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Specifications (18) At S 7 Willamette Engineering, Inc. l `O 61 PO Box 9032, Salem, Or 97305 Ph (503) 304-0905 Fax (503) 304-9512 REAR PORCH ADDITION LATERAL CALCULATIONS AND DETAIL ECEE FOR BRAIN RENTSCH AUG 2 2016 FOR HOUSE LOCATED AT CITY OF TIGARD BUILDING DIVISION14295 SW 80TH PLACE TIGARD, OREGON 97295 THESE SHEETS ARE VOID IF SEAL IS NOT RED O ' � COPY "P, 1 r: / , & SIGNATURE IS NOT ORIGINAL 14 PAGES NOT COUNTING COVER SHEET ****LIMITATIONS**** NO RESPONSIBILITY AND/OR LIABILITY IS ASSUMED BY, OR IS TO BE ASSIGNED TO THE ENGINEER FOR ITEMS BEYOND THAT SHOWN ON THESE SHEETS. JOB NO. 2016-88 JULY 25,2016 PREPARED BY GERALD P.HORNER,PE ' REAR PORCH ADDITION 14295 SW 80TH PLACE TIGARD, OR 97295 PG I o i ASCE 7-10 `J WIND DESIGN FOR MAIN FORCE RESISTING SYSTEM 120 MPH ULTIMATE WIND SPEED PER OSSC FIGURE 1609A CONVERTED TO ASD DESIGN PER OSSC TABLE 1609.3.1 ROOF- 15 DEGREES -BASIC WIND SPEED- 120 MPH EXPOSURE- "B" BUILDING FEATURES HEIGHT 13'TO RIDGE LENGTH 40' WIDTH 20' ZONE LOAD CASE PS 30 PSF ASD-PSF I "C" PNET-PSF A 2 28.7 22.2425 1.00 1 22.24 B 2 -9.5 -7.3625 1.00 1 -7.36 C 2 19.1 14.8025 1.00 1 14.80 D 2 -5.4 -4.185 1.00 1 -4.19 E 2 -27.4 -21.235 1.00 1 -21.24 F 2 -17.9 -13.8725 1.00 1 -13.87 G 2 -19.1 -14.8025 1.00 1 -14.80 H 2 -13.7 -10.6175 1.00 1 -10.62 OVERHANG E 2 38.4 29.76 1.00 1 29.76 OVERHANG G 2 -30.1 -23.3275 1.00 1 -23.33 ZONE 5; "a" DIMENSIONS LONG DIMENSION HORIZONTAL 0.10(40')= 4' HEIGHT 0.4(13')= 5' USE 4' SHORT DIMENSION HORIZONTAL 0.10(20')= 2' HEIGHT 0.4(13')= 5' USE 3' DESIGN CRITERIA SEISMIC-CATEGORY D SOIL- 1,500 PSF, Ca=0.36 SNOW-25 PSF GROUND,20 PSF ROOF PER SEAO, DECEMBER,2007 ROOF DEAD- 10 PSF CEILING DEAD-7 PSF WALL DEAD INTERIOR- 12 PSF WALL DEAD EXTERIOR- 12 PSF -NO INTERIOR FINISHES WALL DEAD EXTERIOR- 15 PSF -WITH INTERIOR FINISHES STRUCTURAL FORMULAS D+ F IBC 16-8 D+H +F+L +T IBC16-9 D+ H + F+(LorSorR) IBC16-10 D+ H +F+0.75*(L+T)+0.75*(LorSorR) IBC 16-11 D+H+F+0.75*(Wor0.7E) IBC 16-12 D+ H+F+0.75(W or 0.7E)+0.75L+0.75(L or S or R) IBC 16-13 0.6D+W+ H IBC 16-14 0.6D+0.7E+ H IBC 16-14 WILLAMETTE ENGINEERING, INC. PROJECT WEAVER REAR PORCH JOB NO 2016-88 SALEM, OREGON STRUCTURAL CALCULATIONS DATE 07-23-16 PHI 503-304-0905, FAX' 503-304-9512 BY JERRY HORNER PAGE 2 OF Iy T 1eSNM(2 My \,14 1)\ $ef6RA6S hALL KIGIccdR'LC 1-Loalz .PEVGAI 1S �Y o'(MERs r; • Pc ft ' ' £'16fRGE .SAc.E PL F 5c : ply`'_ / �o<< WILLAMETTE ENGINEERING, INC. PROJECT WEAVER REAR PORCH JOB NO 2016-88 SALEM, OREGON STRUCTURAL CALCULATIONS DATE 07-23-16 PHI 503-304-0905, FAX' 503-304-9512 BY JERRY HORNER PAGE 3 OF IM :I/ . 1(0'" 5 AE/-I fZ tki Ft GL A am 1 i NM " u DEc-K- Pt5/6) Bee orkib i M .a Oo N .1 o 111 If ;::/:6 u PPLCz -11 LOO K. I - MA/ w ciz- 3 kikE ?z, N WILLAMETTE ENGINEERING, INC. PROJECT WEAVER REAR PORCH JOB NO 2016-88 SALEM, OREGON STRUCTURAL CALCULATIONS DATE 07-23-16 PHI 503-304-0905, FAX' 503-304-9512 BY JERRY HORNER PAGE 9 OF 19 S/rk1P56,4 til. _C rYP SRA .42:) r v 5 . 1(00 Tom, LsiN060 r N0 0 u1 w t 0ob3 NAu_sOryp .8 -- 2 0x01 .• . . fe tZ v Psi J. 111.1S-oGE /.. at C6 MO eCifALL D 60(t- . ` b`i 4' I i D, -12`"a:C. ir/ ` 7,,5-4 —2 .15ILL 12" rippv iCock-16'04 6 :1 I 1 Litt PA Ad 2- Co(DF� AF lw�(sLV Vw'N I r C'C �—cOnln1eCC` 0°I. 134% 0401 It 0 leo t. 2,(kotis, 101 1 1% 77r ir 9396- 6`'o,cr M c k'05 ALL /Ak (s 1i0u2.. Herr pr ' to KA t'Ss-�gZo' 4/9tt✓r / - 1 —`/2tr S--464 rri4 PSP 20 Jc w(I LLCNE,G0I 'BEAR/14G \ ` F001114(.2 I PLii' E lit 058 aR col, (5 E ao.Au.Y.SPAcCi 8b8- f oG6-s (/t o.c. F iE La-- l24D.C, 2 ,c BL ocKiNG A Sal SEAQ w ALL WILLAMETTE ENGINEERING, INC. PROJECT WEAVER REAR PORCH JOB NO 2016-88 SALEM, OREGON STRUCTURAL CALCULATIONS DATE 07-23-16 PHI 503-304-0905, FAX' 503-304-9512 BY JERRY HORNER PAGE OF V1 CONTINUE TO CENTER OF RIM JOIST OR TO TOP OF TOP PLATES TOP PLATES 2x NORMAL BLOCKING RIM JOIST OR AT ALL JOINTS TOP PLATES 7/16" OSB OR CDX SHEATHING 8d's GALV. BOX - 4' O.C. @ EDGES -� 8d's GALV BOX - 12" O.C. @ FIELD 2x BLOCKING �' AT ALL JOINTS j 8 - 16d COMMON NAILS @8" O.C. 2 - 5/8'x10" BOLTS <TYP) MUDSILL i<PT) T 6' THICK MIN STEM WALL 4 a a4 e G a u A 2 #4 BARS IN FO❑TING #4 HORIZONTAL BAR(40 KSI STEEL) TOP AND BOTTOM (3000 PSI CONCRETE) BRACE PANEL (BP1) 1ST STORY INSTALLATION WILLAMETTE ENGINEERING, INC. PROJECT WEAVER REAR PORCH JOB NO 2016-88 SALEM, OREGON STRUCTURAL CALCULATIONS DATE 07-23-16 PHI 503-304-0905, FAX' 503-304-9512 BY JERRY HORNER PAGE 6 OF IM 1/2'0x10' A.B. @ FIFTH POINTS _ 2x6 DOUBLE 1 7 6' 1 7 6' M} BOTTOM PLATE 1- 2 — 5/8'0 BOLTS (TYP) 2x6 STUD @ 16' ❑.C. DOUBLE 2x6 STUDS HOLDDOWN TRIPPLE @ CORNERS 10' MAX HEIGHT 2'-8" MN WIDTH. 7/16' OSB OR CDX SHEATHING DOUBLE 2x 8d GALV BOX NAILS TOP PLATES 3' CENTERS ON DGES .-gip 12' CENTERS IN FIELD 100 2x NORMAL BLOCKING x @ ALL JOINTS DOUBLE STUD BOUNDARY •#64 ttcfMEMBERS (TYP) . , (TRIPLE AT CORNERS) 2 — 3/4'0 BOLTS W/ WASHER ON WOOD 8d COMMON NAILS SIDE (TYP) 8' O.C. 3 — 1/2'x10' A.B. HOLDDOWN (3000 @ QUARTER POINTS _ LB CAP) IT ii '4' A.B. 'SSTB20' A.B. (TYP) #4 BAR AT TOP & aQ I -��— BOT OF STEM WALL I ° \ a 3000 PSI CONC. � ( a +)� �-a STEM WALL. SEE FOUNDATION a —3I _ PLAN FOR SPECIFIC SIZES A EXTEND REBAR 5' EACH SIDE OF ABP (MIN.) 2 #4 BARS 3' COVER ALL BAR, w IN FOOTING FRONT VIEW AR W/ 5E HOOK L@B24' ❑,C. (3 TOTAL) ALTERNATIVE BRACE PANEL 1 1ST STORY INSTALLATI❑N (ABP1) SCALE! 3/8' = 1'-0' WILLAMETTE ENGINEERING, INC. PROJECT WEAVER REAR PORCH JOB NO 2016-88 SALEM, OREGON STRUCTURAL CALCULATIONS DATE 07-23-16 PHI 503-304-0905, FAX! 503-304-9512 BY JERRY HORNER PAGE 7 OF 19 10' MAX HEIGHT 2'-8" UN WIDTH DOUBLE 2x 7/16' <OSB OR CDX) SHEATHING sf >y r TOP PLATES 8d GALV, BOX NAILS � Y l 3' CENTERS ON EDGES t 12' CENTERS IN FIELD moo, 2x NORMAL BLOCKING 2x NORMAL BLOCKING ALL JOINTS ` � �y ;, ALL JOINTS DOUBLE STUD BOUNDARY NOM MEMBERS (TYP) <TRIPPLE AT CORNERS) SIMPSON 'MSTC40" 18-16D's EACH END TWO STRAPS TOTAL 8 - 16d COMMON <2000 LB CAP.) NAILS 10' O.C. RIM J❑IST DOUBLE STUD OF LOWER LEVEL mFRAMING MAY FRONT VIEW INCLUDE STUDS, OR TRIMMERS. ALTERNATIVE BRACE PANEL 2 2ND STORY INSTALLATION (ABP2) SCALE: 3/8' = 1'-0" WILLAMETTE ENGINEERING, INC. PROJECT WEAVER REAR PORCH JOB NO 2016-88 SALEM, OREGON STRUCTURAL CALCULATIONS DATE 07-23-16 PHI 503-304-0905, FAX! 503-304-9512 BY JERRY HORNER PAGE 8 OF N ,. /3„,r 1 1/r , .....•••-sr ___, , - 3f �_...�.� 3 1/06 ID rig u c er-a (t KEAle larvoi-c.cr 5 “PPer2 rs ALL A. R. ADO/1'70 AI lo I fisc i vr --,, 1-.. __ 1.,..1. `t5 &c.A 7Pt A PricsiV �� = �YZZ. 56 .3 365 zgpS0( ) -r . �2 st )( C% &Xef 1%8 z taYs 623 1Z= 114' 1 '(ZZ2c/P5)C4 + .7 'C 1?,k3 p5huorJ — WILLAMETTE ENGINEERING, INC. PROJECT WEAVER REAR PORCH JOB NO 2016-88 SALEM, OREGON STRUCTURAL CALCULATIONS DATE 07-23-16 PHI 503-304-0905, FAX! 503-304-9512 BY JERRY HORNER PAGE q OF IN �I - 0 -LK IS) 2y �� I& it OA !i►"Iic 42 /Ntacars lz ' If= (--Z,511 Le) — NO A6LODOW CiVeCVc L F.5s-(5 to 14(S �� i ZISN2r�1CH1NG � e k-ECk b - zi*(0Z) 6TeA05 5 = 3 0, 56 sty./ 5)-:- 2-2:7 Z N 3 Fe= foo P51 13a, tz"/Fr 22. ? fly 3 flo P5r gens P57:- a f2--- 2-210 Le VA('L5 t_t4c�, r- 2V Ro C g(q')-- It Cif?) 111.10.57z� (o( 1?JX w�(l5 P5 `)(e0') /4= I6 `1Z LB - D -2. -5645 5N. cA A-LL " WILLAMETTE ENGINEERING, INC. PROJECT WEAVER REAR PORCH JOB NO 2016-88 SALEM, OREGON STRUCTURAL CALCULATIONS DATE 07-23-16 PH+ 503-304-0905, FAX' 503-304-9512 BY JERRY HORNER PAGE (O OF 19 Weaver Rear Porch Addition, 14295 SW 80th Place, tigard, Or MCE Parameters - Conterminous 48 States Zip Code - 97224 Central Latitude = 45.407291 Central Longitude = -122.79903 MCE MAP VALUES Short Period Map Value - Ss = 105.3% g 1.0 sec Period Map Value - S1 = 37.0% g RESIDENTIAL DESIGN INFORMATION Short Period Map Value - Ss = 105.3% g Soil Factor for Site Class D - Fa = 1.08 Residential Site Value = 2/3 x Fa x Ss = 5.7°/ g Residential Seismic Design Category = C /OA( "rD i J 1 v Lt3E � c rr Iadc- - 3Z'Clz.')COP5F) 6625 LS kft. - 32'067) (12- PSP) y 36,5,0t-8 LIJ LL, /z(0,5"P500 cid 6 Y8a • LB foot. 168Vf? -= L� 1. 10(08 YsL063:251 )C'.a) 2-6es C.8 . o -iC 6Y) = NO 3 LG Z oe$ /rID 664 / .il t ,• SIMPSON4a" ti �{ Je , ✓ SSTB® Anchor Bolts StrongTie k g l I. �ORREe This product is preferable to similar connectors because of a)easier Installation, �j I I`t o r 1 " b)higher loads,c)lower installed cost,or a combination of these features. — } �J AU •m tfi I Identification et 1. ":. The SSTB anchor bolt is designed for maximum performance as an 51/2" t"' on the bolt c 5} anchor bolt for holdowns and Simpson Strong-Tie®Strong-Wall® i 3/x head showing eU M 1 shearwalls.Extensive testing has been done to determine he design lod capacity ' 1 embedment N, of the SSTB when installed in many common applications. 11/2" 11/2" angle and lt. ° The Simpson Strong Tie SSTB anchor bolts are now code listed by ICC-ES under model. the 2009 and 2012 IBC®and IRC®to meet the requirements of ICC-ES acceptanceEmbedment Embedment 11' criteria AC 399.ICC ES ESR 2611 is the industry's first code report issued for ( L Line(Top of £ Line(Top of , proprietary anchor bolts evaluated to the criteria of AC 399. Concrete) E. Concrete) Special Features: . J •Identification on the bolt head showing embedment angle and model •Offset angle reduces side bursting,and provides more concrete cover le le •Rolled thread for higher tensile capacity 1 •Stamped embedment line aids installation •Available in HOG for additional corrosion resistance MATERIAL:ASTM F-1554,Grade 36 FINISH:None.May be ordered HDG;contact Simpson Strong Tie. INSTALLATION: I •SSTB is suitable for monolithic and two-pour concrete applications. CiSSTB16L V SSTB16 •Nuts and washers for holdown attachment are not supplied with the SSTB; 1 (other models similar) (other models similar) install standard nuts,couplers and/or washers as required. •On HDG SSTB anchors,chase the threads to use standard nuts or couplers See pages 36-37 for additional installation details. or use overtapped products in accordance with ASTM A563,for example Simpson Strong-Tie®NUTS/e-OST,NUT%-OST,CNWS/%-OST;CNW%/8-OST. •Install SSTB before the concrete pour using AnchorMates®.Install the SSTB Embedment Line per the plan view detail. /--(Top of concrete) •Minimum concrete compressive strength is 2500 psi. . For two-pour(4"slab) •When rebar is required it does not need to be tied to the SSTB. a ` Slab installation loads: •Order SSTBL Models(example:SSTB16L)for longer thread length(16L=5W, A • • When using the 20L=61/2",24L=6",28L=61/2").SSTB and SSTBL load values are the same. le Effective •.1 #4 Rebar SSTB20,use the equivalent loads of. SSTB34 and SSTB36 feature 41/2"and 61/2"of thread respectively and are not Embedment °` Cold Joint the SSTB16. available in"L"versions. CMU • When using the •One horizontal#4 rebar in the second course. ( — SSTB24,use the I, Footing •One vertical#4 rebar in adjacent cell for%"diameter SSTB. equivalent loads of •One vertical#4 rebar in an adjacent cell and additional vertical#4 rebar(s)at V the SSTB20. 24"o.c.max.for' "diameter SSTBs(2 total vertical rebars for end wall corner, • When using the 3 total vertical rebars for midwall). I SSTB34 or 36,use CODES:See page 12 for Code Reference Key Chart. iTwo Pour Installation the equivalent loads _ � ^ _ ___ _� (SSTB20,24,34 and 36) of the SSTB28. inThese products are available with additional corrosion protection.Additional products on this page may also be available with this option,check with Simpson Strong-Tie for details. F SSTB Bolts at Stemwall Dimensions Allowable Tension Loads Model Stemwall DiaMin. Wind&SDC A&B SDC C-F Code . Length No. Width Embed. Ref. (in.) (in.) (in.) (le) Midwall Corner End Wall, Midwall Corner End Wall' \i l. SSTB16 6 % 175%(16L=19%) 12% 3610 3610 3610 2550 2550 2550 III SSTB20 6 5/e 215/e(20L=245/e) 16% 4315 4040 4040 3145 2960 2960 s SSTB24 6 % 25%(24L=281/8) 20% 5025 4470 4470 3740 3325 3325 123, F30, i SSTB28 8 % 29'/8(28L=32%) 24% 9900 8710 7615 8315 7315 6395 L20 Isk SSTB34 8 '/e 34% 28% 9900 8710 7615 8315 7315 6395 IR SSTB36 8 % 36% 28% 9900 8710 7615 8315 7315 6395 1.See page 36 for notes to the Designer. 2. SSTB28,SSTB34 and SSTB36 with 3%"end distance allowable loads are 6605 lbs.(Wind and SDC A&B)and 5550 lbs(SDC C-F). t #4 Rebar . -s.' Place ° x 1 SSTB arrow N diagonal .� Corner Midwall Endwall e in corner ° 13/4"Min. ° application _ °' •, • x 0 \ ` 2 c N Locate 3 d �; - approx.45° r . o r 16"Min.return ° 1 to 90° E ° • • #4 rebar .411 ..o d from wall d e o ° o ° m top ` t 17.1 •-19/x"Min." -4---►I 14,4"Min. Midwall Corner End Wall Perspective View STEMWALL PLAN VIEWS 35 i �`.'}� {i x' om`,, '�*' , xT�s..��"` �""°� ,` t , 4. SIMPSON e ;::4. n . .� .........,_ ._ .o ... ,.<_ Q BP/LBP Bearing Plates Strong-Tie e Bearing plates give greater bearing surface than standard cut washers,and (Z t9 ,o3 help distribute the load at these critical connections. 5 � v The BP'/2-3 and BP%-3 are 3"x3"bearing plates that meet the latest i` c requirements of the IRC and IBC.These plate washers are available uncoated L or with a hot dip galvanized(HDG)coating. v The BPS and LBPS are bearing plates that offer increased flexibility while it �; meeting the latest requirements of the code for 2x4 and 2x6 walls.The slotted as hole allows for adjustability to account for bolts that are not in the middle of °. : , yp epi the sill plate. W__.I ° f Typical BPS "i v The BP%SKT uses'/4"x1'/z"Strong-Drive®SDS Heavy-Duty Connector screws �-�— Installation to provide lateral resistance when%"diameter sill holes are overdrilled (screws areIIIII BPS provided).The shear capacity of the connection and the sill/anchor ar bolt shall be determined by the Designer for each installation. MATERIAL:See table FINISH:LBP,LBPS—Galvanized;BP%-2,BP%%S—Zinc Plated; BPS,BP—None.BPs and BPSs may be ordered HDG;LBP and LBPS products may be ordered ZMAX®;contact Simpson Strong-Tie.See 1 Corrosion Information,pages 13-15. L INSTALLATION:•See General Notes. A • BP/BPS—For shearwall applications,position edge of plate washer within W of sheathed edge of sill plate. e CODES:See page 12 for Code Reference Key Chart. W—� %IN . ° r 2012 IRC R602.11.1,2008 SDPWS 4.3.6.4.3(see footnote 2 below) I�— • The BP%SKT is used when%"diameter in These products are available with additional corrosion protection.Additional products on (LBP similar) sill bolt holes are overdrilled this page may also be available with this option,check with Simpson Strong-Tie for details. Bolt Dia. Model Dimensions(in.) Code W____.- Thickness _—.Thickness (in.) No. W L Ref. Ng 3/8 BP3/e-2 3/,e 2 2 II LBPY %4 2 2 BPSt/2-6 ® LBPS'/2 '/84 3 3 L (Other models BPS'/2-3 3ga 3 3 180 similar) ® 1/z BPS1/2-6 3ga 3 41/2 ® BP' Vie 2 2 — y- ® BP1/2-3 3ga 3 3 11,F34 LBP% 9/ea 2 2BP 1 iLBPS% VM 3 3 Standard 1111 180 -4-1/2'Max. cut washer BPS%-3 3ga 3 3 ® BPSS/e 6 3ga 3 4'/2 = BPS 7° o ® 5/8 BPS/s-2 3/,e 2 2 11,F34Minimum ID BP%SKT 3ga 4 2 Embedment ° BP% 1/4 212 21/2 180 _ ! ° rib 1.BP%SKT sold as . III BP%-3 3ga 3 3 a kit. ° II BP% 5/ie 2% 2% 11,F34 2.Standard cut o ° ® BPI/4-3 3ga 3 3 washer required oMEM ° a/4 with BPS12-3, a jar BPS%-3 3ga 3 3 BPS%-3,BPS%4-3, a . ® BPS%-6 3ga 3 412 BPS'/2 6,BPSS/e 6 ° ° BP%-2 3/e 1158 2% 180 and BPSV4-6(not % BP% 5/e 3 3 provided)per the Typical BPS Installed Typical BP Installed ® 1 BP1 8/a 3/z 3/z 20088 SP 20and Typical as a Shear Anchor with a Mudsill Anchor Bolt WT Wedge Form Ties Designed for low foundation wall applications.5/s"wide formed "V"design for rigidity allows accurate form spacing and support. Sizes now available for composite form board. • �, '� " MATERIAL:Wedges-14 gauge,WT-18 gauge FINISH:Galvanized © /rr WT6 Order wedges ,� ,, separately. INSTALLATION:•Use two 3W long wedges for each tie. .- Specify W1. •Not recommended for wall pours greater than 4'high. •Wall thickness from 6"to 12". — �. WTB/125, Aisp0=:1::>] 1....: •Refer to technical bulletin T-WT for recommended spacing. 4 ., .- �N Model No. Form Board Wall Thickness r WT6 6 WT8 2x Solid 844 '°I . WT10 Sawn 10— .,1'; 2 Typical WT ' ' WT12 12 °, Typical WT Installation with WT6/125 1%' 6 Installation 1W Composite WT8/125 — Composite g with 2xm Nominal m s ;! Form Board 40 � tf _ ,,. ` SIMPSON HDU! DTT Holdowns i Stro"Tie � ' 13 � I`t .001E4 This product is preferable to similar connectors because of I�::7' ' 3 `` Rt�a)easier installation,b)higher loads,c)lower installed cost, /�or a combination of these lectures. - � �� ,+r�i "°� 4'» HDU holdowns are pre deflected during the manufacturing '� 1. Pilot Holes for process,virtually eliminating deflection under load due to material Manutactudng i lT a"� stretch.The use Sim son Strong-Tie®Strong-Drive®SDS Heavy-Duty Purposes ,iii t p eiiy p P n(assgene .,, t H ?," • Connector screws which install easily,reduce fastener sli and provide 4 a greater net section when compared tobolts. \!,1 ��s, 6. °n The HDU series of holdowns are designed to replace previous versions a , q 3 of the product such as PHDs as well as bolted holdowns.The HDU2,4 V �` 1, e and 5 are direct replacements for the PHD2,5 and 6,respectively. HDU ; . 413," c The DTT tension ties are designed for lighter-duty holdown applications U.S.Patent �: ` %° 6,112,495; L roo ;�;" t y on single or 2x posts.The neuv DT71Z is installed with nails or 5irnpson 5 979,130 g� ._ , ii,.-, `o �/� ri strong Tie Strong Drive SD Connector screws and the DIT27.installs n -; easily with the Strong-Drive SDS Heavy-Du'ty Connector screws 50 DTT2Z � �C.7—ss. included).The DTT1Z holdowns have been tested for use in designed DTT1Z shearwalls and prescriptive braced wall panels as well as prescriptive vedic U.S.Patent wood deck applications(see page 209 for deck applications). Minimum Wood Pending For more information on holdown options,contact Simpson Strong-Tie. post wood Member member Thickness size bythickness. HDU SPECIAL FEATURES: Designer •Noldown designs virtually eliminate deflection due to material stretch. :::',1',4:, 0.4 .r Studs/Post •Uses Strong-Drive SDS Heavy-Duty Connector screws which Preservative Threaded install easily,reduce fastener slip,and provide a greater net treated bamer Rod °' section area of the post compared to bolts. maybe •Strong-Drive SDS Heavy-Duty Connector screws are supplied required with the holdowns to ensure proper fasteners are used. , = . •No stud bolts to countersink at openings. MATERIAL:See table `_ FINISH:HDU—Galvanized;DTT1Z and DTT2Z—ZMAX®coating; ►�, 2-2x ��. .- Blocking DTT2SS—stainless steelI INSTALLATION: •See General Notes on page 45. ° Typical 1 •The HDU requires no additional washer,the DTT requires a ) HDU Tie standard cut washer(included with DTT2Z)be installed Vertical HDU Installation • Between between the nut and the seat. Floors •Strong-Drive SDS Heavy-Duty Connector screws install best r, with a low speed high torque drill with a fie'hex head driver. CODES:See page 12 for Code Reference Key Chart. ° . o Horizontal HDU I'I-14 -99 Offset Installation ;. ...: Plan View) See Noldown lie ® These products are available with additional corrosion protection. ° Hanger General Notes andon page Tension45. Additional products on this page may also be available with this not shown option,check with Simpson Strong-Tie for details. DimensionsMinimum Allowable Tension Loads (in.) Fasteners Wood (160)1 Code Model Ga Anchor Member Deflection at Ref. No. W H g SO Bolt Dia. Post Thickness' DF)SP SPF/HF Allowable Load (in.) Fastener, (In.) (in.) 6-SD 719x1' 840 840 0.170 `� DTT1Z 14 1'1/2 7'/R lila V. 'Pc 'A3 6-10dx1'/, 11/2 910 640 0.167 1610. 8-10dx11/. 910 850 0.167 8-SDS 1/4"x1'/z" 1'/z 15 1800 0.105 111, DTT2Z 14 31/4 61%6 1% 1316 3/6 1/2 8-SDS Wx1'/2" 3 2145 1835 0.128 DTT2Z-SDS2.5 8-SDS1/4'x21/2" 3 2146 2105 0.128 i\ri HDU2-SDS2.5 14 3 811/46 31/4 15/s 13/4 Ve 6-SDS'/+"x21/2" 3 3075 2215 0.088 ® HDU4-SDS2.5 14 3 1015/6 314 We 1% 5/6 10-SDSY a"x2'/2" 3 4565 3285 0.114 6, ® HDU5-SDS2.5 14 3 133/6 31/4 15/6 1% 5/e 14-SDS'/4"x2'/2" 3 5645 4065 0.115 L 1 1 F5 3 6765 4870 . 0.084 lip HDU8-SDS2.5 10 3 16% 31/ 1% 11/2 % 20-SDS'/4"x21/2" 31/2 6970 5020 0.116 4% 7870 5665 0.113 51/2 9535 6865 0.137 gip HDU11-SDS2.5 10 3 221/4 31/2 1% 11/4 1 30-SDS'/4"x21/2" 71/ 11175 8045 0.137 4x634 10770 7755 0.122 170 S HDU14-SDS2.5 7 3 2511/6 31/2 19/6 19A6 1 36-SOS'/4"x2'/z" 7W 14390 10435 0.177 16 L8, 14445 10350 0.177 F5 1.See page 45 for Holdown and Tension Tie General Notes. 2.Noted HDU14 allowable loads are based on a 5W wide post(6x6 min.). 3.HDU14 requires heavy hex anchor nut to achieve tabulated loads(supplied with holdown). 46 4.Loads are applicable to installation on either narrow or wide face of post. SIMPSON ' ' H/TSP Seismic&Hurricane Ties I StrongTie fr'These products are approved for installation with the Strong-Dr! (� n l� These products are available with additional corrosion protection.Additional products on I e�1 I lS this page may also be available with this option,check with Simpson Strong-Tie for details. SD Connector screw.See page 27 for more information. Fasteners OF/SP Allowable loads Uplift With SPF/HF Allowable Loads Uplift with Model Ga To Rafters/ t(ptitt Lateral(160) 8dx1"r4 Nails' Uplift Lateral(160) 8dx1'Nails Ref• No. Truss To Plates To Studs (160) Fl ,,F2 (16.0) (160) F1 F2 (160) I rH1 18 6-8dx11/2 4-8d — 585 485 165 455 400 415 140 370 117,L5,L6,F16 — 495 130 55 IP1,L18,F25 H2A 18 5-8(1x1% 2-8dx1'/z 5-8dxl% an 1� 400 345 130 55 345 170 • H2ASS 18 5-SS8D 2-SS8D 5-SS8D ^� 130 Ili rH2.5A 18 5-8d 5-8d — 600 110 110 575 535 110 110 495 117,L5,L6,F16 Illi H2.5ASS 18 5-SS8d 5-SS8d — 440 75 70 365 380 75 70 310 170 H2.5T 18 5-8d 5-8d — 545 135 145 425 545 135 145 425 126 180 416 320 105 140' 290 IP1, ® H3 18 4-8d 4-8d — , 117,L6,F16 ,,,, Ili "'H4 20 4-8d 4-8d — 360 165 160 360 235 140 135 235 117,L5,L.6,F16 ®rH5 18 4-8d 4-8d -- 465 115 209 485 820 265 100 170 265 117,F16 ® H6 16 — 8-8d 8-8d 950 — — 820 345 ---- — — i H7Z 16 4-8d 2 8dx11/2 8-8d 61} — 630 565 75 — 510 L5,L10,Lib,F26 111"HS 18 510dx11/2 510dx1'r4 — 7455 — 760 505 285 — • H10ASIoped 18: 9-10dx1'% 9-10dxi1A — — — 117,L5,L18,F25 • H10A 18 9-10dx1'% 9-10dx11 — 1149° 598 ai° 1015 505 285 — Ilk — 170 — 835 485 170 — 170 • H10ASS 18 9-SSN10 9-SSN10 0 905' 420 285 H10AR 18 9-10dx1' 9-10dx1'2 — 10. 490 206 870 570 285 IP1,L18,F25 H10S°1° 18 8-8dx11/ 8-8dx1%1° 8-8d 1010 =t t 215 550 1070 700 225 475 LL18,F rH10A-2 18 9-10dx11/2 9-10dx116 — 1245 816 260. 655 390 340 — 117,L,F F165111 H10-2 18 6-10d 6-10d — 7iy0 456 395 —— 655 450 655 — 170 We H11Z 18 6-16dx21/2 6-16dx2% — 830 525 760 — — [T 12-8dx1'% 13-8d 13507 515 265 1050 480 245 — IP1,L18,F25 H14 18 2 12-8dx11/2 15-8d — 13607 516 265 — 1050 480 245 35 265 160 — 9-10dx11/ 6-10dx1'% — 740 310 190 635 265 160 F26 TSP I16I 9-10dx1% 6-10d — 890 310 190 — plate 1.Loads have been increased for wind or earthquake loading with no Continuou)s Load be o conne ame nids e thof e same mell reae T.HrIss to lconnectoroand pllate'to stud on further increase ds arlowed:reduceh whAre otheru mas govern.h )PP pp 2.must belusedtlwhen frramineg anchors are used orafter side of the joist2and 8.Southern Simpsoln Strong- ile®technical bulllletin T HTIEBEARING for eallowable bearing on the same side of the plate(exeption:connectors installed such that 9.enhancement OS cen env-the stud offset a maximum of 1"from rafter(center to center)for a reduced nails onab opposite a side don't interfere).stut 3.Allowable DF/SP uplift load for stud to bottom plate installation/see detail uplift of 890 lbs.p (DF/SP)and 765 lbs.(SPF). 15)is 390 lbs.values multiply );265 lbs. values 360 lbs.(H4)and 310 lbs:(H8). 110.Some nailsavalues plates optional connectors Shown heralare lower than those for For AllowableSPF/HF loads va in helF1 direction these vare n bt i 0.86.tend 4. ourmemerstor crossgrainbending intended truss orprafterr members. other stainless-steel connectors Ongoing thetproduct line that are installeis d with nailbe s.Visite with 5.When cross-grain bending or cross-grain tension cannot be avoided in the www.stronggtte.com/corrosion for updated information. members,mechanical reinforcement to resist such forces may be considered. 12.NAILS:16dx21/2=0.162"dia.x 21/2 long 10d=0.148"dia.x 3"long, 6.Hurricane overhang of 3.Installation on the insidfor the wallis acceptable Seep agge 22-23 forfother nail sizes8and information.21/2 long,8dx1 Y2=0.131"dia.x 11/2"long. (see General Instructions for the Installer notes u on page 17).For uplift 13.models marked witch the SD Dng#9x11/2" fl g2on y)Full table loads appldia.x 1'/z long(for the te (n ;, zi en , / .k..,..., .--, -`' -..1. l y.. 9 1 H1 Installation .0 H2A Installation TSP Installation H2 5A Installation H2.5T Installation al (Nails into both top plates) (Nails into both top plates) k,, i �i111 a A Use a minimum I of two 8d nails .,6. F- , ;, this side of truss e'' �l' i!� � �. ° ^ o (total four Bd Q °'rz ° , ;? nails into frl4 ,=<' Wa 1 0H4 ��, l truss) ,� H3 Installation Installation : 1. '...-•.!:- ..--... - (Nails into upper top plate) (see footnote 3) :': F1 1' 0 H2.5T Installation { a. Two Bd nails i r into plates. Eight ed 1 , 1/` nails into a , studs „o % '` °° • H6 Stud 1 Q , to Top Plate H6 Stud to Band e H7Z Installation 0 H5 Installation ® Joist Installation H4 Installation Installation 197 (Nails into upper top plate) (Nails into both top plates)