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Plans �N psora Oregon Truss Inc Truss: AGE r..:.-.,. . _' PH 503-581-8787 Project Name. 1512002cbs ComponentSolutI008T"r / I 1 Date 12/01/15 12.59.33 Thus I N �/��f�V l/,I S- O V 323 Page: 1 of l Version•2015.5[Build42] l LL f/` — c /,y--7 Span Pitch Qty OHL OHR C/ / SANT((L CANTR ! PLIES Spacing WGT/PLY 20-0-0 4/12 1 2-0-0 2-0-0 0-0-0 0-0-0 1 24 in 76 Ibs I 24=0-0 2-0-01 10-0-0 ( — 10-0-0 ,i r t,, 10-0-0 20-0-0 - ' 7 r DEC 8 2�0115{� CITY OF AtIVLEAiD 404- 5 BUILDING DIVISION =; 12 1041 ,x4, 12 47 1x41 _ — \ 1x4 — 4 3 i --\- 7 1x4 1 \\' 104 2 i \\. 8 40-' \_ v _ d 3x4- n np 3x4- I S 'i — / i i 9 u i t [ \ \--99 17 P. -777/>")C.,':''''''\;<✓,<,�'T,:i____2',LL:= yT;_'_" >�... «<=.-�— - < ,.,� ',-7, �'✓.)' ,>..�',:<)_<- ._., ,.,.,7`_;1 —\18 -. 16 15 14 13 12 11 10 104 1 1 x 4 1 104 1 1x4 1 1041 104 I 104 I 0-0-0 0-0-0 1— — -- — ---- 20-0-0 -------------- zo-o-o -- — - Loading General CSI Summary Deflection L/ (loc) Allowed Load (psi) Bldg Code IBC 2012/ 7C 0 27(8-9) %Fn TL 0 01 in L/999 (9-9) L/180 ICIL 25 TPI I-2007 BC 0 14(9-10) Wm IL 001 in L/999 (9-9) L/240 TCDL 7 Rep Ivlbrincrease Y Web 0 05(5-13) Ho re TL 0 in 9 BCLL 0 D O L 115% Corp Factor Kcr=15 BCDL 10 Plate Offsets(J nt-X,Y,Ang) (I 4-14,2-1,0) (5 0-0,3-11,0) (9 4-14,2-1,0) Reaction Summary IT Type Brg Combo Beg Width Ivtatenal Max React Ace React Max Gray Uplift Max Wind Uplift Max Uplift Max Hone 1 Continuous I 240 in Douglas-Fir-Larch 362 lbs 118 p1f - -54 lbs -54 Ibs II lbs Material Summary Bracing Summary TC DFL#IB 2x4 It Bracing Sheathed or Pu dins a 10-0-0,Purim design by Others BC DFL#IB 204 BC Branng Sheathed or Pudms at 6-3-0,Podm design by Othes Webs DFL Sled 2x4 Loads Summary 1)Ttss truss has been designed for the effects due to 10 psf bottom chant live load plus dead loads 2)This truss has been designed for the effects ofa balanced design snow toad(Ps=25 ps0 and unbalanced design snow loads(4/12,7 5 psf wind.25 psf lee,15 5 psf lee over peak to 7 2 ft)Por hips/gables rat accordance with ASCE7-10 except as noted,with the following user defined input 25 psf ground snow load(Pg1 NOTE All tatsloped tooffactos have been ignored and the ground snow load has been used for the coolsnose load(Ps=Pg),DOL=1 15 3)This Buss has been designed for the effects ofwmd loads in adnnlance with ASCE7-10 with the following user defined input 120 mph ultimate,E posure B,Fully Enclosed, Gable/Hip,Budding Category 0(1=100),Overall Bldg Duns 40 8 x 60 ft,h=25 IL End Zone Truss.Both end webs considered DOL=1 60,CC Zone Width 4 ft Member Forces Summary Table indicates Member ID,sex CSL tax axial force.(max corrpr force ifdifferent from nix axial force) TC 17-1 0 216 40 lbs 4-5 0 059 105 lbs (47 lbs) 8-9 0 267 465 lbs (-443 Ibs) 1-2 0 267 465 lbs (-443 Ibs) 5-6 0 059 105 lbs (47 lbs)9-I8 0 216 40 lbs 2-3 0 068 105 lbs (-95 Ibs)6-7 0 067 106 lbs (-58 Ibs) 3-4 0 067 106 lbs (61 lbs)7-8 0 068 105 lbs (-91 Ibs) BC 9-10 0 143 507 lbs (-462 Ibs) 12-13 0 023 186 lbs (-31 Ibs) 15-16 0 055 186 lbs (-81 Ibs) 10-I l 0 055 186 lbs (-81 Ibs) 13-14 0 023 186 lbs (-81 Ibs) 16-1 0 143 507 lbs (-062 Ills) 11-12 0 023 186 lbs (-81 lbs) 14-15 0 023 186 lbs (-81 Ibs) Webs 2-16 0 040 -212 lbs 5-13 0 047 -179 lbs 8-10 0 040 -212 Ibs 3-15 0 037 -183 lbs 6-12 0 044 -200 lbs 4-14 0 044 -200 Ibs 7-11 0 037 -183 lbs Notes: I)Gable requires continuous bottom chord bearing 2)Gable webs placed at 24'oe,UNO 3)Attach Fable webs wall lx420g plates,UNO E- PROF 4)This Buss has been designed formylane wind loading See TD-GBL-00038 for gable stub bracmg/redorcement requirement for out-of-plane wind loading G(� ScC 5)When this truss has been chosen for quality assurance inspection the Double Polygon Method per TPI I-2007/Chapter 3 shall be used Fabncanon tolerance=10% C2 \,. 0 l N , 6%0 67)This gable bas been desiwind uplift gned based on MW FRS Only loadingr (\ 4, `- gra goad for a 12'(max)rake ova 2 tv 7 90194PE r 12/01/2015 XEGeil_ CA"%�-N R.Gad EXPIRES 12/31/2017 NOTICE Acopy alba design shall be furnished to the erection contactor The design of this indmdual truss is based on design cntena and requirements supplied by theTmss Manufacturer and relies upon the accuracy Simpson any Strong-TieP Com and completeness of the information set loots by the Budding Designer A seal on this drawsmgindncates acceptance of professional emgneenng responsibility solely for the truss component design shown See the cover page and the"Important Infor moron 8r General Notes"page for additional infommnon.All connector plates shall be manufactured by Simpson Strong-Tie Company,Inc in accordance with ESR-2762 All connector plates me 20 gauge,unless the speafed plate sia is followed by a`-18"which indicates an 18 gauge plate.or"S#18",which indicates a high tension 18 gauge plate SIMPSON Oregon Truss Inc Truss: A PH 503-581-8787 Project Name 1512002cbs • Co..,loneni Solutionsm Date 12/01/15 12 59 32 Truss Page: I of 1 Version:20155[Build 421 Span Pitch Qty OHL OHR CANT CANT PLIES Spacing WGT/PLY - 20-0-0 4/12 4 2-0-0 2-0-0 0-0-0 0-0-0 1 24in 751bs 24-0-0 2-0-05-0-0 5-0-0 5-0-0 5-0-0 REcEivEp II5-0-0 I10-0-0 I15-0-0 I 20-0-0 DEC (� 8 2015 j�{� 4x4_ CITY OFTIGARIJ _= 3 BUILDING DIVISION 12 .`�\, 41— /— �4 1x4A V� 1x4/ �/ \\4 O 3x5- '\ �\ --_- — -- \3x5- \• ' . -- 7�/r y, —_— __ ~j� �8 lX/ 3x7- 0-0-0 0-0-0 10-0-010-0-0 I— + -Ii0-ao --- --__ _ 20=0-0 -- —_ Loading General CSI Summary Deflection L/ (hoc) Allowed Load (psi) Bldg Code IBC 2012/ TC 0 30(4-5) \lin TL 0 29 In L/786 (5-6) L/180 7Cli 25 IPI 1-2007 BC 0 66(5-6) \lin LL 0 08 m L/999 6 L/240 ICDL- 7 Rep Mbrincnase Yes Web 0 41(5-6) Hare TL 0 05 in 5 BCLL 0 DOL 115% Creep Factor,Ku=l 5 BCDL 10 Plate Offsets(Int X,Y,Ang) (1 4-14,2-1,0) (2 0-0,3-11 16) (3 0-0,3-11,0) (4 041,1-1 1.16)(5 4-14,2-1 0) (6 0-0,3-8,0) Reaction Summary Pf Type Brg Congo Big Width Matcnal Rqd Big Width Max React Max Gm Uplift Max Wind Uplift Max UpirO Max Hone I Pm(Wall) 1 5 5 in Douglas-Fir-Larch 150 m 1,036 lbs - -88 lbs -88 lbs II lbs 5 H Roll(Wall) 1 5 5 in Dou0asFrr-Lech 150 rn 1 036 lbs - -88 lbs -88 lbs 0 lbs Material Summary Bracing Summary TC DFL#IB 284 TC Bracing Sheathed or Puffins at 4-3-0,Pu dm design by Others BC DFL#IB 2x4 BC Braang Sheathed or Pudrns at 10-0-0,Pudm design by Others Webs DEL-Stud 2x4 Loads Summary I)This Dress has been designed for the effects due to 10 psf bonom chord Int load plus dead loads 2)This truss has been designed for the effects ofa balanced design snow load(Ps=25 psi)and unbalanced design snow loads(4/12,7 5 psf wind 25 psf lee,15 5 psf Ice over peak to 7 2 R)for hips/gabls in acmnlance with ASCE7-10 except as noted,with the following user defined input 25 psf Bound snow load(Pg) NOTE All OaUsloped roof facials have been Ignored and the ground snow load has been used for the mofsnow load(Ps=Pg),DOL=115 3)This miss has been designed for the effects of wind loads at aceotdanoe wath ASCE7-10 with the following user defined input 120 mph ultimate,Exposure B.Fully Enclosed. GabldHip,Building Category B(I=1 00),Overall Bldg Dins 40 0 x 60 ft h=25 B,End Zone Truss,Both end webs considered DOL=160 CC Zone Width 4 0 4)MUnurum storage attic loading in accordance with IBC Trate 1607 l has been applied Member Forces Summary Table indicates Member m,mix CSI,max axial force.(max col{+Iuse force ifds�rent from mux anal tome) lbs ,156 Webs 2-6 0410 6 2-779lbs (-406 lbs)6-I 03.6 0173 56 2548lbs (-415 1bs)I 4-6 0410 2-779 lbs Notes: I)When this truss has been chosen for quality assurance Inspection,the Double Polygon Method per TPI 1-2007/Chapter 3 shall be used Fabnranon tolerance=10% 2)Listed wind uphfi teactsons based on MWFRS Only loadrog 3)Bong nutenal shown In the above table has only been checked for resistance perpendicular to gran and does not indicate adequacy of melena for other design considerations (C.0 --PROSGIN6" 6%02 v it r 0194PE 12/01/2015 OREGC'N r' Viv Jy I:;'n. - PO " TFNR COQ EXPIRES 12/31/2017 NOIICE Acopy of this design shall be famished to the m:gson contractor The design ofthss individual truss a based on design cntena and requssmtots supplied by theTmss Manufadurerand relies upon the accuracy Simpson Strong-Tie Company and completeness of the mtbmeuou set foals by the Building Designer A seal on this drawing indicates acceptance of professional engneengiesponsrbsbty solely for the truss component design shown Ser the cover page and the Impodant Information&General Notes"page for additional information All conectorplaoes shall be nenufacturod by Sutsson Strong-lle Company,Inc in smidance with ESR-2762 All connector plates use 20 gauge,unless the specified plate sire is followed by a"-18"which Indrotes an 18 gag plate-or"S#18",which indicates a high tension 18 gorge plate SIIIRPSON GABLE STUD BRACING DETAIL - 100 MPH (NOMINAL), 05 . : ( ) TD-GBL-0003B °' i ' ' { 125 MPH (ULTIMATE) "' Date 06/11/2014 Rev.B Pg 1 of 1 - NOTES: Diagonal Bracing @ 4'-0"0.0 Max Gable Stud Bracing 1. This detail provides bracing/reinforcement options for the gable studs to 24"0.C. Max) resist the out-of-plane wind loading. Refer to the individual truss design • drawing for bracing/reinforcement requirements for resisting the vertical `l (in-plane)loads assumed in the design of the gable end frame. Additional bracing/reinforcement at the end of the building and/or at the *Diagonal braces not gable end wall may be required Refer to the Building ,'� ` shown for clarity. See Designer/Construction Documents for all gable end frame and roof i `WAIsw~zia�.'iiiiiii:...�...:Ini Section A-A system bracing requirements. For additional information,see BCSI-B3.2. This detail does not apply to structural gables 3. Connection requirements between the gable end frame and the wall to h ` be specified by the Building Designer. nI "i"i'ii"'i"i"i": 4. The gable end frame must match the profile of the adjacent trusses Do A not use a gable end frame with a flat bottom chord next to trusses with GABLE END WITH STUD BRACING/REINFORCEMENT sloped bottom chords,such as scissor or vaulted trusses MINIMUM GABLE MAX. WITHOUT L- SCAB DIAGONAL DIAGONAL GABLEBRACING BRACING STUD SIZE, BRACE REINFORCEMENT'REINFORCEMENT' SPECIES&GRADE STUD @ MID-SPAN' @ 1/3 POINTS 2 SPACING MAXIMUM STUD LENGTH' 2X4 SPF STUD 12"0 C. 4-9-12 8-5-8 9-7-4 9-7-4 14-5-4 or STANDARD 16"0 C. 4-4-8 7-8-4 8-8-12 8-8-12 13-1-8 24"0 C 3-9-8 6-3-12 7-7-4 7-7-4 11-5-0 1. L-and Scab Reinforcements shall be minimum 2x4 stud grade and must be a minimum of 90%of the gable stud length. Fasten the reinforcement member to the gable stud with 10d nails @ 6"o c 2.Attach horizontal reinforcing member at mid-span(or 1/3 points as required)of the longest stud and install diagonal bracing @ 4' o c (max)as shown in Section A-A 3 Tabulated maximum stud lengths are based on components and cladding wind pressures using the wind design parameters listed in the detail limitations Gable stud deflection criteria is L/240. 5-8d nails connecting Min 2x4#2 blocking between sheathing to first 2 trusses(min)as shown Gable Stud 2x6 Diagonal Brace blocking (Typ ) Toe nail blocking to trusses �_, `�(Approx. 45-degrees Roof Sheathing with 2 10d nails at each end Fasten diagonal , ` to roof diaphragm) U brace to gable stud VI X ii L"-I"T . r_r_ ,/,' with 4-16d nails \� Fasten L-reinforcement ♦♦ 2-10d Toe-nails emembers together with ,','1 ♦♦♦• , (Typ ) 2-10d nails into top reinf. ,,,:,;-..u...— 16d nails @ 6"0.0 //i',' •.��• member(Typ ea stud) �,� —Min.2x6 , • 4-10d nails into • ,, •♦ Trusses @ 24" �� —Min. 2x4 !,'�� O .�.' 0.0 Max bottom reinf. member---' Bracing at •• (Typ.ea stud) 1/3 points as ♦••'\, required N, NOTE: Diagonal braces over 6'-3" require a 2x4 T-brace (See Table) f attached to one narrow edge. Diagonal braces over T 2x6 diagonal brace at 48"0.C. (max). 12'-6" require 2x4s attached on both narrow edges. The ` Attach to gable stud with 4-16d nails braces must cover 90%of the diagonal brace and shall and to blocking with 5-10d nails. be fastened to the narrow edge with 10d nails at 6"o.c. Horizontal [-reinforcement(located (min 3"end distance). When attached on both narrow at mid-span or 1/3-points of longest edges,stagger the nails on each side by 3". End Wall 1 stud as required per table.) SECTION A-A -" w . 10d nails ,-10d nails � ' @6,0c GABLE �� @6'0c FzEOPRQA , GABLE_,% " STUD �, �� S L REINF ea SCAB \g NG I N FF SSG STUD (9 <(, p Z REINF. SECTION B-B SECTION C-C r 90194PE r- 12/01/2015 DETAIL LIMITATIONS: Wind Speed Equivalent Nail Dimension 12 0 i/L^1 J Max. Mean Roof Height: 30' Nominal GREG„ N r" (Ultimate) 16d =3.5"x 0.162" �, , Category: II 100 mph (125 mph) 10d =3"x 0.148" ,j' Exposure: B or C 8d=2.5"x 0.131" 9 ''Q ,,S)Load Duration Factor: 1.6 ' /l R CO\� Wind Speed: 100 mph Nominal EXPIRES 12/31/2017 This detail is to be used only for the application and conditions indicated herein,and its suitability for any particular truss/project shall be venfied(by others) This detail is not intended to Simpson Strong-Tie Company supersede any prosect-specific details provided in the Construction Documents Truss configurations shown are for illustration only Refer to the truss design drawing(s)accompanying this detail for specific truss design information.Simpson Strong-Tie Inc is not responsible for any deviations from this design • Anchors • • P ■U1■ ., ,� ;f ON.. SIM S Heavy ORty,Holdowns' • "The heavy-duty HHDQ holdowns combine low deflection and -,-.,1 test w high loads with ease of installation by using Simpson's patente I Far holdowtis,per ASTM SOS screws HHDQ11 test standards,.anchor bolt .- , . y paint. I nut should be finger-tight FINISH Gra INSTALLATION:•Use all specified fasteners.See General No •s. �• ::::`,;:l'. plus n a'1/2 turn with a •1'/z"centerline dimension for reduced eccentricity. Plot Holes hand,wreon g with. i.-,..-ii consideration ivento'" • •Use in vertical or horizontal applications. (Bolts not, • e required) \ -'o "u ,; possible future•wood •Install Simpson SDS1/4x21/2wood screws,which a • • H shrinkage-Care siiouid be' supplied (Lag screws will nut achieve the same loo. ) '1'..!',r `' taken to not.oVer-torque •The load transfer plate is an integral part of the HHDQ, the nut.i tpatie used.es no additional washer is required ' - should not be used. Load;• CODES:See page 12 for Code Listing Key Chart. Transfer j a ='— Plate T'` . ea Check factory for availability. .-i 6 Vertical ? '�/ �'- \ HHDQ11 y w - 2 Installation ------------ -- ------------ Ga W H i B I 1 No.of Allowable •n on Leads I Allowable Tension Loads 1 Holdown Deflection (:,:y, r I Model Na. IAnchor i ' nia. ; SDS/4x2/2 DF/SP SPF/HF at Highest Allowable Code L'i I ! I , Wood Screws (133/160) (133/160) Tension Design Load e- 1 HHDQ11-5D525 i 7 1 3 i5'8 j 3'.'n 11' 1 1 124 11445 I 6 1 HHDQ14-SDS2.5 7 I 3 , 183/43'/ 11/2 j 1 1 30 14700 12350 0.081 — 160 1 Allowable loads have been increased for earthquake or wind;cad aerations 4 SDS screws install best with a low speed 1/2"drill with a 3/s'hex head driver with no further increase allowed;reduce where other ioad dvetions govern 5 The Designer must specify anchor bolt type.length and embedment 2 Loads are based on static tests on wood posts,limited by the lowest of 6 When using structural composite lumber columns screws must be applied to the wide face of the column 0 125'deflection,test ultimate divided by 3,or the SOS wood screw value 7.Past design shaft be by Designer. 3 HHDO's can be raised off the sit with no reduction in load or increase in deflection. 8.S%5i,x2'/2 screws are required for HHDQ; See T-HDLA for HHDQ loads using shorter screws • r HOC•Concentric,Holdown h # ,- 3-..,-.-.1-t.".':: i k° t t t n• ,' �:r tr t f h This product is preferable to similar connectors because of a)easier installation, b)higher loads,c)lower installed cost,or a combination of these features ^ry — — — — — — — ° ° Pressure treated . HDC product line eliminates eccentricity Installs with SDS screws(included)to ° I barrier may be reduce slip and Grr'iiues a greater net section area of the post campar?ri to heft ,. I ° ° required Y st ° ° . ° Uses MATERIAL 10 gauge strap Ii Screws v2° FINISH Galvanized strap,aluminum base ° ° I ° I Screws INSTALLATION •Use all specified fasteners See General Notes ° " RFB BP •Install on concrete. ° ; ' �, Aluminum ° I fell ®) al •Sized for 2-2x,4x and 2-2x6 members Center 2-2;16 pests on heidawa Base '�? I ° r AI �r�"V •Concentric to eliminate bendingon the stud �, 3 • •Install Simpson's SDS'/ax2Y2 wood screws,which are provided with I ei 2yz t .%� ^ _ i the holdown. (Lag screws will not achieve the same load.) Z •Slot in the seat allows for 3/8"of adjustment perpendicular to plate ~a .�—W� Install on ' o (Standard N senes cut washer required, 1-7/4"eiamarer-U.13-:"thick) Concrete _ j L, •Witness slot in the base to inspect the nut. HDC10 •Maximum anchor bolt height above concrete is 2'/z" Typical HOC Installation •To tie double 2x members together,the Designer must determine the US Patent 6,513,290 fasteners required to bind members to act as one unit without splitting with 2 2x4 studs o the wood. p g (Similar with Z 2x6 studs) •Aluminum standoff cannot be in contact with pressure-treated wood. For holdowns,per ASTM test standards,anchor bolt nut should be •See Simpson Anchor Systems for tested,load-rated anchors and finger-tight plus 1/3 to�turn with a hand wrench,with consideration ,n request T-ANCHORSPEC for more information given to possible future wood shrinkage.Care should be CODES:See page 12 for Code Listing Key Chart taken to not over-torque the nut.Impact wrenches should not be used. a ------------ ------- ------------- - - Model Post 1 IAnchor! Number AllowableAllowable I Concrete Holdown Deflection I No. Size I W H ! BI Bolt of SDS Tension Loads I Tension Loads Bearing' at Highest Allowable Code 1 : I 1/4z21/2 DF/SP(133) SPF/HF(133) @ 2500 psi Design Load Ref. 3 HDC5/22-SDS2.5 2-2x4 ) 31/s i 93/3 1 19Ae i 5/s j 12 4870 ! 4215 HDC5/4-SDS2 5 , 4x4 • 39/,e 1 91/8 1 3 !113A61 5/s , 12 7460 032 � � 4870 i 4215 j 9060 .046 45,106, I HDC10/22-SDS2.5 2-2x4 3'/8 ;143/4 j 3 119/,e i Tie 24 9665 8425 7460 i 050 126 • HDC10/4-SDS2 5 I•4x4 ;39/,4 j 14'/a j 3(1'3' l '/e 24 9665 ! 8425 ,- • I 9060 .058 "A.. 1 The Designer must specify anchor bolt type,length and embedment 6 The HOC's will be limited by wood compression capacity if installed on a sill plate See the SSTB Anchor Bolts(page 33-34) 2.See page 21 and 29 for retrofit anchor bolt HDC5/22 and HDC10/22 will achieve an allowable load of 4005 lb on a DFL plate H• 3.Loads are based on static tests on wood studs,limited by the lowest of 0 125'deflection, which not4 and D akee/4 ideflection ll intoe aaccn allowable ount bFulll tension of 9val40 ues applypDFL ente, fast ultimate divided by 3,or the wood screw value n en 4 Deflection at Highest Allowable Design Load 7 Higher'alted valuesoa sdeflections whenay HOC higher The deflection of a holdown measured between the anchor bolt and the strapt'c con may be obta0 ined p is not placed at an edge or with holdown when loaded to the highest allowable load listed in the catalog tablTh s movement 8 When nusing te strength structural ral composite lumber columns,screws must be is strictly due to the holdown deformation under a static load test conducted on a wood lig applied to the wide face of the column 5 SDS screws install best with a low speed Y2'drill with a 3/s'hex head driver 9.Pest design shall be by Designer 37 Simpson, Oregon Truss Inc Truss: AV PH 503-581-8787 Project Name 1512002cbs Component Solutions'," Date 12/01/15 12.59 33 Truss Page: 1 of 1 Version;2013:reFluild 42] Span Pitch Qty OHL OHR CANT L CANT R PLIES Spacing WGT/PLY 20-0-0 4/12 8 2-0-0 2-0-0 0-0-0 0-0-0 1 24 to 75 lbs 24-0-0 5 ' 2-0-0 500-0 0.0-0 ' - 100 20-0-0 e 7 n., .:a:•' • / DEC(� 8 j�20115 4x6- CLT%OQ, ICARD -,i 3 BUILDING DIVISION 12 / �\\\_ 41— / j \\ �4 2x3/ ___..---____._-.---------z-:------ -_\ \ 2x3\ of 3x6/ —.-----------------------11-1- 6x8- ��— � 3x6\ i= 7 — -- _ (1 -_,11---------..„. ' \� 8 12 2�_ L> -.� 12 12 0-0-0 1-7-1 0-0-0 10-0-0 - 10-0-0 +— -- 10-0-0 20-0=0 --� Loading General CSI Summary Deflection L/ (loc) Allowed Load (,sl) Bldg Code IBC 2012/ TC 044(3-i) len TL 054 in L/426 (5-6) L/180 TCLL 25 TPI 1-2007 BC 067(6-1) stn LL 025 in L/908 6 L/240 TCDL 7 Rep Mar Incase Yes Web 0 51(26) Hon TL 0 26 m 5 BCL 0 001 115% Creep Factor-Kcr=1 5 BCD'. 10 Plate Offsets(Int X,Y,Ang) (I 7-2 1-5,9) (2 0-0,3-11 3) (3 0-0 3-11 0) (4 00,3-11,3) (5 7-2,1-5 9) (6 0-0 3-1 11) -Reaction Summary IT Type Big Combo BIB Width Matcnal Rqd Bg Width Max React Max Gem Uplift his Wind Uplift Max Uplift Max Hone I Pm(Wall) 1 5 5 in Douglas-Fir-latch 150 to 1,036 lbs - -88 lbs -88 lbs 11 lbs 5 H Rol((Wall) I 5 5 in Douglas-Fir-Latch 150 In 1036 lbs - -08 lbs -88 lbs 0 lbs Material Summary Bracing Summary TC DFL#IB 284 TC B¢cmg Sheathed or Purlins at 3-2-0,Purim design by Others BC DFL#IB 2x4 BC Bing Sheathed or Purlins at 7-10-0,Purim design by Others Webs DFL Stud 2x4 Loads Summary 1)This tniss has been designed for the effects due to 10 psf bottom chord hue load plus dead loads 2)This truss has been designed for the effects of balanced design snow load(Ps=25 psf)and unbalanced design snow loads(4/12,7 5 psf wind,25 psf lee,15 5 psf lee over peak to 7 2 ft)for hips/gables m azatdance with ASCE7-10 except as noted,with the following userdefined input 25 psf ground snow load(Pg). NOTE All gar/sloped toot facto is have been ignored and the ground snow load has been used for the'nor snow load(Ps=Pg).DOL=115 3)This truss has been designed for the effects of wind loads in aaondanee with ASCE)-10 month the following user defined input 120 mph ulurmte,Exposure B,Fully Enclosed, Gable/thp,Budding Categety 0(I=1 00),Osemll Bldg Dons 40 ft x 60 B,h=25 ft,End Zone Truss,Both end webs coossdcred DOL=1 60,CC Zone Width 4 ft 4)Minimum stomp attic loading in amrdance with IBC Table 1607 I has been applied Member Forces Summary Table indicates Member m,ma CSI,max axial force-(max cornpr fora if different horn max axil font) TC7-) 0 216 40 lbs 2-3 0 440 -2,632 lbs 4-5 0 351 -3,665 lbs 1-2 0 351 -3,665 lbs 1-4 0 440 -2,632 lbs 5-8 0 216 40 lbs BC 5-6 0 671 3,488 lbs (-682 lbs)6-1 0 671 3,488 lbs (-694 lbs) Webs 2-6 0 512 -1,038 lbs 3-6 0 414 1,237 lbs (-90 lbs)4-6 0 512 -1 018 lbs Notes: I)When this truss has been chosen for quahty assurance Inspection the Double Polygen Method per TPI 1-2007/Chapter3 shall be used Fabncanon tolernnce=10% 2)listed wind uplift reactions based on MWFRS Only loading 3)Bearing minimal shown in the above table has only been checked for resistance perpendicular to gran,and does not indicate adequacy of notemal for otherdesogn ansndemnons PRORF " ' S G1NFF 6>0 'P 2 0 v 90194PE r 12/01/2015 - yp, OREG`Iy� 'W.w.n...,.z.::,4, 'QO . "' R .N R.COQ EXPIRES:12/31/2017 NOTICE Acopy of this design shall be fumrshed to the canon animdor The design of this indmdual truss is based on design cntena and requirements supplied by theTmss Manufacturer and relies upon the¢curacy Simpson Strong-Tie Company and completeness of the mfonnmon set forth by the Building Designer A seal on dus drawing iodinates acceptance ofpmfessnonal emgneenmg responsibility solely for the truss component design shown See the aver page and the important lof mmuon&Gened Notes"page foraddmonel rnfommtron-All connonorplala shall be manufactured by Simpson Stmog-Tie Company Inc in accordance with ESR-2762 All annedor plates are 20 gauge,unless the specified plate size os followed by a`48"which indicates an 18 gorge plate,or'S#18',which indicates a high tension 18 lige plate SIMPSON° GABLE STUD BRACING DETAIL - 100 MPH (NOMINAL), TD-GBL-0003B Stro Fier 125 MPH (ULTIMATE) Date:06/11/2014 Rev:B Pg.1 of 1 NOTES: Diagonal Bracing • @ 4'-0"O.C.Max. Gable Stud Bracing 1.This detail provides bracing/reinforcement options for the gable studs to 24"O.C. Max) resist the out-of-plane wind loading. Refer to the individual truss design ilIi : „drawing for bracing/reinforcement requirements for resisting the vertical (in-plane)loads assumed in the design of the gable end frame. *Diagonal braces not Additional bracing/reinforcement at the end of the building and/or at the ©'` shown for clarity. See gable end wall may be required. Refer to the Building Designer/Construction Documents for all gable end frame and roof ii.iiioiiiiiii.'ii►.'��... Section A A. system bracing requirements. For additional information,see BCSI-B3. IIII - 2.This detail does not apply to structural gables. 3. Connection requirements between the gable end frame and the wall to Mil\ be specified by the Building Designer. rI,W"i"iiii"'i"i"i": 4.The gable end frame must match the profile of the adjacent trusses. Do A not use a gable end frame with a flat bottom chord next to trusses with GABLE END WITH STUD BRACING/REINFORCEMENT sloped bottom chords,such as scissor or vaulted trusses. MINIMUM GABLE MAX. WITHOUT L- SCAB DIAGONAL DIAGONAL GABLE BRACING BRACING STUD SIZE, STUDBRACE REINFORCEMENT'REINFORCEMENT' @ MIDSPAN' @ 1/3 POINTS' SPECIES&GRADE SPACING MAXIMUM STUD LENGTH' 12"0 C. 4-9-12 8-5-8 9-7-4 9-7-4 14-5-4 2X4 SPF STUD or STANDARD 16"O.C. 4-4-8 7-8-4 8-8-12 8-8-12 13-1-8 24"O C. 3-9-8 6-3-12 7-7-4 7-7-4 11-5-0 1. L-and Scab Reinforcements shall be minimum 2x4 stud grade and must be a minimum of 90%of the gable stud length.Fasten the reinforcement member to the gable stud with 10d nails @ 6"o.c 2.Attach horizontal reinforcing member at mid-span(or 1/3 points as required)of the longest stud and install diagonal bracing @ 4' o c.(max)as shown in Section A-A. 3 Tabulated maximum stud lengths are based on components and cladding wind pressures using the wind design parameters listed in the detail limitations Gable stud deflection criteria is U240. 5-8d nails connecting Min.2x4#2 blocking between sheathing to first 2 trusses(min)as shown. Gable Stud 2x6 Diagonal Brace blocking (Typ.) Toe-nail blocking to trusses (Approx.45-degrees Roof Sheathing with 2-10d nails at each end. Fasten diagonal , to roof diaphragm) y brace to gable stud '1 ♦. / with 4-16d nails '�` Fasten L-reinforcement ♦♦ ,� 2-10d Toe-nails � members together with �,,,'I ... member(Typ.ea stud) mir, ♦♦ D" Min. 2x6 ,,,,/% ♦♦♦♦ I,,, Trusses @ 24" 4-10d nails into ,� —Min.2x4 ^',D♦�� �,�,' O.C.Max. bottom reinf. member Bracing at � (Typ.ea stud) 1/3 points as ♦ter requiredNOTE: Diagonal braces over 6'-3"require a 2x4 T-brace (See Table) \ attached to one narrow edge. Diagonal braces over , 2x6 diagonal brace at 48"O.C. (max). 12'-6"require 2x4s attached on both narrow edges.The a Attach to gable stud with 4-16d nails braces must cover 90%of the diagonal brace and shall and to blocking with 5-10d nails. be fastened to the narrow edge with 10d nails at 6"o.c. Horizontal L-reinforcement(located (min.3"end distance). When attached on both narrow at mid-span or 1/3-points of longest edges,stagger the nails on each side by 3". End Wall— )7.-- stud as required per table.) SECTION A-A mum am, 10d nails 10d nails D PRO GABLE 'v, @ 6"I c. GABLE M/ °� o.c ��., I N ASO STUD . L-REINF. ►, SCAB ��`� G E o �� REINF. SECTION B-B SECTION C-C rz 90194PE DETAIL LIMITATIONS: Wind Speed Equivalent Nail Dimension 12/01/2015 OREGeMax. Mean Roof Height: 30' Nominal (Ultimate) 16d=3.5"x 0.162" 7V..,-- _3 Category: Il 100 mph (125 mph) 10d=3"x 0.148" J q,,i p Exposure: B or C 8d=2.5"x 0.131" Q Load Duration Factor: 1.6 FN R_CO�� Wind Speed: 100 mph Nominal EXPIRES 12/31/2017 This detail is to be used only for the application and conditions indicated herein,and its suitability for any particular truss/project shall be verified(by others). This detail is not intended to Simpson Strong-Tie Company supersede any project-specific details provided in the Construction Documents. Truss configurations shown are for illustration only Refer to the truss design drawing(s)accompanying this detail for specific truss design information.Simpson Strong-Tie Inc.is not responsible for any deviations from this design CANBY BUILDERS SUPPLY McNAMEE GARAGE 4/12 PITCH 2/12 VAULT 24"TAILS 2X6 TOP PLATE ¢ — — — — 2X6 2X6 WALLS a Verification Required: Title of Person n6e Initial after verification: -All Dimensions -Roof Pitches -Ceiling Pitches -Overhangs -Wall Widths -Plate Widths -Bearings -Beams 1)ROOF TRUSS PLAN Z -Connl: ions �-. Not Scaled ' I SHEET Oregon Truss p�p�,�., DATE DESCRIPTION CANBY BUILDERS adr' N' OREGON P.O.Box 5787 21/2015 SUBMITTAL 17900 SE Wallace Rd _ Job Number:1512002CBS ' 617/14R Dayton,OR 97114 15134 SW 96th Ave Truss Layout Tel:(503)581 8787 Date:12/1/2015 ...We're Just Better Tigard,OR Fax:(503)399-8787 Salesman:DT Designer:DT J Anchors • / .SIMPSON - tNDq Hee Duty Holdown, ,tr i : • = Tha heavy-duty HHDO holdowns combine low deflection and • • _ ! high loads with ease of installation by using Simpson's patented HHDQ11 For haldowns,per ASTM • SOS screws. ! test standards,anchor bolt FINISH.Gray paint. ! nut should be finger-tight INSTALLATION •Use all specified fasteners See General Not•.. ;o.• ''• plus'h to'/z turn with a •1'/z"centerline dimension for reduced eccentricity. Pilot Holes/ ::;.: hand wrench,with •Use in vertical or horizontal applications. (Bolts not\ consideration given to required) \� possible future,wood •Install Simpson SDS1/4x2'/z"wood screws,which ,re H shrinkago.Cara should he supplied {Lag screw s wi!l not ashr.we the same!,• a.; I taken to not Impact wraarotte •The load transfer plate is an integral part of the H IQ, ithe net.17n ut h Usedt395 no additional washer is required Load - t ''',.'� should nut be feed. CODES:See page 12 for Code Listing Key Chart. Transfer „ :dtt Plate ,: •-. Vertical Check factory for availability. o 0 .. —ham' 6 HHDQ11 n -4—w__.- � +. °.' Installation • -''7 i t No.of Allowable Tension Loads I Allowable Tension Le 4—71 i Anchor,11 ads I Holdown Deflection Model No. Ga 1 W 1 H � B I DS'/ax2'/z DF/SP Co Dia. SPF/HF 1 at Highest Allowable i I I I ; i W d Screws (133/160) (133/160) i Tension Design Load HHDD11-50S2 5 7 i 3 I i5•3 13'2 i 11/2 1 i 24 11445 9615 1—T076- 160 0 076160 HHDD14 SDS2 5 i 7 I 3 j 183, 31/2 11/2 1 i 0 14700 12350 0.081 1 Allowable loads have been increased for earthquake or wind load dura;isns 4 SDS screws install best with a low speed 1/2"drill with a 3/6"hex head• v with no further increase allowed,reduce where other load durations gave,;-a. 5 The Designer must specify anchor bolt type,length and ember••• 2 Loads are based on static tests on wood posts,limited by the lowest of .> When using structural composite lumber columns ' ust be applied to the wide face of the column 0 125"deflection lest ultimate divided by 3,or the SDS Wood screw value 7. '. •design shall be by Designer 3.HHDO's can be raised off the sill with no reduction in load or increase in deflection 3.SOSY4x4._ . ., ;,r rag for HHDO s.See T-HDLA for HHDO loads using shorter screws v :4. r HDC'sancenmc Holdown ; ''" VThis product is preferable to similar connectors because of a)easier installation, b)higher loads,c)lower installed cost,or a combination of these features. • ' ° I Pressure treated I. HDC product line eliminates eccentricity Installs with SDS screws(included)to f ° ° barrier may be °1�---1 reduce slipand en:,ir es: f.=,r net sett�n arearequired •i j are2 of the post crrip:I3d io tclIs. ° ° Uses • MATERIAL. 10 gauge strap. , . ! •1 SDS'/4x2Y2 FINISH Galvanized strap,aluminum base ° 1 *°° H RFB \\ mi Screws INSTALLATION •Use all specified fasteners See General Notes ° I•• BP •Install on concrete. ° I ° 2) Aluminum i .' •Sized for 2-2x,4x and 2-2x6 members Center 2-2x6 post;e;,hi.ildiTAm. Base • a,`>..:r;,'•.i ,y' •Concentric to eliminate bending on the stud 9 • . ;= •Install Simpson's SDS'/4z2'/z wood screws,which are provided with - �- a 2'!Z' /.,•' t,`•i the holdown. (Lag screws will not achieve the same load.) 'N l'� i ,' I - z •Slot in the seat allows for 3/8'of adjustment perpendicular to plate 'A. Install on' — - - '-• ' ' o (Standard N series cut washer required, 1'7'4"diameter-0.134"thick.) `''W Concrete w •Witness slot in the base to inspect the nut HDC10 •Maximum anchor bolt height above concrete is 2'/2" Typical HOC Installation o •To tie double 2x members together,the Designer must determine the US Patent 6,513,290 with 2-2x4 studs fasteners required to bind members to act as one unit without splitting (Similar with 2-2x6 studs) the wood. •Aluminum standoff cannot be in contact with pressure-treated wood For holdowns,per ASTM test standards,anchor bolt nut should be •See Simpson Anchor Systems for tested,load rated anchors and finger tight plus 1/3 to Y2 turn with a hand wrench,1tii#h Consideration g request T ANCHORSPEC for more information. ,leen to possible future wood shrinkage.Care shoultt be CODES:See page 12 for Code Listing Key Chart. taken to not over-torque the nut.Impact wrenches should not be used. a Modelo W 1 H I B i 'Anchor; Number Allowable I Allowable I Concrete ' Holdown Deflection No. Post c 1 Balt ! of SDS Tension Loads I Tension Loads Bearing' at Highest Allowable Code I 1 /4x2/z DF/SP(133) ; SPF/HF(133) @ 2500 psi 1 Design Load Ref. 1 HDC5/22 SDS2 5 2-2x4 . 3Y8 . 9% 13;19/16! 5/6 12 4870 i 4215 7460 .032 HDC5/4-SDS2.5 I 4x4 j 39/10; 9'/e 13 1113/,6! 5/a ! 12 4870 i 4215 I 9060 j .046 45,106, HDC10/22-SDS2.5 � 2-2x4 , 3'/e 114%1 3 119/,u j 7/e I 24 9665 8425 7460 .050 126 HDC10/4-SDS2.5 j -4x4 j P/16114,43 13 113/161 7/6 . 24 9665 I 84259060 058 `;, 1 The Designer must specify anchor bolt See the SSTB (page 33 3type,length and embedment 6 The HDC's will be limited by wood compression capacity if installed on a sill plate 2 See page 21 and Anchor ag Boltsropt anchor 4)lt HDC5/22 and HOC10/22 will achieve an allowable load of 4005 lb on a DFL plate . 3 Loads are based on static tests on wood studs,limited by the lowest of 0125'deflection, whichH /do d4 oes not take/defle4 lct deflectveion accn lount allowableload t�sio49values apply w plate, test ultimate divided by 3,or the wood screw value ir.sta:led on a sill deflections may be higher. 4.Deflection at Highest Allowable Design Load 7 Higher values may be obtained when HDC is not placed at an edge or with The deflection of a holdown measured between the anchor bolt and the strap portion of the f'c concrete strength>2500 psi holdown when loaded to the highest allowable load listed in the catalog table This movement 8 When using structural composite lumber columns,screws must be is strictly due to the holdown deformation under a static load test conducted on a wood pg applied to the wide face of the column 5.SDS screws install best with a low speed v'drill with a 3/6'hex head driver 9.Pssi design shah be by Designer 37