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structural • HL — HEAVY ANGLES & GUSSETS Model Dimensions Bolts(Total) Allowable Loads Code Versatile angle gussets and heavy angles promote N0 Ga Wi&W2 L Di D2 Da D4 Oty Dia Uplift Ft Ref standardization and construction economy,and are compatible HL33PC 7 3'/ 21/4 1Y. — 2 — 2 l2 910 1580 with Simpson StrongTle structural hardware. '.HL35pC- ;, Yu ,5 ,1i/a '2% 2 r `. 910` 1580 FINISH:Textured powder-coated flat black paint,Simpson HL37PC 7 3'/+ 71/4 1'% 21/4 2 — 6 % 910 1580 Strong Tie"'gray paint and also available galvanized TO ORDER:Alt products with PC suffix are textured powder- HL53PC 7 5% 21/4 1%, — 2 21/4 4 L'/ 910 1580 coated flat black paint,7 gauge products without the HL55PC 7 5% 5 1/ 2/ 2 21/4 8 'h 910 1580 PC suffix are galvanized.3 gauge products without the HL57PC 7 51 7'fz 11/4 21/4 2 21/2 12 1 910 1580 PC suffix are Simpson Strong Tie gray paint. 170 OPTIONS:Gussets may be added to HL models when L>_5". 4H) 8P , Of 'r '- 0 ` 'r• 1565. Yl580 Specify G after numbers in model number as in HL46GPC. HL46PC 3 4i 6 1 Y 3 21 — 4 34 1555 2025 CODES:See page 12 for Code Reference Key Chart. HL49PC 3 .41/4 9 11/4 3 21/4 — 6 34 1555 2025 HL73PC 3 71/4 3 11/4 — 21/4 3 4 Y4 1555 2025 uglfft HL76PC 3 7'1. 6 VA3 2 3 8 '/, 2115 3800 HL79PC 3 7% 9 1'/ 3 21/4 3 12 34 2115 3800 1.Allowable loads have been increased 60%for wind or Q , Gusset i �r �/ earthquake loading with no further increase allowed;reduce 4h��q. where other loads govern. 'A , 'fit I 0 2.Use 0.85 times table load for Hem Fir. yV A-� 3.Parts should be centered on the face of the member to p, // . ¢� ei, HL53PC which they are attached. j r, �� GP ot �a (} 4.Wood members for the'3'and'5'series must have a ' minimum width and thickness of 3W for table loads to apply, p, 5.Wood members for the'4°and'7'series must have a minimum width and thickness of 5' for table loads to apply, - .r am, { Q „r 6>Parts must be used in pairs.Lag bolts of equal diameter 4, t (minimum 5"long)may be substituted for machine bolts HL55PC Typical HL55PC � w into beam with no reduction in load. Installation • • • • lECELIVE APR 2 4 2018 TOWN OF QUEENSBURY BUILDING&CODES • • • 290.-1-92 AST-0192-2018 Hagelin, Sarah & John Kern 794 Ridge Road Pavilion 168 s.f. R .. Architectural Products Group SiMPSON ARCHITECTURAL PRODUCTS GROUP Strong- e CLASSIC COLLECTION i• L ---ice 1 F, MATERIAL:As noted in tables HSTPC A.wMin. L____�Uplift FINISH:Textured powder-coated flat black paint j_ ." -_: 1 +e g.� INSTALLATION:•Use all specified fasteners. , , f d1 ; � ? See General Notes. r+ 2% HST2PC&HSTSPC HST2PC HST5PC 1% 3''HST3PC&HST6PC HST3PC HST6PC Vim`— t ? CODES:See page 12 for Code Reference Key Chart. Typical d2 H P rOP6andPs:repc psrzrc— 1212HLPC ' ' STRAP TIES 1 .4 L it{� Installation e' (1616HLPC Model Dimensions Balls Allowable v' ' iv • similar) Ga Tension Loadsu Code w W;•- No. W L Oly Dia (160) Rol. 0 1 PSPC 0 00 HST2PC 7 21/2 211/2 6 % 5220 r_ r 1" Fi tUplift HST5PC 7 5 21A 12 % 10650 14, Ps2repcandPs4rvpc SW 11-', HST3PC 3 3 251 6 344 7625 L3,F2 Ps720Pc 3W 11/2• Min, L--_; HST6PC 3 6 2S'/z 12 ! 15360 Wt 4'I ,ii.A�' --. PS218PC 7 2 18 4 34990 0 .1� di Gr: �` • PS418PC 7 4 18 4 % 5030 180 ° �.-Wr 1.rw`t 1 y -•....- } PS720PC 7 634 20 8 % 4685 d tY` ```� 4 dz H ' 1.Allowable loads have been increased 60%for wind or earthquake loading a' 0 4 T I.` 1 , with no further increase allowed;reduce where other loads govern. 0 t< 191 i 2.Allowable loads are based on parallel-to-grain loading and a minimum a4 d I �'�� member thickness of 3W with machine bolts in single shear.Straps GI r�' to must be centered about splice joint and bolt edge distances must meet �'S� 8' �fi W T-1!•P6/ NDS minimum requirements. 4' I 0 Typical 1212HTPC 3.Designer must determine allowable loads when combining bolts parallel and perpendicular to grain, 411110rj 4 CCPC Installation BEAM-TO-COLUMN TIES • - BPC e/ 0 (1616HTPC similar) Minimum Boll Allowable Loads rx Model Ga Dimensions End&Edge Bolls Tension/Upllft F1 Code v '-)-• ry) Toz _ No. Distances W H L d1 d2 Gly Dia (100/160) (100/160) Ref. _` \� /i'-}o e 1212HLPC' '7 2'/,2'y2 12 -2rh A% 5, i 1535: r65' \.F�' 38, 1616HLPC 7 21/2 16 16 21/2 4% 5 $ . 1535 565 170 / 3 ' 1212HTPC 7 2'% 12 12 2/ 4% 6 % 2585 815 1616HTPC 7 21/2 16 16 2'/ 4% 6 % 2585 815 • =e. 0 "I i•4v 1-• H. 1,1212HL,1616HL,1212HT and 1616HT are to be installed in pairs with machine bolts 0 in double shear.A single part with machine bolts in single shear is not load-rated, 0 9 0 2.Allowable loads are based on a minimum member thickness of 3'h'. 0 MEGPC 0 3.1212HT,1616HT loads assume a continuous beam. 0 without s' � m Top Flange 1 t COLUMN BASES V w`.I�.' LEGPC/ Model Dimensions Bolts Allowable Code COLUMN CAPS MEGPC No. Ga Tension Loads Ref. z Fth Wi W2 City Dia (160) Model Dimensions Bolls Allowable Loads Code C C644PC 7 3'le 3'/z 2 < 4200 No Ga Beam Post Uplift Down Ref. 6 CB46PC 7 3°r%a 51/2 2 % 4200 Wi W2 L H Qty Dia Oly Dia (160) (100) z es, CB48PC 7 3%6 PA 2 % 4200 CC44PC 7 3% 3% 7 4 2 % 2 % 1465 15310 CB66PC 7 5'/z 5'/z 2 4 4200 IL8 CC46PC 7 3% 5Y 11 6l 4 3e 2 34 2800 24060 112, 6 y CB68PC 7 5'/: 71 2 % 4200 CC66PC 7 51/2 51/2 11 6'/ 4 3 2 Ye 4040 30250 L4, 17 v CB88PC 3 171 7'! 2 3 6650 CC68PC 7 51z 7% 11 6'/z 4 3/n 2 s/e 4040 37810 F110 to CB810PC 3 7'/z 9'h 2 % 6650 CC88PC 3 7' 71 13 8 4 34 2 3 7440 54600rn ©it 1,1,Allowable loads have been increased 60%for wind or earthquake loading 1.Allowable loads have been increased 60%for wind or earthquake loading with s with no further increase allowed;reduce where other loads govern. no further Increase allowed;reduce where other loads govern, :� 2.See page 60 for glulam beam sizes.Add PC to the model,i.e.C85.6PC. 2.Post sides are assumed to lie in the same vertical plane as the beam sides. a 3 Minimum side cover for full loads is 3'for CBs, 3,Downloads are determined using Fg perpendicular equal to 625 psi on seat area, N m 4.Install with bottom of base flush with concrete. • reduce where end bearing value of post,UR of post,or other criteria are limiting. , "r 5.Post bases do not provide adequate resistance to prevent members 4,See page 60 for glulam beam sizes and end conditions.Add PC to the model,i.e.CC31/2-4PC; a from rotating about the base and therefore are not recommended for 5,Column caps for end conditions available to order,add an"E"to the start of the model a R non top-supported installations(such as fences or unbraced carports), number.See page 69 for load values, U BEAM HANGERSII Dimensions Bolls Allowable Loads 1.Allowable loads assume a 5'Pa' MATERIAL: — carrying member, Top flan e-7 ga, Model Min Header Joist Without No Triangle Triangle Cade 2,Specify desired height,minimum 0 No. W if Top Flange Theory Theory_ Rel. height listed in the table. Stirrups-7 ga. H Oty Dia QtyDia (100) (125) (100) (125) (100) 3,Glulam widths listed in table, (125)� To specify other widths add an LEG3PC 3/ 9 2'/z 4 % 2 % 3465 4330 12675 13215 11865 12730 x to the name and specify. LEG5PC 51/4 9 2% 4 % 2 % 3465 4330 16290 16290 11865 12730 119, 4.See Glulam Connectors section . MEGSPC 5''/ 9 21/2 6 34 2 3/4 5170 6460 19710 19710 13570 14865 L14, of this catalog for additional LEG7PC 61/4 9 21/2 4 % 2 % 3465 4330 16290 16290 11865 12730 F18 information an thoso footnote#4 230 MEG7PC hie 9 21/2 6 % 2 %, 5170 6460 19710 19710 13570{14865 For triangle theory explanation, . w Architectural Products Group SIMPSON ARCHITECTURAL PRODUCTS GROUP �g CONCEALED JOIST TIES The CJT is a concealed connector.It can be installed I 4t rr•. i three ways:with no routing of header/post or beam;a routed €i li iIi w header/post,or a routed beam. ►-oia MATERIAL:12 gauge FINISH:Galvanized ga INSTALLATION:•Use all specified fasteners. @ shortaowai i ,,� See General Notes. k •The CJT Pack is supplied with all dowels and screws Na 6° '';w -i , Long dowel is (<°;; E. required.Screws require a hex head driver. Ty it ( `t ' •Router end of beam for screw heads for flush installation. p II i i. r •The carried member may be sloped up or down to 13''6 " ' a 45°with full table loads. i' r •To provide maximum beam width for use with a ( + -.Chamteied ! short dowels,center in beam. •To order:specify short(e.g.CJT3S)or long dowels 3'i2• '-.( Steel Dowel �. , (Galvanized) (e.g.CJT3L)(see footnote#1 below). 1'` Typical CJT Installation OPTIONS:See technical bulletin t-C-CJL- CJT5 CODES:See page 12 for Code Reference Key Chart. (Note that dowels should be p g y (Others similar) centered within beam) Min, Dimensions , Fasteners Allowable Loads Model (in.) (Quantity-Type) Code , No. Joist Joist Pins Uplift Floor Snow Roof Rat.' 4 Size H1 Hz Post (23"or43A") (160) (100) (115) (125) ; DOUGLAS FIR-LARCH a I CJTS Col, 4x6 OW '415iw ,.6-i x3"aDS !3-1h" t98$ i1050, 1050 1050 o I . 4x8 5°/,6 47A5 6-1/4x3'SOS 3-i/z" 1325 1730 ( 1730 1720 Fs _°s tat liit'D y t ;t : tx- :'�a_ `� i, {c-,,r ` i • F17, CJT5 4x12 8` 5 7%5 10-'/4x3"SOS 5-'h' 2180 2 5'0 3 395 3°688 113 • CJT6 4x12 10 8i5/,a 12-'l=x3'SDS 6-'/x` 45L65 1 3425 3911) 4280 _ 'GLUTAM CJT3 3'/sx6 5'!e 4'/ic 6-'V4x3'SOS'. 3-'Ye' 1325 1835 1825 1833 CJT4 3'/ax7'lz 7 5'4 8-'1.x3'SDS 4-Yz` 2780 2410 2770 301r fP5' 1 CJT5 3'/ax9• 83 7 5 10-'14x3"SOS 5-1/4' 2490 2925 33110 853F17 V CJT6 3'Iax10%x 10 8°5/,s 12-' x3"SOS 6-'la' 4510 3380 3880 4225 .WARNING- 2 PSL This connector requires special attention to • CJT3 31/2x9% 534i, 4/,s 6-'/4x3"SDS 3-'/z' 1825 1858. 2135 2320 ensure correct installation,The beam must be • CJT4 3'/sx9'/2 7 5'%,c 8-%x3"SOS 4-'/3` 2730 2440 2805 2810 4'5 installed perpendicular to the support member, CJT5 3'lsx9'la 81/ 7'1,6 iQ '14x3"SDS 5 '/z"� 24a: 2935 3«:35 ( 37>1a F17• The connection's components may be damaged L„3 R. CJT6 3V2x11% 10 8'61,6 12-'14x3"SDS � 6-'h" 4650 3485 4010 4353 if the beam is rotated from its opposite end during or atter installation.Damaged V 1.Center dowel in beam.Short dowel t'.5'x 2W)for use with 314i glulam beam,4x sawn lumber,or 31/4`wide PSL. components may not be noticeable and may * . Long dowel;'a'x 4 Wi for use with 51/4 glulam beam,6x sawn lumber or greater widths. reduce the connector's load carrying capacity. 2.See technical bulletin T•C-CJ7 for additional load information with long dowels. 0 r a ORNAMENTAL - JOIST HANGER 1.-2w'-• ~ rA lr! The OHU Ornamental Joist Hangers are heavy duty,load- v. 8 • fl _ — ' ► - 4 SY rated Joist hangersm that are attached with Simpson Strong-Tie i o• fir a ° 14 i,ij{ a 0 Strong-Drive r/'x3"double-barrier coating SDS Heavy-Duty " • ;r a c !i .t ri, Connector screws(supplied with product). H • ° OHU `� �. z MATERIAL:12 gauger ti cr FINISH:Textured powder coated fiat black paint. • , y ig colu g OPTIONS:No modifications, e ��� .. CODES:See page 12 for Code Reference Key Chart. ``s 1.---- Typical Typical OHU Installation _ o 24. s Dimensions _ No.of SOS Wx3" DF/SP SPF/HF ' Model Joist Ga Wood Screws m. Code ea No. Size W H B Uplift Floor Snow Roof Uplift Floor -Snow Root Ref. H Face Joist (160) (100) (115) (125) (160) (100) (115) (125) 9 0HU46•SOS3 4x6 _12 3315 5 4 6 4 1930 2520 2900 3150 1390 1800 2070 2250 0 0HU48 SOS3 4x8 12 3% 6: 48 6 2765 3360 3865 4200 1990 2400 ( 2760 3000 a 0HU410-SDS3 4x10 12 3u 8314 4 12 6 2765 5040 5795 6300 1990 3600 4140 _4500 011U412-SDS3 4x12 12 3%5 1011 4 12 8 3565 5040 5795 6300 2570 3600 4140 4500 0HU414-SDS3 4x14 12 3%e 12% 4 14 10 3565 5880 6760 7350 2570 4200 4830 5250 170 0HU66-SDS3 6x6 12 5% 5 4 6 4 1930 2520 2900 3150 1390 1800 2070 2250 01-11168-SDS3 6x8 12 514 I 7 4 12 6 2765 5040 5795 5955 1990 3600 4140 'W 4290 OHU610-SDS3 6x10 12 51/4 i' 9 - 4 14 6 2765 5880 6760 6885 1990 4200 4830 4960 0HU612-SDS3 6x12 12 51/4 11 4 16 8 3565 6720 7730 7815 2570 4800 5520 5630 0HU614-SDS3 6x14 12 5/ 13 4 18 10 3565 7560 8695 8745 2570 5400 6210 6300 • 1.Allowable uplift loads have been increased 6014 for wind or earthquake loading with no further increase allowed;reduce where other loads govern. 22t UPDATED 03/27/15 e x 0 Ornamental Product & Packaging Specs i , Wood Ties 8x8 Post Base (831 'B.lW) CM0 BUILDING PROWS�II C item #: 51709 , / -----"*"---..... ......„.._„7----- in W f3fKa 1 /7 11/17\ ill 1 I f --.-.1.0 I i a (11 0 II 6 1 ilk r k 0 t Wei t4 ::::1 CEZ:ZZ:i .................0 1, Weight: 17.11 LBS Scale:1:3 c `i Last updated:10/10/2016 s V2 OV2 CeJ efffnial1Hon InstluctIons.Speedu:ailnnn and Projeef Plans ate infxnve 10/141201n ThIs mrormntion le updated pennd;day ¢ 51709 and-.tuned not be felled upon fitter 2 years from 14l10l2616 Please vl,it OZGG➢P cam fagot cuueni Enfolmation 5 f ? ;;;Z fix - ; . rE s I £� q,.. Ornamental Product & Packaging specs '' w -` Wood Ties "b II 2t Post Sale 4U jI , 1 1 I,` OZCO BUILDING PRODUCTS�C` _ [Item#: 51709 I - E l • f I • if 1 I /6) '. ."' tilW' - o ill .--ii„, :-_-_-_- (111D) Weight: 17.11 LBS Scale: 1:3 1; f Last updated: 10/10/2016 re effective 10/10/2016 Thlarntormahon mupoated Ranadical{y 3hoInmon0puanendPle1P6anseaaeVe ®ZCO®P corn Ingot curren mforon451709 d0t60uInustent neNnd upon alter 2 years ham 101101e0 M 0 Ornamental Product & Packaging Specs .' Wood Ties 8x8 Post Base (8x8 PB-1W) (ZCQBUILDING PRODUCTSl1111II item#. 51709 I 1 a o ti 0 o m "'Y...d y f A q 1a ' C..a ins "w,.. ✓' 7�,. WO C� G=1 Q 0 ® p d` i ra o C : €:5 f 7 �_" Weight: 17.11 LBS14 E x_ Scale: 1:3 Last updated: 10/10/2016 51708 vZ fl-instatla nn lnsirngwns,Spedn at ns ana P tt P ans are atiocttvo i0f7tl12 56 Tn s 4nfofmatbn is npdnted ryo tud w y nnA snankl nGt da te6eq upan aver 2 yoar&tram tUt1w2O 6 plcasn vise ORCOOP om la Uol cunent n ormtan, 2 :., , .. Product & Packaging Specs OWI t3coadm.pinetsal !8x8 Post Base (8X8-PB4W) ozcoBUILDINGPRODUCTS11111111111/1 • Item it:51700 ITEM Is iiPART DESCRIPTION _ NO. QTY. NUMBER • -1--- 1 1 56609-11 se Asmbly, 8x8 Stand , Off L . ,eil 11._0,k• ..4,,..,,, ___.iii 2 0.8 56621 1 1/2" Hex Cap Nut (FICN) '• .: I ic..,\ 1 51709-15 Plate,8x8 Side Compression _,. :t:'7 '9,!•:) ,' -OWflimber Screw 3- 4 0.32 56627 3/4" si IMO MI — ---- — ' 0 41) A '3 91 .. . 0 , _.i...„.._... / . Cive: ) ' . ---, i& 02 I i '"- - ... . - I`., /4•---- - 171131 /-----' . . ' Weight: 17.11 LBS Scale: 1:5 Last updated: 10/10/2016 51709 Trithora=1=2:`ZZVIVSICPBITLTVg2gElgri;r::=1:ZZA""e"""`'' 1 *kr ,., .0 _, • . . . . . . . • _ • ii .. Simpson Strong-Tie'Wood Construction Connectors SiMPSON SSTB' • StrangT 0 _ - - - aAnchor Bolt C �1AEd�r i4 o c tt�'h This product is preferable to similar connectors because of aj ea lei r+istal/ i, 1, i, .,t 0 V 7 '' b)higher loads,c)lower installed cost,or a combination of these features. . ,'f 2D1 _ j 1 L v,� The SSTB anchor bolt is designed for maximum performance as-an,artichor,boIt,for'f;_„,;a ="•'' Embedment line v.r :,.,•. (top of concrete) C•O holdowns and Simpson Strong Tie Strong-Wall- shearwalls.Extensive testin0f>as�beert,clorle:to-;p';_",': , • "-when not using VR determine the design load capacity of the SSTB when installed in many commgrr�jttications::—`;--=--:---- =-=ih _ 2x woad sill plate II The Simpson Strong:net SSTB anchor bolts are code listed by ICC-ES under the 2012 and a) IBCC and IRC°'. Embedment line (top of concrete) Features: when using 2x • Identification on the bolt head showing embedment angle and model Ewood mbedment plate • Offset angle reduces side bursting,and provides more concrete cover • Rolled thread for higher tensile capacity le pri • Stamped embedment line aids installation IV • Available in HOG for additional corrosion resistance SSTB16L Material:ASTM F-1554,Grade 36 (Other models Finish:None.May be ordered HOG;contact Simpson Strong-Tie similar) Installation: - • SSTB is suitable for monolithic and Iwo-pour concrete applications. • Nuts and washers for holdown attachment are not supplied with the SSTB;install standard nuts, 0 Identification on the couplers and/or washers as required. bolt head showing 416 embedment angle • On HDG SSTB anchors,chase the threads to use standard nuts or couplers or use overtopped -a-, ; and model, products in accordance with ASTM A563,for example Simpson Strong-Tie'e NUTS-OST, 3 6 z Embedment line NUTTfe-OST,CNW%-OST,CNW1/s-OST. (top of concrete) • Install SSTB before the concrete pour using AnchorMates'5.Install the SSTB per the plan view detail. 116, '•-when not using . x wood sUi plat°- • Minimum concrete compressive strength is 2,500 psi. • When rebar is required it does not need to be tied to the SSTB.•. Embedment line . ••Order SSTBL Models(example:SSTB16L)for longer thread length(16L=5"h".,20L=SW, (top of concrete) 'Ei24L=6",28L=6'h").SSTB and SSTBL load values are the same.SSTB34 and SSTB36 feature when sill plate 41/2"and 61/2"of thread respectively and are not available in"L"versions. CMU • One horizontal#4 rebar in the second course. le ,r • One vertical#4 rebar in adjacent cell for 5/e"-diameter SSTB. �/ • One vertical 44 rebar in an adjacent cell and additional vertical 44 rebar(s)at 24"o,c,max.for SSTB16 Ye-diameter SSTBs(2 total vertical rebars for end wall corner,3 total vertical rebars for midwall), (Other models Codes:See p.14 for Code Reference Key Chart similar) z 13/4i Horizontal - win,edge""-'\ projection distance I'- of SSTB bolt LIJ r Corner Non-Corner Corner z 3"to ��� Installation Installation Installation 5„ (Install with arrow (Bolt may be (Install with arrow on top of the bolt Installed 0 45°to on top of the bolt z oriented as shown) 135°as shown) oriented aS shown) o li4 rebar m(n. • le ' $ fa Embedment line 45° 135(so/45° 135° rh ' kt TA"dla (Top of concrete) ° • SSTB i s c Bch `` (4i6 re 45 v�Of 45° •tr' ' 4" �1 • , Slab • o' o' • o' '3y bin9n, S. 4 rebar rs le •Effective ' Plan View of SSTB Placement in Concrete ° ° embedment Cold Joint ° a For two-pour(4°slab)installation loads: • • Footing ,' • When using the SSTB20,use the equivalent • 4 • loads of the SSTB16, Typical SSTB Installation ' ' ° in Concrete Foundation '•° � e' • When using the SSTB24,use the equivalent loads of the SSTB20. Maintain minimum rebar cover,per ACI 318 concrete Two-Pour Installation • When using the SSTB34 or 36,use the code requirements (SST820,24,34 and 36) equivalent loads of the SSTB28. 56 f • Simpson Strong-Tie°Wood Construction Connectors SIMPSON SSTB° Anchor Bolt (cont.) d •These products are available with additional corrosion protection.For more information,see p.18. C Dimensions(in.) Allowable Tension Loads 0 C Model W- Code cot No. Diameter Length 5temwali Min.Embed. Wind and SDCA&B SDC C-F get. a.+ i Width (le) Midwall Corner End waltz Midwall Corner End Waliz V a i+ 3STBi6 6 17%(16Lif16$4); ;fig% 36191 361Q. -B,610 Z540 Z556 2,5611 C Z at SSTB20 6 5 21%(20L=24%) 165'a 4,315 4,040 4,040 3,145 2,960 2,960 0 a * SST824 6 % 25%(24L=28'f) 20% 5,025 4,470 _ 4,470 3,740 3.325 3,325 123, FL * SST828 8 a% 29%(28L=32%) 24% 9,900 8,710 7,615 8,315 7,315 6,395 L20 . * SSTB34 8 % 34' 28% 9,900 _ 8,710 7,615 8,315 7,315 6,395 ilk SSTB36 8 l 367E 28% 9,900 8,710 7,615 8,315 1 7,315 6,395 1.•See p.58 for notes to the Designer, 2.SST828.SSTB34 and SSTB36 with 37W end distance allowable loads we 6,605 lb.(Wind and SAC MB)and 5.550 lb.(SDC C-F), 1 - 1 g Place -A41-7- I° SSTearrow . I AI rebar `l . x m diagonal = `••11 Ca Mimic Endyratt i 1s = a g in comer ,' 1'^ jj i ' appisanon .,- , Locate If = R -.: _ tt d`• ,( - � +IG'min realm • apla 9 ' >' 1 a 1t:. - l rsbar to 9tl t paj / 3%5`from tap ▪ from wall I . a r 1i,n t. , • d. f-«I "'Wolin. :4 1.--ive min. • Midwall Corner End Wall Perspective View . Stemwall Plan Views - SSTB Bolts at Stemwall: Garage Front Dimensions(in.) Allowable Tension Loads Code Model Stemwall Min.Embed. Wind and SDC A&B SDC C-F get Na. Width Dtameter Length De) Step-Down End Corner Step-Down End Corner _ * SST828 8 'F 29%e 24% 7,015 7,045 5,895 5,920 123,r1, I.,-i7 Tfr�' / Comer Stevilown enU T -a,'fi att.max s Etill . uf 4'min-.1 4'MID,F Stemwall Perspective - 16•min- I zGarage Front View Plan View en c. SSTB Bolts at Slab on Grade: Edge Dimensions(in.) Allowable Tension Loads Model Footing Min,Embed. Wind and SDC A&B SDC C-F Pete o No. Len Width Dta, Length (le) Midwall Corner Midwall Corner • SSTB16 1254 17% 12% 5,355 5,355 3,780 3,780 0 I- SSTB20 12 • 54 25% 16% _ 6,550 6,550 4,785 4,785 Or SST824 12 5 25% 20% 6,675 6,675 5,790 5790 123,r 1 I:r it 8S1828 12 % 29% 24a%n 13,080 13,080 11,060 11,645 * 5S1834 12 7/e 34% 28% 13,080 13,080 11,060 11,645 111 . "' SSTB36 12 N 36 t5 28% 13,080 13,080 11,060 11,645 L Carncr Slab not T sawn 1 1111a" • inrtiarity } SI - Max. t ._if 1 1. . : i12' • . ,, .. .. ...• .. � Perspective i . 12'-I Slab Edge •. 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