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Plans (2) /146r-g-013 - ( 317 M6-7&°/3-O 3/<a „[1 020'/3-e1/37 .40 13224 SE Comanche Court 4 ificE 10! Clackamas, OR 97015 503-557-1600 (o) West Coast 503-557-1607 (f) Engineering, PC 1,.�l 503-680-5784 (m) � � ' ��1i�� Structural Engineering seanwce@gmail.com IBC MISC. STRUCTURAL CALCULATIONS RECEIVED JUN 10 2013 CITY OF TIGARD BUILDING DIVISION PROJECT NAME: STRADA PROJECT LOCATION: WASHINGTON SQUARE RD TIGARD, OR 97223 FOR: CPS CONSTRUCTION, INC. DESIGN CRITERIA: RDF WIND—95 MPH / EXPOSURE B �� �� SEISMIC DESIGN CATEGORY D / :003 MECH. LOADS PER CALCS 4-3-43 OREGON JOB# W13-91 s�q�M 13' MSPo RA Expires 12/31/20 12/31120t4 June 3, 2013 • Project: 61 -A-L) Job#: W I Page: tN1, / iv\Pa, By: 5 Pv-P-- Date: (v.--;- • • • • • . . . ■./PP.,[ •-i 7-4 P u - 75 àvj2. ( 11--7160-6.0 /2.-.6 1%1 t- -4( /3,- f) $I ' LeQ3. pe-s I(2-e 1_6 r F , 4be._6, te, s s p tir ao or t r S. le r , Piz-L I:42 I cA3 'ore itecc 3T f‘440 C "v•--4 1.)-- L.-• b 1t A- LA. ri r(t-t. 5 (7e4i-vcrt S la PL t.4 tZ,g r 6F: ..1;■ r 4-41- jL :/ f P1144 roA6 • pfrit_co4 66- cAt 4-4) S A 9 "" 0 o'. i • I Ar 44 West Coast Engineering Project Title: STRADA-WASHINGTON SQ.TOO 13224 SE Comanche Court Engineer: SMR Project ID: W13-91 ' ,Clackamas,OR 97015 Project Descr: 503-557-1600 www.westcoaste.com i40' Printed:4 JUN 2013,3.06PM File=C:UsersIWCE1 D0CUME-11WCE\2013J0-11W13-91-1.T001STRADA-1.EC6 • Multiple Simple Beam ENERCALC,INC.1983-2013,Build:6.13.5.2,Ver:6.13.5.2 Lic.#:KW-06006141 Licensee:WEST COAST ENGINEERING,PC Description_ MISC. MECH. ROOF FRAMING Wood Beam Design : R1 - (2) 2X12 Calculations per 2005 NDS,IBC 2006,CBC 2007,ASCE 7-05 BEAM Size: 2-2x12,Sawn, Fully Braced Using Allowable Stress Design with ASCE7-05 Load Combinations,Major Axis Bending Wood Species: DouglasFir-Larch Wood Grade: No.2 Fb-Tension 900.0 psi Fc-PrIl 1,350.0 psi Fv 180.0 psi Ebend-xx 1,600.0 ksi Density 32.210 pcf Fb-Compr 900.0 psi Fc-Perp 625.0 psi Ft 575.0 psi Eminbend-xx 580.0 ksi Applied Loads Beam self weight calculated and added to loads Unif Load: D=0.0150, L=0.0250 k/ft,Trib=1.330 ft Point: D=0.040 k @ 1.50 ft Point: D=0.040 k @ 4.750 ft Point. D=0.170 k @ 7.420 ft Point: D=0.170 k @ 10.670 ft _ Design Summary . Max fb/Fb Ratio = 0.499. 1 Dro01995 L(003325) fb :Actual : 516.57 psi at 7.433 ft in Span#1 Fb•Allowable: 1,035.00 psi .701m7', ill}YL7W t9�fi 'n1 & ,,vtd 1 a Load Comb: +D+L+H • Max fv/FvRatio= 0.152: 1 • fv :Actual: 27.37 psi at 13.741 ft in Span#1 14.870 8, 2-2x12 Fv :Allowable: 180.00 psi Load Comb: +D+L+H • Max Deflections Max Reactions (k) 0 L LE a w E H Downward L+Lr+S 0.061 in Downward Total 0.180 in Left Support 0.40 0.24 Upward L+Lr+S 0.000 in Upward Total 0.000 in • Right Support 0.43 0.24 Live Load Defl Ratio 2878 >360 Total Defl Ratio 977 >240 Wood Beam Design : R2 - (2)2X12 Calculations per 2005 NDS,IBC 2006,CBC 2007,ASCE 7-05 - BEAM Size: 2-2x12,Sawn, Fully Braced Using Allowable Stress Design with ASCE7-05 Load Combinations, Major Axis Bending Wood Species: DouglasFir-Larch Wood Grade : No.2 Fb-Tension 900.0 psi Fc-PrIl 1,350.0 psi Fv 180.0 psi Ebend-xx 1,600.0 ksi Density 32.210 pcf Fb-Compr 900.0 psi Fc-Perp 625.0 psi Ft 575.0 psi Eminbend-xx 580.0 ksi Applied Loads Beam self weight calculated and added to loads Unif Load: D=0.0150, L=0.0250 k/ft,Trib=1.330 ft Point: D=0.1150 k @ 3.170 ft Point: D=0.230 k @ 6.420 ft Point: D=0.230 k @ 9.920 ft Point: D=0.1150 k @ 13.250 ft - _ 1 Design Summary Max fb/Fb Ratio = 0.586- 1 0 0.01995 L 0.03325 fb:Actual: 606.02 psi at 6.699 ft in Span#1 . ic Fb :Allowable: 1,035.00 psi ■ Load Comb. +D+L+H • . • Max fv/FvRatio= 0.191 : 1 • • fv:Actual: 34.40 psi at 13.741 ft in Span#1 14.670 ft, 2-2x12 Fv:Allowable: 180.00 psi Load Comb: +D+L+H Max Deflections Max Reactions (k) 0 L Lr s w 0 H Downward L+Lr+S 0.061 in Downward Total 0.216 in Left Support 0.51 0.24 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.59 0.24 Live Load Defl Ratio 2878 >360 Total Defl Ratio 814 >240 West Coast Engineering Project Title: STRADA-WASHINGTON SQ. TOO 13224 SE Comanche Court Engineer: SMR Project ID: W13-91 ' Clackamas,OR 97015 Project Descr: 503-557-1600 www.westcoaste.com 6■12 Printed. 4 JUN 2013.3CEPM r-__.-_--- ----- - ------__-._ File=C:1UserslWCE100CUME-1\WCE12013J0-11W13-91-1.•001STRADA-1.ECfi Multiple Simple Beam ENERCALC,INC.1983-2013,Build 6.13.5.2,Ver.6.13.5.2 Lic.#:KW-06006141 Licensee:WEST COAST ENGINEERING,PC Wood Beam Design : R3 -2X12 Calculations per 2005 NDS,IBC 2006,CBC 2007,ASCE 7-05 BEAM Size : 2x12,Sawn, Fully Braced Using Allowable Stress Design with ASCE7-05 Load Combinations,Major Axis Bending Wood Species: DouglasFir-Larch Wood Grade : No.2 Fb-Tension 900.0 psi Fc-PrIl 1,350.0 psi Fv 180.0 psi Ebend-xx 1,600.0 ksi Density 32.210 pcf Fb-Compr 900.0 psi Fc-Perp 625.0 psi Ft 575.0 psi Eminbend-xx 580.0 ksi Applied Loads Beam self weight calculated and added to loads Unif Load: D=0.0150, L=0.0250 k/ft,Trib=1.330 ft Point: D=0.070 k @ 4.750 ft Point: D=0.070 k @ 7.420 ft Design Summary ,,,,, Max fb/Fb Ratio = 0.716• 1 D(001995 u003325) fb:Actual: 740.77 psi at 7.384 ft in Span#1 Fb:Allowable: 1,035.00 psi ,f-c �t Ir, , �t. Load Comb +D+L+H - ', Max fv/FvRatio= 0.221 : 1 , fv:Actual: 39.72 psi at 0.000 ft in Span#1 14.670 ft, 2x12 Fv:Allowable: 180.00 psi Load Comb: +D+L+H Max Deflections Max Reactions (k) 2 L Lr S W E H Downward L+Lr+S 0.122 in Downward Total 0.261 in Left Support 0.26 0.24 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.23 0.24 Live Load Defl Ratio 1439 >360 Total Defl Ratio 674 >240 Wood Beam Design : R4-2X12 Calculations per 2005 NDS,IBC 2006,CBC 2007,ASCE 7-05 ' BEAM Size : 2x12, Sawn, Fully Braced Using Allowable Stress Design with ASCE7-05 Load Combinations, Major Axis Bending Wood Species: DouglasFir-Larch Wood Grade: No.2 Fb-Tension 900.0 psi Fc-Pill 1,350.0 psi Fv 180.0 psi Ebend-xx 1,600.0 ksi Density 32.210 pcf - Fb-Compr 900.0 psi Fc-Perp 625.0 psi Ft 575.0 psi Eminbend-xx 580.0 ksi Applied Loads Beam self weight calculated and added to loads Unif Load: D=0.0150, L=0.0250 klft,Trib=1.330 ft Point: D=0.0250 k @ 0.170 ft Point: D=0.0250 k @ 2.170 ft Design Summary 010".1 Max fb/Fb Ratio = 0.572 1 0 0.01995 L 0.03325 fb:Actual: 592.42 psi at 7.286 ft in Span#1 Fb:Allowable: 1,035.00 psi Load Comb: +D+L+H Max fv/FvRatio= 0.191 : 1 fv :Actual: 34.31 psi at 0.000 ft in Span#1 14.670 ft, 2x12 Fv :Allowable: 180.00 psi --- Load Comb: +D+L+H Max Deflections Max Reactions (k) 2 L Lr S W E H Downward L+Lr+S 0.122 in Downward Total 0.214 in Left Support 0.22 0.24 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.18 0.24 Live Load Defl Ratio 1439 >360 Total Defl Ratio 821 >240 Wood Beam Design : HOOD SUPPORT BEAM Calculations per 2005 NDS,IBC 2006,CBC 2007,ASCE 7-05 BEAM Size : 4x6, Sawn, Fully Braced Usin g Allowable Stress Design with ASCE7-05 Load Combinations,Major Axis Bending Wood Species: DouglasFir-Larch Wood Grade: No.2 Fb-Tension 900.0 psi Fc-PrIl 1,350.0 psi Fv 180.0 psi Ebend-xx 1,600.0 ksi Density 32.210 pcf Fb-Compr 900.0 psi Fc-Perp 625.0 psi Ft 575.0 psi Eminbend-xx 580.0 ksi Applied Loads Beam self weight calculated and added to loads • Point: D=0.250k @4.0ft Design Summary °°'A' Max fb/Fb Ratio = 0.270: 1 . r_ � ;;u fb:Actual : 363.45 psi at 4.000 ft in Span#1 • Fb:Allowable : 1,345.50 psi -- - I Load Comb: D Only Max fv/FvRatio= 0.061 : 1 fv:Actual: 10.93 psi at 0.000 ft in Span#1 6.0 ft, 4x6 1 Fv:Allowable: 180.00 psi - • Load Comb: D Only Max Deflections Max Reactions (k) P L Lr SW E H Downward L+Lr+S 0.000 in Downward Total 0.065 in Left Support 0.14 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.14 Live Load Defl Ratio 0 <360 Total Dell Ratio 1481 >240 , . wocr SS, 13224 SE Comanche Court Q Clackamas, OR 97015 West Coast ---, c) 503-557-1600 (o) 1,1,, 503-557-1607 (f) Engineering, PC ,,,, .\�� �� 503-680-5784(m) Structural Engineering ��A/ seanwce @gmail.com SEISMIC DEMANDS ON NONSTRUCTURAL COMPONENTS GOVERNING BUILDING CODE: 2009 INTERNATIONAL BUILDING CODE WITH OREGON AMENDMENTS SEISMIC DESIGN CRITERIA: SPEC. ACCELERATION, Ss: 0.94 (SECTION 11.4.1) SITE COEFFICIENT, Fa: 1.12 (SECTION 11.4.3) Sys = (2/3) Fa Ss: 0.71 (SECTION 12.14.8.1) SOIL SITE CLASS: D (CHAPTER 20) SEISMIC DESIGN CATEGORY: D (SECTION 11.6) SEISMIC FACTOR, Ip: 1.0 (SECTION 13.6-1) COMPONENT RESPONSE, Rp: 1.5 (TABLE 13.5-1 OR 13.6-1) COMPONENT AMPLIFICATION, ap: 1.0 (TABLE 13.5-1 OR 13.6-1) COMPONENT OPERATING WEIGHT, Wp: 1363 LB POINT OF ATTACHMENT, z = 1.0 (SECTION 13.3) AVERAGE ROOF HEIGHT, h = 1.0 (SECTION 13.3) Fp = (0.40 ap Sos wp/(Rp/Ip))(1 + 2(z/h)) = 770 LB (EQUATION 13.3-1) CONTROLS Fp max = 1.6 SDS Ip Wp = 1540 LB (EQUATION 13.3-2) Fp min = 0.3 SDS Ip Wp = 289 LB (EQUATION 13.3-3) t UNIT DIMENSIONS: OVERTURNING: , lo S c,e,a h1 i K s p.(.�-f� 1 rl4 ) 9 (9 LENGTH: 120 IN OTM = 1540 FT LBS o 1,"4 WIDTH: 48 IN RM = 2726 FT LBS HEIGHT: 48 IN FOS = 1.77 OKAY 1i4' C(A-,-,, L.grj art s WR.A-2 .ao= 2 Z DESIGN FOR TENSION: DESIGN FOR SHEAR: w TV S `• 1 t A3 T = (OTM - 2/3 RM) / L V PER FOOT = 96 LBS/ FT T = -69 LBS 6/4/2013 MAU RTU - SEISMIC PAGE fs%li ,0 13224 SE Comanche Court , . WCE Clackamas, OR 97015 503-557-1600 (o) West Coast . +}.,,,` 503-557-1607 (t) Engineering, PC nus 503-680-5784 (m) Structural Engineering \+J �%/ seanwce @gmail.com 4. SEISMIC DEMANDS ON NONSTRUCTURAL COMPONENTS GOVERNING BUILDING CODE: 2009 INTERNATIONAL BUILDING CODE WITH OREGON AMENDMENTS SEISMIC DESIGN CRITERIA: SPEC. ACCELERATION, Ss: 0.94 (SECTION 11.4.1) SITE COEFFICIENT, Fa: 1.12 (SECTION 11.4.3) SDS = (2/3) Fa Ss: 0.71 (SECTION 12.14.8.1) SOIL SITE CLASS: D (CHAPTER 20) SEISMIC DESIGN CATEGORY: D (SECTION 11.6) SEISMIC FACTOR, Ip: 1.0 (SECTION 13.6-1) COMPONENT RESPONSE, Rp: 1.5 (TABLE 13.5-1 OR 13.6-1) COMPONENT AMPLIFICATION, ap: 1.0 (TABLE 13.5-1 OR 13.6-1) COMPONENT OPERATING WEIGHT, Wp: 656 LB POINT OF ATTACHMENT, z = 1.0 (SECTION 13.3) AVERAGE ROOF HEIGHT, h = 1.0 (SECTION 13.3) 1 Fp = (0.40 ap Sos Wp/(Rp/Ip))(1 + 2(z/ti)) = 371 LB (EQUATION 13.3-1) CONTROLS Fp max = 1.6 SDS Ip Wp = 741 LB (EQUATION 13.3-2) Fp min = 0.3 SDS Ip Wp = 139 LB (EQUATION 13.3-3) UNIT DIMENSIONS: OVERTURNING: LENGTH: 53 IN OTM = 787 FT LBS WIDTH: 29 IN RM = 793 FT LBS HEIGHT: 51 IN FOS = 1.01 DESIGN FOR OVERTURNING DESIGN FOR TENSION: DESIGN FOR SHEAR: T = (OTM - 2/3 RM)/ L V PER FOOT = 77 LBS/ FT T = 107 LBS 6/4/2013 EXHAUST FAN - SEISMIC PAGE • crew an • 1Te • apac -sss .J Screw Capacities 'able Notes 1. Capacities based on AISI S100 Section E4. 6. Pull-out capacity is based on the lesser of pull-out capacity in 2. When connecting materials of different steel thicknesses or sheet closest to screw tip or tension strength of screw. tensile strengths, use the lowest values. Tabulated values 7. Pull-over capacity is based on the lesser of pull-over capacity for assume two sheets of equal thickness are connected. sheet closest to screw header or tension strength of screw. 3. Capacities are based on Allowable Strength Design (ASD) and 8. Values are for pure shear or tension loads. See AISI Section E4.5 include safety factor of 3.0. for combined shear and pull-over. 4. Where multiple fasteners are used, screws are assumed to 9. Screw Shear(Pss), tension (Pts), diameter,and head diameter have a center-to-center spacing of at least 3 times the nominal are from CFSEI Tech Note (F701-12). diameter(d). 10.Screw shear strength is the average value,and tension strength 5. Screws are assumed to have a center-of-screw to edge-of-steel is the lowest value listed in CFSEI Tech Note(F701-12). dimension of at least 1.5 times the nominal diameter (d) of the 11.Higher values for screw strength (Pss, Pts), may be obtained by screw. Ik specifying screws from a specific manufacturer. ,t g Allowable Screw Connection Capacity(Ibs) ' , Ya,� ,, if.GS �fit.,.it ! t'.4'.i " ' .∎ ' �.Scro�' r"4: *: " Y -� �•S�c,��1 r •,i'°4'"Sig tOS`Gn ,1Stc��, �ki�`t' jbF '� {ICSOM: ,,,,,,•r'4'<..r', , :�/"tgeik '.∎ .'r": s rt: lk q-'0 ty t N ' %.' ; ,. y. 4 x4,.'4 s „E "n J„ s aty d r. .I., 94 berm. , 4t;} r t tr'x r , , i + f _ n r, �Ax �. C1 • '� ✓ty .pr a 'F :PI:#i'4ift,0'' 64 s P s 9� s.Y��s ,1�.81k 15s 1 4 PC#�°1,1511161)Ati 2,1301 p j>s` "[pss,7 �'ititi jbi) c,d {���s._., �`k�l X11.11 � � � ,A � �it�.'�� ,w* i���4 �.t� �r!'r.) �o-1 st� � o-�)� ,5 .n���� i��A'j��f��{1"k�,iF"�, G�FW'L�,""¢r� ,�Jre�{}'�. �Y� q..,, " ,v rr t;,, )S+'x'44 "r r' ,jZx s `. 0 164. ESATi 1 v 0190"F4,-0.340"„H_. .� s;414,0;;;16,ilia 0 340,14esd , 0250 dia 0 469 Head iitv.04�{t+,�`,,','"'4 �'' ;A ,g She ,;':Pull-Out Pull-Over Shear Pull-Out Ptrlt-Over Shear Pull-Out Pull-Over Shear Pull-Out Pul.Over A Shear Pull-Out Pull-Over 18 0.0188 33 33 44 24 84 48 29 84 52 33 105 55 38 105 60 44 127 27 0.028$ 33 33 82''' 37 127 49 43 ,. 127 96 50 159 102 57 159 110 66 191 30 0.0312 33 33 95 40 140 r 101 48 140 55 175 118 63 175 127 73 211 33 0.0346. ' 33 45 151'" 61 140 164. 72 195 ( 17 %' 84 265 188 95 265 203 110 318 43 0.0451 33 45 214 79 140 244 94 195 263 109 345 280 124 345 302 144 415 54 0.0566 '23 45 214 100 140 344 118 195 310. 137 386 394 156 433 424 180 521 68 0.0713 33 45 214 125 140 426 149 195 523 173 386 557 196 545 600 227 656 97 0.1017 43' 45 214 140 140 426 195 195 548 246 386 777 280 775 1,016 324 936 118 0.1242 33 45 214 140 140 426 195 195 548 301 386 777 342 775 1,016 396 10`7 • 54 0.0566' 50 65 214 '''1140 140 426 171 195 534 198 386 569 225 625 613 261 752 68 0.0713 50 65 214 140 140 426 195 195 548 249 386 777 284 775 866 328 948 97 01017 50 65 214 00' 140 426 195 195 548 356 386 777 405 775 1,016 468 1,067 118 0.1242 50 65 214 140 140 426 195 195 548 386 386 777 494 775 1,016 • 572 1,067 A 3/6" Sttf�^�- - 30S Weld Capacities Table Notes 1. Capacities based on the AISI S100 Specification Sections E2.4 for 6. Transverse capacity is loading in perpendicular direction of the fillet welds and E2.5 for flare groove welds. length of the weld. 2. When connecting materials of different steel thicknesses or 7. For flare groove welds, the effective throat of weld is tensile strengths, use the lowest values. conservatively assumed to be less than 2t. 3. Capacities are based on Allowable Strength Design (ASD). 8. For longitudinal fillet welds, a minimum value of EQ E2.4-1, 4. Weld capacities are based on E60 electrodes. For material E2.4-2, and E2.4-4 was used. thinner than 68 mil, 0.030"to 0.035" diameter wire electrodes 9. For transverse fillet welds, a minimum value of EQ E2.4-3 and may provide best results. E2.4-4 was used. 5. Longitudinal capacity is considered to be loading in the direction 10.For longitudinal flare groove welds, a minimum value of of the length of the weld. EQ E2.5-2 and E2.5-3 was used. Allowable Weld Capacity(lbs/int �y alr r, P r, ' 4,-.4, , r r o e i-,f�4" Pgn rs`$�reSM . 'i i ti*, .i �,, ;1 A 4 ..-_,., ,,. ....._ ,_. ... . _..�.. ,..._.�_<,. ... .�_,._ ,,.--. .,,,,i_,.d�, . ,,, 1 11 ,it.-ati l ,4411, ! 4lr}y tL, i 43 00451 33 45 499 864 544 663 54 0.0566 33 45 626 1084 682 832 68 0.0713 33 45 789 1365 859 1048 97 0.1017 33 45 1125 _ 1269 54 0.0566 50 65 905 1566 985 1202 " 68 0.0713 50 65 1140 1972 1241 1514 97 0.1017 50 65 1269 1269 'Weld capacity for material thickness greater than a10-requires engineering judgment to determine leg of welds, WI and W2. r4 VC Vk'a / . / 7 Table 5J-03 STEELER FLOOR JOIST J200 Members Allowable Joist Span Tables, Feet: Total Load=L/360, Live Load=L/480 No. Equal • LL 100 sf, DL 15 psf LL 125 psf, DL 15 psf Joist Size S•ans 12" 16" 24" 12.. 16" 24" One 15.17 13.83 12.08 14.08 12.83 11.00 1000 J200-54 (50 ksi) Two 16.75 13.67 10.17 14.58 11.83 8.75 : One 16.42 14.92 13.08 15.25^ 13.83 12.08 `� 1000 J200-68 (50 ks1) 15.58 13.08 Two 18.50 16.75 14.42 One 18.50 16.75 14.67 17.17 15.58 13.58 1000 J200-97(50 ksi) Two 20.75 18.83 16.42 - 19.25 17.50 15.25 One 18.92 17.17 15.00 17.58 16.00 13.92 1200 J200-68 (50 ksi) Two 21.25 19.33 14.92 19.75 17.33 12.92 One 21.42 19.50 17.00 19.92 18.08 15.75 1200 J200-97(50 ksi) Two 24.08 21.83 19.08 22.33 20.25 17.75 One 21.33 19.42 16.92 19.83 18.00 15.67 1400 J200-68 (50 ksi) Two 23.92 19.58 14.50 20.92 16.92 12.42 One 24.25 22.00 19.25 22.50 20.42 17.83 1400 J200-97(50 ksi) Two 27.17 24.75 21.58 25.25 22.92 24.50 One 30.25 27.50 23.75 28.08 25.50 21.50 J200-97(50 ksi) Two 0 Table 5J-04 STEELER FLOOR JOIST J200 Members Allowable Joist Span Tables, Feet: Total Load=U360, Live Load=L1480 LL 100 •sf, DL 40 psf LL 125 psf, DL 40 psf • No. Equal 16" 24" Joist Size S•ans 12" 16" 24" 12" One , 14.92 1,3.50 11.00 14.08 12.42 10.00 1000 J200-54 (50 ksi) Two , 14.58 11.83 8.75 13.00 10.50 7.67 One 16.17 14.67 12.83 15.25 13.83 12.08 1000 J200-68 (50 ksi) Two 18.50 '16.08 13.08 17.08 14.75 11.75 One 18.17 16.50 14.42 17.17 15.58 13.58 1000 J200-97(50 ksi) Two 20.75 18.83 16.25 19.25 17.50 15.00 One 18.67 16.92 14.50 17.58 16.00 13.33 1200 J200-68 (50 ksi) Two 20.50 17.33 12.92 18.83 15.42 11.50 One 21.08 19.17 16.75 19.92 18.08 15.75 1200 J200-97(50 ksi) Two 24 0S 21.83 18.17 22.33 20.25 16.75 One 21.00 19.08 15.75 19.83 17.75 14.25 1400 J200-68 (50 ksi) Two 20.92 16.92 12.42 18.58 15.00 10.92 One 23.83 21.67 18.92 22.50 20.42 17.83 1400 J200-97(50 ksi) Two 27.17 24.42 19.92 25.25 22.50 18.33 One 26.50 24.08 21.00 25.00 22.75 19.75 1600 J200-97(50 ksi) Two 30.25 26.33 , 21.50 28.00 24.25 _ 19.75 Notes: 1.Tables based on the 2001 North American Specifications w/2004 Supplement-US(ASD) fa92 ,M1 2110/2006 TBL 5J.xls West Coast Engineering Project Title: STRADA-WASHINGTON SQ.TOO 13224 SE Comanche Court Engineer: SMR Project ID: W13-91 ' -Clackamas,OR 97015 Project Descr: 503-557-1600 www.westcoaste.com Yti Printed:29 MAY 2013,4 37P File=CaUserslWCE1DOCUME-IIWCE12013J0•-11W13.91-1.T001STRADA-1.EC6 Multiple Simple Bearn ENERCALC,INC.1983-2013,Build:6.13.5.2,Ver.6.13.5.2 Lic.#:KW-06006141 I Licensee:WEST COAST ENGINEERING,PC Description : MISC. STORAGE LOFT FRAMING Wood Beam Design : Fl - 5 1/8 X 13 1/2 GL Calculations per 2005 NDS,IBC 2006,CBC 2007,ASCE 7-05 BEAM Size : 5.125x13.5,GLB, Fully Braced Using Allowable Stress Design with ASCE7-05 Load Combinations, Major Axis Bending Wood Species: DF/DF Wood Grade: 24F-V4 Fb-Tension 2,400.0 psi Fc-PrIl 1,650.0 psi Fv 265.0 psi Ebend-xx 1,800.0 ksi Density 32.210 pcf Fb-Compr 1,850.0 psi Fc-Perp 650.0 psi Ft 1,100.0 psi Eminbend-xx 930.0 ksi Applied Loads Beam self weight calculated and added to loads Unif Load: D=0.0150, L=0.1250 klft,Trib=7.50 ft Design Summary oco.nz5 L(0.93751 Max fb/Fb Ratio = 0.760: 1 fb:Actual: 1,824.25 psi at 6.665 ft in Span#1 Fb:Allowable: 2,400.00 psi Load Comb: +D+L+H Max fv/FvRatio= 0.484: 1 13.330 ft, 5.125x13.5 fv:Actual: 128.30 psi at 0.000 ft in Span#1 Fv:Allowable: 265.00 psi Load Comb: +D+L+H Max Deflections Max Reactions (k) D L is S W E Id Downward L+Lr+S 0.354 in Downward Total 0.402 in Left Support 0.85 6.25 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.85 6.25 Live Load Defl Ratio 451 >360 Total Defl Ratio 397 >240 West Coast Engineering Project Title: STRADA-WASHINGTON SQ.TOO 13224 SE Comanche Court Engineer: SMR Project ID: W13-91 -Clackamas,OR 97015 Project Descr: 503-557-1600 www.westcoaste.com ril Pnnted.29 MAY 2013,9.20AM " - - - - File=c:luserslWCE1D000ME411WCE12013J0=11W1.3 91-1.TOOISTRADA-1:E L Steel Column ENERCALC,INC.1983-2013,Build:6.13.5.2,Ver.6.13.52 Lic.#:KW-06006141 I Licensee:WEST COAST ENGINEERING,PC Description: COLUMN AT OFFSET BEAM F1 Code References Calculations per AISC 360-05, IBC 2006, CBC 2007,ASCE 7-05 Load Combinations Used :ASCE 7-02 General Information Steel Section Name: HSS5x5x1/4 Overall Column Height 9.0 ft Analysis Method: Allowable Strength Top&Bottom Fixity Top& Bottom Pinned Steel Stress Grade Brace condition for deflection(buckling)along columns: Fy:Steel Yield 46.0 ksi X-X(width)axis: E:Elastic Bending Modulus 29,000.0 ksi Unbraced Length for X-X Axis buckling=9.0 ft,K=1.0 Load Combination: ASCE 7-02 Y-Y(depth)axis: Unbraced Length for Y-Y Axis buckling=9.0 ft,K=1.0 A !led Loads 1 Service loads entered. Load Factors will be applied for calculations. Column self weight included:140.252 lbs"Dead Load Factor AXIAL LOADS.. . Axial Load at 9.0 ft,Yecc= 6.000 in,D=0.850,L=6.250 k DESIGN SUMMARY Bending&Shear Check Results PASS Max.Axial+Bending Stress Ratio = 0.2396 :1 Maximum SERVICE Load Reactions.. Load Combination +D+L+H Top along X-X 0.0 k Location of max.above base 8.940 ft Bottom along X-X 0.0 k At maximum location values are... Top along Y-Y 0.3944 k Pa:Axial 7.240 k Bottom along Y-Y 0.3944 k Pn/Omega:Allowable 95.947 k Ma-x:Applied 3.526 k ft Maximum SERVICE Load Deflections... Mn-x/Omega:Allowable 17.468 k-ft Along Y-Y -0.06929 in at 5.255ft above base for load combination:D+L Ma-y:Applied 0.0 k-ft Mn-y/Omega:Allowable 17.468 k-ft Along X-X 0.0 in at 0.0ft above base for load combination: PASS Maximum Shear Stress Ratio= 0.01191 :1 Load Combination +D+L+H Location of max.above base 0.0 ft At maximum location values are... Va:Applied 0.3944 k Vn i Omega:Allowable 33.124 k Load Combination Results Maximum Axial+Bending Stress Ratios Maximum Shear Ratios Load Combination Stress Ratio Status Location Stress Ratio Status Location D Only 0.029 PASS 8.94 ft 0.001 PASS 0.00 ft +D+L+H 0.240 PASS 8.94 ft 0.012 PASS 0.00 ft +D+Lr+H 0.029 PASS 8.94 ft 0.001 PASS 0.00 ft +D+S+H 0.029 PASS 8.94 ft 0.001 PASS 0.00 ft +0+0.750Lr+0.750L+H 0.187 PASS 8.94 ft 0.009 PASS 0.00 ft +D+0.750L+0.750S+H 0.187 PASS 8.94 ft 0.009 PASS 0.00 ft +D+yy+H 0.029 PASS 8.94 ft 0.001 PASS 0.00 ft +D+0.70E+H 0.029 PASS 8.94 ft 0.001 PASS 0.00 ft +D+0.750Lr+0.750L+0.750W+H 0.187 PASS 8.94 ft 0.009 PASS 0.00 ft +D+0.750Lr+0.750L+0.5250E+H 0.187 PASS 8.94 ft 0.009 PASS 0.00 ft +D+0.750L+0.750S+0.750W+H 0.187 PASS 8.94 ft 0.009 PASS 0.00 ft +D+0.750L+0.750S+0.5250E+H 0.187 PASS 8.94 ft 0.009 PASS 0.00 ft +0.60D+W+H 0.018 PASS 8.94 ft 0.001 PASS 0.00 ft +0.60D+0.70E+H 0.018 PASS 8.94 ft 0.001 PASS 0.00 ft West Coast Engineering Project Title: STRADA-WASHINGTON SQ.TOO 13224 SE Comanche Court Engineer: SMR Proiect ID: W13-91 • Clackamas,OR 97015 Project Descr: 503-557-1600 www.westcoaste.com Y^tO Printed 29 MAY 2013,9:20AM Steel Column File=cA Users\WCE1 DOCUME-11 WCE2013J0-1\W13.91-1.TO01STRADA-1.EC6 ENERCALC,INC.1983-2013,Build:6.13.5.2,Ver:6.13.5.2 Lic.#:KW-06006141 Licensee:WEST COAST ENGINEERING,PC Description: COLUMN AT OFFSET BEAM Fl Maximum Reactions-Unfactored Note:Only non-zero reactions are listed. X-X Axis Reaction Y-Y Axis Reaction Axial Reaction Load Combination @ Base @ Top @ Base @ Top @ Base D Only k 0.047 0.047 k 0.990 k L Only k 0.347 0.347 k 6.250 k D+L k 0.394 0.394 k 7.240 k Maximum Deflections for Load Combinations -Unfactored Loads Load Combination Max.X-X Deflection Distance Max.Y-Y Deflection Distance D Only 0.0000 in 0.000 ft -0.008 in 5.255 ft L Only 0.0000 in 0.000 ft -0.061 in 5.255 ft D+L 0.0000 in 0.000 ft -0.069 in 5.255 ft Steel Section.Properties : HSS5x5x114 Depth = 5.000 in I xx = 16.00 in^4 J = 25.800 in"4 S x,k = 6.41 in^3 Width = 5.000 in R xx = 1.930 in Wall Thick = 0.250 in Zx = 7.610 in^3 Area = 4.300 in^2 I yy - 16.000 in^4 C = 10.500 in^3 Weight = 15.584 plf S yy = 6,410 in^3 R yy - 1.930 in . Ycg = 0.000 in LIS *Load 1 , •♦ 1 o .1 A e v Xi i k_. _ _ - _ I :' y t y. _ 510in I Loads are total entered value.Arrows do not reflect absolute direction. a • WCE \--"(.\ 13224 SE Comanche Court Clackamas, OR 97015 West Coast 503-557-1600(o) . ti 503-557-1607 (1) Engineering, PC 1•-0 ��.V 503-680-5784(m) Structural Engineering V87 seanwce @gmail.com SQUARE SPREAD FOOTING DESIGN PROJECT NAME: STRADA PROJECT NUMBER: W13-91 LOCATION OF FOOTING: MISC. SPREAD FOOTINGS ALLOWABLE SOIL PRESSURE(PSF) 1500 V PSF CONCRETE STRENGTH (PSI) 2500 w PSI COLUMN LOAD, P: 7101 LBS REINFORCING STEEL STRENGTH (PSI) 60000 w PSI COLUMN WIDTH,W: 5 IN SQUARE FOOTING BAR SIZE DEPTH OF Pnet Mu # OF PHI Mn FOOTING THICKNESS, # REBAR (PSF) (FT LBS) BARS a (IN) (FT-LBS) P MAX(LBS) WIDTH, B(FT) H (IN) (IN) _ 1.50 10 4 6.75 1375 484 2 0.616 11384 3094 2.00 10 4 6.75 1375 1379 2 0.462 11520 5500 2.25 10 4 6.75 1375 2080 2 0.411 11565 6961 2.50 10 4 6.75 1375 2984 3 0.554 17158 8594 2.75 10 4 6.75 1375 4117 3 0.504 17224 10398 3.00 10 4 6.75 1375 5506 3 0.462 17280 12375 3.25 12 4 8.75 1350 7044 4 0.569 29920 14259 3.50 12 4 8.75 1350 8984 4 0.528 29992 16538 3.75 12 4 8.75 1350 11250 4 0.493 30054 18984 4.00 12 4 8.75 1350 13868 5 0.578 37381 21600 4.25 12 4 8.75 1350 16862 5 0.544 37456 23707 4.50 12 4 8.75 1350 20258 5 0.513 37522 25102 4.75 12 4 .75 1350 24083 5 0.486 37582 26496 5.00 15 5 1.69 1313 27572 7 1.011 108066 32813 5.25 15 5 1.69 1313 32195 7 0.963 108298 36176 5.50 15 5 1.69 1313 37307 8 1.050 123286 39703 5.75 15 5 j1.69 1313 42933 8 1.004 123538 42842 6.00 15 5 1.69 1313 49098 8 0.963 123770 44705 USE 2.50 SQUARE X 10 IN THICK FTG WITH 3 # 4 BARS EACH WAY 3" CL AR OF BOTTOM OF FOOTING 6/4/2013 WCE-CONC SQUARE FOOTING PAGE yA(k Limiting Wall Height Tables 5'CAFCO® Curtain Wall Steel Stud Mfg.Ca. Curtain Wall Height Table Notes 1. Lateral loads multiplied by 0.75 for strength determination per AISI A5.1.3. 2. Check end reactions for web crippling. 3. Limiting heights based on continuous support of each flange over the full length of the stud. 4. Heights based on steel properties only. 5. Values based on Fy = 33 ksi. Curtain Wall Heights (S)Stud Spacing 5 psf 15 psf 20 psf 2S psf, 30 psf 35 psf 40 psf 50,psf Member (In)o.c. U120 U240 U360 L/240 U360 U600 U240 L/360 L/600 U240 1.1360 L/600 L/240 U360 1.1600 1.1240 L/360 L/600 U240 L/360 U600 U240 U360 L/600 3505162-33 12 23'8" 18'9" 16 5" 13'0' 11'4" 9'7" 11'10" 10'4" 8'8" 11'0' 3'7" 8'1' 10'4" 9'0' T T 9'10" 8'7" T 2" 9'4" 8'2' 6 11' 8'8' T T 6 S' 350S162-33 16 21'6" 17'1" 14'11" 11'10" 10'4" 8'8" 10'9" 9'4" T 11" 9'11` 3'8" T 4" 9'4" 8'2" 6'11" 8'11" 7'9" 6 7" 8'6" 7'5' 6 3" 7'11" 6'11" 5'10' 3505162-33 24 18'9" 14'11" 13'0` 10'4" 9'0" 7'7" 9'4" 8'2" 6'11" 8'8" 7'7" 6'5" 8'2" 7'2" 6'0" 7'9" 6'9" 5 9' 7'5" 6'6" 5'6" 6'11" 6'0" 5'1' 350516243 12 25'9" 20'5" 17'10" 14'2" 12'4" 10'5" 12'10" 11'3" 9'6" 11'11" 10'5' 8'9" 11'3' 9'10" 8'3" 10'8` 9'4" 7'10" 10'2" 8'11' 7 6" 9'6" 8'3" 7'0" 3505 162-43 16 23'5" 18.r 18'2" 12'10" 11'3" 9'6" 11'8" 10'2" 8'7" 10'10" N'6" 8'0" 10'2" 8'11" 7'6" 9'8" 8'5" 7'1" 9'3" 8'1" 6'10" 8'7" T 6" 6 4' 3506162-43 24 20'5' 16'2' 14'2" 11'3' 9'10" 8'3" 10'2' 6 11' 7'6" 9'6" 8'3' 7'0' B'11" 7'9" 6'7" 8'5" 7'5' 6'3' 8'1" T 1" 5'11" 7'6" 6'7" 5 6" 3505162-54 12 27'7" 21'11` 19'1' 15 2' 13'3' 11'2' 13'9" 12'0" 10 2" 12'9' 11'2" 9'5" 12'0" 10'6" 8'10" 11'5" 10'0' 8'5' 10'11' 9'6' 8'0" 10'2" 8'10" 7'S" 350S162.54 16 25'1" 19'11" 17'4" 13'9" 12'0' 10'2' 12'6" 10'11- 9'2" 11'7" 10'2' B'7" 10'11" 9'6` 8'0" 10'4" 9'1" 78" 9'11" 8'8' 7'4' 9'2' 8'0" 6'9" 3505162-54 24 21'11" 17'4" 15 2" 12'0" 10'6" 8'10" 10'11" 9'6" 8'0" 10'2" 8'10" 7'5' 9'6" 8'4' 7'0' 9'1" 7 11" 6 8" 8'8" 7'7' 6'4" 8'0" T 0" 5'11' 3505162-68 12 29'6' 23'5' 20'5" 16'3" 14'2" 11'11" 14'9" 12'10" 10'10" 13'8" 1"11" 10'1" 12'10" 11'3' 9'6" 12'3" 10'8" 9'0" 11'8" 10'2' 8'7" 10'10` 9'6" 8'0" H;4 3505162-68 15 26'10" 21'3" 18'7" 14'9" 12'10" 10'10" 13'5" 11'8" 9'10" 12'5" 10'10" 9'2" 11'8' 10'2" 8'7" 11'1" 9'8" 8'2" 10'7" 9'3" T 10" 9'10" 8'7 7'3' ...r4: 3505162-68 24 23'S' 18'T 16'3" 12'10" 11'3" 9'6' 11'B' 10'2' 8'T 10'10" fr 6" 8'0" 10'2" 8'11" T 6' 9'8" 8'B' T 2' 9'3' 8'1' 6'10' 8'7" T 6' 6'4' 4.4 362S137-33 12 23'2' 18'5" 16'1' 12'9" 11'2" 9'5" 11'7" 10'1" 8'6" 10'9" F'5' 7'11" 10'1" 8'10" 7'5' • 9'7" 8'5' 7'1" 9'2' 8'0" 6'9" 8'6' 7'5" 6'3' 362513733 15 21'1" 16 9` 14'7" 11'7" 10'1" 8'6" 10'6" 9'2" 7'9" 9'9" 1'6" 7'2" 9'2" 8'0" 6'9" 8'9" 7'7" 6'5" 8'4" 7'3" 6'2" T 9" 6'9" 5'8' B 3626137-33 24 18'5'dm 12'9" 10'1" 8'10" 7'5' 9 2" 8'0" 6'9" 8'6" 7'5" 6'3" 8'0" 7'0" 5 11' 7'7" 6'8" 5 7" 7'3" 6'4" 5'4" 6'8"f 5'11" 5'0" 362S162.33 12 24'4" 19'3' 16 10" 13'4" 11'8" 9'10" 12'2" 10'7" 8'11" 11'3" 9 10" 8'3" 10'7" 9'3" 7'10' 10'1" 8'9' 7'5' 9'7' 8'5" T 1' 8'11' 7'10" 6'7' � 3625162-33 16 22'1" 17'6" 15'4" 12'2" 10'7" 8'11" 11'0" 9'7" 8'1" 10'3' 8 11" 7'6" 9'7" 8'5" 7'1" 9'2" 8'0" 6'9" 8'9" 7'8" 6'5" 8'1" 7'1" 6'0' 3625162-33 24 19'3" 15'4" 13'4" 10'7" 9'3" 7'10" 9'7" 8'5" 7'1" 8'11" 7'10" 6 7" 8'5" 7'4" 6 2" 8'0" 7'0" 5.1x 7'8" 6'8" 5'7" 7'1' 62' 5'2' Ity '3625200.33 12 25'7" 20'4" 17'9" 14'1" 12'3" 10'4" 12'9" 11'2" 9'5" 11'10" 10'4" 8'9" 11'2" 9'9" 8'3" 10'7" 9'3" 7'10" 10'2" 8'10" 7'5' 9'5' 8'3" 6'11" ' 3625200-33 16 23'3" 18'5" 16 1' 12'9' 11'2" 9'5" 11'7" 10'2" 8'6" 10'9" 9'5' 7'11' 10'2" 8'10" 7'5' 9'7" 8'5" 7'1" 9'2" 8'0" 6'9" 8'6" 7'5" 6 3" �" 3625200-33 24 20'4' 16'1' 14'1` 11'2" 9'9' 8'3' 17 2" B'10' T 5" 9'S" 8'3' 6'11" 8'10' T 9" 6'6" 8'S' T 4" 6'2' 8'0" T 0" 5 11' T 5"1 6'6' S'6' 362S137-43 12 25'3" 20'0" 17'6" 13'10" 12'1" 10'3" 12'7" 11'0" 9'3' 11'8" 10'3" 8'7" 11'0" 9'7" 8'1" 10'5" 9'1" 7'8" 10 0" 8.9" T 4" 9'3" 8'1' 6'10' 362S13743 16 22'11' 18'2' 15'11" 12'7" 11'0" 9'3" 11'5" 10'0" 8'5' 10'7" 9'3" 7'10" 10'0" 8'9" 7'4' 9'6" 8'3" 7'0' 9'1" T 11' 6'8' 8'5" T 4" 6 2' 3625137.43 24 20'0' 15'11' 13'10" 11'0" 9'7' 8'1' 10'0" 8'9" 7'4' 9'3" 8'1" 6'10" 8'9" 7'7" 6'5" 8'3" 7'3' 6'1' T 11' 6'11' 5 10' T 4" 6'5" 5'5" ', 362S162-43 12 26 6" 21'0" 18'4" 14'7" 12'8" 10'8' 13'3" 11'6' 9'9" 12'3" 10'8" 9'0" 11'6" 10'1" 8'6" 10 11' 9'7" 8'1' 10'6" 9'2" 7'8- 9'9" 8'6" 7'2" 362516243 16 24'0" 19'1" 16 8' 13'3' 11'6" 9'9" 12'0" 10'6" 8'10" 11'2" 9 9" 8'2" 10'6" 9'2" 78" 9'11" 8'8" 7'4" 9'6' 8'4" 7'0" 8'10" 7'8" 6 6' 3626162-43 24 21'0" 16'8" 14'7" 11'6" 10'1" 8'6" 10'6" 9'2" 7'8" 9'9" 8'6" 7'2" 9'2" 8'0" 6'9" 8'8" 7'7" 6'5" 8'4" 7'3" 6'1' 7 8" 6'9" 5 8' i!1t 362S20043 12 27'11' 22'2" 19'4' 15'4" 13'5" 11'4" 13'11" 12'2" 10'3" 12'11' 11'4" 9'6" 12'2' 10'8" 9'0" 11'7" 10'1' 8'6" 11'1" 9'8" B'2" 10'3" 9'0" T 362520043 16 25'5" 20'2" 17'7' 13'11" 12'2" 10'3" 12'8" 11'1" 9'4' 11'9" 1C'3" 8'8" 11'1' 9'8' 8'2" 10'6" 9'2" T 9' 10'1" 8'9' T 5" 9'4" 8'2" 6 10" 362520043 24 22'2' 1T 7" 15'4" 12'2" 10'8" 9'0" 11'1" 9'8" 8'2" 10'3" 9 0' 7'7" 9 8" 8'5" 7'1" 9'2' 8'0" 6'9' 8'9" 7'8' 6'5" 8'2' T 1" 6'0' 362S137-54 12 27'0" 21'5' 18'9" 14'10" 13'0" 10'11" 13'6" 11'9" 9'11" 12'6" 10 11' 9'3" 11'9" 10'3" 8'8' 11'2' 9'9" 8'3" 10'8" 9'4" 7'10" 9'11" 8'8" Tr 3626137-54 16 24'7" 19'6" 17'0" 13'6" 11'9" 9'11" 12'3" 10'8" 9'0" 11'4" 9 11" 8'4" 10'8" 9'4' 7'10" 10'2" 8'10" 7'6" 9'9' 8'6" 7'2" 9'0` 7'10" 6 8" 362S137-54 24 21'5" 17'0" 14'10" 11'9" 10'3" 8'8" 10'8" 9'4" 7'10" 9'11" 8'8" 74" 9'4" 8'2" 6'10" 8'10" 7'9" 6'6" 8'6" 7'5" 6'3" 7'10" 6'10" 5'9" 3625162.54 12 28'4" 22'6" 19'8" 15 7" 13'7" 11'6" 14'2' 12'4" 10'5" 13'2" 11'6" 9'8" 12'4" 10'9" 9'1" 11'9" 10'3" 8'8' 11'3" 9'10" .8'3" 10'5" 9'1" 7'8" 3625162.54 16 25'9" 20'S" 17 10" 14'2" 12'4" 10'5" 12'10" 11'3" 9'6" 11'11" 10'5" 8'9" 11'3" 9'10" 8'3" 10'8" 9'4' 7 10" 10'2" 8'11" 7 6" 9'6" 8'3" 7'0" 3625162-54 24 22'6' 17'10" 15'7" 12'4" 10'9' 9'1" 11'3" 9'10" 8'3" 10'5' 9'1" 7'8' 9'10" 8'7" T 3" 9'4" 8'2" 8'10" 8'11" 7'9" 6'7" 8'3" 7'3" 6'1" 3623200-54 12 30'0" 23'9' 20'9" 16'6" 14'5" 12'1" 15 0" 13'1" 11'0" 13'11" 12'1" 10'3" 13'1" 11'5" 9'7" 12'5" 10'10" 9'2" 11'10" 10'4" 8'9" 11'0' 9'7" 8'1" 362S200-54 16 27'3' 21'7" 18'10" 15 0" 13'1" 11'0' 13'7" 11'10" 10'0" 12'7" 11'0" 9'3" 11'10" 10'4" 8'9" 11'3" 9 10" 8'4' 10'9" 9'5" 7'11" 10'0" 8'9' T 4' 3626200-54 24 23'9" 18'13" 16 6" 13'1' 11'5" 9'7' 11'10" 10'4" 8'9' 11'0" 9'7" 8'1" 10'4" 9'1" 7'7" 9'10" 8'7" 7'3' 9'S" 8'3" 6 11" 8'9" 7'7" 6'5' 362S137-68 12 28'11" 22'11' 20'0" 15'10" 13'10" 11'8" 14'5" 12'7" 10'7" 13'5" 11 8" 9'10" 12'7" 11'0" 9'3" 11'11" 10'5" 8'10" 11'5' 10'0" 8'S' 10'T' 9'3" 7'10" 3625137-68 16 26'3" 20'10" 18'2" 14'5" 12'7" 10'7" 13'1" 11'5" 9'8" 12'2" 10 7" 8'11' 11'5" 10'0" 8'5" 10'10" 9'6" 8'0' 10'5" 71' T 8" 9'8" 8'5" 7'1' 3626137-68 24 22'11' 18'2' 15'10" 12'7" 11'0" 9'3" 11'5" 10'0" 8'5" 10'7" 9'3" 7'10" 10'0' 8'9" 7'4" 9'6" 8'3" 7'0" 9'1' T 11' 6'8" 8'5" T 4" 6'2" 3625162-68 12 30'4" 24'1' 21'0" 16 8" 14'7' 12'3' 15'2" 13'3' 11'2' 14'1' 12'3" 10'4' 13'3" 11'7" 9'9" 12'7" 11'0" 9'3' 12'0" 10'6' 8'10" 11'2" 9'9' 8'2" 3616162-68 16 .27.7' 21'10' 19'1" 15'2" 13'3' 11'2' 13'9" 12'0" 10'2" 12'9" 11'2' 9'5" 12'0" 10'6" 8'10" 11'5" 10'0" 8'5' 10'11" 9'6' 8'0" 10'2" 8'10" 7'5" 3625162-68 24 24'1' 19'1" 16 8" 13'3" 11'7" 9'9" 12'0" 10'6" 8'10" 11'2' 9'9" 8'2" 10'6" 9'2" 7'9" 10'0" 8'8" 7'4" 9'6" 8'4" 7'0" 8'10" 7'9' 6 6" 3625200-68 12 32'1" 25'6" 22'3" 17'8' 15 5' 13'0" 16'0` 14'0" 11'10" 14'10" 13'0" 10'11" 14'0' 12'3" 10'4" 13'3" 11'7" 9'9' 12'9' 11'1" 9'4' 11'10' 194' 8'8" 3625200-68 16 29'2" 23'2" 20'2" 16 0" 14'0" 11'10" 14'7" 12'9' 10'9" 13'6" 11'10" 9'11" 12'9" 11'1" 9'4" 12'1" 10'6' 8'11" 11'7" 10 1" 8'6" 10'9' 9'4' 7'11" 3625200-68 24 25'6' 20'2" 17'8' 14'0" 12'3" 10'4" 12'9" 11'1" 9'4" 11'10" 10'4' 8'8" 11'1' 9'8' 8'2' 10'6' 9'2" 7'9' 10'1" 8'10' 7'5" 9'4' 8'2" 6'11" ,t: ..M 1)401 (A 12' 16 "f"denotes stress controlled section,all other sections are deflection controlled. 1 . SCAFCO® Steel Stud Mfg.Ca. Floor Joist Span Tables Allowable Floor Joist Span Table Notes Bridging Recommendations ' 1. Web punchouts were not considered for shear or web crippling. Span length reduction required Floor joist bridging may be spaced as follows,ex- for web punchout< 1.5D from edge of bearing,per Section C3.4 of the 1996 AISI Specification. cept where member design requires or will (D=overall depth of web) accommodate an alternate spacing. 2. Spans are based on continuous lateral support of the compression flange. 3. For two equal spans,the listed span is the distance from either end support to the center support. Joists must be continuous over the center support. Span(ft) Minimum • 4. Web crippling capacity is based on a 3.5 inch bearing length at end and interior supports. Number of Rows 5. Joists must be braced against rotation at all supports by track or blockilg. Up to 14 ft. 1 row at mid-span 6. Joist spans are based on 50 ksi for the 54,68,and 97 mil thicknesses,and 33 ksi for thinner members. 14 ft.to 20 ft. 2 rows at 1/3 points 7. Total load deflection=L/240. Live load as noted. 20 ft.to 26 ft. 3 rows at 1/4 points 8. Live load has been checked for unbalanced load conditions. 9 ._. •-∎A-� 6.k._- ( ! "ICJ • ::;,.. spA,-.-k Allowableeetsr Joist Spans # 10 psf Dead Loa• and 20 psf Live Load Live Load Deflection U360 Live Load Deflection U480 Single Span Two Equal Spans Single Span Two Equal Spans Member Spacin In o.c. Spacing(In)o.c. Spacing(In)o.c. Spacing(in)o.c. 12 16 24 12 16 24 . 12 16 24 12 16 24 •—4. 6005162-33 15'9" 3'9" 11'3"e 15'111 13'9'i 11'3"a 14'3" 13'0"e 11'3"e 15'111 13'9"i 11'3"a 600S200-33 16'5"e 14'3"e 11'7"e 16'5"i 14'31 11'6"a 14'11' 13'7"e 11'7'e 16'51 14'3'i 11'6"a 6005162-43 17 2" 15 7" 13'7" 19'31 16'81 13'7 1 15'7' 14'2' 12'4" 17'6"i 15'101 13'79 6005200-43 18'0" 16'4" 13'10' 19'6 1 16'111 13'101 16'4' 14'10" 13'0" 18'41 16'8"i 13'101 600S250-43 18'10" 17'1" 14'2" 20'01 1T 41 14'21 17'1" 15'7" 13'7" 19'31 17'4"i 14'21 6005162-54 18'5" 16'8' 14'7" 20'8" 18 9 1 16'4"i 16'8" 15'2" 13'3" 18'9" 17'0" 14'10"i 600S200-54 19'4' 17'7" 15'4" 21'8" 19'81 17'31 17'7" 15'11" 13'11" 19'8' 17'11" 15'Si` 6005250-54 20'2" 18 3" 16'0" 22'7` 20'7"i 17'11"1 18'3" 16'7' 14'6` 20'7" 18'8" 16'49 6005162-68 19'8" 17'11" 15'8" 22'2" 20'1" 17'7" 17'11" 16'3' 14'2" 20'1" 18'3" 15'11" 6005200-68 20'9" 18'10" 16'5" 23'3" 21'2" 18'6" 18'10" 17'1' 14'11" 21'2" 19'3" 16'9" N ., 6005250-68 21'9" 19'9' 17'3" 24'5" 22'2" 19'4"i 19'9" 17'11" 15'8" 22'2" 20'2" 17'7" 4 6005162-97 21'10" 19'10" 17'4" 24'6" 22'3" 19'6" 19'10" 18'0" 15'9" 22'3" 20'3" 17'8" 6005200-97 23'0" 20'11' 18'3" 25'10" 23'6" 20'6" 20'11" 19'0" 16'7" 23'6" 21'4" 18 8" z. 6005250-97 24'2" 21'11" 19'2" 27'2" 24'8" 21'6" 21'11" 19'11" 17'5" 24'8" 22'5" 19'7" 8005162-33 18'2"e 15'9"e 12'10"e 17'8"a 14'5"a 10'8"a 18'0"e 15'9"e 12'10'e 17'8"a 14'5"a 10'8"a 8005200-33 18'10"e 16'4'e 13'4"e 18'1"a 14'9"a 10'10"a 18'10"e 16'4"e 13'4"e 18'1"a 14'9"a 10'10"a I l 800S162-43 21'7' 19'6" 15'11`e 22'6"i 19'6"i 15'111 19'7" 17'10" 15'7"e 22'0"i 19'6'i 15'11"i 800S200-43 22'7' 20'6"e 16'10"e 23'9"i 20'71 16'10"i 20'6" 18'8" 16'3"e 23'0"i 20'71 16'101 8005250-43 23'7" 20'9"e 16'11'e 24'0"i 20'9'i 16'11 1 21'5" 19'5" 16'11"e 24'0"i 20'9"i 16'11'i • 800S162-54 23'2" 21'1" 18'5" 26'01 23'Si" 20'8 1 21'1' 19'2" 16'9" 23'8" 21'61 18'91 • 8005200-54 24'3" 22'1" 19'3" 27'3"i 24'9"i 21'7"i 22'1' 20'0" 17'6" 24'9" 22'6"i 19'8"i 800S250-54 25'3" 22'11" 20'0" 28'4"i 25'91 , 22'61 22'11" 20'10" 18'2" 25'9" 23'41 20'51 800S162-68 24'11" 22'7" 19'9" 27'11" 25'5" 22'2"i 22'7" 20'6" 17'11" 25'5" 23'1" 20'2" ),. 800S200-68 26'1" 23'8" 20'8" 29'3" 26'7" 23'3"i 23'8" 21'6" 18 9" 26'7" 24'2" 21'1" 8005250-68 27'3" 24'9" 21'7" 30'7" 27'9'i 24'31 24'9" 22'5' 19'7" 27'9' 25'3" 22'0"i ' 800S162-97 27'8' 25'1" 21'11" 31'1" 28'2" 24'8" 25'1" 22'10" 19'11' 28'2" 25'7" 22'5" 8005200-97 29'0' 26'4' 23'0" 32'7" 29'7" 25 10" 26'4" 23'11` 20'11" 29'7" 26'10" 23'6" 8005250-97 30'4" 27'6" 24'1" 34'0" 30'11" 27'0" 2T 6" 25'0" 21'10" 30'11" 28'1" 24'6" 1000S162-43 24'11"e 21'6"e 17'7"e 24'11"a 21'6"a 16'6"a 23'7"e 21'5"e 17'7"e 24'11"a 21'6"a 16'6"a 1000S200-43 26'4'e 22'9'e 18'7"e 26'4"a 22'B"a 17'0"a 24'7"e 22'4"e 18'7"e 26'4"a 22'8"a 17'0"a ' 1000S250-43 26'7"e 23'0"e 18'10"e 26'7"a 22'18a 17'1"a 25'6'e 23'0"e 18'10'e 26'7"a 22'10'a 17'1"a 10005162.54 27'10" 25'4' 22'1' 31'4'i 28'5"i :23'10"i 25'4" 23'0' 20'1" 28'5"i 25'10"i 22'7"i 10005200-54 29'1" 26'5" 23'1" 32'8"i 29'8"i 24'6"i 26'5" 24'0" 20'11" 29'8"i 26'11"1 23'6"i 10005250-54 30'2' 27'5' 24'0" 33'111 30'7"i 25'01 27'5" 24'11" 21'9" 30'10"i 28'0"i 24'5"i 10005162-68 29'11" 27'2" 23'9" 33'7" 30'61 26'B"i 27'2" 24'8' 21'7" 30'6" 27'9" 24'3'i 10005200-68 31'3" 28'4" 24'9" 35'1" 31'10"i 27'10'i 28'4" 25'9" 22'6" 31'10" 28'11" 25'3"i 10009250-68 32'6" 29'6" 25'9" 36'6"i 33'2 1 :28'11"i 29'6" 26'10" 23'5" 33'2" 30'1"i 26'4"i 10005162-97 33'4" 30'3' 26'5" 37'5" 34'0" 29'8" 30'3" 27'6" 24'0" 34'0" 30'10" 26'11" • > 10005200-97 34'9" 31'7" 27'7" 39'1" 35'6" 31'0" 31'7" 28'9" 25'1' 35'6" 32'3" 28'2" 10005250-97 36'3' 32'11" 28'9" 40'8" 36'11" 32'3" 32'11" 29'11" 26'1" 36'11" 33'7" 29'4" 12005162-54 32'6"e 29'6"e 25'9"e 36'6"a 31'9"a 25'5"a 29'6"e 26'10"e 23'5'e 33'2"a 30'1"a 25'5"a 12005200-54 33'9"e 30'Fe 26'8"e 37'9"a 32'8"a 2:5'10"a 30'8"e 27'10"e 24'4'e 34'5"a 31'3"a 25'10"a 12005250-54 35'0"e 31'9"e 27'3"e 38'7"a 33'5"a 26'2"a 31'9'e 28'11"e 25'3"e 35'8"a 32'5"a 26'2"a 12005162.68 34'11" 31'8" 27'8" 39'21 35'71 31'11 31'B" 28'10" 25 2" 35'7" 32'41 28'3'i 12005200-68 36'3" 33'0" 28'10" 40'9"i • 37'0"i 32'4"i 33'0" 29'11" 26'2" 37'0" 33'8"i 29'4'i " 1200S250-68 37'8" 34'2" 29'10" 42'3"i 38'5"i 32'4"i 34'2' 31'1" 27'2' 38'5"i 34'11"i 30'6"i 12006162-97 38'10' 35'4' 30'10" 43'8" 39'8" 34'8' 35'4" 32'1" 28 0' 39'8" 36'0" 31'6` 12005200-97 40'6' 36'9' 32'1" 45 5" 41'3" 36'1" 36'9" 33'5' 29'2" 41'3" 37'6" 32'9' • ' 12005250-97 42'0" 38'2" 33'4" 47'2" 42'10" 37'5'i 38'2" 34'8" 30'3" 42'10" 38'11" 34'0' • • "e"Requires web stiffeners at end supports "i"Requires web stiffeners at interior supports "a"Requires web stiffeners at all supports ?4(A F4(A vie(31 West Coast Engineering Project Title: STRADA-WASHINGTON SQ. TOO 13224 SE Comanche Court Engineer: SMR Project ID: W13-91 . _ Clackamas,OR 97015 . Project Descr: 503-557-1600 www.westcoaste.com 'rye t4 Pnnted:4 JUN 2013,3.07PM Multiple Simple Beam File=Ca lsersIWCEIDOCUME-NWCE12013J0-11W13-91-1.TOOISTRADA-1.EC6 ENERCALC,INC.1983-2013,Build:6.13.5.2,Ven6.13.5.2 LIc.#:KW-06006141 Licensee:WEST COAST ENGINEERING,PC Description : MISC. HOOD FRAMING Wood Beam Design : HOOD SUPPORT BEAM Calculations per 2005 NDS,IBC 2006,CBC 2007,ASCE 7-05 BEAM Size : 4x6,Sawn, Fully Braced Using Allowable Stress Design with ASCE7-05 Load Combinations, Major Axis Bending Wood Species : DouglasFir-Larch Wood Grade: No.2 Fb-Tension 900.0 psi Fc-Prll 1,350.0 psi Fv 180.0 psi Ebend-xx 1,600.0 ksi Density 32.210 pcf Fb-Compr 900.0 psi Fc-Perp 625.0 psi Ft 575.0 psi Eminbend-xx 580.0 ksi Applied Loads Beam self weight calculated and added to loads Point: D=0.250 k @ 4.0 ft Design Summary Max fb/Fb Ratio = 0.270. 1 fb:Actual: 363.45 psi at 4.000 ft in Span#1 Fb:Allowable: 1,345.50 psi Load Comb: D Only Max fv/FvRatio= 0.061 : 1 fv:Actual: 10.93 psi at 0.000 ft in Span#1 Fv:Allowable: 180.00 psi 1 8.0 n, 4x6 Load Comb: D Only Max Deflections . Max Reactions (k) D L Lr W E H Downward L+Lr+S 0.000 in Downward Total 0.065 in Left Support 0.14 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.14 Live Load Defl Ratio 0 <360 Total Defl Ratio 1481 >240 West Coast Engineering Project Title: STRADA-WASHINGTON SQ.TOO 13224 SE Comanche Court Engineer: SMR Project ID: WI3-91 Clackamas,OR 97015 Project Descr: .503-557-1600 r www.westcoaste.com t 5 Printed:4 JUN 2013,3:5DPM Steel Beam File=C:\Users\WCEI DOCUME-11WCE12013J0-1\W13-91-1.T001STRADA-1.EC6 ENERCALC,INC.1983-2013,Build:6.13.5.2,Ver.6.13.5.2 Lic.#:KW-06006141 Licensee:WEST COAST ENGINEERING,PC Description: STEEL LINTEL CODE REFERENCES Calculations per AISC 360-05, IBC 2006, CBC 2007,ASCE 7-05 Load Combination Set :ASCE 7-02 Material Properties Analysis Method: Allowable Strength Design Fy:Steel Yield: 36.0 ksi Beam Bracing: Beam is Fully Braced against lateral-torsional buckling E:Modulus: 29,000.0 ksi Bending Axis: Minor Axis Bending Load Combination ASCE 7-02 D(0.48) ♦ V + ♦ V Span=4.0 ft • > L5x3-1/2x1/4 Applied Loads Service loads entered.Load Factors will be applied for calculations. Beam self weight calculated and added to loads - Uniform Load: D=0.480 k/ft, Tributary Width=1.0 ft DESIGN SUMMARY Design OK Maximum Bending Stress Ratio = 0.443: 1 Maximum Shear Stress Ratio= 0.086 :1 _ Section used for this span L5x3-1/2x1/4 Section used for this span L5x3-112x114 Ma:Applied 0.974 k-ft Va :Applied 0.9740 k Mn/Omega :Allowable 2.199 k-ft Vn/Omega :Allowable 11.317 k Load Combination D Only Load Combination D Only Location of maximum on span 2.000ft Location of maximum on span 0.000 ft Span#where maximum occurs Span#1 Span#where maximum occurs Span#1 Maximum Deflection Max Downward L+Lr+S Deflection 0.000 in Ratio 0<360 Max Upward L+Lr+S Deflection 0.000 in Ratio== 0 <360 Max Downward Total Deflection 0.044 in Ratio:: 1083 Max Upward Total Deflection 0.000 in Ratio 0 <240 Maximum Forces&Stresses,for Load Combinations Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span# M V Mmax+ Mmax• Ma-Max Mny Mny/Omega Cb Rm Va Max Vny Vny/Omega D Only Dsgn.L= 4.00 ft 1 0.443 0.086 0.97 0.97 3.67 2.20 1.00 1.00 0.97 18.90 11.32 +D+L+H Dsgn.L= 4.00 ft 1 0.443 0.086 0.97 0.97 3.67 2.20 1.00 1.00 0.97 18.90 11.32 +D+Lr+H Dsgn.L= 4.00 ft 1 0.443 0.086 0.97 0.97 3.67 2.20 1.00 1.00 0.97 18.90 11.32 +D+S+H Dsgn.L= 4.00 ft• 1 0.443 0.086 0.97 0.97 3.67 2.20 1.00 1.00 0.97 18.90 11.32 +D+0.750Lr+0.750L+H Dsgn.L= 4.00 ft 1 0.443 0.086 0.97 0.97 3.67 2.20 1.00 1.00 0.97 18.90 11.32 +D+0.750L+0.750S+H Dsgn.L= 4.00 ft 1 0.443 0.086 0.97 0.97 3.67 2.20 1.00 1.00 0.97 18.90 11.32 +p+yy+H Dsgn.L= 4.00 ft 1 0.443 0.086 0.97 0.97 3.67 2.20 1.00 1.00 0.97 18.90 11.32 +D+0.70E+H Dsgn.L= 4.00 ft 1 0.443 0.086 0.97 0.97 3.67 2.20 1.00 1.00 0.97 18.90 11.32 - +D+0.750Lr+0.750L+0.750W+H Dsgn.L= 4.00 ft 1 0.443 0 086 0.97 0.97 3.67 2.20 1.00 1.00 0.97 18.90 11.32 +D+0.750Lr+0.750L+0.5250E+H Dsgn.L= 4.00 ft 1 0.443 0 086 0.97 0.97 3.67 2.20 1.00 1.00 0.97 18.90 11.32 +0+0.750L+0.750S+0.750W+H Dsgn.L= 4.00 ft 1 0.443 0.086 0.97 0.97 3.67 2.20 1.00 1.00 0.97 18.90 11.32 +D+0.750L+0.750 S+0.5250E+H Dsgn.L= 4.00 ft 1 0.443 0.086 0.97 0.97 3.67 2.20 1.00 1.00 0.97 18.90 11.32 West Coast Engineering Project Title: STRADA-WASHINGTON SQ.TOO 13224 SE Comanche Court Engineer: SMR Project ID: W13-91 . Clackamas,OR 97015 Project Descr: •503-557-1600 www.westcoaste.com m 1 0 Printed.4 JUN 2013.3 50P Steel Beam File=C\Users\WCE1DOCUME-11WCE12013J0-11W13-91-1.T001STRADA-1.EC6 ENERCALC,INC.1983.2013,Build:6.13,5.2,Ver:6.13.5.2 Lic.#:KW-06006141 Licensee:WEST COAST ENGINEERING,PC Description: STEEL LINTEL Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span# M V Mmax+ Mmax- Ma-Max Mnx Mnx/Omega Cb Rm Va Max Vnx Vnx/Omega +0.60D+W4I • Dsgn.L= 4.00 ft 1 0.266 0.052 0.58 0.58 3.67 2.20 1.00 1.00 0.58 18.90 11.32 +0.600+0.70E+11 Dsgn.L= 4.00 ft 1 0.266 0.052 0.58 0.58 3.67 2.20 1.00 1.00 0.58 18.90 11.32 Overall Maximum Deflections-Unfactored Loads Load Combination Span Max.''Defl Location in Span Load Combination Max.'+'Defl Location in Span D Only 1 0.0443 2.020 0.0000 0.000 Vertical.Reactions•Unfactored Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 0.974 0.974 D Only 0.974 0:974 • • West Coast Engineering Project Title: STRADA-WASHINGTON SQ.TOO 13224 SE Comanche Court Engineer: SMR Project ID: W13-91 Clackamas,OR 97015 Project Descr: 503-557-1600 www.westcoaste.com IMl l Printed.4 JUN 2013,3:52PM Steel Column File=C:I UserslWCE1DOCUME-11WCE12013J0-14W1391-1.T001STRADA-1.EC6 ENERCALC,INC,1983-2013,Build:6,13.5.2,Ver.6.13.5,2 Lic.#:KW-06006141 Licensee:WEST COAST ENGINEERING,PC Description: HSS4X4X114 Code References Calculations per AISC 360-05, IBC 2006, CBC 2007,ASCE 7-05 Load Combinations Used : ASCE 7-02 General Information Steel Section Name: HSS4x4x1/4 Overall Column Height 16.0 ft Analysis Method: Allowable Strength Top&Bottom Fixity Top& Bottom Pinned Steel Stress Grade Brace condition for deflection(buckling)along columns: Fy:Steel Yield 36.0 ksi X-X(width)axis: E:Elastic Bending Modulus 29,000.0 ksi Fully braced against buckling along X-X Axis Load Combination: ASCE 7-02 Y-Y(depth)axis: Fully braced against buckling along Y-Y Axis Applied Loads._-Qp Service loads entered. Load Factors will be applied for calculations. Column self weight included:194.893 lbs*Dead Load Factor BENDING LOADS... Lat.Uniform Load creating Mx-x,W=0.050 k/ft DESIGN SUMMARY Bending&Shear Check Results PASS Max.Axial+Bending Stress Ratio = 0.1912 :1 Maximum SERVICE Load Reactions.. Load Combination +D+W+H Top along X-X 0.0 k Location of max.above base 7.946 ft Bottom along X-X 0.0 k At maximum location values are... Top along Y-Y 0.40 k Pa:Axial 0.1949 k Bottom along Y-Y 0.40 k Pn/Omega:Allowable 72.647 k Ma-x:Applied 1.60 k-ft Maximum SERVICE Load Deflections... Mn-x/Omega:Allowable 8.425 k-ft Along Y-Y 0.3295 in at 8.054ft above base May:Applied for load combination:W Only 0.0 k-ft Mn-y/Omega:Allowable 8.425 k-ft Along X-X 0.0 in at 0.0ft above base for load combination: PASS Maximum Shear Stress Ratio= 0.02010 :1 Load Combination +D+W+H Location of max.above base 0.0 ft At maximum location values are... Va:Applied 0.40 k Vn/Omega:Allowable 19.896 k Load Combination Results Maximum Axial+Bending Stress Ratios Maximum Shear Ratios Load Combination Stress Ratio Status Location Stress Ratio Status Location D Only 0.003 PASS 0.00 ft 0.000 PASS 0.00 ft +D+L+H 0.003 PASS 0.00 ft 0.000 PASS 0.00 ft +D+Lr+H 0.003 PASS 0.00 ft 0.000 PASS 0.00 ft +D+S+H 0.003 PASS 0.00 ft 0.000 PASS 0.00 ft +D+0.750Lr+0.750L+H 0.003 PASS 0.00 ft 0.000 PASS 0.00 ft +D+0.750L+0.750S+H 0.003 PASS 0.00 ft 0.000 PASS 0.00 ft +D+W+H 0.191 PASS 7.95 ft 0.020 PASS 0.00 ft +D+0.70E+H 0.003 PASS 0.00 ft 0.000 PASS 0.00 ft +D+0.750Lr+0.750L+0.750W+H 0.144 PASS 6.05 ft 0.015 PASS 0.00 ft +D+0.750Lr+0.750L+0.5250E+H 0.003 PASS D.00 ft 0.000 PASS 0.00 ft +D+0.750L+0.750S+9.750W+H 0.144 PASS 8.05 ft 0.015 PASS 0.00 ft ' +D+0.750L+0.7506+0.5250E+H 0.003 PASS 0.00 ft 0.000 PASS 0.00 ft +0.60D+W+H 0.191 PASS 7.95 ft 0.020 PASS 0.00 ft +9.60D+0.70E+H 0.002 PASS 0.00 ft 0.000 PASS 0.00 ft West Coast Engineering Project Title: STRADA-WASHINGTON SQ. TOO 13224 SE Comanche Court Engineer: SMR Project ID: W13-91 • Clackamas,OR 97015 Project Descr: - 503-557-1600 www.westcoaste.com y,&i t Printed 4 JUN 2013, 3:52P1d Steel Column File=C:1Users\WCE1DOCUME-11 WCE\2013J0-11W13-91-1.T001STRADA-1.EC6 ENERCALC,INC.1983-2013,Bdld:6.13.5.2,Ver:6.13.5.2 Lic.#:KW-06006141 Licensee:WEST COAST ENGINEERING,PC Description: HSS4X4X1/4 Maximum Reactions•Unfactored Note:Only non-zero reactions are listed. X-X Axis Reaction Y-Y Axis Reaction Axial Reaction Load Combination @ Base @ Top ©Base @ Top ©Base W Only k -0.400 0.400 k k Maximum Deflections for Load Combinations -Unfactored Loads Load Combination Max.X-X Deflection Distance Max.Y-Y Deflection Distance W Only 0.0000 in 0.000 It 0.329 in 8.054 ft Steel Section Prooperties : HSS4x4x114 Depth = 4.000 in I xx = 7.80 inA4 J = 12.800104 S xx = 3.90 inA3 Width = 4.000 in R xx = 1.520 in Wall Thick = 0.250 in Zx = 4.690 inA3 Area = 3.370 inA2 I yy = 7.800 in"4 C = 6.560 inA3 Weight = 12.181 plf S yy = 3.900 inA3 R yy = 1.520 in Ycg = 0.000 in M-x Loads b5 X I .. i • v o.aan • 4.00in Loads are total entered value.Arrows do not reflect absolute direction. • AM . ® . P I I I 11—f: 4 (---- F 0, .. IV Ns' 1„,,►•�♦♦♦♦♦♦♦♦♦0 Air 411j��►♦♦♦♦♦♦♦♦♦♦`�►,I ! I NE ll� �D g%abA *TIM AT , i • '41. ® .♦ &TEAM ROOD I I•♦�. .♦♦�(*�•♦,r►♦�! L9 1 44 FOR D SMIARAR M _.. W V I :► . 414!t. ;%i , ç'1 . ■ I ! .. , _ , .A 1 4 A AN7r—Nit. 1 NAKEVP AIR FDR 4W.cS% . .„. 1 All 1 a. . i. .. 4:: 0 Ag:, 4 .. : NOMM-35 masamss V7 i 4 6 te 4, .40. 1 :: nos a MOO AI 1411111111.1PCIIID , Ill QLARSE GIKA I 'NALL Gismos N000(TIT•R71 Le/ R000 ME•314 LW NEW STORAGE LOT FRAMSI6 PER PLAN4 Mr AND DETAILS.TTP. . e PARTIAL TENANT FLOOR PLAN SCALE••V.'.r e INO.E.ma AIC.wTECTY.AL YEETS FOR MOR•IATIpi.qt S..o n 55.0 FINFILL (E)CMU WALL OPENING (6' WIDE X 8' TALL) I I DOUBLE RAFTERS r -1 r I I 7 SHALL BEAR ON R2 - (2)2X12 ' DOUBLE STUDS,TYP. RI -I(2)2 I I I I I I MAU WT • I I (FAN HAUS \ I I XHAUS 1363 LB I 1 WT • I I FAN WT • 131 LB / 1 b56:/! 1 I R2 (2)2X121 I I RII- 12 1 1 I I I EXISTING 2x12 TYP. I I / I S5•� I I RAFTERS AT I6' O.G. I I 1 2X5 STUDS // 1 AT 16' o.C. I I I I I _ R4 - 2X12 R3�2X12 _ -1---1 I I I CONDENSER COMPRESSOR I EXISTING 8. CMU 1 J1 WT Z56 LB WT • 100 LB I I I I _ --L. BLOCK WALLS, TYP. ..,_- R31L2X12 L__ - _ _ _ J L R4 _ 2X12 LLB I i • I-5S4 X 4 XY, STEEL COLUMN L SL +4 l E LI - L6X4X4 r -.-1---.'...7.) \ (N)WALL OPENING WITH SUPPORT COLUMN AND STEEL ANGLE LINTEL Aak ® NOTE: BLOCK BETWEEN RAFTERS AT ALL OPENINGS IN ROOF FOR MECHANICAL EQUIPMENT REQUIREMENTS WITH 2X12 MEMBERS, ATTACH BLOCKING TO SUPPORTING RAFTERS WITH SIMPSON .L590' EACH END, TYP. A PARTIAL MEGN. ROOF FRAMING 1. Z> SI,I SCALE • I/4' • I'-0' NOTE: SEE ARCHITECTURAL SHEETS FOR INFORMATION NOT 5HO11N. • 30' X30' X10' TI-TICK FTG WITN(3)'4 BARS EACH WAY, 3'CLR OF BOTTOM (TY1P.(4)PLACES) © IF FI - 5YsX13Yt II _IL4 ■ I 55.0 1-1555XSXY4 COLUMN, T I 11 I� I I TYP.(4)PLACES / OBL.JOIST 8 O 1 i LL n O o ; m m N 0 I , n I-, • IFO ❑ • it I-' — Fl - X I3h GL �1 L_ 3 55.0 C PARTIAL STORAGE LOFT FRAM INCB 1,1 SCALE • I/4' • I'-0' NOTE: SEE ARCHITECTURAL SHEETS FOR INFORMATION NOT SHOU.IN. (E)WAX)! Q BEAM— Tr R n 4 , n R LI _L n,rau )_4T (ECOLxu+� I I �1 I I I nulex44 1 II I (N)u564x,x. (El WAX„ I I I I LINTEL I I 1 !TEFL GCtIrt4 (vraw— 9-F h-T-----1 coLU'H N !1-- —1( II n - n 1 r _ - �— 1 II I 1 I -r 1 '�- — 1 n,IwxY �.....e CCL1E'N r.�i�i�i�i�i I .—^^ I I mil 0 I II T1-115 ( I I (E)w.x.s I I i-ECT• , I X 1 1 . I 1 ''''.-----1 1 �i:9;(iP 1 — ���' mweo.1 1 I I r.�.�:�:�'a 1 U � �. II ik c WALL ELEv. DETAIL AT OPENING 51.1 SCALE•114 •r-e- NOTE.WE••CNITECT1RAL SWOTS POPI I1501•UTIO•NOT I It 0