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Plans Clean Water Services (CVS) Durham O&M Building Remodel Phase 1B T-Ne 201 (2 - fro02'1 RECEIVEP APR 2 6 ?Pi CITY%% f1(Ak DIviSiriN Structual Calculations MUM for 7 1/2-Ton Bridge Crane Runway Sketches and Calculations Stamp Covers Contents On Next Sheet C T uh, dt 4cc`O PROFFS l GIN #940 OREGON <=q ,4 14. t"ef c City of Tigard A.,.rov-d Plans RENEWS 12-31-18 '�� B o_��f,►�i Date April 14, 17-17- 07, 3(3, CCP Job No. 122 4,0 6;0 OFFICE COPY C.C. Peterson Engineering 2644 NE 26th Ave Portland, Oregon 97212 Phone(503)287-5532 Fax(503)282-7226 Table Of Contents 71/2 - Ton Bridge Crane Runway Durham O&M Building Remodel Phase 1B 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 Table Of Contents Sht. 1 April 14,2017 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 VERTICAL IMPACT 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 TOTAL = 21.82 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 = 4.00 LATERAL LOAD PER WHEEI= 0.822 K 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) _L 1.90 K Phone (503)287-5532 2644 N.E.26th Ave Fax (503)282-7226 Portland,OR 97212 CC Peterson Engineering 7 1/2 Ton Bridge Crane Page: 1 2644 NE 26th Ave Portland,Oregon Filename: 17122-03.TEL 503-287-5532 Description:Durham O&M Bldg Remodel Phase 2 Engineer:Pete Peterson JD 1 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 0.000 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 29.125 0.000 Free Fixed Free 0 • Runway - Gravity Loading S-FRAME Enterprise Version 11.2.6 Monday April 10 2017, 1:15 pm 0 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 Bldg 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 • •• • • • _ I Runway - Gravity Loading S-FRAME Enterprise Version 11.2.6 Monday April 10 2017, 1:15 pm ®Copyright 1995-2016,S-FRAME Software Inc. • `....., CC Peterson EngineeringPage: 2644 NE 26th Ave 71/2 Ton Bridge Crane 3 Portland,Oregon Filename:17122-03.TEL 503-287-5532 Description:Durham O&M Bldg Remodel Phase 2 - Engineer:Pete Peterson ..(D 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 -0.077 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 Y 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 0.000 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 10 2017, 1:15 pm 0 Copyright 1995-2016,S-FRAME Software Inc. CC Peterson Engineering1/2 Ton Bridge Crane Page:4 2644 NE 26th Ave Portland,Oregon Filename: 17122-03.TEL 503-287-5532 Description:Durham O&M Bldg Remodel Phase 2 Engineer:Pete Peterson "O, 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 2 2 0.000 0.000 -0.005 3 2 1 0.000 -0.610 -0.001 4 2 0.000 -0.536 -0.001 5 3 1 0.000 -0.628 0.000 6 2 0.000 -0.552 0.000 Q,XXV'__.y „IS 4 m • 7 4 1 0.000 -0.507 0.003 .I4�0 - •e �. 8 2 0.000 -0.445 0.003 9 5 1 0.000 0.000 0.006 10 2 0.000 0.000 0.005 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 o Copyright 1995-2016,S-FRAME Software Inc. r 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 Bldg Remodel Phase 2 Engineer:Pete Peterson of .,--- Row Joint Ld Comb X-Force Y-Force Z-Moment No No No kips kips k-ft 2 2 0.000 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 Row Ld Comb X-Force Y Force Z-Moment No No kips kips k-ft 1 1 0.000 24.054 394.972 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 0.000 10.493 0.000 2 1 12.500 0.000 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 0.000 -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 b.000 15 2 0.000 0.000 -11.291 97.600 16 2 8.404 0.000 -11.936 0.000 Linear Static Analysis Member Normal Stresses For Load Combinations --Ns Runway - Gravity Loading S-FRAME Enterprise Version 11.2.6 Monday April 10 2017, 1:15 pm o Copyright 1995-2016,s-FRAME Software Inc. 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 'a4 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 0.000 0.000 0.000 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 0.000 0.000 -9.704 17.126 17.126 6 1 2.063 0.000 -9.471 16.715 16.715 - - -- 7 2 0.000 0.000 -8.517 15.032 15.032 8 2 2.063 0.000 -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 0.000 0.000 -8.317 14.678 14.678 I 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 8.404 0.000 0.000 0.000 0.000 15 2 0.000 0.000 -7.567 13.355 13.355 16 2 8.404 0.000 b.000 b.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 Yl = 11.71 IN SECTION MODULUS-130T = 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 ib-Top Flange = 9.70 KSI < 18.26 KSI,THEREFORE,OKAY tb-Bottom Flange = 17.13 KSI < 30.00 KSI,THEREFORE,OKAY 11 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 2644 NE 26th Ave 71/2 Ton Bridge Crane Page:2 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 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 TOP FLG PROPERITES 0 140.000 9.760 7.050 6.000 -6.000 . 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. I 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 .e44G Sec Tapered No IO 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 ps"ZS"'' < tf,rV'4' •;. l/Xyr 4 4 1 0.000 -0.253 0.002 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 7 1/2 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 ..e.o q 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 0.000 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 6.158 0.000 -0.116 7.880 7 4 1 0.000 0.000 0.938 7.880 8 1 8.404 0.000 -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 /ss/ir>e 4 "%.a or/s! 3 2 1 0.000 0.000 -4.541 4.541 4.541 - 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 0.000 Combined Top Flange Stresses - COMPRESSION STRESS DUE TO GRAVITY LOADS f'c = 9.70 KSI [SEE SHEET 206] F'c = 18.26 KSI f'c/F'c = 0.531 COMPRESSION STRESS DUE TO LATERAL LOADS f'c = 4.54 KSI [SEE SHEET 209] F'c = 22.00 KSI f'c/F'c = 0.206 M UNITY CHECK = 0.738 < 1.00 THEREFORE OK Top Flange Stresses Are Okay 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 71/2 Ton Bridge Crane Page: 1 - 2644 NE 26th Ave I Portland,Oregon j Filename: 17122-01.TEL 503-287-5532 1 Description: Durham O&M Builldling Remodel i Engineer:Pete Peterson 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 I 1 0.000 0.000 Fixed 'fixed Fixed 10 I 2 2 10.000 9.167 Free Free Free 10 3 13 F_333 9.167 Free Free Free 0 34'-0"SPAN 2.-4" . " , 29-42'-4"1 .1.4.0-1—, tz..-7, r tt CD 0 N r C i I iin .- IJ Z h n 1 ZZ, 0) NCO iiio \ O i Eccentric Column Analysis S-FRAME I Enterprise Version 11.2.6 Wednesday April 12 2017, 1:32 pm _ (©Copyright 1995-2016,S-FRAME Software Inc. 1 CC Peterson Engineering 7 1/2 Ton Bridge Crane Page:2 - 2644 NE 26th Ave Portland,Oregon Filename: 17122-01.TEL 503-287-5532 Description:Durham O&M Builldling Remodel Engineer:Pete Peterson JO r/ 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 in2 in2 in in 1 W12X53 2 425.000 15.600 4.161 6.030 -6.030 Eccentric Column Analysis S-FRAME Enterprise Version 11.2.6 Wednesday April 12 2017, 1:32 pm ®Copyright 1995-2016,S-FRAME Software Inc. CC Peterson Engineering 71/2 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 la 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 -� Na 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 69.332 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 71/2 Ton Bridge Crane Page:4 2644 NE 26th Ave Portland,Oregon Filename: 17122-01.TEL 503-287-5532 Description:Durham O&M Builidling Remodel _ Engineer:Pete Peterson 50 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 21.820 0.000 5 3 1 0.000 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 ®Copyright 1995-2016,S-FRAME Software Inc. 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: 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 Iy = 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 KL/Rx = 51.24 KL/Ry = 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 Fox-2 = 30.00 KSI Fbx(USE) = 30.00 KSI fby = 0.00 KSI Fby = 37.50 KSI fa + Cmx(fbx) = 1.40 + 11.78 = 0.06 + 0.40 = 0.46 <1.0,THEREFORE,OKAY J Fa (1-fa/Fex)Fb 23.71 29.26 fa + Cmy(fby) = 1.40 + 0.00 = 0.06 + 0.00 H 0.06 <1.0,THEREFORE,OKAY Fa (1-fa/Fey)Fb 23.71 36.47 Use W12x53 Columns 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: 306 DURHAM O&M BLDG REMODEL PHASE 1B FILE NO: 17122-306.XLS BASE PLATE DESIGN Try l 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 IN 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 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(Conc Stress Bending) = 1,220 PSI < 1,400 PSI,THEREFORE,OKAY CHECK BOLT TENSION fs (BOLT TENSILE STRESS) = 17,628 PSI BOLT TENSILE LOAD =L 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 1B 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 0.375 AND CHECK KL/Rx-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)282-7226 Portland, OR 97212 FOR OFFICE USE ONLY—SITE ADDRESS: This form is recognized by most building departments in the Tri-County area for transmitting information. Please complete this form when submitting information for plan review responses and revisions. This form and the information it provides helps the review process and response to your project. INCity of Tigard • COMMUNITY DEVELOPMENT DEPARTMENT Transmittal Letter l c, ,E,n 13125 SW Hall Blvd. • Tigard, Oregon 97223 • 503.718.2439 • www.tigard-or.gov TO: 2 4 DA ! p; A p 1 K D DEPT: BUILDING DIVISION APR 2 , 2017 FROM: p s, L con,5redvm o r.) - ,etc-U.- rti.44442.4, C I F TIGARD COMPANY: P ,C BU ° SING DIVISION CoA . o PHONE: all (. 3 52 . 2.4.6 3 By:IR )i2 RE: 1Lp(ov Sw 851 Ave. T1Laa-p. . $Up tot1. Aad21 (Site Address) (Permit Number) et-FPr wee,' OO- SJc c OJ 21VArNL 0 4 w . ez v • (Project name or subdivision name and lot number) 4 ATTACHED ARE THE FOLLOWING ITEM 4, Copies: Description: 0 Copies: l Description: 2- Additional set(s) of pl. I .4114-10-"' Revisions: Cross section(s) and I - ,.ils. Wall bracing and/or lateral analysis. Floor/roof framing. Basement and retaining walls. Beam calculations. L Engineer's calculations. Gam' Other(explain): REMARKS: , CAQ.orwe 4 SrrnE r-,o-6 Shue; FO O CE USE ONLY Routed to Permit Te 'cian� Date: ,5' j ''' 1 r-7Initials '! i Fees Due: ( J Yes o Fee Description: Amount sue: rs--0'---- $ Special Instructions: Reprint Permit(per PE): []Yes / 11o Done Applicant Notified: Date: ////7 4r1. ' tim w �i& Initials:Z.0o I:\BuildingWormsgransmittalLetter-Revisions 061316.doc i&dCK.) S43 i6411AIMIMIIM B Ue Zol (o ' oo a Z1 ; a N - fi rl -VI -,... _ ^ SJd p /� iVEi) y 0 O APR 2 6 2017 Z z , aop y } C ,• i AN \ \ A r_._1 Mr'l- ''lci.:.:: -.' INDEX �1 Frame o o5 I ".y stir-flee, r NUMBER DESCRIPTION Sx SHEET Lin: . C JJ1IlI11l'llll�,111 �'x �s,a C3SsB ac's £3i �'1SCif3�e� Q 1.00 COVER-SHEET EQ ° 3.01 FLOOR-PLANS I Q� L`al N ° 6.01-6.02 STOREFRONT-SCHEDULE 0 f \ f'C'a-O 9 r _ !4.t,,,x;- T ,, '';'a O '5 - `9.01-9.05 STOREFRONT-DETAILS � v Ess OLDCASTLE PRODUCTS BEING USED ^ ,1` r Yj 3T = Fe 0 STP i FG-3000 SFRIES THFRMAL (2" X 4 1/27 FG-3000 SERIES NON-THERMAL (2" X 4 1/27 G 0 \ 0 Insult'i .jv a`c ;:. {;1 N MEDIUM STILE NON-THERMAL 375 DOOR SERIES LL1SBCO 0il 9 E n SAY j �t; 3 3 Tics 3 tri�e s'.G i?i43 . .� !Gs` I 1-;) El P; T.g s, D,.,..•� . tars an::Ca;..,cons . O ce FINISH AND COLOR DESCRIPTION 0Skl t,r, m CLASS II CLEAR ANODIZED 0 and Fitting q }�-� �r�( g U '171 iRcA I Y S O L1.1g ALL ,+.:, R t-�•-•„;t„..- M.. -SHNe4NkeNsepeOP DRAWpGS ARE W m = SUGHILY REPRESENTS THAT ALL REASONABLE EFFORTS To mars AND J rn v.)GLAZING SCHEDULE , COMMENCEMENT OF ANY WORK AND TAT A CONTINUING EFFORT SWM BE MADE TO ,,.._;,aj., I _ FT—f=1" INSULATED GLASS DF All SUBSTANTIAL VARIATIONS N TIE ACTUAL MEASUREMENTS 3 LI W NO DIMENSIONS. In-21-1- IG CLEAR TEMPERED TE CUSTOMER S RESPONSIBLE FOR FNAL REVIEW AND APPROVAL OF TE SHOP Z o O 0 AIICHIrrE DRAWINGS FOR DIMENSIONS,CONFIGURATIONS.CONTRACTBIU Y NTD DELL CHOICES. LL N 0 U tl C T : TIE LNTATDN,INTEGRATION OR USE BY CUSTOMER OF OW EDGE DRAWINGS THAT 0 N LU SHALL NERE CONSTITUTE CUSTOMERSE EXPRESS AGREEMENT AND.ACKNOWLEDGEMENT THAT THEY HAVE RECENED,RENEWED AND APPROVED THE SNE.CUSTOMER AGREES TO NDOANFY AND HOLD D-TECH HARMLESS OF,FROM AND AGAINST ANY AND ALL JNOTE:TEMPERED AS INDICATED m AND/OR WHERE REQUIRED BY COCCI / CLANS.DAMAGES,LOSSES OR EXPENSE ARISING OUT OF.OR RESULTING FROMNE'IYENCOS N THE SHOP DRAWINGS,OR THE SCAABIL11Y OF APN PRODUCT �I..j� FRONDED OR TO SE PROVIDED HEREUNDER,WHICH IS CAUSE,N WHOLE OR IN PMR, $� C .r .F ,k .f ,"wP :*:.!..:',...4'.. Br ANY THIRD PARTY. ss 7 FF DOOR HARDWARE SCHEDULE (PREP ONLY) -;-.4>,,,--c`;<, 2: . I ° ; ITE SLOP DRAWINGS DO NOT INCLUDE THE NCORPORATIGN OF NFORWIION ORM E •pY"I, rWi Waw'W' TAKE-OFF, MANUFACTURERS INSTALLATION E NSTRIICTDNS,INCLUDING CRIO DONS. o W R u A W °"' TATE-OFF,FABRICATION DRAWINGS,ENGINEERING REVIEW FOR GLASS COMPATOIULY,SE 0 - SURFACE CLOSER, SWEEP, PUSH/PULL, CONTINUOUS GEARED HINGES, ‘ _ w, -, (SDOTRUCTURAL AMID FRAMES,�INTERIOR ELEVATIONS.METAL � M c '71tA € H H f,:% LOUVERS,TRAVEL.REVISION ADA THRESHOLD ,,� ,,:. r�'.r AND COPES.ADDITIONALLY,MIS AND SERVICES NOT WITHIN ANY CRAZING t SUBCONTRACTORS'SPECIFIC SCOPE OF WORK WILL NOT BE LABELED OR INCLUDED ON O 0 .{ww_ THE SHOP DRAWINGS. " t .e r«a'4 s x* " 41.116 N 'bD'' Wil!! tell 95 Li.*. .mW�, .' 0 (O 0 `VIII c o •'k-,- C �- 3 r7 v ABBREVIATIONS N;VI QoN.® A/C - ACCESS CONTROLLED N.I.C. NOT IN CONTRACTM wa , I N 3 0ID 003 W S.F.F. = ABOVE FINISHED FLOOR N.T.S. = NOT To SCALE CUSTOMER APPROVAL & AUTHORIZATION TO FABRICATE w c`,g NI B.O.H. = BOTTOM OF HORIZONTAL O.D. = OPENING DIMENSION q = CENTER UNE O.F.D. = OVERALL FRAME DIMENSION ❑APPROVED WITH NO EXCEPTIONS, RELEASE FOR FABRICATION I—0 ! •o .. DIM. = DIMENSION REF. = REFERENCE architects' 0 APPROVED WITH NOTATIONS, RELEASE FOR FABRICATION I NC N o E D.LO. = DAYLIGHT OPENING R.O. = ROUGH OPENING 0 APPROVED/RESUBMIT CORRECTIONS PRIOR TO RELEASE TO 0 co_i.._.-u_w D.L = DEAD LOAD (ANCHOR) T.O.F.F.= TOP OF FINISHED FLOOR D.O. = DOOR OPENING T.O.H. = TOP OF HORIZONTAL FABRIC ION EL .. ELEVATION T.O.S. - TOP OF SLAB 0 REJECT D/- ISE AND RESUBMIT FIR APPROVAL. DO NOT N. F.D. = FRAME DIMENSION T.O.STL.- TOP OF STEEL REL .E -IR EABRICATIO T F.F. = FINISH FLOOR U.N.O. = UNLESS NOTED OTHERWISEto si - G.C. = GENERAL CONTRACTOR W.C. = WEB CENTER LG �� c BRAKE METAL BY ENCORE GLASS: Dm No SIGNATURE: E KFSD = KWIK FLEX SELF DRILL HILTI SCREW W.D. = WINDOW DIMENSION ❑ ® 3� M.L = MUWON LENGTH W.L = WIND LOAD (ANCHOR) (SEE DETAILS u) N.B.E. = NOT BY D-TECH W.P. WORKING POINT ` COMPANY: 1 0) 7 • .� ----- • m ® • OD ° O • ®m • 0 • °m ° �D D -17 D z 0 0 0 oN o= D z I PRO - J.CARLSON 1-26-17ECT` CLEAN WATER SERVICES Customer Approval =CM M we D—TECH SERVICES LOCATION: 6520 212th ST S.W. #201 2550 SW HILLSBORO HWY. HILLSBORO, OR 97123 JOB NO•: CUSTOMER; Signature Lynnwood, WA 98036 ENCORE GLASS 976 (425) 778-2050 Dote : 1ST SUBMISSION 2-1-17 SHEET NO.: Fax: 778-3476 NO DESCRIPTION DATE 3.01 Email: JESSE®windowtechinc.com FLOOR PLANS Signature required before fabrication process will begin DRAWING SUBMISSION , 1 , , 59 1/4" 47 5/8" D.L.O. D.L.O. 2" _ 2" co 2" 0 r oc (Wir N co o b l— —b s N _ 0) gag (,.J W N co 1\) O ON —ol�l - O o, N X N N 7T W A:1f N 04 1,3 m _ r 0N r o- D a; r (n 0 20 w N E fil w u, O a; N CO Z C D 112 7/8" limisio m I to () R.O. O Z T1 9'-6" 0 C M D O Z () D Z 0 0 D to O 31 5/8" OZI Col m p g 2" 2" m N o G�7 1 El Eli - J fV Z rrl ^— UT /^\ o Z / ' 0 N \ W wW WO (n 0 xV i fTl prn �OM � i711 Ro 7,1 48 CO m Z = / IMI a y y XI j D N ccFl r m 84" D.e. rn 119 5/8" 3/8" V) F.i. 120" R.e. 10'-0" J..CARLSON 1-26-17 CT` CLEAN WATER SERVICES Customer Approval ager a,fta D-TECH SERVICES LOCATION: 6520 212th ST S.W. #201 2550 SW HILLSBORO HWY. HILLSBORO, OR 97123 ,O HO.: CUSTOMER Signature Lynnwood, WA 98036 ENCORE GLASS 976 (425) 778-2050 (IIF.. Date : 1ST SUBMISSION 2-1-17 SHEET NO.: Fax: 778-3476 NO DESCRIPTION DATE 6.01 Email: JESSE®windowtechinc.com STOREFRONT SCHEDULE Signature required before fabrication process will begin DRAWING SUBMISSION F n W I I N 4 2 z j Z F0F N V1 a 0 g n C O N 0 2 9'-6" 7'-6" 114" 90" > a 3/8" R.O. 3/8" 3/8" R.O. 3/8" O_ 8 113F.D. 4" 89 1/4" 0_ 1 F.D. Q e 0 34 1/2" 71 1/4" E vs 47 1 4" 34 1/2" E$ D.L.O.11 D.L.O. 3/4" 3/4" 18 D.L.O.8 1D.L.1, 9.04 3/4" 3/4" tin m :0 E's 9.04 8 a CJ . o o ,2 co 20 10 N \O \O N a0 in a9.05 9.03 'n nN ,nn MOco \O OPP. N N N2O NLoJ 9.05 �oE.N 0 8 !lam,' OPP. '! m9.02 0 n o� a015 17 �o coo O o coo \o J9.03 9.04 n o a, o, o o= n ti m m 0 to d 12 OPP. p o o 0 9.04 0 p td- OD •0 N o N /I 9.03 LO J NJIN r\i IIII 9.03L1190.pop5. � c 1 11 4'i = // OPP. `\ it Z O p N M N \• i N J N rx N co n - O _J LL 21 , 19 19 °D o a o D_ 9.05 `�\ 2" 9.04 2" II 2" 9.04 Z o O M \\ 34" 35 1/4" // N w (n D.L.O. D.L.O. (GLAZING TYPE) `\ PG-21 TYPE D (°'N'°') 1 EACH l l 0 3/8" 9104 3/8" 16 I ( NGTM (FG3000 NON—THERMAL SERIES) 3/8" 9.04 3/8" o 2" 3s" 2" I PG-21 TYPE C (2" x 4-1/2") 12" 2" I D• (U.N.O.) U 1 EACH (MS375 DOOR SERIES) o. o 40" (FG3000 NON—THERMAL SERIES) (IN—SWING) 40" wCV 0 F.D. U to 0 F.D.40 3/4" 2 x 4-1/2 ) DOOR NUMBERS 40 3/4" >N aMOo c R.O. (MS375 DOOR SERIES) up—°'o 3'-4 3/4" (IN—SWING) 100Cmis u)t3NMN (=jLLI Non�� DOOR NUMBERS o ~N �CN .. O 1008 12 ; oa= o J..�W N I oO NOTE: ALL DIMENSIONS, QUANTITIES, CONFIGURATIONS, AND DETAILS TO BE VERIFIED 0 L H n T 6 . N Z / /// // 2 A403 I \ N \'‘ .tr y 6 A403 / \ o g o � FG-2122 ALUM. FILLER N FG-2188 VINYL FILLER \ \ •� / \ m z cn \\k._ /..L FG-3495 JAMB FG-1133 "� \\\�\\\\\\\� .'I o ‘ )).T . _ \ \ :111. \ p ` z z -_,--/-U .���; - _ \ FG-2122 ALUM. FILLER p o = z p v I _ FG 2188 VINYL FILLER 8 ,�� cn S a z0 IA d o FG-3000-FP-62 SHEAR BLOCK O S \ \ _ o OPTION ATTACH 3/4" PPH 7 a, o ?a \ \ ATTACH TO VERTICAL 0 p 0 c i \\\\\\\\\\ _ W/FS 8 #14 x 1-1/2" HHSTS p in a IVI N) N R. Oc cc Q Q O O cc m N m J W 0 II 2„ D.L.O. SU O 3/8 FRAME DIMENSION W m 0 V) ti tn CK IX J D LL ROUGH OPENING AC-119-1 SHEAR BLOCK _ CU OPTION ATTACH TO HEAD 3 3 c� W/FS-6 #10 x 3/4" PPH Z N O 0 10 A403 ATTACH TO VERTICAL 2 8 N O FG-3210 NW #14 x 1-1/2" HHSTS V N i? Z o GLASS STOP o B V1 Z w W o p W / FG-3220 FG-3223 v _ ¢� SILL FLASHING ci 0 N C K Cl r -Si i���. •`— U)N d l W 4k ,., FG-3000-FP-15 0 3 M o c M —.Al •7- W 1—O1inn® P:•ii N t3NMcn N 1 Li //// ///� N��r� YUclon co In N\7 / / / —N CN .. C CO-J..I Lo .-4.1-Lai W / (y/ / NOTE: MANUFACTURER TO PROVIDED SHEAR i BLOCKS AS REQUIRED . / N //. � r NOTE: BYE OTHERS UNO. METAL, Q 11 Z o $ CO 6 a A • r-- L J i § cni f Ig 4 5 N Z O FG-3495 6 N • z m FG-3514 FILLER O g aL,57 1 A403 FG-3220 SETTING FG-1133 GASKET FG-1133 M BLOCK 22(0) PER DL.O. __ 1: •1 S is I AC-119 SHR BLOCK OPTION ATTACH TO HORIZ. i' .1 S N o Gam/ N 4 W/FS-6 #10 x 3/4" PPH . pit) . . !{r,� ATTACH TO VERTICAL I oFG-3144 \ L__Jc� tai W/FS-8 #14 x 1-1/2" HHSTS Z rik( r l<i �>r ' O I 41! O 4 NIo ,c,._.-.,_,\J ., i/ i 1 ---- 1 i`V AC-108-1 SHEAR BLOCK Q a 0 o FG-3197 HORIZONTAL r .1 . . E IN oQW � � nI i i , , i J id LiD W nL p Egl:d FG-2122 ALUM. FILLER L FG-1133 0 p °c. D.L.O. 2" D.L.O. I FG-2188 VINYL FILLER c w p TW. rn y a In A M N 4 1/2" .r.7. m 0 O 0 o N J n Q = I— W D 8 9 N I— o z La W m O A Q V, CtW V 3 w W' AC-119-1 SHEAR BLOCK i p O 0 o FG-3146 0 0 W N o FG-1133 \ 0 T __ \ OT FG 3144 ) � • \--1 S 1--- DN ( ! --- 1 1 o o 11 �I-------- .. C ,....._.., S / ; fCil� ; `' —.) v.)cs, a) �� J W 3 M U a �/ f vim c O FG-31142 W�°i�n® ( .<O W ci- , L 3 N M N A =N W PL4 - V ()Non o H 0 cin..'p C(21 D J'..Aj W n 0 CV r , r NOTE: FLASHING/BRAKE METAL MANUFACTURER TO PROVIDED SHEAR Z o BY OTHERS UNO. BLOCKS AS REQUIRED $ r— of L J 6 L € g a g • 10 11 12 ' � N FG 3102 �i FG-3100 MULLION zo FG-3157 FG-3102 N N 7 D—6 FG 1 133 NP. p g t --1 1Mr-'t/ N z c S S N 711--11 1 �� V �� F G 2145 j=1111 /11=1o FG-31.8 > `o_ FG-3156 FG-3156 Q 8 FG-3102 FILLER76-1 Q12 Q - 1/8" D.L.O. 2" 3/4" D.L.O. 3 3/4" 3/4" D.L.O. E l g 3 D.L.O. 2" DOOR OPENING D.L.O. 2" D.L.O. d d ; o 13 n 11 c. in in 5 A403 M N . O FG-2122 ALUM. FILLER 1 4 1 5 0 FG-2188 VINYL FILLER 5 A403 f f m N .. cn _J ,-!n_ of s H O a FG-2122 ALUM. FILLER l632O o..v. ,--] \ N En N CC FG-3157 I \ N Li I S • A 3 W w 0 • FG-2145 81 N 1 N W a 5 S Coro ti \ FG 2135 FG-3156 ' 1 2-Lir o M U U U C Z D-38 r FG-3158 2 (n N a) 1/8" FG-3156 0 0•co o Ir 3n v —�P 3 3/4" 3/4" /4 D.L.O. o W'rn rn O co s O \ N V 0*j - 3/8 2" DOOR OPENING 2" 3/4" D.L.O. M I I =3 P oID w FRAME DIMENSION 0 OS-81 0 N vN 0 N 3/8" FRAME DIMENSION W ROUGH OPENING 1—O c . 0 ROUGH DIMENSION o I In >,� o f eco_i.04...w N_____ N r N 1I i N) NOTE: FLASHING/BRAKE METAL, r NOTE: MANUFACTURER TO PROVIDED SHEAR Z o BY OTHERS UNO. BLOCKS AS REQUIRED $ c�(c, o) , � k g � i 4 .. i , I r 0' ;I r Z Ol ROUGH OPENING O —I - 'T' FRAME DIMENSION .. _/_..„__ 03 K rDOOR OPENING CO"1 00 Z O—II D TBD 10" 3/4" D.L.O. _ —� f0 =� N 3C /16" 0-) cncocD 1 x m rn xi xi o ILL Z Z 0m RIO ' CO N K p x Co O I D I ". 0 r J o S I S 0 d7 I N o 7j) i 23, A co AINA oW r----.----.-.-----1 l-- J W I co I LIIfiIIIILjm!N N .Z7 2m� p .Z7.',ml Z O 1 I \ O —W 4 A A O (ID (" ROUGH OPENING — N D ^_ FRAME DIMENSION 3/8" O W W ROUGH OPENING 3/8 FRAME DIMENSION D.L.O. 2" 2" D.L.O. '1 0L) 1 I N N.) aTI go rN FG 3103 HEAD 4 ulZ r .a TI S. -- ; I- �o s �•II __ I , , A x lit_i I I -ri .... J lr ' w .L JL---� \... W (D7 D rn v I n 0 I 0 in 00 I I co I N j I C,N N CO N mm2 -<D 2 D { C D to r 3 m r • r mm r- O r-r O OT. mm n Al.CARLSON 1-26-17 PROJECT` CLEAN WATER SERVICES Customer Approval acORDMI MC D—TECH SERVICES LOCATOR - 6520 212th ST S.W. #201 2550 SW HILLSBORO HWY. HILLSBORO, OR 97123 Signature 1OB NO.: Lynnwood, WA 98036 CUSTOMER: ENCORE GLASS 9 976 (425) 778-2050 TITLE: Date 1ST SUBMISSION 2-1-17 SHEET No.: Fax: 778-3476 NO DESCRIPTION DATE 9.04 Email: JESSEOwindowtechinc.com STOREFRONT DETAILS Signature required before fabrication Process will begin DRAWING SUBMISSION ..J i a N t O N W z m 0 OF N (n R O 03 g N " O In O z 0 0 o .$ a d o Q o 20 FG-2122 ALUM. FILLER 21g N FG-2188 VINYL FILLER E 4 A403 SIM. 4 A403 SIM. O g. FG-2122 ALUM. FILLER (f) k- FG 2188 VINYL FILLER :: 3. s U a;. 0 0 0 o a (� �I� `' FG-3157in IA P/27—=:—='=2- f' ''I ro I I 1 I liii D-6 . 11 o 01 2145 FG-31.8 S 0 I- 2" 3/4" D.L.O. 3/8" FRAME DIMENSION 3 3 W ROUGH DIMENSION 1/8 v O U N W 3 3/4" D.L.O. 6 2" DOOR OPENING 1 0 . 3/8 FRAME DIMENSION p U ROUGH DIMENSION g itL s V)N a) LU ; > .o c W�° N ©0 I3NMNnLI . p^ppW UN 0 ^ 1 171 c41 g Q(0—1.-A.L.W • r 1 NOTE: MANUFACTURER TO PROVIDED SHEARr. BLOCKS AS REQUIRED N r LC) NOTE: FLASHING/BRAKE METAL z BY OTHERS UNO. co .. a)!moi t °' i • GENERAL STEEL NOTES - ---:- = 34'-G" W12x53 CORBEL SPAN VPFCIFICATIONS I 0 EL 9'-7 15/16" v 1. DESIGN FABRICATION AND ERECTION OF STRUCTURAL STEEL SHALL BE IN ACCORDANCE WITH 04 l THE"MANUAL OF STEEL CONSTRUCTION"OF AMERICAN INSTITUTE OF STEEL CONSTRUCTION. - W18x46 w/C12x20.7 CAP CHANNEL UNLESS OTHERWISE MODIFIED ON THE DRAWINGS OR IN THE SPECIFICATIONS. - II II 2. MATERIAL SHALL MEET THE REQUIREMENTS OF THE FOLLOWING SPECIFICATIONS,UNLESS NOTED OTHERWISE: .. WIDE FLANGE SHAPES ASTM A992 H-PILES ASTM A572 GRADE 5O v M,S.C.MC&ANGLES ASTM A36 PLATES AND BARS ASTM A36 PIPE ASTM A53,TYPE E OR 5,GRADE B STRUCTURAL TUBING ASTM A500,GRADE B,Fy=46 KSI - In> WELDED STEEL AWS D1.1 1K-I N ELECTRODES AWS E70X% W ZO ,. MACHINE BOLTS ASTM A307 Z HIGH STRENGTH BOLTS ASTM 0.125 O - U Z 3. TWO COPIES OF CERTIFIED MILL TEST REPORTS ON ALL ASTM MATERIALS USED IN THIS a " Z w 1'(- WORK SHALL BE FURNISHED TO THE SPECIAL INSPECTION AGENCY. r7 M 1 n' Z Z O 3I- �O�O CONNFC.TIONS 0 O 1112.4116 Z N 13 UIn 4. ALL SHOP CONNECTIONS SHALL BE WELDED OR MADE WITH HIGH STRENGTH BOLTS UNLESS v NOTED OTHERWISE. --0: 5. ALL HIGH STRENGTH BOLTED CONNECTIONS SHALL BE BEARING TYPE WITH THREADS QJ\GPcJ INCLUDED IN THE SHEAR PLANE UNLESS NOTED OTHERWISE. BOLTS SHALL BE TIGHTENED +y1"ePG� 0� TYPICAL SECTION USING"TURN-OF-NUT"METHOD ACCORDANCE WITH AISC SPECIFICATIONS y O Q Si WHERE LONG SLOTTED HOLES ARE NEEDED,A PLATE WASHER OR _ _ G 0 SCALE 1/4" = 1'-0" la CONTINUOUS BAR OF AT LEAST 5/16 INCH THICKNESS WITH STANDARD HOLES 34'-0" SHALL BE PROVIDED. W18x46 w/C12x20.7 CAP CHANNEL SPAN 6. NO FIELD BURNING OF BOLT HOLES WILL BE ALLOWED. coN6TRu0nON W12x53 CORBEL XB ^2'-4" IS EL 9'-7 15/16" 0 II 7. ERECTOR SHALL PROVIDE ALL TEMPORARY SHORING AND BRACING NEEDED FOR STABILITY 2'-0 1/2" 25'-1 1/2" 23'-11" 29'-1 1/2" °" ii�n.■ n� UNTIL STRUCTURE IS COMPLETE. WE DING 81'-2 1/2 HSI 8. WELDER CERTIFICATION PROCEDURES SHALL BE AS FOLLOWS: RUNWAY LENGTH �III-IY A. ALL WELDERS SHALL BE CURRENTLY CERTIFIED AND REGISTERED BY THE LOCAL BUILDING FRAMING PLAN - TOS EL 11'-2 1/4" v OFFICIALS AND/OR THE AMERICAN WELDING SOCIETY AND,IF REQUIRED,ALL WELDERSa SHALL HAVE THEIR CERTIFICATION FURNISHED TO THE TESTING AGENCY. SCALE 1 1/8" = 1'-0" B. A COPY OF CERTIFIED WELDING PROCEDURES NOT PRE-QUALIFIED BY AWS.SHALL BE IS N SUBMITTED FOR REVIEW. - C.L. (2) 13/16"0 HOLES IN BEAM ,9. FIELD WELDING WILL BE ALLOWED ONLY WHERE NOTED ON THE PUNS. 8" / II &13/16" W. x 1 1/2" LG. SLOTS 10. EXISTING AND NEW STEEL SURFACES TO BE WELDED SHALL BE CLEANED OF PAINT,GREASE, IN PL®3 1/2" O.C. FOR 3/4" DIA H Q' SCALE OR OTHER FOREIGN MATERIAL, N Z YZ A325 BOLTS w/HEAVY HEX NUT, o o 11. ALL FIELD WELDS SHALL BE WIRE BRUSHED AND CLEANED.THEN PRIMED. 5/16" PLATE WASH, JAM NUT 0 zFniS 12. NO WELDING WILL BE PERMITTED TO EXISTING BEAM FLANGES EXCEPT AS INDICATED ON &HARDENED WASHER (4 BOLTS PER CONN) C12 THE PUNS. 1/4 WELDING INSPECTION PROGRAM C12 CAP CHANNEL C12 CAP CHANNEL 13. FOR THE FIRM DESIGNATED TO PERFORM THE SPECIAL INSPECTION ACTIVITIES,SEE"TESTS MilialiMININIMINLVM SidiliMilaililililiMiliii F 2•_4" SOUTH ELEVATION AND SPECIAL INSPECTIONS" , SCALE 1 1/4"= 1'-0" 14. THE SPECIAL INSPECTION AGENCY SHALL BE EMPLOYED BY THE OWNER,THE ENGINEER OF 1" RECORD,OR AN AGENT OF THE OWNER,BUT NOT THE CONTRACTOR OR ANY OTHERIll , 12" OF WELD PERSON RESPONSIBLE FOR THE WORK. 1/4r4-12 EACH END SHOP WFI DING EACH SIDE 1/2" PL 16. THE SPECIAL INSPECTOR SHALL VISIT THE FABRICATION SHOP TO OBSERVE FIT-UP PRIOR lu �'Milli TO THE COMMENCEMENT OF ANY WELDING. "0 HLE IN PL W18 / FOR 1 5/2"0 A3°07SBOLTS AT THIS TIME THE SPECIAL INSPECTOR SHALL: / '/ / 1/4 W1e RUNWAY FB 3" x 1/2"STIFFENER • VERIFY MATERIALS BEING USED FOR THE WORK w/C12 CAP p PL'S N.S. & F.S. (TYP) CHANNEL I FULL PEN • VERIFY THE INTENDED WELDING PROCESSES AND PROCEDURES TO BE USED I hl EA FLANGE • VERIFY WELDER QUALIFICATIONS AND CERTIFICATIONS W72 COL PL 3/4" x 12" X 1'-1" _ ■ �JyyI PL 1 1/2" %12" X 1'-9" • OBSERVE THE BEGINNING OF THE WELDING PROCESS -M - . - �I 17. AFTER TOE SHOP WELDING IS COMPLETE,THE SPECIAL INSPECTOR SHALL RETURN TO HI [•y=■ VISUALLY INSPECT THE WELDS. irk I _ , ■ 18. THE TESTING LAB SHALL PROVIDE A COPY OF SUCH INSPECTION RESULTS TO THE ENGINEER 1-O" W12 COLUMN VERIFYING THAT THE WELDING WAS PROPERLY PERFORMED AND IN ACCORDANCE WITH THE I o 'o PUNS. rigli N 1/4 FIELD WELDING RUNWAY/W12 COL •�_ USE A MIN. CONCRETE STRENGTH 19. THE SPECIAL INSPECTOR SHALL VISIT THE JOB SITE TATO THE BEGINNING OF ANY ON-SITE - OF 4,000 PSI FOR CRANE COLUMN WELDING WORK. AT THIS TIME THE SPECIAL INSPECTOR SHALL: SCALE 3/4" = 1'-0" • VERIFY MATERIALS BEING USED FOR THE WORK FOUNDATIONS • VERIFY THE INTENDED WELDING PROCESSES AND PROCEDURES TO BE USED PLAN 6 1/2" 5" C.L. (2) 13/16"0 HOLES IN RUNWAY BEAM W12 COL BASE PLATE • VERIFY WELDER QUALIFICATIONS AND CERTIFICATIONS 3 1/2" &13/16" W. x 1 1/2" LG. SLOTS IN CORBEL • OBSERVE THE BEGINNING OF THE WELDING PROCESS 2 1/2" I ®8" O.C. FOR 3/4" DIA A325 BOLTS w/HEAVY SCALE 3/4" = 1'-0" 21. AFTER THE FIELD WELDING IS COMPLETE.THE SPECIAL INSPECTOR SHALL RETURN TO HEX NUT, 5/16"PLATE WASH, JAM NUT VISUALLY INSPECT THE WELDS. &HARDENED WASHER 012 CAP CHANNEL C.L. W8x24 END STOP , (4 BOLTS PER CONN) 3/8" PL 22. THE TESTING UB SHALL PROVIDE A COPY OF SUCH INSPECTION RESULTS TO THE ENGINEER PL 3/4" x 9" x 0'-11" sr /4 I' VERIMNG THAT THE WELDING WAS PROPERLY PERFORMED AND IN ACCORDANCE WITH THE a NOTE: I� PLANS. 1/4• RUNC12 CAP CHANNEL �I r NOT AY SHOWN STOP C72 --- PL 1/2" X 2'-9" x 4'-0" -- (3) 13/16"0 HOLES C.L. ID, r F q 1 = IFOR 3/4"0 A325 BOLTS -- _ . __ Ir L 4x4 TESTS AND SPECIAL INSPECTIONS 12" OF WELD / ; PL 3 4" x 12" x 1'-e" AEACH END1 4 4-12 /EACH SIDE 2" 1.0 PROVIDE TESTS AND INSPECTIONS FOR ALL ITEMS AS REQUIRED BY THE 2012 INTERNATIONALW18 BUILDING CODE AND ALL APPLICABLE LOCAL CODES AND ORDINANCES. okh. W12 COL W12 " 2.0 THE SPECIAL INSPECTION AGENCY SHALL BE EMPLOYED BY THE OWNER,THE ENGINEER OF ' ` 'II! RECORD,OR AN AGENT OF THE OWNER,EUT NOT THONTRACTOROR ANY OTHERCL. () 13/16"0 HOLES FB 3" X 1/2' STIFFENER 111:Egl ( ) / l/4 j , ` PERSON RESPONSIBLE FOR THE WORK. PI'S N.S. &F.S. TYPj" " 1/4 Iliy ,FOR 3 4" DIA A325 BOLTS ( ) C.L. 2 13 16"0 HOLES 0 8" O.C. 10.3.0 THE FIRM DESIGNATED TO PERFORM THE SPECIAL INSPECTION ACTIVITIES FOR THIS PROJECT0 3 1/2" O.C. W/HVY HEX - FOR 3/4"0 4325 BOLTS 7 5/16 SHALL BE DETERMINED BY THE OWNER PRIOR TO THE START OF THE PROJECT. THE OWNER DR� : NUT, PLATE WASH, JAM NUT TYP 1/4 " (4 BOLTS PER CONN) j/2" 1a SHALL INFORM THE BUILDING OFFICIAL AND THE ENGINEER OF RECORD WHO THE SPECIAL v v „ &HARDENED WASHER / I.I13/16"0 HOLE FOR • -_ INSPECTION AGENCY IS TO BE. (4 BOLTS PER CONN 1,4,. . ) 3/4"0 A325 BOLT 4.0 THE CONTRACTOR SHALL PROVIDE THE ItSIING AGENCY WITH THEIR CONSTRUCTION W12 COL 1/2"STIFFENER PI'S PL 3 8" % 5" x 0'-5" SCHEDULES TO ENSURE PROPER COORDINATION OF THE WORK. NEAR&FAR SIDE i / 5/16r 0 CENTER OF BRACE C.L. (3) 13/16"0 HOLES ! 5.0 THE FOLLOWING SPECIFIC ITEMS SHALL BE INSPECTED AND/OR TESTED BY THE TESTING i 1/4" 7 1/2" 1-4 FOR 3/4"0 A325 BOLTS AGENCY,IN ACCORDANCE WITH°SSC CHAPTER 17. f� �I - 6.0 STRUCTURAL STEEL TYP RUNWAY STOP - (4) REQUIRED 0 RUNWAY/CORBEL/W12 COL L4x4 6.1 WELDING SCALE : 3/4" = 1'-0" SCALE: 3/4" = 1'-0" 3/8" PL 6.1.1 ALL STRUCTURAL WELDING. BRACING DETAILS PROJECT I°CATION: 6.1.2 SEE GENERAL STEEL NOTES FOR"WELDING INSPECTION PROGRAM SCALE 3/4" = 1'-0" CLEAN WATER SERVICES(CWS) 6.2 ALL HIGH STRENGTH BOLTING DURHAM O&M BUILDING REMODEL 16060 SW 85TH AVE 7.0 .BEe90D2 TIGARD, OREGON 97224 7.1 COPIES OF ALL INSPECTION REPORTS SHALL BE PROMPTLY SUBMITTED TO THE LOCAL BUILDING OFFICIAL,THE ENGINEER OF RECORD,THE OWNER AND THE CONTRACTOR. Z4°6p6Dn0,.+4 WASHINGTON CRANE & HOIST 7.2 MAINTAIN ONE COPY OF EACH FIELD REPORT AT THE JOB SITE. �`�QEU In4Fn_� C.C. Peterson Engineering �S i PACIFIC, WASHINGTON 7.3 SUBMIT A FINAL REPORT AT THE COMPLETION OF EACH CATEGORY OF WORK THAT IS !� ,� i('E Consulting Engineers INSPECTED. l� DURHAM O&M BUILDING REMODEL PHASE 1B PROJECT 2694 N.E.26Th Ave 7 1/2 TON - PLAN, ELEVATION, SECTION & DETAILS V.„,,,,,,,,,„ Portland,Oregon 97212 BRA.BY BATF aVIC.M0. ' REV, MCE Q. Phone(503)287-5532 DLW APRIL 14, 2017 Fax(503)282-7226 ar Joe 10. scA¢ 17122-S101 0 REV. BY DATE REVISION MEM 12-31-la 17-122 NOTED