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SFD (0105-017)78205 Masters Cir 0105-017 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 D Date `' :' ;r— Signature of OWNER-BUI OV31,+ K 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). O 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 gyperformance 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 Policy No. UaONT 01O.MP11I9S $11 •a l90rl til (This section need not be completed if the.permit valuation is for $100.00 or less). ( ) I certify that in the performance of the work for which this permit is issued, I shall not employ any person in any manner so as to become subject to the workers' compensation laws of California, and agree -that if I should become subject to the workers' compensatiodprovisions' of Section 3700 of the Labor Code, II shaffifthose forthwith comply withprow ion Date:° / ,... Applicant Viffiing:'Failure to secure Workers' Compensation coverage is unlawful and shall subject an employe: to'erimi Lp1 penalties and civil fines up to $100,000, in addition to the cost of compensation, damages as provided for in Section 3706 of the Labor Code, interest and attorney's fees. IMPORTANT Application is hereby made to the Director of Building and Safety for a permit subject to the conditions and restrictions set forth on hips+- application. 1. Each person upon whose behalf this application is made & each person at i whose request and for whose benefit work •is'performed under or pursuant to any permit issued as a result of this applicaton agrees to, & shall, indemnify & hold harmless the City of La Quinta, its officers, agents and employees. 2. Any permit issued as a result of this application becomes null and void if work is not commenced within 180 days from date of issuance of such permit, or cessation of work for 180 days will subject permit to cancellation. I certify that I have read this application and state that the above information is correct. I agree to comply with all City, and State laws relating to the building construction, and hereby authorize representatives of this City to enter upon the above-mentioned property/for inspection purposes. Signature (Owner/Agent/) / r b'" Date BUILDING PERMIT PERMIT# t . VALUATION DATE JJ LOT TRACT tip +r ( T n[ JOB SITE " •" " ADDRESS } /pg .fir y 6 Q • 11 Y°'4"'A/d At'F,V., ;a1 uA' K...'6M14 rd.ckb py[} p p 0 / AYC'M59Y7"'1I3. EN OWNER CONTRACTOR/ DESIGNER/ NEER v r e .f4?6tfp. ,`.irr4CE` Ylpp d '.lir ySGACfE if.'> t Y14p7." d .',t L 1 .lV' ty)/3 ?1[,.S. pi1 f!: e74N d L .1.I 16A, !r 1YT.' :,eyOL 1L.cy.'YO,1' .. dt . Y 3' K35 1XIMP P t/.S'a. `iYO )[ D 448 5 A.P.S:an'ax~A %i'rNY itv XD r4i'm MUM CA 92261 PALM IJEWRT CA 92261 (780)346.3228 C"110. 013031 USE OF PERMIT r1:f1~a RX YA1A1M':Y W'VLLW3, ,30 F P,, a:3vrrr ,aom 14 1, wC 1:,UTJZ 211.00:K latat5l..:f./PCJ:t:3l.ISPA. Cin ARKWACH ALL t''R-.D.R-RAL &.0TAT,Z LA_W$, IHCY1U XXG A T'HES):?V:1SSACT OF19"`3 11?APPUC, HL4%1„t > C°tM`}!' 9'M CON:31°RUC-TION ,1v.0 Sr P01tCHWA,'CSS CIARAC49;'lM, PO1t'f. S,f2;3B.W1 Or Cif 9T OF C `.C?,1ifS C '.1 0i`4 435, 9.944 4y • j { q' ' p q,`y,, • , p p, yEYTUU,' S hAl ..Sli.6TL.a.117,11!. w4f. S' .71.1S4YA yi $' . PLAN 01.11 .ry~:'I:. !t's?>: id1 (lOQ 1 ^? 'a £S $1490.00 9i FET 1 T1091T 01-000'439-318 -31,000,00 &41,r.C.$iA*N.iC:A,1- i"i i 101 -000 -421 -ow fid , sS7 101-000-420-000 X°0dutt1'"a FEZ 101-000.41.9-000 l°FtONG M P`i`IM 1PLKF - P.98) 101-000-241-000 $41.57 K41;Aea11101frE 101.000.42 -000 $20.00 ]D: ,'`; IWPE;t 4MPAOT )'?'lir. $1,007.00 A1i.Y IN PtMiIAC K.A..CES - t'@.k'.i5' t 701-000-255-0300 X589. d I.3Ca"113K AND PLAN CUE= E= :96,41 7.99 t `' , IYES" PRE -PAM 1S 41.001.➢. o AUG - 2 2001. 1 _J ; UIPIIA rr ,i:or RECEIPT ,-_'"y,DAIE. D FI D yy INSPECTOR INSPECTION RECORD OPERATION DATE INSPECTOR OP—RATION DATE INSPECTOR BUILDING APPROVALS MECHANICAL APPROVALS Set Backs _�/n'-' _ Underground Ducts Forms & Footings Slab Grade _ _ �Q� ' !�- 9 Ducts Return Air Steel C('� Combustion Air Roof Deck ��_ p _ Exhaust Fans O.K. to Wrap Framing f�/cJ j ! 6' F.A.U. Compressor InsulationZm p( ` Vents Fire lace P.L. P ` Grills Fireplace T.O. Fans & Controls Party Wall Insulation Condensate Lines Party Wali Firewall Exterior Lath �Z__ Drywall -Int. Lath � z Final Final . POOLS -SPAS BLOCKWALL APPROVALS _ steel Set Backs Electric Bond Footings Main Drain Bond Beam Approval to Cover Equipment Location Underground Electric Underground Pibg. Test Final Gas Piping PLUMBING APPROVALS Gas Test Electric Final Waste Lines Water Piping _ B-1 ` �t Heater Final Plumbing Final Plumbing Top Out Equipment Enclosure Shower Pans O.K. for Finish Plaster Sewer Lateral Sewer Connection �. q. jp Pool Cover Encapsulation Gas Piping Gas Test p Appliances O B L Final COMMENTS: Final Utility Notice (Gas) G (4-D �i; j, ®� S --T ELECTRICAL APPROVALS Temp. Power Pole Underground Conduit Rough Wiring ' Low Voltage Wiring Fixtures Main Service Sub Panels Exterior Receptacles G. F.I. Smoke Detectors Temp. Use of Power Final 7 Utility Notice (Perm) rf o17 Building r10 ,_ 2 , ,n/1,k Mailing Address State Lic. & Classif. Arch., Engr., Designer Address City Y I' Zip BOX 1504 ONLY LA ,U ,v,f,VF-- V c vt 111A,11 v' BUILDING: TYPE'COON]STT.. OCC. GRP. 1 3 , .a Y O'v G ! i A.P. Numberl. Legal Description A . 1 i2A`i✓/"o Project Description 1 % i Tel. City Lic. # Sq. Ft.f [ No. ii No. Dw. j Size. Ci / Stories i Units ` NeWI / Add ❑ Alter ❑ Repair ❑ Demolition ❑ Tel 12—Sec —,:5. State Lic. # . DECLARATION - A Chapter 9 (commencing,with Section lode, and.my license_isATffull force and / j OWNER -BUILDER DECLARATION . I hereby affirm that I am exempt from the Contractor's License Law for the following reason: (Sec., 7,031.5,BusirLess and Professions Code: Any city or county which requires a permit cSosfruct,Yalfarffimprove, demolish, or repair any structure, prior to'its issuance also requires the applicant for such permit to file a signed statement that he is licensed pursuant to the provisions of the Contractor's License Law, Chapter 9 (commencing with Section 7000) of Division 3 of the Business and Professions Code, or that. he is exempt therefrom, and the basis for thealleged exemption. Any violation of Section 7031.5 by any applicant for a permit subjects the applicant to a civil penalty of not more than five hundred dollars ($500). I.: 1, as owner of the property, or my employees with wages as their sole compensation, will, do the work, and the structure is not intended or offered for sale. (Sec. 7044, Buisness and Professions Code: The Contractor's License Law does not apply to an owner of property who builds or improves thereon and who does such work himself or through his own employees, provided that such improvements are not intended or offered for sale. If, however, the building or improvement is sold within one year of completion, the owner -builder will have the burden of proving that he did not build or improve for the purpose of sale.) 1'1 1, as owner of the property, am exclusively'contracting with licensed contractors to con. struCt the project. (Sec. 7044, Business and Professions Code: The Contractor's License Law does not apply to an owner of property who builds or improves thereon, and who contracts for such projects with a contractor(s) licensed pursuant to the Contractor's License Law.) i ] 1 am exempt under Sec. & P.C. for this reason Date r ` `I r Owner+`----• -' _ WORKERS' 9OMPENSATION DECLARATION I hereby affirm that I have a/certificate oflconsent to self -insure, or a certificate of Worker's Compensation Insurance, or a certified copy thereof. (Sec. 3800, Labor Code.) Policy No. Company n Copy is filed with the city. ❑ Certified copy is hereby furnished. CERTIFICATE OF EXEMPTION FROM WORKERS' COMPENSATION INSURANCE (This section need not be completed if the permit is for one hundred dollars ($100) valuation or less.) I certify that in the performance of thg work -for which this permit is issued, I shall not employ any person in any manner so as to become subject to the Workers' Compensation Laws of California. Date Owner NOTICE TO APPLICANT: If, after making this. Certificate of Exemption you should become subject to the Workers' Compensation provisions of the Labor Code, you must forthwith comply with such provisions or this permit shall be deemed revoked. CONSTRUCTION LENDING AGENCY Ihereby affirm that there is a construction lending agency for the performance of the work for which this permit is issued. (Sec. 3097, Civil Code.) Lender's Name Lender's Address This is a building permit when properly filled out, signed and validated, and is subject to expiration if work thereunder is suspended for 180 days. I certify that I have read this application and state that the above information is correct. I agree to comply with all city and county ordinances and state laws relating to building construction, and hereby authorize representatives sof this city to enter the above- mentioned property for inspection purposes. Signature of aQplicant Date Mailing Address City, State, Zip Estimated Valuation PERMIT Plan Chk. Dep. Plan Chk. Bal. Const. Mech. ' Electrical Plumbing S.M.I. Grading Driveway Enc. Infrastructure TOTAL REMARKS ZONE: BY: Minimum Setback Distances: Front Setback from Center Line Rear Setback from Rear Prop. Line Side Street Setback from Center Line Side Setback from Property Line FINAL DATE INSPECTOR Issued by: Date Permit Validated by: Validation: n r WHITE = FINANCE YELLOW = APPLICANT PINK = BUILDING DIVISION 1.. t Desert Sands Unified School District 47-950 Dune Palms Road ` Notice: La Quinta, CA 92253 Document Cannot Be Duplicated 760-771-8515 CERTIFICATE OF COMPLIANCE Date .8/2/01 APN# 770-360-012 No. 22353 - Jurisdiction La Quinta owner NameAndrew Pierce Corporation Permit # No. 78-205 Street Masters Circle Log # City La Quinta Zip 92253 Study Area Tract # Lot # f. Square Footage 5187 Type of Development Single Family Residence No. of Units 1 Comments At the present time, the Desert Sands Unified School District does not collect fees on garages/carports, covered patios/walkways, residential additions under 500 square feet, detached accessory structures or replacement mobilehomes. It . has been determined the above-named owner is exempt from paying school fees at this time due to the following reason: ' EXEMPTION NOT APPLICABLE This certifies that school facility fees imposed pursuant to Government Code 53080 = ? ;u1 the amount of 2.05 X 5,187 or $ 10,633.35 the property listed above "and that building permits and/or Certificates of Occupancy for this square footage in this proposed projeccmay now be issued -` F... It Fees Paid By cc/PD National Bank/Autumn elephome 346-3228 ate• ." Name on the check . , 41 4.1,"' ,r By Dr. Doris Wilson Superintendent Fee collected /exempted by Juanita Green Payment Received $10,633.35 Check No. 082373 Signature NOTICE: Pursuant of A mbly Bill 3081 (CHAP 549, STATS. 1996) this will serve to notity you that the 90 -day approval period in which you may protest the fees or other payment identified above will begin to run f m the date on which the building or installation permit for this project is sssued or on which they are paid to the District(s) or to another public entity authorized to collect them on the District('s)(s') behalf, whichever is earlier. Collector: Attach a copy of county or city plan check application form to district copy for all waivers. Embossed Original- Building Dept./Applicant . Copy - Applicant/Receipt . Copy - Accounting RECORDING REQUESTED BY:. Y u =`; Fidelity National Title Company Escrow No. 4272 -CAH This Order No. When Recorded Mail Document and Tax Statement To: T.H. Smyth C/O Andrew Pierce Corp 44835 Deep Canyon Palm Desert, Ca 92260 APN- GRANT DEED SPACE ABOVE THIS LINE FOR RECORDER'S U The undersigned grantor(s) declarefs). Documentary transfer tax Is $742.50 [ X l computed on full value of property conveyed, or [ l computed'.on full value less value of liens or encumbrances remaining at time of sale, [ l Unincorporated Area City of La Quinta FOR A VALUABLE CONSIDERATION, receipt of which Is hereby acknowledged, Tradition Club Associates, LLC, A Delaware, a Limited Liability Company hereby GRANT(S) to Andrew Pierce Corporation, a California Corporation the following described real property In the City of La Quinte County of Riverside, ' State of California: Lot 84 of Tract 28867, in the City of La Quinta, as shown by Map on file in Book 276, Pages 69 through 78 of Maps, in the Office of the County Recorder of Riverside County, California. DATED: April 5, 2001 STATE OF CALIF NIA COUNTY OF ON before me, Mat ers6nally appeared personally known to me of ) to be the persons) whose names) is/am subscribed to the within instrument and acknowledged to me that he/thatthay executed the same in his/heitheir authorized capacityges), and that by his/h@ A air signaturefW on the instrument the person(*, or the entity upon behalf of which the person(s) acted, executed the instrument. Witness my. han nd official Signature vavw %,noNnitin, ware, a Limited g wiemper ------------ GHRIMNA J. DORS Cbrttrntsrlon 01291873 Notay Public - Calllbmi9 Riverdde County AyQMM80wFib242M5 MAIL TAX STATEMENTS AS DIRECTED A13OVE FD -213 (Rev 7/96) GRANT DEED V ' Ira d itio n ARCHITECTURAL DESIGN REVIEW July 18, 2001 Via First Class Mail and facsimile Mr. Jody Jones ANDREW PIERCE CORPORATION Post Office Box 3420 Palm Desert, CA 92261-3420 Re: Lot 84, Tract 28867, 78-205 Masters Circle Construction Documents —1" Review Dear Jody, The ADRC of Tradition has approved the above referenced submittal to receive a building permit. If you have any questions or need additional information, please do not hesitate to call. Sincerely, Christina J. Dores Architectural Review Coordinator cc: Nickie Gormley, City of La Quinta, via f ax 78505 OLD AVENuE 52 LA QuiNTA -- CA 92253-1120 — PHONE 760/564-3355 FAX 760/564-2356 YOUNG ENGINEERINGSER VICES Engineering, Architecture -Surveying Building & Safety Services Letter•of Transmittal To: City of La Quinta Date: 7/27/01 r Project: PC #0105-017 (3` check).* 78-205 Masters Circle ` Attn: Greg Butler W.O.: - 4 Tel No.: Tract No. We are forwarding: By Messenger. By Mail X Your Pickup No. of Copies Description:. R 1 Plans 1 Structural calculations (1St submittal) 1 Structural calculations addendum 1 and 2 1 Truss calculations 1 Plans (partial set electrical and structural) Comments: You win! Plans can be .......... Approved. This Material Sent for: Your Files X Per Your Request Your Review Approval Checking At the request of: Other By: John W. Thompson Phone # 760-342-9214 47-159 Youngs Lane, Indio, CA 92201 (760) 342-9214_ Bronz Young A Concorde Consulting Group Construction Management a Project Management • [ ngincering o Deve.k.Wrlent September 25, 2001 . Jeft, 1,011I.tIaIContractor / f, A.nelt e_w P_•terce-CoI-P. Palm Desert, ('a REE-[,ot-#.84--Traditions; L -:t -Quito-, CA % aoZ % ; =ep> Dear .IEFF, •.,1:;r:;. „q,3JUJJ (1flt:RJ i '1.1 ?• Per my site observation on 9/24/0l,,the,framing cctefi8Liratioe is consistent witli'design intent and coats,.... Jisfruclicin documen' L""" • °`n t Please call me if you have any questions. Sincerely, 711a .Nxrayaiian Vice - President Concur& Consulticra Group, Inc. cc. K.M. KlUPA, SE, 1'E \ Or 7cawro*\V, .. 4511 F. Sunnyduncx Road Ste # F, Palm Springs, CA 92264 Ph: (760) 322-8620 Fax: (7,60).4'16-1893 Id WtEO: Lb tiOOZ SZ 'daS 88229ZS6Z9. *ON Xdd dnmo JNIi-inSNOD 3(IaO3NO3:.'WOdjj Concorde Consulting Group ('1)nstrl.lcl.ion N9at'lcigur1-1crit • Traject mail goilent l: n ;in . :rin f7evcli pnicnl Decemher 10, 200 Mr. I'o nn:u•, Andrew Pierce Corp Palmi Dcscrt, Ca RL Lot 84, 7 raditions Lu Quintrr l car.ICI•I•, Pcr my mspuclion on 1''/T01, the SU-ucIurII Gamin Of dhc rc;;idcI')cc'iS in ,ac(:c rd:uicv with 1hr al)pI-0Ved SIHA ural coi1SU'ucti0n documellis. ICyou m;ly have any LlLIC-St lolls, please call me. Sincerely, n, N 4055 i! JAI CIV1 _. T`` IJF CFS\' i -- 01 IvI - oQ OF-SSION, xW 6/03 / ur :451 1 V. S11111IN-Auuic, Road `.Oe. 11.1: Palm Springs, 92264 Ph: (760) 333-8620 4 ax: (760) 416 -1893 - Td WUTF-:80 TOOF OT 88229TS6T9: 'ON Xtid 'Out dno60' 0NIl-1nSN00 3GdOONO0: WOHJ REGISTERED INSPECTOR'S WEEKLY REPORT JON TANDY 37630 Medjool Ave. .Palm Desert, CA 92211 Office (760) 772-7192 Fax (760) 772-7193 Pager (760) 776-3338 TYPE OF INSPECTION PERFORMED ❑ REINFORCED CONCRETE ❑ STRUCT. STEEL ASSEMBLY ❑ POST TENSIONED CONCRETE ❑ ASPHALT ❑ REINFORCED MASONRY ❑ FIRE PROOFING W, CRpr' y ❑ OTHER / JOB LOCATION ^ _ 1 ^^ q ^1 %N REPORT SEQUENCE N0. TYPE OF STRUCTURE , s ` Lo'8 ® 1 OA►) PERMIT -NO. DATE i 1n Z9\®1 DAY OF WEEK MATERIAL DESCRIPTION ARCHITECTT. - V'C'i V 1`4 - , INSPECTOR •fir HRS. CHARGED ENGINEER Goof Co :. cot -3s L& . ASSISTANTS HRS. CHARGED INSPECTIONGENERAL DATE A _ SUB - ' CONTRACTOR"j[N REC:-' .° ( e•6L G — "CONTRACTOR IJJf7Fj' - Z2 N \ D T' 0,'0 S e CZJ ed c. a ,. — C— , ►4 ?/ ' 1 siNA. Som, e e LO Ep— Z 6-u4S-r lei dkLXR.iZ.i 1 t _ N i e c -e o+- - Ct e ►7 E'Rov; i C % / tc • it on-J6— r COPY SENT TO CLIENT O CONTINUED ON NEXT PAGE ❑ PAGE OF r CERTIFICATION OF COMPLIANCE I HEREBY CERTIFY THAT I HAVE INSPECTED TO THE BEST OF MN 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. SIGNATURE OF RE60STERED INSPECTOR 10 J -,-f i C ` moa * ., 1> 13Zr,4? DAT OF'REPORT REGISTER NUMBFR ISPECIAL INSPECTION SERVICE REGISTERED INSPECTOR'S WEEKLY REPORT JON TANDY 37630 Medjool Ave. Palm Desert, CA 92211 Office (760) 772-7192 Fax (760) 772-7193 Pager (760) 776-3338 TYPE OF INSPECTION PERFORMED ❑ REINFORCED CONCRETE ❑ STRUCT. STEEL ASSEMBLY O POST TENSIONED CONCRETE O ASPHALT ❑ REINFORCED MASONRY O FIRE PROOFING ❑O� Ol 4 E R 1 JOB L047 ��- �� nG�'e3V�3QV ctv REPORT SEQUENCE NO. TVPF,�F CTURE - - � PERM '�O-W oma^ O D ,` DAY OF WEEK MATERIAL DESCRIPTION ARCHITECT - INSPECTOR HRS. CHARGED ENGINE ASSISTANTS HRS. CHARGED INSPECTION DATE -` - - GENERAL y SUB -CONTRACTOR'--.I'��G►;,{.L�^P�i�C�j•GONTRACTCKi� �, -- �-C� �.-,_�..--..,........-�_..- 9-144 619smLe4 a"�� COPY SENT TO CLIENT O CONTINUEDN NEXT PAGE O PAGE OF CERTIFICATION OF COMPLIANCE I HEREBY CERTIFY THAT I HAVE INSPECTED TO THE BEST OF M`% 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. I NAT JE OF REGISTERED INSPE TOR 6AVE OF R PORT REGISTER NUMBFR i City of La Quinta Building and Safety Department Plan Check Corrections 5 ¢ti x 7 uiS ;uCil1Ld.' Lot 84 -Tradition Engineer of Record: Concorde Consulting Group 78-205 Masters Circle Plan Check No.: 0105-017 (1" check) La Quinta, California Date: 6/15/01 Missing footings in the garage. Refer to marked foundation plan. An R value of 4.5 must be used if, drywall, stucco cantilevered Y steel columns, or frames are used in the lateral force system. An R value equal to 5.5 may be used - Provide drift calculations for cantilevered columns. Drift shall be based on an amplified force of R/2.2 times lateral load in line. UBC 1630.9 Provide pad bearing and overturning calculations for laterally loaded cantilevered columns. 66.Provide overturning calculations for each shear panel in a line of lateral force resistance. . Show drag trusses on the framing plan. Specify drag load and provide detailing showing the connection of he drag truss to the shear wall. Truss manufacturer to revise truss calculations as necessary. The seismic base shear coefficient V from CBC 1630.2 shall be multiplied by the reliability/redundancy factor rho per UBC 1630.1.1 as determined by equation (30-3). In lieu of a rigorous analysis whereby r max is determined by calculating ri for all lateral elements a rho=1.5 must be used. A rho of less than 1.0 is not permitted. Provide beam to cantilevered column connection details and calculations. If detail 13/S3-7 is the typical detail for all cantilevered columns verify that an ECO column cap (2-5/8" dia M.B.) is adequate to resist the drag load. Collector elements must be designed per Section 1633.2.6 'of the UBC. Key all beam to cantilevered column connection details on the framing plan: Provide beam calculation for beam #48. ca Specify camber for all glu-lam beams as suggested in the beam calculations. ,(Beam 14 — page 21 E W jealculations state .84" camber. Also check beams 24, 34, and 38.) Various beams do not include the point load from girder trusses. (beam no.6, 33, 38, 5 Revise beam calculations as necessary. S )1KWhere shear walls balloon frame to the bottom of roof sheathing provide calculations verifying that diaphragm shears are not exceeded for an un -blocked diaphragm. In detail 5/S-8 specify balloon framed shear wall since no drag trusses are shown on the framing plan or truss manufacturers layout. Specify all beam to beam hangers on the framing plan or provide detail. Provide calculations for TJI Pro 550,' May not use shear panels with height to width ratios in excess of 2:1. Revise shear walls as necessary. UBC 2315.1, Table 23 -II -G. Y Provide letter of review and acceptance for truss calculations. Note and respond to any red -marked items noted on plans, but not specifically noted on this checklist. Return all red -marked documents with resubmittal to facilitate recheck process, and provide an itemized written response to each item on this list with resubmittal. Please incorporate requested corrections into plan sets and reprint. Additional corrections may be requested upon further review. roan zxaminer: John W. Thompson Phone No.: 760-342-9214 Fax No.: 760-342-6164 Pt AN CK�c1c i2Espa .+Sts P y %4— P C '11' Ot 05— OI .NO• _ '7 528 . . ' * E,tp. &03 tTfsM :�' QESPON Ste' 1 OF-C� @. • 712 a � -Aif QAC - rovw� .$ S 2 ! S 2. 1, �S �� i'dod V•lo.A�� , ram 1 Oak q Q \ v ^J�yA1 . C.o�•��, �,o-�,, - �.° � �"� �rj dab»� • •-DL..a�a�, .x. Z.• O.. TIS .f i w, 3 a .0� `� , -Tv Qa � /yJq� .�.� .y, -j s® 15 . S. w ..h- SECTION 1 -- GENERAL (LOADS, CODES, MATERIALS AND SPECIFICATIONS) A. Gravity Loads Roof Dead Load Breakdown Roofing 12 psf Plywood . 2.8 psf Framing 3.2 psf Misc 2.5 psf Insulation 1..5 psf Mech/Elect 2 psf Subtotal 24 psf HENCE: Roof Dead Loads = 24.00 psf Roof Live Loads = 20.00 psf B. Lateral Loads SEISMIC Seismic Design Base Shear (1997 UBC Section 1630.2. 1) Soil Profile = Sd Zone Factor= 0.4 Seismic Coeff, Ca = 0.44 Na Near Source Na = 1.1 —T tz Coefficient R (1997 UBC Table 16-N) Block Bearing Walls, R =4.5 Steel OMRF, R =4.5 Light bearing walls R = 5.5 • Cantilevered Cols, R = 2.2 Load divisor = 1.4 r Seismic Shear, V. _ (3.0 Ca`I/R)W _ (3.0x0.44x1.0/5.5) W V shear walls = 0.240W V cantilevered cols = 0.600 W Q dk Design V shear wall= (0.240/1.4) W = 0.170 W Design V ^ cantileverd (0.600/1.4) W = 0.428 W C. Lateral Loads WIND Wind Speed = 80 mph Basic Wind Pressure 16.4 psf Exposure = C Factor, Ce = 1.13 Factor, Cq = 1.3 Factor, I = 1 Effective Wind Pressure = gxCgxCexl = 16.4x1.13x1.3x1:0 = 24.09, say 24.0 psf SECTION 3 -- LATERAL LOAD ANALYSIS (SEISMIC) CA.N'T.' CaLvMN3 - 700IFT CAI.CS lD L')T. LoAD CQU _ h1. 'OL , S aG y,, ' IC 2ev9 ' 14;•S' .. ' 8 6 raGX x3la 3C 1 - wa •Q, 1.6 K 1 S" x z)3 j cT '2 14's zz yi Tr- Carsx,z ' 3 x 2°li wU, ,I -m x VD'L )% 8i , S x 1 W _u ELI In CS Ul CS CS tN C4 V N IN N ,96 1TC,-M i' 2 S g ' S 2 9+6- -- ----- - vo 3 v y- w ✓ 73 1'2 0 S' 1612 ...---._:... 2 275 74•. 12'0 13.9 a>3 .2Zo3 T7 77 9 S 21 351 X57-1 - 4Zz 1 1 L4 CI rt13'S to 0 1382---- 1712..... "T1 9-S 13`I .-739 T17 9 0 T t8, 9 5I+ 11'x- ®-_.....: 217 71 9'r 6,5' ► o .-._...... 2:2z1 :._...... _....... 2zI q's s '•o. '16$'-..:.. 3 1? S 1 S -1.5 9 0-....u._._:.._._._........ c}.'3 3 2---.__.... _. 2 3'3 2 LSA 14's- $ •o y.S$ q ..:::. .... _ 317 L7 cro - L 9,3Z z: - 1 \7 2 144o- X33 % -.1 GG - 1 2 31 _ , --.7 b L.t4- \ ,5,. 1 I.9 4•t S' - 6 53( 6i. ::.._.. 4153 6 L ► 6 1 , s'' 13 y 616 6 tt mc. LSi3 — TS c®L4 _ Nom L)4 — rtS cow _ wo bD Q dld'L Vs -D, Q °d .Qutt T Z M 4P 1 p. 4ZY-j IFCk 4Z4 W. -T G "L. L1 44W Lz. T ZS"3l L4 17 6 ms's 34C ` LS' X920 -T'7 A I uzro L$ S 3 fo T9 G L. O 1(03 'T It "T 13 1 '3B '1- -T (+ I'GSa v MI5 Z'4 a,o8b 'T1s No`s u f #9D L 1 G -T 7 I crvM SSR 4S$ T 9 z 1.2v I1s'i TZ 16 Iry L7L 1 1 crv9 'Tx6 VL t_ ,YT _ co, G Colo d ter 3g x 6 2 + 23 ( fi Sv1 -4- Goa - 2Z7? t ao J.Tne - CJ y ;F"4, 1 S •i. •S A }, A h 1 4 ; S A r. r .Yr +61 i n. t f a % i ly ll 'C i4 b p v • , SV 1 rr. • ! ,i i ^r u t r>w "w f 1 1 ' iA pf KjX 5• I j 4 .+ fG?' n C !1. t1 A f 4 f t A i, SF r zlw p/ ' t `' tX{iu f • ch ' 1R„' y 5', x'f i ".` r f !. s ' • r' .Y, ::t{t ;t ¢,,w•,f{i,., irf% 7: n y. £'.ld''d' 3 -. :L•' - . ti64t9tm° fB2tir:1t'Ja1`. ftnsna3i4r.•Babnesuu_,nw:oaaysmvmaew.,.>•... w:, .,...man,...•,o.. ... _o...,,..-_:......,........_....._...._..............-_..:._..._....-,.._.._.-_......... Ions ors (see UBC (310 N/mmz). on of the pub- 1i * 2 - APPENDIX C 435 Table C-13. Bolt Design Values (Z) for Double-Shear,Connections ' of One Wood Member to Two '/4" (A36) Steel Side Plates.1y2,3 w f ! 4,900 1,580 4,200 1,260 Tabulated lateral design values (27 for bolted connections shall be multiplied by all applicable adjustment factors (see UBC Table 23 -I11 -A). z Tabulated lateral design values (2) are for "full diameier" bolts with a bending yield strength (F b) of 45,000 psi (310 N/mml). Tabulated lateral design values (Z) are based on a dowel -bearing strength (F) of 58,000 psi (400 Nhnmz) for ASTM A 36 steel. Source: Reproduced from the 1994 edition of the Uniform Building CodeTM, copyright © 1994, with the permission of the pub- lisher, the International Conference of Building Officials. t G=0.50 G=0.43 Thickness Bolt Douglas Fir -Larch Hem -Fir Main Steel Side Member Plate Diameter 7v Zl Z, t inches trinches D inches lbs. lbs. lbs. lbs. 1/2 1,050 470 900 380 5/8 1,310 530 1,130 420 V/2 1/4~ '/4 1,580 590 1,350 460 1/8 : 1,840 630 1,580 500 1 2,100 680 1,800 540 42 1,510 790 1,410 640 1/8 2,190 880 1,880 700 21/2 1/4 '/4 2,630 980 2,250 770 1/8 3,060 1,050 2,630 830 . 1 3,500 1,130 3,000 900 1/2 1,510 t 940•. 1,410 860 5/8 2,250' 1,230. 2,110 980 3' h 1/4 3/4 3,170 1,370 2,960 1,080 '/a 4,260 1,470 3,680 1,160 f ! 4,900 1,580 4,200 1,260 Tabulated lateral design values (27 for bolted connections shall be multiplied by all applicable adjustment factors (see UBC Table 23 -I11 -A). z Tabulated lateral design values (2) are for "full diameier" bolts with a bending yield strength (F b) of 45,000 psi (310 N/mml). Tabulated lateral design values (Z) are based on a dowel -bearing strength (F) of 58,000 psi (400 Nhnmz) for ASTM A 36 steel. Source: Reproduced from the 1994 edition of the Uniform Building CodeTM, copyright © 1994, with the permission of the pub- lisher, the International Conference of Building Officials. t Actual Critical Status Ratio Values Adjustments -- 155.67 69.19 0.68 0.30 88.26 27.10 0.90 Concorde Consulting Group, Inc OK OK 3505 Camino Del Rio South, # 350, San Diego, CA 92108 LOT 84 LA QUINTA, CA ROOF SYSTEM BEAM # 48 ✓ 50% Prepared by: NP/KMK Date: 6/29/01 BeamChek 2.2 Choice 5-1/8x 13-1/2 GLB 24F -V4 DF/DF BASE Fb = 2400ADJ_Fb = 3000 Conditions Min Bearing Area R1= 7.5 int R2= 7.5 int DL Defl 0.38 in Suggested Camber '0.57. in Data Beam Span 18.0 ft Reaction 1 4903 # Reaction 1 LL 2160 # Beam Wt per ft 16.81 # Reaction 2 4903 # Reaction 2 LL 2160 # Beam Weight 303 # Maximum V 4903 # Max Moment 22065'# Max V (Reduced) 4290 # TL Max Defl L/240 TL Actual Defl L / 318 - LL Max Defl L / 360 LL Actual Def] L / 722 Attributes Section (in 3) Shear (int) TL Defl (in) LL Defl Actual Critical Status Ratio Values Adjustments -- 155.67 69.19 0.68 0.30 88.26 27.10 0.90 0.60 OK OK OK OK 57% 39% 75% 50% Fb (psi) Fv (psi) E (psi x mil) Fc -L (psi) Base Values Base Adjusted 2400 190 1.8 650 3000 238 1.8 650 Cv Volume 1.000. Cd Duration 1.25 1.25 Cr Repetitive Ch Shear Stress Cm Wet Use BeamChek has automatically added the beam self -weight into the calculations. Loads Uniform TL: 528 = A Uniform LL: 240 Uniform Load A R1 = 4903 R2 = 4903 SPAN = 18 FT Uniform and partial uniform loads are lbs per lineal ft. s 4, a.t .° i LO r V , Concorde Consulting Group, Inc 3505 Camino Del Rio South, # 350, San Diego, CA 92108 ' LOT 84 LA QUINTA,•CA. ROOF SYSTEM. 7• BEAM # 24 Prepared by: NP/KMK Date: 7/02/01 BeamChek 2.2 Choice ' 5-1/8x 21 GLB 24F -V4 DF/DF BASE Fb = 2400 ADJ Fb = 2799 -- Conditions — --_-j Min Bearing Area R1= 14.6 in?R2= 14.6 inz bL Deft 0.52 in Suggested -Camber W 0.78 in Data Attributes Actual Critical Status Ratio. Values Adjustments Beam Span 24.0 ft Reaction 1 9510 # Reaction 1 LL 4756 # Beam Wt per ft 26.15 # Reaction 2 9510 #'= Reaction 2 LL 4756 # Beam Weight 628 # Maximum V 9510 # ' Max Moment 62779'# Max V (Reduced) 8540 # TL Max Defl L / 240 TL Actual Defl L /_281 LL Max Defl L / 360 LL Actual Defl L / 572 Section (in 3) Shear (in?) - TL Defl (in)' LLDefl 376.69 107.63 1.02 0.50 269.14 53.94 1.20 0.80 OK ' OK OK OK' , 71% 50% 85% 63%. Fh tnsil Fv tnsil F tnsi Y mill -Fri /nsil Base Values Base Adjusted 2400 .190 1.8 650 2799 238 L 1.8 650 Cv Volume 0.933 ---' Cd Duration 1.25 1.25 Cr Repetitive ' Ch Shear Stress Cm Wet Use . rseamuneK nas automaticauy aaaea the Deam selT-welgnt Into the calculations. Loads < Uniform TL 528 = A Uniform LL: 288 1 Point LL Point TL Distance 1300 B = 2860 8.0 1300 C = 2860 16.0 y , Uniform Load" A Pt loads R1 = 9510 R2 = 9510 SPAN = 24 FT ' Uniform and partial uniform loads are lbs per lineal ft. r ' 1 i yc . Concorde Consulting Group, Inc . 3505 Camino Del Rio South, # 350, San Diego, CA 92108 " LOT 84 LA.QUINTA, CA. ROOF SYSTEM ` BEAM # 34 Prepared by: NP/KMK Date: 7/02/01 BeamChek 2.2 Choice 5-1/8x 12 GLB 24F -V4 DF/DF o BASE Fb = 2400 ADJ Fb = 2993 Conditions Min Bearing Area R1= 3.9 in' R2= 3.9 in? DL Defl 0.42 in Suggested Camber 0.62 in Data Attributes Actual Critical Status Ratio Values Adjustments Loads Beam SpaO 21.5 ft Reaction 1 2526 # Reaction 1 LL 1290 # Beam Wt per ft 14.94 # Reaction 2 -2526 # Reaction 2 LL 1290 # Beam Weight 321 # Maximum V 2526 # i Max Moment 13575'# Max V (Reduced) 2291 # TL Max Deft L / 240 TL Actual Defl L / 304 LL Max Defl L / 360 LL Actual Defl L / 595. Section On') Shear (int) TL Defl (in), • LL Defl Base Values Base Adjusted 2400 190 1.8 650 2993 238 1.8 650 -- -- Cv Volume 0.998 ,r — ---- - Cd Duration 1.25 _1.25 Cr Repetitive I. Ch Shear Stress Cm Wet Use beamuneK nas automaticauy aaaeo the beam self-wei,gnt into ine caicuiations. Uniform TL: 220 = A Uniform LL: 120 --- Uniform Load A R1 = 2526 R2 = 2526 SPAN = 21.5 FT - Uniform and partial uniform loads are lbs per lineal ft. 4 T Concorde Consulting Group, Inc 3505 Camino Del Rio South, # 350, San Diego, CA 92108 LOT 84 LA QUINTA, CA. ROOF SYSTEM —^ BEAM # J4 Prepared by: NP/KMK Date: 7/02/01 BeamChek 2.2 Choice 5-1/8x 16-1/2 GLB 24F -V4 DF/DF BASE Fb = 2400 ADJ Fb = 2899 Conditions - - Data Attributes Actual Critical Status Ratio Values Adjustments IVIIII ocdiiny r,iaa m i= iu. i in- Kz= a.z in, UL uetl u.46 in Suggested Camber 0.69 in Beam Span 21.5 ft Reaction 1 6534 # Reaction 1 LL 3321 # Beam Wt per ft 20.55 # Reaction 2 5986 # Reaction 2 LL 3072 # Beam Weight 442 # Maximum V 6534# Max Moment 37152'# Max V (Reduced) 5871 # TL Max Defl, L / 240 TL Actual Defl ' L / 277 LL Max Defl L/ 360 LL Actual Defl L / 551 Section (in') Shear (int) TL Defl (in) LL Defl 232.55 84.56 0.93 0.47 - ---- ----- - 153.78 37.08 1.08 0.72 - OK OK OK OK 66% 44% 87% 65% Fb (nsh Fv In -i) F (nci x mill Fr I tncil Base Values Base Adjusted 2400 -- 190--- 1.8 .650 2899 238 1.8 650 Cv Volume 0.966 --------`— - - Cd Duration 1.25 1.25 ! Cr Repetitive Ch Shear Stress Cm Wet Use BeamChek has automatically added the beam self -weight into the calculations Loads Uniform TL: 462 =A Uniform LL 252 Point LL Point TL Distance _----_-_—' 975 B = 2145 8.0 -- - --- - Uniform Load A Pt loads: R1 =6534 R2 =5986 SPAN = 21.5 FT Uniform and partial uniform loads are lbs per lineal ft. rf \Ta N\ qt - Concorde Consulting Group, Inc 3505 Camino Del Rio South, # 350, San Diego, CA 92108 .' LOT 84 LA QUINTA, CA. ROOF SYSTEM BEAM # 27 Prepared by: NP/KMK Date: 7/02/01 BeamChek 2.2 Choice F6x 8. DF -L #2 BASE Fb = 700 ADJ Fb = 87.5 _l Conditions '91 NDS Min Bearing Area R1= 2.6 int R2= 1.9 int DL Defl 0:09 in ' Data Attributes Actual Critical Status Ratio Values Adjustments Beam Span 8.5 ft Reaction 1 1608 # Reaction 1 LL 797 # Beam Wt per ft 10.02 # Reaction 2 1172 # .Reaction 2 LL 598 # Beam Weight 85# Maximum V 1608 # Max Moment 2988'# Max V (Reduced) 1465 # TL Max Defl L / 240. TL Actual Defl L,/ 591 LL Max Defl L / 360 LL Actual Defl L /'>1000 Section (in') Shear (int) TL Defl (in) LL Defl 51.56 41.25 0.1.7 0.09 -- --- ------ 40.98 20.68 0.43 0.28 OK OK OK OK 79% 50% 41% 30% Fh tncil Fv Incil F Inci Y mill Fr I Incil Base Values Base Adjusted 700 85 1.3 625 875 106 1.3 625 CF Size Factor 1.000 Cd Duration . 1.25 1.25 Cr Repetitive Ch Shear Stress Cm Wet Use — --- ----- ^—1—1-- __. BeamChek has automatically added the beam self -weight into the calculations. Loads Uniform TL 220 =A Uniform LL: 120 Point LL Point TL Distance . 375 B = 825 —2.0 Uniform Load A Pt loads: R1 = 1608 R2 = 1172 SPAN = 8.5 FT Uniform and partial uniform loads are lbs per lineal ft. Concorde Consulting Group, Inc 3505 Camino Del Rio South, # 350, San Diego, CA 92108 LOT 84 LA QUINTA, CA ROOF SYSTEM BEAM # 33 Prepared by: NP/KMK Date: 6/29/01 BeamChek 2.2 Choice 6x 10 DF -L #2 BASE Fb = 875 ADJ Fb= 1094_ Conditions '91 NDS Min Bearing Area R1= 3.7 int R2= 2.5 int DL Def] 0.21 in ` Data Attributes Actual Critical Status Ratio Values Adjustments Beam Span 13.0 ft Reaction 1 2330 # Reaction 1 LL 1022 # Beam Wt per ft 12.7 # Reaction 2 1544 # Reaction 2 LL 664 # .Beam Weight 165 # Maximum V 2330 # Max Moment 5663'# Max V (Reduced) 2163 # TL Max Defl L / 240 TL Actual Defl L / 412 LL Max Defl L / 360 LL Actual Defl L / 946 Section (]n31 Shear (in 2) TL Defl (in) LL Defl --- 82.73 52.25 0.38 , — .16- --------- ---- 0.16- 162.13 30.54 0.65 0.43 OK OK 'OK OK 75% 58% 58% 38% —I Base Values 875 85 ' 625 Base Adjusted 1094 106 1.3 625 --= CF Size Factor —_1.3 1.000 . Cd Duration 1.25 1.25 Cr Repetitive Ch Shear Stress Cm Wet Use BeamChek has automatically added the beam self -weight into the calculations Loads Uniform TL: 198 =A Uniform LL: 90 Point LL Point TL Distance –I 516 B = 1135 2.0 Uniform Load A Pt loads: 0 R1 = 2330 R2 = 1544 SPAN = 13 FT Uniform and partial uniform loads are lbs per lineal ft. /. Concorde Consulting Group, Inc 3505 Camino Del Rio South, # 350, San Diego, CA 92108 LOT 84. LA QUINTA, CA. ROOF SYSTEM BEAM # 36, ' Prepared by: NP/KMK Date: 7/02/01 BeamChek 2.2 Choice 5-1/8x 9 GL6 24F -V4 DF/DF. BASE Fb = 2400 ADJ Fb = 360-6-1 Conditions --- ----------- Min Bearing Area R1= 7.3 int R2= 7.3 int DL Defl 0.10 in Suggested Camber 0.14 in Data Attributes Actual Critical Status Ratio Beam Span 7.0 ft Reaction 1 4714 # Reaction 1 LL 2363 # Beam Wt per ft 11.21 # Reaction 2 4714 # Reaction 2 LL 2363 # Beam Weight 78 # Maximum V 4714 # -Max Moment 11850'# Max V (Reduced) 4145 # TL Max Defl L / 240 TL Actual Defl L / 451 LL Max Defl. L % 360 LL Actual Defl L / 926 Values rBase Values 2400 190 1.8 650 — - Base Adjusted 3000 238 1.8 650 t Adjustments Cv Volume 1.000 ----------_' Cd Duration 1.25. 1.25' I Cr Repetitive Ch Shear Stress Cm Wet Use -- ---f BeamChek has automatically added the beam self -weight into the calculations. Loads Uniform TL: 748'= A Uniform LL: 408 i--- --- Point LL --------- - ---- Distance Point TL ------ -- -- _ �.--- 1870 B=4114 3.5 Uniform Load A Pt loads R1 = 4714 R2 4 14 SPAN = 7 FT Uniform and partial uniform loads are lbs per lineal ft. Status Ratio Values Adjustments 69.19 46.13 0.14 0.07 ------- ----- --^-I 27.31 22.19 - Concorde Consulting Group, Inc 0.25 3505 Camino Del Rio South, # 350, San Diego, CA 92108 LOT 84 LA QUINTA, CA. OK ROOF SYSTEM BEAM # 51 36% 27% Prepared by: NP/KMK Date: 7/02/01 BeamChek 2.2 Choice 5-1/8x 9 GLB 24F -V4 DF/DF BASE Fb = 2400 A- Fb = 3000- i Conditions — — --- ------------ -- — Min Bearing Area R1= 6.0 in' R2= 4.2 int DL Defl 0.07 in Suggested Camber 0.10 in Data Beam Span 7.5 ft Reaction 1 3918 # Reaction 1 LL 1942 # Beam Wt per ft 11.21 # Reaction 2 2711 # Reaction 2 LL' 1393 # Beam Weight 84 # Maximum V 3918 # Max, Moment 6826'# Max V (Reduced,) 3513 # TL Max Defl L / 240 TL Actual Defl L / 658 LL Max Defl L / 360 LL Actual Defl L / >1000 Attributes Section (in 3) . Shear (int) TL.Defl (in) LL Defl — Status Ratio Values Adjustments 69.19 46.13 0.14 0.07 ------- ----- --^-I 27.31 22.19 - 0.38 0.25 OK OK OK OK 39% 48% 36% 27% Fb (psi) Fv (psi) E (psi x mil) Fc -L (psi) Base Values Base Adjusted 2400 190 1.8 650 3000 238 1.8 650 Cv Volume — — — _— 1.000 1 Cd Duration 1.25 1.25 Cr Repetitive Ch Shear Stress Cm Wet Use BeamChek has automatically added the beam self-weiqht into the calculations Loads Uniform TL: 528 =A Uniform LL: 288 - Point LL Point TL Distance _I 1175 B = 2585 2.0 Concorde Consulting Group, Inc _ 3505 Camino Del Rio South, # 350, San Diego, CA 92108 LOT 84 LA QUINTA, CA., ROOF SYSTEM BEAM # 54 Prepared by: NP/KMK Date: 7/02/01 BeamChek 2.2 Choice 5-1/8x 9 GLB 24F -V4 DF/DF BASE Fb = 2400 --ADJ Fb = 3600 i Conditions - - -- - -- - - . - - - --.i Min Bearing Area R1= 8.0 int R2= 8.0 int DL Defl 0.22 in. Suggested Camber 0.33 in Data Attributes Actual . Critical Status Ratio Values Adjustments Beam Span 9.6 ft- Reaction.1 5173 # Reaction 1 LL 2557# Beam Wt per ft 11.21 # Reaction 2 5173 # Reaction 2 LL 2557 # Beam Weight 108 # Maximum V 5173 # Max Moment 11382'# Max V (Reduced) 4769 # TL Max Defl L / 240 TL Actual Defl L / 271 LL Max Defl L / 360 LL Actual Defl L / 554 Section Man Shaar fin21 Ti rnefl finl i i nofl--"---_ --- _ —_ - 69.19 46.13 0.43 ------ -0.21 --- -- - 45.53 30.12 0.48 0.32 OK OK OK OK 66% 65% 89% 65% Fb (psi) Fv (psi) E (psi x mil) Fc I (psi) Base Values Base Adjusted __N 2400 190 1.8 650 3000 238 1.8 650 Volume 1.000 — -- — --"- - -i Cd Duration 1.25 1.25 Cr Repetitive j Ch Shear Stress j Cm Wet Use --- beamuneK has automatically added the beam self -weight into the calculations. Loads Uniform TL: 528 =A Uniform LL: 288 P oint LL Point TL Distance ---- 1175--- B = 2585 2.0 --- - — -`-`" 1175 C =2585 7.6 j-- : Uniform Load A - --- _ Pt loads: R1 = 5173 R2 = 5173 SPAN =9.6FT Uniform and partial uniform loads are lbs per lineal ft. Concorde Consulting Group, Inc 3505'Camino Del Rio South, # 350, San Diego, CA 92108 LOT 84 LA QUINTA, CA. ROOF SYSTEM BEAM # 31 Prepared by: NP/KMK Date: 7/02/01 BeamChek 2.2 Choice 5-1/8x 12 GLB 24F-V4,DF/DF BASE Fb = 2400 ADJ Fb = 3000 - Conditions Min Bearing Area R1= 8.8 int R2= 6.9 int DL Defl 0.29 in Suggested Camber 0.43 in Data Attributes Actual Critical Status Ratio Values Adjustments Beam Span 14.5 ft Reaction 1 5704 # Reaction 1 LL 2891 # Beam Wt per ft 14.94 # Reaction 2 4499 # Reaction 2 LL 2344 # Beam Weight 217 # Maximum V 5704 # Max Moment 18646'# Max V (Reduced)- 5161 # TL Max Dell L/240 TL Actual Defl L / 299 LL Max Defl L / 360 LL Actual Defl L / 589 Section (in 3) Shear (in 2). TL Defl (in) LL Defl 123.00 61.50 0.58 0.30 74.58 32.60 0.73 0.48 OK OK OK OK 61% 53%' 53%' 80% Fb (psi) Fv (psi) E (psi x mil) Fc -L, (psi) Base Values Base Adjusted 2400 190 1.8 650 3000 238 1.8 650 Cv Volume 1.000 Cd Duration 1.25 1.25 Cr Repetitive Ch Shear Stress Cm Wet Use -- — --- -- t3eamUhek has automatically aaaea the beam seit-weignt into the caicuia❑ons. Loads Uniform TL: 528 =A Uniform LL: 288 Point LL Point TL Distance 1059 B = 2330 3.5 Uniform Load A Pt loads R15704 R99 SPAN = 14.5 FT Uniform and partial uniform loads are lbs per lineal ft. f f �, 11.875" TJI®/ProT""::550 JOIST'@ 16 0" -*o/c TJ -Bean!"' v5.45 Serial Number: 7000009729 " BEAMUSA 1001 6/29/2001 2:28:14 PM Page 1 of 1 Build Code: 124 THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED - � • 1 2 28' • Product Diagram is Conceptual. LOADS: Analysis for Joist Member Supporting FLOOR - RES. Application. Loads(psf): 20 Live at 100% duration, 24 Dead, 0 Partition SUPPORTS: INPUT BEARING REACTIONS(lbs.) WIDTH LENGTH JUSTIFICATION LIVE/ DEAD/ TOTAL DETAIL OTHER 1 2x4 Plate 3.50" 2.25" Left Face 373 / 448 / 821 Detail A3 1.25" LSL Rim 2 . 2x4 Plate 3.50" 2.25" Right Face • 373 / 448 / 821 Detail A3 1.25" LSL Rim , See Trus Joist SPECIFIER'S / BUILDER'S GUIDES for detail(s): A3. DESIGN CONTROLS: MAXIMUM DESIGN CONTROL CONTROL LOCATION Shear(lb) 809 804 .1925 Passed(42%) Lt. end Span 1 under Floor loading Reaction(lb) 809 809 1539 Passed(53%) Bearing 1 under Floor loading Moment(ft-Ib) 5579 5579 7982 Passed(70%) MID Span 1 under Floor loading Live Defl.(in) 0.556 0.690 Passed(L/596) MID Span 1 under Floor loading r Total Defl.(in) - 1.222 1.379 Passed(L/271) MID Span 1 under Floor loading Allowable moment was increased for repetitive member usage. Deflection Criteria: STANDARD(LL: L/480, TI -1/240). --Deflection analysis is based on composite action with single layer of the appropriate span -rated, GLUED & NAILED wood decking. Bracing(Lu): All compression edges (top and bottom) must be braced at 2' 8" o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. Warning: Span(s) 1 exceed Residential Specifier's Guide span(L/480 table). Strength and selected stiffness criteria have been met. ADDITIONAL NOTES: IMPORTANT! The analysis presented is output from software developed by Trus Joist. Trus Joist warrants the sizing of its products by this "software will be'accomplished in accordance with Trus Joist product design criteria and code accepted design values. The specific product application, input design loads, and stated dimensions have been provided by the software user. This output has not been reviewed by a Trus Joist Associate. , Not all products are readily available. Check with your supplier or Trus Joist technical representative for product availability.'. THIS ANALYSIS FOR TRUS JOIST PRODUCTS ONLY! PRODUCT SUBSTITUTION VOIDS THIS ANALYSIS. Allowable Stress Design methodology was used for Code NER analyzing the Trus Joist Residential product listed above. " r PROJECT INFORMATION OPERATOR INFORMATION: No Project Information available Concorde Consulting Group K Kripa 3505 Camino Del Rio South, # 350, r San Diego, CA 92108 619-516-3377 _ 619-516-3388 . Copyright© 2000 by Trus Joist, A Weyerhaeuser Business. Pro T"', TJ -Pro T°' and TJ-BeamT"' are trademarks of Trus Joist. TJIOO is a registered trademark of Trus Joist. s City of La Quinta Building and Safety Department Plan Check Corrections „ M StAreictural Lot 84 -Tradition Engineer of Record: Concorde Consulting Group 78-205 Masters Circle Plan Check No.: 0105-017 (2nd check) La.Quinta, California Date: 7/16/01 Outstanding comments: 4. P id pad bearing and overturning calculations for laterally loaded cantilevered columns. Detail 27 and 281S-6 shall show the complete grade beam over the top of the pad footing and the grade beam reinforcing. (Top of pad shall be —(1'-6")) Ar 6. Show d - ru ses on the framing plan. Specify drag load and provide detailing showing P P g ing the connectjon f eCYI S to t rag truss to the shear wall. Truss manufacturer to revise truss calculations as necessary. Refer to marked framing plan over the Vestibule and entry area. The truss manufacturer shall AYa,J'r revise his layout and calculations to include all drag trusses. Various beams do not include the point load from girder trusses. (beam no. 12, 14, 26, 33, 36, 38, 51, 54)., Re ' e beam calculations as necessary. Beams 12 14 36 54 and 61 are suPP -Corting girder trusses. Revise beam calculations to include these point loads. Refer to marked plan. PC 1 Were shear walls balloon frame to the bottom of roof sheathing provide calculations verifying that d' hragm shears are not exceeded for an un -blocked diaphragm. In detail 5/S-8 specify balloon framed shear wall since no drag trusses are shown on the framing plan or truss manufacturers layout. AG, Detail 5/S-8 states -either condition can be used (balloon framed wall or drag truss over shear wall) meg14 Verify with calculation that if the balloon. framed shear wall is used that the diaphragm. shears are not exceeded for an un -blocked diaphragm. 14 ay not use shear panels with height to width ratios in excess of 2:1. Revise shear walls as necessary. S UBC 2315.1, Table 23 -II -G. S Provide a framing detail showing how the 9'-0" tall Simpson Strong walls connect to the top plat ` " - .a • ch is at -!W-6'. (Guest house 1) g x1 Provide a deepened footing at the front of guest house 2 to accommodate for the dropped site condition.' efer to the grading plan, sheet A0.12. r etaill 1/S-8 keye t -the interior framing conditions at the guest house_ #1 and #2 does not reflect the actual com raming-condition. Revise detail accordingly. Note and respond to any red -marked items noted on plans, but not specifically noted on this checklist. Return all red -marked documents with resubmittal to facilitate recheck process, and provide an itemized written response to each item on this list with resubmittal. . Please incorporate requested corrections into plan sets and reprint. Plan Examiner: John W. Thompson `SVzE'. C.o t-soocs +: Pf 1 ems, ♦ .. } "1 • - ' `• • • 1 • ' .. - • 1 `.. ' • • • e . .. .fir• rk City of La Quinta Building and Safety Department Plan Check Corrections S;tr uctural Lot 84 -Tradition Engineer of Record: Concorde Consulting Group 78-205 Masters. Circle Plan Check No.: 0105-017 (1" check) La Quinta, California Date: 6/15/01 ,k-,, ✓ Missing footings in the garage. Refer to marked foundation plan. An R value of 4.5 must be used if, drywall, stucco, cantilevered steel -columns, or frames are used in the lateral force system. An R value equal to 5.5 may be used tZ. Provide drift calculations for cantilevered columns. Drift shall be based on an amplified force of R/2.2 times lateral load in line. UBC 1630.9 .Provide pad bearing and overturning calculations for laterally loaded cantilevered columns. Provide overturning calculations for each shear panel in a line of lateral force resistance. 6. Show drag trusses on the framing plan. Specify drag load and provide detailing showing the connection of . he drag truss to the shear wall. Truss manufacturer to revise truss calculations as necessary. The seismic base shear coefficient V from CBC 1630.2 shall be multiplied by the reliability/redundancy factor rho per UBC 1630.1.1 as determined by equation (30-3). In lieu of a rigorous analysis whereby r max is determined by calculating ri for all lateral elements a rho=1.5 must be used. A rho of less than 1.0 is not permitted. Provide beam to cantilevered column connection details and calculations. If detail 13/53-7 is the typical ` detail for all cantilevered columns verify that an ECO column cap (2-5/8" dia M.B.) is adequate to resist the . drag load. Collector elements must be designed per Section 1633.2.6 of the UBC. Key all beam to 9 ✓cantilevered column connection details on the framing plan. Provide beam calculation for beam #48. t 0;0"" Specify camber for all glu-lam beams as suggested in the beam calculations. (Beam 14 — page 21 ,.calculations state .84" camber. Also check beams 24, 34, and 38.) ` l N'.Various beams do not include the point load from girder trusses. (beam no. 12, 14, 26, 33, 36, 38, 51, 54) Revise beam calculations as necessary. )'Where shear walls balloon frame to the bottom of roof sheathing provide calculations verifying that diaphragm shears are not exceeded for an un -blocked diaphragm. In detail 5/S-8 specify balloon framed shear wall since no drag trusses are shown on the framing plan or truss manufacturers layout. 12 4-2 Specify all beam to beam hangers on the framing plan or provide detail. lt g4'% Provide calculations for TJI Pro 550: - 1 W. May not use shear panels with height to width ratios in excess of 2:1. Revise shear walls as necessary. UBC 2315.1, Table 23 -II -G. 1(* W. Provide letter of review and acceptance for truss calculations. Note and respond to any red -marked items noted on plans, but not specifically noted on this checklist: Return all red -marked documents with resubmittal to facilitate recheck process; and provide an itemized written response to each item on this list with resubmittal. . Please incorporate requested corrections into plan sets and reprint. Additional corrections may be requested upon further review. Plan Examiner.: ,John W. Thompson Phone No.: 760-342-9214 Fax No.: 760-342-6164 wkx AAA -- V4 OOTIN - S W Fis av 3 SECTION 1 - GENERAL (LOADS' CODES MATERIALS AND SPECIFICATIONS) `.. . �G z: • _ , ._ , A. Gravity Loads' ., - o Roof Dead Load Breakdown 'Roofing . 12'psf Plywood ; , 2.8 psf, , r Framing . - 3.2 'psf .� { . - Misc ' . 2.5 psf, Insula tion 1.5 psf !. _. MechlElect 2 psf. Subtotal 6, F24 psf HENCE: Roof Dead Loads _ 24.00 psf Roof Live Loads = 20.00 psf ` B. Lateral Loads SEISMIC Seismic Design Base Shear (1997 UBC Section 1630.2.1) , 4. Soil Profile = Sd -Zone Factor - 0.4 Na SeismicCoeff,'Ca'=" 0.44 Near Source Na = Coefficient R (1997 UBC Table.16 N) Block Bearing Walls, R =4.5. Steel OMRF. R =4.5Light bearing walls R 5.5Cantilevered r Cols R2 2Loaddivisor; Seismic Shear, V' _ (3.0 Ca'I/R)W a ` _ (3.0x0.44xl.0/5.5) W .V shear walls 0.240W V cantilevered cols = 0.600 W.°a . a. Design V shear wall= (0.240/1.4) W = 0.170 W - .. `. Design V cantileverd (0.600/1.4) W = 0.428 W . . C. Lateral Loads WIND . . ` Wind Speed = °' 80 mph . Basic Wind Pressure `16.4 psf Exposure = „ C t r Factor, Ce = 1.13 r Factor, Cq - 1.3 Factor, I _1. t• Effective Wind Pressure='gxCgxCexl = 16.40.1 3x ti �. 24.09, say 24.0 psf ` ' i' °T CdLvMN'3.- R•II,i. CALLS 4 a6 16 r ov2 %l ti Sic ti • i ` ° ,r z x ^fig •x t9 `r " T , mrd -____.- . . • • _ . , , .. : , - . _ q y C' v _ 3 :1 i.9/ C/1 19 NN ' it _ 7.; R ' .? eev ' Y .. •fa •a 1 '.,, 3 a . ;: , :Y. - fir, .., - -1 . - - .r T x t7 11) ") 000 02 ` I } CIO CA I'X u p s . ,' , ` • - Kee . CM liatm 3 f2 0 4c S` I b12" 2 27 "Tl L2 0 1.3'$ - Z) j6 , _ ._. 22c 3.- ?S Tro 9 5' g`S. ' 2lZo ; • '3o -a - ^. 1040 T7_ `irS 2►s - 35 , X57 lop, _4Zz ? q+S NOMINH T 12 1'? + 5' 11": d Z 16 t•4. y-3 A► '7 .: , 2 '3 X17 - T13 °I 5 l U • O .. 13.8 a- i•.•.. 312 ... - -il3.A 9rs' I 0 20 6 '..lWg7 "TI q,s 1 4a _7.39 - i T 18 S O 112 O —..._...-- ....... • . 1 7 9r .6 = ' r I Pa„0 ._.... ,• 2 2.21....... - -- .1. .. .. _ ' : 2Z 72-10 7 a3 qis 2'332 . 4> . . L Co Li F 8 9 19 civ SSP, ` , Llo - ...q• '' •. '163 4s' _• 222 •, . .. ' , ' . L 11 9 rte` 13 Z- s^ 7 a 410 ---o . T ;5 9 n GG . _ °L13 , . 9r ^ ,3.33. 7 '. -'. - 12,3►. _. ' - .-7- f A L 1(, I , P 13 2 4G'16G tt: ( ci 4. f I-)58 T Ham. L. A— T S 7 c o S o . LG i i t N o t Ytt cP <x , diel L •-r F NSV SE a, ,a c R\• 'V )N'Al.r .. '-`si Z °Ito - • F _ - •- 't.'"` s 4-, . 71 ro t S. .;. f• 4 1.. r .r, L S i 9 2• o ;. -i'7A L 1'0 'T i( 633J6, 3 6 o . .`-ry. 16.5 .. d D oq • ,. ,Z ►w : •o 'o b , NOT o f _- yS F L l 4`616 i .. - r.. -"r tS A • 'Z d . •_ fir, r {- 'I U •. i F... r . ,, j " . T16- • - X740, -•• _ ._ - •. •j +' ;,1088'•.. _ ., 5A 44' r T' .. M. y 117.,E _ •, - 1 w -11 S t - rT'L1 ' , _ . -~ • ' _ , ' - , • , ^1 .._• fi- civ _, - , . + .. ..r • - y — of `,s, ' i ? y,' .. ^' t - .. :6 (c}y m 3 8 6 z + zs iz `+ 3Y, SG 1 .": '1; 7, 1: - • 7A. _ . .. •° _ , • ..Z ' ' ° ' _ F al • • ` , e.M1. •j ' Or . - • ®....mss .. - r rr th.H.iy' 4r' 54 ride ukt K t . - mxi'i i APPENDIX.0 435 { ins a Table C-13. Bolt Design Values (Z) for Double -Shear` Connections of One Wood Member to Two 1/4" (A36) Steel Side Plates.',z,a G=0.50 G=0.43 . Thickness Douglas Fir -Larch Hem -Fir Main Steel Side Bolt Member . Plate . _ Diameter Za Zi.t Z., Zro inches t inches D incheslbs. lbs. lbs. lbs.. 1/, 1,050 470 900 380 '/s 1,310 530 1,130 420 1'h '/4 3/4 1,580 _ 590 1,350 -460 . 2/8 1,840, 630 1,580 500 . 1 2,100 680 1,800 540 1/2 11510- 790 1,410 640 1/8 2,190. 880 1,880 700: 21/2 1/4 3/4 2,630 980 2,250 770. 2/8 " 3,060 1,050 2,630 830' 1 3,500 1,130 3,000 900 . 1/2 1,510 940 1,410 860 1/8 2,250 1,230. 2,110 980 342 1/4 3/4 3,170. 1,370'" 2,960 1,080 1,160 1 • 2/8 Zmi lbs. } 380 , 420 k 880 460 ' Tabulated lateral design values (Z) for bolted connections shall be multiplied by all applicable adjustment factors (see UBC . 500 ,a G=0.50 G=0.43 . Thickness Douglas Fir -Larch Hem -Fir Main Steel Side Bolt Member . Plate . _ Diameter Za Zi.t Z., Zro inches t inches D incheslbs. lbs. lbs. lbs.. 1/, 1,050 470 900 380 '/s 1,310 530 1,130 420 1'h '/4 3/4 1,580 _ 590 1,350 -460 . 2/8 1,840, 630 1,580 500 . 1 2,100 680 1,800 540 1/2 11510- 790 1,410 640 1/8 2,190. 880 1,880 700: 21/2 1/4 3/4 2,630 980 2,250 770. 2/8 " 3,060 1,050 2,630 830' 1 3,500 1,130 3,000 900 . 1/2 1,510 940 1,410 860 1/8 2,250 1,230. 2,110 980 342 1/4 3/4 3,170. 1,370'" 2,960 1,080 1,160 1 • 2/8 1,260 880 ' Tabulated lateral design values (Z) for bolted connections shall be multiplied by all applicable adjustment factors (see UBC 980 Table 23 -III -A). 1,080 2 Tabulated lateral design values (Z) are for "full diameter" bolts with a bending yield strength (Fre) of 45,000 psi (310 N/mm2). 1,160 3 Tabulated lateral design values (Z) are based on a dowel -bearing strength (F ) of 58,000 psi (400 N/mm2) for ASTM A 36 steel. Source: Reproduced from the 1994 edition of the Uniform Building Code""', copyright O 1994, with the permission of the pub - 1,260 lisher, the International Conference of Building Officials.)rs (see UBC 310 N/mm2).. t m 6f the pub - .s h 4,260 1,470 3.680 1,160 1 4,900 1,580 4,200 1,260 G=0.50 G=0.43 . Thickness Douglas Fir -Larch Hem -Fir Main Steel Side Bolt Member . Plate . _ Diameter Za Zi.t Z., Zro inches t inches D incheslbs. lbs. lbs. lbs.. 1/, 1,050 470 900 380 '/s 1,310 530 1,130 420 1'h '/4 3/4 1,580 _ 590 1,350 -460 . 2/8 1,840, 630 1,580 500 . 1 2,100 680 1,800 540 1/2 11510- 790 1,410 640 1/8 2,190. 880 1,880 700: 21/2 1/4 3/4 2,630 980 2,250 770. 2/8 " 3,060 1,050 2,630 830' 1 3,500 1,130 3,000 900 . 1/2 1,510 940 1,410 860 1/8 2,250 1,230. 2,110 980 342 1/4 3/4 3,170. 1,370'" 2,960 1,080 1,160 1 • 2/8 1,260 880 ' Tabulated lateral design values (Z) for bolted connections shall be multiplied by all applicable adjustment factors (see UBC 980 Table 23 -III -A). 1,080 2 Tabulated lateral design values (Z) are for "full diameter" bolts with a bending yield strength (Fre) of 45,000 psi (310 N/mm2). 1,160 3 Tabulated lateral design values (Z) are based on a dowel -bearing strength (F ) of 58,000 psi (400 N/mm2) for ASTM A 36 steel. Source: Reproduced from the 1994 edition of the Uniform Building Code""', copyright O 1994, with the permission of the pub - 1,260 lisher, the International Conference of Building Officials.)rs (see UBC 310 N/mm2).. t m 6f the pub - .s h Values l Adjustments ca ri z Consulting Group, Inc'- t Concorde ' 3505 Camino Del Rio South, # 350, San Diego, CA 92108 ; ' LOT 84 LA QUINTA, CA ROOF SYSTEM %, .. BEAM # 4"8 ✓ Prepared by:'NP/KMK Date: 6/29/01 BeamChek 2.2 ., . _ Choice 5-1/8x 13-1/2, _ _ GLB 24F-V4 DFIDF . BASE Fb = 2400 ADJ Fb'= 3000 ' e Conditions Min Bearing Area' R1= 7.5 in' R2=.7.5 inz`.DL Defl 0.38 in Suggested Camber 0.57 in . 7 Data Beam Span 18.0 ft Reaction 1 4903 # 'Reaction 1.LL .2160 #. Beam Wt per ft 16.81 # Reaction 2 4903 # Reaction 2 LL 2160 # Beam Weight : 303 # Maximum V.. 4903 #. ., Max Moment r 22065'# Max V (Reduced) 4290 # ` TL Max Defl ' L / 240 TL Actual Defl L / 318 x LL Max Defl', • L / 360 LL Actual Defl L / 722- Attributes Section (in 3) Shear (in') - TL Defl (in) LL- Deft Actual' • 155.67 69.19 - _0.68 0.30 , Critical 88.26 27.10 , ' 0.90 - 0.60 Status OK OK OK OK Ratio 57%`. 39%'`:75% 50% r • Fb (psi). . - Fv (psi)' E (psi x mil) 'Fc-L (psi) --, --- Values l Adjustments aTG l Lo Concorde Consulting Group, Inc 3505 Camino Del Rio South, # 350, San Diego, CA 92108 LOT 84 LA OUINTA, CA. ROOF- SYSTEM BEAM# 24 Prepared.by: NP/KMK Date: 7/02/01 BeamChek 2.2 Choice 5-1/8x 21 GLB 24F -V4 DF/DF BASE Fb = 2400 ADJ Fb = 2799 Conditions Min Bearina Area R1= 14.6 in?R2= 14.6 int DL Defl 0.52 in Suggested Camber 0.78 in Data Attributes Actual . Critical Status Ratio - Values Adjustments Beam Span 24.0 ft Reaction 1 9510 # Reaction 1 LL 4756 # Beam Wt per ft 26.15 # Reaction 2 9510,# Reaction 2 LL 4756 # Beam Weight 628 # Maximum.V 9510 # Max Moment 62779'# Max V (Reduced) 8540 # TL Max DO L/240 TL Actual DO L /.281 LL Max Defl L / 360 LL Actual Defl. L / 572 Q.,..Fi.,.. /;n3\ (Z hc.r /int) . Ti ni-m (in) LL Defl 376.69 107.63 102 0.50 269.14 53.94 1.20 0.80 OK OK OK OK 71% 50% 85% 63% J Fh (nsi) Fv (osi) E (psi x mil) Fc-L•(Psi) Base Values 2400 190 1.8 650 Base Adjusted 2799 238 X1:8 ,650 - Cv Volume 0.933, Cd Duration 1.25 1.25 Cr Repetitive Ch Shear Stress Cm Wet Use Concorde Consulting Group, Inc 3505 Camino Del Rio South, # 350, San Diego, CA 92108 LOT 84 LA QUINTA, CA.. ROOF SYSTEM BEAM # 34 Prepared by- NP/KMK Date: 7/02/01 BeamChek 2.2 Choice 5-1/8x 12 GLB 24F -V4 DF/DF BASE Fb = 2400 ADJ Fb = 2993. 'Conditions Min Apnrinn Area R1= 3.9 int R2= 3.9 inz" DL Defl 0.42 in Suggested Camber 0.62 in, Da to Attributes Actual Critical Status Ratio Values Adjustments Beam Span 21.5 ft . Reaction 1 2526.# , Reaction 1. LL 1290•# Beam Wt per ft 14.94 # Reaction 2 2526 # Reaction 2 LL 1290 # i Beam Weight 321 #.' Maximum V 2526 # Max Moment 13575'# Max V (Reduced) 2291 # TL Max Defl L / 240 TL Actual Defl L /.3014 LL Max Defl L / 360 LL Actual Defl L'/ 595 Carfinn /in31 Shaar hnzl ' TL Defl (in) LL Defl 123.00 61.50 0.85 0.43 54.43 14.47 1.08 0.72 OK OK OK OK 44% 24% 79% 61% Fc I (nSil Base Values 2400 190 1.8 650 Base Adjusted. 2993 238. 1.8 650 Cv Volume 0.998 Cd Duration 1.25 1.25 " Cr Repetitive Ch Shear Stress Cm Wet Use BeamChek has automatically aaaea the Deam seit-Welgrn unW Ll le Gd1IU1QI1V110. Loads Uniform TL 220 =A Uniform LL: 120 ,; `.1TEN 1 - • ' ; • . ' ;.rte, , . . i } t<a .••• . is . Rd''•"t . Y Concorde Consulting Group, Inc + ' 3505 Camino Del Rio South,#,350, San Diego, CA 92108 ' ' • 'LOT 84 LA QUINTA, CA: `ROOF, SYSTEM r BEAM # J1}' \ Z ' '_ . Prepared by: NP/KMK Date: 7/02/01' BeamChek 2.2 Choice 5-1/8x 16-1/2 GLB 24F -V4 DF/DF ' BASE Fb = 2400 ADJ Fli 2899., - .. Conditions 1 Base Values 2400 190 1.8 + 650 ' - Base Adjusted 2899 238 "' 1.8 650 " Adjustments 0.966' Cv Volume .; — Cd Duration1.25 1.?5.-', _ • r •' r .. Cr Repetitive .. 4.. Ch Shear Stress~ s + Cm Wet Use L 4BeamChek has automatically added the beam self-weight into the calculations ' t Loads Uniform TL: 462 ='A Uniform LL: • 252; - r Point LL Point TL Distance _ .. 975. B =12145 8.0 41 -- Uniform Load A Pt loads 986r ' R1 9 34 M . .. R SPAN 21.5 FT - • ` 'Uniform and partial uniform loads are lbs per lineal ft. 41 • .. a ` - .a ' '• ' - a .} -••. . t . ' .. . - T M1 , Concorde Consulting Group, Inc. `. 3505 Camino Del Rio South, # 350; San Diego, CA 92108 LOT 84, LA QUINTA, CA., ROOF SYSTEM - BEAM # 27 - t Prepared by: NP/KMK-Date: 7/02/01 BeamChek 2:2 Choice 6x'8 DF -L #2 BASE Fb.,= 700 ADJ Fb = 875 • ` " Conditions. '91 NDS y. r ` Min F3earina Area R1= 2.6 int 'R2= 1.9 in - DL Defl.0.09 in 7 f+rtnuures r Actual 'Critical ` ' . Status ` Ratio Values i ! ` Adjustments __ B = 825 2.0 : a• BeamChek has automatically added the beam selt-weight into ;tne caiculations, , f' Loads Uniform TL: "220 A Uniform LL: 7, 120"* r f Point LL Pofnt TL x Distance .375___—_P __ B = 825 2.0 : a• . , • 1, • '•♦ . a ! Y1•` .f1 •I t` ,, i , , .. • /_ • i _ • • , - r Uniform Load A Pt loads: R1 = 1608R2 1172 r , • SPAN— 8.5 FT _ . - •Uniform and partial uniform loads are lbs per lineal ft. ;` •' +moi. + •' '. .. .. r• - _. t ,,- e ' a 1 1 -«^ ' R •. _ sok.. {t#w ar:,a3t. •f•.f } - + .. ,. ' Concorde". Consulting -Group, Inc. 4 - ' 3505 Camino Del Rio: South, # 350, San Diego, CA 92108 ' r LOT 84 LA QUINTA, CA ROOF SYSTEM BEAM # 33 Prepared by: NP/KMK Date.'6/29/01y BeamChek 2 2 Choice6x 10 DF -L #2 N BASE Fb = 875_`. ADJ Fb = 1094 J - } Conditions '91 NDS .. ,. Attributes - -,.r,„r, „n„ \nonr imn i I I 1IPTI [in] I I 1JH11 ~Actual Critical, Ratio Values" Adiustments t.. Concorde Consulti Group, Inc .1 h^ • - '• 3505 Camino Del. Rio South, # 350; San Diego, CA 92108 C1 LOT 84' LA QUINTA; CA. ROOF- SYSTEM ` 'BEAM # 36 ' Pr pared by: NP/KMK Date: 7/02/01 BeamChek 2 2r Choice 5 118x 9 GLB 24F-V4 DF/DF -BASE Fb = 2400 - ADJ Fb 3000 Conditions r •- - . • •• '- ` • — ' l . Min Raarina Area - R1-7.3 int R2=7.3 int DL'Defl 0.10 in Suggested Camber 0.14 in x Attributes r Actual y, Critical Status, r' a ' Ratio + a ; Values Adjustments, ii y�i o Concorde Consulting Group, Inc 3505 Camino Del Rio South, # 350, San Diego; CA 192108.'> LOT 84 LA QUINTA, CA ROOF SYSTEM -4 BEAM # 51 Prepared by: NP/KMK Date: 7/0+2/01 BeamChek 2.2 „ Choice 5-1/8x 9 GLB 24F-V4 DF/DF BASE Fb - 2400 ADJ Fb =,3000 l . .Conditions - .. '- -- - ----- -- ,' .'- •� <, nA n Ronrinn AreaR1- F 0 int R2=`4.2 int ' DL Defl• 0.07.in Suggested Camber 0:10 in Data Attributes ' T Actual . Critical k: Status Ratio Values Adjustments . 25, . Concorde Consulting Group, Inc 3505 Camino Del Rio South, # 350, San Diego, CA 92108 _ LOT 84 LA QUINTA, CA. ROOF SYSTEM. BEAM # 54 . -Prepared by: NP/KMK Date: 7/02/01 BeamChek 2.2 Choice `5-1/8x 9 GLB 24F -V4 DF/DF BASE Fb = 2400 ADJ Fb =3000 ._ Conditions' ,. Min Bearing Area R1= 8.0 int R2= 8.0 in DL' Def] 0.22 in Suggested Camber 033 in Data Beam Span 9.6 ft Reaction 1 5173 # 'Reaction 1 LL 2557 # Beam Wt per ft 11.21 # Reaction 2, 5173 # Reaction 2 LL-. 2557 # Beam Weight 108 # Maximum V' 5173 # Max Moment •11382'# Max V (Reduced) 4769 # TL Max Defl L / 240 .TL Actual Defl L/271 LL Max Defl L / 360 LL Actual Defl L / 554 Section (in 3) Shear (in Z) 'TL Defl (in) • LL Defl 69.1.9.-- 46.13 0.43 --0.21 : -------------- ` 45.53 30.12 0.48 0.32 OK OK OK OK 66% 65% 89% 65% - rD (psi) ry (psi) - (psi x inn) ry-L Ipbl)- . Base Values 2400 190 1.8 650 Base Adjusted 3000 - 238 1.8' 650 ` _J Cv Volume . 1.000, Cd Duration 1.25: 1.25 I Cr Repetitive Ch Shear Stress - Cm Wet Use BeamChek has automatically added the beam self -weight into the calculations. Loads Uniform TL: 528 =A, Uniform LL 288 Point LL _ Point TL Distance 1175 B = 2585 ----_ 2 0 1175 C = 2585 7.6 Odi Concorde Consulting Group, Inc ' 3505 Camino Del Rio South, # 350, San Diego, CA 92108 LOT 84 LA QUINTA, CA. ROOF :SYSTEM BEAM # 31 . Prepared by: NP/KMK Date: 7/02/01• BeamChek 2.2 Choice 5-1/8x 12 GLB 24F -V4 DF/DF BASE Fb = 2400 ADJ Fb = 3000 Conditions Min Raarina Area • R1= 8.8 int R2= 6.9 int DL Defl 0.29 in Suggested Camber 0.43 in Data Attributes Actual Critical ' Status Ratio Values Adjustments Base Values 2400' 190 1.8 650, Base Adjusted 3000 238 1.8 650 Cv Volume 1.000 Cd Duration 1.25 1.25 Cr Repetitive Ch Shear Stress Cm Wet Use " Loads Uniform TL: 52b =A un form LL. coo _ Point LL Point TL Distance 1059 B_= 2330 3.5 Uniform Load A Pt loads: h R2 4499 R1 = 5704 SPAN = 14.5 FT Uniform and partial uniform loads are lbs per lineal ft. Concorde Consulting Group, Inc 3505 Camino Del Rio South; #•350, San Diego, CA 92108 LOT 84 LA QUINTA, CA. ROOF SYSTEM BEAM # 61 Prepared tiy: NP/KMK Date: 7%17/01 BeamChek 2.2 Choice 6x 10 'DF -L #2 BASE Fb = 875 ADJ Fb = 875 __ Conditions '91 NDS --_-- Min Bearing Area R1= 2.9 in' R2= 2.2_in2 DL Defl 0.09 in Data Beam Span • 9.75 ft Reaction 1 1805 # Reaction 1 LL 792 # Beam Wt per ft 12.7 # Reaction 2 1399 # Reaction 2 LL. 608,# Beam Weight 124 # Maximum V 1805 # Max Moment 4215'# Max V (Reduced) .1621 # TL Max Defl L / 240 TL Actual Defl L / 758 _ LL Max Defl L / 360. LL Actual Defl L/.>1000 Attributes Section (in 3) Shear (int) TL Defl (in) LL Defl _ Actual 82.73 52.25. 0.15 --- Critical 57.80 28.60 0.49 0.32. Status OK OK ,. OK' OK Ratio 70% 55%. .32% 21.% Fb (psi) Fv. (psi) E (psi x mil) Fc -L (psi). Values . Base Values 875 85 1.3 625 Base Adjusted 875 85 1.3 625 Adiustments CF Size Factor 1.000 Cd Duration. 1.00 1.00 Cr Repetitive Ch Shear Stress CmWet Use BeamChek has automatically added the beam self -weight into.the calculations. - Loads Uniform TL: 220 = A' Uniform LL: 100 Point LL Point TL Distance 425 B=935 2.76 11.4'5" TJI®IProT"",-550 JOIST @ 1F n" o/c TJ -Beam; L5.45 Serial Number. 7000009729 BEAMUSA 1001 6/29/2001 2:28:14 PM Page y of 1 Build Code: 124 °. 'THIS PRODUCT MEETS OR'EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED - N ' Product Diagram is Conceptual.% LOADS: Analysis for Joist Member Supporting, FLOOR - RES. Application. Loads(psf): 20 Live at 100%duration, 24 Dead, O Partition SUPPORTS: INPUT BEARING REACTIONS(lbs.) WIDTH LENGTH JUSTIFICATION; LIVE/ DEAD/ TOTAL DETAIL OTHER. 1 2x4 Plate 3.50" 2.25" Left Face r 373 / 448 / 821' Detail A3 . 1.25" LSL Rim 2,' 2x4 Plate .3.50" 2.25" - Right Face 373 / 448 / 821 Detail A3 1.25" LSL Rim , See Trus Joist SPECIFIER'S / BUILDER'S GUIDES for detail(s): A3. DESIGN'CONTROLS: i MAXIMUM DESIGN . CONTROL CONTROL "LOCATION Shear(lb) - ' •809 804. 1925 Passed(42%) Lt. end Span 1 under Floor loading ,J ' Reaction(lb). 809 809 • 1539 Passed(53%)' Bearing 1 under Floor loading r " Moment(ft-Ib) 5579 5579 7982 Passed(70%) MID Span,1 under Floor loading , Live Defl.(in) ` 0.556 0.690 Passed(L/596) MID Span 1 under Floor loading Total Defl.(in) 1.222 1.379 Passed(L/271) 'MID Span 1 under Floor loading ' Allowable moment was increased for repetitive member usage. Deflection Criteria: STANDARD(LL: L/480, TL1/240). ry " Deflection analysis is based on composite action with single layer of the appropriate span -rated, GLUED & NAILED wood decking.'. Bracing(Lu): All compression edges (top and bottom) must be braced at 2' 8" o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. Warning: Span(s) 1 exceed Residential Specifier's Guide spa6(L/480 table). Strength and selected stiffness criteria have been met. ADDITIONAL NOTES: ~' IMPORTANT! The analysis presented is output from software developed by Trus Joist. Trus Joist warrants the sizing of its products by this software will be accomplished in accordance with Trus Joist product design criteria and code accepted design values. The specific product application, input design loads, and stated dimensions have been provided by the software user. This output has not been. reviewed by a Trus Joist Associate. ` Not all products are readily available. Check with your supplier or Trus Joist technical representative for product availability. ! = THIS ANALYSIS FOR TRUS JOIST PRODUCTS ONLY! . PRODUCT SUBSTITUTION VOIDS THIS ANALYSIS. Allowable Stress Design methodology was used for'Code NER analyzing the Trus Joist Residential product listed above. _ r ' ` i "i; • , I?, .. . few •. _ - .. .. ..^ PROJECT INFORMATION OPERATOR INFORMATION: No Project Information available Concorde Consulting Group • _ ` K Kripa j 3505 Camino Del Rio South, # 350, San Diego, CA 92108 619-516-3377 ' 619-516-3388 Copyright © 2000 by Trus Joist, A Weyerhaeuser Business. Pro", TJ -Pro T" and TJ-BeamT" are trademarks of Trus Joist. ' TJI® is a registered trademark of Trus Joist. r 4 `t Y. - TITLE. TITLE 24 REPORT Title 24 Report.for: Tradition Community " 78-205 Master Circle . La Quinta, CA Project Designer: Report Prepared By: Joan D. Hacker Insu-form Inc. 68255 Corta Road Cathedral City, CA 92234 (760)-.324-;0216 • - - Zo5 M s Cte.c ' . Job Number'.' CITY OF LA QUINTA t BUIL/}pD ING &®SAFETY DEPT. OVED FOR CONSTRUCTION Date: DATE • -O BY 6/5/01 ` The EnergyPro computer program has been used to perform the calculations summarized in this compliance report. This program has approval and is authorized by the California Energy Commission for use with both the Residential and Nonresidential 1998 Building Energy Efficiency Standards. This program, developed by Gabel Dodd/EnergySoft, LLC (415) 883-5900. EnergyPro 2.1 By EnergySoft Job Number: - " User Number: "2655 r TABLE OF CONTENTS Cover Page w Table of Contents 2 Form CF -1 R Certificate of Compliance 3 Form MF -1 R Mandatory Measures Checklist g Form CI -2R Computer Method Summary g HVAC System Heating and Cooling Loads Summary, 16 Room Load Summary 22' ti EnergyPro 2.1 By EnergySoft Job Number: User Number: 2655 Certificate of Compliance: Residential (Part 1 of 2) CF -1 R Tradition Community 6/5/01 Project Title Date 78-205 Master Circle La Quinta ° - Covered Slab w/R-0.0 Perimeter Insulation' Project Address Building Permit # Insu-form Inc. (760)'324-0216 Plan Check / Date Documentation Author Telephone R-38 Roof (R.38.2x14.16) Computer Performance 15 - Field check / Date Compliance Method (Package or,Computer) Climate Zone _ Enforcement Agency Use Only GENERAL INFORMATION n/a Total Conditioned Floor Area: 5,188 ftz Exposed Slab w/R-0.0 Perimeter Insulation Total Conditioned Slab Area: 5,188 ft2 Drapery Building Type: Screen (check one or more) ❑ X❑ Single Family Detached (SFD) ❑'Addition -Alone Front ❑ Single Family Attached (SFA) ❑ Existing Building 24.0 ❑ Multi -Family ❑ Existing Plus Addition 0.67 Front Orientation:' (Northeast) 45 deg Floor Construction Type: ® Slab Floor Number of Dwelling Units: 1.00 X❑ Number of Stories: 1 ❑ Raised Floor BUILDING SHELL INSULATION Component Type Frame Type Const. Assembly U -Value Location/Comments (attic, garage, typical, etc.) Slab On Grade n/a 0.756 Covered Slab w/R-0.0 Perimeter Insulation' R-19 Wall (W.19.2x6.16) Wood 0.065 Exterior Wall R-38 Roof (R.38.2x14.16) Wood 0.028 Exterior Roof Slab On Grade n/a 0.756 Exposed Slab w/R-0.0 Perimeter Insulation 0.65 Drapery Bug Screen FENESTRATION Shadina Devices Type Orientation Area, Labeled Fenestration Interior Exterior Overhang Side Fins SF U -Value ' SHGC roller blind, etc. shadescreen, etc. Yes / No. Yes / No Front (Northeast) 32.0 0.55 0.65 Drapery Bug Screen x❑ ❑ '❑ Q Front (Northeast) 24.0 0.57 0.67 Drapery Bug Screen X❑ -❑ ❑ K Front (Northeast) 162.0 0.60 0.65 Drapery Bug 'Screen ❑ ❑ X❑ Left (South) 72.0 0.55 0.65 Drapery Bug ScreenX❑ ❑ ❑ X❑ Left (South) 9.0 0.57 0.67 Drapery Bug ScreenX❑ ❑ ❑x❑ Rear (Southwest 96.0 0.55 0.65 Drapery Bug Screen X❑ ❑ ❑ x❑ Rear (Southwest) 9.0 0.57 0.67 Drapery Bug Screen X❑ ❑ 'El. Q Rear (Southwest) 57.0 0.60 0.65 Drapery Bug Screen' .X❑ ❑ ❑' x❑ Rear (West) 69.0 0.60 0.65 Drapery Bug Screen x❑ ❑ ❑ 91 , Right (Northwest) 90.5 0.60 0.65 Drapery Bug Screenx❑ ❑ 0 191 Right (Northwest) 64.0 0.55 0.65 Drapery Bug ScreenX❑ ❑ ❑ n Left (Southeast) 26.3 0.60 0.65 Drapery Bug Screen ❑ ❑ Q Run Initiation Time: Run Code: 991730353 ' Ener Pro 2.1 By Ener Soft -06105/0109,39:13 User Number: 2655 Job Number: Pa e:3 of 27 y Certificate of Compliance: Residential • y' (Part 1' of 2) CF -1 R Tradition Community 6/5/01 Project Title Date 78-205 Master Circle La•Quinta Project Address Building Permit # Insu-form Inc. (760) 324-0216 Plan Check ( Date Documentation Author Telephone roller blind, etc. Computer Performance 15 Field check ( Date Compliance Method (Package or Computer) Climate Zone Enforcement Agency Use Only GENERAL INFORMATION (East) Total Conditioned Floor Area:' 5,188ft2 0.60 Total Conditioned Slab Area: 5,188 ft? r Drapery Building Type: Screen (check one or more) y © Single Family Detached (SFD) ❑ Addition Alone Left ❑ Single Family Attached (SFA) ❑ Existing Building 51.0 ❑ Multi -Family ❑ Existing Plus Addition - Front Orientation: (Northeast) 45 deg Floor Construction Type: ® Slab Floor Number of Dwelling Units: 1.00 f x❑ Number of'Stones: F 1 ❑ Raised Floor ,ill Ill 11l IeV7a4,41►&Yl1WIN 1101► Const. r Component Frame. AssemblyLocation/Comments Type Type U -Value *' (attic, garage, typical, etc.) FENESTRATION Shading Devices Type Orientation Area Labeled Fenestration Interior Exterior Overhang Side Fins SF U -Value SHGC roller blind, etc. shadescreen, etc. Yes / No Yes / No Front (East) 87.3 0.60 0.65 Drapery Bug Screen Q ❑ ❑ Q Left (South) 51.0 0.60 0.65 Drapery Bug Screen x❑ ❑ ❑ x❑ Rear (West) 168.0 0.55 0.65 Drapery Bug Screen x❑ ❑ ❑ x❑. Rear (West) 35.6 0.57 0.67 Drapery Bug Sc en ❑ ❑ x❑ Right ` (North) 24.0 0.55 0.65 Drapery Bug Screen X❑ ❑ ❑ x❑ Right (North) 3.0 0:57 0.67 Drapery Bug ScreenX❑ ❑ ❑ X❑ Right (North) 12.0 0.60 0.65 Drapery Bug Screen x❑ ❑ ❑ x❑ ❑ ❑ ❑ ❑ ❑❑ F1 ❑❑ ❑❑ ❑❑,❑❑ Run_ Initiation Time: 06105/6109:39:13 Run Code- 991730353 Ener Pro 2.1 By Ener Soft User Number. 2655 Job Number: Pa e:4 of 27 Certificate of Compliance: Residential- • (Part 2 of 2) CF -1 R Tradition Community 6/5/01 Project Title Date HVAC SYSTEMS Note: Input Hydronic or Combined Hydronic data under Water Heating Systems, except Design Heating Load. ' Distribution ` Heating Equipment Minimum Type and Duct or ' Type (furnace, heat Efficiency Location Piping Thermostat Location / pump, etc.) (AFUE/HSPF)(ducts, attic, etc.) R -Value ` Type Comments CPntral Furnas 80% AFUE Ducts in Attic .4.2` Setback - Living/Dining/Entry ' Central Furnace 80% AFUE Ducts in Attic 42 Sethack. Guest House 2 Central Furnace 80% AFUE Ducts in Attic 4.2 Setback Guest House 1 CPntral Furnas 80% AFUE Ducts in Attic 4.2 Setback Master Bedroom Central Furnace 80% AFUE Ducts in Attic 4.2 Setback Bedrooms Cooling Equipment Minimum Duct Type (air conditioner, Efficiency Location Duct Thermostat Location heat pump, evap. cooling) (SEER) (attic, etc.) R -Value Type Comments Split Air Conditioner 12.3 SEER Ducts in Attic 42 Setback Living/Dinin9/Fntry Split Air Conditioner 12.1 SEER Ducts in Attic 4.2 Sethack GtIPRt HnusP 9 Split Air Conditioner 12.4 SEER Ducts in Attic 4.2 Setback Guest House 1 Split Air Conditioner 12.7 SEER "Ducts imAttic 4.2 Setback Master Bedroom Split Air Conditioner • 12.4 SEER Ducts in Attic 4.2 Setback Bedrooms WATER HEATING SYSTEMS Rated 1' Tank Energy Facts 1 External Water.Heater Water Heater Distribution # in Input Cap. or Recovery Standbyy Tank lnsul. System Name Type • Type Syst. Btu/hr (gal) Efficiency. • Loss (%) R -Value Standard Gas 50 ,gal or Less Small Gas Standard 1 ` 40,000 _50 0.53 n/a A O SMITH WATER Small Gas Standard 1 75.000 100 0.43 n/a PRODUCTS FSG -100-230 12 12 1 For small gas storage (rated inputs of less than or equal to 75,000.Btu/hr), electric resistance and heat pump water heaters, list energy factor. For large gas storage water heaters (rated input of greater than 75,000 Btu/hr), list Rated Input, Recovery Efficiency and Standby Loss: For instantaneous gas water heaters, list Rated Input and Recovery Efficiency. REMARKS ' :OMPLIANCE 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/Remarks section. Designer or Owner (per Business & Professions Code) Documentation Author Name: Name: Joan D. Hacker Title/Firm: Title/Firm: Insu-form Inc. Address' Address: 68255 Corta Road Cathedral City, CA 92234 Telephone: Telephone: (760) 324-0216 Lic. #: . (signature) (date) Enforcement Agency ' Name: N Title/Firm: Address: Telephone: Cnn 'r;--. hainrlM nn.9 JEnergyPro 2.1 By EnergySoft User Number: 2655 Job Number: Page:5 of 27 ` Certificate of Compliance: Residential (Part 2 of 2) CF-1 R Tradition Community 6/5/01 Project Title Date HVAC SYSTEMS Note: Input Hydronlc or Combined Hydronic data under Water Heating Systems, except Design Heating Load. Distribution Heating Equipment Minimum Type and Duct or Type (furnace, heat Efficiency Location Piping Thermostat Location / pump, etc.) (AFUE/HSPF)(ducts, attic, etc:) R-Value Type Comments Central Furnace 80% AFUE Ducts in Attic 4-2 ' Setback Kitchen/Family Cooling Equipment Minimum Duct Type (air conditioner, Efficiency Location Duct Thermostat Location / heat pump, evap. cooling) (SEER) (attic, etc.) R -Value Type Comments Split Air Conditioner 12.3 SEER Ducts in Attic 4.2 Setback Kitrhen/Family WATER HEATING SYSTEMS Rated 1 Tank Energy Factl- 1 External Water Heater Water Heater Distribution # in Input Cap.. or Recovery Standbyy Tank Insul. System Name Type Type Syst. Btu/hr (gal) Efficiency Loss (%) R -Value 1 For small gas storage (rated inputs of less than or equal to 75,000 Btu/hr), electric resistance and heat pump water heaters, list energy factor. For large gas storage water heaters (rated input of greater than 75,000 Btu/hr), list Rated Input, Recovery Efficiency and Standby Loss. For instantaneous gas water heaters, list Rated Input and Recovery Efficiency. REMARKS COMPLIANCE STATEMENT This certificate of compliance lists the building features and performance specifications needed to comply with Title 24, Parts 1 and 6 of the California Code of Regulations, and the administrative regulations to implement them. This certificate has been signed by the individual with overall design responsibility. 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/Remarks section. Designer or Owner (per Business & Professions code) Documentation Author Name: Title/Firm: Address: Telephone: Lic: #: (signature) Enforcement Agency Name: Title/Firm: Address: Telephone: (date) Name: Joan D. Hacker Title/Firm: Insu-form Inc. Address: 68255 Corta Road Cathedral City, CA 92234 Telephone: (760) 324-0216 (signature) (date) IEnergyPro 2.1 By EnergySoft User Number: 2655 1Job Number: Paae:6 of 27 1 Certificate of Compliance: Residential (Addendum) CF -1 R Tradition Community 6/5/01 Project Title Date :Special Features and Modeling Assumptions The local enforcement agency should pay special attention to the items specified in this checklist. These items require special written justification and documentation,, and special verification to be used with the performance approach. The local ' enforcement agency determines the adequacy of the justification, and may reject a building or design that otherwise complies oaseu on the auequacy oT the speciai jusnncation ano aocumentation suomineo. Plan Field The DHW System "Standard Gas 50 gal or Less" Energy Factor= 0.530. An EF below 0.58 requires an R-12 External Blanket. The DHW System "A O SMITH WATER PRODUCTS FSG -100-230" Energy Factor = 0.430. An EF below 0.58 requires an R-12 r HERS Required Verification These features must be confirmed and/or tested by a certified HERS rater under the supervision of•a CEC approved HERS pIwtuCI. I na nV-MQ rater must oocurnent the neIu venrication anu aiagnostic testing or mese measures On a torn G1 -6K. plan Field Run -Initiation Time: 06/05/01 09:39:13 Run Code: 991730353 ' EnergyPro 2.1 By EnergySoft User Number: 2655 - Job Number: ' Page:7 of 27 i Mandatory Measures Checklist: Residential MF -1 R NOTE: Lowrise residential buildings subject to the Standards must contain these measures regardless of the compliance approach used. Items marked with an asterisk (') may be superseded by more stringent compliance requirements listed on the Certificate of . Compliance. When this checklist is incorporated into the permit documents, the features noted shall be considered by all parties . as binding minimum component specifications. DESCRIPTION Instructions: Check or initial applicable boxes or enter NIA if not applicable. DESIGNER ENFORCEMEN Building Envelope Measures '§ 150(a): Minimum R-19 ceiling insulation in wood frame assembly, or equivalent U -value. ❑ § 150(b): Loose fill insulation manufacturer's labeled R -value. ' '§ 150(c): Minimum R-13 wall insulation in framed walls or equivalent U -value (does not' rapply to exterior mass walls). F-§150(d): Minimum R-13 raised floor insulation in wood framed floors. § 150(1): Slab edge insulation - water absorption rate < 0.3%, water vapor transmission rate < 2.0 perm/inch. §118: Insulation specified or installed meets quality standards. Indicate type and form. §116-17: Fenestration Products, Exterior Doors and Infiltration/Exfiltration Controls 1. Doors and windows between conditioned and unconditioned spaces designed to limit air leakage. 2. Manufactured fenestration, products labeled with certified U -value, SHGC, and infiltration certification. 3. Exterior doors and windows weatherstripped; all joints and penetrations caulked and sealed. ' §150(g): Vapor barriers mandatory in Climate Zones 14 and 16 only. --§150(0:, Special infiltration barrier installed to comply with Section 151 meets Commission quality standards. ® §150(e): Installation of Fireplaces, Decorative Gas Appliances and Gas Logs. 1. Masonry and factory -built fireplaces have closable doors, outside air intake with damper and control, and flue damper and control; 2. No continuous burning gas pilots allowed. Space Conditioning,, Water Heating and Plumbing System Measures X❑ §110-13: HVAC equipment, water heaters, showerheads and faucets certified by the Commission. §150(h): Heating and/or cooling loads calculated in accordance with ASHRAE, SMACNA or ACCA. §150(i): Setback thermostat on all applicable heating and/or cooling systems. RI §1500): Pipe and Tank Insulation ' 1. Storage gas water heaters with less than 0.58 energy factor shall be externally wrapped with R-12. 2. Back-up tanks for solar system, unfired storage tanks, or other indirect hot water tanks have R-12 external insulation or R-16 combined internal/external insulation, piping between heat source and tank insulated. 3.Insulation on the first 5' of pipes closest to water heater tank, non -recirculating systems'(R-4 or greater), buried or exposed piping in recirculating sections of hot water systems, cooling system piping below 55 deg F. FX] '§150(m): Ducts and Fans 1. All ducts and plenums constructed, installed, insulated, fastened, and sealed to comply with,the ICBO 1997 UMC sections 601603; ducts insulated to a minimum installed R-4.2 or ducts enclosed entirely within conditioned space. Openings shall be 'sealed with mastic, tape aerosol sealant or other duct closure system that meets the applicable requirements of UL181, 1.11-181 S, orUL181 B and other applicable specified test for longevity given in 150(m). ' 2. Exhaust fans systems have back draft or automatic dampers. 3. Gravity ventilating systems servng conditioned space have either automatic or readily accessible, manually operated dampers. §114: Poofand Spa Heating Systems and,EquipmentFX . 1. Certified with 78% thermal efficiency, on-off switch, weatherproof instructions, no pilot or electric resistance heating. 2. System is installed with at least 36" of pipe between filter and heater, cover for outdoor pools or spas. 3. Pool system has directional inlets and a circulation pump time switch. X❑ §115: Central Furnaces, pool heaters, spa heaters or household cooking appliances have no constant pilot light. x• Lighting Measures §150(k)l: Luminaires for general lighting in kitchens shall have lamps with an efficacy 40 lumens/watt or greater for general lighting in kitchens. This general lighting shall be controlled by a switch on a readily accessible lighting control panel at an entrance to the kitchen. , 150(k)2: Rooms with a shower or bathtub must either have at least one luminaire with lamps with an efficacy of 40 lumens/watt or greater switched at the,entrance to the room or one of the altemative to this requirement allowed in 150(k)2.; and.recessed ceiling are IC (insulation cover) approved. rw ... - .+Y _„yw..,, vam i umum• LbOb Job Number: Page:8 of 27 n Computer Method Summary (Part 1 of 3) C -2R Tradition Community Project Title 6/5/01 Date 78-205 Master Carrie La Qii*nta Project Address Building Permit # Insu-form Inc_ (760) 324-0216 Documentation Author Telephone plan Check/Date Computer Performance Compliance Method (Package or Computer) 15 Climate Zone Field Check/Date Source Energy Use Standard Proposed Compliance (kBtu/sf-yr) Design Design Margin Space Heating 6.36 6.31 0.05 Space Cooling 42.99 40.19 2.80 Domestic Hot Water 5.49 8.31 -2.82 Totals 54.85 54.81 0.04 GENERALI Conditioned Floor Area: Building Type: Building Front Orientation: Number of Dwelling Units: Number of Stories: 5,188 Single Fam Detached (Northeast) 45 deg 1.00 1 BUILDING ZONE INFORMATION Zone Name Floor Area Volume 1.,n0 477 420 940 OPAQUE SURFACES Solar Act. Gains Type Area U -Val. Azm. Tilt Y / N Wall 56 0.065 45 go wall 26 0.065 180 _go Wall 212 0 065 225 90 Wall 23 0.065 270 go Wall 312 0.065 315 gQ Roof 1 330 0 028 0 _Q Wall 178 0.065 45 go Wall 230 0.065 135 90 Wall 196 0.065 _225 gn wall 190 0.065 31.5 _90 Rnnf_ 477 0.028 225 _ 0 Wall 164 0.065 45 go all 205 0 065 135 _go wall 350 0.065 925 gn Wall 56 0.065 315 g0_ Roof 420 0.028 _225 Wall 150 0 065 45_ An Wall 121 0.065 gn _gn Wall 439 0.065 135 go Wall 169 0.065 180 gQ Wall 198 0.065 270 gQ Rnnf 940 0 028 925_ -0_ Wall 114 0 065 45 _gn Wall 288 0.065 135 gQ Wall 120 0 065 225 An Wall 236 0.065 315 gQ Roof 550 0.028 180 0 Wall 47 0.065 90 gQ Wall_ 53 0.065 180 gQ Floor Construction Type: X❑ Slab Floor ❑ Raised Floor Total Conditioned Volume: 57,476 Slab Floor Area: 5,188 # of Thermostat Vent Units Zone Type Type Hgt. Area n 26 Conditinned Sethark -2 n/a 0_09 Condition -d S .tP hark_ _ n/a 00A Conditioned Sethark _2 n/a 018 Conditioned Setback _ n/a Form 3 Reference Location / Comments EnergyPro 2.1 By EnergySoft User Number: 2655 Job Number: Page:9 of 27 Computer Method Summary (Part 1 of 3) C -2R Tradition Community Project Title 6/5/01 Date 78-205 Master Cirr.IP La Quinta Project Address Building Permit # a _Insu-form Inc- (760) 324-0216 Documentation Author Telephone Plan check/Date Computer Performance Compliance Method (Package or Computer) 15 Climate Zone Field Check/Date Source Energy Use Standard Proposed Compliance (kBtu/sf-yr) Designr Design Margin Space Heating 6.36 6.31 0.05 Space Cooling 42.99 40.19 2.80 Domestic Hot Water 5.49 8.31 -2.82 Totals 54.85 54.81 0.04 BUILDING COMPLIES GENERAL INFORMATION Conditioned Floor Area: 5,188 Floor Construction Type: X❑ Slab Floor Building Type: Single Fam Detached ❑ Raised Floor Building Front Orientation:. (Northeast)45deg Number of Dwelling Units: 1.00 Total Conditioned Volume: 57,476 Number of Stories: 1 Slab Floor Area: 5,188 BUILDING ZONE INFORMATION # of Thermostat Vent Zone Name Floor Area Volume Bedrenms r,50 5nn Kitchen/Family 1 470 17 646 Units Zone Type Oil 1 Cnnditinned _ Q 9 Cnnditinn .d Type Hgt. Area sethark —2 n/a Sethark -2 n OPAQUE SURFACES Solar Act. Gains Type Area U -Val. Azm. Tilt Y / N Wall 196 0-065 270 go EX—0 Wall 42 0 (I6531 F _go ® ❑ Form 3 Reference R-19 Wall (W.19 -2x6.16) R-19 Wall ON 142x6 16) R-19 Wall ON 19-2x6 16y R-38 Roof (R_38 -2x14.16) Location / Comments Kitchen/Family Kitrhen/Family Kitrhen/Family Kitchen/Family I EnergyPro 2.1 By EnergySoft User Number: 2655 Job Number: Paw 10 of 27 2 Drapery 0.68 Bug Screen 0.76 8.0 1.5 10.0 0.1 10.0 10.0 3 Drapery 0.68 Bug Screen 0.76 -3.0 -2.0 6.0 0.1 6.0 _ 6.0 4 Drapery 0.68 Bug Computer Method Summary, 0.768 03 (Part 2 of 3) C -2R 0 1' 10.0 10.0 5 Drapery 0.68 Bug Screen 0.761 0 4.0 100_01 Tradition Community - 10.0 6 Drapery 0.68 Bug Screen 0.76 6/5/01• Project Title '0.1 12.0 7 Drapery 0.68 Bug Screen Date - •• ' FENESTRATION SURFACES 0.1 12.0 12.0 T Drapery 0.68 Bug Screen 0.76 9.5 6.0 ., 8.0 _ 0.1 8.0 LI -Value 9 Drapery Act. Glazing Type Location/ • # Type 0.1 2.0 Area 10 Drapery SHGC `Azm. Tilt Comments A- Window Front(Northeast) _ 2.0 32-0 0-550 D 65 45 -90. Double NonMtl Clear Default Living/Dining/Entry 2 Window Front (Northeast) 24.0 0.570 0.67 45• 90 Double NonMtl Clear Default Living/Dining/Entry 5 Window Front (Northeast) 18.0 0.600 0.65 45 90 Double NonMtl Clear Default - Living/Dining/Entry 4 Window Left (South) 48.0 0.550 0.65 180 90 Double NonMtl Clear Default Living/Dining/Entry 5 Window Left (South) 6.0 '0.570 0.67 - 180 90 Double NonMtl Clear Default Living/Dining/Entry 6 Window Rear (Southwest) 72.0 0.550 0.65 225 _-90 Double NonMtl Clear Default Living/Dining/Entry ' - Z Window Rear (, outhviest) 9.0 0.570 0.67 225 ,9Q Double NonMtl Clear Default Living/Dining/Entry 8 Window Rear (Southwest) , . 57.0 0.600 0.65 225 90 Double NonMtl Clear Default Living/Dining/Entry 2 Window Rear (West) 57.0 0.600 0.65 270 _94 Double NonMtl Clear Default Living/Dining/Entry JD Window Right (Northwest) 38.0 0.600 0.65 315 90 Double NonMtl Clear Default Living/Dining Ent 11 Window Front (Northeast) 18.0 0.600 0.65 45 90 Double NonMtl Clear Default Guest House 2 12 Window Front (Northeast) 18.0 0.600- 0.65 • 45 90 Double NonMtl Clear Default ' Guest House 2 13. Window Front (Northeast) 6.0 0.600 0.65 45_ An Double NonMtl Clear Default Guest House 2 14 Window Rear (Southwest) 24.0 0.550 0.65 225 90 Double NonMtl Clear Default Guest House 2 15 Window Right (Northwest) 40.0 0.550 0.65 315. 90 Double NonMtl Clear Default Guest House 2 16 Window Front (Northeast) 18.0' 0.600 0.65 45 90 Double NonMtl Clear Default Guest House 1 ) . 17 Window Front (Northeast). 18.0 0.600 0.65 45 90 Double NonMtl Clear Default Guest House 1 18- Window Left (Southeast) 15.0 0.600 0.65 135 90 Double NonMtl Clear Default Guest House 1 19 Window Right(Northwest) 24.0 0.550 0.65. 315. 90 Double NonMtl Clear Default Guest House 1 20 Window Front (Northeast) 30.0 0.600. 0.65 45 90 Double NonMtl Clear Default Master Bedroom c 21 Window Front (East) 30.0 0.600 0.65 90 90 Double NonMtl Clear Default Master Bedroom 22 Window Front (East) 6.8 0,600 X65 90 90 Double NonMtl Clear Default Master Bedroom ' .23 Window Front (East)' 32.5 0.600 0.65 90 90 Double NonMtl Clear Default Master Bedroom 24 Window Left (Southeast) 11.3 0.600 0.65 135 ' 90 Double NonMtl Clear Default Master Bedroom 25 Window Left (South) s 32.5 0.600 0.65. 180 90 Double NonMtl Clear Default Master Bedroom 26 Window Left (South) 6.0 0.600 0.65 180 90 Double NonMtl Clear Default Master Bedroom 27 Window Left (South) 12.5 ' 0.600 0.65 180 90 Double NonMtl Clear Default Master Bedroom 28 Window Rear (West) 72.0 0.550 0.65 270 90' Double NonMtl Clear Default Master Bedroom 29 Window Front (Northeast) 18.0. 0.600 0.65 45 90 Double NonMtl Clear Default Bedrooms INTERIOR AND EXTERIOR SHADING Window Overhang Left Fin Right Fin # Interior Shade Tvne SHGC Exterior Shade Tvoe SHGC Hgt. Wd. Len. Hat. LExt. REA Dist. Len. Het. Dist. Len. Hat. 2 Drapery 0.68 Bug Screen 0.76 8.0 1.5 10.0 0.1 10.0 10.0 3 Drapery 0.68 Bug Screen 0.76 -3.0 -2.0 6.0 0.1 6.0 _ 6.0 4 Drapery 0.68 Bug Screen 0.768 03 0 10 0 0 1' 10.0 10.0 5 Drapery 0.68 Bug Screen 0.761 0 4.0 100_01 10 0 10.0 6 Drapery 0.68 Bug Screen 0.76 00 __U 12.0 '0.1 12.0 7 Drapery 0.68 Bug Screen 0.76 . 1.0 2.0 '12.0 0.1 12.0 12.0 T Drapery 0.68 Bug Screen 0.76 9.5 6.0 ., 8.0 _ 0.1 8.0 8.0 9 Drapery 0.68 Bug Screen 0.76 9.5 6.0 2.0 0.1 2.0 _ 2.0 10 Drapery 0.68 Bug Screen 0.76 9.5 4.0 2.0 0.1 2.0 _ 2.0 11 Drapery 10.68 Bug Screen 0.76.: 4.5 2:0 2.0 0.1 2.0 _ 2.0 12 Drapery 0.68 Bug Screen 0.76 4.5 4.0 2.0 0.1 2.0 _ 2.0 13 :Drapery 0.68 Bug Screen 0.76 3.0 2.0- 2.0 0.1 2.0 _ 2.0 14 Drapery 0.68 Bug Screen 0.76 8.0 3.0 2.0' 0.1 2.0 _ 2.0 15 Drapery 0.68 Bug Screen 0.76 ' 8.0 2.5 2.0 0.1 2.0 _ 2.0 16 Drapery 0.68 Bug Screen 0.76 4.5 2.0 2.0 0.1 2.0 _ 2.0 17 Drapery 0.68 Bug Screen . 0.76 4.5 4.0, 2.0 0.1 •2.0 - 2.0 18 Drapery 0.68 Bug Screen. 0.76 2.5 2.5 -2.0 0.1 - 2.0 2.0 19 Drapery : 0.68 Bug Screen 0.76 8.0 3.0 2.0 0.1 2.0 2.0 20 Drapery 0.68 Bug Screen 0.76 6.0 5.0 16.0 0.1 6.0 _ 6.0 21 Drapery 0.68 Bug Screen '076 6.0 5.0 2.0 0.1 2.0 2.0 22 Drapery * - 0.68 Bud Screen 0.76 .1.5 1.5 ' 2.0 0.1, 2.0 _ 2.0 23 Drapery = .0.68 Bug Screen 0.76 6.5' 5.0, 2.0 0.1 - 2.0 2.0 - - - - 24 Drapery 0.68 Bug Screen - 0.76 4.5 2.5 2.0_0.1 2.0- 2.0 - - - 25 Drapery 0.68 Bug Screen 0.76 6.5 5.0 2.0 0.1 2.0. 2.0 26 Drapery 0.68 Bug Screen 0.76 3.0 2.0 2.0 0.1 2.0 _ 2.0 ' 27 Drapery 0.68 Bug Screen 0.76 5.0' 2.5 2.0 0.1 2.0 2.0 28 Drapery 0.68 Bug Screen 0.76 8.0 6.0 2.0 0.1 2.0 _ .2.0 29 Drapery 0.68 Bug Screen 0.76 4.5 2.0 2.0 0.1 ..2.0 2.0 EnergyPro 2.1 By EnergySoft -User Number: 2655 Job Number: Page: 11 of 27 Computer Method Summary (Part 2 of 3) C -2R Tradition Community 6/5/01 Project Title Date FENESTRATION SURFACES # Type Area U -Value SHGC Act.. Azm. Glazing Type Tilt Location/ Comments -M Window Front (Northeast) 18 0 0.600 0 65 45 _ 90 Douhl _ NnnMtl r1par Default Bedrooms 31 Window Right (Northwest) 13.5 0.600 0.65 315 90 Double NonMtl Clear Default Bedrooms 32 Window Right (Northwest) 21.0 0.600 0.65 315 90 Double NonMtl Clear Default Bedrooms 33 Window Front (East) 18.0 0.600 0.65 90 90 Double NonMtl Clear Default Kitchen/Family 34 Window Left (South) 24.0 0.550 0.65 180 90 Double NonMtl Clear Default Kitchen/Family 35 Window Left (South) 3.0 0.570 0.67 180 90 Double NonMtl Clear Default Kitchen/Family M Window Rear es) 40.0 0.550 0.65 270 90 Double NonMtl Clear Default Kitchen/Family 37 Window Rear (West) 24.0 0.550 0.65 270 90 Double NonMtl Clear Default Kitchen/Family 3$ Window Rear es) 5.0 0.570 0.67 270 90 Double NonMtl Clear Default Kitchen/Family 3R Window Rear es) 3.0 0.570 0.67 270 90 Double NonMtl Clear Default Kitchen/Family -4,Q Window Rear (West) 21.0 0.570 0.67 270 90 Double NonMtl Clear Default Kitchen/Family 41 Window Rear (West) 2.6 0.570 0.67 270 90 Double NonMtl Clear Default Kitchen/Family 42 Window Rear es) _32,0_ 0.550 0.65 270 90 Double NonMtl Clear Default Kitchen/Family 43 Window Rear (West) 4.0 0.570 0.67 270 90 Double NonMtl Clear Default Kitchen/Family 44 Window Rear (West) 12.0 0.600 0.65 270 90 Double NonMtl Clear Default Kitchen/Family 45 Window Right (Northwest) 18.0 0.600 0.65 315 90 Double NonMtl Clear Default Kitchen/Family 46 Window Right (North) 24.0 0.550 0.65 0 90 Double NonMtl Clear Default _Kitchen/Family 47 Window Right (North) 3.0 0.570 0.67 0 90 Double NonMtl Clear Default Kitchen/Family Cf:) INTERIOR AND EXTERIOR SHADING # Interior Shade Type SHGC Exterior Shade Type Window SHGC Hgt. Wd. Overhang Len. Hgt. LExt. Left Fin Right Fin RExt. Dist. Len. Hgt. Dist. Len. Hgt. 30 Drapery 0.68 Bug Screen 0.76 4.5 4.0 2.0 0.1 2.0 2.0 31 Drapery 0.68 Bug Screen 0.76 4.5 3.0 2.0 0.1 2.0 2.0 32 Drapery 0.68 Bug Screen 0.76 4.5 2.4 2.0 0.1 2.0 2.0 33 Drapery 0.68 Bug Screen 0.76 2.02 0 2.0 01-2.0 2.0 34 Drapery 0.68 Bug Screen 0.768 0 30 2 0 01 2.0 2.0 35 Drapery 0.68 Bug Screen 0.76 10 _U 2.0 01 _2_0 _ _a 36 Drapery 0.68 Bug Screen 0.76 8.0 2.5 2.0 0.1 2.0 _ 2.0 37 Drapery 0.68 Bug Screen 0.76 8.0 3.0 2.0 0.1 2.0 _ 2.0 38 Drapery 0.68 Bug. Screen 0.76 1.0 2.5 2.0 0.1 2.0 _ 2.0 39 Drapery 0.68 Bug Screen 0.76 1.0 3.0 2.0 0.1 2.0 _ 2.0 40 Drapery 0.68 Bug Screen 0.76 8.0 1.4 2.0 0.1 2.0 _ 2.0 41 Drapery 0.68 Bug Screen 0.76 1.0 1.4 2.0 0.1 2.0 _ 2.0 42 Drapery 0.68 Bug Screen 0.76 8.0 4.0 2.0 0.1 2.0 _ 2.0 43 Drapery 0.68 Bug Screen 0.76 1.0 4.0 2.0 0.1 2.0 _ 2.0 44 Drapery 0.68 Bug Screen 0.76 6.0 2.0 2.0 0.1 2.0 _ 2.0 45 Drapery 0.68 Bug Screen 0.76 6.0 3.0 2.0 0.1 2.0 _ 2.0 46 Drapery 0.68 Bug Screen 0.76 8.0 3.0 6.0 0.1 6.0 _ 6.0 47 Drapery 0.68 Bug Screen 0.76 1.0 3.0 6.0 0.1 6.0 _ 6.0 48 Drapery 0.68 Bug Screen 0.76 6.0 2.0 2.0 0.1 2.0 _ 2.0 EnergyPro 2.1 By EnergySoft User Number: 2655 Job Number: Page:12 of 27 1 R. Computer Method Summary (Part 3 of 3)• C -2R Tradition Community 6/5/01 Project. Title Date THERMAL MASS FOR HIGH'MASS DESIGN Area Thick. Heat, Inside Location Type (sl) (in.) Cap. Cond. Form 3 Reference R -Val.• Comments PERIMETER LOSSES 1 For small gas storage (rated input <= 75000 Btu/hr), electric resistance and heat pump water heaters, list energy factor. For large gas storage water heaters (rated input > 75000 Btu/hr), list Rated Input, Recovery Efficiency and Standby Loss. For instantaneous gas water heaters, list Rated Input, and Recovery Efficiency. REMARKS Run Initiation Time: 06105/0100:39:13 Run Code: 991730353 EnergyPro 2.1 By EnergySoft I User Number: 2655 • Job Number: Page: 13 of 27 F2 Insulation Type Length Factor R -Val. Depth Location / Comments Slab Perimeter 210 0_76 0.0 0 Living/Dining/Entry Slab Perimeter 87 AM 0.0 • 0 Guest House 2 Slab Perimeter 82 0_76 0 0 0 Guest House 1 Slab Perimeter 162 0.76 0.0 0- Master Bedroom Slab Perimeter 94 0_76 0.0 0 Bedrooms HVAC SYSTEMS Heating Equipment Minimum r Distribution Type Type (furnace, heat Efficiency and Location Duct Thermostat Location / pump, etc.) (AFUE/HSPF)(ducts/attic, etc.) R -Value Type Comments Central Furnace 80%AFUE Ducts in Attic - 44-2 Setback Living/Dining/Entry Central Furnace 80%AFUE Ducts in Attic 4.2 Setback Guest House 2 Central Furnace 80%AFUE Ducts in Attic •4.2 Setback Guest House 1 Central Furnace 80% AFUE Ducts in Attic 4.2 Setback Master Bedroom Hydronic Piping Pipe Pipe Insul. { System Name Length Diameter Thick. Cooling Equipment Minimum . Duct - r Type (air conditioner, Efficiency Location Duct Thermostat Location / heat pump, evap. cooling) (SEER) (attic, etc) • R -Value Type Comments, - Split Air Conditioner 12.3 SEEK Ducts in Attic 4.2 ..- Setback Living/Dining/Entry Split Air Conditioner 12.1 SEER Ducts in Attic ` 4.2 Setback Guest House 2 Split Air Conditioner 12.4 SEER • Ducts in Attic 42 Setback Guest Housed Split Air Conditioner 12.7 SEER Ducts in Attic 4.2 Setback Master Bedroom WATER HEATING SYSTEMS Ratedl Tank Energy Fact. j Tank Insul. Water Heater Water Heater Distribution '# in Input Cap. or Recovery 'Standby R -Value System Name Type Type Syst. (Btu/hr) (gal) - Efficiency Loss (%) Ext. Standard Gas 50 gal or Less Small Gas Standard 1 40,000 50 0.53 - n/a 12 A O SMITH WATER PRODUCTS -FW- Small Gas Standard 1 75.000 ' 100 , 0.43 n/a . i, 12 1 For small gas storage (rated input <= 75000 Btu/hr), electric resistance and heat pump water heaters, list energy factor. For large gas storage water heaters (rated input > 75000 Btu/hr), list Rated Input, Recovery Efficiency and Standby Loss. For instantaneous gas water heaters, list Rated Input, and Recovery Efficiency. REMARKS Run Initiation Time: 06105/0100:39:13 Run Code: 991730353 EnergyPro 2.1 By EnergySoft I User Number: 2655 • Job Number: Page: 13 of 27 Computer Method Summary- (Part 3 of 3) C -2R Tradition Community . 6/5/01 Project Title Date THERMAL MASS FOR HIGH MASS DESIGN Area Thick. Heat Inside Location Type (sf) (in.).' Cap. Cond.. Form 3 Reference R -Val. Comments PERIMETER LOSSES F2 Insulation Type Length Factor R -Val. Depth Location / Comments Slab Perimeter 226 0.76 0 0 0 Kitchen/Family HVAC SYSTEMS _ Heating Equipment Minimum*, • Distribution Type Type (furnace, heat Efficiency and Location Duct Thermostat Location / pump, etc,) (AFUE/HSPF)(ducts/attic, etc.) R -Value' Type Comments Central Furnace 80%AFUE Ducts in Attic 4.2 Setback Bedrooms Central Furnace 80% AFUE Ducts in Attic 4.2 Setback Kitchen/Family 1 For small gas storage (rated input <= 75000 Btu/hr), electric resistance and heat pump water heaters, list energy factor. For large gas storage water heaters (rated input > 75000 Btu/hr), list Rated Input, Recovery Efficiency and Standby Loss. " For instantaneous gas water heaters, list Rated Input, and Recovery Efficiency. Run Initiation Time: 06/05/01 09:39:13 Run Code: 991730353 EnergyPro 2.1 By EnergySoft User Number: 2655 Job Number. IPage 14 of 27 Hydronic Piping Pipe Pipe Insul. System Name Length Diameter Thick. Cooling Equipment Minimum Duct Type (air conditioner, Efficiency Location Duct Thermostat Location / heat pump, evap. cooling) (SEER) (attic, etc) R -Value Type Comments Split Air Conditioner 12.4 SEER Ducts in Attic 42 Setback Bedrooms Split Air Conditioner 12.3 SEER Ducts in Attic. 4.2 Setback Kitchen/Family WATER HEATING SYSTEMS Ratedl Tank Energy Facts 1 Tank Insul. Water Heater Water Heater Distribution # in Input Cap. or Recovery- Standby R -Value System Name Type Type Syst. (Btu/hr) (al) Efficiency - Loss (%) Ext 1 For small gas storage (rated input <= 75000 Btu/hr), electric resistance and heat pump water heaters, list energy factor. For large gas storage water heaters (rated input > 75000 Btu/hr), list Rated Input, Recovery Efficiency and Standby Loss. " For instantaneous gas water heaters, list Rated Input, and Recovery Efficiency. Run Initiation Time: 06/05/01 09:39:13 Run Code: 991730353 EnergyPro 2.1 By EnergySoft User Number: 2655 Job Number. IPage 14 of 27 Computer Method Summary (Addendum) C2 -R Tradition Community $/5/01 Project Title Date Special Features and Modeling Assumptions The local enforcement agency should pay special attention to the items specified in this checklist. These items require special written justification and documentation, and special verification to be used with the performance approach. The local anfnrramanf nnanry Aafarminac fha nrlanimry of fha i—fifirnfinn n't mw .a;arf . k..;IAc..- —elegy;"- ah..a..al.......:..........,...1:..,. Dasea on the adequacy of the special justitication and documentation submitted. Plan Field The DHW System "Standard Gas 50 gal or Less" Energy Factor = 0.530. An EF below 0.58 requires an R-12 External Blanket. The DHW System "A O SMITH WATER PRODUCTS FSG -100-230" Energy Factor = 0.430. An EF below 0.58 requires an R-12 } HERS Required Verification These features must be confirmed and/or tested by a certified HERS rater under the supervision of a CEC approved HERS .16W new vcnna.auvn amu YlalynYbllG WbUlllj U1 Ultlbtl lTltldburtlb Vn 8 Torm L' 17-01- Plan Field Run Initiation Time: 06/05/01 09:39:13 Run Code: 991730353 EnergyPro 2.1 By EnergySoft User Number: 2655 'Job Number: Page: 15 of 27 1HVAC SYSTEM HEATING AND COOLING LOADS SUMMARY PROJECT NAME DATE Tradition Community 6/5/01 SYSTEM NAME FLOOR AREA Living/Dininq/Entry 1,330 Total Room Loads Return Vented Lighting Return Air Ducts Return Fan Ventilation Supply Fan Supply Air Ducts TOTAL SYSTEM LOAD COIL COOLING PEAK COIL HTG. PEAK CFM Sensible Latent CFM Sensible 1,216 21,663 618 580 21,960 105.8 °F 0 Outside Air 1,083 1,098 0 0 0 0 0 0 0 ROOMS 0 0 1,083 1,098 23,8301 618 24 156 LENNOX HS26-060-2P 38,775 14,105 80,000 Total Adjusted System Output 38,775 14,105 80,000 (Adjusted for Peak Design Conditions) TIME OF SYSTEM PEAK Aug 2 pm Jan 12am EATING SYSTEM PSYCHROMETRICS Airstream Temperatures at Time of Heating Peak 26.0 OF 69.5 OF 105.8 °F 105.8 OF Outside Air 0- Supply Air Ducts 0 cfm Heating Coil Supply Fan 105.3 °F 2055 cfm ROOMS 69.5 OF 70.0 OF Return Air Ducts `► 11 DOLING SYSTEM PSYCHROMETRICS Airstream Temperatures at Time of Cooling Peak 111.0 / 77.4 OF 78.5 / 65.7 OF 60.9 / 59.7 OF 60.9/59 7 OF 01 dir Outside Air * Supply Air Ducts 0 cfm Cooling Coil Supply Fan 61.4 / 59.9 OF 2055 cfm ROOMS 52.0% R.H. 78.5/65.7 °F 78.0/65.6 OF h Return Air Ducts `{ EnergyPro 2.1 By EnergySoft User Number. 2655 Job Number: Page: 16 of 27 HVAC SYSTEM HEATING AND COOLING LOADS SUMMARY PROJECT NAME DATE Tradition Community 6/5/01 SYSTEM NAME FLOOR AREA Guest House 2 477 Number of Systems 1 Heating System Output per System 37,000 Total Output (Btuh) 37,000 Output (Btuh/sqft) 77.6 Cooling System Output per System 23,400 Total Output (Btuh) 23,400 Total Output (Tons) 2.0 Total Output (Btuh/sqft) 49.1 Total Output (sgft/Ton) 244.6 Air System CFM per System 1,215 Airflow (cfm) 1,215 Airflow (cfm/sgft) 2.55 Airflow (cfmlTon) 623.1 Outside Air (%) 0.0 Outside Air (cfmisqft) 0.00 Note: values above given at ARI conditions Total Room Loads Return Vented Lighting Return Air Ducts Return Fan Ventilation Supply Fan Supply Air Ducts TOTAL SYSTEM LOAD COIL COOLING PEAK COIL HTG. PEAK CFM I Sensiblel L I CFM I Sensible 912 8,910 222 317 9,41 0 445 47 0 0 0 0 0 0 0 0 0 445 471 9 80 222 10 352 LENNOX HS26-024-2P 12,761 9,348 37,000 Total Adjusted System Output 12 76 9,348 37,000 (Adjusted for Peak Design Conditions) TIME OF SYSTEM PEAK Aug 2 pm Jan 12 am EATING SYSTEM PSYCHROMETRICS Airstream Temperatures at Time of Heating Peak 26.0 of 69.6 of 69.6 OF 98.0 of Supply Air Ducts Outside Air ` 0 " 0 cfm Supply Fan Heating Coil 97.7 of 1215 cfm ROOMS 69.6 of 70.0 of Return Air Ducts I Temperatures at Time of Coo 111.0 / 77.4 of 78.3 / 68.4 of 78.3 / 68.4 of 68.5 / 65.4 of Supply Air Ducts Outside Air 0 cfm Supply Fan Cooling Coil 68.9 / 65.5 of 1215 cfm 61.5% R.H. ROOMS 78.3/68.4 of 78.0 / 68.3 of Return Air Ducts EnergyPro 2.1 By Energysoft User Number: 2655 Job Number: Page: 17 of 27 HVAC SYSTEM HEATING AND COOLING LOADS SUMMARY PROJECT NAME DATE Tradition Community 6/5/01 SYSTEM NAME FLOOR AREA Guest House 1 420 SYSTEM LOAD Total Room Loads Return Vented Lighting Return Air Ducts Return Fan\ Ventilation Supply Fan Supply Air Ducts TOTAL SYSTEM LOAD COIL COOLING PEAK COIL HTG. PEAK CFM I Sensible Latent CFM I Sensible 523 6,798 195 280 8,332 0 340 417 0 0 0 0 Oil 0 0 0 0 3401 1 417 7 478 195 9 165 LENNOX HS26-030-2P 16,471 11,291 37,000 Total Adjusted System Output 16,47 11,291 37,000 (Adjusted for Peak Design Conditions) TIME OF SYSTEM PEAK Aug 2 pm Jan 12 am EATING SYSTEM PSYCHROMETRICS Airstream Temperatures at Time of Heating Peak 26.0 OF 69.7 OF 69.7 OF 98.1°F O s Supply Air Ducts Outside Air 0 cfm ':..> 97.8 °F Supply Fan Heating Coil 1215 cfm ROOMS 69.7 OF 70.0 OF 11.0 / 77.4 OF Outside Air 0 cfm 78.3/68.4 °F K Return Air Ducts `{ 78.3 / 68.4 OF 78.3 / 68.4 OF M 65.6 / 64.4 OF Supply Fan Cooling Coil 1215 cfm of Cool )% Return Air Ducts `S Supply Air Ducts 65.9/64.5OF 61.5% R.H. ROOMS 78.0 ! 68.3 OF EnergyPro 2.1 By EnergySoft User Number: 2655 Job Number: Page:16 of 27 1HVAC SYSTEM HEATING AND COOLING LOADS SUMMARY PROJECT NAME DATE Tradition Community 6/5/01 SYSTEM NAME FLOOR AREA Master Bedroom 940 Number of Output per System Output per System 71,000 Total Output (Btuh) 42,000 71,000 Output (Btuh/sgft) Total Output (Btuh/sgft) 75.5 Cooling System Output per System 42,000 Total Output (Btuh) 42,000 Total Output (Tons) 3.5 Total Output (Btuh/sgft) 44.7 Total Output (sgft/Ton) 268.6 CFM per System Airflow (cfm) Airflow (cfm/sgft) Airflow (cfm/Ton) Outside Air (%) Outside Air (cfm/sgft) Note: values above given at ARI conditions 26.0 of Outside Air 0 cfm 69.2 of Total Room Loads Return Vented Lighting Return Air Ducts Return Fan Ventilation Supply Fan Supply Air Ducts TOTAL SYSTEM LOAD COIL COOLING PEAK COIL HTG. PEAK CFM I Sensible Latent CFM I Sensible 1,516 24,200 2,24 545 24,880 0 1,210 1,244 0 0 0 0 0 o 0 0 0 1,210 1,244 26,6201 2 24 27 368 1,500 1,500 LENNOX HS26-042-2P 26,366 12,452 71,000 1.60 428.6 0.0 Total Adjusted System Output 26,366 12,a52 71,000 (Adjusted for Peak Design Conditions) 0.00 TIME OF SYSTEM PEAK Aug 2 pm Jan 12 am (Airstream Temperatures at Time of Heatina Peakl 69.2 of 69.2 of . 113.4 of e_ -1-171n7 Supply Fan Heating Coil 1500 cfm 1% Return Air Ducts `{ Supply Air Ducts 112.60F ROOMS 70.0 of . I COOLING SYSTEM PSYCHROMETRICS Airstream Temperatures at Time of Cooling Peak 111.0 / 77.4 of 78.8 / 67.1 of 78.8167.1 of 62.4 / 61.3 of Supply Air Ducts 04 Outside Air ..^ ,r ,• 0 cfm Supply Fan Cooling Coil 63.1 / 61.6 of All il, 1500 cfm 56.4% R.H. ROOMS 78.8/67.1 of 78.0 ! 66.9 of I Return Air Ducts `S EnergyPro 2.1 By EnergySoft User Number: 2655 Job Number: Page: 19 of 27 1HVAC SYSTEM HEATING AND COOLING LOADS SUMMARY PROJECT NAME DATE Tradition Community 6/5/01 SYSTEM NAME FLOOR AREA Bedrooms c;j;n Number of Systems 1 Heating System Output per System 37,000 Total Output (Btuh) 37,000 Output (Btuh/sgft) 67.3 Cooling System Output per System 29,400 Total Output (Btuh) 29,400 Total Output (Tons) 2.5 Total Output (Btuh/sgft) 53.5 Total Output (sgft/Ton) 224.5 Air System CFM per System 1,215 Airflow (cfm) 1,215 Airflow (cfm/sgft) 2.21 Airflow (cfm/Ton) 495.9 Outside Air (%) 0.0 Outside Air (cfm/sgft) 0.00 Note: values above given at ARI conditions 26.0 OF Outside Air 0 cfm 69.7 of Total Room Loads Return Vented Lighting Return Air Ducts Return Fan Ventilation Supply Fan Supply Air Ducts TOTAL SYSTEM LOAD COIL COOLING PEAK ICOILHTG.PEkK CFM Sensible Latent I CFM I Sensible 572 7,409 256 300 8,912 0 370 446 0 0 0 0 0 0 0 0 0 370 446 1 8,149 256 9 803 LENNOX HS26-030-21P 16,466 11,312 37,000 Total Adjusted System Output --- 16,466 11,312 37,000 (Adjusted for Peak Design Conditions) TIME OF SYSTEM PEAK Aug 2 pm Jan 12 am ,earn Temperatures at Time of Heatina Peak1 69.7 OF 69.7 OF 98.10F Supply Fan Heating Coil 1215 cfm h Return Air Ducts 4 ► Supply Air Ducts 97.7 OF ROOMS 70.0 OF I DOLING SYSTEM PSYCHROMETRICS Airstream Temperatures at Time of Cooling Peak 111.0 / 77.4 of 78.3 / 68.4 of 78.3 / 68.4 of 65.6 / 64.4 OF Jw Supply Air Ducts Outside Air 0 cfm Supply Fan Cooling Coil 65.9 / 64.5 OF 1215 cfm 61.6% R.H. ROOMS 78.3/68.40F 78.0/68.3OF vuvua EnergyPro 2.1 By EnergySoft User Number: 2655 Job Number: Pape:20 of 27 [HVAC SYSTEM HEATING AND COOLING LOADS SUMMARY PROJECT NAME Tradition Community DATE 6/5/01 SYSTEM NAME FLOOR AREA Kitchen/Family 1,470 Number of Systems 1 Heating System Output per System 80,000 Total Output (Btuh) 80,000 Output (Btuh/sgft) 54.4 Cooling System Output per System 58,500 Total Output (Btuh) 58,500 Total Output (Tons) 4.9 Total Output (Btuh/sgft) 39.8 Total Output (sgft/Ton) 301.6 Air System CFM per System 2,055 Airflow (cfm) 2,055 Alrflow (cfm/sgft) 1.40 Airflow (cfm/Ton) 421.5 Outside Air (%) 0.0 Outside Air (cfm/sgft) 0.00 Note: values above given at ARI conditions Total Room Loads Return Vented Lighting Return Air Ducts Return Fan Ventilation Supply Fan Supply Air Ducts TOTAL SYSTEM LOAD COIL COOLING PEAK I COIL HTG. PEAK CFM I Sensiblel Latent I I CFM I Sensible 1,042 18,667 684 503 19,125 0 933 956 0 0 0 0 0 0 0 0 0 933 956 20 533 684 21 038 LENNOX HS26-060-2P 38,683 14,177 80,000 Total Adjusted System Output38,683 14,177 80,000 (Adjusted for Peak Design Conditions) TIME OF SYSTEM PEAK Aug 2 pm Jan 12 ann EATING SYSTEM PSYCHROMETRICS Airstream Temperatures at Time of Heating Peak 26.0°F 69.6°F 105.9°F 105.9°F Supply Air Ducts Outside Air Q >s, 0 cfm 105.4 OF Heating Coil Supply Fan 2055 cfm ROOMS 70.0 OF 69.6 OF % Return Air Ducts %i DOLING SYSTEM PSYCHROMETRICS Airstream Temperatures at Time of Cooling Peak 111.0 / 77.4 of 78.4 / 65.7 OF 60.9 / 59.7 OF 60.9 / 59.7 of Supply Air Ducts Outside Air 0 0 cfm Cooling Coil Supply Fan 61.3 / 59.9 OF 2055 cfm 52.0% R.H. ROOMS 78.4/65.7 °F 78.0 / 65.6 of h Return Air Ducts `S EnerovPro 2.1 By EnerpySoft User Number: 2655 Job Number: Page:21 of 27 1 ROOM LOAD SUMMARY PROJECT NAME Tradition Community DATE 6/5/01 SYSTEM NAME ' Living/Dining/Entry FLOOR AREA 1,330 ROOM LOAD SUMMARY ROOM COOLING PEAK COIL COOLING PEAK COIL HTG. PEAK ZONE NAME ROOM NAME Mult. CFM' SENSIBLE LATENT CFM SENSIBLE LATENT CFM SENSIBLE Livin /Dinin /Ent Living/Dining/Entry 1 1216 21,663 618 1,216 21,663 618 580 21,960 PAGE TOTAL 1 1,2161 21,663. 618 _ TOTAL 1 1,216 21,663 618 580 21,960 580 21,960 EnergyPro 2.1 By EnergySoft User Number. 2655 Job NumberPage 22 of 27 A ROOM LOAD SUMMARY PROJECT NAME Tradition Community, DATE 6/5/01 SYSTEM NAME Guest House 2 FLOOR AREA 477 ROOM LOAD SUMMARY ROOM COOLING PEAK COIL COOLING PEAK COIL HTG. PEAK ZONE NAME ROOM NAME Mult. CFM SENSIBLE LATENT CFM SENSIBLE LATENT CFM SENSIBLE Guest House 2 Guest House 2 1 912 8,910 - 222 912 8,910 222 317 9,411 PAGE TOTAL 9121 8,910 222 317 . 9,411 TOTAL 912 8,910 222 317 9,411 EnergyPro 2.1 By EnergySoft User Number: 2655 Job Number: Page:23 of 27 ROOM LOAD SUMMARY PROJECT NAME Tradition Community DATE 6/5/01 SYSTEM NAME Guest House 1 FLOOR AREA 420 ROOM LOAD SUMMARY ROOM COOLING PEAK COIL COOLING PEAK COIL HTG. PEAK ZONE NAME ROOM NAME Mult. CFM SENSIBLE LATENT CFM SENSIBLE LATENT CFM SENSIBLE Guest House 1 Guest House 1 1 523 6,798 195 523 6,798 195 280 8,332 r PAGE TOTAL 1 5231 6,798 195 280 8,332 TOTAL 523 6,798 195 280 8,332 EnergyPro 2.1 By EnergySoft User Number: 2655 Job Number: Page:24 of 27 ROOM LOAD SUMMARY PROJECT NAME ' Tradition Community DATE 6/5/01 SYSTEM NAME Master Bedroom FLOOR AREA 940 ROOM LOAD SUMMARY ROOM COOLING PEAK COIL COOLING PEAK COIL HTG. PEAK ZONE NAME ROOM NAME Mult. CFM SENSIBLE LATENT CFM SENSIBLE LATENT CFM SENSIBLE Master Bedroom Master Bedroom 1 1,516 24,200 2,241 11516 24,200 2,241 545 24,880 ' r ,r ' PAGE, TOTAL TOTAL 1,516. 24,200 2,241 545 24,880 .1,516 .24,200 2,241 545, 24,880 I EnergyPro 2.1 By EnergySoft User Number: 2655 Job Number: Page:25 of 27 ROOM LOAD SUMMARY PROJECT NAME Tradition Community DATE 6/5/01 SYSTEM NAME Bedrooms FLOOR AREA 550 ROOM LOAD SUMMARY ROOM COOLING PEAK COIL COOLING PEAK COIL HTG. PEAK ZONE NAME ROOM NAME Mult. CFM SENSIBLE LATENT CFM SENSIBLE LATENT CFM SENSIBLE Bedrooms Bedrooms 1 572 7,409 256 572 7,409 256 300 8,912 PAGE TOTAL 1 5721 7,409 256 TOTAL 1 572 7,409 256 300 8,912 300 8,912 EnergyPro 2.1 By EnergySoft User Number: 2655 Job Number: Page:26 of 27 FROOM LOAD SUMMARY PROJECT NAME DATE Tradition Community, 6/5/01 . SYSTEM NAME FLOOR AREA Kitchen/Family 1,470. ROOM LOAD SUMMARY ROOM COOLING PEAK COIL COOLING PEAK COIL HTG. PEAK ZONE NAME ROOM NAME Mult. CFM SENSIBLE LATENT CFM SENSIBLE LATENT CFM SENSIBLE Kitchen/Family Kitchen/Family I I 1 1,042 18,667 - 684 1,042 18,667 684 503 19,125 f PAGE TOTAL 1 1,042 18,6671 684 TOTAL 1,042 18,667 684 503 19,125 F 503F 19,125 EnergyPro 2.1 By EnergySoft User Number: 2655 Job Number: Page:27 of 27 J REXCO ELECTRICAL ; CONTRACTOR Custom Residence 78-206 Masters Circle La Qulnta , CA. Electrical Load Calculations General load @ 3 watts per square foot (6187 X 3) 166610.0 Small appliance circuits (1500 X 2) 3000.0 Laundry Clrcult - 1500.0 Ovens/Range 10000,0 Dishwasher 1800.0 . Disposal 900.0 Washer 1200.0 Dryer 5500.0 Refrigerator 1800.0 Microwave 1500.0 Compactor 1800.0 Spa tub 1800.0 Landscape lighting 4000.0 PARTIAL LOAD 50361.0 First 10 KVA @ 100% 10000.0 Remainder @ 40% 16144.0 . Air conditioning @ 100° 52800.0 Pool/Spa/Waterfeature Equipment @ 100°x6 12000:0 TOTAL LOAD 80844.0 _205 c¢ CITY OF LA OUINTA 240 VOLTS /90944 WATTS= 379 AMPS BUILDING &SAFETY DEPT. o APPROVE®. USE 900 AMP MAIN SERVICE FOR CONSTRUCTION DATE S' l• 01 BY Lic. #611016 OKI Sc ' 78-900 Anchovy Rd, Bermuda Dunes, CA 92201, (760) 345-8051 REXCO ELECTRICAL CONTRACTOR SINGLE LINE DIAGRAM - SUB PANEL"B 2" PVC w/3 #2 CU & 1 #6 100 AMP LOAD CENTER M.L.O. j 12/24 CIRCUIT SUB PANEL "A" " PVC w/3#3/0 cu & 196 94 CU BOND TO 600 AMP MAIN SERVICE COLD H2O & GAS 11 4'PVC w/3#6cu & 1#8 200 AMP 120/2401 PHASE 3W S LOAD CENTER SUR PANEL M.L.O. 'ID 60 AMP 12-24 CIRCUIT 30/40 CIRCUIT r 2" PVC w/3# /0 CU & 1#6 SUB PANEL "C" CONDUIT(S) PER S.C.E. TO POWER CO- P.O.C. 200 AMP LOAD CENTER M.L.O. . UFE GROUND 2/0 CU 30/40 CIRCUIT N Lic. #611016 . 78-900 Anchovy Rd., Bermuda Dunes, CA 92201, (760)345-8051 r' 71-7" 60_4" J- '-9 t 3't.-1* _T-1 __a '-9" T-0" T 6" 4 - i - ---- -T-r- 3 i -i 3-- ON IN CLO 1 HL. J .................. .- ._._ 301 GUEST HQJSE 1 / U7 ■ ` GUEST BEDRCIOM - 5" / eoj%) 3'-10" 3' 303ix BATH — ♦ / a" _6 2 71_3• 3'-3 1/2" 7'-o' ,, - (? jv 11 zl , ,^A, ^A, 0- A- , s x s x C • - _ -125 -7 31-15 aa-_tt--Q , y a 9 STRONG-WA..LTM SHEARWALL nnn nTnnLlll 1AI111 1 SIMPSON P Inlvunnu U l l lue.0 .. . . W H (in) (in) T (in) Number of Fasteners in Top of Wall Number of Mudsill Anchors Holdown Reaction at Strength Limit State (lbs) Woldown Reaction at Allowable Shear (lbs) Haldown2 Anchor Bolls Dri11 et Allowable Allowable Shear V Shear V Load (Ib) (in) Allowabie Shear V Load (Ib/ft) Max. Wali Weight (lbs) joNo. x8 18 93Ya 3y 9-SDSyx62 je 201x8 23960 2390 2-SSTB28 835 .423 557 85 24 93Ya 3y2 12 SDSyx6 2- 16470 3070 2 SSTB28 1610 .389 80x8 532 91 32 93}, 3y 16-SDSy,x6 2-% 20670 7100 2-SSTB28 2865 .377 108x8 712 116 48 93y 3y 24-SDSy,x6 3-% 19920 5900 2-SSTB28 4545 .3808x9 .421 892 149 18 105}', 3yz 9-SDSyx6 2-% 23270 2970 2-SSTB28 1080 .371 722 94 SW24x9 24 105y, 3Y212-SDSy,x6 3y 2-% 21540 3560 2-SSTB28 1585 .396 793 101 SW32x9. 32 105y, 3y 16-SDSyx6 2-% 21510 4960 2-SSTB28 2600 .427 975 128 SW48x9 48 105y, 3y 24-SDSyx6 3-% 20520 6190 2-SSTB28 4370 :439 1093 165 165SW24x10-RF 24 117y 3y 12-SDSyx6 2-% 22740 3730 2-SSTB28 1590 .446 797 111 P W24x10 32x10 32 117y, 3yz 16-SDSy,x6 2-% 19530 4670 2-SSTB28 2460 .453 923 134 W48x10.- 48 117y 3Yz 24 SDSyx6 3-% 21270 6680 2-SSTB28 4095 .435 1024 171 Q 0 .c QAlecn ci nna - ief FI nnR IAIIT14nilT SIMPSON TAKEUP DEVICE JUD1 Model No. W (in) H (in) T (in) Number of Fasteners in Top of Wail Number of Fasteners in Bottom of Wall Holdown Reaction at Strength Limit State (lbs) Holdown Reaction at Allowable Shear (lbs) z Drift at Holdown Allowable Allowable Anchor Shear V Shear V Bolls Load (Ib) (in) Allowable Shear V Load (Ib/ft) Max. Wail Weight (lbs) SW18x8-RF 18 93y, 3y 9-SDSy,x6 13-SDSy,x6 23960 2390 2-SSTB28 835 .423 557 85 SW24x8-RF 24 93y, 3y 12-SDSy,x6 16-SDSy,x6 21880 4010 2-SSTB28 1060 .445 532 91 SW32x8-RF 32 93y, 3y 16-SDSy,x6 20-SDSy,x6 22050 3960 2-SST628 1900 .409 712 116 SW48x8-RF 48 : 93y, 3y 24-SDSy,x6 28-SDSy,x6 24070 5640 2-SSTB28 3570 .421 892 149 SWI 8x9 -RF 18 105)/4 3y 9-SDSyx6 13-SDSy,x6 23940=SSTB288 23550 1580 710 .399 475 94 SW24x9-RF 24 105)/ 3y 12-SDSy,x6 16-SDSy,x6 216208 24840 3140 1010 .420 506 101 SW32x9-RF 32 105y, 3y 16-SDSyx6 20-SDSyx6 221408 26410 4610 1540 .439 576 128 SW48x9-RF 48 105y,, 3y 24-SDSyx6 28-SDSy,x6 239108 28680 6600 2860 .425 714 165SW24x10-RF 165 24 117)/, 3y 12-SDSy,x6 16-SDSy,x6 2398028 24350 2670 985 .425 493 111 SW32x10-RF 32 117)/, 3y 16-SDSy,x6 20-SDSy,x6 21900 4160 2.SSTB28 1640 .504 616 134 SW48x10-RF 48 117)/, 3y 24-SDSy,x6 28-SDSy,x6 23440 5700 2-SSTB28 2470 .429 618 171 Q RAISED FLOOR- 2nd FLOOR WITH SIMPSON TAKEUP DEVICE (TUD) Model No. W (in) H (in) T (in) Number of Fasteners in Top of Wali Number of Fasteners in Bottom Of Wall Holdown Reaction at Strength Limit State (lbs) Holdown Reaction a1 Allowable Shear (lbs) Holdown° s Anchor Allowable Drift at Allowable Shear U Shear V Load (lb) (in) Allowable Shear U Load (lb/ft) Max. Wall Weight (lbs) SW18x8-RF 18 93y, 3y 9-SDSy,x6 13-SDSy,x6 23800 2120 7/8" ATR & TUD 7/8-1 830 .377 555 1 85 SW24x8-RF 24 93y, 3y 12-SDSy,x6 16-SDSyx6 25400 3670 7/8" ATR & TUD 7/8-1 1320 .409 662 91 SW32x8-RF 32 93y, 3y 16-SDSy,x6 20-SDSy,x6 26140 5150 7/8" ATR & TUD 7/8-1 2010 .507 753 116 SW48x8-RF 48 93y 3y 24-SDSyx6 28-SDSyx6 29940 7120 7/8" ATR & TUD 7/8-1 3760 .450 939 149 SW18x9-RF 18 105)/, 3y 9-SDSy,x6 13-SDSy,x6 23550 1580 7/8" ATR & TUD 7/8-1 720 .349 477 94 SW24x9-RF 24 105)/ 3y 12-SDSy,x6 16-SDSy,x6 24840 3140 7/8' ATR & TUD 7/8-1 1130 .398 565 101 SW32x9-RF 32 105y, 3y 16-SDSyx6 20-SDSyx6 26410 4610 7/8" ATR & TUD 7/8-11 1750 .430 657 128 SW48x9-RF 1 48 105)/, 3y 24-SDSyx6 28-SDSyx6 28680 6600 7/8" ATR & TUD 7/8-11 3160 .478 790 165 SW24x10-RF 24 117)/, 3y 12-SDSy,x6 16-SDSy,x6 24350 2670 7/8" ATR & TUD 7/8-1 980 .388 491 ill SW32x10-RF 32 1 17y, 3y 16-SDSy,x6 20-SDSy,x6 25890 4140 7/8" ATR & TUD 7/8-1 1520 .419 570 134 SW48x10-RF 48 117)/ 3y 24-SDSyx6 I 28-SDSyx6 28120 1 6120 7/8" AT & TUD 7/8-1 2740 .466 686 171 1.For plywood shear panel, add "P" to model name (e.g. SW24x8P), 3.Recommended minimum 5/8' x 12' mudsill anchor. and multiply the table loads by 0.88. 4. All thread rod not supplied with Raised Floor walls. Minimum ASTM A307 required. 2.For two Uour applications use the SSTB34. For standard wall, with Engineer of record must specify ii high strength all rod is required, depending on load.. a secono story installed above, engineer of record must specdy if high strength anchorage is required, depending on load. 5. TUD 7/8-1 required to achieve the table loads. Not supplied with Raised Floor walls. The building designer shall verify that these details are consistent with the complete load path requirements of the structure. 18 HFAR WAT.T. gPTJVT)TTT F SHEAR CONVENTIONAL TJI JST. SW. TRANSFER SHEAR TRANSFER TJI BLK'G MICRO LAM RIMPLATE JST./B JST./BLK'G W/ SYMBOL (pLF) MATERIAL AND NAILING DESCRIPTION ANCHOR BOLT SCHED. MINIMUM BOTTOM NAILINGTO NAILS & BLOCKS SIMPSON CLIPS PLATES' SIMPSON CLIPS STUCCO WOVEN WIRE AND PORTLAND CEMENT PLASTER 5/8"0 ANCHOR BOLTS O 180 " 16 d ® 8O.C. 7/5" THICK #11 GAUGE 1 1/2" LANG 7/15" LEG @6" O.C. ® 48" O.C. A35 ® 24" O.C. 10 d ® 6' O.C. A @ 24'" O.C. 260 3/8" CDX PLYWOOD 8d @ 6" O.C. E.N. & 12' O.C. F.N. 5/8"0 ANCHOR BOLTS 16 d @ 6" O.C. 18 d @ 6" O.C. A35 @ 16" O.C. 10 d ® 4"' O.C. A35 @ 16" ® 36" O.C. STAGGERED O.C. 2 380 * 3/8" CDX PLYWOOD 8d @ 4" O.C. E.N. & 12' O.C. F.N. 5/8"0 ANCHOR BOLTS 16 d ® 4" O.C. 16 d ® 4" O.C. A35 ® 12' O.C. 10 d @ 4" O.C. A35 @ 12" O.C. @ 24" O.C. STAGGERED 490 * 3/8" CDX PLYWOOD 8d @ 3" O.C. E.N. & 12" O.C. F.N. 5/8"0 ANCHOR BOLTS @ 19" O.C. 16 d @ 3" O.C. A35 @ 8" O.C. A35 ® 8" ^ C. 50 1/2" GYPSUM BOARD 5d @ 7" O.C. 5/8"0 ANCHOR BOLTS - ® 48" O.C. 16 d ® 16" O.C. 16 d @ 12" O.C. A35 ® 24" O.C. 10 d ® 8" O.C. A35 ® 24" O.C. //5\ 63 1/2" GYPSUM BOARD Sd @ 4" O.C. 5/8"0 ANCHOR BOLTS ® 49' O.C. 16 d ® 16" O.C. 16 d ® 8" O.C. A35 ® 24" O.C. 10 d ® 8" O.C. A35 @ 24" O.0". 75 1/2" GYPSUM BOARD 5d @ 4" O.C. BLOCKED 5/8"0 ANCHOR BOLTS 048" O.C. 16 d @ 12" O.C. 16 d @ 8" O.C. A35 @ 24" O.C_ 10 d @ 8" O.C. A35 @ 24" O.C..; 73 5/8" GYPSUM BOARD 6d @ 4" O.C. s/5"o ANcxO BOLTS @ 48' O.C. 16 d @ 12" O.C. 16 d @ 8" O.C. A35 ® 24" O.C. 10 d @ 8" O.C. A35 @ 24" O.C. ®5/8"0 88 5/8" GYPSUM BOARD 6d @ 4' O.C. BLOCKED ANCHOR BOLTS @ 48" O.C. 16 d @ 12" O.C. 16 d @ 8" O.C. A35 @ 24" O.C. 10 d @ 8" O.C. _ A35 @ 24" O.C.. 550 * 1/2" CDX PLYWOOD Bd ®4" O.C. E.N. & 12" O.C. F.N. STRUC 1 5/8"0 ANCHOR BOLTS ® 17" O.C. 16 d @ 3" O.C. A35 @ 8" O.C. A35 @ 8" O.C. 665 * 1/2". CDX PLYWOOD 10d 0 3" O.C. E.N. & 12" O.C. F.N. STRUC 1 5/8"o ANCHOR BOLTS 3/8ex6" LAGS & 8" O.0 ON 3x MEMBER (STUD & SILL PLATE) @ 22" O.C. INTO 4x BLK'G A35 @ 8" O.0 A35 @ 8" O:C.. `f 730 * ON 3xXPLYWOOD F.N. STRUC 1 O& 5/8"0 BOLTS IN GS 0 8" O.C. f0 MEMBERB (STUD SILL&PLATE) b" O.C. INTO 4x BL1C G A35 @ 6" O.C. A35 05".o.c. 1/2';CDX PLYWOOD lOd ®2" O.C. E.N. & 12' O.C. F.N. STRUC 1 870 * ON 3x MEMBER 5/8"0 ANCHOR BOLTS 3/80x6" LAGS ®6' O.C. A35 @ 6" (STUD & SILL PLATE) @ 16" O.C. INTO 4x BLK'G FOOT NOTES ALL ANCHOR BOLTS 10" LONG, NAILS THROUGH PL. INTO BLK'G ALTERNATIVE " TO ANCHOR BOLTS AT'SAME SPACING AS ABOVE IS: ATTACH SILL PLATE TO 2000 PSI. FOUNDATION WITH -A307-5/8" DIAMETER RAMSET' ANCHORS W/ 3" MIN. EMBEDMENT (ICBG #2391) SHEARWALL NOTES: I. STUCCO AND/OR W/ VENEER OVER A PLYWOOD SHEARWALL WILL BE WATERPROOF WITH A MIN OF (2) LAYERS OF 15 LB PAPER. 2. ONLY COMMON NAU S ARE TO BE USED FOR ALL PLYWOOD SHEARWALLS. 3. NAIL GUNS USING "CLIPPED HEAD" OR "SINKER" NAILS ARE NOT ACCEPTABLE 4. ALL BOLT HOLES TO BE DRILLED 1/32" MIN. TO 1/16" MAX OVERSIZED. 5. USE DOUGLAS FIR ,#2 PRESSURE TREATED SILL PLATES. ENGINEER TO BE NOTIFIED FOR REDESIGN IF OTHER SPECIES SILL PLATES ARE USED (OR ARE A PART OF EXISTING BUILDING). * IF THE SHEARWALL IS DOUBLE SIDED ALL REQUIRED SPACING MUST BE REDUCED BY 50% * 6. 3x SILL PLATE RQUIRED; 3x STUDS AT PANEL JOINTS REQUIRED. SIMPSON HOLDOWN CAPACITIES HD2A WITH 6x6 POST = 2760# HDITA WITH 6x6 POST = 3980# HD6A WITH 6x6 POST = 5510# • PENDING ICBO APPROVAL SHEARWALL SCHEDULE SCALE: N.T.S. 1 Z YOUNG ENGINEERING SERVICES Engineering Architecture•Surveying• Building & Safety Services Letter of Transmittal To: City of La Quinta Date: 10/3/01 Project: 78-205 Masters Circle Rev. Guest house Attn: Greg Butler W.O.: Tel No.: Tract No.: We are forwarding: By Messenger By Mail X Your Pickup No. of Copies Description: 1 Plans (City approved set) 1 Structural calculations (City approved set) 1 Truss calculations (City approved set) 1 Structural calculations (revised shearwalls @ guest house) a• Comments: Structural calculations for revised shear walls at guest house #1 are approvable. This Material Sent for: Your Files X Per Your Request Your Review Approval Checking At the request of: Other By: John W. Thompson Phone # 760-342-9214 47-159 Youngs Lane, Indio, CA 92201 (760) 342-9214 Bronz Young SECTION 1 -- GENERAL (LOADS, CODES, MATERIALS AND SPECIFICATIONS) A. Gravity Loads Roof Dead Load Breakdown Roofing 12 'psf Plywood 2.8 psf Framing 3.2 psf Mise 2.5 psf Insulation 1.5 psf Mech/Elect 2 psf Subtotal 24 psf HENCE: Roof Dead Loads _. 24.00 psf Roof Live Loads = 20.00 psf B. Lateral Loads SEISMIC Seismic Design Base Shear (1997 UBC Section 1630.2. 1) Soil Profile = Sd Zone Factor = , 0.4 Seismic Coeff, Ca = 0.44 Na Near Source Na = 1.1 Coefficient R (1997 UBC Table 16-N) Block Bearing Walls, R =4.5 Steel OMRF, R =4.5 Light bearing walls R = 5.5 ' Cantilevered Cols, R = 2.2 Load divisor = 1.4 Seismic Shear, V = (3.0 Ca'I/R)W = (3.0x0.44x1.0/5.5) W V shear walls = 0.240W V cantilevered cols = 0.600 W Design V shear wall= (0.240/1.4) W = 0.170 W, .-r ;..•>• t?, s r ^ 1r Design V cantileverd (0.600/1.4) W = 0.428 W. C. Lateral Loads WIND Wind Speed = 80 mph Basic Wind Pressure 16.4 psf Exposure = C '. Factor, Ce _ 1.13 Factor, Cq = 1.3 Factor, 1 = 1 Effective Wind Pressure = gxCgxCexl = 16.4x1.13x1.3x1.0 = 24.09, say.24.0 psf - D. Code: 1998 CALIFORNIA BUILDING CODE.(•1997 UBC CODE PARAMETERS) E. Soils Parameters provided.by: q (allowable) 1000 psf, F. Material Parameters Steel Structural Steel Shapes/Plates ASTM A36 Structural Tubes ASTM A-500, Grade B Structural Pipes ASTM A-53, Grade B G. Concrete/Masonry Normal Weight f'c (28days) 2500 psi Masonry fm 1500 psi H. Lumber Lumber Douglas Fir Larch # 2 Manufactured Items Truss Joist TJI (ICBG APPROVAL NO: NER-200) I. BOLTS Typical ASTM A-307 High Strength ASTM A-325 only when noted J. WELDING .Typical E-70XX'electrodes T. SECTION 2 -- GRAVITY LOAD ANALYSIS BEAM TAG INFORMATION IS SHOWN ON THE FRAMING PLAN PROVIDED WITH PACKAGE 4 t F BEAM LOAD TABLES BASED ON BUILDING AND FRAMING GEOMETRY Roof Dead Load = e 24 psf; Roof Live Load _ 20 psf B- B- B -`2-i.. 13- \o -a c -c' 100 X B- B- rn•@7fe B- B -s :• 5 G a ,er on?c 13- 77 2 BEAM LOAD TABLES BASED ON BUILDING AND FRAMING GEOMETRY Roof Dead Load = 24 psi; Roof Live Load = 20 psf I,?- G-? f C L6 C,Lov Z G r BEAM LOAD TABLES BASED ON BUILDING AND FRAMING GEOMETRY Roof Dead Load = 24 psf; Roof Live Load = 20 psf Lot 84 Residence Roof System 1 Prepared by: jw Date: 4/18/01 BeamChek-2.2 Choice 6x 6 DF -L #2 BASE Fb = 700 ADJ Fb = 875 Conditions . 91 NDS Min Bearing Area R1= 1.2 int R2= 1.2 inz DL DO 0.05 in Data Beam Span 6.5 ft Reaction 1 -739 # Reaction 1 LL 325 # :Beam Wt per ft 7.35 # Reaction 2 739 # Reaction 2 LL 325 # Beam Weight 48 # Maximum V 739 # Max Moment 1201 '# Max V (Reduced) 635 # TL Max Defl L / 240 TL Actual DO L / 848 LL Max DO L / 360 LL Actual Defl_ L / >1000 Attributes Section (in 3) Shear (in') TL DO (in) LL Defl Actual 27.73 30.25 0.09 0.04 Critical 16.47 8.96 0.32 0.22 Status OK OK OK OK Ratio ' 59% 30% 28% 19%°. Fb (psi) Fv (psi) _..............:....._.......... :......._..... _. E (psi x mil) Fc I (psi) Values Base Values 700 $5 1.3 625 ' Base Adjusted 875 106 1.3 625 Adjustments CF Size Factor _. _.. 1.000 _ _ ... _ ....... _ ... :.. Cd Duration 1.25 1.25 Cr Repetitive Ch Shear Stress Cm Wet Use BeamChek has automatically added the beam self -weight into the calculations. Loads Uniform TL: 220 =A Uniform LL: 100 Uniform Load A R1 = 739 R2 =739 SPAN = 6.5 FT Uniform and partial uniform loads are lbs per lineal ft. Lot 84 Residence Roof System 2 Prepared by: jw Date: 4/18/01 BeamChek 2.2 Choice 1, 6x 6 DF -L #2 =- BASE Fb = 700 ADJ Fb = 875 =- ._._.-..__._......__...._..-.._.........._.........._..... ...... Conditions -----F------- ------- '91 NDS - ----- --- - - _ Min Bearing Area R1= 0.6 int R2= 0.6 int DL Defl <0.01 in. Data Beam Span 3.25 ft Reaction 1 369 # Reaction 1 LL .. 163 # Beam Wt per ft 7:35.# Reaction 2' 369 # Reaction 2 LL 163 # Beam Weight 24 # Maximum V 369 # Max Moment 300'# Max V (Reduced) 265 # TL Max Defl L / 240 TL Actual DO L / >1 000 LL Max Defl L / 360 LL Actual Defl L / >1000 Attributes Section (in3) Shear (int) TL Defl (in) LL DO Actual 27.73 30.25 0.01 <0.01 Critical 4.12 3.74 • 0.16 0.11 Status i OK OK OK OK Ratio 15% 12% 4% 2% Fb( psi) Fv (psi) E (psi x mil) Fc— (psi) Values Base Values —............ 700. __..._... _..............•_..._.._..........._....._ 85 . 1.3 625 Base Adjusted 875 106 1.3 625 Adiustments i CF Size Factor Cd Duration 1.25 1.25 Cr Repetitive j Ch Shear Stress Cm Wet Use .._....---- --- -.._. _ .. -_'C------ -- BeamChek has automatically added the beam self -weight into the calculations. Loads Uniform TL: 220 =A Uniform,LL: 100 Lot 84 Residence Roof System 3. Prepared by: jw Date: 4/18/01 BeamChek 2.2 Choice 6x 6 DF-L #2 BASE F6'='70 . 0 ADJ F = 875 . Conditions '91 NDS Min Bearing Area R1= 0.5 in R2= 0.5 inz DL Defl 0.02 in Data 'Beam Span 6.0 ft Reaction 1 330 # Reaction 1 LL 140 # Beam Wt per ft 7.35 # Reaction 2 330 # Reaction 2 LL 140 # Beam Weight 44 # Maximum V 330 # Max Moment 494'# Max V (Reduced) 279 # . TL'Max Defl L / 240 TL Actual DO L / >1000 I LL Max DO L/360 LL Actual Defl L / >1000 Attributes Section (in3) Shear(in') TL Defl (in) LL Defl Actual 27.73 30.25 0.03 0.01 Critical 6.78 3.94 0.30 0.20 Status OK OK OK OK Ratio 24% 131% 11% 7% Fb (psi) Fv (psi) E (psi x mil)_._....Fc-L (psi)_-_ _.. _ .. Values -Base Values 70.0 85 1.3 625 Base Adjusted 875 106 1.3 625 Adjustments CF Size Fector. 1.000 Cd Duration 1.25 1.25 Cr Repetitive, Ch Shear Stress' i Cm Wet Use BeamChek has automatically added the beam self-weight into the calculations. Loads Uniform TL: 103 =A Uniform LL: 47 Uniform Load A R1 = 330 R2 =330 SPAN = 6 FT Uniform and partial uniform loads are lbs per lineal ft. Lot 84 Residence Roof System 4 . Prepared by: jw Date: 4/18/01 BeamChek 2.2 Choice 6x 6 DF-L #2 i._.__.. BASE Fb =.700 AN Fb = 875 Conditions ........ _...: :.__...............__.._ '91 NDS _.._...._....._............._..._ .._......_..._.. _.._... .... Min Bearing Area R1= 0.9 in R2= 0.9 int DL Defl 0.03 in Data I Beam Span 6.0 ft Reaction.1 594 # Reaction 1 LL 260 #. Beam Wt per ft . 7.35 # Reaction 2 594 # Reaction 2 LL 26011, Beam Weight 44 # Maximum V 594 # Max Moment 890'# Max V (Reduced) 503 # TL Max Defl. L /240 TL Actual Defl L / >1000 LL Max Defl L / 360 LL Actual Defl L / >1000 Attributes Section (in') Shear (in 2) TL Defl (in) 'LL Defl Actual 27:23 30.25 0.06 0.03 Critical 12.21 7.10 0.30 0.20 Status I OK OK OK OK Ratio 44% 23% 19% 13% Fb (psi) Fv (psi) E (psi x mil) Fc I (psi) Values Base Values 700. 85 1.3 625 i.Base Adjusted 875 106 1.3 625 AdjustmentsCF Size Factor. 1:000 Cd Duration 1.25 1.25 Cr Repetitive Ch Shear Stress Cm Wet Use BeamChek has automatically added the beam self-weight into the calculations. . Loads Uniform TL: 191 = A Uniform LL: 87 Urnform Load A R1 = 594 R2 = 594 SPAN = 6 FT . Uniform and partial uniform loads are lbs per lineal ft Lot 84 Residence Roof System 5 Prepared by: jw Date: 4/18/01 BeamChek 2.2 Choice 6x 8 DF-L #2 BASE Fb = 700 ADJ Fb = 875 Conditions _ 91 NDS Min Bearing Area R1= 1.8 in' R2= 1.8 inz DL DO 0.06 in Data Beam Span 8.0 ft Reaction 1 1140 # Reaction 1 LL 500 # i Beam Wt per ft 10.02 # Reaction 2 1140# Reaction 2 LL 500 # Beam Weight 80# Maximum V 1140# . Max Moment 2280'# Max V (Reduced) 962 # TL Max DO L / 240 TL Actual Defl L / 920 LL Max Defl L / 360 LL Actual Defl L / >1000 Attributes, Section (in 3) Shear (in 2) TL Defl (in) LL DO Actual' 51.56 41.25 0.10 • 0.05 Critical 31.27 13.58 0.40 0.27. Status OK OK OK OK Ratio 61% 33% 26% 17% Fb (psi) Fv (psi) E (psi x mil) Fc I (psi) Values ; Base Values...:...._ 700..._ _..._..._...85. _ 1.3 :.. _..... 625 Base Adjusted 875 106 1.3 625 - Adjustment sCF Size Fac.. tor 1.000 _.....__.... _......__...__.. ......_.. _.__...............:...... Cd Duration . 1.25 1.25 Cr Repetitive Ch Shear Stress Cm Wet Use BeamCh.ek has automatically added the beam self-weight into the calculations. Loads Uniform TL: 275. = A Uniform LL: 125 Uniform Load A Lot 84 Residence Roof System g Prepared by: jw Date: 4/18/01 BeamChek 2.2 Choke -" ---`-- -BASE 6x 6 DF -L #2 Fb = 700 ADJ Fb = 875 Conditions '91 NDS Min Bearing Area R1= 1.7 inz R2= 1.7 in DL Defl 0.06 in Data Beam Span 6.0 ft Reaction 1 1078 # Reaction 1 LL 480 # Beam Wt per ft 7,35 # Reaction 2 1078 # Reaction 2 LL 480 # Beam Weight 44 # Maximum V 1078 # Max Moment 1617'# Max V (Reduced) 913 # TL Max DO L / 240 TL Actual DO L / 682 ! LL Max Defl L / 360 LL Actual Defl L/ >1000 Attributes Section (in') Shear (inz) TL Deft'(in) LL Defl Actual 27.73 30.25 0.11 0.05 Critical 22.18 12:89, 0.30 0.20 Status OK OK OK OK Ratio 80% 43% 35% 23% Fb (psi) Fv (psi) E (psi x mil) Fc -L (psi) Values (—Base Values 700 85 1.3 625 Base Adjusted 875 106 1.3 625 Adjustments ICF 8ize Factor 1.000 Cd Duration -1.25 1.25' Cr Repetitive Ch Shear Stress Cm Wet Use BeamChek has automatically added the beam self -weight into the calculations. Loads Uniform TL: 352 = A Uniform LL 160 Lot 84 Residence Roof System 7 Prepared by: jw Date: 4/18/01 BeamChek 2.2 Choice 6x 6 DF-L #2 BASE Fb = 700 ADJ Fb = 875 Conditions '91'NDS Min Bearing Area R1= 0.5 in'. R2= 0.5 int DL Defl <0.01 in. Data Beam Span 2.5 ft Reaction 1 284 # Reaction 1 LL 125 # Beam Wt per ft 7.35 # Reaction 2 284 # Reaction 2 LL 125 # Beam Weight 18 # Maximum V 284 # Max Moment 178'# Max V (Reduced) 180 # :'TL Max Defl L / 240 TL Actual Defl L / >1000 LL Max Defl L / 360 LL Actual Defl L / >1000 Attributes Section (in 3) Shear (int) TL Defl (in) LL DO Actual 27.73 30.25 0.00 <0.01 Critical I 2.44 2.54 0.13 0.08 Status i OK OK OK OK Ratio 9% 8% 2% " 1% Fb (psi) Fv (psi) (psi) E (psi x mil) Fc-L. Values 1 Base Values 700 85 1.3 625 Base Adjusted 875 106 1.3 625 Adjustments l CF Size Factor 1.000 _....__...._.._...:... _ ._.... Cd Duration 1:25 1.25 Cr Repetitive Ch Shear Stress Cm Wet Use _..._ _.............. BeamChek has automatically added the beam self-weight into the calculations. Loads Uniform TL:. 220 = A Uniform LL: 100 Uniform Load A R1 = 284 R2 = 284 SPAN = 2.5 FT Uniform and partial uniform loads are lbs per lineal ft. Lot 84 Residence Roof System 8 Prepared by:,jw Date: 4/18/01 BeamChek 2.2 Choice ,......... _....__.__ ._.... i 6x 6 DF -L #2 BASE Fb = 700 ADJ Fb = 875 Conditions '91 NDS Min Bearing Area R1= 1.5 inz R2= 1.5 inz,,DL Defl 0.02;in Data IBeam Span 4.5 ft Reaction 1 908 # Reaction 1 LL , 405 # Beam Wt per ft. 7.35 # ! Reaction.2 908 # Reaction 2 LL 405 # j Beam Weight 33 # Maximum V 908 # Max Moment 1021 '# Max V (Reduced) 723,# TL Max Defl L / 240 i TL Actual Defl L / >1000 LL Max Def] L/360 LL Actual Defl L / >1000 Attributes Section (in') Shear (in') . TL Defl (in) LL Defl Actual 27.73 30.25 0.04 0.02, Critical 14.00 10.20 0.22 0.15.-; Status OK OK ; OK OK Ratio 50% 34% ! 17% 11% ; Fb (psi) Fv (psi) E (psi x mil) Fc -L (psi) Values ------.._..__.alu....e.... , Base- Vs 700 85 625 1" 3 Base Adjusted 875, 106 1.3 625 Adjustments CF Size Factor 1.000 Cd -Duration 1.25 1.25 Cr Repetitive . Ch Shear Stress Cm Wet Use BeamChek has automatically added the beam self -weight into the calculations.., Loads Uniform TL: 396 = A Uniform LL:. UniformLoad A R1 =.908 R2 908 SPAN = 4.5 FT Uniform and partial uniform loads are lbs per lineal ft. LOT 84 RESIDENCE ROOF SYSTEM g Prepared by: jw Date: 4/18/01 BeamChek 2.2 Choice ; 5-1/8x 10-1/2 GLB 24F V4 DF/DF BASE F = 2400 ADJ Fb = 3000 Conditions Min Bearing Area R1= 5.9 int R2= 5.9 int DL Defl 0.23 in Suggested Camber 0.35 in Data Beam Span 13.0 ft. Reaction 1 3803 # Reaction 1 LL 1690 # !,Beam Wt,per ft 13.08 # - Reaction 2 3803.# Reaction 2 LL 1690 # Beam Weight - 170 # Maximum V 3803# Max Moment 12360'# Max V (Reduced) 3291 # TL Max Defl L / 240 TL Actual Defl L / 370 LL Max Def] L./ 360 LL Actual DO L / 832" Attributes Section (in') Shear (in Z) TL Defl (in) LL Defl Actual 94.17 53.81 0.42 0.19 Critical 49.44 20.79 0.65 0.43 Status OK OK OK OK Ratio1 52% 39% 65% 43% Fb (psi) Fv (psi) E (psi x mil) Fc-L (psi) - Values ! Base Values • 2400 190 1.8 650 Base Adjusted 3000 238 1.8 650 Adjustment s v Volume --.- 1.000 --- -- ---- —_..._-__._......-_.------.._._...__.-•-.- __-- Cd Duration 1.25 1.25 Cr Repetitive Ch Shear Stress Cm Wet Use _ .. __........... ._.:.......... ._.... BeamChek has automatically added the beam _....._.....-..._._.......-........ ...._ self-weight into the calculations. Loads Uniform TL: 572 =A Uniform LL: 260 e ro Lot 84 Residence Roof System 10 Prepared by: jw. Date: 4/18/01 BeamChek 2.2 Choice 6x 10 DF -L #2 BASE Fb = 875 ADJ Fb = 1094 Conditions. '91 NDS Min Bearing Area R1= 3.5 int R2= 3.5 in 'DL DO 0.19 in ....... .. . . Data ....... __- ---- I Beam Span ----------- ...._.. 12.0 ft --—..._...._.... ......_..._..._..__......._ Reaction 1 2188 # Reaction 1 LL 960 # Beam Wt per ft .12.7 # Reaction 2 2188 # Reaction'2 LL 960.# Beam Weight 152 # Maximum V 2188 # Max Moment 6565'# Max V (Reduced) 1899 # TL Max Deff L / 240. TL Actual Defl L / 433 j LL Max Defl L / 360 LL Actual Defl L/987 Attributes i_...--._....-------_..-----_...._.....-..___..._.._._....:--- Section,(in Shear (in') --_.__.................. TL DO (in) LL DO _ .......-..........._.... Actual --._..... 82.73 _ ........_....----....-..-.,-. 52.25 _............................_........ 0.33 _....._........ 0.15 Critical 72.02 26.82 0.60 ' 0.40• Status OK OK OK , OK Ratio 87% 51% 55% 36% Fb (psi) Fv (psi) E (psi x mil) Fc -L (psi) Values Base Values 875 85 1.3 625 Base Adjusted 1094 106 1.3 625 Adjustments CF Sfze Factor 1.000 Cd . Duration 1.25 1.25 Cr Repetitive Ch Shear Stress 'Cm Wet Use BeamChek has automatically added the beam self -weight into the calculations. Loads Uniform TL: 352 =A Uniform LL 160 Uniform Load A R1 = 2188 R2 = 2188 SPAN = 12 FT Uniform and partial uniform loads are lbs per lineal ft. Lot 84 Residence Roof System 12 Prepared by:-jw Date: 4/18/01 BeamChek 2.2 Choice 6x 16 DF -L #1 SE Fb = 1350 ADJ Fb = 1640 Conditions 91 NDS Min Bearing Area R1= 7.4 int R2= 7.4 int DL Defl 0.40 in Data Beam Span 21.0 ft Reaction 1 4607 # Reaction 1 LL 1995 # Beam Wt per ft 20.72 # Reaction 2 4607 # Reaction 2 LL 1995 # Beam Weight 435 # Maximum V 4607 # Max Moment 24184'# Max V (Reduced) 4040 # TL. Max Defl L / 240 TL Actual Defl L / 359 LL Max Defl L / 360 LL Actual Defy L / 829 Attributes Section (in') ._...-....... .... __. Shear (in?) ........... ._... TL Defl (in) LL DO Actual220.23 85.25 0.70 0.30 Critical 176.93 57.03 1.05 0.70 Status OK OK OK OK Ratio '. 80% 67% 67% 43% __..__.. Fb (psi) _.__....: _.__..._.._.::_.._......_ FV (psi) .... ..._...... ........ -- E (psi x mil) . Fc_ (psi) Values 'Base Values 1350 85 1.6 625 Base Adjusted 1640 106 1.6 625 Adjustments ! CF Size Factor 0.972 Cd Duration 1.25 1.25 Cr Repetitive Ch Shear Stress Cm Wet Use BeamChek has automatically added the beam self -weight into the calculations: Loads- Uniform TL: 418 =A Uniform LL: 190 Lot 84 Residence Roof System Prepared by: jw Date: 4/18/01 BeamChek 2.2 13 'Choice --.------------_.....__..---...__. I 6x-16 DF -L#2 -- - .....BASE Fb = 875 •ADJ Fb =.1063 Conditions 91 NDS Min Bearing Area R1= 4.3 int R2= 4.3 in' DL Defl 0.23 in Data i Beam Span 19.5 ft Reaction 1 2669 # Reaction 1 LL 1121 # Beam Wt per ft 20.72 # Reaction 2, . 2669 # Reaction 2 LL 1121 # Beam Weight 404 # Maximum V 2669 # Max Moment 13010'# Max V (Reduced) 2315 # • TL Max Defl L / 240 TL Actual DO L / 584 LL Max Defl L / 360 LL Actual Defl L'/ >1000 Attributes Section (in) Shear (in) TL Defl (in) LL Defl Actual 220.23 85.25 0.40 0.17 Critical I 146.85 32.68 .0.98 0.65 Status OK OK OK OK Ratio 67% 38% 41 %° 26% Fb (psi) Fv (psi) E (psi x mil) Fc(psi) -- - Values I Base Values - -- - - 875 -- — -- - - - - - 85 -.. - - 3 625 Base Adjusted 1063 106 1.3 625 Adjustments CF SzeFactor 0.972 Cd Duration 1.25 1.25 Cr Repetitive I Ch Shear Stress Cm Wet Use, . BeamChek has automatically added the beam self -weight into the calculations. Loads Uniform TL: 253 =A Uniform LL: 1"15 LOT 84 RESIDENCE ROOF SYSTEM 14 Prepared by: jw 'Date: 4/18/01 BeamChek 2.2 Choice ? 5 118x 15 GLB 24F V4 DF/DF. BASE Fb = 2400 ADJ Fb = 2914 Conditions Min Bearing Area R1= 7.7 in R2= 7.7 in 'DL Defl 0.56 in Suggested Camber 0.84 in Data Beam Span 22.5 ft Reaction 1 5036 # Reaction 1 LL 2194 Beam Wt per ft 18.68 # Reaction 2 5036 # Reaction 2 LL 2194 # j Beam Weight 420 # Maximum V 5036 # Max. Moment' 28330'# Max V (Reduced) 4477 # I TL Max Defl L / 240 TL Actual Deft L / 272 j LL Max Defl L / 360 LL Actual Defl L / 624 Attributes Section (in 3) . Shear (inz) TL Defl (in) LL Defl Actual 76.88 0.99 Critical 1 116.68 .28.27 1.13 0.75. Status OK OK OK OK Ratio61 %. 37% 88% 58%° Fb (psi) Fv (psi) E (psi x mil) Fc— (psi) ...... .... ... ............ . Values i Base Values . 2400 190 - . .. .. ...... ....... 1.8 Base Adjusted 2914 238 1.8 650 Adjustments Cv Volume 0.971 Cd Duration 1.25 1:25 Cr Repetitive Ch Shear Stress Cm Wet Use BeamChek has automatically added the. beam self -weight into the calculations. Loads Uniform TL: 429 = A Uniform LL •, 195 Uniform Load A Lot 84 Residence Roof System - 15 Prepared by: jw Date: 4/18/01 BeamChek 2.2 __ .... _...._ Choice 16x 6 DF -L #2 _._..__..._. -BASE _._._..__. _. _ .................. Fb = 700 ADJ Fb = 875 Conditions 91 NDS Min Bearing Area R1=.1.0 int R2= 1.0 int DL D e f I 0.14 in . Data -------...------- I Beam Span --- 9.5=ft -.._.._._._..._...--.. Reaction 1 _._. 610 # Reaction 1 LL 261 # I Beam Wt per ft 7.35 # Reaction 2 610 # Reaction 2 LL 261 # Beam Weight 70 # Maximum V 610 # Max Moment 1448'# Max V (Reduced) 551 # TL Max Defl L / 240 TL Actual Defl' L / 481 LL'Max DO L / 360 LL Actual Defl L / >1000 Attributes Section (in) z Shear (in) TL Defl (in) LL Defl Actual 27.73 30.25 0.24 0.10 Critical ! 19.86 7.78 0.47 0.32 Status OK OK OK OK Ratio j 72% 26% 50% 32% --_._..._............Fb (psi._.....__.._...F.v (psi) E,(Psi x mil) Fc -L si Values Base Values 700 85 1"3 625 Base Adjusted 875 106 1.3 625 Adjustments CF Size Factor 1.000 Cd Duration 1.25 1.25 Cr Repetitive Ch Shear Stress Cm Wet Use BeamChek has automatically added the beam self -weight into the calculations. . Loads Uniform TL: 121 = A Uniform LL: 55 Lot 84-Residence Roof System - 11 Prepared by: jw Date: 4/18/01 BeamChek 2.2 Choice , 6x 10 DF=L #2 BASE Fb = 875' ADJ Fb = 1094 Conditions,,'. '91 NDS Min Bearing Area R1= 3.9 int R2= 3.9 int DL DO 0.02 in ......... . Data`' i Beam Span 5.5 ft . Reaction 1 2425 # Reaction 1 LL 1086 # Beam Wt per ft 12.7 # Reaction 2 2425 #. Reaction 2 LL 1086 # Beam Weight 70 #. Maximum-V 2425 # , . Max Moment _ 3334'# Max V (Reduced) . 1727 # TL Max Defl L / 240 TL Actual DO L / >1000. LL Max DO L / 360 LL Actual Defl L / >1000 Attributes Section (in 3) Shear (in 2.) TL Defl (in) LL'Defl Actual 82.73 52.25- 0.04 0.02 Critical j ' 36:58 - ,;: 24.38 0.28 0.18 Status ; OK OK OK OK Ratio 44% 47% 13% 9% Fb (psi). Fv (psi) E (Psi x mil) Fc I . (psi) VatuesBase Values 875 85 1 3 625 Base Adjusted 1094 106 • 1.3 625 Adjustments ICF Size Factor 1.000 - . Cd Duration- 1.25 1.25 Cr Repetitive Ch Shear-Stress Cm Wet Use' BeamChek has automatically added the beam self-weight into the calculations` Loads Uniform TL. 869 = A Uniform LL: 395" Uniform Load A i . R1 = 2425 R2 = 2425 5PAN = 5.5 FT Uniform and partial uniform loads are lbs,per lineal ft. Lot 84 Residence Roof System 16 Prepared by: jw Date: 4/18/01 BeamChek 2.2 Choice ; 6x 10 DF -L #2 BASE Fb —875 ADJ Fb = 1094 Conditions .:91 NDS -- Min Bearing Area R1= 1.8 in R2= 1.8 in DL Defl 0.37 in,' Data ' Beam Span 18.5 ft Reaction,1 1135 # Reaction 1 LL 463 # Beam Wt per ft 12.7 # Reaction 2 1135# Reaction 2 LL 463 # Beam Weight 235 # Maximum V 1135# Max Moment 5249 '# Max V (Reduced) 1038,# TL Max Defl L / 240 TL Actual Defl L / 351 LL Max Defl L / 360 LL Actual Defl L / 862 Attributes Section (in 3) Shear (in 2) TL Defl (in) LL Defl Actual 82.73 52.25------ 0.63 Critical 57.59 14.65 0.93 0.62 Status , OK OK OK OK Ratio 70% 28% - 68% 42% A Fb (psi) Fv (psi) E (psi x mil) Fc L .(psi---- .. _ .. Values Base Values. 875 85 1.3 825 ' I Base Adjusted 1094- 106, 1.3 625 Adjustments ! CF Size Factor 1.000 ,Cd Duration 1.25 1.25 Cr Repetitive -Ch Shear Stress i Cm Wet Use t-------- BeamChek has automatically added the beam self -weight into the calculations. Loads Uniform TL: 110 =A Uniform LL: 50 Uniform Load A J -. ,. R1 35 R2 35 - SPAN = 18.5 FT Uniform and partial uniform loads are lbs per lineal ft. Uniform Load A — R1 909 R2 909 SPAN = 8 FT Uniform and partial uniform loads are lbs per lineal ft. v Lot 84 Residence Roof System 17 Prepared by: jw Date: 4/18/01 BeamChek 2.2 Choice 6x 6 DF -L #2 BASE Fb = 700 ADJ Fb = 875 Conditions 91 NDS Min Bearing Area R1= 1.5 int R2= 1.5 int DL DO 0.12 in Data ; Beam Span 8.0 ft Reaction.1 909 # Reaction 1 LL 400 # ' i Beam Wt per ft 7.35 # Reaction 2 909 # Reaction 2 LL 400 # i. Beam Weight 59 # Maximum V 909 # i Max Moment '1819'# Max_V (Reduced) 805 # TL Max Defl L / 240 TL Actual Defl L / 455 LL Max Defl L / 360 LL Actual Defl L / >1000 Attributes Section (in') Shear (inz) TL Defl (in) LL Defl Actual 27.73 30.25 0.21 0.09 Critical 24.94 11.37' 0.40 0.27 Status OK OK OK OK Ratio 90% 38% 53% 35% - - — -- -- — --- Fb (psi) -------=-- Fv (psi) - — -- - --.... ..._........ _.__ ....... . . E (psi x mil) Fc -L (psi) Values Base Values 700 85 1.3 625 Base Adjusted 875 106 1.3 625 Adjustments i CF Size Factor 1.000 i Cd Duration 1.25 1.25 Cr Repetitive Ch Shear Stress Cm Wet Use BeamChek has automatically added the beam self -weight into the calculations. Loads Uniform TL: 220 =A Uniform LL: 100 Uniform Load A — R1 909 R2 909 SPAN = 8 FT Uniform and partial uniform loads are lbs per lineal ft. v Lot 84 Residence Roof System 18 Prepared by: jw Date: 4/18/01 BeamChek 2.2 Choice 6;C6 DF-L #2 BASE Fb = 700 ADJ Fb = 875 Conditions '91 NDS 'Min Bearing Area R1= 0.8 int R2= 0.8 int DL Defl 0.01 in _.. Data Beam Span 4.5 ft Reaction 1 512 # Reaction 1 LL 225 # `Beam Wt -per ft 7.35 # Reaction 2 512 # Reaction 2 LL 225 # Beam Weight 33 # Maximum V 512 # Max Moment 575'# Max V (Reduced) 407 # TL Max Defl L / 240 TL Actual Defl L/>1000 LL Max Defl L / 360 LL Actual Defl L / >1000 Attributes Section (in') Shear (i n2) TL Defl (in) LL Defl Actual -- _ff73-- 30.25 0.02 Critical j 7.89 5.75 0.22, 0.15 Status OK OK OK OK Ratio 28% 19% 9% 6% Fb (psi) Fv (psi) E (psi x mil) Fc-L (psi) Values Base Values 700 85 1.3 625 Base Adjusted 875 106 1.3 625 Adjustments -------- CF Size Factor -.:..... 1.000 ........._......_... Cd Duration 1.25 1.25 Cr Repetitive j,Ch Shear Stress Cm Wet Use BeamChek has automatically added the beam self-weight into the calculations. Loads Uniform TL: 220 = A Uniform LL: 100 Uniform Load A ' R1 = 512 R = 512 SPAN = 4.5 FT Uniform and partial uniform loads are lbs per lineal ft. Lot 84 Residence Roof System 19 . Prepared by: jw Date: 4/18/01 BeamChek 2.2 ."- Choice 6x 10 DF -L #2 --BASE-F-6-=--8 .. 7 , ASEFb=875 ADJ F6-= 1094 Conditions '91 NDS Min Bearing Area R1= 0.9 int R2= 0.9 int bL DO <0.01 in. Data Beam Span 5.0 ft Reaction 1 582 # Reaction 1 LL 250 # 'Beam Wt per ft 12.7 # Reaction 2 582 # Reaction 2.LL 250 # Beam Weight 63 # Maximum V >, 582 # I Max Moment 727'# Max V (Reduced) 398 # TL Max Defl . L / 240 TL Actual Defl L / >1000, LL Max DO L/360 LL Actual DO L / >1000 ,Attributes- Section (in 3) Shear (in?) TL Defl (in) LL -Deft Actual 82.73 52.25 0.01 <0.01 Critical 7.98 5.61 0.25 0.17 Status OK OK OK OK i Ratio . 10% ; 11% 3% 2% Fb (psi) Fv (psi) E (psi x mil) Fc! (psi) Values Base Values -- 875 85 - Base Adjusted 1094 106 1.3 625 --._._....... Adiustments --------- CF Size Factor-----! -----=-------- --- Cd Duration 1.25 1.25 Cr Repetitive Ch Shear Stress r Cm Wet Use BeamChek has automatically added the beam self -weight into the calculations. Loads Uniform TL: 220 =A Uniform LL: 100 ° Uniform Load A ' ' R1 - 582 R2 - 582 SPAN = 5 FT Uniform and,partial uniform loads are lbs per lineal ft. , V Uniform Load A .... _...... _ ..._....... . .. R1 = 1222 R2 = 1222 SPAN = 10.5 FT Uniform and partial uniform loads are lbs per lineal ft. Lot 84 Residence Roof System 20 Prepared by: jw Date:. 4/18/01 BeamChek 2.2 Choice 10 DF -L #2 L BASE Fb = 875 ADJ A= 1094 Conditions -6x '91 NDS Min Bearing Area R1= 2.0 in' R2= 2.O in DL Defl 0.07 in Data rBeam Span 10.5 ft Reaction 1 1222 # Reaction 1 LL 525 # Beam Wt per ft 12.7 # Reaction 2 .1222 # Reaction 2 LL 525 # Beam Weight 133 # Maximum V 1222 # Max Moment 3207'# Max V (Reduced) 1037 # TL Max Defl L / 240 TL Actual Defl L / >1000 LL Max DO L / 360 LL Actual DO L / >1000 Attributes Section (in') Shear (inZ) TL Defl (in) LL Defl ..... ............. --- -- - - Actual —.------- 82.73 ----------- 52.25 0.12 --------... -- 0.05 Critical I 35.18 14.65 0.52 0.35 Status OK OK OK OK Ratio i 43% 28% 24% 15% Fb (psi) Fv (psi) E (psi x mil) Fc (psi) Values Base Values 875 85 1.3 625 Base Adjusted 1094 106 1.3 625 •....... Adjustments ~CF Size Factor 1.000 ___ _..-.--...._-- -_._......_.........._:.._ _ .. Cd Duration 1.25 1.25 Cr Repetitive Ch Shear Stress Cm Wet Use BeamC k has automatically added the beam self -weight into the calculations. Loads Uniform TL 220 = A Uniform LL: 100 Uniform Load A .... _...... _ ..._....... . .. R1 = 1222 R2 = 1222 SPAN = 10.5 FT Uniform and partial uniform loads are lbs per lineal ft. Lot 84 Residence 21 Roof System Prepared by: jw Date:' 4/18/01 BeamChek 2.2 . Choice x 8 DF-L #2 BASE Fb = 700 ADJ Fb = 875 Conditions '91 NDS Min Bearing Area R1= 1.8 in' R2= 1.8 int DL Defy 0.12 in Data Beam Span 10.0 ft Reaction 1 1150 # Reaction 1 LL 500 # Beam Wt per ft 10.02 # Reaction 2 1150 # Reaction 2 LL 500 # ; Beam Weight 100 # Maximum V 1150 # j Max Moment 2875'# Max V (Reduced) ' 1006 # i TL Max Defl L / 240 TL Actual Defl L / 584 LL Max Defl L / 360 LL Actual Defl L/>1000 Attributes Section (in3) Shear (in') TL DO (in) LL DO Actual 51.56 41.25 0.21 0.09 " Critical 39.43 14.21 0.50 , 0.33 Status OK OK OK OK Ratio 76% 34% 41% 27% -----.._... --------=----Fb (psi) --- Fv (Psf)------E (psi xmil)--... Fc I ___......... — (psi) Values _ Base Values f 700 85 1 3 625 Base Adjusted 875 106 1.3- 625 Adjustments CF Size Factor 1.000 Cd Duration 1.25 1.25 Cr Repetitive Ch Shear Stress Cm Wet Use BeamChek has automatically added the beam self-weight into the calculations` Loads Uniform TL: 220 =A Uniform LL 1,00 Unrform Load A I ------- ------ -----_..._.._.._ R1 = 3408' R2 = 3408 SPAN = 10.5 FT Uniform and.partial uniform loads are lbs per lineal ft. LOT 84 RESIDENCE ROOF SYSTEM 22 ',Prepared by: jw Date: 4/18/01 BeamChek 2.2 Choice 5-1/8x9 GLB 24F -V4 DF/DF BASE Fb 2400 ADJ Fb = 3000 Conditions Min Bearing Area R1= 5.2 inz R2= 5.2 int DL Defl 0.18 in Suggested Camber 0.26 in ------------...-.. Data Beam Span — - -------- 10.5 ft -- — — Reaction 1 -- 3408 # Reaction 1 LL 1523 #' Beam Wt per ft 11.21 # Reaction 2 3408 # Reaction 2 LL 1523 # i Beam Weight 118 # Maximum V , -, 3408 # Max Moment 8947'# Max V (Reduced) 2921 # TL Max Defl L / 240 TL Actual Defl L / 398 LLL Max Defl. L / 360 LL Actual Defl L / 892 Attributes Section (in3) Shear (int) TL Defl (in) LL Defl _ ........... ...__. , ........ ... _ . . Actual 69.19 46.13 _____ 0.32 0.14 Critical 35.79 18.45 0.52 0.35 Status OK OK OK OK Ratio I 52% 40% 60% 40% Fb (psi) Fv (psi) E (psi x mil) Fc -L (psi) Values Base Values 2400 ,. 190 1.8 650 Base Adjusted 3000 238'- 1.8 650 Adjustments Cv Volume 1.000 Cd Duration 1.25 1.25 Cr Repetitive ° Ch Shear Stress Cm Wet Use I_ . - -- __ ._:--- be"-amChek has automatically added the beam self -weight into the calculations. Loads Uniform TL: 638 =A Uniform LL: 290 Unrform Load A I ------- ------ -----_..._.._.._ R1 = 3408' R2 = 3408 SPAN = 10.5 FT Uniform and.partial uniform loads are lbs per lineal ft. Lot 84 Residence Roof System 23 Prepared by: jw Date: 4/18/01 BeamChek 2.2 Choice. 6x 8 DF -L #2 BASE Fb = 700 ADJ Fb = 875 Conditions 91 NDS Min Bearing Area R1= 0.9 in R2= 0.9 int DL Defl <0.01 in., Data Beam Span 5.0 ft Reaction 1 575,# Reaction 1 LL 250 # Beam Wt per ft 10.02 # Reaction 2 575 # Reaction 2 LL 250 # Beam Weight 50 # Maximum V 575 # Max Moment 719'# Max V. (Reduced) 431 # TL Max DO L / 240 TL Actual Defl L / >1000 LL Max DO L / 360 LL Actual DO L/>1000 --- -- Attributes is-. ---..__._._..._._.._..- Section (in') .....__.._-..._.. Shear (in z) ---- .._._..__... TL DO (in) —------------- ------- LL DO - Actual 51.56 41.25 0.011 <0.01 Critical i 9.86 6.09 0.25 0.17 Status i OK OK OK OK RatioI 19% 15% 5% 3% L Fb (psi) Fv (psi) E (psi x mil) Fc -L (psi) Values Base Values 700 85 1_.3 625 Base Adjusted 875 106 1.3 625 Adjustments CF Size Factor Cd Duration 1.25 1.25 Cr Repetitive Ch Shear Stress Cm Wet Use BeamChek has automatically added the beam self -weight into the calculations. Loads Uniform TL: 220 = A Uniform LL: 100 Uniform Load A R1 = 575 R2=575 SPAN = 5 FT Uniform and partial uniform loads are lbs per lineal ft. a LOT 84 RESIDENCE ROOF SYSTEM 24 Prepared by: jw Date: 4/18/01 BeamChek 2.2 " Choice 5 1/8x 16-112 GLB 24F -V4 DFIDF BASE Fb = 2400 ADJ Fb = 2867 Conditions Min Bearing.Area -', R1= 9.3 in' R2= 9.3 in DL Def] 0.61. in Suggested Camber 0.92 in, Data Beam Span 24.0 ft Reaction 1 6055 # Reaction 1 LL 2640 # Beam Wt per ft 20.55 # Reaction 2 . 6055 # Reaction 2 LL1_ _ 2640 # Beam Weight 493 # Maximum V 6055 # Max Moment 36328'# Max V (Reduced) 5361 # TL Max Defl L / 240 TL Actual Defl L / 264 LL Max Defl L / 360 LL Actual Defl L / 607 Attributes Section (in') Shear (int) TL Defl (in) LL Defy Actual 232.55 ` 84.56 1.09 0.47 Critical 152.03 33.86 1.20 0.80 Status OK OK OK OK Ratio 65% 40% 91% 59% i -.__._._.... Fb (psi) Fv (psi) E (psi x mil) Fc -L (psi) Values Base Values 2400 190 1.8 65 Base Adjusted 2867 238 1.8 650 Adjustments Cv Volume 0.956 Cd Duration 1.25 1.25 Cr Repetitive Ch Shear Stress LCm Wet Use BeamChek has automatically added the beam self -weight into the calculations. Loads Uniform TL: 484 =A Uniform LL: 220 - U - --o._ _.....-.... nifrm-L_oad--_A_ - - - .._... ...__....:.. _ .._...-..:..... R1 = 6055 R2 = 6055 SPAN 24 FT Uniform and partial uniform loads are lbs per lineal ft. Lot 84 Residence Roof System 25 Prepared by: jw Date: 4/18/01 BeamChek 2.2 ` Choice 6x 10 DF -L #2 BASE Fb = 875 ADJ Fb 1094 Conditions 191 NDS - Min Bearing Area R1= 4.0 int R2= 4.0 int DL Defl 0.03 in - - --- Data Span 0ft ------------------- Reaction 1 2480 # Reaction 1 LL 1110 # Beam Wtper ft p 12.7 # Reaction 2 2480 # Reaction 2 LL` 1110# Beam Weight 76 # Maximum V 2480 # Max Moment 3720'# Max V (Reduced) 1826 # TL Max Defl L / 240 TL Actual Defl L / >1000 LL Max Defl L / 360 LL Actual Defl L / >1000 Attributes Section (in 3) Shear (int) TL Defl (in) LL DO Actual 82.73 52.25 0.05 0.02 Critical 40.82 25.77 0.30 0.20 Status OK OK OK OK Ratio 49% ------49%.-..._._ 49% 16% Fb .Fv6o/si ..._E- _si.x . - mil Fc I'' si (p ) .... ... Values _ Base Values — 875 85 1.3 625 Base Adjusted 1094 106 1.3 625. Adjustments I CF Size Factor 1.000 Cd Duration 1.25 1.25 , Cr Repetitive Ch Shear Stress Cm Wet Use BeamChek has automatically added the beam self -weight into the calculations. Loads Uniform TL: 814 = A Uniform LL: 370 Lot 84 Residence Roof System 26 Prepared by: jw Date: 4/18/01 BeamChek 2.2 Choice { 6x 8 DF -L #2 BASE Fb — 700 ADJ Fb — 875 Conditions '91 NDS Min Bearing Area- R1= 1.4 in R2= 1.4 int DL Defl 0.04 in Data I Beam Span 7.5 ft Reaction 1 863 # Reaction 1 LL 375 # Beam Wt per ft 10.02 # Reaction 2 863 # Reaction 2 LL 375 #, Beam Weight 75 # Maximum V 863 # Max Moment 1617'# Max V (Reduced) 719 # TL Max Defl L /240 TL Actual Defl L />1000 LL Max Defl L / 360 LL Actual Defl L / >100,0 Attributes Section (in 3) Shear (in 2) TL Defl (in) LL Defl Actual 51.56 41.25 0.07 0.03 Critical 22.18 10.15 0.38 0.25 Status OK OK OK OK Ratio 43% 25% 17% 11% Fb (psi) Fv Si) E (psi x mil) Fc I (psi) Values Base Values 700 85 1.3 625 Base Adjusted 875 106 1.3 625 Adjustments i CF Size Factor 1.000 Cd Duration 1.25 1.25 j Cr Repetitive I Ch Shear Stress Cm Wet Use BeamChek has automatically added the beam self -weight into the calculations. Loads Uniform TL:' 220 =A Uniform LL: 100 Uniform Load A R1 =,863 R2 = 863 SPAN = 7.5 FT Uniform and partial uniform loads are lbs per lineal ft. Lot 84 Residence Roof System 27 Prepared by: jw Date: 4/18/01 BeamChek 2.2 Choice 6x 8 DF -L #2 BASE Fb = 700 AD Fb = 875 Conditions .'91 NDS Min Bearing Area R1= 1.5 in' R2= 1.5 in DL Defl 0.06 in Data Beam Span 8.5 ft Reaction .1 931 # Reaction 1. LL. 404 # . Beam Wt per ft 10.02 # Reaction 2 931 # Reaction 2 LL 404 # Beam Weight 85 # Maximum V. 931 # Max Moment 1978'# Max V (Reduced) 794 # TL Max DO L / 240 TL Actual Defl L / 998 LL Max Defl L / 360 LL Actual Defl L / >1000 Attributes Section (in') Shear (int) TL Defl (in) LL Defl Actual 51.56 41.25 0.10 0.04 Critical 27.13 11.21' 0.43 0.28 Status j OK OK OK OK Ratio 53% 27% 24% 16% Fb (psi) Fv (psi) E (psi x mil) Fc L (psi) Values --------- Base Values 700 85 .. _.-._ .._ _ . _ .......-.:. __ .. .. . 1.3 625 Base Adjusted 875 106 1.3 625 Adjustments CF - Size Factor ---.... -- T.0_00"_,*__,______,_,_-__ _.__.:_._. __.-......,. ._ ..... :_ .; Cd Duration 1.25 1.25 Cr Repetitive Ch Shear Stress Cm Wet Use i BeamChek has automatically added the beam self -weight into the calculations. Loads Uniform TL: 209 =A Uniform LL: 95 Uniform Load A R1 = 931 R2 = 931 SPAN= 8.5 FT Uniform and partial uniform loads are lbs per lineal ft. 3 Uniform Load A ' Z s------=-----------------------------4444-- R1 = 1349 R2 = 1349 SPAN = 9.75 FT Uniform and partial uniform loads are lbs per lineal ft. W, Lot 84 Residence Roof System 28 Prepared by: j\v Date: 4/18/01 BeamCh'ek 2.2 Choice i 6x 10 DF -L #2 BASE Fb = 875 ADJ Fb = 1094 4444 ---.._.. ----- -•-- - Conditions -------4444-- 91 NDS --------------4444-- 4444— 4444_ _-- --4444-_ Min Bearing Area R1= 2.2 int R2= 2.2 int DL Defl 0.06 in Data Beam Span 9.75 ft Reaction 1 1349 # Reaction 1 LL 585 # Beam Wt per ft 12.7 # Reaction 2 1349 # Reaction 2 LL 585411, Beam Weight 124.# Maximum V 1349 # Max Moment 3288'# Max V (Reduced) 1130 # TL Max Defl L / 240 TL Actual Defl L / >1000 LL Max Defl - - L / 360 LL Actual Defl L / >1000 Attributes Section (in').,: Shear (int) TL Defl (in) LL Defl Actual 82.73 52.25 0.11 0.05 Critical i 36.07 15.95 0.49 0.32 Status OK OK OK OK Ratio I 44% 31% 23% 15% Fb (psi) Fv (psi) E (psi x mil) Fc -L (psi) Values r-----------------4444-- Base Values 875 85 1.3 625 I Base Adjusted 1094 106 1.3 625 44-•4444-- ------4444-- Adjustment s --e ---4444-- CF SizFactor -----------------------444444 1.000 Cd Duration 1.25 1.25 Cr Repetitive Ch Shear Stress m Wet Use ----4444-- -----------4444---4444-- —...--------4444-• BeamChek has automatically added the beam self --4444-- 444444 44-----_... ___._.. _ -weight into the calculations. Loads Uniform TL: 264 =A Uniform LL: 120 Uniform Load A ' Z s------=-----------------------------4444-- R1 = 1349 R2 = 1349 SPAN = 9.75 FT Uniform and partial uniform loads are lbs per lineal ft. W, Lot 84 Residence I Roof System 29 Prepared by: jw, Date: 4/18/01 BeamChek 2.2 Choice, 1 6x 6 DFL #2 BASE Fb = 700 ADJ Fb = 875 Conditions '91 NDS Min Bearing Area R1= 1.9 in' R2= 1.9 in' DL Defl 0.02 in Data Beam Span 4.0 ft Reaction 1 1203,# Reaction 1 LL 540 # Beam Wt per ft 7.35 # Reaction 2 1203 # Reaction 2 LL 540 Beam Weight 29 # Maximum V 1203 # Max Moment 1203'# Max V (Reduced) 927 # TL Max Defl L / 240 TL Actual Defl L / > 1.000 LL Max Defl L / 360, LL Actual DO L / >1000 Attributes ------------..:_....__._.._.__._...- Section (in') Shear (int) TL DO (in) LL DO Actual — 27.73 30.25 0.03 0.02 Critical 16.49 13.09 0.20 0.13 Status OK OK OK OK Ratio I 59% 43% 17% 12% ; .._.._--._.__....-- -- - ---- --------------- Fb (psi) — -- --- Fv (psi) --------- -- - ---- - - .. -- - E (psi x mil) Fc -L (psi) ---- - -- Values - ........... ; Base Values -------- -- 700 - - - -- - ... --- 85 - - ..- - -- -------- 1.3 625 Base Adjusted 875 106 1.3 625 Adjustments ; CF •Size Factor 1006 I Cd Duration 1.25 1.25 Cr Repetitive Ch Shear Stress Cm Wet Use - BeamChek has automatically added the beam self -weight into the calculations. Loads Uniform TL: '594 =A i Uniform LL: 270 Uniform Load A -- - �- -- --- -- --- - --- --- - ------ -- - - - - -^ 1203 R 1 = 1203 R2/= , SPAN = 4 FT 'Uniform and partial uniform loads are lbs per lineal ft. Lot 84 Residence Roof System 30 Prepared by: jw Date: 4/18/01 BeamChek 2.2 Choice 6x 10 DF -L #2 BASE Fb = 875 ADJ Fb = 1094 ; Conditions Min Bearing Area R1= 2.0 in' R2= 2.0 int DL Defl 0.07 in Data I Beam Span 10.5 ft . Reaction 1 1222 # Reaction 1 LL 525 # Beam Wt per ft Beam Weight 12.7 # 133 # Reaction 2 Maximum V 1222 # Reaction 2 LL 525 # 1222 # i Max Moment 3207'# Max V (Reduced) 1037 # TL Max Defl L / 240 TL Actual Defl L / >1000 LL Max Defl L / 360 LL Actual Defl L/>1000 Attributes Section (in') Shear (in Z) TL Defl (in) LL Defl Actual j 82.73 52.25 0.12 — 0.05 Critical 35.18 14.65 0.52 0.35 Status OK OK OK OK Ratio 43% 28%. 24% 15% Fb (psi) Fv (psi) E (psi x mil) Fc (psi) Values Base Values 875 85 1.3 625 Base Adjusted 1094 106 1.3 625 Adiustments ------ -- — CF Size-- Factor ------------.._.. 1.000 -- — ----- --- -- -- ----._._._....... ...- Cd Duration 1.25 1.25 Cr Repetitive Ch Shear Stress j Cm Wet Use BeamChek has automatically added the beam self -weight into the calculations Loads Uniform TL: 220 =A Uniform LL 100 11 Lot 84 Residence Roof System 31 Prepared by: jw. Date: 4/18/01 BeamChek 2.2 Choice 6x 12 DF -L #2 BASE Fb = 875 AN Fb = 1094 Conditions '91 NDS Min Bearing Area R1= 2.7 inz R2= 2.7 inz DL Defl 0.15 in Data Beam Span 14.5 ft Reaction 1 - 1706 # Reaction 1 LL 725 # Beam Wt per ft Beam Weight 15.37 # 223 # Reaction 2 Maximum V 1706 # Reaction 2 LL 725 # 1706 # Max Moment 6186'# Max V (Reduced) 1481 # TL Max Defl L / 240 TL Actual Defl L / 675 LL Max Defl L / 360 LL Actual Defl L / >1000 Attributes ---ectio--n— --- S (in') --- - Shear (inz) --efl--(in--)-----LL-----Defl-- TL D TLD -------------- - .. --_ . _ .._ ---- - ... .. . Actual 121.23 63.25 0.26 0.11 Critical 67.87 20.91 0.73 0.48 Status OK OK OK OK Ratio I 56% 33% 36% 23% Fb (psi) Fv (psi) E (psi x mil) Fc (psi) " Values Base Values 875 85 1.3 625 Base Adjusted 1094 106 1.3 625 Adjustments ; CF Size Factor 1.000. . Cd Duration 1.25 1.25 Cr Repetitive Ch Shear Stress Cm Wet Use BeamChek has automatically added the beam self -weight into the calculations. Loads Uniform TL: 220 =A Uniform LL: 100 Uniform Load A - i R1 = 1706 R2 = 1706 SPAN = 14.5 FT Uniform and partial uniform loads are lbs per lineal ft. Lot 84 Residence Roof System 32 Prepared by: jw Date: 4/18/01 BeamChek 2.2 Choice E6-6 DF -L #2 BASE Fb = 700 ADJ Fb = 875 Conditions '91 NDS --- ----- - -- --- ------------ — — - - - --- - --- - Min Bearing Area R1= 1.8 int R2= 1.8 int DL Defl 0.06 in Data Beam Span 8.0 ft Reaction 1 1096 # Reaction 1 LL 480 i# Beam Wt per ft 10.02 # Reaction 2 1096 # Reaction 2 LL 480 # Beam Weight 80 # Maximum V 1096 # Max Moment 2192'# Max V (Reduced) 925 # TL Max Defl L / 240 TL Actual Defl L/957 I LL Max DO L / 360 LL Actual Defl L / >1000 Attributes Section (in 3) Shear (in Z) TL DO (in) LL Defl- Actual 51.56 41.25 0.10 0.04 s Critical , 30.06 13.06 0.40 0.27 , Status ; OK OK OK OK Ratio 58% 32% 25% 16% Fb(psi) (p ) si Fv (psi) E (psi x mil) Fc -L (psi) Values Base Values 700 85 1.3 625 Base Adjusted 875 106 1:3 625 Adjustments CF Size Factor 1 A00 Cd Duration 1.25 1.25 Cr Repetitive I Ch Shear Stress Cm Wet Use .B-----------------------------" -"--- -ig_..-..-------- - BeamChek has automatically added ---------- - - ._._... _._.....'_.... the beam self -weight into the calculations. Loads Uniform TL: 264 =A Uniform LL: 120 ------- — ---- Uniform Load A - ---- - ----" - R1 096 ------------------------...__.___ R2 1096 SPAN = 8 FT Uniform and partial uniform loads are lbs per lineal ft. Lot 84 Residence Roof System 33 Prepared by: jw Date: 4/18/01 BeamChek 2.2 - Choice.` I G 10 DF -L #2 BASE Fb = 875 ADJ Fb = 1094 Conditions '91 Min Bearing Area .. R1= 2.2 int R2= 2.2 inz DL Defl 0.15 in Data - ... .._. ....... _.- ; Beam Span ..-....... 13.0 ft --.... _...- .. Reaction 1 1370 # Reaction 1 LL, 585 # Beam Wt per ft .. 12.7 # Reaction 2 1370 # Reaction 2 LL. 585 # Beam Weight 165 # Maximum V 1370 # Max Moment 4451 '# Max V (Reduced) . 1203 # TL Max Defl L / 240 TL Actual Defl L/590 LL Max Defl L / 360 LL Actual Defl L/>1000 -Attributes Section (in') Shear (int) TL Def) (in) LL Defl Actual I— --82.73 52.25 0.26 0.11 Critical 48.83 16.98 0.65 0.43 Status OK OK OK O -K Ratio 59% 32% 41% 26% Fb (psi) Fv (psi) E (psi x mil) Fc (psi) Values 'Base Values ---- 875 — 85 ------1.3 —.-- 625 --^-- Base Adjusted 1094 106 1.3 625 Adjustments CF Size Factor ---------------` 1.000 -- -- Cd Duration 1.25 1.25 s Cr Repetitive Ch Shear Stress Cm Wet Use BeamChek has automatically added the beam self -weight into the calculations. Loads Uniform TL: 198 =A- Uniform LL: 90 Uniform Load A R1 = 1370 R2 = 1370 SPAN = 13 FT Uniform and partial uniform loads are lbs per lineal ft. a c , LOT 84 RESIDENCE ROOF SYSTEM 34 Prepared by: jw Date: 4/18/01 BeamChek 2.2 Choice 5-1/8x 10-1/2 GLB 24F -V4 DF/DF BASE Fb = 2400 ADJ Fb = 3000 Conditions - Min Bearing Area R1= 3.9 int R2=,3.9 int DL Defl 0,72 in Suggested Camber 1.08 in Data Beam Span 21.5 ft Reaction 1 2506 # Reaction 1 LL 1075 # Beam Wt per ft 13.08 # Reaction 2 2506 # Reaction 2 LL 1075 # Beam Weight 281 # Maximum V 2506 # '!.Max Moment 13467'# Max V (Reduced) 2302 # . TL Max Defl L / 240 TL Actual Defl L / 205 LL Max Defl L / 360 LL Actual Defl L / 478 Attributes Section (in') Shear (inz) TL Defl (in) LL Defl Actual 94.17 53.81 1.26 0.54 Critical 53.87 14.54 1.08 0.72' Status I OK OK Fails OK Ratio ( 57% 27% 117%' 75% Fb (psi) Fv (psi) E (psi x mil) Fc I (psi) Values Base Values 2400 --- 190 — -- ---1.8 -- ---- --650 Base Adjusted 3000 238 , 1.8 650 Adjustments Cv Volume -- — T. 00 Cd Duration 1.25, 1.25 Cr Repetitive Ch Shear Stress Cm Wet Use - - — ------ -- ---------- a— --------------------_....------------- - -- _ Beam Chek has automatically added the beam self -weight into the calculations. Loads Uniform TL: 220 = A Uniform LL: 100 Uniform Load A ----- — -- --'-R2 R1 2506 = 2506 SPAN = 21.5 FT Uniform and partial uniform loads are lbs per lineal ft. Lot 84 Residence Roof System 35: Prepared by: jw. Date: 4/18/01 BeamChek 2.2 Choice 6x 6 DF-L #2 BASE Fb = 700 ADJ Fb = 875- Conditions '91 NDS - --- - ---- - ----------- Min Bearing Area R1= 0.9 int R2= 0.9 in' DL Defl 0.05 in Data Beam Span . 7.0 ft Reaction 1 565 # Reaction 1 LL 245 # I Beam Wt per ft 7.35 # Reaction 2 565 # Reaction 2 LL 245 # I Beam Weight 51 # Maximum V 565 # J Max Moment 988'# Max V (Reduced) 491 # i TL Max Defl L / 240 TL Actual Defl L / 957 LL Max Defl L / 360 LL Actual Defl L />1000 Attributes- Section (in3) Shear (inz) TL Defl (in) LL Defl Actual - - 27.73 --- — --30.25 0.09 0.04 Critical 13.55 6.93 0.35 0.23 Status OK OK OK OK Ratio 49% 23% 25% 16% Fb (psi) Fv (psi) E (psi x mil) Fc I (psi) Values Base Values 700 85 1.3 625 Base Adjusted 875 106 1.3 625 Adjustments rCF Size Factor 1.000 ------------------- -...._.__..--- .....__._...___ .. , Cd Duration 1.25 1.25 Cr Repetitive Ch Shear Stress Cm Wet Use :..--eamC_--hek ha---...-a*s .auto........matically.....-_.....__...--ad-- B d-----ed---th-e---b---e...am-......-----self-weight-----....-._._into......._..--the------.._._.--calculation._s.--..__._.:..__..._. Loads Uniform TL: 154 =A Uniform LL: 70 4- 2 Lot 84 Residence Roof System 36 Prepared by: jw Date: 4/18/01 Bea mChek 2.2 Choice ----- 6x 6 DF-L #2 — -- ---- -- — -- - — -- -- .-------- -- . BASE Fb = 700 ADJ Fb = 875 Conditions '91 NDS Min Bearing Area R1= 0.9 int R2= 0.9 in' DL DO 0.05 in Data Span 7.0 ft Reaction 1 565 # Reaction 111 245 # [6earn Beam Wt per ft 7.35 # Reaction 2 565 # Reaction 2 LL 245 # Beam Weight 51 # Maximum V 565 # Max Moment 988'# Max V (Reduced) 491 # TL Max DO L / 240 TL Actual Defl L / 957 LL Max DO L / 360 LL Actual Defl L / >1000 Attributes Section (in') Shear(inz) TL DO (in) LL Defl Actual r----27.73-------30.25------- 0.09--------------0.04 __..--..---------------..-----_.___ _- _. Critical 13.55 6.93 0.35 0.23 StatusOK OK OK OK Ratio i 49% 23% 25% 16% _._ Fb (psi) Fv (psi) E (psi x mil) Fc I (psi) Values Base Values 700 85 1.3 625 Base Adjusted 875 106 1.3 625 Adjustments -- i CF Size Cd Duration . 1.25 1.25 Cr Repetitive Ch Shear Stress Cm Wet Use BeamChek has automatically added the beam self-weight into the calculations. Loads Uniform TL: 154 =A Uniform LL: 70 Uniform Load A - R1 = 565 R2 = 565 SPAN = 7 FT Uniform and partial uniform loads are lbs per lineal ft Lot 84 Residence Roof System 37 Prepared by: jw Date: 4/18/01 BeamChek 2.2 Choice 16x 6 DF-L #2 BASE Fb = 700 ADJ Fb = 875 Conditions '91 NDS Min Bearing Area R1= 1.3 int R2= 1.3 in' DL' Defl 0.07 in Data _.._...-. _....-.._........ ......"_.- , Beam Span ---- - ---- 7.0 ft ---------------- --- Reaction 1 - - --- --------------- - - -- 796 #. Reaction 1 LL 350 # Beam Wt per ft 7.35 # Reaction 2 796 # Reaction 2 LL 350 # Beam Weight 51 # Maximum V 796 # Max Moment 1393'# Max V (Reduced) 692 # I TL Max Defl L/240 TL Actual Defl L / 679 ! LL Max Defl L / 360 LL Actual Defl L / >1000 Attributes Section (in') Shear (inz) TL DO (in) LL Defl Actual 27.73 30.25 0.12 0.05 Critical 19.10 9.76 0.35. 0.23 Status OK OK OK OK Ratio ( 69% 32% 35% 23% -- Fb (psi) ---=--- Fv (psi) - - -- — - --- - - - .._. _-_... ...... _...... E (psi x mil) Fc-L (psi) Values Base Values 700 85 1.3 625 Base Adjusted 875 106 1.3 625 Adjustments-F-- --- ize Factor — _-- 1.000 - - Cd. Duration 1.25 1.25 Cr Repetitive Ch Shear Stress Cm Wet Use -- --- - - - - - -- - - -- ------------- -- ...-----_._.--- BeamChek has automatically added the beam self-weight --- - -- --- --- - -- - ---- - - - .. .; into the calculations. Loads Uniform TL: 220 =A Uniform LL: 100 - Uniform Load A R1 = 796 R2 = 796 SPAN = 7 FT Uniform and partial uniform loads are lbs per lineal ft. LOT 84 RESIDENCE ROOF SYSTEM 38 Prepared by: jw Date: 4/18/01 BeamChek 2.2 Choice 5-1/8x 10-1/2 -GLB 24F -V4 DF/DF - BASE Fb = 2400 ADJ Fb =3000 Conditions _ .... - ..... - - ..._._.... -- --...__... - ..------'- Min Bearing Area R1= 4.2 int R2= 4.2 inz DL Defl 0.38 in Suggested Camber 0.57 in Data _......,- - _ Beam Span _._..._.__._._ .. 17.0 ft .........._.............._ Reaction 1 -_......... - - - . .._.... ....... - 2729 # Reaction 1 LL 1190 # Beam Wt per ft 13.08 # , Reaction 2 2729 # Reaction 2 LL 1190 # Beam Weight 222 # Maximum V 2729 # Max Moment 11599'# Max V (Reduced) 2448 # TL Max Defl L / 240 TL Actual Defl L / 301 LL Max Defl L / 360 LL Actual Defl, L/691 Attributes Section (in') Shear (inz)• TL Defl (in) LL Defl Actual 94.17 53.81 0.68 0.30 Critical 46.40 15.46 0.85 0.57 Status OK OK OK OK Ratio 49% 29% 80% 52% Fb (psi) Fv (psi) E (psi x mil) (psi ) Values --Bas—e Va-u---e-s __.-------00_--- - ------ —1g0 ----_ -- ---...--F-c-_ 1.8 650 • Base Adjusted 3000 238 1.8 650-_ _ Adjustment s'Cv Volume 1.000 _ -- --> ---- - i - Cd Duration 1.25 1.25 Cr Repetitive Ch Shear Stress Cm Wet Use BeamChek has automatically added the beam self -weight into the calculations. Loads Uniform TL: 308 =A Uniform LL: 140 -Uniform-Load--A -- .....-- - ------ R1 2 29 R2 29 SPAN = 17 FT Uniform and partial uniform loads are lbs per lineal ft. Lot 84 Residence Roof System 39 Prepared by: jw Date: 4/18/01 BeamChek 2.2 Choice6x 8 DF -L #2 BASE Fb = 700 ADJ Fb = 875 Conditions '91 NDS -- ----------- --------------..-_._..Y ----- . .. Min Bearing Area 'R1= 0.6 int R2= 0.6 in DL DO <0.01 in. Data Beam Span 5.0 ft Reaction 1 355 # Reaction 1 LL 150 # Beam Wt per ft 10.02 # Reaction 2. 355 # Reaction 2 LL 150 # Beam Weight 50 # Maximum V 355 # Max Moment 444'# Max V (Reduced) 266 # ; TL Max Defl L / 240 TL Actual Defl L / >1000 LL Max Defl L / 360 LL Actual DO L / >1000 Attributes Section (in') Shear (int) TL Defl (in) . LL Defl Actual F7 51.56 41.25 0.01 <0.01 Critical 6.09 3.76 0.25 0.17 Status 1 i OK OK OK OK Ratio 12% 9% 3% 2% -------------Fb (psi) Fv (psij---E_(psi x mil) FcI (psi)----------------.. — Values Base Values 700 _-------106 ------ --.. 851.3 _ .... _. 625 .. ------- ---625 Base Adjusted 875 1. Adjustments CF:Size Factor Cd Duration 1.25 1.25 Cr Repetitive Ch Shear Stress Cm Wet Use . BeamChek has automatically added the beam self -weight into the calculations. Loads Uniform TL: 132 =A Uniform LL: .60 Uniform Load A R 31 55 R2 355 SPAN = 5 FT Uniform and partial uniform loads are lbs per lineal ft. Lot 84 Residence Roof System 40- Prepared by: jw Date: 4/18/01 BeamChek 2.2 Choice j 6x 8 DF -L #2 - - BASE Fb - 7.00 AN Fb - 875 Conditions _N_D_ '91 NDS-- ------ -- ----- _.. -- -- -- — -----... ------ — - ._ _...._ _. _..._. Min Bearing Area R1= 1.7 in' R2= 1.7 int DL DO 0.09 in Data Beam Span 9.5 ft Reaction 1 1093 # Reaction 1 LL 475 # Beam Wt per ft 10.02 # Reaction 2 1093 # Reaction 2 LL 475 # I Beam Weight 95 # Maximum V 1093 # Max Moment 2595'# Max V (Reduced) 949 # TL Max Defl L / 240 TL Actual Defl L/681 LL Max DO L /, 360 LL Actual Defl L7 >1000 Attributes Section (in') Shear (int) TL Defl (in) LL Defl Actual 51.56 41.25 0.17 0.07 Critical F35.59 13.40 0.47 0.32 Status OK OK OK 'OK Ratio 69% 32% 35% 23% Fb (psi) Fv (psi) E (psi x mil) Fc -L (psi) Values Base Values - 700 85 1.3 625 Base Adjusted 875 106 1.3 625 , Adjustments - ------..-.__-._.:..._ CF Size Factor - 1.000 --- - ... --- -" - - ------ — - .. —....— -- - --"- ---`-- -- -- - Cd Duration 1.25 1.25 Cr Repetitive Ch Shear Stress Cm Wet Use BeamChek has automatically added the beam self -weight into the calculations. - Loads Uniform TL: 220 =A Uniform LL: 100 LOT 84 RESIDENCE ROOF SYSTEM 41 Prepared by: jw Date: 4/18/01 BeamChek 2.2 Choice 5-1/8x 9 GLB 24F -V4 DF/DF BASE Fb = 2400 ADJ Fb = 3000 Conditions Min Bearing Area R1= 3.8 int R2= 3.8 int DL Defl 0.38 in Suggested Camber 0.56 in Data ----------- Beam Span 15.0 ft -- -- -------- Reaction 1 -- - - - ---------- - --- --..-_.._...._ .._.. . 2477# Reaction 1 LL 1088 # Beam Wt per ft 11.21 # Reaction 2 2477 # Reaction 2 LL 1088 # Beam Weight 168 # Maximum V 2477 # Max Moment 9287'# Max V (Reduced) 2229 # TL Max Defl L/240 TL Actual Defl L / 269 LL Max Defl 'L / 360 LL Actual Defl L / 612 Attributes Section (in') Shear (in') TL Defl (in) LL Defl Actual 69.19 46.13 0.67 0.29 Critical 37.15 14.08 0.75 0.50 Status;r I OK OK OK OK Ratio ( 54% 31% 89% 59% Fb (psi) Fv (psi) E (psi x mil) Fc -L (psi) Values Base Values 2400 190 1.8- 650 Base Adjusted 3000 238 1_8 Adjustments Cv Volume 1.000 — - -_ --- -650 -- Cd Duration 1.25 1.25 Cr Repetitive Ch Shear Stress Cm Wet Use BeamChek has automatically added the beam self -weight into the calculations. Loads Uniform TL: 319 =A Uniform LL: 145 Uniform Load A l R1 = 2477 R2 = 2477 SPAN = 15 FT Uniform and partial uniform loads are lbs per lineal ft. Lot 84 Residence Roof System 42 Prepared by: jw Date: 4/18/01 BeamChek 2.2 Choice 6x 8 DF -L #2 BASE Fb = 700 ADJ Fb = 875 Conditions-- onditions 91 NDS- Min,Bearing Area R1= 1.6 in' R2= 1.6 in' DL Defl 0.05 in Data Beam Span 8.0 ft Reaction 1 1008 # Reaction 1 LL 440 # Beam Wt per ft 10.02 # Reaction 2 1008 # Reaction 2 LL 440 # Beam Weight 80 # Maximum V 1008 # Max Moment 2016'# Max V (Reduced) 851 # TL Max Defl L / 240 TL Actual Defl „ L / >1000 LL Max DO L / 360 LL Actual Defl L / >1000 Attributes Section (in 3) Shear (int) TL Defl (in) LL Defl Actual 51.56 41.25 0.09 0.04 Critical 27.65 12.01 0.40 0.27 Status OK OK OK OK Ratio 54% 29% 23% .15% — -- Fb (psi) Fv (psi) —E (psi x mil) — Fc -L (psi)_.__._.._._._.._. Values (base Values 700 85 1.3 625 Base Adjusted 875 106 1.3 625 Adjustments -- _ - - ---- CF Size Factor -- -- -------- . . 1.000-----------------._,-, --------------- Cd Duration 1.25 1.25 Cr Repetitive Ch Shear Stress Cm Wet Use BeamChek has automatically added the beam self -weight into, the calculations. Loads Uniform TL: 242 = A Uniform LL: 110 Load. A ----....---....---.._._Uniform ---------------�- - ---- R1 = 1008 R2 =1008 SPAN = 8 FT Uniform and partial uniform loads are lbs per lineal ft. Lot 84 Residence Roof System 43 Prepared by: jw Date: 4/18/01 BeamChek 2.2 Choice 6x 10 DF -L #2 BASE Fb = 875 ADJ Fb = 1094 Conditions 9T NDS Min Bearing Area R1= 1.9 int R2= 1.9 int DI-Defl 0.12 in Data Beam Span 12.5 ft Reaction 1 1179 # Reaction 1 LL 500 # Beam Wt per ft 12.7 # Reaction 2 1179 # Reaction 2 LL 500 # Beam Weight 159 # Maximum V 1179 # Max Moment 3685'# Max V (Reduced) 1030 # TL Max Defl L / 240 TL Actual Defl L / 740 LL Max Defl L / 360 LL Actual Deft L / >1000 Attributes Section (in 3) Shear (int) TL Defl (in) LL Defl Actual --------- ----- - - -- Critical 1 40.44 14.54• 0.63 0.42 Status ' OK OK OK OK Ratio 49% 28% 32% 21% Fb (psi) Fv (psi) E (psi x mil) Fc -L (psi) , Values Base Values 875 - 85 1.3 625 Base Adjusted 1094 106 1.3 625 Adjustments ------------------------.—.---- CF Size Factor 1.000 Cd Duration 1.25 1.25 Cr Repetitive Ch Shear Stress Cm Wet Use BeamChek has automatically added the beam self- weight into the calculations. Loads Uniform TL: 176 =A Uniform LL: 80' -_ Uniform Load A _ — R1 = 1179 R2 = 1179 SPAN = 12.5 FT Uniform and partial uniform loads are lbs per lineal ft. S0 Lot 84 Residence Roof System 44 Prepared by: jw Date: 4/18/01 BeamChek 2.2 Choice 6x 10 DF-L #2 BASE Fb = 875 ADJ Fb = 1094 Conditions, 91 NDS - -- ---- ---- ---- Min Bearing Area . R1= 1.9 int R2= 1.9 int DL Defl 0.12 in Data I Beam Span 12.5 ft Reaction 1 1179 # Reaction 1 LL 500 # j Beam Wt per ft 12.7 # Reaction 2 ' 1179# Reaction 2 LL 500 # Beam Weight 159 # Maximum V 1179 # Max Moment 3685'# Max V (Reduced) 1030 # TL Max Defl L / 240 TL Actual Defl L % 740 LL Max DO L/360 LL Actual Defl L / >1000 Attributes Section (in') Shear (int) TL DO (in) LL DO Actual 82.73 52.25 0.20 0.09 Critical 40.44 14.54 0.63 0.42 Status I OK OK OK OK Ratio L 49% 28% 32% 21% — -- - ---------- -=------ Fb (psi) ._—.__....----- Fv (psi) --- --- .... ._� ..- .._ ._.._-....- E (psi x mil) Fc I (psi) Values Base Values- 875---85 ---1.3 --- -625 -- ------ Base Adjusted 1094 106 __-1.3 625— Adjustments -- CF Size Factor 1.000 — - Cd Duration 1.25 1.25 Cr Repetitive Ch Shear Stress Cm Wet Use BeamChek has automatically added the beam self-weight into the calculations. Loads Uniform TL: 176 = A b. Uniform LL: 80 LOT 84 RESIDENCE ROOF SYSTEM 45 Prepared by: jw Date: 4/18/01 BeamChek 2.2 Choice 5-1/8x 10-1/2 -GLB 24F -V4 DF/DF BASE Fb = 2400 ADJ Fb = 3000 Conditions - ------.-------.._._ .... Min'Bearing Area R1= 4.3 inzR2= 4.3 inz DL Defl 0.27,in Suggested Camber 0.40 in Data Beam Span 15.0 ft Reaction 1 2821 # Reaction 1 LL 1238 # Beam Wt per ft . 13.08 # Reaction 2 2821 # Reaction 2 LL 1238 # I Beam Weight 196 # Maximum V 2821 # 1 Max Moment 10577'# Max V (Reduced) 2492 # TL Max Defl L/240 TL Actual Defl L / 375 LL Max Defl L / 360 LL Actual Defl L / 854 Attributes Section (in') Shear (int) TL Defl (in) LL Defl Actual r------- - ----- , 94.17 ------ 53.81 ---.—.. 0.48 ---.... -- -----.... _.... ....... - 0.21 Critical 1 42.31 15.74 0.75 0.50 Status' OK OK OK OK Ratio 45% 29% 64% 42% Fb (psi) Fv (psi) E (psi x mil) Fc -L (psi) Values Base Values 2400 190 1.8 650 Base Adjusted 3000 238 1.8 650 Adjustments Cv Volume ----- x.000 ------------- --------------------=----------: i Cd Duration 1.25 1.25 Cr Repetitive Ch Shear Stress Cm Wet Use BeamChek has automatically added the beam self -weight into the calculations. Loads Uniform TL: 363 =A Uniform LL: 165 f Uniform Load A R1 = 282.1 R2 = 2821 SPAN = 15 FT Uniform and partial uniform loads are lbs per lineal ft. Lot 84 Residence Roof System 46 Prepared by: jw . Date: 4/18/01 BeamChek 2.2 Choice 6x 8 DF -L #2 BASE Fb = 700 ADJ Fb = 875 . Conditions; -- — - '91 NDS --------------------- -------•-----------------------------._...-- --------.._e..._ ... , Min Bearing Area R1= 1.7 int R2= 1.7 in DL Defl 0.08 in Data ---- ..------ ._..-=-- .... :Beam Span ... ------ --------- 9.0 ft ---._.._-..:-...__.. _._..-- Reaction 1 -..._... 1035 # Reaction 1 LL 450 # Beam Wt per ft 10.02 # Reaction 2 1035 # Reaction 2 LL 450 # Beam Weight 90 #- Maximum V 1035 # Max Moment 2329'# Max V (Reduced) 891 # TL Max Defl L/240 TL Actual Defl L / 801 LL Max DO L / 360 LL Actual Defl L/>1000 Attributes Section (in') Shear (int) TL Defl (in) LL Defl Actual 51.56 41.25 0.13 0.06 - CriticalI 31. 12.58 0.45 0.30 Status OK OK OKRatio L94 6 31% 30% 20% --- Fb (psi) Fv (psi)_~ E (psi x mil). Fc I (psi) -- Values Base Values 700 85 1.3 625 Base Adjusted 875 106 1.3 625 Adjustments CF Size Factor 1.000 Cd Duration 1.25 1.25 Cr Repetitive j Ch Shear Stress j Cm Wet Use BeamChek has automatically added the beam self -weight into the calculations. Loads Uniform TL: 220 =A Uniform LL 100 Uniform Load A --- — ------ R1 =1035 R2 = 1035 SPAN = 9 FT Uniform and partial uniform loads are lbs per lineal ft. (— Uniform Load A R1 930 R2 0 SPAN = 10 FT Uniform and partial uniform loads are lbs per lineal ft. ti Lot 84 Residence Roof System 47 Prepared by: jw Date: 4/18/01 BeamChek 2.2 Choicer 6x 8 DF -L #2 BASE Fb = 700 ADJ Fb = 875 .................. Conditions '91 NDS Min' Bearing Area. R1= 1.5 int R2= 1.5 in' DL Defl 0.09 in Data Beam Span 10.0 ft Reaction 1 930 # Reaction 1 LL 400 # Beam Wt per ft 10.02 # Reaction 2 930 # Reaction 2 LL 400 # Beam Weight 100 # Maximum V 930 # Max Moment 2325'# Max V (Reduced). 814 # TL Max Defl L / 240 TL Actual DO L / 722 LL Max Defl L / 360 LL Actual Defl L / >1000 Attributes Section (in 3) Shear (int) TL Defl (in) LL D. Actual 51.56 41.25 0.17 0.07 Critical 31.89 11.49 0.50 0.33 Status OK OK OK OK Ratio 62% 28% 33% 21% Fb (psi) Fv (psi) E (psi x mil) Fc -L (psi) ... Values ; Base Values 700 85 1.3 625 Base Adjusted 875 106 - 1.3 625 Adiustments i CF. Size Facfor 1.000 Cd Duration 1.25 1.25. Cr Repetitive Ch Shear Stress j Cm Wet Use - -- ----- ---------- BeamChek has automatically —.._-------—...._........ ...... -- -- :-...._.._.... ..>..._.__.. - ......:_._.... .- ...: added the beam self -weight into the calculations. Loads Uniform TL: 176 '= A Uniform LL: 80 (— Uniform Load A R1 930 R2 0 SPAN = 10 FT Uniform and partial uniform loads are lbs per lineal ft. ti Lot 84 Residence Roof System 49 Prepared by: jw Date: 4/18/01 BeamChek 2.2 Choice 6x 12. DF -L #2 BASE Fb = 875 ADJ Fb = 1094 ' Conditions 191 NDS - Min Bearing Area, R1= 4.7 int R2= 4.7 int DL Defl 0.10 in Data!Beam Span 10.5 ft 'Reaction 1 2968 # Reaction 1 LL 1313 # Beam Wt per ft 15.37 # Reaction 2 2968 # Reaction 2 LL 1313 # ; Beam Weight 161 # Maximum V 2968 # Max Moment 7792'# Max V (Reduced) 2426 # TL Max DO L / 240 TL Actual Defl L /740 LL Max DO L / 360 LL Actual Defl L / >1000 Attributes Section (in') Shear (inz)TL Deft (in) LL DO Actual 121.23 63.25 0.17 0.08 Critical 85.48 34.25 0.52 0.35 Status OK OK OK OK Ratio 71%. 54% 32% 22% Fb (psi) Fv (psi) E (psi x.mil) ' Fc l' (psi) Values :Base Values........ 875......_ .....--. __...85_...__......_....__._.._1.3 ................__.-625 ..-------------- ..... Base Adjusted 1094 106 1.3 625 ' Ad/ustmenis CF Size Factor " - 1.000 - - • ' Cd Duration 1.25 1.25 Cr Repetitive Ch Shear Stress I`Cm Wet Use BeamChek has automatically added the beam self -weight into the calculations. Loads Uniform TL: 550'=A Uniform LL: 250, Uniform Load A • R11= 29968 R2 - 2968 SPAN = 10.5 FT Uniform and partial uniform loads are lbs per lineal ft. . S6 Lot 84 Residence Roof System 50 Prepared by: jw Date: 4/18/01. BeamChek 2.2 Choice i 6x 10 DF -L #2 BASE Fb = 875 ADJ -Fb = 1094 Conditions 91 NDS Min Bearing Area R1= 2.5 int R2= 2.5 int DL Defl 0.19 in Data Beam Span 13.5 ft Reaction 1 '1571 # Reaction 1 LL 675 # Beam Wt per ft 12.7 # Reaction 2 1571 # Reaction 2 LL 675 Beam Weight 171 # Maximum V 1571 # Max Moment 5301 '# Max V (Reduced) :. 1386 # TL Max Defl L/240 TL Actual Defl L/477 i LL Max DO L /360 LL Actual DO L / >1000 Attributes Section (in') Shear (in Z) TL Defl (in) LL Defl Actual 82.73 52.25 0.34 0.15. Critical 58.16 19.57 0.68 0.45 Status OK OK OK. OK Ratio I, 70% 37% 50% 32% Fb (psi) Fv (psi) E (psi x mil) Fc -L (psi) Values ^------e" _ _--.__.-.. ----- !Base Values ---- 875 ----- 875 8 85 1.3 625 Base Adjusted 1094 1,06 1.3 625 Adjustments CF Size Factor 1.000 I Cd Duration 1.25 1.25 Cr Repetitive Ch Shear Stress Cm, Wet Use BeamChek has automatically added the beam self -weight into the calculations. Loads Uniform TL: 220 =A Uniform LL 100 _- --------- -_-_— - --- ...._._. Uniform Load A ----- -- - - i R1 = 1571 R2 = 1\\\571 SPAN =13.5 FT Uniform and partial uniform loads are lbs per lineal ft. Lot,84 Residence Roof System 51 _ Prepared by: jw - Date: 4/18/01 BeamChek 2.2 Choice 6x 8 DF-L #2 BASE Fb = 700 "ADJ Fb = 875 " Conditions '91 NDS--__.."....._. _. :.; :.. Min Bearing Area R1= 2.4 in' R2= 2.4 int DL Defl 0.06 in DataBeam Span 7.5 ft Reaction 1 4481 # Reaction 1 LL 656.# i Beam Wt per ft 10.02 # Reaction 2 1481 # Reaction 2 LL_ 656 # Beam Weight 75 # Maximum V,, 1481 # I Max Moment 2778,'# . Max V (Reduced) 1234 # TL Max Defl L / 240 TL Actual Defl L / 806 LL Max Defl L / 360. LL Actual Defl L 1 >1000 Attributes Section (in') Shear (in') TL Defl (in) LL Defl Actual r------------------- 51.56 ------------__------ 41.25 ---------------.._._..___.."._--..__...__ 0.11 - --. ... _ ..---...._......_..... 0.05 Critical 38.09 17.43 0.38 0.25 Status OK OK OK OK Ratio 74%, 42% 30% 20% _.,_..._.._......... .._....... .... _..-- - - - ---- Fb (psi) - ---- - Fv (psi) .._.__......-------............ ..._...._._.-._......_._..._..:"..:_.._...._._.._._ ...._: E (psi x mil) - Fc l-(psi) Values Base Values 700 85 1.3 625 Base Adjusted 875 106 1.3 625 Adjustments ;:..._--.:..._._................__..... CF Size Factor -..__... - ... :.... _ _....":. -- - - ....-._....:. -- _...._ _... . Cd 'Duration 1.25 1.25 Cr Repetitive I Ch Shear Stress' j Cm Wet Use BeamChek has automatically added the beam self-weight into the calculations. Loads Uniform TL: 385 =A Uniform LL: 175 Lot 84 Residence Roof System 52 Prepared by: jw Date: 4/18/01 BeamChek 2.2 Cboice 6x 6 DF -L #2-- --- ---- :___._.___._____.- BASE Fb - 700 - A by IF = 875 Conditions '91 NDS --...-__...._.._ _.____.__.......___ ._ .. Min Bearing Area R1= 0.3 inz R2= 0.3 int DL Defl 401 in. Data ; Beam Span 2.5 ft Reaction 1174 # Reaction 1 LL 75 Beam Wt per ft 7.35 # Reaction 2 174 # Reaction 2 LL 75 # Beam Weight 18 # Maximum V 174 # Max Moment 109'# Max V (Reduced) 110# TL Max Defl L / 240,, TL Actual Defl L / >1000 LL Max Defl L 1360 LL Actual Defl L / >1000 Attributes Section (in3) Shear in TL Defl (in) LL Defl Actual 27.73 30.25 0.00 <0.01 Critical 1.49 1.56 0.13 0.08 Status OK OK OK OK Ratio 56/6 5% 1% 1% Fb (psi) Fv (psi) E (psi x mil) Fc -L (psi) Values -----56-s----- Base Values 700 ------.... 85• --------- -....--........_...___.....__. 1.3 625 Base Adjusted 875' 106 1.3 625 Adjustment t-CF----------- ----_-- = 1.000 ---- --------- ---- __ .. _._.._.._..._..._..._........_...._...._....... -. _ ..... Cd • Duration 1.25 1.25 Cr.Repetitive Ch Shear Stress Cm Wet Use .._.------------------------------._..---------_...-----_-._.----___.._...__-t-h,--..--lc---._._._. .......__.._._. _ BeamChek has automatically added the beam self -weight into the calculations. Loads Uniform TL: 132 =A Uniform LL: 60 Uniform Load A 8114 R2 4 SPAN = 2.5 FT Uniform and partial uniform loads are lbs per lineal ft. Lot 84 Residence Roof System 53 Prepared by: jw Date: 4/18/01 BeamChek 2.2 Choice 6x 8 DF-L #2 BASE Fb = 700 ADJ Fb = 875 Conditions `9 f NDS - Min Bearing Area . R1= 0.6 int R2= 0.6 in' DL Defl <0.01 in. Data ; Beam Span 3.5 ft Reaction 1 364 # Reaction 1 LL 158 # Beam Wt per ft 10.02 # Reaction 2 364 # Reaction 2 LL 158 Beam Weight . 35 # Maximum V 364 # i Max Moment 319 '# Max V (Reduced) 234 # TL Max Defl L / 240 TL Actual Defl L / >1000 LL, Max Defl L / 360; LL.Actual Deft L / >•1000, Attributes ----- - - - Section (in) — - -- ---.. Shear (in-Z-) ----.._._...----_ ---- ------------ ------ -............. —.._..._._.._...... JL Defl' (in) LL Defl Actual 51.56 41.25 0.00 <0.01 Critical j 4.37 3.30 0.17 0.12 Status OK OK OK OK Ratio 8% 8% 2% 1 % Fb (psi) Fv (psi) E (psi x mil) Fc I (psi) Values ►Base Values 700 85 1.3 625 Base Adjusted 875 106 1.3 625 Adjustments CF Size Facfor ..:... _......_...<. _......-- ----- -- __... --- ---—..._._...:.........:.._._... _.. Cd Duration, 1.25 1.25 Cr Repetitive i Ch Shear Stress j Cm Wet Use BeamChek has.automatically added the beam self-weight into the calculations. Loads Uniform TL: 198 = A Uniform LL: 90 Uniform Load A R1 = 364 R2 364 SPAN= 3.5 FT Uniform and partial uniform loads are lbs per lineal ft. Lot 84 Residence Roof System 54 Prepared by: jw Date: 4/18/01 BeamChek 2.2 ChoiceDF-L #2 BASE Fb =.875 ADJ Fb = 1094 Conditions'91 _ -- NDS ----------- ---------._ ............._._---- ..____---___._...---•----- -- Min Bearing Area R1= 2.0 int R2= 2.0 int DL Defl. 0.05 in Data Beam Span 9.5 ft Reaction 1 1262 # Reaction 1 LL 546 # Beam Wt per ft 12.7 # Reaction 2 1262 # Reaction 2 LL 546 # Beam Weight 121 # Maximum V 1262 # Max Moment 2997'# Max V (Reduced) 1052 # TL Max Defl L / 240 TL Actual Defl L/ >1000 LL Max Defl L / 360 LL Actual Defl L / >1000 Attributes Section (in') Shear (int) TL Defl (in) LL Defl Actual 82.73 52.25 _......- - - ...._..._....-_------..._....-- 0.10 0.04 Critical 32.89 14.85 0.47 0.32 Status OK OK OK OK Ratio 40% 28% 20% 13% _...__ Fb (psi) Fv (psi) E (psi.x mil) Fc -L(psi) Values ;,Base Values 875 85 1.3 625 j Base Adjusted 1094 106 1.3 625 Adjustments -------- -- ICF Size Factor -- . — 1.000 ------------------ _ ... ---- -----------.__ --- --- -- . - -- - ---- Cd Duration 1.25 1.25 Cr Repetitive Ch Shear Stress Cm Wet Use BeamChek has automatically added the beam self-weight into ttie calculations. Loads Uniform TL: 253 = A Uniform LL: 11`5 Uniform Load A .-._.. • I 262 R1 62 R SPAN= 9.5 FT - Uniform and partial uniform loads are lbs' per lineal ft. 6t Lot 84 Residence Roof System 55 Prepared by: jw Date: 4/18/01 BeamChek.2.2, ChoiceBASE Fb = 700 ADJ Fb = 875 " Conditions'91 NDS......._.. _.... - ---._............._..... - - _...._.. _..... - - ....- -- — ..._..--- - ..., ......._.._..... Min Bearing Area R1= 0:4 int R2= 0.4 int DL DO <0.01 in. Data Beam Span.- 3:5 ft Reaction 1 244 # Reaction 1 LL; 105 # 'Beam Wt per ft 7.35 # Reaction 2 244 # Reaction 2 LL 105 t# Beam Weight 26 # Maximum V 244 # 1 Max Moment 213'# Max V (Reduced) 180 # I TL Max Defl L / 240 TL Actual Defl L ; >1000 { LL Max Defl L / 360 'LL Actual Defl L ; >1000 Attributes _.._...... _..... _..... __.._._......._ Section (in'). ......._ _._..._....__...... Shear (int) - -.............._.._............... __.............._.. TL Defl,(in) LL Defl Actual 27.73 30.25 0.00 <0.01 Critical 2.93 2.54 0.17 0.12 Status OK OK OK OK Ratio, 11% 8% 3% 2% Fb (psi) Fv (psi) E (psi x mil) Fc-L (psi) Values 'Base Values 70085 1.3 625 Base Adjusted 875 106 1.3 625 Adiustments Cd Duration 1.25 1.25 i Cr Repetitive Ch Shear Stress Cm Wet Use BeamChek has automatically added the beam self-weight into the calculations. Loads Uniform TL: 132 =A Uniform LL: 60 Uniform-Load -A -- - R1 = 244. R2 = 244 SPAN = 3.5 FT Uniform and partial uniform loads are lbs per. lineal ft. Lot 84 Residence Roof System 56 Prepared by: jw• Date: 4/18/01 BeamChek 2.2 Choice 6x 6 DF -L #2 BASE Fb = 700 ADJ Fb = 875 Conditions 91 NDS---._... --- _...:......_ .. _... ... ........... Min Bearing Area R1= 1.1 int R2= 1.1 int DL Defl 0.09 in Data Beam Span 8.0 ft Reaction 1 689 # Reaction 1 LL 300 # Beam Wt per ft 7.35 # Reaction 2 689 # Reaction 2 LL 300 # Beam Weight 59 # Maximum V 689 # Max Moment 1379'# Max V (Reduced) 610"# TL Max Defl L / 240 TL Actual Defl L / 600 'LL Max Defl L / 360 LL Actual Defl L / >1000 Attributes Section (in 3) Shear (in 2) TL DO (in) LL Defy Actual 27.73. 30.25 0.16 Critical 18.91 8.62 0.40 0.27 Status OK OK OK OK Ratio 68% 28% • 40% 26% ........... --..- ............ ....:.......... -..-: - Fb (psi) - ..._.._._._._ _.. _.:.-----.._...._ .... _ ......... _ ._......._ .. Fv (psi) E (psi z mil) Fc L (psi) Values Base Adjusted 875 106. 1.3 625 Adjustments ................_..._ .._......-- CF Size Factor — - Cd Duration 1.25 1.25 Cr Repetitive Ch Shear Stress Cm Wet Use BeamChek. has automatically added the beam self -weight into the calculations. Loads Uniform TL: 165 =A Uniform LL: 75 Uniform Load A i R1 = 689 R2 = 689 SPAN = 8 FT Uniform and partial uniform loads are lbs per lineal ft. Lot 84 Residence Roof System 57 Prepared by: jw Date: 4/18/01 BeamChek 2.2 Choice 16x 8 DF -L #2 BASE Fb = 700 AD Fb = 875 Conditions Min Bearing Area R11=15 in? R2= 1.5 in' DL Defl 0.09 in Data _........._...._....._.:...... Beam Span ----_....-- - 10.0 ft -...:................................ Reaction 1 .-..--'-- ....... --......._...:...._..._...._.__...._...:......... . 930 # Reaction 1 LL 400 # Beam Wt per ft 10.02 # Reaction'2 930 # Reaction 2 LL 400 # Beam Weight 100 # Maximum V 930 # Max Moment 2325'# Max V (Reduced) 814 # TL Max DO L / 240 TL Actual Defl L / 722 LL Max DO L / 360 LL Actual Defl L i >1000 Attributes Section (in 3) Shear (in') TL Defl (in), LL Defl Actual j " 51.56 41.25 0.17 0.07 . Critical 31.89 11.49 0.50 0.33 Status OK OK OK OK Ratio 62% 28%. 33% 21 Fb (psi) Fv (psi) E (psi x mil) Fc -L (psi) Values i Base Values 700 85 1.3 625 ! Base Adjusted 875 106 1.3 Adjustments CF Size Factor 1.000 .......... I Cd Duration' 1.25 1.25 Cr Repetitive Ch Shear Stress Cm Wet Use BeamChek has automatically added the beam self -weight into the calculations. " Loads Uniform TL: 176 =A Uniform LL 80 64 Lot 84. Residence Roof System` 58 Prepared by: jw• Date: 4/18/01 BeamChek'2.2 Choii e j -G-6 .."DF -L #2 BASE Fb.= "700 ADJ Fb = 875 Conditions 91 NDS. Min Bearing Area R1= 1.4 in' R2= 1.4 int DL Defl 0.08`in Data •; Beam Span 9.5 fit Reaction 1 884 # Reaction 1 LL ` 380 # " Beam Wt per ft,. 10.02 # Reaction 2 884 # -Reaction 2 -LL 380 Beam Weight 95 # Maximum V 884 # Max Moment 2099'#. Max V (Reduced) 767"# TL Max Defl ° . L / 240 TI -Actual Defl L'1842 LL Max Defl L / 360 LL Actual Defl L i >1000 Attributes Section (in 3) Shear (in') TL Defl (in) LL Defl Actual 51.56 41:25 0.14 0.06 Critical 28.78 10.83 0.47 0.32 Status OK OK ' OK OK Ratio 56% 26% 29% 18% ' • Fb (psi) ...__._ .,..;. ; ._ .. ...,...ij.....--- PSI . ... Fv (psi) E (psi x ml Fc_) _ Values Base Values .... _._ 700 .. .. 85- 1.3- .....625 ................... Base Adjusted 875 106 1.3 625 Adjustments C F Size Factor 1.000 __...... __ - • CdDuration 1.25 1.25.' • Cr Repetitive Ch' Shear Stress Cm Wet Use Beam Chek has automatically added the beam self weight into the calculations. Loads Uniform TL: 176 = A Uniform LL: 80 Uniform Load A R1 = 884 R2 SPAN = 9.5 FT Uniform and partial uniform loads are lbs per lineal ft. Lot 84 Residence Roof System 59 Prepared by: jw Date: 4/18/01 BeamChek 2.2 Choice 6x 6 DF -L #2 BASE Fb = 700 ADJ Fb = 875 Conditions. _ ...----- 91 NDS --- --._..__._..._--..:_._..__._._..-..._.._...._._.__.-. ... _....... -- ..... _.__..__._:_........ ........._ Min Bearing Area R1= 0.5 int R2= 0.5 in DL Defl <0.01 in. Data _..-.._..._ ...................:_.._ ' Beam Span. _ ... - _ 3.0 ft -...__....__...._......... ..... :....._... _...........- --._....-._ ....- - — - ... .... . Reaction 1 341 # Reaction 1 LL 150 # Beam Wt per ft 7.35 #,' Reaction 2 341 # Reaction 2 LL 150 # Beam Weight 22 # Maximum V 1341 # Max Moment 256'# Max V (Reduced) 237 # TL Max Defl L / 240 TL Actual Defl L / >1000 LL Max Defl L / 360 LL Actual Defl L / >1000 Attributes Section in Shear in 2 TL Defl in LL Defl Actual 27.73 30.25 0.00 <0.01 Critical ; 3.51 3.34 0.15 '0.10 Status OK OK OK OK Ratio i 13% 11% 3% 2% Fb. (psi) Fv (psi) E (psi x mil) Fc'l (psi) Values Base Values 700 85 .1.3 625 Base Adjusted 875 106 1.3 625 Adjustment s - e --Fa------ctor-------------.-1.00---0----------- CF Siz _ - _.._...._ ...-- ..... _._.._.. • Cd Duration 1.25 1.25 Cr Repetitive Ch. Shear Stress Cm Wet Use BeamChek has automatically added the beam self -weight into the calculations. Loads Uniform TL: 220 =A Uniform LL: 100 --Uniform Load A - ............ _..__. i R1 •R = 341 R2 = 341 SPAN = 3 FT Uniform and partial"uniform loads are lbs per lineal ft. Lot 84 Residence Roof System 60 Prepared by: jw Date: 4/18/01 BeamChek 2.2 Choice :--6x 6 DF -L #2 _............. _..._........._.__. _.... ..,... _--BASE Fb = 700 ADJ Fb = 875 Conditions =- -- - - 91 NDS - - - _..._...... _....:..:...._ _... _ .__........._........ Min Bearing Area R1= 0.8 in' R2= 0.8 int DL Defl 0.01 in Data !Beam Span 4.5 ft Reaction 1 512 # Reaction 1 LL 225 # Beam Wt per ft 7.35 # Reaction 2 5,12 # Reaction 2 LL 225 # j Beam Weight 33 # Maximum V 512 # Max Moment 575'# Max V (Reduced) 407 # TL Max Defl L/240 TL Actual Defl L / >1000 . LL Max Defl L / 360 LL Actual DO L / >1000 Attributes Section (in 3) Shear (int) TL Defl (in) LL Deft Actual 27.73 30.25 0.02 <0.01 Critical 7.89 5.75 0.22 -0.15 Status ; OK OK OK OK Ratio 28% 19% 9% 6% __.........................._.__... Fb (psi) _...----..._.._::__....._.__..... __....._.._........_..... __.._......,......_.... Fv (psi) E,(psi x mil) Fc I (psi) Values ;Base Values 700 85 1.3 625 I Base Adjusted 875 106 1.3 625 Adjustments CF Size Factor 1.000 Cd Duration 1.25 1.25 Cr Repetitive Ch Shear Stress Cm Wet U..se _.... -- ---------...—_...------ _._.--------- BearnmChek•has automatically added, the beam self -weight into the calculations. Loads Uniform TL: 220 =A Uniform' LL: 100 ;'Lot 84 Residence Roof System 61 Prepared by: jw Date: 4/18/01 BeamChek 2.2 hone 6x 8 DF -L #2 - _ ... .. ------------ - BASE Fb = 700 ADJ Fb = 875 Conditions 91 -- - - 'NDS------------:-- - ------------------ ___.. ----- - Min Bearing Area R1= 1.7 in' R2= 1.7 int DL.Defl 0.09 in Data Beam Span 9.5' ft Reaction 1 1093 # Reaction 1 LL 475 *'# Beam Wt per ft 10.02 # Reaction 2 1093 # Reaction 2 LL 475 # Beam Weight • 95# Maximum V 1093 # Max Moment 2595'# Max V (Reduced) 949 # TL Max DO L / 240 TL Actual Defl L / 681 LL Max Defl L / 360 LL Actual Defl L / >.1000 Attributes _... - - Section (in') ...................... ...... Shear (in 2) ..-. ._.... . TL Defl (in) LL Defl Actual l 51.56 41.25 0.17 0.07 Critical 35.59 13.40 0.47 0.32 Status ! OK OK OK OK Ratio 69% 32% 35% 23% Fb (psi) Fv (psi) E (psi x mil) Fc ! (psi) Values ...-----...------..---------__.._..-----..-...---__-----------._....------- Base Values 700 85 1:3 625 Base Adjusted 875 106 1.3 625 Adiustments 1" -- --- i CF .Size Factor - --- 1.000 Cd Duration 1.25 1.25 I Cr Repetitive ! Ch Shear Stress Cm Wet Use - .... _h_---- ----- - --.-..__.-:.."._.--------------------------_..__._---_* '*,-----------.._"".-- ---- BeamChek has automatically added the beam self -weight into the calculations. =Loads Uniform TL 220 =A Uniform LL: 100 . i Uniform.Load A " R1 =1093 R2 =1093 - ' SPAN = 9.5 FT Uniform and partial uniform loads are Ibs per lineal ft. G Lot 84 Residence Roof System 62 Prepared by: jw Date: 4/18/01 BeamChek 2.2 Choice 6x 6 DF-L #2 BASE Fb = 700.. AN Fb = 875 Conditions '91 NDS Min Bearing Area R1= 0.8 in R2= 0.8 inz DL Defl 0.02 in Data Beam Span 5.5 ft Reaction 1 504 # Reaction 1 LL 2204 Beam Wt per ft 7.35 # Reaction 2 504 # Reaction 2 LL 220 # Beam Weight 40 # Maximum V 504 # Max Moment 693 '# Max V (Reduced) ,. 420 # TL Max Defl =:.: L / 240 TL Actual Defl L / >1000 LL Max Defl 1' L / 360 LL Actual Defl L / >1000 Attributes Section(- in'), Shear inz ( ). TL Defl (in) LL Defl Actual 27.73 30.25 0.04 0.02 Critical 9.51 5.93 0.28 0.18 Status OK OK OK OK Ratio 1 34% 20% 14% 9% Fb (psi) Fv (psi) E (psi•x mil) Fc-L (psi) Values Base Values......---- Base Adjusted 875 106 1.3 625 Adjustments i CF Size factor - -1.000 Cd Duration 1.25 1.25 :'Cr Repetitive Ch Shear Stress Cm Wet Use BeamChek, has automatically added the beam self-weight into the calculations. Loads Uniform TL: ' 176 =A Uniform LL: 80 Uniform Load A MR Lot 84 Residence Roof System .63 Prepared by: jw Date: 4/18/01 BeamChek 2.2 Choice i 6x 6 DF -L #2 BASE Fb = 700 ADJ Fb = 875 Conditions 91 NDS Min Bearing Area R1= 1.1 in'- R2= 1.1 in' DL Defl 0.05 in. Data Beam Span 6.5 ft Reaction 1 667 # Reaction 1 LL 293 Beam Wt per ft 7.35 # Reaction 2 667 # Reaction 2 LL 293 # Beam Weight 48 # Maximum V' 667 # Max Moment 1085'# Max V (Reduced) 573 # TL Max DO L7 240 TL Actual Defl ,, L / 939 LL Max Defl L / 360 .LL.Actual DO 6 b>1000 Attributes :.............:_.._. _.. Section (in 3) Shear (inz) TL Defl (in) ..... _.._.....:. ... __ LL Defl Actual27.73. 30.25 0.08 0.04 Critical 14.87 8.09 0.32 0.22 Status i OK OK OK OK Ratio t 54% 27% 266% 17%' Fb (psi) Fv (psi) E (psi x mil) Fc -L (psi) Values Base Values- -- 700 85 1.3 625' j Base Adjusted 875 106 1.3 625 ,Adjustments CF Size Factor -1.000 "---- -- Cd Duration 1.25 1.25 Cr Repetitive Ch Shear Stress Cm Wet Use BeamChek has automatically added the beam self -weight into the calculations. Loads Uniform TL: 198 =A Uniform LL: 90 Uniform Load A R67 R67 SPAN = 6.5 FT Uniform and partial uniform loads are Ills per lineal ft Ito Lot 84 Residence Roof System 64 Prepared by: jw Date: 4/18/01 BeamChek 2.2 Choice 6x 8 DF -L #2 BASE Fb = 700 ADJ IF = 875 Conditions '91 NDS ......................... Min Bearing Area. R1= 1.4 int R2= 1.4 int DL DO 0.10 in Data [Beam Span 10.5 ft Reaction 1 861 # Reaction 1 LL 368 # Beam Wt per ft 10.02 # Reaction 2 861 # Reactiorr2 LL 368 # - Beam Weight 105 # Maximum V. 861 # Max Moment 2260'# Max V (Reduced) 759# TL Max Defl L/240 TL Actual Defl L / 707 LL Max Defl L / 360, LL Actual Defl L/>1000 Attributes Section (in') Shear (int) TL Defl (in) LL Defl Actual 51.56 41.25 0.18 0.08 Critical 31.00 10.71 0.52 0.35 Status OK OK OK OK Ratio j . 60% 26% 34% 22% — Fb (psi) Fv (psi) E (psi x mil) Fc -L (psi) Values - - ...-- ---- : Base Values - --------- 700 ------- -.... _...-—._._._._...._..._.._ --- ._... _.._..:_. 85 1.3 625 :Base Adjusted 875 106 1.3 625 Adjustments........_..-- CF Size Factor .000 _.._:._._.._..._.._...--- .:_..----...._.....__...._.° . 'Cd Duration 1.25 1.25 Cr Repetitive Ch Shear Stress Cm Wet Use BeamChek has automatically added the beam self -weight into the calculations. Loads Uniform TL: . 154 =A Uniform LL:. 70 Uniform Load A I ....... -- -------- - .......... ... __......._._._....._...._ -..--- ---:..::.......-._.... . R1 = 861 R2 = 861 SPAN =,10.5 FT Uniform and partial uniform loads are Ibs per lineal ft. DETERMINATION OF SEISMIC INTERACTION PARAMETERS FROM.ATTACHED FAULT LINE MAP: Distance to nearest fault line.= miles or 8-1 kilometers FOR TYPE A SOURCE, THE UBC TABLE. 16-S GIVES: Na = 1+0 at a distance of 10 km wt.-r-iafv— FOR TYPE A SOURCE, THE UBC TABLE 16-S GIVES: Na 1 at'a distance of km HENCE, THE INTERPOLATED VALUE OF Na = VALUE USED IN'DESIGN FOR Na = ..P / oyI SWTa �"� X1:11 e`'� •�. •Z' � . r �• y TI � � �r _ 1� r�, ? � I ^ vi O w • i*r� `t �/ C��e .ISI / r' �"' �• =1 - LU CL 7_ = V. G v z c SHEAR WALL SCHEDULE SYMBOL SHEAR (PIF) MATERIAL AND.NAILING DESCRIPTION ANCHOR BOLT SCHED. MINIMUM BOTTOM PLATE NAILING CONVENTIONAL TA JST. SW. TRANSFER SHEAR TRANSFER- TJI BLK'G PLATES MICRO LAM RIM JST. ON CLIPS SIMPTO NAILS &BLOCKS SIMPSON CLIPS 180 STUCCO WOVEN WIRE AND PORTLAND CE1fENT PLASTER 7/B" MCK #'11 GAUGE 1 1/2" LONG 7/18• LEG 69" O.C. 5/8"0 ANCHOR BOLTS ® 48" O.C. 16 d ® e" O.C. A35 ® 24" O.C. 10 d ® 6" O.C. A35 ®.24" O.C. 260 3/8" COX PLYWOOD 8d 0 6" O.C. E.N. & 12" O.C. F.N. BOLTS 5 38" O.C. 16 d ® 6" O.C. 16 d ® 6" O.C. A35 ® 16" O.C. 10 d ® 4" O.C.' STAGGERED STAGGERED A35 ® 16" O.C. 380 * 3/8' CDX PLYWOOD 8d 0 4" O.C. E.N. & 12' O.C. F.N. 5/8"o,BOLTS 24" O.C. 16 d ® 4" O.C. 16 d ® 4" O.C. A35 ® 12" O.C. 10 d ® 4" O.C. STAGGERED A35 ® 12" O.C. 4 90 * 3/8" CDX,PLYWOOD 8d ® 3" O.C. E.N. & 12" O.C. F-1. ®89 ANCHOR BOLTS 16 d ® 3" O.C. A35 ® 8" O.C. A35 ® 8" O.C. 4 56 1/2" GYPSUM BOARD 5d ®7" O.C. 5/8"0 ANCHOR BOLTS® 48" O.C. 16. d ® 16" O.C. 16 d ® 12" O.C. A35 ® 24" O.C. 10 d ® 8" O.C. A35 ® 24" 0. C. 5 63 1/2" GYPSUM BOARD 5d ® 4" O.C. 5/8"0 ANCHOR BOLTS18 0 48` O.C. d ® 18" O.C. 18 d ® B" O.C. A35 ® 24" O.C. 10 d ® 8" O.C. A35 ® 24" O.C. 7-5 1/2" GYPSUM BOARD 5d 0 4" O.C. BLACKED 5/8.ANCHOR BOLTS 16 d ® 12" O.C. 16 d ® 8" O.C. A35 ® 24" O.C. 10 d ® 8" O.C. A35 ® 24" O.C. 7 73 5/8" GYPSUM BOARD Bd ®4" O.C. 5/8-4 ANCHOR BOLTS® 48" O.C. 18 d ® 12" O.C. ,IB d ® 8" O.C. A35 ® 24" O.C. SO d ® 8" O.C. ;A35 ® 24" O.C. 8 S GYPSUM BOARD Bd ®4' O.C. BLOCKED 5/8"0 ANCHOR BOLTS48"5/B" ® 48" O.C. 16 d ® 12" O.C. 16 d ® 8" O.C. A35 ® 24" O.C. 10 d ® 8" O.C. 'A35 ® 24" O.C. 560 * 1/2' CDX PLYWOOD 8d ® 4" O.C. E.N. & 12" O.C. F.N. MRUC 1 5 8-17" O CCHOR BOLTS 16 d ® 3" O.C. A35 ® 8" O.C. A35 ® 8" O.C. C65 * D 10d ® 3" O.C. E.N. & 12' O.C. F.N. SMUC 1 1/2' CDX PLYWOOD ON 3x MWER S & SILL PIATE 5/8"0 ANCHOR BOLTS 0 22" O.C. /86x8' ]AGS ® 8" O.C.A35. INTO 4x BLK'G ® 8" O.C. I A35 0 8" O.C. 730 * 3/8" CDX PLYWOOD ad ® 2" O.C.-E.N. & 12' O.C. F.N. STRUC 1 ON 3i MEMBER (STUD & SILL PLATE) 5/8"0 ANCHOR BOLTS ® 20" O.C. /86iC ZAGS 0 8' O.0 INTO 4x BLK'G A35 ® 6" O.C. A35 0 6' O.C. 870 * 1/2' CDX PLYWOOD 10d ® 2" O.C. E.N. & 12" O.C. F.N. S1'RUC 1 ON 3x IMKR (SPUD & SILL PIATE) 5/8"0 ANCHOR BOLTS ® 18" O.C. /80x6' LAGS ® B' O.0 INTO 4x BLK'G A35 ® 6" O.C. A35 0 6" O.C. SIMPSON HOLDOWN CAPACITIES HD2A WITH 6x6 POST = 2780# HD5A WITH 6x6 POST = 3980# HD6A WITH 6x6 POST = 5510# *PENDING ICBG APPROVAL CONCORDE ENGINEERING HEIGHTS S Q V L> Top Plate Ridge Library 9.5 9.5 Family 17.5 Cover Terrace 13. 16 Master Bath 9.5 9:5 Master Bed 12 15 Pantry 11 11 Dining ? ? 1 ? Living.. :14-5 18.E Entry 14.5 23 Guest 9 f5 LOADS Wind Seismic 6.4 ,. . seismic Cantilever ,... — .0 , .. 4. i FA t _ - IMM . Tlt, r ! t 2ACE . umNO ROOM F, . ' • i - - •' . . f 1 , HAS, AREA tim 1 MUD ROOK- 600014 at T • t1) TtL3 - Z, CONCORDE ENGINEERING Identification UNITS FEET POUNQS Ti Covered Living Wind Trib Width= 14 Ht. Top.Plate= 13 Ht. Ridge= 16 Wind Load= 24 Wind Load/fF 323 Total Wind Load= Seismic Shear Walls=2as~3 6.4 Trib Width,, 14 Trib Length= 18. Seismic load"- oad=Seismic SeismicCantilever= 16 4032 Identification T2 Covered Terrace/Family room Wind Trib Width= 24 Ht, TOP Plate= 17.5 Ht. Ridge= 19.5 Wind Load= ,L4 Wind Loadfft= 365.5 Total Wind Load, Seismic Shear Walls- 6.4 . Trib Width= 24.' Trib Length= • 19 Seismic load= ` ° I E ' Seismic Cantilever= ' ' .(- w 16 7296. identification ; Wind Trib Width= T3 Master BedRoom 14 Ht. Top Plate= 12 Ht. Ridge= 15 Wind Load= &4 Wind Loadlft= 306 Total Wind Load= 3 0-• , i Seismic Shear Walls= 6.4 Trib Width=, 14 Trib Length= Seismic load=" 18 1612.8 _ Seismic Cant'clever= 16 4032 t. CONCORDE ENGINEERING Identification UNITS FEET POUNDS T4 MASTER 13ED Wind Trib Width= 17 ' Ht. To p plate, 12 Ht. Ridge= 15 Wind Load= JL4 Wind Load/ft= 306 Total Wind Load=t Seismic Shear Walls= Trib Width= 6.4 22 Trib Length= Seismic load, 18 534- Seismic Cantilever. • - 13.7 y • 16 6336 'Identification tT5 ' FAMILY ROOM . Wind Trib Width= 15 4 Ht Top plate= 17.5 Ht. Ridge= 19:5 Wind Load= 24 Wind LoadAt= 365.5 " Total Wind Load= 5482,5 Seismic Shear Walls=, 6A Trib Width= 15 Trib Length= SeismicBaa load= g0 t2n . - Seismic Cantilever= 16 12000 L z Identification WindTrib Width= 8,5 T6 Master BedRoom Ht Top'plate= 9.5 Ht. Ridge 9.5 Wind Load= 34 ` Wind Loadtft= 161.5 Total 'Wind Load= i6$ Seismic Shear Walls= 6.4 Trib Width= "Length= 8:5 -• Trib a 50 Seismic loader r2"Y 726 a " Seismic Cantilever= 1S 6800 r 80 CONCORDE ENGINEERING Identification UNITS T7 FEET POUNDS GARAGE Wind Trib Width= 13.5 HL Top Plate= 9,5 ' Ht. Ridge= 9.5 Wind Load= Wind L4 vadfft= 461.5 Total Wind Load= E Seismic Shear Walls= 6.4 Trib Width= Trib Length= 31 18 ,. 3 ' I + •2."i' c ,. Seismic load= . 3571.E ` I Seismic Cantilever Joe... 16 8928 Identification 77A _ GOLF CART. Wind Trib Width= ° q Ht Top Plate= 9.5 Ht. Ridge= 4.5 Wind Load= Wind Loa"-- . 161.5 Total Wind Load= 4 Seismic Shear Walls= 6.4 Trib Width= 4 Trib Length=. 12 r Seismic load= 307.2 Seismic Cantilever= .' 16 768 G 6 d}. Identification Wind Trib Width= 78 GARAGE FRONT Ht: Top Plate= 11 Ht. Ridge= 9.5 1 Wind Load= Wind Loadtft= 161.5 Total Wind Load= r - (6 a eA w. Seismic Shear Walls= Trib"Width= r 6.4 11 Trib Length= 30 ti Seismic load, 2112 w Seismic Cantilever= 16 5280 _. f CONCORDE ENGINEERING identification LL UNITS' FEET POUNDS T9 .. COVERED TERRA PEAT, ROAM Wind Trib Widths 8 Ht. Top plate= 14.5 Ht. Ridge= 18:5 Wind Load=4 Wind Load/ft= 382.5 Total Wind Load= 2k 59 Seismic Shear Wails=, 6-4 Trib Width=, Trib Length= 22 r0 / V ' 18- V Seismic load= 2534.4 d Seismic Can tilever= . 16 fi336 Identification T10 LIVING ROOM Wind Trib Width= 16 Ht. Top Plate= 14.5 Ht. Ridge= 18.5 Wind Load= V Wind Load/ft, 382.5 Total Wind Load= Seismic Shear Walls= 6.4 Trib Width= 16 Trib Length= 22 • Seismic load= 4 2252.8=' 6 x. k Seismic Cantilever= 16 5632 • • . Identification G e (Pq} fg 1 • - .l ax WindT11 ' LIVING ROOM AT ENTRY Trib Width= Ht, Top Plate- 16.5 14.5 Ht. Ridge= 18.5 Wind Load= 2.4 Wind Loadtft= 382.5 Total Wind Load= Seismic'Shear Walls= 6.4 Trib Width= Trib Lengthy • 16.5 Seismic load= 30 D168 Seismic Cantilever= 16 7920 y CONCORDE EN, GINEERING Identification UNITS FEET POUNDS T12 ENTRY Wind Trib Width= g Ht. Top Plate= 17.6 Ht, Ridge= 23 Wind Load, Wind Load/ft:,- 484.5 Total Wind Load 307 Seismic Shear Wails= 6.4 ' V ' t ® nL T t Trib Width= 24 I l,p , Trib Length= 18 Seismic load= Seismic Cantilever -16 6912 Identification T13 BEDROOM NEAR ENTRY Wind `Trlb Width= g Ht. Top Plate= 9.5 , HL Ridge= 9.5 ._ Wind toad= Wind Loadift= 161.5 Total Wind Load- Seismic .' Shear wads= 13 • ' . Y,,c. 6.4 _ Trib Width= Trib Length= 27 . Seismic load= 1382.4 • g 'e. Seismic Cantilever= 16. 3456 Identification Wind Trib Width= T14 BEDROOM NEAR ENTRY ; 7 Ht. Top Plate= 9.5 . Ht. Ridge= 9.5 Wind. Load= 24 Wind Load/ft= 161.5 Total Wind Load= , ell Seismic Shear Walls= 6,4 Trib Widtfh` 7 D -iR '2.0 , Trib Length= 15 Seismic load= 672 Seismic Cantilever-- 16 CONCORDE ENGINEERING Identification UNITS FEET POUNDS. T15 A GUEST ENTRY AT PATIO . Wind Trib Width= 9 Ht..ToP Plate= 9.5 Ht. Ridge= 9.5 Wind Load= 2.4 Wind Load/ft=;: 161.5 Total Wind Load= . Seismic Shear Walls -I 6.4 tO Trib Width= 17:5 12V Trib Length, 18 Seismic load= r`"`° 2016 , S `, j Seismic Cantilever= 16 SO40 Identification 716 GUEST BED ENTRY. Wind Trib Width= 16. Ht. Top Plate- 9.5 Ht. Ridge= -g 5 Wind Load= 24 - Wind Load/ft= 161.5 Total Wind Load= " Seismic Shear Walls= 6.4 '7 4 0 Trib Width= 16-- Trib Length; 17 Seismic load _ Seismic Cantilever 16 4352 Identification" WindT17 GUEST 13ED EXTERIOR WALL Trib width Ht. TOP Plate= 8 9.5 HL Ridge= 9.5 Wind Load= Wind Load/R= 464.5• Total. Wind Load= q Seismic Shear Walls, 6.4 S Trib Width -2- 8 Trib Length= 17 Seismic load= 870.4 Seismic Cantilever= 16 2176 CONCORDE ENGINEERING Identification- UNITS FEET POUNDS T18 GUEST BEDROOM Wind Trib Width, 12.5 Ht. Top Plate= 9, 5 Ht. Ridge" 9.5 Wind Load= 14 Wind Loadfft= :, 161.5 Total Wind Load= 1, 4zs Seismic Shear Walls= 6.4 _ Trib Width= 17.5' Trib length= 1 p Seismic load= Seismic Cantilever= 76 2800 Identification T19 GUEST BEDROOM Wind Trib Width= 12.5 Ht. TOP Plate= 9.5 Ht. Ridge= 9,5 Wind Load= 24 Wind Load/R= 161.5 Total Wind'Load- Seismic Shear Walls= Trib Width=6.4 Trib Length, 12.5: • 19 Seismic load=' 152p . Seismic Cantilever-- 16 3800 Identification Wind T20 GUEST BED EXTERIO Trib Width= 12.5 R WALL ' Ht. Top Plate= 9.5 Ht. Ridge= 9.5 Wind Load= IL4 Wind Load/ft= 161.5 Total Wind Loader 142 Seismic Shear Walls= 6.4 ' Cso TribWidth= 12 5 Trib Length= a Seismic load= 20 1600. ,1 Seismic Cantilever= . 16 4000 CONCORDE ENGINEERING _ Identification T21 BREAUNITS FEET POUNDS KFAST NOOK AT FAMILY ROOM Wind Trib Width= Ht. Top plate= 4 Ht. Ridge, 9.5 Wind Load= Wind Loadtft= 161.5 Total Wind Load- SSC Seismic Shear Walls= / 6.4 V _ Trib Width -10 ` d�1 j' Trib Length= l 10 . Seismic load= 640 Seismic Cantilever= . .1s ' 1600 Identification �22 MASTER BATH Wind Trib Width= 15 HL Top Plate= 9.5 Ht. Ridge= 9.5 Wind Load=. 24 Wind.'Load/ft= 161.5 Total Wind Load= Seismic Shear Walls= 6' Trib _ Width= 155 Trib Length= 12. � Seismic load= Seismic Cantilever 16 28$0 Identification T23 GOLF CART WindTrib width= 8 Ht, Top Plate= 9.5 Ht, Ridge= 9,5 Wind Load= 24 Wind Loadttt= 161.5 Total -Wind Load= 1a Seismic Shear Wails= Trib Width= 8 A Trib Length_ 15 Seismic load= Seismic Cantilever= 16 1,920 CONCORDE ENGtNEERING Identification UNITS FEET L1 pOUNDS' COVERED TERRACE ' Wind Trib Width- 10 Ht. Top Plate= 13 Ht. Ridge= 16 Wind Load= Wind Loadfft, 323 Total Wind Load= Sei$MIC Shear Walls=,. Trib Width=` 6.4 10 Trib Length= 27.5 Seismic loadw 1760 Seismic Cantilever 16 4400 Identification COVERED`TERRACE Wind Trib Width= 10 Ht. Top Plate= 13 Ht. Ridge_ 16 Wind toad= 'L4 Wind Load/ft= 323 -Total Wind Load= Seismic Shear Wails= 6.4 Trib Width=- ' 10 Trib Length= Seismic load= 27.5 v 1760 Z Seismic Cantilever= 16 4400 Identification 1-3 FAMILY/DINING Wind Trib Width= 25.5 Ht. Top Plate= i7.5 Ht. Ridge= 1.9.6 Wind Load= 24 Wind Load/h- Total Wind Load= 368.9 Seismic Shear Wali$= Trib Width= . Trib Length= ..6.4 25.5 l Sh 22 5elsmic load= p -eismic Cantilever= .16 8976 I� CONCORDE ENGrNEERING Identification UNITS FEET POUNDS L4 FAMILY ROOM Wind Trib Width= 20 Ht. Top Plate= 17.5 Ht Ridge=. 19.5 Wind Load= 2.4 Wind Load/ft= 365.5 Total Wind Load= Seismic She ar Walls= 6.4 2Cy Trib Width= Trib Length, 10 Sisismic load= 27.5 1.760 Seismic Cantilever= 16 4400 Identification LS MASTER SE-oROOM Wind. Trib Width= 15 Ht. TOP Plate= 9.5 Ht, Ridge= 9.5 Wind Load= 14 Wind Load/f% 161.5 Total Wind Loads 1, Seismic Shear Walls- 6.4 Trib Width= 15' �- Trib Length= 20 Seismic load= 1920 -T'� % S' �J v�� b 14' Seismic Cantilever= 16 4800 Identification L5A : Wend Trib Width 17 LIVING/ofNING Ht. Top Plate= Ht. Ridge= 18-5 Wind Load. 24 Wind Load/ft= 382,5 Total Wind Load= S Seismic Shear Walls= 6.4 %. S w Trib Width= 17 Trib Length= 25 or. Seismic load= 2720 Seismic Cantilever= 1s 6800 CONCORDE ENGINEERING Identification UNITS 1=EET POUNDS f x, L6 LIVING ROOM EXT WALL Wind Trib Width- 14 Ht. Top Plate= Ht. Ridge- 18.5 ' Wind Load= .24 Wind Load/ft= 382.5 _ , O ,.., 6 &q— Total Total Wind Load= Shear Walls= 6.4 - Trib - Width= 10 Trib Length= 27.5 ® ., Seismic load= 1760 Seismic Cantilever= 16- 4400 Identification L7 LIBRARY Wind Trib Wrdth- ' 13 5 Ht. To Plate P = 9.5 Ht. Ridge= 9 5 Wind load= Wind Load/ft- 161.5 Total Wind Load- Seismic Shear w - = Wells= 213 6 Trib Width= 4 13.5 Trib Length= 22 Seismic load= Seismic Cantilever - 16 4752 i. Identification Wind Trib Width= t_8 LIBRARY Ht. To 12 Top Plate= Ht. Ridge= Wind Load= Wind'LoadM-- 161.5 Total Wind Load= Seismic Shear Walls=61 0 .4 Trib Width= 12 Trib`Length= 20 Seismic^load= 1536 Seismic Cantilever= r 16 3840 CONCORDE ENGINEERING Identification UNITS FEET POUNDS L9 1 AUNORYMALL Wind Trib Width= Ht. Top.Plate= 10 9.5 Ht. Ridge= 9.5 Wind Load= 24 Wind Loadfft= 161.5 ' Total Wind Load= Seismic Shear Walls= Trib Width= 6.4 Trib.Length= 10 . A,S 16 Seismic load 1152 Seismic Cantilever= 16 2880 Identification 1-10 LAUNDRY Wind Trib Width= 12 Ht. Top Plate- 9.5 Ht. Ridge= 9.5 Wind Load Wind Load/ft= 161.5 Total'Wind Load= Seismic Shear Walls, Trib Width= 6.412 Trib Length= Seismic load, 12 .921.6 Seismic Cantilever= 16 2304 Identification WindWidth--' L11 TOILET Trib Width= ` 5 Ht. Top Plate= 9.5 Ht. Ridge= 9.5 Wind Load= Z4 Wind Load/ft= Total Wind toad= 7.c P3 Seismic Shear Walls= 6.4 Trib Width= 5 Trib Length= 9 Seismic load= 288 , Seismic Cantilever= i6 720 0 CONCORDE ENGINEERING Identification L12 "UNITS FEET POUNDS TOILET Wind Trib Width= . 1p HL To Top Plate= 9.5 Ht. Ridge= 9.5 Wind Load= 29 Wind Load/Pt= 161.5 tr 1 Total Wind Load Ido Seismic Shear Walls= 6.4 Trib Width= 10 10 Trib Length= 10 Seismic load= 640 Seismic Cantilever= 16 1600 Identificatior, L13 MASTER BATH EXTERIOR Wind Trib Width= Ht. Top plate=9 Ht. Ridge= 9.5 Wind Load= 24 Wind Load/it= 161.5 Total Wind Load= 1 oz1 - Seismic Shear Walls= Trib Width= 6.4 ,, i Trib Length; 30 _. . .......... e Seismic load= 1728 Seismic Cantilever= 16 4320 Identification Wind Trib Width= L14 - AT ENTRY . Ht, To Plate13 p = 17.5 Ht. Ridge= Wind Load= Wind Loadlft= 484.5 Total Wind Load= Seismic Shear Walls= 6.413 q 1 . . Trib Width= Trib Length, 13 S 32 Seismic load-- oad=Seismic SeismicCantilever= i6 6656 i , CONCORDE ENGINEERING Identification L15 WBEDROOM UNITS FEET POUNDS Wind Trib Width= 13 Ht_ Top.Plate= 9.5 Ht. Ridge= 9.5 Wind Load= 24 Wind Load/ft= 161.5 Total Wind Load, - 14s, Seismic Shear Walls= 6.4 fir" Trio Width= 16 ' • ' Trib Length, 15 Seismic load= - Seismic Cantilever 16Oe Identification L16 X ENTRY Wind Trib Width:-- idth=Ht: Ht.,Top platen 17,5 Ht. Ridge= •23 Wind Load= Wind Load/ft= Total Wind Load= 24- 484.5 a Seismic Shear Walls= , Trib Width=6.4 13.5 - S Uig Trib Len 9th 30 Seismic load= k 2592 Seismic Cantilever= d 16 6480 Identification L17 GUEST EXTERIOR Wind Trib Width= 8.5 , Ht.' Top Plate= 9.5 Ht. Ridge= 9.5 Wind Load= Wind tal WinLoad/ft= Total Load= 161.5 Seismic Shear Walls-_ • Trib Width= 6.4 8.5 • Trib Length, 17 Seismic load= 924.8 Seismic Cantilever= 16 2312 CONCORDE ENGINEERING Identification UNITS FEET POUNDS L18 GUEST ROOM Wind - Trib Width ` 8.5 Ht. Top Plate= . 9.S Ht. Ridge= 9.5 Wind Load= ,14 Wind Load/ft= Total, Wind Load= Seismic Shear'Walls= 6.4 Trib Width= 10` Tr6L,ength= 17 ' Seismic load= 1088 Seismic Cantilever- 16 2720 r , Identification 119 AND L20 GUEST Wind • Trib Width= 9 ` Ht. Top Plate=; ' 9.5 Ht. Ridge, 9.5 Wind Load= ^34 Wind Load/it" 161.5 , Total Wind toad, t oz 1 11 ' . ('6 Seismic Shear Walls= 6 4 f,- .•" I " „• Trib Width- 9 ~ Trib Length= t 20 _ Seismic load= - .1,152 • Seismic Cantiiever- -% - 16 2880 Identification L21 AND L22 GUEST Wind Trib Width= $.S 'HL Top Plate= 9.5 Ht. Ridge= 9.5 - Wind Load= 2$ Wind e Loa Total Wind d= 161.5 I t 3 Seismsic Shear Wall • 6.4 Trib Width= t3.S • Trib Length= 1 Seismic load= 92 al Seismic C antilever, 1$ 2312 I Sy C? + _ Ttl-' - 1(4.*/ . v: 184., PLF r - .!1 idl SL' —• ' - U) illU] r3" v=2ct2 PLF 6i1 ry;t- Y -Y^ ;"VI..I Y 1 • 4 %-1 V= 133 Pir v =,,z 2, T- 2 146 PIF v" IDiliO `°'t lV=3Zv 1'd t f I Ii L.. . *t L-3 L -:5 o L_11 L-14 L K5 L—1 6Z 15 4 flIr KF a ?Lr ftr .fir y '113 F.. ,2407 . 6 PLF 6 V --V.16 e# V'> L F 2 0 0 . GnX 415d PLF N, 0 pL F P' LF 15 4 flIr KF a ?Lr ftr .fir y '113 F.. ,2407 . 6 PLF 6 V --V.16 e# V'> L F SECTION 4 -- CONNECTIONS ALL WOOD CONNECTORS SHALL BE SIMPSON OR APPROVED EQUAL ALL ANCHOR BOLTS, HOLDDOWNS AND DOWELS SHALL BE IN PLACE AND INSPECTED ACCORDING TO LOCAL BUILDING REGULATIONS . CONTRACTOR SHALL PROVIDE.SHOP DRAWINGS FOR TRUSS COMPONENTS AND STEEL MEMBERS I QP TRUSSWORK5. A Go.mpany You Can Truss L cnroup TRUSSWOR TY OF LA QUINTA BUILDING & SAFETY DEPT 0 Prowed wlih c-arrecA."ems as in-dicated APPROVED 0 Not 0 0-zsc Inna's changes ROTBOX626 FOR CONSTRUCTION and razuumo,xwr . revieIv M 1L 210 0 BY By: Thousand Po/--d-ms- CA«E s^92 Q ncorde ConsuRing Group's rolflaw dwas not relima vendo;- of responzalbi':uy for omissions or OHM Job o I Conw? ic consuffMig Group does not authorize Phone. (760) 343-3461 Name .. Fax (76.") 343-349 1P.roj'ect -mss , . S WSSTERN INSPECTION SERVICe I PREFAMUCATED TRUSSES r I -DATE INSPECTED AMP_ESS—,,/j._,j) /,-f)/-/ ?Alin ll PLATE MANUFACrURE axw muAcr ENGDIUMRS DES.D4P jc ,%/ NOMI -SCHEDULED IN-PLAIN'T WOOD TRUSS INSPECTION AS PER UVIFORM B=ING CODE STANDARDS SEC.2321.3and SE)C.2343.7and in ACCC)RDA= WITH ENG=RED PLAN SPEC=CATIONS, ORDER NO:/OR NAME Qeiin 1,qho k --Al v v /I --1- '-, V Ix, oa%zavrs: COLT M R1, I 7L NN G N' a I MT, )011!, G PE,!ArZK NO: LU 1,MER GRADE f, ODNN=R PLATES SPAN AND P= WORKMANSHIP - CefbIllli JOINT ACCURACY BEARING, OF 7.X -M JO= lQq0TS IN PT -WE AREA SPLIT LIMATION PLATE PLAMT0NT PLATE SIZE CONDI'MN OF PLATE TEETH PEATE TO WOOD TOLERANCE ) IN -PLANT HANDLING BUNTDLDNG AND LOkDINV STORAGE MPRKRY; LD=ILITY JIG & PRESS ADEQUACY (,-,A F, ORDER NO:/OR NAME Qeiin 1,qho k --Al v v /I --1- '-, V Ix, oa%zavrs: b, A Arrhalfl)ept._)/**,-•7.S P.O. BOX 25251 PORTLAND, OREGON 97298 503/643-5916 FAX 503/641-7211 P.O. BOX 3426 GILLETTE, WYOMING 82717 307/680-5977 FAX 307/682-1603 ®'® WAKw, TRUSWAL SYSTEMS CORPORATION 4445 NORTHPARK DRIVE, SUITE 200 COLORADO SPRINGS, COLORADO 80907 (800) 322.4045 (719) 598.5660 FAX (719) 598-8453 DEiAIL FOS O V FRAMED V A L L `f i PLAN VIEW A Ncles: TRUSSES @ 24" O.C. GIRDER DESIGNED TO SUPPORT THE "TIE-IN- TRUSSES B I C ELEVATION VIEW The maximum Total Top Chord Load = 48 PSF Minimum Top Chord Dead Load = 7 PSF The design for lateral loads and their connections is the responsibility of the Building Designer. The details provided address gravity and wind uplift loads only per the 1-13C. The maximum wind speed is 85 MPH. 25 fl Mean Roof Height (max.), Exp. C. 16d Dox nails are typical throughout• ox--epl as noted 1in de;alis ). The Center Ridge Rafter ( CRR ) is 2 x 6 stud. Arach this to the 1 x 8 with 4-16d toe nails ( 2 from each face I. Arach the opoosite end to the truss the same. The Valley Raflers• purlins, and blocking material are 2 x 4 stud. The blocking mus: be spaced 24- O.C. and be adequately braced in the, lateral dire --:ion at 6-" O.C. Attach this blocking to the Valiey Roller vrilh 3-16d. Attach this blocking to the puriin w th 2-16d. The trusses below the valley are space' 24' O.0 The purlins are ful:length under the valley sol and mus: be ins:alied at 24' O.C. They are to be attached to each over!a;pin; truss lop chord D='AIL A with 2-16d nails. !f they are not one continuous;ength. add a 12' long naile: to the face of the truss CENTER RIDGE Dc- -,AIL top chord vnth 16d Pnd one puriir: section on the Truss and begin the additional RAFT cR _ section on the rade;. VA`s Y ^^' cR A 1 x 8 perimeter runner mus: be arached through the shea!iiny into VALL EY FRAF TER and each truss belowvith 3-6d box nails. This 1 x 6 folio %s the ou!s de proriie of the valley. / ( YP ) r I I t The Valley Raf`,ers are spaced 24- O.C. Arach them to the CRR Yeh 1 5' 2-16d tae nails. Arach the opposite and to the 1 x 8 wth 3-U toe nail:. 2 -16d 2 X 4 BLOCK TOE NAILS ?LAN VIEW WITH 3 - 15d (TYP ) 2 X 4 BLOCK W17 -t I / _ 4 • 15d I ?L.AN V;Ew . 04, c= VV S DETAIL C A IL 0 1 X S 45 22 m 9 2 X 4 5- T- 0E- P'ER!M..E7 R ; PURLIN PUNN_R \ "P. -I2/31/02 2 X 4 \ \ BLOCK .,; CML WITH 2 15. ^_ . a_IT^aNh _ ., kVA TRUSS TOP CHORD 7116'SHEATHING ELEVATION VIEW cL1/ATION ;`: s::i+:'. °n- 1 :'>-; a£w ;- - - -.. - i' a : .... -- Hca - _ -'. -, -,_:• - -- ST t D/kf2p Q(,oCK I A DF,-Ck c S fRUSswoR-cv } e ct PER PL/• -(5 x Q LOCK w/ 2K4 VOP C(J,3Ro SLOCK w2x6 Cop Ctfo2D 5(4owN FUZ LOCATIU4 ONLY T( MA5FR( \1(& SPA PsoN A33F At --r BLACK CN -ChC DU (Sl D[ o(, L SO 0 TcfC CoCATiok 1N51DE 31 rc c . (F'5 Ec(F(rr9 5y o2 E-`( ('_ of 2ECpRpJ S( -OPER GLOCK A SPA -Cr (2 - OT"; OTA . THIS T`( PXDCV-0 14 1 'f o2Ks E.N. op- &35F IF 5PEC(F)ED 19 AQcl41TFCC5 P(AN5 R A35F s Fo •, 0023710 QCVE GLOCIZ 0E A(L O EXP..9-30.98 DEADLINES ENGINEERING s. OCT g to -6-q j Clvl q-ly-q 9£ofcAW RECOMriENDED CONNECTION DETAILS THESE DETAILS ARE INTENDED TO SHOW MINIMUM REQUIRED CONNECTIONS RECOMIMLENDED BY TRUSWAL SYSTEMS. THE DETAILS DO NOT REPLACE OR SUPERSEDE ANY DETAIL,.S SPECIFIED BY A PROJECT ENGINEER OR ARCHITECT ON A PARTICULAR PROJECT, NOR HAVE THEY BEEN ANALYZED FOR SEISMIC AND WIND FORCES ACTING ON THE CONNEC;-= TIONS FROM THE RESPONSE OF THE STRUCTURE TO SUCH LOADS. IT IS RECOMMENDED THAT THE APPROVAL OF THE PROJECT ENGINEER OR ARCHITECT BE OBTAINED BEFORE USING THESE DETAILS. BEARING REQUIREMENTS SHOWN ON SPECIFIC TRUSS DESIGNS MUST BE SATISFIED, INCLUDING CONNECTIONS FOR UPLIFT REACTIONS. TRUSS CONNECTION TO EXTERIOR BEARING WALLS TRUSSES @ 24" 0. C. (TYP.) BLOCK Og GOR BLOCK - BLOCK a 3 BLOCK i BOT ,-----._...- -- ------ --- - _ TOP PLA'iES Z / CHORD O I•STUDS @I TRUSS A L rk16TYP. C SECT. A -A (TYP.) PROCEDURE: 1 TOE -NAIL BLOCK TO TRUSS WITH 1=16d CO* -MON NAIL. 2 PLACE NEXT TRUSS AGAINST BLOCK AND TOE -NAIL TRUSS TO TOP PLATE WITH 2-16d COy*SON NAILS. 3 END NAIL THROUGH TRUSS INTO BLOCK WITH 1-16d COMIMION NAIL. 4 PLACE NEXT BLOCK AGAINST TRUSS AND REPEAT STEPS 1 THROUGH 3. 5 BLOCKS MAY BE ATTACHED TO TOP PLATE WITH SIMPSON A35F (OR EQUIV.) FRAMING ANCHORS. SEE MANUFACTURER'S CATALOG FOR DETAILS AND SPECIFICATIONS. TRUSS CONNECTION TO INTERIOR BEARING WALLS ;ter 'X' B?t,CING-N , B.C. OF TRUSS OR END VERTICAL RUN y THROUGH TO BEARING. II WALT L MUST BE AT HEIGHT SPECIFIED ON THE DESIGN DRAWING OR i,f'OST BE SHI_IQ,ED TO THE CORRECT HEIGHT. USE 2-16d CO --SON NAILS TOE -NAILED INTO THE TOP PLATE THROUGH EACH TRUSS. DIAGONAL 'X' BRACING IS REQUIRED AT ENDS OF THE BUILDING (OR WALL) AND AT A N.AX . OF 16' INTERVAT,S ALONG WALL. 'X' BRACING IS MIN. 2x3 !,ATERIAL WITH 2-8d NAILS EACH END. SLOCKING SIMILAR TO EXTERIOR WALL DETAIL IS RECOu?,'ENDED. TRUSS CONNECTION TO NON-BEARING PARTITION WALLS WALL PERPENDICULAR TO TRUSS 2 BOT CHORD Q 3 2 X' TOP PL_kTE SECT B 1-16d CO_!- *, ON NAIL OR SIMPSON STC (OR EQUIV.) TRUSS CLIP FILE NO. CD -1 DATE: 9/10/92 REF.: DES. BY: L.M. 'CK. BY: ` , '' f •FSS ii' r h r1^ i982 7J x;,..1231;02 CNW- /,,o WALL .7APLTJL.`.I, TO TRUSS 2X4 BLOCKING BOT C.- <-1 I j 2X SECT. C I C 1 1 TOP PLATE I 1-16d CO.u?:ON NAIL OR 24" O.C. SZ2r?SON STC (OR EQUIV. (TYP.i TRUSS CLIP _ ®lom® Ts MA'MAM r1 • tsi - ------=----------------- to - : HIP RAFTER HEEL ' FIRST COMMON TRUSS AS OCCURS r SHAPED-- STAND HAPED STAND SEE SECTION A' ., _ I BLOCK 2x4 BLOCKING ' EXTENDED HIP TRUSS , TOP CHORD (3)16d (TYP) HIP TRUSS — — 4 SIDE JACK SECTION AS OCCURS 1 X CONT. LATERAL BRACING } ' BY OTHERS AS REOUIRED. et S REFER TO ENGINEERING. T, SIDE JACKS . TOE NAIL (1)16d EACH SIDE ` FROM TOP CHORD TO HIP FLAT (ALSO OCCURS. AT BUILD UP FLATS) .2 • d.C 2}'16d ,. CONTINUOUS 2x4 HIP RAFTER BLK.! 1 BLOCK Y//(4)16d TO TRUSS (ALTERNATE BAYS) { HIP IS 2 PLY TRUSS AS REQUIRED. REFER T \ ► r ENGINEERING END JACKS SETBACK TO 8'-0" 1. _ Ii=i 2X BLK. B 0 UNDER HIP RAFTER W/(4)1 6d HIP RAFTER IST HIP TRUSS 2X BLKG. 8/0 (ALT. BAYS) !Robff rt S. Aicubrac h NO ! 3 1 - ' 'RE T I SECTION 'A' PLAN VIEW `\ ` Q N_ C T'O\ U!rO'R K's CAUFORN.IA'", r -"-'S S27-995- RIO DEL SOL, THOUSAND PALMS, CA 922 6 (760) 343-3461 H P DETAIL TRUSWAL SYSTEMS 4445 NORTHPARK DRIVE, SUITE 200 W COLORADO SPRINGS, CO 80907- (800) 0907(800) 322-4045 FAX:(719) 598-8463 9/9/99 Users of Truswal engineering: The TrusPlusT"' engineering software will correctly design the location requirements for permanent continuous lateral bracing (CLB) on -members for which it is required to reduce buckling length. Sealed engineering drawings from Truswal will show the required number and approximate locations of braces for each member needing bracing. In general, this bracing is done by attaching a 2x member (ton or bottom edge of member) running perpendicular to the trusses and adequately designed, connected and braced to the building per the building designer (See ANSI/TPI current version). The following are other options (when perp. bracing is not possible or desirable) that will also satisfy bracing needs for individual members (not building system bracing): 9 1. A 1x or 2x structurally graded "Tr' brace by be nailed flat to the edge of - the member with 10d common or box nails at 8" o.c. if only one brace is required, or may be nailed to both edges of the member if .two braces are required. The "Tr' brace must extend,a minimum of 90%° of the member's length. . 2. A scab (add-on) of the same size and .structural grade as the member may be nailed to one face of the member with 10d common or box nails at 8" o.c. if only one brace is required, or n"ray be nailed to both faces of the member if two braces are required. A minimum of 2x6 scabs are required *for any member exceeding 14'-0" in, length. Scab(s) must extend a minimum of 90% of the members length. 3. Any member requiring more than two braces must use perpendicular bracing or a ' combination of scabs and "Tr' braces, but must be analyzed on a case-by-case basis. EXAMPLES "T" BRACE SCAB WA 90%(L) j L 90%(L) r( 1 L Please contact a Truswal engineer if there are. any questions: c lnso`:ce\winHor:\CracPnew,le: •- - s - v , x DO NOT STANDARD BOTTOM CHORD FALSE FRAIIIE DETAILS HIS DETAIL APPLIES TO ANY PITCH, ANY SPAN, ANY TOP CHORD LOADING AND ANY TRUSS WEB CONFIGURATION FOR 24" O.C. MAX. THIS AND 10 PSF MAX. CEILING LOAD., WITH THE EXCEPTIONS DO NOT USE THIS DETAIL FOR: 1. STRUCTURAL BEARINGS UNDER THE FALSE FRAME (NOT PARTITIONS). OIOCKVERT. 2. INTERIOR BEARINGS AT ANY LOCATION ON THE TRUSS. 3. LOADS IN EXCESS OF 10 PSF CONNECTED TO THE FALSE FRAME. - 4. DRAG LOADS CONNECTED TO THE FALSE FRAME. 5. TOP CHORD APPLIED FALSE FRAMES. -- 6. LUMBER GRADES LESS THAN SPECIFIED ON THIS DETAIL. 7. VERTICALS SPACED APART MORE THAN PANEL POINTS (IF > 6-0"). PARTITIOtl WALL 8. FALSE FRAMES ON CANTILEVER SECTIONS OF A TRUSS. SUPPORI (TYP.) SHOP APPLIED I FIELD APPLIED . SPECIFIC TRUSS DESIGN 15 SEPARATE FROM THIS DETAIL -USE #20R BETTER (145OF FOR MSR) MATERIAL FOR FALSE FRAME CHORDS USE STANDARD OR STUD (90OF FOR MSR) MATERIAL FOR FALSE FRAME WEBS LOCATE VERTICALS AT 6-0" O.C. MAX., OR SEE NEXT OPTION. IF FALSE FRAME CHORD IS THE SAME SIZE AND GRADE AS THE STRUCTURAL CHORD, THEN VERTICALS MAY BE LOCATED WITHIN + OR -1 Z' OF THE PANEL POINTS ALONG THE BOTTOM CHORD (EVEN IF GREATER THAN 6'4" O.C.). USE A TRUSWAL 20 GUAGE 2.5-3 MIN. PLATE AT THE HEEL CONNECTION. USE TRUSWAL 20 GUAGE 1.5-3 MIN. PLATES AT EACH END OF EACH VERTICAL. WEB. ALL PLATES ARE REQUIRED ON BOTH FACES OF EACH JOINT. IF NEEDED, A 2X4 FALSE FRAME BOTTOM CHORD MAY BE -SPLICED WITH A TRUSWAL 20 GUAGE 3-4 MIN. PLATE AT ANY CONVENIENT LOCATION, OR A TRUSWAL 20 GUAGE 5-5 MIN. PLATE AT ANY VERTICAL (JOINT SPLICE). APPLY REQUIRED BRACING (SEE BELOW). OPTIONAL PLANT SHELF MAY BE USED (SEE PICTURE ABOVE) UP TO 24" MAX. - FALSE FRAMES MAY BE SIMILARLY APPLIED TO FLAT BOTTOM CHORD TRUSSES "LATERAL BRACING IS NORMALLY REQUIRED ON THE STRUCTURAL BOTTOM CHORD OF THE ORIGINAL TRUSS. SINCE MANY FACTORS AFFECT THE NUMBER OF REQUIRED BRACES, SUCH AS LUMBER SIZE AND GRADE, WIND LOADS, BEARING LOCATIONS, ETC. IT IS NOT POSSIBLE TO DEVELOP A STANDARD FOR BRACING, EXCEPT TO SAY THAT IN NO CASE MAY THE BRACING EXCEED 10'-0" O.C. FOR A SINGLE -PLY TRUSS BOTTOM CHORD. REFEP TO SPECIFIC TRUSS DESIGNS TO DETERMINE THE REQUIRED BRACING FOR THE STRUCTURAL BOTTOM CHORD (MAY BE INDICATED AS BOTTOM CHORD PURLIN SPACING). BRACING SHOULD ALSO BE APPLIED TO THE FALSE FRAME CHORD AT 10%0" O.C. IF THERE IS NO SHEATHING MATERIAL APPLIED DIRECTLY TO THE FALSE FRAME CHORD. BRACING MATERIALS AND THEIR CONNECTIONS ARE'f HE SOLE RESPONSIBILITY OF THE BUILDING DESIGNER PER THE 1. ',TEST VERSION OF ANSIrTPI. SPECIFIC TRUSS DESIGN IS SEPARATE FROM THIS DETAIL USE 012 OR BETTER (145OF FOR MSR) MATERIAL FOR FALSE FRAME CHORDS USE STANDARD OR STUD (90OF FOR MSR) MATERIAL FOR FALSE FRAME WEBS LOCATE VERTICALS AT 6-0" O.C. MAX., OR SEE NEXT OPTION. IF FALSE FRAME CHORD IS THE SAME SIZE AND GRADE AS THE STRUCTURAL CHORD, THEN VERTICALS MAY BE LOCATED WITHIN + OR - 12" OF THE PANEL POINTS ALONG THE BOTTOM CHORD (EVEN IF GREATER THAN 6-0" O.C.). PLACE FALSE FRAME CHORD IN -PLANE WITH THE TRUSS. -CUT VERTICALS TO LAP BOTH THE STRUCTURAL CHORD AND THE FALSE FRAME CHORD, TO BE PLACED AT EACH END IN ADDITION TO ABOVE REQ. - JOIN VERTICALS TO ALTERNATING FACES OF THE TRUSS WITH (3)1 Od OR 16d NAILS AT EACH END OF EACH VERTICAL. (1Z' MIN. VERTICAL BLOCK) - MAY USE A 12" LONG 7/16" PLYWOOD (OR OSB) GUSSET AND 8d NAILS @ 3" O.C. AT THE FALSE FRAME HEEL JOINT IF DESIRED. - IF NEEDED, THE FALSE FRAME BOTTOM CHORD MAY BE SPLICED WITH A 17' 'LONG MIN. BLOCK SCAB, CENTERED ON THE SPLICE JOINT, ATTACHED WITH (4)10d OR 16d NAILS ON EACH SIDE OF THE SPLICE JOINT (ONE FACE ONLY). 'APPLY REQUIRED BRACING (SEE BELOW LEFT). OPTIONAL PLANT SHELF MAY BE USED (SEE PICTURE ABOVE) UP TO 24" MAX. FALSE FRAMES MAY BE SIMILARLY APPLIED TO FLAT BOTTOM CHORD TRUSSES NOTE: FALSE FRAME MEMBERS MAY BE CUT AND FIELD MODIFIED AS NEEDED WITHOUT THE NEED FOR REPAIR DETAILS, PROVIDED THE MODIFICATION DOES NOT INVOLVE CUTTING OR DAMAGING STRUCTURAL MEMBERS, OR CHANGING LOAD,CONDITIONS OR SUPPORT CONDITIONS. BRACING REQUIREMENTS MAY CHANGE BASED ON THE NEW FBAM&LOCAT!ONS AFTER MODIFICATION. THIS DETAIL IS PROVIDED AS A SUGGESTED SOLUTION TO THE APPLICATION k9 ® SHOWN PNL . IT IS NOT INTENDED TO REPLACE OR SUPERCEDE ANY SIMILAR DETAIL THAT MAY HAVE BEEN PROVIDED BY THE BUILDING DESIGNER. IT IS us%ffim THE RESPONSIBILITY OF OTHERS TO VERIFY THE ADEQUACY OF THIS DETAIL q . IN RELATION TO ANY SPECIFIC PROJECT, AS TO ITS APPLICATION AND INTENT ®® EPM APPLIED TO THIS OR ANY SIMILAR ISSUE. TRUSWAL SYSTEMS ASSUMES NO RESPONSIBILITY FOR FIELD INSPECTION OR WORKMANSHIP QUALITY. Robert S. A-I Jl brat. DATE: 9/21/99 REF: FF -1 F LICA DES: L. M. 103 1, IN Al:crnatc Stud conncclion w,lh Sto,les NU•1'1i: Vcnt !!lucks "lay be ornilleJ 1)'P. SI'uJ where no vent is required. \C Olin ectiall '.. \ /, DESIGN U -J 'I' -J{ _ GAIILE ENU'TliUSS \' 1" Crown1.4,IIt?;0=- OyA` v _ 1 1/4"long Q,C ESS ryGi 5 8 I \ L \ U-2.5/1'- T-31 or equal _ ^ ' o r 12 t pllSS,pA t, f4i > ,`p , . I = I x varies \ 1 y / aI CN %011 J tai lip, la; • tosult ventCA1JLE END T1U.SU or rn,llooker , '• 21I i Cutout for 2x4 laid flat % lat t 2- 16d nails { Cutout for 2s{ id flat / ti,•, , a); I (Spacing per builJin dans) (Spacing cin 4G<yU t 1( \• 3;• g P• g per bullJing a a— i I .I ItUSS -• , curt Y,':•'"''t ; :fit 2- 16d nail.•. a° • Truss . `, , ..• a •_,r.-; : 1x4 Add-on t j.a !. 0 n r•►'• withOtillaili; at 16 `",c. ,170 ! I a t"nt (by builder) 2-lGJ nails L+ ' ` /.•' n.., 'OFF STUU'rUTOU'l'Sdi "ON STUD"CUTOUTS• h tir, +/ ti• . o DETAILS FOR 2 x 4 OUTLOOKERS Plate Line Ile t••' GABLE END BRACING I' • Yr(1 1 •, j. File No. Gable End Truss '""`^"1ca°AeTO^ "ht •. , )I. Date: 12/4/78 N 1✓,v7, I..e.c .° w nr v.h• •9•l7:. r..•n r•-•.. w✓.r 10 „w lr ,.1 t✓wn:y,nMr«I YnVJ ..... ., wt•r... 4Hr.....Y .:..,.,,,. po_w, X>--G:t'r . /u.a WNr•.s•.rn. r., .••.M 0 `'• A T R U S W A L t w.o.ti..n•.:.o'•a••yi.owM,w,rw.."-.f...,nMM•e,na1A'hv.M.,np, ,. WfilM ( NO rMi•e'dY M►M. .r. ANAHEIM Jlcf: [k e,IIy:JN Ck.IJy: A%Y.LI cw.tir..uTI:IOr•, w1M...10 • , r^o,..h..r ...t.r.ww. ." ,."'..caw...,. ,:r%idNEL UtIA01I •nrs.•......•wd«n.Wop.ewa.. ...h...ry,ti.. •o,«.«A ..e ror..•.we IS•/w -u'roor,,tr..oe ...a . w• . ... 1a p, rr •••d•m-. •. tc.ao.eanwr..nn.,.e ATLANTA ^2ti l PEAK ''LATE: 3-4 (7.x4) 5-5 12x61 6-15, (2x01 II I I I II BC SPLICE; 3.4 (2x4) 5-5 (2x6)_ 6-6 (2.x0) n MAXIMUM 1'-0" EAVE WI'lll i' "" G'-0" MAXIMUM BLOCKS CU) 32"o.c. OR 2'-0" EAVE, BRACE SPACING MAXIMUM, WI111 4x2 #2 0111311R. OUTLOOK ERS CUT INTO GABLE @ 32"o. c. 2x4 H2 MINIMUM CONTINUOUS S'I'RUNGBACIC BRACED TO ROOF / STRUCtURE AT G' -O" MAXIN/iUM. BRACE STRONGBACK AT; 2.x4 STRONGBACK BRACED 4'-10" CLEASPAN. 70 MPI( AT EVERY G'-0" MAXIMUM 1..5.3, 'h, -ICAC 4'-1.5"CLEARSPAN, 00 MPH CONNEC1 ION MINIMUM GRADE CHORDS AND STUDS 2x4 STUD/STANDARD. a \ \ STUDS TO BE MAXIMUM 24"o.c. P! \ WALL BRACING PER BUILDING + DESIGNER. HEEL PLATE: 3.4 (2.x4) — – ----- . _ 5-5 )2.x61 ' ' I< •' G'G )2X8) _ F . CONTINUOUS BEAMING WALT. I 2x4 CONTINUOUS HACKING 1I MAXIMUM 40 PSP LIVE LOAD. 00 MPI I WIND EXPOSURE C,' LESS 11IAN 20'•0" WALL I IEIGI11'. BRACING DETAILS Z r ._j N 0 5982 M =' * E P. 12x/31 /02 * . CNI\- c 13U Cf ' GUDE SrACINO ODEL 20 UBC CONTINUOUS UAIE WAliN1NG nead a!t notes on this sheet and give a copy of it to the Erecting Contractor. y 2/11/99 this desiun r.. In, an indindnal buildurq cotunonenl. II has been based no, Sreunc•,uons Nn•nrled by the componem inanytaclure..' and Bono in 4 al'M,dancn wills Ihn Cwrenl ver si0n3 01 IPI and Ar•PA design sianda'ds. No reSpOnSibihly is an -fled lot dimensional accuraCy Do are Ir. VVV / In be vetilinIf by the Coinllonenl m.,nul.9e.Nrer anll/or bo.dd q &S'Ll nr print 10 lah,,hoir Inn bu,ld.nq drosiyn a shall aseenain [hat the loads i y! ul'liml no, dna ansitfn nmel nr exceed lite Inadinq nnpnsMl br Ihn Irnl bwhhn0 code II WasSwrierl 11,11 bre lop chord is Ulntalle b,nCed by the ' {t runt nr (Inv :nnathn,q an,l it., Imunm rhmd Is Iatnmlly y.arnd by .1'40x1 :nt•auu oq matt•nal dnnelry, attached. unless nlnarv.isr+. nnlM Oraetnq nw)(a sn,r is 4n mmtal ,;npnnd nl crnnponnms nnlnh"ts rv ry to m.b ,.. bn s unt lengm This cnml,nn"..I strap n.n be pia :• , m a,.y On•.,,n"m..nt mal "I r` WITH 1 6 NAILS AT 7.4" o.c. III TO THE WALL PLATE. a I SECTION A GA13LE END FRAMING CONNECTION DETAILS (MIN. NAIL MEOUIREMENTS SHOWN) ' h 2. w1 SOLID BLOCK `,NITFI 3-1 Gd NAILS GABLE STUD II SIIFAI-HIND TO GABLE -TRUSS, EA. END AND Od NAILS FROM 911EATIIING Od AT 15" ox. I Od AT G" o.c. 10 BLOCK AT G"o. c. / °1 ML X 1.1 Gd 16d AT 24" o.c. 1 Y. NOTCH 32" o.c. 1, SOLID BLOCK 2-16d'– \ 16d AT Yli II l '2-1'Gd 24"o:c. I WITH TOE- 9i 7.x4 BRACE 2.1 Gd NAILED EA. END 2.1 Gd ' WI711 4-16d NAILS I I UAIE WAliN1NG nead a!t notes on this sheet and give a copy of it to the Erecting Contractor. y 2/11/99 this desiun r.. In, an indindnal buildurq cotunonenl. II has been based no, Sreunc•,uons Nn•nrled by the componem inanytaclure..' and Bono in 4 al'M,dancn wills Ihn Cwrenl ver si0n3 01 IPI and Ar•PA design sianda'ds. No reSpOnSibihly is an -fled lot dimensional accuraCy Do are Ir. VVV / In be vetilinIf by the Coinllonenl m.,nul.9e.Nrer anll/or bo.dd q &S'Ll nr print 10 lah,,hoir Inn bu,ld.nq drosiyn a shall aseenain [hat the loads i y! ul'liml no, dna ansitfn nmel nr exceed lite Inadinq nnpnsMl br Ihn Irnl bwhhn0 code II WasSwrierl 11,11 bre lop chord is Ulntalle b,nCed by the ' {t runt nr (Inv :nnathn,q an,l it., Imunm rhmd Is Iatnmlly y.arnd by .1'40x1 :nt•auu oq matt•nal dnnelry, attached. unless nlnarv.isr+. nnlM Oraetnq nw)(a sn,r is 4n mmtal ,;npnnd nl crnnponnms nnlnh"ts rv ry to m.b ,.. bn s unt lengm This cnml,nn"..I strap n.n be pia :• , m a,.y On•.,,n"m..nt mal "I r` ` ' U raC P.O. Box 473 •77iousand Palms, CA 92276 GENERAL NOTES, unless otherwise noted: Design to support loses as shown 2 Deslgn assumes the top and bottom chords to be . , laterally braced at 2'-0 o c and at 12'-0 o:c. 1 f ' ! - f ° ' dBt C S Picone (760) 343=0048 fa -x.(760' 343-3637 feSPeC ey- ' ,, 3. 2x4 Impact bridging or .lateral bracing reoom- +I mended rhe: a shown ++- III 4 Instalta; on of truss Is the rosponslbrTRy d the re- ALTERNATE FRAMING DETAIL AROUND 30" ACCESS spedive contractor. 5 Design assumes trusses are to be used In a nor, ^RCy/ r6rroaive onvl^omient, andV are for "dry condition' ' + ` TYPICAL ROOF TRUSS LAYOUT SED G T ` Robert S. L of use. 6 Design assumes tug bearing al WI supports shown. Shim If t, V _ or wedge necessary. Aicumbrac ' 7 Design assumes adequate drainage is provided. ;NO. G10381 8 Plates shall be located on both lacca of Wu, end placed so their 'center lines coincide with Joint tether lines. l i EN. 8/ 20Q I lAL Lo Leo 9 Digits Indlc$te size of plate In Inches. 10 For basic design the CompuTruz PIWa. Q I (--'V values of ind'rcmed by the preAs'C, see I.C.B.O. R.R. 4211 11 The CompuTrus Net Section Plate is Indkated by '( the preflx'CN', the designator (18) Indicates 18 ga. 24• 24• 24• 24' 24 24 24" l l L I. L L -_ ,J a- TRUSSES WILL SUPPORT HALF OF THE ON CENTER NOTE: REFER TO APPROPRIATE ENQGINEERING DETAIL FOR Ladder Frame SPACING ON EACH FACE. THEREFORE, TRUSSES SHOWN TRUSS TYPES DESIGNED FOR OVERSPACING. Between tresses with 2x4 at 48' O.C. ' WILL SUPPORT 7 ON ONE FACE AND 15- ON OTHER + }'• FACE RESULTING INA NET SPACING OF 24• oc Section A-A ( ADJUSTEO ROOF TRUSS ,tAYOl1T <--- i 30'x.30' f. At cess Opening 6rr single member common (net 24' 6.c.) .. 24• L 24- • L 19• 7 30' 1 111- t 24• L 24• t .. • - ,_ A i TRUSS BEARING e 1 ENIIANCERS TBE & Wood Bearing Allowable Loads & Total Bearing Length (TBL)1, 4,8 (100) (115) o :` oY ;° One size works with any number of girder plys. The TBE transfers Uplih' } ?i load from the truss or girder to plates for bearing -limited conditions, TBL ,n ) C (115) and provides exceptional uplift capacity. Replaces nail -on scabs (125) TBL that provide lower load transfer, or in some cases, an additional ply TBL oft when needed for bearing. 0a ts5 The table lists allowable loads for TBE4 used on 2x4 and TBE6 used ° ° s I on 2x6 top plates. The table gives.the different loads calculated for TBE with and without wood bearing. TBE4 ON 2x4 TOP PLATE TBE4 MATERIAL: 18 gauge (TBE6 similar) O FINISH: Galvanized INSTALLATION: ■ Use all specified fasteners. See General Notes. U.S. Patent i e TBE must be installed in pairs. 5,109,646 850 ■ Top plate size is 2x4 for TBE4, 2x6 for TBE6. Use Canada Patent 510 alternate installation for TBE4 and TBE6 on larger 2,044,440 5.73 plates or pre -sheathed walls. No. of Truss Plys Top Plate or Truss Wood Species' TBE Only Allowable Loads'•' TBE & Wood Bearing Allowable Loads & Total Bearing Length (TBL)1, 4,8 (100) (115) (125) (133) Uplih' Lateral (133) ( 100) TBL ,n ) C (115) TBL Gn) (125) TBL (1331160) TBL (133 & 160) parallel to platefi perp to plates TBE4 ON 2x4 TOP PLATE Doug -Fr -larch 1820 2095 2230 2230 850 400 1000 510 5.44 5375 5.73 551 5.8q 551 P 5.8 1 Southern Pine 1820 2095 2230 2230 850 400 1000 478 5.65 506 5.97 519 6.1 519 6.1 Spruce -Pine -Fir 1560 1795 1950 2080 850 375 1000 379 5.95 402 6.32 4180 6.5 431 6.7 Hem Fir 1560 1795 1950 2080 850 375 1000 388 6.07 392 6.45 407 6.71 420 6.9 Doug -Fir -Larch 2220 2230 2230 2230 850 400 1000 878 4.68 879 4.69 879 4.6 879 4.6 2 Southern Pine 2220 2230 2230 2230 850 400 1000 815 4.81 816 4.82 816 4.8 816 4.8 Spruce -Pine -Fir 1920 2100 2100 2100 850 375 1000 638 5.01 656 5.15 656 5.1 656 5.1 Hem Fir 1920 2100 2100 2100 850 375 1000 617 5.08 635 5.23 6355 5.2 635 5.2 Dou -Fir-Larch 2220 2230 2230 2230 850 400 1000 1206 4.29 1207 4.29 12075 4.2 12075_4.2 3 Southern Pine _ '2.220 2230 2230 2230 850 400 1000 1112 4.37 1113 4.38 1'113 4.3 111 4.3 Spruce -Pine -Fir 1920 2100 2100 2100 850 375 1000 861 4.50 879 4.60 879 4.6 879' 4.6 Hem Fir 1920 2100 2100 2100 850 375 1000 830 4.55 848 4.65 848 4.6 848 4.6 Doug -Fir -Larch 2220 2230 2230 2230 850 400 1000 1534 4.09 1535 4.09 15355 4.0 15356 4.0 4 Southern Pine 2220 2230 2230 2230 850 400 1000 1408 4.15 1409 4.16 1409 4.1 14095 4.1 Spruce -Pine -Fir 1920 2100 2100 2100 850 375 1000 1084 4.25 1102 4.32 1102 4.3 1102 4.3 Hem Fir 1920 2100 2100 2100 850 375 1000 1042 4.29 1060 4.36 1060 4.3 10605 4.3 TBE6 ON 2x6 TOP PLATE Doug -Fir -Larch 1820 2095 2275 2425 935 300 1 1000 697 7.44T1513. 743 7.9 758 8.0 1 Southern Pine 1820 2095 2275 2425 935 300 1000 648 7.65 693 8.1 708 8.3 Spruce -Pine -Fir 1560 1795 1950 2080 935 300 965 506 7.95 545 8.5 558 8.7 Hem Fir 1560 1795 1950 2080 935 300 965 490 8.07 529 0 8.70 542 8.9Dou •Fir -Larch 2220 2555 2735 2735 935 300 1000 1253 6.68 1305 6.90 13050 6.9 2 Southern Pine 2220 1 2555 27351 2735 935 300 1000 1154 6.81 1188 7.011 1206 7.111 12060 7.1 Spruce -Pine -Fir 1920 2210 2400 2560 935 300 965 8931 7.01 922j 7.23 9415 7.3 957 7.51 Hem Fir 1920 2210 2400 2560 935 300 965 860 7.08 889 7.32 908 7.4 924 7.6 Doug -Fir -Larch 2220 2555 2735 2735 935 300 1000 17691 6.29 1802$ 6.41 1820 6.4 A 18205 6.4 3 Southern Pine 2220 2555 2.735 2735 935 300 1000 16201 6.37 16540 6.50 1672 G.5 16720 6.5 Spruce -Pine -Fir 1920 2210 2400 2560 935 300 965 1244 6.50 1273 6.66 1292 6.7 13080 6.8 Hem Fir 1920 2210 2400 2560 935 300 965 1194 6.55 1223 6.71 1242 6.8 12585 6.9 Doug -Fir -Larch 2220 2555 2735 2735 935 300 1000 2284 6.09 2318 6.18 2336 T 6.2 23360 6.2 4 Southern Pine 2220 2555 2735 2735 935 300 1000 20861 6.15 2120. 6.25 2138 6.31 21380 6.3 Spruce -Pine -Fir 1920 2210 2400 2560 935 300 1 965 1594 6.251623 6.37 16425 6.4 16585 6.5 Hem Fir 1920 1 2210 2400 2560 935 300 1 9R5 I I!;M A 90 11 r7 A R AI 9G7R C in 1. Loads are for two TBEs only. Allowable wood bearing load may be added as shown in the table. 2.Allowable loads for four wood species at Fc.L for Douglas Fir -Larch = 625, Southern Pine = 565; Spruce -Pine -Fir = 425; Hem Fir = 405. 3. Uplift loads have been increased by 33% and 60% with no further increase allowed; reduce by 33% or 60% for normal loading criteria such as in cantilever construction. 4. Allowable loads are determined only by nail shear calculations or tests of the metal connectors. The attached wood members must be designed to withstand the loads imposed by the nails. 30 5. Perpendicular to Plate loads are reduced for Alternate Installation. 6. Parallel to Plate loads are not reduced for Alternate Installation. 7. Use lower of lop plate or truss wood species. 8.Total bearing length, TBL, equals the plate width plus simulated bearing length provided by tie TBE. TBE4 = 31/2" plate width: TBE6 = 51/2". U Z i Z a 0 0 U Li Z z 0 M O m_ z m CL 0 U CL CL U 0 U TBE ENHANC RSING TBE FASTENER SCHEDULE Model Fasteners per each TBE No. I Truss Plys Allowable Loads, (133 & 160) Model No. Plate Base Rafter Plate TBE4 1 I 10-10dx1'/2 10-10&V/L ' With l/4" Gap' 2 or more 10-10d 10-10d TBE6 I 1 10-10dx1'/ I 10-10dx1',2 2-8d 2 or more 10-10d 10-10d K TBE6 Installed on Double 2x8 Top Plate 3Es installed with girder truss 7 fl. Alternate Installation Allowable Loads.' f Model Doug -Fir -Larch] Spruce -Pine -Fir So. Pine (1331160) (1331160) Fi F2 Fi I Fz TBE4 300 1000 I 760 860 TBE6 See opposite page for table footnotes. STC/ ROOF TR USS CLIPS For alignment control between a roof truss and nonbearing walls; the 1112" slot permits vertical truss chord movement when loads are applied. MATERIAL: STC, STCT, DTC -18 gauge; DS -20 gauge FINISH: Galvanized INSTALLATION: ■ Use all specified fasteners; see General Notes. ■ Use STC or DTC depending on required loads. STC, installed with Drywall Stop (DS), helps prevent fasteners tearing through the ceiling sheetrock (see illustration). Use STCT where truss or rafter is separated from the top plate of the nonbearing wall. ■. Install slot nails in the middle of the slot. CODES: BOCA, ICBO, SBCCI No. NER-413 (DS). S 1. Loads may not be increased for • 3. Installed with maximum ii," space bevueen short-term loading.- rafter or trbss and top plate under 2. Truss or rafter must be bearing "WITH'/4" GAP' Where loads are not on top plate to achieve the allowable required, space is not limited to 1/4". loads under'WITHOUT GAP." STC 0 DTC ,.: Typical STC Installation with DS 11 31 Cn 0 m r- 114 – ,r ,T .sk. . -:_ , -- ,cs;, f,-.;Y'==+-4:•. .._ ,.. ....,... _4i, =_in- - s zs - .. _=`"" -, _._- S° ,s .:e. Dimensions Fasteners Allowable Loads, (133 & 160) Model No. Plate Base Vertical Leg Base Slot Without Gap z With l/4" Gap' F4 Fz Fr F2 STC 1 lsAW/a, 11/x23/4 2-8d 1-8d 85 I 50 35' 35 STCT 1 Yox13/4 1 1A4x4'/4 2-8d 1-8d — — — — DTC 21/2x17/e I 21/2x2'/a..14-8d I 2-8d 1 125 1 210 1 85 1 135 1. Loads may not be increased for • 3. Installed with maximum ii," space bevueen short-term loading.- rafter or trbss and top plate under 2. Truss or rafter must be bearing "WITH'/4" GAP' Where loads are not on top plate to achieve the allowable required, space is not limited to 1/4". loads under'WITHOUT GAP." STC 0 DTC ,.: Typical STC Installation with DS 11 31 Cn 0 m r- 114 – ,r ,T .sk. . -:_ , -- ,cs;, f,-.;Y'==+-4:•. .._ ,.. ....,... _4i, =_in- - s zs - .. _=`"" -, _._- S° ,s .:e. TRUSWAL SYSTEMS 4445 NORTHPARK DRIVE, SUITE 200 COLORADO SPRINGS, CO 80907 _ (800) 322-4045 FAX:(719) 598-8463 9/9/99 Users of Truswal•engineering: ' The Trus PlusT-1' engineering software will correctly design' the location requirements for permanent' continuous lateral bracing (CLB) on members for which it is 'required to reduce buckling length.,- Sealed engineering drawings from Trus,:val %:gill she v the i-equirc;d nuMber andapproxirnate location:, of braces for each member ner;ding bracing. In general, this -bracing is done by attaching .a 2x member (top or bottom edge of member) running perpendicular to the trusses and adequately designed, connected and braced to the building per the building designer (See ANSI/TPI current version). The following are other options (when perp. bracing is not possible or desirable) that will also satisfy bracing needs for individual members (not building system bracing):. . 1. -A 1x or 2x structurally graded "T" brace by be nailed flat to the edge of the member with 10d common or box'n ' ails at 8" o.c. if only one brace is required, or may be nailed to bothedges of the member if two braces are required. The "T" brace must extend'a minimum of 90% of the member's lenoth. 2. A, scab (add-on) of the same size and structural grade as the member may be nailed to one face of the member with 10d common or box nails at 8" o.c. if only one brace is required, or may be nailed to both faces of the member if two braces are required. A minimum of 2x6 scabs are required. for any member exceeding 14'-0" in length. Scab(s) must extend a minimum 0'1,90% of the members length. 3. Any member requiring more than two- braces must use perpendicular bracing or a combination of scabs. and °T" braces, . but .must be analyzed on a case-by-case basis. BRACE EXAMPLES W.M.v• 90%(L) Please contact a Truswal engineer if there are any questions: 0 ARS • . ,I ,y: ' ` ,' ' :: Robert. Alcu rac No. 10381r r' N I STANDARD BOT -;--/_-,M CHORD FALSE FRAi"AE DETAILS TI'lIS DETAIL APPLIES TO ANY C'ITC11, ANY SPAN, ANY 70P CHORD LOADING AND ANY TRUSS WEB CONFIGURATION FOR 24" O.C. MAX. SPACING AND 10 PSF MAX. CEILING LOAD., WITH THE EXCEPTIONS DO NOT USE THIS DETAIL FOR: I ' •\ '2''""' 1. STRUCTURAL BEARINGS UNDER THE FALSE FRAME (NOT PARTITIONS). l-- MOCK V_;:T. 2. INTERIOR BEARINGS AT ANY LOCATION ON THE TRUSS. OO NOT \ 3. LOADS IN EXCESS OF 10 PSF CONNECTED TO THE FALSE FRAME. OVERLAP 4. DRAG LOADS CONNECTED TO THE FALSE FRAME. ~ 5. TOP CHORD APPLIED FALSE FRAMES. 6. LUMBER GRADES LESS THAN SPECIFIED ON THIS DETAIL. --e, 7. VERTICALS SPACED APART MORE THAN PANEL POINTS (IF > 6'-0"). I PARTITION WALL 8. FALSE FRAMES ON CANTILEVER SECTIONS OF A TRUSS. SUPPOR I (TYP.) SHOP APPLIED FIELD APPLIED - SPECIFIC TRUSS DESIGN IS SEPARkTE FROM THIS DETAIL - USE 92 OR BETTER (1450F FOR MSR) MATERIAL FOR FALSE FRAME CHORDS - USE STANDARD OR STUD (900F FOP. MSF.) MATERIAL FOR FALSE FRAME WEBS - LOCATE VERTICALS AT G'-0" O.C. MAX., OR SEE NEXT OPTION. - IF FALSE FRAME CHORD IS THE SAh: E SIZE AND GRADE AS THE STRUCTURAL CHORD, THEN VERTICALS MAY BE LOCATED WITHIN + OR - 12" OF THE PANEL POINTS ALONG THE BOTTOM CHORD (EVEN IF GREATER THAN 6'4" O.C.). - USE A TRUSWAL 20 GUAGE 2.5-3 MIN. PU-.TE AT THE HEEL CONNECTION. USE TRUSWAL 20 GUAGE 1.5-3 MIN. ?!ETES AT EACH END OF EACH VERTICAL WEB. ALL PLATES ARE REQUIRED CN 30TH FACES OF EACH JOINT. - IF NEEDED, A 2X4 FALSE FRAME BOTTOM: CHORD MAY BE -SPLICED WITH A TRUSWAL 20 GUAGE 3-4 MIN. PLATE AT ANY CONVENIENT LOCATION, OR A TRUSWAL 20 GUAGE 575 MIN. PLATE AT ANY VERTICAL (JOINT SPLICE). 'APPLY REQUIRED BRACING (SEE BELOW), OPTIONAL PLANT SHELF MAY BE USED (SEE PICTURE ABOVE.) UP 1.0 24" MAX. - FALSE FRAMES MAY BE SIMILARLY APPLIED TO FLAT BOTTOM CHORD TRUSSES "LATERAL BRACING IS NORMALLY REQUIRED ON THE STRUCTURAL BOTTOM CHORD OF THE ORIGINAL TRUSS. S!iNCEMANY FACTORS AFFECT THE NUMBER OF REQUIRED BRACES, SUCH AS LUMBE=R SIZE AND GRADE, WIND LOADS, BEARING LOCATIONS, ETC. IT IS NOT POSSIBLE- TO DEVELOP :: STANDARD FOR BRACING, EXCEPT TO SAY THAT !N NO CASE MAY THE BRACING EXCEED 10'-0" O.C. FOR A SINGLE -PLY TRUSS BOTTOM CHORC. REFER TO SPECIFIC TRUSS DESIGNS TO DETERMINE THE REQUIRED BR.iCING FOR THE STRUCTURAL BOTTOM CHORD (MAY BE INDICATED AS BOTTOM CHOF,D PURLIN SPACING). BRACING SHOULD ALSO BE APPLIED TO THE FALSE FRA1,1E CHORD AT 10'-0" O.C. IF THERE IS NO SHEATHING MATERIAL APPLIED DIRECTLY TO THE FALSE FRAME CHORD. BRACING MATERIALS AND THEIR CONNECTIONS ARE THE SOLE RESPONSIBILITY OF THE BUILDING DESIGNER PER THE 1. .TEST VERSION OF ANSIrrPI. !- SPECIFIC TRUSS DESIGN IS SEPARATE FROM THIS DETAIL I- USE 112 OR BETTER (145OF FOR MSR) MATERIAL FOR FALSE FRAME CHORDS '- USE STANDARD OR STUD (900F FOR MSR) MATERIAL FOR FALSE FRAME WEBS - LOCATE VERTICALS AT 6-0" O.C. MAX., OR SEE NEXT OPTION. IF FALSE FRAME CHORD IS THE SAME SIZE AND GRADE AS THE STRUCTURAL ! CHORD, THEN VERTICALS MAY BE LOCATED WITHIN + OR - 12" OF THE PANEL POINTS ALONG THE BOTTOM CHORD (EVEN IF GREATER THAN 6'-0" O.C.). PLACE FALSE FRAME CHORD IN -PLANE WITH THE TRUSS. -CUT VERTICALS TO LAP BOTH THE STRUCTURAL CHORD AND THE FALSE FRAME CHORD, TO BE PLACED AT EACH END IN ADDITION TO ABOVE REQ. JOIN VERTICALS TO ALTERNATING FACES OF THE TRUSS WITH (3)10d OR 16d NAILS AT EACH END OF EACH VERTICAL. (12" MIN. VERTICAL BLOCK) MAY USE A 12" LONG 7116" PLYWOOD (OR OSB) GUSSET AND Bd NAILS 0 3" O.C. AT THE FALSE FRAME HEEL JOINT IF DESIRED. - IF NEEDED, THE FALSE FRAME BOTTOM CHORD MAY BE SPLICED WITH A 12" LONG MIN. BLOCK SCAB, CENTERED ON THE SPLICE JOINT, ATTACHED WITH (4)10d OR 16d NAILS ON EACH SIDE OF THE SPLICE JOINT (ONE FACE ONLY). I' APPLY REQUIRED BRACING (SEE BELOW LEFT). OPTIONAL PLANT SHELF MAY BE USED (SEE PICTURE ABOVE) UP TO 24" MAX. !- FALSE FRAMES MAY BE SIMILARLY APPLIED TO FLAT BOTTOM CHORD TRUSSES _{OR EI.nT @T0 1 CI IOD SECTIONS OEILTRUSS). NOTE: FALSE FRAME MEMBERS MAY BE CUT AND FIELD MODIFIED AS NEEDED IWII'IlOUT THE NEED FOR REPAIR DETAILS, PROVIDED THE MODIFICATION DOES NOT INVOLVE CUTTING OR DAMAGING STRUCTURAL. MEMBERS, OR CHANGING LOAD CONDITIONS OR SUPPORT CONDITIONS. BRACING REQUIREMENTS MAY CFIANGF BASED ON THE NEW _F 1&I.00ATI0NS AFTER MODIFICATION. !THIS DETAIL IS PROVIDED AS A SUGGESTED SOLUTION TO THE APPLICATION ® ® iSHCWN O LY. IT IS NOT INTENDED TO REPLACE OR SUPERCEDE ANY SIMILAI m DETAIL THAT MAY HAVE BEEN PROVIDED BY THE BUILDING DESIGNER. IT IS ` ;THE RESPONSIBILITY OF OTHERS TO VERIFY THE ADEQUACY OF THIS DETAIL V I!N RELATION TO ANY SPECIFIC PROJECT, AS TO ITS APPLICAT!ON AND INTEN ®®®®®!7A- S ' rEPAS I^PPLIED TO THIS OR ANY SIMILAR ISSUE. TRUSWAL SYSTEMS ASSUMES NO (RESPONSIBILITY FOR FIELD INSPECTION OR WORKMANSHIP QJALITY. DATE: 9/21Mg REF: FF -1 F r k )• IDES: L. M. C ' cL C:DY V o b• Lm Ln Filrl'i suit—cnt our o,:lOp ,- O' •0 C n, n •• a J J 3 i -- r.I— `• S'1 J ° • L) O ECIC n c N - Ll c:::3 G ^' c- nl a o 0 # a N r o . c t G7 ' a 3d 2 J. ✓ p = n n - o }} N C7 N C .. LAR N t o ` n• U it 0 c jQ PEAK [ILA f I_: 3.4 (2x41 !i•r 12xf,1 G -C, VxUI I 1 1.5-1-1, 'I'lPICAI. CONNEC110N MAXIMUM V-0' CAVE WI'rll G'-0" MAXIMUM ULOCKS 1111 32"o.c. Oil 2'-U' GAVE, BRACE SPACING MAXIMUM. WI11I'Ix2. a2 Oil BTR. OUTLOOKEIIS CUT IN TO GA11LE 32'o.c.. 2.x4 N2 B MINIMUM CONTINUOUS S'ffIUNGUACIC BRACED TO ROOF S'TIIUCTUME ATG' -0' MAY.iwiUM. STRONGBACK AT; 2x4 STRONGBACK BRACED 4'-10" CLEASPAN. 70 Mill[ AT EVERY G'-0' MAXIMUM 4'-1.5'CLEARSPAN, 00 MPH MINIMUM GRADE CHORDS AND STUDS 2x4 STUD/Sl'ANDARU. STUDS 1'O 13E MAXIMUM 24-o.r.. HEEL PLA1 :: 3.4 (2.x4) --- '- — ---- — — 5.5 (2xG) --- -- - FT. ;BC SPLICE: -4 (2x,1) 5-5 (2xG) G -G (2x11) A MAXIMUM 40 PSC LIVE LOAD. 00 MITI WIND EXI'OS11111': 0. LESS 'IHAN 20'•0" WALL IIEIGIII'. BrIACING DE.IA!LS r rn m ( Q N . 0.59©2 7 it E P. 1031/02 & CN11. CONTINUOUS BEAMING WALL 2x4 GRACE - X1. WALL BRACING PER BUILDIN( ,DESIGNER, 2x4 CONTINUOUS HACKING WITH 1 Gd NAILS AT 24' o.c. TO THE WALL PLATE. SECTION A GABLE END FRAMING CONNECTION DETAILS !MIN: NAIL IICUUIREMENTS SI IOWN) 2x,1 SOLID BLOCK VdITII 3.1 Gd NAILS GABLE STUD SHEATHING [Ill TO , ox. I EA. END AND Bd NAILS FROM SI ICATI IING Dd AT G" o.c. / 7f1USS, 0d A'F G" o.c. TO BLOCK AT G"o.c. / t-tsd:. — 1 Gd AT 24' O.C.o.c / 1 '/," NOTCH 2.1 Gd 16d 32' o.c. I SOLID BLOCK \ AT WITH 2-16d TOE-24'o.c. ` 2.x4 BRACE 2.1 Gd NAILED EA. END '2.1Gd WI -1-1-1 4- 1 Gd NAILS I " -111-A 1" CULIF :;ISU,If,(7 DA I: i WAnNlNG Read ill notes on this sheet and give, a cony of it to the Erecting Contractor. OU F L 20 U 0c C ON'! I N'.) 0 J S 2/1 l/.99 i stns AnSign I: Ine .ln imwo'.al I ;ldnlg Cnmennrnl. II has her. basal an Srerdn abrin! pr,radrd by the fompnnn-n1 manufanure, and done in Acrnrdanrn Willi Inu n cuonl velsnns of Irl and ArrA drslgn ;lalutards. Ho rnSrn.S.bdda y IC :n (ntnd lot dimensional accuUrm racy anslons are r -r In lin rrrd- d by IIIc tm1 g10urnl minullClurrr AndlOr buudulg d.nsgnm pont In falrnf.abon Ihn huddutg dr Ugncr Shall B:cnnam Inal Ine loads rel nr Pored lin• Inading nnpns cd hr in, 1-m buadunl rndr b s a •Paned Ihm u•n Ine 'ho'd •t lal T,tnr IVeC'`d by Ina • I 41 r. I P-+ Y`d/ 'I qi !:+«' ars Iwo nn. r • 1 inn 1 Port nl rn.• tnnl n......!..' ......,l. n.. r...:.. .....d :,b n^ln.n . ..•...... .......... .... ..... •C-rinn • ...' .. ............. ..^,I n) rn.11n ,I•• rllt .11 l.lr;llrll nnl•• nnln,f OrAC rP.O.` Box 47.3 -Thousand Palms, "A 92276 • °® Ar hltem&S w Phone (760) 343-0048 fax. (76 ' 3 43-3 63 7 p ` ALTERNATE FRAMING DE'AEL AROUND 30' ACCESS / \ 1; •- TYPICAL -ROOF TRUSS Ln-c-.rr Robert S. Tc AICUmbrac .NO. C-10381 EN. 812001 Section A -A Ladder Frame Between trusses with 2x4 at 48' o.a GENERAL NOTES, unless otherwise, noted: 1 Design to support ioads.as shown. 2 Design assume% the top and bottom chords to be Morally braced at 2'-0- o.c and at 12'-C' o.c. respectively. I 24' I 24" L 24'24' 1 24' ` 24' 24' mended "c: o shown ++• 4 Instada:;on of truss Is the responsibility of the re- TRUSSES WILL SUPPORT HALF OF 7XE ON CENTER spedivo contractor. NOTE: REFER TO APPROPRIATE ENGINEERING DETAIL FOR 5 IiI SPACING ON EACH FACE. THEREFORE. TRUSSES SHOWN TRUSS TYPES DESIGNED FOR OVERSPACING. ' P! -' WILL SUPPORT 7 ON ONE FACE AND 1 SON OTHER of use.. G Design assumes full bearing at all supports shown, FACE RESULTING INA NET SPACING OF 24'o-- 4'?cADJUSTED jj Shire or wedge Y neoessary, i 7 Design assumes adequate drainage is provided. 1 8 Ptatas stall be looted on both faces of true, and • placed so theIr center lines coincide .with joint ADJUSTEDROOF TRUSS LAYOUT . center the:. A Olghs hdlcale stze of plate In Inches. to For bask design values of the CornpuTrus Plata, Indicated by the preAx -C, see I.C.D.O. R.R. 4211 11 The CompuTrus Net Section Plate Is hdkated by the prefix *CN*. the designator (18) Indicates 18 ga. ;p single member common (net 24o.c.) 24' 1 24' 1 .. 18' i ao' I Ur 1 24, 1 24' I Section A -A Ladder Frame Between trusses with 2x4 at 48' o.a GENERAL NOTES, unless otherwise, noted: 1 Design to support ioads.as shown. 2 Design assume% the top and bottom chords to be Morally braced at 2'-0- o.c and at 12'-C' o.c. respectively. J 2x4 Impad bridging or lateral bracing recom- mended "c: o shown ++• 4 Instada:;on of truss Is the responsibility of the re- spedivo contractor. 5 Design assumes truues are to be used In a non• corrosive envLronment. and aro for 'dry condition' " of use.. G Design assumes full bearing at all supports shown, jj Shire or wedge Y neoessary, i 7 Design assumes adequate drainage is provided. 1 8 Ptatas stall be looted on both faces of true, and • placed so theIr center lines coincide .with joint center the:. Olghs hdlcale stze of plate In Inches. to For bask design values of the CornpuTrus Plata, Indicated by the preAx -C, see I.C.D.O. R.R. 4211 11 The CompuTrus Net Section Plate Is hdkated by the prefix *CN*. the designator (18) Indicates 18 ga. Section A -A Ladder Frame Between trusses with 2x4 at 48' o.a 118•n 1 ,\ '\ \r4'\ i TRUSSBEARING ENIIANCERS c\ • i r I °° o 0 One size works with any nu . ber of girder plys. The TBE transfers load from the truss or girder to plates for bearing -limited conditions, Q ; and provides exceptional uplift capacity. Replaces nai!-on scabs that provide to ,er load transfer, or in some cases, an additional ply when needed for bearing. The table Iists allo:vabta loads for TBE4 used on 2x4 and TBE6 used l on 2x6 top plates. The tab!e gives the different loads calcu!ated for TBE with and without wood bearing. TBE4 MATERIAL: 18 gauge (TBE6 similar) BOO 11.5 FINISH: Galvanized = INSTALLATION: • Use all specified fasteners. See General Notes. U.S. Paieni ° TBE must be installed in pairs. 5,109,6,16 n Top plate size is 2x4 for TBE4, 2x6 for TBE6. Use Canada Patent alternate installation for TBE4 and TBE6 on larger 2,04.1,440 plates or pre -sheathed walls. TBE Only Allowable Loads'.' TBE & Wood Bearing Allowable Loads & No. of Top Plate or Truss Total Bearing Length (TBL) 1, 4, 8 Truss Wood Species' Uplift' Lateral (133) Plys (100) (115) (125) (133) TBL TBL TBL TBL (133 & I parallel perp to (100) I (n.) I (11 S) Cin.) (125) Gn) (1331160) (in.) 160) to plate' plate' TQCA nAl 7 30 Deuq•F:r-::_ e?, 1820 2095 2230 1 2230 850 400 1000, 5100 5.4 , 537 5.731 5519 5.88 551 P 5.8 1 Southern Pine 1820 2095 2230 2230 850 400 1000 4781 5.65 506 5.97 519 6.13{ 519 6.1 708 8 Spruce -Pirie -Fir_ 1560 1795 1950 2080 850 375 1000 379q 5.95 402 6.32 4180 6.5 431D 6.7 300 965 Han Fir 1560 1795 1950 2080 850 375 1000388 6.07 392 6.45 407 6.71 4205 6.9 6.86 Dou •Fir -Larch 2220 2230 2230 2230 850 400 1000 8785 4.68 879 4.69 879,E 4.6 8795 4.6 2 Southern P: -.e 2220 2230 1 22301 22330 850 400 1000 8151 4.81 816 4.82 816fi 4.82 8165 4.8 860 S ruce-P,ra-Fir 1920 2100 2100 21001 850 375 1 1000 638 5.01 656 5.15 656 5.1$ 656 5.1 1820p Hem Fir Dora f *- -Lisch_-_-_ 1920 22?_0 2100 2230 2100 21001 ?_230 2230 850 850 375 400 1000 1000 6171 1206 5.08 635 12.07 5.231 -1.29 635 1207 "_ 5.2 -..2: 6355_5.2 120 •1.2, S ruce•Pine-Fir 1920 2210 2400 2560 Sc';;;einPir_e 2220 2230_ 2.23_02230 127 3 6.66 1292 6.7 _4.2.9 Hem Fir 1920 2210 2400 2560 935 _ 11941 3 "-- "he;n - --- 1242 _850400_ 12585 6 1000_1112.0 935 4.37 1113 2284 6.09 4.3 111 0_4.3 2336 6.2 S ruce-Pinna-Fir 1920 2100 2100 2100 850 375 10001 861 4.50 879 _4.33_1113 _ 4.60 _ 879 4.6 879,5 _ 4.6 935 1 Nem Fir 1920 2100 21001 2100 850 375 1000 830 4.55 848 4.65 848 4.6 84 80 4.6 6.411576 Doug -Fir -Larch 2220 2230 2230 2230 850 400 1000 1534 4.09 15355 4.09 15353 4.09 15355 4.0 4 Southern Pine 2220_2230 2230 2230 850 400 1000 14081 4.15 1409$ 4.16 1409 4.1 14095 4.1 3. Uplift loads ha ie been increased by 33% and 60%wiih no further increase Spruce. Pine -Fir 1920 2100 2100 21001 850 1 375 10001 10845 4.251 1102 4.32 1102 4.3 11025 4.3 Hen Fir 1920 2100 2100 2100 850 375 lnnn 1nd94 A o 1r)rn A c a 30 TBE6 ON 2x6 TOP PLATE Doug -Fir -Larch 1820 2095 2275 2425 935 300 1000 697 7.44 725 7.73 743 7.9 758b 8 1 Southern Pine 1820 2095 2275 1 2425 935 300 1000 648 7.65 675 1.91 693$ 8.18 708 8 S fuce"Pine"Fir 1560 1795 19501 2080 935 - 300 965 506 7.95 530 8.32 545 8.5 558 8 Hem Fir 1560 1795 1950 2080 935 300 965 490 8.07 513 8.45 529 8.70 5420 8 Do -Fir -Larch 2220 2555 2735 2735 Southern Pine 2220 935 300 1000 1253 6.69 1287 6.86 1305 6.9d 13050 6 2 2555 2735 27351 935 1 300 1000 1154 6.81 1188 7.01 1206 7.11 12060 7 S ruca-Pine-Fir 1920 2210 2400 25601 935 1 300 1 965 893 7.01 922$ 7.23 941 7.3E 957 7 Hem Fir 1920 2210 2400 2560 935 300 1 965 860 7.08 889 7.32 908 7.4 E 924 7. Dou •Fir -larch 2220 2.555 2735_ 2735 935 300 1000 1769C 6.291 1802 6.41 1820p 6.4 1 18205 G 3 Sou!harn Pine 2220 2555 2735 2735 935 300 1000 16201 6.37 1654 6.50 1672 6.5 16720 6 S ruce•Pine-Fir 1920 2210 2400 2560 935 300 985 1244 6.50 127 3 6.66 1292 6.7 13080 6 Hem Fir 1920 2210 2400 2560 935 300 1 965 11941 6.55 1223$ 6.71 1242 6.8 12585 6 Dou •Fir•Laich 2220 2555 2735 2735 935 300 1000 2284 6.09 2318, 6.18 2336 6.2 23360 6 4 Southern Pi .e 2220 2.555 1 2735 1 2735 935300 1000 2086 6.15 2120 6.25 2138 6.31 21380 6 S-ruce•Pine-Fir 1920 2210 1 24001 25601 935 1 300 965 1594) 6.25 1623$ 6.371 1642 6.4 16585 6 Hem Fir 1920 2210 1 2400 2560 1 935 1 300 ( 9551 1528zI 6.29 1557 6.411576 6.4 15925 6 1. Loads are for tv.-o T3Es only. Allowable wood bearing load may be added as shown in the la5ie. 5. Parper,d:cular to Plate loads are reduced for Alternate Inszllation. 2. Allowable loads fcr four wood species at Fu for Douglas Fir -Larch = 625, 6. Parailel to Plate 7. loads are not reduced for Alternate Installation. Southern Pine = 565; Spruce -Pine -Fir = 425; Hem Fir = 405. Use IE•wer of top pla!e of truss wood species. 3. Uplift loads ha ie been increased by 33% and 60%wiih no further increase S.Total bearing !englh, TBL, equals the plate wrath plus simulated bearing length allowed; reduce by 33% or 60`/o for normal loading criteria such as in provided by tie TBE. TBE4 = 31/2" plat=_ wiidth; TBE6 = 51/2". cantilever construction. 4. Allowable loads are de!ermined only by nail shear calculations or tests of the metal connectors. The attached wood members must be designed to vriths;anld the loads imposed by the nails. 30 TBEENHANCERST IVG TBE FASTENER SCHEDULE Model , Truss Plys Fasteners per each TBE No No, Rafter I Plate BaseFSI.tWithout 1 10-10dx1',' z 10-10dx1.1,z TBE4 Fr F2 STC 1-/,x17/y I 1'/3x23/a 2o. more 10.10d 10.10d 35 35 1 ( 10-10dx1'/z I 10-10dx1'.z TBE6 1-8d — I — I — I — DTC 2 or more 10-10d 10-10d TBE6 Installed on Double 2x8 Top Plate 3Es installed with girder truss allation Allowable Loads`' IV Spruce -Pine -Fir (1331160) z Fr Fz 00 260 860 See opposite page for table footnotes. SCl 6L R 5ROOF CPS TRUSS DTC STCT Fol alignment control between a roof truss and nonbearing STC > walls; the 1'/2" slot permits vertical truss chord movement when loads are applied. ? MATERIAL: STC, STCT, DTC -18 gauge: DS -20 gauge FINISH: Galvanized , > INSTALLATION:■ Use all specified fasteners; see i General Notes. Use STC or DTC depending on required loads. STC, installed with Drywall Stop (DS), helps prevent fasteners tearing through the ceiling sheetrock (see illustration). U U o Use STCT where truss or rafter is separated from the top plate of the nonbearing wall o Install slot nails in the middle of the slot. CODES: BOCA, ICBO, SBCCI No. NER-413 (DS). Model Dimensions Fasteners Allowable Loads' (133 & 160) No, Plate Base Vertical LegFr BaseFSI.tWithout Gap: With%"Gap' Fz Fr F2 STC 1-/,x17/y I 1'/3x23/a 2-8d I-8dj 85 I 50 35 35 STCT 1%X13A 1'/4x4'/4 2-8d 1-8d — I — I — I — DTC I2'/2xl7/a 2'/2x23/, I 4-8d 2-8d 1 125 1 210 1 85 135 1. Loads may not be increased for 3. Installed w4h maximum Y," space beNreen short-term loading. rafter or less and top plate under 2. Truss or rafter must be bearing 'WITH Y," GAP.' Where loads are not on top plate to achieve the allowable required, space is not limited to 1/4". loads under WITHOUT GAP' is Typical STC Installation with DS DS 31 0 M r z M 0 c IF . .. N N N f'1 Q' of 0 n. .08 HE Y • N 1"1 N LL LL " - SSV ARCy T v Robert Alcumbrac NO. C-10381 REN. 812001 Q OF CAS -\FD - ®IMENSIONS FOR TRUSS LAYOUTS ARE SUPPLIED BY OTHERS AND SMALL BE VERIFIED BY THE PROJECT DESIGN PROFESSIONAL., Roof line 3D Layou L O 1 84 SALES REP SB WOE = B1231A .. .. D DUE -DATE a ANDREW P I E R C E DSGNR/CHKR = SB / SB Date : 5/29/2001 12:50 TC Live 1 00 psf` r DurFac Lb : 1.25 IIUII II II /o\ TC Dead 144..00 psf DurFac Plt 1-25 CBC y S BC Live Dead 0.00,psf 7.00 psf O.C. Spacing 24.0 Design Spec :-UBC-97' #Tr/aCfg : 279 / 61 T Total 37.00 psf lJob Name: LOT 84 Truss ID: Al Qty: 2 Drwg: RG X -LOC REACT SIZE. REW D TC 2x4 SPF 165OF-1.5E 1 0-1'=12.•1411 3.50- 1.50" BC 2x4 SPP 1650P-1.SE 2 "' 19-,. 6- A'- . 1411 3.50- 1.50- WEB 2x4 SPP STUD Bldg Enclosed - Yes Truss Location = End Zone Lumber shear allowables are per NDS -97. Tc FORCE AXL BND CSI Drainage must be provided to avoid ponding. 1-2 -3473 0.02 0.28 0.30 - Permanent bracing is required (by others) to 2-3 -3299 0.04 0.52 0.56 prevent rotation/toppling. See HIB -91 and 3-4 -3480- 0.02 0.29 0.31 ANSI/TPI 1-1995; 10.3.4.5 and 10.3.4.6. TC Vert 60.00 11- 8- 0 60.00 19- 8- 0 0.5 BC Vert 33.98 0- 0- 0 33.98 19- 8- 0 2-PLYI Nailw/lOd BOX, staggered (NDS -97 BC FORCE. AXL BND CSI - - Sect. 12) in: TC- 2/ftBC- 2/ft WEBS- 2/ft 5-6 3250 0.24 0.13 0.37 •- 6-7 3275 0.24 0.09 0.33' 7-8 3258 s,0.24 0.12 0.37 WEB FORCE CSI WEBFORCE CSI 2-6 191 0.05 3-7 201 0.05- 2-7 26 0.01 Plating spec : ANSI/TPI - 1995 THIS DESIGN IS THE COMPOSITE RESULT OF MULTIPLE LOAD CASES. PLATE VALUES PER ICBG RESEARCH REPORT #1607. Nail pattern shown is for uniform loads only. Concentrated loads > 350# must be distributed (by others) equally to each ply, unless nail clusters are shown ( ). 2x4 continuous lateral bracing 024.0 " o.c. attached w/ 2-10d box or common wire nails. THIS PROFESSIONAL ARCHITECTS CERTIFICATION IS TO VERIFY THIS TRUSS TO CARRY THE APPLIED LOADS. THE INPUT LOADS AND DIMENSIONS WERE PROVIDED BY OTHERS AND SHALL BE VERIFIED AND APPROVED FOR THE SPECIFIC APPLICATION BY THE PROJECT DESIGN PROFESSIONAL. This design based on chord bracing applied 19-8-0 per the following schedule: max o.c. from to TC 24.00" 7-11-11 11- 8- 0 This truss is designed using the UBC -97 Code. Bldg Enclosed - Yes Truss Location = End Zone All plates are 20 gauge Truswal Connectors unless preceded by "18" for 18 gauge or "H" for 16 gauge, positioned per Joint Report, unless noted. Hurricane/Ocean Line = No Exp Category - C Scale: 1/4" = V Bldg Length = 40.00 ft, Bldg Width - 20.00 ft Mean roof height - 16.49 ft, mph=70 UBC Special Occupancy; Dead Load - 21.0 psf ® T R U S S WO R KS ----------LOAD CASE #1 DESIGN LOADS --------------- Chk' SB Dsg n r: SB Dir L.Plf L.Loc R.Plf R.Loc LL/T TC Vert 60.00 0- 0- 0 60.00 8- 0- 0 0.5 TC Vert 145.63 8- 0- 0 145.63 11- 8- 0 0.5 TC Vert 60.00 11- 8- 0 60.00 19- 8- 0 0.5 BC Vert 33.98 0- 0- 0 33.98 19- 8- 0 0.0 ..Type... lbs X.Loc LL/TL O.C.Spacing 2- 0- 0 Design Spec UBC -97 Seqn T6.2.6 - 0 TC Vert 176.0 8- 0- 0 1.00 - TC Vert 154.0 8- 0- 0 0.00 TC Vert 176.0 11- 8- 0 1.00 TC Vert 154.0 11- 8- 0 0.00 16' 7-6-12 4-6-8 7.6-12 7-6-12 12-1-4 19-8-0 1 7-11-11 7-11-11 2-PLYS 2 3 e REQUIRED 4.p - 330# - 33 -4•00 T 2-11-13 3 To -3-15 7-== Joint Locations = - cl 0- 0- 0 5 0- 0 0 2 7- 6-12 6 7- 5- 0 3 12- 1- 4 7 12- 1- 4 4 19- 8- 0 8 19- 8- 0 T 2-11-13SHIP \GIG SE ARery T Robert S. To -3-1 Alcumbrac NO. C-10381 19-8-0 REN. 8/2001 ,\Q C4L 0 S 6 7 8 7-5-0 4-8-4 7.6-12 . 7-5-0 12-1-4 19-8-0, 5/29/2001 All plates are 20 gauge Truswal Connectors unless preceded by "18" for 18 gauge or "H" for 16 gauge, positioned per Joint Report, unless noted. Scale: 1/4" = V WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Job: EJ. WO: 81231 ® T R U S S WO R KS This design is for an individual building component not tnnss system It has been based on specifications provided by the component manufacturer and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads Chk' SB Dsg n r: SB A Company You Can Trussl utilized on this design meet or exceed the loading imposed by the local building code and the particular application. The design assumes that the top chord is laterally braced by the roof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise noted Bracing shown is for lateral support of components members only to reduce buckling length.' This component shall not be placed in any TC Live 16.00 psf TC Dead 14.00 psf DurFacs L=1.25 P=1.25 Rep Mbr Bnd 1.00 P.O. BOX 626 Thousand Palms, CA. 92276 Phone (760) 343-3461 Fax # (760) 343-3491 environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, install and brace this truss in accordance with the following standards: 'JOINT DETAILS' by Truswal,'ANSIII'W PI F,TCA F- Wood Truss Council ofAmerica Standard Design Responsnbilities,'HANDLING INSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES' - (HIB -91) and HM -91 SUMMARY SHEET by TPI. The Truss Plate Institute (TPI) is located at D'Onofho Drive, Madison, Wisconsin 53719. The American Forest and Paper Association (AFPA) is located at 1111 19th Street, NW, Ste 800, Washington,.DC 20036. BC Live 0.00 psf BC Dead 7.00 psf TOTAL 37.00 psf O.C.Spacing 2- 0- 0 Design Spec UBC -97 Seqn T6.2.6 - 0 Job' Na`m6: LOT 84 Truss ID: A2 Qty: 7 Drwg: Rcx-LOC REACT SIZR , REQ'D 1 0- 1-12 7283.50• J.50 . TC _ 2x4 SPP 1650F-1.5E Plating spec : ANSI/TPI - 1995 BC 2x4 SPP 1650P-1.SE This truss is designed using the a 19- 6' 4 728 3.50• 1.50• THIS DESIGN IS THE COMPOSITE RESULT OF WEBUBC-97 2x4 SPP STUD MULTIPLE LOAD CASES. Code. 'TCr FORCE AXL. BND CSI, - Loaded for 10 PSF non-concurrent BCLL. PLATE VALUES PER ICBO RESEARCH REPORT #1607. Bldg Enclosed - Yee Truce Location End Zone " 1-2 -1663 0.03 0.18 0.20 " Hurricane/Ocean Line = No Exp Category = C 2-3 -1217 0.01 0.18 0.19 '-' Bldg Length - 40.00 ft, Bldg Width - 20.00 ft 3-4 -1217 0.01 0.18 0.19 ,''`' - - - Mean roof height = 16-80 ft, mph 70 4-5 -1663 0.03 0.18 0.20.. _ UBC Special Occupancy, Dead Load = 21.0 psf BC FORCE. AXL HND -._CSI 6-7 1546 0.23..0.19 0.43,v;!1_. - 7-8 •x,;1546 0. a3 0.19'0.43y CERTIFICATION WEB FORCE csi • WEB -FOR cs csI THIS PROFESSIONAL ARCHITECTS CARRY THE APPLIED a-7 -463 0.29: 4-7, -463 ,.0.29 IS TO VERIFY THIS TRUSS TO 3-7 466 0.24 NS E " _ LOADS SHALL BEOVERIFIED PROVIDEDByOTHERS AND ON AND APPROVED FOR THE SPECIFIC DES113N PROFESSIONAL. BY THE PRO ECT -_ MAX DEFLECTION (span) L/999 IN MEM 7-8 (LIVE) L= -0.08" D- -0.11" T= -C.191 =1= Joint Locations = 0- 0- 0 5 19- 8- 0 - 2 5- 3-14 6 0- 0- 0 5-3-14 i 4.6-2 4-6-2 5-3-14 3 9-10=0.7 9-10- 0 - - 5-3-14 9-10-0 14-4-2 19-8-0 4 14- 4- 2 8 19- 8- 0 9-10-0 9-10-0 4.60 -4.00 4-4N_ ARCy r O Robert S. 1.5-3 >1.5.33-7-aAlcumbrac 3-7-4 i NO. C-10381 d`SHIP,. 0 3-4 T-0-3.153.4 REN- 812001 3 7 ZO-3.1 Q 19-8-0 6 7 8 c- 9-10-0 9-10-0 9-10-0 19-8-0 5/29/2001 All plates are 20 gauge Truswal Connectors unless preceded by "18" for 18 gauge or "H" for 16 gauge, positioned per Joint Report, unless noted. Scale: 1/4" = 1' ® WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Job: EJ. WO: This design is for an individual building component not truss system It has been based on specifications provided by the component manufacturer Chk• SB B1231 and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions are to be verified by the component manufacturer building TR U S S WO R KS and/or designer prior to fabrication. The building designer must ascertain that the loads Dsgn r: SB A Company You Can Trussl utffized on this design meet or exceed the loading unposed by the local building code and the particular application. The design assumes that the top chord is laterally braced by the roof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise TC Live •16.00 psf DurleacS L=1.25 P=1.25 noted Bracing shown is for lateral support ofcomponents members only to reduce buckling length. This component shall not be placed in any TC Dead 14.00 psf Rep Mbr Bnd 1.15 P.O. BOX 626 environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, install Thousand Palms, CA 92276 and brace this truss in accordance with the following standards: 'JOINT DETAILS' by Truswal,'ANSI/TPI F,'WfCA 1' - Wood Truss Council BC Live 0.00 psf P O.C.Spadng 2- 0- 0 Phone 760 343-3461 ( ) of America Standard Design Responsbilities,'HANDLING INSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES' BC Dead 7.00 psf Design Spec UBC-97 Fax # (760) 343-3491 - (HIB-91) and MB-91 SUMMARY SHEET' by TPI. The Truss Plate Institute (TPI) is located at D'Onofiio Drive, Madison, Waconsin 53719. The American Forest 1 and Paper Association (AFPA) is located at 1111 19th Street, NW, Ste 800, Washington, DC 20036. TOTAL 37.00 psf Seqn T6.2.6 - 0 Job; Name: LOT 84 Truss ID: B1 Qty: 1 Drwg• Eng. Job: EJ. TC 2x4 SPP 1650F -1.5E Plating spec : ANSI/TPI - 1995 This truss is designed using the Chk' SB BC 2x4 SPP 1650F -1.5E THIS DESIGN IS THE COMPOSITE RESULT OF UBC -97 Code. GBL BLH 2x4 SPP STUD MULTIPLE LOAD CASES. Bldg Enclosed - Yes Dsgn r: SB PLATE VALUES PER ICBO RESEARCH REPORT #1607. Truss Location - End Zone A Company You Can Trussl 4 - Top chord,supports 24.0 " of uniform load Hurricane/Ocean Line - No Exp Category - C TC Dead 14.00 psf at 16 psf live load and 14 psf dead load. Bldg Length - 40.00 ft, Bldg Width - 20.00 ft - Additional design considerations may be Mean roof height 16.-50 ft, mph70 X21.0 ofAmerica Standard Design Responsbilities,'NANDLING INSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES' " - required if sheathing is attached. UBC Special Occupancy, Dead Load.= psf CERTIFICATION Gable stud vertical members require lateral bracing (designed by others) perpendicular - 1 THIS PROFESSIONAL ARCHITECTS APPLIED to the plane of the member at intervals: Seqn T6.2.6 - 0 J+' 1S TO VERIFY THIS TRUSS TO CARRY THE WERE, Bracing is a result of wind load applied to member.(Combination axial bending). - LOADS. THE INPUT LOADS AND DIMENSIONS SHALL BE VERIFIED plus This truss requires adequate sheathing, as Z t PROVIDED BY OTHERS AND APPLICATION designed by others, applied to the truss face providing lateral support for in ' AND APPROVED FOR THE SPECIFIC PROFESSIONAL. webs the truss plane and creating shear wall BY THE PROJECT DESIGN action to resist diaphragm loads. -. Qe Joint Locations =. 1 0- 0- 0 10 0- 0-0 2 4- 0- 0 11 4- 0- 0 3 5- 4- 0 12 5- 4- 0 4 6- 8- 0 13 6- 8- 0 5 8- 0- 0 14 8- 0- 0 4-M 2-8-0 2-8_0 2-8-0 4-0.0 6 9- 4- 0 15 9- 4- 0 4-0-0 6$-0 9-4-0 12-0-0 16-0-0 7 10- 8- 0 8 12- 0- 0 16 10- 8- 0 17 12- 0- 0 ., 8-0-0- t 8-0-0 = 9 16- 0- 0 18 16- 0- 0 / 22 3 ., J S 6 7 8 9 e — 4.00 - •.y 2-11-1s .. 3- 10-3,45 4-4 /o 11 12 13 /4 13 /6 /7 /8 4-" 2-8-0 2-8-0 i 2-8-0 4-0.0 4-041 6-8-0 9-4-0 12-0-0 16-0-0 IARC 2-11-15 S N Robert S. Alcumbrac 10-3-1 !r' NO. C-10381 REN. 812001 TYPICAL PLATE: 1.5-3 5/29/2001 All plates are 20 gauge Truswal Connectors unless preceded by "18" for 18 gauge or "H" for 16 gauge, positioned per Joint Report, unless noted. OVER CONTINUOUS SUPPORT Scale: 5/16" = 1• ® WARNING Read all notes on this sheet and give a copy ojit to the Erecting. Contractor. Eng. Job: EJ. WO: 81231 This design is for an individual building component not truss system It has been based on specifications provided by the component manufacturer Chk' SB and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions TR U S S W O R KS are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads design Dsgn r: SB TC Live 16.00 psf DurFaes L=1.25 P=1.25 A Company You Can Trussl utilized on this meet or exceed the loading imposed by the local building code and the particular application. The design assumes that the top chord is laterally braced by the roof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise noted Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed in any TC Dead 14.00 psf Rep Mbr Bnd 1.15 P.O. BOX 626 Thousand Palms, C A A 92276 environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, install and brace this truss in accordance with the following standards: 'JOINT DETAILS' by Truswal,'ANS VrPI F, VTCA I'- Wood Truss Council BC Live 0.00 psf O.C.Spacing 2.0- 0 Phone 760 ( ) 343-34 ofAmerica Standard Design Responsbilities,'NANDLING INSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES' BC Dead 7.00 psf Design Spec UBC -97 Fax # (760) 343-3491 - (HIB -91) and TUB -91 SUMMARY SHEET by TPI. The Truss Plate Institute (TPI) is located at D'O rofiio Drive, Madison, Wisconsin 53719. The American Forest and Paper Association (AFPA) is located at 1111 19th Street, NW, Ste 800, Washington, DC 20036. TOTAL - 1 37.00 psf Seqn T6.2.6 - 0 Job Name- LOT 84 16-0-0 Truss ID: B2 Qty: 9 Drw : RO 1 x -LOC REACT sits REQ'D 0- 1-12'4 '593 3.50• 1:50• TC BC 2x4 SPF 1650P-1. SE Plating Spec : ANSI/TPI - 1995 2x4 This trues is designed using the 2 ;y4' "592 3.50• 1.50•' WEB SPP 165OF-1.5E THIS DESIGN IS THE COMPOSITE RESULT OP 2x4 SPP STUD UBC -97 Code. • -15-10 ,81120- _ MULTIPLE LOAD CASES. Bldg Enclosed Yee ' 5/29/2001 All plates are 20 gauge Truswal Connectors unless preceded by "18" for 18 gauge or "H" for 16 gauge, positioned per Joint Report, unless noted. PLATE VALUES PER ICBO RESEARCH REPORT #1607. Truss Location End Zone TC, 1-22 A0L HND 24 t -1120 0.02 0.41 0.44 4' Eng. Job: XJ. _ Hurricane/Ocean Line o No Exp Category o C 2-3 -1120 0.02 0.41 0.44 Chk' SB - Bldg Length - 40.00 ft, Bldg Width - 20.00 ft and done in accordance with the current versions of TPI and AFPA design standards. No raponsibility is assumed for dimensional accuracy. Dimensions _ Mean roof height - 16.50 ft, mph70 X21.0 SC FORCE AxL BND CSI -. ... •.. - - 'UBC Special Occupancy, Dead Load psf- 4-5 - 10as 0:15 0.27 0.42 ' `1005 TC Live 16.00 psf DurFacs L=1.25 P=1.25 - 5-6 0.15 0.27 0.4] WEB ''80RCH CSI WBB .FORCE -CSI•. TC Dead 14.00 psf .. P.O. Box 626 ... 2-5 7,185 0.09 BC Live 0.00 psf O.C.Spacing 2- 0.0 Thousand Palms, CA 92276 t THIS PROFESSIONAL ARCHITECTS CERTIFICATION Phone (760) 343-3461 of America Standard Design Responsibilities, HANDLING INSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES' a IS TO VERIFY THIS TRUSS TO CARRY THE APPLIED Design Spec UBC -97 Fax # (760) 343-3491 ' LOADS. THE INPUT LOADS AND DIMENSIONS WERE a 1 and Paper Association (AFPA) is located at I I I 1 19th Street, NW, Ste 800, Washington, DC 20036. PROVIDED BY OTHERS AND SHALL BE VERIFIED Seqn T6.2.6 - 0 AND APPROVED FOR THE SPECIFIC APPLICATION BY THE PROJECT DESIGN PROFE6610NA6: MAX DSPLSCTION (spas) L/999 IN MEM 4-5 (LIVE) L- -0.07" D- -0.09" T. - - - -- Joint Locations • 1 0- 0- 0 4 0- 0 0 2 8- 0- 0 5 8- 0- 0 8-0-0 8-0-0 3 16- 0- 0 6- 16- 0- 0 _ 8.0-0 16-0-0 - tJ / a 4.00 SEp ARCy/r - 4-4 Robert S. T Aicumbrac NO. C-10381 - z•11 -1s z -i -1 s 1 3-a SHIP REN. I 3-a ZO-3-13. s 1.5.3 Q` CAL L6' 16-0-0 6 8-0-0 8-" 8-0-0 . 16-0-0 5/29/2001 All plates are 20 gauge Truswal Connectors unless preceded by "18" for 18 gauge or "H" for 16 gauge, positioned per Joint Report, unless noted. Scale: 5/16" = V WARNING Read all notes on this sheet and give a copy,of it to the Erecting, Contractor. Eng. Job: XJ. WO: 81231 ® This design is for an individual building component not truss system.It has been based on specifications provided by the component manufacturer Chk' SB and done in accordance with the current versions of TPI and AFPA design standards. No raponsibility is assumed for dimensional accuracy. Dimensions TR U S S WO R KS are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer mutt ascertain that the loads DS nr• SB g • utilized on this design meet or exceed the loading imposed by the local building code and the particular application. The design assumes that the top chord TC Live 16.00 psf DurFacs L=1.25 P=1.25 A Company You Can Trussl is laterally braced by the roof or Floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed in any TC Dead 14.00 psf Rep Mbr Bnd 1.15 P.O. Box 626 environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, install 'JOINT BC Live 0.00 psf O.C.Spacing 2- 0.0 Thousand Palms, CA 92276 and brace this truss in accordance with the following standards: DETAILS' by Truswal,'ANSI)rrPI I', 'WTCA I' - Wood Truss Council Phone (760) 343-3461 of America Standard Design Responsibilities, HANDLING INSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES' BC Dead 7.00 psf Design Spec UBC -97 Fax # (760) 343-3491 - (HIB -91) and MB -91 SUMMARY SHEET by TPI. The Truss Plate Institute (TPI) is located at 90no6io Drive, Madison, Wisconsin 53719. The American Forest a 1 and Paper Association (AFPA) is located at I I I 1 19th Street, NW, Ste 800, Washington, DC 20036. TOTAL 37.00 psf Seqn T6.2.6 - 0 L6' Job Name: LOT 84 Truss:ID: C1 Qty: 4 Drwg: WO: B1231 RO X -LOC .REACT SIZE REQ'D TC 2x4 SPF 1650P -1.5E Plating spec : ANSI/TPI - 1995 This design based on chord bracing applied and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions 1 0- 1-12°'1848 3.50- 1.50• BC 2x4 SPF 165OF-1.SE THIS DESIGN IS THE COMPOSITE RESULT OF per.the following schedule: :.2 24-.4-40 -,,18483.50- 1.50• WEB 2x4 SPP STUD MULTIPLE LOAD CASES. max o.c. from to is laterally braced by the roof or floor sheathing and the bonom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise ' Nail pattern shown is for uniform loads PLATE VALUES PER ICBO RESEARCH REPORT #1607. TC 24.00" 7-11-11 16- 6- 6 P.O. Box 626 Thousand Palms, CA 92276 TC FORCE AXL BND CSI only. Concentrated loads > 350# must be _ Drainage must be provided to avoid ponding. This truss is designed using the BC Dead 7.00 psf 1-2 -4813 0.05 0.19 0.23 distributed (by others) equally to each Permanent bracing is required (by others) to UBC -97 Code. and Association (AFPA) is located at I 1 I 119th Street, NW, Ste 800, Washington, DC 20036. 2-3 -4673 0.05 0.41 0.46 ply, unless nail clusters are shown ( ).. prevent rotation/toppling. See HIB -91 and Bldg Enclosed - Yee 3-4 -4664 0.05 0.41 0.46 2x4 continuous lateral bracing 024.0 " o.c. ANSI/TPI 1-1995; 10.3.4.5 and 10.3.4.6. Trues Location - End Zone 4-5 -4815. 0.05 0.19 0.23 _ - attached w/ 2-10d box or common wire nails. 2-PLYI Nail w/10d BOX, staggered (NDS -97 Hurricane/Ocean Line - No , Exp Category = C Sect. 12) in: TC- 2/ft BC- 2/ft WEBS- 2/ft Bldg Length = 40.60 ft, Bldg width - 20.00 ft BC FORCE AXL ', END -CSI Mean roof height - 16.49 ft, mph 70 =21.0 . 6-7 4513_s0.34 0.17 0.51` _ UBC Special Occupancy, Dead Load psf 7-B,`. .. 5582 0.42 0.19 0.60 .- ----------LOAD CASE #1 DESIGN LOADS --------------- . s, 4515 0.34 0.17 0.51-'- ?: -. - CERTIFICATION Loc Dir L.Plf60.00 Loc R.Plf60.00 LL/T WEB WEB FORCE CSI THIS PROFESSIONAL ARCHITECTS _ - TC Vert 60.00 0- 0- 0 60.00 8- 0- 0 0.5 2-7 .'FORCE .CSI - 777 0.20 ` 3-8 -1030 0.15 IS TO VERIFY THIS TRUSS TO CARRY THE APPLIED TC Vert 145.63 8- 0-. 0 145.63 16- 6- 6 0.5 3-7 -1021 0.15 4-8 775 0.20- AND DIMENSIONS WERE TC Vert 60.00 16- 6- 6 60.00 24- 6- 6 0.5 LOADS. THE INPUT LOADS _ BC vert 33.98 0- o- 0 33.98 24- 6- 6 0.0 _ PROVIDED BY OTHERS AND SHALL BE VERIFIED ..Type... lbs X. Loc LL/TL TC AND APPROVED FOR THE SPECIFIC APPLICATION Vert 176.0 8- o- 0 1.00 BY THE PROJECT DESIGN PROFESSIONAL. TC Vert 154.0 - o- 0.00 TC Vert 176.0 166 6- 6- 6 1.00. TC Vert 154.0 16- 6- 6 0.00 - MAX DEFLECTION (span) - L/999 IN MEM 7-8- (LIVE) _ - L- -0.19" D-'-0.24". T= - Joint Locations = 7-6-12 4-8-7 4-8-7 7-6-12 1= 0- 0- 0 6 0- 0.=0 - - 2 7- 6-12 7 ,7- 6-12 7-6-12 12-3-3 16-11-10 24-6.6 3 12- 3- 3 8 16-11-10 4 16-11-10 9- 24- 6= 6 7-11-11 7-11-11 5 24- 6- 6 2-PLYS . 3 3 a s REQUIRED 4,p - 330# 8- .-4 _ .00 T' 2-11-13 4-4 1 MO -3-15 6 7 7-6-12 7-6.12 24.6.6 t 8 9 9-4-14__, 7_-6-12 16-11-10 24-66 T 2-11-13 .4 SH c p ARCy/T F Robert S. Alcumbrac NO..0-10381 REN. 812001 5/29/2001 All plates are 20 gauge Truswal Connectors unless preceded by "18" for 18 gauge or "H" for 16 gauge, positioned per Joint Report, unless noted. Scale: WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Job: EJ. WO: B1231 ® This design is for an individual building component not thus system It has been based on specifications provided by the component manufacturer Chk: SB and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions T RU S S WO R KS by mpo g gn prior to fabrication. The building designer must ascertain that the loads ` `° be verified the co nest manufacturer and/or building designer DB nr: SB 9 utilized on this design meet or exceed the loading imposed by the local building code and the particular application. The design assumes that the top chord TC Live 16.00 psf DurFacs L=1.25 P=1.25 A Company You Can TfuSSI is laterally braced by the roof or floor sheathing and the bonom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise noted. Brazing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed in any TC Dead 14.00 psf Rep Mbr Bnd 1.00 P.O. Box 626 Thousand Palms, CA 92276 environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, install and brace this truss in accordance with the following standards: 7OINT DETAILS' by Tnuwal,'ANSI/fPI 1% W1•CA F- Wood Truss Council BC Live 0.00 psf O.C.Spacing 2- 0- 0 Phone 760 ( ) 343-3461 'H ofAmcrica Standard Design Responsibilities,ANDLING INSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES' BC Dead 7.00 psf Design Spec UBC -97 Fax # (760) 343-3491 - (HIB -91) and MB -91 SUMMARY SIIEEr by TPI. The Truss Plate Institute (TPI) is located at D'Ono&io Drive, Madison, Wisconsin 53719. The American Forest Paper and Association (AFPA) is located at I 1 I 119th Street, NW, Ste 800, Washington, DC 20036. TOTAL 37.00 psf Seqn T6.2.6 - 0 43' Job Name -.'LOT 84 Truss ID: C2 Qty: 2 Drw:. Eng. Job: EJ. RGx-LOC 1 REACT ,SIZE "'REQ -D 0- 1-12 3.50•.1.50•. TC 2x4 BC 2x4 SPF 1650F-1.SE Plating spec : ANSI/TPI - 1995 SPP 1650F-1.SB This design based on chord bracing applied ,2 ,.908 24- 4,10,r 908 3.50• 1.50• WEB 2x4 THIS DESIGN IS THE COMPOSITE RESULT OF SPP STUD per the following schedule: ., TR U SS WO R KS MULTIPLE LOAD CASES. Loaded for 10 PSP non -concurrent BCLL. .. PLATE VALUES PER ICBO RESEARCH REPORT #1607. '2x4 max o.c. from to TC 24.00^ 0-15 16- 6- 6 TC' FORCE AXI; END CSI continuous lateral- bracing ®24.0 " o.c. Drainage must be provided to avoid ponding. ,7- This truss is designed using the 1-2 -2101 0.07 0.38 0.45 attached w/ 2-10d box or common wire nails.` UBC -97 Code. 7 Code. P.O. Box 626 Thousand Palms, CA 92276 2-3 3-4 -1999 0.06 0.22 0.27 -1996 0.06 O.C,Spacing 2- 0.0 Bldg Yes ofAmerica Standard Design Responsibilities, HANDLING INSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES' 4-5 0.al 0.44 aioa 0.07-0.38 0.44 r1- • Fax # (760) 343-3491 Trues Location - End Zone ' Hurricane/Ocean Line - No , Exp Category - C ' SC FORCE AXL BND CSI .•... ' " _ Bldg Length - 40.00 ft, B1dg,Width - 20.00 ft Seqn T6.2.6 - 0 6-7 1939 0 29 0.15 0.25 - Mean roof height - 16.83 ft, mph o 70 - ' 7,-8 2285.0.34 0.15 0.49 . - • ARCHITECTS CERTIFICATION .. UBC Special Occupancy, Dead Lo -21.0 psf eaoa' 8-9 .1940 0.29 0.16 0.45 1 THIS PROFESSIONAL TO CARRY THE APPLIED ivas 'FORCE `csI " wsa Foacs CSI IS TO VERIFY THIS TRUSS AND DIMENSIONS WERE a-7 3-7 291.o.1s , 3-8 + -325 0.24 0.24 4-8 ` 291 0.15' - LOADS. THE INPUT LOADS AND SHALL BE VERIFIED .-322 PROVIDED BY OTHERS THE 8PP61FIG APPLIGATION AND APPROVED FOR 1F @98IBN PR®FE-@618N-4- PY fiH P -LT- MAX DEFLECTION (span) L/999 IN MSM 7-8 (LIVE) - - L= -0.13^ D- -0.17^ T- - - , - =1= Joint Locations = - 0- 0- 0 6 0- 0600 2 7- 6-12 7 7- 6-12 3 12- 3- 3 8 16-11-10 - 7 6 2 4 8 7 4-8-7 i 7-6-12 4 16-11-10 . 9 24- 6- 6 5 24- 6- 6 7-6-12 12-3-3 16-11-10 24-6-6 . 9-11-11 9-11-11 , 2 3 4 3 - 4 • 8-6-6 4.00 3-6 3 . s i • 3-71I-13 3-7-13 SHIP ARC/ -//7. / 4.4 1 TQ -3-15' 4 MO O S c rte. 3-4 5-5 -3-1 Robert % Alcumbrac C -103g1 e . NO • 1 812001 REN. --24-6-6 7-6-12 . 9-4-14 7-6-12 7-6-12 ` 16-11-10 24-6 - ` 5/29/2001 All plates are 20 gauge Truswal Connectors unless preceded by "18" for 18 gauge or "H" for 16 gauge, positioned per Joint Report, unless noted. Scale: 3116" = 1' ® WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Job: EJ. WO: 81231 This design is for an individual building component not truss system It has been based on specifications provided by the component,manufacturer Chk' SB and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions TR U SS WO R KS are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads Dsgnr: SB A Company You Can Trussl utilized on this design meet or exceed the loading imposed by the local building code and the particular application. The design assumes that the top chord is laterally braced by the roof or floor sheathing and the bottom chord is Laterally braced by a rigid sheathing material directly attached, unless otherwise TC Live 16.00 psf DurFaes L=1.25 P=1.25 noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed in any TC Dead 14.00 psf Rep Mbr Bnd 1.15 P.O. Box 626 Thousand Palms, CA 92276 environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, install and brace this truss in accordance with the following standards: 'JOINT DETAILS' by Truswal,'ANSI/TPI 1', 'WTCA I'- Wood Truss Council BC Live 0.00 psf O.C,Spacing 2- 0.0 Phone 760- ( ) 3433461 ofAmerica Standard Design Responsibilities, HANDLING INSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES' BC Dead 7.00 psf Design Spec UBC -97 Fax # (760) 343-3491 - (HIB -91) and MB -91 SUMMARY SHEET by TPI. The Truss Plate Institute (TPI) is located at D'Onofiio Drive, Madison, Wisconsin 53719. The American Forest and Paper Association (AFPA) is located at 1 111 19th Street, NW, Ste 800, Washington, DC 20036. TOTAL 37.00 psf Seqn T6.2.6 - 0 Job Name: LOT'84 Truss ID: C3 Qty: 2 Drw : RG 1 x -LOC REACT SIZE REW D 0- 1-12 908 3.50- 1.50 . TC 2x4 SPF 165OF-1. SE Plating Spec : ANSI/TPI - 1995 BC This design based on chord bracing applied ,2 , 24-,4-10. 3.50- 1.50- 2x4 SPP 1650F-1.SE THIS DESIGN IS THE COMPOSITE RESULT OF WEB 2x4 SPP STUD per the following schedule: „•908 MULTIPLE LOAD CASES. Loaded for 10 PSP non -concurrent BCLL. PLATE VALUES PER ICBO RESEARCH REPORT #1607. max o.c. from to TC 24.00" 7- 0-15 16- 6- 6 TC FORCE AXL HND CSI 2x 4 web material vertical supports at 24" Drainage must be provided to avoid ponding. This truss is designed using the 1-2 -2102 0.07 0.38 0.45 o.c. (by others and typical). Attach with 2x4 continuous lateral bracing ®24.0 o.c. UBC -97 Code. 2-3 -1999 0.06 0.22 0.27- 1.5-3 min. plates at top and bottom. attached w/ 2-10d box or common wire nails. Bldg Enclosed - Yes 3-4 4-5 -1996 0.06 0.21 0.27 -2102. 0.07 0.38 0.44 Thousand Palms, CA 92276 Phone 760 ( ) 343-3461 Truss Location End Zone - - BC Dead 7.00 psf Design Spec UBC -97 ' CERTIFICATIO -Hurricane/Ocean Line - No Exp Category - C Bldg Length - 40.00 ft, Bldg Width - 20.00 ft HC 6-7 FORCE ; AEL HND CSI 1939 0.29 0.16 0.45 THIS PROFESSIONAL ARCHITECTS THE APPLIED , Mean roof height 17.16 ft, mph 70 7-e Zaes -0.34 0.15 0.49 IS TO VERIFY THIS TRUSS TO CARRY DIMENSIONS WERE UBC Special Occupancy, Dead Load 21.0 psf _. 8-9 1940 0.29 0.16 0.45 LOADS. THE INPUT LOADS AND SHALL BE VERIFIED WEB FORCE csI WEB FORCE cSI PROVIDED BY OTHERS AND SPECIFICASPPOON 2-7 3-7 291 0.15 3-8 -325 0.22AND -322 0.24 a -e 291 0.15 APPROVED FORTHE _510A - BY THE PJE6T 0 7-6-12 4-8-7 4-8-7 7-6-12 7-6-12 12-3-3 16-11-10 24-66 I. 11-11-11 11-11-11 1 3 I 1 4.00 86-6 4.00 e T 1.5-3 4-3-13, 14-9 =0-3-15 24-" 6 7 8 - 9 7-6-12 9-4-14 7612 7-6-12 16-11-10 2466 MAX DEFLECTION (span) : L/999 IN MEM 7-8 (LIVE) L- -0.13- D. -0:17- T= - _= Joint Locations..; 1 0- 0- 0 6 0- O-aO 2 7- 6-12 - 7 7- 6-12 3 12- 3- 3.- 816-11-10 4. 16-11-10 9 24- 6- 6 5 24- 6- 6 T Ep ARC 4-3-13 Robert S. 3 Alcumbrac NO. C-10381 M 5/29/2001, All plates are 20 gauge Truswal Connectors unless preceded by "18" for 18 gauge or "H" for 16 gauge, positioned per Joint Report, unless noted. Scale: 3116" = 1'. ® WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Job: EJ. WO: 81231 This design is for an individual building component not truss system It has been based on specifications provided by the component manufacturer Chit: SB and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions TR U S S W O R KS are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads Dsgnr: SB TC Live 16.00 psf DurFacs L=1.25 P=1.25 A Company You Can TruSSI utilized on this design meet or exceed the loading imposed by the local building code and the particular application. The design assumes that the top chord is laterally braced by the roof or Floor sheathing and the bottom chord is Literally braced by a rigid sheathing material directly attached, unless otherwise noted Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed in any TC Dead 14.00 psf Rep Mbr Bnd 1.15 P.O. BOX 626 environment that will cause the moisture.content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, install and brace this truss in accordance with the following standards: 'JOINT DETAILS' by Truswal,'ANSVTPI 1', WTCA F- Wood Truss Council BC Live 0.00 psf O.C.Spaeing 2- 0- 0 Thousand Palms, CA 92276 Phone 760 ( ) 343-3461 of America Standard Design Responsiblities,'HANDLING INSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES' BC Dead 7.00 psf Design Spec UBC -97 Fax # (760) 343-3491 - (HIB -91) and TUB -91 SUMMARY SHEEr by TPI. The Truss Plate Institute (TPI) is located at D'Onofiio Drive, Madison, Wisconsin 53719. The American Forest and Paper Association (AFPA) is located at I 1 I 1 19th Street, NW, Ste 800, Washington, DC 20036. 1 TOTAL 37.00 psf Seqn T6.2.6 - 0 31' Job Name: LOT 84 Truss ID: D1 Qty: 2 Drw: Eng. Job:.EJ. RGx-LOC REACT SIZE REQ'D -1.50• TC 2x4 SPF 1650P-1. SE Plating Spec : ANSI/TPI - 1995 This design based on chord bracing applied 1 0- 1-12 - 1624 3.50- 2x4 SPP 2100F -1.8E 2-3 THIS DESIGN IS THE COMPOSITE RESULT OF per the following schedule: TR U S S W O R KS „2 21-10-12 1624 3.50- 1.50- BC 2x4 SPP 1650P-1.5EMULTIPLE LOAD CASES. max o:c. from to utilized on this design meet or exceed the loading imposed by the local building code and the particular application. The design assumes that the top chord is Literally braced by the roof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise TC Live ' 16.00 psf DurFacs L=1.25 P=1.25 WEB 2x4 SPP STUD PLATE VALUES PER ICBO RESEARCH REPORT #1607. TC 24.00" 7-11-11 14- 0- 8 TC Dead 14.00 psf TC •FORCE AXL END CSI Lumber shear allowables are per NDS -97. ;Nail pattern shown is for uniform loads This truss is designed using the O.C.Spacing 2- 0. 0 1-2 -4196 0.04 0.44 0:48 - Drainage must be provided to avoid ponding. only. Concentrated loads > 350# must be UBC -97 Code. Fax # (760) 343-3491 2-3 -4024 0.10 0.88 0.98 Permanent bracing is required (by others) to distributed (by others) equally to each Bldg Enclosed 0 Yes and Association (AFPA) is located at 1111 19th Street, NW, Ste 800, Washington, DC 20036. 3-4 -4219 0.04 0.47 0.51 prevent rotation/toppling. See HIB -91 and ply, unless nail clusters are shown ( ). Trues Location 0 End Zone ANSI/TPI 1-1995; 10.3.4.5 -and 10.3.4.6. -2x4 continuous lateral bracing ®24.0 o.c. Hurricane/Ocean Line 0 No Exp Category 0 C BC FORCE AXL BND CSI'. 4 '- 2-PLYI Nail w/led BOX, staggered (NDS -97 attached w/ 2-1ed box or common wire nails. Bldg Length 0 40.00 ft, Bldg Width 0 20.00 ft 5-6 3946.0.290.11 0.40` - --'Sect. 12) in: TC- 2/ft BC- 2/ft WEBS- 2/ft - Mean roof height 0 16.49 ft, mph " 70 6-7 '3974 '0.30 0.12 0.41 +. !3968. UBC Special Occupancy, Dead Load - 21.0 psf 7-8 0.30 -0.12.0.41, - + :. ----------LOAD CASE #1 DESIGN LOADS -------------- Dir WEB FORCE {CSI "WEB CSI -' L. Plf L.Loc R.Plf R.Loc LL/T 2-6 'FO:' 217 0.05 3-7 236 236 0.06 TC Vert 60.00 0- 0- 0 60.00 8- 0- 0 0.5 2-7 52 0-01 " PROFESSIONAL ARCHITECTS CERTIFICATION TC. Vert 145.63 8- 0- 0 145.63 14- 0- 8 TC vert 60.00 14- 0- 8 60.00 22- 0- 8 0.5 0.5 THIS IS TO VERIFY THIS TRUSS TO CARRY THE APPLIED BC Vert 33.98 0- 0- 0 33.98 22- 0- 8 0.0 THE INPUT LOADS AND DIMENSIONS WERE ...Type... lbs X.Loc LL/TL TC Vert 176.0 8- 0- 0 LOADS. PROVIDED BY OTHERS AND SHALL BE VERIFIED 1.00 TC vert 154.0 8- 0- 0 0.00 • AND APPROV€D FOR THE SPECIFIC APPLICATION TC Vert 176.0 14- 0- 8 1.00 Tc vert PROJECT DESIGN PROFESSIONAL, 154.0 14- 0- 8 0.00 BY THE - MAX DEFLECTION (span) - - L/999 IN MEM 6-7 (LIVE) L- -0.11" Do -0.14" To - 010 Joint Locations 0- 77-6-12 6-11;0 7.6-12 0- 0- 0 5 0- 0600 ' 7-6-12 •- 14-5-12 - 22-0-8 2 7- 6-12 6 7- ` 5- 0 - 3 14- 5-12 7 14- 5-12 7-11-11 _ 7-11-11 4 22- 0- 8 8 22- 0- 8 2-PLYS / 2 3 I REQUIRED 400 6_0_8 3300-400 T 2-11-13 4 T =D-3-15 J 6 7-5.0 7-5-0 -7 7-0-12 14-5-12 .8 7-67-6 22-0-8 5/29/2001 All plates are 20 gauge Truswal Connectors unless preceded by "18" for 18 gauge or "H" for 16 gauge, positioned per Joint Report, unless noted. Scale: 7/32" = 1' WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Job:.EJ. WO: 81231 This design is for an individual building component not truss system It has been based on specifications provided by the component manufacturer Chk' SB and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions TR U S S W O R KS are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads DS nr' SB g ' A Company You Can Truss! utilized on this design meet or exceed the loading imposed by the local building code and the particular application. The design assumes that the top chord is Literally braced by the roof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise TC Live ' 16.00 psf DurFacs L=1.25 P=1.25 noted Brazing shown is for lateral support of components members only to reduce buckling Irngt6. This component shall not be placed in any TC Dead 14.00 psf Rep Mbr Bnd 1.00 P.O. Box 626 environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, install and braze this truss in accordance with the following standards: 'JOINT DETAILS' by Truswal,'ANSI/IPI 1', VTCA I'- Wood Truss Council BC Live 0.00 psf O.C.Spacing 2- 0. 0 Thousand Palms, CA 92276 Phone (760) 343-3461 of America Standard Design Responsibilities, HANDLING INSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES' BC Dead 7.00 psf Design Spec UBC -97 Fax # (760) 343-3491 - (HIB -91) and'HIB-91 SUMMARY SHEET by TPI. The Truss Plate Institute (TPI) is located at D'Onofrio Drive, Madison, Wisconsin 53719. The American Forest Paper ' 1 and Association (AFPA) is located at 1111 19th Street, NW, Ste 800, Washington, DC 20036. TOTAL 37.00 psf Seqn T6.2.6 - 0 t5' Job Name: LOT 84 Truss ID: D2 Qty: 1 WO:•131231 Drw : This design is for an individual building component not truss system It has been based on specifications provided by the component manufacturer Rc x -LOC REACT SIZE .REQ`D TC 2x4 SPP 165OF-1.5E Plating spec : ANSI/TPI - 1995 This design based on chord bracing applied T R U S S WO R KS 1 2 0- 1-12 „816.3.50• 1.50• 1-816 BC 2x4 SPF 1650F-1.SE THIS DESIGN IS THE COMPOSITE RESULT OF per the following schedule: utilized on this design meet or exceed the loading imposed by the local building code and the particular application. The design assumes that the top chord is laterally braced by the roof or floor sheathing and the bottom chord is laterally braced by a rigid'sheathmg material directly attached, unless otherwise . 21-10-12 3.50• 1.50• WEB 2x4 SPP STUD MULTIPLE LOAD CASES. P.O. Box 626 environment that will cause the moisture content of the wood to exceed 190% and/or cause connector plate corrosion. Fabricate, handle, install and brace this truss in accordance with the following standards: 'JOINT DETAILS' by Truswal,'ANSI/I'PI 1','WTCA P- Wood Truss Council max o.c. from to O.C.Spaeing 2- 0- 0 Thousand Palms, CA 92276 Phone (760) 343-3461 _ Drainage must be provided to avoid ponding. PLATE VALUES PER ICBO RESEARCH REPORT #1607. TC 24.00" 7-11-11 14- 0- 8 TC FORCE A2:L END CSI This truss is designed using the 2x4 continuous lateral bracing ®24.0 o.c. ' 1-2 -1842 0.05 0.32 0.36 UBC -97 Code. attached w/ 2-10d box or common wire nails. 2-3 -1724 0.06 0.49 0.55. •- Bldg. Enclosed Yes - 3-4 -1840 0.02 0.34 0.37. Trues Location = End Zone ` Hi Hurricane/Ocean Line - No Exp Category - C BC FORCE ,AEL BUD CSI - Bldg Length - 40.00 ft, Bldg Width - 20.00 ft - - - • 5-6 6-7 .1697 0.25'0.15 0.41 Mean roof height = 16.49 ft, mph70 - =21.0 1712 0.26. 0:11 0.37 ".UBC Special Occupancy, Dead Load psf 7-8 •.-'`;1696 -0.25 0.15 0.41 WEB FORCE CSI WEB FORCE CSI '' _ + CERTIFICATION -- 2-6 2-7 113 0 06 3-7- 116 0.06 12 0.01 THIS PROFESSIONAL ARCHITECTS APPLIED L IS TO VERIFY THIS TRUSS TO CARRY THE WERE LOADS. THE INPUT LOADS AND DIMENSIONS BE VERIFIED PROVIDED BY OTHERS AND SHALL ON AND APPROVED FOR THE SPECIFIC Max DEFLECTION (apart) - B Y THE PROJECT DES GN PROFESSIONAL. L/999 IN MEM 5-6 (LIVE) - L= -0.08" D- -0.11" T- - • - =1= ._ - _= Joint Locations = 0- 0- 0 5 0- 0 0 2 7- 6-12 6 7- 5-0 - - - 3 14- 5-12 7 14- 5-12 -. 4 22- 0- 8 8 22- 0- 8 7.6-12 6-1_ 1-0 7-6-12 r 7-6-12 14-5-12 22-0-8 7-11-11 7-11-11 - .. 6-0-8 400 4.00 ARcy r SEp r, 2-11-13 2-11-13 3 4 Robert S. 1 =0-3-15 3-0 =0-3- v Atcumbrac 5-5 3-4 No. C-10381 REN. 812001 e 22-0-8 , 1 6 7 8 7_-5-0 7-0-12 7 6 7-5-0 1 14.5-12 22-0-8 5/29/2001 All plates are 20 gauge Truswal Connectors unless preceded by "18" for 16 gauge or "H" for 16 gauge, positioned per Joint Report, unless noted. Scale: 7/32" = 1' WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Job: EJ. WO:•131231 This design is for an individual building component not truss system It has been based on specifications provided by the component manufacturer Chk' SB and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions T R U S S WO R KS are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer mutt ascertain that the loads Dsg n r: SB TC Live 16.00 psf DurFaes L=1.25 P=1.25 A Company You Can Trussl utilized on this design meet or exceed the loading imposed by the local building code and the particular application. The design assumes that the top chord is laterally braced by the roof or floor sheathing and the bottom chord is laterally braced by a rigid'sheathmg material directly attached, unless otherwise . noted. Bracing shown it for lateral support ofcomponents members only to reduce buckling length. This component shall not be placed in any TC Dead 14.00 psf Rep Mbr Bnd 1.15 P.O. Box 626 environment that will cause the moisture content of the wood to exceed 190% and/or cause connector plate corrosion. Fabricate, handle, install and brace this truss in accordance with the following standards: 'JOINT DETAILS' by Truswal,'ANSI/I'PI 1','WTCA P- Wood Truss Council BC Live 0.00 psf O.C.Spaeing 2- 0- 0 Thousand Palms, CA 92276 Phone (760) 343-3461 of America Standard Design Responsibilities, HANDLING INSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES' BC Dead 7.00 psf Design Spec UBC -97 Fax # (760) 343-3491 - (HIB -91) and HM -91 SUMMARY SHEET by TPI. The Truss Plate Institute (TPI) is located at D'Onofrio Drive, Madison, Wisconsin 53719. The American Forest and Paper Association (AFPA) is located at 1111 19th Street, NW, Ste 800, Washington, DC 20036. TOTAL 1 37.00 psf Seqn T6.2.6 - 0 19' Job Name: LOT 84 Truss ID: D3 Qty: 1 Drwg: Eng. Job,: EJ. WO: B1231 RG x -LOC REACT SIZE. REQ`D TC - 2x4 SPP 1650F-1.56 Plating spec ANSI/TPI - 1995 This truss is'designed using the 1 0- 11-12 816 3.50• 1.50• BC 2x4 SPF 1650F-1.58 THIS DESIGN IS THE COMPOSITE RESULT OF UBC -97 Code. A Company YCTl p youanrussnoted. is laterally braced by the roof or Floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise Z 21-10-42 816 3.50• 1.50• WEB 2x4 SPP STUD MULTIPLE LOAD CASES. Bldg Enclosed = Yee P.O. Box 626 environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, install 'ANS BC Live 0.00 psf O.C.Spacing 2- 0- 0 ` and brace this truss in accordance with the following standards: 'JOINT DETAILS' by Tnuwal, VrPI 1, VTCA 1' - Wood Truss Council of America Standard Design Responsibilities, HANDLING INSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES' GBL BLE 2x4 SPF STUD PLATE VALUES PER ICBO RESEARCH REPORT #1607. Truss Location - End Zone - (MB -91) and'HIB-91 SUMMARY SHEET' by TPI. The Truss Plate Institute (TPI) is located at D'Onofrio Drive, Madison, Wisconsin 53719. TC - FORCE ASL END CSI. Gable verticals are 2x 4 web material spaced Loaded for 10 PSP non -concurrent BOLL. Hurricane/Ocean Line - No Exp Category = C 1-2 .-1908 0.03 0.22 0.25 at 16.0 " o.c. unless noted otherwise. Bldg Length - 40.00 ft, Bldg Width - 20.00 ft 2-3 -1668 0.02 0.22 0.25 Top chord supports 24.0 " of uniform load Mean roof height = 17.00 ft, mph70 =21.0 3-4 -1668 0.02 0.22 0.25 at 16 psf live load and 14 psf dead load. UBC Special Occupancy, Dead Load = psf 4-5 -1908 0.03 0.22 0.25 Additional design considerations may be -., required if sheathing is attached. ' EC FORCE A2:L END:: CSI Gable stud vertical members require lateral 6-7 •' 1770 0.260.11 0.37 bracing (designed by others) perpendicular CERTIFICATION' 7-8." 1185 ' 0.12 0.16 0.28 to the plane of the member at intervals. ARCHITECTS APPLIED - 8-9' 1770 0.26 0.11 0:37 Bracing is a result of wind load applied THIS PROFESSIONAL TRUSS TO CARRY THE to member. (combination axial plus banding). IS TO VERIFY THIS DIMENSIONS WERE WEB FORCE CSI WEB FORCE CSI This truss requires adequate sheathing, as THE INPUT LOADS AND BppLICATION 2-7 -349 0.10 3-8 502 0.25 designed by others, applied to the trues lateral for in LOADS. BY OTHERS AND SHALL 3-7 502 0.25 4-8 7349 0,10 face providing support webs PROVIDED THE SPECIFIC the trues plane and creating shear wall AND APPROVED FOR "SSIO NAL PRO action to resist diaphragm loads. PROJECT B€S16N - BY THE MAX DEFLECTION (span) L/999 IN MEM 7-8 (LIVE) L= -0.08" D- -0.11"' T= - _= Joint Locations =1 =- 0- 0- 0 6 0- 0-=0 2 5-11- 0 7 7- 7- 7 3 11- 0- 4 8 14- 5- 1 5-11.0 5-1-4 5-1-4 55-11-00 4 16- 1- 8 9 22- 0- 8 5-11-0 11-0-4 16-1-8 22-0-8 5 22- 0- 8 11-0-4 1 11-0-4 ' 72 j. 4 S . 41 00 oo 4-4 22-0-8 6 7 8 7-7-7 6-9-11 7.7-7 14-5-1 9 7.77.7 22-0-8 I 4-" SHIP =0-3- ARCy TF \V Robert S. Alcumbf3C NO. C_10381 REN. 812001 P /f OF CN a .001 TYPICAL PLATE: 1.5-3 5/29/2 All plates are 20 gauge Truswal Connectors unless preceded by "18" for 18 gauge or "H" for 16 gauge, positioned per Joint Report, unless noted. Scale: 7/32" = 1' WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Job,: EJ. WO: B1231 ® This design is for an individual building component not truss system It has been based on specifications provided by the component manufacturer Chk: SB and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions Dsg nr: SB are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads TC Live 16.00 psf DurFacs L=1.25 P=1.25 T R U S S W O R KS utilized on this design meet or exceed the loading imposed by the local building code and the particular application. The design assumes that the sup chord A Company YCTl p youanrussnoted. is laterally braced by the roof or Floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise TC Dead 14.00 Rep Mbr Bnd 1.15 Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed in any psf P.O. Box 626 environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, install 'ANS BC Live 0.00 psf O.C.Spacing 2- 0- 0 Thousand Palms, CA. 92276 and brace this truss in accordance with the following standards: 'JOINT DETAILS' by Tnuwal, VrPI 1, VTCA 1' - Wood Truss Council of America Standard Design Responsibilities, HANDLING INSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES' BC Dead 7.00 psf Design Spec UBC -97 Phone (760) 343-3461 - (MB -91) and'HIB-91 SUMMARY SHEET' by TPI. The Truss Plate Institute (TPI) is located at D'Onofrio Drive, Madison, Wisconsin 53719. Fax # (760) 343-3491 The American Forest and Paper Association (AFPA) is located at 1111 19th Street, NW, Ste 800, Washington, DC 20036. TOTAL 37.00 psf Seqn T6.2.6 - 0 19' Job Name: LOT 84 Truss ID: D4 Qty: 1 Drw : coo: 81231 Rc X -LOC RRAC'T SIZE RRO'D TC 2x4 SPP 165OF-1.5E Plating Spec : ANSI/TPI - 1995 This truss is designed using the and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions 1 0- 1-12 1979 3.50.2.11 - BC 2x8 DPL #1 THIS DESIGN IS THE COMPOSITE RESULT OF UBC -97 Code. C?, 21-10-12 .1979 3.50- 2.11-_ WEB 2x4 SPF* STUD MULTIPLE LOAD CASES. Bldg Enclosed = Yes _ Loaded for 10 PSP non -concurrent BOLL. PLATE VALUES PER ICBO RESEARCH REPORT #1607. Truss Location = End Zone Rep Mbr Bnd 1.00 TC FORCE AXL END CSI BC Live 0.00 psf - Permanent bracing is required (by others) to Hurricane/Ocean Line - No , Exp Category o C 1-2 - -4514 0.23 0.,56 0.79 Design Spec UBC -97 prevent rotation/toppling. See HIB -91 and Bldg Length - 40.00 ft, Bldg Width - 20.00 ft 2-3 -4286 0.15 0.29 0.44 - (NIB -91) and -91 (TPI) at Madison, 53719. The American Forest and Paper Association (AFPA) is located at 1111 19th Street, NW, Ste 800, Washington, DC 20036. ANSI/TPI 1-1995; 10.3.4.5 and 10.3.4.6. Mean roof height - 17.00 ft, mph70 X21.0 3-4 4286 0.15 0.29 0.44 r,.p.t' UBC Special Occupancy, Dead Load psf 4-5 -4514, 0,.23 0.5 6 ,0.7 9 3' y ----------LOAD CASE #1 DESIGN LOADS ---------------- • - - Dir L.Plf L.Loc R.Plf-. .R.Loc' LL/T BC 'FORCE AXL SEND CSI-+ .. - TC Vert 60.00 0- 0- 0 60.00 22= 0- 8, 0.5 6-7 '4264 0..39 0.55 0-94' - THIS PROFESSIONAL ONAL BC Vert '119.60 0- 0- 0 119.60 .22-,0- 8 0.3 _. 4966 o --a6 0.23 0.44 - ARCHITECTS CERTIFICATION IS TO VERIFY THIS e - 9 4 aa6a 0:39 o.ss o.9a TRUSS TO CARRY THE APPLIED LOADS. THE INPUT LOADS - s FORCE c10 NRa FORCE164 CSI AND DIMENSIONS WERE PROVIDED BY OTHERS a-7 2-7 3-7 -37 -379 0.10 3-8 1679 6.63 .83 1644 0.83 4-B-379 0.16 AND SHALL BE VERIFIED AND APPROVED FOR BY THE SPECIFIC APPLICATION THE'PROJECT DESIGN PROFESSIONAL, `- MAX DEFLECTION (span) : L/999 IN MEM 7-8 (LIVE) L- -0.17" D- -0.22" T- ve Joint Locations ..... 10- 0- 0 6 0- 0 0 2 6- 4-10 7 7-11- 3 3 11- 0- 4 8 14- 1- 5 6-4-10 4-7-10 4-74-710 6-4-10 4 15- 7-14 9 22- 0- 8 6-4-10 11-0-4 15-7-14 22-0-8 5 22- 0- 8 ' 11-0-4 11-0-4 / 2 3 4 J 400 -400 5-5 4 6 7 8 9 7-11-3 6-2-3 7-11-3. 7-11-3 14-1-5 22-0-8 5/29/2001 All plates are 20 gauge Truswal Connectors unless preceded by "1S" for 18 gauge or "H" for 16 gauge, positioned per Joint Report, unless noted. Scale: 7/32" = V WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Job: EJ. coo: 81231 This design is for an individual building component not truss system It has been based on specifications provided by the component manufacturer Chk- SB and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions Dsgn SB T R U S S W O ere to be verified by the component manufacturer and/or building designer prior to fabrication, The building designer mast ascertain that the loads r: TC Live 16.00 psf DurFecS L=1.25 P=1.25 R KS utilized on this design meet or exceed the loading imposed by the local building code and the particuLu`application. The design assumes that the top chum A Company You Can Trussl is laterally braced by the roof or Floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise noted Bracing shown is for lateral support of componenu members only to reduce buckling length. This component shall not be placed in any TC Dead 14.00 psf, Rep Mbr Bnd 1.00 P.O. BOX 626 environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, install BC Live 0.00 psf O.C.Spaeing 2.0- 0 Thousand Palms CA. 92276 Palms, and brace this truss in accordance with the following standards: 'JOINT DETAILS' by Trnswal,'W 'ANSMI 1',TCA I'- Wood Truss Council America Standard Design Responsbilities,'HANDLING INSTALLING BRACING PLATE CONNECTED WOOD BC Dead 7.00 psf Design Spec UBC -97 Phone (760) 343-3461 of AND METAL TRUSSES' IIB SUMMARY SHEET' by TPI. The Truss Plate Institute is located D'OnoBio Drive, Wisconsin Fax # (760) 343-3491 - (NIB -91) and -91 (TPI) at Madison, 53719. The American Forest and Paper Association (AFPA) is located at 1111 19th Street, NW, Ste 800, Washington, DC 20036. TOTAL 37.00 psf Seqn T6.2.6 - 0 39' Job Name: LOT 84 MG x -LOC tLAC.7 SIZE 1raQ'D 1 . 0- 1-12 2676 3.50'. 1.91" 2 33- 7- 4 2676 3.50' 1.91' 7C' FOAC13 " AXL IDN CSI ., - 1-2 -7266 0.06.0.37 0.43 2-3 -10187 0_33 O.SA 0.08 ' 3-4 -10206 0.19 0.34 0.53 ' 4-5 -10286 0.31 0.50 0.81 5-6 -7261 0.06 0.37 0.430 SC FORCE. AXL 8110 CSL ' 7-8 9068 0.64 0.24 0.80.- 8-9 9106 0,64 0.13 0.77 - 9-10 10332 0.77 0.13 0.91 0-11 9100 0.64 D.13 0.77 1-12 9063 -0.64 0.24 0.88 X28 FtMZC CSI 14E8 FORM CSI 2-6 290 0.07 4-10 -933 0.11 ' 2-9 3522 0.89 5-10 3624 0.91 3-9 -958 0.11 5-11 299 0.01 .. 3-10 -1142 0,26 k NO. S2654 Exp- W-3 Truss ID: F1 Qty: 4 TC 2x4 9Pr L650P-1.58 Plating spec : ANSI/TPI - 1995 2x4 SPF 2100P-1.88 2-5 THIS DESIGN 19 4403 COMPOSITE RESULT OF BC 2x4 SPP 16501^-1.58 1VLTIPLE LOAD CASES. RSB 2x4 .SPP STM PLATE VAIAW PER 1C90 RESEARCH REPORT /1607. L®ber shear all.ovables are per AIDS -97. Nail pattern abown is for uniform loads' Drainage must be provided to avoid ponding. only. Cancentrated loads > 3501 =at be Permanent bracing is required (by others) to distributed (by others) equally to each prevent rotatiao/toppLing. See HIB -9L and ply, unless nail clusters are shown ( ). ANSI/Tier 1-1995; 10.3.4.5 and 10.3.4.6, 2rs4 continuous lateral bracing @24.0 - o.c. -------------------------------------------- attached w/ 2-10d box or cammon vire sails. Designed for 200 Elf drag load applied 2-PLYI Nail v/10d BOX, staggered (IiD9-97 evenly along the top chord to the bottom Sect. 12) in: TC- 2/ft BC- 2/9t WEBS- 2/ft chord at the beatings, concurreo'itly with . dead loads and 0 8 live load. Duration =1.33. Horizontal reaction - 6.7 R lbs. (each bearing). 7-0.12 6-1-15 6-0-11 6-1-19 7-6-12 7.6-12 134.11 20-0-6 26.2.4 33.9-0 - 7-11.11 t 7-11.11 2-PLYS 94114 REQUIRED 4 i 1 17-9-0 1 1 19 T 2.11.13 4-7 0_3A 5 1.53 H5137 NT12S 1.5-3 t- 3s.9.o e 9 20 11 12 7.&0 63-11 6-3-i1 9-3-111 { Iso iso 135.11 2045 284.0 33-9-0 This design based on chord bracing applied per the following seheadule: Eng. Jo4 F.L 1a1Z C.C. from to ARCy/l TC ,24.00" 7-11-1L 25- 9- 0 Robust S. This truss is designed using the Alcumbrac UBC -97 Cade. NO. C-10381 Bldg enclosed = Yes Truss Location = Srod Sone TC Live 16.00 psi Hurricane/ocean Line - No , gzp Category - C TRUSSWORKS Bldg Length = 40.00 ft, Bldg Width = 20.00 ft Mean roof height - 16.49 ft, mph70 X21.0 TD Dead 1400 psi UBC Special Occupancy, Dead Load = pef P.O. BOX 626 ----------MAD CASE 41 DESIGN lOhDS-------------- BC Live 0.00 Dir L.PLf L,Loe R.Plf R.Loc LL/ TC Vert 60.00 0- 0- 0 60.00 11- 0- 0 0. TC Vert 145.63 8-.0- 0 145.63 2S- 9-n 0 0. TC Vert 60.00 25- 9- 0 60.00 33- 9- 0 0. BC Vert 33.98 0- 0- 0 33.98 33- 9- 0 0. Type.., lbs X.LOC LL/TL TOTAL 37.00 ps1 4C Vert 176.0 B- 0- 0 1.00 TC Vert 154.0 8- 0- 0 0.00 TC Vert 176.0 25- 9- 0 1.00 TC Vart 154.0 25- 9- 0 0.00 -NhX DSFLKCTICN (span) : L/957 1N IMI 9-10 (LIVE) Ln -0.42" D- -0.55" Tw -97' Joint Lo"t3ona 1 0- 0- 0 7 0- 0- 0 2 1- 6-12 8 7- 5- 0 3 13- 9-L7 9 13- 0-I1 4 20- 0- 5 LO 20- 0- s 5 26- 2- 4 11 26- 4- 0 6 33- 9- 0 12 33- 9- 0 T 2-11.19 Eng. Jo4 F.L x 1 StepSEU 03-15 ARCy/l Tae design is for an indnidml buldim convo e l eau truss e/nem. It lin tem based on Ve ilkedom proceed by de a ssporwra mmQfsrraer Robust S. Alcumbrac a2ddaeseraoomdmmu,khlbeaareetvmiamofMmdAFFAdesipiindudr. Nowspoos ilityicsseumadfht isensionda=mcy, Dimmskos NO. C-10381 dF 5 7/19/2001 AM plates are 20 gouge Trusural Connectors unless preceded by'tr for t8ga, "H' for 16ge, or' MX' for TWMX 20gs positioned perJoInt Report, fatless noted. Scale: 111"' = V WARNING Read oll notes on [his sheet and give a copy of if W the Erecting Contractor. Eng. Jo4 F.L WO: 81231 " Tae design is for an indnidml buldim convo e l eau truss e/nem. It lin tem based on Ve ilkedom proceed by de a ssporwra mmQfsrraer Chk- 88 a2ddaeseraoomdmmu,khlbeaareetvmiamofMmdAFFAdesipiindudr. Nowspoos ilityicsseumadfht isensionda=mcy, Dimmskos DeprS5 . ere Lobemriiedby(hecampawrorramdaGureror&Wbuildite" erpriortof"ealion. The boddingdaigtarrmaaseemointhtthe loads TC Live 16.00 psi Durfacs L=1,26 P-'1,25 TRUSSWORKS t :ed an (No desip meet or accred the loadrrg imposed by the bras (wilding oode and dhe pmtioulu appikstion. ThL desigp austmes that nae top chord A Com You Can Trussl ssFatemllylnaedDythesoc£a800rstrexth gasl0reboteamdesd'elate,eHybnccdlryssigjd>b ;ngmm+ildeealyattchad, umI%wR(therws rated. Bra6mg shown is fwla erd suypam of comporerrt meaben ordy m sedans brxkling laeg+h. Tlds tamponmt shal tae be Ptosed in mry TD Dead 1400 psi Rep MDr Bred 1 b0 P.O. BOX 626 oviromrrem dut wil n>me Or -moisture cmurd of the wood to ereetd 19%mWor nurse cartroe o+plate eorrosim Fabres4 handle,;na a BC Live 0.00 O.C.in 2. 0- 0 S 9 Thousand- Palms. CA_ 92276 S1rM 1% WAV-WoodTnnsCoundl andbcm(Kamw nwcoramoewnhtixfoibwirgsanda+dx 70DffDETAMSbyTnn rJ.'A,4TC aA=rimS,aMwdDcOp obi,, esHANDur.GINSTALUNGAMBRACING METAL Pu7ECoraECTEDVMD TRUSSES' SC Dead 7.00 psi Design Spec UBC -97 Phone(760)343-3461 -(F11B-91)tad10,91SUMhIAxrSlFErbyTPI. The Truss FWeIrebiu=(7P0istoceadinDoneftDrKv.MadhmkWisconefis53719. Fax # (760) 343-3491 TheAmeimFovea mrd Paper Assedmion (AFVA) ubassiat 1111 19th Street, NW. Swsea Wesh6igtor4 or- 2006. TOTAL 37.00 ps1 Seqn T6.2,6 - 0 Job Name: LOT 84 RG 8 -LOC REACT SIZE REW D 1 0- 1-12 . 1349 3'. 50 •-3`.79" ,2 33- 7.y;4 1249 3.50• 1.79" TC FORCE ARL HND CSI 1-2 -3119 0.16 0.45 0.61 2-3 -4195 0.26 0.43 0.69 3-4 -4229 0.26 0.28 0.55 " 4-5 -4229 0.26 0.43 0.69+ -• ' 5-6 -3119 0.16 0.46 0.62; BC FORCE AXL BND CSI ' 7-8 '2899. 0.43 0.14 0.58 ' 8-9 :2915 0.44 0.11 0.54,, 9-10 4251 0.63 0.12 6.75IS 0-1V 2915 0.44 0.11 0.55 1-12 2899 0.43 0.14 0.58 WEB FORCE CSI WEB FORCE CSI 2-8 119 0.06 4-10 -358 0.10' 2-9 1354 0.68 5-10 1388 0.70 3-9 -369 0.10 5-11 121 0.06 3-10 -Z3 0.03 Truss ID: F2 Qty: TC 2x4 SPP 1650F-1.SE Plating Spec : ANSI/TPI - 1995 BC 2x4 SPP 1650F-1.SE THIS DESIGN IS THE COMPOSITE RESULT OF WEB 2x4 SPP STUD MULTIPLE LOAD CASES. Loaded for 10 PSP non -concurrent BCLL. PLATE VALUES PER ICBO RESEARCH REPORT #1607. 2x4 continuous lateral bracing ®24.0 " o.c. Drainage must be provided to avoid ponding. attached w/ 2-10d box or common wire nails. TIFICATION TSTO ERFFYS IS TRUSS To CARRYIONAL ARCHITECTS THEAPPLIED LOADS. PROVIDED IBY OTHERS AND SHALL BEOVERIFIED NS THE SpECIFIC APPLICATIONE AND TI- VED FOR PROJECT DES GN PROF SSIONAL- 7-6-12 a 6-115 6-3-11 6-1-15 7-6.12 7.6-12 13-8-11 20-0-5 26-2-4 33-9-0 9-11-11 1 9.11-11 1 1 g * . , 3 6.i 4.0 - 17-9-0 -4. 0 33-9-0 7 8 9 /0 // 7.5-0 63-1 6-3-11 6-3-11 7-5_0 /1 2 7-5-0 13-8-11 20-0-5 26-4-0 33-9-0 2 Drwg: This design based on chord bracing applied per the following schedule: max O.C. from to TC 24.00" 7- 0-15 25- 9- 0 This truss is designed using the UBC -97 Code. Bldg Enclosed Yes Truss Location End Zone Hurricane/Ocean Line - No , Exp Category =,C Bldg Length - 40.00 ft, Bldg Width - 20.00 ft Mean roof height = 16.83 ft, mph70 UBC Special Occupancy, Dead Load X21.0 psf MAX DEFLECTION (span) L/999 IN MEM 9-10 (LIVE) L= -0-.38" D- -0.50" T. - . _= Joint Locations = 10- 0- 0 7 0- 0- 0 2 7- 6-12 8 7- 5- 0 3 13- 8-11 9 13- 8-11 4 20- 0- 5 10 20- 0- 5 5 26- 2- 4 11 26- 4- 0 6 33- 9- 0 12 33- 9- 0 T D ARch,' 3-7-13 Robert S. = 1 S P Alcumbrac 0-3-15 . Ci -10381 N. 8/2001 5/29/2001 All plates are 20 gauge Truswal Connectors unless preceded by "18" for 18 gauge or "H" for 16 gauge, positioned per Joint Report, unless noted. Scale: 1/8" = 1' ® WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Job: EJ. WO: B1231 This design is for an individual building component not truss system It has been based on specifications provided by the'contponent manufacturer Chk: SB TR U S S WO R KS and done in accordance with the current versions of TPI and AFPA design standards. No responsibility.h assumed for dimensional accuracy. Dimensions are to be verified by the component manufacturer and/or budding designer prior to fabrication. The budding designer must ascertain that the loads Dsg nr: SB A Company You Can Trussl utlized on this design meet or exceed the loading imposed by the local building code and the particular application. The design.assumcs that the top chord is laterally braced by the roof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise TC Live 16.00 psf DurFacs L=1.25 P=1.25 noted. Bracing shown is for Literal support ofcomponents membersonly to reduce buckling length. This component shall not be placed n any TC Dead 14.00 psf Rep Mbr Bnd 1.15 P.O. Box 626 Thousand Palms, C A A 92276 mvQO e"t that ill cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, install brace this truss in accordance with the following standards: 'JOINT DETAILS'by Truswal,'ANSI/TPI 1% %TCA I'- Wood Truss Council BC Live 0.00 psf O.C.Spaeing 2- 0.0 Phone 760 343-34 ( ) HANDLING of America Standard Design Responsibilities, INSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES' BC Dead 7.00 psf Design Spec UBC -97 - Fax # (760) 343-3491 1 - (HIB -91) and'NIB-91 SUMMARY SIIEEr by TPI. The Thus Plate Institute (TPI) is located at D'Onofiio Drive, Madison, Wisconsin 53719. The American Forest and Paper Association (AFPA) is located at I I I 119th Street, NW, Ste 800, Washington, DC 20036. TOTAL 37.00 psf Seqn T6.2.6 - 0 19' Job"Nims: LOT 84 ;RQ X -LOC REACT SIZE REQ'D 1 0- 1-12 1249 3.50• 1.79• 2 33- 7- 4 1249.3.50• 1.79• TC \ FORCE. AXL END CSI 1-2 -3169 0.13 0.29 0.42 '2-3 -2646 0.06 0.19 0.25 3-4 -2827 0.12 0.28 0.40 --. 4-5 -2827 0.12 0.28.0.40 5-6 -2645 0.06 0.19 0.25 6-7 -3168 0.13 0.29 0.42 BC FORCE AXL END .:CSI: r 8-9 2955..0.44 0.11 0.55 :. 9-10 2951 0.44 0.05 0.49 .0-11 247: 0.37 0.05 o.a2 .1-12 2474 0.37 0.05 o.a2 .2-13 - 2951 0.44 0.05 0.49 .3-14 2954 0.44 0.11 0.55 WEB FORCE. CSI WEB FORCE CSI 2-9 72 0.04 5-11 415 0.21 2-10 -535 0.39 5-12 309 0.16 3-10 309 0.16 6-12 -535 0.39 3-11 414 0.21 6-13 72 0.04 4-11 -363 0.14 Truss ID: F3 Qty: 2 TC 2x4 SPF 1650F-1.SE Plating epee : ANSI/TPI - 1995 BC 2x4 SPF 165017-1.513 THIS DESIGN IS THE COMPOSITE RESULT OF WEB 2x4 SPP STUD MULTIPLE LOAD CASES. Loaded for 10 PSP non -concurrent BOLL. PLATE VALUES PER ICBG RESEARCH REPORT #1607. 2x4 continuous lateral bracing ®24.0 " o.c. Drainage must be provided to avoid ponding. attached w/ 2-10d box or common wire nails. THIS PROFESSIONAL ARCHITECTS CERTIFICATION IS TO VERIFY THIS TRUSS TO CARRY THE APPLIED LOADS. THE INPUT LOADS AND DIMENSIONS WERE PROVIDED BY OTHERS AND SHALL BE VERIFIED AND Y THE PROJECAPPROVED T DES GN PROFESSIONAL. THE SPECIFIC ON H. urwg: This design based on chord bracing applied per the following schedule: max o.c. from to 'TC 24.00" 11-11-11 21- 9- 0 This trues is designed using the UBC -97 Code. Bldg Enclosed = Yes Truss Location = End Zone Hurricane/Ocean Line No Exp Category = C Bldg Length - 40.00 ft, Bldg Width - 20.00 ft Mean roof height = 17.16 ft, mph70 UHC Special Occupancy, Dead Load = =21.0 psf MAX DEFLECTION (span) : L/999 IN MEM 10-11 (LIVE) L= -0.21" Do -0.27" T- -1 48' 33-9-0 8 9 /0 /1 12 /3 /I 6 4-14 5-1-14 5-3-12 53-12 5-1-14 6-4-14 6-4-14 11.6-12 16-10-8 22-2-4 27-4-2 33-9-0 REN. 812001 5/29/2001 All plates are 20 gauge Truswal Connectors unless preceded by "18" for 18 gauge or "H" for 16 gauge, positioned per Joint Report, unless noted. Scale: 1/8" = V =1=_= Joint Locations = Eng. Job: EJ. 0- 0- 0 8 0- 0- 0 WO: 81231 TR U S S WO R KS 2 6- 4-14 9 6- 4-14 A Company You Can Trussl must ascertain that the loads utilized on this design meet or exceed the loading imposed by the local building code and the particular application. The design assumes that the top chord s laterally braced by the roof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise 3 11- 6-12 10 11- 6-12 DUrFeeS L=1.25 P=1.25 P.O. Box 626 4 16-10- 8 11 16-10- 8 6-46 414 5-1-14 5-3-12 5-3-12 5-1-14 6-4-14 cause connector plate corrosion. Fabricate, handle, install and brace this tr ss in accordance with the following standards: 'JOINT DETAILS' by Truswal,'ANSVI'PI 1','WTCA I' - Wood Truss Council 5 22- 2- 4 12 22- 2- 4 -� 6-4-14 11-6-12 16-10-6 22-2-4 27-4-2 33-9-0 BC Dead 7.00 psf 6 27- 4- 2 7 33- 9- 0 13 14 27- 4- 2 33- 9- 0 11-11-11 11-11-11 '3 . 37.00 psf 2 3 q - 6 7' 4 U 9-9-0 -4.00 5 3.4 T o ARcyrF 3-4 4-3-13 w Robert S. O>A 3.7 I SHIP Alcumbrac 1.5-3 3-4 5-7 3-4 O. C-10381 1.5-3 0-3-115 „ _ 33-9-0 8 9 /0 /1 12 /3 /I 6 4-14 5-1-14 5-3-12 53-12 5-1-14 6-4-14 6-4-14 11.6-12 16-10-8 22-2-4 27-4-2 33-9-0 REN. 812001 5/29/2001 All plates are 20 gauge Truswal Connectors unless preceded by "18" for 18 gauge or "H" for 16 gauge, positioned per Joint Report, unless noted. Scale: 1/8" = V WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Job: EJ. ® This design is for an individual building component not truss system It has been based on specifications provided by the component manufacturer Chk: SB WO: 81231 TR U S S WO R KS and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimnsions are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer Dsg nr: SB A Company You Can Trussl must ascertain that the loads utilized on this design meet or exceed the loading imposed by the local building code and the particular application. The design assumes that the top chord s laterally braced by the roof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise TC Live 16.00 psf DUrFeeS L=1.25 P=1.25 P.O. Box 626 noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed in any environment that will cause the moisture content of the wood to exceed 19% and/or TC Dead 14.00 psf Rep Mbr Bnd 1.15 Thousand Palms, CA 92276 cause connector plate corrosion. Fabricate, handle, install and brace this tr ss in accordance with the following standards: 'JOINT DETAILS' by Truswal,'ANSVI'PI 1','WTCA I' - Wood Truss Council BC Live 0. 00 P Sf O.C.Spaeing 2- 0- 0 Phone 760 343-3461 ( ) of America Standard Design Responsibilities, HANDLING INSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES' - (HIB -91) and. HIB -91 SUMMARY SHEET by.TPI. The Truss Plate Institute (TPI) is located D'Onofiio Drive, Wisconsin BC Dead 7.00 psf Design Spec UBC -97 Fax # (760) 343-3491 1 at Madison, 53719. The American Forest and Paper Association (AFPA) is located at 1 I I 119th Street, NW, Ste 800, Washington, DC 20036. TOTAL . 37.00 psf Seqn T6.2.6 - 0 Job Name: LOT 84 Truss ID: F4 . Qty: RG 1 X -LOC REACT SIZH REO•D 0- 1-12 1249 3.50• 1.79- TC 2x4 SPP 1650P-1.SE Plating spec : ANSI/TPI - 1995 Alcumbrac BC 2x4 SPP 165OF-1.SE -THIS DESIGN IS THE COMPOSITE RESULT OF 1;2 33-. 7.,.4. _1249.3.50' 1.79• WEB 2x4 SPP STUD1. MULTIPLE LOAD CASES. Dsgn r: SB " Loaded for 10 PSP non -concurrent BCLL. PLATE VALUES PER ICBO RESEARCH REPORT #1607. TC FORCE AXL BND CSI 2x4 continuous lateral bracing ®24.0 o.c. Drainage must be provided to avoid 1-2 --.3168 0.13 0.29 0.42 ponding. attached w/ 2-10d box or common wire nails. 2-3 -2646 0.06 0.19 0.25- environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, install and brace this truss m accordance with the following standards: 'JOINT DETAILS' by Truswal,'ANSUCPI F, VTCA P- Wood Truss Council 3-4 -2827 0.12 0.aB 0.40 Phone (760) 343-3461 4-5 -2:27 0.12 0.28 0.40. - - 5-6 -264$ 0.06 0.190.25:_ r• - 6-7 -3168 0.13 0.29 `0.42 ,' - SBC Seqn T6.2.6 - 0 FORCE AXL "BND CSI. - - 8-9 295555 0.44 0.11 0.ss,. THIS PROFESSIONAL ARCHITECTS 9-10 0-11..2474 ' 29551 0.44 0.05 0.49 0.37 0.05 0.42, - CERTIFICATION w IS. TO VERIFY THIS TRUSS TO CARRY THE APPLIED 1-12 2474 0.37 0.05 0.42 LOADS. THE INPUT LOADS AND DIMENSIONS WERE 2-13 2951 0.44 0.05 0.49 PROVIDED BY OTHERS 3-14 49554 0.44 0.11 0.55 AND SHALL BE VERIFIED - AND APPROVED FOR THE SPECIFIC APPLICATION - WEB FORCE CsI WEB FORCE CSI W THR PROJECT DESIGN PROFESSIONAL. 2-9 72 0.04 5-11 415 0.21 2-10 -535 0.39 5-12 309 0.16 3-10 309 0.16 6-12 -535 0.39 " 3-11 414 0.21 6-13 72 0.04 4-11 =363 0.14 6-4-14 5-1-14 5-3-12 5-3-12 5-1-14 6-4-14 6 4-14 11-6-12 16-10-8 22-2-4 27.4-2 33-9-0 13-11-11 I �� 13-11-11 4 S 6 '.i 4�0 9-9-0 �-4_00 , 5-6 1-5- T 4-11113 3d 3-4 T3-7 3-7 z 0-3-15 • 1.5-3 3-4 5-7 3 d ss 33-9-0 . 8 .9 10 11 11 13 14 6-4-14 i 5-1-14 i 5-3_ 12 5-3-12 5-114 6-4-14 6-4-14, 11.6-12 16-10-8 22-2-4 27-4-2 33-9-0 2 Drwg: This design based on chord bracing applied per the following schedule: max o.c. from to TC 24.00" 11- 0-15 21- 9- 0 This truss is designed using the UBC -97 Code. Bldg Enclosed = Yee Truce Location = End Zone Hurricane/Ocean Line - No Exp Category -'C Bldg Length = 40.00 ft, Bldg Width" 20.00 ft Mean roof height - 17.49 ft, mph 70 UBC Special Occupancy, Dead -Load = 21.0 psf MAX DEFLECTION (span) L/999 IN MEM 10-11 (LIVE) L= -0.21" D- -0.27" T. - 48' -_= Joint Locations =--- 1 0- 0- 0 8 0- 0- 0 2 6- 4-14 9 6- 4-14 3 11- 6-12 10 11- 6-12 4 '16-10- 8 11 16-10-.8 5 22- 2- 4 12 22- 2- 4 6 27- 4- 2 13 27- 4- 2 7 33- 9- 0 14 33- 9- 0 T ARCh,�T� 4-11-13 SHIP ��SEp v Robert S. WO: 81231 Alcumbrac _ 0-3-15 NO. C-10381 TR U S S W O R KS and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dnnensional accuracy. Dimensions ere to be verified by the component manufacturer and/or building designer prior to Fabrication. The building designer must ascertain that the loads - - Dsgn r: SB REN. 8/2001 A Company You Can Trussl utilized on this design meet or exceed the loading 'apposed by the local building code and the particular application. The design assumes that the top chord is laterally braced by the roof or Floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise L OF 5_/29/2001 All plates are 20 gauge Truswal Connectors unless preceded by "18" for 18 gauge or "H" for 16 gauge, positioned per Joint Report, unless noted. Scale: 1/8" = V ® WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Job: EJ. WO: 81231 This design is for an individual building component not truss system It has been based on specifications provided by the component manufacturer Chk• SB TR U S S W O R KS and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dnnensional accuracy. Dimensions ere to be verified by the component manufacturer and/or building designer prior to Fabrication. The building designer must ascertain that the loads - - Dsgn r: SB - A Company You Can Trussl utilized on this design meet or exceed the loading 'apposed by the local building code and the particular application. The design assumes that the top chord is laterally braced by the roof or Floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise TC Live 16.00 psf DurFacs L=1.25 P=1.25 noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed in any TC Dead 14.00 psf Rep Mbr Bnd 1.15 P.O. BOX 626 Thousand Palms, CA 92276 environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, install and brace this truss m accordance with the following standards: 'JOINT DETAILS' by Truswal,'ANSUCPI F, VTCA P- Wood Truss Council BC Live 0.00 psf O.C.Spaeing 2- 0- 0 Phone (760) 343-3461 ofAmerica Standard Design Responsibilities, HANDLING INSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES' BC Dead 7.00 psf Design Spec UBC -97 Fax # (760) 343-3497 - (HIB -91) and H[B-91 SUMMARY SHEET by TPI. The Thus Plate Institute (TPI) is located at D'OnoGio Drive, Madison, Wisconsin 53719. The American Forest and Paper Association (AFPA) is located at I I 1 119th Street, NW, Ste 800, Washington, DC 20036. TOTAL . 37.00 psf Seqn T6.2.6 - 0 Job Name: LOT 84 RG .%-LOC REACT SIZE. REQ•D 1 0-1-12 - 1249 3.50- .1.79• 2 33- 7;,,4•' 1249 3.50• 1.79 - TC. •FORCE AXL END CSI 1-2 -3064 0.19 0.58'0.77 2-3 -2221 0.04 0.50 0.54 ' 3-4 -2047 0.03 0.14 0.17 . 4-5 -2215 0.04 0.500.54 ° 5-6 -3064 0.19 0.58 0.77' C -BC FORCE', AXL ' HND CSI - 7 -8 28430.42 0.20 0.62 8-9 2838 0.42 0.12 0.55 ' 9-10 2045 0.24 0.16 0.40 - 0-11 2838 0.42 0.12 0.55 1-12, 2843 0:42 0.20 0.62 ' WEB FORCE CSI WEB FORCE •CSI 2-8 186 0.09 4-10 403 0.20 2-9 -870 0.80 5-10 -874 0.81 3-9 404 0.20 5-11 187 0.09 3-10 4 0.00 Truss ID: F5 Qty: TC 2x4 SPP165OF-1.SE® Denotes the requirement for lateral bracing SC 2x4 SPF 1650P-1.58 at each location shown. Lateral bracing WEB 2x4 SPF STUD systema which include diagonal or x -bracing Plating spec : ANSI/TPI - 1995 are the responsibility.of the building THIS DESIGN IS THE COMPOSITE RESULT OF designer. Truawal Systems BRACE -IT may be MULTIPLE LOAD CASES. used for continuous lateral bracing on PLATE VALUES PER ICBG RESEARCH REPORT #1607. trusses spaced 24" oc. Alternatively, use Loaded for 10 PSP non -concurrent BCLL. scabs or T -braces as shown on Truawal Drainage must be provided to avoid ponding. Systeme standard details. THIS PROFESSIONAL ARCHITECTS CERTIFICATION IS TO VERIFY THIS TRUSS TO CARRY THE APPLIED LOADS. THE INPUT LOADS AND DIMENSIONS WERE PROVIDED BY OTHERS AND SHALL BE VERIFIED AND APPROVED FOR THE SPECIFIC APPLICATION BY THE PROJECT DESIGN prOFE10 t 1 8-4-14 7-1-14 _1 9-9_6 8-4-14 8-4-14 15.6-12 25-4-2 33-9-0 15-11-11 i 15-11-11 / 2 3 4 3 6 1-4 - T 5-7-13 3- 0-3-1 33-9-0 7 8 9 /0 11 12 B-4-14 7-1-14 1 9-9_6 8-4-14 8-4-14 15.6-12 25-4-2 33-9-0 2 Drwg: This truss is designed using the UBC -97 Code. Bldg Enclosed Yea Truss Location = End Zone Hurricane/Ocean Line = No Exp Category = C Bldg .Length = 40.00 ft, Bldg Width - 20.00 ft Mean roof height = 17.83 ft, mph70 UBC Special Occupancy, Dead Load = =21.0 psf MAX DEFLECTION (span) : L/999IN NEM 8-9 (LIVE) L- -0.18" D- -0.23" T. - _= Joint Locations =1 0- 0- 0 7 0- 0a=0 2 8- 4-14 8 8- 4-14 3 15- 6-12 9 15- 6-12 4 18- 2- 4 1018- 2- 4 5 25- 4- 2 11 25- 4- 2 6 33- 9- 0 12 33- 9- 0 K-3 5/29/2001 All plates are 20 gauge Truswal Connectors unless preceded by "18" for 18 gauge or "H" for 16 gauge, positioned per Joint Report, unless noted. Scale: 1/8" = V ARC/YjTF TRobert Ci c, p S. x WO: B1231 Alcumbrac 5-7-13 TSHIP NO. C-10381 0-3-15 REN. 8/2001 K-3 5/29/2001 All plates are 20 gauge Truswal Connectors unless preceded by "18" for 18 gauge or "H" for 16 gauge, positioned per Joint Report, unless noted. Scale: 1/8" = V WARNING Read all notes on this sheet and give a copy it to the Erecting Contractor. Eng. Job: EJ. WO: B1231 ® of This design is for an individual building component not truss system It has been based on specifications provided by the component manufacturer Chk' SB TR U S S WO R KS and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer Dsgn r: SB A Company You Can Trussl must asccrtam than the loads utilized on this design meet or exceed the loading imposed by the local budding code and the particular application. The design assumes that the top chord is laterally braced by the roof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise TC Live 16.00 psf DurFacs L=1.25 P=1.25 P.O. BOX 626 noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed in any environment than will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, install TC Dead 14.00 psf Rep Mbr Bnd 1.15 Thousand Palms, CA 92276 and brace this truss in accordance with the following standards: 'JOINT DETAILS' by Truswal,'ANS VfPI F, VTCA I'- Wood Tow Council BC Live 0.00 psf O.C.Spacing 2.0- 0 Phone 760 343-3461 ( ) of America Standard Design Responsbilities,'HANDLING INSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES' BC Dead 7.00 psf Design Spec UBC -97 Fax # (760) 343-3491 - (HIB -91) and MB -91 SUMMARY SHEET by TPI. The Truss Plate Institute (TPI) is located at D'Onoffio Drive, Madison, Wisconsin 53719. The American Forest and Paper Association (AFPA) is located at 1111 19th Street, NW, Ste 800, Washington, DC 20036. TOTAL 37.00 psf Seqn T6.2.6 - 0 Job Name: LOT 84 Truss ID: G1 Qty: RG 1 X -LOC REACT SIZE RBO-D a- 4-12 102 3.50•• 1.50• 'TC 2x4 SPF 165OP-1.SE Plating spec ANSI/TPI - 1995 BC 2x4 • 2 4-10- 4- 102 3.50• '1.50• SPP 1650P -1.5E THIS DESIGN IS THE COMPOSITE RESULT OF WEB 2x4 SPF STUD •TC .,.. " _ k'''. FORCE MULTIPLE LOAD CASES. End verticals designed for axial loads only. PLATE VALUES PER ICBO RESEARCH REPORT #1607 A%L HND CSI End verticals that are extended above or 1-2 -$7' 0.00 0.07 0.07 below the truss profile (if any)- may require Durleacs L=1.25 P=1.25 ' additional design consideration (by others) - EC FORCE AYL BND CSI , for lateral forces due to wind or seismic 3-4 -31 0.00 0.02 0.02 , - .loads on the building. WEB ' 1-3 FORCE. CSI WEB• FORCE, CSI --82 0.02 "-82-0.02 "-82•0.0a .- r - " 1-4 -v,- 33 0.01.yy ' THIS PROFESSIONAL ARCHITECTS CERTIFICATION }w IS TO VERIFY THIS TRUSS TO CARRY THE APPLIED LOADS. THE INPUT LOADS AND DIMENSIONS WERE - PROVIDED BY OTHERS AND SHALL BE VERIFIED AND APPROVED FOR THE SP€81Fi8 APPLIGATION @Y THE PROJECT DEPIGN PROFESSIONAL. 2-9_0 2-9-0 2 4 00— 0 Drwg: UPLIFT REACTION(S) Support 2 -5 lb This truss is designed using the UBC -97 Code. Bldg Enclosed = Yee Truss Location = End Zone Hurricane/Ocean Line = No Rxp Category = C Bldg Length - 40.00 ft, Bldg Width - 20.00 ft Mean roof height.= 15.84 ft, mph 70 UBC Special Occupancy, Dead Load = 21.0 psf.-, ` MAX DEFLECTION (span) : L/999 IN MEM 3-4 (LIVE) L= 0.00" D= 0.00" T- 00' _= Joint Locations = =1= 0- 0- 0 3 0- 0-=0' 2 2- 9- 0 4 2- 9- 0 ssr ARCy F w Robert S. Alcumbrac NO. C-10381 REN. 8/2001 r 1 Vf- . 2.g.0 . 5/29/2001 2-3-0 — STUB 3 4 Eng. Job: 2-9-0 All plates are 20 gauge Truswal Connectors unless preceded by "18" for 18 gauge or "H" for 16 gauge, positioned per Joint Rt3piti}, unless noted. ® WARNING Read all notes on this sheet and give a copy of it to the. Erecting Contractor. This design is for an individual building component not truss system It has been based on specifications provided by the component manufacturer and done in accordance with the current versions of TPI AFPA design T R U S S WO R KS and standards. No responsibility is assumed for dimensional accuracy. Dimensions arc to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads A Company You Can TrUSSI utilized on this design meet or exceed the loading imposed by the local building code and.the particular application. The design assumes that the top chord is laterally braced by the roof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise Durleacs L=1.25 P=1.25 noted Bracing shown is for lateral support of components members only to reduce buckling length! This component shall not be placed in any P.O. BOX 626 Palms, CA 92276 environment that will cause the moisture content of the wood to exceed 19"/o and/or cause connector plate corrosion. Fabricate, handle, install ' and brace this thus in accordance with the following standards: 'JOINT DETAILS' by Tr uwal,'ANSIfrPI F,'WfCA I' - Wood Truss Council Phone 760 - ( ) 3433461 of America Standard Design Responsibilities, HANDLING INSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES' - (HIB -91) and MB -91 SUMMARY SHEET by TPI. The Truss Plate Institute is located Fax # (760) 343-3491 (TPI) at D'Onofrio Drive, Madison, Wisconsin 53719. 1 The American Forest and Paper Association (AFPA) is located at I I I 119th Street, NW, Ste 800, Washington, DC 20036. ` MAX DEFLECTION (span) : L/999 IN MEM 3-4 (LIVE) L= 0.00" D= 0.00" T- 00' _= Joint Locations = =1= 0- 0- 0 3 0- 0-=0' 2 2- 9- 0 4 2- 9- 0 ssr ARCy F w Robert S. Alcumbrac NO. C-10381 REN. 8/2001 r 1 Vf- 5/29/2001 Scale: 7/8" = V Eng. Job: EJ. WO: B1231 Chit: SB Dsgnr: SB TC Live 16.00 psf Durleacs L=1.25 P=1.25 TC Dead 14.00 psf Rep Mbr Bnd 1.15 , BC Live 0.00 psf O.C.Spacing 2- 0- 0 BC Dead 7.00 psf Design Spec UBC -97 TOTAL 37.00 psf Seqn T6.2.6 - 0 Job Name: LOT 84 Truss ID: G2 Qty: - 3 )RG x -LOC REACT SIZE REQ'D 1 1-.1-12 148 3.50•.1:50• TC 2.4 SPP 165OF-1.SE Plating spec : ANSI/TPI - 1995 BC 1+2 4-10nk.4, 148 3-.50- 1.50- 2x4 SPP 1650P -1.5E THIS DESIGN IS THE COMPOSITE RESULT OF WEB 2x4 SPF 'Tc "STUD MULTIPLE LOAD CASES. SLIDER- 2x4 SPP 1650P -1.5E PLATE VALUES PER ICBO RESEARCH REPORT #1607. FORCE AXL BND• CSI +. 1-2 40 0.01 0.12 0.12. - End verticals designed for axial loads only. 1-2 33 0.00 0.15 0.15 _ ,q - End verticals that are extended above or. ' " ,. below the truss profile (if any) may require BC FORCE A8L BND.CSI- u - additional .design consideration (by others) 3-4 46 0.00 0.06 0.07 _'r _ for lateral forces due to wind or seismic ' s loads on the building. WEB FORCE} CSIs ' WEB 1i FORCE t CSI' i ♦ - - 1 + 2-4. -112 0.03. -- BLDEL -a -56 0.01 "'w PROFESSIONAL ARCHITECTS CERTIFICATION r t s • THIS THIS TRUSS TO CARRY THE APPLIED IS TO VERIFY THE INPUT LOADS AND DIMENSIONS WERE LOADS. PROVIDED BY OTHERS AND SHALL BE VERIFIED PROFESSIOFOR THE SPECIFIC NAL ON ANDBY r` THE0 OACT DESIGN 4-0-0 / 7 4.00 Drwg: This truss is designed using the UBC -97 Code. Bldg Enclosed - Yes Truss Location - End Zone Hurricane/Ocean Line - No Exp Category - C Bldg Length - 40.00 ft, Bldg Width - 20.00 ft Mean roof height - 15.84 ft, mph 70 - UBC Special Occupancy, Dead Load X21.0 psf MAX, DEPLECTION (span) L/999 IN MEM 3-4 (LIVE)• -L- -0.01" D= -0.01" T- - 01'' .,. Joint Locations .1 0- 0-'0 3 0- 0-=0 ' 2 4- 0- 0 4. 4- 0- 0 " p ARC/y/T\ V Robert S. v AICUmbrac NO. C-10381 REN. 812001 Q OF CAL F 4-0-0 1-" STUB 3 4 4-0-0 5/29/2001 All plates are 20 gauge Truswal Connectors unless preceded by "18" for 18 gauge or "H" for 16 gauge, positioned per Joint Report, unles#*Red. Scale: 7/8" = 1' TR U S S WO R KS WARNING Read aunotes on this sheet and give a copy of it to the Erecting Contractor. This design is for an individual budding component not truss system It has been based on specifications provided by the component manufacturer and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions aro to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer mut ascertain that the loads Eng. Job: EJ.' Chk: SB Dsg nr: SB WO: 81231 A Company You Can Trussl P.O. BOX 626 Thousand Palms, CA. 92276 Phone 7d Palms, ( ) 61 Fax # (760) 343-3491 utilized on this design mm or exceed the loading imposed by the local building code and the particular application. The design assumes that the top chord is laterally braced by the roof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise noted Bracing shown is for lateral support of components numbers only to reduce buckling length. This component shall not be placed in any environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, install and brace this truss in accordance with the following standards: 'JOINT DETAILS', by Tnawal,'ANSUPPI 1', 'WTCA I'- Wood Truss Council ofAmerica Standard Design Responsbilities,'HANDLING INSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES' - (HIB -91) and MB -91 SUMMARY SHEET by TPI. The Truss Plate Institute (TPI) is located at D'Onofrio Drive, Madison, Wisconsin 53719. The American Forest and Paper Association (AFPA) is located at 111 119th Street, NW, Ste 800, Washington, DC 20036. TC Live 16.00 psf TC Dead 14.00 psf BC Live 0.00 psf BC Dead 7.00 psf TOTAL 37.00 psf DurFacs L=1.25 P=1.25 Rep Mbr Bnd 1.15 O.C.Spacing. 2- 0- 0 Design Spec UBC -97 Seqn T6.2.6 - 0 1 Drwg: This trusa is designed using the UBC -97 Code. Bldg Enclosed = Yes Trues Location = End Zone Hurricane/Ocean Line - No Exp Category . C Bldg Length = 40.00 ft, Bldg width " 20.00 ft Mean roof height = 15.84 ft, mph70 UBC Special Occupancy, Dead Load = =21.0 psf 3 5-" All plates are 20 gauge Truswal Connectors unless preceded by "18" for 18 gauge or "H" for 16 gauge, positioned per Joint Report, unless noted. ® WARNING Read all notes on this sheet and a copy of it to the Erecting Contractor. Job Name: LOT 84 Truss ID: G3 Qty: V J v r ^ J RG 1 8 -LOC REACT SIZE REQ:a 0- 1-12 185 3.50•-X1.50• TC 2x4 SPP 165OF-1.SE Plating Spec ANSI/TPI - 1995 BC P.O. Box 626 2 4-10- 4 185 3-.50•, 1._50• 2x4 SPP 1650F-1.SE THIS DESIGN IS THE COMPOSITE RESULT OF P Phone (760) 61' 'TC a,r- •„ T,'`.+ V.. ` FORCE AXL En End verticals designed for axial loads only. PLATE TVALUES IPLE OPERCICBO RESEARCH REPORT #1607. .-. DC 20036. Bim CSI End verticals that are extended above or . 1-2 -43 0.00 0.21 0.21 below the truss profile (if any) may require. additional design consideration (by others) ' BC FORCE AELEND CSI for lateral forces due to wind or seismic 3-4 54 0.00 0 15 0.15 - loads on the,.building. - - s 3 • WEB FORCE CSI " iPEB •'80RC8 -CSI +c - a -a 132 0.03 THIS PROFESSIONAL ARCHITECTS CERTIFICATION IS TO VERIFY THIS TRUSS TO CARRY THE APPLIED ". LOADS. THE INPUT LOADS AND DIMENSIONS WERE f PROVIDED BY OTHERS AND SHALL BE VERIFIED t AND APPROVED FOR THE SPECIFIC APPLICATION BY THE PROJECT D€SI®N PROFESSIONAL f 5-0.0 2 400 —. 1 Drwg: This trusa is designed using the UBC -97 Code. Bldg Enclosed = Yes Trues Location = End Zone Hurricane/Ocean Line - No Exp Category . C Bldg Length = 40.00 ft, Bldg width " 20.00 ft Mean roof height = 15.84 ft, mph70 UBC Special Occupancy, Dead Load = =21.0 psf 3 5-" All plates are 20 gauge Truswal Connectors unless preceded by "18" for 18 gauge or "H" for 16 gauge, positioned per Joint Report, unless noted. ® WARNING Read all notes on this sheet and a copy of it to the Erecting Contractor. give This design is for an individual building component not truss system It has been based on specifications provided by the component manufacturer V J v r ^ J and done m accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy: Dvrxnsions are to be verified by the component manufacturer and/or building designer prior to fabrication. The bwlding designer must ascertain that the loads A Company You Can Trussl utilized on this design meet or exceed the loading imposed by the local building code and the particular application. The design assum's that the top chord is laterally braced by the roof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise P.O. Box 626 noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed in any environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, install Thousand Palms, CA 92276 lms and brace this thus in accordance with the following standards: 'JOINT DETAILS' by Truswal,'ANS VPPI 1% `WTCA I'- Wood Truss Council Phone (760) 61' of Amenea Standard Design Responsibilities, HANDLING INSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES' Fax # (760) 343-3491 1 - (HIB -91) and MB -91 SUMMARY SHEET' by TPI. The Truss Plate Institute (TPI) is located at D'Onofrio Drive, Madison, Wisconsin 53719. The American Forest and Paper Association (AFPA) is located at. 1111 19th Street, NW, Ste 800, Washington, DC 20036. o Eng. Job: EJ. Chk: SB Dsgnr.SB TC Live 16.00 psf TC Dead 14.00 psf BC Live 0.00 psf BC Dead 7.00 psf TOTAL 37.00 psf MAX DEFLECTION (open) : L/999 IN MEM 3-4 (LIVE) L- -0.02" D- -0.02" T- - 04' -===- Joint Locations =_ 1 0- 0- 0 3 0-'0--0 2 5- 0- 0 4 5- 0- 0 6cle C Robert S. -f Alcumbrac NO. C-10381 A REN. 812001/ 5/29/2001 Scale: 7/8" = 1' WO: B1231 DurFacs L=1.25 P=1.25 Rep Mbr Bnd • 1.15 O.C.Spacing 2- 0- 0 Design Spec UBC -97 . Seqn T6.2.6 - 0 5-0-0 1 Drwg: This truss is designed using the UBC -97 Code. Bldg Enclosed Yes Truss Location = End Zone Hurricane/Ocean Line - No', Exp Category = C Bldg Length - 40.00 ft, Bldg Width = 20.00 ft Mean roof height - 15.84 ft, mph'70 UBC Special Occupancy, Dead Load =21.0 psf MAX DEFLECTION (span) L/999 IN MEM 3-4 (LIVE) L= -0.02" D- -0.02" T= - 04' = Joint Locations ..... 0- 0 3 0- 0-0 2 5- 0- 0 4 5- 0- 0 ARCh,�T� 1-11-15 - Robert S. 'JA Alcumbrac NO. C-10381 REN. 8/2001 �4� CA1-SFO S-0-0 ° . 5/29/2001 All plates are 20 gauge Truswal Connectors unless preceded by "18" for 18 gauge or "H" for 16 gauge, positioned per Joint Report, unless noted. 5-0-0' Scale: 7/13" = 1' ® WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Job: EJ. Job Name: LOT 84 This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer Truss ID: G3 Qty: TR U SS WO R KS RO x -LOC REACT SIZE .RZQ'D'* 1 0- 1-12 •, 185.3.50• 1.50• TC BC 2x4 SPF 1650F -1 -SE Plating spec ANSI/TPI - 1995 utilized on this design meet or exceed the loading imposed by the local balding code and the particular application. The design assumes that the top chord t.2 4-10y-4 185 3.50. 1.50•., WEB 2x4 SPP 165OP-1.SE , THIS DESIGN IS THE COMPOSITE RESULT 2x4 SPP STUD OF P.O. BOX 626 - •' TC FORCE' End MULTIPLE LOAD CASES. verticals designed .for axial loads only. PLATE VALUES PER ICBO RESEARCH REPORT #1607. end brace this truss in accordance with the following standards: 'JOINT DETAILS' by Trtuwal,'ANSVI PI I','WfCA 1' -Wood Truss Council A%L END CSI End verticals that are extended above or ofAmeriea Standard Design Responsibilities, HANDLING INSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES' - (HIB -91) and 706-91 SUMMARY SHEET by TPI. The Truss Plate Institute (TPI) is located at D'Onofiio Drive, BC Dead 7.00 psf 1-2 -43 0.00 0.21 0.21 ,below the truss profile (if any) may require Madison, Wisconsin 53719. The American Forest and Paper Association (AFPA) is located at 1111 19th Street NW, Ste 800, Washington, DC 20036. additional design consideration (by others) TOTAL 37.00 psf BC FORCE .AEL END CSI for lateral forces due to wind or seismic 3-4 54 0.00 0.15 0.15' y'. loads on the building. NEB -FORCE .CSI.- iVWRB--FORCE CS1- 2-4-132 0.03" T .. �. ,-2 i - t ' J THIS PROFESSIONAL ARCHITECTS CERTIFICATION IS TO VERIFY THIS TRUSS TO CARRY THE APPLIED LOADS. THE INPUT LOADS AND DIMENSIONS WERE PROVIDED BY OTHEPS AND SHALL BE VERIFIED AND APPROVED FOR THE SPECIFIC APPLICATION BY THE PROJECT DESIGN PROFESSIONAL. • - 5-0-0 z r_4 5-0-0 1 Drwg: This truss is designed using the UBC -97 Code. Bldg Enclosed Yes Truss Location = End Zone Hurricane/Ocean Line - No', Exp Category = C Bldg Length - 40.00 ft, Bldg Width = 20.00 ft Mean roof height - 15.84 ft, mph'70 UBC Special Occupancy, Dead Load =21.0 psf MAX DEFLECTION (span) L/999 IN MEM 3-4 (LIVE) L= -0.02" D- -0.02" T= - 04' = Joint Locations ..... 0- 0 3 0- 0-0 2 5- 0- 0 4 5- 0- 0 ARCh,�T� 1-11-15 - Robert S. 'JA Alcumbrac NO. C-10381 REN. 8/2001 �4� CA1-SFO S-0-0 ° . 5/29/2001 All plates are 20 gauge Truswal Connectors unless preceded by "18" for 18 gauge or "H" for 16 gauge, positioned per Joint Report, unless noted. 5-0-0' Scale: 7/13" = 1' ® WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Job: EJ. This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer Chk: SB WO: 81231 TR U SS WO R KS and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dntensional accuracy. Dinensions are'to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads Dsgnr: SB utilized on this design meet or exceed the loading imposed by the local balding code and the particular application. The design assumes that the top chord TC Live 16.00 psf DurFaeS L=1.25 P=1.25 A Company You Can Tfussl to laterally braced by the roof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise P.O. BOX 626 - noted Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed in any environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, hmall TC Dead 14.00 psf Rep Mbr 8nd 1.15 Thousand Palms, CA 92276 end brace this truss in accordance with the following standards: 'JOINT DETAILS' by Trtuwal,'ANSVI PI I','WfCA 1' -Wood Truss Council BC LIV@ 0.00 pSf O.C.Spaeing 2- 0- 0 Phone (760) 343-3461 ofAmeriea Standard Design Responsibilities, HANDLING INSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES' - (HIB -91) and 706-91 SUMMARY SHEET by TPI. The Truss Plate Institute (TPI) is located at D'Onofiio Drive, BC Dead 7.00 psf Design Spec UBC -97 Fax # (760) 343-3491 Madison, Wisconsin 53719. The American Forest and Paper Association (AFPA) is located at 1111 19th Street NW, Ste 800, Washington, DC 20036. TOTAL 37.00 psf Seqn T6.2.6 - 0 Job Name: LOT 84 Truss ID: G4 -Qty: 2 Drw9: ;RG 1 x -LOC REACT Sizs REQ.D 0- 1-12 1040 3.50• 1.50" TC 2x4 SPP 165OF-1.58 Plating spec : ANSI/TPI - 1995 BC 2x4 This design based on chord bracing applied Dsgn r: SB 2 15- 4-,4 1389 3.• 1 50.5o" SPP 1650F-1.SE THIS DESIGN IS THE COMPOSITE RESULT OF WEB 2x4 per the following schedule: ng noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed in any TC Dead 14.00 psf '- SPP STUD PLMULTIPLB LOAD CASES. Nail pattern shown is for uniform loads ATE VALUES PER ICBO RESEARCH REPORT #1607. max from to Phone 760 ( ) 343-3461 TC 1-2 FORCE A2'L BND CSI 0.02 only. Concentrated loads > 350# must be Drainage.,must be provided to avoid ponding. TC 24.00" 7-11-11 15- 6- 0 This truss is designed using the 2-3 -2314 0.20 0.22 distributed (by others) equally to each Permanent bracing is required (by others) to UBC -97 Code. 3-4 =2151 0.01 0.27 0.28 ply, unless nail clusters are shown ( ). prevent rotation/toppling. See HIB -91 and Bldg Enclosed =Yes -1701 0.01 0.27 O.a7- 2x4 continuous lateral bracing ®24.0 ^ o.c. ANSI/TPI 1-1995; 10.3.4.5 and 10.3.4.6. Truss Location = End Zone BC ., FORCE AKL FIND CSI^ attached w/ 2-10d box or common wire nails. End verticals designed for axial loads only. 2-PLYI Nail w/lOd BOR, Hurricane/Ocean Line - No Exp Category = C 5-6 :' 2147 0.16 0.15 0.31 staggered (NDS -97 End verticals that are extended above or Sect. 12) in: TC- 2/ft BC- 2/ft WEBS- 2/ft below Bldg Length = 40.00 ft, Bldg Width = 20.00 ft 6-7 - 1819 0.14 0.12 0.26 the trues profile (if any) may require Mean roof height - 16.49 ft, mph 70 =21.0 7-8 77. 0.00 0.06 0.06 -„ additional design consideration (by others) - UBC Special Occupancy, Dead Load - psf for lateral forces due to wind or seismic ----------LOAD CASE #1 DESIGN LOADS --------------- YrEB FORCE CSI -WEB FORCE CSI ade on the building. THIS PROFESSIONAL ARCHITECTS CERTIFICATION 60P00 O cO 60P00 O cO LO/5 2-6 66 0.01 4-7 2007 0.51 IS TO VERIFY THIS TRUSS TO CARRY THE TC VeDir rt OL BR TC Vert 3-6 396 0.10 4-8 -1319 0.16 APPLIED LOADS. THE INPUT LOADS 145.63 8- 0- 0 145.63 15- 6- 0 BC Vert 0.5 3-7 -973 0.12 AND DIMENSIONS WERE 33.98 0- 0- 0 33.98 15- 6- 0 0.0 PROVIDED BY OTHERS AND SHALL BE VERIFIED • • •Type... lbs x. Loc LL/TL TC AND APPROVED FOR THE SPECIFIC APPLICATION Vert 176.0 8- 0- 0 1.00 TC Vert 154.0 8- 0- 0 0.00 BY THE PROJECT DESIGN PROFESSIONAL, 7-6-12 3-93-9_114 4-1-6 7.6-12-12 11-4-10 15.6-0 7-11-11 2-PLYS 1 a e REQUIRED4 0 330# 15.6-0 7-67-6 3.9-14 4.1.6 7-6-12 11.4-10 15-6-0 All plates are 20 gauge Truswal Connectors unless preceded by "18" for 18 gauge or "H" for 16 gauge, positioned per Joint Report, unless noted MAX DEFLECTION (span) : L/999 IN MEM 5-6 (LIVE) L= -0.05^ D- -0.07n T- =_= Joint Locations = =1 0- 0- 0 5 0- 0 0 2 7- 6-12 6 7- 6-12 3 11- 4-10 7 11- 4-10 4 15- 6- 0 8 15- 6- 0 AR h'i 1 2$-02-11-13 SHIP . Robert S. Alcumbrac 1 NO. C-10381 REN. 8/2001 ® WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Job: EJ. This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer. Chk' SB T R U S S WO R KS and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assured for dimensional accuracy. Dimensions are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer matt ascertain that the loads Dsgn r: SB A Company You Can Truss l utilized on this design neer or exceed the loading imposed by the local building code and the particular application. The design assumcs that the top chord is laterally iced by the roof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise TC Live 16.00 psf noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed in any TC Dead 14.00 psf P.O. BOX 626 Thousand Palms, CA 92276 environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, install and brace this thus in accordance with the following standards: UOINT DETAILS' by Trutwal,'ANSUTPI I', WTCA I' - Wood Truss Council BC Live 0.00 psf Phone 760 ( ) 343-3461 of America Standard Design Responsibilities, WANDLING INSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES' BC Dead . 7.00 psf Fax # (760) 343-3491 - (HIB -91) and MB -91 SUMMARY SHEET by TPI. The Truss Plate Institute (TPI) is located at D'Onofrio Drive, Madison, Wisconsin 53719. The American Forest and Paper Association (AFPA) it located at 1111 19th Street, NW, Ste 800, 1 Washington, DC 20036. TOTAL 37.00 psf 5/29/2001 Scale: 5/16" = V WO: 81231 DurFacs L=1.25 P=1.25 Rep Mbr Bnd 1.00 O.C.Spacing 2- 0- 0 Design Spec UBC -97 Seqn T6.2.6 - 0 12' Job Name: LOT 84 Truss ID: H1 Qty: 2 D 1 .B -LOC REACT SIZE REO.D 0- 1-12 1776 3.50. 1.50• TC 2x4 SPP 165OF-1.5E Platin s BC g Pec : ANSI/TPI - 1995 ,RG 2 23- 7- 0 1776 3.50• 1.50• 2x4 SPP 1650P -1.5E THIS DESIGN IS THE COMPOSITE RESULT OF WEB 2x4 A Company You Can Trussl ' ,FORCE SPP STUD MULTIPLE LOAD CASES. Nail pattern shown is for uniform loads TC AXL HND CSI PLATE VALUES PER ICBO RESEARCH REPORT #1607. only. Concentrated loads > 350# must be 1-.2 -4540 0.08 0.20 0.28 Drainage must be provided to avoid ponding. distributed (by others) equally to each 2-3 -5251 0.06 0.31 0.37 Permanent bracing is required (by others) to ply, unless nail clusters are shown ( ). 3-4 -5251 0.06 0.31 0.37 prevent rotation/toppling. See HIB -91 and 2x4 continuous lateral bracing 024.0 " 4-5 -4539 0.08 0.20 0.28 o.c. ANSI/TPI 1-1995; 10.3.4.5 and 10.3.4.6. attached w/ 2-10d box or common wire nails. 2-PLYI Nail w/lOd BOB, BC FORCE A8L BND CSI staggered (NDS -97 Sect. 12) in: TC- 2/ft BC- 2/ft WEBS- 2/ft 6-7 4252 - 0.32.0.12 0.44 , 7-8 4281 0.32 0.08 0.40 8-9 -4280 0.32 0.08 0.40 9-10 42.52 0.32 0.12 0.44 THIS PROFESSIONAL ARCHITECTS CERTIFICATION IS TO VERIFY THIS TRUSS TO CARRY THE APPLIED WEB 2-7 FORCE CSI WEB FORCE CSI 224 0.06 4-8 1073 0.27 LOADS. THE INPUT LOADS AND DIMENSIONS WERE 2-8 .10 4-9 aaa 0.06 PROVIDED BY OTHERS AND SHALL BE VERIFIED 3-8 _81S 0 -815 0.10 AND APPROVED FOR THE SPECIFIC APPLICATION BY THE PROJECT DESIGN PROFESSIONAL. 7-6-12___, 4-3-10 4-3-10 7-6-12 ' 7-6-12 11-10-0 16-2-0 23-8-12 7-11-11 7-11-11 2-PLYS 2 3 4 J REQUIREDqr 330# 7-8-12 441100' T -4.00 6 7 8 9 7-5-0 4-5_6 q.g_6 7_5-0 10 i 7.5-0 11-10.6 16-3-12 23-8-12 All plates are 20 gauge Truswal Connectors unless preceded by "18" for 18 gauge or "H" for 16 gauge, positioned per Joint Report, unless noted ® WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. This design is for an individual building connponent not truss system It has been based on specifications provided by the component manufacturer T R U S S WO R KS and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dvrensions are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads A Company You Can Trussl utilized on this design meet or exceed the loading imposed by the local building code and the particular- application. The design assumes that the top chord is laterally braced by the roof or Floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise P.U. BOX 626 noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed in any environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, install Thousand Palms, CA. 92276 Phone 760 ( ) 343-3461 and brace this thus in accordance with the following standards: 'JOINT DETAILS' by TrusWal,'ANSUfPI 1','WTCA I'- Wood Tnus Council of America Standard Design Responsibilities, 'HANDLING INSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES' Fax # (760) 343-3491 - (FIB -91) and HM -91 SUMMARY SHEET' by TPI. The Truss Plate Institute (TPO is located at D'Onofiio Drive, Madison, Wisconsin 53719. The American Forest and Paper Association is located (AFPA) at I I I 119th Street, NW, Ste 800, Washington, DC 20036. This design based on chord bracing applied per the following schedule: max o.c. from to TC 24.00" 7-11-11 15- 8-12 This truss is designed using the UBC -97 Code. Bldg Enclosed = Yes Truss Location = End Zone Hurricane/Ocean Line - No Exp Category = C Bldg Length - 40.00 ft, Bldg Width = 20.00 ft Mean roof height = 16.49 ft, mph=70 UBC Special Occupancy, Dead Load - 21.0 psf ----------LOAD CASE #1 DESIGN LOADS ------ Dir L.Plf L.Loc R.Plf R.Loc LL/T TC Vert 60.00 0- 0- 0 60.00 8- 0- 0 0.5 TC Vert 145.63 8- 0- 0 145.63 15- 8-12 0.5 TC Vert 60.00 15- B-12 60.00 23- 8-12 0.5 BC Vert 33.98 0- 0- 0 33.98 23- 8-12 0.0 ..Type... lbs B.Loc LL/TL TC Vert 176.0 8- 0- 0 1.00 TC Vert 154.0 8-.0- 0 0.00 TC Vert 176.0 15- 8-12 1.00 TC Vert 154.0 15- 8-12 0.00 MAX DEFLECTION (span) : L/999 IN MEM 7-8 (LIVE) L= -0.12" D= -0.16" T. - 29' = _= JOint Locations = -- =1 0- 0- 0 6 0- 0- 0 2 7- 6-12 77- 5- 0 3 11-10- 6 8 .11-10- 6 4 16- 2- 0 9 16- 3-12 5 23-, 8-12 10 23- 8-12 T 4 2-111-13 S SED ARCy T =O -3-1k V Robert S. v AlcumbraC NO. C-10381 REN. 812001 Eng. Job: EJ. Chit: SB Osgnr: SB TC Live 16.00 psf TC Dead 14.00 psf BC Live 0.00 psf BC Dead 7.00 psf TOTAL 37.00 psf 5/29/2001 Scale: 3/16" = V WO: B1231 DurFacs L=1.25 P=1.25 Rep Mbr Bnd 1.00 O.C.Spacing 2- 0- 0 Design Spec UBC -97 Seqn T6.2.6 - 0 Job Name: LOT 84 RG -LOC REACT SIZE REQ'D 1 0- 1-12 878 3.50•- 1.50• 2 23- 7- 0 878 3.50• 1.50• TC •FORCE ABL END CSI 1-2 -2004 0.07 0.39 0.46 2-3 -2131 0.07 0.25 0.32 3-4 -2131 0.07 0.25 0.32 4-5 -2004 0.07 0.39 0.46 BC ' FORCE ABL END CSI 'I 6-7 1845 . 0.28 0.17-0.45, 7-8- ''1862 0.28"0.13 0.41 ` 8-9 1863 ,0.28 0.13 0.41 9-10` 1845 0.28 0.17 0.45 WEB FORCE CSI WEB FORCE CSI 2-7 128 0.06 4-8 297 0.15 2-8 - 297 0 is 4-9 128 0.06 3-8 -241 0.06 Truss ID: H2 Qty: 1 TC 2x4 SPP 165OF-1.5E Plating spec : ANSI/TPI - 1995 BC 2x4 SPP 1650F-1.SE THIS DESIGN IS THE COMPOSITE RESULT OF WEB 2x4 SPF STUD MULTIPLE LOAD CASES. Loaded for 10 PSP non -concurrent BOLL. PLATE VALUES PER ICBO RESEARCH REPORT #1607. 2x4 continuous lateral bracing ®24.0 " o.c. Drainage must be provided to avoid ponding. attached w/ 2-10d box or common..wire nails. T 3-7-13 14.4 SO -3-15 THIS PROFESSIONAL ARCHITECTS CERTIFICATION IS TO VERIFY THIS TRUSS TO CARRY THE APPLIED LOADS. THE INPUT LOADS AND DIMENSIONS WERE PROVIDED BY OTHERS AND SHALL BE VERIFIED AND APPROVED FOR THE SPECIFIC APPLICATION BY THE PROJECT DESIGN PROFESSIONAL. 7-6-12, 4-3-10 4-3-10 7-6-12 7.6-12 11-10-6 16-2-0 23-8-12 9-11-11 , 9-11-11 / 2 3 3 40_ 7-8-12 -4.00 23-8-12 6 7 8 9 /0 7-5_0 4-5-6 --1 .4-" 7.5-0 7-5-0 11-10.6 163-12 23-8-12 This design based on chord bracing applied per the following schedule: max o.c. from to TC 24.00" 7- 0-15 15-"8-12 This truss is designed using the UBC -97 Code. Bldg Enclosed = Yes Truss Location = End Zone " Hurricane/Ocean Line = No Exp Category = C Bldg Length = 40.00 ft, Bldg Width = 20.00 ft Mean roof height = 16.83 ft, mph70 UBC Special Occupancy, Dead Load = =21.0 psf MAX DEFLECTION (span) L/999 IN MEM 7-8 (LIVE) L= -0.10" D= -0.14" T= - _= Joint Locations ..... =1= 0- 0- 0 6 0- 0 0 2 7- 6-12, 7 7- 5- 0 3 11-10- 6 8 11-10- 6 4 16- 2- 0 9 16- 3-12 5 23- 8712 10 23- 8-12 Tp ARC 3-7.73 cj 4103 SHIP v Robert S. Alcumbrac 1 NO. C-10381 REN. 812001 / - 5/29/2001 All plates are 20 gauge Truswal Connectors unless preceded by "18" for 18 gauge or "H" for 16 gauge, positioned per Joint Report, unless noted. Scale: 3/16" = V WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Job: EJ. This design is for an individual building component not thus system It has been based on specifications provided by the component manufacturer Chk: SB WO: 81231 TR U S S W O R KS and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions arc to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer Dsg nr: SB must ascertain that the loads utilized on this design meet or exceed the loading imposed by the local building code and the particular application. The design assumes that the top chord TC Live 16.00 psf DUrFaCS L=1.25 P=1.25 Company You Can Truss! is laterally braced by the roofor floor sheathing and the bottom chord is lateral) braced g g y ed, unless otherwise r by a rigid sheathing material direct) attach P.O. Box 626 noted Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed in any environment that will cause the moisture content of the wood to exceed 19% install TC Dead 14.00 psf Rep Mbr Bnd 1.15 Thousand Palms, Cis 92276 and/or cause connector plate corrosion. Fabricate, handle, and brace this truss in accordance with the following standards: 'JOINT DETAILS' by rnrswal, 'ANSIMI 1', WTCA I' - Wood Truss Council BC Live 0.00 psf p O.C.Spaeing 2- 0- 0 Phone 760 343-3461 ( ) ofAmerica Standard Design Responsibilities, HANDLING INSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES' - (HIB -91) and MB -91 SUMMARY SHEET by TPI. The Truss Plate Institute (TPI) is located D'Onofrio Drive, SC Dead 7.00 psf Design Spec UBC -97 Fax # (760) 343-3491 1 at Madison, Wisconsin 53719. The American Forest and Paper Association (AFPA) is located at I I 1 119th Street, NW, Ste 800, Washington, DC 20036. TOTAL 37.00 psf Seqn T6.2.6 - 0 24' Job Name: LOT 84 IRG K -LOC REACT SIZE RBQ'D 1 0- 1-12 779 3.50- 1.50• 2 12-10- 4 . 779 3.50• 1.50 - TC FORCE A21L BND CSI 1-2 -1654 0.04 0.33 0.36 2-3 -1654 0.04 0.33 0.36 _ BC FORCE AXL BND CSI 4-5 1524 0.23 0.25 0.48- 5-6. 1524 0.23 0.25 0.48 0.00 psf O.C.Spacing 2- 0- 0 WEB FORCE CSI ,WEB FORCE "CSI 2-5 238 0.12 37.00 psf Segn T6.2.6 - 0 Truss ID: 11 Qty 1 TC 2x4 SPP 1650P -1.5E Plating spec : ANSI/TPI - 1995 BC 2x4 SPP 1650F -1.5E THIS DESIGN IS THE COMPOSITE RESULT OF WEB 2x4 SPP STUD MULTIPLE LOAD'CASES. Permanent bracing is required (by others) to PLATEVALUES PER ICBG RESEARCH REPORT #1607. prevent rotation/toppling. See HIB -91 and ANSI/TPI 1-1995; 10.3.4.5 and 10.3.4.6. THIS PROFESSIONAL ARCHITECTS CERTIFICATION IS TO VERIFY THIS TRUSS TO CARRY THE APPLIED LOADS. THE INPUT LOADS AND DIMENSIONS WERE PROVIDED BY OTHERS AND SHALL BE VERIFIED AND APPROVED FOR THE SPECIFIC APPLICATION BY THE PROJECT DESIGN PROFESSIONAL. 6-6.0 6.6-0 6-6-0 6-6 2 3 q� 3920 -4.007 4-4 4 S 6$-0 6-0-0 All plates are 20 gauge Truswal Connectors unless preceded by "18" for 18 gauge or "H" for 16 gauge, positioned per Joint Report, unless noted ® WARNING Read all notes on this sheet and give a copy ojit to the Erecting Contractor. 5/29/2001 Scale: 3/8" = V This design is for an individual building component not truss system It has been based on specifications provided by the component manufacturer T R U S S WO R KS and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions an to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer train ascertain that the loads A Company You Can TrUSSI utilized on this design meet or exceed the loading imposed by the local building code and the particular application. The design assurnes that the top chord is laterally braced by the roof or Floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise P.O. BOX 626 noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed in any environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, install Thousand Palms, CA 92276 end brace this truss m accordance with the following standards: 'JOINT DETAILS' by Tr uwal,'ANSMI 1% %TCA 1' - Wood Truss Council Phone 760 343-3461 ( ) of America Standard Design Responsilnlities,'HANDLING INSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES' - (HIB -91) and MB -9l SUMMARY SHEET by TPI. The Truss Plate Institute (TPI) is located Fax # (760) 343-3491 at 90nofho Drive, Madison, Wisconsin 53719. 1 The American Forest and Paper Association (AFPA) is located at 1111 19th Street, NW, Ste i0o, Washington, DC 20036. 6 6.6-0 13-0-0 Drwg: This truss is designed using the UBC -97 Code. Bldg Enclosed Yes Truss Location End Zone Hurricane/Ocean Line - No Exp Category = C Bldg Length - 40.00 ft, Bldg Width - 20.00 ft Mean roof height = 16.25 ft, mph=70 UHC Special Occupancy, Dead Load = 21.0 pef ----------LOAD CASE #1 DESIGN LOADS --------------- Dir L.Plf L.Loc R.Plf R.Loc LL/T TC Vert 60.00 0- 0- 0 60.00 13- 0- 0 0.5 BCVert 29.75 0- 0- 0 29.75 13- 0- 0 0.0 ..Type... lbs B.Loc LL/TL TC Vert 209.0 6- 6- 0 1.00 TC Vert 182.9 6- 6- 0 0.00 MAX DEFLECTION (span) : L/999 IN MEM 4-5 (LIVE). L= -0.05^ D. -0.07^ T= - 1==Joint Locations 0- 0- 0 4 0- 0 =0 2 6- 6- 0 5 6- 6- 0 3 13- 0- 0 6 13- 0- 0 c�gED AFRIChriT Robert S. Alcumbrac INO. C-10381 REN. 8/2001 t 12' 5/29/2001 Scale: 3/8" = V Eng. Job: EJ. WO: 81231 Chk: SB Dsgnr: SB TC Live 16.00 psf DurFacs L=1.25 P=1.25 TC Dead 14.00 psf Rep Mbr Bnd 1.00 BC Live 0.00 psf O.C.Spacing 2- 0- 0 BC Dead 7.00 psf Design Spec UBC -97 TOTAL 37.00 psf Segn T6.2.6 - 0 12' Job Name: LOT 84 RG X -LOC REACT SIZE REQ'D 1 a- 1-12 721 3.so- 1.50• 2 19- 4- 4 721 3.50. 1.50 - TC •FORCE AXL RHO CSI 1-2 .-1573 0.04 0.41 0.45 2-3 -4170 0.12 0.48 0.60 3-4 -4396 0.29 0.65 0.93 BC FORCE" AXL BND CSI 5-6 1432 0.21 0.27 0.48 6-7 1432 ..0.21 0.46 0.68 7-8 4293 0.64 0.14'0.78> 8-9 4257 0.63.1 0.29 0.92_.+ WEB FORCE CSI NEB FORCE CSI 2-6 231 0.12 3-7 -201 0.05 2-7 2764 0.41 3-8 -77 0.02 Truss ID: 12 Qty: 5 TC 2x4 SPP 1650P -1.5E Plating spec : ANSI/TPI - 1995 2x4 SPP 2100F -1.8E 2-4 THIS DESIGN -IS THE COMPOSITE RESULT OF BC 2x4 SPP 165OP-1.5E MULTIPLE LOAD CASES. WEB 2x4SPF STUD PLATE VALUES PER ICBO RESEARCH REPORT #1607. 2x4. SPP 165OF-1.5B 2-7 T 2-5-15 1 3- f"13-15 2-2-0 T THIS PROFESSIONAL ARCHITECTS CERTIFICATION IS TO VERIFY THIS TRUSS TO CARRY THE APPLIED LOADS. THE INPUT LOADS AND DIMENSIONS WERE PROVIDED BY OTHERS AND SHALL BE VERIFIED AND APPROVED JP.CT DES ON PROFESSIONAL R THE SpFcIFIC ON urwg: This truss is designed using the UBC -97 Code. Bldg Enclosed - Yes Truss Location = End Zone Hurricane/Ocean Line = No Exp Category = C Bldg Length = 40.00 ft, Bldg width - 20.00 ft Mean roof height = 16.25 ft, mph70 ' UBC Special Occupancy, Dead Load = II21.0 psf 6.6-0- 5-3-0 7-9-0 6.6-0 11-9-0 19.6-0 6.6-0 I 13-0-0 r- 2 3 a aF 7-8 MAX DEFLECTION (span) : L/542 IN MEM 6-7 (LIVE) L- -0.43" D. -0.56" T= - 98' =1=_= Joint Locations = 0- 0- 0 6 6- 6600 2 6- 6- 0 7 10- 6- 9 3 11- 9- 0 8 11- 9- 0 4 19- 6- 0 9 19- 6- 0 5 0- 0- 0 Robert S. Mcumbrac 0. C-10381 8/2001 - - . -3.00 0.:"CAJ- OPS' 10.6-9 8-7-15 19-0-0 3 6 7 8 9 6.6.0 4-0-9 8-11-7 6.6-0 10.6_9 ;9 -0 5/29/2001 All plates are 20 gauge Truswal Connectors unless preceded by "18" for 18 gauge or "H" for 16 gauge, positioned Joint Report, per unless noted. Scale: 1/4" = V ® WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Job: EJ. WO: 81231 This design is for an individual building component not crus system. It has been based on specifications provided by the component manufacturer Chk: SB TR U S S WO R and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions are to be verified by the component manufacturer and/or building designer prior to Fabrication. The building designer Dsgn r: SB KS A Company You Can TruSSI must ascertain that the loads utilized on this design meet or exceed the loading imposed by the local building code and the particular application. The design assumes that the top chord is laterally braced by the roof or Floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise TC Live 16.00 psf DurFaes L=1.25 P=1.25 noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed in any TC Dead 14.00 psf Rep Mbr Bnd 1.15 P.O. BOX 626 Thousand Palms, CA 92276 rnvvonment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, install end brace this truss ut accordance with the following standards: 'JOINT DETAILS' by Truswal,'ANSVfPI 1','WTCA I' - Wood Truss Council BC Live 0.00 psf O.C.Spaeing 2- 0- 0 Phone 760 343-3461 ( ) of America Standard Design Responsibilities, HANDLING INSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES' BC Dead 7.00 psf Design Spec UBC -97 Fax # (760) 343-3491 - (HIB -91) and MB -91 SUMMARY SHEEr by TPI. The Truss Plate Institute (TPI) is located at 90nofrio Drive, Madison, Wisconsin 53719. The American Forest and Paper Association (AFPA) is located at 1111 19th Street, NW, Ste 800, Washington, DC 20036. TOTAL 37.00 psf Seqn T6.2.6 - 0 Job Name: LOT 84 Truss ID: A ,RG X -LOC E REACT SIZREO'D TC 2x4 SPP 165OF-1.5E 1 0- 1-12 .1127 3.50• 1.• BC 2x4 SPP 165OF-1.5E 2 16- 4- 4 1127 3.50• 1.5500• FTEH 2x4 SPP STUD 20.00 ft Mean roof height = 16.50 ft, mph70 =21.0 Nail pattern shown is for uniform loads TC FORCE AXL BND CSI only. Concentrated loads > 350# must be 1-2 -2615 0.03 0.25 0.28 distributed (by others) equally to each 2-3 -2615 0.03 0.25 0.28 ply, unless nail clusters are shown ( ) BC FORCE AXL BND CSI 4-5 24180.18 0.14 0.32 5-6 2201 0.16 0.08 0.25 6-7 2418 0.18 0.14 0.32 WEB FORCE' CSI WEB FORCE• CSI 2-5 304 0.08. 2>6, .304 0.08 Plating spec : ANSI/TPI - 1995 THIS DESIGN IS THE COMPOSITE RESULT OF MULTIPLE LOAD CASES. PLATE VALUES PER ICBO RESEARCH REPORT #1607. Permanent bracing is required (by others) to prevent rotation/toppling.See HIB -91 and ANSI/TPI 1-1995; 10.3.4.5 and 10.3.4.6. 2-PLYI Nail w/lOd BOX, staggered (NDS -97 Sect. 12) in: TC- 2/ft BC- 2/ft WEBS- 2/ft THIS PROFESSIONAL ARCHITECTS CERTIFICATION IS TO VERIFY THIS TRUSS TO CARRY THE APPLIED LOADS. THE INPUT LOADS AND DIMENSIONS WERE PROVIDED BYOTHERS AND SHALL BE VERIFIED AND APPROVED FOR THE SPECIFIC APPLICATION BY THE PROJECT DESIGN PROFESSIONAL. 4 8-3-0 8-3-0 8-3-0 16-6-0 2-PLYS 3 3 REQUIRED4� 00 330# 330# 4.00 4.4 I 2-11-15 . , 3 - IO -3-15 This truss is designed using the WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. UBC -97 Code. T R U S S W O R KS and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads Bldg Enclosed = Yes •- utilized on this design meet or exceed the loading imposed by the local building code and the particular application. The design assumes that the top chord B laterally braced by the roof or Floor sheathing and the bottom chord is laterally braced )y drigid sheathing material directly attached, unless otherwise P.O. BOX 626 Truss Location - End Zone Thousand Palms, CA. 92276 Phone 760 ( ) 343-3467 tru and brace this ss in accordance with the following standards: 'JOINT DETAILS' by Truswal,'ANSUfPI 1','WTCA I'- Wood Truss Council of America Standard Design Responsibilities,'H ANDLING INSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES' Hurricane/Ocean. Line = No Exp Category = C - (HIB -91) and MB -91 SUMMARY SHEET by TPI. The Truss Plate Institute (TPI) is located at D'Onofho Drive, Madison, Wisconsin 53719. The American Forest and Paper Association (AFPA) is located Bldg Length = 40.00 ft, Bldg Width 20.00 ft Mean roof height = 16.50 ft, mph70 =21.0 UBC Special Occupancy, Dead Load = psf ----------LOAD CASE.#1 DESIGN LOADS --------------- Dir L.Plf L.Loc R.Plf R.Loc LL/T TC Vert 60.00 0- 0- 0 60.00 8- 0- 0 0.5 TC Vert 145.63 8- 0- 0 145.63 8- 6- 0 0.5 TC Vert 60.00 8- 6- 0 60.00 16- 6- 0 0.5 BC Vert 33.98 0- 0- 0 33.98 16- 6- 0 0.0 ..Type... lbs X.Loc LL/TL TC Vert 176.0 8- 0- 0 1.00 TC Vert 154.0 8- 0- 0 0.00 TC Vert 176.0 8- 6- 0 1.00 TC Vert 154.0 8- 6- 0 0.00 i 5-9_4 5-9.4 6 4-11=8 i 10-8-12 All plates are 20 gauge Truswal Connectors unless preceded by "18" for 18 gauge or "H" for 16 gauge, positioned per Joint Report, unless noted ® WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. This design is for an individual building component not truss system It has been based on specifications provided by the component manufacturer T R U S S W O R KS and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads A Company You Can Truss! utilized on this design meet or exceed the loading imposed by the local building code and the particular application. The design assumes that the top chord B laterally braced by the roof or Floor sheathing and the bottom chord is laterally braced )y drigid sheathing material directly attached, unless otherwise P.O. BOX 626 noted Bracing shown is for Lateral support of components members only to reduce buckling length. This component shall not be placed in any environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, install Thousand Palms, CA. 92276 Phone 760 ( ) 343-3467 tru and brace this ss in accordance with the following standards: 'JOINT DETAILS' by Truswal,'ANSUfPI 1','WTCA I'- Wood Truss Council of America Standard Design Responsibilities,'H ANDLING INSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES' Fax # (760) 343-3491 - (HIB -91) and MB -91 SUMMARY SHEET by TPI. The Truss Plate Institute (TPI) is located at D'Onofho Drive, Madison, Wisconsin 53719. The American Forest and Paper Association (AFPA) is located 37.00 psf at 1111 19th Street, NW, Ste 800, Washington, DC 20036. 7 55-9-4 16.6-0 MAX DEFLECTION (span) : L/999 IN MEM 6-7 (LIVE) L= -0.04" D. -0.05" T- -09' = _= Joint Locations == 1 0- 0- 0 5 5- 9-4 2 8- 3- 0 6 10- 8-12 3 16- 6- 0 7. 16- 6- 0 4 0- 0- 0 I SED AHC � - d IpRobert S. �'C Alcumbrac NO. C-10351 REN. 8/2001 Eng. Job: EJ. Chk: SS Dsgnr: SB TC Live 16.00 psf TC Dead 14.00 psf BC Live 0.00 psf BC Dead 7.00 psf TOTAL 37.00 psf 5/29/2001 Scale: 5/16"= 1' WO: B1231 DurFacs L=1.25 P=1.25 Rep Mbr Bnd 1.00 O.C.Spacing 2- 0- 0 Design Spec UBC -97 Seqn T6.2.6 - 0 191 TRUSWAL SYSTEMS CORPORATION 4445 NORTHPARK DRIVE, SUITE 200 COLORADO SPRINGS, COLORADO 80907 (800) 322.40<5 (719) 598.5660 FAX (719) 598.8453 I . DETAILS, FCue"IDN"v"EiNTION FRAMED VALLEY To PLAN VIEW CONTE -c RIDGE CIE TAIL A P.AFTER I VALLEY RAFTER l (TYP I 2 -16:. / TOE NAILS (TYa) I 2 X 4 BLOCK WITH • 4 -16d PLAN VIE1h' DETAIL C 2 X 4 PURLIN 2 X 4 BLOCK WITH 2 • I TRUSS TOPX CHORD ELEVATION VIEW The maximum Total Top Chord Load = 48 PSF - TRUSSES @ 24" O.C. Minimum Top Chord Dead load = 7 PSF The design for lateral loads and their connections is GIRDER DESIGNED TO SUPPORT the responsibility of the Building Designer. The derails THE "TIE-IN- TRUSSES provided address gravity and wind uplift loads only per the U3_1. The maximum rand spoed is aS MPH, 25 It Mean Roof -a Height (ma -c.). =rp. C. 16d Dox nails are typical throughout, crcerl as noted ( in detaiis ). / The Cen;cr Ridge Rafter ( CRR ) is 2 x c s!ud. A:;ach this to the 1 x 6 with 4-16d toe nails ( 2 from each face ). Aria=h the C opoosito end to the truss the same. ELCV:,` TION VIEW The Valiey Rafters, purlins, and blocking male al gra 2 z < s;ud. The blocking mus: be spaced 24- O.C. and be adeguntefy b:a=od in tho I :feral direz!inn -It r,.G.O O.C. A!f.-.:ri Iri:. bl: ckrr,!o11:c Vatiay Rifler with 3-16d. Attach tris bir_klny to Uu pu:iin vrith 2-1 &d. The trusses belav the valley are spaced 24. O.0 The purlins are ful! length under the valley set and nus: be ins:alied a: :4,0-0- They ace lobe attached to oach over!a,pin; truss top =hoed v.ith 2-16d nails. ;f ;hey are not one continuous ;eno;h, add a :2- long railer to the face or!ine truss top =hcrd v.,;n 4-16' -nd one pur!ir: se=;i=r. • Dc -AIL _ _ cn the truss and begs" the additional sechcn on the r.aue;. A 1 x 8 perirne!er runner mus: be a.".ached Ihrou"h the and into I each truss beth,. 3-6d box nails. This 1 r foiio.,s the ou!s-oe pror3e of the valley. r i t The Valley RaP.ers are spacod 24' O.C. Ara=h ;nem to the CRR w.:h 1 5 <'•ltid lx nails. ACach the oppoarle and !o the 1 x 8 vrth I Ix nail:, 2 X 4 BLOCK PLAN VIEW WITH 3 - 15d nUhN_ VAIL-Y P,A=tER NAILS I,,?,ts ..QO TOQ i/ip• SHEATHING =1 EVATIONlo VIEW S-/,10 c`• q c 45982 f k \ xP•`12131102 Nk STikt�D (Lp 6L.0( -<(N -G DF,.-W(,S E4� ��t �`'�'c-iFD gy .-t'R�tsswoRKs PFR PL/Jl(qs 2 6 BLOCK w/ 2x4 . Z oP c(joQU 5(40utt Fat LoCT(W ONLY s�+kr � TI�F�rtsFFr �1�a 5rM(�SON A35F At,7. UoCK oN ThE obi Sly[ OP' L'So 0 Ti+C LoCAiioc� lN5tDE MAY 3i RCaq l s?FCIFIFr� (,Y o2 of SLoFCID GLocK (,LL 5ni�cr ('��2 PLS t4S'. O N � . TW1S T�(� �3CvcSc.ic�1� ��- � AeZ - u5Swo2Ks E.N. SPCC(AL onDF(Z 2X GNEC bc,o r* ) h C I CN -I- A:5 Rr✓Q� . A3�- OR &35F) IF 5PEc(FlED A3SF S, to -6- qS q-Iq -g�- M. �r0`VN Fie LOCA7toN ONS`(: CO2371o CVE� GLoc(< VETA(L O _ . EXP.9-30-98 {c DEADLINES ENGINEERING �,r\qj c007 95 `£ �F CAUEV 1 RECO2v2:ENDED •CONNECTION DETAILS THESE DETAILS ARE. INTENDED TO SHOW MINIMUM REQUIRED CONNECTIONS RECOMMENDED BY TRUSWAL SYSTEMS. THE DETAILS DO NOT REPLACE OR SUPERSEDE ANY DETAILS - SPECIFIED BY A PROJECT ENGINEER OR ARCHITECT ON A PARTICULAR PROJECT, NOR_ HAVE THEY BEEN ANALYZED FOR SEISMIC AND WIND FORCES ACTING ON THE CONNEC- TIONS FROM THE RESPONSE OF THE STRUCTURE TO SUCH LOADS. IT IS RECOMMENDED T3iAT THE APPROVAL OF THE PROJECT ENGINEER OR ARCHITECT BE OBTAINED BEFORE USING THESE DETAILS. BEARING REQUIREMENTS SHOWN ON SPECIFIC TRUSS DESIGNS MUST BE SATISFIED, INCLi;DING CONNECTIONS FOR UPLIFT REACTIONS. TRUSS CONNECTION TO EXTERIOR BEARING WALLS BT.,OCK TRUSSES @ 24" O.C. (TYP.) v A- R T () FK - R7,OCK F3LOCK-- OO I STUDS @ ALP(TYP.) 6" C BLOCK O4 C/t1O / BOT '1'01' PLATES._......-- Zr / ¢ CHORD TRUSS SECT. A -A I(TYP.) PROCEDURE: - - 1 TOE -NAIL BLOCK TO TRUSS WITH 1=16d COI•LMON NAIL. 2 PLACE NEXT TRUSS AGAINST BLOCK AND TCE-NAIL TRUSS TO TOP PLA E WITH 2-16d COM2MON NAILS. 3 END NAIL T-HROUGH TRUSS INTO BLOCK itiF H 1-16d COMMON NAIL. 4 PLACE NEXT BLOCK AGAINST TRUSS P -ND REPEAT STEPS 1 THROUGH 3. 5 BLOCKS MAY BE ATTACHED TO TOP PLATE WITH SIN•SPSON A35F (OR EQUIV. ) FRAMING ANCHORS. SEE MANUFACTURER'S CATALOG FOR DETAILS AND SPECIFICATIONS. TRUSS CONNECTION TO INTERIOR BEARING Te"A LS r 'X' BRACING . B.C. OF TRUSS OR END VERTICAL RUN THROUGH TO BEARING. L y II WDLL MUST BE AT HEIGHT SPECIFIED ON T FE DESIGN DRAWING OR MUST BE SHIN -FD TO THE CORRECT F:EIGHT. USE 2-16d CO*2210N NAILS TOE -NAILED INTO T'-: E TOP PLATE THROUGH EACH TRUSS. DIAGONAL 'X' BRACING IS REQUIRED AT ENDS OF THE BUILDING (OR WALL) AND AT A N.A.X. OF 16' INTERVPLS A✓ONG WALL. 'X' BRACING IS M -IN. 2x3 KATERIAL WITH 2-8d NAILS EACH END. BLOCKING SIMILAR TO EXTERIOR WALL DETAIL IS RECO1J2ZEND ED. TRUSS CONNECTION TO NON-BEARING: PARTITION WALLS WALL P E_RPENDICuL. R TO TRUSS ZBOT CHORD - 2 X TOP PLATE i SECT. B c 1-16d CO!,? -ON NAIL OR S!XD-SON STC (OR E•QUIV.) TRUSS CLIP FILE NO. CD -1 DATE: 9/10/92 REF.: DES. BY: `L.M. CK. BY: x;... 12:3',!02 _,rV N kLL P LR-2'JLEL TO TRUSS 2Y4 B C)CKTNG 2 I BOT C:,"" i 2X SECT. C C 1 ii TOP PLAT `I • 1-16d CO_uYNON NAIL OR 24" O.C. SIY-PSON STC (OR EQUIV. (T_P•; TRUSS CLIP ®0m® TRUMM Ul o ®®® SYSTEMS wl HIP RAFTER HEEL FIRST'COMMON TRUSS STAND SEE -SECTION 'A' 2x4 BLOCKINC HIP TRUSS SIDE JACK SECTION SIDE JACKS r CONTINUOUS 2x4 HIP RAFTER END JACK_ 2X OLK. 0 0 _UNDER .HIP_ . RAFTER W/(4ftBAYS)- L:L HIP RAFTER ri- IST HIP TI I_ 2X ULKC. 8/0 (ALT. SECTION 'A' PLAN VIEW D18 CXTENDED HIP TRUSS TOP CHORD —7 BLOC", v//(4)16d TO TRUSS '(ALTERNATC DAYS) Q ; HIP IS 2 PLY TRUSS bS REQUIRED. REFER TO ENG : N EERINC u / u AS OCCURS ;TIB3LOCK D —(3)16d (TYP) \ _ AS OCCURS IX CONT. LATERAL GRACING BY OTHERS AS RCOUIRCD. REFER TO ENGINCERINC. ___ TOE. NAIL (1 )1 Gd EACH SIDE FROM TOP CHORD TO HIP FLAT (ALSO OCCURS AT BUILD UP FLATS) \ i SETBACK TO 8'\ TRUSSWO*RKS9 0 27-995 RIO DEL SOL, Ti-')USAND PALMS, CA 92276 (760) 343-3461 Y Rob rt S. Alcunbrac + N00 CALIFORNIA E"9P DERAIL e C TRUSWAL SYSTEMS 4445 NORTHPARK DRIVE, SUITE 200 COLORADO SPRINGS, CO 80907 (800) 322-4045 FAX:(719) 598-8463 9/9/99 Users of.Truswal engineering: r The TrusPJUSW engineering software will correctly design the location, requirements for (permanent continuous lateral bracing (CLB) onm embers, for which it is required to. reduce buckling length. Sealed engineering drawings from Truswal will show the required number and approximate locations of braces for each member needing bracing. In general, this bracing is done by attaching 2r', (fc p or 1..joc�i)nj edge ,sof rll.e n' fE C' I l 11 l lifl J �; rn _�; �rIIC IJI;?I }'o f[ -i trusses and adeq ately designed, connected and braced.to the building per the building design.erl (See ANSI/TPI current version). The following, a'r'e, -other options (when perp. bracing is not possible or desirable) that' will' also satisfy bracing needs for individual members (not building system bracing) - 1 . racing):1. A 1x or 2x structurally graded "T' brace by -be nailed flat to the edge of the me i Ser with 10d common or box nails at 8 o.c..if only, one brace is required, or .may 'be nailed to both edges of the member if two .braces are required. The "T" brace must extend a minimum of 90% of the member's length. 2. P, scab'(iadd-on) of the same size and structural grade as the member may be nailed to, one face -of the member with 10d common or box. Lluils at 8" o.c- it only one brace is required, or may be nailed to both faces ofl the member if two braces are required. A minimum, of 2x6 scabs are required for any member exceeding 14'-0" in length. Scab(s) must extend a minimum of 90% of the members length. 3. Any member requiring more than two braces must use perpendicular bracing Or e combination - ofd scabs and "T" braces, but must be analyzed on a case-by-case basis: 1 L Pfease contact. a T EXAMPLES BRACE clnsa`:cekv^H�r'_lbFacenew.lc?. J STANDAF D ©OTTOM G iORD FALSE FRAME DETAILS TTI'I'S DETAIL APPLIES TO ANY PITCH, ANY SPAN, ANY TOP CHORD LOADING AND ANY TRUSS WEB CONFIGURATION FOR 24" O.C. MAX. SPACING AND 10 PSF MAX. CEILING LOAD., WITH THE EXCEPTIONS \ DO NOT USE THIS DETAIL FOR: 12, MIN 1. STRUCTURAL BEARINGS UNDER THE FALSE FRAME (NOT PARTITIONS). BLOCK VERT. 2. INTERIOR BEARINGS AT ANY LOCATION ON THE TRUSS. DO NOT ` 3. LOADS IN EXCESS OF 10 PSF CONNECTED TO THE FALSE FRAME. OVERLAP _ 4. DRAG LOADS CONNECTED TO THE FALSE FRAME. 5. TOP CHORD APPLIED FALSE FRAMES. 6. LUMBER GRADES LESS THAN SPECIFIED ON THIS DETAIL. -- -- 7. VERTICALS SPACED APART MORE THAN PANEL POINTS (IF > 6-0"). !' 8. FALSE FRAMES ON CANTILEVER SECTIONS OF A TRUSS. 1ARTITION WALL 3UPPORI (TYP.) SHOP APS: LIED I FIELD APPLIED SPECIFIC TRUSS DESIGN IS SEPARATE FRC -.A THIS DETAIL USE #2 OR BETTER (145OF FOR MSR) MATE=:iAL FOR FALSE FRAME CHORDS USE STANDARD OR STUD (90OF FOR MSR) .V.A'TERIAL FOR FALSE FRAME WEBS LOCATE VERTICALS AT G-0" O.C. MAX., OR S -E NEXT OPTION. IF FALSE FRAME CHORD IS THE SAME SIZE ::ND GRADE AS THE STRUCTURAL CHORD, THEN VERTICALS MAY BE LOCATED WITHIN + OR - 17' OF THE PANEL POINTS ALONG THE BOTTOM CHORD (EVEN IF GREATER THAN 6-0" D.C.). USE A TRUSWAL 20 GUAGE 2.5-3 MIN. PLATE. AT THE HEEL CONNEC'rION. USE TRUSWAL 20 GUAGE 1.5-3 MIN. PLATE-' AT EACH END OF EACH VERTICAL WEB. ALL PLATES ARE REQUIRED ON BOTH =ACES OF EACH JOINT. IF NEEDED, A 2X4 FALSE FRAME BOTTOM CXORD MAY BE -SPLICED WITH A TRUSWAL 20 GUAGE 3-4 MIN. PLATE AT ANY CONVENIENT LOCATION. OR A TRUSWAL 20 GUAGE 5-5 MIN. PLATE AT ANY VERTICAL (JOINT SPLICE). APPLY REQUIRED BRACING (SEE BELOW). - OPTIONAL PLANT SHELF MAY BE USED (SEE PICTURE ABOVE) UP TO 24" MAX. - FALSE FRAMES MAY BE SIMILARLY APPLIED TO FLAT BOTTOM CHORD TRUSSES "LATERAL BRACING IS NORMALLY REQUIiR=7 ON THE STRUCTURAL BOTTOM CHORD OF THE ORIGINAL TRUSS. SINCE M;=.IVY FACTORS AFFECT THE NUMBER OF REQUIRED BRACES, SUCH AS LUMBER SIZE AND GRADE, WIND LOADS, BEARING LOCATIONS, ETC. IT IS NOT POSSIBLE TO DEVELOP Al STANDARD FOR BRACING, EXCEPT TO SAY THAT !N NO CASE MAY TH::.3RACING EXCEED 10'-0" O.C. FOR A SINGLE -PLY TRUSS BOTTOM CHORD. REFS TO SPECIFIC TRUSS DESIGNS TO DETERMINE THE REQUIRED BRACING FOR 7:;E STRUCTURAL BOTTOM CHORD (MAY BE INDICATED AS BOTTO;A CHORD PL ;LIN SPACING). BRACING SHOULD ALSO BE APPLIED TO THE FALSE FRAME- C'r;:DRD AT 10%0" O.C. IF THERE IS NO SHEATHING MATERIAL APPLIED DIRECTLY TO THE FALSE FRAME CHORD. BRACING MATERIALS AND THEIR CONNECTIONS ARE THE SOLE RESPONSIBILITY OF THE BUILDING DESIGNER PER THE 1.._TEST VER•SiON OF ANSI/TPI. SPECIFIC TRUSS DESIGN IS SEPARATE FROM THIS DETAIL I- USE S2 OR BETTER (145OF FOR MSR) MATERIAL FOR FALSE FRAME CHORDS USE STANDARD OR STUD (900F FOR MSR) MATERIAL FOR FALSE FRAME WEBS LOCATE VERTICALS AT 6'-0" O.C. MAX., OR SEE NEXT OPTION. i- IF FALSE FRAME CHORD IS THE SAME SIZE AND GRADE AS THE STRUCTURAL CHORD, THEN VERTICALS MAY BE LOCATED WITHIN + OR - 12" OF THE PANEL POINTS ALONG THE BOTTOM CHORD (EVEN IF GREATER THAN 6-0" O.C.). ;- PLACE FALSE FRAME CHORD IN -PLANE WITH THE TRUSS. !-CUT VERTICALS TO LAP BOTH THE STRUCTURAL CHORD AND THE FALSE FRAME CHORD, TO BE PLACED AT EACH END IN ADDITION TO ABOVE REQ. - JOIN VERTICALS TO ALTERNATING FACES OF THE TRUSS WITH (3)1Od OR 16d NAILS AT EACH END OF EACH VERTICAL. (i2" MIN. VERTICAL BLOCK) :- MAY USE A 12" LONG 7116" PLYWOOD (OR OSB) GUSSET AND 8d NAILS 0 3" O.C. ' AT THE FALSE FRAME HEEL JOINT IF DESIRED. ;- IF NEEDED, THE FALSE FRAME BOTTOM CHORD MAY BE SPLICED WITH A 12" LONG MIN. BLOCK SCAB, CENTERED ON THE SPLICE JOINT, ATTACHED WITH (4)10d OR 16d NAILS ON EACH SIDE OF THE SPLICE JOINT (ONE FACE ONLY). APPLY REQUIRED BRACING (SEE BELOW LEFT). j- OPTIONAL PLANT SHELF MAY BE USED (S=E PICTURE ABOVE) UP TO 24" MAX. - FALSE FRAMES MAY BE SIMILARLY APPLIED TO FLAT BOTTOM CHORD TRUSSES L(QR FLAT BOLTON 91:I913QSECTIONS OE/LTRl1S_S). ;NOTE: FALSE FRAME MEMBERS MAY BE CUT AND FIELD MODIFIED AS NEEDED ;WITHOUT THE NEED FOR REPAIR DETAILS; PROVIDED THE MODIFICATION DOES . NOT INVOLVE CUTTING OR DAMAGING STRUCTURAL MEMBERS, OR CHANGING ;LOAD CONDITIONS OR SUPPORT CONDITIONS. BRACING REQUIREMENTS MAY ,CHANGE [LASED ON THE NEW_FRA' CATIONS AFTER MODIFICATION. THIS DETAIL IS PROVIDED AS A SUGGESTED SOLUTION TO THE APPLICATION ® ®® SHMN OE{,`(. IT IS NOT INTENDED TO REPLACE OR SUPERCEDE ANY SIMILAI y m DETA L THAT MAY HAVE BEEN PROVIDED 13Y THE BUILDING DESIGNER. IT IS THE F.: SPONSIBILITY OF OTHERS TO VERIFY THE ADEQUACY OF THIS DETAIL p IN REI;": T ION TO ANY SPECIFIC PROJECT, AS TO ITS APPLICL TION AND INTEN' ®®®®®®® EJSryp APPLIED TO THIS OR ANY SIMILAR ISSUE. TRUSWAL SYSTEM_; ASSUMES NO IRESP `'4SIBILITY FOR FIELD INSPECTION OR WORKMANSHIP O.UALITY. (1f ' on.,I f .i. ti TE: 9/21199 F: FF -1 DES: C; n LO c 0 0 O N CA I c C n c O C l y n Y , I ra Q < < ^ N n Y c ^. C- x Varies / c c > x .Z. G 00iC N to suit—cnt our ou::e. RMA 15" htax •~i N r U t ) z N • t) o F` ._%' ' ,. ,CCC . • . (_F • ; . ,+` . l o c N c c = o x = X o ti< C _ 0 n to n '- ^. C- a C s •l. r U t ) z N • t) o F` ._%' ' ,. ,CCC . • . (_F • ; . ,+` . l o c N PEAK [ILA I F: 1-4 (2x4 ) 5-5 (2x61 G G 12.xltl II II MAXIMUM' 1'•U- CAVE WHIZ 6'-0" MAXIMUM BLOCKS Co) 32."o.c. Uli 2'•0" EAVL, BRACE SPACING MAXIMUM, Will 4x2 112 OR IJTR. OUTLOOKERS CU'1: IN f0 GABLE @ / 32"o.c. 2x!1 N2 MINIMUM CONTINUOUS S'ITIONGBACK BRACED TO ROOF S'I'11UC1UIlE A1' G'•O" 1v1AY.i'v',UM. STRO^1GBACIC AT:17— 2x4 STRONGBACK BRACED 4'-10' CLEASPAN. 70 MPII AT EVERY G'-0' MAXIMUM 'I'!f'ICAL 4' -I.'7" --CLEARS AN, 00 MPH CONNECT ; ION MINIMUM GRADE WORDS AND STUDS 2x4 SPUD/STANDARD. STUDS 7'D BE MAXIMUM 24"o.c. HER PLATE: 3.4 (2.x4) \ 5.5 (2.x6) 2x4 BRACE /I WALL BRACING PER BUILDING DCSIGI•IER. s. -BC SPLI(1E: 3.4 (2x11) l 2x4 CONTINUOUS HACKING 5-512x6) I CONTINUOUS BEARING WALL G-6(2xtt) __AI WITH 1Gd NAILS AT 2.4" o.c. A TO THE WALL PLATE. ' SECTION A GABLE END FRAMING CONNECTION DETAILS (MIN. NAIL IIEOUIREMENTS SIIOWN) 2x4 SOLID ULOCK,W11I-1 3.16d NAILS GABLE STUD MAXIMUM 40 PSf LIVE LOAD. ,I IFATHING TO GABLE_ EA. END AND 0d NAILS FIIOM SI IEATIIING 0d AT G" o.c. / 00 MITI WIND EXPOSi,IRf; C, 'TRUSS, 0d AT G" o.c. TO BLOCK ATO-o.c. / LESS 'N IAN 20'-U' WALL I ICIGI I'I'. • a,0'=SS:;- V 1-16d 16d AT 24" o.c. rtQ ES ^`rFL BRACING DE'IAILS /I / ! 2.-1Gd 1Gd 1 K C 1 %+" NOTCH a 32" o.c. I 1 SOLID BLOCK AT s l t Q 9?> R WITIJ 2-1 Gd TOE- 24"o.cv rL I 9 I Cn ro 9 2.x4 BRAG 2-1 Gd NAILED EA. END 2.1 Gd .1 N 0159II2 J I WITH -- 4-i d NAILS * E P. 1031/02 & J". CNl1. Ilt.AV CuDr ;:rnl uu IJAIE ODEL 2.0 U0C CONTINUOUS 2/11/99 f WARNING Read ill notes on this sheet and give a copy of it to the Erecting Contractor. IIn, rlrsipn I: l.r ... ind rndual huddutp conrpon Pot. It his bCen based on specthcalntns Am -I d by the component nan.farlthll and done, n aa'cnrrlAncn w,111 Ill. clurpnl vc. Vo.s of it 1 And ArrA Irskjo ,Innards. Ido rr<pOnShcAny ,; n'.snrnn.I Ia I—nlion.11 accuracy 1)"o—vans are In In, v&;hrd by Inn conlllorrrnl nlAnulArlpr nr .1 110, bnd'In Ip ponr to IAlrnr,Anon Inn nualLnp designnr'n.11 ascrdarn Inst the loads ulA,:rd nn it,,, dn;nlo mnnl nr era'nerl thn Inad'urp nnpnsal by I:,n Ir•r'nl bWtrh.p code It 6 asuonerl I11a1 Inc top mord q IAIn'Ae1 brae&l by the nl nr on ;hn llhmn AnJ ILP bollnn, rhnnl Is Imnnrly .11l.lehrd. unlnat nlnnMr:P ontnd 014bnq '1 n alnwn ,, .n Ialrr al ;nl`onrl nI rn nnnr,rr,.. .n,r•I,"rs nrrW Ir, .n...., "1.•• abn.r In .SII, I1,.. rnr •., .r,a n.•I Ir.. f•la• .,n .r r n,.nnm n11nA1 _ P U. Box 473 - ihousanrl Pala.,, CA92276 CtS Phone (760) 343-004E fax. (7CC 343-3637 a r `ALTERNATE- FRAMING DETAIL ARC JN0 30" ACCESS SSO AF? TYPICAL ROOF TRUSS LAYOUT v Robert S. Aicumbrac jr NO• C-10381 II` ` EN. 812001 I 24" I24"2L 4" 24" 24" L. 24' L 24" t - TRUSSES WILL SUPPORT HALF OF THE ON C_r:NTER NOTE REFER TO APPROPRIATE ENGINEERING DETAIL FOR SPACING ON EACH FACE. THEREFORE, TRUSSES SHOWN TRUSS TYPES DESIGNED FC= OVERSPACING. -' WILL SUPPORT 9- ON ONE FACE AND 15- C'J OTHER FACE RESULTING IN A NET SPACING OF 24' o^_ ADJUSTED ROOF TRUSS LAYOUT 24" 1 24' 1 18' A I i i i i i J single member common (net 24" o.c.) 30" I 18' I 24" 1 24' I A J Section A -A GENERA(. NOTES, unless othorwlso noted: I Design to support loads as shown. 2 Design assume: the top and bottom chords to be laterally braced at 2'-b" o.c. and at 12'-0- o.c. respectively. 3 2x4 Impact Mdging or lateral bracing recorn= minded whc. n shown r ♦, 4 InstaBa:;on of truss Is the responsibility of the re- spective contractor. 5 Design assumes trusses we to be used In a non- corrosive envLmnment, and we for "dry condition' of use. 6 Design assumes NII bearing at al supports shown. Shim or wedge If necessary. 7 Design assumes adeduato drainage Is provided. 8 Plates shall be located on both faces of truss, and placed so their center lines coincide with Joint center tines. 9 Digits Indleate ilia of ptate In inches. 10 For basic design values of the CornpuTrus Plate, !nd'reated by the prcM1x "C, see_I.C.B.O. R.R. 4211 11 The CompuTrus Net Section Plate Is Indicated by the prefix 'CN'. the designator (10) Micates 18 ga. Ladder Frame Between trusses %%ith 2x4 at 48' o.c. o THETRUSS BEARING ENIIANCERS 1 • /i ° 0 V `'' One size works with any number of girder plys. The TBE transfers - Y' load from the truss or girder to plates for bearing -limited conditions, ° and provides exceptional uplift capacity. Replaces nail -on scabs /a) that provide lower load transfer, or in some cases, an additional ply when needed for bearing. 0° I jW The table lists allowable loads for TBE4 used on 2x4 and TBE6 used on 2x6 top plates. The table gives the different loads calculated for TBE with and without wood bearing. MATERIAL: 18 TBE4 O gauge (TBE6 similar) ° .: I 1;; FINISH: Galvanized INSTALLATION: - Use all specified fasteners. See General Notes. n TBE U.S. Patent r must be installed in pairs. 5,109,646 v Top plate size is 2x4 for TBE4, 2x6 for TBE6. Use Canada Patent alternate installation for TBE4 and TBE6 on larger 2,044,440 plates or pre -sheathed walls. 1. Loads are for Pro TBEs only. Allowable wood bearing load maybe added as shown in the table. 2.Allevrable loads for four wood species at Fc -L for Douglas Fir -Larch = 625, Southern Pine = 565; Spruce -Pine -Fir = 425; Hem Fir = 405. 3. Uplift loads have been increased by 33% and 60% with no further increase allowed; reduce by 33% or 60`/0 for normal loading criteria such as in cantilever construction. 4.Aliowable loads are determined only by nail shear calculations or tests of the metal connectors. The attached vrood members must be designed to withstand the loads imposed by the rails. 30 5. Perpendcular to Plale loads are reduced for Alternate Installation. 6. Parallel to Plate loads are not reduced for Alternate Installation. 7. Use 107 -Tr of top plate or truss wood species. 8.Total bearing length, TEL, equals the plate v4dth plus simulated bearing length provided by tre TSE. TBE4 = 31/2" plata width; TBE6 = 5'/2". U Z U TBE Only Allowable Loads'.' TBE & Wood Bearing Allowable Loads & No, of Top Plate or Truss Total Bearing Length (TBL)1, 4, 8 Truss Plys Wood Species' Uplift' Lateral (133) _ (100) (115) (125) (133) ( 100) C TTCn) ) TBL (125) TBL (1331160) TBL' (133 & parallel perp to 160) to plate, plate' (n) [n.)160) TBE4 ON 2x4 TOP PLATE Dcu-F:r•larch 1820 20:5 2230 2230 850 400 100'3 5100 5.44 537 5.73 . 551 5.8$ 551 5.8 1 Southern Pine 1820 2095 2230 2230 850 400 1000 478 5.65 506 5.97 519 6.1 519 6.1 Spruce- Pine. Fir 1560 1735 1950 2080 850 375 1000 379 5.95 402 6.32 418 6.5 431 6.7 Ham Fir 1560 1735 1550 2080 850 375 1000 388 6.07 392 6.45 407 6.71 420 6.9 Doug -Fir -Larch 2220 2230 2230 2230 850 400 1000 878 4.68 879 4.69 879 4.6 8795 4.6 2 Southam Pine 2220 2230 2230 2230 850 400 1000 815 4.81816- 4.82 816 4.8 8165 4.8 Spruce -Pine. Fir 1920 2100 2100 2100 850 375 1000 638' 5.01 656 5.15 656 5.1 656 5.1 Hem Fir _ 1920 2100 2100 2100 850 375 1000 617 5.08 635 5.23 635 5.2 6355 5.2 Doug_Fir_La:ch 2220 2230 2230 2230 850 400 1000 1206 4.29 1207 4.29 12.07 4.2, 12-07:1 4.2 3 u'ticrn ; :t -" Spruce- Pine- Fir 2'2.20_ 2230 1920 2100 2.2.30 2100 2230 2100 850 850 400 375 10001 i 1'f `2.(I 1000L 861' I 4 s!' 4- 50 'i'i l3 _ ";'_1.1'13 879 r 6U 4. 879 - 4.3d r-- 4.6 ;_..._.-. 11'110 1.3 ' 879 Hem Fir 1920 2100 2100 2100 850 375 1000 830 4.55 8480 -4.651 848 4.6f 848b 4.6 4.6 Dou-Fir•Larch 2220 2230 2230 2230 850 400 1000 1534 4.09 1535 4.09 1535 4.0 15355 4.0 4 Southern Pine 2220 2230 2230 2230 850 400 1000; 1408 4.15 14095 4.16 1409 4.1 14095 4.1 Spruce. Pine•fir 1920 2100 2100 2100 850 375 1000 10845 4.25 1102` 4.3 112 02 4.3 1102 4.3 Hem Fir 1920 2100 2100 2100 1 850 1 375 1000 1042 4.291 1060$ 4.361 1060 4.3d 10605 4.3 TBE6 ON 2xG TOP PLATE Dou .Fir -Larch 1820 2095 2275 2425 935 300 1000 697 7.44 725 7.73 743 7.9 758b 8.0 1 Southern Pine 1820 2095 2275 2425 935 300 1000 648 7.65 675 7.97 693 8.1 7085 8.3 Spruce -Pine -Fir 1560 1795 1950 2080 935 300 965 506 7.95 5306 8.32 545 8.5 5555 8.7 Hem Fir 1560 1795 1950 2080 935 300 965 490 8.07 513 8.45 529 • 8.70 5426 8.9 Dou -Fir-Larch 2220 2555 2735 2735 935 300 1000 1253 6.681 12870 6.86 1305 6.9d 13050 6.9 2 Southern Pine 2220 2555 2735 2735 935 300 1 1000 1154 6.81 1188 7.01 1206 7.11 12066 7.1 Spruce -Pine -Fir 1920 2210 2400 2560 935 300 1 965 893 7.01 9227.23 941 7.3 957 7.51 Hem Fir 1920 2210 2400 2560 935 300 965 860 7.08 8895 7.32 908 7.48 9245 7.6 Doug -Fir -Larch 2220 2555 2735 2735 935 300 1000 1769 6.29 1802 6.41 1820 6.4 ; 1820;5- 6.4 J so !ih. rnPin-_ _ __ _2_%20 1 _ 2G5ri 7335 _. __ 27?r, 03. 5 , l 0 r, I!1! ii .:0,1 r J.3/' / ilrj4'4 V.:•U' 172' G.J'" - Spruce -Pine -Fir 1920 2210 2400 2560 935 300 r 965 1244 6.50 1273 6.66 1292 6.7 il7/Lll ti.J" 130Sb 6.8 Hem Fir 1 1920 22101 2400 2560 935 300 9651 1194 6.55 1223$ 6.71 1242 6.8 12585 6.9 Doug -Fir -Latch 2220 2555 2735 2735 935 300 1000 2284 6.09 23181 6.18 2336 6.2 23350 6.2 4 Southern Pine 2220 25551 27351 2735 935 300 10001 2086 6.151 21200 6.25,1 21380 6.31 21380 6.3 S ruce-Pine"Fir 1920 2210 24001 2560 935 300 9651 1594 6;. 2 51 16236 6.371 1642 6.44 16585 6.5 Hem Fir 1920 2210 2400-1 2560 935 1 inn I Q -r- i 'I F9R a oo , zs-,_4 .., 1. Loads are for Pro TBEs only. Allowable wood bearing load maybe added as shown in the table. 2.Allevrable loads for four wood species at Fc -L for Douglas Fir -Larch = 625, Southern Pine = 565; Spruce -Pine -Fir = 425; Hem Fir = 405. 3. Uplift loads have been increased by 33% and 60% with no further increase allowed; reduce by 33% or 60`/0 for normal loading criteria such as in cantilever construction. 4.Aliowable loads are determined only by nail shear calculations or tests of the metal connectors. The attached vrood members must be designed to withstand the loads imposed by the rails. 30 5. Perpendcular to Plale loads are reduced for Alternate Installation. 6. Parallel to Plate loads are not reduced for Alternate Installation. 7. Use 107 -Tr of top plate or truss wood species. 8.Total bearing length, TEL, equals the plate v4dth plus simulated bearing length provided by tre TSE. TBE4 = 31/2" plata width; TBE6 = 5'/2". U Z U TBETRUSS ENHANCERSING TBE FASTENER SCHEDULE Model No. Truss Plys i Fasleners per each TBE Rafter Plate TBE4II 1 10.10dx1',,, I 10-10dx1',Z F, Fz Fr 2 or more 10-10d 10-10d TBE6 ( 1 10-10dx1'/ 10-10dx1',z 1 1'/:x23/, 2 or more I 10-10d 10-10d r, TBE6 Installed on Double 2x8 Top Plate 3Es Installed with F girder truss See opposite page for table footnotes. 5T&/CVRODS TRUSS For alignment control between a roof truss and nonbearing walls; the 11/2" slot permits vertical truss chord movement when loads are applied. MATERIAL: STC, STCT, DTC -18 gauge; DS -20 gauge FINISH: Galvanized INSTALLATION: a Use all specified fasteners; see General Notes. e Use STC or DTC depending on required loads. STC, installed with Drywall Stop (DS), helps prevent fasteners tearing through the ceiling sheetrock (see illustration). . o Use STCT where truss or rafter is separated from the top plate of the nonbearing wall. ■ Install slot nails in the middle of the slot. CODES: BOCA, ICBO, SBCCI No. NER-413 (DS). tdodel Alternate Installation Allowable Loads'.. Model No. Doug -Fir -Larch/ So. Pine Spruce -Pine -Fir No. (133/160) (1331160) Vertical Leg F, Fz Fr Fz TBE4 113 E=i] 300 1000.1 260 860 See opposite page for table footnotes. 5T&/CVRODS TRUSS For alignment control between a roof truss and nonbearing walls; the 11/2" slot permits vertical truss chord movement when loads are applied. MATERIAL: STC, STCT, DTC -18 gauge; DS -20 gauge FINISH: Galvanized INSTALLATION: a Use all specified fasteners; see General Notes. e Use STC or DTC depending on required loads. STC, installed with Drywall Stop (DS), helps prevent fasteners tearing through the ceiling sheetrock (see illustration). . o Use STCT where truss or rafter is separated from the top plate of the nonbearing wall. ■ Install slot nails in the middle of the slot. CODES: BOCA, ICBO, SBCCI No. NER-413 (DS). tdodel Dimensions Fasteners Allowable Loads' (133 & 160) No. Plate Base Vertical Leg Base Slot Without Gap = F, Fz With '/," Gap' F3 F2 STC 11/4x11/, 1'/:x23/, _ 2-8d 1-8d 85 50 335 35 STCT 1'A<x13/, 1'/,x4'/, 2-8d 1-8d — — — — DTC 2'/2x17/,, 2'/,',23/4 4-8d 2-8d 125 210 85 135 1. Loads may not be increased for 3. Installed with maximum Y," space betvreen short-term loading. rafter or truss and top plate under 2. Truss or rafter must be bearing ;KITH ?4" GAP: Where loads are not on top plate to achieve the allowable loads under'WITHOUT GAP.' required, space is not limited to Y,". s DTC STC Typical STC Installation with DS STCT 0 0 v DS 9 rn n m r z m O C: rn V" 31 TRUSWAL SYSTEMS 4445 N RRTHPARK DRIVE, SUITE 200 COLORADO SPRINGS, CO 80907 (800) 322-4045 FAX:(719) 598-8463 919199 Users of Truswal engineering: The TrusPlus,`l engineering software wi!I correctly design the location requirements for permanent continuous lateral bracing (Cl -B) on members for which it is required to reduce buckling length. Sealed engineering drawings from Trus ,val .gill s` cv/ the -equ - _ . . i I G.:;I i ; ni ii I il. r ul d upi l'O.UI I"iC:iC iULi li(JI iA iil X11 caCG i for each mmher bre cinc(. In genercll, this bracing is dons I) j' :1tt iclinCj a 2x member (top or bottom edge of member) running perpendicular to the trusses and adequately designed, connected and braced to the building per the building designer (See ANSI/TPI current version). The following are other options (when perp. bracing is not possible or desirable) that will also satisfy bracing needs for individual members (not building system bracing): 1. A 1x or 2x structurally graded "T' brace by be nailed flat to the edge of the member with 10d common or box nails at 8:' o.c. if only one brace is required, or may be nailed to both edges of the member if two braces are required. The "T" brace must extend a minimum of 90% of the member's i9ngth. 2. A scab (add-on) of the same size and structural grade as the member may [)e mailed io one .farce of themember with -1 Od caninhon or *box nails at 8:' o.c. if only one brace is required, or may be nailed to both faces of the member if two braces are required. A minimum of 2x6 scabs are required for any member exceeding 14'-0" in .length. Scab(s) must extend a minimum of 90% of the members length. 3. Any member requiring more than two braces must use perpendicular bracing or a combination of scabs and "T" braces, but must be, analyzed on a case-by-case basis. EXAMPLES 00%I Please contact a Truswal engineer if there are any questions P rNcu Frac . Cl -s.5 zlvrnh :caracc new.ic? DO NOT STANDARD BOT CI`v CHORD FALSE_ FRAME DETAILS l'I'IIS DETAIL APPLIES 70 ANY PITCH, ANY SPAN, ANY 70P CHORD LOADING AND ANY TRUSS WEB CONFIGURATION FOR 24" O.C. MAX. SPACING AND 10 PSF MAX. CEILING LOAD., WITH THE EXCEPTIONS NOTED ON THIS SHEET. DO NOT USE THIS DETAIL FOR: 1. STRUCTURAL BEARINGS UNDER THE FALSE FRAME (NOT PARTITIONS). I Locxv_:-:T. 2• INTERIOR BEARINGS AT ANY LOCATION ON THE TRUSS. 3. LOADS IN EXCESS OF 10 PSF CONNECTED TO THE FALSE FRAME. 4. DRAG LOADS CONNECTED TO THE FALSE FRAME. I' 5. TOP CHORD APPLIED FALSE FRAMES. G. LUMBER GRADES LESS THAN SPECIFIED ON THIS DETAIL. 7. VERTICALS SPACED APART MORE THAN PANEL POINTS (IF > 6-0"). 4 PARTITIOWNALL 3. FALSE FRAMES ON CANTILEVER SECTIONS OF A TRUSS. SUPPORItTYP) SHOP APPLIED I FIELD APPLIED - SPECIFIC TRUSS DESIGN IS SEPARr•TE FROM THIS DETAIL USE 112 OR BETTER (145OF FOR MSR) MA:-ERML FOR FALSE FRAME CHORDS USE STANDARD OR STUD (900F FOR. °S^:) MATERIAL FOR FALSE FRAME WEBS - LOCATE VERTICALS AT 0-0" O.C. MAX., OR SEE NEXT OPTION. - IF FALSE FRAME CHORD IS THE SA ::E Sli E AND GRADE AS THE STRUCTURAL. CHORD, THEN VERTICALS MAY BE LOCA.' -=D WITHIN + OR - 12" OF THE PANEL POINTS ALONG THE BOTTOM CHORD (E'%=N IF GREATER THAN 6'-0" O.C.). - USE A TRUSWAL 20 GUAGE 2.5-3 MIN.PLATE PLATE AT THE HEEL CONNECTION. USE TRUSWAL 20 GUAGE 1.5-3 MIN.=:lt_-S AT EACH END OF EACH VERTICAL. WEB. ALL PLATES ARE REQUIRED ON 30TH FACES OF EACH JOINT. - IF NEEDED, A 2X4 FALSE FRAME BO_7- ;, CHORD MAY BE -SPLICED WITH A TRUSWAL 20 GUAGE 3-4 MIN. PLATE AT =.,-qY CONVENIENT LOCATION, OR A TRUSWAL 20 GUAGE 5-5 MIN. PLATE AT ;-`.NY VERTICAL (JOINT SPLICE). 'APPLY REQUIRED BRACING (SEE BFLOV: ). OPTIONAL PLANT SHELF MAY BE U,"ED (c.EE PICTURE ABOVE) UP TO 24" MAX. - FALSE FRAMES MAY BE SIMILARLY , ,P?L: cD TO FUS T BOTTOM CHORD TRUSSES `(Ojj FLAT BOTTOM Cjj9 S[CJJO %q O- A TRUSS). "LATERAL GRACING IS NORMALLY RELIU: IED ON THE STRUCTURAL BOTTOM CHORD OF THE ORIGINAL TRUSS. SINCE ;.ZANY FACTORS AFFECT THE NUMBER 01= REQUIRED BRACES, SUCH AS LUMBI_R S:f.E AND GRADE, WIND LOADS, BEARING LOCATIONS, ETC. IT 15 NOT POSSIBL= TO DEVELOP A STANDARD FOR BRACING, EXCEPT TO SAY THAT !N NO CASE M.A T !E BRACING EXCEED 10'-0" O.C. FOR A SINGLE -PLY TRUST, BOTTOM CHORC. RE -ER TO SPECIFIC TRUSS DESIGNS TO DETERMINE THE REQUIRED BRACING FC THE STRUCTURAL BOTTOM CHORD (MAY BE INDICATED AS BOTTOM CHORD PURLIN SPACING). BRACING SHOULD ALSO BE APPLIED TO THE FALSE FFUV IE CHORD AT 10%0" O.C. 1F THERE IS NO SHEATHING MATERIAL APPLIED DIRECTL`' TO THE FALSE FRAME CHORD. BRACING MATERIALS AND THEIR CONNECTIONS ARE THE SOLE RESPONSIBILITY OF THE BUILDING DESIGNER PER THE L ,TE.`. T VERSION OF ANSUTPI. I- 6HEGIFIC TRUSS DESIGN IS SEPARATE FROM THIS DETAIL - USE 112 OR BETTER (1450F FOR MSR) MATERIAL FOR FALSE FRAME CHORDS - USE STANDARD OR STUD (90OF FOR MSR) MATERIAL FOR FALSE FRAME WEBS ;- LOCATE VERTICALS AT 6-0" O.C. MAX., OR SEE NEXT OPTION. IF FALSE FRAME CHORD IS THE SAME SIZE AND GRADE AS THE STRUCTURAL CHORD, THEN VERTICALS MAY BE LOCATED WITHIN + OR - 12" OF THE PANEL POINTS ALONG THE BOTTOM CHORD (EVEN IF GREATER THAN G-0" O.C.). PLACE FALSE FRAME CHORD IN -PLANE WITH THE TRUSS. i- CUT VERTICALS TO LAP BOTH THE STRUCTURAL CHORD AND THE FALSE FRAME CHORD, TO BE PLACED AT EACH END IN ADDITION TO ABOVE REQ. JOIN VERTICALS TO ALTERNATING FACES OF THE TRUSS WITH (3)10d OR 16d NAILS AT EACH END OF EACH VERTICAL. (12" MIN. VERTICAL BLOCK) - MA`( USE A 12" LONG 7116" PLYWOOD (OR OSB) GUSSET AND Bd NAILS 0 3" O.C. AT THE FALSE FRAME HEEL JOINT IF DESIRED. - IF NEEDED, THE FALSE FRAME BOTTOM CHORD MAY BE SPLICED WITH A 12" I LONG MIN. BLOCK SCAB, CENTERED ON THE SPLICE JOINT, A17ACFIED WITH (4)10d Of: 1 Gd NAILS ON EACH SIDE OF THE SPLICE JOINT (ONE FACE ONLY). i' APPLY REQUIRED BRACING (SEE BELOW LEFT). OPTIO14AL PLANT SHELF MAY BE USED (SEE PICTURE ABOVE) UP TO 24" MAX. I- FALSE FRAMES MAY BE SIMILARLY APPLIED TO FLAT BOTTOM CHORD TRUSSES _(c)L_EI_Y )19J'_T9NLCFIO[j SECTIONS OE/LTF2USS). ;NOTE: FALSE FRAME MEMBERS MAY B.E CUT AND FIELD MODIFIED AS NEEDED IWITI_IOUT TffE NEED FOR REPAIR DETAILS, PROVIDED THE MODIFICATION DOES INOT INVOLVE CUTTING OR DAMAGING STRUCTURAL MEMBERS, OR CHANGING LOAD CONDITIONS OR SUPPORT CONDITIONS. BRACING REQUIREMENTS MAY CHANGE BASED ON TI.- E NCATIQNS AFTER MODIFICATION. I T HiS DETAIL IS PROVIDED AS A SUGGESTED SOLUTION TOTH APPLICATION ® 1 3HC1NN PhIL (. IT IS NOT INTENDED TO REPLACE OR SUPERCEOE ANY SIMILAR TRUSMSM IDE AIL THAT MAY HAVE BEEN PROVIDED BY THE BUILDING CESIONER. IT IS LTH= RESPONSIBILITY OF OTHERS TO VERIFY THE ADEQUA. Y OF THIS DETAIL i:N ;..SLATION TO ANY SPECIFIC PROJECT, AS TO ITS APPLiC AT!ON AND INTENT ®®®®® ' `rE PA S jA??:.IED TO THIS OR ANY SIMILAR ISSUE. TRUSWAL SYSTEMS ASSUTAES NO iRE_?ONSISILITY FOR FIELD INSPECTION OR WORI(MANSF-::? QUALITY. RubP. ns k! I brdc NO' I.. PPP .: . 3Fi I DATE: 9/21199 f1 !`..AI. \' I REF: FF -1 i %F 1 nr_c- N'Fi'1'F:;- Vcnt ltluckn Wray be umitteJ _ where no Vent is requirrJ. (, a o • I T i Varien to suit vent or o,Itlonkcr Culoul for 2xi tall flit Alternate Sufd CUlurVctiOIt w111% sl:,;)I(:.; \1 ,p. Shid C.olU7eCtioll l.r Crown '• 1/4"long \ 5/1 - T -JI Or equal r 12 I\ 2 varies D! tj-- 1 Cuitout fur 2xt Inl(1 tint (Sf,aeing per huilJinl; rlxnf. ' (5)tacink per uuiidm jTi7m ) 1 7) V_ )xt Willi 6"o. C. (byb i! 1rr) 2-IGJ nails "OF( STUD't U'PUU'['S "ON STUU"CUTOUTS DETAILS :'C?ii 7. x t OU'1'I.00ICEItS DESIC:N f.: k CAIILE END Tit USS ? CA11LL END T)tU_SS M Ess' yc ;r xp.1?.;35x02 isoitis;ps' rN L r to CABLE END 1311ACING FBc 110. Cablr. lint Trul. •:^ crr•KCIa,.n r \ Dikle: 12/4/70 _ w. err. T1: n. ..i.lAltw.f. ...n +.•r.r- .,_ ..,.:.a..w N'Fi'1'F:;- Vcnt ltluckn Wray be umitteJ _ where no Vent is requirrJ. (, a o • I T i Varien to suit vent or o,Itlonkcr Culoul for 2xi tall flit Alternate Sufd CUlurVctiOIt w111% sl:,;)I(:.; \1 ,p. Shid C.olU7eCtioll l.r Crown '• 1/4"long \ 5/1 - T -JI Or equal r 12 I\ 2 varies D! tj-- 1 Cuitout fur 2xt Inl(1 tint (Sf,aeing per huilJinl; rlxnf. ' (5)tacink per uuiidm jTi7m ) 1 7) V_ )xt Willi 6"o. C. (byb i! 1rr) 2-IGJ nails "OF( STUD't U'PUU'['S "ON STUU"CUTOUTS DETAILS :'C?ii 7. x t OU'1'I.00ICEItS DESIC:N f.: k CAIILE END Tit USS ? CA11LL END T)tU_SS M Ess' yc ;r xp.1?.;35x02 isoitis;ps' rN L r to CABLE END 1311ACING FBc 110. Cablr. lint Trul. •:^ crr•KCIa,.n \ Dikle: 12/4/70 _ w. err. T1: n. ..i.lAltw.f. ...n +.•r.r- .,_ ..,.:.a..w winn.o:n..r.o .a.v.... Rr,.y:JIJCi.i.ly: ai nI .aho.r...r_nVl:l.o..wu MM,.Ir••.,,b••o , w. .w..-..`.a TRU 'W AL r.wn...n,..n..t•.••r-.,...:...:t-n..n-l.r.crwv...o ,.. r.a :•... .« . .,...:w..forn 1/11 NPCft WIYRAr(MM.ti --- , ••........ _.. ...., Iw• ... a r..ln .,.e rr w...•.•..,, r .n. ro• . f r •...x... -a .., o•• -.... o. 'ro ROtV E L 'r> v.r a.q..w1 •« IC 2 O. An. r nr _ nA ANAMOM DCTROIT ATLANTA PEAK PLAI1.: 3.4 (2x•1) 5-5 (2x G) G G (2x111 0C SPLICE: 3-4 (2x4.1 [;.s (2xGl G•G (2x{1) ^ MAXIMUM 40 IISI' LIVE LOAD. 00 MPI I WINO CXI'OSllitl; C, LESS -11 IAN 20'-0" WALL I IEIGI 1I- fc• OF=SS:GNa c Q l ((l r• N 0 15982 M * E p. 12/31 /02 k UUI:L 20 I 1.5-3, ;!PICAL ION 131IACING I)I:IA!LS MAXIMUM 1'-0" EAVE WI-iII G%0" MAXIMUM BLOCKS 61) 32"o.r.. Oil 2'-U' CAVE, DRACE SPACING MAXIMUM, WI 111 4x2 M2 Oil fll'R. OUTLOOKEBS CUT IN rO GABLE 32.'o.c. 2.x4 ry7. Ml1CON11NUOUS 51fUNGIACK BItACFD TO ROOF STRUCTURE AT G' -O" MAX..M.UM. STRONGBACK AT: 2x4 STRONGBACK BRACED 4'-1 CLEASPAN, 70 Mill AT EVCRY G'-0' MAXIMUM /4'-i.,'CLEARSPAN, 00 MPH MI" IMUfvf GRADE CHORDS AND STUDS 7.x4 S1UD/STANDARD. STUDS TO BE MAXIMUM 24"o.r.. IIEEL PLATE: 3.4 (2.x4) G -G (2xG) ___I [ ( G -G (2x11) CON•rINUOU:i BEAMING WALT. GAf1LE ENO rRAfAING CONNECTION DGTA:LS !MIN. NAIL RC•OUiREMENTS SHOWN) i; !' 2xri SOLID BLOC:; FVIlI•I 3.1Gd NAILS, i! SI II:ATHING TO GABLE EA. END AND fid :,,,AILS FIIOM 511EAT)IING Gd AT G" O.C. i' TfIU MS, (Id AT G" a.r. I'D BLOCK AT G"C.C. i' it / 1 '/," NOTCI I e 37.' o.c. SOLID BLOCK ! WITH 2-16d TOC- i 2.1 Gd NAILED EA. CND 2x4 RRA::E WITH 4-1 r_,, NAILS CUI Hi ;•I'Atjl'1G UBC CUP'! IId 10;,15 x4 unACE- WALL BRACING PER BUILDIN _DCSIGr1CR. 1 2x4 CONTINUOUS BACKING WITH 1 Gd NAILS AT 2.4' o.c. TO THE WALL PLATE. SECTION A GABLE STUD 1.1 Gd 2--1 Gd, i '2.1 Gd I Gd AT 24' o.c. 1 Gd 1 AT 24' o, c. L •. IJAI11 j WAnNING ncad a1! ;oirs on Ihl: sihcrl and give a copy of if Io flto F.recling Contractor. 2111/99 Int In Inrtrvulual 00d"'o cnrupnnrn!. q lu; !w. 1,.l d nn yprC h<nugnt nrnvaleti 6r Il+r rfln•pnnenl manut—furl, and done in arrnrdan[n wall Itw [urtrnl vrtvout nl Irl and ArrA drs;an slanrlaws. DIO trS(Mn; pAdr rt a:aunM IM Ifunrntfonal accuracy vols-srnns ale r-+ In lin vrullyd b7 I'll rm1 y+mlrnl manuh,:lut rt and/nr buudmq d.•Syny print In talrnrahnn Ibr Ou+4Nt) drsict—, span a:cntaul Inal the loads T ( p 7 rlr ]••(/, [± r uld ; rrI nn llv: rtn ;nlr+ rnl nt rrtr•rvl Ilan Inntrn+o nnlrnard ler Inn Intal l+uadu+tl co -Ir 11 it ata 11.11..1 llr;rl Il.r Inp chord •f 1,11..111, n•acrrl or Inn .FI •y" '. 11.: `r ..- 'l ;;r,l r r 111111. ral..i ......nl ll+r Irnlfnrn rl,nril I; I.il nr. lly :rr. 11.1 t+v .l r rl,•1 :I+r an .n l .11.11....+1 .l.. r. llr all.u'r+••rl nn .•as nlnnnnrtn 11111 n•I Oratrno. S'''` • ' `_::' P-0.1""..'473 Thousand Palms. ^A 92276 Phone (760) 343-0042 fax (7 '343-3637 p.' ALTERNATE FRAMING DGA" A?OUNO 30' ACCESS f' h TYPICAL Roof• TRUSS Uvc.,,T Ro AQCy/TC P. Rob S, t- Alcumbrac ..NO. C-10381- EN. -10381EN. 8/2001 CA . ',j 24' L "'- 2t- t 24- ( :4- 4. 24- 24• TRUSSES WILL SUPPORT HALF OF 7-'.E ON ';ENTER NOTE: REFER TO APPROPRIAT'c ENGINEERING DETAIL FOR ISPACING ON EACH FACE. THEREFOi'E, TRUSSES SHOWN TRUSS TYPES DESIGNED E-Oi OVERSPACING. N -' WILL SUPPORT 7 ON ONE FACE ANC 1-' ON OTHER FACE RESULTING IN A NET SPACING OF 2t' x ri ADJUST[0 ROOF TRUSS LAYOUT A single rnnnhber common (not 24' o.c.) .24' L 24' ( .F.' •70' 11r [ 24' 2-V r_ A I Section A -A UL'NL'IWL NU I LJ, uniess Otherwise noted: 1 Design to support bads as shown. 2 Design assume: the top and bottom chords to he latoraly txvccd at 2'-0' o.c, and at 12'-0' o.c. raspecWay. 2x4 Impact brldging or lateral bracing recom- mended" a shown +.a_ 4 Instafla:'ren of bliss Is the responslWity of the re- spective contractor. 5 Design assumes trusses we to be used In a non- cOrmsive envi orvnent, and are for 'dry condition' of use. G Design assumes full baaring at AX supports shown. Shim or wedge If necessary. 7 Design assumes adequala draInoge is provided. 8 Plales shalt be located on both faces of Uva, and placed so thatr center Ilnes coincide with. Joint center lines. 1) Dighs Indlcale site of plate In Inches. 110 For basic design values of the CompuTrus Plata, lndicatod by the prefix -C, see I.C.D.O. R.R. 4211 11 The CompuTrus Net Section PI21a Is Indicated by the prrfix'CN', the designator (18) Indicates 18 ga. Ladder Frame Between trusses with 2x4 at 48' ox, ! • `24' TRUSS BEARING • . y TBE ENHANCERS -' o ° ° One size works v:lth any nu-ber cf girder plys. The TEE transfers 1 load fronn the truss or girdar to plates for bearing -i nli!ed conditions, ° '' , and provides exceptional uplift capacity. Replaces ria;! -on scabs ` t; -let provide IOY:er Icad transfer, or In some cases, an additional ply v, ,,.n needed for bearing. ° The table lists =i•.o::=bla loads ',:)r TBE4 used on 2x4 and TBE6 used on 2x6 top plates. The tab!e gives the di fferent loads calcuated for TBE 0 v;ith and :':iinouiviCGd cearng. TBE4 i MATERIAL: 18 gauge (TBE6 similar) oo' FINISH: Galvanized INSTALLATION: • Use ail specie -ed fas!c:nars. See General Notes. !J. S. F::i :l U TBE nurst t;e instal!od in pairs. )! Si7.•] 1 f, i T E ;. 2:•;ri for ri. i , !.Js:: Can ---da Patent aiternate installation for TBE4 and rBE6 on larger 2,04.1,440 planes or pre -sheathed :calls. No. of TBE Only Allowable Loads '•' TBE &flood Bearing Alto,. -.-able Loads & Truss Top Plate or Truss Total Bearing Length (TBL) 1, 4,8 Uplift' Lateral (133) Plys 1`Jood Species' (100) (115) (125) (133) (100) I TBL (rr.) (115) TBL (in.) (125) TBL (n.) I (133!160) TS (133 & I parallel I perp to - 160) to plate` plates Gn•) TBE4 ON 2x4 TOP PLATE . - C,ue•F:r->..n 1820 20C- 22301 2230 8501 400 1GO'), 51Gri 5.4; 537 5.731 551Q 5.88 551 5.8 1 So! ;hern Pine 1820 2095 2230 2230 850 400 1000 4781 5.65 5G6tj 5.97 5195 6.131 519 6.1 Spruce -Fir:? -Fir_ 1560 17951 1950 2080 850 375 1000 3790 5.95 402$ 6.321 4186. 6.5e 43117 6.7 Hen Fir 1560 1795 1 !9501 20801 850 375 1000 3885 6.07 392 6.45 407 6.711 4205 6.9 Dau^•Fr•La:ch 2.220 2230 1 22301 2230850 400 ( 1000 8785 4.68 879 4.69 8795 4.6 8795 4.6 2 Southr:n F:e 2220 2230 22301 22'30 850 400 1000 8151 4.81 8165 4.82 816 4.822 8165 4.8 Sa:uc?-F:rr•Fir Hem Fir 1920 2100 2100 2100 1920 21 CO 2100 7.100 850 550 375 375 1000 1000 6331 617, 5.01 6564, 635. 5.15 5.23 656$ 635 5.11 j 6565 5.1 r w. _ L..rr.r__ _ ?.220 J_230 2'!_30 2'T_3U 5501 400 1001) __5.08 - 12Uir i.29I 5.2 1207--. 2 6355 5.2 1207 1.2. 3 u:rFc? V' = -- -- -- - E 2.2_20 22'30_ )23_0_! 2230 _S501G0- 1OCO_I112O _'12f?3;i_•t29 37 1,11 4.33. 1113 1.3fj ---' 11130 -- -- i 4.3 S ;uce•Finr-Fir 1920 21 CO 2100 2100 850 375 10001 1 8617 4 .50 -87 879 - 4.60 - 879 -T 4.6 -- Hem Fir 1920 2100 1 2100 2100! 850 375 1000 830 4.55 848 4.651 848 4.6 8485 4.6 Dour -Fir -Larch 2220 1 2230 i 22301 2230 850 400 1000 15341 4.09 15355 4.091 1535 4.00 15355 4.0 4 Sou!h?,n Fire 2220 2230 1 -22301 2230 850400_ 1000 14081 4.15 1409] 4.16 1429 4.1 14095 4.1 S .-uce-Pi.=--Fir 1920 2100 2100 2100 850 375 i0G0i 10841 4.25 1102$ 4.321 11023 4.311025 4.3 Hen Fir 1920 2100 21001 21001 850 1 375 1 10001 10421 4.291 1060$ 4.361 10605 4.30 10605 4.3 TBE6 ON 26 TOP PLATE Dot -Fir-La.*th 1820 2095 2275 2425 935 300 1000 697 7.44 725 7.73 743 7.9 758 8.0 1 Southam Pira 1820 2095 2275 2425 935 300 1000 6480 7.65 675 7.97 693 8.18 7085 8.3 S^.-uPine-Fir 1560 1795 1950 1 2080 935 1 300 965 5061 7.95 530 8.32 545 8.5 558 8.7 Hem Fir 1560 1795 1950 2080 935 300 965 490 8.071 513 8.45 529 8.7Q 542 8.9 Doug -Fir -Larch Southern Pine 2220 2555 2735 2735 2220 2555 935 300 1000 12535 6.69 12870 6.86 1305 6.95 13050 6.9 2 2735 2735 935 300 1000 1154 6.81 11886. 7.01 1206 7.11 2`060 7.1 S race -Pine -Fir 1920 2210 2400 2560 935 300 965 893 7.01 922 7.23 941 7.3 -1 957 7.5 Hen fir 1920 _2210 240_0 _2_560 -27351 935 30_0 965 5605' 7.08 889 7.37. 908, 7.4 924, 7.61 Dou •Fir-La;ch 2220 2555 2735 935 300 1000 1769 6.29 180 6.41 1820 6.47 18205 6.4 3 Sou!, Em Pine 2220 2555 1 27351 2735 935 300 1000 16201 6.37 1654 6.50 1672 6.50 16720 6.5 Spruce -Pine -Fir 1920 1 2210 24001 2560 935 300 965 1244 6.50 1273 6.66 1292 6.7 13080 6.8 Hem Fir 1920 1 2210 24001 2560 935 300 955 11941 6.55 1223$ 6.71 1242 6.8 12585 6.9 Dou^-Fir•Lr:ch 2220 1 2555 27351 2735 935 300 1000 2284 6.09 2318 6.18 2336 6.2 23360 6.2 4 Sothern Pin? 2220 2555 2735 2735 1 935 1 300 10001 2086 6.15 2120 6.25 2133 6.31 21380 6.3 S-1`uce-Pr.e•F,r 1920 1 2210 1 24001 2560 935 300 965 15944 6.251 1623" 6.37 1642 6.44 16585 6.5 HEmFi.- 1920 1 221[) 2Lnnl );an oz I nnn I n_el ^a . --- i_ :,.,.,y ..,.I.,orua 0.44 IJyL? O.O 1 -Loa ds are for t::o T:3Es only. A!lor:able wood barring toad nay be added 5.Perperd:cular to Ptr!e Io3ds are .-educed for Alternate Ins!2llation. 2s shot:❑ in the 2 6. Parallel to Plate loads a.- e not reduced for kernate Installation. . AI!o;:able loads for `aur .cod species at Fc -L for Douglas Fir -Larch = 625, 7. Use Icw-r of t•?p pta!e or truss Brood species. Southern Pine = 565; Spruce -Pine -Fir = 425; Hein Fir = 405. 8.Total bearing length, T 6L, equals the plate v;:dih plus simulated bearing length 3. Upl;S loads ha -.-e been increased by 33% and 60%vrith no further increase provided by l.- !;a TBE. TEE4 = 3'. =" p!r;e ti:^dih;TBE6 = 5:2 allowed; reduce by 33% or 60`/, for normal loading criteria such as in can!7ever coastructiwn: 4.Allea•2ble loads are de!3rnined only by nail shear calculations or tests of the net21 ccrn?ciors. The attached wood members must be designed to v;i!hstnd the loads imposed by the nails. 30 U Z r G 0 0 U u 0 Z 0 c w Z 0 N C S t w T U r: U n U TBETRUSS ENHAN ERSTNG TBE FASTENER SCHEDULE I,ledel ! Fasteners per each TSE Fasteners Truss Plys Plate Base i No.Rafter Slot I Plata TSc4 1 10.10dx11,} I 10--10dxi',2 I 1-8d 2 or more 10-10d 10-10d I1'./,x13/a 1 I 10_10.j,.-,, !2 I 10- TBc3 '2 or more 10-10d 10-10d TBE6Installed on Double 2x8 Top Plate IF 3Es installed with: girder truss.- allation Allowable Loads 5.1 -d Spruce -Pine -Fir (133/160) 2 I F, F2 I 00 260 860 _ - r-----..-- - -' -- ---- See opposae pay -2 fir labte fooincaas. e0%/ T a C,SC;°PS TRUSS Fcr alignment control between a roof truss and nonbearing wal!s; the 1112" slot permits vertical truss chord movement when loads are applied. MATERIAL: STC, STCT, DTC -18 gauge; DS -20 gauge FINISH: Galvanized INSTALLATION: ■ Use all specified fasteners; sea General Notes. ■ Use STC or DTC depending on required loads. STC, instal!ed with Drywall Stop (DS), helps prevent fasteners tearing through the ceiling sheetrock (see illustration). Use STCT where truss or rafter is separated from the top plate of the nonbearing waT ■ Install slot nails in the middle or the slot. CODES: BOCA, ICBG, SBCCI No. NER-413 (DS). IAodel No. Dimensions Fasteners Allowable Loads 1(133 & 160) Plate Base Vertical Leg Base Slot U houlGap= With'/,"Gap,o Fj I Ft Fj F2 STC 1'/,x12/, 11, -xV/, 2-8d 1-8d 85 50 35 35 STCT I1'./,x13/a 1'/,x4,', 2-8d 1-8d DTC 121/2x12/8 21/2x23/: 4-8d 2-8d 125 2 i0 85 135 1. Loads may not be increased for 3. installed with maxim= Y,' space between short-term loading, rafter or Less and top plate under 2.Truss or rater must be bearing "WITH'/,' GAP: 14here loads are not on top plate to achieve the allo"vable required, space is not lirited to 1/,". loads under 11JITHOUT GAP.* DTC STC .. I 0 Typical STC Installation with DS y DS 0 In r - D Z n1 0