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HomeMy WebLinkAbout055-350-039J S� r, -- 39'. 55-35-'39 . ` -^ � 921821 BPEM '4 `` V S S _3 57 ff}} 'GERSPACHER"`' M4 s attfiew Paradir .. _ }cont .� Paul y -Bellef,eulle ^,r= cr ..tri _ f�,,�cy F�.. a +, 'L- ��i� � i'-r;r'C _ �,,•rr.Y2...rv`:?. � t-`v�.A. ti. Ile�J S �'�,••+Si � ���-t` �,..� f� `'�t�' �'�" 7 „ MG. � � s � - .�, �' �r.*rrt�yAs*•t4 ,� ��,.i ,t, +�r= r ,,26 = 9.��iy "�.? u»'`sSU-U:s9) - . �� " ` :.;= RESIDENTIAL SFD-Custorri/Model NSF (2469) GAR (1044) COV (912) ' r' F 3201 FAVWNRIDGE CT GERSPACHER MATTHEW A` * , M U!2' LO Bette -:County Department of Development Servlces — ----�TIM �NE�Lt1�fiG'�DiRECTORj PETECALARCD; ISTANT'DIRECTUR BUTTE ° 7 County Center Drive COUNTY ° Oroville, CA 95965- - 0 (530) 538-7601 Telephone JAN' -2 8 i; i ° 0 (530) 538-2140 Facsimile DEVELOPMENT www.buttecounty.net/dds SERVICES PLAN CHANGE � RECHECK ❑ Owner's Name: Ca a1Z*FP<, I e f?, AP#: 6! s'- 3570-073 BP#: 2;'• ( U(DU Received By: CAIL_�_ Date: J 12!?j ) 10 Time: % 1. .40 Contact Person & Phone Number: M I � �1 P y TF- . PURPOSE OPLAN CHANGE OR RECHECK Cna� M�Nurz1_= • 0 Response to Inspector's Correction Notice - Inspector's Name: F-1GiAAJZ.D ❑ Response to Plan Check Letter - Plans Examiner's Name: *Submit two (2) drawings reflecting the plan change or recheck for plan review. If engineering is involved, .the engineer or architect must put his requirements on these drawings and wet stamp and sign two sets of engineered drawings. Drawings must clearly show changes proposed and locations involved. WHEN APPROVED: 0 geliv�;er and hold for pick-up. l;with;Next Inspection (for 8V2 X l I only) Minimum plan change fee to be collected at time of submission, plans examiner will determine if additional plan checkin fees are needed: M Minimum $127.0 paid. • ❑ Additional Fee Amount: Receipt #: Revised 07/09 C 0 N 5 T U U C T @ N F U M N U Job# :080527P,2 DATE 1/28/2010 C 1 R L MAIL TO: PO Box 238 Durham, CA 95938 T: 530.342.5844 F: 530.342.5845 Email: cfs ftfschico.com JOB. INFORMATION PR— OJECT GERSPACHER RES R2 CUSTOMER Matthew Gerspacher r BUTTE COUNT BUILDING DIVIS10t� APPROVEPr . ADDRESS 3201 Fawm Rodge Ct.- Paradise, CA COUNTY Butte NOTES: ❑Shop Drawings ❑copy ®Sealed Drawings ®Submittal ❑Field Set DESIGNER:. Becky Marshall ENGINEER: TRUSWAL SYSTEMS 800-322-4045 Aparvd Inslnspection Agency CONTINENTAL: 916-718-5217 P.O. Box 785 Lodi; CA 95241 fru55Pextelik Standard Prate Petails ® 51319-01 fruss Prawinq Notes ® 51319-05 Web 13racinq ® 51319-05 Alternate Prate ® 51319-09 Lateral 13racinq Gable Fnd 19etail5 ® 6F19 -I2 6able Fnd Petails CO2 -I4 Wind Load 13racinq ® 02-16 Gable Pracinq ❑ GF19-18 19utch Gable Petails Nip goof 19etail5 ® Hp19-21 Fnd Jack/ Rafter Petails . ® HP19-22 6' 5et Pack HF12-25 Pressure Plock ® HP19-24 Hip Connections ® Hl?19-25 Fnd Jack Connections 5pe6ialtu 19etail5 E1519-50 False Frame ❑ 519-52 Ladder Frame ❑ 519-54 13earinq Plock ❑ 519-56 Hat fruss ❑ .519-59 Vallee Trusses ROOF TRUSS SAMPLE DESIGN .lora roti e: iruss*aTEie i russ iu: Kvui- Wt : a, - X' -LOC AFACT' SIZE REO'D TC $%1C7650F1,$F� i$6 brating'ret�i red>t each location shorn. llPUFT Rfi1<TIOM(�) ' l 0- 1-1 x11 'SO' - 3.17' cc xve SPf C3650FI.SL �. 5¢e RantlarA dells is (7101087001-001 -1). Support 'Mit, Yfnd fqm-'tllnd aR6 REOUIRIX� -50' 3 7 V WEB x%I'.SPF BI -CAM IlA Inq pec :AMSI/TPI'- 1995 1 - 43 ID W the truss nate sal at Bich bears zxa SPF al fel-CM' 1 7M15-UE52ON 75 THE CO'IPOSITE RESULT OF I '11Lr 1e MAX DEFLECTION nv lmh9r spear TlowaDles are per PAS; MULTIPLE. LOAD CASES.. This truss is deetn� using the C1q (t)-' ded fpr '1D PSP ,fell-cencurrenc OCLL. IRC/teC truss Diate wlues arc Do'sad do ASCC7-96 and SpeI7 f'itat i 1(999 IN qp IO -1 (LIVE] ded for x00 lb non-c9nafrrent ,foyi e(LL t.Sttno and. aggro dl s tepOired by . 1103 old Enclee d.. Los, MoriiacC factor . 1,15 L: -0.x7 0. -0.71 T - E7 -9A $Mpa' LOAD OE57tcG C42TERJR: alnd-A•4til/IPI i are �epOrted to ayal table ©TMI55 LeCa[i0n .-net Mor F ttAL neer muss: M SO psi. Ce • 1.0. I = 1.0, Ct . 1.00 d9cuamts sud+ as 100 01607- iRmritane/Ocean itne - Mo ElyCat rya CD' .tit.)/. TEMS ORI) 61 P"=Vr Orad o9 is r rod my otbers)•t0 aldp LggtA 31.00 ft, Old,�o 11.50 f-xNp. / lfip f) O:fx prevent rotl(1on/Cepoticp. 59e IKSI 1.03 MCA' roof No RhT • 39.9x it, eph m 90 -aF7(1 L / tI t f �.et u+d AM5IJTPI I. 71R Speei of 0ee6pAnay, 0ond load . 10.0p f-7Sf1f1. / 1't Cl f0) .Ssf tos -tile t: is / tp p e. c Oesione0 u Matn 1Ko0 forte Ricletlrq Sycitn s•s -altp u)j/ 1n9.AY and Cafponents aful Claddfng - 6.7 :"%V 1.Mf ."UO3.".62 i1e. uY-Am * " $4f11 0ESI0M LOADS - R cu+r,� )/ ifas o .. al Dir .......... t Plf L.16c R,rlf R L ^- LkYn )/ TC Vert 170.00 - 1- 0 0 2$0.00 0 0-'0 0.67 f:..Lr Ux'T'if'sa o se TC vert 100.00 0- 0 0 100.00 30 0 0 0.60- IO-LM1 190 POJ/ a�Kfl S) o.se Te Vere Lx0.o0 90--0 0 2x..00 ]I o Oo.br u•" "trap/ nett 41.443 ❑.00 Vert x0.00 0-'0- 0 x0.00 3t1 0- O 0.00 1a•t3 t4".ip/ ;32!11.5)0.53 :,Type;... .lbs X:Lor. -LL JT" b (oAr, tcu�fIt; j TDD Rcp5R..7 al iC VerL '60.0 r 1- 0- 0 1.00 x•t. snp.is�/. 1..0103 TC Vert .. 60.0 31- 0- O 1.00" f -s cp(pY.xs7) O,sJ R( V,1. 7.7S,O 17, 0- 340 •1417a.15)/ ti (py. 4] vo't xxs.o la- 6- 0 0.67 5-13 YO1 AAS )/. 750p f•"-s•znssv l�za oi4.v t z 3 4 3 a 7 �4DD ��p R+4B G 3-4 34 2. Xi i. SHIP 310 310 = x 0.43 34 46 S-6.6 3 Sa Bra W:300 u 'all 82 8:2213 �j l j �t'1� :8: I U:-143 llJ .-ULt�l.�l :2 a ,f. 10 11 -12 13 SEAL. n Tn7stral Systemsconnector plates are20{p. Wess aho- by•111';(ill ga..•FILJ Rs or"W(high str%%V620 Qa.� posi0oned Pef JOW DOW Reports avallable from TM$Wal SODwale. Once l plates altd./alce trema pfnss aro posttWtled as sham above. A Depth and span dimensions (feet-inch=16ths) BjB Chord pitch, if applicable, (inches per foot) CBearing information and width i requirements ® Applicable design loads Adjustment factors.to lumber and, meta(' connector plates, spacing, and design specification QBearirig reaction force (pounds) QMetal connector plate types & sizes QLumber size, specie, and grade for each member DCombined stress Index for webs and l chords Maximum compression and tension 91i es foiwebs and chords (pounds) KaCalculated LL deflection ratio and deflectiori'magnitudes (inches) FLj. Required' truss member bracing J location L4Important general notes;and.design assumptions SBD - 01 VVAM1VI1VV Read all notes on. this sheet and give a copy ofit to the E►ecdng Cofltracto Cust: Truss Cornpally /rte mN amio+pMmr6uros wo.scpnfo^e'innwf sasm ffnatiDaos eaifran"ihn ttaeaara fanm�sfmiMcr�w WO: OriveLY_saRple_1.00005,000001 L�•11.0 IJ.►L`.iF ^�oornermnnMaeeenna.a:wvatn.ro/rr a:+q� ax n n:emmyya smeecven,e am:oaxr oswarra aeam.nnearyae' "" IlsgnF: pI.0 . 51. Nr:. 176E TRUSINAL paeT•eulcwecoe,wu�ga ma.WTfn ew: paoaanan;s�en�yem afsdemm °'�°'° �df.D er ecense q%rg mpofmo as nawuhpf raaaPaewu fPtlNU ».Tease ea m ra oe apuau TC Live 40.00 psf DurFaes L•1.1S P.1.15 a¢rsyarfman nee ecpe6 moa F7ma+ nx+f:q. aanao: xa9en<+Pa aretV eat :faarderabe eraire TC Dead 10.;00pst RCP Mbr Rtd. .. 1 .00 .. � SYSTEMS banpa>,ame . petro vrye,.". ufwgm[p+, o.eeclevinam Prm+naro annmertrM n neadsm etMamfeawWawaroanew t<nxaoePwemuran,Pfacea ana,nwn anvaren eu+ e.aae aaeg:u.um •:one,ae,uf0oe, a: o.paam, ma•a anraA ® BC l,ve 0.00 psfi Rep MUr Corop 100 RI: tr' Tens 1.00. E 11DErL fn3rN.OrtsaA•.pmypApm RgoO'avaec wgm+r.w+u,•.wem,,,e,ce,Mean-:afmampe�oo,.me,swpw0afnoP�fneaFarvpvonru+ax- BC'Dead -10.00 Psf O:CGSpacing 2- 0-, 0 t%aim3. (00511-0�amet618V'e0fh'9EEi5a We(Ai9Pi me,w,PaXe raU"t11Pal R,tme:itOQN0e0rLe,.rgU3m, Ddsign Spec. IBC TRLSPLUS 6:0 VER: T6.4.28 waceanm7n nap..emr®nc.arapTA+xcanmpcwacmreoxnn+mX.m,aw, ex apq iaei+am.oc �.c, TOTAL 60..00 psi RATIO:L%240 TC:U240 A Depth and span dimensions (feet-inch=16ths) BjB Chord pitch, if applicable, (inches per foot) CBearing information and width i requirements ® Applicable design loads Adjustment factors.to lumber and, meta(' connector plates, spacing, and design specification QBearirig reaction force (pounds) QMetal connector plate types & sizes QLumber size, specie, and grade for each member DCombined stress Index for webs and l chords Maximum compression and tension 91i es foiwebs and chords (pounds) KaCalculated LL deflection ratio and deflectiori'magnitudes (inches) FLj. Required' truss member bracing J location L4Important general notes;and.design assumptions SBD - 01 STANDARD DETAIL #5 T F mg - WEB 0104IN6:DET'AILS . . .CONDITION -11, RESTRAINT OF -LATERAL BRAVN6 CONDITION, 2: 'T° BRACE INSTALLATION Fd nQUIRIN6 TWV C4NTINUOU5 LAVRAL " BRk?-M, USI~ IMIL,AR DETAIL AT U3 AND'? = TRUSWAL SYSTEMS 4445 NORTHPARK DRIVE, SUITE 200. COLORADO SPRINGS; CO 80907 (800);322-404.5 FAK(719) 59.8-8463 C001003160 5/9103 Users of Truswal engineering: Tx01087001 The TrusPlusT11 engineering software will correctly design :the location requirements for permanent continuous lateral bracing (CLB) on members for which it is required to reduce buckling 'length. Sealed engineering drawings from Truswal will show the required number and -approximate locations of braces for each member needing. bracing. In general, this bracing is done by using Truswal Systems Brace-ltTM or _a 1 x or 2x member (attached to the top or bottom edge of the member) running perpendicular to. the trusses and adequately. designed, connected. and braced to the building per ahe 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 needs for individual members (not building system bracing): 1:, A 1x4 or 2x4 structurally graded "T' brace may be nailed flat to the edge of the member (up to 2x6. web members only) 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. For 2x8 and larger web members, bracing must be done per building designer, or 2. A scab (add-on) cf the same size and structural grade as the member may be nailed to one face of the member with 10d common or box nails at 8" -o.c. if only one brace is required, or may be nailed to both 'faces of the member if two braces are required; A minimum of 2x6 scabs are required for any member exceeding 14'-.0" in length. Scab(s) must extend a minimum of 90% of the members lengfh. 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. EXAMPLES 2. 90% L 90% L Please contact a Truswal engineer if'there are any questio LO 0 1 'REV 1-11-101 S M 0 MW BLOWW"ANDBRAGIN6' M .T BEARING-)4AL 6;AOR GANTILEVEK.STUB, OR -INTERIOR. GOA FOR `rRL% SUPPORT .Oti ,Y; NO %ekg MA*FER ALLOWED. rmOl 2x4 OFIL STANDARD GONTINWA LATERAL BRAGIN6. -'11EM -#2 PAIR OF DIA60NAL BRAGIN6 AT 20'-0" 04 MAX, 2x4 DFL STD. LUh®ER 2.100 NAILS TIP! J ,4 p USAGE 009T'ROL5 ..._ TR IW DEPTH L RSS THAN 249,��' HEM t ONLY 24" AW 6REATER-- ITEMS 3 ROOF SHEATHING J-30* TO 45.O f AKI' C) ` wl*03 , 2x'BLOGKIN6, MATCH BOTTOM' CHORD. DEPTH: -BEARING: WALL,- GONTIN 45 1ATERAL BRACING; ALT,.6RAGIN6 Lamm. lb 7 v .w'LENSTH DIa60NAL, owl, ---� 'f R11.�51NEB AT SUPPORT, W® MVST BE WITHIN AS, OF YERTIGA L.; 2K BL6006 . BEARING WALL; GTyON A%A GABLE END DETAILS: LUMBER SPECIFICATIONS: :SHEATHING, ON ONEFACE. REO. 2X4 #2 DF—L CHORDS SHEAR :DESIGN BY'OTHERS ;2X4. STD, DF=.L:, STUDS �16-14=10OR 20-10=10'PSF, L'OADIN'G 70` WINO LOADING CUTOUT FOR .2X4. WTOUl EOR 2ua ,,MPH - � -OFF "STUD" - - -one STUD' FOR GABLE- ASSEMBLY. GREATER. THAN 5'-'10` IN HEIGHT SEE, GE -2. ADD-ON SAME SIZE AND GRADE'AS TOP CHORD`WITH 16d .NAILS AT 12' O.C. ADD ON SPLICE- TO OCCUR' ' VARIES AT PANEL POINTS WITH CLUSTERS .2-16dN AILS A 3- 5 OUTLOOKER DETAILS HORIZ. VENT MEMBERS NOT RE©UIRED �4 I1 g=3.ONE4:SIDE •AND (2) 14 GA ���� fhb w 2":STAPLES ON. OTHER SIDE `c �- S �. t OR (5) 2" 16 Go. STAPLES " cap - c 12 N OS 5982 M x to _]VARIES N ( a x: is p 21131102 it - ;3-5.MIN. OR,. ME SI E .I ;, PLATE AS ON S�i,T FULL BEARING WALL. OPTIONAL CANTILEVER A UP TO O;C UP TO 4:$" WITH STUD -0 WALL .24" , UP TO. 24" .NO CHANGE' /- SEE IOUTL00KER DETAIL, SEE'DETAIL i 2 2•- 16d.NAILS BEVEL CABLE END FRAME' DIAGONAL.,BRACE . AT CENTERLINE AT GABLE ENO FRAME -l"'18'-0" O.C. 0 2X4 DIAGONAL BRACE AT 45 DEC. CENTERLINE OR ,AT 16'-0-'.b.C. TRUSS " MINIMUM BRACING DETAILS' = SEE'; STRUCTURAL DRAWINGS FOR ADDITIONAL REQUIREMENTS16d A7 24" O.C: BEARING CONNECTIONS ARE THE SOLE: RESPONSIBILITY ILL _11 OF THE ENGINEER.OF RECORD. DETAILS ON'THIS:PAGE ARE SUGGESTIONS ONLY AND ARE .NOT TO BE UTILIZED WITH OUT -THE BUILDING DESIGNERS APPROVAL., SECTIQN` A. G E D 12'--- _ SEE TPI HIB -91 FOR OTHER BRACING 'RECOMMENDATIONS �,m GENERAL 7) ALL ITEMS 1-6. LISTED UNDER *REGULAR GABLE END TRUSS REQUIREMENTS DW. G# C0020.65035 GABLE, DETAILS FOR WIND'LOAD BRACING REFERENCED BY THE MODEL BUILDING CODES: 8j WEIGHTS OF ANY MATERIALS LISTED IN IiS MUST. BE ACCOUNTED FOR, irfkE R I IN Maz12' love. STANDARD DEAD LOAD PS* LOADING DNA 1LOAD's: OR BYADDITI ADDITIONAL LOAD' NEED FOR WINDBRACING; ANDTHE REQUIRED BRACE IN INTERVAL LENGTH AS DESCRIBED, J: uhteS6 noted an' ABOVE' .-THE BRACE, INTERVAL ON THE DRAWING IS -BASED, ON THE LOADING AND WIND 9).STRUCTURAL WEBS AND CHORDS MUST BE BRACED IF impATm; AND. THIS drawing.. SPEED INDICATED ON THAT DRAW11ING'ONLY.] AND THAT BRACING ISREQUIRED TO Pitch per design PREVENT THE GABLE STUDS FROM BUCKLING DUE TO WIND PRESSURE ACTING ON THE STANDARD DRAWING TX61087001-001. X; drawing.. FACE OF THE GABLE TRUSS AND AXIAL STRESSES CAUSED BY THE INDICATED APPLIED 10) TRUSS MAY OR MAY NOT BECONTINUOUS BEARING, AND IS APPROVED, FOR THE �l plop, bin trusses:tor VERTICAL LOADS LOADS ACCOUNT FOR 1Z' EAVE MAX,.. UNLESSNOTEDOTHERWISE. 0N THE INDIVIDUAL DESIGN DRAWING, ONLY. Gabie End thm nalling of,dwoonal brace.. .,jCONDlTI9Nl(S)INDICATED 1X NOTCHES CUT INTO TOP CHORDS*. Isorld attached to sheallft efiti. + INTERVAL MAY BE THE LID LIMIT OF 50 FOR COMPRESSION MEMBERS AND USE 80Y. OF THE NOTCHING FOR OUTLOOKERS IS ALLOWED ON REGULARGABLE END TRUSSES AND -GABLE miss each and. lyp.. LENGTH (i.e. FOR 2X LUMBER. THE MAX. BRACE INTERVAL MAY BE'r_.91 Brae® interval as: 4) IT IS ASSUMED THAT THE GABLE TRUSS RESTS ON A commuousIBEARINGWALL on EXCEPT AS MAY BE NOTED ON THE WDIVIDUAL APPROVED D TRUSS DESIGN. S) SHEATHING OF PLYWOOD, OSS, WOOD BOARDSMING, HARDBOARD. SIDING, = nghl ng SHEETROCK, STUCCO, WAARBOARD OR OTHER MATERIAL MAY BE PLACED ON ONE OR sset BOTH FACES OF A REGULAR (NON-STRUCTURAL) GABLE END. ddredrawingli or standard orchpt Typical 2 _ stmn9bak (whaler)bracealongbetk Tfuse spadngs per designs„ CONSIDERED UNLESS INDICATED ON THE DRAWINGS, AND ARE THE RESPONSIBILITY OF THE BUILDING DESIGNER TO TRANSFER THROUGH RESISTING'DL41PHMGMS. s N _0 1711; Lu 2-0 +or-45deg—dWqcna!: 2X_ (typ.) braced to rod Aft 0 plate s&ss iia WOW= members oMerMat biose shown above WALL/ SEARING SUPPORT =Zfm MeMbept that require brachatil I w rWed &NM0616_4 _Wd 1) ALL GABLESRACING DESIGN AND CONNECTION REQUIREMENTS ARE THE 7) ALL ITEMS 1-6. LISTED UNDER *REGULAR GABLE END TRUSS REQUIREMENTS RESPONSIBILITY OF THE BUILDING DESIGNER, PER THE LATEST VERSION OF ANSVTPI APPLY TO STRUCTURAL GABLES ALSO I PLUS THOSE LISTED BELOW. - REFERENCED BY THE MODEL BUILDING CODES: 8j WEIGHTS OF ANY MATERIALS LISTED IN IiS MUST. BE ACCOUNTED FOR, irfkE R I IN 2) TRUSWAL SYSTEMS APPROVED ENGINEERING DESIGN DRAWINGS WILL INDICATE ANY STANDARD DEAD LOAD PS* LOADING DNA 1LOAD's: OR BYADDITI ADDITIONAL LOAD' NEED FOR WINDBRACING; ANDTHE REQUIRED BRACE IN INTERVAL LENGTH AS DESCRIBED, J: �l z ARE INDICATED BY "LOAD CASE WCHART.ONTHE DESIGN DRAWING. ABOVE' .-THE BRACE, INTERVAL ON THE DRAWING IS -BASED, ON THE LOADING AND WIND 9).STRUCTURAL WEBS AND CHORDS MUST BE BRACED IF impATm; AND. THIS SPEED INDICATED ON THAT DRAW11ING'ONLY.] AND THAT BRACING ISREQUIRED TO BRACING IS SEPERATE FROM THE GABLE BRACING INTERVALSEE REFERENCED PREVENT THE GABLE STUDS FROM BUCKLING DUE TO WIND PRESSURE ACTING ON THE STANDARD DRAWING TX61087001-001. FACE OF THE GABLE TRUSS AND AXIAL STRESSES CAUSED BY THE INDICATED APPLIED 10) TRUSS MAY OR MAY NOT BECONTINUOUS BEARING, AND IS APPROVED, FOR THE VERTICAL LOADS LOADS ACCOUNT FOR 1Z' EAVE MAX,.. UNLESSNOTEDOTHERWISE. 0N THE INDIVIDUAL DESIGN DRAWING, ONLY. 3)'iF:THE 'GABLE TRUSS tS',INTER-JORTOTHE .STRUCTURE AND THEREFORE IS NOT' .,jCONDlTI9Nl(S)INDICATED 1X NOTCHES CUT INTO TOP CHORDS*. EXPOSED TO WINDLOAD APPLIED TO THE FACE OF THE. TRUSS, THE BRACE SPACING INTERVAL MAY BE THE LID LIMIT OF 50 FOR COMPRESSION MEMBERS AND USE 80Y. OF THE NOTCHING FOR OUTLOOKERS IS ALLOWED ON REGULARGABLE END TRUSSES AND -GABLE LENGTH (i.e. FOR 2X LUMBER. THE MAX. BRACE INTERVAL MAY BE'r_.91 ON STRUCTURAL END TRUSSES IF NOTED ON APPROVED INDIVIDUAL DESIGNS. 4) IT IS ASSUMED THAT THE GABLE TRUSS RESTS ON A commuousIBEARINGWALL EXCEPT AS MAY BE NOTED ON THE WDIVIDUAL APPROVED D TRUSS DESIGN. S) SHEATHING OF PLYWOOD, OSS, WOOD BOARDSMING, HARDBOARD. SIDING, SHEETROCK, STUCCO, WAARBOARD OR OTHER MATERIAL MAY BE PLACED ON ONE OR sset BOTH FACES OF A REGULAR (NON-STRUCTURAL) GABLE END. 1.9, .- 6) LATERAL LOADS `IN LINE WITH THE CHORDS(SAEAR I DRAG LOADS) HAVE NOT, BEEN Cb 4 9 9 Cy CONSIDERED UNLESS INDICATED ON THE DRAWINGS, AND ARE THE RESPONSIBILITY OF THE BUILDING DESIGNER TO TRANSFER THROUGH RESISTING'DL41PHMGMS. s N _0 1711; Lu ITIO, ANY SPECIRC PROJECT, . AS . TO ITS APPLICATION AND INTENT THIS OR ANY.80LAR ISSUE. TRUSWAL SYSTEMS ASSUME$ NO, REP, GED 14 PEAK PLATE: '3-4''12x4) 5,5"(2x61 k `6-6 (-2x8),, NMI 7 - BC SPLICE; 34,(2*4) S-6 2x6) - - 6-8 2x8) A JMAXIMUM 40PSFLIVE LOAD. SO MPH WIND EXPOSURE C: LESS THAN 20`-0- WALL HEIGHT. loi.e V. No. C 4 P j FxPA r 1; MAXIMUM 1'-'0* EAVE WITH tib' -0' MAXIMUM -BLOCKS @ 32"ox.'�OR 2 - '-0* EAVE; MAXIMUM,'WITH4212-ORBTR. -------- - - BRACESPACING' OUITLOOKERS CUT INTO' GABLE" wx ,32-O.'e- 2x442 MINIMUM CONTINUOUS 'STRONGBACKBRCED TO ROOF STRUCTURE ATWA0.'MAX IMUM., 1.53,- PICAC CONNECT ; 16N �T STRONGbACk 'AT. 2x4 STROkGBACK BRACED .4* -10' CLEASPAN.-70 MPH AT EVERY 8'•O' MAXIMUM W-1.5'CLEARSPANi 60 MPH MINIMUM GRADE CHORDS AND STUDS 2x4 STUD/STANDAAD.,' STUDS :T0_BE MAX11MUM 24'0.'c. HEEL' TE: 3-4 (2x4) L—A I 1 '15. 1 l_ i I 1 1] 6 -6 (2X9) 2x4 CONTINUOUIR."BACKING' PONTINUOUIS. BEARING WALL, ' WITH ied NAits.AT,:t4, i ;.w TO' THE WALE -PLATE. SEMON A GABLE ENO iRAM643 CONNECTION 61iiAiLS*illi1lii)4A'IL REQUIREMENTS __--' SHOWN) 2x4 SOLID, BLOCK WITH 3- 1 6d, NAILSGAIiLE, STUD 84A-TH"ING" ' TO GABLE EA END AND Od NAILS FROM SHEATHING 8d AT 6* `,gic, TRUSS. @dATW a:o,' 'TO BLOCK AT 8'a.c. N MR 1-10d 16'd:AT gio'doc. IL DETAILS 2-164l .18d- -NOTCH @ 32' iix:AT SOLID BLOCK ► 24'o.C. �WITH 2-1 Od TOE- 2 ­1 Od NAILED EA. END 2-16th 2x4 BRACE WITH 4-16d i4AILS BRACE �:`: 4o I SPACING DATE - G I ONTINUO'0S 2111/99 GABLE DETAILS ,46likk, OVAK A..qFdl .!IaZWAL 6"1 Ema COfiItORAlloN 60 WARNING406'ad'iff nollison.61i, oha4i, and g*e a copy oi� to th@ Ervellng conitaciDn'. rh- 11-41- -.f� -P bWd,.g lono"ant. � ethos boot, tkuud at tpvcdlcw�v vrwiutxx by Orecomptetteret manufacturw am daw, In ,UMSISM-14 9", ward ay TPI and AFPAdMbQn am 10 110 la'Alml or W. COMP(MON ftfthilloct4ow "dl*t bt,gdwg (lointenter p6W to tabl"iCh 'The bt"4Q doslundf atoll the I I ,4+.4-4 w, tt" 0".jn mad or wrod the kwd" "posted by InStoCel engkft woe. II u auLtented 04 Inj top C" Natowaily bmcad by 00 imi 0, lkq, 0"hong and tho Ofteernchotte OsUltefilly -imcgo "A Agog Shastebing Unisas otherofto nmod one** . f., W.I. ..PPOA Of ­00nanli, rftoh�"fo Only to rod—c, bt4k" toflalh; Thto cttmpwwj shNI not be p" in any onvitaftmeem um ,.(J C"so the Motstuftl Carelthe of the wood Gxcegd 10% AnWw CM& Corerw= Plata C13"0310. raterlaw rem". we" new Maw VwVtuln 04MCIAnCe Won 104 tog&"V d4vidalds. _-TRU3COM MANUAL' by Trulwal. eQVAUlY CONW TFWL $TAND Jr0A US Tg,CQN = TALPLA NE 0 WOOD TRUSSES' - (0348), tANDUNO INSTALLING AND AAAC NG METAL PLATE CONNIOTED WOOD TMSZR' - (H"j) 8W."W*1 SUMMA111' SilEale' hy'TP4, Th* elves Plols tmlW* (TPe) is mrawd at SW 0-0mitto ter". usomrin. WaCwwn Pl" 46004 -On WFAJ 11 10=60, at 1260 CWw%oCWW Ave. NW. Oft 200. ftStiengtaft. DC 20036 GED -16 TRUSS PLATES AND LUMBER A9_77 PER'1NDIVI'DUA'L TRUSS'QESIOMS. .'OPTf%iAC EXTENSION HIP GIRDER CHORDS B. MAXIMUM JACK SPACING IS24-0- O.C. I CONNECTION, DETAIL "NCONNECTION DETAIL- "B", l(TOP CHORP:TO.HIP GIRDER) HIP GIRDER) m LUMBER REQUIRrgMENTS'=DF-L-SPECIIE'IFOIR AL JACKTOP CHORD' 2X4;P.,.ERAPPROVED,DESI , ON JACK BOT CHORD::2X4; : lX4; PER APPROVED. DESIGN'' 6ORNEkRA'FTER:, PER APPROVED. DESIGN -TOP CHORD LENGTH MAY VARY-FROM67- MINIMUM TO:B'-*'!,MAXi mym' MR -,EXTENISIONIS,,,SUP.PORTEDAT487:,6.C. MAXIMUM BEYOND:."- -TOP CHORD I MAY BE SPLIPEDAS SHOWN; ABOVE THE HIP GIRDERONLY-f: -BOTTOM CHORD LENGTH -MAY VARY FROM 6"• ' MINIMOM TO 8'-0 MAXIMUM. -DO NOT SPLICE THE BOTTOM CHORD, ,.Top CHORD PITCH MAY VARY FROM .41112 MINIMUM, TO 8112 MAXIIMUM. -BOTTOM. CHORD PIT , C . H MUST BE FLAT (01112)i _2X6 RAFTER MAY BE. SEAT, CUT ATWALLAND.TRIMM DTO;XJ'WIRTH. (3 5-); FOR OVERHANG UP TO:34..(2�41@45 DEGREES) MAX. I -THIS DETAIL APPLIES To 45 DEGREE HIPSET JACKS.AND CORNER RAFTERS ONO 4NECTION DETAIL "C" - i� , PLY, OR Molk'E..bAbER bpeCHORDTORAF7-ER) ::- ::, AW.' BJACK-TPP-bHORD I " Es B, A I � RUNSfOVER'GIRDER JAbKlTdPdHoF;Cb \ TOF I,_F` MUST BE SINGLE` DOUBLE BEVELED 19dor 16d NAILS; THROUGH. EACH.JACK,- (2)100orl6dNAILS' loo 6j"18d'NAILS, MCANTO R4FTER,';roElNAILED,,ANp THROUGH 'JACK T.L.ANTO THR6061­14ACK B.C. INTO 114W..0';'SIMkbW SDS'.6R EQIV. WOOD Gl R'T ' OP'CH_ORp,:TOE-: GIRDER,BOT CHORD, TOE- StRtWS. OR:X6E Q-'UAT:E MECHANICAL, NAILED, OR ADEQUATE:: NAILED, dRADEQ ADEQUATE HANGER PERMANbF., MECHANICAL: HANGER PER. MECHANICAL -HANGER PER 4'-0"JACKlT;C. .(3) NAILS; 1. MANIJIF rATAI Or...- MF, CATALOIj'._ 6-0" JACK T.C. (2) SCREWS 670" JACK (ONE FACE OF RAFTER ONLY) NOTE I,F 2-0 $IDE BACK 0QTT,,QKCHQR0$ ARE'USE.D',(INf5TEAD"_j BEAT—TACHEE):TO-fkt DOFT F_ -FIRST Ftjri-embl< AS PER n TAIL I -R" PSF & . DESIGNED FOR 10 PSFNONwCONCURRENT BOTTOM CHORD LIVE LOAD. `Tc LIVELIVEMr. Fact; 1.15. PLATES E S NAILS DESIGNED FOR GREEN LUMBER VALUES. . ES. TC SNOW 30 RepWerm 1,15 WIND LOADED FOR-80.MPH; EKPOSURE *C" MAXIMUM. TC DEAD, 10. NO POINT LOAbS, . . I MECHANICAL UNITS HVAC, SPR INKLERS, OR,OT HER acDEAD, Code UBC97: ITEMS CAU ING ADD TIQNALADS ON TiTEsTANbARbjAcKs IS ALLOWED,01THOUT'SPECIAL DESIGN. THIS DETAIL IS PROVIDED AS A SUGGESTED SOLUTION TO THE APPLICATION SHOWN ONL ITISAOT INTENDED TO REPLACE ORSUPERCEDEANYSIMILAR DETAIL THAT MAY HAVE BEEN PROVIDED BYTHEBUILP!NG.DESIGNER, rr is THE RESPONSIBimy oroTtiERs.T0 VERIFY THE ADEQUACY I OF,THIS DETAIL. AIN RELATIok To AkY'SPECIFiC PROJECT, As Tp ITS APPLICATION AND iNTENT APPLIED TOTHiS OR ANY SIMIlLAR'ISSU0.'.TRUSWAL SYSTEMS ASSUMES NO: RESPONSIBILITY *FOR FIELD INSPEC'!IbNDRWORKMANS410 QUALITY.' Job Name- noted, BmAcQj*-Wfor d-b,cR6ng Waft Truss ID- HR25 :Qty; - 1. BRIG 1 Xi!p8C 'REAR 618 4�Z9Si�' �t?jO FRZ 13t,4�ES 2X4 DFL.1 2.4 OFL� 01., 'P1.tfmA&;;cX:'ANSI1TPI - 2996 WES, 5 The. COKPOSrrE RESULT or 1'b �0- 2 826-' 4 'S'G:. LAn V -RT #1607. LE LOAD CASES. 2 26S , b `Z: S=1 3 11 177 1': 5"o 1. 4 2 246 1.,50" 1: LO -gad" SNOW: Pg 33 .f'm rrent 8CLL. - 1.00 ,IP F KAWARS ARE INDICATP Q'X.THISrW'14N THEY AMUP HANGER ER LS &IN 3 b 01 1 '�'S=rt 7, 4 5'00 S 17- Ow 1 :184 1.50- I :�' l;.0.J0.;sI Interior so b;;;41 -1t1) before ;rectlo.., '1 -PLY W%J. LS XM.".PLV. GIRDERS. IF 2.$" GUM MAILS ARE USED, THE�Support 201, 6 ;r4a lb :6 �8- 4 1 12 -I.S 0- 1 ' So-, t b , 0 is.gJUI !I, M.*th -) to ,Permanent rgin HANGERS;MUST SE RE-VALOATED (BY OTHERS. . NORI20NTAL',RFJnCTZON(S) :, 7 ORG REQUIREMENTS r r�A sh.ifn ;;I're based ,ONLY pr- lion t I on Me Vow rot., ' and ANS!/TPI 1. PLATINC.ASED ON CLEER Lumm VTES. '+N;� . . . . ... . . + . . . . .... -support I � 431 ib This triI.. I. designed using, the material th& t 'al at each bearing Z& - - + 4k + + + ...." ... OV HANG(S) MY IIE SHORTENED UP TO 3" NO. I, *E;........... ANALYZED FWUNSALMCED UMD CASES . . . . . . . . . . . . . . . . . . . . . CK -0 lldg =d -� Yes. Factor 1�15 ,W,S, TC CDMP.lDult.) TENS. CSI' OveI*hang;soffix loading. 0.0 psf� grrulce Truss Location,- Not Zone OL- 1 0 "h 89 "16-Neon1 . . . . . . . . . . . . . ... . . Hurricane/Ocean L no - No Care!*, C Length � 60,00 ft;.�U`l % d 1- 16 O'/� 82 11:. 0dg 8 6mph. 2 6105j� 14 1 ?6 I.C60 0:48 3, 176 r- O'j 8. - JE .00�f� roof height w 11.76 ft W, Facili Dead Load 7.0 psf .2 '0 3:4 93- 1.15 4X6 0.23, : - -LQnD CASE, _SjCN LOADS M, s 0, -176 Ta I 0.: 11 R Polf 0 _ 2L. Loc, 0 0!. Loc LL/TL TC 9-1 0.7S* T' 7 0. .15 0 - TC V."' 0. :133,17 7- 09:14 0.75A JC Vert 09'. 7-+, 0-1.04.' 40-00 7 A, 0�-75 0 4 L. 14 3:00 -30 I'SW �, 1:1 *0-0' 0-0 -2(1 1 2 1 60) ' 00 Its 'CDKP 1-- 0 /; "13h 1-2 �- 3j(.I: 9 1.60) 4 U, 67 1-3 0 O^ 3 4 15 - 48 4:S 0.41, StAhdard EUP'Rafter-W Seibac'k T, 2 13 '4' .5 . T4-.95 5-6 �4 �4 - i&4 . 10VER6SUPPORU B& W:108 U.-48. R:12- U-108 FU84 UAOS 8410 ISH!P -O 1111111111310 E i v WA-.'tvwjW soWngllvloOvoid J I PephReD-.m(S;S W.EPICK HOMES ARNING Read all notes on this -sheet and givea. copy of It to the Erecting Contractor. ust: 11,10 dt96 1. for an U.RaWuw buUro -twom not n. wfl*Im.' it he. bam based on &WIftz* mPmvWa4byIh*ovnp*m*MM" 1300001, and dom'ina000rdance Lh �Iw WO:; Dr OC .0 'Wo. to Wvoiffhdby 0. compo- mi'iiwbm andr� "WhV do" Ploi 6 U&WaQoR,.TM bulkilre dbe*W 8�WA=ftlgn tot , 0 . m 1 -do Dsgnr* CH #LC;=- 19 VT:. M14,tdon thle d-6. ict . o.' �.uw.-Mca!JM:Tb*. 4*61OW""Ift that U*Wp.dWd Pal, 15 I- bwrauy stoned b, tho'od '41d hm&*V mtoda cbwuy auschod. unbm on-Aw :�C,Live 30,W�PSU klveDur7 L-�IAS TC "Snow 30 00 psf' Sn-Ad'fijr L-1 . 15 P-1'15 HRD. 22' noted, BmAcQj*-Wfor d-b,cR6ng Waft TIC 'jDead 10.00 psf, Rep�Mbr�.Bnd /,,Comp /,Tehs qwpgr gyACe H000ingwanduft'i W C Dawn RoWW avanmhlo�ft &ApA 6�TmjjAj jo6a� dm uuv I I 'ANWaPI V. W764 V Wood Tniao 004*6 BC � Li ye. - O.'GO ps O� CA 93 6.'6 VER : T6.. 5 ,41 at Anaica Skan$vii OmIgn %VmmM %o a, WLOING COM PO WATSAFMINFORIAMOW- (AFPA)Ib" glij 1 1" Sjmm.'Nvv, St. $60. WoW4rlw. 6C 29=.' flCiDead 0.00;'.Psf� 'Ck 0.-6. Sp'aci ng' 2-' 0- 0 Bldg�Code: -Oi DEFLRATTO.- L;360 TC.- L/18P HRD. 22' STANDARD' PRESSURE'BLOCKING DETAIL FEND VIEWJ USE (6) 10d BOX NAILSPER BLOCK AS SHOWN, NAILS PLACED AT 4" FROM EACH CH I END 0 , F BLOCK,'AND TWO NAILS EVENLY`SPACED IN THE CENTER OF THE BLOCK. 'MAXIMUM 'SUPPORT REAcTior43-, LBS.,*PlEW-jACK TRUSS` BLOCK: 2X4 (2: BOX NAILS TO BLOCk) 2XG (3 BOX NAILS TO BLOCK) 2LIRATION: 1.00. 115i 1.25 l.W '1'.15 3.25 132 A52 152 19 , 8 8 228 bFi ii2 ^129 .140. 168 793, -210- HEM-FIR. .105 121. 131. 168 '-182 108 S -P*, 90 1,04 '14 3' 135 -156, .169` . j'REACTIONS ARE EITHER.UPWARD OR DOWN `/ BOTTOM CHORD D 0 - F NIP GIRDER„ . ' SIDE VIEW 'I OR IVIORE PLY HIP GIRDER TRUSS- END OF'PRESSURE BLOCK: MACK BOTTOM CHOW USE (2),10d BOX NAILS THROUGH BOTTOM M .CHORD OF END JACK INTO ENDOF PRESS,bkk�; ,BL06kFOk 2-X4,` USE (3) 10d BOX NAILS FOR2X6 LUMBER. SEE'TABLE AT LEFT: HRD - 23 Ah T TS ','1.728 MA CNOCJA AV c. S*T'E-. A -A To -whom It may concern: Typically, lh6 top chords of end jack trusses are attach&'to 'thb girder Truss simply Y using 2) 16d,commoin nails, toe-na.ilad througjh the lsid4 of the '06 - jack t6p rd into ' tOp " . bff itolhe the hip girder. This connection`is is adequate providl6d. Uiat'the'b6ttPen edge of the jack top chord 'is. ,intortfatt, with the'co' .of the fiai top chord of the'hip "' IS provided ' ". I ' . - mer -ed that thw)oa&.p�Occ-O on th grr er, and provi bfr8k from each jack is no more than 40 e There 'isnPeoloinserVa'wedge- under- th"e'llakktop chords at the hip girder unless o.ne or boh of the two n Lin Fk relowed. , p 81, 1,'/"01^- _ 4i`���C"" M �S �`cy . )Y,�//// �/lespsMer, P.E. Riverside: m M? F.AX: 989 - 4WAT - ): 8 ' " -&i610 " , 689.2524' . — 00*4W'7610 LO N TRUSWAL SYSTEMS 4445 NORTHPARK DRIVE'SUITE 200- C0L01RADO.SPRINGSCO 80907 .(800)13224045 FAX(7i0).598-.8463 RE:. Toe=n ailconnection-ofjack trusses: to'step up hip trusses.. To Whom It May Concern:. It is permissible,to toe -nail t ' he extended rafter portion of an 24" o.c., 8.!,-0-7, (or less),end. jack, truss to the -top of the top chord of thehip girder, and hip trusses behind usin.42-16d foe -nails, for a 40 PSF or less,'t' -1 - - .1 - p� , total load (16 , 4�16 PsF, 1.25 duration.). Note. that a maximum of 30.P$F is roof'.Ioad.. The extended jack top, chords must run .over the -46p, of the trusses below. This connection is for vertical' loads only '.anddoes not. consider, any. lateral 16ads that may y exist the connection due fol -wind and/or seismic forces on the. building, ;Which are the responsibility of'the -:bu Note: The 6ndjack top chords serve as adeou'ate.bracirig. for. the hip girder and: 24"' 6.6. hipst� . s,. provided. that the ru e, individual .engin'ee'ring: ' drawing, stipulates a -bracing, requirement of no lest than 24'.on center-. If there. are any: questions concerning this issue,, pleas Ab not -hesitate to call a Truswal Systernsvengineer at your convenience. Sincerely, Larry,:LM 'amer, P.E.., M Chief . Engineer Job Name: GERSPACHER RES R2 Truss ID: A01 Qty: 4 BRG X-LOC REACT SIZE REQ'D TC 2x4 DFL #1 & Btr. Designed per ANSI/TPI 1-2002 Thisdesign based on chord bracing applied 1 0- 1-12 1796 3.50" 1.50" BC 2x4 DFL #1 & Btr. This design does not account for long term per the following schedule: 2 23-10- 4 1703 3.50" 1.50" DC SLIDER 2x4 DFL #1 & Btr. time dependent loading (creep). Building max o.c. from to BRG REQUIREMENTS shown are based ONLY WEB 2x4 DFL STANDARD Designer must account for this. TC 24.00" 2- 8-11 20- 9- 0 on the truss material at each bearing GBL BLK 2x4 DFL STANDARD Refer to Joint QC Detail Sheets for This truss is designed using the MAX DEFLECTION (span) THIS DESIGN IS THE COMPOSITE RESULT OF Cq factors and Rotational Tolerances. CBC-07 / ASCE7-O5 Specification L/999 MEM 10-11 (LIVE) LC 63 MULTIPLE LOAD CASES. IRC/IBC truss plate values are based on Bldg Enclosed - Yes, Importance Factor - 1.00 L- -0.23" D- -0.17" T- -0.41" IF THIS TRUSS IS CARRIED IN A HANGER, THAT testingg and approval as required by IBC 1703 Truss Location - Not End Zone CRITCCC MEMBER FORCES: HANGER IS BASED ON 1.5" HANGER NAILS FOR and AN and are reported in available Hurricane/Ocean Line - No , Exp Category - C rC coMP. DUR.)/ TENS. c05 1-PLY AND 3" HANGER NAILS FOR MULTI-PLY document ESR-1118. Bldg Length - 80.00 ft, Bldg Width - 40.00 ft OL-RS 0 1.60)/ 50(1.15) 0.05 g 1-2 -2946(1.15)/ 0.19 CARRYING MEMBERS. IF 2.5" GUN NAILS ARE Loaded for 10 PSF non-concurrent BCLL. Mean roof height - 13.25 ft, mph - 85 2-3 -5614 1.15 / 0.36 USED, THE HANGERS MUST BE RE-EVALUATED Loaded for 200 lb non-concurrent moving BCLL ASCE7 II Standard Occupancy, Dead Load - 15.6 psf 3-4 -6764 1.15 / 0.29 (BY OTHERS). ASCE7-05 SNOW LOAD DESIGN CRITERIA: Designed as Main Wind Force Resisting System 4-5 -6764 1.15 / 0.29g Y 5-6 -5619<1.15>/ 0.36 + + + + + + + + + + + + + + + + + + + + + + Pg - 48 psf, Ce -0.90, I -1.00, Ct - 1.00 - Low-rise and Components and Cladding 6-7 -2952(1.15)/ 0.19 Nail pattern shown is for PLF loads and Pg - 20 psf Tributary Area - 67 sqft BC COMP.(DUR.) TENS.(DUR.) CSI Point loads converted to PLF loads only. Drainage must be provided to avoid ponding.----------LOAD CASE #1 DESIGN LOADS ---------------- 8-9 1 2526C1.15) 0.26 Concentrated loads MUST be distributed to Permanent bracing is required (by others) to Dir L.Plf L.Loc R.Plf R.Loc LL/TL 9-10 / 2529(1.15) 0.25 each ply equally. Multi-ply with hangers are prevent rotation/toppling. See BCSI TC Vert 90.00 - 1- 0- 0 90.00 0- 0- 0 0.67 10-11 / sa91(1.15) 0.51 based on hanger nails using 3.0" nails min. and ANSI/TPI 1. TC Vert 84.00 0- 0- 0 84.00 4- 0- 0 0.71 11-1z / 5896((1.1533 0.51 into the carrying member. TC Vert 42.00 4- 0- 0 42.00 20- 0- 0 0.71 12-13 / z537 1.15 0.25 If shown, use additional fasteners for point TC Vert 84.00 20- 0- 0 84.00 24- 0- 0 0.71 13-14 / 2533(1.15) 0.26 loads from the back plys, distributed ymm. BC Vert 28.54 0- 0- 0 28.54 24- 0- 0 0.00 WB COMP. (DUR.)/ TENS.(DUR.) C53 in the chords, within 12" of hanger flange. .Type... lbs X.Loc LL/TL Fastener 2-9 / 275 1.2s 0.06 Use any other approved detail (by others). TC Vert 47.5 4- 0- 0 1.00 z-lo 3z3z 1.15 0.71 TC Vert 19.0 4- 0- 0 0.00 3-10 -875(1.15)/ 39 1.60 0.05 20 psf bottom chord live load NOT required TC Vert 100.8 4- 0- 0 1.00 3-11 -33(1.60 / 97z(1.15 0.21 on this jruss, per IBC/IRC requirements for TC Vert 40.3 4- 0- 0 0.00 4-11-s05Z1.1§� 36<1.603 0.03 attics with limited storage. 5-11 -21(((1.60 / 939(1.15) 0.21 TC Vert 222.5 7- 7- 8 1.00 s-12 -871(1.15) 37 1.60 0.05 PLATING BASED ON GREEN LUMBER VALUES. TC Vert 89.0 7- 7- 8 0.00 6-12 3zzal.ls o.n 17-6-0 6-13 / 275 1.25 0.06 1 1 TC Vert 243.4 12- 0- 0 1.00 TC Vert 97.3 12- 0- 0 0.00 IF 2.5" GUN NAILS ARE USED, ANY NAIL CLUSTER 2-PLYS 1 2 3 4 5 6 7 TC Vert 222.5 16- 4- 8 1.00 AMOUNTS SHOWN MUST BE INSTALLED FROM THE REQUIRED 341# TC Vert 89.0 16- 4- 8 0.00 FRONT AND BACK FACE EQUALLY (TOTAL NAILS - 8 00 $ TC Vert 47.5 20- 0- 0 1.00 DOUBLE THE AMOUNT SHOWN). TC Vert 19.0 20- 0- 0 0.00 lOTC Vert 100.8 20- 0- 0 1.00 or equivalent substitute. - qud NAILS, SDS - Simpson SDS screws 2X4 2X4 TC Vert 40.3 20- 0- 0 0.00 o' (+) - Special Connection Req. (by others)312# 2X4 2X4 312# ++++++++++++++++++++++ Flat top chord has not been designed for 2X4 2X4 2X4 drifting snow unless noted otherwise. + + .. + + + + + + + + + + + + + + + + + + 208# 2X OVERHANGS) MAY BE SHORTENED UP TO 3" MAX.! I X4 208# Overhang Soffit loading - 3.0 psf 8- -7 y 2X X4 �, ++++++++++++++++++++++ 2X 9-7 2-PLY! Nail w/lOd COMMON, staggered(per NDS) ++• 2X4SHIP in: TC- 2 BC- 2 WEBS- 2 PER FOOT!— 18X X .5X X X4 5X Cluster screws, if shown, are 3" long. 2X41 2X4 Attach secondary top chord (if shown) with 6X X6 3X4 min. 2-4 (2x4) or 3-6 plates (2x6) at 24" 2 3X4 = O.C. and applied rotated, in addition to 0-4-7 1.5X4 3X8 5X8 3X8 1.5X4 0-4-7 the heel plating shown. The secondary top B1 B2 gofESSIp chord may be notched 1.5" for outlookers, 90:308 90:308 4 max. DO NOT NOTCH WHERE SHOWN BY (+++). R:1796 R:1703 Extended TC requires 2x 4 vents at 48" o.c. A ' max. dropped to the chord below, attached U: U: w/1.5-3 min. plates, or (5)-16 ga. staples, �Q i or adequate nailing by others typ. ea. end. 1FIf 24-0-0 Continuous lateral bracing attached to flat t 1 M TC as indicated. Lumber must be structural 8 9 10 �� 14 grade. Brace @ 24" o.c. unless noted. • 6- Z7 N T TYPICAL PLATE: 1.5X4 All connector plates are Truswal 20 ga. or Wave 20 ga., unless preceded by "HS" for HS 20 ga., "S" for SS 18 ga. from Alpine; from T swal, positioned perJointDetail Reports. Circled plates and false 12,12/2008 /�/�/�oo Q or preceded by "MX" for TWMX 20 ga. or "H" for 16 gable frame plates are positioned as shown above. Shift able stud plates to avoid overia with structural plates or staple). 1 ` v 413 - CFSTZ CA R Read all notes on this sheet and give a copy of it to the Erecting Contractor. Cust: MATTHEW GERSPACHER This deaign ie for an IndiAdval building component not trvse system. a nail been beaea on apecificatione wowed by he _'pone.. manuracwre W0: Dri ve_N_080527 r2 -L00005-100001 ® and done in accordance with the current versions of TPI and AFPA design standards. Noresponsibility is assumed for dimensional accuracy. Dimensions DS nrRM #LC = 64 WT' 302# ' 9 ' T R tire'* be verified by the_'pone..manufacturer and/or building designer prior to fabrication. Thebuildingdasignemuetascertainthattheloads Wiped 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 30.00 psf Li veDu r L=1.15 P=1.15 U S WA L I is laterally braced by the r_for floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unleasomerwise TC Snow(Pf) 30.00 psf SnowDur L=1.15 P=1.15 ® SYSTEMS noted. Bracingahowniefwlateelnuppo.of_mlxxlentnmemberaootytoreducebucklinplenpth. This_mponentshallnotbeplecedinany anvironmentthatwillcausethemoisturecontentofthewoodtoexceel19%andfor -36 connector plot.corrosion. Fabricate. handle. install TC Dead 12.00 psf Rep Mbr Bird / Comp / Tens RM and brace this truss in accordance with the following etandards:'Joint and Cutting Detail Repots' available as output from Truawal soft-. BC Live 0.00 psf 1.00 / 1.00 / 1.00 Building Components Group, Inc. 'ANSI/TPI 1', WTCA 1'- Wood Truss Council of Amen_ Standard Design Reapmsibilities,'BUILDING COMPONENT SAFETY INFORMATION' - BC Dead 10.00 psf 0. C. Spaci ny 2- 0- 0 4448 Northpark Dr. Ste. 102, Colo. Spgs., c0 80907 TRUSPLUS 6.0 VER: T6.5.7 (BCSI 1-03) and'BCSI SUMMARY SHEETS' by WTCA and TPI. The Truss Plate Institute (TPI) to Ionated at 583 D'Onofrio Drive, Madison, Wis_n3ln53719. The AmericanForestendPaperAssociation(AFPA)1.locatedat111119thStreet.NW,Ste800,Washington.DC20038. Bldg Code: CBC -07 DEFL RATIO: L/360 TC: L/36 Job Name:'GERSPACHER RES R2 Truss ID: A02 Qty: 6 BRC X -LOC REACT SIZE REQ'D TC 2x4 DFL #1 & Btr. Designed per ANSI/TPI 1-2002 This truss is designed using the - 1 0- 1-12 1418 3.50" 1.51 BC 2x4 DFL #1 & Btr. This design does not account for long term CBC -07 / ASCE7-05 Specification L i veDu r L=1.15 P=1.15 223-10- 4 1324 3.50" 1.50" FILL CHO 2x4 DFL #1 & Btr. time dependent loading (creep). Building Bldg Enclosed = Yes, Importance Factor = 1.00 BRG REQUIREMENTS shown are based ONLY WEB 2x4 DFL STANDARD Designer must account for this. Truss Location = Not End Zone ` on the truss material at each bearing THIS DESIGN IS THE COMPOSITE RESULT OF Refer to Joint QC Detail Sheets for Hurricane/Ocean Line No,ExpCategory - C. MAX DEFLECTION (span) : MULTIPLE LOAD CASES. Cq factors and Rotational Tolerances. Bldg Length = 80.00 ft, Bdg Width = 40.00 ft L/999 MEM 7-8 (LIVE) LC 50 IF THIS TRUSS IS CARRIED IN A HANGER, THAT IRC/IBC truss plate values are based on Mean roof height 13.25 ft, mph - 85 L- -0.19" D= -0.06" T- -0.25" HANGER IS BASED ON 1.5" HANGER NAILS FOR testingg and approval as required by IBC 1703 ASCE7 II Standard Occupancy, Dead Load - 15.6 psf CRITICALMI:MBER FORCES: TC COMP.0(1.60)/ TENS. CSI 1 -PLY AND 3" HANGER NAILS FOR MULTI -PLY and AN and are reported in available Designed as Main Wind Force Resisting System OL- 1 a(1.60)/ 50(1.15) 0.06 1.11) CARRYING MEMBERS. IF 2.5" GUN NAILS ARE document ESR -1118. - low-rise and Components and Cladding 1-2 -1935(1.15)/ 0.50 USED, THE HANGERS MUST BE RE-EVALUATED Loaded for 10 PSF non -concurrent BCLL. Tributary Area = 48 sqft 2-3 -1725(1.15)/ 74(1.60) 0.so .3-4 -1732 c1.15)/ ea 1.60 0.53 (BY OTHERS) Loaded for 200 lb non -concurrent moving BCLL 4-s-lsaz(1.15)/ 6(1.60 o. s2 PLATING BASED ON GREEN LUMBER VALUES. ASCE7-05 SNOW LOAD DESIGN CRITERIA: ' + + + + + + + + + + + + + + + + + + + + + + Pgg = 48 psf, Ce -0.90, I -1.00, Ct - 1.00 6c COMP.(DOR.)/ TENS.(DOR.) Csi OVERHANG(S) MAY BE SHORTENED UP TO 3" MAX.! Pfmin = 20 psf 6-7 // 1503<1.15> 0.55 7-8 Overhang Soffit loading - 3.0 psf 20 psf Live Load a lied to bottom chord in / 100o(1.1s� 0.56 8-9 / 1512(1.15) 0.56 + + + + + + +.+ + + + + + + + + + + + + + + accordance with IBCPIRC-re uirements.for / q attics with limited storage having a clear W6 COMP.(DUR.)/ TENS.(DOR.) CSI height >= 42" and clear width of >= 24". 2-7 -464(1.15)/ 130(1.60) 0.18 3-7 746(1.15) 0.33 - _33(1.60)/ 3-8 49((1.60))/ 767((1.153 0.34 4-8 -480 1.15 / 144 1.60 0.18 8- i = 3X4 0-4-7 r 12-0-012-0-0 11 2 r3 4 5� 8ra DOS R3X6 B1 W:308 R:1418 U: 0 2 24-0-0 6 7 8 9� TYPICAL PLATE: 3X4 9-11-7 SHIP 2 0-4-7 E12 W:308 R:1324 U: 1✓ June 30, 2009 CIVtL All connector plates are Truswal 20 ga. or Wave 20 ga., unless preceded by "HS" for HS 209a., "S" Tor SS 16 ga. from Alpine; from T swal, positioned per Joint Detail Reports. Circled plates and false 12/2/2008 ,/11'20 o Q or preceded by "NIX" for TWMX 20 ga. or "H" for 16 gable ' frame plates are positioned as shown above. Shift able stud plates to avoid overlapwith structural plates or staple). 1 ` Q 413FST Read all notes on this sheet and give a copy of it to the Erecting Contractor. Cust: MATTHEW GERSPACHER ' This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer WO' D r i ve_N_08052 7 r2-LOOOO'5_J 00001 and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed fw dimensional accuracy. Dimensions Ds n r • RM #LC = 65 WT • 146# g T R U S are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads uOlined on this design meet or exceed the loading Imposed by the local building code and the pa,11"11r application. The design assumes that the tap chord TC Live 30.00 psf L i veDu r L=1.15 P=1.15 WA L Is laterally braced by the roof or Door sheathing and the bottom chord is laterally braced by a dgld sheathing materiel directly attached, unless otherwise TC Snow(Pf) 30.00 psf Snow DuDur r L=1.15 P=1.15 ® SYSTEMS own noted. Bracing shis far lateral support of components members only to reduce buckling length, This componant shell not be placed in any environment that will cause hmcon I,. moisture -1-1 of me wood to exceed lg%end/w cause connector plate corrosion. Fabricate, handle, install TC Dead 12.00 psf Rep Bind / Comp / Tens end brace this truss in accordance with the following standards: 'Joint and Cutting Detail Reports'evallabie from Truawal BC Live 0.00 psf 1.15 / 1.10 / 1.10 J7W Building Components Group, Inc. as output mflware. 'ANSI= 1', 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 4445 Northpark Dr. Ste. 102, Colo. Spga, CO 80807 (SCSI 1-03) and'BCSI SUMMARY SHEETS' by WTCA and TPI. The Truss Plate Institute (TPI) is located at 583 D'Onofrio Drive. Madison. TRUSPLUS 6.0 VER: T6.5.7 Wisconsin 53719. The American Forest and Paper Association (AFPA)islocated atit111ethStreet, NW. Ste 800.Washington. DC20638. Bldg Code: CBC -07 DEFL RATIO: L/360 TC: L/3601 Job Name: GERSPACHER RES R2 Truss ID: A03 Qtv: 17 BRC X -LOC REACT SIZEREQ'D TC 2x4 DFL #1 & Btr. 1 0- 1-12 1393 3.50" 1.50" BC 2x4 DFL #1 & Btr. 2 23-'4-12 1301 HCR 1.50" FILL CHD 2x4 DFL #1 & Btr. 8RC REQUIREMENTS shown are based ONLY WEB 2x4 DFL STANDARD on the truss material at each bearing SLIDER 2x4 DFL #1 & Btr. 8RC HANGER/CLIP NOTE THIS DESIGN IS THE COMPOSITE RESULT OF. 2 eHUS26 MULTIPLE LOAD CASES. Support Connection(s)/Hanger(s) are IF THIS TRUSS IS CARRIED IN A HANGER, THAT not designed for horizontal loads. HANGER IS BASED ON 1.5" HANGER NAILS FOR SEE SIMPSON CATALOG 1 -PLY AND 3" HANGER NAILS FOR MULTI -PLY FOR ADDITIONAL INSTALLATION NOTES CARRYING MEMBERS. IF 2.5" CUM NAILS ARE MAX DEFLECTION (span) USED, THE HANGERS MUST BE RE-EVALUATED L/999 MEM 7-8 (LIVE) LC 37 (BY OTHERS). CR -CAL ME RF RCE:: T= -0.27" PLATING BASED ON GREEN LUMBER VALUES. CRITICAL MEMBER FORCES: TC COMP . (DUR. )/ TENS. (DUR. )- CSI + + + + + + + + + + + + + + + + + + + + + + OL- 1 0(1.60)/ 50(1.15> 0.08 OVERHANG(S) MAY BE SHORTENED UP TO 3" MAX.! 1-2 -1892(1.15)/ 1(1.60) 0.49 Overhang Soffit loading = 3.0 psf 2-3 -1682(1.15)/ 76(1.60)0.49 +++++++ +++++ +++ ++++ +++ 3-4 -1608(1.15)/ 89 1.60) 0.59 4-5 -1780 (C 1.153/ 13(1.60) 0.51 4-5 -502 1.25 / 0.46 BC COMP.(DUR.)// TENS.(OUR.) CSI 6-7 1466(1.15) 0.55 ' 7-8 / 964(1.15) 0.49 8-9 / 1377(1.15) 0.51 WB COMP.(OUR.)/ TENS.(DUR.) CSI 2-7 -456(1.15)/ 130(1.60) 0.17 3-7 33 1.60 / 745((1.15)) 0.33 3-8 61 1.60 / 647 1.15 0.29 4-8 -392(1 151/ 155 1 60 0 15 Designed per ANSI/TPI 1-2002 This design does not account for long term time dependent loading (creep). Building Designer must account for this. Refer to loint QC Detail Sheets for Cq factors and Rotational Tolerances. IRC/IBC truss plate values are based on testing and approval as required by IBC 1703 and AN and are reported in available document ESR -1118. Loaded for 10 PSF non -concurrent BCLL. Loaded for 200 lb non -concurrent moving BCLL ASCE7-05 SNOW LOAD DESIGN CRITERIA: Pg = 48 psf, Ce =0.90, I =1.00, Ct = 1.00 Pfmin .20 psf 20 psf Live Load applied to bottom chord in accordance with IBC/IRC requirements for attics with limited storage having a clear height - 42" and clear width of >- 24". SLDRL -1663(1.15)/ 70(1.60) 0.17 t 12-0-0.11-6-8 1 2 r3 4 5 8-4 = 3X4 0-4-7 8r DD R3X6 Required bearing widths and bearing areas apply when truss not supported in a hanger. This truss is designed using.the CBC -07 / ASCE7-05 Specification Bldg Enclosed = Yes, Importance Factor = 1.00 Truss Location Not End Zone Hurricane/Ocean Line No,Exp Category - C Bldg Length - 80.00 ft, Bdg Width = 40.00 ft Mean roof height - 13.25 ft, mph = 85 ASCE7 II Standard Occupancy, Dead Load - 15.6 psf Designed as Main Wind Force Resisting System - Low-rise and Components -and Cladding Tributary Area = 47 sqft 9-11-7 SHIP - 2 B1 B2 W:308 •HUS26 R:1393 W:308 LI R:1301 PU: 23-6-8 6 7 8 9r TYPICAL PLATE: 3.5X4 All connector plates are Truswal 20 ga. or Wave 20 ga., unless preceded by "HS" for HS 20 ga., "S" for SS 18 ga. from Alpine' �,+•� or preceded by "X" for TWMX 20 ga. or "H" for 16 gable from Truswal, posdioned perJointDetail Reports. Ci( led plat's and false 2I2I2OOH frame plates are positioned as shown above. Shift able stud plates to avoid overlapWith structural plates or sta le . 413 - CFST CCA Read all notes on this sheet and give a copy of it to the Erecting Contractor. Cust: MATTHEW GERSPACHER This designiaforenindividualbuildingcomponentrotWss�ystem.Ithesbeenbasadonapecifcotionsprovidedbythecompcoenlm�nuf�cturer WO•Drive-N-080527r2-LOOOO5_JOOOOI ® 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 • RM #LC = 65 Wf : 148# 9 ' T R U S WA L era to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads utilimd on this design meat or exceed the load!", imposed by the local building code and the particular application. The design assumes that the lop chord TC Live 30.00 psf Li veDu r L=1.15 P=1.15 Is laterally braced by the roof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise TC Snow(Pf) 30.00 psf SnowDur L=1.15 P=1:15 ® SYSTEMS noted. Bracing shown is for lateral support ofoomponente members only to reduce buckling length. This component shall not be placed in any -i-ment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, install TC Dead 12.00 psf Rep Mbr Bnd / Comp / Tens and brace this truss in accordance with the following standards: 'Joint and Cutting Detail Reports'available as output from Truswal software, BC Live 0.00 psf 1.15 / 1.10 / 1.10 JM Building Components Group, Inc. 'ANSI?PI 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 4045 Nonhperlr Dr. Ste. 102, Colo. Spg&, CO 80907 (BCSI 1-03) and'BCSI SUMMARY SHEETS' by WTCA and TPI. The Truss Plate Institute (TPI) is located at 583 D'Onofrio Drive, Madison, ' TRUSPLUS 6.0 VER: T6.5.7 Wisconsin 53719. The American Forest and Paper Association (AFPA)islocated at11111BthStreet. NW. Ste 800,Washington, DC20038. Bldg Code: CBC -07 DEFL RATIO: L/360 TC: L/36CI Job Name: GERSPACHER RES R2 Truss ID: B01 Qtv: 2 BRC X -LOC REACT SIZE REQ'D TC 2x4 DFL #1 & Btr. 1 0- 1-12 1866 3.50" 1.99" BC 2x4 DFL #1 & Btr. 2 32- 3- 4 1866 3.50" 1.99" DG SLIDER 2x4 DFL #1 & Btr. BRG REQUIREMENTS shown are based ONLY WEB 2x4 DFL STANDARD on the truss material TC Snow(Pf) 30.00 psf at each bearing PLT BLK 2x4 DFL #1 & Btr. MAX DEFLECTION (span) Bldg Enclosed - Yes, Importance Factor - 1.00 : and brace this truss in accordance with the following standards; 'Joint and Cutting Detail ReporWavailable as output from Truswal software, 'ANSI?PI 'BUILDI GBL BLK 2x4 DFL STANDARD L/999 MEM 13-14 (LIVE) LC 34 IRC/IBC truss plate values are based on L- -0.22" D- -0.13" CRITICAL U11P T. -0.35" testing and approval as required by IBC 1703 (BER DURFO)�ETENS.(DUR. height - 23.61 ft, mph - 85 CSI and AN and are reported in available OL -RS 0(1.26)/ 80(1.15 0.35 document ESR -1118. 1-2 -3197(1.16)/ a 1.6o? and Components and Cladding 0.31 Loaded for 10 PSF non -concurrent BCLL. 2-3 3-4 -2916((1.15))/ -2112 l.60 / 30 1.603 lou 1.60 0.59 0.59 Loaded for 200 lb non -concurrent moving BCLL 4-5 -106 1.60 / 414 1.15 L.Plf L.Loc R.Plf R.Loc 0.45 ASCE7-05 SNOW LOAD DESIGN CRITERIA: 5-6 -105 1.60 / al6 1.15 o.4a Pg - 46 psf, Ce -0.90, I -1.00, Ct - 1.00 6-7 -210M<ES)/ 108<1.60 42.00 2- 0- 0 42.00 30- 5- 0 0.59 Pfmin - 2 psf e-9 -3198(1:15)% 3aS1 15 TC Vert a se q0 staplesuate gable blocks. BUILDING RS-OR 0(1.25)/ 81(1.15)) 18.54 0- 0- 0 18.54 32- 5- 0 0.35 0.35 ESIGNER MUSTVERIFY GABLE AND EAVE LOADS, IF APPLICABLE. THIS TRUSS ac COMP.(DUR.) f TENS.(DUR.) CSI IS DESIGNED TO SUPPORT THE LOADS SPECIFIED 10-11 2831(1.15) TC Vert 0.64 BASED ON THE O.C. SPACING AND ANY 11-12 12-13 / / 2347 1.15 1780 1.15 0.60 0.55 ADDITIONAL LOADS SHOWN. 13-14 / 2347 1.11 TC Vert 0.61 [+] gable bracing required 0 56" intervals, 14-15 / 2832(1.15) 0.64 if exposed to wind load applied to face. WB CDNP.(DUR.)/ TENS.(DUR.) CSI See "General Gable Details', C002065035. 3-i1 428( 1.15 TC Vert 70.5 15- 5- 8 1.00 3-12 -958(1.15/ sos i:isj 70 1.60 o:ii 0.81 19.2 16- 2- 8 1.00 4-12 / 652(1.15) 7.7 16- 2- 8 0.00 0.29 4-6 6-13 -2131(1.15)/ 228(1.60) 652 01.15) o.z7 0.29 28.2 16-11- 8 0.00 7-13 -962(1.15) 70(1.60) 121.9 21- 8- 9 1.00 0.81 7-14 8-14 / -428(1.15)/ 506(1.153 75(1.60 0.22 0.11 111.5 26- 5-10 1.00 8- 7 6E 2X4 8 0-4-3 81 3X4 W:308 R:1866 U:-103 Designed per ANSI/TPI 1-2002 This design does not account for long term time dependent loading (creep). Building Designer must account for this. Refer to Joint QC Detail Sheets for Cq factors and Rotational Tolerances. THIS DESIGN IS THE COMPOSITE RESULT OF MULTIPLE LOAD CASES. IF THIS TRUSS IS CARRIED IN A HANGER, THAT HANGER IS BASED ON 1.5" HANGER NAILS FOR 1 -PLY AND 3" HANGER NAILS FOR MULTI -PLY CARRYING MEMBERS. IF 2.5" GUN NAILS ARE USED, THE HANGERS MUST BE RE-EVALUATED (BY OTHERS). Permanent bracing is required (by others) to prevent rotatl n/toppling. See BCSI and ANSI/TPI PLATING BASED ON GREEN LUMBER VALUES. 20 psf bottom chord live load NOT required onthis truss, per IBC/IRC requirements for attics with limited storage. Attach secondary top chord (if shown) with min. 2-4 (2x4) or 3-6 plates (2x6) at 24" o.c. and applied rotated, in addition to the heel plating shown. The secondary top chord may be notched 1.5" for outlookers, max. DO NOT NOTCH WHERE SHOWN BY ('*'). + + .. + + + + + + + + + + + + + + + + + + OVERHANG(S) MAY BE SHORTENED UP TO 3" MAX.! Overhang Soffit loading - 3.0 psf + + + + + + + + + + + + + + + + + + + + + + - 2X4 6.00 2X4 2X4 99# 3X4 171# 2X4 3X1 156 2X4 2X 94 3X4 2X 3X4 3X4 5x10 2X4 6.00 2X4 171# 10 2X4 3X4 2X4 2X456# X4 4 2X4 3X4 32-5-0 PA P4 r 10 11 12 13 14 151 mt June 30, 2009 TYPICAL PLATE :1.5X4 ( '�q� C 1 V y i /�Q UPLIFT REACTIONS) : or preceded eded by for TWMX 20 ga. or /),/)00 Q for 16 ga. from Truswal, positioned per Joint Detail Reports. Ci( led plats and false 12/2/2008 frame plates are positioned as shown above. Shift able stud Tates to avoid overlapWith structural plates or staple). v g Support C&C Wind Non -Wind Cust: MATTHEW GERSPACHER 1 -103 lb ® and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions 2 -103 lb ere to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must -tsisin that the loads ulillaed on thls deign meet or exceed the loading Im-- by the local bullding code end the pa ticular application. The design assumes that the lop chord TC Live 30.00 psf This truss is designed using the ,.laterally b.-c-bythercoforR.reheathingandlhebottomchordi.laterallybracadbyerigideheathingmaterieldirectiyattached, unleseothervrise TC Snow(Pf) 30.00 psf CBC -07 / ASCE7-05 Specification noted. Bracingeho 13 for lateral supportofcomponentsmembersonlytoreducebucklinglength. This component shall not be placed In any envbonment that will cause the moisture content of the wood to exceed l9%and/or causeconnector plate corrosion. Fabricate, handle. install TC Dead 12.00 psf Bldg Enclosed - Yes, Importance Factor - 1.00 RM Building Components Group, Inc. and brace this truss in accordance with the following standards; 'Joint and Cutting Detail ReporWavailable as output from Truswal software, 'ANSI?PI 'BUILDI Truss Location - Not End Zone 1.00 / 1.00 / 1.00 4445 Northpark Dr. Sts, 102, Colo. Spg&, CO 80907 Hurricane/Ocean Line No,Exp Category - C U. C. Spaci ng 2- 0- 0 TRUSPLUS 6.0 VER: T6.5.7 Bldg Length - 80.00 ft, Bdg Width - 40.00 ft DEFL RATIO: L/360 TC: L/36 Mean roof height - 23.61 ft, mph - 85 ASCE7 II Standard Occupancy, Dead Load - 15.6 psf Designed as Main Wind Force Resisting System - Low-rise and Components and Cladding Tributary Area - 72 sqft --LOAD CASE #1 DESIGN LOADS ---------------- Dir L.Plf L.Loc R.Plf R.Loc LL/TL TC Vert 90.00 - 2- 0- 0 90.00 0- 0- 0 0.67 TC Vert 84.00 0- 0- 0 84.00 2- 0- 0 0.71 TC Vert 42.00 2- 0- 0 42.00 30- 5- 0 0.71 TC Vert 84.00 30- 5- 0 84.00 32- 5- 0 0.71 TC Vert 90.00 32- 5- 0 90.00 34- 5- 0 0.67 BCVert 18.54 0- 0- 0 18.54 32- 5- 0 0.00 .Type... lbs X.Loc LL/TL Fastener TC Vert -3.7 2- 0- 0 1.00 TC Vert -1.5 2- 0- 0 0.00 TC Vert 50.6 2- 0- 0 1.00 TC Vert 20.2 2- 0- 0 0.00 TC Vert '111.5 5-11- 6 1.00 TC Vert 44.6 5-11- 6 0.00 TC Vert 121.9 10- 8- 7 1.00 TC Vert 48.8 10- 8- 7 0.00 TC Vert 70.5 15- 5- 8 1.00 TC Vert 28.2 15- 5- 8 0.00 TC Vert 19.2 16- 2- 8 1.00 TC Vert 7.7 16- 2- 8 0.00 TC Vert 70.5 16-11- 8 1.00 TC Vert 28.2 16-11- 8 0.00 TC Vert 121.9 21- 8- 9 1.00 TC Vert 48.8 21- 8- 9 0.00 TC Vert 111.5 26- 5-10 1.00 TC Vert 44.6 26- 5-10 0.00 TC Vert -3.7 30- S- 0 1.00 TC Vert -1.5 30- S- 0 0.00 TC Vert 50.6 30- 5- 0 1.00 C Vert 20.2 30- 5- 0 0.00 9- -T77 SHIP 4 x B2 04 QQpF EESSS / U:-1 03 32-5-0 PA P4 r 10 11 12 13 14 151 mt June 30, 2009 TYPICAL PLATE :1.5X4 ( '�q� C 1 V y i /�Q Ofi CA1.� All connector plates are Truswal 20 ga. or Wave 20 ga., unless preceded by "HS" for HS 20 ga., "S" for SS 18 ga. from Alpine' "MX" "H" or preceded eded by for TWMX 20 ga. or /),/)00 Q for 16 ga. from Truswal, positioned per Joint Detail Reports. Ci( led plats and false 12/2/2008 frame plates are positioned as shown above. Shift able stud Tates to avoid overlapWith structural plates or staple). v g 413 - CFST (W Read all notes on this sheet and give a copy of it to the Erecting Contractor. Cust: MATTHEW GERSPACHER Thisde.ignfer.nndividualbandinaeamponanl-,,,.s6,,-.Ithuebeenbasadon.poci&a6onswoVidedbythecampanantmanlacturer WO.Drive_N_080527r2_L00005-J00001 ® and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions Ds nr' RM #LC = 77 WT' 456# g ' T R U S WA L ere to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must -tsisin that the loads ulillaed on thls deign meet or exceed the loading Im-- by the local bullding code end the pa ticular application. The design assumes that the lop chord TC Live 30.00 psf Li veDu r L=1.15 P=1.15 ,.laterally b.-c-bythercoforR.reheathingandlhebottomchordi.laterallybracadbyerigideheathingmaterieldirectiyattached, unleseothervrise TC Snow(Pf) 30.00 psf $nOWDUr L=1.15 P=1.15 ® SYSTEMS noted. Bracingeho 13 for lateral supportofcomponentsmembersonlytoreducebucklinglength. This component shall not be placed In any envbonment that will cause the moisture content of the wood to exceed l9%and/or causeconnector plate corrosion. Fabricate, handle. install TC Dead 12.00 psf Rep Mbr Bnd / Comp / Tens RM Building Components Group, Inc. and brace this truss in accordance with the following standards; 'Joint and Cutting Detail ReporWavailable as output from Truswal software, 'ANSI?PI 'BUILDI BC Live 0.00 psf 1.00 / 1.00 / 1.00 4445 Northpark Dr. Sts, 102, Colo. Spg&, CO 80907 1', WTCA 1'- Wood Truss Council of America Standard Design Responsibilities. NG COMPONENT SAFETY INFORMATION'- (BCS, 1-03) and'BCSI SUMMARY SHEETS' by WTCA and TPI. The Truss Plate Institute (TPI) is located at 583 D'Onokio Drive, Madison, BC Dead 10.00 psf U. C. Spaci ng 2- 0- 0 TRUSPLUS 6.0 VER: T6.5.7 Wisconsin 53719. The AmerIcan Forest and Paper Association (AFPA) 13 located at I I 11 19th Street. NW. Ste 800. Washington, DC 20038. Bldg Code: CBC -07 DEFL RATIO: L/360 TC: L/36 Job Name: GERSPACHER RES R2 Truss ID: B02 ' Qty: 4 Cust: MATTHEW GERSPACHER BRG X -LOC REACT This design Isfor anindividual building component not Wsssystem. It has been based onspecifications provided bythe component manufacturer SIZE REQ'D TC 2x4 DFL #1 & Btr. Designed per ANSI/TPI 1-2002 UPLIFT REACTIONS) : T R U S WA L 1 0- 1-12 2 32- 2036 3.50" 2.17" BC 2x4 DFL #1 & Btr. This design does not account for long term Support C&C Wind Non -Wind SnowDur L=1.15 P=1.15 3- 4 BRG REQUIREMENTS 2035 shown 3.50" 2.17" based ONLY FILL CHD. 2x4 DFL #1 & Btr. time dependent loading (creep). Building 1 -71 16 . lb BC Live 0.00 psf on the truss material are at each bearing WEB 2x4 DFL STANDARD THIS DESIGN IS THE COMPOSITE RESULT OF Designer must account for this. Refer to Joint QC Detail Sheets for 2 -71 This truss is designed using the 44 06 Northpv/r Dr. Ste. 102, Colo. Spgs., CO 80807 TRUSPLUS '6.0 VER: T6.5.7 MAX DEFLECTION (span) L/999 MEM 10-11 (LIVE) : LC37 MULTIPLE LOAD CASES. Cq factors and Rotational Tolerances. CBC -07 / ASCE7-OS Specification DEFL RATIO: L/360 TC: L/36 L= -0.36" D- -0.21" T= -0.58" IF THIS TRUSS IS CARRIED IN A HANGER, THAT IRC/IBC truss plate values are based on Bldg Enclosed = Yes, Importance Factor - 1.00 CRITICAL MEMBER FORCES: HANGER IS BASED ON 1.5" HANGER NAILS FOR testing and approval as required by IBC 1703 Truss Location = Not End Zone TC COMP.(DUR.)/ TENS.(DUR.) CSI 1 -PLY AND 3" HANGER NAILS FOR MULTI -PLY and AN and are reported in available Hurricane/Ocean Line No Exp Category - C OL- 1 0(1.25./ 81(1.15) 0.35 CARRYING MEMBERS. IF 2.5" GUN NAILS ARE document ESR -1118. Bldg Length - 80.00 ft, Bldg Width = 40.00 ft 1-2 -3385(1.15 / 2-3-33os(i.1s?/ 2(1.60) 0.49 0.68 USED, THE HANGERS MUST BE RE-EVALUATED Loaded for 10 PSF non -concurrent BCLL. Mean roof height 23.61 ft, mph = 85 3-4 -2916 1.15 / 6e(1.60 0.77 (BY OTHERS). Loaded for 200 lb non -concurrent moving BCLL ASCE7 II Standard Occupancy, Dead Load 15.6 psf 4-5 -2915 1.15 / 69f<1.603 0.76 Permanent bracing is re wired b others to 9 q ( Y ) ASCE7-05 SNOW LOAD DESIGN CRITERIA: Designed as Main Wind Force Resisting System 5-6 -3307 1.15 / 6-7 -3385(1.15)/ 2(1.60) 0.67 0.49 prevent rotation/toppling. See BCSI ANSI/TPI Pgg = 48 psf, Ce -0.90, I -1.00, Ct - 1.00 - Low-rise and Components and Cladding 7 -OR o(1.15)/ 81(1.15) 0.35 and 1. + + + + + + + + + + + + + + + + Pfmin - 20 psf PLATING BASED ON GREEN LUMBER VALUES. Tributary Area = 78 sqft CASE #1 DESIGN LOADS BC COMP.(DUR.) f TENS.(DUR.) CSI + + + + + + OVERHANG(S) MAY BE SHORTENED UP TO 3" MAX.! Overhang Soffit loading 3.0 20 psf Live Load applied to bottom chord in ----------LOAD ---------------- Dir L.Plf L.Loc R.Plf R.Loc. LL/TL 8-9 9-10 / 2128CC1.15> 257s(1.15) 0.63 0.86 = psf + + + + + + + + + + + + + + + + + + + + + + accordance with IBC/IRC requirements for attics with limited storage havinga clear TC.Vert 90.00 - 2- 0- 0 90.00 0- 0- 0 TC Vert 84.00' 0- 0- 0 84.00 32- 5- 0 0.67 0.71 10-11 / 190a 1.15 0.77 00.63 height >- 42" and clear width of >= 24". TC Vert 90.00 32- 5- 0 90.00 34- 5- 0 0.67 12-13 % 2927 1.15 BC Vert 20.00 0- 0- 0 20.00 32- 5- 0 0.00 ' .Type... lbs X.Loc LL/TL Fastener WB COMP.(DUR.)/ 2-9 -383(1.15)/ TENS. (DUR.) CSI 104(1.60) 0.07 TC Vert 75.0 14- 2- 0 0.58 3-9 -63(1.60)/ 601(1.15) 0.27 TC Vert 75.0 18- 2- 0 0.58 3-10 -828(1.153/ 112(1.603 0.45 - 4-10 15(1.60 / 4-11 -15(1.60)/ 1292(1.15 1291(1.15) 0.57 0.57 ' 5-11 -826(((1.15)))/ 112(((1.603) 0.45 5-12 -63 1.60 / 6-12 -383 1.15 / 602 1.15 103 1.60 0.27 0.07 8-5-7 _ 3X4 0-4-3 I 16-2-8 I 16-2-8 1 2 3 4 5 6 7 6.00 75# 175# -6.00 5X6 x 0-4-3 B1 B2 W:308 W:308 R:2036 R:2035 U:-71 U:-71 9:9-0•19:2-04 i 32-5-0 8 9 10 11 12 13 I 9- -7 SHIP TYPICAL PLATE: 1.5X4 COM All connector plates are Truswal 20 ga, or Wave 20 ga., unless preceded by "HS" for HS 20 a., "S" for SS 18 ga. from Alpine' or preceded by "MX" for TWMX 20 ga. or "H" for 16 ga. from Truswal, positioned per Joint Detail Reports. Circled plates and false frame plates are positioned as shown above. Shift gable stud plates to avoid overlap With structural plates (or staple). 12/2/2008 413-ST FS Read all notes on this sheet and give a copy of it to the Erecting Contractor. Cust: MATTHEW GERSPACHER This design Isfor anindividual building component not Wsssystem. It has been based onspecifications provided bythe component manufacturer WO:Drive_N_080527r2_L00005_3OOOO1 ® and done In accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensloris DS n r • RM #LC = 78 WT • 232# 9 ' T R U S WA L are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads utill- on this design meet or exceed the loading imposed by the local building code end the particular application. The design assumes that the top chord TC Live 30.00 psf Li veDu r L=1.15 P=1.15 islalerally braced by the roof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise TC Snow(Pf) 30.00 psf SnowDur L=1.15 P=1.15 fg!�= SYSTEMS noted. Bracing shown le for lateral euppori of components mem bare only to reduce buckling length. This component .hall not be placed in any environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate. handle, install TC Dead 12.00 psf Rep Mbr Brill / Comp / Tens AM and brace this buss in accordance with the following standards: *Joint and Cutting Detail Reports'evailable as output from Truswal coftware, BC Live 0.00 psf 1.00 / 1.00 / 1.00 Building Components Group, Inc. 'ANSI?PI 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 44 06 Northpv/r Dr. Ste. 102, Colo. Spgs., CO 80807 TRUSPLUS '6.0 VER: T6.5.7 (BCSI 1-03) snd'BCSI SUMMARY SHEETS' by WTCA and TPI. The Truss Plate Institute (TPI) is located at 583 D'Onofrio Drive, Madison, Wisconsin537I9. Th.AmericenForastandPapwAssociaUon(AFPA)islmaledet111119thStreet.NW,Ste800,Washington.DC20030. Bldg.Code: CBC -07 DEFL RATIO: L/360 TC: L/36 Job Name: GERSPACHER RES R2 Truss ID: B02A Qty: 4 BRG X -LOC REACT SIZERE%I) 1 0- 1-12 1953 3.50" 2.08" 2 32- 3- 4 1952 3.50" 2.08" BRG REQUIREMENTS shown are based ONLY on the truss material at each bearing MAX OEFLECTION.(span) : L/999 MEM 9-10 (LIVE) LC 37 L- -0.21" D- -0.13" T- -0.35" CRITICAL MEMBER FORCES: TC OL- 1 COMP. DUR.)/ TENS.(DUR.) CSI 0 1.25)/ 80(1.15) 0.31 1-2 2-3 3-4 -3231 1.15 / 12 1.60) 0.43 -2938 1.15 / 38(1.603 0.54 -2099 1.15 / 114(1.60 0.51 4-5 -2099(1.15)/ 114(1.60) 0.51 5-6 6-7 -2938((1.153/ 38((1.603 0.54 -3231 1.15 / 12 1.60 0.43 7 -OR 0(1.15)/ 80(1.15) 0.31 BC COMP.(DUR.)/ TENS. (DUR.) CSI 8-9 9-10 / 2791 1.15 0.61 / 2336 1.153 0.63 10-11 / 2336 1.15) 0.63 11-12 '/ 2791(1.15) 0.60 WB COMP.(DUR.)/ TENS.(DUR.) CSI 2-9 -400(1.15) 93 1.60 0.12 3-9 3-10 517 1.153 0.23 -944(1.15 / 80 1.60) 0..95 4-10 -1(1.60)/. 1366(1.15) 0.60 5-10 5-11 -944(1.15)/ 80(1.60) 0.95 517(1.15) 0.23 6-11 -400(1.15)/ 93(1.60) 0.12 TC 2x4 DFL 91 & Stir. BC 2x4 DFL #1 & Stir. FILL CHD 2x4 DFL #1 & Stir. WEB 2x4 DFL STANDARD THIS DESIGN IS THE COMPOSITE RESULT OF MULTIPLE LOAD CASES. IF THIS TRUSS IS CARRIED IN A HANGER, THAT HANGER IS BASED ON 1.5" HANGER NAILS FOR 1 -PLY AND 3" HANGER NAILS FOR MULTI -PLY CARRYING MEMBERS. IF 2.5" GUN NAILS ARE USED, THE HANGERS MUST BE RE-EVALUATED (BY OTHERS) PLATING BASED ON GREEN LUMBER VALUES. + + + + + + + + + + + + + + + + + + + + + + OVERHANG(S)'MAY BE SHORTENED UP TO 3" MAX.! Overhang Soffit loading - 3.0 psf 8- 7 = 3X4 0-4-3 Designed per ANSI/TPI 1-2002 This design does not account for long term time dependent loading (creep). Building Designer must account for this. Refer to Joint QC Detail Sheets for Cq factors and Rotational Tolerances. IRC/IBC truss plate values are based on testinand approval as required by IBC 1703 and AN?I/TPI and are reported in available document ESR -1118. Loaded for 10 PSF non -concurrent BCLL. Loaded for 200 lb non -concurrent moving BCLL ASgCgE7-05 SNOW LOAD DESIGN CRITERIA: PPfmin48 p20,psf -0.90, I -1.00, Ct - 1.00 20 psf Live Load applied to bottom chord in accordance with IBC/IRC requirements for attics with limited storage having a clear height >= 42" and clear width of >= 24". I 16-2-8 ( 16-2-8 1 2 3 4 5 - 6 7 6.00 6.00 UPLIFT REACTIONS) : Support C&C-103 Wind Non-Wind lb 2 -103 lb This truss is designed using the CBC -07 / ASCE7-05 Specification Bldg Enclosed - Yes., Importance Factor - 1.00 Truss Location - Not End Zone Hurricane/Ocean Line No,Exp Category - C Bldg Length - 80.00 ft, Bdg Width 40.00 ft Mean roof height 23.61 ft, mph m 85 ASCE7 II Standard Occupancy, Dead Load = 15.6 psf Designed as Main Wind Force Resisting System - Low-rise and Components and Cladding Tributary Area - 65 sqft x 0-4-3 B1 B2 W:308 W:308 R:1953 R A 952 U:-103 U:-103 :2-011 2F--0 01 . i 32-5-0 8 9 10 11 12 TYPICAL PLATE: 1.5X4 9- -7 SHIP All connector plates are Truswal 20 ga, or Wave 20 ga., unless preceded by "HS" for HS 20 a., "S" for SS 18 ga. from Alpine; from T swal, positioned perJointDetail Reports. Circled plates and false 12/2/2008 /�/�oo Q or preceded by "MX" for TWMX 20 ga. or "H" for 16 gable frame plates are positioned as shown above. Shift able stud plates to avoid overly With structural plates or staple). 1 v 413- (FST FS Read all notes on this sheet and give a copy of it to the Erecting Contractor. Cust: MATTHEW GERSPACHER This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacture W0: D ri ve_N_080527 r2_L00005_] 00001 ® azi done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions DS n r • RM #LC = 78 WT' 216# g ' T R U S WA L ere to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads utilimd on this design meal or exceed the loading imposed by the local building code and the pa ticul�r application. The design assumes that the top chord TC Live 30.00 psf Li veDu r L=1.15 P=1.15 is laterally braced by the roof or flow sheathing end the bottom chord is laterally braced by a rigid sheathing materiel directly attached, unless otherwise TC SrIOW(Pf) 30.00 psf SnOWDUr L=1.15 P=1.15 ® SYSTEMS noted. Bracingshown isfor lateral support ofcomponents members only toreduce bucklinglength. This component shall not be placed in any environment met will cause the moisture content of the wood to exceed l9%and/or cause connector plate corrosion. Fabricate. handle. install TC Dead 12.00 psf Rep Mbr Bind / Comp / Tens RM Building Components Group, Inc. and brace this truss in accordance with the following standards:'Joint and Cutting Detail Reports'available as output from Truswal eoftWitm -ANSI?PI BC Live 0.00 psf 1.15 / 1.10 / 1.10 1'. WTCA V- Wood Truss Council of America Standard Design Responsibilities, 'BUILDING COMPONENT SAFETY INFORMATION'- BC Uead 10.00 psf O. C. Spaci ng 2- 0- 0 444E Northpark Dr. Ste. 102, Colo. Siege., CO $0907 TRUSPLUS 6.0 VER: T6.5.7 (BCSI 1-03) and'BCSI SUMMARY SHEETS' by WTCA and TPI. The Truss Plate Institute (TPI) is located at 583 D'Onofrio Drive, Madison, 1 Wisconsin 53719. The American Forest and Paper Association (AFPA)islocoledal111119thStreet. NW. Sle800.Washing ton. DC20038. Bldg Code: CBC -07 DEFL RATIO: L/360 TC: L/36 Job Name: GERSPACHER RES R2 Truss ID: B03 Qty: 4 BRG X-LOCREACT SIZE REQ'D 1 0- 1-12 2379 3.50" 1.50" 2 32- 3- 4 6289 3.50" 3.50" BRG REQUIREMENTS shown are based ONLY on the truss material at each bearing MAX DEFLECTION (span) : L/999MEM 13-14 (LIVE) LC 71 L. -0.34" D- -0.25" T- -0.59" CRITICAL MEMBER FORCES: TC COMP, OUR. / TENS.(DUR.) CSI OL- 1 0 1.60 / 80(1.15) 0.18 1-2 -4180 1.15 / 0.26 2-3 -3670 0.26 3-4 -3096 1.15 / 0.25 4-5 -3112(1.15)/ 0.21 1-6 -5579 1.15 / 0.41 6-7 -12923 1.15 / 0.51 BC COMP.(DUR.)/ TENS.(DUR.) CSI 8-9 / 3641(1.15) 0.38 9-10 / 3639(1.15) 0.32 10-11 / 3184(1.15) 0.29 11-12 / 4798(1.15) 0.40 12-13 / 11659(1.15) 0.94 13-14 / 11881(1.15) 0.95 WB COMP. (OUR.) TENS.(DUR.) CSI 2-9 275 1.25) 0.06 2-10 -512(1.15/ 66 1.60) 0.05 3-10 404(1.25) 0.08 3-11 -864(1.15)/ 2176(1.15 0.48 75(1.603 0.12 4-11 S 5 -11 -2746(1.15 / 0.44 5-12 / 2279(1.15) 0.50 6-12 -7353(1.15)/ 0.63 6-13 / 4849(1.15) 0.33 Heel B CSI Right 0.46 TC 2x4 DFL ' #1 & Btr. 2x6 DFL SS 4-7 BC 2x4 DFL #1 & Btr. 2x8 DFL #1 & Btr. 12-14 FILL CHD 2x4 DFL- #1 & Stir. WEB 2x4 DFL STANDARD 2x4 DFL #1 &.Btr. 13-6 WEDGE 2x6 DFL #2 SCAB 2x8 DFL #1 & Btr. Lumber shear allowables are per NDS. IRC/IBC truss plate values are based on testingg and approval as required by IBC 1703 and AN and are reported in available document ESR -1118. Loaded for 10 PSF non -concurrent BCLL. ASCE7-05 SNOW LOAD DESIGN CRITERIA: Pg - 48 psf, Ce -0.90, I -1.00, Ct - 1.00 Pfmin - 20 psf ..................... . Nail pattern shown is for PLF loads and point loads converted to PLF loadsonly. Concentrated loads MUST be distributed to each ply equally. Multi -ply with hangers are based on hanger nails using 3.0" nails min. into the carrying member. If shown, use additional fasteners for point loads from the back plys, distributed symm. in the chords, within 12" of hanger flange. Use any other approved detail (by others). 4.CPM]-PLATE MONITOR USED -See Joint Report" Designed per ANSI/TPI 1-2002 This design does not account for long term time dependent loading (creep). Building Designer must account for this. Refer to Joint QC Detail Sheets for Cq factors and Rotational Tolerances. THIS DESIGN IS THE COMPOSITE RESULT OF MULTIPLE LOAD CASES. IF THIS TRUSS IS CARRIED IN A HANGER, THAT HANGER IS BASED ON 1.5" HANGER NAILS FOR 1 -PLY AND 3" HANGER NAILS FOR MULTI -PLY CARRYING MEMBERS. IF 2.5" GUN NAILS ARE USED THE HANGERS MUST BE RE-EVALUATED (BY ETHERS). Loaded for 200 lb non -concurrent moving BCLL SCAB(s) (cross -hatched area) to be same size and grade as chord to which it is attached. Use 2 scabs (1 ea. face) if indicated. Permanent bracing is required(by others) to prevent rotation/toppling. .See BCSI and ANSI/TPI 1. PLATING BASED ON GREEN LUMBER VALUES. 2 -PLY! Nail w/lOd COMMON, staggered(per NDS) in: TC- 2 BC- 2 WEBS- 2 PER FOOT!** Cluster screws, if shown, are 3" long: 20 psf bottom chord live load NOT required on this truss, per IBC/IRC requirements for attics with limited storage. 16-2-8 16-2-8 2-PLYS r 1 2 3 �4 5 6 7' REQUIRED 6.00 6.00 8- 7 0-4-3 3X4 IF 2.5" GUN NAILS ARE USED, ANY NAIL CLUSTER AMOUNTS SHOWN MUST BE INSTALLED FROM THE FRONT AND BACK FACE EQUALLY (TOTAL NAILS - DOUBLE THE AMOUNT SHOWN). 10d - 10d NAILS, SDS - Simpson SDS screws or equivalent substitute. (•) - Special Connection Req. (by others) ...................... ...................... OVERHANG(S) MAY BE SHORTENED UP TO 3" MAX.! Overhang Soffit loading - 3.0 psf ...................... WO 3X4 4X6 4X10 UPLIFT REACTIONS) : Support C&C Wind Non -Wind 1 -10 lb 2 -28 lb This truss . designed using the CBC -07 / ASCE7-OS Specification Bldg Enclosed - Yes, Importance Factor - 1.00 Truss Location Not End Zone Hurricane/Ocean Line - No,Exp Category - C Bldg Length = 80.00 ft, Bdg Width - 40.00 ft Mean roof height 23.61 ft, mph = 85 ASCE7 II Standard Occupancy, Dead Load - 15.6 psf Designed as Main Wind Force Resisting System - Low-rise and Components and Cladding Tributary Area - 167 sqft --LOAD CASE #1 DESIGN LOADS ---------------- Dir L.Plf L.Loc R.Plf R.Loc LL/TL TC Vert 90.00 - 2- 0- 0 90.00 0- 0- 0 0.67 TC Vert 84.00 0- 0- 0 84.00 32- 5- 0 0.71 BC Vert 20.00 0- 0- 0 20.00 32- 5- 0 0.00 .Type... lbs X.Loc LL/TL Fastener BC Vert 4470.0 28-10- 0 0.58 BC Vert 642.0 30-10- 0 0.58 v In lieu of the nails specified, 1/4"X 4 1/2" Simpson SDS screws must be used to attach each scab. Install the screws at 12" 0. C. per Simpson specifications. In addition, cluster the scab with these screws as specified. Cluster within 12" of the location shown. Allow 3.5 sgin. per screw and do not install any screws closer than 1" from the chord edges. EQUIVALENT SCREWS MAY BE USED. ATTACH THE SCAB(S) TO THE NON LOAD FACE. 9- 7 SHIP HS0912 4X4= 1.5X4 4X6 4X10 10X12 3X10 0-4-3 B1 SDS=2 B2 W:308 SDS=S -10 U: 10 SDS -_8 642# VV:308 R: 4470# i i R:6289 32-5-0 I U:-28 4 32-5-0 t 8 9 10 11 12 13 14 June 30, 2009 TYPICAL PLATE: 1.5X4 ( 1 q Ci V 1I OF CALF ' All connector plates are Truswal 20 ga. or Wave 20 ga., unless preceded by "HS" for HS 20 ga., "S" for SS 18 ga. from Alpine; or by "MX" for TWMX 20 or "H" for 16 from T JointDetail Reports. Circled false preceded ga. Pswal, positioned perplates and frame plates are positioned as shown above. Shift able stud lates to avoid overlapwith structural plates or staple). gable 12/2/2008 413 - CFST2l (CA R Read all notes on this sheet and give a copy of it to the Erecting Contractor. Cust: MATTHEW GERSPACHER This design le .ran Individual building component not truss system. II has been based on specifications provided by the component manufacturer WO • Dri ve_N_080527 r2_L00005_J 00001 ® anddonein accordance with the c rent melons of TPI and AFPA design standards. Noresponslbilily la assumed for dimensional accuracy. Dimensions Os nr• RM 9 #LC = 72 WT' 292# ' a re to be verified by the component manufacturer and/or building designer prior to fabrication. The buildup designer must ascertain that the loads "Ilimd on this design meal or e>eeed the loading imposed by the local building code and the particular application. The design assumes that the top chord TC Live 30.00 psf Li veDu r L=1.15 P=1.15 T R U S WA L is later ally braced by the roof m floor sheathing and the bottom chord is laterally braced by a rigid sheathing materiel directly attached, unlessotherwise TC Snow(Pf) 30.00 psf SnowDur L=1.15 P=1.15 ®en SYSTEMS noted. Bracing shown is for lateral support of components members only to reduce buckling length. Thiawmponantahallnotbeplacedlnany -.,onmt that will cause the moisture content of the wood to exceed 19%and/or cause connector plate corrosion. Fabricate, handle, install TC Dead 12.00 psf Rep Mbr Bnd / Comp / Tens and brace this truss In accordance with the following standards:'Joint Culling Detail Report' from Truswal BC Live 0.00 psf 1.00 / 1.00 / 1.00 IM Building Components Group, Inc. and available as output software, 'ANSIrrPI 1', WTCA 1' - Wood Truss Council of America Standard Design Responsibilities. 'BUI Lot No COMPONENT SAFETY INFORMATION'- 8C Dead 10.00 psf O. C. Spaci ng 2- 0- 0 445 Nonthpm/r W. Sts. 102, Colo. Spgn., CO 80907 (BCSI "3) and'BCSI SUMMARY SHEETS' by WTCA and TPI. The Truss Plate Institute (TPI) is located at 583 D'Onofrio Drive, Madison, TRUSPLUS 6.0 VER: T6.5.7 Wisconsin5371g. The American Forest and Paper Association (AFPA) is located at 1 Ill 19th Street. NW. Ste 800. Washington. DC 20038. Bldg Code: CBC -07 DEFL RATIO: L/360 TC: L/36 Job Name: GERSPACHER RES R2 Truss ID: B04 QW: 4 BRG 1 2 BRG 1-2 2-3 3-4 4-5 5-6 6-7 BC 8-9 . 9-10 10-11 11-12 WB 2-9 3-9 3-10 4-10 S-10 5-11 6-11 6-12 7-12 X -LOC REACT SIZE REQ'D TC 2x4 DFL #1 & Btr. 0- 1-12. 1753 3.50" 1.87" BC 2x4 DFL #1 & Btr. 28- 6- 4 1584 HGR 1.69" FILL CHD 2x4 DFL #1 & Btr. '.EQUIREMENTS shown are based ONLY WEB 2x4 DFL STANDARD e truss material at each bearing THIS DESIGN IS THE COMPOSITE RESULT OF (ANGER/CLIP NOTE MULTIPLE LOAD CASES. HUS26 rt Connections)/Hanger(s) are IF THIS TRUSS IS CARRIED IN A HANGER, THAT HANGER IS BASED ON 1.5" HANGER NAILS FOR designed for horizontal loads. SMPSON CATALOG 1 -PLY AND 3" HANGER NAILS FOR -MULTI -PLY DDITIONAL INSTALLATION NOTES CARRYING MEMBERS. IF 2.5" GUN NAILS ARE DEFLECTION (span) : USED, THE HANGERS MUST BE RE-EVALUATED MEM (LIVE) LC (BY OTHERS) ' D- - A 0. T- -0.30" PLATING BASED ON GREEN LUMBER VALUES. ME RF RCE:: AL MEMBER FORCES: End verticals are desi ned for axial loads 9 COMP.CDUR.)/ TENS. (DUR.) CSI only unless noted otherwise. 0(1.25)/ 80(1.15) 0.31 - Extensions above or below the truss profile -2801 1.15 / 32 1.60 0.38 -2soo 1.15 / 57((1.603 o.aa (if any) have been designed for loads -1658 1.15 / 117(1.60) 0.46 Indicated only. Horizontal loads a lied at Y• PP -1659<1.15 / 131(1.60 0.51 the end of the extensions have not been -1669(1.15/ 91{1.603 0.51 considered unless shown. A drop -leg to an 10(1.15 / 65 1.15 0.21 otherwise unsupported wall may create a COMP. (DUR.)/ TENS.(DUR.) CSI -16(1.60)/ 2409(1.15) 0.59 hinge effect that requires additional design Consideration (by others). / 1928((3.153 0.57 -77(1.60)% 1962(1.15) 0.41 +OVERHANC(S)+MAY+BE SHORTENED UP+TO 3"+MAX+! Bldg Code: CBC -07 Overhang Soffit loading - 3.0 psf COMP.(DUR.)/ TENS. OUR. CSI + + + + + + + + + + + + + + + + + + + + + + -407 1.15) 92(1.60) 0.12 -868(1.15 / 529(1.15) 0.23 81(1.60) 0.88 16((1.60)/ 975((1.15)) 0.43 344(1.15)/ 149(1.253 0.23 ` Q '�/�] 0 0 Q 12/2/2008 686((1.15) 0.30 ( )V 10.40 834(1.15)% 10(1.60) 0.00 B- -7 X 3X4 0-4-3 Designed per ANSI/TPI 1-2002 This design does not'account for long term time dependent loading (creep). Building Designer must account for this. Refer to loint QC Detail Sheets for Cq factors and Rotational Tolerances. IRC/IBC truss plate values are based on testingg and approval as required by IBC 1703 and AN and are reported in available document ESR -1118. Loaded for 10 PSF non -concurrent BCLL. Loaded for 200 lb non -concurrent moving BCLL ASCE7-05 SNOW LOAD DESIGN CRITERIA: P - 48 psf, Ce -0.90, I -1.00, Ct - 1.00 Pfmin - 20 psf 20 psf Live Load applied to bottom chord in accordance with IBC/IRC requirements for attics with limited storage having a clear height >- 42" and clear width of >- 24". 16-2-8 12-5-8 ' 1 2 3 14 5 6 71 61 00 -O.UU 1 1.5X4 T 2-2-11 1 Required bearing widthsand bearing areas appl when truss not supported in a hanger. UPLIFT REACTION(S) : Support C&C Wind Non -Wind 1 -104 lb 2 -37 lb This truss is designed using the CBC -07 / ASCE7-05 Specification Bldg Enclosed - Yes, Importance Factor - 1.00 Truss Location - Not End Zone Hurricane/Ocean Line - No,Exp Category - C Bldg Length - 80.00 ft, Bdg Width - 40.00 ft Mean roof height - 23.61 ft, mph 85 ASCE7 II Standard Occupancy, Dead Load - 15.6 psf Designed as Main Wind Force Resisting System - Low-rise and Components and Cladding Tributary Area - 57 sqft 9- -7 SHIP B1 B2 W:308 •HUS26 R:1753 W:308 U:-104 R:1584 U:-37 28-8-0 ' 8 s 10 11 __1 2" TYPICAL PLATE: 1.5X4 June 30, 2009 All connector plates are Truswal 20 ga. or Wave 20 ga., unless preceded by "HS" for HS 20 ga., "S" for SS 18 ga. from Alpine; or preceded by "MX" for TWMX 20 or "H" for 16 from T swal, Joint Detail Reports. Circled false ga. positioned per plates and frame plates are positioned as shown above. Shift able stud plates to avoid overly with structural plates or staple). gable ` Q '�/�] 0 0 Q 12/2/2008 413 - CFST2l ( Read all notes on this sheet and give a copy of it to the Erecting Contractor. Cust: MATTHEW GERSPACHER This design la for an indbuildl, componerlt not this, system. It has been based on specifications provided by the component manufacturer WO • Dri ve_N_080527 r2_L00005-300001 ® versividual end done in accordan with the current ions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions Ds n r - RM #LC = 70 WT' 203# g ' T R U S WA Lma ere to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads utilimd on this design meet or exceed the loading imposed by the local building code and the particular eppll-l-, The design assumes that the lop chord TC Live 30.00 psf Li veDu r L=1.15 P=1.15 isletlty braced by the roof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise TC Snow(Pf) 30.00 psf SnowDur L=1.1S P=1.15 ®SYSTEMS Baled. Bracing shown Isfor lateral support of components members only to reduce buckling length. This component shall not be placed in any environment thatWIIcause themalawrecontent ofthe wood toexceed 19% and/or cause connector plate corrosion. Fabricate, handle. install TC Dead 12.00 psf Rep Mbr Bnd / Comp / Tens IM.BUllding erld brace the trusa In accordance with the following standards: 'Joint and Cutting Detail Reports' available as output from T-1 soft -e. BC Live 0.00 pS f 1.15 / 1.10 / 1.10 Components Group. Inc. 'ANSL TPI 1', WTCA i'. Wood Truss Council of Americo Standard Design Responsibilities, 'BUILDING COMPONENT SAFETY INFORMATION'- BC Dead 10.00 psf D. C. Spaci ng 2- 0- 0 4466 Northpufr Dr. Sta. 102, Colo. Spgx, CO 80007 TRUSPLUS 6.0 VER: T6.5.7 (SCSI 1-03) and'BCSI SUMMARY SHEETS' by W TCA and TPI. The Truss Plate Institute (TPI) le located at 583 D'Onofrio Drive, Madison, Wiecowmin53719. The AmericanForeslandPsperAssocaflon(AFPA)ieacatedat fill 19th St -L NW, StaSOO, Washington. DC 20038. Bldg Code: CBC -07 DEFL RATIO: L/360 TC: L/36 lJob Name: GERSPACHER RES R2 Truss ID: BOX Qty: 2 BRG X -LOC REACT SIZE REQ'D 1 0- 1-12 4371 HGR 2.33" 2 9- 7- 4 4371 HGR 2.33" BRG REQUIREMENTS shown are based ONLY on the truss material at each bearing BRG HANGER/CLIP NOTE 1 •HGUS28-2 2 `HGUS28-2 Support Connection(s)/Hanger(s) are not designed for horizontal loads. SEE SIMPSON CATALOG FOR ADDITIONAL INSTALLATION NOTES MAX DEFLECTION (span) : L/999 MEM 6-7 (LIVE) LC 1 L- -0.05" D- -0.04" T- -0.09" MAX DEFLECTION (cant) : L/999 MEM 8 -OR (LIVE) LC 38 L- 0.00" N 0.00" T- 0.00" CRITBER ORCS: CI�COMPM(DURF)/ ETENS.(DUR.) CSI OL -1 0(1.25)/ 0(1.15) 0.00 1-2 -5607(1.15)/ 0:21 2-3 -5774 1.15 / 0.20 3-4-5775(l.ls)/ 0.22 4 -OR 0(1.25)/ 0(1.15) 0.00 BC COMP.(DUR.))/ 05-6 0(1.60)/ 6-7 7-8 0(1.60) 8 -OR WB COMP.(DUR.)/ 1-5 -3287((1.15) 2-7 2-6 -365(1.25)/ 3-7 -246(1.15) 4-7 4-8 -3211(1.15 / TENS.(DUR.) CSI 0.00 0 1.15 0.42 5676 1.15 0.79 0 l 048 01:1",30:00 TENS. (DUR.) CSI 0.20 6425(1.15) 0.44 45 1.60 0.02 171 1.2s 0.03 97 1.60 0.02 6534(1.15)0.45 0.19 TC 2x4 DFL #1 & Btr. BC 2x6 DFL #2 WEB 2x4 DFL STANDARD 2x4 DFL #1 & Btr. 1-6, 7-4 Lumber shear allowables are per NDS. THIS DESIGN IS THE COMPOSITE RESULT OF MULTIPLE LOAD CASES. IF THIS TRUSS IS CARRIED IN A HANGER THAT HANGER IS BASED ON 1.5" HANGER NAIL FOR 1 -PLY AND 3" HANGER NAILS FOR MULTI -PLY CARRYING MEMBERS. IF 2.5" GUN NAILS ARE USED, THE HANGERS MUST BE RE-EVALUATED (BY OTHERS). + + + + + + + + + + + + + + + + + + + + + + Nail pattern shown is for PLF loads and point loads converted to PLF loads only. Concentrated loads MUST be distributed to each ply equally. Multi -ply with hangers are based on hanger nails using 3.0" nails min. into the carrying member. If shown, use additional fasteners for point loads from the back plys, distributedsymm. in the chords, within 12" of hanger flange. Use any other approved detail (by others). 2-PLYS REQUIRED 2- -3 6X8 3X4 Designed per ANSI/TPI 1-2002 This design does not account for long term time dependent loading (creep). Building Designer must account for this. Refer to Joint QC Detail Sheets for Cq factors and Rotational Tolerances. IRC/IBC truss plate values are based on testingg and approval as required by IBC 1703 and ANSI/TPI and are reported in available document ESR -1118. Loaded for 10 PSF non -concurrent BCLL. Loaded for 200 lb non -concurrent moving BCLL ASCE7-05 SNOW LOAD DESIGN CRITERIA: P - 48 psf, Ce -0.90, I -1.00, Ct - 1.00 Pfmin - 20 psf Drainage must be provided to avoid ponding. Permanent bracing is required (by others) to prevent rotation/toppling. See BCSI and ANSI/TPI 1. PLATING BASED ON GREEN LUMBER VALUES. IF 2.5" GUN NAILS ARE USED, ANY NAIL CLUSTER AMOUNTS SHOWN MUST BE INSTALLED FROM THE FRONT AND BACK FACE EQUALLY (TOTAL NAILS - DOUBLE THE AMOUNT SHOWN). lOd - lod NAILS, SDS - Simpson SDS screws or equivalent substitute. (•) - Special Connection Req. (by others) + + + + + + + + + + + + + + + + + + + + + + + + .. + + + + + + + + + + + + + + + + + + OVERHANGS) MAY BE SHORTENED UP TO 3" MAX.! Overhang Soffit loading - 3.0 psf + + + + + + + + + + + + + + + + + + + + + + 1.5X4 6X8 Required bearing widths and bearing areas apply when truss not supported in a hanger. UPLIFT REACTIONS) : Support C&C Wind Non -Wind 1 -279 lb 2 -279 lb This truss is designed using the CBC -07 / ASCE7-05 Specification Bldg Enclosed - Yes, Importance Factor - 1.00 Truss Location - Not End Zone Hurricane/Ocean Line No Exp Category - C Bldg Length - 80.00 ft, Bldg Width - 40.00 ft Mean roof height - 20.43 ft, mph - 85 ASCE7 II Standard Occupancy, Dead Load - 15.6 psf Designed as Main Wind Force Resisting System - Low-rise and Components and Cladding Tributary Area - 168 sqft --LOAD CASE #1 DESIGN LOADS ---------------- Dir L.Plf L.Loc R.Plf R.Loc LL/TL TC Vert 84.00 - 0- 1- 8 84.00 0- 0- 0 0.71 TC Vert 84.00 0- 0- 0 84.00 9- 9- 0 0.71 TC Vert 84.00 9- 9- 0 84.00 9-10- 8 0.71 BC Vert 6.00 - 0- 1- 8 6.00 0- 0- 0 0.00 BC Vert 810.00 0- 0- 0 810.00 9- 9- 0 0.56 BC Vert 6.00 9- 9- 0 6.00 9-10- 8 0.00 End verticals are designed for axial loads only unless noted otherwise. Extensions above or below the truss profile (if any) have been designed for loads indicated only. Horizontal loads applied at the end of the extensions have not been considered unless shown. A drop -leg to an otherwise unsupported wall may create a hinge effect that requires additional design consideration (by others). 2 -PLY! Nail w/lOd COMMON, stagggered(per NDS) in: TC- 2 BC- 2 WEBS- 2 -PER FOOT!** Cluster screws, if shown, are 3" long. 20 psf bottom chord live load NOT required on this truss, per IBC/IRC requirements for attics with limited storage. 3.5X4 u)cu luxll 1 B1 0f18 3.5X4 B2 'HGUS28-2 01 8 •HGUS28-2 VV:308 W:308 R:4371 0 8 01 8 R:4371 U:-279 r"� 9-9-0 U:-279 5 6 7 8 June 30,209 CIVI - All connector plates are Truswal 20 ga, or Wave 20 ga., unless preceded by "HS" for HIS 20 ga., "S" for SS 18 ga. from Alpine; or preceded by "MX" for TWMX 20 ga. or "H" for 16 ga. from Truswal, posdioned per Joint Detail Reports. Circled plates and false 12/2/2008 /^/^oo A frame plates are positioned as shown above. Shift gable stud plates to avoid overlap with structural plates (or staple). L L L 8 413 -CFST Read all notes on this sheet and give a copy of it to the Erecting Contractor. Cust: MATTHEW GERSPACHER lcw 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_N_080527 r2_L00005_J 00001 ® end done In accordance with the current verelona of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions Us n r • RM #LC = 53 WT • 77# 9 T R U ere to be verified by the component manufacturer and/or building designer prior to fabrkation. The building designer must ascertain that the loads uliliesd on this design meet or exceed the loading imposed by the local building code and the particular application. The design assumes mal the top chord TC Live 30.00 psf Li V eDu r L=1.15 P=1.15 S WA L le laterally braced by the roof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached. unless otherwise TC Snow(Pf) 30.00 psf SnowDur L=1.15 P=1.15 noted. Bracing shown is for lateral support ofcomponents members only toreduce buckling length. This camponentshall not beplaced inany Dead 12.00 psf Rep Mbr Brill / Comp / Tens ®TC SYSTEMS IM Building Components Group, Inc. envf=ment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate. handle, install and brace thisWss in accordance with the follovving standards: 'Joint and Cutting Detail Report'available as output from Truswal software. •ANRIrrPI BC Live 0.00 psf 1.00 / 1.00 / 1.00 4445 Northpark Dr. Ste. 102, Colo. Spgs., CO 80907 TRUSPLUS 6.0 VER: T6.5.7 1', WTCA 1' • Wood Truss Council of Amorico Standard Design Rmpsnsibilidw.'BUILDINC COMr'ONCNT W-ETY INFORMATION'- (SCSI 1-03) and'BCSI SUMMARY SHEETS by WTCA and TPI. The Truss Plate Institute (TPI) is located at 583 D'Onoirio Drive, Madison, BC Dead 10.00 psf 0. C. Spaci ng 2- 0- 0 Wisconsin 53719. The AmericanForestandPaperAesociation(AFPA)13locatedat111119thStreeLNW.Ste800.Washington.DC20038. Bldg Code: CBC -07 DEFL RATIO: L/360 TC: L/36 Job Name: GERSPACHER RES R2 Truss ID: CIG Qtv: 1 BRG X -LOC REACT SIZEREQ'D Read all notes on this sheet and give a copy of it to the Erecting Contractor. 1 0- 1-12 186 3.50" 2.33" 2 1- 0- 0 241 3.50" 2.33" 3 2- 4- 0 278 3.50" 1.50" 4 3- 8- 0 294 3.50" 1.50" 5 5- 0- 0 217 3.50" 1.50" 6 6- 4- 0 294 3.50" 1.50" 7 7- 8- 0 278 3.50" 1.50" 8 9- 0- 0 240 3.50 1.50" 9 9-10- 4 183 3.50" 1.50" BRG REQUIREMENTS shown are based ONLY on the truss material at each bearing MAX DEFLECTION (span) : DEFL RATIO: L/360 TC: L/36 L/999 MEM 14-15 (LIVE) LC 42 L- 0.00" D- 0.00" T- 0.00" CRITICAL MEMBER FORCES: TC COMP.(DUR.)/ TENS. (DUR.) CSI 1-2 2-3 -164 1.60 / 91 1.60) 0.04 -116 74(1.60) 0.04 3-4 -87 1.15 / 68(1.60) 0.04 4-5 5-6 -94(1.15)/ 99(1.60) 0.04 -93 1.15 / 99((1.603 0.04 6-7 -87(1.15)/ 68(1.60) 0.04 7-8 8-9 -146(1.60)% 80(1.60) 0.04 TC 2x4 DFL #1 & Btr. BC 2x4 DFL #1 & Btr. DG SLIDER 2x4 DFL #1 & Stir. WEB 2x4 DFL STANDARD Refer to Joint QC Detail Sheets for Cq factors and Rotational Tolerances. IRC/IBC truss plate values are based on testingg and approval as required by IBC 1703 and AN and are reported in available document ESR -1118. Loaded for 10 PSF non -concurrent BCLL. Loaded for 200 lb non -concurrent moving BCLL ASCE7-05 SNOW LOAD DESIGN CRITERIA: Pg - 48 psf, Ce -0.90, I =1.00, Ct - 1.00 Pfmin - 20 psf May use adequate staples for gable blocks. BC COMP. DUR. / TINS.(DUR. CSI 10-11 -44 1.25 / 44 1.25)) 0.04 11-12 -71 1.25 / 71(1.25) 0.05 12-13-Sz(1.z5)/ 52(1.25) 0.04 13-14 -68 1.253)/ 91 1.253) 0.06 14-15 -68 1.25 / 91 1.25 0.06 15-16 -52 1.25)/ 52(1.25) 0.04 05 17-18 -57(1.25)% 57(1.25) 0.04 NB COMP. DUR. / TEN5. (DUR.) CSI 1-10 -160 1.60 / 51(1.603 0.02 1-11 -79 1.60 / 166(1.60 0.05 2-11 -170(1.15)/ 33(1.60) 0.02 3-12 -183((1.153/ 45((1.603 0.02 4-13 -195 1.15 / 43 1.60 0.03 5-14 -135(1.15)/ 26(1.60) 0.02 6-15 -195(1.15)/ 43(1.603 0.03 7-16 -183((1.15))/ 45((1.60) 0.02 9-17 174(1.603% 158(1.603 0.05 9-18 -155(1.60 / 50(1.60 0.02 BUILDING DESIGNER MUST VERIFY GABLE LOADS AND EAVE LOADS, IF APPLICABLE. THIS TRUSS IS DESIGNED TO SUPPORT THE LOADS SPECIFIED BASED ON THE O.C. SPACING AND ANY ADDITIONAL LOADS SHOWN. (+] gable bracing required 0 56" intervals, if exposed to wind load applied to face. See "General Gable Details', C002065035. Diagonals shown are part of the structure of this truss and may not be removed. Sheathing may be applied for additional support to resist lateral loads, by others, but is not required unless noted. Lateral loads have .not been analyzed unless indicated. 'Attach secondary top chord (if shown) with min. 2-4 (2x4) or 3-6 plates (2x6) at 24" o.C. and applied rotated, in addition to the heel plating shown. The secondary top . chord may be.notched 1.5" for outlookers, max. DO NOT NOTCH WHERE SHOWN BY (fb8). + + + + + + + + + + + + + + + + + + + + + + OVERHANG(S) MAY BE SHORTENED UP TO 3" MAX.I Overhang Soffit loading - 3.0 psf ++++++++++++++++++++++ if[PM]-PLATE MONITOR USED -See Joint Report - Designed per ANSI/TPI 1-2002 This design does not account for long term time dependent loading (creep). Building Designer must account for this. THIS DESIGN IS THE COMPOSITE RESULT OF. MULTIPLE LOAD CASES. IF THIS TRUSS IS CARRIED IN A HANGER, THAT HANGER IS BASED ON 1.5" HANGER NAILS FOR 1 -PLY AND 3" HANGER NAILS FOR MULTI -PLY CARRYING MEMBERS. IF 2.5" GUN NAILS ARE USED, THE HANGERS MUST BE RE-EVALUATED (BY OTHERS). Mark all interior bearin@@ locations. Install interior supports) before erection. Permanent bracing is required (by others) to prevent rotation/toppling. See BCSI and ANSI/TPI 1. Shim bearings (if needed) for req. support. PLATING BASED ON GREEN LUMBER VALUES. 20 sf bottom chord live load NOT required on this truss, per IBC/IRC requirements for attics with limited storage. 1 0 -1-2-00-1 R3X4 0-A-8 8.00 1 -8.00 0-A 8 4-8-8 t 2-1-0 I 4-8-8 f1 2-1-0 TYPICAL PLATE: 2X4 OVER CONTINUOUS SUPPORT UPLIFT REACTIONS) : Support C&C Wind Non -Wind 2 -36 lb 3 -9 lb 4 -9 lb 5 -7 lb 6 -9 lb 7 -9 lb 8 -33 lb 9 -34 lb This truss is designed using the CBC -07 / AS CE7-05 Specification Bldg Enclosed - Yes, Importance Factor 1.00 Truss Location - Not End Zone Hurricane/Ocean Line No,Exp Category - C Bldg Length - 80.00 ft, Bdg Width - 40.00 ft Mean roof height - 22.50 ft, mph - 85 ASCE7 II Standard Occupancy, Dead Load - 15.6 psf Designed as Main Wind Force Resisting System - Low-rise and Components and Cladding Tributary Area - 46 sqft --LOAD CASE #1 DESIGN LOADS ---------------- Dir L.Plf L.Loc R.Plf R.Loc LL/TL TC Vert 90.00 - 2- 1- 0 90.00 0- 0- 0 0.67 TC Vert 134.00 0- 0- 0 134.00 5- 0- 0 0.66 TC Vert 134.00 5- 0- 0 134.00 10- 0- 0 0.66 TC Vert 90.00 10- 0- 0 90.00 12- 1- 0 0.67 BC Vert 70.00 0- 0- 0 70.00 5- 0- 0 0.41 BC Vert 70.00 5- 0- 0 70.00 10- 0- 0 0.41 Ell June 30, 2009 ClWt4 All connector plates are Truswal 20 ga. or Wave 20 ga., unless preceded by "HS" for HS 209a., "S" for SS 18 ga. from Alpine' �.,r✓ from T swal, positioned per Joint Detail Reports. Circled pats and false 12/2/2008 n'�'�oo Q or preeeded by "NIX" for TWMX 20 ga. or "H" for 16 gable frame plates are positioned as shown above. Shift able stud plates to avoid overlapWith structural plates or staple). 1 ` Q 413 -FST Read all notes on this sheet and give a copy of it to the Erecting Contractor. Cust: MATTHEW GERSPACHER l..!'1 This design ie for an individual building component not truss system. It has been based on specifications provided by the component manufacturer WO' D ri ve-N-080527 r2_L00005-J 00001 ® end done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions DS RM #LC = 53 WT: 114# nr: g T R U S WA L a re to beweriried by thecomponent manufacturer and/or building designer desi Prior to fabricotion. Tha building designer must exenafn that the loads utilimd on this design meet or exceed me loading imposed by the local building code and the particular application. The design assumes that me lop chord TC Live 30.00 psf Li veDu r L=1.15 P=1.15 is laterally braced by the roof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless omerwise TC Snow(Pf) 30.00 psf SnowDur L=1.15 P=1.15 ®TC SYSTEMS noted. Bracing shown is for lateral support ofcomponent3 members only to reduce buckling length. This component shall not be placed in any environment mat will cause Ne moisture content of the wood to exceed 19% andfor cause connector plate corrosion. Fabricate, handle. install Dead 12.00 psf Rep Mbr Bind / Comp / Tens RM Building Components Group, Inc. and brace this truss in accordance with the folloWng standards Joint and Cutting Detail Repondevailable as output from Trilswal software. 'ANSIfrPI BC Live 0.00 psf 1.00 / 1.00 / 1.00 1'. WTCA 1'- Wood Truss Council of America Standard Design Responsibilities. 'BUILDING COMPONFNT SAFETY INFORMATION'- BC Dead 10.00 psf 0. C. Spaci ng 2- 0- 0 4445 Norrhp my Ur. Sfa, 102, Colo. Siege., CO 80007 (SCSI 1.03) end SCSI SUMMARY SHEETS' by WTCA and TPI. The Truss Plate Institute (TPI) is located at 583 D'Onafrio Drive, Madison, TRUSPLUS 6.0 VER: T6.5.7 Wisconsin 53719. The American Forest and Paper Association (AFPA)islocated at1111191hStreet, NW, St. 800,Washington. DC2003e. Bldg Code: CBC -07 DEFL RATIO: L/360 TC: L/36 Job Name: GERSPACHER RES R2 Truss ID: D1G Qty: 1 BRG X -LOC REACT SIZE REQ'D TC 2x4 DFL #1 & Btr. MONITOR USED -See Joint Report** UPLIFT REACTION(S) D5 n r • RM #LC = 5 3 WT: 179# 9 ' . 1 0- 1-12 29-10- 520 3.50" 1.50" BC 2x4 DFL #1 & Btr. ;-[PM]-PLATE Designed per ANSI/TPI 1-2002 Support C&C Wind Non -Wind 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 4 BRG REQUIREMENTS 520 3.50" 1.50" shown are based ONLY DG SLIDER 2x4 DFL #1 & Btr. This design does not account for long term 1 -22 lb Rep Mbr Bind / Comp / Tens on the truss material at each bearing WEB 2x4 DFL STANDARD GBL BILK - time dependent loading (creep). Building 2 -25 1b CAI*- Wood once Standard LleagnResponsibitifies,'BUILUINGCOMPONENI'SOEI'YINFOHMAI'ION'- MAX DEFLECTION (span) O.C.Spaeing 2- 0- 0 2x4 DFL STANDARD THIS DESIGN IS THE COMPOSITE RESULT OF Designer must account for this. Refer to Joint QC Detail Sheets for This truss is designed using the CBC -07 / ASCE7-05 Specification L/999 MEM 8-9 L- -0.01" D- -0.01" (LIVE) LC 43 T= -0.02" MULTIPLE LOAD CASES. Cq factors and Rotational Tolerances. Bldg Enclosed Yes, Importance Factor 1.00 CRITICAL MEMBER FORCES: IF THIS TRUSS IS CARRIED IN A HANGER, THAT IRC/IBC truss plate values are based on Truss Location = Not End Zone TC COMP.(DUR.)/ TENS.(DUR.) CSI HANGER IS BASED ON 1.5" HANGER NAILS FOR testin and approval as required b IBC 1703 gg PP q y Hurricane Ocean Line No Ex Category / P 9 Y = C 1-2 -407 <1.15 / 2-3-465(l.ls/ 53 1.60 0.08 94€1.60 0.08 1 -PLY AND 3" HANGER NAILS FOR MULTI -PLY CARRYING MEMBERS. IF 2.5" GUN NAILS and AN?I/TPI and are reported in available Bldg Length a 80.00 ft, Bldg Width = 40.00 ft 3-4 -46s 1.1s / 4-5 -393(1.15)/ 99(1.60))) 0.08 55(1.60) 0.08 ARE USED, THE HANGERS MUST BE RE-EVALUATED document ESR -1118. Loaded for 10 PSF non -concurrent BCLL. Mean roof height 23.60 ft, mph = 85 ASCE7 II Standard Occupancy, Dead Load = 15.6 psf (BY OTHERS). Loaded for 200 lb non-concurrent.moving BCLL Designed as Main Wind Force Resisting System BC COMP.(DUR.)/ TENS.f(DUR.1_60)y3) CSI May use adequate staples for able blocks. BUI�ESIGNEDATODING ASCE7-05 SNOW LOAD DESIGN CRITERIA: - Low-rise and Components and Cladding 8-e -14611.60 / 32iji.is5 o.ia NER VERIFY CABLE LOAD SS IS Pgf-i 48 psf, Ce 1.0,0 In Tributary Area 20 sgft 9-10 ' -174(1.60)/ 173(1.60) 0.11 SUPPORTLTHEB LOADSHSPECIFiEO PLATin ING6ASED ONfGREENOLUMBER VALUES. WB COMP.(OUR.)/ TENS.(DUR.) CSI BASED ON THE O.C. SPACING AND ANY ADDITIONAL LOADS SHOWN. 20 psf bottom chord live load NOT required 1-6 -484(1.15 / 33 1.60 o.os [+] gable bracing required 0 56" intervals, on this crus per IBC IRC requirements for 1-7 -1 1.60 / 2-7-2s5S1.15 / 316 1.153 o.1a 32 1.60) o.a7 if ex osed to wend load a P applied to face. attics with lsimited storage. 2-8 84 1.60 / '160 1.60) 0.05 See "General Gable Details', C002065035. - 3-8 -87(1.60)/ 351(1.15) 0.16 4-8 -81(1.60)/ 4-9 -302(1.15)/ 154(1.603 0.05 33(1.60 0.07 5-9-2(1.60)/ 321(1.15) 0.14 5-10 -484(1.15)/ 36(1.60) 0.08 , Attach secondary top chord(if shown) with min. 2-4 (2x4) or 3-6 plates (2x6) at 24" o.c. and applied rotated, in addition to the heel plating shown. The secondary top chord may be notched 1.5" for outlookers, max. DO NOT NOTCH WHERE SHOWN BY (ane) + + + + + + + + + + + + + + + + + + + + + + OVERHANG(S) MAY BE SHORTENED UP TO 3" MAX.! Overhang Soffit loading - 3.0 psf + + + + + + + + + + + + + + + + + + + + + + End verticals are designed for axial loads only unless noted otherwise. Extensions above or below the truss profile (if any) have been designed for loads indicated only. Horizontal loads applied at the end of the extensions have not been considered unless shown. A drop -leg to an 8- -3 otherwise unsupported wall may create a T hinge effect that requires additional design consideration (by others). 3- -3 W:308 -"-•W:308 8.00 8.00 R:520 0-A-8 � � 0-A-8 R:520 U:-22 l 4-8-8 1 1 U:25 f 3-1-0 4-8-8 f 3-1-0 -� TYPICAL PLATE: 1.5X4 8-5-15 SHIP 3- -3 All connector plates are Truswal 20 ga. or Wave 20 ga., unless preceded by "HS" for HS 201)a., "S" for SS 18 ga. from Alpine* or preeeded by "MX" for TWMX 20 ga. or "H" for 16 gable from Truswal, posdioned per Joint Detail Reports. Circled pats and false 12/2/2008 /�/200 Q frame plates are positioned as shown above. Shut able stud plates to avoid overlapWith structural plates or staple). v 413 - CFSST� Read all notes on this sheet and give a copy of it to the Erecting Contractor. Cust: MATTHEW GERSPACHER This design is for en individual building component net buss system. It hes been based on specifications provided by the component manufacturer W0: Dri ve_N_080527 r2_L00005_J00001 ® and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions D5 n r • RM #LC = 5 3 WT: 179# 9 ' T R U S WA L ere to be vedfied by the component manufacturer and/or building designer prior to fabrll,l-. The building designer must ascertain that the loads 1111md on This design meet or exceed the loading imposed by the local building coda end the perlculer epplice8on. The design assumes that the tap chard TC Live 30.00 psf Li veDu r L=1.15 P=1.15 is laterally braced by the roof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise 'TC Snow(Pf) 30.00 psf SnowDur L=1.15 P=1.15 ®SYSTEMS .alae. erapingenowniaferlateralaupponarcomponentemembmaenlylpredacebuaklinglength. Thiscomponentehailnetbeplacedlnany environment that will cause me moisture content of the wood to exceed lg%end/or cause connector plate corrosion. Fabricate, handle, install TC Dead 12.00 psf Rep Mbr Bind / Comp / Tens JPrWBuildingComponents Group, Inc. and brace this buss in accordance with the following standards:' Joint and Cutting Detail Reports'available as output from Truswal software, 'ANSI/IPI1','W'I 'I'm3sGouncilatAm BC Live 0.00 psf 1.15 / 1.10 / 1.10 CAI*- Wood once Standard LleagnResponsibitifies,'BUILUINGCOMPONENI'SOEI'YINFOHMAI'ION'- BC Dead10.00 psf O.C.Spaeing 2- 0- 0 4443 Northpark Dr. Ste. 10Z Colo. Spga, CO 80907 TRUSPLUS 6.0 VER: T6.5.7 (BCSI 1-03) and'BCSI SUMMARY SHEETS' by WTCA and TPI. The Truss Plate Institute (TPI) is located at 583 D'Onof iio Drive, Madison, Wisconsin 53719. The American Forest and Paper Assoxiationt (AFPA) is located at I I I I 19th Street NW. Ste 800, Washington, DC 20036. Bldg Code: CBC -07 DEFL RATIO: L/360 TC: L/36 Job Name: GERSPACHER RES R2 Truss ID: D2 Qty: 1 BRG X -LOC REACT SIZE REQ'D TC 2x4 DFL #1 & Btr. Designed per ANSI/TPI 1-2002 Required bearing widths and bearing areas 1 0- 1-12 797 HGR 1.50" 2 9-10- 4 797 HGR BC 2 x 4 DFL #1 & Btr. This design does not account for long term apply when truss not supported in a hanger. 1.50" BRG REQUIREMENTS shown are based ONLY WEB 2x4 DFL STANDARD Refer to Joint QC Detail Sheets for time dependent loading (creep). Building Designer must account for this. UPLIFT REACTION(S) : Support C&C Wind Non -Wind on the truss material at each bearing Cq factors and Rotational Tolerances. THIS DESIGN IS THE COMPOSITE RESULT OF 1 -103 lb BRG HANGER/CLIP NOTE 1 HUS26 IRC/IBC truss plate values are based on MULTIPLE LOAD CASES. 2 -103 lb 2 °HUS26 testingg and approval as required by IBC 1703 IF THIS TRUSS IS CARRIED IN A HANGER, THAT This truss is designed using the Support Connections)/Hanger(s) are and ANSI/TPI and are reported in available HANGER IS BASED ON 1.5" HANGER NAILS FOR CBC -07 / ASCE7-05 Specification not designed for horizontal loads. document ESR -1118. 1 -PLY AND 3" HANGER NAILS FOR MULTI -PLY Bldg Enclosed - Yes, Importance Factor - 1.00 SEE CATALOG Loaded for 10 PSF non -concurrent BCLL. CARRYING MEMBERS. IF 2.5" GUN NAILS ARE Truss Location - Not End Zone ADDITIONAL FOR ADDITIONAL INSTALLATION NOTES Loaded for 200 lb non -concurrent moving BCLL 9 USED, THE HANGERS MUST BE RE-EVALUATED Hurricane Ocean Line No Ex Category - C / 9 Y MAX DEFLECTION (span) ASCE7-05 SNOW LOAD DESIGN CRITERIA: Py 48 Ce I Ct (BY OTHERS). W Bldg Length -. 80.00 ft, Bldg Width - 40.00 ft L/999 MEM 5-6 (LIVE) LC 44 - psf, -0.90, -1.00, - 1.00 PLATING BASED ON GREEN LUMBER VALUES. Mean roof height - 23.60 ft, mph 8S L- -0.08" D- -0.02" T- -0.11" Pfmin'- 20 psf End verticals are designed for axial loads 9 ASCE7 II Standard Occupancy, Dead Load - 15.6 P Y. psf CRITICAL MEMBER FORCES: 20 sf bottom chord live load NOT required only unless noted otherwise. Designed as Main Wind Force Resisting System Tc COMP.(DUR.)/ TENS.(DUR.) CSI on this truss, per IBC/IRC requirements for Extensions above or below the truss profile - Low-rise and Components and Cladding 1-2 -s39 1.1s)/ 119<1.60 0.30 2-3 -539 1.15)/ attics with limited storage. (if any) have been designed for loads Tributary Area - 20 sq ft 119(1.60 0.30 indicated only. Horizontal loads applied at BC COMP. DUR. / TENS. DUR. CSI the end of the extensions have not been 4-5 -193 1.603/ 198((1.60))0.35 considered unless shown. A drop -leg to an 5-6 -193 1.60)/ 198(1.60) 0.35 otherwise unsupported wall may create a 6B COMP. (DUR.)/ TENS.<DUR. CSI hinge effect that requires additional design 1-a -052(1.15)/ 130(1.60 0.15 consideration (by others). 1-5 -51 1.60)/ 297(1.15) 0.13 2-5 _31(1.603/ 305(1.253 0.12 3-5 51(1.60 / 297(1.15 0.13 1.60 3-5 -751 / 130(1.60) 0.15 5-0-0 5-0-0 ;1 t2 3; 12.00 -12.00 8- -3 3- -3 PIYA B1 HUS26 2X4 8.001 1-8.00 2X4 *HUS26 W:308 0-� 8 0-A-8 W:308 R:797 4-8-8 R:797 U:-103 r I 4-8-8 1 U:-103 10-0-0 4 5 6 8- 3 SHIP 3- -3 All connector plates are Truswa1 20 ga. or Wave 20 ga., unless preceded by "HS" for HS 20 ga., "S" for SS 18 ga. from Alpine; +■� or preceded by "MX" for TWMX 20 ga. or "H" for 16 ga. from Truswal, positioned per Joint Detail Reports. Circled plates and false 12/2/2008 �//'`�/200 Q frame plates are positioned as shown above. Shift gable stud plates to avoid overlap with structural plates (or staple). t Q 413 - CFST (CU Read all notes on this sheet and give a copy of it to the Erecting Contractor. Cust: MATTHEW GERSPACHER This design is for an individual builtling component not Wss system. ,,as beer based on spxificationa provided by the component manufacturer WO • Dri ve-N-080527 r2-LOOOOS-)OOOO1 ® and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions to be Ds n r • RM # LC = 47 WT • 96# 9 T R U S WA L are verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the foods 111imd on lhis design meet or exceed the loadi g imposed by the local buifdirg code end the panticular application. The design assumes that the lop chord TC Live 30.00 psf Li veDu r L=1.15 P=1.15 ielat-lly.,.by the -for florraheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unfessotherwise TC Snow(Pf) 30.00 psf SnowDur L=1.15 P=1.15 ® SYSTEMS noted. Bracing shown 13 far lateral support ofcomponents 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 l9% and/or cause connector plate corrosion. Fabricate, handle. install TC Dead 12.00 psf Rep Mbr Bnd / Comp / Tens #M Building Components Group, Inc. end brace this truss in accordance with the following standards:'Joint and Cutting Detail Reports' available as output from Truswal softwere, 'ANSI/TPI BC Live 0.00 psf 1.15 / 1.10 / 1.10 1', WTCA V. Wood Truss Council of America Standard Design Reeyt W1,4lities.'BUILDINo COMPONENT SAFETY INFORMATION'- DC Dead 10.00 psf 0. C. Spaci ng 2- 0- 0 I415 Northpark Dr. Sto. 102, Colo. Spg&, Co Wool TRU SPLUS 6.0 VER: T6.5.7 (SCSI 1.03) end'BCSI SUMMARY SHEETS' by WTCA and TPI. The Truss Plate Institute (TPI) Is located at 583 O'Onofrio Drive. Madison. 1 Wisconsin 53719. The American Forest and Paper Association (AFPA)Islocated at111119th Street. NW, St. 800.Washington. DC20038. Bldg Code: CBC -07 DEFL RATIO: L/360 TC: L/36 Job Name: GERSPACHER RES R2 Truss ID: J2 Qty: 28 BRC X -LOC REACT SIZEREQ'D 1 0- 1-12 404 3.50"1.50" 2 1-11- 4 52 1.50" 1.50" 3 1-11- 4 140 1.50" 1.50" BRG REQUIREMENTS shown are based ONLY on the truss material at each bearing MAX DEFLECTION (span) : L/999 MEM 3-4 (LIVE) LC 47 L- 0.00" D- 0.00" T- 0.00" CRITICAL MEMBER FORCES: TC COMP. (OUR.)/ TENS.(DUR.) CSI OL- 3. 0(1.60)/ 81(1.15) 0.31 1-z 52((1.15))/ 21((1.15)) 0.10 2-0 -2 1.15 / 1 1.60 0.00 BC COMP. DUR. / TENS.(DUR.) CSI 3-4 -30 1.60 / 111(1.60) 0.10 4-0 0(1.15)/ 0(1.15) 0.00 TC 2x4 DFL #1 & Btr. BC 2x4 DFL #1 & Btr. FILL CHD 2x4 DFL #1 & Btr. Refer to Joint QC Detail Sheets for Cq factors and Rotational Tolerances. IRC/IBC truss plate values are based on testing and approval as required by IBC 1703 and AN and are reported in available document ESR -1118. Loaded for 10 PSF non -concurrent BCLL. Loaded for 200 lb non -concurrent moving BCLL ASCE7-05 SNOW LOAD DESIGN CRITERIA: Pg - 48 psf, Ce =0.90, I-1.00, Ct - 1.00 Pfmin - 20 psf PLATING BASED ON GREEN LUMBER VALUES. + + + + + + + + + + + + + + + + + + + + + + OVERHANG(S) MAY BE SHORTENED UP TO 3" MAX.! Overhang Soffit loading - 3.0 psf + + + + + + + + + + + + + + + + + + + + + + Designed per ANSI/TPI 1-2002 This design does not account for long term time dependent loading (creep). Building Designer must account for this. THIS DESIGN IS THE COMPOSITE RESULT OF MULTIPLE LOAD CASES. IF THIS TRUSS IS CARRIED IN A HANGER, THAT HANGER IS BASED ON 1.5" HANGER NAILS FOR I_ PLY AND 3" HANGER.NAILS FOR MULTI -PLY CARRYING MEMBERS. IF 2.5" GUN NAILS ARE USED, THE HANGERS MUST BE RE-EVALUATED (BY OTHERS). Mark all interior bearing locations. Install interior support(s) before erection Shim bearings (if needed) for req. support. 20 psf bottom chord live load NOT required on.this truss, per IBC/IRC requirements for attics with limited storage. 6r DD B2 W:108 1- 3 R:52 U:-36 2-3 HIP B W 108 R: 40 U.- 6 2-0-0 r I 2-0-0 All connector plates are Truswal 20 ga, or Wave 20 ga., unless preceded by "HIS" for HS 20 ga., "S" for SS 18 ga. from Alpine; or preceded by "MX" for TWMX 20 ga. or "H" for 16 ga. from Truswal, positioned per Joint Detail Reports. Circled plates and false frame plates are positioned as shown above. Shift gable stud plates to avoid overlap With structural plates (or staple). TYPICAL PLATE: 1.5X4 UPLIFT REACTION(S) : ' Support C&C Wind Non -Wind 1 -163 lb 2 -14 lb -36 lb 3 -6 lb -36 lb This truss is designed using the CBC -07 / ASCE7-05 Specification Bldg Enclosed = Yes, Importance Factor - 1.00 Truss Location Not End Zone Hurricane/Ocean Line No Exp Category -C Bldg Length - 80.00 ft, Bidg Width 40.00 ft Mean roof height 19.90 ft, mph - 85 ASCE7 II Standard Occupancy, Dead Load - 15.6 psf Designed as Main Wind Force Resisting System - Low-rise and Components and Cladding Tributary Area = 4 sqft June 34, 2009 Clvo, 413 - UNTZ WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Cust: MATTHEW GERSPACHER ) This designIsforanindividualbuildingcomponentnottrusssystem.Ithasbeenbasedonspecificationsprovidedbythecomponentmanufacturer WO'Drive-N_080527r2_L000o5_JOOOOI ® and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions Ds RM #LC 47 WT: 17# ere to ba verified by the component manufacturer and/or building designer prior to fabrication. The building designer must oscanain that the loads nr' = g ' T uUlimd 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 TC Live 30.00 psf L i veDu r L=1.15 P=1.15 R U S WA L is laterally braced by the root or flow sheathing and the bottom chord Is laterally braced by a rigid sheathing materiel directly attached, unless otherwise TC Snow(Pf) 30.00 psf SnowDur L=1.15 P=1.15 ®SYSTEMS noted. Bracinga-isfwlalerataup-r.O"emponemsman- only 10 reduce bucNin.I-Iti. Thbcomponentehall no, -placedinany environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate. handle, install TC Dead 12.00 psf Rep Mbr Bnd / Comp / Tens and brace this truss in accordance with the following standards: 'Joint and Cutting Detail Reports'emilable as output from Twswel software, BC Live 0.00 psf 1.15 / 1.10 / 1.10 JM Building Components Group, Inc. 'ANSI/I YI V. W ICA 1'- Wood IW33 (:Owlcll Of Amenca Standard Uesign KW;Ponaibllnlee,'BUILUINU UUMF0NtNI 8AFErY INFORMATION'- BC Dead 10.00 psf O. C. Spaci ng 2- 0- 0 4445 Northpwfr Dr. Ste- 102• Colo. Spga, Co 80907 (SCSI 1.03) and'BCSI SUMMARY SHEETS' by WTCA and TPI. The Truss Plate Institute (TPI) is located at 583 D'Onohio Drive, Madison. TRUSPLUS 6.0 VER: T6.5.7 Wisconain53719. The American Forest and Paper Association(AFPA)islocated at111119th Street. NW. Ste 800.Washington. DC20038. Bldg Code: CBC -07 DEFL RATIO: L/360 TC: L/18 Job Name: GERSPACHER RES R2 Truss ID: J2N Qty: 2 BRG X -LOC REACT SIZEREQ'D 1 0- 1-12 207 3.50" 1.50" 2 1-11- 471 1.50" 1.50" 3 1-11- 4. 160 1.50" 1.50" BRG REQUIREMENTS shown are based ONLY on the truss material at each bearing MAX DEFLECTION (span) : L/999 MEM 3-4 (LIVE) LC 44 L- 0.00" D- 0.00" T= 0.00" TC COMP. DUR. / TENS.(DUR. CSI 1-2 725 1.15 / 29(1.15 0.04 2-0 -2 1.15 / 1(1.60 0.00 BC COMP.(OUR.)/ TENS.(DUR.) CSI 3-4 -14(1.60)/ 44(1.60) 0.07 4-0 0(1.25)/ 0(1.60)'0.00 TC 2x4 DFL #1 & Btr. BC 2x4 DFL #1 & Btr. Refer to Joint QC Detail Sheets for Cq factors and Rotational Tolerances. IRC/IBC truss plate values are based on testingg and approval as required by IBC 1703 and AN and are reported in available document ESR -1118. Loaded for 10 PSF non -concurrent BCLL. Loaded for 200 lb non -concurrent moving BCLL ASCE7-05 SNOW LOAD DESIGN CRITERIA: Pg - 48 psf, Ce -0.90, I -1.00, Ct - 1.00 Pfmin - 20 psf Shim bearings (1f needed) for req. support. 20 psf 'bottom chord live load NOT required on this truss, per IBC/IRC requirements for attics with limited storage. . 1-0 3 T 043 1 Designed per ANSI/TPI 1-2002 This design does not account for long term time dependent loading (creep). Building Designer must account for this. THIS DESIGN IS THE COMPOSITE RESULT OF MULTIPLE LOAD CASES. IF THIS TRUSS IS CARRIED IN A HANGER, THAT HANGER IS BASED ON 1.5" HANGER NAILS FOR 1 -PLY AND 3" HANGER NAILS FOR MULTI -PLY CARRYING MEMBERS. IF 2.5" GUN NAILS ARE USED, THE HANGERS MUST BE RE-EVALUATED (BY OTHERS). Mark all interior bearingg locations. Install interior supports) before erection. PLATING BASED ON GREEN LUMBER VALUES. 6� 00 B, W:30" 3 2-0-0 4 r R:207 U:-6 B2 W:108 R:71 U:-35 1-4-3 83 W:108 RAN U: UPLIFT REACTIONS) : Support C&C Wind Non -Wind 1 -6 lb -2 -3S lb This truss is designed using the CBC -07 / ASCE7-05 Specification Bldg Enclosed Yes, Importance Factor - 1.00 Truss Location = Not End Zone Hurricane/Ocean Line = No,Exp Category = C Bldg Length - 80.00 ft Bdg Width = 40.00 ft Mean roof height - 19.60 ft, mph = 85 ASCE7 II Standard Occupancy, Dead Load - 15.6 psf Designed as Main Wind Force Resisting System -Low-rise and Components and Cladding Tributary Area - 4 sgft June 30, 2009 CIVI1.. /I All connector plates are Truswal 20 ga. or Wave 20 ga., unless preceded by "HS" for HS 20 gga., "S" for SS 18 ga. from Alpine; or preceded by "MX" for TWMX 20 ga. or "H" for 16 ga. from Truswal, positioned per Joint Detail Reports. Circled plates and false frame plates are positioned as shown above. Shift gable stud plates to avoid overlap With structural plates (or staple). 413 - USSTZ Read all notes on this sheet and give a copy of it to the Erecting Contractor. Cust: MATTHEW CERSPACHER ' ) 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_N_080527 r2_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 n r Ds : RM #LC = 45 WT' 8# are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads 9 ' T R U S ullimd 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 TC Live 30.00 psf Li veDu r L=1.15 P=1.15 WA L is laterally braced by the roof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise TC Snow(Pf) 30.00 psf SnowDur L=1.15 P=1.15 ®ca SYSTEMS noted. Bracing shown is for lateral support ofcomponenlsmembersonly toreduce buckling length. This component shall not be placed in any environment that will use the moisture content of the weed to exceed 19%and/or cause connector plate corrosion. Fabricate. handle, install TC Dead 12.00 psf Rep Mbr Bnd / Comp / Tens and brace this truss in accordance with the following standards: 'Joint and Cutting Detail Reports.vailableas from Truswal BC Live 0.00 psf 1.15 / 1.10 / 1.10 J7(b►Building Components Group, Inc. output software. 'ANSIRPI 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 4445 NoWWw* Dr. Sm. 1u1, Com. Jpga, CO 80907 (BCSI 1-03) and'BCSI SUMMARY SHEETS' by WTCA and TPI. The Truss Plate Institute (TPI) is located at 583 O'Onofrio Drive. Madison. ' TRUSPLUS 6.0 VER: T6.5.7 Wisconsin 53719. The American Forest and Paper Association (AFPA)islocated at111119thSIree4NW, St. 800•Weshingm,DC20036. Bldg Code: CBC -07 DEFL RATIO: L/360 TC: L/18 Job Name: GERSPACHER RES R2 Truss ID: J42 Qtv: 4 BRG X -LOC REACT SIZE REQ'D TC 2x4 DFL #1 & Btr. 1 0- 1-12 269 3.50" 1.50" BC 2x4 DFL #1 & Btr. 2 1-11- 0 79 1.50" 1.50" FILL CHD 2x4 DFL #1 & Btr. 3 3-11- 4 202 1.50" 1.50" Refer to Joint QC Detail Sheets for BRG REQUIREMENTS shown are based ONLY Cq factors and Rotational Tolerances. on the truss material at each bearing IRC/IBC truss plate values are based on MAX DEFLECTION (span) : testingg and approval as required by IBC 1703 L/999 MEM 3-4 (LIVE) LC 45 and ANSI/TPI and are reported in available L- -0.02" D- -0.01" T- -0.03" document ESR -1118. CRITICAL MEMBER (DU Fo8CE5: Loaded for 10 PSF non -concurrent BCLL. TC COMP. (DUR.)/ TENS. (DUR.) CSI OL- 1 0 1.15 / so<1.1s 0.06 Loaded for 200 lb non -concurrent moving BCLL 1-2-al(1.15)/ al(l.ls� 0.11 ASCE7-05 SNOW LOAD DESIGN CRITERIA: 2-0 -3(1.15)/ 0 1.25 0.00 Pg - 48 psf, Ce =0.90, I -1.00, Ct - 1.00 384 CO -36(1.60)/ TENS. 0.22 PLATING BASED psf NfGREEN LUMBER VALUES. 4-0 0((1.25))/ 0(1.15) 0.00 + + +++ ++++ ++ +++++++++ ++ OVERHANG(S) MAY BE SHORTENED UP TO 3" MAX.! Overhang Soffit loading - 3.0 psf Designed per ANSI/TPI 1-2002 This design does not accountfor long term time -dependent loading (creep). Building Designer must account for this. THIS DESIGN IS THE COMPOSITE RESULT OF MULTIPLE LOAD CASES. IF THIS TRUSS IS CARRIED IN A HANGER, THAT HANGER IS BASED ON 1.5" HANGER NAILS FOR 1 -PLY AND 3" HANGER NAILS FOR MULTI -PLY CARRYING MEMBERS. IF 2.5" GUN NAILS ARE USED, THE HANGERS MUST BE RE-EVALUATED (BY OTHERS). Mark all interiorbearing@ locations. Install interior supports) before erection Shim bearings (if needed) for req support. 20 psf bottom chord live load NOT required on this truss, per IBC/IRC requirements for attics with limited storage.' 2 '8.00 3X� TYPICAL PLATE: 3X4 2 4SHIP W:108 R:202 U: All connector plates are Truswal 20 Be. or Wave 20 ga., unless preceded by "HS" for HS 208a., "S" for SS 18 ga. from Alpine; or preceded by "MX" for TWMX 20 ga. or "H" for 16 Be. from Truswal, positioned per Joint Detail Reports. Circled plates and false frame plates are positioned as shown above. Shift gable stud plates to avoid overlap with structural plates (or staple). UPLIFT REACTIONS) : Support C&C Wind Non -Wind 1 -36 lb 2 -32 lb This truss is designed using the CBC -07 / ASCE7-05 Specification Bldg Enclosed - Yes, Importance Factor - 1.00 Truss Location - Not End Zone Hurricane/Ocean Line No Exp Category = C - Bldg Length - 80.00 ft, Bidg Width 40.00 ft Mean roof height - 9.73 ft, mph 85 ASCE7 II Standard Occupancy, Dead Load - 15.6 psf. Designed as Main Wind Force Resisting System - Low-rise and Components and Cladding Tributary'Area - 8 sqft June 30, 'C1V14 T_ 413 - CF&T' WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Cust: MATTHEW GERSPACHER This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer WO: D r i ve_N_08052 7 r 2_L00005_] 00001 ' end done In accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions DS n r • RM #LC = 5 3 WT - 16# are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads g ' TC L T ve 30.00 psf Li veDu r L=1.15 P=1.15 T R utill-d on this design meet or exceed Ne loading imposed by the local building code end Ile particular application. The design assumes that the top chord U S WA L Is laterally braced by the roof or floor sheathing end the bottom chord ie laterally braced by a rigid sheathing material directly attached, unless otherwise TC Snow(Pf) 30.00 psf SnowDur L=1.15 P=1:15 ® SYSTEMS noted. Bracing shown I. for lateral support ofcomponents 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 TC Dead 12.00 psf Rep Mbr Bnd / Camp / Tens and brace this was in accordance with the following a tandards:'Joint and Culling Detail Reports• available as output from Truswal software. BC Live 0.00 psf 1.15 / 1.10 / 1.10 OMBUildingComponents Group, Inc. 'ANSIrrPIV.WTCAV-WoodTM33CouncilofAmericaStandardCraslgnResponslbilitiw.'DUILDINGCOMPONENTSAFETYINFORMATION'- BC Dead 10.00 psf O.C.Spacing 2- 0- 0 4606 Northpank Dr. Sto, 102, Colo.Spps., CO 80007 (SCSI 1-03) and'BCSI SUMMARY SHEETS' by WTCA and TPI. The Truss Plate Institute (TPI) is located at 583 D•Onofrio Drive. Madison, TRUSPLUS 6.0 VER: T6.5.7 Wisconsin 53719. The American Forest and Paper Association (AFPA)islocated at11111gt Street. NW; Ste 800, Washington. OC 20030. Bldg Code: CBC -07 .DEFL RATIO: L/360 TC: L/18 Job Name: GERSPACHER RES R2 Truss. ID: J44 Qty: 18 ERG X -LOC REACT SIZEREQ'D TC 2x4 DFL #1 & Btr. Designed per ANSI/TPI 1-2002 UPLIFT REACTION(S) : 1 0- 1-12 318 3.50" 1.50" 2 3-11- 4 144 1.50" 1.50" BC 2x4 DFL #1 & Btr. This design does not account for long term Support C&C Wind Non -Wind 3 3-11- 4 210 1.50" 1.50" FILL CHO 2x4 DFL #1 & Btr. time dependent loading (creep): Building 'must 1 -32 lb BRG REQUIREMENTS shown are based ONLY Refer to Joint QC Detail Sheets for Cq factors and Rotational Tolerances. Designer account for this. THIS 2 -82 lb on the truss material at each bearing IRC/IBC truss based DESIGN IS THE COMPOSITE RESULT OF This truss is designed using the MAX DEFLECTION (span) plate values are on testingg and by IBC MULTIPLE LOAD CASES. CBC -07 / ASCE7-05 Specification L/999 MEM 3-4 (LIVE) LC 45 approval as required 1703 and AN in IF THIS TRUSS IS CARRIED IN A HANGER, THAT Bldg Enclosed - Yes, Importance Factor - 1.00 L- -0.03" D- -0.01" T- -0.04" and are reported available document HANGER IS BASED ON 1.5" HANGER NAILS FOR Truss Location - Not End Zone CRITICAL MEMBER FORCES: ESR -1118. 1 -PLY AND 3" HANGER NAILS FOR MULTI -PLY Hurricane/Ocean Line No Exp Category - C TC COMP.(DUR.)/ TENS.(DUR.) CSI Loaded for 10 PSF non -concurrent BCLL. CARRYING MEMBERS. IF 2.5" GUN NAILS ARE Bldg Length.= 80.00 ft, Bldg Width 40.00 ft oL- 1 0<(1.60)/ .,0(1.15 0.08 Loaded for 200 lb non -concurrent moving BCLL USED, THE HANGERS MUST BE RE-EVALUATED Mean roof height 10.41 ft, mph 85 1-2 -93(1.15)/ 77(1.15 0.19 ASCE7-05 SNOW LOAD DESIGN CRITERIA: (BY OTHERS). ASCE7 II Standard Occupancy, Dead Load 15.6 psf 2-0 -3C(1.15))))/ 0(1.60 0.00 pg 48 psf, Ce -0.90, I -1.00, Ct - 1.00 Mark all interior bearing locations. Designed as Main Wind Force Resisting System- e- -0141.(0111. / TENS.<<DUR.) CSI Pfmin - 20 psf . Install interior support(.,) before erection. -.Low-rise and Components and Cladding 3-4 -57(1.60/ 1.,7(1.60) 0.25 PLATING BASED ON GREEN LUMBER VALUES. Shim bearings (if needed) for req. support. Tributary Area - 8 sqft 4-0 0(1.15)/ 0(0.90) 0.00 + + + + + + + + + + + + + + + + + + + + + + 20 psf bottom chord live load NOT required OVERHANG(S) MAY BE SHORTENED UP TO 3" MAX.! on this truss,per IBC/IRC requirements for Overhang Soffit loading - 3.0 psf attics with limited storage. 8�0 1-0-0 . 4-0-0 3 4r TYPICAL PLATE: 3X4 B2 W:108 R:144 U:-82 3 -7 3-11-7 SHIP El W:108 R:210 U: All connector plates are Tnlswal 20 ga. or Wave 20 ga., unless preceded by "HS" for HS 20a., "S" for SS 18 ga. from Alpine; �►rre�n./ or preceded by "MX" for TWMX 20 ga. or "H" for 16 ga. from Truswal, positioned per Joint Detail Reports. Circled plates and false 2/2/2008 frame plates are positioned as shown above. Shift gable stud plates to avoid overlap With structural plates (or staple). 413 - CFSTRead CCA3' all notes on this sheet and give a copy of it to the Erecting Contractor. Cust: MATTHEW GERSPACHER lie design Is for en individual building component not truss system. It has been based on speci6cetions provided by the component manufacturer WO • D rl ve_N_080527 r2-LOOOO5-300001 ® 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 • RM #LC = 49 WT' 20# g ' T R U S WA L are to be ,mil. b'y the component manufaclurm 1"dlor building designer prior to feb6"l-. The building designer must,,aloin that the loads utilized on this design meet or exceed the loading Imposed by the local building code and the particular application. The design assumes that the top chord TC Live 30.00 psf L i V eDu r L=1.15 P=1.15 is laterally braced by thereof or 0ooraheathing and the bottom chord is laterally braced by a rigid sheathing meterialdirectly attached, un18330therwise TC Snow(Pf) 30.00 psf SnowDur L=1.15 P=1.15 ® SYSTEMS noted. Bracing shown ie for lateral support of components membmeonly toreduce buckling length. This component shall not beplaced Many ar-l-mant --ill cause th-l-h r, content of the- I.-- la% and/or cause connoctor dale corrosion. Fabricate, heridle, install TC Dead 12.00 psf Rep Mur Bnd / Comp /Tens RBW Building Components Group, Inc. and hrace this trues in accordance with the following alandards:'Joint and Cutting Detail Repona' evanable as output from Twvval software, 'ANSlrrPI BC Live 0.00 psf 1.15 / 1.10 /.1.10 1', WTCA V. Wood Truss Council of Am mica Standard Design Responsibilities. *But DING COMPONENT SAFETY INFORMATION' - BC Dead 10.00 psf O. C. Spaci ng 2- 0- 0 4445 Northpark Dr. Ste. 102, Colo. Spg&, CO 80907 (BCSI 1-03) and'BCSI SUMMARY SHEETS' by WTCA and TPI. The Truss Plate Institute (TPI) is located a1683 D'Onohio Drive, Madison, TRUSPLUS 6.0 VER: T6.5.7 Wisconsin 53719. The American Forest and Paw Association (AFPA)islocated atl11119th Street, NW, Ste 800.Washington. DC20038. Bldg Code: CBC -07 DEFL RATIO: L/360 TC: L/18 Job Name: GERSPACHER RES R2 Truss ID: J62 Qty: 2 BRG X -LOC REACT SIZE REQ'D 1 0- TC 2x4 DFL #1 & Btr. Designed per ANSI/TPI 1-2002 UPLIFT REACTIONS) : 1-12 403 3.50" 1.50" 2 1-11- 0 158 1.50" 1.50" BC 2x4 DFL #1 & Btr. This design does not account for long term Support C&C Wind Non -Wind 3 5-11- 4 221 1.50" 1.50" FILL CHD' 2x4 DFL #1 & Btr. time dependent loading (creep). Building 1 -137 lb - BRG REQUIREMENTS shown are based ONLY Refer to Joint QC Detail Sheets for Cq factors and Rotational Tolerances. Designer must account for this. 2 ' -30 lb on the truss material at each bearing IRC/IBC truss plate values are based on THIS DESIGN IS THE COMPOSITE RESULT OF MULTIPLE LOAD CASES. This truss is designed using the CBC -07 / ASCE7-05 Specification MAX DEFLECTION (span) : L/999 MEM 3-4 (LIVE) LC 46 testingg and approval as required by IBC 1703 IF THIS TRUSS IS CARRIED IN A HANGER, THAT Bldg Enclosed = Yes, Importance Factor m 1.00 L- -0.07" D. -0.02" T= -0.09" and ANSI/TPI and are reported in available HANGER IS BASED ON 1.5" HANGER NAILS FOR Truss Location a Not End Zone CRITICAL MEMBER FORCES: document ESR -1118. 1 -PLY AND 3" HANGER NAILS FOR MULTI -PLY Hurricane/Ocean Line = No Exp Category - C TC CO MP. (DUR.)/ TENS.(DUR.) CSI Loaded for 10 PSF non -concurrent BCLL. CARRYING MEMBERS. IF 2.5" GUN NAILS ARE Bldg Length - 80.00 ft, Bldg Width = 40.00 ft g OL- 1 0(1.60)/ s7 ((1.15) 0.30 Loaded for 200 lb non -concurrent moving BCLL USED, THE HANGERS MUST BE RE-EVALUATED Mean roof height - 9.40 ft, mph = 85 1-2 -26(1,15)/ 19(1.25) 0.20 2-0 -2((((1.15)/ 1 1.60 0.00- ASCE7-05 SNOW LOAD DESIGN CRITERIA: (BY OTHERS). ASCE7 II Standard Occupancy, Dead Load = 15.6 psf Pg - 48 psf, Ce -0.90, I -1.00, Ct - 1.00 Mark all interior bearing locations. Designed as Main Wind Force Resisting System BC C0111'j UR.>/ TENS.CDUR.> CSI Pfmin - 20 psf Install interior support(s) before erection. - Low-rise and Components and Cladding 3-4 -18(1.60)/ 69(i.6o) 0.33 4-0 0(1.15)/ 0(1.25) 0.00 PLATING BASED ON GREEN LUMBER VALUES. + + + + + + + Shim bearings (if needed) for req support. Tributary Area - 12 sqft + + + + + + + + + + + + + + + OVERHANG(S) MAY BE SHORTENED UP TO 3" MAX.! 20 sf bottom chord live load NOT required on this truss, per IBC/IRC requirements for - Overhang Soffit loading - 3.0 psf - attics with limited storage. 413 - CFS TRUSWAL ® SYSTEMS RM Building Components Group, Inc. 4445 Nwthpvk Dr. Ste, 102, Colo. Spga, CO 80007 TRUSPLUS 6.O VER: T6.5.7 1I1 0-11-1 4 3X4 1 0-3 15 3X4 B1 W:308 RA03 U:-137 4.00 B2 W:108 R•1SA U:-30 3 4 All connector plates are Truswal 20 ga. or Wave 26 ga.; Zih(ess prece`d'ed by "HS" for HS 20.9a., "S" for SS 18 ga. from Alpine; or preceded by "MX" for TWMX 20 ga. or "H" for 16 ga. from Truswal, positioned per Joint Detail Reports. Circled plates and false frame plates are positioned as shown above. Shift gable stud plates to avoid overlap with structural plates (or staple). VAR-IMIGRead 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 AF.PA 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 uUliaed on this design most 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 oomponent9 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 this Was in accordance with thefollowing standards: 'Joint and Cutting Detail Reports' available 99 output from Truswal software, 'ANSI?PI 1', WTCA V- Wood Truss Council of Americo 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 D'Orafrio Drive, Madison, Wisconsin 53718. The American Forest and Paper Association (AFPA) is located at 1111 19th Street. NW, Ste 800, Washington, DC 20038. B3 W:108 R:221 U: ,lune 30, 2009 cIYl1- _,; a Cust: MATTHEW GERSPACHER WO:Drive-N_080527r2_L00005_3OOOO1 Dsgnr: RM #LC = 55 WT: 23# TC Live 30.00 psf LiveDur L=1.15 P=1.15 TC Snow(Pf) 30.00 psf SnowDur L=1.15 P=1.15 TC Dead 12.00 psf Rep Mbr Bnd / Comp / Tens BC Live 0.00 psf 1.15 / 1.10 / 1.10 BC Dead 10.00 psf O.C.Spacing 2- 0- 0 Bldg Code: CBC -07 IDEFL RATIO: L/360 TC: Job Name: GERSPACHER RES R2 Truss ID: J64 Qty: 2 BRG X -LOC REACT SIZE REQ'D TC 2x4 DFL #1 & Btr. Designed per ANSI/TPI 1-2002 UPLIFT REACTION(S) : 1 0- 1-12 460 3.50" 1.50 2 3-11- 0 BC 2x4 DFL #1 & Btr. This design does not account for long term Support C&C Wind Non -Wind WARNINGRead all notes on this sheet and give a copy of it to the Erecting Contractor. 149 1.50"1.50" 3 5-11- 4 227 1.50" 1.50" FILL CHO 2x4 DFL #1 & Btr. time dependent loading (creep). Building 1 -114 lb 00001 BRC REQUIREMENTS shown are based ONLY Refer to Joint QC Detail Sheets for Cq factors Rotational Tolerances. Designer must account for this. 2 -37 lb T R U S on the truss material at each bearing and IRC/IBC truss based THIS DESIGN IS THE COMPOSITE RESULTOFThis truss is designed using the is laterally braced by the roof or Boor sheathing and the bottom chard is lalsally braced by a rigid sheathing material directly attached, unless otherwise MAX DEFLECTION (span) : plate values are on testingg MULTIPLE LOAD CASES. CBC -07 / ASCE7-05 Specification TC Dead 12.00 psf L/823 MEM 3-4 (LIVE) LC 46 and approval as required by IBC 1703 ANSI/TPI IF THIS TRUSS IS CARRIED IN A HANGER, THAT Bldg Enclosed - Yes, Importance Factor =.1.00 1.15 / 1.10 / 1.10 0. T= -0.11" -CAL and and are reported in available document HANGER IS BASED ON 1.5" HANGER NAILS FOR Truss Location - Not End Zone CR ME R RCE:: CRITICAL MEMBER FORCES: ESR -1118. 1 -PLY AND 3" HANGER NAILS FOR MULTI -PLY Hurricane/Ocean Line No Exp Category - C TC COMP.(DUR:)/ TENS.(DUR.) CSI Loaded for 10 PSF non -concurrent BCLL. CARRYING MEMBERS. IF 2.5" GUN NAILS ARE Bldg Length - 80.00 ft, Bldg Width 40.00 9 9 ft oL- 3 o(3.2s /- 17 15 0.3o Loaded for 200 lb non -concurrent moving BCLL USED, THE HANGERS MUST BE RE-EVALUATED Mean roof height = 9.74 ft, mph 85 1-2 -46 1.35 / 45(1.Is) 0.22 ASCE7-05 SNOW LOAD DESIGN CRITERIA: (BY OTHERS). ASCE7 II Standard Occupancy, Dead Load - 15.6 psf 2-0 -2 1.35 / 1 1.60 0.00 Pg - 48 psf, Ce =0.90, I -1.00, Ct - 1.00 Mark all interior bearing locations. Designed as Main Wind Force Resisting System BC COMP.<<DUR.)/ TENS.(DU0..> CSI Pfmin - 20 psf Install interior support(s) before erection. - Low-rise and Components and Cladding 3-4-2g(3.6o)/ g5(3.60> 0.38 4-0 o(3.25)/ 0(1.60) 0.00 PLATING BASED ON GREEN LUMBER VALUES. Shim bearings (if needed) for req support. Tributary Area = 12 sq ft + + + + + + + + + + + + + + + + + + + + + + OVERHANG(S) MAY BE SHORTENED UP TO 3" MAX.! 20 psf bottom chord live load NOT required on this truss, per IBC/IRC requirements for Overhang Soffit loading - 3.0 psf + + + + + + + + + + + + + + + + + + + + + + attics with limited storage. 3X4 11^ 3X4 B1 W:308 R:460 U:-114 B2 W:108 R:149 U:-37 6-0-0 3 4 T 1-7-14 1 B3 W:108 R:227 U: 2-3-14 SHIP 'ri r ;lune 30, 2009 Clvtl. TYPICAL PLATE: 1.5X4 vF C All connector plates are Truswal 20 ga. or Wave 20 ga., unless preceded by "HS" for HS 20 ga., "S" for SS 18 ga. from Alpine' or preceded by "MX" for TWMX 20 ga. or "H" for 16 ga. from Truswal, positioned per Joint Detail Reports. Circled plates and false ^ ^ A frame plates are positioned as shown above. Shift gable stud plates to avoid overlap with structural plates (or staple). ` ` ` o o 12/2/2008 a 413 - CFNT2 WARNINGRead all notes on this sheet and give a copy of it to the Erecting Contractor. Cust: MATTHEW CERSPACHER This design Is for an individual building component not buss system. It has been based on specifications provided by the component manufacturer WO: Dri ve_N_080527 r2_L000OS_) 00001 and done in accordance vrith the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions DS n r • RM g #LC = 5 5 WT : 26# T R U S are to be willed by the component manufacturer and/or building designer prior to fabrication. The building designer must a-ftin that the loads utilised on this design meet or exceed the loading imposed by the local building code end he particular application. Thadesign assumes that the top chord TC Live 30.00 psf Li veDu r L=1.15 P=1.15 WA L is laterally braced by the roof or Boor sheathing and the bottom chard is lalsally braced by a rigid sheathing material directly attached, unless otherwise TC Snow(Pf) 30.00 psf SnowDur L=1.15 P=1.15 ® SYSTEMS rated. Bracing shown is for lateral support ofcomponentsmembers only toreduce 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 TC Dead 12.00 psf Rep Mbr Bnd / Comp / Tens EM Bullding Components Group, Inc. sndbrace this Was in accordance with thefollowing standards: 'Joint and Cutting Detail Reports'available as output from Truswal software. 'ANSI/7PI BC Live 0.00 psf 1.15 / 1.10 / 1.10 4445 Northpark Dr. Sta. 102, Colo. Spgs., Co 80907 TRUSPLUS 6.0 VER: T6.5.7 1', WTCA 1'- Wood Truss Council of America Standard Design Responsibilities,'BUILDING COMPONENT SAFETY INFORMATION' • (SCSI 1-03) and'BCSI SUMMARY SHEETS' by WTCA and TPI. The Truss Plate Institute (TPI) is located at 583 D'Onofrio Drive, Madison, BC Dead 10.00 psf 0. C. Spaci ng 2- 0- 0 Wisconsin 53719. The American Forest and Paw Association (AFPA) Is located at 1111 lgth Street. NW. Ste, 800. Washington, DC 20038. Bldg Code: CBC -07 DEFL RATIO: L/360 TC: L/18 Job Name: GERSPACHER RES R2 Truss ID: J66 Qtv: 2 BRC X -LOC REACT SIZE REQ'D 1 0- 1-12 531 3.50" 1.50" 2 5-11- 0 213 1.50" 1.50" 3 5-11- 4 236 1.50" 1.50" BRC REQUIREMENTS shown are based ONLY on the truss material at each bearing MAX DEFLECTION (span) : L/731 MEM 3-4 (LIVE) LC 46 L- -0.10" D- -0.04" T- -0.14" CRITICAL MEMBER FORCES: OLTCl COMPO(iU25)� TEN57(/U15) OC3II 0 1-2 7S 1.15 / 66(1.15) 0.42 2-0 -2(1.15)/ 1(1.60) 0.00 BC COMP. (DUR.)/ TENS.(DUR.) CSI 3-4 -39(1.60)/ 121(1.60) 0.42 4-0 0(1.15)/ 0(1.60) 0.00 TC 2x4 DFL #1 & Btr. BC 2x4 DFL #1 & Btr. FILL CHO 2x4 DFL #1 & Btr. Refer to Joint QC Detail Sheets for Cq factors and Rotational Tolerances. IRC/IBC truss plate values are based on testingg and approval as required by IBC 1703 and AN and are reported in available document ESR -1118. Loaded for 10 PSF non -concurrent BCLL. Loaded for 200 lb non -concurrent moving BCLL ASCE7-05 SNOW LOAD DESIGN CRITERIA: Pg = 48 psf, Ce =0.90, I -1.00, Ct - 1.00 Pfmin = 20 psf PLATING BASED ON GREEN LUMBER VALUES. + + + + + + + + + + + + + + + + + + + + + + OVERHANG(S) MAY BE SHORTENED UP TO 3" MAX.! Overhang Soffit loading - 3.0 psf + + + + + + + + + + + + + + + + + + + + + + Designed per ANSI/TPI 1-2002 This design does not account for long term time dependent loading (creep). Building Designer must account for this. THIS�DESIGN IS THE COMPOSITE RESULT OF MULTIPLE LOAD CASES. IF THIS TRUSS IS CARRIED IN A HANGER THAT HANGER IS BASED ON 1.5" HANGER NAIL FOR 1 -PLY AND 3" HANGER NAILS FOR MULTI -PLY CARRYING MEMBERS. IF 2.5" GUN NAILS ARE USED, THE HANGERS MUST BE RE-EVALUATED (BY OTHERS). Mark all interior bearingQ locations. Install interior support before erection. Shim bearings (if needed) for req. support. 20Psf bottom chord live load NOT required on this truss, per IBC/IRC requirements for attics with limited storage. 4� 3 4 TYPICAL PLATE: 1.5X4 UPLIFT REACTIONS) : Support C&C Wind Non -Wind 1 -119 lb 2 -72 lb " This truss is designed using the CBC -07 / ASCE7-05 Specification Bldg Enclosed - Yes, Importance Factor - 1.00 Truss Location - Not End Zone Hurricane/Ocean Line No,Exp Category - C Bldg Length = 80.00 ft, Bdg Width 40.00 ft Mean roof height -10.07 ft, mph = 85 ASCE7 II Standard Occupancy, Dead Load - 15.6 psf Designed as Main Wind Force Resisting System - Low-rise and Components and Cladding Tributary Area - 12.sgft B2 W:108 R:213 U:-72 2-3-14 2-1 -14 SHIP Bi W:108 R:236 U: June 30, ClV14 . All connector plates are Truswal 20 ga. or Wave 20 ga., unless preceded by "HS" for HS 20 ga., "S" for SS 16 ga. from Alpine; ' or preceded by "MX" for TWMX 20 ga. or "H" for 16 ga. from Truswal, positioned per Joint Detail Reports. Circled plates and false ^/^/^oo frame plates are positioned as shown above. Shift gable stud plates to avoid overlap With structural plates (or staple). L L L 413 - USS4TY WARNINGRead all notes on this sheet and give a copy of it to the Erecting Contractor. Cust: MATTHEW GERSPACHER This design Is for an individual building component not trusssystem. It has been based on specifications provided by the component manufacturer WO • Dri ve_N_080527 r2_L00005_] 00001 , ® end done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for en dimsional accuracy. Dimensions Ds n r • RM #LC = 51 WT' 30# g ' T R U S WA era to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must axertain that the loads utilized on this design meet ar exceed the loading imposed by the local building code and the particular application. The design assumes that the top chord TC Live 30.00 psf Li veDu r L=1.15 P=1.15 L is laterally braced by the roofor floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unles,otherwise TC Snow(Pf) 30.00 psf $nOWDUr L=1.15 P=1.15 noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed in any TC Dead 12.00 psf Rep Mbr Bnd / Comp / Tens ® SYSTEMS IM I Building Components Croup, Inc. environmer,tthat Wit "us. the moisture content of the wood to exceed 19%and/ercouseconnector plate corrosion. Fabricate. handle. Install and brace this truss in accordance with the following standards:'Jolnl and Cutting Detail Reports'available as output from Truswel eoftware. •ANSI=V.'WTCA BC Live 0.00 psf 1.15 / 1.10 / 1.10 4445 Northpark Dr. Ste. 102, Colo. Spg&, CO 80007 V- Wood Trues council of America Standard Design Responslbllldes,'BUILDINGCOMPONENT SAFETY INFORMATION'. - (BCSI 1.03) and'BCSI SUMMARY SHEETS' by WTCA and TPI. The Truss Plate Institute (TPI) Is located at 583 D'Onofdo Drive, Madison, BC Dead 10.00 pSf O.C.Spacing 2- 0- 0. TRUSPLUS 6.0 VER: T6.5.7 Wisconsin 53719. The American Forest and Paper Association (AFPA)i3located at 111119th Street. NW. Ste B00,Washington, DC20036. Bldg Code: CBC -07 DEFL RATIO: L/360 TC: L/18 Job'Name: GERSPACHER RES R2 Truss ID: J68 Qty: 2 BRC X-LOCREACT SIZE REQ'D TC 2x4 DFL #1,& Btr. 1 0- 1-12' 504 3.50" 1.50" BC 2x4 DFL #1 & Btr. 2 6- 0-12 463 1.50" 1.50" FILL CND 2x4 DFL #1 & Btr. 37-11- 0 57 1.50" 1.50" Refer to Joint QC Detail Sheets for 4 S-11- 4 232 1.50" . 1.50" Cq factors and Rotational Tolerances. BRC REQUIREMENTS shown are based ONLY IRC/IBC truss plate values are based on on the truss material at each bearing testing and approval as required by IBC 1703 MAX DEFLECTION (span) : and ANSI/TPI and are reported in available L/767 MEM 3-4 (LIVE) LC46 document ESR -1118. L- -0.09" D= -0.04" T- -0.13" Loaded for 10 PSF non -concurrent BCLL. CRTCIUCOMPM(DURBER F)/ETENS. (DUR.) CSI Loaded for 200 lb non -concurrent moving BCLL OL- 1 0(1.z%) 57 1.15 0.3o ASCE7-05 SNOW LOAD DESIGN CRITERIA: 1-2 _91(1.60)/ 8351.15 o.3s Pg = 48 psf, Ce =0.90, I -1.00, Ct = 1.00 2-0 63C(1.15))/ 16(1.15 0.37 Pfmin - 20 psf 0-0 -2(1.15)/ 1(1.60) 0.00 + + + + + + + + + + + + + + + + + + ++ + + BC COMP.(OUR.)/ TENS.(OUR.) CSI OVERHANG(S) MAY BE SHORTENED UP TO 3" MAX.! 3-4 -49 1.60 / 147(1 .6.) 0.41 Overhang Soffit loading = 3.0 psf 4-0 0 1.25 / 0(0.90) 0.00 + + + + + + + + + + + +.+ + + + + + + + + + Designed per ANSI/TPI 1-2002 This design does not account for long term time dependent loading (creep). Building Designer must account for this. THIS DESIGN IS THE COMPOSITE RESULT OF MULTIPLE LOAD CASES. IF THIS TRUSS IS CARRIED IN A HANGER, THAT HANGER IS BASED ON 1.S" HANGER NAILS FOR 1 -PLY AND 3" HANGER NAILS FOR MULTI -PLY CARRYING MEMBERS. IF 2.5" GUN NAILS ARE USED, THE HANGERS MUST BE RE-EVALUATED (BY OTHERS). Mark all interior bearing locations. Install interior support(s) before erection PLATING BASED ON GREEN LUMBER VALUES. 20 sf bottom chord live load NOT required on this truss,per IBC/IRC requirements for attics with limited storage. 4� UPLIFT REACTIONS) : Support C&C Wind Non -Wind 1 -105 lb 2 -159 lb 3 -14 lb -95 lb This truss is designed usingthe CBC -07 / ASCE7-05 Specification Bldg Enclosed = Yes, Importance Factor = 1.00 Truss Location = Not End Zone Hurricane/Ocean Line No,Exp Category - C Bldg Length = 80.00 ft, Bdg Width 40.00 ft Mean roof height = 10.07 ft, mph = 85 ASCE7 II Standard Occupancy, Dead Load = 15.6 psf Designed as.Main Wind Force Resisting System - Low-rise and Components and Cladding Tributary Area = 12 sqft B3 W:108 T R:57 W:108 I U:-9-9 5 2-1 -14 R:463 U:-159 �_ t Q4_i 2-3-153 -14 3X4__, SHIP 0-3 15 3X�!� t B1 B4 W:308 W:108 R:504 R:232 U:-105 6-0-12 7179-12 2-0-0 3 4 ll;p!June 3012Q09 TYPICAL PLATE: 1.5X4 OVER 4 SUPPORTS Cfi CALF All connector plates are Truswal 20 ga. or Wave 20 ga., unless preceded by "HS" for HIS 20 ga., "S" for SS 18 ga. from Alpine; or preceded by "MX" for TWMX 20 ga. or "H" for 16 ga. from T swal, -Joint Detail Reports. Circled and false positioned per plates frame plates are positioned as shown above. Shift able stud plates to avoid overlapWith structural plates or staple). ` Mgn/�/2008 413FST � V Read all notes on this sheet and give a copy of it to the Erecting Contractor. Cust: MATTHEW GERSPACHER This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer W01 Dri ve-N-080527 r2 -L00005 -J 00001 ® end done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions Ds n r • RM #LC = 5 5 WT • 34# 9 T R U S WA ere to be verified by the component manufacturer end/or building designer prior to fabrication. The building designer must ascertain that the loads ulliaod on this design meal or exceed the loading Imposed by the facet building code end me particular application. The design assumes that the lop chord TC Live 30.00 psf Li veDu r L=1.15 P=1.15 L is laterally braced by the -far flooraheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unlessothermse TC Snow(Pf) 30.00 psf SnowDur L=1.15 P=1.15 SYSTEMS ®m noted. Bracing shown is for lateral suppon of components members only to reduce buckling length. This componant.hall not be placed in any environment that will cause e moisture content of the wood to exceed l9%end/or cause connector plate corrosion. Fabricate. handle, install TC Dead 12.00. psf Rep Mb r Bnd / Comp / Tens old brace this truss in accordance with the following Standards:'Joint and Cutting Detail Reports'available as output from Truswal software, BC Live 0.00 psf 1.15 / 1.10 / 1.10 AMM Building Components Group, Inc. •ANSI?PI 1', WTCA 1' -Wood Truss Council of America Standard Design Responsibilities, 'BUILDING COMPONENT SAFETY INFORMATON'- BC Dead 10.00 psf O. C. Spaci ng 2- 0- 0' 4448 Norrhpw* Dr. Sm tui, Coro. apga, CO 80907 TRU SPLUS 6.0 VER: T6.5.7 (BCSI 1-03) end'BCSI SUMMARY SHEETS' by WTCA and TPI. The Truss Plate Institute (TPI) is located at 563 D'Onofrio Drive, Madison, Wisconsin 53719. The American Forest and Paper Association (AFPA)islocated at11111BthSueet NW, Ste 800. Washington, DC 20038. Bldg Code: CBC -07 DEFL RATIO: L/360 TC: L/18CI Job Name: GERSPACHER RES R2 Truss ID: K2 . Qtv: 3 BRG 1 2 BRG on at 3-4 4-0 SIZE REQ'D 3.50" 1.50" 1.50" 1.50" 1.50" 1.50" are based ONLY at each bearing MEM3-4' (LIVE) LC 44 00" D-' 0.00" T= 0.00" AL MEMBER FORCES: COMP.(DUR.)/ TENS.(DUR.) CSI 01.15/ 501.1s 0.08 46 1.15 / 3a 1.1s 00.01 -3((1.15))/ 0(1.60R.) 0.00 COM 36(/U60)/ TE 98(1 u60) 0SI 07 0(1.25)/ 0(1.15) 0.00 TC 2x4 DFL #1 & Btr. BC 2x4 DFL #1 & Btr. FILL CHO ' 2x4 DFL #1 & Btr. Refer to Joint QC Detail Sheets for Cq factors and Rotational Tolerances. IRC/IBC truss plate values are based on testing and approval as required by IBC 1703 and ANSI/TPI and are reported in available document ESR -1118. Loaded for 10 PSF non -concurrent BCLL. Loaded for 200 lb non -concurrent moving BCLL ASCE7-05 SNOW LOAD DESIGN CRITERIA: PPfmin48 p20, Ce sf 60.90, I -1.00, Ct - 1.00 PLATING BASED ON GREEN LUMBER VALUES. + + + + + + + + + + + + + + + + + + + + + + OVERHANG(S) MAY BE SHORTENED UP TO 3" MAX.! Overhang Soffit loading 6 3.0 psf + + + + + + + + + + + + + + + + + + + + + + Designed per ANSI/TPI 1-2002 This design does not account for long term time dependent loading (creep). Building Designer must account for this. THIS DESIGN IS THE COMPOSITE RESULT OF MULTIPLE LOAD CASES. IF THIS TRUSS IS CARRIED IN A HANGER, THAT HANGER IS BASED ON 1.5" HANGER NAILS FOR 1 -PLY AND 3" HANGER NAILS FOR MULTI -PLY CARRYING MEMBERS. IF 2.5" GUN NAILS ARE USED, THE HANGERS MUST BE RE-EVALUATED (BY OTHERS). Mark all interior bearing locations. Install interior support(s) before erection Shim bearings (if needed) for req. support. 20 psf bottom chord live load NOT required on this truss, per IBC/IRC requirements for attics with limited storage. B2 W:108 R:66 1_ -5� B11- -5 U: -A37 3X4 2- -5 SHIP 0-1-7 1 3X4 B W:308 W'108 R:247 R:156 U:-43 �_„_�� U: 1-0-0 ' ' 2-0-0 '3 4' UPLIFT REACTION(S) : Support C&C Wind Non -Wind 1 -43 ib 2 -37 lb This truss is designed using the CBC -07 / ASCE7-05 Specification. Bldg Enclosed Yes, Importance Factor - 1.00 Truss Location Not End Zone Hurricane/Ocean Line No Exp Category - C Bldg Length - 80.00 ft, Bldg Width 40.00 ft Mean roof height 9.74 ft, mph 6 85 ASCE7 II Standard Occupancy, Dead Load 6 15.6 psf Designed as Main Wind Force Resisting System - Low-rise and Components and Cladding Tributary Area 6 4 sqft 1• CA June 30i 2009 C#V16 TYPICAL PLATE :3X4OF' 1� All connector plates are Truswa1 20 ga. or Wave 20 ga., unless preceded by "H S" for HS 20 ga., "S" for SS 18 ga. from Alpine; or preceded by "MX" for TWMX 20 ga. or "H" for 16 ga. from Truswal, positioned per Joint Detail Reports. Circled plates and false - frame plates are positioned as shown above. Shift gable stud plates to avoid overlap With structural plates (or staple). 12/212-008. 413 - CF&TZ J Read all notes on this sheet and give a copy of it to the. Erecting Contractor. Cust: MATTHEW GERSPACHER IN. design i,for anindividual building component net truss system. It has been based onspecificadonsprovided bylhe'componenlmanufacturer WO:Drive_N_080527r2_L00005_3OOOOI ® and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions Dsgnr: RM , #LC = 47 WT: 12# T R S are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads "III- on this design meat or exceed the loading imposed by the local building code and the particular application. The design assumes that the lop chord TC Live 30.00 psf Li veDu r L=1.15 P=1.15 U WA L Is laterally braced by the roof or floor sheathing and the bottom chord is laterally braced by arigid sheathing material directly attached, unless otherwise zcingahonisforleterelsupportofcomponentsmembersonlytoreducebucklinglength. TC Snow(Pf) 30.00 psf SnowDur L=1.15 P=1.15 ®SYSTEMS noted.w This component shall not be placed In any anwronmant -vin cause the moisture content of the wood to exceed tg% and/or cause connector plate corrosion. Fabricate, haMle, install TC Dead 12.00 psf Rep Mbr Bnd / Comp / Tens and brace this truss in accordance with the following standards: 'JointclCuttingDetail Reports' available as output from T-1 software, BC Live 0.00 psf 1.15 / 1.10 / 1.10 RFW Bullding Components Group, Inc. 'ANSI/TPI 1', WTCA 1'. Wood Truss Council of America Standard Design Responsibilitiea,'BUILDING COMPONENT SAFETY INFORMATION' • BC Dead 10.00 psf 0. C. Spaci ng 2- 0- 0 4445 Northpmk Dr. Ste. 102, Colo. Spga, CO 80007 (BCSI 1.03) and'BCSI SUMMARY SHEETS' by WTCA and TPI. The Truss Plate Institute (TPI) is located at 583 D'Onofrio Drive. Madison, TRUSPLUS 6.0 VER: T6.5.7 Wisconsin 53719. The American Forest and Paper Association (AFPA)islocated at111119thStreet. NW. Ste 800.Washington. DC20038. Bldg Code: CBC -07 DEFL RATIO: L/360 TC: L/18 Job Name: GERSPACH.ER RES R2 Truss ID: K2N Qty: 1 ERG X -LOC REACT SIZE REQ'D TC 2x4 DFL #1 & Btr. 1 0- 1-12 207 3.50" 1.50" BC 2x4 DFL #1 & Btr. 2 1-11- 4 72 1.50" 1.50" Refer to Joint QC Detail Sheets for 3 '1-11- 4 162 1.50" 1.50" Cq factors and Rotational Tolerances. BRG REQUIREMENTS shown are based ONLY IRC/IBC truss plate values are based on on the truss material at each bearing testing and approval as required se IBC 1703 MAX DEFLECTION (span) and ANSI/TPI and are reported in available L/999 MEM 3-4 (LIVE) LC 44 document ESR -1118. L- 0.00" D- 0.00" T= 0.00" Loaded for 10 PSF non -concurrent BCLL. CRITICAL MEMBER FORCES: Loaded for 200 16 non -concurrent mourn BCLL 12 (OM3, (1.is)� 7EN37(iUiS) o oa ASCE7-05 SNOW LOAD DESIGN CRITERIA: 9 2-0 -3 1.15 / 0(1.15) 0.00 Pg - 48 psf, Ce =0.90, I -1.00, Ct - 1.00 BC COMP. <(11R.)/ TENS.lftll CSI Pfmin - 20 psf 3-4 -19(1.60)/ s7(1.so 0.07 Shim bearings (if needed) for req. support. 4-0 0C(1.25))))/ 0((1.15 0.00 20 sf bottom chord live load NOT required on this truss, per IBC/IRC requirements for attics with limited storage. 1 7 3X4 T 0-4-7 1 Designed per ANSI/TPI 20 1-02 This design does not account for long term time dependent loading (creep). Building Designer must account for this. THIS DESIGN IS THE COMPOSITE RESULT OF MULTIPLE LOAD CASES. IF THIS TRUSS IS CARRIED IN A HANGER, THAT HANGER IS BASED ON 1.5" HANGER NAILS FOR 1 -PLY AND 3" HANGER NAILS FOR MULTI -PLY CARRYING MEMBERS. IF 2.5" GUN NAILS ARE USED, THE HANGERS MUST BE RE-EVALUATED (BY OTHERS). Mark all interior bearing locations. Install interior supports) before erection PLATING BASED ON GREEN LUMBER VALUES. 8� B1 W:308 R:207 U: 3 4 B2 W:108 R:72 U:-43 1 7 B3 W:108 R:162 U: UPLIFT REACTION(S) : Support C&C Wind Non -Wind 2 -43 lb This truss is -designed using the CBC -07 / ASCE7-05 Specification Bldg Enclosed = Yes, Importance Factor - 1.00 Truss Location = Not End Zone Hurricane/Ocean Line No Exp Category = C Bldg Length.= 80.00 ft, Bldg Width - 40.00 ft Mean roof height - 9.74 ft, mph 85 ASCE7 II Standard Occupancy; Dead Load - 15.6 psf . Designed as Main Wind Force Resisting System - Low-rise and Components and Cladding Tributary Area - 4 sqft All connector plates are Truswal 20 ga. or Wave 20 ga., unless preceded by "HS" for HS 20 ga., "S" for SS 18 ga. from Alpine' or preceded by "MX" for TWMX 20 ga. or "H" for 16 ga. from Truswal, positioned per Joint Detail Reports. Circled plates and false frame plates are positioned as shown above. Shift gable stud plates to avoid overlap with structural plates (or staple). 413 -FST Cicc® ) Read all notes on this sheet and give a copy of it to the Erecting Contractor. Cust: MATTHEW GERSPACHER This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer WO' Drl ve_N_080527 r2_L000OS_J 00001 and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions n r • Ds RM #LC = 45 WT' 8# g ' T R U S WA L are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads utiliasd on this design meet or meed the loading imposed by the local building code and the particular application. The design assumes that 1he lop chord TC Live 30.00 psf Li veDu r L=1.15 P=1.15 braced by the roof or Boor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached• unless otherwise TC Snow(Pf) 30.00 psf SnowDur L=1.15 P=1.15 ® SYSTEMS nlaterally noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shell not be placed in any eAwronmeet hetwllcauseUemoistureconlentof he wood loemeedl9%endo ceusewnnectorpleteconoson. Febricate.handle.install TC Dead 12.00 psf Rep Mbr Bnd / Comp / Tens /VW and brace this truss In accordance with the following standards: 'Joint and Cutting Detail Reports'available as output from Twswal software, BC Live 0:00 psf 1.15 / 1.10 / 1.10 Building Components Group, Inc. 'AN$I/TPI T. WTCA V- Wood Truss Council of Amari a StanMrd nasion Rnaponsibilities.'BUILDING COMPONENT SAFETY INFORMATION- BC Dead 10.00 psf 0. C. Spaci ng 2- 0- 0 4446 Northpark Dr. Ste. 102, Colo. Spg&, CO 80907 TRUSPLUS 6.0 VER: T6.5.7 (SCSI 1.03) and'BCSI SUMMARY SHEETS' by WTCA and TPI. The Truss Plate Institute (TPI) is located at 583 D'Onofrio Drive, Madison, Wisconsin 53719. The American Forest and Paw Association (AFPA)13located at111119thStreet. NW. Ste 800,Washington,DC20038. Bldg Code: CBC -07 DEFL RATIO: L/360 TC: L/18 Name: GERSPACHER RES R2 BRG X -LOC REACT SIZE REQ'D 1 0- 1-12 404 3.50" 1.50" 2 '1-11- 0 47 1.50" 1.50" 3 1-11- 4 134 1.SO" 1.50" ERG REQUIREMENTS shown are based ONLY on the truss material at each bearing MAX DEFLECTION (span) : L/999 MEM 3-4 (LIVE) LC 47 L- 0.00" D- 0.00" T- 0.00" 'CRITICAL MEMBER FORCES: TC COMP. SUR.)/ TENS.(DUR.) CSI OL- 1 0 1.603/ S7 (1.15) 0.30 1-2 -31 1.15 / 13(1.15) 0.08 2-0 -2(1.15)/ 1(1.60) 0.00 BC co",. DUR.)/ TENS.(DUR.) CSI 3-4 19 1.60)/ ' 69(1.60) 0.07 4-0 0(1.15)/ 0(1.60) 0.00 TC 2x4 DFL #1 & Btr. BC 2x4 DFL #1 & Btr. FILL CHD 2x4 DFL #1 & Btr. Refer to Joint QC Detail Sheets for Cq factors and Rotational Tolerances. IRC/IBC truss plate values are based on testingg and approval as required by IBC 1703 and ANSI/TPI and are reported in available document ESR -1118. Loaded for 10 PSF non -concurrent BCLL. Loaded for 200 lb non-concurrent.moving BCLL ASCE7-05 SNOW LOAD DESIGN CRITERIA: Pg - 48 psf, Ce -0.90, I -1.00, Ct - 1.00 Pfmin - 20 psf PLATING BASED ON GREEN LUMBER VALUES. OVERHANG(S) MAY BE SHORTENED UP TO 3" MAX.! Overhang Soffit loading - 3.0 psf + + + + + + + + + + + + + + + + + + + + + + Truss ID: N Designed per ANSI/TPI 1-2002 This design does not account for long term time dependent loading (creep). Building Designer must account for this. THIS DESIGN IS THE COMPOSITE RESULT OF MULTIPLE LOAD CASES. IF THIS TRUSS IS CARRIED IN A HANGER, THAT HANGER IS BASED ON 1.5" HANGER NAILS FOR 1 -PLY AND 3" HANGER NAILS FOR MULTI -PLY CARRYING MEMBERS. IF 2.5" GUN NAILS ARE USED, THE HANGERS MUST BE RE-EVALUATED (BY OTHERS). Mark all interior bearing locations. Install interior support(s) before erection Shim bearings (if needed) for req. support. 20 psf bottom chord live load NOT required on this truss, per IBC/IRC requirements for attics with limited storage. 1 4 0 1 TI'l UAL t LA I t_ : 1.0A4 3 4 2 UPLIFT REACTION(S) : Support C&C Wind Non -Wind 1 -147 lb 2 -5 lb -41 lb 3 -4 lb -33 lb This truss is designed using the CBC -07 / ASCE7-05 Specification Bldg Enclosedes, Yes, Importance Factor - 1.00 Truss Location - Not End Zone Hurricane/Ocean Line No,Exp Category - C Bldg Length - 80.00 ft, Bdg Width 40.00 ft Mean roof height - 9.41 ft, mph 85 ASCE7 II Standard Occupancy, Dead Load - 15.6 psf Designed as Main Wind Force Resisting System - Low-rise and Components and Cladding Tributary Area - 4 sqft B2 W:108 0-1 -14 R:47 LIAl 1-7-14 SHIP B3 W. 108 R:134 U:-33 ,-r June 30, 2009 CfV,4 _,:l All connector plates are Truswal 20 ga. or Wave 20 a., unless preceded by "HS" for HS 20 "S" for SS 18 ga. from Alpine, or preceded by "MX" for TWMX 20 ga. or "H" for 16 ga. from Truswal, positioned per Joint Defga. ail Reports. Circled plates and false 1+ frame plates are positioned as shown above. Shift gable stud plates to avoid overlap with structural plates (or staple). . 12/212008 413 -CF 7T i Read all notes on this sheet and give a copy of it to the Erecting Contractor. Cust: MATTHEW GERSPACHER 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_N_080527 r2_L00005_J00001 ® 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 • RM #LC = 47 WT' 16# 9 ' T R U S WA L are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads u8limd on this design meet or -- the loading imposed by the local building code and the particular application. The design assumes that the top chord TC Live 30.00 psf L i veDu r L=1.15 P=1.15 is laterally braced by the roof or flow sheathing and the bottom chord Is laterally bracedby a rigid sheathing material directly attached, unless otherwise TC Snow(Pf) 30.00 psf SnowDur L=1.15 P=1.15 ®SYSTEMS noted. Bracing shown is for lateral supponofcomponentemembers only toreduce buckling length. This component shall not be placed in any enwronmanl that w 11 cause the moisture content of the wood to exceed 19% and or cause connecter plate corrosion. Fabricate, handle, install TC Dead 12.00 psf Rep Mbr Bnd / Comp / Tens /tW Building Components Group, Inc. and brace this truss in accordance with the following standards: 'Joint and Cutting Detail Reports' available as output from Truawal software, 'ANSIfTPI BC Live 0.00 psf ' 1.15 / 1.10 / X.10 1'. WTCA V- Wood Truss Council of America Standard Design Responsibilities. 'BUILDING COMPONENT SAFETY INFORMATION'- BC Dead 10.00 psf 0. C. Spaci ng 2- 0- 0 4445 Northpark Dr. Ste. 102, Cato. Spg&, CO 80007 TRU SPLUS 6.0 VER: T6.5.7. (SCSI 1-03) snd'BCSI SUMMARY SHEETS' by WTCA and TPI. The Truce Plate Institute (TPI) is located at 583 D'Onofrio Drive, Madison, 1 Wisconsin 53719. The American Forest and Paw Association (AFPA)islocated at111119th Street. NW. Ste 800.Washington, DC20036. Bldg Code: CBC -07 DER RATIO: L/360 TC: L/18 lJob Name: GERSPACHER RES R2 Truss ID: K4S Qty: 2 BRG X -LOC REACT SIZEREQ'D 1 0- 1-12 405 3.50" 1.50" 2 2- 0-12 155 1.50" 1.S0" 3 3-11-0 82 1.50" 1.50" 4 1-11- 4 1331.50" 1.50" BRG REQUIREMENTS shown are based ONLY on the truss material at each bearing MAX DEFLECTION (span) : L/999 MEM' 3-4 (LIVE) LC 47 L- 0.00" 0- 0.00" T- 0.00" CRTCIUCOMPEM(OUR.BER FORCES: )/ TENS. (OUR.) CSI OL- 1 - 0(1.60)/ 57(1.15) 0.10 1-2 3z l.ls / u l.ls 0.08 2-0 29 1.15 / 24 1.15 0.06 0-0 -2(1.15)/ 1(1.60) 0.00 ac COMP. ((DUR.1 60))/ TENS.((DUR.)) CSI 4-0 20(1.15)% 90(1.60) 0.07 0.00 TC 2x4 DFL #1 & Str. BC 2x4 DFL #1 & Btr. FILL CHD 2x4 DFL #1 & Btr. Refer to Joint QC Detail Sheets for Cq factors and Rotational Tolerances. IRC/IBC truss plate values are based on testingg and approval as required by IBC 1703 and ANSI/TPI and'are reported in available document ESR -1118. Loaded for 10 PSF non -concurrent BCLL. Loaded for 200 lb non -concurrent moving BCLL ASCE7-05 SNOW LOAD DESIGN CRITERIA: PPfmin48 p2sf, Ce 0 psf 0.90, I =1.00,. Ct m 1.00 + + + + + + + + + + + + + + + + + + + + + + OVERHANG(S) MAY BE SHORTENED UP TO 3" MAX.! Overhang Soffit loading m 3.0 psf Designed per ANSI/TPI 1-2002 This design does not account for long term time dependent loading (creep). Building Designer must account for this. THIS DESIGN I5 THE COMPOSITE RESULT OF MULTIPLE LOAD CASES. IF THIS TRUSS IS CARRIED IN A HANGER, THAT HANGER IS BASED ON 1.5".HANGER NAILS FOR 1 -PLY AND 3" HANGER NAILS FOR MULTI -PLY CARRYING MEMBERS. IF 2.5" GUN NAILS ARE USED, THE HANGERS MUST BE RE-EVALUATED (BY OTHERS). Mark all interior bearing locations. Install interior support(s) before erection PLATING BASED ON GREEN LUMBER VALUES. 20 psf bottom chord live load NOT required on this truss,per IBC/IRC requirements for attics with limited storage. 4r 00- 3X4 W:108 R:155 U:-48 3X4 B1 B4 W:308 W:108 R:405 R:133 U:-137 2-0-12 U:-36 2-M 3 41 UPLIFT REACTION(S) : Support C&C Wind Non -Wind 1 -137 lb 2 -48 lb -23 lb 4 34 lb -36 lb This truss is designed using the CBC -07 / ASCE7-05 Specification Bldg Enclosed Yes, Importance Factor - 1.00 Truss Location Not End Zone Hurricane/Ocean LineNo Exp Category - C Bldg Length 80.00 ft, Bldg Width 40.00 ft Mean roof height - 9.41 ft, mph 85 ASCE7 II Standard Occupancy, Dead Load - 15.6 psf Designed as Main Wind Force Resisting System - Low-rise and Components and Cladding Tributary Area - 4 sqft B3. VV:108 R:82 T U:-30 0-11-12-3-14 1 1 SHIP TYPICAL PLATE: 1.5X4)VER 4 SUPPORTS F a All connector plates are Truswal 20 ga. or Wave 20 ga., unless preceded by "HS" for HS 20 ga., "S" for SS 18 ga. from Alpine; or preceded by "MX" for TWMX 20 ga. or "H" for 16 ga. from Truswal, positioned per Joint Detail Reports. Circled plates and false frame plates are positioned as shown above. Shift gable stud plates to avoid overlap With structural plates (or staple). 12/2/2008 413 - CFST ) WARNINGRead all notes on this sheet and give a copy of it to the Erecting Contractor. Cust: MATTHEW GERSPACHER This design is for an individual building component not truss system. It has been based an specifications Provided by the component manufacturer WO • D rl V e -N-080527 r2-LOOOO5_] 00001 ® rd and done In accoantewith the current veraions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions Ds n r • RM g #LC = 51 Wi •. 19# T R U S WA L are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads "Ilirad on this design meet or emeed the loading imposed by the local building code and the particular ,,plication. Tha design assumes that the lop chord TC Live 30.00 psf, L-iveDur L=1.15 P=1.15 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 TC Snow(Pf) 30.00 psf SnowDur L=1.15 P=1.15, ® SYSTEMS noted. Brawn ahovmiarorlalmalau 9 Dponofcomponewoodto exceed 19% environment that will cause the moisture content of the woad to exceed 1g%and/or cause connector plate corrosion. Fabricate, handle, install conn cto Thiscomosion. Fabricate. TC Dead 12.00 psf Rep Mbr Bnd / Comp / Tens ' Ii(IBrBuilding Components Group, Inc. and brace this truss in accordance with the following standards:' Joint and Cutting Detail Reports'avatlable as output from Truswal software. 'ANSIrrPI 'WTCA BC Live 0.00 psf 1.15 / 1.10 / 1.10 1', 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 4445 Northpark Dr. Ste, 102, Colo. Spga, CO 80007 TRUSPLUS 6.0 VER: T6.5.7 (SCSI 1.03) and'BCSI SUMMARY SHEETS' by WTCA and TPI. The Truss Plate Institute (TPI) is located at 583 D'Onof io Drive, Madison. Wisconsin 53719. Th. American Forest and Paper Association (AFPA)islocated at11111ath Street. NW, Ste 800.Washington. OC20030. Bldg Code: CBC -07 DEFL RATIO: L/360 TC: L/18CI Job Name: GERSPACHER RES R2 Truss ID: M01 Qty: 2 Cust: MATTHEW GERSPACHER BRIG X -LOC REACT SIZE REQ -0 TC 2x4 DFL #1 & Btr. Designed per ANSI/TPI 1-2002 This design based on chord bracing applied end done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions 1 0- 1-12 962 3.50" 1.50" BC 2x4 DFL #1 & Btr. - This design does not account for long term per the following schedule: LiveDur L=1.15 P=1.15 2 9-10- 4 992 HGR 1.50" FILL CHO 2x4 DFL #1 & Btr. time dependent loading (creep). Building max o.c. from to SYSTEMS BRGREQUIREMENTS shown are based ONLY WEB 2x4 DFL STANDARD Designer must account for this. TC 24.00" 5-10-15 10- 0- 0 environment that will cause the moisture content of the wood to exceed l6%arM/or cause connector plata comoelon. Fabricate. handle, install and brace this truss in accordance with the following standards: 'Joint and Cutting Detail Reports' available as output from Truswal software. 'ANSIrrPI on the truss material at each bearing BRIG HANGER/CLIP NOTE Lumber shear allowables are per NDS. Refer to Joint QC Detail Sheets for Required bearing widths and bearing areas BC Dead 10.00 psf 2 2 •HUS26 THIS DESIGN IS THE COMPOSITE RESULT OF MULTIPLE LOAD CASES. Cy factors and Rotational Tolerances. appl when truss not supported in a hanger. DEFL RATIO: L/360 TC: L/36 Support Connection(s)/Hanger(s) l are not designed for horizontal loads. IF THIS TRUSS IS CARRIED IN A HANGER, THAT IRC/IBC truss plate values are based on testingg and approval as required by IBC 1703 UPLIFT REACfION(S) : Support C&C Wind Non -Wind SEE IMP CATALOG HANGER IS BASED ON 1.5" HANGER NAILS FOR and AN and are reported in available 1 -106 lb ADDITIONAL FOR ADDITIONAL INSTALLATION NOTES 1 -PLY AND 3" HANGER NAILS FOR MULTI -PLY document ESR -1118. 2 -84 lb MAX DEFLECTION (span) CARRYING MEMBERS. IF 2.5" GUN NAILS ARE Loaded for 10 PSF non -concurrent BCLL. This truss is desi ned usin the g L/999 MEM 4-5 (LIVE) LC 38 USED, THE HANGERS MUST BE RE-EVALUATED Loaded for 200 lb non -concurrent moving BCLL CBC -07 / ASCE7-05 pacification Lm -0.06" D- -0.04" T- -0.09" (BY OTHERS). ASCE7-05 SNOW LOAD DESIGN CRITERIA: Bldg Enclosed - Yes, Importance Factor 1.00 CRITICAL MEMBER FORCES: Drainage must be provided to avoid ponding. Pg - 48 psf, Ce =0.90, I -1.00, Ct - 1.00 Truss Location Not End Zone Tc COMP.(DUR.)/ TENS.(DUR.) CSI Permanent bracing is required (by others) to Pfmin - 20 psf Hurricane/Ocean Line No Exp Category - C OL -Cl 0(1.15)/ s7 1.15 0.15 prevent rotation/toppling. See BCSI Continuous lateral bracing attached to flat Bldg Length - 80.00 ft, Bldg Width = 40.00 ft 1-2 -1a9a ((1.1s>)/ s6 1.603 0.41 2-3 -1273(1.16)/ 70 1.60) 0.95 and ANSI/TPI 1. TC as indicated. Lumber must be structural Mean roof height 10.21 ft, mph 8S PLATING BASED ON GREEN LUMBER VALUES. grade. Brace 0 24" D.C. unless noted. ASCE7 II Standard Occupancy, Dead Load - 1S.6 psf Sc COMP.<OUR. / TENS.(DUR.) CSI + + + + + + + + + + + + + + + + + + + + + + End verticals are designed for axial loads Designed as Main Wind Force Resisting System . 4-5 -99(1.60/ 1378(1.15) 0.45 OVERHANG(S) MAY BE SHORTENED UP TO 3" MAX.! only unless noted otherwise. - Low-rise and Components and Cladding 5-6 -33(1.60)/ 96(1.60) 0.34 Overhang Soffit loading = 3.0 psf Extensions above or below the truss profile Tributary Area - 37 sqft WB COMP.(DUR.)/ TENS.(DUR.) CSI + + + + + + + + + + + + + + + + + + + + + + (if any) have been designed for loads ----------LOAD CASE #1 DESIGN LOADS ---------------- 2-s -337 <l.ls / -.94<(1.60) o.oa 3-s -76(1.60/ 1376(1.153 0.61 20 psf bottom chord live load NOT required indicated only. Horizontal loads applied at Dir L.PIf L.Loc R. PIf R.Loc LL/TL 3-6 -920(1.15)/ 82 C(1.60))) 0.12 on this truss, per IBC/IRC requirements for the end of the extensions have not been TC Vert 90.00 - 2- 0- 0 90.00 0- 0- 0 0.67 attics with limited storage. considered unless shown. A drop -leg to an TC Vert 84.00 0-'0- 0 84.00 6- 0- 0 0.71 otherwise unsupported wall may create a TC Vert 161.88 6- 0- 0 161.88 10- 0- 0 0.71 hinge effect that requires additional design consideration (by others)...Type... BC Vert 38.54 0- 0- 0 38.54 10- 0- 0 lbs X.Loc LL/TL Fastener 0.00 • TC Vert 158.8 6- 0- 0 1.00 TC Vert 63.5 6- 0- 0 0.00 2- -9 0-T-15 3X 5-10-15 1 2 4.00 222# 3.5X6 B1 W:308 R:962 U:-106 2-0-0 10-0-0 t 4 5 6 B2 •HUS26 W:308 R:992 U:-84 r CA June 30, 2009 0I V vl.. TYPICAL PLATE: 1.5X4 \OF' CAL��� - All connector plates are Truswal 20 ga. or Wave 20 ga., unless preceded by "HS" for HS 209a., "S" for SS 18 ga. from Alpine' or preceded by "MX" for TWMX 20 ga. or "H" for 16 gable from Truswal, positioned perJointDetail Reports. Circled plates and false 12/2/2008 /�/� o o Q frame plates are positioned as shown above. Shift able stutl plates to avoid overly with structural plates or staple). 1 Q 413 - CFST2l (C WARNINGRead all notes on this sheet and give a copy of it to the Erecting Contractor. Cust: MATTHEW GERSPACHER This design la for an individual building component not truss system. It has been based on specifications provided by the component manufacturer WO' D rl ve-N-080527 r2-LOOOO5-J OOOO1 ® end done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions n r• Ds RM #LC = 47 Wr: 60# g ' T R U S WA re to be verified 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 TC Live 30.00 psf LiveDur L=1.15 P=1.15 L is laterally braced by the roof or Boor sheathing and the bottom chord Is laterally braced by a rigid sheathing material directly attached, untees otherwise TC Snow(Pf) 30.00 psf SnowDur L=1.15 P=1.15 SYSTEMS noted. .-Ing I ponanteh.l.notbedaeedlnany no erect~ Thieeom TC Dead 12.00 psf Re Mbr Bind / Com p p / Tens ® SM Building Components Group, Inc. environment that will cause the moisture content of the wood to exceed l6%arM/or cause connector plata comoelon. Fabricate. handle, install and brace this truss in accordance with the following standards: 'Joint and Cutting Detail Reports' available as output from Truswal software. 'ANSIrrPI BC Live 0.OO psf 1.00 / 1.00 / 1.00 4445 Northpark Dr. Ste. 102, Colo. Spg&, CO 80007 1', WTCA 1•- Wood Truss Council of America Standard Design Responsibilities. 'BUILDING COMPONENT SAFETY INFORMATION'. (BCSI 1.03) and'BCS] SUMMARY SHEETS' by WTCA and TPI. The Truss Plate Institute (TPI) Is located at 583 D'Onofrio Drive, Madison, BC Dead 10.00 psf 0. C. Spaci ng 2- 0- 0 TRUSPLUS 6.0 VER: T6.5.7 Wlscons1n53710. The American Forest and Paper Assocladon (AFPApis located at fill 10th Street. NW. St. 800. Washington, DC 20038. Bldg Code: CBC -07 DEFL RATIO: L/360 TC: L/36 Job Name: GERSPACHER RES R2 Truss ID: M02 ON: 40 BRG X -LOC REACT SIZE REQ'D TC 2x4 DFL #1 & Btr. 1 0- 1-12' 615 3.50" 1.50" BC 2x4 DFL #1 & Btr. 2 7'- 7-12 411 HCR 1.50" FILL CHD 2x4 DFL #1 & Stir. BRG REQUIREMENTS shown are based ONLY WEB 2x4DFL STANDARD on the truss material at each bearing THIS DESIGN IS THE COMPOSITE RESULT OF BRG HANGER/CLIP NOTE MULTIPLE LOAD CASES. 2 LUS26 Support Connection(s)/Hanger(s) are IF THIS TRUSS IS CARRIED IN A HANGER, THAT not designed for horizontal loads. HANGER IS BASED ON 1.5" HANGER NAILS FOR SEE SIMPSON CATALOG 1 -PLY AND 3" HANGER NAILS FOR MULTI -PLY FOR ADDITIONAL INSTALLATION NOTES CARRYING MEMBERS. IF 2.5" GUN NAILS ARE X MADEFLECTION (span) USED, THE HANGERS MUST BE RE-EVALUATED L/515 MEM 4-5 (LIVE) LC 47 (BY OTHERS). L= -0.18" D- -0.07" T- -0.25" PLATING BASED ON GREEN LUMBER VALUES. MAX DEFLECTION (cant) : End verticals are designed for axial loads L/999 MEM S -OR (LIVE) LC 37 only unless noted otherwise. L- 0.00" D- 0.00" T- 0.00" Extensions above or below the truss profile CRITICAL MEMBER FORCES: (if any)_have been designed for loads TC cOMP.(DUR.3/ TENS.IAIR.) CSI OL- 1 0<(1.15)/ 57((1.15) 0.30 indicated only. Horizontal loads applied at 1-2 '-594(1.15)/ 70(1.60) o.z9 2-3 -59(1.153/ 40(1.15) 0.21 the end of the extensions have not been considered unless shown. A drop -leg to an 3 -OR -8(1.15 / 0 1.25 0.01 otherwise unsupported wall ma create a DEFL RATIO: L/360 TC L/36 hinge effect that requires additional design BC COMP.(DUR.)/ TENS.(DUR.) CSI consideration (by others). 4-5 -137(1.60)/ 539(1.15) 0.55 5 -OR 0(1.60)/ 0(1.25) a.00 ++ +++ ++++ ++ ++++ ++++++ + OVERHANG(S) MAY BE SHORTENED UP TO 3" MAX.! I COMP.(OUR.)/ TENS.(DUR.) CSI Overhang Soffit loading - 3.0 psf 2-,5 -5751.15 / 147(1.6 0)0.14 3-5 -152 1.15 / 63(1.60) 0.02 + +++++ + ++++++++++ ++ +++ Designed per ANSI/TPI 1-2002 This design does not account for long term time dependent loading (creep). Building Designer -must account for this. Refer to Joint QC Detail Sheets for Cq factors and Rotational Tolerances. IRC/IBC truss plate values are based on testing and approval as required by IBC 1703 and AN and are reported in available document ESR -1118. Loaded for 10 PSF non -concurrent BCLL. Loaded for 200 lb non -concurrent moving BCLL ASCE7-05 SNOW LOAD DESIGN CRITERIA: Pg - 48 psf, Ce =0.90, I -1.00, Ct = 1.00 Pfmin 20 psf 20 psf bottom chord 'live load NOT required on this truss, per IBC/IRC requirements for attics with limited storage. 4.0 Required bearing widths and bearing areas apply when truss not supported in a hanger. UPLIFT REACTIONS) : Support C&C Wind Non -Wind 1 -112 lb' 2 -78 lb This truss is designed using the CBC -07 / ASCE7-05 Specification Bldg Enclosed = Yes, Importance Factor = 1.00 Truss Location = Not End Zone Hurricane/Ocean Line No,Exp Category - C Bldg Length - 80.00 ft, Bdg Width = 40.00 ft Mean roof height - 10.36 ft, mph = 8S ASCE7 II Standard Occupancy, Dead Load = 15.6 psf Designed as Main Wind Force Resisting System - Low-rise and Components and Cladding Tributary Area - 15 sqft B1 W:308 R:615 U:-112 B2 LUS26 O-ft8W'108 R:411 U:-78 0-0r8 7-8-8 fl 4 51 TYPICAL PLATE: 1.5X4 All connector plates are Truswal 20 ga. or Wave 20 ga., unless preceded by "HS" for HS 20 go., "S" for SS 18 ga. from Alpine; or preceded by "MX" for TWMX 20 ga. or "H" for 16 ga. from Truswal, positioned per Joint Detail Reports. Circled plates and false 12/2/2008 frame plates are positioned as shown above. Shift gable stud plates to avoid overlap with structural plates (or staple). ` L L 8 /A,^ 00 A 413 - (FST2l (G Read all notes on this sheet and give a copy of it to the Erecting Contractor. Cust: MATTHEW GERSPACHER This design ie for an individual building component not trues system. It has been based on specifications provided by the component manufacturer WO • Dri ve_N_080527 r2_L00005_J00001 ® end done in accordance with the current --ions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions ere to be verified by lhecomponenl manufaclurm and/or building designer prior to fabd"lon. The building dwignm must ascertain Ihat the loads Ds n r • RM #LC = 53 WT • 48# g ' T R U S WA L 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 TC Live 30.00 psf Li veDu r L=1.15 P=1.15 Is laterally braced by the roofor floor sheathing and the bottom chord is laterally braced by a rigid sheathing material diractiy attached, unt-otherwise TC Snow(Pf) 30.00 psf SnowDur L=1.15 P=1.15 ®TC SYSTEMS not-. Bracing shown !,for lateral support of components members only to reduce buckling length. This component shall not be placed in any enwr°^men, hates 11 cause he moisture content of he wood to exceed lB%end or cause connector plate corrosion. Fabricata,h°ndle,inslall Dead 12.00 psf Rep Mbr Bnd / Comp / Tens IFW Building Components and brace this lluss in aoardance with the following standards:'Jcinl and Culling Detail Report'available as output from T-1 software, BC Live 0.00 psf 1.15 / 1.10 / 1.10 Group, Inc. 'ANSIrrPI 1', WTCA V- Wood Truss Council of America Standard Design Responsibilities. 'BUILDING COMPONENT SAFETY INFORMATION'. BC Dead 10.00 psf 0. C. Spaci ng 2- 0- 0 4445 Northpark Dr. Sfe. 101, Colo. Spgs., CO 80907 (SCSI 1.03) and'BCSI SUMMARY SHEETS' by WTCA and TPI. The Truss Plate Institute (TPI) is located at 583 Donofrio Drive. Madison, ' TRUSPLUS 6.0 VER: T6.5.7 Wisconsin 53719. The American Forest and Paw Association (AFPA)islocated at11111gmStreet NW, Ste 800,Washington. DC20038. Bldg Code: CBC -07 DEFL RATIO: L/360 TC L/36 Job Name: GERSPACHER RES R2 Truss ID: M03 Qtv: 7 BRG X -LOC REACT SIZE REQ'D TC 2x4 DFL #1 & Btr. 1 0- 1-12 521 3.50" 1.50" BC 2 x 4 DFL #1 & Btr. 2 5- 6-12 304 HGR 1.50" FILL CHD 2x4 DFL #1 & Btr. BRG REQUIREMENTS shown are based ONLY WEB 2x4 DFL STANDARD on the truss material at each bearing THIS DESIGN IS THE COMPOSITE RESULT OF BRG HANGER/CLIP NOTE MULTIPLE LOAD CASES. 2 LUS26 IF THIS TRUSS IS CARRIED IN A HANGER THAT Support Connections)/Hanger(s) are HANGER IS BASED ON 1.5" HANGER NAIL FOR not designed for horizontal loads. 1 PLY AND 3" HANG R N SEE SIMPSON CATALOG FOR ADDITIONAL INSTALLATION NOTES - E AILS FOR MULTI -PLY CARRYING MEMBERS. IF 2.5" GUN NAILS ARE MAX DEFLECTION (span) : W:308 USED, THE HANGERS MUST BE RE-EVALUATED L/803 MEM 3-4 (LIVE) LC 46 (BY OTHERS). L- -0.08" N -0.04" T= -0.12" PLATING BASED ON GREEN LUMBER VALUES. MAX DEFLECTION (cant) : End verticals are designed for axial loads L/999 MEM 4 -OR (LIVE) LC 37 only unless noted otherwise. L- 0.00" D- 0.00" T= 0.00" Extensions above or below the truss profile CRITICAL MEMBER FORCES: (if any) have been designed for loads rc COMP.(DUR.)/ TENS.(DUR.) CSI indicated only. Horizontal loads applied at oL- 1 0 1.15 / s7S1.15 0.31 the -end of the extensions have not been 1-2 72 1.15 / 63 1.15 2 -OR s 1.15 / otl'.15 0.39 o.ol considered unless shown. A drop -leg to an otherwise unsupported wall may create a Bc COMP. DUR. / TENS. DUR. C53 hinge effect that requires additional design 3-4 -39 1.60 / l2a ((l.so)) o.ao const deration (by others). 4 -OR 01.15 / 0(1.25) 0.00 +++++ +++++ +++++ ++ ++++ + WB CcMM(IUR.>)/ TENS.CDUR.> csI OVERHANG(S) MAY BE SHORTENED UP TO 3" MAX.! 2-4-2zs(1.15)/ a3(1.,0) 0.03 Overhang Soffit loading - 3.0 psf + + + + + + + + + + + + + + + + + + + + + + Designed per ANSI/TPI 1-2002 This design does not account for long term time dependent loading (creep). Building Designer must account for this. Refer to Joint QC Detail Sheets for Cq factors and Rotational Tolerances. IRC/IBC truss plate values are based on testingg and approval as required by IBC 1703 and AN and are reported in available document ESR -1118. Loaded for 10 PSF non -concurrent BCLL. Loaded for 200 lb non -concurrent moving BCLL ASCE7-05 SNOW LOAD DESIGN CRITERIA: PPfminbot48 p20,Psf.Ce -0.90, I ®1.00, Ct - 1.00 20 rf tom chord live load NOT required on this truss, per IBC/IRC requirements for attics with 1lmited storage. Required bearing widthsand bearing areas apply when truss not supported in a hanger. UPLIFT REACTIONS) : Support {&C Wind Non -Wind 1 -119 lb 2 -63 lb This truss is designed using.the CBC -07 / ASCE7-05 Specification Bldg Enclosed Yes, Importance Factor a 1.00 Truss Location Not End Zone Hurricane/Ocean Line No,Exp Category - C Bldg Length a 80.00 ft, Bdg Width 40.00 ft Mean roof height - 10.02 ft, mph 85 ASCE7 II Standard Occupancy, Dead Load - 15.6 psf Designed as Main Wind Force Resisting System - Low-rise and Components and Cladding Tributary Area - 11 sqft 2-2-12 2-1 -15 SHIP of W:308 t5L LUS26 R:521 W:308 U:-119 0*8 R:304 T R U S WA L ® SYSTEMS MW Building Components Group, Inc. 4145 Northpark Dr. Ste. 102, Colo. Siege., CO 80007 TRUSPLUS 6.0 VER: T6.5.7 U:-63 I 2-0-0 I 5-8-8 0*8 I 3 41 1r� N xp!June 30, 2009 TYPICAL PLATE: 1.5X44 Ci I LIQ OF' CALtiF All connector plates are Truswal 20 ga. or Wave 20 ga., unless preceded by "HS" for HS 20 ga., "S" for SS 18 ga. from Alpine' or preceded by "MX" for TWMX 20 ga. or "H" for 16 ga. from Truswal, positioned per Joint Detail Reports. Circled plates and false frame plates are positioned as shown above. Shift gable stud plates to avoid overlap With structural plates (or staple).. L L L a 413S iS � T 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 Cust: MATTHEW GERSPACHER WO: Dri ve_N_080527 r2_L00005-]00001 T R U S WA L ® SYSTEMS MW Building Components Group, Inc. 4145 Northpark Dr. Ste. 102, Colo. Siege., CO 80007 TRUSPLUS 6.0 VER: T6.5.7 end 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 utilimd on this design meet or exceed teething a imposed by he local building code and the particular application. The design assumes that the top echord Is laterally Br bracecings showby n roofRoos support from cents om machordo laterally for duce braced by erigid gtsheathing lateral comporieldirecll attached, un le as otherwise rested. Bracing shown la for lateral support o1 components mem bare only to reduce buckling length. This component shell not be placed in any environment that will cause the moisture content of the wood to exceed 19%end/w cause connector plate corrosion. Fabricate, handle. Install and brace this trues in accordance Win the following standards: 'Joint and Cutting Detail Reports' available as output from Truswal software, ANSI/ Pl 1% WTCA V- Wood Trues Council of America Standard Design Responsibilities, 'BUILDING COMPONENT SAFETY INFORMATION' - (SCSI 1.03) end'BCSI SUMMARY SHEETS' by WTCA and TPI. The Truss Plate Institute (TPI) is located at 583 D'Onofrio Drive. Madison. - Wisconsin 53716. The American Forest and Paper Association(AFPA)islocated at111119thStreet. NW, Ste 800.Washington. DC20038. DS n r • RM #LC = 51 Wi • 33# g ' TC Ll ve 30.00 psf TC Snow(Pf) 30.00 psf TC Dead 12.00 psf BC Live 0.00 psf BC Dead 10.00 psf Bldg Code: CBC -07 Li veDu r L=1.15 P=1,15 SnowDur L=1.15 P=1.15 Rep Mbr Bnd / Comp / Tens 1.15 / 1.10 / 1.10 0: C. Spaci ng 2- 0- 0 DEFL RATIO: L/360 TC: L/36 Job Name: GERSPACHER RES R2 Truss ID: M04 Qty: 2 Cust: MATTHEW GERSPACHER BRC X -LOC REACT SIZE REQ'D TC 2x4 DFL #1 & Btr. Designed per ANSI/TPI 1-2002 Required bearing widths and bearing areas and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed fw dimensional accuracy. Dimensions 1 0- 1-12 840 3.50" 1.50" BC 2x6 DFL #2 This design does not account for long term apply when truss not supported in a hanger. L i veDu r L=1.15 P=1.15 2 7- 7-12 1181 1.50" 1.50" BRC REQUIREMENTS shown are based ONLY FILL CHD 2x4 DFL #1 &Btr. time dependent loading (creep). Building UPLIFT REACTION(,) SYSTEMS on the truss material at each bearing WEB 2x4 DFL STANDARD Designer must account foe this. ' Support C&C Wind Non -Wind environment Ihel will cause Ue moisture content of the wood to eased 1 B% and/or cause connector plate corrosion. Fabricate, handle, install -r....c. Fabricate. handle. and brace this truss in accordance with the following standards: 'Joint and Cutting Detail Raports'available as output from Truswal software, BRC HANGER/CLIP NOTE Lumber shear allowables are per NDS. Refer to Joint QC Detail Sheets for 1 -106 lb BC Dead 10.00 psf 2 Hanger Fails THIS DESIGN IS THE COMPOSITE RESULT OF Cq factors and Rotational Tolerances. 2 -146 lb TO BE ENGINEERED MULTIPLE LOAD CASES. IF THIS TRUSS IS CARRIED IN A HANGER, THAT IRC/IBC truss plate values are based on This truss is designed using the Support Support are HANGER IS BASED ON testing and.approval as required by IBC 1703 CBC -07 / ASCE7-05 Specification designed for not designed for horizontal loads. 1.5" HANGER NAILS FOR and ANSI/TPI and are reported in available Bldg Enclosed - Yes, Importance Factor - 1.00 MAX DEFLECTION (span) 1 -PLY AND 3" HANGER NAILS FOR MULTI -PLY document ESR -1118. Truss Location - Not End Zone L/999 MEM 5-6 (LIVE) LC 52 CARRYING MEMBERS. IF 2.5" GUN NAILS ARE Loaded for 10 PSF non -concurrent BCLL. Hurricane/Ocean Line No Exp Category - C L- -0.03" D- -0.02" T- -0.05" USED, THE HANGERS MUST BE RE-EVALUATED Loaded for 200 lb non -concurrent moving BCLL Bldg Length - 80.00 ft, Bidg Width - 40.00 ft ' MAX DEFLECTION (cant) (BY OTHERS). ASCE7-05 SNOW LOAD DESIGN CRITERIA: Mean roof height 10.36 ft, mph - 85 9 p L/999 MEM 6 -OR (LIVE) LC 37 Permanent bracingis re wired b others to q ( Y ) P 48 9 psf, Ce x.90, I =1.00, Ct - 1.00 ASCE7 II Standard Occupancy, Dead Load - 15.6 psf L- 0.00" D- 0.00" T- 0.00" Prevent rotation/toppling. See BCSI Pfmin - 20 psf Designed as Main Wind Force Resisting System CRITICAL MEMBER FORCES: and ANSI/TPI 1. PLATING BASED ON GREEN LUMBER VALUES. - Low-rise and Components and Cladding Tc COMP.(DUR. /'TENS.(DUR.) CSI DL- 1 0(1.15/ + + + + + + + + + + + + + + + + + + + + + + End verticals are designed for axial loads Tributary Area - 39 sqft 57(1.15) o.35 1-2 -1439(1.15)/ 0.16 2-3 as 1.15)/ 36(1.15) 0.14 OVERHANG(S) MAY BE SHORTENED UP TO 3" MAX.! overhang Soffit loading - 3.0 psf only unless noted otherwise. Extensions above or below the truss profile ----------LOAD CASE #1 DESIGN LOADS ---------------- Dir L.Plf L.Loc R.Plf R.Loc LL/TL 3 O -8 1.15)/ 0(1.60) 0.01 + + + + + + + + + + + + + + + + + + + + + + 1f an have been designed for loads y) 9 TC Vert 90.00 - 2-.0- 0 90.00 0- 0- 0 0.67 Bc COMP.(DUR.) TENS.(DUR.) CSI 20 sf bottom chord live load NOT required this truss, IBC/IRC indicated only. Horizontal loads applied at TC Vert 84.00 0- 0- 0 84.00 7- 8- 8 0.71 4-s 1 1327(1.15) 0.42 on per requirements for limited the end of the extensions have not been TC Vert 84.00 7- 8- 8 84.00 7-10- 0 0.71 5-6 / 1273(1.15) 0.97 attics with storage. considered unless shown. A drop -leg -to an TC Vert 90.00 7-10- 0 90.00 8- 0- 0 0.67 6 -OR / 0(1.15) 0.00 otherwise unsupported wall may create a PP Y BC Vert 20.00 0- 0- 0 20.00 7- 8- 8 0.00 hinge effect that requires additional design BC Vert 6.00 7- 8- 8 6.00 7-10- 0 0.00 WB COMP. TENS.(DUR., CSI - consideration -(by others). .Type... lbs X.Loc LL/TL Fastener z-5 ) 7s1(1.1s� 0.33 751(l.15) 2-6 -1412(1.15)/ 0.29 BC Vert 995.0 6- 0- 0 0.58 3-6 -138(1.15)/ 45(1.60) 0.02 ' 41 00 B1 W:308 R:840 U:-1.06 82 W:108 R:1181 995# 0 k U:-146 0-0r8 4 7-8-8 f� 5 6 TYPICAL PLATE: 1.5X4 ' All connector plates are Truswal 20 ga. or Wave 20 ga., unless preceded by "HS" for HS 20 ga., "S" for SS 18 ga. from Alpine; or preceded by "MX" for TWMX 20 ga. or "H" for 16 Be. from Truswal, positioned per Joint Detail Reports. Circled plates and false frame plates are positioned as shown above. Shift gable stud plates to avoid overlap with structural plates (or staple). 12/2/2008 413 - CFCS�T� Read all notes on this sheet and give a copy of it to the Erecting Contractor. Cust: MATTHEW GERSPACHER This deslgn Ia far an Indlvldual building component not buss system. Ill.. been based on specifications wovlaed by ne component manufacture WO • Dri ve_N_080527 r2_L0000S-300001 ® and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed fw dimensional accuracy. Dimensions Ds n r • RM #LC = 5 3 WT • 5 6# 9 ' T R U S WA L are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that me leads ullimd on this design meet or --,d the loading Imposed by the local building code and the particular application. The design assumes that the lop chord TC Live 30.00 psf L i veDu r L=1.15 P=1.15 is laterally braced by the roof or flow sheathing and the bottom chord Is laterally braced by a rigid sheathing material directly attached, unless otherwise TC Snow(Pf) 30.00 psf SnowDur L=1.15 P=1.15 SYSTEMS noted. Brace shown Is for lateral support length. This anal pponofcomponenlemto--nI... TC Dead 12.00 psf Rep Mbr Bnd / Comp / Tens ® environment Ihel will cause Ue moisture content of the wood to eased 1 B% and/or cause connector plate corrosion. Fabricate, handle, install -r....c. Fabricate. handle. and brace this truss in accordance with the following standards: 'Joint and Cutting Detail Raports'available as output from Truswal software, SC Live 0.00 psf 1.00 / 1.00 /,1.00 JTW Building Components Group, Inc. •ANSI?PI 1'. WTCA V • Wood Truoo Council of Amodoa Standard Dacign Reaponaibili0as,'But UDING COMPONENT SAFETY INFORMATION'. BC Dead 10.00 psf 0. C. Spaci ng 2- 0- 0 4448 Northpark Dr. Sic 102, Colo. Spga., CO 80807 (SCSI 1.03) 8nd'BCSI SUMMARY SHEETS' by W TCA and TPI. The Truss Plate Institute (TPI) is located at 5B3 D'Onofrio Drive. Madison. TRUSPLUS 6.0 VER: T6.5.7 Wisconsin 53710. Th. American Forest and Pam Association(AFPA)islocated at111119IhStreet, NW, St. 800.Washington. DC20038. 11,131 dg Code: CBC -07 DEFL RATIO: L/360 TC: L/36 RESIDENTIAL r. 55-35-39 92-821 BPEM r GERSPACHER, Matthew El Fran belay, Paradise cont: Paul Bellefeulle new sf t �7-,O C A-1 O h- • OFFICE COPY ' q 1 I Address_ t� 7 2lo %4awam - �� I I GAS Meter By Datej !` I ELECTRIC I� Meter By. r OFFICE COPY t Address GAS Meter By Date ELECTRIC / 1 Meter By Dates / -�? /-.L ; 11 JOB FINALED (Date) f '115 Signature w a i ' J=OK O =-Not OK =Not Applicable MOBILE,HOMES MISCELLANEOUS = Not Ready Date MOBILE HOME UTILITIES (Plans) OK except #'s Date DECKS, COVERS, CARPORTS, GARAGES, Plans)OK except #'s 1. Zoning Requirements-Setbacks,Easements 1. Zoning Requirements -Setbacks -Easements 2. Soils; Special MH Support Sketch 2. Footings; Soils -Size -Depth -Spacing -Connectors -Steel 3. Sewer; Location -Test -Fall -C/O Concrete 3. Decks; Griders and/or Joists -Decking -Bracing -Stairs -Rails 4. Water; Location -Test -Easement Needed (Sketch) 4. Wood Awn.; Posts- Bea ms- Rftrs.-Connectors 5. Electricity; Location-Clearences-Grnd-/ /Amp -Concrete Shthg.-Rfg.-Bracing 6. Gas; Location -Test -Wrap: , /"Uft. 5. Alum. Awn.; Columns -Connections -Splice -Decal -Enclosures / /"Nat. or/ /"L"ft./ /"LPG 6. Carports; Windows -Doors 7. Well Clearance & Disconnect 7. Electric 8. Utility Clearance 8. Frmg; Sils-Anchors-Studs-Rftrs-Trusses 9. Siding; Nailing -Veneer -Stucco -Mesh 10. Roof; Shthg-Roofing Date _ Card B-1 Date Card B-1 11. Ext.; Steps -Doors -Landings Date Card B-1 Date Card B-1 Date MOBILE HOME INSTALLATION (Plans) OK except #'s 1. Zoning Requirements -Setbacks Easements i Date Card B-1 Date Card B-1 2. Footings; Size -Spacing -Marriage Line Date Card B-1 Date Card B-1 3. Gas; MH Test -Demand -Valve -Connector Date POOLS (Plans) OK except #'s 4. Electricity; MH Test -Crossovers -Breakers -Clearances 1. Setbacks -Easements 5. Drain; MH Test -Fall -Flex Connector ` 2. Soils; Compaction-Structure`Stability I I I 6. Water; MH Test -Regulator -Connector ` 3. Pool Structure; Steel -Connections -Thickness 7. Water and Sewer Connected -C/O to Grade HD Approval Dead Men -Lining 8. Gas and Electricity Tagged I 4. Elec.; Receptacles and Lighting, Distances-GFI 9. Exits; Insp.-Sketch � 5. Elec.; Pool Lighting; 15 volts-GFI 10. Cert. of Occupancy 6. Elec.;Enclosures; Conduit Entries -Terminals -Listed - 7. Elec.; Bonding; Metal w/5' -Circulating Equip. -Heater • 8. Elec.; Grounding; Equip. w/5' Circulating Equip. -Pool Lghtg. Date Card B-1 Date Card `8-1 _ Boxes -Enclosures -Panel boards -Ins. to Main in Conduit Date Card B-1 Date ` Card B-1 9. Health Department Approval 10. Plumb.; Cir. Test -Water Supply Test ` - _• .I Date Card B-1 Date Card B-1 Date Card B-1 Date Card B-1 1 �j J=OK O = Not OK Not = Not Readyable , RESIDENTIAL (; Date UNDE OOR (Plans) OK except ft's' lefoni od-Slope 2. Ft9/�ain; Soits-Elec. Gr" .-&L V' Ftg. Depth Ft ., Garage; Soils-Steel-Elec. Grnd.-/ /" Ftg. Depth Ftg., Porches & Decks; Soils -Steel-/ /Ftg. Depth S walls, Main; Steel -Bloc kouts-Wrapped X'Stepwalls, Garage; Steel-Blockouts-Wrapped fiAold Downs and Special Anchors 7. Slab; St Wrapped rP -Fireplace Ftg.-Steel 9. D.W.V.; Fall -Fitting -Test -2 Way C/O -Sewer Test 10. . Gas Pipe; Size -Anchors - yard gas piping: size -test _147ater Pipe; Test -Anchor -Regulator -Service Test 12. EI tric; Underground ''ienums & Ducts; Clearance -Material -Support -Ins. 'ders-Sills-Anchor Bolts -Joists -Vents -Cripples gess & Ventilation �6 Insulation Date Card B-1 Date Card B-1 Date �+�' Card B-1 C, Date Card B-1 ' Date PLU ING (Permit),OK except ti's ter Htr.: Vent -Access -Combustion Air -Baffle ------ ---- ------------------------ er Pip est' & Anchor -Nail Protection D Test -Fittings & Anchor -Nail Protection -14%-114'-- 1 Shower Pan: Test. First Floor -Tub Access 20. T st Tub & Shower, Second Floor -Tub Access - -- -- --_ Gas-Pipe_Size & Anchors Date Card B-1 -- Date — Card B_1 ------------------- ------ Date Card B-1 Date Card B-1 Date ELECTRICAL (Permit) OK except ti's xt re & Transformer Clearance -Ins. Protection - Receptacles Spacing -Lights & Switches at Doors ------------- - - ---- ------ --- --------------------- --------- --- -- - - - - - --------------------- - --- --------- -------------- - _ Size Boxes & No. of Conductors -Stapled 2 o x Installed Close to Edge of Studs & C.J-- ----------------- pex - - - - quip. Ground made `up w/Mech. Fastners-Bond Gas & Water ----- ---------------�-------- ------------------------------- ------------------- �L Appliance Circuts in Kitchen & Conductor Size/GFI --------- -- -- —•-------------------------------------------------------- 28. Subfeed Wire Size / ga. Cu or AI-A.C. Wire Size ! / ga. Cu or At ---- --- 29. Range Circ. /--/ ga. Cu or AI -Oven Circ. /- / ga.-Cu-or Al. -� insulated Neutral ❑ Yes ❑ No 30 Service -Riser Conductors & Ground Main Disconnect ------------- - - - - ------------------------------------- 31. Equip_ Clearances Panels-Motors-Mech. Equip_ 32 CI es Closet Light Shower Light Spa Light -- — ------- -- --- Smoke Detector ------- - ---- ----- ----- ---- - --- ------ --- --- ---- ----------------------------------------------- ------------------- Date Card B_1 Date Card B-1 --------------------------------------------- ---------------------- Date Card B-1 Date Card B-1 Date MECHANICAL (Permit) OK except ti's A :'Ducts Insulation & Support -- --------- -- - - - - ------------------------------- - ------------------------ -- Vent Fan: Exhaust above insulation ---------- ---------------------- 36. Condensate Drain & Overflow: Size & Grade -------------------------------------------------------------. 37. Furnance-Vent: Access -Comb. Air -Return Air Vent -115 outlet -------- —---------------------------------------------------------------------------- -------------- 38. Attic Access & Platform if Furnance in Attic ---------------------------------------------------------------------------------- Date Card B-1 Date Card B-1 ---------------- --------------------------------------------------------------- Date Card B-1 Date Card B-1 Date FRA NG (Plans) OK except ti's Proper Material & Anchors ------- --------- -- - - W s Studs -Nailing. Spacing & Bracing -Plates -Sound ----------------- -- -- -------- B ring Walls over Girders & Floor Nailing ------------------------------- --------- -- - ---- --- - -------------------------- ----- --------------------------- ---- Dr fI Stop in Walls (rat proof) ----------------- -- - - - - - - ------------------------------------------ ---------- - - Fir Stops: Furred Ceilings -Stairs -Chases -Tub --- -- - - ---------------------- 4 eaders & Beam -Size & Bearing ►ingle & Duplex) Date_,FRAMING (Continued) i -- — Ha ers-Post Ceps -Anchors -Connectors �Joist-Rftr. ties-Pullin—roof Brac-Truss-Shthng.-Ring: 4A'Fir face Ties or Type A Flue -Fireplace Throat clearance Access; Size & Romex Protection -Draft Stop -Ins. Baffles —gSYB am. Windows or Exiting Doors -Sill Hgt. & Dimensions -- -- G ge Fire Protection Framing pert . Line Firewall & Openings ---- E Doors -One T -Check Garage -3rd Story, 2 Exits - —_---- irs; Width -Headroom -Rise -Run -Landing -Fire Protection --- . p ood on Roof Overhang -Attic Vents -Rafter Outriggers _Siding -Nailing Veneer ' -co Mesh -Drip Screed -Fd. Vents-Underflr. Access Glazing Area -Glass P tection-Skylights-Plastic ---- Shear Walls; Nail' -Bolts )'j A r /�� �1$ f/- 59. Insulation -Walls -Ceilings 60. Infiltration -Walls -Windows Date / Card B- Date _ and Dat Card B-1 Date Card B - Date INA fans) O except ti's E teps-Door & Sidelight Protection -Landings ---------------- Detector--- -- Furnace: Vents -Clearance -Comb. Air -Connector - In Garage: Above Floor -Ducts -Meeh. Protection Weom Exiting & Bath Fixtures & Tub Access -Spa ---------- -66. EI Trim & Subpanel: Breaker Sizes & Labels Stairs & Rails _ 9�E ' lace or Stove: Clearances -Hearth utlets at Wood Panel: Int. & Ext. 7 t.F' & Appliance; Grnd.-Air Gap -Cooking Clearance - ., ------- le utlets & Receptacles at Kit. Counter - - W. --------------- - -- -- ------ ---- _Garage Fire Door: Swing -Landing -Closer ---- - �3•A.C. uct in Garage -Damper _ tr. Htr_Vents-Clearance-Comb. Air-Connector-P.R.V. In G ge: Above Floor -Meth. Protection ---------------- - ------------ Mech. Equip. Listed for Location - --- ----- 7 Elec. ceptacles in Garage: (G.F.I.)-Romex Protection 7 sion- Foam -Looked in Attic ❑ Yes Td' Guard & Deck Construction -Post Caps --------------------- ----- - - -- - 7 n. Vents & Crawl Hole Door -Drainage & Wood -Earth Clearance Looked under Floor---- ❑ Yes --8e-Pollowing instld.; Drive ❑ Yes ❑ No; Walks ❑ Yes ❑ No; Planters ❑ Yes ❑ No --- ---- —-- -A it_Disconnect_Electrical, Plumbing — enis ove Roof; Plbg.-Appliance-Fireplace.-Clearance to O ngs - -- .Water Well; Disconnect, Electrical, Plumbing 85. xterior Elec. Trim; G.F.I. Receptacle -Underground - - --------------------- -- ion Throughout House . ---- --- ---- - ---- ----------------------- ---------- --- ss Protection 88. rrect,ons from Previous Inspections ___ Gas eters Tagged; Gas -Electric ater & Sewer Connected -C/O to Grade -HD Approval --------------- — ergy Complian ertificate-Other Certificates dd -------=-•--=-x`11------------ -- ---- --- Date 3 -Card-B_1 Date _Card B-1 — Date Card B-1 Date Card B-1 Date Card B-1 Date Card B-1 Comments at Final COUNTY OF BUTTE. BUILDING DIVISION f 11 DEPARTMENT OF DEVELOPMENT SERVICES IA469 Humboldt Road, Chico, CA - (916) 891-2751 7 County Center Drive, Oroville, CA - (916) 538-7541 747 Elliott Road, Paradise, CA - (916) 872-6307 CORRECTION NOTICE C �2 491jecraah2 C/z-62 ' PERMIT NO. :s Anwx1limiinzIpectimbullicates that the following violations of Butte County Ordinances exist at the abow adifhess and should be corrected. Please notify this office when correction of work scangfimedl- IlVm have any questions pertaining to this matter, or needadditional explanation, please snnn2 Ubis office imine 'ately. 0 CJ S ZQ ER S COUNTY OF BUTTE DEPARTMENT OF PUBLIC WORKS 196 Memorial Way, Chico — Phone: 891-2751 A7 County Center Drive, Orovi Ile — Phone: 538-7541 ., 747 Elliott Road, Paradise — Phone: 872-6307 CORRECTION NOTICE SD,4C1j /I2 C/'Z -�9 Z HERMIT NO. A routine inspection indicates that the following violations of County Ordinance exist at the above address and should be corrected. Please notify this office when correction of work is completed. If you have any question pertaining to this matter,, or need additional explanation, please contact this office immediately. V#111(,woos vii G C // -1- 2^-1/ C Date I VI i "„Inspecfor I . 1 , XTERIOR WALL ENERCT CERTr�jCATION LOCAT: ROOF MATERIAL THICKNESS E DESCRIPT.O,y OF INSULATION MATERIAL Fiberglass THICK,'1'ESS17 6 i� CEILING BRAND NAME THERMAL RES. Permit/ A.P.# BRAND NAME Certineed THERMAL RES. / g BATT OR BLANKET TYPE -FIBERGLASS BRAND NAME Certineed THICKNESS I(� � LOOSE FILL INSULSAFE IIITHERMAL RES. 3 O THICKNESS BRAND NAME CERTAINTEED /'Z ti FLOOR -ELEVATED THERMAL RES. MATERIAL Fiberglass THICKNESS_6 FLOOR -SLAB INTERIOR WALL BRAND NAME Certineed THERMAL RES._ r MATERIAL Fiberglass THICKNESS BRAND NAME Certineed THERMAL RES. I HEREBY CERTI: Y THAT THE- ABOVE INSULATI BUILDI!t'(; I\ CONFOR�IA;�'CE WITHON WAS INSTALLED IN THE ABOVE THE STATE OF CALIF. ENERGY REQL'IREPIENTS. HAWKINS IND.IN /dba SHASTA .I NSL'LATION LIC.#65071-7 Ihereb)' certify the above insulation and all required items as on the building department installed as re approved plans and attachments have shown required b. the State of Cal r been All equipment,devices and materials are specifically approved by - --- - --- � the St FIR ---- i ornia Energy Requirements. are of the quality prescribed or ate of Calif. MNAME OWNER (PLEASE PRINT) I�--- ---------------------------- ST SICNATi1RE OF GENERAL Ibis certificate ,ustCONT/OWNER and posted vithin be Ot the building. ile ATE CONT. LIC# with DATE . the Building Dept, prior to Fiaal u COUNTY OF BUTTE - DEPARTMENT OF PUBLIC WORKS 1 County Center Drive - Oroville, California 95965 - Telephone: 916,'536-7541 APPLICATION AND PERMIT PERMIT N0. ASSESSOR PARCEL NUMBER 0.5.5-35-0-039 ZONING_ FR f0 r BUILDING PERMIT - OWNER MATTHEW GERSPACHER TELEPHONE 872-7072 ,SQ. FT. OCC. BUILDING VALUATION - -- 2350 R 1.19_,8.50 OWNER'S MAILING ADDRESS P.O. BOX 944 PARADISE _ CA __9.5967 568 M _ 10,224 CONTRACTOR'S NAME PAUL TELEPHONE 8 254 C 3,302 465 0 3,255 OR'S MAIL, NG ADDRESS CONTRACTOR'S 5090 WARMKE PARADISE CA 9.5969 Fireplace I "A" 1,500 CONSTRUCTION LENDER COWITINTTY RANK UNKNOWN Total Valuation $ 138,131 Filing Fee $ 15.00 LENDER'S MAILING ADDRESS EARADISE Permit Fee $ 734.00 ARCHITECT OR ENGINEER NQNF LICENSE NO. Plan Checking Fee $ 367.00 Energy Plan Checking Fee $ 20.00 ARCHITECT OR ENGINEER'S MAILING ADDRESS Penalty $ BUILDING ADDRESS ISE Permit fee $ 1136.00 PLUMBING PERMIT Filing Fee 15.00 Each Trap 11 5.00 65.00 Solar or heat pump water heater 20.00 LOT NO. 1 SUBDIVISION NAME PARCEL MAP 98-95 Water piping 7.00 7.00 Each qas water heater or vent 7.001 7.00 USE OF STRUCTURE SFX Duplex❑ Mobilehome❑ Other SPECIFY Gas piping system 1 - 5 outlets 5.00 5.00 Building sewer 15.00 15.00 Mobile Home S G W @ 15.00 TYPE OF WORK Newer Addition Remodel❑ Utilities❑ Installation Ell Other ❑ Describe work: 4BR _ Permit Fee $ 114.00 Contractor ELECTRICAL PERMIT Filing Fee 15.00 Main service 0V OR LESS 200A OR LESS 18.50 18.50 Main service zoCATO IOOOA) 37.50 CONTRACTORS LICENSE LAW I declare under penalty of perjury (check one): ❑ I am licensed under provisions of Chapt. 9, Div. 3 of the Business and Professions Code and my license is in full force and effect. License No. Classification I, as the owner, or my employees with wages as their sole compen- sation, will do the work,and the structure is not intended or offered sale. (Sec. 7044) TO',, Uv I, as the owner, am exclusively contracting with licensed contract- ors. (Sec. 7044) ❑ I am exempt under Sec. , Business and Professions Code for this reason DWELLING OCCUP.&) NEW CONST./ ACC. BLDGS. DR ACDNS. l 3.64 sq.ft. 0200 NEW RESID. RANCH CIRCUITS) NON•R ESID BRANCH CIRC ITS @ 5.00 POWER APPARATUS & (SINGLE OUTLET CIR. Ex. Occup(OUTLETS OR FIXTURES 20 @ 761 QAL (0 46 FIXED APPLNS.❑ Ex. OCCUp. OUTLETS ((RESID )REA.) I 3.00 Temporary service 15.00 Mobile Home Facilities 15.00 Misc. Wiring g 15.00 Permit Fee $ 135..50 - WORKMEN'S COMPENSATION INSURANCE I declare under penalty of perjury (check one): ❑ The permit is for $100.00 (valuation) or less. ❑ I have placed on file with the County of Butte Building Department a Certificate of Workmen's Compensation Insurance or a Certificate eCoolin f Consent to Self -Insure. D I shall not employ any person in any manner so as to become subjectHood to the W. C. laws of California. Notice to Applicant: If after making this statement, should you become subject to the W. C. provisions of the Labor Code, you must forthwith comply with such provisions or this permit shall be deemed revoked. Contractor MECHANICAL PERMIT FiIingFee 15.00 Heating 9.00 g 11..50 6.50 Ventilation Penu Permit Fee $ 42.00 Contractor I certify that I have read this application and state that the above information is correct. I agree to comply to all County Ordinances and State Laws relating to building construction, and hereby authorize representatives of the Countyot Butte to enter upon the above-mentioned property for inspection purposes. 1 also agree to save, indemnify and keep harmless the County of Butte against all liabilities, judgments, costs, and expenses which may in any way accrue against said County in consequence of the granting of this permit. 9N�. �1 Date :5 "23 `9Z nature of A licant - owner �ry SiApplicant 9 PP LJ Contractor ❑ Agent ❑ An OSHA permit is required for excavations over 5'0" deep and demolition or construct- ion of structures over 3 stories in height. Mobile Home Installation Fee S Ener Ins ec ion Fee $ 40.00 9Y p c T PE TOTAL F $ 1 6790 rAz DFEES I IMP {I/ I FLOCI CDF I PARCEL Oma/ P HD SSUE ! This permit is hereby issued under the sions of the Butte County Code and/or work indicated above for khich fees �RE T UBLIC By PER EXPIRES Date% applicable provi- resolutions to do have been paid. WORKS Dat _ z ice" -yam_ g Receipt No. l 01 i WHITE-D.P.W.. YELLOW -ASSESSOR, PINK -INSPECTOR. GOLDENROD -APPLICANT _� r ,� �. , .,� �. �. pit` -- � � r .., Return to DPW AGUCULT11RAL STATEMENT OF ACIGIOWLEDGEME.NT �:. FOR RESIDENTIAL DEVELOPMENT `Section 26-13.1 of the Butte County Code requires this acknowledgement be recorded prior to issuance of a building permit. The property described .herein is adjacent I to land or included within an area zoned 92-015560 1 Rec Fee 5.00 for agricultural purposes, and residents I Check 5.00 of this property may be subject to incon- Recorded 1 veniences or discomfort arising from the Official Records I use of agricultural chemicals, including, County of I but not limited to herbicides, pesticides, Butte I ` and fertilizers; - -and from the pursuit Candace J. Grubbs of agricultural operations including, Recorder 1 but not limited to cultivation, plowing, 8:02am 10 -Apr -92 I PUBL M 1 spraying, pruning, and harvesting which occasionally generate dust, smoke, noise, and odor. Butte County has established agricul- tural zones which have as a priority use for productive agricultural purposes, and residents within said zones and on adjacent property should be prepared to accept such inconvenience or discomfort from normal, necessary farm operations. All that real praperty..'situate_in the County of Butte, State of California, described as follows: PARCEL I: PARCEL 1, AS SHOWN ON THAT CERTAIN PARCEL MAP, RECORDED IN THE OFFICE OF THE RECORDER OF THE COUNTY OF BUTTE, STATE OF CALIFORNIA, ON FEBRUARY 27, 1985, IN BOOK 98 OF MAPS, AT PAGE(S) 95. RESERVING THEREFROM A NON-EXCLUSIVE EASEMENT FOR INGRESS AND. EGRESS AND PUBLIC UTILITY PURPOSES OVER EL FRAN WAY, AS SHOWN ON SAID PARCEL MAP. 'a PARCEL II.', A NON-EXCLUSIVE EASEMENT FOR INGRESS AND EGRESS AND PUBLIC UTILITY PURPOSES OVER EL FRAN WAY, AS SI4OWN ON THAT CERTAIN PARCEL MAP, RECORDED IN THE OFFICE OF THE RECORDER OF THE COUNTY OF BUTTE, STATE OF CALIFORNIA, ON FEBRUARY 27, 1985, IN BOOK 98 OF MAPS; AT PAGE(S) 95. EXCEPTING THEREFROM ALL THAT PORTION LYING WITHIN THE BOUNDS OF Date: - PARCEL I, DESCRIBED HEREIN. PROPERTY OWNERS: fh State of ) On this the 4p� day of 19 9 before me, the SS. undersigned Notary Public, per nally appeared County of r A 4 chq ,� . 1,J - , 4'", ix Personally known to me. 0 Proved to me on the basis DAVID HALXOLA � of satisfactory evidence. NOTARY County AUFORNIA e person(s) ( ) EExx to be thewhose name(s) S p MY Bch 2ionExpires 1995 n subscribed to the within instrument and acknowledged that ■■■■■ti ■■ ■■■■■■o■■■■■ ■ executed the same for the purposes therein contained.. IN WITNESS WHEREOF, I hereunto set my hand and official seal. Present A.P. No. � Notary Public END OF DOCUMENT RESIDENTIAL PLAN CHECKING GUIDE 8/91 (S.F., DUPLEX & MISC. ONLY) v- 9 —k2/ OWNER G�rs��, �,�c. ►/� GENERAL Zoning requirements: (sideyards and number —2 --Valuation. —3"� ans signed by designer. - . Proper description of work on application. .Existing violations on property. Bldg. Permit # ra ' 39 A.P. Plan Checker S of permitted living units). 6 II ems on data sheet. (W.C., fees, Health, Developer Fees, License law, etc). Recorded notice of violation. PLOT PLAN omplete parcel size and dimensions. Setbacks, sideyards, easements, etc. 90—ther buildings or structures. Grading, fills, drainage. X. Flood hazard. � cial conditions on creation map, �sible, and foundations). lU & FAS road setback. (noise, CDF, fire sprinklers, non—comb— . Building or utilities across lot lines (Record form). FLOOR PLAN Complete to scale plan with dimensions. 'Required windows for light and ventilation (Sec. 1205). Required windows for second exit (Sec. 1204). Skylights (Chapter 34 & Sec. 5207).. . ,Human impact glass (Sec. 5406). / Required room sizes, ceiling heights (Sec. 1207). GFCIs in baths, garage, kitchen, and exterior outlets (Article 210-8). Light fixtures,, switches, receptacles, and exterior receptacles for main— tenance of mechanical equip Locations of water heater, heating and cooling quipment, other electrical or gas equipment. . Garage firewall, door size, and closer (Sec. 503(d)(3)). . 1 — 3'0" exterior exit door (sec. 3304 (f). .. Fireplace and wood stove location, alcoves, and clearance. Smoke detectors (Sec. 1210). �- Plumbing fixtures, water closet clearances and shower size. STRUCTURAL DETAILS Standard bracing or engineered design (Table 25V) Unusual shape, size, or split level house requiring lateral design. Clerestory requiring balloon framing and/or engineering. Three story building requiring engineered calculations and plans. 'Foundation plan complete enough to construct building. Floor construction details complete enough to construct building. Elevations and wall construction details complete enough to construct Roof construction details complete enough to construct building. Fireplace construction details and calcs if necessary. Rafter ties or bearing ridge beam. Garage door or porch header sizes. Stud heights. Adobe soils — special foundation design. Retaining walls requiring design. 4'tiJ Special Inspection required.. building . 8/91 RESIDENTIAL PLAN CHECKING GUIDE MISCELLANEOUS ITEMS TO LOOK OUT FOR 'r- Stairway details: landings, rise and run, head clearance, handrails /(Sec. 3306). Guardrail details (Sec. 1711 & 3306(j). Brick or stone veneer (Chapter 30). �-_ Exterior plaster - weep screeds (Sec. 4706). . Proper roof pitch for roof convering (Chapter 32). "Roof covering type - (fire hazard). Foam insulation - protection. v-16" halls and stairways. Living area over garage - complete 1 -hour separation required on garage side including supporting walls and posts, etc. 77 -Two exits on three-story dwellings (sec. 3303 & see Mezannines - 1716). 1* tic access and ventilation (Sec. 3205). 2—Underfloor access and ventilation (Sec. 2516). Combustion air for fuel burning appliances - L.P.G. requirements. e requirements on duplexes. Energy design. Flashing at all exterior openings. , OF responsible area requirements. �G MIT r� 77U_ ko U 51, 1121V15 � 3-,,7 Butte County Environmental Heal'ii l Date Signature 41 33.58L1C J J � . W REscQv , �tKE 3 • AF I _ 0 � S p�"c c:. wes ❑ I;� N o cl,_ . U ,':s"lli 1. U± 0 otai v�� ro ENVIRONMOITAL HEAD:; 1 DEC 2 7 1991 1 Paradise, O'c 24 i BUTTE COUNTY SCHOOLS DEVELOPMENT FEE CERTIFICATION FORM (One Form per Building) A.P. Number �.� �j Building. Department No. 10"� 9 School District A" IC_ City r County [�Ej' Jurisdiction Property Owner ANd'rg#_ t✓ IQS14A Calle, Project Location/Address f L FRI%ei W'�� Subdivision '� Lot Number Residential Development: M a � Sq. Footage 2„ � # of Living MHI Addition (Group R) Units Commercial/Industrial: Sq. Footage New Addition (Including Exterior Roofed Areas) 2. Bu' d' Department Representative Date (Floor Plans reviewed by School District Personnel) ct2. Dc District Id No. v 1 (0 School r7 District certifies that X12. (o'1Z (App IllIi,, (cant Name ) ( Phone Number ) I"'tet Street Address R (State G�51COD (Zip Cc has complied with the requirements of Resolution No. •.by the payment of •$ al(3 • W representing 2 60 square fee.t . „ School District Representative--� Date M. PAID BY CHECK NO. REMARKS `BANK NO - PAID BY CASH .white -applicant, yellow -building department, pink -school district SCHOOL.FEE (8/88) M1 N '+ �r�►hr�"ys'::�t'v%`4rr`"1'� "'z.+a-er;-.;�....-. r�.u,-,:.. COUNTY OF BUTTE - DEPARTMENT OF PUBLIC WORKS - BUILDING DIVISION 7 COUNTY CENTER DRIVE - OROVILLE, CALIFORNIA 95965 - TELEPHONE: 916/538-7541 PERMIT APPLICATION DATA SHEET �j *`� Permit No. OWNER /�®,#rr1-4_tW C?,fA3e4C H)P2. A. P. No. 3�� 3 5 Proposed Building Us&4 14S. Sl'f Building Inspector 65-) Date 3- 23 -5%— At 5LAt time of permit application, I was advised the following data must be submitted prior to permit processing and/or issuance: DATE RECEIVED APPROVED 1. All items have been submitted . .................................... 2. Plot plans in duplicate/triplicate, signed by preparer of plans........ 3. Complete plans in duplicate/triplicate, signed by preparer of plans .. 4. Complete engineered plans and calcs, with wet signature on plans .. 5. Hazardous Material Form .......................................... 6. Energy Design Compliance and supporting documentation ......... 7. Statement of Intent for Non -Heated and AC Buildings .............. 8. Engineered truss details and layout in duplicate (required prior to plan check) 9. Mobilehome installation data including manufacturer's installation instructions....................................................... 10. Fees of $ ........................ 11. Chico Urban Area fees paid ....................................... 12. Park fees pa' ` 13. /R,g School District fees paid .............. - 92 a4. Sanitation approval from Health Department 7 Z� 15. City of Chico plumbing permit ..................................... 16. Plot plan and business license approval from City of (see City for other requirements) 17. Planning approval for (A) Use: (B) Parking: ...... 18. Improvements may be required. Contact Land Development Section DPW 19. Driveway permit (construction approval required prior to occupancy) 20. Pre -Inspection for required Pre-Inspec. request to Building Inspector (Date) 21. Contractor's license information (No., Name Style, Classifications ... 22. Certificate of Workmans Compensation Insurance .................. 2 ner-Builder Verification (Given to owner ❑, Mail to owner ❑) . , ► Recorded copy of Agricultural Acknowledgment Statement ......... 25. Letter D signa auAborization I 2V When you issue the permit, process as follows: Mail to owner. Mail to contractor. Telephone and hold for pickup at office. Deliver w/inspector. Other Applicant �°c� .Date Copy of Hlaz-Mat form sent Health Dept. Fire Dept. Air Pollution Date Copy of plans sent Health Dept. Fire Other Date By The following data must be submitted pri to perm' iss(Vc1Ie�emchecked above). 1. Index permit for above items No. 2. Additional items required: Is— Plans checked bib Date Plans approved by � Date_ Sets of plans on hold in Copy—DPW File cabinet AP folder TO Buildinc Department 07 -CC) FROM: Environmental Health SUBJECT: Sanitation Clearance def L C Omer Location Plan Approved for: Sewaqe Uis Hold final for: 7inal clearance O.K. for: Clearance for bedroom a home. NOTE * * * sanitarian V posal_ 'Nater Supply Water Supply Water Supply Other ��� ✓� 1`'t/� E° �'� Da COUNTY OF BUTTE - DEPARTMENT OF PUBLIC WORKS t�f 7 County Center Drive - Orovllle, California 95965 - Telephone: 916.'536-7541 ` APPLICATION AND PERMIT PERMIT N0, ASSESSOR PARCEL NUMB RZON 3S _ .39' N FA to BUILDING PERMIT OWNEF f,J �9A5MeHf< TELEPRONIS Vz-70-7 S0, FT. OCC. BUILDING VALUATION �o �Q OWN R'S MAILI G ADDRESS ®, �ONEd10 7_1 C O N T TRlJo�9�e/9gLEPH% /80/ G I4�`Je_ p72- 9Y7�4'� / O L7 ,(�� `' ' > CONTRACTOR'S M91 ING ADDRESS // dd �� qp w�4Rn►�f�' /� am0/15e C.e iS�sC Fireplace sUCTION/�LENDER �j f�Ci e C�JM /'jv.� / �ifli•L UNKNOWN Q Total Valuation $ '3 Z 131 Filing Fee $ 15.00 LENDER'S MAILING ADDRESS L Permit Fee $ 731f, ARCHITECT OR ENGINEER LICENSE NO. Plan Checking Fee $ 3b% Energy Plan Checking Fee $ 7� ARCHITECT OR ENGINEER'S MAILING ADDRESS Penalty $ BUILDING ADDRESS Permit fee $ / 3 6 PLUMBING PERMIT Filing Fee 15.00 Ll9N AN—Each Trap 131 5.00 Solar or heat pump water heater 20.00 LOT NO. SUBDIVISION NAME cam-- PARCEL MAP !moo -QST Water piping 7.00 Each pas water heater or vent 7.00 USE OF STRUCTURE SF ZDuplex[] Mobilehome❑ Other SPECIFY Gas piping system 1 - 5 outlets 5.00 yr Building sewer 15.00 f Mobile Home S I G I W @ 15.00 TYPE OF WORK New6r_f�Addition❑ Remodel❑ Utilities[] Installation[] Other❑ Describe work: yt3R - _ Permit Fee $ Contractor ELECTRICAL PERMIT Filing Fee 15.00 Main service 600vORLESS 200A OR LESS 18.50 Main service 2orATO IOOOA) 37.50 CONTRACTORS LICENSE LAW I declare under penalty of perjury (check one): Ell am licensed under provisions Of Chapt. 9, Div. 3 of the Business and Professions Code and my license is in full force and effect. License Ao. Classification �J I, as the owner, or my employees with wages as their sole compen- tion, will do the work,and the structure is not intended or offered for sale. (Sec. 7044) I, as the owner, am exclusively contracting with licensed contract- (Sec. 7044) I am exempt under Sec. , Business and Professions Code for this reason NEW CONST. DWELLING Occup k OR ADONS. ( ACC. BLDGS. / ) 3.6psq.tt. lag' NEW CONSTRMULTI-OUTLET NON•RESID BRANCH CIRC ITS @ 5 00 POWER APPARATUS & (SINGLE OUTLET CIR. / Ex. Occup(OUTLETS OR FIXTURES 20 7F;0 FIXED PR Ex. Occup. OUTLETS IRESID.IEA.) I 3.00 Temporary service 15.00 Mobile Home Facilities 15.00 Misc. Wiring 15.00 Permit Fee $ 1,35- 5-J Contractor — WORKMEN'S COMPENSATION INSURANCE I declare under penalty of perjury (check one): ❑ The permit is for $100.00 (valuation) or less. ❑ I have placed on file with the County of Butte Building Department a Certificate of Workmen's Compensation Insurance or a Certificate Consent to Self -Insure. , shall not employ any person in any manner so as to become subject to the W. C. laws of California. Notice to Applicant: If after making this statement, should you become subject to the W. C. provisions of the Labor Code, you must forthwith comply with such provisions or this permit shall be deemed revoked. MECHANICAL PERMIT FiIingFee 15.00 Heating Y451ooilhdry 17.60 % Cooling 7 3 ////- Hood 6.50 -3` Ventilation Permit Fee $ Contractor I certify that I have read this application and state that the above information is correct. I agree to comply to all County Ordinances and State Laws relating to building construction, and hereby authorize representatives of the Countyot Butte to enter upon the above-mentioned property for inspection purposes. I also agree to save, indemnify and keep harmless the County of Butte against all liabilities, judgments, costs, and expenses which may in any way accrue against said County in consequence of the granting of this permit. Date 3 — 73 —'1Z_ Signature f Applicant — Owne'rV Contractor ❑ Agent ❑ An OSHA permit is required for excavations over 5'0" deep and demolition or construct- ion of structures over 3 stories in height. Mobile Home Installation Fee $ Z Energy Inspection Fee $ Al D OCC CONST TYPE TOTAL FEES ���% HAZ DFEES I IMP I FL000 I COF PARCEL PD I HO I ISSUE This permit is hereby issued under the sions of the Butte County Code and/or work indicated above for which fees DIRECTOR OF PUBLIC By _ PERMIT EXPIRES Date applicable provi- resolutions to do have been paid. WORKS Date Receipt No. .'`'. COMPU-If�AR`METHOD SUMMARY Page 1 C -2R =============================================================================== . Project Title.......... GERSPACHER RESIDENCE Date........ 03/18/92 Project Address ....... v EL FRAN WAY -~ --------------------- Paradise | i Documentation Author... Robert A. Mangrum | Building Permit # | Company................ Paradise Mech. Design | | Telephone.............. (916) 877-3979/877-0602 | Plan Check / Date � } '| Compliance Method...... MICROPAS3 by Enercomp, Inc. | Field Check/ Date } Climate Zone........... 11 ------------------------ 1 -------------------- 1 MICROPAS3 v3.11 File-2GERSPAC Wth-CTZ11 Program -FORM C -2R | | User#-MP1342 User -Paradise Mech. Design Run-GERSPACHER ENHANCED i _______________________________________________________________________________ ================================================================= = MICROPAS3 ENERGY USE SUMMARY = =----------------------------- Energy ___________________________ Energy Use Standard Proposed Compliance = = (kBtu/sf-yr) Design Design Margin = = _______________________ = Space __________ Heating.......... 25.54 __________ 16.08 __________ = 9.46 = = Space Cooling.......... 17.59 8.64 8.95 = = Water Heating.......... 8.68 8.68 0.00 = = = Total 51.81 33.40 18.41 = = ================================================================= *** Building complies with Computer = Performance *** = GENERAL INFORMATION ----------------------- Conditioned __________________ Conditioned Floor Area..... 2350 sf Building Type.............. Single Family Detached Building Front Orientation. Front Facing 180 deg (8) Number of Dwelling Units... 1 Number of Building Stories. 2 Weather Data Type.......... ReducedYear Floor Construction Type.... Raised Floor (Package E) Number of Building Zones... 2 Conditioned Volume......... 18800 cf Footprint Area............. 1375 A - Slab -On -Grade Area......... 0 sf. Glazing Percentage......... 14.4 % of FA Average Ceiling Height..... 8 ft BUILDING ZONE INFORMATION _________________________ `~ Floor # ecial Cond- Area Volume Dwellt Area Zone Type itioned (sf) (cf) Unit T���/`^ `-' (sf) -------------- ------- --------- --------- ---- =-- ------ --------- LIVING q- Living Yes 1375 11000 0.58 Li v i �����6�m*~n/a SLEEPING ���� - Sleeping Yes 975 7800 0..42 Sle0slingStat 8.0 n& --i t •f � � � :,�. ��;,, <��'a�, �_ ` ;-. r �f COMPUTER ^ METHOD SUMMARY Page 2 C-21:%! Project Title.......... GERSPACHER RESIDENCE. Date........ 03/18/92 | Frame MICROPAS3 v3.11 U- File-2GERSPAC Wth-CTZ11 Program -FORM C -2R | 1 _______________________________________________________________________________ User#-MP1342 (sf) User -Paradise Mech. Design value Run-GERSPACHER ENHANCED | Only Type ___________ I....1 V1 N G _____ _____ OPAQUE SURFACES _____ _____ ____ _____ Area U- Insul _____________ Act 2 Solar Location/ Form 3 Surface (sf) value R-val Azmth Tilt Window Gains Comments Reference ____________ L 14) 1 NIB ______ _____ _____ _____ ____ 3 _____ ________________ ---------------- ____________LIVING 1 Wall 264 0.065 R-19 180 90 Yes Front wall 14.19.2X6.16 3 Wall 128 0.065 R-19 270 90 Yes Left wall W.19.2X6.16 5 Wall 460 0.065 R-19 0 90 Yes Back wall W.19.2X6.16 7 Wall 276 0.065 R-19 90 90 Yes Right wall W.19.2X6.16 9 Wall 192 0.065 R-19 180 90 No to garage W.19.2X6.16 10 Wall 168 0.065 R-19 270 90 No to garage W.19.2X6.16 11 Roof 400 0.033 R-30 O 0 Yes attic R.30.2X12.24 13 Door 20 0.330 R-2 180 90 Yes front door None 14 Door 20 0.330 R-2 0 90 Yes front door None 15 Door 17 0.330 R-2 270 90 No to garage None 16 Floor 1375 0.037 R-19 0 0 No to crawlspace FC19.2X8.16 SLEEPING Slider 0.65 0 90 0.77 None 11 Window 8.0 2 Wall 292 0.065 R-19 180 90 Yes Front wall W.19.2X6.16 4 Wall 228 0.065 R-19 270 90 Yes Left wall W.19.2X6.16 6 Wall 268 0.065 R-19 0 90 Yes Back wall W.19.2X6.16 8 Wall 244 0.065 R-19 90 90 Yes Right wall W.19.2X6.16 12 Roof 975 0.033 R-30 O 0 Yes attic R.30.2X12.24 GLAZING SURFACES ________________ SC Gls+ Shade 0.66 0.66 0.66 0.66 0.66 0.66 0.66 0.66 0.66 0.66 0.66 0.66 0.66 0.66 0.66 SC Interior Area # of Frame Open U- Act Glass Shade Surface (sf) Panes Type Type value Azmth Tilt Only Type ___________ I....1 V1 N G _____ _____ ________ ______ _____ _____ ____ _____ ---------- _________LIVING 1 Window 36.0 2 Metal Slider 0.65 180 90 0.77 None 2 Window 5.5 2 Metal Slider 0.65 180 90 0.77 None 3 Window 24.0 2 Metal Slider 0.65 180 90 0.77 None 8 Window 73.0 2 Metal Slider 0.65 0 90 0.77 None 12 Window 40.0 2 Metal Slider 0.65 90 90 0.77 None 13 Window 24.0 2 Metal Slider 0.65 90 90 0.77 None SLEEPING 4 Window 16.0 2 Metal Slider 0.65 180 90 0.77 None 5 Window 40.0 2 Metal Slider 0.65 180 90 0.77 None 6 Window 16.0 2 Metal Slider 0.65 180 90 0.77 None 7 Window 4.5 2 Metal Slider 0.65 270 90 0.77 None 9 Window 16.0 2 Metal Slider 0.65 0 90 0.77 None 10 Window 6.0 2 Metal Slider 0.65 0 90 0.77 None 11 Window 8.0 2 Metal Slider 0.65 0 90 0.77 None 14 Window 24.0 2 Metal Slider 0.65 90 90 0.77 None 15 Window 4.5 2 Metal Slider 0.65 90 90 0.77 None SC Gls+ Shade 0.66 0.66 0.66 0.66 0.66 0.66 0.66 0.66 0.66 0.66 0.66 0.66 0.66 0.66 0.66 COMPUTER METHOD SUMMARY Page 3 C -2R =============================================================================== Pr'oject Title.......... GERSPACHER RESIDENCE. Date........ 03/18/92 | MICROPAS3 v3.11 File-2GERSPAC Wth-CTZ11 Program -FORM C -2R } | User#-MP1342 User -Paradise Mech. Design Run-GERSPACHER ENHANCED i _______________________________________________________________________________ OVERHANGS AND SIDE FINS --------------------------- ---Window -- ______________________---Window-- ------Overhang----- ---Left Fin--- ---Right Fin -- Area Surface (sf) ____________ _____ SLEEPING/LIVING 1 Floor 975 Dpth Hght Ext Dpth Hght ____ ____ ____ ____ ------ n/a ___ n/a n/a Area n/a n/a n/a n/a Left Rght n/a Surface (sf) Hght Wdth Dpth Hght Ext Ext Ext ___________ LIVING, _____ _____ _____ ____ ____ ____ ____ ---- 1 Window 36.0 6.0 2.0 5.0 0.5 n/a n/a n/a 2 Window 5.5 5.5 0.5 5.0 0.5 n/a n/a n/a 3 Window 24.0 4.0 3.0 2.0 0.5 n/a n/a n/a 12 Window 40.0 6.6 6.0 5.0 0.5 n/a n/a n/a 13 Window 24.0 4.0 6.0 5.0 0.5 n/a n/a n/a SLEEPING 4 Window 16.0 4.0 2.0 0.5 0.5 n/a n/a n/a 5 Window 40.0 6.6 6.0 6.0 0.5 n/a n/a n/a 6 Window 16.0 4.0 4.0 4.5 0.5 n/a n/a n/a 7 Window 4.5 4.5 1.0 2.5 0.5 n/a n/a n/a 9 Window 16.0 4.0 4.0 2.0 0.5 n/a n/a n/a 10 Window 6.0 3.0 3.0 2.0 0.5 n/a n/a n/a 11 Window 8.0 4.0 2.0 2.0 0.5 n/a n/a n/a 14 Window 24.0 4.0 6.0 2.0 0.5 n/a n/a n/a 15 Window 4.5 4.5 1.0 2.5 0.5 n/a n/a n/a Area Surface (sf) ____________ _____ SLEEPING/LIVING 1 Floor 975 Dpth Hght Ext Dpth Hght ____ ____ ____ ____ ------ n/a ___ n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a- /an/a n/a n/a n/a n/a n/a INTER -ZONE SURFACES ___________________ Insul Form 3 U -value R-val Location/Comments Reference _________ _______ ______________________ ______________ 0.101 Area Thic| Mass Type (sf) (in) _______________ ______ ----- LIVING 2 InteriorHorz 112 1.5 4 InteriorVert 16 4.0 SLEEPING 1 InteriorVert 55 1.5 3 InteriorHorz 74 1.5 R-2 THERMAL MASS ---------------- Heat ___________Heat Conduct- Surface Cap ivity R -value Location/Comments _____ ________ ________ ----------------------------- 24.0 _________________________ 24.0 0.67 R-0.0 tile: kitchen & baths 21.0 0.59 R-0.0 FIREPLACE 24.0 0.67 R-0.0 tile: Upstairs baths 24.0 0.67 R-0.0 tile: Upstairs baths HVAC SYSTEMS -------------- Minimum ___________Minimum Duct Duct Duct System Type Efficiency Location R -value Efficiency ________________ ____________ _____________ _______ ------------- LIVING _________LIVING Gas 0.858 SE Crawlsoace R-5'79 0'89� AirCond 12.00 SEER Crawlspace R-5.79 0.910 SLEEPING Gas 0.858 SE Attic R-5.79 0.895 AirCond 12.00 SEER Attic R-5.79 0.885 COMPUTER METHOD SUMMARY Page 4 C -2R Project Title.......... GERSPACHER RESIDENCE. Date........ 03/18/92 1 MICROPAS3 v3.1V File-2GERSPAC Wth-CTZ11 Program -FORM C -2R � | User#-MP1342 User -Paradise Mech. Design Run-GERSPACHER ENHANCED | _______________________________________________________________________________ WATER HEATING SYSTEMS _____________________ Capa- R-12 or System # of city Greater Effic- Type Heat (gal) Blanket iency --- _------ ____ _____ _______ ___________ Water Heater to meet minimum CEC Standards Pilot Standby Input Size Loss Rating (Btuh) Credits ______ ____________ ________ ----------- SPECIAL _______ SPECIAL FEATURES/REMARKS ------------------------- This _______________________This building incorporates a Zonally Controlled HVAC System. CERTIFICATE OF COMPLIANCE: RESIDENTIAL Page 1 CF -1R Project Title.......... GERSPACHER RESIDACE Date........ 03/18/92 Project Address........ EL FRAN WAY' --------------------- Paradise | ! Documentation Author... Robert A. Mangrum | Building Permit # ; Company................ Paradise Mech. Design 1 } Telephone.............. (916) 877-3979/877-0602 | Plan Check / Date | | � Compliance Method...... MICROPAS3 by Enercomp, Inc. | Field Check/ Date | Climate Zone........... 11 ---------------------- 1 -------------------- | MICROPAS3 v3.11 File-2GERSPAC Wth-CTZ11 Program -FORM CF -11R' � | User#-MP1342 User -Paradise Mech. Design Run-GERSPACHER ENHANCED � _______________________________________________________________________________ ' GENERAL INFORMATION Conditioned Floor Area..... 2350 sf Building Type.............. Single Family Detached Building Front Orientation. Front Facing 180 deg (S) Number of Dwelling Units... 1 Number of Stories.......... 2 Floor Construction Type.... Raised Floor (Package E) Infiltration Control....... Standard BUILDING SHELL INSULATION -------------------------- Component ________________________Component Insul Type R -value Location/Comments Wall R-19 Front wall, Left wall, Back wall Right wall, to garage Roof R-30 attic Door R-2 front door, to garage Floor R-19 to crawlspace Floor R-2 GLAZING Glazing Area # of Interior Exterior Framing Orientation ___________________ (sf) Panes Shading Shading Overhang Type WindowFront (S) ______ _____ 137.5 2 __________ None ______________ None ________ Yes ---------- _______Window Metal Window Left (W) 4.5 2 None None Yes Metal Window Back (N) 73.0 2, None None None Metal Window Back (N) 30.0 2 None None Yes Metal Window Right (E) 92.5 2 None None Yes Metal THERMAL MASS . AreaThickness ------------- ___________Area Hard Surfaced/ Type ____________ (sf) (in) Exposed Location/Comments ______ InteriorVert _________ 55 1.5 ______________ Yes ________________________ tile: Upstairs baths InteriorHorz 112 1.5 Yes tile: kitchen & baths InteriorHorz 74 1.5 Yes tile: Upstairs baths InteriorVert 16 4.0 Yes FIREPLACE CERTIFICATE OF COMPLIANCE: RESIDENTIAL Page 2 CF -1R . Project Title.......... GERSPACHER RESIDENCE Date........ 03/18/92 =============================================================================== | MICROPAS3 v3.11 File-26ERSPAC Wth-CTZ11 Program -FORM CF -1R | | User#-MP1342 User -Paradise Mech. Design Run-GERSPACHER ENHANCED | _______________________________________________________________________________ ASSUMED HVAC SYSTEMS Assumed Duct Duct Assumed System Efficiency Location R -value _______________ ____________ _____________ ----------- Gas ______Gas ' 0.858 SE Crawlspace R-5.79 AirCond 12.00 SEER Crawlspace R-5.79 Gas 0.858 SE Attic R-5.79 AirCond 12.00 SEER Attic R-5.79 ACTUAL HVAC SYSTEMS � ---------------------- Actual __________________Actual Output Manufacturer and Model # Actual System Efficiency (Btuh) (or approved equal) _______________ ___________ ________ _________________________________ Heating 85.6 100000 Carrier 58DXC100 Cooling 12.0 59000 Carrier 38TR060 Cooling Coil Carrier CD5AW060 CEC Maximum output for Gas Central Furnaces: 148600 Btuh WATER HEATING SYSTEMS Tank R-12 or # of Vol Greater Manufacturer and Model # Energy System Type Heat (gal) Blanket (or approved equal) Credits ____________________ ____ _____ _______ ____________________________ ------------ Meets _________Meets CEC Minimum n/a n/a Yes State TV-50-NKRT-R16 None ' SPECIAL FEATURES/REMARKS ________________________ This building incorporates a Zonally Controlled HVAC System. ` CERTIFICATE OF COMPLIANCE: RESIDENTIAL Page 3 ' CF -1R . Project Title.......... GERSPACHER RESIDENCE Date........ 03/18/92 =============================================================================== | MICROPAS3 v3.11 File-2GERSPAC Wth-CTZ11 Program -FORM CF -11*-'.' | | User#-MP1342 User -Paradise Mech. Design Run-GERSPACHER ENHANCED � _______________________________________________________________________________ COMPLIANCE STATEMENT This certificate of compliance lists the building features and performance specifications needed to comply with Title 24, Chapter 2-53 and Title 20, Chapter 2, Subchapter 4, Article 1 of the California Administrative code. This certificate has been signed by the individual with overall design responsibility and the building owner, who shall retain a copy of it and transmit the certificate to any subsequent purchaser of the building. When this certificate of compliance is submitted for a single building plan to be built in multiple orientations, all building conservation features which vary are indicated in the Special Features/Remarks section. Name.... Company. Address. Phone... License. Signed DESIGNER (date) DOCUMENTATION AUTHOR Name.... Robert A. Mangrum Company. Paradise Mech. Design Address. 390 Starlight ct Paradise, CA. 95969 Phone... (916) 877-3979/877-0602 Signed OWNER Name.... MATHEW GERSPACHER Company. Owner Address. EL FRAN WAY Paradise, Ca 95967 Phone... Signe Name.... Title... Agency— Phone. .. gency.. Phone... Signed ENFORCEMENT AGENCY (date) HVAC SIZING Page 1 HVAC Project Title.......... GERSPACHER RESIDENCE Date........ 03/18/92 Project Address.......: EL FRAN WAY' --------------------- Paradise i ! Documentation Author... Robert A. Mangrum uilding Permit # 1 Company................ Paradise Mech. Design | | Telephone.............. (916) 877-3979/877-0602 | Plan Check / Date | Compliance Method...... MICROPAS3 by Enercomp, Inc. | | Field Check/ � Date � Climate Zone........... 11 ------- 2------------- =============================================================================== | 11ICROPAS3 v3.11 File-2GERSPAC Wth-CTZ11 Program -HVAC SIZING | 1 User#-MP1342 User -Paradise Mech. Design Run-GERSPACHER ENHANCED _______________________________________________________________________________ | GENERAL INFORMATION Floor Area................. 2350 sf Volume..................... 18800 cf Front Orientation.......... Front Facing 180 deg (S) Sizing Location............ PARADISE Latitude................... 39.8 degrees Winter Outside Design...... 30 F Winter Inside Design....... 70 F Summer Outside Design...... 99 F Summer Inside Design....... 75 F Summer Range............... 34 F ' Shading Used............... Yes Latent Load Fraction....... 0.30 HEATING AND COOLING LOAD SUMMARY -------------------------------- Heating Cooling Description (Btuh) (Btuh) _________________________________ ___________ -------------- Opaque __________Opaque Conduction and Solar...... 11209 5869 Glazing Conduction............... 8775 5265 Glazing Solar.................... n/a 6083 Infiltration..................... 10693 3906 Internal Gain.................... n/a 2100 Ducts............................ 3068 1632 Sensible Load.................... 33745 24856 Latent Load...................... n/a 7457 ___________ ___________ Total Load 33745 32313 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, 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. CEC Maximum output for gas central furnaces only (area weighted SE): 45000 + (100.0 x (0.858 - 0.71) x 7000) = 148600 Btuh ^ HVAC SIZING Page 2 HVA( ' ============================================================================== Project Title.......... GERSPACHER RESIDENCE- Date........ 03/18/9! | MICROPAS3 v3.11 File-2GERSPAC Wth-CTZ11 Program -HVAC SIZING | | User#-MP1342 User -Paradise Mech. Design Run-GERSPACHER ENHANCED | __..... .... ..... ..... ..... ..... .... .... ..... ..... ..... ..... .... .... .... ..... ..... .... .... ..... _________________________________________________________ HEATING AND COOLING LOAD SUMMARY BY ZONE -------------------------------------------- ZONE _______________________________________ ZONE `LIVING' Floor Area .........^............. 1375 sf Volume........................... 11000 cf Description Opaque Conduction and Solar...... Glazing Conduction............... Glazing Solar.................... Infiltration..................... Internal Gain.................... Ducts............................ Sensible Load.................... Heating (Btuh) _Cooling (Btuh) ___________ 7209 ------------ __________7209 2948 5265 3159 n/a 3312 6257 2286 n/a 21O0 1873 690 20604 14495 Latent Load...................... n/a 4348 ___________ ___________ ' Zone Load 20604 18843 ZONE 'SLEEPING' Floor Area....................... 975 sf Volume........................... 7800 cf Heating Cooling Description ' (Btuh) (Btuh) _________________________________ ___________ -------------- Opaque __________Opaque Conduction and Solar...... 4000 2921 Glazing Conduction............... 3510 2106 Glazing Solar.................... n/a 2771 Infiltration..................... 4437 1621 Internal Gain.................... n/a 0 Ducts............................ 1195 942 Sensible Load.................... 13141 10361 Latent Load...................... n/a 3108 ___________ ___________. Zone Load 13141 13469 Performance data continued "t�Not; INDOOR SECTION INDOOR AIR CFM TOTAL CAP BTUH SEER W/LLS SOUND RATING (BELS) 8 40YA(M:F)048 1600 48000 12.00 RLA FLA 40YA(M,F)060 1600 4900012.00 62.5 7.8 0.9 CC5A/CD5AA060 1800 56,500 12.00 25 CC5A/CD5AW060' 2000 59,000 12:00 13.5 17.9 1.4 1.4 CD3AA060 1800 56,500 12.00 30 042-30 048-30 CE3AA060 2000 59,000 12.10 1.4 26.3 FB5AN(A,F)060 2000 59,000 11.50 060-30 FB4AN(A,M,F)060 2000 59,000 11.50 31.0 8 FB4AN(M,F)070 2000 59,500 12.00 FG3AAA060 2000 58,500 12.00 6 38TR080 FK4ANF006 1850 60,000 12.50 7.8 28RDS/RNS061 2000 59000 12.00 28RDS/RNS057 2000 56000 11.60 28RHO60 2000 56000 11.60 28RC/RU057 2000 56000 11960 28SLS061 2000 59000 ' 12.00 40YA(M,F)060 1600 60000 12.00 40YR/YR(U,M,F,G)060 2000 57000 11.00 40YZM006 2000 60000 12.50 .rtsmu %,omoinaaon NOTES: 1. Ratings are net values reflecting the effects of circulating fan motor heat. Supplemental electric heat is not Included. 2. Tested outdoor/indoor combinations have been tested in accordance with DOE test procedures for central air conditioners. Ratings for other combinations are determined under DOE computer simulation procedures. 3. Determine actual CFM values obtainable for your system by referring to fan performance data in fan coil or furnace coil literature. 4. Do not apply with capillary tube coils - performance is significantly affected. Electrical data OUTDOOR UNIT 38TRMIN V/PH OPER VOLTS' COMPR FAN MCA SIZE BIDE SIZE 7MIN 15E MAX LENGTH (Ft.)$/TEMP MAX. FUSEt OR HACR TYPE CKT BKR AMPS MAX. MIN LRA RLA FLA 024-30 030-30 62.5 11.6 0.9 15.4 12 14 90/45 25 036-30 208/230/1 253 76.0 187 90.5 13.5 17.9 1.4 1.4 18.3 23.8 12 10 14 75/40 30 042-30 048-30 107.0 19.9 1.4 26.3 10 12 10 95/80 85/70 40 40 060-30 129.0 23.7 1.4 31.0 8 10 115/60 50 169.0 28:8 1.4 45.0 6 8 120/65 60 FLA -Full Load Amps 'Permissible limits of the voltage range at which unit will operate HACR -Heating, Air Conditioning, Refrigeration satisfactorily. LRA -Locked Rotor Arms tTime-delay fuse. MCA -Minimum Circuit Amps $Length shown is as measured one way along wire path between unit and RLA -Rated Load Amps service panel for minimum 2% voltage drop. NOTE: Control circuit is 24-v on all units and requires external power source. If other than 60 C copper wire Is used, size can be determined from unit ampacity given in above table and applicable table of National Electric Codi "Are size selected must have current capacity not less than that of copper wire specified and must not create a voltage drop between service panel and u.,:: In excess of 2% of unit rated voltage. Must use copper wire from disconnect to unit. Dimensions CLEARANCES (in.) SIZE SIDES BACK TOP OF PLENUM VENT CONNECTOR FRONT — Casing Ventilation SERVICE 040, 060, 080, & 100 0 0 1 0 3 30 1 20 D DIA KO 26 1e INLET IN,^2516 T6 8 19 2216 22 DIA VENT CONN 1 Dimensions (in.) 21 DIA COMB a DIA 2 AIR CONN 4818 ELEC CONN Size A D E 040 17-1/2 15-7/8 16 3 DIA OAS CONN 060 17-1/2 15-7/8 is DIA coNo 146 +§Z 1215 - 080 21 19-3/8 19-112 2 DRAIN CONN 16 100 24-1/2 22-7/8 23 7 191 1 OUTLET 3 AIRFLOW 22+6 d E 23 _28-t OUTLET 251 A 2 AS7297 Performance data FURNACE SIZE 040 060 080 100 DIRECT -DRIVE MOTOR Hp (PSC) 1/3 1/3 1/2 3/4 MOTOR FULL LOAD AMPS 5.8 5.8 7.9 11.1 RPM (Nominal) — SPEEDS 84.9 86.5 1075-4 85.8 BLOWER WHEEL DIAMETER — WIDTHS (in.) 10 x 7 10 x 7 10 x 8 . 11 x 10 FILTER SIZE (in.) — (WASHABLE) (2) 16 x 20 x 1 PSC—Permanent Split Capacitor EFFICIENCY FURNACE SIZE 040 060 080 100 CAPACITY* Nonweetherized (ICS)t 40,000 60,000 80,000 100,000 AFUE %' Nonweatherized (ICS)t 90.3 90.3 90.3 90.3 CALIFORNIA SEASONAL EFFICIENCIES (CSE) 84.9 86.5 86.6 85.8 *Capacity and AFUE in accordance with U.S. Government DOE test procedures. 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EACH END EDGE NAIL TO Ix BLO( t SEE PLAN S_022_B 5 GARAGE DOOR HDR, S_002_A 2 HAd�y,Ys o.18693 RE w• ` 3 �� wawa soar CA I I 1 SHEAR SEE PL SILL NA DOUBLE WHERE SHEAR TRANSFER NAIL KINGS TUDS l WITH 16d AT 12' 0. CSISO TO DOUBLf OR AS NOTED O� NOTE: EDGE NAIL PLY& TO KINGS TUDS. T' ARC Re WAtt� i 't4u No. i 18093` NJ'IEN �j OF C AL���� CSGO v Z - lbd Pte- f'�'• PA 141. e7f-e H.00n, v�...�►+ On- Loca#"no-Ai nt� I' M, W AU 1t) P.PF-* M t�77NJ . , Arj y/3 0.0 . Ftzo p, T-0 wpv-1, (, (O 4 e ` + ap, HDR HOEDOWNS ,,-,b 10 5 HEAR Tf ADDITIONAL INFORMATION Yki CONCI SEE F F_022_A F_021_E 15 HOLDOWN DETAIL. Sc: 1'=r-0' 12 poc F'c = 2500 PSI — TYPICAL INSTALLATION F'c = 2500 PSI — CORNER INSTALLATION LU LU -' . to w z w LU OF o p O H-• z < F- z0 5 ow w ci— z OLU Q ►- w U = z y.. ~ O�w Qw =.p � LU F- Q 1- p Oul) F- 0 ?OU p s m O � w Qp ups zu z� sw z� sw ZOO s� z� v O �� HD2A 12' 12' . 6' 1-3/4' A 46904 HDSA 14' 14' 6' 1-3/4' A I B 41454 HD1A 20' 20' 10' 1-3/1' A I B 91004 HD20A 2C 26' 6' 2-3/4' C I D 150404 F'c = 2500 PSI — CORNER INSTALLATION HDA TABLE Sc:-p� F_022_C D+ AR�11 N0. C 1816G9:� sr. REN.I—�1:1:L y TYPICAI CONT. n BOTTOM GAR LU LU F— --I m ocw W = W �-- o p O H-• z < F- z0 5 ww Q w z z Q cr) _ w U = z EL >- H-• O�w dw =.p � =��Q �- sp CL p F- 0 ?OU p s m O � w X< ins w U aoo. �� HD2A 5' 12' 6' 1-3/4' B 39154 HDSA 5' 14' 6' 1-3/4' B 41804 HD1A S' 20' 10' 1-3/4' B 84259 HD20A TV 20 6' 2-3/4' C I D 150404 HDA TABLE Sc:-p� F_022_C D+ AR�11 N0. C 1816G9:� sr. 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SGra� 2 v���, U,E sv��G SED ARCH - �+ p � �- �� * EBS 0 VAEt� 9rFOf CA���SQ _..riECAU CAIS �r``nF cQ� eu1�ING° pvE 9 I!EFr.1 sa��o�NG�p�1vp SHEAR TRANSFER INGD>PA �pPR rF Eoe �,pp 3 s . e4)Lp pv p C5150 Of_ cAE� AFF Ir b�7/i 11 2-IGd FtbYf. O!w. ^—AbC Pwnn ow Fbti tar.+.w. eP bmeo6 fa e- A", roc • suit A1NG0EP iraallD) HF CAE F0012- lid WA -GC, 'As cwa SEE F F_0"_A F_0)!.E 15 HOLDOWN DETAIL sar•;a 12 P0: .SHEAR TRANSFER So rr•a SHEAR Tf Pc = 2500 PSI - TYPICAL INSTALLATION 10 KusrL»s, IIP. EDGE NM . ' as Peer+ ROrEo AIDS. I CC1rX 9.r1T4 Pte. b ii SND 001T5 Ctm iTiA.'Al RDA Vc = 2500 PSI - CORNER INSTALLATION i i AKCWR MT 1 L -S fA6! �110TTpE,j�— ADf/iJO.V/I 10, Aft, o Q zap F r w 8 EE y! Ea ! . is IVA S' IY r I.Yr B NSr MA HD)A M P Ir r s-mr A wm HDSA w w r "m A! B 449HDU B SIM 20' )0' Kr �3/P AID 9r0, ""A 2 3/r V ]r r )-SIP CID I FNM i AKCWR MT 1 L -S fA6! �110TTpE,j�— ADf/iJO.V/I 10, Aft, o Q gpas COO °. : r_o u U IU p pEPA C P EV D AR eUlw PR�V raAA lO93��. Sze > _ HDA TABLE ���E H'r�c,� SG rr o�,r, e GAP. AP F �F .HDA HOLDOLINS SGP4-0 �'"�'�V�1EAR Tf 0U � r zap F r w 8 EE y! Ea ! . is IVA S' IY r I.Yr B NSr MA S' M r I-mv D IEOr HDU S' )o' SD' 1-3/r B SIM IM04 )r )r r 2 3/r C 1 D It - gpas COO °. : r_o u U IU p pEPA C P EV D AR eUlw PR�V raAA lO93��. Sze > _ HDA TABLE ���E H'r�c,� SG rr o�,r, e GAP. AP F �F .HDA HOLDOLINS SGP4-0 �'"�'�V�1EAR Tf 0U � r EDGE NAIL PLY60OD TO ViGSTODS, TYP DOUBLE KINGSTUDS, U.OY. ON PLANS------ STUD BOLTS TYPICAL WA SEE PLAN ANCHOR BOLT - M DETAIL WDL) NOTES P,EFE&TO TATTLE E/DU FOR ADDIT NAL NFORKATION P_022_A 15 HOLDOWN DETAIL 6c, r"f•Ir -- u E F'c = 2500 PSI '-TYPICAL INSTALL yolo Al 'v %t Nci, 8690 �" F OF CA4,�0 f_l`n E � INSTALL TYP. I i 12 NOTE: REFER TO SPECIFICATIONS BY MPSOM FOR ADDITIONAL WALLAWN Me-TRGCTIONS, HDA TABLE EDGE Nt TO MG! DOUBLE I ILOA ON STUD W TYPVCAL SEE PLA) ANCHOR SEE DET NOTE; F..O"—A (t . f�.ii SC. Y•t-0' H O L i DF-PAa'tt�E FIC 25, �p9 r- ul H02A I. -V2' S!8' 2-5/8' SEE PLAN MA 2-11W 3/4' 2-3/4' SEE PLAN HDTA 2-M, 1.1/8, 3-1/8' SEE PLAN HDBA 2 -VK' T/8' 3.7/8' SEE PLAM HMOA 2-W 1/8' 4-i/8' SEE PLAN 14D20A 2-3/8' Wf 4-P SCE PLAq NOTE: REFER TO SPECIFICATIONS BY MPSOM FOR ADDITIONAL WALLAWN Me-TRGCTIONS, HDA TABLE EDGE Nt TO MG! DOUBLE I ILOA ON STUD W TYPVCAL SEE PLA) ANCHOR SEE DET NOTE; F..O"—A (t . f�.ii SC. Y•t-0' H O L i DF-PAa'tt�E FIC 25, �p9 VA. B 1 BCS1I-6►1 SUMMARY SHEET -GUI=DE FOR HANDLIING, IINSTALLIING, RESTRAIINIING AND BRACIING OF TRUSSES Spans over 60' may require complex permanent bracing. Please always consult a Registered Design Professional. GENERAL NOTES NOTES GENERALES Trusses are not marked in any way to identify the Los busses no estan marrados de nini mod? que frequency or location of temporary lateral restraint idenbfiquelafrecuendaolocalizad6nderesMccidnlateral and diagonal bracing. Follow the recommendations y arriostre diagonal temporales. Use lasrecomendadones for handling, installing and temporary restraining de manejo, instalaci6n, restricci6n yarrios(re temporal de and bracing of trusses. Refer to BCSI - Guide to los trusses. Vea el folleto 6057- Guia de Buena Practira Good Practice for Handling Installing, Restrainin? Dara el MaMio. Instalad6n. ReStdocida I,Amostre de los & Bracing of Metal Plate Connected Wood Trusses de Madera Conectados con Placas de Metal*** Trusses*** for more detailed information. para informad6n mos detallada. Truss Design Drawings may specify locations of Los dibujos de disefio de los trusses pueden especificar permanent lateral restraint or reinforcement for las localizations de restricci6n lateral permanente o individual truss members. Refer to the BCSI- refuerzo en los miembros individuales del truss. Vea la B3*** for more information. All other permanent hoja resumen BCSI-B3*** para mos informad6n. El bracing design is the responsibility of the building resto de los disefics de arnbstres permanentes son la designer. responsabilidad del disenador del edifido. AWARNING! The consequences of improper handling, erecting, installing, restraining and bracing can result in a collapse of the structure, or worse, serious personal injury or death. iADVERTENCIA! EI resultado de un manejo, levantamiento, instalad6n, restricci6n y arrisotre incorrecto puede ser la caida de la estructura o ai in peo r heridos o muertos. ACAU1If0I Banding and truss plates have sharp edges. Wear gloves when handling and safety glasses when cutting banding. O WAUIEW Chapas de metal tienen bordes afilados. Lleve guantes y lentes protectores cuando corte las m ataduras. H�AN�DLING - MANEJO L�iif/�.7J Avoid lateral bending. A PAtMONI Use Evite la !lexidin lateral. special care in windy weather or near power lines and airports. Spreader bar for truss sopa I AIIIEI,U Liblice cuidado especial en dias ventosos o cerca de cables electricos o de aeropuertos. e The contractor is responsible for properly receiving, unloading and storing ` O O the trusses at the jobsite. Unload trusses to smooth surface to prevent damage. 2 Use proper rig- Use equipo apropiado EI contratista tiene la responsabilidad de ging and hoisting para levantar e recibir, descargar y almacenar adecuadamente equipment. improvisar los trusses en la obra. Descargue los trusses en la tierra liso para prevenir el dam"o. �y �`��':�...:. � �=. •.moi "F� - :;:.`'--e.'.'•.6� ... vim. '` is:: -rat Trusses may be unloaded directly on the ground at the time of delivery or stored temporarily in contact with the ground after delivery. If trusses are to be stored horizontally for more than one week, place blocking of sufficient height beneath the stack of trusses at 8' (2.4 m) to 10'(3 m) on -center (o.c.). Los trusses pueden ser descargados directamente en el suelo en aquel momento de entrega o almacenados temporalmente en contacto con el suelo despu6s de entrega. Si los trusses estaran guarci horizontalmente para mas de una semana, ponga bloqueando de alture sufidente detrds de la pila de las trusses a 8 hasty 10 pies en centro (?.c.). 0 For trusses stored for more than one week, cover bundles to protect from the environment. Para trusses guardados por mas de una semana, (S) cube los paquetes para protegerlos del ambiente. Refer to BCSI*** for more detailed information pertaining to handling and jobsite storage of trusses. I Vea el folleto BCSI*** para informacidn mas detal- lada sobre el manejo y almacenado de los trusses en area de trabayo. DO NOT store NO almacene unbraced bundles verticalmente los upright. trusses sueltos. DO NOT store on NO almacene en tierra uneven ground. desigual. HOISTING RECOMMENDATIONS FOR TRUSS BUNDLES RECOMENDACIONES PARA LEVANTAR PAQUETES DE TRUSSES HOISTING RECOMMENDATIONS OF SINGLE TRUSSES BY HAND RECOMMENDACCIONES DE LEVANTAMIENTO DE TRUSSES INDIVIDUALES POR LA MANO R1 Trusses 20' "- ` ' 0 Trusses 30' �// /'\�/ less, support less, support at at peak. quarter points. Soporte Soporte de del pini los los cuartos trusses de F Trusses up to 20' i de tramo los F Trusses up to 30' -0. 20 pies o (6.1 m) trusses de 30 1 (9.1 m) mens. Trusses hasta 20 pies pies o menos. Trusses hasta 30 pies HOISTING RECOMMENDATIONS FOR SINGLE TRUSSES RECOMENDACIONES PARA LEVANTAR TRUSSES INDIVIDUALES 0 Hold each truss in position with the erection equipment until top chord temporary lateral restraint is installed and the truss is fastened to the bearing points. Sostenga cada truss en posici6n con equipo de gr6a hasta que la restricci6n lateral temporal de la cuerda superior este instalado y el truss esta asegurado en los soportes. = Using a single pick -point at the peak can damage the truss. EI use de un solo lugar en el pito para levantar puede hater dan-o al truss. 60' or less APprox. 1/2 -� truss length Tagline _ TRUSSES UP TO 30'(9.1 TRUSSES HASTA 30 PIES Attach Toe -in _T -in Locate Spreader bar 10' o.c. _y �- above or sliflback max. mitl-height Spreader bar 1/2 to line 2/3 truss length TRUSSES UP 70 60' (18.3 m) _� TRUSSES HASTA 60 PIES I- Spreader bar I 3/4 truss length SII Tagline TRUSSES UP TO AND OVER 60' (18.3 ~ TRUSSES HASTA Y SOBRE 60 PIES TEMPORARY RESTRAINT & BRACING RESTRICCION Y ARRIOSTRE TEMPORAL Refer to BCSI-B2*** for more Top Chord Temporary information. Lateral Restraint Vea el resumen BCSI-82*** para mas infor- (TCTLR) mad6n. 2x4 min. Locate ground braces for first truss directly in line with all rows of top chord temporary lateral restraint (see table in the next column). Coloque los arriostres de tierra para el primer �90° truss directamente en linea con cada una de las filas de restricci6n lateral temporal de la cuerda superior (vea la tabla en la pr6xima Brace first truss columna). �- securely before erection of additional DO NOT walk on trusses. a ' unbraced trusses. NO Gamine en trusses Qsueltos. //J< STEPS TO SETTING TRUSSES LAS MEDIDAS DE LA INSTALACION DE LOS TRUSSES 0 1) Install ground bracing. 2) Set first truss and attach securely to ground bracing. 3) Set next 4 trusses with short member temporary lateral restraint (see below). 4) Install top chord diagonal bracing (see below). 5) Install web member plane diagonal bracing to stabilize the first five trusses (see below). 6) Install bottom chord temporary lateral restraint and diagonal bracing (see below). 7) Repeat process on groups of four trusses until all trusses are set. 1) Instale los arriostres de Cierra. 2) Instale el primero truss y ate seguramente al arriostre de tierra. 3) Instale los pr6ximos 4 trusses con restricci6n lateral temporal de miembro corto (vea abajo). 4) Instale el arriostre diagonal de la cuerda superior (vea abafo). 5) Instale arriostre diagonal para los planos de los miembros secundancts para estabilice los primeros cinco trusses (vea abajo). 6) Instale la restricci6n lateral temporal y arriostre diagonal para la cuerda inferior (vea abajo). 7) Repita este procedimiento en grupos de cuatro trusses hasta que todos los trusses ester instalados. Refer to BCSI-B2*** for more information. Vea el resumen BCSI-B2*** para mos informacl6n. RESTRAINT/ BRACING FOR ALL PLANES OF TRUSSES RESTRZCC16NIARRIOSTRE PARA TODOS PLANOS DE TRUSSES 0 This restraint & bracing method is for all trusses except 3x2 and 4x2 parallel chord trusses (PCTs). See top of next column for temporary restraint and bracing of PCTs. Este metodo de restricci6n y arriostre es para todo trusses excepto trusses de cuerdas paralelas (PCTs) 3x2 y 02. Vea la parte superior de la columna para la restricci6n y arriostre temporal de PCTs. 1) TOP CHORD - CUERDA SUPERIOR Truss Span DONT overload the crane. Longitud de Tramo Espaciamiento del Arriostre Temporal de la Cuerda Superior NO sobrecargue la gr6a. 10' (3 m) D.C. max. 9.1 m NEVER use banding to lift a bundle. 30'(9.1 m) - 8'(2.4 m) D.C. max. NUNCA use las ataduras para levantar un ; O 45'(13.7 m) - paquete. 60'(18.3 m) 0 A single lift point may be used for bundles with 4'(1.2 m) D.C. max. 80' (24.4 m)* trusses up to 45' (13.7 m). IMPORTANTES! Two lift points may be used for bundles with WARNING! Do not over load supporting every 10 truss spaces trusses up to 60' (18.3 m). Use at least 3 lift points for bundles with trusses structure with truss bundle. as bottom chord lateral restraint greater than 60' (18.3 m). IIADVERTENCIA! No sobrecargue la not shown for clan ily. Puede usar un solo lugar de levantar para estructura apoyada con el paquete de Lateral Restraints - 2x4x12' or paquetes de trusses hasty 45 pies. trusses. Puede usar dos puntos de levantar para Q Place truss bundles in stable position. paquetes mos de 60 pies. Use por to menos tres puntos de levantar para Puse paquetes de trusses en una posici6n paquetes mos de 60 pies. estable. HOISTING RECOMMENDATIONS OF SINGLE TRUSSES BY HAND RECOMMENDACCIONES DE LEVANTAMIENTO DE TRUSSES INDIVIDUALES POR LA MANO R1 Trusses 20' "- ` ' 0 Trusses 30' �// /'\�/ less, support less, support at at peak. quarter points. Soporte Soporte de del pini los los cuartos trusses de F Trusses up to 20' i de tramo los F Trusses up to 30' -0. 20 pies o (6.1 m) trusses de 30 1 (9.1 m) mens. Trusses hasta 20 pies pies o menos. Trusses hasta 30 pies HOISTING RECOMMENDATIONS FOR SINGLE TRUSSES RECOMENDACIONES PARA LEVANTAR TRUSSES INDIVIDUALES 0 Hold each truss in position with the erection equipment until top chord temporary lateral restraint is installed and the truss is fastened to the bearing points. Sostenga cada truss en posici6n con equipo de gr6a hasta que la restricci6n lateral temporal de la cuerda superior este instalado y el truss esta asegurado en los soportes. = Using a single pick -point at the peak can damage the truss. EI use de un solo lugar en el pito para levantar puede hater dan-o al truss. 60' or less APprox. 1/2 -� truss length Tagline _ TRUSSES UP TO 30'(9.1 TRUSSES HASTA 30 PIES Attach Toe -in _T -in Locate Spreader bar 10' o.c. _y �- above or sliflback max. mitl-height Spreader bar 1/2 to line 2/3 truss length TRUSSES UP 70 60' (18.3 m) _� TRUSSES HASTA 60 PIES I- Spreader bar I 3/4 truss length SII Tagline TRUSSES UP TO AND OVER 60' (18.3 ~ TRUSSES HASTA Y SOBRE 60 PIES TEMPORARY RESTRAINT & BRACING RESTRICCION Y ARRIOSTRE TEMPORAL Refer to BCSI-B2*** for more Top Chord Temporary information. Lateral Restraint Vea el resumen BCSI-82*** para mas infor- (TCTLR) mad6n. 2x4 min. Locate ground braces for first truss directly in line with all rows of top chord temporary lateral restraint (see table in the next column). Coloque los arriostres de tierra para el primer �90° truss directamente en linea con cada una de las filas de restricci6n lateral temporal de la cuerda superior (vea la tabla en la pr6xima Brace first truss columna). �- securely before erection of additional DO NOT walk on trusses. a ' unbraced trusses. NO Gamine en trusses Qsueltos. //J< STEPS TO SETTING TRUSSES LAS MEDIDAS DE LA INSTALACION DE LOS TRUSSES 0 1) Install ground bracing. 2) Set first truss and attach securely to ground bracing. 3) Set next 4 trusses with short member temporary lateral restraint (see below). 4) Install top chord diagonal bracing (see below). 5) Install web member plane diagonal bracing to stabilize the first five trusses (see below). 6) Install bottom chord temporary lateral restraint and diagonal bracing (see below). 7) Repeat process on groups of four trusses until all trusses are set. 1) Instale los arriostres de Cierra. 2) Instale el primero truss y ate seguramente al arriostre de tierra. 3) Instale los pr6ximos 4 trusses con restricci6n lateral temporal de miembro corto (vea abajo). 4) Instale el arriostre diagonal de la cuerda superior (vea abafo). 5) Instale arriostre diagonal para los planos de los miembros secundancts para estabilice los primeros cinco trusses (vea abajo). 6) Instale la restricci6n lateral temporal y arriostre diagonal para la cuerda inferior (vea abajo). 7) Repita este procedimiento en grupos de cuatro trusses hasta que todos los trusses ester instalados. Refer to BCSI-B2*** for more information. Vea el resumen BCSI-B2*** para mos informacl6n. RESTRAINT/ BRACING FOR ALL PLANES OF TRUSSES RESTRZCC16NIARRIOSTRE PARA TODOS PLANOS DE TRUSSES 0 This restraint & bracing method is for all trusses except 3x2 and 4x2 parallel chord trusses (PCTs). See top of next column for temporary restraint and bracing of PCTs. Este metodo de restricci6n y arriostre es para todo trusses excepto trusses de cuerdas paralelas (PCTs) 3x2 y 02. Vea la parte superior de la columna para la restricci6n y arriostre temporal de PCTs. 1) TOP CHORD - CUERDA SUPERIOR Truss Span Top Chord Temporary Lateral Restraint (TCTLR) Spacing Longitud de Tramo Espaciamiento del Arriostre Temporal de la Cuerda Superior Up to 30' 10' (3 m) D.C. max. 9.1 m & DIAGONAL BRACING 30'(9.1 m) - 8'(2.4 m) D.C. max. 45 (13.7 m XA RESTRICCION 45'(13.7 m) - 6' (1.8 m) D.C. max. 60'(18.3 m) ARRIOSTRE 60'(18.3 m) - 4'(1.2 m) D.C. max. 80' (24.4 m)* SON MUY *Consult a Registered Design Professional for trusses longer than 60' (18.3 m). *Consulte a un Professional Registrado de Disen"o para trusses mas de 60 pies. R1 See BCSI-B2*** for TCTLR options. Vea el BCSI-B2*** para las options de TCTLR. Refer to BCSI-B3*** for Gable End Frame re- straint/bracing/ reinforcement information. Para informaci6n sobre restric- ci6n/arriostre/refuerzo para Armazones Hastiales vea el resumen BCSI-83*** RESTRAINT & BRACING FOR 3x2 AND 4x2 PARALLEL CHORD TRUSSES RESTRICCIUN Y ARRIOSTRE PARA TRUSSES DE CUERDAS PARALELAS 3X2 Y 4X2 10' 3 m) or Diagonal bracing Repeat diagonal bracing Refer 15' (4.6 m)* every 15 truss spaces 30' to SCSI -67*** for (9.1 m) more information. Vea el resumen BCSI-B7*** para mas informacidn. Apply diagonal brace to vertical webs at end of cantilever and at bearing locations. All lateral restraints lapped at least two trusses. *Top chord temporary lateral restraint spacing shall be 10' (3 m) o.c. max. for 3x2 chords and 15' (4.6 m) o.c. for 4x2 chords. i INSTALLING - INSTALACION [[[✓� Tolerances for Out -of -Plane. Out -of -Plumb Tolerancias para Fuera-de-Plano. Max. Bow 114" V D150 D (ft.) � Length -► �� �' Max. B Length -► I_ I ; 6 mm)0.3 m Max. Bow o 13 mm 0.6 IT -------------------------- t 3/4" 3' I - Length ► Ut d Plumb 19 mm 0.9 m ./line 1" 4' Q Tolerances for 1 f 25 mm tF 2 m Out -of -Plumb. 1-1/4"5' Tolerancias para D/5o max 32 mm Fuera-de-Plomada.1-112" s rlA coral f1 A ml CONSTRUCTION LOADING 45 mm CARGA DE CONSTRUCCION 2" z DO NOT proceed with construction until all lateral 51 mm restraint and bracing is securely and properly in place. NO proceda con la construccicin hasta que todas las restric- tions laterales y los arriostres esten colocados en forma apropiada y Segura. DO NOT exceed maximum stack heights. Refer to BCSI-B4*** for more information. NO exceda las alturas maximas de mori Vea el resumen BCSI-B4*** para mas informaci6n. DO NOT overload small groups or single trusses. 11rZt diagonal NO sobrecargue pequefios grupos o trusses individuales. for each set of 4 trusses. (S)NEVER stack materials near a peak or at mid -span. Note: Ground bracing not shown for clarity. NUNCA amontone los materiales cerca de un pini. Repita los arri- sotnes diagonales 10 Place loads over as many trusses as possible. para cada grupo Coloque las cargas sobre tantos trusses tomo sea de 4 trusses osible 2) WEB MEMBER PLANE - PLANO DE LOS MIEMBROS SECUNDARIOS Material Diagonal LATERAL RESTRAINT bracing Web members 16" (406 mm) & DIAGONAL BRACING 2 bundles ARE VERY IMPORTANT XA RESTRICCION fi4i;d LATERAL Y EL ARRIOSTRE DIAGONAL Bottom chords SON MUY IMPORTANTES! Diagonal braces every 10 truss spaces 10' (3 m) - 15' (4.6 m) max. Same spacing 20' (6.1 m) max. as bottom chord lateral restraint Note: Some chord and web members not shown for clan ily. 3) BOTTOM CHORD - CUERDA INFERIOR Lateral Restraints - 2x4x12' or greater lapped over two trusses. Bottom chords' Diagonal braces every 10 truss spaces 20' (6.1 m) max. 10' (3 m) - 15' (4.6 m) Note: Some chord and web members max. not shown for clarity. Maximum Stack Height for Material on Trusses Material Height Gypsum Board 12" (305 mm) Plywood or OSB 16" (406 mm) Asphalt Shingles 2 bundles Concrete Block Clay Tile fi4i;d tit I Py,lq I Position loads over load bearing walls. Coloque las cargas sobre las paredes soportantes. ALTERATIONS - ALTERACIONES Jm Truss bracing not shown for clarity. Refer to BCSI-BS.--- Vea el resumen BCSI-85.*** DO NOT cut, alter, or drill any structural member of a truss unless specifically permitted by the truss design drawing. NO torte, altere o per fore ning6n miembro estructural de un truss, a mens que este especificamente permitido en el dibujo del diserio del truss. Trusses that have been overloaded during construction or altered without the Truss Manufacturer's prior approval may render the Truss Manufacturer's limited warranty null and void. Trusses que se han sobrecargado durante la construccicin o han sido alterados sin la autorizacidin previa del Fabricante de Trusses, pueden hater nulo y sin efecto la garantia limitada del Fabri- cante de Trusses. "'Contact the Component Manufacturer for more information or consult a Registered Design Professional for assistance To view a non -printing PDF of this document, visit www sbc'ndustry os+m/bl. NOTE: The truss manufacturer and truss designer rely on the presumption that the contractor and crane operator (if applicable) are professionals with the capability to undertake the work they have agreed to do on any given project. If the contractor believes it needs assistance in some aspect of the construction project, It should seek assistance from a competent parry. The methods and procedures outlined in this document are Intended to ensure that the overall construction techniques employed will put the lasses into place SAFELY. These recommendations for handling, Installing, restraining and bracing trusses are based upon the collective experience of leading personnel involved with truss design, manufacture and Installation, but must, due to the nature of responsibilities involved, be presented only as a GUIDE for use by a qualified building designer or contractor. It Is not intended that Mese recommendations be interpreted as superior to the building designer's design specification for handling, installing, restraining and bracing trusses and it does not preclude the use of other equivalent methods for restraining/bracing and providing stability for the walls, columns, floors, roofs and all the interrelated structural building components as determined by the contractor. Thus, WTCA and TPI expressly disclaim any responsibility for damages arising from the use, application, or reliance on the recommendations and Information contained herein. 1.46 011 EA. ^6dTMx^- TRUSS PLATE INSTITUTE 6300 Enterprise lane • Madison, VVI 53719 218 N. Lee St., Ste. 312 • Alexandria, VA 22314 608/274-4849 • www.sbtindusW.com 703/683-1010 • www.tpinst.org H01imf N DE LA GUTA DE BUENA PRACTIC-A PARA EL 4A_ DI INSTALACI�I�I RESTR�I�CION Y ARR�IOSTRE DE LOS TRUSSES iADVERTENCI�4!mas de �Opies pueden requerir arriostre permanente complejB Por favor, siempre Consulte a un Profesional Registrado de Dfserio. =Load Bearing WallHeights: Sheathing: v . K2 K2 PH S30-342-SB44 GERSPACHER RES R2 Fax 530-342-5845 MATTHEW GERS PACHER CoYlStruC.t ion 3 2 O 1 FAWN R•=DGE CT _ Framing • Specialists PARAD2SE/ BUTTE COUTNY 792 DURHAM DAYTON H2GHWAY DURHAM , CA . 95938 �Q4 OVER- TO IT 3/12 PITCH @ COVERED PORCH 6/12 PITCH @ SECOND FLOOR 8/12 PITCH @ FISRT FLOOR HANGERS: -PLEASE-USE-THE-FOL-L-OWING-CONNECTIONS: - - B04 TO BOX WITH HUS26 - BOX TO B03 WITH HGUS28-2 - D2 TO B03 WITH HUS26 - MO TO M04 WITH HUS26 vp T S, ►tv0 r �nn OVER- TO IT SALES REP: JR WO#: 080527R2 DUE DATE: 01/28/2010 SCALE: 1/8" = 1' DSGNR/CHKR: RM / BH Date: 1/28/2010 10:58 TC Live 30.00 psf DurPa. c-Lbr 1.15 TC Dead 12.00 psf DurFac-Plt : 1.15 BC Live 0.00 psf 0. C. Spacing: 2 BC Dead 10.00 psf Design Spec: CBC -07 #Tr/#Cfg: 174 / 31 Total 52.00 psf