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SATT (0204-140)51090 Mango 0204-140 ~ LICENSED CONTRACTOR DECLARATION I hereby affirm under penalty of perjury that I am licensed under provisions of Chapter 9 (commencing with Section 7000) of Division 3 of the Business and Professionals Code, and my License is in full force and effect. License # Lic. Class Exp. Date 548-51.14. Date " "`" Signature of Contractor `" n OWNER -BUILDER DECLARATION I hereby affirm under penalty of perjury that I am exempt from the Contractor's License Law for the following reason: ( ) I, as owner of the property, or my employees with wages as their sole compensation, will do the work, and the structure is not intended or offered for sale (Sec. 7044, Business & Professionals Code). ( ) I, as owner of the property, am exclusively contracting with licensed contractors to construct the project (Sec. 7044, Business & Professionals Code). () I am exempt under Section , B&P.C. for this reason Date Signature of Owner WORKER'S COMPENSATION DECLARATION I hereby affirm under penalty of perjury one of the following declarations: ( ) I have and will maintain a certificate of consent to self -insure for workers' compensation, as provided for by Section 3700 of the Labor Code, for the performance of the work for which this permit is issued. ( ) I have and will maintain workers' compensation insurance, as required by Section 3700 of the Labor Code, for the performance of the work for which this permit is issued. My workers' compensation insurance carrier & policy no. are: Carrier LyjM FjtMAN Pe4UT+ Policy No. (This section need not be completed if the permit valuation is for $100.00 or less). ( ) I certifithat in the performance of the work for which this permit is issued, I shall not employ any person in any manner so as to become subject to the workers' compensation laws of California, and agree that if I should become subject to the=workers' compensation provisions of Section 3700 of the Labor Code, I"Shalltforthwith comply with those,provisions! DatdM-': Applicant - Warning: Failure to secure WorkersCompensation coverage is unlawful and shall subject an employer to criminal penalties and civil fines up to $100,000, in addition to the cost of compensation, damages as provided for in Section 3706 of the Labor Code, interest and attorney's fees. IMPORTANT Application is hereby made to the Director of Building and Safety for a permit subject to the conditions and restrictions set forth on his application. 1. Each person upon whose behalf this application is made & each person at whose request and for whose benefit work is performed under or pursuant to any permit issued as a result of this applicaton agrees to, & shall, indemnify & hold harmless the City of La Quinta, its officers, agents and employees. 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 State laws relating to the building construction, and hereby authorize representatives of this City to enter upon the above-mentioned property,forFinspection purposes. Signaturey(Owner/Agent) - Date w' i Y BUILDING PERMIT PERMITI i1 1.e DATE , yy,,tt eeq4 byy y« VALUATION g.k, y i r , y yt, LOT + e^.oq q TRACT 24$90-2 y yy(R GYAfA l4 W 3EA: 'r w7'" ILO '14 Y9'•$90.2 e JOB SITE r APN ADDRESS_, , OWNER CONTRACTOR / DESIGNER / EN (NEER DIM MOT RE -S RT Iv3.l'aWAG1—UW,' pmfr::11 .O-W*QTA-FS MIA PRO IEMH 5 66.4 MRA CANY 00 —ROAM PA .V8P_ f CA !X2260 WALNUT CA 91789 USE OF PERMIT. SINGx.L.ITI PAWS ItZrACIMM COMPi' XTE REBUILD .0V If1'RE DLr.1'+TIt.SAi'M S1`P..LOT 44 PLAN IS. Pk°tU.417. DOM NOT 11`f0,Mt 51,001 Vita LL, OR POOL. C;1,3STO.Alf Ot?NS7'R13C"a'1OX ,430, a 0 JAN 15 2003 CITY OF LA Q UINTA FINANCE D _PT. MMAi' D CC3i 'r 03' Ccf3I PLAN C REC:K E`ER 101-000439-118 9620A3 C0143MUC'rlM ft'S 10 1 -00041 8_0GO $954,59 MXCHANi L<FVK 101.000421-OGI k $62.00 ELECTRICAL7EX 101 -.000-420-000 $'1153 ;n PLUM81,140MAI 101 -OM -419-000 sla, 0 SM0;'d'i<9N"0`d'XflNM,.,WID X01 -000-y.4•1-000 SU'BP2'0 LA.a C01418%.Uf'' (DN ANY.) i•°a,,-P:W CMCK $1,982.66 I'MAL ! '3_' A : ' ' 1 13 kIt"M r 1 t 2> r6 RECEIPT DATE BY DAT( INALED INSPECT ,/ INSPECTION RECORD OPERATION DATE INSPECTOR OPERATION DATE INSPECTOR BUILDING APPROVALS MECHANICAL APPROVALS Set Backs Underground Ducts Forms & Footings Ducts Slab Grade Return Air Steel Combustion Air Roof Deck Exhaust Fans O.K. to Wrap Framing _ F.A.U. Compressor Insulation Vents Fireplace P.L. Grills Fireplace T.O. Fans & Controls Party Wall Insulation Condensate Lines Party Wall Firewall Exterior Lath Drywall - Int. Lath 3 Final Final POOLS -SPAS BLOCKWALL APPROVALS Steel Set Backs Electric Bond Footings Main Drain Bond Beam Approval to Cover Equipment Location Underground Electric Underground Plbg. Test Final Gas Piping PLUMBING APPROVALS Gas Test Electric Final Waste Lines Heater Final Water Piping 3 Plumbing Final Plumbing Top Out Equipment Enclosure Shower Pans O.K. for Finish Plaster Sewer Lateral Pool Cover Sewer Connection _ Encapsulation Gas Piping Gas Test Appliances Final COMMENTS: Final Utility Notice (Gas) — ELECTRICAL APPROVALS Temp. Power Pole Underground Conduit Rough Wiring 3c5 . ,3 Low Voltage Wiring Fixtures Main Service Sub Panels Exterior Receptacles G.F.I. Smoke Detectors Temp. Use of Power pa O Final Utility Notice (Perm) Bin # City of La Quints BLuMing 8r Safety Division P.O. Box 1504, 78-495 Calle Tampico LJ Quints, CA 92253 - (760) 777-7012 Building Permit Appfication-and Tracking t Permit # Project Address: Owner's Name: A. P. Number: Address: Legal Description: City. ST. Zip: e- '>'/"4 r, I Contractor: p Te CA Address: T . elephone: Project Description: City, ST, Zip: 1A 1% - P Telephone: State Lic.#: qqs-tty Citv Lic. #: Arch. (Engr .)Designer: Address: %' 7J 7 City. ST, Zip:J —Fe,- 7— ,P i Telephone: —1:511rG 7 State Lic. #: .......... .... .. xix Name of Contact Persc r FVX -M Construction Type: Occupanc%- Project T% pe (circle one): New Add*n Alter Repair Dcmo I Sq Ft.: # Stories: # Unit S. Telephone # of Contact'P Estimated Value of Project: P APPLICANT: DO NOT WRITE BELOW THIS LINE Submittal Req'd Rec'd TRACKING PERMIT FEES Plan Sets Plan Check submitted Item Amount Structural Cales. of Reviewed, ready for corrections Plan Check Deposit Trus% CaIcs. Called Contact Person Plan Check Balance Title 24 CaIcs. Plans picked up /- I Construction Flood plain plan Plans resubmitted Mechanical Grading plan 2'"Review, ready for corrections/issue Electrical Plumbing Subcontactor List Called Contact Person Grant Deed Plans picked up SAM. H.O.A. Approval Plans resubmitted Grading IN HOUSE:- Review, ready for corrections/issue Developer Impact Fee Planning Approval Called Contact Person A.I.P.P. Pub. Wks. Appr Date or permit issue School Fees Total Permit Fees YOUNG ENGINEERING SERVICES Engineering Architecture -Surveying- Building & Safety Services b Letter of Transmittal To: City of La Quinta Date: 1/3/03 Project: 51-090 Mango Attn: Ed Randall PC#: 0204-140(2 check) Tel No.: (760) 777-7012 Tract No.: We are forwarding: X By Messenger By Mail Your Pickup No. of Copies Description: 1 Set of plans 2 Sets of truss calcs 2 Structural calc Comments: Plans are acceptable. Thanks This Material Sent for: Your Files Per Your Request Your Review x Approval Checking At the request of: Other By: Eric Frenzel Phone # 760-360-5770 77-804 Wildcat Drive, Suite C, Palm Desert, CA 92211 (760) 360-5770 Bronz Young W-5 ten••. CONSTRUCTIONZC Fire and Water Damage Restoration • 24 HOUR SERVICE cf Tom( of LA 9-u-1 t-4TA MR `TJ K DQ-'Cst> "'Jr I O` d iu ro-Q,O © Come visit our web site at: www.protechconst.com E-mail: protech@protechconst.com General contractors license #485114 Oc. c ->t> 7741 &" TNE OF- " 76C Aanar ff vn T- f i ` v " 7i S7 7i q "2-q6 -q 2 c7 % CITY OF LA QUINTA BUILDING & SAFOYDEPTo APPROVED I r• ..:-,ate. G}CTEas 1 G%k V _ $I* AT11711IS cas Corporate Office: 663 Brea Canyon Road, Ste. 1 • Walnut, CA 91789-3010 • 800-541-8800 / 909-594-9759 • FAX: 909-594-8049 Orange County Office: 5676 Ocean Terrace Drive • Huntington Beach, CA 92648 • 714-960-1292 • FAX: 714-960-5116 San Diego County Office: 7801 Mission Center Ct., #200 • San Diego, CA 92108 • 619-298-7101 • FAX: 619-298-7102 TABLE OF CONTENTS FUR CAYhWN HDA 51090 MAN30 LA QUINM CALIFCSRNIA JOB NLNBER 020184 1. - BUILDIW. SLMURY 2. - GLAZIM SL?4-VW 3. CF -IR - CCMPl.IANCE STUM4Wf 4. C -2R - BUILDING DESIGN 5. FORM 3R - CALL"=CN OF HEAT TPMZ M COEFFICIERM 6. FORM 4R - HEIUMC LARD CAILIII.ATION 7. FORM 5R - COOL= LOAD CAl0J=GN BASED ON LIGHT DRAPES GN ALL WINDOWS CITY OF LA QUINTA BUILDING & SAFETY DEPT. APPROVED FOR CONSTRUCTION DATE I A " - O BY BUILDING S U M M A R Y CAYMAN IAA, 51090 mm JOB NU+IDFR 020184 PROPOSED BUILDING ENVELOPE: INSULATION: NEN EXT WAIS. R19 GYPBOARD WALL R13 NEW ATTIC CEIT R38 DUCT INSULA!ICN R4.2 PE RIME= INSULATION NONE PROPOSED BUILDING GLASS 024FIGURA7ICN: PROVIDE DOUBLE PANE IOW E GLASS 7HROUGHDUT EQUIPMENT SIZING REQUIR04ERM: NEW E7)UIPMgNT TO BE SELECTED BY THE OCNIRACTCR TO MEET THE FOLLOWING REQUIREMENIS: 1. HEATING CAPACITY TO MEET MINIIMLM BUILDING HEFTING LOAD OF 37129 BTUH. 2. EFFICIENCIES TO BE EQUAL OR GREATER THAN THE FOLLOWING: FURNACE AFUE = 80.006 AIR CNDITIONER SEER = 12.00 WATER HEATER. EF - 0.60 WATER HEATER BIANKET = R-0 3. WATER HEATER SIZE TO NOT EXCEED THE SIZE SHOWN. SAMPLE EURRgNT SELBCrIONS: TERRY ENGINEERIDG IS NOT RESFCNSIHIE FCR THE WJIEMFNT SELECTION; THEREFORE, THE FINAL SELECTION MUST BE BASED ON DESIGN CRITERIA P%NII) BY THE d LER: RUM TO FORMS 4, 5 & 6 FOR LOAD CALLZIIATICNLS. THE FOLLOWING SETECIIONS ARE FOR REFERENCE ONLY. EQUIPMENT QTY MAKE MJDEL BTU/HR FURNACE 1 (1) PAYNE 376MV036040 37000 EACH FUIRACE 2 (1) PAYNE 376CAV036040 37000 EACH EWIPMENT QTY MAKE MODEL TONS AIR CONDITIONER 1 (1) AIR (12IDITTONER 2 (1) ECAIIRIM QTY MAKE PAYNE 5630036-A 3.0 PAYNE 5630036-A 3.0 MOLE WATER HEATER (1) AMERICAN G62 -50T35 -3N.60 PROVIDE TXV, DUCT TESTING, SEER 12 AND RADIANT BARRIER RESULTS: CLMPLIANKE IS BASED CN THE PERFORMANCE MI -M. PERFCRMWNLE RESULT = 48.11 BUDGET = 48.48 50.00 R-0 GLASS SUMMARY OMIAN FDA, 51090 MANGO ' JOB N[MBER 020184 FRAMING OPENING GIAZING SHADING NCM ORIFNI•ATICN WIDTH HEIGHT WINDOW TYPE U-VALUE MATERIAL TYPE TYPE DEVICE 1 RIGHT 6.00 8.00 SLIDING GLASS DOOR 0.63 METAL SLIDER DUAL 2 RIGHT 3.00 6.00 RB3ULAR 0.63 METAL SLJm DIAL 3 RIGHT 3.00 6.00 REGULAR 0.63 METAL SLIM DIAL 4 RIGHT FRONT 1.50 7.00 RIMXAR 0.52 METAL. FIXED DUAL ' 5 FRCNT 4.00 4.50 Om SHAPED GLASS 0.52 METAL, FIXED DUAL 6 RIGHT 5.00 5.00 RDG(ILAR 0.63 METAL SLIM DIAL 7 RIGHT 5.00 1.50 RFSSIIAR 0.52 METAL FIXEDD D IAL, 8 RIGHT 8.00 8.00 SLIDING GLASS DOOR 0.63 METAL SLIDER DUAL, ' 9 RIGHT 3.00 7.75 PMaJLAR 0.52 METAL FIXED DIAL 10 REAR 3.00 7.75 REGULAR 0.52 METAL, FIXED DIAL 11 REAR 8.00 8.00 SLIDING GLASS DOOR 0.63 METAL. SLIDER DIAL 12 REAR 3.00 7.75 REGULAR 0.52 METAL FIXED DUAL ' 13 LEFT 3.00 7.75 REGULAR 0.52 METAL FIXED DIAL, 14 REAR 8.00 8.00 SLIDING GLASS DOOR 0.63 METAL SLIDER DUAL, 15 REAR 8.00 1.50 REGULAR 0.52 METAL FIXED DUAL 16 REAR 8.00 8.00 SLIDING GLASS DOOR 0.63 METAL SLIDER DEAL 17 REAR 8.00 1.50 REGULAR 0.52 METAL FIXED DIAL, 18 REAR 8.00 8.00 SLIDING GLASS DOOR 0.63 METAL SLIEM ILIAL 19 REAR 4.00 7.00 REGULAR 0.63 METAL SLIDER DUAL 1 CERTIFICATE_ OF COMPLIANCE: _RESIDENTIAL _1CF_1R --------------------Page Project Title.......... CAYMAN HOA Date..04/10/02 Project Address........ 51090 MANGO ******* --------------------- 13:51:28 LA QUINTA CALIFORNIA *v6.01* Documentation Author... James H. Terry ******* Terry Engineering Building Pe-r—mi ' Climate 180 E Main St Ste 150 Tustin, CA 92680 (714) 838-1124 Zone. ..... 15 Pian ec Fieid - --------------------- -------- Date ----- Compliance Method...... MICROPAS6 v6.01 for 2001 Standards by Enercomp, Inc. ----- -------MICROPAS6 v6.01 File -50201840 Wth-CTZ15S92 Program -FORM CF -1R User#-MP0206 User -Terry Engineering Run -CAYMAN HOA 1 -------------------------------------------------------------- GENERAL INFORMATION ' ------------------- Conditioned Floor Area...... 2468 sf Building Type .............. Single Family Detached Construction Type New ' Building Front Orientation. Front Facing 270 deg (W) Number of Dwelling Units... 1 Number of Stories.......... 1 Floor Construction Type.... Slab On Grade Glazing Percentage......... 24.7 % of floor area Average Glazing U -factor... 0.6 Btu/hr-sf-F Average Glazing SHGC..... 0.42 Average Ceiling Height..... 8 ft BUILDING -SHELL -INSULATION Component Frame Cavity Sheathing Total Assembly Type Type R -value R -value R -value U -factor Location/Comments RoofRadiant Wall Wall Door n/a R-38 R-n/a R-38 0.030 New Attic Ceil n/a R-19 R-n/a R-19 0.065 New Ext Wall n/a R-13 R-n/a R-13 0.083 Gypboard Wall n/a R-0 R-n/a R-0 0.330 Exterior Door S1abEdge Interior Door n/a R-0 R-n/a F2=0.720 Covered FENESTRATION ------------ Orientation Area U- Interior Exterior (sf) Factor SHGC Shading Shading ---- Over- hang/ Fins ' ' Door .Window Window Window Window Window Window Door ----- ------ ----------------------------------- Right (S) 48.0 0.630 0.410 Standard Standard Right (S) , 18.0 0.630 0.450 Standard Standard Right (S) 18.0 0.630 0.450 Standard Standard Right (SW) 10.5 0.520 0.420 Standard Standard Front (W) 18.0 0.520 0.420 Standard Standard Right (S) 25.0 0.630 0.450 Standard Standard Right (S) 7.5 0.520 0.420 Standard Standard Right (S) 64.0 0.630 0.410 Standard Standard ----- Yes Yes Yes Yes Yes Yes Yes Yes CERTIFICATE OF COMPLIANCE: RESIDENTIAL --------------- Project Title.......... CAYMAN HOA Page 2 Date..04/10/02 CF -1R 13:51:28 ' MICROPAS6 v6.01 File --------------User#-MP0206 -------------------------------------------------------------- -S0201840 Wth-CTZ15S92 User -Terry Engineering Program -FORM CF -1R Run -CAYMAN HOA ' FENESTRATION Over - ' Orientation ------- Area (sf) U- Interior Factor SHGC Shading Exterior Shading hang/ Fins ' ' Window Right (S) Window Back (E) Door Back (E) Window Back (E) Window Left (N) Door Back (E) Window Back (E) Door Back (E) Window Back (E) Door Back (E) Window Back (E) ----- 23.3 23.3 64.0 23.3 23.3 64.0 12.0 64.0 12.0 64.0 28.0 ------ --------------------- 0.520 0.420 Standard 0.520 0.420 Standard 0.630 0.410 Standard. 0.520 0.420 Standard 0.520 0.420 Standard 0.630 0.410 Standard 0.520 0.420 Standard 0.630 0.410 Standard 0.520 0.420 Standard 0.630 0.410 Standard 0.630 0.450 Standard -------------- Standard Standard Standard Standard Standard Standard Standard Standard Standard Standard Standard ----- Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes SLAB SURFACES ------------- Area Slab Type (sf) ---------------- ------ Standard Slab 2468 HVAC SYSTEMS ' ------------ Refrigerant Tested ACCA Equipment Minimum Charge and Duct Duct Duct Manual ---Type -Efficiency Airflow Location R -value Leakage D -------- ------- ----- ------------- Thermostat Type 1 Furnace 0.800 AFUE ACSplitTXV 12.00 SEER n/a Attic R-4.2 Yes Attic R-4.2 ------- ------ Yes No Yes No ---------- SetBack SetBack DUCT TESTING DETAILS Equipment Type --------------------- Furnace / ACSplitTXV 7 ------------- Duct Measured Supply Leakage Target Duct Surface Area (% fan CFM/CFM25) (ft2) --- ------------------ ----------------- 6% / 103.7 n/a F CERTIFICATE OF COMPLIANCE: RESIDENTIAL Page 3 CF -1R Project Title.......... CAYMAN HOA Date..04/10/02 13:51:28 --------------------------------------__ MICROPAS6 v6.01 File -S0201840 Wth-CTZ15S92 Program -FORM CF-1R -User#-MP0206 User -Terry Engineering Run -CAYMAN HOA ------------- -------------------------------------------------------------- WATER HEATING SYSTEMS --------------------- Number in Tank Type Heater Type Distribution Type System Storage Gas Standard 1 Tank External Energy Size Insulation Factor (gal) R -value --- .60 50 R- n/a ' SPECIALFEATURES AND MODELING ASSUMPTIONS - *** Items in this section should be documented on the plans, *** *** installed to manufacturer and CEC specifications, and *** *** verified during plan check and field inspection. *** This building incorporates a Radiant Barrier. The radiant barrier must have ' an emissivity less than or equal to 0.05, must be installed to cover the roof trusses, rafters, gable end walls and other vertical attic surfaces, and must meet attic ventilation criteria. ' This building incorporates Tested Duct Leakage. This building incorporates either Tested Refrigerant Charge and Airflow (RCA) or a Thermostatic Expansion Valve (TXV) on the specified air conditioning ' system(s). 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-approved HERS provider using *** *** CEC approved testing and/or verification methods.and *** *** must be reported on the CF -6R installation certificate. *** This building incorporates Tested Duct Leakage. Target CFM leakage values measured at 25 pascals are shown in DUCT TESTING DETAILS above ' or may be calculated as documented on the CF -6R. If the measured CFM is above the target, then corrective action must be taken to reduce the duct leakage and then must be retested. Alternatively, the compliance ' calculations_ could be redone without duct testing. If ducts are not installed, then HERS verification is not necessary for Tested Duct Leakage. This building incorporates either Tested Refrigerant Charge and Airflow (RCA) ' or a Thermostatic Expansion Valve (TXV) on the specified air conditioning system(s). If a cooling system is not installed, then HERS verification is not necessary for the RCA or TXV. CERTIFICATE OF COMPLIANCE: RESIDENTIAL Page 4 CF -1R ' Project Title ... CAYMAN HOA Date 04/10/02 13:51:28 MICROPAS6 v6.01 File -S0201840 Wth-CTZ15S92 Program -FORM CF-1R User#-MP0206 User -Terry Engineering Run -CAYMAN HOA -------------- -------------------------------------------------------------- ' REMARKS 1 t 11 COMPLIANCE STATEMENT -------------------- This certificate of compliance lists the building features and performance specifications needed to comply with Title -24, Parts 1 and 6 of the California Code of Regulations, and the administrative regulations to implement them. This certificate has been signed by the individual with overall design responsibility. When this certificate of compliance is submitted for a single building plan to be built in multiple orientations, any shading feature that is varied is indicated in the Special Features Modeling Assumptions section. DESIGNER or OWNER Name.... Company. HC HANS Address. 17371 IRVINE BLVD STE 200 TUSTIN CALIFORNIA 92780 Phone... 714-573-0073 License. Signed.. ate ENFORCEMENT AGENCY Name.... Title... Agency.. Phone... Signed.. ate DOCUMENTATION AUTHOR Name.... James H. Terry Company. Terry Engineering Address. 180 E Main St Ste 150 Tustin, CA 92680 Phone... (714) 838-1124 Signed.. '04 -1p- O ate ' COMPUTER METHOD SUMMARY Page 1 --------------------------------------------------------------------------- Project Title.......... CAYMAN HOA Date..04/10/02 Project Address........ 51090 MANGO ******* --------------------- C-2R 13:51:28 ' LA QUINTA CALIFORNIA *v6.01* Documentation Author... James H. Terry ******* Building Permit Terry EnVineering 180 E Main St Ste 150 Plan C ec Tustin, CA 92680 Date ' (714) 838-1124 Field Che-cDate Climate Zone. ... -- .. 15 --------------------- Compliance Method...... MICROPAS6 v6.01 for 2001 Standards by Enercomp, MICROPAS6 v6.01 File -S0201840 Wth-CTZ15S92 Program -FORM C-2R --------------User#-MP0206 User -Terry Engineering Run -CAYMAN HOA Inc. -------------------------------------------------------------- -------------------------------------------------------- = MICROPAS6 ENERGY USE SUMMARY = _---------------------------- =Energy Use Standard Proposed Compliance (kBtu/sf-yr) Design Design Margin _------------------------------------------- _ = ' ---------- = Space Heating.......... 2.64 2.09 0.55 = Space Cooling.........: 34.36 35.91 -1.55 = Water Heating......... 11.48 10.11 1.37 - = = - ' ---------------- Total 48.48 48.11 0.37 *** Building complies with Computer Performance - ' ------------------ GENERAL INFORMATION ------ Conditioned Floor Area..... 2468 sf Building Type .............. Single Family Detached ' Construction Type New Building Front Orientation. Front Facing 270 deg (W) Number of Dwelling Units... 1 Number of Building Stories. 1 Weather Data Type.......... ReducedYear ' Floor Construction Type.... Slab On Grade Number of Building Zones... 1 Conditioned Volume......... 19744 cf Slab -On -Grade Area......... 2468 sf Glazing Percentage......... 24.7 % of floor area Average Glazing U -factor... 0.6 Btu/hr-sf-F Average Glazing SHGC....... 0.42 Average Ceiling Height..... 8 ft ' COMPUTER METHOD SUMMARY ------------------------------------------------------------------------ Project Title.......... CAYMAN HOA ----------- Page 2 C-2R Date..04/10/02 13:51:28 MICROPAS6 v6.01 File -S0201840 Wth-CTZ15S92 Program -FORM C-2R -User#-MP0206 User -Terry Engineering Run -CAYMAN HOA ------------- -------------------------------------------------------------- ' Floor BUILDING ZONE # of INFORMATION Vent Vent Air 1 Zone Type Area (sf) Volume (cf) Dwell Cond- Thermostat Height Area Leakage Units itioned Type (ft) (sf) Credit HOUSE -------- ----------- ---------------------- Residence 2468 19744 1.00 Yes SetBack 2.0 Standard No OPAQUE SURFACES ' Surface Area (sf) U- factor --------------- Insul Act Solar R -vat Azm Tilt Gains Form 3 Location/ Reference Comments HOUSE ---- --- ---- ----- ------------ ---------------- ' ' 1 Roof Radiant 2468 2 Wall 215 3 Wall 6 4 Wall 395 5 Wall 102 6 Wall 101 7 Wall 17 8 Wall 107 9 Wall 285 10 Door 28 11 Door 21 0.030 0.065 0.065 0.065 0.065 0.065 0.065 0.065 0.083 0.330 0.330 38 n/a 19 90 19 135 19 180 19 225 19 270 19 315 19 0 13 270 0 225 .90 0 270 0 Yes 90 Yes 90 Yes 90 Yes 90 Yes 90 Yes 90 Yes 90 Yes 90 No Yes 90 No None New Attic Ceil None New Ext Wall None New Ext Wall None New Ext Wall None New Ext Wall None New Ext Wall None New Ext Wall None New Ext Wall None Gypboard Wall None Exterior Door None Interior Door '.---------------- Length PERIMETER LOSSES F2 Insul Solar Surface (ft) Factor R-val Gains Location/Comments ------------ HOUSE ------ -------- ------- ----- ---------------------- 12 S1abEdge 238 0.720 R-0 No Covered FENESTRATION SURFACES Orientation HOUSE Area (sf) --------------------- U- factor SHGC Act Azm Tilt Exterior Shade Interior Shade Type/SHGC Type/SHGC ' ' 1 Door 2 Window 3 Window 4 Window 5 Window 6 Window 7 Window 8 Door 9 Window Right (S) 48.0 Right (S) 18.0 Right (S) 18.0 Right (SW) 10.5 Front (W) 18.0 Right (S) 25.0 Right (S) 7.5 Right (S) 64.0 Right (S) 23.3 0.630 0.410 0.630 0.450 0.630 0.450 0.520 0.420 0.520 0.420 0.630 0.450 0.520 0.420 0.630 0.410 0.520 0.420 180 90 180 90 180 90 225 90 270 90 180 90 180 90 180 90 180 90 Standard/0.76 Standard/0.68 Standard/0.76 Standard/0.68 Standard/0.76 Standard/0.68 Standard/0.76 Standard/0.68 Standard/0.76 Standard/0.68 Standard/0.76 Standard/0.68 Standard/0.76 Standard/0.68 Standard/0.76 Standard/0.68 Standard/0.76 Standard/0.68 COMPUTER METHOD SUMMARY Project Title.......... CAYMAN HOA Page 3 C -2R Date..04/10/02 13:51:28 r --------------User#-MP0206 MICROPAS6 v6.01 File -S0201840 Wth-CTZ15S92 Program -FORM C -2R User -Terry Engineering Run -CAYMAN HOA -------------------------------------------------------------- Orientation --------------------------- Area (sf) FENESTRATIONSURFACES U- Act factor SHGC Azm Tilt Exterior Shade Type/SHGC Interior Shade Type/SHGC ' 10 11 12 13 14 15 16 17 18 19 Window Door Window Window Door Window Door Window Door Window Back Back Back Left Back Back Back Back Back Back (E) (E) (E) (N) (E) (E) .(E) (E) (E) (E) 23.3 64.0 23.3 23.3 64.0 12.0 64.0 12.0 64.0 28.0 ----- 0.520 0.630 0.520 0.520 0.630 0.520 0.630 0.520 0.630 0.630 ----- --- 0.420 90 0.410 90 0.420 90 0.420 0 0.410 90 0.420 90 0.410 90 0.420 90 0.410 90 0.450 90 ---- 90 90 90 90 90 90 90 90 90 90 -------------- Standard/0.76 Standard/0.76 Standard/0.76 Standard/0.76 Standard/0.76 Standard/0.76 Standard/0.76 Standard/0.76 Standard/0.76 Standard/0.76 -------------- Standard/0.68 Standard/0.68 Standard/0.68 Standard/0.68 Standard/0.68 Standard/0.68 Standard/0.68 Standard/0.68 Standard/0.68 Standard/0.68 r OVERHANGS AND SIDE FINS 1 Surface ----------- Area (sf) ----- -Window-- Wdth Hgth ----- ----- ------- ------Overhang R ht Dpth Hght Ext Ext -Left Fin--- Ext Dpth Hght ---Right Fin-- Ext Dpth Hght HOUSE ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- r ' ' r ' 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 Door Window Window Window Window Window Window Door Window Window Door Window Window Door Window Door Window Door Window 48.0 18.0 18.0 10.5 18.0 25.0 7.5 64.0 23.3 23.3 64.0 23.3 23.3 64.0 12.0 64.0 12.0 64.0 28.0 6 3 3 1.5 4 5 5 8 3 3 8 3 3 8 8 8 8 8 4 8 6 6 7 4.5 5 1.5 8 7.75 7.75 8 7.75 7.75 8 1.5 8 1.5 8 7 1.42 1.08 1.08 7.5 5.75 1 1 1 1 7.17 7.17 7.17 17.7 5.75 5.75 5.75 5.75 3.25 3.25 .1 n/a 1 n/a 1 n/a' 3 n/a 1 n/a 3 n/a 1 n/a 3 n/a 3 n/a 3 n/a 3 n/a 3 n/a 3 n/a 3 n/a 1 n/a 3 n/a 1 n/a 1 n/a 1 n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a ' COMPUTER METHOD SUMMARY Page 4 C-2R ------------------------------------------------------------------------- Project Title.......... CAYMAN HOA Date..04/10/02 13:51:28 ---------- MICROPAS6 v6.01 File -50201840 Wth-CTZ15S92 Program -FORM C -2R '-User#-MP0206 User -Terry Engineering Run -CAYMAN HOA ------------- -------------------------------------------------------------- 1 System Type ------------- HOUSE Furnace ACSplitTXV SLAB SURFACES ------------- Area Slab Type (sf) HOUSE Standard Slab 2468 HVAC SYSTEMS Refrigerant Tested ACCA Minimum Charge and Duct Duct Duct 'Manual Duct Efficiency Airflow Location R -value Leakage D Eff ------------------------------------------------------- ---- 0.800 AFUE n/a Attic R-4.2 Yes No 0.815 12.00 SEER Yes Attic R-4.2 Yes No 0.733 DUCT TESTING DETAILS -------------------- Duct Measured Supply Leakage Target Duct Surface Area Equipment Type (% fan CFM/CFM25) (ft2) 1 ------------------------ ------------------ ----------------- HOUSE Furnace / ACSplitTXV 6% / 103.7 n/a ' WATER HEATING SYSTEMS --------------------- Number Tank External in Energy Size Insulation ' Tank Type Heater Type Distribution Type System Factor- (gal) R -value -- ------ --- ---------------- 1 Storage Gas Standard 1 60 ,50. R- n/a SPECIAL FEATURES AND MODELING ASSUMPTIONS ----------------------------------------- *** Items in this section should be documented on the plans, *** *** installed to manufacturer and CEC specifications, and *** *** verified during plan check and field inspection. *** This building incorporates a Radiant Barrier. The radiant barrier must have an emissivity less than or equal to 0.05, must be installed to cover the roof trusses, rafters, gable end walls and other vertical attic surfaces, and must meet attic ventilation criteria. This building incorporates Tested Duct Leakage. This building incorporates either Tested Refrigerant Charge and Airflow (RCA) or a Thermostatic Expansion Valve (TXV) on the specified air conditioning COMPUTER METHOD SUMMARY Page 5 C -2R -------------------- ________________________________________________________ Project Title.......... CAYMAN HOA Date..04/10/02 13:51:28 MICROPAS6 v6.01 File -S0201840 Wth-CTZ15S92 Program -FORM C -2R '--------------User#-MP0206 User -Terry Engineering Run -CAYMAN HOA -------------------------------------------------------------- ' SPECIAL FEATURES AND MODELING ASSUMPTIONS ----------------------------------------- system(s) . J 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-approved HERS provider using *** *** CEC approved testing and/or verification methods.and *** *** must be reported on the CF -6R installation certificate. *** This building incorporates Tested Duct Leakage. Target CFM leakage values measured at 25 pascals are shown in DUCT TESTING DETAILS above or may be calculated as documented on the CF -6R. If the measured CFM is above the target, then corrective action must be taken to reduce the duct leakage and then must be retested. Alternatively, the compliance calculations could be redone without duct testing. If ducts are not installed, then HERS verification is not necessary for Tested Duct Leakage. This building incorporates either Tested Refrigerant Charge and Airflow (RCA) or a Thermostatic Expansion Valve (TXV) on the specified air conditioning system(s). If a cooling system is not installed, then HERS verification is not necessary for the RCA or TXV. 020184 HEAT TRANSFER COEFFICIENTS FORM 3 R HEAT TRANSFER CDEFFICTENP PROPOSED CONFIRUCIZCN ASSEMBLY PROJECT CA32" HOA LOCATION 51090 MANGO CITY LA QU12`M CALIFORNIA DESIGNER HC HANSEN OWNER CA)2" HOA DATE: 04-08-02 WEIGHT OF ASSEMBLY 0.000 LIST OF CT2ISTR[R.1TCN CLAS R CONSIRUCIIQN ASSEMBLY New Ext Wall 1 R19 Standard Wall (16oc) 15.380 2 0.000 3 0.000 4 0.000 5 0.000 6 0.000 7 0.000 8 0.000 9 0.000 10 0.000 0 TOTRII, THERMAL RESISD*XE (RT) 15.380 1/RT, OVERALL HEAT TRANSFER COEFFICIENT (U 0.065 ETU/ (HR.FI2.OF) U CORRECIFD WITH FRAMDr, FACIUR 1 0.065 BTU/(HR.FI2.OF) WEIC33I' OF ASSEMBLY 4.700 LISP OF CONSIRL)CTION COMPONENTS R C24S`IR[JCTION ASSEMBLY Gypboard Wall 1 5/8 In. Gyp Baird 0.500 2 R13 Wall (2)c4 16oc) 9.760 3 1/2 In Gyp Board 0.450 4 Wall Inside Air Film 0.680 5 Wall Inside Air Film 0.680 6 0.000 7 0.000 8 0.000 9 0.000 10 0.000 0 TCn'P.L THERMAL RESISU*XE (RT) 12.070 1/RT, OVERALL HEAT TRANSFER COEFFICIENT (U 0.083 BTU/ (HR.FI2.OF) U CORRECTED WITH FRAMING FACTOR 1 0.083 SIU/(HR.FI2.OF) WEIGLP OF ASSEMBLY 4.100 LISP OF OMUIRUCPION CC P18 R CODLSIR[RTTCN ASSEMBLY New Attic Ceiling 1 Shingles 0.100 2 Building Paper 0.060 3 1/2 In. Plywood 0.620 4 Air Space 0.800 5 R38 Roof (2x12 l6oc) 30.670 6 1/2 In. Gypboard 0.450 7 Roof Inside Air Film 0.610 8 Outside Air Film 0.170 9 0.000 10 0.000 0 TOTAL THERMAL RESIsn* E (RT) 33.480 1/RT, OVERALL HEAT 'TRAt1SFER COEFFICIENT (U 0.030 BTU/(HR.Fr2.OF) U QJRRECZID WITH FRAM[DX; FACTOR 1 0.030 BTU/(HR.FI2.OF) 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 020184 HEATING LOAD CALCULATION FORM 4 R PROJECT CA)2-AN HOA LOCATION 51090 D9113J CITY LA =nA CALIFORNIA DESIGNEER HC HSNISEN OWNER CA)DW HCA DATE: 04-08-02 HOURLY HEAT LOSS DESIGN TE PERATL)RE DIFFERENCE FOR ALL CCNDITTCNS angR THAN THE FOLLOWING: 70 - 31 LINE 1. = 39 FOR INRAAM FLOOR OVER VENTED UNHEATED SPACE LINE 1/2 LINE 2. = 19.5 FOR Ub1INS1JTA!I D FLOOR OVER VENTED UNHEATED SPACE LINE 2 - 5 F LINE 3. = 14.5 OONDJMTVE HEAT LOSS DUCT HEAT LOSS (ENTER 0 ON LII 8 IF THERE ARE NO DUCTS) 0.10 X LINE 7 TOTAL (LINE 7 + 8) ILIAD 6977.9 BW/HR = 4250.6 SIU/HR = 1429.7 BTU/HR = 623.6 SIU/HR = 212.9 SIU/HR 365.0 SIU/HR = 471.5 SIU/HR 360.4 SIU/HR 102.2 SIU/HR 2389.0 SIU/HR 919.5 BTU/HR = 2874.9 SIU/HR = 3073.8 BTU/HR S MOTAL 4 = 24051.1 BTU/HR LINE 5 = 9702.2 BTU/HR SLEMMNL. 7 - 33753.3 SIU/HR LINE 8 = 3375.3 BIU/HR LINE 9 = 37128.6 MU/HR AREA, FT 2 OR U FROM FORM TW FROM DESCPIPTTON OF ASSEMBLY IFNQIH, FT. 3,TA13LE 4-1 CRASS R DOU3LE PANE 284.00 X 0.630 X 39.00 CLASS Rt DOUBT PANE 173.00 X 0.630 X 39.00 GLASS R DOUBLE PANE 70.50 X 0.520 X 39.00 CLASS Rt MIRTF PANE 30.75 X 0.520 X 39.00 GLASS RF DOUBLE PANE 10.50 X 0.520 X 39.00 CLASS F DOUBLE PANE 18.00 X 0.520 X 39.00 (LASS L DOUBLE PANE 23.25 X 0.520 X 39.00 EXTERIOR DOOR 28.00 X 0.330 X 39.00 INIERICR DOOR 21.36 X 0.330 X 14.50 New Ext Wall 942.11 X 0.065 X 39.00 Gypboard Wall 284.57 X 0.083 X 39.00 New Attic Ceiling 2468.00 X 0.030 X 39.00 Carpet W/ Rubber Pad 0.00 X 12.930 X 1.00 INFILTRATION (ENTER 0 GNQ LDL; 6 IF THERE IS NO POSITIVE VENTILATION) 2468.0 FT2 X 8.0 FT X .0126 X 39.0 OF GROSS FLOOR AREA WEIGHTED AW. CEILING MIGHT I FROM MUKE 3-7 DIW FRCM T. DUCT HEAT LOSS (ENTER 0 ON LII 8 IF THERE ARE NO DUCTS) 0.10 X LINE 7 TOTAL (LINE 7 + 8) ILIAD 6977.9 BW/HR = 4250.6 SIU/HR = 1429.7 BTU/HR = 623.6 SIU/HR = 212.9 SIU/HR 365.0 SIU/HR = 471.5 SIU/HR 360.4 SIU/HR 102.2 SIU/HR 2389.0 SIU/HR 919.5 BTU/HR = 2874.9 SIU/HR = 3073.8 BTU/HR S MOTAL 4 = 24051.1 BTU/HR LINE 5 = 9702.2 BTU/HR SLEMMNL. 7 - 33753.3 SIU/HR LINE 8 = 3375.3 BIU/HR LINE 9 = 37128.6 MU/HR 4-100WO] H.C. HANSEN, STRUCTURAL ENGINEER 17371 IRVINE BLVD., SUITE 200 • TUSTIN, CA 92780-3045 • TEL. (714) 573-0073 • FAX (714) 573-0688 January 14, 2003 City of La Quinta Department of Building & Safety La Quinta, Ca. Subject: Review of roof truss shop drawings for the new residential roof trusses for the fire damaged structure at 51090 Mango, La Quinta, Ca. Dear Sir, I have reviewed the revised shop drawings for the roof trusses for the subject building. The drag trusses have been adequately addressed within the new shop drawings (this was the outstanding item which needed to be addressed). I have provided my shop drawing stamp on documents with the "No exceptions taken" checked. If there are any questions or comments please call at your convenience. Sincerely, Chris Hansen H.C. Hansen, Structural Engineer 610/v PHPH q y ti E s-305 `srq AUCNQ pQ`' 0 CP k . . ' lois, - ►- _ a` - \ 5510,10 mo h( C -o } eoo--4es? : :. ;s; .,, . :ter=.> ,,.,Y•.,. MZA-A WEST COAST TRUSS CERTIFIED INSPECTION CS IN STRICT. ACCORDANCE lk WITH U.Q.C. 2311.6 PREFABRICATED 0 c: n 0 p"DG)O n z go jo omC:: . n z®oz k . . ' lois, - ►- _ a` - \ 5510,10 mo h( C -o } eoo--4es? : :. ;s; .,, . :ter=.> ,,.,Y•.,. MZA-A WEST COAST TRUSS CERTIFIED INSPECTION CS IN STRICT. ACCORDANCE lk WITH U.Q.C. 2311.6 PREFABRICATED kXISTING TRUSS 33-09-00 17-00-00 L L 29-00-00 0 0 0 0 co 0 N O 0 12 3. Q LUMBER SPECIFICATIONS SIZE SPECIE GRADE PANEL(S) TOP CHORDS: 2x 4 OF N2 1- 6 BOTTOM CHORDS: 2x 4 OF #2 1- 4 WEBS: 2x 4 HF STUD 1-11 TC LATERAL SUPPORT <- 12"OC. UON. BC LATERAL SUPPORT <= 12"OC, UON. C -2.5x41 C-1 Scale: 3/8" TRUSS SPAN 17'- .00' LOAD DURATION INCREASE - 1.25 SPACED 24":0" O.C. LOADING LL( 16 . D) +DL ( 14.0) ON TOP CHORD - 30.0 PSF OL ON BOTTOM CHORD = 10.0 PSF* TOTAL LOAD - 40.0 PSF* x5 PSF REDUCTION TAKEN ON BOTTOM CHORD, AXIAL STRESS ONLY. B-06-00 5.00 L-- 0, x5.00 ANSI/TPI SINGLE MEMBER FORCES 4WRGD T 1- 43 B 1- 0 W 1- 6 W 7- -53 T 2= 43 8 2= 502 W 2= -46 W 8- -674 T 3- -493 8 3- 502 W 3- -128 W S. -126 T 4= -493 B 4= 0 W 4= -674 W10= -46 T 5- 43 W 5- -53 W11- 6 T 6= 43 W 6= 124 CANT @ 1'- 1,8' CANT @ 15'-10.3' LEFT 595 RIGHT = 595 BEARING AREA REQUIRED (SO. IN) JOINT 9 .95 OF / 1.47 HF / 1.40 SPF JOINT 11 .95 OF / 1.47 HF / 1.40 SPF 2.5x4.3 6 11-00- 0 15-00-00 1-00- Q 17-00-00 STAY General Notes, unless otherwise noted: WARNINGS: 1. Design to Support loads as shown. Design conforms to UBC -97 AnVer: 1 .OB (1L) -W 2. Design assumes the top and bottom chords to be laterally braced at otend Warnings ballasts constmotlon of 1- Rd all es General Not- 1. an 1. Buxder and areellen eontnetor should be advised of aS Cenral Notes and -d Wernbrgs before e--" on eommwwas. 3. 1.3 compreas m reb broong must be Installed rhw shown +. DATE: 11/ 6/2002 4. AG lateral faros mistip al ments Ivor as lainpora y and prmanant braoing, must be dealglted and provided by designer of completo strvoturo. CompuWs aarumu no respondbYNy for such bracing. DES. BY: 6. No lead should b.= to any cornperrent uMll after as brooms and G ENGWEERMG COMPUTER SYSTEMS fasteners one complete, and at no flora ehoWd any toads greater than design . . leads be applied to any coment pon. SEG .: 980895 a. Codrputnrs los ne oantret over and asoma no responsibility ler the Ttldaatlen, headlYrp, shipment and InstaYdon of components. 7. This deargn is Werdshed subject to the emhatlons on truss doelgns set forth by the Truss Elate irslln to ir'Smdnp Wood Trusses. HI9.910, a copy of which will be f rdsh d by Cemputrvs upon r."an. General Notes, unless otherwise noted: 1. Design to Support loads as shown. Design conforms to UBC -97 AnVer: 1 .OB (1L) -W 2. Design assumes the top and bottom chords to be laterally braced at 2'•0 o.c. and at 12'-0* o.c. respectively. . 3. 2x4 Impact bridging or lateral bracin required where shown + + 4. Installation of trues Is the resporraibill of = respective contractor. 5. Design assumes trusses are to be us in a non -corrosive environment, and are for dry condition' of use. 6. Design assumes full bearing at all supporta shown. Shim or wedge ifiTI necessary.7. Trus Inc. F4r - Design assumes adequate drainage is provided.6. Plates shall be located on both faces of truss, and placed so their center lines coincide with joint center lines. G ENGWEERMG COMPUTER SYSTEMS 9. Digits indicate size of plate in inches. . . 10. For basic design values of the Computrus Plate, indicated by the prefix 'C', see I.C.B.O. R.R. 4211. 11. The Computrus Net Section Plate is indicated by the prefix 'CN", the designator 118) Indicates 19 ga. material is used. All others are 20 ga. iraiie LUMBER SPECIFICATIONS SIZE SPECIE GRADE PANEL (S) TOP CHORDS: 2x 4 OF #2 1- 4 BOTTOM CHORDS: 2x 8 OF E2 1. 2 WEBS: 2x 4 HF STUD 1- 3 TC LATERAL SUPPORT <- 12'OC, UON. BC LATERAL SUPPORT <= 12'OC, UON. _.0-7x Scale: 3/8" 17- 0- 0 GIRDER TRUSS SUPPORTING 8- 0- 0 LOAD DURATION INCREASE - 1.25 + LOADING TC UNIF LL( 32.0)+DL( 28.0)- 60.0 PLF 0' .0" TO 17' .0' VERT BC UNIF LL( 48.0)+DL( 67.0)= 115:0 PLF 0' .0" TO 17' .0' VERT 8-06-00 4.00t C-56 ---J 4.00 ANSI/TPI SINGLE MEMBER FORCES 4WRGO T 1- -1695 B 1- 1456 W 1- 179 T 2= -1708 8 2= 1456 W 2= 832 T 3- -1707 W 3- 179 T 4= -1695 LEFT = 1488 RIGHT = 14BO BEARING AREA REQUIRED (SO. IN) JOINT 1 2.38 OF / 3.67 HF / 3.50 SPF JOINT 5 2.38 OF / 3.67 HF / 3.50 SPF 14.5 ',1-00-90 15-00-00 1-00-9 17-00-00 09 Wedge required at heels) WARNINGS; General Notes, unless otherwise noted: 1. Read all General Fiat. and Warnings batonoonstruadonoltrustee. 1. Design to support loads as shown, Design conforms to UBC -97 AnVer• 1.O8(IL) Design ' T. Builder and ~Ion contnict. should be ad~ of all Go nard Not- and 2. assumes the top and bottom chords to be laterally braced at WaenbrW before oonshucdon aomm.to-. 3. tai wmpresalon web Maobng must W InstaMd wA.a shown .. 2'-0 o.c. and at 12'-0' o.c. respectively. 3. 2x4 Impact bridging or lateral bracing required where shown + + 4. Installation weer is the responsibility the respective contractor.itm DATE: 11/ 6/2002 4. AS lateral force resisting dements woh se tarnyonry, and pamunant bndng, m tobeused n 5. Design assumes trusses are to used in anon-eorrostve environment, man be designed and provided by designer o1 aompleta strvaun. se and are for 'dry condition' of use. / DES. BY: eomputnes a -um- no responsenlgty for such teaebne. 5. No bad should be applied to any componrn ante art. tl bradnp red 6. Design assumes full bearing at all supports shown. Shim or wedge if Inc. necessary. /\,GampuTrus / W_` rastrws re complete, and at no tlma should any leads greater than design 7 • Design assumes adequate drainage is provided. 8. Plates shall be located on both faces of truss, and placed so their center 10, boa. W apexed to any oamponrn. lines coincide with joint center lines. M4NUFACtURING ENGWEE0.ING cOMPVTE0. 6Y6TEM.6 SED.: 980886 6. Compuuue has no control orae and assuresponsibilityes no responsibility for the . . 9. Digits indicate size of plate in inches. fabrication, handling, shipment and butaeatlon of components. 10. For basic design values of the Computrus Rate, Indicated by the prefix 7. This deslgn Is furnished subleot to the Bmltatione on truss designs sat fort by to Truss Rate Instvte In'gradng wood Truss., MIB -91". • oopy of whim will be Unlined by campueru. neon request. "C', see I.C.6.0. R.R. 4211. 1 1. The Computrus Net Section Plate is indicated by the prefix 'CN', the designator 118) indicates 18 ga. material is used. All others are 20 ga. LUMBER SPECIFICATIONS SIZE SPECIE GRADE PANEL(S) TOP CHORDS: 2x 4 OF 02 1- 8 BOTTOM CHORDS: 2x 4 DF /2 1, 3- 5 2x 4 OF Ni&BTR 2 WEBS: 2x 4 HF STUD 1-14 TC LATERAL SUPPORT <= 12"OC, UON. BC LATERAL SUPPORT <- 12"OC, UON. ' V.NOTE: 1X3 BRACING AT 24" O.C. FOR ALL FLAT TOP CHORD AREAS NOT SHEATHED Note: Truss not symmetrical. Orientation as shown. 33- 9- 0 HIP SETBACK 8- 0- 0 FROM END WALL LOAD DURATION INCREASE - 1.25 + LOADING TC UNIF LL( 32.0)+DLI 28.0)- 60.0 PLF 0' .0" TO B' .0' VERT TC UNIF LL( 80.0)+DL( 70.0)= 150.0 PLF S' .0" TO 25' 9.0" VERT TC UNIF LL( 32.0)+DL( 28.0)- 60.0 PLF 25' 9.0" TO 33' 9.0' VERT 8C UNIF LL( .0)+DL( 25.0)- 25.0 PLF 0' .0" TO 33' 9.0" VERT TC CONC LL( 298.7) +DL ( 261.3)- 560.0 LBS @ B' .0" TC CONC LL( 298.7)+DL( 261.3)= 560.0 LBS @ 25' 9.0- 1 2 ) complete trusses required. Join together with 16d Box nails staggered at 12" oc throughout top chords, 12" oc throughout bottom chords, 12" oc throughout webs. CANT @ 32'- 7.3' LEFT = 2706 RIGHT = 2880 BEARING AREA REQUIRED (SO. IN) JOINT 10 4.33 OF / 6.68 HF / 6.37 SPF JOINT 14 4.61 OF / 7.11 HF / 6.78 SPF ANSI/TPI 2 MEMBER FORCES 4WRGD B-00-00 T 1- 0 B 1- 4766 W 1- -108 W Be 1050 T 2= -6308 B 2= 7744 W 2= -5428 W 9= -2360 T 3- -6012 B 3- 7462 W 3- 1412 W10- 612 T 4= -8352 B 4= -54 W 4= 776 W11= 5584 T 5- -8352 8 5- 0 W 5- -2022 W12- -2758 T 6= -5440 W 6= 718 W13= -62 T 7- -5728 W 7- -698 W14- 14 T 8- 56 CANT @ 32'- 7.3' LEFT = 2706 RIGHT = 2880 BEARING AREA REQUIRED (SO. IN) JOINT 10 4.33 OF / 6.68 HF / 6.37 SPF JOINT 14 4.61 OF / 7.11 HF / 6.78 SPF 33-09-00 Scale: 3/16" B-00-00 17-09-00 B-00-00 2. Bupdr and woollen contractor eho.Ad be advised of all Grhral Notes and 4.00 C-47.7 C -1x2.6 $' C -2.5x6 C-47.7 12 C -47.7X4.00 3. 1 c3 compresdon web bracing must be Installed where shown .. DATE: 11/ 6/2002 C -3 x9.4 C -2.5x4.3 ~UFACTURNG . EMNEERWG . COMPUTER MTEMS C-fx2.6 DES. BY: \ 5. No bad should be applied to any oomitmeni ..di aftr dl bracing •rad C-30.4 b.tr are complete, and at no 11" shohld any loads paler than design a CD toad. be ppfd to any component. SEO .: 980887 e. Coriipubus has no control evr rd assumes no mapondMhy for the 0 fabdwtlon, hung, shipment rhe Inslallatbn of componems. 7. TN. deals. b fumhh.d sube.1 to tM RrNti tle.. on buss design. set forth by the TN.. Fiat. Institute In'Braobhg Wood Truces, 141111-911', • copy of o -3x9.4 C -2.5x1.7 0' 5a C -3x14.5 C -2.5x4.3 C -5x9.4 N C -1x2.6 '1 32-09-00 f'-00;00 33-09-00 Scale: 3/16" General Notes, unless otherwise noted: WARNNOS; 1. Design to support loads as shown. Design conforms to UBC -97 AnVer: 1 .08 (1L) -W 2. Design assumes the top and bottom chords to be laterally braced at 2'-0 o.c, and at 12'-O' o.c. respectivaly. 1. Rud .R Owrd Notes and Wamings before conslnwdon of tnisses. 2. Bupdr and woollen contractor eho.Ad be advised of all Grhral Notes and W-d.g. hefera ee i sad- comwrhaes. CompuTruS Inc. 3. 1 c3 compresdon web bracing must be Installed where shown .. DATE: 11/ 6/2002 /. As lateral11--lasing eNtnwn. sial+es t.mprrbd y and parnimem nng, must be designed and provided by designer of compete r1minum. ~UFACTURNG . EMNEERWG . COMPUTER MTEMS CompaANs eswtnes no tespondblhY for such bracing. DES. BY: \ 5. No bad should be applied to any oomitmeni ..di aftr dl bracing •rad b.tr are complete, and at no 11" shohld any loads paler than design toad. be ppfd to any component. SEO .: 980887 e. Coriipubus has no control evr rd assumes no mapondMhy for the fabdwtlon, hung, shipment rhe Inslallatbn of componems. 7. TN. deals. b fumhh.d sube.1 to tM RrNti tle.. on buss design. set forth by the TN.. Fiat. Institute In'Braobhg Wood Truces, 141111-911', • copy of which cola be liunlshad by Computma upon request. General Notes, unless otherwise noted: 1. Design to support loads as shown. Design conforms to UBC -97 AnVer: 1 .08 (1L) -W 2. Design assumes the top and bottom chords to be laterally braced at 2'-0 o.c, and at 12'-O' o.c. respectivaly. 3. 21i4 Impact bridging or lateral braeiny required where shown + + 4. Installation of truss is the (esponsibiliy of the respective contractor. S. Design assumes trusses are to be used in a non -corrosive environment, and are for "dry condition' of use. 6. Design assumes full bearing at all supports shown. Shim or wedge if necessary. CompuTruS Inc. 7. Design assumes adequate drainage is provided. 8. Plates shall be located on both faces of trusts, and placed so their center lines coincide with joint center lines. 9. Digits indicate size of plate in inches. ~UFACTURNG . EMNEERWG . COMPUTER MTEMS 10. For basic design values of the Computrus Plate, indicated by the prefix "C', see I.C.B.O. R.R. 4211. 11. The Computrus Net Section Plate is indicated by the prefix 'CN', the designator 118) indicates 18 ga. material is used. All others are 20 ga. NOTE: 1X3 BRACING AT 24" O.C. FOR ALL FLAT TOP CHORD AREAS NOT SHEATHED. Note: Truss not symmetrical. Orientation as shown. 2x4 vertical at 4811 o.c. with C -1.5x2.6 typ. BEARING AREA REQUIRED (SO. IN) JOINT 10 1.83 OF / 2.82 HF / 2.69 SPF JOINT 14 1.95 OF / 3.01 HF / 2.87 SPF LUMBER SPECIFICATIONS TRUSS SPAN 33'- 9.00' 8-00-00 ANSI/TPI SINGLE MEMBER FORCES 4WRGO C -1x2.6 C -2.5I C C -4x6 x4.00 2. Builder and wooden conhactor shored be adMwd of all Gan" Nota and CompuTr°us Inc. LOAD DURATION INCREASE - 1.25 T 1- 0 8 1- 1900 W 1- -107 W Be 425 SIZE SPECIE GRADE PANEL(S) SPACED 24.0" O.C. T 2= -2313 8 2= 2887 W 2= -2165 W 9= -950 by she Tess Plot. ..A. In"Bsaobrg Wood Trusass, NIB•91", • copy of TOP CHORDS: o -3x7.7 C-2.50.70' „ 5 T 3- -2199 8 3- 2765 W 3- 350 W10- 276 2x 4 OF M2 1- B LOADING T 4- -3126 B 4- -44 W 4= 395 W11= 2032 BOTTOM CHORDS: LL( 16.0)+Dl( 14.0) ON TOP CHORD - 30.0 PSF T 5- -3126 B 5- 0 W 5- -803 W12- -1156 2x 4 OF tit 1- 5 OL ON BOTTOM CHORD = 10.0 PSF* T 6= -1953 W 6= 282 W13= -51 WEBS: TOTAL LOAD - 40.0 PSF* T 7- -2058 W 7- -279 W14- 6 2x 4 HF STUD 1-14 *5 PSF REDUCTION TAKEN ON T Be 46 BOTTOM CHORD. AXIAL STRESS ONLY. TC LATERAL SUPPORT <- 12"OC, UON. CANT @ 32'- 7.3' BC LATERAL SUPPORT <- 12"OC, LION. LEFT = 1143 RIGHT = 1219 NOTE: 1X3 BRACING AT 24" O.C. FOR ALL FLAT TOP CHORD AREAS NOT SHEATHED. Note: Truss not symmetrical. Orientation as shown. 2x4 vertical at 4811 o.c. with C -1.5x2.6 typ. BEARING AREA REQUIRED (SO. IN) JOINT 10 1.83 OF / 2.82 HF / 2.69 SPF JOINT 14 1.95 OF / 3.01 HF / 2.87 SPF 32-09-00 1=00 0 33-09-00 Scale: 3/16" 8-00-00 17-09-00 8-00-00 WARNINGS: 12 4.00 C C -5x6 C -2x4.3 C -1x2.6 C -2.5I C C -4x6 x4.00 2. Builder and wooden conhactor shored be adMwd of all Gan" Nota and CompuTr°us Inc. C-30.7 C -2.5x4.3 DATE: 11/ 6/2002 a• As lateral forty rabrp domenta such as temporary and permanent bracing, MANVFACTMMO ENOMEERMO COMPVTER SYSTEMS mud be dedgnd and provided by dplgnr of complete dnimure. C-30.7CD ComgRrus uaumee ra raspondbdtY for such bracing. o C -1x2.6 6. No bad should be applied to any component unt" aMr all bracing and a~- are --at., and at no tirco should any toads gnat. than design load. be appgd to any component. SED.: 980888 6. Computes has no control over and assumes no r*sponWblhy for the foo 7. Thi. design is fumbad srAleet to tM gmhati-ii on truss designs at forth Ll by she Tess Plot. ..A. In"Bsaobrg Wood Trusass, NIB•91", • copy of " o -3x7.7 C-2.50.70' „ 5 C -3x11.9 C -2.5x4.3 o C-50.7 (S) C -1x2.6 32-09-00 1=00 0 33-09-00 Scale: 3/16" InR NAMF• 0 460 B2 -3-B9-10 2'-0 o.c. and at 12'-0" o.c. respectively. 3. 2x4 Impact bridging or lateral bracing required where shown + + 4. Installation WARNINGS: t*Read aH Generci Nota and WarMrgs before construction of truss". 2. Builder and wooden conhactor shored be adMwd of all Gan" Nota and CompuTr°us Inc. Wamargs before oonviructlon commwces. 3. 1x3 -bcompressionsidb bracing must be instead oth shorn .. DATE: 11/ 6/2002 a• As lateral forty rabrp domenta such as temporary and permanent bracing, MANVFACTMMO ENOMEERMO COMPVTER SYSTEMS mud be dedgnd and provided by dplgnr of complete dnimure. ,t ComgRrus uaumee ra raspondbdtY for such bracing. DES. BY: ^ 6. No bad should be applied to any component unt" aMr all bracing and a~- are --at., and at no tirco should any toads gnat. than design load. be appgd to any component. SED.: 980888 6. Computes has no control over and assumes no r*sponWblhy for the fabrication. handing. shlpmrn and andattatlon of components. 7. Thi. design is fumbad srAleet to tM gmhati-ii on truss designs at forth by she Tess Plot. ..A. In"Bsaobrg Wood Trusass, NIB•91", • copy of odrhlr will be tumishd by Computrus upon request. General Notes, unless otherwise noted: 1. Design to support loads as shown. Design conforms to UBC -97 AnVer: 1 .OB (1L) -W 2. Design assumes the top and bottom chords to be laterally braced at 2'-0 o.c. and at 12'-0" o.c. respectively. 3. 2x4 Impact bridging or lateral bracing required where shown + + 4. Installation of truss is the responsibility of the respective contractor. S. Design assumes trusses are to be used in a noncorrosive environment, and are for "dry condition' of use. 6. Design assumes full bearing at all supports shown. Shim or wedge if necessary. CompuTr°us Inc. 7. Design assumes adequate drainage is provided. 8. Plates shall be located on both faces of truss, and placed so their center lines Coincide With joint Center lines. MANVFACTMMO ENOMEERMO COMPVTER SYSTEMS 8.Digits Indicate size of plate in inches. . . 10 . O. For basic design values of the Computrus Plate, indicated by the prefix C', see I.C.B.O. R.R. 4211. 11. The Computrus Pl Net Section ate is indicated by the prefix 'CN', the designator (18) indicates 18 ga. material is used. All others are 20 ga. Note: Truss not symmetrical. Orientation as shown. 14-00-00 5-09-00 14-00-00 4.00 n C -5x6 I C-466 x4,00 C -3x1.7 0 0 C-1.5x2.6 0. 5 C -5x9.4 (S) C-50.7 (S) C -2.5x4.3 C -1x2.6 C -2.5x4.3 C -3x7.7 0 0 0 0 N"' ,21li s.*P i 32-09-00 1-00 po 33-09-00 Scale: 3/16" JOB 02460 B4 -5-87-8a ar D C LUMBER SPECIFICATIONS TRUSS SPAN 33'- 9.00' General Notes, unless otherwise noted: ANSI/TPI SINGLE MEMBER FORCES 4WRGO 2. Bulhlar and arection cantnotor should be advised of aR Gamed Nota and 2. assumes the top and chorda to be laterally braced at LOAD DURATION INCREASE - 1.25 T 1- -2269 B t- 0 W 1- -1110 W e- -135 SIZE SPECIE GRADE PANEL. (5) SPACED 24.0" O.C. MDES . T 2= -1898 8 2- 2153 W 2= 2161 W 9- -252 t bda.uon, handling. Np-t and Installation of e•mponards. TOP CHORDS: 7. This design b tunlahed sublW to the grnhartlons on test designs at forth Plate institute "Brauing Wood Treses, MIB•el', a copy of by the Truss NIn which ria be furnished by Compurfrus upon request. C', see I.C.B.O. R.R. 4211. 11. The Computrus Net Section Plate is indicated by the prefix 'CN", the designator (18) indicates 18 ga. material is used All others are 20 ga. T 3- -1754 B 3- 1806 W 3- -122 W10- 1953 2x 4 OF #2 1- 6 LOADING T 4= -1842 B 4= 1884 W 4= -370 W11= -1159 BOTTOM CHORDS: LL( 16.0)+DL( 14.0) ON TOP CHORD - 30.0 PSF T 5- -1985 B 5- -44 W 5- 211 W12- -51 2x 4 OF M2 1- 6 OL ON BOTTOM CHORD = 10.0 PSF* T 6= 46 B 6= 0 W 6= -64 W13- 6 WEBS: TOTAL LOAD - 40.0 P5F* W 7- 157 2x 4 HF STUD 1-13 x5 PSF REDUCTION TAKEN ON BOTTOM CHORD, AXIAL STRESS ONLY. CANT @ 32'- 7.3' TC LATERAL SUPPORT <- 12'OC, UON. LEFT - 1144 RIGHT - 1219 BC LATERAL SUPPORT <= 12"OC, UON. BEARING AREA REOUIREO (SO. IN) NOTE: 1x3 BRACING AT 24" O.C. FOR JOINT 8 1.83 OF / 2.82 HF / 2.69 SPF $ALL FLAT TOP CHORD AREAS NOT SHEATHED. JOINT 13 1.95 OF / 3.01 HF / 2.87 SPF Note: Truss not symmetrical. Orientation as shown. 14-00-00 5-09-00 14-00-00 4.00 n C -5x6 I C-466 x4,00 C -3x1.7 0 0 C-1.5x2.6 0. 5 C -5x9.4 (S) C-50.7 (S) C -2.5x4.3 C -1x2.6 C -2.5x4.3 C -3x7.7 0 0 0 0 N"' ,21li s.*P i 32-09-00 1-00 po 33-09-00 Scale: 3/16" JOB 02460 B4 -5-87-8a ar D C WARNWOs: General Notes, unless otherwise noted: 1. R•.awo.narNoise and Wamingsb•fonconstruction oftrusto. 1. Design to support loads as shown. Design conforms to UBC -97 AnVer' 1.OB(1L)-W Design bottom ' 2. Bulhlar and arection cantnotor should be advised of aR Gamed Nota and 2. assumes the top and chorda to be laterally braced at w -Ing. baton construction eehnnhrhoes. 3. 1a3 oornpmden web bracing rnusf b• Installed where shorn +. 2'.0 o.c. and at 12'-0' o.c. respectively. , 3. 2.4: mpact bridging or lateral bracingg required where shown + + 4. s 0} truss Is the fe the respeetiye contractor. DATE: 11/ 6/2002 1 AN Istral force rnbfM alamans such es t orgy and P ---d ion rug. g ""p Design a to be use n 5. Design assumes trusses are to be used in a norreorrostve environment, must be designed and provided by designer of eomplM structure. and are for "dry condition' of use. BY: Computesassumes no responsibility for such bracing. s. No bed should ba appged to any oo W -M ung arta ea brad g aha td 6. Design assumes full bearing at all supporta shown. Shim or wedge if Com uTrus Inc. necessary. MDES . fastens ata -.*Wt.,a/ no It" should any bads =Hata than desk. 7• Design assumes adequate drainage is provided. SEO .: 980889 toad. be applied to any component. 8. Computes hes no control over end assumes no responsibility for the 8. Plates shall be located on both faces of truss, and placed so their center lines coincide with Joint Center linea. MMLWACTURWO . ENGWEEa G . COMPUTER SYSTEMS g. Digits indicate size of plate in inches. t bda.uon, handling. Np-t and Installation of e•mponards. 10. For basic design values of the Computrus Plate, indicated by the prefix 7. This design b tunlahed sublW to the grnhartlons on test designs at forth Plate institute "Brauing Wood Treses, MIB•el', a copy of by the Truss NIn which ria be furnished by Compurfrus upon request. C', see I.C.B.O. R.R. 4211. 11. The Computrus Net Section Plate is indicated by the prefix 'CN", the designator (18) indicates 18 ga. material is used All others are 20 ga. LUMBER SPECIFICATIONS SIZE SPECIE GRADE PANEL(S) TOP CHORDS: 2x 4 OF #2 1- 7 BOTTOM CHORDS: 2x 4 OF i2 1- 5 WEBS: 2x 4 HF STUD 1-13 TC LATERAL SUPPORT <- 12'OC, UON. BC LATERAL SUPPORT <= 12"OC, UON. Note: Truss not symmetrical. Orientation as shown. TRUSS SPAN 33'- 9.00' LOAD DURATION INCREASE - 1.25 SPACED 24.0" O.C. LOADING LL( 16.0) +DL ( 14.0) ON TOP CHORD - 30.0 PSF OL ON BOTTOM CHORD = 10.0 PSFx TOTAL LOAD - 40.0 PSFA x5 PSF REDUCTION TAKEN ON BOTTOM CHORD. AXIAL STRESS ONLY. 16-10-08 1, 16-10-08 4.00 [ 4.A° C -4x4.3 -----1 4.00 ANSI/TPI SINGLE MEMBER FORCES 4WRGD T 1- 0 B 1- 2072 W 1- -164 W Be 34 T 2- -2134 B 2- 1920 W 2= -2290 W 9= 78 T 3- -1575 8 3- 1823 W 3- -61 1410- -2073 T 4= -1575 B 4= 1782 W 4= 190 W11= -169 T 5- -1940 B 5- 0 W 5- -535 W12- -51 T 6= 46 W 6= 659 W13= 6 T 7- 46 W 7- -413 CANT P 32'- 7.3" LEFT - 1144 RIGHT - 1218 BEARING AREA REOUIREO (SO. IN) JOINT 9 1.83 OF / 2.82 HF / 2.69 SPF JOINT 13 1.95 DF / 3.01 HF / 2.87 SPF C -2.5x4.3 1.6 C -2.5x4.3 0 ` D AFj /^ 0 C-30.7 C-2-50.7 UJ C -2.5x4.3 rU C -1x2.6 4 G ,4' ` 2 C> C -1x2.6" 0 pP 1yg _ } o 0' S o GPS' -3x1.7 C -2.5x4.3 C -2.5x4.3 C -3x11.9 TAS Gf C-50.7 (S) C -1x2.6 i 32-09-00 1'--00'0 33-09-00 Scale: 3/16' JO N 02460 86 This 0 s' n oreoared from comouter 'n STC WAANINGS: General Notes, unless otherwise noted: t. x..d.no.n"Nothendwvnlnp.bNa•eonrtruc+lonortruss•s. z. aultdr and enctlan=Irsotr sh.uld be advised of .1 General Nates and 1. Design to support loads as shown. LOesign conforms to UBC -97 An Ver: 1.08(9L) -W 2. Design assumes the top and bottom chords to be laterally braced a W.Mng. be*-ean.truutlon commwron. 3. 1.3 cornprn.bn web hraoing mot W In.t.MW who .loon .. 2'-0 o.c. and at 12'.0" o.c. respectively. , 3. 2x4 Impact bridging or lateral bracing required where shown + + 4. of Is the re eiusey of the r contractor. f. DATE: 11/ 6/2002 4. AO lateral force misting dements such a. temporary and pvm.mnt bndnp, DesignInstallaass s trusses to be-corm iv 5- Design assumes trusses are to used in anon -corrosive environment, "dry mYd be designed end poddW by dsdpnr of compNts struoturw se and are for condition' o} use. /\,CumpuTrus \ a.wmn no responsibility for soul, bndnp. S. No load shoJd be appg•d to my component oda after sit bndnp and S. Design assumes lull bearing at all supports shown. Shim or wedge it necessary. Inc. Alpubus • DES. BY: / to he rs ars complete, and at no Uses should any bads tenter than design 7• Design assumes adequate drainage is provided. 8. Plates shall be located on both faces of truss, and placed so their center SEG.: 980890 load. be applied to any compon.,t. 9. COe1pY1Ne 11a. r10 .ordfd OVA and assumes M m Onlbllh fa the p y lines Coincide with joint canter lines. 8. Digits indicate size of plate in inches. MANUFACTURING, ENGINEER.IG . COMPUTER SYSTEMS f.bdceti.n, hedens. eW ani and Installation .f component.. =.had 10. For basic design values of the Computrus Plate, indicated by the prefix 7. Thla design la subject to the gmhalbn on truss design at With by the Trus. Rata Inrthute In'endng Wood Tw..u, N16•et'. • copy of "C', see I.C.8.0. R.R. 4211. 11. The ComputnF2 Net Section Plate is indicated by the prefix 'CN', the designator 1181 indicates 18 ga. material is used. All others are 20 ga. whish wal be furnished by comps t- upon r q..n. LUMBER SPECIFICATIONS SIZE SPECIE GRADE PANEL(S) TOP CHORDS: 2x 4 OF #2 1- 5 BOTTOM CHORDS: 2x 4 OF 02 1- 3 WEBS: 2x 4 HF STUD 1- 9 TC LATERAL SUPPORT <- 112 -OC. UON. BC LATERAL SUPPORT <= 12 -OC, UON. eOTE: 3X3 BRACING AT 24' O.C. FOR LL FLAT TOP CHORD AREAS NOT SHEATHED. C -1x2.( Scale: 3/6" 17- 2- 8 MONO HIP SETBACK 7- 0- 0 FROM ENO WALL LOAD DURATION INCREASE - 1.25 + LOADING TC UNIF LL( 32.01+DL( 28.0)- 60.0 PLF 0' .0" TO 7' .0" VERT TC UNIF LL( 72.0)+0L( 63.0)= 135.0 PLF 7' .0" TO 17' 2.5' VERT BC UNIF LL( .0)+DL( 22.5)- 22.5 PLF 0' .0" TO 17' 2.5' VERT TC CONIC LL( 224.0)+DL( 196.0)= 420.0 LBS @ 7' .0' 7-00-00 10-02-08 12 4.00 L -- C-46 ANSI/TPI SINGLE MEMBER FORCES 4WRGO T 1- 0 8 1- 1472 w 1- -83 W 6- -572 T 2= -2120 B 2- 1980 W 2= -1828 W 7= 786 T 3- -2043 B 3- 1267 W 3- 626 W 8- -1700 T 4= -1700 W 4= -161 W 9= -240 T 5- 0 W 5- BO LEFT - 1205 RIGHT - 1400 BEARING AREA REGUIREO (SO. IN) JOINT 7 1.93 OF / 2.98 HF / 2.B4 SPF JOINT.10 2.24 DF / 3.46 HF / 3.30 SPF I. L 17-02-08 LO 0 N O WARNINGS: General Notes, unless otherwise noted: 1. R.edancanard Flat" and! Wminp.barons constlYalon.ftauts- 1. Design to support loads as shown. Design conforms to UBC -97 AnVer: 1.08(1L) -w 2. 6uIldor and reodia, --tractor should b. adNsw General all Gen,Not. and 2. Design assumes the to and bottom chords to be laterally braced at W -*.p boron orstrvctlon mmmarw+. 2'-0 o.e, and at 12' -DP o.c. respectively. 3. tx3 oomp.,bn arab ehdnp must ea Installed .bra .n.+n «. 3. 2x4 Mpaet bridging or lateral bracing required where shown + + . Ad Intend fro. r.d.t temporary and a rattan! brad- 4. Installation of truss is the responsibility of the respective contractor, DATE: 11/ 6/2002 do'"'"t'° "t' p g 5. Design assumes trusses are to be used in a noncorrosive environment, must bo designed and pnvld.d by dadpner of aomptda dmdure. and are for 'dry condition" of use. C..V.t-+sum. no responsibility for b.adg. 6. Design assumes full bearing at all supports shown. Shim or wedge if rt.D uT`,U5 Inc. DES. BY: s. No low .h.= b. applied to any component -III attar dl bradeo and necessary, UU /✓ fast-- are compt t•, and +t no time should any toad* proatar than design 7. Design assumes adequate drainage is provided. toads ba apptl.d to any component. e. Plates shall be located on both fat" of truss, and placed so their sorter ptrtrw h. t control po and a.YrrN. n0 Ondbmx Ie1 tM lines Coincide With Joint center fines. MANVFACTtWINO . ENGINEERING. COMPVTER MTEMS SEG.: 980891 s. Com rasp y 8. Digits indicate size of plate in inches. fd,doatlon, hand6np..Apm-rt and Instdladon of .omp.nent.. 10. For basic design values of the Computrus Plate, Indicated by the prefix 7. This assign is hFmtthed ntla to the ImNdlons on W.. dadpns art forth "C", see I.C.B.O. R.R. 4211. by the Tru. Plot. h.tltut. at'eaadng Wood Tru..., HIe-91', a copy of 11. The Computrus Net Section Plate is indicated by the prefix "CN", the rhi.h rt uw b. furnished by C-puus upon r.g,t. designator 0 8) indicates 18 ga. material is used. All others are 20 ga. uuiuuii LUMBER SPECIFICATIONS SIZE SPECIE GRADE PANEL (S) TOP CHORDS: 2x 4 OF #2 1- 8 BOTTOM CHORDS: 2x 4 OF #2 1- 6 WEBS: 2x 4 HF STUD 1-15 TC LATERAL SUPPORT <- 12"OC, UON. SC LATERAL SUPPORT <= 12"OC, UON. TRUSS SPAN 49'- 2.00" LOAD DURATION INCREASE - 1.25 + SPACED 24.0" O.C. LOADING LL( 16.0) +OL ( 14.0) ON TOP CHORD - 30.0 PSF OL ON BOTTOM CHORD = 10.0 PSF* TOTAL LOAD - 40.0 PSF* *5 PSF REDUCTION TAKEN ON BOTTOM CHORD, AXIAL STRESS ONLY. ( 2 ) complete trusses required. Join together with 16d Box nails staggered at 12' oc throughout top chords, 12" oc throughout bottom chords, 12" oc throughout webs. 23-10-12 25-03-04 4.00 C55D' a 4.00 ANSI/TPI 2 MEMBER FORCES 4WRGO T 1- 0 B 1- 2748 W 1- -148 W 9- -810 T 2= -3122 B 2= 3082 W 2= -3176 W10= 464 T 3- -3044 B 3- 2794 W 3- 346 W11- -482 T 4= -2462 B 4= 2884 W 4- -180 W12= 158 T 5- -2462 B 5- 3340 W 5- -294 W13- 36 T 6= -3184 8 6= 3422 W 6= 316 W14= -3758 T 7- -3630 W 7- -676 W15- -184 T 8- 0 W 8- 1178 LEFT - 1720 RIGHT - 1720 BEARING AREA REOUIREO (SO. IN) JOINT 10 2.75 OF / 4.25 HF / 4.05 SPF JOINT 16 2.75 DF / 4,25 HF / 4.05 SPF C-36 3 C -5.50.7(S) C-5.5x7.71S) 2.25' C -3x6 ° , A' C -3x6 .25' + C- x6 (U.1 tj ( m C -2.5x4.3 o C -2.5x4.3 o IC) •v . i 0. 5' 0. 5' o CN -3x6 C -3x6 C -3x7,7 C -3x6 C -2.5x7.7 C-5.50.7(5) C-5.503(5) L Scale: 1/6" 49-02-00 JO N E 02460 CIO T is deSignie a ed from comouter ut by WSTCOAST WARNINGS: General Notes, unless otherwise noted: 1. Read.0 G.,wal Not" ane Warrnings before eonstruc*an eft-.". 1. Design to support toads as shown. Design conforms to USC -97 Anver• i . 08 (iL) -W 2. Builder and •r•etlon contactor shauta be advlsodof aN General Notes and 2. Design assumes the top and bottom chords to be laterally braced at ing. before mn.(n-do. oomm.,ees. 2'-0 o.c. and at 12'-0' o.e. respectively. 3. 1s3 campr"•len web Onoftnp must be brtalat .here shorn - W- 3. 2x4 Impact bridging or lateral bracing required where shown + + 4. Installation of truss is the responsibility of the respective contractor. DATE: 11/ 6/2002 4. AN lateral I-t"bting r'rnent' audt as tinnii.rery erre p.nnM..nt bnabp, 5. Design assumes trusses are to be used in a non -corrosive environment, must be assigned and provided by d"igw of camplate structure. and are for 'dry condition" of use. s A computrv. Hames no responsibility far such ar,orq. 6. Design assumes full beating at all supports shown. Shim or wedge if `tom Trus Inc. DES. BY: //,`I h B. Na load .haute e..ppad to any oompon.nt anal .ner all brew y ane necessary- hstanere are complete, and at no time should any wad. greater than design 7• Design assumes adequate drainage is provided. Mod. be applld to any component. 8. Plates shall be located on both faces of truss, and placed so their center e. M bins hes roe any compo end a.tlrmH ala I rbllty tar the Innes Coincide With joint tenter lines. MANVFACTUm 1G. ENGNEEMNG. COMP07ER GMTEMe SEG.: 980892 ^a e'pe, 9. Digits Indicate size of plate in inches. fabrication. h"dung, shlprnsnt and Installation of oamponeM.. 10 . O. For basic design values of the Computrus Plate, indicated by the prefix 7. This design b to nithad u 4..t to the t enhatlons on tons designs sat forth 'C', see I.C.B.O. R.R. 4211. by the Trus Rate Institute m"BracIng Wood Trusses. NIB -s1", a copy of 11. The Computrus Net Section Plate is indicated by the prefix 'CN', the .hide .Il be furnished by carpi tri . upon request. designator 08) indicates 18 ga. material is used. All others are 20 ga. LUMBER SPECIFICATIONS SIZE SPECIE GRADE PANEL(S) TOP CHORDS: 2x 4 OF f2 1- 8 BOTTOM CHORDS: 2x 4 DF •2 1- 6 WEBS: 2x 4 HF • STUD 1-15 TC LATERAL SUPPORT <- 12'OC, UON. BC LATERAL SUPPORT <= 12'OC, UON. 4.00 C12 C -5.50.7 1S) C -3x9.4 co C -2.5x4.3 0 -41.7 C -3x6 TRUSS SPAN 49'- 2.00' LOAD DURATION INCREASE - 1.25 SPACED 24.0" O.C. LOADING LLI 16.0)+DLI 14.0) ON TOP CHORD - 30.0 PSF OL ON BOTTOM CHORD = 10.0 PSF* TOTAL LOAD - 40.0 PSF* ■5 PSF REDUCTION TAKEN ON BOTTOM CHORD. AXIAL STRESS ONLY. 25-03-04 It C -5x6 12 54 04.00 C-36 I3 C -5.5x7.7(5) 2'25 C -3x6 ANSI/TPI SINGLE MEMBER FORCES 4WRG0 T 1- 0 8 1- 2748 W 1- -148 W 9- -809 T 2= -3123 B 2= 3082 W 2= -3177 W10= 465 T 3- -3044 8 3- 2794 W 3- 346 W11- -481 T 4= -2461 8 4= 2883 W 4= -180 W12= 158 T 5- -2461 8 5- 3339 W 5- -293 W13- 35 T 6= -3183 B 6= 3421 W 6= 317 W14= -3757 T 7- -3630 W 7- -678 W15- -185 T Be 0 W Be, 1177 LEFT - 1721 RIGHT - 1721 BEARING AREA REQUIRED (SO. IN) JOINT 10 2.75 OF / 4.25 HF / 4.05 SPF JOINT 16 2.75 DF / 4.25 HF / 4.05 SPF C -3x11.9 C -2.5x4.3 0 0. 5' C -3x7.7 0 Se C -3x6 C-3x1f.9 0 C-5.50.7 (S) C -5.50.7(S) L Scale: 1/8" 49-02-00 JO NA ' 02460 Cit -12-13 T e d from comouteruWSTCOAST WARN11406: General Notes, unless otherwise noted: 1.Reed .B 0.na d Not- and Warning. beton construction of tit=s-. 1 1. Design to support loads as shown. Design conforms to UBC -97 AnVer' 1 (1L) -W ' 2. Builder and notion earrb.ator should be advised of all 0.nral Notes and .08 2. 0, fun assumes the top and bottom chords to be laterally braced at Wemtng. befen eenst-don =cram-,oe., 3. 1:3 oampr-siert -lib brSdng -.1 be w+allad .hero shorn .. 2'.0 O.C. and at 12'-0' a.c. respectively. , 3. 2x4 Impact bridging or lateral bracing required where shown + + 4. In of truss I6 the responsibility of the respective contractor. DATE: 11/ 6/2002 a. Al. laud fore• redstbp darrrant..ueh - temporry and permanent bradng, S. Design assumes trusses are to be used In a non -corrosive environment, 'dry must be designed and pmaided by deal" of cornodde stmature. and are for condition' of use. DES. BY: co.ryutn,s a.wmn nor-poname[yfor .udrbndng. 6. No load should be applied to any component until aher'ag braoing and 6. Design assumes full bearing at all supports shown. Shim or wedge if bompuTrus Inc. necessary. 7• Design drainage is f.- are -"Vista, and at no time Should any load. greater than tladgn assumes adequate provided. Plates shall be located on both faces of truss, and placed so their center loses be applied to any component. lines lines Ci dicat with IO rat Centel MaNVra[TUPWe ERO WFERWa SYSTEMS SEQ.: 9 8 0 8 9 3 g. compufw hes no central aver end saw.. no M on.lbgx for the y cherines. , . COMVIrtEn 8. Digits indicate site of plate h inches. ize o fdMoatlon, nanaarg, .hiprnrrt and mst.IMtbn of comport -rte. 10 . O. For basic design values of the Computrus Plate, Indicated by the prefix 7. This design is furnished sub)sct to the limitations on Wes designs .at forth by the Truss plate batnut• In'Bradng Wood Tmsses, NIB -e1', a copy of rt&h ri be banished by oornputro upon.pue.t. 'C", see I.C.B.O. R.R. 4211. 11. The Computrus Net Section Plate is indicated by the prefix 'CN', the designator 1181 indicates 18 ga. material is used. All others are 20 ga. LUMBER SPECIFICATIONS TRUSS SPAN 17'- 2.50' 1.Red•a"a"'dNot" and Warnings before connNctlon of ttusatl. ANSI/TPI SINGLE MEMBER FORCES 4WRGO 2. Oesign assumes the top and bottom chords to be laterally braced at 2'-0 O.C. and at 12'-0" a.c. respectively, 3. 2x4 Impact bridging or lateral bracing required where shown + + 4. Installation of truss is the responsibility o the respective Contractor. DATE'• 11/ 6/2002 LOAD DURATION INCREASE - 1.25 S. Design assumes trusses are to be used in a non -corrosive environment, T 1- 0 B 1- 691 W 1- -83 W Be -224 SIZE SPECIE GRADE PANEL(S) SPACED 24.0" O.C. finenes are wrnpin•, and at no 8m• should any loads greater than de•fott T 2= -848 B 2= 818 W 2= -858 W 7= 317 TOP CHORDS: fai teatfon, her4i g, shIp nate and InnaUatlon of components. 10 . For basic design values of the Computrus Plate, indicated by the prefix T 3- -813 B 3- 533 W 3- 137 W B- -715 2x 4 OF !2 1- 5 LOADING T 4= -708 W 4= 1B W 9= -106 BOTTOM CHORDS: LL( 16.0) +DL ( 14.0) ON TOP CHORD - 30.0 PSF T 5- 0 W 5- -7 2x 4 OF N2 1- 3 OL ON BOTTOM CHORD = 10.0 PSF* WEBS: TOTAL LOAD - 40.0 PSF* LEFT - 608 RIGHT - 596 2x 4 HF STUD 1- 9 *5 PSF REDUCTION TAKEN ON BOTTOM CHORD, AXIAL STRESS ONLY. BEARING AREA REQUIRED (SQ. IN) TC LATERAL SUPPORT <- 12"OC. UON. JOINT 7 .97 OF / 1.50 HF / 1.43 SPF BC LATERAL SUPPORT <= 12"OC, UON. JOINT 10 .95 OF / 1.47 HF / 1.40 SPF NOTE: 1X3 BRACING AT 24" O.C. FOR ALL FLAT TOP CHORD AREAS NDT SHEATHED. C-ix2.E 7-00-00 W-02-08 t2 A.UU L -- C-46 r-3 w A 3 r-3 Fvd 3 r_4..3.6 k L P-02-08 Scale: 3/8" WARNINGS: General Notes, unless otherwise noted: 1.Red•a"a"'dNot" and Warnings before connNctlon of ttusatl. 1. Design to support bads as shown. Design conforms to UBC -97 AnVer: 1.08(1L) -W 2. Bu1dar and rection contractor should be advl.ed of all Grhral Notes and Wrnbgs before o.rubudon commo,oas. 3. 1.3 oompuston web bmeng must be InstaNd whom •horn +. 2. Oesign assumes the top and bottom chords to be laterally braced at 2'-0 O.C. and at 12'-0" a.c. respectively, 3. 2x4 Impact bridging or lateral bracing required where shown + + 4. Installation of truss is the responsibility o the respective Contractor. DATE'• 11/ 6/2002 4. AIlateral fords radnlnp der md. such as temry poraand pa era nam breobhg, S. Design assumes trusses are to be used in a non -corrosive environment, must be designed and provided by designer of oomph• structure. and are for -dry Condition" of use. A DES . BY; conpwus a+sumtl hw responsibility tot sudh bmdng. S.No load ah.,dd be appUd to any component uMg attr all bmaeg and 6. Design assumes full bearing at all supports shown. Shim or wedge it r+am uT`,u Inc. necessary. {J 7. Design assumes adequate drainage is provided. //[_j finenes are wrnpin•, and at no 8m• should any loads greater than de•fott S. Plate. shall be located on both faces of truss, and placed so their center SED.: 980894 Io•M b• applied to any component. g. Computes hes t co y o axe end aeWmtl no Otllbeh fol thelines noxi y coincide with joint Center Imes. IWNVFACTVRNG. ENONEEROM . COMPUTER SY61EMS 9.Digits indicate size of plate in inches. fai teatfon, her4i g, shIp nate and InnaUatlon of components. 10 . For basic design values of the Computrus Plate, indicated by the prefix 7. This design Is hanhhed subleet t0 the gmhnlons on cos. derlgne set forth by the Tsuss Rata IhnhMto In"Smdng Wood TN.-, 148-91'. • oopy of which will beaanfid by Computnw upon request. "C", see I.C.B.O. R.R. 4211. 11. The Computrus Net Section Plate Is indicated by the prefix "CN", the designator 11181 indicates 18 ga. material is used. All others are 20 ga. LUMBER SPECIFICATIONS SIZE SPECIE GRADE PANEL(S) TOP CHORDS: 2x 4 OF i2 1- 3 BOTTOM CHORDS: 2x 4 OF M2 1- 3 WEBS: 2x 4 HF STUD 1- 7 TC LATERAL SUPPORT <- 12"OC. UON. BC LATERAL SUPPORT <= 12 -OC. UON. @ NOTE: 1X3 BRACING AT 24' O.C. FOR y ALL FLAT TOP CHORD AREAS NOT SHEATHED. C-1x2.E Scale: 1/4" TRUSS SPAN 17'- 2.50' LOAD DURATION INCREASEi.25 1.25 SPACED 24.0" O.C. LOADING LL( 16.0) +DL ( 14.0) ON TOP CHORD - 30.0 PSF OL ON BOTTOM CHORD = 10.0 PSF* TOTAL LOAD - 40.0 PSF* *5 PSF REDUCTION TAKEN ON BOTTOM CHORD, AXIAL STRESS ONLY. 2-00-00 4-02-08 4.00 C-46 $ C -2.5x4.3 1 mt: ANSI/TPI SINGLE MEMBER FORCES 4WRGO T 1- 0 B 1- 824 W 1- -173 T 2= -434 B 2= 824 W 2= -929 T 3- -421 B 3- 0 W 3- 63 and are for 'dry condition' of use. se 6. Design assumes full bearing at all supports shown. Shim or wedge it CoiTlpuTrus Inc. 7 necessary. ecessaasstimes drain is W 4= -444 adequate a provided. 8. Platte shall be located on both faa ces of truss, and placed so their center W 5- -214 lines coincide with joint center lines. t W 6= 611 MANVEACTURINd . ENOINEERMg . COMK-rER 51'6TEM6 8. Digits indicate give of plate h inches. W 7- -570 LEFT = 511 RIGHT = 594 BEARING AREA REQUIRED (SO. IN) JOINT 5 .98 OF / 1.51 HF / 1.44 SPF JOINT B .95 OF / 1.47 HF / 1.40 SPF WARNINGS: General Notes, unless otherwise rated: 1. psad .lGenteel ata and Wenhasbefaoaonstruata+oftrvsses. 1. Design to support loads as shown. conforms to UBC -97 AnVer: 1.OB(1L)-W Design bottom 2. &11der end ~[on-irsetr Should be advised of .1 Genrel Nous end Wom"g. batem oonstitrotbn oommenees. 3. 1.3 oomprwaton web bn.lnp must D.Ins<W.d whre dawn .. [Design 2. assumes the top and chords to be laterally braced a 2'-0 o.c. and at 12'•0" c.c. respectively. 3. 2x4 Impact bridging or lateral brad required where shown + + 4. Installation of Of the respective Contractor. is the responsibilityto DATE' 11/ 6/2002 ♦. An latoral force resisting elements s 6 as temporary and psersonrd bmdng, mestruss 5. Design assumes trusses are to s used in a noncorrosive environment, non -corrosive • DES. BY: must be designed and provided by designer of oempl.ta struotrw.. Campubu. aosumes no rwp.adbAty for suds bracing. S. No bed should b..ppnod to any oomp-ort vide after .1 breiiso and and are for 'dry condition' of use. se 6. Design assumes full bearing at all supports shown. Shim or wedge it CoiTlpuTrus Inc. 7 necessary. ecessaasstimes drain is /yam fasten era , and at no time Harald .ray bads grrtr than design adequate a provided. 8. Platte shall be located on both faa ces of truss, and placed so their center .d to an looms be+.peed m any aemporum. a lines coincide with joint center lines. t SEG.: 980895 e. Computrus Ms no control over and essumes no res onsibilt fr the p MANVEACTURINd . ENOINEERMg . COMK-rER 51'6TEM6 8. Digits indicate give of plate h inches. t fwdootlen, h.r.dlna, senrpm.rt end auuletlon r components. 1 O. fror baste design valves of the Computrus Plate, indicated by the prefix T. This ded9n is furnished subioet to the gmhetluns an tress desmons set forth by me Truss Plot. mahut. In'fiuobng wood Trusses, NB•81•, . oopy o1 ahkh will be fwW.hd by Computrus won t.qu.n. C', see I.C.B.O. R.R. 4211. 11. The Computrus Net Section Plate is indicated by the prefix 'CN', the designator 1181 indicates 16 ga. material is used All others are 20 ga. LUMBER SPECIFICATIONS SIZE SPECIE GRADE PANEL (S) TOP CHORDS: 2x 4 OF 02 1, 3- 6, 8 2x 4 OF M16BTR 2. 7 BOTTOM CHORDS: 2x 4 OF 42 1- 4 2x 4 OF M16BTR 5. 6 WEBS: 2x 4 HF STUD 1-15 TC LATERAL SUPPORT <- 12"OC, UON. BC LATERAL SUPPORT <= 12"OC. UON. NOTE: 1X3 BRACING AT 24" O.C. FOR ALL FLAT TOP CHORD AREAS NOT SHEATHED. 2x4 vertical at 48" o.c. with C -1.5x2.6 typ. 4.001 C -3x6 C -3x9.4 m C -2.5x4.3 01 - -4x7.7 C -3x6 TRUSS SPAN 49'- 2.00' LOAD DURATION INCREASE1.25 1.25 SPACED 24.0" O.C. LOADING LL( 16.0) +DL ( 14.0) ON TOP CHORD - 30.0 PSF OL ON BOTTOM CHORD = 10.0 PSF* TOTAL LOAD - 40.0 PSF* *5 PSF REDUCTION TAKEN ON BOTTOM CHORD, AXIAL STRESS ONLY. ANSI/TPI SINGLE MEMBER FORCES 4WRGD T 1- 0 B 1- 2757 W 1- -154 W 9- -182 T 2= -3182 B 2= 3071 W 2= -3174 W10= 532 T 3- -2951 B 3- 3008 W 3- 340 W11- -518 T 4= -2808 B 4=. 3008 W 4= -94 W12= 172 T 5- -2890 B 5- 3313 W 5- -318 W13- 9 T 6= -3037 8 6= 3402 W 6= 505 W14= -3731 T 7- -3593 W 7- -309 W15- -191 T Be 0 W 'B- 59 LEFT - 021 RIGHT - 1721 BEARING AREA REOUIREO (SO. IN) JOINT 10 2.75 OF / 4.25 HF / 4.05 SPF JOINT 15 2.75 OF / 4.25 HF / 4.05 SPF 10-06-08 20-00-00 C -4x7.7 C -4x7.7 12 C -3x1.7 aIONAt rf x4.00 , F `• -` ' C -5.50.7(S) Q „ p• J AF; j V + 2.25 C -R 11.9 Shu -►' + v, g + C -2.5x4.3 12 y'` 0.05 0. 5' C=3x6 C-3xii.9 o SrprE F c C -5.5x9.4 (S) C -5.5x9.4 (SI i L Scale: 1/8" 49-02-00 WARNINGS: General Notes, unless otherwise noted: 1. Read rhea+•ralNotes and W■mings before con.tmetlonofnus- t. Design to support loads as shown. Design conforms to UBC -97 AnVer' I.OB(IL)-W 2. Bullder and •nacho. contractor should be advised of on Genera Not- and 2. Design assumes the top and bottom chords to be laterally braced at ' Wmbhps bsf•re oon.nvnon --coo. 3. tall mnip-lon web bracing roust be Instaged where Mown .. 2'-0 o.c. and at 12'-0" o.c. respectively. , 3. 2x4 Impact bridging or lateral brapi required where shown + + 4. Installation of truss u the responsibility of the respective contractor. GATE: 11/ 6/2002 a. Aa Isiral tome stsbtlnp eNmerrb such as [.niparry and prman.ne brsabhg, 5. Design assumes trusses are to be used in a non -corrosive environment, Trust be designed and proMded by designer 01' complete sinrotust• and are for "dry condition" of use. DES. BY: cohputw -sumo no wponsbi ty for such brach. 6. No bad should a appled to any oomponaM ante aNr dl bndng and 6. Design assumes full bearing at all supports shown. Shim or wedge if CompuTruS Inc. necessary. 7. Design agaumM adequate drainage is hstsn•st via coniplate, and or no t!" should any bads greater than d cion provided. 8. Plates shall be bcated on both faces of truss, and placed so their center bads be applied to any coropon.nt. coincide with )Obit lineae fMNUFACilallNe fNGINEE0.1N4 SYSTEMS Seo .: 9 8 0 8 9 ( 8. Co ubu• h- no control over and -sumo no rasp onsbl for the 1a Digitlines . . h:OM.V1En to in i 8. Digits indicate sive of plate h inches. fabdaanon, nhehaatg. Mph>hrht one tMsiMtlon of wmpenwns. 1 O. For baste design values of the Computrus Plate, Indicated by the prefix 7. This design le furnished select to the Initiations on trust design• set forth ' by the Tws Pbt• hsrmn• In'Br•dng wood Tries-. HIB -et•, •espy or which Tell be nuntMw by Compubus upon reQhesi. "C", see I.C.B.O. R.R. 4211. 11. The Computrus Net Section Plate is indicated by the prefix "CN", the designator (18) indicates 18 ga. material is used. All others are 20 ga. ohm LUMBER SPECIFICATIONS SIZE SPECIE GRADE PANEL (S) TOP CHORDS: 2x 4 OF 92 1- 4 BOTTOM CHORDS: 2x 4 OF F2 1- 3 WEBS: 2x 4 HF STUD 1- B TC LATERAL SUPPORT <- W OC, UON. BC LATERAL SUPPORT <- 12"OC. LION. C-W.E Scale: 1/4" TRUSS SPAN 29'- 00" LOAD DURATION INCREASE - 1.25 SPACED 24.0" D.C. LOADING LL( 16.0) +DL ( 14.0) ON TOP CHORD - 30.0 PSF OL ON BOTTOM CHORD = 10.0 PSF* TOTAL LOAD - 40.0 P5F* *5 PSF REDUCTION TAKEN ON BOTTOM CHORD, AXIAL STRESS ONLY. LEFT = 1015 RIGHT = 1015 BEARING AREA REQUIRED (SO. IN) JOINT 6 1.62 OF / 2.51 HF / 2.39 SPF JOINT 9 1.62 OF / 2.51 HF / 2.39 SPF 14-06-00 14-06-00 A nn r C -4x4.3 1 A nn MO. i (S) 29-00-00 -1x2.6 0 0 0 WARNINGS: general Notes, unless otherwise noted: ANSI/TPI SINGLE MEMBER FORCES 4WRGO Waning• barons oo."..a.n oemmwwsa. 3. 1.3 compression web bracing moat be I-laged edrw shown +. T 1- 0 B 1- 1783 W 1- -213 W 5- 425 T 2- -1700 8 2- 1329 W 2= -1946 W 6- -256 T 3- -1700 8 3- 1783 W 3- -256 W 7- -1946 T 4= 0 7. This design is kwdshed subject to the gmeatlons on truss designs set forth by the Tress Rate brstnus• br'Bndng Wood Trusses. HIB•91•, a ospy of which r,i be f erished by Compvtm upon request. W 4= 425 W B= -213 LEFT = 1015 RIGHT = 1015 BEARING AREA REQUIRED (SO. IN) JOINT 6 1.62 OF / 2.51 HF / 2.39 SPF JOINT 9 1.62 OF / 2.51 HF / 2.39 SPF 14-06-00 14-06-00 A nn r C -4x4.3 1 A nn MO. i (S) 29-00-00 -1x2.6 0 0 0 WARNINGS: general Notes, unless otherwise noted: 1. Read all General Nines " Warningo, before ~mctlonoftwses. end so omRator should be advised or all General Notes and 2. Builder n 1. Design to support loads as shown. Design conforms to UBC -97 AnVer: 1.08(1L) -W 2. Design assumes the top and bottom chords to be laterally braced at Waning• barons oo."..a.n oemmwwsa. 3. 1.3 compression web bracing moat be I-laged edrw shown +. 2'-0 o.c. and at 12'-0' o.c. respectively. 3. 2x4 Impact bridging or lateral bracing reqquired where shown + + 4. Installation truss the DATE: 11/ 6/2002 a. m lateral Toro. r..fst al.merrts sudr •. to mpanry and permansnl bndN. of Is responsibility of the respectiye contractor. S. Design assumes trusses are to be used in a non -corrosive environment, must be designed and pmvhtrd by deslgrw of wropleta armature. and are for 'dry condition of use. DES. BY: Campvtm. a.srrmes no responsibility fat ..on ending. 6. No load should be applied le any eampment until after air brednp and 6. Design assumes full bearing at all supports shown. Shim or wedge if Com uTrus Inc. necessary. 7. Oeslgn drainage is restners are oemplata, and of no time should any leads pester thin deslpn assumes adequate provided. Plates load. be applied to any eomponwt. B. shall be located on both faces of truss, and placed so their Center SEG.: 980897 8. CO utw has no aMtral over and assumes no responsibilityfor the rep lines Ci coincide With )Dint Center lines. M VFACTMWG . 04NEERM . CCMPVTER SYSTEMS S. Digits indicate give of plate h inches. /abdotbn, Aandling, aAbmerrt end Installation o/ oomvm,-rt•• 10. For basic design values of the Computrus Plate, Indicated by the prefix 7. This design is kwdshed subject to the gmeatlons on truss designs set forth by the Tress Rate brstnus• br'Bndng Wood Trusses. HIB•91•, a ospy of which r,i be f erished by Compvtm upon request. 'C", see I.C.B.O. R.R. 4211. 11. The Computrus Net Section Plate ie indicated by the prefix "CN', the designator 118) indicates 18 ga. material is used. All others are 20 ga. asism LUMBER SPECIFICATIONS SIZE SPECIE GRADE PANEL (S) TOP CHORDS: 2x 4 OF M2 1- 7 BOTTOM CHORDS: 2x 4 OF 42 1- 4 WEBS: 2x 4 HF STUD 1-12 TC LATERAL SUPPORT <- 12"OC, UON. BC LATERAL SUPPORT <= 12"OC, UON. NOTE: 1x3 BRACING AT 24" O.C. FOR ALL FLAT TOP CHORD AREAS NOT SHEATHED C-ix2.E 0 CD 0 0 Scale: 1/4" 29- 0- 0 HIP SETBACK 8- 0- 0 FROM END WALL LOAD DURATION INCREASE - 1.25 + LOADING TC UNIF LL( 32.0)+DL( 28.0)- 60.0 PLF 0' .0" TO B' .0" VERT TC UNIF LL( BO.0)4DL( 70.0)= 150.0 PLF 8' .0" TO 21' .0" VERT TC UNIF LL( 32.0)+DL( 28.0)- 60.0 PLF 21' .0" TO 29' .0' VERT BC UNIF LL( .0)+DL( 25.0)- 25.0 PLF 0' .0" TO 29' .0' VERT TC CONC LL( 298.7)+DL( 261.3)- 560.0 LBS @ 8' .0" TC CONC LL( 298.7)+DL( 261.3)= 560.0 LBS @ 21' .0" ( 2 ) complete trusses required. Join together with 16d Box nails staggered at 12" oc throughout top chords. 12" oc throughout bottom chords, 12" oc throughout webs. LEFT = 2378 RIGHT = 2378 BEARING AREA REGUIRED (SO. IN) JOINT 9 3.80 OF / 5.B7 HF / 5.59 SPF JOINT 13 3.80 OF / 5.87 HF / 5.59 SPF 8-00-00 13-00-00 8-00-00 4,UU L Q C-47,7 C -2.5x4.3 t C -2.5x4.3 C-47.7 a 4.00 C-50, 7 (S) 29-00-00 -1x2.6 k\rj-v1'031 WARNINGS: General Notes, unless otherwise noted: ANSI/TPI 2 MEMBER FORCES 4WRGD 1. Design to support loads as shown. Design conforms to UBC -97 AnVer: 1.08(IL)-W T 1- 0 8 1- 4142 W 1- -108 W 7- 114 T 2= -5440 8 2- 6424 W 2= -4718 W 8- -1442 T 3- -5190 8 3- 6424 W 3- 1180 W 9- 532 T 4= -6494 B 4= 4142 W 4- 532 W10= 1180 T 5- -5190 W 5- -1442 Wit- -4718 T 6= -5440 W 6= 114 W12- -108 T 7- 0 LEFT = 2378 RIGHT = 2378 BEARING AREA REGUIRED (SO. IN) JOINT 9 3.80 OF / 5.B7 HF / 5.59 SPF JOINT 13 3.80 OF / 5.87 HF / 5.59 SPF 8-00-00 13-00-00 8-00-00 4,UU L Q C-47,7 C -2.5x4.3 t C -2.5x4.3 C-47.7 a 4.00 C-50, 7 (S) 29-00-00 -1x2.6 k\rj-v1'031 WARNINGS: General Notes, unless otherwise noted: aenrdNotaoendweinesbefrconstruction 1. Readwm 1. Design to support loads as shown. Design conforms to UBC -97 AnVer: 1.08(IL)-W Z. S.M. and --do. oenVador should be advised o1 all Ganard Nates end 2. Design assumes the top and bottom chords to be laterally braced at warnings constructionefore construction eomnhenoes. 3. 1.3 compres.lon arob bracing meat be Installed eTare shorn + . 2'•0 o.c. and at 12'•0' e.c. respectively. . 3. 2x4 Impact bridging or lateral bracing required where shown + + 4. Installation of truss is the responsibilityof the respective contractor. DATE: 11/ 6/2002 4. AN tartar toroeresb/irnp aNaments.ueh u t ar and etw y peren` ant bracing' 5. Design assumes trusses are to be usein a non•corroatye environment, must be designed and provided by design o1 Complete strootum. and are for "dry condition" of use. DES. BY: computnn assuma no respondbllty for such bracing. dto any -Wen ants all. all bracing and s. No lead ahaddb. appge-Wen 6. Design assumes full bearing at all supports shown. Shim or wedge if CompuTruS Inc. necessary. M hetonenn acomplete, and at no Aim. should any loads greater than design 7. Design assumes adequate drainage is provided. apples toads be to any component. 8. Plates shall be located on both faces of truss, and placed so their center SEG.: 980898 8. CompulNs has n0 oontrot over end etNlrnea rte r dblh far the "p°" y lines Coincide with Joint center lines. MMUFACTURnO . ENONEEMO . COMPUTER 6TSTEM6 9. Digits indicate size of plate in inches. `' fibda.tlen, handling, ddpment and bartsaatlan of oompeneMs. 10. For basic dosign values of the Computrus Plate, indicated by the prefix 7. This da.lgn Is Mdahad Mlbleat to the bmltaeonr on Trus. designs sat forth by the Tess Plate institute tn'Rrodrig Wood Trusses, NIB•e1-, . oopy of errich aril be mmtshod by Ciinvis us upon request. 'C", see I. C.B.O. R.R. 4211. 11. The Computrus Net Section Plate is indicated by the prefix "CN'. the designator 08) indicates 10 ga. material is used. All others are 20 ga. LUMBER SPECIFICATIONS WARNINGS: TRUSS SPAN 29'- 00r 1. Rud a1 General Notes and Wambigs before oonnruatlon o1 trusses. ANSI/TPI SINGLE MEMBER FORCES 4WRGD Wamings beta,. construction wmmenau. Com uTrus Inc. s3 wmpreeslon reb bracing moat be installed srhw shorn +. 3. 1.3- LOAD DURATION INCREASE - 1.25 T 1- 0 8 1- 1656 W 1- -107 W 7- 45 SIZE SPECIE GRADE PANEL(S) 6. No IoW should be applied to any wraponert umR after all bracing and SPACED 24.0" D.C. fast"" ate wmplets, and at no tlme should any toads greater than design T 2- -1973 B 2- 2370 W 2- -1886 W Be -577 TOP CHORDS: fabrication, handli o, shbmant and mstaYtbn or wmponnta. 7. This design Is Iu,Nshed subject to the Imitations on truss designs set forth T 3- -1877 B 3- 2370 W 3- 260 W 9- 300 2x 4 OF 02 1- 7 LOADING T 4= -2399 B 4= 1656 W 4= 300 W10= 260 BOTTOM CHORDS: LL( 16.0)+DL( 14.0) ON TOP CHORD - 30.0 PSF T 5- -1877 W 5- -577 W11- -1886 2x 4 OF #2 1- 4 OL ON BOTTOM CHORD - 10.0 PSF* T 6= -1973 W 6= 45 W12= -107 WEBS: TOTAL LOAD - 40.0 PSF* T 7- 0 2x 4 HF STUD 1-12 *5 PSF REDUCTION TAKEN ON BOTTOM CHORD, AXIAL STRESS ONLY. LEFT = 1015 RIGHT = 1015 TC LATERAL SUPPORT <- 12"OC. UON. BC LATERAL SUPPORT <- 12 -OC. UON. BEARING AREA REQUIRED (SO. IN) JOINT 9 1.62 DF / 2.51 HF / 2.39 SPF i NOTE: 1X3 BRACING AT 1 24' D.C. FOR JOINT 13 1.62 OF / 2.51 HF / 2.39 SPF ALL FLAT TOP CHORD AREAS NOT SHEATHED. 2x4 vertical at 4811 o.c. with C -1.5x2.6 typ. 8-00-00 13-00-00 8-00-00P 21 11 12 4.00C12 C-46 J C-21. x4.3 C -2.5x4.' 3 C C-46 -J4,00 $: grEaFGp C -2.5x7.7 C-2.50.7 C -1x2.6 C -1x2.6 00 0 I o i o 0 b 12.50.7 5' C-2.50.70. C-2.50.7 C-2.50.7 C-56.10 I, L 29-00-00 Scale: 1/4" Gerrard Notes, unless otherwise noted: WARNINGS: 1. Design to support loads as shown. pesign conforms to UBC -97 AnVer: 1 .08 (1L) -W 2. Design assumes the top and bottom chords to be laterally braced a 1. Rud a1 General Notes and Wambigs before oonnruatlon o1 trusses. 2. Buhr and rection oontnaar should be advised o1 all General Notes and Wamings beta,. construction wmmenau. Com uTrus Inc. s3 wmpreeslon reb bracing moat be installed srhw shorn +. 3. 1.3- DATE: 11/ 6/2002 4. All lateral taw restating elemarns such as temporary and prmanrht bracing. must be designed and provided by designer of complete struefum VANUiAMMMG ENGiNEERMG COMPUTER 6VSTEm6 Coehputrus assuahes he respondbaRr tot surh bracing. DES. BY: 6. No IoW should be applied to any wraponert umR after all bracing and fast"" ate wmplets, and at no tlme should any toads greater than design Iwds be appal to my component. SED.: 980899 g. camput" has no control oar and assumes no responsibility for the fabrication, handli o, shbmant and mstaYtbn or wmponnta. 7. This design Is Iu,Nshed subject to the Imitations on truss designs set forth by the Truss Rate Institute In'llradng Wood Trusses, NO -81", a copy of ,,N.h r0 be knish d by Camputw upon repwst. Gerrard Notes, unless otherwise noted: 1. Design to support loads as shown. pesign conforms to UBC -97 AnVer: 1 .08 (1L) -W 2. Design assumes the top and bottom chords to be laterally braced a 2'•0 o.c. and at 12'-0' o.c. respectively. 3. 2x4 Impact bridging or lateral bracing required where shown + + 4. Installation of truss is the responsibiliiy of the respective contractor. S. Design be in assumes trusses are to used a noncorrosive environment, and are for 'dry condition' of use. 6. Design assumes full bearing at all supporta shown. Shim or wedge it necessary. Com uTrus Inc. 7. Design assumes adequate drainage is provided. S. Plates shall be located on both faces of truss, and placed so their center lines coincide With joint center linea. VANUiAMMMG ENGiNEERMG COMPUTER 6VSTEm6 9. Digits indicate size of plate in inches. . . 10. For basic design values of the Computrus Plate, indicated by the prefix 'C', see I.C.B.O. R.R. 4211. 11. The Computrus Net Section Plate is indicated by the prefix 'CN', the designator 1181 Indicates 18 ga. material is used. All others are 20 ga. LUMBER SPECIFICATIONS SIZE SPECIE GRADE PANEL(S) TOP CHORDS: 2x 4 OF #2 1- 4 BOTTOM CHORDS: 2x 6 OF #2 1- 3 WEBS: 2x 4 HF #2 1, 6 2x 4 HF STUD 2- 5 TC LATERAL SUPPORT <= 12"OC, UON. BC LATERAL SUPPORT <= 12"OC, UON. CD 0 t 12 4 00 L --- TRUSS SPAN 29'- .00° LOAD DURATION INCREASE - 1.25 SPACED 24.0" O.C. LOADING LL( 16.0) +DL ( 14.0) ON TOP CHORD = 30.0 PSF OL ON BOTTOM CHORD = 10.0 PSF* TOTAL LOAD - 40.0 PSF1t Ifs PSF REDUCTION TAKEN ON BOTTOM CHORD, AXIAL STRESS ONLY. C -4x6 14-06-00 12 4 0 x 4.00 C -5.5x6 C -5.5x6 C -1.5x2.6 -1. x2.6 0 0 15x9.4 0. 511 C -3x11.9 C -5X9.4' ANSI/TPI SINGLE MEMBER FORCES 4WRGO T 1- 0 8 1= 1822 W 1= -1971 T 2= -1707 B 2= 1329 W 2= -300 T 3- -1707 B 3- 1822 W 3= 431 T 4= 0 W 4= 431 must be designed and provided h deal g p y liner of complete structure. and are for "dry condition" of use. /\,CumpuTrus W 5- -300 computrus assumes no responsibility for such bracing. S. No load shoWd be applied to any component until after all bracing and 6. Design assumes full bearing at all supports shown. Shim or wedge if necessary. Inc. W 6= -1971 LEFT = 1015 RIGHT - 1015 BEARING AREA REQUIRED (SO. IN) JOINT 1 1.62 OF / 2.51 HF / 2.39 SPF JOINT 5 1.62 OF / 2.51 HF / ' 2.39 SPF COND- 2: 400.00 PLF DRAG LOAD. SHEARWALL 9.00 to 29.00 NOTE: TRUSS DESIGN ASSUMES UNIFORM SHEAR TRANSFER C -7X11.9 (S) Scale: 1/4" 29-00-00 WARNINGS: General Notes, unless otherwise noted: 1. Read all General Notes and Warnings before coruttuctlonoftrusses. 1. Design to support loads as shown. Design conforms to UBC -97 An Ver:1.08(IL)-W 2. Builder and erection contractor should be advised of all General Notes and 2. Design assumes the top and bottom chords to be laterally braced at WeMngs before conAmatlon commences. 3. 10 compression web bracing ..at be Installed where shown +. 4. An lateral force 2'-0 o.c. and at 12'-0" o.c. respectively. 3. 2x4 Impact bridging lateral bin required where shown + + g or racg 4. Installation Of truss Is the responsibility Of the respective contractor. DATE: 12/ 12/2002 reshting elements such as temporary and permanent bracing, 5. Design assumes trusses are to be used in a noncorrosive environment, must be designed and provided h deal g p y liner of complete structure. and are for "dry condition" of use. /\,CumpuTrus DES. /t BY: (,1 computrus assumes no responsibility for such bracing. S. No load shoWd be applied to any component until after all bracing and 6. Design assumes full bearing at all supports shown. Shim or wedge if necessary. Inc. \ /,_t' fasteners are complete, and at no time should any loads greater than design 7. Design assumes adequate drainage is provided. loads be applied to any component. 8. Plates shall be located on both faces of truss, and placed so their center SEG.: 10 2 3 5 8 8 6. Computes has no control over and assumes no responsmmty for the lines coincide with Joint center lines. MANUFACTURING. ENGINEERING. COMPUTER SYSTEMS 9. Digits indicate size of in inches. fabrication, handling, shipment and installation of components. plate 10. For basic design values of the Computrus Plate, indicated by the prefix 7. This design b furnished subject to the limitations on truss designs set faith by the Truss Rate Insthute In -Brad.. Wood Trusses, HIS -81", a copy of which wen be furnished by Computes upon request. "C", see I.C.B.O. R.R. 4211. 11. The Computrus Net Section Plate is indicated by the prefix "CN", the designator (18) indicates 18 ga. material is used. All others are 20 ga. uiiu u m LUMBER SPECIFICATIONS SIZE SPECIE GRADE PANEL (S) TOP CHORDS: 2x 4 OF #2 1- 4 BOTTOM CHORDS: 2x 4 OF #2 1- 3 WEBS: 2x 4 HF STUD 1- 8 TC LATERAL SUPPORT <- 12"OC, UON. BC LATERAL SUPPORT <= 12"OC, UON. C-1x2.E Scale: 1/4" TRUSS SPAN 29'- 00" LOAD DURATION INCREASE - 1.25 SPACED 24.0" O.C. LOADING LL( 16.0) +DL ( 14.0) ON TOP CHORD 30.0 PSF OL ON BOTTOM 'CHORD = 10.0 PSF* TOTAL LOAD 40.0 PSF* *5 PSF REDUCTION TAKEN ON BOTTOM CHORD, AXIAL STRESS ONLY. ANSI/TPI SINGLE MEMBER FORCES 4WRGO T 1- 0 8 1= 1783 W 1= -213 W 5= 425 T 2= -1700 6 2= 1329 W 2= -1946 W 6= -256 T 3- -1700 B 3- 1783 W 3- -256 W 7- -1946 T 4= 0 W 4= 425 W 8= -213 LEFT = 1015 RIGHT = 1015 BEARING AREA REQUIRED (SO. IN) JOINT 6 1.62 OF / 2.51 HF / 2.39 SPF JOINT 9 1.62 OF / 2.51 HF / 2.39 SPF 14-06-00 14-06-00 A N C-44.3 -IA nn COND. 2: 128.00 PLF DRAG LOAD. ' C-50.7 (S) 29-00-00 -1x2.6 WARNINGS: General Notes, unless otherwise noted: 1. Read all General Notes and Warnings before construction attrusses. 1. Design to support loads as shown.Design conforms to UBC -97 An Ver:1.08(IL)-W 2. Builder and erection contractor should be advised of all General Notes and 2. Design assumes the top and bottom chords to be laterally braced at Warnings before construction eommenar. 2'-0 o.c. and at 12'-0" o.c. respectively. 3. 1x3 Compression web bracing must be Installed where shown +. 3. 2x4 Impact bridging or lateral bracing required where shown + + 4. AB lateral fore. reslstln dements such as temporary and eminent bracing, 4. Installation of truss is the responsibility of the respective contractor. DATE: 12/12/2002 must be designed and provided by designer of complete swaure g' 5. Design assumes trusses are to be used in a noncorrosive environment, and are for "dry condition" of use. n DES. BY: L1 n^ /// \' - `, SED .: 102 3 5 8 9 Computrus assumes no responslbmty for such bracing. 5. No load should be applied to my component until after all bracing and fasteners are complete, and at no time should my loads greater than design loads be applied to any component. S. C.mputrus has no control over and assumes no responsibility for the fabrication, handling, shipment and burtaeatlon of components. 7. This design Is furnished subject to the limitations on trust designs set forth by the Truss pate Institute In-B-ol ri Wood Trusser, H113-91". o copy of which arm be t:lshed by Computrus upon request. 6. Design assumes full bearing at all supports shown. Shim or wedge if CompuTruS Inc. necessary. 7. Design assumes adequate drainage is provided. 8. Plates shall be located on both faces of truss, and placed so their center lines coincide with joint center lines. MAN VFACTUMG . ENGINEERING . COMPUTER SYSTEMS 0 Digits indicate size of plate h inches. 1 O. For basic design values of the Computrus Plate, indicated by the prefix "C', see I.C.B.O. R.R. 4211. 11. The Computrus Net Section Plate is indicated b the prefix "CN", the designator (18) indicates 18 ga. material is used. All others are 20 ga. r>. : -+ • a rr' ; rye"-:' ' 3s Too iliam • r rjr rJ 5:. 3r. {• it 1,CBOh`Evaluation Service;Inc. 5360 WORKMAN MILL_ ROAD WHITTIER, CALIFORNIA 90601-2299 A subsidiark,Co'rporation of rhe International Conference of Building Officials EVALUATION REPORT ER -4211 Copyright Q 1999 ICBO Evaluation Service, Inc. z`Reissued January 1, 1999 FilingOategory: FASTENERS—Steel Gusset Plates (066) COMPUTRUS TRUSS PLATES COMPUTRUS, INC. 10370 HEMET STREET, SUITE 200 RIVERSIDE, CALIFORNIA 92503 1.0 SUBJECT CompuTrus Truss Plates for Wood Trusses. 2.0 DESCRIPTION 2.1 General: - The CompuTrus Truss Plates are fiat steel plates designed to connect wood truss members. The plates are manufactured from galvanized steel and come in various lengths and widths, and have integral teeth that are designed to laterally transmit load between truss wood members. Plans and cal- culations must be submitted to the building official for trusses using truss plates described in this report. 2.2 Materials: The CompuTrus truss.plates are punched from No. 18 gage [0.0454 inch (1.15 mm) base metal thickness, and No. 20 gage [0.0375 inch (0.95 mm) base metal thicknc',ss: G60.9al- vanized sheet steel complying with the mechanical require. ments established in ASTM A 653 SQ Grade 33 or higher. Each plate has 9.4 teeth per square inch of plate-, each tooth is approximately 1/3 inch (8.5 mm) long and approximately 0.106 inch (2.7 mm) wide. The teeth are punched in pairs, with each, pair spaced 1/4 inch (6.4 mm) on center along the width of the plate, and 0.85 inch (21.6 mm) on center along the length. Alternating rows of teeth are staggered 0.10 inch (2.5 mm) from adjacent rows. The "CN" series plates are identical to the "C" series plates. except that every third row of teeth is omitted. Plates are 0.85 inch (21.6 mm) in length, and are available in widths of up to'12 inches (305 mm), in 1/2 -inch (12.7 mm) increments, as required by design. The plates are applied to truss members in pairs, with one plate on each face of each joint, using a power press constructed in accordance with the manufacturer's specifications. See Figure 4 for de- tails of plate dimensions. 2.3 Allowable Loads: Tables 1, 2 and 3 provide allowable lateral loads, tensiu loads and shear loads, respectively, for the CompuTrus truss elites: `These.,value's are based on the Nafi,,r-1 Design Standard for. Metal Plate Connected Wood Truss % onstruc- i tion,'ANSIITPI 1-1995. A copy of the ANSI/TPI 1-1995 stand- ard must be supplied to the building department when this is requested by the building official. 71 2.3.11' Lateral Resistance: Each CompuTrus truss plate t must , 11 esigned{to transfer the required load without ex- ceedtng the-altowable load per square inch of plate contact ' sed,on species onthe orientation of the teeth relative to the load, and on the direction of load relative to grain. Oe. sign for lateral resistance must be in accordance with Section 11.2.1 of ANSI/TPI 1-1995. Table 1 provides allowable lateral loads for the truss plates. 2.3.2 Tension Resistance: Each CompuTrus truss plate must be designed for tension capacity, based on the orienta- tion of the truss plate relative to the direction of load. Design for tension must be in accordance with Section 11.2.2 of ANSI/TPI 1-1995. Table 2 shows allowable tension loads for the truss plates. Additionally, the net section of the truss plates for tension joints must be designed using the allowable tensile.stress of the metal, adjusted by the truss plate tensile effectiveness ratios shown in Table 2 2.3.3 Shear Resistance: Each CompuTrus truss plate must be designed for shear capacity, based on the orientation of the plate relative to all possible lines of shear. Design for shear must be in accordance with Section 11.2.3 of ANSI/TPI 1-1995. Table 3 shows allowable shear loads for the truss plates. Additionally, the net section of the truss plates for heel joints and other joints involving shear must be designed using the allowable shear values for the truss plates, adjusted by the shear resistance effectiveness ratios shown in Table 3. 2.3.4 Metal Plate Reductions: Several allowable -load re- duction factors for the metal plates, when they are applicable, must be considered cumulatively in the design of truss plates used in fabricated wood trusses: 1. Allowable lateral resistance values for the CompuTrus truss plates must be reduced by a strength reduction fac- tor, Qq, shown in Table 4, when the plates are installed in lumber by means of a single -pass, full -embedment roller system having minimum roller diameters equal to 18 inch- es (457 mm). This reduction does not apply to embed- ment hydraulic -platen presses, multiple roller presses that use partial embedment followed by full -embedment rollers, or combinations of partial embedment roller presses and hydraulic -platen presses that feed trusses into a stationary finish roller press. When trusses are fab- ricated with single -pass roller presses, the calculations for the truss design submitted to the building department for approval must specify the minimum diameter of the roller press and the appropriate strength reduction factor from this report. 2. Allowable lateral resistance values for the CompuTrus truss plates must be reduced by 15 percent when the plates are installed on the narrow face of truss lumber. members. Allowable lateral resistance values must be 20 percent when the CompuTrus truss plates' in lumber having a moisture content greater' cent at the time of truss fabrication: - ;. .. v.. r ;ems flan' SF --ice. Inc.. are issued swle/e to provide informatioL n , Class . -I m I embers of ICBII, utili-in ,thebide ide rrprrrt x if htrlp rt 5 hr br construed as representing nrsrhrticv nr ane other nnrihutrs nor epei ificalle addrescrd nnr as as rndarrrrnrnr urcetaARM ret tzars fir other technical data submitted by the applic-ant. The ICIIII EmIttation S?n•irr lnr.,7erluucat Graff has resfe;4 rs rro p, q l t srst tes jarilitira ru mokr an indeprnde•nt vrri rruion. Tfirre +s no r•armitte h► ICBr1 Evahutrinn,lrrntt fort hip male in_ihe report or as at ani• product covered be the repeat. Thi; disclaimer includes, bur is nor lftnirid a mrrchonfalfil f Py•i: ..' i Z fa•Ki T z Page.2 of 5 n, Allow i Ie tateral resistance values fob CompuTrus truss `-w plates installed, the'heel joint of a (abri ated wood truss must bereduced by the heel -joint reduction factor. HR, as -o toll wst tir = 085"-; 0.05(12tan 0 -2.0) 0.65 S'_H4 0.85 6 -: ` Mgle between lines of action of the tc., d bottom chords(shown in Figure 3). Where the top, chord slopes are greater than 12:12 (100% .. .,:.. slope). this heel -joint reduction (actor is not applied. 2.3.5 Comblffe_d Shear and Tension: Each CompuTrus truss plate must be designed for combined shear and tension capacit)6 based on the orientation of the truss plate relative to the diree6cris of loading. Design for combined shear and ten- sion'miist be in accordance with Section 11.2.4 of ANSI/TPI 1-1995: 2.3.6 Combined Flexure and Axial Loading: Truss plates designed for axial -forces are only permitted as splices in the - top and bottom chord when the splices are within 12 inches (305 mm) of the calculated point of -zero moment. Design of truss plates at splices in the top and bottom chord that are not placed within 12 inches (305 mm) of the calculated point of zero moment must include combined flexure and axial stresses. 2.4 Truss Design: Plans and calculations must be submitted to the building offi- cial for the trusses using truss plates described in (his report. The truss design must show compliance with :,:e -.ode and accepted engineering principles. Allowable loads for the truss plates may be increased for duration of load in accordance with the code. Calculations must specify the deflection ratio or the maximum deflection for live and total load. For each truss design drawing, the following information, at a mini- mum, should be specified by the design engineer: 1. Truss span, spacing, and slope or depth. 2. Dimensioned location of truss joints. 3. Model, size and dimensioned location of truss plates at each joint. 4. Truss chord and web lumber size, species, and grade. 5. Required bearing widths at truss supports. 6. Top and bottom chord live and dead loads, concentrated loads and their locations, and controlling wind or earth- quake loads. 7. Design calculations conforming to ANSI/TPI 1-1995 and any adjustments to lumber and truss plate allowable val- ues for conditions of use. 2.5 Truss Fabrication: Plate connectors shall be installed by an approved tress fabri- cator that has an approved quality assurance program cover- ing the wood truss manufacturing and inspection process in accordance with Sections 2304.4.4 and 2321.3 of the code and Section 4 of ANSI/TPI 1-1995. The allowable loads rec- ognized in this report are for plates that are pressed into wood truss members using hydraulic or pneumatic embedment presses: _multiple roller presses that. use partial embedment feed trusses into a stationary finish roller press or, if the ed= justment factors given in Table 4 are used, single -pass roller presses. When truss fabricators use single -pass roller presses, the rollers must have minimum -18 -inch (457 mm) diameters. Plates embedded with a single -pass, full -embedment roller press must be preset, before passing through the roller press. by striking at least two opposite corners of each plate with a hammer. 2.6 Identification: The CompuTrus "C" Series plates are embossed with the designation "C-20" or "C-18," for the No. 20 gage or No. 18 gage plates, respectively. For the "CN" series, the No. 20 gage plate is identified by the designation "CN -20" embossed on the plate, and the No. 18 gage plate is identified by the des- ignation "CN -18." 3.0 EVIDENCE SUBMITTED Test data in accordance with National Design Standard for Metal Plate Connected Wood Truss Construction, ANSI/TPI 1-1995. 4.0 FINDINGS That the CompuTrus Truss Plates for Wood Trusses de- scribed in this report comply with the 1997 Uniform Building Code', subject to the following conditions: 4.1 Plans and calculations are submitted to the build- ing official for the trusses using truss plates de- scribed in this report. 4.2 The truss plates are designed to transfer the re- quired loads using the design formulae in ANSVTPI 1-1995. A copy of the ANSU'rP1 1-1995 standard must be supplied to the building department when this is requested by the building official. 4.3 The allowable loads for the truss plates comply with this evaluation report. 4.4 Truss plats are not permitted to be placed where knots occur in connected wood truss members. 4.5 Truss plates are installed in pairs on opposite faces of truss members. 4.6 Trusses using truss plates described in this report must be fabricated by a truss fabricator approved by the building official, in accordance with Sec- tions 2304.4.4 and 2321.3 of the code. 4.7 Allowable loads shown in the tables of this report may be increased for duration of load in accord- ance with the code. 4.8 Overpressed truss plates are not permitted. Over - pressed plates occur when the russ plate is em- bedded into the lumber more than one-half the plate metal thickness. 4.9 Allowable loads shown in the tables of this report are not applicable to truss plates embedded in lum- ber treated with fire -resistive chemicals. 4.10 When a one-hour fire -resistive rating is required for trusses using CompuTrus plates, see Evaluation Report ER -1632. This report,is subject to reexamination in two years. u; feed trusses into a stationary finish roller press or, if the ed= justment factors given in Table 4 are used, single -pass roller presses. When truss fabricators use single -pass roller presses, the rollers must have minimum -18 -inch (457 mm) diameters. Plates embedded with a single -pass, full -embedment roller press must be preset, before passing through the roller press. by striking at least two opposite corners of each plate with a hammer. 2.6 Identification: The CompuTrus "C" Series plates are embossed with the designation "C-20" or "C-18," for the No. 20 gage or No. 18 gage plates, respectively. For the "CN" series, the No. 20 gage plate is identified by the designation "CN -20" embossed on the plate, and the No. 18 gage plate is identified by the des- ignation "CN -18." 3.0 EVIDENCE SUBMITTED Test data in accordance with National Design Standard for Metal Plate Connected Wood Truss Construction, ANSI/TPI 1-1995. 4.0 FINDINGS That the CompuTrus Truss Plates for Wood Trusses de- scribed in this report comply with the 1997 Uniform Building Code', subject to the following conditions: 4.1 Plans and calculations are submitted to the build- ing official for the trusses using truss plates de- scribed in this report. 4.2 The truss plates are designed to transfer the re- quired loads using the design formulae in ANSVTPI 1-1995. A copy of the ANSU'rP1 1-1995 standard must be supplied to the building department when this is requested by the building official. 4.3 The allowable loads for the truss plates comply with this evaluation report. 4.4 Truss plats are not permitted to be placed where knots occur in connected wood truss members. 4.5 Truss plates are installed in pairs on opposite faces of truss members. 4.6 Trusses using truss plates described in this report must be fabricated by a truss fabricator approved by the building official, in accordance with Sec- tions 2304.4.4 and 2321.3 of the code. 4.7 Allowable loads shown in the tables of this report may be increased for duration of load in accord- ance with the code. 4.8 Overpressed truss plates are not permitted. Over - pressed plates occur when the russ plate is em- bedded into the lumber more than one-half the plate metal thickness. 4.9 Allowable loads shown in the tables of this report are not applicable to truss plates embedded in lum- ber treated with fire -resistive chemicals. 4.10 When a one-hour fire -resistive rating is required for trusses using CompuTrus plates, see Evaluation Report ER -1632. This report,is subject to reexamination in two years. t1 3 wn rd E page3'of ' • _ +I-.. iY+. *.`xAS N, tsar-! -r _`«yy,, , ----t A +s' ' : ..s "ie i r. ~ v '!W+T 7. slaZa w °E •" BLE ALLOWABLE LATERAL RESISTANCE VALUES FOR THE COMPUTRUS TRUSS PLA 1TES I.2 r _ w .{1G.:.....,'c - Sh' Ft. _ ,.nr..-.ec•_ a.. r. _ _ 1 L3: ¢ . _ ,t.• ., -_r • r ;' C•' p'tl PLATE MODEL • LUMBER SPECIES . 0: 90: 0' DIRECTION OF GRAIN AND LOAD WITH RESPECT TO LENGTH OF PLATE Species Specific Gravity AA EA AE EE Allowable Load Per Plates (pounds per square inch of plate contact ane) 1.310 Southern yellow pine 0.55 206 151 113 108 . C-20 ' Douglas lir-larch o 19 206 151 113 108 and C--113 Hem -fir 0.43 161 137 1 1 U 104 0.63 Spruce -pine -fir 0.42 161 137 110 103 1.' Southern yellow pine (1.55 132 IIS 102 113 CN -20 and CN -IS Douglas fir -larch 0.19 132 IIS 102 113 Hem -fir 0.11 106 109 114 114 Spruce -pine -fir 10.12 106 109 Ila 111 For SI: I IbJinch2 = 6.89 kPa. I See Figure 1 for a description of plate orientation. -Values are determined using the gross area method. )Truss plates are installed in pairs on opposite fates of Imus members. TABLE 2 -ALLOWABLE TENSION VALUES AND TENSION EFFICIENCY RATIOS FOR COMPUTRUS TRUSS PLATESI PLATE MODEL DIRECTION OF LOAD WITH RESPECT TO LENGTH OF PLATE= . 0: 90: 0' 90` Allowable Tension Load (pounds per lineal inch per pair of plates) Tension Load Efllcl.ncy Ratio C-20 1.310 943 0.63 0.46 CN -20 1.514 937 0.75 0.46 C-18 1.619 1,080 0.63 0.42 CN - 19 1.859 1.' 0.73 0.48 For SI: I Ibf/inch = 0.175 N/mm. 'See Figure 2 for a description of plate orientation. '-The length of plate refers to the dimension of the longitudinal axis of the area of the plate from which the plate teeth were sheared during plate fabrication. TABLE 3 -ALLOWABLE SHEAR VALUE' AND SHEAR EFFICIENCY RATIOS FOR COMPUTRUS TRUSS PLATES For Sl: I Ibf/inch = U.175 N/mm. TABLE 4 -ALLOWABLE LATERAL LOAD ADJUSTMENT FACTOR, Op, FOR COMPUTRUS TRUSS PLATES INSTALLED WITH MINIMUM -I8 -INCH -DIAMETER SINGLE -PASS ROLLER PRESSES PLATE MODEL LUMBER SPECIES SPECIFIC GRAvrTyt ON C•20 and C• 13 DIRECTION OF LOAD WITH RESPECT TO LENGTH OF PLATE - 0.96 PLATE 0' 30' 60- 90' 120' 150' 0' 30' 60' W. 120' 150' MODEL Allowable Shear Load (pounds per lineal inch per pair of plates) t Shear Load Efficiency Ratio C-20 609 720 1.106 801 123 506 0.49 0.59 0.91 0.66 0.35 0.42 CN -20 610 696 1.035 738 587 -1-186 0.50 1 0.57 0.86 0.61 0.18 0.40 C-18 702 732 1.241 1.041 565 578 0.15 1 0.16 0.79 0.66 U.36 0.37 CN -18 617 787 809 860 703 508 0.12 1 0.51 0.52 0.55 0.45 0.33 For Sl: I Ibf/inch = U.175 N/mm. TABLE 4 -ALLOWABLE LATERAL LOAD ADJUSTMENT FACTOR, Op, FOR COMPUTRUS TRUSS PLATES INSTALLED WITH MINIMUM -I8 -INCH -DIAMETER SINGLE -PASS ROLLER PRESSES PLATE MODEL LUMBER SPECIES SPECIFIC GRAvrTyt ON C•20 and C• 13 0.19 0.50 0.96 CN -20 and C.N. IS - 0.19 U.87 t) 5(l 0.87 'The QR values corm.punding to the value '•0.19.•' shove. apply u/ all wood species combinations having an average published slxciftc gnvily of 0.19 or lower, the QR values ctlrrespundin•'tU the value •-0.30" apply to all Mood;V:cws combinations having an ac era a published specific gravity of 0.50 or higher. The QA values shall be applied to all plate/wood orientations described in Figure I. .n`; _;_ Ti -' '- r } s r • ri='0 y" ♦ >. } h ;'! 'ayy'.fi Xa j'r lryk i? err Iny.n'.•! t .. `. ++"' .i n_ c4, rf . V i n`'Z' ",'.: 3+'' pjI r ',i , ";' ..` , _ ' ' '' '•) ; y$.lf ` r-` j11.. y F * ' t}Yt ., . 4 Y 'r ^ 's y . ' , '' x. i,• , :. tT run ti r ilf14 *: rl art± ty J{v *ts F rs«f "Arf. V*pg :r- . orf 'r 4 '< > . L t~ it +lr ? w ♦t • a, I'y+ 'r't , • ; . au'1 .A. t3 tR ' T !c w .•: ; i r- y •E} L ;'' •t. U .S`>y "' F j_«Rq'v• may« 't*v5 ` 1 i •"" a t v y„ ysF t rr y![ 4yt . Jr v :{>F t. fi S t ♦ i•1"4 '`};Ztr+. r .." _ L y ?* Ae• 3 t i`" s 3f : y'4. Rk. ' M• Y,6yt„113 t +•, y -'C'} %" Tt. f a , • Y' , La f,E.•,'a'f t#, WV j.?.,.. 'r i ,t r t ¢ • . ;..i-• y '« '_ UKi _n, .,.?.` r. . +.''S` 1 cj,i}+11Py t ' r. 1 to v y .'' 0' ri - C• w '• f 'k k f -' k , +'r*.r.r'i+ Y Y w ' - +' a4a-t f.o 7l I: iti' r. r•!. ('" ' ..i v, r t "`d"'4." fy ' ,f •:- t 1• r '9'+ y . '"" ;C R. _ r +k 8% '4a 7 !-• f' l'!' r -y. • ' h ' ,'f . _ ` , • _ r2 V' y(+'r i y.r U ,XIC i e ry,' i ys i riY, ° a;rte t1V • 1rr. ,} t TSI ]G '= M 2 1 . t' . C• : '•.ft-Tied' ° .i j rM '»"4;'.i •t'3rGri.tir.e'3 +:i n u +t i`tL7.+ 9Wr u_d►F-. ` '` I'M "r 75Le -s^r' :T •:r'-w..wr'y 'tiiti '+r^^. ar- s-rer s't! { "`aka `` Y . t ." Zc", .a,- i+Yid„ A t 1' t , ny - '" .v s : 0 $ ? r : } , "" Page 4 of,5 ER -4211. LOAD ; o a LOAD _o cg e o AA Orientation LOAD nba ;QpcQ, LOAD AE Orientation Length LOAD GGG"c pCQi,[CI LOAD EA Orientation EE Orientation FIGURE 1—PLATE ORIENTATION FOR LATERAL RESISTANCE VALUES Width o` J 00 Plate Orientation 90° Plate Orientation FIGURE 2—PLATE ORIENTATION FOR TENSION VALUES .. a e e }R,- FIGURE 3—HEEL'JOINTS TO WHICH THE RE DgUCTION FACTOR, HR, APPLIES i ,.. .+.t t ..,yx • Y{. A r.hi y' r rt i s7:' _ i y ,4,fir i5 l'fcc n 7F j3 -rt H#, iE i" v• , , d _ :y, [ `,} Za'{ i+ a aa '. r .a" -i R 'n. .,4 + i V ` r . • :'fir .y. -. t t h AAwl +tr Y+,•y„ ' . G ' ` en„Ei ..'$`` i ... r x „ N n. ` yF s j e .,. t " d!'Y ' s'z. Sa, '.. f i 'M1`?r'L ' 'F ` +'J y``n t . • ;' 'Y ~" ,Y :.-' YF g, ,i a t K t'sr_•.tib[c4,r...c4i'a..e._-.h`4.M'e.'.v„Imp t,!:x$ i ;a!;.1''"3-e ._.:..Y.tk..:e...J o'a "'Ei.. .K _. . _xit_a ", , .t:•...Is . e-. «,.rs. ... :+r S._:4 -Z .t'e:.. Eo -.4 Pagie 5 6f. 211 LONGITUDINAL AXIS TYP. .106' 333* .333' m .10* .85' .35' .5' .10' .85' .35' .5, T I 25* 106' MODEL C-20 i C-18 WIDTH TYP. .5" .25" .5* F. MODEL CN -20 / CN -18 .106" FIGURE 4-COMPUTRUS PLATE DIMENSIONS A, t ?lv-04" 4- "- V A, Aot* Nwl. I i uninie FOR GABLE ENDS OVER 6'-B' IN HEIGHT " MINIMUM GABLE STUD GRADE 2x4 CONSTRUCTION GRADE HEM -FIR CompuTi-us, C. GABLE STUD SPACING MAY BE 24' oc Manufacturing • Engineering - Computer Systems 2e4 CONTINUOUS BACKING - -- ATTACHED WITH 16d NAILS AT 24' O.C. TO PLATELINE. FILE NO: GABLE END DATE: 01/01/98 REF: 25-15 DES: SC SEQ: S151505 UBC -97 SHEATHING TO GABLE END 8d NAIL AT 6' o.c NOTCHED PER OUTLOOKER SPACING — 2x4 OU'rLOOKER 2x4 BRACES. BRACED AT 6'-D' MAXIMUM C -2.5x4.3 16' 2x4 BLOCKS WITH 3-16d NAILS EACH END o_ 2x4 STUD " o.C. MAX C -2.5x4.3 II I I C -1x2.6 Typical - - it II - GABLE STUD 8d NAIL AT 6' o.c. 1-16d 2x4 BLOCK 2-16d WITH TOE NAIL 2x4 BRACE WITH 4-16d NAILS 2-16d EACH END. 2.16d C -2.5x4. 16dat24'oc. i 16d at 24' o.c 1111111oli Z CampuTrus,.Inr-- Manufacturing • Engineering • Computer Systems 3-1( PRESSURE BLOCKING DETAIL FOR END JACK BOTTOM CHORD UP TO 10'-0" AT HIP NO. 1 WITH CEILING LOAD OF 5psf Bottom chord of Hip IL No.11,.,ss 2'-0' oc typical NOTE: Attach 2x4 Doug Fif pies :.re block to bottom chord of hip no. 1 with 4-16d nr.;:- Bottom chords of end joints are attached with 3-10d nails at each end of the pressure block. 3.10d Hip No. 1 truss 3-10d r-- 1 I CompuTrus, Inc*. Manufacturing • Engineering • Computer Systems FILE NO:' HIP FRAMING DETAIL DATE: 01/01/98 REF: 25.15-1 DES: SC =! ^x4 Post attached to each truss panel point and over head purlin wish 2-16d nails. No.1 Hem -Fir or No.2 Doug. Fir purtin.al 4'0• o.c. C) 2xa No.1 Hem -Fir or No.2 Doug. Fir stiffener attach to post with 3- ;!! nils. D) H::) Truss No.1 setback from end wall as noted on truss design. E) Exleiided.end jack lop chord (typical). Fj Common truss. G) Hip Corner Patter. H) . ; r.J Continuous lateral bracing. J) ExtE!nded bollom chord. 1 Design to support bads as W~.- 2 2 Design assumes the top and bottom chords to be Morally braced 'at 2'-0' o.c. turd at 12'-0' o.c. respectively. 3 2x4 Impact bridging or lateral bracing recom- mended where shown + •. 4 Installation of truss is the responslbllily 011 the ra speeUve contractor. 5 Design assumes busses are to be.u$ed•h a non- corrosive environment, and are (or -dry condtlion• of use. 6 Design assumes tug bearing at all supports shown. Shim or wedge it necessary, 7 Design assumes adequate drainage Is provided. 8 Plates shag be boated on both lace$1611 trust, and placed to their center lines coincide with Joint canter [hat. 9 01911s indicate alto of prate in inches. 10 For bask design values of the CompuTrus Plate, indicated by the ptoax'C•. sea I.C.B.O. R.R. 4211 11 The CompuTrus Net Section Plate is irldicated by the prefix -CN•, the designator (tS) indkates 18 ga. Section x Setback Hip Truss at 24• o.c. (Typical) CompuTrus, InC. Manufacturing • Engineering • Computer Systems WARNINGS: 1. Read all General Notes and Warnings before construction of trusses. 2. Builder and erection contractor should be advised of all General Notes and Warnings before construction commences. 3. 1x3 compression web bracing must be installed where shown +. 4. All lateral force resisting elements such as temporary and permanent bracing, must be desioned and provided by designer of complc:I'e structur 'ompuTrus assumes no responsibil- ity for such bracing. 5. No load should be applied to any component until after all bracing and fasteners are complete, and at no time should any loads greater than design loads be applied to any component. 6. CompuTrus has no control over and assumes no responsibility for the fabrication, handling, shipment and installation of components. 7. This design is furnished subject to the limitations on truss designs set forth by the Truss Plate Institute in "Bracing Wood Trusses, HIB -91", a copy of which will be furnished by CompuTrus upon request. GENERAL NOTES, unless otherwise noted: 1. Design to support loads as shown. 2. Design assumes the top and bottom chords to be laterally braced at 2'-0" o.c. and at 12,4, o.c. respectively. 3. 2xn. Impact bridging or lateral bracing required where shown + +. 4. Instailation of truss is the responsibility. of the respective contractor. 5. Cesign assumes trusses are to be used in a non -corrosive environment, and are for "dry condition" of use. 6. Design assumes full bearing at all supports shown. Shim or wedge if necessary. 7. Design assumes adequate drainage is proviccd. } 8. Plates shall be located on both faces of truss, and placed so their center lines coincide with joint center lines. 9. Digits indicate size of plate in inches. 10. For basic design values of the CompuTrus Plate, indicated by the prefix "C", see I.C.B.O. R.R. 4211 11. The CompuTrus Net Section Plate is indicated by the prefix "CN", the designator (18) indicated 18 ca. material is used. All others are 20 ga. General Notes: OBracing to top and bottom chords not required, provided the chord members are braced throughout their length by continuous sheathing. A QUALITY CONTROL LUMBER INSPECTION SERVICE SUPERVISORY FIELD INSPECTION REPORT Licensed Plant: (Oe -<t S , o ar , , C. - Date of Inspection 10— 4 — o z-- Q.C. Inspector: /'k*a-`J Arrival 2. Std Departed 3'0-! NON-SCHEDULED IN -PLANT WOOD TRUSS INSPECTION As per Uniform Building Codes Standards Sec. 2311.6 and Sec. 2343.7 in accordance with engineered plan specifications. Lumber Grade & Storage Connector Plates Workmanship Accuracy of wood cuts Bearing of wood joints Knots in plate area Split limitation l'osltlol, of plates Condition of plate teeth Plate to Wood tolerance In -Plant Handling & Storage In Accordance X yY X x k Bundling and Loading Marking Legibility X Jig & Press Adequacy General Appearance and Condition of Inventoried Trusses: Excellent_ Good SatisfactoryPoor_ REMARKS: CORPORATE HEADQUARTERS 420 W. Pine Street, Suite 10 Lodi, California 95240 (209) 334-6956 (209) 334-6970 Fax Non -Conforming Not Acceptable CLIS Inspector Countersigned H. C: HANSENCG r STgtU'CI'EIFiAL dVG]M]m 17371,trvfne sha., s^ute too Rutin, G 92780 (714) 473-0073 FAX (714) 573-0688 `r'T l Tlllzis.l. C41 5 aT .lob No OZ Date 4— 11—oz Page CITY OF LA QUINTA BUILDING & SAFETY DEPT. FOR PROVED RUCTION DATE d s Io<10 r-J.NGO l c VINT. , CAI.I N1.4 H.C. HANSEN I STRUCTURAL ENGINEER 17371 Irvine Blvd.. Suite 200 Tustin. Ce. 92780 (714) 573-0073 FAX (714) 673-0688 DESIGN CRITERIA Building Codes — CHECK APPROPRIATE CODE V Uniform Building Code — 1997 STRUCTURAL STEEL — AISC STRUCTURAL MATERIAL SPECIFICATIONS Typical unless noted otherwise in calculations. CONCRETE — f'c = 2,500 psi in 28 days minimum. Job No. 02 23k- Date Page Z REINFORCEMENT — ASTM A615. Grade 40 #4 bars and smaller. Grade 60 #5 bars and greater. MASONRY — Grade N Units: f'm = 1,500 psi, n = 25.7 MISCELLANEOUS STEEL: Structural ASTM A36 Fy = 36 ksi Pipes ASTM A53 Fy = 35 ksi Structural Tubes ASTM A500 Fy = 46 ksi Bolts ASTM A307 Loads per code. UMBER: Stress Graded Douglas Fir; (All stresses in psi). Joists/Rafters No. 1 Fb = 1,000, Fv = 95 4x Sawn Beams No. 1 Fb = 1,000, Fv = 95 6x Sawn Beams No. 1 Fb = 1,350, Fv = 85 Glu—Lom Beams 24F Fb = 2,400, Fv = 190 STRUCTURAL HARDWARE: Connectors specified for framing and anchorage shall be equal to Simpson Company "Strong—Tie". Model numbers listed are Simpson's, but equivalent hardware may be substituted with the approval of the building official. SOIL BEARING VALUE: Or THESE CALCULATIONS ARE NOT VALID FOR SECURING A BUILDING PERMIT UNLESS SIGNED IN INK BY H.C. HANSEN, STRUCTURAL ENGINEER. ` H. C. HANSENt 3 STRUCTURAL ENGINEER 17371 Irvine Blvd., suite 200 TUAW6 G 92780 (714) 573-0073 FAX (714) 573-0688 i t)es1c-.fA L=Avi5 rlFG 13.0 th!BjF t*tTc 1.5 4.0 INsuw I.o e . 2`f-• o p5F o ToTat1 G IsF ooF TK V -s Job No Oz- Z8r- Date Page 3 rlR7F 54-t 1319 C;es1(2*4e V Crl- - V415 t--Is4r4V F,^r-- U ME4< , ,NE -MOISS r14-IUr-, ' UC15K I I UES I.AYa T fl..AN 3TiC lU I. Cut. ► -r ONs CSIGt4 c> 15Y A" et4GINel,=IL oQ pKA W I N GS -To WC, }-iN ZME 4 .aNO "f} -{E C' U 1 t.pl h1G ' E 1'i 1 T M e I,tT FDIC KAY I 1N I IZ ICOf -tea A 1 C 'r IO I,1 OF- IGh4 H.C. HANSEN Job No. OZ -23K - Date STRUCTURAL ENGINEER Page 0-T 17371 Irvine Blvd., Suite 200 Tustin, Ca. 92780 (714) 573-0073 FAX (714) 573-0688 0 r M Hi C. HANSEN ST'RUCTURAL ENG04EER 17371 Irvine Blvd., suite 200 TII.W 4 G 92780 (714) 573-0073 FAX (714) 573-0688 Job No Date Page S Z4t----3F x 52 ix- _ 2 ,t 49 G 2 fLF T t0u, _ GGZ Y z4 4.41 Pt.F: O 1-7 _Gu 5PAN 24 Pst= x Io.sZ w = i(f x i, • 110 PAF P = 144 c CFttori '' L Qp► .) p "ZP5 4F x8 x CS I q I- _ H: C. HANSEN :_ . _' ... Job No STRUMMAL ENGUN EM 17371 hVine Rh-&, &,he 200 Date 1%nt1n. G 92780 (714) 573-0073 FAX (714) 573-0688 Page p P p _ vt. 24 FIS Fm- x 32 x 8 = 153 ro 4 I l.L► a. S p x I` 3 (024 ,J a 24P5F x 52 a 384 Pt -F 2 38 4- Mr- LL- r - s= T w 25G pt -F w r gO ll -Gu 5PaN rP y T3` ? Z4 - pot, w = WR, = `j % (,F P,= 155C CRMOAS %,- = IOZ4 11 V t r l...Y. `.H. C. HANSEN ... STRUCTURAL, ENGINEER 17371 hvine Blvd' Suite 200 .._ `TUAK G 92780 (714) 573-0073 PAX (714) 573-0688 117 u' f I WZ, fi 52. T ►2 -. E) 12 G 1' SPM n G -0 5 Job No DZ--SZ)K- Date Page r% W s 96, PLF v G4 ftp G.) a 24 P.sF x 17 s vc, 2 = ZO4 P -F ?1J 4- x 4, = 13& rLr I?LL(e) _ 646 0 24-P5Fx8 x17 P,tvL = + a 81%# F2u,= 81%x It.= 5++ e.Jvt, - IOi G FLF W I- = 6+ i'LF (see # -1) Z = 514rLF s94 x ice _ '39L -pLF 24- T r n G -0 5 Job No DZ--SZ)K- Date Page r% W s 96, PLF v G4 ftp G.) a 24 P.sF x 17 s vc, 2 = ZO4 P -F ?1J 4- x 4, = 13& rLr I?LL(e) _ 646 0 24-P5Fx8 x17 P,tvL = + a 81%# F2u,= 81%x It.= 5++ e.Jvt, - IOi G FLF W I- = 6+ i'LF (see # -1) Z = 514rLF s94 x ice _ '39L -pLF 24- C. HANSeN' - - . oz _ 2 3 K. • STRUCTURAL ETGRgm Job No 7 e G 17371 Ervine Sled, Shite 200 Oate ' %mdn, CA 92780 8 (714) 4730073 FAX (714) 4730688 Page ' 0 G i—c U SPaN 2¢Ps x 29 a L, = 34$ r F --Y P wa- (mss T Z`T (sem #s) e Fu. = 10 Z¢ o s H.C. Hansen, Structural Engineeer Title: Cayman HOA Job # 02-23K 17371 Irvine Blvd., Suite 200 Dsgnr: MSH Date: 11:39AM, 28 MAR 02 Tustin, CA 92780 Description : Repair of Fire Damage at: Voice: (714) 573-0073 Scope Fax: (714) 573-0688 Rev: 550100 page 9User.. KW -0602294, Ver 5.5.0.25 -Sep -2001 Timber Beam & Joist (c)1983-2001 ENERCALC Engineering Software c:\2002\23 - farmers insurance\23k cayman ho Description Beams & Headers Timber Member information Calculations are designed to 1997 NDS and 1997 UBC Requirements Beam #2 Beam #3 Beam #4 Beam #5 Beam #6 Beam 97 Beam #8 Timber Section 367.83 4x14 6x10 6x10 600 6x8 4x14 6x12 Beam Width in 3.500 5.500 5.500 5.500 5.500 3.500 5.500 Beam Depth in 13.250 9.500 9.500 9.500 7.500 13.250 11.500 Le: Unbraced Length ft 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Timber Grade 257.78 )ougtas Fir - Larch, )ouglas Fir - Larch, Douglas Fir - Larch, Douglas Fir - Larch, Douglas Fir - Lerch, Douglas Fir - Larch. Douglas Fir - Larch, Fb - Basic Allow psi 1,000.0 1,350.0 1,350.0 1,350.0 1,350.0 1,000.0 1,350.0 Fv - Basic Allow psi 95.0 85.0 85.0 85.0 85.0 95.0 85.0 Elastic Modulus ksi 1,700.0 1,600.0 1,600.0 1,600.0 1,600.0 1,700.0 1,600.0 Load Duration Factor 648.5 1.250 1.250 1.250 1.250 1.250 1.250 1.250 Member Type -0.201 Sawn Sawn Sawn Sawn Sawn Sawn Sawn Repetitive Status 1,043.5 No No No No No No No Center Span Data -0.525 -0.102 -0.051 -0.152 -0.030 -0.227 -0.151 Location Span ft 17.50 9.00 9.00 8.50 5.00 15.50 11.50 Dead Load #/ft 177.00 13.00 13.00 13.00 394.00 108.00 16.00 Live Load #/ft 110.00 256.00 64.00 Dead Load #/ft 384.00 96.00 Live Load #/ft 256.00 64.00 Start" 4.250 3.500 End ft 8.500 11.500 Point#1 DL lbs 1,440.00 696.00 1,536.00 600.00 1,536.00 LL lbs 962.00 464.00 1,024.00 400.00 1,024.00 @ X ft 5.000 5.000 4.250 1.500 3.500 Results Ratio = 0.9363 0.4695 0.2325 0.7740 0.4182 0.5597 0.5141 Mmax @ Center in -k 131.84 65.55 32.46 101.37 24.37 71.31 96.08 @ X = ft 8.75 5.00 5.00 4.25 2.50 7.19 3.50 fb : Actual psi 1,287.4 792.3 392.4 1,225.3 472.7 696.3 792.5 Fb : Allowable psi 1,375.0 1,687.5 1,687.5 1,687.5 1,687.5 1,375.0 1,687.5 Bending OK Bending OK Bending OK Bending OK Bending OK Bending OK Bending OK fv : Actual psi 71.5 39.7 19.9 82.2 44.4 66.5 54.6 Fv : Allowable psi 118.8 106.3 106.3 106.3 106.3 118.8 106.3 Shear OK Shear OK Shear OK Shear OK Shear OK Shear OK Shear OK Reactions @ Left End DL lbs 1,548.75 698.50 367.83 1,231.25 985.00 1,378.94 1,427.65 LL lbs 962.50 427.56 206.22 784.00 640.00 857.29 890.43 Max. DL+LL lbs 2,511.25 1,126.06 574.06 2,015.25 1,625.00 2,236.23 2,318.09 @ Right End DL lbs 1,548.75 858.50 445.17 2,047.25 985.00 895.06 1,060.35 LL lbs 962.50 534.44 257.78 1,328.00 640.00 534.71 645.57 Max. DL+LL lbs 2,511.25 1,392.94 702.94 3,375.25 1,625.00 1,429.77 1,705.91 Deflections Ratio OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK Center DL Defl in -0.324 -0.062 -0.032 -0.092 -0.018 -0.142 -0.093 UDefl Ratio 648.5 1,736.9 3,414.7 1,103.9 3,350.3 1,313.0 1,481.6 Center LL Defl in -0.201 -0.040 -0.019 -0.060 -0.012 -0.085 -0.058 UDefl Ratio 1,043.5 2,734.1 5,668.4 1,700.4 5,156.4 2,177.1 2,365.2 Center Total Defl in -0.525 -0.102 -0.051 -0.152 -0.030 -0.227 -0.151 Location ft 8.750 4.644 4.644 4.386 2.500 7.564 5.428 UDefl Ratio 399.9 1,062.2 2,131.0 669.3 2,030.8 819.1 910.9 H.C. Hansen, Structural Engineeer Title: Cayman HOA Job # 02-23K 17371 Irvine Blvd., Suite 200 Dsgnr: MSH Date: 11:42AM, 28 MAR 02 Tustin, CA 92780 Description : Repair of Fire Damage at: Voice: (714) 573-0073 Scope Fax: (714) 573-0688 Rev: SW100 User: KW4602294, ver 5.5.0.25-Sep-2001. Win32 Timber Beam & Joist Page 10 (c)1983-2001 ENERCALC Engineering Software CA2002\23 - farmers insurance\23k cayman hoa Description Beam & Headers (cont.) Timber Member Information Calculations are designed to 1997 NDS and 1997 UBC Requirements Beam #10 Beam #11 Beam #12 Beam #13 Timber Section 4x12 4x12 8x8 8x10 Beam Width in 3.500 3.500 5.500 5.500 Beam Depth in 11.250 11.250 7.500 9.500 Le: Unbraced Length ft 0.00 0.00 0.00 0.00 Timber Grade )ouglas Fir - Larch, )ouglas Fir - LardL Douglas Fir - Larch, Douglas Fir - Larch, Fb - Basic Allow psi 1,000.0 1,000.0 1,350.0 1,350.0 Fv - Basic Allow psi 95.0 95.0 85.0 85.0 Elastic Modulus ksi 1,700.0 1,700.0 1,600.0 1,600.0 Load Duration Factor 1.250 1.250 1.250 1.250 Member Type Sawn Sawn Sawn Sawn Repetitive Status No No No No Center Span Data Span ftl 12.50 6.00 6.00 8.50 Dead Load #/ftj 106.00 604.00 358.00 13.00 Live Load #/ft 64.00 396.00 232.00 Dead Load #/ft' 384.00 Live Load #/ft 256.00 Start ft 6.500 End ft 8.500 Point#1 DL lbs 1,536.00 LL lbs 1,024.00 @ X ft 6.500 Results Ratio = 0.3598 0.6621 0.4798 0.7111 Mmax @ Center in-k39.84 54.00 31.86 59.69 @ X = fill 6.25 3.00 3.00 6.49 fb : Actual psi 539.7 731.4 617.9 721.5 Fb : Allowable psi 1,500.0 1,500.0 1,687.5 1,687.5 Bending OK Bending OK Bending OK Bending OK fv : Actual psi 34.6 78.6 51.0 75.6 Fv : Allowable psil 118.8 118.8 106.3 106.3 Shear OK Shear OK Shear OK Shear OK Reactions @ Left End DL lbs. 662.50 1,812.00 1,074.00 507.01 LL lbs 400.00 1,188.00 696.00 301.18 Max. DL+LL lbs 1,062.50 3,000.00 1,770.00 808.19 @ Right End DL lbs 662.50 1,812.00 1,074.00 1,907.49 LL Ibs1 400.00 1,188.00 696.00 1,234.82 Max. DL+LL lbs 1,062.50 3,000.00 1,770.00 3,142.31 Deflections Ratio OK Deflection OK Deflection OK Deflection OK Center DL Defl in, -0.082 -0.025 -0.034 -0.048 L/Defl Ratio 1 1,818.7 2,886.1 2,133.8 2,138.9 Center LL Defl in; -0.050 -0.016 -0.022 -0.030 L/Defl Ratio 3,012.3 4,402.0 3,292.7 3,377.3 Center Total Defl in! -0.132 -0.041 -0.056 -0.078 Location fill 6.250 3.000 3.000 4.760 L/Defl Ratio 1 1,134.0 1,743.2 1,294.8 1,309.6 H.C. Hansen, Structural Engineeer Title: Cayman HOA Job # 02-23K 17371 Irvine Blvd., Suite 200 Dsgnr. MSH Date: 11:39AM, 28 MAR 02 (i Tustin, CA 92780 Description : Repair of Fire Damage at: v. Voice: (714) 573-0073 Scope: Fax: (714) 573-0688 Rev. 550100 User.KW4W2294,Ver 5.5.0,25-Sep-2001Multi-Span Timber Beam Page 11 (c)1983-2001 ENERCALC Engineering S&Kvare c:12002\23 - farmers insurance123k cayman hoa Description Beam #1 General information Douglas Fir - Larch, No.1 Fb : Basic Allow 1,350.0 psi Elastic Modulus 1,600.0 ksi Spans Considered Continuous Over Support Fv : Basic Allow 85.0 psi Load Duration Factor 1.250 Calculations are designed to 1997 NDS and 1997 UBC Requirements Timber Member Information in -k 2.1 Description @X= ft Span ftl 4.50 9.00 Timber Section I 6x14 6x14 Beam Width W 5.500 5.500 Beam Depth in13.500 fb : Actual 13.500 End Fixity Pin - Pin Pin - Pin Le: Unbraced Length ft 0.00 0.00 Member Type Sawn Sawn Loads k! 0.63 Live Load Used This Span ? I Yes Yes Dead Load #/ft 675.00 675.00 Live Load #/ft 441.00 441.00 Results Mmax @ Cntr in -k 2.1 89.5 @X= ft 0.57 5.34 Max @ Left End in-kj 0.0 -101.7 Max @ Right End in -k1 -101.7 0.0 fb : Actual psij 608.7 608.7 Fb : Allowable psi1 1,665.6 1,665.6 k) 1 Bending OK Bending OK Shear @ Left k! 0.63 5.96 Shear @ Right k; 4.39 4.08 fv : Actual psi! 63.1 96.1 Fv : Allowable psil 106.3 106.3 1 Shear OK Shear OK Reactions & Deflection DL @ Left ki 0.38 6.26 LL.@ Left k! 0.25 4.09 Total @ Left kj 0.63 10.36 DL @ Right k; 6.26 2.47 LL @ Right k: 4.09 1.61 Total @ Right k) 10.36 4.08 Max. Deflection in! 0.005 -0.051 @ X = ft 2.97 4.92 H.C. Hansen, Structural Engineeer Title: Cayman HOA Job # 02-23K 17371 Irvine Blvd., Suite 200 Dsgnr: MSH Date: 11:42AM, 28 MAR 02 Tustin, CA 92780 Description : Repair of Fire Damage at: Voice: (714) 573-0073 Scope Fax: (714) 573-0688 Ver 5.5.0,25 -Sep -2001, Win32 Multi -Span Timber Beam CALC Engineering Software Description Beam #9 Page 1 General Information Douglas Fir - Larch, No.1 Fb : Basic Allow 1,350.0 psi Elastic Modulus 1,600.0 ksi Spans Considered Continuous Over Support Fv : Basic Allow 85.0 psi Load Duration Factor 1.250 Calculations are designed to 1997 NDS and 1997 UBC Requirements Timber Member Information Description Span ft 5.00 12.50 Timber Section ft 602 6x12 Beam Width in 5.500 5.500 Beam Depth in 11.500 11.500 End Fixity 83.5 Pin - Pin Pin - Pin Le: Unbraced Length ft 0.00 0.00 Member Type I 3.30 Sawn Sawn Loads Live Load Used This Span ? Yes Yes Dead Load #/ftl 316.00 112.00 Live Load #/ft 200.00 64.00 Dead Load #/ft 204.00 Live Load #/ft 136.00 Start ft End ft 5.000 6.000 Point #1 Dead Load lbs 968.00 816.00 Live Load lbs 646.00 544.00 @ X ft 1.000 6.000 Results k Mmax @ Cntr in -k @X= ft Max @ Left End in -k Max @ Right End in -k fb : Actual psi Fb : Allowable psi Shear @ Left k Shear @ Right k tv : Actual psi Fv : Allowable psi 1.00 6.00 0.0 -95.6 -95.6 0.0 788.5 788.5 1,687.5 1,687.5 Bending OK Bending OK 0.99 3.99 3.21 1.61 64.2 83.5 106.3 106.3 Shear OK Shear OK Reactions & Deflection DL @ Left k 0.59 4.40 LL @ Left k 0.40 2.80 Total @ Left k 0.99 7.20 DL @ Right k 4.40 1.00 LL @ Right k 2.80 0.61 Total @ Right k 7.20 1.61 Max. Deflection inI 0.010 -0.131 @ X = ft I 3.30 6.58 H. C. HANSEN l e ` STRUCTURAL ENGTIVEER 17371 twine Blvd, suite 200 Tusdn. CA 92780 (714) 573-0073 FAX (714) 573-0688 WINp: =1.13 Ic 1 g 5et:5t-11G 2: 5 v = cA I w iz 2.s(.4o),I.o 5.s = a.182 w I 02 Job — 231L Date Page 13 C'$. = o. +0 I4 v - NA = 1.0 6 ID krA Feor% FAIA.T TYPE A m H. C. HANSENfi Job No STRUCTURAL ENGOMM Date 17371 irvkm Blvd. Suite 200 TustK CA 92786 _ 14- C714) 573-0073 FAX (714) 5730688 Page EASE W INb -278 MF SE mi- llc Koop 24 p5p xt+o' s `'loo PLf" Ll, DCT 10 PSF x IZAf &0 II.m 2w 5MF x Io = so I 0-7 o FL.F wT16 _ . 18Z x 10 -70 jq-F IS I-4 oN6rr 1CtNA•l W1"0 Z75 P -F w WIND scs/SMt4s H. C. HANSEN STRUCTURAL ENGINEER 17371 Irvine Blvd, Suite 200 Tustin, G 92780 (714) 573-0073 FAX (714) 57}0688 L.014G1T. (cot- T.) 6O L s a% ( ROOF WN.I.s K - Job No Date Page I5 24 F'P x 011.0 = 2184- i'LP 2"10fl-sFx12/2 = + x S Ps x , = 100 2404 P -F 24415P x 3s = 8 4o r( -p Ito —I60 PL -F Cwsv WL _ .182- x 24 ¢ s 3131'-F 1.4' AJt g = .18Z X) GO 1.4- 12 s M P VL , 2 78 I x +7.5 1= ,, = 13 P -F x 29 -►' C125P1. X 18.50 = 11:4. - F:bK sNrZ H. C. HANSEN STRUCTURAL ENGINEER 17371 Irvine Blvd., Suite 200 Tustin. Ca. 92780 (714) 573-0073 FAX (714) 573-0888 SIIZ WALL { AN o E E wL S1 w ' Lsi Job No. Date Page (o w w H. C. HANSEN WC SIRUM URAL ENGINEER 17371 Ervine Blvd., Suite 200 Tustin, CA 92780 (714) 573.0073 FAX (714) 573-0688 KGF tAA- H -r U. (ALD N co s1t;, c 1.1h1 Job No Date Page 17 27a ft..R 2S' U %=2 X` 4-► s = 73 Pte` -<l 80 I ,F -IE W ltr5 Tt N E sE %2" COX R.Y. - W/ Lid C G-.. WX U. 78 K4- . X (2S a 13.5) ' 2 x(G'+9') 2'P8 I' x G_3.S 4 - IK s -x8 lT.5 _ 27& PI•F x (S s' +- 12,5' ) z -x 278 PL -F +Lj 4 2 x 11i MF 62.s1 Q3 3s z fLr< 550 33 o FL F < 430 gO _¢I7 fLF 430 O8 = 31 G, PW < 4308O 5 -= 24 7 r < Z80 2 x Zo ' O _: - ..... H. C. HANSEK STRUCTURAL ENGmEER 17371 Irvine Btv&, Suite 200 Tustin, CA 92780 (714) 473-0073 PAX (714) 47544 .SHF.. k. WA -L S (CONT.) a Loi-ICprTUPjWA . (C4*+56KvATlvSL-'C L*e WINO FOKC L,W,6lEr Vim ) Job No Date Page a U-^ _ 313 For 151 = 49 Kr-< 28O OLF 2 X 4-8 O U. = 313 ft F x l s i + 1351) = 223 Mr-< 430 8 6 Z x 20 O 2(o4 fLF 4 43o < H. C. HANSEN Job No 02k- . - STRUCTURAL ENGINEER oats 17371 Irvine Blvd., Suite 120 Tustin, CA 926W 9 (714) 573-0073 FAX (714) 573-0698 Page Slug WALLS- - SEE no MR urian ALLOWABLE SHEAR (pul SILL @4LTI1#G W SILL NAILING MER =To 1/ 5/8' UNBLOCKED DRYWALL WITS 6D CDOLEB 62 1/2' @ 72' 101 16' NAIL 17' O.C. (TABLE 47-1 UBC)..............115(1) 1/2' ! 60' 16D @ 8' O5/8' UNBLOCKED DRYWALL WITH 6D COOLER 72 1/2' @ 72' 10116' NAILS @ 4' O.C. (TABLE 47-1 UBC).............145(1) 1/2' 148, lei 8' O 5/8' BL=ED DRYWALL WITH 6D CODIa 88 1/2' 172, ld 116, NAILS 14@ O.C. (TABLE 47-1 OBC).............175(1) 1/2' @ 42' lot 8' O5/8' BLACKED TWO PLY DRYWALL WITH 0 COOLER WAIIS 191 O.C. (BASE PLT) AND 8D COOLER HAILS 17' O.C. (FACE PLI), 125 1/2' @ 60' 16D 181 (TABLE 47-1 OBC).............................250 3/4' @ 42' 16D @ 4' O5 7/8' STOCOD OVER PAPER BACKED LATH 180 1/2' @ 41' 16D @ 8' WITH 16 GA. STAPLES 161 .....................360(1) 3/4' @ 32' 10149 O7/8' STUCCO OVER PAPER BACKED US 325(10) 3/4' @ 32' 16D @ 4 - WITH 16 GA. STAPLES @ 39 .....................650(1) 3/4' @ 16' 10 @ 2-1/2' O3/8' STR. I PLYWOOD WITH 8D 280 3/4' @ 42' 10 @ 6' NAILS @ 61, R2' (TAM 25-[ UBC).............560(1) 3/4' @ 16' 16D @ 3' < 3/8' SYR. I PLYWOOD WITH 8D 430 3/4' @ 30' 101 NAILS @ 4', 12' (TABLE 25-K UBC) ............. 860(1,6) 3/4' @ 30' 3/4' 1309 O9 3/8' SYR. I PLYWOOD WITH 8D 550 3/4' @ 16' 16D 13-1/29 NAILS .13', I2' (TABLE 25-K UBC) ............ 1100(1,6) 3/4' @ 16' 3/4' 1161 10 3/8' STT. I PLYWOOD WITH 8D 730 3/4' @ 16' 1012-1/21 NAILS @ 29, 12' (TABLE 25-K UBC) ............. 1460(1,6) 3/4' ! 16' 3/1' @ 16' 1 (1) DESIGNATES SILL BOLTING OR NAILING WHERE SHEAR WALL SHEATHING IS TO BE APPLIED TO Bm SIDES. (2) DRYWALL NAILING: APPLIES TO NAIL SPACING AT ALL STUDS, TOP AND BOT!" PLATES, M BLACKING IF APPLICABLE. (3) STDCCO WALLS: STAPLE SPACING APPLIES TO TOP AND BOT9'O11 PLATES AID EDGES OF SHEAR WALL. STAPLE SPACING TO IMTERKEDIATE STUDS SHALL BE 6' O.C. (4j PLYWOOOD WAILING: FIRST WOMBER APPLIES TO NAIL SPACING OF BOUNDARY NAILING AND ALL PLYWOOD EDGES. SECOND NUM ER APPLIES TO WAIL SPACING AT I1FPMMIATE STUDS. (5) FOR INTERIOR WALLS 7/32' SHOT PINS @ 32' O.C. NAY BE SUBSTITUTED FOR 1/2' ANCHOR BOLTS @ 72' O.C. ONLY. (6) USE 4 I SILL PLATE, WM PLYWOOD IS APPLIED TO EACH SIDE OF WALL. (7) FRAMING AT ADJOINING PANEL EDGES SHALL BE 3 - INCHES M08INAL OR WIDER AND NAILS SHALL BE STAGGERED WHERE NAILS ARE SPLCED 2' O.C. (8) WHERE PLYWOOD IS APPLIED TO BOTH FACES OF A WALL AND WAIL SPACING IS LESS THAN 6' O.C. ON EITHER SIDE, PAMH, JOINTS SHALL BE OFFSET TO FALL 09 DIFFERENT FRAMING SHALL WIN. 3' MRAL AND NAILS ON EACH SIDE SHALL BE STAGGERED. (9) ALL VALUES ARE BASED ON 16' STUD SPACING. (10) SEE I.C.B.O. REPORT 30. 1823 FOR PAPER BACK LATH USED TO OBTAIN THIS VALUE. ;;.H. C. HANSENk - SMUaMRAL ENG6 EER 17371 kvine Blvd.. Slate 200 Tusft G 92780 (714) 573-0073 FAX (714) 5734" NEcK- A 43 F— 382 Pc.+' x 6.0' = 22 C) ►o P .-F x l of = I oo !v- IT Job No µi Date Page 20 MoT- _ (2292# x lo') - Z3 CIOOI I.F 4685:# 6.at SIr'iF!564 t1i-N7S - sus5 ° H. C: HANSENf. STRUCIURAL ENGINEER 17371 Lyme Blvd, Shite 200 fin, CA 92780 (714) 473-0073 FAX (714) 573-0688 F— 350 ry x 8' = 26 40 * o Wk 0 s.ot _ T H, _ (Z64-0 x l o) - z/ ( loo R r- x 8.0' x 4 24.2(ol—PPS .o No 02'23!1 Date Page 2 1 51HF-5CN rt+DZ-stems 3 A E-- +l,7fLF c a.o' = 2502 (0' 2 - 25oZ x log i — '2/3 (100R.F x t5M FSof4 C. HANSEN'. _ r . : .. STRUCTURAL ENGINEER j . 17371 Irvine Blvd., Sufte 200 Tustin, CA 92780 (714) 573-0073 FAX (714) 573-0688 ' '-Job No:...:022.3 Date Page 2 2 F-- 3110 Rr x I l . o' = 3476 * oJp,,- = (10 r5F x I6') + (Z 4 P5F x Z, LF Z Hor - (34'IG x 10) — % 22 .G8 "i'" _..11, = 20612 < 310 31t ipsol l tt 2 -5L 5 -- 241 Mf x Zo t a ¢9 40 # 9 20 2/a x 2-02) 31.0 M oN tr 2-so53 H: C. HANSEN` STRIUCI'URAL ENGINEER 17371hvine BhA, Suite 200 71sdA. CA 92780 0714) 573-0073 FAX (714) 573-0688 "Jo Date Pegs Q NGal. oM/Ns Q <— Z23 Mr- )(20' - 44Go IZ _ PSF xiz!) + (24 PsF x lh = Soo- PAF Zo - 202 - 14-'- r -I Ps 1,10 UR.I PT F-- 264 R -F x ion = 2 +o w, = 50+ Ptr Xot., o 480# < S6,10 # fNmFtoN 1'>HDZ -sb53 :SPECIAL INSPECTION SERVICE,, REGISTERED INSPECTOR'S WEEKLY REPORT JON TANDY 37630 Medjool Ave., Palm Desert, CA 92211 Office (760)_ 772-7192,'.'. Fax (760)72„7193-k' Pager (760) 1?, 6-3338 • TYPE OF INSPECTION PERFORMED JOB LOCATION q ❑ REINFORCED CONCRETE ❑ STRUCT. STEEL ASSEMBLY ❑ POST TENSIONED CONCRETE ❑ ASPHALT ❑ REINFORCED MASONRY ❑ FIRE PROOFING ,. S LK G L \ ❑',OTHER 4 REPORT SEQUENCE N0. u t TYPE OF STRUCTURE - -1 M f03 o PERMIT NO. DATE ` 15= .DAV OF WEEK t7i ':. : .L MATERIAL DESCeIPTIONn \ G ARCHITECT INSPECTOR ; K" C HRSI'CHARGED ewz5 S ENGINEER .G. ASSISTANTS HRS. CHARGED INSPECTION DATE GENERALSUB —CONTRACTOR. Wi _5 .— CONTRACTOR_ -- % er ^r t — SIB 'At C c oo -c 0A V i c) J n ,. 2-11 N a ( . 5 +e. • 85 e b.A o re COPY SENT TO CLIENT ❑ CONTINUED ON NEXT PAGE ❑ PAGE OF CERTIFICATION OF COMPLIANCE I HEREBY CERTIFY THAT I HAVE INSPECTED TO THE BEST OF My KNOWLEDGE ALL OF THE ABOVE REPORTED WORK UNLESS OTHERWISE NOTED. I HAVE FOUND THIS WORK TO COMPLY WITH THE APPROVED PLANS. SPECIFICATIONS. AND APPLICABLE SECTIONS OF THE GOVERNING BUILDING LAWS. q \ IGNATURE OF Lt2; _ INSPECTOR rGISTERED l c. too (6 11117 —$-q DATE OF REPORT REGISTER NUMBER