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Report (65) 67 3 5— S& 1&(b(- �r TVF & R 51 MULLIONS CULVER GLASS CO MULLION/ANCHORAGE ENGINEERING MJD 9/16/2014 JOB ## 1196 8935 SW BURNHAM STREET TIGARD, OR 97233 jCTUR QED PROF. 9 GiNecc 2 14P Ay/ /07 / cb %Fl+ 08 1-6 <c? , J. Z��l RENEWAL DATE: 12-31-2015 CONTENTS: 1196 1-20 m DE tructura. l ngineering M � tru.cntueertra.I M ngtng Email:mdstructuralPamail.com phone:360.921.9004 1840 N Winchell Street.Portland,OR 97217 Site Location: 8935 SW Burnham Street Tigard, OR 97233 Jurisdiction: City of Tigard Design Loads: Wind: 95 mph (3-sec gust) Exposure B 1 = 1.15 Kzi= 1.0 Seismic: Seismic Design Category D Site Class D Sds= 0.61 • RP= 1.0 aP= 1.25 1 = 1.5 Structural Narrative: The proposed project consists of the new curtain wall system that will be installed at the TVF& R station 51. The curtain wall system will be Arcadia T500(OPG6000).Additionally, a skin system will be installed anchored to steel posts designed by other. Forthisproject anchorage will be to wood framing, steel backing posts, and to the concrete foundation. These calculations are to be paired with the signed Culver Glass shop drawings. t' ^ Project Name: TVF&R 51 M Du• ct n i n e e r i n Job No: 1196 Sheet No. Revision: 9 9 .� A 1840 N Winchell Street.Portland,OR 97217 p:360.921.9004 email:mdstructural@gmail.com Date: 9/15/2014 Engineer: MJD I i i i WI 'L0rrS ZdV2 /e-a. 0,3-0 O Z ca, $S'" -45-- 7 1, r 9571, ir • ,41-62 ?,3373 1- Z3 E z L -sl a 3 `-ic = 0,/S 15,8 P. 3 4-0, J z 23,E PSr- SE-I 5V\,,,c.— z °' �P SaZ a O-to 12p 1. a 1V[Dtructural ngineering MULLION CALCS m D tru. ctura. I ngineering Project Name: F&R 51 TV Job No: 1196 Sheet No. y Revision: A 1840 N Winchell Street. Portland,OR 97217 p:360.921.9004 email: mdstructural@gmail.com Date: 9/15/2014 Engineer: MJD , i. 115 RO VIF ; I i 1 , 1 1 . 114 OAF 109 1/2 DLO I -- - L = 12c7, 5 " DLO __. r:: i,....L- 71/ 01- \Cz „0 . . r"•111111111111!I FP, Fa 1 1 , I I31 // 1 -,,... i 1 I 46 314 119 1/2 120i/2 RO I VIF 1 , 1 I 84 NM 2 II , 6 i DO 1 i 11111 f1 i,) . 4,. _- _ .--- ' - 1-_-_----_, •., i F -L. ,1'' 2-C- 1(7. if-CL-% 1 i I I DLO ' I ', 301/4 I H 77Z-..-C--' b , il . ' I II : . I - 7' CR. 2-e5) , L--/41) . 1k 3500 ! 36 DO --1 r 33 12 DLO ---1 r 33 1/2 DLO - (A) ARCADIA1.PPGsBT6t0s0TRWpHIRE ARCADIA 1-200 VENT MATCH EXISTING DOOR#1309 1 THUS ri L- z= I oi•C _____ -e/- W 7-• 42C-1 /4) + 1-2- 7 li y Os OPG6000 f'6 ' Moments of inertia: Y: 5.31 sq in sq in Section Modulus: Y: 1.97 inA3 F 7 I c I 1 1<--CL-' t) g_cs A--L__r-\ OI'--\ ..-.--- 5 V?., 1-•'-'. af: + lc? (a--'r) , 4-3 2*./ce4-‹-. , I/) 7-- -- i I b r,12- ....a_ ,0 -a• '11-,2 (0,/2-C3 ifc 0,2-1/.,,,) 6. 6?c-20 ) -,-. --0, 2-Vz. 5-,,i,e-Lci,"...... -51- 3 Windload Charts T500 (OPG6000) Series A = 16 P.S.F.(720 Pa) Description:2 1/4"X 6"With 1/4" 1 1/8"Glass B = 20 P.S.F.(720 Pa) Function:Curtain Wall CI c� a 6 o C = 25 P.S.F.(720 Pa) Detail:Design Criteria 3 D = 30 P.S.F.(720 Pa) E = 40 P.S.F.(720 Pa) Scale: N.T.S. SHEET 1 OF 2 I =5.653IN' I=10.963 IN' 20 S=2.117 IN' 20 • 19 19 18 18 17 17 � 16I- UJ In UJ 16 \�NN.......... u_ is14 ,+\\ - 15 I- 0 13 CD 13 �B _ 12 = 32 C O ]I A O 11 '`0 J to B J 10 E '1 C •-___,J g D .6_,_,__, Z� c-.SZ 9 4 2_ r_SZ a E ft a 1 7 7 6 6 5 5 3 4 5 6 7 8 3 4 5 6 7 8 MULLION SPACING IN FEET OPG6010 MULLION SPACING IN FEET OPG6010 WITH • STEEL REINFORCEMENT 1 7/8"X 3 5/8"X 10 GA. • Mullions are assumed to be single span,simple beam elements,uniformly loaded and adequately braced to prevent lateral-torsional buckling.All other complex design conditions shall be reviewed by Arcadia or a design professional. • Aluminum extrusions shall be 6053-T6 alloy.Allowable stresses to be derived per Table 2-21 of Aluminum Design Manual,2010. Deflection limitation of mullions shall be in accordance with AAMA TIR-All of U175 for spans up to 13'-6'and U240.114'for all others where L is equal to the span of mullion. • A design professional shall be consulted to confirm that no lite of glass deflects more than 1-11175 or 314',whichever is less,where H indicates the height of glass. • For mullions conlaining steel reinforcement,the reinforcement is assumed to be installed for the full length of the mullion.A design professional shall be consulted for instances where steel reinforcement is installed for a partial length of the mullion span. • Wmdload pressure determinations shall be per the 2009 BC and ASCE 7-05 and according to local governing codes.A professional engineer shall be consulted for the most current laws and local building codes. • Selection of perimeter fasteners and attachment of glazing system to building structure are project specific and therefore shall he reviewed and determined by a design professional. • Arcadia assumes no responsibility for selecting the appropriate syslems for specific projects. I =7.360 IN 4 I=12.296 IN' 70 S=2.627 IN' 20 39 39 17 17 ! 18 18 Lu16 w 16 W W Li_Z 5 ll 35 Z z ` A � 4 - -S........-S........74 F k • 13 73 .0....,:. B = 12 �`A = 32 1 D z z 11 8 11 ''......s"..•,... 11 O 0 , E J 111- _i 10 � J 10 ` // � D r .. • 9 � �E 5-2—, 9 Tir-2. 8 rI a 7 1 7 6 6 5 5 3 4 5 6 7 8 3 4 5 6 7 8 MULLION SPACING IN FEET OPG6011 MULLION SPACING IN FEET OPG6011 WITH STEEL REINFORCEMENT 1718"X37116"X 10 GA. Consult Your Local Arcadia Representative For Special Applications Not Covered By These Curves. FRAMING-ARCADIA-OPG6000-WINDLOAD.pdf As oh 01/16/13 TVF&R 51 Cbeam R2 MD Structural Engineering 9/15/2014 15:36 File: Ml .cbm -Ml By: MID t; Deflection Results Max. Deflection = -0.2931" L/411 (Span 1, @ 66.30") Stress Results Span M(in-lb) fb-m(ksi) 1 @ 84.00" = 14325 6.767 563# Member Information Span Length(in) I(in^4) S(in^3) E(psi) 1 120.500 5.653 2.117 1.0e+7 N O Point Load Information Span P(k) X(in) 1 563.000 84.000 Support Reactions Joint Pounds 1 171 2 392 ` 1 Driven by Cbeam Q R2 TVF&R 51 Cbeam R2 MD Structural Engineering 9/15/2014 15:36 File: M1 .cbm Span No. 1 0.00L 0.10L 0.20L 0.30L 0.40L 0.50L 0.60L 0.70L 0.80L 0.90L 1.00L .Location (in) 0.00 12.05 24.10 36.15 48.20 60.25 72.30 84.35 96.40 108.45 120.50 Shear (lb) 170.54 170.54 170.54 170.54 170.54 170.54 170.54 -392.46 -392.46 -392.46 -392.46 Moment (in-lb) -0.0 2055.0 4109.9 6164.8 8219.8 10274.8 12329.7 19187.6 9458.4 4729.2 -0.0 Defl. (in) 0.0000 -0.0790 -0.1528 -0.2159 -0.2633 -0.2895 -0.2894 -0.2576 -0.1920 -0.1020 0.0000 Stress-m(ksi) -0.000 0.971 1.941 2.912 3.883 4.853 5.824 6.702 4.468 2.234 -0.000 • For questions on Cbeam, a Windows-based program, contact: • MCALSOFT LLC. www.mcalsoft.com Ph (214) 217-2400 Fax (214) 217-2439 Email: software@mcalsoft.com 2 Driven by Cbeam®R2 TVF&R 51 Cbeam R2 MD Structural Engineering 9/15/2014 15:49 File: M2.cbm M2 By: MJD �b�p N Deflection Results r.- Max. Deflection = -0.3335" L/328 (Span 1, @ 54.75") Stress Results Span M(in-lb) fb-m(ksi) 1 @ 54.75" = 14178 7.197 Member Information Span Length(in) I(in^4) S(in"3) E(psi) 1 109.500 5.310 1.970 1.0e+7 N, Distributed Load Information a Span W1(#/in) W2(#/in) Xl(in) X2(in) 1 9.460 9.460 0.000 109.500 Support Reactions Joint Pounds .r- 1 518 2 518 �— o � 1 Driven by Cbeam O R2 TVF&R 51 Cbeam R2 MD Structural Engineering 9/15/2014 15:49 File: M2.cbm Span No. 1 0.00L 0.10L 0.20L 0.30L 0.40L 0.50L 0.60L 0.70L 0.80L 0.90L 1.00L -Location (in) 0.00 10.95 21.90 32.85 43.80 54.75 65.70 76.65 87.60 98.55 109.50 Shear (lb) 517.94 414.35 310.76 207.17 103.59 0.00 -103.59 -207.17 -310.76 -414.35 -517.94 Moment (in-lb) -0.0 5104.2 9074.2 11909.9 13611.3 14178.5 13611.3 11909.9 9074.2 5104.2 0.0 Defl. (in) 0.0000 -0.1047 -0.1981 -0.2712 -0.3176 -0.3335 -0.3176 -0.2712 -0.1981 -0.1047 0.0000 Stress-m(ksi) -0.000 2.591 4.606 6.046 6.909 7.197 6.909 6.046 4.606 2.591 0.000 For questions on Cbeam, a Windows-based program, contact: MCALSOFT LLC. www.mcalsoft.com Ph (214) 217-2400 Fax (214) 217-2439 Email: software@mcalsoft.com 2 Driven by Cbeam 0 R2 , .:-0,W ,.'.-- ,,-_. Project Name: TVF&R 51 MDtructural ngineering Job No: 1196 Sheet No. 7 Revision: 1840 N Winchell Street.Portland,OR 97217 p:360.921.9004 email:mdstructural@gmail.com Date: 9/15/2014 Engineer MJD ; ! 1 , 144 RO VIF , I 1 i 144 1/8 OAF ! .tr4V ., , pii3 ; cy/54.7 4 0/0 1- 29 DLO -1 31 5/16 DLO '1 31 5/16 DLO I — 38 DLO --- _ Z , .7"/2-CV: - :i------i LiI 1 Fri ' I h i k n i I 4.2 i ,:, 4,, 1 , 1 31V2 il DLO / I I II II I i N : i 7 --1 11 ' , ' 11 1 1 DLO 1 1 I i I '.. , Or Pl..ce :I i OAF 69 1 I i '1 I 1 i i MI I DLO I , M " I ''''II i I 1 ,. , 1 ill 11 , !1 ARCADIA T-500 CW I r- 36 DO - - 1PPG SB60/STARPHIRE MATCH EXISTING DOOR#131A 1 THUS TVF&R 51 Cbeam R2 MD Structural Engineering 9/15/2014 16:49 File: M3.cbm M3 By: MJD Deflection Results �^ Max. Deflection = -0.2885" L/416 (Span 1, @ 60.00") Stress Results Span M(in-lb) fb-m(ksi) 1 @ 60.00" = 10872 5.136 Member Information Span Length(in) I(in"4) S(in"3) E(psi) • 1 120.000 5.653 2.117 1.0e+7 Distributed Load Information Span W1(8/in) W2(8/in) Xl(in) X2(in) 1 6.040 6.040 0.000 120.000 Support Reactions ___ Joint Pounds 1 362 2 362 r c C �p �b^ ` 1 Dnven by Cbeam®R2 /0 TVF&R 51 Cbeam R2 MD Structural Engineering 9/15/2014 16:49 File: M3.cbm Span No. 1 0.00L 0.10L 0.20L 0.30L 0.40L 0.50L 0.60L 0.70L 0.80L 0.90L 1.00L Location (in) 0.00 12.00 24.00 36.00 48.00 60.00 72.00 84.00 96.00 108.00 120.00 Shear (lb) 362.40 289.92 217.44 144.96 72.48 0.00 -72.48 -144.96 -217.44 -289.92 -362.40 Moment (in-lb) -0.0 3913.9 6958.1 9132.5 10437.1 10872.0 10437.1 9132.5 6958.1 3913.9 0.0 Defl. (in) 0.0000 -0.0906 -0.1713 -0.2346 -0.2747 -0.2885 -0.2747 -0.2346 -0.1713 -0.0906 0.0000 Stress-m(ksi) -0.000 1.849 3.287 4.314 4.930 5.136 4.930 4.314 3.287 1.849 0.000 • For questions on Cbeam, a Windows-based program, contact: MCALSOFT LLC. www.mcalsoft.com Ph (214) 217-2400 Fax (214) 217-2439 Email: software@mcalsoft.com 2 Driven by Cbeam®R2 . -3- z,..,.,..„.,..._ Project Name: TVF&R 51 tructural I VID ngineering Job No: 1196 y Sheet No. Revision: 1840 N Winchell Street. Portland,OR 97217 p:360.921.9004 email:mdstructural@gmail.com Date: 9/15/2014 Engineer MJD i1 1 i 1 - ------- 4511 1 I 85 311 DLO 14-CY2-1 -2:.CITTI)rt*'' . - — t•l _ _ itit.L-L-161'k H ---- II 11- : "ifLil IN'l 0 I 1 M4 t ii MI Mil Or:'ZI eaC)0 0 i ' ' N R.I !I !, i 1 11 SOUARE PROFILE 11 SO UARE PROFILE il 27 I 2.... METAL P7NNEL BY METAL PANEL BY i i OTHERS I; OTHERS I 1 ;! 1,Fii ,1 L4 ni , 0.! , _.. _ I ARCADIA T-500 CW -1C-b— i PPGEXISTING Sf36O/ T AR P H I R E 7 I C'1 MATCH 1 THUS z 7 ,n0"\_> -- '111 / /..- s . /41---( 1 1 1 f CA .c"-) 1"' 432—/-2._ vp,s, (3) - 5 . --/\ '`�.;;�,- Project Name: TVF&R 51 ` �tru. ctura. l X M n ineerin Job No: 1196 Sheet No. Revision: A 9 9 _ 1840 N Winchell Street.Portland,OR 97217 p: 360.921.9004 email:mdstructural@gmail.com Date: 9/15/2014 Engineer: MJD 1 ; i I i i i i j i I � i . 1 77i A-7- £ c./2—r\. -6-r2.___ t-i"7c (Li > --^i-; . i f f3 i I I fj-4-n drV ; i i , • i V8 h 'S 1 rt'N-1 = sg00). a /lama L S >3 3 5'. /2 1 `x /2- K 16 I II z 5.0 1---------)/I �2- E . r)4_, 2- 5 .147 3cr,3 4-j/ 1 /of lc- t; ( c1,4 24 t)z- 4, 5"--. 8" .= S . 1 I �2,i i 1/ K ° - r _ (,T-i-1.2$1- i �� 12(1.c� I,KZ) .-7.- 0, c--- , �� i 1 ,0 (_1-7)/0, 76 = 23 I > 6S`, ° o, rs-7T2(/ 0, 100) L 12-3e" 2 S-,4 t .s2- 1 . 45 w H ° f --�—) 6,,,. s Z„.4, 16-- / - 7.- IZ Project Name: TVF&R 51 t'...ru. ctural M D n i n e e r i n Job No: 1196 Sheet No. Revision: 9 9 � A 1840 N Winchell Street. Portland,OR 97217 p:360.921.9004 email:mdstructural@gmail.com Date: 9/15/2014 Engineer: MJD Pane Location: Elevation C Dclear 1.25Dp Dclear=201+hpC2/bpC1) Clearances C1 = 0.38 Ave sides C2 = 0.22 Ave top& bottom Dp= 0.015hp El. C (in) (in) hp= 31 Dclear= 0.87 by= 117.75 1.25Dp= 0.58 10.87> 0.58 10K Pane Location: Elevation E Dclear? 1.25Dp Dclear= 2C1(1+hpC2/bpc1) Clearances C1 = 0.38 Ave sides C2 = 0.22 Ave top & bottom Dp= 0.015hp El. E (in) (in) • hp= 100.5 Dclear= 2.28 by= 29 1.25D = 1.88 12.28> 1.88 OK MIDIptru. ctura. Ingneen g • ANCHORAGE CALCS ...------71-Iti•-, mD---- '' :'.:-M--.•,-, Project Name: TVF&R 51 tru. ctural ngineering Job No: 1196 Sheet No. 9/. Revision: A 1840 N Winchell Street. Portland,OR 97217 p:360.921.9004 email: mdstructural@gmail.com Date: 9/15/2014 Engineer: MJD , . . , . — - . ! . . ' . . ,............• APAIIIIIIIIIIN 1115-A-P (2-6 il-c--r1- _ kr- .110.1...._ y i Z _ftir r .3. , 1„zool i i,-,ERIPF050111705iti7„/!. :.;.-.:::,--;".....1 .f,,• ...--.-.:-....::: :::":'._11 r11 :-UitA I 1 1 <------- .it • INIIMIINIu- ----------1 I H-7, 516 44:S porr„I.1 111 omilLi _......._•...: PLSil-tece•-sQ .77.. G/g( AR 1/A802 137 1/ ' -.2"-- ii - ! ' 47-2-' -427eciscisv... \.. , - .4_ I. .. 111 cii,k,e'S al•-s S,..c .% , N,--t -I- -1- TYP 1,k_s-ric ii_ 1 p 0-- .141-5-A-D .1-15 pfr.....-n ot-.......\ (I-) - y4_-4 .".,e 5co\......) 0 5- _.... s_ Gl/k.P -1 rY L -8?-2- C4e...0 v•----- - !'' ft:—,,,,.- Project Name: TVF&R 51 tru. cturaI ,� M Q n i n e e r i n Job No: 1196 Sheet No. Revision: A 9 9 y 1840 N Winchell Street. Portland,OR 97217 p:360.921.9004 email: mdstructural@gmail.com Date: 9/15/2014 Engineer: MJD 1 s 1 i ! i j ' i I I I 1 i i 1 i 1 ! Alli 7 € fie i a'' ARS 8/A804 r'1 M ,, r- � rl-T Z .. iiii < iiii <. d •ase■f7flf:: fl��f .< • d fun:::i7 MEM !VL = 571 3 (g.z-- NC 11 S�f�P S vv Si n-,.e b ami n v--tst- C J- ,,, _ -n-r-EAD i-i tom-.6t5 t1,0 Iz_. a S' R,---r,... __t1 gip.: 5-r.. ..-1-67-2---- s> r relic--; G ._ 16 SIMPSON Anchor Designer IN Company: Date: 9/15/2014 w> Software Engineer: Page: 1/4 tn ►te Project: Version 2.0.5090.98 Address: Phone: E-mail: 1.Proiect information Customer company: Project description: Customer contact name: Location: Customer e-mail: Fastening description:JAMB ANCHOR Comment: 2.Input Data&Anchor Parameters General Base Material Design method:ACI 318-08 Concrete:Normal-weight Units: Imperial units Concrete thickness,h(inch): 12.00 State:Cracked Anchor Information: Compressive strength, (psi):4000 Anchor type:Concrete screw 4'c,v: 1.0 Material:Carbon Steel Reinforcement condition:B tension,B shear Diameter(inch):0.375 Supplemental reinforcement:Not applicable Nominal Embedment depth(inch):3.000 Do not evaluate concrete breakout in tension:No Effective Embedment depth,her(inch):2.190 Do not evaluate concrete breakout in shear:No Code report: ICC-ES ESR-2713 Ignore 6do requirement:Not applicable Anchor category: 1 Build-up grout pad:No Anchor ductility: No hmin(inch):4.67 Base Plate cep(inch):3.31 Corin(inch): 1.75 Sorin(inch):3.00 • Load and Geometry Load factor source:ACI 318 Section 9.2 Load combination:not set Seismic design:No 0 lb Anchors subjected to sustained tension:Not applicable Apply entire shear load at front row:No Anchors only resisting wind and/or seismic loads:No <Figure 1> 786 lb Er7 N r 0 lb /I° L 44 Agkriir Input data and results must be checked for agreement with the existing circumstances,the standards and guidelines must be checked for plausibility. 5956 W.Las Positas Boulevard Pleasanton,CA 94588 Phone:925.560.9000 Fax:925.847.3871 www.strongtie.com SIMPSON Anchor Designer TM Company: Date: 9/15/2014 ,._ Engineer: Page: 2/4 M:11-Vii:` E Software Project: n.tit ` z r-.-:; r>. ;* Version 2.0.5090.98 ® Address: Phone: E-mail: <Figure 2> nom" '• 0' �l -"t #2*:.:1 " ii*:.L y am: ,, t -a ,`,44 Ria: VTC ti*,1 5 tP44� ,�fe1`�' r"t ki ie (({n- _pria i fi. 1y'� 4J9 fC: A JP r c4 n fi 5a.€ , *shy s` —. fi�. r�+e� fF .� �4 tr. .. 4 r," t �y y{ i-s ,or a rbcs p w+ µy .w §. J t ' - r`rrr gt ., z, �a ti. ti : 2. 50 2 . 50 . Recommended Anchor Anchor Name:Titen HD®-3/8"0 Titen HD,hnom:3"(76mm) Code Report Listing:ICC-ES ESR-2713 try i.v—,.:ITfl ! 4r_:. tl Input data and results must be checked for agreement with the existing circumstances,the standards and guidelines must be checked for plausibility. 5956 W.Las Positas Boulevard Pleasanton,CA 94588 Phone:925.560.9000 Fax:925.847.3871 www.strongtie.com SIMPSON Anchor Designer TM Company: _ Date: 9/15/2014 :-, - ., , ;. Engineer: Pae: 3/4 i4 Software Pro ect: g a i .- Version 2.0.5090.98 1 ® Address: Phone: E-mail: 3.Resulting Anchor Forces Anchor Tension load, Shear load x, Shear load y, Shear load combined, N.(Ib) Voa.(Ib) V„ay(Ib) J(Vuax)2+(Vuay)2(Ib) 1 0.0 0.0 786.0 786.0 Sum 0.0 0.0 786.0 786.0 • Maximum concrete compression strain(%a):0.00 Maximum concrete compression stress(psi):0 Resultant tension force(lb):0 Resultant compression force(Ib):0 Eccentricity of resultant tension forces in x-axis,e'N.(inch):0.00 Eccentricity of resultant tension forces in y-axis,e'Ny(inch):0.00 Eccentricity of resultant shear forces in x-axis,e'vx(inch):0.00 Eccentricity of resultant shear forces in y-axis,e'vy(inch):0.00 8.Steel Strength of Anchor in Shear(Sec.D.6.1) V.(Ib) 09'.4 0 O9,ut0Vsa(Ib) 4460 1.0 0.60 2676 9.Concrete Breakout Strength of Anchor in Shear(Sec.0.6.2) Shear perpendicular to edge in y-direction: Vby=7(/e/de)"-s/da%t-✓fccar1.5(Eq.D-24) le(in) da(in) A fc(psi) car(in) Vby(Ib) 2.19 0.38 1.00 4000 2.50 1525 QV rby=0(Avc/AVcb)Yed-vYe,vY'b.vVby(Sec. D.4.1 & Eq. D-21) Alt(in2) Avco(in2) Ved,v /',v V'e,v Vey(Ib) 0 0Vcby(Ib) 28.13 28.13 1.000 1.000 1.000 1525 0.70 1068 10.Concrete Prvout Strength of Anchor in Shear(Sec.0.6.3) 01/4,=OkcpNcb=�krp(ANC/ANco1 V'ed.NY4,N p.NNe(Eq.D-30) kcp ANc(in2) ANc,,(in2) Y'ed.N `Yc.N V'cp.N Nb(Ib) 0 OVcp(Ib) 1.0 32.85 43.16 0.928 1.000 1.000 3485 0.70 1723 11.Interaction of Tensile and Shear Forces (Sec.D.7) Shear Factored Load,V.(Ib) Design Strength, oV„(Ib) Ratio Status Steel 786 2676 0.29 Pass T Concrete breakout y+ 786 1068 0.74 Pass (Governs) Pryout 786 1723 0.46 Pass 3/8"0 Titen HD,hnom:3"(76mm)meets the selected design criteria. 12.Warnings Input data and results must be checked for agreement with the existing circumstances,the standards and guidelines must be checked for plausibility. 5956 W.Las Positas Boulevard Pleasanton,CA 94588 Phone:925.560.9000 Fax:925.847.3871 www.strongtie.com lcl SIMPSON Anchor DesignerT"' Company: Date: 9/15/2014 Engineer: Page: 4/4 - = N ' Software nht r 'hiPi¢ Project: Version 2.0.5090.98 Address: Phone: E-mail: -Minimum spacing and edge distance requirement of 6da per ACI 318 Sections D.8.1 and D.8.2 for torqued cast-in-place anchor is waived per designer option. -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. 5956 W.Las Positas Boulevard Pleasanton,CA 94588 Phone:925.560.9000 Fax:925.847.3871 www.strongtie.com