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HomeMy WebLinkAboutBuilding Structural Calculations 2008-8-19 KEATING ENGINSING LLC PROJECT MATTOLSON BOER 159 EAST SIXTEENTH AVENUE ADDRESS 3241 AND 3239 ASTER -SPRINGFIELD - - - EUGENE OREGON 97401 SCOPE HOLD-DOWN REPLACEMENT DATE 08/19 - - • PHONE 541-242-0613 FAX 541-242-0514 PROJECT NO -- email: keatingeng @msn.com DESIGNER STEVE KEATING REVISED STRUCTURAL CALCULATIONS BOLTS FOR HOLD-DOWNS IN FOUNDATION MISSING OR PLACED ABOVE POUR LINES • STEEL GRADE(REBAR) 60 KSI STEEL GRADE(BOLTS) 36 KSI CONCRETE STRENGTH(28 DAY) 2500 PSI EPDXY SIMPSON EPDXY TIE SCONED co PRQPe S A� %i f 1 Nek � I! 18PE V v0\•ets1 • „7„- , 6C pix\ dfrst w G.01/4 51' • EXPIRES 630 cl • DATE: l 006 pt • • • KEATING ENGINE G LLC PROJECT MATT OLSON BU -- --------- 159 EAST SIXTEENTH AVENUE ADDRESS 3241 AND 3239 AS tR-SPRINGFIELD a ■ 1 EUGENE OREGON 97401 SCOPE HOLD-DOWN REPLACEMENT DATE 08/19 PHONE 541-242-0613 FAX 541-242-0614 PROJECT NO Il --------------------- email; keatingeng @msn.com DESIGNER STEVE KEATING REVISED j.026. 41f'1po,.V i1")Oy'( - Tv • ;7.1 'rt.O1a)Lt (F( p1.'t-'l r1-1-(.• 4.2 01 !- I ' • ,Sr) u•:.; t: .. 4.. rl �a r ;, 1. _ - . . r - , < (or_ 771ivC /v .1 4 __ .- _ 7)711 J. 14.a • Q I4 . 'Rocn.sr 4-a7* Into a " Ibsprn9i.cco .-to Cr rl of 1 / 2-hN G ! f f Jpr.11sJr IL/14 IL/14 U'J - 77b 4ii. .1:i p.c;,IG k ; I . . _-t`---- ' 2,I 14PGc^G I7 F f 2 4(.;, f( S6-r F. .Q il I a U4- 1/gH gd.l..--r-i :1A17 ;gar 7 1T.% " MIk!r )-}p Nr ..kr 0 Deferv{ . of I&" v of to u�� t 0 -e?ri 1)-.14iart-nn..-3 1=r' 7 -, I , Du P1 iirtlu.r--110J / .jy1PRpFF . 5 „ftpiN4 `cS� •�Vi l 'GOVT I G 18 PE 9 vl ,k4o 42 LA le es N,. 1S 190 .�C9 nFN G. KEPIS\ °'<PIREs 6-30.1 1yr KEATING ENGIN ING.LLC PROJECT: ..MATT OLSON B R 'tt -• 159 EAST- SIXTEE H AVENUE _.,.: ADDRESS 3241 AND 13239 R-4'SPRINGFIELD "-'7 EUGENE . • -OREGON 97401: SCOPE HOLD-DOWN-REPLACEMENT' - - > - DATE •'-' 08/19 . -.t _ - PHONE-541-242-0613 FAX.541-242-0614..... -- _. - - __ _.-__.-... - ._ - • - _—. email: .. _...:.keatingengQmsn.tom" _DESIGNER STEVE KEATING � REVISED WJblzlle-7. Io Foa--tn a-•1 t-)147 17/,-34 GP- • 4116 Lor9-rG9 . Gge400t. OG • 59P IC � 0- 10_ 6�Q r90 5Eu bu!& 'a q c /.1.O . 1 t 4) • • 8v6t17 Fovx �1: - Lfi jto � — . t: rll _ ;r� "frs Z�j . GPLecG rtztc� M {., D ESY r T e ... � �-. - "_.. �-�_ - '-";_ �-'__ - azresranwen�.r..i�.m,.n4v,_. ... 'Rf*"., .... 1.yz: __-_' !__._. � • . � I � Tension Loads for Threaded Rod in Concrete Slab "' rOrill Bit. "EmbeA. ! Tension Load Based on Bond Strength Tension : : Anchor.:'Drameter.(in) .Depth; • No Edge, Near Edge Corner - Load Based ,_ _ _. ' �s Dta` on Steel —; .; r-' E : -'AT SET AT SET AT SET St AT; .SETT Strength en th --- _ __ 3 f _-S- _ 2% 1315 1805 660 1175 660 1175 ---- _ . ... 9/e % 4'/. 4165 4425 2085 2875 1605 2415 3750 -- - - - -- i 6 4795 4640 3115 2740 2400 2000 • P_! _. r 2r%.. _.r ._ ,� „_.. <` 2125 ,. 680 1065 3205 1065 24 1 - • - - •m - %,. 'Ye ?: . Srh _ 6505 • 680 3255 3205 2340 2245 5875 _ r I 9% 7920' 8350 4830 5345 3335 3820 r i .. 3% 3250 3865 1625 1855 1430 1615 '�- ' 3/4 WIG % 63/4 9405 10525 4705 5050 3035 3235 8460 111/4 10595 11910 5935 6790 3740 4345 i 14 - - 3r/ei: 3550 4780 1740 2295 1390 1835• _ - �.� ''/e{ 1 1 7% 10710 12290 5250 5900 3255 3600 11500 ) 131e' 13785 7170 8670 4205 5085 `� 41/2 5200 5020 2290 2410 1600 1785 - / Eir r 0.41 i Snc� 1 • 1rAe 1.4 9 15125 15015 6655 7205 3725 4250 15025 ( _ Y f__"p^�'"I-� "-" 15 20630 20600 8045 9680 3750 5190 \'E? .. r'1 ' frot. —� s_ 5% `8090' .8965`; 3800 "5200 2320 3590 114 '1e/ie 1% '- 111/4- 18090 19250 8500 11170 4505 7010 23490 - '' ' 183/4'; =3762` 30670 13600 15640 6325 8365 - ... _ '-- 1.Allowable bond strength loads are based on a reduction factor of 4.0. ---- ._ -'--,L - =2.Allowable bond strength loads may be increased 3315%for short term loading due to wind or • l._ __ - I : r • '.seismic forces where permitted by code. _.. " 3.The allowable tension load is the lesser of the allowable load based on band strength and the allowable load based on steel strength(A36 rod shown) II �l i _�i 4. nch n 2000 psi.G� S.Anchors ar e not permitted for use in conjunction with tire-resistive construction.Exceptions are -- •.I •_ .. (1)Anchors designed to resist wind or seismic loading only, t { (� 1 l. (2)For other than wind or seismic loading,special consideration is given to fire exposure conditions. 1'�1'I - 'SCR -(�'{• �-� _'AaRI� 6.Anchors are not permitted to resist tension tomes in overhead or wall installations unless proper ry �.. ---- consideration is given to fire-exposure and elevated temperature conditions. -- ' ':-I 7 Some Jurisdictions may require special inspection to achieve these allowable loads.• • . I