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Plans (42) S 7-7--r�f L- UXJI5) 9`F10 SGS Rivrcc4Jctc ITW Building Components Group, Inc. 8351 Rovana Circle Sacramento,CA 95828 (916)387-0116 Page 1 of 1 Document ID:1U027175Z0725083451 • Truss Fabricator: Truss Conponents of Oregon on 9 Job Identification: 0712224--SLS CONSTRUCTION -Church res addition -- 9800 sw Riverwood^ lane TIGARD, Model Code: Truss Criteria: CUSTOM/TPI-2007(STD) Engineering Software: Alpine proprietary truss analysis software. Version 10.02. Truss Design Loads: Roof - 42 PSF 9 1.15 Duration Floor - N/A Wind - 100 MPH (ASCE 7-05-Closed) s4} �top PROFFs Notes: 5 1. Determination as to the suitability of these truss conponents for the 1465 - Nre. ir structure is thetresponsibilityofthe building designer/engineer of CCr 2. iscosKofin oe at�ac�ieSndAawing {fie drawing nunber is preceded by: CAUSR7175 v OREGON Details: A1003005-GBLLETIN-GABRST05- CIS; so6'' 7,t0% 4+`' Subnitted by CNC 08:34:44 07-25-2012 Reviewer: LVT .9i ' 0% $ $ # Ref Description Drawing# Date EXP. M7/22 1 85635--A 12207024 07/25/12 2 85636--AGE 12207025 07/25/12 (U/ILLL4--bLS UUNSIKUUIION -Uhurch res addition -- y25OU SW Klvers000 lane IIbAKU, - A) Top chord 2x4 HF #2 100 mph wind, 20.02 ft mean hgt, ASCE 7-05, CLOSED bldg, Located Bot chord 2x4 HF #2 anywhere in roof, CAT II, EXP C, wind TC DL=4.2 psf, wind BC DL=4.2 Webs 2x4 DF-L Std/Stud(g) psf. Connectors in green lumber (g) designed using NDS/TPI reduction factors. Wind loads and reactions based on MWFRS with additional C&C member design. Roof overhang supports 2.00 psf soffit load. Calculated horizontal deflection is 0.25" due to live load and 0.34" due to dead load. Bottom chord checked for 10.00sf non-concurrent live load. P 1 Deflection meets L/240 live and L/180 total load. Creep increase Truss designed for unbalanced snow load based on Pg=25.00 psf, Ct=1.10, factor for dead load is 2.00. Ce=1.10, CAT II & Pf=21.17 psf. 4X5 411. 1 .5X4= ' 1 .5X4= 4-6-7 5 6X6--== 1 5 3 3 i 18-0-0 4X5(A1) ; 4X5('1) I-Q2-0-00-1 1.< 2-0-0 ›.1 I, 5-6-7 10-1-0 4-6-9 >l< 4-6-9 10-1-0 5-6-7 _I 10-1-0 > 10-1-0 > < 20-2-0 Over 2 Supports > R=1020 U=290 W=5.5" R=1020 U=290 W=5.5" RL=130/-130 Design Crit: CUSTOM/TPI-2007(STD) PLT TYP. WaveFT/RT=4%(0%)/10(0) 10.02.0 P 2,4., QTY:14 OR/-/1/-/-/R/- Scale =.34"/Ft. Truss 825Nomponents of Oregon ))4thAve,CorneliusOR971137 Y ORTHNLNBSTREET(BUILDIN312OMALEENT SAFE VAN223�1AATION). PUBLISHED TRUTPI C. TRUSSES REQUIRE EXTREME CARE IN FABRICATION, HADLING. I(TRUSS PLATEBERICT UTE. 2180 BRACING. of 9544% ��� ' .k.4›�' TC LL 25.0 PSF REF R7175- 85635 ENTERPRISE LANE, MADISON. WI 53719) FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS 44 14659 �. OTHERWISE INDICATED TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS AND BOTTOM CHORD SHALL HAVECC TC D L 1 0.0 PSF DATE 07/25/12 A PROPERLY ATTACHED RIGID CEILING. ��•f BC DL 7.0 PSF DRW CAUSR7175 12207024 ••IMPORTANT•'FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ITW BUILDING COMPONENTS ALPINE GROUP, INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN; ANY FAILURE TO BUILD THE TRUSS I:� OREGON BC LL 0.0 PSF CA-ENG LVT/CWC IN CONFORMANCE WITH TPI; OR FBRICATING, HANDLING, SHIPPING. INSTALLING&BRACING OFA TRUSSES. ALPIN /^� V CONNECTOR NPLATES WARE AMADEI OFB20/18//16GA (W,H/SS//K)(ASTM A653GRADE40/60 B(W,AK/HASS)NGALV. STEEL. APPLYE 3"� of.T,'49 QQ TOT.LD. 42.0 PSF SEAN- 342939 PLATES TO EACH FACE OF TRUSS AND, UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION PER DRAWINGS 160A-Z. ANY INSPECTION OF PLATES FOLLOWED BY (i) SHALL BE PER ANNEX A3 OF TPI1-2002 SEC.3. A SEAL ON THIS /4MW.G*1% DUR.FAC. 1 .15 FROM BB ITW Building Components Group,Inc. DESIGNGSHSUITABI OWNCATESTHECLITTY ANDFUSEIOFATHISCONPONENTRFOROANYBBUILD INGO ISLTHEORESNE SIIBIL PONITY OFFNTHE Sacramento,CA 95828 BUILDING DESIGNER PER ANSI/TPI 1 SEC. 2. EXP. 12-31-13 SPACING 24.0" JREF- 1U027175Z07 . (17/25/2012 (U/ILLL4--SLS UUNSIKUUIIUN -Uhurch res addition -- y25UU sw Kiverwood lane IIbAKU, - Abt) Top chord 2x4 HF #2 100 mph wind, 20.02 ft mean hgt, ASCE 7-05, CLOSED bldg, Located Bot chord 2x4 HF #2 :B2 2x4 DF-L #2(g): anywhere in roof, CAT II, EXP C, wind TC DL=4.2 psf, wind BC DL=4.2 Webs 2x3 HF #2 psf. Connectors in green lumber (g) designed using NDS/TPI reduction factors. Wind loads and reactions based on MWFRS with additional C&C member design. Roof overhang supports 2.00 psf soffit load. Bottom chord checked for 10.00 psf non-concurrent live load. See DWGS A10030050109, GBLLETIN0109, & GABRST050109 for more Deflection meets L/240 live and L/180 total load. Creep increase requirements. factor for dead load is 2.00. Truss spaced at 24.0" OC designed to support 1-0-0 Truss designed for unbalanced snow load based on Pg=25.00 psf, top chord outlookers. Cladding load shall not exceed 3 PSF. Ct=1.10, Ce=1.10, CAT II & Pf=21.17 psf. Top chord may be notched 1.5" deep X 3.5" AT 48" o/c along top edge. DO NOT OVERCUT. No knots or other lumber defects allowed within 12" of notches. Do not notch in overhang or heel panel . 1 If wall top plate is not aligned with ceiling plane, wall bracing must be provided to ensure adequate support. Wall bracing by others. 4X5 II5 r r� , I 5 r 4-6-7 __.iiiiiiiiii Illi i iiiiiiiii._ iiiii �iliii / , 18-0-0 2X4(A1) = 5X5= B2 2X4(A1) 1.. -2-0-0 .1 L4-2-0-0 -1 L- 10-1-0 -I, 10-1-0 J I< 20-2-0 Over Continuous Support >I R=115 PLF U=34 PLF W=20-2-0 RL=7/-7 PLF Note: All Plates Are 1 .5X4 Except As Shown. Design Crit: CUSTOM/TPI-2007(STD) PLT TYP.ppWave s of Oregon ) FT/RT=4%(0%)/10(0) 10.02.0, . :•� F 'F!* 'TY:2 OR/-/1/-/-/R/- Scale =.34"/Ft. Truss 825No4thAve,CorneliusOR971137- TOBCSITR(BUILDINGICNPoNENNSAFETYINFAORMATIONI), PUBLISHED BYTPIIPING,(TRUSSSPLATENG AND NSTIITUTECI2s �� X4659 9�• TC LL 25.0 PSF F REF R7175- 85636 NORTH LEE STREET, SUITE 312, ALEKANDRIA. VA, 22314)AND WTCA (WOOD TRUSS COUNCIL.OF AMERICA, 6300 ENTERPRISE LANE, MADISON, WI 53719) FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS TC DL 10.0 PSF DATE 07/25/12 OTHERWISE INDICATED TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS AND BOTTOM CHORD SHALL HAVE A PROPERLY ATTACHED RIGID CEILING. BC DL 7.0 PSF DRW CAUSR7175 12207025 **I•PORTANT'"*FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ITW BUILDING COMPONENTS FW � GROUP. INC. SHALL NOT BE RESPONSIBLEI/ M FOR ANY DEVIATION FROM THIS DESIGN; ANY FAILURE TO BUILD THE TRUSS �y ., BC LL 0.0 PSF CA-ENG LVT/CWC iii ALPINE IN CONFORMANCE WITH TPI, OR FABRICATING, HANDLING, SHIPPING, INSTALLING 8 BRACING OF TRUSSES. C> Q g DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NDS (NATIONAL DESIGN SPEC, BY AFBPA)AND TPI. ALPINE )S, FC j ,g� Q TOT.LD. 42.0 PSF SE N- 342944 CONNECTOR PLATES ARE MADE OF 20/18/16GA (W,H/SS/K) ASTM A653 GRADE 40/60 (W, K/H,SS)GALV. STEEL. APPLY k�I7 R PLATES TO EACH FACE OF TRUSS AND, UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION PER DRAWINGS 160A-Z. 411 rr.GHQ► �S DRAWINGPINDICATES PLATES ACCEPTANCEOFDPROFESSIONALSHALL ENGINEER NGANNEX RESPONSIBILITY O2 SOLELY3FOR THE TRUSSSEAL COMPoNENT V'• DUR.FAC. 1 .15 FROM BB ITW Building Components Group,Inc. DESIGN SHOWN. THE SUITABILITY AND USE OF THIS COMPONENT FOR ANY BUILDING IS THE RESPONSIBILITY OF THE Sacramento,CA95828 - BUILDING DESIGNER PER ANSI/TPI 1 SEC. 2. EXP. 12-31-13 SPACING 24.0" JREF- 1 U027175ZO7 - 07/75/0017 GABLE STUD REINFORCEMENT DETAIL ASCE 7-05: 100 MPH WIND SPEED, 30' MEAN HEIGHT, ENCLOSED, I = 1.00, EXPOSURE C, Kzt = 1.00 2X4 BRACE (1) 1X4 "L" BRACE * (1) 2X4 "L" BRACE * (2) 2X4 "L" BRACE ** (1) 2X6 "L" BRACE * (2) 2X6 "L" BRACE ** GABLE VERTICAL NO SPACING SPECIES GRADE BRACES GROUP A GROUP B GROUP A GROUP B GROUP A GROUP B GROUP A GROUP B GROUP A GROUP B H #1 / #2 3' 11" 6' 10" 7' 0" 8' 1" 8' 4" 9' 8" 9' 11" 12' 8" 13' 1" 14' 0" 14' 0" BRACING GROUP SPECIES AND GRADES: S P F #3 3' 10 6' 1" 6' 1" 8' 1" 8' 1" 9' 8" 9' 8" 12' 7" 12' 7" 14' 0" 14' 0" GROUP A: 7 u F STUD 3' 10 6' 1" 6' 1" 8' 0" 8' 0" 9' 8" 9' 8" 12' 6" 12' 6" 14' 0" 14' 0" 0 1 1 STANDARD 3' 10" 5' 3" 5' 3" 6' 11 6' 11 9' 3" 9' 3" 10' 9" 10' 9" 14' 0" 14' 0" SPRUCE-PINE-FIR HEM-FIR #1 / #2 STANDARD #2 STUD #1 4' 4" 6' 10 7' 4" 8' 1" 8' 9" 9' 8" 10' 5" 12' 8" 13' 8" 14' 0" 14' 0" #3 STUD #3 STANDARD SP #2 4' 3" 6' 10" 7' 4" 8' 1" 8' 9' 8" 10' 5" 12' 8" 13' 8" 14' 0" 14' 0" !—.I d"! #3 4' 1" 6' 3" 6' 3" 8' 1" 8' 3" 9' 8" 10' 2" 12' 8" 12' 10" 14' 0" 14' 0" DOUGLAS FIR-LARCH SOUTHERN PINE � DEL STUD 4' 1" 6' 2" 6' 2" 8' 1" 8' 2" 9' 8" 10' 2" 12' 8" 12' 9" 14' 0" 14' 0" #3 #3 0 STANDARD 3' 11" 5' 4" 5' 4" 7' 1" 7' 1" 9' 6" 9' 6" 11' 0" 11' 0" 14' 0" 14' 0" STUD STUD STANDARD STANDARD SPF #1 / #2 11' 4" 14' 0" 14' 0" 14' 0" 14' 0" • #3 4' 5" 7' 6" 7' 6" 9' 3" 9' 3" 11 1" 11' 1" 14' 0" 14' 0" 14' 0" 14' 0" 0 H u STUD 4' 5" 7' 5" 7' 5" 9' 3" 9' 3" 11' 1" 11' 1" 14' 0" 14' 0" 14' 0" 14' 0" F STANDARD 4' 5" 6' 5" 6' 5" 8' 5" 8' 5" 11' 1" 11' 1" 13' 2" 13' 2" 14' 0" 14' 0" GROUP B: #1 5' 0" 7' 10" 8' 5" 9' 3" 10' 0" 11' 1" 11' 11" 14' 0" 14' 0" 14' 0" 14' 0" HEM-FIR ., S P #2 4' 10" 7' 10" 8 5" 9 3" 10' 0" 11' 1" 11' 11" 14' 0" 14' 0" 14' 0" 14' 0" #1 Br # BTR #3 4' 8" 7' 8" 7' 8" 9' 3" 9' 9" 11' 1" 11' 8" 14' 0" 14' 0" 14' 0" 14' 0" #1 r; DFL STUD 4' 8" 7' 7" 7' 7" 9' 3" 9' 9" 11' 1" 11' 8" 14' 0" 14' 0" 14' 0" 14' 0" SOUTHERN PINE DOUGLAS FIR-LARCH I STANDARD 4' 6" 6' 7" 6' 7" 8' 8" 8' 8" 11' 1" 11' 4" 13' 5" 13' 5" 14' 0" 14' 0" #1 #1 S1#1 / #2 5' 0" 8' 7" 8' 10" 10' 2" 10' 6" 12' 2" 12' 6" 14' 0" 14' 0" 14' 0" 14' 0" #2 #2 � S P F #3 8' 7" 10' 2" 10' 2" 12' 2" 12' 2" 14' 0" 14' 0" 14' 0" 14' 0" 0 0 u F STUD 4' 10 8' 7" 8' 7" 10' 2" 10' 2" 12' 2" 12' 2" 14' 0" 14' 0" 14' 0" 14' 0" 0 11 STANDARD 4' 10" 7' 5" 7' 5" 9' 9" 9' 9" 12' 2" 12' 2" 14' 0" 14' 0" 14' 0" 14' 0" GABLE TRUSS DETAIL NOTES: X #1 5' 6" 8' 7" 9' 3" 10' 2" 11' 0" 12' 2" 13' 1" 14' 0" 14' 0" 14' 0" 14' 0" SP #2 5' 4" 8' 7" 9' 3" 10' 2" 11' 0" 12' 2" 13' 1" 14' 0" 14' 0" 14' 0" 14' 0" LIVE LOAD DEFLECTION CRITERIA IS L/240. C\2 #3 5' 1" 8' 7" 8' 10" 10' 2" 10' 9" 12' 2" 12' 10" 14' 0" 14' 0" 14' 0" 14' 0" PROVIDE UPLIFT CONNECTIONS FOR 75 PLF OVER DFL STUD 5' 1" 8' 7" 8' 9" 10' 2" 10' 9" 12' 2" 12' 10" 14' 0" 14' 0" 14' 0" 14' 0" CONTINUOUS BEARING (5 PSF TC DEAD LOAD). STANDARD 5' 0" 7' 7" 7' 7" 10' 0" 10' 0" 12' 2" 12' 6" 14' 0" 14' 0" 14' 0" 14' 0" GABLE END SUPPORTS LOAD FROM 4' 0" OUTLOOKERS WITH 2' 0" OVERHANG, OR 12" SYMM PLYWOOD OVERHANG. ABOUT!It ATTACH EACH "L" BRACE WITH 10d NAILS. II GABLE TRUSS II �I �� 0 * (FOR (I) "L''BRACE: SPACE NAILS AT 2" O.C. ill 2X4 #2N OR BETTER DIAGONAL BRACE OPTION: IN 18" END ZONES AND 4" O.C. BETWEEN ZONES. VERTICAL LENGTH MAY BE • ' ' O **F1'1134: ORIA (2) "L" ES: SPACE NAILS AT 3" O.C. DOUBLED WHEN DIAGONAL 1 � IN 18" END VBERNRAE: S AND6" O.C. BETWEEN ZONES.BRACE IS USED. CONNECT "L" "L" BRACING MUE A MINIMUM OF 80% OF WEB DIAGONAL BRACE FOR 560# BRACE v MEMBER LENGTHAT EACH END. MAX WEB �,�TOTAL LENGTH 15 14'. � GABLE TICAL :T ::cc ETH SHOO O LESS THAN A 0"NE. • GREATER THAN 4' 0",��� LESS THAN 11' 6"rX4 UPPER END. hili sm M CONTINUOUS BEARIN + REFER TO COMMON TRUSS DESIGN FOR PEAK, SPLICE, AND HEEL PLATES. CONNECT DIAGONAL AT REFER TO CHART ABOVE FOR MA .4.. ^ ifi•4' f., ENGTH. MIDPOINT OF VERTICAL WEB. S� G L:r��s **WARNING**READ AND FOLLOW ALL NOTES ON THIS SHEET! �' ` -- 1 Cv Trusses require extreme care in fabricating,handling, shipping, installing and bracing. Refer to and follow j¢659. � REF ArJCFi7-05—(�iAI31�03� BCS] (Building Component Safety Information, by TPI end WTCA)for safety practices prior to performing ..0.10"��/I TW DATE 1/1/09 these functions. Installers shall provide temporary bracing per SCSI Unless noted otherwise, top chord shall have properly attached structural panels and bottom chord shall have a properly attached rigid ceiling. Locations shown for permanent lateral restraint of webs shall have bracing installed per 6001 sections B3&B7. See this job's general notes page for more information. ` ...0 DRWG A10030050109 **IMPORTANT** FURNISH COPY OF THIS DESIGN TO INSTALLATION CONTRACTOR. 7 .%.�f(� ITW Building Components Croup Inc. (ITWBCC) shall not be responsible for any deviation from this deaign, '+ " ptBuilding Components Gawp Inc. any failure to build the truss in conformance with TPI, or fabricating,handling. ehipping,installing& bracing f trusses. ITWBCG connector plates are made of 20/18/16CA(W,H/S/K)ASTM A653 grade 37/40/60 \t::\,........,49,, NW,O(K/W/H,S)galy. steel. Apply plates to each face of truss,positioned as shown above and on Joint Details. MAX. TOT. LD. 60 PSF A Beal on this drawing or cover page indicates acceptance and professional engineering responsibility solely for the truss component design shown. The suitability and use of this component for any building is the EXP. 12-31-13 responsibility of the Building Designer per ANST/TPI 1 Sec.2. 07/25/2012 _„ ••–___,_ ITW–BCG:www.itwbeg.com; TPI:www.tpinst.com; WTCA: www.ebcindustry.comw. ;ICC:wwicesafe.org ` - w EabLe Detail ((;;II For Let-In Vel^ticals Gable Truss Plate Sizes About`t O Refer to appropriate ITW gable detail for minimum plate sizes for vertical studs. it 11• +°Refer to Engineered truss design for peak, splice, web, and heel plates. Q ©If gable vertical plates overlap, use n single plate that covers the total area of the overlapped plates to span the web. lief 1 G © it11 Example: 2X4til pi rp �� % 2X4 / 2X8 "T" Reinforcement Attachment Detail "T" Reinforcing "T" Reinforcing Member Member i: Itih2 © lik Toe-Wait, - Or - End-nail M►i . 11 OO To convert from "L" to "T" reinforcing members, multiply °T" increase by length (based on Provide connections for uplift specified on the engineered truss design appropriate ITW gable detail), Attach each "T" reinforcing member with End Driven Nails Maximum allowable "T" reinforced gable vertical 10d Common (0.148"x 3.",min) Nails at 4" o.c. plus length is 14' from top to bottom chord, (4) nails in the top and bottom chords. "T" reinforcing member material must match size, specie, and grade of the "L" reinforcing member, Rigid Sheathing Toenailed Nails: 10d Common (0.148"x3",min) Toenails at 4" o.c. plus Web Length Increase w/ "T' Brace 11 4 Nails " A (4) toenails in the top and bottom chords. "T" Reinf. This detail to be used with the appropriate ITW gable detail for ASCE Mbr, Size Increase 2einforcing wind load, y i 1 Member 2x4 30 % ASCE 7-98 Gable Detail Drawings 2x6 20 A13315980109, A12015980109, A11315980109, A10015980109, Example: A13030980109, 812030980109, A11030980109, 810030980109 ASCE 7-10 Wind Speed = 120 mph Gable Nails ASCE 7-02 Gable Detail Drawings g Mean Roof Height = 30 ft, Kzt = 1.00 Truss Spaced At 813015020109, 812015020109, A11015020109, 810015020109, A14015020109, Gable Vertical = 24"o.c. SP #3 4" o.c A13030020109, A12030020109, A11030020109, 810030020109, A14030020109 T" Reinforcing Member Size = 2x4 T" Brace Increase (From Above) = 30% = 1.30 ASCE 7-05 Gable Detail Drawings 813015050109, A12015050109, A11015050109, A10015050109, A14015050109, (1) 2x4 "L" Brace Length = 8' 7" 813030050109, A12030050109, A11030050109, A10030050109, 814030050109 Maximum "T" Reinforced Gable Vertical Length 1.30 x 8' 7" = 11' 2' ASCE 7-10 Gable Detail Drawings A11515ENC100212, A12015ENC100212, A14015ENC100212, A16015ENC100212, 818015ENC100212, A20015ENC10021R, A20015EN8100212, A20015PED100212, 4 Nails A A11530ENC100212, A12030ENC100212, A14030ENC100212, A16030ENC100212, �- Ceiling A18030ENC100212, A20030ENC100212, A20030END100212, A200 --mil ;VYi.- el See appropriate ITW gable detail for maximum unreinforc- a:.. • .'th. -WARNING!.. READ AND FOLLOW ALL NOTES ON THIS DRAWING! „sr 14659REE LET-LN VERT ..IMPORTANT.. FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS. Trusses requre extreme care n fabrcat'ng, handling, sh pping, nstall'ng and braeng Refer to and DATE n T E 2 1 6 1 2 IIIITWfollow the latest edition of SCSI (Bu'ld'ng Component Safety Information, by TPI and WTCA) for safety it l-i act practces pror to performing these functions. Installers shall provide temporary bracng per BCSI n -_. -- ins-- - -- Unless noted otherwise, top chord shall have properly attached structural sheathng and bottom D R�,�/E GB L L E T I V 2 1 2 chord shalt hove a properly attached rigid ceing Locatons shown for permanent lateral restraint [7 V of webs shall have bracing nstalted per BCSI sections 33, B7 or BIO, as applicable. Apply plates to ;�9 ' _ -- each face of truss and poston as shown above and on the Joint Details, unless noted otherwise. �' ".t • Building Components Group Inc. Refer to drawings 160A-Z for standard plate positions. =, ITW Buildin Components GroupInc. shall not be rAMS'G MAX, T❑T, LE. 60 PB❑ g pontr /Ill I,i r for any ling,a si ip from this ation & any failure to build the truss in conformance with ANSI/TPI I, or for handling, shipping, installation & bracing of trusses, A seal on this drawing or cover page listing this drawing, indicates acceptance EXP. 12-31-13 n FAD. - . of professional engineering responsibility solely for the design shown. The suitability and useof this OUR. 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