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04-7823 (SFD)��wQ�rw BUILDING & SAFETY DEPARTMENT P.O. Box 1504; 4,�L (760),777-7012 78-49.5 C_A.. -TAMPICO FAX (760) 777-7011 LA QUINTA; CALIFORNIA 92253 INSPECTION REQUESTS (760) 777-7153 BUILDING PERMIT )n Nu"tuber ;aar s -s . . . APN: Application description Property Zoning . . Application valuation . 04-0000.7823 Date 1/19/05 52405 AVENIDA DIAZ 773-251-018-7 -000000- , DWELLING - SINGLE FAMILY DETACHED COVE RESIDENTIAL 102546 Owner Contractor. EA POWER FINANCE CONTEMPORARY HOMES INCORP P.O. BOX 134 P.O. BOX 1141 6.5000 LA QUINTA CA 92253 LA QUINTA CA 92253 EA WCC: STATE FUND WC: 16.764082004 07/01/05 CSLB: 736920 03/31/05 CCC: B ------ Structure Information SNGLE FAMILY DWELLING ----- Construction Type . . . . TYPE V - NON RATED Occupancy Type . . . . . . DWELLG/LODGING/LONG <=10 Flood Zone . . . NON -AO FLOOD ZONE Other struct info . . . . . CODE EDITION 2001 CBC # BEDROOMS 3.00 FIRE SPRINKLERS NO GARAGE SQ FTG 475.00 NUMBER OF UNITS• 1.00 1ST FLOOR SQUARE FOOTAGE 1630.00 Permit . . . ... .. BUILDING PERMIT Additional desc . Permit Fee . . . . 650.00 Plan Check Fee 422.50 Issue Date . . Valuation . . . . 102564 Qty Unit Charge Per Extension BASE FEE 639.50 3.00 3.5000 THOU BLDG 100,001-500,000 10.50 -------------------------------=-------------------------------------------- Permit . . . . . . MECHANICAL Additional desc Permit Fee . . . . 59.00 Plan Check Fee 14.75 Issue Date Valuation . . . . 0 Qty Unit Charge Per 1.00 9.0000 EA 1.00 9.0000 EA 3.00 6.5000 EA 1.00 6.5000 EA BASE FEE MECH FURNACE <=100K MECH B/C.<=3HP/100K BTU MECH VENT FAN MECH EXHAUST HOOD Extension 15.00 9.00 9.00 19.50 6.50 P.O. BOX 1504•Ot 4 �� VOICE (760) 777-7012 78-495 CALLE TAMPICO FAX (760) 777-7011 LA QUINTA, CALIFORNIA 92253 INSPECTIONS (760) 777-7153 BUILDING & SAFETY DEPARTMENT Application Number: m !!J 78Z3 1 Date: l - 426'0 -5 - Applicant Applicant's Mailing Address: Architect or Engineer: Architect or Engineer's Address: Lic. No.: BUILDING PERMIT DECLARATIONS LICENSED CONTRACTOR'S DECLARATION I here y affirm under penalty of perjury that I am licensed unde_�ppprovisions of Chapter 9 (commencing with Section 7000) of Division 3 of the Business and Professionals C e, and ss Licepse is in full force and effect. / ��i.1 ., ry^ rcense Class �+� /License No. ;,,JILL ") L MNER-BUILDER DECLARATION hereby affirm under penalty of perjury that I am exempt from the Contractors' 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 pernft to file a signed statement that he or she is licensed pursuant to the provisions of the Contractors' 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).): U I, as owner of the property, or my employees with wages as their sole compensation, will do the work, and the structure is not intended or offered for sale (Sec. 7044, Business and Professions Code: The Contractors' State License Law does not apply to an owner of property who builds or improves thereon, and who does the work himself or herself or 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.). (--) 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.). U I am exempt under Sec. BA P.C. for this reason WORKERS' COMPENSATION DECLARATION I hereby affirm under penalty of pedury 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 haUy l maintain workers' compensatio ' surance, as required by Section 3700 of the Labor Code, for the performance of the work for which this permit is is wo rs' compensation iry nce C. - .m I cen 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 I should become subject to the workers' compensation provisions of Section 3700 of the Labor Code, I shall forthwith comply with those provisions. 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 ($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. 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 ti 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 Quinta, 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. 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 constructions, ,and hereby authoriz e representatives of this county to enter pon above-mentioned property -for inspection purposes. ate v re (Applicant or Agent): Page 2 Application Number . . . . . 04-00007823 Date 1/19/05 ---------------------------------------------------------------------------- Permit . . . ELEC-NEW RESIDENTIAL Additional desc Permit Fee . . . . 96.55 Plan Check Fee 24.1'4 Issue Date . . . . Valuation 0 Qty Unit Charge Per ;'".�� , .i Extension BASE''FEE' 15.00 1630.00 .0350 ELEC NEW RES - 1 OR 2 FAMILY 57.05 475.00 .0200 ELEC GARAGE OR NON-RESIDENTIAL 9.50 1.00 15.0000 EA ELEC TEMPORARY POWER POLE 15.00 -------------------_--------------------------------------------------------- Permit . ... . . . PLUMBING Additional desc Permit Fee . . . . 123.00 Plan Check Fee 30.75 Issue Date . . . . Valuation . . . . 0 Qty_ Unit Charge Per Extension BASE FEE 15.00 9.00 6.0000 EA PLB FIXTURE 54.00 1.00 15.0000 EA PLB BUILDING SEWER 15.00 1.00 7..5000 EA PLB WATER HEATER/VENT 7.50 1.00 3.0000 EA PLB WATER INST/ALT/REP 3.00 1.00 9.0000 EA PLB LAWN SPRINKLER SYSTEM 9.00 6.00 .7500 EA PLB GAS PIPE >=5 4.50 1.00 15.0000 EA PLB GAS METER ` 15.00 ---------------------------------------------------------------------------- Permit . . . . . . GRADING PERMIT _ Additional desc Permit Fee . . . . 15.00 Plan Check Fee .00 Issue Date Valuation 0 Qty Unit Charge Per ' Extension BASE FEE 15.00 ----------------------------------------------------------------------------- Special Notes and Comments 1630 S.F. SFD PERMIT DOES NOT INCLUDE BLOCK WALL,POOL/SPA OR DRIVEWAY APPROACH ----------------------------------------------- Other Fees . . . . ------------------------- . . . . ART IN PUBLIC PLACES -RES ---- .00 DIF COMMUNITY CENTERS -RES 97.00 DIF CIVIC CENTER - RES 366.00 ENERGY REVIEW FEE 42.25 DIF FIRE PROTECTION -RES 97.00 GRADING PLAN CHECK FEE .00 DIF LIBRARIES - RES 225.00 0 t Page 3 Application Number . . . . . 04-00007823 Date 1/19/05 ---------------------------------------------------------------------------- Other Fees . . . . . . . DIF PARK MAINT FAC - RES 5.00 DIF PARKS/REC - RES 502.00 STRONG MOTION (SMI) - RES 10.25 DIF STREET MAINT FAC -RES 15.00 DIF TRANSPORTATION - RES 1098.00 Fee summary - ------- - - - - - - - -- Charged ---- Paid Credited Due Permit Fee Total - - - - -- 943.55 ---- - - - - ------ - - - .00 - ------ - - - - - - .00 943.55 Plan Check Total 492.14 250.00 .00 242.14 Other Fee Total 2457.50 .00 .00 2457.50 Grand Total 3893.19 250.00 .00 364i.19� 0 t P.O. BOX 1504 Addresgs � �� / Z 78-495 CALLS TAMPICO LA QUINTA, CALIFORNIA 92253 Owner J Mailing Address / �ZY!& Ci � Zi Tel State Lic. City & Classif. "�/�� Lic. #,C c/ < Designer / Address Lic. # LICENSED C DECLARATION.. I hereby affirm that I sed�rprovisior 9 (commencing with Section 7000) of Division 3 e Bus'I, and my license is in full force and effect. SIGNATURE DATE O R -BUILDER DECLARATION I hereby affirm that I am exempt from the Contractor's License Law for the following reason: (Sec. 7031.5, Business and Professions Code: Any city or county which requires a permit to construct, alter, improve, demolish, or repair any structure, prior to its issuance also requires the applicant for such permit to file a signed statement that he is licensed pursuant to the provisions of the Contractor's License Law, Chapter 9 (commencing with Section 7000) of Division 3 of the Business and Professions Code, or that he is exempt therefrom, and the basis for the alleged exemption. Any violation of Section 7031.5 by any applicant for a permit subjects the applicant to a civil penalty of not more than five hundred dollars ($500). O 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 or 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 o ilde? will have the burden of proving that he did not build or improve for the a ale). ❑ I, as owner of the property, -am exclus' contr g with licensed contractors to construct the project. (Sec. 7044, Busines roles ' s Code: The Contractor's License Law doe not apply to an owner of Or who b ' or improves thereon, and who contracts ch projects with a contra s) license u o the Contractor's License La O 1 am exam p er Sec. B. C. for this reason WORKER'SACOhrPENSATION 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 Of -752-3 APPLICATION ONLY BUILDING: TYPE CONST. `�/e OCC. GRP. A.P. Number / 7& a Z —5 —/ el— Legal Description Project Description Sq. Ft. fj Size Q No. Stories No. Dw. Units New Add ❑ Alter O Repair ❑ Demolition ❑ Estimated Valuation PERMIT AMOUNT.0 Plan Chk. Dep. SD Plan Chk. Bal. Const. Mech. Electrical Plumbing S.M.I. Grading Driveway Enc. Infrastructure ------ _N1 TOTAL d sem, . a REMARKS „pa.• • !-1'.) s iF tit-1�' �.Z___ _ ZONE: BY: Minimum Setback Distances: Front Setback from Center Line Rear Setback from Rear Prop. Line Side Street Setback from Center Line Side Setback from Property Line FINAL DATE INSPECTOR Issued by: Validated by: Validation: Date Permit YELLOW = APPLICANT PINK = FINANCE DEC -30-2005 06:41 AM CERTIFICATE OF FIE Project Tit! `Proi9P Address 6 Milder Contact P.02 CATION AND DIAGNOSTIC TESTING ` CF -4R uate Builder Name Plan Number Sample Group Number ifying Signature Date Sample House Number Firm:_ S. e..0" HERS Provider: 11,E R S Street Address: %ga 610'C Ad; City/State/Zip: Copies to: Builder, HERS Provider H The house was; ested ❑ Approved as part of sample testing, but was not tested As the HERS rater providing diagnostic testing and field verification, I certify that the houses Identified on this form com ly with the diagnostic . tested compliance requirements as checked on this form. Distribution system Is fully ducted (i.e.. does not use building cavities as plenums or platform retums in lieu of ducts) A�Where cloth backed, rubber adhesive duct tape Is installed, mastic and drawbands are used In combination �with cloth backed, rubber adhesive duct tape to seal leaks at duct connections. _E�MINIMUM REQUIREMENTS FOR DUCT LEAKAGE REDUCTION COMPLIANCE CREDIT Duct Diagnostic Leakage Testing Results (Maximum 6% Duct Leakage) Measured Duct Pressurization Test Results (CFM @ 26 Pa) values Test Leakage Flow In CFM ✓�� If fan flow Is calculated as 400cfm/ton x number of tons enter calculated value here -6 If fan flow is measured enter measured value here Leakage Percentage (100 x Test Leakage/Fan Flow) = 3. �• Check Box for Pass or Fall (Pass=6% or less) ❑ ass Fail IZ'THERMOSTATIC EXPANSION VALVE (TXV) or Commission approved equivalent A"Y"as ❑ No Thermostatic Expansion Valve (or Commission approved equivalent) is installed and Access is provided for Inspection ❑ Yes is a pass Pass Fall ❑ MINIMUM REQUIREMENTS FOR DUCT DESIGN COMPLIANCE CREDIT 1. ❑ Yes ❑ No ACCA Manual D Design requirements have been met (rater has verified that actual Installation matches values in CF -1R and design on plan. 2. 0 Yes ❑ No TXV is installed or Fan flow has been verified. If no TXV, verified fan flow matches design from CF -1 R. Measured Fan Flow = ❑ ❑ Yes for both 1 and 2 is a Pass Pass Fall CERTIFICATE OF COMPLIANCE `Desert Sands Unified School District o �'�nMn�✓��o 47950 Dune Palms Road < BERMUDA DUNES O v% RANCHO MIRAGE Date 1/28/05 La Quinta, CAp 92253 INDIAN WELLS No. 26832 (760) 771-$515 d� PALM LA QUINTA Y Zfl-�QIN010 L� a Owner Power Finance APN # 773-251-013 Address Jurisdiction La Quinta City Zip Permit # Tract # Study Area Type Single Family Residence No. of Units 1 Lot # No. Street Unit 1 52405 Avenida Diaz Unit 2 Unit 3 Unit 4 Unit 5 Comments S.F. 1630 Unit 6 Unit 7 Unit 8 Unit 9 Unit 10 Lot # No. Street S.F. 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 1,630 S.F. or $3,651.20 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 CCNalley Independent Bank - Betsy Aceves Check No. 319874 Name on the check Telephone Funding Residential By Dr. Doris Wilson Superintendent Fee collected /exempted -by Sharon Gilvre '' Payment Recd 0.00 $3,651.20 Over/Under Signature NOTICE: Pursuant to Government Code Section 66020(d)(1), this will serve to 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 District(s) behalf, whichever is earlier. NOTICE: This Document NOT VALID if Duplicated Embossed Original -Building DepartmentlApplicant Copy -Applicant/Receipt Copy - Accounting RC DISTRICT - PLANNING REVIEW FORM This form is to be used by CDD . staff for review of single family dwellings in the RC (Cove Residential) District per Section 9.50.090 of the Zoning Code. Its purpose is to determine: 1) that the proposed housing design does not duplicate the same architectural style of any house within 200 feet of the applicant, .and/or 2) if there is a need for the applicant to file for Master Design Guidelines: If the applicant does need to file .a Master Design Guideline, please transmit this information to the Building and Safety Department as part of your correction list. Please attach additional explanations as necessary. APPLICANT: Power Finance/Contemporary Homes SITE ADDRESS;' -`:.;552_-1405 Diaz APN 773 - 251 - 013 CASE NO.: 1049 LEGAL: LOT Z BLOCK UNIT I S.C.@V.L.Q. CHECK AND APPROVED.BY: G✓: /1-4- '/re' 7-- DATE: 12 f2 �-Io y Inform the assigned Building plan. checker upon your assignment to this case. The CDD Executive Secretary maintains 'a log book to track applications. and assign case numbers. REQUIRED ITEM Y N COMMENT/CORRECTION Verify legal and APN information�,��,_- 77 ,,,L,f o•-.�...� Consis wit applicable) .MDGJ i.'`g�� u' since /3/98) Architectural variety within 200 feet of the surrounding area: .:tPlarri Architectural design features Other Requirements: ed b ity rr -it ials C se E hibit With ning.. Commiss on �— --e---o - Council .�•..-- ----- o..--- Mum - ..._---. Conditions _._.�.... ..—.-- � �'� � 52 - 4os fl.rE u �p� Pi � 2.- �pfi .� 7'1� • Zs L - � i � - l� T� 5e.d A -5AUTA f7e- TRUSSWORKS A Company You Can CITY OF LA QUINTA BUILDING & SAFETY PT. APPROVED FOR CONSTRUCTION Truss! 75-110 ST. CHARLES PLACE LDATEL-1-65'eY ST _ I SUITE 11A Fxe, � �z PALM DESERT, CA 92260 JOB No.: PHONE: 760-341-2232 FAX: 760-341-2293 NAME: MANUFACTURING YARD: PROJECT: �� Fi!� 55755 TYLER STREET, THERMAL, CA. 92274 FAX: 760-399-9786 2400 A U0 Y •NATIONAL INSPECTION ASSOCIATION INC. W_. i —E Quality Systems Management, Inc. ® S National Testing, Inc. Origination Date: 07--20 ' 'Revision No Accredited (Duality Assurance / Control Agency IAS AA. -58.3 Metal Plate Connected Wood Truss Non Listed Fabricator's Audit. Report Number: A-1030'. Audit Date/Arrive/Depart:, /.d -?_/--g Fabricator's Name: `7Ji�USS�t�o,2K.5 Location: Does the Fabricator have a current Agreement with the Agency for Audit? ...........................::..... Is the Quality System Manual, "QSM" up to date per AC=10 & AC -98? ................................. Has the QSM been reviewed within a twelve month period?.........:.... Are materials used in Production per, National Standards & Engineers Specifications?..::............ Is an acceptable In -House Quality' Control System according to, National Standards in place?.. Are In -House Quality Control Inspections being conducted per National Standards?................... Is Final Inspection of,thn Trusses completed prior to Labeling &• Shipment?....................I.......... Is there a System in place to deal with Non -Conforming Materials? ...............: Are written Q.C. Inspection, Reports and Agency Audits kept for at least'two years? .................. Yes _�/ No Yes _;G No Yes _; No Yes'' No :'Yes•_✓ No Yes No ' Yes. c--- No , Yes / No Yes ✓ No Have any Corrective Action Requests, "CAR", been issued during this Audit? ............................ Yes No Product Check, -. CATEGORY T CONFORMING NON -CONFORM. REMARKS Lumber Grade Changes In Supervisory Personnel, Production Process Joint Accuracy is within 1/8" Per AC -98 Plate Piaceme,nL -- --- -- —. --- �Gp ANSI /'rPi zUO2 -- ------ Plate Size ICC ES Plate to Wood Tolerance is within 1/32" , 2 Labels Label Legibility -Labels on Site - Stamps,-' f CATEGORY YES NO REMARKS Changes In Supervisory Personnel, Production Process ✓ Per AC -98 Any Test Performed or Witnessed Per AC -98 Is There Product Tractability Per AC -98 Any "CAR" Reports From Last Audit f Per AC -98 Any Shut Downs or Disruptions In Production f Per AC -98 Any Samples Taken ✓ Per AC -98 Any Test / Measuring Equipment That Requires Calibration Per AC -98 j Does the Final Product meet UBC / IBC and National Standards?`� Required Signatures ()�Avr#r V V �Af_" Pall4tor.Q.C. Supervisor Auditor for National Inspection Association P.O. Box 3426 E -Mail: NIAgillette@vcn.com (307) 685-6331 Offln i Gillette, Wyoming 82717-3426 Cellular Phone: (307) 689-5977 (307) 685-6331 Fax Page One of Two Qt�aaF ol. N. a!r" A2�N\0 o- .�;�• `��• Cw Ff`y RoFV��pSS�P\NX� Eo \E��•\\-ME� S�SSPRSS�� t5\0 \�SoNv�( 4ROF 0NP.401\�Y�OGs��ARNNP� RvE '44\1\APQQGQ�J ��\\✓0SFE�SDVO\AsN�`H�� E£ESR g, OCr\eNS lEPS O\v &G;PN N. JF�AT ER\G�o E o9 -,iJO SSO� NFO S 0 \"`�PP AN ..S�SS\Gta OV\S\G\QPG,1O \}5SFEAS O� ��G; \CAG \� 6 n L � G CoA STATF nF OG� Phone (760) 341-2232 Fax # (760) 341-2293 Q a D TRUSS WORKS BAJA SANTA FE SALES REP DUE DATE DSGNR/CHKR SB SB / SS WO# B4451 Date 10/28/2004 16:3 TC Live 20.00 psf Dur Fac-Lbr 1.25 TC Dead 10.00 psf DurFac-Plt 1.25 A Company You Can Truss! BC Live 0.00 psf O.C. Spacing 24.0 75-110 St. Charles pl. ste-11A BC Dead 7.00 psf Design Spec UBC -97 Palm Desert, CA. 92211Total 37.00 psf #Tr/#Cfg : 50 / 12 Job Name: BAJA SF TYPICAL PLATE: 1.5-3 Truss ID: A TC 2x4 HP #2 BC 2x4 HP #2 GBL ELK 2x4 HP STUD PLATE VALUES PER ICBG RESEARCH REPORT #1607. Gable verticals are 2x 4 web material spaced at 16.0 " o.c. unless noted otherwise. Top chord supports 24.0 " of uniform load at 20 psf live load and 10 psf dead load. Additional design considerations may be required if sheathing is attached. [+) indicates the requirement for lateral bracing (designed by others) perpendicular to the plane of the member at 63"intervals. Bracing is a result of wind load applied to member.(Combination axial plus bending). This truss requires adequate sheathing, as designed by others, applied to the truss face providing lateral support for webs in the truss plane and creating shear wall action to resist diaphragm loads. Diagonals may be omitted if adequate bracing designed by others, is provided to prevent racking of the truss under lateral loads. Truss without diagonal web members or adequate sheathing applied to the truss face is designed to support only vertical load as noted. 2 3 4 5 ••[PM]=PLATE MONITOR USED -See Joint Report— Plating spec : ANSI/TPI - 1995 THIS DESIGN IS THE COMPOSITE RESULT OF MULTIPLE LOAD CASES. Drainage must be provided to avoid ponding. 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. 6 7 8 9 10 11 12 02 17 This truss is designed using the UBC -97 Code. Bldg Enclosed = Yes, Importance Factor = 1.00 Truss Location - End Zone Hurricane/Ocean Line - No , Exp Category = C Bldg Length = 40.00 ft, Bldg width = 40.00 ft Mean roof height = 10.01 ft, mph = 80 UBC Special Occupancy, Dead Load 17.0 psf Joint Locations ===== 1= 0- 0- 0 13 0- 0- 0 2 1- 4- 0 14 1- 4- 0 3 2- 8- 0 15 2- 8- 0' 4 4- 0- 0 '16 4- 0-.0 5 5- 4- 0 17 5- 4- 0 6 6- 8- 0 18 6- 8- 0 7 8- 0- 0 19 8- 0- 0 8 9- 4- 0 20 9- 4- 0 9 10- 8- 0 21 10- 8- 0 10 12- 0- 0 22 12- 0- 0 11 .13- 4- 0 23 13- 4- 0 12 14- 8- 0 24 14- 8- 0 14-8-0 -- 125.4-0 13 14 15 16 17 18 19 20 21 22 23 24 STUB 9/29/2004 OVER CONTINUOUS SUPPORT All plates are 20 gauge Truswal Connectors unless preceded by "MX" for HS 20 gauge or "H" for 16 gauge, positioned per Joint Detail Reports available from Truswal software, unless noted. Scale: 11/32" = 1' WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Job: EJ. WO: 84451 ® This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer Chk: SB and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions Dsgnr: SB are [o be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads TC Live 20.00 psf DurFacs L=1.25 P=1.25 T R U S S W O R KS utilized on this design meet or exceed the loading imposed by the local building code and the particular application. The design assumes that the top chord A Company YCTl p youanruss az is laterally braced by the roof or Floor sheathing and the bottom chord is laterally bred by a rigid sheathing material directly attached, unless otherwise TC Dead 10.00 Rep Mbr Bnd noted Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed in any psf 1.15 75-110 St. C harles pl. ste-11 A environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, install 'Joint BC Live 0.00 psf O.C.Spacing 2-0-0 Palm Desert, CA. 92211 and brace this truss in accordance with the following standards: and Cutting Detail Reports available as output from Truswal software, INSTALLING AND METAL BC Dead 7.00 psf Design Spec UBC -97 Phone (760) 341-2232 ANSUIPI I','WTCA I'- Wood Truss Council of America Standard Design Responsibilities,'HANDLING BRACING PLATE CONNECTED WOOD TRUSSES' - (HIB -91) and'MB-91 SUMMARY SHEET' by TPI. The Truss Plate Institute (TPI) is located at D'Onofrio Drive, Fax # (760) 341-2293 Madison, Wisconsin 53719. The American Forest and Paper Association (AFPA) is located at 1111 19th Street, NW, Ste 800, Washington, DC 20036. TOTAL 37.00 psf Seqn T6.4.12 - 0 Job Name: BAJA SF 25-4-0 Truss ID: Al Qty: 11 Drw : nG. x -LOC REACr SIZE REQ -D TC 2x4 HF #2 web bracing required at each location shown. UPLIFT REACTIONS) 1 0- 1-12 543 3.50•• 1.50• BC 2x4 HP #2 ® See standard details (TR01087001-001). Support 1 -71 lb 2 ,44- 6- 4 543 3.50 1.50• WEB 2x4 HP STUD Plating Spec : ANSI/TPI - 1995 Support 2 -71 lb RG RBQIJIREME ff shown are based ONLY PLATE VALUES PER ICBO RESEARCH REPORT #1607. THIS DESIGN IS THE COMPOSITE RESULT OF This truss is designed using the a the trues material at each bearing Drainage must be provided to avoid ponding. MULTIPLE LOAD CASES. UBC -97 Code. O.C.Spacing 2- 0- 0 Design Spec UBC -97 Fax # (760) 341-2293 End verticals designed for axial loads only. Bldg Enclosed = Yee, Importance Factor - 1.00 TC FORCE ARL END CSI Extensions above or below the truss profile Truss Location = End Zone 1-2 5 0.00 0.81 0.81 (if any) require additional consideration Hurricane/Ocean Line - No , Exp Category - C 2-3 -1025 0.06 0.86 0.91 (by others) for horiz. loads on the bldg. Bldg Length - 40.00 ft, Bldg width - 40.00 ft Mean roof height - 10.01 ft, mph = 80 BC FORCE ARL END CSI UBC Special Occupancy, Dead Load 17.0 psf 4-S 1212 0.23 0.17 0.41 5-6 2 0.00 0.24 0.24 WEB FORCE CSI WEB FORCE CSI 1-4 -137 0.05 3-5 1068 0.37 2-4 -1263 0.55 3-6 -507 0.21 2-S -281 0.06 4-3-11 T 2-" 1 MAX DEFLECTION (span) : L/999 IN MEM 4-5 (LIVE) L. -0.09" D= -0.08" T. -0 6-8_0 8-0_-0� Joint Locations ==_== _ 1� 0- 0- 0 4 0- 0- 0 6-8-0 14-8-0 2 6- 8- 0 5 8- 0- 0 3 14- 8- 0 6 14- 8- 0 2 3 Or 25 74-8N -- ti ttI uut 25-4-0 4 5 6 STUB 8-" 6-8-0 9/29/2004 8-0-0 14-8-0 All plates are 20 gauge Truswal Connectors unless preceded by "MX" for HS 20 gauge or "H" for 16 gauge, positioned per Joint Detail Reports available from Truswal software, unless noted. Scale: 11/32" = 1' WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Job: EJ. WO: 84451 This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer Chk: SB S and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions are be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads Dsgnr: SB TC Live 20.00 psf TC Dead 10.00 psf DurFacs L=1.25 P=1.25 Rep Mbr Bnd 1.15 T R U S WO R KS A Company YCan Truss I . p you utilitozed on this design meet or exceed the loading imposed by the local building code and the particular application. The design assumes that the top chord is laterally braced by the roof or Floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached unless otherwise noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed in any 75-110 St. Charles pl. ste-11A Palm Desert, CA. 92211 Phone (760) 341-2232 environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, install and brace this truss in accordance with the following standards: 'Joint and Cutting Detail Reports available as output from Truswal software', 'ANSI/TPI I','WTCA I'- Wood Truss Council of America Standard Design Responsibilities,'HANDLING INSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES'. (HIB -91) and'HIB-91 SUMMARY SHEET by TPI. The Truss Plate Institute (TPI) is located at D'Onofrio Drive, BC Live 0.00 psf BC Dead 7.00 psf O.C.Spacing 2- 0- 0 Design Spec UBC -97 Fax # (760) 341-2293 Madison, Wisconsin 53719. The American Forest and Paper Association (AFPA) is located at I I 1 119th Street, NW, Ste 800, Washington, DC 20036. TOTAL 37.00 psf Seqn T6.4.12 - ' 0 Job Name: BAJA SF RG Rr LOC REACT SIZE RRQ'D 1 0- 1-12 1480 3.50 . 2.12• 2 39-10- 4 1480 3.50• 2.12• RG EEQUIREMENTS Showa are based ONLY a the truss material at each bearing TC FORCE ARL BUD CSI 1-2 5 0.00 0.35 0.35 2-3 -4982 0.34 0.41 0.75 3-4 -6798 0.48 0.33 0.81 4-5 -6288 0.42 0.33 0.74 5-6 -3966 0.31 0.46 0.77 6-7 -5 0.00 0.$1 0.51 BC FORCE ARL BUD CSI 8-9 4301 0.42 0.13 0.54 9-10 6566 0.64 0.11 0.75 0-11 6903 0.67 0.12 0.78 1-12 5768 0.86 0.11 0.97 2-13 3363 0.50 0.14 0.64 WEB FORCE CSI w$B FORCE CSI 1-8 -163 0.06 4.11 -701 0.33 2-8 -4482 0.87 5.11 674 0.23 2-9 990 0.34 5-12 -1970 0.68 3-9 -1701 0.58 6-12 1086 0.38 3-10 281 0.10 6.13,-3593 0.94 4-10 -125 0.06 7-13 -163 0.08 TYPICAL PLATE: 1.5-3 Truss ID: A2 TC 2x4 HP #2 2x4 SPP 165OP-1.5E 1-3 2x4 SPP 2100P -1.8E 3-5 BC 2x4 SPP 210OF-1.89 2x4 SPP 165OP-1.59 11-13 WEB 2x4 HP STUD 2x4 HP #2 8-2 GBL ELK 2x4 HP STUD 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. T 4_,0 1 2-0-0 ®web bracing required at each location shown. See standard details (T%01087001-001). Plating Spec : ANSI/TPI - 1995 THIS DESIGN IS THE COMPOSITE RESULT OF MULTIPLE LOAD CASES. PLATE VALUES PER ICBO RESEARCH REPORT #1607. Drainage must be provided to avoid ponding. Gable verticals are 2x 4 web material spaced at 16.0 " o.c. unless noted otherwise. Top chord supports 24.0 " of uniform load at 20 psf live load and 10 psf dead load. Additional design considerations may be required if sheathing is attached. [t) indicates the requirement for lateral bracing (designed by others) perpendicular to the plane of the member at 63"intervals. Bracing is a result of wind load applied to member.(Combination axial plus bending). This truss requires adequate sheathing, as designed by others, applied to the truss face providing lateral support for webs in the truss plane and creating shear wall action to resist diaphragm loads. 6-8� 6.8-0 6-8-0 6-8_ 0 678-0 13-4-0 20-" 26-8-0 1 2 3 4 0- 1 D UPLIFT REACTIONS) : Support 1 -66 lb Support 2 -66 lb This trues is designed using the UBC -97 Code. Bldg Enclosed = Yes, Importance Factor - 1.00 Trues Location - End Zone Hurricane/Ocean Line - No , Exp Category = C Bldg Length - 40.00 ft, Bldg width = 40.00 ft Mean roof height - 10.27 ft, mph 80 UHC Special Occupancy, Dead Load = 17.0 psf MAX DEFLECTION .(span) : L/506 IN M6% 10-11 (LIVE) L= -0.94" D- -0.80" T= -1 --== Joint Locations = - 1 0- 0- 0 8 0- 0- 0 2 6- 8- 0 9 8- 0- 0 3 13- 4- 0 10 16- 0- 0 4 20- 0- 0 11 24- 0- 0 5 26- 8- 0 12 32- 0- 0 6-8-0 6 8-06 33- 4- 0 13 40- 0- 0 33-4-0 40-" 7 40- 0- 0 5 6 7 3-12 40-M 8 9 10 11 8-" 8-0-0 8-" 8-0-0 16-0-0 24-" 3-10 T 4-10-0 TSHIP ,cig'�IF �1O.C11t391 c jo/31/206 EXP DATE / 12 13 8-0_0 40 32-0-0 40-0-0 �4'fpe�.O-FFCG SEP 2 9 2�� 9/29/2004 All plates are 20 gauge Truswal Connectors unless preceded by "Mx" for HS 20 gauge or "H" for 16 gauge, positioned per Joint Detail Reports available from Truswal software, unless noted. Scale: 1/8" = 1' WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Job: EJ. WO: 84451 ® This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer Chk: SB and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions Dagnr: SB arc to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads TC Live 20.00 psf DurFacs L=1.25 P=1.25 T R U S S W O R KS utilized on this design meet or exceed the loading imposed by the local building code and the particular application. The design assumes that the top chord A Company YCTl p youanruss is laterally braced by the roof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise TC Dead 10.00 Rep Mbr Bnd 1.15 noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed in any psf 75-110 St. Charles pl. Ste -11A environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, install 'Joint BC Live 0.00 psf O.C.Spaeing 2-0-0 Palm Desert, CA. 92211 and brace this truss in accordance with the following standards: and Cutting Detail Reports available as output from Truswal software', ANSI/TPI I%'WTCA I' - Wood Truss Council of America Standard Design Responsibilities,'HANDLING INSTALLING AND BRACING METAL BC Dead 7.00 psf Design Spec UBC -97 Phone (760) 341.2232 PLATE CONNECTED WOOD TRUSSES' - (HIB -91) and'HIB-91 SUMMARY SHEET' by TPI. The Truss Plate Institute (TPI) is located at D'Onof io Drive, Fax # (760) 341-2293 Madison, Wisconsin 53719. The American Forest and Paper Association (AFPA) is located at 1111 19th Street, NW, Ste 800, Washington, DC 20036. TOTAL 37.00 psf Seqn T6.4.12 - 0 Jeb Name: BAJA SF all notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Job: EJ. Truss ID: A3 Qty: 11 Drw : This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer Chk: SB RG x -Loc REACT SIZE RBO�D TC 2x4 HP #2 Web bracing required at each location shown. UPLIFT RRACTION(S) DurFacs L=1.25 P=1.25 T R U S S W O R KS 1 0- 1-12 1480 3.50- 2.12• 2x4 SPP 1650P-1.58 1-3 ® See standard details (T%01087001-001). Support 1 -66 lb 75-110 St. Charles pl. ste-11 A 2 39-10- 4 1480 3.50- 2.12- 2x4 SPP 210OF-1.SE 3-5 Plating Spec : ANSI/TPI - 1995 Support 2 -66 lb RG EEQUIREMENTS shown are based ONLY BC 2x4 SPF 210OF-1.89 Seqn T6.4.12 - 0 THIS DESIGN IS THE COMPOSITE RESULT OF This trues is designed using the n the trues material at each bearing 2x4 SPP 165OF-1.58 11-13 MULTIPLE LOAD CASES. UBC -97 Code. WEB 2x4 HP STUD PLATE VALUES PER ICBO RESEARCH REPORT #1607. Bldg Enclosed = Yea, Importance Factor = 1.00 TC FORCE AXL END CSI 2x4 HP #2 8-2 Drainage must be provided to avoid ponding. Trues Location = End Zone 1-2 5 0.00 0.35 0.35 End verticals designed for axial loads only. Hurricane/Ocean Line = No , Exp Category - C 2-3 -4982 0.34 0.41 0.75 Extensions above or below the truss profile Bldg Length - 40.00 ft, Bldg width - 40.00 ft 3-4 -6798 0.48 0.33 0.81 (if any) require additional consideration Mean roof height = 10.27 ft, mph 80 4-5 -6288 0.42 0.33 0.74 (by others) for horiz. loads on the bldg. UBC Special Occupancy, Dead Load 17.0 psf 5-6 -3966 0.31 0.46 0.77 6-7 -5 0.00 0.51 0.51 - BC FORCE ARL END CSI 8-9 4301 0.42 0.13 0.54 9-10 6566 0.64 0.11 0.75 0-11 6903 0.67 0.12 0.78 1-12 5768 0.86 0.11 0.97 2-13 3363 0.50 0.14 0.64 _ WEB FORCE CSI WEB FORCE CSI MAX DEFLECTION (span) 1-8 -163 0.06 4-11 -701 0.33 L/506 IN MEM 10-11 (LIVE) 2-8 -4482 0.87 5-11 674 0.23 L= -0.94" D- -0.80" T- -1 2-9 990 0.34 5-12 -1970 0.68 3-9 -1701 0.58 6-12 1086 0.38Joint - - - _ Locations - = =1 = -_ 3-10 281 0.10 6-13 -3593 0.94 .. 0- 0- 0 8 0- 0- 4-10 4-30 -125 0.06 7-13 -163 0.08 2 6- 8- 0 9 8- 0- 0 3 13- 4- 0 10 16- 0- 0 • 4 20- 0- 0 11 24- 0- 0 6-8-0 6-8-0 6-6-0 6-8-0 6-8-0 6-8-0 1 5 26- 8- 0 12 32- '33- 4- 0 13 40- 0- 0 0- 0 6-8-0 13-4-0 20-" 26-8-0 33-4-0 40-M 7 40- 0- 0 1 2 3 4 5 6 7 0.25 T 4-10-0 SHIP 3-12 3-10 4 ao-0-0 � 8 9 10 11 12 13 8-0-0 8-0-0 8-0-0 8-0� 8-" 8-" 16-0-0 24-0-0 32-" 40-" SEP 2 9 OR �E oAC F l' v t1o• � 10j3/Df O(P orA� �� 9/29/2004 All plates are 20 gauge Truswal Connectors unless preceded by "Mx" for HS 20 gauge or "H" for 16 gauge, positioned per Joint Detail Reports available from Truswal software, unless noted. Scale: 1/8" = 1' all notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Job: EJ. WO: 84451 ®WARNINGRead This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer Chk: SB and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions Dsgnr• SB are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads TC Live 20.00 psf DurFacs L=1.25 P=1.25 T R U S S W O R KS utilized on this design meet or exceed the loading imposed by the local building code and the particular application. The design assumes that the top chord A Company YCTl p youanruss is laterally braced by the roof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise TC Dead 10.00 Rep Mbr Bnd 1.15 noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed in any psf 75-110 St. Charles pl. ste-11 A environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, install 'Joint BC Live 0.00 psf O.C.Spacing 2-0-0 Palm Desert, CA. 92211 and brace this truss in accordance with the following standards: and Cutting Detail Reports available as output from Truswal software, ANSI/TPI I','WTCA I' - Wood Truss Council of America Standard Design Responsibilities,'HANDLING INSTALLING AND BRACING METAL BC Dead 7.00 psf Design Spec UBC -97 Phone (760) 341-2232 PLATE CONNECTED WOOD TRUSSES' - (HIB -91) and'MB-91 SUMMARY SHEET by TPI. The Truss Plate Institute (TPI) is located at D'Onofrio Drive, Fax # (760) 341-2293 Madison, Wisconsin 53719. The American Forest and Paper Association (AFPA) is located at 1111 19th Stree4 NW, Ste 800, Washington, DC 20036. TOTAL 37.00 psf Seqn T6.4.12 - 0 Job Name: BAJA SF RG R -LOC REACT SIZE REQ'D 1 0- 1-12 1480 3.50• a.la• 2 39-10- 4 14e0 3.50• 2.12• RG -REQUIREMENTS shown are based ONLY a the trues material at each bearing TC FORCE ARL END CSI 1-2 5 0.00 0.36 0.36 2-3 -4986 0.34 0.41 0.75 3-4 -6797 0.48 0.33 0.82 4-5 -6287 0.42 0.33 0.75 5-6 -3966 0.13 0.39 0.52 6-7 -5 0.00 0.39 0.39 BC FORCE ARL END CSI 8-9 4305 0.42 0.13 0.54 9-10 6566 0.64 0.11 0.74 0-11 6903 0.67 0.12 0.79 1-12 5767 0.86 0.11 0.97 2-13 3362 0.50 0.14 0.64 WEB FORCE CSI WEB FORC$ CSI 1-8 -163 0.06 4-11 -703 0.33 2-8 -4486 0.99 5-11 675 0.23 2-9 990 0.34 5-12 -1970 0.68 3-9 -1698 0.58 6-12 1087 0.38 3-10 281 0.10 6-13 -3592 0.94 4-10 -127 0.06 7-13 -164 0.08 TYPICAL PLATE: 1.5-3 Truss ID: A5 TC 2x4 SPF 1650P-1.SE 2x4 SPP 2100F-1.89 3-5 BC 2x4 SPP 210OF-1.8E 2x4 SPF 1650F-1.59 11-13 WEB 2x4 HF STUD 2x4 SPF 1650P-1.59 8-2 GBL ELK 2x4 HP STUD End verticals designed for axial loads only Extensions above or below the trues profile (if any) require additional consideration (by others) for horiz. loads on the bldg. T 4_,0 1 2-M ®web bracing required at each location shown. Seestandard details =01087001-001 revl). Plating spec : ANSI/TPI - 1995 THIS DESIGN IS THE COMPOSITE RESULT OF MULTIPLE LOAD CASES. PLATE VALUES PER ICBG RESEARCH REPORT #1607. Drainage must be provided to avoid ponding. Gable verticals are 2x 4 web material spaced at 16.0 " o.c. unless noted otherwise. Top chord supports 24.0 " of uniform load at 20 psf live load and 10 psf dead load. Additional design considerations may be required if sheathing is attached. [t) indicates the requirement for lateral bracing (designed by others) perpendicular to the plane of the member at 63"intervals. Bracing is a result of wind load applied to member.(Combination axial plus bending). This trues requires adequate sheathing, as designed by others, applied to the trues face providing lateral support for webs in the trues plane and creating shear wall action to resist diaphragm loads. 6-8_0 6-8-0 6-8-0 6-8_0� 6-8-0 13-4-0 20-" 26-8-0 1 UPLIFT RRACTION(S) : Support 1 -66 lb Support 2 -66 lb This truss is designed using the UBC -97 Code. Bldg Enclosed - Yes, Importance Factor - 1.00 Trues Location - End Zone Hurricane/Ocean Line = No , Exp Category = C Bldg Length - 40.00 ft, Bldg Width - 40.00 ft Mean roof height - 10.27 ft, mph 80 UBC Special Occupancy, Dead Load = 17.0 psf MAX DEFLECTION (span) L/513 IN MSM 10-11 (LIVE) L- -0.93" D= -0.79" To -1 72 -- _= Joint Locations ==-.= 1 0- 0- 0 8 0- 0=0 2 6- 8- 0 9 8- 0- 0 3 13- 4- 0 10 16- 0- 0 4 20- 0- 0 11 24- 0- 0 5 26- 8- 0 12 32- 0- 0 6-8_0 _i 6-8-0 6 33- 4- 0 13 40- 0- 0 33-4-0 40-" 7 40- 0- 0 2 3 4 5 6 7 0 2 5 T 4-10-0 SHIP 3-181 3-1082 8 9 10 11 12 13 8-0-0 8-" 8-0-0 8-0-0 8-0-0 8-0-0 16-0-0 24-0-0 32-0-0 40-" All plates are 20 gauge Truswal Connectors unless preceded by "Mx" for HS 20 gauge or "H" for 16 gauge, positioned per Joint Detail Reports available from Truswal software, unless noted. Scale: 1/8" = 1' WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Job: EJ. WO: 84451 ® This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer Chk: SB and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions Dsgnr: SB T R R are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads TC Live 20.00 psf DurFacs L=1.25 P=1.25 U S S WO KS utilized on this design meet or exceed the loading imposed by the local building code and the particular application. The design assumes that the top chord A Company You Can Trussl is laterally braced by the roof or Boor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached unless otherwise TC Dead 10.00 Mbr Bnd 1.15 noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed in any psf p Rep 75-110 St. Charles pl. ste-11 A environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, install 'Joint BC Live 0.00 psf O.C.Spacing 2- 0- 0 Palm Desert, CA. 92211 and brace this truss in accordance with the following standards: and Cutting Detail Reports available as output from Truswal software', 'ANSI/TPI 1','WTCA I' - Wood Truss Council of America Standard Design Responsibilities, 'HANDLING INSTALLING AND BRACING METAL BC Dead 7.00 psf Design Spec UBC -97 Phone (760) 341-2232 PLATE CONNECTED WOOD TRUSSES' - (HIB -91) and'HIB-91 SUMMARY SHEET by TPI. The Truss Plate Institute (TPI) is located at D'Onofrio Drive, Fax # (760) 341-2293 Madison, Wisconsin 53719. The American Forest and Paper Association (AFPA) is located at I 1 I 1 19th Street, NW, Ste 800, Washington, DC 20036. TOTAL 37.00 psf Seqn T6.4.18 - 0 J6b Name: BAJA SF 13-0-0 SEP 2 5t �JillT-- 2 Truss ID: A6 Qty: 3 Drw : RG x -LOC REACT SIZE RHO'D TC 2x4 HP #2 Web bracing required at each location shown. UPLIFT REACTION(S) .1 0- 1-12 493 3.50- 1.50• BC 2X4 HP #2 ® See standard details (TR01087001-001). Support 1 -67 lb 2, 13- 2- 4 493 3.50• 1.50• WEB 2x4 HP STUD Plating spec : ANSI/TPI - 1995 Support 2 -61 lb RG *EQuiRENENTS shown are based ONLY PLATE VALUES PER ICBO RESEARCH REPORT #1607. THIS DESIGN IS THE COMPOSITE RESULT OF This truss is designed using the a the Cruse material at each bearing Drainage must be provided to avoid ponding. MULTIPLE LOAD CASES. UBC -97 Code. that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, install and brace this truss in accordance with the following standards: 'Joint and Cutting Detail Reports available as output from Trtuwal software', ANSVIPI 1','WTCA I' - Wood Truss Council of America Standard Design Responsibilities,'HANDLING INSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES'- (HI3-91) and'MB-91 SUMMARY SHEET' by TPI. The Truss Plate Institute (TPI) is located at D'Onofrio Drive, Madison, Wisconsin 53719. The American Forest and Paper Association (AFPA) is located at 1111 19th Street, NW, Ste 800, Washington, DC 20036. BC Live 0.00 psf BC Dead 7.00 psf TOTAL 37.00 psf O.C.SpaCing 2- 0- 0 Design Spec UBC -97 Seqn T6.4.12 - 0 End verticals designed for axial loads only. Bldg Enclosed = Yes, Importance Factor - 1.00 TC FORCE ARL END CSI Extensions above or below the truss profile Truss Location = End Zone 1-2 5 0.00 0.63 0.63 (if any) require additional consideration Hurricane/Ocean Line = NO , Exp Category - C 2-3 -814 0.01 0.63 0.64 (by others) for horiz. loads on the bldg. Bldg Length = 40.00 ft, Bldg Width - 40.00 ft Mean roof height = 9.99 ft, mph 80 BC FORCE A.XL END CSI UBC Special Occupancy, Dead Load 17.0 psf 4-5 1000 0.19 0.17 0.37 5-6 2 0.00 0.22 0.22 jW11B FORCE CSI WEB PORK CSI 1-4 -150 0.05 3-5 869 0.30 2-4 -1041 0.45 3-6 -468 0.09 2-5 -280 0.06 5" 1 6-8-0 6-8-0 6-8-0 r 13-4-0 3 1 2-3-5 1 -=== Joint Locations -=_ = 1 0- 0- 0 4 0- 0- 0 2 6- 8- 0 5 8- 0- 0 3 13- 4- 0 6 13- 4- 0 13-0-0 SEP 2 5t �JillT-- 2 26-8-0 4 5 6 STUB 8-M 5-4-09/29/2004 8-" 13-4-0 All plates are 20 gauge Truswal Connectors unless preceded by "Mx" for HS 20 gauge or "H" for 16 gauge, positioned per Joint Detail Reports available from Truswal software, unless noted. Scale: 318" = 1' WARNING Read all notes on this sheet and give a copy ojit to the Erecting Contractor. Eng. Job: EJ. w0: B4451 ® This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer Chk' SB KS and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads DSgnr' SB TC Live 20.00 psf TC Dead 10.00 psf DurFacs L=1.25 P=1.25 Rep Mbr Bnd 1.15 T R U S S WO R A Com an YCTrussl p youan utilized on this design meet or exceed the loading imposed by the local building code and the particular application. The design assumes that the top chord is laterally braced by the roof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed in any 75-110 pl.environment Charles 22 ste-11A Palm P Palm ert, CA. 92211 Desert, Phone (760) 341-2232 Fax # (760) 341-2293 that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, install and brace this truss in accordance with the following standards: 'Joint and Cutting Detail Reports available as output from Trtuwal software', ANSVIPI 1','WTCA I' - Wood Truss Council of America Standard Design Responsibilities,'HANDLING INSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES'- (HI3-91) and'MB-91 SUMMARY SHEET' by TPI. The Truss Plate Institute (TPI) is located at D'Onofrio Drive, Madison, Wisconsin 53719. The American Forest and Paper Association (AFPA) is located at 1111 19th Street, NW, Ste 800, Washington, DC 20036. BC Live 0.00 psf BC Dead 7.00 psf TOTAL 37.00 psf O.C.SpaCing 2- 0- 0 Design Spec UBC -97 Seqn T6.4.12 - 0 Job Name: BAJA SF 3 T 3-6 6 3 4 Truss ID: A7 Qty: 5 DnN : RG x -LOC REACT SIZE REQ'D TC 2x4 HP #2 Web bracing required at each location shown. UPLIFT RRACTION(S) 1 0- 1-12 493 3.50 .1.50• BC 2x4 HF #2 ® See standard details (TR01087001-001). Support 1 -67 lb 2.13- 2- 4 493 3.s0• 1.50• WEB 2x4 HF STUD Plating spec : ANSI/TPI - 1995 Support 2 -67 lb RG REQUIREMENTSshown are based ONLY PLATE VALUES PER ICBG RESEARCH REPORT #1607. THIS DESIGN IS THE COMPOSITE RESULT OF This trues is designed using the a the trues material at each bearing Drainage must be provided to avoid ponding. MULTIPLE LOAD CASES. UBC -97 Code. 8-0-0 13-4-0 End verticalB designed for axial loads only. Bldg Enclosed - Yes, Importance Factor - 1.00 TC FORCE AxL END CSI WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Job: EJ. Extensions above or below the truss profile Truss Location - End Zone 1-2 5 0.00 0.63 0.63 Chk' SB (if any) require additional consideration Hurricane/Ocean Line = No , Exp Category - C 2-3 -814 0.01 0.63 0.64 KS (by others) for horiz. loads on the bldg. Bldg Length = 40.00 ft, Bldg Width = 40.00 ft T R U S S W O R utilized on this design meet or exceed the loading imposed by the local building code and the particular application. The design assumes that the top chord TC Live 20.00 psf Mean roof height = 9.99 ft, mph 80 BC FORCE Au END CST A Company YCTl p youanruss is laterally braced by the roof or Floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly ached, unless otherwise attached, TC Dead 10.00 DEC Special Occupancy, Dead Load 17.0 psf 4-5 1000 0.19 0.17 0.37 noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed in any psf Rep Mbr Bnd 1.15 75-110 St. Charles pl. ste-11A 5-6 2 0.00 0.22 0.22 psf BC Live 0.00 p O.C.S acin 2- 0- 0 p g Palm Desert, CA. 92211 and brace this truss in accordance with the following standards: and Cutting Detail Reports available as output from Truswal software', Wood Council Standard Design Responsibilities,'HANDLING IEB FORCE CSI WEB FORCE CSI -4 -150 0.05 3-5 869 0.30 -4 -1041 0.45 3-6 -468'0.19 5 -280 0.06 6-8-0 6-8-0 6-86-8-00 13-4-0 2 3 025 MAX DEFLECTION (span) : L/999 IN NEM 4-5 (LIVE) L- -0.08" D= -0.07" T- -0 _= Joint Locations -. =1= 0- 0- 0 4 0- 0- 0 2 6- 8- 0 5 8- 0- 0 3 13- 4- 0 6 13- 4- 0 4-3.5 3 T 3-6 6 3 4 T 4-3-5 I1 HIP _ �ED ARCy/l \� 2-0-0 2-3 4 1 vis D - GAq*. Q r3.4 .4 �� tea. C1199� � •k 1013112006 �-- 13-4-0 SE. 4 �5 5-0 8-0-0 Q 4/ �OO� 26-6- STAB Sr� OF CA�� 9/29/2004 8-0-0 13-4-0 All plates are 20 gauge Truswal Connectors unless preceded by "MX" for HS 20 gauge or "H" for 16 gauge, positioned per Joint Detail Reports available from Truswal software, unless noted. Scale: 3/8" = 1' WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Job: EJ. WO: 84451 ® This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer Chk' SB and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions Dsgnr: SB KS are [o be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads T R U S S W O R utilized on this design meet or exceed the loading imposed by the local building code and the particular application. The design assumes that the top chord TC Live 20.00 psf DurFacs L=1.25 P=1.25 A Company YCTl p youanruss is laterally braced by the roof or Floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly ached, unless otherwise attached, TC Dead 10.00 , noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed in any psf Rep Mbr Bnd 1.15 75-110 St. Charles pl. ste-11A environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, install 'Joint psf BC Live 0.00 p O.C.S acin 2- 0- 0 p g Palm Desert, CA. 92211 and brace this truss in accordance with the following standards: and Cutting Detail Reports available as output from Truswal software', Wood Council Standard Design Responsibilities,'HANDLING BC Dead 7.00 psf Design Spec UBC -97 Phone (760) 341-2232 ANSUPPI F,'WTCA I' - Truss of America INSTALLING AND BRACING METAL WOOD TRUSSES'- SUMMARY SHEET by TPI. The Truss is located D'Onofrio Drive, Fax # (760) 341-2293 PLATE CONNECTED (HIB -91) and'HIB-91 Plate Institute (TPI) at Madison, Wisconsin 53719. The American Forest and Paper Association (AFPA) is located at 1111 19th Street, NW, Ste 800, Washington, DC 20036. TOTAL 37.00 psf Seqn T6.4.12 - 0 1J6b Name: BAJA SF Truss ID: A8 Qtv: 1 Drwa: TC 2x4 HF #2 BC 2x4 HF #2 GBL ELK 2x4 HP STUD PLATE VALUES PER ICBG RBSRARCH REPORT #1607. Gable verticals are 2x 4 web material spaced at 16.0 " O.C. unless noted otherwise. Top chord supporta 24.0 - of uniform load at 20 psf live load and 10 psf dead load. Additional design considerations may be required if sheathing is attached. [+1 indicates the requirement for lateral bracing (designed by others) perpendicular to the plane of the member at 63 -intervals. Bracing is a result of wind load applied to member.(Combination axial plus bending). This truss requires adequate Sheathing, as designed by others, applied to the truss face providing lateral support for webs in the truss plane and creating shear wall action to resist diaphragm loads. Diagonals may be omitted if adequate bracing designed by others, is provided to prevent racking of the truss under lateral loads. Truss without diagonal web members or adequate sheathing applied to the truss face is designed to support only vertical load as noted. ••[PM)=PLATS MONITOR USED -See Joint Report -- Plating Spec : ANSI/TPI - 1995 THIS DESIGN IS THE COMPOSITE RESULT OF MULTIPLE LOAD CASES. Drainage must be provided to avoid ponding. 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. 0� 10 11 This truss is designed using the UBC -97 Code. Bldg Enclosed = Yes, Importance Factor - 1.00 Truss Location - End Zone Hurricane/Ocean Line - No , Exp Category - C Bldg Length = 40.00 ft, Bldg Width - 40.00 ft Mean roof height - 9.99 ft, mph 80 UBC Special Occupancy, Dead Load = 17.0 psf === Joint Locations -== 1 0- 0- 0 12 0- 0-0 2 1- 4- 0 13 1- 4- 0 3 2- 8- 0 14 2= 8- 0 4 4- 0- 0 15 4- 0- 0 5 5- 4- 0 16 5- 4- 0 6 6- 8- 0 17 6- 8- 0 7 8- 0- 0 18 8- 0- 0 8 9- 4- 0 19 9- 4- 0 9 10- 8- 0 20 10- 8- 0 10 12- 0- 0 21 12- 0- 0 11 13- 4- 0 22 13- 4- 0 3-6 THIP ,`,0i, 2.0.0 2-3.4 QHS 1 l ro td0, C11991 .� 2-4 . 2-4 1013005 ptP QATE 13-4-0 tF 9 �AOF CAS\�� TYPICAL PLATE: 1.5-3 12 13 14 15 16 17 18 19 20 21 22 STUB 9/29/2004 OVER CONTINUOUS SUPPORT All plates are 20 gauge Truswal Connectors unless preceded by "Mx" for HS 20 gauge or "H" for 16 gauge, positioned per Joint Detail Reports available from Truswal software, unless noted. Scale: 3/8" = V WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Job: EJ. WO: 84451 This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer Chk' SB and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions Dsgnr: SB T R U S S WO R KS are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads utilized on this design meet or exceed the loading imposed by the local building code and the particular application. The design assumes that the top chord TC Live 20.00 psf Durleacs L=1.25 P=1.25 A Company YCan TI is laterally braced by the roof or Floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise p you russnoted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed in any TC Dead 10.00 psf Rep Mbr Bnd 1.15 75-110 St. Charles pl. ste-11 A environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, install BC Live 0.00 p p g psf O.C.$ acin 2- 0- 0 thuand brace this s in accordance with the following standards: 'Joint and Cutting Detail Reports available as output from Truswal softwae, Palm Desert, CA. 92211 ANSI/TPI 1','WTCA I'- Wood Truss Council of America Standard Design Responsibilities,'HANDLING INSTALLING AND BRACING METAL BC Dead 7.00 psf Design Spec UBC -97 Phone (760) 341-2232 PLATE CONNECTED WOOD TRUSSES'- (FOB -91) and'FBB-91 SUMMARY SHEET by TPI. The Truss Plate Institute (TPI) is located at D'Onofrio Drive, Fax # (760) 341-2293 Madison, Wisconsin 53719. The American Forest and Paper Association (AFPA) is located at 1 111 19th Street, NW, Ste 800, Washington, DC 20036. TOTAL 37.00 psf Seqn T6.4.12 - 0 Job Name: BAJA SF Truss ID: B1 Qty: 6 Drw : RGX-LOC REACT SIZE REO'D TC 2x4 HP #2 web bracing required at each location shown. UPLIFT RRACTION(S) 1 , 0- 1-12 785 3.50 .1.50• BC 2x4 HP #2 ® See standard details (TX01087001-001). Support 1 -83 lb 2 21- 2- 4 790 3.50• 3.50• WEB 2x4 HF STUD Plating Spec : ANSI/TPI - 1995 Support 2 -83 lb RG RSOUIRRMRNTS swn hoare based ONLY BEG BLR 2x4 HP STUD THIS DESIGN IS THE COMPOSITE RESULT OF This trues is designed using the in the trues material at each bearing PLATE VALUES PER ICBO RESEARCH REPORT #1607. MULTIPLE LOAD CASES. -176 0.06 UBC -97 Code. -1774 0.88 End verticals designed for axial loads only. Drainage must be provided to avoid ponding. Bldg Enclosed - Yes, Importance Factor - 1.00 TC FORCE AXL END CSI Extensions above or below the trues profile Truss Location - End Zone 1-2 5 0.00 0.57 0.57 (if any) require additional consideration Hurricane/Ocean Line - No , Exp Category = C 2-3 -1958 0.04 0.57 0.61 (by others) for horiz. loads on the bldg. Bldg Length - 40.00 ft, Bldg width = 21.33 ft 3-4 -60 0.00 0.57 0.57 Mean roof height - 10.16 ft, mph = 80 UBC Special Occupancy, Dead Load = 17.0 psf BC FORCE AXL END CSI 5-6 1866 0.22 0.52 0.74 6-7 1745 0.21 0.52 0.73 WEB FORCE CSI WEB FORCE CSI 4-7 600 0.63 2-6 188 0.07 BE 2 -789 0.23 3-6 242 0.10 1-5 -176 0.06 3-7 -1774 0.88 2-5 -1944 0.95 1 4-041 12.2-0 1 7-0-3 7-0-3 1 2 7-0-3 14-0-5 3 0� 7-3-11 21-4-0 4 3-8 21-4-0 2-'-5 SHIP 1-11-0 1 2-4 TIE MAX DEFLECTION (span) : L/999 IN MEM 6-7 (LIVE) L- -0.22" D- -0.19" T= -0 -_= Joint Locations ==_ 1 0- 0- 0 5 0- 0-=0 2 7- 0- 3 6 10- 6- 4 3 14- 0- 5 7 21- 0- 8 4 21- 0- 8 ��115 D. v N0, Cl1991 a it 10/31/2006 I\ E)tp DATE 5 10-9-1 10-6-4 6 21-4-02 v UP` 2 9/29/2004 All plates are 20 gauge Truswal Connectors unless preceded by "MX" for HS 20 gauge or "H" for 16 gauge, positioned per Joint Detail Reports available from Truswal software, unless noted. Scale: 7/32" = 1' WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Job: EJ. w0: B4451 This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer Chk: SB T and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads Dsgnr: SB TC Live 20.00 psf TC Dead 10.00 psf DurFaes L=1.25 P=1.25 Rep Mbr Bnd 1.15 R U S S W O R KS A Company YCTrussl p youan utilized on this design meet or exceed the loading imposed by the local building code and the particular application. The design assumes that the top chord is laterally braced by the roof or Floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached unless otherwise noted Bracing shown is for lateral support of components memtiers only to reduce buckling length. This component shall not be placed in any 75-110 St. Charles pl. rte -11A Palm Desert, CA. 92211 Phone (760) 341-2232 Fax # (760) 341-2293 environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, install and brace this truss in accordance with the following standards: 'Joint and Cutting Detail Reports available as output from Truswal software, ANSI/TPI 1','WTCA F- Wood Truss Council of America Standard Design R esponsibilities,'FIANDLING INSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES'- (HIB -91) and 'HTB -91 SUMMARY SHEET by TPI. The Truss Plate Institute (TPI) is located at D'Onofrio Drive, Madison, Wisconsin 53719. The American Forest and Paper Association (AFPA) is located at 1111 19th Street, NW, Ste 800, Washington, DC 20036. BC Live 0.00 p psf BC Dead 7.00 psf TOTAL 37.00 psf O.C.S aein 2- 0- 0 P g Design Spee UBC -97 Seqn T6.4.12 - 0 Job Name: BAJA SF RG R -LOC REACT SIZE REQ'D 1 0- 1-12 785 3.50 . 1.S0• 2 *21- 2- 4 790 3.50• 3.50• RG REQUIREMENTS shown are based ONLY n the truss material at each bearing JTC FORCE AXL BND CSI 1-2 5 0.00 0.57 0.57 2-3 -1958 0.04 0.57 0.61 3-4 -60 0.00 0.57 0.57 BC FORCE AXL END CSI 5-6 1866 0.22 0.52 0.74 6-7 1745 0.21 0.52 0.73 INES FORCE CBI WEB FORCE CSI 4-7 600 0.63 2-6 188 0.07 BE 2 -789 0.23- 3-6 242 0.10 1-5 -176 0.06 3-7 -1774 0.88 2-5 -1944 0.95 Truss ID: B2 TC 2x4 HF #2 BC 2x4 HF #2 WEB 2x4 HF STUD BEG BLR 2x4 HF STUD GBL ELK 2x4 HF STUD Drainage must be provided to avoid ponding. End verticals designed for axial loads only. Extensions above or below the trues profile (if any) require additional consideration (by others) for horiz. loads on the bldg. ®Web bracing required at each location shown. See standard details (TR01087001-001). Plating spec : ANSI/TPI - 1995 THIS DESIGN IS THE COMPOSITE RESULT OF MULTIPLE LOAD CASES. PLATE VALUES PER ICBO RESEARCH REPORT #1607. Gable verticals are 2x 4 web material spaced at 16.0 " o.c. unless noted otherwise. Top chord supports 24.0 " of uniform load at 20 psf live load and 10 psf dead load. Additional design considerations may be required if sheathing is attached. [*] indicates the requirement for lateral bracing (designed by others) perpendicular to the plane of the member at 63 -intervals. Bracing is a result of wind load applied to member.(Combination axial plus bending). This truss requires adequate sheathing,.as designed by others, applied to the trues face.providing lateral support for webs in the truss plane and creating shear wall action to resist diaphragm loads. 1 UPLIFT REACTION(S) : Support 1 -83 lb Support 2 -83 lb This trues is designed using the UBC -97 Code. Bldg Enclosed = Yes, Importance Factor = 1.00 Truss Location = End Zone Hurricane/ocean Line = No Exp Category = C Bldg Length = 40.00 ft, Bldg Width = 21.33 ft Mean roof height = 10.16 ft, mph = 80 DEC Special Occupancy, Dead Load 17.0 psf 2" TYPICAL PLATE: 1.5-3 I 4-M 12.2-0 1 7-0-3 7-0-3 7-0-3 14-0-5 2 3 00 7-3-11 21-4-0 4 3-8 5 TO$4 -0 2-1-5 SHIP 1 2-4 TIE = _= Joint Locations- - =1 0- 0- 0 5 0- 0-=0 2 7- 0- 3 6 10- 6- 4 3 14- 0- 5 7 21- 0- 8 4 21- 0- 8 r?.O_q®r,z� g D Gg9�21� No. C""' ° ® 10/31/X05 I EKP DATE �! 10-6-4----1 -0 `SEP 2 9 204 10-6-4 2,-4-0 9/29/2004 All plates are 20 gauge Truswal Connectors unless preceded by "MX" for HS 20 gauge or "H" for 16 gauge, positioned per Joint Detail Reports available from Truswa( software, unless noted. Scale: 7/32" = 1' WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Job: EJ. WO: 84451 ® This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer Chk: SB KS and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads Dsgnr' SB TC Live 20.00 psf TC Dead 10.00 psf P DurFacs L=1.25 P=1.25 Re Mbr Bnd 1.15 p T R U S S W O R A Company You Can Trussl utilized on this design meet or exceed the loading imposed by the local building code and the particular application. The design assumes that the top chord is laterally braced by the roof or Boor sheathing and the bottom chord is laterally brazed by a rigid sheathing material directly attached unless otherwise noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed in any 75-110 St. Charles pl. ste-11 A Palm Desert, CA. 92211 Phone (760) 341-2232 Fax # (760) 341-2293 environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, install and brace this truss in accordance with the following standards: 'Joint and Cutting Detail Reports available as output from Tnrswal software', ANSI1TPl 1','WTCA I' - Wood Truss Council of America Standard Design Responsibilities,'HANDLING INSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES'- (HIB -91) and'HIB-91 SUMMARY SHEET by TPI. The Thus Plate Institute (TPI) is located at D'Onofrio Drive, Madison, Wisconsin 53719. The American Forest and Paper Association (AFPA) is located at 1111 19th Street, NW, Ste 800, Washington, DC 20036. SC Live 0.00 psf BC Dead 7.00 psf TOTAL 37.00 psf O.C.Spacing 2- 0- 0 Design Spec UBC -97 Seqn T6.4.12 - 0 lob Name: BAJA SF Truss ID: C Qtv: 2 Drwci: I TC 2X4 RF #2 BC 2x4 HF #2 GBL ELK 2X4 HF STUD PLATE VALUES PER ICBO RESEARCH REPORT #1607. Gable verticals are 2x 4 web material spaced at 16.0 o.c. unless noted otherwise. Top chord supports 24.0 " of uniform load at 20 psf live load and 10 pef dead load. Additional design considerations may be required if sheathing is attached. [r] indicates the requirement for lateral bracing (designed by others) perpendicular to the plane of the member at 63"intervals. Bracing is a result of wind load applied to member.(Combination axial plus bending). This truss requires adequate sheathing, as designed by others, applied to the truss face providing lateral support for webs in the truss plane and creating shear wall action to resist diaphragm loads. Diagonals may be omitted if adequate bracing designed by others, is provided to prevent racking of the trues under lateral loads. Trues without diagonal web members or adequate sheathing applied to the truss face is designed to support only vertical load as noted. 2 +-[PM]=PLATS MONITOR USED -See Joint Report** Plating spec : ANSI/TPI - 1995 THIS DESIGN IS THE COMPOSITE RESULT OF MULTIPLE LOAD CASES. Drainage must be provided to avoid ponding. 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. 3 4 5 6 025 This truss is designed using the DBC -97 Code. Bldg Enclosed = Yee, Importance Factor - 1.00 Truss Location - End Zone Hurricane/Ocean Line - NO , Exp Category = C Bldg Length = 40.00 ft, Bldg Width 5.92 ft Mean roof height - 12.92 ft, mph = 80 UBC Special Occupancy, Dead Load 17.0 psf = _= Joint Locations = - 1 0- 0- 0 7 0- 0- 0 2 1- 4- 0 8 1- 4- 0 3 2- 8- 0 9 2- 8- 0 4 4- 0- 0 10 4- 0- 0 5 5- 4- 0 11 5- 4- 0 6 5-11- 0 12 5-11- 0 -6 3.6 4-0 o TT stop �P�D ARE/io, I I ' C� S D Gq 1 2.0-0 2-1-7 ti = 1 N0, C11991 1 10431/2006 2-4 2-4 SEP 2 9 �� Iq OF CA��F�Q� 5-11-0 TYPICAL PLATE: 1.5-3 7 8 9 10 112 9/29/2004 OVER CONTINUOUS SUPPORT All plates are 20 gauge Truswal Connectors unless preceded by "MX" for HS 20 gauge or "H" for 16 gauge, positioned per Joint Detail Reports available from Truswal software, unless noted. Scale: 7116" = V WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Job: EJ. WO: 84451 This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer Chk: SB and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions Dsgnr• SB are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads TC Live 20.00 psf DurFacs L=1.25 P=1.25 T R U S S W O R KS utilized on this design meet or exceed the loading imposed by the local building code and the particular application. The design assumes that the top chord A Company You Can TrUSSI p y is laterally braced by the roof or Floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise TC Dead 10.00 Rep Mbr Bnd noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed in any psf 1.15 75-110 St. Charles pl. ste-11A environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, install 'Joint BC Live 0.00 P psf O.C.S acro 2- 0- 0 P g Palm Desert, CA. 92211 and brace this truss in accordance with the following standards: and Cutting Detail Reports available as output from Truswal software', 'ANSI/TPI 1','WTCA I'- Wood Truss Council of America Standard Design Responsibilities, 'HANDLING INSTALLING AND BRACING METAL BC Dead 7.00 psf Design Spec UBC -97 Phone (760) 341-2232 PLATE CONNECTED WOOD TRUSSES'- (HIB -91) and'HIB-91 SUMMARY SHEET by TPI. The Thus Plate Institute (TPI) is located at D'Onofrio Drive, Fax # (760) 341-2293 Madison, Wisconsin 53719. The American Forest and Paper Association (AFPA) is located at I I I 119th Street, NW, Ste 800, Washington, DC 20036. TOTAL 37.00 psf Seqn T6.4.12 - 0 Job Name: BAJA SF Truss ID: C1 Qty: 3 Drw : RG X -LOC REACT SIZE REO'D TC 2x4 HP #2 Plating Spec : ANSI/TPI - 1995 UPLIFT REACTION(S) 1 0- 1-12 2193.50• 1.50• BC 2x4 HP #2 THIS DESIGN IS THE COMPOSITE RESULT OF Support 1 -38 lb a 5- 9- 4 219 3.50• 1.50• WEB 2x4 HP STUD MULTIPLE LOAD CASES. Support 2 -38 lb REQUIREMENTS .shorn are based ONLY Drainage must be provided to avoid ponding. PLATE VALUES PER ICBG RESEARCH REPORT #1607. This truss is designed using the :RG n she trues material at each bearing TC Dead 10.00 End verticals designed for axial loads only. UBC -97 Code. noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed in any psf Extensions above or below the truss profile Bldg Enclosed Yes, Importance Factor = 1.00 TC FORCE AXL END CSI BC Live 0.00 sf p (if any) require additional consideration Truss Location End Zone 1-2 -4 0.00 0.51 0.51 BC Dead 7.00 psf (by others) for horiz. loads on the bldg. Hurricane/Ocean Line = No , Exp Category = C ANSI/TPI 1','WTCA 1' - Wood Truss Council of America Standard Design Responsibilities,'HANDLING AND PLATE CONNECTED WOOD TRUSSES'- (WB -91) and'FHB-91 SUMMARY SHEET' by TPI. The Truss Plate Institute (TPI) is located at D'Onofrio Drive, Bldg Length = 40.00 ft, Bldg width = 5.92 ft BC FORCE AXL END CSI TOTAL 37.00 psf Seqn T6.4.12 - 0 Mean roof height = 12.92 ft, mph = 80 3-4 0 0.00 0.16 0.16 UBC Special Occupancy, Dead Load = 17.0 psf IWEB FORCE CSI WEB FORCE CSI 1-3 -177 0.06 2-4 -177 0.06 1-4 0 0.00 4-0-0 T 2-M 1 55-11-0 5-11-0 2 0� 5-11-0 _= Joint Locations = - =1 0- 0- 0 3 0- 0- 0 2 5-11- 0 4 5-11- 0 T 4-0-0 G 2-1-7 ��`� ��Sp. A.005 q�� N�•�119gt -I& WITS sT�ofct��\��4 SEP 2a2 3 55-11_04 9/29/2004 All plates are 20 gauge Truswal Connectors unless preceded by "MX" for HS 20 gauge or "H" for 16 gauge, positioned per Joint D§tMeports available from Truswal software, unless noted. Scale: 7/16" = 1' WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Job: EJ. WO: 84451 ® This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer Chk: SB and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions Dsgnr: SB S R are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads TC Live 20.00 psf DurFaes L=1.25 P=1.25 T R U S W O KS utilized on this design meet or exceed the loading imposed by the local building code and the particular application. The design assumes that the top chord A Company YCTl p youanruss is laterally braced by the roof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise TC Dead 10.00 Rep Mbr Bnd . noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed in any psf 1.15 75-110 St. Charles pl. ste-11 A environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, install 'Joint BC Live 0.00 sf p O.C.S aero 2- 0- 0 p g Palm Desert, CA. 92211 and brace this truss in accordance with the following standards: and Cutting Detail Reports available as output from Truswal software', INSTALLING BRACING METAL BC Dead 7.00 psf Design Spec UBC -97 Phone (760) 341-2232 ANSI/TPI 1','WTCA 1' - Wood Truss Council of America Standard Design Responsibilities,'HANDLING AND PLATE CONNECTED WOOD TRUSSES'- (WB -91) and'FHB-91 SUMMARY SHEET' by TPI. The Truss Plate Institute (TPI) is located at D'Onofrio Drive, Fax # (760) 341-2293 Madison, Wisconsin 53719. The American Forest and Paper Association (AFPA) is located at I 1 I 1 19th Street, NW, Ste 800, Washington, DC 20036. TOTAL 37.00 psf Seqn T6.4.12 - 0 I. 2x4 POST ATTACHED TO EACH TRUSS PANEL POINT AND OVERJIEAD PURLIN e 2. 2x4 HI IIF OR N2 DF PURLINS 4' - 0"O.0 Y J. 2x4 #1 HF OR 02 DF CONTINUOUS STIFFENER ATTACHED TO POST. 4. HIP TRUSS #I SETBACK FROM END WALL AS NOTED ON TRUSS -DESIGN. S, EXTENDED END JACK TOP CHORD (TYPICAL) / G. COMMON TRUSS. 7. HIP CORNER RAFTER. 8. 1 x CONTINUOUS LATERAL BIL\CING. 8 -� kv a t 9. EXTENDED -BOTTOM CHORD.�I SECTION A LATERAL STABILITY OF ROOF �.�Q�� SYSTEM IS PER BUILDING DESIGNER. = 0\ 1 VA v. �v rya 4 uu! = : = G1t�.. _q * U N p131��A E ' �2 II SETBACK AS NOTED 9 t ON TRUSS DESIGN. HIP TRUSSES 24" O C. (TYPICAL) seems, strol, - - - -- ----- SECTION ----------- PLAN DATE WARNING Read all notes on dila iheet and give a -copy of It to the Erecting Contractor. Thd daalgn R for eA ndmdLW building Componont: II-hae oven owed on apeyakola7na pi?vOeo-Oy the component manuudwer and -daft in ', ` SCCWUanu wen IM Cwrent vwalorla of TPI and AFPA Uaign alalldWoa. No twponad)deY 6 "Iwned 1W dwh npor4l awwacy Dmenl.Wu we 10 be verdied by The CoMponoml MahulaCtwer smMw buddutg dYrgner ptw to l uncilion , Tim budwng dvarynar mall atieown that wen loads HIP FRAMING DETAIL 1/21/98- rj" woll 0( WI din dnyn most h uuW ICh rd is enpwwi by din Told budduw wide II u.mhvv put Inv lop CIWrd t Wanly led by W roof or door sheathing and Ina bdtom mord la laluany gaud h a nY+) MWnny male.w duKtlr stouts. wM1a IMl1eINnN roled Brar^ Chown o for uunf eupporl of Compononll membon ony 10leduoa bw►bng Nnglh. Thd ent h componalla Wuc npad n any tAwO lav UM .,_____A SYSrS win Cause the mpalwa Coh1eM of len wood eacNd lthl anNW GUN CauvKla pus CW tofgn. iaLrr.f.. HandN. YNLAa and bei dva awe n IItUSWAI SYSTEMS COpPOMIgN accordance wnn the 10110 rmg standards: 'TRUSCOM MANUAL' by TlWwal.'OUAUTY CONTROL STAIIUAnO ION METAL PLATE CONNECTED WOOD TRUSSES' - (O3T•55).'HANDLING INSTALUNG AND SRACING METAL PLATE CONNECTED WOOD TRUSSES' • (KY -111) "14111.61 - SUMMAAY SNEEF by"TPI. The Trina Plus mamwe (TPI) M looted M 542 D'Ohobto Oliva. Maoson, Wisconsin 52716. The Amone n Farad and Paper AssoCulon (AFPA) to located at 1150 Conneoicw Ave, NW, Ste 100. %VmWgton. DC 20036. - " SUPPORT REQUIRED BEARING SUPPORT FOR TOP CHORDS OF END JACKS WHERE THEY CROSS SUPPORTING MEMBERS. EVERY 4'-0" MAXIMUM. 48" MAX B 1. FOR REACTIONS OF 300# OR EESS THE TOP CHORD MAY BE TOE -NAILED TO THE SUPPORTING MEMBER WITH (2)1Od NAILS. A 2. FOR REACTIONS GREATER THAN 3000, THE DETAILS BELOW MAY BE USED TO PROVIDE ADEQUATE BEARING SUPPORT. TYPICAL END JACK WITH 3. SIZE OF WEDGE, BRACE OR BEVEL CUT IS DETERMINED BY THE VARYiNG TOP CHORD LENGTHS. REQUIRED BEARING AREA (OR LENGTH) AS.SHOWN ON THE INDIVIDUAL TRUSS DESIGNS. 4. FOR EACH DETAIL BELOW THE TOP CHORD MAY BE TOE -NAILED TO THE SUPPORTING MEMBER WITH (2)-1 Od _ NAILS. 5. UPLIFT REACTIONS, IF THEY EXIST, MAY REQUIRE ADDITIONAL - CONNECTION CONSIDERATIONS IF THEY EXCEED THE VALUE OF THE TOE- NAIL CONNECTION. - - 6. OTHER_ OPTIONS MAYBE USED AT THE DISCRETION OF THE BUILDING HIP GIRDER (ONE OR MORE PlY). HIP TRUSSES DESIGNER. 7. REFER TO OTHER DETAILS FOR SPECIFICATIONS RELATING TO A HIP SYSTEM THAT ARE NOT SHOWN HERE. DETAIL OPTIONS 0 WEDGE OR BEVELED TOP PLATE UNDER JACK TOP CHORD EXTENSIONS. FOR WEDGE, USE (2) 10d TOE -NAILS EA. FOR TOP PLATE, NAIL W/10d Q 8" O.C. INTO TOP CHORD OF HIP GIRDER. CONNECTION OF LATERAL BRACE IS BASED ON BRACE FORCES DETERMINED BY THE BUILDING DESIGNER. NOTE: BEVELED LEDGER MAY BE USED INSTEAD OF DETAILS SHOWN ABOVE. LEDGER MAY BE ATTACHED TO EITHER FACE OF TRUSS WITH IOd NAILS. SPACING OF NAILS IS DEPENDENT ON LOADING CONDITIONS AND SHOULD BE DETERMINED BY BUILDING DESIGNER. END OF LATERAL BRACE. (BRACE MAY OVERLAP WITH TRUSS CHORD - NAIL CHORD TO FACE OF BRACE WITH (2) 10d) '.. ` SHOWN ONLY. ITIS NOT INTENDED TO REPLACE OR SUPERCEDE ANY SIMILAR T, 4P DETAIL THAT MAY HAVE BEEN PROVIDED BY THE BUILDING DESIGNER. IT Ib THE RESPONSIBILITY OF OTHERS TO VERIFY THE'ADEQUACY OF THIS DETAIL IN RELATION TO ANY SPECIFIC PROJECT., AS TO ITS APPLICATION AND INTENT APPLIED TO THIS OR ANY SIMILAR ISSUE. TRUSWAL SYSTEMS ASSUMES NO w: BEVEL CUT ON TOP CHORD OF TRUSS OR "SEC ONDARY° TOP CHORD MEMBER. NOTE THAT HEIGHT OF TRUSS MUST ALLaw FOR THIS. ND 61199 E P _ r DATE' 8/25199 - `�Ir�o`o�' REF: _ HJ -1 . ►`Is`Id�II. SY$MIltS , TRUSWAL SYSTEMS CORPORATION 4445• NORTHPARK DRIVE, SUITE 200 ' 'COLORADO SPRINGS, COLORADO, 8,0907 (.800)'322;4045 (7.19)'598.5660 FAX (719) 598 8463 DETAILS FOR CONVENTIONALLY FRAMED VALLEY SETS'.'. Notes: The maximum Total Top Chord Load = /8,PSF TRUSSES @ 24" O.C. Minimum Top Ch -rd Dead Load = 7 PSF ' The design for War' loads and their connections is the 'responsibilily of I:;e Building Desioner• The details GIRDER DESIGNED TO SUPPORT provided address- r^di and wind u Idi loads on r the UBC.. ' THE "TIE-IN" TRUSSES P 3- � � p ti � ' The maximum w ;.:f speed is 85 MPH, 25.11 Mean Roof Height.(max.), Exp. C. D ( B 16d ooz nails are typ;•:al throughout, except as noted ( in details ); The Center Ridge Rafter ('CRR) is 2 x 6 stud. Attach this to the 1 x.8 wilh 4-16c loo, nails (2 from each -face). Attach the ` C opposite end to Iho (FUSS the same. The Valley Rafter.:, pwlins, and blocking material are 2 x 4 stud. " PLAN .VIEW A ELEVATION VIEW The blocking mus! be ,paced 24' O.C. and be adequately braced in the lateral direct :)n A 6-01-0 O.C. Attach this blodlung lo'lhe Valley Rafter with 3-13d. Attach this blocking to the purlin with 2-16d. The tni ses below the valley are spaced 24' b.0 , The purlins -are full :ength under the valley set and must be installed at 24 O.C. They are :o be attached to each overlapping truss lop chord with 2-16d nails. If :he1 are not one continuous length• add a 12' long nailer to the face of the truss lop chord with 4-16d End one purlin section. DETAIL A CENTER P:OGE DETAIL 9 -°' on the truss and be•n the additional section on. the nailer. RAFTEF VALLEY RAFTER A 1 x 8 perimeter runner must be attached through the sheathing and into Ieach truss below with 3-8d box nails. This 1 x 8 follows the outside profiie 1 of the valley. VALLEY RAFTER I (' Y?) t The Valley Rattlers .=re spaced 24' O.C. Attach them to the CRR with. 1 5- 2.16d toenails. Anbch the opposile end to Ilia 1 x 8 with 3-8d toe nails. 2 X 4 BLOCK 2 -16d PLAN VIEW WITH 3 - 16d. TOE. NAILS 2 X 4 BLOCK WI'M (TYP) 4 -16d PLA•: VIEW DETAIL C 2 X 4 PURLIN _ 1 5' 2 X 4 BLOCK WITH 2 - 16d 1 X a PERIMETER RUNNER DETAIL DV VALLEY RAFT ER 1_0 2-16d TO IV NAILS O O TRUSS TOP 7/16' CHORD SHEATHING ELEVATION VIEW ELEVATION VIEW PEAK PLATE: 3.4 (2x4) 5-5 12x6) 8-8 (2x11) MAXIMUM 1'-0" EAVE WITH IMUM BLOCKS @ 32"o.c. OR 2'-0' EAVE, / MAXMAXIMUM, WITH 4x2 /2 OR BTR. BRACE SPACING OUTLOOKERS CUT INTO GABLE @ II I 32 "o.c. Y 2x4 .12 MINIMUM CONTINUOUS 1i STRONGBACK BRACED TO ROOF - I (I STRUCTUiIE AT 6'-0' MAXIMUM. BRACE STRONGBACK AT; 2x4 STRONGBACK BRACED _ 4'-10'-CLEASPAN, 70 MPH AT EVERY 6'-0' MAXIMUM 1.5.3, TeYPICAL 4'•1.5'CLEARSPAN, 80 MPH CONNECTION MINIMUM GRADE CHORDS ANL24�o STUDS 2x4 STUDS TO WALL BRACING PER BUILDIN( DESIGNER. E: 3-4 (224) 5.5 (2x6) , ` --- 6-6 12X8► BC SPLICE; 3-4 (2x4) I 2x4 CONTINUOUS BACKING 5-5 (2x6) I i CONTINUOUS BEARING WALL WITH 16d NAILS AT 24' o.c. 8-8 (2x8) A TO THE WALL PLATE. SECTION A GABLE ENO FRAMING CONNECTION DETAILS -(MIN.. NAIL REQUIREMENTS SHOWN) 7.x4 SOLID BLOCK WITH 3-16d NAILS 8d AT 6'o.c. GABLE-STU c�D ARCy�� MAXIMUM 40 PSF LIVE LOAD. SHEATHING TO GABLE EA. END ANO 8d NAILS FROM S14EATHING �Qq9! _ 80 MPH WIND EXPOSURE C, TRUSS, 8d AT 6' ox, TO BLOCK AT 6"o.c. GjQ � LESS THAN 20'-0' WALL HEIGHT. — 1.1 ed 2.16d vit,C11991 jD 1 � 01311 %•2�p5 Q BRACING DETAILS 1 NOTCH 0 32" D.C. ID Z l - SOLID BLOCK �\. � �Q. - Q WITH 2.16d TOE - 2 -16d - G 2x4 BRACE NAILED EA. END 2 1 d �qTc C A��`O WITH 4-16d NAILS C Or' r •_ I'LArE CODE SPACING. DATE- - - - WARNING Read all notes on -this sheet and give a copy of it to the Erecting Contractor. MODEL 20 UBC CONTINUOUS 211 1 I9B This design is for an individual building component. it has been based on specifications provided by the component manufacturer and done in accordance wait the current versions of TPI and AFPA design standards. No resoonsb" is assumed nondimensional accuracy: Dimensions are -A � �e■■.�/■sq`lA��`YI - to he verified by the component manufacturer and/or building designer prior to fabrication. The building designer shall ascertain [hal the bads . ��I M tI/"- �� "'i imd on this design meet er exceed the 602ilt Imposed by the loot budding code. II is assumed that the too chord is laterally braced by the - ngof or flow sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached. unless otherMse noted. Bracing �iMts chmvn a ler talent suppnrf of component! members only to reduce buckling length: This component shall not be placed n any environment mat k AMAIAA MUM will rause file moisture content of the wood exceed 19% and/dr cause connects pbtte corrosion. Fabricate. MMie. instal and Drew this trues in GABLE DETAILS 11A)SWAL SYSTEMS COPPORAIION h ()Ut) I ce with She (dbwmq standards: 'TRUSCOM MANUAI_by TotisBRACING M 1. AL PL T' CON NEC ED WO O FonTRU, METAL PLATE CO d'HIS- C wootr IAUSSES' : (OSTea)..'NANOUNG INSTALLING AND BMC1N0 METAL PLATE CONNECTED WOOD TgUSSE3' • (N1B•91) end 'IdB•9t £UTAMAny SNEET.by TPI. The Trus! Plate Institute (TPI( is located at $63 O'Otohro 0twe. Madison. Wisconsin 33719. The American Forest and. CO _ Paper AtxociAtion (AFPA) Is "led a1.1230 Connecticut Ave. W. Ste 200. Washington. -OC 20036. - i Alternate Stud Connection with Siuplas, Stud \Connection . NOTE: V-ent Mocks may be omitted where no vent is required. \ :DESIGN FOR TYPICAL CAIJLE L: KD TRUSS a 0,•1/, T-34-a 118 8 - x 4'x'44: ' I" Crown - .� L 1/1"lone g S; b � D-2.5/1 - T-31 or equal ' r •' t ` o :Aj I > c 12 -1 :r•t ri varies K D-14, T-11 j t ,} D-11, T-11 Varlea I - CAI]LE END TRUSS'.. _ to cult vent or outlooker - I 2-16d nail ' •�� Cutout for 2x{ laid flat Cutout for 2z1 laid Rai ' (Spacing per building Tans) plans ARey�� :••!te s TRUSS �to Ti �`N 5a�lnpernE _ 2=16d nai-1 o° Tcucs w _ x ): o�,, CC >>991 let Add-on with 8d nails at 16"2-16d nails 1+ t s O G (by builder) I'I 'OFF "ON OF O STUD')CUTOUTS STUD"CUTOUTS r DETAILS FOR 2.x / OUTLOOKERS Plate LI GABLE END BRACING- ' = .:? F.Ue Ho. Cable End Truss rllmwa cc"..eeronS it PIL... •�r�-'r rr.f ro.wl n,..l ,I....L.e.r.......r .... .. ...,.�::...�.. e,..e..: Y r 'Tl:r...vr.n.ti..lr.Jr rs�.t.wnu.rwr•wn.. Nww.l<•J{ ..�Mrw..�r,.. rotrnO.rq:r.wi+.+e�oe..e .. ,o..a•�.... w•r..o.e .,,a,,",..,,�d,.,. p,,..,,,.,,.,,,.,.,, .,� L TRU6WAC- ANAHEI •� :�4 D►It: 12�f�16 w..+..t.w.w►rn..-o'f:..�w.r....w..»-..a^rtit..r..ar.w..)r•,.wnn......u.�v►.......w..... wwai.o.....r..w't:ra..u....w...rr.Jiwt....... ..•..r..a..n'..n..�r.....,.t,�. oa.I��oe�reaaawru'nw..tral ' .Is.wo.«.��r{r...u...�.......tor.' RONEL OE7R01' Ref: Dea.Dy:y' JN Ck.D �.. wo.a.woes .o...u..tiiw...dr....r..►.. ..• r.r.a..o..y r� ATLANT' \}nrs ...•wttao.n�.iur.•an. ..{ 7 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'EI'11NEER OR ARCHITECT ON A PARTICULAR -PROJECT, NOR HAVE THEY BEEN -ANALYZED FOR. SEISMIC, AND WIND FORCES ACTING ON -THE CONNEC- TIONS. .FROM THE RESPONSE OF THE. STRUCTURE TO, SUCH LOADS. IT IS RECOMMENDED' 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.) © STUDS @ A L 16," O.C. ( TYP-.) F PROCEDURE: 1 TOE-NAIL'BLOCK TO TRUSS.WITH 1'=16d COMMON NAIL. 2 PLACE NEY{T TRUSS AGAINST BLOCK AND TOE-NAIL.TRUSS TO TOP PLATE WITH 2-16d COMMON .NAILS.. ' 3 END NAIL .THROUGH.TRUSS INTO,BLOCK WPPH 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 MANUFACT,URER'S CATALOG FOR JE SPECIFICATIONS. #P�n A A 6 1 f: BLOCK TOP PLATES 0 Him �� '• :• • ' 0 TRUSS SECT. -A-A11. . (P'. ) TRUSS CONNECTION TO INTERIOR BEARING WALLS X' BRACINGB.C. OF TRUSS OR END VERTICAL RUN THROUGH TO BEARING. WALL MUST BE AT HEIGHT SPECIFIED ON THE DESIGN DRAWING OR MUST BE SHIMMED TO THE CORRECT HEIGHT. USE 2-16d COMMON NAILS TOE -NAILED INTO THE TOP PLATE THROUGH EACH TRUSS.. DIAGONAL 'X' BRACING IS REQUIRED AT ENDS OF THE BUILDING (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 WALL PARALLEL TO TRUSS 2X4 BLOCKING BBOT CHoRDn BOT CH f14 B 2X 2X SECT. C TOP PLATE C TOP PLATE SECT. B il 1-16d COMMON NAIL OR 1-16d COMMON NAIL OR 24" O.C. SIMPSON STC (OR EQUIV.. SIMPSON STC (OR-EQUIV.) TRUSS CLIP (TYP.) TRUSS CLIP FILE NO. CD -1 DATE: 9/10/92 REF.: DES. BY: L.M. CK. BY: TRUSWAL SYSTEMS 4445 NORTHPARK DRIVE, SUITE 200 COLORADO SPRINGS, CO 80907 (800) 322-4045 FAX:(719) 598-8463 C601 '00.31 1/10/01 Users of Truswal engineering:, The. TrusPlusT"" 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,drawings from Truswal will show the required number and approximate locations of 'braces, for each member needing bracing. In general, this bracing `is done by. using Truswal Systems Brace-ItTM or a 1x or 2x member, (attached. to the top or bottom edge of the member) running perpendicular to ,the trusses, and adequately designed,..connected and braced to the building per the building designer'(See '. ANSI/TPI COrrent version). The following are other,',options (when CLB bracing is not 'possibly or desirable) that will also satisfy. bracing. needs for individual 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 -906/o of the,member's length. " 2. A scab (add-on) of the same size and structural grade as the member may 'be nailed to one face of the member with 10d common or box naiis at 8" o.c. if only one brace is required, .or m,-;iy be nailed to both 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. Any member requiring more than two braces must use perpendicular bracing or a combination of scabs and "T" braces, or any other approved method, as specified and approved by the building designer. 1. EXAMPLES "T" BRACE SCA L Please contact a .Truswal engineer if there are any questio 2. TRUSWAL SYSTEMS . 4445. NORTHPARK DRIVE, SUITE 200 COL'ORADO'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 esent on the .false frame. that, would. cause the loads -to exceed .10 PSI= for any reason. • The joint(s).'to...repair does, not have a, suppc+l 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. 2x3. ' Repair as follows:' 1. Cut a'/Z" CDX 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 miss;ng plate, then gusset is required cr only that face.. If both faces c,f the joint;ar'e unplated, then the gusset is required on each face. 3. Use (3) 8d nails into each member, from each face. (see detail below). Typical Joint * False frame refers only To non-structural members xwth • (zero design forces).`' ' 5 *REG/STS H. y CHAq�F •9F 4 moo a O LATERAL LOADS IN LINE WITH THE CHORDS'HAVE NOT BEEN CONSIDERED. "THESE LOADS AND THEIR REQUIRED CONNECTIONS ARE THE RESPONSIBILITY OF THE BUILDING DESIGNER. 12 ANY PITCH MAJQMUM WIND SPEED 18-'85 MPH. REFER TO THE APPROPRIATE TRUSWAL DESIGNS FOR THE REQUIRED WEB CONFIGURATION FOR BOTH THE CAP TRUSS AND THE SUPPORTING BOTTOM TRUSS. 2x4 CONTINUOUS LATERAL.`— _ BRACING APPLIED AT 24'o.c.* ATTACH EACH BRACE TO THE tZOITUiaU;S 1N1 N Z -'I Ud NAILS AT EACH INTERSECTION. TOE -NAIL THE CAP TRUSS TO THE BRACE WITH 1-16d NAIL FROM EACH SIDE AT EACH INTERSECTInN. CODE SPACING DATE UBC 24"o,c, 4-30-98 T CAP- Col,.N. E.^ . - ' 7-7,A_ ; ►0�►�A-�, IRUSWAL SYSi,NG C0(*"1A.rUi,I CO I SECTION CAP TRUSS 2-16d NAILS- TOENAILED� 1 1/2' 2-10d NAILS 2x4 BRACE BOTTOM TRUSS— r , CHORDIWEB SIZE ARE PER THE APPROPRIATE T!°tUV:"AL DESIGN. Zir,�'r\" �`' 0 Gg9Cy'�� c CC v Na CAA991 1013112005 Q 9,D Q= 0 �qT O F GP��/ WARNING Read a/6 notes on this sheet and give a copy of It to the Erecting Contractor. This design Is for an Individual buildmg component. 11 has been based on spedacadoru_provided by the component manufacturer and done in accordance with the current versions of TPI and AFPA de ign standards. No responsibility is assumed for dknsn$iOml Accuracy. Dimensions are to be ved0ed by the component manufacturer and/or building designer prior to-tabdatlon. Aro building designer shaA ascertain ttyl the bads utilized on The design meet of exceed the loading Imposed by IM local budding code. 11 is assumed that the too chord is laterally braced by the roof or Mor sheathing and the bottom chord is laterally braced by a rigid sheathing material (hrecth aitiChK unless otherwise noted &aamg _ shown is for lateral suppon of components members only to reduce buckling length. This component smell nix be placed in arty environment that wit) Cause IM moisture content of the vlood exceed 194 and/or cause con—cim plate corros✓Jn. Fabricale. handle. install and brace this truss in Accorrl .n. q with try I.Alow:ng standards: 'TRUSGOM MANUAL' by lrusv '• U..JTY GvNT_AL STANDARD rOF IJcTAL PLATE CO—JECrED WOOD TRUSSES' • (OST0),'KANOUNG INSrALUNG AND TINGING MtTAL PLATE CONNECTE0*000 TRUSSES' • (HIS -911 and'M18.91 SUMMARY SHEET by TPI: The Truss Plate Institute (TPI) Is baled at 583 0.0hobb Orive. Madison. Wisconsin 53T19 rhe Amer!Gri Foresl and Paper Association (AFPA) Is loused at 1250 Conneakut Ave. Mv, Sle 200. Washington. OC 20038. PIGGYBACK DETAIL I (2) 16d TOENAIL PIGGYBACK CONT. 2X4 4050 Cq- S� SUFPORT TRUSS - /3-11/2. 8"X1 �2" PL's WGD_ -GUSSET_ AT EACH END OF TRUSS (AND' 6'=0" O.C. FOR SPANS 36' -AND LARGER) ATTACH WITH- (4) 1.5" 72" O.C. TYP. . LONG 8d NAILS. USE 2X4 AS AN 1630 �l, S- 3) ALTERNATE WITH (4) 16d EACH END. P3260- 1630- lr5-- 3� . - - r �5. _ 1.630 3245 ini ARCy/�- 1630 16301630 SP 3260 1:5X3 (rip,) — — GAA�9y��J► 2X4 CONTINUOUS SUPPORI dRACING. P42 �FfGN• ATTACH TO THE. TOP SIDE OF .TOP CHORD OF. � TRUSS SUPPORTING PIGGYBACKS NTH (2) 10d v No G>1905 • REQUIRES 2X4 BRACE WHEN NAILS X0131120E 2-ry-��Qt^ ti VERTICAL EXCEEDS 5'-0" 2 �Xp:ONN . SH - : O LDER DETAIL BRACES AT 10'-0" ETC. qTF O F �•�- _ r /44A : V P L,sFT- 12019A--r SDS OF CAP . PL • � � = 730-• R�2 �62�c�. �-� ,uor Z4��o.c..�, �, , C-nA � sr,20NU -TSG ley TP A3� —jYLvSS TaP A.,.>0 GOTTOM,..D��! * BEG�sT 60 U%L a1 Cv yy oHgR��F�� o. 'y f P,a 4�Z7�9-8 NSA * y oxn. Job Name: STANDARD HIP RAFT I'ER 8' SETBACK Truss ID: RAF -4 Qty: I Drwe: 9R1 'rX--LOC REACT I9Z5E�� 11REa'D TOP CHDRD 2x4 FL H1 & Eltr. 2. 13- 2-11 761 1.50" 1.�' SLIDER 2x4 FL #1 & Eltr. PLATING BASED ON GREEN LU EIER VN11ES. Plating spec • ANSI/TPI - 1995 UPLIFT REACTION(S) THIS DESI�1 IS THE tQ'POSITE RESULT OF. s.pport 1 -120# MILTIPLE LOAD CASES. s�ppopt 2 -10"' PLATE VALUES PER ICBG RESEARCH REPORT N1607. This Yruss is designed using the PermNmt bracirtg is required (by others) to (� e -W Code. pprreevvgg��trotat�m�tapp.. See HI&91 and Bldg,Eftcl = Yes, End Zane = No ANSI/TPI 1-1995; 10.3.4.5 end 10.3.4.6. Hurri�Oceart Line - No , rryy d� �3U OOft 1 x2.83 (0-6 .4--(- 4-4 4-� 4 -4 9� height9= 111.1 ftp, 70 Classifitatit5n = 4, Dead 12.0 '#1 psf lt1AD CASEDESIGN LOADS Dir L.PLf L. Loc R. PQ R.Lnc LL/TL TC Vert .0 0- 0- 0 142.3 9-10.13 }s TC Vert 30.0 9-10 13 30.0 11- 5-12 3 1-4 _12- - - - 2 V"Akj; 6-b SHIP 1 ��p ARCy�T 51DGA F� 1/2" GAP MAX 2-9-15 11-3-I 2 ♦` �p1311� 3E 2 0 DA 3 QQ• S 0 F G 0� I` -5/99 -: TruswaL Systems Plates are 20 ga. unless shown by "18"(18 ga.) or -5cale: 5/16" = 1' i "H"(16 a.), positioned per Joint Report. Circled plates and 'false frame pLates areositioned as shown above. WING Read all notes on this sheet and give a copy of it to the Erecting Contractor. TBF: 29.3 , This designs G loran Individual buUding component ftoa It has been bared onspecitipns provided by the componentmaswfactorsrond done is _ Chk c - Cu CUStOmermer Name TRUSWAL accordance with the current version of TPI and AFPA design standaids. No responsibDity.0 assumed for dimensional accuracy. Dimension arc tobe verU'ied by the component manufacturer and/or building designer prior to fabrication. The bu-Uding designer shall ascertain that the loads udlixed on' Dsgnr : aLC = 5 - TC Live ':6.0 psf.-' DUf Faes L=1.25 P=1.25 this design meet or exceed the loading imposed by She local building code. It is assumed that the tap chord is latcislty braced by the roof or floor ' SYSTEMS sheathing and the bottom chord i, laterally braced by a rigid sheathing material directly attached, unless otherwise nested. iSrscing shown 6 for lateral TC Dead 14:0 psf- pent Rep Nbr Bnd 1.00 1 support of components members only to reduce buckling length. This component shall not be placed in any environrrithat will cause the moisture content of the wood exceed 19% and/or cause connector plate corrosion. Fabricate, handle, Install and brace this truss in accordance -with the following et Live 0 psf 0. C: Spac ing 2- 0- 0 /145 Nonhpult Dr., Coic Springs, CO 80907 standards: 'TRUSCOM MANUAL', by Twaal, 'QUALITY CONTROL STANDARD FOR METAL PLATE CONNECTED WOOD TRUSSES-- (QST -88), 'IIANDLINO INSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES' - (I IIB -91) and 'HIB -91 SUMMARY BC Dead 10.0-psf Design .Spec UBC -97 SHEET' by TPI. The Truss Platt Institute (TPI) 4 lasted at 583 D'Onorrin Drive, Madison, Wisconsin 53719. The American Forest and Paper Defl. Ratio: L/240 'TC: L'/180 1 Tp5.0 Version 09.30.98 Association (ArPA)"n located at 1250 Connecticut Ave, NW, Ste 2011, Washington, DC -20036. - TOTAL - -40.0 -psf - PRESSURE BLOCKING DETAIL FOR END-JACK BOTTOM CHORD_ UP TO 10'-0" AT HIP NO. I WITH CEILING LOAD OF 5 PSF HIP NO. I TRUSS PRESSURE BLOCK PRESSURE BLOCK ` 3-10d WITH 4-16d NAILS 3-lOd 3-10d \ SIDE VIEW WITH 4-16d NAILS 3-10d END JACK y 1 BOTTOM CHORD OF HIP NO.- 1 TRUSS � PRESSURE BLOCK . 2'4' O.C. TYPICAL - 3-I0d AR NOTE: ATTACH 2X4 DOUG FIR PRESSURE BLOCK TO BOTTOMCD CHORD OF HIP NO. 1 WITH 4'-16d NAILS. BOTTOM = � v No G1199� CHORDS OF END JOINTS ARE ATTACHED WITH 3-10d 1p13��2005 NAILS AT EACH END OF THE PRESSURE BLOCK. PLATE COPE SPACING DATE It Is if ,E PE Snp13191111+ Of 011403 In ISCEa1fIN 11u1 IK LO-OS UI LIZ 10 Ov I-IS OESIGII -gEI'po E+CUO I-( TW20 UBC NA S/IS/97 fctv.l ut.o to.os I1Pos[o ITT 111E 3lauclvP(. .ISI IK Ur[ solos irnosto eT IK local euuollw 10",OAA ulSlnntUt Cl II1u 1C nEC0a03. ,q PE SPONSI-eflllr -Is fissy-Eo fon OlKrls 117!LL �CCUPK+ +Ealfr 1tk '"� UINV,1x13 Pn10n 0 f.eOlCa loll C411rlEClOn PV IES SIIO1a1 ARE InuSwl1. 16. le, Oa 70 G1GF. 1S SP(C lr t[0 ' f1nn FCula1 SN1tL (OrRr w11N rl'F fNftt lr Coll, w\,111(' Of Ir'E 10VSS PLATE 611sIlIVIE "I'll 1vQ'K 1IIVSWI IFIUSC11r Pu0.laL All Pfil((S NOI SPEC If IC1[I+ oESIGIu in. At,( to eE FO1/1111 01'110(0 .I. OE1101[S SPI[lil 'CULL pIG all• UlEa1l VCWG TEoulaf0 a ll'OIvlOWI laltSs -Fwns' Is •,Iol EO 0'I "'IS 0111111G Iu1S IIs SIG'1 .;;U11f5 11'F- lot, ['106111 TO e[ Ca1t611lOUSl+ 80ICfO e• %I4Af-'IIIG N0.1 i5 .o t,q arl Sf y11Eo ull n11i 111 CI 11 6114 IS lrlq IfV nU1.CgI IO 114 n0, for pWntl. 11 scall 6E BP1C10`1'-lu,l svgs '1111 !•Cf101'K - , � III' U' rI n;ON; 11'1(''114 If1155[s 1n! C'U110'0U 10 SfU mIOf TSSIS'11l 1QvICf at G1IWl;KI It rrpalnl rlVUls - ,--_ 'Pur, IIF, n'tLI, IS gr1r5 nE7'llatf0 IO PI11.., III Ionlq PC I'm OOr 1'q UIG of fla Ip fin.[l'K +OM laVS515 (t,rr11111111 1,11 fltcOrrlllo. l lolls 11011 r [n1 C6'PV;lo" r1r I+131 (p,CF all lll( PPQPta 1-1110 fMC1f0". Cltuq 1 w1m 11,I Ent On eflm,m lOCu 106,3 C.NIII [v(0s. 1l le IK OIOPOS a u't I".S - IO Plq •1 v, l..PaOPEa OwG� CA IRUSWAL SYSTEMS CORPORAHON E111 o.l!01) Iayssr.s s'1u 'aI el. Pt1c[b 61, 11N Eu1waPFNr n'(Iv S c.If I't r01sIUP[ covlt"' p 114 rlgV iU l•(t10 191 1nFG'Oa CA st COngclal P111E CO-1. S10v CAMP • HIEN NECt5S10•. IS 6ESI altal'1'rto a+' .111131CIDUS 1r,q IC.IIaI a F1PFa IEKE AND In4aVOnt IS OUIS10F u4 SCOPE Of a(Sn0-51611111 Of IaUSr1t 4 i T 2x4 POST ATTACHED TO EACH TRUSS PANEL POINT AND OVERHEAD ` PURLIN-V OIL 4-0" O.G, A*K. H T 2x4 NI HF OR N2 DF PURLINS 4' - 0 " O.0 20 Y t HF OR 02 DF CONTINUOUS STIFFENER ATTACHED TO PO HIP TRUSS /1 SETBACK FROM END WALL AS NOTED ON TRUSS �jyu �pP ET. MNDED END JACK TOP CHORD (TYPICAL) t COMMON TRUSS. �r HIP CORNER RAFTER. N Ix4CONTIN000S LATERAL BRACING. 8 S 4 cv-rcwncn no rrnu runwn = i� LATERAL STABILITY OF ROOF S 61f8786t ffi PBit BUA�IIQO D88[ONER. _ _ _ /� - _ - SETBACK AS NOTED ! ON TRUSS DESIGN. HIP TRUSSES 24" O.C. (TYPICAL) and - — — — —j— — — — AMQUATE CODII1E nom BY onf E RS ( MCAL} nAK WE _ WARNING Rood all notes on thb shoot and ?M a copy of it to the &Ocung Con&octoc T.. � Y b.n!�a.Arl dra.E oomponac ok ea. u... bund an t0.okuMs pyo. " Ter bmnpdwf..r.Lmamod am a accowww..a vo avr.M w .. I d TPI &V MM a.ion UVAN0. No l.lpd.O.ly Y. &mW W m...o.O awAM* CAMM M n tovow A M dl.lprrM md.AMM MOW � dmWw Om m NmraMeroekt"SaandTlr uegir rr..e.�en.r.i. b.a. HIP FRAMING DETAIL 1/21/98 wdOfOmM OM 0bu-Mm.,,,.,..�,. ..,. , ,...., scoramno$,.,aw mol a e w 4.M..p.tW Te.Oole�. dime, bWSUftak00 1* ftd •.. n.d A••rw..1.M1 e..ceT rl.l..e..+... and.r..NIO. raty0 ,-_-_-� -mcmar wAftwoomm odoe.=66men. onybai4..e.l.r�s Wr/► To..dngdw. wm be ol....I.dr wwrw err ...my..rl..mM..aMr. doe. d�0i ruWd.wdd.M corm a. Fdbrw"ww.woY wWbmo.Or.li..w twAWAL3YlfBiaCORYORAWOOD IM4-.o.....wNoo.oO.t..OdOt'TMACGNYAW&TgTn..M.'OU Tr CONTIDISTANOAIDPoaWTALPuraCOWdCRO Yr000 TIMg10V • COMM.'NeNMM MTNJaD AND WAACINo MEM PLATE CONNECTED 01000 TRUSUS • VM" OW ""I suNIwYENE11 bTw. Tn.Tnw.rYr"rrer RPONNCa./rwooMrloona-- TP+.a.w $Vtj:TWA.e.vll.p.rrr hpd A.mm"m pAw N bodes n I O cameo" Aft Nw, 69 O0. *rN+lae+OC SUPPORT REQUIRED : BEARING SUPPORT FOR TOP CHORDS OF END JACKS EVERv sa MAXIMUM. +s MAX WHERE THEY CROSS SUPPORTING MEMBERS.:. B 1. FOR- REACTIONS OF 3002 OR LESS THE TOP CHORD MAY BE TOE -NAILED TO THE SUPPORTING MEMBER WITH (2)10d NAILS. A 2. FOR REACTIONS GREATER THAN 3002, THE DETAILS BELOW MAY BE USED TO PROVIDE ADEQUATE BEARING SUPPORT. TYPICAL END JACK WITH S. SIZE OF WEDGE, BRACE OR BEVEL CUT IS DETERMINED BY THE - - VARYING TOP CHORD REQUIRED BEARING AREA (OR LENGTH):AS SHOWN ON THE INDIVIDUAL' - c TRUSS DESIGNS. 4. FOR EACH DETAIL BELOW THE TOP CHORD MAY BE TOE -NAILED TO THE SUPPORTING MEMBER WITH (2)10d NAILS. 5. UPLIFT REACTIONS, IF THEY EXIST, MAY REQUIRE ADDITIONAL CONNECTION CONSIDERATIONS IF THEY EXCEED THE VALUE OF THE TOE - HIP GIRDER (ONE OR MORE PLY). HIP TRUSSES NAIL CONNECTION. a. OTHER OPTIONS MAYBE USED AT THE DISCRETION OF THE BUILDING DESIGNER. 7. REFER TO OTHER DETAILS FOR SPECIFICATIONS RELATING TO A HIP SYSTEM THAT ARE NOT SHOWN HERE. DETAIL OPTIONS C� WEDGE OR BEVELED TOP PLATE UNDER JACK TOP FOR WEDGE, USE (2) 10d TOE -NAILS EA FOR TOP PLATE NAIL WHOd Q v O.C. INTO TOP .. CHORD OF HIP GIRDER. NOTE: BEVELED LEDGER MAYBE USED INSTEAD.OF-DETAILS SHOWN ABOVE LEDGER MAY BE ATTACHED TO EITHER FACE OF TRUSS WITH 10d NAILS. SPACING OF NAILS IS DEPENDENT ON LOADING CONDITIONS AND SHOULD BE DETERMINED BY BUILDING DESIGNER. Q��91 dQ Is DETAIL a PROVUM As A SUGGESTED SOLUTION TO THE APPLICATION END OF TOWN Qom, R I$ NOT DITIMM TO RITILACB OR SUPERCEDS ANY UKM LATERAL BRACE RAIL THAT STAY HAVE SM PROVOW BY THE BUILDING DSfIGI[M IT 18 (BRACE MAY CONNECTION OF OVERLAP WITH LATERAL BRACE IS TRUSS CHORD - ' BASED ON BRACE NAIL CHORD TO FORCES DETERMINED FACE OF BRACE �CwITFI BY THE BUILDING DESIGNER WITH R)10d) 4Q NOTE: BEVELED LEDGER MAYBE 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. Q��91 dQ Is DETAIL a PROVUM As A SUGGESTED SOLUTION TO THE APPLICATION TOWN Qom, R I$ NOT DITIMM TO RITILACB OR SUPERCEDS ANY UKM RAIL THAT STAY HAVE SM PROVOW BY THE BUILDING DSfIGI[M IT 18 - IE NESPONsWU7Y OF OTHM TO VOtWY THE ADBDUACY OP Tills D6TAtL RELATION TO ANY SIOW41 C PROJEOT. AS TO ITS APPLICATION AND MW _ nm To THIS OR ANY OULAR NISUL TRUNNAL BYSTM AsitSSis ND NPOISIMLI TY FOR FMD IIISPSCTION OR WOR101ANs 4110 QUALITY. BEVEL CUT ON TOP CHORD OF TRUSS OR'SEDONDARY' TOP CHORD MEMBER. NOTE THAT HEIGHT OF TRUSS MUST ALLOW FOR THW 1 DATE: 8125189 SEP ' H 1.l DES: f L�N. r y, END JACK / RAFTER STANDARD DETAILS (CALIFORNIA STYLE) TRUSS PLATES AND LUMBER AS SHOWN, OR PER OPTIONAL_ EXTENSION INDMDUAL'TRUSS DESIGNS. j(�--► 3-4 A (3-4 ALT.) 24 HIP GIRDER CHORDS B I KUCONNECTION F --L "B" (BOT CHORD TO HIP GIRDER) JACK TOP CHORD RUNS OVER GIRDER TOP CHORD. (2)10d or 15d NAILS, (2) 10d or 1TId NAILS, - THROUGH JACK T.C. INTO THROUGH JACK B.C. INTO GIRDER TOP CHORD, TOE- GIRDER BOT CHORD, TOE - NAILED, OR ADEQUATE NAILED, OR ADEQUATE MECHANICAL HANGER PER MECHANICAL. HANGER MANUF. CATALOG. PER MANUR CATALOG. NOTE: IF 74' 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 Ir. LUMBER REQUIREMENTS: JACK TOP CHORD: 2X4; #2 OR BETTER DF -L, #1102 OR BETTER CAN S -P -F, #1 OR BETTER "-F, #2 OR BETTER HEM4FIR. OR 1650F.MSR ANY SPECIE JACK BOT CHORD: 2X4; #2 OR BETTER ANY SPECIE, OR 1650F MSR ANY SPECIE CORNER RAFTER: 2X6; SELECT STRUCTURAL ANY SPECIE, OR 1650F MSR ANY SPECIE, OR DOUBLE (STACKED) 2X4 PER OTHER STANDARD DETAILS, OR 2X8 #2 O(i BETTER ANY SPECIE. l TOP -CHORD LENGTH MAY VARY FROM 6" MINIMUM TO 8-4- MAXIMUM, WITH EXTENSIONS SUPPORTED AT 48" O.C. MAXIMUM BEYOND. -TOP CHORD MAY BE SPLICED AS SHOWN, ABOVE THE HIP GIRDER ONLY! -BOTTOM CHORD LENGTH MAY VARY FROM 6" MINIMUM TO V4- MAX_ IMUM. -DO NOT SPLICE THE BOTTOM CHORD. -TOP CHORD PITCH MAY VARY FROM 412 MINIMUM TO BM2 MAXIMUM. -BOTTOM CHORD PITCH MUST BE FLAT (81`12). -2X6 RAFTER MAY BE SEAT CUT AT WALL, AND TRIMMED TO 2X4 WIDTH (3:6') 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) JACK TOP CHORD - - MUST BE SINGLE BEVELED OR DOUBLE BEVELED 10d or 16d NAILS, THROUGH _ EACH JACK T.C. INTO RAFTER, TOE -NAILED, PER SCHEDULE BELOW, OR ADEQUATE MECHANICAL HANGER PER MANUF.CATALOG. NAILING REQUIRED: 74' & 4-4- JACK T.C. (2) NAILS V -(r JACK T.C. (3) NAILS W -Cr JACK (ONE FACE OF - RAFTER ONLY) (4) NAILS TC tie I&N pd- DsF - L -LN P"25 DESIGNED FOR 10 PSF NON -CONCURRENT BOTTOM CHORD LIVE LOAD. TC need /Ye W Arp Mer end 1.16 PLATES 8 NAILS DESIGNED FOR GREEN LUMBER VALUES. eC Lhe eJe w *Zion** 2- p• a WIND LOADED FOR 76 MPH. E>FMRE'C'. MA)OMUM. BC Ded ISM pd Deva 1pee UeGe7 NO POINT LOADS. MECHANICAL UNITS. HVAC. SPRINKLERS. OR OTHER . TIEMS CAUSING ADDITIONAL LOADS ON THE STANDARD JACKS IS TOTAL 4L= p/ . DeFa RAM: L20 TC: LAW ALLOWED, WITHOUT SPECIAL DESIGN. Is DETAL Me PROVIDED AS A SUGGESTED SOLUTION TO THE APPLICATION TOWN QW. IT IS NOT M rBd)ED TO REPLACE OR SUPERCEDE ANY SOMI AR RAL THAT MAY HAVE BEEN PROVIDED BY THE BULDNG DESIGNER. IT I! E RESPOISIBLlTY OF OTHERS TO VERIFY THE ADEQUACY OF THIS DETAL RELATKIN TO ANY SPECl7C PROJECT. AS TO ITS APPLICATION AND LATENT PLED TO THIS OR ANY BBBLAR ISSUE. TRUSWAL SYSTEM ASSUME$ NO RPONdOOLJrY FOR FELD INSPECTION OR V ORKI MAIC QUALITY. 1=PLY OR MORE GIRDER B.N A..RAFMTER C. A B C cNN day *o N'01% J2 OF r•�, DATE e1 R>W _ E!-1 DES: L.M. a — --a 5�.— D �Jf�i44 S A I TITLE 24 REPORT I Title 24 Report for: Thomas Buffin Power Brokers Baja Santa Fe -All Orientations La Quinta, CA 92253 Project Designer: CITY OF LA QUINTA BUILDING & SAFETY DEPT. APPROVED FOR CONSTRUCTION Wd-n`40 By 67' -Frank A. Moreno 45-400 Big Canyon Street - Indio, CA 92201 760-200-9956 Report Prepared By: Frank A. Moreno Power Brokers 51370 Avenida Bermudas Suite 1 La Quinta, CA 92253 (760) 564-8470 51•yas aw Job Nurnoer: O F-A'Ice 00107 Date: 4> 12/7/2004 The EnergyPro computer program has been used to perform the calculations summarized in this compliance report. This program has approval and is authorized by the California Energy Commission for use with both the Residential and Nonresidential 2001 Building Energy Efficiency Standards. This program developed by EnergySoft, LLC (415) 897-6400. EnergyPro 3.1 By EnergySoft Job Number: 00107 User Number: 6115 I I TABLE OF CONTENTS I Cover Page 1 Table of Contents 2 Form CF -1 R Certificate of Compliance 3 Form MF -1 R Mandatory Measures Checklist 6 Form C -2R Computer Method Summary 8 HVAC System Heating and Cooling Loads Summary 12 0 EnergyPro 3.1 By EnergySoft Job Number: 00107 User Number: 6115 Certificate of Compliance: Residential (Part 1 of 2) CF -1 R Thomas Buffin Power Brokers 12/7/2004 Project Title Date Baia Santa Fe -All Orientations La Quinta Project Address Building Permit # Power Brokers (760) 564-8470 Plan Check / Date Documentation Author Telephone i Computer Performance 15 Field Check I Date Compliance Method (Package or Computer) Climate Zone Enforcement Agency Use Only GENERAL INFORMATION Total Conditioned Floor Area: 1,630f? Average Ceiling Height: 10.0 ft Total Conditioned Slab Area:1.630 ft2 Building Type: (check one or more) Single Family Detached ❑ Addition ❑ Single Family Attached ❑ Existing Building ❑ Multi -Family ❑ Existing Plus Addition Front Orientation: All Four Orientations Floor Construction Type: ® Slab Floor Number of Dwelling Units: 1.00 Number of Stories: 1 ❑ Raised Floor Component R-38 Roof (R.38.2x14.16) R-15 Wall w/1" EPS Solid Wood Door Slab On Grade FENESTRATION Const. Frame Assembly .Location/Comments Wood 0.028 Exterior Roof Wood 0.054 Exterior Wall Wood 0.387 Exterior Door n/a 0.756 Covered Slab w/R-0.0 Perimeter Insulation Shading Devices Type Orientation Area Fenestration Exterior Overhang Side Fins SF) U-Faclor SHQC Shading Yes / No Yes / No Skylight 4.0 0.94 0.60 None F-1 X❑ El Q Front 24.0 0.57 0.55 Bum Screen Q ❑ ❑X❑ Front 33.4 0.55 0.53 Bug Screen 0 11 ElX❑ Left 31.0 0.60 0.65 Bug Screen Q ❑ ❑ Q Left 12.0 0.57 0.67 Bug Screen x❑ ❑ ❑ x❑ Rear 34.7 0.57 0.67 Bug Screen x❑ ❑ ❑ x❑ Rear 40.0 0.55 0.53 Bug Screen x❑ ❑ ❑ x❑ Rear 30.0 0.60 0.65 Bug Screen x❑ ❑ ❑ X❑ Right 33.4 0.55 0.65 Bug Screen Q ❑ ❑ x❑ Right 10.0 0.57 0.67 Bug Screen ❑x [❑ ❑ X❑ Rimht 14.0 0.60 0.65 Bug Screen- 191 ❑ ❑ X❑ ❑ ❑ ❑ ❑ Run Initiation Time: 12107/04 09.20:21 Run Code: 1102440021 Ener Pro 3.1 By Ener Soft User Number: 6115 Job Number: 00107 Page: 3 of 12 Certificate of Compliance: Residential (Part 2 of 2) CF -1 R Thomas Buffin Power Brokers 12/7/2004 Project Title Date HVAC SYSTEMS Note: Input Hydronic or Combined Hydronlc 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.) (AFUE/HSPF)(ducts, attic, etc.) R -Value Type Comments Central Furnace 92% AFUE Ducts in Attic 42 Setback Res HVAC 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 12.0 SEER Ducts in Attic 42 Setback Rps HVAC WATER HEATING SYSTEMS Rated 1 Tank Energy Facts 1 External Water Heater Water Heater Distribution # in Input Cap. or Recovery Standby Tank Insul. System Name Type Type Syst. Btu/hr (gal) Efficiency Loss (°t°) R -Value Standard a 50 gal ori Small Gas Standard 1 40.000 _50 0.53 n/a 12 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 Btuthr), list Rated Input, Recovery Efficiency and Standby Loss. For instantaneous gas water heaters, list Rated Input and Recovery Efficiency. REMARKS COMPLIANCE STATEMENT This certificate of compliance lists the building features and 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: Frank A. Moreno Title/Firm: Frank A. Moreno Title/Firm: Power Brokers Address: 45-400 Big Canyon Street Address: 51370 Avenida Bermudas Suite 1 Indio, CA 92201 La Quinta, CA 92253 Telephone: 760-200-9956 Telephone: (760) 564-8470 Lic. #: b) / P (signature) (date) (signature) (date) Enforcement Agency Name: Title/Firm: _ Address: Telephone: IEnerayPro 3.1 By EneraySoft User Number. 6115 Job Number. 00107 Pane:4 of 12 1 Certificate of Compliance: Residential (Addendum) CF -1 R Thomas Buffin Power Brokers 12/7/2004 Project Title Date Special Features and Modeling Assumptions The local enforcement agency should pay special attention to the items specified in this checklist. These items require special written justification and documentation, and special verification to be used with the performance approach. The local enforcement agency determines the adequacy of the justification, and may reject a building or design that otherwise complies Dasea on me aaequacy or me special justmcanon ano aocumentamon submmea. Plan Field The DHW System "Standard Gas 50 gal or Less" Energy Factor = 0.530. An EF below 0.58 requires an R-12 External Blanket. The HVAC System "Res HVAC" includes credit for a Radiant Barrier installed Der Section 8.13 of the Residential Manual. JAn Air Retarding Wrap must be installed per the manufacturer's specifications that must comply with ASTM E1677-95. 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. The HERS rater must document the field verification and diagnostic testing of these measures on a form CF -6R. plan Field The HVAC System "Res HVAC" includes Refrigerant Charge and Airflow Credit (or a TXV). A certified HERS rater must provide verification of the TXV, or measure the Refrigerant Charge and Airflow. The HVAC System "Res HVAC" 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. I Run Initiation Time: 12/07/04 09:20:21 RunCode: 1102440021 EnergyPro 3.1 By EnergySoft User Number: 6115 Job Number: 00107 Page:5 of 12 Mandatory Measures Checklist: Residential (Page 1 of 2) MFA 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. DESCRIPTION Instructions: Check or initial applicable boxes or enter NIA N not applicable. DESIGNER ENFORCEMENT Building Envelope Measures a '§150(a): Minimum R-19 ceiling insulation. E] § 150(b): Loose fill insulation manufacturer's labeled R -Value. *§150(c): Minimum R-13 wall insulation in wood framed walls or equivalent U -value in metal frame walls (does not apply to exterior mass walls). [K'§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 permfinch. a§118: insulation specified or installed meets insulation quality standards. Indicate type and form. ® §11617: Fenestration Products, Exterior Doors and Infilfration/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(8): 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 ASH RAE, SMACNA or ACCA. §150(1): Setback thermostat on all applicable heating and/or cooling systems. FX §150(j): 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 (R-4 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 intemal/extemal 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: 6115 Job Number: 00107 Page:6 of 12 Mandatory Measures Checklist: Residential (Page 2 of 2) MF -1 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 ducts and plenums installed, seated and insulated to meet the requirements of the 1998 CMC Sections 601, 603, 604 and Standard 6-3; ducts insulated to a minimum installed level of R-4.2 or enclosed entirely in conditioned space. Openings shall be sealed with mastic, tape, aerosol sealant, or other duct -closure system that meets the applicable requirements of UL181, UL181 A, or UL181 B. If mastic or tape is used to seal openings greater than 1 A 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 duct systems and their components shall not be sealed with cloth back rubber adhesive duct tapes unless such tape is used in combination with mastic and 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 duct tapes unless such a tape is used in combination with mastic and drawbands. 4. Exhaust fan systems have back draft or automatic dampers. 5. 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. ❑ § 114: 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 fifter 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. IA -11 §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 Btulhr) ❑§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 lumenstwatt 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 Iumenstwatt or greater switched at the entrance to the room or one of the aftemative to this requirement allowed in Section 150(k)2.; and recessed ceiling fixtures are IC (insulation cover) approved. 3.1 By EnergySoft User Number: 6115 Job Number: 00107 Page:7 of 12 Computer Method Summary (Part 1 of 3) C -2R Thomas Buffin Power Brokers 12/7/2004 Project Title Date Baja Santa Fe -All Orientations La Quinta Project AddressBuilding Permit # Power Brokers (760) 564-8470 Documentation Author Telephone Pian Check/Date Computer Performance 15 Field Check/Date Compliance Method (Package or Computer) Cimate Zone Source Energy Standard Use (kBtu/sf-yr) Design Space Heating 2.36 Facing North Margin Facing East Margin Facing South Margin Facing West Margin 0.97 1.39 1.21 1.15 1.28 1.08 0.95 1.42 Space Cooling 38.10 39.56 -1.45 37.87 0.24 36.15 1.96 39.06 -0.95 Domestic Hot Water 14.89 1 14.75 0.15 14.75 0.15 14.75 0.15 14.75 0.15 55.27 0.09 53.82 1.541 1 52.18 3.18 54.75 0.61 Totals 55.36 This C -2R describes the front facing North occurrence of a four cardinal orientation analysis. Features are identical in all orientations. Total Conditioned Floor Area: 1,630 ft 2 Building Type: Single Fam Detached Floor Construction Type: ❑ Raised Floor ❑X Slab Floor Building Front Orientation: All Four Orientations Total Fenestration Area: 16.3% Number of Dwelling Units: 1.00 Total Conditioned Volume: 16,300 ft 3 Number of Stories: 1 Total Conditioned Slab Area: 1,630 ft2 BUILDING ZONE INFORMATION # of Thermostat Vent Zone Name Floor Area Volume Units Zone Type Type Hgt. Area R@SHVAC 1634 1f kon _100_ Conditioned Seffiack - 7 -ota OPAQUE SURFACES Solar Act. Gains Type Area U -Val. Azm. Tilt Y / N Form 3 Reference 1 3.1 By EnergySoft User Number: 6115 00107 Page:6 of 12 1 Computer Method Summary_ _ (Part 2 of 3) C -2R Thomas Bufn Power Brokers 12/7/2004 Project Title Date FENESTRATION SURFACES u- Act. Glazing Type Location/ # Type Area Factor SHGC ' Azm. Tilt Comments 1.. Skylight Left (Fast1 4.0 1940 0.60 90 97 2 Window Front (North) 9.0 0.570 0.55 0 90 3 Window Front (North) 5.0 0.570 0.55 0 90 4 Window Front (North) 33.4 0.550 0.53 0 90 5 Window Front (North) 10.0 0.570 0.55 0 90 6 Window Left (.East) 6.0 0.600 0.65 90 _900 L Window Left (East) 16.0 0.600 0.65 _ 80 90 8 Window Left (East) 12.0 0.570 0.67 90 _ 90 6 Window Left (East) 9.0 0.600 0.65 90 9 1Q Window Rear (SOL i) 10.7 0.570 0.67 180 _ 90 " Window Rear (South) 40.0 0.550 033 180 9 12 Window Rear (South) 12.0 0.570 0.67 180 90 1.3 Window Rear (South) 30.0 0.600 0.65 180 90 14 Window Rear (South) 12.0 0.570 0.67 180 90 15 Window Right (West) 33.4 0.550 0.65 270 90 16 Window Right (West) 10.0 0.570 0.67 270 90 17 Window Right (West) 14.0 0.600 0.65 270 90 Double Metal Tinted Default Double NonMtl Tinted Default Double NonMtl Tinted Default Double NonMd Tinted Default Double NonNM Tinted Default Double NonMtl Clear Default Double NonMtl Clear Default Double NonMt1 Clear Default Double NonMtl Clear Default Double NonMtl Clear Default Double NonMtl Tinted Default Double NonMtl Cigar Default trouble NonMtl Clear Default Double NonMtl Clear Default Double NonMtl Clear Default Double NonMtl Clear Default Double NonMtl Clear Default 1 st Floor Zone 1 st Floor Zone 1st Floor Zone 1st Floor Zone 1 st Floor Zone 1 st Floor Zone 1 st Floor Zone 1 st Floor Zone 1st Floor Zone 1 st Floor Zone 1st Floor Zone 1 st Floor Zone 1 st Floor Zone 1 st Floor Zone 1 st Floor Zone 1 st Floor Zone 1st Floor Zone 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 Bun Screen 0.76 2.0 4.5 8.0 0.1 8.0 8.0 3 Bug Screen 0.76 5.0 1.0 8.0 0.1 8.0 8.0 4 Bun Screen 0.76 6.6 5.0 0.0 0.0 0.0 0.0 5 Buq Screen 0.76 20 5.0 0.0 0.0 0.0 0.0 6 Bug Screen 0.76 2.0 3.0 _ 0.0 _ 0.0 0.0 0.0 7 Bug Screen 0.76 4.0 4.0 0.0 0.0 0.0 0.0 _ 8 Bug Screen 0.76 2.0 6.0 0.0 0.0 0.0 0.0 9 Bug Screen 0.76 3.0 3.0 0.0 0.0 0.0 _ 0.0 10 Buq Screen 0.76 4.0 2.6 0.0 0.0 0.0 0.0 _ 11 Bug Screen 0.76 6.6 6.0 0.0 0.0 0.0 0.0 12 Bug Screen 0.76 2.0 6.0 0.0 0.0 0.0 0.0 _ 13 Bug Screen 0.76 5.0 6.0 0.0 0.0 0.0 0.0 _ 14 Bug Screen 0.76 2.0 6.0 0.0 0.0 0.0 0.0 _ 15 Bug Screen 0.76 6.6 5.0 0.0 0.0 0.0 0.0 16 Bug Screen 0.76 2.0 5.0 0.0 0.0 0.0 _ 0.0 _ 17 Buq Screen 0.76 3.5 4.0 0.0 0.0 0.0 0.0 EnergyPro 3.1 By EnergySoft User Number. 6115 Job Number: 00107 Page:9 of 12 1 Computer Method Summary (Part 3 of 3) C -2R Thomas Buffin Power Brokers 12/7/2004 Project Title Date THERMAL MASS FOR HIGH MASS DESIGN Area Thick. Heat Inside Location Type (sf) (in.) Cap. Cond. Form 3 Reference R -Val. Comments PERIMETER LOSSES F2 Insulation Type Length Factor R -Val. Depth Location / Comments Slab Perimeter 90 0.76 0.0 _ 0 1 st Floor Zone 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 Fumacg 92°lo AFUE Ducts in Attic 4.2 Setback Res HVAC Hydronic 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 Split Air Conditioner 12.0 SEER Ducts in Attic 4.2 Setback Res HVAC WATER HEATING SYSTEMS Rated' Tank Energy Facts 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. Standard Gas 50 gal or Less Small Gas Standard _ 40,000 50 0.53 n/a 12 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. Computer Method Summary (Addendum) C -2R Thomas Bufn Power Brokers 12/7/2004 Project Title Date Special Features and Modeling Assumptions The local enforcement agency should pay special attention to the items specked 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 rosea on the adequacy of the special justitication and documentation submitted. Plan I Field The DHW System "Standard Gas 50 gal or Less" Energy Factor = 0.530. An EF below 0.58 requires an R-12 External Blanket. The HVAC System 'Res HVAC" includes credit for a Radiant Barrier installed per Section 8.13 of the Residential Manual. IAn Air Retarding Wrap must be installed per the manufacturer's specifications that must comply with ASTM E1677-95. I I I 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. The HERS rater must document the field verification and diagnostic testing of these measures on a form CF -611. plan Field The HVAC System 'Res HVAC' includes Refrigerant Charge and Airflow Credit (or a TXV). A certified HERS rater must provide verification of the TXV, or measure the Refrigerant Charge and Airflow. The HVAC System "Res HVAC' 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. Run it ation Time, 12/07/04 09:20:21 R n ode: 1102440021 EnergyPro 3.1 By EnergySoft User Number: 6115 Job Number. 00107 Page: 11 of 12 HVAC SYSTEM HEATING AND COOLING LOADS SUMMARY PROJECT NAME DATE Thomas Buffin Power Brokers 12/7/2004 SYSTEM NAME FLOOR AREA Res HVAC 1,630 SYSTEM LOAD 26.0 of I Outside 0 cfm 69.5 of 15.0 / 73.5 of Outside Air 0 cfm 78.7/62.3 of w 69.5 of 69.5 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 I I CFM I Sensible 1,329 32,526 484 628 23,408 0 1,626 1,170 0 0 0 0 0 0 0 0 0 1,626 1,170 35,778 -484 F 25 749 BDP CO. 563AN060-A 44,907 3,698 112,000 Total Adjusted System Output44 go7 3,sss 112,000 (Adjusted for Peak Design Conditions) TIME OF SYSTEM PEAK I Aug 2 pmt I Jan 12 am 105.0 of Supply Fan Heating Coil 2055 cfm Supply Air Ducts 104.5 of ROOMS 70.0 of Retum Air Ducts i 78.7 / 62.3 of 78.7 / 62.3 of IM 55.0 / 53.6 of Supply Fan Cooling Coil 2055 cfm User Number: 6115 Retum Air Ducts Job Number: 00107 Supply Air Ducts 55.7 / 53.9 of 40.6% R.H. ROOMS 78.0 / 62.0 of J 12 of 12