000 square feet 516 inches of ridge vent 40% required 864 inches of eave vent 60% required Concrete Villa style roof vent . .. Each unit (primary and secondary vent combined) equals 95 sq inches NFVA An eave to ridge ventilation system creates a continuous circulation of air flow naturally with external air flow across the roof. A vacuum'or venturi effect draws the air in through the eave vents forcing air out through the ridge vents. When there is no wind the ventilation occurs naturally. As warm air rises it is exhausted through the ridge vents drawing fresh air in through the eave vents. When installing the full ventilation system using the O'HAGIN CLOAKED VENT TILE©, the best placement is one course from the ridge (allowing for short course) and a course up past the wall line at the eave. This will create the best possible airflow with no expensive powered vents and no obtrusive type of dormer vents. This continuous natural circulation of air is the key to heading off venting problems in the building. Use.the handy table shown to calculate the requirements -for your needs. CALCULATION TABLE FOR VENTILATION REQUIREMENTS USING 0`HAGIN CLQAKED VENT TILE° SQUARE FEET .1000 1500 2000 2500 3000 3500 4000 4500 5000 UNITS FOR RULE 1/3011 . 5A%o ridge 2 6 7 8 9 1011 12 13 500/q eave 3 6 7 8 9 10 11 12 13 11150- /15050% 50%ridge 5 8 10 13 15 18 20 23 26 50% eave 5 8 10 13 15 18 20 23 26 ,1/100 40% ridge 6 9 12 15` 18 21 25 28 31 601Y0 eave 9 14 18 23 27 32 36. 41 -46 PN/11\1F n..ann..zon_4A�n ,..• �._�n�.e�e A0741)1 , UA V iI PYn17 011 cone% Env i., nDU TAT17n7 AATTt1X1 rrNTlAV T 0HAG1:NVR, N TIL 10W$YSTE.M. W INSTALLATION.; INSTRUCTIONS MODEL 'IS' CONQ139TE.-TILE.-!.100,So.,!!IQH VENT CVffgRFM 81TWUM LAYOUT LINES AND ALKINED nANQE5 WITH MASTIC APOC No. 100 - ASTM MARKAPPROXIMATELY AS "OWN 001 LXPOSU" LINES CUTuT BLADE TO THICKN633 OF SHEATHING SEAL 02822-76 TYPE I WITH CAULKING OM OR TROWEL A- X' .WITHuROOFING KALS OF SUFFIC`I9MT LENGTH NO STICK OR SLIP UNDER Fcv.-.- DSECUAE VENTCER WITH ROOFLNQNALS A A :-SECURE PffrRATe amrATmina ON i wcCENTERS f - Rs LASH-,w.'.T"kP.EEL,,4,ELC, INSTALL ONFSUFFICLENrLENOTNOVTOPFMZTP.ATESMEATHINQ . ................ ........ ... . ...... . . . ....... ........ ... .... - ....................... • Ir MODEL "M" CLAY -`TILE --100:S0. INCH VENT TYPICAL FAN LAYOUT LINE (SHOWN 2 I -LACES) CONCRETE AND CUT VENT OPENING AS SHOWN ABOVE FOR THE L I FRI CONCRETE TILE VENT.'ALIGNLTHE BOTTOM OF THE CUTOUT 1/2' TO I ABOVEXHE PAN TILE LAYOUT LINE AS SHOWN 1.9 14 ro '12 1 11 SEAL, SECURE AND FLASH (SEE NOTE I BELOW)AS SHOWN FOR THE CONCRETE OR THE CONCRETE > TILE VENT. APPLY THE FIELD TILE UP TO THE PRIMARY VENT, FOR TILE WIRE 1) T INTO PLACE AS SHOWN. PEEL AND STICK FLASHING SHOWN PARTIALLY APPLIED TO CLARITY) SHOW MAILS SECURING PRIMARY VENT TO ROOF DECK FOR CLAR ITY) 000 APPLYPLY PLY FF1, ELD TILE'AROUND THE PRIMARY VENT AND INSTALL THE VENT TILE (THE VENT TILE TAKES THE PLACE OF ONE.CAP TILE AND TWO PAN TILES) AND SECURE INTO PLACE WITH A NAIL (SEE NOTE 2 BELOW) OF SUFFICIENT LENGTH TO PENETRATE TILEJO SHEATHING. INSTALLATION IS NOW COMPLETE AND THE REMAINING PORTION OF THE ROOF CAN BE FINISHED. v,,jTES: 1. PEEL AND STICK POLYKEN 660 - ASTM D 570 SCALE:NONE 2 STRIPS 24' x 30 (TOP AND BOTTOM) 2 STRIPS 11' x 3' (SIDES) 2. LIKE MATERIALS MUST BE.JJSED,.IiE. COPPER 01HAGIN'S INC. VENT MUST USE COPPER WIRE AND NAILS 2661 Gravenstaln Hwy So., Sebastopol. Ce 94472 ?may}c . ._ - J;i.:,•5': •- / , , , ' BATTEN ... • P9of p GK ::.. THE WIND CLIP HOOKS UNDER THE PRECEDING COURSE TILE AND CAN BE EASILY ADJUSTED FOR HEAD LAP. THE VENT TILE UNIT TAKES THE PLACE OF TWO (2) FIELD TILES. O'HAGIN'S INC. KALE: NONE 2661 Gravanaaln'Hwy So., Sobaaapol. Ca 95472 PL30D'J64 Solar radiation is.the,principalsoutcc.,of an unventilated attic of the 'home: Temperanires can reach 150 degrees or more . when the sunt: is. at it's zcrdtit and thi onside temperature is in the 90.100 degree range. ,; t =t II Iifi,l t 1 I File Classification: VENTILATION f TILE ROOFS (PASSIVE AIR) BASIC BUILDING CODE REGUIREMENTS FOR.ATTIC VENTILATION' MISSION'S' 1dL\'I1�IU1111/300 VENTSq 1L One square foot of N.F V.A. for each 300 square foot of area to be ventilated -provided a vapor barrier is used, or 50% of N F.V.A. Is located at eaves and hof vents are at least 3 feet or more above e vents. BETTER 1/150 (one. to one rule) u - . ,When minimum requirements above are not met"code requirements are doubled to one square foot of each N.f.V.A. for each -15.0 square feet of area to be ventilated SLPERIOR 1/100 (one percent rule) . Superior ventilation requires continuous ridge ventilation the entire length of the roof with matching lengths of vent in eave. SQUARE INCHES OF NET FREE VENT ARL4, (N.l V.A.): IN04MUM 1/300 for 1000 square feet 240 Inches of ridge vent 50% required 240.Inches of eave vent 50% required c r ;ijbij_ In cold climate areas, combinations of high h unidity and lots outside temperaeures can cause frost to form and accunnrlate on the underside of roof shcathittg' • a 0 0 e Gee a t 0 o oo.. �e °o U °. ,1 1'. 2 PIECE MISSION CLAY too Sq. LE r Convection is one of the was an attic can "breath". This occurs when the air temperature in the attic and the outside air temperature differ, and the elevations of the ventilation openings are at their furthest ernrcmes. As hot air escapes through the ridge of the root cooler air enters through the vents along the cornice. This phenomenon occurs even at zero wind speed. FLAT. VENT:TILE too Sq. In aIL071 _92t, Another form of ventilation is air -pressure caused by wind. Wind mo%*:over an attic will generate a vacuum in the attic vlfiich is the result of negative air pressure on the windward side and positive air pressure on the downwind side. Air is pulled and pushed through the vents as a result of these pressures allowing the attic to "breath". BETTER 1/150 for 1000 square feet ey'�' — VILLA CONCRETE inches of ridge vent 50% required ® � oo salt o ,_ winches of.e.axe vent 500/4 required Ventilating an attic can be achiev SUPERIOR 1/100 for 1000 square feet in different ways including mechanical devices, however, O'Hagin's Vent 576 Inches of ridge vent 40% required � Tiles 864 inches of gave Fent 60%required achieve ventilation by using occurrences PRIMARY produced naturally to allow the attic to VENT ^_ "t�►nw tl.° REPORT TM ,S Reissued 2 ICBG Evaluation Service, Inc. • 5360 Workman Mill Road, Whittier, California 90601 . www.icboes.org Filing Category: SKYLIGHTS AND SMOKE VENTS (232) BRISTOLITE SKYLIGHTS BRISTOL FIBERLITE INDUSTRIES, dba BRISTOLITE SKYLIGHTS 401 EAST GOETZ AVENUE POST OFFICE BOX 2515 SANTA ANA, CALIFORNIA 92707 1.0 SUBJECT Bristolite Skylights. 2.0 .DESCRIPTION 2.1 General: Bristolite Skylights are skylights with glazing of approved plastic materials formed to a dome shape. Figure 1 and Tables 1 through 5 contain further information. All series are available in both curb -mounted and self -flashing models. See Table 1 for general description of the skylight models. 2.1.1 S Series: The S series uses 0.125 -inch -thick (3.2 mm), one-piece fiberglass domes fabricated in 3 -ounce (85 gram) fiberglass roving impregnated with polyester resin and classi- fied as CC1 plastic. The self -flashing version is mounted to a 4 -inch -high (102 mm) frame with 23/4 -inch -wide (70 mm) mounting flange formed from 6063-T5 aluminum. The dome edge is covered by a continuous, No. 26 gage [0.019 inch (0.48 mm)], galvanized steel angle. See Table 3 for additional description. 2.1.2 AS Series: The AS Therm -o -weld series uses acrylic plastic domes, classified as CC2 plastic and recognized in Evaluation Report ER -2576. These domes are chemically fused to a fiberglass frame consisting of 3 ounces (85 grams) of fiberglass roving impregnated with polyester resin and classified as CC1 plastic. The self -flashing version is mounted to a 4 -inch -high (102 mm) frame with a 23/4 -inch - wide (70 mm) mounting flange formed from 6063-T5 aluminum. See Tables 2 and 5 for additional description. 2.1.3 AL Series: The AL Alumi-lite series uses acrylic plastic domes, classified as CC2 plastic and recognized in Evalua- tion Report ER -2576. These domes are attached at the fac- tory to a retaining frame fabricated from 6063 T5 aluminum. The self -flashing version is mounted to a 4 -inch -high (102 mm) frame with a 23/4 -inch -wide (70 mm) mounting flange formed from 6063-T5 aluminum. See Tables 2 and 5 for addi- tional information. 2.2 Installation: 2.2.1 Curb -mounted Units: The curb is minimum 2 -by -6 lumber, sized to the inside dimensions described in Table 2. This curb must allow the plastic dome edge to be at least 4 inches (102 mm) above the roof plane. The roof covering is then removed. The opening is cut into the roof, and damage to rafters must be avoided. The curb is mounted to the roof deck to the satisfaction of the building official. No. 26 gage (0.48 mm) corrosion -resistant metal flashing, 14 inches (356 mm) wide, is bent into an "L" shape with a 31/2 -inch (89 mm) vertical leg. Flashing is 5 to 6 inches (127 to 152 mm) wider than the opening. The leg is cut at the curb width, with the end tabs bent flat. These pieces are placed under shingles at the high end of the openings. A second flashing piece is prepared similarly, except the ends are cut and bent to wrap around the curb. The two pieces are coated on faying surfaces with mastic and bonded together. The sides of the opening are flashed with 12 -inch -wide (305 mm), L-shaped pieces lapped 3 inches (76 mm) under the previous piece and under the shingles. A bottom piece of flashing is placed. Each flashing piece is nailed to the curb at the joint. A continuous caulking bead is placed on top of the curb. The skylight is set on top of the curb and positioned to allow a 1/4 -inch (6.4 mm) gap between the unit and the side of the curb. The unit is then nailed to the curb according to Table 4. Nail heads should be 1/16 inch (1.6 mm) from curb to permit movement. 2.2.2 Self -flashing Units: Self -flashing units must not be installed on a wood shake or wood shingle roof. The opening is cut into the roof and damage to rafters must be avoided. The edges of the opening are framed with nominal 2 -inch - wide (51 mm) lumber. A 4 -to -5 -inch -wide (102 to 127 mm) band of roofing mastic, 1/4 inch (6.4 mm) thick, is applied around the opening. The unit is then set into the mastic and fastened according to Table 4. The flanges are covered on the sides and top with a roof covering. 2.3 Identification: Each skylight is identified by a label bearing the Bristolite Sky- lights name and address, the plastic dome thickness and classification, the evaluation report number (lCBO ES ER -2469), and a safety label warning of risk of fall. 3.0 EVIDENCE SUBMITTED Data in accordance with the ICBG ES Acceptance Criteria for Plastic Skylights (AC16), dated April 1997, and the ICBO ES Acceptance Criteria for Skylights with Plastic Frames (AC79), dated April 1994. 4.0 FINDINGS That the Bristolite Skylights as described in this report comply with the 1997 Uniform Building CodeTM, subject to the following conditions: 4.1 Skylights are installed in accordance with this report, manufacturer's instructions and Section 2603.7 of the code. 4.2 The maximum roof live load is 20 pounds per square foot (958 Pa). 4.3 The maximum roof wind -uplift load is 13 pounds per square foot (622 Pa). 4.4 The AS series is installed only where nonrated roof coverings are permitted. This report is subject to re-examination in two years. REPORTS" are not to be construed as representing aesthetics or any other attributes not specifically addressed, nor are they to be construed as an endorsement of the subject of the report or a recommendation for its use. There is no warranty by /CBO Evaluation Service, Inc', express or implied, as to unyJinding or other mutter in this report, or as to any product covered by the report. Cnnvrinht n 7nni Page 1 of 5 e : Page 2 of 5 TABLE 1 -GLOSSARY OF MODEL TYPES • ER -2469 MODEL TYPE DESCRIPTION CURB MOUNTED SELF FLASHING ALUM. RETAINER CAP CCI FIBERGLASS RETAINER SKIRT CCI ONE-PIECE FIBERGLASS DOME CC2ACRYLIC DOME OR PURAMID S -CM CCI FIBERGLASS DOME X • 141/4 x 14 1/4 0.125 X X X S -SF CCI FIBERGLASS DOME 19 x 19 X 5 X X AS -CM THERM -O -WELD ACRYLIC DOME X 5 3030 X X AS -SF THERM -O -WELD ACRYLIC DOME 5 X X X X X AL -CM ALUMI-LITE ACRYLIC DOME X X X X 42 x 42 X AL -SF ALUMI-LITE ACRYLIC DOME X X X 461/4 x404 0.125 X ACS -CM THERM -O -WELD ACRYLIC CIRCULAR X X 48 x 48 X X ACS -SF THERM -O -WELD ACRYLIC CIRCULAR X X 0.187 X 7070 X TABLE 2-BRISTOLITE ACRYLIC SKYLIGHTS INSIDE CURB OPENING -DOME THICKNESS -DOME RISE TYPES: AS -CM, AS -SF, AL -CM, AL -SF, ACS -CM, ACS -SF ` MODEL SIZE (Nominal) AS -CM, AS -SF ACS -CM, ACS -SF ALCM, AL -SF INSIDECURB DIMENSION (inches) DOME THICKNESS (Inch) DOME RISE (Inches) 1414 X X 141/4 x 14 1/4 0.125 5 1919 X X 19 x 19 O.I25 5 2222 X X 221/4 x 221/4 0.125 5 3030 X X 301/4 x 301/4 0.125 5 '3737 X X 37 x 37 0.125 5 4242 X X 42 x 42 0.125 5 4646 X X 461/4 x404 0.125 5 4848 X X 48 x 48 50 0.1505 5555 X X 55 x 55 0.187 6 7070 X X 701/4 x 701/4 0.250 7 7575 X X 75 x 75 0.250 8 8484 X 9X X 84 x 84 0.250 9 9292 X X 921/2 x 921/2 0.250 10 2230 X 221/4 x 301/4 0.125 5 1422 X X 141/4 x 221/4 0.125 5 1446 X X 141/q x 461/4 0.125 5 2237 X X 221/4 x 37 0.125 5 2246 _i2 X X 221/4 x 461/a ' 0.125 5 72 X X 221/4 x 720.125 8 2296 X X 221/4 x 96 0.125 10 3037 X X 301/4 x 37 0.125 5 3046 X X 301/4 x 461/4 0.125 5 3069 X X 301/4 x 691/2 0.125 7 3096 X X 301/4 x 96 0.125 10 3496 X X 34 x 96 0.150 10 36120 X X 36 x 120 0.250 12 3746 X X 37 x 461/4 0.125 5 3775 X X 37 x 75 0.150 8 3859 X X 38 x 59 0.150 6 4669 X X 461/4 x 691/2 0.150 7 4689 X X 461/4 x 891/2 0.150 9 48 X X 48 x 96 0.150 10 48122 0 X X 48 x 120 0.250 12 5460 X X 54 x 60 0.187 6 6096 X X 60'x 96 0.187 10 24 dia X 24 0.125 5 31 dia X 31 0,125 5 43 dia X 43 0.125 5 54 dia X 54 0.187 6 67 dia X 67 0.187 7 91 dia X 91 0.250 9 Fnr SL• 1 inr6 Page 3 of 5 ER -2469 TABLE 3—BRISTOLITE FIBERGLASS SIrv1 Ir:FITR IIJSInF r`lIon nocuiur_- nn_ MODEL SIZE (Nominal) STA PROD. LINES S -CM, SSF ---- -- INSIDE CURB DIMENSION - (inches) '-'- -------•--__ - ,v DOME THICKNESS (inch) , .r w. Vtil l, J17r - DOME RISE (inches) 1414 X 14/4 x 141/4 0.125 5 2222 X 221/4 x 221/4 0.125 5 1422 X 141/4 x 221/4 0.125 5 2246 X 221/4 x 461/4 0.125 5 2272 X 22!/4 x 72 0.125 7 2246 X 221/4 x 96 0.125 10 3037 X 301/4 x 37 0.125 5 4896 X 48 x 96 0.125 10 For Sl: 1 inch = 25.4 mm. TABLE 4—MINIMUM NUMBER OF TABLE S—MINIMUM NUMBER OF SKYLIGHT ATTACHMENT FASTENERS DOME RETAINER FRAME FASTENERS MODEL SIZE (Nominal I.D.) CURB -MOUNTED AL -CM, AS -CM, ACS -CMS SELF -FLASHING S -SF, AS -SF AL -SF, ACS -SF= 1414 12 8 1919 12 8 2222 16 8 3030 20 g 3737 24 12 4646 28 12 4848 28 16 5555 32 16 7070 40 20 7575 44 20 8484 44 24 9292 48 28 1422 14 g 1446 20 10 2237 20 10 2246 22 10 2272E30 8 14 22964 18 30372 10 30464 10 3069 14 3096 36 18 3496 36 18 36120 44 26 3746 26 12 3775 32 16 3859 30 14 4669 34 EEEI6 3689 40 20 4896 40 22 48120 44 28 5460 40 16 6096 42 22 24 dia. 9 g 31 dia. 9 8 43 dia. 9 12 54 dia. 9 16 67 dia. 9 16 91 dia. 21 28 MODEL SIZE (Nominal I.D.) ALSFI AS -SF, SSF, ACS -SF 1414 4 Chemically Fused 1919 4 2222 8 3030 8 3737 12 4646 12 4848 12 5555 16 7070 16 7575 16 8484 20 9292 20 1422 6 1446 g 2237 8 2246 g 2272 16-- 2296 12 3037 10 3046 10 3069 12 3096 14 3496 16 36120 20 3746 12 3775 14 14 14 16 16 201618/a/a/a iffil 54 dia. n/a 67 dia. n/a 91 dia n/a For Sl: 1 inch = 25.4 mm. For Si: I inch = 25.4 mm. 'Fasteners are 6d corrosion -resistant common nails. 'No. 8 stainless steel screws. 2Fasteners are 16d corrosion -resistant common nails. •} , + • { ' r • ,. •, Via. .. •`r ' yS .' ` Page 4 of 5 ER -2469 t r i , , FIBERGLASS s. DOME TS SEALANTBY OTHERS 26NGAUGES1/8' STL.GALVANIZED POP RIVETS @STL. ANGLE ANCHOR 16'6.c. MAX. ROOFINGBY,DTHERS2X t Q I/2') VIDE HOOD s CURB BY OTHERS ROUGH OPENING' MODEL: S --CM CONDENSATE PROVISION fTB£RGLASS DOME FASTENER N f ` =ALUM.f FRAME CONTINUOUS NO. 26 GAGE ? GALVANIZED STEEL ANGLE ANCHOR *F BY OTHERS ROOFING _. BY OTHERS ROUGH OPENING S -SF. r, ACRYLIC DOME ' 7HERM-O-WELD' fRAMf CURB SFA[ANT T BY OTHERS ANCHOR F.(1 +MOD 1/2' WIDE ROOFING CURB BY OTHERS " BY O1H£RS Page 5 of 5 ER-2469 }... - k t ACRYLIC DOME :. i t ALUM, PERIMETER GiP LIWVDENSAIE PROVISION r )t SAMTOPRENE, GASKET W, 'FASTENER a , 1" ANCHOR 2X (1 1/?' WIDE WOOD •' ` CURB BY OTHERS r ALUM ' M' FRAME BY OTHDWNN, s ROUGH OPENING • 1 • - .. - - MODEL' AL-CM +. ALUM. PERIMETER CV CMDENSATE PRMWN , w y OPRENE-CASKET GIP FASIEIVER - . > r ALuM. "ASF' FRAAfE ANCHOR • _ RWAG ;. BY OTHERS t ROUCH OPE]Y/NC r. MODEL AL-SF r 1 w FIGURE 1-(Continued) t _x .. ++ • ,. 9" a ..: .' :. ' '. J•- `•�� Accredited by the ICB.O Evaluation Service Inc American National Standards Institute "WIMP 5360 WORKMAN MILL ROAD • WHITTIER, CALIFORNIA 90601-2299 `!�- corporation of the International Conference of Building Officials lots * Y P 9 A subsidiary EVALUATION REPORT ER -3568 Copyright ® 2000 ICBO Evaluation Service, Inc. Issued September 1, 2000 Filing Category: VENEER (278) PRECAST CONCRETE BRICK AND STONE VENEER ELDORADO STONE CORPORATION POST OFFICE BOX 489 CARNATION, WASHINGTON 98014 1.0 SUBJECT Precast Concrete Brick and Stone Veneer 2.0 DESCRIPTION 2.1 General: The Eldorado Stone veneer units are exterior adhered veneer in accordance with Chapter 14 of the code and are designed for application over existing wall surfaces or over open wood framing. The veneer Is composed of precast con- crete units 3/4 Inch to 2 inches (19.1 to 51 mm) thick, with areas varying from 9 square Inches to 2 3/4 square feet (5806 mm2 to 0.26 m2), and with sides having a maximum dimension of 36 inches (914 mm). The units are available In various stone and brIck'designs. The maximum veneer weight of each unit is 15 pounds per square foot (73.2 kg/m2). The principal components of the precast veneer are Portland cement, sand, perlite pumice. 2.2 Application to Existing Wood -frame Construction: Existing wall surfaces of interior plaster, painted exterior stucco or wood Sid- ing must provide a firm base for the veneer. Exterior wall surfaces of wood siding must be covered with building paper conforming to Section 1402.1 of the Uniform Building Codel". There must be a weather -resistive barrier beneath exterior painted stucco walls. A 2.5 -pound -per -square -yard (0.95 k/m2) expanded metal lath Is secured with galvanized furring nails through the exterior wall surface to the supporting wood studs spaced a maximum of 16 Inches (406 mm)on center. Nails must be spaced 6 Inches (152 mm) on cen- ter, and must be of sufficient length to penetrate the studs a minimum of 1 inch (25.4 mm). A minimum 3/8 inch -thick (9.5 mm) scratch coat of Type M or Type S cement mortar Is applied over the metal lath. The scratch coat is then allowed to cure not less than 48 hours. A 1/2 -inch -thick (12.7 mm) layer of Type S mortar is applied to the back of each stone, which is then pressed onto the scratch coat so that the mortar squeezes out around all sides. When all of the stone veneer units are In place, the joints are grouted to provide addi- tional embedment of the stone, and to seal all edges around the stone. As an alternate method, a Type S mortar setting bed that is from 2 to 3 square feet (0.18 to 0.27 m2) in size is applied onto the moistened scratch coat, and the veneer units are then pressed onto the mortar bed. The mortar setting bed must be applied to a thickness of 1/2 to 3/4 inch (12.7 to 19.1 mm). 2.3 Application to New Wood -frame Construction: The veneer is applied to open wood studs spaced a maximum of 16 inches (406 mm) on center using 3.4 -pound -per -square -yard (1.29 kg/m2), 3/8 -inch (9.5 mm) rib metal lath. The lath is attached to the studs using galvanized fur- ring nails spaced 6 Inches (152 mm) on center. The nails must be of sufficient length to provide 1 Inch (25.4 mm) of penetration into supporting wood studs. Prior to application of the lath, the studs must be covered with building paper as required for exterior plater in Section 2506.4 of the code. Al/2-inch (12.7 mm) scratch coat must be applied over the metal lather to provide a rigid backing for the veneer. The scratch coat must be allowed to cure not less than 48 hours before the veneer is applied. The veneer is then applied as described in Section 2.2 of this report. The mortar must be Type M or Type S. 2.4 Application to Masonry: The veneer units may be applied directly to masonry backing without lath, pro- vided the surface is clean. Painted masonry surfaces must first be cleaned by sandblasting, to provide a bond surface. The mortar bed must be Type M or Type S cement mortar, 1/2 to 3/4 inch (12.7 to 19.1 mm) thick. 2.5 Application to Metal Panels: . The application to metal panels is similar to that for existing wood -frame con- struction, with the exceptions that self -tapping screws spaced 12 inches (305 mm) on center horizontally and 6 inches (152 mm) on center vertically are used to attach the lath to the metal panels, and the scratch coat must have a minimum thickness of 1/2 inch (12.7 mm) long, and must have a 3/8 -inch - diameter (9.5 mm) head. The metal wall panels must provide a firm base for the veneer, and must be No. 18 gage galvanized steel with a minimum base - metal thickness of 0.0478 inch (1.21mm). 2.6 Miscellaneous: The following are additional requirements: 1. Expansion or control joints installed to limit the effect of differential move- ment of supports must be specified by the architect, designer or veneer man. ufacturer, in that order. Consideration must also be given to movement caused by temperature change, shrinkage, creep and deflection. 2. Type M and Type S mortars must comply with Table 21-A of the code. 3. The ambient temperature must be 40°F (4.4°C) or higher at the time the veneer Is applied, or the installation must comply with the cold -weather con- struction requirements of Section 2104.3 of the code. 2.7 Identification: Eldorado precast brick and stone veneer units are Identified on the boxes by the name "Eldorado Stone", the logo of Eldorado Stone Corporation and the evaluation report number (ICBO ES ER -3568). 3.0 EVIDENCE SUBMITTED Data in accordance with the ICBO ES Acceptance Criteria for Precast Stone Veneer (AC51), dated June 1988 (corrected February 1991). 4.0 FINDINGS That the Eldorado Stone precast concrete brick and stone veneer described In this report comply with the 1997 Uniform Building Code7m, subject to the following conditions: 4.1 The veneer Is Installed In accordance with this report and the manu- facturer's Instructions. 4.2 Veneer attached to wood backing Is limited to a maximum height of 30 feet (9144 mm) above grade,, except when special construction designed to provide for differential movements Is approved by the build - Ing official. 4.3 The veneer Is not assumed to add strength or fire resistance to the wall construction. This report is subject to re-examination In two years. Evaluation reports of ICBG Evaluation Service, Inc., are issued solely to provide information to Class A members of ICBG, utilizing the code upon which the report is based. Evaluation reports are not to be construed as representing aesthetics or any other attributes not specifically addressed nor as an endorsement or recommenda- tion for use of the subject report. This report is based upon independent test of other technical data submitted by the applicant. the ICBG Evaluation Service, Inc., technical staff has reviewed the test results and/or other data, but does not possess test facilities to make an independent verification. There is no warranty by ICBG Evaluation Service, inc., express or implied, as to any "Finding" or other matter in the report or as to any product covered by the report. This disclaimer includes, but is not limited to, merchantability. ER -3416 LEGACY REPORT Reissued November 1, 2003 ICC Evaluation Service, Inc. Business/Regional Office # 5360 Workman Mill Road, Whittier, California 90601 # (562) 699-0543 Regional Office # 900 Montclair Road, Suite A, Birmingham, Alabama 35213 # (205) 599-9800 www.icc-es.org Regional Office# 4051 West Flossmoor Road, Country Club Hills, Illinois 60478 # (708) 799-2305 Legacy report on the 1997 Uniform Building CodeTm DIVISION: 07—THERMAL AND MOISTURE PROTECTION Section: 07320—Roof Tiles MISSION TWO-PIECE, MISSION "S" ONE-PIECE, BELLA TWO-PIECE, BELLA ROMA, ROMAN PAN AND FLAT SHINGLE CLAY ROOFING TILES DELEO CLAY TILE CO:, INC. 600 CHANEY STREET POST OFFICE DRAWER 88 LAKE ELSINORE, CALIFORNIA 92530 1.0 SUBJECT Mission Two-piece, Mission "S" One-piece, Bella Two-piece, Bella Roma, Roman Pan and Flat Shingle Clay Roofing Tiles. 2.0 DESCRIPTION 2.1 General: The Mission Two-piece, Mission "S" One-piece, Bella Two- piece, Bella Roma, Roman Pan and Flat Shingle roofing tiles are manufactured from natural clays that are machine -formed and fired to obtain required tile strength. The tiles have a natural, ceramic matte or ceramic grade finish. See Figure 1 for dimensions and tie shapes. 2.1.1 Mission Two-piece Tile (Top and Pan): The tiles are 18 inches (457 mm) long, curved to approximately one third of a circle, having a width of 81/4 inches (222 mm) at the large end and 7'/, inches (191 mm) at the small end. The tiles have an average thickness of 7/" inch (11.1 mm) at the center and sides. The installed weight of the tiles, when installed with a 3 -inch head lap, is approximately 11.0 pounds per square foot (53.7 kg/m2), with 166 tiles per 100 square feet (179 tiles per 10 M2). A nail hole is provided at the top center of each tile. 2.1.2 Mission "S" One-piece Tile: The Mission "S" tiles are 18 inches (457 mm) long, 13 inches (330 mm) wide and 7/16 inch (11.1 mm) thick. The installed weight of the tiles, with a 3 -inch (76 mm) head lap, is approximately 9.0 pounds per square foot (43.9 kg/m?), with 88 tiles per 100 square feet (95 tiles per 10 ml). Two nail holes are provided at the top of each tile. 2.1.3 Bella Two-piece Tile (Top and Pan): The two-piece Bella Tile is 18 inches (457 mm) long, 63/4 inches (171 mm) wide at the large end and tapered to 5'/2 inches (140 mm) wide at the small end. The tiles have an average thickness of '/Z inch (12.7 mm). The installed weight of the tiles, with a 3 - inch head lap, is approximately 11.0 pounds per square foot (53.7 kg/m2), with 226 tiles per 100 square feet (243 tiles per 10 M2). 2.1.4 Flat Shingle Tile: The flat shingle is a one-piece, flat, interlocking tile measuring 95/6 inches (245 mm) wide, 14 inches (356 mm) long, and 7/t6 inch (11.1 mm) thick. The installed weight of the tiles, with a 3 -inch head lap, is approximately 9.3 pounds per square foot (45.4 kg/m2), with 146 tiles per 100 square feet (157 tiles per 10 m?). Two nail holes are provided at the top of each tile. 2.1.5 Roman Pan Tile: The Roman Pan tile is a flat pan tile measuring 11 inches (279 mm) wide by 18 inches (457 mm) long, and is installed with either the Bella top tile or the Mission top tile. When installed with the Bella top tile, and with a 3 -inch (76 mm) head lap, the installed weight is approximately 11.0 pounds per square foot (53.7 kg/m2), with 153 tiles per 100 square feet (165 tiles per 10 M2). When installed with the Mission top tile, with a 3 -inch head lap, the installed tile weight is approximately 11.0 pounds per square foot (53.7 kg/ml), with 139 tiles per 100 square feet (150 tiles per 10 m'). Two nail holes are provided at the top of each Roman Pan tile. 2.1.6 Bella Roma Tile: The Bella Roma tile is a flat pan the measuring 12.5 inches (318 mm) wide by 18 inches (457 mm) long. The installed weight, when installed with a 3 -inch (76 mm) head lap, is approximately 8.2 pounds per square foot (40 kg/M2), with 88 tiles per 100 square feet (95 tiles per 10 ml). Two nail holes are provided at the top of each Bella Roma tile. 2.2 Installation: 2.2.1 General: Unless specified otherwise in this report, installation must comply with Table 15-D-1 of the Uniform Building Code TM (UBC). Tiles must be installed over solid sheathing having one layer of Type 40 asphalt -saturated organic felt underlayment attached in accordance with the UBC for roof slopes from 3:12 to less than 21:12 (25% to less than 175%). On roof slopes less than 3:12 (25%), the is used only as decorative material over an approved roof covering complying with the UBC. The tiles have aligned vertical and horizontal joints providing the required head lap. All cracked or broken tiles must be replaced with new tiles. Tiles are cut to match the angle of the hips or valleys in a manner that will maintain the integrity of each unit. Refer to Figure 2 for installation details. 2.2.1.1 Mission Two-piece Tile: Starting along the eave, pan tiles are layered in vertical rows 111/, inches (292 mm) on center. A booster tile is set over the lower edge of each pan tile. A starter tile, fastened over the booster tile and intervening space, completes the eave course. Random laying of the cover tile is provided by varying the vertical exposure from 11 inches (279 mm) to not more than 15 ICC -ES legacy reports are not to be construed as representing aesthetics or any other attributes not specifically addressed, nor are they to be construed as an endorsement of the subject ojrhe report or a recommendarion for its use. There is no warranty by ICC Evaluation Service, Inc., express or implied, as to / any finding or other matter in this report, or as to any product covered by the report. 0+mdmm Copyright © 2003 Page 1 of 6 .Page 2 of 6 ER -3416 inches (381 mm) to the weather. The cover tiles are doubled at eaves using booster tiles fastened to the nailer. 2.2.1.2 Mission "S" One-piece Tile: Starting along the eave, tiles are laid with a horizontal spacing of 11 inches (279 mm) on center. At the eave, a 1 -by -2 -inch wood strip or fascia board raised 1 inch (25.4 mm) above the sheathing boosts the first row of tiles. Subsequent courses are laid with a 3 - inch (76 mm) head lap. The tiles are laid with a horizontal center spacing of 11 inches (279 mm) and a vertical exposure of 15 inches (381 mm) to the weather. 2.2.1.3 Bella Two-piece Tile: The Bella two-piece tile is installed similarly to the Mission two-piece tile, except that pan tiles are layered in vertical rows 81/2 inches (216 mm) on center. 2.2.1.4 Flat Shingle Tile: A 1 -by -2 -inch wood starter strip is used at the eave to raise the first course approximately 1 inch (25.4 mm) above the sheathing. Subsequent courses are laid with a minimum 3 -inch (76 mm) head lap. Exposure of each tile to the weather is not greater than 11 inches (279 mm). 2.2.1.5 Roman Pan Tile: A 1 -by -2 wood starter strip is used at the eave to raise the first course approximately 1 inch (25.4 mm) above the sheathing. Subsequent courses are laid with a minimum 3 -inch (76 mm) head lap. Exposure of each tile to the weather is not greater than 15 inches (381 mm), with horizontal center spacing of not more than 12'/2 inches (311 mm) when using Bella top tiles and 14 inches (256 mm) when using Mission top tiles. 2.2.1.6 Bella Roma Tile: A 1 -by -2 wood starter strip is used at the eave to raise the first course approximately 1 inch (25.4 mm) above the sheathing. Subsequent courses are laid with a minimum 3 -inch (76 mm) head lap. Exposure of each tile to the weather is not greater than 15 inches (381 mm), with horizontal center spacing of not more than 11 inches (279 mm). 2.2.2 Sheathing: Solid sheathing consists of nominal 1 -by lumber or minimum 15/32 -inch -thick plywood. Sheathing installation must comply with the code. 2.2.3 Underlayment: Minimum one layer of Type 40 asphalt -saturated organic felt, complying with ASTM D 2626- 86, has minimum 4 -inch (102 mm) overlaps on horizontal joints and 6 -inch (152 mm) overlaps on vertical joints. The felt is attached to the sheathing in accordance with the code. 2.2.4 Battens: When required, nominal 1 -by -2 wood battens are spaced parallel to the eave to achieve the required minimum 3 -inch (76 mm) head lap between successive tile courses. Endjoints of the batten boards are separated'/2 inch (12.7 mm) every 4 feet (1219 mm), or 2 -inch -square (51 mm) shims cut from new asphalt shingles are placed underneath the battens every 24 inches (610 mm) to facilitate water drainage. The battens are fastened to the deck with corrosion -resistant 8d box nails at a maximum of 24 inches (610 mm) on center. 2.2.5 Flashing: Valley flashing consists of minimum No. 28 gage, corrosion -resistant metal that extends a minimum of 11 inches (279 mm) from the valley centerline each way, with a splash diverter rib as part of the flashing. Each longitudinal edge of the flashing is turned inward approximately 30 degrees past the vertical to give a'/2 -inch (12.7 mm) return. The flashing is lapped at ends a minimum of 6 inches (152 mm). Flashing around vents, pipes, flues, chimneys, and other roof penetrations consists of a minimum 3 -pound -per -square - foot (14.7 kg/m2) lead, copper, or 0.021 -inch -thick (0.533 mm) aluminum jacket. A bead of mastic or cement mortar, applied at the front face between the flashing and tile below, matches the tile profile. Long lengths of flashing for roof tiles abutting parapet walls or copings can be rigid material such as galvanized sheet metal formed to make the tile profile. 2.2.6 Tile Fastening: 2.2.6.1 General: Unless specified otherwise, tiles must be fastened in accordance with Table 15-D-1 of the UBC. 2.2.6.2 Roof Slopes 7:12 and Less: Each tile is fastened with one minimum No. 11 gage, corrosion -resistant steel nail of sufficient length to penetrate 3/4 inch (19.1 mm) into the solid sheathing or through the thickness of the sheathing, whichever is less. Other fastening systems, such as those recognized in ICBO ES evaluation report ER -3362, are permitted, subject to approval by the building official. 2.2.6.3 Roof Slopes Greater than 7:12 to Less than 21:12: The Mission and Bella Two-piece tiles are attached with one No. 11 gage, corrosion -resistant steel nail as described in Section 2.2.6.2 and wind locks as described in evaluation report ER -3362. Each Mission "S" One-piece tile, Bella Roma tile and Roman Pan tile is fastened with two No. 11 gage, corrosion -resistant steel nails as described in Section 2.2.6.2. 2.2.7 Hips, Ridges and Rakes: Hip and ridge tiles are installed over ridge boards. Each ridge and hip tile is nailed with a No. 11 gage, corrosion -resistant nail driven into the ridge and hip framing members. A bead of roofer's mastic or cement mortar must be spread across the nail head. In areas subject to blowing sand, snow, or high rainfall, the longitudinal edges of hip and ridge tiles are bedded in Portland cement mortar or by an approved alternate method to provide weather protection acceptable to the local building official. Rake and coping tiles are fastened with two nails. 2.3 Roof Classification: The tiles are noncombustible roof coverings in accordance with Section 1504.2 of the UBC. 2.4 Identification: A tag that notes the manufacturer's name (Defeo Clay Tile Co., Inc.) and address, the installed weight, and the evaluation report number (ICBG ES ER -3416) is affixed to each shipping pallet. 3.0 EVIDENCE SUBMITTED Data complying with the ICC -ES Interim Criteria for Clay and Concrete Roof Tiles, dated January 2002; report of tests conducted in accordance with UBC Standard 15-5; and installation instructions. 4.0 FINDINGS Thatthe Mission Two-piece, Mission "S" One-piece, Bella Two-piece, Bella Roma, Roman Pan, and Flat Shingle Clay Roofing Tiles described in this report comply with the 1997 Uniform Building Code m, subject to the following conditions: 4.1 The tiles are manufactured, identified, and installed in accordance with this report and the manufacturer's instructions. 4.2 The installation is restricted to areas where the mean annual rainfall does not exceed 20 inches (508 mm) and the average of the dailylows for anymonth is a minimum of 30°F (-1°C). 4.3 The tiles are manufactured at the Deleo Clay Tile Co., Inc., plant located in Lake Elsinore, California. This report is subject to re-examination in one year. ' Page 4 of 6 ., h ER-3416 r Mortar Meller hoard shaald M cal teak 6' –1' , ' tool Tib - : to make room ler toaster s " •• ,, :. UaderbTmat Mortar ss ` 4 - '. Undubymat F Nip Tile . r a 6Nailer tool Tile • _ - ••_ Boator Ill. a,S j Y x 6 Neter r rk' i W 4 t uederlrymea t l tells Tile S6MEIDp / M¢ l,rW Underlsymeet muq extend op sad " oar or under r a 6' Dollar' L jj i 1001 TILE 111801 NII AND 21081 1001flti INUA DETAIL 1001 TILE 81801 s . M Typical (toss-Section Typical (rsss•Sect(on Typical Cross-Section r rarified (lineal • - Iidge Tile /Inter oo Pope Baked Metol Lath . . . i Z lu Lasater Flashing , - - '" • .` c metal Oaonal t `t. Mortis _ Flailing i I • 1 (oontu Flailing . . , . gob Ise Manor UnderkTment Flashing ! Nen tap !,!'arse ODderlayMUI 1' s r Slorter strip S6wihing tar Tib flhoad ' r-o Fall a IAII AND MAR1 RETAIL ROOF TO WALL IAN FLAININO w1IN z IAN c0urrtl fIC110N SNOWING Llrl iABIE !ARI, ' RA1R1N0 fNOWN WITH 2►C'1 IIIU fill 1" = 0" STRIP AND WAIL FLA$NINi ` y I ,, is r - . .1 ., r ., •',•. i Nail each Tile a .. . . thea Rue Led t to lana A-Neu Each Ise _ ra3' Fail Nail Ihro Tile Lock Nail pee Tile • Naihr and Tib to NeibrMUI Nail Ihra Tib Loch Rad lila toMailsTile toaiter lib lark to Ndlar f el ,Tse lock Lj looter lib Mbfloo Ise r a rNalbf - • - 1 Od Ta Nails• ' All Nass Ther 16118 l Igo. (Mil.) With s/i Mad ad atoll 10.O.0 t—'— 1' --{ sheaihia Sla Staggered / Yorles 1 to Ntelrtle e/i mit. Into silo a eheadml a Ikra sMalung it f !1 Mw. Slops , Lau thin 3/4'. All asih is M arcaloo rerletool. .. ::case a ' .s v , f TWO•/IIC1 IIIIA TILE FOR fo12 TO 2182 FlOIE1 , TWO-PIECE /IIIA Illi FOR r• ,, TWO•PIICF BELIA TILE FOR „ y 7312 TO 21:12 110111 7312 TO 211123LOPU • .. ! /artlaed Geuali ' , ` „ P rf a Master a Papa - lorhed Mate! Lath , Lal Tile- s _ (aaa Flashing IT L Etre tloserr U,derloyant .. S,. c . t y - •a. - Moot P. • • ' To hall Gaea b 'Gant ra " . .loot Tile - p T 1/i to r Mali wad ' 163 slap " Underlayaat Metal grip V., Plywood Me Ami :. . roadiog Strip a, ! =Naiad Facia r I Fee tied Stop use Cemat as les, Tib ROOF TO WAIL rlASKINO AND 8001 TO WAIL FlA1NIN0 AND rt r COBMTIR FlR2QN0 tOBNTIR FLAININO CErEMT BIRD fT01 :,. FIGURE 2-TYPICAL INSTALLATION DETAILS r s L' Lap ' . •. 1'R T Cont Strip J ` ^ .. .. t r ' TTIPICAL LATOOT OF HOOP }iy 4 Ridge C 21 Boiler W Site depends as Foot Pilch Mortar - - I I 111i11fc�W4 '�Ni1�cN1 d' x / Shingle The ^ ., u L 'lJls4r.. . • � r r •.``1'.1`1`�r��\'• `\\\�1W� .` A'-apRIII1R'I�y'I1I Y I �� Fell . to I1WIL �WYiI. WV1YY\1\ V. '� , �• _ YIfG!l11�. ,.��iI1WHWlT �\f„\1NW��NU\.. \\�\\ I y.._ Hip and ridge filo lite are made to aaommodate sleep or shallow sloe roof$. ' NIP AND 1111111611 CETAII ' Typical Crass-Seillan EA►l OliAlt- i ✓///�, — s�— �iiL!� Portlead Cement ,• •r Plaster on Paper Backed Metallalh , 2 Bar Counter Flashingi 1 ' Channel /� _ �• ii Ye1ol Flasking r _ tl• Uaderlarment 1 r 11' MaRimum ERposute i r , Root Tile r.` # RARE DETAIL 1 41 FLAININO AT INAµ FIGURE 2-TYPICAL INSTALLATION DETAILS—(Continued) a Page 6 of 6'' ER-3416 W.@a7us" .. ., '. k Uf 71a. Rmaa 9•T6 - t, , E; a' RrfiW -•1 M+Ri Weme RYd, Le1r + •fw terrtuRRKr MW nsmtg r + 7 _ r - ..'.i - . .+ - . a F • Ridge • .. / g '' „.' Roof To Wali and Counter-Flas „ .ur.,*.me' y y Tr1 M . • a vr.i, .rr _ .. , ' . • ,,... ,: ' 7 r' ! Tdm Tile TIM TIM ♦ - ` sy. t , Sbwg lJaaerlaTaceae .. .. ` • Noubmi W Nailer1 4 i Villa 21, y Shed Roof ;...: Left Rake Roman Pans ' . la % x..bid alx .c .. ,. 1'Jeq mni .Ite/mlye PQL='7 - r ., Uele6lsetnYi been (Ny ary r Left and Right Rake IISII Tile ,Left and Right Rake Mission Tile s . r y FIGURE 2--m-TYPICAL INSTALLATION DETAILS—(Continued) y .. - . a .• I > r s f • .. .. Y _ .' . r t. .. CITY OF LA QUINTA PLAN CHECK CORRECTION LIST Kristie Hanson July 22, 2005 72-185 Painters Path #A . - Palm Desert, CA' 92260 + PLAN CHECK NO. 05-0342 (Structural only) SECOND CHECK/ APPROVED ADDRESS 78-215 Masters Circle OCCUPANCY R -3/U-1- t SCOPE OF WORK New SFD TYPE -OF -CONST.. V -N 5697(R)/1158(U) , The submitted plans and specifications have been reviewed by the VCA CODE GROUP. In our professional opinion the plans are in substantial conformance with the building codes and regulations adopted by the CITY OF LA QUINTAand the State of California Amendment. ------------------- APPROVAL FOR A BUILDING PERMIT IS HEREBY RECOMMENDED SUBJECT TO OBTAINING APPROVALS/CLEARANCES FROM ALL APPLICABLE CIT_ Y DEPARTMENTS, AGENCIES, AND ASSOCIATIONS. Plans checked by: Hue C. Luu, PE _ VCA CODE GROUP - 2200 W Orangewood Ave, Ste 155 Orange, CA 92868 (714) 363-4700 ext.#752 VCA File No. LQ -17276 i • L TITLE 24 REPORT Title 24 Report for Zar Residence 78215 Masters .Circle La Quinta,' CA 92253 Project Designer: " Kristi'Hanson Architects, Inc: 72-185 Painters Path Suite #A Palm Desert, CA 92260 . 760-776-4068 ` Report Prepared By: Gina Rose G.R. Rose CAD Design 42335 Washington Suite F #330 Palm Desert, CA 92211 CI -Y OF LA QUINTA (760) 345-4859 BUILDING & SAFETY DEPT. NN APPR®VEI® FOR CONS DATE =1 Job Number: r Date r 3/4/2005 aThe EnergyPro computer program has been used to perform the calculations summarized in this compliance report. This program has approval and is uthorized by the California Energy Commission for use with both the Residential and Nonresidential 2001 Building Energy Efficiency Standards. r This program developed by EnergySoft, LLC (415) 883-5900. ' ,, EnergyPro 3.1 By EnergySoft Job Number: User Number: 5862 TABLE OF CONTENTS Cover Page 1 Table of Contents 2 Form CF-1 R Certificate of Compliance 3 Form. MF-1 R Mandatory Measures Checklist, 8 Form C-2R Computer Method Summary 10 HVAC System Heating and Cooling Loads Summary . 18 Room Load Summary 22 Room Heating Peak Loads 26 Room Cooling Peak Loads 30 Equipment Specifications 37 EnergyPro 3.1 By EnergySoft Job Number: User Number: 5862 r, Certificate of Compliance: Residential (Part 1 of 2) CF -1 R Residence R-38 Roof (R.38.2x14.16) 3/4/2005 •Zar Project Title Exterior Roof Date 78215 Masters Circle La Quinta 0.059 Exterior Wall Project Address n/a Building Permit # G.R. Rose CAD Design (760) 345-4859 Plan check / Date Documentation Author Telephone Solid Wood Door Computer Performance 15 Field Check / Date Compliance Method (Package or Computer) Climate Zone Enforcement Agency Use Only GENERAL INFORMATION Left (East) Total Conditioned Floor Area: 5,697 ft2 Average Ceiling Height: 11.7 ft Total Conditioned Slab Area: 5,697 ft2 Screen ❑ • • Building Type: (check one or more) X❑ Single Family Detached ❑ Addition ❑ Single Family Attached ❑ Existing Building ❑ Multi -Family ❑ Existing Plus Addition Front Orientation: (North) 0 de- Floor Construction Type: ® Slab Floor Number of Dwelling Units: 1.00 Number of Stories: 1 ❑Raised Floor .Component Type Frame Type Const. Assembly U -Value Location/Comments (attic, garage, typical, etc.) R-38 Roof (R.38.2x14.16) Wood 0.028 Exterior Roof R-21 Wall (W.21.2x6.16) Wood 0.059 Exterior Wall Slab On Grade n/a 0.756 Exposed Slab w/R-0.0 Perimeter Insulation Slab On Grade n/a 0.756 Covered Slab w/R-0.0 Perimeter Insulation Solid Wood Door Wood 0.387 Exterior Door FENESTRATION Shadina Devices Type Orientation Area Fenestration Exterior Overhang Side Fins SF U -Factor SHGC Shading Yes / No Yes / No Skylight 12.0 0.80 0.50 None ❑ X❑ ❑ X❑ Left (East) 131.0 0.55 0.45 Bug Screen ❑ X❑ ❑ X❑ Rear (South) 133.0 0.55 0.45 Bug Screen ❑ X❑ ❑ X❑ Rear (South) 72.0 0.60 0.45 Bug Screen ❑ X❑ ❑ X❑ Right (West) 112.0 0.55 0.45 Bug Screen ❑ X❑ ❑ X❑ Front (North) 142.0 0.55 0.45 Bug Screen ❑ X❑ ❑ X❑ Front (North) 42.0 0.60 0.45 Bug Screen ❑X❑ ❑ X❑ Front (Northeast) 50.0 0.55 0.45 Bug Screen❑ X❑ ❑ X❑ Left (East) 53.0 0.60 0.45 Bug Screen ❑ X❑ ❑ X❑ Left (Southeast) 57.0 0.60 0.45 Bug Screen ❑ X❑ ❑ X❑ Rear (South) 294.0 0.600.50 Bug Screen ❑ X❑ ❑ X❑ Rear (Southwest) 67.0 0.55 0.45 Bug Screen ❑ X❑ ❑ Q Run Initiation Time: 03/04/05 09:44:31 Run Code: 1109958271 Ener Pro 3.1 By Ener Soft User Number: 5862 Job Number: Pa e:3 of 46 Certificate of Compliance: Residential (Part 1 of 2) CF -1 R Residence Fenestration 3/4/2005 iZar Project Title Date 78215 Masters Circle La Quinta SHGC Project Address Yes / No Building Permit # G.R. Rose CAD Design (760) 345-4859 Plan check Date Documentation Author Telephone 0.45 Computer Performance 15 Field check Date Compliance Method (Package or Computer) Climate Zone Enforcement Agency Use Only GENERAL INFORMATION (West) 102.0 Total Conditioned Floor Area: 5,697 fe Average Ceiling Height: 11.7 ft Total Conditioned Slab Area: 5,697 ft2 0 Building Type: Right (Northwest) (check one or more) 0.55 0.45. X❑ Single Family Detached ❑ Addition x❑ ❑ Single Family Attached ❑ Existing Building (Southeast) ❑ Multi -Family ❑- Existing Plus Addition 0.45 Front Orientation: (North) 0 deg Floor Construction Type: ® Slab Floor Number of Dwelling Units: 1.00 Rear Number of Stories: 1 ❑ Raised Floor • BUILDING SHELL INSULATION Const. Component Frame Assembly Location/Comments Type Type U -Value (attic, garage, typical, etc.) FENESTRATION. Chnriinn nnvirnc Type Orientation Area Fenestration Exterior . Overhang Side Fins SF U -Factor SHGC Shading Yes / No Yes / No Right (West) 38.0 0.60 0.45 Bug Screen ❑ x❑ ❑ x❑ Right (West) 102.0 0.60 0.50 Bug Screen ❑ 0 ❑ x❑ Right (Northwest) 40.0 0.55 0.45. Bug Screen ❑ x❑ ❑ X❑ Left (Southeast) 23.0 0.55 0.45 Bug Screen ❑X❑ ❑ X❑. Rear (Southwest) 89.0 0.60 0.50 Bug Screen ❑ x❑ ❑ X❑ Right (Northwest) 40.0 0.60 0.50 Bug Screen ❑ x❑ ❑ x❑ Left (East) 48.0 0.60 0.50 Bug Screen ❑x❑ ❑ x❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ 1:1 F1 El 1:1 El- ❑.❑❑ Run Initiation Time: 03/04/05 09:44:31 Run Code: 1109958271 Ener Pro 3.1 By Ener Soft User Number: 5862 Job Number: ' Pa e:4 of 46 r Certificate of Compliance: Residential (Part 2 of 2) CF -1 R Residence 3/4/2005 •Zar Project Title Date HVAC SYSTEMS Note: Input Hydronic or Combined Hydronic data under Water Heating Systems, except Design Heating Load. Distribution Heating Equipment Minimum Type and Duct or Type (furnace, heat Efficiency Location 'Piping Thermostat Location / pump, etc.) (AFU E/HSPF) (ducts, attic, etc.) R -Value Type Comments Central Furnace 80% AFUE Ducts in Attic 4.2 Setback Master Suite Central Furnace 80% AFUE Ducts in Attic 42 Central Furnace 80% AFUE Ducts in Attic 4.2 Setback Greatrnnm/Living Area Setback Guest Bedroom 1 & 2 Central Furnace 80% AFUE Ducts in Attic 4.2 Setback Guest Suite Cooling Equipment Minimum Duct Type (air conditioner, Efficiency Location Duct Thermostat Location / heat pump, evap. cooling) (SEER) (attic, etc.) R -Value Type Comments Split Air Conditioner 13.0 SEER Ducts in Attic 4.2 Setback Master Suite Split Air Conditioner 13.0 SEER Ducts in Attic 42 Split Air Conditioner 14.0 SEER Ducts in Attic 4.2 Split Air Conditioner 14.0 SEER Ducts in Attic 4.2 Setback Greatmomfi iving Area Setback Guest Bedroom 1 & 2 Setback Guest Suite WATER HEATING SYSTEMS Rated 1 Tank Energy Fact 1 External Water -Heater Water Heater Distribution # in Input Cap. or Recovery Standbyy Tank Insul. System Name Type Type Syst. Btu/hr (gal) Efficiency Loss (0) R -Value A.O- SMITH FPS -75-230 Small Gas Recirc/Time+Temp 2 75,000 75_ 0.88 n/a n/a • 1 For small gas storage (rated inputs of less than or equal to 75,000 Btu/hr), electric resistance and heat pump water heaters, list energy factor. For large gas storage water heaters (rated input of greater than 75,000 Btu/hr), list Rated Input, Recovery Efficiency and Standby Loss. For instantaneous gas water heaters, list Rated Input and Recovery Efficiency. REMARKS UUMVLIANUL 51 A I LMtN 1 This certificate of compliance lists the building features and performance 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 recognize that compliance using duct sealing and TXV's requires installer testing and certification and field verification by an approved HERS rater. Designer or Owner (per Business & Professions Code) Documentation Author Name: Name: Gina Rose Title/Firm: Kristi Hanson Architects, Inc. Title/Firm: G.R. Rose CAD Design Address: 72-185 Painters Path Suite #A Address: 42335 Washington Suite F #330 Palm Desert, CA 92260 — Palm Desert, CA 92211 Telephone: 760-776-406 Telephone: (760) 3454859 Lic. #I 10 11ALF I 3 0 (signture) (da e) ature) (date) Enfo ceme Ag cy Name: Title/Firm: Address: Telephone: IEnergyPro 3.1 By EnergySoft User Number: 5862 Job Number: Page:5 of 46 Certificate of Compliance: Residential (Addendum) CF -1 R Title 3/4/2005 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. I Plan I Field The HVAC System "Master Suite" must meet all CEC Criteria for a Zonally Controlled system serving only Sleeping Areas. The HVAC System "Master Suite" includes credit for a Radiant Barrier installed per Section 8.13 of the Residential Manual. HIGH MASS Design(see C -2R) - Verify Thermal Mass: 726 sgft Exposed Slab Floor, 4.00" thick at Zone 1 HIGH MASS Design(see C -2R) - Verify Thermal Mass: 600 sgft Covered Slab Floor, 4.00" thick at Zone 1 The HVAC System "Greatroom/Living Area" must meet all CEC Criteria for a Zonally Controlled system serving only Living Areas. The HVAC System "Greatroom/Living Area" includes credit for a Radiant Barrier installed per Section 8.13 of the Residential Manual. HIGH MASS Design(see C -2R) - Verify Thermal Mass: 2658 sgft Exposed Slab Floor, 4.00" thick at Zone 2 HIGH MASS Design(see C -2R) - Verify Thermal Mass: 192 sgft Covered Slab Floor, 4.00" thick at Zone 2 The HVAC System "Guest Bedroom 1 & 2" must meet all CEC Criteria for'a Zonally Controlled system serving only Sleeping Areas. The HVAC System "Guest Bedroom 1 & 2" includes credit for a Radiant Barrier installed per Section 8.13 of the Residential Manual. HIGH MASS Design(see C -2R) - Verify Thermal Mass: 212 sgft Exposed Slab Floor, 4.00" thick at Zone 3 HIGH MASS Design(see C -2R) - Verify Thermal Mass: 474 sgft Covered Slab Floor, 4.00" thick at Zone 3 The HVAC System "Guest Suite" includes credit for a Radiant Barrier installed per Section 8.13 of the Residential Manual. HERS Required Verification These features must be confirmed and/or tested by a certified HERS rater under the supervision of a CEC approved HERS provider. i ne Berta rater must document the Heid venncanon and diagnostic testing of these measures on a torm cF-w. Plan Field he HVAC System "Master Suite" includes Refrigerant Charge and Airflow Credit (or a TXV). A certified HERS rater must provide erifification of the TXV, or measure the Refrigerant Charge and Airflow. The HVAC System "Master Suite" is using reduced duct leakage to comply and must have diagnostic site testing of duct leakage performed by a certified HERS Rater. The results of the diagnostic testing must be reported on a CF -6R Form. The HVAC System "Greatroom/Living Area" includes Refrigerant Charge and Airflow Credit (or a TXV). A certified HERS rater must provide verifification of the TXV, or measure the Refrigerant Charge and Airflow. The HVAC System "Greatroom/Living Area" is using reduced duct leakage to comply and must have diagnostic site testing of duct leakage performed by a certified HERS Rater. The results of the diagnostic testing must be reported on a CF -6R Form. The HVAC System "Guest Bedroom 1 & 2" includes Refrigerant Charge and Airflow Credit (or a TXV). A certified HERS rater must provide verifification of the TXV, or measure the Refrigerant Charge and Airflow. The HVAC System "Guest Bedroom 1 & 2" is using reduced duct leakage to comply and must have diagnostic site testing of duct leakage performed by a certified HERS Rater. The results of the diagnostic testing must be reported on a CF -6R Form. The HVAC System "Guest Suite" includes Refrigerant Charge and Airflow Credit (or a TXV). A certified HERS rater must provide verifification of the TXV, or measure the Refrigerant Charge and Airflow. EnergyPro 3.1 By EnergySoft User Number: 5862 Job Number: Paae:6 of 46 1 4 4 Certificate of Compliance: Residential .(Addendum) CF -1 R ar Residence 3/4/2005 oject 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 comolies based on the adequacy of the special justification and documentation submitted. Plan Field HIGH MASS Design(see C -2R) - Verify Thermal Mass: 567 sgft Exposed Slab Floor, 4.00" thick at Zone 4 HIGH MASS Design(see C -2R) - Verify Thermal Mass: 268 sgft Covered Slab Floor, 4.00" thick at Zone 4 HERS Required Verification These features must be confirmed and/or tested by a certified HERS rater under the supervision of a CEC approved HERS proviaer. ine nerca rater must aocument the neia vernication ana aiagnosac testing of tnese measures on a torm cF-sR. Plan Field he HVAC System "Guest Suite" is using reduced duct leakage to comply and must have diagnostic site testing of duct leakage erformed by a certified HERS Rater. The results of the diagnostic testing must be reported on a CF -6R Form. Run Initiation Time: 03/04/05 09:44:31 , Run Code: 1109958271 EnergyPro 3.1. By EnergySoft User Number: 5862 Job Number: Pagel of 46 Mandatory Measures Checklist: 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. Items marked with an • asterisk (') may be superseded by more stringent compliance requirements listed on the Certificate of Compliance. 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. is • DESCRIPTION Instructions: Check or initial applicable boxes or enter N/A if not applicable. DESIGNER 'ENFORCEMENT Building Envelope Measures '§150(.): Minimum R-19 ceiling insulation. .E] §150(b): Loose fill insulation manufacturer's labeled R -Value. e §150(c): Minimum R-13 wall insulation in wood framed walls or equivalent U -value in metal frame walls (does 1 not apply to exterior mass walls). § 150(d): Minimum R-13 raised floor insulation in framed floors or equivalent. ❑§150(1): Slab edge insulation -water absorption rate no greater than 0.3%, water vapor transmission rate no greater than 2.0 perm/inch. §118: Insulation specified or installed meets insulation quality standards. Indicate type and form. ® §116-17: Fenestration Products, Exterior Doors, and Infiltration/Exfiltration Controls 1. Doors and windows between conditioned and unconditioned spaces designed to limit air leakage. 2. Fenestration products (except field fabricated) have label with certified U -Factor, certified Solar Heat Gain Coefficient (SHGC), and infiltration certification. 3. Exterior doors and windows weatherstripped; all joints and penetrations caulked and sealed. §150(g): Vapor barriers mandatory in Climate Zones 14 and 16 only. 150(f): Special infiltration barrier installed to comply with Section 151 meets Commission quality standards. ❑ §150(e): Installation of Fireplaces, Decorative Gas Appliances and Gas Logs. 1. Masonry and factory -built fireplaces have: a. Closeable metal or glass door b. Outside air intake with damper and control c. Flue damper and control 2. No continuous burning gas pilots allowed. Space Conditioning, Water Heating and Plumbing System Measures §110-13: HVAC equipment, water heaters, showerheads and, faucets certified by the Commission. §150(h): Heating and/or cooling loads calculated in accordance with ASHRAE, SMACNA or ACCA. a§150(i): Setback thermostat on all applicable heating and/or cooling systems. a§1500): Pipe and Tank Insulation 1. Storage gas water heaters rated with an Energy Factor less than 0.58 must be externally wrapped with insulation having an installed thermal resistance of R-12 or greater. 2. First 5 feet of pipes closest to water heater tank, non -recirculating systems, insulated (R4 or greater) 3. Back-up tanks for solar system, unfired storage tanks, or other indirect hot water tanks have R-12 external insulation or R-16 combined internal/external insulation. 4. All buried or exposed piping insulated in recirculating sections of hot water systems. 5. Cooling system piping below 55 degrees F. insulated. 6. Piping insulating between heating source and indirect hot water tank. EnergyPro 3.1 By EnergySoft User Number: 5862 Job Number: Page:B of 46 Mandatory Measures Checklist: Residential (Page 2 of 2) MF -1 R :r NOTE: Lowdse residential buildings subject to the Standards must contain these measures regardless of the compliance approach used. Items marked with an asterisk (') may be superseded by more stringent compliance requirements listed on the Certificate of Compliance. 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 or enter N/A if not applicable. DESIGNER ENFORCEMENT Space Conditioning, Water Heating and Plumbing System Measures: (continued) '§ 150(m): Ducts and Fans 1. All duds and plenums installed, sealed and insulated to meet the requirements of the 1998 CMC Sections 601, 603, 604 and Standard 6-3; duds insulated to a minimum installed level of R4.2 or enclosed entirely in conditioned space. Openings shall be sealed with mastic, tape; aerosol sealant, or other dud -closure system that meets the applicable requirements of UL181, UL181A: or UL181 B. 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. Building cavities shall not be used for conveying conditioned air. Joints and seams of dud systems and their components shall not be sealed with Goth back rubber adhesive dud tapes unless such tape is used in combination with mastic and drawbands. 2. Building cavities, support platforms for air handlers, and plenums defined or constructed with materials other than 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 dud tapes unless such a tape is used in combination with mastic and drawbands. 4. Exhaust fan systems have back draft or automatic dampers. S. Gravity ventilation systems serving conditioned space have eitherautomatic or readily accessible, manually operated dampers. 6. Protection of Insulation. Insulation shall be protected from damage, including that due to sunlight, moisture, equipment maintenance, and wind but not limited to the following: Insulation exposed to weather shall be suitable for outdoor service e.g., protected by aluminum, sheet metal, painted canvas, or plastic cover. 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. ❑§1114: Pool and Spa Heating Systems and Equipment 1. Certified with 78% thermal efficiency, on-off switch, weatherproof operating instructions, no electric resistance heating, and no pilot. 2. System is installed with at least 36" of pipe between filter and heater for future solar, cover for outdoor pools or spas. 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 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 (f): Cool Roof material meet specified criteria Lighting Measures ❑ §150(k)1: Luminaires for general lighting in kitchens shall have lamps with an efficacy 40 lumens/watt or greater for general lighting in kitchens. This general lighting shall be controlled by a switch on a readily accessible lighting control panel at an entrance to the kitchen. ❑ §150(k)2: Rooms with a shower or bathtub must have either at least one luminaire with lamps with an efficacy of 40 lumens/watt or greater switched at the entrance to the room or one of the alternative to this requirement allowed in Section 150(k)2.; and recessed ceiling fixtures are IC (insulation cover) approved. 3.1 By EnergySoft User Number:' 5862 Job Number: Page:9 of 46 Computer Method Summary -Wall_ 142 _0,0.59 0_ 90_ (Part 1 of 3) C -2R arl esidence -Wall- 166 -0-059 180_ 90 3/4/20D 5 oject Title 0 Root_ _3,952 -0._028. 0_ 0 Date 8215-- asters Ciccle-l-a_Quinta -Wall- 572 0+059 SEL -9-0- 0Wall_ Project Address 9.0_ Wall -255_ _0_0.59_ _135. Building Permit # SSR. Ro.Se_CAD-D-esian 90 (760) 345-4859 90 Documentation Author -90- 90W;111 Telephone Pian Check/Date ompute erEormaare 9.0_ 15 1 Field Check/Date Compliance Method (Package or Computer) 90 Climate Zone -90- 90 Source Energy Use Standard Proposed Compliance -go- 0 (kBtu/sf-yr) Design Design Margin 9.0_ Space Heating 3.80 2.57 1.22 _90_ Space Cooling 37.49 39.74 -2.25 ----,9-0- Domestic Hot Water 5.00 3.35 1.65 90 Totals 46.29 45.66 0.63 ❑ Percent better than Standard: 1.4% R21Wall (W21 2x616.) BUILDING COMPLIES R-21 all (W.21.2x616) Total Conditioned Floor Area: 5,697 ft2 Floor Construction Type: ❑ Raised Floor ❑X Slab Floor Building Type: Single Fam Detached ❑ R-21 R-21 Wall (W.21. 2X616) Building Front Orientation: (North) 0 deg ElR21Waimv Total Fenestration Area: 27.1 Number of Dwelling Units: 1.00 Total Conditioned Volume: 66,600 ft 3 Number of Stories: 1 Total Conditioned Slab Area: 5,697 ft 2 BUILDING ZONE INFORMATION # of Thermostat Vent Zone Name Floor Area Volume Units Zone Type Type Hgt. Area Master-S.u' 326 13,9 _0-23_ Sleeping- _SleepingStat _2 -n/.a -GteattoomLLivina_Area 28.5D 1 _32,050 _0_50_ Living _LivingStat_ _2 ----n/.a est Bedroom 8 2 686. _ 6 86D -0.J2 - -bleeping -SlespingSiat_ 2 _n _uest-Suite 835 8,268 Q.15_ Conditioned_ Setback_ 2 _n/a Solar OPAQUE SURFACES Act. Gains Type Area U -Fac. Azm. Tilt Y / N Form 3 Reference Location / Comments Root 1,322 -0-0.2.8- 0 0_ -Wall_ 142 _0,0.59 0_ 90_ Wall 755 0-05.9 90 _90 -Wall- 166 -0-059 180_ 90 W..a] - 86 -0-05.9- _210 90 Root_ _3,952 -0._028. 0_ 0 -Wall_ 287 -0,059 0 90 -Wall- 572 0+059 SEL -9-0- 0Wall_ -Wall 94 _0_0.59 90_ 9.0_ Wall -255_ _0_0.59_ _135. 9.0_ Wall- 129 _0059 _180 90 Wall_ 48 0,059 _22.8 90 -Wall-- 224 _0_0.59 -270 -90- 90W;111 W;111X28_ 0.059 _315 90_ Door 24 _0_3.82 315 9.0_ Root 720 _0_028_ -0 0 Wall 12.0 -0._0.59 0 90 1Nall_ _23.0 -0._0.59 45_ -90- 90 -Wall -Wall- 7 -0059 035 90 -V%Wl- 1,37 -0-059 _225 -go- 0 -Wall -Wall_ 228 --0-059- _270 90 -Wall X18 _0_059 -315_ 9.0_ RooL -8.35 0-028_ 0 0_ Call_ _200 -0_0.59 0 _90_ Wall- 114 0-.59 4.5_ 90_ Wall- 323 O.D.59 90 ----,9-0- AMMEW 1121 0.059 135 90 aL 32 0 059 _225 90 168 0 059 _220 90 IF IX E ❑ R38 Roof (R.3$ 2X1416) R-21 Wall (W 2, 2x616) ❑ R-21 Wall (W-21.2x61Q ❑ R-21 WaIL(_W.21.2x616) ❑ R21_1Nall (W.21.2x616) ❑ ❑ R3.8-Rooi(R_38.2xt416.) R-21 Wall (w.21.2x616) ❑ R-21 Wall (W.21.2x616) IX ❑ R21 Wall 212x616) ❑ R-21Wall (W.21 2x616.) ❑ _R ]-l_a1.L6U.21.2x6_16) X ❑ ❑ R2imall (w.21.2x616) R-21 Wall (W.21.24.16) X ❑ R-21 wail (vv .21.2x616) ❑ _SolisiWQod Qoor ❑-3.8 ❑ R of (R -38.2x14_.16) R21 Wall (w 21.2x616.) ❑ R21 WWII tW(W 21bc616.) ❑ .Fi2J WA (W 21.2x616) ❑ B-2jmatl W-2-t2x6161 ❑ R-21 Wall (W.21.2x616) ❑ R-21 Wall ON 21 2x616) IN ❑ R 38Bo_of (R -38.2x1416) ❑ R21Mall 2- 2x616.) ❑ R21Wall (W21 2x616.) ❑ R-21 all (W.21.2x616) ❑ B21 \CVall (W.21-26.16) ❑ R-21 R-21 Wall (W.21. 2X616) Ix ElR21Waimv 21.2x616)_ .Zone 1 Zone 2 Zone 2 Zone 2 Zone 3 EnergyPro 3.1 By EnergySoft User Number: 5862 Job Number: Paue:10 of 46 1 Computer Method Summary (Part 1 of 3) C -2R ar FIesidence 9nns oject Title Date 8215-Masters_Circle—La_Q pinta Project Address Building Permit # Etos_e CADnesian (760) 345-4859 -G-R- Documentation Author Telephone Plan Check/Date Corn.— eriOrmarre 15 1 Field Check/Date Compliance Method (Package or Computer) Climate Zone Source Energy Use Standard Proposed Compliance (kBtu/sf-yr) Design Design Margin Space Heating 3.80. 2.57 1.22 Space Cooling . 37.49 39.74 -2.25 Domestic Hot Water 5.00 3.35 1.65 Totals 46.29 45.66 0.63 Percent better than Stand Total Conditioned Floor Area: Building Type: Building Front Orientation: Number of Dwelling Units: Number of Stories: BUILDING ZONE INFORMATION Zone Name 5,697 ft2 Single Fam Detached (North).0 deg 1.00 1 1.4% Floor Construction Type: ❑ Raised Floor ❑X Slab Floor Total Fenestration Area: 27.1% Total Conditioned Volume: 66,600 ft 3 Total Conditioned Slab Area: 5,697 ft 2 # of Floor Area Volume Units Zone Type Thermostat Thermostat Vent Type Hgt. Area OPAQUE SURFACES Solar Act. Gains Type Area U -Fac. Azm. Tilt Y / N Form 3 Reference Location / Comments Computer Method Summary (Part 2 of 3) C -2R 3/4/2005 Date Ll- Act. Glazing Type Location/ # Type Area Factor SHGC Azm. Tilt Comments 1_ S.kylight_F_ront (Notch) ---A- 0_ _0_8.00_ 0_5.0_ () _0. Bristolite Zone 1 2 Window Left (East) 40.0 0.550 0.45 90 90 Fleetwood Glazing Zone 1 3 Window Left (East) 3.0 0.550 0.45 90 90 Fleetwood Glazing Zone 1 4 Window Left (East) 3.0 0.550 0.45 90 90 Fleetwood Glazing Zone 1 5 Window Left (East) 24.0 0.550 0.45 90 90 Fleetwood Glazing Zone 1 6 Window Rear (South) 20.0 0.550 0.45 180 90 Fleetwood Glazing Zone 1 7 Window Rear (South) 24.0 0.550 0.45 180 90 Fleetwood Glazing Zone 1 8 Window Rear (South) 24.0 0.550 0.45 180 90 Fleetwood Glazing Zone 1 6 Window Rear (South) 5-0_0- 0.600 0.45 180 90 Fleetwood Glazing Zone 1 J0 Win w Bear (South) 2QO- 0.550 0.45 _180 90 Fleetwood Glazing Zone 1 11 Window Rear (South) 22.0 0.600 0.45 180 90 Fleetwood Glazing Zone 1 12 Window Right (West) 24.0 0.550 0.45 270 90 Fleetwood Glazing Zone 1 10 Skylight_Eroot (North) ---A-O- -O-M- 0.50 0 0 Bristolite _Zone 2 14 Skylight Front (North) 4.0 0.800 0.50 0 0 Bristolite Zone 2 15 Window Front (North) 9.0 0.550 0.45 0 90 Fleetwood Glazing Zone 2 16 Window Front (North) 42.0 0.600 0.45 0 90 Fleetwood Glazing Zone 2 17 Window Front (North) 72.0 0.550 0.45 0 90 Fleetwood Glazing Zone 2 18 Window Front (North) 24.0 0.550 0.45 0 90 Fleetwood Glazing Zone 2 12 Window Front (Northeast) 22.0 0.550 0.45 45_ 90 Fleetwood Glazing Zone 2 20 Window Left (East) 22.0 0.550 0.45 90 90 Fleetwood Glazing Zone 2 21 Window Left (East) 53.0 0.600 0.45 90 90 Fleetwood Glazing Zone 2 22 Window Left (Southeast) 57.0 0.600 0.45 135 90 Fleetwood Glazing Zone 2 23 Window Rear (South) 84.0 0.600 0.50 180 90 Fleetwood Glazing Zone 2 24 Window Rear (South) 45.0 0.550 - 0.45 180 90 Fleetwood Glazing Zone 2 25 Window Rear (South) 210.0 0.600 0.50 180 90 Fleetwood Glazing Zone 2 26 Window Rear (Southwest) 30.0 0.550 0.45 225 90 Fleetwood Glazing Zone 2 Window Right (West) 38.0 0.600 0.45 270 90 Fleetwood Glazing Zone 2 069- Window Right (West) 102.0 0.600 0.50 270 90 Fleetwood Glazing Zone 2 Window Right (Northwest) 30.0 0.550 0.45 315 90 Fleetwood Glazing Zone 2 INTERIOR AND EXTERIOR SHADING Window Overhang Left Fin Right Fin # Exterior Shade Type SHGC Hgt. Wd. Len. Hgt. LEA RExt. Dist. Len. Hgt. Dist. Len. Hgt. 1 None 1.00 2 Bug Screen 0.76 3 Bug Screen 0.76 4 Bug Screen 0.76 5 Bug Screen 0.76 6 Bug Screen 0.76 Bug Screen 0.76 8 Bug Screen 0.76 9 Bug Screen 0.76 10 Bug Screen 0.76 11 Bug Screen 0.76 12 Bug Screen 0.76 13 None 1.00 14 None 1.00 15 Bug Screen 0.76 16 Bug Screen 0.76 17 Bug Screen 0.76 18 Bug Screen 0.76 19 Bug Screen 0.76 20 Bug Screen 0.76 Ti 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 Bug Screen 0.76 Bug Screen 0.76 9 Bug Screen 0.76 EnergyPro 3.1 By EnergySoft User Number: 5862 Job Number: Paae:12 of 46 1 A.. Comauter Method Summary (Part 2 of 3) C -2R Ar Residence 3/4/2005 oject Title 6 Date FENESTRATION SURFACES U- Act. Glazing Type Location/ # Type Area Factor SHGC Azm. Tilt Comments _30 Windov--Left_(S.outbeast) _23 0 -0-550- 0.45_ x.3.5_ _90 Reetwood_GJazing Zo.ne_3 31 Window Rear (Southwest) 8.0 0.550 0.45 225 90 Fleetwood Glazing Zone 3 32 Window Rear (Southwest) 4.0 0.550 0.45 225 90 Fleetwood Glazing Zone 3 33 Window Rear (Southwest) 21.0 0.550 0.45 225 90 Fleetwood Glazing Zone 3 34 Window Rear (Southwest) 60.0 0.600 0.50 225 90 Fleetwood Glazing Zone 3 35 Window Right (West) 14.0 0.550 0.45 270 90 Fleetwood Glazing Zone 3 3-Q Wi0_dow Right_(Northwest) 1 .0 0 550 0.45 315 90 Fleetwood Glazing Zone 3 37Window Right (Northwest) 40.0 0.600 0.50 315 90 Fleetwood Glazing Zone 3 3a Window Front (North) 9.0 0.550 0.45 0 90 Fleetwood Glazing Zone 4 l9 Window Front (VNort) 28.0 0.55Q 0.45 0 --9-Q Fleetwood Glazing -Zone_4_ 40 Window Front (Northeast) 28.0 0.550 0.45 45 90 Fleetwood Glazing Zone 4 41 Window Left (East) 28.0 0.550 0.45 90 90 Fleetwood Glazing Zone 4 92 Window --Left (East)_ 11..0 -0-550 Q.45 90_ 20 Fleetwood Glazing Zone 4 43 Window Left (East) 48.0 0.600 0.50 90 90 Fleetwood Glazing Zone 4 44 Window Rear (Southwest) . 4.0 0.550 0.45 225 90 Fleetwood Glazing Zone 4 45 Window Rear (Southwest) 29.0 0.600 0.50 225 90 Fleetwood Glazing Zone 4 46 Window Right (West) 28.0 0.550 0.45 270 90 Fleetwood Glazing Zone 4 47 Window Right (West) 23.0 0.550 0.45 270 90 Fleetwood Glazing Zone 4 48 Window Right (West) 23.0 0,550 0.45 270 90 Fleewooazing Zone 4 INTERIOR AND EXTERIOR SHADING Window Overhang Left Fin Right Fin # Exterior Shade Type SHGC Hgt. Wd. Len. Hgt. LEA REA Dist. Len. Hgt. Dist. Len. Hgt. 30 Bug Screen 0.76 31 Bug Screen 0.76 32 Bug Screen 0.76 33 Bug Screen 0.76 34 Bug Screen 0.76 35 Bug Screen 0.76 36 Bug Screen 0.76 37 Bug Screen 0.76 38 Bug Screen 0.76 39 Bug Screen 0.76 40 Bug Screen 0.76 41 Bug Screen 0.76 42 gug, Screen 0.76 43 B cu Screen 0.76 44 Bug Screen 0.76 45 Bug Screen 0.76 46 Bug Screen 0.76 47 Bug Screen 0.76 48 Bug Screen 0.76 EnergyPro 3.1 By EnergySoft User Number: 5862 Job Number: Pane: 13 of 46 1 Computer Method Summary Length (Part 3 of 3) C -2R ar Residence Location / Comments Slab Perimeter 40 0.76 0.0 3/4/2005 oject Title Slab -Perimeter 84 026 0 Q 0 Date THERMAL MASS FOR HIGH MASS DESIGN 141 0.76 0.0 Q Area Thick. Heat 026 Inside Location Type (sf) (in.) Cap. Cond. Form 3 Reference R -Val. Comments -Qoncate-be awweight X96. -4.0.0 _28. _0.9.8. n/a Q Zon.elLSlab_on Grade Concrete, Heavyweight 600 4_00 28 0_98 n/a 2 Zone 1 / Slab on Grade Concrete Heawweight 2,658 4.00 28 0.98 n/a 0 Zone 2 /Slab on Grade Concrete. Heawweiaht 192 4_00 28 0_98 n/a 2 Zone 2 / Slab on Grade Coocr_ete..-Heavyweight 212 -4-QQ 2$ -Ue- n/a 0Zone 3 /Slab on Grade PERIMETER LOSSES Type Length F2 Factor Insulation R -Val. Depth Location / Comments Slab Perimeter 40 0.76 0.0 Q Zone 1 Slab -Perimeter 84 026 0 Q 0 Zone 1 Slab Perimeter 141 0.76 0.0 Q Zone'2 Slab-Berimeter. 35 026 —0-0 0 Zone 2 .Slab_Eerlmeter 24 —U6 0.0 • 0 Zone 3 HVAC SYSTEMS Heating Equipment Minimum Distribution Type Type (furnace, heat Efficiency and Location Duct Thermostat Location / pump, etc.) (AFUE/HSPF)(ducts/attic, etc.) R -Value Type Comments Central Furnace 803iAELIE Ducts in Attic 4.2 Setback Master Suite Central Furnace 80%AFUE Ducts in Attic 4.2 Setback Greatroom/Living Area Central Furnace 80%AFUE Ducts in Attic 4.2 Setback Guest Bedroom 1 & 2 Central Furnace 80%AFUE ' Ducts in Attic 4.2 Setback Guest Suite ydronic Piping Pipe Pipe Insul. System Name Length Diameter Thick. 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. Run Initiation Time: 03/04/05 09:44:31 Run Code: 1109958271 EnergyPro 3.1 By EnergySoft User Number: 5862 Job Number: Page: 14 of 46 Duct Cooling Equipment Minimum Type (air conditioner, Efficiency )Location Duct Thermostat Location / heat pump, evap. cooling) (SEER) (attic, etc,) R -Value Type Comments -Split Air Conditioner 13.0 SEE Darts in Attic 4.2 Setback Master Suite Split Air Conditioner 13.0 SEER Ducts in Attic 4.2 Setback Greatroom/Living Area Split Air Conditioner 14.0 SEER Ducts in Attic 4.2 Setback Guest Bedroom 1 & 2 Split Air Conditioner 14.0 SEER Ducts in Attic 4.2 Setback Guest Suite WATER HEATING SYSTEMS Ratedl Tank Energy Fact! 1 Tank Insul. Water Heater Water Heater Distribution # in Input Cap. or Recovery Standby R -Value System Name Type Type Syst. (Btu/hr) (gal) Efficiency Loss (%) Ext. A.O. SMITH FPS -75-230 Small Gas Recirclrime+Temp 2_ 75.OQQ 75 0.88 n/a n/a 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. Run Initiation Time: 03/04/05 09:44:31 Run Code: 1109958271 EnergyPro 3.1 By EnergySoft User Number: 5862 Job Number: Page: 14 of 46 r 'Computer Method Summary (Part 3 of 3) C -2R ,mZar Residence 3/4/2005 oject Title Date THERMAL MASS FOR HIGH MASS DESIGN F2 Insulation Area Thick. Heat Type (sf) (in.) Cap. Concrete Heavyweight _4.74 X0-0 _28. Concrete. Heavyweiaht 567 4_00 28 Concrete Heavyweight 268 4.00 28 PERIMETER LOSSES Cond: Form 3 Reference -0-98.' /a 0.98 n/a 0.98 n/a Inside Location R -Val. Comments —2. Zone_3LSlab_on-Giade 0 Zone 4 / Slab on Grade 2 Zone 4 / Slab on Grade Run Initiation. Time: 03/04/05 09:44:31 Run Code: 1109958271 EnergyPro 3.1 By EnergySoft User Number: 5862 Job Number: Page:15 of 46 F2 Insulation Type Length Factor R -Val. Depth Location / Comments Slab Perimeter 63 0.76 0.0 —0 Zone 3 -Slab P 64 -0-7-6 —0-0 0 Zone_4 Slab Perimeter 37 -0-7-6 0.0 0 Zone 4 HVAC SYSTEMS Heating Equipment Minimum Distribution Type Type (furnace, heat Efficiency and Location Duct Thermostat Location / pump, etc.) (AFUE/HSPF)(ducts/attic, etc.) R -Value Type Comments sydronic Piping Pipe Pipe Insul. System Name Length Diameter Thick. Cooling Equipment Minimum Duct ' Type (air conditioner, Efficiency Location Duct Thermostat Location / heat pump, evap. cooling) (SEER) (attic, etc,) R -Value Type Comments WATER HEATING SYSTEMS Ratedl Tank Energy Fact! . 1 Tank Insul. Water Heater Water•Heater Distribution # in Input Cap. or Recovery , Standby . R -Value System, Name Type Type Syst. (Btu/hr) (gAD Efficiency Loss (%) Ext. 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. Run Initiation. Time: 03/04/05 09:44:31 Run Code: 1109958271 EnergyPro 3.1 By EnergySoft User Number: 5862 Job Number: Page:15 of 46 -J. Computer Method Summary (Addendum) C -2R AnZar Residence 3/4/2005 roject Title Date 4 r 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. I Plan I Field The HVAC System "Master Suite" must meet all CEC Criteria for a Zonally Controlled system serving only Sleeping Areas. The HVAC System "Master Suite" includes credit for a Radiant Barrier installed per Section 8.13 of the Residential Manual. HIGH MASS Design(see C -2R) - Verify Thermal Mass: 726 sqft Exposed Slab Floor, 4.00" thick at Zone 1 HIGH MASS Design(see C -2R) - Verify Thermal Mass: 600 sqft Covered Slab Floor, 4.00" thick at Zone 1 The HVAC System "Greatroom/Living Area" must meet all CEC Criteria for a Zonally Controlled system serving only Living Areas. The HVAC System "Greatroom/Living Area" includes credit for a Radiant Barrier installed per Section 8.13 of the Residential Manual. HIGH MASS Design(see C -2R) - Verify Thermal Mass: 2658 sqft Exposed Slab Floor, 4.00" thick at Zone 2 HIGH MASS Design(see C -2R) - Verify Thermal Mass: 192 sqft Covered Slab Floor, 4.00" thick at Zone 2 The HVAC System "Guest Bedroom 1 & 2" must meet all CEC Criteria for a Zonally Controlled system serving only Sleeping Areas. The HVAC System "Guest Bedroom 1 & 2" includes credit for a Radiant Barrier installed per Section 8.13 of the Residential Manual. HIGH MASS Design(see C -2R) - Verify Thermal Mass: 212 sqft Exposed Slab Floor, 4.00" thick at Zone 3 HIGH MASS Design(see C -2R) - Verify Thermal Mass: 474 sqft Covered Slab Floor, 4.00" thick at Zone 3 The HVAC System "Guest Suite" includes credit for a Radiant Barrier installed per Section 8.13 of the Residential Manual. HERS Required Verification These features must be confirmed and/or tested by a certified HERS rater under the supervision of a CEC approved HERS provider. i ne rir-mo rater must document the tieia vermcation and aiagnosnc testing of tnese measures on a torm (;F -6R. Plan Field he HVAC System "Master Suite" includes Refrigerant Charge and Airflow Credit (or a TXV). A certified HERS rater must provide erifification of the TXV, or measure the Refrigerant Charge and Airflow. The HVAC System "Master Suite" is using reduced duct leakage to comply and must have diagnostic site testing of duct leakage performed by a certified HERS Rater. The results of the diagnostic testing must be reported on a CF -6R Form. The HVAC System "Greatroom/Living Area" includes Refrigerant Charge and Airflow Credit (or a TXV). A certified HERS rater must provide verifification of the TXV, or measure the Refrigerant Charge and Airflow. The HVAC System "Greatroom/Living Area" is using reduced duct leakage to comply and must have diagnostic site testing of duct leakage performed by a certified HERS Rater. The results of the diagnostic testing must be reported on a CF -6R Form. The HVAC System "Guest Bedroom 1 & 2" includes Refrigerant Charge and Airflow Credit (or a TXV). A certified HERS rater must provide verifification of the TXV, or measure the Refrigerant Charge and Airflow. The HVAC System "Guest Bedroom 1 & 2" is using reduced duct leakage to comply and must have diagnostic site testing of duct leakage performed by a certified HERS Rater. The results of the diagnostic testing must be reported on a CF -6R Form. The HVAC System "Guest Suite" includes Refrigerant Charge and Airflow Credit (or a TXV). A certified HERS rater must provide verifification of the TXV, or measure the Refrigerant Charge and Airflow. Run Initiation Time: 03/04/05 09:44:31 Run Code: 1109958271 EnergyPro 3.1 By EnergySoft User Number: 5862 Job Number: Page: 16 of 46 Computer Method Summary (Addendum) 2-2R mar Residence 3/4/2005 _roject Title Date 4 i 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 :)asea on the aaequacy of the special justitication and documentation submitted. Plan I Field HIGH MASS Design(see C -2R) - Verify Thermal Mass: 567 sgft Exposed Slab Floor, 4.00 thick at Zone 4 HIGH MASS Design(see C -2R) - Verify Thermal Mass: 268 sgft Covered Slab Floor, 4.00" thick at Zone 4 HERS Required Verification These features must be confirmed and/or tested by a certified HERS rater under the supervision of a CEC approved HERS proviaer. ine ncna rater must aocument the nein venrication ana aiagnostic testing or tnese measures on a torm cF-6R. Plan Field he HVAC System "Guest Suite" is using reduced duct leakage to comply and must have diagnostic site testing of duct leakage erformed by a certified HERS Rater. The results of the diagnostic testing must be reported on a CF -6R Form. Run Initiation Time: 03/04/05 09:44:31 Run Code: 1109958271 EnergyPro 3.1 By EnergySoft User Number: 5862 Job Number: Page: 17 of 46 J HVAC SYSTEM HEATING AND COOLING LOADS SUMMARY (PROJECT NAME DATE Zar Residence 3/4/2005 YSTEM NAME FLOOR AREA Master Suite 1,326 26.0 of 0 Outside 345 cfm 69.5 of 15.0 / 73.5 of Outside 345 cfm . 72.7/60.4 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 I Sensiblel Latent CFM I Sensible 1,604 29,020 613 599 22,300 0 1,451 1,115 0 0 345 15,530 145 345 15,963 0 0 1,451 1 1,115 47 452 468 40 493 TRANE 4TTX4060lrUD10OR960 (5) 49,050 0 79,000 Total Adjusted System Output 49,050 0 79,000 (Adjusted for Peak Design Conditions) TIME OF SYSTEM PEAK F7 Aug 2 pm Jan 12 am 62.0 of 62.0 of 105.0 of Supply Fan Heating Coil 2000 cfm PSYCHROMETRICS 80.0 / 62.9 of 80.0 / 62.9 of ratures at Time of Heatin k Return Air Ducts %I 55.0 / 53.6 of Supply Fan Cooling Coil 2000 cfm h Return Air Ducts 11 Supply Air Ducts 104.5 of ROOMS 70.0 of Supply Air Ducts 55.7/53.9OF 50.5% R.H. ROOMS 72.0 / 60.2 of EnergyPro 3.1 By EnergySoft User Number: 5862 1 Job Number: Pane: 18 of 46 1 i_ HVAC SYSTEM HEATING AND COOLING LOADS SUMMARY iPROJECT NAME DATE Zar Residence 3/4/2005 YSTEM NAME FLOOR AREA Greatroom/Living Area 2,850 ENGINEERING CHECKS 11SYSTEM LOAD Total Output (Btuh) Number of Systems Output (Btuh/sgft) I COIL COOLING PEAK COIL HTG. PEAK Heating Svstem CFM Sensible Latent CFM I Sensible 40.7 Total Output (sgftrron) Total Output (Btuh) 158,000 Output (Btuh/sgft) 55.4 Cooling System Output per System 58,000 Total Output (Btuh) 116,000 Total Output (Tons) 9.7 Total Output (Btuh/sgft) 40.7 Total Output (sgftrron) 294.8 Air System CFM per System Airflow (cfm) Airflow (cfm/sgft) Airflow (cfm/Ton) Outside Air (%) Outside Air (cfm/sgft) Note: values above.given at ARI conditions EATING SYSTEM PSYCHROMETRICS 26.0 of 66.9 of 66.9 of Outside Air 230 cfm' 69.4 of Total Room Loads Return Vented Lighting Return Air Ducts Return Fan Ventilation Supply Fan Supply Air Ducts TOTAL SYSTEM LOAD 4,397 79,557 1,316 11451 54,052 0 3,978 2,703 0 0 230 10,292 -209 230 10,614 0 0 3,978 2,703 97,8041 1,1071 70 072 2,000 4,000 TRANE 4TTX4060/TUD100R960 (5) 89,918 5,989 158,000 1.40 413.8 5 8 Total Adjusted System Output gg g18 5,989 158,000 (Adjusted for Peak Design Conditions) 0.08 TIME OF SYSTEM PEAK Aug 2 pm Jan 12 am rstream Tei g 105.00 Supply Fan Heating Coil 4000 cfm % Return Air Ducts 4 Supply Air Ducts 104.4 of ROOMS 70.0 of COOLING SYSTEM PSYCHROMETRICS Airstream Temperatures at Time of Cooling Peak 115.0/73.5OF 75.4/61.5OF 75.4/61.5OF 55.0/53.8OF Outside Air .,. Supply Air Ducts 230 cfm Supply Fan Cooling Coil 55.9 / 54.1 of 4000 cfm 51.1% R.H. ROOMS 72.9/60.6 of 72.0 / 60.3 of h Return Air Ducts EnergyPro 3.1 By EnergySoft User Number: 5862 Job Number: Paae:19 of 46 1 HVAC SYSTEM HEATING AND COOLING LOADS SUMMARY (PROJECT NAME DATE Zar Residence 3/4/2005 YSTEM NAME FLOOR AREA Guest Bedroom 1 & 2 686 Number of Systems 1 Heating Svstem Total Output (Btuh) Output (Btuhlsgft) Cooling System Output per System Total Output (Btuh) Total Output (Tons) Total Output (Btuh/sgft) Total Output (sgftrTon) Air System CFM per System Airflow (cfm) Airflow (cfm/sgft) Airflow (cfm/Ton) Outside Air (%) Outside Air (cfm/sgft) Note: values above given at ARI conditions EATING SYSTEM PSYCHROMETRICS 26.0 of 61.10F 61.10F Outside Air , 230 cfm W 69.4 of 51,000 Total Room Loads Return Vented Lighting Return Air Ducts Return Fan Ventilation Supply Fan Supply Air Ducts TOTAL SYSTEM LOAD 51,000 74.3 Lat 36,000 36,000 3.o 52.5 228.7 COIL COOLING PE I COIL HTG. PEAK CFM ISensiblel Lat I CFM I Sensible 1,050 18,994 317 382 14,211 0 950 711 0 0 230 10,338 54 230 10,634 0 0 950 711 31,273T77264 26 266 1,200 1,200 TRANE 4TTX4036/TUD100R936 (3) 30,561 0 51,000 1.75 400.0 19 2 Total Adjusted System Output 30,561 0 51,000 (Adjusted for Peak Design Conditions) 0.34 TIME OF SYSTEM PEAK Aug 2 pm _ Jan 12 am yam Te 105.0 of Supply Fan Heating Coil 1200 cfm in Return Air Ducts 4 Supply Air Ducts 104.4 of ROOMS 70.0 of DOLING SYSTEM PSYCHROMETRICS Airstream Temperatures at Time of Cooling Peak 115.0/73.5OF 80.8/63.1OF 80.8/63.1OF 55.0/53.5OF .01 Supply Air Ducts Outside Air 230 cfm Supply Fan Cooling Coil 55.7 / 53.8 of 1200 cfm 50.2% R.H. ROOMS 72.7/60.4 of 72.0160.1 OF h Return Air Ducts '4 EnergyPro 3.1 By EnergySoft User Number: 5862 Job Number: Page:20 of 46 1 HVAC SYSTEM HEATING AND COOLING LOADS SUMMARY PROJECT NAME DATE Zar Residence 3/4/2005 STEM NAME FLOOR AREA Guest Suite 835 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 I Sensiblel Latent 1, CFM I Sensible 1,403 25,391 386 485 18,067 0 1,270 903 0 0 230 10,338 -125 230 10,640 0 0 1,270 903 38,2768T777;2 F7730 514 TRANE 4TTX48/TUD100R948 (4) 40,362 0 62,000 Total Adjusted System Output 40,362 0 62,000 (Adjusted for Peak Design Conditions) TIME OF SYSTEM PEAK Aug 2 pm Jan 12 am HEATING SYSTEM PSYCHROMETRICS (Airstream Temperatures at Time of Heating Peak) 26.0 of 63.2 of 63.2 of 105.0 of O Outside Air Supply Air Ducts 230 cfm 104.5 of Supply Fan Heating Coil 1600 cfm ROOMS 69.5 of 70.0 of Return Air Ducts DOLING SYSTEM PSYCHROMETRICS Airstream Temperatures at Time of Cooling Peak 115.0 / 73.5 of 78.8 62.5 of 78.8 / 62.5 of 55.0 / 53.7 of O Outside Air Supply Air Ducts 230 cfm Supply Fan Cooling Coil 55.7 / 54.0 of 1600 cfm 50.6% R.H. IROOM7S 72.7/60.5 of 72.0 / 60.2 of Return Air Ducts I EnergyPro 3.1 By EnergySoft User Number: 5862 Job Number: Page:21 of 46 EnergyPro 3.1 By EnergySoft User Number: 5862 Job Number: Page:22 of 46 ROOM LOAD SUMMARY PROJECT NAME Zar Residence DATE 3/4/2005 YSTEM NAME Master Suite FLOOR AREA 1,326 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 Zone 1 1 1,604 29,020 613 1,604 29,020 613 599 22,300 PAGE TOTAL 1 1,604 29,020 613 599 TOTAL 1 1,604 29,020 613 599 22,300 22,300 EnergyPro 3.1 By EnergySoft User Number: 5862 Job Number: Page:22 of 46 r, ROOM LOAD SUMMARY EnergyPro 3.1 By Energysoft User Number: 5862 Job Number: Page:23 of 46 PROJECT NAME Zar Residence DATE 3/4/2005 STEM NAME Greatroom/Living Area FLOOR AREA 2,850 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 2 Zone 2 1 4,397 79,557 1,316 4,397 79,557 1,316 1,451 54,052 PAGE TOTAL r 4,397 79,557 1,316 1,451 54,052 TOTAL 1 4,397 79,557 1,316 1,451 54,052 EnergyPro 3.1 By Energysoft User Number: 5862 Job Number: Page:23 of 46 ROOM LOAD SUMMARY EnergyPro 3.1 By EnergySoft User Number: 5862 Job Number: Page:24 of 46 PROJECT NAME Zar Residence DATE 3/4/2005 STEM NAME Guest Bedroom 1 & 2 FLOOR AREA 686 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 3 Zone 3 1 1,050 18,994 317 1,050 18,994 317 382 14,211 PAGE TOTAL 1. 1,050 18,994 317 382 14,211 TOTAL 1 1,050 18,994 317 382 14,211 EnergyPro 3.1 By EnergySoft User Number: 5862 Job Number: Page:24 of 46 ROOM LOAD SUMMARY EnergyPro 3.1 By EnergySoft User Number: 5862 Job Number: Page:25 of 46 PROJECT NAME Zar Residence DATE 3/4/2005 STEM NAME Guest Suite FLOOR AREA 835 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 4 Zone 4 1 1,403 25,391 386 1,403 25,391 386 485 18,067 PAGE TOTAL 1 1,403 25,391 386 485 18,067 TOTAL 1,403 25,391 F 386 485 18,067 EnergyPro 3.1 By EnergySoft User Number: 5862 Job Number: Page:25 of 46 ROOM HEATING PEAK LOADS roject Title Date ar Residence 3/4/2005 Room Information Desicin Conditions Room Name zone 1 Time of Peak Jan 12 am Floor Area 1,326 Outdoor Dry Bulb Temperature. 26°F Indoor Dry Bulb Temperature 70 OF Conduction Area 11 -Value AT or Rtu/hr 1322.0 x X x x x x x x x x x x x x x x x x x xx x x x x x x x x x x x x x x x x x x x 0.0284 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 44.0 — = = = = = _ = = = = = = = = = = = = = = = = = = = = = = = = = = = = = = = 1,649 4.0 0.8000 44.0 141 1,249.0 0.0592 44.0 3,254 182.0 0.5500 44.0 4,404 72.0 0.6000 44.0 1.901 perimeter = 124.0 44.5 5,518 I I Items shown with an asterisk (') denote conduction through an interior surface to another room. Page Total: 16 867 Infiltration: r 1.001 X 1.064 x 1 326 x 10.50 x 0.50 / 60] X = 5433 `schedule Air Sensible Area Ceiling Height ACH pT Fraction TOTAL HOURLY HEAT LOSS FOR ROOM 22,300 EnergyPro 3.1 By EnergySoft User Number: 5862 Job Number: Page: 26 of 46 ROOM HEATING PEAK LOADS roject Title nr Racirianra Date vA/9nni; Room Information Desi n Conditions Room Name zone 2 Time of Peak Jan 12 am Floor Area 2,850 Outdoor Dry Bulb Temperature 26OF Indoor Dry Bulb Temperature 70 OF 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 Conduction Area U -Value AT OF Btu/hr EnergyPro 3.1 By EnergySoft User Number: 5862 Job Number: Page: 27 of 46 R-38 Roof (R.38.2x14.16) surface Area 3,952.0 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 x 0.0284 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 44.0 = = = = = = = - = = = = = = =14 4,930 Bristolite 8.0 0.8000 44.0 282 - IL(_W-2-1_24. 1,737.0 0.0592 44.0 4,525 Fleetwood Glazing 254.`0 0.5500 44.0 6,147 Fleetwood -Glazing 586.0 0.6000 44.0 15,470 Solid Wood Door 24.0 0.3872 44.0 409 Slab -Cin -Grade perimeter=176.0 44.5 7832 Items shown with an asterisk (•) denote conduction through an interior Infiltration: [ 1.00 x 1.064 X Schedule Air Sensible Fraction to another room. 2 850 X 13.00 Ceiling Height 0.50 l 60] ACH. Page Total: 0 AT 39 595 457 TOTAL HOURLY HEAT LOSS FOR ROOM 54,052 EnergyPro 3.1 By EnergySoft User Number: 5862 Job Number: Page: 27 of 46 ROOM HEATING PEAK LOADS roject Title Date ar Residence 13/4/2005 Room Information Desi n Conditions Room Name zone 3 Time of Peak Jan 12 am Floor Area 686 Outdoor Dry Bulb Temperature 26OF Indoor Dry Bulb Temperature 70 OF Conduction Arpa ll_Valup AT oG Rfu/hr 720.0 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 I 0.0284 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 44.0 = = = = = = = = = = = = 898 840.0 0.0592 44.0 2,188 80.0 0.5500 44.0 1,936 100.0 0.6000 44.0 2,640 perimeter = 87.0 44.5 3,872 Items.shown with an asterisk (') denote conduction through an interior surface to another room. Page Total: 11 534 Infiltration: 1.00 1 X 1.064 x 686 x 10.00 x 6] x � = 2=677 chedule Alr Sensible Area Ceiling Height ACH pT Fraction dIF TOTAL HOURLY HEAT LOSS FOR ROOM 14,211 EnergyPro 3.1 By EnergySoft User Number: 5862 Job Number: Page: 28 W 46 ROOM HEATING PEAK LOADS roject Title E Date ar Residence 13/4/2005 Room Information Design Conditions Room Name zone 4 Time of Peak Jan 12 am Floor Area 835 Outdoor Dry Bulb Temperature 26OF Indoor Dry Bulb Temperature 70 OF iduction 835.0 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 XX x X x x X X 0.0284 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 44.0 = = = = = = = = - = = = — - - = _ = = = = _ 1,042 1,026.0 0.0592 44.0 2,673 182.0 0.5500 44.0 4,404 77.0 0.6000 44.0 2,033 perimeter = 101.0 44.5 4,494 r - Items shown with an asterisk (•) denote conduction through an interior surface to another room. Page Total: 14 646 In 1.001 x 1.064 x 835 x 10.50 x 6] x 0 = 3 421 chedule AIr Sensible Area Ceiling Height ACH DT Fraction TOTAL HOURLY HEAT LOSS FOR ROOM 18,067 EnergyPro 3.1 By EnergySoft User Number: 5862 Job Number: Page:29 of 46 RESIDENTIAL ROOM COOLING LOAD SUMMARY •Zar Residence 3/4/2005 Project Title Date Room Name Zone 1 Design Indoor Dry Bulb Temperature: 720F Design Outdoor Dry Bulb Temperature: 1160F Design Temperature Difference: 440F. Conduction 12-38 Roof (R.38.2x14.16) Area U -Value 1. Design Equivalent Temperature Difference (DETD) Items shown with an asterisk (') denote conduction through an interior surface to another room. DETD1 X 61.0 X 44.0 X 40.6 X 44.0 X 44.0 X X X X Page Total Btu/hr 2,286 141 3,002 4,404 1,901 11 735 Shaded . Unshaded . Solar Gain Orientation Area SGF Area SGF SC Btu/hr 3 (Skylight) p (East) 19 (East) 18 East 17 (East) 16 (South) 15 (South) 14 (South) S (South) 13 South ( 0.0 x X X x X x x X+ XA,* X+ 1 + + + + + + + + 4.0 X X X x x X X X X x 152) X ) x x X x X x X ) X 0.575 = = = = = = = = = = ' 349 ( 0.0 1 40.0 73 0.50 1,463 ( 0.0 1 3.0 73) 0.50 110 ( 0.0 E1 3.0 73) 0.50 110 ( 0.0 1 24.0 73) 0.50 878 ( 0.0 1 20.0 32) 0.50 321 ( 0.0 24.0 32) 0.50 385 ( 0.0 24.0 32) 0.50 385 ( 0.0 50.0 32)- 0.50 802 ( 0.0 20.0 32 0.50 321 Sched. Page Total 5121 Internal Gain Frac. Area Heat Gain Btu/hr Li hts 1.00 X 1,326 x 0.500 Watts/sgft x 3.413 Btuh/Watt = 2,263 Occupants 1.00 X 1,326 X 245 Btuh/OCC. / 333 sgft/OCc. = 975 Receptacle 1.00 x 1,326 x 0.500 Watts/sqft X 3.413 Btuh/Watt = 2,263 Process 1.00 x 1,326 x 0.000 Watts/sqft x 3.413 Btuh/Watt = 0 Infiltration: x x 1.326 x x 0.50 / 60] Schedule Air Sensible Area Ceiling Height ACH nT Fraction TOTAL HOURLY SENSIBLE HEAT GAIN FOR ROOM 29,0201 Sched. Latent Gain Frac. Area Heat Gain Btu/hr Occupants 1.00 x 1 326 x 155 Btuh/OCC. / 333 sgft/OCc.= 617 Receptacle 1.00 x 1 326 X 0.000 Watts/sgft X 3.41 Btuh/Watt 0 Process 1.00 x 1 326 x 0.000 Watts/sqft x 3.41 Btuh/Watt = o Infiltration: 1.00 X L 4,77 X 1 32 X 10.50 X 0.50 / 60] 0.00001 = chedule Air Latent Area Ceiling Height ACH yy • Fraction TOTAL HOURLY LATENT HEAT GAIN FOR ROOM 613 EnergyPro 3.1 By EnergySoft User Number: 5862 Job Number: Page:30 of 46 RESIDENTIAL ROOM COOLING LOAD SUMMARY •Zar Residence 3/4/2005 Project Title Date 0 • Room Name Design Indoor Dry Bulb Temperature: Design Outdoor Dry Bulb Temperature: Design Temperature Difference: Zone 1 720F 116°F 44°F Conduction Area U -Value DETDBtu/hr 1. Design Equivalent Temperature Difference (DETD) Page Total Items shown with an asterisk (•) denote conduction through an interior surface to another room. Shaded Unshaded Solar Gain Orientation Area SGF. Area SGF SC Btu/hr ( 0.0 X X x x X x x x x X -15 + + + + + + + +' + + 22.0 X X x x X x X X x x 32) X )x )x )X )x )x )X )X )x )x 0.501 = = = = 353 ( 0.0 1 24.0 73 0.501 878 ( ( ( ( • ( ( ( ( ". Sched. Page Total Internal Gain Frac. Area Heat Gain Btu/hr Lights 1.00.X 1,326 x 0.500. Watts/sgft x 3.41 Btuh/Watt c 2,263 Occupants 1.00 X 1,326 X 245 Btuh/OCC. / 333 sgft/OCc. = 975 Receptacle 1.00 x 1,326 X 0.500 Watts/sgft X 3.413 Btuh[Watt = 2,263 Process. 1.00 x 1,326 x 0.000 Watts/sgft x 3.41 Btuh/Watt = 0 Infiltration: x 1.Osa x326 x x / 60] _ 5433 Schedule Air Sensible Area Ceiling Height ACH OT Fraction TOTAL HOURLY SENSIBLE HEAT GAIN FOR.ROOM 29.0201 Sched. Latent Gain Frac. Area Heat Gain Btu/hr Occupants 1.00 X 1 326 x 155 Btuh/OCC. / 333 sgftlocc. = 617 Receptacle 1.00 x 1 326 x 0.000 Watts/sgft X 3.41 Btuh/Watt = o Process j 1.00 x 1 326 X 0.000 Watts/sgft x 3.41 Btuh/Watt = 0 Infiltration: I 1.00 X 4,77 X 1 32 X 10.50 X 0.50 / 60] 0.00001 = 3 Schedule Air Latent Area Ceiling Height ACH _ OW Fraction TOTAL HOURLY LATENT HEAT GAIN FOR ROOM 613 EnergyPro 3.1 By EnergySoft User Number: 5862 • Job Number: Page:31 of 46 RESIDENTIAL ROOM COOLING LOAD SUMMARY •Zar Residence 3/4/2005 Project Title Date Room Name Zone 2 Design Indoor Dry Bulb Temperature: 720F Design Outdoor Dry Bulb Temperature: 116 0F Design Temperature Difference: 440F Conduction Area U -Value DETD 1 Btu/hr X X X X X X X x X X (Skylight) 61.0 = 6,835 X C 44.0 = 282 X (North) 40.6 = 4,176 X D 44.0 = 6,147 X 0.50 44.0 = - 15,470 X 15)x 40.6 = 377 X X X 1. Design Equivalent Temperature Difference (DETD) Page Total 33 287 Items shown with an asterisk (') denote conduction through an interior surface to another room. Shaded Unshaded Solar Gain Orientation Area SGF Area SGF Sc Btu/hr 1 (Skylight) 1 (Skylight) 30 (North) C (North) 31 (North) 33 (North) 34 (Northeast) 32 (East) D (East) E Southeast ( 0.0 x x X x x X x x x X 1 + + + + + + + + + + 4.0 X X X X X X X x X x 152) X ) x X x X X X )X 0.575 = = = = = = = = = = 349 ( 0.0 1 4.0 152 0.575 349 ( . 0.0 1 9.0 15) 0.50 68 ( 0.0 1 42.0 15)x 0.50 316 ( 0.0 1 72.0 15) 0.50 541 ( 0.0 1 24.0 15) 0.50 180 ( 0.0 1 22.0 48) 0.50 529 ( 0.0 1 22.0 73) 0.50 805 ( 0.0 1 53.0 7 0.50 1,938 ( 0.0 • 1 57.0 62)x 0.50 1,770 Sched. Page Total s 845 Internal Gain Frac. Area Heat Gain Btu/hr Lights 1.00 x 2,850 X 0.500 Watts/sgft x 3.413 Btuh/Watt = 4,864 Occupants 1.00 X 2,850 X 245 Btuh/OCC. / 333 sgft/occ. = 2,095 Receptacle 1.00 x 2,850 x 0.500 Watts/sgft X 3.413 Btuh/Watt = 4,864 Process 1.00 x 2,850 x 0.0000.000 Watts/sgft x 3.413 Btuh/Watt = 0 Infiltration: [ 00 x 1=064 X $5-o x I 1_ oo x E=o / 60] = 14.4571 Schedule Air Sensible Area . Ceiling Height ACH DT Fraction TOTAL HOURLY SENSIBLE HEAT GAIN FOR ROOM 79,5571 Sched. Latent Gain Frac. Area Heat Gain Btu/hr Occu ants1.00 x 2 850 x 155 Btuh/OCC. / 333 sgft/occ. = 1 325 Receptacle 1.00 x 2 850 x 0.000 Watts/sgft x 3.41 Btuh/Watt = 0 Process 1.00 x 2 850 x 0.000 Watts/sgft x 3.46 Btuh/Watt = 0 Infiltration: 1.00 X 4 77 X 2 85 X 13.00 X 0.50 / 60] 0.00001 = chedule Air Latent Area Ceiling Height ACH DW Fraction TOTAL HOURLY LATENT HEAT GAIN FOR ROOM 1,316 EnergyPro 3.1 By EnergySoft User Number: 5862 Job Number: Page:32 of 46 I 1 RESIDENTIAL ROOM COOLING LOAD SUMMARY Zar Residence 3/4/2005 Project Title Date Room Name Design Indoor Dry Bulb Temperature: Design Outdoor Dry Bulb Temperature: Design Temperature Difference: Conduction Area U -Value X DETD1 1. Design Equivalent Temperature Difference (DETD) Page Total Items shown with an asterisk (') denote conduction through an interior surface to another room. Shaded Unshaded Zone 2 720F 116°F 440F Btu/hr Solar Gain Orientation Area SGF . Area SGF SC Btu/hr N X1 X x x X X x x X 11 _(South) (South) Q (South) 10 _(Southwest) M (West) P (West) 9 (Northwest) 32) 0.50 721 ( 0.0 1 210.0 ( 0.0 X1 X x x X X x x X + + + + + + + + + 84.0 X X X X X X X x x)X= 32) X X X X x X X )x 0.557 = = = = = = = - 1,496 ( 0.0 1 45.0 32) 0.50 721 ( 0.0 1 210.0 32) 0.557 3,740 ( 0.0 1 30.0 62) 0.50 932 ( 0.0 1 38.0 73) 0.50 1,390 ( 0.0 1 102.0 73) 0.557 4,145 ( 0.0 1 30.0 48) 0.501 721 ( ( Sched. Page Total 13 145 Internal Gain Frac. Area Heat Gain Btu/hr Li hts 1.00 x 2,850 x 0.500 Watts/sgft x 3.41J. Btuh/Watt - 4,864 Occupants 1.00 X 2,850 X 245 Btuh/OCC. / 333 sgft/occ. = 2,095 Receptacle 1.00 x 2,850 x 0.500 Watts/sgft x 3.413 Btuh/Watt = 4,864 Process 1.00 x 2,850 x 0.000 Watts/sgft x 3.41 Btuh/Watt = 0 Infiltration: I I 00 x x 2 X50 x 3 p9 x 50 / 60] A5 `schedule Air Sensible Area Ceiling Height ACH n T Fraction TOTAL HOURLY SENSIBLE HEAT GAIN FOR ROOM 79,557 Sched. Latent Gain Frac. Area Heat Gain Btu/hr Occupants 1.00 X 2 850 X 155 Btuh/OCC. / 333 sgft/occ. = 1 325 Receptacle 1.00 x 2 850 x 0.000 Watts/sgft x 3.41 Btuh/Watt = 0 Process 1.00 x 2 850 X 0.000 Watts/sgft X 3.41 Btuh/Watt = o Infiltration: 1-ool X 437 X 2 85 X 13.00 X 0.50 / 60] 0.00001 = chedule Air Latent Area Ceiling Height ACH pyy Fraction TOTAL HOURLY LATENT HEAT GAIN FOR ROOM 1,316 EnergyPro 3.1 By EnergySoft User Number: 5862 Job Number: Page:33 of 46 RESIDENTIAL ROOM COOLING LOAD SUMMARY •Zar Residence 3/4/2005 Project Title Date Room Name Design Indoor Dry Bulb Temperature: Design Outdoor Dry Bulb Temperature: Design Temperature Difference: Zone 3 72°F 116°F 440F Conduction Area U -Value DETD 1 Btu/hr X X X x X X X X X 61.0 = = = = = = = = = 1,245 40.6 2,019 44.0 1,936 44.0 2,640 4 (West) ' 3 _(Northwest) K (Northwest) 248 ( 0.0 1 4.0 1. Design Equivalent Temperature Difference (DETD) Page Total 7841 Items shown with an asterisk (') denote conduction through an interior surface to another room. Shaded Unshaded Solar Gain Orientation Area SGF Area SGF SC. Btu/hr • 6 (Southeast) 1 (Southwest) 8 (Southwest) 5 (Southwest) L (Southwest) 4 (West) ' 3 _(Northwest) K (Northwest) 248 ( 0.0 1 4.0 ( 0.0 X X1 x x X x x X X 1 + + + + + + + + + + 23.0 X X X X X X X X lx 62) X X X x x X X )x 0.50 = = = = = = = = = 714 ( 0.0 8.0 62) 0.50 248 ( 0.0 1 4.0 62) 0.50 124 ( 0.0 1 21.0 62) 0.50 652 ( 0.0 1 60.0 62) 0.557 2,071 ( 0.0x 1 14.0X 73)X 0.50 512 ( 0.0 1 10.0 48) 0.501 240 ( 0.0 1 40.0 48) 0.557 1,069 ( ( -)x-=, Sched. Page Total 5 631 Internal Gain Frac. Area Heat Gain Btu/hr Li hts 1.00 x 686 X 0.500 Watts/sgft x 3.41 BtuhfWatt = 1,171 Occupants 1.00 X 686 X 245 Btuh/OCC. / 333 sgft/OCC. = 504 Receptacle 1.00 x 686 x 0.500 Watts/sqft x 3.413 Btuh/Watt = 1,171 Process 1.00 x 686 X 0.000 Watts/sqft x 3.41 Btuh/Watt = 0 Infiltration: [scn 1.0o x edule Airs x A m x ceiling 18o -o x / 60] = 6 Fraction TOTAL HOURLY SENSIBLE HEAT GAIN FOR ROOM 1a 99a Sched. Latent Gain Frac. Area Heat Gain Btu/hr. Occu ants 1.00 X 686 x 155 Btuh/occ. / 333 sgft/OCC. = 319 Recetacle 1.00 x 686 x 0.000 Watts/sqft x 3.41 Btuh/Watt = 0 Process 1.00 X 686 x 0.000 Watts/sgft X 3.41 Btuh/Watt = 0 Infiltration: [scnea �o x Air Latent x Area 68 x Ceiling Height x ACH 50 / 60]QW = 02 • Fraction ; TOTAL HOURLY LATENT HEAT GAIN FOR ROOM 317 EnergyPro 3.1 By EnergySoft User Number: 5862 Job Number: Page:34 of 46 RESIDENTIAL ROOM COOLING LOAD SUMMARY •Zar Residence 3/4/2005 Project Title Date Room Name Design Indoor Dry Bulb Temperature: Design Outdoor Dry Bulb Temperature: Design Temperature Difference: Zone 4 720F 116°F 440F Conduction Area U -Value DETD 1 Btu/hr X X X X X X X X X 61.0 = = = = = = = = = 1,444 40.6 2,466 44.0 4,404 44.0 2,033 W (East) 27 _(Southwest) X (Southwest) 25 (West) 28 West 1. Design Equivalent Temperature Difference (DETD) Page Total 10 348 Items shown with an asterisk (') denote conduction through an interior surface to another room. Shaded Unshaded Solar Gain Orientation Area SGF Area SGF Sc Btu/hr • 26 (North) 1 (North) 23 _(Northeast) 22 (East) 21 (East) W (East) 27 _(Southwest) X (Southwest) 25 (West) 28 West ( 0.0 X X x x X X x X x x 1 + + + + + + + + + 9.0 x X X x x X X x X x 15) X ) X x X X X X X x x 0.50 = = = = = = = = = = 68 ( 0.0 1 28.0 15 0.50 210 ( 0.0 1 28.0 48) 0.50 673 ( 0.0 1.5+ 28.0 73) 0.50 1,024 ( 0.0 1 11.0 73) 0.5.0 402 ( 0.0 1 48.0 73) 0.557 1,950 ( 0.0 1 4.0 62) 0.50 124 ( 0.0 1 29.0 62) 0.557 1,001 ( 0.0 1 28.0 7) 0.50 1,024 ( 0.0 15 23 0 73) 0.50 841 Sched. Page Total 7 31a Internal Gain Frac. Area Heat Gain Btu/hr Lights 1.00 X 835 x 0.500 Watts/sgft xA3.413 Btuh/Waft = 1,425 Occupants 1.00 X 835 X 245 Btuh/OCC. / sqft/occ. = 614 Receptacle 1.00 x 835 x 0.500 Watts/sgft X Btuh/Watt = 1425 Process 1.00 x 835 x 0.000 Watts/sgft xBtuh/Watt = o Infiltration: 1.00 x x3 J x 0a0 xoho / 60] chedule Air Sensible Area Ceiling Height ACH ZST Fraction TOTAL HOURLY SENSIBLE HEAT GAIN FOR ROOM 25,3911 Sched. Latent Gain Frac. Area Heat Gain Btu/hr Occupants 1.00 x 835 x 155 Btuh/OCC. / 333 sgft/occ. = 388 Receptacle 1.00 X 835 x 0.000 Watts/sgft X 3.413 Btuh/Watt = 0 Process 1.00 x 835 x 0.000 Watts/sgft X 3.41 Btuh/Watt = o Infiltration: 1.00 X L 4,7J x 83 X 10.50 X 0.50 / 60] 0.00001 = chedule Air Latent Area Ceiling Height ACH Dyy • Fraction • TOTAL HOURLY LATENT HEAT GAIN FOR ROOM 386 EnergyPro 3.1 By EnergySoft User Number: 5862 Job Number: Page:35 of 46 • J RESIDENTIAL ROOM COOLING LOAD SUMMARY Zar Residence 3/4/2005 Project Title Date Room Name Design Indoor Dry Bulb Temperature: Design Outdoor Dry Bulb Temperature: Design Temperature Difference: Zone 4 720F 116°F 44°F Conduction Area U -Value DETD 1 Btu/hr X = X - X = X = X = X = X = X = X = 1. Design Equivalent Temperature Difference (DETDj Page Total Items shown with an asterisk (`) denote conduction through an interior surface to another room. Shaded Unshaded Solar Gain Orientation Area SGF Area SGF SC Btu/hr 29 _(West) 0.0 x 1 + 23.0 x 73 ) x 0.501 841 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 Sched. Page Total 841 Internal Gain Frac. Area Heat Gain Btu/hr Lights 1.00 X 835 x 0.500 Watts/sqft X 3.41 Btuh/Watt = 1,425 Occupants 1.00 X 835 X 245 Btuh/OCC. / 333 sgft/occ. = 614 Receptacle 1.00 x 835 X 0.500 Watts/sgft X 3.413 Btuh/Watt = 1,425 Process 1.00 x 835 X 0 0.000 Watts/sgft x 3.41 Btuh/Watt = o Infiltration: = 00J x x 835 x -10—w x 50 / 60] = 3 421 chedule Air Sensible Area Ceiling Height ACH DT Fraction TOTAL HOURLY SENSIBLE HEAT GAIN FOR ROOM 25,3911 Sched. Latent Gain Frac. Area Heat Gain Btu/hr Occupants 1.00 x 835 x 155 Btuh/occ. / 333 sqft/occ.= 388 Receptacle 1.00 x 835 x 0.000 Watts/sgft x 3.41 Btuh/Watt = 0 Process 1.00 X 835 X 0.000 Watts/sgft x 3.41 Btuh/Watt = 0 Infiltration: Icnetool x Air Latent X Area 83 x Ceiling 10.51 x Height0ACH 50 / 60] 00 00001 = 02 Fraction TOTAL HOURLY LATENT HEAT GAIN FOR ROOM 386 EnergyPro 3.1 By EnergySoft User Number: 5862 Job Number: Page:36 of 46 TAAAFF Project Name Equipment Number Sales Office/Distributor Date 4TTX4036-S U B-100.00 • • NOTE: All dimensions are in mm/inches. ELECTRICAL AND REFRIGERANT COMPONENT CLEARANCES PER PREVAILING CODES. LIQUID LI VALVE, -F I BRAZE WITH I/A- PRESSURE TAP UNIT SHOULD BE PLACED SO ROOF RUN-OFF WRIER DOES 1101 POUR DIRECTLY ONUNIT, AND SHOULD BE AT LEAST 305 112'1 FROM WALL AND ALL SURROUNDING SHRUBBERY ON TWO SIDES. OTHER TWO SIDES UNRESTRICTED. MODELS I BASEJ A I B 7 C I D I E I G IH J 4TTX4036A 1 3 1118 1 829 1 756 3/4 3/8 143 92 210 79 44 32-5/8 29-3/4 5-5/8 3-5/8 8-1/4 3-1/8 From Dwg.21D152635 Rev. 3 6 - C D us © 2002 American Standard Inc. All Rights Reserved - 3 Ton Split System Cooling —1 Phase 4TTX4036A Outdoor Unit o0 4TTX4036A1000A General Data SOUND RATING (DECIBELS) OO O 74/72 POWER CONNS. — V/PH/HZ OO 208/230/1/60 MIN. BRCH. CIR. AMPACITY 21 BR. CIR. l MAX. (AMPS) 35 PROT. RTG. MIN. (AMPS) 30 COMPRESSOR CLIMATUFF®- SCROLL NO. USED - NO. SPEEDS 1 - 1 VOLTS/PH/HZ 208/230/l/60 R.L. AMPS (D - L.R. AMPS 15.4-83 FACTORY INSTALLED START COMPONENTS OB NO INSULATION/SOUND BLANKET YES COMPRESSOR HEAT NO OUTDOOR FAN — TYPE PROPELLER DIA. (IN.) - NO. USED 23-1 TYPE DRIVE - NO. SPEEDS DIRECT - 2 CFM @ 0.0 IN. W.G. © 3100 NO. MOTORS - HP. 1 - 1/6 MOTOR SPEED R.P.M. 825 VOLTS/PH/HZ 200/230/l/60 F.L. AMPS 1.4 OUTDOOR COIL — TYPE SPINE FINTm ROWS - F.P.I. 1-24 FACE AREA (SQ. FT.) 21.20 TUBE SIZE (IN.) 5/16 REFRIGERANT R -410A (O.D. UNIT) NP CHRG. © 5/11-LB/OZ FACTORY SUPPLIED YES LINE SIZE - IN. O.D. GAS © 3/4 LINE SIZE - IN. O.D. LIQ. © 3/8 FCCV RESTRICTOR ORIFICE SIZE 0.065 DIMENSIONS H X W X D OUTDOOR UNIT CRATED (IN.) 48.3 X 30.1 X 33.8 UNCRATED SEE OUTLINE DWG. WEIGHT SHIPPING (LBS.) 255 NET (LBS.) , 219 NOTES: O CERTIFIED IN ACCORDANCE WITH THE UNITARY AIR -CONDITIONER EQUIPMENT CERTIFICATION PROGRAM WHICH IS BASED ON A.R.I. STANDARD 210/240. OO RATED IN ACCORDANCE WITH A.R.I. STANDARD 270. O CALCULATED IN ACCORDANCE WITH NATIONAL ELECTRIC CODE. ONLY USE HACR CIRCUIT BREAKERS OR FUSES. O STANDARD AIR - DRY COIL - OUTDOOR O THIS VALUE APPROXIMATE. FOR MORE PRECISE VALUE SEE UNIT NAMEPLATE AND SERVICE INSTRUCTION. © MAX. LINEAR LENGTH: 00 FT WITH RECIPROCATING COMPRESSOR - 60 FT WITH SCROLL. MAX. LIFT - SUCTION 60 FT; MAX LIFT - LIQUID 60 FT. FOR GREATER LENGTH REFER TO REFRIGERANT PIPING SOFTWARE PUB. NO. 32-3312-01. O' THE VALUE SHOWN FOR COMPRESSOR FLA ON THE UNIT NAMEPLATE AND ON THIS SPECIFICATION SHEET IS USED TO COMPUTE MINIMUM BRANCH CIRCUIT AMPACITY AND MAXIMUM FUSE SIZE. THE VALUE SHOWN IS THE BRANCH CIRCUIT SELECTION CURRENT. O NO MEANS NO START COMPONENTSYES MEANS QUICK START KIT COMPONENTS PTC MEANS POSITIVE TEMPERATURE COEFFICIENT STARTER. OO RATED IN ACCORDANCE WITH A.R.I. STANDARD 270/SECTION 5.3.6. 4TTX4036A With Cooling Coils CHG TO 65 TXC036D4 TXC037C4 TXC042C4 TXCO43C4 TXC048C4 •RXC031S3 TXC050C4 RXC036S3 RXC037S3 RXC054S3 TXA030C4 TXA031C4 TXA035C4 EXPANSION TYPE TXV-NB TXV-NB TXV-NB TXV-NB CHG TO 65 CHG TO 65 CHG TO 65 RATINGS (COOLING) O BTUH (TOTAL) 35400 35800 37800 BTUH (TOTAL) 35600 35600 BTUH (TOTAL) 35200 36400 36400 36800 34600 35000 34600 BTUH (SENSIBLE) 26100 27700 27700 29000 25300 25700 25300 INDOOR AIRFLOW (CFM) 1110 1200 1200 1350 1100 1100 1100 SYSTEM POWER (KW) 3.20 3.26 3.26 3.32 3.22 3.24 3.22 EER / SEER (BTUANATT--HR.) 11.00/13.00 11.15/13.25 11.15113.25 11.10/13.00 10.75112.00 10.80112.00 10.75112.00 10.85/12.00 / TXH033A4 TXH041A4 TXA036C4 TXA037C4 TXA042C4 TXA043C4 TXA048C4 TXA049C4 TXA050C4 EXRANSION TYPE CHG TO 65 CHG TO 65 CHG TO 65 CHG TO 65. CHG TO 65 CHG TO 65 CHG TO 65 RAT1111GS (COOLING) O BTUH (TOTAL) 35600 35600 36000 36400 37000 37000 37000 BTUH (SENSIBLE) 27000 27000 27300 28800 29300 29300 29300 INDOOR AIRFLOW (CFM) 1200 1200 1200 1350 1350 1350 1350 SYSTEM POWER (KW) 3.30 3.30 3.30 .3.39 3.41 3.41 3.41 EER 1 SEER (BTU/WATT-HR.) 10.80112.00 10.80112.00 10.90/12.00 10.75112.00 10.85/12.00 10.85/12.00 10.85112.00 TXC030C4 TXC030134 TXC031C4 TXC031D4 TXC035C4 TXC035D4 TXC036C4 EXPANSION TYPE CHG TO 65 CHG TO 65 CHG TO 65 CHG TO 65 CHG TO 65 CHG TO 65 CHG TO 65 RATINGS (COOLING) O BTUH (TOTAL) 34600 34600 35000 35000 34600 34600 35600 BTUH (SENSIBLE) 25300 25300 25700 25700 25300 25300 27000 INDOOR AIRFLOW (CFM) 1100 1100 1100 1100 1100 1100 1200 SYSTEM POWER (KW) 3.22 3.22 3.24 3.24 3.22 3.22 3.30 EER I SEER (BTUANATTHR.) 10.75112.00 10.75112.00 10.80112.00 10.80112.00 10.75112.00 10.75112.00 10.80112.00 EXPANSION TYPE CHG TO 65 TXC036D4 TXC037C4 TXC042C4 TXCO43C4 TXC048C4 TXC049C4 TXC050C4 BTUH (SENSIBLE) EXPANSION TYPE CHG TO 65 CHG TO 65 CHG TO 65 CHG TO 65 CHG TO 65 CHG TO 65 CHG TO 65 • RATINGS (COOLING) O 10.85112.00 4TTX4036A With Air Handlers 29600 BTUH (TOTAL) 35400 35800 37800 BTUH (TOTAL) 35600 35600 36000 36400 37000 37000 37000 29100 BTUH (SENSIBLE) 27000 27000 27300 28800 29300 29300 29300 940 INDOOR AIRFLOW (CFM) 1200 1200 1200 1350 1350 1350 1350 3.23 SYSTEM POWER (KW) 3.30 3.30 3.30 3.39 3.41 3.41 3.41 11.00/13.00 EER / SEER (BTU/WATT-HR.) 10.80112.00 10.80112.00 10.90/12.00 , 10.75/12.00 10.85/12.00 10.85/12.00 10.85/12.00 TXH033A4 TXH041A4 EXPANSION TYPE CHG TO 65 CHG TO 65 RATINGS (COOLING) O 4TEE3F49A 4TEP3F30A BTUH (TOTAL) 35400 37000 BTUH (SENSIBLE) 26500 29600 INDOOR AIRFLOW (CFM) 1125 1350 SYSTEM POWER (KW) 3.26 3.41 EER / SEER (BTUANATTHR.) 10.85112.25 10.85112.00 4TTX4036A With Air Handlers 29600 4TEP3F48A TVF03OA14 TVF036A14 7WE03OC14 TWE036C14 TWE042C14 TWE048C14 EXPANSION TYPE TXV-NB CHG TO 65 CHG TO 65 CHG TO 65 CHG TO 65 CHG TO 65 CHG TO 65 RATINGS (COOLING) O 4TEE3F31A 4TEE3F37A 4TEE3F40A 4TEE3F49A 4TEP3F30A 4TEP3F36A 4TEP3F42A EXPANSION TYPE TXV-NB TXV-NB TXV-NB TXV-NB TXV-NB TXV-NB TXV-NB RATINGS (COOLING) O 29500 26800, 28000 23400 27200 29300 29600 BTUH (TOTAL) 35400 35800 37800 38000 34200 35200 36600 BTUH (SENSIBLE) 27200 27100 29100 29100 24000 26700 29200 INDOOR AIRFLOW (CFM) 1220 1160 1200 1200 940 1200 1350 SYSTEM POWER (KW) 3.19 3.06 3.09 3.05 3.08 3.23 3.33 EER I SEER (BTUANATTHR.) 11.10113.00 11.70114.00 12.25/14.50 12.45114.75 11.10/13.00 10.90/12.75 11.00/13.00 4TEP3F48A TVF03OA14 TVF036A14 7WE03OC14 TWE036C14 TWE042C14 TWE048C14 EXPANSION TYPE TXV-NB CHG TO 65 CHG TO 65 CHG TO 65 CHG TO 65 CHG TO 65 CHG TO 65 RATINGS (COOLING) O BTUH (TOTAL) 37000 35600 36400 33400 35200 36400 36800 BTUH (SENSIBLE) • 29500 26800, 28000 23400 27200 29300 29600 INDOOR AIRFLOW (CFM) 1350 1125 1200 945 1200 1350 1350 SYSTEM POWER (KW) 3.26 3.30 3.35 3.08 3.26 3.39 3.44 EER I SEER (BTUIWATTHR.) 11.35113.25 10.80/12.25 10.85/12.25 10.85112.25 10.80112.25 10.75112.00 10.70112.00 Notes: O Certified in accordance with A.R.I. Standard 210/240. 2 4TTX4036 SUB -100.00 • 4TTX4036A With Furnaces & Coils MD060R9V3 MDO90R9V3 MD060R9V3 TDD060R9V3 MD08 MW MD08 MW TDD080R9V3 +7XH033M +TXH041M +RXC031S3 +RXC036S3 +TXH033A4 +TXH041I14 +RXC031S3 EURNSION TYPE CHG TO 65 CHG TO 65 TXV-NB TXV-NB CHG TO 65 CHG TO 65 TXV-NB R9MGS (COOLING) O +RXCO36S3 +TXH033A4 +TXH041M +RXCO37S3 +TXH033A4 +TXH841M +RXC031S3 BTUH (TOTAL) 36000 37000 35800 36600 35800 36800 35600 BTUH (SENSIBLE) 27700 28400 27400 27900 26900 27700 26600 INDOOR AIRFLOW (CFM) 1200 1200 1200 1200 1125 1140 1120 SYSTEM POWER (KW) 3.19 3.19 3.17 3.16 3.13 3.15 3.11 EER / SEER (BTUIWATT-HR.) 11.30/13.00 11.60/13.25 11.30113.25 11.60113.75 11.45/13.00 11.70/13.50 11.45/13.50 MD080R9V3 TDD100R9V5 MD10CROVS TDD100R9V5 TDY060RBV3 TO1060R9V3 TD11060R9V3 EXIVINSION TYPE +RXCO36S3 +TXH033A4 +TXH041M +RXCO37S3 +TXH033A4 +TXH841M +RXC031S3 EXPANSION TYPE TXV-NB CHG TO 65 CHG TO 65 TXV-NB CHG TO 65 CHG TO 65 TXV-NB RATINGS (COOLING) O 35400 36200 35200 36200 35400 36200 35600 BTUH (TOTAL) 36600 35800 37200 37000 35600 36400 35600 BTUH (SENSIBLE) 27300 27000 28600 28100 26400 26800 26300 INDOOR AIRFLOW (CFM) 1130 1130 1200 1180 1080 1070 1090 SYSTEM POWER (KW) 3.10 3.13 3.11 3.05 3.11 3.11 3.11 EER / SEER (BTUIWATT-HR.) 11.80/14.00 11.45/13.25 11.95114.00 12.15114.50 11.45113.00 11.70113.50 11.45/13.50 TDY060RDV3 TDY080R9V3 TDY080119V3 TUf080R9V3 TDY080R9V3 TDY100R9V4 TDY100R9V4 +RXCO36S3 +TXH033A4 +TXH041M +RXC031S3 +RXCO36S3 +TXH033A4 +TXH041M EXPANSION TYPE TXV-NB CHG TO 65 CHG TO 65 TXV-NB TXV-NB CHG TO 65 CHG TO 65 RATINGS (COOLING) O BTUH (TOTAL) 36200 35400 36400 35200 36000 35400 36400 BTUH (SENSIBLE) 26600 26400 27000 25600 26100 26000 26600 INDOOR AIRFLOW (CFM) 1085 1100 1100 1050 1050 1050 1050 SYSTEM POWER (KW) 3.09 3.16 3.18 3.14 3.13 3.08 3.11 EER / SEER (BTU/WATT-HR.) 11.70114.00 11.20113.00 11.45/13.00 11.20/13.00 11.50113.50 11.50/13.25 11.70/13.50 TDY100R9V4 TUD060ROV3 TUD060R9V3 TUD060R9V3 TUD060RBV3 TUD080ROV3 TUD080R9V3 EXIVINSION TYPE +RXC037S3 +TXH033A4 +TXH041M +RXC031S3 +RXCO36S3 +TXH033A4 +TXH041M EXPANSION TYPE TXV-NB CHG TO 65 CHG TO 65 TXV-NB TXV-NB CHG TO 65 CHG TO 65 RATINGS (COOLING) O 35400 36200 35200 36200 35400 36200 35600 BTUH (TOTAL) 36200 36000 37000 35800 36600 36000 36800 BTUH (SENSIBLE) 26300 28100 28800 27400 27900 27700 28200 INDOOR AIRFLOW (CFM) 1050 1250 1250 1200 1200 1200 1200 SYSTEM POWER (KW) 3.07 3.27 3.27 3.20 3.20 3.20 3.20 EER / SEER (BTUMATT-HR.) 11.80/14.00 11.00112.50 11.30/13.00 11.20113.00 11.45/13.50 11.25113.00 11.50/13.25 TUD080R9V3 TUD080ROV3 TUD10CROV5 TUD100R9VS TUD100RSVS 7UY060RBV3 TUY060R9V3 +RXC031S3 +RXCO36S3 +TXH033A4 +TXH041M +RXCO37S3 +TXH033A4 +TXH041M EXPIf1MN TYPE TXV-NB TXV-NB CHG TO 65 CHG TO 65 TXV-NB CHG TO 65 CHG TO 65 RATINGS (COOLING) (D BTUH (TOTAL) 35800 36600 36200 37200 37200 35400 36200 BTUH (SENSIBLE) 27400 27900 27900 28600 27600 26100 26300 INDOOR AIRFLOW (CFM) 1200 1200 1200 1200 1110 1070 1025 SYSTEM POWER (KW) 3.20 3.21 3.12 3.14 3.14 3.12 3.07 EER / SEER (BTUMATTHR.) 11.20113.00 11.40/13.25 11.60113.50 11.85/13.75 11.85/14.00 11.35/13.00 11.80/13.50 TUYCWRBV3 +RXC031S3 TUY06CROV3 +RXCO36S3 TUY080R9V3 +TXH033A4 TUY0BOR9V3 +TXH041M TUY080ROV3 +RXC031S3 TUY080R9V3 +RXCO36S3 TUY10CROV4 +TXH033A4 EXIVINSION TYPE TXV-NB TXV-NB CHG TO 65 CHG TO 65 TXV-NB TXV-NB CHG TO 65 RAMIGS (COOLING) O 26600 INDOOR AIRFLOW (CFM) 1050 1060 SYSTEM POWER (KW) 3.07 3.01 BTUH (TOTAL) 35400 36200 35200 36200 35400 36200 35600 BTUH (SENSIBLE) 25800 26300 25400 26300 25700 26200 26200 INDOOR AIRFLOW (CFM) 1050 1050 1000 1025 1040 1040 1050 SYSTEM POWER (KW) 3.11 3.09 3.06 3.07 3.08 3.08 3.07 EER / SEER (BTUANATTHR.) 11.40113.50 11.70114.00 11.50113.25 11.80/13.50 11.50113.50• 11.75/14.00 11.60/13.50 MYIWMV4 MYtNOW +TXH041M +RXC037S3 EXFRNSION TYPE CHG TO 65 TXV-NB RAPINGS (COOLING) O BTUH (TOTAL) 36400 36400 BTUH (SENSIBLE) 26600 26600 INDOOR AIRFLOW (CFM) 1050 1060 SYSTEM POWER (KW) 3.07 3.01 EER / SEER (BTUMATTHR.) 11.85113.75 12.10/14.50 Notes: O Certified in accordance with A.R.I. Standard 210/240. 4TTX4036-SUB-100.00 3 • • Mechanical Specification Options General Condenser Coil The 4TTX4 shall be fully charged from The Spine FinTM coil shall be continuously the factory for matched indoor section wrapped, corrosion resistant all alumi- and up to 15 feet of piping. This unit must num with minimum brazed joints. This be designed to operate at outdoor coil is 5/16 inch O.D. seamless aluminum ambient temperatures as high as 115°F. glued to a continuous aluminum fin. Coils Cooling capacities shall be matched with are lab tested to withstand 2,000 pounds a wide selection of air handlers and of pressure per square inch. The outdoor furnace coils that are A.R.I. certified. The coil provides low airflow resistance and unit shall be UL listed. Exterior must be efficient heat transfer. The coil is pro - designed for outdoor application. tected on all four sides by louvered Casing panels -and has a 10 year limited warranty. Unit casing is constructed of heavy Low Ambient Cooling - gauge, galvanized steel and painted with As manufactured, this unit has a cooling a weather -resistant powder paint. capability to 55°F. The addition of an Corrosion and weatherproof CMBP-G30 evaporator defrost control permits DuratuffIrm Base. operation to 40°F. The addition of an Refrigerant Controls evaporator defrost control with TXV Refrigeration system controls include permits low ambient cooling to 30°F. condenser fan and compressor contactor. Accessories High and low pressure controls are Thermostats — Heating/Cooling • inherent to the compressor. Another (manual and automatic changeover). standard feature is the liquid line dryer. Sub -base to match thermostat and Compressor locking thermostat cover. . The ClimatutP compressor features Evaporator Defrost Control — See Low internal over temperature and pressure Ambient. Cooling. protector, total dipped hermetic motor Outdoor Thermostat — Supplemental and thermostatically, controlled sump heat outdoor ambient lockout from heater. Other features include: roto lock A° 46 to –10°F. suction and discharge refrigeration connections, centrifugal oil pump, and low ,vibration and noise. The Climatuff® r compressor is standard with a 10 year limited warranty. , . c UIV L us TR/WE' Trane A business o, American Standard Companies www.trone.com Trane has a policy o/ continuous product and product data improvement and It reserves the right to change design and specifications without notice. i 'r c , TRM/E® Project Name Equipment Number Sales Office/Distributor Date 4TTX4048-SU B-100.00 • • NOTE: All dimensions are in mm/inches. ELECTRICAL AND REFRIGERANT COMPONENT CLEARANCES PEP PREVAILING CODES. LIQUID VALVE. 'E W ..... / R. I PRESSURE T UNITSHOULD BC PLACED SO ROOF PUN -OFF WATER DOES NOT POUR DIRECTLY ON UNIT. AND SHOULD BE AT LEAST 305 112'1 FROM WALL AND ALL SURROUNDING SHRUBBERY ON TWO SIDES. OTHER IWO SIDES UNRESTRICTED. MODELS BASE A B C D E F G I H J 4TTX4048A 4 1 1267 946 870 7/8 3/8 152 98 219 86 (49-7/8) (37-1/4) (34-1/4) (6) (3-7/8) (8-5/8) (3-3/8) From Dwq.21D152635 Rev.; © 2002 American Standard Inc. All Rights Reserved 4 Ton Split System Cooling —1 Phase 4TTX4048A Outdoor Unit 12 4TTX4048A1000A General Data SOUND RATING (DECIBELS) ® OO 78175 POWER CONNS. — V/PH/HZ OO 208/230/1/60 MIN. BIRCH. CIR. AMPACITY 27 BR. CIR. l MAX. (AMPS) 45 PROT. RTG. j MIN. (AMPS) 40 COMPRESSOR CLIMATUFF® - SCROLL NO. USED - NO. SPEEDS 1 - 1 VOLTS/PH/HZ 208/230/1/60 R.L. AMPS O - L.R. AMPS 20.5-109 FACTORY INSTALLED 7/8 START COMPONENTS © NO INSULATION/SOUND BLANKET YES COMPRESSOR HEAT NO OUTDOOR FAN —TYPE PROPELLER DIA. (IN.) - NO. USED 27.6-1 TYPE DRIVE - NO. SPEEDS DIRECT - 2 CFM @ 0.0 IN. W.G. © 4400 NO. MOTORS - HP. 1 - 1/6 MOTOR SPEED R.P.M. 825 VOLTS/PH/HZ. 200/230/1/60 F.L. AMPS 1.4 OUTDOOR COIL — TYPE SPINE FINT'" ROWS - F.P.I. 1-24 FACE AREA (SQ. FT.) 27.81 TUBE SIZE (IN.) 5/16 REFRIGERANT R -410A (O.D. UNIT) NP CHRIS. © 7/15-LB/OZ FACTORY SUPPLIED YES LINE SIZE - IN. O.D. GAS © 7/8 LINE SIZE - IN. O.D. LIQ. © 3/8 FCCV RESTRICTOR ORIFICE SIZE 0.075 DIMENSIONS H X W X D OUTDOOR UNIT CRATED (IN.) 54 X 35.1 X 38.7 UNCRATED SEE OUTLINE DWG. WEIGHT SHIPPING (LBS.) 310 NET (LBS.) 262 NOTES: O CERTIFIED IN ACCORDANCE WITH THE UNITARY AIR -CONDITIONER EQUIPMENT CERTIFICATION PROGRAM WHICH IS BASED ON A.R.I. STANDARD 210/240. OO RATED IN ACCORDANCE WITH A.R.I. STANDARD 270. OO CALCULATED IN ACCORDANCE WITH NATIONAL ELECTRIC CODE. ONLY USE HACR CIRCUIT BREAKERS OR FUSES. O STANDARD AIR - DRY COIL - OUTDOOR OO THIS VALUE APPROXIMATE. FOR MORE PRECISE VALUE SEE UNIT NAMEPLATE AND SERVICE INSTRUCTION. OO MAX. LINEAR LENGTH: 80 FT WITH RECIPROCATING COMPRESSOR - 60 FT WITH SCROLL. MAX. LIFT - SUCTION 60 FT; MAX LIFT - LIQUID 60 FT. FOR GREATER LENGTH REFER TO REFRIGERANT PIPING SOFTWARE PUB. NO. 323312-01. O' THE VALUE SHOWN FOR COMPRESSOR RLA ON THE UNIT NAMEPLATE AND ON THIS SPECIFICATION SHEET IS USED TO COMPUTE MINIMUM BRANCH CIRCUIT AMPACITY AND MAXIMUM FUSE SIZE. THE VALUE SHOWN IS THE BRANCH CIRCUIT SELECTION CURRENT. OO NO MEANS NO START COMPONENTSYES MEANS QUICK START KIT COMPONENTS PTC MEANS POSITIVE TEMPERATURE COEFFICIENT STARTER. O° RATED IN ACCORDANCE WITH A.R.I. STANDARD 270/SECTION 5.3.6. TXCO48C4 4TTX4048A With Cooling Coils . TXA048C4 TXA049C4 TXA050C4 TXC042C4 TXC043C4 EVANSION TYPE RXA060S3 R=61S3 RXC054S3. RXC06M RXC061S3 RXC065S3 RXH063S3 RATINGS (COOLING) (D EXPRNSIONTYPE TXV-NB TXV-NB TXV-NB TXV-NB TXV-NB TXV-NB TXV-NB BTUH (TOTAL) RATINGS (COOLING) O 47500 47000 48500 48500 45500 47500 BTUH (SENSIBLE) BTUH (TOTAL) 48000 49000 48000 48000 49000 49000 50000 INDOOR AIRFLOW (CFM)1 BTUH (SENSIBLE) 36800 39000 '36000 36800 39000 39000 40100 SYSTEM POWER (KW) INDOOR AIRFLOW (CFM) 1700 1800 1600 1700 1800 1800 1800 EER / SEER (BTUIWATTHR.) SYSTEM POWER (KW) 4.23 4.28 4.19 4.23 4.28 4.28 4.27 Notes: EER / SEER (BTU/WATTHR.) 11.35113.50 11.45113.50 11.45/13.50 11.35/13.50 11.45/13.50 11.45/13.50 11.70/14.60 TXCO48C4 TXA042C4 TXA043C4 TXA048C4 TXA049C4 TXA050C4 TXC042C4 TXC043C4 EVANSION TYPE CHG TO 75 ' CHG TO 75 CHG TO 75 CHG TO 75 CHG TO 75 CHG TO 75 CHG TO 75 RATINGS (COOLING) (D 48500 48000 50000 BTUH (SENSIBLE) 33300 36500 36500 36300 BTUH (TOTAL) 45500 47500 47000 48500 48500 45500 47500 BTUH (SENSIBLE) 31200 35500 33300 36500 36500 31200 35500 INDOOR AIRFLOW (CFM)1 1200 1575 1350 1600 1600 1200 1575 SYSTEM POWER (KW) 4.04 4.28 4.16 4.35 4.35 4.04 4.28 EER / SEER (BTUIWATTHR.) 11.25/12.50 11.10/12.50 11.30112.75 11.15112.50 11.15/12.50 11.25112.50 11.10112.50 TXCO48C4 TXC049C4 TXC050C4 TXH041A4 TXH054A4 EXPRNSION TYPE CHG TO 75 CHG TO 75 CHG TO 75 CHG TO 75 CHG TO 75 RATINGS (COOLING) O TXV-NB TXV-NB TXV-NB CHG TO 75 BTUH (TOTAL) 47000 48500 48500 48000 50000 BTUH (SENSIBLE) 33300 36500 36500 36300 39600 INDOOR AIRFLOW (CFM) 1350 1600 1600 1575 1700 SYSTEM POWER (KW) 4.16 4.35 4.35 4.30 4.46 EER / SEER (BTUIWATTHR.) 11.30/12.75 11.15/12.50 11.15/12.50 11.15/12.50 11.20/12.50 u 4TTX4048A With Air Handlers 1500 1640 1575 1600 2 4TTX4048-SUB-100.00 4TEE3F49A 4TEE3F65A 4TEP3F42A 4TEP3F48A 4TEP3F63A TWE042C14 TWE04SC14 EVANSION TYPE TXV-NB TXV-NB TXV-NB TXV-NB TXV-NB CHG TO 75 CHG TO 75 RATINGS (COOLING) O BTUH (TOTAL) 50000 50500 47500 48000 50000 47000 48000 BTUH (SENSIBLE) 37400 38900 35800 36400 39900 35600 36700 INDOOR AIRFLOW (CFM) 1500 1640 1575 1600 1800 1575 1600 SYSTEM POWER (KW) 3.98 4.09 4.22 4.19 4.46 4.35 4.34 EER / SEER (BTUIWATTHR.) 12.55/15.00 12.35/14.75 11.25113.00 11.45/13.00 11.20113.00 10.80112.25 11.05/12.50 Notes: O Certified in accordance with A.R.I. Standard 210/240. 2 4TTX4048-SUB-100.00 _ 4TTX4048A With Furnaces & Coils TOY100R9V4 TDP100R9V4 TDP100119V4 TDY100R9V4 TDV100R9V4 TEN120ROVS BTUH (SENSIBLE) TDD100RBV5 MD10CROVS TDD100R9V5 MD100RBVS MD100RBVS MD120RBVS TDD120119V5 EXPANSION TYPE TXV-NB +TXH041A4 +TXH054A4 +RXC037S3 +RXC054S3 +RXH063S3 +TXH041A4 +TXH054A4 CHG TO 75 EXPRUSION TYPE CHG TO 75 CHG TO 75 TXV-NB TXV-NB 'TXV-NB CHG TO 75 CHG TO 75 47500 RAnNGS (COOLING) D 47500 47500 49000 47500 BTUH (SENSIBLE) 39000 34900 36400 BTUH (TOTAL) 48500 50000 48500 48500 50000 48500 50000 1450 BTUH (SENSIBLE) 37000 38600 37100 36600 38300 37000 38700 4.114.08 INDOOR AIRFLOW (CFM) 1600 1600 1620 1620 1600 1600 1600 12.00114.25 SYSTEM POWER (KM 4.20 4.35 4.15 4.15 4.12 4.15 4.27 12.35114.75 EER / SEER (BTU/WATT-HR.) 11.55/13.25 11.50113.25 11.70114.00 11.70/14.00 12.15/14.50 11.70/13.50 11.70/13.50 • MD120RBVS TOY100R9V4 TDP100R9V4 TDP100119V4 TDY100R9V4 TDV100R9V4 TEN120ROVS BTUH (SENSIBLE) +RXH063S3 +TXH041A4. +TXHOS4A4 +RXC037S3 +RXC054S3 +RXH063S3 +T)H041A4 EXPANSION TYPE TXV-NB CHG TO 75 CHG TO 75 TXV-NB TXV-NB TXV-NB CHG TO 75 RAnNGS (COOLING) O CHG TO 75 CHG TO 75 TXV-NB TXV-NB CHG TO 75 CHG TO 75 TXV-NB BTUH (TOTAL) 50500 47500 49000 47500 47500 49000 47500 BTUH (SENSIBLE) 39000 34900 36400 34800 34400 36000 34600 INDOOR AIRFLOW (CFM) 1625 1450 1450 1450 1450 1450 1410 SYSTEM POWER (KW) 4.06 4.19 4.28 4.11 4.114.08 4.19 4.11 EER / SEER (BTUIWATT-HR.) 12.45/15.00 11.35/13.00 11.45/13.00 11.55/13.75 11.55113.75 12.00114.25 11.55/13.25 • TINK120RM TOn20R9V5 TUD100R91115 TUD100R9V5 TUD100RBV5 7UD100R9V5 TUD100R9V5 BTUH (SENSIBLE) +TXH054A4 +RXH063S3 +TXH041A4 +TXH054A4 +RXC037S3 +RXCOS4S3 +RXH063S3 EXPANSION TYPE CHG TO 75 TXV-NB CHG TO 75 CHG TO 95 TXV-NB TXV-NB TXV-NB RARNGS (COOLING) O CHG TO 75 CHG TO 75 TXV-NB TXV-NB CHG TO 75 CHG TO 75 TXV-NB BTUH (TOTAL) 49000 49000 48500 50000 48500 48000 49500 BTUH (SENSIBLE) 36100 35700 37600 39100 37500 36600 37800 INDOOR AIRFLOW (CFM) 1415_ 1405 1670 1650 1670 1670 1600 SYSTEM POWER (KW) 4.22 4.03 4.27 4.39 4.18 4.19 4.16 EER /SEER (BTUIWATTHR.) 11.60/13.25 12.15/14.50 11.35113.00 11.40113.00 11.60/13.75 11.45/13.50 11.90/14.00 • TUD140RBV5 TUY100RBV4 TUY100R9V4 TUY100R9V4 TUY100R9V4 TUY100R9V4 TUY120R9V5 BTUH (SENSIBLE) TUD120R9V5 TUD12CROVS TUD120R9V5 TUD120RBV5 TUD140R9V5 TUD140RBV5 TUD14091115 EXFRNSION TYPE +TXH041A4 +TXH054A4 +RXH063S3 +RXC0659 +TXH041A4 +TXH054A4 +RXH063S3 EXPANSION TYPE CHG TO 75 CHG TO 75 TXV-NB TXV-NB CHG TO 75 CHG TO 75 TXV-NB R/UIIGS (COOLING) O 48500 48000 49000 47500 47500 49000 47500 BTUH (TOTAL) 48500 50000 50000 49000 48500 50000 50000 BTUH (SENSIBLE) 37300 38900 38500 37600 37000 38700 38300 INDOOR AIRFLOW (CFM) 1625 1625 1625 1625 1600 1600 1600 SYSTEM POWER (KW) 4.18 4.31 4.05 4.08 4.16 4.27 4.05 EER / SEER (BTU/WATT-HR.) 11.60/13.25 11.60113.25 12.35/14.75 12.00/14.25 11.65113.50 11.70/13.50 12.35114.75 • TUY120R9V5 TUY120R9V5 TUY120R9V5 +TXH054A4 +RXH063S3 +RXC06SS3 EXPANSION TYPE CHG TO 75 TXV-NB TXV-NB RIQIIGS (COOLING) O TUD140RBV5 TUY100RBV4 TUY100R9V4 TUY100R9V4 TUY100R9V4 TUY100R9V4 TUY120R9V5 BTUH (SENSIBLE) +RXC065S3 +TXH041A4 +TXH054A4 +RXC037S3 +RXC054S3 +RXH063S3 +TXH041A4 EXFRNSION TYPE TXV-NB CHG TO 75 CHG TO 75 TXV-NB TXV-NB TXV-NB CHG TO 75 RARN4GS (COOLING) O O Certified in accordance with A.R.I. Standard 210/240. ` BTUH (TOTAL) 48500 48000 49000 47500 47500 49000 47500 BTUH (SENSIBLE) 34500 35100 36300 34600 34300 35800 34600 INDOOR AIRFLOW (CFM) 1315 1425 1430 1430 1430 1425 1400 SYSTEM POWER (KW) 4.02 4.17 4.22 4.06 4.06 4.03 4.08 EER / SEER (BTU/WATT-HR.) 12.05114.00 11.50113.25 11.60/13.25 11.70/14.00 11.70/14.00 12.15/14.50 11.65113.50 TUY120R9V5 TUY120R9V5 TUY120R9V5 +TXH054A4 +RXH063S3 +RXC06SS3 EXPANSION TYPE CHG TO 75 TXV-NB TXV-NB RIQIIGS (COOLING) O BTUH (TOTAL) 49000 49000 48000 BTUH (SENSIBLE) 36200 35600 34900 INDOOR AIRFLOW (CFM) 1425 1400 1400 SYSTEM POWER (KW) 4.17 4.00 3.98 EER / SEER (BTU/WATT-HR.) 11.75/13.50 12.25/14.50 12.05/14.25 Notes: O Certified in accordance with A.R.I. Standard 210/240. ` 4TTX4048-SUB-100.00 • TRWE° i Trane A business o/ American Standard Companies www.trane.com Mechanical Specification Options General Condenser Coil The 4TTX4 shall be fully charged from The Spine FinT° coil shall be continuously the factory for matched indoor section wrapped, corrosion resistant all alumi- and up to 15 feet of piping. This unit must num with minimum brazed joints. This be designed to operate at outdoor coil is 5/16 inch O.D. seamless aluminum ambient temperatures as high as 115°F. glued to a continuous aluminum fin. Coils . Cooling capacities shall be matched with are lab tested to withstand 2,000 pounds a wide selection of air handlers and of pressure per square inch. The outdoor furnace coils that are A.R.I. certified. The coil provides low airflow resistance and unit shall be UL.listed. Exterior must be efficient heat transfer. The coil is pro - designed for outdoor application. tected on all four sides by louvered Casing =' - panels and has a 10 year limited warranty. Unit casing is constructed of heavy Low Ambient Cooling gauge, galvanized steel and painted with As manufactured, this unit has a cooling a weather -resistant powder paint capability to 55°F. The addition of an ` Corrosion and weatherproof CMBP-G30 evaporator defrost control permits Duratuff'rm Base., operation to 40°F. The addition of an Refrigerant Controls evaporator defrost control with TXV Refrigeration system controls include permits low ambient cooling to 30°F., condenser fan and compressor contactor. Accessories High and low pressure controls are . 'Thermostats — Heating/Cooling " inherent to the compressor. Another (manual and automatic changeover). standard feature is the liquid line dryer. Sub -base to match thermostat and Compressor locking thermostat cover. The ClimatufP compressor features Evaporator Defrost Control — See Low internal over temperature and pressure Ambient Cooling. protector, total dipped hermetic motor Outdoor Thermostat —Supplemental and thermostatically controlled sump heat outdoor ambient- lockout from heater. Other features include: roto, lock 46 to –10°F. suction and discharge refrigeration connections, centrifugal oil pump, and - low vibration and noise. The Climatur compressor is standard with a 10 year limited warranty. `pt,i.EO 04A VS .y O 3• - 5 C 0 9 Sr4NDAO ' N Trane has a policy of continuous product and product data improvement and it reserves the right to change design and specifications without notice. TRINE® Project Name Equipment Number Sales Office/Distributor - Date In 4TTX4060-SUB-100.00 L' 0 NOTE: All dimensions are in mmAnches. ELECTRICAL AND REFRIGERANT COMPONENT CLEARANCES PER PREVAILING CODES. LIQUID LINE SCRV VALVE. F I.D. FEN. BRAZE CONNECT WITH IPA- SAC FLS PRESSURE FAP rium ""SHOULD BE PLACED SO ROOF RUNOFF WA1ER DOES 1101 POUR DIRECTLY ON UNIT. AND SHOULD BE AT LEAST 305 IIZ'1 FRO" WALL AND ALL SURROUNDING SHRUB.. RY ON IWO SIDES. OTHER 1110 SIDES UNRESTRICTED. MODELS I BASEI A I B I C I D II G I H J 4TTX4060A 4 1267 1 946870 7/8 3/8 152 98 219 86 (49.7/8) (37-1/4) (34-1/4) (6) (3-7/8) (8-5/8) (3-3/8) From Dwa. 21D152635 Rev C L us . © 2002 American Standard Inc. All Rights Reserved 5 Ton Split System Cooling —1 Phase 4TTX4060A Outdoor Unit o@ 4TTX406OA1000A General Data SOUND RATING (DECIBELS) ®O 78/78 POWER CONNS. — V/PH/HZ O 208/230/1/60 MIN. BRCH. CIR. AMPACITY 39 BR. CIR. l MAX. (AMPS) 60 PROT. RTG. f MIN. (AMPS) 60' COMPRESSOR CLIMATUFF® —SCROLL NO. USED - NO. SPEEDS 1 -1 VOLTS/PH/HZ 208/230/l/60 R.L. AMPS OO - L.R. AMPS 30.1 - 158 FACTORY INSTALLED START COMPONENTS OO YES INSULATION/SOUND BLANKET YES COMPRESSOR HEAT NO OUTDOOR FAN — TYPE PROPELLER DIA. (IN.) - NO. USED 27.6 - 1 TYPE DRIVE - NO. SPEEDS DIRECT - 2 CFM @ 0.0 IN. W.G. © 4400 NO. MOTORS - HP. -1 -1/6 MOTOR SPEED R.P.M. 825 VOLTS/PH/HZ 200/230/l/60 F.L. AMPS 1.4 OUTDOOR COIL - TYPE SPINE FINTAA ROWS-F.P.I. 2-24 FACE AREA (SQ. FT.) 26.32 TUBE SIZE (IN.) 5/16 REFRIGERANT R -410A (O.D. UNIT) NP CHRIS. © 8/04-LB/OZ FACTORY SUPPLIED YES LINE SIZE - IN. O.D. GAS © 7/8 LINE SIZE - IN. O.D. LIQ. © 3/8 FCCV RESTRICTOR ORIFICE SIZE 0.086 DIMENSIONS H X W X D OUTDOOR UNIT CRATED (IN.) 54 X 35.1 X 38.7 UNCRATED SEE OUTLINE DWG. WEIGHT SHIPPING (LBS.) 360 NET (LBS.) 312 NOTES: O CERTIFIED IN ACCORDANCE WITH THE UNITARY AIR -CONDITIONER EQUIPMENT CERTIFICATION PROGRAM WHICH IS BASED ON A.R.I. STANDARD 210/240. O1 RATED IN ACCORDANCE WITH A.R.I. STANDARD 270. OO CALCULATED IN ACCORDANCE WITH NATIONAL ELECTRIC CODE. ONLY USE HACK CIRCUIT BREAKERS OR FUSES. G STANDARD AIR - DRY COIL - OUTDOOR G THIS VALUE APPROXIMATE. FOR MORE PRECISE VALUE SEE UNIT NAMEPLATE AND SERVICE INSTRUCTION. G MAX. LINEAR LENGTH: 80 FT WITH RECIPROCATING COMPRESSOR - 60 FT WITH SCROLL. MAX. LIFT - SUCTION 60 FT; MAX LIFT - LIQUID 60 FT. FOR GREATER LENGTH REFER TO REFRIGERANT PIPING SOFTWARE PUB. NO. 32-3312-01. G THE VALUE SHOWN FOR COMPRESSOR RLA ON THE UNIT NAMEPLATE AND ON THIS SPECIFICATION SHEET IS USED TO COMPUTE MINIMUM BRANCH CIRCUIT AMPACITY AND MAXIMUM FUSE SIZE. THE VALUE SHOWN IS THE BRANCH CIRCUIT SELECTION CURRENT. G NO MEANS NO START COMPONENTSYES MEANS QUICK START KIT COMPONENTS PTC MEANS POSITIVE TEMPERATURE. COEFFICIENT STARTER. (2) RATED IN ACCORDANCE WITH A.R.I. STANDARD 270/SECTION 5.3.6. 4TTX4060A With'Cooling Coils RXA06W RXA061S3 RXC054S3 RXC060S3 RXC061S3 RXCWM RX11063S3 EXPANSION TYPE TXV-NB TXV-NB TXV-NB TXV-NB TXV-NB TXV-NB TXV-NB RATINGS (COOLING) O - BTUH (TOTAL) 59500 60500 59500 59500 60500 61500 63500 BTUH (SENSIBLE) 41700 43600 41800 41700 43600 46100 48000 INDOOR AIRFLOW (CFM) 1700 1800 1700 1700 1800 2000 2000 SYSTEM POWER (KW) 5:83 5.87 ' 5.83 , 5.83 5.87 5.94 6.02 EER I SEER (BTU/WATT-HR.)- 10.20/12.25 10.30112.50 - 10.20/12.25 10.20112.25 10.30/12.50 10.35112.50 10.55112.75 TXA042C4 TXA04364 TXA048C4 TXA049C4 TXA050C4 )TXC042C4 TXC043C4 EXPANSION TYPE CHG TO 86 CHG TO 86 CHG TO 86' CHG TO 86 CHG TO 86 CHG TO 86 CHG TO 86 . RATINGS (COOLING) O BTUH (TOTAL) 54500 58500 57000 - 60000 60000 54500 58500 BTUH (SENSIBLE) 35200 40300 37700 42000 42000 35200 40300 INDOOR AIRFLOW (CFM) 1200 1575 1350 1675 1675 "1200 1575 SYSTEM POWER (KW) - 5.53 5.85 5.67 5.94 5.94 5.53 5.85 EER / SEER (BTUIWATT-HR.) 9.85111.25 10.00/11.50 10.05111.50 10.10111.50 10.10/11.50 9.85111.25 10.00111.50 TXC048C4 TXC049C4 TXC050C4 TX1041A4 TXH054A4 EXPANSION TYPE CHG TO 86 jCHG TO 86 CHG TO 86 CHG TO 86 CHG TO 86 RATINGS (COOLING) O . BTUH (TOTAL) 57000 60000 60000 59500 62500 ' BTUH (SENSIBLE) 37700 42000 42000 41300 44700 INDOOR AIRFLOW (CFM) 1350 1675 1675 1575 1700 SYSTEM POWER (KW) 5.67 5.94 5.94 5.86 6.04 ' EER / SEER (BTU/WATT-HR.) 10.05/11.50 10.10/11.50 10.10111.50 10.15/11.50 10.35111.75 . 4TTX4060A With Air Handlers 4TEE3F49A 4TEE3F65A 4TEP3F42A 4TEP3F48A 4TEP3F63A TWE042C14 TWED48C14 EXPANSION TYPE TXV-NB - TXV-NB TXV-NB TXV-NB . TXV-NB CHG TO 86 CHG TO 86 RATINGS (COOLING) O BTU H.(TOTAL) 62500 63000 58500 60500 63000 58000 60500- BTUH (SENSIBLE) 45400 45700 - 40500 43600 47400 40400 43800 INDOOR AIRFLOW (CFM) 1800 1800 1575 1800 2000` 1575 1800 SYSTEM POWER (KW) 5.95 5.83 5.79 5.87 6.24 5.89 6.08 EER I SEER (BTU/WATT-HR.) 10.50/12.50 10.80113.00 10.10112.00 10.30112.25 10.10112.00 9.85111.50 9.95111.50 Notes: O Certified in accordance with A.R.I. Standard 2'10/240.'. • rRavE • Trane A business of American Standard Companies www.trane.com 4%. Mechanical Specification Options General Condenser Coil The 4TTX4 shall be fully charged from The Spine Fin TM coil shall be continuously the factory for matched indoor section wrapped, corrosion resistant all alumi- andup to 15 feet of piping. This unit must num with minimum brazed joints. This be designed to operate at outdoor coil is 5/16 inch O.D. seamless aluminum ambient temperatures as high as 115°F. glued to a continuous aluminum fin. Coils Cooling capacities shall be matched with are lab tested to withstand 2,000 pounds a wide selection of air handlers and of pressure per square inch. The outdoor furnace coils that are A.R.I. certified. The coil provides low airflow resistance and unit shall be UL listed. Exterior must be efficient heat transfer. The coil is pro - designed for outdoor application. tected on all four sides by louvered Casing panels and has a 10 year limited warranty. Unit casing is constructed of heavy Low Ambient Cooling gauge, galvanized steel and painted with As manufactured, this unit has a cooling a weather -resistant powder paint. capability to 55°F. The addition of an Corrosion and weatherproof CMBP-G30 evaporator defrost control permits DuratuffTm Base. operation to 40°F. The addition of an Refrigerant Controls evaporator defrost control with TXV Refrigeration system controls include permits low ambient cooling to 30°F. condenser fan and compressor contactor. Accessories High and low pressure controls are Thermostats — Heating/Cooling inherent to the compressor. Another (manual and automatic changeover). standard feature is the liquid line dryer. Sub -base to match thermostat and Compressor locking thermostat cover. The Climatuff® compressor features Evaporator Defrost Control — See Low internal over temperature and pressure Ambient Cooling. protector, total dipped hermetic motor Outdoor Thermostat — Supplemental and thermostatically controlled sump heat outdoor ambient lockout from heater. Other features include: roto lock 46 to –10°F. suction and discharge refrigeration connections, centrifugal oil pump, and low vibration and noise. The Climatuff9 compressor is, standard with a 10 year limited warranty. Trane has a policy of continuous product and product data improvement and it reserves the right to change design and specifications without notice. rRANE" Project Name Equipment Number Sales Office/Distributor Date • 16-1/4" \ % \ 5/8" -5/8" 28-3(8" 58-1- 1/2 7/8" DIA. HOLES I / ELECTRICAL CONNECTION f9-5/8 4-1/16" .l 3/4 3-15/16" 0 0 8-1/4" 0 0 16 r 3/4.. 2-1/16" 28- 1/4" 23-1(2" Upflow/ Horizontal Gas Furnace" Fan -Assisted Combustion TUD080R936K 4" DIAMETER FLUE CONNECT 1/2" 7/8" DIA. K.O. ELECTRICAL CONNECTION 40" (ALTERNATE) 4.. 1-1/2" DIA. K.O. GAS CONNECTION (ALTERNATE) 1/4" 1 5-5/16" 3-13/16" I 1-1/2" DIA. HOLE ►3/8" GAS CONNECTION r2-1/811 Ll FURNACE AIRFLOW (CFM) VS. EXTERNAL STATIC PRESSURE (IN. W.C.) MODEL SPEED TAP 0.10 0.20 0.30 0.40 -0.50 0.60 0.70 0.80 0.90 TUD080R936K 4 - HIGH - Black 1392 1384 1364 1335 1296 1247 1189 1120 1042 3 - MED. -HIGH - Blue 1210 1209 1198 1177 • 1147 1107 1058 999 930 2 - MED. -LOW - Yellow 1046 1052 1047 1033 1008 973 928 873 808 1 - LOW -Red 900 903 1 895 888 869 842 808 766 717 CFM VS. TEMPERATURE RISE MODEL CFM (CUBIC FEET PER MINUTE) 1000 1100 1200 1 1300 1 1400 TUD080R936K 59 1 54 49 1 46 1 42 © American Standard Inc. 2002 0 General Data o TYPE Upflow / Horizontal RATINGS 2 1 st Stage Input BTUH 52,000 1st Stage Capacity BTUH (ICS) 3 41,600 2nd Stage Input BTUH 80,000 2nd Stage Capacity BTUH (ICS) 3 63,000 Temp. rise (Min. -Max.) °F. 30-60 BLOWER DRIVE DIRECT Diameter -Width (In.) 10 x 7 No. Used 1 Speeds (No.) 4 CFM vs. in. w.g. See Fan Performance Motor HP 1/3 R.P.M. 1075 Volts/Ph/Hz 115/11/60 COMBUSTION FAN - Type Centrifugal Drive - No. Speeds Direct - 2 Motor HP - RPM 1/50-3000 Volts/Ph/Hz 115/1/60 F.L. Amps 1.0 FILTER — Furnished? Yes Type Recommended High Velocity Hi Vel. (No.-Size-Thk.) Shipped 1 - 17x25 - 1 in. VENT COLLAR — Size (in.) 4 Round HEAT EXCHANGER Type -Fired Alum. Steel -Unfired Gauge (Fired) 20 ORIFICES — Main Nat.Gas. Qty. — Drill Size 4-45 L.P. Gas Qty. — Drill Size 4-56 GAS VALVE Redundant - Two Stage PILOT SAFETY DEVICE Type Hot Surface Ignition BURNERS — Type Multiport lnshot Number 4 POWER CONN. — V/Ph/Hz • 115/1/60 Ampacity (In Amps) 10.4 Max. Overcurrent Protection (amps) 15 PIPE CONN. SIZE (IN.) 1/2 DIMENSIONS H x W x D Crated (In.) 41-3/4 x 19-1/2 x 30-1/2 Uncrated (In.) 40 x 17-1/2 x 28 WEIGHT Shipping (Lbs.) / Net (Lbs) 142/132 O Central Furnace heating designs are certified by the American Gas Association Inc. Laboratories. O Ratings shown are for elevations up to 2000 feet. For elevations above 2000 feet; Ratings should be reduced at the rate of 4% for each 1000 feet above sea level. O Based on U.S. Government Standard Tests. O The above wiring specifications are in accordance with National Electrical Code; however, installations must comply with local codes. Mechanical Specifications NATURAL GAS MODELS—Central heat- •ing furnace designs are certified by the American Gas Association for both natu- ral and L.P. gas. Limit setting and rating data were established and approved un- der standard rating conditions using Ameri- can National Standards Institute standards. SAFE OPERATION — The Integrated System Control has solid state devices, which continuously monitor for presence of flame, when the system is in the heating mode of operation. Dual solenoid combi- nation gas valve and regulator provide extra safety. QUICK HEATING— Durable, cycle tested, heavy gauge aluminized steel heat ex- changer quickly transfers heat to provide warm conditioned air to the structure. Low energy power vent blower, to increase efficiency and provide a positive discharge of gas fumes to the outside, allows com- mon venting with hot water heater. Technical Literature - Printed in U.S.A. 10American Standard Inc. 1 The Trane Company 6200 Troup Highway Tyler, TX 75707 BURNERS — Multi -port, in -shot burners will give years of quiet and efficient service. All models can be converted to L.P. gas without changing burners. INTEGRATED SYSTEM CONTROL— Ex- clusively designed operational program pro- vides total control of furnace limit sensors, blowers, gas valve, flame control and in- cludes self diagnostics for ease of service. AIR DELIVERY—The multispeed, direct - drive blower motor, with sufficient airflow range for most heating and cooling re- quirements, will switch from heating to cooling speeds on demand from room thermostat. The blower door safety switch will prevent or terminate furnace operation when the blower door is removed. (Fan relay and 35VA control transformer is stan- dard). STYLING — Heavy gauge steel and "wraparound" cabinet construction is used in the cabinet with baked -on enamel finish for strength and beauty. The heat exchanger section of the cabinet is com- pletely lined with foil -faced fiberglass insu- lation. This results in quiet and efficient operation due to the excellent acoustical and insulating qualities of fiberglass. FEATURES AND GENERAL OPERA- TION — These High Efficiency Gas Fur- naces employ a Hot Surface Ignition sys- tem, which eliminates the waste of a con- stantly burning pilot. The integrated sys- tem control'lights the main burners upon a demand for heat from the room thermo- stat. Complete front service access. a. Low energy power venter. b. Vent proving differential switch. Since the Trane Company has a policy of continuous product Improvement, It reserves the right to change specifications and design without notice. _ TRANE TAG: Upflow/ Horizontal Gas Furnace" Fan -Assisted 5/8" Combustion' 1/4 TUD10OC948K 5/8 5/8 1 -5/8" 28-3 8" /2„ 4" DIAMETER FLUE CONNECT - 4 1/16" 1/2„ f Q O 7/8" DIA. K.O. 3 15/16" Q ELECTRICAL 8-1/4" CONNECTION `. 40" (ALTERNATE) 3-3/4" " 1-1/2" DIA. ` 1 I K.O. GAS CONNECTION 2-1/16" I (ALTERNATE) I j .). I 28-1/4" 22-1 /2" I 5-5/16" 3-13/16" I _ 1-1/2" DIA. HOLE y r2-1/8" -3/8" GAS CONNECTION • • 5/8" 7/8" DIA. HOLES ELECTRICAL CONNECTION 3/4" 15 3/4-" Project Name Equipment Number Sales Office/Distributor Date FURNACE AIRFWW (CFNQ VS 61JIMNAL STATIC PRESSURE (IR W(C.) MODEL SP® TAP 0,10 0,20 0,30 0,40 0.50. 0.60 0,70 0.80 0.90 TUD10OC948K 4 - I11GH - Black 1880 1846 1799 1740 1669 1595 1489 1381- 1260 3 - NM -1-10H - Blue 1662 1635 1598 '1551 ' 1493 1424 1345 1256 1157 2 - (MDQ -LOW - Yellow 1428 1421 1402 - 1370 1326 1269 1199 1117 1022 1 -LOAN_ Red 1208 1215 1210 1193 1164 1124• 1073 1009 935 ©American Standard Inc. 2002 CFM VS. TEMPERATURE RISE CFM i CUBIC FEET PER MINUTE MODEL 1100 1200 1300 1400 1500 1600 1700 1800 1900 2000 TUD10OC948K 67 1 62 1 57 53 49 46 44 41 39 37 ©American Standard Inc. 2002 General Data o TYPE 2 U flow / Horizontal RATINGS Input BTUH 100,000 Capacity BTUH (ICS) 0 79,000 AFUE 80.0 Temp. rise (Min. -Max.) °F. 35- 65 BLOWER DRIVE DIRECT Diameter -Width (In.) 10 x 8 No. Used 1 Speeds (No.) .4 CFM vs. in. w.g. See Fan Performance Motor HP 1/2 R.P.M. 1075 Volts/Ph/Hz 115/1/60 COMBUSTION FAN - Type Centrifugal Drive - No. Speeds Direct - 1 Motor HP - RPM 1/50-3000 Volts/Ph/Hz 115/1/60 F.L. Amps. 1.0 FILTER — Furnished? Yes Type Recommended High Velocity Hi Vel. (No.-Size-Thk.) Shipped 1 - 20x25 -1 in. VENT COLLAR — Size (in.) 4 Round HEAT EXCHANGER Type -Fired Alum. Steel -Unfired Gauge (Fired) 20 ORIFICES — Main Nat.Gas. Qty. — Drill Size 5-45 L.P. Gas Qty. — Drill Size 5-56 GAS VALVE Redundant - Single Stage PILOT SAFETY DEVICE Type Hot Surface Ignition BURNERS —Type Multiport Inshot Number 5 POWER CONN. — V/Ph/Hz 4 115/1/60 Ampacity (In Amps) 12.0 Max. Overcurrent Protection (amps) 15 PIPE CONN. SIZE (IN.) 1/2 DIMENSIONS H x W x D Crated (In.) 41- 3/4 x 23 x 30-1/2 Uncrated (In.) 40 x 19-1/2 x 28 WEIGHT Shipping (Lbs:) / Net (Lbs) 162/151 O Central Furnace heating designs are certified by the American Gas Association Inc. Laboratories. O Ratings shown are for elevations up to 2000 feet. For elevations above 2000 feet; Ratings should be reduced at the rate of 4% for each 1000 feet above sea level. OO Based on U.S. Government Standard Tests. O The above wiring specifications are in accordance with National Electrical Code; however, installations must comply with local codes. Mechanical Specifications, NATURAL GAS MODELS—Central heat- BURNERS — Multi -port, in -shot burners ing furnace designs are certified by the will give years of quiet and efficient service. •American Gas Association for both natu- All models can be converted to L.P. gas ral and L.P. gas. Limit setting and rating without changing burners. data were established and approved un-, der standard rating conditions using Ameri- can National Standards Institute standards. SAFE OPERATION — The Integrated System Control has solid state devices, which continuously monitor for presence of flame, when the system is in the heating mode of operation. Dual solenoid combi- nation gas valve and regulator provide extra safety. QUICK HEATING— Durable, cycle tested, heavy gauge aluminized steel heat ex- changer quickly transfers heat to provide warm conditioned air to the structure. Low energy power vent blower, to increase efficiency and provide a positive discharge of gas fumes to the outside, allows com- mon venting with hot water heater. Technical Literature - Printed in U.S.A.. American Standard Inc. The Trane Company 6200 Troup Highway Tyler, TX 75707 INTEGRATED SYSTEM CONTROL— Ex- clusivelydesigned operational program pro- vides total control of furnace limit sensors, blowers, gas valve, flame control and in- cludes self diagnostics for ease of service. AIR DELIVERY—The multispeed, direct - drive blower motor, with sufficient airflow range for most heating and cooling re- quirements, will switch from heating to cooling speeds on demand from room thermostat. The blower door safety switch will prevent or terminate furnace operation when the blower door is removed. (Fan relay and 35VA control transformer is stan- dard). STYLING — Heavy gauge steel and "wraparound" cabinet construction is used in the cabinet with baked -on enamel finish for strength and beauty. The heat exchanger section of the cabinet is com- pletely lined with foil -faced fiberglass insu- lation. This results in quiet and efficient operation due to the excellent acoustical and insulating qualities of fiberglass. FEATURES AND GENERAL OPERA- TION — These High Efficiency Gas Fur- naces employ a Hot Surface Ignition sys- tem, which eliminates the waste of a con- stantly burning pilot. The integrated sys- tem control lights the main burners upon a demand for heat from the room thermo- stat. Complete front service access. a. Low energy power venter. b. Vent proving differential switch. Since the Trane Company has a policy of continuous product Improvement,. It reserves the right to change specifications and design without notice. TRAME11A Project Name Equipment Number Sales Office/Distributor Date • 5/8" 1 -5/8" 28 3` 5/8" 1/2 Upflow/ Horizontal Gas Furnace" Fan -Assisted Combustion" TUD10OR960K /4° DIAMETER FLUE CONNECT 7/8" DIA. HOLES I \ ELECTRICAL 131/18"' CONNECTION 4-1 /16" Q O O Q Q 1/2" t 3/4"3-15/16.. 1 1/2" ` 8-1/4" 4 3/4" . ' I 2-1/16" I I 28-1/4 I 28-1/4" 3/4" ` 22-1/2° ,` 23-142" -. 5-5/16" 3-13/16" 1-1/2° DIA. HOLE ► 3/8" GAS CONNECTION 2-1/8" 7/8° DIA. K.O. - ELECTRICAL CONNECTION (ALTERNATE). 1-1/2" DIA. K.O. GAS CONNECTION (ALTERNATE) FURNACE AIRFLOW (CFM) VS. EXTERNAL STATIC PRESSURE (IN. W.C.) MODEL SPEED TAP 0.10 0.20 0.30 0.40 0.50 0.60 0.70 0.80 0.90 TUD10OR960K 4 - HIGH - Black 2201 2146 2077 2026 1948 1882 1810 1738 1625 3 - MED. -HIGH - Blue 1943 1909 1857 1804 1786 1716 1659 1579 1506 2 - MED. -LOW - Yellow 1543 1520 1509 1490 1481 1460 1398 1356 1303 1- LOW -Red 1282 1272 1267 1268 1256 1226 1176 1163 1102 CFM VS. TEMPERATURE RISE CFM CUBIC FEET PER MINUTE MODEL 1200 1300 1 1400 1 1500 1600 1700 1800 1 1900 1 2000 2100 1 2200 1 2300 1 2400 TUD100R960K 62 57 53 49 46 44 41 39 37 35 34 32 31 © American Standard Inc. 2002 e • General Data o TYPE Upflow / Horizontal RATINGS 2 1 st Stage Input BTUH 65,000 1 st Stage Capacity BTUH (ICS) 3 52,000 2nd Stage Input BTUH 100,000 2nd Stage Capacity BTUH (ICS) 3 80,000 Temp. rise (Min. -Max.) °F. 30-60 BLOWER DRIVE DIRECT Diameter -Width (In.) 11 X10 No. Used 1 Speeds (No.) 4 CFM vs. in. w.g. See Fan Performance Motor HP 1/2 R.P.M. 1075 Volts/Ph/Hz 115/1/60 COMBUSTION FAN - Type Centrifugal Drive - No. Speeds Direct - 2 Motor HP - RPM 1/50-3000 Volts/Ph/Hz 115/1/60 F.L. Amps 0.93 FILTER — Furnished? Yes Type Recommended High Velocity Hi Vel. (No.-Size-Thk.) Shipped 1 - 20x25 - 1 in. VENT COLLAR — Size (in.) 4 Round HEAT EXCHANGER Type -Fired Alum. Steel -Unfired Gauge (Fired) 20 ORIFICES — Main Nat.Gas. Qty. — Drill Size 5-45 L.P. Gas Qty. — Drill Size 5-56 GAS VALVE Redundant - Two Stage PILOT SAFETY DEVICE Type Hot Surface Ignition BURNERS — Type Multiport Inshot Number 5 POWER CONN. — V/Ph/Hz • 115/1/60 Ampacity (In Amps) 12.8 Max. Overcurrent Protection (amps) 15 PIPE CONN. SIZE (IN.) 1/2 DIMENSIONS H x W x D Crated (In.) 41-3/4 x 23 x 30-1/2 Uncrated (In.) 40 x 21 x 28 WEIGHT Shipping (Lbs.) / Net (Lbs) 162/151 O Central Furnace heating designs are certified by the American Gas Association Inc. Laboratories. OO Ratings shown are for elevations up to 2000 feet. For elevations above 2000 feet; Ratings should be reduced at the rate of 4% for each 1000 feet above sea level. OO Based on U.S. Government Standard Tests. © The above wiring specifications are in accordance with National Electrical Code; however, installations must comply with local codes. Mechanical Specifications NATURAL GAS MODELS—Central heat - 0 ing furnace designs are certified by the American Gas Association for both natu- ral and L.P. gas. Limit setting and rating data were established and approved un- der standard rating conditions using Ameri- can National Standards Institute standards. SAFE OPERATION — The Integrated System Control has solid state devices, which continuously monitor for presence of flame, when the system is in the heating mode of operation. Dual solenoid combi- nation gas valve and regulator provide extra safety. QUICK HEATING—Durable, cycle tested, heavy gauge aluminized steel heat ex- changer quickly transfers heat to provide warm conditioned air to the structure. Low energy power vent blower, to increase efficiency and provide a positive discharge of gas fumes to the outside, allows com- mon venting with hot water heater. Technical Literature - Printed in U.S.A. American Standard Inc. The Trane Company 6200 Troup Highway Tyler, TX 75707 BURNERS — Multi -port, in -shot burners will give years of quiet and efficient service. All models can be converted to L.P. gas without changing burners. INTEGRATED SYSTEM CONTROL— Ex- clusively designed operational program pro- vides total control of furnace limit sensors, blowers, gas valve, flame control and in- cludes self diagnostics for ease of service. AIR DELIVERY —The multispeed, direct - drive blower motor, with sufficient airflow range for most heating and cooling re- quirements, will switch from heating to cooling speeds on demand from room thermostat. The blower door safety switch will prevent or terminate furnace operation when the blower door is removed. (Fan relay and 35VA control transformer is stan- dard). STYLING — Heavy gauge steel and "wraparound" cabinet construction is used in the cabinet with baked -on enamel finish for strength and beauty. The heat exchanger section of the cabinet is com- pletely lined with foil -faced fiberglass insu- lation. This results in quiet and efficient operation due to the excellent acoustical and insulating qualities of fiberglass. FEATURES AND GENERAL OPERA- TION — These High Efficiency Gas Fur- naces employ a Hot Surface Ignition sys- tem, which eliminates the waste of a con- stantly burning pilot. The integrated sys- tem control lights the main burners upon a demand for heat from the room thermo- stat. Complete front service access. a. Low energy power venter. b. Vent proving differential switch. Since the Trane Company has a policy of continuous product Improvement, It reserves the right to change specifications and design without notice.