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SFD (04-7691)78110 Masters Cir 04-7691 Tihf 4 4 a" P.O. Box 1504 78-495 CALLE TAMPICO LA QUINTA, CALIFORNIA 92253 BUILDING PERMIT BUILDING & SAFETY DEPARTMENT (760),777-7012 FAX (760) 777-7011 INSPECTION REQUESTS (760) 777-7153 Application Number . . . . . 04...00.007691 Date 2/10/05 Property Address . . . . 781.10 MASTERS CIR APN: 770-350-004- - - Application description . . . DWELLING.- SINGLE FAMILY DETACHED ` Property Zoning . . . . . LOW DENSITY RESIDENTIAL Application valuation . . . . 418823 ; Owner Contractor ------------------------ ------------------------ ------------------------ JACK JACK & SALLY DANFORTH CAL TECH DEVELOPMENT CORP , .100N. BROADWAY 7- TH FLOOR 78150 CALLE TAMPICO STE 205A ST LOUIS MO 63101 LA QUINTA CA 92.253 WCC: EXEMPT WC: EXEMPT 08/31/05 CSLB: 683969 08/31/06 CCC: B ------ Structure Information 4790 SQ. FT. SFD ----- Construction Type TYPE V - NON RATED Occupancy Type . . . . . . DWELLG/LODGING/CONG <=10 Flood Zone . . . . . . . NON -AO FLOOD ZONE Other struct info.. ODE EDITION 2001 CBC D p BEDROOMS IRE SPRINKLERS NO 3.00-- FEB 18 2005 ARAGE SQ FTG 843.00 ATIO SQ FTG 1148.00 BER OF UNITS' n 1.00 CITY OF LA QUINTA FINANCE DEPT. ST FLOOR SQUARE FOOTAGE 4790.00 Permit . . . . . . BUILDING PERMIT Additional desc d Permit Fee . . . . 1756.00 Plan Check Fee 1141.40 Issue Date- Valuation . . . 418823 Qty Unit Charge Per Extension BASE FEE 639.50 319.00 3.5000 THOU ------------------------------------------ BLDG 100,001-500,000 = 1116.50 Permit . . . . . . ELEC-NEW --------------------------------- RESIDENTIAL Additional desc Permit Fee 214.51 Plan Check Fee 53.63 Issue Date . . . . Valuation 0 Qty Unit Charge Per Extension BASE FEE 15.00 4790.00 .0350 ELEC NEW RES - 1 OR 2 FAMILY 167.65 843.00 .0200 ELEC GARAGE OR NON -.RESIDENTIAL 16.86 1.00 15.0000 EA ELEC-TEMPORARY POWER POLE 15.00 P.O. BOX 1504 Toed 78-495 CALLE TAMPICO LA QUINTA, CALIFORNIA 92253 BUILDING & SAFETY DEPARTMENT Application Number: Applicant: f Applicant's Mailin4-A-ddress: Architect or Engineer: #pol. VOICE (760) 777-7012' FAX (760) 777-7011 INSPECTIONS (760) 777-7153 Date: Z— /%- Architect or Engineer's Address: Lic. No.: BUILDING PERMIT DECLARATIONS LICENSED CONTRACTOR'S DECLARATION I hereby affirm under penalty of perjury that I am licensed under provisions of Chapter 9 (commencing with Section 7000) of Division 3 of the Business and Professionals Code, and my Lice is in full force and effect. _ I , (� O License Class - License No. - 1 Contra ctor OWNER -BUILDER DECLARATION I hereby affirm under penalty of perjury that I am exempt from the Contractors' State License Law for the following reason (Sec. 7031.5, Business and Professions Code: Any city or county that requires a permit to construct, alter, improve, demolish, or repair any structure, prior to its issuance, also requires the applicant for the permit to file a signed statement that he or she is licensed pursuant to the provisions of the Contractors' State License Law (Chapter 9 (commencing with Section 7000) of Division 3 of the Business and Professions Code) or.that he or she is exempt therefrom and the basis for the alleged exemption. Any violation of Section 7031.5 by any applicant for a permit subjects the applicant to a civil penalty of not more than five hundred dollars ($500).): U I, as owner of the property, or my employees with wages as their sole compensation, will do the work, and the structure Is not intended or offered for sale (Sec. 7044, Business and Professions Code: The Contractors' State License Law does not apply to an owner of property who builds or improves thereon, and who does the work himself or herself or through his or her own employees, provided that the improvements are not intended or offered for sale. If, however, the building or improvement is sold within one year of completion, the owner -builder will have the burden of proving that he or she did not build or improve for the purpose of sale.). U I, as owner of the property, am exclusively contracting with licensed contractors to construct the project (Sec. 7044, Business and Professions Code: The Contractors' State License Law does not apply to an owner of property who builds or improves thereon, and who contracts for the projects with a contractor(s) licensed pursuant to the Contractors' State License Law.). U I am exempt under Sec. , BA P.C. for this reason Date WORKERS' COMPENSATION DECLARATION' -- I hereby affirm under penalty of perjury one of the following declarations: _ I have and will maintain a certificate of consent to self -insure for workers' compensation, as provided for by Section 3700 of the Labor Code, for the performance of the work for which this permit is issued. I have and will maintain workers' compensation insurance, as required by Section 3700 of the Labor Code,•for the performance of the work for which this permit is issued. My workers' compensation insurance carrier and policy number are:. ! '. , i I Carrier -� ` Policy Number — pAe.l certify that, in the performance of the work for which this permit is issued, I shall not employ any person in any manner so as to become subject to the workers' compensation laws of California, and agree that, if I should become subject to the workers' compensation provisions of section 3700 of the Labor Code, I shall forthwith comply with those provisions. Date�L1 Applicant , gnA I.PJ a WARNING: FAILURE TO SECURE WORKERS' COMPENSATION COVERAGE IS UNLAWFUL, AND SHALL SUBJECT AN EMPLOYER TO CRIMINAL PENALTIES AND CIVIL FINES UP TO ONE HUNDRED THOUSAND DOLLARS ($100,000), IN ADDITION TO THE COST OF COMPENSATION, DAMAGES AS PROVIDED FOR IN SECTION 3706 OF THE LABOR CODE, INTEREST, AND ATTORNEY'S FEES. CONSTRUCTION LENDING AGENCY I hereby affirm under penalty of perjury that there is a construction lending agency for the performance of the work for which this permit is issued (Sec. 3097, Civ. C.). Lender's Name Lender's Address APPLICANT ACKNOWLEDGEMENT IMPORTANT Application is hereby made to the Director of Building and Safety for a permit subject to the conditions and restrictions set forth on this application. 1. Each person upon whose behalf this application is made, each person at whose request and for whose benefit work Is performed under or pursuant to any permit issued as a result of this application, the owner, and the applicant, each agrees to, and shall, defend, indemnity and hold harmless the City of La Quinta, its officers, agents and employees for any act or omission related to the work being performed under or following issuance of this permit. 2. Any permit issued as a result of this application becomes null and void if work is not commenced within 180 days from date of issuance of such permit, or cessation of work for 180 days will subject permit to cancellation. I certify that I have read this application and state that the above information is correct. I agree to comply with all city and county ordinances and state laws relating to building construction, and hereby authorize representatives of this county to enter upon the above-mentioned property for inspection purposes. 17-1�- d� ` - ,. Oate � Signature (Applicant or Agent): Page 2 Application Number . . . . . 04-00007691 Date 2/10/05 ---------------------------------------------------------------------------- Permit . . . . . . GRADING PERMIT Additional desc . . Permit Fee . . . . 15.00 Plan Check Fee .00 Issue Date . . . . Valuation . . . . 0 Qty Unit Charge Per Extension BASE FEE 15.00 ---------------------------------------------------------------------------- Permit . . . . . . MECHANICAL Additional desc Permit Fee . . . . 152.00 Plan Check Fee 38.00 Issue Date . . . . Valuation . . . . 0 Qty Unit Charge Per Extension BASE FEE 15.00 4.00 9.0000 EA MECH FURNACE.<=100K 36.00 4.00 9.0000 EA MECH B/C <=3HP/100K BTU 36.00 9.00 6.5000 EA MECH VENT FAN 58.50 1.00 6.5000 ---------------------------------------------------------------------------- EA MECH EXHAUST HOOD 6.50 Permit . . . . . . PLUMBING Additional desc . . Permit Fee . . . . 192.75 Plan Check Fee 48.19 Issue Date . . . . Valuation . . . . 0 Qty Unit Charge Per Extension BASE FEE 15.00 20.00 6.0000 EA PLB FIXTURE 120.00 1.00 15.0000 EA PLB BUILDING SEWER 15.00 1.00 7.5000 EA PLB WATER HEATER/VENT 7.50 1.00 3.0000 EA PLB WATER INST/ALT/REP 3.00 1.00 9.0000 EA PLB LAWN SPRINKLER SYSTEM 9.00 11.00 .7500 EA PLB GAS PIPE >=5 8.25 1.00 15.0000 -----------------,----------------------------------------------------------- EA PLB GAS METER 15.00 Special Notes and Comments 4790 SQ. FT. SFD THIS PERMIT DOES NOT INCLUDE POOL & SPA BLOCK WALLS OR DRIVEWAY APPROACH. ---------------------------------------------------------------------------- Other Fees . . . . . . . . . ART IN PUBLIC PLACES -RES 547.05 DIF COMMUNITY CENTERS -RES 97.00 DIF CIVIC CENTER - RES 366.00 ENERGY REVIEW FEE 114.14 DIF FIRE PROTECTION -RES 97.00 Page 3 Application Number . . . . . 04-00007691 Date 2/10/05 ---------------------------------------------------------------------------- Other Fees. . . . . . . . . . GRADING PLAN CHECK FEE .00 DIF LIBRARIES - RES 225.00 DIF PARK MAINT FAC - RES 5.00 DIF PARKS/REC - RES 502.00 STRONG MOTION (SMI) - RES 41.88 DIF STREET MAINT FAC -RES 15.00 DIF TRANSPORTATION - RES 1098.00 Fee summary Charged Permit Fee Total 2330.26 Plan Check Total 1281.22 Other Fee Total 3108.07 Grand Total 6719.55 Paid Credited Due ---------- ---------- ---------- .00 .00 2330.26 750.00 .00 531.22 .00 .00 3108.07 750.00 .00 5969.55 Unit 3 Unit 8 Unit 4 Unit 9 Unit 5 Unit 10 Comments At the present time, the Desert Sands Unified School District does not called fees on garageskarports, covered paboshaalkways, residentiak additions under 5 00 square feet, detached gory Structures (spaces that do not contain fatalities for living, skeping, cooking, eating or sanitation) or ieplamitmit mobile ho mes. It has been determined that the above4wned owner is exempt from paying school fees at this time due to the following reason: EXEMPTION NOT APPLICABLE This certifies that school facility fees imposed pursuant to Education Code Section 17620 and Government Code 65995 Et Seq. in the amount of $2.24 X 4,790 S.F. or $10,729.60 have been paid for the property listed above and that building permits and/or Certificates of Occupancy for this square footage in this proposed project may now be issued. Fees Paid By CC/Wells Fargo Bank - Lori Hatzopoulos Check No. 0737704412 Name on the check Telephone 771-3738 Funding Residential By Dr. Doris Wilson Superintendent Fee collected /exempted by Sharon McGilvrey Payment Recd $10,729.60 OverlUnder Signature NOTICE: Pursuant to Goverrment Code Section 66020(d)(1), Oft will serve to notify you that the 90 -day appiove! period in which you may protest the fees o r other payment identified above will begin to nm from the date on which the btildir>0 or installatioir permit for this project is issued, or from the date on which titose amounts are paid to the Districts) or to another puff entity authar¢ed to tolled them on the District(s) behalf, why is earlier. NOTICE: This Document NOT VALID if Duplicated Embossed Original -Building Department/Applicant Copy -Applicant/Receipt Copy - Accounting CERTIFICATE OF COMPLIANCE Desert Sands Unified School District 47950 Dune Palms Road < BERMUDA DUNES O Date 2/17/05 La Quinta, CA 92253 RANCHO MIRAGE INDIAN WELLS . No. 26909 (760) 771-8515 DESERT PL QUINTA ZPSOINDIO . Owner Jack & Sally Danford APN # 770-350-004 Address Jurisdiction La Quinta City Zip Permit # Tract # Study Area Type Single Family Residence No. of Units 1 Lot # No. Street S.F. Lot # No. Street S.F. Unit 1 78110Cir 4790 Unit 6 Unit 2 S Unit 7 Unit 3 Unit 8 Unit 4 Unit 9 Unit 5 Unit 10 Comments At the present time, the Desert Sands Unified School District does not called fees on garageskarports, covered paboshaalkways, residentiak additions under 5 00 square feet, detached gory Structures (spaces that do not contain fatalities for living, skeping, cooking, eating or sanitation) or ieplamitmit mobile ho mes. It has been determined that the above4wned owner is exempt from paying school fees at this time due to the following reason: EXEMPTION NOT APPLICABLE This certifies that school facility fees imposed pursuant to Education Code Section 17620 and Government Code 65995 Et Seq. in the amount of $2.24 X 4,790 S.F. or $10,729.60 have been paid for the property listed above and that building permits and/or Certificates of Occupancy for this square footage in this proposed project may now be issued. Fees Paid By CC/Wells Fargo Bank - Lori Hatzopoulos Check No. 0737704412 Name on the check Telephone 771-3738 Funding Residential By Dr. Doris Wilson Superintendent Fee collected /exempted by Sharon McGilvrey Payment Recd $10,729.60 OverlUnder Signature NOTICE: Pursuant to Goverrment Code Section 66020(d)(1), Oft will serve to notify you that the 90 -day appiove! period in which you may protest the fees o r other payment identified above will begin to nm from the date on which the btildir>0 or installatioir permit for this project is issued, or from the date on which titose amounts are paid to the Districts) or to another puff entity authar¢ed to tolled them on the District(s) behalf, why is earlier. NOTICE: This Document NOT VALID if Duplicated Embossed Original -Building Department/Applicant Copy -Applicant/Receipt Copy - Accounting ►18-0 CITY OF LA QUINTA PLAN CHECK CORRECTION LIST PLAN CHECK NO. 04-7691 ( Structural ) ADDRESS 78-110 Masters Circle SCOPE OF WORK New 5,350 SF(R)/843 SF(U) 2°d CHECK/FINAL OCCUPANCY R -3/U-1 TYPE -OF -CONST. V -N February 3, 2005 The submitted plans and specifications have been reviewed by the VCA CODE GROUP. In our professional opinion the plans are in substantial conformance with the building codes and regulations adopted by the CITY OF LA QUINTAand the State of California Amendment. APPROVAL FOR A BUILDING PERMIT IS HEREBY RECOMMENDED SUBJECT TO OBTAINING APPROVALS/CLEARANCES FROM ALL APPLICABLE CITY DEPARTMENTS, AGENCIES, AND ASSOCIATIONS. Plans checked by: 1, A a4w4'eill Quynh Nguy VCA CODE GROUP 2200 W Orangewood Ave, Ste 155 Orange, CA 92868 (714) 363-4700 ext. 753 1 VCA File No. LQ -17123 64 ri. CITY OF LA QUINTA BUILDING & SAFETY DEPARTMENT, cFof r ° 777-7012 aA_SPECTX`RqqeE&T-,LiqE Owner Contractor ' VEL=:)p N a7YDi* t:yIlfNTie1 Permit Number r fl POST ON JOB IN CONSCE INSPECTOR MUST SIGN ALL APPLICABLE SPACES JOB ADDRESS 83- 0 .MAST +E . SIR 4790 SQ. FT. SFD THIS PERMIT DOES NOT INCLUDE POOL& SPA BLOCK WALLS OF DRIVEWAY APPROACH. TYPE OF INSPECTION DATE INSP. TEMPORARY POWER SETBACKS U/G PLUMBING /WASTE U/G ELECTRICAL / GROUNDING f FOOTINGS / STEEL CONCRETE SLAB P DO NOT POUR CONCRETE UNTIL ABOVE SI,Gf ROOF NAIL / PRE -ROOF R/%S OKAY TO WRAP r, FRAMING COMBINATION ZVI" ROUGH ELECTRIC Ili ROUGH PLUMBING ROUGH MECHANICAL INSULATION ! COVER NO WORK UNTIL AA OV SIGNED INTERIOR GYP. BD. DRYWALL B LATH EXTERIOR LATH GAS TEST 6 SEPTIC ABANDONMENT SEWER CONNECTIONidblb."` SEPTIC/ GREASE INTERCEPTOR MASONRY INSPECTIONS FOOTINGS / STEEL BOND BEAM POOL / SPA / WATER FEATURE INSPECTIONS EEE PRE-GUNITE / SETBACKS U/G PLUMBING U/G GAS U/G ELECTRICAL PRE -PLASTER ALARMS / BARRIERS FINAL INSPECTIONS TEMP. USE OF PERMANENT POWER C! ELECTRICAL PLUMBING MECHANICAL PUBLIC WORKS DEPARTMENT — COMMUNITY DEVELOPMENT DEPT. FINAL / JOB COMPLETED e .- /mss (\I a cr) _O 19 M M O Truss 10: S060 Ott: 4 IANFORTH Mating We , 1nsl/Tr1 . 111s sus at0'0 1C 7114 !at 1s507•l. si Tale. 0197cm Is 111 0=07x71 nnsT OF L. SO• 1C 2.6 alp 16507-1.5■ LD1D CANS. 3.69- Qa(q tai ICW 1eY1a aaeolT 41607. 1MUMULF Uwxa 111 IMICLTU Oil 7914 palmla0. 1.50" 7.50• PaT! teeattow- Q1 1.00 gum= IMILB 909 ].SO" 7.50• Mart all istorxer beerLng I= 141 eilaRD ].ip. 1,50• Install Interior wpaort(rl before aseotloa• 6.µx AM s. BMASIA )MILD 903 mmttxi-o"T a are noted aBLt taraatrax bracing is rapuind !b7• otesral t0• t at .orbellaea0 )a19T De ea-aV1LtA- 1)Y 4T1®1" Eaarler 7 111d1cot.tion/tavollog- 91a aCe2 i -D) O[tD0A7• if 7.5• :tDl 111xL9 Aaa tlegD, L- aw •Lax ,T2 0.21 .xe a. 22 .00 0.00 go cat •0s 0 -os .00 a.OD r v OpLI" fjajm acal . eappart 1 -is lb eYypOtt 3 -61 )b eappeTt ) .53 lb • -5 lb •min truss to a -%Wo -LW Lbe CBC -0L Co"- .traces a l- a .i dg.ebal'eaed . Taa, iWorta a, Truss Leratien and long . Lina .o eW . CUSP" . C insr]ea0al0Ce da.00 It. 114 do • 2"D ft Blas Leapt sD VARA roe! baignt 15-21St.14" . 12.6 gaff OC 1pe0ial e1 D1Dtdt LOAD! "'R.:.oa -1.L/ L'Loc O 1.eLC • 41.00 88.00 b-11-11 0. IC vast D- 0- 0 0- a 0. aC VertLLKL Typo 7s.= 2 6Qea 0.17 it, WTI 0 4•1T. pe Tart 1p1 Dnt.tC!•106i (ep+a1 . U• 0.00• Da 0.00" 1" 1 ,.. ,joint Lonati- • 0- 0 2 2. 0- 0 4 Z- 0- 0 81 164 r "i A 0 4 811212005 Qvm 4 VAIP 1" stab: ink' • 1 24.0 Tnmrral soli+ran, Yaf1 s naBrd 104 TneYat Camwcurs DANee PM ftd bq'Hill' ter HS 20 stupe or •N' 10e'f6 0etM p iortb pax OMt OalJd 1 + h9D) Y10: ,N/N Eat .Wbt .EJ. L.WARNWG Rmd81(+lampRlhbeller!seagtvaacavyalis!oo" UMAvp coy 74iaded@IbhratillmxlOM Buii6Naoevr"mt.,,,Wq UhwbambNW9-lP Oa! erol MT. Oimaefae miles aroee0sr.anOrvunttxdaeadmrdAiYAtrs + d'+d'. werquebRigaaw0D0dborOo rlab Na.r L m m- wrags( yarn4taarlQuQdntQnFi:°ODbdoe TSaboaaat reu,mdlalrow M1 ORKS mm mrtaor-Aec gao-dMdwlo brs.17is. . ac eelo<5usmrrilatadateoa ebob:lawAxbmwdbyadlaaadaxeaQa 11llrlh anod 51 ,noism .,dy r adoee puttr. j k10 L 71'1 oe"Q01 'r w Can TnMl g qy e.a b Im!Coal a Wax d s°OPa per ea aa+v es ratrswc 1Dr0a low mri lear imet9 nmIEC molmr mment a<Arvmdnl Raotd lPa alNa t:aw.a MpAkroe10 + ham T --d tOQ'•W. .1t1.11A odEcaccOisaasb•aardnm. Jsldlwayaedad<'fantwdCniig50aWAro IWTatLWOaMUAC41 MPAL A. i i 'nIK1rIN r. wra I' • 9/wd Tnm Comcd d Anc*ics m&91 Ow11 Y SMT a.1)A)IOLDtG a Wo d a ClOoabb Do^• WOOD 7At1S5ES•-c n,.d•xiD.4l stx.ouAvs t•e1 rt •T ,It= l rrm' a Dol6. 1.'j 1LtTbtOlaxEC7£D uroaiv(aWA)irlrs ni 11111AbSarsba,0tt656,w • ,4,,., weteadn )Jxta lar A,neecs ionel ran A adr sa . plpnr. OIL Oartaaa ISS Oe1 Tt:Lin 20.01 PP 20.00 W OWN& etlld Tc Rafe mc tr►. 9800d : o- 2 0 et.sp7 cbl1 2: BC pare 10.00 pal Abe 00047 TOTAL "Pt! Sa40 TG 0 00• X03 7603605719 YOUNG ENGIN a PAGE 02 gt .:., I�G E GINE G S WC S ` daat n4. Palm Dowt. Ca. 92211 (760) 360-5770 (760) 360-5719 sie 16, 2005 r q .vLC�y ;Tom Hartung Building Official u; City of La Quinta Re: Danforth Residence- 78 IIO MasAr Circle.l}adltion Golf Club arm Iez: i�A. J ��- Dear Tom, -ya >> r'llf�nfi+.? Y We have perfo*;-med structural observation with regards to the framing f6f., reneed project and find it to be in general conformance with the approved structural plat ..... tion of the following items: r J P, 1. Provide LTT1:31 tie w/ 5/8" stud bolt and CS16 strap each side of La:2inuous for 10' at as per drag detail 19M.4 located at Kitchen patio/ Office and Ki t eas' r try. 2. Need to sheathe pony wall as per shear wall type `A' above beam (Z4�'i� Bauble top plate as shown in detail I&S5.1 to provide adequate shear transfer at froitto�%s 3. Provide horizontal MST48 strap both sides from shear wall 9 to DBiy_aa�cof stud wall as per detail I2/S5.3 located at office room. 4. Provide horizontal MST48 strap both sides from shear wall 24 to DBI:`'ia . of stud wall as POT detail 2/S5.2 located at dining room. S. Provide HD8A holdown for shear wall 6 located at storage room. 6. Install hangers for DBL VI' members at sky light located at out dooi l&in4 „arca. 7. Provide MST48 strap around corner to beam (RI4) GLB 5 1/8 X 24 and GIJB 51/8 X 12 as per detail 4/S5.3 at out door living. 8. Provide 3-.LTP4 betiaieen 6X8 beam to top plate as per detail 5/S5.4 located at the out Living. .9. Trellis at master bedroom, office, and dining room were not complete at the time of structural observation. This structural observation does not relieve the City in any way from performing their standard structural Any code required special inspections. The structural observation inspections nor is it in lieu Oi performed should not be construed as a detailed structural inspection but as a structural observation for general conformance as per CBC 1702. N you have any questions please call. Sincerely, Jeffrey B. Young S.E. f q, vim Job Name: DANFORTH .-1C REAR SIZE WtEQ'O 0- 2-12 1013 S.SO- 1.51' iC 2x4 SPF 16SOF-1.SE 8C 2.4 SPF 1650E-1•SE 19_ 3- 4 10Si S.SO- 1.51" R=IRF71MS shoran are based ONLY NEB 2x4 NF 5TUO 2x6 HF 16%F -1 -SE S-1 NDS. The truss material at each btaring Luibar shear alloerables are per PLATE VALl1ES PER ICBG RFSEAR04 REPORT 81607. DEFLECTION (span) 99 IN LEA 6-7 (LM L6" T- -0.25' Drainagemust be D i t0 Swid pending End verticals designed for axial loads only. -0. ' b- -0. RCAL sum Fmtus: Ocu(if Si3i Eatansions above or belOm tht trots profile my) repuin additional consideration CM orders) for horn. loads on the bldg. - azsh.sp) o.s1 1.® oss 40.00 height - 16.71 h, rph 80 ac s -a f-7 t -s a -s T21 81 Rtow it. -m s --- 6 3.7-0 1 1 - (///2.., Truss ID: H03 JID: 176748 Plating spec • ANS47PI - 1995 rmr i" "NIS DESIGN IS THE 036MTE RESULT OF aos co 21 1 Lg))/ --22 1.603 IN, 2s) 1 60) 0.45 121 0.90 0.as 7 L 07 60 0.0 t1 LS a.-sra T21 81 Rtow it. -m s --- 6 3.7-0 1 1 - (///2.., Truss ID: H03 JID: 176748 Plating spec • ANS47PI - 1995 UPLIFT REACTION(S) ' Support I -III lb "NIS DESIGN IS THE 036MTE RESULT OF Support 2 -171 lb mUtTEPLE LOAD CASES. IF HANGERS ARE INDICATED ON THIS DRAWING, Ihis truss is designed using the THEY ARE BASED ON 1.S' KVVIR NAILS FOR 1 -Ply AAO 3' HAACER NAILS FOR MULTI -PLY COC -01 Code. Bldg Enclosed - Yes, Importance Factor - 1.00 GIRDERS. IF 2.5- .GUN MAUS ARE USED, THE R4IG:7R5 IUs" BE RE-EwAtwTED (BY VMS)- truss Location . End Zona Hurricane/Ocean Line - No Exp Cac C ft, Bldg dtb 28 00h 1.00 40.00 height - 16.71 h, rph 80 0.00 psf NemLett root COC Special Occupancy. Dead Load -- 12.6 Psf REPAIR- THE RIGHT END MUST BE STUBBED 5.5'. ALL PLATES, UNLESS OTHFd89ISE NOTED, MUST BE -&u TACT AND PRESSED 1i4 THE 1NOII PER TPI. • ADEQUATELY SUPPORT THE TRUSS UNTIL THE REPAIR I5 COMPLETE. • LET IN.A 2X6 f2 VERTICAL AS SHOW. • APPLY 7/16', APA (FAIN. SPAN RATING 24/16), EXPOSURE 1, PLYWOOD (DR OSB) TO EA0 FACE, UNLESS NOTED OTHERKSE, sss SPECMED UNLESU. NAILS 121" l 19.8.0 9967 BE EVENLY DISTRIBUTED T1 UT. 7J1fiin 068 APA Steri Rated -24!!6 -Exposure 1" 24'k18"• . TRUSSWURKS ® JKC. (CA) S A'aropar* Dr. Colo Sprtays, CO 8DW7 TRUSpLUS 6.0 VER: T6.4. WARNINGRew au notes on this slad wd q We a Copy of it 90 the Erecting Alb dglarbao ah01htl1/wsdhiaolgomdhblho>Qa2 m.e da bhe0a0mP mr a b oxlpmamahYd+m mddbwhdshm dl, ehamaeAewriomdlA and afPNl detbnl hdmm. Ibbaabmnd slydhmshdshuW aomzy. 0rrmbarebm dl7d breeolnvmhrtleagyea,aebrbddhp dtdPmodabbbhlratmL Tde OnMip ddp!•®arehtlb mm rmaaaaomslr des4u arso ooa0 arhodlp ImsoaaMOm beanda11iR motwood" moftw4wo w• e4be rpdbd r 11rmi7 tilted bylha aorersoaatemrY axes axe rdbm dbd 1 t!r# amd Ay a do shr ip hmm daa —Cftart mrd. soft aha- r -We Iwwinld meoamhE mamtm odTbheaa botag 1wp1 T1imh mhenh haY hatdorae baby emnomlmaAda htbo:da hm1OF. ohhrmdthm aohdbe®dseta Worm Ir WMA r4mIud TAM GWXM LWAS oemomdm pre oxhaaa. F1Mrrat. eardr.imrt aadbm l+isausah wAND METAL PLAn tVI ECTED"ODTFASW7 dAnmaa9mdrd Oasphfreoont•a jH[j" a,d TNRs01 SUM NARY SHEET' p TR. The Toe Wr IW&M (HPO r brabd d o0 em DAM rrtm ' . 6i...w nfandtea Panni At•dmbnIAFrNrbeaed*1111 ISM 9114kW-fe600-tlme,lpm,0C2001E eo ew Cust: PESTER WO: Drive_TJ4790_1-00003J00001 Dsgnr: SB #LC . LS lir: TC Live 20.00 psf OurFacs 1x1.25 Pml.ZS TC Dead 24.00 psf Rep Mbr and 1.15 Rep Nbr Comp 1.00 BC Live 0.00 psf Rep Mbr Tens 1.00 BC Dead 10.00 Psf O.C.Spadng 2- 0- 0 Design Spec CBC -01 TOTRL S4.00 psf DEFL RATIO: L/240 TC: I 98i JOB ADDRESS 78-11 �iupIlvs, CULC.Is� CITY OF LA QUINTA SUB-COI�$ACTQR LIS 'j� PERMIT NUMBER ��- to ( OWNER it l 1y Wkh -1/x'1 �-1 Ohl m This lorm shall be posted on the iob with the BueWng Inspection Card at all tirnes it a conspicuous BUILDER-� d' place_ Only persons appearing on this list or their employees are authorized to work on this job. Any changes to this list must be approved by the Building Division prior to commencement of work. Failure to comply will result in a stoppage of work and/or the voidance of building permit. For each applicable trade, all information requested below must be completed by applicant. 'On File' is not an acceptable res once. IL Trade /-Classifxation '. Contta'ctor :' State Conaictot s Lioenae.: , Workers.Coin enact o (rgirrerri a City Buatneaa Licence Company Name Classrflcation le.g. A, B, C -EI License Number Exp. Date (xxxtxxl (xx/xx/xx) Carrier Name (e g. State Fund. CalComp) Poticry Number Exp. Date (Format Varies) txx/xx/xxl License Number (x=x) Exp. DMe (rWu/xx) X EARTHWORK IC t2! t,?,.tc. C -/.L SSe� G G y �'.�.r.�..Zt., /.�P�.�-.2er<f -•ZC3 a b Ira o Me/ G6NCRETE(C-81 a Xi- 11114A �, ✓ FRAMING IC -61 :. ., �� 3 0.0/ eJr / K STRUCT.. STEEI (C-fi 11 MASONRY IC -29t C.22,41c e14. ZPLUMBING IC -36! �'� �+' L K--� �O / •IDeS J / �(31 yAO �i{�'c•/ c�/yt 1 (dp 'l]V i `t , ! Ib Ira LA7H. RLASTER (C=35)Cay4' pZ_di T4#7,7_ ,3 O g DRYWALL ("I ��++ C -/'L -e2,433 HVAC. (C-201'. >' C;jO tllG / / (1< i fU2b li�(Jt� 7 1 d� .7�( i 73 ELECTRICAL.SC-10) .-: r` 1 ck-{l.,G G / o S9 y 13a S - I t 3Sy- (x� % U"j Plitt li j IiooN�.ic=ss)• C_ 3`} 17a9� '1��1D5t 1Fta...�,L L,3y-loPsos tlt �o Sys 4 �(3t Y_ 'siFE;7.Mli:rAi.ICA3) P114w wn„nn1A�P.lii 4-.a -►, {:n n_A In.ii m Zt t3LA21NG IC=171 . V"' `' 0J8r1 �,STv ' 3� 1 (�L_ 1 Z3 , �1 D 7Q1 4 30 m (NSMuAr QN: (c-2) : Soy ID C— -7- zZ(S 1 os ►�C(1ve f e,1,. rh urL "Sze ;° s�iitiac� oisP. (coal; .:. n �( PAINTING (C-33) �dL KM1Y i G 3 3 �SS�? b . r(% o`T �a�C U--�D�- �7 OSY4 Z- . / Z/ &e 'alb cerl m .cEAaiu�c i1 F'(c-ser) :. 7 io 30 7 l Si'4 e F C)5 7 LAS ccs Ts is �t.�k b (�� - te -IYb p )� tie-rc�- n(a ri t7,,,1 G S 30$ y 3 T4 as 3 L 8 Z 30 m n ltte�cc-c31: - "..;In ' m iti{�ig.s t�itrc is zzi;:.° � Z7 -�-7 C) (a Z 3t D �{ �, u,�, /Z,0 SZY_ r ,roe 3S 3 3, S $(p 1 7 S \j � CIS iA• CWIW4L -� 05- oc�c�2� 8a� l l/ 1 oL, 02/17/200523:45 FAX 7607713374 Cal -Tech Development Corp 78-150 Calle Tampico, Suite 205-A La Quinta, CA 92253 urgent facsimile CALTECH DEVELOPMENT CORP Q001 To: Ed Randall- Building & Safety Dept Fax Number: +1 (760) 777-7011 From: Lori Hatzopoulos . Fax Number: . 760 771-3374 Business Phone: 760 771-3738 Home Phone: Pages: 1 Date/Time: 2/18/2005 11:43:32 AM Subject' Danforth 78110 Masters Circle Sub Isit Hi Ed, Please call me if you have any questions. Thank you, Lori Hatzopoulos Certificate of Occupancy ,- O OF Building & Safety Department g Y p This Certificate is issued pursuant to the requirements of Section 109 of the California Building Code, certifying that, at the time of issuance, this structure was in compliance with the provisions of the Building Code and the various ordinances of the City regulating building construction and/or use. k ' BUILDING ADDRESS: 78-110 MASTERS CIRCLE ,i J F: Use classification: SINGLE FAMILY DWELLLING Building Permit No.: 04-7691 3 Occupancy Group: R3 Type of Construction: V -N Land Use Zone: RL F Owner of Building: JACK & SALLY DANFORTH Address: 78110 MASTERS CIRCLE City, ST, ZIP: LA QUINTA, CA 92253 By: DANIEL P. CRAWFORD Date: JANUARY 19, 2006 Building Official POST IN A CONSPICUOUS PLACE 9 Certificate of Occupancy ot 60 Qumrcv G OFTkSafety Building. & Department Y This Certificate is issued pursuant to the requirements of Section 109 of the California Building Code, certifying that, at the time of issuance, this structure was in compliance with the provisions of the Building Code and the various ordinances of the City regulating building construction and/or use. BUILDING ADDRESS: 78-110 Masters Circle Use classification: Single Family Dwelling Building Permit No.: 04-7691 Occupancy Group: R-3/U-1 Type of Construction: VN Land Use Zone: RL Owner of Building: Jack & Salley Danforth Address: 100N Broadway 7th Floor City, ST, ZIP: St. Louis, MO 63101 - By: Daniel P. Crawford Jr. Date: 1/19/05 Building Official (0) u POST IN A CONSPICUOUS PLACE STRUCTURAL CALCULATIONS JOB # 04-1438-01 DANFORTH RESIDENCE 78-110 MASTERS CIRCLE LA QUINTA, CALIFORNIA Off- 7to V _. PREPARED FOR JAMES MCINTOSH ARCHITECT CITY OF LA QUINTA. BUILDING & SAFETY DEPT. APPROVED FOR CONST UCTION DA 2 0 January 21, 2005 JEFFREY B. YOUNG S.E. 'c ' PRBv Y GtiQ Z rn 5E40,44 t77MARCH 51, 2005 Sry ST 'U CT U ¢Pv P \TF OF GAL\ 4/ VERTICAL LOADS: ROOF: TYPICAL (PITCHED) TYPICAL (FLAT) DEAD LOAD: DEAD LOAD: 1 /2"PLYWOOD 1.50 1 /2"PLYWOOD 1.50 TILE 18.00 BUILT-UP ROOF 5.50 2X12 OR 2X TRUSSES @ 24" 2.10 2X12 @ 24" 3.20 1/2" DRYWALL 2.50 1/2" DRYWALL 2.50 INSULATION 1.001 INSULATION 1.00 MISC.. 1 1.901 MISC. 1.30 TOTAL27.00 P.S.F. TOTAL r 15.00 P.S.F. ADD 10 P.S.F. FOR STUCCO SOFFITS LIVE LOAD: >4:12 <4:12 LESS THAN 200 S.F T.A 16.00 P.S.F. 20.00 P.S.F. 201-600 S.F. T.A. 14.00 P.S.F. 16.00 P.S.F. GREATER THAN 600 S.F. T.A. 12.00 P.S.F. 12.00 P.S.F. RESIDENTIAL TEMPLATE SC(DanfoRh-JMA-041438-01)(10-22-04)V4.01.x1s WALL: TYPICAL INTERIOR 2X4 DEAD LOAD: 2 LAYERS 5/8" DRYWALL 6.25 INSULATION 1.00 2X4 STUDS @ 16" o/c 1.00 MISC. 1.75 TOTAL 10.00 P.S.F. TYPICAL INTERIOR 2X6 DEAD LOAD: 2 LAYERS 5/8" DRYWALL 6.25 INSULATION 1.00 2X6 STUDS @ 16" o/c 1.60 MISC. 1.15 TOTAL 10.00 P.S.F. TYPICAL EXTERIOR 2X6 DEAD LOAD: STUCCO 10.00 1 LAYERS 5/8" DRYWALL 3.13 INSULATION 1.00 2X12 STUDS @ 16" o/c 1.60 MISC. 1.27 TOTAL 17.00 P.S.F. RESIDENTIAL TEMPLATE 2SC(DaMorth-JMA-04-1438-01)(10.22-04)V4.01.x1a __ VERTICAL LOAD DESIGN DESIGN DATA: LUMBER: NO. 1 DOUGLAS FIR -LARCH W.C.L.I.B. GRADING SIZE Fb psi Fbr psi Fv psi Fc psi E psi SINGLE REPETITIVE 2X4 1500 1725 95 1495 1700000 2X6 1300 1495 95 1430 1700000 2X8 1200 1380 95 1365 1700000 2X10 1100 1265 95 1300 1700000 2X12 1000 1150 95 1300 1700000 2X14 & WIDER 900 1035 95 1300 1700000 4X4 1500 -- 95 1495 1700000 4X6 1300 --- 95 1430 1700000 4X8 1200 -- 95 1365 1700000 4X10 1100 -- 95 1300 1700000 4X12 1000 -- 95 1300 1700000 4X14 & WIDER 900 -- 95 1170 1700000 6X6 1300 --- 85 925 1600000 6X8 1300 — 85 925 1600000 6X10 1300 --- 85 925 1600000 6X12 1300 — 85 925 1600000 6X14 1300 — 85 925 1600000 ABOVE VALUES DO NOT INCLUDE LOAD DURATION FACTORS GLU-LAM BEAMS SIMPLE CANTILEVER MICROLAMS PARALLAMS 24F -V4 DF/DF 24F -V8 DF/DF TRUS JOIST TRUS JOIST Fb=2400 psi Fb=2400 psi Fb=2800 psi Fb=2900 psi Fv=165psi Fv=165psi Fv=285psi Fv=290psi E=1800000psi E=1800000psi E=2000000psi E=2000000psi POSTS: No.1 DOUGLAS FIR -LARCH SIZE Fb psi ' Fv psi Fc psi E psi 6X 1200 85 1000 1600000 CONCRETE: f'c=2500 psi REINFORCING STEEL: GRADE 40 BARS 4 AND SMALL STRESS No, 1 -3- GRADE 60 BARS 5 AND LARGER SC(Danforth-JMA-04-1438-01) (10-22-04)V4.01.xis VERTICAL LOAD DESIGN DESIGN DATA: LUMBER: NO. 2 DOUGLAS FIR -LARCH W.C.L.I.B. GRADING SIZE Fb psi Fbr psi Fv psi Fc psi E psi SINGLE REPETITIVE 2X4 1313 1510 95 1495 1600000 2X6 1139 1310 95 1430 1600000 2X8 1052 1210 95 1365 1600000 2X10 961 1105 95 1300 1600000 2X12 874 1005 95 1300 1600000 2X14 & WIDER 788 906 95 1300 1600000 4X4 1312 — 95 1495 1600000 4X6 1138 — 95 1430 1600000 4X8 1138 — 95 1365 1600000 4X10 1050 — 95 1300 1600000 4X12 962 — 95 1300 1600000 4X14 & WIDER 875 — 95 1170 1600000 6X6 875 — 85 925 1600000 6X8 875 -- 85 925 1600000 6X10 875 — 85 925 1600000 6X12 875 — 85 925 1600000 6X14 875 — 85 925 1600000 ABOVE VALUES DO NOT INCLUDE LOAD DURATION FACTORS GLU-LAM BEAMS SIMPLE CANTILEVER MICROLAMS PARALLAMS 24F -V4 DF/DF 24F -V8 DF/DF TRUS JOIST TRUS JOIST Fb=2400 psi Fb=2400 psi Fb=2800 psi Fb=2900 psi Fv=165psi Fv=165psi Fv=285psi Fv=290psi E=1800000psi E=1800000psi E=2000000psi E=2000000psi POSTS: No. 2 DOUGLAS FIR -LARCH SIZE Fb psi 6X 750 CONCRETE: f'c=2500 psi REINFORCING STEEL: GRADE 40 BARS 4 AND SMALL STRESS No. 2 Fv psi Fc psi E psi 85 700 1300000 GRADE 60 BARS 5 AND LARGER SC(Dartforth-JMA-04.1438-01) (10.22-04)V4.01.xis -4- STUD TABLES STUD TABLES SC(Danforth-JMA-04.1438-01)(10-22-04)V4.01.x1s 5 2X4 DF -L at 16" o/c LDF=1.60 2X4 DF -L at 16" o/c 70 MPH EXP. C 80 MPH EXP. C HEIGHT LOAD/STUD HEIGHT LOAD/STUD No.2 No.1 No.2 No.1 10 959 1112 10 750 915 11 674 807 11 467 614 12 458 576 12 245 383 13 287 397 13 57 198 14 147 254 14 ----- 37 2X6 DF -L at 16" o/c LDF=1.60 2X6 DF -L at 16" o/c 70 MPH EXP. C 80 MPH EXP. C HEIGHT LOAD/STUD HEIGHT LOAD/STUD No.2 No.1 No.2 No.1 10 5100 5585 10 4665 5172 11 4015 4440 11 3600 4040 12 3180 3550 12 2780 3165'- 16513 13. 2525 2855 13 2135 2480 14 2005 2300 14 1628 1937 15 1590 1854 15 1215 1500 16 1250 1490 16 875 1140 17 965 1187 17 585 840 18 725 936 18 335 585 19 525 724 19 110 360 20 345 540 20 ----- 160 21 186 377 21 -- ------- 22 35 234 22 STUD TABLES SC(Danforth-JMA-04.1438-01)(10-22-04)V4.01.x1s 5 RAFTER SPAN TABLES TILE <4:12 DL LL 19 20 LDF=1.25 DL+LL<L/240 No.1 DF -L 12" o/c 16" o/c 24" o/c No.2 DF -L 12" o/c 16" o/c 24" o/c SIZE SIZE 2X4 7.95 7.24 6.34 2X4 7.79 7.1 6.22 2X6 12.42 11.33 9.95 2X6 12.21 11.1 9.74 2X8 16.29 14.88 13.1 2X8 15.96 14.58 12.81 2X10 20.66 18.9 16.67 2X10 20.25 18.52 15.56 2X12 24.99 22.88 19.22 2X12 24.49 21.73 17.97 2X14 29.23 25.67 21.26 2X14 27.34 24.01 19.89 TILE >4:12 DL LL 19 16 LDF=1.25 DL+LL<L/240 No.1 DF -L 12" o/c 16" o/c 24" o/c No.2 DF -L 12" o/c 16" o/c 24" o/c SIZE SIZE 2X4 8.23 7.5 6.57 2X4 8.07 7.35 6.44 2X6 1 12.9 11.73 10.3 2X6 12.6 11.5 10.09 2X8 16.85 15.4 13.53 2X8 16.51 15.09 13.26 2X10 21.36 19.55 17.21 2X10 20.93 19.16 16.38 2X12 25.81 23.66 20.23 2X12 25.29 22.85 18.91 2X14 30.21 26.96 22.37 2X14 28.69 25.23 20.93 HEAVY TILE <4:12 DL LL 27 20 LDF=1.25 DL+LL<L/240 No.1 DF -L 12" o/c 16" o/c 24" o/c No.2 DF -L 12" o/c 16" o/c 24" o/c SIZE SIZE 2X4 7.49 6.82 5.97 2X4 7.34 6.68 5.85 2X6 11.7 10.67 9.35 2X6 11.47 10.46 9.17 2X8 15.36 14.02 12.3 2X8 15.05 13.74 11.71 2X10 19.5 17.82 15.22 2X10 19.11 17.27 14.22 2X12 23.61 21.31 17.58 2X12 22.77 19.92 16.44 2X14 26.88 23.55 19.46 2X14 25.15 22.04 1 18.21 HEAVY TILE >4:12 DL LL 27 16 LDF=1.25 DL+LL<L/240 No.1 DF -L 12" o/c 16" o/c 24" o/c No.2 DF -L 12" o/c 16" o/c 24" o/c SIZE SIZE 2X4 7.7 7.02 6.14 2X4 7.55 6.88 6.02 2X6 1 12.04 10.98 9.63 2X6 11.8 10.76 9.44 2X8 15.8 14.42 12.66 2X8 15.48 14.13 12.23 2X10 20.05 18.33 15.88 2X10 1 19.65 17.96 14.85 2X12 24.26 22.22 18.34 2X12 23.72 20.77 17.15 2X14 27.98 24.54 20.3 2X14 26.18 22.96 19 BUILT-UP <4:12 DL LL 15 20 LDF=1.25 DL+LL<L/240 No.1 DF -L 12" o/c 16" o/c 24" o/c No.2 DF -L 12" o/c 16" o/c 24" o/c SIZE SIZE 2X4 8.23 7.5 6.57 2X4 8.07 7.35 6.44 2X6 12.85 11.73 10.3 2X6 12.6 11.5 10.09 2X8 16.85 15.4 13.53 2X8 16.51 15.09 13.26 2X10 21.36 19.55 17.21 2X10 20.93 19.16 16.38 2X12 25.81 23.66 20.23 2X12 25.29 22.85 18.91 2X14 30.21 26.96 22.37 1 2X14 28.69 25.23 20.93 RF RAFTER SPAN TABLE - 6 SC(Danforth.JMA-04-1438-01)(10-22.04)V4.01.xls ijl RJ2 - OUTDOOR LIVING AREA TJ-Bearrg 6.15 Serial Number700 1168 2'ess 11 7/8" TJI@ 210 ^ 16" o/c Pagel Engine VersiO4 on: 1.15.33 THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN Pagel Engine Version: 1.15.33 CONTROLS FOR THE APPLICATION AND LOADS LISTED Member Slope: 012 Roof Slope0.12 F__ I❑, 2❑ All dimensions are horizontal. Product Diagram is Conceptual. LOADS - Maximum Design Control Control Location Shear (Ibs) 516 516 2069 Analysis is for a Joist Member. . Lt. end Span 1 under Roof loading Vertical Reaction (Ibs) 516 516 1794 Passed (29%) Bearing 2 under Roof loading Moment (Ft -Lbs) 2218 2218 4525 Passed (49%) Primary Load Group - Roof (psf): 20.0 Live at 125 % duration, 25.0 Dead Live Load Defl (in) 0.203 0.573 Passed (LJ999+) MID Span 1 under Roof loading Total Load Defl (in) 0.457 0.860 SUPPORTS: MID Span 1 under Roof loading -Deflection Criteria: STANDARD (LL:L/360,TL:U240). -TJ maximum bearing length controls reaction capacity. Limits: End supports, 3 1/2". Intermediate supports, 5 1/4". -Bracing(Lu): All compression edges (top and bottom) must be braced at 4' o/c unless detailed otherwise. Proper attachment and positioning of lateral Input Bearing Vertical Reactions Ply Depth Nailing Detail Other Width Length (Ibs) Depth Uve/Dead/U p i itt/Total 1 Glulam or solid sawn lumber 5.50" Hanger 242 / 302 / 0 / 543 1 11.88" N/A Top Mount None beam Hanger 2 Glulam or solid sawn lumber 5.13" 5.13" 238 / 298 / 0 / 537 N/A N/A N/A End, TJI 1 Ply 11 7/8" TJI@ beam Blocking 210 ' HANGERS: Simpson Strong -Tie@ Connectors Support Model Slope Skew Reverse Top Flange Top Flange Support Wood Flanges Offset Slope Species 1 Top Mount Hanger ITT2.1/11.88 0/12 0 N/A No 0 Douglas Fir -Nailing for Support 1: Face: 2-N10, Top 4-N10, Member: 2-N10 DESIGN CONTROLS: Maximum Design Control Control Location Shear (Ibs) 516 516 2069 Passed (25%) Lt. end Span 1 under Roof loading Vertical Reaction (Ibs) 516 516 1794 Passed (29%) Bearing 2 under Roof loading Moment (Ft -Lbs) 2218 2218 4525 Passed (49%) MID Span 1 under Roof loading Live Load Defl (in) 0.203 0.573 Passed (LJ999+) MID Span 1 under Roof loading Total Load Defl (in) 0.457 0.860 Passed (L/451) MID Span 1 under Roof loading -Deflection Criteria: STANDARD (LL:L/360,TL:U240). -TJ maximum bearing length controls reaction capacity. Limits: End supports, 3 1/2". Intermediate supports, 5 1/4". -Bracing(Lu): All compression edges (top and bottom) must be braced at 4' o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. PROJECT INFORMATION: DANFORTH RESIDENCE 78-110 MASTERS CIRCLE LA QUINTA, CA OPERATOR INFORMATION: BRONZYOUNG YOUNG ENGINEERING SERVICES 77804 WILDCAT DRIVE, STE. C PALM DESERT, CA 92211 Phone: 760-360-5770 Fax :760-360-5719 SE4044@AOL.COM Copyright m 2004 by Trus Joist, a Weyerhaeuser Business TJI® and TJ-Beam49 are registered trademarks of Trus Joist. e -I Joist^.,Pro' and TJ -Pro' are trademarks of Trus Joist. Simpson Strong -Tie® Connectors is a registered trademark of Simpson Strong -Tie Company, Inc. S:\1400\(Danforth)04-1438-01\Calcs\RJ2.sms - 7 7 4A /�W(Eyecfueusa Business TJ•Beam@ 6.15 Serial Number: 7002116742 User: 2 11/5/2004 12:10:17 PM RJ2 - OUTDOOR LIVING AREA 11 7/8" TJI@ 210 @ 16" O/C Page Engine Version: 1. 15.33 THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN . CONTROLS FOR THE APPLICATION AND LOADS LISTED ADDITIONAL NOTES: -IMPORTANT! The analysis presented is output from software developed by Trus Joist (TJ). TJ warrants the sizing of its products by this software will be accomplished in accordance with TJ 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 TJ Associate. -Not all products are readily available. Check with your supplier or TJ technical representative for product availability. -THIS ANALYSIS FOR TRUS JOIST PRODUCTS ONLY! PRODUCT SUBSTITUTION VOIDS THIS ANALYSIS. -Allowable Stress Design methodology was used for Building Code UBC analyzing the TJ Custom product listed above. PROJECT INFORMATION: DANFORTH RESIDENCE 78-110 MASTERS CIRCLE LA OUINTA, CA OPERATOR INFORMATION: BRONZ YOUNG YOUNG ENGINEERING SERVICES 77804 WILDCAT DRIVE, STE. C, PALM DESERT, CA 92211 Phone: 760-360-5770 Fax :760-360-5719 SE40449AOL.COM Copyright O 2004 by Trus Joist, a Weyerhaeuser Business TJI® and TJ -Beam® are .registered trademarks of Trus Joist. e -I Joist', Pro" and TJ -Pro" are trademarks of Trus Joist. Simpson Strong -Tie® connectors is a registered trademark of Simpson strong -Tie Company, Inc. S:\1400\(Danforth)04-1438-01\Calcs\11J2.sms - 8 RJ2 - OUTDOOR LIVING AREA TJ -Beam 6.15 Serial Number: 7�0022116i B 2"a' .11 7/8" TJ I® 210 16" o c User: Engine sign: 17 PM THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN Page 3 Engine Version: 1.15.33 CONTROLS FOR THE APPLICATION -AND LOADS LISTED Load Group: Primary Load Group 17' 2.38" Max. Vertical Reaction Total (lbs) 543 537 Max. Vertical Reaction Live (lbs) 242 238 Selected Bearing Length (in) 5.13(w) Max. Unbraced Length (in) 48 Loading on all spans, LDF = 0.90 1.0 Dead Design Shear (lbs) 287 -284 Max Shear (lbs) 287 -287 Member Reaction (lbs) 287 287 Support Reaction (lbs) 302 298 Moment (Ft -Lbs) 1232 Loading on all spans, LDF = 1.25 , 1.0 Dead + 1.0 Floor + 1.0 Roof Design Shear (lbs) 516 -511- Max Shear (lbs) 516 -516 Member Reaction (lbs) 516 516 Support Reaction (lbs) 543 537 Moment (Ft -Lbs) 2218 Live Deflection (in) 0.203 Total Deflection (in) 0,457 PROJECT INFORMATION: DANFORTH RESIDENCE 78-110 MASTERS CIRCLE LA QUINTA, CA OPERATOR INFORMATION:. BRONZ YOUNG YOUNG ENGINEERING SERVICES 77804 WILDCAT DRIVE, STE. C PALM DESERT, CA 92211 Phone: 760-360-5770 ! Fax :760-360-5719 SE4044@AOL.COM Copyright o 2004 by Trus Joist, a Weyerhaeuser Business TJI® and TJ -Beam® are registered trademarks of Trus Joist. e -I Joists, Pros and TJ -Pro' are trademarks of Trus Joist. Simpson Strong -Tie® Connectors is a registered trademark of Simpson Strong -Tie Company, Inc. S:\1400\(Danforth)04-1438-01\Calcs\RJ2.sms - 9 - j RJ2 2 -PLY - AT OUTDOOR LIVING AREA SKYLIGHT TJ -Beam 6.15 Serial Numbers e;2"` 11 7/8" TJI® 210 2 plies @ 16" Pagel Engin VersiO4 on: 1. THIS PRODUCT MEETS- OR EXCEEDS THE SET DESIGN Page 1 Engine Version: 1.15.33 CONTROLS FOR THE APPLICATION AND LOADS LISTED Member Slope: 0112 Roof Slope0f12 21 All dimensions are horizontal. Product Diagram is Conceptual. LOADS: Analysis is.for a Joist Member. Primary Load Group - Roof (psf): 20.0 Live at 125 % duration, 25.0 Dead Vertical Loads: Type Class Live Dead Location Application Comment Point(lbs) Roof(1.25) 210 260 6' - Point(lbs) Roof(1.25) 290 225 11' SUPPORTS: 1 Glulam or solid sawn lumber beam 2 Glulam or solid sawn lumber beam Input Bearing Vertical Reactions Width . Length (Ibs) Live/Dead/Uplift/Total 5.50" Hanger 496 / 565 / 0 /1061 5.13" 5.13" 484 / 520 / 0 /1004 HANGERS: Simpson Strong -Tie® Connectors Support Model Slope Skew Top Mount Hanger MIT4.28/11.88 0/12 0 -Nailing for Support 1: Face: 2-N10 , Top 4-N10, Member: 2-N10 DESIGN CONTROLS: Ply Depth Nailing Detail Other Depth Control 1 11.88" N/A Top Mount None Shear (Ibs) Hanger N/A N/A N/A End, TJI 1 Ply 11 7/8" TJI@ Passed (25%) Blocking 210 Reverse Top Flange Top Flange SupportWood Flanges Offset Slope Species N/A No 0 Douglas Fir -Deflection Criteria: STANDARD (LL: L/360,TL: LJ240). -TJ maximum bearing length controls reaction capacity. Limits: End supports, 3 1/2". Intermediate supports, 5 1/411. -Bracing(Lu): All compression edges (top and bottom) must be braced at 3'9" o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. PROJECT INFORMATION: DANFORTH RESIDENCE 78-110 MASTERS CIRCLE LA QUINTA, CA _O_PERATOR INFORMATION: BRONZ YOUNG YOUNG ENGINEERING SERVICES 77804 WILDCAT DRIVE, STE. C PALM DESERT, CA 92211 Phone: 760-360-5770 Fax :760-360-5719 SE40449AOL.COM Copyright O 2004 by True Joist, a Weyerhaeuser Business TJI® and TJ -Beam® are registered trademarks of True Joist. e -I Joist",Pro- and TJ -Pro" are trademarks of Trus Joist. Simpson Strong -Tie® Connectors is a registered trademark of Simpson strong -Tie Company, Inc. Ss\1400\(Danforth)04-1438-01\Calcs\RJ2 2 PLY.sms - 1 0 Maximum Design Control Control Location Shear (Ibs) 1034 1034 4138 Passed (25%) Lt. end Span 1 under Roof loading Vertical Reaction (Ibs) 1034 1034 3588 Passed (29%) Bearing 1 under Roof loading Moment (Ft -Lbs) 5254 5254 9050 Passed (58%) MID Span 1 under Roof loading Live Load Defl (in) 0.259 0.573 Passed (L/796) MID Span 1 under Roof loading Total Load Defl (in) 0.537 0.860 Passed (L/384) MID Span 1 under Roof loading -Deflection Criteria: STANDARD (LL: L/360,TL: LJ240). -TJ maximum bearing length controls reaction capacity. Limits: End supports, 3 1/2". Intermediate supports, 5 1/411. -Bracing(Lu): All compression edges (top and bottom) must be braced at 3'9" o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. PROJECT INFORMATION: DANFORTH RESIDENCE 78-110 MASTERS CIRCLE LA QUINTA, CA _O_PERATOR INFORMATION: BRONZ YOUNG YOUNG ENGINEERING SERVICES 77804 WILDCAT DRIVE, STE. C PALM DESERT, CA 92211 Phone: 760-360-5770 Fax :760-360-5719 SE40449AOL.COM Copyright O 2004 by True Joist, a Weyerhaeuser Business TJI® and TJ -Beam® are registered trademarks of True Joist. e -I Joist",Pro- and TJ -Pro" are trademarks of Trus Joist. Simpson Strong -Tie® Connectors is a registered trademark of Simpson strong -Tie Company, Inc. Ss\1400\(Danforth)04-1438-01\Calcs\RJ2 2 PLY.sms - 1 0 �4O, r�f RJ2 2-PLY - AT OUTDOOR LIVING AREA SKYLIGHT TJ-Beams 6.15 Serial Number':7`�02 8-r B 2"� 11 7/8" TJI@ 210 2 plies @ 16" o/c User: 2 11/5/2004 12:09:07 PM Page2 Engine Version: 1.15.33 THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED ADDITIONAL NOTES: -IMPORTANT! The analysis presented is output from software developed by Trus Joist (TJ). TJ warrants the sizing of its products by this software will be accomplished in accordance with TJ 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 TJ Associate. -Not all products are readily available. Check with your supplier or TJ technical representative for product availability. -THIS ANALYSIS FOR TRUS JOIST PRODUCTS ONLY! PRODUCT SUBSTITUTION VOIDS THIS ANALYSIS. -Allowable Stress Design methodology was used for Building Code UBC analyzing the TJ Custom product listed above. -Note: See TJ SPECIFIER'S / BUILDER'S GUIDES for multiple ply connection. PROJECT INFORMATION: DANFORTH RESIDENCE 78-110 MASTERS CIRCLE LA OUINTA, CA OPERATOR INFORMATION: BRONZ YOUNG YOUNG ENGINEERING SERVICES 77804 WILDCAT DRIVE, STE. C PALM DESERT, CA 92211 Phone: 760-360-5770 Fax :760-360-5719 SE4044@AOL.COM Copyright 0 2004 by True Joist, a Weyerhaeuser Business TJI® and TJ -Beam® are registered trademarks of Trus Joist. e -I Joist -,Pro- and TJ -Pro' are trademarks of Trus Joist. Simpson Strong -Tie® Connectors is a registered trademark of Simpson strong -Tie Company, Inc. S:\1400\(Danforth)04-1438-01\Calcs\RJ2 2 PLY.sms An6.1e7RJ2 2 -PLY - AT OUTDOOR LIVING AREA SKYLIGHT TJ•Beamg6.15SerialNu"r:7 , s 11 7/8" TJI® 210 2 lies @ 16o/c " P / PageUser3 Engin VersiO4 on: 1.15.33 THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN Page 3 Engine Version: 1.15.33 CONTROLS FOR THE APPLICATION AND LOADS LISTED Load Group: Primary Load Group 17' 2.38" Max. Vertical Reaction Total (lbs) 1061 1004 Max. Vertical Reaction Live (lbs) 496 484 Selected Bearing Length (in) 5.13(W) Max. Unbraced Length (in) 45 Loading on all spans, LDF = 0.90 , 1.0 Dead Design Shear (lbs) 550 -506 Max Shear (lbs) 550 -508 Member Reaction (lbs) 550 508 Support Reaction (lbs) 565 520 Moment (Ft -Lbs) 2702 Loading on all spans, LDF = 1.25 , 1.0 Dead + 1.0 Floor + 1.0 Roof Design Shear (lbs) 1034 -978 Max Shear (lbs) 1034 -983 Member Reaction (lbs) 1034 983 Support Reaction (lbs) 1061 1004 Moment (Ft -Lbs) 5254 Live Deflection (in) 0.259 Total Deflection (in) 0.537 PROJECT INFORMATION: DANFORTH RESIDENCE 78-110 MASTERS CIRCLE LA QUINTA, CA OPERATOR INFORMATION: BRONZ YOUNG YOUNG ENGINEERING SERVICES 77804 WILDCAT DRIVE, STE. C PALM DESERT, CA 92211 Phone: 760-360-5770 Fax :760-360-5719 SE4044@AOL.COM Copyright m 2004 by Trus Joist, a Weyerhaeuser Business TJI® and TJ -Beam® are registered trademarks of Trus Joist. e -I Joist', Pro" and TJ -Pro" are trademarks of True Joist. Simpson Strong -Tie® Connectors is a registered trademark of Simpson Strong -Tie Company, Inc. S:\1400\(Danforth)04-1438-01\Calcs\RJ2 2 PLY.sms - 1 2 YOUNG ENGINEERING SERVICES Title: DANFORTH RESIDENCE Job # 04-1438-01 CIVIL & STRUCTURAL ENGINEERS Dsgnr: JWT Date: 77-804 WILDCAT DRIVE, SUITE C Description : SFD e+ PALM DESERT, CA 92211 Scope TEL:760-360-5770 Rev:580003 User: KW -0601715. Ver 5.8.0. 1 -Dec -2003 General Timber Beam Page 1 (1983-2003 ENERCALCEngineering Software - denforth.ecw:Calculations Description R1 General Information '91, Code Ref: 2001 NDS, 2003 IBC, 2003 NFPA 5000. Base allowables are user defined Section Name 10x12 ...Location Center Span 9.25 ft .....Lu 0.00 ft Beam Width 9.500 in Left Cantilever ft .....Lu 0.00 ft Beam Depth 11.500 in Right Cantilever ft .....Lu 0.00 ft Member Type Sawn Douglas Fir - Larch, No.1 #2 DL @ Left Bm Wt. Added to Loads LL @ Left Fb Base Allow 1,350.0 psi Load Dur. Factor 1.250 Fv Allow 85.0 psi Beam End Fixity Pin -Pin Fc Allow 625.0 psi Wood Density 34.000pcf E 1,600.0ksi Trapezoidal Loads '91, Deflection -0.029 in ...Location 4.921 ft #1 DL @ Left 81.00 #/ft LL @ Left 60.00 #/ft Start Loc 0.000 ft DL @ Right 81.00 #/ft LL @ Right 60.00 #/ft End Loc 6.000 ft #2 DL @ Left 284.00 #/ft LL @ Left 210.00 .#/ft Start Loc 6.000 ft DL @ Right 284.00 #/ft LL @ Right 210.00 #/ft End Loc 9.250 ft Point Loads Allowable 29.4 k -ft uead Load 1, 134.0 lbs lbs lbs lbs lbs lbs lbs Live Load 840.0 lbs lbs lbs lbs lbs lbs lbs ...distance 6.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft Center Span... '91, Deflection -0.029 in ...Location 4.921 ft ...Length/Deft Beam Design OK Camber ( using 1.5 * D.L. Defl ) ... @ Center Span= 9.25ft, Beam Width = 9.500in x Depth = 11.5in, Ends are Pin -Pin 0.000 in @ Right 0.000 in Max Stress Ratio 0.325 : 1 Maximum Moment 7.0 k -ft Maximum Shear * 1.5 3.8 k Allowable 29.4 k -ft Allowable 11.6 k Max. Positive Moment 6.99 k -ft at 5.994 ft Shear: @ Left 1.67 k Max. Negative Moment -0.00 k -ft at 9.250 ft @ Right 3.00 k Max @ Left Support 0.00 k -ft Camber: @ Left 0.000in Max @ Right Support 0.00 k -ft @ Center 0.043 in Max. M allow 29.45 Reactions... @ Right 0.000in fb 400.75 psi fv 34.55 psi Left DL 1.01 k Max 1.67 k Fb 1,687.50 psi Fv 106.25 psi Right DL 1.77 k Max 3.00 k Deflections Center Span... Dead Load Deflection -0.029 in ...Location 4.921 ft ...Length/Deft 3,860.6 Camber ( using 1.5 * D.L. Defl ) ... @ Center 0.043 in @ Left 0.000 in @ Right 0.000 in otal Load Left Cantilever... -0.048 in Deflection 4.921 ft ...Length/Deft 2,292.65 Right Cantilever... Deflection ... Length/Defl 14- 0.000 in 0.000 in 0.0 0.0 0.000 in 0.000 in 0.0 0.0 YOUNG ENGINEERING SERVICES Title: DANFORTH RESIDENCE Job # 04-1438-01 CIVIL & STRUCTURAL ENGINEERS Dsgnr: JWT Date: 77-804 WILDCAT DRIVE, SUITE C Description : SFD etv PALM DESERT, CA 92211 Scope TEL:760-360-5770 Rev: 580003 User: KW -0601715. Ver 5.8.0.1 -Dec -2003 General Timber Beam Page 2 (c)1983-2003 ENERCALC Engineering Software danlarth.ecw:Calculations Description R1 Stress Calcs Bending Analysis Ck 24.972 Le 0.000 ft SM 209.396 in3 Area 109.250 in2 Cf 1.000 Rb 0.000 Cl 1666.539 15- Max Moment Sxx Req'd Allowable fb @ Center 6.99 k -ft 49.73 in3 1,687.50 psi @ Left Support 0.00 k -ft 0.00 in3 1,687.50 psi @ Right Support 0.00 k -ft 0.00 in3 1,687.50 psi Shear Analysis @ Left Support @ Right Support Design Shear 2.27 k 3.78 k Area Required 21.349 in2 35.531 in2 Fv: Allowable 106.25 psi 106.25 psi Bearing @ Supports Max. Left Reaction 1.67 k Bearing Length Req'd 0.281 in Max. Right Reaction 3.00 k Bearing Length Req'd 0.505 in Gluery Values M, V, & D @ Specified Locations Moment Shear Deflection @ Center Span Location = 0.00 ft 0.00 k -ft 1.67 k 0.0000 in @ Right Cant. Location = 0.00 ft 0.00 k -ft 0.00 k 0.0000 in @ Left Cant. Location = 0.00 ft 0.00 k -ft 0.00 k 0.0000 in 15- YOUNG ENGINEERING SERVICES Title: DANFORTH RESIDENCE Job # 04-1438-01 CIVIL & STRUCTURAL ENGINEERS Dsgnr: JWT Date: 77-804 WILDCAT DRIVE, SUITE C Description : SFD eN oes PALM DESERT, CA 92211 Scope TEL:760-360-5770 Rev: 580003 User: KW -0601715. Ver 5.8.0. 1 -Dec -2003 General Timber Beam Page 1 (c 1983.2003 ENERCALC Engineering Software danforth.ecw:Calculations Description R2 General Information Span= 9.50ft, Beam Width Code Ref: 2001 NDS, 2003 IBC, 2003 NFPA 5000. Base allowables are user defined Section Name 10x12 Dead Load Center Span 9.50 ft .....Lu 0.00 ft Beam Width 9.500 in Left Cantilever ft .. ..Lu 0.00 ft Beam Depth 11.500 in Right Cantilever ft .....Lu 0.00 ft Member Type Sawn Douglas Fir - Larch, No.1 2.2 k -ft Bm Wt. Added to Loads 6,280.98 Fb Base Allow 1,350.0 psi Load Dur. Factor 1.250 Fv Allow 85.0 psi Beam End Fixity Pin -Pin Fc Allow 625.0 psi Wood Density 34.000pcf E 1,600.0ksi Full Length Uniform Loads Center DL 95.00 #/ft LL 70.00 #/ft Left Cantilever DL #/ft LL #/ft Right Cantilever DL #/ft LL #/ft Beam Design OK Center Span... Span= 9.50ft, Beam Width = 9.500in x Depth = 11.5in, Ends are Pin -Pin Left Cantilever... Dead Load Total Load Deflection -0.011 in Max Stress Ratio 0.094 ; 1 0.000 in 0.000 in ...Location 4.750 ft 4.750 ft ...Length/Deft Maximum Moment 0.0 2.2 k -ft Maximum Shear* 1.5 6,280.98 1.1 k 1.09 k Allowable 10.236 in2 29.4 k -ft 0.000 in Allowable @ Center 11.6 k ...Length/Deft Max. Positive Moment 2.15 k -ft at 4.750 ft Shear: @ Left 0.91 k Max. Right Reaction @ Right Max. Negative Moment 0.00 k -ft at 9.500 ft @ Right 0.91 k Max @ Left Support 0.00 k -ft Bending Analysis Camber: @ Left 0.000in Ck 24.972 Max @ Right Support 0.00 k -ft 209.396 in3 Area 109.250 in2 @ Center 0.017 in CI 906.277 Max. M allow 29.45 Reactions... @ Right 0.000 in fb 123.35 psi fv 9.95 psi Left DL 0.57 k Max 0.91 k Fb 1,687.50 psi Fv 106.25 psi Right DL 0.57 k Max 0.91 k Deflections Center Span... Dead Load Total Load Left Cantilever... Dead Load Total Load Deflection -0.011 in -0.018 in Deflection 0.000 in 0.000 in ...Location 4.750 ft 4.750 ft ...Length/Deft 0.0 0.0 ...Length/Deft 9,920.8 6,280.98 Right Cantilever... 1.09 k Camber ( using 1.5 * D.L. Defl ) ... 10.236 in2 Deflection 0.000 in 0.000 in @ Center 0.017 in ...Length/Deft 0.0 0.0 @ Left 0.000 in 0.91 k Bearing Length Req'd 0.153 in Max. Right Reaction @ Right 0.000 in 0.153 in Stress Calcs Bending Analysis Ck 24.972 Le 0.000 ft Sxx 209.396 in3 Area 109.250 in2 Cf 1.000 Rb 0.000 CI 906.277 19-10 Max Moment Sxx Read Allowable fb @ Center 2.15 k -ft 15.31 in3 1,687.50 psi @ Left Support 0.00 k -ft 0.00 in3 1,687.50 psi @ Right Support 0.00 k -ft 0.00 in3 1,687.50 psi Shear Analysis @ Left Support @ Right Support Design Shear 1.09 k 1.09 k Area Required 10.236 in2 10.236 in2 Fv: Allowable 106.25 psi 106.25 psi Bearing @ Supports Max. Left Reaction 0.91 k Bearing Length Req'd 0.153 in Max. Right Reaction 0.91 k Bearing Length Req'd 0.153 in 19-10 YOUNG ENGINEERING SERVICES Title: DANFORTH RESIDENCE Job # 04-1438-01 CIVIL & STRUCTURAL ENGINEERS Dsgnr: JWT Date: 77-804 WILDCAT DRIVE, SUITE C Description : SFD eg PALM DESERT, CA 92211 Scope TEL:760-360-5770 Rev: 580003 User: KW -0601715. Ver 5.8.0. t -Dec -2003 General Timber Beam Page 2 (c)1983-2003 ENERCALC Engineering Software danforth.emcalculations Description R2 Query Values M, V, & D @ Specified Locations Moment Shear Deflection @ Center Span Location = 0.00 ft 0.00 k -ft 0.91 k 0.0000 in @ Right Cant. Location = 0.00 ft 0.00 k -ft 0.00 k 0.0000 in @ Left Cant. Location = 0.00 ft 0.00 k -ft 0.00 k 0.0000 in - 1 7 - YOUNG ENGINEERING SERVICES Title: DANFORTH RESIDENCE Job # 04-1438-01 CIVIL & STRUCTURAL ENGINEERS Dsgnr: JWT Date: 77-804 WILDCAT DRIVE, SUITE C Description : SFD PALM DESERT, CA 92211 Scope TEL:760-360-5770 Rev: 580003 User: KW -0601715. Ver 5.8.0. 1 -Dec -2003 General Timber Beam Page 1 (cL1983-2003 ENERCALC Engineering Software danforth ecw•Calculations Description R3 General Information Span= 4.75ft, Beam Width = 5.500in x Depth = 11.51n, Ends are Pin -Pin Code Ref: 2001 NDS, 2003 IBC, 2003 NFPA 5000. Base allowables are user__' efine Section Name 6x12 Center Span 4.75 it .....Lu 0.00 ft Beam Width 5.500 in Left Cantilever it ...Lu 0.00 ft Beam Depth 11.500 in Right Cantilever ft .....Lu 0.00 ft Member Type Sawn Douglas Fir - Larch, No.1 #2 DL @ Left Bm Wt. Added to Loads LL @ Left Fb Base Allow 1,350.0 psi Load Dur. Factor 1.250 Fv Allow 85.0 psi Beam End Fixity Pin -Pin Fc Allow 625.0 psi Wood Density 34.000pcf E 1,600.0ksi Trapezoidal Loads Span= 4.75ft, Beam Width = 5.500in x Depth = 11.51n, Ends are Pin -Pin #1 DL @ Left 68.00 #/ft LL @ Left 50.00 #/ft Start Loc 0.000 ft DL @ Right 68.00 #/ft LL @ Right 50.00 #/ft End Loc 1.250 ft #2 DL @ Left 169.00 #/ft LL @ Left 125.00 #/ft Start Loc 1.250 ft DL @ Right 169.00 #/ft LL @ Right 125.00 #/ft End Loc 3.500 ft #3 DL @ Left 68.00 #/ft LL @ Left 50.00 #/ft Start Loc 3.500 ft DL @ Right 68.00 #/ft LL @ Right 50.00 #/ft End Loc 4.750 ft Point Loads Live Load 407.0 lbs 407.0 lbs lbs lbs lbs lbs lbs ...distance 1.250 ft 3.500 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft Beam Design OK 18- Span= 4.75ft, Beam Width = 5.500in x Depth = 11.51n, Ends are Pin -Pin Max Stress Ratio 0.300 : 1 Maximum Moment 1.9 k -ft Maximum Shear* 1.5 2.0 k Allowable 17.0 k -ft Allowable 6.7 k Max. Positive Moment 1.93 k -ft at 2.375 ft Shear: @ Left 1.47 k Max. Negative Moment 0.00 k -ft at 4.750 ft @ Right 1.47 k Max @ Left Support 0.00 k -ft Camber: @ Left 0.000in Max @ Right Support 0.00 k -ft @ Center 0.006in Max. M allow 17.05 Reactions... @ Right 0.000 in fb 190.92 psi fv 31.86 psi Left DL 0.86 k Max 1.47k Fb 1,687.50 psi Fv 106.25 psi Right DL 0.86 k Max 1.47 k Deflections Center Span... Dead Load Total Load Left Cantilever... Dead Load Total Load Deflection -0.004 in -0.007 in 'Deflection 0.000 in 0.000 in ...Location 2.375 ft 2.375 ft ...Length/Deft 0.0 0.0 ...Length/Deft 13,312.3 7,766.75 Right Cantilever... Camber( using 1.5D.L. Deft ) ... Deflection 0.000 in 0.000 in @ Center 0.006 in ...Length/Deft 0.0 0.0 @ Left 0.000 in @ Right 0.000 in 18- YOUNG ENGINEERING SERVICES Title: DANFORTH RESIDENCE Job # 04-1438-01 CIVIL & STRUCTURAL ENGINEERS Dsgnr: JWT Date: 77-804 WILDCAT DRIVE, SUITE C Description : SFD eH PALM DESERT, CA 92211 Scope TEL:760-360-5770 Rev: 580003 User: KW -0601715. Ver 5.8.0.1 -Dec -2003 General Timber Beam Page 2 Sc?1983-2003 ENERCALC Engineering Software danforth.ecwCalculations Description R3 Stress Calcs Bending Analysis Ck 24.972 Le 0.000 ft Sxx 121.229 in3 Area 63.250 in2 Cf 1.000 Rb 0.000 Cl 1469.718 IIS Max Moment Sxx Req'd Allowable fb @ Center 1.93 k -ft 13.72 in3 1,687.50 psi @ Left Support 0.00 k -ft 0.00 in3 1,687.50 psi @ Right Support 0.00 k -ft 0.00 in3 1,687.50 psi Shear Analysis @ Left Support @ Right Support Design Shear 2.02 k 2.02 k Area Required 18.966 in2 18.966 in2 Fv: Allowable 106.25 psi 106.25 psi Bearing @ Supports Max. Left Reaction 1.47 k Bearing Length Req'd 0.428 in Max. Right Reaction 1.47 k Bearing Length Req'd 0.428 in Query Values M, V, & D @ Specified Locations Moment Shear Deflection @ Center Span Location = 0.00 ft 0.00 k -ft 1.47 k 0.0000 in @ Right Cant. Location = 0.00 ft 0.00 k -ft 0.00 k 0.0000 in @ Left Cant. Location = 0.00 ft 0.00 k -ft 0.00 k 0.0000 in IIS YOUNG ENGINEERING SERVICES Title: DANFORTH RESIDENCE Job # 04-1438-01 CIVIL & STRUCTURAL ENGINEERS Dsgnr: JWT Date: 77-804 WILDCAT DRIVE, SUITE C Description : SFD PALM DESERT, CA 92211 Scope TEL:760-360-5770 Rev: 580003 User KW -0601715. Ver 5.8.0. 1 -Dec -2003e 1 )1983.2003 ENERCALC Engineering Software eneral Timber Beam Page d anforth. ecw: Calcu lations Description R4 General Information Dead Load Code Ref: 2001 NDS, 2003 IBC, 2003 NFPA 5000. Base allowables are user defined Section Name 6x10 Max Stress Ratio Center Span 9.50 ft .....Lu 0.00 ft Beam Width 5.500 in Left Cantilever ft .....Lu 0.00 ft Beam Depth 9.500 in Right Cantilever ft .....Lu 0.00 ft Member Type Sawn Douglas Fir - Larch, No.1 11.6 k -ft Bm Wt. Added to Loads Allowable Fb Base Allow 1,350.0 psi Load Dur. Factor 1.250 Fv Allow 85.0 psi Beam End Fixity Pin -Pin Fc Allow 625.0 psi Wood Density 34.000pcf E 1,600.0ksi Full Length Uniform Loads Center DL 143.00 #/ft LL 190.00 #/ft Left Cantilever DL #/ft LL #/ft Right Cantilever DL #/ft LL #/ft Beam Design OK Span= 9.50ft, Beam Width = 5.500in x Depth = 9.5in, Ends are Pin -Pin Dead Load Total Load Left Cantilever... Max Stress Ratio 0.372 : 1 Deflection -0.045 in -0.101 in Deflection Maximum Moment 0.000 in 3.9 k -ft Maximum Shear * 1.5 4.750 ft 2.1 k Allowable 0.0 11.6 k -ft 2,517.9 Allowable Right Cantilever... 5.6 k Max. Positive Moment 3.90 k -ft at 4.750 ft Shear: @ Left 1.64 k Max. Negative Moment 0.00 k -ft at 0.000 ft 0.0 @ Right 1.64 k Max @ Left Support 0.00 k -ft 0.477 in ' Max. Right Reaction Camber: @ Left 0.000 in Max @ Right Support 0.00 k -ft Stress Calcs @ Center 0.068 in Max. M allow 11.63 Bending Analysis Reactions... @ Right 0.000in fb 565.10 psi fv 39.56 psi Left DL - 0.7.4 k Max 1.64k Fb 1,687.50 psi Fv 106.25 psi Right DL 0.74 k Max 1.64 k Deflections Center Span... Dead Load Total Load Left Cantilever... Dead Load Total Load Deflection -0.045 in -0.101 in Deflection 0.000 in 0.000 in ...Location 4.750 ft 4.750 ft ...Length/Defl 0.0 0.0 ...Length/Defl 2,517.9 1,132.58 Right Cantilever... 2.07 k Camber ( using 1.5 * D.L: Defl ) ... 19.453 in2 Deflection 0.000 in 0.000 in @ Center 0.068 in ...Length/Deft 0.0 0.0 @ Left 0.000 in 1.64 k Bearing Length Req'd 0.477 in ' Max. Right Reaction @ Right 0.000 in 0.477 in Stress Calcs Bending Analysis Ck 24.972 Le 0.000 ft Sxx 82.729 in3 Area 52.250 int Cf 1.000 Rb 0.000 CI 1640.349 - 20 - Max Moment Sxx Req'd Allowable fb @ Center 3.90 k -ft 27.70 in3 1,687.50 psi @ Left Support 0.00 k -ft 0.00 in3 1,687.50 psi @ Right Support 0.00 k -ft 0.00 in3 1,687.50 psi Shear Analysis @ Left Support @ Right Support Design Shear 2.07 k 2.07 k Area Required 19.453 in2 19.453 in2 Fv: Allowable 106.25 psi 106.25 psi Bearing @ Supports Max. Left Reaction 1.64 k Bearing Length Req'd 0.477 in ' Max. Right Reaction 1.64 k Bearing Length Req'd 0.477 in - 20 - LL'Rev: 590003 User: KW -0601715. Ver 5. 1993-2003 ENERCALC Description YOUNG ENGINEERING SERVICES Title: DANFORTH RESIDENCE CIVIL & STRUCTURAL ENGINEERS Dsgnr: JWT Date: 77-804 WILDCAT DRIVE, SUITE C Description : SFD PALM DESERT, CA 92211 Scope TEL:760-360-5770 1 -Dec -2003 R4 General Timber Beam Job # 04-1438-01 Page 2 Query Values M, V, & D @ Specified Locations Moment Shear Deflection @ Center Span Location = 0.00 ft 0.00 k -ft 1.64 k 0.0000 in @ Right Cant. Location = 0.00 ft 0.00 k -ft 0.00 k 0.0000 in @ Left Cant. Location = 0.00 ft 0,00 k -ft 0.00 k 0.0000 in - 2 1 - REFERENCE . DLR • . LLL ° ^\ I ^ LLR° . . . . . . . . . . . . . .. USE j x Z 1. .y. . DLL LLL- . I . . . . LLQ- . . . . . USE vILI D4-. . `} DLA■ . . LLL- . LLR- DATE JOB NAME.:!L 5HEET YOUNG ENGINEERING 5ERVICE5 \, y 1 PALM 4 WILDCAT DR. SUITE G JOB No.: '0 4- I `a"l/ ' I PALM DESERT, GA. AX , PFI 160-360770 FAX 160-360-5114 22_ W`' . USE i5.s . tit1 u . Zn . •5! 2. - . 6S Pity. , . . • —f2 I v • DLA a I'L L' .. . s)Z t . . LLR' . 'Zi- 31 /Z 25 " c - - 2 - 1114 its'' `N vv1 - ZI \L '1 1, . . P USE IIL} V(a G .I75. FL-f: . . v. DATE JOB NAME.:!L 5HEET YOUNG ENGINEERING 5ERVICE5 \, y 1 PALM 4 WILDCAT DR. SUITE G JOB No.: '0 4- I `a"l/ ' I PALM DESERT, GA. AX , PFI 160-360770 FAX 160-360-5114 22_ YOUNG ENGINEERING SERVICES Title: DANFORTH RESIDENCE Job # 04-1438-01 CIVIL & STRUCTURAL ENGINEERS Dsgnr: JWT Date: 77-804 WILDCAT DRIVE, SUITE C Description : SFD Joe, ' PALM DESERT, CA 92211 Scope : w TEL:760-360-5770 Rev: 580003 User: KW -0601715. Ver5.8.0. 1 -Dec -2003 General Timber Beam Page 1 I_ 01983-2003 ENERCALC En ineerinq Software danforth.ecw:Calculations Description R5 General Information Code Ref: 2001 NDS, 2003 IBC, 2003 NFPA 5000. Base allowables are user defined 1.Section Name 6x12 Center Span 15.00 ft .....Lu 0.00 ft Beam Width 5.500 in Left Cantilever ft .....Lu 0.00 ft Beam Depth 11.500 in Right Cantilever ft .....Lu 0.00 ft Member Type Sawn Douglas Fir - Larch, No.1 Sm Wt. Added to Loads Fb Base Allow 1,350.0 psi Load Dur. Factor 1.250 Fv Allow 85.0 psi Beam End Fixity Pin -Pin Fc Allow 625.0 psi Wood Density 34.000pcf E 1,600.0ksi Full Length Uniform Loads Center DL 138.00 #/ft LL 170.00 #/ft Left Cantilever DL #/ft LL #/ft Right Cantilever DL #/ft LL #/ft Span= 15.00ft, Beam Width = 5.500in x Depth = 11.5in, Ends are Pin -Pin Max Stress Ratio 0.533 ; 1 Maximum Moment 9.1 k -ft Maximum Shear * 1. Allowable 17.0 k -ft Allowable Max. Positive Moment 9.08 k -ft at 7.500 ft Shear: Max. Negative Moment 0.00 k -ft at 0.000 ft Max @ Left Support 0.00 k -ft Camber: Max @ Right Support 0.00 k -ft Max. M allow 17.05 Reactions... fb 899.04 psi fv 50.55 psi Left DL Fb 1,687.50 psi Fv 106.25 psi Right DL Deflections Beam Design OK 5 3.2 k 6.7 k @ Left 2.42 k @ Right 2.42 k @ Left 0.000 in @ Center 0.234 in @ Right 0.000 in 1.15 k Max 2.42 k 1.15 k Max 2.42 k Center Span... Dead Load Total Load Left Cantilever... Dead Load Total Load Deflection -0.156 in -0.330 in Deflection 0.000 in 0.000 in ...Location 7.500 ft 7.500 ft ...Length/Deft 0.0 0.0 ...Length/Deft 1,152.5 545.78 Right Cantilever... Camber ( using 1.5 * D.L. Defi ) ... Deflection 0.000 in 0.000 in @ Center 0.234 in ...Length/Deft 0.0 0.0 @ Left 0.000 in @ Right 0.000 in Stress Calcs Bending Analysis Ck 24.972 Le 0.000 ft Sxx 121.229 in3 Area 63.250 in2 Cf 1.000 Rb 0.000 Cl 0.000 Max Moment Sxx Read Allowable fb @ Center 9.08 k -ft 64.59 in3 1,687.50 psi @ Left Support 0.00 k -ft 0.00 in3 1,687.50 psi @ Right Support 0.00 k -ft 0.00 in3 1,687.50 psi Shear Analysis @ Left Support @ Right Support Design Shear 3.20 k 3.20 k Area Required 30.090 in2 30.090 in2 Fv: Allowable 106.25 psi 106.25 psi Bearing @ Supports Max. Left Reaction 2.42 k Bearing Length Req'd 0.705 in Max. Right Reaction 2.42 k Bearing Length Req'd 0.705 in - 23 - 1.15 k Max 2.42 k 1.15 k Max 2.42 k Center Span... Dead Load Total Load Left Cantilever... Dead Load Total Load Deflection -0.156 in -0.330 in Deflection 0.000 in 0.000 in ...Location 7.500 ft 7.500 ft ...Length/Deft 0.0 0.0 ...Length/Deft 1,152.5 545.78 Right Cantilever... Camber ( using 1.5 * D.L. Defi ) ... Deflection 0.000 in 0.000 in @ Center 0.234 in ...Length/Deft 0.0 0.0 @ Left 0.000 in @ Right 0.000 in Stress Calcs Bending Analysis Ck 24.972 Le 0.000 ft Sxx 121.229 in3 Area 63.250 in2 Cf 1.000 Rb 0.000 Cl 0.000 Max Moment Sxx Read Allowable fb @ Center 9.08 k -ft 64.59 in3 1,687.50 psi @ Left Support 0.00 k -ft 0.00 in3 1,687.50 psi @ Right Support 0.00 k -ft 0.00 in3 1,687.50 psi Shear Analysis @ Left Support @ Right Support Design Shear 3.20 k 3.20 k Area Required 30.090 in2 30.090 in2 Fv: Allowable 106.25 psi 106.25 psi Bearing @ Supports Max. Left Reaction 2.42 k Bearing Length Req'd 0.705 in Max. Right Reaction 2.42 k Bearing Length Req'd 0.705 in - 23 - - 23 - . YOUNG ENGINEERING SERVICES Title: DANFORTH RESIDENCE Job # 04-1438-01 CIVIL & STRUCTURAL ENGINEERS Dsgnr: JWT Date: 77-804 WILDCAT DRIVE, SUITE C Description : SFD M5 PALM DESERT, CA 92211 Scope TEL:760-360-5770 Rev:580003 User: KW 0601715. Ver 5.8.0. t -Dec -2003 General Timber Beam (c 1983-2003 ENERCALC Engineering Software Description R5 Page 2 Query Values M, V, & D @ Specified Locations Moment Shear Deflection @ Center Span Location = 0.00 ft 0.00 k -ft 2.42 k 0.0000 in @ Right Cant. Location = 0.00 ft 0.00 k -ft 0.00 k 0.0000 in @ Left Cant. Location = 0.00 ft 0.00 k -ft 0.00 k 0.0000 in - 24 - YOUNG ENGINEERING SERVICES Title: DANFORTH RESIDENCE Job # 04-1438-01 CIVIL & STRUCTURAL ENGINEERS Dsgnr: JWT Date: 77-804 WILDCAT DRIVE, SUITE C Description : SFD eH PALM DESERT, CA 92211 Scope TEL:760-360-5770 Rev: 580003 User: KW -0601715. Ver 5.8.0. 1 -Dec -2003 General Timber Beam Page 1 (c)1983-2003 ENERCALC Engineering Software danforth.ecw:Calculations Description R6 General Information Code Ref: 2001 NDS, 2003 IBC, 2003 NFPA 5000. Base allowables are user defined Section Name 6x12 Center Span 13.00 ft .....Lu 0.00 ft Beam Width 5.500 in Left Cantilever ft .....Lu 0.00 ft Beam Depth 11.500 in Right Cantilever 4.50ft .....Lu 0.00 ft Member Type Sawn Douglas Fir - Larch, No.1 Max Stress Ratio Bm Wt. Added to Loads Total Load Fb Base Allow 1,350.0 psi Load Dur. Factor 1.250 Fv Allow 85.0 psi Beam End Fixity Pin -Pin Fc Allow 625.0 psi Wood Density 34.000pcf E 1,600.0ksi Full Length Uniform Loads Center DL 15.00 #/ft LL 20.00 #/ft Left Cantilever DL #/ft LL #/ft Right Cantilever DL 75.00 #/ft LL 75.00 #/ft Summary Beam Design OK Span= 13.00ft, Right Cant= 4.50ft, Beam Width = 5.500in x Depth = 11.5in, Ends are Pin -Pin Dead Load Total Load Max Stress Ratio 0.132 ; 1 Total Load Deflection -0.003 in Maximum Moment Deflection -1.7 k -ft Maximum Shear* 1.5 ...Location 0.9 k Allowable ...Length/Deft 17.0 k -ft Allowable ...Length/Defl 6.7 k Max. Positive Moment 0.65 k -ft at 5.102 ft Shear: @ Left 0.25 k Max. Negative Moment -0.91 k -ft at 13.000 ft @ Right 0.73 k Max @ Left Support 0.00 k -ft 2,476.8 Camber: @ Left 0.000 in Max @ Right Support -1.67 k -ft Max. Right Reaction @ Right @ Center 0.005 in Max. M allow 17.05 Reactions... @ Right 0.023 in fb 165.30 psi fv 14.03 psi Left DL 0.12 k Max 0.25 k Fb 1,687.50 psi Fv 106.25 psi Right DL 0.67 k Max 1.20 k Deflections Center Span... Dead Load Total Load Left Cantilever... Dead Load Total Load Deflection -0.003 in -0.014 in Deflection 0.000 in 0.000 in ...Location 4.333 ft 5.731 ft ...Length/Deft 0.0 0.0 ...Length/Defl 48,514.0 11,005.99 Right Cantilever... 0.89 k Camber ( using 1.5 * D.L. Defl ) ... 2.953 in2 Deflection -0.015 in -0.044 in @ Center 0.005 in ...Length/Defl 7,095.5 2,476.8 @ Left 0.000 in 0.25 k Bearing Length Req'd 0.074 in Max. Right Reaction @ Right 0.023 in 0.348 in Stress CaIcs Bending Analysis Ck 24.972 Le 0.000 ft Sxx 121.229 in3 Area 63.250 in2 Cf 1.000 Rb 0.000 Cl 0.000 - 25 - Max Moment Sxx Rea'd Allowable fb @ Center 0.91 k -ft 6.48 in3 1,687.50 psi @ Left Support 0.00 k -ft 0.00 in3 1,687.50 psi @ Right Support 1.67 k -ft 11.88 in3 1,687.50 psi Shear Analysis @ Left Support @ Right Support Design Shear 0.31 k 0.89 k Area Required 2.953 in2 8.350 in2 Fv: Allowable 106.25 psi 106.25 psi Bearing @ Supports Max. Left Reaction 0.25 k Bearing Length Req'd 0.074 in Max. Right Reaction 1.20 k Bearing Length Req'd 0.348 in - 25 - YOUNG ENGINEERING SERVICES Title: DANFORTH RESIDENCE Job # 04-1438-01 CIVIL & STRUCTURAL ENGINEERS Dsgnr: JWT Date: ft 77-804 WILDCAT DRIVE, SUITE C Description : SFD EN PALM DESERT, CA 92211 Scope TEL:760-360-5770 Rev:580003 User: KW'0601715, Ver 5.8.0. 1 -Dec -2003 General Timber Beam Page 2 (c)1983.2003 ENERCALC Engineering Software danforth.ecw:Calculations Description R6 Qu Values M, V, a D @Specified Locations Moment Shear Deflection @ Center Span Location = 0.00 ft 0.00 k -ft 0.20 k 0.0000 in @ Right Cant. Location = 0.00 ft 0.00 k -ft 0.20 k 0.0000 in @ Left Cant. Location = 0.00 ft 0.00 k -ft 0.00 k 0.0000 in - 26 - YOUNG ENGINEERING SERVICES Title: DANFORTH RESIDENCE Job # 04-1438-01 CIVIL & STRUCTURAL ENGINEERS Dsgnr: JWT Date: 77-804 WILDCAT DRIVE, SUITE C Description : SFD eN PALM DESERT, CA 92211 Scope TEL:760-360-5770 Rev:580003 User: KW -0601715. Ver 5.8.0, 1 -Dec -2003 General Timber Beam Page 1 c)1983-2003 ENERCALC Engineering Software danforth.eow:Calculations Description R7 General Information IDS Code Ref: 2001 NDS, 2003 IBC, 2003 NFPA 5000. Base allowables are user defined Section Name 5.125x13.5 Center Span 14.75 ft .....Lu 0.00 ft Beam Width 5.125 in Left Cantilever ft ..Lu 0.00 ft Beam Depth 13.500 in Right Cantilever ft .....Lu 0.00 ft Member Type GluLam Douglas Fir, 24F - V4 9.250 ft Bm Wt. Added to Loads 88.00 #/ft Fb Base Allow 2,400.0 psi Load Dur. Factor 1.250 Fv Allow 240.0 psi Beam End Fixity Pin -Pin Fc Allow 650.0 psi Wood Density 34.000 pcf E 1,800.0 ksi Tra ezoidaI Loads IDS lbs lbs lbs lbs lbs Live Load 780.0 IDS lbs #1 DL @ Left 263.00 #/ft LL @ Left 195.00 #/ft Start Loc 0.000 ft DL @ Right 263.00 #/ft LL @ Right 195.00 #/ft End Loc 9.250 ft #2 DL @ Left 88.00 #/ft LL @ Left 65.00 #/ft Start Loc 9.250 ft DL @ Right 88.00 #/ft LL @ Right 65.00 #/ft End Loc 14.750 ft Point Loads 15.8 k -ft Maximum Shear * 1.5 5.0 k Allowable ueaa uoaa i,ubj.0 IDs IDS lbs lbs lbs lbs lbs Live Load 780.0 IDS lbs lbs lbs lbs lbs lbs ...distance 9.250 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft Summary 0.000 in @ Right 0.000 in Beam Design OK Span= 14.75ft, Beam Width = 5.125in x Depth = 13.5in, Ends are Pin -Pin Max Stress Ratio 0.405 : 1 Maximum Moment 15.8 k -ft Maximum Shear * 1.5 5.0 k Allowable 38.9 k -ft Allowable 20.8 k Max. Positive Moment 15.78 k -ft at 8.142 ft Shear: @ Left 3.87 k Max. Negative Moment 0.00 k -ft at 0.000 ft @ Right 3.28 k Max @ Left Support 0.00 k -ft Camber: @ Left 0.000 in Max @ Right Support 0.00 k -ft @ Center 0.279 in Max. M allow 38.92 Reactions... @ Right 0.000in fb 1,216.31 psi fv 72.35 psi Left DL 2.27 k Max 3.87k Fb 3,000.00 psi Fv 300.00 psi Right DL 1.94 k Max 3.28 k Deflections Center Span... Dead Load Deflection -0.186 in ...Location 7.434 ft ...Length/Deft 951.3 Camber ( using 1.5 * D.L. Defl ) ... @ Center 0.279 in @ Left 0.000 in @ Right 0.000 in al Load Left Cantilever... -0.317 in Deflection 7.434 ft ...Length/Deft 558.15 Right Cantilever... Deflection ... Length/Dell - 27 - 0.000 in 0.000 in 0.0 0.0 0.000 in 0.000 in 0.0 0.0 YOUNG ENGINEERING SERVICES Title : DANFORTH RESIDENCE Job # 04-1438-01 CIVIL & STRUCTURAL ENGINEERS Dsgnr: JWT Date: 77-804 WILDCAT DRIVE, SUITE C Description : SFD es PALM DESERT, CA 92211 Scope TEL:760-360-5770 Rev: 580003 User: KW -0601715. Ver 5.8.0. 1 -Dec -2003 General Timber Beam Page 2 1c) 1983-2003 ENERCALC Engineering Software danforth.ecw:Calculations Description R7 Stress Calcs Bending Analysis Ck 19.865 Le 0.000 ft Sxx 155.672 in3 Area 69.188 in2 Cf 1.000 Rb 0.000 Cl 0.000 28 Max Moment Sxx Req'd Allowable fb @ Center 15.78 k -ft 63.11 in3 3,000.00 psi @ Left Support 0.00 k -ft 0.00 in3 3,000.00 psi @ Right Support 0.00 k -ft 0.00 in3 3,000.00 psi Shear Analysis @ Left Support @ Right Support Design Shear 5.01 k 4.64 k Area Required 16.686 in2 15.466 in2 Fv: Allowable 300.00 psi 300.00 psi Bearing @ Supports Max. Left Reaction 3.87 k Bearing Length Req'd 1.161 in Max. Right Reaction 3.28 k Bearing Length Req'd 0.986 in Query Values M, V, & D @ Specified Locations Moment Shear Deflection @ Center Span Location = 0.00 ft 0.00 k -ft 3.87 k 0.0000 in @ Right Cant. Location = 0.00 ft 0.00 k -ft 0.00 k 0.0000 in @ Left Cant. Location = 0.00 ft 0.00 k -ft 0.00 k 0.0000 in 28 YOUNG ENGINEERING SERVICES Title: DANFORTH RESIDENCE Job # 04-1438-01 CIVIL & STRUCTURAL ENGINEERS Dsgnr: JWT Date: 77-804 WILDCAT DRIVE, SUITE C Description : SFD et+ ces PALM DESERT, CA 92211 Scope TEL:760-360-5770 p Rev: 580003 User: KW -0601715. Ver 5.8.0. 1 -Dec -2003 General Timber Beam Page 1 Ic)1983-2003 ENERCALC Engineering Software dentorth.ecw:Calculations Description R8 General Information lbs lbs lbs lbs Code Ref: 2001 NDS, 2003 IBC, 2003 NFPA 5000. Base allowables are user defined Section Name 5.125x24 lbs lbs lbs lbs Center Span 24.50 ft .....Lu 0.00 ft Beam Width 5.125 in Left Cantilever ft ..Lu 0.00 ft Beam Depth 24.000 in Right Cantilever ft .....Lu 0.00 ft Member Type GluLam Douglas Fir, 24F - V4 #2 DL @ Left Bm Wt. Added to Loads LL @ Left Fb Base Allow 2,400.0 psi Load Dur. Factor 1.250 Fv Allow 240.0 psi Beam End Fixity Pin -Pin Fc Allow 650.0 psi Wood Density 34.000pcf E 1,800.0ksi Trapezoidal Loads lbs lbs lbs lbs lbs lbs Live Load 1,250.0 lbs lbs lbs lbs lbs lbs lbs #1 DL @ Left 505.00 #/ft LL @ Left 425.00 #/ft Start Loc 0.000 ft DL @ Right 505.00 #/ft LL @ Right 425.00 #/ft End Loc 17.000 .ft #2 DL @ Left 167.00 #/ft LL @ Left 175.00 #/ft Start Loc 17.000 ft DL @ Right 167.00 #/ft LL @ Right 175.00 #/ft End Loc 24.500 ft Point Loads 36.9 k Max. Positive Moment 74.68 k -ft at 12.446 ft Shear: @ Left Dead Load 1,675.0 lbs lbs lbs lbs lbs lbs lbs Live Load 1,250.0 lbs lbs lbs lbs lbs lbs lbs ...distance 17.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft Summary 0.630 in @ Left 0.000 in @ Right 0.000 in Beam Design OK Span= 24.50ft, Beam Width = 5.125in x Depth = 24.in, Ends are Pin -Pin Max Stress Ratio 0.661 : 1 Maximum Moment 74.7 k -ft Maximum Shear* 1.5 15.1 k Allowable 113.0 k -ft Allowable 36.9 k Max. Positive Moment 74.68 k -ft at 12.446 ft Shear: @ Left 11.97 k Max. Negative Moment 0.00 k -ft at 0.000 ft @ Right 10.04 k Max @ Left Support 0.00 k -ft Camber: @ Left 0.000in Max @ Right Support 0.00 k -ft @ Center 0.630 in Max. M allow 113.01 Reactions... @ Right 0.000 in fb 1,821.53 psi fv 123.04 psi Left DL 6.67 k Max 11,97k Fb 2,756.28 psi Fv 300.00 psi Right DL 5.56 k Max 10.04 k Deflections Center Span... Dead Load Deflection -0.420 in ...Location 12.250 ft ...Length/Deft 699.9 Camber ( using 1.5 * D.L. Defl ) ... @ Center 0.630 in @ Left 0.000 in @ Right 0.000 in Total Load Left Cantilever... -0.754 in Deflection 12.250 ft ...Length/Deft 389.87 Right Cantilever... Deflection ...Length/Deft - 29 - 0.000 in 0.000 in 0.0 0.0 0.000 in 0.000 in 0.0 0.0 YOUNG ENGINEERING SERVICES Title: DANFORTH RESIDENCE Job # 04-1438-01 CIVIL & STRUCTURAL ENGINEERS Dsgnr: JWT Date: 77-804 WILDCAT DRIVE, SUITE C Description : SFD eN eg PALM DESERT, CA 92211 Scope TEL:760-360-5770 Rev: 580003 User: KW- 0601715. Ver 5.8.0. 1 -Dec -2003 General Timber Beam Page 2 (c)1983-2003 EN ERCALC Enoineerin Software —r® q denforth ecw•Calculations Description R8 L Stress Calcs Bending Analysis Ck 19.865 Le 0.000 ft Sxx 492.000 in3 Area 123.000 int Cf 0.919 Rb 0.000 Cl 0.000 Max Moment Sxx Read Allowable fb @ Center 74.68 k -ft 325.15 in3 2,756.28 psi @ Left Support 0.00 k -ft 0.00 in3 2,756.28 psi @ Right Support 0.00 k -ft 0.00 in3 2,756.28 psi Shear Analysis @ Left Support @ Right Support Design Shear 15.13 k 13.97 k Area Required 50.445 in2 46.578 in2 Fv: Allowable 300.00 psi 300.00 psi Bearing @ Supports Max. Left Reaction 11.97 k Bearing Length Req'd 3.593 in Max. Right Reaction 10.04 k Bearing Length Req'd 3.015 in query Values M, V, & D @ Specified Locations Moment Shear Deflection @ Center Span Location = 0.00 ft 0.00 k -ft 11.97 k 0.0000 in @ Right Cant. Location = 0.00 ft 0.00 k -ft 0.00 k 0.0000 in @ Left Cant. Location = 0.00 ft 0.00 k -ft 0.00 k 0.0000 in - 30 - -l£- bILS-09E-09L Xdd OLLG-09E-09L Hd 3LIILLb ' 3QHWi ON 90I- ,I,Q Ir5 2IG LbIVC11A roe-LL '3Hb'N O(' S I/ 2{?S 9N12l3 N19N 9Nf1 J 1= H5 f 4 xd 2sn 4110 . . . . . tz 3sn 7 1 = s•q . P q ■tiT ■'Lic Sly -1h s 1-✓7 O I 'y 2f '1T2I 1 2 . • 2 k -t(.h .s1 3sn 1 rA . . . . . . . . . . . . . . . . . . . . . Y7 ' ■tiro . ' YOUNG ENGINEERING SERVICES Title: DANFORTH RESIDENCE Job # 04-1438-0.1 CIVIL & STRUCTURAL ENGINEERS Dsgnr: JWT Date: 77-804 WILDCAT DRIVE, SUITE C Description : SFD el& PALM DESERT, CA 92211 Scope TEL:760-360-5770 Rev: 580003 User: KW -0601715, Ver5.8.0. 1 -Dec -2003 General Timber Beam Page 1 {c)1983-2003 ENERCALC Engineering Software danforth.ecw:Calculations Description R9 General Information Span= 19.25ft, Beam Width = 5.125in x Depth = 24.in, Ends are Pin -Pin Code Ref: 2001 NDS, 2003 IBC, 2003 NFPA 5000. Base allowables are user defined Section Name 5.125x24 Center Span 19.25 ft .....Lu 0.00 ft Beam Width 5.125 in Left Cantilever ft .....Lu 0.00 ft Beam Depth 24.000 in Right Cantilever ft .....Lu 0.00 ft Member Type GluLam Douglas Fir, 24F - V4 #2 DL @ Left Bm Wt. Added to Loads LL @ Left Fb Base Allow 2,400.0 psi Load Dur. Factor 1.250 Fv Allow 240.0 psi Beam End Fixity Pin -Pin Fc Allow 650.0 psi Wood Density 34.000 pcf E 1,800.0 ksi [trapezoidal Loads Span= 19.25ft, Beam Width = 5.125in x Depth = 24.in, Ends are Pin -Pin #1 DL @ Left 105.00 #/ft LL @ Left 140.00 #/ft Start Loc 0.000 ft DL @ Right 105.00 #/ft LL @ Right 140.00 #/ft End Loc 11.250 ft #2 DL @ Left 206.00 #/ft LL @ Left 210.00 #/ft Start Loc 11.250 ft DL @ Right 206.00 #/ft LL @ Right 210.00 #/ft End Loc 19.250 ft Point Loads 63.00 k -ft at 11.242 ft Shear: @ Left 7.35 k Live Load 130.0 lbs 4,486.0 lbs 130.0 lbs lbs lbs lbs lbs ...distance 2.000 ft 11.250 ft 17:000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft Beam Design OK - 32 - Span= 19.25ft, Beam Width = 5.125in x Depth = 24.in, Ends are Pin -Pin Max Stress Ratio 0.544 : 1 Maximum Moment 63.0 k -ft Maximum Shear * 1.5 13.5 k Allowable 115.8 k -ft Allowable 36.9 k Max. Positive Moment 63.00 k -ft at 11.242 ft Shear: @ Left 7.35 k Max. Negative Moment -0.00 k -ft at 19.250 ft @ Right 9.84 k Max @ Left Support 0.00 k -ft Camber: @ Left 0.000 in Max @ Right Support 0.00 k -ft @ Center 0.271 in Max. M allow 115.77 Reactions... @ Right 0.000 in fb 1,536.57 psi fv 109.58 psi Left DL 3.89 k Max 7.35 k Fb 2,823.56 psi Fv 300.00 psi Right DL 5.30 k Max 9.84 k Deflections Center Span... Dead Load Total Load Left Cantilever... Dead Load Total Load Deflection -0.181 in -0.336 in Deflection 0.000 in 0.000 in _...Location 10.010 ft 10.010 ft ...Length/Deft 0.0 0.0 ...Length/Deft 1,276.3 688.42 Right Cantilever... Camber ( using 1.5 * D.L. Defl ) ... Deflection 0.000 in 0.000 in @ Center 0.271 in ...Length/Deft 0.0 0.0 @ Left 0.000 in @ Right 0.000 in - 32 - YOUNG ENGINEERING SERVICES Title: DANFORTH RESIDENCE Job # 04-1438-01 CIVIL & STRUCTURAL ENGINEERS Dsgnr: JWT Date:' 77-804 WILDCAT DRIVE, SUITE C Description : SFD er+ PALM DESERT, CA 92211 Scope: TEL:760-360-5770 - Rev: 580003 User: KW -0601715, Ver 5.8.0, 1 -Dec -2003 General Timber Beam Page 2 (ci1983-2003 ENERCALC Engineering sottware danforth.emCalculations Description R9 Stress Calcs Bending Analysis Ck 19.865 Le 0.000 ft Sxx 492.000 in3 Area 123.000 in2 Cv 0.941 Rb 0.000 CI 0.000 - 33 - Max Moment Sxx Req'd Allowable fb @ Center 63.00 k -ft 267.74 in3 2,823.56 psi @ Left Support 0.00 k -ft 0.00 in3 2,823.56 psi @ Right Support 0.00 k -ft 0.00 in3 2,823.56 psi Shear Analysis @ Left Support @ Right Support Design Shear 10.24 k 13.48 k Area Required 34.132 in2 44.928 in2 Fv: Allowable 300.00 psi 300.00 psi Bearing @ Supports Max. Left Reaction 7.35 k Bearing Length Req'd 2.208 in Max. Right Reaction 9.84 k Bearing Length Req'd 2.955 in Query Values M, V, & D @ Specified Locations Moment Shear Deflection @ Center Span Location = 0.00 ft 0.00 k -ft 7.35 k 0.0000 in @ Right Cant. Location = 0.00 ft 0.00 k -ft 0.00 k 0.0000 in @ Left Cant. Location = 0.00 ft 0.00 k -ft 0.00 k 0.0000 in - 33 - YOUNG ENGINEERING SERVICES Title: DANFORTH RESIDENCE Job # 04-1438-01 CIVIL & STRUCTURAL ENGINEERS Dsgnr: JWT Date: 77-804 WILDCAT DRIVE, SUITE C Description : SFD eN,a PALM DESERT, CA 92211 Scope TEL:760-360-5770 Rev: 580005 User. KW -0601715. Ver 5.8.0. Description R10, R12 Timber Beam & Joist Page 1 Timber Member Information Code Ref: 2001 NDS, 2003 IBC, 2003 NFPA 5000. Base allowables are user defined. RIO R12 Timber Section 6.00 6x12 6x8 Beam Width in 5.500 5.500 Beam Depth in 11.500 7.500 Le: Unbraced Length ft 0.00 0.00 Timber Grade 31.70 Douglas Fir - Douglas Fir - 5.62 3.00 Larch, No.1 Larch, No.1 Fb - Basic Allow psi 1,350.0 1,350.0 Fv - Basic Allow psi 85.0 85.0 Elastic Modulus ksi 1,600.0 1,600.0 Load Duration Factor 50.7 1.250 1.250 Member Type 106.3 Sawn Sawn Repetitive Status Shear OK No No Center Span Data Span ft 11.25 6.00 Dead Load #/ft 229.00 324.00 Live Load #/ft 305.00 263.00 Results Ratio = 0.5578 0.4773 Mmax @ Center in -k 101.38 31.70 @ X = It 5.62 3.00 fb : Actual psi 836.2 614.7 Fb : Allowable psi 1,687.5 1,687.5 L/Defl Ratio Bending OK Bending OK fv : Actual psi 59.3 50.7 Fv : Allowable psi 106.3 106.3 Center Total Defl in Shear OK Shear OK Reactions @ Left End DL lbs 1,288.12 972.00 LL lbs 1,715.62 789.00 Max. DL+LL lbs 3,003.75 1,761.00 @ Right End DL lbs 1,288.12 972.00 LL lbs 1,715.62 789.00 Max. DL+LL lbs 3,003.75 1,761.00 Deflections Ratio OK Deflection OK Center DL Defl in -0.074 -0.031 L/Defl Ratio 1,824.4 2,357.7 Center LL DefI in -0.099 -0.025 L/Defl Ratio 1,369.8 2,904.6 Center Total Defl in -0.173 -0.055 Location ft 5.625 3.000 L/Defl Ratio 782.4 1,301.4 - 34 - YOUNG ENGINEERING SERVICES Title: DANFORTH RESIDENCE Job # 04-1438-01 CIVIL & STRUCTURAL ENGINEERS Dsgnr: JWT Date: 77-804 WILDCAT DRIVE, SUITE C Description : SFD PALM DESERT, CA 92211 Scope TEL:760-360-5770 Rev:580003 User: KW -0601715, Ver 5.8.0. 1 -Dec -2003 General Timber Beam Page 1 (c)1983-2003 ENERCALC Engineering Software danforth.ecw:Calculations Description R11 General Information Span= 24.00ft, Beam Width = 5.125in x Depth = 21.in, Ends are Pin -Pin Code Ref: 2001 NDS, 2003 IBC, 2003 NFPA 5000. Base allowables are user defined Section Name 5.125x21 Center Span 24.00 ft .....Lu 0.00 ft Beam Width 5.125 in Left Cantilever ft .....Lu 0.00 ft Beam Depth 21.000 in Right Cantilever ft .....Lu 0.00 ft Member Type GluLam Douglas Fir, 24F - V4 #2 DL @ Left Bm Wt. Added to Loads LL @ Left Fb Base Allow 2,400.0 psi Load Dur. Factor 1.250 Fv Allow 240.0 psi Beam End Fixity Pin -Pin Fc Allow 650.0 psi Wood Density 34.000 pcf E 1,800.0 ksi Trapezoidal Loads Span= 24.00ft, Beam Width = 5.125in x Depth = 21.in, Ends are Pin -Pin #1 DL @ Left 164.00 #/ft LL @ Left 170.00 #/ft Start Loc 0.000 ft DL @ Right 164.00 #/ft LL @ Right 170.00 #/ft End Loc 8.000 ft #2 DL @ Left 333.00 #/ft LL @ Left 275.00 #/ft Start Loc 8.000 ft DL @ Right 333.00 #/ft LL @ Right 275.00 #/ft End Loc 16.000 ft #3 DL @ Left 164.00 #/ft LL @ Left 170.00 #/ft Start Loc 16.000 ft DL @ Right 164.00 #/ft LL @ Right 170.00 #/ft End Loc 24.000 ft Point Loads veao Loan 891.0 IDS 891.0 IDS lbs IDS lbs lbs IDS Live Load 660.0 lbs 660.0 lbs lbs lbs lbs IDS lbs ...distance 8.000 ft 16.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft Beam Design OK - 35 - Span= 24.00ft, Beam Width = 5.125in x Depth = 21.in, Ends are Pin -Pin Max Stress Ratio 0.560 : 1 Maximum Moment 49.2 k -ft Maximum Shear * 1.5 9.5 k Allowable 87.9 k -ft Allowable 32.3 k Max. Positive Moment 49.25 k -ft at 12.000 ft Shear: @ Left 6.96 k Max. Negative Moment 0.00 k -ft at 0.000 ft @ Right 6.96 k Max @ Left Support 0.00 k -ft Camber: @ Left 0.000 in Max @ Right Support 0.00 k -ft @ Center 0.592 in Max. M allow 87.87 Reactions... @ Right 0.000 in fb 1,568.79 psi tv 88.35 psi Left DL 3.84 k Max 6.96k Fb 2,799.10 psi Fv 300.00 psi Right DL 3.84 k Max 6.96 k Deflections Center Span... Dead Load Total Load Left Cantilever... Dead Load Total Load Deflection -0.394 in -0.707 in Deflection 0.000 in 0.000 in ...Location 12.000 ft 12.000 ft ...Length/Deft 0.0 0.0 ...Length/Deft 730.2 407.37 Right Cantilever... Camber ( using 1.5 * D.L. Defl ) ... Deflection 0.000 in 0.000 in @ Center 0.592 in ...Length/Deft 0.0 0.0 @ Left 0.000 in @ Right 0.000 in - 35 - YOUNG ENGINEERING SERVICES Title: DANFORTH .RESIDENCE Job # 04-1438-01 CIVIL & STRUCTURAL ENGINEERS Dsgnr: JWT Date: 77-804 WILDCAT DRIVE, SUITE C Description : SFD en es PALM DESERT, CA 92211 Scope TEL:760-360-5770 Rev:580003 User: KW -0601715, Ver 5.8.0. 1 -Dec -2003 General Timber Beam Page 2 (cL983.2003 ENERCALC Engineering Software danforth.ecw:Calculations Description R11 Stress Caics Bending Analysis Ck 19.865 Le 0.000 ft Sxx 376.688 in3 Area 107.625 int Cv 0.933 Rb 0.000 Cl 0.000 - 36 - Max Moment Sxx Req'd Allowable fb @ Center 49.25 k -ft 211.12 in3 2,799.10 psi @ Left Support 0.00 k -ft 0.00 in3 2,799.10 psi @ Right Support 0.00 k -ft 0.00 in3 2,799.10 psi. Shear Analysis @ Left Support @ Right Support Design Shear 9.51 k 9.51 k Area Required 31.694 int 31.694 in2 Fv: Allowable 300.00 psi 300.00 psi Bearing @ Supports Max. Left Reaction 6.96 k Bearing Length Req'd 2.089 in Max. Right Reaction 6.96 k Bearing Length Req'd 2.089 in query Values M, V, & D @ Specified Locations Moment Shear Deflection @ Center Span Location = 0.00 ft 0.00 k -ft 6.96 k 0.0000 in @ Right Cant. Location = 0.00 ft 0.00 k -ft 0.00 k 0.0000 in @ Left Cant. Location = 0.00 ft 0.00 k -ft 0.00 k 0.0000 in - 36 - RE RENce . F13 . LLL LLa 2771 t.4- 1n -7/2 . . . . . . . . . USEZ- MLL LLL: . • LLR■ . . . . . ... . . USE ..................... ray.................. OLL LLL a LLRa USE 77 IT n4 a . . . . . . . .7; I lci DLR a LL R' 2.57.E = 21• z'lZ s z= I9b .1 L r - 2 . 1' :SiZ . . . . . . . . USE DATEJOB NAME: '2 5HE- YOUNG ENGINEERING 5EQVIGE5 I' 1) 17-604 WILDCAT DR. SUITE G BY: ,JOB NO.: C)Y -I 4 /i1 PALM DESERT, CA. ?2211 PH 760-560-5770 PAX 760-360-5719 37 Ge5 Rev: 580005 YOUNG ENGINEERING SERVICES Title: DANFORTH RESIDENCE Job # 04-1438-01 CIVIL & STRUCTURAL ENGINEERS Dsgnr: JWT Date: 77-804 WILDCAT. DRIVE, SUITE C Description : SFD PALM DESERT, CA 92211 Scope TEL:760-360-5770 User: KW -0601715, V's'' 1-Dec-2003 (c)1983-2003 ENERCALC %lneerinR Software Description R13 - R16 Timber Beam & Joist Page 1 Timber Member Information Code Ref: 2001 NDS, 2003 IBC, 2003 NFPA 5000. Base allowables are user defined. R13 R14 R15 R16 Timber Section 5.50 3.75 5.125x12 5.125x24 6X6 6X6 Beam Width in Live Load 5.125 5.125 5.500 5.500 Beam Depth in lbs 12.000 24.000 5.500 5.500 Le: Unbraced Length ft 848.12 0.00 0.00 0.00 0.00 Timber Grade 1,902.75 ouglas Fir, 24F - Douglas Fir, 24F - Douglas Fir - Douglas Fir - lbs Ratio OK Deflection OK Deflection OK Deflection OK V4 V4 larch, No.l Larch, No.l Fb - Basic Allow psi L/Defl Ratio 2,400.0 2,400.0 1,350.0 1,350.0 Fv - Basic Allow psi 2.000 240.0 240.0 85.0 85.0 Elastic Modulus ksi Mmax @ Center 1,800.0 1,800.0 1,600.0 1,600.0 Load Duration Factor @ X = ft 1.250 1.250 1.250 1.250 Member Type psi 684.5 GluLam Glul-am Sawn Sawn Repetitive Status 3,000.0 2,717.3 No No No No Center Span Data Span ft 14.75 28.25 5.50 3.75 Dead Load #/ft 143.00 238.00 143.00 257.00 Live Load #/ft 115.00 190.00 190.00 190.00 Point #1 DL lbs 1,054.62 3,361.75 393.25 549.00 LL lbs 848.12 2,683.75 522.50 407.00. @ X ft 1,902.75 6,045.50 915.75 3.000 Point #2 DL lbs Ratio OK Deflection OK Deflection OK Deflection OK Center DL Defl 395.00 LL lbs -0.024 -0.020 L/Defl Ratio 525.00 @ X It 2,735.1 2,210.0 Center LL Defl 2.000 Results Ratio = 0.2282 0.3832 0.3590 0.8832 Mmax @ Center in -k 84.20 512.36 15.11 24.25 @ X = ft 7.37 14.12 2.75 1.99 fb : Actual psi 684.5 1,041.4 544.9 874.4 Fb : Allowable psi 3,000.0 2,717.3 1,687.5 1,687.5 Bending OK Bending OK Bending OK Bending OK fv : Actual psi 40.5 63.7 38.1 93.8 Fv : Allowable psi 300.0 300.0 106.3 106.3 Shear OK Shear OK Shear OK Shear OK Reactions @ Left End DL lbs 1,054.62 3,361.75 393.25 776.01 LL lbs 848.12 2,683.75 522.50 682.65 Max. DL+LL lbs 1,902.75 6,045.50 915.75 1,458.66 @ Right End DL lbs 1,054.62 3,361.75 393.25 1,131.74 LL lbs 848.12 2,683.75 522.50 961.85 Max. DL+LL lbs 1,902.75 6,045.50 915.75 2,093.59 Deflections Ratio OK Deflection OK Deflection OK Deflection OK Center DL Defl in -0.115 -0.321 -0.024 -0.020 L/Defl Ratio 1,543.9 1,056.3 2,735.1 2,210.0 Center LL Defl in -0.092 -0.256 -0.032 -0.019 LlDefl Ratio 1,919.8 1,323.2 2,058.5 2,410.7 Center Total Defl in -0.207 -0.577 -0.056 -0.039 Location ft 7.375 14.125 2.750 1.935 L/Defl Ratio 855.7 587.4 1,174.5 1,153.0 - 38 - YOUNG ENGINEERING SERVICES Title: DANFORTH RESIDENCE Job # 04-1438-01 CIVIL & STRUCTURAL ENGINEERS Dsgnr: JWT Date: 77-804 WILDCAT DRIVE, SUITE C Description : SFD 0+ PALM DESERT, CA 92211 Scope TEL:760-360-5770 Rev: 580005 User: KW -0601715, Ver 68.0, 1 -Dec -2003 Timber Beam &Joist Page 1 {c)1983.2003 ENERCALC Engineering Software danforth ecw•calculations Description NON BEARING BEAM AT REAR OF GREAT ROOM Timber Member Information Code Ref: 2001 NDS, 2003 IBC, 2003 NFPA 5000. Base allowables are user defined. SPAN 1 Timber Section 25.25 6x14 Beam Width in 5.500 Beam Depth in 13.500 Le: Unbraced Length ft 0.00 Timber Grade 71.73 Douglas Fir - ft 12:62 Larch, No.1 Fb - Basic Allow psi 1,350.0 Fv - Basic Allow psi 85.0 Elastic Modulus ksi 1,600.0 Load Duration Factor 17.4 1.250 Member Type 106.3 Sawn Repetitive Status Shear OK No Center Span Data Span ft 25.25 Dead Load #/ft 75.00 Live Load #/ft 946.87 Results Ratio = 0.2578 Mmax @ Center in -k 71.73 @ X = ft 12:62 fb : Actual psi 429.3 Fb : Allowable psi 1,665.6 L/Defl Ratio Bending OK fv : Actual psi 17.4 Fv : Allowable psi 106.3 Center Total Defl in Shear OK Reactions @ Left End DL lbs 946.87 LL lbs 0.00 Max. DL+LL lbs 946.87 @ Right End DL lbs 946.87 LL lbs 0.00 Max. DL+LL lbs 946.87 Deflections Ratio OK Center DL Defl in -0.380 L/Defl Ratio 797.0 Center LL Dell in 0.000 L/Defl Ratio 0.0 Center Total Defl in -0.380 Location ft 12.625 L/Defl Ratio 797.0 - 39 O Q-34 Active Fault Near -Source Zones This map is intended to be used in conjunction with ., the 1997 Uniform Building Code, Tables 16-S and 16-T Q-34 California Department of Conservation of Mines and Geology LEGEND See expanded legend and Index map Shaded zones are within 2 km of known seismic sources. A fault B fault Contours of closest horizontal distance to known seismic sources. ----------------• 5 km --------------------------- 10 km -------------- 15 km 5 10 Kilometers 1/4' is approximately equal to 1 km August, 1997 FROM 9 11 12 OMF O 16.75' 31 SW TSW 25 33 OMF 3p CANT. COLS. O O O 115' -- 16' I N GFNFRAI INPI IT R Al ITP11T GENERAL INPUT LEVEL DIAPHRAGM DEAD LOADS WIND STORY (1/)/1.4. x 9:A STORY WEIGHT WIND DATA HEIGHT (e) (E) EXT.WALL INT. WALL PRESSURE AMPLIFICATION LB WIND SPEED = 70 FT PSF PSF PSF PSF PSF A% ,XXX WIND EXPOSURE C Iw= 1.00 0 0 0 0 0 0 0 SEISMIC DATA 0 0 0 0 0 0 0 SIMPLIFIED BASE SHEAR = N 0 0 0 0 0 1 0 0 SOURCETYPE = A 1 11.5 27 15 17 t0 17.29 1009. 0.175 1 208420 SOIL TYPE D=DEFAULT TYPE = D BASE SHEAR COEFFICIENT LINE LABELS FOR AUTO NUMBERING ZONE= - 4 2001 C.B.C. R. = 4.5 (30.4) V=(COIRT)W 0.721 SHALL BE THIS EXCEPT LEVEL 1 LEVEL 2 lev 1 (30-5) V-(2.5Ce1/R)W 0.244 NEED NOT EXCEED START START NO.LEVELS = 1 (30-6) V=(.11C01)W 0.048 BUT NOT LESS THAN NO NO DISTANCE KM 13 (30.7) V=(,BZNA/R)W 0.050 BUT NOT LESS THAN IN ZONE 4 1 1 hn= 24.00 (30-11) V=(3Ce/R)W 04293 SIMPLIFIED STATIC (IF USED) LEVEL3 LEVEL4 Cl. 0.02 70 70 MPH EXPOSURE C C START START T-CI(hn)''= 0.22 METHOD NO N0 Z. 0.40 H Co CQ qe I P. 1 1 Na. 1.00 0-15 1.06 1.30 12.59 1.00 17.35 N- = 1.10 20.00 1.13 1.30 12.59 1.00 18.50 Ce= 0.44 25.00 1.19 1.30 12.59 1.00 19.48 CY= 0.70 30.00 1.23 1.30 12.59 1.00 2014 V (BASE SHEAR wro RHO) = 0.244 40.00 1.31 1.40 12.59 1.00 23.10 (V)/1.4 0.175 60.00 1.43 1.40 12.59 1.00 25.21 U. 1630.8.2 2.80 80.00 1.53 1.40 12.59 1.00 - 26.97 ' 41 1630.8.2 100 LRFD LDF 1630.8.2 1.70 ASD LDF CH. 23 DIV.111 1.33 ' ASD ST INCREASE 1,33 , LRFD/ASD FACTOR I,(RHO) CALCULATION , FOOTPRINT AREA AO 6200.00 LEVEL 1 LEVEL 0 LEVEL 0 LEVEL 0 X V X Y X Y X Y r MAX SHEAR WALLS ICALCI 0.13 0,10 0.00 0.00 0.00 r MAX SHEAR WALLS 0.126 0.096 0 0 0 0 0 0 rMAX FRAMES 0 0 0 0 0 0 0 0 r MAX BRACED FRAMES 0 0 0 0 0 0 0 0 r MAX CANT. COLS. 0 0 0 0 0 0 0 0 r MAX INPUT 0.126 0.096 0.000 0.000' 0.000 0.000 0.000 0.000 P CALL -0.646 0.000 0.000 0.000 0.000 0.000 0.000 P USED 1.000 1.000 1.000 1.000 1.000 1.000 LOW 1.000 FOUNDATION SYSTEM I, (1) - Input Line Data - 42 - SC(Danlorth-JMA-04-1438-01) (10-22.04) V4.01.xis LINE INPUT 1 (LEVEL 1) - 43 - mmm mmmmmmmm ;• v®aa®®®momma®ma©© o®aa®® m ma®ma©o a®oa®m®mamam®ao s ■s.®aaom®I amommaoa o®laa®m■m®mamma©o ■s®als©ommaaaama© ®a Is©amm maamavv a ®mss 1 ■ 1 a ©© a®s a m ■m®®momma©© ■tet•®®ate®mmam mmm©© ®®®t m aomlmmmmoa ®®m, a©amml®laoa ■ m ©® ■ ®®ao® ■m m—m®mI©v ®® I Ie•amo_m mm ®e® ®®®m, ■ ■mm eommm©© Im ®■ . ,. m mamml®ov pmt®pmt ®I®I Im t a®mm© ■ ® m,®®mm■am■ m®Im©o I ®m m,I®I®®memo®m m I©o Ips® ■ m m m mm m ©a - 43 - LINE INPUT 2 (LEVEL 1) - 44 - .. a®ass a l s ■ I ■ ■ ®®sem ®s o■ _ ® ®mom■ ■ ■ - 44 - LINE INPUT 3 (LEVEL 1) 45- LINE OUTPUT 1 (LEVEL 1) LEVEL 1 LOADS TO WIND DIAPHRAGMS SEISMIC DIAPHRAGM CHORD WIND SEISMIC LINE FORCES WIND SEISMIC SEISMIC EACH LINE FORCES DIRECTION FROM.LINE TO LINE Ww pWs/1'.4 (f_C)w p(r=C)S/1.4 LINE Vw Vs/1:4 pVS/1;4 (X) PVs/1:4 (Y) — — LB/FT LB/FT LB FT LB -FT — LB, LB LB LB 1 2 151 158 440 461 1 1891 1981 1981 2 – 3 134 109 102 83 2 2560 2526 2526 3 -- 4 15B 91 333 192 3 1817 1208 1208 4 --- 5 147 88 133 79 4 1845 1081 1081 5 6 161 53 541 177 5 2225 918 918 6 7 138 124 213 191 6 2564 1427 1427 7 8 156 103 380 251 7 2515 1903 1903 8 --- 9 8 1478 976 976 9 - 1076 1 145 9 3 637 637 10 - 11 10 3 636 636 11 - 12 95 136 139 199 11 799 1774 1774 12 13 12 796 1138 1138 13 -- 14 156 210 185 249 13 1400 1886 1886 14 15 60 85 392 550 14 2323 3180 3180 15 – 16 15 923 1294 1294 16 . 17 160 150 373 349 16 1679 1571 1571 17 - 18 17 1679 1571 1571 18 -- 19 70 0 84 18 2 473 473 19 - 20 251 191 1127 858 19 4201 3671 3671 20 - 21 113 0 41 20 4200 3762 3762 21 --- 22 58 118 105 215 21 448 1478 1478 22 --- 23 22 446 914 914 23 - 24 151 152 248 249 23 1323 1329 1329 24 - 25 138 104 318 239 24 2533 2237 2237 25 --- 26 173 123 383 272 25 2636 1920 1920 26 - 27 160 135 517 436 26 3305 2594 2594 27 28 27 1879 1582 1582 28 - 29 42 1 70 28 2535 2478 2478 29 -- 30 42 2 267 29 6 713 713 30 -- 31 30 3309 3066 3066 31 - 32 106 0 48 31 5562 5781 5781 32 --- 33 164 191 590 687 32 2553 4286 4286 33 34 60 144 80 190 33 3090 4257 4257 34 -- 35 34 544 1294 1294 35 -- 36 151 210 146 203 35 1248 1734 1734 36 - 37 151 99 49 32 36 2206 3545 3545 37 -- 38 186 98 801 424 37 2747 2255 2255 38 --- 39 151 59 387 152 38 3629 1730 1730 39 . 40 69 161 56 131 39 1831 1559 1559 40 - 41 40 432 1008 1008 41 42 151 133 83 73 41 794 696 696 42 -- 43 134 133 130 130 42 1899 1797 1797 43 --- 44 43 1105 1101 1101 44 --- 45 41 5 589 44 6 742 742 45 46 45 6530 7594 7594 46 -- 47 46 47 48 47 48 49 48 - 46 - LINE OUTPUT 2 (LEVEL 1) WALL.LENGTH ALONG LINE ELEMENT: STORY `SHEAR'RATIO X Y DIAPHRAGM "LENGTH EACKSIDE OF LINE LEFT RIGHT LEFT DIAPHRAGM UNIT SHEARS WIND SEISMIC RIGHT LEFT RIGHT b'TOTAL •riX:.:. rIY' Ldl Ldr vwF vwr :p(vsl)/1.4 p(vsr)/1:4. FT FT " LB/FT LB/FT LB/FT LBJFT 7.15 0.076 27 70 74 11.12 0.062 27 16 70 41 74 33 13.01 0.026 16 13 41 92 33 53 4.77 0.062 13 13 92 56 53 33 13 13 56 114 33 37 14.87 0.026 13 18 114 57 37 51 5.64 0.093 18 18 56 80 50 53 2.80 0.096 18 81 54 18 35 18 35 24 33 47 24 33 47 10.69 0.049 34 41 55 34 18 41 51 55 72 18 51 72 4.79 0.090 24 71 67 14.63 0.030 24 71 67 19 25 19 31 135 25 102 17.57 0.059 31 34 135 102 17 34 16 27 17 55 12.43 0.020 16 27 55 7.76 0.047 .23 57 57 23 17 57 73 57 55 11.00 0.048 15 93 66 21 21 67 88 47 74 7.48 0.058 10 10 24 10 10 24 47 12.52 0.067 28.61 0.056 37 37 17 14.79 0.080 33 33 76 18 89 31 31 83 18 97 42 8.50 0.056 35 35 35 49 11.92 0.082 35 18 35 29 49 19 21.83 0.028 17 17 31 134 20 71 17.21 0.028 17 17 134 84 71 33 8.75 0.049 24 24 58 18 23 42 5.67 0.049 21.00 0.009 25 25 32 28 6.45 0.077 35 35 23 32 20 31 14.27 0.021 11 11 65 16.57 0.126 NA - 47 - A SW SUMMARY SC(Danforth,IMA-04-1438-01)(10-22-04)V4.01.As CONVENTIONAL SHEARWALL SUMMARY CONVENTIONAL SHEARWALL SUMMARY HOLDOWN OPTIONS LEVEL WALL LINE v b h Mb PLYWD PLYWD ALT. SPECIAL SILL EO T -C HD PHO LTTIMTTIHTT HPA•STHD QFDN HPA-STHD @FDN No. No. 1 2 WALL or MST FLR•FLR MST FLR•SM LbIFt Ft Ft WOE SIDES WALL A CALC PLATE Lb HOLDOWN HOLDOWN HOLDOWN HOLDOWN HOLDOWN LI 1 43 T7 14.28 10.88 0.75 A AA K NO 2X E NA NA NA NA NA NA Lt 2 40 219 5.88 13.83 2.44 A AA YES 2X E 1941 HD2A 2.2X,4 SSTB20 PHD2 [2-2XI SSTB24 LTT131 2-2X,4 SSTB20 STHDS 2-2X 4 STHDB 12-2X,4)q Li 3 13 212 10.68 12.00 1.12 A AA L NO 2X I E 608 I HD2A 12-A4XI BSTB20 PHD2 - SSTR24 I LTT19 2• 4 SSTB20 STHDB - 4 STHDB 2-2Y,4XI L1 4 39 209 8.74 13.83 1.58 A AA NA NO 2X 1 2257 HD2A 2- 4 SSTB20 PHD2 [2-2XI SSTB24 I HTTIB - 4 SSTS20 STHDB -2X4 STHDB 12-2X4XI L1 5 42 295 6.44 10.66 1.68 82 AA L NO 2X E 2579 HD2A 12-2X,4X] BSTB20 PHD212-2XI SST824 I HTT18 4 SSTB20 STHDB [2.2X,4)Q STHDS 2- 4 Lt 8 45 492 16.56 19.00 1.15 C AA NA NO 3X 1 6417 HDBA SSTB34 PHDB - SSTB34 I NA NA NA Lt 7 41 38 20.99 10.68 0.51 A AA K NO 2X E NA NA NA HA NA NA L1 8 38 211 17.20 13.00 0.76 A AA NA NO 2X 1 1371 HD2A - 4 SST820 PHD2 - SSTB24 LTT208 -2X,4 SSTB20 STHDB -2X,4 STHDB - 4 Li 9 37 128 21.82 13.00 0.60 A AA GO NO 2X I NA NA NA NA NA NA L1 10 20 239 17.56 19.00 1.08 A AA L NO 2X E 1230 HD2A [2-2)(4X] SSTB20 PHD2 - SSTB24 LTT208 - 4 SSTB20 STH08 4 STHDB -2X,4 L1 11 18 351 4.76 8.00 1.67 82 AA NA NO 3X E 2583 HD2A - 4 SSTB20 PHD2 2• SST824 HTT18 -2X,4 SST820 STHDB - 4 STHD10 2- L1 12 38 324 11.91 1 15.33 1.29 B2 AA NA NO 2X 1 3275 HDSA - SSTB20 PHD2 - SSTB24 HTT16 r2 -A4 SSTB20 STHD10 -2X 4 STHD10 -2X 4 L1 13 1 35 237 8.49 11.00 1 1.30 1 A AA L NO 2X E 858 HD2A - 4 SSTB20 PHD2 SSTB24 LTT19 [2-2X,4)9 SSTB20 STHDB -2X,4 STHDB(2-2X.4XI Lt 14 22 119 12.42 15.33 1.23 A AA K NO 2X E NA NA NA NA NA NA Lt 15 17 115 14.62 12.00 0.82 A AA K NO 2X E NA NA NA I NA NA NA Li 16 1 299 2.19 7.50 3.42 B2 AA YES 2X E 2035 HD2A [2-2X,4)9 SSTB20 PHD2 [2-2XI SSTB24 I LTT131 2- 4 SSTB20 STHDB - 4 Li 17 1 299 2.48 7.50 3.02 B2 AA 'YES 2X E 1909 H02A -2X,4 SSTB20 PHD2 - SSTR24 1 LTT13Ij2-2Y,4Xj SST820 STHDB 2-2X,4 STHDB 2.2X4 Lt 18 1 299 2.48 7.50 3.02 82 AA L YES 2X E 1909 HD2A r2- QQ SSTB20 PHD2 2- SSTB24 LTT131 •2X4 SSTB20 STHDB R- 4 STHDB -2X4 Lt 19 2 230 11.11 10.66 0.98 A AA ' NO 2X E 1385 HD2A 4 SSTB20 PHD2 f2-2XI SSTB24 LTT208 2.2X4 SST820 STHDS -2X 4 STHDS 4 Li 20 23 204 7.75 11.00 1.42 A -AA L NO 2X E 1413 HD2A - 4 SSTB20 PHD2 [2-M SSTB24 LTT208 2.2X4 SSTS20 STHDB 2- 4 STHDB -2X4 L1 21 3 140 13.00 13.83 1.06 A AA NO 2X - 1 981 HD2A - 4 SSTB20 PHD2 - SSTB24 LTT19 -2X4 SST820 STHDB - 4 9THD8 - 4 L1 1 22 1 4 388 4.77 9.00 1.89 1 B3 AA NA NO 3X 1 3205 HDSA - BSTB20 PHD2 - SST824 HTTI6j2-A4XjSSTB2D STHD/0 -2X,4 STHD14 4 L1 23 31 221 10.54 11.00 1.04 A AA NA NO 2X 1 922 HD2A r2-A4XI SSTB20 PHD2 SSTB24 LTT19 -2X4 SSTB20 STHDB -2X,4 STHDB -M4 L1 24 31 221 18.07 10.68 0.59 A AA NA NO 2X 1 1430 HD2A f2 -M4 SSTB20 PHD2 2- SST824 LTT208 -2Y 4A SSTB20 STHDB -2X,4 - STHDB •2X4 L1 25 32 311 14.78 12.00 0.81 82 AA NA NO 2X 1 2234 HD2A 4 SSTB20 PHD2[2-2)Q SST824 HTT18 4 SST820 STHDB •2X4 STHDB - 4 L1 28 25 240 10.99 15.33 1.39 A AA L NO 2X E 2351 HD2A - 4 SSTB20 PHD212-2)0 SSTB24 HTT18 - 4 831820 STHDB 4 STHDB -2X4 Lt 27 8 173 14.88 12.00 0.81 A AA II NO 2X 1 1476 HD2A - 4 SSTB20 PHD2 - SSTB24 LTT208 M4XI SSTB20 STHDB •2X4 STHDB •2X4 L1 28 30 264 12.51 9.00 0.72 A AA NA NO 2X I 2004 HD2A - 4 SSTB20 PHD2[2-2X] SSTB24 LTT131 •2X4 8ST820 STHDB 2- 4 STHDB [2-44)Q L1 29 7 446 5.63 8.00 1.42 C AA NA NO 3X I 3421 HDSA 2• SSTB20 PHD2 - SSTB24 HTT18 -2X4 SSTB20 STHD10 2.2X STHD14 - 4 Lt 30 27 251 3.73 10.83 2.90 A AA YES 2X E 2355 HD2A 4 S8TB20 PHD2 SSTB24 HTT18 - 4 SSTB20 STHDB • 4 8THD8 2- 4 031 27 251 3.75 10.83 289 A AA YES 2X E 2354 HD2A 4 SSTB20 PHD2 2• SSTB24 HTT18 2- 4 SSTB20 STHDB 12-44)Q STHDB - 4 L1 32 8 527 1 2.80 10.75 1 3.84 C I AA I I YES I 3X I E 1 5483 1 HDBAIBA SSTB34 PHDB SST834 NA NA NA SW SUMMARY SC(Danforth,IMA-04-1438-01)(10-22-04)V4.01.As -06 CD LINE NO. 40... LEVEL N0. 2 B2 13.83 5.66 06 1 HD5A a .'Y, E. : ` '81 :: 0.569 4874 1.00 1008 SEASONED LUMBER or N Y` STRUCT 1 OR 2 or OSB OSBLINE LINE DIRECTION -`-OSB- Y F WIND 0.43 V/1.4 0.175 WALL WT K 0.00 V/1.4 x WALL WT. 0.00 F pV11.4 1.01 F V/1.4 + V/1.4 x WALL WT. 1.01 1 a HD5A I 1.00 FGov S SHEAR WALL DEFLECTION CALCULATION UBC STD. 23.223 WALL WALL H 8 POST POST HOLDOWN EXTANT w dl Amax Ull Kull %F Fs No TYPE (FT) (FT) SIZE GRADE E4 LB/FT ULT LB/IN) (LB) FW Aw, A,,, A,,uw A„LL 5 (LB) (IN) IN .005H .025H V. v„ vmax Mots Mot w Mr (T=C)s (T=C)w STATUS STATUS STATUS LB/FT) LB (LBIFT (LB -FT) (LB -FT (LB -FT (LB) (LB) v HD A 2 B2 13.83 5.66 06 1 HD5A a .'Y, E. : ` '81 :: 0.569 4874 1.00 1008 432 0.089 0.912 0.830 4.149 178 76 178 13948 5977 1297 2258 903 OK OK OK STRUCT 1 OR 2 or OSB OSB LINE DIRECTION Y F WIND 1.89 V/1.4 0.175 WALL WT K 0.00 V/1.4 x WALL WT. 0.00 F V/1.4 1.98 F pWIA V/1.4 x WALL WT. LINE N0. WALL TYPE LEVEL N0. B ' (FT) SEASONED LUMBER or N Y..°. STRUCT 1 OR 2 or OSB OSB LINE DIRECTION Y F WIND 1.89 V/1.4 0.175 WALL WT K 0.00 V/1.4 x WALL WT. 0.00 F V/1.4 1.98 F pWIA V/1.4 x WALL WT. 1.98 1 a HD5A I 1.00 FGov S WALL No WALL TYPE H (FT) B ' (FT) POST SIZE POST HOLDOWN EXTfiN1 GRADE Ell w dl LBIFT Am-ull ULT Kult (LB/IN) %F Fs (LB) Fw (LB) Aw- (IN) Am AAw AALLS (IN) .005H .025H v, v„ vmax (LB/FT) (LBIFT (LB/FT Mot s Mot w Mr (LB -FT) (LB -FT (LB -FT (T=C)s (T=C)w STATUS STATUS STATUS (LB) (LB) v HD A 16 62 7.5 2.19 06 1 a HD5A I 0.381 2820 0.29 576 549 0.195 0.900 0.450 2.250 263 251 263 4318 4121 1972 1882 OK OK OK 17 B2 7.5 2.48 06 1 HD5A ' 1:`- 96 0.353 3442 0.35 703 671 0.195 0.900 0.450 2.250 283 270 283 5270 5030 301 2016 1947 OK OK OK 18 B2 7.5 2.48 06 1' = HD5A-1 "<;.1-. ,' 98:?: 0.353 3442 0.35 703 671 0.195 0.900 0.450 2.250 283 270 283 5270 5030 301 2016 1947 OK OK OK R. Ln O LINE NO. -i:: 27." LEVEL NO. 1... SEASONED LUMBER Y or N ;: Y:".- STRUCT 10R2 or OSB OSB:: LINE DIRECTION Y F WIND 1.88 V/1.4 0.175 WALL WT K 0.00 V/1.4 x WALL WT. 0.00 F V/1.4 1.58 F pVll.4 pV11.4 x WALL WT. 1.58 3712 0.50 1.00 FGOV W SHEAR WALL DEFLECTION CALCULATION UBC STD. 23.223 WALL No WALL TYPE H (FT) B (FT) POST SIZE POST HOLDOW EXTAN w dl GRADE Ell LBIFT Amax ul ULT Kull %F (LBAN) Fs (LB) Fw (LB) Aw IN Am' AALrw Arius (IN) .005H .025H vs V. vmax LB/FT) (LB/FT (LB/FT Mot s Mol w Mr (LB -FT) (LB -FT (LB -FT (T=C)s (T=C)w STATUS STATUS STATUS (LB) (LB) v HD A 30 B2 10.83 3.73 4X6 1 HD5A`; E:.' 108.: 0.492 3712 0.50 788 935 0.252 0.936 0.650 3.249 211 251 251 8530 10130 751 2106 2581 OK OK OK 31 B2 10.83 3.75- 4X6 I ' "HD5A - E 108_. 0.491 3744 0.50 794 943 0.252 0.936 0.650 3.249 212 252 252 8604 10217 759 2112 2589 OK OK OK LINE NO. 8':: LEVEL N0. 1 :` SEASONED LUMBER orN STRUCT 1 OR 2 or OSB `-OSB LINE DIRECTION Y F WIND 1.48 V11.4 0.175 WALL WT K 0.00 V/1.4 x WALL WT. 0.00 F pV11.4 0.98 F V/1.4 V/1.4 x WALL WT. 0.98 1.00 FGOV W WALL WALL H B POST POST HOLDOWIEXTBNI w dl Amax ul Kult %F Fs Fw A_ Am AAUw AADS No TYPE (FT) (FT) SIZE GRADE E/I LB/FT ULT (LBBN) LB) (LB) IN (IN) .025H w v, vW vmax Mol s Mot w Mr (T=C)s (T=C)w STATUS STATUS STATUS (LB/FT) (LBIFT (LB/FT (LB -FT) (LB -FT (LB -FT (LB) (LB) v HD A -.005H 32 C 10.75 3.84 6X6 1 i HDSA' E .:' '::: ;"' 0.505 5851 1.00 976 1478 0.253 0.735 0.645 3.225 254 385 385 10488 158881 2731 4137 OK OK OK r' LINE NO. 4: : LEVEL N0. 22 B3 .13.83 '.4.75 4X6. 1 HDSA ': :I p:^ ':: 81r:: 0.778 3677 1.00 1081 SEASONED LUMBER Y or N STRUCT t OR 2 or OSB 11 LINE DIRECTION Y F WIND 1.84 V/1.4 0.175 WALL WIF K 0.00 V/1.4 x WALL WT. 0.00 F pWI.4 1.08 F V/1.4 V/1.4 x WALL WT. 1.08 1.00 FGOV W SHEAR WALL DEFLECTION CALCULATION UBC STD. 23.223 WALL WALL H B POST POST HOLDOW EXT/INI wdl Am- Ull Kull %F Fs' No TYPE (FT) (FT) SIZE GRADE Ell LB/FT ULT (LBIIN (LB) Fw Av Am AAUw Ams (LB) IN (IN) .005H .025H is v„ vmax Mots Molw Mr (T=C)s (T=C)w STATUS STATUS STATUS (LB/FT) (LB/FT (LB/FT (LB -FT) (LB -FT (LB -FT (LB) (LB) v HD A 22 B3 .13.83 '.4.75 4X6. 1 HDSA ': :I p:^ ':: 81r:: 0.778 3677 1.00 1081 1845 0.502 1.297 0.830 4.149 228 388 388 14956 25511 914 2975 5242 OK OK OK STRUCT 1 OR 2 or OSB '''-:1 = LINE DIRECTION Y F WIND 2.52 V/1.4 0.175 WALL WT K 0.00 V/1.4 x WALL WT. 0.00 F pWIA 1.90 F V/1.4 V/1.4 x WALL WT. LINE NO. B (FT) LEVEL N0. -urt SEASONED LUMBER or N STRUCT 1 OR 2 or OSB '''-:1 = LINE DIRECTION Y F WIND 2.52 V/1.4 0.175 WALL WT K 0.00 V/1.4 x WALL WT. 0.00 F pWIA 1.90 F V/1.4 V/1.4 x WALL WT. 1.90 1.00 FGOV W WALL WALL H No TYPE (FT) B (FT) POST POST HOLDOW EXT[IN1 w dl Amax ull Kull SIZE GRADE Ell LB/FT ULT LB/IN %F Fs LB) Fw A, LB (IN Am ' A w A 5 vs IN .005H .025H LB vs, vmax Mot s Mot w Mr (T=C)s (T=C)w STATUS STATUS STATUS (LB/FT LB/FT (LB- LB -FT (LB -FT (LB) (LB v HD A 29 c: 12 5.58 :''06 :1.:- . : HDW: :,l ,` _• :':.;: 0.516 8324 1.00 1903 2515 0.302 1.008 0.720 3.600 341 451 451 22835 30181 4092 5409 OK OK OK II II .... 1 ....1 JVJ I zulu REFERENCE I y.. Ll azo b . . . . . . . 4 . . . . . . . . . w . . . . . .r . DATE JOB NAME.: 5HEET YOUNG ENGINEERING SERVICE5 1'7-804 WILDCAT OR. SUITE C BY: JOB NO.: PALM DESERT, CA. 92211 PH 160 -360 -5 -MO FAX 160-360-5114 - 52 - to W SHEAR WALL FOOTINGS SC(Danforth-JMA-04-1438-01)(10-22-04)V4.01.xls SHEAR WALL FOOTINGS LINE WALL No. fc Mu net 4I3Mu Mu min M u gov As min D d Ae Mur GROSS STABILITY No. No. DIMENSIONS BARS SIZE IN -K IN -K) (IN -K) (IN -K) STATUS WIND SEISMIC 45 6 0 (IN) 8. 5 8 2..1820 242 866 2 2 4. 3. 1.. 3.54 2067 5 No.8 TOP & BOT!". Wt (K) 17.50 FSOT NG 1.26 _ W N 24.00 1 5 2500 Mots FT•K 133.82 X 3.79 2.33 L 26.00 1 5 2600 Mot W FT -K 159.25 IN MIDDLE 1/3 rd NO NO 1 5 2500 Mr MIN FT -K 200.09 a 9.21 10.67 1 5 2500 MAX SBP KS 3.08 5.00 1 5 2500 MIN SBP KS 0.00 0.00 to W SHEAR WALL FOOTINGS SC(Danforth-JMA-04-1438-01)(10-22-04)V4.01.xls REFERENCE MOMENT : FRAME - ALONG LATERAL. L I.NE:: Ha I6 . . . A . . n.5 I. Zia iLf-. DATE JOB NAME. SHEET YOUNG ENGINEERING 5ERVICE5 M-604 WILDCAT DR. SUITE G BY: -.11b ( " T PALM DESERT, CA. 92211 JOB NO.: PH 160-360-5-70 FAX 160-360-5-119 -55- REFERENCE ;2 • 9 ` la .7 - 2 k - DA E OB NAME.:'2k =N=ET YOUNG cN61NE=RING SERVICES —i -60A WILDCAT DR. WITS G 5Y: -- — JOB NO.: I ?ALM DESERT, CA. d=ll ?H 760-360-57'70 FAX 760-360-5719 56- Company Young Engineering Services Designer JWT Job Number 04-1438-1 OMRF (ELASTIC ANALYSIS) -ALONG LINE 11 Checked By: Global Steel Code ASD: AISC 9th, AISI 99 Allowable Stress Increase Factor (ASIF) 1.333 - Include Shear Deformation No No. of Sections for Member CaIcs, 5 Redesign Sections Yes I P -Delta Analysis. Tolerance 0.50%. 4 Materials (General) Material Label Young's Modulus Shear Modulus Poisson's Thermal Coef. Weight Density Yield Stress Zj I L 1 29000 1 11154 1 .3 1 .65 1 .49 1 50 1 Sections Section Database Material Area SA SA 1(90,270) 1(0,180) T/C Label Shape Label in ^2 (0,180) (90,270) (in^4) (in^4) OnI COLI N1 N2 W 16X31 I STL 1 9.12 1.2 1 1.2 1 12.4 1 375 BEAM ':o WBX31, ,,-, .fl_!i-4.z ';f"STL 4i'14" -91,2 sn1'.2 1.2';- 1,4t t: '1 2.4`R' .-,N.; 375.. Joint Coordinates Joint Label X Coordinate Y Coordinate Joint Temperature If+% /"X — N1 0 0 0 il",i, 4 1'- 3" , 0 xlx-- N3 22.5 14 0 li-1w !j4l$', Boundary Conditions Joint Label X Translation Y Translation Rotation N1 I Reaction I Reaction L Member Data Shape Material Phys End. Releases End Offsets Inactive I..au61 I uoint j Joint rwww section Set Memb i-tna J -End I -End J -End Code Length 3 L (deorees) Set TOM AVM AVM in in (M M1 N1 N2 I COU I -S-T-L-T—TT-i I I 1 14 122;5111 M3 N3 N4 COD I STL I Y I 1 14 Steel Design / NDS Parameters Member Section Length Lb out Lb in L comp Cb Sway Label Set le out le in le– bend K out K in CH Cm B out in R Basic Load Case Data BLC No. Basic Load Case Category Category Gravity Load Type Totals Dpqrrintinn r—H. rl,; +;; - V 1 D DL Dead Load 2 3 2, Lr RLL Roof Live Load, 2 3 3 L ILL Live Load 4 E/1.4 EL Earthquake Load 5 w WL Wind Load RISA -2D Version 5.5 [SAII 400\(Danforth)04-1438-01\Calcs\OMF LINE 1 1.R2D] Page - 1 57- Company Young Engineering Services • Designer JWT Job Number : 04-1438-1 OMRF (ELASTIC ANALYSIS) -ALONG LINE 11 Checked By: Basic Load Case Data (continued) BLC No. Basic Load Case Category Category Gravity Load Type Totals Description Code Description X Y Joint Point Direct Dist. .6 S. - SL. ,Snow, Load Joint Loads/Enforced Displacements. Category : EL. BLC 4: E/1.4 Joint Label [L]oad,[M]ass,or, Direction Magnitude Joint Loads/Enforced Displacements. Category : WL, BLC 5: W Joint Label [L]oad,[M]ass,or, Direction Magnitude [D]isplacement (k. k -ft. in. rad. k*s"2/ft) Member Point Loads. Category: DL, BLC 1 : D Member Label I Joint J Joint Direction Magnitude Location MZ 1 N2 N3 Y -.92 7.75 10 Member Point Loads. Category: RLL. BLC 2: Lr Member Label I Joint J Joint Direction Magnitude Location I M2 I N2 I I N3 I Y 1 -.68 1 7.75 Member Direct Distributed Loads. Category: DL. BLC 1 : D Member Label Direction Start Magnitude End Magnitude Start Location End Location k/ft(k/ft, ft or % ft or M2 Y 1 -.081 1 -.081 _ 0 1 7.75 I M2 I Y 1 -.081 1 -.081 1 15.25 1 99.5 Member Direct Distributed Loads, _Category : RLL. BLC 2: Lr Member Label Direction Start Magnitude End Magnitude Start Location End Location k/ft(k/ft, ft or % ft or M2 Y -.06 -.06 0 7.75 M2. ., IV r -_ � �:7:75 .�f. ...15:25 M2 Y -.06 1 - -.06 1 15.25 1 22.5 Load Combinations Num Description Env WS PD SRSS CD BLC Factor BLC Factor BLC Factor BLC Factor �!•�1l1L�71y'��i�i�0�� o . do]: ��v©v�� ■� RISA -2D Version 5.5 [S:\1400\(Danforth)04-1438-01\Caics\OMF LINE 11.R2D] Page 2 - 58 - Company Young Engineering Services Designer JWT Job Number : 04-1438-1 OMRF (ELASTIC ANALYSIS) -ALONG LINE 11 Checked By: Load Combinations (continued) Num Description Env WS PD SRSS CD BLC Factor BLC Factor BLC Factor BLC Factor cs 9 JENVELOPE THE FOLLOW. -I I I1 10 1 D+L+Lr 12-12 - 1 1 1 2 1 3 1 r 11 1 D+L+S 12-12 1 1 1 3 1 6 1 12 D+L+W 12-13 1' 1' 1, 3 z 5 1 13 1 D+L-W 12-13 1 1 1' 3 1 5 1 14' L D+L+E/1.4 12-13 ... ,. : 1. 1... 1; 3 - .:. 11 :, ; :., .4, 1 15 1 D+L-E/1.4 12-13 1 1 1' 3 1 4 0'6% D+L+W+S/2 12-14 1 , x.,1 1 Y a3 1, s5 : 1 6 ' r > ,F .5 a` iri:=-. "Nv i `- az ,•4 ' {. Y ;.'w - [ t}.. .7 ' :i, 4;l •' . ti - '4Y .'->,r M 17 1 D+L-W+S/2 12-14 1 1 1 3 1 5 1 -1 6 .5 7.48 I D+L+S.+W/2 12=1.5 f y, I Ii, J.- 1` -,t1': 3" 5 ^ :,a v. ^.1 <'s"t^*Fs -. }*ti:. • ; " J `i:: , '•:` nx. .Ss`i n ,v ..; bk .t`5 .:t • , .: '.'.tra . 19 1 D+L+S-W/2 12-15 1 1 1 3 1` 5 .-.5 6 1 k, ' 21 1 D+L+S-E/1.4 12-16 1 1 1 3 1 4 -1 6 1 22.` .9D+E/1.4 12=16=1 EQ ST: mss. a .r. * , 9 4 1x' ..Jti ..n.. } 7• z:... V. .e'si:a .er?%: 1 k :?xe•c :-k...`a.!= ^7,. rii"r+f4^ ,r` .',r;. ;iM4 'v +t.i 5. A4 •es'" s' rY,.•s + ,,r= .3i,+.2:' W: '.,. ;u `.s ,. r ::. .•r:SF 23 .9D -E/1.4 (12-16-1 EQ STA.. 1 1 .9 4 -1 k24 :667D+W• CBC:1621:1 WI::;' t '• , i`, ,., :. .`.1 = . 1.:- + r. :667 < r•-.. -51 "' F♦, j,, r G':.?t?',1 _ .x:ry^ , r''ti.?. ;y>. 25 .667D -W (CBC 1621.1 WIN.. 1 1 .667 5 -1 ". i' t - Y. _• 4Y K.-,. tT - _ ia i eS •,.s ' ' . Y@j '. Si:H'St.,"A ; ;. '. Y ; - -i.• .` ~ f r - ,y,'.,.uN -', ,{.irk- 1. nyC• 27 JENVELOPE THE FOLLOW. 1 • 28' D+.7L+2.8E. CBC 2213.5..1:.. ' : ` r t lV. 3.: ,7 4 3.92 µ 0 29 D+.7L-2.8E (CBC 2213.5.1 .. 1 1 1 3 7-' 4 -3.92 30 .85D+2.8E CBC 2213.5.1 C:. 1 1 .85- -4 3.92 31 .85D -2.8E (CBC 2213.5.1 C.. 1 1 .85 4 -3.92 32 1 33 JENVELOPE THE FOLLOW.1 I I1 34 JUBC 12-5 (a) GRADE BEAM 1 DL 1.2 EL 1.4 LL .5 LLS 1 SL .2 SLN .7 35 UBC 12 5 (b) GRADE BEAMI I I I 1 1 DL 1.2 EL 7.4 LL .5 LLS 1 SL .2 SLN .7 36 JUBC 12-6 (a) GRADE BEAM 1 DL .9 EL 1.4 RISA -21D Version 5.5 [S:\1400\(Danforth)04-1438-01\Calcs\OMF LINE 11.R2D] Page 3 - 59 - Company Young Engineering Services De§igner JWT Job Number : 04-1438-1 OM RIF (ELASTIC ANALYSIS) -ALONG LINE 11 Checked By: Load Combinations (continued) Num Description Env WS PD SRSS CD BLC Factor BLC Factor BLC Factor BLC Factor it lUbU 12 -ti (b) UKAUE BEAMI I I I 1 1 DL .9 1 EL -1.4 38 ACI 9-1 a) GRADE BEAM . , I 1 1 DL 1.4 LL 1.7 39 ACI 9-2 (a) GRADE BEAM 1 DL 1.05 LL 1.2751 WL 1.275 40 ACI 9-2 b GRADE BEAM .. 1. DL 1.05 WL 1.275 ti ~+ 41 1 ACI 9-3 GRADE BEAM 1 DL .9 WL 1.3 42 ACI 9-2 a GRADE BEAM 1-1 DL 1.05- - LL 1.275: WL -1-1.275 - 43 ACI 9-2 (b) GRADE BEAM 1 DL 1.05 WL -1.275 44. ACIi9-3`GRADE BEAM DL=: 91;. WL 1.3 -M le 45 1 46: ENVELOPETHE.FOLLOWr ,t: c 47 JOR FOR DESIGNING FRA... 1 X48 ,•,! •i4• 'i P M lld r.t} f 5.2yay ': "t b•.F^. .f 'iFAv 7 A!.;V'wY rt'N• ';e °S AM \li. . 49 1.2D+.5L+.2S-.4RE ( CBC ... V1 1 1.2 3 .5 6 .2 4 z''50.r 1.2D.+L+:2S+:4RE'(CBC22 f ,. '.6'9 h:2;Al ' :4 ' x2:52,. C.)3 v`'1xti-,. t»;7 ys iFrf_!.: E" y<i- 'R, +.-.'.Srz ...." s 'fr „!r"^l. ''b'•-( i >'.r' :` ".5 . 'k v 51 1.2D+L+.2S-.4RE CBC 221.. 1 1 1.2 3 1 6 .2 4 -2.52~ 52'' .9D+:4RE CBC 22147.2a:(., _ 3:. ,+F .s ..,i k:;•. . + `` , t..,.; k;. t ,air. ? 1'yf L -`,fl 53 .9D-.4RE (CBC 2214 7.2a (... y .9 4 -2.52 54 pLL ".5 « 55 UBC 12-2 a 1 DL 1.2 1.6 LLS 1.6 RLL ;: 56.:' -- UBC'l22-(b) ' k<:, w,. .,,1 pL M - '• 1.2.. "CL. _ '. 1.6 -''LLS!,-, L LS,: _1:6 SL 5 SLN, .5: a 57 1 UBC 12-2 c 1 DL 1.2 LL 1.6 LLS 1.6 '58 'UBC 12L3.(a) . ,t ,: ,:,:.. •: . V DL ,; 1.2,. RLL. '1'.6-' , LL .5, LLS" 1r 59 UBC 12-3 b 1 DL 1.2~1 RLL 1.6 WL .8 60 UBC 12-3 c .. 1 DL_ 1.2 RLL 1.6 WL -.8 61 UBC 12-3 d 1 DL 1.2 SL 1.6 SLN 1.6 LL .5 LLS 1 62 UBC 12-3 e 1 DL 1.2 SL 1.6 SLN 1.6 WL .8 63 UBC 12-3 f 1 DL 1.2 SL 1.6 SLN 1.6 WL -.8 64 UBC 12-3 1 DL 1.2 RLL 1.6 65 UBC 12-3 h 1 DL 1.2 SL 1.6 SLN 1.6 RISA -21D Version 5.5 [S:\1400\(Danforth)04-1438-01\Calcs\OMF LINE 11.R2D] Page 4 Company ""Young Engineering Services Designer JWT Job Number : 04-1438-1 OMRF (ELASTIC ANALYSIS) -ALONG LINE 11 Checked By: Load Combinations (continued) Num Description Env WS PD SRSS CD BLC Factor BLC Factor BLC Factor BLC Factor 66 1, Urso; !2-4 a' a - `'1 DL 1.2 WL 1.3 LL .5 1 LLS 11 M2` .151. 0 _ '1 23, .059. 22.5. RLL .5- 1 10 1 .015 0 14 1 1-11-1 67 UBC 12-4 b 1 DL 1.2 WL -1.3 LL .5 LLS 1 RLL .5 68 UBC'12-4' c _ - ,. -,x .1:. DL 1.2 WL 1.3 LL' .5 LLS 1 SL .5 SLN .5. < .- '. .° 69 UBC 12-4 d 1 DL 1.2 WL -1.3 LL .5 LLS` 1 SL .5 SLN .5 70' ''`•.,UBC 12-4 a ;.. ? .'_ ;1 DL. 1.2; WL ,:..1'.3 L'L - 5r LLS 1.. + 71 UBC 12-4 f 1 DL 1.2 WL -1.3 LL .5 LLS 1 72 UBC,12-4 xw: ,; t 1'a' DL' 1.2' x WL 1.3 :: RLL 5 . iw- „?..'[i" -a iX n' tr r +J .. Yf- .',' I` sy. a".;;,n. L:.. ,,. S •i„ .'-^{. 73 UBC 12-4 h 1 DL 1.2 WL -1.3 RLL .5 M74 .; : .UBG:l2-4e j , r j: - ..,-_ '• , y xsis a:'fi' F ,.x:.DL;N`' 1.:2 k WL ; : 1.3.:y ;' "SL _ 75 1 UBC 12-4 1 DL 1.2 WL -1.3 SL 5 SLN .5 _76 a=,..: :?UBC 12-5:: a ` . :; :. ,.: :r #ST : .1 ; ..'3:DL"" .a .:12 ,- :,EL',": • 1:4:• `' LL" . =.5:. r. - -LLS . 1 • SLy°. 2. ;SLN 77 1 UBC 12-5 b 1 DL 1.2 EL -1.4 LL .5 LLS 1 SL .2 SLN 7 - 79 1 UBC 12-5 d 1 DL 1.2 EL -1.4 LL .5 LLS 1 80 .SLS",:2' y, 4tµ..f F ' :1 P''%.'Y F `lT3y.; -lra t, ..5,,'A:.`:a ;A..."ss • .Y ,;.."14.. T`j .:'L .. •:. .x 81 1 UBC 12-5 f 1 DL 1.2 EL -1.4 SL .2 SLN .7 82' UB.0>12-5;WW .r .td 1 e 1 .. DL - ;. -' EL 1:.2 . s .j . . G•..Ctn"a v ~ ;v+, a5. `i;?:..:x,rx r 3 =F r+R, r .M -.t.; ra.j;Y:,' '.,"_ J-1.4 83 1 UBC 12-5 h 1 DL 1.2 EL 'DL'"" 85 UBC 12-6 b 1 DL .9 EL -1.4 86 UBC:12-6 c ^ V DL` .9.7 WL 87 UBC 12-6 d 1 DL .9 WL -1.3 Envelope Member A/SC ASD 9th Code Checks Member Label Code Chk Loc Shear Chk Loc ASD Eqn. Messaae ft Lc ft Lc M1 .263 14 1 23 1 .019 1 0 1 23 1 H1-1 M2` .151. 0 _ '1 23, .059. 22.5. 10 H2-1 M3 .213 0 1 10 1 .015 0 14 1 1-11-1 Material Takeoff Material Shape Length Weight (ft) (k) RISA -2D Version 5.5 [S:\1400\(Danforth)04-1438-01\Calcs\OMF LINE 11.R2D] Page 5 Company Young Engineering Services Designer JWT Job Number : 04-1438-1 OMRF (ELASTIC ANALYSIS) -ALONG LINE 11 Checked By: Material Takeoff (continued) Material Shape Length Weight Envelope Reactions Joint Label X Force Y Force Moment (k1 Lc (k) Lc (k -ft) Lc N1 max 1.448 151 4.1 10 0.000 1 10 min -.39 " 221 1.014 221 0.000 10 N4 max .388 23 4.215 10 0.000 10 min -1.446 14 1.073 23 0.000 10 Reaction Totals : max min 1.78 -1.78' 15 14 , 8.315 3.188 10 24 .232 22 Envelope Joint Displacements Joint Label X Translate Y Translate Rotate (in) Lc (in) Lc (radians) Lt- N1 c N1 max 0.000 22 0.000 22 2.028e-3 15 min 0.000'' 15. 0.000 10` -1.561 a=3 22 N2 max .234 22 0 22 1.969e-4 23 15 min -:235. 15 -.003'- °1,0 4.102e-3 .14 N3 max .232 22 0 23 1.112e-3 15 O.ti , - min- -:235 15 •=:003 10- 1 =1.:809e-4. 22 N4 max 0.000 141 0.000 1 231 1.567e-3 23 171 min I o.onry 23 I 0'.000: '1 10 =2.008e-3 1 14 Envelope Member Deflections Member Label Section x -Translate Lc y -Translate Lc (n) LJy Ratio Lc (in) (in) M1 1 max 1 0 101 0 101 NC min 0 10 0 10 NC 2 max 0 22 .084 15 6813.569 15 min 0 10 -.065 22 -NC 3 max 0 22 .157 15 4258.481 15 min -.001 10 -.128 22 NC 4 max 0 22 1 .211 15 1 4866.835 15 min -.002 10 -.185 22 NC 5 max 0 22 .235 15 NC min -.003 10 -.234 22 NC M2 1, max- .234 22. _ O.ti , 22 NC min: -.235 1& -.003' - 10' NC.. 2:. max .234> 22< :.-.022:. 25:- NC . min -.235. 15 -.074 10 3769.186 '10 3 max .233 22 -.043- 25. 6372.923 25 min -.235 15 - -.113 10 2440.531 10 - 4 max .233. 22_ -.022 24 NC min 1 -.235 15- -.075 10 3713.33 10' 5 max .232. 22. 0. 23' NC min -.235 1 15 1 -.003 10 NC M3 1 max .003 10 1 .232 22 1 NC min 0 23 -.235 15 NC 2 max .002 10 .209 14 4872.999 14 min 0 23 -.185 23 NC 3 max .001 1 10 1 .156 14 4263.874 14 min 0 23 -.128 23 NC 4 max 0 10 .083 146822.198 14 min 0 23 -.065 23 1 NC RISA -2D Version 5.5 [S:\1400\(Danforth)04-1438-01\Calcs\OMF LINE 11.R2D] Page 6 - 62 - Company Young Engineering Services Designer JWT Job Number : 04-1438-1 OMRF (ELASTIC ANALYSIS) -ALONG LINE 11 Checked By: Envelope Member Deflections. (continued) Member Label Section x -Translate Lc y -Translate Lc (n) L/y Ratio Lc in in 5 I max 0 1101 0 1 10 NC min 1 0 1 101 0 1 101 NC Envelope Member Stresses max .45 10 Member Label Section Axial Shear Bending top Bending bot ksi Lc ksi Lc ksi Lc ksi Lc M1 22 -.398 151 0 101 M- ctr.M2'", M3 1 max .45 10 .107 22 0 10 0 10 min .111 22 -.398 151 0 101 0 10 2 max .45 10 .107 22 .347 221 1.287 15 5 max 4.1 10 .39 22 20.268 min .111 22 -.398 15 -1.287 15 -.347 22 3 max 1 .45 10 .107 22 .693 22 2.575 15 -5.457' min 1 .111 22 -.398 15 -2.575 15 -.693 22 4 max 1 .45 10 .107 22 1.04 22 3.862 15 min 1 .111 22 -.398 15 -3.862 15 -1.04 22 5 max 1 .45 10 .107 221 1.387 221 5.15 15 min .111 22 -.398 15 -5.15 15 -1.387 22 1 max x.159 w ` +14' x:1::127 ° ' 10 `' 1:387: .22 t: 5.15?f Y15` .F .'.min -:043 • 23. x:279 r;22? :"a -5.15s 15 "=1:387"'" 22: x12'649,; 14 3 ;;..63; > 23s C"-:043 ;23 :.:166: '22 ."'=:63 = °23 -2:649` `14 ;f 3 ' "max ; Company Young Engineering Services Designer JWT Job Number : 04-1438-1 OMRF (ELASTIC ANALYSIS) -ALONG LINE 11 Checked By: _Envelope Member Section Forces. (continued) Member Label Section Axial Lc Shear Lc Moment Lc max 4.215 1 10 1 1.446 1 14 1 15.182 14 min 1.073 23 -.388 123 -4.074 23 max 4.215 10 1.446 1 14 10.121 14 min 1.073 23 -.388 123 -2.716 23 1 4 1 max 1 4.215 110 1 1.446 1 14 1 5.061 14 1 I min I 1.073 23 -.388 23 -1.358 23 RISA -21D Version 5.5 [S:\1400\(Danforth)04-1438-01\Calcs\OMF LINE 11.R2D] Page 8 - 64 - DesconWin-LRFD Licensed to: Young Engineering Beam Connection to Column Flanae Column: W16X31-A572-50 Right Side Beam: W 16X31 - A572-50 Moment: 40.79 k -ft Shear: 10 kips Axial Force: 2.91 kips ********** All Welds Are E70XX Right Side Beam - W16X31 Moment Connection With Directly Welded Flanges: Weld Strength Flange Force, Ff: = P/2 + 12*M/(d-tf) = 2.91/2) + 12 * 40.79/ (15.88 - 0.44) = 33.157 kips Full Penetration Weld Design Strength = 0.9*Fy*b*t = 0.9 * 50 * 5.525 * 0.44 = 109.4 > 33.157 kips OK Right Side Beam - W16X31 Shear Connection Usinq One Plate: Plate: 12 in. X 3.125 in. X 0.1875 in. Plate Material: A36 Beam Setback: 0.375 in. Bolts: (4) 3/4"0 A325 -N -STD Bolt Holes on Beam Web: 0.8125 in. Vert. X 0.8125 in. Horiz. Bolt Holes on Plate: 0.8125 in. Vert. X 0.8125 in. Horiz. Weld: 3/16 E70XX Fillet Welds Loading: Vertical Shear, V = 10 kips Axial Load, H = 0 kips Resultant, R = Sgrt(V^2 + H^2) = Sgrt(10^2 + 0^2) = 10 kips Check Bolt Spacing and Edge Distance: Spacing, s = 3 > Minimum Spacing = 2 in. OK Distance to Horiz. Edge of PL, ev: = 1.5 > 1.25 in. OK Bolt Strength: Design Shear Strength of Bolts: Number of Vertical Bolt Lines = 1 Number of Rows of Bolts = 4 Horizontal Spacing = 3 in. Vertical Spacing = 3 in. Eccentricity = 0.8125 in. C = 3.8088 Design Strength = Npl*C*Fv = 1 * 3.8088 * 15.904 = 60.577 > 10 kips OK Design Shear Strength of the Beam: Page: 1 Design Shear Rupture Strength, ORn _ (d - n*(dh+0.0625))*tw*0.75*0.6*Fu _ (15.88 - 4 * 0.875) * 0.275 * 0.75*0.6 * 65 = 99.582 kips Design Shear Yield Strength: h = 15.88 in. t = 0.275 in. A = 4.367 in^2 Fy = 50 ksi a >> h (No stiffeners) h/t = 15.88/0.275 = 57.745 h/t = 57.745 < 418/sgrt(Fy) = 59.114 Vn = 0.6*Fy*A = 0.6 * 50 * 4.367 = 131 kips OVn = 0.9*131 = 117.9 kips Beam Shear Strength = Min(ORn, OVn) = 99.582 > 10 kips OK Desiqn Shear Strength of the Plate: Desiqn Shear Yield Strenoth: h = 12 in. t = 0.1875 in. A = 2.25 in^2 Fy = 36 ksi a >> h (No stiffeners) h/t = 12/0.1875 = 64 h/t = 64 < 418/sgrt(Fy) = 69.667 Vn = 0.6*Fy*A =0.6*36*2.25 = 48.6 kips OVn = 0.9*48.6 = 43.74 kips OVn = 43.74 > 10 OK Design Shear Rupture Strength: Net Area, An = (L - nL* (dh+0.0625))*t _ (12 - 4 * 0.875) * 0.1875 = 1.5938 in^2 - Shear Rupture Strength = Npl*An*0.75*0.6*Fu = 1 * 1.5938 * 0.45 * 58 =41.597> 10 OK Block Shear Strength of the Plate: Gross Area with Tension Resistance, Agt = let +(Nh-1)*sh)*t =(1.5+(1-1)*3)*0.1875 = 0.2813 in^2 Net Area with Tension Resistance, Ant = Agt - (Nh - 0.5) * (dh + 0.0625) * t = 0.2813 - (1 - 0.5) * (0.8125 + 0.0625) * 0.1875 = 0.1992 in^2 Gross Area with Shear Resistance, Agv _ (L-el)*t = (12 - 1.5) * 0.1875 = 1.9688 in^2 Net Area with Shear Resistance, Anv = Agv - (Nv - 0.5) * (dv + 0.0625)* t = 1.9688 - (4 - 0.5) * (0.8125 + 0.0625)* 0.1875 = 1.3945 in^2 Ant < 0.6*Anv ORn = 0.75*(0.6*Fu*Anv + Fy*Agt) = 0.75*(0.6* 58 * 1.3945 + 36 * 0.2813) =44>10OK - 65 - DesconWin-LRFD Licensed to: Young Engineering Design Shear Strength Based on Bending of the Plate: (Assume inflection point at midpoint between bolt line and weld line) Flexural Yielding: Section Modulus, S = 4.5 in^3, Eccentricity, e = 0.8125, in. Design Shear Strength = OS*Fy/e = 0.9*4.5 * 36/0.8125 = 179.4 > 10 kips OK Flexural Rupture: Net Section Modulus, Snet = 3.2695 in^3, Eccentricity, e = 0.8125 in. Design Shear Strength = OSnet*Fu/e = 0.75*3.2695 * 58/0.8125 = 175 > 10 Kips (OK) Bolt Bearing on Plate: Bearing Strength/Bolt/Thickness Using Bolt Edge Distance = Fbe Edge Dist. = 1.5 in., Hole Size = 0.8125 in. =0.75*1.2*Lc*Fu < 0.75 * 2.4 * d * Fu = 78.3 Win. = 0.75 * 1.2 * 1.0938' 58 = 57.094 kfin. Bearing Strength/Bolt/Thickness Using Bolt Spacing = Fbs Bolt Spacing = 3 in., Hole Size = 0.8125 in. = 0.75 * 1.2 * Lc * Fu <0.75*2.4*d*Fu=78.3kAn. = 0.75 * 1.2 * 2.1875 * 58 = 114.2 Win. Use: Fbs = 78.3 Win. Design Strength = nL * (Fbe + Fbs * (nR - 1)) * t * Npl * of = 1 * (57.094 + 78.3 * (4 - 1)) * 0.1875 * 1 * 0.9522 = 52.132 > 10 kips OK Bolt Bearing on Beam Web: Bearing Strength/Bolt(Thickness Using Bolt Spacing = Fbs Bolt Spacing = 3 in., Hole Size = 0.8125 in. =0.75*1.2*Lc*Fu < 0.75 * 2.4 * d * Fu = 87.75 Win. = 0.75 * 1.2 * 2.1875 * 65 = 128 k/in. Use: Fbs = 87.75 k/in. Design Strength = nL * Fbs * nR * t * of = 1 * 87.75 * 4 * 0.275 * 0:9522 = 91.912 > 10 kips OK Weld Strength: Weld Size, w = 3/16 > Minimum Weld, 3/16" OK k = 0, a = 0.0677, Theta = 0 C = 1.39 Maximum useful weld size for support thickness: = 0.54*Fy*t_eff/(0.31815*E) = 0.54*50 * 0.44 / (0.31815 * 70) = 0.5334 > 0.1875 in. OK ORn = 2*C*C1 *D*L = 2*1.39 * 1 * 3 * 12 = 100 > 10 kips OK Column Stiffeners and Shear Reinforcement Loading: High Seismic Framing System: OMF Column Axial Force, Pu = 6.173 kips Column Shear Force, Vus = 2.91 kips Right Side Beam Flange Forces: PufRight = Min (Mu*12, 1. 1 *Ry*Fy*Z)/dm = Min(40.79 * 12, 1.1 * 1.1 * 50 * 54) / 15.44 = 31.702 kips Page: 2 Column Panel Zone Shear: Required Strength, Vu = Puf - Vus = 31.702 - 2.91 = 28.792 kips Column Web Shear Strength: Py = A * Fy = 9.12 * 50 = 456 kips Pu < 0.4*Py ORv = 0.9*0.6*Fy*d*tw =0.9*0.6*50* 15.88*0.275 = 117.9 > 28.792 kips (Doubler Plate Not Required for Strength) Shear Buckling of Web: Thickness Required = Max([Tc*(Fy^0.5)/418],[(dm - is + do - 2 * tf) / 90]) = Max([14.196 * (50^0.5)/418, [(15.44 - 0.5 + 15.88 - 2*0.44)/90]) = 0.3327 > 0.275 in. (Doubler Plate Required for Shear Buckling) Doubler Plate Thickness = 0.4375 in. Required for strength = Vudp/(NPI*0.9*0.6*Fy*dc) =0/(1*0.9*0.6*36*15.88) = 0 < 0.4375 in. OK Required for fillet weld detail = k-tf-re = 1.125 - 0.44 - 0.25 = 0.435 < 0.4375 in. OK Required for shear buckling = max([(d - 2*k)*Sqrt(Fy)/41 8], [(d m-is+dc-2*tt)/90]) = MAx([15.88 - 2*0.842) * Sgrt(36)/418],[(15.44 - 0.51+ 15.88 - 2*0.44)/90]) = 0.3327 < 0.4375 in. OK Column Stiffeners Right Side Beam Local Flange Bending Strength,ORn = 0.9*6.25*(tf^2)*Fy*ct = 0.9*6.25*(0.44^2)*50*0.5 = 27.225 kips Local Web Yielding Strength,ORn = 1.0*(ct*5*k + t)*tw*Fy = 1.0*(0.5*5* 0.842 + 0.44)* 0.275 * 50 = 35 kips Column Web Crippling: N=tf=0.44 in. Ct = 0.5 Nd = 3*N/d = 3 * 0.44/15.88 = 0.0831 ORn = 0.75*135*ct*(tw^2)*[1+Nd*(tw/tf)^1.5]*(Fy*tf/tw)^0.5 0.75*135*0.5*(0.275^2)*[1 +0.0831 *(0.275/0.44) ^ 1.5]*(50*0.44/0.2 5)^0.5 = 35.65 kips Tension Flange Stiffener Force, TFrc: Left Side: LTFrc = Max(LPuf - LORn FlBending, LPuf - LORn_WebYielding) > 0 = max(0 - 0, 0 - 0) = 0 kips DesconWin-LRFD Licensed to: Young Engineering Right Side: RTFrc = Max(RPuf - RORn_FIBending, RPuf - RORn_WebYielding) > 0 = max(31.702 - 27.225, 31.702 - 35) = 4.4771 kips Compression Flange Stiffener Force, CFrc: Left Side: LCFrc = Max[(LPuf-LORn WebCrippling), (LPuf-LORn WebYielding)] > 0 = max[(0 - 0), (0 - 0)] = 0 kips Right Side: RCFrc = Max[(RPuf-RORn WebCrippling), (RPuf-RORn WebYielding)] > 0 = max[(31.702 - 35.65), (31.702 - 35)] = 0 kips TFrc = Max(LTFrc, RTFrc) = Max(0, 4.4771) = 4.4771 kips CFrc = Max(LCFrc, RCFrc) = Max(0, 0) = 0 kips TFrc > 0 or High Seismic Loading Stiffeners required opposite tension flange CFrc > 0 or High Seismic Loading Stiffeners required opposite compression flange Required stiffener area for strength: Tension and/or compresion: Ast = max(TFrc,CFrc) / (0.9 * Fy) = max(4.4771, 0) / (0.9 * 36) =max(0.1382, 0) in^2 Stiffener Width, bs = 2.75 > Minimum Width = 2.625 in. OK Stiffener Length: L = d-2*tf = 15.88 - 2 * 0.44 = 15 in. (Using Full Length Stiffeners) Stiffener thickness required for shear: = Max([LTFrc + RCFrc],[LCFrc + RTFrc])/(0.9*0.6*Fy*(L - 2*clip)*2) = Max([0+01, [0+4.4771])/(0.9*0.6* 36 * (15 - 1.37) * 2) = 0.0084 < 0.5 in. OK Stiffener thickness required for minimum area: = Ast/(2*(bs-clip)) = 0.1382/(2*(2.75 - 0.685)) = 0.0335 < 0.5 in. OK Minimum Thickness = Max(tm, bs*(Fy^0.5)/95) = Max(0.44, 2.75 * (36^0.5)/95) = 0.44 < 0.5 in. OK Doubler Plate to Flange Weld = 3/16 Minimum wled size = 3/16 < 3/16 OK Weld size to develop doubler plate force: =Vupl/(0.31815*E*L) = 0/(0.31815 * 70 * 15) =0<3/16OK Stiffener to Flange Weld: Minimum Weld Size = 0.1875 < 0.25 in. OK Tension Stiffener to Flange Weld: w_Req.= 0.943*Fy*t/E = 0.943 * 36 * 0.5 / 70 = 0.2425 < 0.25 in. OK Page: 3 Compression Stiffener to Flange Weld: w_Req.= 0.524 * RusU((bs - clip)*E) w_Req.= 0.524 * 0/((2.75 - 0.685) * 70) = 0 < 0.25 in. OK Stiffener to Panel Zone Weld: Stiffener Force, Rust = Max[(LTRust + RcRust), (RTRust + LCRust)] = Max[(0 + 0), (4.4771 + 0)] = 4.4771 kips Welds need to develop only the lesser of Rust and the minimum of the following forces: Design Strength of stiffeners to flange connection, =0.9* Fy*2* (bs- clip) *t = 0.9 * 36 * 2 * (2.75 - 0.685) * 0.5 = 66.906 kips Design Shear Strength of stiffener and web interface area, = 0.9 * 0.6 * Fy * (bs - 2*clip) * 2 * t = 0.9 * 0.6 * 36 * (2.75 - 2*0.685) * 2 * 0.5 = 265 kips Shear yield strength of the panel zone, = 0.9 * 0.6 * Fyc * do * tw (for column web, if applicable) =0.9*0.6*50* 15.88 * 0.275.= 117.9 kips = 0.9 * 0.6 * Fyp * do * tp (for doubler plate, if applicable) = 0.9 * 0.6 * 36 * 15.88 * 0.4375 = 135 kips Weld Design Force, Rust -Weld = 4.4771 kips Minimum Weld Size = 0.1875 < 0.1875 in. OK Required weld size for strength, = Rust Weld /(1.2728 * E * (L - 2*clip)) = 4.4771 / (1.2728 * 70 * (15 - 2*0.685)) = 0.0037 < 0.1875 in. OK 67- DesconWin-LRFD Licensed to: Young Engineering Page: 4 PL 1S-X2.7S-X.5'(1YP.4)-0.70 COp Inside momma 0.685 In. Mm Plate to Flange Weld: 1/4' Double FU StMt. PI to Dbl.Pl Weld: 3/10' Rat Note: SIIO. PI to Web Weld:31t0'Fmet mw. eNe E70X% Scab: 1/d'. 1' 2 5/B' PL 15'X 15'X .4375'•ASB Plate to Ftange Weld: 3/10' '•i PI. to Stiff. we, 3/15' WI OX31 • AS72.50 i End Otbe1. 0.375 In. 1 6 Bona ' 315 I '•9L0A325dd-STD 1 LI2'X3.125'XO.1 am-A3B1a W 157!31 • H572 50/ 1 1/2' Scab: 1/d'. 1' Company YOUNG ENGINEERING SERVICES October 27, 2004 Designer JWT Job Number : 04-1438-01 OMF BASE PLATE LINE 11 AND 33 Checked By: - X Bolt X (in) , Z (inl 1 3. 4. 2 3. -4. 3 -3. 4. 4 -3. -4. AS.Y rbcME 1 18 in 27. Geometry and Materials 0. 2.8 Length 18. in Column Shape W16X31 Anchor Bolt Diameter .75 in Width 10. in. Column eX 0. in Anchor Bolt Material A307 Thickness 1. in Column eZ 0. in Anchor Bolt Fu 58. ksi Base Plate Fy 36. ksi Column to Edge Min ()) 1. in Anchor Bolt E 2900.0. ksi Base Plate E 29000. ksi Column to Edge Min (Z) 1. in AB Projected Length 5 in Bearing Fp 2.8 ksi WF Flanges welded AB to AB Min Spacing 3 in Bearing Fc' 4. ksi WF Web welded AB to Stiffner Min Spacing 1.5 in Pedestal Length 0 in Plain Base Plate Connection AB to Column Min:Spacing 1.5 in Pedestal Width 0 in Vx Shear Lug NOT present AB to Edge Min Spacing 1.5 in Analyze Base Plate a6 Flexible Vz Shear Lug NOT present AB Row Min Spacing 3 in Fp Based on AISC J9 Criteria 3.732 Priority is AB to Edge Spacing AISC ASD 9th'. AISC EQ.3 E Include Threads for AB Design 35.991 1.333 AB Fv, Ft based on AISC Criteria Loads 1.333 0. P k) Vx (k) Vz k) Mx(k-ft) Mi(k-ft) Reverse DL 0. 3.732 1.333 0. AISC EQ.4 W 1 DL+1 LL -1 W L No 1.333 EL 14.06 5.64 0. AISC EQ.4(E) 1 DL+1 LL+1 EL 35.991 Yes .015 3.732 1.333 .066 Base Plate Stress and Bearing Result 1 35.991 1 1.333 Base Plate Stress (ksi) Bearing Pressure (ksi) Description I nari Sate AllnumKio ' A Q I C I I r- AIt. AISC EQ:1 1 DL 27. 1.. 0. 2.8 1. 0. AISC EQ.2 1 DL+1 LL 27. 1. 0. 2.8 1. 0. AISC EQ.3(W) 1 DL+1 WL 35.991 1.333 0. 3.732 1.333 0. AISC EQ -3(W) 1 DL -1 WL 35.991 1.333 0. 3.732 1.333 0. AISC EQ.3 E 1 DL+1 EL' 35.991 1.333 .015 3.732 1.333 .066 AISC EQ.3 E 1 DL -1 EL 35.991 1.333 .138 3.732 1.333 0. AISC EQ.4 W 1 DL+1 LL+1 WL 35.991 1.333 0. 3.732 1.333 0. AISC EQ.4 W 1 DL+1 LL -1 W L . 35.991 1.333 0. 3.732 1.333 0. AISC EQ.4(E) 1 DL+1 LL+1 EL 35.991 1.333 .015 3.732 1.333 .066 AISC EQ.4 E 1 DL+1 LL -1 EL 1 35.991 1 1.333 .138 3.732 1.333 0. RISABase Version 1:02a [f:\1600 & 1700\(LAPP 8 9 10)04-1697-01\Calcs\OMF\FRAME A AND B. RBS] Page 1 69 .. ., is •. .. • Company YOUNG ENGINEERING SERVICES October 27, 2004 Designer JWT Job Number : 04-1438-01 OMF BASE PLATE LINE 11 AND 33 Checked By: Bearin-g Contours 0• 0• 0. k (ksi) (ksi) `' . (ksi) 0. 0. 0 1 DL 1 DL+1 LL 1 DL+1 W L Allowable :2.8 ksi Allowable 2.8 ksi Allowable : 3.732 ksi U.C. 0. U.C. 0. U.C. :.0. 0. 245 0.1 (ksi) (ksi) (ksi) 0. 0. 0. 1 DL -1 W L 1 DL+1 EL 1 DL -1 EL Allowable : 3.732 ksi Allowable 3.732 ksi Allowable : 3.732 ksi U.C. : 0. U.C. .066 U.C. :.0. 0. 0. .245 y (ksi) i (ksi)::.24 - (ksi) 0. 0. 0. . 1 DL+1 LL+1 WL 1 DL+1 LL -1 WL, 1 DL+1 LL+1 EL Allowable :3.732 ksl Allowable 3.732 ksi Allowable :3.732 ksi U.C. :0. U.C. :0. - U.C. ..066 0. (ksi) 0. 1 DL+1 LL -1 EL Allowable :3.732 ksi U.C.: 0. RISABase Version 1.02a [TA1600 & 1700\(LOPP 8 9 10)04-1697-01\Calcs\OMF\FRAME A AND B.RBS] Page 2 70 Company YOUNG ENGINEERING SERVICES October 27, 2004 Designer JWT Job Number : 04-1438-01 OMF BASE PLATE - LINE 11 AND 33 Checked By: Base Plate Stress Contour 0. (ksi) 0. 1DL Allowable : 27. ksi U.C. : 0. 0. (ksi) 0. 1 DL -1 WL Allowable : 35.991 ksi U.C. . 0. 0. (ksi) 0. 1 DL+1 LL+1 WL Allowable : 35.991 ksi U.C. : 0. 4.955 (ksi) .252 1 DL+1 LL -1 EL Allowable : 35.991 ksi U.C. ..138 Anchor Bolt Results 1 DL+1 LL Allowable : 27. ksi U.C. : 0. 1 DL+1 EL Allowable : 35.991 ksi U.C. :.015 1 DL+1 LL -1 WL Allowable :35.991 ksi U.C.: 0. - 0. (ksi) 0. 534 (ksi) .026 0. (ksi) 0. 1 DL+1 WL Allowable : 35.991 ksi U.C. : 0. 1 DL -1 EL Allowable : 35.991 ksi U.C. :.138 1 DL+1 LL+1 EL Allowable : 35.991 ksi U.C. ..015 Descrintinn I nnri Cctc r1^14 T- /L\ %/- /L\ %/- /L% r. 0. (ksi) 0. 4.955 (ksi) .252 .534 (ksi) .026 --- AISC EQ.1 1 DL 1 - --- -" -- 0. --- P'/ 0. .- I.., 0. . . ..v., N.A. . . %..v./ N.A. v.." N.A. 2 0. 0. 0. N.A. N.A. - NW. 3 0. 0. 0. N.A. N.A. N.A. 4 0. 0. 0. N.A. N.A. N.A. RISABase Version 1.02a [T:\1600 & 1700\(LAPP 8 9 10)04-1697-01\Calcs\OMF\FRAME A AND B.RBS] Page 3 -71_ Company YOUNG ENGINEERING SERVICES October 27, 2004 Designer JWT Job Number : 04-1438-01 OMF BASE PLATE - LINE 11 AND 33 Checked By: Anchor Bolt Results (continued) Description I onrl OPtq Rnit Tcnc /W \/v !L1 %I- MA C+ /1,-;% C., /11-A 1 AISC EQ.2 1 DL+1 LL 1 0. 0. 0. N.A. N.A. N.A. 2 0. 0. 0. N.A. N.A. N.A. 3 0. 0. 0. N.A. N.A. N.A. 4 0. 0. 0. N.A. N.A. N.A. AISC EQ.3(W) 1 DL+1 WL 1 0. 0. 0. N.A. N.A. N.A. 2 0. 0. 0. N.A. N.A. N.A. 3 0. 0. 0. N.A. N.A. N.A. 4 0. 0. 0. N.A. N.A. N.A. AISC EQ.3(W) 1 DL -1 WL 1 0. 0. 0. N.A. N.A. N.A. 2 0. 0. 0. N.A. N.A. N.A. 3 0. 0. 0. N.A. N.A. N.A. 4 0. 0. 0. N.A. N.A. N.A. AISC EQ.3 E 1 DL+1 EL 1 .026 -1.41 0. N.A. N.A. N.A. 2 026 -1.41 0. N.A. N.A. N.A. 3 .026 -1.41 0. N.A. N.A. N.A. 4 .026 -1.41 0. N.A. N.A. N.A. AISC EQ.3(E) 1 DL -1 EL 1 3.507 1.41 0. N.A. N.A. N.A. 2 3.507 1.41 0. N.A. N.A. N.A. 3 3.507 1.41 0. N.A. N.A. N.A. 4 3.507 1.41 0. N.A. N.A. N.A. AISC EQ.4 1 DL+1 LL+1 WL 1 0. 0. 0. N.A. N.A. N.A. 2 0. 0. 0. N.A. N.A. N.A. 3 0. 0. 0. N.A. N.A. N.A. 4 0. 0. 0. N.A. N.A. N.A. AISC EQA(W) 1 DL+1 LL -1 WL 1 0. 0. 0. N.A. N.A. N.A. 2 0. 0. 0. N.A. N.A. N.A. 3 0. 0. 0. N.A. N.A. N.A. 4 0. 0. 0. N.A. N.A. N.A. AISC EQ.4(E) 1 DL+1 LL+1 EL 1 .026 -1.41 0. N.A. N.A. N.A. 2 .026 -1.41 0. N.A. N.A. N.A. 3 .026 -1.41 0. N.A. N.A. N.A. 4 .026 -1.41 0. N.A. N.A. N.A. AISC EQ.4 E 1 DL+1 LL -1 EL 1 3.507 1.41 0. N.A. N.A. N.A. 2 3.507 1.41 '0. N.A. N.A. - N.A. 3 3.507 1.41 0. N.A. N.A. N.A. 4 3.507 1.41 0. N.A. N.A. I N.A. RISABase Version 1.02a [T:\1600 & 1700\(LAPP 8 9 10)04-1697-01\Calcs\OMF\FRAME A AND B.RBS] Page 4 -72_ YOUNG ENGINEERING SERVICES Title: DANFORTH RESIDENCE Job # 04-1438-01 CIVIL & STRUCTURAL ENGINEERS Dsgnr: JWT Date: 77-804 WILDCAT DRIVE, SUITE C Description : SFD a+ PALM DESERT, CA 92211 Scope TEL:760-360-5770 } Rev: 580001 User: KW -0601715, Ver 5.8.0, 1 -Dec -2003 General Footing Analysis & Design Page 1 (c)1983-2003 ENERCALC Engineering Software danfoft.ecw:Calculations Description OMF 11 General Information Code Ref: ACI 318-02,1997 UBC, 2003 IBC, 2003 NFPA 5000 Allowable Soil Bearing 1,500.0 psf Dimensions... Short Term Increase 1.330 Width along X -X Axis 3.000 ft Seismic Zone 4 Length along Y -Y Axis 3.000 ft f'c Footing Thickness 15 00 in Live &Short Term Combined (pressures @ left & right) Dead Load k -ft Live Load k -ft Col Dim. Along X -X Axis 15.50 in f'c 2,500.0 psi Col Dim. Along Y -Y Axis 5.50 in Fy 60,000.0 psi Base Pedestal Height 0.000 in Concrete Weight 145.00 pcf Required Steel Area 0.00 psi Overburden Weight 0.00 psf Min Steel % Rebar Center To Edge Distance 0.0014 3.50 in Loads 1.39 psi 2.82 psi "Y' Ecc, of Resultant Applied Vertical Load... 4.728 in Shear Stresses.... Vu Dead Load 4.460 k ...ecc along X -X Axis 0.000 in Live Load k ...ecc along Y -Y Axis 0.000 in Short Term Load k 2 -Way 4.043 Creates Rotation about Y -Y Axis Applied Moments... (pressures @ left & right) Dead Load k -ft Live Load k -ft Short Term k -ft Allowable Creates Rotation about Y -Y Axis Applied Shears... (pressures @ left & right) Dead Load k Live Load k Short Term k Creates Rotation about X -X Axis (pressures @ top & bot) k -ft k -ft k -ft Creates Rotation about X -X Axis (pressures @ top & bot) k k 1.920 k Footing Design OK 3.00ft x 3.00ft Footing, 15.Oin Thick, w/ Column Support 15.50 x 5.50in x O.Oin high 170.00 psi DL+LL DL+LL+ST ACI C-2 Actual Allowable Max Soil Pressure 676.8 1,210.1 psf Max Mu 1.003 k -ft per ft Allowable 1,500.0 1,995.0 psf Required Steel Area 0.00 psi 0.324 in2 per ft "X Ecc, of Resultant 0.000 in 0.000 in Vu @ Top 1.39 psi 2.82 psi "Y' Ecc, of Resultant 0.000 in 4.728 in Shear Stresses.... Vu Vn *Phi ACI C-1 ACI C-2 ACI C-3 1 -Way 2.820 85.000 psi X -X Min. Stability Ratio 3.807 1.500 :1 2 -Way 4.043 170.000 psi Y -Y Min. Stability Ratio No Overturning 1.00 k -ft 0.64 k -ft Mu @ Bottom 0.56 k -ft Footing Design 170.00 psi Shear Forces ACI C-1 ACI C-2 ACI C-3 Two -Way Shear 4.04 psi 4.04 psi 2.60 psi One -Way Shears... 85.00 psi Vu @ Left 0.00 psi 0.00 psi 0.00 psi Vu @ Right 0.00 psi 0.00 psi 0.00 psi Vu @ Top 1.39 psi 2.82 psi 1.81 psi Vu @ Bottom 1.39 psi -0.05 psi -0.03 psi Moments ACI C-1 ACI C-2 ACI C-3 Mu @ Left 0.25 k -ft 0.25 k -ft 0.16 k -ft Mu @ Right 0.25 k -ft 0.25 k -ft 0.16 k -ft Mu @ Top 0.56k -ft 1.00 k -ft 0.64 k -ft Mu @ Bottom 0.56 k -ft 0.12 k -ft 0.08 k -ft - 73 - Vn * Phi 170.00 psi 85.00 psi 85.00 psi 85.00 psi 85.00 psi Ru Phi As Rea'd 2.1 psi 0.32 in2 per ft 2.1 psi 0.32 in2 per ft 8.4 psi 0.32 in2 per ft 4.7 psi 0.32 in2 per ft YOUNG ENGINEERING SERVICES Title: DANFORTH RESIDENCE Job # 04-1438-01 CIVIL & STRUCTURAL ENGINEERS Dsgnr: JWT Date: 77-804 WILDCAT DRIVE, SUITE C Description : SFD e+ PALM DESERT, CA 92211 Scope TEL:760-360-5770 Rev: 580001 User: KW -0601715, Ver 5.8.0, 1 -Dec -2003 General Footing Analysis & Design Page 2 ( )1983-2003 ENERCALC Engineering Software danforth.ecw:Calculations Description OMF 11 Soil Pressure Summary Service Load Soil Pressures Left Right Top Bottom DL + LL 676.81 676.81 676.81 676.81 psf DL + LL + ST 676.81 676.81 1,210.14 143.47 psf Factored Load Soil Pressures ACI Eq. C-1 947.53 947.53 947.53 947.53 psf ACI Eq. C-2 947.53 947.53 1,694.19 200.86 psf ACI Eq. C-3 609.12 609.12 1,089.12 129.12 psf ACI Factors (per ACI 318-02, applied internally to entered loads) ACI C-1 & C-2 DL 1.400 ACI C-2 Group Factor 0.750 , Add"I 1.4" Factor for Seismic 1.400 ACI C-1 & C-2 LL 1.700 ACI C-3 Dead Load Factor 0.900 Add"I "0.9" Factor for Seismic 0.900 ACI C-1 & C-2 ST 1.700 ACI C-3 Short Term Factor 1.300 ....seismic = ST * : 1.100 Used in ACI C-2 & C-3 74- REr R.ENGE MOMENT: FRAME: ALONG LATERAL LINE-. 33 He . . , iia lg ............ gap IL f 4S Ji )Z'- (o4l P rr $Z7 , = . ►. ,5 • ., Ss 1. _ . 2•l ." • ozs (14• )mak- DATE JOB NAME.: 'fA 5HEET YOUNG ENGINEERING SERVICES i-604 WILDCAT pR SUITE G BY: JOB NO.: D - 1 ✓z Yr b 1 PALM DESERT, CA. 92211 PH i60-360-5170 FAX -760-360-5-TI4 75 RE, 'RENGE c .4 + DA .'Os NAME.: 5HEE 7 "LUNG=NGINEERING SERVIGE5 7-80A WILOGAT DR. SUITE G _ I- PALM DESERT, GA. ?2211 BY: JCiB NC.: PH '160-560-5170 FAX i60-560-5119 fib_ Company Young Engineering Services Designer JWT Job Number : 04-1438-01 OMRF (ELASTIC ANALYSIS) -ALONG LINE 33 Checked By: Global Steel Code ASD: AISC 9th AISI 99 Allowable Stress Increase Factor ASIF 1.333 Include Shear Deformation No No. of Sections for Member Calcs 5 Redesign Sections Yes P -Delta Anal sis Tolerance 10.50% Materials (General Material Label Young's Modulus Shear Modulus Poisson's Thermal Coef. Weight Density Yield Stress _; '-14, ksi ksi Ratio(per 10"5(k/ft-3) 0 ksi STL 1 29000 1 11154 1 .3 1 .65 1 .49 1 50 Sections Section Database Material Area SA SA 1(90,270) 1(0,180) T/C Label Shape Label in "2 (0,180) (90,270) in^4) (in^4) Onl COLI I W 16X31 I STL 1 9.12 1 1.2 1 1.2 12.4 375 BEAM W 16X31. ;. STL. 1 9.12 L`1.2::.] .1.2 12.4'.:x:. 375 Joint Coordinates Joint Label X Coordinate Y Coordinate Joint Temperature Im /ff1 m N1 0 0 0 :N2 0: _; '-14, 0.,. N3 26.75 14 0 N4 26:75. . 0 Earth uake Load 1 Boundary Conditions Joint Label X Translation Y Translation Rotation Member Data Shape / Material Phys End Releases End Offsets Inactive Member Label I Joint J Joint Rotate Section Set Memb I -End J -End I -End J -End Code Lannth de rees Set TOM AVM AVM in in ft M1 N1 N2 C01-1 I STL Y 14 M2 N2,- N3- BEAM I. STL. Y 26.7.5 M3 N3 N4 C01-1 STL Y 14 Steel Design / NDS Parameters Member Section Length Lb out Lb in Lcomp Cb Sway Label Set le out le in le—bend K out K in CH Cm B out in R � �---�i�.��IIIIIIIIIIII��ttlrt• Basic Load Case Data BLC No. Basic Load Case Category Category Gravity Load Type Totals Description CndA Decrrintinn Y V L : o : . n: n:_. 1 D DL w.", ✓.1vul WISE. I Dead Load 2 3 2 Lr RLL Roof Live Load 2 3 3 L LL Live Load 4 E/1.4 EL Earth uake Load 1 5 W WL Wind Load 1 RISA -2D Version 5.5 - [S:\1400\(Danforth)04-1438-01\Calcs\OMF LINE 33.R2D] • Page 1 _77- Company Young Engineering Services Designer JWT Job Number : 04-1438-01 OMRF (ELASTIC ANALYSIS) -ALONG LINE 33 Checked By: Basic Load Case Data (continued) BLC No. Basic Load Case Category Category Gravity Load Type Totals Description Code Description X Y Joint Point Direct Dist. Joint Loads/Enforced Displacements. Category : EL. BLC 4: E/1.4 Joint Label [L]oad,[M]ass,or, Direction Magnitude Misplacement (k, k -ft, in, rad, k•s"2/ft) Joint Loads/Enforced Displacements. Category : WL. BLC 5: W Joint Label [L]oad,[M]ass,or, Direction Magnitude Member Point Loads—Category : DL. BLC 1 : D Member Label I Joint J Joint Direction Magnitude Location k k-ft ft or M2 N2 N3 Y -1.73 1 5.25 Member Point Loads, Category: RLL. BLC 2: Lr Member Label I Joint J Joint Direction Magnitude Location k k-ftft or M2 N2 N3 Y -1.3 1 5.25 Member Direct Distributed Loads. Category : DL. BLC 1 : D Member Label Direction Start Magnitude End Magnitude Start Location End Location iviz r -.3u6 -.306 0 5.25 M2 I Y 1 4--.306 1 -.306 1 23 a h 26.75 Member Direct Distributed Loads, Category: RLL. BLC 2: Lr Member Label Direction Start Magnitude End Magnitude Start Location End Location M2 I Y 1 -.24 1 -.24 0 5.25 " M2 . : t Y' ..` -.493 ° . -.493 k z, w < 5:25 23' M2 Y 1 -.24 1 -.24 23 26.75 Load Combinations Num Description Env WS PD SRSS CD BLC Factor BLC Factor BLC Factor BLC Factor RISA -2D Version 5.5 [S:\1400\(Danforth)04-1438-01\Calcs\OMF LINE 33.R2D] Page 2 -78_ CorPpany Young Engineering Services Designer JWT Job Number : 04-1438-01 OMRF (ELASTIC ANALYSIS) -ALONG LINE 33 Checked By: Load Combinations (continued) Num Description Env WS PD SRSS CD BLC Factor BLC Factor BLC Factor BLC Factor RISA -2D Version 5.5 [S:\1400\(Danforth)04-1438-01\Calcs\OMF LINE 33.R2D] Page 3 79- 9 JENVELOPE THE FOLLOW.. 1 10 1 D+L+Lr 12-12 1 1 1 2' : 1 3 1 11 D+L+S 12-12 1 1 1 3 1 6 1 1.2 D+L+W 12-13 1 1 1. ;: 3 1,, 5 1P. 13 D+L-W 12-13 1 1 1 3 1 5 -1 14 D+L+E/1.4 12-13 ,U 1 1 .: • 1 3 , r.,r. .1,. 4,, 1: , +, a 1''. ;. eta .. " t" 4: .C^ „s 15 1 D+L-E/1.4 12-13 1 1 1 3 1 4 -1 16" D+.L+W+S/2' 12-14 : ,, 1` 1 1'• 3 r .x.' 1t + . ,5ri ; ;r; 1' 1 :5. s r y..` 1 r . r +Ns' < r' 1, .i, €i•.'.v'-i: i? • ,T•y -` t ' 17 1 D+L-W+S/2 12-14 1 1?.. 1 3 1 5 1 6 .5 ji',l It..D+L+S+W/2'. -12=15 x-?; . x ". ,mxq^.`•i' ,„i KY -.. .:F".e:} ;r .'n? .+`;,yriF Y5 ,-''. .' •tS } t7x'Si.;` i''tiY-.. w .£ ; 4•n ". 19 1 D+L+S-W/2 12-15 1 1 1 3 1 1 5 -.5 6 1 ;20- ' D+L+S+E:1 .4 12-16 w!l .-n; ,-Osl3 h- i ii!r< may.>'. .fit r :' r `n;"'_,S i+:,l':` - fac3•.. !S ,3.;..": t + ';`J t - ti ,.y. w3 21 D+L+S-E/1.4 12-16 1 1 1 1 4 -1 6 1 -, 22::9D+E/1 :4`(.12 f6=TEOST.=:';: ; -r: 4. s:> 1« ' L i• M 'I S ,L raw `. i r., 23 .9D -E/1.4 (12-16-1 EO STA.. 1 1 .9 4 -1 L. 24%,667D+W`(CBC:1621`:1 WI: s r,.a ix k; 1 - 1 ' :667,'-, 25 .667D -W (CBC 1621.1 WIN.. 1 1 .667 5 -1 ... ... .. .. i . t .":;:. , ''1-r• L. :; •r• 3iL fir. .. *.. d 4 .,v tiN- •;>r >..... . ' 4'; ' q._ .- fi' yr f.eFt. ..0 k. ' ":'i •' !'.r- CY i:. 27 JENVELOPE THE FOLLOW -1 I I1 28, D+.7L+2.8E CBC 2213:5.1.: i z 1' 1'- 1 : t 3 .7' 4"1> I YJ 29 D+.7L-2.8E (CBC 2213.5.1 .. 1 1 1 3 7 4. 73.92 30 .85D+2.8E CBC 2213.5.1 C...- 1. 11 1's .85 • 4 • r 3.92 . 31 .85D -2.8E (CBC 2213.5.1 C.. 1 1 .85 4 -3.92 32 1 33 JENVELOPE THE FOLLOW -1 I I I I1 34 lUE3C 12-5 (a) GRADE BEAM 1 DL 1.2 EL 1.4' LL .5 LLS 1 SL .2 SLN .7 , 35 JUBC 12-5 (b) GRADE BEAMI I I I 1 1 DL 1.2 EL -1.4 LL .5 LLS 1 SL .2 SLN .7 36 JUBC 12-6 (a) GRADE BEAM 1 DIL .9 EL 1.4 RISA -2D Version 5.5 [S:\1400\(Danforth)04-1438-01\Calcs\OMF LINE 33.R2D] Page 3 79- Company Young Engineering Services Designer JWT Job Number : 04-1438-01 OMRF (ELASTIC ANALYSIS) -ALONG LINE 33 Checked By: Load Combinations (continued) Num Description Env WS PD SRSS CD BLC Factor BLC Factor BLC Factor BLC Factor 3/ lutsu 12-6 (D) GRADE ULAMI I I I 1 1 DL 1 .9 EL -1.4 38 ACI 9-1 a GRADE BEAM -V 1 DL 1.4 LL 1.7 39 ACI 9-2 (a) GRADE BEAM 1 DL 1.05 LL 1.275 WL 1.275 40 > ACI 9-2 (b) GRADE.BEAM _- + _.:+ ` 0 DL 1.05 WL- 11.275 - - 41 JACI 9-3 GRADE BEAM 1 DL .9 WL 1.3 42' ACI 9-2 (a) GRADE BEAM ': r 4.',. 1, DL 1.05 1 LL 1.275, WL. -1.275 43 ACI 9-2 (b) GRADE BEAM 1 DL 1.05 WL -1.275 44- ACI'9-3GRADE BEAM 1r. DL .9_' WL ° 1.3'7^< c:* �sra�.,.jY: _.�':+ �i: `e7t +'t.1 'r.+2, ,�Ftti �.i:• ."k - �ri 45 1 46'. ENVELOPE.THE FOLLOW:J....11lt 'g ed t lrY-+" ''"u ^sp: "fie .art e�1:. ➢ e",',e ,.F,r. f ;:t 47 JOR FOR DESIGNING FRA... 1 4 2:52. �1 �vntic �. � � �.�.. �.mY w... • a t p _`. 1 "F: G'tit Z '. .'f,=j}. :t`t> "Ni�3, 3.��µ-'�'F,'. 49 1.2D+.5L+.2S-.4RE ( CBC . 1 1 1.2 3 .5 6 .2 4 -2.52 s50'' 1:2D.+L+:2S+4RE CBC 22" ,:t c , fix,:: 1 stn* k 1:2.` 3;' 6 s }_ ;2'r;:r 51 1.2D+L+.2S-.4RE CBC 221.. 1 1 1.2 3 1 6 .2 4 -2.52 52 :9D+.4RE" CBC'2214'7 2a: r} ' i.; ':2 rr,I:v;"t":9 :4 k,; :2'.52: R. `t2.52 53 .9D -ARE (CBC 2214 7.2a y 9 4 54• sP UBCi_12=1' ,�. ,r t. `.>•« 1.`` DL: R1.4a.7 u,c`; gig, x K1.6^ 55 UBC 12-2 a 1 DL 1.2 1 LL 1.6 LLS RLL .5 ?5.6' "';, UBC:•12-2' b :DL'. 1 r ,. 1.2 _ �; "" LL.. 1.6 LLS. t,.1:6 : SL K 5= 4x SLN. 57 UBC 12-2 c 1 DL 1.2 LL 1.6 LLS 1.6. 58: ;; UBC 12-3 a 1,. DL. 1.2° '-RLL 1.6 LL ` < :- .5 LLS:. ;, V "RLL.: ` <^ 59 1 UBC 12-3 b 1 DL 1.2 1.6 WL,< .8 60 y UBC 12-3 (c)'. I I. 1 1 DL 1.2 RLL 1.6 WL -.&- 61 UBC 12-3 d 1 DL 1.2 SL 1.6 SLN 1.6 LL .5 LLS 1 62' UBC 12-3 e 1 DL 1.2 SL 1.6 1 SLN 1.6 WL .8 63 UBC 12-3 f 1 DL 1.2 SL 1.6 SLN 1.6 WL -.8 64 1 UBC 12-3 1 DL 1.2 RLL 1.6 65 UBC 12-3 h 1 DL 1.2 SL 1.6 SLN 1.6 RISA -2D Version 5.5 [S:\1400\(Danforth)04-1.438-01\Calcs\OMF LINE 33.R2D] Page 4 Company Young Engineering Services Designer JWT Job Number : 04-1438-01 OMRF (ELASTIC ANALYSIS) -ALONG LINE 33 Checked By: Load Combinations (continued) Num Description • Env WS PD SRSS CD BLC Factor BLC Factor BLC Factor BLC Factor 00 1 unu 1L-4 la _ -s, 1 DL 1.2 WL 1 1..3 LL .5 1 LLS 1 M2, .445 L - 0- ` 23 .224 26.75 10 H2-1 RLL .5 0 10 H1-1 67 UBC 12-4 b 1 DL 1.2 WL -1.3 LL .5 LLS 1 RLL .5 68 UBC 12-4 c - 1 DL 1.2 WL 1.3 LL .5 LLS 1 SL .5 SLN 5 69 UBC 12-4 d 1 DL 1.2 WL -1.3 LL .5 LLS 1 SL .5 SLN .5 70 UBC 12-4 e;-: ;; 1 DL :. ` 1.2' : WL - 1.3. 4 LL- ,, .5, LLS 1, _ 71 UBC 12-4 f 1 DL 1.2 WL -1.3 LL .5 LLS 1 72 4I .., • UBC 12-4 , :, ,..:1 • DL:,_: 1.2 . , WL-- : 1.3' RLL M 73 1 UBC 12-4 h 1 DLA 1.2 WL 1.3 RLL .5 74: _..UBC'12-4 i r , 'A 1` DL' 1.:2. WL, .?: E 1.3 + .SL--^ :4..:5 SLN ,..5y 75 UBC 12-4 1 DL 1.2 WL -1.3 SL .5 SLN DL'S it - -1:2 f EL. 1.4 : s.1 . 3, k _. LL _, 5 LLS P.' 2 xti1 t SL7'^O ar=:2 5 : SLN _ 77 1 UBC 12-5 b 1 DL 1.2 EL -1.4 LL .5 LLS 1 SL .2 SLN 7 =78h .f1a= :UBC 12=5 c ;Sr. +; . z :; 1t ..1. :1.2 .,; EL- •1 1.:4t Ll: u: M.S' t LLS.., r 1 Y ..y." tk+^`' , .a; . :R fr _ jx_. ,n .0 ."k .•k^ t a-::' ..s`'..?. i£?3 :t.3 "tRs....`yi. o ,• ;`s.,,', 79 UBC 12-5 d 1 DL 1.2 EL -1.4 LL .5 LLS 1 5 a A . a` hZZ.-Aff C'.12- , ; n., ? K. M `!Ay r9, aC,+,rt F'a, .L, t:l e h T . ..i.'•Wa1 Y!c ;.i ..i3a'{ t- ' c - ,'_ "{•. 81 UBC 12-5 f 1 DL 1.2 EL -1.4 SL .2 SLN .7 83 UBC 12-5 h 1 DL 1.2 EL -1.4 84. UBC:12-6: a +•, :" -1= DL:: :9 a ELr.-,x=1.4:x' 85 UBC 12-6 b 1 DL .9^ EL -1.4 DL .9' WL. x 1.3: n-1.3 87 UBC 12-6 d 1 DL .9 WL Envelope Member A/SC ASD 9th Code Checks Member Label Code Chk Loc Shear Chk Loc ASD Eon. Messaae ft Lc ft Lc y M1 .837 1 14 10 1 .057 1 0 1 23 1 R-1 M2, .445 L - 0- ` 23 .224 26.75 10 H2-1 M3 .851 1 0 10 .054 0 10 H1-1 Material Takeoff Material Shape Length Weight (ft) (k) RISA -21D Version 5.5 [S:\1400\(Danforth)04-1438-01\Calcs\OMF LINE 33.R2D] Page 5 81- Company Young Engineering Services Designer JWT Job Number : 04-1438-01 OMRF (ELASTIC ANALYSIS) -ALONG LINE 33 Checked By: Material Takeoff (continued) Material Shape Length Weight ftk STL W 16X31 54.75 1.699 Envelope Reactions Joint Label X Force Y Force Moment (k) Lc (k) Lc (k-ftl I c N1 max 1 4.347 151 15.139 10 0.000 10 min -.137 22 4.107 -24 0.000 10- N4 max .132 23 16.07 10 0.000 10 min -4.342 . 14 4.463- 25 0.000 10 Reaction Totals : max min 4.257 -4.257 23 14 31.209 11.805 10 24 22 -.003 Envelope Joint Displacements Joint Label X Translate Y Translate Rotate (In) Lc (in) I r. (mr1innQ1 In N1 max 1 0.000 22 0.000 24 5.513e-3 15 .min 0.000 15 ` 0.000: t0 = -3:662e-3:.22 10 N2 max .605 22 -.003 24 6.268e-5 23 min -.005 10 -.306 22 1 NC min -.t61 .•;. .15 . :.01 ' : '10 -3.675e-3, .,i4. N3 max 6 22 -.003 25 3.711 a-3 15 22 -.003. 15. -:01 "10 <_8.1414e-6 "22: N4 max 1 0.000 141 0.000 25 3.687e-3 23 NC 0.000 ' "23 �'°O:000t 10, =5.4480-3" 1.4" Envelope Member Deflections Member Label Section x -Translate Lc y -Translate Lc (n) Uy Ratio Lc in in M1 1 ImaxI 0 101 0 10 NC min 1 0 10 0 10 NC 2 max 1 0 24 .227 15 2269.33 15 min -.002 10 -.154 22 'NC 3 max 7001 24 .424 15 1418.331 15 min -.005 10 -.306 22 1 NC 4 max -.002 24 .561 15 1620.95 15 min -.007 10 1 -.457 22 NC 5 max 1 -.003 24 1 .61 15 NC min -.01 10 -.605 22 NC M2 1 max 1 .605 22 -.003. 24... NC min: - ..:61 15.1 -.01 1.0 NC 2' max .604.: .22 -.098:'. 25 3414.654. 25'' min -.61. • 15 -.36 10 915.907 10, 3 max .603 22 -.204 29--1599.998 25--- 5'min. min.-.61 15 -.541, 10 604.768 1 1`0. 4 max .602 22 -.099 24 3374.02 24 min" 1 -.61 15 -.362. 10 911.658 10. 5 max .6 22 . -.003 25 NC min -.61 15 -.01 10 NC M3 1 max 1 .01 10 .6 22 1 NC min .003 25 -.61 15 275.216 15 2 max .008 10 .553 14 1622.665 14 min .002 25 -.461 23 NC 3 max .005 10 .418 14 1419.8321 14 min .001 25 1 -.309 1 23 NC 4 1 max 1 .003 1 10 .224 1 141 2271.73 1 14 min 1 0 1251 -.155 1 23 1 NC RISA -2D Version 5.5 [S:\1400\(Danforth)04-1438-01\Calcs\OMF LINE 33.R2D] Page 6 - 82 - Company Young Engineering Services Designer JWT Job Number : 04-1438-01 OMRF (ELASTIC ANALYSIS) -ALONG LINE 33 Checked By: Envelope Member Deflections. (continued) Member Label Section x -Translate Lc y -Translate Lc (n) L./y Ratio Lc in in 5 ImaxI 0 1 101 0 1 10 1 NC min 1 0 1 10 0 1 101 NC Envelope Member Stresses max 1.66 10 Member Label Section Axial Shear Bending top Bending bot ksi Lc ksi Lc ksi Lc ksi Lc M1 24 -1.194 15 0 101 M2 M3 1 max 1.66 10 .038 22 0 10 0 10 min .45 24 -1.194 15 0 101 0 10 2 max 1.66 10 .038 22 .121 221 3.865 15 5 max 15.139 10 1 .137 22 60.853 min .45 24 -1.194 15 -3.865 15 -.121 22 3 max 1.66 10 .038 22 .243 221 7.731 15 -1.912 min 1 .45 24 -1.194 15 -7.731 15 -.243 22 4 max 1 1.66 10 .038 22 .364 221 11.596 15 min 1 .45 24 -1.194 151-11.596 15 -.364 22 5 max 1.66 10 .038 22 .486 22 15.461. 15 min .45 24 -1.194 15 -15.461 15 -.486 1 22 max .476 141 4.16 10 .486 .22 15.461 1.5 min -.014 23' 1.129 241-15.461 15 -.486 22 2 max .476: 14 2.089 101 8.035. 14,1- -.023 23:. min -.014 23 .347 24 .023 23 -8.035" 14' 3' max. .476 14 .61 231 13.915 10 -5.262 25 min =.014. 23,1' -.615 141 5.262 25 -13.915 10' .4- max .476 14 -.351° 25'1 7.981 1`5. -.006.22 min ' -.014• 23` ' -2.1' 10 ..006 22 -7.981 15 5 max '.476 141 4.226 '25 1 ..469- 23 .15.445 14 min "-:014 23 ' -4.416 101-15.445 14 =.469 23 1 max 1.762 10 1.193 14 .469 23 15.445 14 min .489 25 -.036 23 -15.445 14 -.469 23 2 max 1.762 10 1.193 14 .352 23 11.584 14 min .489 25 -.036 23 -11.584 14 1 -.352 23 3 max 1.762 10 1.193 14 .235 231 7.723 14 min .489 25 -.036 23 -7.723 14 -.235 23 4 max 1.762 10 1.193 14 .117 23 3.861 14 min .489 25 -.036 23 -3.861 14 -.117 23 5 max 1.762 10 1.193 14 0 10 0 10 min .489 25 -.036 23 0 10 0 10 Envelope Member Section Forces Member Label Section Axial Lc Shear Lc Moment Lc k k k M1 1 max 15.139 10 1 .137 22 0 10 min 4.107 24 1 -4.347 15 0 10- -2 maxI 15.139 10 .137 22 15.213 15 min 4.107 24 -4.347 15 -.478 22 3 max 15.139 10 .137 221 30.426 15 min 4.107 24 -4.347 15 -.956 1 22 4 max 15.139 10 .137 22 45.64 15 min 4.107 24 -4.347 15 -1.434 22 5 max 15.139 10 1 .137 22 60.853 15 min 4.107 24 -4.347 1 15 -1.912 22 M2 1 max 4.342 14 15.139 10 60.853 15 min -.132 23 4.107 24 -1.912 22 2 max 4.342 14 7.604 10 -.091 23 min -.132 23 1.261 24 -31.623 14 3 max 4.342 14 2.218 23 1 -20.711 25 min -.132 23 1 -2.239 14 -54.766 10 4 max 4.342 14 -1.276 1 25 -.023 1 22 RISA -2D Version 5.5 [S:\1400\(Danforth)04-1438-01\Calcs\OMF LINE 33.R2D] Page 7 - 83 - Company Young Engineering Services Designer JWT Job Number : 04-1438-01 OMRF (ELASTIC ANALYSIS) -ALONG LINE 33 Checked By: Envelope Member Section Forces. (continued) Member Label Section Axial Lc Shear Lc Moment Lc 1 2 1 max 1 16.07 1 10 1 4.342 1 14 1 45.591—F-1-41 I min 4.463 125 -.132 23 -.924 t14 4 max 16.07 10 4.342 14 15.197 min 4.463 25 -.132 23 - a 39 4. .RISA -2D Version 5.5 [S:\1400\(Danforth)04-1438-01\Calcs\OMF LINE 33.R2D] Page 8 -84- DesconWin-LRFD Licensed to: Young Engineering Beam Connection to Column Flanae Column: W 16X31 - A572-50 Right Side Beam: W16X31 - A572-50 Moment: 112.4 k -ft Shear: 23.36 kips Axial Force: 8 kips All Welds Are E70X( ********** Right Side Beam - W16X31 Moment Connection With Directly Welded Flanges: Weld Strength Flange Force, Ff: = P/2 + 12*M/(d-tf) = 8/2) + 12 * 112.4/ (15.88 - 0.44) = 91.366 kips Full Penetration Weld Design Strength = 0.9*Fy*b*t = 0.9 * 50 * 5.525 * 0.44 = 109.4 > 91.366 kips OK Right Side Beam - W16X31 Shear Connection Using One Plate: Plate: 12 in. X 3.125 in. X 0.1875 in. Plate Material: A36 Beam Setback: 0.375 in. Bolts: (4) 3/4"0 A325 -N -STD Bolt Holes on Beam Web: 0.8125 in. Vert. X 0.8125 in. Horiz. Bolt Holes on Plate: 0.8125 in. Vert. X 0.8125 in. Horiz. Weld: 3/16 E70XX Fillet Welds Loading: Vertical Shear, V = 23.36 kips Axial Load, H = 0 kips Resultant, R = Sgrt(V^2 + H^2) = Sgrt(23.36^2 + 0^2) = 23.36 kips Check Bolt Spacing and Edge Distance: Spacing, s = 3 > Minimum Spacing = 2 in. OK Distance to Horiz. Edge of PL, ev: = 1.5 > 1.25 in. OK Bolt Strength: Design Shear Strength of Bolts: Number of Vertical Bolt Lines = 1 Number of Rows of Bolts = 4 Horizontal Spacing = 3 in. Vertical Spacing = 3 in. Eccentricity = 0.8125 in. C = 3.8088 Design Strength = Npl*C*Fv = 1 * 3.8088 * 15.904 = 60.577 > 23.36 kips OK Design Shear Strength of the Beam. Page: 1 Design Shear Rupture Strength, ORn _ (d - n*(dh+0.0625))*tw*0.75*0.6*Fu _ 0 5.88 - 4 * 0.875) * 0.275 * 0.75*0.6 * 65 = 99.582 kips Design Shear Yield Strength: h = 15.88 in. t = 0.275 in. A = 4.367 in^2 Fy = 50 ksi a >> h (No stiffeners) h/t = 15.88/0.275 = 57.745 h/t = 57.745 < 418/sgrt(Fy) = 59.114 Vn = 0.6*Fy*A = 0.6 * 50 * 4.367 = 131 kips OVn = 0.9*131 = 117.9 kips Beam Shear Strength = Min(ORn, OVn) = 99.582 > 23.36 kips OK Design Shear Strength of the Plate: Design Shear Yield Strength: h = 12 in. t = 0.1875 in. A = 2.25 in^2. Fy = 36 ksi a >> h (No stiffeners) h/t = 12/0.1875 = 64 h/t = 64 < 418/sgrt(Fy) = 69.667 Vn = 0.6*Fy*A =0.6*36*2.25 48.6 kips OVn = 0.9*48.6 = 43.74 kips OVn = 43.74 > 23.36 OK Design Shear Rupture Strength: Net'Area, An = (L - nL* (dh+0.0625))*t _ (12 - 4 * 0.875) * 0.1875 = 1.5938 in^2 Shear Rupture Strength = Npl*An*0.75*0.6*Fu = 1 * 1.5938 * 0.45 * 58 = 41.597.> 23.36 OK Block Shear Strength of the Plate: Gross Area with Tension Resistance, Agt = (et +(Nh-1)*sh)*t =(1.5+(1-1)*3)*0.1875 = 0.2813 in^2 Net Area with Tension Resistance, Ant = Agt - (Nh - 0.5) * (dh + 0.0625) * t = 0.2813 - (1 - 0.5) * (0.8125 + 0.0625) * 0.1875 = 0.1992 in^2 Gross Area with Shear Resistance, Agv _ (L-el)*t = (12 - 1.5) * 0.1875 = 1.9688 in^2 Net Area with Shear Resistance, Anv = Agv - (Nv - 0.5) * (dv + 0.0625)* t = 1.9688 - (4 - 0.5) * (0.8125 + 0.0625)* 0.1875 = 1.3945 in^2 Ant < 0.6*Anv ORn = 0.75*(0.6*Fu*Anv + Fy*Agt) = 0.75*(0.6* 58 * 1.3945 + 36 * 0.2813) = 44 > 23.36 OK - 85 - DesconWin-LRFD Licensed to: Young Engineerinq Design Shear Strength Based on Bending of the Plate: (Assume inflection point at midpoint between bolt line and weld line) Flexural Yielding: Section Modulus, S = 4.5 in^3, Eccentricity, e = 0.8125 in. Design Shear Strength = OS*Fy/e = 0.9*4.5 * 36/0.8125 = 179.4 > 23.36 kips OK Flexural Rupture: Net Section Modulus, Snet = 3.2695 in^3, Eccentricity, e = 0.8125 in. Design Shear Strength = OSnet*Fu/e = 0.75*3.2695 * 58/0.8125 = 175 > 23.36 Kips (OK) Bolt Bearing on Plate: Bearing Strength/Bolt/Thickness Using Bolt Edge Distance = Fbe Edge Dist. = 1.5 in., Hole Size = 0.8125 in. = 0.75 * 1.2 * Lc * Fu < 0.75 * 2.4 * d * Fu = 78.3 On. = 0.75 * 1.2 * 1.0938 * 58 = 57.094 kM. Bearing Strength/Bolt/Thickness Using Bolt Spacing = Fbs Bolt Spacing = 3 in., Hole Size = 0.8125 in. = 0.75 * 1.2 * Lc * Fu <0.75*2.4*d*Fu=78.3k/in. = 0.75 * 1.2 * 2.1875 *58 = 114.2 k/in. Use: Fbs = 78.3 k/in. Design Strength = nL * (Fbe + Fbs * (nR - 1)) * t * Npl * of 1 * (57.094 + 78.3 * (4 - 1)) * 0.1875 * 1 * 0.9522 = 52.132 > 23.36 kips OK Bolt Bearing on Beam Web: Bearing Strength/Bolt/Thickness Using Bolt Spacing = Fbs Bolt Spacing = 3 in., Hole Size = 0.8125 in. =0.75*1.2*Lc*Fu <0.75*2.4*d*Fu=87.75krn. =0.75*1.2*2.1875*65=128krn. Use: Fbs = 87.75 Win. Design Strength = nL * Fbs * nR * t * of = 1 * 87.75 * 4 * 0.275 * 0.9522 = 91.912 > 23.36 kips OK Weld Strength: Weld Size, w = 3/16 > Minimum Weld, 3/16" OK k = 0, a = 0.0677, Theta = 0 C = 1.39 Maximum useful weld size for support thickness: = 0.54*Fy*t eff/(0.31815*E) = 0.54*50 * 0.44 / (0.31815 * 70) = 0.5334 > 0.1875 in. OK ORn = 2*C*C1 *D*L = 2*1.39 * 1 * 3 * 12 = 100 > 23.36 kips OK Column Stiffeners and Shear Reinforcement Loading: High Seismic Framing System: OMF Column Axial Force, Pu = 23.36 kips Column Shear Force, Vus = 8 kips Right Side Beam Flange Forces: PufFlight = Min(Mu*12, 1.1*Ry*Fy*Z)/dm =Min 012.4*12, 1.1 *1.1 * 50 * 54) / 15.44 = 87.358 kips Page: 2 Column Panel Zone Shear: Required Strength, Vu = Puf - Vus = 87.358 - 8 = 79.341 kips Column Web Shear Strength: Py = A * Fy = 9.12 * 50 = 456 kips Pu < 0.4*Py ORv = 0.9*0.6*Fy*d*tw =0.9*0.6*50*15.88*0.275 = 117.9 > 79.341 kips (Doubler Plate Not Required for Strength) Shear Buckling of Web: Thickness Required = Max([Tc*(Fy^0.5)/418],[(dm - is + do - 2 * tf) / 90]) = Max([14.196 * (50"0.5)/418 , [(15.44 - 0.5 + 15.88 - 2*0.44)/90]) = 0.3327 > 0.275 in. (Doubler Plate Required for Shear Buckling) Doubler Plate Thickness = 0.4375 in. Required for strength = Vudp/(Npl*0.9*0.6*Fy*dc) =0/(1*0.9*0.6*36*15.88) = 0 < 0.4375 in. OK Required for fillet weld detail = k-tf-re = 1.125 - 0.44 - 0.25 = 0.435 < 0.4375 in. OK Required for shear buckling = max([(d - 2*k)*Sgrt(Fy)/418], [(dm-is+dc-2*tf)/90]) = MAx([15.88 - 2*0.842) * Sgrt(36)/418],[(15.44 - 0.5 + 15.88 - 2*0.44)/90]) = 0.3327 < 0.4375 in. OK Column Stiffeners Right Side Beam Local Flange Bending Strength,ORn = 0.9*6.25*(ff^2)*Fy*ct = 0.9*6.25*(0.44^2)*50*0.5 = 27.225 kips Local Web Yielding Strength,ORn = 1.0*(ct*5*k + t)*tw*Fy = 1.0*(0.5*5* 0.842 + 0.44)* 0.275 * 50 = 35 kips Column Web Crippling: N=ff=0.44 in. Ct = 0.5 Nd = 3*N/d = 3 * 0.44/15.88 = 0.0831 ORn = 0.75*135*ct*(tw^2)*[1+Nd*(tw/ff)^1.5]*(Fy*ff/tw)^0.5 0.75*135*0.5*(0.275^2)*[1 +0.0831 *(0.275/0.44) ^ 1.51*(50*0.44/0.2 5)^0.5 = 35.65 kips Tension Flange Stiffener Force, TFrc: Left Side: LTFrc = Max(LPuf - LORn FlBending, LPuf - LORn_WebYielding) > 0 =max(0-0,0-0)=0kips Omm DesconWin-LRFD Licensed to: Young Engineering Right Side: RTFrc = Max(RPuf - RORn_FlBending, RPuf - RORn WebYielding) > 0 = max(87.358 - 27.225, 87.358 - 35) = 60.133 kips Compression Flange Stiffener Force, CFrc: Left Side: LCFrc = Max[(LPuf-LORn WebCrippling), (LPuf-LORn WebYielding)] > 0 = max[(0 - 0), (0 - 0)] = 0 kips Right Side: RCFrc = Max[(RPuf-RORn_WebCrippling), (RPuf-RORn WebYielding)] > 0 = max[[87.358 - 35.65), (87.358 - 35)] = 52.364 kips TFrc = Max(LTFrc, RTFrc) = Max(0, 60.133) = 60.133 kips CFrc = Max(LCFrc, RCFrc) = Max(0, 52.364) = 52.364 kips TFrc > 0 or High Seismic Loading Stiffeners required opposite tension flange CFrc > 0 or High Seismic Loading Stiffeners required opposite compression flange Required stiffener area for strength: Tension and/or compresion: Ast = max(TFrc,CFrc) / (0.9 * Fy) = max(60.133, 52.364) / (0.9 * 36) =max(1.8559, 1.6162) in"2 Stiffener Width, bs = 2.75 > Minimum Width = 2.625 in. OK Stiffener Length: L = d-2*tf = 15.88 - 2 * 0.44 = 15 in. (Using Full Length Stiffeners) Stiffener thickness required for shear: = Max([LTFrc + RCFrc],[LCFrc + RTFrc])/(0.9*0.6*Fy*(L - 2*clip)*2) = Max([0+52.364], [0+60.133])/(0.9*0.6* 36 * (15 - 1.37) * 2) = 0.1135 < 0.5 in. OK Stiffener thickness required for minimum area: = AsU(2*(bs-clip)) = 1.8559/(2*(2.75 - 0.685)) = 0.4494 < 0.5 in. OK Minimum Thickness = Max(tm, bs*(Fy"0.5)/95) = Max(0.44, 2.75 * (36"0.5)/95) = 0.44 < 0.5 in. OK Doubler Plate to Flange Weld = 3/16 Minimum wled size = 3/16 < 3/16 OK Weld size to develop doubler plate force: =Vupl/(0.31815*E*L) = 0/(0.31815 * 70 * 15) =0<3/16OK Stiffener to Flange Weld: Minimum Weld Size = 0.1875 < 0.25 in. OK Tension Stiffener to Flange Weld: w_Req.= 0.943*Fy*t/E = 0.943 * 36 * 0.5 / 70 = 0.2425 < 0.25 in. OK Page: 3 Compression Stiffener to Flange Weld: w_Req.= 0.524 * RusU((bs -clip)*E) w_Req.= 0.524 * 52.364/((2.75 - 0.685) * 70) = 0.1898 < 0.25 in. OK Stiffener to Panel Zone Weld: Stiffener Force, Rust = Max[(LTRust + RcRust), (RTRust + LCRust)] = Max[(0 + 52.364), (60.133 + 0)] = 60.133 kips Welds need to develop only the lesser of Rust and the minimum of the following forces: Design Strength of stiffeners to flange connection, = 0.9*Fy*2* (bs - clip) *t = 0.9 * 36 * 2 * (2.75 - 0.685) * 0.5 = 66.906 kips Design Shear Strength of stiffener and web interface area, =0.9*0.6*Fy*(bs-2*clip)*2*t =0.9*0.6*36*(2.75-2*0.685)*2*0.5=265 kips Shear yield strength of the panel zone, = 0.9 * 0.6 * Fyc * do * tw (for column web, if applicable) = 0.9 * 0.6 * 50 * 15.88 * 0.275 = 117.9 kips = 0.9 * 0.6 * Fyp * do * tp (for doubler plate, if applicable) = 0.9 * 0.6 * 36 * 15.88 * 0.4375 = 135 kips Weld Design Force, Rust -Weld = 60.133 kips Minimum Weld Size = 0.1875 < 0.1875 in. OK Required weld size for strength, = Rust Weld /(1.2728 * E * (L - 2*clip)) = 60.133 / (1.2728 * 70 * (15 - 2*0.685)) = 0.0495 < 0.1875 in. OK - 87 - DesconWin-LRFD Licensed to: Young Engineering PL 15'X 2.75'X.5'(7YP. 4(-A36 CUP Intl. roman 0.6551.. Max Plate to Flange Weld: 1µ' Doable Forel SIM. PI to DhI.PI Weld: 3/15' Fmet Net.: SIM. PI to Web Weld: 31.16' Feet AO W etla E70X7(, .__. __.____ l TYP 2 5/e - r PL 15'X I"A .4375'-A38 .> 1 PIK. to Ftenge Wetl: 3/16' ' Z PI. to SIM. W aId 3118' - ( W 18X31 -A572-60 E Ofleet. 0.9751n; I %480 lls 3 18 I 13 4:0 -:1-N STD 1 ,PL12'X3_125'%0.1875'-A3B 3/16 l i 3118, 1 12' mmm Page: 4 Company YOUNG ENGINEERING SERVICES October. 27, 2004 Designer JWT Job Number : 04-1438-01 OMF BASE PLATE, -LINE 11 AND 33 , Checked By: X s I -r Bolt X (in) Z (in) 18 in Geometry and Materials 1 1 3. 4. 2 3. -4. 3 -3. 4. 4 -3. -4. Length 18. in Column Shape W16X31 Anchor Bolt Diameter .75 In Width 10. in Column eX 0. in Anchor Bolt Material A307 Thickness 1. In Column eZ 0. in Anchor Bolt Fu 58. ksi Base Plate Fy 36. ksi Column to Edge Min (X) 1. in Anchor Bolt E - 29000. ksi Base Plate E 29000. ksi Column to Edge Min (Z) 1. in AB Projected Length 5 in Bearing Fp ` 2.8 ksi WF Flanges welded AB to AB Min Spacing 3 in Bearing Fc' 4. ksi WF Web welded AB to Stiffner 'Spacing 1.5 in Pedestal Length 0 in Plain Base Plate Connection AB to Column Min Spacing 1.5 in Pedestal Width 0 in Vx Shear Lug NOT present AB to Edge Min Spacing 1.5 in Analyze Base Plate as Flexible Vz Shear Lug NOT present AB Row Min Spacing 3 in Fp Based on AISC J9 Criteria 1 DL -1 EL Priority is AB to Edge Spacing AISC ASD 9th .138 3.732 Include Threads for AB Design 0. AISC EQ.4 W 1 DL+1 LL+1 WL AB Fv, Ft based on AISC Criteria Loads 0. 3.732 1.333 P k Vx (k Vz k Mx (k -ft) Mz (k-ft)Reverse DL 0. 3.732 1.333 0. AISC EQ.4(E) 1 DL+1 LL+1 EL 35.991 No .015 EL 14.06 5.64 AISC EQ.4 E 1 DL+1 LL -1 EL 35.991 1 1.333 Yes 3:732 Base Plate Stress and Bearing Result Base Plate Stress (ksi) Bearing Pressure (ksi) Descrintion I nari Sptq A11MA10KIgn AQ= 11 r A11.... ki- Ao,ff „ AISC EQ.1 1 DL 27. 1. 0. 2.8 1. 0. AISC EQ.2 1 DL+1 LL 27. 1. 0. 2.8 1. 0. AISC EQ.3(W) 1 DL+1 WL 35.991 1.333 0. 3.732 1.333 0. AISC EQ.3(W) 1 DL -1 WL 35.991 1.333 0. 3.732 1.333 0. AISC EQ.3 E 1 DL+1 EL 35.991 1.333 .015 3.732 1.333 .066 AISC EQ.3(E) 1 DL -1 EL 35.991 1.333 .138 3.732 1.333 0. AISC EQ.4 W 1 DL+1 LL+1 WL 35.991 1.333 0. 3.732 1.333 0. AISC EQ.4 W 1 DL+1 LL -1 W L 35.991 1.333 0. 3.732 1.333 0. AISC EQ.4(E) 1 DL+1 LL+1 EL 35.991 1.333 .015 3.732 1.333 .066 AISC EQ.4 E 1 DL+1 LL -1 EL 35.991 1 1.333 .138 3:732 1.333 0. RISABase Version 1:02a [T:\1600 & 1700\(LOPP 8 9 10)04-1697-01\Calcs\OMF\FRAME A AND B.RBS] Page 1 - 8-g Company YOUNG ENGINEERING SERVICES October 27, 2004 ` Designer JWT Job Number : 04-1438-01 OMF BASE PLATE - LINE 11 AND 33 Checked By: Bearin_q Contours 0. (ksi) 0. 1DL Allowable : 2.8 ksi U.C. : 0. 0. (ksi) 0. 1 DL -1 WL Allowable :3.732 ksi U.C.. 0. 0. (ksi) 0. 1 DL+1 LL+1 WL Allowable :3.732 ksi U.C.. 0. 0. (ksi) 0. 1 DL+1 LL -1 EL Allowable : 3.732 ksi U.C. . 0. 1 DL+1 LL Allowable :2.8 ksi U.C. . 0. 1DL+1 EL Allowable :3.732 ksi U.C. :.066 1 DL+1 LL -1 WL Allowable : 3.732 ksi U.C. 0. - 0. (ksi) 0. 245 (ksi) 0. 0. (ksi) 0. 1DL+1WL Allowable : 3.732 ksi U.C. 0. 1 DL -1 EL Allowable :3.732 ksi- U.C. . 0. 1 DL+1 LL+1 EL Allowable :3.732 ksi U.C. :.066 0. (ksi) 0. 0. (ksi) 0. .245 (ksi) 0. RISABase Version 1.02a [T:\1600 & 1700\(LAPP 8 9 10)04-1697-01\Calcs\OMF\FRAME A AND B.RBS] Page 2 1 DL 1 DL+1 LL 1 DL+1 WL Allowable :27. ksi Allowable : 27. ksi Allowable : 35.991 ksi U.C. 0. U.C. 0. U.C.: 0. 0. 534 4.955 (ksi) (ksi) (ksi): 0• .026 .252 1 DL -1 WL 1 DL+1 EL 1 DL -1 EL Allowable :35.991 ksi Allowable : 35.991 ksi Allowable 35.991 ksi U.C. : 0. U.C. ..015 U.C. ..138 .534 (ksi) - (ksi) (ksi) 0• 0. :.026 1 DL+1 LL+1 WL 1 DL+1 LL -1 WL ' 1 DL+1 LL+1 EL Allowable : 35.991 ksi Allowable :35.991 ksi Allowable :35.991 ksi U.C. : 0. U.C. : 0.. U.C. ..015 4.955 (ksi) .252 1 DL+1 LL -1 EL Allowable :35.991 ksi U.C. :.138 Anchor Bolt Results Descriotion L09d Sets Remit Tonc fit) vY fki v-7 Ael Gf /Leif Cv /L -i1 1 1-4- AISC EQ.1 1 DL 111 0. 0. - 0. — N.A. . —, N.A. N.A: 2 0. 0. 0. N.A. N.A. N.A. 3 0. 0. 0. N.A. N.A. N.A. 4 0. 0. 0. N.A. N.A. N.A. RISABase Version 1.02a [T:\1600 & 1700\(LAPP 8 9 10)04-1697-01\Calcs\OMF\FRAME A AND B.RBS] Page 3 91 „Company YOUNG ENGINEERING SERVICES October 27, 2004 Designer JWT Job Number : 04-1438-01 OMF BASE PLATE - LINE 11 AND 33 Checked By: Anchor Bolt Results (continued) uesa AISC AISC .3 ,7 Load Sets 1 DL+1 LL 1 DL+1 1 DL -1 EL EQ.4 1 DL+1 LL+1 Unity N.A. N.A. N.A. N.A. N.A. EQ.4 W 1 DL+1 LL -1' N.A. N.A. N.A. N.A. N.A. N.A. EQA(E) 1 DL+1 LL+1 4(E) 1 1 DL+1 LL- Ft (ksi) Fv ksi Unity N.A. N.A. N.A. N.A. N.A. N.A. N.A. N.A. N.A. N.A. N.A. N.A. N.A. 000 N.A. N.A. N.A. 000 N.A. N.A. N.A. N.A. N.A. N.A. N.A. N.A. N.A. N.A. N.A. 000 N.A. N.A. N.A. N.A. N.A. N.A. N.A. ©00 N.A. N.A. N.A. N.A. N.A. N.A. N.A. 000 N.A. N.A. N.A. N.A. N.A. N.A. N.A. N.A. N.A. N.A. N.A. N.A. N.A. N.A. N.A. N.A. N.A. N.A. N.A. N.A. N.A. N.A. N.A. 000 000 ©00 000 Ft (ksi) Fv ksi Unity N.A. N.A. N.A. N.A. N.A. N.A. N.A. N.A. N.A. N.A. N.A. N.A. N.A. N.A. N.A. N.A. N.A. N.A. N.A. N.A. N.A. N.A. N.A. N.A. N.A. N.A. N.A. 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RISABase Version 1:02a [T:\1600 & 1700\(LQPP 8 9 10)04-1697-01\Calcs\OMF\FRAME A AND B.RBS] Page 4 _92- YOUNG ENGINEERING SERVICES Title: DANFORTH RESIDENCE • CIVIL & STRUCTURAL ENGINEERS Dsgnr: JWT Date: e 77-804 WILDCAT DRIVE, SUITE C Description : SFD eN PALM DESERT, CA 92211 Scope TEL:760-360-5770 Rev: 580001 User: KW -0601715, Ver 5.8.0, 1 -Dec -2003 General Footing Analysis & Design (c)1983-2003 ENERCALC Engineering software Description CMF 33 Job # 04-1438-01 Page 1 General Information 15.Oin Thick, w/ Column Support 15.50 x 5.50in x O.Oin high Code Ref: ACI 318-02,1997 UBC, 2003 IBC, 2003 NFPA 5000 Allowable Soil Bearing 1,500.0 psf Dimensions... Short Term Increase 1.330 Width along X -X Axis 4.000 ft Seismic Zone 4 Length along Y -Y Axis 4.000 ft Live &Short Term Combined 1,500.0 Footing Thickness 15.00 in 0.324 in2 per ft Col Dim. Along X -X Axis 15.50 in f'c 2,500.0 psi Col Dim. Along Y -Y Axis 5.50 in Fy 60,000.0 psi Base Pedestal Height 0.000 in Concrete Weight 145.00 pcf Overburden Weight 0.00 psf Min Steel % 0.0014 Rebar Center To Edge Distance 3.50 in Loads Applied Vertical Load... Dead Load 14.060 k ...ecc along X -X Axis 0.000 in Live Load k ...ecc along Y -Y Axis 0.000 in Short Term Load k Applied Moments... Dead Load Live Load Short Term Applied Shears... Dead Load Live Load Short Term Creates Rotation about Y -Y Axis (pressures @ left & right) k -ft k -ft k -ft Creates Rotation about Y -Y Axis (pressures @ left & right) k k k Creates Rotation about X -X Axis (pressures @ top & bot) k -ft k -ft k -ft Creates Rotation about X -X Axis (pressures @ top & bot) k k 5.640 k Footing Design OK 4.00ft x 4.00ft Footing, 15.Oin Thick, w/ Column Support 15.50 x 5.50in x O.Oin high ACI C-2 ACI C-3 DL+LL DL+LL+ST Actual Allowable Max Soil Pressure 1,060.0 1,720.9 psf Max Mu 2.975 k -ft per ft Allowable 1,500.0 1,995.0 psf Required Steel Area 0.324 in2 per ft "X Ecc, of Resultant 0.000 in 0.000 in 2.17 psi 85.00 psi "Y' Ecc, of Resultant 0.000 in 4.988 in Shear Stresses.... Vu Vn * Phi Vu @ Top 1 -Way 12.349 85.000 psi X -X Min. Stability Ratio 4.811 1.500 :1 2 -Way 15.481 170.000 psi Y -Y Min. Stability Ratio No Overturnino 85.00 psi Moments Shear Forces ACI C-1 ACI C-2 ACI C-3 Vn * Phi Two -Way Shear 15.48 psi 15.48 psi 9.95 psi 170.00 psi One -Way Shears... Vu @ Left 3.37 psi 3.37 psi 2.17 psi 85.00 psi Vu @ Right 3.37 psi 3.37 psi 2.17 psi 85.00 psi Vu @ Top 7.72 psi 12.35 psi 7.94 psi 85.00 psi Vu @ Bottom 7.72 psi 3.10 psi 1.99 psi 85.00 psi Moments ACI C-1 ACI C-2 ACI C-3 Ru Phi As Rea'd Mu @ Left 1.13 k -ft 1.13k -ft 0.72 k -ft 9.5 psi 0.32 in2 per ft Mu @ Right 1.13 k -ft 1.13 k -ft 0.72 k -ft 9.5 psi 0.32 in2 per ft Mu @ Top 1.93 k -ft 2.97 k -ft 1.91 k -ft 25.0 psi 0.32 in2 per ft Mu @ Bottom 1.93 k -ft 0.88 k -ft 0.57 k -ft 16.2 psi 0.32 in2 per ft - 93 - YOUNG ENGINEERING SERVICES Title: DANFORTH RESIDENCE Job # 04-1438-01 CIVIL & STRUCTURAL ENGINEERS Dsgnr: JWT Date: 77-804 WILDCAT DRIVE, SUITE C Description : SFD e+ PALM DESERT, CA 92211 Scope TEL:760-360-5770 Rev: 580001 User: I(W-0601715, Ver 5.8.0, 1 -Dec -2003 General Footing Analysis &Design Page 2 c 1963-2003 ENERCALC En ineerin Software _ danforth.emCalculations Description OMF 33 Soil Pressure Summary Service Load Soil Pressures Left Right Top . Bottom DL + LL 1,060.00 1,060.00 1,060.00. 1,060.00 psf DL + LL + ST 1,060.00 1,060.00 1,720.94 399.06 psf Factored Load Soil Pressures ACI Eq. C-1 1,484.00 1,484.00 1,484.00 1,484.00 psf ACI Eq. C-2 1,484.00 1,484.00 2,409.31 558.69 psf ACI Eq. C-3 954.00 954.00 1,548.84 359.16 psf ACI Factors (per ACI 318-02, applied internally to entered loads) ACI C-1 & C-2 DL 1.400 ACI C-2 Group Factor 0.750 Add"I "1.4" Factor for Seismic 1.400 ACI C-1 & C-2 LL 1.700 ACI C-3 Dead Load Factor 0.900 Add"I "0.9" Factor for Seismic 0.900 ACI C-1 & C-2 ST 1.700 ACI C-3 Short Term Factor 1.300 ....seismic = ST * : 1.100 Used in ACI C-2 & C-3 - 94 - CD 01 BASIC SOIL BEARING WIDTH INCREASE MAX SOIL BEARING MAX LOAD ON PAD FOOTING PSF PSF OVER FT PSF LF 17 Fc 25 MARK F2 F3 F4 F5 I F6 F7 F8 F9 F10 Fll B (FT) 7," 9 10 A 1 PLATE LENGTH (IN) 77 6 16 16 16. PLATE WIDTH IN 12W ? -'i - - , .- -- 2--, , 124 6 1 "12.° C-1212 77577. 12 12 A (FT)2 4 9 16 25 36 49 64 81 100 121 P max (K) 6 13.5 24 37.5 54 73.5 96 121.5 150 181.5 q max (KSF) 1.50 1.50 1.50 1.50 1.50 1.50 1.50 1.50 1.50 1.50 T (FT) .2.5 2.5' Mnet (IN-K/FT) 4.50 5.63 14.40 25.71 41.65 61.41 80.00 105.80 126.75 -157.69 Mu (IN-K/FT) 7.65 9.56 24.48 43.71 70.81 104.40 136.00. 179.86 215.48 268.07 4/3 Mu IN-K/FT) 10.20 12.75 32.64 58.28 94.41 139.20 181.33 239.81 287.30 357.43 BAR SIZE 5. 5 6 6*.'.. 6. 6 6.. SPACING IN z7l -N .1 ,;. : , _ 20 1: 2,; Z,,! 12X - V 6 .'-4" As 0.31 0.31 0.31 0.31 0.31 0.44 0.66 0.88 0.88 1.33 Fy 60 60 60 60 60 60 60 - 60 60 60 a 0.72 0.72 1 0.72 0.72 0.72 1.04 1.56 2.08 2.08 3.12 d IN 8.69 8.69 8.69 14.69 14.69 14.63 20.63 20.63 26.63 26.63 Mur IN -K) 137.95 137.95 137-95 237.35 237.35 336.50 710.16 934.4-8 'l 220.76 1793.94 M STATUS Vu (K) (BEAM) 0.00 0.-25 1.40 1.32 2.40 3.50 3.29 4.31 4.04 5.00 4)Vc (K) 8.86 8.86 8.86 14.98 14.98 14.92 21.04 21.04 27.16 27.16 V BEAM STATUS to 10-00t Vu (K) (PUNCHING) 100.52 100.52 100.52 214.891 =214.89 213.51 364.21, 364.21 , 551.64 551.64 V PUNCHING STATUS I . I I I I, I wom lap "m w- � TITLE 24 1 � Energy Conservation � Standards Compliance Report 1 DANFORTH CUSTOM RESIDENCE 1 78-110 MASTERS CIRCLE TRADITIONS GOLF CLUB LA QUINTA 1 CITY OF LA QUINTA 1 October 28, 2004 43 G.D PT. FOR CONST UCTIO N 1 zD e Project D JAMES G. McINTOSH ARCHITECTURE & ENGINEERING 73-995 EL PASEO, SUITE 201 ' PALM DESERT, CA 92260 TELEPHONE (760) 346-6155 1 Madlin's � enterprises 1 Catherine M. Madlin, Certified Energy Analyst ' Post Office Box 1443 v Palm Springs, CA 92263 760-322-5004 / 323-3644 (fax) • oE-mail: CMadlin@aol.com 1 �Z 1 Madlin s en terpy-ises ' Catherine M. Madlin Certi d Energy Anal st .760-322-50041323-3644 , rgy y (fax) ...' .' ... 0 Title 24 Energy Conservation Standards Compliance Report This proposed project has been reviewed for compliance with the 2001 State of California Energy Conservation Standards, Title 24, by Madlin's Enterprises. The building design described in this compliance portfolio is in conformance with the standards as outlined in the attached compliance forms and documentation. Date: October 28, 2004 Job Number: 24645A Designer's Name: JAMES G. McINTOSH ARCHITECTURE & ENGINEERING Owner's Name: JACK & SALLY DANFORTH Project Name: DANFORTH RESIDENCE Project Location: 78-110 MASTERS CIRCLE TRADITIONS GOLF CLUB - LA QUINTA Method of Compliance: MICROPAS V6.1 CERTIFIED COMPUTER PROGRAM Orientation Of Entry: SOUTHWEST - SEE SITE PLAN Certified Energy Analyst Catherine M. Madlin NR 98-90-544 r r 898-90-144 rl CA 0 E C G .rc. «mb Association of Building Energy Consultants v Post Office Box 1443 v Palm Springs, Ca 92263 v Madlin-'s enterprises Catherine M. Madlin, Certified Energy Analyst • 760-322-5004 l 323-3644 (fax) ....... ;::ERigT7QN fl II DTNG GOIUIPf NE1TG3P.CE>.t3TREh EiTS ::..... :.,:..wx Job Name DANFORTH RESIDENCE Job No. / File No. 24645A Method of Compliance Micropas V6.1 Computer Simulation Total Conditioned Square Footage 4790 Sq. Ft. Total Glazing % (Floor/Glass Area Ratio) 25.2% Insulation: Roof / Ceiling R-38 Batts Radiant Barrier Required at Roof Insulation: Walls R-21 Insulation: Floor - Slab on Grade Not Required Insulation: H.V.A.C. Ducts/Location/Testing R-4.2 / Attic / Duct Testing Required Glazing U Value / Type: Operable, Casement, DH Glazing Solar Heat Gain Coefficient 0.59, Dual Pane, Low E2 Coating 0.45 SHGC (NFRC Tested Values) Glazing U -Value / Type: Fixed Glazing Solar Heat Gain Coefficient 0.56, Dual Pane, Low E2 Coating 0.45 SHGC (NERC Tested Value) Glazing U -Value / Type: Patio Drs or French Drs Glazing Solar Heat Gain Coefficient 0.54, Dual Pane, Low E2 Coating 0.45 SHGC (NFRC Tested Value) Glazing U -Value / Type: Skylights 0.68 Dual Domed / 0.55 SHGC Glazing. Exterior Shading Overhangs As Shown On Plans Thermal Mass Square Footage & % Not Required For Compliance H.V.A.C. System Type Gas Heating / Electric Cooling Multiple Units HVAC System Efficiencies (heating/cooling) 78% AFUE / 13.0 SEER with TX Valve Domestic Hot Water Heater (2) 75 Gal. Gas Units Energy Factor / Eff. / Standby Loss 0.78 or, better RE R12 Blanket on Tank Yes Recirculating Pump for DHW Yes,with Time & Temperature Controls Third -Party HERS Inspections :Duct Testing & TX Value Installation(s) Other Requirements Applicable Mandatory Measures I v Post Office Box 1443 v Palm Springs, Ca 92263 v Madlin's enterprises ' Catherine M. Madlin, Certified Energy Analyst v 760-322-5004 / 323-3644 (fax) V .. V v V . .1 Title 24 Compliance Forms v ' CERTIFICATE OF COMPLIANCE: RESIDENTIAL ----------------------------------------------------------- Page 1 CF -1R Project Title.......... MCINTOSH.DANFORTH.RES Date..11/01/04 14:19:03 ' Project Address........ 78-110 MASTERS CIRCLE ******* TRADITIONS GG, LA QUINTA *v6.01* _____________________ Documentation Author... CATHERINE M. MADLIN ******* Bui ing Permit Madlin's Enterprises P.O. Box 1443 Plan Z! -heck Date ' Palm Springs, CA 92262 Climate Zone ....... ....15 760-322-5004 Fie C ec Date ' Compliance -method ______-MICROPAS6-v6_01- for Standards Inc. MICROPAS6 v6.01 -2001- File -24645A2 Wth-CTZ15S92 Program -by-Enercomp,- -FORM CF -1R --- User-Madlin's Enterprises Run -PERMIT CALC LOW E _User#_MP0207 _-- _-__ ------------- --------------------------------------------- GENERAL INFORMATION Conditioned ------------------- Floor Area::::: 4790 sf ' Building Type....... Single Family Detached Construction Type ......... New Building Front Orientation. Front Facing 202 deg (S) Number of Dwelling Units... 1 Number of Stories.. ........ 1 Floor Construction Type Slab On Grade Glazing Percentage......... 25.2 % of floor area ' Average Glazing U -factor... 0.56 Btu/hr-sf-F Average Glazing SHGC....... 0.46 Average Ceiling Height..... 12.5 ft BUILDING SHELL INSULATION Component Frame ------------------------- Cavity Sheathing Total Assembly Type Wall Type R -value R -value R -value U -factor Location/Comments -------- ------------------------ Wood R-21 R-0 R-21 0.059 Door None R-0 R-0 R-0 0.330 RoofRadiant Wood R-11 R-27 R-38 0.025 ' SlabEdge None R-0 R-0 F2=0.760 SlabEdge None R-0 R-0 F2=0.510 ' FENESTRATION ------------ ' Orientation --------- Area U- Interior Shading ----- (sf)-0.560 Exterior Shading g Over- hang/ Fins Window Window Front (S) Front (S) - --------------- 3.0 0.560 0.450 Standard -0.450 40.0 0.540 0.450 Standard -------------- Standard ----- Yes ' Window Window Front (S) Front (S) 24.8 0.590 0.450 Standard 19.5 0.560 0.450 Standard Standard Standard Yes Yes Window Front Standard Yes Window (S) Front (S) 32.5 0.590 0.450 Standard 15.0 0.560 0.450 Standard Standard Yes Window Front (S) 40.0 0.540 0.450 Standard Standard Standard Yes Yes Window Window Front (S) 21.0 0.560 0.450 Standard Standard Yes Window Front (S) 42.0 0.540 0.450 Standard Standard Yes Window Front (S) Left (W) 21.0 0.560 0.450 Standard 20.0 0.590 0.450 Standard Standard Yes ' Window Left (W) 4.1 0.560 0.450 Standard Standard Standard None Yes Window Window Left (W) Left (W) 4.1 0.560 0.450 Standard 10.3 0.560 0.450 Standard Standard Yes ' Window Left (W) 34.0 0.540 0.450 Standard Standard Standard Yes Yes ' CERTIFICATE OF COMPLIANCE: ----------------------------------- RESIDENTIAL Page 2 CF -1R Project Title.......... MCINTOSH.DANFORTH.RES ______________________________ Date..11/01/04 14:19:03 ' I MICROPAS6 v6.01 File -24645A2 Wth-CTZ15S92 Program -FORM CF -1R User#-MP0207 ---------------------------------------------------------------------- User-Madlin's Enterprises Run -PERMIT CALC LOW E I ' FENESTRATION ------------ Over- Orientation ----------------- Area (sf)- U- Factor SHGC Interior Shading Exterior Shading hang/ Fins Window Left (W) 12.0 ------ 0.560 ------ 0.450 --------------- Standard ------- Standard ---- Yes Window Left (W) 28.0 0.560 0.450 Standard Standard Yes ' Window Left (W) 10.3 0.560 0.450 Standard Standard Yes Window Left (W) 34.0 0.540 0.450 Standard Standard Yes Window Left (W) 5.5 0.560 0.450 Standard Standard Yes ' Window Left (W) 6.8 0.560 0.450 Standard Standard Yes Window Back (N) 8.5 0.560 0.450 Standard Standard Yes Window Back (N) 34.0 0.540 0.450 Standard Standard Yes Window Back (N) 7.0 0.560 0.450 Standard Standard Yes ' Window Back (N) 28.0 0.560 0.450 Standard Standard Yes Window Back (N) 8.5 0.560 0.450 Standard Standard Yes Window Back (N) 34.0 0.540 0.450 Standard Standard Yes Window Back (N) 27.4 0.560 0.450 Standard Standard Yes ' Window Back (N) 288.0 0.540 0.450 Standard Standard Yes Window Window Back (N) 6.0 0.560 0.450 Standard Standard None Window Left Back (W) (N) 6.8 8.5 0.560 0.560 0.450 0.450 Standard Standard Standard Yes ' Window Back (N) 24.0 0.540 0.450 Standard Standard Standard Yes Yes Window Back (N) 7.0 0.560 0.450 Standard Standard Yes Window Back (N) 28.0 0.560 0.450 Standard Standard Yes Window Back (N) 8.5 0.560 0.450 Standard Standard Yes ' Window Back (N) 34.0 0.540 0.450 Standard Standard Yes Window Right (E) 15.0 0.590 0.450 Standard Standard Yes Window Right (E) 8.2 0.560 0.450 Standard Standard Yes Window Right (E) 10.0 0.560 0.450 Standard Standard None ' Window Right (E) 15.0 0.590 0.450 Standard Standard Yes Window Right (E) 15.0 0.590 0.450 Standard Standard Yes Window Right (E) 5.3 0.590 0.450 Standard Standard Yes Window Window Front (S) 27.4 0.560 0.450 Standard Standard None ' Window Left Right (W) (E) 27.4 21.9 0.560 0.560 0.450 0.450 Standard Standard Standard None Skylight Horz 5.4 0.680 0.550 None Standard None None None Skylight Horz 5.4 0.680 0.550 None None None ' Skylight Horz 5.4 0.680 0.550 None None None Skylight Horz 3.3 0.680 0.550 None None None Skylight Horz 3.3 0.680 0.550 None None None Skylight Horz 3.3 0.680 0.550 None None None ' Skylight Horz 3.3 0.680 0.550 None None None Skylight Horz 3.3 0.680 0.550 None None None Skylight Horz 3.3 0.680 0.550 None None None Skylight Horz 4.0 0.680 0.550 None None None ' Skylight Horz 17.0 0.680 0.550 None None None Skylight Horz 18.0 0.680 0.550 None None None ' CERTIFICATE OF COMPLIANCE: RESIDENTIAL Page 3 CF -1R Project Title.......... MCINTOSH.DANFORTH.RES Date..11/01/04 14.19.03 ' I MICROPAS6 v6.01 File -24645A2 Wth-CTZ15S92 Program -FORM CF-1R User#_MP0207 User-Madlin's Enterprises Run -PERMIT CALC LOW E -------- ----------------------------------------------------------------- ' SLAB SURFACES ------------- Area i Slab Type(sf) ---------------- ------ Standard Slab 4790 HVAC SYSTEMS ------------ Refrigerant Tested ACCA Equipment Minimum Charge and Duct Duct Duct Manual Thermostat ---Type----- Efficiency Airflow Location R -value Leakage D Type ---------------------------------------- ---------------- Furnace 0.780 AFUE n/a Attic R-4.2 Yes No Setback ACSplitTXV 13.00 SEER Yes Attic R-4.2 Yes No Setback DUCT TESTING DETAILS -------------------- Duct Measured Supply Leakage Target Duct Surface Area Equipment Type (% fan CFM/CFM25) (ft2) -------.----------------------------------- ----------------- Furnace / ACSplitTXV 6% / 201.2 n/a WATER HEATING SYSTEMS --------------------- Number Tank External in Energy Size Insulation Tank Type Heater Type Distribution Type System Factor (gal) R -value ---------- --------------P---- -------------- ---------------- Large Gas Recirc/TimeTem 2 n/a 75 R-12 WATER HEATING SYSTEMS DETAIL ---------------------------- Standby Internal Tank Recovery Rated Loss Insulation Pilot System Efficiency Input Fraction R -value Light --------- ------------ ---------- --------------- ------- Large 0.78 n/a 0.03 R-n/a 0 SPECIAL FEATURES AND MODELING ASSUMPTIONS ----------------------------------------- *** Items in this section should be documented on the plans, *** *** installed to manufacturer and CEC specifications, and *** *** verified during plan check and field inspection. *** ' This building incorporates a Radiant Barrier. The radiant barrier must have an emissivity less than or equal to 0.05, must be installed to cover the roof trusses, rafters, gable end walls and other vertical attic surfaces, and must meet attic ventilation criteria. tThis building incorporates Tested Duct Leakage. This building incorporates either Tested Refrigerant Charge and Airflow (RCA) ' CERTIFICATE OF COMPLIANCE: RESIDENTIAL Page 4 CF -1R Project Title.......... MCINTOSH.DANFORTH.RES Date..11/01/04 14:19:03 MICROPAS6 v6.01 File -24645A2 Wth-CTZ15S92 Program -FORM CF-1R User#-MP0207 User-Madlin's Enterprises Run -PERMIT CALC LOW E -------- ----------------------------------------------------------- SPECIAL FEATURES AND MODELING ASSUMPTIONS ----------------------------------------- or a Thermostatic Expansion Valve (TXV) on the specified air conditioning ' system(s). This building incorporates non-standard Water Heating System ' HERS REQUIREDVERIFICATION -------------------------- - *** Items in this section require field testing and/or *** *** verification by a certified home energy rater under *** *** the supervision of a CEC-approved HERS provider using *** *** CEC approved testing and/or verification methods.and *** *** must be reported on the CF -6R installation certificate. *** This building incorporates Tested Duct Leakage. Target CFM leakage values measured at 25 pascals are shown in DUCT TESTING DETAILS above or may be calculated as documented on the CF -6R. If the measured CFM is above the target, then corrective action must be taken to reduce the duct leakage and then must be retested. Alternatively, the compliance calculations could be redone without duct testing. If ducts are not installed, then HERS verification is not necessary for Tested Duct Leakage. This building incorporates either Tested Refrigerant Charge and Airflow (RCA) or a Thermostatic Expansion Valve (TXV) on the specified air conditioning system(s). If a cooling system is not installed, then HERS verification is not necessary for the RCA or TXV. REMARKS The values and materials used in this compliance portfolio are the minimum required to show compliance with Title 24 Energy Conservation Standards. The owner may (at his/her option) install better,materials without additional compliance calculations. The HVAC load calculations included in this compliance report are for permit purposes only. The installing HVAC contractor is responsible for determining the HVAC design load and equipment selection(s). The HVAC design shall be done in accord- ance with industry standards. The load calculation in this report considers ambient temperature load, solar gain, people and a fixed latent heat gain percentage. This basic load must be adjusted for additional design conditions and system/equipment performance. The installing glazing contractor shall provide the required CF -6R Installation Certificate with installed glazing values and areas. The installing hvac contractor shall provide the required CF -6R with the installed hvac equipment model numbers. A night setback thermostat is required to be installed with the HVAC system. ' CERTIFICATE OF COMPLIANCE: RESIDENTIAL Page 5 CF-1R Project Title.......... MCINTOSH.DANFORTH.RES Date..11/01/04 14:19:03 1 I MICROPAS6 v6.01 File -24645A2 Wth-CTZ15S92 Program -FORM CF-1R --------User#-MP0207 User-Madlin's Enterprises Run -PERMIT CALC LOW E -------------------------------------------------------------------- 1_ REMARKS The installed plumber shall provide the required CF -6R listing 1 the water heater model number(s) and certified plumbing fixtures. COMPLIANCE STATEMENT -------------------- This certificate of compliance lists the building features and performance specifications needed to comply with Title -24, Parts 1 and 6 of the California Code of Regulations, and the administrative regulations to implement them. This certificate has been signed by the individual with overall design responsibility. When this certificate of compliance is submitted for a single building plan to be built in multiple orientations, any shading feature that is varied is indicated in the Special Features Modeling Assumptions section. DESIGNER or OWNER DOCUMENTATION AUTHOR ' Name.... JAMES G. MCINTOSH Name.... CATHERINE M. MADLIN Company. JMA ARCHITECTURE & ENG. Company. Madlin's Enterprises Address. 73-995 EL PASEO STE 201 Address. P.O. Box 1443 PALM DESERT, CA 92260 Palm Springs, CA 92262 Phone... 76,9-346-6155 Phone... 760-322-5004 License. Signed. J1 Signed.. 'date)' ( ate) ENFORCEMENT AGENCY Name.... Certified Energy Analyst 1 Title ... Catherine M. Madlin Agency.. NR 98-90-544 Phone ... R 98-90-144 ' Signed.. C ADE C ( ate ) California Association of Bu"M Ener9YConsukoros 1 MANDATORY MEASURES CHECKLIST: RESIDENTIAL Page 1 MF -1R Project Title.......... MCINTOSH.DANFORTH.RES Date..11/01/04 14:19:03 Project Address........ 78-110 MASTERS CIRCLE ******* --------------------- TRADITIONS GG, LA QUINTA *v6.01* Documentation Author... CATHERINE M. MADLIN ******* Building Permit Madlin's Enterprises P.O. Box 1443 Plan C ec Date Palm Springs, CA 92262 760-322-5004 Fie C ec Date Climate Zone. 15 --------------------- Compliance Method...... MICROPAS6 v6.01 for 2001 Standards by Enercomp, Inc. MICROPAS6 v6.01 File -24645A2 Wth-CTZ15S92 Program -FORM MF-1R -User#-MP0207 User-Madlin's Enterprises Run -PERMIT CALC LOW E ------- Note: Lowrise residential buildings subject to the Standards must contain these measures regardless of the compliance approach used. Items marked with an asterisk (*) may be superseded by more stringent compliance requirements listed on the Certificate of Compliance. When this checklist is incorporated into the permit documents, the features noted shall be considered by all parties as minimum component performance specifications for the mandatory measures whether they are shown elsewhere in the documents or on this checklist only. BUILDING ENVELOPE MEASURES -------------------------- Design- Enforce - *150(a): Minimum R-19 ceiling insulation. er ment 150(b): Loose fill insulation manufacturer's labeled R -Value. *150(c): Minimum R-13 wall insulation in wood framed walls or equivalent U -factor in metal frame walls (does not apply to exterior mass walls). *150(d): Minimum R-13 raised floor insulation in framed floors. 150(1): Slab edge insulation - water absorption rate no greater than 0.3%, water vapor transmission rate no greater than 2.0 perm/inch. 118: Insulation specified or installed meets insulation quality standards. Indicate type and form. 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. Fenestration products (except field fabricated) have label with certified U -factor, certified Solar Heat Gain Coefficient (SHGC), and infiltration certification. 3. Exterior doors and windows weatherstripped; all joints and penetrations caulked and sealed. 150(g): Vapor barriers mandatory in Climate Zones 14 and 16 only. 150(f): Special infiltration barrier installed to comply with Sec. 151 meets Commission quality standards. 150(e): Installation of Fireplaces, Decorative Gas Appliances and Gas Logs 1. Masonry and factory -built fireplaces have: a. Closeable metal or glass door b. Outside air intake with damper and control c. Flue damper and control 2. No continuous burning gas pilots allowed. MANDATORY MEASURES CHECKLIST: RESIDENTIAL Page 2 MF -1R --------------------------- Project Title.......... MCINTOSH.DANFORTH.RES Date..11/01/04 14:19:03 ' I MICROPAS6 v6.01 File -24645A2 Wth-CTZ15S92 Program -FORM MF-1R --------User#-MP0207 User-Madlin's Enterprises Run PERMIT CALC LOW E I ----------------------------------------------------- SPACE CONDITIONING, WATER HEATING AND PLUMBING SYSTEM MEASURES --------------------------------------------------- Design- Enforce - 110 -113: HVAC equipment, water heaters, showerheads and er ment faucets certified by the Commission. 150(h): Heating and/or cooling loads calculated in accordance with ASHRAE, SMACNA or ACOA. 150(i): Setback thermostat on all applicable heating and/or cooling systems. 150(j): Pipe and Tank insulation 1. Storage gas water heaters rated with an Energy Factor less than 0.58 must be externally wrapped with insulation having an installed thermal resistance of R-12 or greater. 2. First 5 feet of pipes closest to water heater tank, non - recirculating systems, insulated (R-4 or greater). 3. Back-up tanks for solar system, unfired storage tanks, or other indirect hot water tanks have R-12 external insulation or R-16 combined internal/external insulation. 4. All buried or exposed piping insulated in recirculating sections of hot water system. 5. Cooling system piping below 55 degrees insulated. 6. Piping insulated between heating source and indirect hot water tank. *150(m): Ducts and Fans 1. All ducts and plenums installed, sealed and in- sulated, to meet the requirements of the 1998 CMC sectons 601, 603, and 604, and standard 6-3; ducts insulated to a minimum installed level of R-4.2 or enclosed entirely in conditioned space. Openings shall be sealed with mastic, tape, aerosol sealant, or other duct -closure system that meets the applicable requirements of UL181, UL181A, or UL181B. If mastic or tape is used to seal openings greater than 1/4 inch, the combination of mastic and either mesh or tape shall be used. Building cavities shall not be used for conveying conditioned air. Joints and seams of duct systems their and components shall not be sealed with cloth back rubber addhesive duct tapes unless such tape is used in combination mastic and drawbands. with 2. Exhaust fan systems have backdraft or automatic dampers. 3. Gravity ventilating systems serving conditioned space have either automatic or readily accessible, manually operated dampers. 114: Pool and Spa Heating Systems and Equipment 1. System is certified with 78% thermal efficiency, on-off switch, weatherproof operating instructions, no electric resistance heating and no pilot light. 2. System is installed with: a. At least 36 inches of pipe between filter and heater for future solar heating. b. Cover for outdoor pools or outdoor spas. 3. Pool system has directional inlets and a circulation pump time switch. 115: Gas-fired central furnaces, pool heaters, spa heaters or household cooking appliances have no continuously burning n J ' MANDATORY MEASURES CHECKLIST: RESIDENTIAL Page 3 ------------ MF-1R ___________________________________________________ Project Title.......... MCINTOSH.DANFORTH.RES Date..11/01/04 14.19.03 ' I MICROPAS6 v6.01 File -24645A2 Wth-CTZ15S92 Program -FORM MF-1R -User#-MP0207 User-Madlin's Enterprises Run -PERMIT CALC LOW E ------- -------------------------------------- I ----------------------------- pilot light (Exception: Non -electrical cooking appliances ' / with pilot < 150 Btu/hr). ✓ LIGHTING MEASURES ' Design- Enforce - 150(k)1: Luminaires for general lighting in kitchens shall er ment have lamps with an efficacy of 40 lumens/watt or greater for general lighting in kitchens. This general lighting shall be controlled by a switch on a readily accessible / lighting control panel at an entrance to the kitchen. ' 150(k)2: Rooms with a shower or bathtub must have either at least one luminaire with lamps with an efficacy of 40 lumens/watt or greater switched at the entrance to the room or one of the alternatives to this requirement allowed in Sec. 150(k)2.; and recessed ceiling fixtures are IC (insulation cover) approved. n J ' COMPUTER METHOD SUMMARY _ Page 1 C-2R Project Title.......... MCINTOSH.DANFORTH.RES Date..11/01/04 Project Address........ 78-110 14:19:03 ' MASTERS CIRCLE ******* --------------------- TRADITIONS GG, LA QUINTA *v6.01* Documentation Author... CATHERINE M. MADLIN ******* Building Permit Madlin's Enterprises P.O. Box 1443 Plan Check Date ' Palm Springs, CA 92262 760-322-5004 Field Check/ Climate Zone.. . ..... 15 Date Compliance Method...... MICROPAS6 v6.01 for 2001 Standards by Enercomp, Inc. v6.01 File-24645A2 Wth-CTZ15S92 Program-FORM C-2R User#-MP0207 User-Madlin's Enterprises Run-PERMIT CALC LOW E ' ---MICROPAS6 --- ------------------------------------------------------------------------ = MICROPAS6 ENERGY USE SUMMARY = ---------------------------- -------------------------Energy Use Energy Standard Proposed Compliance _ (kBtu/sf-yr) - Design Design Margin ------------------------ = -----_---- = Space Heating.......... 3.80 4.28 -0.48 = Space Cooling.......... 36.53 36.75 -0.22 = Water Heating.......... 5.95 5.04 0.91 - = ------------------------ Total 46.28 46.07 0.21 _ *** Building complies with Computer Performance GENERAL INFORMATION ' i ------------------- Conditioned FloorArea..... 4790 sf Building Type .............. Single Family Detached Construction Type New ......... Building Front Orientation. Front Facing 202 deg (S) ' Number of Dwelling Units... 1 Number of Building Stories. 1 Weather Data Type.......... FullYear Floor Construction Type.... Slab On Grade Number of Building Zones... 1 Conditioned Volume......... 59915 cf Slab-On-Grade Area......... 4790 sf Glazing Percentage......... 25.2 % of floor area ' Average Glazing U-factor... 0.56 Btu/hr-sf-F Average Glazing SHGC....... 0.46 Average Ceiling Height..... 12.5 ft ' BUILDING ZONE INFORMATION ------------------------- Floor # of Vent Vent Air ' Area Volume Dwell Cond- Thermostat Height Area Zone Type (sf) (cf) Units itioned Leakage ----- Type (ft) sf --------- ------------ ----- Credit ------- 1.ZONE Residence 4790 59915 1.00 Yes Setback 2.0 Standard No FENESTRATION SURFACES --------------------- Area U- Act Exterior Shade Interior Shade (sf) factor SHGC Azm Tilt Type/SHGC Type/SHGC ----- ----- ----- --- ---- -------------- -------------- 3.0 COMPUTER METHOD SUMMARY 202 90 Page 2 C -2R Orientation Project Title.......... MCINTOSH.DANFORTH.RES Date..11/01/04 14.19.03 ' 0.590 I MICROPAS6 v6.01 File -24645A2 Wth-CTZ15S92 Program -FORM C-2R Window --------User#-MP0207 -------------------------------------------------------------- User-Madlin's Enterprises Run -PERMIT CALC LOW E ' Front (S) 202 OPAQUE SURFACES Window Front (S) Area U- --------------- Insul Act Solar Form 3 Location/ ' Surface------- -(sf) --- factor ----- R-val Azm Tilt Gains Reference Comments Window 1.ZONE (S) ' ----- --- ---- ----- ------------ ---------------- (S) 1 Wall 715 0.059 21 202 90 Yes W.21.2X6.16 9 2 Wall 1261 0.059 21 292 90 Yes W.21.2X6.16 ' 3 Wall 731 0.059 21 22 90 Yes W.21.2X6.16 292 4 Wall 1360 0.059 21 112 90 Yes W.21.2X6.16 Window Window 5 Wall 386 0.059 21 202 90 No W.21.2X6.16 (W) 6 Door 24 0.330 0 202 90 No None ' 7 Roof Radiant 4711 0.025 38 n/a 0 Yes R.38.2X4.24 ' (W) Length 20 PERIMETER ---- F2 LOSSES ----- ----- (W) 292 21 Window Left Insul--Solar 22 22 Surface ------------ Back (ft) Factor R-val Gains Location/Comments Window 1.ZONE ------ -------- 24 ------- ----- ---------------------- (N) 8 S1abEdge 354 0.760 R-0 No (N) 22 9 SlabEdge 41 0.510 R-0 No ' FENESTRATION SURFACES --------------------- Area U- Act Exterior Shade Interior Shade (sf) factor SHGC Azm Tilt Type/SHGC Type/SHGC ----- ----- ----- --- ---- -------------- -------------- 3.0 0.560 0.450 202 90 40.0 Orientation 0.450 202 90 1.ZONE 0.590 0.450 202 1 Window Front (S) 202 2 Window Front (S) 202 3 Window Front (S) 202 4 Window Front (S) 202 5 Window Front (S) 202 6 Window Front (S) ' 7 Window Front (S) 202 8 Window Front (S) 292 9 Window Front (S) ' 10 11 Window Window Front Left (S) (W) 292 12 Window Left (W) 292 13 Window Left (W) ' 14 15 Window Window Left Left (W) (W) 292 16 Window Left (W) 292 17 Window Left (W) 292 18 Window Left 0.450 292 19 Window Left (W) 292 20 Window Left (W) 292 21 Window Left (W) 22 22 Window Back (N) ' 23 Window Back (N) 22 24 Window Back (N) 22 25 Window Back (N) 22 26 Window Back (N) ' 27 Window Back (N) FENESTRATION SURFACES --------------------- Area U- Act Exterior Shade Interior Shade (sf) factor SHGC Azm Tilt Type/SHGC Type/SHGC ----- ----- ----- --- ---- -------------- -------------- 3.0 0.560 0.450 202 90 40.0 0.540 0.450 202 90 24.8 0.590 0.450 202 90 19.5 0.560 0.450 202 90 32.5 0.590 0.450 202 90 15.0 0.560 0.450 202 90 40.0 0.540 0.450 202 90 21.0 0.560 0.450 202 90 42.0 0.540 0.450 202 90 21.0 0.560 0.450 202 90 20.0 0.590 0.450 292 90 4.1 0.560 0.450 292 90 4.1 0.560 0.450 292 90 10.3 0.560 0.450 292 90 34.0 0.540 0.450 292 90 12.0 0.560 0.450 292 90 28.0 0.560 0.450 292 90 10.3 0.560 0.450 292 90 34.0 0.540 0.450 292 90 5.5 0.560 0.450 292 90 6.8 0.560 0.450 292 90 8.5 0.560 0.450 22 90 34.0 0.540 0.450 22 90 7.0 0.560 0.450 22 90 28.0 0.560 0.450 22 90 8.5 0.560 0.450 22 90 34.0 0.540 0.450 22 90 Standard/0.76 Standard/0.76 Standard/0.76 Standard/0.76 Standard/0.76 Standard/0.76 Standard/0.76 Standard/0.76 Standard/0.76 Standard/0.76 Standard/0.76 Standard/0.76 Standard/0.76 Standard/0.76 Standard/0.76 Standard/0.76 Standard/0.76 Standard/0.76 Standard/0.76 Standard/0.76 Standard/0.76 Standard/0.76 Standard/0.76 Standard/0.76 Standard/0.76 Standard/0.76 Standard/0.76 Standard/0.68 Standard/0.68 Standard/0.68 Standard/0.68 Standard/0.68 Standard/0.68 Standard/0.68 Standard/0.68 Standard/0.68 Standard/0.68 Standard/0.68 Standard/0.68 Standard/0.68 Standard/0.68 Standard/0.68 Standard/0.68 Standard/0.68 Standard/0.68 Standard/0.68 Standard/0.68 Standard/0.68 Standard/0.68 Standard/0.68 Standard/0.68 Standard/0.68 Standard/0.68 Standard/0.68 I I ' COMPUTER METHOD SUMMARY Page 3 C -2R Project Title.......... MCINTOSH.DANFORTH.RES Date..11/01/04 14.19.03 ' I MICROPAS6 v6.01 File -24645A2 Wth-CTZ15S92 Program -FORM C -2R User#-MP0207 User-Madlin's Enterprises Run -PERMIT CALC LOW E -- ------------------------------------------------------------------ ' FENESTRATION SURFACES --------------------- L Orientation ---------------------- 28 Window Back (N) 29 Window Back (N) 30 Window Back (N) 31 Window Left (W) 32 Window Back (N) 33 Window Back (N) 34 Window Back (N) 35 Window Back (N) 36 Window Back (N) 37 Window Back (N) 38 Window Right (E) 39 Window Right (E) 40 Window Right (E) 41 Window Right (E) 42 Window Right (E) 43 Window Right (E) 44 Window Front (S) 45 Window Left (W) 46 Window Right (E) 47 Skylight Horz 48 Skylight Horz 49 Skylight Horz 50 Skylight Horz 51 Skylight Horz 52 Skylight Horz 53 Skylight Horz 54 Skylight Horz 55 Skylight Horz 56 Skylight Horz 57 Skylight Horz 58 Skylight Horz Area (sf) 27.4 288.0 6.0 6.8 8.5 24.0 7.0 28.0 8.5 34.0 15.0 ..8.2 10.: 0 15.0 15.0 5.3 27.4 27.4 21.9 5.4 5.4 5.4 3.3 3.3 3.3 3.3 3.3 3.3 4.0 17.0 18.0 U- Act Exterior Shade Interior Shade factor SHGC Azm Tilt Type/SHGC Type/SHGC 0.560 0.450 22 90 0.540 0.450 22 90 0.560 0.450 22 90 0.560 0.450 292 90 0.560 0.450 22 90 0.540 0.450 22 90 0.560 0.450 22 90 0.560 0.450 22 90 0.560 0.450 22 90 0.540 0.450 22 90 0.590 0.450 112 90 0.560 0.450 112 90 0.560 0.450 112 90 0.590 0.450 112 90 0.590 0.450 112 90 0.590 0.450 112 90 0.560 0.450 202 90 0.560 0.450 292 90 0.560 0.450 112 90 0.680 0.550 202 0 0.680 0.550 202 0 0.680 0.550 202 0 0.680 0.550 202 0 0.680 0.550 202 0 0.680 0.550 202 0 0.680 0.550 202 0 0.680 0.550 202 0 0.680 0.550 202 0 0.680 0.550 202 0 0.680 0.550 202 0 0.680 0.550 202 0 -------------- Standard/0.76 Standard/0.76 Standard/0.76 Standard/0.76 Standard/0.76 Standard/0.76 Standard/0.76 Standard/0.76 Standard/0.76 Standard/0.76 Standard/0.76 Standard/0.76 Standard/0.76 Standard/0.76 Standard/0.76 Standard/0.76 Standard/0.76 Standard/0.76 Standard/0.76 None/1 None/1 None/1 None/l None/1 None/1 None/1 None/1 None/1 None/1 None/1 None/l OVERHANGS AND SIDE FINS ----------------------- -------------- Standard/0.68 Standard/0.68 Standard/0.68 Standard/0.68 Standard/0.68 Standard/0.68 Standard/0.68 Standard/0.68 Standard/0.68 Standard/0.68 Standard/0.68 Standard/0.68 Standard/0.68 Standard/0.68 Standard/0.68 Standard/0.68 Standard/0.68 Standard/0.68 Standard/0.68 None/1 None/l None/l None/1 None/l None/1 None/1 None/1 None/1 None/1 None/1 None/1 ---Window-- ------Overhang----- ---Left Fin--- ---Right Fin-- Area Left Rght Surface ---- (sf) -- Wdth ----- Hgth ----- Dpth --- - Hght ---- Ext Ext Ext Dpth Hght Ext Dpth Hght 1.ZONE ---- ---- ---- ---- ---- ---- ---- ---- 1 Window 3.0 1 3 3 3 n/a n/a n/a n/a n/a n/a n/a n/a 2 Window 40.0 5 8 3 2.5 n/a n/a n/a n/a n/a n/a n/a n/a 3 Window 24.8 4.5 5.5 3 2.5 n/a n/a n/a n/a n/a n/a n/a n/a 4 Window 19.5 6.5 3 10 0 n/a n/a n/a n/a n/a n/a n/a n/a 5 Window 32.5 6.5 5 10 3.5 n/a n/a n/a n/a n/a n/a n/a n/a 6 Window 15.0 5 3 10 0 n/a n/a n/a n/a n/a n/a n/a n/a 7 Window 40.0 5 8 10 3.5 n/a n/a n/a n/a n/a n/a n/a n/a 8 Window 21.0 2 10.5 4.5 0 n/a n/a n/a n/a n/a n/a n/a n/a 9 Window 42.0 4 10.5 4.5 0 n/a n/a n/a n/a n/a n/a n/a n/a 10 Window 21.0 2 10.5 4.5 0 n/a n/a n/a n/a n/a n/a n/a n/a 12 Window 4.1 1.5 2.75 1.5 2 n/a n/a n/a n/a n/a n/a n/a n/a 13 Window 4.1 1.5 2.75 1.5 2 n/a n/a n/a n/a n/a n/a n/a n/a ' COMPUTER METHOD SUMMARY Page 4 C-2R Project Title.......... MCINTOSH.DANFORTH.RES Date..11/01/04 14:19:03 ' I MICROPAS6 v6.01 File -24645A2 Wth-CTZ15S92 Program -FORM C-2R --------User#-MP0207 User-Madlin's -------------------------------------------------------- Enterprises Run -PERMIT CALC LOW E ' OVERHANGS AND SIDE FINS ---Window-- ----------------------- ------Overhang----- ---Left Fin--- ---Right Fin-- Left Rght ' Surface---- -Area (sf) Wdth Hgth Dpth Hght ---- Ext Ext Ext Dpth Hght Ext Dpth Hght 14 Window 10.3 4.25 2.42 1.5 0 n/a n/a n/a n/a n/a n/a n/a n/a ' 15 Window 34.0 4.25 8 1.5 3.5 n/a n/a n/a n/a n/a n/a n/a n/a 16 Window 12.0 3.5 3.42 1.5 0 n/a n/a n/a n/a n/a n/a n/a n/a 17 Window 28.0 3.5 8 1.5 3.5 n/a n/a n/a n/a n/a n/a n/a n/a 18 Window 10.3 4.25 2.42 1.5 0 n/a n/a n/a n/a n/a n/a n/a n/a 19 Window 34.0 4.25 8 1.5 3.5 n/a n/a n/a n/a n/a n/a n/a n/a 20 21 Window Window 5.5 6.8 2 4.5 2.75 1.5 2 2 3 n/a n/a n/a n/a n/a n/a n/a n/a 22 Window 8.5 4.25 2 2.5 3 1.25 n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a 23 Window 34.0 4.25 8 2.5 4 n/a n/a n/a n/a n/a n/a n/a n/a 24 25 Window Window 7.0 28.0 3.5 3.5 2 8 2.5 1.25 n/a n/a n/a n/a n/a n/a n/a n/a 26 Window 8.5 4.25 2 2.5 2.5 4 1.25 n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a ' 27 29 Window Window 34.0 288.0 4.25 24 8 12 2.5 4 n/a n/a n/a n/a n/a n/a n/a n/a n/a 31 Window 6.8 4.5 1.5 20 2.5 0 4 n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a 32 33 Window Window 8.5 24.0 4.25 4.25 2 8 2 2 1.25 n/a n/a n/a n/a n/a n/a n/a n/a ' 34 Window 7.0 3.5 2 2 4 1.25 n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a 35 36 Window Window 28.0 8.5 3.5 4.25 8 2 2 2 4 n/a n/a n/a n/a n/a n/a n/a n/a ' 37 Window 34.0 4.25 8 2 1.25 4 n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a 38 39 Window Window 15.0 8.2 3 2.33 5 3.5 2 2 4 4 n/a n/a n/a n/a n/a n/a n/a n/a 41 Window 15.0 3 5 2 2.5 n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a ' 42 43 Window Window 15.0 5.3 3 1.5 5 3.5 2 2 2.5 n/a n/a n/a n/a n/a n/a n/a n/a 3 n/a n/a n/a n/a n/a n/a n/a n/a SLABSURFACES Area Slab Type (sf) ' 1.ZONE ---------- ------ Standard Slab 4790 System Type ------------- 1.ZONE Furnace ACSplitTXV HVAC SYSTEMS ------------ Refrigerant Tested Minimum Charge and Duct Duct Duct Efficiency Airflow Location R -value Leakage ----------- ------- ------------- ------- --------- 0.780 AFUE n/a Attic R-4.2 Yes 13.00 SEER Yes Attic R-4.2 Yes ACCA Manual Duct ---D Eff No 0.815 No 0.733 ' COMPUTER METHOD SUMMARY Page 5 C-2R Project Title.......... MCINTOSH.DANFORTH.RES Date..11/01/04 14.19.03 MICROPAS6 v6.01 File -24645A2 Wth-CTZ15S92 Program -FORM C-2R User CA _LC User-Madlin's Enterprises Run -PERMIT CLC LOW E -------- I ------------------------------------------------------------ L 0 CIS Equipment Type ------------------------ 1.ZONE Furnace / ACSplitTXV DUCT TESTING DETAILS -------------------- Duct Leakage Target (% fan CFM/CFM25) ------------------ 6% / 201.2 WATER HEATING SYSTEMS Measured Supply Duct Surface Area (ft2) ----------------- n/a Number Tank External in Energy Size Insulation Tank Type Heater Type Distribution Type System Factor (gal) R -value -------------------------------- -------------- ------ ---------- 1 Large Gas Recirc/TimeTemp 2 n/a 75 R-12 WATER HEATING SYSTEMS DETAIL ---------------------------- Standby Internal Tank Recovery Rated Loss Insulation Pilot System------ Efficiency Input Fraction R -value Light ------------------------------------------------- ------- 1 Large 0.78 n/a 0.03 R-n/a 0 SPECIAL FEATURES AND MODELING ASSUMPTIONS ----------------------------------------- *** Items in this section should be documented on the plans, *** *** installed to manufacturer and CEC specifications, and *** *** verified during plan check and field inspection. *** This building incorporates a Radiant Barrier. The radiant barrier must have an emissivity less than or equal to 0.05, must be installed to cover the roof trusses, rafters, gable end walls and other vertical attic surfaces, and must meet attic ventilation criteria. This building incorporates Tested Duct Leakage. This building incorporates either Tested Refrigerant Charge and Airflow (RCA) or a Thermostatic Expansion Valve (TXV) on the specified air conditioning system(s). This building incorporates non-standard Water Heating System HERS REQUIRED VERIFICATION *** Items in this section require field testing and/or *** *** verification by a certified home energy rater under *** *** the supervision of a CEC-approved HERS provider using *** *** CEC approved testing and/or verification methods.and *** *** must be reported on the CF -6R installation certificate. *** This building incorporates Tested Duct Leakage. Target CFM leakage values measured at 25 pascals are shown in DUCT TESTING DETAILS above or may be calculated as documented on the CF -6R. If the measured CFM is above the target, then corrective action must be taken to reduce COMPUTER METHOD SUMMARY Page 6 C -2R Project Title.......... MCINTOSH.DANFORTH.RES Date..11/01/04 14.19.03 ' I MICROPAS6 v6.01 File -24645A2 Wth-CTZ15S92 Program -FORM C-2R --------User#-MP0207 User-Madlin's Enterprises Run -PERMIT CALC LOW E ------------------------------------------------------ ' HERS REQUIRED VERIFICATION -------------------------- the duct leakage and then must be retested. Alternatively, the compliance calculations could be redone without duct testing. If ducts are not installed, then HERS verification is not necessary for Tested Duct Leakage. ' This building incorporates either Tested Refrigerant Charge and Airflow (RCA) or a Thermostatic Expansion Valve (TXV) on the specified air conditioning system(s). If a cooling system is not installed, then HERS verification is not necessary for the RCA or TXV. REMARKS The values and materials used in this compliance portfolio are the minimum required to show compliance with Title 24 Energy Conservation Standards. The owner may (at his/her option) install better materials without additional compliance calculations. ' The HVAC load calculations included in this compliance report are for permit purposes only. The installing HVAC contractor is responsible for determining the HVAC design load and equipment selection(s). The HVAC design shall be done in accord- ance with industry standards. The load calculation in this report considers ambient temperature load, solar gain, people and a fixed latent heat gain percentage. This basic load must be adjusted for additional design conditions and ' system/equipment performance. The installing glazing contractor shall provide the required CF -6R Installation Certificate with installed glazing values ' and areas. The installing hvac contractor shall'provide the required CF -6R with the installed hvac equipment model numbers. ' A night setback thermostat is required to be installed with the HVAC system. ' The installed plumber shall provide the required CF -6R listing the water heater model number(s) and certified plumbing fixtures. 1 Madlin's en terpfses ' Catherine M. Madlin, Certified Energy Analyst v 760-322-5004 / 323-3644 (fax) T v vvvvv H. V.A. C. Load Calculation ' HVAC SIZING Page 1 HVAC Project Title.......... MCINTOSH.DANFORTH.RES Date..11/01/04 14:19:03 Project Address........ 78-110 MASTERS CIRCLE ******* --------------------- TRADITIONS GG, LA QUINTA *v6.01* Documentation Author... CATHERINE M. MADLIN ******* Building Permit Madlin's Enterprises P.O. Box 1443 Plan Check Date ' Palm Springs, CA 92262 760-322-5004 Field Check/ Date Climate Zone........... 15 -----------------I Compliance -Method ...... -MICROPAS6-v6_01- for Standards by Enercomp, Inc. MICROPAS6 v6.01 -2001 File -24645A2 Wth-CTZ15S92 ------------------- Program -HVAC SIZING User-Madlin's Enterprises Run -PERMIT CALC LOW E ' --------User#_MP0207 ----------------------------------------------------------------- GENERAL INFORMATION -------------- FloorArea ................. Volume.. .. ........... Front Orientation.......... Sizing Location............ Latitude ................... Winter Outside Design...... Winter Inside Design....... Summer Outside Design...... Summer Inside Design....... SummerRange..... .. ..... Interior Shading Used...... Exterior Shading Used...... Overhang Shading Used...... Latent Load Fraction....... Description 4790 sf 59915 cf Front Facing PALM SPRINGS 33.8 degrees 31 F 70 F 113 F 78 F 35 F No No No 0.20 HEATING AND COOLING LOAD SUMMARY -------------------------------- --------------------------------- Opaque Conduction and Solar...... Glazing Conduction ............... Glazing Solar .................... Infiltration ..................... InternalGain .................... Ducts. ................... Sensible Load .................. LatentLoad ...................... Minimum Total Load Heating (Btuh) 26435 26379 n/a 32849 n/a 8566 94229 n/a 202 deg (S) Cooling (Btuh) 11767 23673 28366 21893 3350 8905 97954 19591 94229 117545 ' Note: The loads shown are only one of the criteria affecting the selection of HVAC equipment. Other relevant design factors such as air flow requirements, outside air, outdoor design temperatures, coil sizing, availability of equipment, oversizing safety margin, etc., must also be ' considered. It is the HVAC designer's responsibility to consider all factors when selecting the HVAC equipment. HVAC SIZING ------------------------------------------------------------- Page 2 HVAC Project Title.......... MCINTOSH.DANFORTH.RES Date..11/01/04 14:19:03 1 MICROPAS6 v6.01 I File -24645A2 Wth-CTZ15S92 Program -HVAC SIZING User#-MP0207 ------------------------------------------------------------------------------I User-Madlin's Enterprises Run -PERMIT CALC LOW E ' HEATING LOAD CALCULATIONS DESIGN CONDITIONS FOR ------------------------ ZONE '-1.ZONE': WINTER DESIGN TEMPERATURES: InsideTemperature ................................ Outside Temperature. 70.0 F ' DESIGN TEMPERATURE DIFFERENCES ••• 31.0 F Standard.......................................... 39.0 F ' ! CONDUCTIVE HEAT LOSS: U -factor Heat Description ------------- Orientation ----------- Area (sf) (Btu/hr- sf-F) TD (F) Loss (Btuh) Wall South ------ 715.0 x ------- 0.0592 x 39.0 = 1651 Wall Wall West 1261.0 x 0.0592 x 39.0 - 2912 Wall North 731.0 x 0.0592 x 39.0 = 1688 Shaded Wall East n/a 1360.0 x 0.0592 x 39.0 = 3140 ' Shaded Wall n/a 386.0 24.0 x x 0.0592 0.3300 x x 39.0 39.0 - 891 309 Shaded Wall n/a 4711.0 x 0.0247 x 39.0 = 4535 S1abEdge SlabEdge n/a n/a 354.0 x 0.7600 x 39.0 = 10493 ' 41.0 x 0.5100 x 39.0 = 815 CONDUCTIVE TOTALS FOR OPAQUE SURFACES 26435 ' Double Window South 3.0 x 0.5600 x 39.0 = 66 Double Window South 40.0 x 0.5400 x 39.0 = 842 Double Window South 24.8 x 0.5900 x 39.0 569 ' Double Window South 19.5 x 0.5600 x 39.0 426 Double Window South 32.5 x 0.5900 x 39.0 = 748 Double Window South 15.0 x 0.5600 x 39.0 = 328 ' Double Window Double Window South South 40.0 21.0 x x 0.5400 0.5600 x 39.0 842 x 39.0 459 Double Window South 42.0 x 0.5400 x 39.0 = 885 Double Window South 21.0 x 0.5600 x 39.0 = 459 ' Double Window Double Window West West 20.0 4.1 x 0.5900 0.5600 x 39.0 460 x x 39.0 90 Double Window West 4.1 x 0.5600 x 39.0 = 90 Double Window West 10.3 x 0.5600 x 39.0 = 225 ' Double Window Double Window West West 34.0 x 0.5400 x 39.0 716 -12.0 x 0.5600 x 39.0 261 Double Window West 28.0 x 0.5600 x 39.0 = 612 Double Window West 10.3 x 0.5600 x 39.0 = 225 Double Window West 34.0 x 0.5400 x 39.0 716 ' Double Window West 5.5 x 0.5600 x 39.0 120 Double Window West 6.8 x 0.5600 x 39.0 = 147 Double Window North 8.5 x 0.5600 x 39.0 = 186 Double Window North 34.0 x 0.5400 x 39.0 716 ' Double Window North 7.0 x 0.5600 x 39.0 153 Double Window North 28.0 x 0.5600 x 39.0 - 612 Double Window North 8.5 x 0.5600 x 39.0 = 186 ' Double Window North 34.0 x 0.5400 x 39.0 = 716 ' HVAC SIZING Page 3 HVAC Project Title.......... MCINTOSH.DANFORTH.RES Date..11/01/04 14.19.03 ' I MICROPAS6 v6.01 File -24645A2 Wth-CTZ15S92 Program -HVAC SIZING --------User#-MP0207 User-Madlin's Enterprises Run -PERMIT CALC LOW E Double Window North 27.4 x 0.5600 x 39.0 598 ' Double Window North 288.0 x 0.5400 x 39.0 - 6065 Double Window North 6.0 x 0.5600 x 39.0 = 131 Double Window West 6.8 x 0.5600 x 39.0 = 147 Double Window North 8.5 x 0.5600 x 39.0 186 ' Double Window North 24.0 x 0.5400 x 39.0 505 Double Window North 7.0 x 0.5600 x 39.0 = 153 Double Window North 28.0 x 0.5600 x 39.0 = 612 Double Window North 8.5 x 0.5600 x 39.0 186 ' Double Window North 34.0 x 0.5400 x 39.0 716 Double Window East 15.0 x 0.5900 x 39.0 = 345 Double Window East 8.2 x 0.5600 x 39.0 = 178 ' Double Window East 10.0 x 0.5600 x 39.0 218 Double Window East 15.0 x 0.5900 x 39.0 345 Double Window East 15.0 x 0.5900 x 39.0 = 345 Double Window East 5.3 x 0.5900 x 39.0 - 121 ' Double Window South 27.4 x 0.5600 x 39.0 598 Double Window West 27.4 x 0.5600 x 39.0 598 Double Window East 21.9 x 0.5600 x 39.0 = 478 Double Skylight Horizontal 5.4 x 0.6800 x 39.0 = 144 ' Double Skylight Horizontal 5.4 x 0.6800 x 39.0 = 144 Double Skylight Horizontal 5.4 x 0.6800 x 39.0 = 144 Double Skylight Horizontal 3.3 x 0.6800 x 39.0 = 89 Double Skylight Horizontal 3.3 x 0.6800 x 39.0 = 89 ' Double Skylight Horizontal 3.3 x 0.6800 x 39.0 = 89 Double Skylight Horizontal 3.3 x 0.6800 x 39.0 = 89 Double Skylight Horizontal 3.3 x 0.6800 x 39.0 = 89 Double Skylight Horizontal 3.3 x 0.6800 x 39.0 - 89 ' Double Skylight Horizontal 4.0 x 0.6800 x 39.0 = 106 Double Skylight Horizontal 17.0 x 0.6800 x 39.0 = 451 Double Skylight Horizontal 18.0 x 0.6800 x 39.0 = 477 CONDUCTIVE TOTALS FOR GLAZING SURFACES 26379 ' INFILTRATION: (Type: Medium) 59915 cuft x 0.78 ac/hr x 0.018 Btu/cuft-F 39.0 x - 32849 SUBTOTAL 85662 DUCT HEAT LOSS: Duct Location: Attic 0.10 x 85662 = 8566 ' TOTAL HEATING LOAD: 94229 ' HVAC SIZING -------------------------------------------------------------- Page 4 HVAC Project Title.......... MCINTOSH.DANFORTH.RES Date..11/01/04 14:19:03 ' I MICROPAS6 v6.01 File -24645A2 Wth-CTZ15S92 Program -HVAC SIZING User#-MP0207 ------------------ ------------------------------------------------------------------- User-Madlin's Enterprises Run -PERMIT CALC LOW E COOLING LOAD CALCULATIONS DESIGN CONDITIONS FOR ------------------------ ZONE '-1.ZONE': ' SUMMER DESIGN CONDITIONS: Inside Temperature......... Outside Temperature ..... 78.0 F Temperature Range ..........................113.0 ................................. 35.0 F F ' DESIGN EQUIVALENT TEMPERATURE DIFFERENCES Standard.......................................... .................................. Frame Walls and Doors 35.0 F Frame Partitions. .. ......::::::::::::::::.... 33.6 25.0 F F ' CONDUCTIVE HEAT GAIN: Area U -factor (Btu/hr- TDeq Heat Gain --- Description -----------P----------- Orientation ----------- (sf) sf-F) (F) (Btuh) Wall Wall South ------ 715.0 x ------- 0.0592 x 33.6 = 1422 ' Wall West 1261.0 x 0.0592 x 33.6 = 2509 North 731.0 x 0.0592 x 33.6 = 1454 Wall East 1360.0 x 0.0592 x 33.6 = 2706 Shaded Wall n/a 386.0 x 0.0592 x 25.0 571 ' Shaded Wall n/a 24.0 x 0.3300 x 25.0 198 Shaded Wall n/a 4711.0 x 0.0247 x 25.0 = 2907 ' CONDUCTIVE TOTALS FOR OPAQUE SURFACES --11767- Double Window South 3.0 x 0.5600 x 35.0 = 59 Double Double Window Window South South 40.0 24.8 x x 0.5400 0.5900 x 35.0 35.0 756 Double Window South 19.5 x 0.5600 x x 35.0 = 511 382 Double Window South 32.5 x 0.5900 x 35.0 = 671 ' Double Double Window Window South South 15.0 40.0 x x 0.5600 0.5400 x 35.0 35.0 294 x 756 Double Window South 21.0 x 0.5600 x 35.0 = 412 Double Window South 42.0 x 0.5400 x 35.0 = 794 ' Double Double Window Window South West 21.0 20.0 x 0.5600 0.5900 x 35.0 412 x x 35.0 413 Double Window West 4.1 x 0.5600 x 35.0 = 81 Double Window West 4.1 x 0.5600 x 35.0 = 81 Double Window West 10.3 x 0.5600 x 35.0 202 ' Double Window West 34.0 x 0.5400 x 35.0 _ 643 Double Window West 12.0 x 0.5600 x 35.0 = 235 Double Window West 28.0 x 0.5600 x 35.0 = 549 Double Window West 10.3 x 0.5600 x 35.0 202 ' Double Window West 34.0 x 0.5400 x 35.0 643 Double Window West 5.5 x 0.5600 x 35.0 = 108 Double Window West 6.8 x 0.5600 x 35.0 = 132 Double Window North 8.5 x 0.5600 x 35.0 167 Double Window North 34.0 x 0.5400 x 35.0 643 Double Window North 7.0 x 0.5600 x 35.0 = 137 Double Window North 28.0 x 0.5600 x 35.0 = 549 ' Double Window North 8.5 x 0.5600 x 35.0 = 167 ' HVAC SIZING Page 5 HVAC Project Title.......... MCINTOSH.DANFORTH.RES Date..11/01/04 14.19.03 ' I MICROPAS6 v6.01 File -24645A2 Wth-CTZ15S92 Program -HVAC SIZING --------User#_MP0207 User-Madlin's Enterprises Run -PERMIT CALC LOW E Double Window North 34.0 x 0.5400 x 35.0- 643 ' Double Window North 27.4 x 0.5600 x 35.0 537 Double Window North 288.0 x 0.5400 x 35.0 = 5443 Double Window North 6.0 x 0.5600 x 35.0 = 118 Double Window West 6.8 x 0.5600 x 35.0 132 Double Window North 8.5 x 0.5600 x 35.0 167 Double Window North 24.0 x 0.5400 x 35.0 = 454 Double Window North 7.0 x 0.5600 x 35.0 = 137 Double Window North 28.0 x 0.5600 x 35.0 549 Double Window North 8.5 x 0.5600 x 35.0 167 Double Window North 34.0 x 0.5400 x 35.0 = 643 Double Window East 15.0 x 0.5900 x 35.0 = 310 ' Double Window East 8.2 x 0.5600 x 35.0 160 Double Window East 10.0 x 0.5600 x 35.0 196 Double Window East 15.0 x 0.5900 x 35.0 = 310 Double Window East 15.0 x 0.5900 x 35.0 = 310 ' Double Window East 5.3 x 0.5900 x 35.0 108 Double Window South 27.4 x 0.5600 x 35.0 537 Double Window West 27.4 x 0.5600 x 35.0 = 537 Double Window East 21.9 x 0.5600 x 35.0 = 429 ' Double Skylight Horizontal 5.4 x 0.6800 x 35.0 = 129 Double Skylight Horizontal 5.4 x 0.6800 x 35.0 = 129 Double Skylight Horizontal 5.4 x 0.6800 x 35.0 = 129 Double Skylight Horizontal 3.3 x 0.6800 x 35.0 = 80 ' Double Skylight Horizontal 3.3 x 0.6800 x 35.0 = 80 Double Skylight Horizontal 3.3 x 0.6800 x 35.0 = 80 Double Skylight Horizontal 3.3 x 0.6800 x 35.0 = 80 Double Skylight Horizontal 3.3 x 0.6800 x 35.0 80 ' Double Skylight Horizontal 3.3 x 0.6800 x 35.0 80 Double Skylight Horizontal 4.0 x 0.6800 x 35.0 = 95 Double Skylight Horizontal 17.0 x 0.6800 x 35.0 = 405 Double Skylight Horizontal 18.0 x 0.6800 x 35.0 = 428 ' CONDUCTIVE TOTAL FOR GLAZING SURFACES 23673 ' SOLAR HEAT GAIN: Note: SCapprox = SHGC / 0.87 Shading Heat --------Description _------- Area Orientation (sf) SHGF Coeff. SCapprox (Btuh) Gain Double -------- Window ------------- South ------ 3.0 ---- x 32 x ------- 0.537 = 52 Double Window South 40.0 x 32 x 0.537 = 687 Double Window South 24.8 x 32 x 0.537 = 425 Double Window South 19.5 x 32 x 0.537 335 Double Window South 32.5 x 32 x 0.537 558 Double Window South 15.0 x 32 x 0.537 = 258 Double Window South 40.0 x 32 x 0.537 = 687 Double Window South 21.0 x 32 x 0.537 361 ' Double Window South 42.0 x 32 x 0.537 721 Double Window South 21.0 x 32 x 0.537 = 361 Double Window West 20.0 x 73 x 0.537 = 783 Double Window West 4.1 x 73 x 0.537 162 Double Window West 4.1 x 73 x 0.537 162 Double Window West 10.3 x 73 x 0.537 = 403 Double Window West 34.0 x 73 x 0.537 = 1332 ' Double Window West 12.0 x 73 x 0.537 = 469 HVAC SIZING Page 6 HVAC Project Title.......... MCINTOSH.DANFORTH.RES Date..11/01/04 14:19:03 ' I MICROPAS6 v6.01 File -24645A2 Wth-CTZ15S92 Program -HVAC SIZING User#-MP0207 ------------------------------------------------------------- User-Madlin's Enterprises Run -PERMIT CALC LOW E Double Window West 28.0 x 73 x 0.537 1097 Double Window West 10.3 x 73 x 0.537 - 403 Double Window West 34.0 x 73 x 0.537 = 1332 Double Window West 5.5 x 73 x 0.537 = 215 Double Window West 6.8 x 73 x 0.537 264 ' Double Window North 8.5 x 15 x 0.537 68 Double Window North 34.0 x 15 x 0.537 = 274 Double Window North 7.0 x 15 x 0.537 = 56 ' Double Window North 28.0 x 15 x 0.537 225 Double Window North 8.5 x 15 x 0.537 68 Double Window North 34.0 x 15 x, 0.537 = 274 Double Window North 27.4 x 15 x 0.537 = 220 ' Double Window North 288.0 x 15 x 0.537 2318 Double Window North 6.0 x 15 x 0.537 48 Double Window West 6.8 x 73 x 0.537 = 264 Double Window North 8.5 x 15 x 0.537 = 68 ' Double Window North 24.0 x 15 x 0.537 193 Double Window North 7.0 x 15 x 0.537 - 56 Double Window North 28.0 x 15 x 0.537 = 225 ' Double Double Window Window North North 8.5 34.0 x x 15 15 x x 0.537 0.537 68 274 Double Window East 15.0 x 73 x 0.537 = 588 Double Window East 8.2 x 73 x 0.537 = 320 ' Double Double Window Window East East 10.0 15.0 x x 73 73 x x 0.537 0.537 392 588 Double Window East 15.0 x 73 x 0.537 = 588 Double Window East 5.3 x 73 x 0.537 = 206 ' Double Double Window Window South West 27.4 27.4 x x 32 73 x x 0.537 0.537 470 1073 Double Window East 21.9 x 73 x 0.537 = 858 Double Skylight Horizontal 5.4 x 152 x 0.656 = 541 ' Double Double Skylight Skylight Horizontal Horizontal 5.4 5.4 x x 152 152 x 0.656 0.656 541 Double Skylight Horizontal 3.3 x 152 x x 0.656 = 541 334 Double Skylight Horizontal 3.3 x 152 x 0.656 = 334 ' Double Double Skylight Skylight Horizontal Horizontal 3.3 3.3 x x 152 152 x 0.656 0.656 334 Double Skylight Horizontal 3.3 x 152 x x 0.656 = 334 334 Double Skylight Horizontal 3.3 x 152 x 0.656 = 334 ' Double Double Skylight Skylight Horizontal Horizontal 4.0 17.0 x 152 152 x 0.656 0.656 399 x x 1695 Double Skylight Horizontal 18.0 x 152 x 0.656 = 1795 EXTERIOR SOLAR TOTAL (Sext) --28366- INFILTRATION: (Type: Medium) ' 59915 cuft x 0.58 ac/hr x 0.018 Btu/cuft-F x 35.0 =--21893- INTERNAL GAIN (Ig): 1.00 x ( 6 x 225.0 + 2000) = 3350 ' Dwelling Units People Appliance -------- SUBTOTAL 89049 ' DUCT HEAT GAIN: Duct Location: Attic 0.10 x 89049 = 8905 ' HVAC SIZING Page 7 HVAC Project Title.......... MCINTOSH.DANFORTH.RES Date..11/01/04 14:19.03 ' I MICROPAS6 v6.01 File -24645A2 Wth-CTZ15S92 Program -HVAC SIZING --------User#-MP0207 ------------------------------------------------------------- User-Madlin's Enterprises Run PERMIT CALC LOW E ' --97954- TOTAL HOURLY SENSIBLE HEAT GAIN 7954LATENT LATENTLOAD: 0.20 x 97954 = 19591 ' TOTAL COOLING LOAD -117545- ' , 1 i 0 Madlin's enterpfzses ' Catherine M. Madlin, Certified Energy Analyst • 760-322-5004 / 323-3644 (fax) T V V V .. Addendums and Notes . Madlin 's enterprises Catherine M. Madlin, Certified Energy Analyst • 760-322-5004 l 323-3644 (fax) ....... Title 24 Building Energy Efficiency Standards Residential Manual Excerpt RADIANT BARRIERS Introduction A radiant barri heat. Aluminu Installation of although they the em)ssion of radiant )les of u . a material. ng the cooling season, ' The Commission has approved an energy credit for radiant barriers meeting specific eligibility and installation criteria. The radiant barrier energy credit is an adjustment to the ceiling U -value when the ceiling is ' ( adjacent to an attic with a radiant barrier. The credit is automatically applied by modeling a radiant barrier in an approved computer program with this optional capability. ' ! Construction Below are the parameters for receiving credit for a radiant barrier, including criteria for the installation, ventilation and material, all of which contribute to the performance of the radiant ' barrier. Installation Installation must be in conformance with ASTM C-1158-97 (Standard Practice for Use and ' Installation of Radiant Barrier Systems (RBS) in Building Construction.), ASTM C -727- 90(1996)e1 (Standard Practice for Installation and Use of Reflective Insulation in Building Const ructiors.), ASTM C- I 13-975 (Standard Specification for Sheet radiant Barriers for Buildi g Construction Applications), and ASTM C-1224-99 (StarFord Specification for ' Reflective InsutOn or Bpi ding A _plications arh radian barrier must. be securely i stalled in a permra nk an .er wit -th sin ide IlTo i t rd t a is oo r(? ' Radia t e ( u It a ill tall 11 d to- e o f tr ss -r - rs fi c o ds n n #-th fol o. n ' methods, with the ma`tenal: - 1. Draped over the truss/rafter ( the top chord) before the upper roof deck is installed. 2. Spanning between the truss/rafters (top chords) and secured (stapled) to each side. 3. Secured (stapled) to the bottom surface of the truss/rafter (top chord). A minimum air space must be maintained between the top surface of the radiant barrier and roof decking of not less than 1.5 inches at the center of the truss/rafter span. ' • P.O. Box 1443 v Palm Springs, Ca 92263-1443 v E-mail. Cmadlin@aol.com • 11. 11 Marlin's Enterprises — Addendums & Notes 4. Attached [laminated] directly to the underside of the roof decking. The radiant barrier must be laminated and perforated by the manufacturer to allow moisture/vapor transfer through the roof deck. The radiant barrier must be installed to cover all gable end walls and other vertical surfaces in the attic. Ventilation The attic mus 1. Conform t 2. Provide a each 150 n t les tha ne square foo50f ent area for 3. Provide no less than 30 percent upper vents. (Ridge vents or gable end vents are recommended to achieve the best performance. The material should be cut to allow for full air flow to the venting.) The radiant barrier (except for radiant barriers laminated directly to the roof. deck) must be installed to: 1. Have a minimum gap of 3.5 inches between the bottom of the radiant barrier and the top of the ceiling insulation to allow ventilation air to flow between the roof decking and the top surface of the radiant barrier. 2. Have a minimum of six (6) inches (measured horizontally) left at the roof peak to allow hot air to escape from the air space between the roof decking and the top surface of the radiant barrier. ter spaces where ceilings are applied directly to the underside of ce of 1 inch must be provided between the radiant barrier and , and ventilation must be providedpor each rafter space. Vents )e toer, endsof-t a eR�losed aft ace. (IV Q) • The emissivity of the radiant barrier must b less than or equal to 0.05as tested in accordance with ASTM C-1371-98 orAST JE408-7(1996)e1. • The product must meet all requirements for California certified insulation material [radiant barriers] of the Department of Consumer Affairs, Bureau of Home Furnishings and Thermal Insulation. Madlin's Enterprises — Addendums & Notes ' Note; Aluminum will deteriorate or corrode in the presence of alkaline materials. Unless the aluminum foil is protected by waterproofed paper or plastic coating, keep, it from coming into direct contact with anything alkaline, such as masonry surfaces. . Inspection ' If a radiant barrier was used for compliance credit, check the installation guidelines provided above for the builder. Especially critical are the ventilation and air space requirements that enable the radiant barrier to perform as expected. CEC Title 24 a Idem ialesi.g nAan , 7 I I Ar 001 -hod Figure 3-2: M thbds r j tallat'o f r Ra is t arner i I 1 r I i t Air Rad Ban Insu J Roof Decking Roof Decking Air Rafter Rad Bari Insu 11ENRadiant 1 Barrier 0® 1 1 10`t Insulation A. Joist ® ® EM -M NW14 1 i Method 3: Radiant Barrer Attached to Bottom of Truss/Rafter Method 2: Radiant Barrier Attached Between Truss/Rafters Roof Decking Rafter Method 4: Radiant Barrer Attached to Underside of Roof Deck Rafter Madlin s 1 enterprises — Catherine M. Madlin, Certified Energy Analyst . 760-322-5004 / 323-3644 (fax) ....... Title 24 Building Energy Efficiency Standards Residential Manual Excerpt I THERMOSTATIC EXPANSION VALVES ' Thermostatic expansion valves (TXVs) or an equivalent alternative approved by the Commission are required for split system central air conditioners in some compliance methods and calculations. I# TXVs!sare required for compliance tgld verification (v'sual confirmation) by a ' certified HERS raters iajrequired. i l% HERS Raters ;� Approved HERStaters conduct #lie-fieldwerificatior1 diagnostic to ung and inspections, and provide Certificate of Field Verification and Diagnostic Testing (CF -4R) forms or notification that corrective actions are needed. HERS raters must be independent of both the builder and sub- contractor who installed the duct systems being field verified, and can have no financial interest J in making corrections to the systems. As special inspectors HERS raters can not be employed by subcontractors or parties, other than the builder, whose work they are evaluating. Building Departments Building departments consider approved HERS raters to be special inspectors. HERS raters must demonstrate competence, to the satisfaction of the building official, for the visual inspections and diagnostic testing. The building department, at its discretion, may require field ' verification testing and inspection to be conducted in conjunction with the building department's required inspections, and/or observe installer diagnostic testing and HERS rater verification in conjunction with the building department's required inspections to corroborate the results documented in installer certifications, and in the Certificate of Field Verification and Diagnostic Testing (CF -4R). i - --` V t 1 • P.O. Box 1443 • Palm Springs, Ca 92263-1443 • E-mail: Cmadlin@aol.com • �1 111 Madlin's enterpfises Catherine M. Madlin, Certified Energy Analyst • 760-322-5004 / 323-3644 (fax) ...... Title 24 Building Energy Efficiency Standards Residential Manual Excerpt l HVAC DUCT AIR LEAKAGE TESTING 1 Section 151(910- (New Section) Space conditioning ducts (Duct Sealing) ! The following is neiw ri' ards language frojnIS cionay.51(f)10: O f IJVe "All supply ducts n s hgr a" di i n d spy a oir a ins}tl $d to a mi i m installed level of R4.2 ancj JJ ntst u t d time in m4 i 7aidato a uir rj ents of a •tion 150(m)." "All ducts ste... —1—1 y 1 be seafed; s conformed thr-eugh# el H,erMeation and iagnostic testing in accordance with procedures set forth in the ACM Manual." 'i I In the prescriptive compliance approach for Packages C & D, and to obtain compliance credit j for sealed ducts in the performance approach, all duct systems must be sealed and duct ! leakage of less than 6% must be confirmed through field verification and diagnostic testing in ' accordance with procedures set forth in the ACM. This requirement applies to all climate zones for the prescriptive approach. ' The Energy Commission requires independent field verification of duct sealing and has designated HERS raters as the verification entity. ' The following paragraphs summarize the responsibilities of the parties involved with regard to testing and inspecting for Duct Sealing. s Builders Builders contract with an approved HERS rater who provides the builder with inspection, and diagno,I; . testing. The HES;R) rater also completes and provides frtificate of Field Verification and Di gnostic Testing (C j- forms to the builder for submittal the building department, ' and, if I e a;fi~tif'es h cbui dura# c 'rte ide%tio nee " d ro' ins h t-liorrt s 6' ply. Installe. rS Installers complete diagnostic testing required foLpompliance credit for each house, and certify testing results and that the work meets the requirements for compliance credit on the Installation Certificate, CF -6R. Installers work is then subject to field verification by approved HERS raters. I • P.O. Box 1443 v Palm Springs, Ca 92263-1443 • E-mail. Cmadlin@aol.com • 1 Madlin's Enterprises — Addendums & Notes ' HERS Raters Approved HERS raters conduct the field verification diagnostic testing and inspections, and provide Certificate of Field Verification and Diagnostic Testing (CF -4R) forms or notification that ' corrective actions are needed. HERS raters must be independent of both the builder and sub- contractor who installed the duct systems being field verified, and can have no financial interest in making corrections to the systems. As special inspectors HERS raters can not be employed . by subcontractors or parties, other than the builder, whose work they are evaluating. Building Depart nth // ' Building departmen o ider a roved HE r tars ttoo be special inspectors. HERS raters M ust demonstrate t nc - a�+sf c for f t e bu I o icial, for h isual inspections and `i gn sti e t n build n de a n 9. F ;; (9 ,h rn� t iscretion, y require field verification testi, g�an in p 6,,�be canthi �te n c r1 u � Joni th the buil in department's ' , � , �°� � � r( � y Q � ('� �� required inspections, and/o obser4e instail�r diagnostrc�es'Cing an HE ra er verification in conjunction with the building department's required inspections to corroborate the results documented in installer certifications, and in the Certificate of Field Verification and Diagnostic ' Testing (CF -4R). I V 0L U ,r" USSWO Ks'$. a 0 CompanyYou Can Truss! • 0 >-n M c 00 mZ 116 ST. ES PLACE PALM DESERT, CA 92260 JOB No.: PHONE: 760-341-2232 FAX: 760-341-2293 NA: MANUFACTURING YARD: PROJECT: 55755 TYLER STREET, THERMAL, CA. 92274 FAX: 760-399-9786 Quality Systems Management, Inc. National Testing, Inc. Origination Date: Revisio Accredited Quality Assurance / Control Agency IAS AA -583 YES NO t4etal Plate Connected Wood Truss Changes In Supervisory Personnel, Production Process Non Listed Fabricator's Audit Per AC -98 Report Number: 41030' Audit Date/Arrive/Depart: .. fid- . 2Z G 3' Is There Product Tractability Fabricator's Name: '7 Sig lo,P_K4 Location:ee ron Q Per AC -98 Does the Fabricator -have a current Agreement with the Agency for Audit? .............:.................... Yes -/ No Is the Quality System Manual, "QSM° up to date per -AC -10 & AC -98? .................................. _ Yes No Has the QSM been reviewed within a twelve month period?........................................................ ................. _ 'Yes G No_ Are materials used in Production per National'Standards & Engineers Specifications? ..::.......... Yes No_ Is an.acceptable In -House Quality Control System according to National Standards in place?.. _ ✓ : Yes No Are In -House Quality Control Inspections being conducted per National Standards? ................. -A/ _ Yes No .Is Final Inspection of the Trusses completed prior to Labeling & Shipment? .............................. _L.,- _ Yes i --Ivo Is there a System in place to deal with Non -Conforming Materials? ..............:............................. _ Yes No Are written Q.C. Inspection Reports and Agency Audits kept for at least.two years? .................. _ / _ Yes —&---'No Have any Corrective Action Requests, "CAR", been issued during this Audit? ............................ Yes No 1. Product Check. CATEGORY CONFORMING NON -CONFORM. REMARKS. Lumber Grade Joint Accuracy Is within 1/8" Plate Placemen-- — – --- O ANSI / i Pi z002 Plate Size ICC ES Plate to Wood Tolerance Is within 1132" Label Lealbilltv - Lahels on sit.. sfamnc % 1 nhele CATEGORY YES NO REMARKS Changes In Supervisory Personnel, Production Process ✓ Per AC -98 Any Test Performed or Witnessed Per AC -98 Is There Product Tractability Per AC -98 Any "CAR" Reports From Last Audit f Per AC -98 Any Shut Downs or Disruptions In Production Per AC -98 Any Samples Taken ✓ Per AC -98 Any Test / Measuring Equipment That Requires Calibration Per AC -99 Does the Final Product meet UBC /'IBC and National Standards? Required Signatures Fa for Q.C. Supervisor Auditor for National Inspection Association P.O. Fpx 3426 E -Mail. -NIAgillette@vcn.com _ (307) 685-63310 Gillette, Wyoming 82717-3426 Cellular Phone: (307) 689-5977 (307) 685-6331 Fa Page One of Two r`' 2 N N 18-3 Phone (760) 341-2232 DAN FORT H Fax # (760) 391-2293 a Q YESTER T RU S S WO RK S 78-110 MASTERS CIRCLE A Company You Can Truss! LQ TRADITIONS C . C _ LOT 68 75-110 St. Charles pl. ste-11A Palm Desert, CA. 92211 SALES REP SB DUE DATE : DSGNR/CHKR : SB / SB TC Live 20.00 psf TC Dead 24.00 psf BC Live 0.00 psf BC Dead 10.00 psf Total 54.00 psf WO# : B5827 m N Date : 2/1/2005 9:09 DurFac-Lbr 1.25 DurFac-Plt 1.25 O.C. Spacing 24.0 Design Spec CBC -01 #Tr/#Cfg : 386 / 64 a I r Job Name: DANFORTH BRG X -LOC REACT SIZE REQ'D TC 2x4 SPF 165OF-1.5E 1. 0- 1-12 1278 3.50" 1.83" BC 2x4 SPF 1650F -1.5E 2 13-10- 4 1278 3.50" 1.83" WEB 2x4 HF STUD BRG REQUIREMENTS shown are based ONLY Permanent bracing is required (by others) to c4i the truss material at each bearing prevent rotation/toppling. See BCSI 1-03 BRG HANGER/CLIP NOTE 2 HUS26 and ANSI/TPI 1. Support Connections)/Hanger(s) are FOR ADDITIONAL INSTALLATION NOTES MAX DEFLECTION (span) L/999 IN MEM 7-8 (LIVE) L= -0.10" D-- -0.16" T- -0.26" CRITICAL MEMBER FORCES: TC COMP. WR. / TENS. WR. CSI 1-2 -3450 1.25 / 331 1.60 0.42 2-3 -3132 1.25 / 276 1.60 0.30 3-4 -3132 1.25 / 276 1.60 0.30 4-5 -3450 1.25 / 331 1.60 0.42 BC COMP. DUR. / TENS. WR. CSI 6-7 -295 1.60 / 3297((1.253 0.78 7-8 -300 1.60 / 3296(1.25) 0.70 e-9 9-10 -300 L. / 3296((1.253 0.70 -295 1.60 / 3297 1.25 0.78 MB COMP.(DUR.)/ TENS. OUR. CSI utilized on this design meet or exceed the loading Imposed by the local bullding 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 dgid sheathing material directly attached, unless otherwise / 58 0.90)) 0.03 2-8 -231(0.90)/ 97 1.60) 0.08 3-e -351(1.603/ 374 0.903) 0.18 4-8 4-9 -231(0.90 / 97 1.60 0.08 / 58 0.90 0.03 3- Truss ID: A01 Plating spec ANSI/TPI - 1995 THIS DESIGN IS THE COMPOSITE RESULT OF MULTIPLE LOAD CASES. PLATE VALUES PER ICBO RESEARCH REPORT #1607. This truss is designed using the CBC -01 Code. Bldg Enclosed = Yes, Importance Factor - 1.00 Truss Location = End Zone Hurricane/Ocean LineNo Exp Category = C Bldg Length = 40.00 ft, Bi dg Width = 20.00 ft Mean roof height -16.08 ft, mph - 80 nc CBC Special Occupay, Dead Load - 12.6 psf 3-10-3 7-0-03 10--1113 14-0-0 1 2 3 4 5 3.00 695# \ / =3,0-0 4-4 1 Required bearing widths and bearing areas appl when truss not supported in a hanger. UPLIFT REACTIONS) ' Support 1 -218 lb Support 2 -218 lb --LOAD CASE #1 DESIGN LOADS ---------------- Dir L.Plf L.Loc R.Plf R.Loc LL/TL TC Vert 88.00 0- 0- 0 88.00 14- 0- 0 0.45 BC Vert 45.00 0- 0- 0 45.00 14- 0- 0 0.00 .Type... lbs X.Loc LL/TL TC Vert 315.9 7- 0- 0 1.00 TC Vert 379.0 7- 0- 0 0.00 3-4 3-4 O 8 3-8 2 THIP 1.5-3 3-8 1.5-3 3 14-M Q Q CSS/p ✓.o 4. fy^^ Gill Z i 9 (1' 2L m Cr. OF CAS rusw l ystems Plates are 20 na. unless shown b '18'(18 ga.), 'H' 18 a.) or •MX- ivX 20 pa.), posttiOnQd per Joint Details Report. ircled aces and false frame fates are osilionedyas shown above. Shin 261e stud laces to avdltl overfa vnth structural laces or sta le). I2 rJ WARNINGRead all notes on this sheet and give a copy of it to the Erecting Contractor. JIO Cust: YESTER ® This design is for an individual building component not truss system. II has been based on specifications provided by the component manufacturer WO' Dr i ve_C_b5827_L00005_300001 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 ascenain that the bads Dsgn r : SB #LC = 15 WT: 57# TR USSWORKS utilized on this design meet or exceed the loading Imposed by the local bullding 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 dgid sheathing material directly attached, unless otherwise TC Live 20.00 psf Du r Facs L=1.25 P=1.25 ® INC. (CA) noted. Bracing shown is for lateral support of components membersony to reduce buckling length. This component shall net be placed In any environment that will cause the moisture content of the to 19% TC Dead 24.00 psf Rep Mbr Bnd Rep Mbr Comp 1.00 wood exceed and/or cause connector plate corrosion. Fabricate. handle, install and brace this truss in accordance the following BC Live 0.00 psf 1.00 4445 Northpark Dr. with standards:'.loim and Cutting Detail Reports' available W output from Truswal software. 'ANSIyrPI Rep Mbr Tens 1.00 0070 Springs, CO 60907 1', WTCA V- Wood Truss Council of America Standard Design Responsibilities. BUILDING COMPONENT SAFETY INFORMATION'- BC Dead 10.00 psf O.C.Spacing 2- 0- 0 TRUSPLUS 6.0 VER: T6.4.1 (BCSI 1-03) and 13CSI SUMMARY SHEETS' by WTCA and TPI. The Truss Plate institute (TPI) Is located at 583 D'Onofdo Drive, Madison, Design Spec CBC -01 isconsin53719. The American Forest and Paper Association (AFPA)Islocated atI1111Sir Street. NW, Ste800.Washington. DC20036. TOTAL 54.00 psf DEFL RATIO: L/240 TC: L/24 Job Name: DANFORTH Truss ID: A02 Qt 3 BRG_. X -LOC REACT SIZE REQ'O 1 0- 1-12 756 3.50" 1.50" TC 2x4 SPF 165OF-1.5E BC 2x4 SPF 1650F Plating spec • ANSI/TPI - 1995 Required bearing widths and bearing areas 2 13-10- 4 756 3.50" 1.50" -1.5E WEB 2x4 HF STUD THIS DESIGN IS THE COMPOSITE RESULT OF appl when truss not supported in a hanger. BRG REQUIREMENTS shown are based ONLY on the truss material at each bearin This truss is designed using the MULTIPLE LOAD CASES. PLATE VALUES PER ICBO RESEARCH REPORT #1607. UPLIFT REACTION Su (S) pport 1 -129 lb BRC HANGER/CLIP NOTE 9 2 CBC -01 Code. Bldg Enclosed =Yes, Importance Factor 1.00 Support 2 -129 lb HUS26 Support Connection(s)/Hanger(s) are Tru ss Location = End Zone Ds n r • SB 9 . designed for horizontal loads. Hurricangeg/Ocean Line No Exp Categor = C utilized on this design meet or exceed the loading Imposed by the local building code and the particular application. The design assumes [hat the top chord TC Live 20.00 ps f Shot SEE SIMPSON CATALOG 40.0016T1 idg BldMean Lengtroof 800.00 ft is lateral braced by the roof of floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise FOR ADDITIONAL INSTALLATION NOTES he- mph 80 INC. CA ( ) noted. Bran shown is ng support of components members only to reduce buckling length. This component shall hot be placed In any environment that will cause the moisture content of the wood to exceed 19% and/or cause connector corrosion. Fabricate, handle, Install MAX DEFLECTION (span) CBC Special Occupancy, Dead Load 12.6 sf P 1.00 -/999 IN MEM 5-6 (LIVE) _ -0.05" D= -0.08" T- -0.13" RITICAL MEM(F3ORCES: (( �1M669(1�, TE295(1u60) 1-2 (BER 1669((1.253/ 295((1.603 0.48 3 C48 2T3 011 25)/ 1. C:2140(11.60)/ T1556(O1D25) 4-5 586 240 1.60 / 1556 1.25 0.44 0.44 WB COMP.(DUR.)/ TENS.(DUR.) CSI 2-5 / 168(0.90) 0.08 3-4 7-0-07-0-0 7-0-0 14 1 -0 2 3 300— 4-4 7-0-0 14-0-0 E rn 2 /69 n, p;SHIP �3G;G7 2-0 ruswal vslenns Plates are 20 pa. unless shown by "18' 18 a.),'H"(16 a.) or "MX' TWMX 20 a.), po5itiongd per Joint Details Re rt. ircletl Ates and false frame plates are ositionel7as show nabove. Shifa Nble stud fates to avoid overla with structural rates(Rep or sga le). 1/25/05 WARNINGRead all notes on this sheet and give a copy of it to the Erecting Contractor. Cust: PESTER This design Is for an individual building component not truss system. it has been based on specifications provided by the component manufacturer WO' Dri ve_C_b 5827_L00005_300001 ® and done In accordance with the current versions of TP1 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 asconain that the loads Ds n r • SB 9 #LC = 15 WT: 4 $f/ utilized on this design meet or exceed the loading Imposed by the local building code and the particular application. The design assumes [hat the top chord TC Live 20.00 ps f DU r FdC 5 L=1.25 P-1.25 TR USSWORKS is lateral braced by the roof of floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise Rep Mbr Bnd 1.15 INC. CA ( ) noted. Bran shown is ng support of components members only to reduce buckling length. This component shall hot be placed In any environment that will cause the moisture content of the wood to exceed 19% and/or cause connector corrosion. Fabricate, handle, Install TC Dead 24.00 sf P R2 Mbr Com P P 1.00 plate BC Live 0.00 p5f 4445 Northpark Dr. . and brace this truss in accordance with the following standards:'Jolnt and Cutting Detail Reports' available as output from Truswal software, Rep Mbr. Tens 1.00 IO Springs , CO Springs, 'ANSvrPI 1', wTCA 1'- Wood Truss Council of America Standard Design Responsibilities, 13UILDING COMPONENT SAFETY INFORMATION'- BC Dead 10.00 s f P aSpec 0 (BCSI 1-03) and 13CS1 SUMMARY SHEETS' by WTCA and TPI. The Truss Plate Institute (TPI) is located at 583 D'Onofdo Drive, Madison, Design CBC -01 R TRUSPLUS 6.0 VER: T6.4.1 : T6 isconsin53719. The American Forest and Paper Association (AFPA)Islocatedat11111gin Street,NW,Ste800,Washington,DC20036. TOTAL 54.00 psf DEFL RATIO: L/240 TC: L/24 Job Name: DANFORTH Truss ID: B01 Qty: 6 BRG. X -LOC REACT SIZE RE 'D.. 1 O- TC 2x4 SPF 16SOF-1.5E Plating spec • ANSI/TPI - 1995 Required bearing widths and bearing areas 1-12 7S6 3.50" 1.50" 2 13-10- 4 756 3.50" 1.50" BC 2x4 SPF 165OF-1. SE WEB 2x4 HF STUD THIS DESIGN IS THE COMPOSITE RESULT OF MULTIPLE apply when truss not supported in a hanger. BRG REQUIREMENTS shown are based ONLY Lumber shear allowables are per NDS. LOAD CASES. PLATE VALUES PER ICBO RESEARCH REPORT #1607. UPLIFT REACTION(S) • Support 1 -128 lb on the truss material at each bearing BRG HANGER/CLIP NOTE This truss is designed using the g 9 WT • Support 2 -131 lb 2 HUS26 CBC -01 Code. = _ Support Connection(s)/Hanger(s) are Bldg Enclosed - Yes, Importance Factor = 1.00 TC Live 20.00 psf Dur Fac s L=1.25 P=1.25 not designed for horizontal loads. Truss Location = End Zone Hurricane/Ocean Line No Exp Category - C Rep Mbr Bnd SEE SIMPSON CATALOG FOR ADDITIONAL INSTALLATION NOTES Bldg Length = 40.00 ft, Bjdg Width = 20.00 ft noted. Bracing shown is for lateral support or components members only to reduce buckling length. This component. shall not be placed In any TC Dead 24.00 psf MAX DEFLECTION (span) • Mean roof height - 16.25 ft, mph 80 INC.CA i ) environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, Install ME L/999 IN M 4-5 (LIVE) CBC Special Occupancy, Dead Load 12.6 psf 4445 Northpark Dr. L- -0.13" D= -0.22" T- -0.35" Rep Mbr Tens 1.00 CRITICAL MEMP. BER FORCES: 'ANSUiPl1',WTCAV-WoodTrussCouncilofAmericaStandardDesignResponsibilities,13UILDINGCOMPONENTSAFETYINFORMATIOW- BC Dead 10.00 psf O.C.Spacing 1 (((( TE459(11U.60) (BCSI 1-03) and SCSI SUMMARY SHEETS' by WTCA and TPI. The Truss Plate Institute (TPI) is located at 563 D'Onofrio Drive, Madison, 1-2 1449(((1.2533/ 255((((1.6033 0 33 C11414(D1U.25)/ CBC -01 TRU SPLUS 6.0 VER: T6 . 4 . 1PNisconsin53719. The American Forest and Paper Association (AFPA) is located at 1111 191h Street, NW. Ste 800. Washington, DC 20036. 2T3 0.54 DEFL RATIO: L/240 TC: L/24 TI29<1 .60) -2_9 4-5 216 1.60 / 1332 1.25 0.62 v9<D1U60)/ 5:5 Or33 WB COMP.(DUR.)/ TENS.(WR. CSI 2-5 / SS(((0.90 0.03 - 3-5 -219(1.60)/ 1349 1.25 0.47 3-6 -733 1.25 / 152 1.60 0.13 T 2-6-0 3,li i 8-6-0 1 5-6 0 8-6-0 14-M I 8-6-0 I 6-0 5- I I 1 2 3 B 00 4-4 8-6-0 4 1 L-4 3-0-0 5-6-0 6 STUB 14-0-0 I .227 -< : 06130 07 C1 VI . ruswwaal lents Plates are 20 na. unless shown byv'18'(18 ga ) H"(16 a.) r "Mx' TWMX 20 ppa.), D0g$iliongQQ per Joint Dgtails Re orl. irGeo ares and false frame fates are positionecras shlowrl above. Shift g$bPe stud tales l0 av0i0 Ovefla Wllfl SfNCtufal tales Or Sia le). 1/25/05 WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Cust: YESTER This design Is for an Individual building component not truss system. II has been based on specifications provided by the component manufacturer WO • Dri ve_C_b5827_L00005_300001 ® and done In accordance with the current versions of TPI and AFPA design standards. No responsibility Is assumed for dimensional accuracy. Dimensions Ds • SB #LC 15 WT • are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the bads g n r = 54# utilized on this design meet or exceed the loading imposed by the local building code and the particular application. The design assumes [hat the top chord TC Live 20.00 psf Dur Fac s L=1.25 P=1.25 TRUSSWORKS is laterally braced by the roof or floor sheathing and the bottom chord Is laterally braced by a rigid sheathing material directly attached, unless athenvise Rep Mbr Bnd 1.15 noted. Bracing shown is for lateral support or components members only to reduce buckling length. This component. shall not be placed In any TC Dead 24.00 psf Rep Mbr Comp 1.00 INC.CA i ) 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 4445 Northpark Dr. and brace this truss In accordance with the following standards:Joint and Cutting Detail Reports' available as output from Truswal software, Rep Mbr Tens 1.00 Colo Springs, CO 80907 'ANSUiPl1',WTCAV-WoodTrussCouncilofAmericaStandardDesignResponsibilities,13UILDINGCOMPONENTSAFETYINFORMATIOW- BC Dead 10.00 psf O.C.Spacing 2- 0- 0 (BCSI 1-03) and SCSI SUMMARY SHEETS' by WTCA and TPI. The Truss Plate Institute (TPI) is located at 563 D'Onofrio Drive, Madison, Design Spec CBC -01 TRU SPLUS 6.0 VER: T6 . 4 . 1PNisconsin53719. The American Forest and Paper Association (AFPA) is located at 1111 191h Street, NW. Ste 800. Washington, DC 20036. TOTAL 54.00 psf DEFL RATIO: L/240 TC: L/24 Job Name: DANFORTH Truss ID: B02 Qty: 3 BRG X -LOC REACT SIZE REQ'D TC 2x4 SPF 165OF-1.SE Plating spec • ANSI/TPI - 1995 UPLIFT REACTION (S) 1- 0- 1-12 1738 3.50" 1.50" BC 2x8 DFL #1 & Btr. THIS DESIGN I5 THE COMPOSITE RESULT OF Support 1 -287 lb 2 16-10- 4 5121 3.50" 1.82" WEB 2x4 HF STUD MULTIPLE LOAD CASES. Support 2 -847 lb BRG REQUIREMENTS shown are based ONLY Lumber shear allowables are per NDS. PLATE VALUES PER ICBG RESEARCH REPORT #1607. This truss is designed using the on the truss material at each bearing Permanent bracing is required (by others) to+ + + + + + + + + + + + + + + + + + + + + + CBC -01 Code. MAX DEFLECTION (span) • prevent rotation/toppling. See SCSI 1-03 Nail pattern shown is for PLF loads only. Bldg Enclosed - Yes, Importance Factor - 1.00 L/999 IN MEM 9-10 (LIVE) and ANSI/TPI 1. Concentrated loads MUST be distributed to Truss Location End Zone L- -0.12" D= -0.20" T= -0.31" + + + + + + + + + + + + + + + + + + + + + + each 1 e uall On multi -ply with hangers, Hurricane/Ocean Line = No Ex Categor = C CRITICAL MEMBER FORCES: P Y q Y• P Y 9 D y TC COMP. WR. / TENS.(DUR.) CSI Designed for 125 Plf drag load applied use 3' nails min. into the carrying member. Bldg Length = 40.00 ft, Bldg Width 20.00 ft i-2 -5782 1.25 / 0.14 evenly along the top chord to the chord For more than 2 ply, use additional fasten- Mean roof height 16.25 ft, mph = 80 z-3 -5299 1.25 / 0.10 0 ea. bearing (unless noted), concurrently ers as indicated from the back plys, or use CBC Special Occupancy, Dead load = 12.6 psf 3-4 -5328 1.25 / 0.26 with dead + 0 % live loads. D.F. - 1.33 an other approved detail b others ----------LOAD CASE #1 DESIGN LOADS ---------------- 4-5 -11743 1.25 / 0.95 Y PP ( Y )• Horiz. reaction - 2.1 K lbs. ea. bearing. + + + + + + + + + + + + + + + + + + + + + + Dir L.Plf L.Loc R.Plf R.Loc LL/TL BC COMP.(DUR.)/ TENS. DUR. CSI Connection (by others) must transfer equal 3-PLY1 Nail w/10d BOX, stagggered (per'NDS) TC Vert 88.00 0- 0- 0 88.00 17- 0- 0 0.45 6-7 / 5587 1.:" 0.22 load to each ply (or add-on) shown. in: TC- 2 BC- 2 WEBS- 2 **PER FOOT!" BC Vert 20.00 0- 0- 0 20.00 17- 0- 0 0.00 / ss9ol.zs o.zz ++++++++++++++++++++++ Nail in layers or from each face. T e-9 / 11125 1.25 0.48 Y Type lbs X.Loc LL/TL 9-10 / 11477 1.25 1.00 BC Vert 5023.0 14- 1- 8 0.37 we t7DMP. WR. / TENS. WR. CSI TO TRANSFER THE POINT LOAD(5) EQUALLY 2-7 -93 1.33 / 91 1.33 0.01 2-8 -755 1.33 / 277 1.60 0.05 3-8 / 2428 1.25 00.21 TO EACH PLY: 4-8 -6535(1.25)/ 0.41 CLUSTER THE BACK PLY NAILS 4-9 / 3229(1.25) 0.37 AS SPECIFIED AT EACH (POINTTLOAD dLOCATION. ALLOW 3.5 SQIN. (MIN.) PER NAIL AND DISTRI- BUTE THEM WITHIN 12" OF THE HANGER PERIMETER. OR USE AN ADEQUATE THRU BOLTED CONNECTION TO TRANSFER THE POINT LOAD EQUALLY TO EACH 55-3-11 1 3-2-5 3-2-5 5-3-11 PLY (BY OTHERS). _. 5 3 11 I 8 6 11-8-5 17 / 3 I 1 860 2 13 4 860 5 I Q kor J/O REQUIRED 3O- - TO 4-4 T3-4 3-8 T j C <i 2I 0 f2769 , 2- -0 f , MX/5-16 :2MX/5-16 gSHIP 1 : 630,'07 0-4-8 0=4_g 3-4 3-12 3-8 9-1Od 9-10d 5023# W I 17-0-0 I I 6 7 8 9 10 5-35-3-11 3-2-5 3 2-5 i 5-3-111 5-3-11 I 8-66 11-8-5 I 17-0-0 C 0 Trusw2l )Svsterlu Pialsee f2me0 aaes a e sosluo eas sh lowrfa bve Shi a' b e swA• la es to a d ope aeon er loin, D Mi's Rep rt. Cvcte tes and ffaa g 9 f tR g(n,c(D I ga es (or s le . 1/25/05 WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Cust: YESTER This design is for an Individual building component not truss system. It has been based on specifications provided by the component manufacturer WO • Dri ve_C_b 5827_L00005_)00001 ® and done In accordance with the current versions of TPI and AFPA design standards. No responsibility Is assumed for dimensional accuracy. Dimensions Ds n r : SB #LC 19 ("7T' 1D 5# are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the bads g = TC Live 20.00 psf Du r Faes L=1.25 P=1.25 utilised on this design meet or exceed the loading Imposed by the local building code and the particular application. The design assumes that the top Mord TRUSSWORKS s laterally b aced by the roof or floor sheathing and the bottom chord Is laterally braced by a rigid sheathing material directly attached, unless otherwise Re Mbr Bnd P 1.15 ® INC. (CA) noted. Bracing shown Is for lateral support of components members only to reduce buckling length. This component shall not De placed in any environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate. brica. handle. install TC Dead 24.00 psf Rep Mbr Corns 1.00 4445 Northpark Dr. and brace this truss in accordance with the following standards: Joint and cutting Detail Reports' avallable as output from Truswal software, BC Live 0.00 psf Rep Mbr Tens 1.00 Co7D Springs, CO 80907 'ANSUTPI I', WTCA V- Wood Truss Council of America Standard Design Responsibilities, 'BUILDING COMPONENT SAFETY INFORMATION'. BC Dead 10.00 psf O.C.Spacing 2- 0- 0 (SCSI 1-03) and SCSI SUMMARY SHEETS' by WTCA and TPI. The Truss Plate Institute (TPI) Is located at 583 WOnofrto Drive, Madison, Design Spec CBC -01 TRUSPLUS 6.0 VER: T6.4.1 isconsin53719. The American Forest and Paper Association (AFPA)Islocated at1111191hStreet. NW. Ste 800,Washington, DC20036. TOTAL 54.00 psf DEFL RATIO: L/240 TC: L/24 M Job Name: DANFORTH tat esfarm220 qa. unless shown '18'(18 pa.) 'H'f16,�a.lbPe sMXX ((' WMX 20 0a ), position6� per Joint Details Report. CNsI tl l fates anPlates plates are positione as sh a ove. ht g dip ales to avoid overlap vA structural plates or staple . 1/25/05 Truss ID: B03 Qty: 3 BRG -LOC REACT SIZE REQ'D TC 2x4 SPF 1650F -1.5E Plating spec • ANSI/TPI - 1995 UPLIFT REACTION(S) _X 1 1-12 976 3.50" 1.50" BC 2x4 SPF 1650F -1.5E THIS DESIGN IS THE COMPOSITE RESULT OF Support 1 -161 lb 2 16-10- 4 864 3.50" 1.50" WEB 2x4 HF STUD MULTIPLE LOAD CASES. Support 2 -142 lb B% REQUIREMENTS shown are based ONLY WEDGE 2x6 HF 165OF-1.5E PLATE VALUES PER ICBO RESEARCH REPORT #1607. This truss is designed using the on the truss material at each bearing Lumber shear allowables BC Live 0.00 psf are per NDS. CBC -01 Code. MAX DEFLECTION (span) • L/999 IN MEM 5-6 (LIVE) BC Dead 10.00 psf Rep Mb r Tens 0 C.Spacing 1.00 2- 0- ° Co)o Springs, CO 80907 of Bldg Enclosed = Yes, Importance Factor = 1.00 -0 T= -0.36" -CALM D= (SCSI 1-03) and'BCSI SUMMARY SHEETS' by WTCA and TPI. The Truss Plate Institute (TPI) Is located at 583 D'Onofrio Drive, Madison, Design Spec Truss Location = End Zone L= CR . MEMBER FORCES: FORCES: tsconsin53719. The American Forest and Paper Association (AFPA) Is located at 1111 1 gin Street. NW, Ste 800, Washington, DC 2DO36. TOTAL 54.00 psf DEFL RATIO: L/240 TC: L 24 Hurricane/Ocean Line = No Ex Cate or = C P 9 Tc COMP. WR. / TENS. DUR. CSI Bldg Length - 40.00 ft, Bldg Width - 0.00 ft 1-2 -1 '6 321((1.603 0.52 Mean roof height = 16.25 ft, mph = 80 2-3 -1843(1.25)/ 317(1.60) 0.94 CBC Special Occupancy, Dead Load = 12.6 psf BC 11.(DUR.)/ TENS.(DUR.) CSI 4-5 -248((1.603/ 1713((1.253 0.51 5-6 -248 1.60 / 1713 1.25 0.65 WB COMP.(DUR.)/ TENS. WR. CSI 2-5 / 182 0.90 0.09 8-6-0 8-6-0 0 r[ S j; e-6-° 170 O Q `� I 1 8-6-0 IZ 8-6-0 3 3 00 4-4 C) 769 T T on w rrt 10=4 :0 ?0.07 0 2-6-0 SHIP 3-4 3-4 18 °-4-8 F �l�F%% I 17-0-0 I 4 5 6 8-6-0 _ _ I 8-6 8-68 -0 17-0-0 tat esfarm220 qa. unless shown '18'(18 pa.) 'H'f16,�a.lbPe sMXX ((' WMX 20 0a ), position6� per Joint Details Report. CNsI tl l fates anPlates plates are positione as sh a ove. ht g dip ales to avoid overlap vA structural plates or staple . 1/25/05 WARNINGRead all notes on this sheet and give a copy of it to the Erecting Contractor. Cust:. YESTER This design Is for an individual building component not buss system. It has been based on specifications provided by the component manufacturer W0: Dr i ve_C_b5827_L00005_I00001 ® and done in accordance with the current versions of TPI and AFPA design standards. No responsibility Is assumed for dimensional accuracy. Dimensions Dsgn r • SB #LC = 22 WT • 59# are to be verified by the component manufacturer and/or building designer prior to fabrication. The buflding designer must ascertain that the loads TC Live 20.00 psf Du rFacs L=1. 25 P=1. 2 5 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 TRUSSWORKSis Iaterelly braced by the roof or floor sheathing and the bottom chord Is laterally braced by a rigid sheathing material directly attached, unless otherwise Rep Mb r Bnd 1.15 noted. Bracing shown is for lateral support of components members only to reduce bucldng length. This component shall not be placed in any TC Dead 24.00 psf P Rep Mb r Comp 1.00 ® INC. (CA) 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 4445 Northpark Dr. and brace this tress In accordance with the following standards: Joint and Cutting Detail Reports' avaeable as output from Truswal software, 'ANSI/TPI 1'. WTCA 1'. Wood Truss Council America Standard Design Responsibilities.'BUILDING COMPONENT SAFETY INFORMATION'- BC Dead 10.00 psf Rep Mb r Tens 0 C.Spacing 1.00 2- 0- ° Co)o Springs, CO 80907 of (SCSI 1-03) and'BCSI SUMMARY SHEETS' by WTCA and TPI. The Truss Plate Institute (TPI) Is located at 583 D'Onofrio Drive, Madison, Design Spec CBC -01 TRU SPLUS 6.0 VER: T6.4.1 tsconsin53719. The American Forest and Paper Association (AFPA) Is located at 1111 1 gin Street. NW, Ste 800, Washington, DC 2DO36. TOTAL 54.00 psf DEFL RATIO: L/240 TC: L 24 Job Name: DANFORTH WAHNINU 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 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 fabdcatlon. The building designer must ascertain that the loads utilized on this design meet or exceed the loading imposed by the local building Code and the particular application. The design assumes (hat the top chord Cust: PESTER W0: Dri ve_C_b 5827_L00005_]00001 Dsgn r - SB #LC = 15 WT: 54# Truss ID: B04 Qty: 1 BRG X-LOCREACT SIZE REQ'D TC 2x4 SPF 165OF-1.SE Plating spec • ANSI/TPI - 1995 UPLIFT REACTION(S) • 1 0- 1-12 918 3.50" 1.50" BC 2x4 SPF 165OF-1.5E THIS DESIGN IS THE COMPOSITE RESULT OF Support 1 -151 lb 2 16-10- 4 918 3.50" 1.50" WEB 2x4 HF STUD MULTIPLE LOAD CASES. Support 2 -151 lb BRG REQUIREMENTS shown are based ONLY Lumber shear allowables are per NDS. PLATE VALUES PER ICBG RESEARCH REPORT 51607. This truss is designed using the on the truss material at each bearing 4445 Northpark Dr. and brace this truss In accordance with the following standards: 'Joint and Cutting Detail Repons' available as output from Tmswal software, BC Dead CBC -01 Code. MAX DEFLECTION (span)' L/999 IN MEM 5-6 (LIVE) Rep Mb r Tens 1.00 Co)O Springs, CO 80907 Bldg Enclosed = Yes, Importance Factor = 1.00 L- -0.11" D= -0.18" T- -0.29" psf O.C.Spacing Truss Location End Zone CRITICAL MEMBER FORCES: Tc COMP.(WR. TENS.<WR. (SCSI 1-03) and SCSI SUMMARY SHEETS' by WTCA and TPI. The Truss Plate Institute (TPI) Is located at 583 O'Onofdo Drive, Madison, Hurricane/Ocean Line No Exp Category - C Bldg Length = 40.00 ft, Bldg Width = 20.00 ft / CSI 1-2 -2141(1.253/ 366(1.60 0.84 CBC -01 TRUSPLUS 6.0 VER: T6.4.1 isconsin53719. The American Forest and Paper Association (AFPA) is located at I I 11 1 Bin Street. NW, Ste 800. Washington, OC 20036. Mean roof height = 16.25 ft, mph = 80 2-3 -2141(((1.253)/ 366(((1.603 0.84 psf DEFL RATIO: L/240 TC: L/24 CBC Special Occupancy, Dead Load = 12.6 psf 1 11 CB297(D1U.60)/ T2005(1125) 4-5 297 1.60 / 2Q05 1.25 0.68 SBC 0 68 ya COMP.(DUR.)/ TENS.(DUR.) CSI 2-S / 223(0.90) 0.11 T 2-6-0 J3-4 0-4-8 8-6-0 I 8-6 8-68-6-0 17-0-0 I 8-6-0 I 8-6-0 I I 1 2 3 30 4-4 I 17-0-0 I 4 5 6 8-6-0 I 8-6 8-68 -0 17-0-0 C500'Diates andpffalse game o aates arre oosiuonebdYas show nagove. T 2- -o SHIP 0-4-8 Q?,OEE6S,0 P • L' A V, , RJ V LL) 2 69 rr1 n CL 06,'30;0' ® WAHNINU 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 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 fabdcatlon. The building designer must ascertain that the loads utilized on this design meet or exceed the loading imposed by the local building Code and the particular application. The design assumes (hat the top chord Cust: PESTER W0: Dri ve_C_b 5827_L00005_]00001 Dsgn r - SB #LC = 15 WT: 54# TC Live 20.00 psf Du r Facs L=1.25 P=1.25 TRUSSWORKS is laterally braced by the roof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing matedal directly attached, unless otherwise Rep Mb r Bnd 1.15 noted. Bracing shown is for lateral support of Components members only to reduce buckling length. This Component shall not be placed in any TC Dead 24.00 psf Rep Mb r Comp 1.00 ® INC. (CA) environmani that will cause the moisture Content of the wood to exceed 19% and/or cause Connector plate Corrosion. Fabricate, handle, installBC Live 0.00 ps f 4445 Northpark Dr. and brace this truss In accordance with the following standards: 'Joint and Cutting Detail Repons' available as output from Tmswal software, BC Dead 10.00 Rep Mb r Tens 1.00 Co)O Springs, CO 80907 'ANSInPI1', WTCA V. Wood Truss Council of America Standard Design Responsibilities,'BUILDING COMPONENT SAFETY INFORMATION'- psf O.C.Spacing 2- 0- 0 (SCSI 1-03) and SCSI SUMMARY SHEETS' by WTCA and TPI. The Truss Plate Institute (TPI) Is located at 583 O'Onofdo Drive, Madison, Design Spec CBC -01 TRUSPLUS 6.0 VER: T6.4.1 isconsin53719. The American Forest and Paper Association (AFPA) is located at I I 11 1 Bin Street. NW, Ste 800. Washington, OC 20036. TOTAL 54.00 psf DEFL RATIO: L/240 TC: L/24 Job Name: DANFORTH -6� Truss ID: B05 Qty: 1 BRIG - X -LOC REACT SIZE REQ'D TC 2x4 SPF 16SOF-1. SE Plating spec • ANSI/TPI - 1995 UPLIFT REACTION(S) • 4 1 0- 1-12 918 3.50" 1.50" BC 2x4 SPF 165OF-1.SE THIS DESIGN IS THE COMPOSITE RESULT OF Support 1 -151 lb 2 16-10- 4 918 3.50" 1.50" WEB 2x4 HF STUD MULTIPLE LOAD CASES. Support 2 -151 lb envimnment that will cause the moisture content of me wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, Install BRC REQUIREMENTS shown are based ONLY + + + + + + + + + + + + + + + + + + + + + + PLATE VALUES PER ICBO RESEARCH REPORT #1607. This truss is designed using the 4445 Northpark Dr. on the truss material at each bearing Designed for 175 Plf drag load applied psf CBC -01 Code. 2- 0- O MAX DEFLECTION (span) • evenly along the top chord to the chord Bldg Enclosed = Yes, Importance Factor - 1.00 L/999 IN MEM 6-7 (LIVE) @ ea. bearing (unless noted), concurrently Truss Location End Zone L- -0.11" D= -0.18" T- -0.29" with dead + 0 % live loads. D.F. = 1.33 Isconsin 53719. The American Forest and Paper Association (AFPA) is located at 1111 191h Street, NW, Ste 800, Washington, DC 20036. Hurricane/Ocean Line - No Exp Category = C UtTC COMP. MEltaER Foftces: TC IXI2. / TENS.<Wft. CSI Horiz. reaction - 3.0 K lbs. ea. bearing. Bld Len th = 40.00 ft, Bid Width = 20.00 9 9 ft -2511 1-z -2S 11 l.zs / 461 1.60 0.37 Connection (by others) must transfer equal Mean roo height - 16.25 ft, mph = 80 2-3 -2330 1.33 / 314 I. 0.22 load to each ply (or add-on) shown. CBC Special Occupancy, Dead Load = 12.6 psf 3-4 -23301.33 / 3141.60 0.22 4-5 -2511 1.25 / 461 1.60 0.37 ++++++++++++++++++++++ BC COMP. WR. / TENS. DUR. CSI 6-7 -577 1.33 / 3557 1.33 0.71 7-8 -577 1.33 / 3557 1.33 0.71 N8 COMP.OUR./ TENS. IR CSI 2-7 -8931.33/ 180 1.33 0.33 3-7 -32160/ 510 1.25 0.18 4-7 -89311:331/ 180 1.33 0.33 T 2- -0 3-6 0-4-8 4-4 8-68-6 8-6-00 8-6-0----] 17-0-0 AA vH;}'4�, I`'0�e �LU 769 f� ^. 000/07 2-6-0 \sing, CNi\- SHI� CA��F�� 04-8 1125/05 ® -6� 12-3-13 04 I 8-6-08-6-0 I P=1.25 TRUSSWORKS 1 2 3 4 5 3� 00 1.15 noted. Bracing shown Is for lateral support of components members only to reduce buckling length. This component shall not be planed In any 4-4 8-68-6 8-6-00 8-6-0----] 17-0-0 AA vH;}'4�, I`'0�e �LU 769 f� ^. 000/07 2-6-0 \sing, CNi\- SHI� CA��F�� 04-8 1125/05 ® WARNINGRead 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 a=rdance 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 fabricalbn. The building designer must b main that the bads uliliied on this design meet or exceed the loading imposed by the brat building code and the particular application. The design assumes That the top chord Cust: YESTER W0: Dri ve_C_b5827_L00005_] 00001 Dsgn r : SB #LC = 19 WT. 67# TC Live 20.00 psf Du rFaes L-1.25 P=1.25 TRUSSWORKS is laterally braced by the roof or floor sheathing and the bottom chord is laterally braced by a rtgb sheathing material directly attached, unless otherwise TC Dead 24.00 psf Rep Mb r Bnd 1.15 noted. Bracing shown Is for lateral support of components members only to reduce buckling length. This component shall not be planed In any Rep Mb r Comp 1.00 INC. CA ® i envimnment that will cause the moisture content of me wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, Install BC Live ' 0.00 psf Rep Mbr Tens 1.00 4445 Northpark Dr. and brace this truss b accordance with the following standaros: vont and Cutting Detail Reports' avauable as output from T uswal software. 'ANSIfPI 'BUILDING BC Dead 10.00 psf 0. C 5 paSpec 2- 0- O Colo Springs, CO 80907 1', WTCA 1'- Wood Truss Council of America Standard Design Responsibilities,COMPONENT SAFETY INFORMATION'- . DeSI Spec CBC -01 (BCSI 1-03) and SCSI SUMMARY SHEETS' by WTCA and TPI. The Truss Plate Institute (TPI) is located at 583 D•Onofrio Drive, Madison, gn TRUSPLUS 6.0 VER: T6.4.1 Isconsin 53719. The American Forest and Paper Association (AFPA) is located at 1111 191h Street, NW, Ste 800, Washington, DC 20036. TOTAL 54.00 psf DEFL RATIO: L/240 TC: L/24 Job Name: DANFORTH WAKN/NU Read all notes on this sheet and give a copy of it to the Erecting Contractor. Truss ID: B06 Qty: ' 3 BRC- X -LOC REACT SIZE REQ'D TC 2x4 SPF 165OF-1. SE Plating spec • ANSI/TPI -'1995 UPLIFT REACTION(S) • 1 11- 3- 4 317 3.50" 1.50" BC 2x4 SPF 1650F-1.SE THIS DESIGN IS THE COMPOSITE RESULT OF Support 1 -69 lb #LC - 15 2 16-10- 4 317 3.50" 1.50" WEB 2x4 HF STUD MULTIPLE LOAD CASES. Support 2 -50 lb psf BRG REQUIREMENTS shown are based ONLY End verticals designed for axial loads only. PLATE VALUES PER ICBO RESEARCH REPORT #1607. This truss is designed using the is laterally braced by the roof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwiseRep on the truss material at each bearing Extensions above or below the truss profile CBC -01 Code. 1.15 MAX DEFLECTION (span) • (if an require additional consideration 24.00 Bldg Enclosed - Yes, Importance Factor - 1.00 L/999 IN MEM 3-4 (LIVE) (by others) for horiz. loads on the bldg. BC Live Truss Location - End Zone psf L- -O.OS" D- -0.08" T. -0.12" 1.00 Northpark Or. and brace this truss in accordance with the following standards: and Cutting Detail Repons' available as output from Truswal software. 'ANSI ' Hurricane/Ocean Line No Exp Category = C CRITICAL MEMBER FORCES: TC COMP.(WR.)/ TENS.(WR.) CSI O.C.Spacing 2- 0- 0 Colo Springs, CO 80907 Colo Bldg Len th - 40.00 ft, Bid Width - 9 9 9 20.00 ft 1-2 -53(1.25)/ 52(1.25) 0.43 Mean roof height - 15.77 ft, mph =12.6 80 Design p Spec 5 n CBC Special Occupancy, Dead Load = psf BC COMP.(WR. / TENS. (OUR. CSI TOTAL 54.00 psf DEFL RATIO: L/240 TC: L/24 3-4 059<<(1.60)) 0.30 COM((0.90))/ TENS 1M3 -229(018.25)/ 76(1D8.60) 0.04 - T 1.5-3 T 1-10-2 i-i% IIP 1 34 a-85-10-8 8 W 6 trr 06/ 01*07 CC 9TFOF CA1.V . 1/25/05 WAKN/NU Read all notes on this sheet and give a copy of it to the Erecting Contractor. Cust: PESTER This design is for an Individual building component rot truss system. It has been based on specifications provided by the component manufacturer W0: Dri ve_C_b5827_L00005_)00001 ® and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions Dsgn r • SB #LC - 15 WT • 20# are to be verified by the component manufacturer andlor building designer prior to fabrication. The building designer must ascertain that the bads TC Live 20.00 psf Du r Facs L=1.25 P=1.25 utilized on this design meet or exceed the loading Imposed by the local building code and the particular application. The design assumes that the top chord TRUSSWORKS is laterally braced by the roof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwiseRep Mb r Bnd 1.15 noted. Bracing shown Is for lateral support of components members only to reduce buckling length. This component shall not be placed In any TC Dead 24.00 psf Rep Mb r Comp 1.00 ®INC. (CA) envl.nm.ni that w111 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 Rep Mb r Tens 1.00 Northpark Or. and brace this truss in accordance with the following standards: and Cutting Detail Repons' available as output from Truswal software. 'ANSI ' BC Dead 10.00 psf O.C.Spacing 2- 0- 0 Colo Springs, CO 80907 Colo PI I', WTCA V. Wood Truss Council of America Standard Design Responsibilities. COMPONENT SAFETY INFORMATION- (BC51 1-03) and'BCSI SUMMARY SHEETS' by WTCA and TPI. The Truss Plate Institute (TPI) i9 located at 583 D'Onolno Onve, Madison, Design p Spec 5 n CBC -01 TRUSPLUS 6.0 VER: T6.4.1 Isconsin53719. The American Forest and Paper Association (AFPA)islocated a1117119thStreet. NW. Ste 8DO.Washington. OC20036. TOTAL 54.00 psf DEFL RATIO: L/240 TC: L/24 Job Name: DANFORTH Ci�cled I latefs a^d falserain �aaes are post I�"on W, sh(i^wrratlbve Shif�gabQe stud' la es o a� g�d�bpe°rla(IOWB� siruci�iai rales res�an'le . Truss ID: B07 Qty: 1 BRG- X -LOC REACT SIZE REQ'D TC 2x4 SPF 165OF-1.5E Plating spec • ANSI/TPI - 1995 UPLIFT REACTION(S) : This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer 1 0- 1-12 621 3.50" 1.50" BC 2x4 SPF 1650E -1.5E THIS DESIGN IS THE COMPOSITE RESULT OF Support 1 -105 lb #LC = 19 2 11- 4- 4 621 3.50" 1.50" WEB 2x4 HF STUD MULTIPLE LOAD CASES. Support 2 -114 lb P=1.25 BRG REQUIREMENTS shown are based ONLY End verticals designed for axial loads only. PLATE VALUES PER ICBO RESEARCH REPORT #1607. This truss is designed using the Mbr Bnd on the truss material at each bearing Extensions above or below the truss profile + + + + + + + + + + + + + + + + + + + + + + CBC -01 Code. Rep Mbr MAX DEFLECTION (span) ' (if any) require additional consideration Designed for 75 Plf drag load applied Bldg Enclosed = Yes, Importance Factor - 1.00 L/999 IN MEM S-6 (LIVE) (by others) for horiz. loads on the bldg. evenly along the top chord to the chord Truss Location = End Zone ' Colo Springs, CO 80907 Colo L- -0.05" D- -0.09" T- -0.14" n Sec 9 P L ea. bearing (unless noted), concurrently Hurricane/Ocean Line = No Exp Category C CRITICAL MEMBER FORCES: TC COMP. TENS. DUR. L/240 TC: L/24 With dead + 0 % live loads. D.F. - 1.33 8ld Len th - 40.00 ft, Bldg Width 20.00 9 g ft OUR CSI R. / 1-z-1447((l.zs3/ z93 `(1.603 0.20 Horiz. reaction - 0.9 K lbs. ea. bearing. Mean roof height 16.25 ft, mph = 80 2-3 -971(1.333/ 122(1.603 0.19 Connection (by others) must transfer equal CBC Special Occupancy, Dead Load 12.6 psf 3-4 -732(((1.25 / 127(((1.60 0.10 load to each ply (or add-on) shown. BC COMP.(WR.)/ TE.11j DUR.) CSI + + + + + + + + + + + + + + + + + + + + + + 5-6 -310(1.603/ 1375(1.253 0.37 6-7 -863(1.33 / 862(1.33 0.24 HB COMP.(WR.)/ TENS.<DUR. CSI 2-6 -737(1.25)/ 218(1.603 0.27 3-6 / 72 1.33 0.02 4-6 -116(1.60 / 746 1.25 0.26 4-7 -615(1.25 / 116 1.60 0.12 3- 4-8-3 4-8-3 8-6-0 I 11-6-0 3-0-0 3 30 4-4 8-6-0 11-6-0 STUB QAOF S10 t Acv n 0r Cl Ci�cled I latefs a^d falserain �aaes are post I�"on W, sh(i^wrratlbve Shif�gabQe stud' la es o a� g�d�bpe°rla(IOWB� siruci�iai rales res�an'le . 7 /1.J�V .I WARN�NGRead all notes on this sheet and give a copy of it to the Erecting Contractor. Cust: YESTER This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer W0: Dri ve_C_b 582 7_L00005_)00001 ® and done in accordance with the current versions of TPI and AFPA design standards. No responsibility Is assumed for dimensional accuracy. Dimensions Dsgn r : SB #LC = 19 WT' 50# are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads TC Live 20.00 psf Du rFacs L=1.25 P=1.25 utilized on this design meet or exceed the loading imposed by the Iota] building code and the particular application. The design assumes that the top chord TR USSWORKS is laterall braced by the roof or floor sheathing and the bottom chord Is laterally braced by a rigid sheathing material directly attached, unless otherwiseRep TC Dead 24.00 psf Mbr Bnd 1.15 noted. Brecing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed in any Rep Mbr 1.00 ® INC. (CA) environment that will cause the moisture content of the wood to exceed 19% and/or "use connector plate corrosion. Fabricate, handle. Install BC Live 0.00 psf Rep Mbr Tens Tens 1.00 Northpark Or. and bra" this ]mss In accordance with the following standards: 'Joint and Cutting Detail Reports' available as output from Truswal software, BC Dead 10.00 psf 0.C.Spacing . 2- 0- 0 Colo Springs, CO 80907 Colo •ANSI/TPI 1',WTCA1'-WoodTrussCouncilofAmericaStandardDesignResponsibilities,'BUILDINGCOMPONENT SAF ETYINFORMATION'- n Sec 9 P CBC -01 ted at 503 D'Onolrio Drive, Madison, (SCSI 1-03) and SCSI SUMMARY SHEETS' by WTCA and! TPI. The Truss Plate Institute (TPI) is located TOTAL 54.00 psf L/240 TC: L/24 TRUSPLUS 6.0 VER: T6.4.1 isconsin53719. The American Forest and Paper Association (AFPA)Islocated at117119th Street. NW. Ste 800.Washington, DC2003e. DEFL RATIO: Job Name: DANFORTH 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 and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads utilized on this design meet or exceed the loading Imposed by the local building code and the particular application. The design assumes that the top Chord Truss ID: B08 Qty: 4 BRG X -LOC REACT SIZE REQ'D TC 2x4 SPF 165OF-1.5E Platin spec • ANSI/TPI - 1995 UPLIFT REACTION(S) psf 1 0- 1-12 621 3.50" 1.50" BC 2x4 SPF 165OF-1.5E THIS DESIGN IS THE COMPOSITE RESULT OF Support 1 -105 lb 2 11- 4- 4 621 3.50" 1.50" WE 2x4 HF STUD MULTIPLE LOAD CASES. Support 2 -114 lb BC Live BffG REQUIREMENTS shown are based ONLY End verticals designed for axial loads only. PLATE VALUES PER ICBG RESEARCH REPORT ?1607. This truss is designed using the and brace this truss in accordance with the following standards:'Joint and Cueing Detail Reports available as output from Truswal software, on the truss material at each bearing Extensions above or below the truss profile psf CBC -01 Code. 2- 0- 0 MAX DEFLECTION (span) ' (if any) require additional consideration Bldg Enclosed - Yes, Importance Factor - 1.00 L/999 IN MEM 5-6 (LIVE) (by others) for horiz. loads on the bldg. TOTAL Truss Location - End Zone psf L- -O.OS" D- -0.08" T- -0.13" TC: L/24 TRUSPLUS 6.0 VER: T6.4,1 Isconsin53719. The American Forest and Paper Association (AFPA)Islocated at11/119thStreet. NW, Ste 800.Washington. DC20036. Hurricane/Ocean Line = No Exp Category = C CRITICAL MEMBER FORCES: DEFL RATIO: L/240 Bldg Length - 40.00 ft Bldg Width = 20.00 ft Tc COf1P. WR. / TENS. OUR. CSi 1-2 -1447((1.25 / 293 1.60 0.20 Mean roof height = 16.f5 ft, mph 80 2-3 -735(1.25 / 122 1.60 0.19 CBC Special Occupancy, Dead Load 12.6 psf 3-4 -712(((1.25 / 127 1.60 0.10 ' COMP. W0.. / TENS. WR. CSI sac -6 -316 1.60 / 3375 1.25 0.37 6-7 -9 1.60 / 57 1.60 0.19 MB COMP. OUR.)/ TENS. OUR. CSI 2-6 -737(1.25)/ 216 1.60 0.27 3-6 / 44 0.90 0.02 4-6 -16(1.60)/ 746 1.25 0.26 4-7 -615((1.25))/ 116 1.60 0.12 4-8-3 3-9-13 3-0-0 4-8-3 8-6-0 8-6-0 11-6-0 3-0-0 C Q 1 2 3 4 3r 00 3 4-4 CO (/ f C,7 1 3-4 1.s-3 E T 2 0 2 SHIP Ura 1- -0 \ 34 o -a 8-6-0 20 11-6-0 STUB OF CIV 1\ .® 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 and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads utilized on this design meet or exceed the loading Imposed by the local building code and the particular application. The design assumes that the top Chord Cust: YESTER W0: D ri ve_C_b S827_L00005_300001 Dsgn r : SB #LC = 15 WT • 50# TC Live 20.00 psf Du r Facs L=1.25 P=1.25 TR USSWORKS is laterally braced by the roof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwiseTC Dead 24.00 psf Rep Mbr Bnd 1.15 noted. Bracing shown is for lateral suppon of components members only to reduce buckling length. This component shall not be placed In any Rep Mbr Comp 1.00 ® INC. ) environment that will cause the moisture contentof the wood to exceed 19% and/or cause connector prate corrosion. Fabricate. hantlle. Install BC Live 0.00 psf Rep Mbr Tens 1.00 Northpark OC. and brace this truss in accordance with the following standards:'Joint and Cueing Detail Reports available as output from Truswal software, BC Dead 10.00 psf O.C.Spacing 2- 0- 0 Colo Springs, CO 80907 Colo •ANSViPIV.V4TCAV-WoodTrussCouncilofAmericaStandardDesignResponsibilities,'BUILDINGCOMPONENTSAFETYINFORMATION'• Design Spec 9 P CBC -01 (SCSI 1-03) and SCSI SUMMARY SHEETS' by WTCA and TPI. The Truss Plate Institute (TPI) Is btaletl at 583 D'Orwlrb Deva, Madison, TOTAL 54.00 psf TC: L/24 TRUSPLUS 6.0 VER: T6.4,1 Isconsin53719. The American Forest and Paper Association (AFPA)Islocated at11/119thStreet. NW, Ste 800.Washington. DC20036. DEFL RATIO: L/240 Job Name: DANFORTH Truss ID: B;49 Qty: 1 BRG- X -LOC REACT SIZE REQ'D TC 2x4 SPF 165OF-1.SE Plating spec ' ANSI/TPI - 1995 UPLIFT REACTIONS) ' TC Dead 1 0- 1-12 621 3.50 1.50 BC 2x4 SPF 1650E-1. SE THIS DESIGN IS THE COMPOSITE RESULT OF Support 1 -105 lb 2 11- 4- 4 621 3.50" 1.50" WEB 2x4 HF STUD MULTIPLE LOAD CASES. Support 2 -114 lb Rep Mb r BR, REQUIREMENTS shown are based ONLY GBL BLK 2x4 HF STUD PLATE VALUES PER ICBO RESEARCH REPORT #1607. This truss is designed using the 0.00 on the truss material at each bearing MAX DEFLECTION (span) ' End verticals designed for axial loads only. May use adequate staples for gable blocks. CBC -01 Code. and brace this truss in accordance with the following standards: Joint and Cutting Detail Repons' available as output from Truswal software. 'ANSInPI L/999 IN MEM 5-6 (LIVE) L= D= T- Extensions above or below the truss profile (if an require additional consideration BUILDING DESIGNER MUST VERIFY GABLE LOADS! [+] gable bracing required @ 58" intervals, Bldg Enclosed = Yes, Importance Factor - Truss Location End Zone 1.00 -0.05" -0.09" -0.14" CRITICAL MEMBER FORCES: (by others) for horiz. loads on the bldg. if exposed to wind load act lied to face. P "General Hurricane/Ocean Line - No Exp Categor Bldg Length 40.00 ft, Bjdg Width 0.00 C ft Tc coMP. OUR. / TENS. 1.6 c5I 1-2 -1447((1.253/ 293((1.603 0.20 + + + + + + + + + + + + + + + + + + + + + + Designed for 75 Plf drag load applied See Gable Details', C002065035. - = Mean roof height - 16.25 ft, mph 80 =12.6 TOTAL 2-3 -971(1.333/ 122(1.603 0.19 evenly along the top chord to the chord DEFL RATIO: CBC Special Occupancy, Dead Load psf 3-4 -712 1.25 / 127(1.60 0.10 @ ea. bearing (unless noted), concurrently ac COMP. OUR. / TENS. DUR. CSI with dead + 0 % live loads. D.F. a 1.33 5-6 -316 1.60 / 1375 1.25 0.37 Horiz. reaction - 0.9 K lbs. ea. bearing. 6-7 -863 1.33 / 862 1.33 0.24 Connection (by others) must transfer equal load t0 each ply (or add-on) shown. WB COMP.(WR.)/ TENS.(WR. CSI 2-6 -737(1.25)/ 218(1.6030.27 ++++++++++++++++++++++ 3-6 / 72 1.333) 0.02 4-6 -ll6 0. 1.60 / 746 1.25 26 4-7 -615 1.25 / ll6 1.60 0.12 4-8-3 4-8-3 3r 00 4-4 -3.00 11-6-0 3-4 T 2_ _D SHIP 4 n r-1 1711 U U U T 3-8 -4 8-6-0 TYPICAL PLATE: 1.5-3 7rugwyl terns P les re 20 a. unless CirCletl D ales and false fardrne Dfales are 11-6-0 STUB O.0,;SSS/Q yet q /N A rC q` 41 s v 3 R P ;6' :01 y T A. CF CA _ F ® 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 curtam 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 Wilding designer prior to fabrication. The building designer must ascelaln that the bads utilized on this design meet or exceed the loading Imposed by the local Wilding code and the particular application. The design assumes that the top chord Cust: YESTER W0: Dr i ve_C_b5827_L00005_300001 Dsgn r • SB #LC = 19 WT: 58# TC Live 20.00 psf Du r Facs L=1.25 P=1.25 TR USSWORKS Is laterally braced by the.1 or floor sheathing and the bottom chord Is laterally braced by a rigid sheathing material directly attached, unless otherwiseRep TC Dead 24.00 psf Mb r Bnd 1.15 noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed in any Rep Mb r 1.00 ®INC. CA 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 Tens Rep Mb r Tens 1.00 4445 'Or. and brace this truss in accordance with the following standards: Joint and Cutting Detail Repons' available as output from Truswal software. 'ANSInPI BC Dead 10.00 psf O. C. Spacing 2- O- 0 CD10 Springs, CO 80907 Springs, 1'. WICA l'- Wood Truss Council of America Standard Design Responsibilities, BUILDING COMPONENT SAFETY INFORMATION'- Design Spec CBC -01 TRUSPLUS 6.0 VER: T6.4.1 (SCSI 1-03) and SCSI SUMMARY SHEETS' DY WTCA and TPI. The Truss Plate institute (TPI) Is located at 683 D'Orrolrio Drive, Madison, isconsin63719. The American Forest and Paper Association (AFPA) Is located at 1111 191h Street. NW, Ste 800. Washington. DC 20036. TOTAL 54.00 psf DEFL RATIO: L/240 TC: L/24 Job Name: DANFORTH Truss ID: C01 Qty: 2 BRG_ X -LOC REACT SIZE REQ'D 1 0- 1-12 5462 3.50" 2.91" 2 20- 4- 4 5023 3.50"2.68" BRI. REQUIREMENTS shown are based ONLY on the truss material at each bearing BRG HANGER/CLIP NOTE 2 Hanger TBE- -HANGER(S) TO BE ENGINEERED Support Connection(s)/Hanger(S) are not designed for horizontal loads. MAX DEFLECTION (span) ' L/999 IN MEM 6-7 (LIVE) L= -0.20" D= -0.33" T- -0.53" CRITICAL MEMBER FORCES: TC cOMP. TENS.(OUR.) CSI 1-2 -10035 1.25 / 0.48 2-3 -9626 1.25 / 0.64 4 5 -9785 1.25 % 0.75 BC COMP.(OUR.)/ TENS. 6 / 9671 1DUR. 0.8CSI6 -7 .25 7-8 / 9399 1.25 0.83 WB COMP. DUR. / TENS. DUR. CSI 2-7 -400 1.25 / 302 1.60 0.05 3-7 / 4006 1.25 0.69 4-7 -118<1.25)/ 479 1.60 0.06 TC 2x4 SPF 165OF-1.SE BE 2x8 DFL 55 WEB 2x4 HF STUD WEDGE 2x4 SPF 16SOF-1.5E Lumber shear allowables are per NDS. Permanent bracing is required (by others) to prevent rotation/toppling. See BCSI 1-03 and ANSIPI 1. 2 -PLY. Nai w/lOd BOX, staggered (per NDS) in: TC- 2 BC- 2 WEBS- 2 "PER FOOT!** 5-2511 5-2-11 Plating spec ANSI/TPI - 1995 THIS DESIGN IS THE COMPOSITE RESULT OF MULTIPLE LOAD CASES. PLATE VALUES PER ICBO RESEARCH REPORT 51607. Loaded for 10 PSF non -concurrent BCLL.- . . . . . . . . . . . . . . . . . . . . . . Nailpattern shown is for PLF loads only. Concentrated loads MUST be distributed to eachPly. equally. On multi -ply with hangers, use 3' nails min. into the carrying member. For more than 2 ply, use additional fasten- ers as indicated fromthe back plys, or use any other approved detail (by others). ..................... . 5-0-5 1 5-0-5_ ) 10-310 -0 1515-3-5-55 -2-11 20 -s -o Required bearing widths and bearing areas Truswal Systems Plates are 20 ga. unless shown by'18'(18 ga.),'H*q(SDa.Ibor SIX'(MIX 20 pa.), Pe per Joint 111's Report. CCirclead tales and false frame prates are osilioneUU as shown above. 3Shift g e stud totes to civ ttl ove ap vn structural plates (or SW le). apply when truss not supported in a hanger. UPLIFT REACTION(S) : Support 1 -875 lb WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Support 2 -804 lb This truss is designed using the CBC -01 Code. W0: Dri ve_C_b5827_L000OS_100001 Bldg Enclosed - Yes, Importance Factor - 1.00 ® Truss location - End Zone Dsgn r' SB Hurricane/Ocean Line No,Exp Category = C WT' 131# - Bldg Length - 40.00 ft, Bdg Width = 20.00 ft are to be verined by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads Mean roof height = 16.71 ft, mph 80 Du r Facs L=1.25 CBC Special Occupancy, Dead Load = 12.6 psf --LOAD CASE #1 DESIGN LOADS ---------------- TR USSWORKSis Dir L.Plf L.Loc R.Plf R.Loc LL/TL TC Vert 88.00 0- 0- 0 88.00 20- 6- 0 0.45 BC Vert 20:00 0- 0- 0 20.00 2- 0- 0 0.00 BC Vert 398.00 2- 0- 0 398.00 20- 6- 0 0.35 ...Type... lbs X.Loc LL/TL ® INC. (CA) BC Vert 1278.0 1- 0- 0 0.37 BC Live 0.00 psf EEE I 10-3-0 1 10-3-00 2-PLYS 1 2 3 4 5 REQUIRED 3_0 TO 5-5 3-8 3-8 1278# y 1 20-6-0 6 7 81 10-3-0_ ( 10-3-0 10-3-0 20-6 -0 r rn T t i:J n 3 0 A p: r '"K/G% SHIP ,\ ` C+ I V Truswal Systems Plates are 20 ga. unless shown by'18'(18 ga.),'H*q(SDa.Ibor SIX'(MIX 20 pa.), Pe per Joint 111's Report. CCirclead tales and false frame prates are osilioneUU as shown above. 3Shift g e stud totes to civ ttl ove ap vn structural plates (or SW le). I IO J WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Cust: YESTER This design is for an Individual building component not two system. It has been based on specifications provided by the component manufacturer W0: Dri ve_C_b5827_L000OS_100001 ® and done in accordance with the current versions of TPI and AFPA design standards. No responsibility Is assumed for dimensional acmmcy. Dimensions Dsgn r' SB #LC = 16 WT' 131# - are to be verined by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads TC Live 20.00 psf Du r Facs L=1.25 P-1.25 mni2etl on this design meet or exceed the loading imposed by the local building code and the particular application. The design assumes that the top Mord TR USSWORKSis laterally braced by the roof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing material dimCity attached, unless otherwise TC Dead 24.00 psf Rep Mb r Bnd 1.00 noted. Bracing shown Is for lateral support of Components members only to reduce buckling length. This Component shall not be placed In artyComp Rep Mb r 1.00 ® INC. (CA) environment that will cause the moisture Content of the wood to exceed 19% and/or rause Connector plate Corrosion. Fabricate, handle. install BC Live 0.00 psf Tens Rep Mb r Tens 1.00 4445 Northpark Dr. and brace this two In accordance with the following standards:'uoint and Cutting Detail Reports' available as output from Truswal software. BC Dead 10.00 psf O.C.Sn 2- 0- 0 Colo Springs, CO 80907 'ANSUTPI1%VVTCAV-WoodTwoCouncilofAmericaStandardDesignResponsibilities,'BUILDINGCOMPONENTSAFETYINFORMATION'• Spec Desi n Spec 9 P CBC -01 (SCSI 1-03) antl'BCSI SUMMARY SHEETS' by WTCA and TPI. The Truss Plate Institute (TPI) is located at 583 D'Onolrlo Drive, Madison, TOTAL 54.00 psf TC: L/24 TRU SPLUS 6.0 VER: T6.4.1 isconsin53719. The American Forest and Paper Association (AFPA)Islocated at111119th Street, NW. Ste 800,Washington. OC20036. DEFL RATIO: L/240 Job Name: DANFORTH Truss ID: CO2 Qty: 1 I BRG- X -LOC REACT SIZEREQ'D 1 0- 1-12 1107 3.50" 1.59" 2 20- 4- 4 1107 3.50" 1.59" BRL REQUIREMENTS shown are based ONLY on the truss material at each bearing BRG HANGER/CLIP NOTE 2 HUS26 Support Connection(s)/Hanger(s) are not designed for horizontal loads. SEE SIMPSON CATALOG FOR ADDITIONAL INSTALLATION NOTES MAX DEFLECTION (span) ' L/999 IN MEM 6-7 (LIVE) L. -0.14" D- -0.24" T- -0.38" CRITICAL MEMBER FORCES: TC COMP. WR. / TENS. OUR CSI 1-2 -45 1.25 / 64 1.25 0.34 2-3 -1992 1.25 / 317 1.60 0.36 3-4 -1992 1.25 / 317 1.60 0.36 4-5 -45 1.25 / 64 1.25 0.34 Bc COMP.(DUR.)/ TENS.(DUI. CSI 6-7 -403(1.60)/ 2256(1.25 0.83 7-8 -403(1.60)/ 225611.25 0.83 tab COMP. WR. / TENS. WR. CSI 1-6 -199 1.25 / 103 1.60 0.04 2-6 -2402 1.25 / 429 1.60 0.92 2-7 -404 1.25 / 199 1.60 0.26 3-7 -33 1.60 / 531 1.25 0.18 4-7 -404 1.25 / 199 1.60 0.26 4-8 -2402 1.25 / 429 1.60 0.92 5-8 -199 1.25 / 103 1.60 0.04 TC 2x4 SPF 165OF-1.SE BC 2x4 SPF 165OF-1.SE WEB 2x4 HF STUD • PLATE VALUES PER ICSO RESEARCH REPORT #1607. Loaded for 10 PSF non -concurrent BCLL. This truss is designed using the CBC -01 Code. Bldg Enclosed - Yes, Importance Factor - 1.00 Truss Location = End Zone Hurricane/Ocean Line No Exp Category = C Bldg Length - 40.00 ft, Bldg width - 20.00 ft Mean roof height = 16.71 ft, mph 80 CBC Special Occupancy, Dead Load = 12.6 psf T 3-5-0 t01.5-3 -10-4 5-1_ _ 8 1 5-15 -8 ®Web bracing required at each location shown. Required bearing widthsand bearing areas See standard details (TX01087001-001 revl). apply when truss not supported in a hanger. Plating spec ANSI/TPI - 1995 UPLIFT REACTION(S)THIS DESIGN IS THE COMPOSITE RESULT OF Support 1 -177 lb MULTIPLE LOAD CASES. Support 2 -177 lb 518 ) 51___8 51 10-3-0 , 15-4 8 20-6-0 I 10-3-0 I 10-3-0 - 1 1 2 3 4 51 3 00 4-4 l 20-6-0 __-- 6 7 gl 10-3-0 10_ 10-3-0 20-6-0 20-6-0 T 3-5-0 SHIP ® WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. This design is for an indMdual building component not truss system. tl 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 yedned by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the bads utilimd on this design meet or exceed the loading imposed by the local building code and the particular application. The design assumes that the lop chord Cust: YESTER WO: D ri ve_C_b5827_L000OS_300001 Dsgn r' 56 #LC = 16 WT: 99# TC Live 20.00 psf Du r Facs L=1.25 P=1.25 TR USSYY ORKS Is lateral 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 24.00 psfComp Rep Mb r Brill 1.15 noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed in any Rep Mb r 1.00 ® INC. (CA) environment that will cause the moisture content of the wood to exceed 19x, and/or cause connector plate corrosion. Fabricate. handle. Install BC Live 0.00 psf Tens Rep Mb r Tens 1.00 4445 Dr. and brace this truss to accordance with the following standards: 'Joint and Cutting Detail Reports' availabte as output from Tmswal softwam, BC Dead 10.00 psf 2- 0- 0 Co )o Springs, CO 80907 Springs, 'ANSI/TPI V,WTCAV-WoodTrussCouncilofAmericaStandardDesignResponsibilitles,'BUILDINGCOMPONENTSAFETYINFORMATION'• Desi n S ec Design 9 P CBC -01 (SCSI 1-03) and SCSI SUMMARY SHEETS' by WTCA and TPI. The Tnru Plate Institute (TPI) Is Wceted at 583 D'Onolrio Dnve, Madison, TOTAL 54.00 psf L/24 TRUSPLUS 6.0 VER: T6.4.1 isconsin53719. The American Forest and Paper Association (AFPA) Is located at 1111 191h Street, NW. Ste 800. Washington. DC 20036. DEFL RATIO: L/240 TC: Job Name: DANFORTH 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 and AFPA design standards. No responsibility Is assumed for dimensional accuracy. Dimensions am to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads utilized on this design meet or exceed the loading imposed by the local building code and the particular application. The design assumes that the top chord Truss ID: CO3 Qty: 1 BRC - X -LOC REACT SIZE REQ'D„ TC 2x4 SPF 1650F:1 5E Web bracing required at each location shown. ® See details (TX01087001-001 revl). UPLIFT REACTION(S) • Support 1 -177 7b Rep Mb r 8nd 1 0- 1-12 1107 3.50" 1.59 BC 2 x 4 SPF 1650F-1.51 standard Plating spec ANSI/TPI - 1995 Support 2 -177 lb Rep Mb r Comp 3. 20- 4- 4 1107 3.50" 1.59" based ONLY WEB 2x4 HF STUD #1607. THIS DESIGN IS THE COMPOSITE RESULT OF This truss is designed using the Rep Mbr Tens BRG REQUIREMENTS shown are PLATE VALUES PER ICBO RESEARCH REPORT MULTIPLE LOAD CASES. CBC -01 Code. 0. C. Spac i ng on the truss material at each bearing Loaded for 10 PSF non -concurrent BCLL. + + + + . a + ♦ + + Bldg Enclosed - Yes, Importance Factor 1.00 MAX DEFLECTION (span) • L/999 IN MEM 6-7 (LIVE) TRUSPLUS 6.0 VER: T6.4.1 isconsin53719.TheAmericanForestandPaperAssociation(AFPA)Islocatedat1111191hStreet.NW,Ste800,Washington.DC20036. + + + + + + + + + + + + Designed for 75 Plf drag load applied Truss Location - End Zone L= -0.14" D= -0.24" T- -0.38" evenly along the top chord to the chord Hurricane/Ocean Line No Exp Category 40.00 ft, Bldg Width = C 20.00 ft CR3TICAL MEMBER FORCES: OUR. CSi @ ea. bearing (unless noted), concurrently Bldg Length - Mean roof height - 16.71 ft, mph 80 Tc COMP. TENS. 1-2 -223(1.333/ 233 1.33 0.34 with dead . 0 % live loads. D.F. = 1.33 CBC Special Occupancy, Dead Load = 12.6 psf 2-3 -3992(1.25)/ 317 1.60 0.36 3-4 -1992((1.253/ 317 1.60 0.36 Horiz. reaction 1.5 K lbs. ea. bearing. connection (by others) musttransfer equal 4-5 -223 1.33 / 233 1.33 0.34 load to each ply (or add-on) shown. BC comp / TENS.<DUI.) CSI + + + + + + + + + + + + + + + f + + + + + + 6-7 -403(1.603/ 2410(1.33) 0.83 ffI6. 7-8 -403(1.60 / 2410(1.33) 0.83 WB COMP. WR. / TENS. WR. CSI 1-6 -199 1.25 / 103 1.60 0.04 2-6 -2402 1.25 / 429 1.60 0.92 2-7 -473 1.33 / 199 1.60 0.30 3-7 -33 1.60 / 531 1.25 0.18 4-1 -473 1.33 / 199 1.60 0.30 4-8 -2402 1.25 / 429 1.60 0.92 5-8 -199 1.25 / 103 1.60 0.04 T 3-5-0 1.5-3 T 0-104 NSircledv21 5-15-1 5-1-88 5-1� 518 I 518 I 10-3-0 15 4-8 20-60 0-3-00-3- 1 2 3 4 5 3.00 -30 4-4 20-6-0 8 7 8 10-3-0 1 10-3 10-3-0 20-6-0 are T 3-5-0 1.5-3 SHIP 0-10-4 1' 1/25/05 ® 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 and AFPA design standards. No responsibility Is assumed for dimensional accuracy. Dimensions am to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads utilized on this design meet or exceed the loading imposed by the local building code and the particular application. The design assumes that the top chord Cust: PESTER W0: Dri ve_C_b 5827_L00005_300001 Dsg n r • SB #LC - 20 WT: 99# TC Live 20.00 psf Dur Fac 5 L=1.25 P=1.25 TR USSin/ORKS s latereny Dreced by the root or floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached. unless otherwise TC Dead 24 .00 psf Rep Mb r 8nd 1.15 noted. Bracing shown is nor laterel support of components members only to reduce bu[Iding length. TNs component shall not be paced In any 0.00 Rep Mb r Comp 1.00 ®INC. (CA) environment that will cause the moisture content of the wood to exceed 19% andfor cause connector plate corrosion. Fabricate, handle. install BC Live psf Rep Mbr Tens 1.00 4445 Northpark Dr. and brace this buss in accordance with the following standards: 'Joint and Cutting Detall Repons' available as output from Tnrswal software, 'ANSUTPII',WTCAV.WoodTrussCouncilorAmericaStandardDesignResponsibilities.'BUILDINGCOMPONENTSAFETYINFORMATION'. BC Dead 10.00 psf 0. C. Spac i ng 2- 0- 0 CBC Co7O Springs, CO 80907 (SCSI 1.03) and SCSI SUMMARY SHEETS' by WTCA and TPI. The Truss Plate Institute (TPI) is located at 583 D'Onofdo Drive, Madison, TOTAL 54.00 psf Design Spec DEFL RATIO: L/240 -01 TC: L/24 TRUSPLUS 6.0 VER: T6.4.1 isconsin53719.TheAmericanForestandPaperAssociation(AFPA)Islocatedat1111191hStreet.NW,Ste800,Washington.DC20036. rJob Name: DANFORTH Truss ID: C04 Qty: 1 1 BRC. X -LOC REACT SIZE REQ'D 1 0- 1-12 1107 3.50" 1.59" 220- 4- 4 1107 3.50" 1.59" BRG REQUIREMENTS shown are based ONLY on the truss material at each bearing MAX DEFLECTION (span) : L/999 IN MEM 7-8 (LIVE) L- -0.10" D- -0.17" T- -0.28" CRITICAL MEMBER FORCES: TC COMP.(OIIR. / TENS. DUR. CSI 1-2 -2411(1.253/ 391 1.60 0.99 2-3 -2284(((1.253)/ 404 1.60 0.43 3-4 -2294 1.25 / 403 1.60 0.43 4-5 -2426 1.2S / 395 1.60 0.99 BC 'P OUR / TENS. DUR. CSI 6-7 38(1.60 / 38 1.60 0.18 7-8 -365 1.60 / 2413 1.25 0.48 8-9 -3811.601/ 38 1.60 / 38 1.60 0.19 WB COMP. WR. / TENS. OUR. CSI 1-6 -1046 1.25 / 200 1.60 0.19 1-7 -335 1.60 / 2293 1.25 0.79 2-7 -28 1.60 / 63 0.90 0.03 3-7 -155 1.25 / 123 1.60 0.06 3-8 4-8 -144 1.25 / 122 1.60 0.05 -28 1.60 / 64 0.90 0.03 5-8 -339 1.60 / 2301 1.25 0.80 5-9 -1045 1.25 / 201 1.60 0.19 TC 2x4 SPF 165OF-1.SE BC 2x4 SPF 165OF-1.SE WEB 2x4 HF STUD PLATE VALUES PER ICBO RESEARCH REPORT #1607. Drainage must be provided to avoid ponding. This truss is designed using the CBC -01 Code. Bldg Enclosed - Yes, Importance Factor - 1.00 Truss Location - End Zone Hurricane/Ocean LineNo Exp Category = C Bldg Length = 40.00 ft, Bldg Width - 20.00 ft Mean roof height - 16.67 ft, mph = 80 CBC Special Occupancy, Dead Load - 12.6 psf T 3-4-3 t0T - X0-4 O4[PMJ=PLATE MONITOR USED -See Joint Report - Plating spec • ANSI/TPI - 1995 THIS DESIGN IS THE COMPOSITE RESULT OF MULTIPLE LOAD CASES. Loaded for 10 PSF non -concurrent BCLL. Continuous lateral bracing attached to flat TC as indicated. Lumber must be structural grade. Brace 0 24" o.c. unless noted. This design based on chord bracing applied per the following schedule: max o.c. from to TC 24.00" 6- 9- 9 12- 6- 0 UPLIFT REACTIONS) : Support 1 -177 lb Support 2 -177 lb 8-0-0. 2-3-0 1 2-3 8- z s-o--0 10-3 O 1z -s -o zo-s-o oQgpFESS!pN 11 9-11-11 2 I 4 3 1 4-6-0 I -3 Od 2-4 SEE NEW JOINT REPORT 24 I 20-6-0 - 1 6 6100 7 6100 8 610-091 6-16 0-0-0 138-0 206-0 1 rn I 2 7f'' Iv T x IDS' 0/07 3-4-3 SHIP 1 r,. OF Qv ' 1/25/05 ® WARNINGRead 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 and AFPA design standards. No responsibility Is assumed for dimensional accuracy. Dimensions are to be wrifled by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the bads utilired on this design meet or exceed the loading Imposed by the local building code and the particular application. The design assumes that the lop chord Cust: PESTER W0: Dri ve_C_b 5827_L00005_J 00001 Dsg n r • SB #LC - 16 WT: 111# ' TC Live 20.00 psf Dur Fac s L=1.25 P=1.25 TR USSWORKSis 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 24.00 psf Rep Mb r Bnd 1.15 noted. Bracing shown Is for lateral support of components members only to reduce buckling length. This component shall not be placed in any Rep Mb r 1.00 ® INC. (CA) environment that will rause the moisture content or the wood to exceed 19% and/or cause connector plate corrosion. Fabricate. handle. install BC Live 0.00 psf Tens Rep Mb r Tens 1.00 4445 Northpark Or. and brace this truss in accordance with the following standards:'.loint and Cutting Detail Reports' available as output (mm Truswal software. BC Dead 10.00 psf O.C.Spacing 2- 0- 0 CO IO Springs, CO 80907 'ANSVTPI 1', WTCA 1 -Wood Truss Council of America Stallard Design Responsibilities, EUILDING COMPONENT SAFETY INFORMATION' - Design Spec CBC -01 CSI 1-03) antl SCSI SUMMARY SHEETS' by WTCA and TPI. The Truss Plate Institute (TPI) is located at 583 D'Onolno Drive. Madison. TOTAL 54.00 psf TC: L/241 TRUSPLUS 6.0 VER: T6.4.1 isconsin 537 19. The American Forest and Paper Association (AFPA)islocated at11111gin Street, NW. SIe800,Washington. DC20036. DEFL RATIO: L/24 Job Name: DANFORTH Truss ID: C05 Qty: 2 1 BRC_ X -LOC REACT SIZE REQ'D 1 0- 1-12 2166 3.50" 1.55" 2 20- 4- 4 2166 3.50" 1.55" BRC REQUIREMENTS shown are based ONLY on the truss material at each be MAX DEFLECTION (span) : L/999 IN MEM 7-8 (LIVE) L= -0.12" D- -0.20" T- -0.32" CRITICAL MEMBER FORCES: TC COMP. WR. / TENS. DU R. CSI 1-2 -5397 1.25 / 385 1.60 0.63 2-3 -5176 1.25 / 398 1.60 0.36 3-4 -5223 1.25 / 397 1.60 0.36 4-5 -5416 1.25 / 389 1.60 0.64 BC COMP. DUR. / TENS. WR. CSI 6-7 -23 1.60 / 23 1.60 0.25 7-8 -358 1.60 / 5966 1.25 0.63 8-9 -23 1.60 / 23 1.60 0.26 WB COMP. DDR. / TENS. DUR. CSI 1-6 -2019 1.2S / 198 1.60 0.18 1-7 -329 1.60 / 5197 1.2S 0.90 2-7 -S 1.60 / 344 0.90 Hit 3-7 -948 1.25 / 104 1.60 0.10 3-8 4-8 -903 1.25 / 104 1.60 0.09 -6 1.60 / 346 0.90 H. S-8 -333 1.60 / 5215 1.25 0.90 S-9 -2016 1.25 / 198 1.60 0.18 TC 2x4 SPF 165OF-1.SE tic 2x4 SPF 165OF-1.5E WEB 2 x 4 HF STUD PLATE VALUES PER ICBO RESEARCH REPORT #1607. Drainage must be provided to avoidponding Permanent bracing is regyired (by othi ers) o prevent rotation/toppling. See BCSI 1-03 and ANSI/TPI 1. Continuous lateral bracing attached to flat TC as indicated. Lumber must be structural grade. Brace @ 24" o.c. unless noted. 2 -PLY! Nail w/10d BOX, stagggered (per NDS) in: TC- 2 BC- 2 WEBS- 2 OPER FOOTj** °f[PM]=PLATE MONITOR USED -See Joint Report" Plating spec • ANSI/TPI 1995 THIS DESIGN IS THE COMPOSITE RESULT OF MULTIPLE LOAD CASES. Nailpattern .shown is for PLF loads only. Concentrated loads MUST be distributed to eachPly. equally. On multi -ply with hangers, use 3' nails min. into the carrying member. For more than 2 ply, use additional fasten- ers as indicated fromthe back plys, or use any other approved detail (by others). + + + + + + + . + + + + + . + + + + + + + + This design based on chord bracing applied 7ruswal lertt8 Plates are 20 a. unless sf(ovm by'18"(18 ga.), "H"(16pa.Ib r'MX' MX 20 ga.), podsitioned per Joint D tails Report. Circled plates and false frame plates are ostUone as shown ave hi g e stud totes to avioid Ove a cart structural elates or sta le . per the following schedule: max o.c. from to WARNINGRead all notes on this sheet and give a copy of it to the Erecting Contractor. TC 24.00" 7-11-11 12- 6- 0 UPLIFT REACTION(S) : Support 1 -343 lb WO: Dr i ve_C_b5827_L00005_100001 Support 2 -343 lb ® This truss is designed using the Dsgn r • SB CBC -01 Code. WT' 105# Bldg Enclosed - Yes, Importance Factor - 1.00 are to be vedlied by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the bads Truss Location - End Zone Dur Fac s L=1. Hurricane/Ocean Line = No Exp Category = C ft, Bldg Width 20.00 ft Bldg Length - 40.00 Mean roof height - 16.42 ft, mph 80 TR USSWORKSIs CBC Special Occupancy, Dead Load = 12.6 psf TC Dead 24.00 psf ----------LOAD CASE #1 DESIGN LOADS ---------------- 1.00 Dir L.Plf L.Loc R.Plf R.Loc LL/TL TC Vert 88.00 0- 0- 0 88.00 8- 0- 0 0.45 TC Vert 213.58 8- 0- 0 213.58 12- 6- 0 0.45 TC Vert 88.00 12- 6- 0 88.00 20- 6- 0 0.45 BC Vert 48.54 0- 0- 0 48.54 20- 6- 0 0.00 .Type... lbs X.Loc LL/TL and brace this truss in accordance with me following standards:'Joint and Cutting Detail Reports' available as output from Troswal software, 'BUILDING TC Vert 220.0 8- 0- 0 1.00 TC Vert 264.0 8- 0- 0 0.00 Colo Springs, CO 80907 TC Vert 220.0 12- 6- 0 1.00 TC Vert 264.0 12- 6- 0-9.9Q.- CBC -01 a oo ?-3-0 0 12 2-s 6 0 o { I 7-11-11 I 7- 2-PLYS 2 3 5 REQUIRED 3 4844844 3.Oa S_A 2-10-3 3-1( 1D 0-4 1 20-6-0 6 7 8 g• 6-110 0-0 13-8 20-6-0 nr ESSIn.; o NSrn F Z W 22 9 p °30V 2-1 IP 1-L. OF CA` F 7ruswal lertt8 Plates are 20 a. unless sf(ovm by'18"(18 ga.), "H"(16pa.Ib r'MX' MX 20 ga.), podsitioned per Joint D tails Report. Circled plates and false frame plates are ostUone as shown ave hi g e stud totes to avioid Ove a cart structural elates or sta le . I2 J/O J WARNINGRead all notes on this sheet and give a copy of it to the Erecting Contractor. Cust: YESTER This design is for an Individual building component not truss system. It has been based on specifications provided by the component manufacturer WO: Dr i ve_C_b5827_L00005_100001 ® and done in accordance with the current versions of TPI and AFPA design standards. No responsibility Is assumed for dimensional accuracy. Dimensions Dsgn r • SB #LC = 15 WT' 105# are to be vedlied by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the bads TC Live 20.00 psf Dur Fac s L=1. 2 5 P=1. 2 5 ullll. on lhis design meet or exceed the loading Imposed by the local building code and the particular application. The design assumes that the lop chord TR USSWORKSIs 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 24.00 psf Rep Mb r Bnd 1.00 noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be planed in any Rep Mb r 1.00 ® INC. (CA) 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 ens Rep Mb r Tens 1.00 4445 Northpark Dr. and brace this truss in accordance with me following standards:'Joint and Cutting Detail Reports' available as output from Troswal software, 'BUILDING BC Dead 10.00 psf 0 Colo Springs, CO 80907 'ANSI/TPI V. WTCA V- Wood Truss Council of America Standard Design Responsibilities,COMPONENT SAFETY INFORMATION'- DesignaS,ec 9 P CBC -01 (SCSI 1-03) and'BCSI SUMMARY SHEETS' by WTCA and TPI. The Truss Plate Institute (TPI) Is located at 583 D'Onofrlo Drive, Madison, TOTAL 54.00 psf TC: L/24 TRUSPLUS 6.0 VER: T6.4.1 isconsin53719. The American Forest and Paper Association (AFPA) is located at 1111 1 gin Street, NW. Ste 800. Washington, DC 20036. DEFL RATIO: L/240 Job Name: DANFORTH Truss ID: D01 Qty: 2 BRG- X -LOC REACT SIZE REQ'D TC 2x4 SPF 1650F-1.SE Plating spec ' ANSI/TPI - 1995 Required bearing widths and bearing areas 1 0- 2-12 716 5.50" 1.S0" BC 2x4 SPF 1650F-1.SE THIS DESIGN IS THE COMPOSITE RESULT OF apply when truss not supported in a hanger. 2 13- 0- 4 715 5.50" 1. SO" WEB 2x4 HF STUD MULTIPLE LOAD CASES. UPLIFT REACTION(S) : 8 R REQUIREMENTS shown are based ONLY 2x6 HF 165OF-1.5E 4-1 PLATE VALUES PER ICBG RESEARCH REPORT #1607. Support 1 -133 1b' on the truss material at each bearing Lumber shear allowables are per NDS. Drainage must be provided to avoid ponding. Support 2 -125 lb BRG HANGER/CLIP NOTE + + + + + + + + + + + + + + + + + + + + + + End verticals designed for axial loads only. This truss is designed using the 2 HUS26 Designed for 125 Plf drag load applied Extensions above or below the truss profile CBC -01 Code. Support Connection(s)/Hanger(s) are evenly along the top chord to the chord (if any) require additional consideration Bldg Enclosed = Yes, Importance Factor = 1.00 not designed for horizontal loads. @ ea. bearing (unless noted), concurrently (by others) for horiz. loads on the bldg. Truss Location = End Zone SEE SIMPSON CATALOG with dead + 0 % live loads. D.F. = 1.33 Hurricane/Ocean Line No ExpCategory = C FOR ADDITIONAL INSTALLATION NOTES Horiz. reaction = 1.7 K lbs. ea. bearing. Bldg Length = 40.00 ft, Bldg Width = 20.00 ft MAX DEFLECTION (span) ' Connection (by others) must transfer equal Mean r 0 height = 16.58 ft, mph 80 f L/999 IN MEM 5-6 (LIVE) load to each ply (or add-on) shown. CBC Special Occupancy, Dead Load =12.6 psf L= -0.03" D= -0.06" T= -0.09" ++++++++++++++++++++++ CRITICAL MEMBER FORCES:TC <( 3 1-2 -857(1W. 25)/ TE115(O1U.60) 0(70 1-2 880 1.25 / 117 1.60 0.70 BC COMP. (4 1.611((OUR. / TENS. (((1.33OU1.R. CSI O0 .30 6-7 -1656(1.33)/ 1656( 0.3 S-6 -314 1.60 / 1750 1.33 0.33 WB COMP. DUR. / TENS. WR. CSI 1-4 -689 1.25 / 121 1.60 0.06 1-5 -132 1.60 / 1138 1.33 0.37 2-5 -848 1.33 / 224 1.60 0.27 2-6 -866 1.33 / 227 1.60 0.27 3-6 -130 1.60 / 1109 1.33 0.36 3-7 -691 1.25 / 133 1.60 0.13 66-8-8-8 6-6-8 6-8-8 I 13-3-0 Q , ,O r C C SIC) 71/9 1 2 3 Ci A n rr rr w .769 rr 3 8 3-4 3-4 l JJ: U i 1-¢r 3 0 1 3 SHIP sT ,V'1\• / ` Fv i 2_ -0 2-11-0 Cir Cp,1- J 5 3-7-0 3-7-0 9-10-0 1 13-3-0 STUB ® 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. II 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 andlor building designer prior to fabrication. The building designer must ascertain that the bads Will 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 Cust: YESTER W0: Dri ve_C_b 5827_L00005_300001 Dsgn r • SB #LC = 19 WT' 68# TC Live 20.00 psf Du r Facs L=1.25 P=1.25 TR USSWRKS O is laterally braced by the roof or Boor sheathing and the bottom chord Is laterally braced by a rigid sheathing material directly attached, unless otherwise Dead 24.00 psf Rep Mb r Bnd 1.15 noted. Bracing shown Is for lateral support of components members only to reduce buckling length. This component shall n6l be placed In any Rep Mb r Comp . 1.00TC ® INC. (CA) environment that will rause the moisture content of the wood to exceed 19% andlor cause Connector plate corrosion. Fabricate, handle. install BC Live 0.00 psf Rep Mb r Tens 1.00 4445 Northpark Or. and brace this truss In accordance with the following standards:'Joint and Cutting Detail Reports' available as output from Truswal software, BC Dead 10.00 psf O.C.Spacing 2- 0- 0 Co 10 Springs, CO 80907 'ANSUrPI 1', WTCA V- Wood Truss Council of America Standard Design Responsibilities. BUILDING COMPONENT SAFETY INFORMATION'. n Desi Sec 9 P CBC -01 TRUSPLUS 6.0 VER: T6.4.1 (SCSI 1-03) and SCSI SUMMARY SHEETS' by WTCA and TPI. The Truss Plate Institute (7P1) Is boated at 583 D'Onolrio Drive, Madison, isconsln5371S. The American Forest and Paper Association(AFPA) Is located at 1111191IStreet. NW. She 800,Washington, DC20036. TOTAL 54.00 psf DEFL RATIO: L/240 TC: L/24 Job Name: DANFORTH Truss ID: D02 Qty: 8 ERG - X -LOC REACT SIZEREQ'D TC 2x4 SPF 1650F-1.SE Plating spec • ANSI/TPI - 1995 Required bearing widths and bearing areas 1 0- 2-12 843 5.50" 5.50" BC 2x4 SPF 1650F-1.SE THIS DESIGN IS THE COMPOSITE RESULT OF appl when truss not supported in a hanger. Z 13- 0- 4 834 5.50" 1.50" WEB 2x4 HF STUD MULTIPLE LOAD CASES. UPLIFT REACTIONS) - BRG REQUIREMENTS shown are based ONLY BRIG BLK 2x6 HF 16SOF-1.SE PLATE VALUES PER IC80 RESEARCH REPORT #1607. Support 1 -129 lb on the truss material at each bearing Lumber shear allowables are per NDS. Drainagemust be provided to avoid ponding. Support 2 -121 lb BRC HANGER/CLIP NOTE This truss is designed using the End verticals designed for axial loads only. 2 Hangger TBE' CBC -01 Code. Extensions above or below the truss profile *HANGER( TO BE ENGINEERED Bldg Enclosed - Yes, Importance Factor = 1.00 (if an require additional consideration Support Connection(s)/Hanger(s) are Truss Location - End Zone (by others) for horiz. loads on the bldg. not designed for horizontal loads. Hurricane/Ocean Line - No,Exp Category = C MAX DEFLECTION (span) ' Bldg Length - 40.00 ft, Bdg Width - 20.00 ft L/999 IN MEM 5-6 (LIVE) Mean roof height = 16.50 ft, mph 80 L- -0.04" D= -0.09" T. -0.14" CBC Special Occupancy, Dead Load = 12.6 psf CRITICAL MEMBER FORCES: (((( 33 11 2T3-7132(0.90)/ TE105(O10.60) 0 66 1-2 776 0.90 / ll6 1.60 0.66 Sc COMP. OUR TENS TENS. (((WR1..3) CSI .22 6-7 10(1.60)/ SOO 1.25) 0.21 5-6 -295 1.60 / 1650 1.25 0.45 lv8 COMP.(WR.)/ TENS. OUR. CSI BB 1 -1121(1.25)/ 193 1.60 0.08 1-4 / 41 0.90 0.27 1-5 -112 1.60 / 829 0.90 It 0 2-5 -655 1.25 / 205 1.60 0.21 2-6 -731 1.25 / 217 1.60 0.23 3-6 -121 1.60 / 839 0.90 0.40 3-7 -792 1.25 / 128 1.60 0.156-4-3 6-10-13 V 1 6-10-13 13-3-0 1 2 3 X 6-10 3-4 4-4 T1 0-12 T SHIP C) 2- -D 2 0 ' A T + 7!!-L J 2-4 TIE ruSrcIeoVwaI i 1.5-3 4-4 4.4 2-4 '18'(18 20 9-11-12 1 13-3-0 STUB 1/2 ® WARNIN 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 and AFPA design standards. No responsibility Is assumed for dimensional accuracy. Dimensions are to be verified by the component manufacturer andror building designer prior to fabrication. The building designer must ascertain that the bads 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 Cust: YESTER W0: Dri ve_C_b 5827_L0000S_300001 Dsgn r • SB #LC = 15 WT: 68# TC Live 20.00 psf Dur Fac s L=1.25 P=1.25 TR USSWORKS 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 2400 psf . Rep Mbr Brid 1.15 noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed in any Rep Mbr 1.00 ®INC. (CA) environment that will rouse the moisture content of the wood to exceed 19%and/or cause connector plate corrosion. Fabricate, handle, install BC Live 0.00 psf Tens Rep Mbr Tens 1.00 and brace this truss Inaccordance with me following standards: 'Joint and Cutting Detail Reports' available as output from Treswal software, BC Dead 20.00 psf 0. C .Spacing 2- 0- 0 4445 Northpark Dr. Colo Springs, CO 80907 ANSUrP11,WTCA1-WoodTrussCouncilofAmericaStandardDesignResponsibilities,13UILDINGCOMPONENTSAFET'INFORMATION'- Design Spec CBC -01 (SCSI 1-03) and'BCSI SUMMARY SHEETS' by WTCA and TPI. The Truss Plate Institute (TPI) Is located at 583 D'Onofno Drive, Madison, TOTAL 64.00 psf DEFL RATIO: L/240 TC: L/24 TRU SPLUS 6.0 VER: T6.4.1 isconsin53719. The American Forest and Paper Assedation(AFPA)islocatedat11111OthStreet.NW,SteSDO.Washington.DC20036. Job Name: DANFORTH Truss ID: E01 Qty: 1 BRG X -LOC REACT SIZE REQ'D TC 2x4 SPF 1650FJ 5E Plating spec • ANSI/TPI - 1995 UPLIFT REACTION(S) - - 1 0- 1-12 619 3.50" 1.50" BC 2x4 SPF 165OF-1.5E THIS DESIGN IS THE COMPOSITE RESULT OF Support 1 -108 lb Dead 24.00 psf 2 11- 3-12 619 3.50" 1. SO" WEB 2 x 4 HF STUD MULTIPLE LOAD CASES. Support 2 -108 lb ®INC. (CA) BRG- REQUIREMENTS shown are based ONLY GBL BILK 2x4 HF STUD PLATE VALUES PER ICBO RESEARCH REPORT #1607. This truss is designed using the BC Dead 'lO.00 psf on the truss material at each bearing + + + + + + + + + + + + + + + + + + + + May use adequate staples for gable blocks. CBC -01 Code. Enclosed Yes, Importance Factor = 1.00 MAX DEFLECTION (span) Designed for 125 Plf drag load applied BUILDING DESIGNER MUST VERIFY GABLE LOADS! Bldg = L/999 IN MEM 5-6 (LIVE) evenly along the top chord to the chord[1 ] gable bracing required @ S8" intervals, Truss Location - End Zone L= -0.04" D= -0.07" T- -0.11" @ ea. bearing (unless noted), concurrently if exposed to wind load applied to face. Hurricane/Ocean Line - No Exp Category = C CRITICAL MEMBER FORCES: with dead + 0 % live loads. D.F. - 1.33 See "General Gable Details', C002065035. Bldg Length = 40.00 ft, Bldg Width 20.00 ft Tc COMP. ((WR.3/ T111jf((llt3 CSI 228 1.6600) o.ii Horiz. reaction = 1.4 K lbs. ea. bearingMean roof height = 15.96 ft, mph CBC Special Occupancy, Dead Load 12.6 80 psf 2-3 -1246(1.25)% Connection (by load to each others) must transfer equl ply (or add-on) shown. BC COMP.(DUR.)/ TENS.(WR.) CSI 4-5 -181((1.603/ 1466((1.333 0.42 ++++++++++++++++++++++ 5-6 -181 1.60 / 1486 1.33 0.42 . COMP.(OUR.)/ TENS. WR. CSI 2-5 / 114 0.90 0.05 T 1-11-0 3-4 0 3 3 5-8-12 4-4 30 11-5-8 TYPICAL PLATE: 1.5-3 5-8-12 W tia,r A '(,cFL T i' 1. m ii -Li 1-11-0 . ;:.• SHIP 0-5-13 TT i elewalpSa es a^d faases grme0 aa. unless shgW^ b '16'(18 as n- 16. aa. r -hit - I vvmh zu a ), pD m0^e er otnt u a RcpVol. C' d I fro rates are osldonedyas showrra owe. htrc g b e sW tales to av Id ove a vitt Wctural p a es ors e . WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Cust: YESTER This design is for an Individual building component not truss system. It has been based on specifications provided by the component manufacturer W0: D ri ve_C_b 5827_L00005_] 00001 ® and done in accordance with the current versions of TPI and AFPA design standards. No responsibility Is assumed for dimensional accuracy. Dimensions Dsgn r • 56 #LC = 19 WT: 43# - are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the bads utilized on this design meet or exceed the loading Imposed by the local building code and the particular application. The design assumes that the top chord TC Live 20.00 psf - - Dur Fac s L 2 5 P-1. 2 5 TR USSWORKS is laterally braced by the roof or floor sheathing and the bottom chord Is laterally braced by a rigid sheathing material directly attached, unless otherwiseTC Dead 24.00 psf Rep Mb r Bnd 1.15 noted. Bracing shown Is for lateral support of components members only to reduce buckling length. This component shall not be placed in any Rep Mb r Temp 1.00 ®INC. (CA) enNronment 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 Rep Mb r Tens 1, OO 4445 Dr. and brace this truss in accordance with the following siandards:'.loinl and Cutting Detail Reports' available as output from Truswal software, BC Dead 'lO.00 psf O.C.SpaSpec 2- 0- 0 Colo Springs, CO 80907 Springs, 'ANSI7rPl1',WTCAV-WoodTrussCouncilofAmericaStandardDesignResponsibilities,'BUILDINGCOMPONENTSAFETYINFORMATION'- Desi n Spec CBC -01 9 p (SCSI 1-03) and SCSI SUMMARY SHEETS' by WTCA and TPI. The Truss Plate Institute (TPI) is boated at 583 D'Onofrb Dnve, Madison, TOTAL 54.00 psf DEFL RATIO: L/240 TC: L/241 TRUSPLUS 6.0 VER: T6.4.1 Wisconsin 53719. The American Forest and Paper Association(AFPA)islocatedat11111ginStreet,NW.Ste800.Washington,DC20036, Job Name: DANFORTH Truss ID: E02 Qty: 7 BRIG - X -LOC REACT SIZE REQ•D TC 2x4 SPF 165OF-1.5E Plating spec ' ANSI/TPI - 1995 UPLIFT REACTION(S) • lb 1 0- 1-12 619 3.50" 1.50" BC 2x4 SPF 16SOF-1.5E THIS DESIGN IS THE COMPOSITE RESULT OF a Support 1 -108 2 11- 3-12 619 3.50" 1.50" WEB 2x4 HF STUD MULTIPLE LOAD CASES. Support 2 -108 lb BAG REQUIREMENTS shown are based ONLY This truss is designed using the PLATE VALUES PER ICBO RESEARCH REPORT #1607. on the truss material at each bearing CBC -01 Code. Rep Mb r Comp 1.00 MAX DEFLECTION (span) • Bldg Enclosed = Yes, Importance Factor = 1.00 environment that will cause lite moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate. handle. Install BC Live L/999 IN MEM 5-6 (LIVE) Truss Location = End Zone Rep Mb r Tens 1.00 L= -0.02" D- -0.04" T- -0.06" Hurricane/Ocean Line No Exp Category = C and brace mis truss in accordance with me following standards: 'Joint and Cutting Detail Reports' avallable as output from Tfuswal software, BC Dead CRITICAL MEMBER FORCES: Bldg LengJth = 40.00 ft, Bldg Width = 20.00 ft O . C. Spacing 2— Q— O TC COMP. ((r(DUR.)y3/ TENS. UR CSI CSI Mean red, height = 15.96 ft, mph = BD 'VNSUTPI I', WTCA 1'- Wood Truss Council of America Standard Design Responsibilities,'BUILDING COMPONENT SAFETY INFORMATION'- 2-3 -1246 (1.25)% 228 1.60 00:31 CBC Special Occupancy, Dead Load = 12.6 psf Deslgn Spec CBC -01 Tll52(1U25) CSI 1.03) and 13CS1 SUMMARY SHEETS' by WTCA and TPI. The Truss Plate Institute (TPI) is located at 583 WOmofrio Drive, Madison, The American Forest and Paper Association (AFPA)islocated at111119thStreet, NW, She 800,Washington. DC20036. TOTAL 4-5 181 1.60 / 1152 1.25 0.25 DEFL RATIO: L/240 TC: L/241 586 -181(1U60)/ OC25 WB COMP.(DUR.)/ TENS. DUR. CSI 2-5 / 114 0.90 0.05 3r 00 5-8-12 4-4 =3.0 11-5-8 REMN '18'(18 11-5-8 rl `lY JJIQ ✓ 4(, Z• C/)/:. lrnrn s •` 1-11-0( 4 ZIP 0T 4r^ r V- ® WARNINGRead 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 and AFPA design standards. No responsibility Is assumed for dimensional accuracy. Dimensions st are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer muascertain that the bads utilized on this design meet or exceed the loading imposed by the local building code and the particular application. The design assumes (hal the top chord Cust: YESTER W0: Dri ve_C_b5827_L00005_300001 Dsg n r • 56 #LC = 15 WT: 37# TC Live 20.00 psf Dur Fac s L=1. 25 P=1. 2 5 TR USSWORKS is laterally braced by the roof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwiseTC Dead 2400sf .p Rep Mb r Bnd 1.15 noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed in any Rep Mb r Comp 1.00 ® INC. (CA) environment that will cause lite moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate. handle. Install BC Live 0.00 psf Rep Mb r Tens 1.00 4445 Northpark Dr. and brace mis truss in accordance with me following standards: 'Joint and Cutting Detail Reports' avallable as output from Tfuswal software, BC Dead 10.00 P sf O . C. Spacing 2— Q— O Colo Springs, CO 80907 'VNSUTPI I', WTCA 1'- Wood Truss Council of America Standard Design Responsibilities,'BUILDING COMPONENT SAFETY INFORMATION'- Deslgn Spec CBC -01 TRUSPLUS 6.0 VER: T6.4.1isconsin53719. CSI 1.03) and 13CS1 SUMMARY SHEETS' by WTCA and TPI. The Truss Plate Institute (TPI) is located at 583 WOmofrio Drive, Madison, The American Forest and Paper Association (AFPA)islocated at111119thStreet, NW, She 800,Washington. DC20036. TOTAL 54.00 psf DEFL RATIO: L/240 TC: L/241 Job Name: DANFORTH WARNING Read all notes on this sheet and give a copy of it -to the Erecting Contractor. Cust: YESTER Truss ID: E03 Qty: 1 BRG- X -LOC REACT SIZE REQ'D TC 2x4 SPF 1650F -1.1E Plating spec ' ANSI/TPI - 1995 UPLIFT REACTION(S) ' 1 lb ® 1 0- 2-12 1317 5.50" 2.17" 2 11- 2-12 2966 5.50" 4.88" BC WEB 2x6 HF 1650F-1.SE 2x4 HF STUD THIS DESIGN IS THE COMPOSITE MULTIPLE LOAD CASES. RESULT OF Support -231 Support 2 -522 lb BR -6 REQUIREMENTS shown are based ONLY WEDGE 2x4 SPF 1650F -1.5E PLATE VALUES PER ICBO RESEARCH REPORT #1607. This truss is designed using the P=1. 2 5 on the truss material at each bearing + + + + + + + + + + + + + + + + + + + + + + Permanent bracing is reywired (by others) to CBC -01 Code. psf MAX DEFLECTION (span) ' Designed for 150 Plf drag load applied prevent rotation/toppling. See BCSI 1-03 Bldg Enclosed Yes, Importance Factor - 1.00 L/761 IN MEM 9-10 (LIVE) evenly along the top chord to the chord and ANSI/TPI 1. BC Live Truss Location End Zone psf L- -0.17" D= -0.29" T. -0.47" @ ea. bearing (unless noted), concurrently and brace this truss In accordance with the following standards: Joint and Cutting Detail Reports' available as output from Truswal software. •ANSIrrPI BC Dead Hurricane/Ocean Line No Exp Category - C CRITICAL MEMBER FORCES: with dead + 0 %live loads. D.F. = 1.33 t', WTCA 1'- Wood Truss Council of America Standard Design ResponsiblliUes, BUILDING COMPONENT SAFETY INFORMATION'- Bldg Length = 40.00 ft, Bldg Width 20.00 ft Tc COMP. WR. / TENS.(WI.) CSI 1-2 -3556 1.25 / 0.22 Horiz. reaction 1.7 K lbs. ea. bearin 9• (BC51 1-03) and 13CS1 SUMMARY SHEETS' Dy WTCA and TPI. The Truss Plate Institute (TPI) is bested at 583 D'Onofrb Drive, Madison, Isconsin53719. The American Forest and Paper Association (AFPA)Islocated at111119thStreet, NW. Sig 800,Washington. OC20036. TOTAL Mean roof height = 15.96 ft, mph = 80 2-3 -3688 1:21j// 0.24 Connection (by others) must transfer equal TC: L/241 CBC Special Occupancy, Dead Load = 12.6 psf 3-4 -3685 125 0.18 load to each ply (or add-on) shown. ----------LOAD CASE #1 DESIGN LOADS ---------------- 4-5 -7073 1.25/ 0.90 + + + + + + + + + + + + + + + + + + + + + + Dir L.Plf L.Loc R.Plf R.Loc LL/TL BC COMP.(DUR.)/ TENS. W0.. CSI TC Vert 88.00 0- 0- 0 88.00 11- 5- 8 0.45 6-7 / 3412 l.zs o.so BC Vert 20.00 0- 0- 0 20.00 11- 5- 8 0.00 7-a / 3456 1.z5 0.50 .Type... lbs X. Loc LL/TL 8-9 / 6629 1.25 0.69 BC Vert 1976.0 8- 0- 0 0.37 9-10 / 6891 1.25 0.72 BC Vert 1076.0 10- 0- 0 0.37 WB COMP. (DUI .)/ TENS.(DUR.) CSI 2-7 -196(1.333/ 0.03 2-8 -366(1.33 / 524 1.33) 0.11 3-8 / 1530 1.25) 0.53 4-8 -3392(1.25)/ 0.11 4-9 / 1963(1.25) 0.68 3-4-15 3-4-15 3.00 2-3-13 2-3-4 3-5-8 5-8-12 8-0-0 11-5-8 5-8-12 4 5 0 4-4 19704 10764 3-4-15 1 5-8-12 1 ' 8-0-0 11-5-8 oY Z r` v _co t1 10 r• I m T 1-11-0 1HIP QT ATE `JF�CA�" WARNING Read all notes on this sheet and give a copy of it -to the Erecting Contractor. Cust: YESTER This design Is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer W0: D ri ve_C_b5827_L00005_J 00001 ® and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions Dsgn r : SB #LC = 19 WT: 61# are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the bads TC Live 20.00 psf Du r Facs L=1.25 P=1. 2 5 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 TR USSWORKS Is lateraay 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 24.00 psf Rep Mbr Bind 1.00 noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed In any Rep Mbr Comp 1.00 ®INC. . CA environment that will rause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, Install BC Live 0.00 psf Rep Mbr Tens 1.00 4445 Northpark Or' and brace this truss In accordance with the following standards: Joint and Cutting Detail Reports' available as output from Truswal software. •ANSIrrPI BC Dead 10.00 psf O. C. Spaci ng 2- 0- 0 Colo Sp Sprinngsgs,, CO 80907 t', WTCA 1'- Wood Truss Council of America Standard Design ResponsiblliUes, BUILDING COMPONENT SAFETY INFORMATION'- Design Spec CBC -01 TRUS PLUS 6.0 VER: T6.4.1 (BC51 1-03) and 13CS1 SUMMARY SHEETS' Dy WTCA and TPI. The Truss Plate Institute (TPI) is bested at 583 D'Onofrb Drive, Madison, Isconsin53719. The American Forest and Paper Association (AFPA)Islocated at111119thStreet, NW. Sig 800,Washington. OC20036. TOTAL 54.00 psf DEFL RATIO: L/240 TC: L/241 Job Name: DANFORTH Truss ID: F01 Qtv: 2 BRG _ X -LOC REACT SIZE REQ'D 1 0- 2-12 2.970 5.50 1.50" 2 18- 9- 4 1970 5.50" 1.50" BRC REQUIREMENTS shown arebased ONLY on the truss material at each bearing MAX DEFLECTION (span) ' L/999 IN MEM 6-7 (LIVE) L= -0.07" D- -0.11" T= -0.18" CRITICAL MEMBER FORCES: TC COMP.WR. / TENS. WR. CSI 1-2 -42241.25 / 296 1.60 0.44 2-3 -45531.25 / 350 1.60 0.86 3-4 -422411.25 / 290 1.60 0.44 BC COMP.JOUR. / TENS. DUR. CSI 5-6-261.60 / 26 1.600.167 --LOAD CASE dl DESIGN LOADS ---------------- -3031.60 094 1.250.42 7-8 -3031.60 / 4394 1.2S 0.428-9 -261.60 / 26 1.60 0.14 WB COMP.IDUR. / TENS. OUR. CSI 1-S -18491.25 / 183 1.600.17 1-6 -2361.60 4089 1.250.71 2-6 -5201.25 103 1.600.05 2-7 -191.60 191 0.900.053-7-191.60 TC Vert 220.0 8- 0- 0 1.00 191 0.900.053-8 -5201.2S 103 1.600.05 4-8-2361.60 4089 1.250.71 4-9 -18491.25 / 183 1.60 0.17 TC 2x4 SPF 165OF-1.SE BC 2 x 4 SPF 1650F -1.5E WEB 2x4 HF STUD Lumber shear allowables are per NDS. Drainage must be provided to avoid ponding. Permanent bracing is required (by others) to prevent rotation/toppling. See BCSI 1-03 and ANSI/TPI 1. Continuous lateral bracing attached to flat TC as indicated. Lumber must be structural grade. Brace 0 24" o.c. unless noted. 2-PLY1 Nail w/10d BOX, stagggered (per NDS) in: TC- 2 BC- 2 WEBS- 2 f.PER FOOTj9* Platin spec ' ANSI/TPI - 1995 THIS DESIGN IS THE COMPOSITE RESULT OF MULTIPLE LOAD CASES. PLATE VALUES PER ICBO RESEARCH REPORT #1607. t + + + + + + + + + + + + + + + + + + + + + Nail pattern shown is for PLF loads only. Concentrated loads MUST be distributed to eachPly. equally. On multi -ply with hangers, use 3' nails min. into the carrying member. For more than 2 ply, use additional fasten- ers as indicated from the back plys, or use any other approved detail (by others). + + + + + + + + + + + + + + + + + + + + + + This design based onchord bracing applied WARNINGRead all notes on this sheet and give a copy of it to the Erecting Contractor. per the following schedule: 8-0 max 0.c. from to TC 24.00" 7-11-11 11- 0- 0 UPLIFT REACTION(S) ' 19-0-0 Support 1 -319 lb ® Support 2 -319 lb 7-11-11 This truss is designed using the CBC -01 Code. WT' 95# Bldg Enclosed - Yes, Importance Factor - 1.00 are to be vedfied by the component manufacturer andfor building designer prior to fabrication. The building designer must ascertain that the bads Truss Location - End Zone 20.00 Hurricane/Ocean Line No ExpCategory = C Bldg Length = 40.00 ft, Bldg Width - 20.00 ft Dur Fac 5 L=1.25 Mean roof height - 16.46 ft, mph = 80 F3 _00I CBC Special Occupancy, Dead Load =12.6 psf TR USSWORKS --LOAD CASE dl DESIGN LOADS ---------------- TC Dead Dir L.Plf L.Loc R.Plf R.Loc LL/TL TC Vert 88.00 0- 0- 0 88.00 8- 0- 0 0.45 TC Vert 213.58 8- 0- 0 213.58 11- 0- 0 0.45 TC Vert 88.00 11- 0- 0 88.00 19- 0- 0 0.45 BC Vert 48.54 0- 0- 0 48.54 19- 0- 0 0.00 .Type... lbs X.Loc LL/TL T TC Vert 220.0 8- 0- 0 1.00 3-8 T TC Vert 264.0 8- 0- 0 0.00 psf TC Vert 220.0 11- 0- 0 1.00 3-8 TC Vert 264.0 11- 0- 0 0.00 and brace this truss In accordance with the following standards:'Joint and Cutting Detail Repons' available as output from T -al software. 'ANSUTPI 1/25/05 WARNINGRead all notes on this sheet and give a copy of it to the Erecting Contractor. 8-0-0 I 3-0 8-0 8-08 -0 11-0-0 19-0-0 ® I 7-11-11 I7-11-11 #LC = 15 WT' 95# 2-PLYS 1 are to be vedfied by the component manufacturer andfor building designer prior to fabrication. The building designer must ascertain that the bads 2 20.00 4 Dur Fac 5 L=1.25 REQUIRED F3 _00I utilised 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 TR USSWORKS 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 2400sf . p 484 8 1.00 noted. Bracing shown Is for lateral suppon of components members only to reduce buckling length. This component shall not be placed in any T Rep Mb r Comp 1.00 T 2-11-0 3-8 T 0.00 psf Rep Mbr Tens 3-8 2-11-0 SHIP and brace this truss In accordance with the following standards:'Joint and Cutting Detail Repons' available as output from T -al software. 'ANSUTPI 1 10.00 psf P O.C.S acin p g 0,111 Colo Springs, CO 80907 ? Design Spec CBC -01 5-5 34 5-5 I psf 19-0-0 L/240 TC: L/24 1 5 6 7 8 9 4-9-0 9-6-0 ' 14-34-9:-0 ' 1az 1/25/05 WARNINGRead all notes on this sheet and give a copy of it to the Erecting Contractor. Cust: YESTER This design Is for an IndiNdual building component not truss system. It has been based on specifications provided by the component manufacturer W0: Dri ve_C_b 5827_L00005_)00001 ® and done in accordance with the current versions of TPI and AFPA design standards. No responsibility Is assumed for dimensional accuracy. Dimensions Dsgn r • SB ' #LC = 15 WT' 95# are to be vedfied by the component manufacturer andfor building designer prior to fabrication. The building designer must ascertain that the bads TC Live 20.00 psf Dur Fac 5 L=1.25 P=1.25 utilised 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 TR USSWORKS 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 2400sf . p Rep Mb r Bnd 1.00 noted. Bracing shown Is for lateral suppon of components members only to reduce buckling length. This component shall not be placed in any Rep Mb r Comp 1.00 ®INC 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 Rep Mbr Tens 1.00 4445 Northpark Dr. and brace this truss In accordance with the following standards:'Joint and Cutting Detail Repons' available as output from T -al software. 'ANSUTPI ea BC Dd 10.00 psf P O.C.S acin p g 2- 0- 0 Colo Springs, CO 80907 I', WTCA 1'- Wood Truss Council of America Standard Design Responsibilities, COMPONENT SAFETY INFORMATION'- Design Spec CBC -01 TRUSPLUS 6.0 VER: T6. 4. IPWIsconsin53719. (SCSI 1-03) and ECSC SUMMARY SHEETS' by WTCA and TPI. The Truss Plate Institute (TPI) Is located at 583 D'Onlofnd Drove, Madison, The American Forest and Paper Association (AFPA)Islocated at1111191hStreet. NW. Ste 800.Washington, DC20036. TOTAL 54.00 psf DEFL RATIO: L/240 TC: L/24 Job Name: DANFORTH BRG X -LOC REACTSIZE REQ'D 1 _ 0- 2-12 1026 5.50" 1.50" 2 18- 9- 4 1026 5.50" 1.50" BRG REQUIREMENTS shown are based ONLY on the truss material at each bearing MAX DEFLECTION (span) - L/999 IN MEM 6-7 (LIVE) L= -0.10" D= -0.17" T- -0.28" CRITICAL MEMBER FORCES: TC COMP.JDURj TENS. OURCSI-411.2558 1.25 0.211-17461.25 287 1.60 0.30 30 95 -17411.25% 258 1.87 1 75 0.28 BC ODMP. ((111 / TENS.((WR. CSI 07 7-8 -346(1.60)% 1913(1.25 0.70 WB COMP. OUR. / TENS.IDU CSI 1-6 -190 1.25 / 102 1.60 0.03 2-6 -2058 1.25 / 373 1.60 0.70 2-7 -291 1.25 / 167 1.60 0.16 3-7 -26 1.60 / 320 0.90 0.15 4-7 -291 1.25 / 167 1.60 0.16 4-8 -2058 1.25 / 373 1.60 0.70 5-8 -190 1.25 / 102 1.60 0.03 I " TRUSSWORKS TC 2x4 SPF 16SOF-1.5E BC 2x4 SPF 1650F -1.5E WEB 2x4 HF STUD PLATE VALUES PER IC80 RESEARCH REPORT #1607 Loaded for 10 PSF non -concurrent 8CLL. 4-9 1 z9:20- 1 Truss ID: F02 ®Web bracing required at each location shown See standard details (TX01087001-001 revl) Plating spec ' ANSI/TPI - 1995 THIS DESIGN IS THE COMPOSITE RESULT OF MULTIPLE LOAD CASES. 5 UPLIFT REACTION(S) : Support 1 -167 lb Support 2 -167 lb This truss is designed using the CBC -01 Code. Bldg Enclosed - Yes, Importance Factor - 1.00 Truss Location - End Zone Hurricane/Ocean Line No Exp Category = C Bldg Length - 40.00 ft, Sidg Width - 20.00 ft Mean roof height = 16.65 ft, mph 80 CBC Special Occupancy, Dead Load = =12.6 psf 9 6 p f 14 19-0 l 9 20 -6 1 2 3 q 5 MO 4-4 3.0 ® INC. (CA) 4445 Northpark Dr. Colo Springs, CO 80907 TRUSPLUS 6.0 VER: T6.4. a 6 9-6-0- 17 9-6-0 9 6-0 19-0-0 20 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 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 bads utiliwd on this design meet of eu ed the loading Imposed by the local building code and the particular application. The design assumes that the lop 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 buiding 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:'Joinl and Cutting Detail Reports' available as output from Tmswal software, 'ANSVTPI 11, WTCA V - Wood Truss Council of America Standard Design Responsibilities,'BUILDING COMPONENT SAFETY INFORMATION' - (BCSI 1-03) and 13CSI SUMMARY SHEETS' by WTCA and TPI. The Truss Plate Institute (TPI) Is located at 583 O'Onoldo Drive, Madison, Wisconsin 53719. The American Forest and Paper Association (AFPA) is located at 1111 191h Street, NW. Ste 800, Washington, DC 20036. 3- -9 1.5-3 SHIP T 0--1 1 1 Cust: YESTER W0: Drive_C_b5827_L00005_]00001 Dsgnr: SB #LC = 16 Wi: 93# TC Live 20.00 psf DurFacs L=1.25 P=1.25 TC Dead 24.00 psf Rep Mbr Bnd 1,15 Rep Mbr Camp 1.00 BC Live 0.00 psf Rep Mbr Tens 1.00 BC Dead 10.00 psf O.C.Spacing 2- 0- 0 Design Spec CBC -01 TOTAL 54.00 psf DEFL RATIO: L/240 TC: L/2, lJob Name: DANFORTH Truss ID: G01 Qtv: 1 BRG_ X -LOC REACT SIZE REQ'D 1 6-11- 4 452 5.50" 1.50" 2 13- 0- 4 452 5.50" 1.50" BRG REQUIREMENTS shown are based ONLY on the truss material at each bearing BRG HANGER/CLIP NOTE 1 HU526 2 HUS26 Support Connection(s)/Hanger(s) are not designed for horizontal loads. SEE SIMPSON CATALOG FOR ADDITIONAL INSTALLATION NOTES = 0.00" D= 0.00" T- -0.01" RITICAL MEMBER FORCES: TC COMP.(DUR, / TENS.(OUR.) CSI 1-2 -65(0.90 / 0.67 BC COMP. DUR. / TENS. DUR. CSI 3-4 -818 1.33 / 818 1.33 0.14 4-5 -818 1.33 / 818 1.33 0.15 WB COMP. DUR. / TENS. DUR. CSI 1-3 -426 1.33 / 77 1.60 0.08 1-4 -370 1.33 / 521 1.33 0.17 2-4 -420 1.33 / 566 1.33 0.18 2-5 -420 1.33 / 79 1.60 0.08 TC 2x4 SPF 165OF-1.5E 8C 2x4 SPF 165OF-1.SE WEB 2 x 4 HF STUD Drainage must be provided to avoid ponding. + + + + + + + + + + + + + + + + + + + + + + Designed for 125 Plf drag load applied evenly along the top chord to the chord @ ea. bearing (unless noted), concurrently with dead + 0 % live loads. D.F. = 1.33 Horiz. reaction - 0.8 K lbs. ea. bearing, Connection (by others) must transfer equal load to each ply (or add-on) shown. + + + + + + + + + + + + + + + + + + + + + + Plating spec • ANSI/TPI - 1995 THIS DESIGN IS THE COMPOSITE RESULT OF MULTIPLE LOAD CASES. PLATE VALUES PER ICBO RESEARCH REPORT #1607 End verticals designed for axial loads only Extensions above or below the truss profile (if any) require additional consideration (by others) for horiz. loads on the bldg. Required bearing widths and bearing areas appl when truss not supported in a hanger. UPLIFT REACfION(S) : Support 1 -66 lb Support.2 -66 lb i This truss s designed using the CBC -01 Code. Bldg Enclosed = Yes, Importance Factor = 1.00 Truss Location = End Zone Hurricane/Ocean Line - No Exp Category C Bldg Length = 40.00 ft, Bidg Width - 20.00 ft Mean roof height = 16.00 ft, mph = 80 CBC Special Occupancy, Dead Load = 12.6 psf 6.6 8 2 3-4 3-4 T T 2- -0 2- -0 L 3-4 2-4 2-4 6-8-8 6-3-0 STUB 3-0-8 r 3-6-0 STUB 3-0-8 -6-8 1 OF Grn( 1F ®This WAKNINU Read all notes on this sheet and give a copy of it to the Erecting Contractor. 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 and AFPA design standards. No responsibility Is assumed for dimensional accuracy. Dimensions are to be vedfied by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads utilised 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 Cust: YESTER WO • Dri ve_C_b5827_L00005_300001 Dsgn r • SB #LC = 19 WT: 34# TC Live 20.00 psf Du rFacs L-1.25 P=I. 25 TRUSSWORKS 15 laterally braced by the roof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise Rep Mb r Bnd 1.15 noted. Bracing shown is for lateral support Of components members only to reduce buckling length, This component shall not be placed In any TC Dead 24.00 P s f Rep Mb r Camp 1. DD ® INC. (CA) 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 4445 Northpark Or. s and brace this truss In accordance with me following standards: 'Joint and Cutting Detail Reports' available as output from Trusval software, BC Dead 10.00 Rep Mb r Tens 1.00 2- Colo Springs, CO 80907 Spprinnggs,, V. •ANSI/rPI 1', VJTCA - Wood Truss Council of America Standard Design Responsibilities, COMPONENT SAFETY INFORMATION'- psf O.C.Spacing 0- 0 (BCSI 1-03) and'BCSI SUMMARY SHEETS' by WTCA and TPI. The Truss Plate Institute (TPI) is located at 583 D'Ortofrb Dave, Madison, Design Spec CBC -01 TRU SPLUS 6.0 VER: T6 . 4 . 11wisconsin53719. The American Forest and Paper Association (AFPA)Islocated at111119thStreet. NW. Ste 800,Washington. DC20036. TOTAL 54.00 psf DEFL RATIO: L/240 TC: L/24 Job Name: DANFORTH Truss ID: G02 Qty: 7 1 BRC X -LOC REACT SIZE REQ'D 1- 6-11- 4 353 5.50" 1.50" 2 13- 0- 4 353 5.50" 1.50" BRIE REQUIREMENTS shown are based ONLY on the truss material at each bearing BRG HANGER/CLIP NOTE 1 HUS26 2 HUS26 Support Connection(s)/Hanger(s) are not designed for horizontal loads. SEE SIMPSON CATALOG FOR ADDITIONAL INSTALLATION NOTES MAX DEFLECTION (span) : L/999 IN MEM 4-5 (LIVE) L= 0.00" D= 0.00" T= 0.00" CRITICAL MEMBER FORCES: TC COMP.(OUR.)/ TENS.(DUR.) CSI 1-2 -65(0.90)/ 0.67 BC COMPA:9602// BUR, / TENS.(DUR.) CSI 3-4 0 0.90 / 0.04 4-5 0 1.60 / 0(1.60) 0.04 WB COMP.ff(ft ))/ TENS. WR. CSI 1-4 -327<1.25) 76 0.90 0.01.6 4 2-4 / 73 0.90 0.04 2-5 -322<1.25)/ 79 1.60 0.06 TC 2x4 SPF 165OF-1.5E Plating spec ' ANSI/TPI - 1995 8C 2x4 SPF 165OF-1.5E THIS DESIGN IS THE COMPOSITE RESULT OF WEB 2x4 HF STUD MULTIPLE LOAD CASES. Drainage must be providedto avoid ponding. PLATE VALUES PER ICBO RESEARCH REPORT 01607 This truss is designed using the End verticals designed for axial loadsonly CBC -01 Code. Extensions above or below the truss profile Bldg Enclosed - Yes, Importance Factor - 1.00 (if any) require additional consideration Truss Location = End Zone (by others) for horiz. loads on the bldg. Hurricane/Ocean Line = No,Exp Category = C Bldg Length - 40.00 ft, Bdg Width - 20.00 ft Mean roof height = 16.00 ft, mph 80 CBC Special Occupancy, Dead Load 12.6 psf Required bearing widthsand bearing areas apply when truss not supported in a hanger. UPLIFT REACTION(S) : Support 1 -66 lb Support 2 -66 lb 6-6-8 Meo6-6- 2 3-4 3-4 T T T 2- -0 BLL --j B x 2-4 2-4 6-8-8 6-3-0 STUB 3-0-8 r 3-6-0 STUB 3-0-8 6-6-8 - ' .L/C ( ': qf. Nrs m T(usvrdlp)Syses andPfalseframed fades a e posltgi nDnD eves sh lgRagbve ShifT gSbPe siu la es o a Edd oVenap vnlh slruc ural plates (of s a le). CtrGe a 1 /1 e// U J WARNINGRead all notes on this sheet and give a copy of it to the Erecting Contractor. Cust: YESTER This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer WO: Ori ve_C_b5827_L00005_JO0001 ® and done in accordance with the current versions of TPI and AFPA design standards. No responsibility Is assumed for dimensional accuracy. Dimensions Dsgn r' SB ' #LC = 15 WIT: 34# are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads TC Live 20.00 psf Du r Fails L=1.25 P=1.25 utilized on this design meet or exceed the loading Imposed by the local building coda and the particular application. The design assumes that the top chord TR USSWORKS is latemily braced by the root or floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached. unless otherwise TC Dead 24.00 p5 f Rep Mbr Bnd 1.15 noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed in any Rep Mbr Comp 1.00 ® INC. (CA) environment that will Cause the moisture content Of the wood to exceed 19% and/or cause connector plate correaipn. Fabricate, handle, Install BC Live 0.00 psf Re Mbr Tens p 1.00 4445 Northpark Dr. and brace this torn fn accordance with the rollmlng standards:'Joint and Cutting Detail Repons' available as output from Truswal software, 'ANSUTPI1%WTCAV-WoodTrusscouncilofAmericaStandardDesignResponsibilities,BUILDINGCOMPONENTSAFETYINFORMATION'- BC Dead 10.00 psf O.C.Spacing 2- 0- 0 Colo Springs, CO 80907 'SCSI De S T gn Spec CBC -01 (BC511.03) and SUMMARY SHEETS' by WTCA and TPI. The Truss Plate Institute (TPI) Is located a» 583 D'Onwhlo Drive, Madison. TOTAL 54.00 TRUSPLUS 6.0 VER: T6.4.1 Istonsin63719. The American Forest and Paper Association (AFPA)Islocated atI1111glhStreet, NW, Ste 800.Washington,DC20038. psf DEFL RATIO: L/240 TC: L/241 Job Name: DANFORTH 3-10 1.5-3 Truss ID: H01 Qty: 1 BRC X -LOC REACT SIZE REQ'D TC 2x4 SPF 16SOF-1.5E Web bracing required at each location shown. UPLIFT REACTION(S) ' 1- 0- 2-12 1055 5.50" 5.50" BC 2x4 SPF 165OF-1.SE ® See standard details CTX01087001-001 revl). Support 1 -173 lb , 2 19- 3- 4 1041 5.50" 1.50" WEB 2x4 HF STUD Plating spec • ANSI/TPI - 1995 Support 2 -165 lb are BRG REQUIREMENTS shown are based ONLY 8 R BLK 2x6 HF 1650F -1.5E THIS DESIGN IS THE COMPOSITE RESULT OF This truss is designed using the on the truss material bearing PLATE VALUES PER ICSO RESEARCH REPORT #1607. MULTIPLE LOAD CASES. CBC -01 Code. MAX DEFLECTION (span) • End verticals des for axial loads only. Drainage must be provided to avoid ponding. Bldg Enclosed - Yes, Importance Factor = 1.00 L/999 IN MEM 5-6 (LIVE) Extensions above or below the truss profile CBC0 Truss Location - End Zone C L= -0.14" D= -0.24" T= -0.39" CRITICAL MEMBER FORCES: (if any) require additional consideration DEFL RATIO: Hurricane/Ocean Line = No Exp Categoryy = Bldg Length = 40.00 ft, Bidg Width 20.00 ft Tc COMP. (OUR. / TENS. OUR. CSI (by others) for horiz. loads on the bldg. Mean roof height = 16.06 ft, mph BO 1-2 91(((1.2533/ 20(<1. 60 0.52 1.2 CBC Special Occupancy, Dead Load = 12.6 psf -25oe(1.253/ 324(1.60 0.57 3-4 -7C(((1.25 / 4(((1.25 0.52 BC COMP.(DUR. TENS. WR. CSI /l 5-6 -426(1.603/ 2410 1.25 0.75 6-7 -392(1.60 / 2215 1.25 0.72 AB COMP .1011 / TENS. DUR. CSI 8B 1 -1394(1.253/ 246 1.60 0.13 1-5 94 1.60 / 788 1.25 0.41 2-5 -2429 1.25 / 42S 1.60 0.94 2-6 / 152 0.90 0.07 3-6 / 297 0.90 0.14 3-7 -2332 1.25 / 413 1.60 0.91 4-7 -233 1.25 / 74 1.60 0.05 8 4 1 6-9-11 13-1-13 2 3 0� 6 3-10 2T�TT T 1�=8 3-10 1.5-3 2T4 SHIP 1 - -P=1.25 Dur Fac s L=1.25 5 TR USSYV ORKS 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 24.00 psf 3-4 TIE 1 19-6.0 I 5 6 71 9_11.12 1 4 I 9-1111-12 19-6-0 � 7ruswal gystems Plates are 20 a. unless shown bY 18'(18 ga. Circled plates and false frame pates are postbonecl as shown at�ove. 1/25/05 ® WARNINGRead 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 and AFPA design standards. No responsibility Is assumed for dimensional accuracy. Dimensions are to be verified by the component manufacturer andror building designer prior to fabrication. The building designer must ascertain that the bads utilized on this design meet or exceed the loading Imposed by the local Wilding code and the particular application. The design assumes that the lop Chord Cust: YE5TER W0: D ri ve_C_b 5827_L00005-]00001 Dsgn r : SB #LC = 15 Wi : 99# TC Live 20.00 psf -P=1.25 Dur Fac s L=1.25 5 TR USSYV ORKS 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 24.00 psf Rep Mb r Bnd 1.15 noted. Bracing shown Is for lateral support of components members only to reduce buckling length. This component shall not be placed in any Rep Mb r Comp 1.00 ® INC. (CA) 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 Rep Mb r Tens 1.00 4445 IC Or. and brace this truss In accordance with the following standards:'Joini and Cutting Detail Repode available as output from Truswal software. BC Dead 10.00 psf O. ng 2- 0- O Co 10 Springs, CO 80907 Springs, •ANSVrPI 1', WTCA 1'- Wood Truss Council of America Standard Design Responsibllities,'BUILDING COMPONENT SAFETY INFORMATION' • Design Spec Design CBC0 (SCSI 1-03) and'BCSI SUMMARY SHEETS' Dy WTCA and TPI. The Truss Plate Institute (TPI) Is boated atSB3 D'Onolrio Drive, Madison, TOTAL 54.00 psf DEFL RATIO: L/24TC: L/24 T T R U S P L U S 6.0 VER: T 6 . 4 . 1 isconsin53719. The American Forest and Paper Association(AFPA) Is located a11111191hStreet, NW. Ste 800,Washington. DC20036. Job Name: DANFORTH BRG- X -LOC REACT SIZE REQ'D TC 2x4 SPF 165OF-1.SE 1 0- 2-12 1235 5.50" 5.50" 2 19- 3- 4 1226 5.50" 1.76" BC 2x4 SPF 2100F -1.8E WEB 2 x 4 HF STUD BRC REQUIREMENTS shown are based ONLY BRG BLK 2x6 HF 165OF-1.SE on the truss material at each bearing PLATE VALUES PER ICBG RESEARCH REPORT #1607. MAX DEFLECTION (span) • Permanent bracing is required (by others) to L/999 IN MEM 5-6 (LIVE) prevent rotation/toppling. See BCSI 1-03 L- -0.19" D- -0.33" T- -0.52" CRITICAL MEMBER FORCES: and ANSI/TPI 1. TC COMP. OOR. / TENS. OUR. CSI 1-2 -100 1.25 / 20 1.60 0.60 2-3 -3052 1.25 / 324 1.60 0.67 Comp Rep Mbr 3-4 -7 1.25 / 4 1.25 0.59 ® INC. (CA) BC COMP.(106. / TENS. DUI.) CSI BC Live 5-6 -426(1.603/ 2780 1.25) 0.86 psf 6-7 -39201.60 / 2554 1.25) 0.86 1.00 will COMP. OUR. / TENS. DUR. CSI BS 1 -1608 1.25 / 246 1.60 0.15 and brace this truss in accordance with the following standards:'Joint and Cutting Detail Reports' available as output from Truswal software, 'BUILDING 1-5 -94 1.60 / 970 1.25 0.49 10.00 2-5 -2807 1.25 / 426 1.60 0.74 0 C.Spacing 2-6 / 276 0.90 0.13 3-6 / 447 0.90 0.21 CO 10 Springs, CO 8O9O7 3-7 -2689 1.25 / 413 1.60 0.72 4-7 -234 1.25 / 74 1.60 0.05 Truss ID: H02 ®Web bracing required at each location shown. See standard details CTX01087001-001 revl). Plating spec ' ANSI/TPI - 1995 THIS DESIGN IS THE COMPOSITE RESULT OF MULTIPLE LOAD CASES. Drainage must be provided to avoid ponding. End verticals designed for axial loads only. Extensions above or below the truss profile if any) require additional consideration by others) for horiz. loads on the bldg. 6 9 6-4 6-9-11 13-1-13 2 3 O 25 2 UPLIFT REACfION(S) : Support 1 -196 lb Support 2 -195 lb This truss is designed using the CBC -01 Code. Bldg Enclosed - Yes, Importance Factor = 1.00 Truss Location - End Zone Hurricane/Ocean Line = No ExpCategory - C Bldg Length - 40.00 ft, Bldg Width - 20.00 ft Mean roof height - 16.06 ft, mph - 80 CBC Special Occupancy, Dead Load = 12.6 psf --LOAD CASE #1 DESIGN LOADS ---------------- Dir L.Plf L.Loc R.Plf R.Loc LL/TL TC Vert 88.00 0- 0- 0 88.00 19- 6- 0 0.45 BC Vert 39.12 0- 5- 8 39.12 19- 6- 0 0.18 9-6-0 1 19-619 -0 4 3-4 TIE o-lu ( 19-6-0 - 7l 5 91112 I6 964_ 9-1111-12 19-619 -0 18 2_T4 SHIP 1 1/25/05 ® 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 and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads utilized on this design meet or exceed the loading Imposed by the local building code and the particular application. The design assumes that the top chord Cust: YESTER W0: Dri ve_C_b5827_L00005_300001 Dsgn r : SB #LC = 15 WT: 99# TC Live 20.00 psf Du rFacs L - - 2 5 P-1. 25 TR USSWORKS Is latey braced by the roof or floor sheathing and the bottom chord is laterally braced by a dgid sheathing material directly attached, unless otherwise TC Dead . 2400 psf Rep Mbr Bnd 1.00 noteralld. Bracing shown is [or lateral support of components members only to reduce buckling length. This component shall not be placed in any Comp Rep Mbr 1.00 ® INC. (CA) 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 Tens Rep Mbr Tens 1.00 4445 Northpark Dr. and brace this truss in accordance with the following standards:'Joint and Cutting Detail Reports' available as output from Truswal software, 'BUILDING BC Dead 10.00 psf 0 C.Spacing 2- 0- 0 CO 10 Springs, CO 8O9O7 'ANSIRPI 1', WTCA 1' - Wood Truss Council of America Standard Design Responsibilities, COMPONENT SAFETY INFORMATION'. Design Spec CBC -01 (SCSI 1-03) and'BCSI SUMMARY SHEETS' by WTCA and TPI. The Truss Plate Institute (TPI) Is located at 583 O'Onofrio Drive, Madison, TOTAL 54.00 psf L/240 TC: L/241 TRUSPLUS 6.0 VER: T6.4.1 isconsin53719. The American Forest and Paper Association(AFPA)Islocatedat1111191hSireet,NW,Stee00,Washington,DC20036. DEFL RATIO: Job Name: DANFORTH Truswal)Systems Prates are 20 ppa. unless shown by'18'(1B ga.),'H'f18,�a.1 00r'MX' MX 20 pa.), positioned per Joint DOtails Report. Circled ares and false frame plates are posittone a' shown a ova. hl ble stud tares to avioid ova a vnth structural tares or sta le . Truss ID: H03 Qty: 1 BRIG - X -LOC REACT SIZE REQ'D TC 2x4 SPF 165OF-1. SE Web bracing required at each location shown. ® See details (TX01087001-001 revl). UPLIFT REACTION(S) ' Support 1 -173 Tb This design Is for an individual building component not two system. It has been based on specifications provided by the component manufacturer 1 0- 2-12 1055 5.50" 5.50 L 19- 3-14 1041 5.50" 1.50" BC WEB 2x4 SPF 165OF-1.5E 2 x 4 HF STUD standard Plating spec ANSI/TPI - 1995 Support 2 -165 lb #LC = 15 BRIG REQUIREMENTS shown are based ONLY BRIG BLK 2x6 HF 1650F -1.5E THIS DESIGN IS THE COMPOSITE RESULT OF This truss is designed using the 2 5 P=1. 25 on the truss material at each bearing PLATE VALUES PER ICBO RESEARCH REPORT #1607. MULTIPLE LOAD CASES. CBC -01 Code. 1.15 MAX DEFLECTION (span) • End verticals designed for axial loads only. Drainage must be provided to avoid ponding. Bldg Enclosed - Yes, Importance Factor - 1.00 L/999 IN MEM 5-6 (LIVE) Extensions above or below the truss profile Rep Mb r Tens Truss Location a End Zone 4445 Northpark rk Dr. L= -0.14" D- -0.24" T- -0.39" if an require additional consideration 2- 0- U CBC Hurricane/Ocean Line = No Exp Category ft, Bidg Width 20.00 = C ft CRITICAL MEMBER FORCES: TC COMP. WR. / TENS. DUft. CSI <by others) for horiz. loads on the bldg. TRUSPLUS 6.0 VER: T6.4.1 Bldg Length - 40.00 - Mean f height = 16.06 ft, mph = 8 1-2 91(<'.15 26f1.60 0.52 roo CBC Special Occupancy, Dead Load = 12.6 psf 2-3-25os(1.i53/ 324(1.60 0.57 3-4 -7(((1.25 / 4((((((1.25 0.52 Bc COMP.(DUR.)/ TENS. (DUR.) CSI S-6 -426(1.603/ 2410(1.253 0.75 6-7 -392(1.60 / 2215(1.25 0.72 WB COMP. DUR. / TENS. OIIR. C5I BB 1 -1394 1.25 / 246 1.60 0.13 1-5 -94 1.60 / 788 1.25 0.41 2-5 -2429 1.25 / 425 1.60 0.94 2-6 / 152 0.90 0.07 3-6 / 297 0.90 0.14 3-7 -2332(1.25)/ 413 1.60 0.91 4-7 -233(1.25)/ 74 1.60 0.05 T TT 2-4-1�-4-94T8 1 T05_8 3-4 TIE 6-9 6-9-11 6-4-3 _ I 1313-1-13-13 2 3 0725 l 19-6-0 l 71 5 9-11-12 1 9-6 9-11-12 19-6-0 Q�OlFcSS10 rn - 2 9 R, 2-4-14 SHIP 1., \ tX f30i07 crv��- : 0613 CtVIX Truswal)Systems Prates are 20 ppa. unless shown by'18'(1B ga.),'H'f18,�a.1 00r'MX' MX 20 pa.), positioned per Joint DOtails Report. Circled ares and false frame plates are posittone a' shown a ova. hl ble stud tares to avioid ova a vnth structural tares or sta le . I25IO WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Cust: YESTER This design Is for an individual building component not two system. It has been based on specifications provided by the component manufacturer W0: Dri ve_C_b5827_L00005_300001 ® and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions Dsgn r • SB #LC = 15 WT • 99# are to be verified by the Component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the bads this design meet the loading Imposed by the local building code and the particular application. The design assumes that the lop chord TC Live 20.00 psf Du rFac s L=1. 2 5 P=1. 25 TR USSWORKS utilized on or exceed Is laterally braced by the root or floor sheathing and the bottom chord is laterally braced by a rigid sheathing malarial directly attached, unless otherwise . TC Dead 2400 psf Rep Mb r Bind 1.15 noted, Bracing shown Is for lateral support of Components members only to reduce buckling length. This Component shall nol be placed in any Rep Mbr Comp 1.00 ® INC. (CA) environment that will cause the moisture Content of the wood to exceed 19% arM/or cause Connetlor fxate corrosion. fabricate. handle. Install BC Live 0.00 psf Rep Mb r Tens 1.00 4445 Northpark rk Dr. end brace tms truss In accordance court me following slantlards:'Jomt and Cutting Degan Reports' avanable as output from Truswal software, 'ANSI/TPI 1', WTCA V. Wood Truss Council of America Standard Design Responsibilities. 'BUILDING COMPONENT SAFETY INFORMATION'- BC Dead 10.00 psf 0. C . Spac i n 9 2- 0- U CBC CO7o Springs, CO,80907 (BCSI 1-03) and'BCSI SUMMARY SHEETS' by WTCA and TPI, The Truss Plate Institute (TPI) Is located at 583 D'Onoldo Drive, Madison. TOTAL 54.00 psf Design Spec DEFL RATIO: -01 L/240 TC: L/24 TRUSPLUS 6.0 VER: T6.4.1 Is.nsln53719. The American Forest and Paper Association(AFPA)IslocatedallIll lothStreet,NW,Ste800,Washington,DC20038. Job Name: DANFORTH Truss ID: H04 Qty: 6 BRGX-LOC REACT SIZE REQ'D TC 2x4 SPF 1650E-1 SE 1_ 0- 2-12 1031 5.50" 5.50" BC 2x4 SPF 1650F-1.SE Web bracing required at each location shown. ® See standard details (7X01087001-001 revl). Required bearing widths and bearing areas apply when truss not supported in a hanger. WARNINGRead all notes on this sheet and give a copy of it to the Erecting Contractor. 2 18- 9-12 1017 5.50" 1.50" WEB 2x4 HF STUD Plating spec ' ANSI/TPI - 1995 UPLIFT REACTION(S) ' BRG REQUIREMENTS shown are based ONLY BRG BLK 2x6 HF 1650F -1.5E THIS DESIGN IS THE COMPOSITE RESULT OF Support 1 -170 lb on the truss material at each bearing PLATE VALUES PER ICBO RESEARCH REPORT #1607. MULTIPLE LOAD CASES. Support 2 -162 lb BRG HANGER/CLIP NOTE End verticals designed for axial loads only. Drainage must be provided to avoid ponding. This truss is designed using the are to be vaulted by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the bads 2 Han gger TBE Extensions above or below the truss profile *HANGER TO BE ENGINEERED 20.00 psf CBC - O1 Code. (if an require additional consideration TR USSWORKS Bldg Enclosed - Yes, Importance Factor - 1.00 TC Dead Support Connections)/Hanga (s) are (by others) for hori2. loads on the bldg. Rep Mb r Bnd Truss Location - End Zone not designed for horizontal loads. MAX DEFLECTION ' Hurricane/Ocean Line - No Exp Category - C Rep Mb r Comp (span) L/999 IN MEM 5-6 (LIVE) INC. CA Bldg Length = 40.00 ft, Bldg Width - 20.00 ft Mean roof height - 16.05 ft, mph 80 BC Live L- -0.14" D- -0.24" T= -0.38" Rep Mbr Tens CBC Special Occupancy, Dead Load 12.6 psf 4445 Northpark Or. CRITICAL MEMBER FORCES: TC COMP. WR. / TENS. DUR. CSI BC Dead 10.00 psf O. C. Spaci ng 1-2 -89 1.25 / 20 1.60 0.53 Colo Springs, CO 80907 1', WTCA V. Wood Truss Council of America Standard Design Responsibilities,' BUILDING COMPONENT SAFETY INFORMATION'- 2-3 -2377 1.2S / 308 1.60 0.58 n Desi Spec 9 P CBC -01 TRUSPLUS 6.0 VER: T6.4.1 3-4 -6 1.2S / 4 1.25 0.48 TOTAL 54.00 psf DEFL RATIO: L/240 TC: L/24 BC COMP. WR. / TENS. D.2j CSI s-6 -417 1.60 / 2328 1.25 0.71 6-7 -364 1.60 / 2049 1.25 0.68 WB COMP .(DUR. / TENS, DUI. CSI 88 1 -1358(1.25 / 241 1.60 0.11 1-5 91 1.60 / 765 1.25 0.51 2-5 -2346 1.25 / 417 1.60 0.91 2-6 / 116 0.90 0.06 3-6 / 318 0.90 0.15 3-7 -2175(1.25 / 386 1.60 0.76 ' 4-7 -215(1.25 / 75 1.60 0.04 6-9_ 6-4-3 5-1 11 I __11_ 6-96-9-11 - 13-1-13 Q nr sioik ' 8 19-0- F <F 1 2 3 4 y . DA/V4 o 2 .9 m 3-8 1.5-3 f 6 3-10 \ 6, N7 T TT * 2-4-1 2? -4- 1 12 2-4-12 SHIP s •1 T I -01-4 1 7{ -=- 2-4 TIE 3-8 3-4 3-8 1 19-0-8 10-5-8 5 9 16 -- 1-12 9-0-12 STUB 9-11-12 19-019-0-8 Truswal Svsterlts Plates are 20 a. unless shown b '18'(18 ga06 'H' 18 a. 0r'MX'(TWMX 20 a.), positiong per Joint Details Izepo' Circletl la les and false frame fates are osilionedyas shown aava. hif[ g ble stud plates to avoid ovaria vn s Wctural plates or sta le). ' L W V 3 WARNINGRead all notes on this sheet and give a copy of it to the Erecting Contractor. Cust: YESTER This design is for an Individual building component not truss system. Il has been based on specifications provided by the component manufacturer W0: Dri ve_C_b 5827_L00005_I00001 ® and done in accordance with the current versions o1 TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions Dsgn r : SB #LC = 15 WT • 96# are to be vaulted by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the bads TC Live 20.00 psf Dur Fac s L=1.25 P=1.25 ulilized 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 TR USSWORKS 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 24.00 sf p Rep Mb r Bnd 1.15 noted. Bracing shown Is for lateral support of components members only to reduce buckling length. This component shall not be placed In any Rep Mb r Comp 1.00 INC. CA 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 Rep Mbr Tens 1.00 4445 Northpark Or. and brace this Truss in accordance with the following standards: and Cutting Detail Reports' available as output from Truswal software, 'ANSI/TPI BC Dead 10.00 psf O. C. Spaci ng 2- D- D Colo Springs, CO 80907 1', WTCA V. Wood Truss Council of America Standard Design Responsibilities,' BUILDING COMPONENT SAFETY INFORMATION'- n Desi Spec 9 P CBC -01 TRUSPLUS 6.0 VER: T6.4.1 Drive, Madison, (SCSI 1-03) and'BCSI SUMMARY SHEETS' byWTCJ1 and TPI. The Truss Plata Institute (TPI) Is located at 583 D'Onolrio Do isconsin53719.TheAmeicanForestandPaperAssociation(AFPA)islocatedatIIII191hStreet.NW.Ste800.Washington,OC20o36. TOTAL 54.00 psf DEFL RATIO: L/240 TC: L/24 Job Name: DANFORTH WAKIVINURead 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. II 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 componenl manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the bads utili.d on this design meet or exceed the Wading Imposed by the local building code and the particular application. The design assumes that the top chord Truss ID: H05 TC Live 20.00 psf Qty: 2 BRGX-LOC REACT SIZE REQ'D TC 2x4 SPF 1650F-1. SE Plating spec • ANSI/TPI - 1995 Required bearing widths and bearing areas 1- O- 2-12 146 5.50•• 1.50 2 2- 5-12 146 5.50" 1.50" BC WEB 2x4 SPF 165OF-1.5E 2x4 HF STUD THIS DESIGN IS THE COMPOSITE RESULT OF apply when truss not supported in a hanger. BRE REQUIREMENTS shown are based ONLY 1.00 2x6 HF 165OF-1.SE 3-1 MULTIPLE LOAD CASES. PLATE VALUES PER ICBO RESEARCH REPORT #1607. UPLIFT REACTION(S) Support 1 • -32 lb on the truss material at each bearing End verticals designed for axial loads only. Drainage must be provided to avoid ponding. Support 2 -27 lb BRG HANGER/CLIP NOTE 2 HUS26 Extensions above or below the truss profile This truss is designed using the Wood Truss Council ofAmerica Standard Design Responsibilities. COMPONENT SAFETY INFORMATION'• Support Connection(s)/Hanger(s) are (if (by any) require additional consideration others) for horiz. loads on the bldg. CBC -01 Code. Bldg Enclosed = Yes, Importance Factor - 1.00 (SCSI 1-03) and 13CSI SUMMARY SHEETS' by WTCA and TPI. The Truss Plate Institute (TPI) is located at 583 D•Onofrio Drive, Madison, Isconsin 53719. The American Forest and Paper Association (AFPA) Is located at I I 11 19th Street, NW, Ste 8DO, Washington, DC 20036. TOTAL not designed for horizontal loads. SEE CATALOG De51 gn Spec CBC -01 DEFL RATIO: L/240 TC: L/24- /24 Truss Location =End Zone ADDITISIMPS ONAL FOR ADDITIONAL INSTALLATION NOTES Hurricane/Ocean Line No , Exp Categor2 = C y MAX DEFLECTION (span) Bldg Length - 40.00 ft, Bldg Width = 2 ft L/999 IN MEM 3-4 (LIVE) Mean roof height - 15.88 ft, mph = 80 L- 0.00" D= 0.00" T- 0.00" CBC Special Occupancy, Dead Load = 12.6 psf CRITICAL MEMBER FORCES: �P2((O1U.25))/ TENS ( ) csi 1T2 2((D1U.25))) 0 09 COMP. TENS CSI 364 O(1DU.60)/ O(D1URJ 0.03 w6 COMP.CWR. / TENS. OUR. CSI 1-3 -119 1.25 / 30 1.60 0.01 1-4 0 1.25 / 0 1.60 0.00 2-4 -119 1.25 / 39 1.60 0.02 3 OT 2-1-0I 2-8-8 2-8-8 2 0.25 i2-8-8 116-9-8 3 41 STUB 2-8-8 2-8-8 Q OF ESS/ D A /V, rte. y f 2 2 S� Ex . 06i30A ts� l �P �F CAL1FO 1/25/05 1/25/05 ® WAKIVINURead 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. II 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 componenl manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the bads utili.d on this design meet or exceed the Wading Imposed by the local building code and the particular application. The design assumes that the top chord Cust: YESTER WO: Dri ve_C_b5827_L00005_] 00001 Dsg n r • SB #LC = 15 WT: 21# TC Live 20.00 psf Dur Fac s L=1. 2 5 P=1. 2 5 TRUSSWORKS 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 d TC Dea. 2400 psf Rep Mbr Bnd 1.15 noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed in any Rep Mbr 1.00 ® INC. (CA) environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle. insist] BC Live 0.00 psf Tens Rep Mbr Tens 1.00 4445 Northpark Dr. and brace this truss In accordance with the following standards: Joint and Cutting Desalt Reports* available as output from Truswal software, 'ANSUTPI1',WTCA1•- •OUILDING BC Dead lO.00 psf O.C.SpaSpec 2- 0- 0 Colo Springs, CO 80907 Wood Truss Council ofAmerica Standard Design Responsibilities. COMPONENT SAFETY INFORMATION'• TRUSPLUS 6.0 VER: T6.4.1 (SCSI 1-03) and 13CSI SUMMARY SHEETS' by WTCA and TPI. The Truss Plate Institute (TPI) is located at 583 D•Onofrio Drive, Madison, Isconsin 53719. The American Forest and Paper Association (AFPA) Is located at I I 11 19th Street, NW, Ste 8DO, Washington, DC 20036. TOTAL 54.00 psf. De51 gn Spec CBC -01 DEFL RATIO: L/240 TC: L/24- /24 Job Name: DANFORTH Truss ID: 101 Qty: 7 BRG X -LOC REACT SIZE REQ'D TC 2x4 SPF 165OF-1.5E Plating spec • ANSI/TPI - 1995 Required bearing widths and bearing areas 1- 0- 2-12 1052 5.50" 1.51" BC 2x4 SPF 165OF-1.SE THIS DESIGN IS THE COMPOSITE RESULT OF apply when truss not supported in a hanger. 2 11- 3- 4 2190 5.50" 3.14" WEB 2x4 HF STUD MULTIPLE LOAD CASES. UPLIFT REACTION(S) . BRIG REQUIREMENTS shown are based ONLY 2x6 HF 1650F -1.5E 5-1 PLATE VALUES PER ICBO RESEARCH REPORT #1607. Support 1 -187 lb on the truss material at each bearing Permanent bracing is regwired (by others) to Drainage must be provided to avoid ponding. Support 2 -391 lb BRG HANGER/CLIP NOTE prevent rotation/toppling. See BCSI 1-03 End verticals designed for axial loads only. This truss is designed using the 2 Hanger TBE* and ANSI/TPI 1. Extensions above or below the truss profile CBC -01 Code. °HANGER(S) TO BE ENGINEERED (if any) require additional consideration Bldg Enclosed = Yes, Importance Factor - 1.00 Support Connection(s)/Hanger(s) are (by others) for horiz. loads on the bldg. Truss Location End Zone not designed for horizontal loads. Hurricane/Ocean Line = No Exp.Category C MAX DEFLECTION (span) Bldg Length = 40.00 ft, Bldg Width - 20.00 ft L/999 IN MEM -0. (LIVE) Mean roof height - 16.46 ft, mph - 80 CRITICCAO M'EMBEDR FORCES: T= -0.13" CBC Special Occupancy, Dead Load - 12.6 psf Tc COMP.<ou TENS.(DUR.) CSI ----------LOAD CASE #1 DESIGN LOADS ---------------- 1-2 -2273 1.25 / 0.46 Dir L.Plf L.Loc R.Plf R.Loc LL/TL z-3 -2263 1.zs / 0.35 TC Vert 88.00 0- 0- 0 88.00 11- 6- 0 0.45 3-4 0 1.60 / 0(0.90) 0.11 8C Vert 20.00 0- 0- 0 20.00 11- 6- 0 0.00 BC COMP. WR.)/ TENS. WR. CSI .Type... lbs X.Loc LL/TL SBC 0(1.60)/ 6€M o.lz TC Vert 2000.0 8-11- 8 0.37 6-7 / 2790 1.25 0.57 - W8 COMP. DUR. / TENS.(DUR.) CSI 1-S -1004 1.2S)/ 0.08 1-6 / 2410(l.25) 0.83 2-6 -457(1.25)/ 135 1.60 0.09 3-6 -527(((0.903)/ 0.27 3-7 -3434 1.25 / 0.84 4-7 -125 1.25 / 39(1.60) 0.02 5-1-4 8-110 8 1166 0 FES;; , 1 2 3 4 0 All `= 2 2000# / 5 9 m 3-12 1.5-3 4-10 1.5-3 12 Ex W301107 2-11- T 211_D SHIP h o 2-0-0 Or CA'iJ J r 5-1-4 20 0a. unless 20 11-6-0 STUB ® W/q/{/ INURead 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. h 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 bads 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 Cust: YESTER W0: Dri ve_C_bS 827_L0000 S_) 00001 Ds g n r • S B #LC = 1 S Wt • 63# TC Live 20.00 psf Du rFacs L=1.25 P=1.25 TRUSSWORKS is laterally bracetl by the roof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwiseRep Mb r Brill 1.00 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 24.00 psf f Rep Mb r Comp 1.00 ® INC. (CA) env.nmen. that will cause the moisture content of the wood to .-ad 19% and/or cause connector plate corrosion. Fabricate. handle, Install 'Joint BC Live 0.00 psf Rep Mb r Tens 1.00 4445 Northpark Dr. and brace this truss in accordance with the following standards: and Cutting Detail Reports' available as output from Treswal software. 'ANSI/TPI BC Dead 10.00 psf O.C.Spacing 2- 0- 0 Colo Springs, CO 80907 1'. WTCA 1' -Wood Tress Council of America Standard Design Responsibilities,BUILDING COMPONENT SAFETY INFORMATION'- CBC (SCSI 1-03) and'BCSI SUMMARY SHEETS' by wrcA and TPI. The Truss Plate Institute (TPI) Is located at 583 D'Onolrlo Drive, Madison, Design Spec -01 TRUSPLUS 6.0 VER: T6.4.1 Isconsfn53719. The AmedcanForest and Paper Association (AFPA)islocated at1111191hStreet,NW.Ste 8DO.Washington, OC20038. TOTAL 54.00 psf DEFL RATIO: L/240 TC: L/24 Job Name: DANFORTH Trusvral I stems Plates are 20U u aee s shgwn by'18"(18 a.) "H'(16,0a. or'MX'('+WMt 20 013 ), po)Sit'Iponed per Joint D Mils Repo p Circled p ares and false frame pos f one as show above. hI g ble stud P ares to avDld over a wIN sUucluraI ga es or is le . Truss ID: 102 Qty: 5 BRG X -LOC REACT SIZE REQ'D TC 2x4 SPF 165OF-1.SE Plating spec : ANSI/TPI - 1995 Required bearing widths and bearing areas 1- 0- 8- 4 1046 S.50" 1.5o" BC 2x4 SPF 16SOF-1.SE THIS DESIGN IS THE COMPOSITE RESULT OF appl when truss not supported in a hanger. 2 11- 3- 4 2146 5.50" 3.08" WEB 2x4 HF STUD MULTIPLE LOAD CASES. TC Live UPLIFT REACTIONS) : ' Dur Fac S L=1. 2 5 P=1. 2 5 BRG REQUIREMENTS shown are based ONLY Drainage must be provided to avoid ponding. PLATE VALUES PER ICBO RESEARCH REPORT #1607. Support 1 -185 lb 24.00 ps f on,the truss material at each bearing End verticals designed for axial loads only. Permanent bracing is regwired (by others) to Support 2 -380 lb Rep Mbr n BRG HANGER/CLIP NOTE Extensions above or below the truss profile prevent rotation/toppling. See SCSI 1-03 This truss is designed using the Rep Mb r Tens 1 Hanger TBE" (if an require additional consideration and ANSI/TPI 1. 10.00 psf CBC -01 Code. 2- O- 0 2 Hanger TBE* "HANGER(S) TO BE ENGINEERED (by others) for horiz. loads on the bldg. Design Spec Bldg Enclosed = Yes, Importance Factor - 1.00 Support Connection(s)/Hanger(s) are TOTAL 54.00 psf DEFL RATIO: L/240 TC: L/24 TrussLocation - End Zone Hurricane/Ocean Line No Exp Category = C not designed for horizontal loads. Bldg Lenggth - 40.00 ft, Bldg Width - 20.00 ft MAX DEFLECTION (span) ' Mean roof height - 16.00 ft, mph - 80 L/999 IN MEM 6-7 (LIVE) CBC Special Occupancy, Dead Load 12.6 psf L= -0.05" D= -0.08" T= -0.12" ----------LOAD CASE 91 DESIGN LOADS ---------------- CRITICAL MEMBER FORCES: TC COMP. OUR. / TENS.(WR.) CSI Dir L.Pif L.Loc R.Plf R.Loc LL/TL 1-z -zlos 1.zs / 0.36 TC Vert 88.00 0- S- 8 88.00 11- 6- 0 0.45 2-3 -2114 1.25 / o.30 BC Vert 20.00 0- 5- 8 20.00 11- 6- 0 0.00 3-4 0 1.60 / 0.11 .Type... 165 LL/TL0.37 BC COMP.(WR.)/ TENS.Dll CSI TC Vert 2000.0 8-11- 8 0.37 -11- 5-6 0(1.60)/ 0(1.60) 0.1z 6-7 / 2733(1.25) 0.57 WB COMP. WR. / TENS.(DUR.) CSI 1-5 -1003 1.25)/ 0.19 1-6 / 2262 1.25 0.781 2-6 -42711.205 / 123 1.60 0.08 3-6 -5710.9 / 0.27 3-7 -33641.25 / 0.82 4-7 -3221.25 / 38(1.60) 0.02 - 4-7-12 1 3-10-4 2-6-8 V% -)F ESSiO 4-7-12 8-6-0 11-0-8 Q ` N9 1 2 3 4 Q/ o D A 20004 UJ 2 3-8 1.5-3 4-10 1.5-3C7 171 A w 1 IT M m * :0 30;07IB yk F r CA1. F 3-12 2-4 4-8 0-5-8 1 11-0-8 18-0-0 STUB 15 4-7-12 1 11-0-8 STUB Trusvral I stems Plates are 20U u aee s shgwn by'18"(18 a.) "H'(16,0a. or'MX'('+WMt 20 013 ), po)Sit'Iponed per Joint D Mils Repo p Circled p ares and false frame pos f one as show above. hI g ble stud P ares to avDld over a wIN sUucluraI ga es or is le . 1 /25/05 WARNiNGRead all notes on this sheet and give a copy of it to the Erecting Contractor. Cust: YESTER This design is for an Individual building component not truss system. It has been based on specifications provided by the component manufacturer W0: Dri ve_C_b 5827_L00005_300001 ® and done In accordance with the Nrtent versions of TPI and AFPA design standards. No responsibility Is assumed for dimensional accuracy. Dimensions Dsgn r : SB #LC = 15 WT. 58# are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascenaln that the bads TC Live 20.00 ps f Dur Fac S L=1. 2 5 P=1. 2 5 utilized an this design meet or exceed the loading imposed by the local building code and the particular application. The design assumes that the top chord TRUSSWORKS is laterally braced by the mof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise TC Dead 24.00 ps f Rep Mb r Bnd 1.00 noted. Bracing shown is for lateral support or components members only to reduce buckling length. This component shall not be placed in any Rep Mbr n 1.00 ® INC. (CA) 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 Rep Mb r Tens 1.00 4445 Northpark Dr. and brace this loss In accordance with the following standards: Joint and Cutting Detail Reports' available as output (mm Tmswal softwam, 'ANSIrrP1 BC Dead 10.00 psf O.C.Spacing 2- O- 0 Co7O Springs, CO 80907 1'. WTCA V - Wood Truss Council of America Standard Design Responsibilities, BUILDING COMPONENT SAFETY INFORMATIOW - 583 D'Onofrlo Drive, Madison, Design Spec CBC -01 TRU SPLUS 6.0 VER: T6.4.1 (SCSI 1-03) and'BCSI SUMMARY SHEETS' by WTCA and TPI. The Truss Plate Institute (TPI) is located at isca-In 53719. The America. Forest and Paper Associalion(AFPA)islocated at11111Bill Street, NW. Ste 800.Washington. OC20036. TOTAL 54.00 psf DEFL RATIO: L/240 TC: L/24 Job Name: DANFORTH BRG X -LOC REACT SIZE REQ'D TC 2x4 SPF 165OF-1.5E 1- O- e- 4 2198 5.50" 3.15" BC 2x4 SPF 165OF-1.SE 2 11- 3- 4 2762 S.50" 3.96" WEB 2x4 HF STUD BRG, REQUIREMENTS shown are based ONLY 2x4 SPF 165OF-1.5E 1-6 on the truss material at each bearing 2x6 HF 1650E -1.5E 6-2 BRG HANGER/CLIP NOTE Drainage must be provided to avoid ponding. 1 Hanger TBE* End verticals designed for axial loadsonly 2 Hanger TBE* Extensions above or below the truss profile -HANGER(S) TO BE ENGINEERED (if any) require additional consideration Suppodrt 4 ddc1lonhs)/Hange1 1) rice (by others) for horiz. loads on the bldg. not estgne or ortzonta oa s. MAX DEFLECTION (span) ' L/999 IN MEM 6-7 (LIVE) L- -0.06" D= -0.11" T- -0.17" CRITICAL MEMBER FORCES: TC COMP. DUR. / TENS.(DUR.) CSI 1-2 -4045 1.25 / 0.44 2-3 3-4 -3478 1.25 / 0.44 0 1.25 / 0(1.25) 0.11 BC CDMP. DUR. / TENS. llt CSI S-6 0 1.60 / 0 1.25 0.11 6-7 / 4081 1.25 0.76 7-8 / 3411 1.25 0.56 . COMP.<WR.)/ TENS.(DUR.) CSI 1-5 -2146 1.25 / 0.41 1-6 4225(1.60) 2-6 -153(1.25)% 0.02 2-7 -6S5 1.25 / 0.31 3-7 / 330(1.25) 0.11 3-8 4-8 -4311 1.25 / 0.84 -91 1.25 / 45(1.60) 0.02 4-10 T 2- -o L 2-4 D_5.8 STUB 5 3-10-15 3-10-15 3-4 Truss ID: 103 ®Web bracing required at each location shown. See standard details CTXO1087001-001 revl). Plating spec - ANSI/TPI - 1995 THIS DESIGN IS THE COMPOSITE RESULT OF MULTIPLE LOAD CASES. PLATE VALUES PER IC80 RESEARCH REPORT #1607. Permanent bracing is required (by others) to preventI/TPItl n/toppling. See BCSI 1-03 and 4-6-11 8-5-10 3 20004 6-8 2 Required bearing widths and bearing areas NLIFTwhen truss not supper ted in a hanger. Support 1 -389 lb Support 2 -489 lb This truss is designed using the CBC -01 Code. Bldg Enclosed = Yes, Importance Factor - 1.00 Truss Location - End Zone Hurricane/Ocean Line No Exp Category = C Bldg Length = 40.00 ft, Bldg Width = 20.00 ft Mean roof height - 16.00 ft, mph 80 C8C Special Occupancy, Dead Load = 12.6 psf ----------LOAD CASE 91 DESIGN LOADS ---------------- Dir L.Plf L.Loc R.Plf R.Loc LL/TL TC Vert 88.00 0- 5- 8 88.00 11- 6- 0 0.45 BC Vert 20.00 0- 5- 8 20.00 11- 6- 0 0.00 ...Type... lbs X.Loc LL/TL TC Vert 2000.0 8-11- 8 0.37 BC Vert 1768.0 4- 3- 8 0.37 2-6-14 11-0-8 4 6-10 3-4 1768#/ 3-10-1 4-6_,1 8-5-10 6-8 11-0-8 STUB �FOFEa�l� y. 2 9 (Y, a \ grFOF CA--\ � fi- N .237 Ex, :06 0 7 .ems CIV ® WANNINU 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 an 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 Ne bads 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 Cust: YESTER WO • Dri ve_C_b5827_L0000S_100001 Dsgn r • SB #LC = 15 WT' 62# TC Live 20.00 psf Du r Facs L=1. 2 5 P=1.25 TRUSSWORKS is Werall braced by the roof or floor sheathing and the bottom chord Is laterally braced by a rigid sheathing material directly attached, unless otherwise Rep Mb r Bnd 1.00 noted. Bracing shown is for lateral suppon of components members only to reduce buckling length. This component shall not be placed in any TC Dead 24.00 psf Rep Mb r Comp 1.00 ® INC. (CA) 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 4445 Northpark Dr. and brace this truss In accordance with the following standards: 'Join] and Cutting Detail Reponse available as output from Truswal software. BC Dead 10.00 Rep Mbr Tens 1.00 CO)O Springs, CO 80907 'ANSIrrPI 1, WTCA 1'- Wood Truss Council of America Standard Design Responsibilities,'BUILDING COMPONENT SAFETY INFORMATION- psf O.C.Spacing 2- 0- 0 (SCSI 1.03) and SCSI SUMMARY SHEETS' by WTCA and TPI. The Truss Plate Institute (TPI) is located at 583 D'Onofno Drive, Madison, Design Spec CBC -01 TRUSPLUS 6.0 VER: T6.4.1 Isconsin53719. The American Forest and Paper Association (AFPA) is located at I 111 191h Street. NW. Ste 800. Washington. DC 20036. TOTAL 54.00 psf DEFL RATIO: L/240 TC: L/24 Job Name: DANFORTH T(uswl2t Systems Plates are 20 Da. unless shown b('18'(18 gag, ),'H'(16 aa.)b?r'MX' TWMX 20 ga.), positioned per Joint D tails Report. Ctrde plates and false frame fates are ositione as shown atSove. hi g e stud lates to avoid overlap with structural (aces or sta le . Truss ID: 104 Qty: 1 BRG X -LOC REACT SIZE REQ'D TC 2x4 SPF 1650F -1.5E Plating spec : ANSI/TPI - 1995 Required bearing widths and bearing areas 1 0- 2-12 1768 5.50" 2.S ., BC 2x6 HF 165OF-1.5E THIS DESIGN IS THE COMPOSITE RESULT OF apply when truss not supported in a hanger. 2 5- 1- 4 1768 5.50" 2.91" WEB 2x4 HF STUD MULTIPLE LOAD CASES. UPLIFT REACTIONS) - BRGREQUIREMENTS shown are based ONLY Lumber shear allowables are per NDS. PLATE VALUES PER ICBO RESEARCH REPORT #1607. Support 1 -335 lb on the truss material at each bearing Permanent bracing is regyired (by others) to Drainage. must be provided to avoid ponding. Support 2 -335 lb Rep Mb r Bnd BRG HANGER/CLIP NOTE prevent rotation/toppling. See BCSI 1-03 End verticals designed for axial loads only. This truss is designed using the Rep Mb r Comp 1 Hanger TBE* and ANSI/TPI 1. environment that will cause the moisture content of the wood to exceed 19% ar yor cause connector plate corrosion. Fabricate, handle. install Extensions above or below the truss profile C8C-01 Code. Te Rep Mb r Tens 2 Hanger TBE* -HANG TO BE ENGINEERED 4445 Or. and brace this truss in accordance with the following standanls:'Jolnt and Cutting Detall Reports' available as output from Truswal software, 'BUILDING ((1f an require additional consideration Bldg Enclosed - Yes, Importance Factor - 1.00 0. C. Spaci ng 2- 0- 0 Colo Springs, CO 80907 Springs, (by others) for horiz. loads on the bldg. Truss Location - End Zone Support Connection(s)/Hanger(s) are CBC -01 (SCSI 1-03) an0'BCSI SUMMARY SHEETS' Dy WTCA and TPI. The Truss Plata Institute (TPI) is located at 563 O'Onolrb Drive, Madison, Hurricane/Ocean Line No Exp Category = C not desigred for horizontal loads. ' TC: L/24 TRUSPLUS 6.0 VER: T6,4.1 Bldg Length - 40.00 ft Bldg Width 20.00 ft MAX DEFLECTION (span) DEFL RATIO: L/240 Mean roof height - 16.60 ft, mph = 80 L/999 IN MEM 4-5 (LIVE) CHCSpecialOccupancy, Dead Load = 126 psf L= -0.01" D= -0.02" T- -0.03" --LOAD CASE #1 DESIGN LOADS ----------------- CRITICAL MEMBER FORCES: TC COMP. DOR. / TENS.(DUR.) CSI Dir L.Plf L.Loc R.Plf TC Vert 88.00 0- 0- 0 88.00 R. Loc LL/TL 5- 4- 0 0.45 1-2 -1303 1.25 / 0.13 2-3 -1303 1.25 / 0.13 BC Vert 575.00 0- 0- 0 575.00 5- 4- 0 0.36 RC COMP.(WR.)/ TENS.(DUR.) GSI 4-5 0(1.253/ 0.26 5-6 0(0.90 / 0(1.60) 0.26 WB COMP.(WR.)/ TENS.(DUR.) c5I 1-4 0.19 -994(1.25)/ 1-5 / 1566 1.25 0.54 2-5 106 1.60 0.04 -219(1.25)/ 3-5 / 1566 1.25 0.54 2-6_ 2_8 3-6 -994(1.25)/ 0.19 2-8-0 5-4-0 1 2 3 3-6 IL 2-4 1.5-3 3-6 7-8 J 2-4 5-4-0 t 4 5 6 22-8-0 2-8-0 2-8-0 5-4-0 pFcS lpN 0M F U rn Lu 7 d CAUV CIV1 T(uswl2t Systems Plates are 20 Da. unless shown b('18'(18 gag, ),'H'(16 aa.)b?r'MX' TWMX 20 ga.), positioned per Joint D tails Report. Ctrde plates and false frame fates are ositione as shown atSove. hi g e stud lates to avoid overlap with structural (aces or sta le . WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Cust: YESTER This design is for an Individual building component not truss system. It has been based On specifications provided by the component manufacturer W0: Dri ve_C_b5827_L00005_300001 ® and done In accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions Dsg n r • SB ' #LC = 15 WT: 35# are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads TC Live 20.00 psf Dur Fac s L=1.25 P=1.25 utilized on this design meet or exceed the loading imposed by the local building code and the particular application. The design assumes that the top chord TR USSWORKS 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 24.00 psf Rep Mb r Bnd 1.00 noted. Brecfng shown Is for lateral support of components members only to reduce buckling length. This component shall not be placed In any Rep Mb r Comp 1.00 ® INC. (CA) environment that will cause the moisture content of the wood to exceed 19% ar yor cause connector plate corrosion. Fabricate, handle. install BC Live 0.00 psf Te Rep Mb r Tens 1.00 4445 Or. and brace this truss in accordance with the following standanls:'Jolnt and Cutting Detall Reports' available as output from Truswal software, 'BUILDING BC Dead 10.00 psf 0. C. Spaci ng 2- 0- 0 Colo Springs, CO 80907 Springs, •ANSVTPI 1', WTCA V- Wood Truss Council of America Standard Design Responsibilities,COMPONENT SAFETY INFORMATION'- Design Spec g p CBC -01 (SCSI 1-03) an0'BCSI SUMMARY SHEETS' Dy WTCA and TPI. The Truss Plata Institute (TPI) is located at 563 O'Onolrb Drive, Madison, TOTAL 54.00 psf TC: L/24 TRUSPLUS 6.0 VER: T6,4.1 Wisconsin 53719. The American Forest and Paper Association (AFPA)Islocated at111119thStreet. N, Ste 800, Washington, OC 20036. DEFL RATIO: L/240 Job Name: DANFORTH WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Truss ID: 105 Qty: 3 BRG X -LOC REACT SIZE REQ'D 1 4- 7-12 1124 5.50" 1.61" TC 2x4 SPF 1650E -1.5E BC 2x4 SPF 165OF-1.5E Web bracing required at ® See details each location shown. Required bearing widths and bearing areas 2- 11- 3- 4 1641 5.50" 2.35" WEB 2x4 HF STUD standard (TXO1087001-001 Plating spec • ANSI/TPI revl). - 1995 apply when truss not supported in a hanger. UPLIFT REACTIONS) BRG REQUIREMENTS shown are based ONLY PLATE VALUES PER ICBO RESEARCH REPORT #1607. THIS DESIGN IS THE COMPOSITE RESULT OF Support 1 -208 lb orthe truss material at each bearing Drainage must be provided to avoid ponding. MULTIPLE LOAD CASES. 20.00 Support 2 -304 lb BRG HANGER/CLIP NOTE End verticals designed for axial loads only. Permanent bracing 's required (by others) to This truss is designed using the 1 Hanger TBE- 2 Hanger TBE* Extensions above or below the truss profile prevent rotation/toppling. See BCSI 1-03 CBC -01 Code. -HANGER(S) TO BE ENGINEERED (if any) require additional consideration and ANSI/TPI 1. Bldg Enclosed = Yes, Importance Factor - 1.00 Support Connection(s)/Hanger(s) are (by others) for horiz. loads on the bldg. 1.00 ® INC. (CA) Truss Location End Zone not designed for horizontal loads. 0.00 psf Rep Mbr Tens Hurricane/Ocean Line No Exp Category C Bldg Length = 40.00 ft Bldg Width - 20.00 ft MAX DEFLECTION (span) and brace this truss In accordance with the following siandards:'Joint and Cutting Detail Reports' available as output from Truswal software, 'ANSIrrPI 'BUILDING BC Dead 10.00 Mean roof height = 16.00 ft, mph - 80 L/999 IN MEM 4-5 "LIVE) -0.04" D= T= -0.11" 2- 0- Q Colo Springs, CO 80907 Co o 1', WTCA V. Wood Truss Council of America Standard Design Responsibilities, COMPONENT SAFETY INFORMATION'- CBC Special Occupancy, Dead Load - 12.6 psf CR FORCES: CRITICAL MEMBER WRCES: De S l gn Spec ' ----------LOAD CASE #1 DESIGN LOADS ---------------- TC COMP. DUR. / TENS. litj CSI TOTAL 54.00 psf Dir L.Plf L.Loc R.Plf R.Loc LL/TL 1-2 0 1.60 / 0 1.2s o.30 TC Vert 88.00 4- 5- 0 88.00 11- 6- 0 0.45 2-3 0 0.90 / 0 1.60 0.13 BC Vert 20.00 4- 5- 0 20.00 11- 6- 0 0.00 BC COMP.(DUR.)/ TENS.(<WR.) CSI .Type... lbs X.Loc LL/TL 4-s / 2111(1.26) 0.56 TC Vert 2000.0 8-11- 8 0.37 WB COMP. IR. / TENS. DU R. CSI 1-4 -188 1.25 / 47 1.60 0.04 2-4 -2282 1.25 / 0.71 2-5 -2572 1.25 / 0.63 3-5 -102 1.25 / 23(1.60) 0.02 4-5-13 4-5-13 2 2000W 2-7-3 7-1-0 3 1.5-3 3-10 1.5-3 3-8 20 0a. unless shown by •1 3-10 STUB CTV1 WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Cust: WESTER This design Is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer W0: D ri ve_C_b5827_L0000 S_300001 ® ano done in accordance with the current versions of TPI and AFPA design standards. No responsibility Is assumed for dimensional accuracy. Dimensions Dsgn r : SB #LC = 15 WT • 37# are to be verified by the component manufacturer and/or building designer prior to fabrication. Tie building designer must ascedain that the loads TC Live 20.00 psf Dur Fac s L=1.25 P=1.25 will on this design meal or exceed the loading Imposed by the local building code and the particular apWicallon. The design assumes that the top chord TR USSWORKS is laterally braced by the roof or floor sheathing and the bottom chord is laterally braced by a dgid sheathing material directly attached, unless otherwise TC Dead 24.00 psf f Rep Mbr Bnd 1.00 noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall rot be placed in any Rep Mbr Comp 1.00 ® INC. (CA) 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 Rep Mbr Tens 1.00 Northpark Or. and brace this truss In accordance with the following siandards:'Joint and Cutting Detail Reports' available as output from Truswal software, 'ANSIrrPI 'BUILDING BC Dead 10.00 psf 0. C. Spaci ng 2- 0- Q Colo Springs, CO 80907 Co o 1', WTCA V. Wood Truss Council of America Standard Design Responsibilities, COMPONENT SAFETY INFORMATION'- De S l gn Spec CBC -D1 TRUSPLUS 6.0 VER: T6.4.1 (BCSI 1-03) and'BCSI SUMMARY SHEETS' by WTCA and TPI. The Truss Plate Institute (TPI) is located at 593 D'Onolno Drive, Madison, isoonsln53719. The American Forest and Paper Association (AFPA)islocated at111119thStreet. NW. Ste 800,Washington, DC20036. TOTAL 54.00 psf DEFL RATIO: L/240 TC: L/241 Job Name: DANFORTH Truss ID: 106 Qty: 4 BRC_ 'X -LOC REACT SIZE REQ'D TC 2x4 SPF 165OF-1.SE Plating spec • ANSI/TPI - 1995 Required bearing widths and bearing areas 1 0- 8- 4 1046 5.50" 1.50" BC 2x4 SPF 165OF-1.5E THIS DESIGN IS THE COMPOSITE RESULT OF appl when truss not supported in a hanger. 2 11- 3- 4 2146 5.50" 3.08" WEB 2x4 HF STUD MULTIPLE LOAD CASES. UPLIFT REACTION(S) BRE REQUIREMENTS shown are based ONLY Drainage must be provided to avoid ponding. PLATE VALUES PER ICBO RESEARCH REPORT #1607. Support 1 -185 lb on the truss material at each bearing End verticals designed for axial loads only. Permanent bracing is required (by others) to Support 2 -380 lb BRG HANGER/CLIP NOTE Extensions above or below the truss profile prevent rotation/toppling. See BCSI 1-03 This truss is designed using the 1 Hanger TBE- (if any) require additional consideration and ANSI/TPI 1. CBC -01 Code. 2 Hanger TBE* (by others) for horiz. loads on the bldg. Bldg Enclosed = Yes, Importance Factor 1.00 °HANGER(S) TO BE ENGINEERED Truss Location = End Zone Support Connection(s)/Hanger(s) l are Hurricane/Ocean Line No Exp Category = C not desi@ned for horizontal loads. Bldg Len th 40.00 ft, Bldg Width = 20.00 ft MAX DEFLECTION (span) g L/999 IN MEM 6-7 (LIVE) Mean roof height - 16.00 ft, mph = 80 L= -0.05" D- -0.08" T- -0.12" CBC Special Occupancy, Dead Load = 12.6 psf CRITICAL MEMBER FORCES: ----------LOAD CASE #1 DESIGN LOADS ---- ----------- T COMP. ((((DUR. / TENS.(DUR.) CSI Dir L.Plf L. Loc R.Plf R.Loc LL/TL 1-2-2108(1.zs3/ 0.36 TC Vert 88.00 0- 5- 8 88.00 11- 6- 0 0.45 2-3-2114 1.25))/ 0.30 BC Vert 20.00 0- 5- 8 20.00 11- 6- 0 0.00 3-a o 1.60 / 0.11 ,.Type,.. lbs X.Loc LL/TL ac COMI`061.)/ TENS.(WR. CSI TC Vert 2000.0 8-11- 8 0.37 s-6 0(1.60)/ 0(1.60) 0.12 6-7 / 2733(1.25) 0.57 WB COMP.WR. / TENS.(WR.) CSI 1-S -1003 1.25 / 0.19 1-6 / 2262(1.25) 0.78 2-6 -427 1.25 / 123(1.60) 0.08 3-6 -S71 0.90 / 0.27 ' 3-7 -3364 1.25 / 0.82 4-7 -122 1.25 / 38(1.60) 0.02 4-7-12 3-10-4 2-6-8 4-7-12 8-6-0 11-0-8 cJQP0 6- S 0 ! 1 2 3 4 20009\/ %'. 3-8 1.5-3 4-10 1.5-3 1 T 171 n -9 M Ci n Lw I 2- -0 rE Il -OF CA, ;F`JP 3-12 2-4 4-8 I 0-5-8 11-0-8 18-0-0 STUB 15 _ ._ l6 _ ..- 71 STUB✓ 4-7-12 11-0-8 CN I d 1 laces a^dPflale ere 20 na. unless sngwn bdy "18"(78 qa.1 'H"(16, a.1 r "MX' TINMX 20 Dy ), podSiIf ng per J Int D tails eport. ) rc e p rales are oslUOne as shovrti a ova. h 3bQe Stu ales to av ld ova a wrath strut ural ates or s to . 1 /Z 5/0 5 WARNINGRead all notes on this sheet and give a copy of it to the Erecting Contractor. Cust: PESTER This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer W0: D ri ve_C_b 5827_L0000S_300001 ® and done In accordance with the current versions of TPI and AFPA design standards. No responsibility Is assumed for dimensional accuracy. Dimensions Dsgn r' SB #LC = 15 WT • 58# are to be vedfied by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain !hal the loads TC Live 20.00 psf Du r Facs L=1.25 P=1.25 utilized on this design meet or exceed the loading Imposed by the local building code and the particular application. The design assumes that the top chord A TRUSSYY ORKS 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 24.00 psf f Rep Mb r Bnd 1.00 noted. Bracing shown Is for lateral support of components members only to reduce buckling length. This Component shall not be placed In any Rep Mb r 1.00 ® INC. (CA) environment that will cause the mcisure Content of the wood to exceed 19% and/or rause connector plate Corresion. Fabricate. handle. Install BC Live 0.00 psf Tens Rep Mb r Tens 1.00 4445 Northpark Dr. and brace this truss in accordance with the following standards:'Joint and Culling Detail Reports' available as output from Trusval software, 'ANSI/TPI Truss Design Responsibilities.'BUILDING COMPONENT SAFETY INFORMATION- BC Dead 10.00 psf O.C.Spacing 2- 0- 0 Colo Springs, CO 80907 1', WTCA V. Wood Council of America Standard (SCSI 1.03) and'SCSI SUMMARY SHEETS' by WTCA and TPI. The Truss Plate Institute (TPI) Is located at 583 D'Onofdo Ddve, Madison, Design Spec CBC -01 TRUSPLUS 6.0 VER: T6.4.1 isconsin 537 19. The American Forest and Paper Association (AFPA)islocated at11111Bill Street. NW, Ste 8DO,Washington, DC20036. TOTAL 54.00 Psf DEFL RATIO: L/240 TC: L/241 Job Name: DANFORTH Truswal 33vvssterns Plates are 20 ga. unless shown by "18"(18 ga. ), "H"(16 pa. bQr'MX"(TWM.20 pa.), positioned per Joint Details Report. Circled pl8tes and false fame rales are ositione as shown a owe. Shin a stud plates to avoid owe a wrath structu2l rates or sta le . / 7 s.,1 s. L. J V J Truss ID: J08 Qty: 100 BRG X -LOC REACT SIZE RE 'D TC 2x4 SPF 1650F-1.SE Plating spec ANSI/TPI - 1995 UPLIFT REACTION(S) 1_ 0- 1-12 a32 3.50" 1.50" BC 2x4 SPF 165OF-1. SE THIS DESIGN IS THE COMPOSITE RESULT OF Support 1 -64 lb ato be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads re 2 7- 9-15 153 3.50" 1.50" WEB 2x4 HF STUD MULTIPLE LOAD CASES. Support 2 -50 lb TC Dead 3 7-10- 4 278 3.50" 1.50" WEDGE 2x4 SPF 165OF-1.5E PLATE VALUES PER ICBO RESEARCH REPORT #1607. Support 3 -45 lb Rep Mb r Comp ERG REQUIREMENTS shown are based ONLY Mark all interior bearing locations. Heel Plates analyzed for eccentricity. This truss is designed using the 1.00 on the truss material at each bearing Shim bearings (if needed) for req. support. Install interior support(s) before erection. CBC -01 Code. 1',WTCA1'-Wood Truss Council ofAmerica Standard Design Responsibilities, BUILDING COMPONENT SAFETY INFORMATION'- Madison, MAX DEFLECTION (span) ' Design Spec CBC -01 rCis(SCSI 1.03) and 13CSI SUMMARY SHEETS' by WTCA and TPI. The Truss Plate Institute (TPI) is located at 593 D'Onofrlo Drive, Bldg Enclosed = Yes, Importance Factor 1.00 L/999 IN MEM 5-6 (LIVE) TRUSPLUS 6.0 VER: T6.4.1 consin53719. The American Forest and Paper Association (AFPA)Islocated 81111119thStreet. NW. Ste 800,Washington, DC20036. Truss Location = End Zone TC: L/24 L. -0.01" D= -0.02" T= -0.03" Hurricane/Ocean Line No Exp Category = C CRITICAL MEMBER FORCES: TC COMP. DUR. / TENS. WR. CSI BldgLength = 40.00 ft, Bidg Width 20.00 ft 1-z -67s1.zs / 99 1.60 0.14 Mean roof height = 16.18 ft, mph = 80 2-3 -451.z5 / 34 1.25 0.18 CBC Special Occupancy, Dead Load 12.6 psf 3-0 -311.25 / 3 1.60 0.00 9C COMP. DUR. / TENS. DUR. CSI 4-5 -153 1.60 / 622 1.25 0.16 5-6 -156 1.60 / 617 1.25 0.16 6-0 0 0.90 / 0 1.60 0.00 NB COMP.(DUR.)/ TENS. (DUR.) CSI 2-5 / 63(0.903 0.03 2-6 -660(1.25)/ 167(1.60 0.22 2-7-15 tT T 5-5 a-0-0 a-06 4-0-0 6-0-0 2 3 3.00 81 r-1 1-1 I 8-0-0 I 4 5 6 4-0-0 4-0-0 4-0-0 8-0-0 Truswal 33vvssterns Plates are 20 ga. unless shown by "18"(18 ga. ), "H"(16 pa. bQr'MX"(TWM.20 pa.), positioned per Joint Details Report. Circled pl8tes and false fame rales are ositione as shown a owe. Shin a stud plates to avoid owe a wrath structu2l rates or sta le . / 7 s.,1 s. L. J V J WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Cust: PESTER This design is for an Individual building component rat truss system. It has been based on specifications provided by the component manufacturer W0: Dri ve_C_b 5827_L00005_100001 and done in accordance with the current versions or TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions Dsgn r • SB ' #LC = 15 WIT: 34# ato be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads re TC Live 20.00 psf Dur Fac s L=1.25 P=1. 2 5 utilized on this design meet or exceed the loading imposed by (he local building code and the particular application. The design assumes (hat the top chord TR USSWOR KS is tatereily braced by the roof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing material diredly attached, unless otherwise TC Dead psf 24.00 f Rep Mb r Bn d 1.15 noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed In any Rep Mb r Comp 1.00 ® INC. (CA) environment that will cause the moisture content of the wood to exceed 19% and/or rause connector plate corrosion. Fabricate. handle. install 'Joint BC Live 0.00 psf Rep Mb r Tens 1.00 4445 Northpark Dr. and brace this truss n accordance with (he following standards: and Cutting Detail Reports' available as output from Truswal software. •ANSIrrPI BC Dead 10.00 psf O.C.Spacing 2- 0- 0 Colo Spr7ngs, CO 80907 1',WTCA1'-Wood Truss Council ofAmerica Standard Design Responsibilities, BUILDING COMPONENT SAFETY INFORMATION'- Madison, Design Spec CBC -01 rCis(SCSI 1.03) and 13CSI SUMMARY SHEETS' by WTCA and TPI. The Truss Plate Institute (TPI) is located at 593 D'Onofrlo Drive, TOTAL 54.00 psf TRUSPLUS 6.0 VER: T6.4.1 consin53719. The American Forest and Paper Association (AFPA)Islocated 81111119thStreet. NW. Ste 800,Washington, DC20036. DEFL RATIO: L/240 TC: L/24 Job Name: DANFORTH Truss ID: K01 Qty: 6 BRG _X -LOC REACT SIZE REQ'D TC 2x4 SPF 165OF-1.5E Plating spec ' ANSI/TPI - 1995 This design based on chord bracing applied 1 2 9- 4 4258 5.50" 1.66" BC 2x4 SPF 165OF-1.5E THIS DESIGN IS THE COMPOSITE RESULT OF per the following schedule: 2- 33- 9- 4 3626 S.50" 1.73" WE 2x4 HF STUD MULTIPLE LOAD CASES. max o.c. from to BRG REQUIREMENTS shown are based ONLY WEDGE 2x6 HF 1650F -1.5E PLATE VALUES PER ICBG RESEARCH REPORT #1607. TC 24.011" 7-11-11 26- 0- 0 on the truss material at each bearing 2x4 SPF 1650F-1.SE 1 Heel plates analyzed for eccentricity. UPLIFT REACTION(S) ' MAX DEFLECTION (span) • . Drainage must be provided to avoid ponding. + + + + + + + + + + + + + + + + + + + + + + Support 1 -548 lb L/999 IN MEM 14-15 (LIVE) Permanent bracing is required (by others) to Nail pattern shown is for PLF loads only. Support 2 -465 lb L= -0.36" D= -0.61" T= -0.96" prevent rotation/toppling. See BCSI 1-03 Concentrated loads MUST be distributed to This truss is designed using the MAX DEFLECTION (cant) and ANSI/TPI 1. each 1 eyuall On multi -ply with hangers, CBC -01 Code. L/504 IN MEM 10-11 (LIVE) Continuous lateral bracing attached to flat use 3P nails min. into the carrying member. Bldg Enclosed Yes, Importance Factor = 1.00 L= 0.07" D- 0.11" T. 0.18" TC as indicated. Lumber must be structural For more than 2 1 1 fasten- Truss Location - End Zone CRITICAL MEMBER FORCES: p y, use additions Tc COMP.WR. / TENS. WR. CSI grade. Brace @ 24" o.c. unless noted. ers as indicated from the back plys, or use Hurricane/Ocean Line No Exp Category - C 1-2 -18411.33 / 212 1.25 0.16 3 -PLY! Nail w/10d BOX, stagggered (per NDS) any other approved detail (by others). Bldg Length - 40.00 ft, Bldg Width = 20.00 ft 2-3 -74431.25 / 399 1.60 o.zo in: TC- 2 BC- 2 WEBS- 2 ••PER FOOT!- + + + + + + + + + + + + + + + + + + + + + + Mean roof height - 16.33 ft, mph 80 3-4 -128531.25 / 686 1.60 0.55 Nail in layers or from each face. CBC Special Occupancy, Dead Load =12.6 psf 4-5 -152891.25 / 824 1.60 0.45 5-6 -152891.25 / 824 1.60 o.a6----------LOAD CASE #1 DESIGN LOADS ---------------- 6-7 -143771.25 / 779 1.60 0.63 Dir L.Plf L.Loc R.Plf R.Loc LL/TL 7-e -105501.25 / S88 1.60 o.s3 TC Vert 88.00 0- 0- 0 88.00 8- 0- 0 0.45 8-9 -73571.25 / 433 1.60 0.56 TC Vert 213.58 8- 0- 0 213.58 26- 0- 0 0.45 BC COMP. DUR. / TENS. WR. CSI TC Vert 88.00 26- 0- 0 88.00 34- 0- 0 0.45 10-11 -159 1.25 / 181 1.33 0.11 BC Vert 48.54 0- 0- 0 48.54 34- 0- 0 0.00 ll -12 -14 1.60 / 539 1.33 0.1z .Type... lbs X.Loc LL/TL 12-13 -307 1.60 / 6826 1.25 0.42 TC Vert 220.0 8- 0- 0 1.00 13-14 -656 1.60 / 13253 1.25 0.76 14-15 -741 1.60 / 14656 1.25 0.84 TC Vert 264.0 8- 0- 0 0.00 15-16 -510 1.60 / 10173 1.25 0.63 TC Vert 220.0 26- 0- 0 1.00 16-17 -411 1.60 / 7101 1.2s 0.73 TC Vert 264.0 26- 0- 0 0.00 17-18 -395 1.60 / 6942 1.25 0.90 WB COMP. WR. / TENS.(DU' CSI /. 2-11 -3988 1.25 / 279 1.60 0.24 2-12 -341 1.60 / 6993 1.25 0.81 3-12 -1510 1.25 / 126 1.60 0.09 + n G 3-13 -340 1.60 / 6460 1.25 0.75 l 4-13 -2108 1.25 / 165 1.60 0.13 O 4-14 -116 1.60 / 2239 1.25 0.06 2.8.4 4-8-12 4-8-10 4-10-6 4-10-6 4-8-10 4-8-12 A 5-14 -908 1.25 / 98 1.60 0.06 „I _ N a f , .\ ` 6-19 -23 1.60 / 694 1.25 0.08 2-8-4 7-5-0 12-1-10 17-0-0 21-10-6 26-7-0 31-3-12 c0V A 6-15 -1464 1.25 / 126 1.60 0.09 7-15 -222 1.60 / 4492 1.25 0.52 , 7-16 -291 1.25 / 53 1.60 0.02 ' 7-11-11 , 7-11-11 8-16 -114 1.60 / 3232 1.25 0.37 3-PLYS 1 2 3r 4 5 6 7 8 91 j 8-17 -950 1.25 / 96 1.60 0.06 484# REQUIRED 3 0 484#y 18-0-0 I Rl 6 8 3-1Od 3 4 1.5-3 3-4 3-10d 6.8 ,' , T 3-8 3-4 T \ t(3 06/` 0/07 2-7-15 5-5 6-10 2-7-15 SHIP \ 01-0 01_0 6-6 3-8 MX/6-10 3-6 4-4 L'== 34-0-0 10 11 12 13 14 15 16 17 18 2-8-4 4-8-12 4-8-10 4-10-6 4-10-6 4-8-10 4-8-12 4 o 2-8-4 7-5 12-1-10 17-0-0 21-1 26 31 'T 4 Trus. 1'3rtems Plates are 20 qct. unless shown by'11'(18 gad.'H'(16 t1a.) or'MX' TWMX 20 p .), positioned per Joint Details Report. Circletl Tates and false frame rates are ositione0 as shown atlove. Shift 861e stud rates to avdltl ovens w9th structural rates or sta le). 1 I2 J/O J WARNINGRead all notes on this sheet and give a copy of it to the Erecting Contractor. Cust: YESTER This design is for an Individual building component not Truss system. It has been based on specifications provided by the component manufacturer WO • Dri ve_C_b S 827_L00005_J 00001 ® and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accum y. Dimensions Dsgn r : SB #LC = 22 WT: 172# are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the bads TC Live 20.00 psf Du rFae s L;1.25 P=1.25 TRUSSWORKS utilised 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 In any TC Dead 24.00 psf Re Mbr Bnd P 1.15 ® INC. (CA) placed environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate. handle. InstallBC Rep Mbr Comp 1.00 4445 Northpark Dr. and brace this truss m accordance with the following standards:'mint and Cutting Detail Reports' available as output from Truswa software, Live 0.00 psf Rep Mbr Tens 1.00 C07D Springs, CO 80907 'ANSIrrPI 1', WTCA 1'- Wood Truss Council of America Standard Design Responsibilitles,'BUILDING COMPONENT SAFETY INFORMATION- BC Dead 10.00 psf O.C.Spacing 2- 0- 0 , (BCSI 1.03) and'BCSI SUMMARY SHEETS' by WTCA and TPI. The Truss Plate Institute (TPI) is located at 583 WOnofdo Drive, Madison, Design Spec CBC -01 TRU SPLUS 6.0 VER: T6.4.1 Pwisconsin 53719. The American Forest and Paper Association (AFPA)Islocated at11111sin Street, NW, Ste 800.Washington. DC20036. TOTAL 54.00 psf DEFL RATIO: L/240 TC' L 24 Job Name: DANFORTH Truss ID: K02 Qty: 2 BRG X -LOC REACT SIZE REQ TC 2x4 SPF 1650F -1.5E Plating spec ANSI/TPI - 1995 This design based on chord bracing applied 1 2- 9- 4 1986 5.50" 2.47" 2- 33- 9- 4 1698 5.50" 2.43" BC 2x4 SPF 165OF-1.SE THIS DESIGN IS THE COMPOSITE RESULT OF per the following schedule: BRG REQUIREMENTS shown are based ONLY 2x4 SPF 2100F -1.8E 14-18 WEB 2x4 HF STUD MULTIPLE LOAD CASES. maxo.c. from to on the truss material at each bearing WEDGE 2x6 HF 16SOF-1.5E PLATE VALUES PER ICBO RESEARCH REPORT #1607. Loaded for 10 PSF TC 24.00" 6- 9- 9 26- 0- 0 MAX DEFLECTION (span) • 2x4 SPF 1650F-1.SE 1 non -concurrent BCLL. Heel plates analyzed for eccentricity. UPLIFT REACTIONS) : Support 1 -258 lb L/871 IN MEM 14-15 (LIVE) L- -0.43" D- -0.73" T- -1.15" Lumber shear allowables are per NDS. Drainage must be provided to avoid ponding. Support 2 -219 lb MAX DEFLECTION (cant) • This truss is designed using the Continuous lateral bracing attached to flat 16-17 L/399 IN MEM 10-11 (LIVE) CBC -01 Code. Bldg Enclosed = Yes, Importance Factor - 1.00 TC as indicated. Lumber must be structural Brace @ 24" o.c. unless -398 1.60 / 0.08" D= 0ES: T= 0.22" Truss Location - End Zone grade. noted. TENS. DUR. CSI CR CRIT CAL MEMBER FARCES: TC COMP.IIIUR. / TENS.rR. CSI Hurricane/Ocean Line = No Ex Cate ory C p 9 282 1.60 0.34' 2-12 1-2 -1811.60 / 226zso.37 g 20.00 ft Bldg Length 40.00 ft, Bld Width =2-3-29941.25 3-12 -609 1.2S / / 405600.42 Mean roof height=16.58 ft, mph - 80 -344 1.60 / 2599 1.25 0.90 3-4 -51301.25 / 69560 0.82 4-5 -6194 1 25 / 834 60 0 85 CBC Special Occupancy, Dead Load - 12.6 psf 166 1.60 0.17 1004 1.25 0.35 5-14 5-6 -6194 1.25 / 834 1.60 0.85 6-7 -5825 1.25 / 789 1.60 0.93 7-8 -4420 1.25 / 597 1.60 0.76 8-9 -3329 1.25 / 436 1.60 0.75 BC COMP. DUR. / TENS. DUR. CSI 10 -ll -177 1.25 / 166 1.60 0.16 ll -12 -62 1.25 / 286 1.33 0.16 32-13 -312 1.60 / 2717 1.25 0.50 13-14 -665 1.60 / 5290 1.25 0.91 14-15 15-16 -751 1.60 / -518 1.60 / 5930 1.25 0.69 4254 1.25 0.56 16-17 -415 1.60 / 3211 1.2S 0.77 17-18 -398 1.60 / 3138 1.25 0.89 WB COMP. DUR. / TENS. DUR. CSI 2-11 -1857 1.25 / 282 1.60 0.34' 2-12 -346 1.60 / 281s 1.25 0.97 3-12 -609 1.2S / 127 1.60 0.12 3-13 -344 1.60 / 2599 1.25 0.90 4-13 4-14 -847 1.25 / -117 1.60 / 166 1.60 0.17 1004 1.25 0.35 5-14 -404 1.25 / 98 1.60 0.08 6-14 -22 1.60 / 290 1.25 0.10 6-15 7-15 -552 1.25 / -223 1.60 / 127 1.'0 0.11 1678 1.25 0.58 7-16 -40 1.25 / 52 1.60 0.01 8-16 -118 1.60 / 1083 1.25 0.38 8-17 -473 1.25 / 101 1.60 0.09 4 22-8-4 4-8-12 4-84-810 4-10-6 4-10-6 4-8-10 4-8-12 Q 2-8-4 7-5-0 12-1-10 17-0-0 21-10-6 26-7-0 31-3-12 N rA 9-11-11 , 9-11-11 1 2 3 4 5 6 7 8 9r 35 00 - , 18-0-0 3 0p , 34-0-0 10 11 12 13 14 15 16 17 18r 2-8-4 4-8-12 4-8-10 4-10-6 , 4-10-6 4-8-10 4-8-12 2-8-4 7-5-0 12-1-10 17-0-0 21-10-6 26-7-0 31-3-12 12 3-1-15 010 1 SHIP Truswal systems Plates are 20 ga. unless shown by 18'(18 ga.), 'H' 16 a.) or'MX" TWMX 20 p .), positioned per Joint 0 tails Report. Circled lates and false frame fates are Dsitiort. as shown atSove. Shin g9bte stud laces to avDld ovens with structu2l elates or sta le . I2 SIO rJ WARNINGRead all notes on this sheet and give a copy of it to the Erecting Contractor. Cust: PESTER This design Is for an individual building component not truss system. II has been based on specifications provided by the component manufacturer W0: Dri ve_C_b5827_L00005_300001 ® and done In accordance with the wnent versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions Dsgn r : SB NLC 2 3 WT: 179N are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads TC Live 20.00 psf Du r Facs L=1.2 5 P=1. 25 utilized on this design meet or eueed the loading Imposed by the local building Code and the particular application. The design assumes that the top chord TRUSSWORKS is laterally braced by the mot or floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise TC Dead 24.00 psf Rep Mbr End 1.15 noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed in any Rep Mbr Comp 1.00 ® INC. (CA) envimnme l 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 Rep Mbr Tens 1.00 4445 Northpark Dr. and brace this truss in accordance with the following standards:'Jofnt and Cutting Detail Reports' available as output from Tmswal software, 'ANSI/TPI W TCA Wood Truss Council America Standard Design Responsibilities. BUILDING COMPONENT SAFETY INFORMATION'- BC Dead 1 0.00 psf O.C.Spacing 2- 0- 0 Colo Springs, CO 80907 1', 1' - of (SCSI 1.03) and SCSI SUMMARY SHEETS' by WTCA and TPI. The Truss Plate Institute (TPI) Is located at 583 D'Onofrio Drive, Madison, Design Spec CBC -01 TRUSPLUS 6.0 VER: T6.4.1 Wisconsin53719. The American Forest and Paper Association (AFPA)islocated at1111191hStreet. NW, Ste 800, Washington, DC 20036. TOTAL 54.00 psf DEFL RATIO: L/240 TC: L/24 Job Name: DANFORTH Truss ID: K03 Qty: 2 ERG X -LOC REACT SIZE REQ'D TC 2x4 SPF 165OF-1.SE Plating spec • ANSI/TPI - 1995 This design based on chord bracing applied 1- 2- 9- 4 1986 S.So•• 2.47•• 2x4 SPF 210OF-1.8E 6-8 THIS DESIGN IS THE COMPOSITE RESULT OF per the following schedule: 2 33- 9- 4 1698 5.50" 2.43" 8C 2x4 SPF 165OF-1.SE MULTIPLE LOAD CASES. max o.c. from to BR 5 REQUIREMENTS shown are based ONLY 2x4 SPF 210OF-1.8E 12-14 PLATE VALUES PER ICBO RESEARCH REPORT #1607. TC 24.00" 11-11-11 22- 0- 0 on the truss material at each bearing WEB 2x4 HF STUD Loaded for 10 PSF non -concurrent BCLL. UPLIFT REACTIONS) - MAX DEFLECTION (span) WEDGE 2x6 HF 165OF-1.5E Heel plates analyzed for eccentricity. Support 1 -259 lb L/999 IN MEM 12-13 (LIVE) 2x4 SPF 1650F-1.SE 1 Drainage must be Provided to avoid ponding. Support 2 -220 lb L- -0.35" D- -0.59" T= -0.94" Lumber shear allowables are per NDS. Continuous lateral bracing attached to flat This truss is designed using the MAX DEFLECTION (cant) • TC as indicated. Lumber must be structural CBC -01 Code. L/603 IN MEM 9-10 (LIVE) grade. Brace @ 24" o.c. unless noted. Bldg Enclosed - Yes, Importance Factor 1.00 L= 0.06" D= 0.09" T= 0.15" Truss Location End Zone CRITICAL MEMBER FORCES: TC COMP.IDU / TENS. DUR. CSI Hurricane/Ocean Line = No Exp Categoryy C 1-2 -1691.60 / 254 1.25 0.26 Bldg Length = 40.00 ft, Bldg Width = Z0.00 ft 2-3 -1581. 226 1.25 0.25 Mean roof height - 16.83 ft, mph 80 3-4 -31421.25 / 422 1.60 0.47CBC S ecial OCfu p4-5 -42741.25 602 1.60 0.69 p pancy, Dead Load 12.6 sf 5-6 -42741.25 602 1.60 0.68 6-7 -40461.25 541 1.60 0.70 7-8 -42571." / 592 1.60 0.91 BC COMP.(OUR.)/ TENS .< UR, CSI 9-10 -207(1.25)/ ls3(1. 603 0.15 10-11 -307((((1.603))/ 2434((((1.253)) 0.50 11-12 -384 1.60 / 3197 1.25 0.83 32-13 -459 1.60 / 3765 1.25 0.64 13-14 -529 1.60 / 4040 1.25 0.90 WB COMP. DUR. / TENS. DUR. CSI 2-10 -314 1.25 / 76 1.60 0.06 3-10 -2965 1.25 / 399 1.60 0.96 3-]1 -1 9 1.60 / 709 1.25 0.24 4-11 -348 1.25 / 99 1.60 0.15 4-12 -129 1.60 / 1204 1.25 0.42 _ 5-12 -540 1.25 / 144 1.60 0.14 6-12 -46 1.60 / 563 1.2S 0.za 2-9'4 3-2-12 6-0-0 5-0-0 5-0-0 6-0-0 6-0-0 i 6-13 / 179 0.90 0.09 7-13 -186(1.25)/ 108 1.60 0.os 2-9-4 6-0-0 12-0-0 17-0-0 22-0-0 28-0-0 34-0-0 1 2 3 4 541 6 7 8r 33. p- 10-0-0 -3.Oa/ 2 CJ 6 Q ,r m T 1 -3 j1 3-12 1.5-3 3 7 15 ',\ i p: 6,,"30,10-73-7-15 1.5-3 5-5 6-12 SHIP ' 0$0 0$0 1 = sTAr •W 3-4 6-8 3 -43 -POA 1FGt 1 34-0-0 9 10 11 12 13 14 22-9-4 5-85-812 8-6-6 0 8-6-0 8-6-0 2-9-4 8-6-0 17-0-0 25-6-0 34-0-0 Truswal 3vsterns Plates are 20 pa. unless shgwn '18'(18 gaa 'H'f18, a. bQe sWd. hies Io a0 d oVe r a ovntR se, loins gales oe sid le . Circled plates and false frame ares are oslUone as shown a ove. SShI I25/O 5 WARNINGRead ail notes on this sheet and give a copy of it to the Erecting Contractor. Cust: YESTER This design Is for an Individual building component not truss system. 11 has been based on spedfkc (lions Provided by the component manufacturer W0: Dri ve_C_b5827_L00005_100001 ® and done in accordance with the current versions of TPI and AFPA design standards. No responsibility Is assumed for dimensional accuracy. Dimensions DS n r • SB g #LC = 23 WT: 165# are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the bads TC Live 20.00 psf Du rFac s L=1. 2 5 P=1. 2 5 utilized on this design meet or exceed the boding imposed by the local building code and the particular application. The design assumes that the top chord TRUSSWORKSis 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 24.00 psf Rep Mbr BrillBrill1.15 noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed In any Rep Mbr Comp 1.00 ® INC. (CA) 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 4445 Northpark Dr. and brace this truss in accordance with the following standards: Joico and Cubing Detail Reports' available as output from Troswal software. 'ANSVTPI WTCA Truss America Standard Design Responsibilities,•BUILDING SAFETY BC Dead 10.00 psf Rep Mbr Tens O.C.Spacing 1.00 2- 0- 0 Co)o Springs, CO 80907 I', V. Wood Council of COMPONENT INFORMATION'- (SCSI 1-03) and SCSI SUMMARY SHEETS' by WTCA and TPI. The Truss Plate Institute (TPI) Is located at 583 D'Onofno Drive, Madison, Design Spec CBC -01 TRUSPLUS 6.0 VER: T6.4.1 Wisconsin 53719. The American Forest and Paper Association (AFPA)Islocated at1111191hStreet. NW. Ste 800,Washington, DC20036. TOTAL 54.00 psf DEFL RATIO: L/240 TC: L/24 Job Name: DANFORTH VV/4 r[IVIIV V Read all notes on this sheet and give a copy of it to the Erecting Contractor. Truss ID: K04 Qty: 2 BRG _X -LOC REACT SIZE REQ'D 1 2 9- 4 1986 5.50" 2.47" TC 2x4 SPF 165OF-1.5E Plating spec ' ANSI/TPI - 1995 This design based on chord bracing applied 2 '33- 9- 4 1698 5.50" 2.43" BC 2x4 SPF 210OF-1.8E 6-8 2x4 SPF 1650E -1.5E THIS DESIGN IS THE COMPOSITE RESULT OF per the following schedule: BRCS, REQUIREMENTS shown are based ONLY on the truss material at each bearing 2x4 SPF 2100E -1.8E 12-14 MULTIPLE LOAD CASES. PLATE VALUES PER IC80 RESEARCH REPORT #1607. max o.c. from to TC 24.00" 10- MAX DEFLECTION (span) WEB 2x4 HF STUD WEDGE 2x6 HF 1650F -1.5E Loaded for 10 PSF non -concurrent BCLL. 9- 9 22- 0- 0 UPLIFT REACTIONS) L/999 IN MEM 12-13 (LIVE) 2x4 SPF 165OF-1.SE 1 Heel plates analyzed for eccentricity. Support 1 -262 lb L- -0.35" D- -0.59" T= -0.94" Lumber shear allowables are per NDS. Drainage must be provided to avoid ponding. Continuous Support 2 -223 lb MAX DEFLECTION (cant) lateral bracing attached to flat must This truss is designed using the L/603 IN MEM 9-10 (LIVE) 24.00 psf Rep Mb r Brio Mb r Comp TC as indicated. Lumber be structural CBC -01 Code. L= 0.06" 0= 0.09" T= 0.15" BC Live - grade. Brace @ 24" o.c. unless noted. Bldg Enclosed = Yes, Importance Factor - 1.00 CRITICAL MEMBER FORCES: TC COMP. OUR. / TENS. DUR. CSI and brace this truss In accordance with the following standards:'Jolnt and Cutting Detail Reports' available as output from Twswal software, Truss Location - End Zone 1-2 -172 "Sp / 254 1.25 0.26 2-3 CO ]O Springs, CO 80907 'ANSIrrPI t', WTCA 1'- Wood Truss Council of America Standard Design Responsibilities,'BUILDING COMPONENT SAFETY INFORMATION'- BC Dead Hurricane/Ocean Line NO E% Cate Ory = C Bldg Length 40.00 ft, Width B -162 1.60 / 226 1.25 0.25 3-4 -3142 1.25 / 428 1.60 0.47 2- 0- 0 T R U S P L U S 6.0 VER: T6.4.1 (SCSI 1-03)and 'BCSISUMMARY SHEETS'byWTCAand TPI. The TrussPlatInstitute (TPI)Islocated at583D'OnofrioDrive. Madison. - Bldg 20.00 ft Mean roof height - 17.08 ft, mph = 80 4-5 -4274 1.25 / 611 1.60 0.69 5-6 -4274 1.25 / 61.1 1.60 0.68 Design Spec CBC -01 CBC Special Occupancy, Dead Load 12.6 psf 6-7 -4046 1.25 / 549 1.60 0.70 54.00 psf DEFL RATIO: L/240 TC: L/24 7-8 -4257 1.25 / 600 1.60 0.91 BC COMP. WR. / TENS. (WR. CSI 9-10 -207 1.25 / 155 1.603 0.15 10-11 -311 1.60 / 2434(((((1.2S3)) 0.50 3.1_ 12 -391 1.60 / 3197(1.2S) 0.83 12-13 -466 1.60 / 37651 1.25 0.64 13-14 -536 1.60 / 4040 1.25 0.90 WB COMP. WR. / TENS. DUR. CSI 2-10 -314 1.25 / 77 1.60 0.06 3-10 -2965 1.25 / 404 1.60 0.96 1 3-11 -20 1.60 / 704 1.25 0.24 4-11 -348 1.25 / 101 1.60 0.15 4-12 -131 1.60 / 1204 1.25 0.42 5-12 -543 1.25 / 145 1.60 0.14 6-12 -53 1.60 / 563 1.25 0.20 6-13 / 179 0.90 0.09 2-9-4 3-2-12 6-0-0 �� -� 6-0-0 12-0-0 5-0-0 5-0-0 6-0-0 -� 6-0-0 / 7-13 -186(1.25)/ 108 1.60 0.05 17-0-0 22-0-0 28-0-0 34-0-0 ✓, i1 i t- 13-11-11 %-'-:- 7'• l 1 2 3 4 3.0 - � 5 s 7 10-0-0 � -3.00 8 T 6.8 .5-3 T1 �� 4-1-15 3-12 1.5-3Z7S;: 1.5-3 4-11 I !` , QS r�v;0 -1 g( 5-5 6.12 I SH1�? 01-0 °$0 1 SS , Jac 1lL ��P � Or i.AUV7 3 O6-8 6-8 3-4 1 _ 34-0-0 9 10 11 12 13 1 14 2-9-4 5-8-12 8-68-6 0 8-6-0� B-6_� 2-9-4 8-6-0 17-0-0 25-6-0 34-0-0 20 Oa. unless 20 VV/4 r[IVIIV V Read all notes on this sheet and give a copy of it to the Erecting Contractor. Cust: YESTER This design Is for an Individual building component not muss system. 11 has been based on specifications provided by the component manufacturer W0: Dr i ve_C_b 5827_L000OS_300001 ® 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 bads Dsgn r : SB #LC = 23 WT: 171# utilized on this design meet or exceed the loading Imposed by the local building code and the particular application. The design assumes that the top chord TC Live 20.00 psf Du rFacs L=1.25 P=1.25 TR USSWORKS 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 ® INC. (CA) noted. Smong shown Is for lateral support of Components members only to reduce buckling length. This Component shall rot be placed In any environment that will cause the moisture Content the to 19% TC Dead 24.00 psf Rep Mb r Brio Mb r Comp 1.15 1.00 of wood exceed and/or cause Connector plate Corrosion. Fabricate. handle. InstallRep BC Live 0.00 psf 4445 Northpark OC. and brace this truss In accordance with the following standards:'Jolnt and Cutting Detail Reports' available as output from Twswal software, Rep Mb r Tens 1.00 CO ]O Springs, CO 80907 'ANSIrrPI t', WTCA 1'- Wood Truss Council of America Standard Design Responsibilities,'BUILDING COMPONENT SAFETY INFORMATION'- BC Dead 10.00 psf 0. C. Spacing 2- 0- 0 T R U S P L U S 6.0 VER: T6.4.1 (SCSI 1-03)and 'BCSISUMMARY SHEETS'byWTCAand TPI. The TrussPlatInstitute (TPI)Islocated at583D'OnofrioDrive. Madison. Design Spec CBC -01 PWIsconsin53719. The American Forest and Paper Association (AFPA) Is located at 1111 1 91h Street. NW, Ste 800. Washington. DC 20036. TOTAL 54.00 psf DEFL RATIO: L/240 TC: L/24 Job Name: DANFORTH Truss ID: K05 Qty: 2 BRG _X -LOC REACT SIZE REQ'D TC 2x4 SPF 165OF-1.5E Plating spec ANSI/fPI - 1995 This design based on chord bracing applied 1 z 9- a 1986 s.so" z.47'• 2x4 SPF 2100E -1.8E 6-8 THIS DESIGN IS THE COMPOSITE RESULT OF per the following schedule: 2 33- 9- 4 1698 5.50" 2.43" BC 2x4 SPF 165OF-1.5E MULTIPLE LOAD CASES. max o.c. from to BRQ REQUIREMENTS shown are based ONLY 2x4 SPF 210OF-1.8E 12-14 PLATE VALUES PER ICBO RESEARCH REPORT #1607. TC 24.00" 10- 9- 9 22- 0- 0 on the truss material at each bearing WEB 2x4 HF STUD Loaded for 10 PSF non -concurrent BCLL. UPLIFT REACTIONS) MAX DEFLECTION (span) WEDGE 2x6 HF 165OF-1.5E Heel plates analyzed for eccentricity. Support 1 -265 lb L/999 IN MEM 12-13 (LIVE) 2x4 SPF 165OF-1.5E 1 Drainage must be provided to avoid ponding. Support 2 -225 lb L= -0.35" D= -0.59" T. -0.94" Lumber shear allowables are per NDS. Extended TC requires 2x 4 verts at 48" O.C. This truss is designed using the MAX DEFLECTION (cant) Continuous lateral bracing attached to flat max. dropped to the chord below, attached CBC -01 Code. L/603 IN MEM 9-10 (LIVE) TC as indicated. Lumber must be structural w/1.5-3 min. plates, or (5)-16 ga. staples, Bldg Enclosed = Yes, Importance Factor 1.00 L= 0.06" D-- 0.09" T. 0.15" grade. Brace @ 24" o.c. unless noted. or ode uate naiaie b others t CRITICAL MEMBER FORCES: q g y yp, ea. end. Truss Location = End Zone TC COMP. OUR. / TENS.ouR. CSI Hurricane/Ocean Line No Exp Categor = C 1-2 -175 1.60 / 2S4 1.25 0.26 BldgLength - 40.00 ft, Bldg 2-3 -166 1.60 / 226 1.25 0.25 9 g Width = 0.00 ft 3-4 -3142 1.25 / 432 1.60 0.47 Mean roof height = 17.33 ft, mph = 80 4-5 -4274 1.25 / 616 1.60 0.69 CBC Special Occupancy, Dead Load 12.6 psf S-6 -4274 1.25 / 616 1.60 0.68 6-7 -4046 1.25 / 554 1.60 0.70 7-8 -4257 1.25 / 605 1.60 0.91 BC COMP. WR. / TENS. OUR. CSI 9-10 -207 1.25 / 158((1.603 0.15 10-11 -314 1.60 / 2434(1.25) 0.50 ll -12 -395 1.60 / 3197(((1.253) 0.83 12-13 -471 1.60 / 3765 1.25 0.64 13-14 -541 1.60 / 4040 1.25 0.90 WB COMP. DUR. / TENS. WR. CSI 2-10 -314 1.25 / 77 1.60 0.06 3-10 -2965 1.25 / 408 1.60 0.96 3-11 -20 1.60 / 704 1.25 0.24 4-11 -348 1.25 / 101 1.60 0.15 4-1z -132 1.60 / lzo4 1.25 0.42 r r t>slo, s-12 -S40 1.25 / 146 1.60 0.14 2-9-4 3-2 12 6-0-0 5-0-0 5-0-0 6-0-0 , 6-0-0 6-12 -142 1.60 / 563 1.25 0.20 6-13 / 179 0.90 0.09 rR rt 7-13 -186(1.25)/ 108 1.60 0.05 2-9-4 6-0-0 12-0-0 17-0-0 22-0-0 28-0-0 34-0-0 C J fi • V A/ % < , I 15-11-11 , 15-11-11 1 2 3 4 5 6 7 81 3.00 , 10-0-03.0 T( . 6-8 .5-3 WZ:I \ : hi yr 07 4-7-15 1.5-3 3-12 1.5-3 4-7-15 ; 55 SHIP I 34-0-0 9 10 11 12 13 14 2-9-4 5-8-12 8-6-0 8-6-0 8.6-0 2-9-4 8-6-0 17-0-0 25-6-0 34-0-0 TYPICAL PLATE: 1.5-3 unless shown b '18'(18 gaa,'H' s are pOSihOne as shown above. 1/25/05 VVH/'C/V//VURead all notes on this sheet and give a copy of it to the Erecting Contractor. Cust: YESTER This design Is for an indMdual building component not truss system. Il has been based on specifications provided by the component manufacturer WO • Dri ve_C_b 5827_L00005_100001 ® and cion In accordance with the current versions of TPI and AFPA design standards. No responsibility Is assumed for dimensional accuracy. Dimensions are to be verffled by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the bads Dsgn r : SB #LC = 23 WT : 180# utilized on this design most or exceed the loading imposed by the local building code and the particular apWicalion. The design assumes that the top chord TC Live . 20.00 psf Du r f acs L=1.25 P=1.2 5 TRUSSWORKS 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. Smcing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed in any TC Dead 24.00 psf Re Mb r Bnd P 1.15 INC. CA environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, InstallBC Live 0.00 psfRep Rep Mb r Comp 1.00 4445 Northpark Dr. and brace this toss b accordance with the following standards: 'Joint and Cutting Detail Reports• av-anable as output from Truawal aortware, Mb r Tens 1.00 CO)O Springs, CO 80907 ANSI/TPI 1', WTCA 1•- Wood Truss Council of America Standard Design Responsibilitles,BUILDING COMPONENT SAFETY INFORMATION'- BC Dead 10.00 psf O.C.Spacing 2- 0- 0 TRU SPLUS 6.0 VER: T6.4.1 (SCSI 1-03) and 13CSI SUMMARY SHEETS' by WTCA and TPI. The Truss Plate Institute (TPI) is located at 583 D'Onofrlo Drive, Madison, Design Spec CBC -01 FWIsconsin53719. The American Forest and Paper Association (AFPA) Is located at 1111 191h Street. NW, Ste 800. Washington. DC 20036. TOTAL 54.00 psf DEFL RATIO: L/240 TC: L/24 Job Name: DANFORTH truswlal yss Plates are 2 P�a. unless shgwn b ,'l8"(18 a.l "H"(16,�g.) r "MX" TWMX 20gg ), p0 cion, per Joint D tails Rep�rt. ClrcletlO Stas and false frame ales are osihone as shtlwr�a ove. hl bQ8 stud tales to av ld ove ap vnt structural dates ors le . Truss ID: L01 Qty: 2 WARNINGRead all notes on this sheet and give a copy of it to the Erecting Contractor. BRG X -LOC REACT SIZE REQ'D 1 0- 2-12 1719 5.50" 2.46" TC 2x4 SPF 165OF-1.SE 2x4 SPF 210OF-1.8E 2-3 Plating spec • ANSI/TPI - 1995 UPLIFT REACTION(S) #LC = 15 WT ; 101# 2 -17- 0- 4 1740 5.50" S. BC 2x4 SPF 165OF-1.5E THIS DESIGN IS THE COMPOSITE RESULT OF MULTIPLE Support 1 -290 lb BRG REQUIREMENTS shown are based ONLY ed ON WEB 2x4 HF STUD LOAD CASES. PLATE Support 2 -293 lb on the truss material at each bearing BRG BILK 2x6 HF 1650F-1.SE VALUES PER ICBO RESEARCH REPORT #1607. This truss is designed using the MAX DEFLECTION (span) Lumber shear allowables are per NDS. Loaded for 10 PSF non -concurrent BCLL. Drainage CBC -01 Code. L/999 IN MEM 7-8 (LIVE) L= D- End verticals designed for axial loads only. must be provided to avoid ponding. Permanent bracing Bldg Enclosed =Yes, Importance Factor = 1.00 -0.10" -0.17" T= -0.27" CRITICAL MEMBER FORCES: Extensions above or below the truss profile 1s required (by others) to prevent rotation/toppling. See BCSI 1-03 Truss Location End Zone Tc COMP. 3/ TENS DU CSI (if any) require additional consideration and ANSI/TPI 1. Hurricane/Ocean Line No Exp Category = C Bldg Length = 40.00 ft, Bldg Width 20.00 ft IDU i-3 -11001(1.113% iiiji.6o3 o.ai (by others) for horiz. loads on the bldg. = Mean roof height = 17.00 ft, 80 3-4 -2667(((((1.25 / 223c((((1.60 00.98 mph = CBC Special Occupancy, Dead Load = 12.6 psf ec COMP. (DUR. / TENS.<D.6 CSI --LOAD CASE #1 DESIGN LOADS ---------------- 5-6 -26(1.603/ 261.60 00.72 Dir L.PIf L.Loc R.PIf R.Loc LL/TL 6-1 -168£1.603/ 2534 1.25 0.75 TC Vert 88.00 0- O- 0 88.00 8- 0- 0 0.45 7-s z4 1.60 / 316 1.25 a. sl TC Vert 213.58 8- 0- 0 213.58 9- 3- 0 0.45 COMP. (DUR.)/ TENS. WR. csI TC Vert 88.00 9- 3- 0 88.00 17- 3- 0 0.45 4-8 / 142 0.90 0.37 BC Vert 48.54 0- 0- 0 48.54 16- 9- 8 0.00 Be 2 -2 70 1.25 / 2100 1.So 0.13 .Type... lbs X. Loc LL/TL .1 -11671.21 / leo 1.60 0.300 'fC Vert 220.0 8- 0- 0 1.00 1-6 -1761.60 / 2634 l.zs 00.91 2-6 -4061.25 / 91 1.60 0.12 TC Vert 264.0 8- 0- 0 0.00 z-7 -s41.60 / 46 1.60 o.oz TC Vert 220.0 9- 3- 0 1.00 3-7 -4231.25 / 98 1.60 0.13 - TC Vert 264.0 9- 3- 0 0.00 4-7 -14711.60 / 2122 1.21 0.87 17-3-0 I 7-„-„ I I 7-„-„ I 11 2 1 I 3 4 3.0 - 3- 484 484 �FOFESS/'b CJ 2 c .759 It G '30/07 CAi.tF0E1N . 2-4 TIE 17-3-0 8 6 7 7-5-0 �2-5-0 77-5-0-0 1 7-57-5 0 99-10-0 I 17_g_Q truswlal yss Plates are 2 P�a. unless shgwn b ,'l8"(18 a.l "H"(16,�g.) r "MX" TWMX 20gg ), p0 cion, per Joint D tails Rep�rt. ClrcletlO Stas and false frame ales are osihone as shtlwr�a ove. hl bQ8 stud tales to av ld ove ap vnt structural dates ors le . I25/O5 WARNINGRead all notes on this sheet and give a copy of it to the Erecting Contractor. Cust: YESTER ® TR USSWORKS ® INC. (CA) 4445 Northpark Dr. C070 Springs, CO 80907 TRUSPLUS 6.0 VER: T6.4.1 This design Is for an individual building component not truss system. II 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 bads utilized onthis 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 otherwlse noted. Bracing shown Is for lateral support of components members only to reduce buckling length. This componenl 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 arca brace this tress b accordance wort me browing standards: vont and Cutting DetailReports• available as output from Tmswal sonware. 'ANSUTPI 1%WTCA 1'- Wood Truss Council of America Standard Design Responsibilities.'BUILDING COMPONENT SAFETY INFORMATION'- (SCSI 1-03) and SCSI SUMMARY SHEETS' by WTCA and TPI. The Truss Plate Institute (TPI) Is located at 583 D'Onofrio Drive, Madison, isconsin53719. The AmedcanForestandPaperAssociation(AFPA)Islocatedat111119thStreet.NW.Ste800.Washington. DC20036. WO • Dri ve_C_b5827_L00005_100001 Ds n r • SB g #LC = 15 WT ; 101# TC Live 20.00 psf TC Dead 24.00 psf BC Live 0.00 psf BC Dead 10.00 psf TOTAL 54.00 psfnFFI Du rFacs L=1. 2 5 P=1. 25 Re Mb r Bnd 1.00 P Rep Mb r Comp 1.00 Rep Mb r Tens 1.00 O.C.Spacing 2- 0- 0 Design Spec CBC -01 RATTr1• I /7dn Tr. I /Id Job Name: DANFORTH VVHrCIVIIV V Read all notes on this sheet and give a copy of it to the Erecting Contractor. Truss ID: L02 Qty: 4 BRG X -LOC REACT SIZE REQ'D 1 0- 2-12 920 5.50" 1.50" TC 2x4 SPF 165OF-1.SE Plating spec • ANSI/TPI - 1995 UPLIFT REACTIONS) 2 717- 0- 4 934 5.50" 5.50' BC WEB 2x4 SPF 1650E -1.5E 2x4 HF THIS DESIGN IS THE COMPOSITE RESULT OF Support 1 -155 lb lb BRG REQUIREMENTS shown are based ONLY BRG STUD BLK 2x6 HF 165OF-1.5E MULTIPLE LOAD CASES. Support 2 -163 WT: 93# on the truss material at each bearing End verticals designed for axial loads only. PLATE VALUES PER IC80 RESEARCH REPORT #1607. Loaded for 10 PSF This truss is designed using the MAX DEFLECTION (span) Extensions above or below the truss profile non -concurrent BCLL. CBC -01 Code. 1.15 L/999 IN MEM 6-7 (LIVE) L= -0.07" D= -0.13" T= -0.20" (if any) require additional consideration psf 0.00 psf Bldg Enclosed = Yes, Importance Factor Truss Location End Zone = 1.00 CRITICAL MEMBER FORCES: (by others) for horiz. loads on the bldg. 9• Hurricane/Ocean Line 1.00 Tc COMP. DUR. / TENS. DUR. CSI 1-2 33 1.253/ s1((1.253 0.26 'ANSVTPI I', WTCA 1'- Wood Truss Council or America Standard Design Responsibilities,'BUILDING COMPONENT SAFETY INFORMATION'. BC Dead 10.00 pSf No Exp Category Bldg Length = 40.00 ft, Bidg Width = C 20.00 ft 2-3 -1104 1.25)/ 211(1.60) 0.26 (BCS11-03) and 13CSI SUMMARY SHEETS' by WTCA and TPI. The Truss Plate Institute (TPI) is located at 583 D'Onofrio Drive, Madison, Mean roof height p 9 t - 17.08 ft, m h 80 3-4 -1104 1.zs / z11 1.60 0.26 Pwiscronsin53719. The American Forest and Paper Alssociallon(AFPA)islocated at111119thStreet. NW. Ste 800,Washington. DC20036. TOTAL 54.00 psf CBC Special Occupancy, Dead Load = 12.6 psf 4-5 -63 1.25 / 41 1.60 0.25 BC COMP. DUR.)/ TENS.(DUR.) CSI 6-7 -190 1.603/ 993(1.253 OC 7-8 -181 1.60 / 964(1.25 0.53 . WB COMP. WR. / TENS. WR. CSI 5-8 -107 1.60 / 773 1.25 0.37 BB 2 -1075 1.25 / 190 1.60 0.O6 1-6 -156 1.25 / 971.60 0.03 2-6 -1212 1.25 / .23111 .60 0.65 2-7 -8 1.60 / 124 1.25 0.04 3- / 210 1.25 0.07 4-7 19(1.60)/ 146 1.25 0.05 4-8 -1167(1.25)/ 219 1.60 0.54 4-3-12 I 8-7-8� 12-11-4 I 17-3-0 I 8-7-8 I 8-7-8 1 i1 2 3 4 5 3 00 4-4 I 17.3.0 1 16 7 g 8-78-781 g_70 8 7 8 17-3-0 T 0- -0 2-4 TIE SHIP 2-I-2 VVHrCIVIIV V Read all notes on this sheet and give a copy of it to the Erecting Contractor. Cust: YESTER This design is for an individual building component not truss system. It has been based an specifications provided by the component manufacturer WO' Dri ve_C_b5827_L00005_300001 ® and done In accordance with the current versions of TPI and AFPA design standards. No responsibility Is assumed for dimensional accuracy. Dimensions Dsgn am to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the bads r : SB #LC - 16 WT: 93# TRUSSWORKS utilized on this design meet or exceed the loading imposed by the local building code and the particular application. The design assumes that the top chord is Wtuauy 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 20.00 psf Dur Fac S L=1.25 P=1.25 noted. Bracing shown is for lateral support length. TC Dead 24.00 RMb r Bnd Rep 1.15 INC. (CA) of components members only to reduce buckling This component shall not be placed in any environment that will cause the moisture content of the wood to exceed 19% and/or rause connector plate corrosion. Fabricate, handle, install BC Live psf 0.00 psf Rep Mbr Comp 1.00 4445 Northpark Or. and brace this truss In accordance with the hollowing standards: 'Joint and Cutting Detail Reports' available as output from Troswal software, Rep Mb r Tens 1.00 Colo Springs, CO 80907 'ANSVTPI I', WTCA 1'- Wood Truss Council or America Standard Design Responsibilities,'BUILDING COMPONENT SAFETY INFORMATION'. BC Dead 10.00 pSf O.C.Spacing 2- 0- 0 (BCS11-03) and 13CSI SUMMARY SHEETS' by WTCA and TPI. The Truss Plate Institute (TPI) is located at 583 D'Onofrio Drive, Madison, Design Spec CBC -01 TRUSPLUS 6.0 VER: T6.4.1 Pwiscronsin53719. The American Forest and Paper Alssociallon(AFPA)islocated at111119thStreet. NW. Ste 800,Washington. DC20036. TOTAL 54.00 psf DEFL RATIO: L/240 TC: L/24 Job Name: DANFORTH VVHIT/V//VV Read all notes on this sheet and give a copy of it to the Erecting Contractor. Truss ID: M01 Qty: 6 BRG X -LOC REACT SIZE REQ'D 1 O- 1-12 1168 3.50" 1.67" TC 2x4 SPF 16SOF-1.SE Plating svec ANSI/TPI - 1995 UPLIFT REACTION(S) 2 lA- 1- 4 1168 3.50" 1.67" BC 2x4 SPF 1650E -1.5E 2x4 SPF 210OF-1.8E 5-6 THIS DESIGN IS THE COMPOSITE RESULT OF Support 1 -160 lb WT: BRC REQUIREMENTS shown are based ONLY WEB 2x4 HF STUD MULTIPLE LOAD CASES. Support 2 -165 lb 80# on the truss material at each bearing End verticals designed for axial loads only. PLATE VALUES PER ICBG RESEARCH REPORT #1607. Loaded for 10 PSF This truss is designed using the MAX DEFLECTION (span) Extensions above or below the truss profile non -concurrent BCLL. CBC -01 Code. 1.15 L/917 IN MEM 5-6 (LIVE) (1f an require additional consideration psf 0.00 psf Bldg Enclosed Yes, Importance Factor 1.00 L= -0.24" D- -0.52" T= -0.75" CRITICAL MEMBER FORCES: (by others) for horiz. loads on the bldg. 9• Truss Location = End Zone 1.00 Tc COMP. OUR. TENS. 'ANSIrTPI 1', WTCA 1'• Wood Truss Council of America Standard Design Responsibilities,BUILDING COMPONENT SAFETY INFORMATION'• BC Dead 20.00 psf P Hurricane/Ocean Line No Exp Categor = C / WR. CSI 1-z -z95z 1.zs / 489 1.60 0.67 (BCSI 1-03) and SCSI SUMMARY SHEETS' by WTCA and TPI. The Truss Plate Institute (TPI) is located at 583 D'Onofdo Drive. Madison, Bldg Length - 40.00 ft, Bldg Width 20.00 ft z-3 -1857 1.25 / 260 1.60 0.47 isconsin53719.The American Forest and Paper Association(AFPA)islocated atIiI11gin Simi. NW, Ste 800,Washington, DC20036. TOTAL - 64,00 psf Mean roof height - 16.67 ft, mph = 80 L/240 TC: L/24 3-4 -1852(1.25 / 256((((1.6033 0.71 CBC Special Occupancy, Dead Load = 12.6 psf 1 1 COMP9(DUR1. ) TEN55(D1U60) S-6 485(((1.6033/ 2829 1.25 0.90 687 0.82 WB COMP.(DUR.)/ TENS. OUR. CSI 2-6 -1129i11.25))/ 290 1.60 0.79 3-6 / 311 0.90 0.15 0-6 -21311.60 / 1788 1.25 0.62 4-7 -10951.25 / 181 1.60 0.21 6-4-3 1 5 6 501 6 4-3 11-10-0 18-3-0 0 6-5-0 1 2 3 4 3.00 4-4 ,; ?, 0 F ES DA JN9l J 2 m i r P' 08CJ07 9F CAL 15-5-0 1 5 6 STUB 111 15 11-10-0 18-3-0 20 5 VVHIT/V//VV Read all notes on this sheet and give a copy of it to the Erecting Contractor. Cust: PESTER This design is for an individual building component not truss system. 11 has been based on specifications provided by the component manufacturer WO' Dri ve_C_b 582 7_L00005_J00001 ® and done In accordance with the cu 1 versions of TPI and AFPA design standards. No responsibility Is assumed for dimensional accuracy. Dimensions Dsgn S8 #LC 16 WT: am to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the bads r : = 80# TR USSWORKS utilired on this design meet or exceed the loading Imposed by the local building code and the particular application. The design assumes that the top Mord is laterally braced by the col o floor sheathing and the bottom chord s laterally braced by a rigid sheathing material directly attached• unless otherwise TC Live 20.00 psf Du r Facs L=1. 25 P=1.25 noted. Bracing shown Is for lateral TC Dead 24.00 Re Mb r Bnd P 1.15 INC. CA ( ) suppon of components members only to reduce buckling length. This component shall not be placed in any environment that will cause the moisture comem of the wood to exceed 19% ardor cause connector plate comosion. Fabricate, handle, Install BC Live psf 0.00 psf Rep Mb r Comp 1.00 4445 Or. and brace oris imss In accordance with the meowing standards: Joint and Cutting Oetan Repons' available as output from Trus,val software, Rep Mbr Tens 1.00 Colo Springs, CO 80907 Springs, 'ANSIrTPI 1', WTCA 1'• Wood Truss Council of America Standard Design Responsibilities,BUILDING COMPONENT SAFETY INFORMATION'• BC Dead 20.00 psf P O.C.$ acin 2- 0- 0 (BCSI 1-03) and SCSI SUMMARY SHEETS' by WTCA and TPI. The Truss Plate Institute (TPI) is located at 583 D'Onofdo Drive. Madison, Design Spec CBC -01 TRUSPLUS 6.0 VER: T6.4.1 isconsin53719.The American Forest and Paper Association(AFPA)islocated atIiI11gin Simi. NW, Ste 800,Washington, DC20036. TOTAL - 64,00 psf DEFL RATIO: L/240 TC: L/24 Job Name: DANFORTH ruswal I terns Plates are 20 pa. unless %flown b "18"(18 ga ), 11'(16 a. or "MX" TWMX 20 ga. , osition d er Joint D tails Re ort. ircled plates and false frame prates are posltionedyas shown above. Shit g ble stud (late% to avoid oVena with sWcluraI gales or sta le). Truss ID: M02 Qty: 1 BRG X -LOC REACT SIZE REQ'D 1 0- 1-12 1168 3.50•' 1.67" TC 2x4 SPF 1650F -1.5E Plating spec ANSI/TPI - 1995 This design based on chord bracing applied 2 18- 1- 4 1168 3.50" 1.67" - BIC WEB 2x4 SPF 1650E -1.5E 2 x 4 HF STUD THIS DESIGN IS THE COMPOSITE RESULT OF per the following schedule: BRG REQUIREMENTS shown are based ONLY Drainage must be provided to avoid ponding. MULTIPLE LOAD CASES. PLATE VALUES PER ICBO RESEARCH REPORT #1607. maxo.c. from TC on the truss material at each bearing MAX DEFLECTION (span) • _End verticals designed for axial loads only. Continuous lateral bracing attached to flat 24.00" 6- 9- 9 15 -to 8- 0 UPLIFT REACrION(S) L/999 IN MEM 7-8 (LIVE) Extensions above or below the truss profile (if any) TC as indicated. Lumber must be structural Support 1 -158 lb L- -0.12" D- -0.27" T- -0.39" (by require additional consideration others) for horiz. loads the bldg.This grade. Brace @ 24" o.c. unless noted. Support 2 -164 lb CRITICAL MEMBER FORCES: TC COMP. WR. / TENS. DUR. CSI CA 0n truss is designed using the g g CBC -01 Code. Mbr Comp 1-2 -3008 1.253 / li0 1.60 0.68 2-3 -2949 1.25 / 398 1.60 0.41 00, INC. plate Bldg Enclosed - Yes, Importance Factor - 1.00 3-9 -838 0.90 / 129 1.60 0.30 4445 Northpark Dr. and brace this Cass In accordance with [he following standards: voim and Cutting Detail Reports' avanable as output from software, m r Truss Location - End Zane Rep Mbr Tens 4-5 -1205 1.2S / 14S 1.60 0.19 Colo Springs, CO 80907 'ANSITPI 1', WTCA 1'- Wood Truss Council of America Standard Design Responsibilities,'BUILDING COMPONENT SAFETY INFORMATION'- Hurricane /Ocean Line - No Exp Category = C O.C.Spacing 2- 0- 0 TRU SPLUS 6.0 VER: T6.4.1 (BCSf 1-03) and'BCSI SUMMARY SHEETS' by WTCA and TPI. The Truss Plate Institute (TPI) Is located at 583 D'Onofrto Drfve, Madison, Bldg Length - 40.00 ft, Bldg Width - 20.00 ft Design Spec BC COMP. / TENS. WR. CSI 6-7 PWisoonsin53719. The American Forest and Paper Association (AFPA)Islocated at11111Bin Street, NW. Ste 800.Washington. OC20036. Mean roof height - 16.43 ft, mph = 80 ' 1. -405 1.60 / 265381.zs33 0.98 7-B -921 1.60 / 26301.253 0.853 CBC Special Occupancy, p p Y, Dead Load = 12.6 psf 8-9 -24 1.60 / 5411 .60 0.48 MB COMP. DUR.)/ TENS. WR. CSI 2-7 -25 1.6' 238 0.90 0.11 3-7 / 325 0.90 0.16 3-8 -1582 1.25 / 328 1.60 0.82 4-8 -37 1.25 / 65 1.60 0.02 5-8-176 1.603/ 1506 1.25 0.52 5-9 -1237 1.25 / 145 1.60 0.23 7-5-0 I 4_ _ 7_5-0 11-10-0 1 9-11-11 I 2 1-5-0 2-0O 16-3-0 18-3 0 I 4-6-11 I 4 5 3.00 1 7-8-0 1 T 4-8 3-6 4 2.10-7 3-6 0a-:8 rF 3-4 3-10 T T2-10-7 SHIP 112 I 18-3-0 15-5-0 b 7 8 9 STUB 7-57-5 8.10.0 1 2-0_0 7-5-0 16-3--0 18-3-0 ruswal I terns Plates are 20 pa. unless %flown b "18"(18 ga ), 11'(16 a. or "MX" TWMX 20 ga. , osition d er Joint D tails Re ort. ircled plates and false frame prates are posltionedyas shown above. Shit g ble stud (late% to avoid oVena with sWcluraI gales or sta le). 1/25/05 WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Cust: YESTER This design is for an Individual bustling component not truss system. II has been based on specifications provided by the Component manufacturer WO' D ri Ve_C_bS 827_L000OS_J00001 ® and done In accordance with the current verslons 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 Dsgn r : S8 #LC = 15 WT : 88# TRUSSWORKS utilized on this design meet or exceed the loading Imposed by the local building Code and the particular application. The design assumes that the top chord is laterally braced by the mol or floor sheathing and the bottom chord Is laterally braced by a rigid sheathing material directly attached, unless otherwise TC Live 20.00 psf Du r FACS L=1. 25 P=1. 2 5 noted. Bracing shown is for lateral TC Dead 24.00 Rep Mbr Bnd 1.15 CA 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 corrosion. Fabricate, handle, InstallRep psf Mbr Comp 1.00 00, INC. plate BC Live 0.00 psf 4445 Northpark Dr. and brace this Cass In accordance with [he following standards: voim and Cutting Detail Reports' avanable as output from software, m r Rep Mbr Tens 1.00 Colo Springs, CO 80907 'ANSITPI 1', WTCA 1'- Wood Truss Council of America Standard Design Responsibilities,'BUILDING COMPONENT SAFETY INFORMATION'- BC Dead 20.00 psf O.C.Spacing 2- 0- 0 TRU SPLUS 6.0 VER: T6.4.1 (BCSf 1-03) and'BCSI SUMMARY SHEETS' by WTCA and TPI. The Truss Plate Institute (TPI) Is located at 583 D'Onofrto Drfve, Madison, Design Spec CBC -01 PWisoonsin53719. The American Forest and Paper Association (AFPA)Islocated at11111Bin Street, NW. Ste 800.Washington. OC20036. TOTAL 64.00 psf DEFL RATIO: L/240 TC: L/24 Job Name: DANFORTH Truss ID: M03 Qty: 2 BRG X -LOC REACT SIZE REQ'D 1 0- 1-12 2323 3.50" 1.66" TC 2x4 SPF 165OF-1.5E BC 2x4 SPF 210OF-1.BE Plating spec • ANSI/TPI - 1995 This design based on chord bracing applied 2 18- 1- 4 2688 3.50" 1.93" WEB 2x4 HF STUD THIS DESIGN IS THE COMPOSITE RESULT OF per the following schedule: wx BRC REQUIREMENTS shown are based ONLY on the truss material at each bearing Lumber shear allowables are per NDS. MULTIPLE LOAD CASES. PLATE VALUES PER IES. RESEARCH REPORT &1607. max O.C.from to O.C. 7from 15- 8- 0 TC #LC = 15 MAX DEFLECTION (span) Drainage must be provided to avoid ponding. Permanent bracing is required (by others) + + + + + + + + + + + + + + + + + + + + + + UPLIFT REACTION(S) • L/999 IN MEM -0. (LIVE) L= -0.1M D= T= -0.45" to prevent rotation/toppling. See BCSI 1-03 Nail pattern shown is for PLF loads only. Concentrated loads MUST be distributed to Support 1 -318 lb Support 2 -368 lb Du r Facs L=1.2 5 P=1.2 5 CRITICAL MEMBER FORCES: FORCES: Tc COMP. DUft. / TENS. (WR. CSI and ANSI/TPI 1. Continuous lateral bracing attached to flat each 1 P y equally. On multi -ply with hangers, 3' This truss is designed using the 1.00 1-z -6817 1.25 / ao4(1.603 0.35 TC as indicated. Lumber must be structural use nails min. into the carrying member. For CBC -01 Code. ' 2-3 -6817 1.25 / 392(1.60) o.7z 3-4 -2036 0.90 / 126((1.603 0.58 grade. Brace @ 24" o.c. unless noted. more than 2 ply, use additional fasten- ers as indicated from the back plys, or use Bldg Enclosed Yes, Importance Factor = 1.00 Truss Location End Zone a -s -2874 1.25 / 143 1.60 0.19 End verticals designed for axial loads only. Extensions above or below the truss profile an other a y pproved detail (by others). + + + + + + + + + + + + + + + + + + + + Hurricane/Ocean Line - No Exp Category C Bldg Length 1.00 BC COMP, Wft. / TENS. (OUR. CSI 6-7 -399 1.60 / 6s55(1.253 0.81 (if any) require additional consideration + + 2 -PLY! Nail w/10d BOX, staggered (per NDS) - 40.00 ft, Bldg Width - 20.00 ft Mean roof height - 16.18 ft, mph - 80 2- 0- 0 7-8 -416 1.60 / 6480(1.25) 0.84 (by others) for horiz. loads on the bid 9• in: TC- 2 BC- 2 WEBS- 2 "PER FOOT!-* CBC S Occupancy, = p Special Occu enc Dead load 12.6 sf CBC -01 8-9 -12 1.60 / 54(1.60) 0.55 isconsin53719. The American Forest and Paper Association (AFPA) is located atII11191hStreet, NW. Ste 800,Washington. DC20036. TOTAL 64.00 psf LOAD CASE rill DESIGN LOADS ---------------- we COMP.(OUR.)/ TENS. ouR. Csl 2-7 / 640 0.90 0.15 Dir L.Plf L.Loc R.Plf R.Loc TC Vert 88.00 O- 0- 0 88.00 8- 0- 0 LL/TL 0.45 3-7 / 533 0.90 0.13 TC Vert 213.58 8- 0- 0 213.58 15- 8- 0 0.45 3-8 -3946(1.25 / 3zs 1.60 o.4a TC Vert 88.00 15- 8- 0 88.00 18- 3- 0 0.45 4-s -5(0.903/ 130 0.90 0.03 5-8 -173((1.603/ 3613 1.25 0.63 BC Vert 97.08 0- 0- 0 97.08 18- 3- 0 0.00 5-9 -2875 1.25 / 193 1.60 0.26 .Type... lbs X. Loc LL/TL TC Vert 220.0 8- 0- 0 1.00 TC Vert 264.0 8- 0- 0 0.00 TC Vert 84.9 15- 8- 0 1.00 TC Vert 101.8 15- 8- 0 0.00 7-57-5 0 11510-0 1 16-3-0 1 18-3 I 7-11-11 I 2-PLYS I 1 2 3 REQUIRED 3.00 -8-0 484 187 T 2-4-7 3-8 JC 84- s T T 2-4-7 1-8-12 JHIP 8 5-5-0 6 7-501 7-5-0 8 -0 8 2-0_0099 STUB 7 8-1016-g_00 18-3-01 Q OFESSI Q a DAN tiq CFS GOW cc 227s,3 /, u slgT ( )t„ rn TruseglArterns Plates are 20 pa. unless shown by'18"(18 gag,'H'(16 qag. pr'..- TWMX 20 p;3. ), po8sitiongd per Joint Details Rep,rt. Circle ales and false frame rales are ositione as shown aove. hi 8 le stutl tales to avDltl ove a vnlIt structural !ates or sta le . 1/25/05 WARNINGRead all notes on this sheet and give a copy of it to the Erecting Contractor. Cust: YESTER This design is for an Individual building component not !ruse system. It has been based on specifications provided by the component manufacturer WO' Dri ve_C_b 5827_L00005_100001 ® and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions to be by the Dsgn r : S8 #LC = 15 WT: 82# are verified component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the bads TR USSWORKS utilized on this design meet or exceed the loading imposed by the beat 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, TC Live 20.00 sf P Du r Facs L=1.2 5 P=1.2 5 unless otherwise noted. Bracing shown is for lateral support of components TC Dead 24.00 Re Mbr Bnd P 1.00 ® INC. (CA) members only to reduce buckling length. This cont po y ng rte portent shall not be placed in any environment that will cause the moisture content of the wood to exceed 19% and/or cause connector corrosion. Fabricate, handle, installRep psf Mbr Comp 1.00 plate brace this In BC Live 0.00 psf 4445 Northpark Or. and truss accordance with the following standards:'Joint and Cutting Detail Reports' available as output from Truswat software, Rep Mbr Tens 1.00 Colo Springs, CO 80907 'ANSI/TPI 1, WTCA 1'- Wood Truss Council of America Standard Design Responsibilities, BUILDING COMPONENT SAFETY INFORMATION'- 9 BC Dead 20.00 Psf O.C.Spacing 2- 0- 0 TRUSPLUS 6.0 VER: TIS (BCSI 14)3) and BCSf SUMMARY SHEETS' by WTCA and TPI. The Truss Plate Institute (TPI) is located at 583 D'Onofdo Drive, Madison. Design Spec CBC -01 .4.1 isconsin53719. The American Forest and Paper Association (AFPA) is located atII11191hStreet, NW. Ste 800,Washington. DC20036. TOTAL 64.00 psf DEFL RATIO: L/240 TC: L/24 Job Name: DANFORTH VVHITIVIIVV 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. II 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 (hot the Wads 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 Truss ID: N01 Qty: 1 BRG X -LOC REACT SIZE REQ'D 1 0- 2-12 501 5.50" 1. so" TC 2x4 SPF 165OF-1.5E Plating spec • ANSI/TPI - 1995 Required bearing widths and bearing areas 2 -6-.4-12 501 5.50" 1.50" BC WEB 2x4 SPF 1650F -1.5E 2x4 HF STUD THIS DESIGN I5 THE COMPOSITE RESULT OF MULTIPLE LOAD CASES. appl when truss not supported in a hanger. BRG REQUIREMENTS shown are based ONLY on t11e truss material at each bearing Drainage must be provided to avoid ponding. PLATE VALUES PER ICBO RESEARCH REPORT #1607. UPLIFT REACTION(S)• Support 1 -66 lb BRG HANGER/CLIP NOTE + + + + + + + Designed for + + + + + + + + + + + + + + + 150 Plf drag load applied End verticals designed for axial loads only. Extensions Support 2 -66 lb 1 HUS26 evenly along the top chord to the chord above or below the truss (tf Thi is designed using the Support Connections)/Hanger(s) are not desiggned for horizontal loads. @ ea. bearing (unless noted), concurrently any) require additional consideration (by others) for horiz. loads on the bldg.BldgEnclosed CBCSOtruss 1. Yes, SEE CATALOG with dead + 0 % live loads. D.F. = 1.33 (BCSI 1-03) and'BCS1 SUMMARY SHEETS' by WTCA and TPI. The Truss Plate Institute (TPI) is located of 503 WOnoldo Drive, Madison, Importance Factor - 1.00 Trus ADDITIONAL FOR ADDITIONAL INSTALLATION NOTES Horiz. reaction - 1.0 K lbs. ea. bearing. CBC -01 Location = End Zone Hurricane/Ocean Line No Exp Category C MAX DEFLECTION (span) Connection (by others) must transfer a ual q 54.00 psf Bed Length 40.00 ft, Bldg Width = g g 20.00 ft L/999 IN MEM 3-4 (LIVE) load to each ply (or add-on) shown. Mean roof height 16.00 ft, mph = 80 L= -0.03" D= -0.05" T= -0.08" + + + + + + + + + + + + + + + + + + + + + + CBC Special Occupancy, Dead Load 12.6 psf CRITICAL MEMBER FORCES: ( ) TElt CST �497 1T2 497((1�. 33) 0 69 COMP.((O1U.33)/ TE994(O1D.33) 38a -994(1. 0.29 WB COMP. / TENS. CSI (((OUR. (((OUR.)3 .08 1-4 1031 1.33 / 1031 1.33' 0.90 195(1.60) 2-4 -292(1.25)/ 0.06 T 6-7-8 6-7-8 2 3-4 15-3 20 ga. unless shgwn b ( "7 e D les are DoslhoneD as 6-7-8 41 STUB C1 ® TRUSSWORKS VVHITIVIIVV 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. II 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 (hot the Wads 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 Cust: PESTER W0: Dri ve_C_b5827_L00005_300001 Dsgn r : SB #LC = 19 WT: 33# TC Live 20.00 psf - Dur Fac s L=1.25 P=1. 25 noted. Bracing is for lateral TC Dead 24.00 Re Mbr Bnd p 1.15 shown support of components members only to reduce buckling length. This component shall not be paced In any that the psf Rep Mbr Comp 1.00 INC. (CA) i ) environment will cause moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate. handle. Install BC live 0.00 psf 4445 Northpark Dr. and brace this Imes m accordance with me following standards: 'Joint and Cutting Detail Reports• avauade as output from Truswal software, Rep Mbr Tens 1.00 COLO Springs, CO 80907 'ANSlnPl 1% WTCA I - - Wood Truss Council of America Standard Design Responsibilities. 'BUILDING COMPONENT SAFETY INFORMATION' - BC Dead 10.00 psf O.C.Spacing 2- 0- 0 (BCSI 1-03) and'BCS1 SUMMARY SHEETS' by WTCA and TPI. The Truss Plate Institute (TPI) is located of 503 WOnoldo Drive, Madison, Design Spec CBC -01 TRUSPLUS 6.0 VER: T6.4.1 Wisconsin 53719. The American Forest and Paper Association (AFPA)Islocated at111119thStreet, NW, Ste 800.Washington. DC20036. TOTAL 54.00 psf DEFL RATIO' L/240 TC' L/241 Job Name: DANFORTH Truss ID: NO2 Qty: 6 BRG X -LOC REACT SIZE REQ'O 1 0- 2-12 358 5.so" 1.so•• TC 2x4 SPF 1650F -1.5E BC 2x4 SPF 165OF-1.5E Plating spec • ANSI/TPI - 1995 Required bearing widths and bearing areas 2 6- 4-12 358 5.50" WEB 2x4 HF STUD THIS DESIGN IS THE COMPOSITE RESULT OF appl when truss not supported in a hanger. ed O0 BRG REQUIREMENTS shown are based ONLY on the truss material at each bearing Drainage must be provided to avoid ponding. MULTIPLE LOAD CASES. PLATE VALUES PER IC86 RESEARCH REPORT 51607. UPLIFT REACTIONS) Support 1 -66 lb BRG HANGER/CLIP NOTE This truss is designed using the CBC -01 Code. End verticals desi ned for axial loads onl 9 y• Support 2 -66 lb 1 HUS26 Support Connections)/Han er(s) are Bldg Enclosed - Yes, Importance Factor - 1.00 Extensions above or below the truss profile if any) require additional consideration Wi • 33# not designed for horizontal loads. Truss Location - End Zone Hurricane/Ocean Line No (by others) for horiz. loads on the bldg. 20.00 psf SEE SIMPSON CATALOG FOR ADDITIONAL Exp Category = C Bldg length - 40.00 ft, Bldg Width 20.00 ft sheathing attached• unless otherwise noted. Bracing shown is for lateral support of components members on to reduce budding length. This cora w only g g component shall not be placed in any TC Dead INSTALLATION NOTES MAX DEFLECTION (span) : = Mean roof height - 16.00 ft, mph = 80 1.15 ® INC. (CA) L/999 IN MEM 3-4 (LIVE) CBC Special Occupancy, Dead Load - 12.6 psf 0.00 psf Rep Mbr Com P p _ -0.03" D= -0.05" T- -0.08" RITICAL MEMBER FORCES: C COMP.(D1.U25)/ TENS < ) CSI IT O(W60))) 0.69 COMPO(DURR. / TENSo(DU25) 3B4 0022 WB COMP.(((((WR.)3i)/ TENS CSI .(((((WR.1-3 and done in accordance with the current versions of TPI and AFPA design standards. No responsibility Is assumed for dimensional accuracy. Dimensions -2913) 1.6 1-4 0 1.25 / 0 1.60 0.00 2-4 -292(1.25)/ 95(1.601 0.06 T 1I 6-7-8 ___d 6-7-8 2 3-4 1 5_1 20 pa. unless sRW+n b '18'(18 a H'((18, pa ie prates are post 6onedyas showr�a�ove. ShIR C 6-7-8 MfirXIVIIVV Read all notes on this sheet and give a copy of it to the Erecting Contractor. Cust: YESTER This design is for an Individual building component not buss system. It has been based on specifications provided by the component manufacturer W0: Dri ve_C_b5827_L00005_100001 ® 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 bads Ds n r • 56 g #LC = 15 Wi • 33# TR USSWORKS utllired 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 material directly TC Live 20.00 psf Du rFacs L=1.25 P=1.25 sheathing attached• unless otherwise noted. Bracing shown is for lateral support of components members on to reduce budding length. This cora w only g g component shall not be placed in any TC Dead 24.00 psf RE Mb r Bnd 1.15 ® INC. (CA) 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 Rep Mbr Com P p 1.00 444 S Northpark Or. . and brace this truss in accordance with the following standards:'Jolnt and Cutting Detail Repons' available as output from Treswal software, Rep Mbr Tens 1.00 Co 10 Springs, CO 80907 Springs •ANSI/T 11', WTCA V. Wood Truss Council of America Standard Design Responsibilities. 13UILDING COMPONENT SAFETY INFORMATION'- BC Dead 10. 0D psf O.C.Spacing 2- 0- 0 TRUSPLUS 6.0 VER: T6.4.1 (BCS11-03) and SCSI SUMMARY SHEETS' by WTCA and TPI. The Truss Plate Institute (TPI) Is located at 5831310mirio Drive, Madison, Design Spec CBC -01 Wisconsin 53719. The American Forest and Paper Asseclallon)APPA)Islocated at111119thStreet, NW. Ste 800.Washington. OC20036. TOTAL 54.00 psf DEFL RATIO: L/240 TC: L/24 Job Name: DANFORTH Truss ID: NO3 (((( COMPO<O1U60)/ TENSO(O1u60) Qty: 6 BRG X -LOC REACT SIZE REQ'D 1 0- 2-12 499 5.50 1.50" TC 2x4 SPF 165OF-1.SE BC 2x4 SPF 1650F Plating spec ' ANSI/TPI - 1995 Required bearing widths and bearing areas 2 9- 0- 4 499 5.50" 1.50" -1.5E WEB 2x4 HF STUD THIS DESIGN IS THE COMPOSITE RESULT OF apply when truss not supported in a hanger. BRG REQUIREMENTS shown are based ONLY ori the truss Drainage must be provided to avoid ponding. MULTIPLE LOAD CASES. PLATE VALUES PER ICBO RESEARCH REPORT UPLIFT REACTION(S) 1-5 material at each bearing BRG HANGER/CLIP NOTE This truss is designed using the #1607. End verticals designed for axial loads only. g Support 1 -90 Support 2 lb lb 1 HUS26 2 HUS26 CBC -01 Code. Bldg Enclosed = Yes, Importance Factor = 1.00 Extensions above or below the truss profile -90 Du rFac s L=1.25 P=1.25 ' are Support Connections)/Hantal Truss Location End Zone 1f an ) require additional consideration y by others) for horiz. loads on the bldg. not designed for horizontal loads. to Hurricane/Ocean Line - No Exp Category = C Bldg Length = 40.00 ft, • TC Dead 24.00 psf p SEE SIMPSON CATALOG FOR ADDITIONAL INSTALLATION NOTES B�d Width 20.00 ft 9 Mean roofheight = 16.00 ft, mph 80 ® INC. (CA) environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle. installBC Live MAX DEFLECTION (span) : CBC Special Occupancy, Dead Load 12.6 psf 1.00 4445 Northpark Dr. and brace this wss in accordance with the blowing standards: *Join] and Cutting Detest Reports• available as output Item iruswal software, L/999 IN MEM 5-6 (LIVE) Rep Mbr Tens 1.00 CO10 Springs, CO 80907 L- -0.02" D= -0.03" T- -0.04" CRITICAL MEMBER FORCES: VVHI'CIVIIVV Read all notes on this sheet and give a copy of it to the Erecting Contractor. (((( COMPO<O1U60)/ TENSO(O1u60) 1-2 -427((((1.2533/ 36 1.6033 0.52 33 2T3 0.52 This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer TE641(O1U.25) 4-5 9166 0 0.90 / 0 1.60 0.11 ,586160( / 0�1 WB COMP.ji)tlftjj/� TENS. OUR. CSI 1-4 -4771.298 0.09 1-5 -401.60484 5.17 2-S 2-6 -2431.25/ 142 1.60 0.08 -7801.25/ 195 1.60 0.20 3-6 -21.25/ 64 1.60 0.02 0 6-7.3 2-7-13 6-7-3 9-3-0 2 3 3-4 3-4 1 5 3 2-11-0 2-11-0 2-4 unless 3-5-5 20 3-4 9-3-0 STUB QapF ESS,I 4 c/J IO / ' all 217 a 9 S �CV8' VVHI'CIVIIVV Read all notes on this sheet and give a copy of it to the Erecting Contractor. Cust: YESTER This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer W0: Dri ve_C_b5827_L00005_) 00001 ® 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 b ads DS n r • SB 9 #LC = 1$ lAR' ; 46# I ' �+ Int �A�OK�� utilized on this design meet or exceed the loading Imposed by the local building code and the particular application. The design assumes that the top chord TC Live 20.00 psf Du rFac s L=1.25 P=1.25 ' TRIl''ff U�J �v 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.81mcin shown is for lateral support components y ng g component p y g peon of cem nems members only to reduce d,cxr length. This com rent snag not be laced in an TC Dead 24.00 psf p Re Mbr Bnd p 1.15 ® INC. (CA) environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle. installBC Live 0.00 psf Rep Mbr Comp 1.00 4445 Northpark Dr. and brace this wss in accordance with the blowing standards: *Join] and Cutting Detest Reports• available as output Item iruswal software, Rep Mbr Tens 1.00 CO10 Springs, CO 80907 'ANSIrrPI 1', WTCA 1•• Wood Truss Council of America Standard Design Responsibilities, BUILDING COMPONENT SAFETY INFORMATION • BC Dead 10.00 psf 0. C. Spaci ng 2- 0- 0 TRUSPLUS 6.0 VER: T6.4.1 (BCSI 1-03) and'BCSI SUMMARY SHEETS' byWTCA and TPI. The Truss Plate Institute (TPI) is located at 583 =nofrb Drive, Madison, Des l gn Spec CBC -01 Wisconsin 53719. The American Forest and Paper Association(AFPA) is located at 1111 1 91h Street, NW, Ste 800, Washington, DC 20036. TOTAL 54.00 psf nFFI PATT(3• I /Ian Tr- I /7a Job Name: DANFORTH VVf-IITIVIIVV Read all notes on this sheet and give a copy of it to the Erecting Contractor. Cust: YESTER Truss ID: N04 Qty: 2 BRGX-LOC REACT SIZE REQ'D 1 0- 2-12 1212 5.50" 2.00" TC BC 2x4 SPF 2x6 HF 16SOF-1.5E 1650E -1.5E Plating spec • ANSI/TPI - 1995 THIS Required bearing widths and bearing areas 2 9- 0- 4 1192 5.50" 1.96" BRG REQUIREMENTS WEB 2x4 HF STUD DESIGN IS THE COMPOSITE RESULT OF MULTIPLE LOAD CASES. appl when truss not supp0 rteIf in a hanger. shown are based ONLY Lumber shear allowables are per NDS. PLATE VALUES PER ICBO UPLIFT REACTION(S) ' #LC 15 on the truss material at each bearing BRG HANGER/CLIP NOTE Permanent bracing is re wired (by others) to RESEARCH REPORT #1607. Drainage must be Support 1 -219 lb Du r Faes L=1.25 P=1. 25 1 Hanger TBE- prevent rotation/topp ing. See BCSI 1-03 9 provided to avoid ponding. p End verticals designed for Support 2 -215 lb 1.00 2 Hanger TBE- and ANSI/TPI 1. 0.00 axial loads only ds Extensions above or below the This truss is designed using the 1.00 -HANGER(S) TO BE ENGINEERED and brace this truss in accordance with the following standards: tocol and Cutting Degan Reports'avauabie as output from Tnrswal software, truss profile (if an require additional consideration CBC -01 Code. Bldg Enclosed = Yes, Importance Factor = 1.00 Support Connections)/Hanger(s) are 'ANStnP11', WTCA 1'- Wood Truss Council of America Standard Design Responsibilities, *BUILDING COMPONENT SAFETY INFORMATION'- BC Dead 10.00 (by others) for horiz. loads on the bldg. Truss Location = End Zone 2- 0- 0 not designed for horizontal loads. MAX DEFLECTION (span) (BCSI 1-03) and'BCSI SUMMARY SHEETS' by WTCA and TPI. The Truss Plate Institute (TPI) is located at 583 D'Onofrlo Dave, Madison, Hurricane/Ocean Line = No Exp Category C L/999 IN MEM 4-S (LIVE) Wisconstn53719. The American Forest and Paper Associalion (AFPA) Is located all 111 19th Street. NW, Ste Boo. Washington. DC 20036. TOTAL 54.00 Bldg Length = 40.00 ft, Bldg Width 20.00 ft L= -0.06" D= -0.09" T= -0.15" CRITICALCOMP. MEMBER FoxceT Mean roof height = 16.00 ft, mph CBC Special Occupancy, Dead Load - =12.6 80 psf TC-1740OUR. / TENS.(WR.) CSI 1-2 -17400 0.29 ----------LOAD CASE #1 DESIGN LOADS Dir L.PIf L.Loc R. PIf co ---------------- R.Loc LL/TL z-3 1.(1.253/ o.SI TC Vert 88.00 0- 0088.00 9- 3- 0 0.45 .<<DUR5))/ TENS.(WR.) BC Vert 20.00 0- 0- 0 20.00 Type lbs 9- 3- 0 0.00 485PO(W25)/ 0 64 5-6 / 1569(1.25) 0.43 ... X. Loc LL/TL BC Vert 703.0 2- 2- D 0,37 WB C-735 1UR.)/ TENS.(DUR.) CSI 1-4 BC Vert 703.0 6-11- 8 0.37 -735i(1.25))/ 0.14 1-5 / 1804(1.25) 0.62 2-5 / 420(0.90) 0.20 2-6 -1915 1.25)/ 0.46 3-6 -14 1.60)/ 59(1.60) 0.02 3-8 6-6-9 6-6-9 2 3-8 2-8-7 9-3-0 3 2- -O 2-11-0 68 2-4 703 20 ga. unless shown by "18'(18 3-8 7031 / 10-3-C 6-6-9 5 2-8-7 6 STUB 6-6-9 9-3-0 r QrQr�S•�?0 �a DAN W !( 2 9 2� s. - 0/0 I VVf-IITIVIIVV Read all notes on this sheet and give a copy of it to the Erecting Contractor. Cust: YESTER This design is for an Individual building component not Truss system. II has been based on specifications provided by the component manufacturer W0: Dri Ve_C_b5827_L00005_100001 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 -Iflad by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain (hat the loads DS n r : SB 9 #LC 15 WT • $ $Sl TR USSWORKS 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 Ialerally braced by a rigid sheathing material directly TC Live 20.00 psf Du r Faes L=1.25 P=1. 25 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 24.00 psf Rep Mb r Bnd 1.00 ® INC. (CA) environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate. handle, InstallBC Live 0.00 psf Rep Mbr Comp 1.00 4445 Northpark Or. and brace this truss in accordance with the following standards: tocol and Cutting Degan Reports'avauabie as output from Tnrswal software, Rep Mb r Tens 1.00 Co I o Springs, CO 80907 'ANStnP11', WTCA 1'- Wood Truss Council of America Standard Design Responsibilities, *BUILDING COMPONENT SAFETY INFORMATION'- BC Dead 10.00 psf O. C. Spaci ng 2- 0- 0 TRUSPLUS 6.0 VER: T6.4.1 (BCSI 1-03) and'BCSI SUMMARY SHEETS' by WTCA and TPI. The Truss Plate Institute (TPI) is located at 583 D'Onofrlo Dave, Madison, Design Spec CBC -01 Wisconstn53719. The American Forest and Paper Associalion (AFPA) Is located all 111 19th Street. NW, Ste Boo. Washington. DC 20036. TOTAL 54.00 psf DEFL RATIO: L/240 TC: L/24 Job Name: DANFORTH Truss ID: N05 COMPO(((WZS)))� TEN50() Qty: 2 BRG X -LOC REACT SIZE REQ -0 1 7- 3-12 117 5.50 1.So- TC 2x4 SPF 165OF-1.5E BC 2x4 SPF Plating spec ' ANSI/TPI - 1995 Required bearing widths and bearin areas 2 9- 0- 4 117 5.50" 1.50" BRG REQUIREMENTS 1650E-1.SE WEB 2x4 HF STUD THIS DESIGN IS THE COMPOSITE RESULT OF MULTIPLE LOAD CASES. a p1 when truss not supported in a hanger. shown are based ONLY on the truss material at each bearing Drainage must be provided to avoid ponding. PLATE VALUES PER ICBO RESEARCH REPORT 51607. UPLIFT REACTIONS) Support BRG HANGER/CLIP NOTE This truss is designed using the -' CBC Code. End verticals designed for axial loads only. g 1 Support 2 -22 lb 22 lb 1 HUS26 2 HUS26 -01 Bldg Enclosed - Yes, Importance Factor = 1.00 Extensions above or below the truss profil (if any) require 20.00 psf Du rFacs L=1.25 P=1.2 5 are Support Cggonnectirhorizontal Truss Location - End Zone additional consideration (by others ) for horiz. loads on the bid 24.00 psf P Re Mbr B n d P Rep Mbr Camp to SEE tSIMPSONeCATALOG horizontal loads. Hurricane/Ocean Line = No Exp Category = C Bldg Length = 40.00 ft, Bldg Width g, BC Live 0.00 psf FOR ADDITIONAL INSTALLATION NOTES - 20.00 ft Mean roof height = 16.00 ft, mph - 80 4445 Northpark Or. with standards: and Cutting Detail Reports' available as output from Truswal software, •ANSInPI1' MAX DEFLECTION (span) CBC Special Occupancy, Dead Load - 12.6 psf 1.00 Colo Springs, CO 80907 WTCA1' Wood Truss Council of America Standard Design ResponsiWlilies,l3UILDINGCOMPONENTSAFETYINFORMATION'- = u.UU- D= 0.00" T- 0.00" 3tITICAL MEMBER FORCES: MfirTIVIIVV Read all notes on this sheet and give a copy of it to the Erecting Contractor. COMPO(((WZS)))� TEN50() 1TC MR.) 0.05 COMP. TENS TENSO(O R.) 384 0.02 WO COMP. DUR. / TENS.iWR. CSI 1-3 -95 1.25 / 31 1.60 0.02 1-4 2-4 0 1.60 / 0 1.25 0.00 -95 1.25 / 31 1.60 0.02 20 ga. unless shown by "18"(18 20 2-2-0 2-2-0 1 2 3-4 1.5-3 2-4 3-4 7-1-0 -0 10-3-0 STUB 13 2-2-0 4 STUB 2-2-0 QF'p.FESSION D A/V�F� F2� ti `r r Z C7/ 17171w 7'9 m X07 sT�TEOF CA':-\F��\� r 4� N .227 •� Ex :06130 07 MfirTIVIIVV Read all notes on this sheet and give a copy of it to the Erecting Contractor. Cust: YESTER ® This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer WO' Dri ve_C_b 582 7_L00005_J000o1 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 bads Dsgn r : SB #LC = 15 WT: 14# TR USSWORKS utilired on this design meet or exceed the loading Imposed by the local building code and the particular application. The design assumes that the lop chord Is laterally braced by the roof or floor sheathing and the bottom chore Is laterally braced by a dgid sheathing material directly attached, unless TC Live 20.00 psf Du rFacs L=1.25 P=1.2 5 ® INC. (CA) otherwise noted. Bracing shown Is for lateral support of components members on to reduce buckling length. This component m y ry ng g portent shall not be aced In any environment that will cause the moisture content of the to TC Dead 24.00 psf P Re Mbr B n d P Rep Mbr Camp 1.15 wood exceed 19% and/or cause connector plate corrosion. Fabricate. handle, Install and brace this truss in accordance the following 'Joint BC Live 0.00 psf 1.00 4445 Northpark Or. with standards: and Cutting Detail Reports' available as output from Truswal software, •ANSInPI1' Rep Mbr Tens 1.00 Colo Springs, CO 80907 WTCA1' Wood Truss Council of America Standard Design ResponsiWlilies,l3UILDINGCOMPONENTSAFETYINFORMATION'- BC Dead 10.00 psf P O. C. Spacing 2- 0- 0 TRUSPLUS 6.0 VER: T6.4.1 (SCSI 1-03) and SCSI SUMMARY SHEETS' by WTCA and TPI. The Truss Plate Institute (TPI) is located at 583 D'Onofrlo Drive. Madison, Design Spec CBC -01 Wisconsn53719. The AmedcanForest and Paper Association (AFPA)ISlocatedatII111ginStreet.NW.Ste800.Washington.DC20036. TOTAL 54.00 psf DEFL RATIO: L/240 TC: L/24 Job Name: DANFORTH VVANIVIIV V Read all notes on this sheet and give a copy of it to the Erecting Contractor. Cust: YESTER Truss ID: N06 Qty: 1 BRG X -LOC REACT SIZE REO'D 1 0- 2-12 703 5.50 1.50" TC 2x4 SPF 165OF-1.SE Plating spec ANSI/TPI - 1995 Required bearing widths and bearing areas 2 4- 6- 4 703 5.50" 1.50" BC WEB 2x6 HF 165OF-1.5E 2x4 HF STUD THIS DESIGN IS THE COMPOSITE RESULT OF apply when truss not supported in a hanger. BRG Rk` UIREMENTS shown are based ONLY on tAe truss material at each bearing Drainage must be provided to avoid ponding. MULTIPLE LOAD CASES. PLATE VALUES PER ICBG RESEARCH REPORT 51607. UPLIFT REACTION(S) • Su 1 -133 lb TRUSSWORKS BRGHANort GER/CLIP NOTE End Extensions verticals designed for axial loads only. below Permanent bracing is required (by others) to Support 2 -133 lb TC Dead 1 HUS26 2 HUS26 above or the truss rofile p (if any require additional consideration Prevent rotation/toppling.See a and ANSI/TPI 1. BCSI 1-03 This truss is designed using the Live Support Connection(s)/Hanger(s) are (by others) for horiz. loads on the bldg. 4445 Northpark Dr. and breve this wss+n accordance with the following standards: *Joint and cutting Detail Reports' awanaWe as output from Tmswal software, CBC -01 Code. Bldg Enclosed = Yes, Importance Factor = 1.00 not designed for horizontal loads. SEE SIMPSON Rep Mb r Tens 1.00 Colo Springs, CO 80907 'ANSIrTPl 1', WTCA 1'- Wood Two Council or America Standard Design Responsibllllles,BUILDING COMPONENT SAFETY INFORMATION'- Truss Location = End Zone 10.00 psf CATALOG 2- 0- 0 TRUSPLUS 6.0 VER: T6.4.1 (BCSI 1-03) and BCSI SUMMARY SHEETS' by WTCA and TPI. The Two Plate Institute (TPI) is located at 583 D'Onofrio Drive, Madison, Hurricane/Ocean Line No Exp Category = C FOR ADDITIONAL INSTALLATION NOTES Wisconsin 53719. The AmericanFaresnandPaperAssociation(AFPA)Islocatedat1111191hStreet,NW,SteBoo,Washington.DC20036. TOTAL 54.00 psf Bldg Length = 40.00 ft Bldg Width 20.00 ft MAX DEFLECTION (span) • Mean roof height - 16.60 ft, mph 80 L/999 IN MEM 3-4 (LIVE) CBC Special Occupancy, Dead Load 12.6 psf L= -0.02" D= -0.03" T= -0.05" --LOAD CASE 51 DESIGN LOADS ---------------- CRITICAL MEMBER FORCES: Tc COM )/ TENS.((WR.)) CSI Dir L.PIf L.Loc R.PIf TC Vert 88.00 R.Loc LL/TL 1-2 0(1.60)/ 0(1.25) 0.38 01.6 0- 0- 0 88.00 BC Vert 207.87 0- 0- 0 207.87 4- 9- 0 0.45 4- 9- 0 0.33 COMP. TENS6 11..25) 0.36 384 1.660 WB COMP.(((iiDUR1. .)3))/ TENS.(((WR.)3 CSI 1-4 0 1.25 / 0 1.60 0.00 2-4 -209(1.25)/ 69(1.60) 0.04 , 2-0-0 3-4 IL 2-4 4-94-9_� 4-9-0 %A 1 5-3 3-4 _ 4-9-0 3 4 4-94-9_0 4-9-0 Q1noF E S s 6, .0A eC` W 7 9 m M �* '3107 s��TFOF1CAt CI VVANIVIIV V Read all notes on this sheet and give a copy of it to the Erecting Contractor. Cust: YESTER This design is for an Individual building component not two system. It has been based on specifications provided by the component manufacturer WO • Dr i ve_C_b5827_L00005_300001 ® 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 Dsgn r : SB #LC = 15 WT: 28# TRUSSWORKS utilized on this design meal 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 mol or floor sheathing and the bottom chord Is laterally braced by a rigid sheathing matedal directly TC Live 20.00 psf Du rFae S L=1.25 P=1.25 attached, unless otherwise ng peon of com rents members on to reduce buckling length. This component snag not be laced In an noted. Bracing shown is for lateral components only ng ng pc p y TC Dead 24.00 psf p Re Mbr Brill P 1.00 ® INC. (CA) environment that will cause the moistum content of the wood to exceed 19% and/or rause connector plate corrosion. Fabricate. handle. InstallBC Live 0.00 psf Rep Mb r Comp 1.00 4445 Northpark Dr. and breve this wss+n accordance with the following standards: *Joint and cutting Detail Reports' awanaWe as output from Tmswal software, Rep Mb r Tens 1.00 Colo Springs, CO 80907 'ANSIrTPl 1', WTCA 1'- Wood Two Council or America Standard Design Responsibllllles,BUILDING COMPONENT SAFETY INFORMATION'- BC Dead 10.00 psf O.C.Spacing 2- 0- 0 TRUSPLUS 6.0 VER: T6.4.1 (BCSI 1-03) and BCSI SUMMARY SHEETS' by WTCA and TPI. The Two Plate Institute (TPI) is located at 583 D'Onofrio Drive, Madison, Design Spec CBC -01 Wisconsin 53719. The AmericanFaresnandPaperAssociation(AFPA)Islocatedat1111191hStreet,NW,SteBoo,Washington.DC20036. TOTAL 54.00 psf DEFL RATIO- L/240 TC' L/24 Jab Name: DANFORTH ruswal Busters Plates are 20 pa. unless shown by "18"(18 ga.l, "H"(16 ga.1 or'MX' 7WMX 20 ga) position¢d per loin, Details Report. ircletl tales and false frame prates are ositioneQ as shown alfave. Shin gAble stud laces to avdid tiverla vnlh structural laces or sta le .1/25/05 Truss ID: N07 Qty: 1 BRG X -LOC REACT SIZE REQ'D 1 0- 2-12 703 5.50" 1.50 TC 2x4 SPF 1650F -1.5E Plating spec ANSI/TPI - 1995 Required bearing widths and bearing areas 2 4- 6- 4 703 5.50" 1.50" BC WEB 2x6 HF 1650F -1.5E 2x4 HF STUD THIS DESIGN IS THE COMPOSITE RESULT OF apply when truss not supported in a hanger. BRG REQUIREMENTS shown are based ONLY Drainage must be provided to avoid ponding. MULTIPLE LOAD CASES. PLATE VALUES PER ICBO RESEARCH REPORT 51607. UPLIFT REACTION (S) = on tHAFre truss material at each bearing BRG HANGER/CLIP NOTE End verticals designed for axial loads only. Extensions Permanent bracing is re 9 wired b others to Y ) Su Support 1 -133 lb trust 2 -133 lb 1 HU526 (if above or below the truss profile an require additional prevent rotation/torp ing. ee BCS I 1-03 This truss is designed using the d psf 2 HUS26 1.00 Consideration and ANS I/'rPI 1. BC Live 0.00 psf CBC -01 Code. Support Connection(s)/Hanger(s) are (by others) for horiz. loads on the bldg. Mb r 1.00 Bldg Enclosed - Yes, Importance Factor - 1.00 not desiggned for horizontal loads. SEE BC Dead 10.00 psf O. C. Spaci ng 2- O- O Truss Location = End Zone - SIMPSON CATALOG CBC -01 TRUSPLUS 6.0 VER: T6.4.1 Wisconsin 53719. The American Forest and Paper Association (AFPA)islocated at11111Brit Street. Nw,Ste 800.Washington. DC20036. TOTAL 54.00 psf Hurricane/Ocean Line No , Exp Category C FOR ADDITIONAL INSTALLATION NOTES Bldg Length - 40.00 ft Bldg Width - 2 0 0ft MAX DEFLECTION (span) • Mean roof height = 16.60 ft, mph 80 L/999 IN MEM 3-4 OLIVE) CBC Special Occupancy, Dead Load 12_ 12.6 psf L- -0.02" D= -0.03' T- -0.05" ----------LOAD CASE 51 DESIGN LOADS - ----- CRITICAL MEMB<ER FOlt RCES: t( ) TC P0(11U.66)j TENS Dir L.Plf L.Loc R.Plf R.Loc LL/TL 1-2 6 11..25) 0.38 TC Vert 88.00 0- 0- 0 88.00 4- 9- 0 0.45 BC Vert 207.87 0- 0- 0 207.87 4- 9- 0 0.33 (( )) (( )) P0(11..60)% TENS 384 1.0.36 WB COMP. WR. / TENS. OUR. CSI 1-3 -209 1.25 / 69 1.66 0.04 1-4 0 1.25 / 0 1.60 0.00 2-4 -209 1.25 / 69 1.60 0.04 2-0-0 3-4 LL 2-4 4-94-9_� 4-9-0 2 1.5-3 3-4 i 4-9-0 3 4 4-9-0 4-9-0 <. �pF N ESS1p� 00 m w 227. 9rn * � 613 CPIV ruswal Busters Plates are 20 pa. unless shown by "18"(18 ga.l, "H"(16 ga.1 or'MX' 7WMX 20 ga) position¢d per loin, Details Report. ircletl tales and false frame prates are ositioneQ as shown alfave. Shin gAble stud laces to avdid tiverla vnlh structural laces or sta le .1/25/05 ARNIN Read all notes on this sheet and give a copy of it to the Erecting Contractor. Cust: PESTER This design Is for an Individual building component not truss system. It has been based on specifications PmNded by the component manufacturer W0: Dri ve_C_b 5827_L00005_J 00001 ® and done in accordance with the current versions of TPI and AFPA design standards. No responsibility Is assumed for dimensional accuracy. Dimensions DS n r • 56 #LC 15 Wi • 2 $# are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads 9 = TC Live 20.00 psf Du r Facs L=1.25 P=1.25 TR USSWORKS 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 lateretty orated by the root or floor sheathing and the bottom chord Is laterally braced by a rigid sheathing material directly attached, unless otherwise Bracing Is for lateral TC Dead 24.00 Re Mb r Bnd p 1.00 ® INC. (CA) noted. shown suppon 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% andlof rause connector late corrosion. Fabricate, handle, Install psf Rep Mbr Comp 1.00 p BC Live 0.00 psf Rep Tens 4415 Northpark Dr. and brace this (was In accordance with me following standards: volnt and Cutting Detail Reports' avertable as output from Tswal sofhvere, Mb r 1.00 CO 10 Springs, CO 80907 ANSI/TPI 1% WTCA V- Wood Trum Council of America Standard Design Responsibilities,'BUILDING COMPONENT SAFETY INFORMATION'- BC Dead 10.00 psf O. C. Spaci ng 2- O- O (BCSI 1.03) and 13CSI SUMMARY SHEETS' by WTCA and TPI. The Truss Plate Institute (TPI) is located at 583 D'Onomo Drive, Madison, - Design Spec CBC -01 TRUSPLUS 6.0 VER: T6.4.1 Wisconsin 53719. The American Forest and Paper Association (AFPA)islocated at11111Brit Street. Nw,Ste 800.Washington. DC20036. TOTAL 54.00 psf DEFL RATIO: L/240 TC: L/24 Job Name: DANFORTH Truss ID: N08 Cust: PESTER Qty: 2 BRG X -LOC REACT SIZE REQ'D TC 2x4 SPF 165OF-1.5E Plating spec ANSI/TPI - 1995 Required bearing widths and bearing areas 1 0- 2-12 117 5.50, 1.50 2 2-11- 4 117 5.50" 1.50" BC 2x4 SPF 1650E -1.5E WEB 2x4 HF STUD THIS DESIGN IS THE COMPOSITE RESULT OF MULTIPLE app1 when truss not supported in a hanger. BRG REQUIREMENTS shown are based ONLY Drainage must be provided to avoid ponding. LOAD CASES. PLATE VALUES PER ICBO RESEARCH REPORT #1607. UPLIFT REACfION(S)• Support 1 -22 lb on the truss material at each bearing BRG HANGER/CLIP NOTE This truss is designed using the End verticals designed for axial loads only. Support 2 -22 lb 1 HUS26 CBC -01 Code. Extensions above or below the truss profile Re Mbr Brill P 2 HUS26 Bldg Enclosed Yes, Importance Factor = 1.00 (1f any) require additional consideration TC Dead 24.00 psf Support Connection(s)/Hanger(s) are Truss Location = End Zone by others) for horiz. loads on the bldg. eriA onment rn that will cause the oislum content of the wood to exured 19% and/or cause connector plate corrosion. Fabricate, handle. install BC Live not desigNed for horizontal loads. to Hurricane/Ocean Line No Exp Category C 4445 Northpark Or. and brace this trues In accordance with the following standards: vofnl and Cubing Detail Reports' avaeable as output from Truswal software, SEE CATALOG Bldg length = 40.00 ft, Bldg Width - 20.00 ft Rep Mbr Tens 1.00 Co70 Springs, CO 80907 ADDITIIMPSOONAL FOR ADDITIONAL INSTALLATION NOTES Mean roof height - 16.00 ft, mph 80 =12.6 10.00 psf O.C.Spacing. 2- 0- 0 MAX DEFLECTION (span) CBC Special Occupancy, Dead Load = psf Design Spec L/999 IN MEM 3-4 (LIVE) TRU SPLUS 6.0 VER: T6.4.1 Wisconsin 53719. The American Forest and Paper Association (AFPA)Islocated at111119thStreet, NW, Ste 800,Washington. DC20036. TOTAL 54.00 psf L- 0.00" D- 0.00" T= 0.00" CRITICAL MEMC FORCES: COMB(ER (( )) si "0((01025))/ 7EN50(1.60) 1T2 OCOS COMP. OON.25)/ TENS ;BCC O<DUO) 00O2 WB COMP. DUR. / TENS.(((((DUR.)))ii CSI 1-4 0 1.60 / 0 1.25 0.00 2-4 -95 1.25)/ 31(1. 0)'0.2 2-2-0 2-2-0 2 �QFcrrssioti� 3-4 1.5-3 m 2 69 M 111 y �� .2-0-0 2-0-0 00/07 '�"nrarC fir- CAuF��\P I 2-4 3-4 2-2-0 17-4-0 3 2-2-0 4 STUB 2-2-0 VVAK/VINURead all notes on this sheet and give a copy of it to the Erecting Contractor. Cust: PESTER This design is for an indivldual•building component not true system. It has been based on specifications provided by the component manufacturer WO • D ri ve_C_b5827_L00005_300001 ® and dam in accordance with the ctrnent versions of TPI and AFPA design standards. No responsibility Is assumed for dimensional accuracy. Dimensions Ds n r : 56 g #LC = 1$ Wi : 14# are to be vedBed by the component manufacturer and/or building designer prior to fabrication. The building designer must ascenain that the bads TC Live 20.00 psf Du rFacs L=1.2 5 P=1. 2 5 utilized on this design meet or exceed the loading Imposed by the local building code and the particular application. The design assumes that the lop chord TRUSSWORKS is laterally braced by the mol or floor sheathing and the bottom chord Is laterally braced by a rigid sheathing material directly attached, unless otherwise Re Mbr Brill P 1.15 noted. Bracing shown is for lateral suppon of components members only to reduce buckling length. This component shall not be placed In any TC Dead 24.00 psf Rep Mbr Comp 1.00 ® INC. (CA) eriA onment rn that will cause the oislum content of the wood to exured 19% and/or cause connector plate corrosion. Fabricate, handle. install BC Live 0.00 psf 4445 Northpark Or. and brace this trues In accordance with the following standards: vofnl and Cubing Detail Reports' avaeable as output from Truswal software, Rep Mbr Tens 1.00 Co70 Springs, CO 80907 'ANS0rPt1',WTCAV. Wood Two Council ofAmerica Standard Design Responsibilities. 'BUILDING COMPONENT SAFETY INFORMATION'- BC Dead 10.00 psf O.C.Spacing. 2- 0- 0 (SCSI 1-03) and 13CSI SUMMARY SHEETS' by WTCA and TPI. The Truss Plate Institute (TPI) Is located at 583 D'Onofrlo Ddve, Madison, Design Spec CBC -01 TRU SPLUS 6.0 VER: T6.4.1 Wisconsin 53719. The American Forest and Paper Association (AFPA)Islocated at111119thStreet, NW, Ste 800,Washington. DC20036. TOTAL 54.00 psf DEFL RATIO: L/240 TC: L/24 Job Name: DANFORTH Truss ID: N09 O C J Qty: 2 BRG-_X-LOC. REACT SIZE REQ'D 1 0 2-12 499 5.50" 1.50" TC 2x4 SPF 1650F -1.5E BC Plating spec • ANSI/TPI - 1995 Required bearing widths and bearing areas 2 9- 0- 4 499 5.50" 1.50" 2x4 SPF 1650F -1.5E WEB 2x4 HF STUD THIS DESIGN IS THE COMPOSITE RESULT OF MULTIPLE LOAD CASES. apply when truss not supported in a hanger. BRG REQUIREMENTS shown are based ONLY on rite truss material at each bearing Drainage must be provided to avoid ponding. PLATE VALUES PER ICBO RESEARCH REPORT #1607. UPLIFT REACTION(S) Su 1 -90 lb BRG HANGER/CLort IP NOTE This truss is designed using the End verticals designed for axial loads only. Support 2 -90 lb 2 HU526 CBC -01 Code. Bldg Enclosed Yes, Importance Factor = 1.00 Extensions above or below the truss profile if an) require additional consideration y TC Live 20.00 psf Du r Faes L=1.25 P=1.25 Support Connection(s)/Hanger(s) are Truss Location = End Zone by others) for horiz. loads on the bldg. not IMPSgNed for horizontal loads. io Hurricane/Ocean Line No Exp Category - C TC Dead 24.00 psf Rep Mb r Bnd 1.15 SEE CATALOG Bldg Length = 40.00 ft, Bldg Width 20.00 ft BC Live 0.00 psf Rep Mb r Comp 1.00 ADDITIMPS IONAL FOR ADDITIONAL INSTALLATION NOTES Mean roof height = 16.00 ft, mph - 80 Rep Mb r Tens 1.00 MAX DEFLECTION (span) CBC Special Occupancy, Dead Load = 12.6 psf BC Dead 10.00 psf O.C.Spacing 2- 0- 0 L/999 IN MEM 5-6 (LIVE) (BCS' 1-03) ond'BCSI SUMMARY SHEETS' by WTCA and TPI. The Truss Plate Institute (TPI) is located at 583 D'Onofdo Drive, Madison, Design Spec CBC -01 L= -0.02" D- -0.03" T= -0.04" .in sm. 10. The American Forest and Paper Association(AFPA) is located at11111gin Simi. NW. Ste 800.Washington. DC20036. TOTAL 54.00 psf DEFL RATIO: L/240 TC: L/24 CRITICAL MEMBER FORCES: PO(D1u60)/ TENSOS1U60) 1-2 -427((1.253/ 36((1((1.603 0.52 33 2T3 0.52 BC C OMP TENS 4-5 4-5 0 0.90 / 0 1.60 0.11 66) ' 160(1'60)/ OC20 WB COMP. DUR. / TENS. WR. CSI 1-4 -477 1.25 / 98 1.60 0.09 1-5 -40 1.60 / 484 1.25 0.17 2-S -243 1.25 / 142 1.60 0.08 2-6 -780 1.25 / 195 1.60 0.20 3-6 -2 1.25 / 64 1.60 0.02 0 6-7-3 6-7-3 2 2-7-13 9-3-0 3 3-4 z_e . c 7 2-4 3-4 4 5 3-5-5 5-9-11 3-5-5 9-3-0 STUB Q?,0` ESSjDA� C v 2 i 9 rr LLJ n d � * '30/07 \PF CAL�F�� TruSwal �YeS antlPfalses areme0 Pa. unless shown b '18'(18 & H'(16 pa.1 r'MX TW MX 20 a;3 ), posMoned per Joint Details Report. Circled p 81 f rates are poslhone�as shown above. Shift d bQe stud. rates to avbld overla with structural rates or sta to . O C J WARNINGRead all notes on this sheet and give a copy of it to the Erecting Contractor. Cust: YESTER design is for an individual building component not buss system. It has been based on specifications provided by the component manufacturer WO • Dri ve_C_b 5827_L00005_J 00001 ®This 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 bads Dsgn r : SB #LC = 15 WT: 46# utilized on this design meet or exceed the loading Imposed by the local building code and the particular application. The design assumes that the top chord TC Live 20.00 psf Du r Faes L=1.25 P=1.25 TRUSSWORKS 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 24.00 psf Rep Mb r Bnd 1.15 ® INC. (CA) 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 Rep Mb r Comp 1.00 4445 Northpark Dr. arra brace Ibis truss In accordance with the following Standards:'Joint and Cutting Detail Reports' available as output from Truswal software, Rep Mb r Tens 1.00 Colo Springs, CO 80907 'ANSUTPI 1%WTCA V- Wood Truss Council of America Standard Design Responsibilities. BUILDING COMPONENT SAFETY INFORMATION'- BC Dead 10.00 psf O.C.Spacing 2- 0- 0 TRUSPLUS 6.0 VER: T6.4.1 (BCS' 1-03) ond'BCSI SUMMARY SHEETS' by WTCA and TPI. The Truss Plate Institute (TPI) is located at 583 D'Onofdo Drive, Madison, Design Spec CBC -01 .in sm. 10. The American Forest and Paper Association(AFPA) is located at11111gin Simi. NW. Ste 800.Washington. DC20036. TOTAL 54.00 psf DEFL RATIO: L/240 TC: L/24 C Job Name: DANFORTH VVArTIVIIVU Read all notes on this sheet and give a copy of it to the Erecting Contractor. Truss ID: N10 Qty: 1 BRGX-LOC REACT SIZE RE 'D 1 0- 2-12 539 5.50" 1.50•' TC BC 2x4 SPF 165OF-1.5E 2x4 SPF Plating spec • ANSI/TPI - 199S Required bearing widths and bearing areas 2 9- 0- 4 539 5.50" 1.50" WEB 1650E-1.SE 2x4 HF STUD THIS DESIGN IS THE COMPOSITE RESULT OF apply when truss not supported in a hanger. BRG REQUIREMENTS shown are based ONLY on Me truss material at each bearing Drainage must be provided to avoid ponding. MULTIPLE LOAD CASES. PLATE VALUES PER ICBG RESEARCH REPORT #1607. UPLIFT REACTION(S) Support 1 lb BRG HANGER/CLIP NOTE + + + + + + + Designed for + + + + + + + + + + + + + + + 125 Plf drag load applied End verticals designed for axial loads only. 9 -90 Support 2 -90 lb 1 HUS26 2 HUS26 evenly along the top chord t0 the chord Extensions above or below the truss profile (1f an require This truss is designed using the Support Connections)/Hanger(s) are @ ea. bearing (unless noted), concurrently additional consideration (by others) for horiz. loads on the bldg. CBC -01 Code. Bldg Enclosed Yes, Importance not designed for horizontal loads. with dead + 0 % live loads. D.F. = 1.33 0.00 psf - Factor - 1.00 Truss Location SEE SIMPSON CATALOG Horiz. reaction = 1.2 K lbs. ea. bearing. - End Zone FOR ADDITIONAL INSTALLATION NOTES Connection (by others) must transfer equal load CO7o Springs, CO 80907 Hurricane/Ocean Line No Exp Category C BldgLength = 40.00 ft, Bid Width 20.00 ft MAX DEFLECTION (span) to each ply (or add-on) shown. 2- 0- 0 - Meaheight L/999 IN MEM 5-6 (LIVE) + + + + + + + + + + + + + + + + + + + + + + Design Spec roof 16.00 ft. mph 80 CBC Special =12.6 L- -0.02" D= -0.03" T- -0.04" Wisconsin 53719. The American Forest and Paper Association (AFPA)Islocated at1111191hStreet. NW, Ste 800.Washington. OC20036. TOTAL 54.00 psf Occupancy, Dead Load = psf CRITICAL MEMBER FORCES: Ce166(01u333/ TE166(1..33) (((( 33 1-2 -427((1.25))/ 36 1.601.3j3 0.52 2T3 0052 EU"I T1206(11. 26 586-4t51(O.33)% 33) 0 pB COMP. WR. / TENS. DUR. CSI 1-4 -518 1.33 / 98 1.60 0.09 1-5 -146 1.33 / 813 1.33 0.26 2-5 -561 1.33 / 375 1.33 0.19 2-6 -858 1.33 / 195 1.60 0.21 3-6 -5 1.33 / 64 1.60 0.02 1 6-7-3 6-7-3 2 2-7-13 9-3-0 3 3-4 1.5-3 T2O 2_ _Q 2-4 3-5-5 8 3-4 9-3-0 STUB 6�p r' C w 2 69 M. ,� * 30/C VVArTIVIIVU Read all notes on this sheet and give a copy of it to the Erecting Contractor. Cust: PESTER This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer W0: Dri ve_C_b 5827_L00005_300001 ® and done in accordance with the curmni versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions re ato be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascenaln that the loads OS n r • SB 9 #LC = 19 WT' 46# TRUSSWORK C utilized on this design meet or exceed the loading Imposed by the local building code and the particular application. The design assumes [hat 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, TC Live 20.00 psf Du rFacs L=1.25 P=1.25 unless otherwise noted. Bracing shown Is for lateral support of components members only to reduce buckling length. This component po y g n9 portent shall not be placed In any TC Dead 24.00 psf R2 Mb r Bind 1.15 ® INC. (CA) 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 Rep Mbr Com p P 1.00 4445 Northpark Or. and Draw this wss to accordance with the following standards: Tocol and Cutting Detail Reports' avauabte as output from Truswal software, Rep MD r Tens 1.00 CO7o Springs, CO 80907 'ANSUTPI I•, WTCA V. Wood Truss Council of America Standard Design Responsibilities. BUILDING COMPONENT SAFETY INFORMATION'- BC Dead 10.00 psf O.C.Spacing 2- 0- 0 TRUSPLUS 6.0 VER: T6.4.1 (BCSI 1-03) and SCSI SUMMARY SHEETS' by WTCA and TPI. The Truss Plate Institute (TPI) is located at 583 D'Onofrio Drive, Madison, Design Spec CBC -01 Wisconsin 53719. The American Forest and Paper Association (AFPA)Islocated at1111191hStreet. NW, Ste 800.Washington. OC20036. TOTAL 54.00 psf DEFL RATIO: L/240 TC: L/241 Job -Name: DANFORTH BRG -X-LOC REACT SIZE REQ'D TC 2x4 SPF 1650F-1.SE 1 4-10- 4 250 5.50" 1.50" BC 2x4 SPF 1650F -1.5E 2 9- 0- a 250 5.50" 1.50" WEB 2x4 HF STUD BRG REQUIREMENTS shown are based ONLY Drainage must be provided to avoid ponding. on the truss material at each bearing This truss is designed using the BRG HANGER/CLIP NOTE CBC -01 Code. . 1 HUS26 2 HUS26 Bldg Enclosed Yes, Importance Factor = 1.00 Truss Location End Zone Snot desigonedcfornhorizontal(loads• Hurricane/Ocean Line = No Exp Category = C SEE SIMPSON CATALOG Bldg Length = 40.00 ft, Bldg Width 20.00 ft FOR ADDITIONAL INSTALLATION NOTES Mean roof height - 16.00 ft, mph 80 MAX DEFLECTION (span) • CBC Special Occupancy, Dead LoX ad - 12.6 psf L/999 IN MEM 3-4 (LIVE) L. -0.01" D= -0 01" T 0 •Ora 3l1TICAL MEMBER FO)RCES: OMPO(10.25)/ TENS 1T2 O(DUO))R.) 0031 COMPO(W1.RO.)� TENS.SD R.)) CSI 3B4 10 COMPP3(((i(DU21.5))))i� TEN67(((1(1�.60)3 1W3 0 01-4 2-4 04 -204(1.25)/ 67(1. 0) 0.00.04 TRUSSWORKS ® INC. (C4) 4445 Northpark Dr. Colo Springs, CO 80907 TRUSPLUS 6.0 VER: T6.4. T 11 Truss ID: N11 Plating spec ' ANSI/TPI - 1995 THIS DESIGN IS THE COMPOSITE RESULT OF PLATE IPLE VALUESAPER CASES. RESEARCH REPORT #1607. End verticals designed for axial loads only. Extensions above or below the truss pryfile (if an require additional consideration (by others) for horiz. loads on the bldg. 4-7-8 4-7-8 2 3-4 5 Required bearing widths and bearing areas a p1 when truss not supported in a hanger. UPLIFT REACTION(S) Support 1 -47 lb - Support 2 -47 lb 2-4 3-4 4-7-8 1 A -7: _8 10-3-0 STUB 13 4-7-8 4 STUB 4-7-8 Yvf4rX1VIIV1L7 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 and AFPA design standards. No responsibility Is assumed for dimensional accuracy. Dimensions are 10 be "rifled by the component manufacturer and/or building designer prior to fabricalion. The building deslgner must ascertain that the Wads utiliMd an this design meet or exceed [he 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 suppOn or 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 and brace [his truss In accordance with the following standards: 'Joint and Cutting Detail Reports' available as output from Trusval software, 'ANSI/TPI 1'. WTC'A 1'- Wood Truss Council of America Standard Design Responsibilities, 'BUILDING COMPONENT SAFETY INFORMATION' - (BCSI 1-03) and'SCSI SUMMARY SHEETS' by WTCA and TPI. The Truss Plate Institute (TPI) is located a1 503 D'Onofrio Drive. Madison, Wisconsin 53719. The American Forest and Paper Association (AFPA) Is localed at 1111 19th Street, NW, Ste 600. Washington. DC 20039. QPp-ESSlONq l ' G `T1 • IDA v 9 r, 2 .1 * j i07 *� OF Cust: YESTER W0: Drive_C_b5827_L00005_300001 Dsgnr: SB #LC - 15 WT: 25# TC Live 20.00 psf DurFacs L=1.25 P=1.25 TC Dead 24.00 psf Rep Mbr Bnd 1.15 BC Live0.00 psf Rep Mbr Comp 1.00 Rep Mbr Tens 1.00 BC Dead 10.00 psf O.C.Spacing 2- 0- 0 Design Spec CBC -01 TOTAL 54.00 psf DFF1 PATTn• 1/Ian Tr- I rte Job Name: DANFORTH BRIG X -LOC REACT SIZE REQ'D TC 2x4 SPF 165OF-1.5E 1 0- 1-12 918 3.50" 1.50" BC 2x4 SPF 16SOF-1.5E 2 16-10- 4 918 3.50" 1.50" WEB 2x4 HF STUD BRG REQUIREMENTS shown are based ONLY Lumber shear allowables are per NDS. on :the truss material at each bearing MAX DEFLECTION (span) ' L/999 IN MEM 4-5 (LIVE) L= -0.16" D= -0.27" T= -0.43" CRITICAL MEMB((ER FORCES. (( 3 2T2 -22046(1..25)/ TINS 351(10U60) 0`79 1-2 -2046((<1.2533/ 351(((1.6033 0.79 586 Co282(W60)/ T2535(1..33) 0 80 4-5 282 1.60 / 2535 1.33 0.80 2Wit ' COMP.(DUR.)/ TENS. OUR.) CSI / 201(0.90) 0.10 T 21 0 4-4 0�ri-8 Truss ID: P01 Plating spec • ANSI/TPI - 1995 THIS DESIGN IS THE COMPOSITE RESULT OF MULTIPLE LOAD CASES. PLATE VALUES PER ICBO RESEARCH REPORT #1607. + + + + + + + + + + + + + + + + + + + + + + Designed for 150 Plf drag load applied evenly along the top chord to the chord @ ea. bearing (unless noted), concurrently with dead + 0 % live loads. D.F. - 1.33 Horiz. reaction = 2.5 K lbs. ea. bearing. Connection (by others) must transfer equal load to each ply (or add-on) shown. + + + + + + + + + + + + + + + + + + + + + + 1 UPLIFT REACTION(S) Support 1 -152 lb Support 2 -152 lb This truss is designed using the CBC -01 Code. Bldg Enclosed - Yes, Importance Factor - 1.00 Truss Location = End Zone Hurricane/Ocean Line = No.Exp Category = C Bldg Length - 40.00 ft, Bdg Width - 20.00 ft Mean roof height - 16.29 ft, mph = 80 CBC Special Occupancy, Dead Load - 12.6 psf 8-6-p 8-80 8-6-0 17-0-0 8-6-0 2 8-6-0 1 3 3 0 4-4 0- 4 5 8-6-0 6 � B -G 8-6-0 17-0-0 20 ga. unless shown by "18"(18 20 2- -0 SHIP 4 OU -8 oQROFEsSl, ti �Q DA LU M. 2 69 &30/0? At -IF 1/25/05 ® TR USSWORKS ® INC. (CA) 4445 Northpark Dr. Co7D Springs, CO 80907 TRUSPLUS 6.0 VER: T6.4.1 W044 CIVIIVV 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 and AFPA design standards. No responsibility Is assumed for dimensional accuracy. Dimensions are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads utilized on this design meet or exceed the loading imposed by the local building code and the pantalar 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 budding 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. installBC and breco lms truss m accordance with the following standards: Vonwan t and Cutting Detail Reports' a able as output from 7ruswal software, 'ANSIrrPl1',WTCA1'- Wood Truss Council ofAmerica Standard Design Responsibilities. 9UILDINGCOMPONENT SAFETY INFORMATION' - (BCSI 1-03) and'BCSI SUMMARY SHEETS' by WTCA and TPI. The Truss Plate Institute (TPI) Is located at 583 D'Onofrio Drive, Madison, isconsin53719. The American Forest and Paper Association (AFPA) Is located a] 1111 1 91h Street. NW. Ste 8DO, Washington, DC 20036. Cust: YESTER WO • Dri ve_C_b 582 7_L00005_] 00001 Dsgn r : SB .#LC = 19 WT: 54# TC Live 20.00 psf TC Dead 24.00 psf Live 0.00 sf p BC Dead 10.00 psf TOTAL 54.00 psf DurFacs L=1.25 P=1.25 Rep Mb r Bnd 1.15 Rep Mbr Comp 1.00 Rep Mb r Tens 1.00 0 C.Spacing 2— 0- 0 Des I gn Spec CBC -01 DEFL RATIO: L/240 TC: L/24 Job Name: DANFORTH BRG X -LOC REACT SIZE REQ'D TC 2x4 SPF 165OF-1.SE 1 0- 1-12 918 3.50 1.50" BC 2x4 SPF 165OF-1.5E 216-10- 4 918 3.50" 1.50" WEB 2 x 4 HF STUD BRG REQUIREMENTS shown are based ONLY Lumber shear allowables are per NDS on>the truss material at each bearing MAX DEFLECTION (span) L/999 IN MEM 4-5 (LIVE)' L- -0.08" 0= -0.14" T= -0.22" CRITICAL MEMIIER F3ORCES: (( 3 11 2T3 C2046(W25)/ TE351(O1U60) 0.79 lit 1-2 2046((((1.253/ 351((1.603 586 C8282(1.60 )/ T1905(, 25) 0 60 4-5 -282 1.60 / 1905 1.25 0.60 NB COMP.(OUR.)/ TENS.(WR.) CSI 2-S / 201(0.90) 0.10 T 2 0 13-4 0 8 1T5_ Truss ID: P02 Plating spec ' ANSI/TPI - 1995 THIS DESIGN IS THE COMPOSITE RESULT OF MULTIPLE LOAD CASES. PLATE VALUES PER ICBG RESEARCH REPORT #1607. 0 UPLIFT REACTIONS) ' Support 1 -152 lb Support 2 -152 lb This truss is designed using the CBC -01 Code. Bldg Enclosed - Yes, Importance Factor = 1.00 Truss Location - End Zone Hurricane/Ocean Line = No Exp Category = C Bldg Length - 40.00 ft, Bidg Width - 20.00 ft Mean roof height - 16.29 ft, mph 80 CBC Special Occupancy, Dead Load = 12.6 psf 8-6-0 I 8-60 -D 8-6-0 1 2 3 3.0 - 4-4 3.0 4 -0-0 5 6 8-6-0 ( 260 8-6-0 1717 -1 -0-0-0 2_ _D -4 I SHIP 0:2-8 1 eircjeg, 1'dtes and false e,e gu a. unless srlgwn oy -18-(18 gag, 'HYt6.n8.) r'MX" TWMX 20 p,3 ), positioned per Joint D tails Rep rt. P ales are osllione as shown a ove. ht lope stud fates to av ld ove a vat structure) ?aces (or 1/25/05 WARNINGRead all notes on this sheet and give a copy of it to the Erecting Contractor. Cust: YESTER ® This design Is for an Individual building component not truss system. o has been based on specifications provided by the component manufacturer W0: Dr i ve_C_b5827_L00065_J 00001 and done In accordance with the cumenl versions of TPI and AFPA design standards. No responsibility Isassumed 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 bads Dsgn r : SB #LC = 15 WT: 54# TR USSWORKS utilized on this design meet or exceed the loading imposed by the local building code and the particular application. The design assumes that the top chord TC Live 20.00 psf Du rFdCs L=1.2 5 P=1.2 $ is laterally braced by the mor or floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached. unless otherwise Re Mbr Bnd 1.1$ 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 24.00 psf P ® INC. (C/a) environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate. handle. Install BC Live Rep Mbr Comp 1.00 4445 Northpark Or. and wets rots truss in accoroanco with the farrowing standards: 'Joint and Cubing Detail Reports' avertable as output from Truswal software.0.00 psf ware. Rep Mbr Tens 1.00 Co)O Springs, CO 80907 'ANSVTPI I', WTCA V- Wood Truss Council of America Standard Design Responsibilities, 'BUILDING COMPONENT SAFETY INFORMATION'- BC Dead 10.00 psf O.C.Spacing 2- 0- 0 (BCSI 1-03) and 13CSI SUMMARY SHEETS' by WTCA and TPI. The Truss Plate Institute (TPI) is located at 583 D'Onof io Drive, Madison. Design Spec CBC -01 TRUSPLUS 6.0 VER: T6.4.1 PNiscansi.53719. The American Forest and Paper Association (AFPA) is located at 1111 1 Sin Street, NW. Ste 800. Washington. DC 20038. TOTAL 54.00 psf DEFL RATIO: L/240 TC: L/24 n [Job Name: DANFORTH Truss ID: Q01 Qtv: 2 BRC X -LOC REACT SIZE REQ'D 1 0- 1-12 1509 3.50"2.16" 2 35- 7- 4 1509 3.50" 2.16" BRG REQUIREMENTS shown are based ONLY on the truss material at each bearing MAX DEFLECTION (span) • L/889 IN MEM S-6 (LIVE) L- -0.21" D- -0.35" T- -0.56" CRITICAL MEMBER FORCES: (((( 33 213 -4232<1u25)/ TE285(O...60) 0: 2 1-z 4z 3z l.zs / z9s 1.60 o I BC COMP. WR. / TENS. WR. CSI 4-5 -220 1.60 / 4065 1.25 0.94 5-6 -220 1.60 / 4065 1.25 0.94 WB COMP.(DUR.)/ TENS.(OUR.)' CSI 2-5 / 414(0.90) 0.20 T 2-2-6 o -a -o TC 2x4 SPF 2100F -1.8E BC 2x4 SPF 210OF-1.BE WEB 2x4 HF STUD WEDGE 2x4 SPF 165OF-1.5E Lumber shear allowables are per NDS 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 BCSI 1-03 and ANSI/TPb.1. UPLIFT REACTIONS) : Support 1 -2S2 lb Support 2 -252 lb This truss is designed using the CBC -01 Code. Bldg Enclosed - Yes, Importance Factor - 1.00 Truss Location a End Zone Hurricane/Ocean Line No Exp Category - C Bldg Length - 40.00 ft, Bi dg Width - 20.00 ft Mean roof height = 16.10 ft; mph - 80 CBC Special Occupancy, Dead Load - 12.6 psf ----------LOAD CASE #1 DESIGN -LOADS ---------------- Dir L.Plf L.Loc R.Plf R.Loc LL/TL TC Vert 88.00 0- 0- 0 88.00 7- 5- 8 0.45 TC Vert 201.67 7- 5- 8 201.67 8- 3- 8 0.45 TC Vert 88.00 8- 3- 8 88.00 15- 9- 0 0.4S BC Vert 45.83 0- 0- 0 45.83 1S- 9- 0 0.00 ...Type... lbs X.Loc LL/TL TC Vert 185.1 7- 5- 8 1.00 TC Vert 222.2 7- 5- 8 0.00 TC Vert 185.1 8- 3- 8 1.00 TC Vert 222.2 8- 3- 8 0.00 7-10 7-10-8 I 7-10-8 1 s -s -o l 7-5-8 I 8-3-8 1 I 1 2 3 3� 00 4074 � 407# 3.0 3-6 7-108 7-16:8 15-9-0 QROF ESS/ w^ 7f 9 m , T � 6/3 /07 2- -6 SHIP �, TFOF rAk WAKIVIIV U Read all notes on this sheet and give a copy of it to the Erecting Contractor. Cust: YESTER This design 11far an Individual building component not truss system. It has been based on specifications provided by the mmponenl manufacturer WO • D ri ve_C_b 5827_L00005_300001 ® and done In accordance with the current versions of TPI and AFPA design standards. No responsibility Is assumed for dimensional -racy. Dimensions Ds n r • SB 9 #LC = 15 :"� • 5 5# ' are to be -Ified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads TC Live 20.00 psf Dur Fac 5 L=1.25 P=1.25 utilued on this design meet or exceed the loading Imposed by the local building code and the particular application. The design assumes that the top cord TRUSSYY ORKS is laterally braced by the roof or floor sheathing and the bottom chord Is laterally braced by a rigid sheathing material directly attached, unless otherwiseRep Mbr Bnd 1.00 noted. Bracing shown Is for lateral support of cemponems members only to reduce buckling length. This component shall not be placed in any TC Dead 24.00 psf Rep Mbr Comp 1.00 INC. CA ® i ) environment that will cause the moisture content or the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, install BC Live 0.00 psf 4445 Northpark Or. and brece this truss in accordance soon the following standards:'Joint and Cooing Detail Reports' available as output from 7ruswal software, Re Mbr Tens P 1.00 Colo Springs, CO 80907 'ANSVTPI I', WTCA 1'- Wood Truss Council of America Standard Design Responsibilities. 13UILOING COMPONENT SAFETY INFORMATION'- BC Dead 10.00 psf 0•C.Spacing 2- 0- 0 (BCSI 1-03) and'BCSI SUMMARY SHEETS' by WTCA and TPI. The Truss Plate Institute (TPI) is located at 583 D'Onolrio Detre, Madison, Design Spec CBC -01 TRUSPLUS 6.0 VER: T6.4.1 isconsin53719. The American Forest and Paper Association (AFPA)islocated at1111191hStreet, NW. Ste 800,Washington. DC20036. TOTAL 54.00 psf DEFL RATIO: L/240 TC' L 24 Job Name: DANFORTH VVHI'CIVIIVV Read all notes on this sheet and give a copy of it to the Erecting Contractor. Cust: YESTER Truss ID: R01 Qty: 7 BAG X -LOC REACT SIZE REQ'D TC 1 0- 1-12 1392 3.50" 2.00" 2x4 SPF 1650E -1.5E Plating spec ANSI/TPI - 1995 UPLIFT REACTION(S) 8C 2 21- 7- 4 1392 3.50" 2.00" WEB 2x4 2x4 SPF HF 2100E -1.8E STUD THIS DESIGN IS THE COMPOSITE RESULT OF Support 1 -184 lb BRG REQUIREMENTS shown are based ONLY pLT BLK 2x4 SPF 1650F -1.5E MULTIPLE LOAD CASES. Support 2 -184 lb on the truss material at each bearing TC Live 20.00 psf Dur Fac 5 L=1.25 P=1.25 PLATE VALUES PER ICBO RESEARCH REPORT @1607. This truss is designed using the MAX DEFLECTION (span) 24.00 f Rep Mbr Brill 1.15 Loaded for 10 PSF non -concurrent BCLL. CBC -01 Code. L/999 IN MEM 6-7 (LIVE) ps Rep Mb r Camp 1.00 Bldg Enclosed - Yes, Importance Factor 1.00 -CALM D= -0.35" T= -0.51" 0.00 4445 Northpark Or. Trus LOC a tion - Zone CR CRITICAL MEMBER FORCES: TC Rep Mb r Tens 1.00 C070 Springs, CO 80907 Hurricane/Ocean LEne Exp Category C COMP. WR. / TENS.(DUR. CSI 1-2 -3s74 1.zs3/ S,6 T6 0.74 20.00 pspsf f O.C.Spacing 2- 0- 0 TRUSPLUS 6.0 VER: 16.4.1 Bldg Length = 40.00 ft, Bldg Width - 20.00 ft g 2-3 -2a14 1.25)/ 367(1.60) 0.50 Design Spec CBC -01 Mean roof height 16.62 ft, mph = 80 3-9 -2814 1.253/ 367i(1.603 0.50 64.00 psf DEFL RATIO' L/240 TC: L/24 CBC Special Occupancy, Dead Load = 12.6 psf 4-5 -35)4 1.25 / 550 1.60 0.74 B COMP.((DUR.))/ TENS.(DUR.) CSI 6-7 -890(1.603/ 3401(1.253 0.99 7-8 -490((1.60 / 3401(1.25 0.99 W8 COMP. WR. / TENS. WR. CSI 2-7 -75S 1.25 / 236 1.60 0.50 3-7 -18 1.60 / 643 0.90 0.31 4-7 -7SS 1.25 / 236 1.60 0.50 3- -0 4-6 -0 51 - 11 .1 16 2 9� -8 -8 1 2 3 4 5 3.00 4-4 21 g 6 7 10-10-8 J 10-10 8 8 10-110-10-8 , 21.8- 1/25/05 VVHI'CIVIIVV Read all notes on this sheet and give a copy of it to the Erecting Contractor. Cust: YESTER This design is for an Individual building component net Iruss system. It has been based on specifications provided by the component manufacturer W0: Dri ve_C_b 5827_L00005_300001 ® and done in accordance with the cunent 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 DS n r • SB 9 #LC = 16 WT • 90# TR USSWORKS 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 chore is laterally braced by the root or floor sheathing and the bottom card Is laterally braced by a rigid sheathing material directly attached, unless otherwise TC Live 20.00 psf Dur Fac 5 L=1.25 P=1.25 noted. Bracing shown is for lateral TC Dead 24.00 f Rep Mbr Brill 1.15 INC. CA 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 corrosion. Fabricate, handle, install ps Rep Mb r Camp 1.00 plate Live 0.00 4445 Northpark Or. and brace this ss in accordance with the following standardr.'Joim and Cutting Detail Reports' Reports' available as output from Truswal software, taccordance', Rep Mb r Tens 1.00 C070 Springs, CO 80907 'ANSIrrpI 1WTCA 1'- Wood Truss Council of America Standard Design Responsibilities, BUILDING COMPONENT SAFETY INFORMATION'- BC Dead 20.00 pspsf f O.C.Spacing 2- 0- 0 TRUSPLUS 6.0 VER: 16.4.1 (BCS, 1.03) and 'BCSI SUMMARY SHEETS' by WTCA and TPI. The Truss Plate Institute (TPI) is located at 583 WOnclrio Drive, Madison. isconsin53719. Design Spec CBC -01 The American Forest and Paper Association (AFPA) is located at 1111 191h Street. NW. Ste 800. Washington. DC 20038. TOTAL 64.00 psf DEFL RATIO' L/240 TC: L/24 IN Job Name: DANFORTH Truswal Svs,ertu Plates are 20 ga. unless shown '18'(18 ga.) 'H'(16�a.�b1e stud• la es 10 av 01d oVenaUovn,h slructulral e(ales Repo CClrcled Iles and false frame fates are osth-- a as shown adbve. hi s�a le . IZ 5/O 5 Truss ID: R02 Cust: YESTER Qty: 1 BRG X -LOC REACT SIZE RE 'D.. 7 0- 7-12 1392 3.50" z.oD" TC 2x4 SPF 165OF-1.SE Plating spec - ANSI/TPI - 1995 This design based on chord bracing applied 2 21- 7- 4 1392 3.50" 2.00" BC WEB 2x4 2x4 SPF HF 21OOF-1.8E = THIS DESIGN IS THE COMPOSITE RESULT OF per the following schedule: BRG REQUIREMENTS shown are based ONLY PLT BLK 2x4 SPF STUD 1650F TC Dead 24 00 MULTIPLE LOAD CASES. max O.C. from to on Nle truss material at each bearing MAX Continuous lateral -1.5E bracing attached to flat PLATE VALUES PER ICBO RESEARCH REPORT #1607. Drainage must be provided to avoid ponding. TC 24.00" UPLIFT REACTIONS) 6- 9- 9 13- 9- 0 DEFLECTION (span) ' L/999 IN MEM 10-11 (LIVE) TC as indicated. Lumber must be structural This truss is designed using the Support 1 -183 16 D= -0.36" T= -0.52" grade. Brace @ 24" o.c. unless noted. CBC -01 Code. Support 2 -183 lb CR ICALM CRITICAL MEMBER FORCES: TOTAL 64.00 Psf DEFL RATIO: L/240 TC: L/24 Bldg Enclosed = Yes, Importance Factor 1.00 TC COMP. WR.J'� TENS. DUR. CSI Truss location = End Zone 1-2 -3569 1.25 498 1.60 0.89Hurricane/Ocean Line = No Exp Category = C 2-3 -3449 1.25 463 1.60 0.4o 3-4 -3907 1.25 550 1.60 0.42 Bldg Length - 40.00 ft, Bldg Width v 20.00 ft -3907 1.25/ 550 1.60 0.42 Mean roof hei h p4-5 g t - 16.51 ft, m h805-6 -3449 1.25/ 463 1.60 0.40 CBC Special Occupancy, Dead Load = 12.6 psf 6-7 -3569 1.25/ 498 1.60 0.89 BC COMP. OUR. / TENs. OUR. CSI 8-9 -449 1.60 / 3385 1.25 0.80 9-10 -401 1.60 / 3230 1.25 0.49 10-11 -401 1.60 / 3230 1.25 0.49 ' 11-12 -449 1.60 / 3385 1.25 0.80 vl8 COMP. DUR. / TENS. DUR. CSI 2-9 -72f1.253/ 73 1.60 D.02 3-9 / 173 0,go 0.08 3-10 -163(1.60)/ 745 1.25 0.26 4-10 -323((1.253/ 145 1.60 0.06 5-10 -163 1.60 / 745 1.25 0.26 5-11 / 173 0.90 0.08 6-11 -12(1.25)/ 75 1.60 0.02 a -1a 3-10-s 2-10 8 2-10 8 3-10-s all 7 o%pF tS c�� 4-14-1 7 8-0 0 10-1� 13-9 17� 21-92 e nA �` N I 9-11-11 1 1 9-11-11 1 1 2 3 4 5 6 7 t ( `a • U 3.00 W ZZ7 ' m T6-6 1.5-3 T CC X 3 1.5-3 1.5-3 I P. 7 �f 5 3 5 �� 4-6 4.6 SHIP Sr \P 0-6 OT-6� 4 OF 1 21-9-0 1 18 9 10 11 12 s -s1 io0�3zs 5& so18-� Truswal Svs,ertu Plates are 20 ga. unless shown '18'(18 ga.) 'H'(16�a.�b1e stud• la es 10 av 01d oVenaUovn,h slructulral e(ales Repo CClrcled Iles and false frame fates are osth-- a as shown adbve. hi s�a le . IZ 5/O 5 WARNINGRead all notes on this sheet and give a copy of it to the Erecting Contractor. Cust: YESTER This design is for an individual building component not truss system. II has been based on specifications provided try the component manufacturer WO' Dri ve_C_b 5827_L00005_100001 ® and done In accordance with the current versions of TPI and AFPA design standards. No responsibility Is assumed for dimensional accuracy. Dimensions Ds n r • SB #LC 1$ WT' 105# are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the bads 9 = TC Live 20.00 psf Dur Fac s L=1.2 5 P=1.2 5 TR USSWORKS utilized on this design meal 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 di city attached, unless otherwise Bracing is for lateral TC Dead 24 00 Rep Mbr 8nd 1.15 noted. shown support of components members only to reduce buckling length. This component shat) not be placed In any . psf Re Mbr Com P P 1.00 INC. CA % endronmem mat cam cause the moisture content of Ina wood to exceed 1s% and/or cause connecior plate corrosion. Fabricate, handle. Install BC Live 0.00 psf 4445 /VOrtFlpdOr. and brace this truss In accordance with the following standards:'Joint and Culling Detail Reports' available as output from Truswal software. Rep Mbr Tens 1.00 80rk CO70 Springs, CO 907 'ANSurPI 1',WTCA 1' -Wood Truss Council of America Standard Design Responsibilities. 'BUILDING COMPONENT SAFETY INFORMATION'- BC Dead 20.00 psf 0 C.Spacing 2- 0- 0 (SCSI 1-03) and'BCSI SUMMARY SHEETS' by WTCA and TPI. The Truss Plate Institute (TPI) Is located at 583 O'Onofrfo Drive, Madison, Desi stn Spec CBC -01 TRUSPLUS 6.0 VER: T6.4.1 PWIsconsln53719. The American Forest and Paper Association (AFPA)Islocated at1111191hStreet. NW, Ste 800,Washington,DC20036. TOTAL 64.00 Psf DEFL RATIO: L/240 TC: L/24 Job Name: DANFORTH Truss ID: R03 Qty: 2 BRG X -LOC REACT SIZE REQ'D 1 0- 1-12 2858 3.50" 2.05" TC 2x4 SPF 210OF-1.SE Plating Spec • ANSI/TPI - 1995 This design based on chord bracing applied This design Is for an Individual building component not truss system. It has been based on specifications Provided by the component manufacturer 2 21- 7- 4 2858 3.50" 2.05" 2x4 SPF 165OF-1.SE 3-5 BC 2x4 SPF 210OF-1.8E THIS DESIGN IS THE COMPOSITE RESULT OF per the following schedule: and done in accordance with the current versions of TPI and AFPA design standards. No responsibility Is assumed for dimensional accuracy. Dimensions BRG REQUIREMENTS shown are based ONLY WEB 2x4 HF STUD MULTIPLE LOAD CASES. max O.C. from to WT: 100# on the truss material at each bearing PLT BLK 2x4 SPF 1650F -1.5E PLATE VALUES PER ICBO RESEARCH REPORT #1607. TC 24.00" 7-11-11 13- 9- 0 MAX DEFLECTION (span) L/999 IN MEM 10-11 (LIVE) Lumber shear allowables are per NDS. + + + + + + + + + + + + + + + + + + + + + + Nail pattern shown is for PLF loads only. UPLIFT REACTION(S) ' Support 1 -374 lb psf -0.18" D= -0ES: T= -0.57" Drainage must be provided to avoid ponding. Concentrated loads MUST be distributed to Support 2 -374 lb is late211y b aced by the roof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached. unless otherwise CR CRIT CAL MEMBER FORCES: Permanent bracing is required (by others) to each 1 e uall On multi -ply with hangers, P y p y This truss is designed using the 9 9 1.00 TC COMP. WR. / TENS. WR. CSI prevent rotation pp g, P /t0 lin See BCSI 1-03 n. use 3' nal 5 min. into the carrying member. CBC -01 Code. psf 1-2 -7655 1.25 / 490 1.60 0.86 2-3 and ANSI/TPI 1. For more than 2 ply, use additional fasten- Bldg Enclosed =Yes, Importance Factor 1.00 BC Live -7819 1.25 / 457 1.60 O.So 3-4 -9522 1.2s / S41 1.60 0.60 Continuous lateral bracing attached to flat ers as indicated from the .back plys, or use Truss location = End Zone 4445 Northpark Dr. 4-5 -9522 1.25 / S41 1.60 0.60 TC as indicated. Lumber must be structural an other approved pproved detail (by others). Hurricane Olean Line No Exp Categor = C / y Rep Mbr Tens 5-6 -7819 1.25 / as7 1.60 o. so grade. Brace @ 24" o.c. unless noted. + + + + + + + + + + + + + + + + + + + + + + Bldg Length = 40.00 ft, Bldg Width = 20.00 ft 20.00 6-7 -7656 1.25 / 490 1.60 0.86 O. C.Spacing 2-PLY1 Nail w/10d BOX, stagggered (per NDS) Mean roof height = 16.26 ft, mph 80 =12.6 (SCSI 1.03) and 13CS1 SUMMARY SHEETS' by WTCA and TPI. The Truss Plate Institute (TPI) Is located at 583 D'Onofrio Drive, Madison, Bc COMP. OUR. / TENS. WR. CSI in: TC- 2 BC- 2 WEBS- 2 **PER FOOT!** CBC S pedal Occupancy, Dead Load = psf CBC -01 8-9 -a4o 1.60 / 7294 1.25 0.96 3 The American Forest and Paper Association (AFPA)Islocated atIIII191hStreet. NW, Ste 800.Washington, DC20036. TOTAL --- --LOAD CASE #1 DESIGN LOADS ---------- ----- ------ psf 9-10 -395 1.60 / 7576 1.25) 0.60 L/240 TC: L/24 Dir L.Plf L.Loc R.Plf R.Loc LL/TL 10-11 -395 1.60 / 7577 1.253 0.60 TC Vert 88.00 0- 0- 0 88.00 8- 0- 0 0.45 ll -12 -440 1.60 / 7x94 1.zs 0.96 TC Vert 213.58 8- 0- 0 213.58 13- 9- 0 0.45 1 COMP.(DUR.>/ TENS. DUR. CSI z-9 55(1.60>/ TC Vert 88.00 13- 9- 0 88.00 21- 9- 0 0.45 315 0.90 0.08 3-9 / 212 0.90 o.os 3-10 83 1.60 / 2128 1.25 0.37 BC Vert 97.08 0- 0- 0 97.08 21- 9- 0 .Type... lbs X. Loc LL/TL 0.00 4-10 -1063 1.25 / 103 1.60 0.10 TC Vert 220.0 8- 0- 0 1.00 5-10 -83 1.60 / 2127 1.25 0.37 TC Vert 264.0 8- 0- 0 0.00 s-11 / x12 0.90 0.05 TC Vert 220.0 13- 9- 0 1.00 6-11 -55(1.60)/ 315 0.90 0.08 TC Vert 264.0 13- 9- 0 0.00 4-14-17 88-0 10-010 1313-9� 171-7� 21'97 I 7-11-11 I7-11-11 2-PLYS 1 2 3 4 6 7 REQUIRED 3 00 484 5- 6 IA -3 215 1.5-3 _ 1 21-9-0 1 18 9 10 11 12 5-6-1 !5-3-13 1 5-3 _13 ( 5-6 11 5-05 -11 1010-10 88 162-5� 21-9-0 2 -5 SHIP 07-6 9 w 2 769 ,t 06/3107 fi N .227 -� Ex :06/30 t}7 CIV1 1/25/05 WAK/V/IV U Read all notes on this sheet and give a copy of it to the Erecting Contractor. Cust: YESTER This design Is for an Individual building component not truss system. It has been based on specifications Provided by the component manufacturer WO' Dri ve_C_b5827_L00005_300001 ® and done in accordance with the current versions of TPI and AFPA design standards. No responsibility Is assumed for dimensional accuracy. Dimensions Dsgn r : S8 #LC - 15 WT: 100# are to be verified by the component manufacturer and/or bullding designer prior to fabrication. The building designer must ascertain that the bads TC Live 20.00 psf Dur Facts L=1.25 P=1.25 utilized on this design meet or exceed the loading Imposed by the local building code and the particular application. The design assumes that the top chord TRUSSWORKS is late211y b aced by the roof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached. unless otherwise Rep Mbr Bnd 1.00 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 24.00 psf Rep Mbr Comp 1.00 ® INC. (CA) 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 4445 Northpark Dr. and brace this truss In accordance with the following standards: 'Joint and Cutting Detail Reports' available as output from Truswai software, Rep Mbr Tens 1.00 Co7D Springs, CO 80907 ANSIRPI I', WTCA 1'- Wood Truss Council of America Standard Design Responsibilities,'BUILDING COMPONENT SAFETY INFORMATION'- BC Dead 20.00 psf O. C.Spacing 2- 0- 0 (SCSI 1.03) and 13CS1 SUMMARY SHEETS' by WTCA and TPI. The Truss Plate Institute (TPI) Is located at 583 D'Onofrio Drive, Madison, Design Spec CBC -01 TRUSPLUS 6.0 VER: T6 . 4 . IfWlsoonsi.53719. The American Forest and Paper Association (AFPA)Islocated atIIII191hStreet. NW, Ste 800.Washington, DC20036. TOTAL 64.00 psf DEFL RATIO: L/240 TC: L/24 Job Name: DANFORTH Truss ID: S01 Qty: 2 BRG X -LOC REACT SIZE REQ'D 1 0- 2-12 1136 5.50" 1.63" 2 1b7 9- 4 1136 5.50" 1.63" BRG REQUIREMENTS shown are based ONLY on the truss material at each bearing MAX DEFLECTION (span) : L/999 IN MEM 5-6 (LIVE) L= -0.05" D- -0.08" T- -0.13" CRITICAL MEMBB(ER FORCES: 2 1-2 COMP 1348(1.25 / 14ff(( ill033 0.66 TE749(W60) (( 3 2T11 25)/ 0.66 are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the bads COMP2(D.6&)/ TEN5 4-S 2 1.60 / 2 1.60 0.51 2(�1.66) SB6 1.60 0.51 WB COMP. DDR. / TENS. WR. CSI 1-4 1-s -1022 1.25 / 147 1.60 0.21 -106 1.60 / 1336 1.25 0.46 2-5 -S9S 1.25 / 139 1.60 0.20 3-5 -106 1.60 / 1336 1.25 0.46 3-6 -1022 1.25 / 147 1.60 0.21 TC 2x4 SPF 1650F -1.5E BC 2x4 SPF 165OF-1.SE WEB 2x4 HF STUD Loaded for 10 PSF non -concurrent BCLL. End verticals designed for axial loads only Extensions above or below the truss profile (if an require additional consideration (by others) for horiz. loads on the bldg. 1 �I 4-4 Plating spec ' ANSI/TPI - 1995 THIS DESIGN IS THE COMPOSITE RESULT OF MULTIPLE LOAD CASES. PLATE VALUES PER ICBO RESEARCH REPORT 91607. Permanent bracing is required (by others) to prevent rotation/toppling. See BCSI 1-03 and ANSI/TPI 1. 6-66 -0 13-0-0 � I 6-6-0 I 6-6-0 I 1 2 3 3.00 575# W -3.0 4-4 UPLIFT REACTION(S) : Support 1 -202 lb Support 2 -202 lb This truss is designed using the CBC -01 Code. Bldg Enclosed - Yes, Importance Factor - 1.00 Truss Location - End Zone Hurricane/Ocean Line No,Exp Category - C Bldg Length - 40.00 ft, Bdg Width = 20.00 ft Mean roof height - 17.08 ft, mph 80 CBC Special Occupancy, Dead Load - .12.6 psf ----------LOAD CASE #1 DESIGN LOADS ---------------- Dir L.Plf L.Loc R.Plf R.Loc LL/TL TC Vert 88.00 0- 0- 0 88.00 13- 0- 0 0.45 BC Vert 42.50 0- 0- 0 42.50 13- 0- 0 0.00 ...Type... lbs X.Loc LL/TL TC Vert 261.3 6- 6- 0 1.00 TC Vert 313.5 6- 6- 0 0.00 I 13-M ___ _ 1 4 5 6 6-060 6-6-Q____]0-0 6-6-0 13-0-0 Tfusv Svslem9 Plates are 20 pa. unless shgwn by "78"(18 gaa "H'(16, a.) 0r "MX" TWMX 20 n;�.), positioned per Joint DBtails Report. Circletl 18tes and false frame rates are osltwneaas showrfa ove. 3h� 3ble stud laces to av01d ove a wdh structural lates or sta le). /L o'u WARNINGRead all notes on this sheet and give a copy of it to the Erecting Contractor. Cust: YESTER This design Is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer WO: Dri Ve_C_b5827_L000OS_J 00001 ® and cion In accordance with the current versions of TPI and AFPA design standards. No responsibility Is assumed for dimensional accuracy. Dimensions Dsgn r • SB #LC = 16 WT : 70# are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the bads TC Live 20.00 psf Du rFacs L=1. 2 5 P=1. 2 5 ulilll 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 TRUSSWORKS 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 24.00 psf Rep Mbr Bnd 1.00 noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed in any Rep Mbr Comp 1.00 ® INC. (CA) environment that will cause the moisture content of the wood to exceed 19% and/or rause connector plate corrosion. Fabricate. handle. install BC Live 0.00 psf Rep Mbr Tens 1.00 4445 Northpark Dr. and brace Tis Iruss In accordance with the following standards:'Joint and Cutting Detail Reports' available as output from Tnuswal software, BC Dead 10.00 Sf P O.C. $ aci n 2- 0- 0 Colo Springs, CO 80907 'ANSUrPI 1', WTCA 1.- Wood Truss Council of America Standard Design Responsibilities,13UILDING COMPONENT SAFETY INFORMATION'- Design Spec CBC -01 (BCSI 1-03) and'BCSI SUMMARY SHEETS' by WTCA and TPI. The Truss Plate Institute (TPI) is located at 583 O'Onolno Drive, Madison, TOTAL 54.00 psf TRU SPLLIS 6.0 VER: T6.4.1 PNisoonsin53719. The American Forest and Paper Association (AFPA)Islocated at11111911, Street. NW. Ste 800,Washington, DC20036. DEFL RATIO: L/240 TC: L/24 A Dm HIP FRAMING DETAIL 1/21/98 L 20 POST ATTACHED TO EACH TRUSS PANEL PONT AND OVERHEAD PURLIN*, oft 4-0' .ox- /►Na(. 2. 20 01 HF OR.02 OF PURLINS 4' - 0 " O.0 ). 20 #1 HF OR /2 OF CONTINUOUS STIFFENER ATTACHED TO OST, 4. HIP TRUSS 01 SETBACK FROM END WALL AS NOTED ON TRUSS DESIGNS o IR p LAc G MKT PLAN S. , EXTENDED END JACK TOP CHORD (TYPICA(.):. . 6. COMMON TRUSS. ' i 7. HIP CORNER RAFTER. S. 10 CONTINUOUS LATERAL BRACING. A S 4 ^ I 9. EXTENDED BOTTOM CHORD. Fill" I ► . L STABMM OF ROOF 18 FER BUILDING DPMNER. S i I v . SETBACK AS NOTED ON TRUSS DESIGN. HIP TRUSSES 24" O.C. (TYPICAL) ` ADATBCONNW TWIN BY 07HEM (1YMALI (Cj WARNING now aD n*W on Mb aAaat and gin a COPY or n to tho Entln op ContaCt" a« ewe a. tpoirarr l y Tw 4pM y' y.,,,pp a wm wrw+ wrrparr rre son. r ,o r..r.e w rr Mr rnab 4^ „ne,r4. ,p r w.,nonr acprrcy arror r. wad n w ° wr 4.bn nrr r ri1M w army 4wr riot w 4arrony eyy , grrd,.r.r.ne.O rnewem.ao +Daitl erwbu alMoeads rr.Ww.e lnr r r rtrroncobya rsn berrrwgweraaye, urWar r • wftusaw mnow on" .r arwwroYewaairrdwrw a nrmiy—on-- ar.wwr iKrs rr Y.rriiA 1puSwlll7M51HR1C0iiOIIAtIDN wROD Dmmw mgm y ~ M► . ouN ntawnp st o rollgtAl1 ►n Teo IVOMK MOr[tKrunO wwwlrtH[!ryim "aimrls, MMUD%ONnVWa'.NMOrrtMt rerr rluenrr. 4rn,OLdA Mlt ar fen ---- 1NrMlrrerUrli M1► IsdorrrY7Y0rrroOr Ytlrr M p . ptQ nrArrarllrerwe I !1 ► s s i SMEMS TRUSWAL SYSTEMS CORPORATION 4445 NORTHPARK DRIVE. SUITE 200 (800) 322.4045 COLORADO SPRINGS, COLORADO 80907 (719) 598-5660 FAX (719) 598=8463 DETAILS FOR CO TI NVEN fYONALLY 'Fl::;ZAMED' VALLEY SETS *'-':'"'''' PLAN VIEW A CENTER P:bGE DETAIL A RAFTEF. I VALLEY RAFTER ( YP ) 2 -16d TOE NAILS (TYP) 2 X < BLOCK WI -7.4 4 .16d PLA' VIEW Notes: TRUSSES @ 24" O.C. GIRDER DESIGNED TO SUPPORT THE 'TIE-IN' TRUSSES B - C The maximum Tew Top Chord Load = 48 PSF Minimum Top Ch -rd Dead Load = 7 PSF The design for lata-.: loads and their connections is the responsibility of I::e Building Designer. The details Provided address ,)rar)y and wind uplift loads only per the UBC. The rnatdmum w. speed is 85 MPH. 25 ft Mean Roaf Height (max,). EIp. C. 16d box nails are typ;•at throughout, except as noted (in details ), The Center Ridge Rafter ( CRR ) is 2 x 6 stud. Attach this to the 1 x 8 with 47160 loo nails ( 2 from '2ch.face ). Attach the Opposite end Tii Tho tr.ns the same. ELEVATION VIEW. The Valley Raflsr... p, -tins, and blocking material are 2 x 4 stud. The blocking mus- be paced 24- O.C. and be adequately braced in the lateral direct -in .t 6-0-0 O.C. Aflach this blocking to the Volley Rafter with 's-1 ;d. Attach this blocking to the purlin with 2-16d. The tnrsses below the valley are spaced 24' O.0 The pudins•are full :ength under the valteY set and must be installed at 24' O.C. They are :o be attached to each overlapping buss top chord with 2-16d nails. If hey are not one continuous length, add a 12' long nailer to the face o.' ;he truss lop chord with 4-16d End one purlin sec -tion. DETAIL g on the truss and be;in the addilional section on the nailer. VALL_Y RAFTER A 1 x 8 Perimeter runne; must be attached Through the sheathing and into each truss below with 3-6d box nails. This 1 r 8 follows the outside profile I of the Valley, r The Valley Rapers :re spaced 24' O.C. Attach them to IM CRR with 1 5' 2-16d too nails. Attr.rh the opposite and to the 1 x 8 with 3-8d toe nails. 2 X'4 BLOCK PLAN VIEW WITH 3 16d DETAIL C 1 X g DETAIL D T1 2 X< 1 5. PERIMETcR 1 g- n PURLIN RUNNER ` 2 X 4 VALLEY BLOCK rZ4r-TER WITH 2 . 160' 2-1W ToE NAIL$ d r,, v TRUSS TOP c'yo S CHORD r 7/16' 010 SHEA I HING ELEVATION VIEW ELEVATION VIEW *REG//,q\ y HAR F 9cn a rr% On RNA 0 PEAK PLATE: 3.4 (20 6.5 (2x0) 8.0 (2xFl1 MAXIMUM 1'-0' SAVE WITH rIV2x4 _ 6:-0" MAXIMUM BLOCKS @ 32'o.c. OR 2'-0' EAVE, BRACE SPACING MAXIMUM, WITH 4x2 12 OR BTR. f OUTLOOKERS CUT INTO GABLE Cid I32'o.c•CE 2x4 /2 MINIMUM CONTINUOUS STRONGBACK BRACED TO ROOF STRUCTURE.AT 6'-O' MAXIMUM. STRONGBACK AT; 2x4 STRONGBACK BRACED 4'-10' CLEASPAN, 70 MPH AT EVERY 6'•0' MAXIMUM TYPICAL 4'-1.5'CLEARSPAN, 80 MPH CONNE&ION MINIMUM GRADE CHORDS AND STUDS 2x4 STUD/STANDARD: STUDS TO BE MAXIMUM 24'o.c. I WALL BRACING PER BU DESIGNER. HEEL PLATE: 3-4 12x41 _ - 5.5 (2x6) BC SPLICE; 3-4 (2x4) ' A— ILI 5-5 12x6► CONTINUOUS HEARING WALL I 2x4 CONTINUOUS HACKING 6-6 (2x8) A WITH 16d NAILS AT 24' a.c. TO THE WALL PLATE. SECTION A GABLE END FRAMING CONNECTION DETAILS (MIN. NAIL 11EOUIREMENTS SHOWN) MAXIMUM 40 PSF LIVE LOAD. SHEATHING TO GABLE EA4 ENDIAN4 Bd NAILS FROM SHEATHING D BLOCK WITH 3-16d NAILSGABLE STU p ARC y BO MPH WIND EXPOSURE C, Bd AT 8" o.c. LESS THAN 20'-0' WALL HEIGHT. TRUSS, Bd AT 6" o.a. TO BLOCK At 6'o.c. 1 rs - = 1.16• BRACING DETAILS / NOTCH 2-16d 1 X • 32" o.e. • I SOLID BLOCK 2-18d WITH 2.18d TOE•. 2x4 BRACE I NAILED EA. END ` '2.1 WITH 4-16d NAILS ' A srnctrNG DATE MODEL 20 UBC CONTINUOUS 2/11/99 GABLE DETAILS v ND. 611991 1013 005 Q qTF OF. P F WARNING Read all notes on this sheet and give • Copy of It to the Erecting Contractor. This aetlgrl Is tot An trW7viduat bulldmg ar component. n hag been based on speoeltons Provided by the compenere manufacturer ane done in A ` ACCordence with Ins CVfnnl versions of TPI and APPA design standards. No resdonsibbry is assumed for dimensional accuracy. ornarorons are to he vonhed by the caeponent nvtnutacturar and/or bustling designer prior to febficailon. The building destgrtar shall accensin Thal the bees trliArrM at Cas design meal Or aced the lading apposed by the loaf bur" code. 'I's assumed that the told Chord is laterally braced by the coowri 14'mr ShOlit i g and the bosom Chord Is latently braced by a rigid sheathing material directly Attached. unless otherwise rrote0. aradng uPpnn CO components memben only 10 reduce buckling length. This Component shall not be placed in my.emromman that "ll rxuA the moisture Content is the wood exceed 12% and/or awe connector pieta Corrosion. Pabnule. handle. instal and brace this Inns in 110YWAL SYSTEMS CORPORAIION nscmd a with the following standards; 'TRUSCOM MANUAL' by Truswal,'OUALIN CONTnOL STANDARD FOn METAL PLATE CONNECTEC WODtI MUSSES' • (OST -Ml. •HANntAin neaTer r luft !• s NOTE: Vent Mocks may be omitted where no vent is required. UI.14, T -14- I x8. u a t o L L M > o Z y 1 I r D-14• T-]4 Varlea 10 suit vent or outlooker Cutout for 2x4 laid flat spa in' per building fans) Alternate Stud Connection with Stuplta, , _ IjTo Stud Connection \ 11 DESIGN FOR TYPICAL CAULS: E ND'TRUSS B - 14 0 x 1" Crown x I 1/4"Iona ' D-2. S/ 1 - T-31 or equal 11 . N varies D-14, T=74 Cutout for 2x4 laid flat •(Spacing per building plans 1x%4 Add-on l l_L 1_l with Bd nails at 1611o. c. (by builder) "OFF STUD'tUTOUTS "ON STUD"CUTOUTS DETAILS FOR 2 x 4 OUTLOOKERS Y • •'; ?. F.Ue No. Cable End Truss 0 Is: 12/4/70 ;. Ref Des. Dy: JN Ck•Dy: ,1 2-16d nails CABLE END TRUSS , lU / 2-16d nail Plate Ll CABLE END BRACING INawM T w •, M -w• «r^ N •N 11 l•. I 1 r-.w' I. w• •..1 n1 r• .w w ,. Iwn •: /Otl ,/A: Ar -1 y w ord w s• o. I - w poi Mt..b'T It It.w ► n.iw..l /'. rl-I.,/,T.wn,••r,..•,.r,w r+htr •.1 /-• Jt-•.•M••w ., Y,Iw, 1-./a.l,r ►T ►'N•1 '1:•..w . n,w„11^•. V'►we Iwr.a,.w•.11^••. wnu.`. wu.e 17►..w .n•,wwn••, wti• +..ra-tr .+l pn •..., .n►w w.. .•.,n.l .4. -an: le wun. • w...IT,JJ^bw/IM••••hw/wwMw-4•.11'•.11^•,•IntM••Ir•i•Gw• POfiI MOCATt MU GW/6A/t M NeKa '• pAr 1'100/ ..W lvl tet• M11tW ,w M IMA N tvM •w.w• 1 11' ' •.OirY, 11 ,n. 1 0 Iwa N T N 10 p ANANEI DE'MOI ATI -ANT' RECOMMENDED CONNECTION DETAILS THESE DETAILS ARE INTENDED TO SHOW MINIMUM REQUIRED CONNECTIONS RECOMMENDED BY TRUSWAL SYSTEMS. THE DETAILS DO NOT REPLACE OR SUPERSEDE *ANY DETAILS SPECIFIED BY A PROJECT Et•OINEER 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 j� TRUSSES @ 24" O.C. (TYP.) ® A T:TT BLOCK - BLOCK lff�ELOCK -- © -STUDS @ A XL (TYP.I J BLOCK. -q TOP PLATES 'SOQ / BOT CHORD SECT. A -A I TRUSS (TYP.) PROCEDURE:. _LLJ 1 TOE -NAIL BLOCK TO TRUSS WITH 1=16d COMMON NAIL. 2 PLACE NEXT TRUSS AGAINST BLOCK AND TOE -NAIL TRUSS TO TOP PLATE.WITH.2-16d COMMON NAILS. 3 END NAIL THROUGH TRUSS INTO BLOCK WITH 1-16d COMMON NAIL. 4 PLACE NEXT BLOCK AGAINST TRUSS AND REPEAT STEPS 1 THROUGH•3. 5 BLOCKS MAY BE ATTACHED TO TOP PLATE WITH SIMPSON A35F (OR EQUIV.') FRAMING ANCHORS. SEE MANUFACTURER'S CATALOG FOR DE SPECIFICATIONS. _ •w TRUSS CONNECTION TO INTERIOR BEARING WALLS07 • 'X' BRACING � Z�^ B.C. OF TRUSS OR LU z � END VERTICAL RUN THROUGH TO BEARING. Ir V S EX.10 O WALL MUST BE AT HEIGHT SPECIFIED ON THE DESIGN DRAWING OR MUST BE SHIMMED TO THE CORRECT HEIGHT. USE 2-16d COMMON NAILS TOE -NAILED INTO THE TOR PLATE THROUGH EACH• TRUSS . DIAGONAL 'X' BRACING IS REQUIRED [a,., I O AT ENDS OF THE BUILDING (OR WALL) AND AT A MAX. OF 16.' INTERVALS ALONG WALL. 'X' BRACING IS MIN..2x3 MATERIAL WITH 2-Bd NAILS EACH END. BLOCKING SIMILAR TO EXTERIOR WALL DETAIL IS RECOMMENDED. TRUSS CONNECTION TO NON-BEARING PARTITION WALLS WALL PERPENDICULAR TO TRUSS BOT CHORD B 2X TOP PLATE SECT. B 1-16d COMMON NAIL OR SIMPSON STC (OR EQUIV) TRUSS CLIP FILE NO. CD -1 DATE: 9/10/92 REF.: DES. BY: L.M. CK. BY: WALL PARALLEL TO TRUSS 2X4 BLOCKING BOT CH 2X SECT. C C TOP PLATE 1-16d COMMON NAIL OR 24" O.C. SIMPSON STC (OR EQUIV. TYP.) TRUSS CLIP TRUSWAL SYSTEMS 4445 NORTHPARK DRIVE, SUITE 200 COLORADO SPRINGS, CO 80907 (800) 322-4045 FAX(719) 598-8463 CO01003160A 1/10/01 Users of Truswal engineering: .The TrusPlusTm engineering software will correctly design the location requirements for permanent continuous lateral bracing (CLB) on members for which it is required,to reduce. b,uckLing..length.,....,Sea led „,gpgineering drawings from Truswal will show the required number and approximate locations of braces for each member needing bracing. In general, this bracing 'is done by using Truswal Systems Brace-ItTM or a 1x or 2x member (attached to the top or bottom edge ' of .the member) running perpendicular to the trusses and adequately designed, co-inected .and. braced to the building per the building designer (See ANSI/TPI current version). The following are other options ;when CLB bracing is not possible or desirable) that, will also satisfy bracing reeds for individual members (no building system bracing):. 1.. A ' x or 2x structurally graded "T" brace may 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 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 ni y 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, or any other approved method, as specified and approved by the building designer. 1. EXAMPLES 2. 90% L 90%L Please contact a Truswal engineer if there are any questio TRUSWAL SYSTEMS 4445 NORTHPARK DRIVE, SUITE 200 COLORADO SPRINGS, CO 80907 (800) 322-4045 FAX:(719) 598-8463 813/00 To whom it may concern: It is permissible to repair a False Frame` joint with the procedure outlined below, provided that the following statements are true: • Ceiling loading is 10 PSF or less. • Trusses are spaced 24° o.c. or less. • 'False Frame verticals are spaced 6-0" o.c. or less. • :. No additional point loads or uniform loads are p.-esent on the false frame that would cause the loads to exceed 10 -PSF for any reason. • .. The joint(s) to repair does not have a suppr'.1 bearing directly underneath the joint. • There is no damage to the lumber at the joint, such as excessive splits, cracks, etc: • The joint fits tightly (within all TPI tolerances). • All lumber in the false frame is 2x4 or W. Repair as follows: 1. Cut a'/2° CDX APA Group 1 plywood (or equivalent O.S.B.) gusset, 4" wide by 8° long, or larger. 2. Apply gusset to the face of the truss at each joint with a missing plate. If one face of truss has missing plate, then gusset is required or. only that face. If both' faces 0 the joint are unplated, then the gusset is required on each face. 3. .Use (3) 8d nails into .each member, from each face (see detail below). Typical Joint False frame refers only To non-structural members (zero design forces). °> H' 4" /A .•ter :, LATERAL LOADS IN LINE WITH THE CHORDS HAVE NOT BEEN CONSIDERED. !THESE LOADS AND THEIR REQUIRED CONNECTIONS ARE THE RESPONSIBILITY OF THE BUILDING DESIGNER. ANY PITCH , 12 MAXIMUM WIND SPEED IS 85 MPH. REFER TO THE APPROPRIATE TRUSWAL DESIGNS FOR THE REQUIRED WEB CONFIGURATION FOR BOTH THE CAP TRUSS AND THE SUPPORTING BOTTOM TRUSS. 2x4 CONTINUOUS LATERAL %,-- BRACING APPLIED AT 24"o.c.+ ATTACH EACH BRACE TO THE t101 row il":' S VVI1 N 1- I Ud NAILS AT EACH INTERSECTION. TOE -NAIL THE CAP TRUSS TO THE BRACE WITH 1-16d NAIL FROM EACH SIDE AT EACH INTERSECTION. 'F -C ctt Pr-fL jr s4N`1 CODE SPACING DATE UBC 24"o.c. 4-30-98 I„S T CAP COr:-.,,-..r -Ti • • ►a,.•►,.--, sYrs I'MWAL Sy"',M3 COTfPC)17A.:J.v CO . SECTION : Y 2-16d NAILS TOENAILED 11/2" 2x4 BRACE BOTTOM TRUSS- . CHORD/WEB SIZE ARE) PER THE APPROPRIATE •'RUt" AL DESIGN. CAP TRUSS 2-10d NAILS J v 140.011991 1013112005 Q EX QZ 9 O T 0 F C WARNING Reed off notes on this shea f and glue a copy of If to the Erecting Contractor. This dahlin u for an Individual buddmg Component. 11 hat been based an spececalloa provided by the component manufacturer and done In accordance with the Current versions of TPI and AFPA design standards. No raporeard4 Is assumed for dimensloml accuracy. Oimenstons ars to be verified by the Component menu4Cturer andror building designer prior to labriplion. The budding designer shall ascertain that the loads Wiled M line design meet or exceed the loading Imposed by the local buiding code It it assumed Ihal the too chord R laterally braced by the F001 01 poor sheathing and ON bottom chord Is laterally braced by a rigid sheathing material rhrecity attacheQ unless olnerniea noled &aanp shown y or 4GgI support of comPonerlrs members only to reduce buckling length. The component than not be PlAced m any environment that w10 cau+e the mo r!ure content of the vrdod exceed 19% and/or cause con"C'm plate corioaidn. Fabricate. handle. install and brace this oast m hc05n7.n. y r.dh Illy LVlow:ng ltenddrel: •TRUSCOM MMUAL' by lrut ` U.of rY CvNTAOL STANVARO rOR MPTAL PtATf CO. m1FC re -0 WOOD TRUSSES' • (OSTae), 'HANDLING iNSrALUNG AND ORACtf10 MCTAL PLATE CONNECTED WOOD TRUSSES • (1,118-91) and'H19.91 SUMMARY SHEET by TPI. The Duns Plate Institute (TPI) Is loceled At 583 D'Onohto ofMeduon, WUMnsel 53119 me AmerrGln Forest and paper Association (APPAL u located at 1250 Connaakvl Ave, My. Su 200. Washinglon.oC 20038. 1 PIGGYBACK DETAIL i (2) 16d TOENAIL PIGGYBACK s_ - - __r1Jr 11i1i111.1 1112 CONT. 2X4 4050 SUPPORT TRUSS 3 .1/ 2"XB"X1/2" PLYWGD GUSSET AT EACH END OF TRUSS (ANO 6'-0" O.C. FOR SPANS 36' AND LARGER) ATTACH WITH (4) 1.5" 72" O.C. TYP. LONG 8d NAILS. USE 2X4 AS AN ALTERNATE WITH (4) 16,d EACH END. 1630 el,S-3) P3260 (3-!5) 1630 (1,5--3� 5 1630 1630 1630 (Irs-3) 24 P42 tiEf,,yGN.. REQUIRES 2X4 BRACE WHEN VERTICAL EXCEEDS 5'-0" 2 BRACES AT 10'-0" ETC. 3?.45 (3� JJ � :tiiS4{ SSSiiSS11 1630 0 SP3260 1.5X3 ("p — — O R�y/�� 02X4 CONTINUOUS S PPOR1 LMACING. ATTACH TO THE TOP SIDE OF TOP CHORD OF . TRUSS SUPPORTING PIGGYBACKS WITH (2) 1.0d Cc � No,�>1995 _ p NAILS 1rj13 SE Z ArLA Q,tn .1 104 E SHO LDER DETAIL TF OF P►� `lD l PB X012- P Gy- C3 -Gf C 4-P TiU S S MAI(, V P !,S:F - 12019AT 01)5 o f C.AY3 36S PL -F- . hoasia . orL 730#- R )2 62Ace Crr .uor Z4"o.c. C_ Z Ai En[; BRA -C-6 -T IZQ C, 5 ST2ONU --r-I-E. ,SrATH-ANG, [3Y OTHeQs) 41 R ), L. MF sy4ME/L, APE. A,. r. s „ AS41r 5 T Job Name: STANDARD HIP RAID I'ER 85 SETBACK Truss ID: RAF -4 Plating spec • ANSI TPI - 1995 THIS DESI[31 IS THE ITE RESULT OF MULTIPLE LOAD CASES. Perm& ent braciitigl'sBaapppp 7inntggred (bEj othgge.gqr#s1o. ANSI/iPI1t1995;i10.3.4.5 tied 10H3.4.6.d 1-•1-12 11-1-12 I UPLIFT REAC'jiUi(S) This 7s desiggied using the Bldg Ednow = Yes, End Zone = No Hurricane Ocean Line = No , Catego C Bldg - 99. t, Bldg {lidth = .O ft, Mean , h 7ght =. 18.32ft, MPH 12.0 CLassifuation = 4, Dead Lined = psf --i MD CASE #1 DESIGN LMDS Dir L.PIf L. Loc Rg Plf R Loc TC Vert .0 0-0-0 142.3 9-10-13 TC Vert 30.0 9-10-13 30.0 11- 5-12 :P3 , 1 I SHIPI_ 1 G0 ARC 4 Ti tiir so. G.4 1ne GAP MAXCD No 61199 5 _Q 2-915 11-3-7 3 1U 3P p E Z 4 1111-1-12.,1 T 1-12 OF i 1 t 0 . ` 5/99 I Truswal Systems Plates are 20 ga. unless shown by 11181108 ga.) or. ' Scale: 5/16" = 1' "H"(16 ga.), positioned per Joint Report. Circled plates and false frame Elates are ositioned as shown above. WAIUVINU Read all. notes on this sheet and give a copy of it to the Erecting Contractor. TBF: 29.3 u0: LLM10 This design Is for an Individual building component. It has been based anspecifteatipns provided by the component manufacturer and done in Chk • Customer Name' TRUSWAL accordance current versions of TPi and AFPA design stn odaids. No responsibility Is assumed for dimensional accuracy. Dimensions are to be verified by the component mamtfacturer and/or buUdUrg designer prior to fabrication. The building designer shall ascertain that Are loads utilised on Dsgnr: #LC = 5 Ads design meet or exceed the leading imposed by the, local building code. It b assumed that sire top chord Is lateraliv braced by Are roof or floor SYSTEMS sheathing and the som chord fa laterally braced by p rigid sheathing material directiy &reached, unless otherwve m,'ed bo . Bracing shown b fur lateral TC Live "f,. Q p_e f Dt rFaes L=1.25 P=1.25 i support of component members only to reduce buci Aog length. Tbb component shall not be placed in any enviromnent that will rause the moisture TC Dead 14.0 psf Rep Mbr Bnd 1.00 convent of the wood exceed 19% andlor Cause eonneclor plate corrosion..Pabriaate, handle. Install and brace this truse in accordance with Are following BC Live i . 0 psf 0. C. Spac i ng 2— D— 0 4445 Nestbpuk Dr., Oslo Spriags, OD @D"7 standards: 'rRUSCOM MANUAL', by Tnusaal, 'QUALITY CONTROSTANDARD FOR METAL PLATE CONNECTED WOOD TRUSSES' - (QST -811 'HANDLING INSTAILINO AND BRAC?INO METAL PLATE CONNECTED WOOD TRUSSG'S' - (IIID -91) and 'HIB -91 SUMMARY BC Dead 10.0 psf Design Spec UBC -97 SIIM' by TPI. The Truss Plate institute (TPI) 6 hirated at 593 D'Onafrin Drive, Madison, Wisconsin 53719. The American Forest and Paper t Tp5.0 Version -09.30.98 Association (AFI'A)4.hrtatcdat 1250ConwIlculM'Ie.NW. Ste70i %Vuhinslne n(• -)neem. TITar .n n ..-.. psf l (tat io: L/240 TC: L/180 JD. Z-19 11 1.1 50° TCP CHORD 2x4 FL All It Stir. . SLIDER 2x4 FL #1 & Btr. PLATING BASED ON GREEN L1RW VALUES. Truss ID: RAF -4 Plating spec • ANSI TPI - 1995 THIS DESI[31 IS THE ITE RESULT OF MULTIPLE LOAD CASES. Perm& ent braciitigl'sBaapppp 7inntggred (bEj othgge.gqr#s1o. ANSI/iPI1t1995;i10.3.4.5 tied 10H3.4.6.d 1-•1-12 11-1-12 I UPLIFT REAC'jiUi(S) This 7s desiggied using the Bldg Ednow = Yes, End Zone = No Hurricane Ocean Line = No , Catego C Bldg - 99. t, Bldg {lidth = .O ft, Mean , h 7ght =. 18.32ft, MPH 12.0 CLassifuation = 4, Dead Lined = psf --i MD CASE #1 DESIGN LMDS Dir L.PIf L. Loc Rg Plf R Loc TC Vert .0 0-0-0 142.3 9-10-13 TC Vert 30.0 9-10-13 30.0 11- 5-12 :P3 , 1 I SHIPI_ 1 G0 ARC 4 Ti tiir so. G.4 1ne GAP MAXCD No 61199 5 _Q 2-915 11-3-7 3 1U 3P p E Z 4 1111-1-12.,1 T 1-12 OF i 1 t 0 . ` 5/99 I Truswal Systems Plates are 20 ga. unless shown by 11181108 ga.) or. ' Scale: 5/16" = 1' "H"(16 ga.), positioned per Joint Report. Circled plates and false frame Elates are ositioned as shown above. WAIUVINU Read all. notes on this sheet and give a copy of it to the Erecting Contractor. TBF: 29.3 u0: LLM10 This design Is for an Individual building component. It has been based anspecifteatipns provided by the component manufacturer and done in Chk • Customer Name' TRUSWAL accordance current versions of TPi and AFPA design stn odaids. No responsibility Is assumed for dimensional accuracy. Dimensions are to be verified by the component mamtfacturer and/or buUdUrg designer prior to fabrication. The building designer shall ascertain that Are loads utilised on Dsgnr: #LC = 5 Ads design meet or exceed the leading imposed by the, local building code. It b assumed that sire top chord Is lateraliv braced by Are roof or floor SYSTEMS sheathing and the som chord fa laterally braced by p rigid sheathing material directiy &reached, unless otherwve m,'ed bo . Bracing shown b fur lateral TC Live "f,. Q p_e f Dt rFaes L=1.25 P=1.25 i support of component members only to reduce buci Aog length. Tbb component shall not be placed in any enviromnent that will rause the moisture TC Dead 14.0 psf Rep Mbr Bnd 1.00 convent of the wood exceed 19% andlor Cause eonneclor plate corrosion..Pabriaate, handle. Install and brace this truse in accordance with Are following BC Live i . 0 psf 0. C. Spac i ng 2— D— 0 4445 Nestbpuk Dr., Oslo Spriags, OD @D"7 standards: 'rRUSCOM MANUAL', by Tnusaal, 'QUALITY CONTROSTANDARD FOR METAL PLATE CONNECTED WOOD TRUSSES' - (QST -811 'HANDLING INSTAILINO AND BRAC?INO METAL PLATE CONNECTED WOOD TRUSSG'S' - (IIID -91) and 'HIB -91 SUMMARY BC Dead 10.0 psf Design Spec UBC -97 SIIM' by TPI. The Truss Plate institute (TPI) 6 hirated at 593 D'Onafrin Drive, Madison, Wisconsin 53719. The American Forest and Paper t Tp5.0 Version -09.30.98 Association (AFI'A)4.hrtatcdat 1250ConwIlculM'Ie.NW. Ste70i %Vuhinslne n(• -)neem. TITar .n n ..-.. psf l (tat io: L/240 TC: L/180 PRESSURE BLOCKING DETAIL FOR END JACK BOTTOM CHORD UP TO 10'-0" AT HIP N0. 1 WITH CEILING LOAD OF 5 PSF 11f Tr PRESSURE BLOCK 111RESSUREBLOCK 3-lOd WITH 4-16d NAILS 3-lOd 3-lOd WITH 4-16d NAILS 3-I0d r BOTTOM CHORD OF 2%0" O.C. TYPICAL. HIP NO. 1 TRUSS NOTE: ATTACH 2X4 DOUG FIR PRESSURE BLOCK TO BOTTOM CHORD OF HIP NO. 1 WITH 4-16d NAILS. BOTTOM CHORDS OF END JOINTS ARE ATTACHED WITH 3-10d NAILS AT EACH END OF THE PRESSURE BLOCK. SPACENO 0 IrE TW20 UBCNA 5/15/97 11401 CA. ///1� T QV,&NW7e SYSTEMS RU WAL SYSTEMS CORPORATION 1 110,nSr +C1WlIS Uf,t AO(l0 111SI0nlcA, Cl UINf.',10A and , +nnlU,lal s Ir4JsrAl InUSC" SnfCl4 CUtl In ITIS II'LsA, I'll n IlI 11111 11-4r,pr, v1 -IU, EIINrI IAIIt +1 CI Ell 41 121, 1+1101, .1011 10 l •(ll11 .11181CtQ%, Arlry HIP NO. I TRUSS r ?SIDE VIEW END JACK 1 ;PC1~SSURE BLOCK 3-IOd ; �1 Of Ob(aS to aSCtatalN ual TWE 10+05 V1116i[D 0" INI$ 0(SIGII WIFE, Oa rCE(0 r'4 0 Ir 1: f1aVCIVnE ufl IW( llvt lO+OS Wo0SE0 Ir Ir( LOCAL IVIIOU('ri 100( Oa 100105. rq aE SPONSIeflllr IS +SSWEO ,On 01-RnSlalAl +CCIf,AC• v(glrr All .aIMa;NpI C4'gl(CIOn ol+tES Slgrn .01E InUSr+l 16, IL.T 70 GAC," rS So(C it l(0 I 4 "V411r CO'11a01 NAtrUAI' Or rN( IaUSS ql+,( InYt 11V,C I'r 11 +•q 1W1 +ll Pu1IlS rqi fn[C Ir IC+`I t OtSIGn+tEp +rr( f0 OL (0UA11 • OIv10tn .► Of 110r aJ(uµ 141116 aEOUlarO 0, Ilrolvlou.l 19"1 .1, 6 S 1Y 'q1/.0 al I"IS a+•rlrrGS 10n U1d41 10 p( Ca„h40V01 paaCfO 0, 9q +).�Ir10 Vk t5 OIr(PrIs S'.,EU r.qm i10 "114.111 • 0' n? n01 for C1'0"11. I I S"4l' IL InrC10 •r pnf av Al S vU' / •1110Iff1"c �EaJ ssts"ka mr CAU,I o IO Sfer orgr1sSl9'ul` +QYltf ,t-r0ornr rME,10'1 P14.vfn'10 Alto 00.1l foreLl.011,0al0Ar,01;6. 04810 t0 In+tl-t0 I14JS r0pn S(s ipis 11011 I 11 rr(nr CO•nV;lal War f,Is,� C01K►Ig1116 wOP o r11t0 fn(Cllal, 1A � locula/s c.nnlevras. uq IN( c,ggos a ,r0. lwss �o co iragOoEq �t CWSEICO�i�rClll PI u4 (N'IIn011rh11 "Is, Y,III CAVSt 11ry; WOfslUnE CO-"Lrr' Of 1W( QC,On %+,t COanOS10" E+rptq. Jnr(" WICtS ior�15-/ES,.OIFeta" I-l(o fOFal(t1tE ANO ir(alr pn[ IS OUIS10r Urr[vror M en SUPPORT REQUIRED eg EVERY fd MAXIMUM. 46' MAX TYPICAL END JACK WITH VARYM TOP CHORD LENGTHS. rnr v rv+va pwc ans awac r r . 0 FOR WEDGE, USER) 1Od TOE -NAILS EA, FOR TOP PLATE NAIL WnOd 0 Q' O.C. INTO TOP CHORD OF HIP GIRDER. HIP TRUSSES WEDGE OR BEVELED TOP PLATE UNDER JACK TOP CHORD E(TENSIONS. DETAIL OPTIONS CONNECTION OF LATERAL BRACE IB BASED ON BRACE FORCES DETERMINED BY THE BUBDM DESIGNEFt SEARING SUPPORT FOR TOP CHORDS OF END JACKS WHERE THEY CROSS SUPPORTING MEMBERS. ) THE SUPPORTING MEMBER WITH M10d NAILS. FOR REACTIONS GREATER THAN 300#, THE DETAILS BELOW MAY BE ;ED TO PROVIDE ADEQUATE BEARING SUPPORT. SIZE OF WEDGE, BRACE OR BEVEL CUT IS DETERMINED BY THE :QUIRED BEARING AREA (OR LENGTH).AS;SHOWN ON THE INDIVIDUAL LUSS DESIGNS. FOR EACH DETAIL BELOW THE TOP CHORD MAY BE TOE -NAILED TO THE )PPORTING MEMBER WITH (2)10d NAILS. UPLIFT REACTIONS, IF THEY EXIST, MAY REQUIRE ADDITIONAL )NNECTION CONSIDERATIONS IF THEY EXCEED THE VALUE OF THE TOE - UL CONNECTION. OTHER OPTIONS MAY BE USED AT THE DISCRETION OF THE BUILDING REFER TO OTHER DETAILS FOR SPECIFICATIONS RELATING TO A HIP IYSTEM THAT ARE NOT SHOWN HERE NOTE BEVELED LEDGER MAY BE USED INSTEAD OF DETAILS SHOWN ABOVE LEDGER MAY BE ATTACHED TO EITHER FACE OF TRUSS WITH 10d NAILS. SPACING OF NAILS IS DEPENDENT ON LOADING CONDITIONS AND SHOULD BE DETERMINED BY BUILDING DESIGNER. BLD OF LATERAL BRACE (BRACE MAY OVERUIP WITH TRUSS CHDRD- NAIL CHORD TO FACE OF BRACE WITH (2) lod) 0 BEVEL. CUT ON TOP CHORD OF TRUSS OR'SEOONOARY` TOP CHORD MEMBER. NOTE THAT HEIGHT OF TRUSS MUST ALLOW FOR TKW END JACK /RAFTER STANDARD DETAILS (CALIFORNIA STYLET TRUSS PLATES AND LUMBER AS SHOWN, OR PER INDMDUAL'TRUSS DESIGNS. (3-4 ALT.) 2-B JACK TOP CHORD RUNS OVER GIRDER TOP CHORD. (2)10d or 15d NAILS, THROUGH JACK T.C. INTO GIRDER TOP CHORD, TOE - NAILED, OR ADEQUATE MECHANICAL HANGER PER :.1I i ..�L• :1 3.4 HIP GIRDER CHORDS B (2)10d or 16d NAILS, THROUGH JACK B.C. INTO GIRDER BOT CHORD, TOE - NAILED, OR ADEQUATE MECHANICAL HANGER PER MANOR CATALOG. NOTE. IF r -V SIDE JACK BOTTOM CHORDS ARE USED (INSTEAD OF WEDGES AT THE WALL), THEY MAY BE ATTACHED TO THE BOTTOM CHORD OF E FIRST END JACK AS PER DETAIL'W. LUMBER REQUIREMENTS• JACK TOP CHORD- 2X4; 82 OR BETTER DF -L, #1M2 OR BETTER CAN S -P -F, H OR BETTER 8•P F, 62 OR BETTER HEM -FIR. OR 1860F MSR ANY SPECIE JACK BOT CHORD. 2X4; 42 OR BETTER ANY SPECIE. OR 1660F MSR ANY SPECIE CORNER RAFTER: 2X6; SELECT STRUCTURAL ANY SPECIE. OR 1660E MSR ANY SPECIE, OR DOUBLE (STACKED) 2X4 PER OTHER STANDARD DETAILS, OR 2X6 n bot BETTER ANY SPECIE. TOP CHORD LENGTH MAY VARY FROM 6' MINIMUM TO 8'-0' MA)UMU I, WITH EXTENSIONS SUPPORTED AT 48' O.C. MAXIMUM BEYOND. TOP CHORD MAY BE SPLICED AS SHOWN, ABOVE THE HIP GIRDER ONLYI -BOTTOM CHORD LENGTH MAY VARY FROM 8' MNMMUM TO 8'-0' MAXIMUM. -DO NOT SPLICE THE BOTTOM CHORD. TOP CHORD PITCH MAYVARY FROM 4H2 MINIMUM TO 8M2 MAXIMUM. -BOTTOM CHORD PITCH MUST BE FLAT (0112). -20 RAFTER MAYBE SEAT CUT AT WALL, AND TRIMMED TO 2X4 WIDTH (3Jn FOR OVERHANG UP TO 34' (24' @ 46 DEGREES) MAX -THIS DETAIL APPLES TO 46 DEGREE HIPSET JACKS AND CORNER RAFTERS ONLYI •.1 1 • J 4 f�116 • . • JACK TOP CHORD MUST BE SINGLE BEVELED OR DOUBLE BEVELED 100 or 16d NAILS, THKOUG" EACH JACK T.C. INTO RAFTER, TOE -FILED, PER SCHEDULE BELOW, OR ADEQUATE MECHANICAL HANGER PER MANUF. CATALOG. X -(r & *W JACK T.C. (2) NAILS &4r JACK T.C. (3) NAILS W -W JACK (ONE FACE OF - . RAFTER ONLY) (4) NAILS 1 -PLY OR MORE GIRDER C Tc LM un Nr nor«. L"A M2i DESMIED FOR 10 PSF NOWESZURRENT BOTTOM CHORD LIVE LOAD. v-' •cgyO TC ONd 1Nt K EHI NY bw i/6 PLATES S NAILS DESMEO FOR GREEN LUMBER VALUES. K un am pot pxftwor 2-6.9 VAD LOADED FOR 76 MPH. EXPOSURE T. MAXIMUM. 19�� 1 Know tM Py o� ow u�p NO POINT LOADS, MECHANICAL UNITS. HVAC. SPAMMS. OR OTHER G� ITEMS CAUSING ADDITIONAL LOADS ON THE STANDARD JACKS IS v �o' 11Q.� TOTAL am W om RAID: umo mum ALLOW®. VffTHOUT SPECIAL DESKK 1O'�O� ^� Ct) �/, ►` THIS DETAIL s PROVDED AS A SUGGESTED SOLUTION TO THE APPLICATION dHffm RMX IT 0 NOT INTENDED TO REPLACE OR SUPERCEDE ANY T DATE: W=E DETAL THAT MAY NAVE NDBI PROVDED BY THE BUILDING DESIGNER. ITIS TIE RESPONININLJTY OF OTHERS TO VERIFY THE ADEQUACY OF THIS DETAIL RIP. EJ -1 N RELATION TO ANY sPEClIC PROJECT. AS TO ITS APPLICATION AND INTENT ►`�____—oximAPPLIED TO THIS OR ANY SONLAR 83M TRUSWAL SYSTEM AULMS S NO END JACK /RAFTER STANDARD DETAILS (CALIFORNIA SME( TRUSS PLATES AND LUMBER AS SHOWN, OR PER INDMDUAL TRUSS DESIGNS. (3-4 ALT.) 24 JACK TOP CHORD RUNS OVER GIRDER TOP CHORD. (2)100 Or 160 NAILS, THROUGH JACK T.C. INTO GIRDER TOP CHORD, TOE - NAILED, OR ADEQUATE MECHANICAL HANGER PER 3.4 A HIP GIRDER CHORDS B (2)100 Or 160 NAILS, THROUGH JACK B.C. INTO GIRDER BOT CHORD, TOE - NAILED, OR ADEQUATE MECHANICAL HANGER PER MANUF. CATALOG. NOTE IF ZAr SIDE JACK BOTTOM CHORDS ARE USED (INSTEAD 180710M CHORD OF OF WEDGES AT THE WALL), THEY MAY BE ATTACHED TO THE E FIRST END JACK AS PER DErAIL"B". LUMBER REQUIREMENTS* JACK TOP CHORD: 2X4; !2 OR BETTER DF -L, 1"A92 OR BETTER CAN S -P -F, H OR BETTER S -P -F, 02 OR BETTER HEM -FIR, OR 165OF MSR ANY SPECIE JACK BOT CHORD: 2X4; 02 OR BETTER ANY SPECIE, OR 1660F MSR ANY SPECIE CORNER RAFTER: 2X6; SELECT STRUCTURAL ANY SPECIE, OR 1660E MSR ANY 8PECIE, OR DOUBLE (STACKED) 2X4 PER OTHER STANDARD DETAILS, OR 2XII02 O{i BETTER ANY SPECIE. TOP CHORD LENGTH MAY VARY FROM 6' MINIMUM TO V -V MAXIMUM, WITi1 EXTENSIONS SUPPORTED AT 4r O.C. MAXIMUM BEYOND. TOP CHORD MAY BE SPUCED AS SHOWN, ABOVE THE HIP GIRDER ONLYI -BOTTOM CHORD LENGTH MAY VARY FROM 6" MNIMIM TO V- r' MAXIMUM. -DO NOT SPLICE THE BOTTOM CHORD. TOP CHORD PITCH MAY VARY FROM 4H2 MINIMUM TO 6M2 MAXIMUM. -BOTTOM CHORD PITCH MUST BE FLAT (0112). -2X6 RAFTER MAY BE BEAT CUT AT WALL, AND TRIMMED TO 2X4 WIDTH (3.6") FOR OVERHANG UP TO Sr (24' @ 45 DEGREES) MAX. -THIS DETAIL APPLIES TO 45 DEGREE HIPSET JACKS AND CORNER RAFTERS ONLYI CONNECTION DETAIL "C" (TOP CHORD TO RAFTED) 7 JACK TOP CHORD MUST BE SINGLE BEVELED OR DOUBLE BEVELED 100 Or 160 NAIL5, THKUUUM EACH JACK T.C. INTO RAFTER, TOE -NAILED, PER SCHEDULE BELOW, OR ADEQUATE MECHANICAL HANGER PER MANUF. CATALOG. NAILING REaUMM: 24r & 4'-0" JACK T.C. (2) NAILS V -(r JACK T.C. (3) NAILS V4r JACK (ONE FACE OF - RAFTER ONLY) (4) NAILS 1 -PLY OR MORE GIRDER B B B C A C B B C RAFTER C Tcuw un w Mwftm L -m P"Js DESKY&D FOR 10 NON -CONCURRENT BOTTOM CHORD LIVE LOADy0 Tc and "a w Rp Mir Sew 4.15 PLATES A NALS DESIGNED FGR GREEN LUMBER VAUIES. LIQ w ouGspowr 2.0-8 Wyk LOADED FOR 751 4t EXPOSURE -C-. MAXIMUM.1 scam 1m w TOS op- 1w_9 NO POINT LOADS, MECHANML UNITS. HVAC. SFRNiaERS. OR OTHER Cx\oj ` ITEMS CAUSING ADDRIONIIL LOADS ON THE STAND OJACKS IS v O. 1(?. TOTAL am w alt NNW. L40 Tt: LAW ALLOWED. WRHOIlT SPECIAL DESIGN. dv GQTHIS DETAIL Ol PRONGED As A suGOETITED soIUTIDM TO THE APPLICATION ;4^ /. ►\ 8WW M QM. IT M NOT NTENDED TO REPLACE OR SUPERCIM ANY SON AR T DETAL TWIT MAY (MVR OEEII PRWADED OY THE OLO IMO DESIOMER. RIS r DATTi: Wie THE REwomm LnY OF anm" TO VERPY THE ADEQUACY OF THIS DETAL REt: EJ -1 W RElAI M TO ANY OFEfMrIC TIROA£CT, As To Ifs APPLICATION AMD LATENT ► ,__/ APPLIED TO THIS OR ANY MOLAR isam TRUSWAL sYsTM A"tMS No