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SFD (0309-021)77680 Calle Madrid 0309-021 LICENSED CONTRACTOR DECLARATION I hereby affirm under penalty of perjury that I am licensed under provisions of Chapter 9 (commencing with Section 7000) of Division 3 of the Business and Professionals Code, and my License is in full force and effect. License # I? Lic. Class Exp. Date / t 682901 B / r f .1.73,120 Date's Signature of Contractor r OWNER -BUILDER DECLARATION I hereby affirm under penalty of perjury that I am exempt from the Contractor's License Law for the following reason: ( ) 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 & Professionals Code). ( ) I, as owner of the property, am exclusively contracting with licensed contractors to construct the project (Sec. 7044, Business & Professionals Code). ( ) I am exempt under Section B&P.C. for this reason Date Signature of Owner WORKER'S COMPENSATION DECLARATION I hereby affirm under penalty of perjury one of the following declarations: ( ) I have and will maintain a certificate of consent to self -insure for workers' compensation, as provided for by Section 3700 of the Labor Code, for„the performance of the work for which this permit is issued. ( ) I have and will maintain workers' compensation insurance, as required by Section 3700 of the Labor Code, for the performance of the work for which this permit is issued. My workers' compensation insurance carrier & policy no. are: Carrier STATES FMID Policy No. 22-9- 001 '-2003 (This section need not be completed if the permit valuation is for $100.00 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 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. Date: - s /- Applicant— I­ ;cam v: Warning: Failure to secure Workers' Compensation coverage is unlawful and shall subject an employer to criminal penalties and civil fines up to $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. IMPORTANT Application is hereby made to the Director of Building and Safety for a permit subject to the conditions and restrictions set forth on his application. 1. Each person upon whose behalf this application is made & each I son at whose request and for whose benefit work is performed under or punt to' any permit issued as a result of this applicaton agrees to, & shall, i & hold harmless the City of La Quinta, its officers, agents and a es. 2. Any permit issued as a result of this application becomes null apf, id if CC work is not commenced within 180 days from date of issuanceuchJC permit, or cessation of work for 180 days will subject permit to can *11E ion. I certify that I have read this application and state that the above infor ation igln correct. I agree to comply with all City, and State laws relating to th FII construction, and hereby authorize representatives of this City to enter upon the above-mentioned property for inspection purposes. Signature (Owner/Agent) Date- Y Nsa;.r BUILDING PERMIT PERMIT# DATE //VALUATION LOT TRACT 12 13TH 7671 /h~ JOB SITE' a ADDRESS 77-W CALIX X`ili..`ADI .T_I3 APN `I'Ivd^'L'l 4- 1 4 OWNER CONTRACTOR/DESIGNER/EN (NEER T v1 I L FF".11+/ DAVID L ADDINGTO], - P.O. BOX 134 41-780 .E,IEMWTAGE M' LAQ'i1tZSTA CA. 92253 E1:{ta UDAMMYS CA 92201 (760)408-7528 C'B7..4 37Z4 USE OF PERMIT ,`I C PAAfi3!..'Sr'')DW L.LNG I ' 1514 S. F. SP'O PERMIT DOES MOT INCLUDE 8LOCK VTA1:,I., PCOUSRA OR DRIVEWAY .APPROACH TIaOa.CT CONST RUCTION 4514.00 SF PORC;I-VPATIO 176.00 SP 0A.".0MARPORT M100 OF 1 3 R IXMIID i:10ST orl CC)X:S'6RUCP101V 5,(iS6,fi'1 p ' k'MuNr;6}yKI: Ki714:t,y CONSTRUCTION FEF 101.000418.000 $621..So PLAY CHECK 'ti; 1.01-000.439-318 $513.03 FEE DEPOMT 141-000-439-318 4250.00 k/ RCH.A.'NICAAL. FrI, 101-000-421-000 $52.50 ELEC T Tt.It.AL F&E 10, 1 -000-420-000 5113.21 pl:t NHINO FEE 101-000,419•-#100 1130.00 STRONG MOTWO ISP.& - RUID 101-000-241-000 ORAOINO FEE 5111-{)Of'+-13.23-Of)S! 0.5.40 DEVELOPER IMPACT F&E. i2/I0 ,04 MMSE PLAN 1014-000-441-345 lOt1.OD ' - XYTAL C:a+1;iTJOI°It 2J` $AIt3'1+,31``7EI7 1 3;3,6y :7' LHON FRE -FALD FETTI P 16 1003 TW,.'A P1 M E'S DUE -Now OF LA Qui ANCfl REPT, RECEIPT DATE Yr BY,:: qAT5.INALED INSPECT V INSPECTION RECORD OPERATION DATE INSPECTOR OPERATION DATE INSPECTOR BUILDING APPROVALS MECHANICAL APPROVALS Set Backs Underground Ducts Forms & Footings Ducts Slab Grade Return Air Steel Combustion Air Roof Deck Exhaust Fans O.K to Wrap F.A.U. Framing — Compressor Insulation Vents Fireplace P.L. Grills Fireplace T.O. Fans & Controls Party Wail Insulation Condensate Lines Party Wall Firewall Exterior Lath Drywall - Int. Lath Final Final BLOCKWALL APPROVALS POOLS - SPAS steel Set Backs Electric Bond Footings Main Drain Bond Beam Approval to Cover Equipment Location Underground Electric Underground Plbg. Test Final Gas Piping PLUMBING APPROVALS Gas Test Electric Final Waste Lines Heater Final Water Piping Plumbing Final Plumbing Top Out Equipment Enclosure Shower Pans O.K for Finish Plaster Sewer Lateral Pool Cover Sewer Connection _ Encapsulation Gas Piping Gas Test Appliances - - Final Final Utility Notice (Gas) ELECTRICAL APPROVALS Temp. Power Pole Underground Conduit. Rough Wiring Low Voltage Wiring Fixtures Main Service Sub Panels Exterior Receptacles G.F.I. Smoke Detectors Temp. Use of Power G Final Utility Notice (Perm) COMMENTS: F CITE( BUILDIN of r 3 P 1I SmTI7 ` CIFTNOF LA QUINTA 77 q, rier THO A Contractor DAVID ADDINGTON QUINTA DEPARTMENT '012 EQUEST LINE - '153 Permit Number 0309-021 POST ON JOB IN CONSPICUOUS PLACE INSPECTOR MUST SIGN ALL APPLICABLE SPACES JOB ADDRESS 77-680 CALLE MADRID 1.514 S.F. SFf3� PERMIT DOES NOT INCLUDE BLOCK WALL, POOL/SPA OR DRIVEWAY APPROACH TYPE OF INSPECTION-' DATE INSP. TEMPORARY POWER SETBACKS U/G PLUMBING / WASTE U/G ELECTRICAL/ GROUNDING FOOTINGS / STEEL CONCRETE SLAB DO NOT POUR CONCRETE UNTIL ABOVE ROOF NAIL / PRE -ROOF OKAY TO WRAP FRAK41NG COMBINATION d G ROUGH ELECTRIC ROUGH PLUMBING ROUGH MECHANICAL INSULATION n COVER NO WORK UNTIL ABOVE SIGNED , INTERIOR GYP. BD. DRYWALL EXTERIOR LATH J 100, GAS TEST SEPTIC ABANDONMENT SEWER CONNECTION - l SEPTIC / GREASE INTERCEPTOR MASONRY INSPECTIONS FOOTINGS / STEEL I BOND BEAM POOL / SPA / WATER FEATURE INSPECTIONS PRE-GUNITE / SETBACKS U/G PLUMBING U/G GAS- U/G ELECTRICAL PRE -PLASTER ALARMS / BARRIERS FINAL. INSPECTIONS TEMP. USE OF PERMANENT POWER ELECTRICAL PLUMBING MECHANICAL PUBLIC WORKS DEPARTMENT COMMUNITY DEVELOPMENT DEPT. FINAL / JOB COMPLETED ABOVE APPROVALS DO NOT INCLUDE RIGHT TO TURN ON UTILITIES OR OCCUPY BUILDING 030?. ©a �Gv P.O. BOX 1504 APPLICATION ONLY Building 78-495 CALLE TAMPICO Address O LA QUINTA, CALIFORNIA 92253 Owner 6 ' C/ BUILDING: TYPE'CONST. OCC. GRP. Mailing Address r 13d y /24 A.P. Number City Zip Tel / _ - L D L 1 d Legal Description LG� �I� Contract /111/1 Z) All I A �� ^ Project Description Aaoress,M City 'G Te . L Zip _ State Lic. City & Classif. fir / Lic. # Arcn., tngr., Designer Address Tel. CityI Zip I State I Lic. # LICENSED CONTRACTOR'S DECLARATION I hereby affirm that I am licensed under provisions of Chapter 9 (commencing with Section 70001 of Division 3 of the Business and Professions Code, and my license is in full force and effect. SIGNATURE DATE OWNER -BUILDER DECLARATION I hereby affirm that I am exempt from the Contractor's License Law for the following reason: (Sec. 7031.5,Business and Professions Code: Any city or county which requires a permit to construct, alter, improve, demolish, or repair any structure, prior fo ,Rs issuance also requires the applicant for such permit to lila 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 thealleged exemption. Any violation of Section 7031.5 by 'any applicant for a permit subjects the applicant to a civil penalty of not more than five hundred dollars ($500). I] 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, Buisness and Professions Code: The Contractor's License Law does not apply to an owner of property who builds or improves thereon and who does such work himself or through his own employees, provided that such improvements are not intended or offered for sale. If, however, the bullding or improvement is sold within one year of completion, the owner -builder will have the burden of proving that he did not build or improve for the purpose of sale.) 1-1 I, as owner of the property, am exclusively contracting with licensed contractors to con- struct the project. (Sec. 7044, Business and Professions Code: The Contractor's License Law does not apply to an owner of property who builds or improves thereon, and who contracts for such projects with a contractor(s) licensed pursuant to the Contractor's License Law.) 11 1 am exempt under Sec. B. & P.C. for this reason Date Owner WORKERS' COMPENSATION DECLARATION I hereby affirm that I have a certificate of consent to self -insure, or a certificate of Worker's Compensation Insurance, or a certified copy thereof. (Sec. 3800, Labor Code.) Policy No. Company n Copy is filed with the city. O 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 the Workers' Compensation Laws of California. Date Owner NOTICE TO APPLICANT: If, after making this Certificate of Exemption you should become subject to the Workers' Compensation provisions of the Labor Code, you must forthwith comply with such provisions or this permit shall be deemed revoked. CONSTRUCTION LENDING AGENCY Ihereby 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 aQplicant Date Mailing Address City, State, Zip Sq. Ft. �/ No. No. Dw. Size Stories Units New Add ❑ Alter ❑ Repair ❑ _ Demolition ❑ >timated Valuation PERMIT AMOUNT Plan Chk. Dep. f d10 Plan Chk. Bal. Const. Mech. Electrical Plumbing S.M.I. Grading Driveway Enc. Infrastructure TOTAL REMARKS ZONE: BY: Minimum Setback Distances: Front Setback from Center Line Rear Setback from Rear P Ine Side Street Setb m Cen r Side Se from ine FINAL DATE MIA INSPF .:rn.:4_ Issued by: t PD -1 Pam Validated by: NOF G F Validation: WHITE = FINANCE YELLOW = APPLICANT PINK = BUILDING DIVISION Comments At the present time, the Desert Sands Unified School District does ndt collect fees on garages/carports, covered patiostwalkways, residential additions under 500 square feet, detached accessory structures (spaces that do not contain facilities for living, sleeping, cooking, eating or sanitation) or replacement mobile homes. 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 $2.14 X 1,514 S.F. or $3,239.96 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 CCNIB-David Addington Check No. 287444 Name on the check Telephone 760-408-7528 Funding Residential By Dr. Doris Wilson Superintendent Fee collected /exempted by Yolanda Garcia Payment Recd $0.00 $3,239.96 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 or 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 Department/Applicant Copy - Applicant/Receipt Copy - Accounting CERTIFICATE OF COMPLIANCE Desert Sands Unified School District o 47950 Dune Palms Road gERMU n1r Date 9/16/03 La Quinta CA 92253 RAN ANWELLS LSMIRAGd ' INDIAN HO WE No. 24972 (760) 771-8515 ? PALA GUINTA , LM 3R INDIO `^ Owner Thomas Buffin APN # 774-214-024 Address P.O. Box 134 Jurisdiction La Quinta City La Quinta Zip 92253 Permit # 0309-021 Tract # BLK 282 Study Area Type Single Family Residence No. of Units 1 Lot # No. Street S.F. Lot # No. Street S.F. Unit 1 12 77680 Calle Madrid 1514 Unit 6 Unit 2 Unit 7 Unit 3 Unit 8 Unit 4 Unit 9 Unit 5 Unit 10 Comments At the present time, the Desert Sands Unified School District does ndt collect fees on garages/carports, covered patiostwalkways, residential additions under 500 square feet, detached accessory structures (spaces that do not contain facilities for living, sleeping, cooking, eating or sanitation) or replacement mobile homes. 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 $2.14 X 1,514 S.F. or $3,239.96 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 CCNIB-David Addington Check No. 287444 Name on the check Telephone 760-408-7528 Funding Residential By Dr. Doris Wilson Superintendent Fee collected /exempted by Yolanda Garcia Payment Recd $0.00 $3,239.96 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 or 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 Department/Applicant Copy - Applicant/Receipt Copy - Accounting RECORDING REQUESTED BY First American Title Company AND WHEN RECORDED MAIL TO: Power Finance Associates, Inc. 51370 Avenida Bermudas, #1 La Qulnta, CA 92253 space Above This Line for Recorder's Use Only GRANT DEED -A.P:N.-. 774=214=024 T.R.A. No. File No.: RPD -1100387 (sl) The Undersigned Grantor(s) Declare(s): DOCUMENTARY TRANSFER TAX $66.00; CITY TRANSFER TAX $0.00; computed an the consideration or full value of property conveyed, OR computed on the consideration or full value less value of liens and/or encumbrances remaining at time of sale, unincorporated area; [ I City of La Quints, and FOR A VALUABLE CONSIDERATION, receipt of which is hereby acknowledged, David A. Mittleholtz, a single man hereby GRANTS to Power Finance Associates, Inc., a California Corporation the following described property in the of La Quinta, County of Riverside, State of California; F Lot=l2 in -Block 282, -Santa Carmelita at vale La Quints, Unit #26 as per Map recorded In Book 20, -'Page=50-of-Maps'ln-the office of the County Recorder of said County. Dated: 0810612003 David A. Mittleholtz Mail Tax Statements To: SAME AS ABOVE 'V l`. Centric4te'." C.Ua.nqy..,x 4x -11.0 TA4 lima 7y ' OF ° Building SatY:Deparnfeent This Certificate is issued.. pursuant to: the requirements of Section 109. of the California. Building 'Code, certifying that;- at the time.,of issuance,.,, this stW&dre^1 was. in compliance with the ' provisions of the Building Code- and.,, -.the various, ordinances -of, the -City regulating building ` `,• construction and/or use. ; BUILDING ADDRESS: 77-680 CALLE MADRID Use classification: SINGLE.FAMIL-Y DWELLINGBuilding Permit No.: 0309-021 Occupancy Group: R-3 Type of Construction: V - N Land Use Zone: RC Owner of Building: THOMAS BUFFIN Address: P.O: BOX 134 City; ST,; ZIP: LA QUINTA, CA 92253 By: KIRK KIRKLAND' - Date: SEPTEMBER 1 2004 ; Building Official ,_ POST IN A CONSPICUOUS PLACE AUG -27-2004 07:.44 AM: CERTIFICATE Street Adaress; 7 s a .0 , 0 Copies to: Builder, HERS Provider. Z CF Plan Number Sample. Group Number Sample House, Number Oder:- City/State0w a aLU&Aa C'fi' 96!3L P.02 HgRS RATER CQMPLIANCE STATZEdENT The house was: VTested [ Approved es part of samplQ testing, but was: not tested As the HERS rater providingg diagnostic testing and field verification, I certify that the houses identified. on this form cop ly with the diagnostic 1 ested compliance requirements as checked on this form. Distribution system Is fully ducted (i.e,, does not use building cavities:*as plenums or platform returns. in lieu v of ducts) C Where Goth 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. MINIMUM REQUIREMENTS FOR DUCT LEAKAGE REDUCTION: COMPLIANCE CREDIT Duct Diagnostic Leakage. Testing Results (Maximum 6% Duct Leakage) Measured Duct Pressurization Test Results (CFM @ 25 Pa) values Test Leakage Flow In CFM U If fan flow is caiculated as 400cf n/ton x number of tons enter calculated value here If fan flow is measured enter measured value here Leakage Percentage (100 x Test Leakage/Fan Flow) Check Box for Pass or Fail (Pass=6% or leas), Pass Fail THERMOSTATIC EXPANSION VALVE (TXV) or Commission approved equivalent grYes ❑, No Thermostatic Expansion Valve (or Commission approved equivalent) is installed and Access Is provided for inspection Yes is a. pass ass Fail O MINIMUMREQUIREMENTS FOR DUCT DESIGN' COMPLIANCE CREDIT t D Yes ❑ No ACOA Manuel D Design requirements have been met. (rater has verified that actual Installation matches values in CF -1 R and design on plan. , 2, © Yes Q 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 = 0. Yes for both I and 2 is a Pass Pass Fail TITLE 24 REPORT Title 24 Report for: Thomas Buffin Mazatlan - All Orientations La Quinta, CA Project Designer: 0 Report Prepared. By: Joan D. Hacker Insu-form, Inc. 68-255 Corta Road Cathedral City, CA 92234 (760) 324-2046 Job Number: Date: 6/12/2003 CITY OF LA QUINTA BUILDING & SAFETY DEPT. APPROVED FOR CONSTRUCTION DATES 3 O BY -S_ T _ 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) 883-5900. EneravPro 3.1 By EnemySoft Job Number. User Number: 2856 1 _r_Y,�. :' `�' ji' r.: yp-� Scr �'-�•� ".'t':'Gz'�=: .,.,. """_ 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 Room Load Summary 13 EnergyPro 3.1 By EnergySoft Job Number. User Number. 2655 Certificate of Compliance: Residential (Part 1 of 2) CF -1 R Thomas Buffin 6/12/2003 Project Title Date Mazatlan - All Orientations Desert Hot Springs Project Address Building Permit # Insu-form, Inc. (760) 324-2046 Plan Check / Date Documentation Author Telephone Computer Performance 15 Field Check / Date Compliance Method (Package or Computer) Climate Zone Enforcement Agency Use Only GENERAL INFORMATION Total Conditioned Floor Area: 1.514 f? Average Ceiling Height: 9.0 ft Total Conditioned Slab Area: 1,514 f? 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: FX] Slab Floor Number of Dwelling Units: 1.00 Number of Stories: 1 ❑ Raised Floor Const. Component Frame Assembly Locatioh/Comments Type Type U -Value (attic, garage, typical, etc.) Slab On Grade n/a 0.756 Covered Slab w/R-0.0 Perimeter Insulation Slab On Grade n/a 0.756 Exposed Slab w/R-0.0 Perimeter Insulation R-13 Wall w/1" EPS Wood 0.059 Exterior Wall R-38 Roof (R.38.2x14.16) Wood 0.028 Exterior Roof FENESTRATION Shading Devices Type Orientation Area Fenestration Exterior Overhang Side Fins (SF) U -Factor SHGC Shading Yes / No Yes / No Front 18.0 0.61 0.63 Bug Screen X❑ ❑ ❑X❑ Front 33.4 0.78 0.63 Bug Screen n I-1 n fX l Front 25.0 0.75 0.62 Bug ScreenX °❑ fXi Left 32.0 0.61 0.63 Bug Screen a ❑ o Left 73.4 0.78 0.63 Bug Screen a ❑ ❑ o Left 25.0 0.75 0.62 Bug Screen [g] ❑ ❑ FX 1 1 Left 17.5 0.75 0.62 Bug Screen X❑ ❑ ❑ Q Rear 33.4 0.78 0.63 Bug Screen x❑ ❑ ❑ X❑ Rear 20.0 0.61 0.63 Bug ScreenX❑ ❑ ❑ X❑ Rear 25.0 0.75 0.62 Bug Screen X❑ ❑ ❑ X❑ Right 12.0 0.61 0.63 Bug Screen X❑ ❑ ❑ X❑ 1 Right i 58.0 0,75 0.62 Bug Screen X❑ ❑ ❑ X❑ Run Initiation Time: 06/12/03 13:41:43 Run Code: 1055450503 EneravPro 3.1 By EnerovSoft User Number. 2655 Job Number Pnoe*3 of 13 Certificate of Compliance: Residential (Part 2 of 2) CF -1 R Thomas Buffin 6/19/2003 Project Title Date HVAC SYSTEMS Note: Input Hydronic or Combined Hydronic data under Water Heating Systems, except Design Heating Load. Distribution Heating Equipment Minimum Type and Duct or Type (furnace, heat Efficiency Location Piping Thermostat Location / pump, etc.) (AFUE/HSPF) (ducts, attic, etc.) R -Value Type Comments Central Furnas 80% AFUE Ducts in Attic 4.2 Setback Living Zone 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 19 n RFFR nitrfc in Affir e 9 ce+tip. i c..;.... 7....e WATER HEATING SYSTEMS Rated 1 Tank Energy Fact* 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 (%) R -Value A O SMITH EGM -50-926 Small Gas Standard 1- 40,000 50 0.62 n/a n/a 1 For small gas storage (rated inputs of less than or equal to 75,000 Btu/hr), electric resistance and heat pump water heaters, list energy factor. For large gas storage water heaters (rated input of greater than 75,000 Btu/hr), list Rated Input, Recovery Efficiency and Standby Loss. For instantaneous gas water heaters, list Rated Input and Recovery Efficiency. REMARKS 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 seating 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: Title/Firm: Address: Telephone: Lic. #: (signature) Enforcement Agency Name: Title/Firm: Address: Telephone: EnergyPro 3.1 By EnerQySO (date) Name: Joan D. Hacker Title/Firm: Insu-form, Inc. Address: 68-255 Corta Road Cathedral City, CA 92234 Telephone: (760) 324-2046 User Number. 2655 Job Number. of 13 —--.:.cLa: r.•!au S_ ='rya:ael.:.`.? Y?AL4C+l3$ L "S- =--=: j.'flha•.c r:....wr..:_.:::di-i:: E. Certificate of Compliance: Residential (Addendum) CF -1 R Thomas Buffin 6/12/2003 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 3ased on the adequacy of the special justification and documentation submitted. Plan I Field The HVAC System "Living Zone" includes credit for a Radiant Barrier installed per Section 8.13 of the Residential Manual. HIGH MASS Design(see C -2R) - Verify Thermal Mass: 964 sgft Covered Slab Floor, 3.50" thick at Living HIGH MASS Design(see C -2R) - Verify Thermal Mass: 550 sqft Exposed Slab Floor, 3.50' thick at Living 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. The HVAC System "Living Zone" includes Refrigerant Charge and Airflow Credit (or a verifification of the TXV, or measure the Refrigerant Charge and Airflow. rater must The HVAC System "Living Zone" 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 EnergvPro 3.1 By EnergySoft User Number. 2655 Job Number. Page:5 of 13 1 Mandatory Measures Checklist: Residential (Page 1 of 2) MF -1R 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 WA if not applicable DESIGNER ENFORCEMENT Building Envelope Measures 4150(a): Minimum R-19 ceiling insulation. a§150(b): Loose fill insulation manufacturers labeled R -Value. a1150(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). ' §150(d): Minimum R-13 raised floor insulation in fratned floors or equivalent 04150(d): §150(1): Slab edge insulation - water absorption rate no greater than 0.3%, water vapor transmission rate no Elgreater titan 2.0 perm/inch. a§118: Insulation specified or installed meets insulation quality standards. Indicate type and form. ® §116-17: Fenestration Products, Exterior Doors and Infiltration/Extiltration 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 weathersuipped: all joints and penetrations caulked and sealed. § 150(g): Vapor barriers mandatory in Climate Zones 14 and 16 only. § 150(f): Special infiltration barrier installed to comply with Section 151 meets Commission quality standards. I §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. X § 150(i): Setback thermostat on all applicable heating and/or cooling systems. i §1506): 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) I 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. EnergyPm 3.1 By EnergySoft User Number. 2655 Job Number. Page:6 of 13 Mandatory Measures Checklist: Residential (Page 2 of 2) MF -IR 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 checifast 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) FX—] '§ 150(m): Ducts and Fans 1. All ducts and plenums installed, sealed 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 entirety in conditioned space. Openings shall be sealed with mastic, tape, aerosol sealant, or other duct -closure system that meets the applicable requirements of UL181, UL181A, or UL1818. If mastic or tape is used to seal openings greater than 1/4 inch, the combination of mastic and either mesh or tape shall be used. Building cavities shall not be used for conveying conditioned air. Joints and seams of 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 I 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 j cavities and support platforms may contain ducts. Ducts installed in cavities and support platforms shall not be I 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 j duct tapes unless such a tape is used in combination with mastic and drawbands. i i 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. l 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 i I for outdoor service e.g., protected by aluminum, sheet metal, painted canvas, or plastic cover. Cellular foam j i insulation shall be protected as above or painted with a coating that is water retardant and provides shielding I j from solar radiation that can cause degradation of the material. I t I i I r—; 114: Pool and Spa Heating Systems and Equipment I I 1. Certified with 78%, thermal efficiency, on-off switch, weatherproof operating instructions, no electric resistance heating, and no pilot. i 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 fitter and heater for future solar heating. b. Cover for outdoor pools or outdoor spas. i 3. Pool system has directional inlets and a circulation pump time switch. i I CI §115: Gas fired central furnaces, pool heaters, spa heaters or household cooking appliances have no continuously burning pilot light. (Exception: Non -electrical cooking appliances with pilot < 150 Btu/hr) n §118 (f): Cool Roof material meet specified criteria Lighting Measures §150(k)1: Luminaires for general lighting in kitchens shall have lamps with an efficacy 40 lumens/watt or greater for general lighting in kitchens. This general lighting shall be controlled by a switch on a readily accessible lighting control panel at an entrance to the kitchen. _ i -X §150(k)2: Rooms with a shower or bathtub must have either at least one luminaire with lamps with an efficacy of 40 lumens/watt or greater switched at the entrance to the room or one of the alternative to this requirement allowed in Section 150(k)2.; and recessed ceiling fixtures are IC (insulation cover) approved. i 3.1 By EnergySoft User Number. 2655 Job Number. Page:7 of 13 +e sS :tS . :<v're'*'.^ e>" t`; %t'f;.'r .. •> :7e.- .: ; Comouter Method Summary (Part 1 of 3) C -2R Thomas Buffin 6/12/2003 Project Title Date Mazatlan - All Orientations Desert Hot Springs Project Address Building Permit 9 Insu-form Inc (760) 324-2046 Plan Check/Date Documentation Author Telephone Computer Performance 15 Field Check/Date Compliance Method (Package or Computer) Clmate Zone Source Energy Standard ' Facing Use (kBtu/sf-yr) Design North Margin ' Facing East Margin features in all orientations. Facing South Margin Facing _ West Margin GENERAL INFORMATION Conditioned Floor Area: 1.99 -0.29 I 38.58 -1.27 1 13.10 2.56 2.30 -0.60 38.45 -1.14 13.10 2.561 Space Heating 1.70 I 1.78 -0.08 Space Cooling 37.31 39.70 -2.391 Domestic Hot Water 15.66 13.10 2 Building Type: 2.24 -0.54 38.47 -1.171 13.10 2.561 2_!>/ 1 53.67 1.0 r-53.84 0.831'53.81 Totals 54.67 54.580 17191 24.6% 0,851' 1.00 BUILDING COMPLIES Number of Stories: This C -2R summarizes the results of a four cardinal orientation analysis. The pages that follow describe the front facing North occurence. This plan has been analyzed with identical features in all orientations. Vent X Slab Floor GENERAL INFORMATION Conditioned Floor Area: 1,514 Floor Construction Type: ❑ Raised Floor Building Type: Single Fam Detached 2_!>/ Building Front Orientation: All Four Orientations Total Fenestration Aea: 24.6% Number of Dwelling Units: 1.00 Total Conditioned Volume: 13,626 Number of Stories: 1 Slab Floor Area: 1,514 BUILDING ZONE INFORMATION # of Thermostat Vent Zone Name Floor Area Volume Units Zone Type Type Hgt. Area I h' glnne 1 S14 1189 11 no r:nnditinned $Pthgrk_ 2_!>/ OPAQUE SURFACES Solar Act. Gains Type Area U -Val. Azm. Tilt Y / N Form 3 Reference Wall 374 0.059 _0 90 Will 380 0.059 go _ 0 Wall 22 0.059 135 _ 90 Wall 392 0.059 180 X90 Wall 290 0.059 270 90 Roof 1 514 0.028 270 _ 0 Location / Comments _ Run Initiation Time• 06/12103 1 3.41.43 Run Code• 1055450503 EnergyPro 3.1 By EnergySoft User Number. 2655 Job Number. Page:8 of 13 eRu�Rti'Y`iA�ki Computer Method Summary (Part 2 of 3) C -2R Thomas Buffin 6/12/2003 Project Title Date FENESTRATION SURFACES U- Act. Glazing Type Location/ # Type Area Factor SHGC Azm. Tilt Comments 2 ;j_ Window Window Front Front (North) (North) 4 Window Front (North) 5 Window Left (East) fz Z 8 Window Window Window Left Left Left (East) (East) (East) ;L- Window Window Window Left Left Left (East) (East) (East) 12 Window Left (East) _Ja 14 Window Window Left Left (Southeast) (Southeast) 15 Window Rear (South) 16 Window Rear (South) 17 Window Rear (South) 18 Window Rear (South) _12 20 Window Window Right Right (West) (West) 21 Window Right (West) inn 0 610 0.780 0-63 _�_ X11 Wet Cnast Windows 90 West Coast Windows I ivinBJone Living Zone 0 0.63 33.4 25.0 0.750 0.62 0 90 West Coast Windows Living Zone 8.0 0.610 0.63 0 90 West Coast Windows Living Zone 6.0 0.610 0.63 90 90 West Coast Windows Living Zone 10.0 0.610 0.63 _ 90 go Wwct Coast Windows Cnaat Windows Living Zone Zone Living 33.4 10.0 0.780 0.610 0.780 0.63 0.63 90 90 goWast 90 West Coast Windows Living Zone Zone Living Living 90 Wast Coast Windows Coast Windows 90 0.63 20.0 Zone 6.0 25.0 0.610 0.750 0.780 0.63 0.62 90_ 90 90 Wast 90 Wast Coast Windows Living Zone Zone Living 90 West Coast Windows roast Windows 90 0.63 20.0 Zone Living 70 10.5 0.750 0.750 0.62 0.62 135 135 gn wast 90 West Coast Windows Living Zone 33.4 0.780 0.63 180 90 West Coast Windows Living Zone 10.0 0.610 0.63 180 90 West Coast Windows Living Zone 25.0 0.750 0.62 180 90 West Coast Windows Living Zone 10.0 0.610 0.63 180 90 West Coast Windows Living Zone Zone 12.0 8.0 0.610 0.750 0.63 0.62 270 270 go wast Coast Windows 90 West Coast Windows Jiving Living Zone 50.0 0.750 0.62 270 90 West Coast Windows Living Zone INTERIOR AND EXTERIOR SHADING # Exterior Shade Type SHGC 1 Bug Screen 0.76 2 Bug Screen 0.76 3 Bug Screen 0.76 4 Bug Screen 0.76 5 Bug Screen 0.76 6 Bug Screen 0.76 7 Bug Screen 0.76 8 Bug Screen 0.76 9 Bug Screen 0.76 10 Bug Screen 0.76 11 Bug Screen 0.76 12 Bug Screen 0.76 13 Bug Screen 0.76 14 Bug Screen 0.76 15 Bug Screen 0.76 16 Bug Screen 0.76 17 Bug Screen 0.76 18 Bug Screen 0.76 19 Bug Screen 0.76 20 Bug Screen 0.76 21 Bug Screen 0.76 Window Hqt. Wd 6.8 5.0 5.0 5.0 2.0 4.0 2.0 3.0 2.0 5.0 6.8 5.0 2.0 5.0 6.8 3.0 2.0 3.0 5.0 5.0 6.8 3.0 2.0 3.5 3.5 3.0 6.8 3.0 2.0 5.0 5.0 5.0 2.0 5.0 2.0 6.0 1.0 4.0 5.0 5.0 Len. Hgt. LExt. RExt. 6.0 0.1 6.0 6.0 6.0 0.1 6.0 6.0 2.0 0.1 2.0 2.0 2.00.1 2.0 2.0 140 0.1 14.0 . 14.0 4.0 _D_1 4.0 4.0 2.0 0.1 2.0 2.0 2.0 0.1 2.0 2.0 5.0 0.1 5.0 5.0 5.0 0.1 5.0 5.0 5.0 0.1 5.0 5.0 14.0 0.1 14.0 14.0 4.0 0.1 4.0 4.0 4.0 0.1 4.0 4.0 4.0 0.1 4.0 4.0 4.0 0.1 4.0 4.0 2.0 0.1 2.0 2.0 2.0 0.1 2.0 2.0 2.0 0.1 2.0 2.0 2.0 0.1 • 2.0 2.0 2.0 0.1 2.0 2.0 Left Fin Right Fin Dist. Len. Hgt. Dist Len. Hgt. Run Initiation Times 06/12103 "'41'43 Run Codes 1055450503 - -• EnergyPro 3.1 By EnergySoft User Number. 2655 Job Number. Page:9 of 13 Com 7 3of3 Thomas Buffin(Date 6/12/2003 Project Title THERMAL MASS FOR HIGH MASS DESIGN Inside Location Area Thick. Heat Type (sf) (in.) Cap. Cond. Form 3 Reference R -Val. Comments Concrete Heavyweight 964 3-5a _211 mc& n/a 2 1 adng.7nne / Shah nn Grade Concrete Hea4might 98 9.;3$ n/a o wino Ione / Slab on Grade PERIMETER LOSSES F2 Insulation Type Length Factor R -Val. Depth Location / Comments Stab Perimeter ____20_76 0.0 0 Living Zone Slab Perimeter _lfl SI.Z6 .!? _ Living Zone HVAC SYSTEMS C-2 Heating Equipment Type (furnace, heat Minimum Distribution Type Efficiency and Location Duct Thermostat Location/ pump, etc.) (AFUE/HSPF)(ducts/attic, etc.) R -Value Type Comments Central Furnace 60Y AFUE Ducts in Attic - 4_2 Setback i,Living Zone pipe Pipe Insul. Hydronic Piping System Name Length Diameter Thick. Minimum Efficiency Duct Location Duct Thermostat Location/ Cooling Equipment Type (air conditioner, heat pump, evap. cooling) (SEER) (attic, etc,) R -Value Type Comments Spit Air ['onditioner 12.0 SFFR nucts in Attic 4_2 Setback r wing Zone WATER HEATING SYSTEMS Ratedl Tank Energy Fact! 1 Tank Insul. Water Heater Water Heater Distribution # in Input Cap. or Recovery Standby R -Value Svstem Name Type Type Syst (Btu/hr) (gal) Efficiency Loss (%) Ext. A O SMITH PGCG-50-226 Small Gas Standard 40.000 50 0.62 n/a n/a 1 For small gas storage (rated input — 75000 BW/hr), electric resistance and heat pump water heaters, list energy factor. For large gas storage water heaters (rated input > 75000 Btu/hr), list Rated Input, Recovery Efficiency and Standby Loss. For instantaneous gas water heaters, list Rated Input, and Recovery Efficiency. REMARKS Run Initiation Time: 06/12/03 13:41:43 Run Code: 1055450503 EnergyPro 3.1 By EnergySott User Number. 2655 Job Number. Page 10 of 13 22,:R; ur. Computer Method Summary (Addendum) C -2R Thomas Buffin 6/12/2003 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 . .._s_-_.........4 .•sww.• A.+. ..i.— thn a.tamtn~ „1<tho Iuatiticatinn_ and may relect a buildina or desian that otherwise complies based on the adequacy of the special justification and documentation submitted. Plan Fi The HVAC System "Living Zone' includes credit for a Radiant Barrier installed per Section 8.13 of the Residential Manual. HIGH MASS Design(see C -2R) - Verify Thermal Mass: 964 sgft Covered Slab Floor, 3.50' thick at Living I I J HIGH MASS Design(see C -2R) - Verify Thermal Mass: 550 sgft Exposed Slab Floor, 3.50' thick at Living HERS Required Verification These features must be confirmed and/or tested bv 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. Pian Field The HVAC System "Living Zone" includes Refrigerant Charge and Airflow Credit (or a TXV). A certified HERS rater must provide verifification of the TXV, or measure the Refrigerant Charge and Airflow. The HVAC System "Living Zone" 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 I Run Initiation Time: 06/12/03 13.41.43 Run Code: 1055450503 EnergyPro 3.1 By EnergySoR User Number. 2655 Job Number. Page: 11 of 13 PROJECT NAME Thomas BuDATE6I12/2003 ffin SYSTEM NAME FLOOR AREA I ivinn 7nna 1,514 Number of Systems 1 Heating System Output per System 80,000 Total Output (Btuh) 80,000 Output (Btuh/sgft) 52.8 Cooling System Output per System 59,0001 Total Output (Stuh) 59,000 Total Output (Tons) 4.91 Total Output (Btuh/sgft) 39.0 Total Output (sgftfTon) 307.9 Air S stem CFM per System 2,0551 Airflow (cfm) 2,0551 Airflow (cfm/sgft) 1.361 Airflow (cfml'Ton) I 418.0' i Outside Air (%) 0.0 Total Room Loads Return Vented Lighting Return Air Ducts Return Fan Ventilation Supply Fan Supply Air Ducts TOTAL SYSTEM LOAD i Outside Air (cfm/sgft) I u.uuii jNote: values above given at ARI conditions EATING SYSTEM PSYCHROMETRICS (Airstream Tei 26.0°F 69.3°F 69.3°F 105.90F »ter. Outside Air 0 cfm Supply Fan Heating Coil 2055 cfm CFM I Sensiblel Latent I I CFM I Sensible I 38,1971 3,3091 Supply Air Ducts i 105.2 OF ROOMS 70.0 OF Ii 69.3 OF I Retum Air Ducts <� i I i [COOLING SYSTEM PSYCHROMETRICS Airstream Temperatures at Time of Cooling Peak 111.9/77.6°F 78.8/66.7°F 78.8166.7°F 61.5/60.60F Outside Air 0 cfm 78.8/66.7 ° F Supply Fan Cooling Coil 2055 cfm �% Retum Air Ducts 'I Supply Air Ducts 62.3/60.8OF �c 55.2% R.H. ROOMS, 78.0 166.5 of i EnergyPro 3.1 By EnergySoft User Number. 2655 Job Number. Page: 12 of 13 ROOM LOAD SUMMARY PROJECT NAME DATE Thomas Buffin -6/12/2003 SYSTEM NAME FLOOR AREA Living Zone 1514 KUUM LUAU QUmmmr%r COIL COOLING PEAK COIL HTG. PEAK ROOM COOLING PEAK ZONE NAME ROOM NAME Mult. CFM SENSIBLE LATENT CFM SENSIBLE LATENT CFM SENSIBLE Livin Zone Living 1 2,081 34,724 3,309 Z081 34,724 3,309 801 30,030 2,081 34,724 3,309 801 30,030 I ;i EnergyPro 3.1 By EnergySoft User Number. 2655 Job Number. Page: 13 of 13 m r t lll_ z I I V 11074A I l TR-U'S-SWOR S A Company You Can Truss! CITY OF LA QUINTA BUILDING & SAFETY DEPT. APPROVED FOR CONSTRUCTION ` DATE9-- • -03- BY f: 75-110 ST. CHARLES PLACE 32Co ocV eE SUITE 11A JOB NO.: PALM DESERT, CA 92260 PHONE: 760-341-2232 • FAX: 760-341-2293 NAME: Paw 2oK 25 MANUFACTURING YARD: PROJECT: 151 Ll E F 55755 TYLER STREET, THERMAL, CA 92274 FAX: 760-399-9786 N w— NIA—E NATIONAL INSPECTION ASSOCIATION. Inspection of Prefabricated TrussQs / Quality Audited by AA -583 C. PLANT RU55C:yoR%S DATE/ARRIVE/DEPART 5-30-0,3 ADDRESS -TAesmiq t,4 PLATE MANUFACTURER _7_; V( 5Wq PLANT CONTACT — U ENGINEERS DES. DWG. L.,/Q/ZQcl `MLOZZ 'emee Non -Scheduled In Plant Audits As Per Uniform Building Code Section 2321.3 and IBC Section 2303.4 or Newest Sectionsn, and In Accordance With Engineered Plan Specifications. CATEGORY CONFORMING NON -CONFORMING REMARKS Lumber Grade Connector Plates / I.C.B.O. Span & Pitch - Workmanship Joint Accuracy ee _ Bearing of Wood Joints Knots in Plate Area Split Limitation o/IF- Plate PlacementAt)_ o2 Plate Size Condition of Plate Teeth Plate to Wood Tolerance In -Plant Handling 06 Bundling & Loading b F Storage Jig & Press Adequacy Marking Legibility d Plant Stamp Verification How Many Stamps On Site: Gc Trusses Meet UBC & IBC Requirements IL In -Plant Q.C. Records U0 46 As Per ICBO/ES Requirements Order No. / Name marks, If Needed, Will Be Added To Supervisor's Signature NIA Inspector's Signature 2475 Lancaster Dr. N.E. • Suite B19 503-391-1003 Office P.O. Box 17938 9 Salem. Oregon 97305-7938 503-391-1007 Fax Ii I Phone (760) 341-2232 n 1 5 1. 4 S F a aDFax #k (760) 341-2293 POWER BROKERS T RU S S WO RK S A Company You Can Truss! 75-110 St. Charles pl_ ste-11A Palm Desert, CA. 92211 SALES REP SB DUE DATE DSGNR/CHKR SB / SB TC Live 20.00 psf TC Dead 10.00 psf BC Live 0.00 psf BC Dead 7.00 psf Total 37.00 psf Fit 1 ii woN : b3261 O 1 LO (Y) Date : 5/20/2003 18:17 DurFac-Lbr 1.25 Dur Fac-Plt 1.25 O.C. Spacing 24.0 Design Spec UBC -97 NTr/#Cfg : 37 / 9 Job Name: ENSENADA 1514 SF Truss ID: A01 Qty: 1 Drw4: TC 2x4 SPP 1650F -1.5E BC 2x4 SPF 165OF-1.5E GBL ELK 2x4 HF STUD Drainage must be provided to avoid ponding. 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. (+l 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. T 3 -6 -OT 12-M 1 Platingspec : ANSI/TPI - 1995 THIS DESIGN IS THE COMPOSITE RESULT OF MULTIPLE LOAD CASES. PLATE VALUES PER ICBO RESEARCH REPORT #1607. End verticals designed for axial loads only. End verticals that are extended above or below the truss profile (if any) may require additional design consideration (by others) for lateral forces due to wind or seismic loads on the building. 1.4.0 2-8.0 2.8 .0 2-8.0 2-8-0 2.4-1_ 3 2-11_3 2-8-0 2.8.0 24-0 1.4.0 4.0.0 6-8-0 9.4.0 12-0-0 14-4-13 17.4.0 20-0-0 22-8-0 25-0.0 1 - 3 4 5 6 7 8 9 10 11 123 14 15 I6 17 18 19 20 025 S=3-4 2.4 This truss is designed using the UBC -97 Code. Bldg Enclosed = Yes Truss Location = End Zone Hurricane/Ocean Line = No , Exp Category = C Bldg Length = 40.00 ft, Bldg Width = 20.00 ft Mean roof height = 16.11 ft, mph = 80 UBC Special Occupancy, Dead Load = 17.0 psf TT 3.6-0 2T3 T 2.4 11-0.0 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40 41 ' STUB 11.4.00 2.8.0 2-8-0 2.8-0 2-8.0 2.8.0 2-8.0 2-8-0 2-8-0 2.4.0 1.4.0 444 6.8.0 9-4.0 12-0.0 14-8-0 17-4.0 20.0.0 22-8.0 25-0.0 ===== Joint Locations ===== 1 0- 0- 0 22 0- 0- 0 2 1- 4- 0 23 1- 4- 0 3 2- 8- 0 24 2- 8- 0 4 4- 0- 0 25 4- 0- 0 5 5- 4- 0 26 5- 4- 0 6 6- 8- 0 27 6- 8- 0 7 8- 0- 0 28 8- 0- 0 6 9- 4- 0 29 9- 4- 0 9 10- 8- 0 30 10- 8- 0 10 12- 0- 0 31 12- 0- 0 11 13- 4- 0 32 13- 4- 0 12 14- 4-13 33 14- 8- 0 13 14- 8- 0 34 16- 0- 0 14 16- 0- 0 35 17- 4- 0 15 17- 4- 0 36 18- 0- 0 16 18- 8- 0 37 18- 8- 0 17 20- 0- 0 38 20- 0- 0 18 21- 4- 0 39 21- 4- 0 19 22- 8- 0 40 22- 8- 0 20 24- 0- 0 41 24- 01- 0 21 25- 0- 0 42 25- 0- 0 IM TYPICAL PLATE: 1.5-3 5/20/2003 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: 3/16" = 1' WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Job: EJ. WO: B3261 ® This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer Chk' SB and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions T R U S S W O R KS are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads Dsgnr: SB utilized on this design meet or exceed the loading imposed by the local building code and the particular application. The design assumes that the top chord TC Live 20.00 psf DurFaes L=1.25 P=1.25 A Company You Can Truss! is laterally braced by the roof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached. unless otherwise noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed in any TC Dead 10.00 psf Rep Mbr Bnd 1.15 75-110 St. Charles pl. ste-11A environmenth that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, install 'Joico BC Live 0.00 psf O.C.Spacing 2- 0.0 Palm Desert, CA. 92211 and brace this truss m accordance with the following standards: and Cutting Detail Reports available as output from Truslral software', 'ANSIrm Phone (760) 341-2232 I'.'WTCA I'- Wood Truss Council of America Standard Design Responsibilities.'HANDLING INSTALLING AND BRACING METAL PLATE CONNECTED WOOD BC Dead 7.00 psf Design Spec UBC -97 Fax # (760) 341-2293 TRUSSES' - (FIIB-91) and'HIB-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 (APPA) is located at 1 1 1 1 19th Street. NW, Ste 800, Washington, DC 20036. TOTAL 37.00 psf Seqn T6.3.9 - 0 Job Name: ENSENADA 1514 SF Truss ID: A02 Qty: 10 Drwg: tRGX-LOC REACT SIZE REQ'D 1 0- 1-12 925 3.50" 1.50" 2 24-10- 4 925 3.50" 1.50" TC FORCE AXL BND CSI 1-2 5 0.00 0.45 0.45 2-3 -2760 0.06 0.45 0.51 3-4 -2128 0.04 0.42 0.46 4-5 -3 0.00 0.30 0.30 BC FORCE AXL BND CSI 6-7 2555 0.38 0.17 0.55 7-8 2842 0.42 0.14 0.56 8-9 1266 0.19 0.10 0.29 WEB FORCE CSI WEB FORCE CSI 1-6 -173 0.04 3-8 -822 0.33 2-6 -2647 0.75 4-8 1001 0.35 2-7 262 0.09 4-9 -1515 0.53 3-7 148 0.07 5-9 78 0.02 TC 2x4 SPF 165OF-1.5E BC 2x4 SPF 1650F -1.5E WEB 2x4 HF STUD 2x4 SPF 165OF-1.5E 6-2 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. T 3.6 -OT T2-0-0 1 7-27-2 7-2-6 ®Denotes the requirement for lateral bracing at each location shown. Lateral bracing systems which include diagonal or x -bracing are the responsibility of the building designer. Truswal Systems BRACE -IT may be used for continuous lateral bracing on trusses spaced 24" oc. Alternatively, use scabs or T -braces as shown on Truswal Systems standard details. End verticals designed for axial loads only. End verticals that are extended above or below the truss profile (if any) may require additional design consideration (by others) for lateral forces due to wind or seismic loads on the building. 7-2-6 7-2-6 3-4.13 14-4-13 21-7-3 25-0-0 3 4 5 0.25 3-8 4-4 7 9-0-0 9-0-0 UPLIFT REACTIONS) : Support 1 -100 lb Support 2 -100 lb This truss is designed using the UBC -97 Code. Bldg Enclosed = Yes Truss Location = End Zone Hurricane/Ocean Line = No , Exp Category = C Bldg Length = 40.00 ft, Bldg Width = 20.00 ft Mean roof height = 16.11 ft, mph - 80 UBC Special Occupancy, Dead Load = 17.0 psf T T 3-6-0 2T3 1 11-0F 8 9 STUB 9-0-0 1 7-0-0 18-0-0 25-0-0 MAX DEFLECTION (span) : L/999 IN MEM 7-8 (LIVE) L= -0.22" D= -0.19" T= -0 ===== Joint Locations ===== 1 0- 0- 0 6 0- 0- 0 2 7- 2- 6 7 9- 0- 0 3 14- 4-13 8 18- 0- 0 4 21- 7- 3 9 25- 0- 0 5 25- 0- 0 V. SHIP a STS OF 4c C A 21 X003 5/20/2003 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: 3/16" = 1' WARNING Read all dotes on this sheet and give a cope of it to the Erecting Contractor. Eng. Job: EJ. WO: 83261 ® This design is for an individual building component not muss system. It has been based on specifications provided by the component manufacturer Chk: SB and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions DSgnr: SB are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads TC Live 20.00 psf DurFaes L=1.25 P=1.25 T R U S S W O R KS utilized on this design meet or exceed the loading imposed by the local building code and the particular application. The design assumes that the top chord A Company You Can Truss! is laterally braced by the roof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise 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 St. Charles A environment that will cause the moisture content of the wood to exceed 19%, and/or cause connector plate contusion. Fabricate, handle. install BC Live 0.00 psf O.C.Spaeing 2- 0- 0 75-110 pl. ste-11 Palm Desert, CA. 92211 and brace this truss in accordance with the following standards: 'Joint and Cutting Detail Reports available as output from Truswal software', 'ANSI1TPI 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'1­1113-91 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 I I 119th Street, NW, Ste 800, Washington, DC 20036. TOTAL 37.00 psf Seqn T6.3.9 - 0 Job Name: ENSENADA 1514 SF Truss ID: B01 Qtv: 1 Drwq: I TC 2x4 SPF 1650F-1.513 BC 2x4 SPF 1650F-1.513 GBL BLK 2x4 HF STUD Drainage must be provided to avoid ponding. 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. Plating spec : ANSI/TPI - 1995 THIS DESIGN IS THE COMPOSITE RESULT OF MULTIPLE LOAD CASES. PLATE VALUES PER ICBO RESEARCH REPORT #1607. End verticals designed for axial loads only. End verticals that are extended above or below the truss profile (if any) may require additional design consideration (by others) for lateral forces due to wind or seismic loads on the building. This truss is designed using the UBC -97 Code. Bldg Enclosed = Yes Truss Location = End Zone - Hurricane/Ocean Line = No , Exp Category = C Bldg Length = 40.00 ft, Bldg Width = 20.00 ft Mean roof height = 16.22 ft, mph = 80 UBC Special Occupancy, Dead Load = 17.0 psf ID. g -x A.1 R dry L W SPI! Af lkj;'a Or 1.4.0 4.0.0 4.0.0 4.0.0 4.0.0 4.0.0 4-0.0 3.5.10 -6 WO: 83261 ® 1.4.0 5.4.0 94-0 13-4.0 17-4.0 21-4.0 25-4.0 28.9-10 31-0.0 and done in accordance with the current versions of TPI and AFPA design standards. 10 responsibility is assumed for dimensional accuracy. Dimensions Dsgnr: SB 1 - 3 4 5 6 7 8 9 10 11 133 14 15 16 17 18 19 20 21 -- 23 2425 26 27 DurFacs L=1.25 P=1.25 T R U S S W O R KS utilized on this design meet or exceed the loading imposed by the local building code and the particular application. The design assumes that the top chord A Company You Can Truss p 25 A OW iii noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed in any TC Dead 10.00 psf Rep Mbr Bnd 1.15 75-110 St. Charles ste-11A environment that will cause the moisture content of the wood to exceed I9% and/or cause connector plate corrosion. Fabricate, handle. install BC Live 0.00 psf F T pl. Palm Desert, CA. 92211 and brace this truss in accordance with the following standards: 'Joico and Cutting Detail Reports available as output from Truswal software', 'ANSIrrPI 3-0 3 Phone (760) 341-2232 3 3-4 Fax # (760) 341-2293 I T TOTAL 37.00 psf 3-6-0 3.6-0 112 0.0 _ 1 i 1 SHIP S=3d 2-4 2-0 1-0-0 30 31 32 33 34 35 36 37 38 39 40 41 42 434445 46 47 48 49 50 5/ 52 53 54 55 5i9 STUB 1.4.0 4.0.0 4-0-0 4.0.0 4.0 .0 4.0.0 4.0.0 4-04 4-00 1.4.0 5-4-0 9.4.0 13.4.0 17-4.0 21-4.0 25.4-0 29-4.0 33-4.0 TYPICAL PLATE: 1.5-3 ===== Joint Locations ===== 1 0- 0- 0 30 0- 0- 0 2 1- 4- 0 31 1- 4- 0 3 2- 8- 0 32 2- 8- 0 4 4- 0- 0 33 4- 0- 0 5 5- 4- 0 34 5- 4- 0 6 6- 8- 0 35 6- 8- 0 7 8- 0- 0 36 8- 0- 0 8 9- 4- 0 37 9- 4- 0 9 10- 8- 0 38 10- 8- 0 10 12- 0- 0 39 12- 0- 0 11 13- 4- 0 40 13- 4- 0 12 14- 4-13 41 14- 8- 0 13 14- 8- 0 42 16- 0- 0 14 16- 0- 0 43 17- 4- 0 15 17- 4- 0 44 18- 0- 0 16 18- 8- 0 45 18- 8- 0 17 20- 0- 0 46 20- 0- 0 18 21- 4- 0 47 21- 4- 0 19 22- 8- 0 48 22- 8- 0 20 24- 0- 0 49 24- 0- 0 21 25- 4- 0 50 25- 4- 0 22 26- 8- 0 51 26- 8- 0 23 28- 0- 0 52 28- 0- 0 24 28- 9-10 53 29- 4- 0 25 29- 4- 0 54 30- 8- 0 26 30- 8- 0 55 32- 0- 0 27 32- 0- 0 56 33- 4- 0 28 33- 4- 0 57 35- 0- 0 29 35- 0- 0 5/20/2003 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: 1/8" = 1' WARNING Read all notes on this sheet and give a cope of it to the Erecting Contractor. Eng. Job: EJ. WO: 83261 ® 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. 10 responsibility is assumed for dimensional accuracy. Dimensions Dsgnr: SB are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads TC Live 20.00 psf DurFacs L=1.25 P=1.25 T R U S S W O R KS utilized on this design meet or exceed the loading imposed by the local building code and the particular application. The design assumes that the top chord A Company You Can Truss p 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 y noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed in any TC Dead 10.00 psf Rep Mbr Bnd 1.15 75-110 St. Charles ste-11A environment that will cause the moisture content of the wood to exceed I9% and/or cause connector plate corrosion. Fabricate, handle. install BC Live 0.00 psf F O.C.S acin 2- 0- 0 p g pl. Palm Desert, CA. 92211 and brace this truss in accordance with the following standards: 'Joico and Cutting Detail Reports available as output from Truswal software', 'ANSIrrPI BC Dead 7.00 Design Spec UBC -97 Phone (760) 341-2232 1','WTCA I'- Wood Truss Council of America Standard Design Responsibilities,'HANDLING INSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES' - (HIB -91) and'HI13-9I SUMMARY SIi L=ET' by TPI. The'I'russ Plate Institute (TPI) is located at D'Onofrio Drive. psf Fax # (760) 341-2293 Madison, Wisconsin 53719. The American Forest and Paper Association (AFPA) is located at 1 111 19th Street, NW, Ste 500, Washington, DC 20036. TOTAL 37.00 psf Seqn T6.3.9 - 0 Job Mame: ENSENADA 1514 SF Truss ID: B02 Qty: 8 Drwg: RGx-LOC This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer REACT SIZE REQ'D TC 2x4 SPF 1650F -1.5E Denotes the requirement for lateral bracing UPLIFT REACTION(S) 1 0- 1-12 1295 3.50^ 1.85^ BC 2x4 SPF 1650F -1.5E ® at each location shown. Lateral bracing Support 1 -95 lb 2 34-10- 4 1295 3.50^ 1.85^ WEB 2x4 HF STUD systems which include diagonal or x -bracing Support 2 -95 lb 2x4 SPP 165OF-1.5E 7-2 are the responsibility of the building This truss is designed using the TC PORCE AxL BND CSI Plating spec : ANSI/TPI - 1995 designer. Truswal Systems BRACE -IT may be UBC -97 Code. 1-2 5 0.00 0.43 0.43 THIS DESIGN IS THE COMPOSITE RESULT OF used for continuous lateral bracing on Bldg Enclosed = Yes 2-3 -4493 0.29 0.44 0.73 MULTIPLE LOAD CASES. trusses spaced 24" oc. Alternatively, use Truss Location = End Zone 3-4 -5288 0.39 0.46 0.86 PLATE VALUES PER ICBO RESEARCH REPORT #1607. scabs or T -braces as shown on Truswal Hurricane/Ocean Line = No , Exp Category = C 4-5 -3484 0.16 0.34 0.50 Drainage must be provided to avoid ponding. Systems standard details. Bldg Length = 40.00 ft, Bldg Width = 20.00 ft 5-6 -5 0.00 0.38 0.38 End verticals designed for axial loads only. Mean roof height = 16.22 ft, mph = 80 End verticals thatare extended above or UBC Special Occupancy, Dead Load = 17.0 psf BC FORCE AAL BND CSI below the truss profile (if any) may require 7-8 3899 0.58 0.18 0.76 additional design consideration (by others) 8-9 5443 0.81 0.14 0.95 for lateral forces due to wind or seismic 9-10 4932 0.74 0.13 0.87 loads on the building. 0-11 2871 0.43 0.13 0.56 WEB FORCE CSI WEB FORCE CSI 1-7 -174 0.04 4-9 407 0.14 2-7 -4041 0.60 4-10 -1571 0.53 2-8 771 0.27 5-10 950 0.33 3-8 -1021 0.76 5-11 -3072 0.75 3-9 -183 0.07 6-11 -152 0.04 4" 7-2-6 7-2-6 7-2-6 7-2-6 14-4-13 21-7-3 / ? 3 025 T 3-6-0 1 2-0-0 7-27-2 6 6-26-26 28-9-10 35-0-0 0 5 6 3-10 3-10 T 1 3-6-0 1 SHIP 1-0F 0 7 s 9 /0 11 STUB 9-0-0 9-0-0 9-0-0 8-0-0 9-0-0 18-0-0 27-0-0 35-0-0 ===== Joint Locations ===== 1 0- 0- 0 7 0- 0- 0 2 7- 2- 6 8 9- 0- 0 3 14- 4-13 9 18- 0- 0 4 21- 7- 3 10 27- 0- 0 5 28- 9-10 11 35- 0- 0 6 35- 0- 0 LAY 212003 5/20/2003 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 Conti -actor. Eng. Job: EJ. WO: 83261 ® This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer Chk: SB T R U S S W O R KS and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads 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 Dsgnr: SB TC Live 20.00 psf DurFacs L=1.25 P=1.25 A Company You Can Truss! p Y is laterally braced by the roof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed in any TC Dead 10.00 psf Rep Mbr Bnd 1.15 75-110 St. Charles pl. ste-11 A 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 con osion. Fabricate, handle, install and brace this truss in accordance with the following standards: 'Joint and Cutting Detail Reports available as output Goa Truswal software', 'ANSI/TPI 1','WTCA I'- wood Truss Council of America Standard Design Responsibilities.'HANDLING INSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES' . (1,1I13-91) and'1­1I8-91 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.Spaeing 2- 0- 0 Design Spec UBC -97 Fax # (760) 341-2293 Madison, Wisconsin 53719. The American Forest and Paper Association (AFPA) is located at 1111 19th Street, NW. Ste 500, Washington, DC 20036. TOTAL 37.00 psf Seqn T6.3.9 - 0 Job Name: ENSENADA 1514 SF GX-LOC REACT SIZE REQ'D 1 0- 1-12 1274 3.50" 1.82• 2 34- 3- 0 1395 3.50" 1.62" TC FO$^E AXL BND CSI 1-2 6 0.00 0.53 0.53 2-3 -4992 0.34 0.41 0.75 3-4 -4423 0.16 0.57 0.73 4-5 -160 0.00 0.57 0.57 5-6 -182 0.00 0.63 0.63 6-7 -2794 0.25 0.00 0.25 7-8 -116 0.00 0.12 0.12 BC FORCE AXL END CSI 9-10 4184 0.62 0.29 0.91 0-11 5328 0.51 0.20 0.71 1-12 2853 0.27 0.10 0.37 2-13 378 0.03 0.07 0.10 3-14 0 0.00 0.07 0.07 Truss ID: B03 TC 2x4 SPF 165OF-1.5E 2x4 HF STUD 12-5 BC 2x4 SPF 1650F -1.5E 2x4 SPF 210OF-1.BE 10-14 WEB 2x4 HF STUD 2x4 SPF 1650F -1.5E 9-2, 3-11 4-6 Plating spec : ANSI/TPI - 1995 THIS DESIGN IS THE COMPOSITE RESULT OF MULTIPLE LOAD CASES. End verticals designed for axial loads only. End verticals that are extended above or below the truss profile (if any) may require additional design consideration (by others) for lateral forces due to wind or seismic loads on the building. ®Denotes the requirement for lateral bracing at each location shown. Lateral bracing systems which include diagonal or x -bracing are the responsibility of the building designer. Truswal Systems BRACE -IT may be used for continuous lateral bracing on trusses spaced 24" oc. Alternatively, use scabs or T -braces as shown on Truswal Systems standard details. PLATE VALUES PER ICBG RESEARCH REPORT #1607. Drainage must be provided to avoid ponding. 1 Drwg: UPLIFT REACTIONS) Support 1 -91 lb Support 2 -100 lb This truss is designed using the UBC -97 Code. Bldg Enclosed = Yes Truss Location = End Zone Hurricane/Ocean Line = No , Exp Category = C Bldg Length = 40.00 ft, Bldg Width = 20.00 ft Mean roof height = 16.50 ft, mph - 80 UBC Special Occupancy, Dead Load = 17.0 psf WEE FORCE CSI WEB FORCE CSI This design is for an individual building component not Huss system. It has been based on specifications provided by the component manufacturer 2-6 -990 0.69 4-6 -4310 0.67 T R U S S W O R KS 1-9 -203 0.05 6-11 1655 0.57 MAX DEFLECTION (span) 2-9 -9301 0.71 7-12 2631 0.91 L/596 IN MSM 10-11 (LIVE) 2-10 885 0.30 7-13 -1336 0.25 L= -0.69" D= -0.58" T= -1 3-10 -392 0.16 8-13 191 0.05 MAX DEFLECTION (cant) :L/260 3-11 -953 0.35 8-19 -70 0.01 IN MEM 13-14 (LIVE) 9-11 128 0.09 L= 0.08" D= 0.07" T= 0 7-9-12 7-9-12 7-9-12 1 7-8-0 4-10-12 7.9-12 15-7-8 23-5-4 31-1-4 36-0-0 30-11-8 4-5-8 2 3 4 56 7 8 F0.25 o T 34 5-12 5-5 4-10 3-0-0 1 2-0-0 " MX/5-16 4-8 3-10 3-a T 3-6 -12 4-10 I3-0-0 1-4-11 SHI 4-10 to n 12 iaa 1212 0 12-0-0 7-1-4 4-10-12 12-0-0 24-0-0 31-1-4 36-0-0 A I DO 5/20/2003 ===== Joint Locations =--== 1 0- 0- 0 8 36- 0- 0 2 7- 9-12 9 0- 0- 0 3 15- 7- 8 10 12- 0- 0 4 23- 5- 4 11 24- 0- 0 5 31- 1- 4 12 31- 1- 4 6 31- 1- 4 13 34- 3- 0 7 34- 3- 0 14 36- 0- 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: 1/8" = 1' all notes on this sheet and give a copy of if to the Erecting Contractor. Eng. Job: EJ. WO: B3261 ®WARNINGRead This design is for an individual building component not Huss system. It has been based on specifications provided by the component manufacturer Chk: SB and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions T R U S S W O R KS are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads Dsgnr: SB utilized on this design meet or exceed the loading imposed by the local building code and the particular application. The design assumes that the top chord TC Live 20.00 psf DurFacs L=1.25 P=1.25 A Company You Can Trussl is laterally braced by the roof or Boorsheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise noted- Bracing shown is for lateral suppon 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-11A environment that will cause the moisture content of the wood to exceed 19%, and/or cause connector plate corrosion. Fabricate, handle. install 'Joint BC Live 0.00 psf O.C.Spacing 2- 0- 0 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 Phone (760) 341-2232 1'.'WTCA I' - Wood Truss Council of America Standard Design Responsibilities.'HANDLING INSTALLING AND BRACING METAL PLATE CONNECTED BC Dead 7.00 psf Design Spec UBC -97 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 1 Madison. Wisconsin 53719. 'rhe American Forest and Paper Association (AFPA) is located at 1 1 1 1 19th Street. NW, Ste 800, Washington, DC 20036. TOTAL 37.00 psf Seqn T6.3.9 - 0 Job Name: ENSENADA 1514 SF Truss ID: B04 Qtv: 12 Drwa: GX-LOC REACT SIZE REO'D 1 0- 1-12 1166 3.50" 1.67" 2 31- 1- 4 1536 3.50" 1.82" TC FOni:E AXL BND CSI 1-2 . 6 0.00 0.55 0.55 2-3 -4346 0.15 0.55 0.70 3-4 -3226 0.07 0.59 0.66 4-5 -36 0.00 0.59 0.59 5-6 -184 0.00 0.12 0.12 6-7 672 0.10 0.28 0.38 BC FORCE AXL BND CSI 8-9 3742 0.54 0.28 0.83 9-10 4509 0.65 0.28 0.93 0-11 -642 0.03 0.15 0.18 1-12 0 0.00 0.20 0.20 WEB FORCE CSI WEBFORCE CSI 1-6 -1277 0.18 4-10 149 0.04 1-8 -202 0.05 4-6 -3202 0.91 2-8 -3846 0.63 6-10 3449 0.52 2-9 661 0.21 7-11 -686 0.34 3-9 208 0.08 7-12 -128 0.02 3-10 -1459 0.53 TC 2x4 SPF 1650F -1.5E 2x4 HFSTUD 11-5 BC 2x4 SPF 1650F -1.5E WEB 2x4 HF STUD 2x4 SPF 1650F-1.52 8-2, 3-10 4-6, 10-6 Plating spec : ANSI/TPI - 1995 THIS DESIGN IS THE COMPOSITE RESULT OF MULTIPLE LOAD CASES. Drainage must be provided to avoid ponding. ®Denotes the requirement for lateral bracing ateach location shown. Lateral bracing systems which include diagonal or x -bracing are the responsibility of the building designer. Truswal Systems BRACE -IT may be used for continuous lateral bracing on trusses spaced 24" oc. Alternatively, use scabs or T -braces as shown on Truswal Systems standard details. PLATE VALUES PER ICBO RESEARCH REPORT #1607. End verticals designed for axial loads only. End verticals that are extended above or below the truss profile (if any) may require additional design consideration (by others) for lateral forces due to wind or seismic loads on the building. 7-97-912 7-97-912 7-97-912 7-87-8 0 4-10-12 7-9-12 15-7-8 23-5-4 31-1-4 36-0-0 30.11-8 4-5.8 / 2 3 4 56 7 F0.25 36-0-0 8 9 /0 // /2 12-0-0 12-0.0 77-1-4 4-10-12 12-0-0 24-0-0 31-1-4 36-0-0 UPLIFT REACTION(S) : Support 1 -81 lb Support 2 -111 lb This truss is designed using the UBC -97 Code. Bldg Enclosed = Yes Truss Location = End Zone Hurricane/Ocean Line = No , Exp Category = C Bldg Length = 40.00 ft, Bldg width = 20.00 ft Mean roof height = 16.50 ft, mph - 80 UBC Special Occupancy, Dead Load = 17.0 psf MAX DEFLECTION (span) : L/645 IN MEM 9-10 (LIVE) L= -0.58" D= -0.49" T= -1 MAX DEFLECTION (cant) : L/701 IN MEM 11-12 (LIVE) L= 0.08" D= 0.07" T= 0 ===== Joint Locations ===== 1 0- 0- 0 7 36- 0- 0 2 7- 9-12 8 0- 0- 0 3 15- 7- 8 9 12- 0- 0 4 23- 5- 4 10 24- 0- 0 5 31- 1- 4 11 31- 1- 4 6 31- 1- 4 12 36- 0- 0 T \_ c V. uq I I3-0-0 f 1-4-11 SHIP V%, I TO 01 5/20/2003 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 coP), of it to the Erecting Contractor. Eng. Job: EJ. WO: B3261 ® This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer Chk: SB and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads Dsgnr: SB TC Live 20.00 psf DurFacs L=1.25 P=1.25 T R U S S 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 YCT! p you anruss is laterally braced by the roof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed in any TC Dead 10.00 psf Rep Mbr Bnd 1.15 75-110 St. Charles pl. ste-11A environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, install BC Live 0.00 psf p O.C.S a p ting z - o - o Palm Desert, CA. 92211 and brace this truss in accordance with the following standards: 'Joint and Cutting Detail Reports available as output from Truswal software', 'ANSI/TPI 1'.'WTCA I' - Wood Truss Council of America Standard Design Responsibilities. 14ANDLING 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 Place 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 1901 Street. NW, Ste 800, Washington, DC 20036. TOTAL 37.00 psf Segn T6.3.9 - 0 Job Name: ENSENADA 1514 SF Truss ID: B05 Qty: 1 Drwg: RG x -LOC REACT SIZE REQ'D TC 2x4 SPF 165OF-1. 5E Denotes the requirement for lateral bracing UPLIFT REACTION(S) 1 0- 1-12 1156 3.50^ 1.65^ BC 2x4 SPF 1650F -1.5E ® at each location shown. Lateral bracing Support 1 -100 lb 2 31- 1- 4 1156 3.50^ 1.65^ WEB 2x4 HF STUD systems which include diagonal or x -bracing Support 2 -100 lb Rep Mbr Bnd 1.15 75-110 St. Charles pl. ste-11A environment that will cause the moisture content of the wood to exceed 19'7 and/or cause connector plate corrosion. Fabricate, handle, install BC Live 0.00 psf O.C.Spacing 2-0-0 2x4 SPP 1650F -1.5E 7-2 are the responsibility of the building This truss is designed using the TC FOM''E AxL END CSI Plating spec : ANSI/TPI - 1995 designer. Truswal Systems BRACE -IT may be UBC -97 Code. 1-2 5 0.00 0.44 0.44 THIS DESIGN IS THE COMPOSITE RESULT OF used for continuous lateral bracing on Bldg Enclosed = Yes 2-3 -3842 0.21 0.39 0.60 MULTIPLE LOAD CASES. trusses spaced 24" oc. Alternatively, use Truss Location = End Zone 3-4 -4111 0.23 0.36 0.59 PLATE VALUES PER ICBO RESEARCH REPORT #1607. scabs or T -braces as shown on Truswal Hurricane/Ocean Line = No , Exp Category = C 4-5 -1835 0.03 0.40 0.43 Drainage must be provided to avoid ponding. Systems standard details. Bldg Length = 40.00 ft, Bldg Width = 20.00 ft 5-6 -3 0.00 0.32 0.32 End verticals designed for axial loads only. Mean roof height = 16.18 ft, mph - 80 End verticals that are extended above or UBC Special Occupancy, Dead Load = 17.0 psf BC FORCE AxL BND CSI below the truss profile (if any) may require 7-8 3396 0.51 0.18 0.68 additional design consideration (by others) 8-9 4465 0.67 0.12 0.79 for lateral forces due to wind or seismic 9-10 3562 0.53 0.13 0.66 loads on the building. 0-11 1142 0.17 0.11 0.28 ^ WEB FORCE CSI WEB FORCE CSI 1-7 -173 0.04 4-9 631 0.22 2-7 -3519 0.98 4-10 -1874 0.64 2-8 578 0.20 5-10 1073 0.37 3-8 3-9 -672 0.50 -411 0.17 5-11 6-11 -1617 0.43 79 0.02 MAX DEFLECTION (span) _ ,.,. _ __. ____- 5- T 3-6-oT 12-0-0 I 0 7-27-2_-6 7-2-6 7-27-2 6 7-2-6 7-2.6 14-4-13 21-7-3 28.9-10 3 4 025 5 6 3-10 4-4 r 3TB L2 I SHIP 49-0 a s to tt STUB 9-0.0 4 9-0 9-0-0 4-3-0 9.0-0 18-0-0 27-0-0 31-3-0 ===== Joint Locations ===== 1 0- 0- 0 7 0- 0- 0 2 7- 2- 6 8 9- 0- 0 3 14- 4-13 9 18- 0- 0 4 21- 7- 3 10 27- 0- 0 5 28- 9-10 11 31- 3- 0 6 31- 3- 0 SAY 212p03 5/20/2003 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: 5132" = 1' WARNING Rend all notes on this sheet and give a copy ojil to the Erecting Contractor. Eng. Job: EJ. w0: B3261 ® This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer Chk: SB and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions T R S W R KS are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads Dsgnr: SB U S O utilized on this design meet or exceed the loading imposed by the local building code and the particular application. The design assumes that the top chord TC Live 20.00 psf DurFaes L=1.25 P=1.25 A Company You Can Truss1 is laterally braced by the roof or Floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed in any TC Dead 10.00 psf Rep Mbr Bnd 1.15 75-110 St. Charles pl. ste-11A environment that will cause the moisture content of the wood to exceed 19'7 and/or cause connector plate corrosion. Fabricate, handle, install BC Live 0.00 psf O.C.Spacing 2-0-0 Palm Desert, CA. 92211 and brace this truss in accordance with the following standards: 'Joint and Cutting Detail Reports available as output from Truswal software', 'ANSItTPI 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 (APPA) is located at 11 I 119th Street, NW, Ste 800, Washington. DC 20036. TOTAL 37.00 psf Seqn T6.3.9 - 0 lJob Name: ENSENADA 1514 SF Truss ID: B06 Qtv: 2 Drwa: RG X -LOC REACT SIZE REO'D 1 0- 1-12 548 3.50" 1.50" 2 15- 4- 4 1141 3.50• 1.50• 3 28- 8- 4 504 3.50" 1.50" TC FORCE AXL HND CSI 1-2 -1222 0.01 0.67 0.68 2-3 225 0.03 0.67 0.70 3-4 -171 0.00 0.67 0.67 4-5 375 0.05 0.47 0.53 5-6 -1505 0.04 0.45 0.49 BC FORCE AXL BND CSI 7-8 3 0.00 0.13 0.13 8-9 1262 0.18 0.25 0.43 9-10 1501 0.22 0.25 0.47 0-0 -3 0.00 0.34 0.34 0-11 0 0.00 0:34 0.34 WEB FORCE CSI WEB FORCE CSI 9-4 -343 0.67 5-9 -1850 0.84 1-7 -500 0.12 5-10 -181 0.04 1-8 1250 0.19 6-10 1514 0.52 2-8 -184 0.04 6-11 -404 0.08 2-9 -1465 0.49 TC 2x4 SPF 1650F -1.5E 2x4 HF STUD 9-3 BC 2x4 SPP 165OF-1.5E WEB 2x4 HF STUD 2x4 SPF 1650F -1.5E 1-8, 2-9 Lumber shear allowables are per NDS -97. Plating spec : ANSI/TPI - 1995 THIS DESIGN IS THE COMPOSITE RESULT OF MULTIPLE LOAD CASES. Location of interior bearings should be clearly marked on each truss. Drainage must be provided to avoid ponding. 3 -0 -OT 12T ®Denotes the requirement for lateral bracing at eachlocation shown. Lateral bracing systems which include diagonal or x -bracing are the responsibility of the building designer. Truswal Systems BRACE -IT may be used for continuous lateral bracing on trusses spaced 24" OC. Alternatively, use scabs or T -braces as shown on Truswal Systems standard details. PLATE VALUES PER ICBO RESEARCH REPORT #1607. Interior support or temporary shoring must be in place before erecting this truss. End verticals designed for axial loads only. End verticals that are extended above or below the truss profile (if any) may require additional design consideration (by others) for lateral forces due to wind or seismic loads on the building. 7-8-2 7-8-2 6-10-9 7-1.3 7-8-2 15-4-4 22-2-13 29-4.0 15-2-8 13-6-8 i 34 3 6 O.25 -025 UPLIFT REACTIONS) : Support 1 -59 lb Support 2 -91 lb Support 3 -57 lb This truss is designed using the UBC -97 Code. Bldg Enclosed = yes Truss Location = End Zone Hurricane/Ocean Line = No , Exp Category = C Bldg Length = 40.00 ft, Bldg Width = 20.00 ft Mean roof height = 16.50 ft, mph - 80 UBC Special Occupancy, Dead Load = 17.0 psf 6-86-8 0 8 9 10 STUB 7-8-2 7 8 6-1 7-1-3 i 7-8-2 15-4-4 22-2-13 29-4-0 0 SHIP MAX DEFLECTION (span) : L/999 IN MEM 9-10 (LIVE) L= -0.14" D= -0.12" T= -0 MAX DEFLECTION (cant) : L/999 IN MEM 10-11 (LIVE) L= -0.01" D= -0.01" T= -0 ===== Joint Locations ===== 1 0- 0- 0 7 0- 0- 0 2 7- 8- 2 8 7- 8- 2 3 15- 4- 4 9 15- 4- 4 4 15- 4- 4 10 22- 2-13 5 22- 2-13 11 29- 4- 0 6 29- 4- 0 A 2 2p03 5/20/2003 OVER 3 SUPPORTS All plates are 20 gauge Truswal Connectors unless preceded by "Mx" for HS 20 gauge or "H" for 16 gauge, positioned per Joint Detail Reports available from Truswal software, unless noted. Scale: 5/32" = 1' WARNING Read all notes on this sheet and give a copy of it to the Erecting Conti -actor. Eng. Job: EJ. WO: 83261 ® This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer Chk: SB and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions T R U S S W O R KS are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads Dsgnc SB utilized on this design meet or exceed the loading imposed by the local building code and the particular application. The design assumes that the top chord TC Live 20.00 psf DurFacs L=1.25 P=1.25 A Company You Can Truss! is laterally braced by the roo(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 suppon 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-11A environment that will cause the moisture content of the wood to exceed 19 % and/or cause connector plate corrosion. Fabricate, handle, install 'Joint BC Live 0.00 psf O.C.Spacing 2-0-0 Desert, 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 l'russ 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' - (FIIB-91) and'HIB-91 SUMMARY SHEET' by TPI. The Truss Plate Institute (TPI) is located at D'Ono(rio Drive. Fax # (760) 341-2293 Madison, Wisconsin 53719. The American Forest and Paper Association (AFPA) is located at 1111 19th Street, NW, Ste 500. Washington. DC 20036. TOTAL 37.00 psf Seqn T6.3.9 - 0 Job Nal RGX-LOC 1 0- 1-12 2 15-4- 4 3 28- 8- 4 TC FORCE 1-2 -1222 2-3 225 3-4 -171 4-5 375 5-6 -1505 : ENSENADA 1514 SF REACT SIZE REO'D 548 3.50" 1.50" 1141 3.50° 1.50° 504 3.50" 1.50• ARL END CSI 0.01 0.67 0.68 0.03 0.67 0.70 0.00 0.67 0.67 0.05 0.47 0.53 0.04 0.45 0.49 BC FORCE AXL END CSI 7-8 3 0.00 0.13 0.13 8-9 1262 0.18 0.25 0.43 9-10 1501 0.22 0.25 0.47 0-0 -3 0.00 0.34 0.34 0-11 0 0.00 0.34 0.34 WEB FORCE CSI WEB FORCE CSI 9-4 -343 0.67 5-9 -1850 0.84 1-7 -500 0.12 5-10 -181 0.04 1-8 1250 0.19 6-10 1514 0.52 2-8 -184 0.04 6-11 -404 0.08 2-9 -1465 0.49 Truss ID: B07 TC 2x4 SPF 1650F -1.5E 2x4 HF STUD 9-3 BC 2x4 SPF 165OF-1.SE WEB 2x4 HF STUD 2x4 SPF 165OF-1.5E 1-8, 2-9 GBL SLK 2x4 HF STUD Lumber shear allowables are per NDS -97. Plating spec : ANSI/TPI - 1995 THIS DESIGN IS THE COMPOSITE RESULT OF MULTIPLE LOAD CASES. interior support or temporary shoring must be in place before erecting this truss. 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. 30 T 12- ®Denotes the requirement for lateral bracing ateach location shown. Lateral bracing systems which include diagonal or x -bracing are the responsibility of the building designer. Truswal Systems BRACE -IT may be used for continuous lateral bracing on trusses spaced 24" oc. Alternatively, use scabs or T -braces as shown on Truswal Systems standard details. PLATE VALUES PER ICBO RESEARCH REPORT #1607. Location of interior bearings should be clearly marked on each truss. Drainage must be provided to avoid ponding. End verticals designed for axial loads only. End verticals that are extended above or below the truss profile (if any) may require additional design consideration (by others) for lateral forces due to wind or seismic loads on the building. r 7-8-2 7-8-2 6.10_9 7-1-3 7-8-2 15-4-4 22-2-13 29-4-0 15-2-8 13-6-8 1 2 34 S 6 F0.25 Z5 C UPLIFT REACTION(S) : Support 1 -59 lb Support 2 -91 lb Support 3 -57 lb This truss is designed using the UBC -97 Code. Bldg Enclosed = Yes Truss Location = End Zone Hurricane/Ocean Line = No , Exp Category = C Bldg Length = 40.00 ft, Bldg Width = 20.00 ft Mean roof height = 16.50 ft, mph - 80 UBC Special Occupancy, Dead Load = 17.0 psf s-8-8 0 s 9 10 11 STUB 77-8-2 7-8-2 6-1 7-13 7-8-2 15-4-4 22-2-13 29-4-0 MAX DEFLECTION (span) : L/999 IN MEM 9-10 (LIVE) L= -0.14" D= -0.12" T= -0 MAX DEFLECTION (cant) : L/999 IN MEM 10-11 (LIVE) L= -0.01" D= -0.01" T= -0 ===== Joint Locations =---- 1 0- 0- 0 7 0- 0- 0 2 7- 8- 2 8 7- 8- 2 3 15- 4- 4 9 15- 4- 4 4 15- 4- 4 10 22- 2-13 5 22- 2-13 11 29- 4- 0 6 29- 4- 0 SHIP NC dQ T1OF Gi, TYPICAL PLATE: 1.5-3 5/20/2003 OVER 3 SUPPORTS 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: 5132" = 1' WARNING Read all !totes on this sheet and give a copy oft to the Erecting Contractor. Eng. Job: EJ. WO: 83261 ® This design is for an individual building component not cuss system. It has been based on specifications provided by the component manufacturer Chk' SB and done in accordance with the current versions o(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 D5 nr:sB 9 TC Live 20.00 psf DUfFBCS L=1.25 P=1.25 TRUSSWORKS utilized on this design meet or exceed the loading imposed by the local building code and the particular application. The design assumes that the top chord A Company You Can Truss.I is laterally braced by the roo(or floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise noted. Bracing shown is (or 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-11A environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle. install BC Live 0.00 psf P O.C.S actin 2- 0- 0 P 9 Palm Desert, CA. 92211 and brace this truss in accordance with the following standards: 'Joint and Cutting Detail Reports available as output from Truswal software', 'ANSI/TPI 1','WTCA 1'- 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 11 11 19th Street, NW. Ste 800. Washington, DC 20036. TOTAL 37.00 psf Seqn T6.3.9 - 0 5- 1. v :.► I. 2x4 POST ATTACHED TO EACH TRUSS PANEL POINT AND OVERJ'IEAD PURLIN. 2. 2x4 b I lIF OR It2 DF PURLINS 4' - 0 " O.0 4 J. 2x4 01 11F OR b2 OF CONTINUOUS STIFFENER ATTACHED TO POST. 4. HIP TRUSS kl SETBACK FROM END WALL AS NOTED ON TRUSS DESIGN. S. EXTENDED END JACK TOP CHORD (TYPICAL) 6 COMMON TRUSS. 7. HIP CORNER RAFTER. 8. Ix4CONTINUOUS LATERAL. BRACING. E 9. EXTENDED BOTTOM CHORD. SECTION A LATERAL STABILITY OF ROOF SYSTEM IS PER BUILDING DESIGNER. SETBACK AS NOTED ON TRUSS DE_0 SIGN HIP TRUSSES 24" O C. E ION B SII-_._Jl-il � o a �rE 0F 1` OATES`c WARNING Read ell nous on this sheet and give a copy of It to the Erecting Contraclo& m,s d.ugn a Iw an no,vatual ouadmp ,:riwrlem. h his coon based on speuacat w�" prov4ed accw"nco wqh Mt Cwrem vwua," W TPI and AFPA dos fla,"OS. Ho r bT We Cwnpwrent mano4awer and owto n 10 be "W"d W OW eo"'Knonl man011CkNr VWor bunds ,Its nw topon ",g d ufwned Lor dmwu,wW arCwacy Onuw.,vu re HIP FRAMING DETAIL 1/2 1 /98 � w lal an IMI duyn meal of escted 12,.,oi4n m a w w� a wr�lan nw bud 11W t,. top., L gWj jj ruol or MJW shoal and 9 Pusw1 u7 are 1a A, bukl,ny code ?14 es"wnwl AlL n0 . Ce sS R W.raaMn Graced M I V hu,p cow bollom Ctard a lalraay Draeed M o npd thealhrry mLt,ud dvtClrT altatnod, wde"" rlwwse owed er ,.--_-®, V aJaJ "lawn b for talral euPPwl W COMPWW "membtn "10 reduC bupb,y 4 y'ro wN Cawla oM mw"Idre COmam Wale WOO "Coad Ip% an(Vw Cute COW4001 'mo Wrn n. F&l " nm be O.Ob n any f*Co OW ra Thal I"WAL SYSTEMS CORPORATION aecadence weh the tWlownt0 alandrda; 'TAUSCOM AUINUAL' by T,uawal• 01.1 N pf OL STNNAAD FON METAL PLATE CONNECTED SUMMWOOOARY TRUSSES' • 1054.091. 'r1At101lNO W9TALUN6 ANO 8MC04 METAL PLATE COrlmECTEO W000 TRUSSES• • pe8•ap and •Ide.pl SUMMARY 6NEEf• by TPI, Tho T,use PWe -Id A.ITlll is localed &15a3O'Ormta Orm. Madson• W¢eonsm 63719. TM Amencan Prep and Patsy A 9oaatan (AFPA) 4s bcaltd M 1250 Cbmeq. Ave. NW. Ste 2W. Watlwoon. OC 2003& DUTCH HIPSET DETAILS R A X H i 1 CUT.01 HIP SYSTEM D E D B A N E14D VIEW III ` t Y ; a t i e :► j C D If ADEVIIATE-KANGER OR (2) 1 (2) -16d'NAILS TUE-NAILED "-, F12;'. A TRUSS•PLATE.OR (2) 16d NAILS (2) 16d NAILS END -NAILED TOE -NAILED P B A I I D IA C FRAMING PLAN A - DUTCH HIP GIRDER B - 2x NAILER (BY OTHERS) C - END JACKS D - CORNER JACKS E - CORNER JACK B.C. WEDGES H - HIP RAFTER R - BLOCKING' FOR DIAGONAL BRACE X - DIAGONAL'BRACE (2) 16'd NAILS If C R' X 6 \A TRUSS PLATE OR (2) 16J NAILS (2) 16d NAILS END -NAILED TOE -NAILED • Slid,',^,` , G . • DIAGONAL BRACES "X" ARE REQUIRED AT CENTERLINE AND AT 10'-0" O.C. FROM CENTERLINkk BLOCKING "R" IS REQUIRED FOR EACH DIAGONAL BRACE "X", ATTACHED WITH (2)16d NAILSF END NAILED INTO TRUSS TOP CHORD. LOCATE BLOCKING AT TOP OF DIAGONAL BRACE: q y'+ AND IN'BETWEEN NEXT TRUSSES EACH DIRECTION (3 BLOCKS TOTAL). BLOCK MAY BE OFFSET FROM RIDGE, OR A DOUBLE BLOCK MAY BE USED TO PROVIDE A FLUSH FIT WITH n r•p, DIAGONAL BRACE. DUTC}l HIP GIRDER, JACKS -,.AND HIP RAFTER REQUIRE SPECIFIC DESIGN CONSIDERATION, OR OTHER DETAILS NOT SHOWN. ( NAILING IS.BASED ON AN 8'.-0" MAXIMUM SETBACK AND 50'PSF.MA-XIMUM TOTAL LOAD, AND IS h GOOD FOR ANY SPAN, ANY PITCH, AND ANY LUMBER SIZE AND.GRADE. CONNECTIONS FOR WIND• AND SIESMIC LOADS ON THE BUILDING MUST BE DONE BY THE BUILDING .DESIGNER. s, FILE NO. DUTCH HIPSET DETAILS DATE: 1991 REF.: DES. BY:' L. M. CK. BY: u SUPPORT REQUIRED EVERY 4'-0" MAXIMUM. 0 TYPICAL END JACK WITH VARYING TOP CHORD LENGTHS. - HIP GIRDER (ONE OR MORE PLY). 0 WEDGE OR BEVELED TOP PLATE UNDER JACK TOP CHORD EXTENSIONS. FOR WEDGE, USE (2) 10d TOE44AILS EA FOR TOP PLATE, NAIL W/tOd 9 6" O.C. INTO TOP CHORD OF HIP GIRDER. 48" MAX HIP TRUSSES BEARING SUPPORT FOR TOP CHORDS OF END JACKS WHERE THEY CROSS SUPPORTING MEMBERS. 1. FOR REACTIONS OF 300# OR EESS THE TOP CHORD MAY BE TOE -NAILED TO THE SUPPORTING MEMBER WITH (2)1 Od NAILS. 2. FOR REACTIONS GREATER THAN 3000, THE DETAILS BELOW MAY BE USED TO PROVIDE ADEQUATE BEARING SUPPORT. 3. SIZE OF WEDGE; BRACE OR BEVEL CUT IS DETERMINED BY THE REQUIRED BEARING AREA (OR LENGTH) AS SHOWN ON THE INDIVIDUAL TRUSS DESIGNS. 4. FOR EACH DETAIL BELOW THE TOP CHORD MAY BE TOE -NAILED TO THE SUPPORTING MEMBER WITH (2)1Od NAILS. B. UPLIFT REACTIONS, IF THEY EXIST, MAY REQUIRE ADDITIONAL CONNECTION CONSIDERATIONS IF THEY EXCEED THE VALUE OF THE TOE- NAIL CONNECTION. 6. OTHER OPTIONS MAY BE USED AT THE DISCRETION OF THE BUILDING DESIGNER. T. REFER TO OTHER DETAILS FOR SPECIFICATIONS RELATING TO A HIP SYSTEM THAT ARE NOT SHOWN HERE. DETAIL OPTIONS 0 CONNECTION OF LATERAL BRACE IS BASED ON BRACE FORCES DETERMINED BY THE BUILDING DESIGNER. ELED LEDGER.K AY BE USED INSTEAD OF DETAILS SHOWN ABOVE. LEDGER MAY BE ATTACHED FACE OF TRUSS WITH 10d NAILS. SPACING OF NAILS IS DEPENDENT ON LOADING CONDITIONS' Km qW T 1E NOT INTENDED. TO RERACE OR SUPERCEDC ANY SIMILAI TAIL THAT MAY HAVE SEEN PROVIDED BY THE WILDING DESIGNER. IT Id IE RENK.09MUTY OP OTHERS TO VERW THE ADEONIACY OF TM DETAIL RELATIIOX.TO ANY SPECIFIC. PROJECT, AS TO ITS APPLICATION AND INTER ft" TO TM OR ANY SUMAR ISSU$. TRUVMAL SYSTEMS ASSUMES NO END OF LATERAL BRACE (BRACE MAY OVERLAP WITH TRUSS CHORD - NAIL CHORD TO FACE OF BRACE WITH (2) 10d) 0 BEVEL CUT ON TOP CHORD OF TRUSS OR"SECONDARY' TOP CHORD' MEMBER. NOTE THAT HEIGHT OF TRUSS MUS-rALL0W FOR THIS. v ice• DATE: 8/25f99 I i `P RSP: HJ -1 Job Name: STANDARD HIP RAH rER 81 SETBACK Truss ID: RAID -4 Qty- 1 Drwg: IBM.y_ •RS, TOP CHORD 2x4 FL #1 & Btr. 2 17- 2-1I 1 SLIDER 2x4 FL N1 & Btr. PLATING BASED ON GREEN UMBER VALLES. I 3-5-4 6-U 3 -!o IO -3-12 Plating mac ANSI TPI —1995 THIS DESIC 1 IS THE OSITE RESLXT OF MULTIPLE LOAD CASES. PLATE VALL PSR 1480 RESEARCH jtEPORT N1¢Ol. Pepmm ent brace saprpeg]4nigred (by othgegr)s) to ANard SI/TPI11t19 1Q.3 4.5 rtd 10.3.4.6. 11-i-12 1 ' Ii -1-12 2 2.83- 5P3-5 6-b 4-6 4-6 UPLI tCTifAV( 2 # s poyt '11 - This Ynus is designed using the LIBBC-97 Code. Hudrrri 3100 ' Ocean Line = No , EZvCate rpr C Bldg 99.00ft, Bldg Vtidth = 30.00ft, Mean fight = 18.32ft, 70 Classification = 4, Dead l =12--o IAAD CASE N1L. DESIGN LOADS TC Vert L.P.0 0- o- Q 1423 9-10-]3 LLH` TC Vert 30.0 .9 10-13 30.0 11-5-2 53 1 112" GAP MAX t 2-9-15 2-0-0 11-3-7 ; 3 4 I1-1-12 11-1-12 TruswaL Systems Plates are 20 ga, unless shown by "181108 ga.) or "H"(16 qa.), positioned per Joint Report. Circled plates and false 3/15/99 Scale: 5/16" = 11 WARNINU Read all notes on this sheet and give a copy of it to the Ereeling Contractor. TBF : 29.3 WO: LLM10 This deslp is for- "individual building compo a It has been based on-pecificatipm provided by the component mamtfacturor and done in Chk: Customer Name: accorthisdance weds the current versions of TPI and AFPA design staodaids. No responsibility is assumed for dimensional accuracy. Dimensions ate to be TRUSWAL verified by the component manufacturer and/or building designer prior to fabrication. The building designer shall ascertain that the lands utilized on Dsgnr: NLC = 5 j design meet or exceed the loading imposed by the local building code. It is assumed that the top chord is laterally braced by the roof or floor 11 SYSTEMS the bottom chord Is Faterally bmead'by a rigid sbmthieg material directly attached, unless odrer e noted. Brsc1"g abawa b for lakrel TC Live 16.0 psf Du rF acs L= : 25 P=1 , 25 support of component, members only to reduce buckling length. This component shall not be placed In any environment that will cause die moisture TC Dead 14.0 psf Rep Mbr Bnd 1.00 conlont of the wood exceed 19% "or cause connector plea corrosion. Fabricate, handle, Instill and brace this truss in accordance with the following BC Live . 0 psf 0. C .Spacing 2- 0- 0 4443 Norepuit be., Mo Spdop, OD GM sbadarb: "MUECOM MANUAL,•, by Truswal, 'QUALITY CONTROL STANDARD FOR METAL PLATE CONNW ED WOOD TRUSS B. . (QST -es), 'HANDL LING INSTAL.LINo AND BRACING METAL 1`1 ATE CONNECTED WOOD TRUSSES' - (1110-91) and 'HIB -91 SUMMARY BC Dead 10.0 psf Design Spec UBC -97 SHEET' by TPI. The Truss Plate Institute (TM) M located at 583 D'Onofrin Drive, Madison, Wisconsin 53719. The American forest and Paper 1 Tp5.0 Version 09.30.98 ' Association (APPA) is located at 1250 Cannecdcut Ave, NW, Ste 200, Washington, DC 20036. _ TOTAL 40.0 psf Def l Ratio: L%240 TC: L/180 PEAK PLATE: 3.4 (2x4) 6.5 (2x61 6.012x61 II 1.6-3. TYPICAL BC SPLICE; 3-4 (2)(41 5-5 (2x6) 6-6 (2x8) A MAXIMUM 40 PSF LIVE LOAD. 80 MMI WIND EXPOSURE C, LESS THAN 20'-O' WALL HEIGHT BRACING DETAILS MAXIMUM 1'-0' EAVE WITHgym` 6'-0' MAXIMUM BLOCKS (a1 32"o.c. OR'2'-O' EAVE, MAXIMUM. WITH 4x2 d2 OR BTR. 7' BRACE SPACING OUTLOOKERS CUT INTO GABLE @ /f i 32"o.c. r 2x4 02 MINIMUM CONTINUOUS STRONGBACK BRACED TO ROOF STRUCTURE AT 6'-0' MAXIMUM. STRONGBACK AT; 2x4 STRONGBACK BRACED 4'-10" CLEASPAN, 70 MPH AT EVERY 6'-0' MAXIMUM 4'-1.6-CLEARSPAN, 90 MPH MINIMUM GRADE CHORDS AND STUDS 2x4 STUD/STANDARD. STUDS TO BE MAXIMUM 24"o.c. HEEL PLATE: 3-4 (2x41 \5-5 (2x6) 6.6 12X81 CONTINUOUS GEARING WALL GABLE ENO FRAMING. CONNECTION DETAILS (MIN. NAIL RLQUIREMENTS SHOWN) SHEATHING TO GABLE 2x4 SOLID BLOCK WITH 3-16d NAILS EA. ENO ANO Bd NAILS FROM SHEATHING Bd AT 6" ox, TRUSS, Bd AT 6" ox. TO BLOCK Ar 6'o.c. / 1-18d 1 y,' NOTCH 32" o.c. 1 2-16d SOLID BLOCK WITH 2.16d TOE - 2-16d 2x4 BRACE '. NAILED EA. END WITH 4-16d NAILS PLATE CODE Sr'ACING DATE MODEL 20 UBC CONTINUOUS 2/11/99 GAB,L.E DETAILS Co BRACE WALL BRACING PER BUILDING' DESIGNER. ze _ I 2x4 CONTINUOUS BACKING WITH 16d NAILS AT 24' o.c. TO THE WALL PLATE. SECTION A GABLE STU .!e i CT ti WARNING Read eff notes on this sheet and give a copy of It to the Erecting Contractor ThbAeso, is for an individual buAdng component. It has been based on specifications provided by IN component marculaclurer and dors in accordance with the Current versions of TPI and AFPA design standards. No respoosibasy is assumed for dimensional accuracy. Otmensrons are sG . to Ire ""ad by the component mamrfedura and/or buYdtrq designer prior to fabrication: The building doslgner shalrascertaln that the bade TRU% td'ditnrf on tris design meet or exceed the loadingItrimed by The local buddingb code. It assumed fast ft top Mord is Ialorstly traced by the RW or Rap ShOalhlog ono Ute bottom chord b laterally braced by a rigid sheathing material directly attached. unless 01hervASe Mal. Or" Chown is fir lateral support of components members only to reduce budding "If. This component shall not be placed in any environment that , AWv®_A s will caUse tie moisture Content of the wood exceed 19`G and/orcause cawecter plate corrosion.- Fabricate. handle. instal and bap file trine M 1f11K,WAL SYStEMS CORPORAIION Mco'CIMCA win the lafbwatg standards: 'TRUSCOM MANUAL' by T uswd.'OUAUTY CONTROL STANDARO FOn METAL PLATE CONNECMC WOW InUSSES• - (OST -83). 'HANDLING INSTALLING AND eMCING METAL PLATE CONNECTED WOOD TRUSSES'- (H19.91) and 'Mil -9t SWAMAnY SI4EET by TPI. The Truss Pima Institute (TPQ is located at 5630'Omft* Drrre. Madnon. Wisconsin 53719. The Amencan Forest and Pxner Acsp:ratk/n (AFPA) is IOW:med at 1250 Connea,C,t Ave. NW. Ste 200. Washington. OC 20038. NOTE., Vent Ulocks may be omitted where no vends required. U•34, T -34 y I u w S. t u o I s > t. o c 0 G lot n F - LF FY 1 0 1 0-14, T-14 Varlca to =ult vent or outlooker Cutout for 2x4 laid flat (Spacing per building fans) Alternate Stud Connection with Stap * \( , Stti nn Coecction t" Crown 1 I 1/4"lone D-2.5/1 - T-31 or equal Cutout for 2x4 laid flat (Spacing per bulldine plans 1x4 Add-on with 6d na U s at 16%.c' (by builder) "OFF STUD'tUTOUTS "ON STUD"CUTOUTS DETAILS FOR 2 x 4 OUTLOOKERS DESIGN FOR TYPICAL GAUL E END TRUSS ! varies x n, io CAIILE END TRUSS TRUSS Ldt,,,Li Truss 2- 16d nails Platt Line CABLE END BRACING D-]4, T -]l 2-16d nail 4' BA ^'•.t 4= r lU r ANAHEI TRUSWAL fly/nn.ltOn.lelOwarlNlr.n•1•...r.r.tiorJtt .. t .•:.+. « •-+trwr....v+w •• -.: • rounwrq:nr..wa +. .w rnr. ..^(r.•.r rue Ho. Cable End Trust ' Dalt: 1214/18 a.or » tti. ww q r•Y'Tlt 1 r.a N w. ti..t r . t ay.1 «.A r. r •o+ n. rr .er w.tP . t- •n M.... r. rtvv. Ge. SIN.AM aI/'Nr'a'l: w wW M.w..n'..1P'bti twM•AM1.M..I1•.t.-w MMr•ur q nww.naM.. . w. o.w.. w.rv...n pn or rr. wr ter..• nr. Oo/II NOC ta 1Ql O K.4R MweKI RONEL D 101 Re(: y C•k'Dy' Deo.D :JN wtonl.ot..1 /r•Y?7:lar.••rww.,.ler.!! ° l.war,ww.lw./rw.'.w.l1'..rt^«c14•..r.iw^. ItiwOro.r,11M..00 ANrti r.NM ./re.r[ap .w. w.lGaO.Rn.lq/rvh ,1 • ATlANT '. Mrfi..w•n.o.»I1.Wtl snw.nru.wllw..d.., .ern•ww • ►.s't,►.► i SYS TRUSWAL SYSTEMS CORPORATION 4445 NORTHPARK DRIVE, SUITE 200 'COLORADO SPRINGS, COLORADO 80907 (800)322.4045 (719)598.5660 r FAX (719) 598.8463 )r0'."'TA1L-S FOR -CON'"VEN"T'IONALLY FRAME® VALLEY SETS i. Notes: The maximum Total Top Chord Load a 48 PSF CENTER RIDG RAFTER I 2 -16d TOE NAILS (TYP ) PLAN VIEW A DETAIL A VALLEY RAFTER (T;.YP ) 2 X < BLOCK W17m 4;•160 PLAN VIEW : DETAIL C 2 X 4 J TRUSSES @ 24" O.C. GIRDER DESIGNED TO SUPPORT THE `TIE-IN- TRUSSES B C ELEVATION VIEW Minimum Top Chord Dead Load i- 7 PSF The design for lateral loads and their connections is the responsibility of the Building Designer. The details Provided address gravity and wind uplift loads only per the UBC. The maximum wind speed is SS MPH, 25 ft Mean Roof Height (max.), Exp. C. - 16d box nails are 4-pic2l throughout, except as noted ( in details ). The Center Ridge Rafter ('CRR ) is 2 x 6 stud. Attach this to the 1 x 8 with 4-16d toe nails ( 2 from each face ). Attach the OPPoshe and to the truss the same. The Valley Rafters, purlins, and blocking material are 2 x 4 stud. The blocking must be spaced 24' O.C. and be adequately braced in the lateral direction at 6.0-0 O.C. Attach this blocking to the Valley Rafter with 3-16d. Attach this blocking to the purlin with 2-16d. The trusses below the valley are spaced 24' O.0 The Purlins -are full length under the valley sal and must be installed al 24' O.C. They are 10 be attached to each overlapping truss lop chord wnh 2-16d nails. If they are not one continuous length• add a 12' long nailer to the face of the truss lop chord.vith 4-164 Snd one purlin section. DE TAIL 6 on the truss and begin the additional section on the nailer. VALLEY RAFTER A t x 6perimeter runner must be attached through the sheathing and i.nto each truss below wdh 3-8d box nails. This 1 x 8 follows the outside proTie of the valley. I I The Valley'Rafters are spaced 24' O.C. Attach them to the CRR wRh 1 S- 2-16d toe nails. Attach the opposite and to the 1 x 8 with 3-8d toe nails. 2 X 4 BLOCK PLAN VIEW WITH 3 . 16d 1 X E J_ T AIL D 1 5. P=RIME 7 ER 1 RUNNER 2 X 4 VALLEY BLOCK RAFT ER WITH 2 • 16d 2-16d TO= NAILS ra TRUSS TOP C oyoss l CHORO 716 0 OA I SMEA rHING ELEVATION VIEyy- I ELEVATION VIEW RECOMMENDED CONNECTION DETAILS THESE DETAILS ARE INTENDED TO SHOW MINIMUM REQUIRED CONNECTIONS RECOMMENDED BY TRUSWAL. SYSTEMS. THE DETAILS DO NOT REPLACE OR SUPERSEDE ANY DETAILS SPECIFIED BY A PROJECT ENGINEER OR ARCHITECT ON A PARTICULAR PROJECT, NOR HAVE THEY' BEEN ANALYZED FOA 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.) ®A •,BLOCK BLOCK BLOCK TOP PLATES ® •STUDS @ A L 16" O.C. (TYP . ) p4 pRD BOT CHORD SECT. A -A TRUSS (TYP.) PROCEDURE- 1 TOE -NAIL BLOCK TO TRUSS WITH 1=16d COMMON NAIL. 2 PLACE NEXT TRUSS AGAINST BLOCK AND TOE -NAIL TRUSS TO TOP PLATE WITH 2-16d COMMON NAILS. 3 END NAIL THROUGH TRUSS INTO BLOCK WITH 1-16d COMMON NAIL. 4 PLACE NEXT BLOCK AGAINST TRUSS AND REPEAT STEPS 1 THROUGH 3. 5 BLOCKS MAY BE ATTACHED TO TOP PLATE WITH SIMPSON A35F (OR EQUIV.) FRAMING ANCHORS. SEE MANUFACTURER'S CATALOG FOR DETAILS AND SPECIFICATIONS. TRUSS CONNECTION TO INTERIOR BEARING WALLS 'X' BRACING-,,,i B.C. OF TRUSS OR END VERTICAL RUN THROUGH TO BEARING. 4 WALL MUST BE AT HEIGHT SPECIFIED ON THE DESIGN DRAWING OR MUST BE SHIMMED TO THE CORRECT HEIGHT. USE 2-16.d 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. OF G TRUSS CONNECTION TO NON-BEARING PARTITION WALLS WALLPERPENDICULAR TO TRUSS WALL PARALLEL TO TRUSS 2X4 BLOCKING 2 BOT tCHORD BOT CHZ la f T B 2X :: kT U. TOP PLATE C TOP PLATE SECT. C SECT. B ') 1-16d COMMON NAIL OR 1-16d COMMON NAIL OR 24" O.C. SZMPSON STC (OR EQUIV.J SIMPSON.STC (OR EQUIV. TRUSS CLIP TYP.) TRUSS CLIP FILE NO.. Cts -1 DATE: 9/10/92 REF.: DES. BY: L.M. CK. BY: TRUSIMAL SYSTEMS 4445 NORTHPARK DRIVE, SUITE 200 COLORADO SPRINGS, CO 80907 (800) 322-4045 FAX:(719) 598-8463 COO -1.00316" 1/10/01 Users of Truswal engineering: f The TrusPlusTm engineering software will correctly design the location reg4jrements for permanent continuous lateral bracing (CLB) on members for which it .is required to reduce buckling length. Sealed engineering 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 Tru' I Systems Brace-ItTM or a 1k or 2x member (attached to the top or bottom edgy of the member) running perpendicular to the trusses and ..adequately designed, connected and braced to the building per the building designer (See ANSJ/TPI current version). The following are other options (when CLB bracing is not possible or desirable) that will also satisfy bracing needs for individual members (not building system bracing): 1: A 1x or 2x structurally graded "T" brace. may be nailed flat t_o the edge of the member with 10d common or box nails at 8" o.c. if only one brace is required, or may be nailed to both edges of the member if two braces are required. The "T" brace must extend a minimum of 90% of the member's length. Z 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 nails at 8" o.c. if only one brace is required, or may be -nailed to both faces of the member if 'two braces are required. A minimum of 2x6 is scabs are required for any member exceeding 14'-0" in length. i' 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 2, 90% L 90% L Please contact a Truswal engineer if there are any questio J0Al TRUSWAL SYSTEMS 4445 NORTHPARK DRIVE, SUITE 200 COLORADO SPRINGS, CO 80907 (8001) 322-4045 FAX:(719) 598-8463 8/3/00 To whom it may concern: r: It is pe'!rmissible 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. i. Trusses are spaced 24" o.c. or less. False Frame verti!,als are spaced 6'-0" o.c. or less. • No additional point loads or uniform loads are present on the false i frame that would cause the loads to exceed 10 PSF for any reason. is The joint(s) to repair does not have a support bearing directly underneath the jo;nt. - o There is no dam age to the lumber at the joint, such as excessive splits, cracks, etc. o The joint fits tightly (within all TPI tolerances). All lumber in the false frame is 2x4 or W. Repair as follows: 1. Cut a'/2u CDX APA G--eup 1 plywood (or equivalent O.S.B.) gusset, 4" wide by 8" long, or larger. 2. Apply gusset to the face of the truss at each joint with a missing plate. If one .face of truss has missing. plate, then gusset is required on only that face. If both faces of the joint ar : unplaced, then the gusset is required on each face. 3. Use (3) Sd nails into each member, from each face (see derail below). : n * F Ise frame refers only Tonon-structural memb-'rs (zero design forces). F— Typical Joint "RC' ca GAS y411 y v Vim' 4 - A LATERAL LOADS IN UNE WITH THE CHORDS HAVE NOT BEEN CONSIDERED. THESE LOADS AND THEIR REQUIRED CONNECTIONS ARE THE RESPONSIBILITY OF THE BUILDING DESIGNER. 12 ANY PITCH MAXR" WIND SPEED IS 85 MPH. REFER TO THE APPROPRIATE TRUSWAL DESIGNS FOR THE REQUIRED WEB CONFIGURATION FOR BOTH THE CAP TRUSS AND THE SUPPORTING BOTTOM TRUSS. j SECTION: • 2-16d NAILS TOENAILED, 1112" 2x4 BRACE BOTTOM TRUSS CAP TRUSS 2-1Od NAILS 2x4 CONTINUOUS LATERAL -r • BRACING APPLIED AT 24'o.c. CHORDIWES SIZE ARE = g ti $ 'J: ATTACH EACH BRACE TO THE PER THE APPROPRIATE ar -- BOTTOM TRUSS WITH 2710d TRUSWAL DESIGN. NAILS AT EACH INTERSECTION. TOE -NAB. THE CAP TRUSS TO- O THE THE BRACE WITH 1-16d NAIL FROM EACH SIDE AT EACH INTERSECTION. , 4-( M Pet oez1r;N; J COOe SPACING DATE WARNING Read aft notes on thts sheet and give a copy of it to the Erecting Contractor. ' This design Is for an Individual Wide g component. it has been based on specifications provided by the component manufacturer and done In . ` accordance with tin current verslans of TPI and AFPA design standards. No respongaRy, ais assumed for dfmarsionet accuracy.Ohnenpons pe. UBC 24ss O.C. 4-30-98 to be. verified by the component manufacturer /or building designer prior to falon. The building designer shall ascertain trwit IM toads andbrlW Waited m this design meet of exceed the loading Imposed by Me local building code. It is assumed that tin lop chord Is taterally.braced by Na T US MW a Poor sheathing cold the bottom chord is lateratly braced try a dgld sheadtlg material directly attached. unless otlteMse rated &aong Shown is for tsteral support of components members only to reduce bueaWg length. This edmpnnent shall net be placed in any enNronmem that CAP CONNECTION DETAIL ,_-,W- i /w® rause The moisture content of the wood exceed 19% and/or cause connector plate corrosion: Fabricate. har4e. instep and brace this eons In ' tRUSWM SYSTEM$ COtitlUTL4fION accordance won the torwo mg standards: 'rnuscOM MANUAL' by Truswal.'OUAUTY CONTROL STANDARD FOR rdETAL PLATE CONNECT20 WOOD TnUSSeT • (OST". 'HANOLINO INSTALUNO ANO aMgNO METAL PLAre CONNECreD WOOD TRUSSES' • (His -g1( am-Hfa•91 SUMMARY SHEET by TPI. The Rues Plate Institute (TPI► Is foaled at 5117 O'Onotrb Orive. Madison. Wisconsin 57r 19 rhe American Forest and . c0 Paper Association (AFPAI Is located at 1250 Connecticut Ave. NW. Ste 200. Washington. OC 20028. PIGGYBACK DETAIL (2) l6d TOENAIL PIGGYBACK CONT. 2X4 --- 4050 SUPPORT TRUSS Z3.1/2"X8"'XI/2" PLYWOD 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 ALTERNATE WITH (4) 16d• EACH END. l,S-3 „ P3260 5 1630 Q5 1630 f 3245 (-3 Rol 1630 1630 163 SP 3260 1.5X3 24. -3 3 24 CCff s 02 02X4 CONTINUOUS SUPPORT BRACING. Pe►z AGN. ATTACH TO THE TOP SIDE OF TOP CHORD OF 1 TRUSS SUPPORTING PIGGYBACKS WITH (2) 10d v o REQUIRES 2X4 BRACE WHEN NAILS VERTICAL EXCEEDS 5'-0" 2 1 35 BRACES AT 10'-0" ETC..' SHOULDER DETAIL cS,,4 acv 0 G; 1 Pl--CJ 1[- C,/NN_ L 1 ._ L- o V /UlA (, V P t, -T --FT- = 1205 -* -- EoDS c) F- CA -to . /w4 -X> SWEAR 36S PL -F- t-bRi-e-. C)(2 - -7-&c>R QAC- CSF ,uoT Z4"O-C. s Psa.v L.STA 21 GEtJ-rJ5; Y> W SP c -u% 0 i . sof:-+ G 3Y oTrt'as) S ,QE.sz N r, za-" o. G- GzAT - CTYP A34 TDP "0 r - U%L- ° -) Cv,kC f7 Z 19-8 e r PRESSURE BLOCKING DETAIL FOR END JACK BOTTOM CHORD UP TO 10'-0" AT HIP NO. 1 WITH CEILING LOAD OF 5 PSF PRESSURE BLOCK PRESSURE BLOCK 3-10d WITH 4-16d NAILS 3-10d 3-10d '[ WITH 4-16d NAILS 9 BOTTOM CHORD OF 2'-0" O.C. TYPICAL HIP NO. I TRUSS NOTE:.ATTACH 2X4 DOUG FIR PRESSURE BLOCK TO BOTTOM CHORD OF HIP'NO. I WITH 4-16d NAILS. BOTTOM CHORDS- OF END JOINTS ARE ATTACHED WITH 3-1 Od NAILS AT EACH END OF THE PRESSURE BLOCK. HIP NO. 1. TRUSS 3-10d SIDE VIEW [ END JACK 1 PRESSURE BLOCK 3-10d PLATE CODE SPACING DATE TW20 NA 5/15/97 I1 1$ I'll11sp $IBIIItY pr OIt Ia$ Ip ASCtaIAiN 11111 INT 10.0$ UTILIZED ON THIS DESIGN 111(I Oa EICE10 IME ACTUAL OF. AO IOAOs IMPO$EO Or 111E s1a1ICIUM Arq I -C Ll t LOlOs IMPOSED Br IA( loch BUI101,1c CooE DP NIS 101110.1 CI IMAI C ECOQOS ,q PE SPo,/$IBlllrr IS ASSUMEO ron OIMEnS WAL ACCLP ,(pill Att OIMErI; 10115 nnlpn 0 rAD 1CAIIO, C9rnIFCr On PUIES L1011r1 AaE InuTw/l le. IB. Oa i0 GAGE AS SP(CIr I[0 rAM ICAI IOM yell CO t11r w11N n.f tIWU Ir 10111 a01 w,'Alll• pr, IwE 1A1USS OLAI[ IIISIIIVII I,r I 1,1 I, IrIUSwAL irn1SCOY Mun'AL All PAI,ELS LegAtl, • N01 sPECir ICAL1r DESIGroIEO7lf 100( OIw10IP 01,1115 SIICUI CV11 plc pllr II ICPAI BnAC 1,1G IIC Vl_`,c.. /moi::'^rr•%` SIDE VIEW [ END JACK 1 PRESSURE BLOCK 3-10d PLATE CODE SPACING DATE TW20 NA 5/15/97 I1 1$ I'll11sp $IBIIItY pr OIt Ia$ Ip ASCtaIAiN 11111 INT 10.0$ UTILIZED ON THIS DESIGN 111(I Oa EICE10 IME ACTUAL OF. 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PLlclb [•, "" Errlplpll rnt wt will "q a ,11E CAO ( MOISLUnt Co•,Ita w00u fO ticLlo 191 u111:On CAUS5I C01PgqClpl P1A11 COonOTlO•1 CAMBEP. wqo MITI, I$ BETE p(11w ,rto e• JIIOIC IOUs AI•I11 ICA 11011 p ILbf Alml AND II•EatrOnE IS OUISIOF I,rt SCOPE 01 AESPOMSIB1011 01 1 Sw11 4i END JACK STANDARD DETAILS (CALIFORNIA STYLE TRUSS PLATES AND LUMBER AS SHOWN, OR PER OPTIONAL EXTENSION INDIVIDUAL TRUSS DESIGNS. 3-4 (3-4 ALT.) 2-6 CONNECTION DETAIL "A" (TOP CHORD TO HIP GIRDER) JACK TOP CHORD RUNS OVER GIRDER TOP CHORD. (2) 10d or 16d NAILS, THROUGH JACK T.C. INTO GIRDER TOP CHORD, TOE - NAILED, OR ADEQUATE MECHANICAL HANGER PER A HIP GIRDER CHORDS 13 , CONNECTION DETAIL "B" (BOT CHORD TO HIP GIRDER) (2) 1 O or 16d NAILS, THROUGH JACK B.C. INTO GIRDER BOT CHORD, TOE - NAILED, OR ADEQUATE MECHANICAL HANGER PER MANUF. CATALOG. NOTE: IF 7-0" SIDE JACK BOTTOM CHORDS ARE USED (INSTEAD OF WEDGES AT THE WALL), THEY MAY BE ATTACHED TO THE BOTTOM CHORD OF THE FIRST END JACK AS PER DETAIL "B". LUMBER REQUIREMENTS: JACK TOP CHORD: 2X4; #2 OR BETTER DF -L, #1l#2 OR BETTER CAN S -P -F, #1 OR BETTER S -P -F, #2 OR BETTER HEM -FIR, OR 1660E MSR ANY SPECIE JACK BOT CHORD: 2X4; #2 OR BETTER ANY SPECIE, OR 165OF MSK ANY SPECIE CORNER RAFTER: 2X6; SELECT STRUCTURAL ANY SPECIE, OR 165OF MSR ANY SPECIE, OR DOUBLE (STACKED) 2X4 PER OTHER STANDARD DETAILS. TOP CHORD LENGTH MAY VARY FROM 6" MINIMUM TO 8'-0" MAXIMUM, WITH EXTENSIONS SUPPORTED AT 48" O.C. MAXIMUM BEYOND. -TOP CHORD MAY BE SPLICED AS SHOWN, ABOVE THE HIP GIRDER ONLY! -BOTTOM CHORD LENGTH MAY VARY FROM 6" MINIMUM TO 8'-0" MAXIMUM. -DO NOT SPLICE THE BOTTOM CHORD. -1 OP crtt)RD PITCH MAY VARY VROM 4ii2 (Alrj:'%lUNI TO 11/121MAXIMUM. -BOTTOM CHORD PITCH MUST BE FLAT (0/12). -THIS DETAIL APPLIES TO 45 DEGREE HIPSET JACKS AND CORNER RAFTERS ONLY! CONNECTION DETAIL "C" (TOP CHORD TO RAFTER) 30 rlO\DOUBLE ACK TOP CHORD UST BE SINGLE EVELED OR 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: 2'-a'& 4'-0" JACK T.C. (2) NAILS 6'-0" JACK T.C. (3) NAILS 8'-0" JACK (ONE FACE OF - - RAFTER ONLY) (4) NAILS TC Live 16.00 psf DurFacs L=1.25 P=1.26' DESIGNED 1°OR 10 PSF ION\' 'lCURREN7 50TTOM CHORD IVE LOAD. ( o. PLATES & NAILS DESIGNED FOR GREEN LUMBER VAI..l1ES. TC Dead 1400 psf Rep Mbr Bnd 1.15 Rep b On WIND LOADED FOR 75 MPH, EXPOSURE "C', MAXIMUM. . BC Live 0.00 psf 2.0- 0 NO POINT LOADS, MECHANICAL UNITS, HVAC, SPRINKLERS, OR OTHER BC Dead 10.00 psf Des10n Spec UBC -07 ITEMS CAUSING ADDITIONAL LOADS ON THE STANDARD JACKS IS TOTAL 40.00 pst DEFL RATIO: L/240 TC: U180 ALLOWED, WITHOUT SPECIAL DESIGN. THIS DETAIL IS PROVIDED AS A SUGGESTED SOLUTION TO THE APPLICATION SHOWN ONLY. IT IS NOT INTENDED TO REPLACE OR SUPERCEDE ANY SIMILAR DETAIL THAT MAY HAVE BEEN PROVIDED BY THE BUILDING DESIGNER. IT IS ® THE RESPONSIBILITY OF OTHERS TO VERIFY THE ADEQUACY OF THIS DETAIL IN RELATION TO ANY SPECIFIC PROJECT, AS TO ITS APPLICATION AND INTENT ,_-__ SME,' APPLIED TO THIS OR ANY SIMILAR ISSUE. TRUSWAL SYSTEMS ASSUMES NO aFSPONSIBILITY FOR FIELD INSPECTION OR WORKMANSHIP•QUALITY. 1 -PLY OR MORE GIRDER B B B C B C RAFTER C *\j Exp. 12/31/02 \STq 0FrAL Pe C A DATE: 4/6/01 REF: EJ -1 DES: L. M. L ( o. 4598 7 *\j Exp. 12/31/02 \STq 0FrAL Pe C A DATE: 4/6/01 REF: EJ -1 DES: L. M. L