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Plans (4) WAYS AND MEANS OYSTER HOUSE TIGARD, OR STRUCTURAL CALCULATIONS DESIGN CRITERIA: DC 1-DC4 PATIO COVER: PC 1-PC3 6 CANOPY PRAM1NG: CF -CF 1 8 ,c crir cp I:0 Fi fri prb 4 P*, (59 PAGES TOTAL INCLUDING COVER SHEET) /4.) 0111.1".:1 *EGON nOcb'Y/3' liS D GP‘s" Expms: / January 20, 2017 PROJECT NUMBER: 160254.01 - (v 7-02#745- City of Tigard A. proved Plansil B Pir& Date OFFICE COPY 15895 SW 72ND AvE SUITE 200 PORTLAND,OR 97224 PHONE:503.226.1285 FAX:503.226.1670 INFO@CIDAINC.COM WWW.CIDAINC.COM 4 Design Maps Summary Report 1)(. User-Specified Input Report Title WAYS & MEANS12S OYSTER23:03:59 HOUSE Thu January ,2017 UTC Building Code Reference Document 2012/2015 International Building Code (which utilizes USGhazard data available in 2008) Site Coordinates 45.3952°N, 122.75123°W Site Soil Classification Site Class D - "Stiff Soil" Risk Category I/II/III '. ';',.,.4.4f4,' � -ti „�' rt k a 4 4, s �, . x � '� ,;.� ''''.,,-,:,:;:-4 -',,,,:%,,;;.:" f � �`� -�-,1=-, s„i.„,:. € 7rr '+33� y'` -� 1317 s Yss ' a r a :0-- ,' ' I'l--44,4142k %:-'At'-''- ':' ,, '# a - t. u- ,1 _k is ,�. ..,�.< �+ yam.fr;-x '� . USGS-Provided Output S5 = 0.961 g SMs = 1.072 g Sos = 0.714 g S1 = 0.4189 SMI = 0.6618 Sol = 0.441 g For information on how the SS and Si values above have been calculated from probabilistic (risk targeted) and deterministic ground motions in the direction of maximum horizontal response, please return to the application and select the"2009 NEHRP"building code reference document. MCER Response Spectrum Design Response Spectrum 1.10 0.72 0.59 0.64 0.82 0.52 0.77 a o.66 0.42 1� 0.55 i A 0.40 N 0.44 0 0.22 0.23 0.24 0.22 0.16 0.0 0.02 0.00 0.00 0.00 0.20 0.40 0.60 •0.80 1.04 1.20 1.40 1.60 1.80 2.00 0.00 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 Perim, T(sec) Period, T(1. e2001. ec) Although this information is a product of the U.S.Geological Survey,we provide no warranty,expressed or implied,as to the accuracy of the data contained therein.This tool is not a substitute for technical subject-matter knowledge. 176 2- WAYS WAYS AND MEANS OYSTER HEASE IN ACCORDANCE WITH 2012 IBC IN ACCORDANCE W/ASCE SECTION 7.7 PROJECT NAME: WAYS AND MEANS PROJECT NO.: 160254.01 DATE:01/12/17 ELEMENT ID: PATIO COVER DESIGNER: RNH Pg:= 10•psf Basic ground snow load min 25•psf Minimum snow load. I:= 1.0 Importance factor(Table No. 1.5-2, p. 5) Ce:= 1.0 Snow exposure factor(Table No. 7-2, p. 30) Ct:= 1.0 Thermal factor(Table No. 7-3, p. 30) Density of Snow: D1 :_ —0.13 =•Pg+ 14.0•pcf D 15.3 pcf ft � D:= if(Di 5_30•pcf,D1,30•pcf) D= 15.3pcf Calculated Minimum Roof Snow Load: Pf:= 0.7Ce•Ct•I•Pg Pf=7 psf Required Minimum Roof Snow Load: Pr if(13min >Pf,Pmin,Pf) Pr=25 psf Height of Calculated Minimum Snow Load on Lower Roof or Deck: Pf hb:= hb= 0.46ft 1/13/2017 3 CASE III-B: DRIFT LOAD FOR PERIMETER PROJECTION, (Sec. 7.7.1 and Figure 7-9) Wb:= 146.5•ft Maximum horizontal distance from edge of roof hr:= 10.71875•ft Difference in height between top of parapet or projection and roof he:= hr—hb Difference in height between top of parapet or projection and uniform snow he= 10.261 ft Basic Height of Drift Surcharge: Wb:= if(Wb<25•ft,25ft,Wb) Wb= 146.5 ft t 1 _ W 3 P 14 hd:= 0.43. ftbl •(psf + 10 I — 1.5 -ft hd= 3.29 ft Reduced Height of Drift Surcharge at Face of Parapet: h„:= 0.75•hd h„=2.47 ft Width of Drift in Relation to Minimum Snow Load, Pf: Wal = 4hd Wd1 = 13.2ft h2 a Wd2:= 4'(h —h ) Wd2 =4.2 ft r b Wd3:= if(Wd2 < 8hc,Wd2,8•h) Wd3=4.2ft Wd:= if(h„ <hc,Wd1,Wd3) Wd= 13.2 ft Maximum Intensity of Snow Load at Height Change: Pmt := D•(hr,+ hb) Pmt =44.8psf P,2.— D hr Pm2 = 164 psf Pm3 := if(Pm1 <Pm2,Pml,Pm2) Pm3 =44.8 psf Pm4= if(Pm3 >Pr,Pm3,Pr) Pm4=44.8 psf hb Pm:= if h >0.2,Pm4,Pr Pm =44.8psf b Maximum Surcharge Intensity in Addition to Required Minimum Snow Load, Pr: PS:= Pm —Pr P5= 19.8 psf Width of Drift in Relation to Required Minimum Snow Load, Pr: Pm—Pr Wdr= Wd' Wdr=6.9 ft Pm—Pf 1/13/2017 pc Lf Reversed Box Rib1M Roof and Wall AEP AAN Allowable Inward Loads(lbs/ftz)per Span(ft:in:) Gauge Span Cond. 16" 2'-0" 3•-0" 4'•0" 5'-0" 6'-0" 8',0" 10:0" Single Span f ., 605 269 172 119 43 „1015.-.10,, 1 I - U180 - - - 42 '25 �10 5 29 Double Span L/180 603 268 ;171 , 119 ” 67 4432 3 30 17 11,.. L/180 - Triple Span f 753 335 214 149 84 54 37 2- 1 13 L/180 - - 12 Single Span f 879 391 250 174 98 63 .43 24 16 L/180 - - - - - 56 33 ' 14 7 - 26 Double Span f 877 390 249 173 97 62 43 24 16 U180 - -- Triple Span f 1096 487: 312 217 ' 122- 78- 54 4- 30- 19 U180 - - - - - - - 30 15 Single Span f 1259 560 358 249 140 90 - 62 35 22 L/180 - 84 49 20 10, 24 Double Span f 1138 506` 324 225 ` 126 81 56 32 20 11180 --- Triple Span f - 1422 632 405 281 158, 101 70 40- 25 11180 - - - = - 23 Single Span I_/180 1 1748. 777; 497 345 194s 12486 49 3111180 - - x112., �65 r 27 14 - 22 Double Span f 1688 750 480 333.; 188 120 .83 47 '30 .11180, ; - - - Triple Span: f 2109 938 600 ' 417 2- 34 150 104 = 59 38 L/180 - ." Single Span f .1785 793- 508 ,, 353- 198 '- 127 `` 88 ,` 50 32 11180 - ` " - 79 33 17 - 20 Double Span f'` 1700 `, 755 483 336 189 121 84: 47 30 L%180 ---- Triple Span f 2125 944 604 . 420 236 151 - " 105 59 38 L/180 - - -- - 31 Single Span' f 2326 , 1034 662 460, 258 165 = .'115 65 41 0180 - - _ � - -; 102,,: 43 22 18 Double Span f 2251 1001 `640 - 445 250 160 111 ' 63` 40 11180 Triple Span f; 2814 .1251 801 556 313 200; 139 78 50 L/180 - _ - LOADING TABLE LEGEND NOTES: f-Load limited by flexural bending stress ■ Top values based on allowable stress. L-Span(Inches) Bottom values based on allowable deflection of L/180. 11180-Load limited by a deflection of 1/180 of the span ■ -"denotes that the allowable load w-Distributed load is limited by the allowable flexural bending stress. Single Span 1 1 1 1 1 1 1 1 1 1 1 1 1 1 ■ Steel conforms to ASTM A653(Galvanized) L ►� or ASTM A792(ZINCALUMEe)structural steel. ji Inward 1 1'1'4' 1 4-'1'4"4:144'4'. 1 1 1 1 1 1 11 1 1 1'I' a Tabulated values are for positive(Inward)loading only. Loads Double Span L--- 1�' L • Values are based on the American Iron and Steel Institute(AISI) "Cold Formed Steel Design Manual"(2007 Edition). w Triple Span 1 1 1.1.4.1.-1-1'1'1 1 1 1 1 4 1 1 1 1 1 Specifications subject to change without notice. Oil Canning:All flat metal surfaces can display waviness commonly referred to as"oil canning". "Oil canning"is an inherent characteristic of steel products,not a defect,and therefore is not a cause for panel rejection. Customer Service Centers For most current versions of literature please visit Tacoma, WA&Fontana, CA Phone:800-733-4955 Fax: 253-272-0791 wwrn/.aepspan.Com ®2010 2016 ASC Profiles,LLC All rights reserved,ZINCALUME'is a registered trademark of BlueScape Steel Ltd, May 2016 Printed in USA 300(PS163) 15895 SW 72ND AVENUE,SUITE 200 4 PORTLAND, OREGON 97224 TEL:503.226.1285 FAX:503.226.1670 CliE-MAIL:info@cidainc.com ARCHITECTURE `., p �® l )/ /� U ENGINEERING PROJECT NAME: Y1/A/ y Me Ms �i Oyder PIOUS PRoj. No. W 9Z5'[ OI SHEET I PLANNING ` 1 TITLE: BY: KV( / .._. _ _.. DATE: ,!�3!/ 7 INTERIORS t COVEYe-d. aIL (? set- hack �ecc vrn 1).-.'' TOr i- at aiif for I1eaier rat fi�eucw n 1 i dr c R 2oCOs f w/ wFJfi'! r -b,q t- q hrgG� i r.. .e hear 1 -----~� d - ,-.1BG )y da wOrf� case- Rev x eeLi. 3 x R►1 EeG c; Z16A &Y 6 7 p sf s;ril Ie. spit, Fr,4.1-- k,eain au W'�ei l aAC1 1111-6„ iii-,R‘", 141_2 " qz 0,106 2,54 G, 5P:7/raw)2 2, (5 r5 .HOER gZ 0,002-5 ,(0,g5)(0,�7/1 ---- I 26 s '__Y cer iCv _,a=_(2, 3 X"2,2,X y R 3 'lf' 0/155 I Tarin ` ' r V /100 If IF'h Li I ' 1 1 6" i �L� �� K.55 X2�%Zx % s _ 47 f!)Yt I C 0. 3' I r Q� )14 j — --t- I j 1 I 1 , I i 1 X262 St�eI Beam File E vadcaddt16v0254 00 Ways and Means Oyster house vStructuralvways and means ec6 �� -- _ .� �,.., �.w ENEBCALC INC.19832016BuiId:6161231 yer6161231 Lie.#:KW-06006865 Licensee:CIDA INC. Description: patio cover brace CODE REFERENCES Calculations per AISC 360-10, IBC 2012,ASCE 7-10 Load Combination Set:ASCE 7-10 Material Properties Analysis Method: Allowable Strength Design Fy:Steel Yield: 46.0 ksi Beam Bracing: Beam is Fully Braced against lateral-torsional buckling E:Modulus: 29,000.0 ksi Bending Axis: Major Axis Bending S(0.0336) i + i V i D(0.04)S(0.1)W(0.133) i + i + Span=11.50 ft W HSS5x2-1/2x1/4 Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight NOT internally calculated and added Uniform Load: D=0.040, S=0.10, W=0.1930 k/ft, Tributary Width=1.0 ft Uniform Load: S=0.03360 k/ft, Tributary Width=1.0 ft,(drift) DESIGN SUMMARY Desi.n OK Maximum Bending Stress Ratio = 0.339: 1 Maximum Shear Stress Ratio= 0.039 : 1 ; Section used for this span HSS5x2-1/2x1/4 Section used for this span HSS5x2-1/2x1/4 Ma:Applied 3.753 k-ft Va:Applied 1.306 k Mn/Omega:Allowable 11.087 k-ft Vn/Omega:Allowable 33.124 k Load Combination +D+0.7505+0.450W Load Combination +D+0.7505+0.450W Location of maximum on span 5.750ft Location of maximum on span 0.000 ft Span#where maximum occurs Span#1 Span#where maximum occurs Span#1 Maximum Deflection Max Downward Transient Deflection 0.279 in Ratio= 493>=360 Max Upward Transient Deflection -0.279 in Ratio= 493 >=360 Max Downward Total Deflection 0.329 in Ratio= 419>=240. Max Upward Total Deflection -0.133 in Ratio= 1037>=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 Mnx Mnx/Omega Cb Rm Va Max Vnx Vnx/Omega D Only - -- - - - __ -- -- Dsgn.L= 11.50 ft 1 0.060 0.007 0.66 0.66 18.52 11.09 1.00 1.00 0.23 55.32 33.12 +D+S Dsgn.L= 11.50 ft 1 0.259 0.030 2.87 2.87 18.52 11.09 1.00 1.00 1.00 55.32 33.12 +D+0.60W Dsgn.L= 11.50 ft 1 0.232 0.027 2.58 2.58 18.52 11.09 1.00 1.00 0.90 55.32 33.12 +D-0.60W Dsgn.L= 11.50 ft 1 0.113 0.013 -1.25 1.25 18.52 11.09 1.00 1.00 0.44 55.32 33.12 +D+0.750S+0.450W Dsgn.L= 11.50 ft 1 0.339 0.039 3.75 3.75 18.52 11.09 1.00 1.00 1.31 55.32 33.12 +D+0.750S-0.450W Dsgn.L= 11.50 ft 1 0.080 0.009 0.88 0.88 18.52 11.09 1.00 1.00 0.31 55.32 33.12 +0.60D+0.60W Dsgn.L= 11.50 ft 1 0.208 0.024 2.31 2.31 18.52 11.09 1.00 1.00 0.80 55.32 33.12 +0.60D-0.60W Dsgn.L= 11.50 ft 1 0.137 0.016 -1.52 1.52 18.52 11.09 1.00 1.00 0.53 55.32 33.12 Overall Maximum Deflections Span Combination Span Max."='Defl Location in S an Load Combination Max."+"Defl Location in Span +D+0.750S+0.450W 1 0.3293 5.783 0.0000 0.000 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 1.306 1.306 163 St@@, Beath File E\adcadd\16\025400 Ways and Means Oyster house\Structural\ways and means ec6 "''"`"` ;. .,.,r ... ENERCALC,IK ej9832O16u wldBi6 2,31 Ver¢.161231, Lic.#:KW-06006865 Licensee:CIDA INC. Description: patio cover brace Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MINimum 0.230 0.230 D Only 0.230 0.230 +D+S 0.998 0.998 +D+0.60W 0.896 0.896 +D-0.60W -0.436 -0.436 +D+0.750S+0.450W 1.306 1.306 +D+0.750S-0.450W 0.307 0.307 +0.600+0.60W 0.804 0.804 +0.600-0.60W -0.528 -0.528 S Only 0.768 0.768 W Only 1.110 1.110 -W -1.110 -1.110 15895 SW 72ND AVENUE,SUITE 200 PORTLAND,OREGON 97224 mill TEL:503.226.1285 FAX:503.226.1670 E-MAIL:info©cidainc.com MI ARCHITECTURE Wei L / �jt�E`�p/' ��j/ )� j// /Y� ENGINEERING PROJECT NAME: Ir 4L YI L /s144.it Oyster J DY4.c PROJ. NO. 1662 540,01 --- SHEET 16 I PLANNING �� TITLE: _ BY: �7/Y ! 1 Z/1-y [ INTERIORS DATE. ,a cove��ed PAT cwtil J 't, 1� l -Trio = I?'-1-f% '' �— m �,.: JI �sf- s =z5r5 fi fi dry-ff = Z rsf vel t" I +ik-6.ct, Kt .z ( . ) P ('755 ai,'SW TelfaI W =(1 )A/2 i if/ 63la1f/ pica P 0,75$ G, 't 5W Tofu( l i 1,Ac2,17 /0, 4 K/ 7 ) I.455 X 6 x ' - Z I 1 ' 44 _ '2-I 1 1 Al, 3 I , akt_ � 615' ' 1 - 1 1 I I 1 1 I 1 i 111 I 11 i � 1 i 1 i1 - I 1 1�- -T- - I 1 I 1I j25 Steel Beam File E ladcaddt16\25400 Ways and;Means sterflouse\Structurallways and means ec6 r ENERCALC INC 19e3-2016,Bu�td 61612 Sia yer§18 t.31=r` Lic.#. KW-06006865 Licensee.CIDA INC.; Description: patio cover beam 1 CODE REFERENCES Calculations per AISC 360-10, IBC 2012,ASCE 7-10 Load Combination Set:ASCE 7-10 Material Properties Analysis Method: Allowable Strength Design Fy:Steel Yield: 46.0 ksi Beam Bracing: Beam is Fully Braced against lateral-torsional buckling E:Modulus: 29,000.0 ksi Bending Axis: Major Axis Bending S 0.23 ♦ 0(0.115)S)0.2875)W)0.1397) D 0.1151 5 W(0.1397) Span=19.083 ft Sp. 0.6667 ft HSS8x6x1/2 HSS8x6x1/2 Applied Loads Service loads entered.Load Factors will be applied for calculations. Beam self weight calculated and added to loading Load for Span Number 1 Uniform Load: D=0.1150, S=0.2875, W=0.1397 k/ft, Tributary Width=1.0 ft Varying Uniform Load: S(S,E)=0.230->0.0 k/ft,Extent=0.0--»6.90 ft, Trib Width=1.0 ft,(drift) Load for Span Number 2 Uniform Load: D=0.1150, S=0.2875, W=0.1397 k/ft, Tributary Width=1.0 ft Point Load: D=0.2381 k @ 0.0 ft,(C12x20.7) DESIGN SUMMARY` Desi•n OK Maximum Bending Stress Ratio = 0.301 : 1 Maximum Shear Stress Ratio= 0.049 : 1 Section used for this span HSS8x6x1/2 Section used for this span HSS8x6x1/2 Ma:Applied 21.105 k-ft Va:Applied 4.933 k Mn/Omega:Allowable 70.010 k-ft Vn/Omega:Allowable 101.519 k Load Combination +D+S Load Combination +D+S Location of maximum on span 9.313ft Location of maximum on span 0.000 ft Span#where maximum occurs Span#1 Span#where maximum occurs Span#1 Maximum Deflection Max Downward Transient Deflection 0.326 in Ratio= 701>=360 Max Upward Transient Deflection -0.036 in Ratio= 447>=360 Max Downward Total Deflection 0.491 in Ratio= 466>=240. Max Upward Total Deflection -0.054 in Ratio= 296>=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 Mnx Mnx/Omega Cb Rm Va Max Vnx Vnx/Omega D Only Dsgn.L= 19.08 ft 1 0.102 0.015 7.13 -0.03 7.13 116.92 70.01 1.00 1.00 1.50 169.54 101.52 Dsgn.L= 0.67 ft 2 0.000 0.001 -0.03 0.03 116.92 70.01 1.00 1.00 0.10 169.54 101.52 +D+S Dsgn.L= 19.08 ft 1 0.301 0.049 21.11 -0.10 21.11 116.92 70.01 1.00 1.00 4.93 169.54 101.52 Dsgn.L= 0.67 ft 2 0.001 0.003 -0.10 0.10 116.92 70.01 1.00 1.00 0.30 169.54 101.52 +D+0.60W Dsgn.L= 19.08 ft 1 0.156 0.023 10.93 -0.05 10.93 116.92 70.01 1.00 1.00 2.30 169.54 101.52 Dsgn.L= 0.67 ft 2 0.001 0.002 -0.05 0.05 116.92 70.01 1.00 1.00 0.16 169.54 101.52 +D-0.60W Dsgn.L= 19.08 ft 1 0.047 0.007 3.32 -0.02 3.32 116.92 70.01 1.00 1.00 0.70 169.54 101.52 Dsgn.L= 0.67 ft 2 0.000 0.000 -0.02 0.02 116.92 70.01 1.00 1.00 0.05 169.54 101.52 +D+0.750S+0.450W Dsgn.L= 19.08 ft 1 0.292 0.046 20.46 -0.10 20.46 116.92 70.01 1.00 1.00 4.67 169.54 101.52 Dsgn.L= 0.67 ft 2 0.001 0.003 -0.10 0.10 116.92 70.01 1.00 1.00 0.29 169.54 101.52 +D+0.750S-0.450W Dsgn.L= 19.08 ft 1 0.211 0.034 14.76 -0.07 14.76 116.92 70.01 1.00 1.00 3.47 169.54 101.52 Dsgn.L= 0.67 ft 2 0.001 0.002 -0.07 0.07 116.92 70.01 1.00 1.00 0.21 169.54 101.52 +0.600+0.60W Dsgn.L= 19.08 ft 1 0.115 0.017 8.08 -0.04 8.08 116.92 70.01 1.00 1.00 1.70 169.54 101.52 Steel Beam File E-\adcadd\16\025400 Ways and Means Oyster house\Structural\waysand meansec6 :` < ENERCALC 1NC,1,983-2016 Build 61612.31 Ver:6.16.2 31 Lic.#: KW-06006865 Licensee.CIDA INC. Description: patio cover beam 1 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 Dsgn.L= 0.67 ft 2 0.001 0.001 -0.04 0.04 116.92 70.01 1.00 1.00 0.12 169.54 101.52 +0.60D-0.60W Dsgn.L= 19.08 ft 1 0.007 0.001 0.47 -0.00 0.47 116.92 70.01 1.00 1.00 0.10 169.54 101.52 Dsgn.L= 0.67 ft 2 0.000 0.000 -0.00 0.00 116.92 70.01 1.00 1.00 0.01 169.54 101.52 Overall Maximum Deflections Load Combination Span Max."-"Defl Location in Span Load Combination Max."+"Defl Location in Span +D+S 1 0.4914 9.542 0.0000 0.000 2 0.0000 9.542 +D+S -0.0541 0.667 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Support 3 Overall MAXimum 4.933 4.876 Overall MINimum 0.098 0.248 D Only 1.495 1.842 +D+S 4.933 4.876 +D+0.60W 2.294 2.698 +D-0.60W 0.697 0.985 +D+0.750S+0.450W 4.673 4.760 +D+0.750S-0.450W 3.475 3.475 +0.600+0.60W 1.696 1.962 +0.60D-0.60W 0.098 0.248 S Only 3.438 3.034 W Only 1.331 1.428 -W -1.331 -1.428 8 |58953w/ 72NDAVENUE,SUITE 200 ` PORTLAND,OREGON 97224 TEL: 503.226.1285 FAX:503.226.1670 E-MAIL:info@cdainccom === �� =".°,=^INI SHEET\ / ` t /�^�f�"° HAUS*� p""/ No. 16/) 25�' /)/ _ �"a' ^'/�'_ U ""°°=" r.,`,. _ BY: l' ��4 o^,,. L<, 7 /) =,="", ' — ^ . ' ) L I 6, = cloittirici 33,1p)ft ?3 714/EZ /grill) t „,1` K Is- j7 S.i_ , Beass m File E\adcadd116\0254 00 Ways and Means;0yster house\Structural\ways and means ec6 -. . .-, ..g::„. _. . a ENERCALC INC 1983-201,6,Build616.1231 Ver61fi 1231- Lic.#:KW-06006865 Licensee:CIDA INC. Description: set back beam CODE REFERENCES . Calculations per AISC 360-10, IBC 2012,ASCE 7-10 Load Combination Set:ASCE 7-10 Material Properties Analysis Method: Allowable Strength Design Fy:Steel Yield: 46.0 ksi Beam Bracing: Beam is Fully Braced against lateral-torsional buckling E:Modulus: 29,000.0 ksi Bending Axis: Major Axis Bending i, D(0.01042)8(0.04454)W(0.018611 LL_ s- �... . Span=9.018 ft HSS5x2-1/2x1/4 Applied Loads - Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loading -- Uniform Load: D=0.01042, S=0.04454, W=0.01861 k/ft, Tributary Width=1.0 ft DESIGN SUMMARY Desi•n OK Maximum BendingStress Ratio = 0. 0.061: 1 Maximum Shear Stress Ratio=Section used for this span 0x1 4 : 1 P HSS5x2-1/2x1/4 Section used for this span HSS5x2-1/2x1/4 Ma:Applied 0.674 k-ft Va:Applied 0.2989 k Mn/Omega:Allowable 1 1.087 k-ft Vn/Omega:Allowable 33.124 k Load Combination +D+S Load Combination +D+S Location of maximum on span 4.509ft Location of maximum on span 0.000 ft Span#where maximum occurs Span#1 Span#where maximum occurs Span#1 Maximum Deflection Max Downward Transient Deflection 0.024 in Ratio= 4,430>=360 Max Upward Transient Deflection -0.010 in Ratio= 10,602>=360 Max Downward Total Deflection 0.036 in Ratio= 2977 >=240. Max Upward Total Deflection 0.000 in Ratio= 0<240.0 Maximum Forces& Stresses for Load Combinations Load Combination Max Stress RatiosSummaryofof 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 D Only Dsgn.L= 9.02 ft 1 0.020 0.003 0.22 0.22 18.52 11.09 1.00 1.00 0.10 55.32 33.12 +D+S Dsgn.L= 9.02 ft 1 0.061 0.009 0.67 0.67 18.52 11.09 1.00 1.00 0.30 55.32 33.12 +D+0.60W Dsgn.L= 9.02 ft 1 0.030 0.004 0.33 0.33 18.52 11.09 1.00 1.00 0.15 55.32 33.12 +D-0.60W Dsgn.L= 9.02 ft 1 0.010 0.001 0.11 0.11 18.52 11.09 1.00 1.00 0.05 55.32 33.12 +D+0.750S+0.450W Dsgn.L= 9.02 ft 1 0.058 0.009 0.65 0.65 18.52 11.09 1.00 1.00 0.29 55.32 33.12 +D+0.750S-0.450W Dsgn.L= 9.02 ft 1 0.043 0.006 0.48 0.48 18.52 11.09 1.00 1.00 0.21 55.32 33.12 +0.60D+0.60W Dsgn.L= 9.02 ft 1 0.022 0.003 0.25 0.25 18.52 11.09 1.00 1.00 0.11 55.32 33.12 +0.60D-0.60W Dsgn.L= 9.02 ft 1 0.002 0.000 0.02 0.02 18.52 11.09 1.00 1.00 0.01 55.32 33.12 Overall Maximum Deflections Load Combination - - --- ---------------- Span Max. - Defl Location in Span Load Combination Max."+°Defl Location in Span 1 0.0364 4.535 0.0000 0.000 Vertical Reactions ' Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 -- Overall MAXimum 0.299 0.299 - - Overall MINimum 0.008 0.008 Steel Beam File E\adcadd116\025400 Ways and Means Oyster house\Structurallways and means ec6 , ,ENERCALC INC,1983-?01,6,Build 6161231 Ver6i61231l, Lic.#:KW-06006865 Licensee:CIDA INC. Description: set back beam Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 D Only 0.098 0.098 +D+S 0.299 0.299 +D+0.60W 0.148 0.148 +D-0.60W 0.048 0.048 +D+0.750S+0.450W 0.286 0.286 +D+0.750S-0.450W 0.211 0.211 +0.60D+0.60W 0.109 0.109 +0.600-0.60W 0.008 0.008 S Only 0.201 0.201 W Only 0.084 0.084 -W -0.084 -0.084 ('77f0 Steel Beam File E\adcaddi1610254 00 Ways and;Means Oyster house\SJructurarways.and means ece ;, ,. ._.:;;;- ,,„ ., ENEI,CALL INC19832017,Build6171,16,ygr617. 16 s Lic.# KW-06006865 �� Licensee:CIDA INC. Description: cantilevered beam CODE REFERENCES Calculations per AISC 360-10, IBC 2012,ASCE 7-10 Load Combination Set:ASCE 7-10 Material Properties Analysis Method: Allowable Strength Design Fy:Steel Yield: 46.0 ksi Beam Bracing: Beam is Fully Braced against lateral-torsional buckling E:Modulus: 29,000.0 ksi Bending Axis: Major Axis Bending 0.007359.0.0134 S 0.0134 0.02 111111111"R° .084) ANEMIIME D 0.01 .0.025 W.SM. D 0.01 0.025 W..01786 Span=2.278 ft Span=2.083 ft HSS5x2-1/2x1/4 HSS5x2-1/2x1/4 Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loading Load for Span Number 1 Uniform Load: D=0.010, S=0.0250, W=0.01786 k/ft, Tributary Width=1.0 ft Varying Uniform Load: S(S,E)=0.007359->0.01340 k/ft,Extent=0.0--»2.278 ft, Trib Width=1.0 ft,(drift) Load for Span Number 2 Uniform Load: D=0.010, S=0.0250, W=0.01786 k/ft, Tributary Width=1.0 ft Varying Uniform Load: S(S,E)=0.01340->0.020 k/ft,Extent=0.0--»2.083 ft, Trib Width=1.0 ft,(drift) Point Load: D=0.10, S=0.20, W=0.0840 k @ 2.083 ft,(set back beam) DESIGN SUMMARY: . Desi•n OK Maximum Bending Stress Ratio = 0.069: 1 Maximum Shear Stress Ratio= 0.013 : 1 Section used for this span HSS5x2-112x1/4 Section used for this span HSS5x2-1/2x1/4 Ma:Applied 0.764 k-ft Va:Applied 0.4313 k Mn/Omega:Allowable 11.087 k-ft Vn/Omega:Allowable 33.124 k Load Combination +D+S Load Combination +D+S Location of maximum on span 2.278ft Location of maximum on span 2.278 ft Span#where maximum occurs Span#1 Span#where maximum occurs Span#1 Maximum Deflection Max Downward Transient Deflection 0.009 in Ratio= 5,358>=360 Max Upward Transient Deflection -0.004 in Ratio= 12,843>=360 Max Downward Total Deflection 0.014 in Ratio= 3580>=240. Max Upward Total Deflection -0.001 in Ratio= 18251 >=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 Mnx Mnx/Omega Cb Rm Va Max Vnx Vnx/Omega D Only Dsgn.L= 2.28 ft 1 0.023 0.004 -0.25 0.25 18.52 11.09 1.00 1.00 0.14 55.32 33.12 Dsgn.L= 2.08 ft 2 0.023 0.004 -0.25 0.25 18.52 11.09 1.00 1.00 0.14 55.32 33.12 +D+S Dsgn.L= 2.28 ft 1 0.069 0.013 -0.76 0.76 18.52 11.09 1.00 1.00 0.43 55.32 33.12 Dsgn.L= 2.08 ft 2 0.069 0.013 -0.76 0.76 18.52 11.09 1.00 1.00 0.43 55.32 33.12 +D+0.60W Dsgn.L= 2.28 ft 1 0.035 0.007 -0.38 0.38 18.52 11.09 1.00 1.00 0.22 55.32 33.12 Dsgn.L= 2.08 ft 2 0.035 0.007 -0.38 0.38 18.52 11.09 1.00 1.00 0.22 55.32 33.12 +D-0.60W Dsgn.L= 2.28 ft 1 0.011 0.002 -0.13 0.13 18.52 11.09 1.00 1.00 0.07 55.32 33.12 Dsgn.L= 2.08 ft 2 0.011 0.002 -0.13 0.13 18.52 11.09 1.00 1.00 0.07 55.32 33.12 +D+0.7505+0.450W Dsgn.L= 2.28 ft 1 0.066 0.013 -0.73 0.73 18.52 11.09 1.00 1.00 0.41 55.32 33.12 Dsgn.L= 2.08 ft 2 0.066 0.013 -0.73 0.73 18.52 11.09 1.00 1.00 0.41 55.32 33.12 +D+0.7505-0.450W Dsgn.L= 2.28 ft 1 0.049 0.009 -0.54 0.54 18.52 11.09 1.00 1.00 0.31 55.32 33.12 Dsgn.L= 2.08 ft 2 0.049 0.009 -0.54 0.54 18.52 11.09 1.00 1.00 0.31 55.32 33.12 +0.600+0.60W )7c1l Steel Beam File E\adcaddvt610254 00 Ways and Means Oyster house\Structural\ways and nteans.ec6 ,,;., . . . :.. . ....:: ,_-; ,cy . ...._. .,., ..,,,. ,._< ., -,_ ._,. ,.- -ENERCALC INC.1983,20,1?„Build617116 Ver§17.116,,;_ Lic.#:KW-06006865 Licensee:CIDA INC. Description: cantilevered beam 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 Dsgn.L= 2.28 ft 1 0.025 0.005 -0.28 0.28 18.52 11.09 1.00 1.00 0.16 55.32 33.12 Dsgn.L= 2.08 ft 2 0.025 0.005 -0.28 0.28 18.52 11.09 1.00 1.00 0.16 55.32 33.12 +0.60D-0.60W Dsgn.L= 2.28 ft 1 0.002 0.000 -0.02 0.02 18.52 11.09 1.00 1.00 0.01 55.32 33.12 Dsgn.L= 2.08 ft 2 0.002 0.000 -0.02 0.02 18.52 11.09 1.00 1.00 0.01 55.32 33.12 Overall Maximum Deflections Load Combination Span Max."-"Defl Location in Span Load Combination Max."+"Defl Location in Span 1 0.0000 0.000 +D+S -0.0015 1.339 +D+S 2 0.0140 2.083 0.0000 1.339 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Support 3 Overall MAXimum -0.272 0.833 - Overall MINimum -0.008 0.027 D Only -0.087 0.281 +D+S -0.272 0.833 +D+0.60W -0.132 0.422 +D-0.60W -0.043 0.139 +D+0.7505+0.450W -0.259 0.800 +D+0.750S-0.450W -0.193 0.589 +0.60D+0.60W -0.097 0.310 +0.600-0.60W -0.008 0.027 S Only -0.185 0.552 W Only -0.074 0.235 -W 0.074 -0.235 15895 SW 72ND AVENUE,SUITE 200 PORTLAND,OREGON 97224 pk< TEL:503.226.1285 FAX:503.226.1670 LI E-MAIL:info@cidainc.com ® ARCHITECTURE o �j /} 1 ��JI ENGINEERING PROJECT NAME: 2 ( e4� (� Si- GWS6 PROT NO. `6,02-54/0` SHEET PG '2 Ul PLANNING TITLE: By: R iiitt DATE I3/1:7 INTERIORS '" ---- -- -— Pa+ o_ -QV� r P 13ea.ri4/ ,I, , 17 - 2�r lI�/5 � f pw35lb `Z �t 1r 1# P1 tr w ' i�„ ' �-zip *714.- .1`--1:/zit" 11o " NSS x2 '/z ' ertr<, ke x ri 5 Tccc 1 (-C-511111f0�1b/ 1q g3 ) ) v = 1, q K 1 I /� _ 4. �� Kr AL. _ ,2d 3 ivy < 3�G 0. S3,,� _ ' I . I I I . I I : , : J, T I 11 1 - , rr I T I ! -7 I 'I 1 , 1 I I ' h - F ; - t 1 I 1 I r1 -i- I I 1 , I I rG 13 St- Beam -Re-.,E\adcadd116\0254.00 Ways and Means Oyster house 1Structuranways and means ec6 �` =- - ti�- - - - ,_`. IEIIE„FcAL fN 1983-2016,'Burld6.16.12.31 Ver§16.231 Lic.#:KW-06006865 �� '�' � Licensee:CIDA INC. Description: beam nearest building CODE REFERENCES Calculations per AISC 360-10, IBC 2012, ASCE 7-10 Load Combination Set:ASCE 7-10 Material Properties Analysis Method: Allowable Strength Design Fy:Steel Yield: 46.0 ksi Beam Bracing: Beam is Fully Braced against lateral-torsional buckling E:Modulus: 29,000.0 ksi Bending Axis: Major Axis Bending ...___.__. nm nn‘S,n X41 Nin 2a5 010.04)510.151)W(0.07144) nm 2R1 cm 541 win 2451 1 - ,;... ilus, t' ,`tee' li: . - Y:14 t z 374.'Z',,,,. .<+,� i Span=11.50 ft HSS5x2-1/2x1/4 Applied Leads Service loads entered.Load Factors will be applied for calculations. Beam self weight calculated and added to loading Uniform Load: D=0.040, S=0.1510, W=0.07144 k/ft, Tributary Width=1.0 ft Point Load: D=0.280, S=0.540, W=0.2350 k @ 1.146 ft Point Load: D=0.280, S=0.540, W=0.2350 k @ 10.354 ft DESIGN SUMMARY Desi•n OK Maximum BendingStress Ratio = : 0.386: 1 Maximum Shear Stress Ratio= 0.060 : 1 Section used for this span HSS5x2-1/2x1/4 Section used for this span HSS5x2-1/2x1/4 Ma:Applied 4.284 k-ft Va:Applied 1.983 k Mn/Omega:Allowable 11.087 k-ft Vn/Omega:Allowable 33.124 k Load Combination +D+S Load Combination +D+S Location of maximum on span 5.750ft Location of maximum on span 11.500 ft ' Span#where maximum occurs Span#1 Span#where maximum occurs Span#1 Maximum Deflection Max Downward Transient Deflection 0.283 in Ratio= 487>=360 Max Upward Transient Deflection -0.132 in Ratio= 1,048 >=360 Max Downward Total Deflection 0.391 in Ratio= 353>=240. Max Upward Total Deflection -0.014 in Ratio= 9662 >=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 Mnx Mnx/Omega Cb Rm Va Max Vnx Vnx/Omega D Only Dsgn.L= 11.50 ft 1 0.105 0.017 1.17 1.17 18.52 11.09 1.00 1.00 0.58 55.32 33.12 +D+S Dsgn.L= 11.50 ft 1 0.386 0.060 4.28 4.28 18.52 11.09 1.00 1.00 1.98 55.32 33.12 +D+0.60W Dsgn.L= 11.50 ft 1 0.184 0.029 2.04 2.04 18.52 11.09 1.00 1.00 0.96 55.32 33.12 +D-0.60W Dsgn.L= 11.50 ft 1 0.027 0.006 0.30 0.30 18.52 11.09 1.00 1.00 0.19 55.32 33.12 +D+0.750S+0.450W Dsgn.L= 11.50 ft 1 0.375 0.058 4.16 4.16 18.52 11.09 1.00 1.00 1.92 55.32 33.12 +D+0.750S-0.450W Dsgn.L= 11.50 ft 1 0.257 0.040 2.85 2.85 18.52 11.09 1.00 1.00 1.34 55.32 33.12 +0.600+0.60W Dsgn.L= 11.50 ft 1 0.142 0.022 1.57 1.57 18.52 11.09 1.00 1.00 0.73 55.32 33.12 +0.60D-0.60W Dsgn.L= 11.50 ft 1 0.015 0.002 -0.17 0.17 18.52 11.09 1.00 1.00 0.06 55.32 33.12 Overall Maximum Deflections Load Combination Span Max."-"Defl Location in Span Load Combination Max."+"Defl Location in Span +D+S 1 0.3911 5.783 - - 0.0000 0.000 1'6)4 Steel Beam File E ladcadcM6v0254 00 Ways acid Means Qystel housevStucturanways and means eco . `* ,, 6# ENERGALC 14C49832O15 Build61612.31 Ver6167231,i Lic.#:KW-06006865 Licensee:CIDA INC. Description: beam nearest building Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 1.983 1.983 Overall MINimum -0.042 -0.042 D Only 0.575 0.575 +D+S 1.983 1.983 +D+0.60W 0.963 0.963 +D-0.60W 0.188 0.188 +D+0.750S+0.450W 1.922 1.922 +D+0.750S-0.450W 1.341 1.341 +0.60D+0.60W 0.733 0.733 +0.60D-0.60W -0.042 -0.042 S Only 1.408 1.408 W Only 0.646 0.646 -W -0.646 -0.646 15895 SW 72ND AVENUE,SUITE 200 PORTLAND,OREGON 97224 TEL:503.226.1285 FAX:503.226.1670 0 E-MAIL:info©acidainc.com ® ARCHITECTURE arid,�,..{{ jAy ///� r(y�/" /q/,�[/ (�/ 7 (�/ /1 // U ENGINEERING PROJECT NA,^'IE: Ways aP ' `'i' a , aysf�1 lim5V PROD. No. 160 Z5 L F0I SHEET PC•+I PLANNING TITLEBY: �_ H DATE: Y/17/17: ••• INTERIORS - - --"- - -'----- ----- L,, 1--af:eyCi( /1 12 0 . , - r, r I I '\ A I _ -1 ov 1)/ — W , =0I7/ g6 4A 1, 1)- Ict,�51.5f 0 t0 yL Wwia =�17g&pt-r 0' f,7i 5f N�s (�7,g� f -U,5)= -�SR3y5 v41. to lL W =, 7.8' 1l.z)� 1 ; , EAv mai �� 6 -Z p z3, , Sig= d, .7 Ili 5, ,‘ I ' 1I-,, 65 ,,,�= d,0�f�l Sqs I- d3 < G 'K �,g'S, _ 11 e '1'°t 1 d6 �{ �f11I �' r 5 T f T 2 I T t t 1 G -..� _ _ _ _ - r1 1 I I I , 1 I I I I T , 1 1 T1 1 1 - ' 11 1 - r 1 1 Company CIDA 17616 Jan 18,2017 hiRISA Designer : REBEKAH HUSCHKA Job Number 160254.01 Checked By: T E C H N O I. o c I E s Model Name : FRAME 1 -SHORT Load Combinations Description Solve P... S... BLCFac..BLCFac..BLCFac..BLCFac..BLCFac..BLCFac..BLCFac..BLCFac..BLCFac..BLCFac... 1 LRFD 2 , ASCE Strength 1 Yes ".Y." DL 1.4 3 ASCE 2 Strength a g Yes Y DL 1.2 LL 1.6 LLS 1.6 RLL ,5 4 ASCE Strength 2'(b)' Yes 'Y. DL 1.2' LL 1.6 LLS 1.6 SL ' .5 L .5 . 5 ASCE Strength 2(c) Yes Y DL 1.2 LL 1.6 LLS 1.6 RL .5 6 ASCE 3,(a) Yes EIN DL 1.2 RLL 1.6 LL 11111 1 Ellin ',' _' ,111 ' -' 7 ASCE Strength 3(b)(..Yes MO DL 1.2 RLL 1.6 WL 8 ASCEStrength 3(b)(..Yes Y DL 1.2RLL 1.6 WL "-5 g ASCE Strength 3(c) Yes Y DL 1.2 SL 1.6 SL 1.6 LL .5 LLS 1 10 ASCE.Strength 3"(d)(. Yes 'Y DL 1.2 SL 1.6 L 1.6 WL -,.5 11 ASCE Strength 3(d)(.. Yes Y DL 1.2 SL 1.6 SL 1.6 WL -.5 12 ASCE:Strength 3(e) .Yes Y: DL 1.2 RL 1.6 LL -5 LLS 1 . 13 'SCE Strength 3(f)(a)Yes Y DL 1.2 RL 1.6 WL .5 14 'SCE Strength 3(f)(b)Yes Y DL 1.2 RL 1.6 WL L.5 .- 15 ASCE Strength 4(a)(..Yes YDL 1.2 WL 1 LL .5 LLS 1 RLL .5 16 ASCE Strength 4,(a)(.:YesDL 1.2 W Liii LLLLS RLL 5 17 ASCE Strength 4(b)C.Yes DL 1.2 WL LL LLS SL 5 SLN .5 II MENNEN 18 ASCEStrength14(b)(a.Yes Y DL 1.2 WL -1 .LL .5 LLS.i 1 SL _.5 19 ASCE Strength 4(c)(. Yes Y DL 1.2 WL 1 LL .5 LLS 1 RL .5 20 .ASCE Strength 4(c).(. Yes Y< DL 1.2 WL;-1 LL -:.5 LS ;'",1 ,RL .5 21 ASCE Strength 5(a) Yes Y DL 1.2 EL 1 LL .5 LLS 1 SL .2 22ASCE Strength s'(b} Yes ;Y DL-1.2 EL -1 LL .5 .LS `',1 ,SL 2 '0L .2 23 ASCE Strength 6(a) Yes Y DL .9 WL 1 24 4 .AS,CE,Strength 6;(b)' Yes Y q DL ,.9 'WL -.1 25 ASCE Strength 7(a) _ ; 9 Yes Y DL .9 EL 1 26 ASCE,Strength 7.(b)';Yes ,Y DL .9 EL -1 27 28 ' .ASD,LOADS :_' 29 ASCE ASD 1 Y DL 1 30 , .r,.ASCE-ASD 2- Y DL ,1`:n.LL ;1 ;LLS : 1 -, 31 ASCE ASD 3 (a) Y DL 1 RLL 1 32 -ASCEASD,3. b) Y ';`DL 1 SL .1 .L :1 33 ASCE ASD 3 c Y DL 1 RL 1 34 ASCE ASD 4"(a)- f -:Y: DL 1 ='LL .75 LLS ;75 -LL.75 ME II 35 ASCE ASD 4 b Y DL 1 LL 75 LLS .75 SL .75 36. .ASCErASD 4 c ( {)v Y. DL 1:'`LL .75 ill.75 RL.75° 37 ASCE ASD 5(a)(a) Y DL 1 WL .6 38 ASCE ASD.5(a)(b) Y. DL 1 `WL -.6 I. • 1 • 39 ASCE ASD 5(b)(a) Y DL 1 EL .7 SIM 40 ASCE ASD:5(b):'(6)':, . Y DL 1 '° EL -.7 III 41 ASCE ASD 6(a)(a) Y DL 1 WL .45 Iffil.75 LLS MSNE 9 I 1 42 ASCE°ASD 6(a) b). "DL AWL :45 LL .75 ' LS.75 "LL;'.75:' 43 ASCE ASD 6(b)(a) DL EL .525 LL .75 LLS .75 RLL .75 44 ASCE,ASD,6(b),(b)>` ill DL II EL .525 LL 75 LS .75 LL .75 45ASCE ASD 6(c)(a) DL WL .45 LL 75 LLS .75 SL .75 E I I 46 ; ASCE ASD.6(c),(b) '' DL WL .45=LL .75 LS .75. SL'75 E:75`-II • -147 ASCE ASD 6(d)(a) DL EL .525 LL .75 LLS .75 SL .75 .75 MN 48 ASCE ASD,.6(d)(b) DL 1 EL .525 LL .75 LS .75 SL 75`1 49 ASCE ASD 6(e)(a) IIM DL 1 WL .45 LL .75 LLS .75 RL .75 50 ASCE ASD 6(e)(b) DL 1 =.WL-.45 LL .75 LS .75 RL1.75`111E1 in ME 51 ASCE ASD 6(f)(a) IIIIIP DL 1 EL .525 LL .75 LLS .75 RL .75 MI 52 ASCE ASD 6(f)(b) v DL 1 - EL 525 iii itIRL' 53 ASCE ASD 7 a MIIIUMIM DL .6 WL .6 54 .:ASCEASD 7.(b), DL .6 WL -.6<< 55 ASCE ASD 8 a MNIIIMIIIN DL .6 EL 7 1 11111.1111 11.11.111.111.1 MEM 56: z A"SC ETASD{8 b, , . . Y .DL.,i,6 S EL `:7. x . :. a RISA-2D Version 14.0.0 [E:\...\...\...\Structural\FRAME - SHORT.r2d] Page 1 15895 SW 72ND AVENUE,SUITE 200 4 I PORTLAND,OREGON 97224 TEL:503.226.1285 FAX:503.226.1670 0 E-MAIL:info@cidainc.com ® ARCHITECTURE �A/ /� Ala /� //�� j.� c/� /� 1717 ENGINEERINGU PROJEc:T NAME: yva,x7U(la/.' /•`e tnt ,/sfer I OVS6� PROS. No. 16025*,V SHEET ) PLANNING )1 047 TITLE: �j d7 INTERIORS BY: _ .. -._ SATE: f10. CO V eil -,..--,..,........-„„....4.Z....., , IIIMMFEMEmumnimemmimmill111 1111119110111/ I_Ater4I GGVlfinke-J �Uft taC—F0Y ) co 1 1 ei W = (26.11q1p6f411�g6 IL2 ) �,tb,b3p} cv2W (21 et3 5. 001,5 ') 2`t6.45 I /t' i -w .„0,(6 cy. i 5 ) _ 6 q if 1 ‘,) (0,;(j/g , .piii )..... q i(q if /4'.3 y 3-1 i/ �Ic 2.2�ji�C'1Y1�I r 5 11 ll 171 1. 241 119 _ -- .. _. —__- cam, _. t ••. c.)! I ��Y __._ 1 1, 1 a I S r d,',z `n I ,2.. —i 0 , fir` } 1 I II ! ____- i !� I I -- fi �- + � - II +- L � I 5 �— � 1 j rt 1 ,x i iy -� 3(21i 75" lb Air:�tG�I'. )( gS 1 izLx 176 dz M3 N4 5 tit 1,13 Envelope Only Solution CIDA SK- 1 REBEKAH HUSCHKA FRAME 1 - SHORT Jan 18, 2017 at 9:23 AM 160254.01 FRAME-SHORT.r2d Company CIDA Jan 19,2017 1261/ i3: igner : REBEKAH HUSCHKA 1:Number : 160254.01 Checked By: T E C H N O L O G I E S Model Name : FRAME 1 -SHORT Hot Rolled Steel Section Sets Label Shape Type Design List Material Design Rules A iin2J I(90,270),[1...I (0,180) in4 1 COLUMN HSS6x6x4 Column SquareTube A53 Gr.B Typical 5.24 28.6 28.6 2 BEAM`" HSS8x6x'8 >Beam RECT. " A36'Gr.36; " Typical'`, 11.6 :-,'62:5 " `" <. 9822 f Envelope Joint Reactions Joint X[k] LC Y[k] LC Moment[k-ft] LC 1 Nimax .706 16 3.469 22 3.406 23 2 min -.509 23 2.078 25: ` -4.402 16 3 N3 max .149 25 3.275 22 2.063 15 4 ;mix -.347 22 1.888: `"25 -1.147.. 24 ; 5 Totals: Max .709 16 6.744 22 6.. " inin -.709 "; 15 ;" 3.966 ;> ' 25 Envelope Member Section Forces Member Sec Axial[k] LC Shear[k] LC Moment[k-ft] LC 1 M1 1 max 3.469 22 .507 23 3.406 23 2" mi ' -2.078,. x25 .; .711 16= -4.402;w '16 3 2 max 3.469 22 ..507 23 1.569 23 4 mm` ;2.078 25 . 711 16; -1.826 16":. 5 , 3 max 3.469 22 .507 23 1.115 22 '6 _. w . %.i.t.:?:.''tb,W,'V- '=rriin ' 2.078 `25 <.' .711 ., 16'2 " .632"`" ._ ,.. :25`..; 7 4 max 3.469 22 507 23 3.356 22 8 mm'i ".-2.078 , .-25,. .- ..711 . 1`6 =2.142 :25 ., 9 . 5 max 3.469 22 .507 23 5.902 16 0.; mm x2.078= , p. "�X25 - :`711 ; ;' °.16.. i!";3.943g ` . °23.�.? 11 M2 1 max 3.275 22 .345 22 2.063 15 12- 3. `>. min ' 1.888. .,,. ..`25 .1'5 25, r.-1 147 :;24 :`_ 13 2 max 3.275 22 345 22 1.239 15 min 1.888�_ x, z. .: " �_ O;3:25. -,A =16 r"_4 25"':a _....-1.024"'41147 "=249.,'`, 15 3 max 3.275 22 .345 22 .75 25 1,16 k' 4mm".. 1.888 :25. .15 ... 25`,r �""_1.236`; 22 .; 17 4 max 3.275 22 .345 22 1.294 25 18 min` ` =1.888; '25 .15 `, ., `` . :25 =2.487:` 22 ; 19 5 max 3.,275 22 .345 22 1.837 25 1 min =1.888 25 - 1.5, > 25" -3 737 22` , 21 M3 1 max .347 22 3.469 22 5.902 16 22 mm"; .149. ., `25 . . . ..2.078.. 25 ..,} -3.943" :.23-:` 23 2 max .347 22 1.783 22 3.93 •: 149 25 1.086 25 �; .,25 �:� .-6.988'� >22 >, 25 3 max 347 22 .097 22 6.759 25 26 i mm` :-.149' 25._ :3:E . -.095 2 ., . ;. .. 1.r`' =11.493:" 22_..w 27 • 4 max 347 22 .897 25 4.837 25 _28 mm": -.149 25 .,1.589 ,: 22 g7 918"°`' ,. 22 29 5 max .347 22 1.888 25 3.737 22 30 . ., "r.. mm'.." - 149 ; 25 3.275, '.�_ .22' 1.837. 425 Envelope A/SC 14th(360-10): LRFD Steel Code Checks Member Shape Code Check Locf LC Shear...Loc[ft]LC phi*Pnc[k] __phi*Pnt[k] phi*Mn[...Cb Eqn _ 1 M1 HSS6x6x4 213 14 5 ,16 015 0 16 124 263 165.06 29.4 2....H1-lb 2. xM2 .._.":',"HSS6x6x4 ':-. .140 .14.5 '..22 .-;007 0,lt2. ..124x263:;- 165 06wK ;:29.4 <2. -Hi-1"t 3 M3 HSS8x6x8 .140 9.785 22 .029 0 22 224.104 375.84 82.35 1....H1-1b RISA-2D Version 14.0.0 [E:\...\...\...\Structural\FRAME - SHORT.r2d] Page 1 Company CIDA Jan 19,2017 ��2� 11RISADesigner : REBEKAH HUSCHKA Job Number 160254.01 Checked By: T E C H N 0 1 0 c I E s Model Name : FRAME 1 -SHORT Envelope Drift Report Story Joint X-Drift[in] LC Ht 1 1 max N2 .265 15 .153 2 'min ; N2 =.269 16 .155 RISA-2D Version 14.0.0 [E:\...\...\...\Structural\FRAME- SHORT.r2d] Page 2 (7621 IIIRISA Company : CIDA Jan 19,2017 Designer : REBEKAH HUSCHKA Job Number 160254.01 Checked By: T E c H N o L o G 1 E s Model Name : FRAME 1 -SHORT Envelope Drift Report Story _ Joint X-Driftlin] LC Ht 1%1 1 1 max N2 .133 7 .077 2 min N2.. .1`34 a 8?. . .077 ->GisY itc Pr;III. : 6p-: 3 ( 6. 1?----i)( 3) _ 0, EtOi In 1in Qi(, RISA-2D Version 14.0.0 [E:\...\...\...\Structural\FRAME -SHORT.r2d] Page 1 15895 SW 72ND AVENUE,SUITE 200 PORTLAND, OREGON 97224 TEL:503.226.1285 FAX:503.226.1670 E-MAIL: info©cidainc.com ARCHITECTURE ` 'I.�� f/�[♦� �/(�� f? !' t 3 r f� 'Vn U ENGINEERING PROJECT NAME: Ways aft _4t (L{_ (O $i I.t1 ` PEES. No. 160254,0I0 SHErr f .� PLANNING TITLE (�PtK - i INTERIORS - - BY. DATE: I . 3-,T-----i t t/ ,, „, , , , , , , , . s 2 = (�1,(5�5-C 2,36!)_ Lib I c o +-a ZL 4), 3w7: l /r7 1�95fX2,35 = 4, 2 / ell -IL '•-o L w ,64 w ® -(gyp cYZ,3s9 IL , 1 - 11,._ « il; AT„ 1 , 1 I 12 :isiK 1,Lt K a a75 �' IIIw °)C , : 1.zz i7 = 2 3k . W - r J . 1 rt j j f-- _, - -- - -- -- - j - - --� , )7Z3 N2 M4 M MS .a6 ivl 113 N5 Envelope Only Solution CIDA ----------- SK-2 REBEKAH HUSCHKA FRAME 1 - SHORT Jan 18, 2017 at 10:17 AM 160254.01 FRAME-LONG.r2d Company : CIDA Jan 19,2017 P .2.-i` IIIRIS Designer REBEKAH HUSCHKA Job Number 160254.01 Checked By: T E C H N o I o 6 1 e s Model Name : FRAME 1 -LONG Hot Rolled Steel Section Sets Label Shape Type Design List Material Design Rules A fin2] I(90,270)(i...I (0,180)(in4l 1 COLUMN HSS6x6x4 Column SquareTube A53 Gr.B Typical 5.24 28.6 28.6 2 BEAM HSS8x6x8 Beam" RECT` A36Gr.36 Typical 11:6 625 98..2 Envelope Joint Reactions Joint X[k] LC Y[k] LC Moment[k-ft] LC 1 N1 max .234 24 .804 24 1.792 15 2 min -.265' 15 -3.304' 15 -1.669 24 3 N3 max .181 16 .462 24 1.39 23 4 min ` ' .183'. , .15. '-5.96 15. =1.413. .24; ` 5 N5 max .216 16 -.567 24 1.408 23 6 .`min: .183` ;` ,-23; :-1.94 15 -1.574 :16:. 7 Totals: max .627 16 .699 24 8 min- " -.627, ,15. "-11.204 . 15 Envelope Member Section Forces Member Sec Axialfkl LC Shear[k] LC Moment[k-ftl LC 1 M1 1 max .804 24 .262 • 15 1.792 15 2`. .. H..., , rmn =3.304 _ `15 =:235,. 24 .,` ., . .;1.669 24 3 2 Max .804 • 24 .262 15 .842 15 4 min , -3.304"'. .. 15 ...235 :: 24 n: . . l-:M4 81:8.= 24:- 5 3 max .804 24 .262 15 .032 24 =6=` h . °.�=min'" -3.304 15, .235 �24 i::-.1.09 " ii 15., . 7 4 max .804 24 .262 15 .883 24 8 '.,min= -3.304' ., . _ ..15 -.235.. 24 .:, , -1.059 15 9 5 max .804 24 .262 15 1.733 24 10 ;: ;, rnin .3.304= 15 .. .235 ;; 24: =2.01 `.". : 15 ; ' 11 M2 1 max , .462 24 .178 23 1.39 23 12 .._ s.mm;_ =5.96.ry :15w_ 182 . 241.4.13 :24 13 2 max .462 24 .178 23 .743 23 14 <i imin -5.96 15 -.182.. :. :. 24 : `-.755. 24 ;" 15 3 max .462 24 .178 23 .096 23 16 min =5.96 1=5,, ; 182 24 -.096 24; ' I 14 max .462 24 .178 23 .562 24 ••••,.,......••••,.•-•,,.•.....,•••: min -5.96 - 1.5 -.182 24 ', -.551 �3 19 5 max .462 24 .178 23 1.22 24 20 - miri -5.96 "' ".. . ". 1`5 .-182 °24 :1.198 23 4 21 M3 1 max -.567 24 .182 23 1.408 23 J 22< ,. g. min,;, -11.94 ....15 -.215 . ,16 ._ 1.574 <16.", 23 2 max -.667_ 24 .182 23 .747 23 24 ,;'. , min " -:1.9.4 : X15 . -.215 . ";t;r . .16 ., .7,93 16 > 25 3 max -.567 24 .182 23 .098 15 26 . : - ::.min . "` x`1..94.. _., ,iµ.`5 . .215. ,:'. ,.16 .' `:024"`" 24'.=:gi 27 4 max -.567 24 182 23 .768 16 48 . .. ,.min .r -1.94.'.::' 15 _ `v . ..215. 16,W -.573 .-�>" 23 29 5 max -.567 24 .182 23 1.548 16 30,. .. :",: min. : -1.94 x1;5. .215. - 16:: . -1.234<:". 23'.:: 31 M4 1 max .366 23 .921 24 1733 24 32 , ... :' min,._ -.398,: 4:16 ,.1.489 15- _ ,2.01,. .i;. . . "1'5 33 2 max .366 23 .529 24 1.209 15 34 .M . .._ mm. _ r=.398 _1'6,,, .75. 15 -:.351 ? v 24 35 3 max .366 23 154 16 2.303 15 }36: • ;.mm" . .398 1"6. , ..l=...., .029 ., ,.Y,. 23 ..: , xfi.rx1l.308 : .,. ,24;.: 37 4 max .366 23 .728 15 1.273 15 RISA-2D Version 14.0.0 [E:\...\...\...\Structural\FRAME -LONG.r2d] Page 1 Company : CIDA Jan 19,2017 I G 2� Designer : REBEKAH HUSCHKA Job Number 160254.01 Checked By: T EC H Nolo of Es Model Name : FRAME 1 -LONG Envelope Member Section Forces (Continued) Member Sec Axialfkl LC Shearfkl LC Momentfk-ftl LC 38 min -.398, .16 - -.255 . . 24 , -1.139 24 39 5 max .366 23 1.466 15 .156 24 40 min . -.398 16 :., -.646 24 -1.88 `=1.5 41 M5 1 max .183 23 .052 24 1.377 24 42 min -.216 16 -.866 15 -3.075 15 43 2 max .183 23 .151 24 1.103 16 44 min -.216 16 -.618 15 -.962 23 45 3 max .183 23 .251 24 .761 21 46 min `. -.216 16 -.371 . 15` .229 26 47 4 max .183 23 .382 16 1.19 15 48 min -.216 16 -.156 23 -.359 24 49 5 max .183 23 .531 16 1.234 23 50 min -.216 16 .043 23 -1.548 16 Envelope AISC 14th(360-10): LRFD Steel Code Checks Member Shape Code Check Loc[ft] LC Shear...Loc[ft]LC phi*Pnc[k] phi*Pnt[k] phi*Mn[...Cb Eqn 1 M1 HSS6x6x4 .078 14.5 15 .006 0 15 124.263 165.06 29.4 2....H1-1b 2 M2 HSS6x6x4 _.`: .065 0 15 .004 0 >24 ..',124.263.`::" 165.06 29.4 ,t 2...-H1-1 bi' 3 M3 HSS6x6x4 .056 0 16 .005 0 16 124.263 165.06 29.4 2....H1-1b 4 =`M4 HSS8x6x8 .029 5.75 15 . . .012 0 .°15 .312.027. .375.84 82.35 a 1••••H1=1 b` 5 M5 HSS8x6x8 .038 0 15 .007 0 15 312.027 375.84 82.35 2....H1-1b Envelope Drift Report Story Joint X-Drift[in] LC Ht[%1 1 1 max N2 .146 23 .084 2min . ,-N2 -.148 24 .085 RISA-2D Version 14.0.0 [E:\...\...\...\Structural\FRAME - LONG.r2d] Page 2 abed [pz.T'JNO1 - VWbId\leanloruls\"' O'O'il uoisJeA a?-`dsla 0 � 17 'A bbZ"c=(*)(11! .20.0) iaP /A°4-5 7iUU4515 zN uiu.T Z Z170' 0 G 6L0' ZN xe' % TIC-1=-1 al 1.11 T1ucJ-x Tutor — AJoTS ;aoda�ma adojanu3 JNOI- I- 3INV}13 aweN tapoiN 8319919189338 Pa) :�8 ioa4O I-O'V 91 : �egwnN qor :A8 `6T Uer VNHOSf1H HMI38O1 : aau6tsoa r�1 Z7_( van : AuedwoO ) Z 7 Company : CIDA Jan 19,2017 iiIRISA. Designer : REBEKAH HUSCHKA Job Number 160254.01 Checked By: T E c H N 0 i. o c•1 E s Model Name : FRAME 1 -SHORT /4 s 0 Hot Rolled Steel Section Sets Label Shape Type Design List Material Design Rules A[int] I(90,270)[i...I(0,180)[in4l 1 COLUMN HSS6x6x4 Column SquareTube A53 Gr.B Typical 5.242 28.6 28.6 ,. --::...:'::-:::,!..:':1BEAM: 'HSS8x6x8: Beam RECT A36 Gr36 - Typical< 11:6 ' ' 625 . 98.2 Envelope Joint Reactions Joint X k LC [k] a 2l LC Moment[k-ft] LC 1 Ni max ► 38 <__[_.1...<]4: 14P1(4 .534) 40 2.0 53 2= ` min ; -.3 53 :474 ; '.55 s 38 3 N3 max .107 55 2.398 40 --`. .7 37 4 min . .258 40 1.342,..: !:.;55 -.661 54 5 Totals: max .425 54 4.932 40 6 mini, `0:-.425 37 - ` `-2.816 .55 = Envelope Member Section Forces Member Sec Axial[k] LC Shearikl LC Moment[k-ft] LC 1 M1 1 max 2.534 40 .299 53 2.017 53 2mm a"1 474' . -.'2��55„g. -.453 . ,. a :3g,- '-2.77..., 38 :. 3 2 Max 2.534 40 .299 53 .935 53 4 mine ;1.474:,% -. 55 -.453 38, 1.128 : :38 -` 5 • 3 max 2.534 40 .299 53 .817 40 6. !, min. ,,=.1.474 ' ::;55 . , .453 X38, .45 '::551 7 4 max 2.534 40 .299 53 2.442 40 `8: .lmmri' < 1.474-;< k. 55 _ .453 38 -:1.516 '55 9 5 max 2.534 40 .299 53 4.066 40 10 mm 1.474 55 :` ;: .453 38 =2.583 55 11 M2 1 Max 2.398 40 • .256 40 1.367 37 12, . ,. min. , =1.342..: . 55 . ,..108 55 --.661 ,54 13 2 Max 2.398 40 .256 40 .776 37 14 . ._ >.,mmmi'.' 1.342``. 55 ; 108 55 =.607.: . 54 15 3 max 2.398 40 .256 40 .532 55 16 ., ,.;. m1e 1.342 : 55 . ,:108 222 2 55 -.902 < .:40 ;' 17 4 max 2.398 40 .256 40 .923 55 18 mmn 1.342 =55 `.108 55 -1.832 , `40',:,' 19 5 max 2 398 40 256 40 1.314 55 20" ;. mmn. . 1.342 `55 .108 " 55..; =.2.761 40` 21 M3 1 max .258 40 2.534 40 4.066 40 22 .mmri .107 .. -55 . 1.474. 55` 2.583 55 23 2 max .258 40 1 301 40 2 795 55 24. .;� mmri -:107 55. .77., 55 =5.125 `: 40 >' 25 3 max .258 40 068 40 4.799 55 .26 `.mm .; -.107 . 55. .„ .066., , ;'.,39 :' . =8.406 ..40 27 4 max .258 40 .638 55 3.429 55 28 mmn '.,:; -.107 55 1.165 . , :..' 40 . . .-5.777. 40 29 5 max .258 40 1 342 55 2.761 40 30:.. ,., mn: - .'107 ' .55 2.398,. 40v;; 1.314 ''55,:,. Envelope AISC 14th(360-10):ASD Steel Code Checks Member Shape Code Check Loc[ft] LC Shear...Locjft]LC Pnc/om[k] Pnt/om[k]_ Mn/om[...Cb Eqn 1 M1 HSS6x6x4 223 1,4.5 40 .015 0 38 82.676 109.82 19.561 2 H1-1 b 2 _:M2 ",; HSS6x6x4 1.156. . 2..14.5 ;40 . ..:008 ;A2:. 40 .82:676. ,.,109:82 419.561 2.•.Hi-lb' 3 M3 HSS8x6x8 .154 9.785 40 .032 0 40 149.104 250.06 54.79 1....H1-1b RISA-2D Version 14.0.0 [E:\...\...\...\Structural\FRAME-SHORT.r2d] Page 1 Com hIRISA Des gner : RE EKAH HUSCHKA Jan 19,2017 )2029- Job Number 160254.01 Checked By: T E c H N 0 L 0 0 i E s Model Name : FRAME 1 -LONG /i.5 p Hot Rolled Steel Section Sets Label Shape Type Design List Material Design Rules A(in21 I(90,270)(i...I(0,180)(in4j 1 COLUMN HSS6x6x4 Column SquareTube A53 Gr.B Typical 5.24 28.6 28.6 2 "" BEAM .: HSS8x6x8 Beam ` RECT" ". =A36'Gr.36 Typical 11.6' , 62.5Z"�� ;98:2'=;. Envelope Joint Reactions Joint X[k] LC Y[k] d6- C CS Moment[k-ft] LC _ 1 Ni max .139 54 / 54 1.093 37 2 min; -.163 37 =2.-31 37 ' -.996 54 4 3 N3 max .109 38 , Y- 54 .834 53 4 min! -.11 37 ;. 4.309 37. -.847. 54." 5 N5 max .134 38 -.411 54 .84 53 • 6 min -.109 53 1.498 ' 37 .961' .38 . 7 Totals: max .376 38 .12 54 niiri : -.376 37 8.123" 37 Envelope Member Section Forces Member Sec Axial[k] LC Shearikl LC Moment pk-J11 LC 1 M1 1 max .411 • 54 .161 37 1.093 37 • 2 min 2.316. 37 , =.`14 54`.' --.996" , 5.4 3 2 max .411 54 .161 37 .509 37 mmn °-2.316- . 37 .' -.14 =54, .49 54`,;, 5 3 max .411 54 .161 37 .017 54 • ' m m,"E. -2.316- ." , :,37 .14 .. . ..54 -.075 37 iii 7 4 max .411 54 .161 37 .524 54 8 min rr" -2.316 '37 ;. 14 54 : .66. `37;f 9 • 5 max .411 54 .161 37 1.031 54 1,0 min,_ -2.316 37 .14 54 1.244 37, 11 M2 1 max .12 54 .107 53 .834 53 12 ' min < . . .=4.309 ,37 -.109 . 54 :.,: . -.847. 54. 13 2 max .12 54 .107 53 .446 53 .14 . ,. mm -4 309. 37_.. , : :109 54..E; -:453 " 54 4' 15 3 max .12 54 .107 53 .058 53 16 m'in' .3.,-4.309 37 .109 54. -.058 '54 17 4 max .12 54 .107 53 .337 54 1.8 min :-4.309 37 -.1"09 .-T54; -33 53 - 19 5 max .12 54 .107 53 .732 54 20 miri..; 4.309`:i , :' r37 109 54` -.7.19 `53=: 21 M3 1 max -.411 54 .108 53 .84 53 22 mm > -1 498 37. . 133 ° 38.,: -.961 .38 z 23 2 max -.411 54 .108 53 .447 53 24 mm .;, -1 498 ' 37 133 . : 38,._ '=.479 3'8.,; 25 3 max -.411 54 .108 53 .068 37 .W.mm;;r -1 498.,:`;..._ ..37 . ,� - . .133 t.. 38.= =':012. "r . .•'.•..i.154.741 27 4 max -411 54 .108 53 .484 38 2$ . mm .X -1 498 ':37. , .133. ., 38 .... -.389 =53 29 5 max -.411 54 .108 53 .966 38 30 . :;: miri glii:',2:?,:gi..!!::41 498 . ._ '37 .133 . _ 38, -73Z"" -; 53 31 M4 1 max .219 53 .536 54 1.031 54 ,.32, . . �. .;imin v , -.243 . 38 .969 37 n;. -1'.244.`'.§ M. 37i i_ 33 2 max .219 53 311 54 .839 37 34' 48 r �.r �� ..� ,x . � ,..� .trim =�., .�_�243P .f .�3"�8 : .48 r1 ..._. „;3-tt' t. ,_-:187.. f,itrgit fi,.5410 35 3 max .219 53 36' e, mm -.243. . 38,. . .01113 9 40 1.514 • 37 _°:. 55N..,'. .. 1 :757 .:`. ,.54.;? 37 4 max .219 53 .499 37 .782 37 RISA-2D Version 14.0.0 [E:\...\...\...\Structural\FRAME- LONG.r2d] Page 1 il 15895 SW 72ND AVENUE,SUITE 200 O TLA3.N22D612 ,OREGON85FAX: 26. 5970232.21 670 4 O I-PE-R50E-MAIL:tnfoacIdainc,com ARCHITECTURE MO PROjECT NAME WAys and ,44e46 Oysfer nouse PRO] No SHET 16 0 2-5.#,/ I 17e2? V E EHR.,NEERIrriG TITLE By gi V H DATT I4' 4 INTERIORS 1./ fio ( ve-r\ con+i Kve-.8 rou ±..,02,:t (Ce44-Fe-r Co)tt gi Y15 AA 69( jowl/war i '="- q 30q IL. Asi) sez rairevCcitt 2_ )aa,qe-5 a ,44 ardiff ---. 4s -3i ib A51) 1 1 1 AA Dcx karizonfai 7--- 450 )12 A517 1 ii r 1 , , /tAcIs K, Ur lic-1.- ,__Oktc re-ic reitorc,o -to r vio i 1 , d :----' 26. , ii I ,,,, , 3 3 1 2L 6 x -3 rile ---- 30. bg-r-± 2 ., /6 -PiH OK 1 1 , 1 Atz 2,77Ic ) terd 19eetilv , 1 4 4'50 lh , 1 1 1 ,, I r r 1 I Aforrd silc,1146\ re15-1-6u46-e 60k.e. 51A44 ---- 136 tes r .., , , 1 , N het ilif of levai loaJ f- --.2-, 3-kVT; 6-le P-• ' 1 , q) - i 1 , , ,1 I produce 161*Ivatiervi Aftect 1 1 1 1 , A- 1 , 1 1 1 1 1 oil 1 1 1 1 , 1 IS tude4“()tf.e-J see 1_next _p - - , 1 L 1 i 1 7 1- , kit 1 CCieSr e,, far ail 2,o4oirts 1 1 , 1 _ m _ , - - - f, ft)3/4fl'f,0- -1-1-- Akirl- _i - _ - 1 ' , - — 6 1 , IF 5 lee , waopi 1 , • II rc — '-- - r r 1 j - - 0 1 0 i , 4 4 I -- -r ' 1 I - - - 7 _ - --,- -L -- - - ,- - --r — -L- ! i 1 r - -I L 1 I 126.33 POJ@ FO t111i� imttt bedded-In Soli File Evadcadd116v0254OOWaysandMeansOysterhouse'Structural\waysandmeart`sec6 ' . Y: ,b_., !„-,-' _. r. .5,,, r. ; c ...z ...ENERCALcJNC19Q32017,Buik16171'I6,Ve1.6:17..1,16 , Lie.#: KW-06006865 Licensee:CIDA INC. Description: COLUMN FOOTING Code References Calculations per IBC 2012 1807.3, CBC 2013,ASCE 7-10 Load Combinations Used:ASCE 7-10 General Information Pole Footing Shape Circular Pole Footing Diameter 30.0 in Find Lateral Pressure for Given Depth No Lateral Restraint at Ground Surface Allow Passive 100,0 pcf A Max Passive 1.500.0 psf Embedment Depth of Footing 6.30 ft Controlling Values Governing Load Combination: D Only Lateral Load Soil Surface No lateral restraint ,. 0,450 k Moment 2.770 k-ft NO Ground Surface Restraint 4 `} i Pressures at 1/3 Depth 4 , Actual ,,, x vt,,,- ,, .l ,t-, tth 139.0 psf .1 , aAllowable 210.0Psf ! e $ Footing Diameter=2'-6' Footing Base Area 4.909 ft"2 Maximum Soil Pressure 0.0 ksf Applied Loads Lateral Concentrated Load (k) Lateral Distributed Loads (klf) Vertical Load (k) D:Dead Load 0.450 k k/ft k Lr:Roof Live k k/ft k L:Live k k/ft k S:Snow k k/ft k W:Wind k k/ft k E:Earthquake k k/ft k H:Lateral Earth k k/ft k Load distance above TOP of Load above ground surface ground surface 6.156 ft ft BOTTOM of Load above ground surface ft Load Combination Results `4aY.t...M if 1,, e 4 a a e 7 . 1'i'Y a a i r, . _.s ra vim. , - z ... �r , z.._ ' D Only , 0.450j 2.770 139.0 210.0 1.000 4 15895 SW 72ND AVENUE,SUITE 200 PORTLAND,OREGON 97224 TEL:503.226.1285 FAX:503.226.1670 0 E-MAIL: info@cidainc.com ARCHITECTURE 1.60 z rlt /1 SHEET � 3/Pao ECr NAME: ways aid AA��gai?; Oys1te � se, PEoJ. No.NGINEERING PLANNING --- �'}/i //)a/^J TITLE: r►'(i '}t{ - / 1 "/ 1 INTERIORS - By: SATE. I- ow/Jai--Clan c +Krl� e d (4,rrte-r co t tMil-55 Max JOW Wav J = 2,316 lb A5 P 5E� r e s J'C 27 f PC 2 Metx U �ii T 1267 l ux .-loriz,on++lw 2. 25 1) A51,E Co cre�- 6 re ti c -far �rpi a` c 0 . 7 1 11,O ' 4 2Ct `� 1 4, 0 I 1'61it cc ti- r� I o (t fo : I c nS !h /14--:„.. ((-:369-1 -11- dl t rO �.6& e u�vdc � ZZ5 lb ' VZ5I 1 K s dt I L I 1 I I L . 1• - - _. I I 1 a r T T T L T , T — - - T-_ 1_ -- _ _ ! —L 1 L - -fi I t i I — -r I he 31 Pole Foo �n Embedded in So;( File Eladcadd1161o25400WaysandMeansOysterhouse\Structural\waysandmeans.ecfi g`,- e. ,ENERCALC ING 19832017 Build 617.1 1fi Ver.6.171 16 Lic.# KW-06006865Licensee:CIDA INC. Description: COLUMN FOOTING(CORNERS) Code References Calculations per IBC 2012 1807.3, CBC 2013,ASCE 7-10 Load Combinations Used:ASCE 7-10 General Information Pole Footing Shape Circular Pole Footing Diameter 24.0 in Find Lateral Pressure for Given Depth No Lateral Restraint at Ground Surface Allow Passive 100.0 pcf Pr;,,,,, Max Passive 1,500.0 psf Embedment Depth of Footing 4.50 ft Controlling Values Governing Load Combination: +D+Hoa Lateral Load 0.2250 k Moment 1.385 k-ft Soil Surface N.o lateral restraint NO Ground Surface Restraint Pressures at 1/3 Depthi. . q - � , Actual 147.0 Psf 3 " * > Allowablex 150.0 Psf Footing Diameter=2'-0" Footing Base Area 3.142 ft^2 Maximum Soil Pressure 0.0 ksf Applied Loads Lateral Concentrated Load (k) Lateral Distributed Loads (klf) Vertical Load (k) D:Dead Load 0.2250 k 0.0 0.0 0.0 k/ft 0.0 k Lr:Roof Live 0.0 k 0.0 0.0 0.0 k/ft 0.0 k L:Live 0.0 k 0.0 0.0 0.0 k/ft 0.0 k S:Snow 0.0 k 0.0 0.0 0.0 k/ft 0.0 k W:Wind 0.0 k 0.0 0.0 0.0 k/ft 0.0 k E:Earthquake 0.0 k 0.0 0.0 0.0 k/ft 0.0 k H:Lateral Earth 0.0 k 0.0 0.0 0.0 k/ft 0.0 k Load distance above TOP of Load above ground surface ground surface 6.156 ft 0.0 0.0 0.0 ft BOTTOM of Load above ground surface 0.0 0.0 0.0 ft Load Combination Results` a s 1 }a}}i1-o n i ` r r :rt y P' r 4a � �5 • { } - 'y'� fid#� ;r'��v „ �$�„.....(`A�yc�y�1 2�� 4� {`✓3 i#iD i a N xtS1 4 ! y a ,,. .�Y'-w ., ,..,. m y111 �+Y-,� ,n, ... , .. .3 -,..',,,°,1 'W QL,a`8 +D+H 0.225 1.385 �� 147.0 150.0 1.000 +D+L+H 0.225 1.385 147.0 150.0 1.000 +D+Lr+H 0.225 1.385 147.0 150.0 1.000 +D+S+H 0.225 1.385 147.0 150.0 1.000 +D+0.750Lr+0.750L+H 0.225 1.385 147.0 150.0 1.000 +D+0.750L+0.7505+H 0.225 1.385 147.0 150.0 1.000 +D+0.60W+H 0.225 1.385 147.0 150.0 1.000 +D+0.70E+H 0.225 1.385 147.0 150.0 1.000 +D+0.750Lr+0.750L+0.450W+H 0.225 1.385 147.0 150.0 1.000 +D+0.750L+0.7505+0.450W+H 0.225 1.385 147.0 150.0 1.000 rc33 SIMPSON Anchor Designer TM Company: CIDA Date: 1/20/2017 Engineer: Rebekah Huschka Page: 1/5 Software Strong-Tie Project: Version 2.4.5673.7 Address: 15895 SW 72 Ave Phone: (503)226-1285 E-mail: rebekahh@cidainc.com 1.Project information Customer company: Project description: Customer contact name: Location: Customer e-mail: Fastening description: Comment: 2.Input Data&Anchor Parameters General Base Material Design method:ACI 318-08 Concrete:Normal-weight Units:Imperial units Concrete thickness,h(inch):54.00 State:Cracked Anchor Information: Compressive strength,fn(psi):2500 Anchor type:Cast-in-place 4Pc,v:1.0 Material:AB Reinforcement condition:B tension,B shear Diameter(inch):0.750 Supplemental reinforcement:Not applicable Effective Embedment depth,her(inch):20.000 Reinforcement provided at corners:No Anchor category:- Do not evaluate concrete breakout in tension:No Anchor ductility:Yes Do not evaluate concrete breakout in shear:No hmin(inch):22.25 Ignore 6do requirement:Yes Cmin(inch): 1.50 Build-up grout pad:No Smin(inch):3.00 Base Plate Load and Geometry Length x Width x Thickness(inch):12.00 x 12.00 x 0.75 Load factor source:ACI 318 Section 9.2 Yield stress:0 psi Load combination:not set Seismic design:No Profile type/size HSS6X6X1/4 Anchors subjected to sustained tension:Not applicable Apply entire shear load at front row:No Anchors only resisting wind and/or seismic loads:No <Figure 1> 2534 lb 0 lb ---Y 0 ft-Ib 141 Input data and results must be checked for agreement with the existing circumstances,the standards and guidelines must be checked for plausibility. Simpson Strong-Tie Company Inc. 5956 W.Las Positas Boulevard Pleasanton,CA 94588 Phone:925.560.9000 Fax:925.847.3871 www.strongtie.com p 't SIMPSON Anchor Designer TM Company: CIDA Date: 1/20/2017 Engineer: Rebekah Huschka Page: 2/5 Software Strong-Tie Project: Version 2.4.5673.7 Address: 15895 SW 72 Ave Phone: (503)226-1285 E-mail: rebekahh@cidainc.com <Figure 2> 0 of 0 0 pi 9.00 9.00 Recommended Anchor Anchor Name:PAB Pre-Assembled Anchor Bolt-PAB6(3/4"0) ) Input data and results must be checked for agreement with the existing circumstances,the standards and guidelines must be checked for plausibility. Simpson Strong-Tie Company Inc. 5956 W.Las Positas Boulevard Pleasanton,CA 94588 Phone:925.560.9000 Fax:925.847.3871 www.strongtie.com i7-35 SIMPSON Anchor Designer TM Company: CIDA I Date: 1/20/2017 Engineer: Rebekah Huschka Page: 13/5 Software Strong-Tie Project: Version 2.4.5673.7 Address: 15895 SW 72 Ave Phone: (503)226-1285 E-mail: __ s rebekahh@cidainc.com e .m_ �,_._� �-.__�.. _ �_. _ __ __ _ 3.Resulting Anchor Forces Anchor Tension load, Shear load x, Shear load y, Shear load combined, N.(Ib) V.(Ib) Vuay(lb) 1/(Vuax)2+(Vuay)2(Ib) 1 633.5 112.5 0.0 112.5 2 633.5 112.5 0.0 112.5 3 633.5 112.5 0.0 112.5 4 633.5 112.5 0.0 112.5 Sum 2534.0 450.0 0.0 450.0 Maximum concrete compression strain(%o):0.00 <Figure 3> Maximum concrete compression stress(psi):0 Resultant tension force(Ib):2534 0 1 0 2 Resultant compression force(Ib):0 Eccentricity of resultant tension forces in x-axis,e'Nx(inch):0.00 Eccentricity of resultant tension forces in y-axis,e'Ny(inch):0.00 y Eccentricity of resultant shear forces in x-axis,e'vx(inch):0.00 Eccentricity of resultant shear forces in y-axis,e'vy(inch):0.00 x 04 03 4.Steel Strength of Anchor in Tension(Sec.D.5.1) Nsa(Ib) 0 ON.(Ib) 19370 0.75 14528 5.Concrete Breakout Strength of Anchor in Tension(Sec.D.5.2) Nb=162 It'0her513(Eq. D-8) 2 fc(psi) hot(in) Nb(Ib) 1.00 2500 6.000 15849 ONcbg=0(ANc/ANco)Y'ec,NY'ed,NY'c,NY'cp,NNb(Sec.D.4.1 &Eq.D-5) ANc(in2) ANco(in2) Pec,N Yed,N Pc,N Y'cp,N Nb(Ib) 0 gNcbg(lb) 676.00 324.00 1.000 1.000 1.00 1.000 15849 0.70 23148 6.Pullout Strength of Anchor in Tension(Sec.D.5.3) ONpn=glY'c,PNp=O 1.P8Abrgfc(Sec. D.4.1, Eq.D-14&D-15) 'Yc,P Abrg(in2) fc(psi) 0 ONpn(Ib) 1.0 3.56 2500 0.70 49815 Input data and results must be checked for agreement with the existing circumstances,the standards and guidelines must be checked for plausibility. Simpson Strong-Tie Company Inc. 5956 W.Las Positas Boulevard Pleasanton,CA 94588 Phone:925.560.9000 Fax:925.847.3871 www.strongtie.com PG SIMPSON Anchor Designer nerTM Company: CIDA Date: 1/20/2013 7 Engineer: Rebekah Huschka Page: 4/5 Strong-Tie So owanr 5673.7 re Project: VersAddress: 15895 SW 72 Ave Phone: (503)226-1285 E-mail: rebekahh@cidainc.com 8.Steel Strength of Anchor in Shear(Sec.D.6.1) Vsa(Ib) 9$grout 0 vigrout0Vsa(Ib) 11625 1.0 0.65 7556 9.Concrete Breakout Strength of Anchor in Shear(Sec.D.6.2) Shear perpendicular to edge in x-direction: Vbx=7(le/da)°'24dakJf ccai1 (Eq.D-24) le(in) da(in) 2 f'c(psi) ca,(in) Vbx(Ib) 6.00 0.75 1.00 2500 17.00 32203 0Vcbgx=0(Avc/Avco)Tec,vY'ed,vY'c,vY'h,vVbx(Sec.D.4.1 &Eq.D-22) Avc(in2) Avon(in2) Y'ec,v Y'ed v Y'c,v Y'h,v Vex(Ib) 0 0Vcbgx(Ib) 663.00 1300.50 1.000 0.806 1.000 1.000 32203 0.70 9261 Shear parallel to edge in x-direction: Vby=7(le/da)°24da2Ifcca,'5(Eq.D-24) le(in) da(in) 2 fc(psi) cal(in) Vby(lb) 6.00 0.75 1.00 2500 9.00 12405 0Vcbgx=0(2)(Avc/Avco)/7ec,vY'eavY'c,vWh,vVby(Sec.D.4.1,D.6.2.1(c)&Eq.D-22) Avc(in2) Avco(in2) Pec,v Ped,V Pc,v Y'h,v Vby(Ib) 0 0Vcbgx(Ib) 351.00 364.50 1.000 1.000 1.000 1.000 12405 0.70 16723 10.Concrete Pryout Strength of Anchor in Shear(Sec.D.6.3) 0Vcpg=OkcpNcbg=9kcp(ANc/ANco)Y'ec,NY'ed,NY'c,NY'cp,NNb(Eq.D-31) kcp ANc(in2) ANco(in2) Y'ec,N Wed,N Y'c,N Wcp,N Nb(Ib) 0 gVcpg(Ib) 2.0 676.00 324.00 1.000 1.000 1.000 1.000 15849 0.70 46295 11.Results Interaction of Tensile and Shear Forces(Sec.D.7) Tension Factored Load,Nua(lb) Design Strength,0N„(Ib) Ratio Status Steel 634 14528 0.04 Pass Concrete breakout 2534 23148 0.11 Pass(Governs) Pullout 634 49815 0.01 Pass Shear Factored Load,Vua(Ib) Design Strength,OVr,(Ib) Ratio Status Steel 113 7556 0.01 Pass T Concrete breakout x+ 450 9261 0.05 Pass(Governs) II Concrete breakout y- 225 16723 0.01 Pass(Governs) Pryout 450 46295 0.01 Pass Interaction check Nua/ONn Vu./OV. Combined Ratio Permissible Status Sec. D.7.1 0.11 0.00 10.9% 1.0 Pass PAB6(3/4"0)with hef=20.000 inch meets the selected design criteria. Input data and results must be checked for agreement with the existing circumstances,the standards and guidelines must be checked for plausibility. Simpson Strong-Tie Company Inc. 5956 W.Las Positas Boulevard Pleasanton,CA 94588 Phone:925.560.9000 Fax:925.847.3871 www.strongtie.com 15895 SW 72ND AVENUE,SUITE 200 ii( I PORTLAND,OREGON 97224 TEL:503.226.1285 FAX:503.226.1670 0 . E-MAIL:info@cidainc.com ® ARCHITECTURE A1� p.(, I0� (� /'�/ y UENGINEERING PROJECT NAME: WA ys -- <".- .s Oy7t or )Mi c PROD. No. Y! 5 ` s 0 - SHEET 6 PLANNINGINTERIORS ! (��j- btu -- �Z�Z TITLE: By. I l/-�-[�__ 1 INTERIORS — LF_ DATE: C Aft aries _ ti `� 1 V �5� 1 U 0�`f �} ` ^014T1 toe, e-0 -4 r3 O r t . Ver e r area oh ly) S - 25 fsf drrct_` _✓pcT 'i .j-k 1,7 f nreYseditfe. suf s � t }l5.5 fi T ' f. 17 S T07 A f P ----(E0100SIV/5 /b), . ' ' P\eVercl' box Rila deciS;),--'? 'zq ,",1 'la-°/fly4& (� _ ( 6 ►b I l I,/26.'ii;) fir, , k► �c� o✓� �` 1= Z.i 4 , �� f2 I�/� o1h,/IZlbl� - 3, _ # Zo4u�i 211y1� 513 � ��1�Z11 I �N-S�X x� �5a ��Ha� 1 15r / i. II� � ; 1K _ (25Ib/31f 11;,l7 q1k�1 L t . _ _ - IV 1 131 )b /Vi -I a •F _.-----;— -L--� 'I� H X x -.D __15, , c l tclectV_ i6 4i i C e'/�+f._11 y)4 e.._ LL.,a {b d l7 i n I< 41l 17;,,, r I- - 1 �_ 00 < _ _r2 ZIP M t" 1 T A r ne IQl 41 I tit! �1, I 1 1 1 11 - I — i Y 6F2- steel Fzsteel Beam File e'adcadd11610254.OOWays andMeans.0ysterhousevStructurallwaysandmeansec6 ,. y ,ENEACALC,INC.198�3-2016,Build 616.12 31 Vec6.1612 C1, r Lic.# KW-06006865 �� .. _ Licensee;CIDA INC. Description: front deck supporf CODE REFERENCES Calculations per AISC 360-10, IBC 2012,ASCE 7-10 Load Combination Set:ASCE 7-10 Material Properties Analysis Method: Allowable Strength Design Fy:Steel Yield: 46.0 ksi Beam Bracing: Beam is Fully Braced against lateral-torsional buckling E:Modulus: 29,000.0 ksi Bending Axis: Minor Axis Bending D0.0215 50.0536 V -'11 (// \ I'-‘11•44'1 "ia. R �.- '�;__.> , ba S C 1 / \ w H552/2x1/8 Applied Loads Service loads entered.Load Factors will be applied for calculations. Beam self weight calculated and added to loading Uniform Load: D=0.02150, S=0.05360 k/ft, Tributary Width=1.0 ft DESIGN SUMMARY Desi•n OK Maximum BendingStress Ratio es... = 0.029: 1 Maximum Shear Stress Ratio= 0.012 ; 1 l Section used for this span HSS2x2x1/8 Section used for this span HSS2x2x1/8 Ma:Applied 0.039 k-ft Va:Applied 0.07815 k Mn/Omega:Allowable 1.341 k-ft Vn/Omega:Allowable 6.334 k Load Combination +D+S Load Combination +D+S Location of maximum on span 1.000ft Location of maximum on span 0.000 ft Span#where maximum occurs Span#1 Span#where maximum occurs Span#1 Maximum Deflection Max Downward Transient Deflection 0.001 in Ratio= 17,450>=360 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.002 in Ratio= 11969>=240. Max Upward Total Deflection 0.000 in Ratio= 0 <240.0 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 OnlyDsgn.L= 2.00 ft 1 0.009 0.004 0.01 0.01 2.24 1.34 1.00 1.00 0.02 10.58 6.33 +D+S Dsgn.L= 2.00 ft 1 0.029 0.012 0.04 0.04 2.24 1.34 1.00 1.00 0.08 10.58 6.33 +D+0.750S Dsgn.L= 2.00 ft 1 0.024 0.010 0.03 0.03 2.24 1.34 1.00 1.00 0.06 10.58 6.33 +0.60D Dsgn.L= 2.00 ft 1 0.005 0.002 0.01 0.01 2.24 1.34 1.00 1.00 0.01 10.58 6.33 Overall Maximum Deflections Load Combination Span Max.""Defl Location in Span Load Combination Max."+"Defl Location in Span 1 0.0020 1.0060.0000 0.0000 0.000 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 -- -_ - - Overall MAXimum 0.078 0.078 - --- - - -_ -- -Overall MINimum MINimum 0.015 0.015 D Only 0.025 0.025 +D+S 0.078 0.078 +D+0.750S 0.065 0.065 +0.60D 0.015 0.015 S Only 0.054 0.054 CF3 Steel Bea111 File a\adcadd116\0254 00 Ways and Means Oyster house\Structuryl\ways and means ec6 ,.,; , ,3 t , ,- _ ENERCALC,INC.1983-2016,Build 81612.31 Ver 6.16.123,1 .,, Lic.#-:KW-06006865 �� Licensee:CIDA INC. Description Intermediate support CODE REFERENCES Calculations per AISC 360-10, IBC 2012,ASCE 7-10 Load Combination Set: ASCE 7-10 Material Properties Analysis Method: Allowable Strength Design Fy:Steel Yield: 46.0 ksi Beam Bracing: Beam is Fully Braced against lateral-torsional buckling E:Modulus: 29,000.0 ksi Bending Axis: Minor Axis Bending D(0 05)S(0.108) i i' a _4* �' �- 'r,1mi :,. ,. '. xf- 4 .: -...2i-iS11 :, : mss _ ., '' fti,-;, (XJ Span=5.0fl /\\ HSS2x2x1/8 Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight NOT internally calculated and added Load(s)for Span Number 1 Point Load D=0.050, S=0.1080 k @ 4.167 ft,(front decking support) DESIGN SUMMARY - Desi•n OK Maximum Bending Stress Ratio = 0.082: 1 Maximum Shear Stress Ratio= 0.021 : 1 Section used for this span HSS2x2x1/8 Section used for this span HSS2x2x1/8 Ma:Applied 0.109 k-ft Va:Applied 0.1317 k Mn/Omega:Allowable 1.341 k-ft Vn/Omega:Allowable 6.334 k Load Combination +D+S Load Combination +D+S Location of maximum on span 4.157ft Location of maximum on span 4.171 ft Span#where maximum occurs Span#1 Span#where maximum occurs Span#1 Maximum Deflection Max Downward Transient Deflection 0.017 in Ratio= 3,523>=360 Max Upward Transient Deflection 0.000 in Ratio= 0<360 I Max Downward Total Deflection 0.025 in Ratio= 2409>=240. Max Upward Total Deflection 0.000 in Ratio= 0<240.0 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= 5.00 ft 1 0.026 0.007 0.03 0.03 2.24 1.34 1.00 1.00 0.04 10.58 6.33 +D+S Dsgn.L= 5.00 ft 1 0.082 0.021 0.11 0.11 2.24 1.34 1.00 1.00 0.13 10.58 6.33 +D+0.7505 Dsgn.L= 5.00 ft 1 0.068 0.017 0.09 0.09 2.24 1.34 1.00 1.00 0.11 10.58 6.33 +0.60D Dsgn.L= 5.00 ft 1 0.016 0.004 0.02 0.02 2.24 1.34 1.00 1.00 0.03 10.58 6.33 Overall Maximum Deflections Load Combination Span Max.'-'Defl Location in Span Load Combination Max."+"Defl Location in Span +D+S 1 0.0249 2.857 - 0.0000 0.000 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 0.026 0.132 -- _ -- Overall MINimum 0.005 0.025 D Only 0.008 0.042 +D+S 0.026 0.132 +D+0.750S 0.022 0.109 +0.60D 0.005 0.025 S Only 0.018 0.090 15895 SW 72ND AVENUE,SUITE 200 01 PORTLAND,OREGON 97224 TEL:503.226.1285 FAX:503.226.1670 E-MAIL:info@cidainc.com 10 ARCHITECTURE /y�' p��q� �// �P {y(�/��/[' �/i L�}/^ /h/ 4 ENGINEERING PROJECT NAME: Ways pc Meais 0y7 e oUse PROj. No. _ T/ b�� t Y '✓ SHEET ��1 PLANNING - BY: RA/ti DAT 1/134 TITLE: INTERIORS Frp' p G,75 5 all;W Tata,I �I (5Sa i.f//16,$1/91f/ 2a, of i l q i. q 7 t , T 17 G,755' 0,1t5w To-(-6d R. R -- (4too l / 3o0 11,E 13 1 ) / X 31 lb ) N $5 5x Z A Xl IJ e uas .e see Vtexf 104.36 - -? V = '626ii, L _ 0,, 2.,q7 < --- ` ,04zn4 T A a 5O ivy < 2,1401; a 1-1-Z ;>2 I SGC 1 w, , —f 7 �1 ,/ 5 -If e 2.;i It r z �? �zt r 1�t 7 I I �� / R - 2Z ! 5 t_' � z' t t Sza K T 6, 243�kt (IZI )s, 3i5in �3 , 72 1141 1 z ` C2%) r C $ 0 13 rn<' A.. -�i I j - 1 See i.t^ e, t I- j I � � l t 1 I I l I I I 6F5 Steel beam File E\adcadd\161025400 Ways and Means oyster house\Stnictural\ways and meansec6 t.. �._ ,. ..,.. `w..ENERCAIC,,It'C.19832016 �1d6(6j231 Ver6161231 Lic.#:KW-06006865 Licensee:CIDA INC. Description: front beam CODE REFERENCES Calculations per AISC 360-10, IBC 2012,ASCE 7-10 Load Combination Set:ASCE 7-10 Material Properties Analysis Method: Allowable Strength Design Fy:Steel Yield: 46.0 ksi Beam Bracing: Beam is Fully Braced against lateral-torsional buckling E:Modulus: 29,000.0 ksi Bending Axis: Major Axis Bending D(0.0557)S(0.0625)W(0.04465) f. 114 Span=72.833 ft HSS5x2-112x1/8 Applied Loads Service loads entered.Load Factors will be applied for calculations. Beam self weight calculated and added to loading Uniform Load: D=0.05570, S=0.06250, W=0.04465 k/ft, Tributary Width=1.0 ft DESIGN SUMMARY _ Desi•n OK Maximum Bending Stress Ratio = 0.436: 1 Maximum Shear Stress Ratio= 0.046 : 1 Section used for this span HSS5x2-1/2x1/8 Section used for this span HSS5x2-112x1/8 Ma:Applied 2.649 k-ft Va:Applied 0.8258 k Mn/Omega:Allowable 6.083 k-ft Vn/Omega:Allowable 17.837 k Load Combination +D+0.750S+0.450W Load Combination +D+0.750S+0.450W Location of maximum on span 6.417ft Location of maximum on span 0.000 ft Span#where maximum occurs Span#1 Span#where maximum occurs Span#1 Maximum Deflection Max Downward Transient Deflection 0.247 in Ratio= 622>=360 Max Upward Transient Deflection -0.177 in Ratio= 871 >=360 Max Downward Total Deflection 0.509 in Ratio= 302 >=240. Max Upward Total Deflection 0.000 in Ratio= 0 <240.0 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 Mnx Mnx/Omega Cb Rm Va Max Vnx Vnx/Omega D Only -- - --- --- _ _ Dsgn.L= 12.83 ft 1 0.209 0.022 1.27 1.27 10.16 6.08 1.00 1.00 0.40 29.79 17.84 +D+S Dsgn.L= 12.83 ft 1 0.420 0.045 2.56 2.56 10.16 6.08 1.00 1.00 0.80 29.79 17.84 +D+0.750S+0.450W Dsgn.L= 12.83 ft 1 0.436 0.046 2.65 2.65 10.16 6.08 1.00 1.00 0.83 29.79 17.84 +0.60D+0.60W Dsgn.L= 12.83 ft 1 0.216 0.023 1.31 1.31 10.16 6.08 1.00 1.00 0.41 29.79 17.84 Overall Maximum Deflections Load Combination Span Max.""Defl Location in Span Load Combination Max."+"Defl Location in Span +D+0.750S+0.450W 1 0.5095 6.453 0.0000 0.000 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 0.826 0.826 Overall MINimum 0.287 0.287 D Only 0.396 0.396 +D+S 0.797 0.797 +D+0.750S+0.450W 0.826 0.826 +0.60D+0.60W 0.410 0.410 S Only 0.401 0.401 W Only 0.287 0.287 6F, Steel Beam uv th TACS10naI Loads File E ladcaddt16\0254 00 Ways and Means Qyster house\St ucturanways and means ec6 a, . .�, .. , .xa ,,,, ,,_ . , . ,,_- .. A. 1 € - ..r' _.;' .a- 4'FNCA-CJNC 1983-2016,Build6 fi1231,Vec616,1 3f Lic.,#:KW-06006865 Licensee:CIDA INC. Description: Back Beam CODE REFERENCES Calculations per AISC 360-10, IBC 2012, CBC 2013,ASCE 7-10 Load Combination Set:ASCE 7-10 Analysis Settings Analysis Method: Allowable Strength Design Fy:Steel Yield: 46.0 ksi Beam Bracing: Completely Unbraced E:Modulus: 29,000.0 ksi Bending Axis: Major Axis Bending Load Combination ASCE 7-10 D(0.029)S(0 09275)Ecc(12S + lat -- &'-moo Via 3 ' -"$` itk ;i tr " _ # ,,,7,_ a....3 V - R A J 0 Span=12.633 ft J, n L L'� Torsional Fay Bending f'Wry Sending Fidry Torsional Fibry HSS5x2-1/2x3/16 Applied Loads Service loads entered.Load Factors will be applied for calculations. Beam self weight calculated and added to loads Load for Span Number 0 Uniform Load: D=0.0290, S=0.09275 k/ft, Tributary Width=1.0 ft, Tors Ecc.=12.0 in DESIGN SUMMARY: Desi•n OK Max. Flange Normal Stress Ratio = 0.309: 1 Maximum Shear Stress Ratio= 0.147: 1 Flange Normal Stress 10.71 ksi Flange Shear Stress 0.00 ksi Phi vn:Flange Normal Stress 34.68 ksi Web Shear Stress 2.42 ksi (Phi Mn/Sxx) Vn/Omega:Allowable 16.53 ksi Max Mu:Applied 2.69 k-ft Section used for this span HSS5x2-1/2x3/16 Section used for this span HSS5x2-1/2x3/16 Load Combination +D+S Load Combination +D+S Maximum Rotation= 0.2978 deg at 6.37 ft Maximum Deflection Max Download Transient Load Deflection 0.263 in Max Downward Total Deflection 0.370 in Ratio= 586 Ratio= 416 Max Upward Transient Load Deflection 0.000 in Max Upward Total Deflection 0.000 in Ratio= 0<360 Ratio= 0<240 Maximum Forces&Stresses for Load Combinations Max Stress Bending Max Flange Normal (ksi) Flange Shear (ksi) Web Shear (ksi) Load Combination Ratio Mu (kft) Vu (k) Total Allow Ratio Total Allow Ratio Total Allow Ratio Overall MAXimum Envelope Dsgn.L= 12.83 ft 0.089 2.69 0.84 3.101 34.683 0.089 16.527 0.577 16.527 0.035 D Only Dsgn.L= 12.83 ft 0.089 0.78 0.24 3.101 34.683 0.089 16.527 0.577 16.527 0.035 +D+S Dsgn.L= 12.83 ft 0.309 2.69 0.84 10.713 34.683 0.309 16.527 2.423 16.527 0.147 +D+0.7505 Dsgn.L= 12.83 ft 0.254 2.21 0.69 8.810 34.683 0.254 16.527 1.962 16.527 0.119 +0.60D Dsgn.L= 12.83 ft 0.054 0.47 0.15 1.861 34.683 0.054 16.527 0.346 16.527 0.021 Overall Maximum Deflections-Unfactored Loads Load Combination Span Max."-"Defl Location in Span Load Combination Max."+"Defl Location in Span +0+5 1 0.3697 6.460 0.0000 0.000 F? SteelBam with Torsional Loads File E4adcaddb6102540OWays andMeanspyster[souse\Stnicturarwaysandmeans.ec6 e ,..w_.. , erENERCALC INC 1963.2016 Build61612.31 Ver6161231, Lic.#:KW-06006865 Licensee:CIDA INC. Description: Back Beam Vertical Reactions Unfactored Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 0.838 0.838 D Only 0.242 0.242 +D+S 0.838 0.838 +D+0.750S 0.689 0.689 +0.60D 0.145 0.145 S Only 0.595 0.595 4 1PORTLAND5895 SW 72ND , OREGON AVENUE,SUITE97224 200 TEL: 503.226.1285 FAX:503.226.1670 CilE-MAIL:info@cidainc.com 1111 ARCHi?c CTURE 1, o' ( (///�/ �?� GF ENGINEERING PROJECT NAME: Ways £[ M in 7 V Ysf r House PRo;. No. 160 251f.0 I_ SHEET (C��' VV'I PLANNING H { f j 7 Tlr�e BY: )7,1/4 H DATE: ��/{� -------- --------- INTERIORS --------- __._. A t 3e-a.141 rc -- 1'is� lc- drift fro,rff( / d it, = S p if W/ Wi t� I_•7 f P 5 Tot-til R � 11 16112/ 1g'22- lb} HSS x 2 /zx 7�6 I�/, is u e = is5i7 1 see- Yi ext. Y' 9 _ LL - 0.2 `3ik < 3i,� — ©. 37Siv( ' /ST= 6. l'52-114 < �-`D/ 567; . 1 I 1 f , L 1 — r I'1 I I 11 - _ ` -~ t � _ —� 1— 1,� rIII -t � 1 I i I ji I 1 j I C Fq St � Beans Fite E ladcadd)1610254 00 Ways and,Means Oyster house\Structural\ways and means ec6 eei.u;. �...,,.� f _..... ....�,: ,_ ..�_`_, ,.,� . , E�ERCLCINC19832016Bulld6161231,Ver61¢12.31,_; Lic.#:KW-06006865 Licensee:CIDA INC. Description: End Beam CODE REFERENCES Calculations per AISC 360-10, IBC 2012,ASCE 7-10 Load Combination Set:ASCE 7-10 Material Properties Analysis Method: Allowable Strength Design Fy:Steel Yield: 46.0 ksi Beam Bracing: Completely Unbraced E:Modulus: 29,000.0 ksi Bending Axis: Major Axis Bending D(0 225)wili- S0.006, D(0 4)1S(0 4) �M_'' D 0.01 S 0 025 .�. - Span=5.667 ft HSS5x2-1/2x1/8 Applied Loads - Service loads entered.Load Factors will be applied for calculations. Beam self weight calculated and added to loading Load for Span Number 1 Uniform Load: D=0.010, S=0.0250 k/ft,Extent=1.0--»5.667 ft, Tributary Width=1.0 ft Point Load: D=0.40, S=0.40 k @ 4.667 ft,(Front) Point Load: D=0.2250, S=0.5950 k @ 1.0 ft,(back) Varying Uniform Load: S(S,E)=0.0050->0.0 k/ft,Extent=1.0--»2.70 ft, Trib Width=1.0 ft,(drift) DESIGN SUMMARY Desi•n OK Maximum Bending Stress Ratio = 0.855: 1 Maximum Shear Stress Ratio= 0.102 : 1 Section used for this span HSS5x2-1/2x1/8 Section used for this span HSS5x2-1/2x1/8 Ma:Applied 5.201 k-ft Va:Applied 1.822 k Mn/Omega:Allowable 6.083 k-ft Vn/Omega:Allowable 17.837 k Load Combination +D+S Load Combination +D+S Location of maximum on span 0.000ft Location of maximum on span 0.000 ft Span#where maximum occurs Span#1 Span#where maximum occurs Span#1 Maximum Deflection Max Downward Transient Deflection 0.253 in Ratio= 537>=360 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.482 in Ratio= 282 >=240. Max Upward Total Deflection 0.000 in Ratio= 0<240.0 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 Mnx Mnx/Omega Cb Rm Va Max Vnx Vnx/Omega D Only Dsgn.L= 5.67 ft 1 0.385 0.040 -2.34 2.34 10.16 6.08 1.00 1.00 0.71 29.79 17.84 +D+S Dsgn.L= 5.67 ft 1 0.855 0.102 -5.20 5.20 10.16 6.08 1.00 1.00 1.82 29.79 17.84 +D+0.7505 Dsgn.L= 5.67 ft 1 0.738 0.086 -4.49 4.49 10.16 6.08 1.00 1.00 1.54 29.79 17.84 +0.60D Dsgn.L= 5.67 ft 1 0.231 0.024 -1.41 1.41 10.16 6.08 1.00 1.00 0.42 29.79 17.84 Overall.Maximum Deflections Load Combination Span Max."-"Defl Location in Span Load Combination Max."+"Defl Location in Span +D+S 1 0.4820 5.667 0.0000 0.000 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 1.822 Overall MINimum 0.423 D Only 0.706 +D+S 1.822 +D+0.750S 1.543 cr10 $teed Beam File E vadcadd)16v0254 00 Wa s and Means sterbousevStructurarwa s means ec6 Y CY Y and ERCfALCeINC.1983-20f6 uid:6161231 Ven61 23j Lie.#: KW-06006865 licensee:CIDA INC. Description: End Beam Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 +0.60D 0.423 S Only 1.116 15895 SW 72ND AVENUE,SUITE 200 PORTLAND,OREGON 97224 Al4 TEL:503.226.1285 FAX:503.226.1670 61 E-MAIL:info@cidainc.com ail ARCHITECTURE Ways('{ �f'�J /t� /y O p�j (I�('/�/, I.��7 �j L.� ENGINEERING PROJECT NAME: / a J Vf !4ea. �S V7 1 LVV�,�fl��( Fa,o,. No. /16(lz_ i,Ql _____ _ SHEET CFl1 ® PLANNING JJl J I I H --_._ DATE: 1/i‘47 TIL,LF: B . INTERIORS --_----- --------- } Tors 16 � exrs it , � r �am Hss�c 8 ✓2 1....( _f Z7 K/ ', it-s 'it'ti k) �k .��_�� R ( I , I Ik) t S ✓Z i � s � V = �, RK Ait = HI, 1I k<_ 4 D3 n 7, r = G72rr� � � = 211 - . - I I I I I I I J } L iI , ti I 1 I IT 1 �� 111 r --III �� — 1 T II — jT T + 11r i ' 1 II J 1 � 'F 1 i , I I i I�' L � I 1 1 1 1 1 G FI Z Steel Beam Vl/�tb Torsional Loads File E\adcadd116\02540oWaysandiMeansOysterhouse\structura5waysandmeansec6 �,.,!, <_ o a_ . „, .. ,w ,,,, ,� -- � , „,,ENERCALC,INC 1983-2016,<Build61612.31 Ver6161231, Lic.#: KW-06006865 Licensee.CIDA INC. Description: (E)Beam CODE REFERENCES: Calculations per AISC 360-10, IBC 2012, CBC 2013,ASCE 7-10 Load Combination Set:ASCE 7-10 Analysis Settings Analysis Method: Allowable Strength Design Fy:Steel Yield: 46.0 ksi Beam Bracing: Completely Unbraced E:Modulus: 29,000.0 ksi Bending Axis: Major Axis Bending Load Combination ASCE 7-10 D(0-706)S(1 116)Ecc(40) D)0 706)3)(1 926)Ea644t.21)Ecc(40) D(0.596)S(0.•421)Ecc(40) '•' A. : .-_,.+.f4vt. ''<,_ 7 x .-R., < a> 7` , 7,` ,-, �, , :, vz;a �s,t*-ak s - Span=28.417 ft _, . . .,, ,, , x. ZS R Tors onaBew1'ng Fixity HSS19X8X1/2 BendingFodyonal Fixity Applied Loads Service loads entered.Load Factors will be applied for calculations. Beam self weight calculated and added to loads Load(s)for Span Number 0 Point Load: D=0.7060, S=1.116 k @ 0.750 ft Tors Ecc.=40.0 in,(new canopy) Point Load: D=0.7060, S=1.116 k @ 12.875 ft, Tors Ecc.=40.0 in,(new canopy) Point Load: D=0.5960, S=0.9421 k @ 14.708 ft, Tors Ecc.=40.0 in,(new canopy) Point Load: D=0.5960, S=0.9421 k @ 24.875 ft, Tors Ecc.=40.0 in,(new canopy) DESIGN SUMMARY . Desi.n OK g Max. Flange Normal Stress Ratio = 0.263: 1 Maximum Shear Stress Ratio= 0.131 : 1 Flange Normal Stress 8.80 ksi Flange Shear Stress 0.00 ksi Phi vn: Flange Normal Stress 33.48 ksi Web Shear Stress 2.17 ksi (Phi Mn/Sxx) Vn/Omega:Allowable 16.53 ksi Max Mu:Applied 31.31 k-ft Section used for this span HSS10x8x1/2 Section used for this span HSS10x8x1/2 Load Combination +D+S Load Combination +D+S Maximum Rotation= 0.2192 deg at 14.69 ft Maximum Deflection Max Download Transient Load Deflection 0.333 in Max Downward Total Deflection 0.676 in Ratio= 1024 Ratio= 504 , Max Upward Transient Load Deflection 0.000 in Max Upward Total Deflection 0.000 in Ratio= 0<360 Ratio= 0<240 Maximum Forces&Stresses for Load Combinations Max Stress Bending Max Flange Normal (ksi) Flange Shear (ksi) Web Shear (ksi) Load Combination Ratio Mu (kft) Vu (k) Total Allow Ratio Total Allow Ratio Total Allow Ratio Overall MAXimum Envelope Dsgn.L= 28.42 ft 0.131 31.31 4.49 4.373 33.480 0.131 16.527 0.839 16.527 0.051 D Only Dsgn.L= 28.42 ft 0.131 15.56 2.22 4.373 33.480 0.131 16.527 0.839 16.527 0.051 +D+S Dsgn.L= 28.42 ft 0.263 31.31 4.49 8.798 33.480 0.263 16.527 2.166 16.527 0.131 +D+0.750S Dsgn.L= 28.42 ft 0.230 27.37 3.93 7.692 33.480 0.230 16.527 1.835 16.527 0.111 +0.60D Dsgn.L= 28.42 ft 0.078 9.34 1.33 2.624 33.480 0.078 16.527 0.504 16.527 0.030 Overall Maximum Deflections-.Unfactor'edLoads Load Combination Span Max.""Defl Location in Span Load Combination Max."+"Defl Location in Span +D+S 1 0.6762 14.304 0.0000 0.000 GFL3 Steel Beam with Torsional Loads File E ladcadd\1610254 Oo Ways and:Means Oyster house\StructuraRways and-61" ti_ ,.>... ,,_ _ ,. _ .., ;. .., gME,ACALC INC 1983-2016 Build6161231 VEr61,61231, ; Lic.#: KW-06006865 Licensee:CIDA INC. Description: (E)Beam Vertical Reactions 5 Unfactored Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 4.493 3.805 D Only 2.224 1.958 +D+S 4.493 3.805 +D+0.750S 3.926 3.343 +0.60D 1.335 1.175 S Only 2.269 1.847 15895 SW 72ND AVENUE,SUITE 200 PORTLAND, OREGON 97224 TEL:503.226.1285 FAX:503.226.1670 0 E-MAIL:info©cidainc.com IINARCHITECTURE ��/ �+� r PLANNING PROJECT NAME: YV J�.-�S ,./ VI.`. 'C PROJ. No, _RN�/-1(/6V ZJ�k-01 SHEET {�//� U PLANNING BY'. f l DATE. /j 6,4 7 TITLE: INTERIORS 6,4iop16s c01/1+11(,c . Lail Gado py cz----L-1 _..,,,L. I _____— ►7 k; , ,,. ` 25�s�r �_ L -facia // ' I 11 Ie�t��Y3 cot _1� k►Ku .�vori r roti in i b�_7 )12 Joh 1 - =f ► b 15.o )/ 70 IL) 1 1UV I�KZx2 55 / - : 1S acieiiiat ' SGS 11� 4 Qj�_ I 4 : I,')q01 . I1VI If ,- F/Vllf f 1 11 A — O1 OO En s 1!�5 i h 1 11 I- I 11 i 11 -__ _� r_—i _-� _.-1-- -_ _ � L 1 - �- - - }---. _ _-_-T ___--i I - t rt rt 1 I , T— T — Ir -- Ir _ I___- iII —{---_ 1-- Y---I -_--- -4- I� - - — -_T II—.__ 11 1 -- L L_ - _ 1 L - �-- _-.1 II I _ t--- I_ ( -- — -----Iil -- - --L--- 1 _J I - — L c1.5 Steel BeamFile E ladca¢d11610254 00 Ways and,Means Oyster house'Structurallways`and means.ec6 ".? ::< ,,,,,,,V,..,,,, <. . . . - ..._,7,..--r. , x ,,.. ENERCALC INO x1983.2016 Build 6161231 Ver61¢7231,;: Lic.#:KW-06006865 � Licensee:CIDA INC. Description: Long canopy-Intermediate support CODE REFERENCES Calculations per AISC 360-10, IBC 2012,ASCE 7-10 Load Combination Set:ASCE 7-10 Material Properties Analysis Method: Allowable Strength Design Fy:Steel Yield: 46.0 ksi Beam Bracing: Beam is Fully Braced against lateral-torsional buckling E:Modulus: 29,000.0 ksi Bending Axis: Minor Axis Bending D(0 01)S{0.026) + V i , 1 'V Span=3.0 ft I HSS2x2x1/8 Applied Loads y _ Service loads entered. Load Factors will be applied for calculations. Beam self weight NOT internally calculated and added Load(s)for Span Number 1 Point Load: D=0.030, S=0.0750 k @ 2.510 ft,(front decking support) Uniform Load: D=0.010, S=0.0250 k/ft, Tributary Width=1.0 ft DESIGN SUMMARYDesi•n OK Maximum Bending Stress Ratio = 0.052: 1 Maximum Shear Stress Ratio= 0.022 : 1 Section used for this span HSS2x2x1/8 Section used for this span HSS2x2x1/8 Ma:Applied 0.069 k-ft Va:Applied 0.1404 k Mn/Omega:Allowable 1.341 k-ft Vn/Omega:Allowable 6.334 k Load Combination +D+S Load Combination +D+S Location of maximum on span 1.989ft Location of maximum on span 3.000 ft Span#where maximum occurs Span#1 Span#where maximum occurs Span#1 Maximum Deflection Max Downward Transient Deflection 0.006 in Ratio= 6,292>=360 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.008 in Ratio= 4494 >=240. Max Upward Total Deflection 0.000 in Ratio= 0 <240.0 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= 3.00 ft 1 0.015 0.006 0.02 0.02 2.24 1.34 1.00 1.00 0.04 10.58 6.33 +D+S Dsgn.L= 3.00 ft 1 0.052 0.022 0.07 0.07 2.24 1.34 1.00 1.00 0.14 10.58 6.33 +D+0.7505 Dsgn.L= 3.00 ft 1 0.042 0.018 0.06 0.06 2.24 1.34 1.00 1.00 0.12 10.58 6.33 +0.600 Dsgn.L= 3.00 ft 1 0.009 0.004 0.01 0.01 2.24 1.34 1.00 1.00 0.02 10.58 6.33 Overall Maximum Deflections Load Combination Span Max.""Defl Location in Span Load Combination Max "+"Defl Location in Span +D+S 1 0.0080 1.594 0.0000 0.000 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 0.070 0.140 Overall MINimum 0.012 0.024 D Only 0.020 0.040 +D+S 0.070 0.140 +D+0.750S 0.057 0.115 +0.60D 0.012 0.024 S Only 0.050 0.100 15895 SW 72ND AVENUE, SUITE 200 PORTLAND,OREGON 97224 TEL:503.226.1285 FAX:503.226.1670 0 E-MAIL:info@cidainc.com ® ARCHITECTURE �1q / �}y /� p /�)''7 ENGINEERING PROJECT NOMI: 4,16.y pf f�Gyey 0 Oys i Iay(Se PROS. No. �1/(�VL54i0/ SHEET 6F/�-7 UPLANNING TITLE / f BY: ! l{Y �__._-.------ DATE J46`1 INTERIORS L on3 (ai,,,ory ,..,,,,,„,j F,,,,„ i co" , - s TO ( v u V A, V Li ,, IN _ (zg31it123Ib/ 706110 '� I6' I! Cg'` 13, is a +e u-i- s Vt,xf rj ..- -7/ V ----- 73 . l< AA - 3, 11 K - G, a�71 < '0, 5 6 r = G.I l 1 yr < O Ei1'U ; 1 l P s 1of 1 ' ft, ---: 314 1 /-780, $/ioctit I ie;‘) _._ 1 N 15 ', _ t? , 1 tc_ .- .-a _r next-->'1 1" I I ` i 1 11 11 1,e J\ ---'-- --- ------ - �. -. ! 1 V i A ?/ 7 ►o - = is _ 6 ; I ----�-- I - T--- 1 'I T ei -- 1 I'1, - ----- ,,'-- -I I '---1 � [ I I .- 1 ' I I – I 11 F. - 1 1 1 j - GF/7 Steed BeamFile E ladcadd11610254 00 Ways and Means Oyster housevStructuraf ways'and means.ec6 a, . �. ,..._ _.1. ,_,, ,, :'.,,,',.:i_ , sv .e. - n ; ENERCALC INC 1983-2016,Build 61612 31 Ver 6,1612 31 F Lic.#:KW-06006865 Licensee:CIDA INC. Description: Long canopy-facia CODE REFERENCES Calculations per AISC 360-10, IBC 2012,ASCE 7-10 Load Combination Set:ASCE 7-10 Material Properties Analysis Method: Allowable Strength Design Fy:Steel Yield: 36.0 ksi Beam Bracing: Completely Unbraced E:Modulus: 29,000.0 ksi Bending Axis: Major Axis Bending D(0.02)S(0.05)W(0.03572) '. i i i i Span=16.917 ft C9x13.4 1 i Applied Loads Service loads entered.Load Factors will be applied for calculations. Beam self weight calculated and added to loading Uniform Load: D=0.020, S=0.050, W=0.03572 k/ft, Tributary Width=1.0 ft DESIGN SUMMARY Desi.n OK Maximum Bending Stress Ratio = 0.357: 1 Maximum Shear Stress Ratio 0,027 : 1 Section used for this span C9x13.4 Section used for this span C9x13.4 Ma:Applied 3.111 k-ft Va:Applied 0.7357 k Mn/Omega:Allowable 8.725 k-ft Vn/Omega:Allowable 27.123 k Load Combination +D+0.750S+0.450W Load Combination +D+0.750S+0.450W Location of maximum on span 8.458ft Location of maximum on span 0.000 ft Span#where maximum occurs Span#1 Span#where maximum occurs Span#1 Maximum Deflection Max Downward Transient Deflection 0.067 in Ratio= 3,040>=360 Max Upward Transient Deflection -0.048 in Ratio= 4,255>=360 ' Max Downward Total Deflection 0.116 in Ratio= 1748>=240. Max Upward Total Deflection -0.002 in Ratio= 109209 >=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 Mnx Mnx/Omega Cb Rm Va Max Vnx Vnx/Omega D Only ---- --------_ - --___ Dsgn.L= 16.92 ft 1 0.137 0.010 1.19 1.19 14.57 8.73 1.14 1.00 0.28 45.30 27.12 +D+S Dsgn.L= 16.92 ft 1 0.342 0.026 2.98 2.98 14.57 8.73 1.14 1.00 0.71 45.30 27.12 +D+0.750S+0.450W Dsgn.L= 16.92 ft 1 0.357 0.027 3.11 3.11 14.57 8.73 1.14 1.00 0.74 45.30 27.12 +0.60D+0.60W Dsgn.L= 16.92 ft 1 0.170 0.013 1.48 1.48 14.57 8.73 1.14 1.00 0.35 45.30 27.12 Overall Maximum Deflections Load Combination Span Max."2 Defl Location in Span Load Combination Max."+"Defl Location in Span +D+0.750S+0.450W 1 0.1161 8.507 0.0000 0.000 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 0.736 0.736 ---------- Overall MINimum 0.283 0.283 D Only 0.283 0.283 +D+S 0.705 0.705 +D+0.750S+0.450W 0.736 0.736 +0.60D+0.60W 0.351 0.351 S Only 0.423 0.423 W Only 0.302 0.302 F.1$ Steel B+e,�am File E vadcaldv16v0254 0o Ways and Means oyster housevStructuralvways and means ec6 ..,e , ..f .. ...„ . ..,,- .,..,. Thr,..,;;„„,. ., ... .L.,ENE9CALC,INC,1983-201P.Build:61612.3] Ver61.6.1231, Lic.#:KW-06006865 Licensee:CIDA INC. Description: Long canopy-back CODE REFERENCES Calculations per AISC 360-10, IBC 2012,ASCE 7-10 Load Combination Set:ASCE 7-10 Material Properties Analysis Method: Allowable Strength Design Fy:Steel Yield: 36.0 ksi Beam Bracing: Completely Unbraced E:Modulus: 29,000.0 ksi Bending Axis: Major Axis Bending D(0.025)S(0.09175) 'V i V i i _ a xi a 5 W ,, r> .. � c w� Span=16917 ft HSS5x3x1/4 Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loading Uniform Load: D=0.0250, S=0.09175 k/ft, Tributary Width=1.0 ft DESIGN SUMMARY; Desi•n OK Maximum Bending Stress Ratio = 0.477: 1 Maximum Shear Stress Ratio= 0.042 : 1 Section used for this span HSS5x3x1/4 Section used for this span HSS5x3x1/4 Ma:Applied 4.612 k-ft Va:Applied 1.091 k Mn/Omega:Allowable 9.665 k-ft Vn/Omega:Allowable 25.923 k Load Combination +D+S Load Combination +D+S Location of maximum on span 8.458ft Location of maximum on span 16.917 ft ' Span#where maximum occurs Span#1 Span#where maximum occurs Span#1 Maximum Deflection Max Downward Transient Deflection 0.547 in Ratio= 370>=360 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.769 in Ratio= 264 >=240. Max Upward Total Deflection 0.000 in Ratio= 0 <240.0 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 Mnx Mnx/Omega Cb Rm Va Max Vnx Vnx/Omega D Only Dsgn.L= 16.92 ft 1 0.138 0.012 1.33 1.33 16.14 9.66 1.14 1.00 0.31 43.29 25.92 +D+S Dsgn.L= 16.92 ft 1 0.477 0.042 4.61 4.61 16.14 9.66 1.14 1.00 1.09 43.29 25.92 +D+0.750S Dsgn.L= 16.92 ft 1 0.392 0.035 3.79 3.79 16.14 9.66 1.14 1.00 0.90 43.29 25.92 +0.60D Dsgn.L= 16.92 ft 1 0.083 0.007 0.80 0.80 16.14 9.66 1.14 1.00 0.19 43.29 25.92 Overall Maximum Deflections Load Combination Span Max.°-"Defl Location in Span Load Combination Max."+"Defl Location in Span +D+S 1 0.7691 8.507 0.0000 0.000 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 1.091 1.091 -- Overall MINimum 0.189 0.189 D Only 0.314 0.314 +D+S 1.091 1.091 +D+0.750S 0.897 0.897 +0.60D 0.189 0.189 S Only 0.776 0.776 March 7, 2017 RE: TENANT IMPROVEMENT Prosect Information Building Permit: BUP2017-00045 Construction Type: 2-B Address: 7331 SW Bridgeport Occupancy Type: A2 Area: 4789 Sq. Ft. Stories: 1 Name: Ways and Means Sprinklers: Yes The plan review was performed under the State of Oregon Structural Specialty Code (OSSC) 2014 edition; 2014 Oregon Fire Code. Please respond to conditions below. 1) Provide (4) water closets as per Chap. 29 OSSC. 2) Show compliance with Bridgeport fire resistive requirements. (sent earlier) 3) Please contact City of Tualatin for guidelines to install footings prior to Tigard footing inspection When responding, provide an itemized letter stating in what way each numbered issue has been addressed in the revision. When submitting revised drawings or additional information, please attach a copy of the enclosed City of Tigard, Letter of Transmittal. The letter of transmittal assists the City of Tigard in tracking and processing the documents. Respectfully, Dan Nelson Senior Plans Examiner (503) 718-2436 dann@tigard-or.gov City oTualatin WWWci.tualatin.or.us TENANT PERMIT# LOCATION (address& building location) BRIDGEPORT VILLAGE—TUALATIN/TIGARD/DURHAM,OREGON FIRE-RETARDANT-TREATED WOOD REQUIREMENTS and FIRE-RESISTIVE CONSTRUCTION REQUIREMENTS 1) Bridgeport Village Shopping Center is a site that has limited Fire Department Access and limited Fire Water Supply. 2) Alternate Materials and Methods of construction have been utilized throughout the site in order to provide the life safety requirements that could not be realized due to the limitations of item #1. 3) The following requirements have been placed on all structures, both new and altered throughout the site: a) All structures and/or tenant spaces shall be fully sprinklered,whether required by the adopted codes or not. b) All structures and/or tenant spaces shall be fully detected and alarmed, whether required by the adopted codes or not. c) All structures and/or tenant spaces shall be provided with emergency egress lighting, installed,tested, inspected and approved per code requirements,whether specifically required by the adopted codes or not. c) All structures and/or tenant spaces shall be of Type II-B non-combustible construction with construction materials having a maximum flame spread rating of 75 as tested per ASTM E-84 or NFPA 286,whether required by the adopted codes or not. d) All construction of structures and/or tenant spaces shall be a minimum of 1-hr fire- resistive construction,whether required by the adopted codes or not. e) All wood used as fire blocking, backing,furring or curbing within the construction of wall, ceiling and roof assemblies within structures and/or tenant spaces shall be fire- retardant-treated wood,whether required by the adopted codes or not. 18880 SW Martinazzi Avenue I Tualatin, Oregon 97062-7092 1503.692.2000 Page 2 of 2 f) All wood used in permanent fixtures, counters, cash wraps, booths, cabinetry, ceiling treatments,wall treatments,flooring arrd any similar items within structures and/or tenant spaces shall be constructed of fire-retardant-treated wood or shall be treated with a fire-retardant application found to be approved by the local jurisdiction. This requirement does not include furnishings, loose tables and chairs, office furniture, merchandise for sale, portable display racks,or any other readily moveable equipment. This requirement is meant to cover items that are either long term or permanent construction materials and/or fixtures. g) All materials used in draperies,fabric& padded partitions, cushions, padding& upholstery for fixed booths& benches and any other materials affixed to permanent and/or long term construction materials and/or fixtures shall be of fire-resistive materials with a maximum flame spread rating of 75,whether required by the adopted codes or not. h) Shopping carts shall either be non-combustible or built with materials with a peak heat release of less than 300 kW/m2 when tested in accordance with ASTM E-1354 at an incident flux of 50kW/m2 in the horizontal orientation, whether specifically required by the adopted codes or not. CENTERCAL PROPERTIES BUILDING OFFICIAL FIRE MARSHAL TENANT REPRESENTATIVE <A Plan Check Comments 61 Date: 3.16.2017 MI USubject: Plan check response Project Title: Ways and Means Oyster House 15895 SW 72ND AVE Project No: 160254.01 SUITE 200 PORTLAND,OR 97224 By: Rebecca Kerr PHONE:503.226.1285 FAx:503.226.1670 To: Dan Nelson INFO CIDAINC.COM WWW.CIDAINC.COM Please see attached sheets in response to the clan check comments dated March 7, 2017. Item I. 4 water closets have been added to the plan. Updated on sheet FLS I, A1.0, Al.l, and A6.4. Item 2. In compliance to the Bridgeport fire restrictive requirements. Notes have been added to the drawing set, most sheets, to include all fire-retardant treated lumber, including casework. To use type x drywall. The contractor has been made aware of the fire restrictive requirements. Item 3. Contractor has been notified to contact the City of Tualatin for footing installation guidelines before Tigard's inspection. Note is also located on CSI. ARCHITECTURE ENGINEERING P LAN N I N G INTERIORS LANDSCAPE F:\GENADMIN\PROJECTS\I6\0254.00 ways and Means\City responses to permitting\CIDA.docx 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. City of Tigard • COMMUNITY DEVELOPMENT DEPARTMENT 74 " Transmittal Letter T I G A R I) 13125 SW Hall Blvd. • Tigard, Oregon 97223 • 503.718.2439 • www.tigard-or.gov TO: Dan Nelson DATE REC IVEI). . , „ .;r 1 ,1 , DEPT: BUILDING DIVISION FROM: Rebecca Kerr , COMPANY: CIDA Architects and Engineers, Inc. PHONE: 503.226.1285 By._, RE: 7331 SW Bridgeport Rd. BU2017-0045 O?,/7-CX.XJLt 5- (Site Address) (Permit Number) Ways &Means Oyster House (Project name or subdivision name and lot number) CP /2 f A . /Irj f ATTACHED ARE THE FOLLOWING ITEMS: (�-�I Copies: Description: Copies: , Description: Additional set(s) of plans. 3 Revisions: Revisions Cross section(s) and details. Wall bracing and/or lateral analysis. Floor/roof framing. Basement and retaining walls. Beam calculations. Engineer's calculations. 1 Other (explain): response memo, Plans reviewer comments 10>L �c, REMARKS: Attached are three sets of the sheets changes per the comments on the 3/7/2017 review letter. Review letter is attached. W.C. have been upgraded to include 2 men's and 2 women's. Fire marshal requirements for Bridgeport village have been added to the sets. Contrator will contact the city of tualatin for guidelines to install footing prior to inspection. FOOFFH E USE ONLY Routed to Permit Technicia • Date: ��'Z: (7 Initials: lip*/ ) Fees Due: ❑ Yes No Fee Description: Am.I 'Due: $ $ $ $ Special Instructions: Reprint Permit (per PE): ❑ Yes ❑ No ❑ Done Applicant Notified: Date: Initials: I:\Building\Forms\TransmittalLetter-Revisions.doc 05/25/2012