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( CITY OF TIGARD RECEIVED ( REVIEWED 14t3/rODE COMPLIANCE JUL 27 2017 Approved: i CITY OF TIGARD OTC: 1 1- . . BUILDING DIVISION TO . Permit#: ri\f5T 2.611 - A dress: Warta: n 1—v\ S 're#: OFFICE COPY -- -B B . Date: Priet 7/61/ ..... , 1 f 1 ..L.' I .. y . ...... , 'f- 0, ....., (.--, ... , . ....., ,.... _ . . (...3,2..,,-- ,,,,,, , ,.....-1,----1. t I 2..... r7 .-,.- ---- , ,,1 I ,.. ,. . _ ., _ .__ . _. . , . .i..„, „..... ...., ,*, 7 .(7 2*„...1,„- LI - I 5 -r- 'I . L 661 : ILI .1'111 --vl -PA kr*Z-ZLic:, - r---4/1--,C, i.i. /0-7 LA-0u-ir,(LAm ,inA /t>"5 s a L,-z 1 1 1 • A ... AG , ---- G-1).,/trec ‘ . „Am ,,,,,,,..,..s.•,....-,,,Ttsautko.f.....1,..u.N...."... . 'MOM• . • $ t: A-44 4,a.A Aipti - ' f - ,,....7 -,,.... . . . ..--....- Id -, ' S rii(19 ------ „Inv • ; ,„....„.......-- , . .. . ..... .. . ,, I rt......44 -z ----D, , ,311 cv) .IA ,.1 rv.‘, ( IR ---, I neVet.NI/No rim ke... A-4-- DC- lik i • I , • --- ‘,A)I VV.,O '\! 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At I 4-14#‘1-15-1-ev-P1 LI"CxkfLiL C>PlAivi.---* CiNA-.4 Veat,..0.e... a- v-4\;r‘ ruirY1 op..i.",N7- 0-F- .ey ...t...‘..hiLe--.ga.- -F-.......02_8. . ,...- ,_ _....,........................„.._... _ PP 1 2-'1 5 S\ss<'/ \A/ 1 1-k-e%r-ii -1 -FLY-Y-1 YezzA„-- 17(AA 1+ : I 9 6'I 7 ...,._s) c' 1 1 1 D - I 1 RECEIVED NOV 2 2 2017 CITY OF TIGARD BUILDING DIVISION 4' EGRESS WINDOW WELL BY OTHERS EGRESS WINDOW WELL <Q EXISTING BY OTHERS CONCRETE WALL SAW CUT WALL AFTER 1/4 <TYP 1/4 `\TYP INSTALLATION OF EGRESS WELL. ___ -+ PL1/4X17-1/2X10-1/2 WI(2) DRILL CORNERS. i ,..----------1/2"DIA.(X3-3/4"EMBED) O DO NOT OVER i U SIMPSON TITEN HD 0 CUT CORNERS. ANCHOR @8"O.C.AT +/-2'-4"R.O. EACH END OF BEAM. -4 — co +l-10'-3" -CONTRACTOR TO VERIFY Pall L4X4X1/4(X3")CLIP W/(1)— HSS 6X6X1/4 BEAM,TYP. 1/2"DIA.(X3-3/4"EMBED) AT TOP AND BOOTOM OF HSS AND ANGLE CLIP SIMPSON TITEN HD OPENING PER PLAN,TYP. ANCHOR @ TOP AND , BOTTOM OF BEAM _ 1 EGRESS WINDOW PLAN SKETCH Q 2 EGRESS WINDOW SECTION S4.0 401A17196 SCALE:3/8"=1'0" S4.0 401A17166 SCALE:3/8"=1'0" 00 AC 4, 112; No tt% 11,2: 9 Ft, ©AAI ENGINEERING DATE: 09/27/2017 hl� 2D,7,ALPoGNTSRESERVED AAI WILMINGTON HOUSE REMODEL ES TITLE T.r v6: f. e° 2 PROPERTY AOF AAI ENGINEERING dylne p uc EGRESS DRAWN: MCR Ir,,, 17,V9 Q' AND ARE NOT TO BE USED OR CHECKED: HRA c/� �/D R. 0-- REPRODUCED WTI"EPRI MANNER, ENGINEERING 12905 SW WILMINGTON LANE WINDOW FILE: 401A17166 v"1',O WRITTEN PERMISSION OF AAI 4675SWG althDnve!State300IBeaverton.OR197005 TIGARD, OREGON 97224 PLAN SKETCH ENGINEERING 503 620 3030 tel 1503.620.5539 fax I www.aaieng.com JOB NUMBER: A17166 4 OF 4 I EXPIRES: 12/31/17 AA!afghan associates,int ENGINEERING STRUCTURAL CALCULATIONS PROJECT: Wilmington House Remodel - Egress Window PROJECT No.: A17166 DATE: September 27,2017 PERMIT SUBMITTAL ��aucruRgr Client: pNOF�45:9 Bob Logan • + " 11,2; `� � "3" Contents: ' •R: Structural 1-10 yq GAY 17, "t% Q� Calculations EXPIRES: 12/31/17 4875 SW Griffith Drive I Suite 300 I Beaverton,OR I 97005 503 620 3030 I tel 503 620 5539 I fax www a a i e n g 00 1.0 _ 4C:15.5- / .//i-x,), .) (2:,42f;(/.74,-V6r. Ai A-LA.,,, icr-=f,,./roiet:',_,ET-44 _. , 1 / 1* H j 1 J, ,, ,,,PI 1 ,, ' ' I u R ,Zs,' 0.00 , 1 I tie i ' , . I )....1104' i r- • ' ] 15f-q' : i .4 _ / ti 1 ' ; c J , , I 1 I ; - -QNI 4 g-- , m ;'Icz i) FTw‘f4 N d . Not4'`.5 J rciT o R 0 (--,.; 1-----pea4. . /k7-3--- 04-41 -17 ,e—)., +, , 33 -.7. 40°,').501?. '--- It°i9C f ig 30 3,5 f 414X 1,1 /6' ,,, ps.4,C i ...) ods 1 (9, %,. /b./p f r.Y„_,_5:: ,es5. 1 -, 5--e3 z /65 .: -°`" - o ic-- PZ-P,Inz113411:4:: 44_4.A.41AL-442,4 04. ,s-i'l I .4. s In_ .• .4 ieLiSoi,...... i 2 1 /353eP''N\ :— $ ,...,, — •,, , , , / f,, ----- 7°3 (''''1-43..) (5-45;1(2'33) '":: 14/1 f'6 , 2., , x'&-...; .4111(lc- /4 .f.- !) iS it ,` Oil Co 1' - 6 ..,4,,,t)i'....,t)6 0 0, 4 /944 De it-,,I 5 0 ti rioYe- ,P7.2-4/4i)aci 4'EL-4- 0,6*.r.4,1.F0tC.-.6%.,ae-Vil 7 /4-70/4 1..5 -,t4./274.416- ,, iiii!li AA'Mohan asseciates,inc. c _ 4 7,144,,,,,,,,"7,17 .f." ,, ,,,, '::5 By:,- Date: , ENGINEERING11_7, Project No.: el",/if..7t(., 4875 SW Griffith Drive I Suite 300 I Beaverton OR i 97005 503,620.3030 1 tel 508620.55.39 I fax www aaleng corn Sheet:_ of: .1 of icj woo 5uoiee•mmmt O I.40 Z :10— :4eays m i geS'S'On'COS lel I OCOE-OZ9 COS S00L6 I 80'uoilams98100C WS I eAKI Loop Ans sLefr :•oN loefald (:-/1 ,/,(I`4'47: 7 " --- ' DN12:133NION3 r :.,ea-7„,-,2.7, :,,, ,.7. p-ii,/ 7-7-r P.,4,4-`--)1 ," 17- f .314 upposse mite 1 vv /1/92'53c 200/0/11/ --)119, C1-37541,1kfr.- g r ,,...__.......- . , ---1 0 lA L-Ala/4j7 ',5: ::: (AS)( , Sz_V)( '4Ahl Z. I.0)-_-- A. / ,„ . 0 . , \ P ' ,t4 /7-0*('14.r ' (-5 •1067 II) ":-- h4 ' ‘,.. 1k'A /S X--Ls5 SSR \ v \ (14-44;1 $ifr4-, - 4f........7....„4.......):\., 177.--i. ...-1 , i •-.1 , • 1 1 d Ss -11 4fri/V,., rvi -L.---j, ..f..v-- k--,-3„4,-„,,,o--;) v i ....., , , _so/42 fi --N ,Ls- -7 v:i (15 V : 7i's .91-i4Lr(" 1' /xxwg )4 ,f5 557/ ? 1 -0 :-'1-1 4:slot .1.,,i 0 Dr7t,eD 2. 3447 3.°`-5 z .05 . w-.73swg = 171 / f it.,,Alft.1; IV Q ,- 5-0/4. ,9_14".-:;°,11,-Z''''Jul feY., :a ,,/ ,f4.05,2*5•Vc7 P9.i2r - 1/{57,i o 443 etk)f7ere3 .' xio , 00 p/5 b ; 020 e$ ,1(ii0/3) ps 4. 4> 1.702 p 5 f2' tL LIS 'Sr 4 2oc '17.,11)1 o 5/1,/,„0 /ft:1,1,4x, -;0 , ?9 /.±„), (2_ /6 4 z-;/- 5-T fo /6 bka P AA I*km associates,inc. tr3y. Dotn: _ e JENGINEERING Project No,: Sheet: of: '""7` ISA 4" - -9" lacc 3 742 r..„4 Cc' D z ty,h ) - 14 „p7,1 .44, 1://64et— retr-34 „- r4.4 /11/0 T zy 47,77 iAAI algtiart issociates,inc. ENGINEERING Project No.: Sheet: of File=F:\201 TA17166-Bull Mountain House lstructurallbull mountain house ec6 Steel Beam ENERCALC.INC.1983-2015.Build:6.15.12.9,Ver.&.17.8.31 Ltd*' KW-06009892 :; - Licensee:AA!Engineering Description: Steel beam- Wall Reinforcement out of plane at Egress base CODE REFERENCES Calculations per AISC 360-10, IBC 2012,ASCE 7-10 Load Combination Set: IBC 2012 Material Properties Analysis Method: Load Resistance Factor Design Fy:Steel Yield: 46.0 ksi Beam Bracing: Beam bracing is defined as a set spacing over all spans E:Modulus: 29,000.0 ksi Bending Axis: Minor Axis Bending Load Combination IBC 2012 Unbraced Lengths First Brace starts at 3.420 ft from Left-Most support Regular spacing of lateral supports on length of beam=3.420 ft H(0;5541 Hf0.5851 H10 54t 'V ' , ♦ +r XYsc t x _ X Ng se sc _ x Span=10.250 ft J HSS5.1/2x5-112x1/4 Applied Loads Service loads entered.Load Factors will be applied for calculations. Beam self weight NOT internally calculated and added Uniform Load: H=0.5960 k/ft, Tributary Width=1.0 ft Point Load: H=0.5840k(a)3.330ft Pant Load: H=0.5840 k(o)6.667 ft DESIGN SUMMARY Desi`n OK Maximum Bending Stress Ratio = 0.490: 1 Maximum Shear Stress Ratio= 0.105 : 1 , Section used for this span HSS5-112x5-112x114 Section used for this span HSS5-1/2x5-112x114 Mu:Applied 15.753 k-ft Vu:Applied 5.845 k Mn*Phi:Allowable 32.154 k-ft Vn*Phi:AHowable 55.574 k Load Combination +1.400+1.60H Load Combination +1.400+1.60H Location of maximum on spars 5.154ft Location of maximum on span 0.000 ft Span#where maximum occurs Span#1 Span#where maximum occurs Span#1 Maximum Deflection Max Downward Transient Deflection 0.298 in Ratio= 412 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.298 in Ratio= 412 Max Upward Total Deflection 0.000 in Ratio= 0<360 Maximum Forces&Stresses for Load Combinations Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span# M V max Mu+ max Mu- Mu Max Mny Phi*Mny Cb Rm VuMax Vny Phi*Vny +1.400+1.60H Dsgn.L= 3.40 ft 1 0.444 0.105 14.29 14.29 35.73 32.15 1.50 1.00 5.84 61.75 55.57 Dsgn.L= 3.43 ft 1 0.490 0.046 15.75 14.27 15.75 35.73 32.15 1.01 1.00 2.53 61.75 55.57 Dsgn.L= 3.43 ft 1 0.444 0.104 14.27 14.27 35.73 32.15 1.49 1.00 5.80 61.75 55.57 +1.200+0.50Lr+1.60L+1.60H Dsgn.L= 3.40 ft 1 0.444 0.105 14.29 14.29 35.73 32.15 1.50 1.00 5.84 61.75 55.57 Dsgn.L= 3.43 ft 1 0.490 0.046 15.75 14.27 15.75 35.73 32.15 1.01 1.00 2.53 61.75 55.57 Dsgn.L= 3.43 ft 1 0.444 0.104 14.27 14.27 35.73 32.15 1.49 1.00 5.80 61.75 55.57 +1.200+1.60L+0.505+1.60H Dsgn.L= 3.40 ft 1 0.444 0.105 14.29 14.29 35.73 32.15 1.50 1.00 5.84 61.75 55.57 Dsgn.L= 3.43 ft 1 0.490 0.046 15.75 14.27 15.75 35.73 32.15 1.01 1.00 2.53 61.75 55.57 Dsgn.L= 3.43 ft 1 0.444 0.104 14.27 14.27 35.73 32.15 1.49 1.00 5.80 61.75 55.57 +1.20D+1.64Lr+0.50L+1.60H Dsgn.L= 3.40 ft 1 0.444 0.105 14.29 14.29 35.73 32.15 1-50 1.00 5.84 61.75 55.57 Dsgn.L= 3.43 ft 1 0.490 0.046 15.75 14.27 15.75 35.73 32.15 1.01 1,00 2.53 61.75 55.57 Dsgn.L= 3.43 ft 1 0.444 0.104 14.27 14.27 35.73 32.15 1.49 1.00 5.80 61.75 55.57 +1.200+1.60Lr+0.50W+1.60H Dsgn.L= 3.40 ft 1 0.444 0.105 14.29 14.29 35.73 32.15 1.50 1.00 5.84 61.75 5 051.07 Dsgn.L= 3.43 ft 1 0.490 0.046 15.75 14.27 15.75 35.73 32.15 1 01 1.00 2 53 61 75 55.57 File=F 12017\A-17166-Bull Mountain Houselstnicturatlbull mountain house ec6 Steel Beam ENERCALC.INC.1 .2015,Build:6.15.12.9,Vec617 8 31 Lk,#:KW-06009892 Licensee:AA!Engineering Description: Steel beam Wall Reinforcement out of plane at Egress base Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span# M V max Mu+ max Mu- Mu Max Mnx Phi*Mnx Cb Rm VuMax Vnx Phi'Vnx Dsgn.L= 3.43 ft 1 0.444 0.104 14.27 14.27 35.73 32.15 1.49 1.00 5.80 61.75 55.57 +1.20D+0.50L+1.60S+1.60H Dsgn.L= 3.40 ft 1 0.444 0.105 14.29 14.29 35.73 32.15 1.50 1.00 5.84 61.75 55.57 Dsgn.L= 3.43 ft 1 0.490 0.046 15.75 14.27 15.75 35.73 32.15 1.01 1.00 2,53 61.75 55.57 Dsgn.L= 3.43 ft 1 0.444 0.104 14.27 14.27 35.73 32.15 1.49 1.00 5.80 61.75 55.57 +1.20D+1.60S+0.50W+1.60H Dsgn.L= 3.40 ft 1 0.444 0.105 14.29 14.29 35.73 32.15 1.50 1.00 5.84 61.75 55.57 Dsgn.L= 3.43 ft 1 0.490 0.046 15.75 14.27 15.75 35.73 32.15 1.01 1.00 2.53 61.75 55.57 Dsgn.L= 3.43 ft 1 0.444 0.104 14.27 14.27 35.73 32.15 1.49 1.00 5.80 61.75 55.57 +1.20D+0.50Lr+0.50L+W+1.60H Dsgn.L= 3.40 ft 1 0.444 0.105 14.29 14.29 35.73 32.15 1,50 1.00 5.84 61.75 55.57 Dsgn.L= 3.43 ft 1 0.490 0.046 15.75 14.27 15.75 35.73 32.15 1.01 1.00 2.53 61.75 55.57 Dsgn.L= 3.43 ft 1 0.444 0.104 14.27 14.27 35.73 32.15 1.49 1.00 5.80 61.75 55.57 +1.200+0.50L+0.50S+W+1.60H Dsgn.L= 3.40 ft 1 0.444 0.105 14.29 14.29 35.73 32.15 1.50 1.00 5.84 61.75 55.57 Dsgn.L= 3.43 ft 1 0.490 0.046 15.75 14.27 15.75 35.73 32.15 1.01 1.00 2.53 61.75 55.57 Dsgn.L= 3.43 ft 1 0.444 0.104 14.27 14.27 35.73 32.15 1.49 1,00 5.80 61.75 55.57 +1.20D+0.50L+0.70S+E+1.60H Dsgn.L= 3.40 ft 1 0.444 0.105 14.29 14.29 35.73 32.15 1.50 1.00 5.84 61.75 55.57 Dsgn.L= 3.43 ft 1 0.490 0.046 15.75 14.27 15.75 35.73 32.15 1.01 1.00 2.53 61.75 55.57 Dsgn.L= 3.43 ft 1 0.444 0.104 14.27 14.27 35.73 32.15 1.49 1.00 5.80 61,75 55.57 +0.90D+W+0.90H Dsgn.L= 3.40 ft 1 0.250 0.059 8.04 8.04 35.73 32.15 1.50 1.00 3.29 61.75 55.57 Dsgn.L= 3.43 ft 1 0.276 0.026 8,86 8.03 8.86 35.73 32.15 1.01 1.00 1.42 61.75 55.57 Dsgn.L= 3.43 ft 1 0.250 0.059 8.03 8.03 35.73 32.15 1.49 1.00 3.26 61.75 55.57 +0.90D+E+0.90H Dsgn.L= 3.40 ft 1 0.250 0.059 8.04 8,04 35.73 32.15 1.50 1.00 3.29 61.75 55.57 Dsgn.L= 3.43 ft 1 0.276 0.026 8.86 8.03 8.86 35.73 32.15 1.01 1.00 1.42 61.75 55.57 Dsgn.L= 3.43 ft 1 0250 0.059 8.03 8.03 35.73 32.15 1.49 1.00 3.26 61.75 55.57 Overall Maximum Deflections Load Combination Span Max.'"Dell Location in Span Load Combination Max."+"Defl Location in Span H Only 1 0.2983 5.125 0.0000 0.000 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 3.853 3.624 Overall MINimum 2.192 2.174 +D+H 3.653 3.624 +D+L+H 3.653 3.624 +D+Lr+H 3.653 3.624 +D+S+H 3.653 3.624 +0+0.750Lr+0.750L+H 3,653 3.624 +D+0.750L+0.750S+H 3.653 3.624 +0+0.60W+H 3.653 3.624 +D+0.70E+H 3.653 3.624 +0+0.750Lr+0.750L+0.450W41 3.653 3.624 +0+0.750L+0.750S+0.450W+H 3.653 3.624 +0+0.750L+0.750S+0.5250E+H 3.653 3.624 +0.60D+0.60W+0.60H 2.192 2.174 +0.60D+0.70E+0.60H 2.192 2.174 D Only Lr Only L Only S Only W Only E Only H Only 3.653 3.624 6of10 SIMPSON Anchor DesignerT'" Company: Date: 9/27/2017 Engineer: Page: 114 Software Project: Version 2A.5940.11 Address: Phone: E-mail: 1.Prolect information Customer company: Project description: Customer contact name: Location: Customer e-mail: Fastening description: Comment: 2.input Data&Anchor Parameters General Base Material Design method:ACI 318-11 Concrete:Normal-weight Units:Imperial units Concrete thickness,h(inch):6.00 State:Cracked Anchor Information: Compressive strength,fG(psi):2500 Anchor type:Concrete screw tPc,v:1.0 Material:Carbon Steel Reinforcement condition:B tension,B shear Diameter(inch):0.500 Supplemental reinforcement:Not applicable Nominal Embedment depth(inch):3.750 Reinforcement provided at corners:Yes Effective Embedment depth,her(inch):2.780 Do not evaluate concrete breakout in tension:No Code report ICC-ES ESR-2713 Do not evaluate concrete breakout in shear.No Anchor category:1 Ignore 6do requirement:Not applicable Anchor ductility:No Build-up grout pad:No hme(inch):5.83 cec(inch):4.19 Base Plate Crum(inch):1.75 Length x Width x Thickness(inch):8.00 x 3.00 x 0.38 Smin(inch):3.00 Load and Geometry Load factor source:ACI 318 Section 9.2 Load combination:not set Seismic design:No Anchors subjected to sustained tension:Not applicable Apply entire shear load at front row No �r Anchors only resisting wind and/or seismic loads:No 40 I <Figure 1> ilb 0 ft-lb 0 ft-Ib Input data and results must be checked for agreement with the existing circumstances,the standards and guidelines must be checked for plausbirrty. Simpson Strong-Tie Company Inc 5956 W.Las Positas Boulevard Pleasanton,CA 94588 Phone:925.560.9000 Fax:925.847.3871 www.strongtie.com 7 of 10 SIMPSON Anchor Designer Company: Date: 9/27/2017 9 Engineer. Page: 2/4 StrowTie Software Project: Version 2.4.5940.11 Address: e Phone: E-malt: <Figure 2> 11111111101111111111 Recommended Anchor Anchor Name:Titen HD®-1/2"P Titen HD,hnom:3.75"(95rnm) Code Report:ICC-ES ESR-2713 s ! i%1! tk NI F 't Input data and results must be checked for agreement with the existing circumstances,the standards and guidelines must be checked for plausibility. Simpson Strong-Tie Company Inc. 5958 W.Las Positas Boulevard Pleasanton,CA 94588 Phone:925.560.9000 Fax:925.847.3871 www.strongtie.com 8 of 10 SIMPSONCompany: Date: 9/27/2017 Anchor Designer TM Engineer. Page: 3/4 s 'Tie Software Project: Version 2.4.5940.11 Address: e Phone: E-mail: 3..Resulting Anchor Forces Anchor Tension load, Shear load x, Shear load y, Shear load combined, Nu.(Ib) V.(Ib) Vu.y(Ib) 4(V...)2+(Vu.y)2(Ib) 1 0.0 0.0 -2920.0 2920.0 2 0,0 0.0 -2920.0 2920.0 Sum 0.0 0.0 -5840.0 5840.0 Maximum concrete compression strain(%.):0.00 <Figure 3> Maximum concrete compression stress(psi):0 0 2 Resultant tension force(Ib):0 Resultant compression force(lb):0 Eccentricity of resultant tension forces in x-axis,e'k.(inch):0.00 Eccentricity of resultant tension forces in y-axis,e'ry(inch):0.00 Y Eccentricity of resultant shear forces in x-axis,e'v.(inch):0.00 Ils, Eccentricity of resultant shear forces in y-axis,e'vy(inch):0.00 X 01 8,Steel Strength of Anchor hi Shear Mee.D.6.12 V.(lb) grow i$ OgroutgV..(Ib) 7455 1.0 0.60 4473 9.Concrete Breakout Strength of Anchor in Shear(Sec.D.6.21 Shear perpendicular to edge in y-direction: Vey=minl7(l./d.)°2 d.R.d roc.,'5;9A.ir.c.1'51(Eq.D-33&Eq.D-34) I.(in) d.(in) 2. ro(psi) ca,(in) Vby(lb) 2.78 0.50 1.00 2500 10.00 11030 OVmsy=0(Avc/Avco)nc,vY'avYa,vY'4vVey(Sec.0.4.1 &Eq.D-31) Av.(int) Av.(int) Y'.o,v Y'.d,v Yo,v Ph.v Vey(lb) 46 0Vbbgy(lb) 216.00 450.00 1.000 1.000 1.000 1.581 11030 0.70 5860 Shear parallel to edge In y-direction: Vb.,=minh7(1./da)02.d.A..lr c.,'S;92.4rcc.,t 9(Eq.D-33&Eq.D-34) I.(in) d.(in) A. ro(psi) ca,(in) Ve.(lb) 2.78 0.50 1.00 2500 16.00 22323 4Voby=5(2)(Avc/Avc.)Y'ed,v1'o,v'Ph,vVb.(Sec.D.4.1 &Eq.D-30) Avo(in2) Avon(int) SVad,v PO, 9'n.v V,, (lb) 0 0V4(Ib) 204.00 1152.00 1.000 1.000 2.000 22323 0.70 11068 10.Concrete Pryout Strength of Anchor in Shear(Sec_D.6.31 Input data and results must be checked for agreement with the existing circumstances,the standards and guidelines must be checked for plausibility. Simpson Strong-Tie Company Inc. 5956 W.Las Positas Boulevard Pleasanton,CA 94588 Phone:925.560.9000 Fax:925.847.3871 www.strongtie.com 9 of 10 1 SIMPSON Anchor Designer TM Company: Date: 9/27/2017 Engineer: Page: 4/4 Strong-Tie Versoftware Project: 2.4 5940.11 Address: e Phone: E-mail ¢V.pg=Ilk.Ncbg=Okcp(ANc/AN.)Y'.c,N'Y.d.NY'c.N'f'cp,NNe(Eq.D-41) kcp ANc(int) ANco(int) 'Y.c,N Y'.d,N 'Yc,N 9'paN Ne(Ib) 0 ilIVcpg(Ib) 2.0 119.60 69.56 1.000 1.000 1.000 1.000 3940 0.70 9484 11.Results Interaction of Tensile and Shear Forces(Sec.0.71 Shear Factored Load,V.(Ib) Design Strength,eV.(Ib) Ratio Status Steel 2920 4473 0.65 Pass T Concrete breakout y- 5840 5860 1.00 Pass(Governs) II Concrete breakout x- 2920 11068 0.26 Pass(Governs) Pryout 5840 9484 0.62 Pass 112"0 Titen HD,hnom:3.75"(95mm)meets the selected design criteria. 12.Warnings -Designer must exercise own judgement to determine if this design is suitable. -Refer to manufacturer's product literature for hole cleaning and installation instructions. Input data and results must be checked for agreement with the existing circumstances,the standards and guidelines must be checked for plausibility. Simpson Strong-Tie Company Inc- 5956 W.Las Positas Boulevard Pleasanton,CA 94588 Phone:925.560.9000 Fax:925.847.3871 www.strongtie.com 10 of 10