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SFD (04-3879)53835 Avenida Martinez 04-3879 T4hf 4 4 a" P.O. Box 1504 78-495 CALLE TAMPICO LA QUINTA, CALIFORNIA 92253 Application Number . . Property Address . . . APN: Application description Property Zoning . . . . Application valuation . BUILDING PERMIT BUILDING & SAFETY DEPARTMENT (760).777-7012 FAX (760) 777-7011 INSPECTION REQUESTS (760) 777-7153 . . 04-00'003879 Date 5/20/04 . . . 53835 AVENIDA MARTINEZ 774-171-017- - - . . . DWELLING - SINGLE FAMILY DETACHED . . COVE RESIDENTIAL 97506 Owner Contractor ------------------------ ------------------------- POWER FINANCE c ADDINGTON, DAVID P.O. BOX 134 41760 HERMITAGE DRIVE LA QUINTA CA 92253 p' o INDIO CA 92201 WCC: STATE FUND v WC.: 2290019787 01/01/05 , CSLB:, 682901 - 12/31/05 CCC: B -------------------------- Structure In ormation ------------------------- Construction Type . . . . . TYPE V - NON RATED Occupancy Type . . . . . . DWELLG/LODGING/LONG <=10 Flood Zone . . . . . . . . NON -AO FLOOD ZONE Other struct info CODE EDITION 2001 _CBC # BEDROOMS 3.00 FIRE SPRINKLERS NO GARAGE SQ FTG 467.00 PATIO SQ ,FTG 50.00 NUMBER OF UNITS _ 1.00 FIRST FLOOR SQ FTG 1533.00 ----------------------------------------='---- Permit . . . . ------------------- BUILDING PERMIT ------------ Additional desc Permit Fee . . . . 630.50 Plan Check Fee 409.83 Issue Date . . . . Valuation . . . . 97506 Qty Unit Charge Per Extension. BASE FEE 414.50 48.00 4.5000 THOU BLDG 50,001-100,000 216.00 ---------------------------------------------------------------------------- Permit . . . . . . MECHANICAL Additional desc Permit Fee . . . 52.50 Plan Check Fee 13.13 Issue Date . . . . Valuation . . . . 0 Qty Unit Charge Per Extension P.O. BOX 1504 • VOICE (760) 777-7012 78-495 CALLS TAMPICO FAX (760) 777-7011 LA QUINTA, CALIFORNIA 92253 INSPECTIONS (760) 777-7153 BUILDING & SAFETY DEPARTMENT Application Number: Applicant: CD/✓%/?/+C76 Applicant's Mailing Address: Date: �O�%��7 Architect Architect or Engineer's Address: Lic. No.: BUILDING PERMIT DECLARATIONS LICENSED CONTRACTOR'S DECLARATION I hereby affirm under penalty of perjury that I am licensed under provisions o' Chapter 9 (commencing with Section 7000) of Division 3 of the Business and Professionals Code, and my License is ' full force and effect. License Clas se o. Y Date v 6 Contractor OWNER -BUILDER DECLARATION I hereby affirm under penalty of perjury that I am exempt from the Contractors' State License Law for the following reason (Sec. 7031.5, Business and Professions Code: Any city or county that requires a permit to construct, alter, improve, demolish, or repair any structure, prior to its issuance, also requires the applicant for the permit to file a signed statement that he or she is licensed pursuant to the provisions of the Contractors' State License Law (Chapter 9 (commencing with Section 7000) of Division 3 of the Business and Professions Code) or that he or she is exempt therefrom and the basis for the alleged exemption. Any violation of Section 7031.5 by any applicant for a permit subjects the applicant to a civil penalty of not more than five hundred dollars ($500).): U I, as owner of the property, or my employees with wages as their sole compensation, will do the work, and the structure is not intended or offered for sale (Sec. 7044, Business and Professions Code: The Contractors' State License Law does not apply to an owner of property who builds or improves thereon, and who does the work himself or herself or through his or her own employees, provided that the improvements are not intended or offered for sale. If, however, the building or improvement is sold within one year of completion, the owner -builder will have the burden of proving that he or she did not build or improve for the purpose of sale.). U I, as owner of the property, am exclusively contracting with licensed contractors to construct the project (Sec. 7044, Business and Professions Code: The Contractors' State License Law does not apply to an owner of property who builds or improves thereon, and who contracts for the projects with a contractor(s) licensed pursuant to the Contractors' State License Law.). (_-) I am exempt under Sec. , BA P.C. for this reason Date Owner WORKERS' 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 wormers' csynpensation insurance carrier and policy number�(�, Carrier S /�%G l�u✓d Policy Number? ci / 7 /9? _ I certify that, in a performance of the work for which t is p it is iss" ed, I shall not employ any person in any manner so as to become subject to the workers' compensation laws of California, and agree that ' Id become su ' e workers' compensation provisions of Section 3700 of the Labor Code, I shall rth 'tLh/comply with those provisions. Date 1 Applicant WARNI G: F ILURE TO SECURE WORKERS' COMPENSATION COVERAGE IS UNLAWFUL, AND SHALL SUBJECT AN EMPLOYER TO CRIMINAL PENALTIES AND CIVIL FINES -UP TO ONE HUNDRED THOUSAND DOLLARS ($100,000), IN ADDITION TO THE COST OF COMPENSATION, DAMAGES AS PROVIDED FOR IN SECTION 3706 OF THE LABOR CODE, INTEREST, AND ATTORNEY'S FEES. CONSTRUCTION LENDING AGENCY I hereby affirm under penalty of perjury that there is a construction lending agency for the performance of the work for which this permit is issued (Sec. 3097, Civ. C.). Lenders Name Lenders Address APPLICANT ACKNOWLEDGEMENT IMPORTANT Application is hereby made to the Director of Building and Safety for a permit subject to the conditions and restrictions set forth on this application. 1. Each person upon whose behalf this application is made, each person at whose request and for whose benefit work is performed under or pursuant to any permit issued as a result of this application, the owner, and the applicant, each agrees to, and shall, defend, indemnify and hold harmless the City of La Ouinta, its officers, agents and employees for any act or omission related tc the work being performed under or following issuance of this permit. 2. Any permit issued as a result of this application becomes null and void if work is not commenced within 180 days from date of issuance of such permit, or cessation of work for 180 days will subject permit to cancellation. I certify that I, have read this application and state that the above information is cor ee to comply with all city and county ordinances and state laws relating to building construction, and hereby authorize representatives of this county to enter u e above entioned pro rty for inspection purposes. G Date Signature (Applicant or Agent): L Page 2 Application Number . . . 04-00003879 Date 5/20/04 Qty Unit Charge Per Extension BASE FEE 15.00 1.00 9.0000 EA MECH FURNACE <=100K 9.00 1.00 9.0000 EA MECH B/C <=3HP/100K BTU 9.00 2.00 6.5000 EA MECH VENT FAN 13.00 1.00 6.5000 EA MECH EXHAUST -HOOD 6.50 ----------------------------- Permit . . . . . . ----------------------------------------------- ELEC-NEW RESIDENTIAL Additional desc Permit Fee . . . . 93.00 Plan Check Fee 23.25 Issue Date . . . . Valuation 0 Qty Unit Charge Per Extension BASE FEE 15.00 1533.00 .0350 ELEC NEW RES - 1 OR 2 FAMILY 53.66 467.00 0200 ELEC GARAGE OR NON-RESIDENTIAL 9.34 1.00 15.0000 EA ELEC TEMPORARY POWER POLE 15.00 ---------------------------------------------------------------------------- Permit . . . . . . PLUMBING Additional desc Permit Fee . . . . 123.00 Plan Check Fee 30.75 Issue Date . . . Valuation . . . . 0 Qty Unit Charge Per Extension BASE FEE 15.00 9.00 6.0000 EA PLB FIXTURE 54.00 1.00 15.0000 EA PLB BUILDING SEWER 15.00 1.00 7.5000 EA PLB WATER HEATER/VENT 7.50 1.00 3.0000 EA PLB WATER INST/ALT/REP 3.00 1.00 9..0000 EA PLB LAWN SPRINKLER SYSTEM 9.00 6.00 .7500.EA PLB GAS PIPE >=5 4.50 1.00 15.0000 EA PLB GAS METER 15.00 ---------------------------------------------------------------------------- Permit . . . . . . GRADING PERMIT Additional desc Permit Fee . . . . 15.00 Plan Check Fee .00 Issue Date . . . . Valuation . . . . 0 Qty Unit Charge Per Extension ---------------------------------------------------------------------------- BASE FEE 15.00 Special Notes and Comments 1533 S.F. SFD PERMIT DOES NOT INCLUDE Page 3 Application Number . . . . . 04-00003879 Date 5/20/04 --------------- ---------------=-------------------------------------------- Special Notes and Comments BLOCK WALL, POOL/SPA OR DRIVEWAY APPROACH ------------------------------------------ Other Fees. . . . . . . . . . -------------------------- ART IN PUBLIC PLACES -RES .00 DIF COMMUNITY CENTERS -RES 97.00 DIF CIVIC CENTER - RES 366.00 ENERGY REVIEW FEE 40.98 DIF FIRE PROTECTION -RES 97.00 GRADING PLAN CHECK FEE 00 DIF LIBRARIES - RES 225.00 DIF PARK MAINT FAC - RES 5.00 DIF PARKS/REC - RES 502.00 \ COVE PRECISE PLAN FEE 100.00. STRONG MOTION (SMI) - RES ..9.75 DIF STREET MAINT FAC -RES 15:00 DIF TRANSPORTATION - RES 1098.00 Fee summary ----------------- Charged Paid Credited Due Permit Fee Total ---------- 914..00 ---------- ---------- ---------.- .00 .00 914.00 Plan Check Total 476.96 250.00, .00 226.96 Other Fee Total 2555.73 .00 .00 2555.73 Grand Total 3946.69 250.00 .00 3696.69 Building Address Owner M ON e=R6;_16 014 " 6 35 P.O. BOX 1504 Z7UINT CALLE CALIFORNIATAMPIO LA QUINTA, ORNIA 92253 Mailing AddressZ' 7 l o _ / A.. Zi 7, 17 Vv& 7raV 'State Lic. City & Classif. 2D / Lic. # Arch., Engr.(f (yyy/ _Z_/, - / _ / - Cit 1ZUm g State G Lic. # LICENSED CONTRACTOR'S DECLARATION I hereby affirm that I am licensed under provisions of Chapter 9 (commencing with Section 7000) of Division 3 of the Business and Professions Code, and my license is in full force and effect. SIGNATURE DATE OWNER -BUILDER DECLARATION I hereby affirm that I am exempt from the Contractor's License Law for the following reason: (Sec. 7031.5, Business and Professions Code: Any city or county which requires a permit to construct, alter, improve, demolish, or repair any structure, prior to its issuance also requires the applicant for such permit to file a signed statement that he is licensed pursuant to the provisions of the Contractor's License Law, Chapter 9 (commencing with Section 7000) of Division 3 of the Business and Professions Code, or that he is exempt therefrom, and the basis for the alleged exemption. Any violation of Section 7031.5 by any applicant for a permit subjects the applicant to a civil penalty of not more than five hundred dollars ($500). ❑ I, as owner of the property, or my employees with wages as their sole compensation, will do the work, and the structure is not intended or offered for sale. (Sec. 7044, Business and Profes- sions Code: The Contractor's License Law does not apply to an owner of property who builds or improves thereon and who does such work himself or through his own employees, provided that such improvements are not intended or offered for sale. If, however, the building or im- provement is sold within one year of completion, the owner -builder will have the burden of proving that he did not build or improve for the purpose of sale). ❑ I, as owner of the property, am exclusively contracting with licensed contractors to construct the project. (Sec. 7044, Business and Professions Code: The Contractor's License Law does not apply to an owner of property who builds or improves thereon, and who contracts for such projects with a contractor(s) licensed pursuant to the Contractor's License Law) ❑ 1 am exempt under Sec. B. & P.C. for this reason Date Owner WORKER'S COMPENSATION DECLARATION I hereby affirm that I have a certificate of consent to self -insure, or a certificate of Worker's Compensation Insurance, or a certified copy thereof. (Sec. 3800, Labor Code.) Policy No. Company ❑ Copy is filed with the city. ❑ Certified copy is hereby furnished. CERTIFICATE OF EXEMPTION FROM WORKERS' COMPENSATION INSURANCE (This section need not be completed if the permit is for one hundred dollars ($100) valuation or less). I certify that in the performance of the work for which this permit is issued, I shall not employ any person in any manner so as to become subject to Workers' Compensation Laws of California. Date Owner NOTICE TO APPLICANT If, after making this Certificate of Exemption you should become subject to the Workers' Compensation provisions of the Labor Code, you must forthwith comply with such provisions or this permit shall be deemed revoked. CONSTRUCTION LENDING AGENCY I hereby affirm that there is a construction lending agency for the performance of the work for which this permit is issued. (Sec. 3097, Civil Code.) Lender's Name Lender's Address This is a building permit when properly filled out, signed and validated, and is subject to expiration if work thereunder is suspended for 180 days. I certify that I have read this application and state that the above information is correct. I agree to comply with all city and county ordinances and state laws relating to building construction, and hereby authorize representatives of this city to enter the above-mentioned property for inspection purposes. Signature of applicant Date Mailing Address City, State, Zip WHITE = BUILDING DEPARTMENT ce2l- 3 F77 ONLY BUILDING: TYPE CONS OCC. GRP. A.P. Number 7- 17 /— Q /7 Legal DescriptionLga_5 61K. 20 % (1-43 Project Description 1--:53 No. Dw. New ❑ Add ❑ Alter ❑ Repair ❑ Demolition ❑ Estimated Valuation PERMIT Plan Chk. Dep. Plan Chk. Bal. Const. Mech. Electrical Plumbing - S.M.I. Grading Driveway Enul IEn., Infrastructur Fe TOTAL REMARKS LA AMOUNT 4 7-v 2 ZONE: BY: Minimum Setback Distances: Front Setback from Center Line Rear Setback from Rear Prop. Line Side Street Setback from Center Line Side Setback from Property Line FINAL DATE_ Issued by: Validated by:— Validation: YELLOW = APPLICANT INSPECTOR Date Permit PINK = FINANCE Date 6/2/04 No. 25974 Owner Power Finance Address P O Box 134 City La Quinta Zip 92253 Tract # Type Single Family Residence CERTIFICATE OF COMPLIANCE Desert Sands Unified School District 47950 Dune Palms Road La Quinta, CA 92253 (760) 771-8515 APN # Jurisdiction Permit # Study Area No. of Units 4 1Ft sc o z o Q BERMUDA DUNES RANCHO MIRAGE INDIAN WELLS '1 PALM DESERT ,y LA QUINTA Q INDIO 0 774-171-017 La Quinta 1 Lot # No. Street S.F. Lot # No. Street S.F. Unit 1 53835 Avenida Martinez 1533 Unit 6 Unit 2 Unit 7 Unit 3 Unit 8 Unit 4 Unit 9 Unit 5 Unit 10 Comments At the present time, the Desert Sands Unified School District does not collect fees on garages/carports, covered patios/walkways, residential additions under 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 $2.24 X 1,533 S.F. or $3,433.92 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 CC/Valley Independent Bank - Alex Brackmann Check No. 305597 Name on the check Telephone 485-9269 Funding Residential By Dr. Doris Wilson Superintendent Fee collected /exempted by Sharon MCGllvrey Payment Recd 1$0.00 $3,433.92 Over/Under Signature C If NOTICE: Pursuant to Government Code Section 66020(d)(1), t1-1serve 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 Mav 6• X004 8:15AM WILLIAM BUFFIN 's RECORDING REQUESTED BY First American Title Company AND WHEN RECORDED MAIL Ta: Power Finance Associates, Inc. 51370 Avenida Bermudas, #1 La Quinta, CA 92253 cs • 8sS N L GRANT DEED . No • 9485 P • 4,4 & Dove This line for Recorder's UR0 otlty A.P,N.: 774.171-017 T.R.A. No. File No,; RPO -1370132 (sl) The Undersigned Grantor(s) Deetare(g): DOCUMENTARY TRANSFER TAX $93.40; CITY TRANSFER TAx $9.00; ( computed on the consideration or full value of. property conveyed, 09 computtd on the consideration or full value less vB1ue of liens and/or encumbninew remaining at time of sale, unincorporated area; (] Qty of La Qulnta, and FOR A VALUABLE CONSIDERATION, receipt of which is hereby acknowledged, Malcom T. Robertson, an unrnfl<rried man hereby GRANTS to William Thammz Buff in, a harried man 8s his sole and separate property and Yovex•Finance Associat•Qa.na CalFiEornia Corporattose the following described property in the City of La Quinta, County of piverslde, Statc of California; Dated; 03114/2004 Malcom T. RobertSO Mail Tax StatemenCs To: SAMP AS AWVE May. 6. 2004 8 15AM WILLIAM BUFFIN No,9485 P. 55 V ' 05/0,,, F-- A.P.N.: 774-171-017 Grant Deed - continued File No.:RPD-1370132 (si) Date, 03/14/2004 STATE OF } } 5S. COUNTY OF' , j before On _ M(1, ` '"t C personally me, 1 appeared — personally known to me (or proved to me on the basis of satisfaCtory eAdence) to be the persons) whose name(s) is/are subscribed to the within instrument and acknowledged to me that he/she/they executed the same in his/her/their authofted capaclty(ies) and that his/her/their signatures) on the Instrument the person(s) or the entity upon behalf of which the person(s) acted, executed the instrumellt- WrrNEss my hand and official seal. n Page 2 of 2 71us area for olf'dai notar>'al seal LORRAINE RAMIREZ CommissioM M 129rW kofaN PubtiC - Caljfpf lla Santa eorbara County My Ccarncn. B XC Deb 1 S, SOS ' osioMay. 6. 2004F115AM WILLIAM BOFFIN c EXHIBIT 'A' No,9485 P. 66 Date; April 07, 2004 File No.: RPD -1370132 (:sl) LOT 5, BLOCK 247 OF UNIT 23,MAPS, SANTAAFCORRDS NAAT VALE LA THL OFFICE OF THE Af As SHOWN BY MAPS ON COUN7Y RECORDER -OF AID FILE IN 8001( 20 PAGE 25 OF r COUNTY, "UNINCORPORATED". A.P.N. 774-171-017-1 Initlals: Page i oP 1 - Certificate ®f Cccu anc 0 Qum& y ' LwcroencvG G oF- Building & Safety Department This Certificate is issued pursuant to the requirements of Section 109 of the California Building Code, certifying that, at the time of issuance, this structure was in compliance with the provisions of the Building Code and the various ordinances of the City regulating building construction and/or use. 4 BUILDING ADDRESS:.53-835 AVENIDA MARTINEZ Use classification: SINGLE FAMILY DWELLING Building Permit No.: 04-3879 Occupancy Group: R3 Type of Construction: VN Land Use Zone: RC r Owner of Building: POWER FINANCE Address: P,O. BOX 134 City, ST, ZIP: LA QUINTA, CA 92253 By: KIRK KIRKLAND a' r Date: DECEMBER, 17, 2004 Building Official POST IN A CONSPICUOUS PLACE -' 13JrFl v1- 53- Mr -0104i Afe- n ' 4rAl-;W-774 -17 /-,OT - G . <- TITLE 24 REPORT }}C,gpaLco 5aN7-h P ;;7 Title 24 Report for: Thomas Buffin Power Brokers Acapulco Santa Fe -All Orientations La Quinta, CA 92253 Project Designer: Stephen R. Nieto 787120 Calle Estado Ste. 206 La Quinta, CA 92253 760-564-4707 Report Prepared By: Stephen R. Nieto South West Concepts 78120 Calle Estado, Suite 206 La Quinta, CA 92253 r (760).564-4707 I CITY OF to QUINTA BUILDING & SAFETY DEPT. APPROVED FOR CONSTRUCTION DATE 5.20 • BY ST Job Number: 400CR`a 00104 Date: 4/22/2004 The EnergyPro computer program has been used to perform the calculations summarized in this compliance report. This program has approval and is authorized by the California Energy Commission for use with both the Residential and Nonresidential 2001 Building Energy Efficiency Standards. This program developed by EnergySoft, LLC (415) 883-5900. EnergyPro 3.1 By EnergySoft Job Number: 00104 User Number. 6970 1 I TABLE OF CONTENTS I Cover Page Table of Contents Form CF -1 R Certificate of Compliance Form MF -1 R Mandatory Measures Checklist Form C -2R Computer Method Summary HVAC System Heating and Cooling Loads Summary Room Load Summary 1 2 3 6 8 12 13 I_ EnergyPro 3.1 By EnergySoft Job Number. 00104 User Number. 5970 Certificate of Compliance: Residential (Part 1 of 2) CF -1 R Thomas Buffin Power Brokers 4/22/2004 Project Title Date Acapulco Santa Fe -All Orientations La Quinta Project Address Building Permit # South West Concepts (760) 564-4707 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: 1,533 W Average Ceiling Height: 10.0 ft Total Conditioned Slab Area: 1,533 ft2 Building Type: (check one or more) ® Single Family Detached ❑ Addition ❑ Single Family Attached ❑ Existing Building ❑ Multi -Family ❑ Existing Plus Addition Front Orientation: All Four Orientations Floor Construction Type: ® Slab Floor Number of Dwelling Units: 1.00 Number of Stories: 1 ❑ Raised Floor Const. Component Frame Assembly Location/Comments TvDe Tvpe U -Value (attic, garage, typical, el R-38 Roof (R.38.2(14.16) Wood 0.028 Exterior Roof R-13 Wall w/1" EPS Wood 0.059 Exterior Wall Solid Wood Door Wood 0.387 Exterior Door Slab On Grade n/a 0.756 Covered Slab w/R-0.0 Perimeter Insulation FENESTRATION Shading Devices Type Orientation Area Fenestration Exterior Overhang Side Fins S U -Factor SHGC Shading Yes / No Yes / No Front 40.0 0.55 0.53 Woven Sunscreen X❑ ❑ ❑ X❑ Front 12.0 0.57 0.55 Woven Sunscreen[K] ❑ ❑ X❑ Left 32.0 0.87 0.70 Woven Sunscreen 0 ❑ ❑ X❑ Left 4.0 0.72 0.73 Woven Sunscreen X❑ ❑ ❑ X❑ Rear 33.0 0.72 0.73 Bug Screen X❑ ❑ ❑ X❑ Rear 80.0 0.85 0.70 Bug Screen 0 ❑ ❑ X❑ Rear 16.0 0.87 0.70 Bug Screen X❑ ❑ ❑ X❑ Right 4.0 0.57 0.55 Woven SunscreenX❑ ❑ ❑ X❑ Right 20.0 0.60 0.53 Woven SunscreenX❑ ❑ ❑ X❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ Run Initiation Time: 04122/0414:48:56 Run Code: 1082670636 En.rgyPro 3.1 By Ener oft User Number. 5970 Job Number: 00104 Pa e:3 of 13 Certificate of Compliance: Residential (Part 2 of 2) CF -1 R Thomas Buffin Power Brokers 4/22/2004 Project Title Date HVAC SYSTEMS Note: Input Hydronic or Combined Hydronic data underwater Heating Systems, except Design Heating Load. Heating Equipment Type (furnace, heat pump, etc.) Distribution Minimum Type and Efficiency Location (AFUE/HSPF) (ducts, attic, etc.) Duct or Piping R -Value Thermostat Location / Type Comments Central Fumarp 92% AFUE Ducts in Attic 42 Setback Res HVAC Cooling Equipment Minimum Duct Type (air conditioner, Efficiency Location Duct Thermostat Location/ heat pump, evap. cooling) (SEER) (attic, etc.) R -Value Type Comments Split Air Conditioner 12.0 SEER Ducts in Attic 49 Setback Res HVAC WATER HEATING SYSTEMS Water Heater Water Heater Distribution # in Rated 1 Input Tank Energy Facti 1 External Cap. or Recovery Standby Tank Insul. System Name Type Type Syst. Btu/hr (gal) Efficiency Loss (a/o) R -Value Standard Gas 'in gal or Less Small Gas Standard 1 40,000 50 0.53 n/a 12 1 For small gas storage (rated inputs of less than or equal to 75,000 Btu/hr), electric resistance and heat pump water heaters, list energy factor. For large gas storage water heaters (rated input of greater than 75,000 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 Tdle 24, Parts 1 and 6 of the California Code of Regulations, and the administrative regulations to implement them. This certificate has been signed by the individual with overall design responsibility. The undersigned recognize that compliance using duct sealing and TXV's requires installer testing and certification and field verification by an approved HERS rater. Designer or Owner (per Business 8 Professions Code) Documentation Author Name: Name: Stephen R. Nieto Title/Firm: Stephen R. Nieto Title/Firm: South West Concepts Address: 78-120 Calle Estado Ste. 206 Address: 78120 Calle Estado. Suite 206 La_ Quinta, CA 92253 La Quinta, CA 92253 Telephone: 76o -564-47o7 Telephone: 60 564-4707 Lic. #: :gge (signature) (date) (signature) (date) Enforcement Agency Name:. Title/Firm: _ Address: Telephone_ IEnerovPro 3.1 By EnernvSoft User Number. 5970 Job Number. 00104 Paae:4 of 13 1 Certificate of Compliance: Residential (Addendum) CF -1 R Thomas Buffin Power Brokers 4/22/2004 Project Title Date Special Features and Modeling Assumptions The local enforcement agency should pay special attention to the items specified in this checklist. These items require special written justification and documentation, and special verification to be used with the performance approach. The local —f ..wpm M ananry eiatorminac the aripmear_v of the iu_atifiration_ and may refect a buildino or design that otherwise complies lased on the adequacy of the special justification and documentation submitted. Plan Field The DHW System "Standard Gas 50 gal or Less" Energy Factor = 0.530. An EF below 0.58 requires an R-12 External Blanket. The HVAC System "Res HVAC" includes credit for a Radiant Barrier installed per Section 8.13 of the Residential Manual. IAn Air Retardinsl Wrap must be installed per the manufacturers specifications that must comply with ASTM El 677-95. 1 1 HERS Required Verification These features must be confirmed and/or tested by a certified HERS rater under the supervision of a CEC approved HERS provider. The HERS rater must document the field verification and diagnostic testing of these measures on a form CF -6R. Plan Field The HVAC System "Res HVAC" includes Refrigerant Charge and Airflow Credit (or a TXV). A certified HERS rater must provide verification of the TXV, or measure the Refrigerant Charge and Airflow. The HVAC System "Res HVAC" is using reduced duct leakage to comply and must have diagnostic site testing of duct leakage performed by a certified HERS Rater. The results of the diagnostic testing must be reported on a CF -6R Form. I EneravPro 3.1 By EnergySoft User Number: 5970 Job Number: 00104 Page:5 of 13 1 Mandatory Measures Checklist: Residential (Page 1 of 2) MFA R NOTE: Lowrise residential buildings subject to the Standards must contain these measures regardless of the compliance approach used. Items marked with an asterisk (*) may be superseded by more stringent compliance requirements listed on the Certificate of Compliance. When this checklist is incorporated into the permit documents, the features noted shall be considered by all parties as minimum component performance specifications for the mandatory measures whether they are shown elsewhere in the documents or on this checklist only. DESCRIPTION Instructions: Check or initial applicable boxes or enter WA if not applicable. DESIGNER ENFORCEMENT Building Envelope Measures '§150(a): Minimum R-19 ceiling insulation. §150(b): Loose fill insulation manufacturers labeled R -Value. ❑'§150(c): Minimum R-13 wall insulation in wood framed walls or equivalent U -value in metal frame walls (does i not apply to exterior mass walls). Lj' §150(d): Minimum R-13 raised floor insulation in framed floors or equivalent. ®§1500): Slab edge insulation -water absorption rate no greater than 0.3%, water vapor transmission rate no greater than 2.0 perm/inch. © §118: Insulation specified or installed meets insulation quality standards. Indicate type and form. ®6116-17: Fenestration Products, Exterior Doors and Infiltration/Exfrltration Controls 1. Doors and windows between conditioned and unconditioned spaces designed to limit air leakage. 2. Fenestration products (except field fabricated) have label with certified U -Factor, certified Solar Heat Gain Coefficient (SHGC), and infiltration certification. 3. Exterior doors and windows weatherstripped; all joints and penetrations caulked and sealed. §150(g): Vapor barriers mandatory in Climate Zones 14 and 16 only. a§150(f): Special infiltration barrier installed to comply with Section 151 meets Commission quality standards. El§150(e): Installation of Fireplaces, Decorative Gas Appliances and Gas Logs. 1. Masonry and factory -built fireplaces have: a. Closeable metal or glass door b. Outside air intake with damper and control c. Flue damper and control 2. No continuous burning gas pilots allowed. Space Conditioning, Water Heating and Plumbing System Measures §110-13: HVAC equipment, water heaters, showerheads and faucets certified by the Commission. ®§150(h): Heating and/or cooling loads calculated in accordance with ASHRAE, SMACNA or ACCA. §150(): Setback thermostat on all applicable heating and/or cooling systems. §1500: Pipe and Tank Insulation 1. Storage gas water heaters rated with an Energy Factor less than 0.58 must be externally wrapped with insulation having an installed thermal resistance of R-12 or greater. 2. First 5 feet of pipes closest to water heater tank, non -recirculating systems, insulated (R-4 or greater) 3. Back-up tanks for solar system, unfired storage tanks, or other indirect hot water tanks have R-12 external insulation or R-16 combined internal/external insulation. 4. All buried or exposed piping insulated in recirculating sections of hot water systems. 5. Cooling system piping below 55 degrees F. insulated. 6. Piping insulating between heating source and indirect hot water tank. EnergyPro 3.1 ., By EnergySoff User Number. 5970 Job Number: 00104 Page:6 of 13 Mandatory Measures Checklist: Residential (Page 2 of 2) MF -1 R NOTE: Lowdse residential buildings subject to the Standards must contain these measures regardless of the compliance approach used. Items marked with an asterisk (•) may be superseded by more stringent compliance requirements listed on the Certificate of Compliance. When this checklist is incorporated into the permit documents, the features noted shall be considered by all parties as minimum component performance specifications for the mandatory measures whether they are shown elsewhere in the documents or on this checklist only. DESCRIPTION Instructions: Check or initial applicable boxes or enter WA if not applicable. DESIGNER ENFORCEMENT Space Conditioning, Water Heating and Plumbing System Measures: (continued) FX 4150(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 RA.2 or enclosed entirely in conditioned space. Openings shall be sealed with mastic, tape, aerosol sealant, or other duct -closure system that meets the applicable requirements of UL181, UL181 A, or UL181 B. If mastic or tape is used to seal openings greater than 114 inch, the combination of mastic and either mesh or tape shall be used. Building cavities shall not be used for conveying conditioned air. Joints and seams of duct systems and their components shall not be sealed with cloth back rubber adhesive duct tapes unless such tape is used in combination with mastic and drawbands. 2. Building cavities, support platforms for air handlers, and plenums defined or constructed with materials other than sealed sheet metal, duct board or flexible dud shall not be used for conveying conditioned air. Building cavities and support platforms may contain ducts. Ducts installed in cavities and support platforms shall not be compressed to cause reductions in the cross-sectional area of the duds. 3. Joints and seams of dud systems and their components shall not be sealed with cloth back rubber adhesive dud tapes unless such a tape is used in combination with mastic and drawbands. 4. Exhaust fan systems have back draft or automatic dampers. 5. Gravity ventilation systems serving conditioned space have eitherautomatic or readily accessible, manually operated dampers. 6. Protection of Insulation. Insulation shall be protected from damage, including that due to sunlight, moisture, equipment maintenance, and wind but not limited to the following: Insulation exposed to weather shall be suitable for outdoor service e.g., protected by aluminum, sheet metal, painted canvas, or plastic cover. Cellular foam insulation shall be protected as above or painted with a coating that is water retardant and provides shielding from solar radiation that can cause degradation of the material. ❑ §114: Pool and Spa Heating Systems and Equipment 1. Certified with 78% thermal efficiency, on-off switch, weatherproof operating instructions, no electric resistance heating, and no pilot. 2. System is installed with at least 36" of pipe between fitter and heater for future solar, cover for outdoor pools or spas. a. At least 36" of pipe between filter and heater for future solar heating. b. Cover for outdoor pools or outdoor spas. 3. Pool system has directional inlets and a circulation pump time switch. ❑ §115: Gas fired central furnaces, pool heaters, spa heaters or household cooking appliances have no continuously burning pilot light. (Exception: Non -electrical cooling appliances with pilot < 150 Btufhr) ❑ §118 (f): Cool Roof material meet specified criteria Lighting Measures ®6150(k)l : Luminaires for general lighting in kitchens shall have lamps with an efficacy 40 lumens/watt or greater for general lighting in kitchens. This general lighting shall be controlled by a switch on a readily accessible lighting control panel at an entrance to the kitchen. §150(k)2: Rooms with a shower or bathtub must have either at least one luminaire with lamps with an efficacy of 40 Iumenst att or greater switched at the entrance to the room or one of the alternative to this requirement allowed in Section 150(k)2.; and recessed ceiling fixtures are IC (insulation cover) approved. 3.1 By EnergySoft User Number: 5970 Job Number: 00104 Page:7 of 13 Comouter Method Summary _ (Part 1 of 3) C -2R Thomas Buffin Power Brokers 4/22/2004 Project Title Date Acapulco Santa Fe -All Orientations La Quinta Project Address Building Permit # South West Concepts (760) 564-4707 Plan Check/Date Documentation Author Telephone Computer Performance 15 Field Check/Date Compliance Method (Package or Computer) Clmate Zone Source Energy Standard Use (kBtWsf-yr) Design Space Heating 0.89 Facing North Margin Facing East Margin Wap 276 O 059 n gn Facing South Margin Facing West Margin 0.33 0.56 0.69 0.19 1.11 -0.22 0.37 0.52 Space Cooling 33.66 34.07 -0.41 ❑ 31.90 1.76 Wall 332 0 059 270 ga 26.30 7.37 Q 34.07 -0.41 Domestic Hot Water 15.53 1 15.37 0.15 15.37 0.15 15.37 0.15 15.37 0.15 49.77 0.31 47.97 2.11 42.78 7.30 F 49.82 0.26 Totals 50.08 ❑❑ BUILDING COMPLIES This C -2R describes the front facing North occurrence of a four cardinal orientation analysis. Features are identical in all orientations. Total Conditioned Floor Area: 1,533 ft 2 Building Type: Single Fam Detached Floor Construction Type: ❑ Raised Floor ❑X Slab Floor Building Front Orientation: All Four Orientations Total Fenestration Area: 15.7% Number of Dwelling Units: 1.00 Total Conditioned Volume: 1533 0 ft 3 Number of Stories: Total Conditioned Slab Area: 1, 533 ft 2 BUILDING ZONE INFORMATION # of Thermostat Vent Zone Name Floor Area Volume Units Zone Type Type Hgt. Area Ras HVAC 15335 1513 Ino Conditioned Setbark 2 n OPAQUE SURFACES Solar Act. Gains Type Area U Val. Azm. Tilt Y / N Form 3 Reference Location / Comments Rnnf 1,533_ 0.028 _22 ®LJ R-38 Rnnf (R 3R 2x1416) 1st Floor 7nn Wap 276 O 059 n gn ®❑ R-13 Wall W/1"" FPS 1St Floor Znne noor 20 0.387 _IZ gQ ®❑ Solid Wood nnnr est Flom lona Wall 418 0 059 9Q _ 90 wall 142 0.059 180 90 ❑ R-13 Wall w/1" FPS 1 st Flnnr 7nna R-13 Wall wH" FPS ,st Floor 7nna Wall 332 0 059 270 ga Q R-13 Wall WH" FPS 1st Floor lone _ FT ❑❑ ❑ ❑ ❑ ❑ ❑❑o H H ❑a ❑❑❑❑ ❑❑ H ❑1 ❑❑ H H -- Run Initiation Time: 04 2/04 14:48:56 Run Code: 10 670536 3.1 By EnergySoft User Number: 5970 00104 Page:8 of 13 Computer Method Summary (Part 2 of 3) C -2R Thomas BufFin Power Brokers 4/22/2004 Project Title Date FENESTRATION SURFACES # Type Area U- Factor SHGC Act. Azm. Glazing Type Tilt Location/ Comments 1 Window Front(North) 40.O _ O ESO 053 O An Double NonMtl Tinted Default 1 st Floor lone 2 Window Front (North) 12.0 0.570 0.55 0 90 Double NonMd Tinted Default 1st Floor Zone 3 Window Left (East) 16.0 0.870 0.70 90 90 Double Metal Clear Default 1st Floor Zone 4 Window Left (East) 12.0 0.870 0.70 90 90 Double Metal Clear Default 1st Floor Zone 5 Window Left (East)_ 4.0 0.720 0.73 90 90 Double Metal Clear Default 1st Floor Zone 3 Window Left (Eat) 4.0 0.870 0.70 90 90 Qouble Metal Clear Defauft 1st Floor Zone Z Window Rear (_South) 9.0 0.720 0.73 180 90 Double Metal Clear Default 1st Floor Zone 8 Window Rear (South) 40.0 0.850 0.70 180 90 Double Metal Clear Default 1 st Floor Zone 3 Window Rear (South) 12.0 0.720 0.73 180 . 90 Double Metal Clear Default 1 st Floor Zone Window Rear (South) 40.0 0.850 0.70 180 90 Qouble Metal Clear Default 1 st Floor Zone Window Rear (South) 12.0 0"720 0.73 180 90 Double Metal Clear Default 1 st Floor Zone 12 Window Rear (South) 16.0 0.870 0.70 180 90 Double Metal Clear Default 1 st Floor Zone _a Window Right (irlLe w 4.0 0.570 0.55 270 A0 Double NonMtl Tinted Default 1st Floor Zone 14 Window Right (West) 4.0 0.600 0.53 270 90 Double NonMtl Tinted Default 1 st Floor Zone 15 Window Right (West) 16.0 0.600 0.53 270 90 Double NonMtl Tinted Default 1st Floor Zone INTERIOR AND EXTERIOR SHADING Window Overhang Left Fin Right Fin # Exterior Shade Type SHGC Hgt. Wd. Len. Hgt. LExt. REA. Dist. Len. Hgt. Dist. Len. Hgt. 1 Woven Sunscreen 0.30 6.6 6.0 0.0 0.0 0.0 0.0 2 Woven Sunscreen 0.30 2.0 6.0 0.0 0.0 0.0 0.0 3 Woven Sunscreen 0.30 4.0 4.0 0.0 0.0 0.0 0.0 4 Woven Sunscreen 0.30 3.0 4.0 0.0 0 0 0.0 0.0 5 Woven Sunscreen 0.30 1.0 4.0 0.0 0 0 0.0 0.0 6 Woven Sunscreen 0.30 2.0 2.0 0.0 0.0 0.0 0.0 7 Bug Screen 0.76 3.0 3.0 0.0 0.0 0.0 0.0 8 Bug Screen 0.76 6.6 6.0 0.0 0.0 0.0 0.0 9 Bug Screen 0.76 2.0 6.0 0.0 0.0 0.0 0.0 ` 10 Bug Screen 0.76 6.8 6.0 0.0 0.0 0.0 0.0 11 Bug Screen 0.76 2.0 6.0 0.0 0.0 0.0 0.0 12 Bug Screen 0.76 4.0 4.0 0.0 0.0 0.0 0.0 13 Woven Sunscreen 0.30 1.0 4.0 0.0 0.0 0.0 0.0 14 Woven Sunscreen 0.30 2.0 2.0 0.0 0.0 0.0 0.0 15 Woven Sunscreen 0.30 4.0 4.0 0.0 0.0 0.0 0.0 Run Initiation Time: 04/22/0414:48:56 Run Code: 1082670536 EnergyPro 3.1 By EnergySoft User Number: 5970 Job Number. 00104 Page:9 of 13 Computer Method Summary (Part 3 of 3) C -2R Thomas Buffin Power Brokers 4/22/2004 Project Title Date THERMAL MASS FOR HIGH MASS DESIGN Area Thick. Heat Inside Location Type (sf) (in.) Cap. Cond. Form 3 Reference R -Vat. Comments Frame Wall, Stucco 276 0_33 91 11.4Z R-13 Wall w/1" FPS 9 1st FInnr 7nnp / Exterior Mass PERIMETER LOSSES F2 Insulation Type Length Factor R -Val. Depth Location / Comments HVAC SYSTEMS Heating Equipment Minimum Distribution Type Type (furnace, heat Efficiency and Location Duct Thermostat Location / pump, etc.) (AFUE/HSPFXducts/attic, etc.) R -Value Type Comments Central Furnace 9256AFUE Ducts in Attic 4.2 Setback Hydronic Piping pipe Pipe Insul. Res HVAC System Name Length Diameter Thick. Cooling Equipment Minimum Duct Type (air conditioner, Efficiency Location Duct Thermostat Location / heat pump, evap. cooling) (SEER) (attic, etc,) R -Value Type Comments Split Air Conditioner 12 n SFFR Ducts in Attic 44-2 Setback Res HVAC WATER HEATING SYSTEMS Ratedl Tank Energy Fact! Tank Insul. Water Heater Water Heater Distribution # in Input Cap. or Recovery Standby R -Value System Name Type Type Syst. (Btu/hr) (al) Efficiency Loss (%) Ext. Standard Gas 50 gal or Less Small Gas Standard _ 1 40,000 50 0.53 n/a 12 1 For small gas storage (rated input — 75000 Btu/hr), electric resistance and heat pump water heaters, list energy factor. For large gas storage water heaters (rated input > 75000 Btu/hr), list Rated Input, Recovery Efficiency and Standby Loss. For instantaneous gas water heaters, list Rated Input, and Recovery Efficiency. I EnergyPro 3.1 By EnergySoft User Number: 5970 Job Number. 00104 Pane -10 of 13 1 Computer Method Summary (Addendum) C-2R Thomas Buffin Power Brokers 4/22/2004 Project Title Date Special Features and Modeling Assumptions The local enforcement agency should pay special attention to the items specified in this checklist. These items require special written justification and documentation, and special verification to be used with the performance approach. The local Pnfnrcement anencv determines the adenuacv of the justification. and may refect a building or design that otherwise complies 3ased on the adequacy of the special justification and documentation submitted. Plan Field The DHW System "Standard Gas 50 gal or less" Energy Factor = 0.530. An EF below 0.58 requires an R-12 Extemal Blanket. The HVAC System "Res HVAC" includes credit for a Radiant Barrier installed per Section 8.13 of the Residential Manual. An Air Retarding Wrap must be installed per the manufacturer's specifications that must comply with ASTM E1677-95. HERS Required Verification These features must be confirmed and/or tested by a certified HERS rater under the supervision of a CEC approved HERS provider. The HERS rater must document the field verification and diagnostic testing of these measures on a form CF -GR. Plan Field The HVAC System "Res HVAC" includes Refrigerant Charge and Airflow Credit (or a TXV). A certified HERS rater must provide verification of the TXV, or measure the Refrigerant Charge and Airflow. The HVAC System "Res HVAC" is using reduced duct leakage to comply and must have diagnostic site testing of duct leakage performed by a certified HERS Rater. The results of the diagnostic testing must be reported on a CF -6R Form. Run Initiation Time: 04122/0414:48:56 Run Code: 1082670536 EnergyPro 3.1 By EnergySoft User Number. 5970 Job Number. 00104 Page: 11 of 13 HVAC SYSTEM HEATING AND COOLING LOADS SUMMARY PROJECT NAME DATE Thomas Buffin Power Brokers 4/22/2004 SYSTEM NAME FLOOR AREA Res HVAC 1,533 Number of Systems 1 Heating System Output per System 37,000 Total Output (Btuh) 37,000 Output (Btuh/sgft) 24.1 Cooling System Output per System 23,200 Total Output (Btuh) 23,200 Total Output (Tons) 1.9 Total Output (Btuh/sgft) 15.1 Total Output (sgtUTon) 792.9 Air System CFM per System 895 Airflow (cfm) 895 Airflow (cfm/sgft) 0.58 Airflow (cfm/Ton) 462.9 Outside Air (%) 0.0 Outside Air (cfm/sgft) 0.00 Note: values above given at ARI conditions 26.0°F 69.0 OF Outside Air 0 0 cfm Supply Fan 895 cfm 69.0 of 69.0 of Total Room Loads Return Vented Lighting Return Air Ducts Return Fan Ventilation Supply Fan Supply Air Ducts TOTAL SYSTEM LOAD COIL COOLING PEAK I COIL HTG. PEAK I CFM I Sensiblel Latent I CFM I Sensible 1,155 28,274 -455 514 19,141 0 1,414 957 0 0 0 0 0 0 0 0 0 1,414 957 31101 -455 21055 BDP CO.563AN024-A 18,479 975 37,000 Total Adjusted System Output 18 479 975 37,000 (Adjusted for Peak Design Conditions) TIME OF SYSTEM PEAK Au 2 m Jan 12 am 105.OOF Heating Coil Supply Air Ducts 104.0 of ROOMS 70.0 of OGLING 5Y5TEM PSYCHROMETRICS Airstream Temperatures at Time of Cooling Peak 115.0/73.50F 79.5/62.4 OF 79.5/62.4OF 55.0/53.50F Outside Air io 0 Supply Air Ducts 0 cfm Supply Fan Cooling Coil 56.5 / 54.1 OF 895 cfm 40.0% R.H. ROOMS 79.5/62.4 OF 78.0161.9 OF K Return Air Ducts `i Ene ro 3.1 Ene oft User Number. 5970 Job Number: 00104 Page:12 of 13 1 -- -- r9YP _ g1r ROOM LOAD SUMMARY PROJECT NAME Thomas Buffin Power Brokers DATE 4/22/2004 SYSTEM NAME Res HVAC FLOOR AREA 1,533 ROOM LOAD SUMMARY ROOM COOLING PEAK COIL COOLING PEAK COIL HTG. PEAK ZONE NAME ROOM NAME Muft. CFM SENSIBLE LATENT CFM SENSIBLE LATENT CFM SENSIBLE 1 st Floor Zone 1 st Floor 1 1,155 28,274 -455 1,155 28,274 -455 514 19,141 PAGE TOTAL 1 1,155 28,274 455 514 16,141 TOTAL 1 1,155 28,274 X55 514 19,141 EnergyPro 3.1 By EnergySoft User Number. 5970 Job Number: 00104 Page: 13 of 13 LEG -16-2004 03:23 PM CERTIFICATE OF FIELD VERIFICATION AND DIAGNOSTIC T>ES7'ING arojeet Titlb—S j ?rope t Add SS au;;; de, Centgct Telesahcne V bUllder Name ' Plan Number 'J/.C3 9lephcne Sarnpia Group Number P. 01 C>; -4R oilitying SignatureDa Sample House Number Firm:_.TCOGiQfE HERS Provider: Streetaccress: 7 E ya j oy/ . Y r CItyJState121p: 44' Copies :o: Builder, HERS Provider HER RATER COMP DANCE 8 A F,MM Tn,e house was: 62Tested ❑ Approved as part of Sample testing. but was not tested As the HERS rater providing diagnostic testing and field verification, I certify that the houses identified on this form coly w th the diagnostic tested 'compliance raauirements as checked on this form. Distribution system is fatly ducted (i.e., does not use building cavities as plenums or platform retums in leu e1 cucts) Where cloth backed, rubber achesive duct tape is Installed; masl!G and drawbands are used .n combination with cloth bacted, rubber adhesive euct tape to seal leaks at duct connections. MINIMUM REQUIREMENTS FOR DUCT LEAKAGE REDUCTION COMPLIANCE CREDIT Duct Diagnost!c Leakage Testing Results (Maximum 8% Duct Leakage) - Measured b.,ct PreSSLhZation Test Results (CFM @ 25 Pa) values Test Leakage Fiow in CFM 7.3_ it far flow is calculated as 400efm1ton x number of tons enter calculated value here %6 If !an flow is measured enter measured value here 6 Leakage Percentage (100 x Test Leakage/Fan Row) = Check Box for Pass or Fail (Pass=6% or less) ❑ ass FaJ THERMOSTATIC EXPANSION VALVE TXV or Commission arpraved eduivalent C Yes ©No Thermostatic Expansion Valve (or Corunission approved equiva ent) is instalied and Access Is provided for lns ectscn ❑ Yes is a pass ❑ MINIMUM REQUIREMENTS FOR DUCT DESIGN COMPLIANCE CREDIT Pass =all O Yes O No ACOA, Marual D Design requirements have been met." (rater has verified that actual installation matches values in CF -1 R and design on plan. 2. O Yes Q No TXV Is Installed or Fan flow nas been verified. If noTXV, verified fan flow matches design from; CF -11R Measured Fan Flow n Yes for both 1 and 2 is a Pass Pass Fa ! r' G t1 i U - y33- , -5 AI E 1 fag Aj A/ZTiq/6Z •AP tI •' 77 - /7/ - t /7 - L • eP• - 0 7' `-S . /9GCA JGGO aNTl9 TR.USSWOR, A Company You, Can CITY OF LA QUINTA BUILDING & SAFETY DEPT. - APPROVED FOR CONSTRUCTION DATES_ - D• D y_ BY yr 75-110 ST.,CHARLES PLACE o SUITE 11A JOB No.: PALM DESERT, CA 92260 , PHONE: 760-341-2232 FAX: 760-341-2293 NAME: MANUFACTURING YARD: PROJECT: A0 4 201Z_0 5 A)M 55755 TYLER STREET, THERMAL, CA. 92274 FAX: 760-399-9786 I i Y1 --d 1-4 q. ij'Li-N r National Teeth= hu" Qr1_nc ion Dore: 0 -?0 icciW:rterl Quality Assvra tce / If;.S A_ -.583 i1fetal Plate Connected !food ) I',"is.s Non Listed fi7b icator's .Anda Report Number: A l 2_3 _--- -- -------- Audit Date/%rrive/De art: Fabricator's Name:` )GA <_ Locatior : ,,~ Does the Fabricator ,_oLve a current Agreement with the Agency fol- Audit? ................................. Is the Quality System: Manual, "QS,vi" up to date per AC -10 & AC -98? ........................................ Has the QSM been reviewed within a twelve month period?....................................................... Are materials used in Production per National Standards '& Engineers Specifications? .............. Is an acceptable In-Fouse Quality vontrol System according to National Standards n place?.. Are In -House Quality Control Inspections being conducted per National Standards?................ Is Final Inspection of the Trusses completed prior to Labeling & Shipment? .............--................ Is there a System in. place to deal with Non -Conforming Materials? ............. I.............................. Are written O.C. lnsp ,ction Reports and Agency Audits kept for.at least t-rvo years?.................. Have any Corrective Action Requests, "CAR", been issued during _this Audit?..........._.. .............. Noduct Check Reri.sion, N-0. AF '-`i Yes _ / No Yes t ----No Yes No Yes No _ Yes No Yes No —_ Yes k--- No Yes _— No Yes _ No Yes. No ✓ CATEGORY CONFORMING NON -CONFORM. 11 REMARKS Lumber Grade F, Joint Accuracy is within 418" t/ iPer AC -98 Plate Placement _ (i ANSI / TPI 2002 Plate Size _ 4CC ES Q Plate to Wood Tolerance is within 1/37' -_ F j Label Legibility - Labels an Site - Stamps,9-Labels Per AC -98 CATEGORY_ YES NO i REMARKS Changes In Supervisory Personnel, ProducVcn Process Per AC -98 Any Test Performed or Wi-&.essed _ _ t/ iPer AC -98 Is There Product Tractabi" tyIPer AC -98 Any "CAR" Reports From Last Audit 'Per AC -98 Any Shut Downs or DisrupUons In Product`;or Per AC -98 Any Samples Taken Per AC -98 Any Test / Measuring Equipment That Requires Calibration Per AC -98 Does the Final Produbt meet UBC / lBC and National Standards? Required Signatures / / 1A (Vabricater Q.C. Superv;s:.r Auditor for Plational ect-oAssociati P.O. Box 3426 Gillette, Wyoming 82717-3426 E -Mail: _NIAgillette@vcn.cor:: Cellular Phone: (307) 689-5977 Page One of Two (307) 685-6331 Offic (307) 685-6331 Fa 40-0 I. 17-6 12-6 f 5-8 21-4 8-0 25-10 Phone (760) 341-2232 -Al C A P U L C O ( Fax # 760) 341-2293 aa - P B T RU S S WO RK S A'Company You Can Truss! LQ 75-110 St. Charles pl. ste-11A Palm Desert, CA- 92211 SANTA F'E 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 10.00 psf Total 40.00 psf RED ARD * No. C11991 ,k 10/31/2005 p(p OATE F CAIO'k @ APR 05 200' WO# 84714 Date 4/5/2004 13:42 Dur Fac-Lbr : 1.25 Dur Fac-Plt •: 1.25 O.C. Spacing 24.0 Design Spec UBC -97 #Tr/#Cfg : 44 / 16 Job Name: BREEZE ADOBE Truss ID: A01 Qty: 1 Drwg: TC 2x4 SPP. 1650F-1.58 BC 2x4SPF 1650F-1.52 GBL ELK 2x4 'HF STUD Drainage must be provided to avoid ponding. End verticals designed for axial loads only Extensions above or below the truss profile (if any) require additional consideration (by others) for horiz. loads on the bldg. 4-0-0 TYPICAL PLATE: 1.5-3 2-8-9 Plating spec : ANSI/TPI - 1995 THIS DESIGN IS THE COMPOSITE RESULT OF MULTIPLE LOAD CASES. PLATE VALUES PER ICBG RESEARCH REPORT #1607. Gable verticals are 2x 4 web material spaced at 16.0 " o.c. unless noted otherwise. Top chord supports 24.0 " of uniform load at 20 psf live load and 10 psf dead load. Additional design considerations may be required if sheathing is attached. I+) 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 trues plane and creating shear wall action to resist diaphragm loads. Diagonals may be omitted if adequate bracing designed by others, is provided to prevent racking of the truss under lateral loads. Truss without diagonal web members or adequate sheathing applied to the truss face is designed to support only vertical load as noted. 2 3 4 5 025 2-4 2-4 5-8-0 34.4-0 STUB 6 7 8 9 10 2-9-15 4-M HIP This truss is designed using the UBC -97 Code. Bldg Enclosed = Yes, Importance Factor - 1.00 Truss Location = End Zone Hurricane/Ocean Line = No Exp Category - C Bldg Length = 40.00 ft, Bldg Width = 20.00 ft Mean roof height = 16.27 ft, mph 80 UBC Special Occupancy, Dead Load = 17.0 psf ===== Joint Locations == - 1 0- 0- 0 6 0- 07 0 2 1- 4- 0 7 1- 4- 0 3 2- 8- 0 8 2- 8- 0 4 4- 0- 0 9 4- 0- 0 5 5- 8- 0 10 5- 8- 0 D.c, o \ U ISO. C11991 *) 10/3r E7(P DATE APR 0 5 200k-. 4/5/2004 OVER CONTINUOUS SUPPORT All plates are 20 gauge Truswal Connectors unless preceded by "MX" for HS 20 gauge or "H" for 16 gauge, positioned per Joint Detail Reports available from Truswal software, unless noted. Scale: 13/32" = V WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Job: EJ. w0: B4714 ® This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer Chk: SB and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions Dsgnr' SB are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads TC Live 20.00 psf ,DurFacs L=1.25 P=1.25 T R U S S W O R KS utilized on this design meet or exceed the loading imposed by the local building code and the particular application. The design assumes that the top chord A Company You Can Trussl is laterally braced by the roof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed in any TC Dead 10.00 psf Rep Mbr Bnd 1.15 pl. ste-11 A 75-110 St. Charles s environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, install 'Joint from BC Live 0.00 psf O.C.Spacing 2-0-0 Palm Desert, CA. 9pl. and brace this truss in accordance with the following standards: and Cutting Detail Reports available as output Truswal software', 'ANSI/fPI 1','WTCA I'- Wood Truss Council of America Standard Design Responsibilities,'HANDLING INSTALLING AND BRACING METAL BC Dead 10.00 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 1111 19th Street, NW, Ste 800, Washington, DC 20036. TOTAL 40.00 psf Secin T6.4.12 - 50797 Job Name: BREEZE ADOBE Truss ID: A02 Qty: 1 Drwg: IRGX-LOC REACT SIZE REO'D 1 34- 5-12 227 3.50. 1.50• 2 39-10- 4 227 3.50• 1.50• RG REOUIREMENTS shown are based ONLY n the truss material at each bearing TC FORCE AXL END CSI 1-2 -3 0.00 0.36 0.36 BC FORCE AXL END CSI 3-4 0 0.00 0.17 0.17 WEB FORCE CSI WEB FORCE -CSI 1-3 -170 0.06 2-4 -169 0.06 1-4 0 0.00 TC .2x4* SPF 165OF-1.5E BC 2x4 SPF -1650F-1.SE WEB 2x4 HF 'STUD Drainage must be provided to avoid ponding. End verticals designed for.axial loads only Extensions above or below the truss profile (if any) require additional consideration (by others) for horiz. loads on the bldg. 4-M 2-8-9 -- t Plating Spec : ANSI/TPI - 1995 THIS DESIGN IS THE COMPOSITE RESULT OF MULTIPLE LOAD CASES. PLATE VALUES PER ICBO RESEARCH REPORT 01607. 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. [a] 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. 5-8-0 5-8-0 0 2 2-9-15 4-0-0 HIP UPLIFT REACTIONS) : Support 1 -39 lb Support 2 -39 lb This truss is designed using the UBC -97 Code. Bldg Enclosed = Yes, Importance Factor = 1.00 Truss Location - End Zone Hurricane/Ocean Line - No , Exp Category - C Bldg Length - 40.00 ft, Bldg width - 20.00 ft Mean roof height = 16.27 ft, mph = 80 UBC Special Occupancy, Dead Load = 17.0 psf MAX DEFLECTION (span) : L/999 IN MEM 3-4 (LIVE) L= -0.02" D= -0.02" T= -0 _=== Joint Locations =- 1 0 - 0- 0 3 0- 0 0 2 5- 8- 0 4 5- 8- 0 Ell No. C11991 10/31/2005 _ EXP DATE 5-8-0 34-4 An STUB 3 TYPICAL PLATE: 3-6 5-8 • ":~ 0} 5-8-0 All plates are 20 gauge Truswal Connectors unless preceded by "Mx" for HS 20 gauge or "H" for 16 gauge, positioned per Joint Detail Reports available from Truswal software, unless noted. Scale: 13/32" = 1' WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Job: EJ. WO: 84714 ® This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer Chit: SB and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions Dsgnr 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 Trussl is laterally braced by the roof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed in any TC Dead 10.00 psf Rep Mbr Bnd 1.15 75-110 St. Charles pl. ste-11 A environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, install 'Joint BC Live 0.00 psf O.C.Spaeing 2-0-0 Palm Desert, CA. 92211 and brace this truss in accordance with the following standards: and Cutting Detail Reports available as output from Truswal software', 'ANSI/TPI 1','WTCA 1' - Wood Truss Council of America Standard Design Responsibilities, 'HANDLING INSTALLING AND BRACING METAL BC Dead 10.00 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 1111 19th Street, NW, Ste 800, Washington, DC 20036. TOTAL 40.00 psf Seqn T6.4.12 - 50798 Job Name: BREEZE ADOBE Truss ID: A03 Qty: 1 Drwg: I RGA -LOC REACT SIZE REQ'D 1 22- 7-12 700 3.50" 1.50- 2 39-10- 4 700 3.50• 1.50• RG REQUIREMENTS shown are based ONLY n the trues material at each bearing TC FORCE AXL BND CSI 1-2 3 0.00 0.27 0.27 2-3 -1313 0.01 0.43 0.44 3-4 -5 0.00 0.43 0.43 BC FORCE ARL END CSI 5-6 954 0.09 0.41 0.50 6-7 1271 0.13 0.41 0.54 WEB FORCE CSI WEB FORCE CSI 1-5 -89 0.03 3-6 134 0.06 2-5 -1092 0.51 3-7 -1358 0.70 2-6 386 0.13 4-7 -159 0.06 TC 2x4 SPP 1650F-1.SE BC 2x4 SPF 1650F-1.513 WEB 2x4 HF STUD GBL ELK •2x4 HF STUD - PLATE VALUES PER ICBO RESEARCH REPORT #1607. Gable verticals are 2x 4 web material spaced at 16.0 o.c. unless noted otherwise. Top chord supports 24.0 " of uniform load at 20 psf live load and 10 psf dead load. Additional design considerations may be required if sheathing is attached. [-I 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. ®Web bracing required at each location shown. See standard details (TX01087001-001). Plating Spec : ANSI/TPI - 1995 THIS DESIGN IS THE COMPOSITE RESULT OF MULTIPLE LOAD CASES. Drainage must be provided to avoid ponding. End verticals designed for axial loads only. Extensions above or below the truss profile (if any) require additional consideration (by others) for horiz. loads on the bldg. UPLIFT REACTION(S) : Support 1 -84 lb Support 2 -84 lb This trues is designed using the UBC -97 Code. Bldg Enclosed - Yes, Importance Factor = 1.00 Truss Location - End Zone Hurricane/Ocean Line = No , Exp Category = C Bldg Length = 40.00 ft, Bldg Width = 20.00 ft Mean roof height = 16.27 ft, mph = 80 UBC Special Occupancy, Dead Load = 17.0 psf 6- TYPICAL PLATE: 1.5-3 4-2-0 4-2-0 2 6-8-0 10-10-0 0 3 6-8-0 17-0-0 4 71 _= Joint Locations====; 0- 0- 0 5 0- 0- 0 2 4- 2- 0 19- 6- 0 3 10-10- 0 1 17- 6- 0 4 17- 6- 0 D ARCH/T QS SD. ti 4-0-0 SHIP No r,11991 10/31!2005 EK4 OF STUB R 0 5 204 STUB 'S 6 7 AP 9-6 8-0-0 9-6-0 17.6-0 4/5/2004 All plates are 20 gauge Truswal Connectors unless preceded by "MX" for HS 20 gauge or "H" for 16 gauge, positioned per Joint Detail Reports available from Truswal software, unless noted. Scale: 9132" = 1' WARNING Read all notes on this sheet and give a copy ojit to the Erecting Contractor. Eng. Job: EJ. WO: 847.14 ® 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 TC Dead 10.00 psf DurFacs L=1.25 P=1.25 Rep Mbr Bnd 1.15 T R U S S W O R KS A Company You Can Trussl p y utilized on this design meet or exceed the loading imposed by the local building code and the particular application. The design assumes that the top chord is laterally braced by the roof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed in any 75-110 St. Charles pl. ste-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 corrosion. Fabricate, handle, install and brace this truss in accordance with the following standards: 'Joint and Cutting Detail Reports available as output from Truswal software, 'ANSVI'PI 1','WTCA I'- Wood Truss Council of America Standard Design Responsibilities, 'HANDLING INSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES' - (HIB -91) and'HIB-91 SUMMARY SHEET by TPI. The Truss Plate Institute (TPI) is located at D'Onofrio Drive, BC Live 0.00 psf p BC Dead 10.00 psf O.C.S acin 2- 0. 0 p g Design Spec UBC -97 Fax # (760) 341-2293 Madison, Wisconsin 53719. The American Forest and Paper Association (AFPA) is located at 1 I I 119th Street, NW, Ste 800, Washington, DC 20036. TOTAL 40.00 psf Seqn T6.4.12 - 50799 Job Name: BREEZE ADOBE . Truss ID: A04 Qty: 6 Drw : RG x -LOC REACT SIZE. REO'D TC '2x4 SPP 165OF-1.SE Web bracing'required at each location shown. UPLIFT REACTION(S) 1 22- 7-12 700 3.50' 1.50^ BC 2x4 SPP 165017-1:5E ® See standard details (TX01087001-001). Support 1 -84 lb 2 39-10- 4 700 3.50• 1.50^ WEB 2x4 HF STUD Plating spec : ANSI/TPI - 1995 Support 2 -84 lb RG REQUIREMENTS shown are based ONLY PLATE VALUES PER ICBO RESEARCH REPORT #1607. THIS DESIGN IS THE COMPOSITE RESULT OF This truss is designed using the In the truss material at each bearing Drainage must be provided to avoid ponding. MULTIPLE LOAD CASES. UBC -97 Code. noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed in any End verticals designed for axial loads only. Bldg Enclosed Yes, Importance Factor - 1.00 TC FORCE AXL END CSI environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, install 'Joint Extensions above or below the truss profile Truss Location = End zone 1-2 3 0.00 0.27 0.27 and brace this truss in accordance with the following standards: and Cutting Detail Reports available as output from Truswal software', 'ANSl/TPI r,'WTCA F. Wood Truss Council of America Standard Design Responsibilities, 'HANDLI IG U4STALLING AND BRACING METAL (if any) require additional consideration Hurricane/Ocean Line = No , Exp Category - C 2-3 -1313 0.01 0.43 0.44 PLATE CONNECTED WOOD TRUSSES' - (HIB -91) and'HIB-91 SUMMARY SHEET' by TPI. The Truss Plate Institute (TPI) is located at D'Onofrio Drive, (by others) for horiz. loads on the bldg. Bldg Length = 40.00 ft, Bldg Width = 20.00 ft 3-4 -5 0.00 0.43 0.43 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 40.00 psf Mean roof height = 16.27 ft, mph 80 UBC Special Occupancy, Dead Load 17.0 psf BC FORCE AXL END CSI 5-6 954 0.09 0.41 0.50 6-7 1271 0.13 0.41 0.54 .WEB FORCE CSI WEB FORCE CSI 1-5 -89 0.03 3-6 134 0.06 2-5 -1092 0.51 3-7 -1358 0.70 2-6 386 0.13 4-7 -159 0.06 6. 4-0-0T 2-5-10 1 4-2.0 4-2-0 2 6-8-0 10-10-0 3 6-8-0 17-6-0 4 17-6-0 22-6 STUB 5 B 6 7 9.6 -0-0 9-6-0 17.6-0 4-0-0 5 SHIP T1_= Joint Locations ===== 0- 0- 0 5 0- 0- 0 2 4- 2- 06 9- 6- 0 3 10-10- 0 7 17- 6- 0 4 17- 6- 0 tdo. C11991 10/31/2005 _ OF CM PR0 24 A "IM111V All plates are 20 gauge Truswal Connectors unless preceded by "Mx" for HS 20 gauge or "H" for 16 gauge, positioned per Joint Detail Reports available from Truswal software, unless noted. Scale: 9/32" = 1' ail notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Job: EJ. WO: 84714 ®WARNTNGRead This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer Chk: SB and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions Dsgnr' SB are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads TC Live 20.00 psf DurFacs L=1.25 P=1.25 T R U S S W O R KS utilized on this design meet or exceed the loading imposed by the local building code and the particular application. The design assumes that the top chord A Company You Can Trussl p y is laterally braced by the roof or Floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise TC Dead 10.00 Rep Mbr Bnd 1.15 noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed in any psf 75-110 St. Charles pl. ste-11A environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, install 'Joint BC Live 0.00 psf O.C.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', 'ANSl/TPI r,'WTCA F. Wood Truss Council of America Standard Design Responsibilities, 'HANDLI IG U4STALLING AND BRACING METAL BC Dead 10.00 psf Design Spec UBC -97 Phone (760) 341-2232 PLATE CONNECTED WOOD TRUSSES' - (HIB -91) and'HIB-91 SUMMARY SHEET' by TPI. The Truss Plate Institute (TPI) is located at D'Onofrio Drive, Fax # (760) 341-2293 Madison, Wisconsin 53719. The American Forest and Paper Association (AFPA) is located at I I I 119th Street, NW, Ste 800, Washington, DC 20036. TOTAL 40.00 psf Seqn T6.4.12 - 50800 Job Name: BREEZE ADOBE Truss ID: A05 Qty: 1 Drwg: RG R -LOC REACT SIZE REO'D 1 0. 1-12 1480 3.50 . 2.12• 2 39-10- 4 1480 3.50. 2.12• RG REQUIREMENTS shown are based ONLY n the truss material at each bearing TC FORCE ARL END CSI 1-2 4 0.00 0.29 0.29 2-3 -4891 0.34 0.50 0.84 3-4 -6817 0.43 0.24 0.68 4-5 -6285 0.43 0.36 0.79 5-6 -3966 0.13 0.39 0.52 6-7 -5 0.00 0.39 0.39 BC FORCE AXL END CSI 8-9 4024 0.60 0.15 0.75 9-10 6627 0.64 0.11 0.75 0-11 6893 0.67 0.12 0.79 1-12 5769 0.86 0.11 0.97 2-13 3361 0.50 0.14 0.64 WEB FORCE CSI WEB FORCE CSI 1-8 -142 0.05 4-11 -694 0.33 2-8 -4225 1.00 5-11 669 0.23 2-9 1135 0.39 5-12 -1971 0.66 3-9 -1850 0.65 6-12 1087 0.38 3-10 237 0.08 6-13 -3591 0.94 4-10 -93 0.04 7-13 -163 0.06 TYPICAL PLATE: 1.5-3 TC 2x4 SPF- 210OF-1.8E Web bracing required at each location shown. 2x4 SPP 1650F-1.513 5-7 ® See standard details (TX01087001-001). BC 2x4 SPP 1650F-1.513 Plating Spec : ANSI/TPI - 1995 2x4 SPF '210OF-1.8E 9-10, 10-11 THIS DESIGN IS THE COMPOSITE RESULT OF WEB 2x4 HF STUD MULTIPLE LOAD CASES. GBL BLX 2x4 HF STUD PLATE VALUES PER ICBO RESEARCH REPORT #1607. Gable verticals are 2x 4 web material spaced Drainage must be provided to avoid ponding. at 16.0 " o.c. unless noted otherwise. End verticals designed for axial loads only. Top chord Supports 24.0 " of uniform load Extensions above or below the truss profile at 20 psf live load and 10 psf dead load. (if any) require additional consideration Additional design considerations may be (by others) for horiz. loads on the bldg. required if sheathing is attached. TOTAL 37.00 psf [+] 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. 4T 472-" 6-0-13 7-6-3 6-5-0 6-0-13 13-7-0 20-0-0 2 3 4 0 6-86-8 1 6-7-15 6-8-0 26-8-1 33-4-0 40-" 5 6 7 UPLIFT REACTION(S) : Support 1 -191 lb Support 2 -191 lb This truss is designed using the UBC -97 Code. Bldg Enclosed = Yes, Importance Factor - 1.00 Truss Location - End Zone Hurricane/Ocean Line - No , Exp Category = C Bldg Length - 40.00 ft, Bldg Width 20.00 ft Mean roof height - 16.27 ft, mph 80 UBC Special Occupancy, Dead Load 14.2 psf 3-12 40-0-0 3-10 8 9 10 11 12 13 8-M 8-0-0 8-0-0 8-M 8-M 8-0-0 16-0-0 24-M 32-M 40-M MAX DEFLECTION (span) : L/513 IN MSM 10-11 (LIVE) L= -0.93" D= -0.79" T= -1 =7==Joint Locations ===== 0- 0- 0 8 0- 0- 0 2 6- 0-13 9 8- 0- 0 3 13- 7- 0 10 16- 0- 0 4 20- 0- 0 11 24- 0- 0 5 26- 8- 1 12 32- 0- 0 '33- 4- 0 13 40- 0- 0 7 40- 0- 0 T4Q s D. q9( 5 I SHIP 1 y No. C11991 d 10/31/2005 EV DATE s lFOF CJL AUF ' ApR p 5 204 it 4/5/2004 All plates are 20 gauge Truswal Connectors unless preceded by "MX" for HS 20 gauge or "H" for 16 gauge, positioned per Joint Detail Reports available from Truswal software, unless noted. Scale: 1/8" = 1' WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Job: EJ. WO: 84714 ® 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 TC Dead 10.00 psf DurFacs L=1.25 P=1.25 Rep Mbr Bnd 1.15 T R U S S W O R KS A Company You Can Truss I p y utilized on this design meet or exceed the loading imposed by the local building code and the particular application. The design assumes that the top chord is laterally braced by the roof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached unless otherwise noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed in any 75-110 St. Charles pl. ste-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 corrosion. Fabricate, handle, install and brace this truss in accordance with the following standards: 'Joint and Cutting Detail Reports available as output from Truswal software', ANSI/TPI F,'WTCA F- Wood Truss Council of America Standard Design Responsibilities,'HANDLING INSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES' - (HIB -91) and'HIB-91 SUMMARY SHEET by TPI. The Truss Plate Institute (TPI) is located at D'Onofrio Drive, BC Live 0.00 psf BC Dead 7.00 psf O.C.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 111 119th Street, NW, Ste 800, Washington, DC 20036. TOTAL 37.00 psf Seen T6.4.12 - 50801 Job Name: BREEZE ADOBE WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Job: EJ. Truss ID: A06 Qty: 12 Drw : RG x -LOC REACT SIZE REQ'D TC 2x4 SPP 2100P -1.8E web bracing required at each location shown. UPLIFT REACTION(S) 1 0- 1-12 1480 3.50• a.12• 2x4 SPF 1650E-1.SE 5-7 ® See standard details (Tx01087001-001). Support 1 -191 lb 2 39-10- 4 1480 3.50• 2.12• BC 2x4 SPF 1650F-1.SE Plating spec : ANSI/TPI - 1995 Support 2 -191 lb RG REQUIREMENTS shown are based ONLY 2x4 SPF 210OF-1.BE 9-10, 10-11 THIS DESIGN IS THE COMPOSITE RESULT OF This truss is designed using the in the trues material at each bearing WEB 2x4 HF STUD MULTIPLE LOAD CASES. UBC -97 Code. Drainage must be provided to avoid ponding. PLATE VALUES PER ICBG RESEARCH REPORT #1607. Bldg Enclosed = Yes, Importance Factor - 1.00 TC FORCE AXL END CSI Segn T6.4.12 - 50802 End verticals designed for axial loads only. Truss Location = End Zone 1-2 4 0.00 0.29 0.29 Extensions above or below the truss profile Hurricane/Ocean Line = No , Exp Category - C 2-3 -4891 0.34 0.50 0.84 (if any) require additional consideration Bldg Length = 40.00 ft, Bldg Width = 20.00 ft 3-4 -6817 0.43 0.24 0.68 (by others) for horiz. loads on the bldg. Mean roof height = 16.27 ft, mph80 =14.2 4-5 -6285 0.43 0.36 0.79 UBC Special Occupancy, Dead Load - psf 5-6 -3966 0.13 0.39 0.52 6-7 -5 0.00 0.39 0.39 BC FORCE AAL END CSI 8-9 4025 0.60 0.15 0.75 9-10 6627 0.64 0.11 0.75 0-11 6893 0.67 0.12 0.79 1-12 5770 0.86 0.11 0.97 2-13 3362 0.50 0.14 0.64 WEB FORCE CSI WEB FORCE CSI 1-8 -142 0.05 4-11 -694 0.33 2-8 -4225 1.00 5-11 669 0.23 2-9 1135 0.39 5-12 -1972 0.67 3-9 -1850 0.65 6-12 1087 0.38 3-10 237 0.08 6-13 -3591 0.94 4-10 -93 0.04 7-13 -163 0.06 6-06-0 6-0-13 1 2 T 3 4-12 41-12-" 111... MX/5-16 3-12 7-6-3 6-5=0 6-8-0 13-7-0 20-M 26-8-0 3 4 025 6-6 3-4 6-6 MX/5-16 MX/5-16 10 11 8-0-0 8-" 16-" 24-" 6-8-0 6-8-0 33-4-0 40-" 5 6 7 4., 0 3 T T 4-0-0 2'15 I SHIP 3-8 1 3-10 12 13 8-0-0 8-" 32-0-0 40-M MAX DEFLECTION (span) : L/513 IN MEM 10-11 (LIVE) L= -0.93" D= -0.79" T= - ===== Joint Locations -==== 1 0- 0- 0 8 0- 0- 0 2 6- 0-13 9 8- 0- 0 3 13- 7- 0 10 16- 0- 0 4 20- 0- 0 11 24- 0- 0 5 26- 8- 0 12 32- 0- 0 '33- 4- 0 13 40- 0- 0 7 40- 0- 0 0 4*143 (do. C11991 10/31/2005 EXP OA1E P SOF CAL\EDQ APR 0 5 2004 4/5/2004 All plates are 20 gauge Truswal Connectors unless preceded by "MX" for HS 20 gauge or "H" for 16 gauge, positioned per Joint Detail Reports available from Truswal software, unless noted. Scale: 1/8" = 1' WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Job: EJ. WO: B4714 ® This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer Chk: SB and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions Dsgnr: SB are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads TC Live 20.00 psf DurFacs L=1.25 P=1.25 T R U S S W O R KS utilized on this design mea 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 roof or Floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached unless otherwise TC Dead 10.00 psf 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 75-11 O St. Charles pl. Ste -11 A environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, install 'Joint BC Live 0.00 psf O.C.Spacing 2-0-0 Palm Desert, CA. 92211 and brace this truss in accordance with the following standards: and Cutting Detail Reports available as output from Truswal software', 'ANSIIrPI I','WTCA V- 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' - (WB -91) and'IEB-91 SUMMARY SNEET' by TPI. The Truss Plate Institute (TPI) is located at D'Onofrio Drive, Fax # (760) 341-2293 Madison, Wisconsin 53719. The American Forest and Papa Association (AFPA) is located at 1111 19th Street, NW, Ste 800, Washington, DC 20036. TOTAL 37.00 psf Segn T6.4.12 - 50802 2" Job Name: BREEZE ADOBE Truss ID: A07 Qty: 1 Drwg: I IRGX-LOC REACT SIZE REQ'D 1 0- 1-12 1480 3.50• 2.12" 2 39-10- 4 1480 3.50. 2.12• IRG REQUIREMENTS shown are based ONLY n the Cruse material at each bearing TC FORCE AXL BND CSI 1-2 4 0.00 0.29 0.29 2-3 -4891 0.34 0.50 0.84 3-4 -6817 0.43 0.24 0.68 4-5 -6285 0.43 0.36 0.79 5-6 -3966 0.13 0.39 0.52 6-7 -5 0.00 0.39 0.39 BC FORCE AXL END CSI 8-9 4024 0.60 0.15 0.75 9-10 6627 0.64 0.11 0.75 .0-11 6893 0.67 0.12 0.79 .1-12 5770 0.86 0.11 0.97 .2-13 3362 0.50 0.14 0.64 WEB FORCE CSI WEB FORCE CSI 1-8 -142 0.05 4-11 -694 0.33 2-8 -4225 1.00 5-11 669 0.23 2-9 1135 0.39 5-12 -1972 0.67 3-9 -1850 0.65 6-12 1087 0.38 3-10 237 0.08 6-13'-3591 0.94 4-10 -93 0.04 7-13 -163 0.06 TYPICAL PLATE: 1.5-3 TC 2x4 SPF 2100F-1.813 2x4 SPP' 165OF-1.513 5-7 BC 2x4 SPF 165OF-1.513 2x4 SPF 210OF-1.813-9-10, 10 WEB 2x4 HF STUD GEL BLR 2x4 HF STUD 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. T 4-0 2-0-0 ®web bracing required at each location shown Seestandard details (TX01087001-001). Plating Spec : ANSI/TPI - 1995 -11 THIS DESIGN IS THE COMPOSITE RESULT OF MULTIPLE LOAD CASES. PLATE VALUES PER ICBO RESEARCH REPORT #1607 Drainage must be provided to avoid ponding. End verticals designed for axial loads only Extensions above or below the truss profile (if any) require additional consideration (by others) for horiz. loads on the bldg. 6-06-0 7-67-6 3 6-5=0 6-0-13 13-7-0 20-" 2 3 4 0 6-8=0 6-8-0 6-8-0 26-8-0 33-4-0 40-0-0 5 6 7 UPLIFT REACTION(S) : Support 1 -191 lb Support 2 -191 lb This truss is designed using the UBC -97 Code. Bldg Enclosed = Yes, Importance Factor = 1.00 Truss Location = End Zone Hurricane/Ocean Line - No , Exp Category = C Bldg Length - 40.00 ft, Bldg width = 20.00 ft Mean roof height = 16.27 ft, mph = 80 USC Special Occupancy, Dead Load = 14.2 psf 3-12 40-" 3-10 8 9 10 11 12 13 8-" 8-" 8-0_0 8-0-0 8-" 8-" 16-" 24-0-0 32-" 40-" T 4-M I SHIP ==-== Joint Locations ===== 1 0- 0- 0 8 0- 0- 0 2 6- 0-13 9 8- 0- 0 3 13- 7- 0 10 16- 0- 0 4 20- 0- 0 11 24- 0- 0 5 26- 8- 0 12 32- 0- 0 6 33- 4- 0 13 40- 0- 0 7 40- 0- 0 APR 0 5 200 4/5/2004 All plates are 20 gauge Truswal Connectors unless preceded by "Mx" for HS 20 gauge or "H" for 16 gauge, positioned per Joint Detail Reports available from Truswal software, unless noted. Scale: 118" = 1' all notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Job: EJ. WO: 84714 ®WARNTNGRead This design is for an individual building component not Suss system. It has been based on specifications provided by the component manufacturer Chk: SB T R U S S W O R KS A Company You Can Truss/ and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions arc to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads utiliud on this design meet or exceed the loading imposed by the local building code and the particular application. The design assumes that the top chord 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 DSgnr: $B TC Live 20.00 psf TC Dead 10.00 psf DurFacs L=1.25 P=1.25 Rep Mbr Bnd 1.15 75-110 St. Charles pl. Ste -11A Palm Desert, CA. 92211 Phone (760) 341-2232 Fax # (760) 341-2293 environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, install and brace this truss in accordance with the following standards: 'Joint and Cutting Detail Reports available as output from Truswal software', ANSIITPI 1','WTCA 1' - Wood Truss Council of America Standard Design Responsibilities,'HANDLING INSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES' - (HIB -91) and'HIB-91 SUMMARY SHEET" by TPI. The Truss Plate Institute (TPI) is located at D'Onofrio Drive, Madison, Wisconsin 53719. The American Forest and Paper Association (AFPA) is located at I 1 I 1 19th Street, NW, Ste 800, Washington, DC 20036. BC Live 0.00 psf BC Dead 7.00 psf TOTAL 37.00 psf O.C.Spacing 2- 0- 0 Design Spec UBC -97 Seqn T6.4.12 - 50803 2" Job Name: BREEZE ADOBE Truss ID: A08 Qty: 3 Drwg: G X -LOC REACT SIZE REQ'D 1 0- 1-12 767 3.50• 1.50• 2 21- 1-12 1833 3.50• 2.62- 3 39-10- 4 662 3.50• 1.50• G REQUIREMENTS Shown are based ONLY the truss material at each bearing TC FORCE AXL BND CSI 1-2 6 0.00 0.66 0.66 2-3 -931 0.01 0.66 0.67 3-4 1095 0.16 0.38 0.54 4-5 1107 0.16 0.37 0.53 5-6 -1094 0.01 0.65 0.66 6-7 -6 0.00 0.65 0.65 BC FORCE AXL BND CSI 8-9 979 0.09 0.45 0.53 9-10 535 0.04 0.45 0.48 L0-11 -12 0.00 0.11 0.11 L1-12 44 0.01 0.09 0.10 L2-13 175 0.000.51 0.51 L3-14 1250 0.12 0.51 0.63 !WEB FORCE CSI WEB FORCE CSI 2-4 -153 0.11 L0-12 582 0.20 1-8 -190 0.14 5-12 -1405 0.48 2-8 -1093 0.41 5-13 1041 0.36 2-9 153 0.07 6-13 -242 0.07 3-9 555 0.19 6-14 -1307 0.44 3-10 -153 0.06 7-14 -189 0.07 3-12 -1573 0.90 TC 2x4 SPF 1650F-1.58 BC 2x4 SPF 1650F-1.513 2x4 HF STUD 11-4 WEB 2x4 HF STUD 2x4 SPF 165OP-1.5E 8-2, 6-14 Loaded for 10 PSF non -concurrent BCLL. Install interior support(s) before erection. End verticals designed for axial loads only. Extensions above or below the truss profile (if any) require additional consideration (by others) for horiz. loads on the bldg. ®web bracing required at each location shown. See standard details (T%01087001-001). Plating spec : ANSI/TPI - 1995 THIS DESIGN IS THE COMPOSITE RESULT OF MULTIPLE LOAD CASES. PLATE VALUES PER ICBO RESEARCH REPORT #1607. Mark all interior bearing locations. Drainage must be provided to avoid ponding. UPLIFT REACTIONS) : Support 1 -40 lb Support 2 -101 lb Support 3 -36 lb This truss is designed using the UBC -97 Code. Bldg Enclosed = Yes, Importance Factor = 1.00 Truss Location = End Zone Hurricane/Ocean Line = No , Exp Category - C Bldg Length = 40.00 ft, Bldg Width - 20.00 ft Mean roof height = 17.27 ft, mph80 UBC Special Occupancy, Dead Load = =17.0 psf _ === Joint Locations === - 1 0- 0- 0 8 0- 0- 0 2 8- 0- 0 9 10- 6- 0 3 16- 0- 0 10 16- 0- 0 8-" 8-0-0 4-10-4 8-" 8-0-0 4 20-10- 4 11 20-10- 4 5 24- 0- 0 12 20-10- 4 8-" 16-" 20-10-4 m 32-0-0 40-" 6 32- 0- 0 13 29- 6- 0 7 40- 0- 0 14 40- 0- 0 2 3 4 5 6 7 025 T 3-4 6-B 2 4 5-5 3-4 3 3 T L T41 5-12 2-0-0 3 3-4 J2 3-4 5-5 3 3-4 21-1-12 19-0-0 40-M 8 9 10 112 13 14 10-6 s s -!-A g 8-7-12 10.6 10-6-0 16-" 20-10.4 29-6-0 40-" T 6-0-0 SHIP -0-0 APP 052004 4/512004 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: 1/8" = 1' WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Job: EJ. WO: 84714 This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer Chk' SB and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions Dsgnr' SB are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads TC Live 20.00 psf DurFacs L=1.25 P=1.25 T R U S S W O R KS utilized on this design mea or exceed the loading imposed by the local building code and the particular application. The design assumes that the top chord A Company You Can Trussl is laterally braced by the roof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed in any TC Dead 10.00 psf Rep Mbr Bnd 1.15 Charles pl. Ste -11 A 75-110 St. Cha rle pl. s environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, install 'Joint BC Live 0.00 psf O.C.Spacing 2- 0- 0 Palm Desert, and brace this truss in accordance with the following standards: and Cutting Detail Reports available as output from Truswal software', 'ANSIrrPI 1','WTCA V. Wood Truss Council of America Standard Design Responsibilities,'HANDLING INSTALLING AND BRACING METAL BC Dead 10.00 psf Design Spec UBC -97 Phone (760) 341-2232 PLATE CONNECTED WOOD TRUSSES' - (FSB -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 1111 191h Street, NW, Ste 800, Washington, DC 20036. TOTAL 40.00 psf Seqn T6.4.12 - 50804 Job Name: BREEZE ADOBE Truss ID: A09 Qtv: 1 Drwci: RG R -LOC REACT SIZE REQ'D 1 0- 1-12 767 3.50 . 1.50• 2 21- 1-12 1833 3.50• 2.62- 3 39-10- 4 662 3.50• 1.50• RG REQUIREMENTS shown are based ONLY n the trues material at each bearing TC FORCE AEL BND CSI 1-2 6 0.00 0.66 0.66 2-3 -931 0.01 0.66 0.67 3-4 1095 0.16 0:38 0.54 4-5 1107 0.16 0.37 0.53 5-6 -1094 0.01 0.65 0.66 6-7 -6 0.00 0.65 0.65 BC FORCE ARL END CSI 8-9 979 0.09 0.45 0.53 9-10 535 0.04 0.45 0.48 0-11 -12 0.00 0.11 0.11 L1-12 44 0.01 0.09 0.10 L2-13 175 0.00 0.51 0.51 L3-14 1250 0.12 0.51 0.63 WEB FORCE CSI WEB FORCE CSI L2-4 -153 0.11 10-12 582 0.20 1-8 -190 0.14 5-12 -1405 0.48 2-8 -1093 0.41 5-13 1041 0.36 2-9 153 0.07 6-13 -242 0.07 3-9 555 0.19 6-14 -1307 0.44 3-10 -153 0.06 7-14 -189 0.07 3-12 -1573 0.90 TYPICAL PLATE: 1.5-3 TC 2x4 SPF 1650F-1.58 BC .2x4 SPP 1650F -1.5E 2x4 HF STUD 11-4 WEB 2x4 HF STUD 2x4 SPP 165OF-1.5E 8-2, 6-14 GBL BLR 2x4 HF STUD Mark all interior bearing locations. Drainage must be provided to avoid ponding. End verticals designed for axial loads only. Extensions above or below the truss profile (if any) require additional consideration (by others) for horiz. loads on the bldg. iT 4-0-0 ®Web bracing required at each location shown. See standard details (T%01087001-001). Plating spec : ANSI/TPI - 1995 THIS DESIGN IS THE COMPOSITE RESULT OF MULTIPLE LOAD CASES. PLATE VALUES PER ICBG RESEARCH REPORT #1607. Loaded for 10 PSF non -concurrent BOLL. Install interior support(s) before erection. 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 trues 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. m 8-0-0 8-0 4-10-4ix 8-0-0 16-0-0 20-10-4 r6 A 2 3 4 5 025 UPLIFT REACTION(S) : Support 1 -40 lb Support 2 -101 lb Support 3 -36 lb This truss is designed using the UBC -97 Code. Bldg Enclosed - Yes, Importance Factor - 1.00 Truss Location - End Zone Hurricane/Ocean Line - No , Exp Category - C Bldg Length - 40.00 ft, Bldg Width - 20.00 ft Mean roof height - 17.27 ft, mph80 UBC Special Occupancy, Dead Load =17.0 psf ===== Joint Locations = - 1 0- 0- 0 8 0- 0 0 2 8- 0- 0 9 10- 6- 0 3 16- 0- 0 10 16- 0- 0 8-08-0 0 88-" 4 20-10- 4 11 20-10- 4 5 24- 0- 0 12 20-10- 4 32-0-0 40-0-0 6 32- 0- 0 13 29- 6- 0 7 40- 0- 0 14 40- 0- 0 6 7 19-0-0 40-M 8 9 10 112 10.6 5-6-0 4-10-4 g 8-712 10.6-0 16-M 20-10-0 A 29-6-0 13 14 10-610-" 40-" T 5 6-0-0 SHIP 2-" a > No. 011991 10/31/2WS EXP DATE L APR 0 5 2004 4/5/2004 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: 1/8" = V all notes on this sheet and give a copy ojit to the Erecting Contractor. Eng. Job: EJ. WO: 84714 ®WAIWTNGRead This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer Chk: SB and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions Dsgnr• SB are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads TC Live 20.00 psf DurFacs L=1.25 P=1.25 T R U S S W O R KS utilized on this design meet or exceed the loading imposed by the local building code and the particular application. The design assumes that the top chord A Company You Can Trussl p y is laterally braced by the roof or Floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise TC Dead 10.00 Rep Mbr Bnd 1.15 noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed in any psf 75-110 St. Charles pl. ste-11 A environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, install 'Joint BC Live 0.00 psf P O.C.S acin 2- 0- 0 p g Palm Desert, CA. 92211 and brace this truss in accordance with the following standards: and Cutting Detail Reports available as output from Truswal software', ANSUTPI 1','WTCA I'- Wood Truss Council of America Standard Design Responsibilities,'HANDLING INSTALLING AND BRACING METAL BC Dead 10.00 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 1111 19th Street, NW, Ste 800, Washington, DC 20036. TOTAL 40.00 psf Seqn T6.4.12 - 50805 lJob Name: BREEZE ADOBE Truss ID: A10 Qtv: 1 Drwa: TYPICAL PLATE: 1.5-3 TC 2x4 -SPF 1650F -1.5E BC 2x4- SPP 1650F-1.SE GBL ELK 2x4 HF STUD PLATE VALUES PER ICBO RESEARCH REPORT #1607. Gable verticals are 2x 4 web material spaced at 16.0 " o.c. unless noted otherwise. Top chord supports 24.0 " of uniform load at 20 psf live load and 10 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. 6-0-0 T 2-6-15 2 **(PM)=PLATE-MONITOR USED -See Joint Report** Plating spec : ANSI/TPI - 1995 THIS DESIGN IS THE COMPOSITE RESULT OF MULTIPLE LOAD CASES. Drainage must be provided to avoid ponding. End verticals designed for axial loads only. Extensions above or below the truss profile (if any) require additional consideration (by others) for horiz. loads on the bldg. 3 4 5 6 7 0 2-4 2-4 T 2-8-14 T B-0-0 27-10-0 ' 44-0 STUB 8 9 10 11 12 13 14 STUB 6-M S 4112 This truss is designed using the UBC -97 Code. Bldg Enclosed - Yes, Importance Factor - 1.00 Truss Location = End Zone Hurricane/Ocean Line - No , Exp Category - C Bldg Length - 40.00 ft, Bldg width 20.00 ft Mean roof height - 16.23 ft, mph80 UBC Special Occupancy, Dead Load =17.0 psf ===== Joint Locations =---- 1 0- 0- 0 8 0- 0- 0 2 1- 4- 0 9 1- 4- 0 3 2- 8- 0 30 2- 8- 0 4 4- 0- 0 11 4- 0- 0 5 5- 4- 0 12 5- 4- 0 6 6- 8- 0 13 6- 8- 0 7 8- 0- 0 14 8- 0- 0 D. 4NO. C11991 * e 3 noos EXP DATE , APR 0 5 2004 4/5/2004 OVER CONTINUOUS SUPPORT All plates are 20 gauge Truswal Connectors unless preceded by "MX" for HS 20 gauge or "H" for 16 gauge, positioned per Joint Detail Reports available from Truswal software, unless noted. Scale: 9/32" = 1' WARNING Read all notes on this sheet and give a copy ojit to the Erecting Contractor. Eng. Job: EJ. WO: B4714 ® This design is for an individual building component not was 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 DurFees 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 YCan Tl p you russ 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 'Joint BC Live 0.00 p psf O.C.S aein 2- 0- 0 p g Palm Desert, CA. 92211 and brace this truss in accordance with the following standards: and Cutting Detail Reports available as output from Truswal software, Council Standard BC Dead 10.00 Design Spec UBC -97 Phone (760) 341-2232 ANSI/TPI I','WTCA I'- Wood Truss of America Design Responsibilities,'HANDLiNG INSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES' - (HIB -91) and'HIB-91 SUMMARY SHEET' by TPI. The Truss Plate Institute (TPI) is located at D'Onofrio Drive, psf Fax # (760) 341-2293 Madison, Wisconsin 53719. The American Forest and Paper Association (AFPA) is located at 1111 19th Street, NW, Ste 800, Washington, DC 20036. TOTAL 40.00 psf Seqn T6.4.12 - 50806 N Job Name: BREEZE ADOBE Truss ID: All Qtv: 6 Drwa: GX-LOC REACT SIZE REQ'D 1 0- 1-12 936 3.50•1.50• 2 21- 2- 4 550 3.50• 1.50• 3 25- 8- 4 580 3.50• 1.'50• G REQUIREMENTS shown are based ONLY the truss material at each bearing TC FORCE AXL END CSI 1-2 4 0.00 0.41 0.41 2-3 -2582 0.11 0.43 0.54 3-4 -2208 0.04 0.42 0.46 4-5 -402 0.00 0.33 0.33 BC FORCE AXL HND CSI 6-7 2292 0.34 0.21 0.55 7-8 2670 0.40 0.21 0.61 8-0 1425 0.21 0.56 0.77 8-9 1425 0.21 0.56 0.77 9-10 2 0.00 0.51 0.51 WEB FORCE CSI WEB FORCE CSI 1-6 -138 0.05 4-8 941 0.33 2-6 -2405 0.98 4-9 -12860.40 2-7 366 0.13 5-9 500 0.17 3-7 151 0.08 5-10 -442 0.14 3-8 -639 0.17 TC 2x4SPF .1650F-1.513 BC 2x4' SPP 1650F-1.513 WEB 2x4 HF STUD Lumber shear allowables are per NDS. PLATE VALUES PER ICBO RESEARCH REPORT #1607. Install interior support(s) before erection. End verticals designed for axial loads only. Extensions above or below the truss profile (if any) require additional consideration (by others) for horiz. loads on the bldg. n 4 -0 -OT I 2 -M 11 6-06-0 6-0-13 1 2 ®Web bracing required at each location shown See standard details (TX01087001-001). Plating Spec : ANSI/TPI - 1995 THIS DESIGN IS THE COMPOSITE RESULT OF MULTIPLE LOAD CASES. Mark all interior bearing locations. Drainage must be provided to avoid ponding. 7-6-3 6-5-0 5-10_0 13-7-0 20-0-0 25-10-0 3 4 5 0 UPLIFT REACTIONS) : Support 1 -93 lb Support 2 -10 lb Support 3 -86 lb This truss is designed using the UBC -97 Code. Bldg Enclosed - Yes, Importance Factor - 1.00 Truss Location - End Zone Hurricane/Ocean Line - No , Exp Category - C Bldg Length - 40.00 ft, Bldg Width 20.00 ft Mean roof height - 16.12 ft, mph 80 UBC Special Occupancy, Dead Load = 17.0 psf ---== Joint Locations =-- 1 0- 0- 0 6 0- 0- 0 2 6- 0-13 7 8- 0- 0 3 13- 7- 0 8 16- 0- 0 4 20- 0- 0 9 22- 9- 3 5 25-10- 0 10 25-10- 0 4/5/2004 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: 3/16" = V WA ` G Read all notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Job: EJ. WO: 84714 ® This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer Chk• SB and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions Dsgnr• SB are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads TC Live 20.00 psf DurFaes L=1.25 P=1.25 T R U S S W O R KS utilized on this design meet or exceed the loading imposed by the local building code and the particular application. The design assumes that the top chord A Company YCTl p youanruss is laterally braced by the roof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise 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 'Joint BC Live 0.00 psf P O.C.S actin 2- 0- 0 P 9 Desert, PalmDesertCA. 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 1' - Wood Truss Council of America Standard Design Responsibilities,'HANDLING INSTALLING AND BRACING METAL BC Dead 10.00 psf Design Spec UBC -97 Phone (760) 341-2232 PLATE CONNECTED WOOD TRUSSES'- (FEB -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 1111 19th Street, NW, Ste 800, Washington, DC 20036. TOTAL 40.00 psf Seqn T6.4.12 - 50807 7- Job Name: BREEZE ADOBE Truss ID: Al2 Qty: 1 Drwci: TC 2x4 SPF 1650F -1.5E BC 2x4 SPP 1650P -1.5E GBL ELK 2x4 HF STUD Mark all interior bearing locations. Drainage must be provided to avoid ponding. End verticals designed for axial loads only Extensions above or below the truss profile (if any) require additional consideration (by others) for horiz. loads on the bldg. 4-M 2-5-4 Plating spec : ANSI/TPI = 1995 THIS DESIGN IS THE COMPOSITE RESULT OF MULTIPLE LOAD CASES. PLATE VALUES PER ICBG RESEARCH REPORT #1607. Install interior support(s) before erection. Gable verticals are 2x 4 web material spaced at 16.0 " o.c. unless noted otherwise. Top chord supports 24.0 " of uniform load at 20 psf live load and 10 psf dead load. Additional design considerations may be required if sheathing is attached. (+) indicates the requirement for lateral bracing (designed by others) perpendicular to the plane of the member at 63"intervals. Bracing is a result of wind load applied to member.(Combination axial plus bending). This truss requires adequate sheathing, as designed by others, applied to the truss face providing lateral support for webs in the truss plane and creating shear wall action to resist diaphragm loads. Diagonals may be omitted if adequate bracing designed by others, is provided to prevent racking of the truss under lateral loads. Truss without diagonal web members or adequate sheathing applied to the truss face is designed to support only vertical load as noted. 2 3 4 5 0 2-4 2-4 2-6-6 4-" HIP This truss is designed using the UBC -97 Code. Bldg Enclosed = Yes, Importance Factor = 1.00 Truss Location - End Zone Hurricane/Ocean Line - No , Exp Category = C Bldg Length - 40.00 ft, Bldg Width 20.00 ft Mean roof height - 16.12 ft, mph 80 UBC Special Occupancy, Dead Load = 17.0 psf ===== Joint Locations o=.== - -- 1 1 0- 0- 0 6 0- 0 0 2 1- 4- 0 7 1- 4- 0 3 2- 8- 0 8 2- 8- 0 4 4- 0- 0 9 4- 0- 0 5 4- 9- 8 10 4- 9- 8 , D riq,9 Z>lg . 011991 10/31/2005 / vv , r1 F ru- o 4-9-8 APR 0 2004 21-0.8 ;14-2 TYPICAL PLATE: 1.5-3 STUB 6 7 8 9 10 STUB 4/5/2004 OVER CONTINUOUS SUPPORT All plates are 20 gauge Truswal Connectors unless preceded by "MX" for HS 20 gauge or "H" for 16 gauge, positioned per Joint Detail Reports available from Truswal software, unless noted. Scale: 13/32" = V WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Job: EJ. WO: 84714 ® This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer Chit: SB and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads Dsgnr: SB TC Live 20.00 psf TC Dead 10.00 psf DurFacs L=1.25 P=1.25 Rep Mbr Bnd 1.15 T R U S S W O R KS A Company You Can Truss l utilized on this design meet or exceed the loading imposed by the local building code and the particular application. The design assumes that the top chord is laterally braced by the roof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed in any 75-110 St. Charles pl. ste-11 A Palm Desert, CA. 92211 Phone (760) 341-2232 Fax # (760) 341-2293 environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, install and brace this truss in accordance with the following standards: 'Joint and Cutting Detail Reports available as output from Truswal software', 'ANSI/TPI 1.,'WTCA I'- Wood Truss Council of America Standard Design Responsibilities,'HANDLING INSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES'- (HIB -91) and'HIB-91 SUMMARY SHEET by TPI. The Truss Plate Institute (TPI) is located at D'Onof io Drive, Madison, Wisconsin 53719. The American Forest and Paper Association (AFPA) is located at 1111 19th Street, NW, Ste 800, Washington, DC 20036. BC Live 0.00 psf p BC Dead 10.00 psf TOTAL 40.00 psf O.C.S aein 2- 0- 0 p g Design Spec UBC -97 Seqn T6.4.12 - 50808 lJob Name: BREEZE ADOBE Truss ID: A13 Qtv: 1 Drwa: GA -LOC REACT. SIZE REQ'D 1 0- 1-12 844 3.50• 1.50• 2 21- 2- 4 863 3.50• 1.50- 3 21- 2- 4 863 3.50• 1.50• G REQUIREMENTS shown are based ONLY the truss material at each bearing TC FORCE AAL BND CSI 1-2 4 0.00 0.39 0.39 2-3 -2183 0.04 0.50 0.54 3-4 -1522 0.02 0.50 0.52 BC FORCE ARL END CSI 5-6 1987 0.20 0.28 0.48 6-7 2115 0.32 0.18 0.49 7-8 3 0.00 0.16 0.16 WEB FORCE CSI WEB FORCE CSI 1-5 -139 0.05 3-7 -775 0.21 2-5 -2086 0.85 4-7 1641 0.57 2-6 246 0.11 4-8 -819 0.25 3-6 125 0.06 TC 2x4 SPF 1650F -1.5E BC 2x4 SPF 1650F-1.58 WEB 2x4 HF STUD PLATE VALUES PER ICBO RESEARCH REPORT #1607 Mark all interior bearing locations. Drainage must be provided to avoid ponding. ®Web bracing required at each location shown See standard details (TA01087001-001). Plating spec : ANSI/TPI - 1995 THIS DESIGN IS THE COMPOSITE RESULT OF MULTIPLE LOAD CASES. Install interior support(s) before erection End verticals designed for axial loads only Extensions above or below the trues profile (if any) require additional consideration (by others) for horiz. loads on the bldg. UPLIFT REACTION(S) : Support 1 -87 lb Support 2 -93 lb Support 3 -93 lb This truss is designed using the UBC -97 Code. Bldg Enclosed = Yes, Importance Factor = 1.00 Truss Location - End Zone Hurricane/Ocean Line = No , Exp Category = C Bldg Length = 40.00 ft, Bldg Width = 20.00 ft Mean roof height = 16.08 ft, mph 80 UBC Special Occupancy, Dead Load 17.0 psf 9" I 4-04T 12-0-0 1 6-06-0 7-67-6_ 6-0-13 13-7-0 2 3 025 77-9-0 21-4-0 4 21-4-0 18-8.0 5 6 7 8 STUB 8-0 8-0-0 -15-4-0 8-0-0 16-" 21-4-0 ===== Joint Locations -==== 1 0- 0- 0 5 0- 0- 0 2 6- 0-13 6 8- 0- 0 3 13- 7- 0 7 16- 0- 0 4 21- 4- 0 8 21- 4- 0 Em No. C11991 '10/31/2005 EXP DATE APR 0 5 2004 4/5/2004 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: 7/32"= 1' WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Job: EJ. WO: 84714 ® This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer Chk' SB and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions Dsgnr: SB are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads TC Live 20.00 psf DurFacs L=1.25 P=1.25 T R U S S W O R KS utilized on this design meet or exceed the loading imposed by the local building code and the particular application. The design assumes that the top chord A Company You Can Trussl is laterally braced by the roof or Floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed in any TC Dead 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 P O.C.S acin 2- 0- 0 P g Palm Desert, CA. 92211 en d brace this truss in accordance with the following standards: and Cutting Detail Reports available as output from Truswal software', 'ANSIlrPI 1','WTCA V- Wood Truss Council of America Standard Design Responsibilities,'HANDLING INSTALLING AND BRACING METAL BC Dead 10.00 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 1111 19th Street, NW, Ste 800, Washington, DC 20036. TOTAL 40.00 psf Seqn T6.4.12 - 50809 Job Name: BREEZE ADOBE Truss ID: A14 Qty: 1 Drwq: TC 2x4 -SPP '1650F-1.58 . BC 2x4 SPP 1650F-1.SE GBL BLR - 2x4 HF STUD PLATE VALUES PER ICBG RESEARCH REPORT #1607. Install interior support(s) before erection. 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. [+1 indicates the requirement for lateral bracing (designed by others) perpendicular to the plane of the member at 63"intervals. Bracing is a result of wind load applied to member.(Combination axial plus bending). This truss requires adequate sheathing, as designed by others, applied to the truss face providing lateral support for webs in the truss plane and creating shear wall action to resist diaphragm loads. Diagonals may be omitted if adequate bracing designed by others, is provided to prevent racking of the truss under lateral loads. Truss without diagonal web members or adequate sheathing applied to the truss face is designed to support only vertical load as noted. 1 4-0-7 110 1 •*[PM)=PLATS MONITOR USED -See Joint Report— Plating spec : ANSI/TPI - 1995 THIS DESIGN IS THE COMPOSITE RESULT OF MULTIPLE LOAD CASES. Mark all interior bearing locations. Drainage must be provided to avoid ponding. End verticals designed for axial loads only. Extensions above or below the truss profile (if any) require additional consideration (by others) for horiz. loads on the bldg. 1 2 3 4 5 6 7 8 9 10 112 13 14 15 16 1718 0 This truss is designed using the UBC -97 Code. Bldg Enclosed = Yes, Importance Factor = 1.00 Truss Location = End Zone Hurricane/Ocean Line = No , Exp Category = C Bldg Length = 40.00 ft, Bldg Width = 20.00 ft Mean roof height = 16.08 ft, mph 80 UBC Special Occupancy, Dead Load = 17.0 psf ..... Joint Locations = 1 0- 0- 0 19 0- 0 0 2 1- 4- 0 20 1- 4- 0 3 2- 8- 0 21 2- 8- 0 4 4- 0- 0 22 4- 0- 0 5 5- 4- 0 23 5- 4- 0 6 6- 8- 0 24 6- 8- 0 7 8- 0- 0 25 8- 0- 0 8 9- 4- 0 26 9- 4- 0 9 10- 8- 0 27 10- 8- 0 10 12- 0- 0 28 12- 0- 0 11 13- 4- 0 29 13- 4- 0 12 13- 7- 0 30 14- 8- 0 13 14- 8- 0 31 16- 0- 0 14 16- 0- 0 32 17- 4- 0 15 17- 4- 0 33 18- 8- 0 16 18- 8- 0 34 20- 0- 0 L- 4- 0 TYPICAL PLATE: 1.5-3 UOUS SU OVER CONTINTQ o ` /2oo4 A 1 All plates are 20 gauge Truswal Connectors unless preceded by "Mx" for HS 20 gauge or "H" for 16 gauge, positioned per Joint Detail Reports available from Truswal software, unless noted. Scale: 7/32" = V WARNING Read all notes on this sheet and give a copy ojit to the Erecting Contractor. Eng. Job: EJ. WO: 84714 ® This design is for an individual building component not thus 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 Trussl p y is laterally braced by the roof or Floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise TC Dead 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 10.00 psf 75-110 St. Charles pl. ste-11 A environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, install 'Joint SC Live 0.00 psf O.C.Spaeing 2- 0- 0 Palm Desert, CA. 92211 and brace this truss in accordance with the following standards: and Cutting Detail Reports available as output from Truswal software', 'ANSI/TPI 1','WTCA I'- Wood Truss Council of America Standard Design Responsibilities,'HANDLING INSTALLING AND BRACING METAL BC Dead 10.00 psf Design Spec UBC -97 Phone (760) 341-2232 PLATE CONNECTED WOOD TRUSSES'- (11I13-91) 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 1111 19th Street, NW, Ste 800, Washington, DC 20036. TOTAL 40.00 psf Seqn T6.4.12 - 50810 Job Name: BREEZE ADOBE Truss ID: A15 Qty: 1 Drwg: TC 2x4 SPF 1650F-1.58 BC 2x4• SPF 1650F-1.58 GBL BLR 2x4 HF STUD PLATE VALUES PER ICSO RESEARCH REPORT #1607. Gable verticals are 2x 4 web material spaced at 16.0 " o.c. unless noted otherwise. Top chord supports 24.0 of uniform load at 20 psf live load and 10 psf dead load. Additional design considerations may be required if sheathing is attached. [+) indicates the requirement for lateral bracing (designed by others) perpendicular to the plane of the member at 63 -intervals. Bracing is a result of wind load applied to member.(Combination axial plus bending). This trues requires adequate sheathing, as designed by others, applied to the truss face providing lateral support for webs in the trues 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. TYPICAL PLATE: 1.5-3 2 3 4 ;,-[PMI-PLATE MONITOR USED -See Joint Report•• ating spec :'ANSI/TPI - 1995 THIS DESIGN IS THE COMPOSITE RESULT OF MULTIPLE LOAD CASES. Drainage must be provided to avoid ponding. End verticals designed for axial loads only. Extensions above or below the truss profile (if any) require additional consideration (by others) for horiz. loads on the bldg. 5 6 7 8 9 025 This trues is designed using the UBC -97 Code. Bldg Enclosed - Yea, Importance Factor - 1.00 Truss Location = End Zone Hurricane/Ocean Line - No , Exp Category = C Bldg Length - 40.00 ft, Bldg width - 20.00 ft Mean roof height = 15.98 ft, mph = 80 UBC Special Occupancy, Dead Load 17.0 psf 2-4 2-4 27-6 12 13 14 15 16 17 18 19 20 YP STUB 4-" -=== Joint Locations ­== 1 0- 0- 0 12 0- 0- 0 2 1- 4- 0 13 1- 4- 0 3 2- 8- 0 14 2- 8- 0 4 4- 0- 0 15 4- 0- 0 5 5- 4- 0 16 5- 4- 0 6 6- 8- 0 17 6- 8- 0 7 8- 0- 0 18 8- 0- 0 8 9- 4- 0 19 9- 4- 0 9 10- 8- 0 20 10- 8- 0 10 12- 0- 0 21 12- 0- 0 11 12- 6- 0 22 12- 6- 0 i- 4,e$6.) Q y No, C11991 EXP DATE _ APR 0 5 2004 4/5/2004 OVER CONTINUOUS SUPPORT All plates are 20 gauge Truswal Connectors unless preceded by "MX" for HS 20 gauge or "H" for 16 gauge, positioned per Joint Detail Reports available from Truswal software, unless noted. Scale: 13/32" = V WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Job: EJ. WO: 84714 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 arc to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads Dsgnr• SB TC Live 20.00 psf TC Dead 10.00 psf DurFacs L=1.25 P=1.25 Rep Mbr Bnd 1.15 T R U S S W O R KS A Company You Can TrUSSI p y utilized on this design meet or exceed the loading imposed by the local building code and the particular application. The design assumes that the top chord is laterally braced by the roof or Boor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed in any 75-110 St. Charles pl. ste-11A PalmDesert CA. 92211 Desert, Phone (760) 341-2232 environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, install and brace this truss in accordance with the following standards: 'Joint and Cutting Detail Reports available as output from Truswal software', 'ANSVTPI 1%'WTCA 1' - Wood Truss Council of America Standard Design Responsibilities,'HANDLING INSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES' - (FSB -91) and'HIB-91 SUMMARY SHEET by TPI. The Truss Plate Institute (TPI) is located at D'Onofrio Drive, BC Live 0.00 psf P BC Dead 10.00 psf O.C.S acro 2-0-0 P g 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 800, Washington, DC 20036. TOTAL 40.00 psf Seqn T6.4.12 - 50811 JJob Name: BREEZE ADOBE Truss ID: A16 Qty: 6 Drwci: G R -LOC REACT' SIZE REQ'D 1 0- 1-12 500 3.50" 1.50• 2 12- 4- 4 500 3.50" 1.50" G REQUIREMENTS shown are based ONLY the trues material at each bearing TC FORCE ARL BND CSI 1-2 5 0.00 0.43 0.43 2-3 -720 0.00 0.43 0.43 BC FORCE ARL END CSI 4-5 921 0.09 0.25 0.34 5-6 2 0.00 0.25 0.25 WEB FORCE CSI WEB FORCE CSI 1-4 -135 0.05 3-5 786 0.27 2-4 -967 0.79 3-6 -477 0.17 2-5 -268 0.06 TC 2x4 SPF 1650P -1.5E ' BC -2x4 SPF '1650F -1.5E WEB 2x4 HF' STUD Drainage must be provided to avoid ponding. End verticals designed for axial loads only. Extensions above or below the truss profile (if any) require additional consideration (by others) for horiz. loads on the bldg. Plating spec : ANSI/TPI - 1995 THIS DESIGN IS THE COMPOSITE RESULT OF MULTIPLE LOAD CASES. - PLATE VALUES PER ICBG RESEARCH REPORT #1607. Gable verticals are 2x 4 web material spaced at 16.0 " o.c. unless noted otherwise. Top chord supports 24.0 " of uniform load at 20 psf live load and 10 psf dead load. Additional design considerations may be required if sheathing is attached. (+) indicates the requirement for lateral bracing (designed by others) perpendicular to the plane of the member at 63 -intervals. Bracing is a result of wind load applied to member.(Combination axial plus bending). This truss requires adequate sheathing, as designed by others, applied to the trues face providing lateral support for webs in the truss plane and creating shear wall action to resist diaphragm loads. UPLIFT REACTIONS) : Support 1 -68 lb Support 2 -68 lb This truss is designed using the UBC -97 Code. Bldg Enclosed - Yes, Importance Factor - 1.00 Truss Location - End Zone Hurricane/Ocean Line = No Exp Category - C Bldg Length = 40.00 ft, Bldg width - 20.00 ft Mean roof height - 15.98 ft, mph = 80 DEC Special Occupancy, Dead Load = 17.0 psf MAX DEFLECTION (span) : L/999 IN MEM 4-5 (LIVE) L= -0.08" .D= -0.08" T= -0 6-06-0 6-5-3 ===== Joint Locations= 6-0-13 12-6.0 1 0- 0- 0 4 0- 0 0 2 6- 0-13 5. 8- 0- 0 3 12- 6- 0 6 12- 6- 0 2 3 025 4-0-0 SHIP D. G9q r Q No. ell 991 50/31/2005 IMP DATE 12-0-0 I 27-6-0 APR 0 i 5 20 4 s 6 TYPICAL PLATE: 3-4 STUB 4/ 5/2004 88-0 4-" _--i . 8-" 12.6-0 All plates are 20 gauge Truswal Connectors unless preceded by "Mx" for HS 20 gauge or "H" for 16 gauge, positioned per Joint Detail Reports available from Truswal software, unless noted. Scale: 13/32" = 1' WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Job:.EJ. WO: 84714 ® This design is for an individual building component not thus 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 Trussl is laterally braced by the roof or Floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed in any TC Dead 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 p O.C.Spacing 2-0-0 PalmDesertCA. 92211 Desert, and brace this truss in accordance with the following standards: and Cutting Detail Reports available as output from Truswal software', 'ANSI/TPI 'HANDLING I','WTCA I' - Wood Truss Council of America Standard Design Responsibilities, INSTALLING AND BRACING METAL BC Dead 10.00 psf Design Spec UBC -97 Phone (760) 341-2232 PLATE CONNECTED WOOD TRUSSES'- (HIB -91) and'HIB-91 SUMMARY SHEET' by TPL'The Truss Plate Institute (TPI) is located at D'Onofrio Drive, Fax # (760) 341-2293 Madison, Wisconsin 53719. The American Forest and Paper Association (AFPA) is located at 1111 19th Street, NW, Ste 800, Washington, DC 20036. TOTAL 40.00 psf Secin T6.4.12 - 50812 P)11 ilh' k-, LU 4' Qualioi (fo S National Testing, InC C:-igir_-tiea D'a!,. f7 Repo-' Number: F L, V DIT! N 7 G S: Number of "Correction Action Requests" Issued: S i Itbqc< If there are "CorrectiveAction Requests" noted in the FINDINGS, please forward e-,idence- fo vur ol)'ice ofrj-­-_ corrections. Until the corrections have been fibrivarded to the NIA office, the audit is not a closed audit.. auditor for Nat Inspection Association / Quality Systems Management P.O. Box 3426 E-tWail:-AIIA,-illette@i-cit.coi?-i; (3,F,) 6 Gillette, Wyoming 82717-3426 Cellular Phone: (307) 689-59.77 (307) Page Two of Two Tlli,-ISE DETAILS ARE INTF-1,1 :D TO SHOW ]NIW-llml"�-1`111 -'RFQUl-.Rr-Tl t.ONNECTIOJ,'��-, C) BY TRUSWAL SySj,EMS. - 0 iE -)F- DETAILS' REPLACE 01". SUPERSEDE Srl-."CIFIED BY A PROJECT E -,--,NEER OF 211-��- 4 " -?�-FlZ-`-7-TTE-CT ON A 11--RTI.CULAR liP-V-L THEY BEEN ANAI.YZPD FOR SEIS, -I -HIC Wi.ND ACTING ON OM� TIONS FROM THE RESPONSE OF THE 0 S UC- H L 0 0 S; IT IS RE— '171-t&T THE APPROVA -L OF V�T�' PROJECT OR HEFopul, IJS.TNG 'J.'HESE DETAILS. SlllOWN ON Spi.:CIFIC YATTST BE SATISFIED, INCLUl`,l,lG CONNECTDN:'�- DFOR UP -,',IF'," 1EACTIONS,--' TRUSS CONNECTION TO EXTETRJOR BFa� A T L 0 C TF. _BLOCK BLOCK TOP PLATES SECT - A ---k PR(Df- EDURFJ. - STUDS 2 TOE -NAIL BLOCl: T( - ) PLACE A 0. C. i,,'EXT TRI-T�, -3 TO TOP AIGAI'NS7 TOF-NAII, TRUSS 3 PLATE W! IT TOP PLATES SECT - A ---k PR(Df- EDURFJ. - 2 TOE -NAIL BLOCl: T( - ) PLACE TRUSS W--�7 COMLMON N:ill,. i,,'EXT TRI-T�, -3 TO TOP AIGAI'NS7 TOF-NAII, TRUSS 3 PLATE W! IT 2-16d NAILS. 4 END NAIL THRO-U(," I PLACE NEXT TRUSS _`�i _ _- : =h �J-Tt, I il 1--' C- CO� 11ON BLOC \' BL BLOCKS PiAY BE "ACHED AGAINSTTj -.n A21T-D REPEAT - rRAMIANG ANCHORS. 'P WITH S-f:PSON A35F (C3, SPECIFICATIOW: S E E S C AT1,1, 0 G FO TRUSS CONNECTION TO INTPP.'l`tR B 0,T' TR -U `3 S OR ),D VERTIC!ll, RUN T_:ROUGHTO BEARING. WAL1, MUST BE AT HEIGHT SP ' PCIFIED ON --E'SIGN DRAWIN(--, OR SKIMMED BSKIMMED TO T CORRECT USE 2-1-6d COMMON NAILS TOE -NAILED T`--7, 2cop pLA9,E THROUGH EACH TRUSS. DIAGONAL 'X' BRACING IS REQUIRED -!,T OF THE DUILDJNG (OR WALL) AND AT A MA -X. OF 16' VAIS ALONG 'X' BRACING IS MIN. 2x3 1-1ATERIAL .1-1--isILS EACH END. BLOCKING SIMILAR TO EXTERIOR WALL i =i= IS RFCOM:ME,,'NlDh;D. TRUSS CONNECTION TO NON -}SEARING VIALLS WA -LL PERPENDICULAR TO- TRUSS ,-BOT CHORD B 2X TOP PLATE SECT- 23, 1-16d COM -iON NAIL OR SIHPSON STC (OR EQUIV.) TRUSS CLIP WP>LL PARALLEL TO TR --SS 2 X 4 B L C, CX. G. T -- BOT cl-3 SEC-. C CO�fON NAIL 24" O.C. SI]CPSTON STC (OR I. ) TRUSS CLIP Fl,'.E NO. CD -1 A DATE: 9/1.0/92 REF.: DES. BY: L. -M . CK. E'�': T 0. 'M "I, L DATE HIP FRAMMIG DETAIL 1/21/98 I. 2x4 POST ATtACHF.,D TO FAC!I TRUSS PANEL POINT AND OVERIIEAD I":Ir.Llrt ie J 2. 2x4 "! lit= OR 42 DF PUP.iitNS S' - o" O.0 3. 2x4 it I I;;: OR 92 DF CON T INUGUS STIFFF_NER 6TTACH✓D TO POST, 4. HIP TRUSS VI SETBACK FROM END WALL AS NOTED ON TRUSS DESIGN. S. I;yTCNDED END JACK, '1'0;' CHORD (TYPICAL.) (I, CONItA011 TRU""S. 7, 111P C011l lt;ll IIAFTF.Ik ( r I o- 8. CONTINUOUS LATERAL OlkACING. 9. EXTENDED 5GTT- OM CIll ORD. )) < i SECTION A LATERAL, STABILITY OF ROOF SYSTEM IS PER BUILDING DESIGNER. A 1p L4 Gil SETOhCK AS NOTED ON TRUSS DESIGN. HIP TRUSSES 24" 0 C. (TYPICAL) SEQTfON B WARNING Reed all no(ov on thlc theel and give a copy of 11 to :he Erecling Contractor. q- Thu d-9,1 tt Ip an mUrvr,,,• owtdme oompon MY. It W. be n OSt UO on aP—tn ;I— pt Ovd ¢0 Uy Int COmponuil m:nulaJw.r an0 OOne n ® a'nOrUanCO v,lln Int torten! vv;qns OI TPI u+0 AF PA Oesyn sunOtbOt. No rtssP—uglry u as t ornoo lb, 0--oiul aC:waiy Omwtwnt ar. IO bd vuwb0 by Ina e0mponan( manu In Clury enU/or UwINnU Uai itJn.r prior Io Iaor,rJndn Th. Uu l UinO U+i VMr :nap sl C.rtxn In.f Int 10.x1: uhlila,l W I "Ill o",un moot G 0atee0 the IW Um0 <IIpU1eU Uy the luUl Wld'n' CUD. 11" ai tu"'u 1 pial Ihv top CnO'U II W.la,Iy o'i; w by ITw A IUoI UI IV,, inoalfvnp allu In. oatom etwrd Ii Lal ii.11y Sr aa.nl Oy a I1Ud ;nuln,nV -w-1 r v:1ry :'U 'W. Wd— o(nrr..v:e rwteo 6rarrp i, > / trip'«n C 10r ILtar:l lUppOn of COn`.pOncA1C me mt:er[ N i t01g1•uU OUCALne Ia nOln Tn rompon,..n ;wl nu a P r Ny .nr+orvn y,{ yyt . CY /. ctLV C' dl (JUiT In; mt"Iture COM -1 of ins wOOd ..Geed I- anwol Uu>a cprnecl0t plat. coot— FaUt ute, lunole, nit.J and t"C UW Vuat vi l!lUSYJYtlr SYSIEMS COWCRa AIIOty oecl:-Co wnw, n Inc ttalop atancxdu 'TRUSCO" MANUAL' Uy LwwH.'OUAIITY CONTROL SU+RJARO.FOR UEIA; P1ATE CONNECTED WOOD 1RUSSES' . COST -et). •F"Ol-I):O INSTALUNG .u10 6UCWG METAL PUTE COIINECTEO WOOU TRUSSES'. (N16Aq ..0'H18.91 SUMMARY SHEET' by IPI, Trio Tluet Plu- In; Inwa (TPI) a: 10 'Pt 0 al Sa3OOnol;w Olne, UaO ; on, Wliccniri 5]719. TM A-Fo,— el Fapm fa:ot101iw; (IFPA) 1; tp,,, a 17`A Connoo,CUl Are, NW. SO 20C, Wuh,;,9ton, OG 20936. 4 (',) 100 1'01-IIAIL - PIGGYBACK DETAIL 1: 5G i'D'A C K I e e CONT. 2X4 - 72" O.C. TYP. 1 0 (1,3-3) P3260 1630 (1,57-3) f 1630 1630 1630 4z.-3L,72 o2. ' Pea - REQUIRES e REQUIRES 2X4 BRACE WIHEN VERTICAL EXCEEDS 5'-0" 2 BRACES AT 10'-0" ETC. f2"X8"X1 j2" PLY`A'GD GUSSET AT EACH END OF TRUSS (AND 6'-0" 0. C. FOR SPANS 36' AND LARGER) ATTACH WITH (4) 1.5" LONG 8d NAILS. USE 2X4 AS AN ALTERNATE WITH (4) 16.d EACH END. 32-T5 3 - 1630 SP 3260 1.5X3 (ryp, } — — © R / 2X4 COP:TIPgUGUS SUPPOPVRACING. ATTACH TO THE TOP SIDE OF TOP CHORD OF ul TRUSS SUPPORTING PIGGYBACKS WITH (2) 10d [L NAILS 1p1 112p4 _ S EXF.OP qTF OF SH01 LCER DETAIL Po 1 _Ir CONT. 2X4 - 72" O.C. TYP. 1 0 (1,3-3) P3260 1630 (1,57-3) f 1630 1630 1630 4z.-3L,72 o2. ' Pea - REQUIRES e REQUIRES 2X4 BRACE WIHEN VERTICAL EXCEEDS 5'-0" 2 BRACES AT 10'-0" ETC. f2"X8"X1 j2" PLY`A'GD GUSSET AT EACH END OF TRUSS (AND 6'-0" 0. C. FOR SPANS 36' AND LARGER) ATTACH WITH (4) 1.5" LONG 8d NAILS. USE 2X4 AS AN ALTERNATE WITH (4) 16.d EACH END. 32-T5 3 - 1630 SP 3260 1.5X3 (ryp, } — — © R / 2X4 COP:TIPgUGUS SUPPOPVRACING. ATTACH TO THE TOP SIDE OF TOP CHORD OF ul TRUSS SUPPORTING PIGGYBACKS WITH (2) 10d [L NAILS 1p1 112p4 _ S EXF.OP qTF OF SH01 LCER DETAIL Po 1 ;4.3114 li Ii' 761 N.A,i.. YJ JC!: UV l7lCN 1 !lLR'i7!: 1Y iE - 3 I'lall r giul; I.J11 1f1 I' 't0 11!15 J 5! J 15 1.' rrd"v_1 iE RESSJLT OF 111AIL VALIJO I'CII LU:u IIL•$L/VU.11 tltlt li IIkUi. !y?;in7 's f'SM11'ei (Jr utl'IP_rs) to Lry.:.v itrulalj,:n ,I Ir 7cc II'6 JI r4 01 x.!1.5 arJ G. 1'1-1-i2 ' l.l•I.12 I 2 I`2.83 5P3-5 6-6 4- Truswal Systems Pletws are 20 ga. unless shown by "18"(18 ga.) or "H"(16 aa.). DOSitiDned ner AnInt R -,t r;=..-Ie.l -r-- - c_1 TII RAJ V Y AL SYSTEMS Nortbpari- D:., Wo Sptitgt, CO aosKrI Tp5.0 Version 09.30.98 WWI IItALI1111i:!. 1 -'I cif( `1lrnrl-1i(-Yj Illi' 144 it ' _sILI d WiIcJ Uit FjlI kj ri li.11ppel - (P4( 1:10 L1.IM 10rr ca—te lceE i L11re = R)L p 3td Leratn = 99.DX Bldg Width = 30.Wft, psif rIe«, l•cgT I idlc = 1U,'r ;fl rlil = 'U II tP fJiSE Y i UESi'134 i rV r Uil' LI'L( L. Loc (i,i( RUpr - U4 IL Tc Vert .0 p- 0- 0 '1421 3 9-1(1-13 .53 1'G Vert 10:0 9-1I0-1-7. _30:0 11- 5- P 53 1/2" GAP MAX 5/99 .,, _ „ 0 2x4 STRONGBACK BRACED STRONGBACK AT; . I - ..,L.,.,R...".._."....,.1 11" t,l l'Agl'AI'I. /u Mill ArGVri C'-(J'MAXIMIIM Ij I t.5-3. TYPICAL -\ \ 4' 1.5"ClLAf151'A N, bD NI'H (\\ CONNECTION 1 • ( I I{ i ; l i I ( ( I BC SPLICE 3-4 12x41 5-5 (2x6( I CONTINUOUS BcARIt:G WALL s— (3-612xE; A MINIMIIM GRADE CHOnDS AND STUDS 2x4 STUD/STANDARD. STUDS TO 61: MAXIMUM 24"c.c. HEEL PLATE: 3-4 (2x4( 5-5 (2x6) 6-6 (2X8( 2x4 CONTINUOUS BACKING WITH 16d NAILS AT 24' o.c. TO THE WALL PLATE. DING; I SECTION A CABLE END FRAMING CONNLCTION DETAILS (MIN. NAIL REQUIREMENTS SHOWN) MAXIMUM 40 PSF LIVE LOAD.II 2x4 SOLID BLOCK WITH 3-16d NAILS Bid AT 6" I o.c. 1G ABLE STU D F? ' BL FO MPI I WlNr1 EXHOS! loo r. I SHEATHING TO CAE EA. END AND Bid NAILS FROM SHEAT! IiNG III `V LESS 'rHAY. :i i' v" JY.ti•_ ;.:r;,.•i r. ;, _ c._. .' it ,;.: __-._:- l: t===_: ._. .. _,:: •::. j .__-- --- ' «f Q OCH 1.18dO C 0, 1-111ACING ur•TAn.s 1 '/, 2.164 32" o.c"f ,' n l SOLID BLOCK ODS EXP• 2•16d WITH 2-16d TOE - NAILED EA. END TOE - 2x4 enn E I •2.1 d qT A \ o 1 V`/ITH 4-fiBd NAILS ! I OF' I'I.AFE COGG .9PAC,11'Gs UAI-E I10,RNING Read ell notes on this sheet and give 6 copy o/ If to the Erecting Contractor. tk his tl: relit is for nn mtI dual ouudmq component. It has been based on spoethr.aimns om,,s ed by the compon!m manulacluter and done in MODEL 20 )IPC C 01 rIfdU DUS 2/11 1/99 I P' Am,,01-c, -11, fire cu„ent ver uons of TPI and AFPA oesign standards. No rasoonsibe,ry is assumed Int dimensional accuracy. Dimensions are k Ip h¢ venheo by the component manufacturer and/or buildvsg UesIener prior to fabrication The building designer shab;scemin that mr: loads E' 't!!L?,, i Rth`• w : ': S s ute,md on Tris design meet or e,ebod Ine baling imposed by me heal hwstl:nq code. It is assumed that the top chord is laterally oracMJ by the viol at floor shozihing and the bottom chord is laterally braced by a rigid sheathing material directly attached. unless otherwise noted. Braong f U,m,,n is fur lateral SUppon of components members only to i6duce buckling length. This Component shall not be placed et any environ rint mal 1. -,+.C• T w,ll fin".e IIIc moi Slue oilmeal of the W00,1 BkCeed 19Y. and/or cause connector prate corrosion. Fabricate. handle. Install and brace this truss in G( Q ' `' T I118JSV•r/U, Ft'5ml•F.IAS COW00AIIOfv 'lrrn,Uancx with the fullowmq standard!: •TRUSCOM MANUAL' by Tnrswal.'OUALITY CONTROL STANDARD FOR METAL PLATE CONNECTEC f„ B'S L E— D L f A l L S wOL'tl InUSSES' - (OST -88). 'HANOUNG INSTALLING ANO BRACING METAL PLATE CONNECTED v:0o0 TRUSSES' - (H16.91) and 'HIE -91 ....,, CCCC 0 Coss' C f CCC \\\ c 1 A:JARY SIIEE T• by TPs The Truss Plato Institute TPI) is lorat40 at 50 O'Onolno 0 -it. Mad -son. Wisconsin .7719. The American Forest and _ _-- - -- - - CO Paper A;cdr,ahnn (AFPA) is l0caled al 12SO ConneOn:ul Ave, WN Ste 2ro. vyashtnglcn, OC 'GO36. li-li IEhli1 '? . G•5 !2A(!; (•l.A X!P i-111. i' -J" EAVE WITH i a :ice- t? -(_r' MA1f14Alltyt Li61,u¢I,R fill,t:`Li,ti, tdll:':ii" IEnVI;, j r:' I ;;i :'i;iUf, .:I'!iI ar.2 a'2 OIi I! . ,,,.= `I / , r ,t l i r -,, ll•.: rl ; I.II i if! I'll rJnrd! r W. I(l I All 0 MINIMUM I:;(44I IPIU(fi,C `' ftRAI`ED TO n( -)OF • `l, _\ IIp7f.jI1I!'•S if.l D' ir`' Pr!r',.'lllvl!f1:9. I' III j; 2x4 STRONGBACK BRACED STRONGBACK AT; . I - ..,L.,.,R...".._."....,.1 11" t,l l'Agl'AI'I. /u Mill ArGVri C'-(J'MAXIMIIM Ij I t.5-3. TYPICAL -\ \ 4' 1.5"ClLAf151'A N, bD NI'H (\\ CONNECTION 1 • ( I I{ i ; l i I ( ( I BC SPLICE 3-4 12x41 5-5 (2x6( I CONTINUOUS BcARIt:G WALL s— (3-612xE; A MINIMIIM GRADE CHOnDS AND STUDS 2x4 STUD/STANDARD. STUDS TO 61: MAXIMUM 24"c.c. HEEL PLATE: 3-4 (2x4( 5-5 (2x6) 6-6 (2X8( 2x4 CONTINUOUS BACKING WITH 16d NAILS AT 24' o.c. TO THE WALL PLATE. DING; I SECTION A CABLE END FRAMING CONNLCTION DETAILS (MIN. NAIL REQUIREMENTS SHOWN) MAXIMUM 40 PSF LIVE LOAD.II 2x4 SOLID BLOCK WITH 3-16d NAILS Bid AT 6" I o.c. 1G ABLE STU D F? ' BL FO MPI I WlNr1 EXHOS! loo r. I SHEATHING TO CAE EA. END AND Bid NAILS FROM SHEAT! IiNG III `V LESS 'rHAY. :i i' v" JY.ti•_ ;.:r;,.•i r. ;, _ c._. .' it ,;.: __-._:- l: t===_: ._. .. _,:: •::. j .__-- --- ' «f Q OCH 1.18dO C 0, 1-111ACING ur•TAn.s 1 '/, 2.164 32" o.c"f ,' n l SOLID BLOCK ODS EXP• 2•16d WITH 2-16d TOE - NAILED EA. END TOE - 2x4 enn E I •2.1 d qT A \ o 1 V`/ITH 4-fiBd NAILS ! I OF' I'I.AFE COGG .9PAC,11'Gs UAI-E I10,RNING Read ell notes on this sheet and give 6 copy o/ If to the Erecting Contractor. tk his tl: relit is for nn mtI dual ouudmq component. It has been based on spoethr.aimns om,,s ed by the compon!m manulacluter and done in MODEL 20 )IPC C 01 rIfdU DUS 2/11 1/99 I P' Am,,01-c, -11, fire cu„ent ver uons of TPI and AFPA oesign standards. No rasoonsibe,ry is assumed Int dimensional accuracy. Dimensions are k Ip h¢ venheo by the component manufacturer and/or buildvsg UesIener prior to fabrication The building designer shab;scemin that mr: loads E' 't!!L?,, i Rth`• w : ': S s ute,md on Tris design meet or e,ebod Ine baling imposed by me heal hwstl:nq code. It is assumed that the top chord is laterally oracMJ by the viol at floor shozihing and the bottom chord is laterally braced by a rigid sheathing material directly attached. unless otherwise noted. Braong f U,m,,n is fur lateral SUppon of components members only to i6duce buckling length. This Component shall not be placed et any environ rint mal 1. -,+.C• T w,ll fin".e IIIc moi Slue oilmeal of the W00,1 BkCeed 19Y. and/or cause connector prate corrosion. Fabricate. handle. Install and brace this truss in G( Q ' `' T I118JSV•r/U, Ft'5ml•F.IAS COW00AIIOfv 'lrrn,Uancx with the fullowmq standard!: •TRUSCOM MANUAL' by Tnrswal.'OUALITY CONTROL STANDARD FOR METAL PLATE CONNECTEC f„ B'S L E— D L f A l L S wOL'tl InUSSES' - (OST -88). 'HANOUNG INSTALLING ANO BRACING METAL PLATE CONNECTED v:0o0 TRUSSES' - (H16.91) and 'HIE -91 ....,, CCCC 0 Coss' C f CCC \\\ c 1 A:JARY SIIEE T• by TPs The Truss Plato Institute TPI) is lorat40 at 50 O'Onolno 0 -it. Mad -son. Wisconsin .7719. The American Forest and _ _-- - -- - - CO Paper A;cdr,ahnn (AFPA) is l0caled al 12SO ConneOn:ul Ave, WN Ste 2ro. vyashtnglcn, OC 'GO36. 3-10d ` 1 1'IZG5 URE BLOCFCrNG D!';TAII., FOR 13NNID JACK 00- I -OM CI -LORD UP TO 10'-011 AT 1-1111 N0. f WITH C(3ILING LOAD OF 5 PSC PRESSURE BLOCK WITH 4-16d NAILS V-0" O.C, TYPICAL mu T 3-10d 3-10d PRESSURE BLOCK WITH 4-16d NAILS 3-10d 1301'f0M 0111010) Of. 1.111' NO. I 'I'1tUSS NOTE: ATTACH 2X4 DOUG FIR PRESSURE BLOCK TO BOTTOM CHORD OF HIP NO, 1 WITH 4-16d NAILS, BOTTOM CHORDS OF END JOINTS ARE ATTACKED !TH 3-110d NAILS AT EACf END OF THE PRESSURE BLOCK. r L.AIt COOE SPACING OAEE TW20 UBC NA 5/15/97 - err. CA a4 .A d J S E MS CA MUSWAL SYSTEMS COMORAIION HIP NO, I TRUSS SIDE VIEW 611r) JACK I PRESSURI.3, OLOCK 3-10d 11 IS n'1. 0E 5110S , fa illlr Or ONgPS 1NUCIn +SCEP I+IN 11raI INE (O,OS VI IL i CEO ON I -IS OE516+I ✓(EI OP CICE CO rK 'C 'OIL UE +0 l0+UIMPOSED Ot b{ 5IMC ur0 1.,E LIVE LOOS I✓POSCO B* 11q IOC+I BUILOU,6 CODE OP I,IS IOn IC+I Cl IMa1IC rECOPOS. IQ nE 5rp151Bflllr IS +SSWED ron OIkE IIS IOr,+I +CCU^+Cr vEPlrr +ll UI C'IUUri On n;ni IO raBa1C+I lotr, CQ'n IEC IOn P(r1ES SnOvrl nE InUS✓al 16. Ib. O. ]0 C+G E. +S SPCC Ir f(0 Tann 1L CO -nit xI IM rrt InU5w1, InU5r0'- var + OU+II Ir COIIIPOL ✓""U+l' Or 111 rPVSS P(al( I,ISI Irp IC I,r11 —0 rK Si rt f,Ial CVII+r16 0'+I tLL+I(ni(Pnn.CluGrIOnC OJIPr Or`ECIr OC+In0i l0Va(+ro'nS Sn( /!Bl nqE Ori S`l'+r0 fI, ICE r, .4'. or. r0105 'rUl Clr ll til lillll II'UNIPG ,nr 10+' CUOUn IO fl( C01'I IrU0U5lr fln+E10 Br $r'I ,I.,E+rG U'1lil; Olrq Pvl Sl 5'ri(p +v q n, ut01r-, fUICIIIIcl Ul nlnl Cllr IO n'r n0l 10r CrrOnU 11 'n+El 6E an+CIU I, Inll n,.lS f,Cf101•+f. ❑n.r ln, v, l(u /SSlS auF CaU 110•rrU 10 Sf( nnOrl SSITr+I rOvl[! rq C+npl n0 r(-rp+llnr +.nr CIIO'r C n1..a nl an. +nUlr'i CU 1,ru0+i j01ll°lU r0 mr„'r(ru rpnn(Irr6 an0 OO i'IOIIrp' P(r1n 10 'B^rC 1'rr, .0n0 rPUS SIS L'1 C,vI, wan. I•rII.IIOn Or+n Nr6 lOClli Ir(n! CO•Ir V;IO” ✓+r fllSl CO'rCFPrr1.IG Pn0n. III;U r^EC 110'r, InSLI(L+IIO'I n'USSrS S,I+LI '101 IO'15. C+•Irll Evf PS. ur0 IM U10^05 0' r1.( 'PUSS 1 0 Pn(.I.,r I.PPOP(P ✓IIDV IL' IrCU 11 19( um; Un Ao COii.rnLICEOP I'r un tw,InOrnf ni n+r vlll C+US! r'4 "OI SIUnC CG•'r(.,r Or Ir.{ J11111C IOU; +r'r'1 IU'IOn Or fcPEPI(nC(C U lir'EPC o^nOS 10'I Ca 6E P, 1.(n EC(S;+Pr IS bC S+ Of r[P..I„EO Bt U 'C I+OnE IS OVISIOF 11.( SCOPE Or PCSnprrSi61L11, 01 IPVS✓,L m f NOTE: Ycnl Ulocks may bt omilled where no vent is required, U1,31, T-31 i Y ^ 8 t V 0 l I ` ' I 1) 11 T -Ji ' arlca to suit vent or outlooker Cutout for 2x1 laid (lit (Spacing par building lar.$) t ' I.,! AL*_ - w,ln 9d n„i i a: (by builder) "OFF' cT'Ul3'i!UT01JT5 "! !'15l'LlU"i•11I(JUVJ Dk: T .111.5 FQR ? a 1 M.1T1.•C)OKERS , J Altcrna!a Sled Connection with Stan `y -P, Shed COM \ DESIGN FOR TYPICAL CA ULE END TRUSS I" Crown I l/4"longi \ D-2. S/ 1 - T - J 1 or equat Cutout for 2xl laid riat 2-16 ; nails t2 . varies CA ULE END TRUSS , TRUSS 2-16d nail A D-31, T-31. 2-ISd nail Truss cr , OF Ci Plait 1-1 I;j ,i, dL. Fi tjlll liR;; r,lllli ' 7" u W _. _._ nrAll. FZCIiJt l iJciflO 1t r, F.Ue No, Cable End Tru Dile. 12/1/71a Rc( Dc a. Dy: JN Cc. Dy: =f— cc—cen11. Ly .. ...,ro, .••1,,,, ..,r...a .F M,,. l:. .. _. ,, .:. •.._,_ ,_ f,m.,,, .. f. at:' _; ..Li IT... ..F ..,r,.,,•,. nai,r .. .. r i v • SUPPORT REQUIRED EVERY 4'•d' MAXIMUM TYPICAL END JACK WITH VARYING TOP CHORD LENGTHS. -,_ HIP GIRDER (ONE OR MORF PLY). 0 BEARING SUPPORT FOR TOP CHORDS OF END JACKS 48' MAX. WHERE THEY CROSS SUPPORTING MEMBERS. B 1. FOR REACTIONS OF 300(# OR LESS THE TOP CHORD MAY BE TOE -NAILED TO THE SUPPORTING MEMBER WITH (2)10d NAILS. 2. FOR REACTIONS GREATER THAN 300#, THE DETAILS BELOW MAY BE USED TO PROVIDE ADEQUATE BEARING SUPPORT. (3. SIZE OF WEDGE, BRACE OR BEVEL- CUTIS DETERMINED BY THE (1 t PI",'JIRED BEA;:I"r ?r ,. - ' '.1^ C -H- 1 ''r' ...f"„',,TH) A5 SHOWN ON ..E: IND,VIDJAL ' ' I rtLJSS DESichla, 4. FOR CACH DETAIL BELOW THE TOP CHORD MAY BE TOE -NAILED TO THE SUPPORTING MEMBER WITH (2) 1 Od NAILS. 5. UPLIFT REACTIONS, IF THEY EXIST, MAY REQUIRE ADDITIONAL CONNECTION CONSIDERATIONS IF THEY EXCEED THE VALUE OF THE TOE- NAIL CONNECTION. HIP TRUSSES 6. OTHER OPTIONS MAYBE USED AT THE DISCRETION OF THE BUILDING DESIGNER. 7. REFER TO OTHER DETAILS FOR SPECIFICATIONS RELATING TO A HIP SYSTEM THAT ARE NOT SHOWN HERE. DETAIL OPTIONS WEDGE OR iy a BEVELED TOP PLATE UNDER JACK TOP D I0RD E(TENSIONS. FOR WEbOE. UzJE ('-J) CONHEr... _ "JF IN T9€-PIAI1_ A: FOR V1T€ftAl_ 6(;AG@ I TQ14 PLATE, NAIL W/ Ifid BASED ON BRACE 9.(;: INTO TOP FORC60 OETERMIN6Q 0101`4171012 HIP IP glRf g13. - D9SI3NERILOIhIrJ NOTE; OEVELED LEDGER MAY BE USED INSTEAD OF DETAILS SHOWN ABOVE, LEDGER MAY BE ATTACHED TO EITHER FACE OF TRUSS WITH 10d NAILS. SPACING OF NAILS IS DEPENDENT ON LOADING CONOITIOm AND SHOULD BE DETERMINED BY BUILDING DESIGNER, _-_e Till& DETAIL -15 FRnVIDEn Ai A 91JGGE8TEri 9 LIITION TO THE APm..ICATI[)iI . SHOVJN 9, Y, IT IS NOT IiATENDED TO REPLACE OI; SUPERCFDE ANY 3INULA, m DETAIL THAT MAY HAVE BEEN PROVIDED 9Y THE OUILDINO DESIGNER. IT IS THE RESPONSIBILITY OF OTHERS TO VERIFY THE *ADEQUACY OF TH!S DETAIL ' 1” ' ✓ ' IN RELATION TO ANY SPECIFIC PROJECT, AS TO ITS APPLICATION AND INTENT AP?LI_ED TO THIS OR ANY SIMILAR ISSUE. TRUSAfAL SYSTEMS ASSUMES 1I0 Pi;:. -:1 0,a`l4lc'aILITY FOR FIELD IN5,'ECTION OR WORIWAN5111F^ QUALITY. EN9 9F nF\/F_ - CUT 01`1 TOP LnTf i 2.41: ch1,Jticl ut- 11 tu55 RRArE OVcra_AP V Ii I MtMgL_f?: Nyr€ mum CI-IO(@o . rl.lA r I u=i al rr F2F NAIL CHORD TO TRUSS Muer J\LLOW DACE OF BRM'C I'I R TI 11.9 IUJ) ,O A yi Qv o00 LLJ.. U NA 31 2(0' a CATs; 0/2.579 /`r 0 LATERAL LOADS IN LINE WITH THE CHORDS HAVE NOT BEEN CONSIDERED, 'THESE I-OADtAN^ THEIR "FaIPRED, C:"Ni"'ECI-IONG ARE THE R -JPON-SIBILITY OF THE BUILDING DESIGNER. IL ANY PITCH W1JGMU1'v1 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. 2x4 CONTINUOUS LATFRAL -"nI.1F.r) Q, dJl'1,010 1 n4jjs vvi'I'm Z- I uu NAILS AT EACH INTERSECTION, js ' f'OE-NAILTIM CAPTHUSS TO TIIC- BRACE WITI.1 1-16d NAIL ,FROM EACH SIDE AT EACH INTI:ASECTION, pt a- GODE SPACING DAXE 2-16d NAILS TOENAILED 1 112' 2x4 BRACE C; h -3 R D PAI E' 3. -S I Z ARF I CAP TRUSS ILS I BOTTOM TRUSSt_ WARNINn Read all nplas nn fhls 0aaf awl oivft y rnpy ot it to the Froc-linq emnlrof--or. I I.I., O.."m Ii I'll - 1 11-1111-1 1 Ihm'w- . u' " I,,, d -I"- ":10 ", ccafliaseq , III I I, a cwtim .,a, vam qi rpi and r%F ?A (11419r, 3 1 ano a (44. NO 'mI'!p4d I- IGCIIIacy. pil!onj!nqsv4 I R 0111m.114pal i In N'All !f 'IqsI.IjIqf I, q un c, 24"O.G. 4-30-911 un . ...... j w1f 11" 111"Ilqm c11,1111 I-, Tdr-i-1 'I" I !I f.11 WHIM 441,111"1 1.114 1., (0,11-a W"O'N'.1 Iq J!" 11,14 o,ml -I Id"—I pi -'q I, ul f1w, Ii"; ;. N CA I' N N 'I'l. —4 sw ":M.3 m, . ..... i'..... ' 1,11 01: !'-k 1 6 4/1J"10 111111 114 (0',f 44). '11AN1.11.111111 IW;rAij.If(fl Atlll IIIIAI-0111 MOM. I'LAIff fI' 'I PO.11,1'1110!(1 O P) 'q ufA IA A I J'f 9!l E E I. by IPI. 1 he Gu„ Plan, I h j I I IL11 4 ( r P;) IS Inca inn al 5111 OI—. ".";' "4" IeYl " r."' ,-" V1 I I';, n F. P.,oir Amv:,1011 JAPPAI I, 10 : Jjfl I 1?: ,) MI. PIS11, 7,1 UC: TRUSWAL SYSTEMS 4445 NORTHPARK DRIVE, SUITE 200 COLORADO SPRINGS, CO 80907 (800) 322-4045 FAX:(719) 598-8463 8/3/00 To whom it may concern: It is permissible to repair a False Frame* joint with the procedure outlined below, provided that the following statements are true: Ceiling loading is 10 PSF or less. ® Trusses are spaced 24" o.c. or less. False Frame verticals are spaced 6-0" o.c. or less. No additional point loads or uniform loads are F; esent on the false frame that would cause the loads to exceed 10 PSF for any reason. © The joint(s) to. repair does not have a suppl-A bearing directly underneath the joint. • There is no damage to the lumber at the joint, such as excessive splits, cracks, etc. • The joint fits tight! - (within all TPI tolerances). © All lumber in the false frame is 2x4 or 2x3. Repair as follows - 1 . ollows: 1. Cut a '/ " CDX APA Group 1 plywood (or equivalent O.S.B.) gusse , 4" wide by 8" long, or larger. 2. Apply gusset to the face of the truss at each joint with a missing plate_ If one face of truss has miss;ng plate, then gusset is required or only that face. If both faces of the joint are tinplated, then the gusset is required on each face_ 3. Use (3) 8d nails into eac'-i member, from each face (see detail belm,,,). Typical Joint False frame refers on':y To non-structural members (zero design forces). REG/ST GHAR F -7- F 4" o n 9 FIC I . l TRUSWAL SYSTEMS CORPORATION 4445 NORTHPARK DRIVE, SUITE 200 COLORADO SPRINGS, COLORADO B0907 (800)322-40a5 (719)598.5660 FAX (719) S98-8463 DETA 'NV Wl ALLY FRAMEDVALLEY " TS PLAN VIEW A CENTER P DGE DETAIL A RAFTEF i VALLEY RAFTER / I ( YP) . 2 -16d TOE NAILS I (TYP l 2 X 4 BLOCK Wt -;-i 4 .16C Notea: The nlaxtmurrl Tc tal Top Chord Load = 48 PSF TRUSSES pe 24" O.C. Minimum Top C!:;rdbead Load = 7 PSF The design for loads and their connections is GROER DESIGNED TO SUPPORT the rersPonsibi;•'ih/ of'tie Building Designer. The details 'iNc. "Tip -IN' TRUSSES Provided addreg, J.raoily and wind uplift loads only per the USC. The maximum; w.:./ speed is 85 MPH, 25 fl Mean Roof B Height (max.), - xp. C. 16d box nails ars tyP;-al throughout, ex=eel as noted (in details 1. The Center Ridge .Railer (CRR') ) is 2 x o stud. AttachIhrs to the 1 z 8 with 4-1n:: lee nails ( 2 from each fa=e I. Anach the C e PPOSIto end Io I.`,,: truss the same. LrVATION VIEW The Valley RaP.s; pu.ljns, and blockinG mater al are 2 x 4 stuC- The blocking rn;`s! be spaced 24- O.C. and be adequatety brace-: in the lateral di: C?!3n ;;I 6-0-0 O.C. Attach This blocking to the Valley Rafter wiih 3-16d. Anach this blocking to the purfin nith 2 -;cc_ The'nrsreS b ll'.v the valley are spaced 24. O.0 The Purlins -are full :ength under the valley set and must be ins::vec vt- 24' O.C. They zr, ;o L•e attached to each ovorlapping truss lop c.-jor._ -ilh 2-16d nails. if :he:. are not one continuous length, add a 12- k. -c nailer to the face o::he Truss lop chord 41h 4-16d _nd one purivr sC=,cr. DETAIL S on the llvss and bc;tn the additional section on the nailer, VALLEYRA=TER A 1 z 8 Perimelor nuoner must be attached Through the shealhin; anc mic 88' ::h below Wih -3-8d box nails. This 1 x 8 10110"s the outs.:e cr—.44, o(/he valley. r t The Valley Ratters are spaced 24- O.C. Anach Them to the CR.R _1-1 2-164 toe nails. Attych the opposite end to It, 1 x 8 wdh 3-&: toe ,aii>;, 2 X e BLOCK PLAN VIEW WITH 3 - 16d P1-4, VIEW REG/ST >> CHA19 • -Z Rr7-7Fs . , 0 0 o O 5 n ?' DETAIL C 1 X S DETAIL ^ T Ir m tJ c0 2 X 4 1 5' ?E.R:MET=R t S' 011 T o cU PURLIN RUNNER 2 X 4 VALLEY /X,, O y BLOCK Ps =R `G \/v/ WITH 2 - 161 1 ' ^ A 2-16d TOc NAILS 7 Tp O _"o TRUSS TOP Oq at CHORD 7/16' SmEATHING ELEVATION VIEW Q_ ELEVATION VIEW TRUSWAL. SYSTEMS 4445 NORTHPARK DRIVE, SUITE 200 "OLORADO SPRINGS, CO 80907 (`;,00) 322-4045 FAX:(719) 598-8463 coy r,"DA 1/10/01 Users of.Truswal engineering: The TrusPlusT" ..r:gineering software will correctly. Jesigrr; the. Ic Uo requirements for perm2 1 ,nt continuous lateral bracing. (;;L B) on, members far which it is required to educe buckling length. Sealed ?ngineerincr from Truswal will show '.. required nurhber and approximate. locations cr brs7,e­_ for each member need:n,j bracing. In general, this bra^ing 'is done: b u irtc Truswal Systems Brace-iCm or a 1x or 2x member (attached to the top, o, bottaim edge of the member) . -unning perpendicular .to -.-the.! trusses arid.. ad.ua ekv designed, co-inected a: d braced to.the _building per -the building desig—=r (See ANSI/TPI current versic:-). The following are other options ;when CLI3 brach., ii✓ not possible or desira;.:-l--) that will also satisfy bracing reeds for dividi at members (no_ building em bracing): 1. A 1 x or 2x str-.­'urally graded "T" brace may be..nz iled flat to t; -,Ie a_ge of the membLwith 10d common or box nails 8" o. -c. i; , or,Iy one s*)race is requ' e 1, or may be nailed to both edges ,;f the mem! if two bre.ces are re.<- red. The "T" brace must extend a minimum of. 90% of the member's igth. 2. A scab (add -c of the same size and structural gr-3de as the rrrerTibec may be naile,.; .o one face of the member with 10d ccmmor,: or to;Y nails at 8" o.c only one brace is required, or r y be nai]e!f to botF• €aces of the i .-_,Tiber if two braces are requirec . A minis umi- of ?x.E scabs are fE :; fired for any member exceed:n(; 14'-0" In lerfgth_ Scabs) must i. end a minimum of 90% of the m )rribers lenath-. 3. Ari; member iuiring more than two braces m:as. use per, dic la bracing or a c;.mbination of scabs and "T" br,;ces, or on:.y, or'na approved met :od, as specified and approved by th? building d sianer_ EXAMPLES "T" ',,ACE 90/o L L Please contact a Trusw,. ngineer if there are any questio 2.