Loading...
The URL can be used to link to this page
Your browser does not support the video tag.
Report (2)
proier;t & Doul. I►"" p�� if b Job No. __..' _.. t l Client location / / /5 { \ __..._�. -i---_ —- _......_ _.. 1. � Designed by CA. Page of I �___. __..__ Zrt7 t STRUCTURAL ENGINEERS 1Sheet description f ‘-' 1(94-r 5240_r . Ca/h-lc, COLOALI ►,dr t{ A'1'1 -4 rj C6 /E 7' 2 s 0sz.J ,)R-7.-7E., 4-/i 4/ 20+7. I - 'S t Gaal fb,...k ' _- . GoLu,,,,-�1 5 e. tA, 8 . ' j 1 j i t i • i I i 1 Project Job No cvo 5 fai 1 1:;7 , . Client t Locaion 115Ic . , ABHT , i Designed by Date G i i Page z, Of .. - Sheet description STRUCTURAL ENGINEERS itret.10-10, ArrI-C'EP17.7),14,64,4ti Lipil,eari2i, I4•4"• ,--_-______ . - ei-vrx 7c,1 1 e i ii z . ce ILI* A' i • ''' - ' I ------...„, 1 1...."'.4 (.....0* . i . . , , . , . k 1,4i ex. 711 tot' t- . i 7 ii 7 a at • , . , , ,,,, Its, : . ,,..,,,, ::. -/z.'it-:::ki.0.-4:'''zq,....„3,J7: , Jt , . ,.. , CA/5 puggew 711 /6 i Job No. Client i Location ' 1/5,fs- B H T Designed by CA Date Ch 7 Page 40 of STRUCTURAL ENGINEERS II Sheet description fi - 1 1 i • % .1S-0: t 4 7( .27,5 )f 41,<) 2/, . /1 2 '•lyr /4 - "fr 1 LP ft - 3 - 1 (12 a.a.0) . z (0$ , '3 s 7 ,, ., . 1.... . <9.:218 ( iz-..kt „ 1 ). .0> pit.C•se"2 f el eitZt 0 'a:‘ts, vt Vi ..... I1 7 ------r vi ! -;------ 4..----1 -2.- 14. i t ...1 ....z.i..., .. e f' . , .. 4A e - li I ........ . 1 ".... , wow IBM IP vie- Is I (7 •-, 4 ‘...- v•- .( ..,,,,- \1:\ ,,,, L.\ slinfriai / -- (L . * a% ri,t4( 1 0'4' v I . --- Project et,tts potwittil pip,Jo Job No. I Client Location ill /5 A B H T Designed by at Date S i i 1 Page 5of STRUCTURAL ENGINEERS Sheet description Coliad77114*4.1 t40,4c,c4) cot i frir, , f,1/4irj "1:31e$1,4...,..i CO cget-i T714 %-• -r (- -% /` )(t....(2 C-Avt-I la • _ _ 6411 L. 1 triA-A, , - 1 41 II 1 1 112-`1 i et. A I 1 0 Ze 2t ,e2. (tr it 33 ou- Tilti c. e- fq:67 1- ...., ........_-- - 7. 1 '35 , I M ' 1/..1, T24 A 1,kj + I g... ‘4.-rf r, 51,o- 2,,c--J ...---- t 5iCa 1.6.5 .. It t kfL 1 % \ LU .5)(t )0 /. N- 0 i 3 (1-.0 ) (.' ) /14 C-44+9 ---- re641---A,— , LI icre. v chct4i,s— x( s-0 - 7. 2-1/4- St4— _ 7 2,. , z y", e, ' i t,f. 4, 'x 3.sl I M. -Z-(t rZ, X 7,, Sj •÷" (IC.3 71-, ge*1 e '' -9 4- z• 2... 1 61 02,-f lc 4 1 15.1 2- •a4 2 Or. Is) 4 , 73 et!"- q--- -?...(-1-'0 2- 3 , a ki 1 1 6 (4) / . ... Prolect 614)3 gie....0 Ab. Job No Client Location E3. "''' A HT ' • Designed by e...41., Date ;—//1/5//,2 Page ee, of • ; STRUCTURAL ENGINEERS sheet description 15(2406.4 ededzi6 A.g. b.-ME/2'44-dr 491,41‘,./ # if,fmedd 6 Pea-rl 40a-sikx- - I 1 4ti 1 121 ,, \ • 1 C) I. I ‘ i i 1111 U4t, tAt-ra. TD 6,4_ •60,..ic. 11E, ut, 4A-eA1/4r \ 4A 4r gi. 76. 1" oze /17t,ti- 116 kkotitei-ko 121_0-7-*. : c7k-- . 451A10o4:, or PLA-it 1: 0_ 61e2 k 5; , - { \ k.... tz_ t 4 ( .S.?... ) 4 t ,. 1 265r t' ' bc Go x AP (4-3,6.) , . 1 Table Of Contents 71/2 - Ton Bridge Crane Runway Durham O&M Building Remodel Phase IB Description Issue Date Revision Date Sht. No. Structural Calculations Gravity and Crane Lateral Loads Apr 14, 2017 101 Runway Beam Design Apr 14, 2017 201 - 209 Cantilevered Crane Runway Columns Apr 14, 2017 301 - 305 Base Plate Design Apr 14, 2017 306 Longitudinal X Bracing Apr 14, 2017 307 T_i■_ I 4 r.,,_a___4_ OLa 1 • C. C. Peterson Engineering Consulting Engineers CLIENT: WASHINGTON CRANE&HOIST BY: PETE PACIFIC,WASHINGTON DATE: APRIL 2017 PROJECT NO: 17-122 PROJECT: 7 1/2-TON BRIDGE CRANE SHEET NO: 101 DURHAM O&M BLDG REMODEL PHASE 1B FILE NO: 17122-101.XLS CRANE LOAD SUMMARY Crane Loading LOADING CRITERIA-7 1/2 TON CRANE LIFTED LOAD — 15.00 K BRIDGE = 5.08 K HOIST&TROLLEY = 1.43 K TOTAL = 21.51 K \ 'TM m2 U VERTICAL IMPACT ,V LIFTED LOAD = 15.00 K HOIST&TROLLEY = 1.43 K 1/2 BRIDGE = 2.54 K SUB-TOTAL = 18.97 K IMPACT(15 PERCENT) = 2.85 K �n II • �(I„ TOTAL = 21.82 VU`utit,; �✓, S WHEELS PER RAIL = 2.00 WHEEL LOAD = 10.91 K LATERAL IMPACT LIFTED LOAD = 15.00 K HOIST&TROLLEY = 1.43 K SUB-TOTAL = 16,43 K IMPACT(20 PERCENT) = 3.29 K TOTAL No.OF WHEELS = 400 LATERAL LOAD PER WHEEL 0.822 K �"Q 9 p6-4- /IBJ ' f LONGITUDINAL IMPACT(PER SIDE) LIFTED LOAD = 15.00 K 1/2 BRIDGE = 2.54 K HOIST&TROLLEY = 1.43 K TOTAL = 18.97 K IMPACT(10 PERCENT) = 1.90 K r2_ 7 t S 1-t-p .t3a-A-- 0 [/ Phone (503)287-5532 2644 N.E.26th Ave Fax (503)282-7226 CC Peterson Engineering 7 1/2 Ton Bridge Crane Page: 1 --- -, 2644 NE 25th Ave Portland,Oregon Filename: 17122-03.TEL RO ��'�1,� 1 e/ 503-287-5532 Description:Durham O&M Bldg Remodel Phase 2 Q5->ifT Engineer:Pete Peterson ..740/ - Joint Data Row Joint X-Coord Y-Coord X-Degree Y-Degree Z-Degree Jt Disp No No ft ft of freedom of freedom of freedom Coor Sys 1 1 )0.000 b.000 Fixed Fixed Free 0 2 2 12.500 0.000 Free Free Free 0 3 3 14.563 0.000 Free Free Free 0 4 4 20.721 0.000 Free Free Free 0 5 5 28.125 0.000 -Free Fixed Free 0 i o • e .a D, ti O � 5 t4. 10 28.E 1.- � `t•(LS Runway - Gravity Loading S-FRAME Enterprise Version 11.2.6 Monday April 10 2017, 1:15 pm c copyright 1995-2016,S-FRAME Software Inc. CC Peterson Engineering 7 1/2 Ton Bridge Crane Page:2 2644 NE 26th Ave Portland,Oregon Filename: 17122-03.TEL 503-287-5532 Description:Durham O&M BIdg Remodel Phase 2 Engineer:Pete Peterson Row Is a Master Master Joint Constraint Floor No Joint Number ID ID 1 False 0 0 0 2 False 0 0 0 3 False 0 0 0 4 False 0 0 0 5 False 0 0 0 Section Property Data Sec Section Table Inertia Gross Area Shear Area Stress Pt 1 Stress Pt 2 No Name No in4 in2 in2 in in 1 w18X46-c12X20.7 0 1,026.800 19.590 6.700 6.634 -11.708 Runway - Gravity Loading S-FRAME Monday April 10 2017, 1:15 pm co Enterprise Version 11.2.6 pyright 1995-20I6,S-FRAME Software Inc. CC Peterson Engineering 71/2 Ton Bridge Crane Page:3 2644 NE 26th Ave Portland,Oregon Filename: 17122-03.TEL 503-287-5532 Description:Durham O&M Bldg Remodel Phase 2 Engineer:Pete Peterson -° 3 Sec Tapered No ID No 1 0 Load Case 1 -Basic Member Load Data Load Case Description:RAIL+RUNWAY Row Member W1 at X1 Distance W2 at X2 Distance Member Load__. No No k/ft X1/Length k/ft X2/Length Type 1 1 X0.077 0.000 -0.077 1.000 Y Projected 2 2 -0.077 0.000 -0.077 1.000 'Y Projected 3 3 -0.077 0.000 '-0.077 1.000 \Y Projected 4 4 -0.077 0.000 -0.077 1.000 V Projected Load Case 2-Joint Load Data ^-. Load Case Description:CRANE WHEEL LOADS Row Joint X-Force Y-Force Z-Mom No No kips kips k-ft 1 2 0.000 -9.485 b.000 2 4 0.000 '-9.485 0.000 Load Case 3 -Joint Load Data Load Case Description:15 PERCENT IMPACT Row Joint X-Force Y-Force Z-Mom No No kips kips k-ft 1 2 0.000 -1.425 0.000 2 4 0.000 '-1.425 0.000 Load Combination 1 - Description=Load Comb 1 Status=Active X-Notional Factor= 0 Y-Notional Factor= 0 Runway - Gravity Loading S-FRAME Enterprise Version 11.2.6 Monday April I0 2017, 1:15 pm c Copyright 1995-2016,S-FRAME Software Inc. CC Peterson 644 NE 26th ingg 71/2 Ton Bridge Crane Page:4 Ave Portland,Oregon Filename: 17122-03.TEL 503-287-5532 Description:Durham O&M Bldg Remodel Phase 2 Engineer:Pete Peterson staile"- - Row Load Load No Case Factor 1 RAIL+RUNWAY 1 2 CRANE WHEEL LOADS 1 3 15 PERCENT IMPACT 1 Load Combination 2 Description=Load Comb 2 Status=Active X-Notional Factor= 0 Y-Notional Factor= 0 Row Load Load ' No Case Factor 1 RAIL+RUNWAY 1 2 CRANE WHEEL LOADS 1 3 15 PERCENT IMPACT 0 Linear Static Analysis Joint Displacements For Load Combinations Row Joint Ld Comb X-Tran Y-Tran Z-Rot No No No in in rad • 1 1 1 0.000 0.000 -0.005 b Z g r ' r '7 �oP 2 2 0.000 0.000 -0.005 3 2 1 0.000 -0.610 -0.001 4 2 0.000 -1,—; -0. 5 3 1 0.000 -0.628 1.000 L L/ 6 2 x0.000 + __... —1_ b.000 , A.r'.r r" G 3 4../4.4, G/c 7 4 1 0.000 -0.507 b.003 8 2 0.000 -0.445 0.003 9 5 1 0.000 b.000 0.006 10 2 0.000 0.000 (.005 ' - Linear Static Analysis Support Reactions For Load Combinations Row Joint Ld Comb X-Force Y Force Z-Moment No No No kips kips k-ft 1 1 1 0.000 10.493 0.000 Runway - Gravity Loading S-FRAME Enterprise Version 11.2.6 Monday April 10 2017, 1:15 pm C Copyright 1995-2016,S-FRAME Software Inc. • CC Peterson Engineering 7 1/2 Ton Bridge Crane Page:5 2644 NE 26th Ave Portland,Oregon Filename: 17122-03.TEL 503-287-5532 Description:Durham O&M BIdg Remodel Phase 2 Engineer:Pete Peterson - Row Joint Ld Comb X-Force Y Force Z-Moment No No No kips kips k-ft 2 2 b.0oo 9.268 0.000 3 5 1 0.000 13.561 0.000 4 2 0.000 11.936 0.000 Linear Static Analysis Base Shears and Overturning Moments For Load Combinations 1 G3� " t Row Ld Comb X-Force Y-Force Z-Moment -r c No No kips kips k-ft !' I1 1 1 0.000 24.054 394.972 I 2 2 0.000 21.204 347.632 Linear Static Analysis Member Forces For Load Combinations Row Member Ld Comb Station Axial Shear Moment No No No ft kips kips k-ft 1 1 1 0.000 b.000 10.493 0.000 2 1 12.500 0A00 9.534 125.165 3 2 0.000 0.000 9.268 0.000 4 2 12.500 0.000 8.309 109.858 5 2 1 0.000 0.000 -1.376 125.165 6 1 2.063 0.000 -1.534 122.163 7 2 0.000 0.000 -1.176 +109.858 8 2 2.063 0.000 -1.334 107.269 9 3 1 0.000 0.000 -1.534 122.163 10 1 6.158 0.000 '-2.007 111.260 11 2 0.000 b.000 -1.334 107.269 12 2 6.158 0.000 -1.806 97.600 13 4 -1 0.000 0.000 -12.917 111.260 14 1 8.404 0.000 -13.561 0.000 - 15 2 0.000 b.000 -11.291 97.600 16 2 8.404 0.000 -11.936 0.000 Linear Static Analysis Member Normal Stresses For Load Combinations Runway - Gravity Loading S-FRAME Enterprise Version 11.2.6 Monday April 10 2017, 1:15 pm ib Copyright 1995-2016,S-FRAME Software Inc. • s. CC Peterson Engineering 7 1/2 Ton Bridge Crane Page:6 2644 NE 26th Ave Portland,Oregon Filename: 17122-03.TEL 503-287-5532 Description:Durham O&M Bldg Remodel Phase 2 Engineer:Pete Peterson -4a4- • Row Member Ld Comb Station Axial Tot @ Pt 1 Tot @ Pt 2 Max ABS No No No ft ksi ksi ksi ksi 1 1 1 b.0oo 0.000 b.000 0.000 0.000 2 1 12.500 0.000 -9.704 17.126 17.126 3 2 0.000 0.000 0.000 0.000 0.000 4 2 12.500 0.000 -8.517 15.032 15.032 5 2 1 10.000 0.000 -9.704 17.126 17.126 6 1 2.063 3.000 -9.471 16.715 16.715 - -- ----` 7 2 0.000 0.000 -8.517 15.032 15.032 8 2 2.063 10.000 -8.317 14.678 14.678 9 3 1 0.000 0.000 -9.471 16.715 16.715 10 1 6.158 0.000 -8.626 15.224 15.224 11 2 b.000 0.000 -8.317 14.678 14.678 12 2 6.158 '0.000 -7.567 13.355 13.355 13 4 1 0.000 0.000 -8.626 15.224 15.224 14 1 X8.404 0.000 0.000 b.000 0.000 15 ' 2 0.000 '0.000 -7.567 13.355 13.355 16 2 8.404 0.000 0.000 10.000 0.000 • W18x46 with C12x20.7 Cap MOMENT = 125.17 FT-K UNSUPPORTED LENGTH = 29.13 FT INERTIA x-x = 1,027 IN-4 Y2 - 6.63 1N SECTION MODULUS-TOP = 155 IN-3 Y1 = 11.71 IN SECTION MODULUS-BOT = 87.70 IN-3 Rt = 3.79 d/Af = 1.88 Fy - 36.00 KSI L/Rt = 92.22 - Fb-1 = 16.80 KSI Fb-2 = 18.26 KSI Fb(Use) = 18.26 KSI - Fv = 14.40 KSI E = 29,000 KSI fb-Top Flange = 9.70 KSI < 18.26 KSI,THEREFORE,OKAY fb-Bottom Flange = 17.13 KSI < 30.00 KSI,THEREFORE,OKAY Runway - Gravity Loading S-FRAME Enterprise Version 11.2.6 Monday April 10 2017, 1:15 pm ®Copyright 1995-2016,S-FRAME Software Inc. • 4 , CC Peterson Engineering 7 1/2 Ton Bridge Crane Page:2 2644 NE 26th Ave Portland,Oregon Filename: 17122-04.TEL 503-287-5532 Description:Durham O&M Bldg Remodel Phase 2 Engineer:Pete Peterson 7 Row Is a Master Master Joint Constraint Floor No Joint Number ID ID 1 False 0 0 0 2 False 0 0 0 3 False 0 0 0 4 False __00006 0 0 5 False 0 0 0 Section Property Data Sec Section Table Inertia Gross Area Shear Area ss Pt 1 ss Pt 2 No Name No in4 y, in2 int in in 1 7OP FLG PROPERITES 0 140.000 9.760 7.050 6.000Stre -6.000Stre -- Top Flange Lateral Stress & Deflection S-FRAME Enterprise Version 11.2.6 Monday April 10 2017, 1:59 pm ®Copyright 1995-2016,S-FRAME Software Inc. CC Peterson Engineering 7 1/2 Ton Bridge Crane Page:3 2644 NE 26th Ave Portland,Oregon Filename: 17122-04.TEL 503-287-5532 Description:Durham O&M Bldg Remodel Phase 2 Engineer:Pete Peterson D y - Sec Tapered No ID No 1 0 Load Case 1 -Joint Load Data Load Case Description:CRANE LATERAL LOADS Row Joint X-Force Y-Force Z-Mom No No kips kips k-ft 1 2 0.000 -0.822 0.000 2 4 0.000 -0.822 0.000 Linear Static Analysis Joint Displacements For Primary Load Cases Row Joint Ld Case X-Tran Y-Tran Z-Rot No No No in in rad 1 1 1 0.000 0.000 -0.003 2 2 1 '0.000 -0.305 -0.001 3 3 1 0.000 -0.315 0.000 0,,SArer< er,PIs'' .:, aX'iyr 4 4 1 0.000 -0.253 0.002 ..------- 5 _5 5 1 0.000 0.000 0.003 Linear Static Analysis Support Reactions For Primary Load Cases Row Joint Ld Case X-Force Y Force Z-Moment No No No kips kips k-ft 1 1 1 0.000 0.706 0.000 2 5 1 0.000 0.938 0.000 Linear Static Analysis Base Shears and Overturning Moments For Primary Load Cases Row Ld Case X-Force Y Force Z-Moment No No kips kips k-ft 1 1 0.000 1.644 27.308 Top Flange Lateral Stress & Deflection S-FRAME Enterprise Version 11.2.6 Monday April 10 2017, 1:59 pm c Copyright 1995-2016,S-FRAME Software Inc. , CC Peterson Engineering 71/2 Ton Bridge Crane Page:4 2644 NE 26th Ave Portland,Oregon Filename: 17122-04.TEL 503-287-5532 Description:Durham O&M Bldg Remodel Phase 2 Engineer:Pete Peterson _ �G Linear Static Analysis Member Forces For Primary Load Cases Row Member Ld Case Station Axial Shear Moment No No No ft kips kips k-ft 1 1 1 0.000 b.000 0.706 0.000 2 1 12.500 0.000 0.706 8.830 3 2 1 0.000 0.000 -0.116 8.830 _` 4 1 2.063 0.000 -0.116 8.591 5 3 1 0.000 0.000 -0.116 8.591 6 1 6458 b.000 -0.116 -7.880 7 4 1 0.000 0.000 0.938 7.880 8 1 8.404 -10.000 -0.938 0.000 Linear Static Analysis Member Normal Stresses For Primary Load Cases Row Member Ld Case Station Axial Tot @ Pt 1 Tot @ Pt 2 Max ABS No No No ft ksi ksi ksi ksi 1 1 1 0.000 0.000 0.000 0.000 0.000 2 1 12.500 0.000 -4.541 4.541 4.541 :x.1f iC>t xfF , 3 2 1 0.000 0.000 -4.541 4.541 4.541 y--__._.....__._._ xx.d... .__e• _e 4 1 2.063 0.000 -4.418 4.418 4.418 5 3 1 0.000 0.000 -4.418 4.418 4.418 6 1 6.158 0.000 -4.052 4.052 4.052 7 4 1 0.000, 0.000 -4.052 4.052 4.052 8 1 8.404 0.000 0.000 0.000 b.000 Combined Top Flange Stresses COMPRESSION STRESS DUE TO GRAVITY LOADS P c = 9.70 KSI [SEE SHEET 206] F'c = 18.26 KSI f'c/F'c = 0.53I COMPRESSION STRESS DUE TO LATERAL LOADS Sc' = 4.54 KSI [SEE SHEET 209] F'c = 22.00 KSI f'c/F'c = 0.206 UNITY CHECK =1 0.738 < 1.00 THEREFORE OK Top Flange Stresses Are Okay Top Flange Lateral Stress & Deflection S-FRAME Monday April 10 2017, 1:59 pmnterprise Version 11.2.6 co Copyright 1995-2016,S-FRAME Software Inc. s • , * S. • I CC Peterson EnPage: Igineering 7 1/2 Ton Bridge Crane ' 2644 NE 26th Ave 1 Portland,Oregon ; Filename: 17122-01.TEL 503-287-5532 i Description: Durham O&M Builidling Remodel Engineer: Pete Peterson ; 1,0/ .. __. - Joint Data Row . Joint X-Coord Y-Coord X-Degree Y- Degree ; Z- Degree 1 Jt Disp No No ft ft of freedom of freedom 1 of freedom Coor Sys ..... . . ___ 1 1 ._ . brx ) o.000 Fixed .Fixed _ _ _ 2 2 oTo—do - 9.167 Free Free ' ree '0 3 3 2.333 9.167 Free — Free free To 34'-0"SPAN 2'-40 29'-4" , 2'-4" i ± ... .L. I I .,.._ Z. 1 I . I . I iii) a> , •C..-. C•7 to I — 1 Z r•-• , 7 z -cr) ; 1 1--qa o I 1 , - . --4-4,, ,• _ • _ . ._ Eccentric Column Analysis :, S-FRAME Enterprise Version 11.2.6 Wednesday April 12 2017, 1:32 pm !C Copyright i 995-20Io.S-FRAME Software Inc 1 ' _ CC Peterson Engineering 7 1/2 Ton Bridge Crane Page:2 2644 NE 6th Ave Portland,Oregon Filename: 17122-01.TEL 503-287-5532 Description:Durham O&M Builldling Remodel Engineer:Pete Peterson ; z/ Row Is a Master Master Joint Constraint Floor No Joint Number ID ID 1 False 0 0 0 2 False 0 0 0 3 False 0 0 0 Section Property Data Sec Section Table Inertia Gross Area Shear Area Stress Pt 1 Stress Pt 2 No Name No in4 int in2 in in 1 W12X53 2 425.000 15.600 4.161 6.030 -6.030 ti Eccentric Column Analysis S-FRAME Wednesday April 12 2017, 1:32 pm 0 Copyright Enterprise Version 11.2.6 1995-2016,S-FRAME Software Inc. • t CC Peterson Engineering 7 1/2 Ton Bridge Crane Page:3 2644 NE 26th Ave Portland,Oregon Filename: 17122-01.TEL 503-287-5532 Description:Durham O&M Builldling Remodel Engineer:Pete Peterson O Sec Tapered No ID No 1 0 Load Case 1 -Joint Load Data Load Case Description:7.5 TON BRIDGE CRANE Row Joint X-Force Y-Force Z-Mom No No kips kips k-ft 1 3 0.000 -21.820 0.000 2 4 1.650 0.000 0.000 Linear Static Analysis Joint Displacements For Primary Load Cases Row Joint Ld Case X-Tran Y-Tran Z-Rot No No No in in rad 1 1 1 0.000 0.000 0.000 2 2 1 0.382 -0.005 -0.007 3 3 1 0.382 -0.217 -0.007 4 4 1 0.543 -0.005 -0.007 Linear Static Analysis Support Reactions For Primary Load Cases Row Joint Ld Case X-Force Y Force Z-Moment No No No kips kips k-ft 1 1 1 -1.650 21.820 169.332 Linear Static Analysis Base Shears and Overturning Moments For Primary Load Cases Row Ld Case X-Force Y Force Z-Moment No No kips kips k-ft 1 1 -1.650 , 21.820 69.332 Eccentric Column Analysis S-FRAME Enterprise Version 11.2.6 Wednesday April 12 2017,2:54 pm 0 Copyright 1995-2016,S-FRAME Software Inc. CC Peterson Engineering 7 1/2 Ton Bridge Crane Page:4 2644 NE 26th Ave Portland,Oregon Filename: 17122-01.TEL 503-287-5532 Description:Durham O&M Builldling Remodel Engineer:Pete Peterson 30 A 7� _ Linear Static Analysis Member Forces For Primary Load Cases Row Member Ld Case Station Axial Shear Moment No No No ft kips kips k-ft 1 1 1 0.000 -21.820 1.650 -69.332 2 1 9.167 -21.820 1.650 -54.206 3 2 1 0.000 0.000 21.820 -50.906 4 1 -2.333 0.000 121.820 0.000 5 3 10.000 '0.000 1.650 -3.300 6 1 2.000 0.000 - 1,650 0.000 Linear Static Analysis Member Normal Stresses For Primary Load Cases Row Member Ld Case Station Axial Tot @ Pt 1 Tot @ Pt 2 Max ABS No No No ft ksi ksi ksi ksi 1 1 1 0.000 -1.399 10.406 -13.203 13.203 2 1 9.167 -1.399 7.830 -10.628 10.628 3 2 1 0.000 0.000 8.667 -8.667 8.667 4 1 2.333 0.000 0.000 0.000 0.000 5 3 1 0.000 0.000 0.562 -0.562 0.562 6 1 '2.000 0.000 0.000 0.000 0.000 Eccentric Column Analysis S-FRAME Enterprise Version 11.2.6 Wednesday April 12 2017,2:54 pm 0 Copyright 1995-2016,S-FRAME Software Inc. C.C. Peterson Engineering Consulting Engineers CLIENT: WASHINGTON CRANE&HOIST BY: PETE PACIFIC,WASHINGTON DATE: APRII.2017 PROJECT NO: 17-122 PROJECT: 7 1/2-TON BRIDGE CRANE SHEET NO; 305 DURHAM O&M BLDG REMODEL PHASE 1B FILE NO: 17122-305.XLS CANTILEVERED CRANE RUNWAY COLUMNS Check Proposed W12x53 Columns Area = 15.60 IN-2 Sx = 70.60 IN-3 Sy = 19.20 IN-3 Ix = 425 IN-4 Ty = 95.80 IN-4 rx 5.23 ry = 2.48 rt = 2.71 d/Af = 2.10 Pv = 21.82 K (SEE SHEET NO.303) Mx = 69.33 FT-K (SEE SHEET NO.303) My = 0.00 FT-K Lux = 11.17 FT Luy = 11.17 FT Kx = 2.00 Ky = 1.00 KURx = 51.24 KURy = 54.03 Fy = 50.00 KSI Cc = 106.94 Fa-x = 24.15 KSI Fa-y - 23.71 KSI Fa(Use) - 23,71 KSI F'ex = 56.81 KSI Fey = 51.10 KSI fa - 1.40 KSI fa/Fa = 0.059 Lux/Rt = 49.45 fbx = 11.78 KSI Fbx-1 = 29.34 KSI Fbx-2 = 30.00 KSI Fbx(USE) = 30.00 KS! thy = 0.00 KSI Fby = 37.50 KSI fa ± Crux(fbx) = 1.40 + 111178 = 0.06 + 0.40 = 0.46 <1 0 THEREFORE,OKAY • Fa (1-fa/Fex)Fb 23.71 29.26 fa + Cmv(fby) = 1.40 + 0.00 = 0.06 + 0.00 = 0.06 <1 0 THEREFORE,OKAY Fa (1-faiFey)Fb 23.71 36.47 Use W12x53 Columns Phone (503)287-5532 2644 N.E.26th Ave Fax (5031 282-7226 Portland,OR 97212 . 110P C. C. Peterson Engineering g g Consulting Engineers CLIENT: WASHINGTON CRANE&HOIST BY: PETE PACIFIC,WASHINGTON DATE: APRIL 2017 PROJECT NO: 17-122 PROJECT: 7 1/2-TON BRIDGE CRANE SHEET NO: 306 DURHAM O&M BLDG REMODEL PHASE 1B FILE NO: 17122-306.XLS BASE PLATE DESIGN Try 1 1/2 x 12 x 21 Base Plate ASSUMED CONCRETE STRENGTH = 4,000 PSI Es = 29,000,000 PSI Ec = 3,604,997 PSI n = 8.04 PLATE SIZE LENGTH = 21.00 IN WIDTH = 12.00 IN EDGE OF PL TO C.L.OF BOLT = 2.00 IN "d"DISTANCE = 19.00 IN ANCHOR BOLT DIAMETER = 1.50 IN ANCHOR BOLT ROOT AREA = 1.41 EN NO.OF ANCHOR BOLTS PER SIDE = 2.00 ANCHOR BOLT AREA PER SIDE 2.82 IN-2 p = 0.012 np = 0.099 2/jk = 6.35 j = 0.881 k = 0.358 ALLOWABLE CONC STRESS = 1,400 PSI ALLOWABLE BOLT STRESS = 20,000 PSI (TENSION) ALLOW BOLT LOAD-STEEL = 28,200 LB MOMENT AT BASE OF POST = 69,330 FT-LB (SEE SHEET 305) fb(Cont Stress Bending) = 1,220 PSI < 1,400 PSI,THEREFORE,OKAY CHECK BOLT TENSION fs (BOLT TENSILE STRESS) = 17,628 PSI BOLT TENSILE LOAD — 24,856 LB < 28,200 LB,THEREFORE,OKAY CHK BASE PL BENDING BASED ON BOLT TENSION BOLT LOAD = 24,856 LB ECCENTRICITY = 2.00 IN MOMENT = 49,712 IN-LB DISTRIBUTION WIDTH = 6.00 IN MOMENT PER INCH OF WIDTH = 8,285 IN-LB ALLOWABLE PLATE BENDING = 27,000 PSI SECTION MODULUS REQ'D. = 0.307 IN-3 REQ'D PLATE THICKNESS = 1.36 IN Use Base Plate 1 1/2 x 12 x 1'-9" Phone (503)287-5532 2644 N.E.26th Ave Fax (503)282-7226 Portland. OR 97212 C. C. Peterson Engineering Consulting Engineers CLIENT: WASHINGTON CRANE&HOIST BY: PETE PACIFIC,WASHINGTON DATE: APRIL 2017 PROJECT NO: 17-122 PROJECT: 7 1/2-TON BRIDGE CRANE SHEET NO: 307 DURHAM O&M BLDG REMODEL PHASE lB FILE NO: 17122-307.XLS LONGITUDINAL BRACING Longitudinal Crane Bracing COLUMN HEIGHT = 9.67 FT DISTANCE BTWN COLUMNS = 23.92 FT DIAGONAL LENGTH = 25.80 FT R REQ'D.FOR KL/R OF 300 = 1.03 LONGITUDINAL IMPACT LOAD = 1.90 K (SEE SHEET 101) BRACING LOAD = 2.05 K ASSUME L4 X 4 X 037.5 AND CHECK KL/R x-x = 1.23 KL/R y-y = 1.23 AREA = 2.86 IN-2 NET AREA = 2.53 IN-2 Fy = 36.00 KSI Fa = 21.60 KSI ALLOWABLE LOAD = 54.69 K ALLOW LOAD = 54.69 K > 2.049 K,THEREFORE OKAY Use L4 x 4 x 3/8 Bracing Phone (503)287-5532 2644 N.E.26th Ave Fax (503)281-7126 Pnrilnnrl OR 07717