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Handouts - Week 10

Handouts - Week 10 - .oo moom E zocbz JEZONEOI oxmzcctwm 51...

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Unformatted text preview: .oo. moom E zocbz JEZONEOI oxmzcctwm 51 «5922 wag m5 EotmEEmohEmoom .z_ ozmod $85.93 50m. .Em zEquum. .:..Em 2 5E. mmmmzmz MEI; 222 m8 $.61 umomammn. $5. 2_ .t n ma: zomzméo 5.34 z. :01. N 241w mme F02 um 5.11m 000765.“— uo mmouE 4430552. . 0228 mm ._._<xm 322 was, 2 and ”.9 m.=<z j< . mmkx‘m IFS; «ml-mm o._. Excuzoo oz< mmmZxQI... am mm .jqim 00.02;.fin. ® 75.. 5mm 0.9.2 9 83m xw 3.2.5 .58 xm..|~ 0236-5 fixm mun—04m mmhfim >11 <1 1% =:==iiu t 000.55“; .242 muou rl ‘ u‘“‘ “‘ “_“‘\‘\\\\\\“‘ a 00035; .=<z woou xooJm mum umle ‘\i\|i§!|~II§IQ\§|I\‘\|\I|I\~I‘\.I\\“.ui.!.1|.\‘|\|l|li“\\‘i|‘|‘|§l\‘\l. ._mz<n_ ._.< x0<mrmo=§3 moxoz< . wh<4u Jam awk<mmkxn 22030: Sanmxom EE quEPRs F< «F mmmaHJOm Jam uhqda 44m awh<mzkxm 23.5 I: __ | l __ l __ m2: mood I: |.=1ti. :_ .n. . . ..... _ .. r._ j.r 20:50.. mo... __ . U. ___ _._ 7 _ _._ 2933 __ __ g __ _, : __ 92 25". mm : 2 : __ _w : __ moxoz< . _; _‘ 22.8.6: 2 : _._ z 2 _._ __ __ __ _._ : _._ __ . . ._ _._ ___ ___ Z m g .nE .oz_xoo._m__xn : : uzzzt gm .. ‘_._ . _ .N . : $0.". fin f _ __ c.0263 F1! _._ H_ n __ my __ “_ _._ __ : .F1Lru _I |:.u _ ._x.. : 2 . . 3: fl 3 _ 2 j g . _4 _ : __ _ __ .Uz_o<n_m DZ< uN_m 4.42 mo..— mgsomrum $2.4m m<wzm mumlczQ<z mun—m mm._.<U_Dz_..x._ .mwmszT: .123 j<mm>o mmaOmm men DumflDUmm m< magma j_m 02¢ 92$. .aimI Hwnnoq» 02¢ Ekzfimooo .0003>4n_.1_4m3._.031._.m It; nmbemIW r4._<_.E<m >420 mad 10.25 wmodmmam .355 03.5 DOD; .j< h< mzdfin. flags 20.2200 < , z_<._.z_<_2 0H cum-30mm m< mmmszE .._0 uz_v_u<m MO 02sz mo_>OMn_ Guidelines 1997 ILLUSTRATIONS of Definitions LOAD PATH EXAMPLE (SHEAR WALL PERPENDICULAR T0 FRAMING) NOTE: Not all possible configurations shown No performance prediction included EDGE NAIIJNG BLOCKING (mar) LOAD PATH EXAMPLE ‘ FLOOR DIAPHRAGII SHEAR NAILING FLOOR DIAPHRAGM SILL PLATE STE)! WALL OF FOUNDATION ' E. : .....:u- .. . _. ' - i PHD PredefleciedHoldolvn I "”08 Hnidol-un E Strong—T16 PHD holdcwns are predeflected during the manufacturing process. l ‘. virtually eliminating deflection under load due to material stretch. The unique l seat design of the HUGE greatly minimizes deflection under load. Each holdown l uses SDS screws, which install easily, reduce fastener slip, and provides a greater 1 net section area of the post compared to bolts. ! SPECIAL FEATURES: 1 l - Wood screws reduce slip due to overdrilled bolt holes. Pressure-treated barrier may be PH D5 required. (others ' - Smaller centerilne reduces eccentricity in the stud. l - No stud bolts to countersink. i - Flts easily in a 2xtl stud wall. E MATERIAL: See table . FINISH: Galvanized. PHD2 and PHDS available in hot-dip galvanized 5W”) (HUG SDS screws included) us Patent liISTALLATIDN: - Use all specified fasteners. See General Notes. 5,979,130 sou octane; g summon - Place the PHD or HD08 over the anchor bolt. - H008: 5b“ of adjustability perpendicular to the wall. 0 H008: Use in vertical and horizontal applications. - install Simpson’s SDS 1/4'x3' wood screws, which are provided with the l l l l holdown. (Lag screws will not achieve the same load.) E Vertical PHD Installation l l | | l - For an improved connection, use a steel nylon locking nut or a thread (shown “flush” touching sill plate) adhesive on the anchor bolt. (No washer required.) 0 See SSTB Anchor Bolts. page 26-27. for anchorage options. The Designer may specify any alternate anchorage calculated to resist the tension load for a specific job. Anchorage length should take the bearing plate/washer height into account, to ensure adequate length of threads to engage the nut. For 2-2): and 3x sill plates use SSTBL models. - To lie multiple 2x members together, the Designer must detennlne the fasteners required to loin members to act as one unit without splitting the wood. See page 20 for 808 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 , solutions (see page 187 for details). . CODES: See page 12 for Code Reference Key Chart. l Pressure-treated harder may be required. Hanger not shown for clarity HDOB Vertical © Installation ' riz nta H" " ' node I-iBCttl U s P Installation E ' ' ate 5 i" ’ “ ’ ' " ’ ' 5 E 6.006.437 nd ; For holdowns. per ASTM test standards, anchor l i 5:327:53 E bolt out should be finger—tight plus 1/3 to 1/2 turn l E I with a hand wrench. with consideration given 3 l i to possible future wood shrinkage. Care | i should be taken to not over-torque the nut. - These products are available with additional corrosion protection. Additional products i Impact wrenches should not be used. 5 g E on this page may also be available with this option. check with Simpson for details. i_.._. .2 E E Dimensions Allowable Tension Loads libs.) E E (in.) (133M6lli‘ s is E ' Deflection at 5 E Title!“ . smut Allowable Load“ E E E - ("1" L (in.) g g I PHoz-sosa lD—SDS W'XS' ‘- aoso 2220 0.075 a E I PHDS-SDSS as l4-sos WXS' " 3270 0.090 .. g E n. ie-sos my 5210 3750 a: o: E E Dimensions Minimum Allowable Tension Loads tilts.) g 53 Model “M Wflfld (133]16ll)1 'E 2 Ga Member ' . - a _ a lie. E Deflection at 5 E Bolt Dia. "“ckne” SPFIHF Allowable Load“ a 3 all.) "IL, . .. till.) 3 g HDOB- D 3 7 20~SDS ld'x3' E E 3 5 20—805 ul'xs' l. Allowable loads have been increased for earthquake or wind load durations S. Deflection at Highest All his Tension Load includes fastener slip, holdown with no further increase allowed: reduce where other load durations govern. elongation. and anchor be elongation (L = 5'}. Additional elongation oi anchor 2. The Designer must specify anchor bolt type, length and embedrnent. bolts longer than 5‘ shall added to holdown deflection. ,, Sea SB and SSTB Anchor Bolts (page 25-27). * 7. Tabulated loads may be bled when the PHD or HDDB is installed on opposite sides 3. Structural composite lumber columns have sides that show either the of the wood member pro dell either the post is large enough to prevent opposing ( wide face or the edges of the lumber strandslveneers. Values in the holdown screw interferon or the holdowns are offset to eliminate screw interferences. tables reflect installation into the wide lace. ti. Hone holdowns installs horizontally can achieve compression loads with the addition of a A. Post design by Specifier. Allowable load values are based on a standard out and square ashar (EPA-2) below the holltcnm. Refer to ESE 2336 for design minimum wood member thickness In the direction ol the fastener values. Design of adobe ge rods for the compression force shall be perthe Designer. pcnebation. Posts may consist of multiple 2: members provided they 9. Allowable loads are has it 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 he the test value on a wood Iig divided by M, the load at the A6155 Holdowns shall be Installed cornered along the width of the attached post. deflection limit. and the stener calculation based on the 2005 tilts. g: 5. Tension values are valid for holdowns flush and raised off of sill plate. til. Allowable loads are has it on 3%" wide post minimum. 37 HRS/ST/PS/HST-ILSTA/LHSTI/MST/MSTA/MSTG/MSTI mi rigs FINISH: PS—HDG; HSTS and HSTB—gray paint; all others—galvanized. Straps are designed to transfer tension loads in a wide variety of applications. HRS—A 12 gauge strap with a nailing pattern designed for installation 50 9 products are available in stainless steel or ZMAX" on the edge of 2x members. lini%; see Corrosion Information. page “H 1. LSTA and MSTA—Designed for use on the edge ol 2): members, with a nailing lIISiALLA ION: Use all specified fasteners. See General Notes. pattern that reduces the potential for splitting. omens: Special sizes can be made to order. Contact Simpson. h LS‘rl‘l—Light strains that are:l suitable whgre pneumatic—nailing is necessary CODES: See page 12 for Code Reference Key Chart. t roug diap ragm ecking an wood chor open web trusses. . . . MST—Splitting may be a problem with installations on lumber smaller than 3‘5; mfifieflgefispa {3mm code requirements for reinforcing . . . . . . . . gauge) at top plate and HPS at srll plate. either fill every nall hole wrth tOdXWz nails or fill every-other hole With 16d common lnte national Residential Code°- 2000/2006 R602 5 1 nails. Reduce the allowable load based upon the size and quantity of fasteners used. International Building Code”— 200M006 2308 93 ' MSTC—High Capacity strap which utilizes a staggered nail pattern to help minimize wood splitting. Nail slots have been countersunk to provide a lower (For 3P3. mm to page 155-) nail head profile. i*W 8T9 ST12 8T9, ST12, ST18, ST22 LSTA and MSTA (Pilot holes not shown) MSTBZB MST HRS 0-200! @2007 SIMPSON STRONG-TIE COMPANY INC. PRINTED 12m? Typleel Typical alien Installation _ "“5 "mm" (MIT hanger shown) , Typical LSTI LSTI similar ‘ Installation 148 yen-gr. - 0-2008 Q 200? SIMPSON STRONG-TIE COMPANY "40. PRINTED 121‘07' HRS/ST/PS/HSTILSTlllLSTil/MST/MSTA/MSTBIIMST ' CODES: See page 12 for Code Reference Key Chart. Strong-Tie I Strap Ties ) - 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. 535 535 --_——-m so we Isl 1» 18 “W 7-“2'9°"2“ IEI-Eld- was was In 18-th 1235 1200 1121] 1505 m '1 -|-n_- GO M (TI 01 Ln 7, 62. 90. 128 1. Loads include a 33% or 60% load duration increase on the fasteners tor earthquake or wind loading. but DO NOT include a 33% stress increase on the steel capacity. 2 106x19? nails may be substituted where 16d sinkers or loci are specified at 100% of the table loads. 3. 1nd commons may he substituted where 15d sinkers are specified at 100% of table loads. 4. 16d sinkers (0.148'dia.x 31/: long) or too commons may oesuhstitcted where 15d commons are specified at 0.85 oi the table loads. 5. Use hail of the nails in each member being connected to achieve the listed loads. 6. PS strap design loads must be determined by the Designer for each Installation. Bolts are installed both perpendicular and parallel-to-grain. Hole diameter in the part may he oversized to accommodate the HIDE. Designer must determine it the oversize creates an unacceptable installation. 7. For overlap splice details, refer to technical bulletin T-CMST {see page 187 for details). 8. Strapswith 10d (0.148di1 x 3) nailsspeclfi 9. Tension loads apply for uplitt when installed vertically. 10.NAILS:1Ed = 0.162“ die. x 3w long. 16d Sinker = 0.148“ dia. 1: 3w long. too = 0.148" dia.x 3' long. 1mm = 0.148“ 613.)! 1lé' long. See page 16-17 for other nail sizes and information. ' Allowallle Model Fifigfin Tension Loads Code tic. (SPFIHFI not. I'll- illiElllfill 2%. End Distance Typical LSTA installation (hanger not shown) Bend strap one time only t. See page 17? for loads associated with PS straps. Typical P512ll Installation ed may be substituted with 10dx1lh (0.148 die x tie) with no reducion in load. 14 ...
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