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08-0915 (SFD)52185 Avenida Martinez 08-0915 4 P.O. BOX 1504' VOICE(760) 760 777-7012 78-495 CALLE TAMPICO . FAX (760) 777-7011 LA QUINTA, CALIFORNIA 92253 BUILDING & SAFETY DEPARTMENT /D INSPECTIONS (760) 777-7153 BUILDING PERMIT I[ q ate: 8/01/08 Application Number: 08-00000915 a Owner: A/I^ O Property Address: 52185 AVENIDA MARTINEZ CATALINA PIN t!( APN: 773-231-020-9 -000000- 52217 AVENID MAR QO Application description: DWELLING - SINGLE FAMILY DETACHED LA QUINTA, 25 Op Property Zoning: COVE RESIDENTIAL (760) 564-7757QV/l ►j Application valuation: 120763 F FPT, A Contractor: Applicant: Architect or Engineer: BOYER, ALFONSO ` 0 , 68165 TORTUGA ROAD o CATHEDRAL CITY, CA 92234 (760)325-9001 Lic. No.: OOR SQUARE FOOT Lic. No.: 870611 LICENSED CONTRACTOR'S DECLARATION I hereby affirm under penalty of perjury that 1 am licensed under provisions of Chapter 9 (commencing with Section 7000) of Division 3 of the Business and Professionals Code, and my License is in full force and effect. License Class: B Licen No:: 870611 i Date: Contractor: rip OWNER -BUILDER DEC RATION I hereby affirm under penalty of perjury that I am exempt from the Contractor's State License Law for the following reason (Sec. 7031 .5, Business and Professions Code: Any city or county that requires a permit to construct, alter, improve, demolish, or repair any structure, prior to its issuance, also requires the applicant for the permit to file a signed statement that he or she is licensed pursuant to the provisions of the Contractor's State License Law (Chapter 9 (commencing with Section 7000) of Division 3 of the Business and Professions Code) or that he or she is exempt therefrom and the basis for the alleged exemption. Any violation of Section 7031.5 by any applicant for a permit subjects the applicant to a civil penalty of not more than five hundred dollars 1$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 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 through his or her own employees, provided that the improvements are not intended or offered for sale. If, however, the building or improvement is sold within one year of completion, the owner -builder will have the burden of proving that he or she did not build or improve for the purpose of sale.). (_) 1, as owner of the property, am exclusively contracting with licensed contractors to construct the project ISec. 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 _ ) I am exempt under Sec. B.&P.C. for this reason Date: Owner: CONSTRUCTION LENDING AGENCY I hereby affirm under penalty of perjury that there is a construction lending agency for the performance of the work for which this permit is issued (Sec. 3097, Civ. C.). Lender's Name: _ Lender's Address: LQPERMIT WORKER'S COMPENSATION DECLARATION I hereby affirm under penalty of perjury one of the following declarations: I have and will maintain a certificate of consent to self -insure for workers' compensation, as provided for by Section 3700 of the Labor Code, for the performance of the work for which this permit is issued. have and will maintain workers' compensation insurance, as required by Section 3700 of the Labor Code, for the performance of the work for which this permit is issued. My workers' compensation insurance carrier and policy number are: Carrier STATE FUND Policy Number 238-0006712-08 I certify that, in the performance of the work for which this permit is issued, I shall not employ any person in any manner so as to become subject to the workers' compensation laws of California, and agree that, if I should become subject to the workers' compensation provisions of Section 33700 of the Labor Cod , I sh forthwith comply with those provisions. Date: Otr Applicant: WARNING: FAILURE TO SECURE WORKERS' COMPE ATION 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. APPLICANT ACKNOWLEDGEMENT IMPORTANT Application is hereby made to the Director of Building and Safety for a permit subject to the conditions and restrictions set forth on this application. 1 . Each person upon whose behalf this application is made, each person at whose request and for whose benefit work is performed under or pursuant to any permit issued as a result of this application, the owner, and the applicant, each agrees to, and shall defend, indemnify and hold harmless the City of La Quinta, its officers, agents and employees for any act or omission related to the work being performed under or following issuance of this permit. 2. Any permit issued as a result of this application becomes null and void if work is not commenced within 180 days from date of issuance of such permit, or cessation of work for 180 days will subject permit to cancellation. I certify that I have read this application and state that the above information is correct. I agree to comply with all city and county ordinances and state laws relating to building construction, and hereby authorize representatives of this co ty t enter upon the above-mentioned propert r insp tion purposes. Date: Signature (Applicant or Agentl: Application Number . . . . . 08-00000915 Permit BUILDING PERMIT Additional desc . Permit Fee ". 713.00 Plan Check Fee 463.45 Issue Date . . . . Valuation . . . . 120763 Expiration Date . . 1/28/09 Qty Unit Charge Per Extension BASE FEE 639.50 21.00 3.5000 ---------------------------------------- THOU BLDG 100,001-500,000 L----------------------------------- 73.50 PermitELEC-NEW RESIDENTIAL Additional desc . Permit Fee . . . . 107.35 Plan Check Fee 26.84 Issue Date . . . . Valuation . . . . 0 Expiration Date . . 1/28/09' Qty Unit Charge. Per Extension BASE FEE 15.00 1954.00 .0350 ELEC NEW RES - 1 OR 2 FAMILY 68.39 448.00 .0200 ELEC GARAGE OR NON-RESIDENTIAL 8.96 1.00 15.0000 -------------------------- EA ELEC -------------------------------------------------- TEMPORARY POWER POLE 15.00 Permit GRADING PERMIT Additional desc . Permit Fee . . . . 15.00 Plan Check Fee .00 Issue Date . . . . Valuation . . . . 0 Expiration Date 1/28/09 Qty Unit Charge Per Extension ---------------------------------------------------------------------------- BASE FEE 15.00 Permit MECHANICAL Additional desc . . Permit Fee . . . . 65.50 Plan Check Fee 16.38 Issue Date . . . . Valuation . . . . 0 Expiration Date . . 1/28/09 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 4.00 6.5000 EA MECH VENT FAN 26.00 1.00 6.5000 ---------------------------------------------------------------------------- EA MECH EXHAUST HOOD 6.50 LQPERMIT Application Number Permit Additional desc . Permit Fee . . . . Issue Date Expiration Date . 08-00000915 PLUMBING 147.75 Plan Check Fee . . Valuation . . . . 1/28/09 36.94 0 Qty Unit Charge Per Extension BASE FEE 15.00 13.00 6.0000 EA PLB FIXTURE 78.00 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 7.00 .7500 EA PLB GAS PIPE >=5 5.25 1.00 15.0000 EA PLB GAS METER 15.00 ---------------------------------------------------------------------------- Special Notes and Comments 1954 SQ. FT. SFD THIS PERMIT DOES NOT INCLUDE POOL, SPA, BLOCKWALLS OR DRIVEWAY APPROACH.AN ADDITIONAL 8 HOURS WERE CHARGED Q $70 A HR. FOR STRUC. PLAN CHECK BEFORE THE PLANS WERE CHANGED TO CONY. LIGHT FRAMED CONSTRUCTION. $560.00 ---------------------------------------------------------------------------- Other Fees . . . . . . DIF COMMUNITY CENTERS -RES 74.00 DIF CIVIC CENTER - RES 995.00 ENERGY REVIEW FEE 46.35 DIF FIRE PROTECTION -RES 140.00 GRADING PLAN CHECK FEE 15.00 HOURLY PLAN CHECK 560.00 DIF LIBRARIES - RES 355.00 DIF PARK MAINT FAC - RES 22.00 DIF PARKS/REC - RES 892.00 COVE PRECISE PLAN FEE 100.00 STRONG MOTION (SMI) - RES 12.07 DIF STREET MAINT FAC -RES 67.•00 DIF TRANSPORTATION - RES 1930.0'0 Fee summary ----------------- Permit Fee Total Plan Check Total Other Fee Total Grand Total LQPERMIT Charged I Paid 1048.60 .00 543.61 250.00 5208.42 .00 6800.63 250.00 Credited Due .00 1048.60 .00 293.61 .00 5208.42 .00 6550.63 TitV111 4 4 a" 2-I8 VlNE2 P.O. BOX 1504 Building 78-495 CALLE TAMPICO Address /qc(1 11NTA, CALIFORNIA 92253 Owner '1 f 0a Mailing I Address S ZZ-- 1-7 A-t)Z AtAP--F14Jt5 - LK-` & 1 zzt 3 1 5&4- '77S-7 0,9 - I? t , - APPLICATION ONLY BUILDING: TYPE CONSST. - a OCC. GRP. A P NI innhor - V ' ✓ t Legal Description toT E— " l)a)dT9 / lb- A_kDrw Project Description /l.l6 e_p Aaaress L Fou ZD o A R_ - City Zip 1 Tel. State Lic. City Sq. Ft. I C. ( No. No. Dw. & Classif. Lic. # Size/! T Stories Units ArchEngr.) New Add ❑ Alter O Repair ❑ Demolition ODesigner Addressc Tel. t' cam. City Zip State CjOlk.-fiA '12'2 Q-% 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). 0 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). 0 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.) 0 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 0 Copy is filed with the city. 0 Certified copy is hereby furnished. CERTIFICATE OF EXEMPTION FROM WORKERS'COMPENSATIONINSURANCE (This section need not be completed if the permit is for one hundred dollars ($100) valuation or less). I certify that inthe performance of the work for which this permit is issued, I shall not am toy 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 Estimated Valuatio`'ff—%Lo® Cl PERMIT g f r AMOUNT Plan Chk. Dep. Front Setback from Center Line Plan Chk. Bal. Rear Setback from Rear Prop. Line Const. Side Setback from Property Line Mech. INSPECTOR Issued by: Electrical Validated by: Plumbing Validation: S.M.I. Grading Driveway Enc. Infrastructure P AfA Vj, lv i C1 )!A TOTAL REMARKS WHITE = BUILDING DEPARTMENT YELLOW = APPLICANT PINK = FINANCE ZONE: BY: Minimum Setback Distances: Front Setback from Center Line Rear Setback from Rear Prop. Line Side Street Setback from'Center Line Side Setback from Property Line FINAL DATE INSPECTOR Issued by: Date Permit Validated by: Validation: WHITE = BUILDING DEPARTMENT YELLOW = APPLICANT PINK = FINANCE CERTIFICATE OF COMPLIANCE IEDSc o Desert Sands Unified School District 47950 Dune Palms Road Q BERMUDA DUNES O Date 8/4/08 La Quinta, CA 92253 V) RANCHO MIRAGE INDIAN WELLS No. 30153 (760) 771-8515 PALM DESERT LA QU y O QIN , 0 0 Owner Pina APN # 773-231-020 Address Jurisdiction La Quinta City Zip Permit # Tract # No. of Units 1 Type Single Family Residence Lot # No. Street S.F. Unit 1 52185 Avenida Martinez 1954 Unit 6 Unit 2 Unit 7 Unit 3 Unit 8 Unit 4 Unit 9 Unit 5 Unit 10 Comments Lot # No. Street S.F. At the present time, the Desert Sands Unified School District does not collect fees on garages/carports, covered patios/walkways, residential additions under 5 00 square feet, detached accessory structures (spaces that do not contain facilities for living, sleeping, cooking, eating or sanitation) or replacement mobile ho mes. It has been determined that the above-named owner is exempt from paying school fees at this time due to the following reason: EXEMPTION NOT APPLICABLE This certifies that school facility fees imposed pursuant to Education Code Section 17620 and Government Code 65995 Et Seq. in the amount of $2.97 X 1,954 S.F. or $5,803.38 have been paid for the property listed above and that building permits and/or Certificates of Occupancy for this square footage in this proposed project may now be issued. Fees Paid By OC/WaMu - Catalina Pina Name on the check By Dr. Sharon P. McGehee Superintendent Fee collected Signature ilvrey Check No. 2299402473 Telephone 399.7495 Funding Residential Payment Recd 1$0.00 $5,803.38 - - 6ver1u des' NOTICE: Pursuant to Government Code Section 660(d 1), this will serve to notify you that the 90 -day approval period in which you may protest the fees o r other payment identified above will begin to run from t e 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 Districtfs) behalf, whichever is earlier. NOTICE: This Document NOT VALID without embossed seal Embossed Original - Building Department Applicant Copy - Applicant/Receipt Copy - Accounting T4hf 4 4 Q" P.O: Box 1504 78-495 CALLE TAMPICO LA QUINTA, CALIFORNIA 92253 To: Greg Butler, Building & Safety Manager From: Les Johnson, Director -Planning Permit #: 08-915* BUILDING & SAFETY DEPARTMENT (760) 777-7012 FAX (760) 777-7011 To CDD: June 4, 2008 Due Date: June 9, 2008 Status: 1 St Review Building Plans Approval (This is an approval to issue a Building Permit) The Planning Department has reviewed the Building Plans for the following project: Description: Address or General Location: Applicant Contact: Cove Check 52-185 Avenida Martinez In -House Jim Johnson Ext. 7133 The Planning Department finds that: ❑ ...these Building Plans do not require Planning Department approval. ...these Building Plans are approved by the Planning Department. ❑ ...these Building Plans require corrections. Please forward a. copy of the attached corrections to, the applicant. When the corrections are made ple a return them to the Planning Department for review. Les Jo s n, irector-Planning Date r TITLE 24 REPORT o) c0 UOn MAY 21 2008 U Title 24 Report for: PINA RESIDENCE y Ave Martinez (apn 773-231-020) La Quinta, CA 92253 N T FIE HITC JUL 0 3 20U8 Project Designer: LENCH DESIGN°STUDIO INC P O BOX 450 LA QUI NTA, ' CA 92247-0450 760/564-1866 CITY OF LA QUINTA BUILDING & SAW Y DEPS, APPROVED MR CONWRibOnnM port. Prepared By:.. VERNA LENCH inch Design Studio, Inc. P.O. Box 450 La Quinta, CA 92247-0450 (760) 564-1866 Job Number: VL -1434 Date: 4/14/2008 The EnergyPro computer program has been used to perform the calculations summarized in this compliance report. This program has approval and authorized by the California Energy Commission for use with both the Residential and Nonresidential 2005 Building Energy Efficiency Standards. This program developed by EnergySoft, LLC - www.energysoft.com. EnergyPro 4.3 by EnergySoft Job Number: VL -1434 User Number: 5454 ` TABLE OF CONTENTS Cover Page 1 Table of Contents 2 Form CF -1 R Certificate of Compliance 3 Form MF -1 R Mandatory Measures Summary 8 Form WS -5R Residential Kitchen Lighting 10 HVAC System Heating and Cooling Loads Summary 11 Room Load Summary 12 Room Heating Peak Loads 13 Room Cooling Peak Loads 15 EnergyPro 4.3 by EnergySoft Job Number: VL -1434 User Number: 5454 Certificate Of Compliance: Residential (Part 1 of 4) CF -1 R PJNA_RE.S_I.DEE Insulation Act. ZONE 1 ZONE 1 ZONE 1 Type Frame Area 41_14/_2.0-0-8 Project Title Rooi- Wood_ -1,9.57- _0_020_ -R=49_ X0_0.1.8.0_ 0 Date Ave_Marti.n.ez(apri7-7-3=2.31-020)-La_Q.uj nta .Door None_ 20_ _0..5.0.0_ -None- _tZ0..0_ -9.0- Project Address Wall_ Wood- 4.0_ _0_07-4_-LZ1.3_ _R--4..5_ -0--90 ZONE 1 Building Permit # ( Documen Dion hortU.di.0,_41C. 7-0.NE1 Wall- Wood_ 431 (760 p 564 -1866 ZONE -1 Plan Check/Date / 'u Wall_ Wood- 127 _0.074_ -R-1.3_ _R=4._5.18.0.9.0 P_CO -Enerq _0..07-4_ _R:13 -4...5_ -27.0_ 9.0 15 .. R-4..5_ 0_ Field Check/Date Comp li Mice Method -0A02- _R-13_ X0_0. 9.0.9.0 Climate Zone _0.1.02. _R -t3_ X0_0.18.0__9.0 TDV Standard Proposed Compliance _(kBtu/sf-yr) Design Design Margin Space Heating 1.47 1.09 0.38 Space Cooling 59.96 59.45 0.51 Fans 8.52 8.53 -0.02 Domestic Hot Water 11.66 11.92 -0.26 Pumps 0.00 0.28 -0.28 Totals 81.60 81.26 0.34 Building Type: [X-] Single Family ❑ Multi Family Building Front Orientation: Fuel Type: Fenestration: ❑ Addition ❑ Existing + Add/Alt (E) 90 deg Natural Gas Area: 309 ft2 Avg. U: 0.39 Ratio: 15.8% Avg. SHGC: 0.33 Total Conditioned Floor Area: Existing Floor Area: Raised Floor Area: Slab on Grade Area: Average Ceiling Height: Number of Dwelling Units: Number of Stories: BUILDING ZONE INFORMATION # of Zone Name Floor Area Volume Units 1954, 1.9,1-49 1.00_ OPAQUE SURFACES Insulation Act. ZONE 1 ZONE 1 ZONE 1 Type Frame Area U -Fac. Cay. Cont. Azm. Tilt Rooi- Wood_ -1,9.57- _0_020_ -R=49_ X0_0.1.8.0_ 0 Wall_ Wood_ 11. _0_07-4_ -R--t3- x-4_5_ 9090 ZONE1 ZONE -1 .Door None_ 20_ _0..5.0.0_ -None- _tZ0..0_ -9.0- -9-0 Wall_ Wood- 4.0_ _0_07-4_-LZ1.3_ _R--4..5_ -0--90 ZONE 1 Wall_ Wood_ 81 _0...0.7_4_ _R -t3 X4.5_-9.0__90 7-0.NE1 Wall- Wood_ 431 _0._0.7_4_ -R-t3_ _R-4_.5.1.8.090 ZONE -1 -Wall_ Wood- -----75_ _0_OZ4_R-13--R--4-5- _27.0_-9.0 Wall_ Wood- 127 _0.074_ -R-1.3_ _R=4._5.18.0.9.0 Wall_ Wood_ _248_ _0..07-4_ _R:13 -4...5_ -27.0_ 9.0 Wall_ Wood --431-0.0.7-4-R--13- .. R-4..5_ 0_ 9.0 Wall_ Wood- 17.0_ -0A02- _R-13_ X0_0. 9.0.9.0 Wall- Wood- x.05_ _0.1.02. _R -t3_ X0_0.18.0__9.0 Zone Type Conditioned - Gains Condition Y / N Status JA IV Reference 1,954 ft2 n/a ft2 0 ft2 1,954 ft2 9.8 ft 1.00 Thermostat Vent Type Hgt. Area -Setback- 2 -nla Location / Comments New New New _01-A19 _0.9=A3 .2804 ZONE 1 ZONE 1 ZONE 1 New .0.9=A3 ZONE -1 New N.ew _0.9=A3 _0.9=A3 ZONE 1 ZONE 1 New New _09-93 _0.93 ZONE1 ZONE -1 N.ew 0.9=A3 ZONE 1 New 0.9=A3 ZONE 1 New _0.9=A3 7-0.NE1 New _0.9.A3 ZONE -1 EnergyPro 4.3 by EnergySoft User Number: 5454 Job Number: VL -1434 Paae:3 of 17 1 Certificate Of Compliance: Residential (Part 2 of 4) CF -1 R PINA RESIDENCE 4/14/2008 Project Title Date FENESTRATION SURFACES True Cond. Location/ # Type Area LI -Factor" SHGC2 Azm. Tilt Stat. Glazinq Tvoe Comments _1- 2 _Skylight___Lef _(S)_ 4.0_ Skylight Left (S) 4.0 3 Skylight Left n_ 4.0 4 Skylight Left (S 4.0 5 Skylight Left n_ 0.6 6 Window Front (E)_ 6.0 7 Window Front_(E)_ 90 New 90 New 6.7 8 Window Front (E_ 2.7 9 Window Fron_(E)_ 33.3 10 Window Front_(E)_ 10_0 11 Window Front (E)_ 6.7 12 Window Front (E)_ 10.0 13 14 Window Left_(S)_ Window Rear (W_ -6-0 33.3 15 Window Rear (W) 10.0 16 Window Rear (W)_ 10.0 17 Window Rear (WW)_ 4.0 18 Window Left (S_ 20.0 12 Window Left (S)_ 0 -0-55.0 _NERC 0.37 _NERC _1.80_ 0.550 NFRC 0_37 NFRC 180 0_ New-Skylight=DuaLGlaze 0 New S_ylight - Dual Glaze _ZONE 1 ZONE 1 0.550 NFRC 0_37 NFRC 180 0 New dight - Dual Glaze ZONE 1 0.550 NFRC 0_37 NFRC 180 0 New dight - Dual Glaze ZONE 1 0.550 NFRC 0_37 NFRC 180 0 New dight - Dual Glaze ZONE 1 0.370 NFRC 0_32 NFRC 90 90 New IWC 5300 Vinyl/Low-E _ ZONE 1 0.370 NFRC0_32 NFRC 0.370 NFRC 0.32 NFRC 90 90 90 New 90 New IWE500 Vinyl/Low-E IWC 5300 Vinyl/Low-E ZQNE 1 ZONE 1 0.370 NFRC 0,32 NFRC 90 90 NewIVB 5300 Vinyl/Low-E ZONE 1 0.3377 NFRE 0_32 NFRC 90 90 New IWC 5300 Vinyl/Low-E ZONE 1 0.370 NFRC 0_32 NFRC 90 90 New IWC 5300 Vinyl/Low-E ZONE 1 0.370 NFRC 0_32 NFRC 90 90 New JWC 5300 Vinyl/Low-E ZONE 1 907_0- EEC 0.32 -NERC 0.370 NFRC 0_32 NFRC 180_ 270 90- Re_w l-W-C_5300_V_inyVLow=E 90 New JWC 5300 Vinyl/Low-E _ZQNE 1 ZONE 1 0.370 NFRC 0_32 NFRC 270 90 New IWC 5300 Vinyl/Low-E ZONE 1 0.370 NFRC 0_32 NFRC 270 90 New IWC 5300 Vinyl/Low-E ZONE 1 0.370 NFRC 0_32 _NFRC 270 90 New IWC 5300 Vinyl/Low-E ZONE 1 0.370 NFRC 0_32 NFRC 180 90 New IWC 5300 Vinyl/Low-E ZONE 1 0.370 NFRQ 0.32 NFRC 180 90 New IWC 5300 Vinyl/Low-E ZONE 1 1. Indicate source either from NFRC or Table 116A. 2. Indicate source either from NFRC or Table 116B. INTERIOR AND EXTERIOR SHADING Insulation Condition Window Overhanq Left Fin Right Fin # Exterior Shade Tvpe SHGC Hgt. Wd. Len. Hgt. LExt. RExt. Dist. Len. Hgt. Dist. Len. Hgt. 1 None 1.00 2 None 1.00 3 None 1.00 4 None 1.00 5 None 1.00 6 Bug Screen 0.76 2.0 3.0 4. 0. 4.0 4.0 7 Bug Screen 0.76 8 Bug Screen 0.76 9 Bug Screen 0.76 10 Bug Screen 0.76 11 Bug Screen 0.76 12 Bug Screen 0.76 13 Bug Screen 0.76 14 Bug Screen 0.76 15 Bug,Screen 0.76 16 Bug Screen 0.76 17 Bug Screen 0.76 18 Bug Screen 0.76 19 Bug Screen 0.76 THERMAL MASS FOR HIGH MASS DESIGN Area Thick. Heat Inside Condition Location/ Type (sf) (in.) Cap. Cond. R -Val. JA IV Reference Status Comments PERIMETER LOSSES Insulation Condition Location/ Type Length R -Val. Location JA IV Reference Status Comments Slab Perimeter 32 None No Insulation 26-A1 New ZONE 1 Slab Perimeter 176 None No Insulation 26-A1 New ZONE 1 Run Initiation Time: 04/14/08 09:38:09 Run Code: 1208191089 EnergyPro 4.3 by EnergySoft User Number: 5454 Job Number: VL -1434 Page:4 of 17 Certificate Of Compliance : Residential (Part 2 of 4) CF -1 R PINA RESIDENCE _ 4/14/2008 Project Title Date FENESTRATION SURFACES True Cond. Location/ # Type Area U-Factorl SHGC2 Azm. Tilt Stat. Glazing Type Comments .20. 21 Window Left_(.S.)- Window Left U _333 10.0 _0..3.7.0 _N FRC _0_32 0.370 NFRC 0_32 22 Window Rear (W) 8.0 0.370 NFRC 0.32 23 Window Rear M 12.0 0.700 NFRC 0_38 24 Window Right M_ 4.0 0.370 NFRC 0_32 25 Window Right (N)_ 25.0 0.370 NFRC 0_32 22QWin ow Right—(N)_ 4. ZONE 1 _X379 NFRC 0.32 27 Window Right (N,_ 25.0 0.370 NFRC 0.32 28 Wind_ w Ri t(N)_ 4.0 —Q.aD NFRC 0_32 1. Indicate source either from NFRC or Table 116A. -NERC NFRC 1.8.0_ 180 _90- NewlW_C_5.30.0 Vinyl/.Low=E 90 New IWC 5300 Vinyl/Low-E -ZONE 1 ZONE 1 NFRC 270 90 New IWC 5300 Vinyl/Low-E ZONE 1 NFRC 270 90 New Glass Block ZONE 1 NFRC 0 90 New IWC 5300 Vinyl/Low-E ZONE 1 NFRC 0 90 New IWC 5300 Vinyl/Low-E ZONE 1 NFRC 0 90 New I 5-X0 Vinyl/Low-E ZONE 1 NFRC 0 90 New IWC 5300 Vinyl/Low-E ZONE 1 NFRC 4_ 90 New IWC 5300 Vin yl/Low-E ZONE 1 2. Indicate source either from NFRC or Table 116B. INTERIOR AND EXTERIOR SHADING Window Overhang Left Fin Right Fin # Exterior Shade Type SHGC Hgt. Wd. Len. Hgt. LExt. RExt. Dist. Len. Hgt. Dist. Len. Hgt. 20 Bug Screen 0.76 21 Bug Screen 0.76 22 Bug Screen 0.76 23 Bug Screen 0.76 24 Bug Screen 0.76 25 Bug Screen 0.76 26 Bug Screen 0.76 27 Bug Screen 0.76 28 Bug Screen 0.76 THERMAL MASS FOR HIGH MASS DESIGN Area Thick. Heat Inside Condition Location/ Type (sf) (in.) Cap. Cond. R -Val. JA IV Reference Status Comments PERIMETER LOSSES Type L Insulation R -Val. Location JA IV Reference Condition Location/ Status Comments Run Initiation Time: 04/14/08 09:38:09 Run Code: 1208191089 EnergyPro 4.3 by EnergySoft User Number: 5454 Job Number: VL -1434 Page: 5 of 17 Certificate Of Compliance: Residential (Part 3 of 4) CF -1 R PINA RESIDENCE 4/14/2008 Project Title Date HVAC SYSTEMS Heating Minimum Cooling Minimum Condition Thermostat Location Type Eff Type Eff Status Type HVAC Central Furnace 80% AFUE Split Air Conditioner 14.0 SEER New Setback HVAC DISTRIBUTION Duct Duct Condition Ducts Location Heating Cooling Location R -Value Status Tested? HVAC Ducted Ducted Attic 6.0 New Yes Hydronic Piping Pipe Pipe Insul. System Name Length Diameter Thick. WATER HEATING SYSTEMS Rated Tank Energy Tank Insul. Water Heater # in Input Cap. Condition Factor Standby R -Value System Name Type Distribution Syst. (Btu/hr) (gal) Status or RE Loss (%) Ext. Laars JVH075LD(I/L) Small Gas Recirc/Time+Temp 1 75,000 75 New 0.66 n/a n/a Multi -Family Central Water Heating Details Hot Water Pump Hot Water Piping Length (I_ Add 1/2" Control # HP Type In Plenum Outside Buried Insulation REMARKS COMPLIANCE STATEMENT This certificate of compliance lists the building features and specifications needed to comply with Title 24, Parts 1 and 6 of the California Code of Regulations, and the administrative regulations to implement them.This certificate has been signed by the individual with overall design responsibility. The undersigned recognizes that compliance using duct design, duct sealing, verification of refrigerant charge and TXVs, insulation installation quality, and building envelope sealing require installer testing and certification and field verification by an approved HERS rater. Designer or Owner (per Business & Professions Code) Name Title/Firm: LENCH DESIGN STUDIO INC Address: P BOX 450 i QUINTA CA 9 47-0450 Telepho 760/564-186 Lic .v /nforce re) (date) ment Agency Name: Title/Firm: Address: Telephone: (signature) (date) Documentation Author Name: VERNA LENCH Title/Firm: Lench Design Studio, Inc. Address: P.O. Box 450 La Quinta CA 92247-0450 elep o e: 760 564-1 6• (signature) (date) Certificate Of Compliance : Residential (Part 4 of 4) CF -1 R PINA RESIDEN Project Title 4/14/2008 Date Special Features and Modeling Assumptions The local enforcement agency should pay special attention to the items specified in this checklist. These items require special written justification and documentation, and special verification to be used with the performance approach. The local enforcement agency determines the adequacy of the justification, and may reject a building or design that otherwise complies based on the adequacy of the special justification and documentation submitted. HERS Required Verification Items in this section require field testing and/or verification by a certified home energy rater under the supervision of a CEC- Plan I Field .F" . .... . v wv —... y ---o . ..v.c...c uny ar.a.w. .cnna.auw. n.cu.vua — 1".. uc cNuiacu W.. MV vV- M I Plan I Field nstallation cern icate. is calculated and documented on The HVAC System "HVAC' incorporates a HERS verified Refrigerant Charge test or a HERS verified Thermostatic Expansion Valve. EnergyPro 4.3 by EnergySoft User Number: 5454 Job Number: VL -1434 Paae:7 of 17 1 Mandatory Measures Summary: Residential (Page 1 of 2) MF -1 R NOTE: Lowrise residential buildings subject to the Standards must contain these measures regardless of the compliance approach used. More stringent compliance requirements from the Certificate of Compliance supercede the items marked with an asterisk (') below. When this checklist is incorporated into the permit documents, the features noted shall be considered by all parties as minimum component performance specifications for the mandatory measures whether they are shown elsewhere in the documents or on this checklist only. DESCRIPTION Check or initial applicable boxes or check NA if not applicable and included with the ENFORCE - permit application documentation. N/A DESIGNER MENT Building Envelope Measures 150(a): Minimum R-19 in wood ceiling insulation or equivalent U -factor in metal frame ceiling. ❑ N ❑ § 150(b): Loose fill insulation manufacturer's labeled R -Value: ❑ ❑X ❑ 150(c): Minimum R-13 wall insulation in wood framed walls or equivalent U -factor in metal frame walls (does not ❑ ❑X ❑ apply to exterior mass walls). ❑ Q ❑ § 150(d): Minimum R-13 raised floor insulation in framed floors or equivalent U -factor. ❑ ❑ ❑ § 150(e): Installation of Fireplaces, Decorative Gas Appliances and Gas Logs. ❑ insulation or R-16 internal insulation and indicated on the exterior of the tank showing the R -value. 1. Masonry and factory -built fireplaces have: 3. The following piping is insulated according to Table 150-A/B or Equation 150-A Insulation Thickness: a. closable metal or glass door covering the entire opening of the firebox ❑ Q ❑ length of recirculating sections of hot water pipes shall be insulated to Table 150B. b. outside air intake with damper and control, flue damper and control ❑ ❑X ❑ ❑ 2. No continuous burning gas pilot lights allowed. ❑ ❑X ❑ § 150(f): Air retarding wrap installed to comply with §151 meets requirements specified in the ACM Residential Manual. ❑ ❑ ❑ § 150(g): Vapor barriers mandatory in Climate Zones 14 and 16 only. ❑ ❑X ❑ § 150(1): Slab edge insulation - water absorption rate for the insulation alone without facings no greater than 0.3%, water vapor ❑ ❑X ❑ ❑ permeance rate no greater than 2.0 perm/inch. ❑ entirely in conditioned space. § 118: Insulation specked or installed meets insulation installation quality standards. Indicate type and include El EK ❑ ❑X CF -6R Form: EnergyPro 4.3 by EnergySoft User Number: 5454 Job Number: VL -1434 § 116-17: Fenestration Products, Exterior Doors, and Infiltration/Exfiltration Controls. 1. Doors and windows between conditioned and unconditioned spaces designed to limit air leakage. ❑ ❑X ❑ 2. Fenestration products (except field fabricated) have label with certified U -Factor, certified Solar Heat Gain Coefficient (SHGC), and infiltration certification. ❑ ❑X ❑ 3. Exterior doors and windows weatherstripped; all joints and penetrations caulked and sealed. ❑ ❑X ❑ Space Conditioning, Water Heating and Plumbing System Measures § 110-13: HVAC equipment, water heaters, showerheads and faucets certified by the Energy Commission. ❑ ❑X ❑ § 150(h): Heating and/or cooling loads calculated in accordance with ASHRAE, SMACNA or RCCA. ❑ ❑X ❑ § 150(i): Setback thermostat on all applicable heating and/or cooling systems. ❑ ❑X ❑ § 1500): Water system pipe and tank insulation and cooling systems line insulation. 1. Storage gas water heaters rated with an Energy Factor less than 0.58 must be externally wrapped with insulation ❑ Q ❑ having an installed thermal resistance of R-12 or greater. 2. Back-up tanks for solar systems, unfired storage tanks, or other indirect hot water tanks have R-12 external ❑ ❑X ❑ insulation or R-16 internal insulation and indicated on the exterior of the tank showing the R -value. 3. The following piping is insulated according to Table 150-A/B or Equation 150-A Insulation Thickness: 1. First 5 feet of hot and cold water pipes closest to water heater tank, non -recirculating systems, and entire ❑ ❑X ❑ length of recirculating sections of hot water pipes shall be insulated to Table 150B. 2. Cooling system piping (suction, chilled water, or brine lines), piping insulated between heating source and ❑ ❑X ❑ indirect hot water tank shall be insulated to Table 150-B and Equation 150-A. 4. Steam hydronic heating systems or hot water systems > 15 psi, meet requirements of Table 123-A. ❑ ❑ ❑ 5. Insulation must be protected from damage, including that due to sunlight, moisture, equipment maintenance, ❑ ❑X ❑ and wind. 6. Insulation for chilled water piping and refrigerant suction piping includes a vapor retardant or is enclosed ❑ ❑X ❑ entirely in conditioned space. 7. Solar water -heating systems/collectors are certified by the Solar Rating and Certification Corporation. ❑ ❑X ❑ EnergyPro 4.3 by EnergySoft User Number: 5454 Job Number: VL -1434 Page:8 of 17 Mandatory Measures Summary: Residential (Page 2 of 2) MF -1 R NOTE: Lowrise residential buildings subject to the Standards must contain these measures regardless of the compliance approach used. More stringent compliance requirements from the Certificate of Compliance supercede the items marked with an asterisk (') below. When this checklist is incorporated into the permit documents, the features noted shall be considered by all parties as minimum component performance specifications for the mandatory measures whether they are shown elsewhere in the documents or on this checklist only. DESCRIPTION Instructions: Check or initial applicable boxes when completed or check N/A if not ENFORCE applicable. N/A DESIGNER MENT Space Conditioning, Water Heating and Plumbing System Measures: (continued) § 150(m): Ducts and Fans ❑ X❑ ❑ 1. All ducts and plenums installed, sealed and insulated to meet the requirements of the CMC Sections 601, 602, 603, 604, ❑ X❑ ❑ 605, and Standard 6-5; supply -air and return -air ducts and plenums are insulated to a minumum installed level of R-4.2 or enclosed entirely in conditioned space. Openings shall be sealed with mastic, tape or other duct -closure system ❑ ❑X ❑ that meets the applicable requirements of UL 181, UL 181A, or UL 181 B or aerosol sealant that meets the requirements of UL 723. If mastic or tape is used to seal openings greater than 1/4 inch, the combination of mastic and either mesh ❑ X❑ ❑ or tape shall be used. 2. Building cavities, support platforms for air handlers, and plenums defined or constructed with materials other than ❑ ❑X ❑ sealed sheet metal, duct board or flexible duct shall not be used for conveying conditioned air. Building cavities and Page:9 of 17 support platforms may contain ducts. Ducts installed in cavities and support platforms shall not be compressed to cause reductions in the cross-sectional area of the ducts. 3. Joints and seams of duct systems and their components shall not be sealed with cloth back rubber adhesive ❑ ❑X ❑ duct tapes unless such tape is used in combination with mastic and draw bands. 4. Exhaust fan systems have back draft or automatic dampers. ❑ FXI ❑ 5. Gravity ventilating systems serving conditioned space have either automatic or readily accessible, manually operating ❑ Q ❑ dampers. 6. Protection of Insulation. Insulation shall be protected from damage, including that due to sunlight, moisture, equipment ❑ X❑ ❑ maintenance, and wind. Cellular foam insulation shall be protected as above or painted with a coating that is water retardant and provides shielding from solar radiation that can cause degradation of the material. 7. Flexible ducts cannot have porous inner cores. ❑ X❑ ❑ § 114: Pool and Spa Heating Systems and Equipment 1. A thermal efficiency that complies with the Appliance Efficiency Regulations, on-off switch mounted outside of the ❑ 0 ❑ heater, weatherproof operating instructions, no electric resistance heating and no pilot light. 2. System is installed with: a. At least 36" of pipe between filter and heater for future solar heating. ❑ ® ❑ b. Cover for outdoor pools or outdoor spas. ❑ X❑ ❑ 3. Pool system has directional inlets and a circulation pump time switch. ❑ ❑X ❑ § 115: Gas fired fan -type central furnaces, pool heaters, spa heaters or household cooking appliances have no continuously ❑ 0 ❑ burning pilot light. (Exception: Non -electrical cooking appliances with pilot < 150 Btu/hr) § 118 (i): Cool Roof material meets specified criteria ❑ ❑ ❑ Lighting Measures § 150(k)1: HIGH EFFICACY LUMINAIRES OTHER THAN OUTDOOR HID: contain only high efficacy lamps as outlined in Table ❑ ❑X ❑ 150-C, and do not contain a medium screw base socket (E24/E26). Ballasts for lamps 13 Wafts or greater are electric and have an output frequency no less than 20 kHz. § 150(k)1: HIGH EFFICACY LUMINAIRES - OUTDOOR HID: contain only high efficacy lamps as outlined in Table 150-C, ❑ X❑ ❑ luminaire has factory installed HID ballast. § 150(k)2: Permanently installed luminaires in kitchens shall be high efficacy luminaires. Up to 50% of the Wattage, as determined ❑ X❑ ❑ in Section 130(c), of permanently installed luminaires in kitchens may be in luminaires that are not high efficacy luminaires, provided that these luminaires are controlled by switches separate from those controlling the high efficacy luminaires. § 150(k)3: Permanently installed luminaires in bathrooms, garages, laundry rooms, utility rooms shall be high efficacy luminaires. ❑ Q ❑ OR are controlled by an occupant sensor(s) certfied to comply with Section 119(d). § 150(k)4: Permanently installed luminaires located other than in kichens, bathrooms, garages, laundry rooms, and utility rooms shall be high efficacy luminaires (except closets less than 70 ft) OR are controlled by a dimmer switch OR are ❑ X❑ ❑ controlled by an occupant sensor that complies with Section ll19(d) that does not turn on automatically or have an always on option. § 150(k)5: Luminaires that are recessed into insulated ceilings are approved for zero clearance insulation cover (IC) and are ❑ X❑ ❑ certified to ASTM E283 and labeled as air tight (AT) to less than 2.0 CFM at 75 Pascals. § 150(k)6: Luminaires providing outdoor lighting and permanently mounted to a residential building or to other buildings on the ❑ X❑ ❑ same lot shall be high efficacy luminaires (not including lighting around swimming pools/water features or other Article 680 locations) OR are controlled by occupant sensors with integral photo control certified to comply with Section 119(d). § 150(k)7: Lighting for parking lots for 8 or more vehicles shall have lighting that complies with Sections 130, 132, and 147. ❑ ❑X ❑ Lighting for parking garages for 8 or more vehicles shall have lighting that complies with Section 130, 131, and 146. § 150(k)8: Permanently installed lighting in the enclosed, non -dwelling spaces of low-rise residential buildings with four or more ❑ X❑ ❑ dwelling units shall be high efficacy luminaires OR are controlled by occupant sensor(s) certified to comply with Section 119(d). EnergyPro 4.3 by EnergySoft User Number: 5454 Job Number: VL -1434 Page:9 of 17 Residential Kitchen Lighting Worksheet WS -5R PINA RESIDENCE 4/14/2008 Project Title Date At least 50% of the total rated wattage of permanently installed luminaires in kitchens must be in luminaires that are high efficacy luminaires as defined in Table 150-C. Luminaires that are not high efficacy must be switched separately. Kitchen Lighting Schedule. Provide the following information for all luminaires to be installed in kitchens. Luminaire Type High Efficacy? Watts Quantity High Efficacy Watts Other Watts 22w Fluorescent Circling Rapid Start Yes X No 27.0 x 4 = 108 or ((1) Elec2w Compact Fluorescent Trip/Quad 4pin Yes X No 94.0 x 1 = 94 or Yes No x = or Yes No x = or Yes No x = or Yes No x = or Yes No x = or Yes No x = or Yes No x = or Yes No x = or Yes No x = or Yes No x = or Yes No x = or Yes No x = or Yes No x = or Yes No x = or Yes No x = or Yes No x = or Yes No x = or Yes No x = or Total A: 202 B: 0 COMPLIES IF A >_ B YES n NO ❑ EnergyPro 4.3 by EnergySoft User Number: 5454 Job Number: VL -1434 Paae:10 of 17 1 ,HVAC SYSTEM HEATING AND COOLING LOADS SUMMARY PROJECT NAME DATE PINA RESIDENCE 4/14/2008 SYSTEM NAME FLOOR AREA HVAC 1,954 Total Room Loads Return Vented Lighting Return Air Ducts Return Fan Ventilation Supply Fan Supply Air Ducts TOTAL SYSTEM LOAD COIL COOLING PEAK COIL HTG. PEAK CFM I Sensiblel Latent I I CFM I Sensible 768 23,816 2,607 619 26,844 0 2,493 2,138 0 0 0 0 0 0 0 0 0 2,493 2,138 28,803 2,607 31,120 YORK D1NH060NO6506 48,430 0 65,000 Total Adjusted System Output 48,430 65,000 (Adjusted for Peak Design Conditions) TIME OF SYSTEM PEAK Aug 2 pm Jan 12 am [HEATING SYSTEM PSYCHROMETRICS (Airstream Temperatures at Time of Heating Peak) 26.0 OF 68.6 OF 68.6 OF 112.2 OF O Supply Air Ducts Outside Air 0 cfm 110.8 °F Supply Fan Heating Coil 1400 cfm ROOMS 68.6 OF 70.0 °F % Return Air Ducts 4 DOLING SYSTEM PSYCHROMETRICS Airstream Temperatures at Time of Cooling Peak 111.0/77.6°F 79.7/59.7°F 79.7/59.7°F 47.2/45.6°F O Supply Air Ducts Outside Air 0 cfm Supply Fan Cooling Coil 48.8 / 46.4 OF 1400 cfm 31.6% R. H. ROOMS 79.7/59.7 °F 78.0/59.1°F h Return Air Ducts `i 4.3 by EnergySoft User Number: 5454 Job Number: VL -1434 11 of 17 1 ROAM LOAD SUMMARY PROJECT NAME PINA RESIDENCE DATE 4/14/2008 SYSTEM NAME HVAC FLOOR AREA 1,954 ROOM LOAD SUMMARY ROOM COOLING PEAK COIL COOLING PEAK COIL HTG. PEAK ZONE NAME ROOM NAME Mult. CFM SENSIBLE LATENT CFM SENSIBLE LATENT CFM SENSIBLE ZONE 1 ZONE 1 1 768 23,816 2,607 768 23,816 2,607 619 26,844 PAGE TOTAL 1 768 23,816 2,607 619 26,844 TOTAL 1 768 23,816 2,607 619 26,844 EnergyPro By EnergySoft User Number: User Job Number: VL -1434 Page: 12 of 17 ROOM HEATING PEAK LOADS Project Title Date PINA RESIDENCE 4/14/2008 Room Information Desicin Conditions Room Name ZONE 1 Time of Peak Jan 12am Floor Area 1,954 Outdoor Dry Bulb Temperature 26 °F Indoor Dry Bulb Temperature 70°F Conduction Area U -Value AT OF Btu/hr - vuai viacc _Du.al_Glaze- - Dual Glaze =DualGlaze_ - nnni ramp R-13 Wall w/1" EPS IWC 5300 Vin I/Low-E IWC 5300 Vin yl/Lpw-E I W--C_5300_V-inyl&mAL IWC 5300 Vin I/Low-E Wall u1/.C-5300_Vanyl/Low_ W C_ 5.3.0.0_V i n yl l Lo. WC-5300-Vinyl/Low- IWC 5300 Vin I/Low-E B-1-3_Wall_w/A_EP_S IWC 5300 Vin I/Low-E Glass Block R-13 Wall w/1" EPS IWC 5300 Vin I/Low-E IWC 5300 Vin I/Low-E IWC 5300 Vin I/Low-E IWC 5300 Vinyl/Low-E 1,957.4 4.0 4.0 4.0 4.0 0.6 perimeter = 31.8 perimeter = 175.5 11.Q 20.0 6.0 40.0 80.6 6.7 2 33.3 10-0- 6.7 0 06.7 10.0 431.0 6. 74.7 33.3 10.0 10.0 4.0 126.7 20.0 8_0_ 33.3 10.0 248.0 8.0 12.0 431.3 4.0 25.0 4.0 25.0 X X X X x x x X X x X4--4 x X X X x X----4-4 X X X x4-4 x x X X X X x x x x x x X x X x X X 44 = = = = = = = = = = = = = = = = = = = = = = = = = = = = = = = = = = = = = 1,723 44 97 44 97 44 97 44 97 44 13 44 1,021 44 5,637 44 36 44 440 44 9.8 131 44 264 44 109 44 542 1.63 44 109 44 163 44 1 410 9.8 44 244 44 542 44 163 4_4 163 65 44 44 414 4_4 326 44 4-4 1.30 542 163 44 811 44 130 44 370 44 1,411 44 65 44= 407 44 65 0 nems bnown wim an asters. k genote conauction mrougn an interior sunace to anomer room. Page Total: 1 18 805 Infiltration: r 1.001 x 1.064 X 1 954 X 9.80 x 0.451 / 60] x 44 = 6739 `schedule Air Sensible Area Ceiling Height ACH D7 Fraction TOTAL HOURLY HEAT LOSS FOR ROOM 26,84a EnergyPro 4.3 by EnergySoft User Number: 5454 Job Number: VL -1434 Page: 13 of 17 -71 ROOM HEATING PEAK LOADS Project Title Date PINA RESIDENCE 4/14/2008 Room Information Design Conditions Room Name ZONE 1 Time of Peak Jan 12 am Floor Area 1,954 Outdoor Dry Bulb Temperature 26°F Indoor Dry Bulb Temperature 70°F Conduction Area U -Value AT of Btu/hr 4.0 X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X 0.3700 X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X 44 = = = = = = = = = = = = = = = = = = = 65 170.4 0.1020 44 765 105.0 0.1020 44 471 Items shown with an asterisk (') denote conduction through an interior surface to another room. Page Total: 1 301 Infiltration: [ 1.001 X 1.064 X 1 954 X Height X 0.451 / 60] X 44 = 6 739 Schedule Air Sensible Area Ceiling Height ACH OT Fraction TOTAL HOURLY HEAT LOSS FOR ROOM 2674 EnergyPro 4.3 by EnergySoft User Number: 5454 Job Number: VL -1434 Page: 14 of 17 RESIDENTIAL ROOM COOLING LOAD SUMMARY Project Title Date PINA RESIDENCE 4/14/2008 Room Information Desi n Conditions Room Name: ZONE 1 Outdoor Dry Bulb Temperature: 1120F Floor Area: 1,954 sf Outdoor Web Bulb Temperature: 780F Indoor Dry Bulb Temperature: 78 of Outdoor Daily Range: 340F Opaque Surfaces Orientation Area . U -Factor CLTD 1 Btu/hr IR -13 Wall w/1" EPS I R-13 Wall w/1" EPS R-13 Wall w/1" EPS R-13 Wall w/1" EPS R-13 Wall w/1" EPS R-13 Wall w/1" EPS R-11 %A/.II -/1" FPC (S) 1,957.4 x X X X X X x X X x X X 0.0200 X X X X X X X X X x X X 56.0 E 11.0 0.0743 33.0 U 20.0 0.5000 33.0 N 471.3 0.0743 23.0 E 80.6 0.0743 33.0 S 431.0 0.0743 26.0 (W) 74.7 0.0743 33.0 (S) 126.7 0.0743 26.0 ( 248.0 0.0743 33.0 0.0x 38.3= E 0.0x 19.3+ 6.7X 38.3= (E 0.0X 19.3+ 2.7X 38.3= Items shown with an asterisk (') denote conduction through an interior surface to another room. 1. Cooling Load Temperature Difference (CLTD) Fenestration ht (Window 1450 SH I FR DR Nage I otal Orientation Shaded Area X X X x X GLF + + + + + Unshaded Area X X X X X1 GLF = = = = I Sk) 0.0x 25.2+ 4.0x 75.3= (Sky) 0.0 25.2 4.0 75.3 (Sky) 0.0 25.2 4.0 75.3 (Sky) 0.0 25.2 4.0 75.3 (k 0.0X 25.2+ 0.6X 75.3= (E_ 6.0X 19.3+ 0.0x 38.3= E 0.0x 19.3+ 6.7X 38.3= (E 0.0X 19.3+ 2.7X 38.3= E 0.0 19.3 33.3 38.3 E 0.0X 19.3+ 10.0X 38.3= Page Total Btu/hr Internal Gain Btu/hr Occupants 4 X Occupants X 230 Btuh/occ. = 92 p P E ui ment 1 X Dwelling Units x 1,600] Watts/sgft = 1,6001 Infiltration: 1.064 x 1.16 x 123.81 x 0 = 5.2071 Air Sensible CFM ELA DT TOTAL HOURLY SENSIBLE HEAT GAIN FOR ROOM 23,8161 Latent Gain Btu/hr Occupants IF74 X Occupants X 200 Btuh/occ. = 800 Infiltration: 4 771 x 1.16 x 123.81 x 0.00263 = 1 807 Air Latent CFM ELA "nw TOTAL HOURLY LATENT HEAT GAIN FOR ROOM 2,607 EnergyPro 4.3 by EnergySoft User Number: 5454 Job Number: VL -1434 Page: 15 of 17 RESIDENTIAL ROOM COOLING LOAD SUMMARY Project Title Date PINA RESIDENCE 14/14/2008 Room Information Design Conditions Room Name: ZONE 1 Outdoor Dry Bulb Temperature: 1120F Floor Area: 1,954 sf Outdoor Web Bulb Temperature: 78OF Indoor Dry Bulb Temperature: 78 of Outdoor Daily Range: 340F ue surraces Orientation Area U -Factor CLTD 1 E 170.4 X 0.1020 X 33.0 = S 105.0 X 0.1020 X 26.0 = X x = x X X x X X = X X X X X X X X = x x = x X = Items shown with an asterisk (') denote conduction through an interior surface to another room. 1. Cooling Load Temperature Difference (CLTD) Fenestration Window 1450 SH Window 1420 FO Window 3020 SH Window 2668 2 FR DR Window 5020 FO Window 2050 SH Window 2020 FO Window 4050 XO Window 4020 FO Window 2668 U FR DR Internal Gain Occupants 4 Equipment 1 rage I otal Orientation Shaded Area X x x X x X GLF + + + + + + Unshaded Area X x x x X X Page GLF = = = = _ = E 0.0 19.3 6.7 38.3 U 0.0 19.3 10.0 38.3 S 0.0 19.3 6.0 19.3 0.0x 19.3+ 33.3X 38.3= 0.0 19.3 10.0 38.3 0.0x 19.3+ 10.0x 38.3= W 0.0x 19.3+ 4.0X 38.3= S 0.0x 19.3+ 20.0X 19.3= S 0.0 19.3 8.0 19. S O.Ox 19.3+ 33.3X 19.3= Total Btu/hr 574 278 852 Btu/hr Btu/hr x Occupants X 230 Btuh/occ. = 920 x Dwelling Units X 1,6001 Watts/sqft = 1 600 Infiltration: 1.064 x 1.16 X 123.81 x0 = 5,207 Air Sensible CFM ELA OT TOTAL HOURLY SENSIBLE HEAT GAIN FOR ROOM 23,8161 Latent Gain Btu/hr Occupants04 x Occupants X 200 I Btuh/occ. = 800 Infiltration: 4 771 x 1.16 x 123.81 x 0.00263 = 1,807 Air Latent CFM ELA pW TOTAL HOURLY LATENT HEAT GAIN FOR ROOM 2,607 EnergyPro 4.3 by EnergySoft User Number: 5454 Job Number: VL -1434 Page: 16 of 17 ,RE'SIDENTIAL ROOM COOLING LOAD SUMMARY IProject Title Date PINA RESIDENCE 4/14/2008 Room Information Desi n Conditions Room Name: ZONE 1 Outdoor Dry Bulb Temperature: 1120F Floor Area: 1,954 sf Outdoor Web Bulb Temperature: 78OF Indoor Dry Bulb Temperature: 78 of Outdoor Daily Range: 340F Opaque Surfaces Orientation Area U -Factor CLTD 1 Btu/hr Items shown with an asterisk (') denote conduction through an interior surface to another room. 1. Cooling Load Temperature Difference (CLTD) Fenestration Window 5020 FO Blk Page Total _ 0 Orientation Btu/hr x x x x x x x x x x x x x X x x x X x x x x x x x x x x x x x + + + + + +::::::] + Unshaded Area x X X X x X X Page GLF = = = = = ( 0.0 19.3 10.0 19.3 800 0.0x 19.3+ 8.0X 38.3= W 0.0x 28.1+ 12.0X 50.7= N 0.0 19.3 4.0 19.3 N 0.0X 19.3+ 25.0X 19.3= N 0.0 19.3 4.0 19.3 N 0.0x 19.3+ 25.0X 19.3= N 0.0 19.3 4.0 19.3 Items shown with an asterisk (') denote conduction through an interior surface to another room. 1. Cooling Load Temperature Difference (CLTD) Fenestration Window 5020 FO Blk Page Total _ 0 Orientation Btu/hr Shaded Area x X x x x X x GLF + + + + + +::::::] + Unshaded Area x X X X x X X Page GLF = = = = = ( 0.0 19.3 10.0 19.3 800 0.0x 19.3+ 8.0X 38.3= W 0.0x 28.1+ 12.0X 50.7= N 0.0 19.3 4.0 19.3 N 0.0X 19.3+ 25.0X 19.3= N 0.0 19.3 4.0 19.3 N 0.0x 19.3+ 25.0X 19.3= N 0.0 19.3 4.0 19.3 Total Btu/hr Internal Gain Btu/hr Occupants 4 x Occupants x 230 Btuh/occ. = P P 92 Equipment 1 x Dwelling Units X 1,600] Watts/sqft = 1,6001 Infiltration: 1.064 X 1.16 x 123.81 X 34 = 5.2071 Air Sensible CFM ELA OT TOTAL HOURLY SENSIBLE HEAT GAIN FOR ROOM 23,8161 Latent Gain Btu/hr Occupants 0 x Occupants x 200 Btuh/occ. = 800 Infiltration: 4,771 x 1.16 x 123.81 x 0.00263 = 1807 Air Latent CFM ELA pW TOTAL HOURLY LATENT HEAT GAIN FOR ROOM 2,607 EnergyPro 4.3 by EnergySoft User Number: 5454 Job Number: VL -1434 Page: 17 of 17 a TRUSSWORKS A Company You Can Truss! MAIIJ OFFICE 75-110 ST. --CHARLES PLACE SUI$E,11A PALM DESERT, CA 92211„ PHONE: 760-341-22 2 JOB NUMBER:` I < 4-A, j FAX: 760-341-2293 - ffi o 0 0 C= d 7 WV >7 W Q o PR_ MANUFACTURING Y Wiz. Com .55-755 TYLER STREE O? aa.. .THERMAL, CA 92274`?: gQ :=" ` FAX: 760-399-9785 JOB NUMBER:` I < 4-A, j C= d W Q o PR_ J Com =• 1_e .. . qhs NATIO NI AL INSPECTION ASSOCIA1 "` Quality Systems Management, Inc. ® s National Testing, Inc. Accredited Quality Assurance / Control Agency IAS AA -583 Metal Plate Connected Wood Truss Non Listed Fabricator's Audit Report Number: A 2 4 L 2 I i Origination Date: 07-2003 Revision: No. C AP #13 Audit Dale/Arrive/Depart: 1 Fabricator's Name: -Tp—o. r)D , f nc Location: _ P/ /)7i4 ,2 I' Does the Fabricator have a current Agreement with the Agency for Audit? ................................. Is the Quality System Manual, `IQSM" up to date per AC -10 & AC -98? ....................................... Has the QSM been reviewed within a twelve month period?...................................:................... Are materials used in Producti 6n per National Standards & Engineers Specifications? .............. Is an acceptable In -House Quality Control System according to National Standards in place?.. Are In -House Quality Control Inspections being conducted per National Standards? ................. Is Final Inspection of the Trusses completed prior to Labeling & Shipment? ............................... Is there a System in place to deal with Non -Conforming Materials? ............................................ Ore written Q.C. Inspection Reports and Agency Audits kept for at least two years? -lave any Corrective Action Requests, "CAR", been issued during this Audit?.......... Product Check Yes _ No Yes _ No Yes _4. No Yes _,,=,—No Yes No Yes _ No Yes _ G No Yes _I/'No Yes _1,,::: No Yes No t...l CVV11iUNF RMI G NON -CONFORM. REMARKS Lumber Grade Joint Accuracy is within 1/8" Plate Placement ' AnA ANSI / TPI 2002 Plate Size I ICC ES % Plate to Wood Tolerance is within 1/32" 4622 Label Legibility - Labels on Site - Stamps Labels 61 1617,c— CATEGORY 1 1 YES NO In Supervisory Personnel, Production Process I 4ny Test Performed or Witnessed s There Product Tractability kny "CAR" Reports From Last Audit kny Shut Downs or Disruptions In Prod kny Samples Taken kny Test / Measuring Equipment That R ,oes the Final Product meet U res Calibration / IBC and National Standards? Per AC -98 Per AC -98 Per AC -98 Per AC -98 Per AC -98 Per AC -98 Per AC -98 REMARKS Required Signatures Fabricator Q.C. Supervisor p Auditor for National Inspection Association O. Box 3426 I E -Mail: NIA illette@vcn com g (307) 685-6331 Office illette 41yoming 82717-3426 Cellular Phone: (307) 689-5977 (307) 68-5-K.7.77 FnY eJob Scope of Work Statement Page 1 of 1 it ON. h, INAM MOVAi SYSTEM Engineering eJob 7/2/2008 Truss Engineer Design Responsibilities The engineer's signature on this design certifies that the individual component depicted, if built with the materials and to the placements and tolerances specified, will bear the loads shown on the drawing. Users of the component are responsible for determining that any as -built component conforms to the design. The loading and dimensions specified have been provided by others and have not been verified by the signing engineer. The building designer is responsible for determining that the dimensions and loads for each component match those required by the plans and by the actual use of the individual component. The building designer is responsible for ascertaining that the loads shown on the designs meet or exceed applicable building code requirements and any additional factors required in the particular application. The engineer's seal on the attached component designs indicates acceptance of professional engineering responsibility solely for the design of the individual component assuming that the loading and dimension requirements are as represented to the engineer. The suitability and use of this component for any particular building is the responsibility of the building designer in accordance with ANSI/TPI, Section 2. The engineer certifying this component is not responsible for anything beyond the specific scope of work set forth above, including but not limited to, the loading factors used in the design of the component, the dimensions of the component, the transfer of lateral loads from the roof and/or forward to the shear walls down to the foundation, connection of the components to the bearing support, the design of the bearing supports, the design and connection to the shear walls, the design of temporary or permanent building bracing required in the roof and/or floor systems, transfer of vertical loads down to the foundation, the design of the foundation or analysis in connection with the roof and/or floor diaphragms of the building. This is a high quality facsimile of the original engineering document. A wet or embossed seal copy of this engineering document is available upon request. ITW Building Components Group 4445 Northpark Drive, Suite 102 Colorado Springs, CO 80907 800-322-4045 `l file://C:\Documents and Settings\design6\Local Settings\Temp\radD38C9.tmp.O..eJob\eJob ... 7/2/2008 eJob Table of Contents /„\ m ,rxuSVJA ►NAMMA / SYSMIMIS Table of Contents Page No. Truss Label 1 A01 4 A04 7 A07 10 A10 13 B01 Page.1 Engineering eJob 7/2/2008 Page No. Truss Label 2 A02 5 A05 8 A08 11 A11 14 B02 ITW Building Components Group 4445 Northpark Drive, Suite 102 Colorado Springs, CO 80907 800-322-4045 Page 1 of 1 Page No. Truss Label 3 A03 6 A06 9 A09 12 Al2 1 15 II C01 I file://CADocuments and Settings\design6\Local Settings\Temp\radD38C9.tmp.O..eJob\eJob 7/2/2008 eJob Cover Sheet i1A00-h m ,riguSWA MAMWAM SYSTEM Engineering eJob 7/2/2008 This eJob is prepared exclusively for: Trussworks Inc. 75 - 110 St Charles PI Ste 11A Palm Desert, CA 92211 Work Order: pd04414 Job Customer: LENCH DESIGN Job Name: PINA RESIDENCE Job Address:. Truswal ID: T344519.J374520 Page 1 of 1 I hereby verify that this document was prepared by me or under my direct supervision and that I am a duly Licensed Professional Engineer. I am responsible for the design of each component detail only -- not for the proper manufacture of the components. This document is no longer valid if any modifications are made to it. ITW Building Components Group 4445 Northpark Drive, Suite 102 Colorado Springs, CO 80907 800-322-4045 file:HC:\Documents and Settings\design6\Local Settings\Temp\radD38C9.tmp.O..eJob\eJob ... 7/2/2008 Phone (760) 341-2232 PINA RESIDENCE Fax # (760) 341-2293 Q Q L ENC H D E S I G N T R U S S W O R K S A Company You Can Truss! 75-110 St. Charles pl. ste-11A Palm Desert, CA. 92211 SALES REP: HS DUE DATE: 04/23/2008 DSGNR/CHKR: JOLO / JL/D TC Live 20.00 psf TC Dead 14.00 psf BC Live 0.00 psf BC Dead 7.00 psf Total 41.00 psf WO#: PD04414 SCALE: 1"=12' 0" Date: 7/2/2008 14:12 DurFac-Lbr 1.25 DurFac-Plt 1.25 O.C. Spacing: 2 Design Spec: CBC -07 #Tr/#Cfg: 64 / 15 Wob Name: PINA RESIDENCE Truss ID: A01 Qty: 1 BRG X -LOC REACT SIZE REQ'D 1 13- 3-12 341 3.50" 1.50" 2 14-7-0 202 3.50 1.50" 3 16-0- 0 485 3.50" 1.50" 4 18-0-0 0 210 3.50" 1.50" 5 20-0-0 209 3.50" 1.50" 6 22-0-0 210 3.50" 1.50" 7 24-0-0 536 3.50" 1.50" 8 25-10-14 212 3.50" 1.50" 9 27-9-12 585 3.50" 1.50" 10 29-2.8 168 3.50" 1.59- 11 30-7-4 201 3.50" 1.50" 12 32-0.0 731 3.50" 1.50" 13 34-0-0 210 3.50" 1.50" 14 36-0-0 209 3.50" 1.50" 15 38-0-0 210 3.50" 1.50" 16 39-10-4 424 3.50" 1.50" BRG REQUIREMENTS shown are based ONLY on the truss material at each bearing MAX DEFLECTION Man): L/999 MEM 10-11 (LIVE) LC 53 L= 0.00" D= 0.00" T= 0.00" CSI SC COMP. DUR. TENS.TUR.) CSI 6.7 0(1.6 y (1.60) 0. 7 7-8 / 0.08 8.9 / 0.08 9-10 / 0.07 10.11 /r(p 0.10 R177(E60S.fD 9R.) CSI 6-18 33(( 25vvy 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 T R U S WA L 1-72 -274(111?60 292(1560)00 08 2-7 -.45(1.25y 167(1.6030 .44 2-8 -979 1.25 3-8 -1071.25 171111.60 0.46 91 .60 0.05 3-9 -566 1.25 41(1.60) 0.12 3-10 -178 1.2 / 101 1.60 0.09 4-10 -729 1.25 120 1.60 0.17 4-11 -269 1.25 180 1.60 0.27 11-5 -356 1.25 26( .60 0.69 5.13 0(1.25 0(1.25) .68 TC 2x4 SPF 1650F -1.5E 2x4 SPF 2100F -1.8E 1-3 BC 2x4 SPF 165OF-1.5E WEB 2x4 HF STUD 2x4 SPF 1650E -1.5E6-12 GBL BLK 2x4 HF STUD Lumber shear allowables are per NDS. IRC/IBC truss plate values are based on testing and approval as required by IBC 1703 and ANSI/TPI and are reported in available document ESR -1118. Loaded for 10 PSF non -concurrent BCLL. Loaded for 200 lb non -concurrent moving BCLL Mark all interior bearing locations. Install interior support(s) before erection. Permanent bracing is required (by others) to prevent rotation/toppling. See SCSI and ANSI/TPI 1. End verticals are designed for axial loads only unless noted otherwise. Extensions above or below the truss profile ('rf any) have been designed for loads indicated only. Horizontal loads applied at the end of the extensions have not been considered unless shown. A drop -leg to an otherwise unsupported wall may create a hinge effect that requires additional design consideration (by others). X0_0 3X6 1 2-16 IIPA 2X4 4X4 ®oto -0 ®oto -0 0.25 Designed per ANSI/rP11.2002 This design does not account for long tens time dependent loading (creep). Building Designer must account for this. Refer to Joint QC Detail Sheet for Maximum Rotational Tolerance used THIS DESIGN IS THE COMPOSITE RESULT OF MULTIPLE LOAD CASES. IF HANGERS ARE INDICATED ON THIS DRAWING, THEY ARE BASED ON 1.5" HANGER NAILS FOR 1 -PLY AND 3" HANGER NAILS FOR MULTI -PLY GIRDERS. IF 2.5" GUN NAILS ARE USED, THE HANGERS MUST BE RE-EVALUATED (BY OTHERS). Loaded for 300 Ib non -concurrent moving TCLL. Drainage must be provided to avoid ponding. May use adequate staples for gable blocks. BUILDING DESIGNER MUST VERIFY GABLE LOADS! [-I gable bracing required Q 56" intervals, if exposed to vend load applied to face. See "General Gable Details". C002065035. 7-97-9-12 55-64 24-9-12 20-8-0 3X4 13-2-0 ) 26-10-0 STUB 6 7 26t0O 8 8-090 3-9-19 4-2-4 11 26to-o 20-0030 24-9-12 36-OODO TYPICAL PLATE: 1.5X3 OVER SUPPORT AS SHOWN UPLIFT REACTION(S): Support C&C Wind Non -Wind 1 -170 Ib 2 -4 Ib -8 lb 3 -138 Ib 4 -6 Ib 5 -6 Ib 6 -6 Ib 7 -128 Ib 8 -6 Ib 9 -139 Ib 10 -4 Ib -2 lb 11 -4 Ib -9 lb 12 -174 Ib 13 -6 lb 14 -6 lb 15 -7 lb 16 -93 lb This truss is dies' red u05 ppsin the Bldg EnclosedE PartPartial, Importance Factor = 1.00 Truss Location = End Zone Hurricane/Ocean Line = No, Exp Cate o.ry = C Bldg Length = 40.00 ft, Bldg Width = 0.00 ft Mean roof height = 16.27 ft, mph = 85 ASCE711 Standard Occupancy, Dead Load = 12.6 psf Designed as Main Wind Force Resisting System - Low-rise and Components and Cladding Tributary Area = 93 sqft 6-8-0 Vertical members exposed to wind: 6-12, 11-13 -LOAD CASE #1 DESIGN LOADS 86-0030 Dir L.PIf L.Loc R.PIf R.Loc LL/TL TC Vert 108.00 13- 2- 0 108.00 40- 0- 0 0.55 BC Vert 14.00 13- 2- 0 14.00 40- 0- 0 0.00 8-0-0 MOM All connector plates are Truswal 20 ga. or Wave 20 ga., unless preceded b "HS" for HS 209a., "S" for SS 18 ga. from Alpine; or preceded by "MX" for TWMX 20 ga. or "H" for 16 ga. from Truswal, positioned per Joint Detail Reports. Circled plates and false 7/2/2008 frame plates are positioned as shown above. Shift gable stud plates to avoid overlap with structural) plates or staple). 277 - Trussworks, Inc. WARNINGRead all notes on this sheet and give a copy of it to the Erecting Contractor. Cust: LENCH DESIGN ) This design is for an individual bullding component not buss system. It has been based on specifications provided by the component manufacturer WO: Drive_C_pd04414_L00005_J00001 (C and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions Dsgnr: JOLO #LC = 83 WT: 186# are to be verified by the component manufacturer endlor building designer prior to fabrication. The building designer must ascertain that the loads TC Live 20.00 psf LlveDur L=1.25 P=1.25 utilized on this design meet or exceed the loading Imposed by the local building code and the particular application. The design assumes that the top chord T R U S WA L is laterally braced by the roof or flow sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, uNess otherwise TC Snow 0.00 psf SrowDur L=1.15 P=1.15 ® SYSTEMS noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shag not be placed in any environment Mat wig cause the moisture content of the wood to exceed 19% andlor cause connector plate corrosion. Fabricate, handle, install TC Dead 14.00 psf Rep Mbr Bnd / Comp / Tens brace this truss in the fogowing 'Joint and Cutting Detail Reports' available as output from Truswal sottwwe, BC Live 0.00 psf P 1.00 / 1.00 / 1.00 RDD° Building Components Group, Inc. and accordance with standards: •ANSVTPI 1'. WTCA V- Wood Tess Council of America Standard Design ResponsibMes,'BUILDING COMPONENT SAFETY INFORMATION'- - BC Dead 7.00 psf O.C.Spacing 2- 0- 0 4445 Northpark Dr. Ste. 102, Colo. Spgs., CO 80907 (SCSI 1-03) and'BCSI SUMMARY SHEETS' by WTCA and TPI. The Truss Plate Institute (TPI) is located at 583 D'Onofrio Drive, Madison, TRUSPLUS 6.0 VER: T6.5.7 Wscwsin 53719. The American Forest and Paper Association (AFPA) is located at 1111 19th Street, NW, Ste 800, Washington, OC 20036. Bldg Code: CBC -07 DEFL RATIO: U240 TC: U240 Job Name: PINA RESIDENCE Truss ID: A02 Qty: 9 BRG X -LOC REACT SIZE REO'D 1 13-3-12 519 3.50" 1.50" 2 27- 9-12 1320 3.50" 1.52" 3 39-10- 4 455 3.50" 1.50" ERG REQUIREMENTS shown are based ONLY on the truss material at each bearing MAX DEFLECTION Man): U516 MEM 10-11 (LIVE) LC 51 L= -0.28" D= -0.10" T= -0.38" EX.WB DEF CRITERIA:U120, IN MEM 6-12' T= 0.32" CRITICAL MEMAER FORCES: TC COMP.(DUR.y TENS.(DUR.) CSI 1-2 -489(1.225 424 1.60 0.78 2-3 -325(1.25 216 1.60 0.73 3.4 -3151.251 2741.60 0.56 4-5 -308 1.6((0 )317 1.60 0.73 BC 6-7 7622(P.6 R688(E 60)(0.38) CSI 7-8 {30(1.60 895(1.250))0.52 8-9 -543(1.25 289(1.60 0.36 9-10 -543(1.2 289 1.6 0.45 10-11 46x( .6 y 4e (1.2 ) 0.64 We COMP2(u R)/S(E6NOS).(DU9R.) CSI 1-12 0(1.2555y 220(1.25 UUs 1-7 -298(1.60)/ 602(1.g5 0.21 2-7 A98 1.25 4151(((((1.60 0.24 2-8 -731 1.25 480 1.60 0.34 3-8 -J16 1.60 840 1.25 0.29 3-9 -1285 1.2 399 1.6 0.27 3-10 -329 1.60 828 2510 5 0.29 4-10 -354 1.25 276 1.60 0.08 4-11 -5201.25 366 1.60 0.53 11-5 -304 1.25 80( .60 0.70 5-13 0(1.25 0(1.2 5)0.68 TC 2x4 SPF 1650F -1.5E BC 2x4 SPF 1650F -1.5E WEB 2x4 HF STUD 2x4 SPF 165OF-1.5E 6.12 Lumber shear allowables are per NDS. THIS DESIGN IS THE COMPOSITE RESULT OF MULTIPLE LOAD CASES. IF HANGERS ARE INDICATED ON THIS DRAWING, THEY ARE BASED ON 1.5" HANGER NAILS FOR 1 -PLY AND 3" HANGER NAILS FOR MULTI -PLY GIRDERS. IF 2.5" GUN NAILS ARE USED, THE HANGERS MUST BE RE-EVALUATED (BY OTHERS). Mark all interior bearing locations. Install interior support(s) before erection. End verticals are designed for axial loads only unless noted otherwise. Extensions above or below the truss profile (if any) have been designed for loads Indicated only. Horizontal loads applied at the end of the extensions have not been considered unless shown. A drop -leg to an otherwise unsupported wall may create a hinge effect that requires additional design consideration (by others). 6040-0 604o-0 Designed per ANSI/rPI 1-2002 This design does not account for long tens time dependent loading (creep). Building Designer must account for this. Refer to Joint QC Detail Sheet for Maximum Rotational Tolerance used IRCABC truss plate values are based on testing and afproval as required by IBC 1703 and A SI/TP and are reported in available document ESR -1118. Loaded for 10 PSF non -concurrent BOLL. Loaded for 200 Ib non -concurrent moving BCLL Loaded for 300 Ib non -concurrent moving TCLL. Drainage must be provided to avoid ponding. UPLIFT REACTION(S): Support CBC Wind Non -Wind 1 -2051b 2 -393 lb 3 -180 lb This truss is designed using the CBC -07 / ASCE7-05 Specification Bldg Enclosed = Partial, 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 = 85 ASCE7 It Standard Occu ancy, Dead Load = 12.6 psf Designed as Main Wind orce Resisting System - Low-rise and Components and Cladding Tributary Area = 54 sqft Vertical members exposed to wind: 6-12, 11-13 7-97-9-12 55-6-4 6-86-8 0 29-9-12 2e-4-0 0e-0090 3 4 5 0.25 3X6 -- 3X 3X 3X6 1 Hsos o s -o -o T T s- -o 126 2- 7 2-115 ISHIP 2 4 3X4 5X5 2X4 3X4 3 Ell W B2 114-7-12W: B3 W: FESS/p ,- R:519 R:1320 05 U:-393 R:455 U =180 Q 13-2-0 26-10-0 STUB -6 7 8 9 10 11 l 264026640 0 8-08-0 0 3-93-9-12 44-24 8-08-0 0 2640-0 20-0030 241-9-12 38-0030 Be -0030 Uj N 87407 70 m aWc Xrn Exp; 12131108 sT C1V11. Ofi CALL All connector plates are Truswal 20 ga. or Wave 20 ga., unless preceded by "HS" for HS 20 a., "S" for SS 18 ga. from Alpine; or preceded by "MX" for TWMX 20 ga. or "H" for 16 ga. from T swat, positioned perJointDetail Reports. plaes and false -- . Circled frame plates are positioned as shown above. Shift able stud plates to avoid overlapwith structural/ latex or staple). F 7/2/2008 277 - Trussworks, Inc. WARN/NGRead all notes on this sheet and give a copy of it to the Erecting Contractor. Cust: LENCH DESIGN This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer WO: Drlve_C_pd04414_L00005_J00001 (A) and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions Dsgnr: JOLO #LC = 87 WT: 141# are to be verified by the component manufacturer and/or bOd'ng designer pdor to fabrication. The building designer must oscertem that the loads utilized on this design meet or exceed the loading imposed by the local building code and the particular application. The design assumes that the top chord TC Live 20.00 psf LiveDur L=1.25 P=1.25 T R U S WA L is laterally braced by the roof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise TC Snow 0.00 psf SnowDu r L=1.15 P=1.15 ® SYSTEMS rested. Bracing shown is for lateral support of components members only to reduce buckling length. This component shag not be placed In any environment that will cause the moisture content of the mod to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, bsmg TC Dead 14.00 psf Rep Mbr Bnd / Comp / Tens / 1.10 / 1.10 and brace this truss in accordance with the following standards: 'Joint and Cutting Detail Reports' available as output from Trus -1 software, BC Live 0.00 psf 1.15 //097 Building Components Group, Inc. 'ANsvTPI 1','WTCA 1' - Wood Truss, Council of America Standard Design Responsibilities, 'BUILDING COMPONENT SAFETY INFORMATION'- BC Dead 7.00 psf O.C.Spacing 2- 0- 0 4445 Northparlt Dr. Ste. 102, Colo. Spits., CO 80907 (BCSI 1-03) and'BCSI SUMMARY SHEETS' by WTCA and TPI. The Truss Plate Institute (TPI) is located at 583 D'Onofrio Drive, Madison. TRUSPLUS 6.0 VER: T6.5.7 Wisconsin 53719. The American Forest and Paper Association (AFPA) is located at 1111 19th Street, NW, Ste 800, Washington, DC 20036. Bldg Code: CBC -07 DEFL RATIO: U240 TC: U240 Wob Name: PINA RESIDENCE Truss ID: A03 Qty: 1 BRG X -LOC REACT SIZE REQ'D 1 0-1-12 421 3.50" 1.50" 2 2- 0- 0 204 3.50 1.50" 3 4- 0- 0 198 3.50" 1.50" 4 6- 0- 0 198 3.50" 1.50" 5 8- 0- 0 867 3.50" 1.50" 6 9-9-13 204 3.50" 1.50" 7 11-7-11 215 3.50" 1.50" 8 13-3-12 366 3.50" 1.50" BRG REQUIREMENTS shown are based ONLY on the truss material at each bearing MAX DEFLECTION (span) U999 MEM 5.6 (LIVE) LC 40 L= 0.00" D= 0.00" T= 0.00" EX.WB DEF CRITERIA:U120 IN MEM 4- 7; T= 0.46" CRITICAL MEMBER FORCES: TC COM(RTUUyR.1/ T(ENS.)(OUR.) CSI 2 3 -166(1.60y 5228(1.25) 0.69 BC COMP. DUR.)/ TENS.(DUR.) CSI 4-5 -187(1. Oy 426(1.25)0.08 5'6 / 0.09 We B CCOMPZ(DyUR.U,, T 60)S.(65R.) CSI 1-7 0 1.2555y 055(1.25) 0.66 2-4-48 (1.25y 430(1.60)0.46 2-5 -997 1.25 296(((1.603)0.21 3-5 -237 1.25 263 1.60 0.16 3-0 -354 1.25 117 1.60 0.11 TC 2x4 SPF 2100E-1.BE BC 2x4 SPF 1650F -1.5E WEB 2x4 HF STUD 2x4 SPF 1650E -1.5E4-7 GBL BLK 2x4 HF STUD Lumber shear allowables are per NDS. IRC/IBC truss plate values are based on testing and approval as required by IBC 1703 and ANSI/TPI and are reported in available document ESR -1118. Loaded for 10 PSF non -concurrent BCLL. Loaded for 200 Ib non -concurrent moving BCLL c Loaded for 300 Ib nononcurrent moving TCLL. Drainage must be provided to avoid ponding. May use odeGuate staples for gable blocks. BUILDING DESIGNER MUST VERIFY GABLE LOADS! [+] gable bracing required @ 56" intervals, 1f exposed to wind load applied to face. See "General Gable Details", C002065035. Designed per ANSInPI 1-2002 This design does not account for long term time dependent loading (creep). Building Designer must account for this. Refer to Joint QC Detail Sheet for Maximum Rotational Tolerance used THIS DESIGN IS THE COMPOSITE RESULT OF MULTIPLE LOAD CASES. IF HANGERS ARE INDICATED ON THIS DRAWING, THEY ARE BASED ON 1.5" HANGER NAILS FOR 1 -PLY AND 3" HANGER NAILS FOR MULTI -PLY GIRDERS. IF 2.5" GUN NAILS ARE USED, THE HANGERS MUST BE RE-EVALUATED (BY OTHERS). Mark all interior bearing locations. Install interior support(s) before erection. Permanent bracing 1s required (b others) to prevent rotabonttoppling. See SCSI and ANSI/TPI 1. End verticals are designed for axial loads only unless noted otherwise. Extensions above or below the truss profile (if any) have been designed for loads indicated only. Horizontal loads applied at the end of the extensions have not been 6-8-0 considpred unless shown. A drop4eg to an 6-9 se unsupported wall may create a 6-8-0 hinge effect that requires additional design 13-5-8 consideration (by others). 2 3 0r• 25 TYPICAL PLATE: 1.5X3 UPLIFT REACTION(S) : Support C&C Wind Non -Wind 1 -159 Ib 2 -11 Ib 3 -10 lb 4 -11 Ib 5 -335 Ib 6 -9 Ib 7 -10 lb 8 -109 Ib This truss is designed using the CBC -07 /ASCE7-05 Specification Bldg Enclosed = Partial, Importance Factor = 1.15 Truss Location = End Zone Hurricane/Ocean Line = No, Exp Category = C Bldg Length = 40.00 ft, Bldg Width = 20.00 ft Mean roof height = 15.99 ft, mph = 85 ASCE7 IV Essential Facility, Dead Load = 12.6 psf Designed as Main Wind Force Resisting System - Low-rise and Components and Cladding Tributary Area = 66 sqft Vertical members exposed to wind: 4- 7, 6- 3 -LOAD CASE #1 DESIGN LOADS Dir L.Plf L.Loc R.Plf R.Loc LLrFL TC Vert 108.00 0- 0- 0 108.00 13-5-8 0.55 BC Vert 14.00 0- 0- 0 14.00 13- 5- 8 0.00 5- -0 T SHIP 13-5-8 26-6-8 8-05 5 5 8_ STUB 8-0-0 13-513 -8 OVER SUPPORT AS SHOWN All connector plates are Truswal 20 ga. or Wave 20 ga., unless preceded by "HS" for HS 20 a., "S" for SS 18 ga. from Alpine; ► . or preceded by " positioned for TWMX 20 ga. or "H" for 16 ga. from T P swat, positioned perJointDetail Reprts. Circled plates and false 7/2/2008 frame plates are as shown above. Shift able stud plates to avoid overlapwith structural) plates or staple). 277 - Truss Inc. WARN/NGRead all notes on this sheet and give a copy of it to the Erecting Contractor. Cust: LENCH DESIGN works, This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer WO: Drive_C_pd04414_L00005_J00001 (C and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimension Dsgnr: JOLO #LC = 57 WT: 86# 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 LlveDur L=1.25 P=1.25 utilized on this design meet or exceed the loading imposed by the local building code and the particular application. The design assumes that the top chord T R U S WA L is laterally braced by the roof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, uniess otherwise TC Snow 0.00 psf SnowDur L=1.15 P=1.15 ® SYSTEMS noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed in any environment that wJl cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, Install TC Dead 14.00 psf Rep Mbr Bnd / Comp / Tens and brace this buss in accordance with the following standards: 'Joint and Cutting Detail Reports' available as output from Trus -I software, BC Live 0.00 psf 1.00 / 1.00 / 1.00 AM Building Components Group, Inc. 'ANSUTPI 1', WTCA 1' -Wood Truss Council of America Standard Design Responsibilities, *BUILDING COMPONENT SAFETY INFORMATION'- BC Dead 7.00 psf O.C.Spacing 2- 0- 0 4445 Northparlt Dr. Ste. 102, Colo. Spgs., CO 80907 (BCSI 1-03) and'BCSI SUMMARY SHEETS' by WTCA and TPI. The Truss Plate Institute (TPI) is located at 583 D'Onofrio Drive, Madison, TRUSPLUS 6.0 VER: T6.5.7 Wisconsin 53719. The American Forest and Paper Association (AFPA) is located at 1111 19th Street, NW, Ste 800, Washington, DC 20036. Bldg Code: CBC -07 DEFL RATIO: U240 TC: U240 Job Name: PINA RESIDENCE Truss ID: A04 Qty: 6 BRG X -LOC REACT SIZE REO'D 1 0- 1-12 928 3.50" 1.50" 2 27-9-12 2341 3.50" 2.98" 3 39-10-4 263 3.50" 1.50" BRG REQUIREMENTS shown are based ONLY on the truss material at each bearing MAX DEFLECTION (span) : L/999 MEM 8-9 (LIVE) LC 32 L= -0.32" D= -0.20" T= -0.53" EX.WB DEF CRITERIA:L/120 CRITICAL ME((M6 RVvFORCES: TC COMP.1 2 534(1.60VR547(E.G01(073) CSI 2-3 -2558(1.255y 11 35(1.611))0.77 3-4 -2116(1.25)/ 873(, 60)0.72 4.5 -525((, 60y 726(1.25 0.75 55 700(1.60y 1262(1.2)0.67 6.7 335((1.6011 344(,.60) 0.74 BC COMP.(DUR. , TENS. (DUR.) CSI 8.9 -1390(1.6011 404(1.25)0.82 9-10 -,220 1.600 2657 1.25 0.70 10.11 -558 1.60 / 1172 1.25 0.57 11-12 -2458 1.2 y 988 1.60 0.40 12-13 -2459 1.25)/ 988 1.60 0.48 13-14 -926( .25y 651( .60)0.61 WB COMP. DUR. TEN)S.(DUR.) CSI 8-15 3 0( 11.2 I/ 0 1( 25) b 265 2-a -2506('1.25 , 51)(,.sodo.74 2-9 -35(1.6' 1 369(1.25) 13 3-9 -331(1.25 / 291(1.25 0.24 340 -684(1.2 412(1.6 0.20 4-10 -369((1.60 / 1082 1.2 0.37 5-11 6 09 4-11 2.666(,1.61y 2029 1.25)0.70 5-/2 -2289(1.25)/ 796 1.6030 .47 5-13 -625 ,.60 1614 1.25 0.56 6-13 $16 1.25 / 451(( .60) 0.19 14-7 -3081.25 996(11.60) 0.76 7-16 0(1.25) 0(1.25) 0.74 TC 2x4 SPF 165OF-1.5E BC 2x4 SPF 165OF-1.5E WEB 2x4 HF STUD 2x6 HF 165OF-1.5E 8-15 Lumber shear allowables are per NDS. Refer to Joint OC Detail Sheet for Maximum Rotational Tolerance used IRC/IBC truss plate values are based on testing and approval as required by IBC 1703 and ANSI/TPI and are reported in available document ESR -1118. Loaded for 10 PSF non -concurrent BCLL. Loaded for 200 Ib non -concurrent moving BCLL Mark all interior bearing locations. Install interior support(s) before erection. End verticals are designed for axial loads only unless noted otherwise. Extensions above or below the truss profile (if any) have been designed for loads Indicated only. Horizontal loads applied at the end of the extensions have not been considered unless shown. A drop -leg to an otherwise unsupported wall may create a hinge effect that requires additional design consideration (by others). T 5-0-0 T 1 212 B1 W:308 R:928 U:-341 ®Web bracing required at each location shown. See standard details ((TX01087001-001 revl). Designed per ANSI/TPI 1-2002 This design does not account for long term time dependent loading (creep). Building Designer must account for this. THIS DESIGN IS THE COMPOSITE RESULT OF MULTIPLE LOAD CASES. IF HANGERS ARE INDICATED ON THIS DRAWING, THEY ARE BASED ON 1.5" HANGER NAILS FOR 1 -PLY AND 3" HANGER NAILS FOR MULTI -PLY GIRDERS. IF 2.5" GUN NAILS ARE USED, THE HANGERS MUST BE RE-EVALUATED (BY OTHERS). Loaded for 3001b non -concurrent moving TCLL. Drainage must be provided to avoid ponding. 6-8-0 6-8-0 6 8-0 6-8-0 13-4-0 20-0-0 0.25 7-9-12 5-6-4 6-8-0 27-9-12 33-4-0 40-0-0 UPLIFT REACTION(S) : Support C&C Wind Non -Wind 1 341 Ib 2 -796 lb 3 -94 lb -223 to This truss is designed using the ification Bldg EnclosedEPartiaF Iec'mportance Factor = 1.15 Truss Location = End Zone Hurricane/Ocean Line = No, Exp Category = C Bldg Length = 40.00 ft. Bldg Width = 20.00 ft Mean roof height = 11.29 ft, mph = 85 ASCE7 IV Essential Facility, Dead Load = 12.6 psf Designed as Main Wind Force Resisting System - Low-rise and Components and Cladding Tributary Area = 80 sqft Vertical members exposed to wind: 8-115,14-16 R:2341 U:-796 10 9 11 12 13 14 8-0-0 8--0 B-O 8-0-0 8-0-0 16-0-0 24-0-0 r N N 40-0-0 N V n T 5- -0 2.115 SHIP B3 W:308 R:263 U:-223 All connector plates are Truswal 20 ga. or Wave 20 ga., unless preceded by "HS" for HS 20 ga., "S" for SS 18 ga. from Alpine; 7/2/2008 n or preceded by "MX" for TWMX 20 ga. or "H" for 16 ga. from T P swat, positioned perJointDetall Reports. Circled plaes and false / I I L OO H frame plates are positioned as shown above. Shift able stud plates to avoid overlapwith structure latex or staple). 277 - Trussworks, Inc. WARNINGRead all notes on this sheet and a copy of it to the Erecting Contractor. Cust: LENCH DESIGN give This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer WO: Drive_C_pd04414_L00005_J00001 (A) and done in accordance with the current versions of TPI and AFPA design standards. No responsibility, is assumed for dimensional accuracy. Dimensions Dsgnr: JOLO #LC = 113 WT: 207# are to be verified by the camponent mems( -hirer and/or building designer prior to fabrication. The building designer must ascertain that the loads TC Live 20.00 psf LlveDur L=1.25 P=1.25 utilized on this design meet or exceed the loading imposed by the local building code and the particular application. The design assumes that the top chord T R U S WA L is laterally braced by the roof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise TC Snow 0.00 psf SnowDur L=1.15 P=1.15 ®SYSTEMSenvironment noted. Bracing shovm is for lateral support of components members only to reduce buckling length. This component shall not be placed in any that vdil cause the moisture moment of the "ad to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, install TC Dead 14.00 psf Rep Mbr Bnd / Comp /.Tens and brace this truss in accordance with the following standards: *Joint and Cutting Detail Reports' available as output from Truswal soft are. BC Live 0.00 psf 1.15 / 1.10 / 1.10 IM Building Components Group, Inc. 'ANSIrrPI 1', YVTCA V- Wood Truss Council of America Standard Design Responsibilities, *BUILDING COMPONENT SAFETY INFORMATION- BC Dead 7.00 psf O.C.Spacing 2- 0- 0 4445 Northpark Dr. Ste. 102, Colo. Spills., CO 80907 (BCSI 1-03) and'BCSI SUMMARY SHEETS' by WTCA and TPI. The Truss Plate Instibde (TPI) is located at 583 D'Onohio Drive, Madison, TRUSPLUS 6.0 VER: T6.5.7 Wisconsin 53719. The American Forest and Paper Association (AFPA) is located at 1111 19th Street, NW, Ste 800, Washington, DC 20036. Bldg Code: CBC -07 DEFL RATIO: U240 TC: U240 Job Name: PINA RESIDENCE Truss ID: A05 Qty: 6 BRG X -LOC REACT SIZE REQ'D 1 0-1-12 1025 3.50" 1.50" 2 27- 9-12 2862 3.50" 3.50" 3 39-10- 4 200 3.50" 1.50" ERG REQUIREMENTS shown are based ONLY on the truss material at each bearing CSI BC COMP.(DUR.V TENS. DUR.) CSI 8-9 -1229 1.60 22720 1.25 0.96 9-10 -881 1.60 3328 1.25 0.85 10.11 -209(1.61/ 166 1.2 0.71 11-12 -3122(1.25y 629 1.60 0.46 12-13 -3123 1.25 630 1.60 0.56 13-14 -12551 46J 1.60 0.72 WB COMP. TUR.v TENS.(DUR.) CSI 8-1 -309((1.2 )/ 95(1.60)0.25 1-15 0( .60Y 0 0.90)b.26 2-8 -2834(1.25y 890(1.60)0.87 2-9 / 443(1.25 0.15 34 -475(1.25U 146( 25) 0.34 3-10 -077(1.25 417(1.60 0.19 4-10 -376((1.60 / 1072((1.20) 0.37 4-11 0.91 5-11 -299(11.60y)/ 2760(1.25)0.95 12-5 -2811(1.25)/ 531((11.60)) 0.62 5-13 -4951.60 18781.25 0.64 6.13 -973 1.25 373( .60 0.22 6.14 -2371.60/ 1341(1.25)0.46 14-7 -309 1.25 96(1.60 0.76 7-16 0(1.25 0(1.25) .74 TC 2x4 SPF 2100F -1.8E BC 2x4 SPF 1650F -1.5E WEB 20 HF STUD 2x6 HF 1650E -1.5E8-15 Lumber shear allowables are per NDS. Refer to Joint QC Detail Sheet for Maximum Rotational Tolerance used IRC/IBC truss plate values are based on testing and approval as required by IBC 1703 and ANSI?PI and are reported in available document ESR -1118. Loaded for 10 PSF non -concurrent BCLL. Loaded for 200 lb non -concurrent moving BCLL Mark all interior bearing locations. Install interior support(s) before erection. Permanent bracing is required (by others) to prevent rotationftoppling. See BCSI and ANSUTPI 1. ®Web bracing required at each location shown. See standard details (TX01087001-001 revl). Designed per ANSI/rP1 1-2002 This design does not account for long term time dependent loading (creep). Building Designer must account for this. THIS DESIGN IS THE COMPOSITE RESULT OF MULTIPLE LOAD CASES. IF HANGERS ARE INDICATED ON THIS DRAWING, THEY ARE BASED ON 1.5" HANGER NAILS FOR 1 -PLY AND 3" HANGER NAILS FOR MULTI -PLY GIRDERS. IF 2.5" GUN NAILS ARE USED, THE HANGERS MUST BE RE-EVALUATED (BY OTHERS). Loaded for 300 Ib non -concurrent moving TCLL. Drainage must be provided to avoid ponding. End verticals are designed for axial loads only unless noted otherwise. Extensions above or below the truss profile (if any) have been designed for loads Indicated only. Horizontal loads applied at the end of the extensions have not been considered unless shown. A drop4eg to an otherwise unsupported wall may create a hinge effect that requires additional design consideration (by others). 6-8-0 6-8-0 6-8-0 6-8-0 13-4-0 20-0-0 0.25 7-9-12 .5-6_44 6-8-0 27-9-12 33-4-0 40-0-0 UPLIFT REACTION(S) : Support CBC Wind Non -Wind 1 -315 Ib 2 -888 lb 3 -1651b -3461b This trussis des! ned using the Bldg EnclsedEPartal, cifirafion B Importance Factor = 1.15 Truss Location = End Zone Hurricane/Ocean Line = No, Exp Category = C Bldg Length = 40.00 ft, Bldg Width = 20.00 It Mean roof height = 11.29 ft, mph = 85 ASCE7 IV Essential Facility, Dead Load = 12.6 psf Designed as Main Wind Force Resisting System - Low-rise and Components and Cladding Tributary Area = 92 sgft Vertical members exposed to wind: 8-15, 14-16 -LOAD CASE #1 DESIGN LOADS Dir L.Plf L.Loc R.Plf R.Loc LLriL TC Vert 68.00 0- 0- 0 68.00 15-8-0 0.59 TC Vert 98.00 15- 8- 0 98.00 23-2-0 0.56 TC Vert 68.00 23- 2- 0 68.00 40-0-0 0.59 BC Vert 14.00 0- 0- 0 14.00 40-0-0 0.00 Type... lbs X.Loc LLrfL TC Vert 60.0 15- 8.0 0.49 TC Vert 150.0 19- 4- 0 0.49 TC Vert 60.0 23- 2- 0 0.49 All connector plates are Truswal 20 ga. or Wave 20 ga., unless preceded b "HS" for HS 201a., "S" for SS 18 ga. from Alpine; or preceded by "MX' for TWMX 20 ga. or "H" for 16 ga. from Truswal, positioned per Joint Detail Reports. Circled plates and false 7/2/2008 / 00 Q v frame plates are positioned as shown above. Shift gable stud plates to avoid overlap with structural plates (or staple). 277 - Truss works, Inc. WARNINGRead all notes on this sheet and a copy of it to the Erecting Contractor. Cust: LENCH DESIGN 8 WO: Drive_C_pd04414_L00005_J00001 (C T 5 60# y d 150# d 60# are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads 16 T 3X8 4X1 3 HS061 5X12 3X 3X6 6 noted. Bracing shown is for Lateral support of components members only to reduce buckling length. This component shall not be placed M any 5 -q -o Rep Mbr End / Comp / Tens ®SYSTEMS environment that will cause the moisture content of the wood to exceed 19%andlor 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 TruswalLive software, . BC Li000 psf P T 5 Q o IllYlq Building Components Group, Inc. T BC Dead 7.00 psf O.C.Spacing 2- 0- 0 4445 Northpark Dr. Ste. 102, Colo. Spgs., CO 80907 (BCSI 1-03) and'BCSI SUMMARY SHEETS' by WTCA and TPI. The Truss Plate Insfitute (TPI) is located at 583 D'Onofrio Drive, Madison, 2-9-15 I SHIP 2-1-2 1 Bldg Code: CBC -07 DEFL RATIO: U240 TC: U240 1 1 3X12 3X4 5X6 5X12 5X8 5X6 3)W-7 OFESSI B 1 27-9-12 B2 B3 W:308 W:308 W:308 R:1025 R:2862 R:200 U:-315 U:-888 U:-346 18 40-0-0 w N . 67407 9 10 11 12 13 14 a 8-0-0 8-0-0 8-0-0d o 8-0-0 Exp; 12131!08 6-0-0 16-0-0 24-0-0 W r v N N a 40-0-0 •n V' ^ V 4 N co " i •r • All connector plates are Truswal 20 ga. or Wave 20 ga., unless preceded b "HS" for HS 201a., "S" for SS 18 ga. from Alpine; or preceded by "MX' for TWMX 20 ga. or "H" for 16 ga. from Truswal, positioned per Joint Detail Reports. Circled plates and false 7/2/2008 / 00 Q v frame plates are positioned as shown above. Shift gable stud plates to avoid overlap with structural plates (or staple). 277 - Truss works, Inc. WARNINGRead all notes on this sheet and a copy of it to the Erecting Contractor. Cust: LENCH DESIGN give This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer WO: Drive_C_pd04414_L00005_J00001 (C and done in accordance with the ourrem versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions Dsgnr: JOLO #LC = 113 WT: 209# 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 LiveDur L=1.25 P=1.25 WIed 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 ¢ T R U S WA L is laterally braced by the roof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise TC Snow 0.00 psf $nOWDUf L=1.15 P=1.15 noted. Bracing shown is for Lateral support of components members only to reduce buckling length. This component shall not be placed M any TC Dead 14.00 psf Rep Mbr End / Comp / Tens ®SYSTEMS environment that will cause the moisture content of the wood to exceed 19%andlor 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 TruswalLive software, . BC Li000 psf P 1.00 / 1.00 / 1.00 IllYlq Building Components Group, Inc. •ANSUTPI 1', WTCA 1' -Wood Truss Council of America Standard Design Responsibilities,'BUILDING COMPONENT SAFETY INFORMATION'- BC Dead 7.00 psf O.C.Spacing 2- 0- 0 4445 Northpark Dr. Ste. 102, Colo. Spgs., CO 80907 (BCSI 1-03) and'BCSI SUMMARY SHEETS' by WTCA and TPI. The Truss Plate Insfitute (TPI) is located at 583 D'Onofrio Drive, Madison, TRUSPLUS 6.0 VER: T6.5.7 Wisconsin 53719. The American Forest and Paper Association (AFPA) is located at 1111 19th Street, NW, Ste 800, Washington, DC 20036. Bldg Code: CBC -07 DEFL RATIO: U240 TC: U240 Job Name: PINA RESIDENCE Truss ID: A06 Qtv: 6 BRG X -LOC REACT SIZE REQ'D 1 0- 1-12 1630 3.50" 1.50" 2 39-10- 4 1630 3.50" " 1.50 BRG REQUIREMENTS shown are based ONLY CSI 3-4 5-6 6-7 13CB-9 2197((1.60U11/R/ 4769(11.251)D0.57) CSI 10-1 279Y((((716 1y 7660 ((1 2555 0666 11-12 -2433(1.60y 6372(1.250.57 12-13 -1717 1.60 3727(1.25 0.52 8-18 1 9(1P25y R59(160)013R.) CSI 1-14 % 60U 07(1.2(5) 0.12 2-8 29 292(11.fi011 11090(11.25))0.19 3-9 -1871(11.25)/ 798(11.6 0)0.24 3-10 -83 60 458( .25 0.08 4-10 -33 1.2 / 252(1.2 0.04 4-11 -798(1.253/ 436(1.6010.09 5-11 -218(((1.605}/ 75611.2501)0.13 6-12 3119(i1.601 1196(1.2510.28 6-13 -3982 1.2 y 1376(1.66 0.62 13-7 308( .25y 93(1.60 38 7-15 0(1.25 0(1.25) .37 TC 2x4 SPF 1650F -1.5E BC 2x4 SPF 1650F -1.5E WEB 2x4 HF STUD 2x6 HF 1650F -1.5E 8-14 THIS DESIGN IS THE COMPOSITE RESULT OF MULTIPLE LOAD CASES. IF HANGERS ARE INDICATED ON THIS DRAWING, THEY ARE BASED ON 1.5" HANGER NAILS FOR 1 -PLY AND 3" HANGER NAILS FOR MULTI -PLY GIRDERS. IF 2.5" GUN NAILS ARE USED, THE HANGERS MUST BE RE-EVALUATED (BY OTHERS). Loaded for 300 Ib non -concurrent moving TCLL. Drainage must be provided to avoid ponding. End verticals are designed for axial loads only unless noted otherwise. Extensions above or below the truss profile (if any) have been designed for loads Indicated only. Horizontal loads applied at the end of the extensions have not been considered unless shown. A drop -leg to an otherwise unsupported wall may create a hinge effect that re,ulres additional design consideration (by others). 2 -PLY! Nail w/tOd BOX, staggered (per NDS) in: TC -2 BC -2 WEBS -2 PER FDOT!** Cluster screws, if shown, are 3" long. 2-PLYS REQUIRED I 5_j0 T 1 2L B1 W:308 R:1630 U:-546 6-8-0 6-8-0 6-8-0 13-4-0 Designed per ANSIrrPI 1-2002 This design does not account for long term time dependent loading (creep). Budding Designer must account for this. Refer to Joint QC Detail Sheet for Maximum Rotational Tolerance used IRCHBC truss plate values are based on testing and approval as required by IBC 1703 and ANSIfrPI and are reported in available document ESR -1118. Loaded for 10 PSF non-concurrentBCLL. Loaded for 200 Ib non -concurrent moving BCLL ++++++++++++++++++++++ Nail pattern shown is for PLF loads and point loads converted to PLF loads only. Concentrated loads MUST be distributed to each ply equally. Multi -ply with hangers are based on hanger nails using 1.5" nails min. into the carrying member. If shown, use additional fasteners for point loads from the back plys, distributed symm. in the cyhords, within 12" of han oved detail (ger Flange. IF 2.5" UN NAother ILS ARE USED, (by NAIL CLUSTER AMOUNTS SHOWN MUST BE INSTALLED FROM THE FRONT AND BACK FACE EQUALLY (TOTAL NAILS = DOUBLE THE AMOUNT SHOWN). 10d = 10d NAILS, SDS = Simpson SDS screws or eqquivalent substitute. (') - SpeciaLCppfr Itection Req. (by ppthh 3f 6-8-0 +++6++$9CaU+++++tr++Wt 4 6-8-0 20-0-0 26-8-0 33-4-0 40-0-0 0.25 3X12 4X4 5X6 5X6 4X4 9 10 11 12 13 8-0-0 8-0-0 8-0-0 8-0-0 8-0-0 8-0-0 16-0-0 24-0-0 32-0-0 40-0-0 All connector plates are Truswal 20 ga. or Wave 20 ga., unless preceded by "HS" for HS 20 ga., "S" for SS 18 ga. from Alpine; or preceded by "MX" for TWMX 20 ga. or "H" for 16 ga. from Truswal, positioned per Joint Detail Reports. Circled plates and false frame plates are positioned as shown above. Shift gable stud plates to avoid overlap with structural plates (or staple). UPLIFT REACTION(S) : Support C&C Wind Non -Wind 1 -546 lb 2 -550 Ib This truss is designed uppsinclggf the CBC -07 / ASC-05bon Bldg EnclsedE Partial, Importance Factor = 1.15 Truss Location = End Zone Hurricane/Ocean Line = No, Exp Category = C Bldg Length = 40.00 ft, Bldg Width = 20.00 it Mean roof height = 11.29 ft, mph = 85 ASCE7 IV Essential Facility, Dead Load= 12.6 psf Designed as Main Wind Force Resisting System - Low-rise and Components and Cladding Tributary Area = 80 sqft Vertical members exposed to wind: 8-14, 13-15 3 T 5TSHIP 0 it 2_115 7 B2 W:308 R:1630 U:-550 7/2/2008 277 - Trussworks, Inc. WARN/ NGRead all notes on this sheet and a copy of it to the Erecting Contractor. Cust: LENCH DESIGN give This design is for an individual building component not buss system. It has been based on specifications provided by the component manufacturer WO: Dhve_C_pd04414_L00005_J00001 (A) and done in accordance with the current versions of TPI and AFPA design standards. No responsibility's assumed for dimensional accuracy. Dimensions Dsgnr: JOLO #LC = 109 WT: 203# are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that bre loads TC Live 20.00 psf LiveDur L=1.25 P=1.25 ed on s design meet or exceed the loading imposed by the local building code and the particular application. The design assumes that the top chord ullaOti T R U S WA L is laterally braced by the roof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise TC Snow 0.00 psf SnowDur L=1.15 P=1.15 ® SYSTEMS rated. Bracing shown is for lateral support of components members a* to reduce buckling length. This component shad not be placed in any environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, install TC Dead 14.00 psf Rep Mbr Bnd / Comp / Tens and brace this truss in accordance with the following standards:'Joint and Cutting Detail Reports' available as output from Truswal software, Live . p BC Li000 psf 1.00 / 1.00 / 1.00 /M Building Components Group, Inc. 'ANSVTPI 1', WTCA V- Wood Thus Council of America Standard Design ResponsibilNes,'BUILDING COMPONENT SAFETY INFORMATION' - BC Dead 7.00 psf O.C.Spacing 2- 0- 0 4445 Northpark Dr. Ste. 102, Colo. Spgs., CO 80907 (SCSI 1-03) and'BCSI SUMMARY SHEETS' by WTCA and TPI. The Thus Plate Institute (TPI) is located at 583 D'Onotdo Drive, Madison, TRUSPLUS 6.0 VER: T6.5.7 Wisconsin 53719. The American Forest and Paper Association (AFPA) is located at 1111 19th Street, NW, Ste 800, Washington, DC 20036. Bldg Code: CBC -07 DER RATIO: U240 TC: U240 Job Name: PINA RESIDENCE Truss ID: A07 Qtv: 5 BRG X -LOC REACT SIZE REQ'D 1 0- 1-12 1141 3.50" 1.63" 2 18-9-12 1141 3.50" 1.63" BRG REQUIREMENTS shown are based ONLY on the truss material at each bearing CSI SC COMP.(DUR? TENS.(DUR.) CSI 56 -634 1.60 2787 1.25 0.96 6-7 621 1.60 2418 1.25 0.75 76 -743 1.60 / 790( .60) 0.42 9B -358(l.2 8(1(l.22 yDyU o45(la; 5R, CSI 2-5 1Bd41125 y 203(11.25 )0 .8 36 -223 1.60 555(1.25 0.19 3-7 -144 (1.2 )/ 283 1.6 0.42 4-7-192(1.60yy 1547 1.25 0.54 8-4 -1133(1.25v 149 1.60 0.48 4.10 Off .25Y 0(1.5)0.48 TC 2x4 SPF 165OF-1.5E BC 2x4 SPF 165OF-1.5E WEB 2x4 HF STUD 2x6 HF 165OF-1.5E 5-9 2x4 SPF 165OF-1.5E 8-10 Lumber shear allowables are per NDS. THIS DESIGN IS THE COMPOSITE RESULT OF MULTIPLE LOAD CASES. IF HANGERS ARE INDICATED ON THIS DRAWING, THEY ARE BASED ON 1.5' HANGER NAILS FOR 1 -PLY AND 3" HANGER NAILS FOR MULTI -PLY GIRDERS. IF 2.5" GUN NAILS ARE USED, THE HANGERS MUST BE RE-EVALUATED (BY OTHERS). Loaded for 300 Ib non -concurrent moving TCLL. End verticals are designed for axial loads only unless noted otherwise. Extensions above or below the truss profile (if any) have been designed for loads Indicated only. Horizontal loads applied at the end of the extensions have not been considered unless shown. A drop -leg to an otherwise unsupported wall may create a hinge effect that requires additional design consideration (by others). 6-86-8 0 6-8-0 B1 W:308 R:1141 U:-354 ®Web bracing required at each location shown. See standard details (7X01087001-001 revt). Designed per ANSI/rPl 1-2002 This design does not account for long tens time dependent loading (creep). Building Designer must account for this. Refer to Joint OC Detail Sheet for Maximum Rotational Tolerance used IRCABC truss plate values are based on testing and afproval as required by IBC 1703 and AV and are reported in available document ESR -1118. Loaded for 10 PSF non -concurrent BCLL. Loaded for 200 Ib non -concurrent moving BCLL Drainage must be provided to avoid Ponding. Permanent bracing is required (b others) to prevent rotation/toppling. See SCSI and ANSI/TPI 1. 6-8_ _ 05-78 13-413-4-0 18-1118-11-8 0.25 UPLIFT REACTION(S): Support C&C Wind Non -Wind 1 -354 lb 2 -354 Ib This truss is designed uppsinnlgg the cation Bldg Enclosed =Partal, Importance Factor = 1.15 Truss Location = End Zone Hunicane/Ocean Line = No, Exp Category = C Bldg Length = 40.00 ft, Bldg Width = 20.00 ft Mean roof height = 11.07 ft, mph = 85 ASCE7 IV Essential Facility, Dead Load = 12.6 psf Designed as Main Wind Force Resisting System - Low-rise and Components and Cladding Tributary Area = 77 sqft Vertical members exposed to wind: 5- 9, 8-10 -LOAD CASE #1 DESIGN LOADS Dir L.PIf L.Loc R.Pff R.Loc LL/TL TC Vert 108.00 0- 0- 0 108.00 18-11- 8 0.55 BC Vert 14.00 0- 0- 0 14.00 18-11- 8 0.00 B2 W:308 R:1141 U:-354 I 18-11-8 _ 121-0-8 5 6 7 8 STUB 8-08-0 0 8-08-0_ 0 2-11-8 8-0-0 16-0-0 18-11-8 All connector plates are Truswal 20 ga. or Wave 20 ga., unless preceded by "HS" for HS 20ga., "S" for SS 18 ga. from Alpine; Y or preceded by "MX" for TWMX 20 ga. or "H" for 16 ga. from Truswal, positioned per Joint Detail Reports. Circled plates and false 7/2/2008 frame plates are positioned as shown above. Shift gable stud plates to avoid overlap with structural plates (or staple). I IT 00 Q v 277 - Truss works, Inc. WARNINGRead all notes on this sheet and give a copy of it to the Erecting Contractor. Cust: LENCH DESIGN This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer WO: Drive_C_pd04414_1_00005_J00001 (C and done in accordance with the current versions of TPI and AFPA design standards. No resporrsibiGry s assumed for dimensional accuracy. Dimensions Dsgnr: JOLO #LC = 67 WT: 105# 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 LlveDur L=1.25 P=1.25 utilized on this design meet or a teed the loading imposed by the local building code and the particular application. The design assumes that the top chord T R U S WA L is laterally braced by the roof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise TC Snow 0.00 psf SnowDur L=1.15 P=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 TC Dead 14.00 psf Rep Mbr Bnd I Comp /Tens Te ® SYSTEM S environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, natal) and brace ths truss in accordance with the following standards: 'Joint and Cutting Detail Reports' available as output from Truswal software, BC Live 0.4. psf P 1.00 / 1.00 / SM Building Components Group, Inc. 'ANsvTPI 1', WTCA 1' - Wood Truss Council of America Standard Design Responsibilities,'BUILDING COMPONENT SAFETY INFORMATION'- BC Dead 7.00 psf O.C.Spacing 2- 0- 0 4445 Northpark Dr. Ste. 102, Colo. Siegs., CO 80907 (SCSI 1-03) end'SCSI SUMMARY SHEETS' by WTCA and TPI. The Tess Plate Institute (TPI) is located at 583 D'Onofrio Drive, Madison, TRUSPLUS 6.0 VER: T6.5.7 Wscansm 53719. The American Forest and Paper Association (AFPA) is located at 1111 19th Street, NW, Ste 800, Washington, OC 20036. Bldg Code: CBC -07 DEFL RATIO: U240 TC: U240 Job Name: PINA RESIDENCE Truss ID: A08 Qty: 2 BRG X -LOC REACT SIZE REO'D 1 0- 1-12 899 3.50" 1.50" 2 14.10- 4 899 3.50" 1.50" BRG REQUIREMENTS shown are based ONLY on the truss material at each bearing MAX DEFLECTION (s an : U546 MEM 5-0 (LIVE) L 31 L= -0.32" D= -0.13" T= -0.45" EX.WB DEF CRITERIA:L/120 TC 12 5035(1.60VR541(1.60 ( 0.94) (1b0)(094) CSI 2-3 -175 (1.2 y 129111.6 ) 0.88 3.4 -443(1.60Y 453( .60) 0.74 BC COMP.(DUR.y TENS.(DUR.) CSI 5-6 -558((1.60))1 1982(1.25)0.90 6-7 -744(1.60y 804(1.25) 0.63 WB COMP. DUR. I TEN)S.(DUR.) CSI 1-8 355(25 y1 2y (125) 0.62 1 2-5 -2086((1.25)/ 1135(1.60) 0.76 26 _346(1.25y 277(1.6010.07 36 340 1.60 1013(1.25) 0.35 3-7 -1241 1.2 )/ 273(1.60)0.27 7-4 -1470.25y 189(1.25) 0.50 4-9 0(1.25y 0(1.25) 0.50 TC 2x4 SPF 1650F -1.5E BC 2x4 SPF 1650F -1.5E WEB 2x4 HF STUD 2x4 SPF 1650E -1.5E5-8.7-9 Lumber shear allowables are per NDS. Refer to Joint QC Detail Sheet for Maximum Rotational Tolerance used IRC/IBC truss plate values are based on testing and approval as required by IBC 1703 and ANSI/TPI and are reported in available document ESR -1118. Loaded for 10 PSF non -concurrent BCLL. Loaded for 200 Ib non -concurrent moving BCLL Drainage must be provided to avoid ponding. Permanent bracing is required (by others) to prevent rotatiorittoppling. See BCSI and ANSI/TPI 1. 6-8-0 6-86 -0 Web bracing required at each location shown. See standard details 7X01087001-001 revt). Designed per ANSI/T 1 1-2002 This design does not account for long tens time dependent loading (creep). Building Desigger must account for this. THIS DESIGN IS THE COMPOSITE RESULT OF MULTIPLE LOAD CASES. IF HANGERS ARE INDICATED ON THIS DRAWING, THEY ARE BASED ON 1.5" HANGER NAILS FOR 1 -PLY AND 3" HANGER NAILS FOR MULTI -PLY GIRDERS. IF 2.5" GUN NAILS ARE USED, THE HANGERS MUST BE RE-EVALUATED (BY OTHERS). Loaded for 300 Ib non -concurrent moving TCLL. End verticals are designed for axial loads only unless noted otherwise. Extensions above or below the truss profile (if any) have been designed for loads Indicated only. Horizontal loads applied at the end of the extensions have not been considered unless shown. A drop -leg to an otherwise unsupported wall may create a hinge effect that requires additional design consideration (by others). 025 6-8O 13 4-0 0T 0 m; B1 W:308 R:899 U:-316 8-0-0 _ 15-0- _1 8-0-0 15-0-0 UPLIFT REACTION(S): Support C&C Wind Non -Wind 1 -316 lb 2 -316 lb This truss is designed usingg the CBC -07 / ASCE7-05 Specification Bldg Enclosed = Partial, Importance Factor = 1.15 Truss Location = End Zone Hurricane/Ocean Line = No, Exp Category = C Bldg Length = 40.00 it, Bldg Width = 20.00 It Mean roof height = 11.03 ft, mph = 85 ASCE7 IV Essential Facility, Dead Load = 12.6 psf Designed as Main Wind Force Resisting System - Low-rise and Components and Cladding Tributary Area = 69 sgft Vertical members exposed to wind: 5- 8, 7- 9 -LOAD CASE #1 DESIGN LOADS Dir L.Plf L.Loc R.Pif R.Loc LUTL TC Vert 108.00 0- 0- 0 108.00 15- 0- 0 0.55 SC Vert 14.00 0- 0- 0 14.00 15- 0- 0 0.00 )-0 SHIP If" 67407 70 Exp: 12131108 CIVII. All connector plates are Truswal 20 ga. or Wave 20 ga., unless preceded b "HS" for HS 20 a., "S" for SS 18 ga. from Alpine; -.-_ or preceded by "MX' for TWMX 20 ga. or "H" for 16 ga. from Truswal, positioned per Joint Detail Reports. Circledlates and false J frame plates are positioned as shown above. Shift gable stud plates to avoid overlap with structural plates (or staple). / 12I 2008 277 - Trussworks, Inc. WARNINGRead all notes on this sheet and give a copy of it to the Erecting Contractor. oust: LENCH DESIGN (CA(C This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer WO: Drive_C_pd04414_L00005_J00001 and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions Dsgn r: JOLO #LC = 59 WT: 83# are to be verified by the component manufacaaer and/or building designer prior to fabrication. The building designer must ascertain that the loads TC Live 20.00 psf LiveDur L=1.25 P=1.25 Wllzed on this design meet or exceed the loading imposed by the local building code and the particular application. The design assumes that the top chord T R U S WA L is laterally braced by the roof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise TC Snow 0.00 psf SnowDur L=1.15 P=1.15 noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shag not be placed in any TC Dead 14.00 psf Rep Mbr Bnd / Comp / Tens ® wig cause environment that wcause the moishrre content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, install 'Joint BC Live 0.00 psf p 1.00 / 1.00 / 1.00 /M Building Components Group, Inc. and brace this toss In accordance with the following standards: and Cutting Detail Reports' available as output from Trusw d software, •ANSIrrPI 1', WTCA V- Wood Tess Councg of America Standard Design Responsibgities,'BUILDING COMPONENT SAFETY INFORMATION' - BC Dead 7.00 psf O.C.Spacing 2- 0- 0 4445 Northpark Dr. Ste. 102, Colo. Slags., CO 80907 (SCSI 1-03) and'SCSI SUMMARY SHEETS' by WTCA and TPI. The Tnrss Plate Institute (TPI) is located at 583 D'Onofrio Drive, Madison, TRUSPLUS 6.0 VER: T6.5.7 Wisconsin 53719. The American Forest and Paper Association (AFPA) is located at 1111 19th Street, NW, Ste 800, Washington, DC 20036. Bldg Code: CBC -07 DEFL RATIO: U240 TC: U240 I Job Name: PINA RESIDENCE Truss ID: A09 Qty: 1 BRG X -LOC REACT SIZE REQ'D 1 0- 1-12 354 3.50" 1.50" 2 2- 0- 0 204 3.50" 1.50" 3 4- 0- 0 198 3.50 1.50" 4 6- 0- 0 198 3.50" 1.50" 5 8- 0- 0 569 3.50" 1.50" 6 9-9-0 206 3.50" 1.50" 7 111-6-0 213 3.50" 1.50" 8 13-3-0 210 3.50" 1.50" 9 14-10- 4 351 3.50" 1.50" BRG REQUIREMENTS shown are based ONLY on the truss material at each bearing MAX DEFLECTION (s an) L/999 MEM 5-0 (LIVE) LC 29 L= 0.00" D= 0.00" T= 0.00" EX.WB DEF CRITERIA:L/120 IN MEM 5- 8: T= 0.44" CRITICAL MEMBER FORCES: TC COM(P. TyyUR. / T(ENS.(DUR.) CSI 2-3 2701-2 -534(1.00Y 49(11.25))0.56 3.4-442111.60VV 454(1.60)0.54 ac COMP.((DUR.y TENS.(DUR.) CSI 6-7 724(t,.60Y Z 0,( 725) 0.07 WB COMP. DUR. TOEN)S.(DUR.) CSI 5-1 -302(1.2 / W.25) 6.62 2 1-8 0 1.25 2-5 -31 1.25 /8 1.60 0.31 2-6 -562 1.25 439 1.60 0.12 . -351 1.25 596 1.60 0.25 3-7 -54 1.25 373 1.60 0.12 7-4 -165 1.25 171 1.25 0.50 4.9 0(1.25 0(1. 5) 0.50 TC 2x4 SPF 1650F -1.5E BC 2x4 SPF 1650F -1.5E WEB 2x4 HF STUD 2x4 SPF 1650F -1.5E 5-8, 7-9 GBL BLK 2x4 HF STUD Lumber shear allowables are per NDS. IRC/IBC truss plate values are based on testing and approval as required by IBC 1703 and AV and are reported in available document ESR -1118. Loaded for 10 PSF non -concurrent BCLL. Loaded for 200 Ib non -concurrent moving BCLL Loaded for 300 lb non -concurrent moving TCLL. Drainage must be provided to avoid ponding. End verticals are designed for axial loads only unless noted otherwise. Extensions above or below the truss profile (if any) have been designed for loads Indicated only. Horizontal loads applied at the end of the extensions have not been considered unless shown. A drop4eg to an otherwise unsupported wall may create a hinge effect that requires additional design consideration (by others). 5-0-0 T 2-0-1 1 6-8 -00 6-8 Designed per ANSI/TPI 1-2002 This design does not account for long. term time dependent loading (creep). Building Designer must account for this. Refer to Joint QC Detail Sheet for Maximum Rotational Tolerance used THIS DESIGN IS THE COMPOSITE RESULT OF MULTIPLE LOAD CASES. IF HANGERS ARE INDICATED ON THIS DRAWING, THEY ARE BASED ON 1.5" HANGER NAILS FOR 1 -PLY AND 3" HANGER NAILS FOR MULTI -PLY GIRDERS. IF 2.5" GUN NAILS ARE USED, THE HANGERS MUST BE RE-EVALUATED (BY OTHERS). Mark all interior bearing locations. Install interior support(s) before erection. May use adequate staples for gable blocks. BUILDING DESIGNER MUST VERIFY GABLE LOADS! [-] gable bracing. required @ 56" intervals, If exposed to wind load app!led to face. See "General Gable Details", C002065035. 01 25 0 O 6-88 do 13-4-0 UPLIFT REACTION(S) : Support C8C Wind Non -Wind 1 -2371b 5 -331 Ib 9 -258 lb This truss is designed using the CBC -07 / ASCE7-05 Specification Bldg Enclosed = Partial, Importance Factor = 1.15 Truss Location = End Zone Hurricane/Ocean Line = No, Exp Category = C Bldg Length = 40.00 ft, Bldg Width = 20.00 ft Mean roof height= 11.03 ft, mph = 85 ASCE7 IV Essential Facility, Dead Load = 12.6 psf Designed as Main Wind Force Resisting System - Low-rise and Components and Cladding Tributary Area = 30 sqft Vertical members exposed to wind: 5- 8, 7- 9 5-0-0 T SHIP 2-3-11 1 1 15-0-01 25-0- 0 f5 800 6 700 7 STU6 8-0-0 15-0-0 TYPICAL PLATE: 1.5X3 OVER SUPPORT AS SHOWN All connector plates are Truswal 20 ga. or Wave 20 ga., unless preceded by "HS" for HS 20 a., "S" for SS 18 ga. from Alpine; or preceded by "MX" for TWMX 20 ga. or "H" for 16 ga. from Truswal, positioned per Joint Detail Reports. Circled plates and false frame plates are positioned as shown above. Shift gable stud plates to avoid overlap with structural plates (or staple). 67407 70 Exp: 12f31108 CIVIV 7/2/2008 277 - Truss Inc. WARNINGRead all notes on this sheet and give a copy of it to the Erecting Contractor. Cust: LENCH DESIGN works, This design is for an individual building component not buss system. It has been based on specifications provided by the component manufacturer WO: Drive_C_004414_1-00005_J00001 (C and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions Dsgnr: JOLO tYLC = 59 WT: 98# 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 LlveDur L=1.25 P=1.25 utilized on this design meet or exceed the loading imposed by the local building code and the particular application. The design assumes that the top chord T R U S WA L is laterally braced by the roof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise TC Snow 0.00 psf SnowDur L=1.15 P=1.15 noted. Bracing shown is for lateral mppon of components members only to reduce buckling length. This component shag not be placed in any TC Dead 14.00 psf Rep Mbr Bnd / Comp / Tens ® SYSTEMS environment that wdg 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 1.15 / 1.10 11.10 IM Building Components Group, Inc. and brace this loos in accordance with the following standards: and Cutting Detail Reports'-flable as output from Trusvral software, 'ANSYfPI 1', WTCA 1'- Wood Toss Council of America Standard Design Responsfbilities,'BUILDING COMPONENT SAFETY INFORMATION'- BC Dead 7.00 psf O.C.Spacing 2- 0- 0 4445 Northpark Dr. Ste. 102, Colo. Spgs., CO 80907 (SCSI 1.03) and'BCSI SUMMARY SHEETS' by WTCA and TPI. The Truss Plate Institute (TPI) is located at 583 D'Onofrio Drive, Madison, TRUSPLUS 6.0 VER: T6.5.7 Wisconsin 53719. The American Forest and Paper Association (AFPA) is located at 1111 19th Street, NW, Ste 800, Washington, OC 20036. Bldg Code: CBC -07 DEFL RATIO: U240 TC: U240 N Job Name: PINA RESIDENCE Truss ID: A10 Qty: 1 1 BRG X -LOC REACT SIZE REO'D 1 0- 1-12 1278 3.50" 1.83" 2 21-2-4 1305 3.50" 3.50" BRG REQUIREMENTS shown are based ONLY on the truss material at each bearing MAX DEFLECTION (span) : L/790 MEM 6-7 (LIVE) LC 32 L=-0.32" D=-0.18" T=-0.50" EX.W13 DEF CRITERIA:L/120 IN CRITICAL EM ME(M6 R FORCES: TC 1-2 C4558(1.6Oy 7;ENS.(0.9966 CSI 2-3 -29751.25y 494(1.600))0.97 3-0 -2068 1.25 407(1.60) 0.82 4-5 -276( .60)1 324(1.60) 0.74 BC COMP.(DUR.V TENS.(DUR.) CSI 6-7 -536(1.60 / 2882 1.25 0.97 7-8 -369(1.60 29331.25 0.81 8-9 -120(1.60 698( .25)0.45 WB COMP.(DyUR.)/ T(ENS.(DUR.) CSI 5-9 0.76 BB2-1524(1 105ui6 91 V.6)0.28 6-1 -358(1.25y 43(1.0 0.52 1-10 0 25v 0(1.25) .53 2-0 -3036(1.25)/ 325(1.60) 0.93 2-7 3-7 _ 10(1.251/"u 300((1.25 ))0.10 0.15 3-8 -11379(11 251 128711 b 6 0 35 4-8 -123(1.60 1 1.25 0.55 4-9 -1759(1.25)/ 1781.60 0.38 TC 2x4 SPF 1650F -1.5E BC 2x4 SPF 1650F -1.5E WEB 2x4 HF STUD 2x4 SPF 1650E -1.5E6-10 BRG BILK 2x4 HF STUD GBL BLK 2x4 HF STUD Lumber shear allowables are per NDS. THIS DESIGN IS THE COMPOSITE RESULT OF MULTIPLE LOAD CASES. IF HANGERS ARE INDICATED ON THIS DRAWING, THEY ARE BASED ON 1.5" HANGER NAILS FOR 1 -PLY AND 3" HANGER NAILS FOR MULTI -PLY GIRDERS. IF 2.5" GUN NAILS ARE USED, THE HANGERS MUST BE RE-EVALUATED (BY OTHERS). Drainage must be provided to avoid ponding. Permanent bracing Is required (by others) to prevent rotationttoppling. See BCSI and ANSI/TPI 1. End verticals are designed for axial loads only unless noted otherwise. Extensions above or below the truss profile (if any) have been designed for loads indicated only. Horizontal loads applied at the end of the extensions have not been considered unless shown. A drop -leg to an otherwise unsupported wall may create a hinge effect that requires additional design consideration (by others). 6-8-0 6-8-0 ®Web bracing required at each location shown. See standard details (TX01 087001 -001 revt). Designed per ANSI/TPI 1-2002 This design does not account for long. term time dependent loading (creep). Building Designer must account for this. Refer to Joint QC Detail Sheet for Maximum Rotational Tolerance used IRC/IBC truss plate values are based on testing and approval as required by IBC 1703 and ANSI/TPI and are reported in available document ESR -1118. Loaded for 10 PSF non -concurrent BCLL. Loaded for 200 to non -concurrent moving BCLL Loaded for 300 Ib non -concurrent moving TCLL. May use adequate staples for gable blocks. BUILDING DESIGNER MUST VERIFY GABLE LOADS! I+) gable bracing required @ 56" intervals, if exposed to wind load applied to face. See "General Gable Details". CO02065035. 6-8-0 I 13-413-4 0 0.25 O 6-86-8 0 v 20-0-0 N 45 UPLIFT REACTIONS) Support C&C Windd Non -Wind 1 -396 lb 2 -405 Ib This truss is designed usingg the CBC -07 / ASCE7-05 Specification Bldg Enclosed = Partial, Importance Factor = 1.15 Truss Location = End Zone Hurricane/Ocean Line = No, Exp Category = C Bldg Length = 40.00 ft, Bldg Width = 20.00 ft Mean roof height= 11.22 ft, mph = 85 ASCE7 IV Essential Facility, Dead Load = 12.6 psf Designed as Main Wind Force Resisting. System - Low-rise and Components and Cladding Tributary Area = 81 sqft Vertical members exposed to wind: 6.10, 9- 5 -LOAD CASE #1 DESIGN LOADS Dir L.Plf L.Loc R.Plf R.Loc LL/TL TC Vert 108.00 0- 0- 0 108.00 21- 4- 0 0.55 BC Vert 14.00 0- 0- 0 14.00 21- 0- 8 0.00 131 3X6 TIE QRVr.-orf ': 3X6 4X12 4X6 6X6 5X4 r Q G r 110.009 U: -396L \M' MI / : \ 111- a N 67407 70 , 8-0-0 I 8-0-0 5-45-40 8-08-0 0 16-0-0 214-0 Exp: 1701108 131 3X6 TIE QRVr.-orf R:1278 Q G r U: -396L t 214-0 118-8-0 6 7 8 9 STUB a N 67407 70 8-0-0 I 8-0-0 5-45-40 8-08-0 0 16-0-0 214-0 Exp: 1701108 TYPICAL PLATE: 1.5X3 r CIVI P 9 Cfi CA 1E&! All connector plates are Truswal 20 ga. or Wave 20 ga., unless preceded by "HS" for HS 20g., "S" for SS 18 ga. from Alpine; by " X' for TWMX 20 "H" for 16 from T JointDetall Reports. es and false Q - ' or preceded ga. or ga. Circled pla P swal, positioned per frame plates are positioned as shown above. Shift able stud plates to avoid overlapwith structure plates or staple). 7/2/2008 / 00 v 277 - Trussworks, Inc. WARN NGRead all notes on this sheet and give a copy of it to the Erecting Contractor. Cust: LENCH DESIGN o This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer WO: Drive_C,pd04414_L00005_J00001 (C and done in accordance with the cement versions of TPl and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions Dsgnr: JOLO #LC = 73 WT: 147# 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 LlveDur L=1.25 P=1.25 utilized on this design meet or exceed the loading imposed by the local building code and the particular application. The design assumes that the top chord T R U S WA L is laterally braced by the roof or flow sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise TC Snow 0.00 psf SnowDur L=1.15 P=1.15 SYSTEMSenvironment noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed in any that Wit cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, Install TC Dead 14.00 psf Rep Mbr Bnd / Comp / Tens and brace this truss in accordance with the following standards: 'Joint and Cutting Detail Reports' available as output from Tnnwal sonware, BC Live 0.00 psf 1.00 / 1.00 / 1.00 SM Building Components Group, Inc. 'ANsvTPI 1', WTCA 1' - Wood Tnus Council of America Standard Design Responsibilides,'BUILDING COMPONENT SAFETY INFORMATION'- BC Dead 7.00 psf O.C.Spacing 2- 0- 0 4445 Nwfhpark Dr. Ste. 10$ Colo. Spire., CO 80907 (BCSI 1-03) and'BCSI SUMMARY SHEETS' by WTCA and TPI. The Truss Plate Institute (TPI) is located at 583 D'Onof io Drive, Madison, TRUSPLUS 6.0 VER: T6.5.7 Wisconsin 53719. The American Forest and Paper Association (AFPA) is located at 1111 19th Street, NW, Ste 800, Washington, DC 20036. Bldg Code: CBC -07 DEFL RATIO: U240 TC: U240 Job Name: PINA RESIDENCE Truss ID: Al Qty: 5 1 BRG X -LOC REACT SIZE REQ'D 1 0- 1-12 860 3.50 1.50" 2 21- 2- 4 876 3.50" 3.50" BRG REQUIREMENTS shown are based ONLY on the truss material at each bearing MAX DEFLECTION (s an) : L/780 MEM 6-7 (LIVE) LC 32 L=-0.32" D=-0.14" T=-0.47" EX.WB DEF CRITERIA:L/120 IN MEM 6-10' T= 0.39" CRITICAL MEMI'IER FORCES: TC COMP. DUR.y TENS.(DUR.) CSI 1-2 -457p.0 / 471(1.6010.73 2-3 -2014(1.2 y 983(1.66)0.73 3-4 -1401 1.25 746 (11.60)0.61 4-5 -270( .60y 330( .60) 0.55 BC COMP.((DUR.y TENS. TUR.) CSI 6-7-1025(1.$Oy 1928(1.251 7-8 -868(11 60y 1959(1.25)0.64 8-9 -242(1.60)/ 461(1.25)0.37 WB COMP.(DUR.y TENS.(DUR.) CSI 5-9 -432(1.60)/ 1102 1.25)0.51 BB 2 -102((3(1.225y (l.6.6 10.19 11--10 3O1 .60y 0(125)0533 2-6 -203 (1.257 840(1.60)0.62 2-7 -13(1.25)// 297(l.25) 0.10 Y7 -198(1.251 331(11 25) 0.15 3.8 -735((1.25 394(1.605) 0.22 4-8 -379 1.60 / 1093 1.2 0.38 4-9 -1162(1.2 y 483 1.60 0.25 TC 2x4 SPF 1650F -1.5E BC 2x4 SPF 1650F -1.5E WEB 2x4 HF STUD 2x4 SPF 165OF-1.5E 6.10 BRG BLK 2x4 HF STUD Lumber shear allowables are per NDS. THIS DESIGN IS THE COMPOSITE RESULT OF MULTIPLE LOAD CASES. IF HANGERS ARE INDICATED ON THIS DRAWING, THEY ARE BASED ON 1.5" HANGER NAILS FOR 1 -PLY AND 3" HANGER NAILS FOR MULTI -PLY GIRDERS. IF 2.5" GUN NAILS ARE USED, THE HANGERS MUST BE RE-EVALUATED (BY OTHERS). Loaded for 300 to non -concurrent moving TCLL. 6-8-0 ®Web bracing required at each location shown. See standard details (TX01 087001 -001 revl). Designed per ANSI/TPI 1-2002 This design does not account for long. term time dependent loading (creep). Building Designer must account for this. Refer to Joint QC Detail Sheet for Maximum Rotational Tolerance used IRC/IBC truss plate values are based on testing and approval as required by IBC 1703 and A SI/TP and are reported 1n available document ESR -1118. Loaded for 10 PSF non -concurrent BCLL. Loaded for 200 to non -concurrent moving BCLL Drainage must be provided to avoid ponding. End verticals are designed for axial loads only untess noted otherwise. Extensions above or below the truss profile (if any) have been designed for loads indicated only. Horizontal loads applied at the end of the extensions have not been considered unless shown. A drop -leg to an otherwise unsupported wall may create a hinge effect that requires additional design consideration (by others). 6-8-0 1 6-8-0 1 13-413-4 0 20-0-0 0.25 4 5 UPLIFT REACTION(S): Support C&C Wind Non -Wind 1 -312 lb 2 -326 lb This truss is designed uppsin the Bldg Enclosed = Partis ,8 porttance Factor = 1.15 Truss Location = End Zone Hurricane/Ocean Line = No, Exp Category = C Bldg Length = 40.00 ft, Bldg Width = 20.00 ft Mean roof height = 11.22 ft, mph = 85 ASCE7IV Essential Facility, Dead Load = 12.6 psf Designed as Main Wind Force Resisting. System - Low-rise and Components and Cladding Tributary Area = 43 sqft Vertical members exposed to wind: 6-10, 9- 5 5 D T 2-11 21-4- 3X6 4X 4X4 5X6 5X 5 T 075 13 1-11-0 T I 2 -5 1 B2 W:308 R:876 U:-326 O 3x1D B1 3X6 TIE QR 08 O RW:308 :8 R:860 U:-312 4.1 . 1 21-4-0 _ 118-8-0 T6 7 8 9 STUB Uj N. 67407 70rn 8-08-0 0 8-0-0 5-4-0 a 8-0-0 16-0-0 21-4-0 Exp: 1701108 s C!V11- P CA E All connector plates are Truswal 20 ga. or Wave 20 ga., unless preceded by "HS" for HS 20 a., "S" for SS 18 ga. from Alpine; by " MX" for TWMX 20 "H" for 16 from T Joint Detail Reports. Circled and false or preceded ga. or ga. swat, positioned per plates eded frame plates are positioned as shown above. Shift able stud plates to avoid overlapwith structural) plates (or staple). g 7/2/2008 277 - Trussworks, Inc. WARNINGRead all notes on this sheet and give a copy of it to the Erecting Contractor. Cust: LENCH DESIGN This design is for an individual building component not buss system. It has been based on specifications provided by the component manufacturer WO: Drive_C_pd04414_L00005_J00001 (C and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional acwracy. Dimensions Dsgnr: JOLO #LC = 73 WT: 112# 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 LlveDur L=1.25 P=1.25 utilized on this design meet or exceed the loading imposed by the local building code and the particular application. The design assumes that the top chord T R U S WA L is laterally braced by the roof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise TC Snow 0.00 psf SnowDur L=1.15 P=1.15 noted.. acing shown is lot lateral support of components members only to reduce buckling length. This componentshall not be placed in arty TC Dead 14.00 psf Rep Mbr Bnd / Comp / Tens SYSTEMSenvironment 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 1.15 / 1.10 / 1.10 IM Building Components Group, Inc. and brace Ore truss in accordance with the following standards: and Cutting Detail Reports' avaflable as output from Tnrswal software, 'ANSIrTPI 1', WTCA V- Wood Truss Council of America Standard Design Responsibilites,'BUILDING COMPONENT SAFETY INFORMATION' - BC Dead 7.00 psf O.C.Spacing 2- 0- 0 4445 Northpark Dr. Ste. 102, Colo. Slogs., CO 80.907 (SCSI 1-03) and'BCSI SUMMARY SHEETS' by WTCA and TPI. The Tens Plate Institute (TPI) is located at 583 D'Onofdo Drive, Madison, TRUSPLUS 6.0 VER: T6.5.7 Wisconsin 53719. The American Forest and Paper Association (AFPA) is located at 1111 19th Street. NW, Ste 800, Washington, DC 20036. Bldg Code: CBC -07 DEFL RATIO: U240 TC: L/240 I.Job Name: PINA RESIDENCE Truss ID: Al2 Qty: 1 BRG X -LOC REACT SIZE REQ'D 1 0'1 '12 431 3.50" 1.50" 2 2'0' 0 204 3.50" 1.50" 3 4- 0- 0 198 3.50" 1.50" 4 6- 0- 0 198 3.50" 1.50" 5 8- 0- 0 943 3.50" 1.50" 6 10-0-0 198 3.50" 1.50" 7 12-0-0 198 3.50 1.50" 8 14- 0- 0 198 3.50" 1.50" 9 16-0-0 0 703 3.50" 1.50" 10 17-8-3 207 3.50" 1.50" 11 19-4-5 212 3.50" 1.50" 12 20-10-12 415 3.50" 1.50" BRG REQUIREMENTS shown are based ONLY on the truss material at each bearing MAX DEFLECTION (span): L/999 MEM 6-0 (LIVE) LC 29 L= 0.00" O= 0.00" T= 0.00" EX.WB DEF CRITERIA:U120 CRITICAL MEMEIIR FORCES: TC COM(P.?UUR.V T((ENS.(DUR.) CSI 2-3 -219(1.860)/ 25400f1.60J0.90 3-4 -49( .60 129 ii 25) 0.81 4-5 -53((1.60 61( .60)0.80 8C COMP. DUR.)/ TENS.(DUR.) CSI 6-7 -114(1.80)/ 435(1. 7-8 0%25) 0.08 8-9 / 0.07 WB COMP.((DUR.)/ TENS.(DUR.) CSI 6.1 -35J 1 25)/ 44(1.60) 0.61 1.10 2.6 -488?25yyyyyy 337 150 0 48 2.7 -864 '11.25 206 1.60 0.183-7 -7271.25 207 1.60 0.53 3-8 $39.25 / 175 1.60 0.24 4-8-4181 0.20 4-9 -7531.25 120 1.60 0.16 5-9 -43(.60)/ 441( .25)0.15 TC 2x4 SPF 1650F -1.5E BC 2x4 SPF 1650F -1.5E WEB 2x4 HF STUD 2x4 SPF 165OF-1.5E 6-10 GBL BILK 2x4 HF STUD Lumber shear allowables are per NDS. IRC/IBC truss plate values are based on testing and approval as required by IBC 1703 and ANSI/TPI and are reported In available document ESR -1118. Loaded for 10 PSF non -concurrent BCLL. Loaded for 200 lb nonconcurrentmoving BCLL Loaded for 300 Ib non -concurrent moving TCLL. Drainage must be provided to avoid ponding. May use odegnate staples for gable blocks. BUILDING DESIGNER MUST VERIFY GABLE LOADS! [+] gable bracing required @ 56" intervals, if exposed to wind load applied to face. See "General Gable Details", C002065035. 6-86-80 6-8-0 Designed per ANSI/TPI 1-2002 This design does not account for long. term time dependent loading (creep). Building Designer must account for this. Refer to Joint OC Detail Sheet for Maximum Rotational Tolerance used THIS DESIGN IS THE COMPOSITE RESULT OF MULTIPLE LOAD CASES. IF HANGERS ARE INDICATED ON THIS DRAWING, THEY ARE BASED ON 1.5" HANGER NAILS FOR 1 -PLY AND 3" HANGER NAILS FOR MULTI -PLY GIRDERS. IF 2.5" GUN NAILS ARE USED, THE HANGERS MUST BE RE-EVALUATED (BY OTHERS). Mark all interior bearing locations. Install interior support(s) before erection. Permanent bracing Is required (by others) to End verticals are designed for axial loads only unless noted otherwise. Extensions above or below the truss profile (if any) have been designed for loads Indicated only. Horizontal loads applied at the end of the extensions have not been considered unless shown. A dropdeg to an otherwise unsupported wall may create a hinge effect that requires additional design consideration (by others). ro ao 6-8 0 4 20-0-0 O N 6-8_O 13-4-0 0.25 45 UPLIFT REACTION(S) : Support C&C Wind Non -Wind 1 -128 Ib 2 -9 lb 3 -8 lb 4 A Ib 5 -287 lb 6 -0 Ib 7 -8 Ib 8 -8 Ib 9 -218 lb 10 -7 lb 11 -7 Ib 12 -89 lb This truss is designed using the CBC -07 / ASCE7-05 Specification Bldg Enclosed = Partial, Importance Factor = 1.15 Truss Location = End Zone Hurricane/Ocean Line = No, Exp Category = C Bldg Length = 40.00 fl, Bldg Width = 20.00 it Mean roof height = 11.09 ft, mph = 85 ASCE7 IV Essential Facility, Dead Load = 12.6 psf Designed as Main Wind Force Resisting System - Low-rise and Components and Cladding Tributary Area = 81 sgft Vesical members exposed to wind: 6-10, 9- 5 -LOAD CASE #1 DESIGN LOADS Dir L.PIf L.Loc R.Plf R.Loc LL/rL TC Vert 108.00 0-0-0 108.00 21-0-8 0.55 BC Vert 14.00 0-0-0 14.00 21- 0- 8 0.00 5 T 0 SHIP 2-¢ 4 i 21-0-8 1 18-11-8 6 7 8 9 STI1R 8-0-0 8-0-0 TYPICAL PLATE: 1.5X3 8-0-0 5-0-8 16-0-0 21-0-8 OVER SUPPORT AS SHOWN All connector plates are Truswal 20 ga. or Wave 20 ga., unless preceded by "HS" for HS 20,9a., "S" for SS 18 ga. from Alpine; eded by " MX" for TWMX 20 ga. or "H" for 16 ga. from T swal, positioned per Joint Detail Reports. Circled plates and false 7/2/2008 or preceded pg with structural/ plates (or staple). frame plates are ositioned as shown above. Shift able stud plates to avoid overlap 277 - Trussworks, Inc. WARNINGRead all notes on this sheet and give a copy of it to the Erecting Contractor. Cust: LENCH DESIGN (CA) This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer WO: Drive_C_pd04414_L00005_J00001 and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions Dsgnr: JOLO #LC = 73 WT: 135# 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 LiveDur L=1.25 P=1.25 ubGzed on this design ,at or exceed the loading imposed by the local building code and the particular application. The design assumes that the top Mord T R U S WA L is laterally braced by the roof or goof sheathing and the bottom chord is lateraly braced by a rigid sheathing material directly attached, unless otherwise TC Snow 0.00 psf SnowDur L=1.15 P=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 TC Dead 14.00 psf Rep Mbr Bnd / Camp / Tens ® SYSTEMS environment that will rause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, installBC and brace His truss in accordance with the following standards:'JoW and Cutting Detail Reports' aysllable as output from Truswal software, Live 0.00 psf 1.00 11.00 11.00 /TIYIq Building Components Group, Inc. •ANSIrrPI 1', NWCA 1' -Wood Truss Council of America Standard Design Responsibilities,'BUILDING COMPONENT SAFETY INFORMATION*- BC Dead 7.00 psf O.C.Spacing 2- 0- 0 4445 Northpark Dr. Ste. 102, Colo. Spgs., CO 80907 (BCSI 1-03) and'BCSI SUMMARY SHEETS' by WTCA and TPI. The Thus Plate Institute (TPI) is located at 583 VOnofrio Drive, Madison, TRUSPLUS 6.0 VER: T6.5.7 Wisconsin 53719. The American Forest and Paper Association (AFPA) is located at 1111 19th Street, NW, Ste 800, Washington, DC 20036. Bldg Code: CBC -07 DEFL RATIO: U240 TC: U240 01 glob Name: PINA RESIDENCE Truss ID: B01 Qty: 1 1 BRGX-LOC REACT SIZE REQ'D 1 0- 1-12 1721 3.50" 2.47" 2 21-2-4 1721 3.50" 2.47" BRG REQUIREMENTS shown are based ONLY on the truss material at each bearing MAX DEFLECTION (s an) : U999 MEM 7.8 (LIVE) LC 1 L= -0.20" D= -0.22" T= -0.42" CRITICAL MEMBER FORCES: TC COMP.(DUR.)/ TENS. DUR.) CSI 1-2 -4303 1.25 919 1.60 0.87 2-3 4179 1.25 928 1.60 0.72 3.4 -414 1.25 928 1.60 0.72 4.5 -4302 1.((25 y1919 1.60 0.88 BC 6-7 786(P.601%R4022(EN25)(0950 CSI 7-8 -868(1.60 4650(1.251 0.89 8-9 7881.60 4021(1.2510.97 2-7 B COMP.39(1 bdVU 6]7(1 25 022 R.) CSI 3.7 -64 (1.2 u 12 (1.60)0.24 3-8 G42 160)1 37( ..60) 0.23 4-8 39( .filly 637( .25) 0.22 TC 2x4 SPF 210OF-1.8E 2x4 SPF 1650F -1.5E 24 BC 2x4 SPF 1650F -1.5E WEB 2x4 HF STUD Lumber shear allowables are per NDS. THIS DESIGN 13 THE COMPOSITE RESULT OF MULTIPLE LOAD CASES. IF HANGERS ARE INDICATED ON THIS DRAWING, THEY ARE BASED ON 1.5" HANGER NAILS FOR 1 -PLY AND 3" HANGER NAILS FOR MULTI -PLY GIRDERS. IF 2.5" GUN NAILS ARE USED, THE HANGERS MUST BE RE-EVALUATED (BY OTHERS). Drainage must be provided to avoid ponding. Permanent bracing is required (b others) to prevent rotationhoppling. See BCSI and ANSI/TPI 1. T 2-1113 3X12 0-3-15 B1 W:308 R:1721 U:-816 Designed per ANSI/TPI 1-2002 This design does not account for Ions term time dependent loading (creep). Building Designer must accouni for this. Refer to Joint QC Detail Sheet for Maximum Rotational Tolerance used IRC/IBC truss plate values are based on testing and approval as required by IBC 1703 and ANSI/TPI and are reported in available document ESR -1118. Loaded for 10 PSF non -concurrent BCLL. Loaded for 200 lb non-concurrentmoving BCLL Loaded for 300 to non -concurrent moving TCLL. Continuous lateral bracing attached to fiat TC as indicated. Lumber must be structural grade. Brace @ 24" o.c. unless noted. 761 31 314 7612 7-6-12 10-8-0 13-94 21-4-0 1 7-11-117-11-11 1 2, 4.Rich 4 5 4.00 7 -11 -J -t 374# -4.00 1-11 This design based on chord bracing applied per the following schedule: max O.C. from to TC 24.00" 7-11-11 13- 4- 0 UPLIFT REACTION(S) : Support C&C Wind Non -Wind 1 -816 Ib 2 -816 Ib This truss is designed using the CBC -07 / ASCE7-05 Specification Bldg Enclosed = Partial, Importance Factor = 1.15 Truss Location = End Zone Hurricane/Ocean Line = No , Exp Category = C Bldg Length = 40.00 ft, Bldg Width = 20.00 ft Mean roof height= 11.51 it, mph = 85 ASCE7 IV Essential Facility, Dead Load = 12.6 psf Designed as Main Wind Force Resisting System - Low-rise and Components and Cladding Tributary Area = 84 sqft LOAD CASE #1 DESIGN LOADS Dir L.Plf L.Loc R.PIf R.Loc LL/TL TC Vert 68.00 0- 0- 0 68.00 8-0-0 0.59 TC Vert 165.04 8- 0- 0 165.04 13- 4- 0 0.59 TC Vert 68.00 13- 4- 0 68.00 21-4-0 0.59 BC Vert 33.98 0- 0- 0 33.98 21-4-0 0.00 ...Type... lbs X.Loc LL/TL TC Vert 220.0 8- 0- 0 1.00 TC Vert 154.0 8- 0- 0 0.00 TC Vert 220.0 113-4-0 1.00 TC Vert 154.0 113-4-0 0.00 1 21-4-0 1 6 7 8 9 7-6-12 6-2 7-6-12 13-9-4 7-6-12 1 21-4-0 T 2-1 13 SHIP 2 0-3-15 B2 W:308 R:1721 U:-816 All connector plates are Truswal 20 ga. or Wave 20 ga., unless preceded by "HS" for HS 20 a., "S" for SS 18 ga. from Alpine; or preceded by " positioned for TWMX 20 ga. or "H" for 16 ga. from TP swat, positioned perJointDetail Reports. Circled plaes and false 7/2/2008 plates are as shown above. Shift able stud plates to avoid overlapwith structural) plates (or staple). 277 - Trussworks1, Inc. 1ffrrame WARNINGRead all notes on this sheet and give a copy of it to the Erecting Contractor. Cust: LENCH DESIGN This design is for an individual building component not tons system. It has been based on specifications provided by the component manufacturer WO: Drive_C_pd04414_L00005_J00001 (A) and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions Dsgnr: JOLO #LC = 66 WT: 86# am 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 LiveDur L=1.25 P=1.25 utilized on this design meet or exceed the loading imposed by the local building code and the particular application. The design assumes that the top chord T R U S WA L is laterally braced by the roof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise TC Snow 0.00 psf SnoWDur L=1.15 P=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 TC Dead 14.00 psf Rep Mbr Bnd / Comp / Tens SYSTEMSenvironment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, bntati BC Live 0.00 psf 1.00 / 1.00 / 1.00 nirl►7 Building Components Group, Inc. and brace this tons in accordance with the following standards:'Joint and Cutting Detail Reports' available as output from Tmswal software, 'ANSIrrPI 1', WTCA 1' - Wood Tnrss Councilof America Standard Design Responsbitities,'BUILDING COMPONENT SAFETY INFORMATION'- BC Dead 7.00 psf O.C.Spacing 2- 0- 0 4445 Northpark Dr. Ste. 102, Colo. Spgs., CO 80907 (BCSI 1.03) 8nd'SCSI SUMMARY SHEETS' by WTCA and TPI. The Truss Plate Institute (TPI) is located at 583 D'Onofrio Drive, Madison, TRUSPLUS 6.0 VER: T6.5.7 Wisconsin 53719. The American Forest and Paper Association (AFPA) is located at 1111 19th Street. NW, Ste 800, Washington, DC 20036. Bldg Code: CBC -07 DER RATIO: U240 TC: U240 glob Name: PINA RESIDENCE Truss ID: B02 Qty: 1 BRG X -LOC REACT SIZE REQ'D 1 0- 1-12 875 3.50" 1.50" 2 21- 2.4 875 3.50" 1.50" BRG REQUIREMENTS shown are based ONLY on the truss material at each bearing MAX DEFLECTION (s an : L/999 MEM 8-9 (LIVE) L 39 L= -0.1T' D= -0.12" T= -0.30" CRITICAL MEMBER FORCES: TC COMP.(DUR.Y TENS.100.83 DUR.) CSI 1-2 -1915(1.25y 877(1.602-3 -1792(1.25y 876(1.600.37 3-4 -1793 1.25 8761(1.600.36 4-5 -191 1.25 877 1.60 6BC -7 70MP.40UUR.)7 TENS.((OOURR.) CSI 7-8 -84411 (1.B60y 1900(1.11 25) 0.54 8-9 751 1.60 17755(1.25) 0.65 2-7 B -48(1 60)/U 300(1 25))0.100 R.) CSI 3-7 -316(1.257 150(1.2 5)0.12 3-0 -913 1.25 148 25 4.8 -48( .60Y 300( .25) 0.10 TC 2x4 SPF 1650F -1.5E BC 2x4 SPF 1650F -1.5E WEB 2x4 HF STUD Lumber shear allowables are Per NDS. THIS DESIGN IS THE COMPOSITE RESULT OF MULTIPLE LOAD CASES. IF HANGERS ARE INDICATED ON THIS DRAWING, THEY ARE BASED ON 1.5" HANGER NAILS FOR 1 -PLY AND 3" HANGER NAILS FOR MULTI -PLY GIRDERS. IF 2.5" GUN NAILS ARE USED, THE HANGERS MUST BE RE-EVALUATED (BY OTHERS). Loaded for 300 Ib non -concurrent moving TCLL. I 3-7-13 1 4X4 0-3.15 B1 W:308 R:875 U:-418 Designed per ANSI/TPI 1-2002 This design does not account for long term time dependent loading (creep). Building Designer must account for this. Refer to Joint QC Detail Sheet for Maximum Rotational Tolerance used IRCIIBC truss plate values are based on testingg and a proval as required by IBC 1703 and ANSI/TP and are reported In available document ESR -1118. Loaded for 10 PSF non -concurrent BCLL. Loaded for 200 Ib non -concurrent moving BCLL Drainage must be provided to avoid ponding. Continuous lateral bracing attached to flat TC as indicated. Lumber must be structural grade. Brace @ 24" o.c. unless noted. 7-6-12 1 3-1-4 1 3-1-4 1 7-6-12 I 7-6-12 10-8-0 13-9-4 21-4-0 1 9-11-11 1 9-11-11 1 1 2 n n, 4 5 4.00 -4.00 This design based on chord bracing applied per the following schedule: max O.C. from to TC 24.00" 7- 0-15 13- 4- 0 UPLIFT REACTIONS): Support C&C Win Non -Wind 1 4181b 2 4181b This truss is designed using the CBC -07 / ASCE7-05 Specification Bldg Enclosed = Partial, Importance Factor = 1.15 Truss Location = End Zone Hurricane/Ocean Line = No. Exp Categoa, = C Bldg Length = 40.00 ft, Bldg Width = 20.00 ft Mean roof height = 11.85 ft, mph = 85 ASCE7 IV Essential Facility, Dead Load = 12.6 psf Designed as Main Wind Force Resisting System - Low-rise and Components and Cladding Tributary Area = 43 sgft i 21-4-0 1 6 7 8 9 7-6-12 6-2-8 7-6-12 13-9-4 7-67-6-12 21-4-0 All connector plates are Truswal 20 ga. or Wave 20 ga., unless preceded by "HS" for HS 20 a., "S" for SS 18 ga. from Alpine; or preceded by "MX" for TWMX 20 ga. or "H" for 16 ga. from Truswal, positioned per Joint Detail Reports. Circled plates and false frame plates are positioned as shown above. Shift gable stud plates to avoid overlap with structural plates (or staple). I 3-7-13 SHIP 11 0-3.15 B2 W:308 R:875 U:-418 U. N 67407 70 Exp; 12131108 CIV 11. r -c 7/2/2008 277 - Trussworks, Inc. WARN/ NGRead all notes on this sheet and give a copy of it to the Erecting Contractor. Cust: LENCH DESIGN This design's for an individual building component not toss system. It has been based on specifications provided by the component manufacturer WO: Dhve_C_pd04414_L00005_J00001 (A) and done in accordance with the current versions of TPI and AFPA design standards. No responsibility Is assumed for dimensional accuracy. Dimensions Dsgnr: JOLO t/LC = 66 WT: 91# 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 LlveDur L=1.25 P=1.25 utilized on this design meet or exceed the loading Imposed by the local building code and the particular application. The design assumes that the top chord T R U S WA L is laterally braced by the roof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise TC Snow 0.00 psf SnowDur L=1.15 P=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 TC Dead 14.00 psf Rep Mbr Bnd /Comp /Tens ® SYSTE M S on, that wd0 cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, irsla0 'Joint BC Live 0.00 psf 1.10 /1.10 /1.10. /1r89° Building Components Group, Inc. and brace this truss in accordance with the following standards: and Cutting Detail Report' available as output from Tnswal software, •ANSVTPI I% WTCA 1' - Wood Truss Council of America Standard Design Responsibilities,'BUILDING COMPONENT SAFETY INFORMATION'- BC Dead 7.00 psf O.C.Spacing 2- 0- 0 4445 Northpark Dr. Ste. 102, Colo. Spills., CO 80907 (BCSI 1-03) and'BCSI SUMMARY SHEETS' by WTCA and TPI. The Truss Plate Institute (TPI) is located at 583 D'Onoftio Drive, Madison, TRUSPLUS 6.0 VER: T6.5.7 Wisconsin 53719. The American Forest and Paper Association (AFPA) is located at 1111 19th Street, NW, Ste 800, Washington, DC 20036. Bldg Code: CBC -07 DEFL RATIO: U240 TC: U240 Job Name: PINA RESIDENCE Truss ID: C01 Qty: 3 1 BRG X -LOC REACT SIZE REQ'D 1 0-1-12 364 3.50 1.50" 2 4- 1 -1 2 342 3.50" 1.50" BRG REQUIREMENTS shown are based ONLY on the truss material at each bearing MAX DEFLECTION (s an) : U999 MEM 34 (LIVE) LC 30 L= -0.04" D= -0.01" T= -0.05" EX.WB DEF CRITERIA:U120 IN MEM 4- 2; T= 0.00" CRITICAL MEMBER FORCES: TC COMP.(DUR.0 TENS.(DUR.) CSI 1-2 -88(1.25)/ 91(1.25) 6.40 BC COMP.(DUR.y TENS.(DUR.) CSI 34 -34(1.60y 176(l.60) 0.28 WB COMP.(DUR.y TENS.(OUR.) CSI 2.4 -292(1.25)/ 196(1.60)0.09 TC 2x4 SPF 1650F -1.5E BC 2x4 SPF 1650F-i.5E WEB 2x4 HF STUD Refer to Joint QC Detail Sheet for Maximum Rotational Tolerance used IRC/IBC truss plate values are based on testing and approval as required by IBC 1703 and ANSI/TPI and are reported in available document ESR -1118. Loaded for 10 PSF non -concurrent BCLL. Loaded for 200 lb non -concurrent moving BCLL End verticals are designed for axial loads only unless noted otherwise. Extensions above or below the truss profile (if any) have been designed for loads indicated only. Horizontal loads applied at the end of the extensions have not been considered unless shown. A drop -leg to an otherwise unsupported wall may create a hinge effect that requires additional design consideration (by others). Designed per ANSI/TPI 1-2002 This design does not account for Ions term time dependent loading (creep). Building Designer must account for this. THIS DESIGN IS THE COMPOSITE RESULT OF MULTIPLE LOAD CASES. IF HANGERS ARE INDICATED ON THIS DRAWING, THEY ARE BASED ON 1.5" HANGER NAILS FOR 1 -PLY AND 3" HANGER NAILS FOR MULTI -PLY GIRDERS. IF 2.5" GUN NAILS ARE USED, THE HANGERS MUST BE RE-EVALUATED (BY OTHERS). Loaded for 300 Ib non -concurrent moving TCLL. 4.00 4-3-8 4-3-8 1 1, UPLIFT REACTION(S): Support C&C Wind Non -Wind 1 -133 Ib 2 -217 Ib This truss is designed using the CBC -07 / ASCE7-05 Specification Bldg Enclosed = Partial, Importance Factor = 1.15 Truss Location = End Zone Hurricane/Ocean Line = No. Exp Category = C Bldg Length = 40.00 ft, Bldg Width = 20.00 It Mean roof height= 10.75 ft, mph = 85 ASCE7 IV Essential Facility, Dead Load = 12.6 psf Designed as Main Wind Force Resisting System - Low-rise and Components and Cladding Tributary Area = 9 sgft Vertical members exposed to wind: 4- 2 B2 W r. } W:3081 4-3-8 I W:308 R:364 3 41 R:342 Cn U:-133 4-3-8 U:-217 F N 67407 4-3-8 All connector plates are Truswal 20 ga. or Wave 20 ga., unless preceded by "HS" for HS 201a., "S" for SS 18 ga. from Alpine; or preceded by "MX" for TWMX 20 ga. or "H" for 16 ga. from Truswal, positioned per Joint Detail Reports. Circled plates and false frame plates are positioned as shown above. Shift gable stud plates to avoid overlap with structural plates (or staple). 277 - Trussworks, Inc. WARNINGRead all notes on this sheet and give a copy of it to the Erecting Contractor. (A) This design is for an individual building component not suss system. It has been based on specifications provided by the component manufacturer end done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions ere to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads T R U S WA 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 ® SYSTEMS environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, install and brace gds truss in accordance with the following standards:'Joint and Cutting Detail Reports' available as output from Truswal software, OM Building Components Group, Inc. 'ANSVTPI 1', WTCA V - Wood Truss Council of America Standard Design Responsfbilities,'BUILDING COMPONENT SAFETY INFORMATION - 4445 Northpark Dr. Ste. 102, Colo. Spgrs., CO 80907 fecal 1-03) snd'BCSI SUMMARY SHEETS' by WTCA and TPI. The Truss Plate Institute (TPI) is located at 583 D'Onofrio Drive, Madison, TRUSPLUS 6.0 VER: T6.5.7 Wisconsin 53719. The American Forest and Paper Association (AFPA) is located at 1111 19th Street, NW, Ste 800, Washington, DC 20036. Exp: 12131108 Bldg Code: CBC -07 r clvti - . ' 7/2/20n8 Cust: LENCH DESIGN WO: Drive_C_pd04414_L00005_J00001 Dsgnr: JOLO #LC = 39 WT: 15# TC Live 20.00 psf LiveDur L=1.25 P=1.25 TC Snow 0.00 psf SnowDur L=1.15 P=1.15 TC Dead 14.00 psf Rep Mbr Bnd / Comp / Tens BC Live 0.00 psf 1.15 / 1.10 / 1.10 BC Dead 7.00 psf O.C.Spacing 2- 0- 0 Bldg Code: CBC -07 U eJob Table of Details .,, m WAWWWW SYSTEM. Page 1 of 1 Engineering eJob 7/2/2008 Required Details* Other Available Details* ftp://140:truswal a@ftp.truswal.com/DesignsDetails/CO/AltBrace.pdf ftp://140:truswalaftp.truswal.com/DesignsDetails/CO/CAL-HIP.pdf ftp://l40:truswalaftp.truswa1.com/DesignsDetails/CO/EvaluationReport1607.pdf ftp://l40:truswalaftp.truswa1.com/DesignsDetails/CO/FaIseFrame.pdf ftp://140:truswalaftp.truswal.com/DesignsDetails/CO/GableBrace.pdf ftp://l40:truswal@ftp.truswal.com/DesignsDetails/CO/Pig.gyback.pdf *Sealed versions of these details are available upon request. ITW Building Components Group 4445 Northpark Drive, Suite 102 Colorado Springs, CO 80907 800-322-4045 4 file:HCADocuments and Settings\design6\Local Settings\Temp\radD38C9.tmp.O..eJob\eJob ... 7/2/2008 " NATI w— NIA—e ® s Report Number: FINDINGS: L INSPECTION ASSOCIATION, IN Quality Systems Management, Inc. National Testing, Inc. Number of "Correction Action Requests" Issued: &.611-e It was found that: Last AC 10 Manual Review conducted by N.I.A., Inc.: q -.-36-c27 It was found that: There ( Was / a No ) changes to the ICC AC 10 Acceptance Criteria from which your Quality Assurance / Control Manual was written. If there are changes to the ACS 10 Criteria, show changes in "Comments". I It was found that: Origination Date: 07-2003 Revision No. C AF #14 I n15 IVietal mate kauii cLeU VVUUU proper equipment for the proper Product Review: Roof Trusses: 1!) 1 I lubb MAL)HUcHIU11 MAU111ly k`, CIZ>/ UUCJ IVUI nc2VC shipping and delivery of trusses. A 36 5 ' 31' Cc-) :3 3 7 2 , T 3a-7,,-2 Jliyy A 341e, - Floor Trusses: I IUJJGJ UIQI VVU1U nUVIGVVGU, k, IVIGGI %Jn At VUU / VU IVUI IVIGGI ) UIG F1V%AU11U111U1IW UI UIG V.L).V. VUUU, the I.B.C. Code, the I.R.C. Code, the ANSI ational Standards and the Engineer's Specifications.' Comments: Auditor for National )'.'O. Box 3426 Gillette, Wyoming 82717-3426 4 / Quality Systems Management E -Mail: NIAgillette@vcn.com Cellular Phone: (307) 689-5977 Page Two of Two (307) 685-6331 Office (307) 685-6331 Fax YI PRESSURE BLOCKING DETAIL FOR END JACK BOTTOM CHORD UP TO 10'-0" AT HIP NO. I WITH CEILING LOAD OF 5* PSF PRESSURE DLOCK PRESSURE BLOCK 3-lOd W[TH 4-I6d NAILS 3-lOd 3-1011 WITH 4-16d NAILS j BOTTOM CHORD OF O.C. TYPICAL HIP NO. I TRUSS NOTE: ATTACH 2X4 DOUG FIR PRESSURE BLOCK TO BOTTOM CHORD OF HIP NO. 1 WITH 4-16d NAILS. BOTTOM CHORDS OF END JOINTS ARE ATTACHED WITH 3-1 Old NAILS AT EACH END OF THE PRESSURE BLOCK. um HIP NO. I TRUSS 1 0NN SIDE VIEW t Vo END JACK PRESSURE BLOCK 3-10d STATE PLATE CGDE SPACING\ DATE TW20 UBC NA 5/15/97 a OIIgaS Iq 11,+1 IM 10x05 U/lIIZEO O'r Iw ,CI,;; ,"f nESnaIS 191-501 SIC, L UElO IS C', 1VIl01C'C((0 t,{ ' ' „ ISC(ai.lw 4ESl CII"Al jCapnCC0005'IE, SIq(1C lt/nl. „q I•'E ll.,( 10,05 Iwa05E0 Or 0 . .. IC, ro PESnp,glRlll lr IS ,SSl1wE0 + n w C00( Oa UI Cn;1aIS "n(pn I 1, 0 01"F n51 a`+l aCCif'+ q r,nn IC,llpa lull CO✓PIR Iv itI Oa"', CQ'n,(CI I, 'L'IES Y,pwn aa( InUSwal 16 IB, Oa 70 O+Gf.C'+5 vSaCC Ir ('ll It.VSw.1l S nq taVSS i3O.( lSr(CIrtlC ll USIl11 CPUCCnw wuHl,E all P,1.[l5 qll of+l[ InSIIIVIt n uq T'OESI 0tu 01 SnrCl+ ° ,0.T at n, EO AnE t0 O( f9Wll• 01'r10f0 OU I 1W[8M'A&'ZWWddU MEr"Mei ,:;is fp 510'1 a; iV"r S Ilglla, p'aHl'to CaOJIafO 0+ II'OIv IOU.I 1a1,5i `•F. wR(nt IS "OIEO Ov n,15 On. u65 111 ra 11 I,tG IS anal 'VOUSI` RnaCfO 8r SIgaN(„0 V'0.l tS awl5r ITV nlrtl,C ltr Ip 1„I On.t S•at(p S'nll 8( On+C(O +' p,U nn/5 •,p, l.(It01•'r. "1.150”; Int. Ctlno un/5515 +n1 a I C U 0 C V 10"1 Cr Ona ONGI C A►7aJ4 rfl r, nq" IS . war n Sf ( 0 SSITIK +Ov I[( nn0•t " l 5 17V1a U Ip nnl.vf `n IOnn(I. ."p Sppv(„pin0' a In , 0 rn 1 "U CCV wc,q,llar5 0 °n'CI"r,.Onp ioV55lS vL 1RU$VYA(, $Y$IE1Vi$CORP ORATION Cl tang, ya IIP11 .,•Int CO•n ViIO” w,r F.IISI Calf a1,' 1n °P1O pII:U rn(CI far. Ug,.l(u 1'n Lnion gr anlnc IOCU Ions. C."'I ('Ras. „ro IM( pqn "OU 1U (: u'uss(s r+u rot el. nl'C(o r, ,.n (Uvinoo.f"t '.., wos a t,K Puss 'o nt.r„ raapo(a iiiRllCitlail•p lige I .aH11C IOui /ivC aCO,ngClpn al+'( COnn0510" C,wOE a. ,.f C(SS+nrv015'N(5'CO( 1(ar Or r..( F IE,K( a,p I„(a(rpnE IS w5C0aC WISIOF U'E Or aC Sna'SlRll l,. pi I vS..IfC i DATE HIP FRAMING DETAIL 1/21/98 LATERAL STABILITY OF ROOF SYSTEM IS PER BUILDING DESIGNER. SETBACK AS NOTED ON TRUSS DESIGN. IID RUMM WILISWA1 SYSTEMS COPPOW 10 N SECTION A O f f v HIP TRUSSES 24" 0 C. (TYPIC CTION B TE SEOF, Iolb /10' WARNING Read all notes on this sheaf I Jaand give a TTcopy of /l to the Erecting ConfrsclorThoayn rsto,an ublvduaR buddnp CofnponefY. b has oesn basad on speu"Calf's Pro-- by the Component manula ww and ion, n aCColUance wdh Ine wtrem vwsans oI TPI and AFPA desyn standards. Not 1 oteson1 oatry o assumed la du s'OMl accuracy Dmwo w, 10 bo venheo toy in, c mpOn,n1 natalti aww mdlot buddung dosrynw plrot to la`Z"on Tho budu no d.sryn.r snap ,lC,tsawn Itil In, &04"uta.t,d wIIm desw meet 01 NCeed the loading ,nputeU by In, local buddtny C.O. h 4altutnud 11W Ih, lop clpld n W.130, bgt,d by u., 1001 of IIWt lnealmng alW Ine balm chord II Iatalally :)"CW by a nIJ4 tnealnmy malbrJl UV,CIty altaCnW, W atl Oon,fW, not -4 BIY ng Shown s I0I mb,j support 01 COmPon Mie tnefnb,lt only 101 WuGe OuCAlmp lengtn. TTY Compon,vp fruit np W pucw n any MyeOMnv1 Inw wtll Cause the mpTh. I content d Ine de: ' aaCNtl I9% and/or Uute Cvineclw pial, eorrosg . Faulute. runCi,, ,ILAm am btarw dal ,as n ettoruanca wnn IM Idbwnnp nmdwtlr. 'TRUSCOm MANUAL' Uy Tlulwal."OUALITK CONTROL STA 4UARD FOR L4ETAL PLATE COK4EG TEO WOOD TRUSSES, " (OST9a), •WVIDLINO INSTALLING ANO BRACING METAL PLATE CONNECTED WOOD TRUSSES' • (N1B•9 t) aro "Rug.91 SUMMARY SHEET* by TPI. Tho Trust PWe InalnWo (TPI) - IOGIW at 5413 O'Onohm Ome. m.G,W. WUCodsn 53719. TM Arn K Foto and Papez Astoctalron (AFPA) Is IOCa1ed 84 1250 ConnegjCul Ave, NW, Sia 200• W"mnglon• OC 2003, A 1. 2x4 POST ATTACHED TO EACH TRUSS PANEL POINT AND OVERJIEAD lkI\ PURLIN, 2. 2x4 Nf IIF OR H2 DF PURLINS 4' - 0 •• O.0 4 .r 1 ]. 2x4#1 IiF OR b2 DF CONTINUOUS STIFFENER ATTACHED TO POST. 4. HIP TRUSS NI SETBACK FROM END WALL AS NOTED ON TRUSS DESIGN. (I O 5. EXTENDED END JACK TOP CHORD (TYPICAL) / II I 6 5 COMMON TRUSS. -- 4Q--- I—I -- — — — — 7. HIP CORNER RAFTER. I I III II 8. o Ixq CONTINUOUS LATERAL. BIL\GING. II II U 1 II 9. EXTENDED BOTTOM CHORD. DATE HIP FRAMING DETAIL 1/21/98 LATERAL STABILITY OF ROOF SYSTEM IS PER BUILDING DESIGNER. SETBACK AS NOTED ON TRUSS DESIGN. IID RUMM WILISWA1 SYSTEMS COPPOW 10 N SECTION A O f f v HIP TRUSSES 24" 0 C. (TYPIC CTION B TE SEOF, Iolb /10' WARNING Read all notes on this sheaf I Jaand give a TTcopy of /l to the Erecting ConfrsclorThoayn rsto,an ublvduaR buddnp CofnponefY. b has oesn basad on speu"Calf's Pro-- by the Component manula ww and ion, n aCColUance wdh Ine wtrem vwsans oI TPI and AFPA desyn standards. Not 1 oteson1 oatry o assumed la du s'OMl accuracy Dmwo w, 10 bo venheo toy in, c mpOn,n1 natalti aww mdlot buddung dosrynw plrot to la`Z"on Tho budu no d.sryn.r snap ,lC,tsawn Itil In, &04"uta.t,d wIIm desw meet 01 NCeed the loading ,nputeU by In, local buddtny C.O. h 4altutnud 11W Ih, lop clpld n W.130, bgt,d by u., 1001 of IIWt lnealmng alW Ine balm chord II Iatalally :)"CW by a nIJ4 tnealnmy malbrJl UV,CIty altaCnW, W atl Oon,fW, not -4 BIY ng Shown s I0I mb,j support 01 COmPon Mie tnefnb,lt only 101 WuGe OuCAlmp lengtn. TTY Compon,vp fruit np W pucw n any MyeOMnv1 Inw wtll Cause the mpTh. I content d Ine de: ' aaCNtl I9% and/or Uute Cvineclw pial, eorrosg . Faulute. runCi,, ,ILAm am btarw dal ,as n ettoruanca wnn IM Idbwnnp nmdwtlr. 'TRUSCOm MANUAL' Uy Tlulwal."OUALITK CONTROL STA 4UARD FOR L4ETAL PLATE COK4EG TEO WOOD TRUSSES, " (OST9a), •WVIDLINO INSTALLING ANO BRACING METAL PLATE CONNECTED WOOD TRUSSES' • (N1B•9 t) aro "Rug.91 SUMMARY SHEET* by TPI. Tho Trust PWe InalnWo (TPI) - IOGIW at 5413 O'Onohm Ome. m.G,W. WUCodsn 53719. TM Arn K Foto and Papez Astoctalron (AFPA) Is IOCa1ed 84 1250 ConnegjCul Ave, NW, Sia 200• W"mnglon• OC 2003,