Loading...
Specifications (36) Bull Mountain Heights Apartments BUP2015-00193 11430 SW Bull Mountain Rd. BUP2015-00194 11336 SW Bull Mountain Rd. BUP2015-00195 11344 SW Bull Mountain Rd. BUP2015-00196 11368 SW Bull Mountain Rd. BUP2015-00197 11382 SW Bull Mountain Rd. BUP2015-00198 11396 SW Bull Mountain Rd. BUP2015-00199 11418 SW Bull Mountain Rd. BUP2015-00200 11424 SW Bull Mountain Rd. BUP2015-00201 11452 SW Bull Mountain Rd. BUP2015-00202 11460 SW Bull Mountain Rd. RECEIVED 3Ut 6 2015 CITY OF TIGARD MADDEN&B A U G H M A N BUILDING DIV15tON E N G I N E E R I N C , I N C May 13, 2014 Mr. Ryan Austin Polyphon Architecture and Design 412 NW Couch Street, Suite 309 Portland, OR 97209 RE: Courtside Apartments 11430 SW Bull Mountain Road Tigard, OR 97224 Dear Mr. Austin, Attached please find structural calculations, sheets S1 through S17, for the replacement of exterior balcony framing and guardrails for the Bull Mountain Heights Apartments located at 11430 SW Bull Mountain Road in Tigard, Oregon. The framing and guardrail replacement is shown in structural drawings S0.1 through S7.2, dated July 2, 2015. Design of new structural components was made in conformance with the requirements of the 2014 Oregon Structural Specialty Code. If you have any questions please call me. 5..c\ PROFFssi Sincerely, G I NF Q- �� 19386 F,p �l fl r j\P-"--WW- a OREGON JG' 22, 1°�1 F,p°21E A MP\' Jerome Madden, RE., S.E., Principal EXPIRES 12-31-16 Madden & Baughman Engineering, Inc. The attached calculations represent design for gravity and lateral loads as determined by the applicable building code. To the extent the design is based on information provided by the client or others, Madden & Baughman Engineering, Inc. has relied on such information and assumed that it is accurate. Madden & Baughman Engineering, Inc. shall have no liability with respect to means and methods of construction. The engineering reflects the finished product and no consideration has been made for temporary conditions that may exist during construction (such as loads induced during erection, shoring, etc.), which are entirely the responsibility of the contractor. Madden& Baughman Engineering, Inc. is and shall remain the owner of the calculations. Unauthorized use of these calculations is prohibited including but not limited to making changes to this project or use on other projects. 815 SW 2 Avenue.Suite 350, Portland,OR 97204/tel 503.238 7611 /www.matldenbaughman.c^ulTt S1 Bull Mountain Heights Calculations M B MADDEN & BAUGHMAN ENINEERINGNC Prole. Bull Mountain Flights SY TMY Sheet No S2 ® MADDEN&BAUGHMAN LooathOTigard, OR Date 7/1/2015 E N G I N E E R ! N G , ! N C . Portland,OR Polyphon Revised Job No Ctient Lel 503.236.7611 www.maddenbaughman.com 15013 Date Project Scope: Replace balcony hand rails, deck framing including joists, exposed exterior beams and posts supporting exterior beams. No change in lateral load path or gravity load path through foundations. �� Pmjacl Bull Mountain Hights 14-1:4A- C7sreoS3 MADDEN&SAUGHMA[d Tigard, OR �.aGI E N G I N E E R N G l N C g Jab No B - Portland,OR Cileni Polyphon Rew�d tel 5032363611 15013 www.avaddenbaughman.com pate • r MLcu6-' 6( q ` (0/ E L 1L -. 40(5-'71 )=1(0o kip- L0 L/7v 2-G .t,5. 61/(6c Pitt/ Rim 4f. � it (.ZC) — Lgtvik_ ipop kr2„,i-D ?; • : Lit = - p;tt-ride, LJ / CYiJts -L.yl V -' S4 COMPANY PROJECT Ifl f WoodWorks® SOFTWARE FOR WOOD DEVON June 3,2015 10:48 15013-Al Beam.wwb Design Check Calculation Sheet Sizer 7.1 LOADS (Has,psf,or plf) Load Type Distribution Magnitude Location [ft] Units Start End Start End Loads Dead Full UDL 25.0 plf Load2 Live Full UDL 100.0 plf MAXIMUM REACTIONS (lbs) and BEARING LENGTHS(in) : '''''':. ----------:'''S ----.:7-7T-7:72Z---:::::-`'7--- -7 7-77`77-7-7-7-,7777,-.77-7--.7'I:-----7.'7 -77-7-:--7-27-7: -7'7-77-77:'77-7777.7-7-777-7''i, kr 104 Dead 156 156 Live 500 500 Total 656 656 Bearing: Load Comb #2 #2 Length 0.50* 0.50* 'Min.bearing length for beams is 1/2"for exterior supports Timber-soft, Hem-Fir,No.1, 6x6" Self-weight of 6.25 plf included in loads; Lateral support:top=16.00 bottom=at supports;[inj Analysis vs.Allowable Stress (psi) and Deflection (in)using NDS 2005: Criterion Analysis Value Design Value Analysis/Design Shear fv = 30 Fv' = 112 fv/Fv' = 0.26 Bending(+) fb = 710 Fb' = 780 fb/Fb' = 0.91 Live Defl'n 0.24 = L/502 0.33 = L/360 0.72 Total Defl'n 0.35 = L/341 0.50 = L/240 0.70 ADDITIONAL DATA: FACTORS: F/E CD CM Ct CL CF Cfu Cr Cfrt Ci Co LC# Fv' 140 1.00 1.00 1.00 - - - - 1.00 0.80 1.00 2 Fb'+ 975 1.00 1.00 1.00 1.000 1.000 1.00 1.00 1.00 0.80 - 2 Fcp' 405 - 1.00 1.00 - - - - 1.00 1.00 - - E' 1.3 million 1.00 1.00 - - - - 1.00 0.95 - 2 Emin' 0.00 million 1.00 1.00 - - - - 1.00 0.95 - 2 Shear : LC #2 = D+L, V = 656, V design = 596 lbs Bending(+) : LC #2 = D+L, M = 1641 lbs-ft _Deflection: LC #2 = D+L EI= 99e06 lb-int Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection. (D=dead L=live S=snow W=wind I=impact C=construction CLd=concentrated) (All LC's are listed in the Analysis output) Load combinations: ICC-IBC DESIGN NOTES: i.Please verify that the default deflection limits are appropriate for your application. 2.Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. S5 COMPANY PROJECT is Wood Wrk o s SOFTWARE-FOR WOOD DESIGN June 3,2015 10:55 15013-B1 Beam.wwb Design Check Calculation Sheet Sizer 7.1 LOADS (lbs,psf,or pif) Load Type Distribution Magnitude Location [ft] Units Start End Start End Loadl Dead Full UDL 25.0 plf Load2 Live Full UDL 100.0 plf MAXIMUM REACTIONS(lbs)and BEARING LENGTHS (in) : l0' 12,-6'1 Dead 210 210 Live 625 625 Total 835 835 Bearing: Load Comb #2 #2 Length 0.50* 0.50* *Min.bearing length for beams is 1/2"for exterior supports Timber-soft, Hem-Fir, No.1, 6x8" Self-weight of 8.52 plf included in loads; Lateral support top=16.00 bottom=at supports;[in] Analysis vs.Allowable Stress (psi)and Deflection (in) using NDS 2005: Criterion Analysis Value Design Value Analysis/Design Shear fv = 27 Fv' = 112 fv/Fv' = 0.24 Sending(+) fb = 607 Fb' = 780 fb/Fb' = 0.78 Live Defl'n 0.23 = L/652 0.42 = L/360 0.55 Total Defl'n 0.35 = L/433 0.63 = L/240 0.55 ADDITIONAL DATA: FACTORS: F/E CD CM Ct CL CF Cfu Cr Cfrt Ci Cn LC# Fv' 140 1.00 1.00 1.00 - - - - 1.00 0.80 1.00 2 Fb'+ 975 1.00 1.00 1.00 1.000 1.000 1.00 1.00 1.00 0.80 - 2 Fcp' 405 - 1.00 1.00 - - - - 1.00 1.00 - - E' 1.3 million 1.00 1.00 - - - - 1.00 0.95 - 2 Emin' 0.00 million 1.00 1.00 - - - - 1.00 0.95 - 2 Shear : LC #2 = D+L, V = 835, V design = 751 lbs Bending(+) : LC #2 = D+L, M = 2508 lbs-ft Deflection: LC #2 = D+L EI= 251e06 lb-in2 Total Deflection = 1.60(Dead Load Deflection) + Live Load Deflection. (D=dead L=live S=snow W=wind I=impact C=construction CLd=concentrated) (Ali LC's are listed in the Analysis output) Load combinations: ICC-IBC DESIGN NOTES: 1.Please verify that the default deflection limits are appropriate for your application. 2.Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. S6 COMPANY PROJECT i WoodWorks SOF?IVAAF FOR W000 DFSIGH June 3,2015 10:58 15013-D1 Beam.wwb Design Check Calculation Sheet Sizer 7.1 LOADS (lbs,psf,or pif) Load Type Distribution Magnitude Location Eft] Units Start End Start End Loadl Dead Full UDL 28.0 plf Load2 Live Full UDL 110.0 plf MAXIMUM REACTIONS (lbs)and BEARING LENGTHS (in) : . 10' idfl Dead 171 171 Live 550 550 Total 721 721 Bearing: Load Comb #2 #2 Length 0.50* 0.50* . 'Min,bearing length for beams is 1/2"for exterior supports Timber-soft, Hem-Fir, No.1, 6x6" Self-weight of 6.25 plf included in loads; Lateral support_top=16.00 bottom=at supports;[inj Analysis vs.Allowable Stress(psi)and Deflection(in) using NDS 2005: Criterion Analysis Value Design Value Analysis/Design Shear fv = 32 Fv' = 112 fv/Fv' = 0.29 Bending(+) fb = 780 Fb' = 780 fb/Fb' = 1.00 Live Defi'n 0.26 = L/456 0.33 = L/360 0.79 Total Defl'n 0.39 = L/311 0.50 = L/240 0.77 ADDITIONAL DATA: FACTORS: F/E CD CM Ct CL CF Cfu Cr Cf rt Ci Cn LC# Fv' 140 1.00 1.00 1.00 - - - - 1.00 0.80 1.00 2 Fb'+ 975 1.00 1.00 1.00 1.00D 1.000 1.00 1.00 1.00 0.80 - 2 Fcp' 405 - 1.00 1.00 - - - - 1.00 1.00 - - E' 1.3 million 1.00 1.00 - - - - 1.00 0.95 - 2 Emin' 0.00 million 1.00 1.00 - - - - 1.00 0.95 - 2 Shear : LC #2 = D+L, V = 721, V design = 655 lbs Bending(+) : LC #2 = D+L, M = 1803 lbs-ft .Deflection: LC #2 = D+L EI= 99e06 lb-int Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection. (D=dead L=live S=snow W=wind I=impact C=construction CLd=concentrated) (All LC's are listed in the Analysis output) „Load combinations: ICC-IBC DESIGN NOTES: 1.Please verify that the default deflection limits are appropriate for your application. 2.Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. �Preled Bull Mountain Rights eYS ee MADDEN&BAUGHMAN-II if ( S7 eor,��TiTigard, OR �ate� �� Wit E N G I N E E R I N G , I N C . Portland,OR Clem Poiyphon Revised Jch N tel 503.230611 15013 wmwH.maddenbaughman.com J Date y rLrl[ 3d#rg5)s` f - 5�. g 1\. # J, Cc( Cf . 64 44- dL73 5 fLLTf4J r p,q G U F� �F✓ (47 it f M w • SR COMPANY PROJECT %a WoodWorks SOFTWARE FOR W000 DES CH July 1,2015 13:08 Beaml Design Check Calculation Sheet Sizer 7.1 LOADS (lbs,psf,or plf) Load Type Distribution Magnitude Location (ft) Units Start End Start End Loadl Dead Full Area 10.00 (16.0)* psf Load2 Live Full Area 40.00 (16.0)* psf *Tributary Width (in) MAXIMUM REACTIONS(lbs)and BEARING LENGTHS(in) : 10' 10,-3� Dead 80 80 Live 273 273 Total 353 353 Bearing: Load Comb #2 tit ` Length 0.73 0.73_ Lumber-soft,Hem-Fir, No.1,2x8" Spaced at 16"c/c;Self-weight of 2.25 plf included In toads; Lateral support:top=full,bottom=at supports;Repetitive factor applied where permitted(refer to online help); Analysis vs.Allowable Stress(psi)and Deflection (in) using NDS 2005: Criterion Analysis Value Design Value Analysis/Design Shear fv = 43 Fv' = 120 fv/Fv' = 0.36 Bending(+) fb = 826 Fb' = 1076 fb/Fb' = 0.77 Live Defl'n 0.19 = L/630 0.34 = L/360 0.57 Total Defl'n 0.25 = L/488 0.51 = L/240 0.49 ADDITIONAL DATA: FACTORS: F/E CD CM Ct CL CF Cfu Cr Cfrt Ci Cn LC# Fv' 150 1.00 1.00 1.00 - - - - 1.00 0.80 1.00 2 Fb'+ 975 1.00 1.00 1.00 1.000 1.200 1.00 1.15 1.00 0.80 - 2 Fop' 405 - 1.00 1.00 - - - - 1.00 1.00 - - E' 1.5 million 1.00 1.00 - - - - 1.00 0.95 - 2 Ervin' 0.55 million 1.00 1.00 - - - - 1.00 0.95 - 2 Shear : LC #2 = D+L, V = 353, V design = 311 lbs Bending(+) : LC #2 = D+L, M = 904 lbs-ft Deflection: LC #2 = D+L EI. 71e06 lb-int Total Deflectioa = 1.00(Dead Load Deflection) + Live Load Deflection. (D=dead L=live S=sncw W=wind I=impact C=construction CLd=concentrated) (All LC's are listed in the Analysis output) Load combinations: ICC-IBC DESIGN NOTES: 1.Please verify that the default deflection limits are appropriate for your application. 2.Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. P"ect Bull Mountain Hights By TMY SI,eet No S9 A:11MAD DEN&BAUG HMAN L-cTigard, OR Date 7/1/2015 -B.__ ENGINEERING , INC . - Job No Portland,OR chent Polyphon Rewsed tel 503236.7611 15013 www maddenbaughman com Date Model Geometry _.,..- ---` ,'., rn...!,- -.:el evaluates the deflection , characteristics of the joists that do .---- ---- not have a full backspan for ---- ,-,-,g, .,--- balcony D-1, including the joists *---. ,- "--- -----""--- between node 20 & 30, which is supported by the rim board. -12 ' -,„, $16 ,-, ..,....-- ii __,---- -- _...,Thi , -----"„•. :L:- 7119 ----”' --,a7r- Load Case 1 - Live only applied to cantilever. .-- ,-- ,-- -,-- „,._. ----, ... Rr'ieC' Bull Mountain Hights By TMY Sheet SNo i 0 AMIII MADDEN&BAUGHMAN LoOa,ineTigard, OR Date 7/1/2015 —la_ E N G I N E E R I N G , I N C . Job No. Portland,OR C11em Polyphon Revised tel 503.236.761 I 15013 www.maddenbaughman.corn Date Load Case 1 - Reactions -29 9 1.1. / - -27 2 2,4:„..!..,-"----" ,A, -2,S3 c / jrj /Fq lir ` $ am' - 1 7 �j fJ J 4 1 M 1. ,xe J -2'3+31 0.'i .-- 77 , . fi Load Case 1 - Moment Diagram ,` 1' .- ate- . y" 14 2 - 4dFP � §F F;. '' :..,, 44P— ,41,---- 209 2 j 2 l Sheet No Project Bull Mountain Nights By TMY Si 1 © MADDEN&BAUGHMAN Location Tigard, OR Dale 7/1/2015 __g E N G I N E E R I N G , I N C . - Job No Pordand.OR Client Polyphon Revised tel 503.236.761 I 15013 www.maddenbaughman.com Dale Load Case 1 - Shear Diagram , ,,, :.- "4.- .,,,,,,,,,....c,a-:._ _ dr,s. v f -62.8 _ ' -3 8 r 8 � a 4.e.,..,-- :;,•, ,ti* . -21 -Load Case 1 - Deflected Shape. r Jr f`' 1''- r .- rir 9. Ktcz,.._ ,, ,,>':- ' -666. • _ "' ' .,-.1--' - , - r {% fir•'`^ 'l ✓-Y-9-,-' 4.1'� f .1 r f .' s' /FterF, 1 r Y 9. ..:..e.�-. Maximum Deflection: 0.015" (Node 30) P gect Bull Mountain Hights BYTMY S S12 heet No MADDEN&BAUGHMAN I�oTigard, OR Date 711/2Q45 B ENG I N E E R I N G . INC . Portland,OR Creno Polyphon Revised Job No tel503.236.7611 q www.maddenbaughman-com 50 3 Date Load Case 2 - 500# live point load applied to unsupported corner. r ti r t .! •vim'',A4.,‘"- by . • ,- r Y .'.X t'X <., " � 44-x"` Y < �ak� y F',. 't.,-,t'1•. 1..�> ,:- .:c.S ,� .s s^ )ma�+��,;�•- � '�f A4;17.y Y i /"t` 'q;!_ -' --77;•-!.7..S.: t,1F�N` ' ^, Fi:r= Load Case 2 - Reactions r z � --,..,_---,0 ! %! -v-g-s iii 1l -s-*--",< �f No Project Bull Mountain Hights a' TMY Sheet © MADDEN&BAUGHMAN L°caticnTigard, OR Date 7/1/2015 _e, E N G I N E E R I N G , I N C . •— Job No. Polyphon Revised Portland,OR client tel 503.236.7611 15013 www.maddenbaughman.com Date Load Case 2 - Moment Diagram r d r f ` 13.1 '.I`` `" -52.7 \ l� 2K4 i?' A., _=d- 104_9 Si':fi - .• } ~ F6 � } xei a . -"` - -4.1 Load Case 2 - Shear Diagram z.2 rte..-/- fs _ -13-9 1 prr 24 ', p/ O --K-'-'.--- J '� J f! .: " -5 5 K 4.^Sr- 3 " h 0 t� '' 1v i - , - ---0'<.--- � -7.3 ar-ia. Bull Mountain Rights By TMY She 9 4 ACk MADDEN&BAUGHMAN {-...dor,Tigard, OR Date 7/1/2015 g_.... E N G l N E E R I N G , I N C , Portland,OR Client Polyphon Revised Job No tel 503.236.7611 www,maddenbaughman.com 15013 Date Load Case 2 - Deflected Shape A r' A r '' w! ° " tee` f �.� -,7 `�� f� .r`' f. .., �, R �r rs - f �`.,A/ /••J P1�. `rte. tee' Ak -'1C,,,,,,,......,,....<' ..., .•-•'` ,..„--• -"`J � ice ., it �� ��o fr" r s` • Maximum Deflection: 0.117" (Node 30) n.,. F.pct Bull Mountain Hights ay,-74 AU` sh`°INo MADDEN&BAUGHMAN Lo�t;�, Tigard, OR °at� wi,i/ i S15 B, t E N G I N E E R I N G , I N C . Pattlard OP. Client Polyphon Ravi9etl Job No tel 501236.7611 15013 www.maddenbaughman.com Dale 4,(A4 e2141.,_ � ) z P 2.5-0(50 zsc04* iO2 V7Tz ' x.5k.}�`I.:Ud`-`' LiiiC56R4,7 /1-5 A%Lao7 ►iv a4.41 roc- d'rr‘ 6-243 }int, it-0dr vokre f _ ProiectBull Mountain Hights as TMY Shee`S16 . iglik MADDEN&BAUGHMAN o t,sTigard, OR Date 11/14,7014 B ENGINEERING , INC . Polyphon OR 'mem Polyphon Revised lob Na. 503,136.7611 15013 w maddcnbaugfiman,eoin Subject Date Withdrawal Capacity of Fully Developed Lag Screws Based an AWC NDS Appendix L&EQ'N 011,2.1-1 Specific Gravity,G= 0.43 (Hem-Fir) L / '�� 11h11110111► 1 1 1 i- 5 7—E J, E _ 43.c y S m_ T-E(in) Lag Screw Diameter,D(in) J 1/4 5/16 1 3/8 I 7/16 1 112 1 5/8 1 3/4 1 7/8 1 1 1 1/8 1 1 1/4 Reference Withdrawal Design (lb/in) 1, a Value W(lb) — m 4 179 212 243 273 302 357 409 459 508 554 600 1 1/4T-E 19(32 3/16 17/52 15/32 7/35 W 107 119 129 128 132 7--1 1 3/32 1 1/16 1 1/32 91/32 15/16 1 1/2 1/4 W 196 225 251 264 283 2 1/27-E 1.11 1 5(16 1 2/31 1 7/32 1 3/15 1 3/12 - 7 W 241 278 312 333 358 390 1-E 119/32 1 9/16 117/32 115/32 1 7/16 111/32 2 1/2 3/4 W 286 331 372 401 434 479 3 1 7-E 127/31 113/15 325/32 1£3/32 111/15 113/32 3.3/2 113/32 1 5/2 W 331 384 433 469 509 559 614 546 655 1-E 2 11/32 2 5/15 2 9/32 2 7/32 2 3/16 1 3/32 2 1 29/32 1 13/15 1 23/32 1 5/4 4 1 1/2 W 421 491 555 606 660 747 818 875 920 953 975 5 2 T-5 217/31 213/35 2Z./°32 373/31 313/15 215/ 2 1/2 723/32 1 5/15 1 7/32 1 1/1 W 510 597 576 742 811 925 1223 1105 1174 1230 1275 1.3 311/32 3 5/16 3 9/32 3 1/32 3 3/16 3 3/32 3 229/32 213/15 223/32 2 3/9 6 21/2 W 600 703 — 798 879 962 1104 1227 1334 1427 1507 1575 7 3 1-E 337/'3 313/15 325/32 313/32 371/35 334/33 3 3/2 3:3/31 3 5/35 3 7/32 1 2/e W 690 809 920 1015 1113 1282 1432 1564 1581 1785 1875 7.E 411/32 4 5/16 4 9/22 4 7/32 4 3/16 4 3/32 4 329/31 313/16 323/32 3 5/3 8 3 1/2 W 779 915 1041 1152 1264 1461 1636 1794 1935 2062 2175 9 4 T-E 427/33 413/111 425/32 4231132 413/15 429132 4 1/2 413/31 4 5/16 4 7/32 4 1/8 W 869 1021 1163 1288 1415 1639 1841 2023 2189 2339 2475 1-1 511/32 5 5/16 5 9/32 5 7/32 5 3/15 5 3/32 5 429/32 433/16 423/32 4 5/1 10 4 1/2 W 959 11271285 1425 1566 1817 2045 2253 2443 2616 2775 17. 13-5517/:1. 513/16 — 525/31 523/32 511/75 5 33/33 5 1/2 513/32 5 5/15 5 7/32 5 1/e W 1049 T7Z1 1405 1561 1715 1996 2250 2482 2599 2893 3075 7.1 517/32 513/16 515/32 523/32 513115 519/31 5 1/2 513/32 5 5/15 5 7/32 5 1/3 12 6 W 1049 1233 1406 1561 1716 1996 2250 2482 2696 2893 3075 Protect: Bull Mountain Hights eY: . 5,eet No. MADDEN&BAUGHMAN gS17 ENGINrERiruc . INC . `cc3ti":Tigard, OR Date "` Polyphon Revised: Job No. • jaublect: Date: 15013 Loading Condition Mu= 1.70 kip-ft Lb= 51 in 0b= 1 Material Properties F5= 36 ksi E= 29000 ksi 0.08E/FY= 64.4 1.9E/FY= 1530.6 Bar Geometry d= 2.5 in t= 0.5 in Lbd/t`= 510.0 Flexural Stength Yielding For rectangular bars with Lbd/t`<_0.08E/FY bent about their major axis and bars bent about their minor axis, MR FyZ51.6My = kip-in - Lateral Torsional Buckling For rectangular bars with 0.08E/Fy<Lbd/t`51.9E/FY bent about their major axis, Mr=Cb(1.52-0.274(Lbd/t`}(FY/E)]MYSM❑ = 25.2 kip-in For rectangular bars with Lbd/t`>1.9E/FY bent about their major axis, Mk= FcrSx5Mp Fo,= 1.9ECb/(Lbd/t1 ksi M„= kip-in Controlling Strength oil= 0.9 4Mn= 1.89 kip-ft