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Plans (38) CITY OF TIGARD REVIEWED TrCO E COMPLIANCE Approved: OTC: [ [ Permit its JA/Ie-:7T 2,C Address: 1—4Af----7,A 1 Suite#: By: v Date: 1 OFFICE COPY 4 RECEIVED MO TAJDAR MAS, 1 2014 JOB -e.arLarScri ill STRUCTURAL ENGINEER DATE /3 D/2 0 503-649-9645 CITY OF I�al�l of SHEET OF ID LfING DIVISION rX e-- ,--$/-moo h S� • 4,-/. 7 .'-- Of Ti/r- r-ijj"/t.o_9 ---o�' i'e?_c,a if //r7if," _ 47a ( . i..,/,) ,, .7--,-'0 ,-) Cw/n jpf' 7 5-xi,fl��r s w- /t,h.P/f of /fry_ J(i cl_' 1 / 2 clot & v e_ 'TO ._..i..) ©(F-e,or i r\_,..s i ti/// c c/--('4 7CPci / / c-(ic, gi al/ 71..._ 40/rtfc,Uin 1/41 1 C., rte p0 ey, -- ted, S ?saw car c.1 o C . r6j /�Ub ec ! 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(s_L„,, tot ‘z. r (60c +- CO-; n.9) (b)41- r 6,07 5 z- w kkD etS C 4-543 >> c194) SRU CTL-77) , q q1/4 1,4 �= D �vC7# ��S��NGINFF`rLc'�O 9 � �� 18,724 91 2 �j 5O REGON • , • • MO TAJDAR JOB P- STRUCTURAL ENGINEER DATE3 ��� 503-649-9645 (?/7- «f SHEETS OF ®"1-M = 3v- o0a , -�` 2 0-Z O Loon Lt70%(( �t9or ) `` - C.D x/44575 oz g/2_t, ,„T S_cRUCTuR �r ��'d/j / s �� �NG NRF FFs�i 18,724 /2. 5.f- q� s 0 EGON ? 6,0 %41k 1/4' 4) C-01/NC-k3.5 i �n • �v /ham �'1�w 5v41 �412c 0 12 5, a . D mac, G c, c,\ cAA.e J c&7-e_ �C� c-e5 (57- 0 0, S • „9 , .1 f CXS1. �, �x'yj Sh-Pai c-wq// E (.1Y- ` „9 I Jr) / / T wq// ,OTX,s (om)PNfl to (E) - it N 400N F-� .� El AzX,Zi ,<9,O1X ZI N } moon 3u4 Z paq o i 00AS) :121C) itA.DHcoN as ooh )(1' �) ' , a 11-7. `� ----) i \�\ \ ahao}s /a o/z 2i1r7 i/ii:-/jj. /117. lte i �v�c 5" (e) ear hJcf if . LE0 it ® \ icapunvi „9,ZJX9,ii aa�s2j�i s-cRUCTUR ��NEG PRO/4'1Z/ Na o/z o/z o >9< �<<+ F,9 0 ? 3foi-,e i SOI-,5 18,724 9- Liu I tig21 f 5. OREGON ‘519-,II O , , .--1:1;4k/6, A.c, �O� r e e/ -6-- • • Main Wind Force Resisting System—Method 1 h .60 ft. Figure 6-2 ' Design Wind Pressures Enclosed Buildings ally & Roofs ® 00P1° ' P.--:.--,-: kkoliiiiiiii .. 0 ® o _ -, IrlIV.' 'CD 000.S. kkk1 +��iii 0r F ','-,-_'.. /'' ,‘ ..41.#' ® ,, 4 Transverse %Ill / � I e se ��f�r.� Ate" iris :,,,,,,,,-,' eference '' 11 g' Comer tl Comer `x 'a / Longitudinal ham' Notes: 1. Pressures shown are applied to the horizontal and vertical projections,for exposure B,at h=30 ft(9.1m),I=1.0,and KA=1.0. Adjust to other conditions using Equation 6-1. ' `„ 2. The load patterns shown shall be applied to each corner of the building in turn as the reference corner.(See Figure 3. For the design of the longitudinal MWFRS use 9=0°,and locate the zone E/F,GIH bound at the mid-length :',•4, ' boundary gth of the building. 4. Load cases 1 and 2 must be checked for 25°<B_.45°. Load case 2 at 25°is provided only for interpolation between 25°to 30°. , 5. Plus and minus signs signify pressures acting toward and away from the projected surfaces,respectively. 6. For roof slopes other than those shown,linear interpolation is permitted. --,4„;. 7. The total horizontal load shall not be less than that determined by assuming ps=0 in zones B&D. 8. The zone pressures represent the following: 4.- Horizontal pressure zones-Sum of the windward and leeward net(sum of internal and external)pressures on vertical projection of: A- End zone of wall C- Interior zone of wall _%. B- Endzone of roof D- Interior zone of roof Vertical pressure zones-Net(sum of internal and external)pressures on horizontal projection of: E- End zone of windward roof G- Interior zone of windward roof £ F- End zone of leeward roof H- Interior zone of leeward roof 9. Where zone E or G falls on a roof overhang on the windward side of the building,use Eox and Golf for the pressure on the horizontal projection of the overhang. Overhangs on the leeward and side edges shall have the basic zone pressure applied. �' 10. Notation: - 4 a: 10 percent of least horizontal dimension or 0.4h,whichever is smaller,but not less than either 4%of least horizontal dimension 'r or 3 ft(0.9 m). h: Mean roof height,in feet(meters),except that eave height shall be used for roof angles<10°. B: Angle of plane of roof from horizontal,in degrees. • ' "?, t' s " tv. ce. N i„ m$sign Loads for Buildings and Other Structures 37 ggf. i 11 Main Wind Fo esisting System-Method 1 • h<_60 ft. ' ryt.�IIl . Figure 6-2(con I Design Wind Pressures • walls & Roofs Enclosed Buildings I, ' (psf) (Exposure 8 at h=30 ft.,Ke=1.0,with 1=1.0) 0,;111� Simplified Design Wind Pressure, psso ( P f ll Zones \ I IA !!, Basic Wind Roof 0 Horizontal Pressures Vertical Pressures Overhangs 1111 Speed Angle 3 NC:, (mph) (degrees) A B C D E F G H EoH Gai �Il4 '!V�!16!'- 0 to 5° 1 11.5 -5.9 7.6 -3.5 -13.8 -7.8 -9.6 -6.1 -19.3 -15.1 IIIl'�i6 , 10° 1 12.9 -5.4 8.6 -3.1 -13.8 -8.4 -9.6 -6.5 -19.3 -15.1 II II 1111;i 15' 1 14.4 4.8 9.6 2.7 13.8 9.0 9.6 6.9 19.3 15.1,,.;', 85 20° 1 15.9 -4.2 10.6 -2.3 -13.8 -9.6 -9.6 -7.3 -19.3 -15.1 • Ohl q 25° 1 14.4 • 2.3 10.4 2.4 -6.4 -8.7 -4.6 -7.0 -11.9 -10.1 !lllli11l,: 2 --- ---A ----- -2.4 -4.7 -0.7 -3.0 ---- ��iilIt 102 30 to 45 1 12.9 8.8 . 7.0 1.0 -7.8 0.3 -6.7 -4.5 -5.2 Illll!,l ;` 2 12.9 8.8 10.2 7.0 5.0 -3.9 4.3 -2.8 -4.5 -5.2 7,11'1 1' 0 to 5° 1 12.8 -6.7 8.5 -4.0 -15.4 -8.8 -10.7 -6.8 -21.6 -16.9 lll'l ! II11�, t 10° 1 14.5 -6.0 9.6 -3.5 -15.4 -9.4 -10.7 -7.2 -21.6 -16.9 A billy 15° 1 16.1 -5.4 10.7 -3.0 -15.4 -10.1 -10.7 -7.7 -21.6 -16.9 1Ill'1!h�l�! 90 20° 1 17.8 -4.7 11.9 -2.6 -15.4 -10.7 -10.7 -8.1 -21.6 -16.9 7 . ��I!1I�;3 25° 1 16.1 2.6 11.7 2.7 -7.2 -9.8 -5.2 -7.8 -13.3 -11.4 110111 ka 2 _ -2.7 -5.3 -0.7 -3.4 --- t1 II 30 to 45 1 14.4 9.9 11.5 7.9 1.1 -8.8 0.4 -7.5 -5.1 -5.8 It�Illll„ iI!III,��,, 2 14.4. 9.9 11.5 7.9 5.6 -4.3 4.8 -3.1 -5.1 - -5.6 111111� - 19.1 10.8 13.3 8.4 26.7 20.9 Iu�{•' 0 to 5° 1 15.9 -8.2 10.5 -4.9 II 11'x' 95 �/� JI II 11 ti' 10° 1 17.9 -7.4 11.9 -4.3 -19.1 -11.6 -13.3 -8.9 -26.7 -20.9 riill i r;- 15° 1 19.9 -6.6 13.3 -3.8 -19.1 -12.4 -13.3 -9.5 -26.7 -20.9 1Ilj'1''. e X� �ijhii. 20° 1 22.0 -5.8 14.6 -3.2 -19.1 -13.3 -13.3 -10.1 -26.7 -20.9 114' 100 25° 1 19.9 3.2 14.4 3.3 -8.8 -12.0 -6.4 -9.7 -16.5 -14.0 h illg., 11;10 2 -- - -- 4 IIIIi1(. p;a; 30 to 45 1 17.8 ' 12.2 14.2 9.8 1.4 -10.8 0.5 -9.3 -6.3 -7.2 lyl'lkh!II; 2 17.8 12.2 14.2 9.8 6.9 -5.3 5.9 -3.8 -6.3 -7.2 111 0 to 5° 1 17.5 -9.0 11.6 -5.4 -21.1 -11.9 -14.7 -9.3 -29.4 -23.0 - iIII�,I 10° 1 19.7 8.2 13.1 4.7 21.1 12.8 14.7 -9.8 -29.4 -23.0 lilI. 111; • 15° 1 21.9 -7.3 14.7 -4.2 -21.1 -13.7 -14.7 -10.5 -29.4 -23.0 31�.,i' i!1l11 t., 20° 1 24.3 8.4 16.1 3.5 21.1 . 14.7 14.7 11,1 29.4 -23.0 V 1.05 ,I1�IIIjI;;; 25° 1 21.9 3.5 15.9 3.5 -9.7 -13.2 -7.1 -10.7 -18.2 -15.4 il'l• • 2. -- --- - -3.7 -7.3 -1.0 -4.6 it�iii llll 30 to 45 1 19.6 13.5 15.7 10.8 1-3 -11.9 0.6 -10.3 -6.9 -7.9 -!! il:. Irl' 2 19.6 13.5 15.7 10.8 7.6 -5.8 6.5 -4.2 -6.9 -7.9 ";j 'II Oto 5° 1 19.2 -10.0, 12.7 -5.9 -23.1 -13.1 -16:0 -10.1 -32.3 -25.3 d1,:. 43'.11,o 1! 10° 1 21.6 -9.0 14.4 -5.2 -23.1 -14.1 -16.0 -10.8 -32.3 -25.3 g: III:•I15° 1 24.1 -8.0 16.0 -4.6 -23.1 -15.1 -16.0 11.5 -32.3 -25.3 111l'r'1110 20° 1 26.6 -7.0 17.7 -3.9 -23;1 -16:0. -16.0 -12.2 -32.3 -25.3 r I" 25° 1 24.1 3.9 17.4 4.0 -10.7 -14.6 -7.7 -11.7 -19.9 -17.0 ii 2 ------ -4.1 -7.9 -1.1 -5.1 - r, 30 to 45 1 21.6 14.8 17.2 11.8 1.7 -13.1 0.6 -11.3 -7.6 -8.7 ��i,' 2 21.6 14.8 17.2 11.8 '8.3 -6.5 7.2 -4.6 -7.6 -8.7 a til' � 0 to 5° 1 22.8 -11.9 15.1' -7.0 -27.4 -15.6 -19.1 -12.1 -38.4 -30.1 I,li: . 10° 1 25.8 -10.7 17.1 -6.2 -27.4 -16.8 -19.1 -12.9 -38.4 -30.1 '4111.1. 15° 1 28.7 -9.5 19.1 -5.4 -27.4 -17.9 -19.1 -13.7 -38.4 -30.1 li rf l! 120 20° 1 31.6 -8.3 21.1 -4.6 -27.4 -19.1 -19.1 -14.5 -38.4 -30.1 �1•1, 25° 1 28.6 4.6 20.7 4.7 -12.7 -17.3 -9.2 -13.9 -23.7 -20.2! i WI: 309,to-45 1 25.7 17.6 20.4 14.0 2.0 -15.6 0.7 -13.4 -9.0 -10.3 W.[ 2 25.7 17.6 20.4 14.0 9.9 -7.7 8.6 -5.5 -9.0 -10.3 i • ‘.9' 1 1 1Unit Conversions-1.0 ft=0.3048 m; 1.0 psf =0.0479 kN/m2 li: t tll ASCE 7-05 „I''.1 38 1 , 1 • • rII� OWftS fe t BS� n�+ v k MT t i c7 r 7 W r g ' -. . .,� . .� .. ., � � .- y � SIMPSON PHD Predeflected Holdown I HDQ8 Holdown• �` PHD holdowns are predeflected during the manufacturing process, virtually eliminating deflection under load due to material stretch.The unique w--� a seat design of the HDQ8 greatly minimizes deflection under load.Each holdownt,t,t uses SDS screws,which install easily,reduce fastener slip,and provides a greater ®� ] a net section area of the post compared to bolts. I,v SPECIAL FEATURES: lea •Wood screws reduce slip due to overdrilled bolt holes =, o •Smaller centerline reduces eccentricity in the stud. * H Pressure treated •No stud bolts to countersink. ,@ barrier may be y •Fits easily in a 2x4 stud wall. �� I. PHD5 • ;, required. R. co MATERIAL:See table ' (others FINISH:Galvanized.PHD2 and PHD5 available in hot-di similar) °; y (HOG SDS screws included) P galvanized i ..,.1.:,,:e:,,,1 r� US Patent �� ea INSTALLATION:•Use all specified fasteners.See General Notes. x ` ''';,'g "i 5,979,130 •Place the PHD or HDQ8 over the anchor bolt. , r •HDQ8:5/e"of adjustability perpendicular to the wall. y •HDQ8:Use in vertical and horizontal applications. •Install Simpson's SDS 1/4"x3"wood screws,which are provided with the 4 holdown.(Lag screws.will not achieve the same load.) •For an improved connection,use a steel nylon locking nut or a thread L Vertical PHD Installation adhesive on the anchor bolt. (No washer required.) I w-. (shown"flush';touching sill plate) •See SSTB Anchor Bolts,page 26-27,for anchorage options.The Designer may specify any alternate anchorage calculated to resist the tension load �f 1/ = for a specific job.Anchorage length should take the bearing plate/washer .,` .7h ,),,r.. height into account,to ensure adequate length of threads to engage the nut. For 2-2x and 3x sill plates use SSTBL models. Hole 3� •To tie multiple 2x members together,the Designer must determine the (Bolt not . fasteners required to join members to act as one unit without splitting the eguired) `° wood.See page 20 for SDS values. •SDS screws install best with a low speed high torque drill with a%"hex head driver. --<., •Refer to technical bulletin T ANCHORSPEC for post installed anchorage Washed 1 Pressure-treated ��t `xfxll solutions(see page 187 for details). • with 1 , barrier may be CODES:See page 12 for Code Reference Key Chart. Ilolduwn required. Hanger not shown for daily • ` ® ��� HDO8 Vertical 41'1,' Horizontal .' -� 5, i � .- G1- 13� Installation e , HDQ8 '� ��� �� � �- ---7--------------,;7:W-4—!i4.!;744;;" � HDQ8 mea g - r { U.S.Patents Installation p, g a e ti4fit -- — ----- --' ---_....— -- )j � ��"� �� �� 6,006,487 and For holdowns,per ASTM test standards,anchor • ai �.� • 6,327,831 bolt nut should be finger-tight plus%to%turn :` ` with a hand wrench,with consideration given to possible future wood shrinkage.Care ` These products are availab/e with additional corrosion protection.Additional products should be taken to not over-torque the nut. Impact wrenches should not be used. on this page may also be available with this option,check with Simpson for details. I z Dimensions Fasteners - Minimum Allowable Tension Loads(lbs Model ca (in-). Wood (133/160)' . Code ct z No Anchor Member W N B' . - SO Balt Dra Thick nes s t° pF/SP ' .SPFIHF Allowable Load'.e • SDS Screws Ref. 1- ii PHD2-SDS3 14 2'a 95,6e 27/ee 1% 1 e % S -(in.) o �0 SJ r3 3 3060 2220 0.075 PHD5-SDS3`: 14 2% 11PAe ",2% .1%. 1"fa % 14-SDS',"x,`3° 3, ":.4545 3270' '- 0:090 57, 1 9 z PHD6-SDS3 12 2'i:,€ 1313/16 2% 1% 13, r 18-SOS''x3' 3',z 5210 3750 0.094 12j 0 z Dimensions Minimum Allowable Tension Loads lbs 0 Fasteners ( ,) Modei (m.) W o (133/leap No Ga I Anchor• Member - Code W H B": SO Bolt Dla SDS -. Thickness' '' Deflection at Ref.. E ScrewsF/S SPFIHF Allowable Loadee . (in:j HDQ8-SDS3 7 2% 14 21/2 i;z 2 a % 20-SCS',,.:4'x3° 3 5715 4115 0.064 57.111, 620-SDS A x3° 4'%2 9230 6645 0,095 126 1.Allowable loads have been increased for earthquake or wind load durations 6.Deflection at Highest Allowable Tension Load includes fastener slip,holdown with no further increase allowed;reduce where other load durations govern. elongation,and anchor bolt elongation(L=5").Additional elongation of anchor 2.The Designer must specify anchor bolt type,length and embedment bolts longer than 5"shall be added to holdown deflection. See SB and SSTB Anchor Bolts(page 25-27). 7.Tabulated loads may be doubled when the PHD or HDQ8 is installed on opposite sides 3.Structural composite lumber columns have sides that show either the of the wood member provided either the post is large enough to prevent opposing • wide face or the edges of the lumber strands/veneers.Values in the holdown screw interference or the holdowns are offset to eliminate screw interferences. tables reflect installation into the wide face. 8.HDQ8 holdowns Installed horizontally can achieve compression loads with the addition of a a.Post des€gn try Specifier,Allowable load values are based on a standard nut and square washer(8P%-2)below the holdown.Refer to ESR 2330 for design minimum wood member thickness in the direction of the fastener values.Design of anchorage rods for the compression force shall be per the Designer. penetration.Posts may consist of multiple 2x members provided they 9.Allowable Toads are based on criteria in ICC-ES AC155.Therefore,they are the lower of the are designed to act as one unit independently of the holdown fasteners. strength determined from the test value on a wood jig divided by 3.0,the load at the AC155 Hoidowns shall be installed centered along the width of the attached post. deflection limit,and the fastener calculation based on the 2005)IDS. 5.Tension values are valid for holdowns flush and raised off of sill plate. 10.Allowable loads are based on 3,."wide post minimum, 37 ,w. . ,, ;1f<< - -..� '77-':'":;:',75,i17 7SIMPSON HDA/HD Hoedowns ' gyp, ® These products are available with additional corrosion protection.Additional products on this page may also be available with this option,check with Simpson for details. Material • Dimensions Fasteners. Model Ne Base'- Body , Stud co Ga Ga HB SB IN H.. . B SD Becher Machine Bolts o Dia, S . Q[y. D. c, a HD2A 7 12 49/s 2% 23/4 8 29/6 3/e 17/6 % 2 % tele ge HD5A 3 10 51/4 3 31/e 97Ae 39Aa lh 23/1et 6 5/a 2 3/4 HD6A "€ 3/a . 7 63A6 3'% 3Y+ 11176 37te - 9A6 ,e 21h6 i ,Ai' -2 ?A • y a HD8A'` %. 7 ' 63is 3% 31/4 149h6: 37Aa 9Aa".` 2lAs .% . 3 • ' Ila c4 HD10A ' 3/a 7 : 69is " 3? 31/4 .. -181As 37Ae 9/is ' 238. % . 4: 7/a �1 HD14A 3/e 3 7 4 3172 209/6 3543 5/a 23/ie 1 4 1 y HD15 3/e 3 7 4 3% 24% 47/ie 3% 2% 11/4 5 1 See notes below. . Allowable Tension Loads' Allowable Tension Loads Holdown9 ;Hotdown'74 Model OF/Sp(1331160) a SPF/HFI(133/160}I Deflection -�;Deflection No "' at Highest at Highest "Code - -''"."-:1411:1°d MembecT icknejs - _ _ Wood Member Thickness .-- - Allowable- Allowable .'Ref. Design Load Design,Load 1'6 2 y 2 3 334 4� "5-1h 13." 2 2%" ' '3 '314`' 4th; _5% '_Flush' _Raised; _ a HD2A 1555 2055 2565 2775 2775 2775 2760 1320 1740 2165 2570 2565 2565 2550 0.058 0.077 a HD5A 1870 2485 3095 3705 4010 4010 3980 1585 2110 2625 3130 3645 3700 3680 0.067 0.117 1'ID6A "i 2275 '..";2980,`";1685,:-.44,05",',4;5105-•! 5460 55510 1870 .2470 3065 3680 4280 5055 5020 ....10.041 : 0.125.: HD8A 7 3220 :4350"54;15 64655" 7460 =8065 '7018;. 2710 3655 -4530,5480 :.6350 7470:'.7330 ':0111'- :'0.121- ;.: 40 105, =:j"HD10A ,3945' _5540- .6935i'',9310-2';'9540- 9900; 9900 3275- 4600"15745.. 7045 8160 9500 '9195: 0.269- "'.'0.269 122 HD14A - - - - 11080 13380 13380 - - - - 9495 11950 12485 0.215' 0.282 HD15 - - - - - - 15305 - - - - - - 13810 0.082 0.082 1.Allowable loads have been increased for earthquake or wind load durations with 9.Deflection at Highest Allowable Tension Load includes holdown elongation • no further increase allowed;reduce where other load durations govern.' and anchor bolt elongation(L=5").Additional elongation of anchor bolts 2.HD15 requires a minimum 4x8(in a 31/2"wide shearwall)or a 6x6 nominal post longer than 5"shall be added to holdown deflection. to ensure the tension load carrying capacity of the critical net section meets the 10.Structural composite lumber columns have sides that show either the wide holdown capacity. face or the edges of the lumber strands/veneers.Values in the tables reflect 3.Use a minimum 4x6 nominal post for the HD14A.Minimum post size is installation into the wide face. required to ensure the tension load carrying capacity of the critical net section 11.To achieve published loads,machine bolts shall be installed with the nut on the • meets the holdown capacity. opposite side of the holdown(see picture below).If reversed,the Designer shall 4.HB is the required minimum distance from the end of the stud to the center of the reduce the allowable loads shown per NDS requirements when bolt threads are in first stud bolt hole.End distance may be increased as necessary for installation. the shear plane. 5.The designer must specify anchor bolt type,length and embedment. 12.HDA and HD allowable loads are based on the lower of the 2005 NDS fastener See SB and SSTB Anchor Bolts(page 25-27). values or the ultimate load on a steel test jig divided by 2.5. 6.Refer to technical bulletin T-ANCHORSPEC for retrofit anchor solutions (see page 187 for details). 13.Post design shall be by Designer. 7.Lag bolts will not develop the listed loads. 14.Holdowns may be raised off sill plate.Refer to table for increased 8.See page 13-15 for testing and other important information. deflection values(if applicable).Refer to note q,page 14 for installation instructions of raised hoedowns. z z SOURCES OF DEFLECTION AT SHEARWALL HOLDOWN CONNECTIONS c- 1. Bolt slip can occur at holdown stud bolts. 3 2. Increased bolt slip can occur if oversized holes are drilled through the ct stud for holdown stud bolts(oversized holes are when the hole diameters R 0 E is greater than the bolt diameter plus M6'per 2005 NDS 11.1.2). 00 3. When a holdown is installed on only one side of the stud,an eccentricity exists during loading which can cause more movement in the shearwall 0 e BP's are required by System. the City of Los Angeles. • R. 4. Unrestrained anchor bolt nuts can spin loose during cyclic loading; QQ Bearing Chedi with your local &, w ;jn Plates building code on usage. using steel nylon locking nuts or thread adhesive may prevent nut spin. QQ (NDS Section 11.12.3 5. Movement can occur when nuts are not tightened enough. Stud requires a metal plate, Retightening bolts before covering wall may prevent this. z metal strap,or minimum 6. Deflection can occur in the holdown under load caused by stresses due 0 ofa standard cut washer) to earthquake or high wind. r i_,,. .s 7. Lateral displacement at the top of the wall rotates the stud around its Sill Plate base causing the holdown base plate to displace vertically. . n 8. Wood shrinkage can occur due to drying of the sill plate,rim joist, .•o and/or top plate;nuts may require retightening. 0 0 • 9. Uplift forces on the bolts can cause localized wood crushing at bolt 4 o I Foundation bearing locations.Using larger bearing plates may prevent this. o Hoedown 10.Wood at the end of the studs(sill plates,rim joists,etc.)may crush e Anchor under normal dead and live loading;additional compressive forces - . due to overturning during earthquake and high wind loads add to the deflection. ©Q and©do not apply to the PI-ID and HDQ. 41 • . i ,Str0,,,,.,..,:,,,,,,,,,„tig:2T1*. 44ioldo ns&Tenson rie A,A , al-� ,' s , ,`` ,- SIMPSON • LTT/MTT/HTT Tension Ties • • Tension ties offer a solution for resisting tension loads that can be nailed to the stud. • • • • The HTT22 is a single-piece formed tension tie—no rivets,and 1j�6 a a • a 4-ply formed seat which won't unfold during loading.No washers a required.The LTT19 Light Tension Tie is designed for 2x joists or1 9 1 1 A8 °' P and the LTT2OB is for nail-or bolt on applications.The 3"nail spacing makes the LTT20B suitable for wood I-joists if 10dx11h"nails --'1W1•- :2-4. are substituted for the specified 16d's with a reduced load. I:4: .- 0 The LTTI31 is designed for wood chord open web truss attachments i It T . -I• to concrete or masonry walls and may also be installed vertically on a minimum 2x6 stud. 6 6" 'SYi" MATERIAL:See table -_ (45 N FINISH:Galvanized.May be ordered HDG;contact Simpson Strong-Tie. ° L �,.>� r° g INSTALLATION:•Use all specified fasteners.See General Notes. r ".x 1 •Use the specified number and type of nails to attach the strap • ° igi 3" 13/4" ,r . '1''''''C';::::::!''''''''':::;:'':' 'i to portion to the top or side of purlin or beam with the exception ,` �; 114° vs of LTT19,a minimum 4x width is required for attachment. • ° lit; Minimum 2x width required for LTT19. " Load , _ transfer •Do not install LIT and MIT tension ties raised. °:_ plate "s 511/,6 :1 .: 2Ya .0 Washer •The HTT22 can be substituted for the MTT28B. • 1 of her required •See adhesive solutions on page 33 for tested,load rated , required � taster adhesive anchors for anchor bolt options. 6� CL 5 " plate ��-�> 4/e washer •To tie multiple 2x members together,the designer must / �� _)__:4 not determine the fasteners required to join members to act I�—.�21," • 314. req'd , as one unit without splitting the wood. • •Refer to technical bulletin T-ANCHORSPEC for post-installed i, LTTI31 Ll9sim MTT28B HTT22 anchorage solutions(see page 187 for details). (LTT19 smilar) (l-177-16 similar) CODES:See page 12 for Code Reference Key Chart. U.S.Patent 5,467,570 ® These products are available with additional corrosion protection.Additional products on this page may also be available with this option,check with Simpson for details. M• '--....". - aterial, ,Dimensions„ AllowahIe TEnston Loads Allowable Tension Deflection Seat; Fasteners �` OF/SPA ,, Load's—SPF/HF ,atHighest No - " Thick- Anchor; Bolts ADesign Cede Strap Plate .w` L ,ness Nails �� ) I16B) (133) . :(160) Design Ref . Bolts Dry Dia .asBolts ..NalIs BoIts.' Naits Nails Load.. LTT19 16 3 13/4 191/3 1a/a e/ie . ,o,:-�a 8-16d Sinkers — — 1205 — 1350 — 1085 1305 0.107 LTT20B6 12 3 2 193/4 11/2 3/461h,%or 3/a 10-16d 2 1/2 1750 1220 1750 1460 1675 1750 0.164 2,40,82,121 LTTI31 18 3 33/4 31 1% 1/4 % 18-10dx11h — — 2185 — 2310 — 1985 2310 0.125 6,40,82,121 " • HTT16' 11.' -- 2/_ 16- 1% 7/46'...: - % " 18-16(1 — — X3480. 41.75 -- .3080" 3695 . 0.037. 30,99,122 HTT22' .11 — 21 22-'1% -3c€. � 32-16d Sinkers — — 5250:; 5260`, -4670 5250` 0.087-' 40,97,99,122 Et MTT286 12 7 21/16 27 11 3/6 %or3/4 24-16d 4 1/2 4455 2150 4455 2725 4140 4455 0.125 40,122 1.Allowable loads for HIT are based on the lower of the NDS fastener 7.HTT's may be raised off sill plate.Refer to note q Instructions for Installers, values or the ultimate load on a steel test jig divided by 2.5. page 14 for installation instructions. 2.Alternate fasteners may be installed provided the appropriate reductions 8.Post design shall be by Designer. • from page 16 are applied(use face mount hanger reduction). 9.Deflection at Highest Allowable Tension Load includes fastener slip, 0 3.The Designer must specify anchor bolt type,length and embedment holdown elongation,and anchor bolt elongation(L=5"). z (see T-ANCHORSPEC). 10.Structural composite lumber columns have sides that show either the wide 4.Allowable loads have been increased for earthquake or wind load durations face or the edges of the lumber strands/veneers.Values in the tables reflect d with no further increase allowed;reduce where other load durations govern. installation into the wide face. z 5.Bolt values are based on a minimum lumber thickness of 11 ". 11.NAILS:16d=0.162"dia.x 31/1"long,10dx11h=0.148"dia.x 11 "long, r 6.If a 1h"or 5/e"anchor bolt is used for the LTT19 or LTT208,add a standard 16d sinker=0.148"dia.x 31/4"long.See page 16-17 for other nail sizes and information. a cut washer to the seat.No additional washer is required for a 3/4"anchor bolt I See table for appropriate anchor bolt sizes. U W -..--_---. _______._.__.__—._— ._ —._..--.._._—_ __.—_.__._—_._ _._._.-._—.__. o For tension ties,per ASTM test standards,anchor bolt nut should be finger-tight plus 1/3 to 1h turn with a hand wrench,with consideration a . ' given to possible future wood shrinkage.Care should be taken " ' ! to not over-torque the nut.Impact wrenches should not be used. 4� fro; 1 " Sir f 1 "p Pressure treated ii 1 —i . , barrier may be ° ,,,, _ �IA iic required. f in 1.- ' t / r �k+ a � b ," �'di ate' 40 �� '' DO NOT MODIFY THE MTf288. . s ,- '' Do not rotate the MTT286's strap ,‘,._ around the rivet. The strap must be in line vertically Horizontal LTTI31 :,r Horizontal LTT19 Installation with the body of the holdown to Vertical HTT22 Installation (LTT20B similar) achieve table loads. Installation 39