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Specifications (17) INTERSTATE ROOFING PORTLAND, OR STRUCTURAL CALCULATIONS S -, DESIGN CRITERIA: DC 1—DC 11 FRAMING DESIGN: F 1—F21 L n r . LATERAL DESIGN: LL1—LL77 FOUNDATION DESIGN: FD1—FD26 WALL PANEL DESIGN: WP1—WP25 .--:-:---; - ANCHOR BOLT DESIGN: AB1—AB33 °=, �9 -i,'` A �, STAIR DESIGN: SD1—SD8 7::4:::; , a`N ; >" V ,�. CANOPY DESIGN: C 1—C8 f, .4, ."-w \ is L ce, `%-i9p. L'w _} ��%,� (210 PAGES TOTAL INCLUDING COVER SHEET) /4,\',. .:,-'1 G n,, ,.,/,-:,- I ' '' 'rf i August 25, 2016 PROJECT NUMBER: 130184.02 OFFICE COPY 61 1 t � �� 7A-16211°A-V. � ARC:FiiTEC-tt!RE �7/lYA�R//�1 ENGINEERING VIA.?JN!NG INTERIORS LANDSCAPE 15895 SW 72ND AVE SUITE 200 PORTLAND,OR 97224 PHONE:503.226.1285 FAx:503.226.1670 INFO@CIDAINC.COM WWW.CIDAINC.COM P(.2' CIDA INTERSTATE ROOFING RNH TEL: (503)226-1285 130184.01 FAX: (503)226 1670 7/29/2016 BUILDING LOADING FOR GRAVITY LOADING DEAD LOAD ROOF roofing := 2•psf sheathing := 2•psf 5/8" sheathing purlins := 1.3-psf Purlins joist := 1.8-psf Joists girders := o.5•psf 24G 3N 9.25K insul := 3.2•psf 6" rigid insulation and coverboard misc := 1.7-psf Miscellaneous mep := I.5•psf Michanical, electrical and plumbing collateral := 8.0psf Roof top solar panels ceiling := 2.8psf Office ceiling DLroof roofing+ sheathing+purlins+joist+ girders+insul +misc+mep + collateral DLroof = 22 psf DLoffice := DLroof + ceiling DLoffice = 24.8 psf (dead load for gravity loading) DLroof leis. := roofing+purlins+ sheathing+joist + girders+ insul +misc +mep + 0.5•collateral DLroofseis. = 18 psf DLoffice_seis. DLroof seis. +ceiling DLoffice seis. = 20.8 psf DEAD LOAD FLOOR carp := 1.opsf Carpet and pad decking := 22.psf 3/4" plywood and 1.5" of concrete flooring insul := 1.2•psf 6" insulation joist := 2.5•psf Joists girders := 2.psf 5"x16.5" GLB misc := 1.5•psf Miscellaneous mep := 1.5•psf Michanical, electrical and plumbing ceiling := 2.8•psf 1/2" Gypsum board DLfloor carp+decking+joist + insul+girders+misc+mep + ceiling DLfloor — 34.5 psf LL := sopsf Live Load (dead load for gravity loading) DLfloor seis. carp+ decking+joist +insul+ girders+mep +ceiling DLfloor seis. = 33 psf E:\adcadd\13\0184.00 Interstate Roofing Master Plan\Structural\Vertical Loading.mcd P63 CIDA Interstate Roofing RNH TEL: (503)226-1285 130184.02 FAX: (503)226 1670 7/20/2016 Location: Portland, OR 97224 2014 OSSC/2012 IBC SEISMIC Cs: Site class= E SDS := 0.606 R := 4 SDI := 0.672 I := 1.0 S1 := 0.42 Ct := 0.020 x := 0.75 hn short 29 ft Ta = Ct.hn short' Ta = 0.25 TL OREGON = 16.0 SDI CS MAX R Cs MAX = 0.67 FOR T<= TL Ta I CS MIN 0.044•SDS•I Cs MIN = 0.03 SDS Cs := R CS = 0.151 I E:\adcadd\13\0184.00 Interstate Roofing Master Plan\Structural\Lateral Design Values-Seismic Cs.mcd nG AC INTERSTATE ROOFING IN ACCORDANCE WITH 2012 IBC IN ACCORDANCE W/ASCE SECTION 7.7 PROJECT NAME: INTERSTATE ROOFING PROJECT NO.: 130184.02 DATE:6/14/16 ELEMENT ID: PARAPET @ GRID 1 (TALL PARAPET) DESIGNER: RNH Pg:= 10 psf Basic ground snow load Pmin 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: 0.13 D1 :_ —ft •Pg+ 14.0•pcf DI = 15.3 pcf D:= if(Di <30•pcf,Dt,30•pcf) D= 15.3 pcf Calculated Minimum Roof Snow Load: Pf:= 0.7Ce Ct•I•Pg Pf=7 psf Required Minimum Roof Snow Load: Pr:= if(Pmin >Pf,Pmin,Pf) Pr=25 psf Height of Calculated Minimum Snow Load on Lower Roof or Deck: Pf hb:= hb=0.46ft 7/7/2016 CASE III-B: DRIFT LOAD FOR PARAPET OR PERIMETER PROJECTION, (Sec. 7.7.1 and Figure 7-9) Wb:= 11041 Maximum horizontal distance from parapet to edge of roof hr:= 4.ft Difference in height between top of parapet or projection and roof h,:= hr-hb Difference in height between top of parapet or projection and uniform snow h,=3.542 ft Basic Height of Drift Surcharge: Wb:= if(Wb<25•ft,25ft,Wb) Wb= 110 ft 1 1 _ Why ( P 4 hd:_ -0.43•I ft •I f + 101 - 1.5 •ft hd=2.86ft ps Reduced Height of Drift Surcharge at Face of Parapet: h,,:= 0.75•hd h =2.14 ft Width of Drift in Relation to Minimum Snow Load, Pf: cl Wdi := 4•hd Wdl = 11.411 hd2 Wd2:_ 4•(h -h ) Wd2=9.2ft r b Wd3:= if(Wd2 <8h,,Wd2,8•hc) Wd3 =9.2ft Wd:= if(hn <ha Wdl,Wd3) Wd= 11.411 Maximum Intensity of Snow Load at Height Change: Pml := D•(hn+ hb) Pmi =39.78 psf Pmt:= D-hr Pmt =61.2 psf Pm3:= if(Pmi <Pm2,Pm1,Pm2) Pm3 =39.78 psf Pm4:= if(Pm3 >Pr,Pm3,P) Pm4= 39.78 psf hr-hb Pm:= if h >0.2,Pm4,Pr Pm=39.78 psf b Maximum Surcharge Intensity in Addition to Required Minimum Snow Load, Pr: Ps Pm-1'r Ps= 14.78 psf Width of Drift in Relation to Required Minimum Snow Load, Pr: Pm-Pr Wdr:= Wd• Wdr= 5.2 ft Pm-Pf 7/7/2016 OL INTERSTATE ROOFING IN ACCORDANCE WITH 2012 IBC IN ACCORDANCE W/ASCE SECTION 7.7 PROJECT NAME: INTERSTATE ROOFING PROJECT NO.: 130184.02 DATE:6/14/16 ELEMENT ID: PARAPET @ GRID A DESIGNER: RNH Pg:= 10•psf Basic ground snow load Pmin 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: 0.13 D1 :_ —•Pg+ 14.0•pcf DI = 15.3 pcf ft D:= if(Di <_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(Pmin >Pf,Pmin,Pf) Pr=25 psf Height of Calculated Minimum Snow Load on Lower Roof or Deck: Pf hb:= hb=0.46 ft 7/7/2016 D7 CASE III-B: DRIFT LOAD FOR PARAPET OR PERIMETER PROJECTION, (Sec. 7.7.1 and Figure 7-9) Cr) Wb:= 96.ft Maximum horizontal distance from parapet to edge of roof hr:= 3.525.ft Difference in height between top of parapet or projection and roof h,:= h,—hb Difference in height between top of parapet or projection and uniform snow he=3.067 ft Basic Height of Drift Surcharge: Wb:= if(Wb<25•ft,25ft,Wb) Wb=96 ft 1 1 (W 3 P 4 hd:= -0.43.1 ftb I {LI + 10J — 1.5 .ft hd=2.66 ft Reduced Height of Drift Surcharge at Face of Parapet: := 0.75•hd h =2 ft Width of Drift in Relation to Minimum Snow Load, Pf: Wdl := 4•hd Wdl = 10.7ft h2 _ d Wd2 4 (h —h ) Wd2=9.3 ft r b Wd3:= if(Wd2< 8hc,Wd2,8•hc) Wd3 =9.3 ft Wd:= if <hc,Wdl,Wd3) Wd= 10.7 ft Maximum Intensity of Snow Load at Height Change: Pmi := 11(h„+ hb) Pmi =37.57 psf Pm2:= D•hr 13,2=53.93 psf Pm3:= if(Pm1 <Pm2,Pm1,Pm2) Pm3 =37.57psf Pm4:= if(Pm3 >Pr,Pm3,Pr) Pm4=37.57psf /hr—hb Pm:= if h >0.2,Pm4,Pr Pm =37.57 psf b Maximum Surcharge Intensity in Addition to Required Minimum Snow Load, Pr: Ps:= Pm—Pr Ps= 12.57 psf Width of Drift in Relation to Required Minimum Snow Load, Pr: Pm —Pr Wth:= Wd' Wdr=4.4ft Pm—Pf 7/7/2016 IX.Sr INTERSTATE ROOFING IN ACCORDANCE WITH 2012 IBC IN ACCORDANCE W/ASCE SECTION 7.7 PROJECT NAME: INTERSTATE ROOFING PROJECT NO.: 130184.02 DATE:6/14/16 ELEMENT ID: PARAPET @ GRID E DESIGNER: RNH Pg:= 10•psf Basic ground snow load Pmin 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: 0.13 DI := ft -Pg+ 14.0•pcf Dl = 15.3 pcf D:= if(Di <30•pcf,D1,30•pcf) D= 15.3 pcf Calculated Minimum Roof Snow Load: Pf:= 0.7Ce Ct•I•Pg Pf=7 psf Required Minimum Roof Snow Load: Pr:= if(Pmin>Pf,Pmin,Pf) Pr=25 psf Height of Calculated Minimum Snow Load on Lower Roof or Deck: Pf hb:= hb=0.46 ft CI-- 7/7/2016 >7C CASE III-B: DRIFT LOAD FOR PARAPET OR PERIMETER PROJECTION, (Sec. 7.7.1 and Figure 7-9) Wb:= 96•ft Maximum horizontal distance from parapet to edge of roof hr:= 7.525-ft Difference in height between top of parapet or projection and roof h�:= hr-hb Difference in height between top of parapet or projection and uniform snow h�=7.067 ft Basic Height of Drift Surcharge: Wb:= if(Wb<25•ft,25ft,Wb) Wb= 96 ft 1 1 W 3 P 14 hd:= -0.43• -- I . Pff + 101 - 1.5 .ft hd=2.66ft Reduced Height of Drift Surcharge at Face of Parapet: hr,:= 0.75•hd hr,=2ft Width of Drift in Relation to Minimum Snow Load, Pf: Wdl := 4•hd Wdl = 10.7ft ha2 _ Wd2 4 (h -h ) Wd2=4 ft r b Wd3:= if(Wd2 < 8hc,Wd2,8•hc) Wd3 =4 ft Wd:= if(hrr<hC,Wdl,Wd3) Wd= 10.7ft Maximum Intensity of Snow Load at Height Change: Pmi :=D-(11,1+ hb) Pmt =37.57 psf Pmt:= D•hr Pmt= 115.13 psf Pm3 if(Pmt <Pm2,Pmt,Pm2) Pm3 = 37.57psf Pm4:= if(Pm3 >Pr,Pm3,Pr) Pm4=37.57psf hr-hb Pm:= if h >0.2,Pm4,Pr Pm=37.57psf b Maximum Surcharge Intensity in Addition to Required Minimum Snow Load, Pr: Ps:= Pm-Pr PS= 12.57 psf C1,) Width of Drift in Relation to Required Minimum Snow Load, Pr: Pm -Pr War:= Wd. Wdr=4.4 ft Pm-Pf 7/7/2016 INTERSTATE ROOFING IN ACCORDANCE WITH 2012 IBC IN ACCORDANCE W/ASCE SECTION 7.7 PROJECT NAME: INTERSTATE ROOFING PROJECT NO.: 130184.02 DATE:6/14/16 ELEMENT ID: PARAPET @ GRID F DESIGNER: RNH Pg:= 10•psf Basic ground snow load Penin 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: Dl := —0.13•Pg+ 14.0-pcf D1 = 15.3 pcf ft D:= if(Di <_301pcf,D1,30•pcf) D= 15.3 pcf Calculated Minimum Roof Snow Load: Pf:= 0.7Ce Ct•I•Pg Pf=7 psf Required Minimum Roof Snow Load: Pr:= if(Pmin>Pf,Pmin,Pf) Pr=25 psf Height of Calculated Minimum Snow Load on Lower Roof or Deck: Pf hb:= — hb=0.46 ft 7/7/2016 p(l l CASE III-B: DRIFT LOAD FOR PARAPET OR PERIMETER PROJECTION, (Sec. 7.7.1 and Figure 7-9) Wb:= 31.ft Maximum horizontal distance from parapet to edge of roof hr:= 4.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=3.542 ft Basic Height of Drift Surcharge: Wb:= if(Wb<25.ft,25ft,Wb) Wb=31 ft t 1 W3 ( P 4 hd:= -0.43•l — I •I Pff + 101 - 1.5 •ft hd= 1.36ft ftReduced Height of Drift Surcharge at Face of Parapet: hr,:= 0.75•hd h = 1.02 ft Width of Drift in Relation to Minimum Snow Load, Pr: Wd 1 := 4•hd Wdl = 5.4ft hd2 _ Wd2 4 (h -h ) Wd2=2.1 ft b Wd3 := if(Wd2 < 8hc,Wd2,8•hc) Wd3=2.1 ft Wd:= if(h, <he,Wdl,Wd3) Wd= 5.4 ft Maximum Intensity of Snow Load at Height Change: Pml := D•(h + hb) Pml =22.57psf Prri2:= D•hr Pm2=61.2 psf Pm3:= if(Pm 1 <Pm2,Pm1,Pm2) Pm3 =22.57psf Pm4 if(Pm3 >Pr,Pm3,Pr) Pm4=25 psf hr-hb Pm:- if h b >0.2,Pm4,Pr Pm=25 psf � Maximum Surcharge Intensity in Addition to Required Minimum Snow Load, Pr: Ps:= Pm-Pr P5=0psf Width of Drift in Relation to Required Minimum Snow Load, Pr: Pm -Pr War:= Wd. Wdr=0 ft Pm -Pf 7/7/2016 1 15895 SW 72ND AVENUE,SUITE 200 PORTLAND,OREGON 97224 TEL:503.226.1285 FAX:503.226.1670 E-MAIL:info@cidainc.com S.RCITITELTURE NMI • I nfers-i-ett ROO-c\I AI 301i/if, PROJECT NAME. PROJ. No. 1 02 SHEET F t RN Ft 6%56,TITLE: By: DATE: INTERIORS r , , , 1 , -- —J- 1 r - , [ I,1 1 1)/ =21 -5t-22y1 ¶4 ) r , 1 1 [ 1 . '0) Ozdi' if72, 0 i i) 1 1 I JO( 1 4,2f/(11 t-70 Vi 1 r i [ 1 1 1 is , 1 A, • 4f 7_ .5 - )7 K), ______J,__;_j_ ), i_ , I__ i_ __, _ ,_K_, ____,,,' rl__ ,1 7 , 1 n , I 1 “ -. 3 ' 2_ 0a7, . t____ , I V ' , ,/1 i;, , ; 1 1 1, ,. IT '1 1 1- T 1 1 I II 1 . ; I ; ' -; I 1 _- t 7 1 1 , 1 4 1 ,isi- 6 6.-J ELrij_ r r : _14 __,J, - , ,_ _, ,.,:-..: . . , ! ! . 11 ! ! ! i 1 . . . . 1 . , . . , , ,.. 1 , , . ! ! 1 ',C4 . >II . "i-0-th.i _L I I I 11- 7127,tr 1 r,r , ,. , I r-- d r l& —_(6 42 1(/ '7 .3 K 13 721) c —L 1 ,- :- , i /---170 i' I —Ir I 1 ' 1 K,ir_-ket,6.if-X./ talc k iza 5q ic) 1 r r i t ---1- V.5 el --L --- --- ---- , i T- 1 - i ,- , r 'gd p _j_ , ... -H-- 1 eo -E ! ;, 1 .r 1111H''' I ' 1 L1 , 111_ , 41111 P.-. .. ft, ..0JK 12 1 K/ 17-,-1 55 13) , I, ',.., 1 A eteit+ = 1 I z -_7L,D1-tr ,4 r 9/ r 1 _51..... --e in L - -, ,, ,1 1 F 1 1 ,. , , R,' - , -005(K/ q i5x117) r.r x . _ __ 11 __T ; -4 , .,-,, . , 1 ,, '1 1911_ !Olt° o , ' Or F. - A = , g 3 k/et 31K11.17,1421k) -----t- . i I I 1 III 1 , I ) 1 ) ! I / _____ , , -..- 1 1 ; ; , , . ; - ..--._ -as ; , , ... , ' 7 16 c ,_ .-. , . , . ,,. 1 1 J - - -+--- -- -- --.. - : -;---- 1- • ' r I - i ! : Iii _ .1, • ....., , 15895 SW 72ND AVENUE,SUITE 200 PORTLAND,OREGON 97224 TEL:503.226.1285 FAX:503.226.1670 0 E-MAIL:info@cidainc.com /' HRCHITECTURE Tnfe*-fe'fG g°©-�j�qq3 )30 2- 2- tvc,,,,c:,IN., PROJECT NAME: ll PROJ. IVO. SHEET +i PLANNING /, TITLE: BY: RN In'1 DATE: 111.5%(` ' INTERIORS 1 F a Is 1 i 1 1 Ing' 01 li T �- - 1IT �Nao +74` 5 '1 .51L--7 25 s 1 1_ 1 1INU ' 1 '_ Tof I, r i ! I • ; w! ! 60! :1-.(1561olf/2-50' PO/50 df) T 01- 3L i7ofa� it 'I /' I 1 ' '1 21 K g (25f0/40 T ' g iio 0_,,,,_, ,1 i ,_ , ..e. ,, , _, , , L , ,. „ 1 � I I _,_ ilimmimi —t 'I , I-, _ I S I 1• I i , 1 1 � 1 i —1--F-jr2'-- -r--1-' ' ' ' ' ! 1 ! , , . !) - .(7) 1 ---,----: - -------J,--- ! ; 4_,. ,,_ , , : 4 ' , 4 T v ' t/ V v 1_ DL �� Tafa� _ T -lit — - 240 i 625 l `f301 265.6; r - 1 rtlbzI 1 L— alp 1 , ,_(xY ' ` lu 4 (1 ( 122. y � ri 8' �p ' T 5 - , _ 1 9L.i 1- j -1 t I t �Tv of _ _ i I` �C l,�r '� ,i I I 1 f�, 0. tin I - �— 1 , 1Qli �b,77... in i 'I u, ° )3 in 1 I - � 1 I ' Project: Project FqJ /i ?'spEc Type: floor joists +� Location: 15065 SW 74th Ave, Portland Folder: Folder Date: 8/18/16 12:12 PM RedSpec."' by RedBuiltTM Designer: RNH 07.1.4 Comment: 16" Red-I45TM @ 16" o.c. with Glued Sheathing This product meets or exceeds the set design controls for the application and loads listed DESIGN CONTROLS % Design Allow. DOL Combination Pattern Pass/Fail Shear(Ib) 65% 1370 2120 Floor(100%) 1.OD+1.OL All Spans PASS Positive Moment(ft-lb) 99% 6333 6390 Floor(100%) Concentrated Load Middle Span 1 PASS DEFLECTIONS(in) % Design Allow. Design Allow. Combination Pattern Pass/Fail Span Live 82% 0.365 0.447 L/587 L/480 1.OD+1.OL All Spans PASS Span Total 59% 0.525 0.894 L/409 L/240 1.OD+1.OL All Spans PASS FloorChoice'"Rating: 8.0 Performance rating is based on: 24 oc(23/32",3/4")sheathing,glued 7 and nailed,simple span,rigid supports. RedSpec has not performed a structural analysis of the sheathing. SUPPORTS Support 1 Support 2 Live Reaction,Critical(Ib)(DOL%) 953(100) 953(100) Dead Reaction(lb) 417 417 Total Reaction(Ib)(DOL%) 1370(100) 1370(100) Bearing Flush Flush Support Wall Wall Req'd Bearing,No Stiffeners(in) 2.89 2.89 Req'd Bearing,Stiffeners(in) 2.11 2.11 HANGERS Model Top Face Member Header Size Left None Found Right MIT1.81/16* 4-10d 4-10d 2-10dx1.5" Glulam DF/SP 5.125x24 (* =Web stiffeners required) ANS AND LOADS Dimensions represent horizontal design spans. LA 17'- 10.5" APPLICATION LOADS Type Units DOL Live Dead Partition Tributary Member Type Uniform psf Floor(100%) 80 35 0 16" Glued Floor Joist NOTES •Building code and design methodology: 2012 IBC ASD(US). • Deflection analysis is based on composite action with 24 oc(23/32",3/4")sheathing,glued and nailed. •Continuous lateral support required at top edge. Lateral support at bottom edge shall be per RedBuilt recommendations. •Joist design includes consideration for a 2000 lb load distributed over a 30"square area and all live loads removed. E:\adcadd\13\0184.00 Interstate Roofing Master Plan\Structural\Floor framing.red 8/18/2016 12:12:20 PM Project: Folder:floor joists Page 1 of 1 i - products noted are intended for interior,untreated,non-corrosive applications with normal temperatures and dry conditions of use,and must be installed n accordance with local building code requirements and RedBuilt'" recommendations.The loads,spans,and spacing have been provided by others and must be approved for the specific application by the design professional for the project. Unless otherwise noted,this output has not been reviewed by a RedBuiltr' associate.PRODUCT SUBSTITUTION VOIDS THIS ANALYSIS. RedBuilt'",RedSpec'",Red-I'"',Red-I45'",Red-I45LT",Red-I58'" Red-I65'"',Red-I65T'" Red-I90'',Red-I90H'",Red-I9OHS'" Red-L"",Red-LT'" Red- W'"",Red-STM',Red-M'",Red-H'",RedLam'",FloorChoice'"are trademarks of RedBuilt LLC,Boise ID,USA. Copyright©2010-2016 RedBuilt LLC.All rights reserved. F4 � � r � _ r 1 � � - "�e do e t ' 0 f M3asterPl niSwcfu c c6 e s.;«a.e.. 0 4 w , :.. .-,. �� Iers ii-ef�_e r 6-'? m 6: 7 .er6 '6 ' Lic.#: KW-06006865Licensee:CIDA INC. Description: Floor Girder 3DDE REFRR I1NQES ; .. ., ,,, , Calculations per NDS 2012, IBC 2012, CBC 2013,ASCE 7-10 Load Combination Set:ASCE 7-10 Material Properties Analysis Method: Allowable Stress Design 9 Fb-Tension 2,400.0 psi E:Modulus of Elasticity Load Combination ASCE 7-10 Fb-Compr 1,850.0 psi Ebend-xx 1,800.Oksi Fc-Prll 1,650.0 psi Eminbend-xx 950.Oksi Wood Species : DF/DF Fc-Perp 650.0 psi Ebend-yy 1,600.Oksi Wood Grade :24F V4 Fv 265.0 psi Eminbend-yy 850.Oksi Ft 1,100.0 psi Density 31.20pcf Beam Bracing : Completely Unbraced D(0.561 L(1.28) i + + + i � '� �§ 3� i- s , - % ' - �3mtr, : ,,i - em. . gr` ` g X4rr;:5_;: x 0. . ii- rt ! ' 11* � -f t a ." 5.5x22.5 Span=18.250 ft c )Applied Lp40.g, ,, .-,,,z7,„.-,,,, ,,,,,._;,,,,,,,, Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load: D=0.560, L=1.280, Tributary Width=1.0 ft DESIGN SUMMA,ITY ; . . ,' Design OK Maximum Bending Stress Ratio = 0.886 1 Maximum Shear Stress Ratio 0.620 : 1 Section used for this span 5.5x22.5 Section used for this span 5.5x22.5 fb:Actual = 2,009.75psi fv:Actual = 164.28 psi FB:Allowable = 2,269.55psi Fv:Allowable = 265.00 psi Load Combination +D+L+H Load Combination +D+L+H Location of maximum on span = 9.125ft 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 0.342 in Ratio= 640>=360 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.499 in Ratio= 439>=240. Max Upward Total Deflection 0.000 in Ratio= 0<240.0 4ur11 Malan nn•© fte o_r s ad Combination Span Max"-"Defl Location in Span Load Combination Max."+"Defl Location in Span Lo +D+L+H 1 0.4987 9.192 0.0000 0.000 Aet�IC 1 La i osis Support notation:Far left is#1 Values in KIPS Support 1 Support 2 Load Combination Overall MAXimum 17.035 17.035 - Overall MINimum 5.355 5.355 +D+H 5.355 5.355 +D+L+H 17.035 17.035 D Only 5.355 5.355 ' L Only 11.680 11.680 ` 15895 Sw7ZNDAVENUE, SUITE 200 PORTLAND,OREGON 97224 TEL: 503.226.1285 FAX:5032261670 • 0 E'MA|Linfo@cidainc.com � ' -_ - . '. - ~_ . .~ ~°. -". . - ^" ( ' ^ __ SHEET ^ __ n "`^°°I°" � . nm =,,,.",` n° BY: RQtt DATE: 11 i j 1 JCi 1 J-74; i I -I' J 1 1 , , ___ .,‘ I - , , L 0, 5 LL-1-f., ) --T i - 1 j 1 LAAH '3 ' 6JIS " } ' 1 ��/�u �v ' - | ' | i 10�� ___ / 1 | 67 �r � �� /� »{ � / / / t„�� / - / ' ` -- /`~~=| � + ---- � | / _ _ _ P0 | \ � / ' / ��U I / 1 �� ME= III _ Fav x11r1, 7 i .ite LadeaddCt '184:00©te 'fe o iFMaste f'I 13t cto ea6 . Lic.~#: KW-06006865 Licensee:CIDA INC. Description: Warehouse Columns ,, Cone Reforences,r_r . Calculations per AISC 360-10, IBC 2012, CBC 2013,ASCE 7-10 Load Combinations Used:ASCE 7-10 General Information, Steel Section Name: HSS6x6x3/8 Overall Column Height 22.0 ft Analysis Method: Allowable Strength Top&Bottom Fixity Top&Bottom Pinned Steel Stress Grade Brace condition for deflection(buckling)along columns: Fy:Steel Yield 46.0 ksi X-X(width)axis: E:Elastic Bending Modulus 29,000.0 ksi Unbraced Length for X-X Axis buckling=22.0 ft,K=1.0 Y-Y(depth)axis: Unbraced Length for Y-Y Axis buckling=22.0 ft,K=1.0 'Applipt400 Service loads entered. Load Factors will be applied for calculations. Column self weight included:604.56 lbs*Dead Load Factor AXIAL LOADS... Axial Load at 22.0 ft,Xecc=1.0 in,Yecc=1.0 in,D=20.080,S=22.810 k DES! &$UMMARY„ Bending&Shear Check Results PASS Max.Axial+Bending Stress Ratio = 0.6874 :1 Maximum SERVICE Load Reactions.. Load Combination +D+S+H Top along X-X 0.1625 k Location of max.above base 21.852 ft Bottom along X-X 0.1625 k At maximum location values are... Top along Y-Y 0.1625 k Pa:Axial 43.495 k Bottom along Y-Y 0.1625 k 0 Pn/Omega:Allowable 84.729 k Max:Applied 3.550 k-ft Maximum SERVICE Load Deflections... Mn-x/Omega:Allowable 36.267 k-ft Along Y-Y 0.1689 in at 12.846ft above base for load combination:+D+S+H May:Applied 3.550 k-ft Mn-y/Omega:Allowable 36.267 k-ft Along X-X 0.1689 in at 12.846ft above base for load combination:+D+S+H PASS Maximum Shear Stress Ratio= 0.002843 :1 Load Combination +D+S+H Location of max.above base 0.0 ft At maximum location values are... Va:Applied 0.1625 k Vn/Omega:Allowable 57.137 k Load,Combnation, estits Maximum Axial+Bending Stress Ratios Maximum Shear Ratios Load Combination Stress Ratio Status Location Stress Ratio Status Location +D+H 0.326 PASS 21.85 ft 0.001 PASS 0.00 ft +D+S+H 0.687 PASS 21.85 ft 0.003 PASS 0.00 ft 1 1Xh411t1(nRe cttorf$ Note:Only non-zero reactions are listed. X-X Axis Reaction Y-Y Axis Reaction Axial Reaction Load Combination @ Base @I Top @ Base @ Top @ Base +D+H -0.076 -0.076 k -0.076 -0.076 k 20.685 k +D+S+H -0.162 -0.162 k -0.162 -0.162 k 43.495 k D Only -0.076 -0.076 k -0.076 -0.076 k 20.685 k S Only -0.086 -0.086 k -0.086 -0.086 k 22.810 k IVfa)x iaii Deflecttorts for Load,Combtnatrons .x, Load Combination Max.X-X Deflection Distance Max.Y-Y Deflection Distance +D+H 0.0791 in 12.846 ft 0.079 in 12.846 ft +D+S+H 0.1689 in 12.846 ft 0.169 in 12.846 ft D Only 0.0791 in 12.846 ft 0.079 in 12.846 ft - S Only 0.0898 in 12.846 ft 0.090 in 12.846 ft A#11,Se cttoin, Pr pedes , HSS6x6x3/8 F7 ��g �'x`r '.°kf ,.�,`a° Z Ley. s'a�+ ;� rr%, g�� - ren;: '-*7 ��r � } ,® dd,Y r Q0 to ate-.oofit a ter 1- t ctu tfc. a " Lic.#. KW-06006865 Licensee:CIDA INC. Description: Warehouse Columns ;steel Section Propefies - HSS6x6x3/8 Depth = 6.000 in I xx = 39.50 inM J = 64.600 inM S xx = 13.20 inA3 Width = 6.000 in R xx = 2.280 in Wall Thick = 0.375 in Zx = 15.800 inA3 Area = 7.580 inA2 I yy = 39.500 inM C = 22.100 in^3 Weight = 27.480 plf S yy = 13.200 inA3 R yy = 2.280 in Ycg = 0.000 in 42 220k t- Load)11( ' =I o X c it 0 NI 0wt x Y 6,00in Loads are total entered value.Arrows do not reflect absolute direction. �@ � Al ! „ ; , � `E CA� s � °n a,0ster 'S trGet�„ c3ecfi�: La t te` .e Lic.#: KW-06006865 Licensee:CIDA INC. Description: Columns along Grid E GodiReferences, Calculations per AISC 360-10, IBC 2012, CBC 2013,ASCE 7-10 Load Combinations Used:ASCE 7-10 General Inf ormation y Steel Section Name: HSS5x5x1/4 Overall Column Height 25.0 ft Analysis Method: Allowable Strength Top&Bottom Fixity Top&Bottom Pinned Steel Stress Grade Brace condition for deflection(buckling)along columns: Fy:Steel Yield 46.0 ksi X-X(width)axis: E:Elastic Bending Modulus 29,000.0 ksi Unbraced Length for X-X Axis buckling=12 ft,K=1.0 Y-Y(depth)axis: Fully braced against buckling along Y-Y Axis Applied00a0, Service loads entered. Load Factors will be applied for calculations. Column self weight included:390.50 lbs*Dead Load Factor AXIAL LOADS... Short Roof:Axial Load at 22.0 ft,Xecc=2.50 in,Yecc=0.50 in,D=3.350,S=4.590 k Tall Roof:Axial Load at 25.0 ft,Xecc=-0.50 in,Yecc=-0.50 in,D=6.0,S=6.0 k Floor:Axial Load at 12.0 ft,Xecc=-0.50 in,Yecc=-2.50 in,D=4.460,L=13.380 k DES/G 1 Si11M,4R:!: z ii fi Bending&Shear Check Results PASS Max.Axial+Bending Stress Ratio = 0.4811 :1 Maximum SERVICE Load Reactions.. Load Combination +D+0.750L+0.750S+H Top along X-X 0.03873 k Location of max.above base 11.913 ft Bottom along X-X 0.03873 k At maximum location values are... Top along Y-Y 0.1531 k C-) Pa:Axial 32.178 k Bottom along Y-Y 0.1531 k Pn/Omega:Allowable 81.448 k Max:Applied 1.513 k-ft Maximum SERVICE Load Deflections... Mn-x/Omega:Allowable 17.468 k-ft Along Y-Y 0.07668 in at 17.114ft above base May:Applied 0.1780 k-ft for load combination:+D+L+H Mn-y/Omega:Allowable 17.468 k-ft Along X-X 0.1617 in at 14.430ft above base for load combination:+D+S+H PASS Maximum Shear Stress Ratio= 0.004621 :1 Load Combination +D+L+H Location of max.above base 0.0 ft At maximum location values are... Va:Applied 0.1531 k Vn/Omega:Allowable 33.124 k Load Combination Results'd'e ,;-'''1',,,Y. Maximum Axial+Bending Stress Ratios Maximum Shear Ratios Load Combination Stress Ratio Status Location Stress Ratio Status Location +D+H 0.174 PASS 0.00 ft 0.001 PASS 0.00 ft +D+L+H 0.439 PASS 11.91 ft 0.005 PASS 0.00 ft +D+S+H 0.354 PASS 11.91 ft 0.001 PASS 0.00 ft +D+O 750L+0 750S+H 0.481 PASS 11.91 ft 0.004 PASS 0.00 ft M mtm=ReaaCtron=S' Note:Only non-zero reactions are listed. 'X-X Axis Reaction Y-Y Axis Reaction Axial Reaction Load Combination @ Base @ Top 0 Base 0 Top 0 Base +D+H -0.010 -0.010 k 0.042 0.042 k 14.201 k +D+L+H 0.012 0.012 k 0.153 0.153 k 27.581 k +D+S+H -0.039 -0.039 k 0.044 0.044 k 24.791 k +D+0.750L+0.750S+H -0.015 -0.015 k 0.127 0.127 k 32.178 k D Only -0.010 -0.010 k 0.042 0.042 k 14.201 k �.. L Only 0.022 0.022 k 0.112 0.112 k 13.380 k S Only -0.028 -0.028 k 0.002 0.002 k 10.590 k FR c( o„, _ ,. fir . ..u . � _ Y� z- Fe \ QOg- :7156• 0o6g aster trcua Ati� . _ . � i dB G.r a_. _, . E � �,. Lic.#: KW-06006865 Licensee:CIDA INC. Description: Columns along Grid E Maximum Deflections forLoad Ceinbinafians , ,y , ' Load Combination Max.X-X Deflection Distance Max.Y-Y Deflection Distance +D+H 0.0646 in 14.597 ft -0.023 in 7.718 ft +D+L+H 0.0774 in 15.604 ft 0.077 in 17.114 ft +D+S+H 0.1617 in 14.430 ft -0.031 in 8.389 ft +D+0.750L+0.750S+H 0.1464 in 14.933 ft -0.054 in 7.047 ft D Only 0.0646 in 14.597 ft -0.023 in 7.718 ft L Only 0.0141 in 17.114 ft 0.071 in 17.114 ft S Only 0.0972 in 14.094 ft -0.011 in 15.436 ft Steel Section Properties : , HSS5x5x1/4 Depth = 5.000 in I x)c = 16.00 inA4 J = 25.800 inA4 S xx = 6.41 inA3 Width = 5.000 in R xx = 1.930 in Wall Thick = 0.250 in Zx = 7.610 inA3 Area = 4.300 inA2 I yy = 16.000 inA4 C = 10.500 inA3 Weight = 15.620 plf S yy = 6.410 inA3 R yy = 1.930 in Ycg = 0.000 in (7) ll Ok cLoad 1 111 :71N '-nc! 1 N =1 L� • Load2 5.00in Loads are total entered value.Arrows do not reflect absolute direction. 15895 SW 72ND AVENUE,SUITE 200 PORTLAND,OREGON 97224 TEL:503.226.1285 FAX:503.226.1670 E-MAIL:info@cidainc.com0 30161# ?al// t OG—. ao. H...ErTuaE �� ENT eRw� PaoJEcr NAME: 1. �� e � LKs PaoI ✓. No. SHEET F-10 TOLE: Br; DATE: 671.1/0 INTERItiRS IFi 641 I [71 -- ' 1,-4I6)</III/1,4q,Ki 1 6-h-2 0 r C � � r � � I � I —I- T , pt- tc I 1 rI T ±- I �a i NI X°a T � � a 3 4 �Gr = � _ , , I}- 4-55 r-r...x, _ 1-I,i- .,5 '_6. ,e,4Ewt,,t_el I + - , — f - : I 1- - -_ 1 _L 11 E I -+ I i -F t - 1 j �i I� �I i I I I- - I i - --- I I � ! ! ; � � i I ' �I -- 1111 i I j -- J I � I_ MIN IIIIIII1 i- M 1 I , : 1. Fll .. .x . .. '.!:-4'4'14'''''''''''''""'''':'''' -.'.. EWa1 a e t! t ''! ,t a 2rc -eVie:410 ,, f r � $ ,mi ' . , , , dl 1:1C'.7#:::-11(''1-060068-6-5r4::: " 1;* . ''. . w , 4L"cenSee .CIDA INC. Description: Floor Columns k KCode References,, Calculations per AISC 360-10, IBC 2012, CBC 2013,ASCE 7-10 Load Combinations Used :ASCE 7-10 ,General Jformati.r. ._ems, rr . t.,___ ,_ Steel Section Name: HSS5x5x1/4 Overall Column Height 12.0 ft Analysis Method: Allowable Strength Top&Bottom Fixity Top&Bottom Pinned Steel Stress Grade Brace condition for deflection(buckling)along columns: Fy:Steel Yield 46.0 ksi X-X(width)axis: E:Elastic Bending Modulus 29,000.0 ksi Unbraced Length for X-X Axis buckling=12.0 ft,K=1.0 Y-Y(depth)axis: Unbraced Length for Y-Y Axis buckling=12.0 ft,K=1.0 Ap$lied Loads Service loads entered.Load Factors will be applied for calculations. Column self weight included:187.440 lbs*Dead Load Factor AXIAL LOADS... Axial Load at 12.0 ft,Xecc=1.0 in,Yecc=1.0 in,D=3.480,L=13.040 k 3E;rSjGNSgflN1AF Y., , x, ,. .;. ,5.. t;, Bending&Shear Check Results PASS Max.Axial+Bending Stress Ratio = 0.3443 :1 Maximum SERVICE Load Reactions.. Load Combination +D+L+H Top along X-X 0.1147 k Location of max.above base 11.919 ft Bottom along X-X 0.1147 k At maximum location values are... Top along Y-Y 0.1147 k Pa:Axial 16.707 k Bottom along Y-Y 0.1147 k Pn/Omega:Allowable 81.448 k 0 Ma-x:Applied 1.367 k-ft Maximum SERVICE Load Deflections... Mn-x/Omega:Allowable 17.468 k-ft Along Y-Y 0.04777 in at 7.007ft above base Ma Applied for load combination:+D+L+H Y pP 1.367 k-ft Mn-y/Omega:Allowable 17.468 k-ft Along X-X 0.04777 in at 7.007ft above base for load combination:+D+L+H PASS Maximum Shear Stress Ratio= 0.003463 :1 Load Combination +D+L+H Location of max.above base 0.0 ft At maximum location values are... Va:Applied 0.1147 k Vn/Omega:Allowable 33.124 k Load Combination Results ` r,,, Maximum Axial+Bending Stress Ratios Maximum Shear Ratios Load Combination Stress Ratio Status Location Stress Ratio Status Location +D-FH 0.055 PASS 11.92 ft 0.001 PASS 0.00 ft +D+L+H 0.344 PASS 11.92 ft 0.003 PASS 0.00 ft Maximum"Reactions s ;µ _ _ Note:Only non-zero reactions are listed. X-X Axis Reaction Y-Y Axis Reaction Axial Reaction Load Combination @ Base @ Top 4 Base @ Top @ Base +D+H -0.024 -0.024 k -0.024 -0.024 k 3.667 k +D+L+H -0.115 -0.115 k -0.115 -0.115 k - 16.707 k D Only -0.024 -0.024 k -0.024 -0.024 k 3.667 k L Only -0.091 -0.091 k -0.091 -0.091 k 13.040 k j i:00:k n tteflections for,Load Combtnallors ,. ,,---,,..,,,,,..t..,....-, r. Load Combination Max.X-X Deflection Distance Max.Y-Y Deflection Distance +D+H 0.0101 in 7.007 ft 0.010 in 7.007 ft 0 +D+L+H 0.0478 in 7.007 ft 0.048 in 7.007 ft D Only 0.0101 in 7.007 ft 0.010 in 7.007 ft L Only 0.0377 in 7.007 ft 0.038 in 7.007 ft teat Section xoper to ',. .,.'if. HSS5x5x1/4 ;IT tee i(e A41ca(ki1130 00 i e ate. •I as r etu m(cam ..>, it „,. 3 ..r?. ....,,.„. 4e,x.-„ _,e., a- . > �v. .>.x.._. .. . ,,. .a-., ...0-,.a.',..- r. '.. - -.zz .R(• .9: i - U CE '� p . 4 Lic.# KW-06006865 Licensee:CIDA INC. Description: Floor Columns Steel Section Properties u . )1HSS5x5x1/4 Depth = 5.000 in I xx = 16.00 inA4 J = 25.800 inA4 S xx = 6.41 inA3 Width = 5.000 in R xx = 1.930 in Wall Thick = 0.250 in Zx = 7.610 inA3 Area = 4.300 inA2 I yy = 16.000 inA4 C = 10.500 inA3 Weight = 15.620 plf S yy = 6.410 inA3 R yy = 1.930 in Ycg = 0.000 in t6I201, I Load c 9 OI x O col s x I I ' � I Y 5.00in Loads are total entered value.Arrows do not reflect absolute direction. 15895 SW 72ND AVENUE,SUITE 200 4 PORTLAND,OREGON 97224 TEL:503.226.1285 FAX:503.226.1670 0E-MAIL:info@cidainc.com ® ARCHITECTURE Zr yrs L� O r l 3 0I 8 0 Z 1(3 EN,INEEPI,, PROJECT NAME: ! PROJ.No. + SHEET iPLANNING TITLE: BY: R N H DATE: 1NTEP 10 R: T T 61r er 4-c ICo la a� 4ird !cornne fist 1 �- ! , , P' = (a 01 3 3Rilc/17, if k� 1 1 , , 1 , 1 N /1! . '� I - 0 5 17, 11'2 ,7 k, } ' � pi 1 T T Tiber E i � T l Il IS1T riFm IT�1I `'J -h^v_6f OK xGrimt S,55 S; l Z r j �C L A '72 ! 2-7 Ca10O_o si' 3t22' r 4.�mkl pt p w ! I j 1 � 3Jy'7"1` I �i.?5, � I T.. 5.� 1(Y # 03 2075- 3C 0430.0.4 ,35- viiti �T MN T I - ! ! 1I I 1 1 all ! i 1AI �- -I ! i � 0.73 1/.03 r f I I ! --1 -L___ I I -4 - 1 I � I -h-- I 1 I 1 - - FI' �, � 0 t�� f �,,��+# �t OEt testae�Coofiiua�ft tnicur ice 'ic.#e KW-06006865 ¢..::,,.. . >. .., ... ; �5 � 0 B ,1, 1w6*6 1 Licensee:CIDA INC. Description: Columns along Grid E with girder Code Referencesy r, _. .s,; ,. .f r ., .,. . Calculations per AISC 360-10, IBC 2012, CBC 2013,ASCE 7-10 Load Combinations Used:ASCE 7-10 General tlIt9(mation: r Steel Section Name: HSS5x5x1/4 Overall Column Height 25.0 ft Analysis Method: Allowable Strength Top&Bottom Fixity Top&Bottom Pinned Steel Stress Grade Brace condition for deflection(buckling)along columns: Fy:Steel Yield 46.0 ksi X-X(width)axis: E:Elastic Bending Modulus 29,000.0 ksi Unbraced Length for X-X Axis buckling=12 ft,K=1.0 Y-Y(depth)axis Fully braced against buckling along Y-Y Axis Applied Loa(,(S,F_ , , g „, �' Service loads entered.Load Factors will be applied for calculations. Column self weight included:390.50 lbs*Dead Load Factor AXIAL LOADS... Short Roof:Axial Load at 22.0 ft,Xecc=8.50 in,Yecc=0.50 in,D=8.030,S=9.390 k .M1. N SUMMAMtiall A ri .. Bending&Shear Check Results PASS Max.Axial+Bending Stress Ratio = 0.8032 :1 Maximum SERVICE Load Reactions.. Load Combination +D+S+H Top along X-X 0.4936 k Location of max.above base 21.980 ft Bottom along X-X 0.4936 k At maximum location values are... Top along Y-Y 0.02903 k Pa:Axial 17.811 k Bottom along Y-Y 0.02903 k Pn/Omega:Allowable 81.448 k c Ma-x:Applied 0.6381 k-ft Maximum SERVICE Load Deflections... Mn-x/Omega:Allowable 17.468 k-ft Along Y-Y 0.1023 in at 14.262ft above base for load combination:+D+S+HMaY Applied 10.849 k-ft Mn-y/Omega:Allowable 17.468 k-ft Along X-X 1.740 in at 14.262ft above base for load combination:+D+S+H PASS Maximum Shear Stress Ratio= 0.01490 :1 Load Combination +D+S+H Location of max.above base 0.0 ft At maximum location values are... Va:Applied 0.4936 k Vn/Omega:Allowable 33.124 k Load Combination Results, Maximum Axial+Bending Stress Ratios Maximum Shear Ratios Load Combination Stress Ratio Status Location Stress Ratio Status Location +D+H 0.355 PASS 21.98 ft 0.007 PASS 0.00 ft +D+L+H 0.355 PASS 21.98 ft 0.007 PASS 0.00 ft +D+S+H 0.803 PASS 21.98 ft 0.015 PASS 0.00 ft +D+0.750L+0.750S+H 0.664 PASS 21.98 ft 0.013 PASS 0.00 ft M um eactions a?a� �_��, �� s_� Note:Only non-zero reactions are listed. X-X Axis Reaction Y-Y Axis Reaction Axial Reaction Load Combination @ Base CO Top @ Base @ Top @ Base +D+H -0.228 -0.228 k -0.013 -0.013 k 8.421 k +D+L+H -0.228 -0.228 k -0.013 -0.013 k 8.421 k +D+S+H -0.494 -0.494 k -0.029 -0.029 k 17.811 k +D+0.750L+0.750S+H -0.427 -0.427 k -0.025 -0.025 k 15.463 k D Only -0.228 -0.228 k -0.013 -0.013 k 8.421 k L Only k k k S Only -0.266 -0.266 k -0.016 -0.016 k 9.390 k �x nu,n oeffections for1Lo d Co tiattoi , Load Combination Max.X-X Deflection Distance Max.Y-Y Deflection Distance +D+H 0.8019 in 14.262 ft 0.047 in 14.262 ft !FI � ,� e � ,CMT:n' i CO i+lutes t�..�� aster an1Srtre't 1 ee6� -,--,',--,11,,:,,,,,,,,,,, � J1 , s _ .ar.3.i ,, �E€t s C. O'`19• 4 .1,0;06'6', . , .:. a't tic.#:KW-06006865 Licensee. CIDA INC. Description: Columns along Grid E with girder Maximum RDeflections for Load Coi binations ,, ,.-..,,,,.*.r.:-,,,-j% Load Combination Max.X-X Deflection Distance Max.Y-Y Deflection Distance +D+L+H 0.8019 in 14.262 ft 0.047 in 14.262 ft +D+S+H 1.7397 in 14.262 ft 0.102 in 14.262 ft +D+0.750L+0.750S+H 1.5052 in 14.262 ft 0.089 in 14.262 ft D Only 0.8019 in 14.262 ft 0.047 in 14.262 ft L Only 0.0000 in 0.000 ft 0.000 in 0.000 ft S Only 0.9378 in 14.262 ft 0.055 in 14.262 ft •Steel Section Properties , w HSS5x5x1/4 Depth = 5.000 in I xx = 16.00 in^4 J = 25.800 in^4 S xx = 6.41 in^3 Width = 5.000 in R xx = 1.930 in Wall Thick = 0.250 in Zx = 7.610 inA3 Area = 4.300 inA2 I yy = 16.000 in^4 C = 10.500 in^3 Weight = 15.620 plf S yy = 6.410 in^3 R yy = 1.930 in Ycg = 0.000 in 00 �a � 0k 1 c � Load 1 g1 0 X Ni u I II L. 'il.; =i Y 5 OOin Loads are total entered value.Arrows do not reflect absolute direction. F16 � � � �, -16VA:i""�.;TA r �l0 e �aFe�oar�� 'tee' a t ctu"`i� �,A Lrc.# KW-06006865 .O . s..� ,_� , x.�_- n �" 1, t Licensee:CIDA INC. Description: Columns along Grid E with girder es, C,ode,Referenc = n z,.... _ dam._. . Calculations per AISC 360-10, IBC 2012, CBC 2013,ASCE 7-10 Load Combinations Used:ASCE 7-10 EII.410#006iWilitaaaiDittUAll4Z16 Steel Section Name: HSS5x5x1/4 Overall Column Height 25.0 ft Analysis Method: Allowable Strength Top&Bottom Fixity Top&Bottom Pinned Steel Stress Grade Brace condition for deflection(buckling)along columns: Fy:Steel Yield 46.0 ksi X-X(width)axis: E:Elastic Bending Modulus 29,000.0 ksi Unbraced Length for X-X Axis buckling=12 ft,K=1.0 Y-Y(depth)axis: Fully braced against buckling along Y-Y Axis Applied Loadg , a_. Service loads entered.Load Factors will be applied for calculations. Column self weight included:390.50 lbs*Dead Load Factor AXIAL LOADS... Short Roof:Axial Load at 22.0 ft,Xecc=8.50 in,Yecc=0.50 in,D=8.030,S=9.390 k High roof:Axial Load at 25.0 ft,D=4.0,S=4.0 k short Floor drag beam:Axial Load at 12.0 ft,Yecc=-2.50 in,D=2.30,L=5.110 k short Floor drag beam:Axial Load at 12.0 ft,Yecc=2.50 in,D=5.020,L=10.280 k short Roof drag beam:Axial Load at 20.780 ft,D=2.80,L=1.780 k fl,01.01t S ANARYA, OVA V i r.4 Bending&Shear Check Results PASS Max.Axial+Bending Stress Ratio = 0.8979 :1 Maximum SERVICE Load Reactions.. / Load Combination +D+S+H Top along X-X 0.4936 k Location of max.above base 21.980 ft Bottom along X-X 0.4936 k At maximum location values are... Top along Y-Y 0.08010 k Pa:Axial 25.811 k Bottom along Y-Y 0.08010 k Pn/Omega:Allowable 81.448 k Max:Applied 0.5697 k-ft Maximum SERVICE Load Deflections... Mn-x/Omega:Allowable 17.468 k-ft Along Y Y 0.09528 in at 11.409 ft above base May:Applied 10.849 k-ft for load combination:+D+S+H Mn-y/Omega:Allowable 17.468 k-ft Along X-X 1.740 in at 14.262ft above base for load combination:+D+S+H PASS Maximum Shear Stress Ratio= 0.01490 :1 Load Combination +D+S+H Location of max.above base 0.0 ft At maximum location values are... Va:Applied 0.4936 k Vn/Omega:Allowable 33.124 k Load Combination Hest Rs,TM {. ` Maximum Axial+Bending Stress Ratios Maximum Shear Ratios Load Combination _ Stress Ratio Status Location Stress Ratio Status Location +D+H 0.437 PASS 11.91 ft 0.007 PASS 0.00 ft +D+L+H 0.673 PASS 11.91 ft 0.007 PASS 0.00 ft +D+S+H 0.898 PASS 21.98 ft 0.015 PASS 0.00 ft +D+0.750L+0.750S+H 0.866 PASS 11.91 ft 0.013 PASS 0.00 ft MaXunurl Rbaeti9ns Note:Only non-zero reactions are listed. X-X Axis Reaction Y-Y Axis Reaction Axial Reaction Load Combination @ Base @ Top @ Base @ Top @ Base +D+H -0.228 -0.228 k -0.036 -0.036 k 22.541 k 0 +D+L+H -0.228 -0.228 k -0.079 -0.079 k 39.711 k +D+S+H -0.494 -0.494 k -0.052 -0.052 k 35.931 k +D+0.750L+0.750S+H -0.427 -0.427 k -0.080 -0.080 k 45.461 k D Only -0.228 -0.228 k -0.036 -0.036 k 22.541 k L Only k -0.043 -0.043 k 17.170 k F17 ( `n'^iw�` / 'SSk�pp' ..''P `. r` '�„-z '� -`3,s� - _. � -ffi-�'- nac{o'Se'X <amf�"F'; /v�im�j, , ''s _r ,� v x" s ",mss•,--..` i- � i i 3� :r; a to . 1i§ , r,..v _»Rr,. ...,.s nr' a kT_r_ y„, A x _ j6„•-'6; it: a e e Lic.#: KW-06006865 Licensee.CIDA INC. Description: Columns along Grid E with girder 1VM?XitnuanReac- ----.--,,,%4a;,--,,,-%,,i sxx, s Note:Only non-zero reactions are listed. X-X Axis Reaction Y-Y Axis Reaction Axial Reaction Load Combination @ Base @ Top @ Base @ Top @ Base S Only -0.266 -0.266 k -0.016 -0.016 k 13.390 k Maximum Deflections for Load Combtnationls4$ 4 Load Combination Max.X-X Deflection Distance Max.Y-Y Deflection Distance +D+H 0.8019 in 14.262 ft 0.044 in 10.067 ft +D+L+H 0.8019 in 14.262 ft 0.054 in 8.221 ft +D+S+H 1.7397 in 14.262 ft 0.095 in 11.409 ft +D+0.750L+0.750S+H 1.5052 in 14.262 ft 0.085 in 9.564 ft D Only 0.8019 in 14.262 ft 0.044 in 10.067 ft L Only 0.0000 in 0.000 ft -0.027 in 17.114 ft S Only 0.9378 in 14.262 ft 0.055 in 14.262 ft ;:-,:- .$10,p1,,.50 tion Properties . , ff HSS5x5x1/4 Depth = 5.000 in I xx = 16.00 inA4 J = 25.800 inA4 S xx = 6.41 inA3 Width = 5.000 in R xx = 1.930 in Wall Thick = 0.250 in Zx = 7.610 inA3 Area = 4.300 inA2 I yy = 16.000 inA4 C = 10.500 inA3 Weight = 15.620 plf S yy = 6.410 inA3 R yy = 1.930 in Ycg = 0.000 in 0 _- Load 4 c: Load 1 = b Load El X q n of 'n 6i N II t 2 5.00in Loads are total entered value.Arrows do not reflect absolute direction. 15895 SW 72ND AVENUE,SUITE 200 < , ,_, PORTLAND,OREGON 97224 0 TEL:503.226.1285 FAX:503.226.1670 E-MAIL:info@cidainc.com ® ARCHITECTURE . dry EN INEERING PROJECT NAME: .y6i raw�C�i � 1 k1 PRO'. No. ) ! ifr° SHEET /�fF l PLANNING j( N �{ TITLE: BY: f�tY DATE: SI FF(}rg{fJ_' INTERIORS bra i f _�a r �o�f .��rG ' ' I T 1 ' ! rt1 ss r�,iu *or i I I �_ - - a-te§' Cdt- [ - , I � 21 0 k _ 3 �r ` q I.e RA' GaiI r D- rY , lJ i , I I I :-Cf 4� 0a Y s e ; , rt r � : 6'z rr i l K- I II / 2 G �27 0 2b) 1G 533 , , I , -" L X ---- -_-- _ -. T L__ TL o i eal 1 1 y r Gul- 6-rii p_i4a,) 1 q8,1plf 1 1 L I- Ii 6,75x ! 1� / ► i kro� i I'I I I j > L. I i II I II I I I I II 1 ! I 1 I —f-- — j II 1 1111111 ®i B " ` e"- '� Ile ddca 411310 i e me tater i s as e n tnictu a 6 : � .,. Kif .. wfg , 4 ,. ,�` ,. .. i t.g; qi_ Fg F! ,., . ' 6 8 ti - ....tensko •'-0 Lic.#: KW-06006865 Licensee:CIDA INC. Description: storefront ODCtte RENCES _. ._i ,.. ,. . ., Calculations per NDS 2012, IBC 2012, CBC 2013,ASCE 7-10 Load Combination Set:ASCE 7-10 Material Properties Analysis Method: Allowable Stress Design Fb-Tension 1,200.0 psi E:Modulus of Elasticity Load Combination ASCE 7-10 Fb-Compr 1,850.0 psi Ebend-xx 1,800.0ksi Fc-PrIl 1,650.0 psi Eminbend-xx 950.0 ksi Wood Species : DF/DF Fc-Perp 650.0 psi Ebend-yy 1,600.Oksi Wood Grade :24F-V4 Fv 265.0 psi Eminbend-yy 850.0ksi Ft 1,100.0 psi Density 31.20pcf Beam Bracing : Beam is Fully Braced against lateral-torsional buckling W(0.234) i i i + 4/ ' � �t," L,< �vv f f 4 '`^at" ��*.�" '��`*r�ae "� Vic '��u�'"F�+ f* ' 12.0 X 6.750 Span=16.0 ft Applied Loads_ yyy ,, Service loads entered. Load Factors will be applied for calculations. Uniform Load: W=0.2340, Tributary Width=1.0 ft DESIGNSUMilit4 Y,, . „ ,...� , . Desi•n N.G. Maximum Bending Stress Ratio = 0.308 1 Maximum Shear Stress Ratio = 0.046 : 1 Section used for this span 12.0 X 6.750 Section used for this span 12.0 X 6.750 fb:Actual = 591.64psi fv:Actual = 19.43psi psi :Allowable = 1,919.33psi Fv:Allowable = 424.00 Load Combination +D+0.60W+H Load Combination +D+0.60W+H Location of maximum on span = 8.000ft Location of maximum on span = 15.474 ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward Transient Deflection 0.627 in Ratio= 306<360 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.376 in Ratio= 510>=240. Max Upward Total Deflection 0.000 in Ratio= 0<240.0 Ov era 1 M. 0 Iµ ax/m,rfix Deflections' Load Combination Span Max."-"Defl Location in Span Load Combination Max."+"Deft Location in Span W Only 1 0.6269 8.058 0.0000 0.000 1/ekjic a .Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 1.872 1.872 Overall MINimum 0.842 0.842 +D+H +D+L+H +D+Lr+H 0 +D+S+H +D+0.750Lr+0.750L+H +D+0.750L+0.7505+H +D+0.60W+H 1.123 1.123 15895 SW 72ND AVENUE,SUITE 200 PORTLAND,OREGON 97224 < 0 TEL:503.226.1285 FAX:503.226.1670 _ E-MAIL:info@cidainc.com ,,ZHITE,IIIJAE 111 Infers IA e ROO I 11/1 PI 30 i ift02- F20 - ,i PROJECT NAME: Ro J.No. SHEET fti[ii p[qNNING TITLE: By: IK.NH DATE: P1/4146 INTFRIOPS 1 1 T ' J c n , 1 , t LI , 1 1 I I ! 1 I_ I I 1 ) ) Cs 1 6,f_ii,Ditt 1 J,41, 'V if- , -_, --, , ! , 1 1 _L l_ I i FK ' ' - -rfP I ! ' I i..-. - - - 1 1 T--,., ' T - „-4_ 1 , 1-i351t k`'t 1)(A` IS Ad 41u4-1-e, [ See kie-Xi i9 a ot e.• ,.11 _1 1 1 1 , 1 , _L_. ! 1 1 . I ' ' , _, r (NI I 1 t' ..._ I 1 — 1 : /1,ef i_ -- 1- - — T — I 'Lit) T - 1 1r _L , -f 1 , - -1- - - T -r! ! ! !— - 4- I 1 1__t -r - --,- --- -/-- T ' , 1 --r --- I '1-- -r _f - _t -I- T -I I ! , I —-1-• !--!--- - I- 4 _, 1 i - 4 - 1 ' 1 _ 1-- r- F F _i. , -'7.-.1,-- , _ / ..� t':„.,,._:7-„. FZ s 3 ` -- ' fy i °� 84 to t0�417:4r3,37.7 , c"+ -- w ._ i . V k ' .<a�� i ,r' � !n-i 1� i �'';i 'f0 . , 4Lic.#. KW-06006865 Licensee:CIDA INC.INC Description: store front-column wg-OQEREFERNC„ES `' 4 Calculations per AISC 360-10, IBC 2012,ASCE 7-10 Load Combination Set:ASCE 7-10 .Made Wa ''roperttes wkr fr ,,, , 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 W(1 87) W(0. 848) Span=25.583 ft �.Mv HSS5x5x3/8 A 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: W=0.7848 k @ 21.083 ft,(Top Beam) Point Load: W=1.870 k @ 12.0 ft,(Low Beam) x, DESS, NS fiMMARYA J x_ fi fw Desi•n N.G. tib- Maximum Bending Stress Ratio = 0.334: 1 Maximum Shear Stress Ratio= 0.020 : 1 Section used for this span HSS5x5x3/8 Section used for this span HSS5x5x3/8 Ma:Applied 8.134 k-ft Va:Applied 0.9143 k Mn/Omega:Allowable 24.331 k-ft Vn/Omega:Allowable 45.601 k Load Combination +D+0.60W+H Load Combination +D+0.60W+H Location of maximum on span 11.987ft Location of maximum on span 21.124 ft Span#where maximum occurs Span#1 Span#where maximum occurs Span#1 Maximum Deflection Max Downward Transient Deflection 2.163 in Ratio= 141<360 Max Upward Transient Deflection P -2.163 in Ratio= 141 <360 Max Downward Total Deflection 1.302 in Ratio= 236<240.0 Max Upward Total Deflection -1.302 in Ratio= 236<240.0 Maxi titifi forces iStresses fomb r toad Cainatio1W 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+0.60W+H Dsgn.L= 25.58 ft 1 0.334 0.020 8.13 8.13 40.63 24.33 1.00 1.00 0.91 76.15 45.60 t3Y ratty 11ax�mum Deftest ans z Load Combination Span Max.""Defl Location in Span Load Combination Max."+"Defl Location in Span 1 0.0000 0.000 -W -2.1707 12.865 /IceCtI9.0 },f i , Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum -1.131 -1.524 Overall MINimum -0.679 -0.914 +D+0.60W+H 0.679 0.914 +D-0.60W+H -0.679 -0.914 W Only 1.131 1.524 0 W -1.131 -1.524 CIDA INTERSTATE ROOFING RNH TEL: (503)226-1285 130184.01 FAX: (503)226 1670 7/7/2016 (7) WIND LOADS: 2014 OSSC/2012 IBC Location: Portland, OR 97224 Project: 130184.01 - Inerstate Roofing WIND LOAD NORTH/SOUTH DIRECTION: BASED ON 2012 IBC/ASCE7-10 L := 127ft Building length h := 29ft B := 110ft Building width V3s := 120 Exposure B RISK CATEGORY II Kd := 0.85 Kh := 0.709 G := 0.85 Kzt := 1.0 qz := 0.00256•Kh•Kz.Kd•V3s2•psf WALLS -MWFRS -NORTH/SOUTH: Cpwindward 0.8 Cpleeward —0.47 GCpi := 0.18 B = 1.15 Pwindwardl := gz'(G'Cpwindward — GCpi) Pwindwardl = 11.11 psf Pwindward2 qz'(G•Cpwindward + GCpi) Pwindwardl = 19,11 psf { Pleewardl gz'(G'Cpleeward— GCpi) Pleewardl = —12.87psf Pleeward2 qz'(G'Cpleeward+ GCpi) Pleewardl = —4.88 psf 'net Pwindwardl Pleewardl (LRFD)— Pnet = 23.98psf WIND LOAD EAST/WEST DIRECTION: BASED ON 2012 IBC/ASCE7-10 WALLS -MWFRS -EAST/WEST: Cpwindward 0.8 Cpleeward —0.5 GCpi := 0.18 = 0.87 Pwindwardl qz•(G'Cpwindward — GCpi) Pwindwardl = 11.11 psf Pwindward2 := qz'(G'Cpwindward + GCpi) Pwindward2 = 19.11 psf Pleewardl gz'(G'Cpleeward — GCpi) Pleewardl = —13.44 psf Pleeward2 qz'(G•Cpleeward + GCpi) Pleeward2 = —5.44 psf Pnet Pwindwardl Pleewardl (LRFD)— Pnet = 24.55 psf E:\adcadd\13\0184.00 Interstate Roofing Master Plan\Structural\Lateral Design Values-Wind.mcd • L . CIDA INTERSTATE ROOFING RNH TEL: (503)226-1285 130184.01 FAX: (503)226 1670 7/7/2016 ROOF -MWFRS - NORTH/SOUTH -NORMAL TO RIDGE: 0 to h=29ft h h B = 0.26 L = 0.23 CproofWINDWARDl := -0.9 CproofLEEWARD1 -0.9 CproofWINDWARD2 -0.18 CproofLEEWARD2 -0.18 ProofLEEWARD1 g1z'(G.Cproof1_,EEWARD1 - GCpi) ProofLEEWARD1 = -20.99psf ProofLEEWARD2 gz'(G'CproofLEEWARD2+ GCpi) ProofLEEWARD2 = 0.6psf ProofWINDWARD1 = gz'(G.CproofWINDWARD1 - GCpi) ProofW1NDWARD1 = -20.99psf ProofWINDWARD2 Cif(G'CproofWINDWARD2 + GCpi) ProofW1NDWARD2 = 0.6psf h to 2h=58ft CproofWINDWARD1 -0.5 CproofLEEWARDI = -0.5 CproofWINDWARD2 -0.18 CproofLEEWARD2 -0.18 roofLEEWARD1 = g (G.0 roof1_,EEWARD) - GCpi) ProofLEEWARD1 = -13.44psf ProofLEEWARD2 gz'(G.CproofLEEWARD2+ GCpi) ProofLEEWARD2 = 0.6psf ProofWINDWARD1 := gz'(G.CproofWINDWARD1 - GCpi) ProofWINDWARD1 = -13.44psf ProofWINDWARD2 gz'(G.CproofWINDWARD2 + GCpi) ProofWINDWARD2 = 0.6psf 2h to L=127ft CproofWINDWARD1 -0.3 CproofLEEWARDI -0.3 CproofWINDWARD2 -0.18 CproofLEEWARD2 -0.18 ProofLEEWARDI gz'(G.CproofLEEWARD) - GCpi) ProofLEEWARD1 = -9.66psf ProofLEEWARD2 gz.(G.CproofLEEWARD2 + GCpi) ProofLEEWARD2 = 0.6psf ProofWINDWARD1 gz'(G'CproofWINDWARDI - GCpi) t -9.66 p ProofWINDWARD1 = sf ProofWINDWARD2 gz'(G.CproofWINDwARD2 + GCpi) ProofWINDWARD2 = 0.6psf E:\adcadd\13\0184.00 Interstate Roofing Master Plan\Structural\Lateral Design Values-Wind.mcd LL CI DA INTERSTATE ROOFING RNH TEL: (503)226-1285 130184.01 FAX: (503)226 1670 7/7/2016 C-1) PARAPET (MWFRS): Khparapet := 0.62 gparapet = 0.00256•Khparapet'Kzt'Kd'V3s2'hsf GCpnW1NDWARD 1.5 GCpnLEEWARD —1.0 PparapetWINDWARD := gparapet'GCpnWINDWARD PparapetWINDWARD = 29.14psf PparapetLEEWARD ciparapet'GCpnLEEWARD PparapetLEEWARD = —19.43psf PparapetNET PparapetWINDWARD— PparapetLEEWARD PparapetNET = 48.57 psf (LRFD) COMPONENTS AND CLADDING -STEPPED ROOF: V3s := 120 Exposure B RISK CATEGORY II Kd := 0.85 KhCC := 0.7 G := 0.85 Kzt := 1.0 GCpi := 0.18 gzcc 0.00256•KhccKzt•Kd'V3 s2•psf ROOF UPLIFT -COLUMNS: a := min(0.4•h,0.1•L) Acolumn trib 821 SF a = 11.6ft GCpzonelnegative —0.7 GCpzone2negative —0.82 C&C Zone 1: Pccl := gzcc'(GCpzoneinegative — GCpi) Pccl = —19.3psf Pcc2 gzcc'(GCpzonelnegative + GCpi) Pcc2 = —11.41 psf C&C Zone 2: Pccl := gzcc'(GCpzone2negative —GCpi) Pccl '21.93 psf Pcc2 = gzcc'(GCpzone2negative + GCpi) Pcc2 = —14.04psf 4 E:\adcadd\13\0184.00 Interstate Roofing Master Plan\Structural\Lateral Design Values-Wind.mcd u'( CIDA INTERSTATE ROOFING RNH TEL: (503)226-1285 130184.01 FAX: (503)226 1670 7/7/2016 PARAPET (COMPONENTS AND CLADDING): KhparapetCC = 0 7 gparapetCC0.00256•KhparapetCC'Kzt•Kd•V 3sz•psf GCpnZONE4AND5WINDWARDCC 1.92 GCpnZONE4LEEWARDCC := —1.4 GCpnZONE5LEEWARDCC —1.67 ZONE 4 PARAPET: Pparapet1ZONE4 gparapetCC•(GCpnZONE4AND5WINDWARDCC— GCpi) Pparapet1ZONE4 = 38.17psf Pparapet2ZONE4 gparapetCC'(GCpnZONE4AND5WINDWARDCC+ GCpi) Pparapet2ZONE4 = 46.06 psf Pparapet3ZONE4 gparapetCC•(GCpnZONE4LEEWARDCC— GCpi) Pparapet3ZONE4 = —34.66psf Pparapet4ZONE4 gparapetCC'(GCpnZONE4LEEWARDCC+ GCpi) Pparapet4ZONE4 = —26.76 psf Pnet zone4 Pparapet1ZONE4—Pparapet3ZONE4 Pnet zone4 = 72.82 psf ZONE 5 PARAPET: Pparapet1ZONE5 gparapetCC•(GCpnZONE4AND5WINDWARDCC— GCpi) Pparapet1ZONE5 = 38.17psf Pparapet2ZONE5 gparapetCC(GCpnZONE4AND5WINDWARDCC+ GCpi) Pparapet2ZONE5 = 46.06psf Pparapet3ZONE5 gparapetCC(GCpnZONE5LEEWARDCC— GCpi) Pparapet3ZONE5 = —40.58psf Pparapet4ZONE5 gparapetCC'(GCpnZONE5LEEWARDCC+ GCpi) Pparapet4ZONE5 = —32.68 psf Pnet zones Pparapet1ZONE5 —Pparapet3ZONE5 Pnet zone5 = 78.74psf E:\adcadd\13\0184.00 Interstate Roofing Master Plan\Structural\Lateral Design Values-Wind.mcd ,.....,..Fs. ,,.o,z ,.,. -_ �.�....�, .. -:,_.. «,� .,m.. CIDA INTERSTATE ROOFING RNH TEL: (503)226-1285 130184.01 FAX: (503)226 1670 7/7/2016 R ) N-S (MWFR) Pwindward2 19.11psf Pleeward2= 4.88psf PparapetWINDWARD 29.14psf PparapetLEEWARD 19.43psf PparapetNET 48.57psf short-*tall (21.475ft+ 3.525ft) WI := Pwindward2' 2 J PtWINDWARD' parape3.525ft WI =341.593 plf 25ft W2floor:= Pleeward2' 2 w2floor= 61 plf (3.525ft) 13ft W2roof Pwindward2' 2 J + PparapetNET'4ft+ Pleeward2'Z w2roof=259.681 plf w W1 + W2roof+W2floor w=662.275 plf short tall TM (21.475ft+ 3.525ft1 X11 Pleeward2'I 2 I + PparapetLEEWARD'3.525ft w1 = 129.491 plf 25ft W2floor 1 windward2'2 W2floor=238.875 plf W2roof Pleeward23.S�SftT'4ft+ Pwindward2' 12ft W2roof= '( 1 + PparapetNE327.096 plf W w1 + W2roof+ W2floor w= 695.462 plf AM ` - ^�- ,ri ,zs--�: K e .- - ,.:ate SI, �,,,rMr g .. . .. 4'-t: - - w..ss.»e.,*Oaaas wfw,ia ,.«. ae_—,a+ ..!ty. 4.44-'a`,;u�'4ai.-`a ss*s .,444:444.4,4444,4;444 44-44. «. Y..., .,,..... m ,,s..<ss.as .,wtsa. ,444.444,4 ,. s.2 `.:aa`.`A,._.+ussa.x,,,..'--tea- §YC,+Y. s...«.. 44444++. .s 15895 SW 72ND AVENUE,SUITE 200 4 , PORTLAND,OREGON 97224 TEL:503.226.1285 FAX:503.226.1670 0 E-MAIL: info@cidainc.com Pit FRCF;ITECTURE v1 }//� /� /� /14� / tN(.I:JEEMNA PROJECT NAME: 1- nfe-rSt Yi R04 ivl PROD. No. 13018'ito 1 SHEET L.G.{ PLANNING 1` i/ DATE: TITLE By: 6/g 6 INTERIORS -"-111 t i I ! ! f 1 1 1 � `I I _d �'R hZ NTl % F ► �wS n ) r 3,: i11.1 I 1 1 h 1� II�� { gr_ 1E1114 Z�' 1 1 , , 1' , , , = X11 , 44,44 �+wih� L 2�t I`f s� � �- �9�� I - - - -- - ' r� 1 1 - II 1 S'ill ' 64 II '.4)(2°/' ''211- ) :(11 2•Ft,kz4 itt)-01 a . r©.5 I rt i_, �1 p 12 �f l ; i 7 2, , , , . cv �7 R�� t 7 ,5 � � � - - ' , . il E_ v �' i of .„,,, _ _ _ t �� 68 s +/ `� + /tom,, -1G •n „, __ ; l L�b 1� �I 1 iL I 2 ii e.:Att..4253 ' 1�� p1 V 5f t I 1 :- T 1,____=i I i 1 i V K -I I — i—� (' J 1 1 I J. Z, — �� X I I,(. 4 58, 31 _, k _ie'- 13. yK �— ; 1 1 V 3 � t — H 1 — 1 1 iti\_.,_ 1 1 1 r 111 i 1 V 1311 2 i - ' V, -'Z, 71, j - 44441 NIII _ I I s._ --- LL7 = V * } ': '� 474 s " " = ` ddFi310 00 feistate oofingMasterPantStriictu Ic ec6` den ral n 1 s F(te ° ,_3 � s . «mss a.;._ £„r; . t. .., „ ' � n � A. . .e:3 + tfd6•fi-8 e��'A6 Lic.#: KW-06006865 Licensee:ClDA INC. Description: N-S wind-short roof General Beam properties=4.,t „ , _, s Elastic Modulus 29,000.0 ksi Span#1 Span Length = 110.0 ft Area= 10.0 inA2 Moment of Inertia = 100.0 in^4 i + (0.3791) i i W ir " span=nu.o n I gpplrtl Loads F, , Service loads entered.Load Factors will be applied for calculations. Uniform Load: W,=,0.3791 k/ft, Tributary Width=1.0 ft DESIGN SU,MAARY' Maximum Bending= 344.033 k-ft Maximum Shear= 12.510 k Load Combination +D+0.60W+H Load Combination +D+0.60W+H Location of maximum on span 55.000ft 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 434.080 in 3 Max Upward Transient Deflection 0.000 in 0 Max Downward Total Deflection 260.448 in 5 Max Upward Total Deflection 0,..:0, .000 in 0 Ma mu nForcos&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 Overall MAXimum Envelope Dsgn.L= 110.00 ft 1 344.03 344.03 12.51 +D+0.60W+H Dsgn.L= 110.00 ft 1 344.03 344.03 12.51 +0.60D+0.60W+0.60H Dsgn.L= 110.00 ft 1 344.03 344.03 12.51 Overall xirnum Deflec_trons ," Load Combination Span Max.°"Defl Location in�Span Load Combination Max."+"Defl Location in Span -- - -- --- --- — W Only 1 434.0799 55.550 0.0000 0.000 ilertical a tIot1S Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 20.851 20.851 Overall MINimum 12.510 12.510 +D+0.60W+H 12.510 12.510 +0.60D+0.60W+0.60H 12.510 12.510 W Only 20.851 20.851 � � r � men � �'r .�, , � ,f c7 e v.a�v ,..,,,,,,,,....,..,....«., -..v.s� N � ...w. �.r,n.wa.a IN...c.i.ao-a. ... ..+s x:.k .L_...a= . «.3. ,..... ..a..�,. Ltg � . too : ---15nls ni f' e' ladcadd130 a aa o86cd: ,e67 er6 V� h . .q _ - Licensee:CIDA INC. i � a` 1aB 1 Lie.#: KW-06006865 iDescription: N-S Wind-floor(grid 1-3sh) ,General Beam Properties„ .. Elastic Modulus 29,000.0 ksi Span#1 Span Length = 89.333 ft Area= 10.0 inA2 Moment of Inertia = 100.0 inA4 W(0.2584) ♦ lir ♦ i a Span=89.333 tt a AliedPt? PP .. o ds Service loads entered.Load Factors will be applied for calculations. Uniform Load: W=0.2584 k/ft, Tributary Width=1.0,, DESIGN S,-- .Y r Maximum Bending= 154.661 k-ft Maximum Shear= 6.925 k Load Combination +D+0.60W+H Load Combination +D+0.60W+H Location of maximum on span 44.667ft Location of maximum on span 89.333 ft Span#where maximum occurs Span#1 Span#where maximum occurs Span#1 Maximum Deflection Max Downward Transient Deflection 128.704 in 8 Max Upward Transient Deflection 0.000 in 0 (-:'::, Max Downward Total Deflection 77.222 in 13 Max Upward Total Deflection 0.000 in 0 laxmtam Forces&Stresses for Load Combinations'''f''":'`,--4-:-',1%'-t-,;','N, 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 Overall MAXimum Envelope Dsgn.L= 89.33 ft 1 154.66 154.66 6.93 +D+0.60W+H Dsgn.L= 89.33 ft 1 154.66 154.66 6.93 +0.60D+0.60W+0.60H Dsgn.L= 89.33 ft 1 154.66 154.66 6.93 Oy"11.M01.611.1m Dellectto s Load Combination Span Max."-°Defl Location in Span Load Combination Max."+"Defl Location in Span W Only 1 128.7039 45.113 0.0000 0.000 VBrt1 al Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 11.542 11.542 Overall MINimum 11.542 11.542 D Only W Only 11.542 11.542 t."', Wrerti x j:;': a # ,," i' '`rklU t s : 1 -`�` 4Flei E�r1Cr 131 : d Ste!P n�S 04, .��--1 e �a) B &1x00 I e tate o ,'3�".ssf�.�s� � -�+�., . �r._4 , � ��,,�,. a � ,.a:� .�.,�-,._z, ...._..:.., .t� �;,.� 4w..i 1w,:; G" ?..�0`• f3�tkfi•8.6;B,�.i,e1��3t, Lie.#:KW-06006865 Licensee.CIDA INC. Description: N-S wind-floor(grid 3ish-4) General Beam Pro ertres N .: N :;, Elastic Modulus 29,000.0 ksi Span#1 Span Length = 20.667 ft Area= 10.0 inA2 Moment of Inertia = 100.0 iM4 W(0.2584) ♦ ,i * , 2 Span=20.667 ft x, I Ap0110. oadS ._. Service loads entered.Load Factors will be applied for calculations. Uniform Load: W=0.2584 k/ft, Tributary Width=1.0 ft D IGN SUMMARY ._� ,f� aw.��_M , , ateEIP _.., Maximum Bending= 8.277 k-ft Maximum Shear= 1.602 k Load Combination +D+0.60W+H Load Combination +D+0.60W+H , Location of maximum on span 10.333ft 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 0.369 in 672 -Cr'-'-''' Max Upward Transient Deflection 0.000 in 0 Max Downward Total Deflection 0.221 in 1121 Max Upward Total Deflection 0.000 ' 0 m Maximum Forcest&_Stresses for load Go►nbtnationa' 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 Overall MAXimum Envelope Dsgn.L= 20.67 ft 1 8.28 8.28 1.60 +D+0.60W+H Dsgn.L= 20.67 ft 1 8.28 8.28 1.60 +0.60D+0.60W+0.60H Dsgn.L= 20.67 ft 1 8.28 8.28 1.60 QveraliMaxtmin Deflections . . , Load Combination Span Max.-"Defl Location in Span Load Combination Max."+"Defl Location in Span W Only 1 0.3687 10.437 0.0000 0.000 Vertical Reapflons Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 2.670 2.670 — — Overall MINimum 2.670 2.670 W Only 2.670 2.670 -r' .eM ' ,. Li.id era . 'I] � � a I rFile :.wdf13101 es to t " �:,asrir a : ; �� „� ,: � ,;,., x�w �� 4� :„ �� =,0;: a 9�- a=. jf1f6lt.hgV66Lic.#: KW-06006865 Licensee:CIDA INC. Description: N-S wind-tat roof General,Beam Properties Elastic Modulus 29,000.0 ksi Span#1 Span Length = 110.0 ft Area= 10.0 inA2 Moment of Inertia = 100.0 in^4 + W(0.2535) i i i i Span=11U.Un Apel 4oath M Service loads entered.Load Factors will be applied for calculations. Uniform Load: W=0.2535 k/ft, Tributary Width=1.0 ft aximum 230.0 M Load Combination lBending +D 0 60W5H k-ft MaximumLoad Combination +D+O.0W+H 8.366 k Location of maximum on span 55.000ft 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 290.264 in 4 Max Upward Transient Deflection 0.000 in 0 MIC.C,i) ax Downward Total Deflection 174.159 in 7 Max Upward Total Deflection 0.000 in 0 i Ma>im,ujn Forces,&Stresses for Load Combteations 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 Overall MAXimum Envelope Dsgn.L= 110.00 ft 1 230.05 230.05 8.37 +D+0.60W+H Dsgn.L= 110.00 ft 1 230.05 230.05 8.37 +0.60D+0.60W+0.60H Dsgn.L= 110.00 ft 1 230.05 230.05 8.37 Overall Maxrrrtum Deflections Load Combination Span Max."2 Defl Location in Span Load Combination Max."+"Defl Location in Span W Only 1 290 2644 55.550 0.0000 0.000 Vei0idal Re Ctions,° Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 —Overall MAXimum 13.943 13.943 Overall MINimum 8.366 8.366 +D+0.60W+H 8.366 8.366 W Only 13.943 13.943 zx � ir. .may ' �. ,�` ^- IIIIWTIY 'Z* '""x"` -.vv x� : �_ e.. _ �. a, �,.,�,_ ....,„...i_:.�x,Y_,: ,. ._.,..a,ter.:. .-, ....,.,,>-,.M ,..,, r,. �.-� , v,..�..,»� 15895 SW 72ND AVENUE,SUITE 200 II, PORTLAND,OREGON 97224 TEL:503.226.1285 FAX:503.226.1670 E-MAIL:info@cidainc.com PI PRC41TECi URE T �^ �j[� /� ) t, EN PROJECT NAME: I-6YSfGC fi in3 PRO. No. I -�CI)T� !,02 SHEET +-1.. I I PLANNING R /{�'yr 2 / TITLE: BY: _ 1 V 1 DATE: �j/I f� INTERIORS T jI E 1 Y �(U�r d ) ! gid` ' _ _ � 1� (Niw�� ' �.s T I 1 T ara I W z3,�g '� - +(46 c1/ ,LX ;20. T T fi ' '( i q'. .01(-i)(i1-01)='' It 615 6 plc 1 I IF-__ r 4 2, q 2;..:?` + k06: X4; _. I. I _ I _ I T r trt, A i ”. A /1/4 41 I 1- 4 ' i i I I --+ + — _ 12-1415 K - �_ _ TT 1 Iisb Vz -'- L1.11 IC It t- _ —1-- I I 11 � � i I i I I ' � I , I I I I i I I 1 j I IV I 1 i T �- ISO 6,4o K , U 1 1 F T _ I I I I • * .� '-d'''' "�"� ,,.fix � '' �, �� `, 111 2. cz.---1,-..;z:" CMmeB ,3xE.,giyi--,zsSitz - A xx . � �ar 1. a�-� � iE�"w"" ;3 8407 2tO,O, .76: Ite�- IarrStnCh r - fi ' pp _„Sv.... , .yj.;a;.is xri :, s * E ;fi �„,, ,,, €8 JE.Ftc#,j..r 83- i 6 06 Lic.# KW-06006865 Licensee:CIDA INC. Description: E-W wind-short roof Generaf,BQam li?roperifes5 „ s Elastic Modulus 29,000.0 ksi Span#1 Span Length = 96.0 ft Area= 10.0 inA2 Moment of Inertia = 100.0 inA4 W(0.4552) x Span=96.0 n a {,p lied Lc ads Service loads entered.Load Factors will be applied for calculations Load for Span Number 1 Uniform Load: W=0.4552 k/ft,Extent=0.0--»96.0 ft, Tributary Width=1.0 ft DES1GN SLIMY _ ._ Maximum Bending= 314.634 k-ft Maximum Shear= 13.110 k Load Combination +D+0.60W+H Load Combination +D+0.60W+H Location of maximum on span 48.000ft Location of maximum on span 0.000 ft Span#where maximum occurs Span#1 Span#where maximum occurs Span#1 Maximum Deflection (-_,',7„,,N Max Downward Transient Deflection 302.366 in 3 Max Upward Transient Deflection 0.000 in 0 Max Downward Total Deflection 181.419 in 6 Max Upward Total Deflection 0.000 in 0 Ma*1fljW 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 Overall MAXimum Envelope Dsgn.L= 96.00 ft 1 314.63 314.63 13.11 +D+H Dsgn.L= 96.00 ft 1 -0.00 +D+L+H Dsgn.L= 96.00 ft 1 -0.00 +D+Lr+H Dsgn.L= 96.00 ft 1 -0.00 +D+S+H Dsgn.L= 96.00 ft 1 -0.00 +D+0.750Lr+0.750L+H Dsgn.L= 96.00 ft 1 -0.00 +D+0.750L+0.750S+H Dsgn.L= 96.00 ft 1 -0.00 +D+0.60W+H Dsgn.L= 96.00 ft 1 314.63 314.63 13.11 +D+0.70E+H Dsgn.L= 96.00 ft 1 -0.00 +D+0.750Lr+0.750L+0.450W+H Dsgn.L= 96.00 ft 1 235.98 235.98 9.83 +D+0.750L+0.7505+0.450W+H Dsgn.L= 96.00 ft 1 235.98 235.98 9.83 +D+0.750L+0.750S+0.5250E+H ' Dsgn.L= 96.00 ft 1 -0.00 +0.60D+0.60W+o.60H Dsgn.L= 96.00 ft 1 314.63 314.63 13.11 dJ.60D+0.70E+0.60H Dsgn.L= 96.00 ft 1 -0.00 leir:in .r;i i'''':IirtitifTi6t10t1S 4 , y ., " 4 Load Combination Span Max."-"Defl Location in Span Load Combination Max."+"Defl Location in Span LLl3 -Zs.'" � r,3 ? a s�x' �. e 'Ue Eras dd113�01 _ •o � Lic.#: KW-06006865 Licensee:CIDA INC. Description: E-W wind-short roof �► t�a �@8CtiOns Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 21.850 21.850 Overall MINimum 9.832 9.832 +D+H +D+L+H +D+Lr+H +D+S+H +D+0.750Lr+0.750L+H +D+0.750L+0.750S+H +D+0.60W+H 13.110 13.110 +D+0.70E+H +D+0.750Lr+0.750L+0.450W+H 9.832 9.832 +D+0.750L+0.750S+0.450W+H 9.832 9.832 +D+0.750L+0.750S+0.5250 E+H +0.60D+0.60W+0.60H 13.110 13.110 +0.60D+0.70E+0.60H D Only Lr Only L Only S Only W Only 21.850 21.850 E Only H Only '�-ham x *2 re'" a `�.i,% .., ,"a` mow'�»' tea ' , ;" 7 w7.* ;s gk. ., ,' ra.�s - `-1 LL I`f r*Wvk-14p.ea1 �+ �- �,�� °" ��r' ' Ie�E1adC3�;e 3�0$4.OQ ers. 'oofUlg f ste laRlStri7gU "`ICeC6 ... _, I,:,r,v T!, "�:.z �;..4t:,77,F,_ ..'. b ..a ,. , 'd5� t ,� >;-+S g . ,`� 3 li r1.st,?Y UI,. ;l 6 ems.,, • 'f,:itr:.o.r.f:r*1 .. Lic.#: KW-06006865 Licensee:CIDA INC. Description: E-W wind floor General Beam,Properties l 'x, i l, h.._ Elastic Modulus 29,000.0 ksi Span#1 Span Length = 31.0 ft Area= 10.0 inA2 Moment of Inertia = 100.0 inM W(0.40531 C, + i 2 Span=31.0ft R Applied LOaaS s , .. ._ ,r , _, ,., Service loads entered. Load Factors will be applied for calculations. Uniform Load: W=0.4053 k/ft, Tributary Width=1.0 ft DESIGN SUMMARY, r �__3�� ..,.��.. stn_. - '�.�M 4= t Maximum Bending= 29.212 k-ft Maximum Shear= 3.769 k Load Combination +D+0.60W+H Load Combination +D+0.60W+H Location of maximum on span 15.500ft Location of maximum on span 0.000 ft Span#where maximum occurs Span#1 Span#where maximum occurs Span#1 ' Maximum Deflection Max Downward Transient Deflection 2.927 in 127 Max Upward Transient Deflection 0.000 in 0 Max Downward Total Deflection 1.756 in 211 Max Upward Total Deflection 0.000 in 0 Max mute forces&Stresses for.�oad Corr►binattons Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span# M V Mmax+ Mmax- Ma-Max Mnx Mnx/Omega Cb Rm Va Max Vnx Vnx/Omega Overall MAXimum Envelope Dsgn.L= 31.00 ft 1 29.21 29.21 3.77 +D+H Dsgn.L= 31.00 ft 1 -0.00 +D+L+H Dsgn.L= 31.00 ft 1 -0.00 +D+Lr+H Dsgn.L= 31.00 ft 1 -0.00 +D+S+H Dsgn.L= 31.00 ft 1 -0.00 +D+0.750Lr+0.750L+H Dsgn.L= 31.00 ft 1 -0.00 +D+0.750L+0.750S+H Dsgn.L= 31.00 ft 1 -0.00 +D+0.60W+H Dsgn.L= 31.00 ft 1 29.21 29.21 3.77 +D+0.70E+H Dsgn.L= 31.00 ft 1 -0.00 +D+0.750Lr+0.750L+0.450W+H Dsgn.L= 31.00 ft 1 21.91 21.91 2.83 +D+0.750 L+0.750 S+0.450 W+H Dsgn.L= 31.00 ft 1 21.91 21.91 2.83 +D+0.750L+0.750S+0.5250E+H Dsgn.L= 31.00 ft 1 -0.00 +0.60D+0.60W+0.60H Dsgn.L= 31.00 ft 1 29.21 29.21 3.77 C)0.60D+0.70E+0.60H Dsgn.L= 31.00 ft , 1 -0.00 !►ll _ 0-1:1:$ #ions'�b.. _ .', x,. ,�� Load Combination Span Max."-"Deft Location in Span Load Combination Max."+"Defl Location in Span W Only 1 2.9273 15.655 0.0000 0.000 LLI5 '711F-T'' ' r ate ladca l 310184 00 I er t i nogoo i . ralBea c'� f � t ester IanlStturalcec6� Lic.#: KW-06006865 pont Licensee:CIDA INC. Description: E-W wind-floor Vertical Reactions a; Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 6.282 6.282 Overall MINimum 2.827 2.827 +D+H +D+L+H +D+Lr+H +D+S+H +D+0.750Lr+0.750L+H +D+0.750L+0.7505+H +D+0.60W+H 3.769 3.769 +D+0.70E+H +D+0.750Lr+0.750L+0.450W+H 2.827 2.827 +D+0.750L+0.750S+0.450W+H 2.827 2.827 +D+0.750L+0.7505+0.5250E+H +0.60D+0.60W+0.60H 3.769 3.769 +0.60D+0.70E+0.60H D Only Lr Only L Only S Only W Only 6.282 6.282 E Only H Only r h r.'S ,'� fi ' f MS p m-w, .;�- -b`h 1 �, t5 a" ,T. '`t A. , r- x-, F�.r 5 F LLI6 t,,,,,,,,,,,"'` ® -,-;;,207 ,; f - ' ,. .i ', i F e fades+°1,1310 `a e n rstat'e F3acfng Maste [ _tructu !Neat ,7: A.,--P:44,-.PAPc ,,..;:1,70;304041:44X-Ft' - �s ,.... , :M ;" c E. 4L;"1k{. '9'``Z0t6Bg1,d6 6,:87 �6 ,61e Lie.# KW-06006865 Licensee.CIDA INC. Description: E-W wind-tall roof Get eral,Beam,Pr operties0a g - Elastic Modulus 29,000.0 ksi Span#1 Span Length = 31.0 ft Area= 10.0 inA2 Moment of Inertia = 100.0 inM W(0.3868) + + i Span=31.0ft `i t xe_ Appjied Loads , Service loads entered.Load Factors will be applied for calculations. Load for Span Number 1 Uniform Load: W=0.3868 k/ft,Extent=0.0--»31.0 ft, Tributary Width=1.0 ft DFSIGN SUMMARY Maximum Bending= 27.879 k-ft Maximum Shear= 3.597 k Load Combination +D+0.60W+H Load Combination +D+0.60W+H Location of maximum on span 15.500ft 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 2.794 in 133 Max Upward Transient Deflection 0.000 in 0 '' Max Downward Total Deflection 1.676 in 221 Max Upward Total Deflection 0.000 in 0 Maxton Forces&,Stresses,for Load Cambtnations_ . 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 Overall MAXimum Envelope Dsgn.L= 31.00 ft 1 27.88 27.88 3.60 +D+H Dsgn.L= 31.00 ft 1 -0.00 +D+L+H Dsgn.L= 31.00 ft 1 -0.00 +D+Lr+H Dsgn.L= 31.00 ft 1 -0.00 +D+S+H Dsgn.L= 31.00 ft 1 -0.00 +D+0.750Lr+0.750L+H Dsgn.L= 31.00 ft 1 -0.00 +D+0.750L+0.750S+H Dsgn.L= 31.00 ft 1 -0.00 +D+0.60W+H Dsgn.L= 31.00 ft 1 27.88 27.88 3.60 +D+0.70E+H Dsgn.L= 31.00 ft 1 -0.00 +D+0.750Lr+0.750L+0.450W+H Dsgn.L= 31.00 ft 1 20.91 20.91 2.70 +D+0.750L+0.750S+0.450W+H Dsgn.L= 31.00 ft 1 20.91 20.91 2.70 +D+0.750 L+0.7505+0.5250 E+H Dsgn.L= 31.00 ft 1 -0.00 +0.60D+0.60W+0.60H (-)0 Dsgn.L= 31.00 ft 1 27.88 27.88 3.60.60D+0.70E+O.60H Dsgn.L= 31.00 ft 1 -0.00 Load Combination Span Max."-°Defl Location in Span Load Combination Max."+"Defl Location in Span i x LL.17 e � �e ( 15 ft eR�•fi an tmc w�cecfi~ . eCIId6�6fi;tlflfieT tt t Lie.#:KW-06006865 Licensee:CIDA INC. Description: E-W wind-tall roof U2ttIC31 ReactI0t15 E Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 5.995 5.995 Overall MINimum 2.698 2.698 +D+H +D+L+H +D+Lr+H +D+S+H +D+0.750Lr+0.750L+H +D+0.750L+0.750S+H +D+0.60W+H 3.597 3.597 +D+0.70E+H +D+0.750Lr+0.750L+0.450W+H 2.698 2.698 +D+0.750L+0.750S+0.450W+H 2.698 2.698 +D+0.750L+0.750S+0.5250 E+H +0.60D+0.60W+0.60H 3.597 3.597 +0.60D+0.70E+0.60H D Only Lr Only L Only S Only W Only 5.995 5.995 E Only H Only a-•- 'a7w;r: t�r " `"` ^`Y " srt°'a - ate- + fir.. - ----,43M4,-,---,,,&.:--_,, r t 0 10a3 d i }ri�ju��DYL 5e15n41 . Li-101�Li-101VA N--5 0 © e (:: ''''' o-,cc o-,ec 8 U o-,tc m a tom,_ Z ti la tomo z 1.35Ktf Ave- kw ' Wroar=Z.Zx� WIoer= r(/f t(I wmf=r:3k F-1 r — .d a., /'\ ,l1, dVµoor=2.2 cif wpoor'_1'''• f lu r=;3.q Ktf floor 41f �'lctJr 3,02 k�(�' mons. mane i i MI i I o i I i a " I_ i i • i; i i i I I ! I 1 itIi I=> 1 II a II i i I i - ii........i I i - D i i a I I 1i I i i i j - II i D 1i a i i i i i i i - i D ! i Q I i i i i sq KIS' KIf y,Rluif s 2s 10-P ',:'`s, ` ,'` ,� tea: . . r- s " ' - ` - I '' t e 2 � „-- u.la Panel Panel Load to Panel Panel Panel# Width Area Diaphragm Panel# Width Area Load to Diaphragm 05roof 32 258 755 6roof 37 238 603.75 5floor 32 456 1336 6floor 37 382 968.46 9roof 32 288 844 19roof 22 184 773.60 9floor 32 423 1238 191100r 22 392 1649.58 internal roof load: 2282 internal roof load: 644.00 internal wall &ceiling load: 788 internal wall &ceiling load: 377 internal floor load: 3586 internal floor load: 1012.00 sumroof: 4669 3881 sumroof: 2398.30 1361.50 sumfloor: 6949 6161 sumfloor: 4006.99 2221.78 Panel Panel Roof Opening Opening Opening Opening Panel Load to Panel# Width Height Height Width Height Width Height Area Diaphragm 16 36.333 25 22.229 - - - - 650 1676.78 19 22 - - - - - - 392 1649.58 STUD 36.5 - - - - - - 734.00 241.32 internal roof load: 2258.93 sum: 5585.29 4177.03 Panel Panel Load to Panel Panel Panel# Width Area Diaphragm Panel# Width Area Load to Diaphragm 7roof 36 228 593.15 8roof 37 256 648.22 ,., 7floor 36 375.51 977.89 8floor 37 436 1103.56 f STUDroof 36.5 346.00 113.75 17& 18 36 348 906.51 roof STUDfioor 36.5 734.00 241.32 17& 18fioor 36 734 1912.24 internal roof load: 644.00 internal roof load: 644.00 internal floor load: 1012.00 internal floor load: 1012.00 sumroof: 2143.66 1350.90 sumroof: 2198.73 sumfioor: 3902.13 2231.21 sumfloor: 4027.80 3015.80 Panel Panel Roof Opening Opening Opening Opening Panel Load to Panel# Width Height Height Width Height Width Height Area Diaphragm 15 36 25 22.229 - - - - 500 1301.76 STUD 36.5 25 22.229 - - - - 507 166.63 internal roof load: 1698 internal wall &ceiling load: 471.48 internal wall &ceiling load: 333.20 sum: 4912.00 3637.86 sum: 3499.58 14 37 25 22.229 - - - - 514 1301.76 17& 18 36 - - - - - - 734 1912.24 internal roof load: 1698 OFinternal wall &ceiling load: 333.20 sum: 5245.19 - t" rf:a` ,- -',:,, r -'r'- h "� `, .t .-':,, z y .,,' --F c t ='��s" , `^ 3� ys-17,.- , -.4 :.. ,. �..a .,.a u,..«... d...,c,..,. ...,3.rte....,:,,,..;_,,,..,,„--,,,-,',,,:-...-z,,,,,.. 15895 SW 72ND AVENUE,SUITE 200 PORTLAND,OREGON 97224 TEL:503.226.1285 FAX:503.226.1670 0 E-MAIL:info@cidainc.comp` mo ARCHITECTURE .n�'�'`s-�a.-�e I •o/h}(} yt130 I!�1 OZ LZO ENGINEERING(: PROJECT NAME: V 1 PROJ. 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Description: N-S seismic-short roof General Beam,Propefties ..: ,_ , Elastic Modulus 29,000.0 ksi Span#1 Span Length = 110.0 ft Area= 10.0 inA2 Moment of Inertia = 100.0 inA4 i + + D(4.18) ' i * i i D(3.84)+ + iv I, 0(5.59) w span=mutt e Applied Loads = Service loads entered.Load Factors will be applied for calculations. Load for Span Number 1 Uniform Load: D=5.590 k/ft,Extent=0.0--»22.250 ft, Tributary Width=1.0 ft Uniform Load: D=3.50 k/ft,Extent=37.0--»52.833 ft, Tributary Width=1.0 ft Uniform Load: D=3.640 k/ft,Extent=52.463--»65.833 ft, Tributary Width=1.0 ft Uniform Load: D=4.180 k/ft,Extent=65.833--»110.0 ft, Tributary Width=1.0 ft Uniform Load: D=5.590 k/ft,Extent=22.250--»37.0 ft, Tributary Width=1.0 ft DESIGN SUMMARY; - ',''.--:,,,',,,--23' ��. — Maximum Bending= 6,428.685 k-ft Maximum Shear= 264.395 k Load Combination +D+H Load Combination +D+H Location of maximum on span 52.800ft 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 0.000 in 0 Max Upward Transient Deflection 0.000 in 0 Max Downward Total Deflection 4930.857 in 0 Max Upward Total Deflection 0.000 in 0 Maximum Forces&,Stresses for Load Combmatto„ns 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 Overall MAXimum Envelope Dsgn.L= 110.00 ft 1 6,428.68 6,428.68 264.39 +D+H Dsgn.L= 110.00 ft 1 6,428.68 6,428.68 264.39 Overall Maximum Deflections Load Combination Span Max.'="Defl Location in Span Load Combination Max."+"Defl Location in Span D Only 1 ###.#### 55.000 0.0000 0.000 Vertica=l Rea tions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 -- -- - -- --- -- Overall MAXimum 264.395 231.136 Overall MINimum 264.395 231.136 +D+H 264.395 231.136 D Only 264.395 231.136 CS Mflti�x ' Air) (4 q.26.6e"S K' ) - �1`7O. 7 IC'3 fi=t 0 ..,'._�.� �,..,§1t: ��.;,,,I ,...d,.„,.>',.:a, _z..v.....f.K-,..,. ,..,,.....,_=,,,<,.» .a»..,,,,,,,,,,,,,-1,_. .,..__. tom.,.,__. ,.,..,.w..,Hk ....�v.,.....,,�,,, _..e _.. ®"� e w ` ;: -4116 E a"caddl Si- UU,j e ale:7 ng aatte , n tri ur «Ic &x . ___ pax• � xw ��a''�.. �'E. f fix. ._ ,. .. C� - ' d baa t +7F Lic.#: KW-06006865 licensee:el r;;,, Description: N-S seismic-floor(grid 1-3ish) General Beam Propexties . .., , Elastic Modulus 29,000.0 ksi Span#1 Span Length = 89.333 ft Area= 10.0 inA2 Moment of Inertia = 100.0 inA4 I D(3.9) Ir iii + D(2.22) + i i i + + + Dc+3) + + D(2.23) i * * * + D(4.01) * * * * + x Span=89.33311 x I Applied Loads Service loads entered.Load Factors will be applied for calculations. Load for Span Number 1 Uniform Load: D=4.010 k/ft,Extent=0.0--»22.250 ft, Tributary Width=1.0 ft Uniform Load: D=2.230 k/ft,Extent=37.0--»65.833 ft. Tributary Width=1.0 ft Uniform Load: D=4.030 k/ft,Extent=73.0-->>89.333 ft, Tributary Width=1.0 ft Uniform Load: D=2.220 k/ft,Extent=22.250>--»37.0 ft, Tributary Width=1.0 ft Uniform Load: D=3.90 k/ft,Extent=65.833--»73.0 ft, Tributary Width=1.0 ft DESIGN suMMARY Maximum Bending= 2,681.908 k ft Maximum Shear= 140.503 k Load Combination +D+H Load Combination +D+H Location of maximum on span 44.667ft Location of maximum on span 89.333 ft Span#where maximum occurs Span#1 Span#where maximum occurs Span#1 Maximum Deflection Max Downward Transient Deflection 0.000 in 0 Max Upward Transient Deflection 0.000 in 0 Max Downward Total Deflection 1373.193 in 0 Max Upward Total Deflection 0.000 in 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 Overall MAXimum Envelope Dsgn.L= 89.33 ft 1 2,681.91 2,681.91 140.50 +D+H Dsgn.L= 89.33 ft 1 2,681.91 2,681.91 140.50 Overall,Maximum Ueflectioris r x Load Combination Span Max.""Deft Location in Span Load Combination Max."+”Defl Location in Span D Only 1 ###.#### 45.113 0.0000 0.000 i/et +eal G Ctions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 139.537 140.503 Overall MINimum 139.537 140.503 +D+H 139.537 140.503 D Only 139.537 140.503 Cs M„ x- 0. 151 (2k61,10iik-4)= 40q, R7 K•fr r :,..�.—_ .-..�.-.....>. ., ?.:.s..,. ..�. ,.,.... ...�_.m w-.....,. ...u,-.tee:._.... _b�..,..> .�,..., 4 LL2 ` `' '.' i.i® .G�: -" §�.y''' -� %�'-z g'"f�" ., ,= s .� `F e" e K dct) m g4 fm m i ' 4_ ?�Q.w Pi 1 o Q. 6 fi.S 2' e l '.'4 _te r,,+. et ate-`e I .M`,6-, 0,,,O r,'PKI, 8 rte . „u..:. y � r„ � �' it'll-W,ti -. m.6',tu ,fr7 er7.. Lic.F#: KW-06006865 Licensee:CIDA INC. Description: N-S seismic-floor(grid 3ish-4) General Beam Properties, , ,$ a Elastic Modulus 29,000.0 ksi Span#1 Span Length = 20.667 ft Area= 10.0 inA2 Moment of Inertia = 100.0 inM I. 0(3.016) + i i i + Span=20.667 ft X Applied Loads, Service loads entered.Load Factors will be applied for calculations. Uniform Load: D=3.016 k/ft, Tributary Width=1.0 ft DESIGN SUMMA Maximum Bending=RY, 161.021 k-ft Maximum Shear= 31.165 k Load Combination +D+H Load Combination +D+H Location of maximum on span 10.333ft 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 0.000 in 0 Max Upward Transient Deflection 0.000 in 0 (:::::::,::il Max Downward Total Deflection 4.303 in 57 Max Upward Total Deflection 0.000 i 0 m Maximum Forces&Stresses for toad 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 Overall MAXimum Envelope Dsgn.L= 20.67 ft 1 161.02 161.02 31.17 +D+H Dsgn.L= 20.67 ft 1 161.02 161.02 31.17 Overall Maximum Deflection s. Load Combination Span Max. "Defi Location in Span Load Combination Max."+"Defl Location in Span D Only 1 4.3029 10.437 0.0000 0.000 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 31.165 31.165 Overall MINimum 31.165 31.165 +D+H 31.165 31.165 D Only 31.165 31.165 Cs Mmax` p 151(4),02.1 K44-).r-. Z4,31 1C-rt � �'� � s ��t � -u��,� � ' ' _: � -,�, s � 4�j"`' ' � � '�, � ,� � -Wig`,.-^r��"' �„;;�3 -s = s r '; e "''` ,3"' t t` � `,�£ ,, N.a,_..,_.,,-;-:;,,,;,„;;,,i,;,; ,--.-.--.,;,4,-,;,,,,; 15895 SW 72ND AVENUE,SUITE 200 PORTLAND,OREGON 97224 All TEL:503.226.1285 FAX:503.226.1670 E-MAIL:info@cidainc.com SMIi ENGIu EMNG PROJECT NAME: J-YI±PXSia+& /\DD7 jw5 PROJ. No. ii3.�,G Z. SHEET ±27 F'LA GININC. s� RNH '��/ TITLE: '�j BY: DATE: / [7l!(G INTERIORS i. ter�i 151 �0 1 n m SCS �� _ fi lei irPAO 1 — II 1� I , I 111 ! 1C 10 �V1 - E , �� J 58.,, ,, 4. l1111'60 j 1 l'i ± 1117 C 7T_=(0 ILL 10'x(O' K) l 6 l - <«;, 1 -r 1 - f I j L � I 1 T J_ _ 1 t T i - I I 1 , � I �---- 7 — — — ` ' I I I i Il i I l i I rs#` A,- s.,°-,ams .. r t LL2$ jei e r t (e Eacad1018h.0esaeGFl MaePlu�Ac2le ec6 enra �-, -' tla y �� 5akr ` k ' ' A �=.w„ ., NaC N,�5PV,Aud 6 61A61la tLic.#: KW-06006865 Licensee:CIDA INC. Description: N-S seismic-tall roof General;Beam Properties'. Elastic Modulus 29,000.0 ksi Span#1 Span Length = 110.0 ft Area= 10.0 inA2 Moment of Inertia = 100.0 inA4 +*.$ + D(1.36) + + + + i D(+2) + + + i i + D(1.35)s + + D(2.4) .. + + + + + • i Applied Loads .. Service loads entered.Load Factors will be applied for calculations. Load for Span Number 1 Uniform Load: D=2.40 k/ft,Extent=0.0--»22.250 ft, Tributary Width=1.0 ft Uniform Load: D=1.350 k/ft,Extent=37.0--»65.833 ft, Tributary Width=1.0 ft Uniform Load: D=2.20 k/ft,Extent=72.0--»110.0 ft, Tributary Width=1.0 ft Uniform Load: D=1.360 k/ft,Extent=22.250--»37.0 ft, Tributary Width=1.0 ft Uniform Load: D=2.140 k/ft,Extent=65.333--»72.0 ft, Tributary Width=1.0 ft DESIGN;SUMMARy'Y Maximum Bending= 2,615.598 k-ft Maximum Shear= 107.064 k Load Combination +D+H Load Combination +D+H C) Location of maximum on span 58.850ft Location of maximum on span 110.000 ft Span#where maximum occurs Span#1 Span#where maximum occurs Span#1 Maximum Deflection Max Downward Transient Deflection 0.000 in 0 Max Upward Transient Deflection 0.000 in 0 Max Downward Total Deflection 2010.038 in 0 Max Upward Total Deflection 0.000 in 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 Overall MAXimum Envelope Dsgn.L= 110.00 ft 1 2,615.60 2,615.60 107.06 +D+H Dsgn.L= 110.00 ft 1 2,615.60 2,615.60 107.06 Overall Maximum„Deflections Load Combination Span Max.""Defl Location in Span Load Combination Max."+"Defl Location in Span D Only 1 ###.#### 56.100 0.0000 0.000 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 103.188 107.064 Overall MINimum 103.188 107.064 +D+H 103.188 107.064 D Only 103.188 107.064 CS A4max`' 0, 15)(2,6 15, 5t(g k-Ck)= 3 q 4f Ai 1(' ,1 I I I t'ti:',;:1'Z.,:',:,!:1 —..1 0 � - - - - �r - - 171i. -1 1 1 I I I � ' �< � I I I pv,,,„•,.•,.,.....,,,,,,,„i g j m ------------- ---------------- 0 ____________________---------------- -----:"-------1 --—- asp I ---------,,_-'''---1C3-'.-- ifa a 99 N ® I da$ - ,' o .Z/l 8—.6 m k s I I 1 � , I , j j wI o a 41 J4 Q sem, 1 '111';',4': st S I Ij �-7 _T im 1 ( ftI I I 0 x O -- ---- .., , aks s ktikl'::--:::±:1 E. j:1'5)91''9= 4214n 3 ..It �7 ►� , � t $ s $ ' W\ / .0 ,Zt .0—.61 .0—,SZ .0—.SZ .0—,9Z to .0—,LZI a ...ewb.,.-.,-rnnr2" .. .-r w«. .-v.�..wv ..cw'.. -..-t..... «vu,....c.... �-..= effi ♦ s -,. e...e ..�..n..... w-..,.c r.. ss-..:.,a.G.,...� s+..-..a a..,.mr. �.,.N,.�wtt. <... w.....z ......-.... o-.x...n ...n x..aa-....ez- t.«...e...< .a. ,._c:� .S LL/O DESIGN LOADS FOR ROOF DIAPHRAGM Cs: 0.151 weight: 93.75 psf loads are LRFD magnitude(plf) distances are in FEET Panel Panel Roof Opening Opening Opening Opening Panel Weight to Panel# Width Height Height Width Height Width Height Area Diaphragm 1 26 25 21.083 12 14 334 1206 13 26 25 23.375 12 14 318 1148 internal roof load: 1956 sum: 4310 2 25 25 21.083 12 14 320 1200 12 25 25 23.375 12 14 305 1144 internal roof load: 1956 sum: 4300 3 25 25 21.083 12 14 320 1200 11 25 25 23.375 3.333 9.167 6.333 9.167 341 1280 internal roof load: 1956 internal wall&ceiling load: 1722 sum: 6157 sum: 4435 4 19 25 21.083 3.333 9.167 279 1378 10 19 25 23.375 11 9.583 276 1362 internal roof load: 1956 internal wall&ceiling load: 1722 sum: 6418 z-Mta1,5,41,A;', -4erttA ,:::1M7t774,VAX,P4--V171;181,,i,,WM:Ift[E-4:74,,W. .17.7i,'11:1, 11);::71-74.iiii71*111iZ111117;',1i171:#11;;IW,-;',A0-3-,1,;5•14:1;r4N*1!-1;;;'11-11°441ri 0.,%.,14,7Nm-.4v!,.;'z,,,,,,1,-...4 z-z.v.1;-7,-kg,Y,:,..,;,'" -Mt ,,,,,,,T,:nro,,,4-14-1=;14,!;--7,14;n11;1 ----,-.7,,wm-R,v,-,,,,,tk,1111f-t;','N'Am743_,„,„; ,0„,..mm7,1,-„„;4,.-7,0.4.-ktx.„457.my;;;;N:4.„,,,,*.,4,_,r,,2„.4,k9,,,,*;',,,,v,";,:ww,,pf,-,',4-:;,! -,„. 44,--N t, .-;,=!,-A., ;?4,,,,,,,,;,!-,4t,44,tt,„7,,t,!-.44.,4,N..qi,,,,,,,,.1..-?,-4:,. 15895 SW 72ND AVENUE,SUITE 200 PORTLAND,OREGON 97224 11 TEL:503.226.1285 FAX:503.226.1670 CI - E-MAIL:info@cidainc.com 0. PI EN,S-INSFRING PROJECT NAME: 1 rke safe, R.00-1 rt PROJ. No. 1>Ot I If',02.- SHEET t1 O',4.. ,., ,,.. '111, ' ' TITLE: 561514114... By: 'ftNtt DATE: 6/14/1g INTERIORS ‘.5. . 1 1 • i 1 1 I 1 , , 1 P4_ , -_-_;i ), 5.0 , .010.,,,,i ,42. ...r , Z7 ;i1 7'--; -•- vy -,1,- --—,1--- -fe9oc 1 , ro,4 li-, 1 lit,, ai :,...3 • , / , ,L/ / --- , 4,--/. , 1 T , 1 , , 1 , , : , 7-/..- - ,-,,• , , , 1 - 7-- •,- - , •,--. -----c.„ ---7,,F-F, : , 4 7-1,N,\ 111- ! A _: 2 ___, , : . [ 1 1 ! ' I ' 1 , '......... ' ''..1,''.,,, ''''71,'IT'''.4: ''''''',j'''''"-,,, • N., 1 'S.'.,',...... Kw .''77-', IA = 451'6 10 -tz- r , , . , 1' 1 1 - -,,, 1 . .. .. ,... ,--,. • , , , 1- _[`116 111 LI 1 , , , - I , 7 [ , i . „ . I ! 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No. 13OI971Ol SHEET LL32 PLANNING ✓1 '{`� (��// 6/45th/ fr, IR TITLE: By: 1 \1' It DATE: (O 5th INTERIORS f _L i Lter �- I 1 _ � r 1_ � 7 I � I_ LA, Cohn f ilillitalgiliti Willi �111111 J 1F o rho o T T 1 /� �. - tIwq 3 ` �I� ' i T T— ,� i � wzbg(6107,-' 3i - I' _- ----- ---- I 1 III (01511(255 iy,),-= gSG r r r t , L D ti T - I lv Iu �� } d5 46. 1 k 1 1.[�$ 1( I t1 I V a,l5l � a; � 1517 K � � IR4r f f I 1 -- : r 67 ! CO3, (gil i-C VL' _ (G,15IYlbs,99k, Lia` 1 -_ I" 1 ; , 1 � I _ I a 15- 3 ,-- - IK � -- ; I j �— 11 --�- '' ..,,,'7.7-.WV- t ; `°7,"7,74.:,-Z.....-- r-)';:r" ViS' z�r`Sas ` 3 4sr, zs sr < t .. s"# .. s- = ,t T - i LL3.5 t �Beao _ t ; l�� i e� dd113\918400(n�erstate Roo6nh`Mas er PlaniSf`ctu tc=ecfi�F .. .. zd aIS(SS .-� ae aa; � .:.., "E E C LC 1NC`983 6 ild li667Ve 6 r ivi Lic.#: KW-06006865 Licensee:CIDA INC. Description: E-W seismic-short roof General,,Beam Properties Elastic Modulus 29,000.0 ksi Span#1 Span Length = 95.0 ft Area= 10.0 inA2 Moment of Inertia = 100.0 inA4 D(6.42) i i i * i D(6.16) + i i i i D(4.44) + * * + i D((+3) * i D(4.31) i * * * 'V Span=9b.011 E Applied 060$ Service loads entered. Load Factors will be applied for calculations. Load for Span Number 1 Uniform Load: D=4,310 k/ft,Extent=0.0--»26.0 ft, Tributary Width=1.0 ft Uniform Load: D=4.30 k/ft,Extent=26.0--»51.0 ft, Tributary Width=1.0 ft Uniform Load: D=4.440 k/ft,Extent=51.0--»66.290 ft, Tributary Width=1.0 ft Uniform Load: D=6.160 k/ft,Extent=66.290--»76.0 ft, Tributary Width=1.0 ft Uniform Load: D=6.420 k/ft,Extent=76.0--»95.0 ft, Tributary Width=1.0 ft DESIGN$0,00RYy Maximum Bending=— 5,308.357 k-ft Maximum Shear= 255.384 k Load Combination +D+H Load Combination +D+H CALocation of maximum on span 49.875ft Location of maximum on span 95.000 ft has Span#where maximum occurs Span#1 Span#where maximum occurs Span#1 Maximum Deflection Max Downward Transient Deflection 0.000 in 0 Max Upward Transient Deflection 0.000 in 0 Max Downward Total Deflection 3020.670 in 0 1 Max Upward Total Deflection 0.000 in 0 Max mum Forces&Stresses,for Load Combinations Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span# M V Mmax+ Mmax- Ma-Max Mnx Mnx/Omega Cb Rm Va Max Vnx Vnx/Omega Overall MAXimum Envelope Dsgn.L= 95.00 ft 1 5,308.36 5,308.36 255.38 +D+H Dsgn.L= 95.00 ft 1 5,308.36 5,308.36 255.38 Overact Maximum Deflections Load Combination Span Max.""Defl Location in Span Load Combination Max."+"Defl Location in Span D Only 1 ###.#### 48.450 0.0000 0.000 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 213.857 255.384 Overall MINimum 213.857 255.384 +D+H 213.857 255.384 D Only 213.857 255.384 CS 4 A4 max=(5 301,35/ K,4Xv,151).:_-- 601,56K, ' .,$ =.nom+ s a ;x '-r �,m r. s �, € � .2 z ,;� a a�,��# �.��»� 3 M1 �,"r'� `��:� fi''`r �r '� �� _{� � s;> L-L 3'q' :� °' t-al'to mst A ai 1 , 4 Fite=E,,,,r.f3t01":Qp 6terstate•oof n�Master anl#f "ctura alc"ec6 „, :. .:, R` 4a: s �� rte. , '',:- it -" , `EFC C- 9'3=2 �6. d6'16 7' 161 6, . Lie.#: KW-06006865 Licensee:CIDA INC. Description: E-W seismic-floor General„Beam Properties Elastic Modulus 29,000.0 ksi Span#1 Span Length = 32.0 ft Area= 10.0 inA2 Moment of Inertia = 100.0 in^4 D(6.16) 0(6.95) + , * * + i i i i i L' Span=32.0tt L� , 1pplied;Loads < Service loads entered.Load Factors will be applied for calculations. Load for Span Number 1 Uniform Load: D=6.950 k/ft,Extent=0.0--»12.50 ft, Tributary Width=1.0 ft Uniform Load: D=6.160 k/ft,Extent=12.50--»32.0 ft, Tributary Width=1.0 ft DESIGN SUMMARY; Maximum Bending= 819.641 k-ft Maximum Shear= 106.506 k Load Combination +D+H Load Combination +D+H Location of maximum on span 15.680ft Location of maximum on span 0.000 ft Span#where maximum occurs Span#1 Span#where maximum occurs Span#1 C-S�; Maximum Deflection Max Downward Transient Deflection 0.000 in 0 Max Upward Transient Deflection 0.000 in 0 Max Downward Total Deflection 52.653 in 7 Max Upward Total Deflection 0.000 in 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 MnxlOmega Cb Rm Va Max Vnx Vnx/Omega Overall MAXimum Envelope Dsgn.L= 32.00 ft 1 819.64 819.64 106.51 +D+H Dsgn.L= 32.00 ft 1 819.64 819.64 106.51 +D+L+H Dsgn.L= 32.00 ft 1 819.64 819.64 106.51 +D+Lr+H Dsgn.L= 32.00 ft 1 819.64 819.64 106.51 +D+S+H Dsgn.L= 32.00 ft 1 819.64 819.64 106.51 +D+0.750Lr+0.750L+H Dsgn.L= 32.00 ft 1 819.64 819.64 106.51 +D+0.750L+0.750S+H Dsgn.L= 32.00 ft 1 819.64 819.64 106.51 +D+0.60W+H Dsgn.L= 32.00 ft 1 819.64 819.64 106.51 +D+0.70E+H Dsgn.L= 32.00 ft 1 819.64 819.64 106.51 +D+0.750Lr+0.750L+0.450W+H Dsgn.L= 32.00 ft 1 819.64 819.64 106.51 +D+0.750L+0.750S+0.450W+H Dsgn.L= 32.00 ft 1 819.64 819.64 106.51 +D+0.750L+0.750S+0.5250E+H Dsgn.L= 32.00 ft 1 819.64 819.64 106.51 60.60D+0.60W+0.6oH Dsgn.L= 32.00 ft 1 491.78 491.78 63.90 +0.60D+0.70E+0.60H Dsgn.L= 32.00 ft 1 491.78 491.78 63.90 Oare i Maxljmum Defiectlions rsmrmimmaafgz ,.. - e, 11.3/ *, le E�aca'.13 0 T "'e'o{nterstate"R fi ster t lStrctu ancatcec6 eneral Beam a �s �" • a x .. NERGAj�NC19& Bli0.Id S6fL7 C 61fi' Lic.#: KW-06006865 Licensee:CIDA INC. Description: E-W seismic-floor Vertical ReactiotlsSupport notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 106.506 100.489 Overall MINimum 63.904 60.293 +D+H 106.506 100.489 +D+L+H 106.506 100.489 +D+Lr+H 106.506 100.489 +D+S+H 106.506 100.489 +D+0.750Lr+0.750L+H 106.506 100.489 +D+0.750L+0.7505+H 106.506 100.489 +D+0.60W+H 106.506 100.489 +D+0.70E+H 106.506 100.489 +D+0.750Lr+0.750L+0.450W+H 106.506 100.489 +D+0.750L+0.7505+0.450W+H 106.506 100.489 +D+0.750L+0.7505+0.5250E+H 106.506 100.489 +0.60D+0.60W+0.60H 63.904 60.293 +0.60D+0.70E+0.60H 63.904 60.293 D Only 106.506 100.489 Lr Only L Only S Only W Only E Only H Only .* =.€ `ter ` . ,:wx ;: - .r.:.mr,. + : r,. -T```4 'x - ,"�s - x , ..,... ,.,„, <. , ,.,.,.,-�- ._�.,.,.� ,- ..�,,... wt.w,_s�..,.. s.,e x,-.r.�Ao-u Li-,6 - File 'r ladca "1a10184.bo l terstat$e ri&fmg Mase Plan„\StNctura\calc ec6Z{ e I,,Beam n >ls s .�, -. ti x�t�d=,t3.. ,. .x�� .i��y_�-��c �*,;! ;~;� 'P1E�C„ALC�C�'983,g2D16u�Itj61�fi;7T1!eF6166�/'. Lic.#: KW-06006865 Licensee:CIDA INC. Description: E-W seismic-tall roof General Beam Properties Elastic Modulus 29,000.0 ksi Span#1 Span Length = 32.0 ft Area= 10.0 inA2 Moment of Inertia = 100.0 inM D(3.88) D(4.67) + i i i i i , i i i 55 Span=32.0 ft f Applied Loads - Service loads entered.Load Factors will be applied for calculations. Load for Span Number 1 Uniform Load: D=4.670 k/ft,Extent=0.0--»10.271 ft, Tributary Width=1.0 ft Uniform Load: D=3.880 k/ft,Extent=10.271 --»32.0 ft, Tributary Width=1.0 ft DESIGN SUMMARY.; Maximum Bending= 517.693 k-ft Maximum Shear= 68.892 k Load Combination +D+H Load Combination +D+H Location of maximum on span 15.680ft Location of maximum on span 0,000 ft Span#where maximum occurs Span#1 Span#where maximum occurs Span#1 Ct,„ Maximum Deflectioq Max Downward Transient Deflection 0.000 in 0 Max Upward Transient Deflection 0.000 in 0 Max Downward Total Deflection 33.315 in 11 Max Upward Total Deflection 0.000 in 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 Overall MAXimum Envelope Dsgn.L= 32.00 ft 1 517.69 517.69 68.89 +D+H Dsgn.L= 32.00 ft 1 517.69 517.69 68.89 Overall Maximum Deflections - Load Combination Span Max.-"Defl Location in Span Load Combination Max."+"Defl Location in Span D Only 1 33.3153 16.000 0.0000 0.000 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 68.892 63.382 Overall MINimum 68.892 63.382 +D+H 68.892 63.382 D Only 68.892 63.382 65 Mm 7-7 ©.151(517,6a3it'cf)•r: 70, 17K'f+ l -xr s-� ' t ,ET w �� e ti.r^ ?.- -g —mom -n- ifi ' ort' �a"`5E ' 7FA ' ' — 15895 SW 72ND AVENUE,SUITE 200 < I PORTLAND,OREGON 97224 TEL:503.226.1285 FAX:503.226.1670 E-MAIL:info@cidainc.com ARCHIT�C-TURF EEn iNG PROJECT NAME: Lifers-Fa-1-e. 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R&/U DATE: 6�' � ',.~ T : 6 JICE) ! , ,L Wt404t7 ' ;4;1-6.°1' , '' ' ' ' P' i : : , ,_ i I , : L_ )1_ ' ' ' 6(, , , +-(-i X 222 I/ 2-5104- ! , (.:,,,,,;_,,,,,...:_,Ts_ : 1 FC/ '..-t-- ' IC4( ' f 117' 5 ' l'C) _F 1 4 - 4 I- _l ' { - ]- | | | ~~ | | � !-- H | -1- |__ | 1 | | | | - 4 '-- ! / i;:,;,,,,:-..:)-- ' r--- f || - |/ | | | | | � | LLftl 14T7a ¢ 5 `` F'Ie E i3101sr ers a-- oofgMasterPCantcfu� *e6 �y � r : �L X- 983-261,¢614.4:6; ' Lic.#: KW-06006865 Licensee:CIDA INC. Description: Drag beam for short roof -CODE REFERENCE'S O, 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: 50.0 ksi Beam Bracing: Beam is Fully Braced against lateral-torsional buckling E:Modulus: 29,000.0 ksi Bending Axis: Major Axis Bending D(0.024) D(0.055)S(0.0625) Span=26.60 ft W12x19 Applied Lo�ds,.r Service loads entered.Load Factors will be applied for calculations. Beam self weight calculated and added to loading Uniform Load: D=0.0550, S=0.06250 k/ft, Tributary Width=1.0 ft,(short roof) Uniform Load: D=0.0240 k/ft, Tributary Width=1.0 ft,(Wall above) DESIGN SUMMAF�Y_ _ Desi•n OK _,:,‘ Maximum Bending Stress Ratio = 0.266: 1 Maximum Shear Stress Ratio= 0.040 : 1 Section used for this span W1 2x1 9 Section used for this span W1 2x1 9 Ma:Applied 16.410 k-ft Va:Applied 2.295 k I Mn/Omega:Allowable 61.627 k-ft Vn/Omega:Allowable 57.340 k Load Combination +D+S+H Load Combination +D+S+H 11 Location of maximum on span 14.300ft 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 0.251 in Ratio= 1,368>=360 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.644 in Ratio= 533>=240. Max Upward Total Deflection 0.000 in Ratio= 0<240.0 M xrm m;forces&stresses for Load Comb�natrons, Load Combination Max Stress Ratios _ Summary of Moment Values Summary of Shear Values Segment Length Span# M V Mmax+ Mmax- Ma Max Mnx Mnx/Omega Cb Rm Va Max Vnx Vnx/Omega +0+1-I Dsgn.L= 28.60 ft 1 0.163 0.024 10.02 10.02 102.92 61.63 1.00 1.00 1.40 86.01 57.34 +D+S+H Dsgn.L= 28.60 ft 1 0.266 0.040 16.41 16.41 102.92 61.63 1.00 1.00 2.30 86.01 57.34 • Overall Maxunum peflect�os Load Combination Span Max.""Defl Location in Span Load Combination Max."+"Defl Location in Span +D+S+H 1 0.6438 14.382 0.0000 0.000 UerAcAtf eacti9ns Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 2.295 2.295 Overall MINimum 0.894 0.894 +D+H 1.401 1.401 +D+S+H 2.295 2.295 D Only 1.401 1.401 �1- S Only 0.894 0.894 sr. s" g � '. E � tea - a... .d`2 vg sf � r ,, ail 2- .�:. Luate - - x } Sz' r `' IB d3#� �84ltnEfl2 ' rg3ParagSC1Ufa ' 1p , - , � Lam; s"- , > ' � " t7 E•044. 9832 '6 Butt 6` nfi 7Lic.#: KW-06006865 Licensee:CIDA INC. Description: Drag beam for short roof Catle References L... ., Calculations per AISC 360-10, IBC 2012, CBC 2013,ASCE 7-10 Load Combinations Used :ASCE 7-10 General Information Steel Section Name: W12x19 Overall Column Height 28.50 ft Analysis Method: Allowable Strength Top&Bottom Fixity Top&Bottom Pinned Steel Stress Grade Brace condition for deflection(buckling)along columns: Fy:Steel Yield 36.0 ksi X-X(width)axis: E:Elastic Bending Modulus 29,000.0 ksi Fully braced against buckling along X-X Axis Y-Y(depth)axis: Fully braced against buckling along Y-Y Axis '''':,-.A.00,1141:9:00-:-- Service loads entered. Load Factors will be applied for calculations. AXIAL LOADS... Axial Load at 28.50 ft,E=17.457 k BENDING LOADS... Lat.Uniform Load creating Mx-x,D=0.0550,S=0.06250 k/ft DESIGN SUMMAfY . . Bending&Shear Check Results PASS Max.Axial+Bending Stress Ratio = 0.2713 :1 Maximum SERVICE Load Reactions.. Load Combination +D+0.750L+0.750S+0.5250E+H Top along X-X 0.0 k Location of max.above base 14.154 ft Bottom along X-X 0.0 k At maximum location values are... Top along Y-Y 1.674 k Ct Pa:Axial Pn/Omega:Allowable 9.165 k 120.072 k Bottom along Y Y 1.674 k Maximum SERVICE Load Deflections... Max:Applied 10.343 k-ft Mn-x/Omega:Allowable 44.371 k-ft Along Y-Y 0.4676 in at 14.346ft above base Ma y:Applied 0.0 k-ft for load combination:+D+S+H Mn-y/Omega:Allowable 5.353 k-ft Along X-X 0.0 in at O.Oft above base for load combination: PASS Maximum Shear Stress Ratio= 0.04056 :1 Load Combination +D+S+H Location of max.above base 0.0 ft At maximum location values are... Va:Applied 1.674 k Vn/Omega:Allowable 41.285 k Load Combinatlon,Results Maximum Axial+Bending Stress Ratios Maximum Shear Ratios Load Combination Stress Ratio Status Location Stress Ratio Status Location +D+H 0.126 PASS 14.35 ft 0.019 PASS 0.00 ft +D+S+H 0.269 PASS 14.15 ft 0.041 PASS 0.00 ft +D+0.70E+H 0.177 PASS 14.35 ft 0.019 PASS 0.00 ft +D+0.750L+0.7505+0.5250E+H 0.271 PASS 14.15 ft 0.035 PASS 28.50 ft +0.60D+0.70E+0.60H 0.126 PASS 14.35 ft 0.011 PASS 0.00 ft `04#61:44'04.016.,14:' Note:Only non-zero reactions are listed. X-X Axis Reaction Y-Y Axis Reaction Axial Reaction Load Combination @ Base @ Top @ Base @ Top @ Base +D+H k -0.784 0.784 k k +D+S+H k -1.674 1.674 k k +D+0.70E+H k -0.784 0.784 k 12.220 k _ +D+0.750L+0.750S+0.5250E+H k -1.452 1.452 k 9.165 k °. \+ 0.60D+0.70E+0.60H k -0.470 0.470 k 12.220 k D Only k -0.784 0.784 k k S Only k -0.891 0.891 k k E Only k k 17.457 k 445 � $` �.. 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Lic.#:KW-06006865 Description: Drag beam for short roof 1Vlazhmum:Deflections for Load Cobmatton,P Load Combination Max.X-X Deflection Distance Max.Y-Y Deflection Distance +D+H 0.0000 in 0.000 ft 0.219 in 14.346 ft +D+S+H 0.0000 in 0.000 ft 0.468 in 14.346 ft +D+0.70E+H 0.0000 in 0.000 ft 0.219 in 14.346 ft +D+0.750L+0.750S+0.5250E+H 0.0000 in 0.000 ft 0.405 in 14.346 ft +0.60D+0.70E+0.60H 0.0000 in 0.000 ft 0.131 in 14.346 ft D Only 0.0000 in 0.000 ft 0.219 in 14.346 ft S Only 0.0000 in 0.000 ft 0.249 in 14.346 ft E Only 0.0000 in 0.000 ft 0.000 in 0.000 ft Steel Section Properties W12x19 Depth = 12.200 in I xx = 130.00 inA4 J = 0.180 inA4 Web Thick = 0.235 in S xx = 21.30 inA3 Cw = 131.00 inA6 Flange Width = 4.010 in R xx = 4.820 in Flange Thick = 0.350 in Zx = 24.700 inA3 Area = 5.570 inA2 I yy = 3.760 inA4 Weight = 19.000 plf S yy = 1.880 inA3 Wno = 11.900 inA2 Kdesign = 0.650 in R yy = 0.822 in Sw = 4.170 inA4 K1 = 0.563 in Zy = 2.980 inA3 Qf = 3.910 inA3 rts = 1.020 in rT = 0.000 in Qw = 12.200 inA3 Ycg = 0.000 in 0 r ,,4,k M-x Loads r t- � I C NI )(Load 1x .i NI ii 1LI mi xi I Y 4.01 in Loads are total entered value.Arrows do not reflect absolute direction. 15895 SW 72ND AVENUE,SUITE 200 PORTLAND,OREGON 97224 TEL:503.226.1285 FAX:503.226.1670 01 E-MAIL: info@cidainc.com ® ARCH/TEC TEE /� /� R /�}1/j�'A ' NGINEE, PROJECT NAME: ��,j (/� 'C/ / `0`�J I�` PROJ. 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II I I I 1 —I— I H_ 4 I I 1 1 I 1 I 1 1 �- l 15895 SW 72ND AVENUE,SUITE 200 PORTLAND,OREGON 97224 TEL:503.226.1285 FAX:503.226.1670 0 _ _ _, E-MAIL:info@cidainc.com 1111 AfiCHI ECi U9E /. /� // /� �j/� {s/{�� Y ENT .P.ING PROJECT NAME: Iyer 51-Ocl� KOOCI P1U PROD.NO. 13°1 1 (/ `I OZ SHEET �if6 •, ✓) 'FNN'NG RNk DATE: 2-460 TITLE: By: INTERIORS - n i �Ak r i t1 GO YIGI 1 II 1 1 - , I tr —VV�,�(�iv��d 4 —'I 3� h �p TSI' 2l f �(Il�b.5'i1C O.II Z1Z Floor m - T • 1Z ! < l ILi'aw� I , 3 Z } � i L I�� _ �AYI ekp � pi � i s a -� if 1 - } C 7 t © -if __► - ash L ,D) I rt sky co ' l 711 K 1 I I I , J T � � 1 I I � I � ' � I I; I -97 ,f ( q 3f � i, 53 tx' chod a c (LtZF I1 ii , 1 1; r , , , , ,-- , - --- , __ , , , ____,, , . , r __ , _ , ±,___ .._ , „._ . . , I b ,C . ' _ , , , , . . Cho, — !x_ i WEa�(t aGt1t^iI Y � �� 1 I 1 1 ! j — _L I I a 1 1 1 1 I , I 1 1 , ; Ulf 7 �� - die E latl'�ddti3t0 "Wnterstate "meter IStruetu a 1 s,a A 1N � -k y. Lic.#:KW-06006865 _- . _ ��i x 0, 6 �' Description: N-S seismic-floor(grid 1-3ish) Licensee:CIDA INC. General Beam Properties Elastic Modulus 29,000.0 ksi Span#1 Span Length = 89.333 ft Area= 10.0 in^2 Moment of Inertia = 100.0 inA4 _04_ D(2.22) i ♦ V D(4.03) V i i i D(2.23) V V V V V 0(4.01) V V V 'V V Span-=89.333 ft. __._ _.._. . _._._ ._.. Applied Loads ,,. :: _ Service loads entered.Load Factors will be applied for calculations. Load for Span Number 1 Uniform Load: D=4.010 k/ft,Extent=0.0-->>22.250 ft, Tributary Width=1.0 ft Uniform Load: D=2.230 k/ft,Extent=37.0-->>65.833 ft, Tributary Width=1.0 ft Uniform Load: D=4.030 k/ft,Extent=73.0-->>89.333 ft, Tributary Width=1.0 ft Uniform Load: D=2.220 k/ft,Extent=22.250-->>37.0 ft, Tributary Width=1.0 ft Uniform Load: D=3.90 k/ft,Extent=65.833-->>73.0 ft, Tributary Width=1.0 ft 400 S0MMARY Maximum Bending = 2,681.908 k-ft Maximum Shear= 140.503 k Load Combination +D+H Load Combination +D+H Location of maximum on span 44.667ft Location of maximum on span 89.333 ft Span#where maximum occurs Span#1 Span#where maximum occurs Span#1 Maximum Deflection Max Downward Transient Deflection 0.000 in 0 Max Upward Transient Deflection 0.000 in 0 Max Downward Total Deflection 1373.193 in 0 Max Upward Total Deflection 0.000 in 0 ' ii$,OrivrAr00410,p0prifIlmr:ApAkv .„ . Beam Span Moments&Shears at Incremental Locations Load Type/Combination Span Location (ft) Span ID Shear (k) Moment (ft-k) Overall MAXimum Envelope 0.00 Span 1 139.537 0.000 Overall MAXimum Envelope 2.23 Span 1 130.581 301.632 Overall MAXimum Envelope 4.47 Span 1 121.626 583.264 e 7lt�riroi unw■ i - ..e 6. .. fir ti 844.894 01247K)L0,t3 t�z 7,01K Overall MAXimum Envelope 8.93 Span 1 103.714 1,086.523 Overall MAXimum Envelope 11.17 Span 1 94.759 1,308.152 Overall MAXimum Envelope 13.40 Span 1 85.803 1,509.779 Overall MAXimum Envelope 15.63 Span 1 76.847 1,691.405 Overall MAXimum Envelope 17.87 Span 1 67.892 i56' 1,853.031 verall MAXimum Envelope -_.-. 20.1D-- _m_ Span 1 58.936 1,994.655 (0.12►2,)(24It6-29SK 44) yecall MAXimum Envelope 22.33 Span 1 5 130 2,116.285¢ =Z5&',411( Overall MAXimum Envelope 24.57 Span 1 45.172 ' 2,222,704 C(5 Overall MAXimum Envelope 26.80 Span 1 40.214 2,318.051 Overall MAXimum Envelope 29.03 Span 1 35.256 2,402.325 r."\ Overall MAXimum Envelope 31.27 Span 1 30.298 2,475.526 \ 1 Overall MAXimum Envelope 33.50 Span 1 25.340 2,537.654 Overall MAXimum Envelope 35.73 Span 1 20.382 2,588.709 Overall MAXimum Envelope 37.97 Span 1 15.414 2,628.687 Overall MAXimum Envelope 40.20 Span 1 10.434 2,657.550 Overall MAXimum Envelope 42.43 Span 1 5.453 2,675.291 LL'!r6 . � ,. �._ --4,1k: , .. ale d':--- ;14( n'o1. P ,ucWx ec6 rfg Lic.#:KW-06006865 Licensee:CIDA INC. Description: N-S seismic-floor(grid 1-3ish) Beam Span Moments&Shears at Incremental Locations Load Type/Combination Span Location (ft) Span ID Shear (k) Moment (ft-k) Overall MAXimum Envelope 44.67 Span 1 0.473 2,681.908 Overall MAXimum Envelope 46.90 Span 1 -4.507 2,677.403 Overall MAXimum Envelope 49.13 Span 1 -9.488 2,661.775 Overall MAXimum Envelope 51.37 Span 1 -14.468 2,635.024 Overall MAXimum Envelope 53.60 Span 1 -19.448 2,597.151 Overall MAXimum Envelope 55.83 Span 1 -24.429 2,548.155 Overall MAXimum Envelope 58.07 Span 1 -29.409 2,488.036 Overall MAXimum Envelope 60.30 Span 1 -34.389 2,416.794 Overall MAXimum Envelope 62.53 Span 1 -39.370 2,334.430 Overall MAXimum Envelope 64.77 Span 1 -44.350 2,240.942 Overall MAXimum Envelope 67.00 Span 1 -51.279 2,135.195 Overall MAXimum Envelope 69.23 Span 1 -59.989 2,010.945 Overall MAXimum Envelope 71.47 Span 1 -68.699 1,867.243 Overall MAXimum Envelope 73.70 Span 1 -77.500 1,704.057 Overall MAXimum Envelope 75.93 Span 1 -86.501 1,520.922 Overall MAXimum Envelope 78.17 Span 1 -95.501 1,317.687 Overall MAXimum Envelope 80.40 Span 1 -104.501 1,094.351 Overall MAXimum Envelope 82.63 paw-..-`. -113.502 850.914 (I13�515XO,15i)= 17 i )S 1 Overall MAXimum Envelope 84.87 Span 1 -122.502 587.377 Overall MAXimum Envelope 87.10 Span 1 -131.502 303.739 Overall MAXimum Envelope 89.33 Span 1 -140.503 0.000 +D+H 0.00 Span 1 139.537 0.000 +D+H 2.23 Span 1 130.581 301.632 +D+H 4.47 Span 1 121.626 583.264 +D+H 6.70 Span 1 112.670 844.894 +D+H 8.93 Span 1 103.714 1,086.523 +D+H 11.17 Span 1 94.759 1,308.152 +D+H 13.40 Span 1 85.803 1,509.779 +D+H 15.63 Span 1 76.847 1,691.405 +D+H 17.87 Span 1 67.892 1,853.031 +D+H 20.10 Span 1 58.936 1,994.655 +D+H 22.33 Span 1 50.130 2,116.285 +D+H 24.57 Span 1 45.172 2,222.704 +D+H 26.80 Span 1 40.214 2,318.051 +D+H 29.03 Span 1 35.256 2,402.325 +D+H 31.27 Span 1 30.298 2,475.526 +D+H 33.50 Span 1 25.340 2,537.654 +D+H 35.73 Span 1 20.382 2,588.709 +D+H 37.97 Span 1 15.414 2,628.687 +D+H 40.20 Span 1 10.434 2,657.550 +D+H 42.43 Span 1 5.453 2,675.291 0d +D+H 44.67 Span 1 0.473 2,681.908 g +D+H 46.90 Span 1 -4.507 2,677.403 +D+H 49.13 Span 1 -9.488 2,661.775 +D+H 51.37 Span 1 -14.468 2,635.024 +D+H 53.60 Span 1 -19.448 2,597.151 +D+H 55.83 Span 1 -24.429 2,548.155 +D+H 58.07 Span 1 -29.409 2,488.036 15895 SW 72ND AVENUE,SUITE 200 PORTLAND,OREGON 97224 Al TEL:503.226.1285 FAX:503.226.1670 E-MAIL:info@cidainc.com ® ARCNITcCTU RE Q,{/' �r j{�} A� �y7 PROJECT NAME: Difvr,f 4�y R oaf it PROF. No. l/0 10.102- SHEET II" ENGINEERING J PLANNING {f} �/�{ TITLE: -- - BY: RA/11 1\ DATE: ��/IYJ INTERIORS r f,� �1I p iI ,. 6n71 J _I_ , I Poor N-5 .OntInti, I 1 (11,0 _,K./Ci 19 ' ?7 1 l f' vn !Kit —) r! Al s ealr C L 1Z F! Tx ! 101( D � C i I _ U f �� ,G _fi r 6 (q� 1 l 1 � = 'C6,131C 4 1 a � � 1 I 11�- i -- - i r '_-_ � I 1 1006- - r�--�-j ok Gw 0 8(�7 �� 2 I I 1 .1 I f\ "_a__,,66, 1 146(1) 9_,_ , itd'41, e. , , ,, ,,1,, , a+ 4tfirAL9r1, I 1 `t1 a�6. elf o �n�d �� y r iq, to L-C,,t I , r iod e If,. 0.6 _6, _ I l_111 ii .$)ee I roil° , 0 -x. -. / / - -7 1 25 = ! 1 — 1war-4". 1_2 I r o" j 1 \ G t►!o 15� - v' j ' ! I ! 1-0.6K ! Cpl e -1-0 ..--1-"sj i 1 � i 176' ! 4. 1 ch, Jtppors -' � I l 1 I 1 -d-ar ‘ , Pv .,415,!;',7.k44 (It =1 �5.�ti ' ► C 2 ( r _ (O7 ) �� !k ;� D Mir 1 1iv N 7 ! ! _ I I_ /t.ti 4sek Ifo z lc lb 1 ! I _ �_ O. Eli 4 IC 1 r ! ! 1 I �F ApA� .�� I III — I 1 - I _ MI ■ II _[_,- ■■■III ! ■ j _I t 1 i t LL5O �" �a�e � 4' ��, .�, 1Ie tl. 0 .� ,�.�".�n aster P lsfNt�ura Icec6� F _ .. .. £. . *.. ..�, .. f *4. ' c 83-20,6 uid618tuUr ¢t :.- Lic.#:KW-06006865 Licensee:CIDA INC. Description: N-S seismic-floor(grid 1-3ish) General Beam Aroperties, y , x Elastic Modulus 29,000.0 ksi Span#1 Span Length = 89.333 ft Area= 10.0 inA2 Moment of Inertia = 100.0 inM 03.9 v 0(2.221 * V V V V D(4.031 V D(2.231 iv - V V V 0(4.01) * V * V Span=89.333 ft_ ' .-..A001.<1,00.10.40.s _ Service loads entered.Load Factors will be applied for calculations. Load for Span Number 1 Uniform Load: D=4.010 k/ft,Extent=0.0->>22.250 ft, Tributary Width=1.0 ft Uniform Load: D=2.230 k/ft,Extent=37.0-->>65.833 ft, Tributary Width=1.0 ft Uniform Load: D=4.030 k/ft,Extent=73.0-->>89.333 ft, Tributary Width=1.0 ft Uniform Load: D=2.220 k/ft,Extent=22.250-->>37.0 ft, Tributary Width=1.0 ft Uniform Load: D=3.90 k/ft,Extent=65.833->>73.0 ft, Tributary Width=1.0 ft DESIGN SUMMARY Maximum Bending= 2,681.908 k-ft Maximum Shear= 140.503 k ; Load Combination +D+H Load Combination +D+H c) Location of maximum on span 44.667ft Location of maximum on span 89.333 ft Span#where maximum occurs Span#1 Span#where maximum occurs Span#1 Maximum Deflection Max Downward Transient Deflection 0.000 in 0 Max Upward Transient Deflection 0.000 in 0 Max Downward Total Deflection 1373.193 in 0 Max Upward Total Deflection 0.000 in 0 Summaryaof i/alues per Beam Spann Beam Span Moments&Shears at Incremental Locations Load Type/Combination Span LOcatio I r -. a Shear (k) Moment (ft-k) Overall MAXimum Envelope 0.00 Span 1 139.537 0.000 2` z _V,- �y_in 6¢)1-13! verall MAXjj .um Envelope 2.23 Sean 130.581 301.632 " (2.i Overall MAXimum Envelope 4.47 Span 1 121.626 583.264 )31, 505 K Overall MAXimum Envelope 6.70 Span 1 112.670 844.894 Overall MAXimum Envelope 8.93 Span 1 103.714 1,086.523 (o.)21413I,5O510=15,y1 verall Ium nveope .17 "span a:755D 1,308.152 (0,)21Z)0q.7cek)- II,if�dk Overall MAXimum nv pe 13.40 Span 1 85.803 1,509.779 Overall MAXimum Envelope 15.63 Span 1 76.847 1,691.405 Overall MAXimum Envelope 17.87 Span 1 67.892 1,853.031 Overall MAXimum Envelope 20.10 Span 1 58.936 1,994.655 Overall MAXimum Envelope 22.33 Span 1 50.130 2,116.285 Overall MAXimum Envelope 24.57 Span 1 45.172 2,222.704 Overall MAXimum Envelope 26.80 Span 1 40.214 2,318.051 Overall MAXimum Envelope 29.03 Span 1 35.256 2,402.325 Cs Overall MAXimum Envelope 31.27 Span 1 30.298 2,475.526 Overall MAXimum Envelope 33.50 Span 1 25.340 2,537.654 Overall MAXimum Envelope 35.73 Span 1 20.382 2,588.709 Overall MAXimum Envelope 37.97 Span 1 15.414 2,628.687 Overall MAXimum Envelope 40.20 Span 1 10.434 2,657.550 Overall MAXimum Envelope 42.43 Span 1 5.453 2,675.291 LLS I ` A* re �--_ ..A- fe cad30 t45e to ooT g sier n§frcc ec67' ,i."P-- 1:4,--.7'z- air, �.' SIS � .; � E� ca ,2016iBd A6 A6.6 ,Lic.#:KW-06006865 Licensee:CIDA INC. Description: N-S seismic-floor(grid 1-3ish) Beam Span Moments&Shears at Incremental Locations Load Type/Combination Span Location (ft) Span ID Shear (k) Moment (ft-k) Overall MAXimum Envelope 44.67 Span 1 0.473 2,681.908 Overall MAXimum Envelope 46.90 Span 1 -4.507 2,677.403 Overall MAXimum Envelope 49.13 Span 1 -9.488 2,661.775 Overall MAXimum Envelope 51.37 Span 1 -14.468 2,635.024 Overall MAXimum Envelope 53.60 Span 1 -19.448 2,597.151 Overall MAXimum Envelope 55.83 Span 1 -24.429 2,548.155 Overall MAXimum Envelope 58.07 Span 1 -29.409 2,488.036 Overall MAXimum Envelope 60.30 Span 1 -34.389 2,416.794 Overall MAXimum Envelope 62.53 Span 1 -39.370 2,334.430 Overall MAXimum Envelope 64.77 Span 1 -44.350 2,240.942 Overall MAXimum Envelope 67.00 Span 1 -51.279 2,135.195 Overall MAXimum Envelope 69.23 Span 1 -59.989 2,010.945 Overall MAXimum Envelope 71.47 Span 1 -68.699 1,867.243 Overall MAXimum Envelope 73.70 Span 1 -77.500 1,704.057 Overall MAXimum Envelope 75.93 Span 1 -86.501 1,520.922 Overall MAXimum Envelope 78.17 Span 1 -95.501 1,317.687 Overall MAXimum Envelope 80.40 Span 1 -104.501 1,094.351 Overall MAXimum Envelope 82.63 Span 1 -113.502 850.914 .., Overall MAXimum Envelope 84.87 Span 1 -122.502 587.377 Overall MAXimum Envelope 87.10 Span 1 -131.502 303.739 Overall MAXimum Envelope 89.33 Span 1 -140.503 0.000 +D+H 0.00 Span 1 139.537 0.000 +D+H 2.23 Span 1 130.581 301.632 +D+H 4.47 Span 1 121.626 583.264 +D+H 6.70 Span 1 112.670 844.894 +D+H 8.93 Span 1 103.714 1,086.523 +D+H 11.17 Span 1 94.759 1,308.152 +D+H 13.40 Span 1 85.803 1,509.779 +D+H 15.63 Span 1 76.847 1,691.405 +D+H 17.87 Span 1 67.892 1,853.031 +D+H 20.10 Span 1 58.936 1,994.655 +D+H 22.33 Span 1 50.130 2,116.285 +D+H 24.57 Span 1 45.172 2,222.704 +D+H 26.80 Span 1 40.214 2,318.051 +D+H 29.03 Span 1 35.256 2,402.325 +D+H 31.27 Span 1 30.298 2,475.526 +D+H 33.50 Span 1 25.340 2,537.654 +D+H 35.73 Span 1 20.382 2,588.709 +D+H 37.97 Span 1 15.414 2,628.687 +D+H 40.20 Span 1 10.434 2,657.550 +D+H 42.43 Span 1 5.453 2,675.291 +D+H 44.67 Span 1 0.473 2,681.908 LI +D+H 46.90 Span 1 -4.507 2,677.403 +D+H 49.13 Span 1 -9.488 2,661.775 +D+H 51.37 Span 1 -14.468 2,635.024 +D+H 53.60 Span 1 -19.448 2,597.151 +D+H 55.83 Span 1 -24.429 2,548.155 +D+H 58.07 Span 1 -29.409 2,488.036 15895 SW 72ND AVENUE,SUITE 200 PORTLAND,OREGON 97224 : 4 TEL:503.226.1285 FAX:503.226.1670 E-MAIL:info@cidainc.com 4II11-11,47.1IRE f( PROJECT NAME: 1- Infers f64:1-C-; R oo-r- 04 3 PRoj No. )36 1 f,02 SHEET LL-5L 4, II4IIII 'II I TiTLE: By: R NH DATE: 6/21th 6 IIJTERIORS 11 - -1i1 Ii , F — 7 i ! 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No. l3Oi t/�` ��3 SHEET ' ,r'lti" SeisvrtlG By: RN y/1)/ TITLE: DATE: ( ((9 INTERIORS f�t ©{2f1, bid T I 1 Q 7l 1 1 I I i I I i � � I ��r+- r -t11, - 0,-7.1(5-) r I I Floa r � -- ______________0,7x15."-to / I ' 1 � IWi I { � � r 1 r mow _ , T_ r r r l j "UI I I 1 s` dr m' for IS ox/ Il G Tz Fob � d �r� - O � , --� 7 S 3 ►►vv 1 7 s LLT - : i) - . - �( GCE" AL Li- Td+c�r .a KT-(5- 8 i d/z 1:-A-5,, ‘t,70 1 pnoi 1 9 capLAZ,V _ 1 ' i_ L 1 � T 1t►Z`�il 1 a iry V 5„3 K. 1 - I r I�� s� 1K i�T /� 3 -_ �`� 13 6 i Lt 4 Ail ---- 0,:41I, '11 1-1--‘4= II,5 313;frik, I _ i II 1g ' e-) { K 1— ,, ..! , j , II lc/7,14-/0 517490 ihe4Ci1 GI //c 1 ' % 41410.Y7 _ ! al, i ' if Vi - (, ttK j 1 Nt 11 — i22;,3 14' 4 � I Al - 0. 35 ''" <_ 36d �0'il(7 n. I - I _ Liszt eaa�caddl3f u i eratsWfip+ • aeeG ® .4_. ... ...�. °��... lEGA +, . uff":B 6G=. t 0 Lic.#: KW-06006865 Licensee:CIDA INC. Description: Drag beam for floor(grid E) CODE REFERENCES , Calculations per AISC 360-10, IBC 2012,ASCE 7-10 Load Combination Set:ASCE 7-10 Material Properties3_ , Analysis Method: Allowable Strength Design Fy:Steel Yield: 50.0 ksi Beam Bracing: Beam is Fully Braced against lateral-torsional buckling E:Modulus: 29,000.0 ksi Bending Axis: Major Axis Bending D(0.3103)L(0.731 Span=28.167 ft X W 18x46 Applied L'Cla s �,�,. „v Service loads entered.Load Factors will be applied for calculations. Beam self weight calculated and added to loading Uniform Load: D=0.3103, L=0.730 k/ft, Tributary Width=1.0 ft D SIGN S°UMM RY Desi•n OK Maximum Bending Stress Ratio = 0.476: 1 Maximum Shear Stress Ratio= 0.117 : 1 Section used for this span W1 8x46 Section used for this span W1 8x46 Ma:Applied 107.731 k-ft Va:Applied 15.299 k Mn/Omega:Allowable 226.297 k-ft Vn/Omega:Allowable 130.320 k Load Combination +D+L+H Load Combination +D+L+H Location of maximum on span 14.084ft 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 0.503 in Ratio= 671>=360 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.749 in Ratio= 452 >=240. Max Upward Total Deflection 0.000 in Ratio= 0 <240.0 Maximum,Forces&Stresses for Loyd 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+H Dsgn.L= 28.17 ft 1 0.156 0.039 35.34 35.34 377.92 226.30 1.00 1.00 5.02 195.48 130.32 +D+L+H Dsgn.L= 28.17 ft 1 0.476 0.117 107.73 107.73 377.92 226.30 1.00 1.00 15.30 195.48 130.32 OverallMaximum Deflections _ Load Combination Span Max.""Defl Location in Span Load Combination Max."+"Defl Location in Span +D+L+H 1 0.7485 14.164 0.0000 0.000 Ver#ic t�eact>Ons Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 15.299 15.299 Overall MINimum 5.018 5.018 +D+H 5.018 5.018 +D+L+H 15.299 15.299 D Only 5.018 5.018 C) L Only 10.281 10.281 LL55 ee) ® U `x � IeElad ` a 4 uf84 " nterstate oofiD Masteru ranistrucfur Ic +.. „ ,. . , _. : �, . :mom , 4q ,. >. . . , * ESC, �" 6:. �,>;°utd.J6 7 r 1662 Lic.#: KW-06006865 Licensee:CIDA INC. Description: Drag beam for floor(grid E) Code References >. _. a , . Calculations per AISC 360-10, IBC 2012, CBC 2013,ASCE 7-10 Load Combinations Used:ASCE 7-10 General_Informattoin Steel Section Name: W18x46 Overall Column Height 28.167 ft Analysis Method: Allowable Strength Top&Bottom Fixity Top&Bottom Pinned Steel Stress Grade Brace condition for deflection(buckling)along columns: Fy:Steel Yield 50.0 ksi X-X(width)axis: E:Elastic Bending Modulus 29,000.0 ksi Fully braced against buckling along X-X Axis Y-Y(depth)axis: Fully braced against buckling along Y-Y Axis Applied Loads , _ Service loads entered.Load Factors will be applied for calculations. AXIAL LOADS... Axial Load at 28.167 ft,E=6.857 k BENDING LOADS... Lat.Uniform Load creating Mx-x,D=0.3103,L=0.730 k/ft DESIGN SUMMARY =2 , Bending&Shear Check Results PASS Max.Axial+Bending Stress Ratio = 0.4559 :1 Maximum SERVICE Load Reactions.. Load Combination +D+L+H Top along X-X 0.0 k Location of max.above base 13.989 ft Bottom along X-X 0.0 k At maximum location values are... Top along Y-Y 14.650 k Pa:Axial 0.0 k Bottom along Y-Y 14.650 k Pn/Omega:Allowable 404.192 k Max:Applied 103.160 k-ft Maximum SERVICE Load Deflections... Mn-x/Omega:Allowable 226.297 k-ft Along Y-Y 0.7212 in at 14.178ft above base Ma A 0.0 k ft for load combination:+D+L+H y: pplied Mn-y/Omega:Allowable 29.192 k-ft Along X-X 0.0 in at O.Oft above base for load combination: PASS Maximum Shear Stress Ratio= 0.1124 :1 Load Combination +D+L+H Location of max.above base 28.167 ft At maximum location values are... Va:Applied 14.650 k Vn/Omega:Allowable 130.320 k Load Combination'Results . Maximum Axial+Bending Stress Ratios Maximum Shear Ratios Load Combination Stress Ratio Status Location Stress Ratio Status Location +D+H 0.136 PASS 13.99 ft 0.034 PASS 0.00 ft +D+L+H 0.456 PASS 13.99 ft 0.112 PASS 28.17 ft +D+0.70E+H 0.142 PASS 13.99 ft 0.034 PASS 0.00 ft +D+0.750L+0.7505+0.5250E+H 0.380 PASS 13.99 ft 0.093 PASS 0.00 ft +0.60D+0.70E+0.60H 0.088 PASS 13.99 ft 0.020 PASS 28.17 ft Maximum Reactions; Note:Only non-zero reactions are listed. X-X Axis Reaction Y-Y Axis Reaction Axial Reaction Load Combination @ Base @ Top @ Base @ Top @ Base +D+H k -4.369 4.369 k k +D+L+H k -14.650 14.650 k k +D+0.70E+H k -4.369 4.369 k 4.800 k +D+0.750L+0.7505+0.5250E+H k -12.080 12.080 k 3.600 k C) +0.60D+0.70E+0.60H k -2.622 2.622 k 4.800 k D Only k -4.369 4.369 k k L Only k -10.281 10.281 k k E Only k k 6.857 k O U h 1` � ' f le tadcadd} OU T t rstate:loo&g Maste�nlS�nt ctura�Ice , Lic.#: KW-06006865 Licensee:CIDA INC. Description: Drag beam for floor(grid E) Maximum,Deffectlons,for Load Combinat,,,,,,,,,„;,,,2.,,,,..-A-,,,,,;:',- ,;1,:-.----:,„,-',, Load Combination Max.X-X Deflection Distance Max.Y-Y Deflection Distance +D+H 0.0000 in 0.000 ft 0.215 in 14.178 ft +D+L+H 0.0000 in 0.000 ft 0.721 in 14.178 ft +D+0.70E+H 0.0000 in 0.000 ft 0.215 in 14.178 ft +D+0.750L+0.750S+0.5250E+H 0.0000 in 0.000 ft 0.595 in 14.178 ft +0.60D+0.70E+0.60H 0.0000 in 0.000 ft 0.129 in 14.178 ft D Only 0.0000 in 0.000 ft 0.215 in 14.178 ft L Only 0.0000 in 0.000 ft 0.506 in 14.178 ft E Only 0.0000 in 0.000 ft 0.000 in 0.000 ft Steel Section Properties,,: ; W1 8x46 Depth = 18.100 in I xx = 712.00 in^4 J = 1.220 inA4 Web Thick = 0.360 in S xx = 78.80 inA3 Cw = 1,720.00 in^6 Flange Width = 6.060 in R xx = 7.250 in Flange Thick = 0.605 in Zx = 90.700 inA3 Area = 13.500 inA2 I yy = 22.500 in^4 Weight = 46.000 plf S yy = 7.430 inA3 Wno = 26.500 in^2 Kdesign = 1.010 in R yy = 1.290 in Sw = 24.300 in^4 K1 = 0.813 in Zy = 11.700 inA3 Qf = 15.100 inA3 rts = 1.580 in rT = 0.000 in Qw = 44.900 inA3 Ycg = 0.000 in (7) , e k M-x Loads ci n� 7i )(Load 1 x 7. N rl { i Y L 6.O6in . Loads are total entered value.Arrows do not reflect absolute direction. 0 LL7 e cadd)13.- -.i ne a-,..i . 3® a . e �as[e Pan fru to 1c „,. . ,,.. _,� »te . >.. � �,z .f3: _ . l . ` -F- . ._Et GA 1 a °$Q..� Ar.:6: •.x Lic.#: KW-06006865 Licensee:CIDA INC. Description: short Drag beam for floor(grid E) . COPE REFERtNCfS : ",::, ; ' Calculations per AISC 360-10, IBC 2012,ASCE 7-10 Load Combination Set:ASCE 7-10 Mater�&PrOpert es , Analysis Method: Allowable Strength Design Fy:Steel Yield: 50.0 ksi Beam Bracing: Beam is Fully Braced against lateral-torsional buckling E:Modulus: 29,000.0 ksi Bending Axis: Major Axis Bending li D(0.3103)1.(0.73) 'V I, 'V + i Span=14.0fl A W8x18 App{Ijed E-Oa .; w. ' , . Service loads entered.Load Factors will be applied for calculations. Beam self weight calculated and added to loading Uniform Load: D=0.3103, L=0.730 k/ft, Tributary Width=1.0 ft DESIGN SUMMARY 7 Desi•n OK w . - Maximum Bending Stress Ratio = 0.611 : 1 Maximum Shear Stress Ratio= 0.198 : 1 C',.. Section used for this span W8x18 Section used for this span W8x18 Ma:Applied 25.928 k-ft Va:Applied 7.408 k Mn/Omega:Allowable 42.415 k-ft Vn/Omega:Allowable 37.444 k Load Combination +D+L+H Load Combination +D+L+H Location of maximum on span 7.000ft 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 0.353 in Ratio= 475>=360 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.512 in Ratio= 328>=240. Max Upward Total Deflection 0.000 in Ratio= 0<240.0 Maximum Farces&S tresses for Load Combinations Load Combination Max Stress RatiosSummary 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+H Dsgn.L= 14.00 ft 1 0.190 0.061 8.04 8.04 70.83 42.42 1.00 1.00 2.30 56.17 37.44 +D+L+H Dsgn.L= 14.00 ft 1 0.611 0.198 25.93 25.93 70.83 42.42 1.00 1.00 7.41 56.17 37.44 O eretl Maximum Deflections Load Combination Span Max."-"Defl Location inSpanLoad Combination Max."+"Defl Location in Span +D+L+H 1 0.5119 7.040 0.0000 0.000 VefticaJ t eactions r Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 7.408 7.408 Overall MINimum 2.298 2.298 +D+H 2.298 2.298 +D+L+H 7.408 7.408 D Only 2.298 2.298 CN L Only 5.110 5.110 4 LL ' ,rye-� r. s v s`.da �'; %�-" a ^z �. .m gti €3 cr. �. 1 # '.' ' ' , ' r` f V ' Filey E4adca. 1a'$4`_00 c to `-Maste c1tAtn�cturaKcat:e 6 �.� fi ., ..a`�� 98 "! (�g`�,6�7�r�6�6 �' Lic.#:KW-06006865 Licensee:CIDA INC. Description: Short Drag beam for floor(grid E) Code References,, Calculations per AISC 360-10, IBC 2012,CBC 2013,ASCE 7-10 Load Combinations Used:ASCE 7-10 General Information, Steel Section Name: W8x18 Overall Column Height 14.0 ft Analysis Method: Allowable Strength Top&Bottom Fixity Top&Bottom Pinned Steel Stress Grade Brace condition for deflection(buckling)along columns: Fy:Steel Yield 50.0 ksi X-X(width)axis: E:Elastic Bending Modulus 29,000.0 ksi Fully braced against buckling along X-X Axis Y-Y(depth) xis a : Fully braced against buckling along Y-Y Axis Applied Loads Service loads entered.Load Factors will be applied for calculations. AXIAL LOADS... Axial Load at 14.0 ft,E=7.40 k BENDING LOADS... Lat.Uniform Load creating Mx-x,D=0.1657,L=0.730 k/ft DESIGN SUMM,4fY'.. Bending&Shear Check Results PASS Max.Axial+Bending Stress Ratio = 0.5174 :1 Maximum SERVICE Load Reactions.. Load Combination +D+L+H Top along X-X 0.0 k Location of max.above base 6.953 ft Bottom along X-X 0.0 k At maximum location values are... Top along Y-Y 6.270 k Pa:Axial 0.0 k Bottom along Y-Y 6.270 k C. Pn/Omega:Allowable 157.485 k Max:Applied 21.944 k-ft Maximum SERVICE Load Deflections... Mn-x/Omega:Allowable 42.415 k-ft Along Y-Y 0.4359 in at 7.047ft above base May:Applied 0.0 k-ft for load combination:+D+L+H Mn-y/Omega:Allowable 11.627 k-ft Along X-X 0.0 in at 0.0ft above base for load combination: PASS Maximum Shear Stress Ratio= 0.1674 :1 Load Combination +D+L+H Location of max.above base 0.0 ft At maximum location values are... Va:Applied 6.270 k Vn/Omega:Allowable 37.444 k 'Load Combination',Result's ' ;:, ' Maximum Axial+Bending Stress Ratios Maximum Shear Ratios Load Combination Stress Ratio Status Location Stress Ratio Status Location +D+H 0.096 PASS 6.95 ft 0.031 PASS 0.00 ft +D+L+H 0.517 PASS 6.95 ft 0.167 PASS 0.00 ft +D+0.70E+H 0.112 PASS 6.95 ft 0.031 PASS 0.00 ft +D+0.750L+0.7505+0.5250E+H 0.424 PASS 7.05 ft 0.133 PASS 14.00 ft +0.60D+0.70E+0.60H 0.074 PASS 6.95 ft 0.019 PASS 0.00 ft Maximum Reactions Note:Only non-zero reactions are listed. X-X Axis Reaction Y-Y Axis Reaction Axial Reaction Load Combination @ Base @ Top 0 Base 0 Top 0 Base +D+H k -1.160 1.160 k k +D+L+H k -6.270 6.270 k k +D+0.70E+H k -1.160 1.160 k 5.180 k +D+0.750L+0.750S+0.5250E+H k -4.992 4.992 k 3.885 k 0 +0.60D+0.70E+0.60H k -0.696 0.696 k 5.180 k DOnly k -1.160 1.160 k k L Only k -5.110 5.110 k k E Only k k 7.400 k -5 €f r ' A, ,,..E, e E. radca 800 4 lae RotsPdsec .� , " vim a x , ; ' •,,P.,,,,,,,,^-,,,.., - aEiCA & j1x Atee... O4 _. N ..TM ., - ,4,r _ , 4., , -'*5A s , ; , , Licene:CIDINC..Lic.#: KW-06006865 Description: Short Drag beam for floor(grid E) Maximum Deflec#ions for Loyd Combiraattons , Load Combination Max.X-X Deflection Distance Max.Y-Y Deflection Distance +D+H 0.0000 in 0.000 ft 0.081 in 7.047 ft +D+L+H 0.0000 in 0.000 ft 0.436 in 7.047 ft +D+0.70E+H 0.0000 in 0.000 ft 0.081 in 7.047 ft +D+0.750L+0.750S+0.5250E+H 0.0000 in 0.000 ft 0.347 in 7.047 ft +0.60D+0.70E+0.60H 0.0000 in 0.000 ft 0.048 in 7.047 ft D Only 0.0000 in 0.000 ft 0.081 in 7.047 ft L Only 0.0000 in 0.000 ft 0.355 in 7.047 ft E Only 0.0000 in 0.000 ft 0.000 in 0.000 ft Steel Section Properties :-;'' , ',- W8x1 8 Depth = 8.140 in I xx = 61.90 inA4 J = 0.172 inA4 Web Thick = 0.230 in S xx = 15.20 inA3 Cw = 122.00 inA6 Flange Width = 5.250 in R xx = 3.430 in Flange Thick = 0.330 in Zx = 17.000 inA3 Area = 5.260 inA2 I yy = 7.970 inA4 Weight = 18.000 plf S yy = 3.040 inA3 Wno = 10.300 inA2 Kdesign = 0.630 in R yy = 1.230 in Sw = 4.440 inA4 K1 = 0.563 in Zy = 4.660 inA3 Of = 3.230 inA3 rts = 1.430 in rT = 0.000 in Qw = 8.370 inA3 Ycg = 0.000 in (17:1) Zack M-x Loads ----+ I r i Load 1 x of co u 'm x. t. Y L. 5.25in j Loads are total entered value.Arrows do not reflect absolute direction. 0 , < 15895 SW 72ND AVENUE,SUITE 200 PORTLAND,OREGON 97224 TEL:503.226.1285 FAX:503.226.1670 CIE-MAIL:info@cidainc.com Ak HIT CPUPE TN o�/� /� 2 S} S''..1-,OZ. /�f/n o ENG EKING PROJECT NAME: - n�`Y sick+ 2 \DO f I n/f PROJ.No. 1 301 SHEET LI V PLANNING J SMH %7l6 TITLE: By: DATE: INTERIORS - --- t —i - 77,1. -+.=3.7114 I Iy oj I J 3P b L I 1-- II 1 . 174'5 vt b ewt. ! -r, , 21,41K axul _III 0 t(ij _ L. 1 i i � ' I I I 1 1 � - �I -C 4_ Foi- v� T k- t - i :.,....„ _, L , 1 i 1 : , 1 - 1 t -, - 1— : i , 1 ,_ _ F - 1 if i IL 6 L 5 , to--L--r C3 1r vifi ?Ojalfli Q 0 Led )-0 �I11„ 17 I J Gcd�C {Sc L' I� t ; To ri 1 �/ n ivt� c� 'ct- 1 !-65zJ;o ' , , [ - er 1 rt 79' /li 5 r ,1 ' 1 1/ , _H , , L_' �� _L_ I( ,. Al i l 1 1 � i 40q 2-9 { Z;j� I — 1 _ 1 J I YY �,� _ ,� G�'l fit rales ! I 1 1 I i I I I L 1 1 I 1 _ 1J41 +ate '4" +. "' ,. " rte.;` ' ,.. -? a' ar n-,t - � -�� ale E\adcad�t �t84��A er��e�"oo� rite fan4S nc ura c;.e .: _ v a+f€ ^.,�. � fi t=�"�ix �' - ,. � .a a -.. rt art�sr.� m :€�r-�-�t�I��!:'�k"'�$ "' m ... Lic.#: KW-06006865 Licensee:CIDA INC. Description: Drag beam for floor(grid E-F) CODE f„EFERENI ES 1 Calculations per NDS 2012, IBC 2012,CBC 2013,ASCE 7-10 Load Combination Set:ASCE 7-10 Material Properties Analysis Method: Allowable Stress Design Fb-Tension 2,400.0 psi E:Modulus of Elasticity Load Combination ASCE 7-10 Fb-Compr 1,850.0 psi Ebend-xx 1,800.0ksi Fc-Pr!! 1,650.0 psi Eminbend-xx 950.0 ksi Wood Species : DF/DF Fc-Perp 650.0 psi Ebend-yy 1,600.0 ksi Wood Grade :24F-V4 Fv 265.0 psi Eminbend-yy 850.0ksi Ft 1,100.0 psi Density 31.20pcf Beam Bracing : Beam is Fully Braced against lateral-torsional buckling D(0.0344,L(0.08) lir * i 2;f1'2;MMIX4XM-*:';��, � � r` �",� �`�� ms 's s � ,� kTf�,�� = �� ,��'�� t ��s��, �C ��t3 �$ r '� � t ,� �f ,meg «�� ,� �� ;71471710 a, 5.5x9 Span=18.833 ft )Applied Lo?d Service loads entered.Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load: D=0.0340, L=0.080, Tributary Width=1.0 ft DESIGkSUMMA,RY._ 'v Design OK ;Maximum Bending Stress Ratio = 0.372 1 Maximum Shear Stress Ratio = 0.125 : 1 Section used for this span 5.5x9 Section used for this span 5.5x9 fb:Actual = 893.72 psi fv:Actual = 32.99 psi FB:Allowable = 2,400.00 psi Fv:Allowable = 265.00 psi Load Combination +D+L+H Load Combination +D+L+H Location of maximum on span = 9.417ft Location of maximum on span = 0.000ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward Transient Deflection 0.379 in Ratio= 596>=360 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.590 in Ratio= 382>=240. Max Upward Total Deflection 0.000 in Ratio= 0<240.0 i OveraijMaximum Deflections Load Combination Span Max.°"Defl Location in Span Load Combination Max."+"Defl Location in Span +D+L+H 1 0.5905 9.485 0.0000 0.000 Ver icall fieactiQn S Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 1.174 1.174 Overall MINimum 0.421 0.421 +D+H 0.421 0.421 0 +D+L+H 1.174 1.174 D Only 0.421 0.421 L Only 0.753 0.753 LL(Z- � 4 ® sr a - + a ' acVdi,,,--70:iera a e'�! i ae.! a6 tii6 a- zx . , -t,,...� . t 'o �� . s; .�,, ,��. , .,-,p;�rswNGL 3-�0 Bs fi4.s' er+...0...0:7g-7 , Lic.#: KW-06006865 Licensee:CIDA INC. Description: Drag beam for floor(grid E-F) Calculations per 2012 NDS, IBC 2012, CBC 2013,ASCE 7-10 Load Combinations Used:ASCE 7-10 . „General Inortriafion, V. . _ ti•, Analysis Method: Allowable Stress Design Wood Section Name 2.5x9 End Fixities Top&Bottom Pinned Wood Grading/Manuf. Western Overall Column Height 18.833 ft Wood Member Type GLB (Used for non-slender calculations) Exact Width 2.50 in Allow Stress Modification Factors Wood Species DF/DF Wood Grade 24F V4 Exact Depth 9.0 in Cf or Cv for Bending 1.0 Fb Tension 2,400.0 psi Fv 265.0 psi Area 22.50 inA2 Cf or Cv for Compression 1.0 Ix 151.875 inM Cf or Cv for Tension 1.0 Fb-Compr 1,850.0 psi Ft 1,100.0 psi ly 11.719 inM Cm:Wet Use Factor 1.0 Fc-PrIl 1,650.0 psi Density 31.20 pcf Ct:Temperature Factor 1.0 Fc-Perp 650.0 psi Cfu:Flat Use Factor 1.0 E:Modulus of Elasticity... x-x Bending y-y Bending Axial Kf:Builtup columns 1.0 NDS 15.3.2 Basic 1,800.0 1,600.0 1,800.0 ksi Use Cr:Repetitive? No Minimum 950.0 850.0 Brace condition for deflection(buckling)along columns: X-X(width)axis: Fully braced against buckling along X-X Axis Y-Y(depth)axis: Fully braced against buckling along Y-Y Axis A lied LO dS r : Service loads entered.Load Factors will be applied for calculations. AXIAL LOADS... C Axial Load at 18.833 ft,E=24.440 k -i'' BENDING LOADS... Lat. Uniform Load creating Mx-x,D=0.020,L=0.080 k/ft AES/GNSUMMARY` Bending&Shear Check Results PASS Max.Axial+Bending Stress Ratio = 0.8521 :1 Maximum SERVICE Lateral Load Reactions.. Load Combination +D+L+H Top along Y-Y 0.9417 k Bottom along Y-Y 0.9417 k Governing NDS Forumla Bending Only,Tension Side Top along X-X 0.0 k Bottom along X-X 0.0 k Location of max.above base 9.353 ft Maximum SERVICE Load Lateral Deflections... At maximum location values are... Along Y-Y 1.047 in at 9.480 ft above base Applied Axial 0.0 k for load combination: +D+L+H Applied Mx 4.433 k-ft Applied My 0.0 k-ft Along X-X 0.0 in at 0.0 ft above base Fc:Allowable 1,650.0 psi for load combination:n/a Other Factors used to calculate allowable stresses... PASS Maximum Shear Stress Ratio= 0.1579:1 Bending Compression Tension Load Combination +D+L+H Location of max.above base 0.0 ft Applied Design Shear 62.777 psi Allowable Shear 265.0 psi Load Gobi Hanoi Results _ .: Maximum Axial+Bending Stress Ratios Maximum Shear Ratios Load Combination C D C p Stress Ratio Status Location Stress Ratio Status Location +D+H 1.000 1.000 0.1704 PASS 9.353 ft 0.03159 PASS 0.0 ft +D+L+H 1.000 1.000 0.8521 PASS 9.353 ft 0.1579 PASS 0.0 ft +D+0.70E+H 1.000 L000 0.4608 PASS 0.0ft 0.03159 PASS 0.Oft +D+0.750L+0.750S+0.5250E+H 1.000 1.000 0.6449 PASS 9.353 ft 0.1263 PASS 0.0 ft +0.60D+0.70E+0.60H 1.000 1.000 0.4608 PASS 0.0 ft 0.01895 PASS 0.0 ft MXurrt{ CfIo11S , ,. � Note:Only non-zero reactions are listed. X-X Axis Reaction Y-Y Axis Reaction Axial Reaction Load Combination @ Base @ Top @ Base @ Top @ Base +D+H k 0.188 0.188 k k 1-1 3 it: Of©� U ma ..a. � . itl I'� 3 QO I ate; i g t 5 �r CIDA ic.# KW-06006865 Licensee. IINC. Description: Drag beam for floor(grid E-F) SIN )Im m Reactions ' " 1: , x Note:Only non-zero reactions are listed. X-X Axis Reaction Y-Y Axis Reaction Axial Reaction Load Combination @ Base @ Top @ Base @ Top @ Base +D+L+H k 0.942 0.942 k k +D+0.70E+H k 0.188 0.188 k 17.108 k +D+0.750L+0.750S+0.5250E+H k 0.753 0.753 k 12.831 k +0.60D+0.70E+0.60H k 0.113 0.113 k 17.108 k D Only k 0.188 0.188 k k L Only k 0.753 0.753 k k E Only k k 24.440 k Maximum Deflections for;Load Combinations Load Combination Max.X-X Deflection Distance Max.Y-Y Deflection Distance +D+H 0.0000 in 0.000 ft 0.209 in 9.480 ft +D+L+H 0.0000 in 0.000 ft 1.047 in 9.480 ft +D+0.70E+H 0.0000 in 0.000 ft 0.209 in 9.480 ft +D+0.750L+0.750S+0.5250E+H 0.0000 in 0.000 ft 0.837 in 9.480 ft +0.60D+0.70E+0.60H 0.0000 in 0.000 ft 0.126 in 9.480 ft D Only 0.0000 in 0.000 ft 0.209 in 9.480 ft L Only 0.0000 in 0.000 ft 0.837 in 9.480 ft E Only 0.0000 in 0.000 ft 0.000 in 0.000 ft Sketches , _ ...� Y M+KkLoads C 2,7t . • x �' --, u Li is 2.5x9 0.10k L_- ... 2.50in Loads are total entered value.Arrows do not reflect absolute direction. (Tr) 15895 SW 72ND AVENUE,SUITE 200 il I PORTLAND,OREGON 97224 TEL:503.226.1285 FAX:503.226.1670 0 E-MAIL:info@cidainc.com ® ARCHITECTURE /� =_N�.NEERI�C PROJECT NAME: Inkersfafe- Roo 1 Pis PROD, No. 13018'10i SHEET Li-eq P S AN NE: R N N /� TITHE: 6 By: DATE: 4(�! INTERIORS - -To ie >^' ivt 1 QA II, I _ V3 qif V ' i 5 1( 1 z.� • ,. I � 600 -1 V� w 7 Il �� `� r_ is il6-I Elim ro\ lei'] V T — — -_ 4 3 — 07 _ lf 3` 1 - . t I I i ',1=4-4) 1 L �� ; 321 -7...- 3 iI_ I I I- . ' 1 V a I66, 6 I I 7 ) iW _ ` 1% = z G` K -)/Pt' t ??÷ 4I 4,93 b tz(El )rt q , _ I�� - oFoal0- T�I - ti K1aCE)_ r _ .? _ 1 1 1 al E h_ T 2$ K j�7 �) - — ,5- 3 3I 1 ir, J I Z_ r, __ [� ' I I 1 I 0i I I 1 I � I I 1 � I -1 I i--- . III |5895SVY7lNDAVENUE,SUITE 200 PORTLAND,OREGON 97224 TEL:503.226.1285 FAX:503.226.1670 E'MA|L:infogcidainc.o,m .� PROJECT NAME: T*+erci*fe RDop"Mp,"/. m". / O /F4,02- S",,, Li-65 &�� "'^°`=" r,�,. a,. Q �/A D",. �� / 6 '°``"'°" ~ . MI KifOOf 1V-- 5 Pipt4 _Pl_dio. kro( ykt re-4u'oL.- i 6 W-,_5ee priiktoitt ofri neW i)ale- -(''' r Ti I 1 - 101)c E il—WI ,_ — 1 — i I'it 1<)/(11°g/1‘7 = q 0 pi r wi, )( cla v to t)14 stea.r -1_, L 4'Fit) -Vd46411 ; ---ok4 A "--eY• 't‘q 1 , 7! 11 l<1-fr3 1 `) --= 5 044' ri,vs i_fi_s__. - i L. 1 _-I | | | | | | | | {�:1 - ��-]' --- .�= | � ! / l_ __ -- _ LL66 .. SIS "3 , k e dcad t3 i 1 i terata=Ro,,,,-151 Master lan ".505iAl Lic.# KW-06006865 Licensee.CIDA INC. Description: N-S seismic-tall roof Genera[B@a ,�6iPropertlk* A .. _ . Elastic Modulus 29,000.0 ksi Span#1 Span Length = 110.0 ft Area= 10.0 i02 Moment of Inertia = 100.0 in^4 D 2.14 +---V 0(1.36) 'V ♦ V T D(2,2) V * + ♦ V 0(1.35) D(2.4) V V `i V V V I Span=110 Ott t I ,;;':::4:01,10:01,(0100W!'-'::(1. :-'sService loads entered.Load Factors will be applied for calculations. Load for Span Number 1 Uniform Load: D=2.40 k/ft,Extent=0.0-->>22.250 ft, Tributary Width=1.0 ft Uniform Load: D=1.350 k/ft,Extent=37.0-->>65.833 ft, Tributary Width=1.0ft Uniform Load: D=2.20 k/ft,Extent=72.0-->>110.0 ft, Tributary Width=1.0 ft Uniform Load: D=1.360 k/ft,Extent=22.250-->>37.0 ft, Tributary Width=1.0 ft Uniform Load: D=2.140 k/ft,Extent=65.333-->>72.0 ft, Tributary Width=1.0ft Dg$10-SU A.,R3'�M :_ .. aX..r Maximum Bending= 2,615.598 k-ft Maximum Shear= 107.064 k Load Combination +D+H Load Combination +D+H c'.1 Location of maximum on span 58.850ft Location of maximum on span 110.000 ft Span#where maximum occurs Span#1 Span#where maximum occurs Span#1 Maximum Deflection Max Downward Transient Deflection 0.000 in 0 Max Upward Transient Deflection 0.000 in 0 Max Downward Total Deflection 2010.038 in 0 Max Upward Total Deflection 0.000 in 0 Summa o1'VLit ii.p er eam S an Beam Span Moments&Shears at Incremental Locations Load Type/Combination Span Location (ft) Span ID Shear (k) Moment (ft-k) - Overall MAXimum Envelope 0.00 Span 1 103.188 0.000 Overall MAXimum Envelope 2.75 Span 1 96.588 274.693 Overall MAXimum Envelope 5.50 Span 1 89.988 --- ---531.235 (gcfkR k, O--15)== 13'SR K Overall MAXimum Envelope 8.25 Span 1 83.388 769.628 Overall MAXimum Envelope 11.00 Span 1 76.788 989.870 Overall MAXimum Envelope 13.75 Span 1 70.188 1,191.963 Overall MAXimum Envelope 16.50 Span 1 63.588 1,375.906 Overall MAXimum Envelope 19.25 Span 1 56.988 1,541.698 Overall MAXimum Envelope 22.00 Span 1 50.388 1,689.341 Overall MAXimum Envelope 24.75 Span 1 46.388 1,822.084 Overall MAXimum Envelope 27.50 Span 1 42.648 1,944.509 Overall MAXimum Envelope 30.25 Span 1 38.908 2,056.649 Overall MAXimum Envelope 33.00 Span 1 35.168 2,158.504 Overall MAXimum Envelope 35.75 Span 1 31.428 2,250.074 `"g Overall MAXimum Envelope 38.50 Span 1 27.703 2,331.370 g Overall MAXimum Envelope 41.25 Span 1 23.991 2,402.450 Overall MAXimum Envelope 44.00 Span 1 20.278 2,463.319 Overall MAXimum Envelope 46.75 Span 1 16.566 2,513.980 Overall MAXimum Envelope 49.50 Span 1 12.853 2,554.431 Overall MAXimum Envelope 52.25 Span 1 9.141 2,584.673 u6I k x^ ��; 'es:x (E`rOgdl at,13 0-i7:111,-, , g M "" i ar-r„g ti _, . t„z . $ --e., _ .u,.,.,,. ,, .',.. ,.,`... .:' : `" . 1983.0.6 As 66 1,- G 6,6-:,Lic.#:KW-06006865 Licensee:CIDA INC. Description: N-S seismic-tall roof Beam Span Moments&Shears at Incremental Locations Load Type/Combination Span Location (ft) Span ID Shear (k) Moment (ft-k) Overall MAXimum Envelope 55.00 Span 1 5.428 2,604.705 Overall MAXimum Envelope 57.75 Span 1 1.716 2,614.528 Overall MAXimum Envelope 60.50 Span 1 -1.997 2,614.141 Overall MAXimum Envelope 63.25 Span 1 -5.709 2,603.545 Overall MAXimum Envelope 66.00 Span 1 -10.624 2,582.283 Overall MAXimum Envelope 68.75 Span 1 -16.509 2,544.976 Overall MAXimum Envelope 71.50 Span 1 -22.394 2,491.485 Overall MAXimum Envelope 74.25 Span 1 -28.414 2,421.659 Overall MAXimum Envelope 77.00 Span 1 -34.464 2,335.202 Overall MAXimum Envelope 79.75 Span 1 -40.514 2,232.108 Overall MAXimum Envelope 82.50 Span 1 -46.564 2,112.377 Overall MAXimum Envelope 85.25 Span 1 -52.614 1,976.008 Overall MAXimum Envelope 88.00 Span 1 -58.664 1,823.002 Overall MAXimum Envelope 90.75 Span 1 -64.714 1,653.358 Overall MAXimum Envelope 93.50 Span 1 -70.764 1,467.076 Overall MAXimum Envelope 96.25 Span 1 -76.814 1,264.157 Overall MAXimum Envelope 99.00 Span 1 -82.864 1,044.601 Overall MAXimum Envelope 101.75 San 1 - 4 808.407 (B'AIIc�(0,151�413��31< Overall MAXimum Envelope 104.50 Span 1 -94.964 � � 555.575 4. Overall MAXimum Envelope 107.25 Span 1 -101.014 286.106 Overall MAXimum Envelope 110.00 Span 1 -107.064 0.000 +D+H 0.00 Span 1 103.188 0.000 +D+H 2.75 Span 1 96.588 274.693 +D+H 5.50 Span 1 89.988 531.235 +D+H 8.25 Span 1 83.388 769.628 +D+H 11.00 Span 1 76.788 989.870 +D+H 13.75 Span 1 70.188 1,191.963 +D+H 16.50 Span 1 63.588 1,375.906 +D+H 19.25 Span 1 56.988 1,541.698 +D+H 22.00 Span 1 50.388 1,689.341 +D+H 24.75 Span 1 46.388 1,822.084 +D+H 27.50 Span 1 42.648 1,944.509 +D+H 30.25 Span 1 38.908 2,056.649 +D+H 33.00 Span 1 35.168 2,158.504 +D+H 35.75 Span 1 31.428 2,250.074 +D+H 38.50 Span 1 27.703 2,331.370 +D+H 41.25 Span 1 23.991 2,402.450 +D+H 44.00 Span 1 20.278 2,463.319 +D+H 46.75 Span 1 16.566 2,513.980 +D+H 49.50 Span 1 12.853 2,554.431 +D+H 52.25 Span 1 9.141 2,584.673 0 +D+H 55.00 Span 1 5.428 2,604.705 57.75 Span 1 1.716 2,614.528 +D+H 60.50 Span 1 -1.997 2,614.141 +D+H 63.25 Span 1 -5.709 2,603.545 +D+H 66.00 Span 1 -10.624 2,582.283 +D+H 68.75 Span 1 -16.509 2,544.976 +D+H 71.50 Span 1 -22.394 2,491.485 ., . . 15895 SW 72ND AVENUE,SUITE 200 PORTLAND,OREGON 97224 TEL:503.226.1285 FAX:503.226.1670 CIE-MAIL: info@cidainc.com SRCHTECTOPR 11.1 , Tkr-terfai-e• Roo fi'vig PRoi.No. )3 Oi Sib 02- SHEET 1 -67 ,•°7,, s ,,, '' PROJECT NAME:- NiV ERRS TITLE: BY: RA/11 DATE: Catilth T INTIO f : T Via I 1- r\-1 r 104 i ',,' ! , 1 I • . ,. :60Y1114 .. 1 1 1i 4 T 1 I I , 1 , 1 I _1 _ 1 I T ,TA 11 RooC '- .. 1L 1 1 _ _H _ IT .,---- , I 1 i ; , 7 r ).f• (Ag0)-- G-711 iS 7 =HO 35),)) '(7: -*V( i 7 ii? r _ .__, - I 1 I - ! 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Description: Drag beam for tall roof GOQE REFERENCES Calculations per AISC 360-10, IBC 2012, ASCE 7-10 Load Combination Set:ASCE 7-10 ltllaterfalProperties _.. ,_. Analysis Method: Allowable Strength Design Fy:Steel Yield: 50.0 ksi Beam Bracing: Beam is Fully Braced against lateral-torsional buckling E:Modulus: 29,000.0 ksi Bending Axis: Major Axis Bending D(4)S(4) 0(4)S(4) D(4)S(4) % Span=28.167 ft W18x35 Applied,Loads. f r -.4'.-'1,..'.,: , , Service loads entered.Load Factors will be applied for calculations. Beam self weight calculated and added to loading Load(s)for Span Number 1 Point Load: D=4.0, S=4.0 k @ 2.792 ft Point Load: D=4.0, S=4.0 k @ 12.792 ft Point Load D=4.0, S=4.0 k@ 22.792 ft 1 DESIGN SUMMARY = Maximum Bending Stress Ratio = 0.549: 1 Maximum Shear Stress Ratio= 0.128 :1 Section used for this span W18x35 Section used for this span W18x35 Ma:Applied 91.012 k-ft Va:Applied 13.593 k Mn/Omega:Allowable 165.918 k-ft Vn/Omega:Allowable 106.20 k Load Combination +D+S+H Load Combination +D+S+H Location of maximum on span 12.796ft 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 0.399 in Ratio= 846>=360 Max Upward Transient Deflection 0.000 in Ratio= 0 <360 Max Downward Total Deflection 0.832 in Ratio= 406>=240. Max Upward Total Deflection 0.000 in Ratio= 0<240.0 ",-";104-1,1-111--70.0'''''.-F4(.60..0:4-:t..... 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+H Dsgn.L= 28.17 ft 1 0.285 0.066 47.23 47.23 277.08 165.92 1.00 1.00 7.04 159.30 106.20 +D+S+H Dsgn.L= 28.17 ft 1 0.549 0.128 91.01 91.01 277.08 165.92 1.00 1.00 13.59 159.30 106.20 Overall Maximum DetIecttor s n, - Load Combination Span Max."-"Defl Location in Span Load Combination Max."+"Defl Location in Span +D+S+H 1 0.8319 14.084 0.0000 0.000 Vertical actior s Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 13.593 11.392 Overall MINimum 6.550 5.450 C +D+H 7.043 5.943 '�` +D+S+H 13.593 11.392 D Only 7.043 5.943 S Only 6.550 5.450 / L71 ,-;,..4.,* , - ... i f nFacadd1130 n g ae b �fePnu7 ecalc fs , x . .. :r _. . I tC U ¢ 8�. x , 4 Lic.#: KW-06006865 Licensee:CIDA INC. Description: Drag beam for tall roof Code,Referencesx . ,... Calculations per AISC 360-10, IBC 2012, CBC 2013,ASCE 7-10 Load Combinations Used:ASCE 7-10 Generallnformatton Steel Section Name: W18x35 Overall Column Height 28.167 ft Analysis Method: Allowable Strength Top&Bottom Fixity Top&Bottom Pinned Steel Stress Grade Brace condition for deflection(buckling)along columns: Fy:Steel Yield 50.0 ksi X-X(width)axis: E:Elastic Bending Modulus 29,000.0 ksi Fully braced against buckling along X-X Axis Y-Y(depth)axis: Fully braced against buckling along Y-Y Axis ,,Applied.Loads Service loads entered.Load Factors will be applied for calculations. AXIAL LOADS... Axial Load at 28.167 ft,E=4.714 k BENDING LOADS... Lat.Uniform Load creating Mx-x,D=0.2281,S=0.2281 k/ft DES/GN SUMMARYYf ,m, . ,,,,,,&,-,-.,:,, Bending&Shear Check Results PASS Max.Axial+Bending Stress Ratio = 0.2727 :1 Maximum SERVICE Load Reactions.. Load Combination +D+S+H Top along X-X 0.0 k Location of max.above base 13.989 ft Bottom along X-X 0.0 k At maximum location values are... Top along Y-Y 6.426 k Pa:Axial 0.0 k Bottom along Y-Y 6.426 k C.::,/-t Pn/Omega:Allowable 308.383 k Ma-x:Applied 45.245 k-ft Maximum SERVICE Load Deflections... Mn-x/Omega:Allowable 165.918 k-ft Along Y-Y 0.4416 in at 14.178ft above base for load combination:+D+S+H May:Applied 0.0 k-ft Mn-y/Omega:Allowable 20.110 k-ft Along X-X 0.0 in at 0.Oft above base for load combination: PASS Maximum Shear Stress Ratio= 0.06051 :1 Load Combination +D+S+H Location of max.above base 0.0 ft At maximum location values are... Va:Applied 6.426 k Vn/Omega:Allowable 106.20 k Load Combnatton.Results Maximum Axial+Bending Stress Ratios Maximum Shear Ratios Load Combination Stress Ratio Status Location Stress Ratio Status Location +D+H 0.136 PASS 13.99 ft 0.030 PASS 0.00 ft +D+S+H 0.273 PASS 13.99 ft 0.061 PASS 0.00 ft +D+0.70E+H 0.142 PASS 13.99 ft 0.030 PASS 0.00 ft +D+0.750L+0.7505+0.5250E+H 0.243 PASS 13.99 ft 0.053 PASS 28.17 ft +0.60D+0 70E+0.60H 0.087 PASS 13.99 ft 0.018 PASS 0.00 ft Maximum Reactions Note:Only non-zero reactions are listed. X-X Axis Reaction Y-Y Axis Reaction Axial Reaction Load Combination @ Base @ Top 0 Base 0 Top CO Base +D+H k -3.213 3213 k k +D+S+H k -6.426 6.426 k k +D+0.70E+H k -3.213 3.213 k 3.300 k +D+0.750L+0.750S+0.5250E+H k -5.622 5.622 k 2.475 k ',''$ +0.60D+0.70E+0.60H k -1.928 1.928 k 3.300 k D Only k -3.213 3.213 k k S Only k -3.213 3.213 k k EOnly k k 4.714k --e'''''' LL7z Eiaticdd 30'8QO tateootispI. 6A;Oil Cr a fx = 1eITV:0 U z Licensee:CIDA INC:Lic.#: KW-06006865 Description: Drag beam for tall roof Maximum Def lectfons for Load Combmatfons,f , Load Combination Max.X-X Deflection Distance Max.Y-Y Deflection Distance +D+H 0.0000 in 0.000 ft 0.221 in 14.178 ft +D+S+H 0.0000 in 0.000 ft 0.442 in 14.178 ft +D+0.70E+H 0.0000 in 0.000 ft 0.221 in 14.178 ft +D+0.750L+0.750S+0.5250E+H 0.0000 in 0.000 ft 0.386 in 14.178 ft +0.60D+0.70E+0.60H 0.0000 in 0.000 ft 0.132 in 14.178 ft D Only 0.0000 in 0.000 ft 0.221 in 14.178 ft S Only 0.0000 in 0.000 ft 0.221 in 14.178 ft E Only 0.0000 in 0.000 ft 0.000 in 0.000 ft Steel Section Properties ; W1 8x35 Depth = 17.700 in I xx = 510,00 in^4 J = 0.506 in^4 Web Thick = 0.300 in S xx = 57.60 in^3 Cw = 1,140.00 in^6 Flange Width = 6.000 in R xx = 7.040 in Flange Thick = 0.425 in Zx = 66.500 inA3 Area = 10.300 inA2 I yy = 15.300 inA4 Weight = 35.000 plf S yy = 5.120 inA3 Wno = 25.900 in^2 Kdesign = 0.827 in R yy = 1.220 in Sw = 16.500 in^4 K1 = 0.750 in Zy = 8.060 inA3 Qf = 10.500 inA3 rts = 1.510 in rT = 0.000 in Qw = 32.700 inA3 Ycg = 0.000 in C) M716k M-x Loads --+ 1,1 �I XLoad 1x ml \ N: ii 1 fnl 2I l 1 rn I Loads are total entered value.Arrows do not reflect absolute direction. 0 a73 -,,A �" `` z' may. f - ,..„3„:44,,„,,,,A,,,,,,,„:„:„---,,-._,,,,,-„,„------.,--„, „g +x 4le .' !!13 aO1e R” fr rite a t tctu fcI. r ,a, _,, xn. rc.t.«.E m.r. ..: -0&Tja,II"6,6.'?,Vs 1¢6 :1',' ic.#:KW-06006865 Licensee:CIDA INC. Description: Short Drag beam for tall roof CODE REFERENCES v , Calculations per AISC 360-10, IBC 2012,ASCE 7-10 Load Combination Set:ASCE 7-10 Materiel:Properties . .., ,,v_ r . . ._ Analysis Method: Allowable Strength Design Fy Steel Yield: 50.0 ksi Beam Bracing: Beam is Fully Braced against lateral-torsional buckling E:Modulus: 29,000.0 ksi Bending Axis: Major Axis Bending 0(32 S(4) Span=14.Oft W8x18 Applied Loads , ,, , Service loads entered.Load Factors will be applied for calculations. Beam self weight calculated and added to loading Load(s)for Span Number 1 Point Load: D=3.20, S=4.0 k @ 7.250 ft 0ESIGNS UMMARY Desi•n OK Maximum Bending Stress Ratio = 0.603: 1 Maximum Shear Stress Ratio= 0.103 : 1 C.:;) Section used for this span W8x18 Section used for this span W8x18 Ma:Applied 25.574 k-ft Va:Applied 3.855 k Mn/Omega:Allowable 42.415 k-ft Vn/Omega:Allowable 37.444 k Load Combination +D+S+H Load Combination +D+S+H Location of maximum on span 7.240ft Location of maximum on span 14.000 ft Span#where maximum occurs Span#1 Span#where maximum occurs Span#1 Maximum Deflection i Max Downward Transient Deflection 0.221 in Ratio= 761>=360 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.406 in Ratio= 414>=240. Max Upward Total Deflection 0.000 in Ratio= 0<240.0 Maximum Forces&Stresses for Load Com"binations 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+H Dsgn.L= 14.00 ft 1 0.274 0.048 11.61 11.61 70.83 42.42 1.00 1.00 1.78 56.17 37.44 +D+S+H Dsgn.L= 14.00 ft 1 0.603 0.103 25.57 25.57 70.83 42.42 1.00 1.00 3.85 56.17 37.44 aueraft Maximum Deflections , . . , . Load Combination Span Max."-"Defl Location in Span Load Combination Max."+"Defl Location in Span +D+S+H 1 0.4059 7.080 0.0000 0.000 V tical 3@accions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 3.597 3.855 Overall MINimum 1.669 1.783 +D+H 1.669 1.783 +D+S+H 3.597 3.855 D Only 1.669 1.783 0 S Only 1.929 2.071 LL7if "� '' w, - , ,v40. " 11 :8caddl 3\0 o oo Y ersstate Hoofing .te, an r`ctur llrafc ec6,<:;:; tee) ®IU r :..� -# ,�- .,ENA! ,� .:r t:�Aas ,r.,..<.,�.,.r� .»_�; ns.�?...:� "�+�s`��..:: :�<.:�,:..' .. '.; � '-'.:. :s....,.,., :`s`.,s�`.��;��`, r '-�. .��. �� .��,.it.�s utYe �;6'as�r��.�s3fi,�6.'7-�"*�" . Lic.#: KW-06006865 Licensee:CIDA INC. Description: short Drag beam for tall roof Code Referencesx, Y Calculations per AISC 360-10, IBC 2012,CBC 2013,ASCE 7-10 Load Combinations Used:ASCE 7-10 General Information _ , Steel Section Name: W8x18 Overall Column Height 14.0 ft Analysis Method: Allowable Strength Top&Bottom Fixity Top&Bottom Pinned Steel Stress Grade Brace condition for deflection(buckling)along columns: Fy:Steel Yield 50.0 ksi X-X(width)axis: E:Elastic Bending Modulus 29,000.0 ksi Fully braced against buckling along X-X Axis Y-Y(depth)axis: Fully braced against buckling along Y-Y Axis Appljetl Loads. Service loads entered.Load Factors will be applied for calculations. AXIAL LOADS... Axial Load at 14.0 ft,E=3.0 k BENDING LOADS... Lat.Uniform Load creating Mx-x,D=0.2281,S=0.2281 k/ft DESIGN SUMMARY. ..- ..,. Bending&Shear Check Results PASS Max.Axial+Bending Stress Ratio = 0.2635 :1 Maximum SERVICE Load Reactions.. Load Combination +D+S+H Top along X-X 0.0 k Location of max.above base 7.047 ft Bottom along X-X 0.0 k At maximum location values are... Top along Y-Y 3.194 k Pa:Axial 0.0 k Bottom along Y-Y 3.194 k Pn/Omega:Allowable 157.485 k Max:Applied 11.178 k-ft Maximum SERVICE Load Deflections... Mn-x/Omega:Allowable 42.415 k-ft Along Y-Y 0.2221 in at 7.047ft above base Ma Applied for load combination:+D+S+H y pP 0.0 k-ft Mn-y/Omega:Allowable 11.627 k-ft Along X-X 0.0 in at O.Oft above base for load combination: PASS Maximum Shear Stress Ratio= 0.08529 :1 Load Combination +D+S+H Location of max.above base 0.0 ft At maximum location values are... Va:Applied 3.194 k Vn/Omega:Allowable 37.444 k Load Combination Results Maximum Axial+Bending Stress Ratios Maximum Shear Ratios Load Combination Stress Ratio Status Location Stress Ratio Status Location +D+H 0.132 PASS 7.05 ft 0.043 PASS 0.00 ft +D+S+H 0.264 PASS 7.05 ft 0.085 PASS 0.00 ft +D+0.70E+H 0.138 PASS 7.05 ft 0.043 PASS 0.00 ft +D+0.750L+0.750S+0.5250E+H 0.236 PASS 7.05 ft 0.075 PASS 0.00 ft +0.60D+0.70E+0.60H 0.086 PASS 7.05 ft 0.026 PASS 0.00 ft Max1mUm-904001 :.-- - -.',.-,.-, , ,-..---,',..:-- ....-:::Y-f.5---:7,- Note:Only non-zero reactions are listed. -X Axis Reaction Y-Y Axis Reaction Axial Reaction Load Combination @ Base @ Top @ Base @ Top @ Base +D+H k -1.597 1.597 k k +D+S+H k -3.194 3.194 k k +D+0.70E+H k -1.597 1.597 k 2.100 k +D+0.750L+0.750S+0.5250E+H k -2.795 2.795 k 1.575 k +0.60D+0.70E+0.60H k -0.958 0.958 k 2.100 k D Only k -1.597 1.597 k k S Only k -1.597 1.597 k k E Only k k 3.000 k �1r 4 (a catlOt84 , trutrlc77-a"l � _ � � e + O rstaa3. hn�MastenS Lia#: KW-06006865 � r Eais 9: 4 4" L . Licensee:CIDA INC. Description: short Drag beam for tall roof Maximumbeflgcttons for.Load Cornt?mations { Load Combination Max.X-X Deflection Distance Max.Y-Y Deflection Distance +D+H 0.0000 in 0.000 ft 0.111 in 7.047 ft +D+S+H 0.0000 in 0.000 ft 0.222 in 7.047 ft +D+0.70E+H 0.0000 in 0.000 ft 0.111 in 7.047 ft +D+0.750L+0.750S+0.5250E+H 0.0000 in 0.000 ft 0.194 in 7.047 ft +0.60D+0.70E+0.60H 0.0000 in 0.000 ft 0.067 in 7.047 ft D Only 0.0000 in 0.000 ft 0.111 in 7.047 ft S Only 0.0000 in 0.000 ft 0.111 in 7.047 ft E Only 0.0000 in 0.000 ft 0.000 in 0.000 ft Steel Section Properties;: ,_, W8x18 Depth = 8.140 in I xx = 61.90 in^4 J = 0.172 in^4 Web Thick = 0.230 in S xx = 15.20 inA3 Cw = 122.00 inA6 Flange Width = 5.250 in R xx = 3.430 in Flange Thick = 0.330 in Zx = 17.000 inA3 Area = 5.260 inA2 I yy = 7.970 inM Weight = 18.000 plf S yy = 3.040 in^3 Wno = 10.300 inA2 Kdesign = 0.630 in R yy = 1.230 in Sw = 4.440 MM K1 = 0.563 in Zy = 4.660 inA3 Qf = 3.230 inA3 its = 1.430 in rT = 0.000 in Qw = 8.370 inA3 Ycg = 0.000 in 3 O M-x Loads 3 ---' �I r Load 1 x 0' 4I vl Td m x E - Y L. 5.25in j Loads are total entered value.Arrows do not reflect absolute direction. 0 15895 SW 72ND AVENUE,SUITE.200 4 PORTLAND,OREGON 97224 TEL:503.226.1285 FAX:503.226.1670 0 E-MAIL:info@cidainc.com ARCH ECTLIRE Tye ,p Q Roof) �} �i 1 =^��N • rETL E PROJECT NAME: yn+er5i-Ini na PROD.No. ) 0• 84,O� SHEET 76 Ilif PLA N NI NA Time BY: (i(� N H DATE: V�Z5�!6 INTERIORS ' `"" --_ i I r a ' ' 1_ Z mo — T . 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IFHIHFHHI I I I 15895 SW 72ND AVENUE,SUITE 200 4 PORTLAND,OREGON 97224 TEL:503.226.1285 FAX:503.226.1670 0 E-MAIL:info@cidainc.com L :::::::•11,,,,/U NE N ECTURE I n+(/rs i N�V �{\/7 `n 9.4 j 2 Ei�GINEERING PROJECT NAME: { �,00�1 y`a PROS. No. 301 p '•QZ SHEET ��./ P ANN NG 7:4346 TITLE: By: RN H DATE: INTERIORS 1 al� .(eCY 1 i i _ WI I I 1 11 ��e n.i vt u�a, 1 ! e_t l� 1Z P4 . - l � 5 . , 1: 4 '�-� `, r I ,12_ L �41 - 23 CI _ice i I 1 s_ �L i 1 1 + � __, ! -101 1 I Co_ _-(I- KVA ), 2- kI-f �,7 1CI� 1 i _I rt I � - 1I 2-D-- Os L, )1'65'4- I r T JR:= .c."7,5qicy -5, i o KJ' L6, I )</Pt.1 'I 0 1i :(,) f , , , -f - -f- I , t I 4— �I �1 f_ I(' I i ! i H (IA :--! I I _.-(9, 72.. rii i T 0,06( -, A - Or q 1' i -10, 2 ice' Se' :-' 1: Ile-xi- 7 r I 1 1 1 21 PLI-4 6. 5,L+V.Z L O I W 1 1,2-12/- , ,0,2.151-1_ 1.PI Te4-A1 , . sI P (22r34 ic/ tt'��_- 7 4' -5 1 3 r �� K ( ,, N, 1 F f !t 2.,_6,,, ,_ , 11,2 Pi- d, CL; 1.0 - 0 ,41 L ,t_Cu _ ' 115 '1<IL/ i1; ZK f 0,3aiKilf O'3in1 � 1 7-171- 0,51_L 0, -.--5Z-1 ,a P ( = 19.01 1 / -6, 7K, 7. . 20< 3 6 k 31, -.2_101 1 I1 ; V — 25)31C 4'41 I M - 57 1 K' • • 1. 0�6�`' hit < _ 10,231in AT % Vial. iyj < PO — 0/ 41 In .Set- Fri n+Quf_on_ ,0 4e k r 1.- ' Fp4- � 1 4 1 a at ' 1 . astet"r fru oto .T ic.#: KW 06006865 Licensee:CIDA INC. Description: Warehouse Grade Beam without(E) CODE REFERENCES',r Calculations per ACI 318-11, IBC 2012,ASCE 7-10 Load Combination Set:ASCE 7-10 Matexlal Properties., f'c112 3.0 ksi (b Phi Values Flexure: 0.90 fr= f'c * 7.50 = 410.792 psi Shear: 0.750 W Density = 145.0 pcf (31 = 0.850 LtWt Factor = 1.0 Elastic Modulus = 3,122.0 ksi Fy-Stirrups 40.0 ksi fy Main Rebar = 60.0 ksi E-Stirrups = 29,000.0 ksi E-Main Rebar = 29,000.0 ksi Stirrup Bar Size# 4 Number of Resisting Legs Per Stirrup= 2 i 36 in D(18.61)3(23.267) _-_- i D11 25 L(2 4) 36"w x 18"h Span=8.50 ft Crossectt Son&RernfQrctng.Details Rectangular Section, Width=36.0 in, Height=18.0 in Span#1 Reinforcing.... 6-#6 at 3.0 in from Bottom,from 0.0 to 8.50 ft in this span 6-#6 at 3.0 in from Top,from 0.0 to 8.50 ft in this span Applied Leads Service loads entered.Load Factors will be applied for calculations. Load for Span Number 1 Uniform Load: D=1.250, L=2.40 k/ft, Tributary Width=1.0 ft Point Load D=18.610, S=23.267 k?4.250 ft,(Warehouse Column) II' DESIGN SUM ARY _.�. ��._._ Desi•n OK Maximum Bending Stress Ratio = 0.881 : 1 Maximum Deflection Section used for this span Typical Section Max Downward Transient Deflection 0.009 in Ratio= 10835>=36 Mu:Applied 150.717 k-ft Max Upward Transient Deflection 0.000 in Ratio= 0<360 Mn*Phi:Allowable 171.155 k-ft Max Downward Total Deflection 0.041 in Ratio= 2505>=24 Max Upward Total Deflection 0.000 in Ratio= 999<240 Location of maximum on span 4.242 ft Span#where maximum occurs Span#1 �/ertlCal4 Reactions Support notation:Far left is#1 Load Combination Support 1 Support 2 Overall MAXimum 30.993 30.993 - Overall MINimum 10.200 10.200 +D+H 14.618 14.618 +D+L+H 24.818 24.818 +D+S+H 26.251 26.251 +D+0.750L+0.750S+H 30.993 30.993 Only 14.618 14.618 L Only 10.200 10.200 S Only 11.634 11.634 far St�xraRegrrrrrtts R< Entire Beam Span Length:PhiVc/2<Vu<=PhiVc, Req'd Vs=H<0.5W,Not Reqd, use stirrups spaced at 0.000 in 1 1 ,,sem � � � � � «� 1 le P fructu c' �'Q � a s ,)� � � � � le E el4a��}{13� 90 a e��gs�i{a�(1,Q(��f�j��,C Q��'�il �` +4F3 s.£ . F;_;--., i v r - .xJ .. : ,- - ..- r,.,„xt"3'u 1 -...:--x+.. . ft a F<s F5.'A i-- + . '+2}lh aKY ..e,J il�6 'uM � P. ic.#: KW-06006865 e Licensee.CIDA INC. Description: Warehouse Grade Beam with(E) CODE REFERENCES Calculations per ACI 318-11, IBC 2012,ASCE 7-10 Load Combination Set:ASCE 7-10 Material,Properties f'c 1/2 = 3.0 ksi Phi Values Flexure: 0.90 fr= f'c * 7.50 = 410.792 psi Shear: 0.750 1 1 yf Density = 145.0 pcf 13 i = 0.850 1 1 X LtWt Factor = 1.0 j Elastic Modulus = 3,122.0 ksi Fy-Stirrups40.0 ksi _! fy Main Rebar = 60.0 ksi E-Stirrups = 29,000.0 ksi E-Main Rebar = 29,000.0 ksi Stirrup Bar Size# 4 I Number of Resisting Legs Per Stirrup= 2 I I. 36 in I D(18.61)5(23I 1267)E(4.514) I 1 1 t D(1 25)L(2 4)E(0.303) 0(1 25)L(2 4)E(0 303)' = " D(1 25)L(2 4)5(0 303) C-'.. 36"wx 18"h 36'wx 18"h (�) 36"wx 18"h Span=2.125 ft Span=6 250 ft Span=2.125 ft Cross Section &'fieinfarcing Details Rectangular Section, Width=36.0 in, Height=18.0 in Span#1 Reinforcing.... 6-#6 at 3.0 in from Bottom,from 0.0 to 10.50 ft in this span 6-#5 at 3.0 in from Top,from 0.0 to 10.50 ft in this span Span#2 Reinforcing.... 6-#6 at 3.0 in from Bottom,from 0.0 to 10.50 ft in this span 6-#5 at 3.0 in from Top,from 0.0 to 10.50 ft in this span Span#3 Reinforcing.... 6-#6 at 3.0 in from Bottom,from 0.0 to 10.50 ft in this span 6-#5 at 3.0 in from Top,from 0.0 to 10.50 ft in this span Applied Loads. ' Service loads entered.Load Factors will be applied for calculations. Load for Span Number 1 Uniform Load: D=1.250, L=2.40, E=0.3030 k/ft, Tributary Width=1.0 ft Load for Span Number 2 Uniform Load: D=1.250, L=2.40, E=0.3030 k/ft, Tributary Width=1.0 ft Point Load: D=18.610, S=23.267, E=4.514 k @ 3.125 ft,(Warehouse Column) Load for Span Number 3 Uniform Load: D=1.250, L=2.40, E=0.3030 k/ft, Tributary Width=1.0 ft DESIGN,St1MMAtIY - Desi•n OK Maximum BendingStress Ratio = 0.334 : 1 Maximum Deflection Section used for this span Typical Section Max Downward Transient Deflection 0.004 in Ratio= 20080>=36 Mu:Applied 57.101 k-ft Max Upward Transient Deflection -0.004 in Ratio= 13354 r=36 Mn*Phi:Allowable 170.764 k-ft Max Downward Total Deflection 0.007 in Ratio= 10606>=24 Location of maximum on span 3.125 ft Max Upward Total Deflection -0.007 in Ratio= 7250>=24 Span#where maximum occurs Span#2 Vertical aeactions Support notation:Far left is#1 ad Combination Support 1 Support 2 Support 3 Support 4 Overall MAXimum 36.063 36.063 Overall MINimum 3.848 3.848 +D+H 15.867 15.867 +D+L+H 28.467 28.467 +D+0.70E+H 18.561 18.561 E e .e•Y _` , 13 1 041 •'ai-•oob - P f c ura �� -_ i. '4'A,- � � `=`��;�� ..{ � � � � lei-Aga&. �A _ . <d.� _ . , „N,E C'LC,NC-.98,,9 P, °�,S :e,66 6.. • 1_ic.#: KW-06006865 Licensee:CIDA INC. Description: Warehouse Grade Beam with(E) V,etiipaI Reactions Support notation:Far left is#1 Load Combination Support 1 Support 2 Support 3 Support 4 +D+0.750L+0.750S+0.5250E+H 36.063 36.063 +0.60D+0.70E+0.60H 12.214 12.214 D Only 15.867 15.867 L Only 12.600 12.600 S Only 11.633 11.633 E Only 3.848 3.848 Shear Stirrup Requirementsy Entire Beam Span Length:Vu<PhiVc/2, Req'd Vs=Not Reqd 11.4.6.1, use stirrups spaced at 0.000 in `Overall Maximum Deflections Load Combination Span Max.'-"Defl Location in Span Load Combination Max."+"Defl Location in Span +D+S+H 1 0.0004 2.250 +D+S+H -0.0070 0.000 +D+S+H 2 0.0071 3.125 +D+S+H -0.0001 6.293 3 0.0000 3.125 +D+S+H -0.0070 2.125 3F 15895 SW 72ND AVENUE,SUITE 97224 | ` TEL:503.226.1285 FAX:5O3.Zl6.|67O 1 . ' E.M�|� in��i��inccom -= 0 PROJECT NAME: f~i-e Roo-Pi M~� p"m. wo. /30WIt.^ 02- _ _ s"." 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I Li_z_ „T , ,, . 1,011.-rn 2 ,-6, w do.--1-4.,4;140 1 4_ T4ii--Ir --.1q lig Cr . —) Litirot - ItJi-4 l' ' ) U.5- - -I .•-. .0 - , -z_Sjcit-4,11 t._ - • L_ , 7 , 1 I 1 1 _L _1 I i - - ___- 121-14-a4E • t ..• _L 1 '11,5 Itat " --1-- ) I 1 r 1 1 JI 1 r*cf-igh '1(0, )(6 ,0plif2)(2.1qqp -f 4 1,5p ---r--- - — -r t 1 V----- 1 .k " L : EY " Iv I I Tux I'= W (,60' . 3 i )C -r- H L f 1 7 1 Ter.5;t7n 'IS f4Kelill 112y 1 fop reovt O )rC 111 4 __.11111111i.... 1 ' if lirtty 6ictity -cc y1 (60 i<0 a,2 4,72-.)-. 1 a k , , 1 (33Kk2.1c) 7-; 5.6 (it) 4zr. 4 19ci-5 , - 15895 SW 72ND AVENUE,SUITE 200 ' < PORTLAND,OREGON 97224 TEL:503.226.1285 FAX:503.226.1670 0 E-MAIL:info@cidainc.com {{�� ((( [11:,,:, ARCHITECTURE �� /� (�(� 7 )�/} RGINEERING PROJECT NAME: 1,ttf&f 5f�f& {vi.�j PRO.No. 1 30 I O t, OL SHEET +1 4 ".-t, „f R ( (( 7/21746 TITLE: By: i`/� 't (]ATE: /` INTERIORS -r// 1 01 t o rt I F , I i VI–i� _ __GOrtFin:p--4 1 T ! — T al 11 i 1_ i 'i i ,4.01 I__ i 1 1 . pt _ L !— ; -_ . �� td To ,- � �4,izt1A/t5 ��oi/I °'- o' 1 a h� K #S k g � 1 r f I ' — ! I 1 J 2 I 5 721-g / Ii G 1<l ' 1 1 3 ( 7 I fi I I [ -- -7 — + -� 1 II 1 I 1 V K I I 1 I 1 I rt f I 1 /' s — ' 3/;,.S7 ac f 1 i I y , .-„,:,:, I 2 ,,, --- I L'A 00 6 11 1 1 1 1 , ; 1 -1. 0/0 ti I � + e fir_ s dor — ! 1 I iI i • I 1 f 1 ; 1 w 1 1 LOj i 1 — — I,Z;uL i.SLL IF 1 I T All j 111 1 wl = I,9zl 1 D;z1fkw/a, 00KKIc/ 1, ?1, K1 ��'- �� z �', I 1 1 j 1 I L� 10TQ1! 1 f 1 1 1 J R2K 8zK1t.tk1 T I H I 1 I 1 1 I 8, FK I 1 183k i =1 i I I I I I —�----I I I-- I 1L OO4 ►.ni 1 _ I 1 I I I 1 Q 0,GD inI 1 sc, rirtoi 6n e a fe+� ex-t- I 1 I 1 —F l� 1 1 MI ■N■ 11 I F0)0 SW 4,x i a ate'Tati easier n toix rfc A . S ei '� , .�Ma : . _ _ _. ,..i _ '..,c 'PL.a . 13;&, :Butt§ 66 v,C.6;5,# - ic.#: KW-06006865 Licensee: CIDA INC. Description: Office Grade Beam without(E) CODE REFS ENCaES H ,: Calculations per ACI 318-11, IBC 2012,ASCE 7-10 Load Combination Set:ASCE 7-10 Material;Properties,,, , f'ct/2 = 3.0 ksi d Phi Values flexure: 0.90 fr= f'c * 7.50 = 410.792 psi Shear: 0.750 i f IV Density = 145.0 pcf R 1 = 0.850 ; LtWt Factor = 1.0 Elastic Modulus = 3,122.0 ksi Fy-Stirrups 40.0 ksi E-Stirrups = 29,000.0 ksi ! .- fy Main Rebar = 60.0 ksi Stirrup Bar Size# 4 E-Main Rebar = 29,000.0 ksi Number of Resisting Legs Per Stirrup= 2 J ._ 24 in -- ._..._.. D(3 78, (13.04) I Ti x DCO Hfi L(0 48) ' CI) Span=5.0 It Cross Section&:Reinforcing Details Rectangular Section, Width=24.0 in, Height=12.0 in Span#1 Reinforcing.... 4-#5 at 3.0 in from Bottom,from 0.0 to 5.0 ft in this span 4-#4 at 3.0 in from Top,from 0.0 to 5.0 ft in this span Apphe�l Loads Service loads entered.Load Factors will be applied for calculations. Load for Span Number 1 Uniform Load: D=0.660, L=0.480 kfft, Tributary Width=1.0 ft Point Load: D=3.780, L=13.040 k @ 2.50 ft,(Warehouse Column) DESIGN SUMMARY Desi•n OK Maximum Bending Stress Ratio = 0.724 : 1 Maximum Deflection Section used for this span Typical Section Max Downward Transient Deflection 0.006 in Ratio= 9898>=36 Mu:Applied 36.567 k-ft Max Upward Transient Deflection 0.000 in Ratio= 0<360 Mn*Phi:Allowable 50.507 k-ft Max Downward Total Deflection 0.011 in Ratio= 5634>=24 Max Upward Total Deflection 0.000 in Ratio= 999<240 Location of maximum on span 2.495 ft Span#where maximum occurs Span#1 Vrtjc eat ReaCt10 f k Support notation:Far left is#1 Load Combination Support 1 Support 2 Overall MAXimum 11.260 11.260 - Overall MINimum 3.540 3.540 +D+H 3.540 3.540 +D+L+H 11.260 11.260 +D+S+H 3.540 3.540 +D+0.750L+0.750S+H 9.330 9.330 : D Only 3.540 3.540 L Only 7.720 7.720 S Only Shea 1.117 ji Re4-4610*§I its Entire Beam Span Length:PhiVc/2<Vu<=PhiVc, Req'd Vs=H<0.5W,Not Reqd, use stirrups spaced at 0.000 in , -' *' ,�;;"' "- ,-,.r w-; ,;,; r .•a { D11 31 460 n erstafe R ' ri_stem an fructu I ic.# KW-06006865 Licensee.CIDA INC. Description: Office Grade Beam without(E) Overall Maxrmum Defilect�gns_,, Load Combination Span Max."-"Defl Location in Span Load Combination Max."+"Defl Location in Span +D+L+H 1 0.0106 2.500 0.0000 0.000 F012- „' a's x" ;. ..(roa £ ., ,,,,,,:-„2.,,,,,,,,,04.,:c...7... ,y 9, .... ..... 031f , 991rit2 Nt2 t• 1.1 d"S8 pd $a , . Lic.#: KW-06006865 Licensee: CIDA INC. Description: Office Grade Beam with(E) CODE REFERENCES ,y , } y Calculations per ACI 318-11, IBC 2012,ASCE 7-10 Load Combination Set:ASCE 7-10 Material;Propertie .. . . .. . . f'c112 = 3.0 ksi (5 Phi Values Flexure: 0.90 C fr= f'c * 7.50 = 410.792 psiShear: 0.750 I IV Density = 145.0 pcf R 1 = 0.850 ! i X LtWt Factor = 1.0 i 1 Elastic Modulus = 3,122.0 ksi Fy-Stirrups 40.0 ksi =j I fy Main Rebar = 60.0 ksi E-Stirrups = 29,000.0 ksi -I '. E-Main Rebar = 29,000.0 ksi Stirrup Bar Size# 4 I Number of Resisting Legs Per Stirrup= 2 1. _.-. 24 in D(3 78)L(13.04)E(0.916) Dip 66)L(O 48)E5((0 2Q 9) '+ D(0 66)L(0.48)E(0 209).,,+ 0 66 L(0 48)E(0 209) rj 4 V V�y ci ; 24 wx 12"h24"wx 12"h -24"wx 12"h" Span=1.250 ft Span=4.50 ft Span=1.250 ft Cross Section&Reinforcing'Details Rectangular Section, Width=24.0 in, Height=12.0 in Span#1 Reinforcing.... 4-#5 at 3.0 in from Bottom,from 0.0 to 1.250 ft in this span 4-#4 at 3.0 in from Top,from 0.0 to 1.250 ft in this span Span#2 Reinforcing.... 3-#5 at 3.0 in from Bottom,from 0.0 to 4.50 ft in this span 3-#4 at 3.0 in from Top,from 0.0 to 4.50 ft in this span Span#3 Reinforcing.... 3-#5 at 3.0 in from Bottom,from 0.0 to 1.250 ft in this span 3-#4 at 3.0 in from Top,from 0.0 to 1.250 ft in this span Applied,Loads Service loads entered.Load Factors will be applied for calculations. Load for Span Number 1 Uniform Load: D=0.660, L=0.480, E=0.2090 k/ft, Tributary Width=1.0 ft Load for Span Number 2 Uniform Load: D=0.660, L=0.480, E=0.2090 k/ft, Tributary Width=1.0 ft Point Load: D=3.780, L=13.040, E=0.9160 k @ 2.250 ft,(Warehouse Column) Load for Span Number 3 Uniform Load: D=0.660, L=0.480, E=0.2090 k/ft, Tributary Width=1.0 ft DESIGN SUMMARY Desi n OK ...w�..:.Amr�3..w.e.. �.,..u. 1s,§+.u... Maximum Bending Stress Ratio = 0.390 : 1 Maximum Deflection Section used for this span Typical Section Max Downward Transient Deflection 0.004 in Ratio= 12371>=36 Mu:Applied 15.828 k-ft Max Upward Transient Deflection -0.004 in Ratio= 8176>=36 Mn*Phi:Allowable 40.601 k-ft Max Downward Total Deflection 0.006 in Ratio= 9045>=24 Max Upward Total Deflection -0.005 in Ratio= 6092>=24 Location of maximum on span 2.250 ft Span#where maximum occurs Span#2 0.oS \/e trGal eactto , ..,-.2,-,,,-;_;,- Support notation:Far left is#1 ad Combination Support 1 Support 2 Support 3 Support 4 Overall MAXimum 12.483 12.483 Overall MINimum -0.083 -0.083 +D+H 4.200 4.200 +D+L+H,LL Comb Run(**L) 4.117 4.883 +D+L+H,LL Comb Run(*L*) 11.800 11.800 jQ)3 �. " ✓ �". �.. �+r" r 2 ^v.� i <x =- ® 'r � '�X r ? file Elatic..,013 a 84b0I t 1- a oof 4astef fan g*ctti IA., lc e , q ,, - ;, -.. _x . . l 9, 9B.6 Bu11i,6„6.�B -9-r: &67£ ic.#: KW-06006865 Licensee:CIDA INC. Description: Office Grade Beam with(E) _ Vertical ReactI6ns - _ x Support notation:Far left is#1 Load Combination Support 1 Support 2 Support 3 Support 4 +D+L+H,LL Comb Run(*LL) 11.717 12.483 +D+L+H,LL Comb Run(L**) 4.883 4.117 +D+L+H,LL Comb Run(L*L) 4.800 4.800 +D+L+H,LL Comb Run(LL*) 12.483 11.717 +D+L+H,LL Comb Run(LLL) 12.400 12.400 +D+0.70E+H 5.033 5.033 +D+0.750L+0.750S+0.5250E+H,LL Corn 4.762 5.337 +D+0.750L+0.750S+0.5250E+H,LL Corn 10.524 10.524 +D+0.750L+0.750S+0.5250E+H,LL Corn 10.462 11.037 +D+0.750L+0.750S+0.5250E+H,LL Corn 5.337 4.762 +D+0.750L+0.7505+0.5250E+H,LL Corn 5.274 5.274 +D+0.750L+0.750S+0.5250E+H,LL Corn 11.037 10.462 +D+0.750L+0.750S+0.5250E+H,LL Corn 10.974 10.974 +0.600+0.70E+0.60H 3.353 3.353 D Only 4.200 4.200 L Only,LL Comb Run(**L) -0.083 0.683 L Only,LL Comb Run(*L*) 7.600 7.600 L Only,LL Comb Run(*LL) 7.517 8.283 L Only,LL Comb Run(L**) 0.683 -0.083 L Only,LL Comb Run(L*L) 0.600 0.600 L Only,LL Comb Run(LL*) 8.283 7.517 L Only,LL Comb Run(LLL) 8.200 8.200 S Only OE Only 1.190 1.189 Shear Stirrup Requrrernents K Entire Beam Span Length:Vu<PhiVc/2, Req'd Vs=Not Reqd 11.4.6.1, use stirrups spaced at 0.000 in Overall_Maxim um Deflectjans , Load Combination Span Max. "Defl Location in Span Load Combination Max."+"Defl Location in Span +D+L+H,LL Comb Run(*L*) 1 0.0004 1.340 +D+L+H,LL Comb Run(*L*) -0.0049 0.000 +D+L+H,LL Comb Run(*L*) 2 0.0060 2.250 +D+L+H,LL Comb Run(*L*) -0.0001 4.525 3 0.0000 2.250 +D+L+H,LL Comb Run(*L*) -0.0049 1.250 . • , 4 15895 SW 72ND AVENUE,SUITE 200 PORTLAND,OREGON 97224 TEL:503.226.1285 FAX:503.226.1670 0 ' — !' E-MAIL:info@cidainc.com IIIR ARCH C Rt �7 ,/ /� p h p� Anr H' ' PROJECT NAME: 'Lt+f/r.S Ytf& oQ 1�7A PRo,. No. 1 30 i p if,O a SHEET F17111- - i E L h N N I N 6 p / TITLE: By: R/Y H DATE: / �(f NTERIORS -- IV 3 � i � 'I rt l T 1 1 _ 1 - I � �� 21 2. Z I If 1� � t 1111121,114. Pr In-!! �� I,cota — —1 w 4,4- -gra._ cif/l1O,i�KIc/G,� 1 1 i 1� Pt. 41-_ To'- 1 �lab� Fou �I � G4 _ is 1 K T l � � w��=�� 3j�h ��Z15�� ,0 5 (0-4 (6',�75p c) +(50��f�1.3�X�')�(1- 6 <�D.'151' 1'��2>8'lcli�) ---� 1 d. d1S _� Tor aI t 60 F 16 k /ô,Otic /43 ` k ) Pi- q,15 L ! Tail 1 1 1 - -- r ivy 6./54.1..150 Lts ; t L - u��, t-) 3 0 w,i oat;n 1 1 1, 1 I ,-:_ :(!!'1.,._ Aref S ` -$5- c/1 .. W.'Lf Cr- �wtK� 'v' , ------ --- I IT 1 1 1 co I - I .-L1DL � I I.!'�SL 1 ?o,ftc(1 I I TI__ �, I r— 1 , I � I �I,21 � a16 CL 1'A-id! ' r I 1 w (s6zK47 0•,34 KI ' 0,2x1 /6,1, i(1 ; -_ ' -1 Pi-- ' hbcL To 1 _ � - ( - I �� I zs ni' 7TI<( K 1` .61:C�' Z 4 ) ' 1 1 I I I I . i 1/' - �1+ 57IC • - I I I �77r77 Ll _- -- i - l' -1 F � A - ' 1lt7K L ■ A7 O O-5 II ih 546 in VtfOGG4- on n6- - pale- )I I ■ F _ I?5 tUUP ..,, ..w 'U�„�ersie'offng��erPlaG4tu �� e �.�3, _„ . '.';fis , ,5 v u r . " * � � '�9,, ! d6 .° ,,x6:.,11,42,,,,,.7,S Y Lic.#: KW-06006865 Licensee: CIDA INC. Description: Grid E Grade Beam without(E) °CODE RFFREAICES1,. ._. _ Calculations per ACI 318-11, IBC 2012,ASCE 7-10 Load Combination Set:ASCE 7-10 lulaterral Properties } *-a , f'c 1/2 = 3.0 ksi di Phi Values Flexure: 0.90 fr= f'c * 7.50 = 410.792 psi Shear: 0.750 j ill Density = 145.0 pcf R i = 0.850 I T, LtWt Factor = 1.0 Elastic Modulus = 3,122.0 ksi Fy-Stirrups 40.0 ksi __l fy Main Rebar = 60.0 ksi E-Stirrups = 29,000.0 ksi - E-Main Rebar = 29,000.0 ksi Stirrup Bar Size# 4 Number of Resisting Legs Per Stirrup= 2 I1 I I 36 in i D(9.64)5(15 02) , I 1 LX`) .,t 36"wx18"h Ipan=San-= 8.0 ft Gross SAect cin&Re fit0 0108 Details:" , Rectangular Section, Width=36.0 in, Height=18.0 in Span#1 Reinforcing.... 6-#6 at 3.0 in from Bottom,from 0.0 to 9.0 ft in this span 6-#5 at 3.0 in from Top,from 0.0 to 9.0 ft in this span _Ap j he Loads , ,y,,,,.'-f.,:,..;,.1.4....;'''..11 Service loads entered.Load Factors will be applied for calculations. Load for Span Number 1 Uniform Load: D=4.680, L=0.720, S=0.40 k/ft, Tributary Width=1.0 ft Point Load: D=9.640, S=15.020 k @ 4.50 ft,(Column) ..DESIGN 5 1MAA'sY. _. ,v` , .. �.f1V, Desi•n OK Maximum Bending Stress Ratio = 0.860 : 1 Maximum Deflection Section used for this span Typical Section Max Downward Transient Deflection 0.008 in Ratio= 13020>=36 Mu:Applied 146.941 k-ft Max Upward Transient Deflection 0.000 in Ratio= 0<360 Mn*Phi:Allowable 170.764 k-ft Max Downward Total Deflection 0.055 in Ratio= 1981>=24 Max Upward Total Deflection 0.000 in Ratio= 999<240 Location of maximum on span 4.492 ft Span#where maximum occurs Span#1 �/elr#ical Reactions ! _. Support notation:Far left is#1 Load Combination Support 1 Support 2 Overall MAXimum 35.292 35.293 Overall MINimum 3.240 3.240 +D+H 25.880 25.880 +D+L+H 29.120 29.120 +D+S+H 35.190 35.190 +D+0.750L+0.7505+H 35.292 35.293 _' Only 25.880 25.880 L Only 3.240 3.240 S Only 9.310 9.310 Between 0.00 to 0.07 ft, PhiVc<Vu, Req'd Vs=0.04091, use stirrups spaced at 7.000 in Between 0.08 to 8.92 ft, PhiVc/2<Vu<=PhiVc, Req'd Vs=H<0.5W,Not Reqd, use stirrups spaced at 0.000 in Between 8.93 to 8.98 ft, PhiVc<Vu, Req'd Vs=0.4747, use stirrups spaced at 7.000 in ._. . Fil Eta"d" 3 00 Fp �6 ne lWo .�fr A.z� W Lic.#: KW-06006865 Licensee :CIDA INC. Description: Grid E Grade Beam without(E) Qveirafl li*Iit1um Deflections k# Su Y _ Load Combination Span Max."-"Defl Location in Span Load Combination Max."+"Defl Location in Span +D+S+H 1 0.0545 4.500 0.0000 0.000 si 15895 SW 72ND AVENUE,SUITE 200 PORTLAND,OREGON 97224 TEL:503.226.1285 FAX:503.226.1670 0 E-MAIL:info@cidainc.com ® AACHI i ECTURE /,^ p Roof /� 7 /�' /,/G -r// E`c,.,E L RHNc, PROJECT NAME: Ifr S4- +V I�.00 J i 9 -_-_— PROJ. No. I'(13016-602- 3Ot j4�V 2- SHEET, I las' aiAtiviNuc TITLE J By: RA fl DATE: V1/16- INTEPI,R5 II �./ �/\ 1 ,rb � �� 1'I inE Is-_-- r --- - �-_.- � �r� e eut� � �o I ' G1' d' �- � � 1 � I � r I- L�� l r T — ITiIRI.2.OLIO,5LI,4 .G,i2S K 1 ' 1 l �K --- ri, Os 5L 0 ' h I �� - ` �1I13' �) I I#- 1 1 i T 1 1,jpc6.SLG1 $L 1.0' o a 11 � to -( ( �(I� l* tB �F�1,� KI /71R I� I I ii I 4, ' ITI 1 , '51IR 3 ,7Ky1RK/ lQaK i 1 !c7q,0 + t 1 3 1 O( 11 `t3� 7 < I ' — I ..... '' - I , - irtl 1 1 ta,005 i t CI 1 r- -e r+ 14-x“ ott a. e ! 1I I 1 _ 16 I • -ry 1-}"oft.-+(6,AlL'/�k1�) �_' I g. f 7 li5-C �1sIP , s o - • 1 i 1 I ,k W'I 3k' 401 ,5c) (9.1 I.. — j — 1 r I ! i i � � i I � xz W k 04K �I-F�! z 1 g 77,2.2-K —i j 1 16 _ -�? S as6)e 5 yrs I limpI I .• .. .. 1 U10. ■ FV I ® C 1�E�adca*°dd\3 a s e mars to ooz aster a tIc ` Lic.# KW-06006865 Licensee.CIDA INC. Description: Grid E Grade Beam with(E) thCODEREFERENCfS,� s ;_,. .,.m _., },' Calculations per ACI 318-11, IBC 2012,ASCE 7-10 Load Combination Set:ASCE 7-10 Material AXopert es- - e -.z n_ k,, u f'c = 3.0 ksi 1/2 (5 Phi Values Flexure: 0.90 fr= re • 7.50 = 410.792 psi Shear: 0.750 I f yf Density = 145.0 pcf R t = 0.850 X LtWt Factor = 1.0 Elastic Modulus = 3,122.0 ksi Fy-Stirrups 40.0 ksi fy Main Rebar = 60.0 ksi E-Stirrups = 29,000.0 ksi E-Main Rebar = 29,000.0 ksi Stirrup Bar Size# 4 Number of Resisting Legs Per Stirrup= 2 1 36 in D(8.033)Si9.4)E(1.95) 1 (4 683)L(0.72 9(0 4))E(1'9-, ♦ 0(4 683)1(0.72)5(0 4)E(1 13) D(4 683 U0 72)S(0 4 E(1 94) l' _t- i. , ..: V _.i -r ,V 4 36"wx18"h 36'wx18'h - ;. 36"w x 18"h I Span=2.250 ft Span=6.50 ft Span.2 250 ft i Vc4iiiit6iiideiltfftitrita61134t4iiii-11 :- Rectangular Section, Width=36.0 in, Height=18.0 in Span#1 Reinforcing.... 6-#6 at 3.0 in from Bottom,from 0.0 to 2.250 ft in this span 6-#5 at 3.0 in from Top,from 0.0 to 2.250 ft in this span Span#2 Reinforcing.... 6-#6 at 3.0 in from Bottom,from 0.0 to 6.50 ft in this span 6-#5 at 3.0 in from Top,from 0.0 to 6.50 ft in this span Span#3 Reinforcing.... 6-#6 at 3.0 in from Bottom,from 0.0 to 10.50 ft in this span 6-#5 at 3.0 in from Top,from 0.0 to 10.50 ft in this span A "lte4d L.O d Service loads entered.Load Factors will be applied for calculations. Load for Span Number 1 Uniform Load: D=4.683, L=0.720, S=0.40, E=1.940 k/ft, Tributary Width=1.0 ft Load for Span Number 2 Uniform Load: D=4.683, L=0.720, S=0.40, E=1.130 k/ft, Tributary Width=1.0 ft Point Load: D=8.033, S=9.40, E=1.950 k @ 3.250 ft,(Column) Load for Span Number 3 Uniform Load: D=4.683, L=0.720, S=0.40, E=1.940 k/ft, Tributary Width=1.0 ft btf Nrtiroi Aj,? r ,<: s Desk n OK Maximum Bending Stress Ratio = 0.232 : 1 Maximum Deflection Section used for this span Typical Section Max Downward Transient Deflection 0.002 in Ratio= 42809>=36 Mu:Applied 39.609 k-ft Max Upward Transient Deflection -0.002 in Ratio= 29704>=36 Mn*Phi:Allowable 170.764 k-ft Max Downward Total Deflection 0.005 in Ratio= 16483>=24 Max Upward Total Deflection -0.004 in Ratio= 13756>=24 1 Location of maximum on span 3.250 ft Span#where maximum occurs Span#2 • cimiariell :. y t- Support notation:Far left is#1 c to s �, �. . .d Combination Support 1 Support 2 Support 3 Support 4 Overall MAXimum 42.650 42.650 Overall MINimum 3.960 3.960 +D+H 29.773 29.773 +D+L+H 33.733 33.733 +D+0.70E+H 36.082 36.082 gut q r —71;1 fe gfer P agStiuctur ic` ec6 4.: ® ,- WZA.. V,W !t, u#d 6 6 6 r-=V 6 6> Lic.#:KW-06006865 Licensee:CIDA INC. Description: Grid E Grade Beam with(E) k At -1(C4 tj aCti£ir1S y Support notation:Far left is#1 Load Combination Support 1 Support 2 Support 3 Support 4 +D+0.750L+0.750S+0.5250E+H 42.650 42.650 +0.60D+0.70E+0.60H 24.173 24.173 D Only 29.773 29.773 L Only 3.960 3.960 S Only 6.900 6.900 E Only 9.013 9.012 Stiear,Stsit7up Requjrements,„ -„ . ,. . Entire Beam Span Length:Vu<PhiVc/2, Req'd Vs=Not Reqd 11.4.6.1, use stirrups spaced at 0.000 in Overall Maximum Deflections, Load Combination Span Max."-"Defl Location in Span Load Combination Max."+"Defl Location in Span +D+S+H 1 0.0003 2.360 +D+S+H -0.0039 0.000 +D+S+H 2 0.0047 3.250 +D+S+H -0.0001 6.545 3 0.0000 3.250 +D+S+H -0.0039 2.250 15895 SW 72ND AVENUE,SUITE 200 4' PORTLAND,OREGON 97224 TEL:503.226.1285 FAX:503.226.1670 0 E-MAIL:info@cidainc.com t.F�41TECTl;R: J, p fake- 1n .7} 7/5, ///{ t/^(n/ �) .v 1,.„,.„„ PROJECT NAME: �I P/rD fake- Ron.e�„3 PROD.No. I1�J7� D 1✓4,” 2- SHEET • •" 2 tt ren.r.h,rtcL__,. TITLE: By: 1 \NII DATE: Will ORS 1 1 - s I { I ' ill F-1--- --' �DI f �P-�►°1 8 7 Z IS 1 t i ipz- I Sly "o+a Il milli _ __ T !� Imo; w . (54714/0,$� ISI I� I � ��;�_ T IR, (3'415.p6--Hz4.51, , :, , , ,1 - r- ! 1 �ASL CpJ�S 1 --teL --[—L I I_ 'I 1 11Vt $ � : I L (rq, ►><lf/0 �gKI-F,/� 1g0 I I 1 I fi I ,II I _ I 1 i , W ' ":- 0 3 kit-) , _ , , ! , , , 1 iiaIJ 7 1- 2 I m ,5f45 - - - I -1 L i i I 1 2 � 5�E__ `�'' �� fin_ i� 4 :�i 5� ! } i II 1— --t 1 IT- 1) , , 71E I 1 1 I- _ I — I Vii , – � 1 ! I , I I -1 — fri e-flOn 1 0 1 (5 3 If 2,1;,r 6 (' lS'T ' ) 9 ` i . W ( 30p 110(2.,5,) 1 + 5 / 1- 1 I 1 • I r �r t g I ' 1 i I � I T Z'tax Cu ::0,5q I I A 1i= 1001 i<' 2(-6 r -g , oars' 1 Ka; -cor� 'I60 ks)( 11-4;„�- _ z�, i > ■ �' t- I - Oa, Z gK ! _ I '41 �� 161 -4K� 3. S C 1 Us,vdl }Ij‘ rS 15895 SW 72ND AVENUE,SUITE 200 PORTLAND,OREGON 97224 TEL:503.226.1285 FAX:503.226.1670 E-MAIL:info@cidainc.com EP a,aci E�,Tua[ i n EGG -<<F��, PROJECT NAME: -nfev's f'G OQ �Paol. No. � ��" saZ' SHEET FY Z( Cif TITLE: By: D/GfI/ �� DATE: G re-r` 7 I kil 1- I I- I I 1 13e dn a�. t � Y T )_ P / --- _ " � L�D, �1..� -�,I,� 5 � li Goy-n6ils � i i � 1 �,. —' I,ZI?L o,5 �� 1,6 5L T 4-a,( _ 1 I _ ! (,cam _� 1 I(I o1 )(1fir/ ,, Lt;114/h7. 11(10� , T , i I 1 , ,, 5 i 5� $ { ( 2-t6,2 � I � � � RI r 3 5 i I� 0. 5, l l(fZ. �t K) ! /Ul1 6i' 11jc � T L O GO 7 i YL-1 ,360 D. ! rt I--__ ii I "a . 7 ft 4 16; ' D,l 13;K 1 I fi - -,' ' 1 zi JAL;•+ G. 1..L0,i21_ 4 Z1,6E ■ wi ( � (o1 - (), ZKIfV i2. 1: /11,11111 / ,05 ka zt klfl ONNIMMOM 1 ' ifk—f 4'z" 2'-#" 1 4'-i " w'- $6 KIF/ G, 2I 1 flo, 1iei c7I_ �klc/ 7= 'q Z. R. 1 I ) — 0,2si 1 pro 'Z� 0,5-Z, j R = 41.511Ki0, ,)2K/ O 3/ INI.,3 k ;3. ,4k! V - 2. ,3;K 1 ! 1 ! 1 Ai- - 3k4 f 4 1 L - 0.003in < 3 jn AT, 7:7. 0.012-4144611 = 0, ijin1 _ 1 + - 1 -_, ( 1-04.------413-, ME'''--(3) I EMIte z1.41.111.1111111 11 Fp22 , g ete4ea . ; � ale \alcaddit3+t UO dte tate oofm asterPlanlSfmctu lw c ;7r... ..�. .. :` .?.' < .F .tea +. � n y-: Lic.#:KW-06006865 Licensee:CIDA INC. Description: Perimeter Grade Beam CODE REFERENCES s Calculations per ACI 318-11, IBC 2012,ASCE 7-10 Load Combination Set:ASCE 7-10 Material Properties f,c1 ksi 6 Phi Values Flexure: 0.90 fr= f'ct/� * 7.50 = 410.792 psi Shear: 0.750 f 1 tV Density = 145.0 pcf 0 t = 0.850 X LtWt Factor = 1.0 Elastic Modulus = 3,122.0 ksi Fy-Stirrups40.0 ksi E-Stirrups = 29,000.0 ksi - fy Main Rebar = 60.0 ksi Stirrup Bar Size# 4 E-Main Rebar = 29,000.0 ksi Number of Resisting Legs Per Stirrup= 2 ! 1 L 30 in I Df5.3)L(0.24)S)0.88) v 4 4. y 0 30"w x 12°h 0 Span=8.250 ft Cross Section,&Reinforcixig.Detaris ',- Rectangular Section, Width=30.0 in, Height=12.0 in Span#1 Reinforcing.... 5-#6 at 3.0 in from Bottom,from 0.0 to 8.250 ft in this span 5-#6 at 3.0 in from Top,from 0.0 to 8.250 ft in this span Applied Loads Service loads entered. Load Factors will be applied for calculations. Load for Span Number 1 Uniform Load: D=5.30, L=0.240, S=0.880 k/ft, Tributary Width=1.0 ft DESIGN SUMMARY - Desi•n OK Maximum Bending Stress Ratio = 0.806 : 1 Maximum Deflection Section used for this span Typical Section Max Downward Transient Deflection 0.007 in Ratio= 14561>=36 Mu:Applied 67.109 k-ft Max Upward Transient Deflection 0.000 in Ratio= 0<360 Mn*Phi:Allowable 83.230 k-ft Max Downward Total Deflection 0.157 in Ratio= 631>=24 Location of maximum on span 4.117 ft Max Upward Total Deflection 0.000 in. Ratio= 999<240 Span#where maximum occurs Span#1 Vertical Reactions - -: - _ Support notation:Far left is#1 Load Combination Support 1 Support 2 Overall MAXimum 25.492 25.492 Overall MINimum 0.990 0.990 +D+H 21.862 21.862 +D+L+H 22.852 22.852 +D+S+H 25.492 25.492 +D+0.750L+0.750S+H 25.327 25.327 o.` _. D Only 21.862 21.862 Only 0.990 0.990 S Only 3.630 3.630 S eal`Stirr..tl<p tkOli :r110tS ,x Between 0.00 to 1.17 ft, PhiVc<Vu, Req'd Vs=0.01628, use stirrups spaced at 4.000 in Between 1.19 to 7.06 ft, PhiVc/2<Vu<=PhiVc, Req'd Vs=H<0.5W,Not Reqd, use stirrups spaced at 0.000 in Between 7.08 to 8.23 ft, PhiVc<Vu, Req'd Vs=7.339, use stirrups spaced at 4.000 in dCd"1 3 1 4.s i I[ers ate"oo in -as ernlStIter—aal''; "r, - Ia 1 u -:.�..r. e��.v -., .. x ,,,.� � ,., 6,$U,e § &t o 6 Lic.#:KW-06006865 Licensee:CIDA INC. Description: Perimeter Grade Beam Overall Maximum Deflections,_ „ Load Combination Span Max "Deft Location in Span Load Combination Max."+"Defl Location in Span +D+S+H 1 0.1567 4.125 0.0000 0.000 1P2tE 71.,;- ^`"--v,*' '' _. . ��'' „=1 %',k ^,.. z �.a' +" k' "s "4 ` ,w,_ ';0 wee_..;:.,, ,a� �`� � . � �,.,� F(Ie E1�a cad3t94 erstaeaoof`nglu�asterkia tYii�Cuafkea[_s� j s r i p $3-010$A4'16'f l"9[ 16u Lic.#: KW-06006865 Licensee:CIDA INC. Description: Perimeter Grade Beam with(E) CODE REFERENCES Calculations per ACI 318-11, IBC 2012,ASCE 7-10 Load Combination Set:ASCE 7-10 Material Properties -- f'c 1/2 = 3.0 ksi (b Phi Values Flexure: 0.90 fr= f'c * 7.50 = 410.792 psi Shear: 0.750 - - N'Density = 145.0 pcf (3 = 0.850 X LtWt Factor = 1.0 Elastic Modulus = 3,122.0 ksi Fy-Stirrups 40.0 ksi E-Stirrups = 29,000.0 ksi fy-Main Rebar = 60.0 ksi Stirrup Bar Size# 4 E-Main Rebar = 29,000.0 ksi Number of Resisting Legs Per Stirrup= 2 30 in D(5.3 L 0 24 S 0.88 E 1.28) D 0.225)L(0 24)5(0.05) D 0 225 L 0 24)E(0. ) D(5.3 L(0.24 S 0.88)E .28* * + i V - -0(53)L(024)0(088)E(128)i 1 30"wx12"h 30"wx12"h 30 wx12 h Span=2.063 ft Span=6.125 ft Span=2.063 ft Cross Section,& Reinforcing:petatls Rectangular Section, Width=30.0 in, Height=12.0 in Span#1 Reinforcing.... 5-#6 at 3.0 in from Bottom,from 0.0 to 8.250 ft in this span 5-#6 at 3.0 in from Top,from 0.0 to 8.250 ft in this span Span#2 Reinforcing.... ...9 � 5-#6 at 3.0 in from Bottom,from 0.0 to 6.125 ft in this span 5-#6 at 3.0 in from Top,from 0.0 to 6.125 ft in this span Span#3 Reinforcing.... 5-#6 at 3.0 in from Bottom,from 0.0 to 2.063 ft in this span 5-#6 at 3.0 in from Top,from 0.0 to 2.063 ft in this span Applied Loads Service loads entered.Load Factors will be applied for calculations. Load for Span Number 1 Uniform Load: D=0.2250, L=0.240, E=0.050 k/ft,Extent=0.0--»1.0 ft, Tributary Width=1.0 ft Uniform Load: D=5.30, L=0.240, S=0.880, E=1.280 k/ft,Extent=1.0--»2.063 ft, Tributary Width=1.0 ft Load for Span Number 2 Uniform Load: D=5.30, L=0.240, S=0.880, E=1.280 k/ft, Tributary Width=1.0 ft Load for Span Number 3 Uniform Load: D=5.30, L=0.240, S=0.880, E=1.280 k/ft,Extent=0.0--»1.063 ft, Tributary Width=1.0 ft Uniform Load: D=0.2250, L=0.240, E=0.050 k/ft,Extent=1.063--»2.063 ft, Tributary Width=1.0 ft DEMON-SUM/141W Desi•nOK Maximum Bending Stress Ratio = 0.385 : 1 Maximum Deflection Section used for this span Typical Section Max Downward Transient Deflection 0.003 in Ratio= 29176>=36 Mu:Applied 32.047 k-ft Max Upward Transient Deflection -0.003 in Ratio= 19648>=36 Mn*Phi:Allowable 83.230 k-ft Max Downward Total Deflection 0.012 in Ratio= 5966>=24 Max Upward Total Deflection -0.012 in Ratio= 4028>=24 Location of maximum on span 3.063 ft Span#where maximum occurs Span#2 l/ett(0al Reae offs Support notation:Far left is#1 Load Combination Support 1 Support 2 Support 3 Support 4 Overall MAXimum 28.530 28.534 Overall MINimum 1.230 1.230 +D+H 22.087 22.090 +D+L+H 23.317 23.320 F02- *a. _--41,04,:--- : A- 4 '''' `t-tx " o f t� cz A. r-,----,:-.1,:f.,:. _ i, t+ v ICI-to a:l Y �„,,,,,-,A0-,---,- .::, `4,0le dc.. � 310 EO- nI tat Doti l aster tap tructura c to- ...,, _ ..... . „ ..0 r» , .,Ar. .e;. 7. ,._ - - _ C�C-e. 'x$83,-20..4, wild I e„6,6'7, Lic.#:KW-06006865 Licensee:CIDA INC. Description: Perimeter Grade Beam with(E) Vertical Reactions Support notation:Far left is#1 Load Combination Support 1 Support 2 Support 3 Support 4 +D+0.70E+H 25.818 25.822 +D+0.750L+0.750S+0.5250E+H 28.530 28.534 +0.600+0.70E+0.60H 16.983 16.986 D Only 22.087 22.090 L Only 1.230 1.230 S Only 3.630 3.631 E Only 5.330 5.331 Shear:Stirrup Requirements Entire Beam Span Length:Vu<PhiVc/2, Req'd Vs=Not Reqd 11.4.6.1, use stirrups spaced at 0.000 in Overall Maximum Deflections Load Combination Span Max '-”Defl Location in Span Load Combination Max."+"Defl Location in Span +D+S+H 1 0.0008 2.185 +D+S+H -0.0123 0.000 +D+0.70E+H 2 0.0123 3.063 +D+S+H -0.0003 6.166 3 0.0000 3.063 +D+S+H -0.0123 2.063 c. 15895 SW 72ND AVENUE,SUITE 200 PORTLAND,OREGON 97224 TEL:503.226.1285 FAX:503.226.1670 . ,,. E-MAIL:info@cidainc.com APCHTECTURE ON PROJECT NAME: ilers4-Ai-e._ Kat,fintl PRoi. 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Jr ! ; 1 1 1 _[ 4_ ,r) , ' : 1 , , ,,_ _H , 1 1 4 i_ _1 ! /� ) / Z !T� ill1 S 1 -11 1 ' 1 L- -, F 1 I =_ 1 1 11 [ III ill ! , I ' f 20 37 �Z !,,, 1 H i-- -,r i• rt I �I I 116. - I 1 I 1 1 1 1 1 4— I -1- 1 I I —T ! ! 1 ' `� er �- 1-1-0!I I!� 0 1 1 - r- -1111 ! , 1 I 1 1 1 1 1 1 r o çcc`! (Q'QS 1 Q11 i �, 1►_ ,_ .I� . 1 1, , 1 I I 1 . , , 1_ 1111 1 1 ce c' 6I- = I ill Sl' III -F ' I 7�y 11 1111 11 1 5 IO ,. E-I „ 'IU- '4- = 13 z I f 1 1 1 1 I 1 1 I 1 1 II i I 1 I 1 I I 1 1 I j I I I I 1 1 I 1 L I 1 1 1 I I 7'44 r to S E e a ,,, ' ` a ` .: *tk ..... ,-;-??-..:40,-,`t" File.e1adc,-P..-4 - ntekw- oofri�M stet/ Ild'6tr tall er6 ,e ,. ,.. ,... .. ;.., ..t.: , , .., ., ,_ �.4s � NEl3 AL 8�6 fd6,�86 Y0�616.7 Lic.#: KW-06006865 Licensee:CIDA INC. Description: Solid Wall Panel CodeReterenCes Calculations per ACI 318-11 Sec 14.8, IBC 2012, CBC 2013,ASCE 7-10 Load Combinations Used:ASCE 7-10 _General)nforntatior _ .e f'c:Concrete 28 day strength = 4.0 ksi Wall Thickness 6.50 in Temp Diff across thickness = deg F Fy:Rebar Yield = 60.0 ksi Rebar at wall center Min Allow Out-of-Plane Defl Ratio = L/ 150 Ec:Concrete Elastic Modulus = 3,606.51 ksi Rebar"d"distance 3.250 in Minimum Vertical Steel% = 0.0020 X :Lt Wt Conc Factor = 1.0 Lower Level Rebar... Using Stiff.Reduction Factor per ACI R.10.12.3 Fr:Rupture Modulus = 316.228 psi Bar Size ft 5 Max%of p balanced = 0.01806 Bar Spacing 14.0 in Max Pu/Ag=f'c* = 0.060 Concrete Density = 150.0 pcf Width of Design Strip = 12.0 in One-Story Wall Dimensions` A Clear Height = 22.0 ft B Parapet height = 3.0 ft B Wall Support Condition Top&Bottom Pinned CA Vertical Loads .. Vertical Uniform Loads... (Applied per foot of Strip Width) DL:Dead Lr:Roof Live Lf:Floor Live S:Snow W:Wind Ledger Load Eccentricity 5.0 in 0.370 0.460 k/ft Concentric Load k/ft Lateral Loads='" Wind Loads: Seismic Loads: Full area WIND load 24.0 psf Wall Weight Seismic Load Input Method: Direct entry of Lateral Wall Weight Seismic Wall Lateral Load 22.0 psf Fp 1.0 = 22.0 psf 0 " � "' �' �. 1. :. , ^t", ��' '�- tea' .�. %mss, , *' ,. a, f7 r # , € "fig .. k , . _-.....a.. ,.a. , s..,...,. .,,,i.zsu..,4,4 ..,, - u,:�«,,--...�, -,-,-�.,,c..... .,=.m.:,,,�..a.>,,, .�,._ ..... ..... ...P.-_.;..,.. .ae. .......--,-... --w..m t...,,..,,„._,,,,�,,. ..„... ..c..,..,."A:4 n , _..., ,.k,.. ,.:,,...... .*. .*.. a.. �;+€ b'. s A -"�-^• ''� `, ;i' I .x,.' i 2 n:w ""F IB'- �3E1C2�-1 184 1 i"t,fers'Iate Hd r .`197 lan�$tNC u 8 ilt:W ll -.nt`„ C 7 *.011ail; tier I ., , ti * n x i g - a �x . a ---I- , , a' '''''''4':'''''''':' g-'' . 4';''''''''''''' '''''''L 3 .,: f.Ez... x ,w: v''s.' ;; �: RG4'6-T = 8 ;`% l �!.kslet": ` �;�„ Lic.#. KW-06006865 Licensee:CIDA INC. Description: Solid Wail Panel ,DESIG,NSIIMMAt Results reported for"Strip Width" of 12.0 in Governing Load Combination... Actual Values... Allowable Values... PASS Moment Capacity Check Maximum Bending Stress Ratio = 0.3841 +1.20D+0.50L+0.50S+W+1.60H Max Mu 1.569 k-ft Phi*Mn 4.086 k-ft PASS Service Deflection Check Actual Defl.Ratio U 1,625 Allowable Defl.Ratio 150 W Only Max.Deflection 0.1624 in PASS Axial Load Check Max Pu/Ag 30.795 psi Max.Allow.Defl. 1.760 in +1.20D+0.50L+0.50S+W+1.60H Location 11.367 ft 0.06*fc 240.0 psi PASS Reinforcing Limit Check Controlling As/bd 0.006813 As/bd= 0.0 rho bal 0.01806 Maximum Reactions... for Load Combination.... Top Horizontal W Only 0.3409 k Base Horizontal W Only 0.2591 k Vertical Reaction +D+S+H 2.861 k Design Maximumum Combinations-Moments Results reported for"Strip Width"=12 in. Axial Load Moment Values 0.6* Load Combination Pu 0.06*fc*b*t Mcr Mu Phi Phi Mn As As Ratio rho bal k k k-ft k-ft k-ft in^2 +1.40D+1.60H at 21.27 to 22.00 0.000 18.720 2.23 0.22 0.90 3.65 0.266 0.0068 0.0181 +1.20D+1.60L+0.505+1.60H at 21.27 to 22.0 0.000 18.720 2.23 0.28 0.90 3.65 0.266 0.0068 0.0181 +1.200+1.60Lr+0.50L+1.601-1 at 21.27 to 22. 0.000 18.720 2.23 0.19 0.90 3.65 0.266 0.0068 0.0181 ,,+1.200+0.50L+1.605+1.60H at 21.27 to 22.0 0.000 18.720 2.23 0.49 0.90 3.65 0.266 0.0068 0.0181 )-1.20D+1.60S+0.50W+1.60H at 12.47 to 13.2 2.402 18.720 2.23 0.98 0.90 4.16 0.266 0.0068 0.0181 +1.20D+1.60S-0.50W+1.60H at 21.27 to 22.0 0.000 18.720 2.23 0.55 0.90 3.65 0.266 0.0068 0.0181 +1.20D+0.50L+0.50S+W+1.60H at 11.00 to 11 2.039 18.720 2.23 1.57 0.90 4.09 0.266 0.0068 0.0181 +1.200+0.50L+0.50S-W+1.60H at 9.53 to 10. 2.182 18.720 2.23 1.29 0.90 4.12 0.266 0.0068 0.0181 +1.20D+0.50L+0.205+E+1.601-1 at 11.00 to 11 1.901 18.720 2.23 1.42 0.90 4.06 0.266 0.0068 0.0181 +1.20D+0.50L+0.20S-E+1.60H at 10.27 to 11 1.972 18.720 2.23 1.19 0.90 4.07 0.266 0.0068 0.0181 +0.900+W+0.90H at 11.00 to 11.73 1.357 18.720 2.23 1.48 0.90 3.94 0.266 0.0068 0.0181 +0.90D-W+0.90H at 10.27 to 11.00 1.410 18.720 2.23 1.35 0.90 3.95 0.266 0.0068 0.0181 +0.90D+E+0.90H at 11.00 to 11.73 1.357 18.720 2.23 1.37 0.90 3.94 0.266 0.0068 0.0181 +0.90D-E+0.90H at 10.27 to 11.00 1.410 18.720 2.23 1.23 0.90 3.95 0.266 0.0068 0.0181 Design Maximum Combinations Deflections .; Results reported for"Strip Width"=12 in. Axial Load Moment Values Stiffness Deflections Load Combination Pu Mcr Mactual I gross I cracked I effective Deflection Defl.Ratio k k-ft k-ft inM innd inM in +D+L+H at 12.47 to 13.20 1.388 2.23 0.09 274.63 17.07 205.969 0.011 23,436.6 +D+S+H at 12.47 to 13.20 1.848 2.23 0.21 274.63 17.43 205.969 0.025 10,402.1 +D+0.750L+0.750S+H at 12.47 to 13.20 1.733 2.23 0.18 274.63 17.34 205.969 0.022 12,088.4 +D+0.60W+H at 11.00 to 11.73 1.508 2.23 0.93 274.63 17.16 205.969 0.110 2,403.0 +D-0.60W+H at 10.27 to 11.00 1.567 2.23 0.77 274.63 17.21 205.969 0.088 2,999.3 +D+0.70E+H at 11.00 to 11.73 1.508 223 0.99 274.63 17.16 205.969 0.117 2,261.8 +D-0.70E+H at 10.27 to 11.00 1.567 2.23 0.83 274.63 17.21 205.969 0.095 2,782.2 +D+0.750L+0.750S+0.450W+H at 11.00 to 11. 1.853 2.23 0.80 274.63 17.44 205.969 0.096 2,754.7 +D+0.750L+0.750S-0.450W+H at 10.27 to 11. 1.912 2.23 0.49 274.63 17.48 205.969 0.053 4,947.9 +D+0.750L+0.7505+0.5250E+H at 11.00 to 11 1.853 2.23 0.84 274.63 17.44 205.969 0.101 2,614.0 +D+0.750L+0.750S-0.5250E+H at 10.27 to 11 1.912 2.23 0.54 274.63 17.48 205.969 0.059 4,511.1 00.60D+0.60W+0.60H at 11.00 to 11.73 0.905 2.23 0.89 274.63 16.68 205.969 0.105 2,518.7 +0.60D-0.60W+0.60H at 10.27 to 11.00 0.940 2.23 0.80 274.63 16.71 205.969 0.092 2,875.1 +0.600+0.70E+0.60H at 11.00 to 11.73 0.905 2.23 0.95 274.63 16.68 205.969 0.112 2,364.9 1� f „y.'t �.,✓ � �.'a.' mak, � �W � "e �� ? �� 4 P r �. E� f ....„�_ ..:..�r<�s �,. -- .«aa..r,��.:. ,.-z.,.. a..-.. __:.,.....',.:: .. -_...,I _-. ,e..es; --:;:L:.>.r,i':--2,.-:,�...e..»,,,,.�.a-.,..,.._ .... ::2s.1-LI<::'e-':: ,. ._ i...,.,.Js s.- 3.�..... .J._._ _LeL:.,e„ .,s W Pit ''O, i 16n• l i 1 ` z' . .;x,,;' F . `. r RMFjto,,k 1`310 84 E1§ ers te; ci, aster,P am ruck is f dal s,e4- w,-„, ,env .„,,,„,...,,,,,,,,,,„..,,..„,..,,„..4.,„,„.„.„,,:,-,„4,:.,,z,„,-s.. .. „.14 e,�,. 4>r"; '' �. - :.:.e: ,--3 i V A �..�.e'':R!L,..., . ..6 7 ]L-E. Lic.#:KW-06006865 Licensee CIDA INC. Description: Solid Wall Panel Design Maximum Combinations Deflections Results reported for"Strip Width"=12 in. Axial Load Moment Values Stiffness Deflections Load Combination Pu Mcr Mactual I gross I cracked I effective Deflection Defl. Ratio k k-ft k-ft inM inM inM in +0.60D-0.70E+0.60H at 10.27 to 11.00 0.940 2.23 0.86 274.63 16.71 205.969 0.099 2,676.1 D Only at 12.47 to 13.20 1.388 2.23 0.09 274.63 17.07 205.969 0.011 23,436.6 0.000 0.00 0.00 0.00 0.00 0.000 0.000 0.0 S Only at 12.47 to 13.20 0.460 2.23 0.11 274.63 16.32 205.969 0.014 19,015.6 W Only at 10.27 to 11.00 0.000 2.23 1.40 274.63 15.95 205.969 0.162 1,625.5 -W at 10.27 to 11.00 0.000 2.23 1.40 274.63 15.95 205.969 0.162 1,625.5 E Only at 10.27 to 11.00 0.000 2.23 1.28 274.63 15.95 205.969 0.149 1,773.2 E Only"-1.0 at 10.27 to 11.00 0.000 2.23 1.28 274.63 15.95 205.969 0.149 1,773.2 Reactions,,Vertical-&Horizontal ; r Results reported for"Strip Width"=12 in. Load Combination Base Horizontal Top Horizontal Vertical @ Wall Base +D+L+H 0.0 k 0.01 k 2.401 k +D+S+H 0.0 k 0.02 k 2.861 k +D+0.750L+0.750S+H 0.0 k 0.01 k 2.746 k +D+0.60W+H 0.2 k 0.20 k 2.401 k +D-0.60W+H 0.1 k 0.21 k 2.401 k +D+0.70E+H 0.2 k 0.21 k 2.401 k +D-0.70E+H 0.2 k 0.23 k 2.401 k (,)D+0.750L+0.750S�0.450W+H 0.1 k 0.14 k 2.746 k +D+0.750L+0.750S-0.450W+H 0.1 k 0.17 k 2.746 k +D+0.750L+0.750S+0.5250E+H 0.1 k 0.15 k 2.746 k +D+0.750L+0.750S-0.5250E+H 0.1 k 0.18 k 2.746 k +0.60D+0.60W+0.60H 0.2 k 0.20 k 1.441 k +0.60D-0.60W+0.60H 0.2 k 0.21 k 1.441 k +0.60D+0.70E+0.60H 0.2 k 0.21 k 1.441 k +0.60D-0.70E+0.60H 0.2 k 0.22 k 1.441 k D Only 0.0 k 0.01 k 2.401 k L Only 0.0 k 0.00 k 0.000 k S Only 0.0 k 0.01 k 0.460 k W Only 0.3 k 0.34 k 0.000 k -W 0.3 k 0.34 k 0.000 k E Only 0.2 k 0.31 k 0.000 k E Only*-1.0 0.2 k 0.31 k 0.000 k W125 . ''' ,-,- ,".® x't *--, r "" ,g e -1-t* a '` c.:, , A '. " ,c,_au. �I e-=E.a...-wd(f1law 134.1 I i t tate 60ling Master,,lan\$truaturaka at S ed6.44.4 4 u ,Crete�Sl al z . o- :: i e, = s " ao ---;.-07---w4_ 'Smgr ` � * � � � �ems 4'�� " " �r ' 1 °V f x es �i, S , s ^ s# + t ,s a rs { 3 , - wP6 kes„ 38OnestateRoi tePnN5 ra�iwatseo a _ i :`' { 4 £ 0Q „ ou 'O c..,,- eCe ,a t � a , D4�u, � r, F'�s. Licensee:CIDA INC.C.wLic.#. KW-06006865 Description: Pier at 14'rollup doors DESIGN SUMMARY, Results reported for "Strip Width" of 78.0 in Governing Load Combination... Actual Values... Allowable Values... PASS Moment Capacity Check Maximum Bending Stress Ratio = 0.3594 +1.20D+0.50L+0.50S+W+1.60H Max Mu 21.154 k-ft Phi*Mn 58.861 k-ft PASS Service Deflection Check Actual Defl.Ratio L/ 820 Allowable Defl.Ratio 150 W Only Max.Deflection 0.3218 in PASS Axial Load Check Max Pu/Ag 54.563 psi Max.Allow.Defl. 1.760 in +1.20D+0.50L+0.50S+W+1.60H Location 11.367 ft 0.06*f'c 240.0 psi PASS Reinforcing Limit Check Controlling As/bd 0.004769 As/bd= 0.0 rho bal 0.01806 Maximum Reactions... for Load Combination.... Top Horizontal W Only 4.247 k Base Horizontal W Only 3.228 k Vertical Reaction +D+S+H 31.107 k Design,Ma.,x0601:,Combinations Moments _, Results reported for"Strip Width"=12 in. Axial Load Moment Values 0.6* Load Combination Pu 0.06*fc*b*t Mcr Mu Phi Phi Mn As As Ratio rho bal k k k-ft kft k-ft inA2 +1.40D+1.60H at 21.27 to 22.00 0.000 20.880 2.77 0.42 0.90 8.25 0.286 0.0048 0.0181 +1.20D+1.60L+0.50S+1.60H at 21.27 to 22.0 0.000 20.880 2.77 0.55 0.90 8.25 0.286 0.0048 0.0181 +1.20D+0.50L+1.60S+1.60H at 21.27 to 22.0 0.000 20.880 2.77 0.96 0.90 8.25 0.286 0.0048 0.0181 +1.20D+1.60S+0.50W+1.60H at 12.47 to 13.2 4.747 20.880 2.77 1.92 0.90 9.22 0.286 0.0048 0.0181 1=.„j-1.20D+1.60S-0.50W+1.60H at 21.27 to 22.0 0.000 20.880 2.77 1.06 0.90 8.25 0.286 0.0048 0.0181 +1.200+0.50L+0.50S+W+1.60H at 11.00 to 11 3.917 20.880 2.77 3.25 0.90 9.06 0.286 0.0048 0.0181 +1.20D+0.50L+0.50S-W+1.60H at 9.53 to 10. 4.076 20.880 2.23 2.50 0.90 9.09 0.286 0.0048 0.0181 +1.321 D+0.50L+0.20S+E+1.60H at 12.47 to 1 3.821 20.880 2.77 1.99 0.90 9.04 0.286 0.0048 0.0181 +1.321D+0.50L+0.20S-E+1.60H at 11.00 to 1 3.997 20.880 2.77 1.46 0.90 9.07 0.286 0.0048 0.0181 +0.90D+W+0.90H at 11.00 to 11.73 2.600 20.880 2.77 2.92 0.90 8.79 0.286 0.0048 0.0181 +0.90D-W+0.90H at 10.27 to 11.00 2.660 20.880 2.77 2.61 0.90 8.80 0.286 0.0048 0.0181 +0.7788D+E+0.90H at 12.47 to 13.20 2.146 20.880 2.77 1.83 0.90 8.70 0.286 0.0048 0.0181 +0.7788D-E+0.90H at 11.73 to 12.47 2.198 20.880 2.77 1.56 0.90 8.71 0.286 0.0048 0.0181 Design Maximum Combinations .,Deflections Results reported for"Strip Width"=12 in. Axial Load Moment Values Stiffness Deflections Load Combination Pu Mcr Mactual I gross I cracked I effective Deflection Defl.Ratio k k-ft k-ft in^4 in^4 in"4 in +D+H at 12.47 to 13.20 2.756 2.77 0.18 381.08 49.29 285.809 0.016 16,331.5 +D+L+H at 12.47 to 13.20 2.756 2.77 0.18 381.08 49.29 285.809 0.016 16,331.5 +D+S+H at 12.47 to 13.20 3.656 2.77 0.40 381.08 50.54 285.809 0.037 7,212.5 +D+0.750L+0.750S+H at 12.47 to 13.20 3.431 2.77 0.35 381.08 50.24 285.809 0.031 8,389.2 +D+0.60W+H at 10.27 to 11.00 2.955 2.77 1.79 381.08 49.57 285.809 0.157 1,681.1 +D-0.60W+H at 10.27 to 11.00 2.955 2.77 1.49 381.08 49.57 285.809 0.126 2,099.8 +D+0.70E+H at 11.00 to 11.73 2.889 2.77 1.34 381.08 49.47 285.809 0.120 2,207.9 +D-0.70E+H at 10.27 to 11.00 2.955 2.77 1.02 381.08 49.57 285.809 0.088 3,007.2 +D+0.750L+0.750S+0.450W+H at 11.00 to 11. 3.564 2.77 1.54 381.08 50.41 285.809 0.137 1,922.2 +D+0.750L+0.750S-0.450W+H at 10.27 to 11. 3.630 2.77 0.95 381.08 50.52 285.809 0.076 3,470.8 +D+0.750L+0.750S+0.5250E+H at 11.00 to 11 3.564 2.77 1.20 381.08 50.41 285.809 0.109 2,418.0 +D+0.750L+0.750S-0.5250E+H at 10.27 to 11 3.630 2.77 0.59 381.08 50.52 285.809 0.047 5,560.8 e)-0 60D+0 60W+0 60H at 10.27 to 11.00 1.773 2.77 1.71 381.08 47.90 285.809 0.150 1,765.5 +0.60D-0.60W+0.60H at 10.27 to 11.00 1.773 2.77 1.54 381.08 47.90 285.809 0.131 2,016.9 +0.60D+0.70E+0.60H at 11.00 to 11.73 1.733 2.77 1.27 381.08 47.84 285.809 0.112 2,351.7 XA,sm-. '" ` k i-£�'�s:-.-,,,,,:,,fn.--::: :„,,,,,, *g y-�,� �..r f''''�S:� i " ..-."xfr'- 'amu - S `d". v. `7 .. "1' 2" :. wP1 Q SCC.@ kt Si i i . a j >""" 4 X H� , f *'`' ' `'•;: ` �F.te4 El-tkt' l]31¢84001 �rstate fingMafe;f1lan trt{ctf --- - alis c6 w_,ter' + .. .-" `' `'vr -�% ,; � �„< -5 '- ',. '''''' ,. � ;glgw �"r :..:- ,, '.sz;':a .-'z ''' ''.E'c- A" 98 cens6 a:-6.AI Lic...: KW-06006865 Licensee:CIDA INC. Description: Pier at 14'rollup doors Design Maximum Combinations "Deflections Results reported for"Strip Width"=12 in. Axial Load Moment Values Stiffness Deflections Load Combination Pu Mcr Mactual I gross I cracked I effective Deflection Defl. Ratio k k-ft k-ft inM inM inM in +0.60D-0.70E+0.60H at 10.27 to 11.00 1.773 2.77 1.07 381.08 47.90 285.809 0.093 2,830.3 D Only at 12.47 to 13.20 2.756 2.77 0.18 381.08 49.29 285.809 0.016 16,331.5 0.000 0.00 0.00 0.00 0.00 0.000 0.000 0.0 S Only at 12.47 to 13.20 0.900 2.77 0.22 381.08 46.65 285.809 0.020 13,235.4 W Only at 9.53 to 10.27 0.000 2.23 2.66 274.63 42.10 77.743 0.322 820.3 -W at 9.53 to 10.27 0.000 2.23 2.66 274.63 42.10 77.743 0.322 820.3 E Only at 11.00 to 11.73 0.000 2.77 1.66 381.08 45.37 285.809 0.145 1,820.6 E Only*-1.0 at 11.00 to 11.73 0.000 2.77 1.66 381.08 45.37 285.809 0.145 1,820.6 Reactions°,Vertical&Horizontal, Results reported for"Strip Width"=12 in. Load Combination Base Horizontal Top Horizontal Vertical ©Wall Base +D+H 0.1 k 0.09 k 25.257 k +D+L+H 0.1 k 0.09 k 25.257 k +D+S+H 0.2 k 0.20 k 31.107 k +D+0.750L+0.750S+H 0.2 k 0.17 k 29.644 k +D+0.60W+H 2.0 k 2.46 k 25.257 k +D-0.60W+H 1.8 k 2.64 k 25.257 k G+D+0.70E+H 1.3 k 2.33 k 25.257 k D-0.70E+H 1.1 k 2.51 k 25.257 k +D+0.750L+0.750S+0.450W+H 1.6 k 1.74 k 29.644 k +D+0.750L+0.750S-0.450W+H 1.3 k 2.09 k 29.644 k +D+0.750L+0.750S+0.5250E+H 1.1 k 1.64 k 29.644 k +D+0.750L+0.750S-0.5250E+H 0.8 k 1.99 k 29.644 k +0.60D+0.60W+0.60H 2.0 k 2.50 k 15.154 k +0.60D-0.60W+0.60H 1.9 k 2.60 k 15.154 k +0.60D+0.70E+0.60H 1.3 k 2.36 k 15.154 k +0.60D-0.70E+0.60H 1.2 k 2.47 k 15.154 k D Only 0.1 k 0.09 k 25.257 k L Only 0.0 k 0.00 k 0.000 k S Only 0.1 k 0.11 k 5.850 k W Only 3.2 k 4.25 k 0.000 k -W 3.2 k 4.25 k 0.000 k E Only 1.8 k 3.45 k 0.000 k E Only*-1.0 1.8 k 3.45 k 0.000 k - Nii.??.Z4-yp.7,,&7-*NX-til.itt.V.,'...---'ii:;!FFA; f1t?g!,!:041,74;-'r ?A''',-.7.,',:i.M.!;•r-,.!--Ii37,r,'4Vetkikt:X7,!;;A:Ht4 -11'?P'11,---- -it7ijni-r:Mt'-'-%i;;;1;44.:".4:747;*litirk,Zi:,.141 ..,,- . I 5895 SW 72ND AVENUE,SUITE 200 PORTLAND,OREGON 97224 TEL:503.226.1285 FAX:503.226.1670 E-MAIL:info@cidainc.com ME _i_o_ci4'), PROJi . gq,0) _. . . PROJEC( NAME: A Fie . N 0. 5ofSHEET Wi22 ''N N'''E TITLE: B : ,S g C DATE: 6/tc.44 --- INTERIORS Wall rg, 1, 41e 1_ 1 IF. 7 7 7 1 0(4-1' -70 fl-Pliatile lioadki1/41 ' th-N , N (il. 'c4nr; ,....__.),/ 3 _L r , : I d , , , , ! , , „ 1 , man - oor • pct,itH' &,'I J IY 6-0),\, 4ro ls / I .., i r 7 1 I I ' d$ rlar j ci 1 t-rrl ----- ---: i 6 _ IwItil 1 q_ : 'D 4-C 0 cnLP -I - - ' 1 , ti AT.)cpt. ( '1 rj !, _t., -,1 ! ! 71 rL, 1,(, ' - -I . 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(")?r-1 ri2Q, 1 , 0 im di 1 c '' IL3.cad- - IT-ir _ 1 -F- 1 11 1! 1 1 1 I 1 F- -,-- p _12:T 4y_isi, tIrgsa'l I f ge,4) I-= I S 4 2-6-1 _ k il 47T-/- 1 I L I , ; toct:. -4- Yi 461 = a 1 (8fl .1) =] 176_FIL,_' 1 1 i ,. allIPPIENN 4Il , .00 a. mg 61,1\ 0 41'el- pir -r- C ,,-.7, - , 01I, ; I • 1 a 1 ' I ___ r ' . ., # « a t� ten, x ,L;-_, --,.K-.:L- ,..-.xs�.usasi<,.0--,..t.,„,...-.,:,., ..n.a.,1,- .,.rk,.ce m..,..ve-,,,,,...4..,,,,,,,,—;,,,,;,:,...--A„--;,,,",,x==',_.w .^.,...aw>,ue.w»,;11-'...ei.4.... a.,...s,.1, ,:-: .s-wt .fi... w.m se.. ,,f..,.. ;:1-::«.r._. W• q ® .4 a -.'&tlr. ,k , " '*, ,� e s cap 'l3 1 ..C 't8 F i a 8S e( 18It�nlCfClf (If a�S 6C6 tom', y. xCicT,plict,010.??:::.,_1O u-xc:. ' . '.�,.. .. ._' ., _ � : .. '' r _�. ,:,. ., . . e :'% m tl r.tS-6 eZ 6 7,,,g Lic.#. KW-06006865 Licensee:CIDA INC. Description: man-doors Code Refejences ,r„ Calculations per ACI 318-11 Sec 14.8, IBC 2012, CBC 2013,ASCE 7-10 Load Combinations Used:ASCE 7-10 General information` ,., h ,, , fc:Concrete 28 day strength = 4.0 ksi Wall Thickness 6.50 in Temp Diff across thickness = deg F Fy:Rebar Yield = 60.0 ksi Rebar at wall center Min Allow Out-of-Plane Defl Ratio = L/ 0 Ec:Concrete Elastic Modulus = 3,606.51 ksi Rebar"d"distance 3.250 in Minimum Vertical Steel% - 0.0020 A. :Lt Wt Conc Factor = 1.0 Lower Level Rebar... Using Stiff.Reduction Factor per ACI R.10.12.3 Fr:Rupture Modulus = 316.228 psi Bar Size # 5 Max%of p balanced = 0.01806 Bar Spacing 14.0 in Max Pu/Ag=f'c* = 0.060 Concrete Density = 150.0 pcf Width of Design Strip = 51.0 in One-Story,Walt Dimensions , A Clear Height = 22.0 ft B Parapet height = 3.0 ft B Wall Support Condition Top&Bottom Pinned c,,ii,:i A Vertical Loads Vertical Uniform Loads... (Applied per foot of Strip Width) DL:Dead Lr:Roof Live Lf:Floor Live S:Snow W:Wind Ledger Load Eccentricity 5.0 in 0.560 0.70 k/ft Concentric Load 0.70 k/ft .- .',40,0,(01-00:0*-:-, Wind Loads: Seismic Loads: Full area WIND load 36.0 psf Wall Weight Seismic Load Input Method: Direct entry of Lateral Wall Weight Seismic Wall Lateral Load 22.0 psf Fp 1.0 = 22.0 psf (Applied to full"STRIP Width") Endpoints from Base D Lr L E W top bottom _ Distributed Lateral Load 0.0430 k/ft 25.0 9.0 k/ft 0 WPIO Cl6gAragt§r ":43r4:6. =o;:`43x4 <<;y, v a '` :qV F it '� `� �, ;' ``x ,`f IH}f lORie o:4 IllOfe P 8 qtr*I �f W21 ir0� �� ' ,� fife=E ladcae e®e aN 3 . 110 i Lic.#. KW-06006865 Licensee:CIDA INC. Description: man-doors DESIGN SUMMARY Results reported for"Strip Width" of 51.0 in Governing Load Combination... Actual Values... Allowable Values... PASS Moment Capacity Check Maximum Bending Stress Ratio = 0.7370 +1.20D+0.50L+0.50S+W+1.60H Max Mu 13.577 k-ft Phi*Mn 18.423 k-ft PASS Service Deflection Check Actual Defl.Ratio Li 1,084 Allowable Defl.Ratio 150 W Only Max.Deflection 0.2436 in PASS Axial Load Check Max Pu/Ag 49.410 psi Max.Allow.Defl. 1.760 in +1.20D+0.50L+0.50S+W+1.60H Location 10.633 ft 0.06*fc 240.0 psi PASS Reinforcing Limit Check Controlling As/bd 0.006813 As/bd= 0.0 rho bal 0.01806 Maximum Reactions... for Load Combination.... Top Horizontal W Only 2.173 k Base Horizontal W Only 1.652 k Vertical Reaction +D+S+H 16.963 k ;Design Maximum Combinations Moments`. Results reported for"Strip Width"=12 in. Axial Load Moment Values 0.6* Load Combination Pu 0.06*f c*b*t Mcr Mu Phi Phi Mn As As Ratio rho bal k --._ k__.. k-ft k-ft k-ft in^2 +1.400+1.60H at 21.27 to 22.00 0.000 18.720 2.23 0.33 0.90 3.65 0.266 0.0068 0.0181 +1.20D+1.60L+0.505+1.60H at 21.27 to 22.0 0.000 18.720 2.23 0.43 0.90 3.65 0.266 0.0068 0.0181 +1.200+0.50L+1.60S+1.60H at 21.27 to 22.0 0.000 18.720 2.23 0.75 0.90 3.65 0.266 0.0068 0.0181 +1.20D+1.60S+0.50W+1.60H at 12.47 to 13.2 3.854 18.720 2.23 1.50 0.90 4.47 0.266 0.0068 0.0181 '+1.20D+1.60S-0.50W+1.60H at 21.27 to 22.0 0.000 18.720 2.23 0.83 0.90 3.65 0.266 0.0068 0.0181 +1.20D+0.50L+0.50S+W+1.60H at 10.27 to 11 3.298 18.720 2.23 3.20 0.90 4.35 0.266 0.0068 0.0181 +1.20D+0.50L+0.50S-W+1.60H at 9.53 to 10. 3.370 18.720 2.23 1.95 0.90 4.36 0.266 0.0068 0.0181 +1.321D+0.50L+0.20S+E+1.60H at 11.73 to 1 3.229 18.720 2.23 1.93 0.90 4.34 0.266 0.0068 0.0181 +1.321D+0.50L+0.20S-E+1.60H at 10.27 to 1 3.386 18.720 2.23 1.54 0.90 4.37 0.266 0.0068 0.0181 +0.90D+W+0.90H at 10.27 to 11.00 2.211 18.720 2.23 2.35 0.90 4.12 0.266 0.0068 0.0181 +0.90D-W+0.90H at 10.27 to 11.00 2.211 18.720 2.23 2.04 0.90 4.12 0.266 0.0068 0.0181 +0.77880+E+0.90H at 11.00 to 11.73 1.867 18.720 2.23 1.80 0.90 4.05 0.266 0.0068 0.0181 +0.7788D-E+0.90H at 11.00 to 11.73 1.867 18.720 2.23 1.61 0.90 4.05 0.266 0.0068 0.0181 Dgn Maximum-Combinations `Deflections esiResults reported for"Strip Width"=12 in. Axial Load Moment Values Stiffness Deflections Load Combination Pu Mcr Mactual I gross I cracked I effective Deflection Defl.Ratio k k-ft k-ft in^4 in^4 in/4 in +D+H at 12.47 to 13.20 2.278 2.23 0.14 274.63 17.77 205.969 0.017 15,354.4 +D+L+H at 12.47 to 13.20 2.278 2.23 0.14 274.63 17.77 205.969 0.017 15,354.4 +D+S+H at 12.47 to 13.20 2.978 2.23 0.32 274.63 18.31 205.969 0.039 6,778.6 +D+0.750L+0.750S+H at 12.47 to 13.20 2.803 2.23 0.27 274.63 18.18 205.969 0.033 7,885.1 +D+0.60W+H at 11.00 to 11.73 2.398 2.23 1.41 274.63 17.86 205.969 0.166 1,586.8 +D-0.60W+H at 10.27 to 11.00 2.457 2.23 1.17 274.63 17.91 205.969 0.133 1,984.6 +D+0.70E+H at 11.00 to 11.73 2.398 2.23 1.33 274.63 17.86 205.969 0.155 1,698.5 +D-0.70E+H at 10.27 to 11.00 2.457 2.23 1.08 274.63 17.91 205.969 0.122 2,168.2 +D+0.750L+0.7505+0.450W+H at 11.00 to 11. 2.923 2.23 1.21 274.63 18.27 205.969 0.146 1,812.6 +D+0.750L+0.750S-0.450W+H at 10.27 to 11. 2.982 2.23 0.74 274.63 18.31 205.969 0.080 3,280.0 +D+0.750L+0.7505+0.5250E+H at 11.00 to 11 2.922 2.23 1.15 274.63 18.27 205.969 0.137 1,921.5 +D+0.750L+0.750S-0.5250E+H at 10.27 to 11 2.982 2.23 0.68 274.63 18.31 205.969 0.072 3,666.7 c .0.60D+0.60W+0.60H at 11.00 to 11.73 1.439 2.23 1.34 274.63 17.11 205.969 0.158 1,669.6 +0.60D-0.60W+0.60H at 10.27 to 11.00 1.474 2.23 1.21 274.63 17.14 205.969 0.138 1,908.1 +0.600+0.70E+0.60H at 11.00 to 11.73 1.439 2.23 1.26 274.63 17.11 205.969 0.147 1,792.4 :', ..« ,.,,,,,,...,--%.L:=.1--as....,-. . -.;�t.aM �,..<...:1:,:.„-se ,.�. 1sn�n,....a'w .3.,.v,.,.w., ..., , ,:.;.,,--:,,.. w,-,:_ ,..,--.' 2 -... ,...na ate,,,,, .i..,,-..:-.-,:.x.,.0-...,.,,,:�..-,„.., ....,,,,, ,i,- ._,..-.-.4:,... a....�. Weil ' > eeFS: � �eY.aa . ` m . N gi,km' ek° ..: d3t0184 00ttesa ,Rooa6tei \ 5 rant itwsts'e6.® , .,. ,t �. , ;,Ykvia� , . s. tER,ALGA 98372016udt7 erfi; 6: - Lic.#: KW-06006865 Licensee:CIDA INC. Description: man-doors Design Maximum Combinations DefiectionS , , '.,.` Results reported for"Strip Width"=12 in. Axial Load Moment Values Stiffness Deflections Load Combination Pu Mcr Mactual I gross I cracked I effective Deflection Defl. Ratio k k-ft k-ft inM inM inM in +0.60D-0.70E+0.60H at 10.27 to 11.00 1.474 2.23 1.12 274.63 17.14 205.969 0.127 2,075.4 D Only at 12.47 to 13.20 2.278 2.23 0.14 274.63 17.77 205.969 0.017 15,354.4 0.000 0.00 0.00 0.00 0.00 0.000 0.000 0.0 S Only at 12.47 to 13.20 0.700 2.23 0.17 274.63 16.52 205.969 0.021 12,467.8 W Only at 10.27 to 11.00 0.000 2.23 2.09 274.63 15.95 205.969 0.244 1,083.6 -W at 10.27 to 11.00 0.000 2.23 2.09 274.63 15.95 205.969 0.244 1,083.6 E Only at 11.00 to 11.73 0.000 2.23 1.68 274.63 15.95 205.969 0.193 1,365.4 E Only'-1.0 at 11.00 to 11.73 0.000 2.23 1.68 274.63 15.95 205.969 0.193 1,365.4 Reactions=Vertical;&Horizontal t Results reported for"Strip Width"=12 in. Load Combination Base Horizontal Top Horizontal Vertical @ Wall Base +D+H 0.0 k 0.04 k 13.988 k +D+L+H 0.0 k 0.04 k 13.988 k +D+S+H 0.1 k 0.10 k 16.963 k +D+0.750L+0.750S+H 0.1 k 0.09 k 16.219 k +D+0.60W+H 1.0 k 1.26 k 13.988 k +D-0.60W+H 0.9 k 1.35 k 13.988 k +D+0.70E+H 0.9 k 1.26 k 13.988 k c .D-0.70E+H 0.8 k 1.35 k 13.988 k +D+0.750L+0.7505+0.450W+H 0.8 k 0.89 k 16.219 k +D+0.750L+0.750S-0.450W+H 0.7 k 1.07 k 16.219 k +D+0.750L+0.750S+0.5250E+H 0.7 k 0.89 k 16.219 k +D+0.750L+0.750S-0.5250E+H 0.5 k 1.06 k 16.219 k +0.60D+0.60W+0.60H 1.0 k 1.28 k 8.393 k +0.60D-0.60W+0.60H 1.0 k 1.33 k 8.393 k +0.60D+0.70E+0.60H 0.8 k 1.27 k 8.393 k +0.60D-0.70E+0.60H 0.8 k 1.33 k 8.393 k D Only 0.0 k 0.04 k 13.988 k L Only 0.0 k 0.00 k 0.000 k S Only 0.1 k 0.06 k 2.975 k W Only 1.7 k 2.17 .k 0.000 k -W 1.7 k 2.17 k 0.000 k E Only 1.2 k 1.86 k 0.000 k E Only'-1.0 1.2 k 1.86 k 0.000 k , „- € '' ".sem . '� '� - A. � ,.!.v � ......: , .. ., ,,ax•,.._a.-... ,�.....�:,,, ,-.,;..-z.;. .,......�., x_ .a ti.... ,., �,,.a .--.,z�,.__. .s..s.t.:a.,,.�. ..,,.�,-«...��.. �_x�, ,..., ,,�, �� ma......b...,-�..-,. �Q� CC f.�i. �e 'Up.C_ 't �� '` ` # `' � "_ a,,,ti`� '' *.'- "� „ ;'i"- Ile= E�2f�Cdd, �0] Q�', ga �� rNJ f11twetp an fNCkj-jo rt W 5 ec(i" ,: .fix:, . �,,,,, rs.z a:'C-...,�. fix". ' .. ' .,. �.� ' '- g a ` „iri. r+r � : ma "s-�VERGaiI�C 9s�3 0,• �4 s� s ��fi Lic.#: KW-06006865 Licensee:CIDA INC. Description: Panel 9 at building corner COCIe a erehces,, Calculations per ACI 318-11 Sec 14.8, IBC 2012, CBC 2013,ASCE 7-10 Load Combinations Used:ASCE 7-10 Generallnformation f'c:Concrete 28 day strength -- 4.0 ksi Wall Thickness 7.250 in Temp Diff across thickness = deg F Fy:Rebar Yield = 60.0 ksi Rebar at each face Min Allow Out of Plane Defl Ratio = L/ 0 Ec:Concrete Elastic Modulus = 3,606.51 ksi Rebar"d"distance 5.0 in Minimum Vertical Steel% = 0.0020 Lt Wt Conc Factor = 1.0 Lower Level Rebar... Using Stiff.Reduction Factor per ACI R.10.12.3 Fr:Rupture Modulus = 316.228 psi Bar Size # 5 Max%of p balanced = 0.01806 Bar Count in Strip Witt 5.0 Max Pu/Ag=f'c* = 0.060 Concrete Density = 150.0 pcf Width of Design Strip = 56.0 in One Story Wall Dimensions , A Clear Height = 26.330 ft B Parapet height = 2.670 ft B Wall Support Condition Top& Bottom Pinned Reveal Data ' Reveal Depth = 0.750 in � � G i (..;.) F Reveal Start Loc = 10.0 ft A �. .. s_h_� a , �,� ? ' ': . G Reveal End Loc = 10.250 ft M Reveal Rebar No Change F Vertical Loads.: DL:Dead Lr:Roof Live W:Wind Vertical Uniform Loads... (Applied per foot of Strip Width) Lf:Floor Live S:Snow Ledger Load Eccentricity 5.0 in 1.0 1.250 k/ft Concentric Load 1.70 k/ft Lateral Loads Wind Loads: Seismic Loads Full area WIND load 65.0 psf Wall Weight Seismic Load Input Method: Direct entry of Lateral Wall Weight Seismic Wall Lateral Load 22.0 psf Fp 1.0 = 22.0 psf (Applied to full"STRIP Width') Endpoints from Base D Lr L E W top bottom Distributed Lateral Load 0.210 k/ft 12.0 9.0 k/ft Distributed Lateral Load 0.210 k/ft 29.0 21.0 k/ft . '"' ,. 1 -t+,§'' '`3�4, ,; .:,..7a4 .9" ray -' t '- n ...,;,m, a_,., >»< ,...u., :,,»,.,.c „ -.,._x z; x. ..,,.p....,--„aw,,,,2, x� wF1,v ,, _,.«.....__.,.s,.z.9-a,..b .;2,c._,,. :,.,._.:',,':i",. ..�san >,:s,,.a..,,... ,,--,Z,.:u...,.:4,4--,...�.v.�,. ,,. _.., ,.... _v;...�.„': mom w12/3 l3 �Y6 a,-,44,,,,,i,..,..-..,.._-_,,,,-...,.:.,..„:„._.,,,e4e%tlei 1ii � K- ,Z-4,,o, 5 - - e ms3 �aa# oon9Me=PdanStrur Itwas . t.; a . rKECLC sC' Lic.#: KW-06006865 Licensee:CID A Description: Panel 9 at building corner DESIGNSUMMA,R.Y , Results reported for "Strip Width" of 56.0 in Governing Load Combination... Actual Values... Allowable Values... PASS Moment Capacity Check Maximum Bending Stress Ratio = 0.7395 +1.20D+0.50L+0.505+W+1.60H Max Mu 36.085 k-ft Phi*Mn 48.799 k-ft PASS Service Deflection Check Actual Defl.Ratio L/ 170 Allowable Defl.Ratio 150 +D+0.750L+0.750S+0.450W+H Max.Deflection 1.853 in PASS Axial Load Check Max Pu/Ag 80.024 psi Max.Allow.Defl. 2.106 in +1.20D+0.50L+0.50S+W+1.60H Location 12.726 ft 0.06*f'c 240.0 psi PASS Reinforcing Limit Check Controlling As/bd 0.005536 As/bd= 0.0 rho bal 0.01806 Maximum Reactions... for Load Combination.... Top Horizontal W Only 4.844 k Base Horizontal W Only 3.952 k Vertical Reaction +D+S+H 30.698 k Design Maximum Combinations Moments Results reported for"Strip Width"=12 in. Axial Load Moment Values 0.6* Load Combination Pu 0.061'c*b*t Mcr Mu Phi Phi Mn As As Ratio rho bal k k k-ft k-ft k-ft inA2 +1.40D+1.60H at 25.45 to 26.33 0.000 20.880 2.77 0.58 0.90 9.38 0.332 0.0055 0.0181 +1.20D+1.60L+0.50S+1.60H at 25.45 to 26.3 0.000 20.880 2.77 0.76 0.90 9.38 0.332 0.0055 0.0181 +1.200+0.50L+1.60S+1.60H at 25.45 to 26.3 0.000 20.880 2.77 1.33 0.90 9.38 0.332 0.0055 0.0181 c-,.+1.20D+1.60S+0.50W+1.60H at 13.17 to 14.0 6.962 20.880 2.77 4.78 0.90 10.69 0.332 0.0055 0.0181 - 1.20D+1.60S-0.50W+1.60H at 11.41 to 12.2 7.153 20.880 2.77 2.30 0.90 10.71 0.332 0.0055 0.0181 v +1.20D+0.50L+0.50S+W+1.60H at 12.29 to v., 5.682 20.880 2.77 7.73 0.90 10.47 0.332 0.0055 0.0181 +1.200+0.50L+0.50S-W+1.60H at 12.29 to 13 5.683 20.880 2.77 6.70 0.90 10.47 0.332 0.0055 0.0181 +1.321D+0.50L+0.20S+E+1.60H at 12.29 to 1 5.818 20.880 2.77 4.11 0.90 10.50 0.332 0.0055 0.0181 +1.321D+0.50L+0.20S-E+1.60H at 11.41 to 1 5.923 20.880 2.77 2.83 0.90 10.52 0.332 0.0055 0.0181 +0.90D+W+0.90H at 12.29 to 13.17 3.793 20.880 2.77 6.80 0.90 10.12 0.332 0.0055 0.0181 +0.900-W+0.90H at 12.29 to 13.17 3.793 20.880 2.77 6.35 0.90 10.12 0.332 0.0055 0.0181 +0.77880+E+0.90H at 12.29 to 13.17 3.282 20.880 2.77 3.42 0.90 10.02 0.332 0.0055 0.0181 +0.7788D-E+0.90H at 11.41 to 12.29 3.344 20.880 2.77 2.93 0.90 10.03 0.332 0.0055 0.0181 N., Design Maximum Combinations-Deflections ,_. Results reported for"Strip Width"=12 in. Axial Load Moment Values Stiffness Deflections Load Combination Pu Mcr Mactual I gross I cracked I effective Deflection Defl.Ratio k k-ft k-ft in^4 in^4 in^4 in +D+H at 14.92 to 15.80 3.976 2.77 0.25 381.08 56.40 285.809 0.033 9,667.6 +D+L+H at 14.92 to 15.80 3.976 2.77 0.25 381.08 56.40 285.809 0.033 9,667.6 +D+S+H at 14.92 to 15.80 5.226 2.77 0.58 381.08 58.07 285.809 0.074 4,241.7 +D+0.750L+0.750S+H at 14.92 to 15.80 4.913 2.77 0.50 381.08 57.67 285.809 0.064 4,941.8 +D+0.420W+H at 11.41 to 12.29 4.294 2.77 2.63 381.08 56.83 285.809 0.405 779.3 +D-0.420W+H at 12.29 to 13.17 4.215 2.77 2.20 381.08 56.73 285.809 0.266 1,187.3 +D+0.70E+H at 13.17 to 14.04 4.135 2.77 2.31 381.08 56.62 285.809 0.291 1,086.6 +D-0.70E+H at 12.29 to 13.17 4.215 2.77 1.89 381.08 56.73 285.809 0.227 1,390.1 +D+0.750L+0.750S+0.450W+H at 13.17 to 14. 5.073 2.77 3.67 381.08 57.86 84.128 1.853 170.5 +D+0.750L+0.750S-0.450W+H at 12.29 to 13. 5.152 2.77 2.20 381.08 57.98 285.809 0.260 1,214.1 +D+0.750L+0.750S+0.5250E+H at 13.17 to 14 5.073 2.77 2.02 381.08 57.86 285.809 0.259 1,220.0 +D+0.750L+0.750S-0.5250E+H at 11.41 to 12 5.232 2.77 1.21 381.08 58.08 285.809 0.134 2,353.3 0.60D+0.420W+0.60H at 11.41 to 12.29 2.576 2.77 2.49 381.08 54.54 285.809 0.370 853.0 +0.600-0.420W+0.60H at 12.29 to 13.17 2.529 2.77 2.25 381.08 54.47 285.809 0.274 1,153.1 +0.60D+0.70E+0.60H at 12.29 to 13.17 2.529 2.77 2.19 381.08 54.47 285.809 0.273 1,156.5 `s',� z 'a"a "� ; bc *max ` r "+ :. tag' - --i$ STM? �` . .. s. e z '4 as s -..,., : ..W-,.au. ,- '..t ._-..... : .. .. :, ,;>M. >...� ..�,.... "1,..-zs., ,.su 1.,L,.., ,.-...-2,....,'_'4,.,,,,:.,..-,L;1.,-,...,,_;.. ..., WPI1f '` r e ,-1,,,,,,, :e 4, z , „E�adca•1310164 00 t"w ate R.:. .M to P a\040103US Itw311S.eC6,u lenge Wa w;-,.� �� .. .. 6 6 4 66 5 6 Fie VOnCret r.;uwx� , �:a s�;��•.:' Q s,.,.��-� " � ;, . ... .rn . . ��z.,1 .,983-20 �.ei�.s. �: er �_67,s x Lic.#:KW-06006865 Licensee:CIDA INC. Description: Panel 9 at building corner Design Max mum,Combtnations DefleCtlo s Results reported for"Strip Width"=12 in. Axial Load Moment Values Stiffness Deflections Load Combination Pu Mcr Mactual I gross I cracked I effective Deflection Defl. Ratio k k-ft k-ft inM inM inM in +0.60D-0.70E+0.60H at 12.29 to 13.17 2.529 2.77 1.94 381.08 54.47 285.809 0.236 1,339.6 D Only at 14.92 to 15.80 3.976 2.77 0.25 381.08 56.40 285.809 0.033 9,667.6 0.000 0.00 0.00 0.00 0.00 0.000 0.000 0.0 S Only at 14.92 to 15.80 1.250 2.77 0.31 381.08 52.72 285.809 0.040 7,950.1 +0.420W at 12.29 to 13.17 0.000 2.77 2.31 381.08 51.01 285.809 0.285 1,107.3 -0.420W at 12.29 to 13.17 0.000 2.77 2.31 381.08 51.01 285.809 0.285 1,107.3 E Only at 12.29 to 13.17 0.000 2.77 2.88 381.08 51.01 193.129 0.756 418.0 E Only*-1.0 at 12.29 to 13.17 0.000 2.77 2.88 381.08 51.01 193.129 0.756 418.0 Reactions-,`/ertical [Horizontal ,' Results reported for"Strip Width"=12 in. Load Combination Base Horizontal Top Horizontal Vertical @ Wall Base +D+H 0.1 k 0.07 k 24.865 k +D+L+H 0.1 k 0.07 k 24.865 k +D+S+H 0.2 k 0.16 k 30.698 k +D+0.750L+0.750S+H 0.1 k 0.14 k 29.240 k +D+0.60W+H 2.4 k 2.89 k 24.865 k +D-0.60W+H 2.3 k 3.02 k 24.865 k +D+0.70E+H 1.3 k 2.36 k 24.865 k CD-0.70E+H 1.2 k 2.51 k 24.865 k +D+0.750L+0.750S+0.450W+H 1.9 k 2.08 k 29.240 k +D+0.750L+0.750S-0.450W+H 1.6 k 2.33 k 29.240 k +D+0.750L+0.750S+0.5250E+H 1.1 k 1.68 k 29.240 k +D+0.750L+0.750S-0.5250E+H 0.8 k 1.97 k 29.240 k +0.60D+0.60W+0.60H 2.4 k 2.89 k 14.919 k +0.60D-0.60W+0.60H 2.3 k 2.97 k 14.919 k +0.60D+0.70E+0.60H 1.3 k 2.39 k 14.919 k +0.60D-0.70E+0.60H 1.2 k 2.47 k 14.919 k D Only 0.1 k 0.07 k 24.865 k L Only 0.0 k 0.00 k 0.000 k S Only 0.1 k 0.09 k 5.833 k W Only 4.0 k 4.84 k 0.000 k -W 4.0 k 4.84 k 0.000 k E Only 1.8 k 3.47 k 0.000 k E Only*-1.0 1.8 k 3.47 k 0.000 k $a.:m' .H "`'.mss.- ...-w4,A4,, _ a..7.t.,E s-�..c...._ ;..,is .,z1.,4s,A34 , :.. r,L-,-;,wu..,�. ., .,bs.�..�.d -.,.x..�..� -,..e. G w,.-. ,.mss 15895 SW 72ND AVENUE,SUITE 200 PORTLAND,OREGON 97224 TEL:503.226.1285 FAX:503.226.1670 E-MAIL:info@cidainc.com AR.IHITECTURE ;''�/ ��'^-r''','-r,,,,,- PROJECT NAME: T�tw Jf�'tV I � 10- PROJ.No. 13, J 0 1 r D( SHEET VV II ® -r''','-r,,,,,- / g. PLANK IN G TITLE: By: ,(/: /AV INTERIORS • DATE: /Z/ i . 0 ii,j 1 ,,,,„_7)-C , Pr,_1.__,,mn ilA_,E1 ,r„44_4_14 ____,_ji 11\h/11 [21e(Are_14.1_e,e) ti: T7 1 1 11— 5-- —T � ` H Ii � I I d t T 1I, j- !nd y /�j` /f 7 i- WIC 11�111_.I IQ 5 - ►J TL1E41 i2 - -__ - I- CIIDvt 1e � � � _ I / �_ iV1��5 J L� 7� � �' I i II L - If I � { -r__ nit -_ P Ai3 $ 67 4 I — J 1 , 1 I �� I II IF eisllln c. [Dad ro.'i__1�f&1 C Zp fi�Z1l76 i2 i I t W al l oGt t� 1 crp m 4_Q o __--sal ore Iva t (�i3 I�f , ,- 1,1 7 K C Z A1�ave 1 I" Ii Loy I I 1 1' i ir �nr '�` I el f I, ZZ �I �' w, o e t ea©rfi - � , _ 1 o 1 I �n �I 2 610 1 'Cr'r-J L — 4t /e � � ____,1 --1 1 (CQ ar , a cc .cei 2e y i it I r - I � i ; 1 I' 1 { 1 1 , fi fi— � 1 I_ 1 1 � I . L - 1 I 1 - _ - i �._ 1 I 1 1 I I I I I II II ! li 1 I I I_(:)____ i I i t1 1 I I 1I T- 1 11 i I 1 I 11 1 I - I I wl16 e �� @ g it"a� �. U Y E ' . �e to tate coir ��, st r an t air-d waft ec6 „,....„,;,r.,,. .l ,z 8-6 _ .. ,< . . 1 98, '.�;x �d„ ��s (:::Lic . KW-06006865 Licensee:CIDA INC. Description: Panel 9 at building corner Code References,, 1 Calculations per ACI 318-11 Sec 14.8, IBC 2012, CBC 2013,ASCE 7-10 Load Combinations Used:ASCE 7-10 Generallnformation , _ cc:Concrete 28 day strength = 4.0 ksi Wall Thickness 7.250 in Temp Diff across thickness = deg F Fy:Rebar Yield = 60.0 ksi Rebar at each face Min Allow Out-of-Plane Defl Ratio = L/ 0 Ec:Concrete Elastic Modulus = 3,606.51 ksi Rebar"d"distance 5.0 in Minimum Vertical Steel% = 0.0020 X :Lt Wt Conc Factor = 1.0 Lower Level Rebar... Using Stiff.Reduction Factor per ACI R.10.12.3 Fr:Rupture Modulus = 316.228 psi Bar Size #k 6 Max%of p balanced = 0.01806 Bar Count in Strip Widtt 6.0 Max Pu/Ag=f'c* = 0.060 Concrete Density = 150.0 pcf Width of Design Strip = 56.0 in One-StorjW Il Dimensions"." A Clear Height = 26.330 ft B Parapet height = 2.670 ft B Wall Support Condition Top&Bottom Pinned Reveal Data Reveal Depth = 0.750 in G F Reveal Start Loc = 10.0 ft A G Reveal End Loc = 10.250 ft M Reveal Rebar No Change F Vertical Loads . ._ Vertical Uniform Loads. (Applied per foot of Strip Width) DL:Dead Lr:Roof Live Lf:Floor Live S:Snow W:Wind Ledger Load Eccentricity 5.0 in 1.0 1.250 k/ft Concentric Load 1.70 k/ft Lateral_Loatls Wind Loads: Seismic Loads: Full area WIND load 65.0 psf Wall Weight Seismic Load Input Method: Direct entry of Lateral Wall Weight Seismic Wall Lateral Load 22.0 psf Fp 1.0 = 22.0 psf D Lr L E W Height (Applied to full"STRIP Width) Point Lateral Load 0.290 1.87 k 12.0 ft Point Lateral Load 0.7850 k 22.0 ft (Applied to full"STRIP Width") D Lr L E W Endpoints from Base top bottom Distributed Lateral Load 0.210 k/ft 12.0 9.0 k/ftDistributed Lateral Load 0.210 k/ft 29.0 21.0 k/ft _.7..,,..,....< .,..,..�.�.�.. .maF a-s.,3. .,, ,,,;:- m,,..., ,,..�.9.., ,,�_u ,..-., ..� ..-- .� -..`. ,..>..�.�-,.0 ��.�.....z ..............kG,,,..,c-...s,. ,:., .„�.,.-.._u,: ._ - :....<,_ . , ....,m..,�-... -=...,. W Piz ®1iC aAja, a �Fle- dcacfdl 3161 '6 ersae 8ofi t se`Pan tr,6. i wase - . -.. : .n... . 1: Il 4: O a... � i 4a `.-.° a d 6 6§1 x ".> Lic.#: KW-06006865 Licensee:CIDA INC. Description: Panel 9 at building corner DESIGN SUMMARY `,-,,,,Y=-7,,,•;,.,, : Results reported for"Strip Width" of 56.0 in Governing Load Combination... ___ Actual Values... Allowable Values... PASS Moment Capacity Check Maximum Bending Stress Ratio = 0.7432 +1.20D+0.50L+0.50S+W+1.60H Max Mu 49.398 k-ft Phi*Mn 66.464 k-ft PASS Service Deflection Check Actual Defl.Ratio L/ 160 Allowable Defl.Ratio 150 +D+0.750L+0.750S+0.450W+H _ Max.Deflection 1.971 in PASS Axial Load Check Max Pu/Ag 81.121 psi Max.Allow.Defl. 2.106 in +1.20D+0.50L+0.50S+W+1.60H Location 12.726 ft 0.06*f'c 240.0 psi PASS Reinforcing Limit Check Controlling As/bd 0.009429 As/bd= 0.0 rho bal 0.01806 Maximum Reactions... for Load Combination.... Top Horizontal W Only 6.352 k Base Horizontal W Only 5.099 k Vertical Reaction +D+S+H 30.698 k bestgnyMazrmum Combinations ;Moments Results reported for"Strip Width"=12 in. Axial Load Moment Values 0.6* Load Combination Pu 0.06*fc*b*t Mcr Mu Phi Phi Mn As As Ratio rho bal - -----_._.- - k kk-ft_...._._.._._ k-ft k-ft inA2 +1.40D+1.60H at 25.45 to 26.33 0.000 20.880 2.77 0.58 0.90 13.49 0.566 0.0094 0.0181 +1.20D+1.60L+0.50S+1.60H at 25.45 to 26.3 0.000 20.880 2.77 0.76 0.90 13.49 0.566 0.0094 0.0181 +1.20D+0.50L+1.60S+1.60H at 25.45 to 26.3 0.000 20.880 2.77 1.33 0.90 13.49 0.566 0.0094 0.0181 e+1.20D+1.60S+0.50W+1.60H at 12.29 to 13.1 7.058 20.880 2.77 6.16 0.90 14.42 0.566 0.0094 0.0181 v, 1.20D+1.60S-0.50W+1.60H at 11.41 to 12.2 7.153 20.880 2.77 4.37 0.90 14.44 0.566 0.0094 0.0181 +1.20D+0.50L+0.50S+W+1.60H at 12.29 to 1s 5.683 20.880 2.77 10.59 0.90 14.24 0.566 0.0094 0.0181 +1.20D+0.50L+0.50S-W+1.60H at 11.41 to 12 5.776 20.880 2.77 9.65 0.90 14.25 0.566 0.0094 0.0181 +1.321D+0.50L+0.205+E+1.60H at 12.29 to 1 5.818 20.880 2.77 4.32 0.90 14.26 0.566 0.0094 0.0181 +1.321 D+0.50L+0.20S-E+1.60H at 11.41 to 1 5.923 20.880 2.77 3.44 0.90 14.27 0.566 0.0094 0.0181 +0.90D+W+0.90H at 12.29 to 13.17 3.793 20.880 2.77 9.68 0.90 13.99 0.566 0.0094 0.0181 +0.90D-W+0.90H at 12.29 to 13.17 3.793 20.880 2.77 9.25 0.90 13.99 0.566 0.0094 0.0181 +0.7788D+E+0.90H at 11.41 to 12.29 3.344 20.880 2.77 3.77 0.90 13.93 0.566 0.0094 0.0181 +0.7788D-E+0.90H at 11.41 to 12.29 3.344 20.880 2.77 3.40 0.90 13.93 0.566 0.0094 0.0181 Dest-.414Maximum Combinations Deflect10t1S Results reported for"Strip Width"=12 in. Axial Load Moment Values Stiffness Deflections Load Combination Pu Mcr Mactual I gross I cracked I effective Deflection Defl.Ratio k k-ft k-ft iM4 inM in^4 in +D+H at 14.92 to 15.80 3.976 2.77 0.25 381.08 80.65 285.809 0.033 9,667.6 +D+L+H at 14.92 to 15.80 3.976 2.77 0.25 381.08 80.65 285.809 0.033 9,667.6 +D+S+H at 14.92 to 15.80 5.226 2.77 0.58 381.08 82.04 285.809 0.074 4,241.7 +D+0.750L+0.750S+H at 14.92 to 15.80 4.913 2.77 0.50 381.08 81.69 285.809 0.064 4,941.8 +D+0.420W+H at 13.17 to 14.04 4.135 2.77 4.21 381.08 80.83 91.995 1.611 196.1 +D-0.420W+H at 12.29 to 13.17 4.215 2.77 3.73 381.08 80.92 107.115 1.240 254.9 +D+0.70E+H at 12.29 to 13.17 4.215 2.77 2.61 381.08 80.92 285.809 0.365 865.1 +D-0.70E+H at 12.29 to 13.17 4.215 2.77 2.17 381.08 80.92 285.809 0.257 1,231.2 +D+0.750L+0.750S+0.450W+H at 13.17 to 14. 5.073 2.77 4.93 381.08 81.87 81.867 1.971 160.3 +D+0.750L+0.750S-0.450W+H at 12.29 to 13. 5.152 2.77 3.93 381.08 81.96 100.936 1.313 240.6 +D+0.750L+0.750S+0.5250E+H at 13.17 to 14 5.073 2.77 2.22 381.08 81.87 285.809 0.281 1,124.2 +D+0.750L+0.750S-0.5250E+H at 12.29 to 13 5.152 2.77 1.39 381.08 81.96 285.809 0.156 2,020.4 C)0.60D+0.420W+0.60H at 13.17 to 14.04 2.481 2.77 3.87 381.08 78.95 99.784 1.435 220.1 +0.60D-0.420W+0.60H at 12.29 to 13.17 2.529 2.77 3.64 381.08 79.01 109.716 1.214 260.3 +0.600+0.70E+0.60H at 12.29 to 13.17 2.529 2.77 2.48 381.08 79.01 285.809 0.336 939.9 z` s m i .z0 s ,.9;4 r `. -, .k,w .>.., �. ,... ,,. .., .__,..Y_ .,s. .... ,�,- m,."., r , WP« O Cdek , .. ,. _,.. * le 'iadca0-16.T ' <ersate 7 at r: n1Stn� urs f. : .'-: . . , * '1 : ig :: �" ', ,. _= .; r, z 983201 Ud _.6: .`.s y4 -Lic.#:KW-06006865 Licensee;CIDA INC. Description: Panel 9 at building corner Design Maximum,Combma#ions z QefleCtidl a „ , Results reported for"Strip Width"=12 in. Axial Load Moment Values Stiffness Deflections Load Combination Pu Mcr Mactual I gross I cracked I effective ' Deflection Defl.Ratio k k- k-ft in^4 inM inM in +0.60D-0.70E+0.60H at 12.29 to 13.17 2.529 2.77 2.22 381.08 79.01 285.809 0.265 1,193.7 D Only at 14.92 to 15.80 3.976 2.77 0.25 381.08 80.65 285.809 0.033 9,667.6 0.000 0.00 0.00 0.00 0.00 0.000 0.000 0.0 S Only at 14.92 to 15.80 1.250 2.77 0.31 381.08 77.53 285.809 0.040 7,950.1 +0.420W at 12.29 to 13.17 0.000 2.77 3.50 381.08 76.10 114.150 1.179 268.1 -0.420W at 12.29 to 13.17 0.000 2.77 3.50 381.08 76.10 114.150 1.179 268.1 E Only at 12.29 to 13.17 0.000 2.77 3.26 381.08 76.10 134.725 1.014 311.7 E Only*-1.0 at 12.29 to 13.17 0.000 2.77 3.26 381.08 76.10 134.725 1.014 311.7 „Heaati0ns Vertical, Horizontal Results reported for"Strip Width"=12 in. Load Combination Base Horizontal Top Horizontal Vertical @ Wall Base - - - --.erti -- --Base-- +D+H 0.1 k 0.07 k 24.865 k +D+L+H 0.1 k 0.07 k 24.865 k +D+S+H 0.2 k 0.16 k 30.698 k +D+0.750L+0.750S+H 0.1 k 0.14 k 29.240 k +D+0.60W+H 3.1 k 3.79 k 24.865 k +D 0.60W+H 2.9 k 3.93 k 24.865 k C+D+0.70E+H 1.5 k 2.45 k 24.865 k .ID-0.70E+H 1.3 k 2.60 k 24.865 k +D+0.750L+0.750S+0.450W+H 2.4 k 2.76 k 29.240 k +D+0.750L+0.7505-0.450W+H 2.1 k 3.03 k 29.240 k +D+0.750L+0.750S+0.5250E+H 1.2 k 1.75 k 29.240 k +D+0.750L+0.750S-0.5250E+H 0.9 k 2.04 k 29.240 k +0.60D+0.60W+0.60H 3.1 k 3.80 k 14.919 k +0.60D 0.60W+O.60H 3.0 k 3.88 k 14.919 k +0.60D+0.70E+0.60H 1.4 k 2.48 k 14.919 k +0.60D 0.70E+0.60H 1.3 k 2.57 k 14.919 k D Only 0.1 k 0.07 k 24.865 k L Only 0.0 k 0.00 k 0.000 k S Only 0.1 k 0.09 k 5.833 k W Only 5.1 k 6.35 k 0.000 k -W 5.1 k 6.35 k 0.000 k E Only 2.0 k 3.60 k 0.000 k E Only*-1.0 2.0 k 3.60 k 0.000 k 0 ...�-c .. ...� ..�.,.a.. ...s.. ...,.. ..�..i.*,,..�..... ..r.. .......... .. ». ....,kz a }rrt` T �. ," r , s Ts5 " - Z s a - te r _ � .. � _ x..�. .. ... rz�.,_. r � ._-.�.. .a.,-r.+uc ..,...--,,,,,,-,-,-"-4'---a> am su " :,a., =li--. ,�Z- r.0. ..�. ,,.�,,,,.,,,.- - , _ ,.. 15895 SW 72ND AVENUE,SUITE 200 4 PORTLAND,OREGON 97224 TEL:503.226.: @ 1c285 FAX:503.226.1670 E-MAILinfoidainc.com y ' AarHirecTuaE J�f 1 � `y l7 1 -VS./ �j------ 1301 C� ` O /} �; E �weeawc MI PROJECT NAMe PR°J. No. WP/ C1 SHEET PLANNING �� //�4 TITLE: BY: DATE: 6 1NTEkioas ©�-� -otlr r a- ; rria T Lam-/ � 1 n �' t d f � tPaA,. s d�1 1 i 14_ . 1 41 7___ELt.. —.— 6j ;'' .- 7 ' 1 rtr' Di.= MI _p,S' 4) (1 -,5 -FP 7 1 j 1 fi r t 1 7 1 I I T . • L : ,.k, �1,,;.„4- , ees . ii n- =1! 651-II r .4y0-.- + C?v -_ �- iarlie ,1� T 1 JI ) IeiZ Z' -1- C l` 1 '-1( , , 1 ' i I ! 1 . 1 ___. i --[' Ir:i j1 _,_ 'C•)44 4j _(1i441 p )1(17-474) ! _,A71_prItt 1 I 1 , , v ler,H,f,71' 6 1 ! s-1-' 1 1 L l �� , Irvx >.� toy 1 -', (4)14,4 -it-II t, D os i -FIDo✓ 1 r i J I 1 I i i f , -. I _ % :00 tea s : 0-, 3enarw :4,-� - -'' is �`5ss j .fir ,' . ' m ` i sy :s� - ` ' " . € + l we.. k..- n ._-s. ,,w....4-33.-3,,. Y W P20 ®, retez erlde 1 2 .J,"E �Fdaciatt1 ,00; 2fSa'Ye'RWiktI st8l )in trtiCiO L\tift tal#2C ; 4 ��Z. _.�€ .� ' '.�� ¢ s' '.�, `'` fir . — — "; k .., �., Vii P.21. �, t iei v`TS,� a. 'z�-'-'4 •Y iii k F'�1:." 5 ay. x .re-, y,,.r., wS< , .,0. , �ancrete$ ends Mai o -n' R4'- z- n, _ ue 1arkaddt 3101 OOg-erstel Mas erP a tFtt ri a r fs�ec8,; ��.��>��<a�_� .�,� c; � � 5 .�� r.r -� E'CALL�fN� �-do�6.��s.. .Z„ -' Lic.#: KW-06006865 Licensee:CIDA INC. Description: Panel 10 DESIGN$UM M 3FlY Results reported for "Strip Width" of 42.0 in Governing Load Combination... Actual Values... Allowable Values... PASS Moment Capacity Check Maximum Bending Stress Ratio = 0.6007 +1.321D+0.50L+0.20S+E+1.60H Max Mu 28.915 k-ft Phi*Mn 48.138 k-ft PASS Service Deflection Check Actual Defl.Ratio L/ 168 Allowable Def I.Ratio 150 +D+0.70E+H Max.Deflection 1.571 in PASS Axial Load Check Max Pu/Ag 81.322 psi Max.Allow.Defl. 1.760 in +1.321D+0.50L+0.20S+E+1.60H Location 12.833 ft 0.06*fc 240.0 psi PASS Reinforcing Limit Check Controlling As/bd 0.008857 As/bd= 0.0 rho bal 0.01806 Maximum Reactions... for Load Combination.... Top Horizontal E Only 6.848 k Base Horizontal E Only 2.577 k Vertical Reaction +D+S+H 23.190 k Design Maximum Combinations=,Moments, Results reported for"Strip Width"=12 in. Axial Load Moment Values 0.6* Load Combination Pu 0.06*fc*b*t Mcr Mu Phi Phi Mn As As Ratio rho bal k-_.- k kft k-ft k-ft in2 +1.40D+1.60H at 21.27 to 22.00 0.000 20.880 2.77 0.56 0.90 12.96 0.531 0.0089 0.0181 +1.200+1.60L+0.50S+1.60H at 21.27 to 22.0 0.000 20.880 2.77 0.73 0.90 12.96 0.531 0.0089 0.0181 +1.20D+0.50L+1.60S+1.60H at 21.27 to 22.0 0.000 20.880 2.77 1.28 0.90 12.96 0.531 0.0089 0.0181 cy +1.20D+1.60S+0.50W+1.60H at 12.47 to 13.2 7.075 20.880 2.77 2.64 0.90 13.91 0.531 0.0089 0.0181 1.20D+1.60S-0.50W+1.60H at 21.27 to 22.0 0.000 20.880 2.77 1.42 0.90 12.96 0.531 0.0089 0.0181 +1.20D+0.50L+0.50S+W+1.60H at 11.00 to 11 5.915 20.880 2.77 4.57 0.90 13.75 0.531 0.0089 0.0181 +1.20D+0.50L+0.50S-W+1.60H at 9.53 to 10. 6.074 20.880 2.23 3.68 0.90 13.77 0.531 0.0089 0.0181 +1.321D+0.50L+0.20S+E+1.60H at 12.47 to 1 5.916 20.880 2.77 8.26 0.90 13.75 0.531 0.0089 0.0181 +1.321D+0.50L+0.20S-E+1.60H at 11.73 to 1 6.004 20.880 2.77 7.42 0.90 13.77 0.531 0.0089 0.0181 +0.90D+W+0.90H at 10.27 to 11.00 4.046 20.880 2.77 4.14 0.90 13.50 0.531 0.0089 0.0181 +0.90D-W+0.90H at 10.27 to 11.00 4.046 20.880 2.77 3.73 0.90 13.50 0.531 0.0089 0.0181 +0.7788D+E+0.90H at 12.47 to 13.20 3.346 20.880 2.77 7.57 0.90 13.41 0.531 0.0089 0.0181 +0.7788D-E+0.90H at 12.47 to 13.20 3.346 20.880 2.77 7.18 0.90 13.41 0.531 0.0089 0.0181 Design Maximum Combinations-Deflections Results reported for"Strip Width"=12 in. Axial Load Moment Values Stiffness Deflections Load Combination Pu Mcr Mactual I gross I cracked I effective Deflection Defl. Ratio k k-ft k-ft in^4 inA4 inM in +D+H at 12.47 to 13.20 4.296 2.77 0.24 381.08 77.75 285.809 0.022 12,116.1 +D+L+H at 12.47 to 13.20 4.296 2.77 0.24 381.08 77.75 285.809 0.022 12,116.1 +D+S+H at 12.47 to 13.20 5.496 2.77 0.55 381.08 79.11 285.809 0.049 5,339.0 +D+0.750L+0.750S+H at 12.47 to 13.20 5.196 2.77 0.47 381.08 78.77 285.809 0.042 6,213.5 +D+0.60W+H at 10.27 to 11.00 4.495 2.77 2.45 381.08 77.96 285.809 0.249 1,061.5 +D-0.60W+H at 10.27 to 11.00 4.495 2.77 2.04 381.08 77.96 285.809 0.172 1,538.7 +D+0.70E+H at 11.00 to 11.73 4.429 2.77 5.46 381.08 77.88 77.884 1.571 168.0 +D-0.70E+H at 11.00 to 11.73 4.429 2.77 4.98 381.08 77.88 77.884 1.385 190.6 +D+0.750L+0.750S+0.450W+H at 11.00 to 11. 5.329 2.77 2.10 381.08 78.93 285.809 0.187 1,411.3 +D+0.750L+0.750S-0.450W+H at 10.27 to 11. 5.395 2.77 1.30 381.08 79.01 285.809 0.104 2,531.8 +D+0.750L+0.750S+0.5250E+H at 11.73 to 12 5.262 2.77 4.54 381.08 78.85 83.986 1.231 214.4 +D+0.750L+0.750S-0.5250E+H at 11.00 to 11 5.329 2.77 3.44 381.08 78.93 121.783 0.749 352.5 C)-0.60D+0.60W+0.60H at 10.27 to 11.00 2.697 2.77 2.33 381.08 75.90 285.809 0.227 1,163.2 +0.60D-0.60W+0.60H at 10.27 to 11.00 2.697 2.77 2.09 381.08 75.90 285.809 0.178 1,485.4 +0.60D+0.70E+0.60H at 11.00 to 11.73 2.657 2.77 5.14 381.08 75.84 75.842 1.502 175.8 ' ;:.� ,�� 4, .-� � ; g �r i£ .;.-^� �`� �" % a ^� �'c .� 1,. 4 -:f `�.. 'tea ,14 _ ia .. ,,,1 ....;.,,,x,� ., x,,. :,.x,�:,..,,,,. �.� ..i,eb,..r,,,,, _ ..,,;. .,-,,• . '--- x,.._...�.: .,.�'',Z,� , ,,,, A ms . VV P2-2 a o°ncee Slende " Aili � ��r " gf=l -E :00- 084`00:1:sao � tits ltwae6 Lic.#. KW-06006865 . , .-„,, ,, fi ; �" . x : ? « h.�- -:N, A . 983 00t3ur1d67fi 6 axro Licensee:CIDA INC. Description: Panel 10 Design;Maximum Combinations-Deflections Y '; Results reported for"Strip Width"=12 in. Axial Load Moment Values Stiffness Deflections Load Combination Pu Mcr Mactual I gross I cracked I effective Deflection Def I. Ratio k k-ft k-ft inA4 in^4 inA4 in +0.60D-0.70E+0.60H at 11.00 to 11.73 2.657 2.77 4.86 381.08 75.84 76.899 1.375 192.0 D Only at 12.47 to 13.20 4.296 2.77 0.24 381.08 77.75 285.809 0.022 12,116.1 0.000 0.00 0.00 0.00 0.00 0.000 0.000 0.0 S Only at 12.47 to 13.20 1.200 2.77 0.29 381.08 74.13 285.809 0.027 9,905.9 Reactions-Vortical&Horizontal Results reported for"Strip Width"=12 in. Load Combination Base Horizontal Top Horizontal Vertical @ Wall Base +D+H 0.1 k 0.06 k 18.990 k +D+L+H 0.1 k 0.06 k 18.990 k +D+S+H 0.1 k 0.14 k 23.190 k +D+0.750L+0.750S+H 0.1 k 0.12 k 22.140 k +D+0.60W+H 1.5 k 1.79 k 18.990 k +D-0.60W+H 1.3 k 1.92 k 18.990 k +D+0.70E+H 1.8 k 4.76 k 18.990 k +D-0.70E+H 1.7 k 4.88 k 18.990 k +D+0.750L+0.750S+0.450W+H 1.2 k 1.27 k 22.140 k +D+0.750L+0.7505-0.45oW+H 0.9 k 1.51 k 22.140 k " D+0.750L+0.750S+0.5250E+H 1.5 k 3.49 k 22.140 k +D+0.750L+0.75OS-0.5250E+H 1.2 k 3.73 k 22.140 k +0.60D+0.60W+0.60H 1.4 k 1.81 k 11.394 k +0.60D-0.60W+0.60H 1.4 k 1.89 k 11.394 k +0.60D+0.70E+0.60H 1.8 k 4.77 k 11.394 k +0.60D-0.70E+0.60H 1.8 k 4.84 k 11.394 k D Only 0.1 k 0.06 k 18.990 k L Only 0.0 k 0.00 k 0.000 k S Only 0.1 k 0.08 k 4.200 k W Only 2.3 k 3.08 k 0.000 k -W 2.3 k 3.08 k 0.000 k E Only 2.6 k 6.85 k 0.000 k E Only*-1.0 2.6 k 6.85 k 0.000 k 0 ca �� e� +s #. . ::-7.-- -!-,17.,--3:71-'5.7.';a::,-,,,,,,,... � *�, rE.:� -,. _ ki ms`s w,- €�fz �. 'F".,-..-°"� ::.:::: -:„. .„ , ; _. Mss , a_8 >., —. y_. �. . , >,„ A ��,,,. . .._, vii P2-3 c Ex �le' E�2dcaII !1 d01Jerst.fe QOfln� kt r1 fNct4CV— .21�"e "; +T t a � fie ,sr" 3 " ' *( `?N 8 6Bo67 /8x687yCr= tk .2 S .,z d'"'° a "' , , � ,„ ��. . � � :" ocxe�ejoe : t� � ,�� < Licensee CIDA INC.Lic.#: KW-06006865 Description: Panel 9 lintel Code References, . Calculations per ACI 318-11 Sec 14.8, IBC 2012, CBC 2013,ASCE 7-10 Load Combinations Used:ASCE 7-10 General Information , f'c:Concrete 28 day strength = 4.0 ksi Wall Thickness 7.250 in Temp Diff across thickness = deg F Fy:Rebar Yield = 60.0 ksi Rebar at each face Min Allow Out-of-Plane Defl Ratio = L/ 0 Ec:Concrete Elastic Modulus = 3,606.51 ksi Rebar"d"distance 5.0 in Minimum Vertical Steel% = 0.0020 X, :Lt Wt Conc Factor = 1.0 Lower Level Rebar... Using Stiff.Reduction Factor per ACI R.10.12.3 Fr:Rupture Modulus = 316.228 psi Bar Size # 5 Max%of p balanced = 0.01806 Bar Count in Strip Widtt 4.0 Max Pu/Ag=f'c* = 0.060 Concrete Density = 150.0 pcf Width of Design Strip = 30.0 in One Story:Wall Dimensions'" A Clear Height = 16.0 ft B Parapet height = ft B Wall Support Condition Top&Bottom Pinned C ` A Lateral Loads Wind Loads: Seismic Loads: Full area WIND load 96.0 psf Wall Weight Seismic Load Input Method: Direct entry of Lateral Wall Weight Seismic Wall Lateral Load 22.0 psf Fp 1.0 = 22.0 psf DESIGNSUMNAA�RY Results reported for"Strip Width" of 30.0 in Governing Load Combination... Actual Values... Allowable Values... AS Moment Capacity Check Maximum Bending Stress Ratio 0.2467 +0.90D+W+0.90H Max Mu 7.705 k-ft Phi*Mn 31.239 k-ft PASS Service Deflection Check Actual Defl.Ratio Li 572 Allowable Defl.Ratio 150 W Only Max.Deflection 0.3354 in PASS Axial Load Check Max Pu/Ag 10.666 psi Max.Allow.Defl. 1.280 in +1.20D+0.50L+0.50S+W+1.60H Location 7.733 ft 0.06*f'c 240.0 psi PASS Reinforcing Limit Check Controlling As/bd 0.008267 As/bd= 0.0 rho bal 0.01806 Maximum Reactions... for Load Combination..,. Top Horizontal W Only 1.920 k Base Horizontal W Only 1.920 k Vertical Reaction +D+0.60W+H 3.625 k Raw- �f -Af tjS'- s - ,o �iW:!: ' �. t .r.� '` * ` ', '�� , 'r -h W t - '3`� s �*,�i-,,N ,� � m� lTw,r *•*:' 0�,.�,.s'� �`' �s � ab '�', ,t-`v�s�� ,*�r �r�`rY "� r U w xr��- ��.. � �, „.....,-=s., ,,k.,,i,,,c. ,,....,,,.,r,- - W-,,,, ,:..=.,,, „,.,..�.,. .„ ,,,,,,rx...>. ,..m...ex s-._..s.rw.-....G..s..,,,,L, -...F,xm.._-r-:.,...c..-. ...,.._-,-,,,., ,. v.,.,..« , .,;3 w...,.a.. ,,..., z-�, .. .-..,......-,.-....,.._k. .,,., WP2't r7i'PaCII::i .`.,Y ib-a`u�' `skt ', ._w. as i,�.:° ,. e p ;`'`�'} 118 tiki td(k�11.Qt✓ ;flrts:t81B ati istein t ctufaNllt,Val5 eC6 y.o S ntler W 1 } i" _,4; ,, ., ,,, /4 >.,r „�, :.i ..,=r,, ,a ,,ice-,; itZaS �eia . tee_ ' t, � E t; 9:al git 6100;6 1 '67 1 Lic.#: KW-06006865 Licensee:CIDA INC. Description: Panel 9 lintel Design Maximutii,Combinations ,"Moments; Results reported for"Strip Width"=12 in. Axial Load Moment Values 0.6* Load Combination Pu 0.06*f c*b*t Mcr Mu Phi Phi Mn As As Ratio rho bal k k k-ft ... k-ft k-ft in ^2 +1.200+0.50L+0.50S+W+1.60H at 7.47 to 8.0 0.928 20.880 2.77 3.09 0.90 12.53 0.496 0.0083 0.0181 +1.20D+0.50L+0.50S-W+1.60H at 7.47 to 8.0 0.928 20.880 2.77 3.09 0.90 12.53 0.496 0.0083 0.0181 +1.20D+0.50L+0.20S+E+1.60H at 7.47 to 8.0 0.928 20.880 2.77 0.70 0.90 12.53 0.496 0.0083 0.0181 +1.200+0.50L+0.20S-E+1.60H at 7.47 to 8.0 0.928 20.880 2.77 0.70 0.90 12.53 0.496 0.0083 0.0181 +0.90D+W+0.90H at 7.47 to 8.00 0.696 20.880 2.77 3.08 0.90 12.50 0.496 0.0083 0.0181 +0.90D-W+0.90H at 7.47 to 8.00 0.696 20.880 2.77 3.08 0.90 12.50 0.496 0.0083 0.0181 +0.900+E+0.90H at 7.47 to 8.00 0.696 20.880 2.77 0.70 0.90 12.50 0.496 0.0083 0.0181 +0.90D-E+0.901-1 at 7.47 to 8.00 0.696 20.880 2.77 0.70 0.90 12.50 0.496 0.0083 0.0181 Design Maximum Combinations Deflections Results reported for"Strip Width"=12 in. Axial Load Moment Values Stiffness Deflections Load Combination Pu Mcr Mactual I gross I cracked I effective Deflection Defl. Ratio k k-ft k-ft inM inA4 inM in +D+0.60W+H at 7.47 to 8.00 0.773 2.77 1.84 381.08 70.06 285.809 0.082 2,329.1 +D-0.60W+H at 7.47 to 8.00 0.773 2.77 1.84 381.08 70.06 285.809 0.082 2,329.1 +D+0.70E+H at 7.47 to 8.00 0.773 2.77 0.49 381.08 70.06 285.809 0.022 8,711.5 +D-0.70E+H at 7.47 to 8.00 0.773 2.77 0.49 381.08 70.06 285.809 0.022 8,711.5 +0.600+0.60W+0.60H at 7.47 to 8.00 0.464 2.77 1.84 381.08 69.70 285.809 0.082 2,331.6 +0.60D-0.60W+0.60H at 7.47 to 8.00 0.464 2.77 1.84 381.08 69.70 285.809 0.082 2,331.6 , 0.60D+0.70E+0.60H at 7.47 to 8.00 0.464 2.77 0.49 381.08 69.70 285.809 0.022 8,720.8 +0.60D-0.70E+0.60H at 7.47 to 8.00 0.464 2.77 0.49 381.08 69.70 285.809 0.022 8,720.8 W Only at 8.00 to 8.53 0.000 2.77 3.07 381.08 69.13 156.482 0.335 572.5 -W at 8.00 to 8.53 0.000 2.77 3.07 381.08 69.13 156.482 0.335 572.5 E Only at 8.00 to 8.53 0.000 2.77 0.70 381.08 69.13 285.809 0.031 6,114.3 E Only*-1.0 at 8.00 to 8.53 0.000 2.77 0.70 381.08 69.13 285.809 0.031 6,114.3 Reactions-"Vertical&"Horizontal - Results reported for"Strip Width"=12 in. Load Combination Base Horizontal Top Horizontal Vertical @ Wall Base +D+0.60W+H 1.2 k 1.15 k 3.625 k +D-0.60W+H 1.2 k 1.15 k 3.625 k +D+0.70E+H 0.3 k 0.31 k 3.625 k +D-0.70E+H 0.3 k 0.31 k 3.625 k +0.60D+0.60W+0.60H 1.2 k 1.15 k 2.175 k +0.60D-0.60W+0.60H 1.2 k 1.15 k 2.175 k +0.60D+0.70E+0.60H 0.3 k 0.31 k 2.175 k +0.60D-0.70E+0.60H 0.3 k 0.31 k 2.175 k W Only 1.9 k 1.92 k 0.000 k -W 1.9 k 1.92 k 0.000 k E Only 0.4 k 0.44 k 0.000 k E Only*-1.0 0.4 k 0.44 k 0.000 k cwt 5 V :M�-.c.�K1 .`' FNd : P € '�"�"�, IRZ-;V3" ;AMZ M T- 5-t.,z ,a»._?bs,,=`-W:.,r..�,M...�W.,...�. ,, .,li:;', ..,.L L,-..=.u_. Ls,,.a�.-,Zi'.»au3.,Zmax.I 15895 SW 72ND AVENUE,SUITE 200 PORTLAND,OREGON 97224 , 4 1 TEL:503.226.1285 FAX:503.226.1670 0 E-MAIL:info@cidainc.com „n-HITECTURE ® p PROJECT NAME: Infi°rsi-afe R ` (y/� /� W112-5 f? r - EN�INE�ai�c J {(/�.� PROI. No. 1.501 '—1,0 Z SHEET ►V( 2✓ ,' _ PLANNING G�� TITLE: By: R�R DATE: <L �� INTERIORS Pat � ( f a 1 11 T I I I I v I I Li 1- ! t 6)(''''' - CZWf I II I I ' 1 , lli-i, (il 5' 4-)A-(3?t,50(z) -o, 1 1 1 2 1 �3 1 , 17� " pl-( "1 4 -- 375 if q'0 If _ 224�,� I s a rslir 11 lL " AygiF. -' ID4p L 3,3jgIf'f 7 p) 17,3, }al-� r r D ` 6)eo 600> 1 ) ,f)=/14•)2! III 1ci j 7 j � , I j AV (114,12.p s_a(� X- 59_=11 zt%p4-1' l'4- 1.D; 1 1 tT G ' 14 I D//�� s V 111111 1 3 5I 3 'D rt owall( reigforek5L ti ,, I I4 L—1 .� '6.6C ' Ifs 53 ,6; 1 � , I X18!,5' l !l 11 , ) _ _ III ! 1 1 1 (Cr I fi °.6D4— 0,�� D, ( IIDS if)—d73 > I —Y - I I � .. �" , m:• pi ':u' � " � Wit, �..' _� ' r "�, fi A CIDA Interstate Roofing CDG TEL: (503)226-1285 130184.01 FAX: (503)226 1670 8/3/2016 PANEL ANCHORAGE TO FLEXIBLE DIAPHRAGM Grids ATO E SEISMIC PARTS AND PORTIONS (CONTROLS OVER WIND) SDS := 0.606 Ip := 1.0 hr := 21.17-ft hp := 25ft t := 7.25•in Wp := t•150pcf Wp = 90.625 psf Fp := 0.8•SDS•Ip Wp Fp = 43.93 psf Fp•hp2 Ftop 2.11r Ftop = 648.54 plf Ultimate load C.) HTT4 STRAP 11 GAUGE X 2 1/2" Tstrap := 4445•lb EPDXY ANCHOR Tepoxy := 4.47-k SUMMARY spacing := 6.ft T := Ftop•spacing T = 3.89k < Tepoxy OK 0.7T = 2724 lb < Tstrap OK USE SIMPSON HTT4 WITH 4X FRAMING W/ 5/8" DIAMETER BOLTS WITH SIMPSON SET EPDXY AND 5" MIN EMBEDMENT SPACE AT 6' O.C. >n; E:\adcadd\13\0184.00 Interstate Roofing Master Plan\Structural\sub-diaphragm- 7.25.mcd y, .......,x..ua,.c,..�s,:...:aN <�� .. .z .:_4 ...��,.. .•:..,,...r...�. .. v;i- ,<ph �.r ... r.�..�.w,..,,v..;,u..a..:...� .- H....,,,�,. �.,.�.....s,.E,,,,r,�.,,... .� �VZ CIDA Interstate Roofing CDG TEL: (503)226-1285 130184.01 FAX:(503)226 1670 8/3/2016 SUBDIAPHRAGMS AT GRID A DEPTH WV := 290•plf (10d @ 6"oc ) width := 37.ft DIAPHRAGM WIDTH 0.7Ftop•width width d := d = 28.96 ft = 1.23 < 2.5 therefore acceptable W° 2 Use 30ft subdiaphragm 30 ft STRAPPING -SIMPSON CS14 STRAP Tallow 2460.1b•0.85 Tallow = 2091 lb a 10 FEET FROM WALL (First ioist) 0.7•Ftop•width— Wv•to.ft-2 T T = 297.22 pif width Tallow spacing := T spacing = 7.04 ft a 20 FEET FROM WALL (second ioist) 0.7•Ftop•width— Wv 20•ft 2 T T = 140.47 plf width Tallow spacing := T spacing = 14.89 ft USE A THIRTY FOOT DEEP SUBDIAPHRAM WITH SIMPSON CS14 STRAPS AT 6' OC at first joist SIMPSON CS14 STRAPS AT 14' OC at second joist E:\adcadd\13\0184.00 Interstate Roofing Master Plan\Structural\sub-diaphragm- 7.25.mcd CIDA Interstate Roofing CDG TEL: (503)226-1285 130184.01 FAX: (503)226 1670 8/3/2016 SUBDIAPHRAGMS AT GRID E DEPTH Wv := 385-Of (10d @ 4"oc ) width := 37•ft DIAPHRAGM WIDTH 0.7Ftop•width width d := d = 21.81 ft = 1.48 < 2.5 therefore acceptable W`•2 Use 25ft subdiaphrag25•ft m STRAPPING -SIMPSON CS14 STRAP Tallow 2460.1b•0.85 Tallow = 2091 lb a 5 FEET FROM WALL (First joist) 0.7•Ftop•width— Wv.5•ft•2 T := T = 349.93 plf width Tallow spacing := T spacing = 5.98 ft (cr)_ 15 FEET FROM WALL (second joist) 0.7•Ftop•width—W05•ft•2 T := T = 141.82 plf width Tallow spacing := T spacing = 14.74 ft USE A TWENTY FIVE FEET DEEP SUBDIAPHRAM WITH SIMPSON CS14 STRAPS AT 4' OC at first joist SIMPSON CS14 STRAPS AT 12' OC at second joist TENSION IN GIRDER Tgirder (Ftop•36.5•ft)•0.7 Tgirder = 16.57k DESIGN GIRDER FOR 16.57 K AXIAL COMP AND TENSION (allowable) E:\adcadd\13\0184.00 Interstate Roofing Master Plan\Structural\sub-diaphragm- 7.25.mcd CIDA Interstate Roofing CDG TEL: (503)226-1285 130184.01 FAX: (503)226 1670 8/3/2016 SUBDIAPHRAGMS CONTINUED (E-W) DEPTH WV := 290•plf (10d @ 6"oc ) width := 95•ft DIAPHRAGM WIDTH 0.7Ftop•width width d := d = 74.36 ft = 0.86 < 2.5 therefore acceptable W`•2 l loft Use full 110ft diaphragm STRAPPING -SIMPSON CS14 STRAP Tallow 2460.1b Tallow = 2460 lb 37 FEET FROM WALL (First Girder) 0.7•Fop•width— 7•ft•2 T := T = 228.09 plf width Tallow spacing := T spacing = 10.79 ft max,= STRAP JOIST TO JOIST W/SIMPSON CS14 AT EACH JOIST ON INTERIOR GIRDER LINES TENSION IN Joist DESIGN JOIST FOR 4.54 K AXIAL COMP AND Tioist :_ (Ftop•1o•ft)•0.7 Tjo;st = 4.54k TENSION (allowable) E:\adcadd\13\0184.00 Interstate Roofing Master Plan\Structural\sub-diaphragm- 7.25.mcd , +g �, _ .... ',,_ a�,� .. i a* t. s'�r ,.. Al35 SIMPSON Anchor Designer TM Company: CIDA Date: 6/22/2016 Engineer: Rebekah Huschka Page: 4/4 Software Strong-Tie Project: Version 2.4.5673.4 Address: 15895 SW 72 Ave Phone: (503)226-1285 E-mail: rebekahh@cidainc.com 11.Results Interaction of Tensile and Shear Forces(Sec.D.7) Tension Factored Load,Nue(Ib) Design Strength,eNn(Ib) Ratio Status Steel 1080 9833 0.11 Pass Concrete breakout 1080 6177 0.17 Pass Adhesive 1080 4742 0.23 Pass(Governs) SET-XP w/5/8'0 F1554 Gr.36 with hef=5.000 inch meets the selected design criteria. 12.Warnings -When cracked concrete is selected,concrete compressive strength used in concrete breakout strength in tension,adhesive strength in tension and concrete pryout strength in shear for SET-XP adhesive anchor is limited to 2,500 psi per ICC-ES ESR-2508 Section 5.3. -Minimum spacing and edge distance requirement of 6da per ACI 318 Sections D.8.1 and D.8.2 for torqued cast-in-place anchor is waived per designer option. -Designer must exercise own judgement to determine if this design is suitable. -Refer to manufacturer's product literature for hole cleaning and installation instructions. �t:*t i 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 ; "�"* ' °; '' tom.. - r*w- .`" '` S` .� i:TNft r-t -tom �,,., '*`x 5 w i..c `,• Fakf- l, -.a....»�l 'L:'E.-5r:_.-;- ...rk.1Z=aa..... :.w;.,.,..ve. .�c-as..� _-.E-a ,. : s x. ,� R, .. «s. x 15895 SW 72ND AVENUE,SUITE 200 4 1 PORTLAND,OREGON 97224 TEL:503.226.1285 FAX:503.226.1670 E-MAIL:info@cidainc.com ® AK IT Tn ers+A�e \00-1/13 1'. 1301 e4 Oz, AJ3� `-1,A ENr v ,,,,G PROJECT NAME: Z00-1/13 PROJ. NO. ' SHEET PLAP. NG ti¢` _. TITLE: BY: NH DATE: 6/1 3/ INTERIORS 1 TWAriclho aq, o N J-I &d. i —A � 7 /9/9 !�5e I S ni I 0 L --I, _.. ICI I© I TJ _ 1 '0;5t5 r i - _ - 1 !�IVed 1 0il�eltblrk _ver en d` 1Atr r fi op ,r1vve -10 5 _ _ ! T 1 - f const o`) 4 -ft 1- t b r S LGeY�}roil� 2_0.1-fl-Fri--; 1 I ��nt�of = ��3'� I — 1 4 I `I I Loi _ d od�----%�LZ 13' 'ft`f (.6z - I 71b, 2 �� T� 7rf. Z. IV heia F�1, clann � i - o _ _ I i T � i i I 1 I II ' f I 1 -r�yf 5 Z 10 36 3.3 � ' r I : ' -11<V j'- I' 2--; K ' q—.6 zi(0 402 iicX- 47)-- 0 ‘'2-7 - taw 1 n oru i + — f I 1 -- I _ T r �1 �o �� 3 �( D 1 7,11 K<H i� -1-0, , ,b - 1 1 I 1 1 I K1 t 6�- l ! co r�tL 1 Q7- Z )- 1G y �iii �� Io 1 1 Se NLeX f T'i 1 --� I i I I I 1 I tri H — 3 1 n % I filief; Iel e.ete . 51 l li 'oi1 f okior + I I I 1. 3, /6.7 Am Q, IC 16 l 0,7( 71 .621 1419`.7.- 5, 1 k 314 ' ! 1 (54' 1, 3)91 11DX S') K3 7.5 c 4 320,,j2 CK p � � �:r ,,.r��: �' � � � � �T ��^,� � ems` r ,� � � a' " .,,aw�.c-.,tea�. Ys:�.x.z.spa f_,.-.- .�.�.r«�.. �>.�s.�..,...�,�m�a�,�?i„zi��..,st�'Ca>a� n�sr.v.....c � ....,.��.z,..,as.,..�,.w..,, a.zs�....-, . Ai✓.l SIMPSON Anchor Designer TM Company: CIDA Date: 6/23/2016 Engineer: Rebekah Huschka Page: 1/4 Strong-Tie Software Project: Version 2.4.5673.4 Address: 15895 SW 72 Ave ® Phone: (503)226-1285 (' E-mail: rebekahh@cidainc.com 1.Proiect 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 318-11 Concrete:Normal-weight Units:Imperial units Concrete thickness,h(inch):7.25 State:Cracked Anchor Information: Compressive strength,fc(psi):4000 Anchor type:Cast-in-place 4'c,v:1.0 Material:F1554 Grade 36 Reinforcement condition:B tension,B shear Diameter(inch):0.625 Supplemental reinforcement Not applicable Effective Embedment depth,her(inch):3.438 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):4.81 Ignore 6do requirement:Yes Cmin(inch): 1.11 Build-up grout pad:No Smin(inch):2.50 Base Plate Load and Geometry Length x Width x Thickness(inch):12.00 x 12.00 x 0.50 Load factor source:ACI 318 Section 9.2 Load combination:not set Seismic design:No Anchors subjected to sustained tension:Not applicable Apply entire shear load at front row:No Anchors only resisting wind and/or seismic loads:Yes <Figure 1> f170 lb q 4070 1b 0 ft-lb X 848 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 SIMPSON Anchor DesignerTM Company: CIDA Date: 6/23/2016 Engineer: Rebekah Huschka Page: 2/4 sStrong-TieSo 1 tw245673.4 Project: Address: 15895 SW 72 Ave f` Phone: (503)226-1285 E-mail: rebekahh@cidainc.com <Figure 2> �FW Recommended Anchor Anchor Name:Heavy Hex Bolt-500 Heavy Hex Bolt,F1554 Gr.36 y�. t �p 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 � ' r �"- * 7 - . r r , y r u�,9„..4,74,..;,,,,A,„,,,,- s s� , ' 'w �' ,047.4041_`,jr ;. .mss..,...„_ >, rz::;„,,,z ,„Fi'. fNvi....,..a..d ....mss-»%,..., _r.. r. .-�. .-,.r....x L- . :_,,-i .. _,i ....c k... w2,-,. :o,,� ..„ --,, ._, ,_-..-.... ::,. :x�. ,:.,, -::,,- .........,,... Gx<...,<_z. .,b.,i.,;' Abet SIMPSON Anchor Designer TM Company: CIDA Date: 6/23/2016 Engineer: Rebekah Huschka Page: 3/4 Strong-TieSoftware Project: Version 2.4.5673.4 Address: 15895 SW 72 Ave ® Phone: (503)226-1285 E-mail: rebekahh@cidainc.com 3.Resulting Anchor Forces Anchor Tension load, Shear load x, Shear load y, Shear load combined, N.(Ib) V.(Ib) V.(lb) *J(Vuax)2+(Vuay)2(Ib) 1 1225.6 0.0 1017.5 1017.5 2 2358.4 0.0 1017.5 1017.5 3 2358.4 0.0 1017.5 1017.5 4 1225.6 0.0 1017.5 1017.5 Sum 7168.1 0.0 4070.0 4070.0 Maximum concrete compression strain(%e):0.00 <Figure 3> Maximum concrete compression stress(psi):0 0 1 0 2 Resultant tension force(Ib):7168 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'N,(inch): 1.42 Eccentricity of resultant shear forces in x-axis,e'vx(inch):0.00 Eccentricity of resultant shear forces in y-axis,e'vy(inch):0.00MN- 04 03 4.Steel Strength of Anchor in Tension(Sec.D.5.1) Nsa(Ib) 0 QNsa(lb) 13100 0.75 9825 5.Concrete Breakout Strength of Anchor in Tension(Sec.D.5.2) Nb=kc.aasifcherl•5(Eq.D-6) kc .ta fc(psi) her(in) Nb(lb) 24.0 1.00 4000 3.438 9674 0Ncbg=0(ANc/ANcu)'Yec,N'Ye,N'Yc,N'Ycp,NNb(Sec.D.4.1 &Eq.D-4) ANc(in2) ANcu(in2) Pec,N Y'ed,N KN Pcp,N Nb(Ib) 0 O/Ncbg(lb) 372.97 106.35 0.784 1.000 1.00 1.000 9674 0.70 18615 6.Pullout Strength of Anchor in Tension(Sec.D.5.3) ONpn= b 'c.PNp=0K,P8Abrgfc(Sec.D.4.1, Eq.D-13&D-14) Y'c,P Abrg(in2) fc(psi) 0 ONpn(lb) 1.0 0.67 4000 0.70 15030 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 -V,':-' ......�...a.5"ts.-c,--ilta.. �.....»..a ..., .�^' .« , _«. h. .u_,. :':::. s, .�... k , �.:�...w.,.,...,r.»�.mm ,- .....',...- Z ADIO SIMPSON Anchor Designer TM Company: CIDA Date: 6/23/2016 Engineer: Rebekah Huschka Page: 4/4 Strong-Tie Softwaren Project: VeAddress: 15895 SW 72 Ave C::::' 8 Phone: (503)226-1285 E-mail: rebekahh@cidainc.com 8.Steel Strength of Anchor in Shear(Sec.D.6.1) Vsa(Ib) lbgrout 0 00310Vso(Ib) 7865 1.0 0.65 5112 10.Concrete Pryout Strength of Anchor in Shear(Sec.D.6.3) (Mpg=clkcpNcng=¢kcp(ANcI ANco)-wec,N%d,N'Yc,NY%p,NNn(Eq.D-41) kcp ANc(in2) AN.(in2) 4%c,N Ped,N Y4,N np,N Nb(Ib) 0 0Vcpg(Ib) 2.0 372.97 106.35 1.000 1.000 1.000 1.000 9674 0.70 47499 11.Results Interaction of Tensile and Shear Forces(Sec.D.7) Tension Factored Load,N.(Ib) Design Strength,oNn(Ib) Ratio Status Steel 2358 9825 0.24 Pass Concrete breakout 7168 18615 0.39 Pass(Governs) Pullout 2358 15030 0.16 Pass Shear Factored Load,V.(Ib) Design Strength,oVn(Ib) Ratio Status Steel 1018 5112 0.20 Pass(Governs) Pryout 4070 47499 0.09 Pass Interaction check N./ON„ V./OV„ Combined Ratio Permissible Status Sec.D.7.1 0.39 0.00 38.5% 1.0 Pass 5/8"0 Heavy Hex Bolt,F1554 Gr.36 with hef=3.438 inch meets the selected design criteria. 12.Warnings -Minimum spacing and edge distance requirement of 6da per ACI 318 Sections D.8.1 and D.8.2 for torqued cast-in-place anchor is waived per designer option. -Designer must exercise own judgement to determine if this design is suitable. C-) 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 ' ";'- is s"..,' �r'� „ ?nz''''*'•=r7 ..w 1441,.E *mss . yam. ; ' Tc, t. 4, i 4 v Sa" f '^ � .- -_gr 'f' ^s��,��_ � �s..a..-:,.a..,�...�„�.. .a. .....,..�., r sY.��., . .��.+.G.� ..- -l-m,. 15895 SW 72ND AVENUE,SUITE 200 -, 4 PORTLAND,OREGON 97224 TEL:503.226.1285 FAX:503.226.1670 E-MAIL:info@cidainc.com VlIF1F.Nc'�EER:NG ,,,,4_,.,..1, R00r nPROJECT NAME: In+Bi g PR0J.No. 1 0 6 t, 2. SHEET Aa✓ It ` PLONNfNG 6/2. � TITLE: BY: RN DATE: 3/ 1 INTERIORS allJG�0 !i- R0i � t' I � contr'u�� I I hov�t I 1 F S J , i 50'4a �a �� a,vt�kara� �o s fW X01 s I II i _ , L I III . } � L 1- a,c� d i 5 2 5 3 Ok ' el3l �� , l , 1OC ;X3fl) L =� a -t 4, 3q'� will II1hi !�,� 5, �< 3 z ``— -- =; 3. • >� -i .7 dal f1 II 1 : 7 t 'C:7'1 — jI I 1 i _ r-- 1 a_7( t*1.7! ) =! 1 2. 5 1 _--K CA _�_ _ __ —_ --4-- -- — -- I / 'g T. 1 JS ols - Vti.-{ _For r -kraig u _ _ , 07a P ___„:6 ) , , , , ft- 1 , . , I ,) L_. , i T L 1 ' etk A e 1 .1t) lbdi )141 5 e.4j._ , I j 1 I I I ! L , ' I I I 1 i � I i l 1 14. I 414 om: a .r#moi �„ fL.ca.. i.,,.r,a,a. ....,a .. ..,...�...... ..wp u... .....u,._... .c.. ..s.... _..-+.. . ..m _,..«- A1'IL CIDA Interstate Roofing RNH TEL: (503)226-1285 130184.01 FAX: (503)226 1670 8/3/2016 PANEL ANCHORAGE TO FLEXIBLE ROOF DIAPHRAGM GRIDS E TO F SEISMIC PARTS AND PORTIONS (CONTROLS OVER WIND) SDS := 0.606 Ip := 1.0 hr := 25.333•ft hp := 29ft t := 7.25•in Wp := t•150pcf Wp = 90.625 psf Fp := 0.8•SDS•Ip Wp Fp = 43.93 psf Fp•hp2 Ftop .= 2 hr Ftop = 729.27 pif Ultimate load HTT4 STRAP 11 GAUGE X 2 1/2" Tstrap := 4445-lb EPDXY ANCHOR Tepoxy := 4.47•k SUMMARY spacing := 6•ft T := Ftop•spacing T = 4.38 k < Tepoxy OK 0.7T = 3063 lb < Tstrap OK USE SIMPSON HTT4 WITH 4X FRAMING W/ 5/8" DIAMETER BOLTS WITH SIMPSON SET EPDXY AND 5" MIN EMBEDMENT SPACE AT 6' O.C. E:\adcadd\13\0184.00 Interstate Roofing Master Plan\Structural\sub-diaphragm- tall roof.mcd CIDA Interstate Roofing RNH TEL: (503)226-1285 130184.01 FAX: (503)226 1670 8/3/2016 SUBDIAPHRAGMS CONTINUED DEPTH Wv := 385-Of (10d @ 4"oc ) width := 32•ft DIAPHRAGM WIDTH 0.7Ftop•width width d := d = 21.22 ft = 1.07 < 2.5 therefore acceptable W`•2 Use 30ft subdiaphragm 30 ft STRAPPING -SIMPSON CS14 STRAP Tallow := 2460.1b Tallow = 2460 lb Ca. 10 FEET FROM WALL (First joist) 0.7•Ftop•width— Wv•l o•ft•2 T := T = 269.87 pif width Tallow spacing := T spacing = 9.12 ft (ai 20 FEET FROM WALL (second joist) 0.7•Ftop•width— Wv•2o•ft.2 T := T = 29.24p1f width Tallow spacing := T spacing = 84.13 ft USE A THIRTY FOOT DEEP SUBDIAPHRAM WITH SIMPSON CS14 STRAPS AT 8' OC at first joist SIMPSON CS14 STRAPS AT 16' OC at second joist TENSION IN Joist DESIGN JOIST FOR 5.1 K AXIAL COMP AND Tjoist :_ (Ftop•1o•ft)•0.7 Tjoist = 5.1 k TENSION (allowable) E:\adcadd\13\0184.00 Interstate Roofing Master Plan\Structural\sub-diaphragm- tall roof.mcd g �'"�`�4,��' ` T. 4 � z�" €= � m t...z- ;x �a� �.> T # �r "a�.ti�,,.ms`s - � 4. �og, `"s4 s: 'z .,.sy. ,. r:.acek �.«, �..�s.,.�,.. ..-wcu 4l 3.ar w,.. ?.=� .e.,,.:, x.,:z� .,. «. _., �s--, .,o.e,.a ,....M....,..=.��.m.... ..,.Q...,.g,�.._,. — 15895 SW 72ND AVENUE,SUITE 200 PORTLAND,OREGON 97224 TEL:503.226.1285 FAX:503.226.1670 E-MAIL:info@cidainc.com .61 ® AR��rEEE -date R00-(1'.M. / (/J� /� /� �j ENc ru EE R;NG PROJECT NAME: �'(��1 � PROD.No. I ' t Lti02- SHEET /�✓ let c*.) 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I I I i I j j i I i 1 i I " �` '"`�` A1315 SIMPSON Anchor Designer TM Company: CIDA Date: 6/22/2016 Engineer: Rebekah Huschka Page: 1/4 Software Strong-Tie Project: Version 2.4.5673.4 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 318-11 Concrete:Normal-weight Units:Imperial units Concrete thickness,h(inch):7.25 State:Uncracked Anchor Information: Compressive strength,fc(psi):4000 Anchor type:Bonded anchor 4Pc,v: 1.4 Material:F1554 Grade 36 Reinforcement condition:B tension,B shear Diameter(inch):0.625 Supplemental reinforcement:No Effective Embedment depth,he(inch):4.000 Reinforcement provided at corners:No Code report: ICC-ES ESR-2508 Do not evaluate concrete breakout in tension:No Anchor category:- Do not evaluate concrete breakout in shear:No Anchor ductility:Yes Hole condition:Dry concrete hmin(inch):7.13 Inspection:Continuous cac(inch):8.22 Temperature range,Short/Long: 150/110°F Cmin(inch): 1.75 Ignore 6do requirement:Not applicable Smin(inch):3.00 Build-up grout pad:No Load and Geometry Base Plate Load factor source:ACI 318 Section 9.2 Length x Width x Thickness(inch):12.00 x 12.00 x 0.50 Load combination:not set Seismic design:No Anchors subjected to sustained tension:No Apply entire shear load at front row:No x4_ Anchors only resisting wind and/or seismic loads:Yes <Figure 1> 3789 lb ciE• 4155 Ib 0 ft-lb 866 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 "1316 SIMPSON Anchor Designer TM Company: CIDA Date: 6/22/2016 Engineer: Rebekah Huschka Page: 2/4 Tie Software a 673.4 Project: Version 2.4.5 Address: 15895 SW 72 Ave Phone: (503)226-1285 E-mail: rebekahh@cidainc.com <Figure 2> 12.00 N . 1 Recommended Anchor Anchor Name:SET-XP®-SET-XP w/5/8"0 F1554 Gr.36 Code Report:ICC-ES ESR-2508 A 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 ru 'Z:44'3.4:2, , • g ,"'rs �� t'g , ' a ' } to N' -" n{ a . k ?r x s13 s , € rf t . . aFx ....' .. mg.,::L.:4L .z(w. ::144,1 . e r sntx_ _ 4.:, afi.,- 4:-: 4'3.4:......_<._..'n4, .111 ..,s,.:...,_-«,.. .:,-2L I .4L.4..._...44..:,. ,.«an.- -f.. _.w .4 _c.....,,.4 4'..,-4,4 a..._ A1317 SIMPSON Anchor Designer TM Company: CIDA Date: 6/22/2016 Engineer: Rebekah Huschka Page: 3/4 Software Project: Strong-TieeVersion 2.4.5673.4 Address: 15895 SW 72 Ave ® Phone: (503)226-1285 E-mail: rebekahh@cidainc.com 3,Resulting Anchor Forces Anchor Tension load, Shear load x, Shear load y, Shear load combined, Nua(lb) V.(Ib) V.(lb) 11(Vuax)2+(Vuay)2(lb) 1 1075.4 -346.3 1385.0 1427.6 2 2056.2 346.3 1385.0 1427.6 3 969.6 346.3 692.5 774.2 4 0.0 -346.3 692.5 774.2 Sum 4101.2 0.0 4155.0 4403.7 Maximum concrete compression strain(%o):0.04 <Figure 3> Maximum concrete compression stress(psi):196 Resultant tension force(Ib):4101 Y Resultant compression force(Ib):314 , Eccentricity of resultant tension forces in x-axis,e'Nx(inch):0.87 Eccentricity of resultant tension forces in y-axis,e'Ny(inch):0.64 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 k, 0 3 4.Steel Strength of Anchor in Tension(Sec.D.5.1) Nsa(Ib) 0 MNse(lb) 13110 0.75 9833 ',. 5.Concrete Breakout Strength of Anchor in Tension(Sec.D.5.2) Nb=kcAa'f chat1.5(Eq.D-6) kc As fc(psi) het(in) Nb(Ib) 24.0 1.00 4000 4.000 12143 0Ncbg=0(ANc/ANco)Vec,NY'ed,NY'c,N`Ycp,NNb(Sec.D.4.1 &Eq.D-4) ANC(in2) ANco(in2) Y'ec,N Wed,N Y'c,N Y'cp,N Nb(Ib) 0 0Ncbg(Ib) 360.00 144.00 0.789 1.000 1.00 1.000 12143 0.65 15567 6.Adhesive Strength of Anchor in Tension(Sec.5.5) rk,uncr=Tk,uncrfshort-termKsat m,uncr(psi) fshort-term Ksat m.uncr(psi) 1061 1.72 1.00 1825 Nbe=Aaruncrlydahef(Eq.D-22) A a Zuncr(psi) da(in) he(in) Nba(Ib) 1.00 1825 0.63 4.000 14333 0N85=0(ANa/ANco)Y'ec,Na?ed,Na 'cp,NaNba(Sec.D.4.1 &Eq.D-19) ANa(in2) Avco(in2) Y'ee,Na 'Yed,Ne Y'cp,Na Nba(lb) 0 ONag(Ib) 549.03 259.22 0.836 1.000 1.000 14333 0.65 16492 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 x x. �f 5 T', ,tea" y . ' 3 , ,, t om"'` ,:,- - 3 - i - r r ^#' - a.- rht .:-,tea- AE4 SIMPSON Anchor Designer' Company: CIDA Date: 6/22/2016 Engineer: Rebekah Huschka Page: 4/4 Strong-TieSOr twa n 4673.4 Project: Address: 15895 SW 72 Ave CT) ® Phone: (503)226-1285 E-mail: rebekahh@cidainc.com 8.Steel Strength of Anchor in Shear(Sec.D.6.1) Vsa(lb) Ogmu ili cbgrout0Vsa(Ib) 7865 1.0 0.65 5112 10.Concrete Pryout Strength of Anchor in Shear(Sec.D.6.3) 014p=0 minIkcpNa;kepNcaJ=0 minIkcp(ANa/ANeg)�ed,Na-wcp,NaNba;kcp(ANc/ANA Y'ed,NY'c,NY'cp,NNbl(Eq.D-40) kcp ANe(int) ANaO(int) Y'ed,Na Tcp,Na Nba(Ib) Na(Ib) 2.0 157.51 259.22 1.000 1.000 14333 8709 Anis(int) ANco(int) Jed,N q'C,N VCp,N Nb(Ib) Ncb(Ib) 0 0Vcp(lb) 110.25 144.00 1.000 1.000 1.000 12143 9297 0.70 12192 11.Results Interaction of Tensile and Shear Forces(Sec.D.7) Tension Factored Load,N.(Ib) Design Strength,0Nn(Ib) Ratio Status Steel 2056 9833 0.21 Pass Concrete breakout 4101 15567 0.26 Pass(Governs) Adhesive 4101 16492 0.25 Pass Shear Factored Load,Vaa(lb) Design Strength,0Vn(lb) Ratio Status �. Steel 1428 5112 0.28 Pass(Governs) Pryout 1428 12192 0.12 Pass Interaction check N./ON. V./0V. Combined Ratio Permissible Status Sec.D.7.3 0.26 0.28 54.3% 1.2 Pass SET-XP w/5/810 F1554 Gr.36 with hef=4.000 inch meets the selected design criteria. 12.Warnings -When cracked concrete is selected,concrete compressive strength used in concrete breakout strength in tension,adhesive strength in tension and concrete pryout strength in shear for SET-XP adhesive anchor is limited to 2,500 psi per ICC-ES ESR-2508 Section 5.3. -Minimum spacing and edge distance requirement of 6da per ACI 318 Sections D.8.1 and D.8.2 for torqued cast-in-place anchor is waived per designer option. -Designer must exercise own judgement to determine if this design is suitable. -Refer to manufacturer's product literature for hole cleaning and installation instructions. 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 4 15895 SW 72ND AVENUE,SUITE 200 PORTLAND,OREGON 97224 0 - - , TEL:503.226.1285 FAX:503.226.1670 E-MAIL: info@cidainc.com ' MINARCriI FCTJRE �� y}/' /��/y O if . ENGIN ELRING PROJECT NAME: 5{all-6 BOO i 1 I/1 PROJ. No, 130164,0a SHEET Ai/1q ' FLA NN I N'' 'nf A/N /9 /q TITLE. By: 1!/y I L6/23( I6 INTERIORS DATE: W + ooh' cr�nti y11L� d 1 r I T I I � w11 h G r1-1 a W J * 1II 1M/ =(3N,53,�f)(16' .1 ; 16 -3 d�, r 1:5 a' iLfas = 3 Y s p �t1 Z �—� � 1 — = I I 1- -- I - -- —1 I:_ — - __� • J !- T —- - - -- __ -- ---- ' C , , L L r - -'—' —1 I I � ,- -F --r I i I I 1 ! _ i I I I I — t.1 I — 1 I I !_ i ,.::. ;-'-',:i _.. .>a �' s�` -F -° t ,.::' s"�i.�,-Z l "S�'." �� i ✓ 3 sr�Fr9 a� 4 � ^2 -F . �,. A132D CIDA Interstate Roofing RNH TEL: (503)226-1285 130184.01 FAX: (503)226 1670 8/3/2016 PANEL ANCHORAGE TO FLEXIBLE DIAPHRAGM Grids E TO F SEISMIC PARTS AND PORTIONS (CONTROLS OVER WIND) SDS := 0.606 Ip := 1.0 hr := 25.333.ft hp .= 29ft • t := 7.25•in Wp := t•15opcf Wp = 90.625 psf Fp := 0.8•SDS•Ip•Wp Fp = 43.93 psf Fp•hp2 Ftop 2 hr Ftop = 729.27 pif Ultimate load HTT4 STRAP 11 GAUGE X 2 1/2" Tstrap := 4445.1b EPDXY ANCHOR Tepoxy := 4.47•k SUMMARY spacing := 6•ft T := Ftop•spacing T = 4.38k < Tepoxy OK 0.7T = 3063 lb < Tstrap OK USE SIMPSON HTT4 WITH 4X FRAMING W/ 5/8" DIAMETER BOLTS WITH SIMPSON SET EPDXY AND 5" MIN EMBEDMENT SPACE AT 6' O.C. E:\adcadd\13\0184.00 Interstate Roofing Master Plan\Structural\sub-diaphragm- tall roamed '�", ., ,i a f `` -•• t " '?z `` -,ter ¢ ""- s` #== 3�s*^ .�``- s awi- "" �' CIDA Interstate Roofing RNH" TEL: (503)226-1285 130184.01'` FAX: (503)226 1670 8/3/2016 SUBDIAPHRAGMS CONTINUED DEPTH Wv := 385•plf (10d @ 4"oc ) width := 32•ft DIAPHRAGM WIDTH 0.7Ftop•width width d := d = 21.22 ft = 1.07 < 2.5 therefore acceptable Wv2 Use 30ft subdiaphragm 30 ft STRAPPING -SIMPSON CS14 STRAP Tallow 2460.1b Tallow = 2460 lb a 10 FEET FROM WALL (First joist) 0.7•Ftop width— Wv•10•ft•2 T T = 269.87 plf width Tallow spacing := T spacing = 9.12 ft (a.20 FEET FROM WALL (second foist) 0.7•Ftop•width— Wv-2o•ft•2 T T = 29.24 p1f width Tallow spacing := T spacing = 84.13 ft USE A THIRTY FOOT DEEP SUBDIAPHRAM WITH SIMPSON CS14 STRAPS AT 8' OC at first joist SIMPSON CS14 STRAPS AT 16' OC at second joist TENSION IN Joist DESIGN JOIST FOR 5.1 K AXIAL COMP AND Taoist :_ (Ftop•1o•ft)•0.7 Tjoist = 5.1 k TENSION (allowable) E:\adcadd\13\0184.00 Interstate Roofing Master Plan\Structural\sub-diaphragm- tall roof.mcd : a _R ^ is 324as �.�... .,a2tia_ln : sL-. ,R..,. ,. ....�;: Z:h s :ths.�>iHl. v.,li,;.:e. .-.a+.O'C,ta,:- xaa..j:LM „w,a....,.t s..0 .� .,.r;::L. :..., ..._...,.. . 15895 SW 72ND AVENUE,SUITE 200 4 1 PORTLAND,OREGON 97224 TEL:503.226.1285 FAX:503.226.1670 0 , .. 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A t3Z5 SIMPSON Anchor Designer TM Company: CIDA Date: 6/22/2016 Engineer: Rebekah Huschka Page: 1/4 Strong-Tie Softwaresio4673.4 Project: Address: 15895 SW 72 Ave Phone: (503)226-1285 E-mail: rebekahh@cidainc.com 1.Proiect 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 318-11 Concrete:Normal-weight Units:Imperial units Concrete thickness,h(inch):7.25 State:Uncracked Anchor Information: Compressive strength,f.(psi):4000 Anchor type:Bonded anchor Wc,v:1.4 Material:F1554 Grade 36 Reinforcement condition:B tension,B shear Diameter(inch):0.625 Supplemental reinforcement:No Effective Embedment depth,her(inch):4.000 Reinforcement provided at corners:No Code report: ICC-ES ESR-2508 Do not evaluate concrete breakout in tension:No Anchor category:- Do not evaluate concrete breakout in shear:No Anchor ductility:Yes Hole condition:Dry concrete hmin(inch):7.13 Inspection:Continuous cac(inch):8.22 Temperature range,Short/Long:150/110°F Cmin(inch): 1.75 Ignore 6do requirement:Not applicable Smin(inch):3.00 Build-up grout pad:No Load and Geometry Base Plate Load factor source:ACI 318 Section 9.2 Length x Width x Thickness(inch):13.50 x 15.50 x 0.25 Load combination:not set Seismic design:No Anchors subjected to sustained tension:No Apply entire shear load at front row:No Z ✓i Anchors only resisting wind and/or seismic loads:Yes <Figure 1> 4944 lb -0111 350 Ib Oft-Ib 84 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 c '� r3s . ,or - .�, °-• a"`"' tet" b � � A074 SIMPSON Anchor Designer TM Company: CIDA Date: 6/22/2016 Engineer: Rebekah Huschka Page: 2/4 e Strong-Tie SOrsi ftwar 2.4.5673.4 Project: n Address: 15895 SW 72 Ave Phone: (503)226-1285 E-mail: rebekahh@cidainc.com <Figure 2> 15.50 0 Recommended Anchor Anchor Name:SET-XP®-SET-XP w/5/8"0 F1554 Gr.36 Code Report:ICC-ES ESR-2508 INF 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 rwh !sa _ was 'a °mmu Ett-41ms's � M '°'' Wr4;: ; ft"fr A1327 SIMPSON Anchor Designer TM Company: CIDA Date: 6/22/2016 Engineer: Rebekah Huschka Page: 3/4 re Strong-Tie Project:24.5673.4 Project: Address: 15895 SW 72 Ave (.7f) a Phone: (503)226-1285 E-mail: rebekahh@cidainc.com 3.Resulting Anchor Forces Anchor Tension load, Shear load x, Shear load y, Shear load combined, N.(lb) V.(lb) Vuay(lb) 1I(Vuax)2+(Vuay)2(lb) 1 1718.5 0.0 87.5 87.5 2 752.7 0.0 87.5 87.5 3 752.7 0.0 87.5 87.5 4 1718.5 0.0 87.5 87.5 Sum 4942.4 0.0 350.0 350.0 Maximum concrete compression strain(%o):0.00 <Figure 3> Maximum concrete compression stress(psi):0 a 1 0 2 Resultant tension force(Ib):4942 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):2.30 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 I'' X o4 03 4.Steel Strength of Anchor in Tension(Sec.D.5.1) N8a(Ib) 0 0Nsa(Ib) , 13110 0.75 9833 0 5.Concrete Breakout Strength of Anchor in Tension(Sec.D.5.2) No=kcil.a'fchef.'5(Eq.D-6) kc da f (psi) hef(in) Nb(Ib) 24.0 1.00 4000 4.000 12143 0Nwg=0(ANc/ANoo)Y'C.Ny'ed,Nyo,N Pcp,NNb(Sec.D.4.1 &Eq.D-4) ANc(in2) ANco(in2) Wec,N Y'ed,N Y'c,N Y'cp,N Na(Ib) 0 0Nwg(Ib) 534.38 144.00 0.723 1.000 1.00 1.000 12143 0.65 21184 6.Adhesive Strength of Anchor in Tension(Sec.5.5) m,uncr=rk,uncrfshort-termKsat 7k,uncr(psi) fshart-term Kw Ilona(psi) 1061 1.72 1.00 1825 Nba=A.amuncrfrdahat(Eq.D-22) A.a runar(psi) da(in) hef(in) N.(Ib) 1.00 1825 0.63 4.000 14333 0Nag=0(ANa/ANao)Y'ec,Na Ped,NaY'cp,NaNaa(Sec.D.4.1 &Eq.D-19) ANa(in2) ANao(in2) Vec,Na Ved,Na Y'cp,Na Nba(lb) 0 0Nag(lb) 740.83 259.22 0.778 1.000 1.000 14333 0.65 20716 7 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 AI1..f SIMPSON Anchor Designer TM Company: CIDA Date: 6/22/2016 Engineer: Rebekah Huschka Page: 4/4 Strong-Tie Software Project: Version 2.4.5673.4 Address: 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) 4igroet 0 9$gmut0V88(Ib) 7865 1.0 0.65 5112 10.Concrete Pryout Strength of Anchor in Shear(Sec.D.6.3) �Vcp9= min�kc,Naa;kcpNcbgl= min�kcp(ANa/ANaO)'Bc,Na-ed,Na-cp,itiNaNba;kcp(ANc/ANco)-ec,N tif-ed,N-c,NY%p,NNbl(Eq.D-41) kcp ANa(in2) ANaO(in2) !Pod,Na Pec,Na Pcp,Na Nba(Ib) Na(lb) 2.0 740.83 259.22 1.000 1.000 1.000 14333 40962 ANc(in2) ANco(in2) Pec,N Ved,N VqN 'cp,N Nb(lb) Ncb(lb) 0 534.38 144.00 1.000 1.000 1.000 1.000 12143 45062 0.70 0Vcp9(lb) 57347 11.Results Interaction of Tensile and Shear Forces(Sec.D.7) Tension Factored Load,N.(Ib) Design Strength,aN„(lb) Ratio Status Steel 1718 9833 0.17 Pass Concrete breakout 4942 21184 0.23 Pass CAdhesive 4942 20716 0.24 Pass(Governs) Shear Factored Load,V.(Pb) Design Strength,0V„(Pb) Ratio Status Steel 88 5112 0.02 Pass(Governs) Pryout 350 57347 0.01 Pass Interaction check N./01n Vua/OVn Combined Ratio Permissible Status Sec. D.7.1 0.24 0.00 23.9% 1.0 Pass SET-XP w/5/813 F1554 Gr.36 with hef=4.000 inch meets the selected design criteria. 12.Warnings -When cracked concrete is selected,concrete compressive strength used in concrete breakout strength in tension,adhesive strength in tension and concrete pryout strength in shear for SET-XP adhesive anchor is limited to 2,500 psi per ICC-ES ESR-2508 Section 5.3. -Minimum spacing and edge distance requirement of 6da per ACI 318 Sections D.8.1 and D.8.2 for torqued cast-in-place anchor is waived per designer option. -Designer must exercise own judgement to determine if this design is suitable. -Refer to manufacturer's product literature for hole cleaning and installation instructions. .- Input data and results must be checked for agreement with the existing circumstances,the standards and guidelines must be checked for plausibility. 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T i -1-• _ r___ 1_ r T - -- r rJr1;fr„,--1 -• ' r 1. iH, , , Es"'" ..s `s �- AD3) SIMPSON Anchor DesignerTM Company: CIDA Date: 8/24/2016 - Engineer: Rebekah Huschka Page: 1/4 Strong-Tie Software Project: Version 2.4.5673.5 Address: 15895 SW 72 Ave Phone: (503)226-1285 E-mail: rebekahh@cidainc.com 1.Proiect 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):24.00 State:Uncracked Anchor Information: Compressive strength,f.(psi):2500 Anchor type:Cast-in-place 41.,v:1.4 Material:F1554 Grade 36 Reinforcement condition:B tension,B shear Diameter(inch):0.750 Supplemental reinforcement:No Effective Embedment depth,ha(inch):6.000 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):7.50 Ignore 6do requirement:Yes Cmin(inch):0.88 Build-up grout pad:No Smin(inch):3.00 Load and Geometry Load factor source:ACI 318 Section 9.2 Load combination:not set Seismic design: No 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> 0 lb 1 O lb 40114041467 O lb x N 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 I �..s..,Q2 ADM_ SIMPSON Anchor Designer TM Company: CIDA Date: 8/24/2016 Engineer: Rebekah Huschka Page: 2/4 StrongTieSoftware Project: e Version 2.4.5673.5 Address: 15895 SW 72 Ave C1/2, Phone: (503)226-1285 E-mail: rebekahh@cidainc.com <Figure 2> 3.63 3 .63 Recommended Anchor Anchor Name:J-or L-Bolt-3/4"0 J-or L-Bolt,F1554 Gr.36 (,) 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 i` "`S x °"x� -S::. s `,..,„,(1.., ='g' ,� f- kms <'' �' `"n r° �. .3� .� .m. �.z...�,-,�� -.E3,n.....�....�.�.v..rh:�,...h.-.:,__�=c, �.y. ,�F.acc�,x m.,.,� :,��...�>.v7as�..�_...._. ..m .z��,w�,.b.,,� ,..,,x...s kz.. .r,... ,.xxi--...K..�,ba .x. . ,.� ..�sLs....� AD3 SIMPSON Anchor DesignerTM Company: CIDA Date: 8/24/2016 __ Engineer: Rebekah Huschka Page: 3/4 Strong-Tie Software Project: Version 2.4.5673.5 Address: 15895 SW 72 Ave ( '':••• Phone: (503)226-1285 E-mail: rebekahh@cidainc.com 3.Resulting Anchor Forces Anchor Tension load, Shear load x, Shear load y, Shear load combined, N.(Ib) V.(Ib) Vuay(Ib) *1(Vuax)2+(Vuay)2(Ib) 1 0.0 0.0 3100.0 3100.0 Sum 0.0 0.0 3100.0 3100.0 Maximum concrete compression strain(%a):0.00 Maximum concrete compression stress(psi):0 Resultant tension force(Ib):0 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 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 8.Steel Strength of Anchor in Shear(Sec.0.6.1) Vsa(Ib) Idgrout 0 qlgroutgVsa(lb) 11625 1.0 0.65 7556 9.Concrete Breakout Strength of Anchor in Shear(Sec.D.6.2) Shear perpendicular to edge in y-direction: Vby=7(le/da)°21Idai1.AlPcCall'5(Eq.D-24) le(in) da(in) A Pc(psi) cal(in) Vby(Ib) 6.00 0.75 1.00 2500 3.63 3177 011 cby=0(Avc/Avco)y'ed,Vga,v'I'n,VVby(Sec. D.4.1 &Eq.D-21) Avc(in2) Avco(int) Y'ed,v Y'c,v 'Pn,v Vby(Ib) 0 0Vcby(Ib) 59.30 59.30 1.000 1.400 1.000 3177 0.70 3114 10.Concrete Pryout Strength of Anchor in Shear(Sec.D.6.3) fiiVcp=bkcpNcb=gkcp(ANc/ANco)Y'ed,NY'c,N Pcp,NNb(Eq.D-30) kcp ANc(int) ANco(in2) Y'ed,N P,,N Y'cp,N Nb(Ib) 0 ¢Vcp(Ib) 2.0 130.68 324.00 0.821 1.250 1.000 17636 0.70 10220 11.Results Interaction of Tensile and Shear Forces(Sec.D.7) Shear Factored Load,V.(Ib) Design Strength,aVb(Ib) Ratio Status Steel 3100 7556 0.41 Pass T Concrete breakout y+ 3100 3114 1.00 Pass(Governs) Pryout 3100 10220 0.30 Pass 3/4"0 J-or L-Bolt,F1554 Gr.36 with hef=6.000 inch meets the selected design criteria. 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 15895 SW 72ND AVENUE,SUITE 200 , PORTLAND,OREGON 97224 TEL:503.226.1285 FAX:503.226.1670 0 E-MAIL:info@cidainc.com NM AR,IirC URE 1.{. t S ajr6 1.301 $�, n 1 Et ENr,in! r-RiN. PROJECT NAME: / r O�)Y�J PROD.No. t O2. SHEET SY I -7/1�Lh N.^JNG TITLE: BY: N1{ DATE: VILcp INTERIORS T--T __51-1--ai y_4_, , , ,, , i iyuld4 sfrio _, 01._ i , ti. I! . , f�55 IT I r _ I 1- 0 , --ir 1 I r 1 , � I I 0. Cb.631Gkz �$ qc I C r 1 l 1 T I II d 6� i vi 136 — 0 ?I' I pi r q , I lJ r 1 i r 11/C 1 I V( 3G, © 3 3 4 �- fi 1 iT7 i7 08.' ! 3- 1 , /113,z n _I p14 j 7d5'r C t3.' Xi11the /L o7,�c,.._ „_____ , , „, • 1 Lglattim 0.L.1-rioin. [ 04_, /I* i' _Ali ettli k2ak 1,70-' ..4 I J ° LT- I 1 .I 1 1 1 - 1 —I 1 - 1 I � —/e--1 *#1,I , ' IiiZ � �Ufa G � S , i,— —�111�� 11)L 4 �100 ,1, . 6 ,I 1,_ i1I I I _ - - 1j I j ai --- ---1— 1 N_ 1 j L i ' 5 , x Ri r gl 2.3J / 161K = T y 1 RSIb MIN Mg= _ II / _ 4 O11 , IYl ` '3 d 0.3ZZ1E`„ ill A_; _ j0. , �< < i. _ 6._`1$'3;(4 ' min" 5i: '1".- ¥ s�'�' a:r4tgj,*l :::'; r"' t'z x ?.''t;L a Y`.; �a �" , ` ' biliii .. car e Bea - ` ... ' ,, "o .`I f�nis,lotP :QUt fLersta 0, .83"20 6"ter 26,�6 r; rfi166- i-- Lic.#: KW-06006865 Licensee:CIDA INC. Description: stringer CODE REFERENCES Calculations perAAISC 360-10, IBC 2012,ASCE 7-10 Load Combination Set:ASCE 7-10 Material Properties , s .. Analysis Method: Allowable Strength Design Fy:Steel Yield: 36.0 ksi Beam Bracing: Beam is Fully Braced against lateral-torsional buckling E:Modulus: 29,000.0 ksi Bending Axis: Major Axis Bending i D(0 073444L(01933) + , - _ I Span=17.00011 A C12x20.7 Applies .Loads Service loads entered.Load Factors will be applied for calculations. Beam self weight NOT internally calculated and added Uniform Load: D=0.07344, L=0.1933 k/ft, Tributary Width=1.0 ft DESIGN SUMMARY Desi•n OK Maximum Bending Stress Ratio = 0.212: 1 Maximum Shear Stress Ratio= 0.052 : 1 Section used for this span C1 2x20.7 Section used for this span C1 2x20.7 Ma:Applied 9.727 k-ft Va:Applied 2.278 k Mn/Omega:Allowable 45.988 k-ft Vn/Omega:Allowable 43.769 k Load Combination +D+L+H Load Combination +D+L+H Location of maximum on span 8.540ft 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 0.099 in Ratio= 2,062>=360 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.137 in Ratio= 1494>=240. Max Upward Total Deflection 0.000 in Ratio= 0 <240.0 Maximum Forces& Stresses f ssorad LoCombins ation 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+H - Dsgn.L= 17.08 ft 1 0.058 0.014 2.68 2.68 76.80 45.99 1.00 1.00 0.63 73.09 43.77 +D+L+H Dsgn.L= 17.08 ft 1 0.212 0.052 9.73 9.73 76.80 45.99 1.00 1.00 2.28 73.09 43.77 +D+Lr+H Dsgn.L= 17.08 ft 1 0.058 0.014 2.68 2.68 76.80 45.99 1.00 1.00 0.63 73.09 43.77 +D+S+H Dsgn.L= 17.08 ft 1 0.058 0.014 2.68 2.68 76.80 45.99 1.00 1.00 0.63 73.09 43.77 +D+0.750Lr+0.750L+H Dsgn.L= 17.08 ft 1 0.173 0.043 7.96 7.96 76.80 45.99 1.00 1.00 1.87 73.09 43.77 +D+0.750L+0.750S+H Dsgn.L= 17.08 ft 1 0.173 0.043 7.96 7.96 76.80 45.99 1.00 1.00 1.87 73.09 43.77 +D+0.60W+H Dsgn.L= 17.08 ft 1 0.058 0.014 2.68 2.68 76.80 45.99 1.00 1.00 0.63 73.09 43.77 +D+0.70E+H Dsgn.L= 17.08 ft 1 0.058 0.014 2.68 2.68 76.80 45.99 1.00 1.00 0.63 73.09 43.77 +D+0.750Lr+0.750L+0.450W+H 0 Dsgn.L= 17.08 ft 1 0.173 0.043 7.96 7.96 76.80 45.99 1.00 1.00 1.87 73.09 43.77 D+0.750L+0.750S+0.450W+H Dsgn.L= 17.08 ft 1 0.173 0.043 7.96 7.96 76.80 45.99 1.00 1.00 1.87 73.09 43.77 +D+0.750L+0.7505+0.5250E+H Dsgn.L= 17.08 ft 1 0.173 0.043 7.96 7.96 76.80 45.99 1.00 1.00 1.87 73.09 43.77 +0.60D+0.60W+0.60H Dsgn.L= 17.08 ft 1 0.035 0.009 1.61 1.61 76.80 45.99 1.00 1.00 0.38 73.09 43.77 +0.60D+0.70E+0.60H spa ax,� a ,�, �,� � � File t=ladeadd�1310fi9400 fn rsfat� oo mg aster lafi\StrucCu «-t,ec6 1GALQ 983=01 8 d 156 �l 1 7 ic.#: KW-06006865 Licensee:CIDA INC. Description: stringer 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= 17.08 ft 1 0.035 0.009 1.61 1.61 76.80 45.99 1.00 1.00 0.38 73.09 43.77 00.60-.001**Deflections Load Combination Span Max.""Defl Location in Span Load Combination Max."+"Deft Location in Span +D+L+H 1 0.1372 8.589 0.0000 0.000 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 2.278 2.278 Overall MINimum 0.376 0.376 +D+H 0.627 0.627 +D+L+H 2.278 P.278 +D+Lr+H 0.627 0.627 +D+S+H 0.627 0.627 +D+0.750Lr+0.750L+H 1.865 1.865 +D+0.750L+0.750S+H 1.865 1.865 +D+0.60W+H 0.627 0.627 +D+0.70E+H 0.627 0.627 +D+0.750Lr+0.750L+0.450W+H 1.865 1.865 +D+0.750L+0.750S+0.450W+H 1.865 1.865 +D+0.750L+0.750S+0.5250E+H 1.865 1.865 +0.600+0.60W+0.60H 0.376 0.376 +0.60D+0.70E+0.60H 0.376 0.376 D Only 0.627 0.627 Lr Only 10.7 L Only 1.651 1.651 S Only W Only E Only H Only 3 ee -^ i� i l1 ni *Wi` -4%44 r r: is " ife sdca-'13\01 4 ecsiaeoosecr nn6141- �atcee6V. /o U ✓.,,.., = a 1?-: � e 4-:rs -. 1 E� ..SLG., CisO6B14 6 §Ai7 aj 'ILA=Lic.#: KW-06006865 Licensee:CIDA INC. Description: stringer Code References. „' Calculations per AISC 360-10, IBC 2012, CBC 2013,ASCE 7-10 Load Combinations Used:ASCE 7-10 Generallnformation , Steel Section Name : C12x20.7 Overall Column Height 10.0 ft Analysis Method: Allowable Strength Top&Bottom Fixity Top&Bottom Pinned Steel Stress Grade Brace condition for deflection(buckling)along columns: Fy:Steel Yield 36.0 ksi X-X(width)axis: E:Elastic Bending Modulus 29,000.0 ksi Fully braced against buckling along X-X Axis Y-Y(depth)axis: Fully braced against buckling along Y-Y Axis ';Applied Loads Service loads entered.Load Factors will be applied for calculations. Column self weight included:207.0 lbs*Dead Load Factor AXIAL LOADS... Axial Load at 10.0 ft,D=0.7481,L=1.969 k BENDING LOADS... Lat.Uniform Load creating Mx-x,D=0.07344,L=0.1933 k/ft DESIGN SUMMARY` . ._ , .w , . Bending&Shear Check Results PASS Max.Axial+Bending Stress Ratio = 0.08364 :1 Maximum SERVICE Load Reactions.. Load Combination +D+L+H Top along X-X 0.0 k Location of max.above base 4.966 ft Bottom along X-X 0.0 k At maximum location values are... Top along Y-Y 1.333 k Pa:Axial 2.924 k Bottom along Y-Y 1.333 k CI) Pn/Omega:Allowable 131.066 k Max:Applied 3.333 k-ft Maximum SERVICE Load Deflections... Mn-x/Omega:Allowable 45.988 k-ft Along Y-Y 0.01621 in at 5.034ft above base Ma y:Applied 0.0 k-ft for load combination:+D+L+H Mn-y/Omega:Allowable 4.944 k-ft Along X-X 0.0 in at 0.Oft above base for load combination: PASS Maximum Shear Stress Ratio= 0.03047 :1 Load Combination +D+L+H Location of max.above base 0.0 ft At maximum location values are... Va:Applied 1.333 k Vn/Omega:Allowable 43.769 k Load Combination'Results .° ; = Maximum Axial+Bending Stress Ratios Maximum Shear Ratios Load Combination _ Stress Ratio Status Location Stress Ratio Status Location +D+H 0.024 PASS 4.97 ft 0.008 PASS 10.00 ft +D+L+H 0.084 PASS 4.97 ft 0.030 PASS 0.00 ft +D+Lr+H 0.024 PASS 4.97 ft 0.008 PASS 10.00 ft +D+S+H 0.024 PASS 4.97 ft 0.008 PASS 10.00 ft +D+0.750Lr+0.750L+H 0.069 PASS 4.97 ft 0.025 PASS 0.00 ft +D+0.750L+0.750S+H 0.069 PASS 4.97 ft 0.025 PASS 0.00 ft +D+0.60W+H 0.024 PASS 4.97 ft 0.008 PASS 10.00 ft +D+0.70E+H 0.024 PASS 4.97 ft 0.008 . PASS 10.00 ft +D+0.750Lr+0.750L+0.450W+H 0.069 PASS 4.97 ft 0.025 PASS 0.00 ft +D+0.750L+0.750S+0.450W+H 0.069 PASS 4.97 ft 0.025 PASS 0.00 ft +D+0.750L+0.7505+0.5250E+H 0.069 PASS 4.97 ft 0.025 PASS 0.00 ft +0.60D+0.60W+0.60H 0.014 PASS 4.97 ft 0.005 PASS 0.00 ft 0 +0.60D+0.70E+0.60H 0.014 PASS 4.97 ft 0.005 PASS 0.00 ft 5125 + V � k� ,�. ,� 3 i�r ��a.�:�,�" File ,1=1a�a..t '1 '�I erstafe'•oofi a$ferPlan ructur icee6�' tet,e'x�j.®, f 1' _ - f „5 i".;Y:-IfizL''-"a�ra N' t tV.'4 _z� .,V �; E �O�.� C',.98320'xfi B id6 6`�Ve�§�M WA#: KW-06006865 Licensee:CIDA INC. Description: stringer MaximuIm1'Reactions Note:Only non-zero reactions are listed. X-X Axis Reaction Y-Y Axis Reaction Axial Reaction Load Combination @ Base @ Top @ Base @ Top @ Base +D+H k -0.367 0.367 k 0.955 k +D+L+H k -1.333 1.333 k 2.924 k +D+Lr+H k -0.367 0.367 k 0.955 k +D+S+H k -0.367 0.367 k 0.955 k +D+0.750Lr+0.750L+H k -1.092 1.092 k 2.432 k +D+0.750L+0.750S+H k -1.092 1.092 k 2.432 k +D+0.60W+H k -0.367 0.367 k 0.955 k +D+0.70E+H k -0.367 0.367 k 0.955 k +D+0.750Lr+0.750L+0.450W+H k -1.092 1.092 k 2.432 k +D+0.750L+0.750S+0.450W+H k -1.092 1.092 k 2.432 k +D+0.750L+0.750S+0.5250E+H k -1.092 1.092 k 2.432 k +0.60D+0.60W+0.60H k -0.220 0.220 k 0.573 k +0.60D+0.70E+0.60H k -0.220 0.220 k 0.573 k D Only k -0.367 0.367 k 0.955 k Lr Only k k k L Only k -0.966 0.966 k 1.969 k S Only k k k W Only k k k E Only k k k H Only k k k Maximum Deflections forLoadl Combinations x Load Combination Max.X-X Deflection Distance Max.Y-Y Deflection Distance +D+H 0.0000 in 0.000 ft 0.004 in 5.034 ft +D+L+H 0.0000 in 0.000 ft 0.016 in 5.034 ft ';;, +D+Lr+H 0.0000 in 0.000 ft 0.004 in 5.034 ft +D+S+H 0.0000 in 0.000 ft 0.004 in 5.034 ft +D+0.750Lr+0.750L+H 0.0000 in 0.000 ft 0.013 in 5.034 ft +D+0.750L+0.750S+H 0.0000 in 0.000 ft 0.013 in 5.034 ft +D+0.60W+H 0.0000 in 0.000 ft 0.004 in 5.034 ft +D+0.70E+H 0.0000 in 0.000 ft 0.004 in 5.034 ft +D+0.750Lr+0.750L+0.450W+H 0.0000 in 0.000 ft 0.013 in 5.034 ft +D+0.750L+0.750S+0.450W+H 0.0000 in 0.000 ft 0.013 in 5.034 ft +D+0.750L+0.750S+0.5250E+H 0.0000 in 0.000 ft 0.013 in 5.034 ft +0.600+0.60W+0.60H 0.0000 in 0.000 ft 0.003 in 5.034 ft +0.60D+0.70E+0.60H 0.0000 in 0.000 ft 0.003 in 5.034 ft D Only 0.0000 in 0.000 ft 0.004 in 5.034 ft Lr Only 0.0000 in 0.000 ft 0.000 in 0.000 ft L Only 0.0000 in 0.000 ft 0.012 in 5.034 ft S Only 0.0000 in 0.000 ft 0.000 in 0.000 ft W Only 0.0000 in 0.000 ft 0.000 in 0.000 ft E Only 0.0000 in 0.000 ft 0.000 in 0.000 ft H Only 0.0000 in 0.000 ft 0.000 in 0.000 ft Steel Section Propetties, ; C12x20.7 5126 12..7%6,,,,ii,„,,..„., 41 '` y' _'" ° I 3 "A V a N. tV V f)::'rj ladcadd113tiKt01nte te;"ootina Masfe PJ00 al(PcIle e ter = _ ..a,w,. #.., ,,,.. mfr. --_ ERGJt :�C63 i-ri:i di.i.;;.,611413)6,.::6. �I 64.4 ...�a ic.#: KW-06006865 LicensIDA I Description: stringer Steel Section Properties : „- C1 2x20.7 Depth = 12.000 in I xx = 129.00 in^4 J = 0.369 in^4 Web Thick = 0.282 in S xx = 21.50 inA3 Cw = 112.00 inA6 Flange Width = 2.940 in R xx = 4,610 in Ro = 4.930 in Flange Thick = 0.501 in Zx = 25,600 inA3 H = 0.899 in Area = 6.080 inA2 I yy = 3.860 in^4 Weight = 20.700 plf S yy = 1.720 inA3 Wno = 10.300 in^2 Kdesign = 1.130 in R yy = 0.797 in Sw = 4.600 in^4 Zy = 3.470 inA3 Qf = 7.660 inA3 its = 0.983 in Qw = 12.700 inA3 Ycg = 0.000 in Wn2 = 5.810 Xcg = 0.698 in Sw2 = 3.130 Xp = 0.253 in Sw3 = 1.580 Eo = 0.000 in 27/11, M-x Loads A fO o oI w i� o -- f N II; (1:1 S — rnLoads are total entered value.Arrows do not reflect absolute direction. R'4 (ls) D7 r ice'' " ' 16 `+ 13 0 `�irk e oo g ter P an15tr ctU`a'"c'et6 iii _ ,- -- ,,.''s , '''''' rc '. A �j.. 9 8Q 6'.i "6 -e' er6,3„6,I , 'ic.#: KW-06006865 Licensee:CIDA INC. Description: stair head C©DE REFERENtCES x `i Calculations per AISC 360-10, IBC 2012, ASCE 7-10 Load Combination Set:ASCE 7-10 Materlat Properttes,f m`I I.w l .... ,a,.... . .n . 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(0.143,1FL(0.264) Span=9.670 ft 1 HSS6x2x1/4 I / ppttede Loads ,W , , , _ 3 , Service loads entered.Load Factors will be applied for calculations. Beam self weight calculated and added to loading Uniform Load: D=0.1430, L=0.2840 k/ft, Tributary Width=1.0 ft IDES/GN SUAIMARY Desi•n OK Section used for this span HSS6x2x1/4 Section used for this span HSS6x2x1/4 Maximum BendingStress Ratio 0.383: 1 Maximum Shear Stress Ratio= 0.052 : 1 e. Ma:Applied 5.134 k-ft Va:Applied 2.124 k Mn/Omega:Allowable 13.405 k-ft Vn/Omega:Allowable 40.826 k Load Combination +D+L+H Load Combination +D+L+H Location of maximum on span 4.835ft 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 0.148 in Ratio= 785>=360 Max Upward Transient Deflection 0.000 in Ratio= 0 <360 Max Downward Total Deflection 0.228 in Ratio= 508 >=240. Max Upward Total Deflection 0.000 in Ratio= 0<240.0 Maximum Forces&Stresses for Load Cambmations 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= 9.67 ft 1 0.135 0.018 1.81 1.81 22.39 13.41 1.00 1.00 0.75 68.18 40.83 +D+L+H Dsgn.L= 9.67 ft 1 0.383 0.052 5.13 5.13 22.39 13.41 1.00 1.00 2.12 68.18 40.83 t?ysratt Maxlmllam Deflections `' Load Combination Span Max."-"Defl Location in Span Load Combination Max."+"Defl Location in Span +D+L+H 1 0.2285 4.863 0.0000 0.000 (trrtiC t J a'cctlons Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 2.124 2.124 Overall MINimum 0.750 0.750 +D+H 0.750 0.750 +D+L+H 2.124 2.124 D Only 0.750 0.750 . L Only 1.373 1.373 ESR-2776 I Most Widely Accepted and Trusted Page 11 of 19 517g TABLE 10—ALLOWABLE(ASD)TENSION PULLOUT LOADS TO RESIST TENSION(UPLIFT)LOADS FOR STEEL ROOF DECK PANELS ATTACHED WITH X-HSN 24,X-EDNK22 THQ12,X-EDNI9 THQ12 OR X-ENP-19 L15 FASTENERS(pounds)1'2 Steel Support Framing Thickness,in. Fastener `' 1/8 3/16 1/4 5/16 3/8 1/23 Z 5/84 ASTM A36(FY=36 ksi,F.=58 ksi) X-HSN 24 435 635 750 750 750 - - X-EDNK22 THQ12 435 520 520 - - - - X-EDN19 THQ12 - 340 440 540 540 - - X-ENP-19 L15 - - 905 1,010 1,125 1,010 965 ASTM A572 Grade 50 or A992(F8=50 ksi,F.=65 ksi) X-HSN 24 445 635 750 750 750 - - X-EDNK22 THQ12 445 560 560 - X-EDN19 THQ12 - 340 475 575 585 - - X-ENP-19 L15 - - 975 1,090 1,205 1,090 1,040 For SI: 1 inch=25.4 mm,1 Ibf=4.45 N, 1 ksi=6.89 MPa. 'Tabulated allowable(ASD)values based upon a S2 safety factor of 5.0.To obtain LRFD pullout capacities,the tabulated values must be multiplied by 1.6. 2Unless otherwise noted,the tabulated pullout load values are based on minimum penetration of the fasteners of 9/18-inch for the X-EDNK22 and X-ENP-19 fasteners and 1/2-inch for the X-EDN19 fastener.X-HSN 24 tabulated values are based upon fastener stand-off dimensions meeting those shown in Figure 2. 3Tabulated pullout capacities int/2-inch steel based upon a minimum point penetration of/2-inch.If 1/2-inch point penetration is not achieved, but a point penetration of at least 3/8-inch is obtained,the tabulated value must be multiplied by a factor of 0.63. "Tabulated pullout capacities in greater than 5/8-inch steel based upon a minimum point penetration of/2-inch.If 1/2-inch point penetration is not achieved,but a point penetration of at least 3/5-inch is obtained,the tabulated value must be multiplied by a factor of 0.82. TABLE 11 ALLOWABLE(ASD)TENSION PULLOVER LOADS TO RESIST TENSION(UPLIFT)LOADS FOR STEEL ROOF DECK PANELS ATTACHED WITH X-HSN 24,X-EDNK22 THQ12,X-EDN19 THQ12 OR X-ENP-19 L15 FASTENERS(pounds)''2 Deck Gage[base-metal thickness,t(inches)] Fastener No.22 No.20 No.18 No.16 (0.0295) (0.0358) (0.0474) (0.0598) (.:::' X-HSN 24 500 560 725 865 X-EDNK22 THQ12 315 380 505 640 X-EDN19-THQ12 315 380 505 640 X-ENP-19 L15 660 705 805 880 For SI: 1 inch=25.4 mm,1 lbf=4.45 N. 'Tabulated allowable(ASD)values are based upon a S2 safetyfactor of 3.0.To obtain LRFDpullover capacities,the tabulated values must be multiplied by 1.6. 2Based upon minimum ASTM A653 SS Grade 33(Fy=33 ksi,F8=45 ksi)steel deck as described in Section 3.3 of this report. TABLE 12—POST CALCULATION CONVERSION TABLE TO CONVERT SPECIFIED SIDELAP CONNECTOR SPACING(SS) TO NUMBER OF SIDELAP CONNECTORS TO BE INSTALLED PER PANEL SPAN(SPS)1'2 SIDELAP PANEL SPAN CONNECTOR SPACING(SS) 3'-0" 4'-0" 5'-0" 6'-0" 7'-0" 8'-0" 9'-0" 10'-0" 11'-0" 12'-0" (inches) 3 12 16 20 24 28 32 36 40 44 48 4 9 12 15 18 21 24 27 30 33 36 5 8 10 12 15 17 20 22 24 27 29 6 6 8 10 12 14 16 18 20 22 24 8 5 6 8 9 11 12 14 15 17 18 10 4 5 6 8 9 10 11 12 14 15 12 3 4 5 6 7 8 9 10 11 12 18 2 3 4 4 5 6 6 7 8 8 24 2 2 3 3 4 4 5 5 6 6 30 2 2 2 3 3 4 4 4 5 5 36 1 2 2 2 3 3 3 4 4 4 For SI: 1 inch=25.4 mm,1 foot=304.8 mm. 'This post calculation conversion table provides the quantity of sidelap connectors per panel span,where the sidelap connectors are specified by spacing.The numbers of sidelap connectors from this table are not for use in the diaphragm design equations. 2Conversion of sidelap spacing(SS)to quantity of fasteners at panel sidelaps per span(SPS)is completed using the following formula: SPS=((span in feet)x 12)/(SS in inches).For SI:SPS=((span in meters)x 1000)/(SS in millimeters).This value is conservatively rounded up to the next whole sidelap connector.A similar approach may be used for intermediate sidelap spacings or joist/beam spans. 15895 SW 72ND AVENUE,SUITE 200 PORTLAND,OREGON 97224 Q TEL:503.226.1285 FAX:503.226.1670 E-MAIL:info©cidainc.com MI ARCHITECTURE U !' fin( /�j/.� 'n qqq '/7y�4 /' ENGIw EEaINc PROJECT NAME: T fifer$k+& g0V i f/s5 PRoJ. No. 130/ ✓ L•, z SHEET (� I PLANNING g TITLE: B7: R R\N� DATE: Aer/� INTERIORS 1 H 1 r i >°� _ ;I18.3 + t D1 I- - 3 L — `�� Ali 1 I T I 1W — !(10.! -I-Algt 22, 2.19. C)-1- Z-Z *r-C T, r r1 I 1 , , I ,SL =' 25)04 1 IN t 1 T - 1 I 1 1 1,0 w- T as{' '_2„ - l a 1,:-/-, le SSG ` 0 ` - 1 5S, 13 i ' ?z i 1 � 1 L 1 +fil. ' Id K'C 1 I A _ Z g j_I �— �I 1 1 41 IZ ` �OsT (t�eA _ eel i1 �if-- -t-- ' — + I -- j . 1 r I i i �4 � T '� II 1 1 1 1 - I I - I - -- I - I I j 1- I ! ! -1 C ' vtg oi- '`-` zz4No E Safkadd�1 o 84,e r r_g- ^roof;, '"t`e P an sto to a alc:ec"6; ::,,,,,„R!,,,,Bea j 'r* , E l:G fia: t6 18 d6Sa ,67 Lie.#: KW-06006865 Licensee:CIDA INC. Description: CANOPY JOISTS CODE REFERENCES - , Calculations per NDS 2012, IBC 2012, CBC 2013,ASCE 7-10 Load Combination Set:ASCE 7-10 Material Properties Analysis Method: Allowable Stress Design Fb Tension 900.0 psi E:Modulus of Elasticity Load Combination ASCE 7-10 Fb-Compr 900.0 psi Ebend-xx 1,600.0ksi Fc-Prll 1,350.0 psi Eminbend-xx 580.0 ksi Wood Species : Douglas Fir- Larch Fc-Perp 625.0 psi Wood Grade :No.2 Fv 180.0 psi Ft 575.0 psi Density 31.20pcf Beam Bracing : Beam is Fully Braced against lateral-torsional buckling D(0.0084)S(0.05)W(0.04556) S y + 1 '0 * 1 *Oki-7aWalr*Ittr fkaiZAttaRIAttgUiltairV'PzAwAst:141*Ae,0:- 2x4 I I ,1 Span=6 0 ft Applied Loads ; _ _ Service loads entered.Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load: D=0.00840, S=0.050, W=0.04556, Tributary Width=1.0 ft DESIGN=SUMMARY ; " Desi•n OK Maximum Bending Stress Ratio = 0.676 1 Maximum Shear Stress Ratio = 0.223 : 1 Section used for this span 2x4 Section used for this span 2x4 fb:Actual = 1,049.80psi fv:Actual = 46.19 psi FB:Allowable = 1,552.50 psi Fv:Allowable = 207.00 psi Load Combination +D+S+H Load Combination +D+S+H Location of maximum on span = 3.000ft 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 0.171 in Ratio= 420>=360 Max Upward Transient Deflection -0.156 in Ratio= 461 >=360 Max Downward Total Deflection 0.231 in Ratio= 311>=240. Max Upward Total Deflection -0.074 in Ratio= 973>=240. Ove`ralt_Maxlmum Deflections = Load Combination Span Max."-"Defl Location in Span Load Combination Max."+"Defl Location in Span +D+0.750L+0.750S+0.450W+H 1 0.2310 3.022 0.0000 0.000 Ve_rt41Ca Reactions 1, . Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 0.203 0.203 Overall MINimum 0.029 0.029 +D+H 0.029 0.029 ., +D+S+H 0.179 0.179 +D+0.60W+H 0.111 0.111 +D-0.60W+H -0.053 -0.053 +D+0.750L+0.750S+0.450W+H 0.203 0.203 +D+0.750L+0.750S-0.450W+H 0.080 0.080 3 a ® t eP gu:€„ '" a''�-'x`.5''%0 3 `�s; ` '" . ,.a ' r�..: v"" "'E',r '.` ""'` 4Q® �� - ile dcad�13tQ1849D tersta a oo6ng ago ab1S to talo ec8 �' ; -,.a; ` : ' � - $ r... "GSA _ $30 6;8ui1d. ; 7. gr6667,�a Lic.#:KW-06006865 Licensee:CIDA INC. Description: CANOPY JOISTS Vel ICal Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 +0.60D+0.60W+0.60H 0.099 0.099 +0.60D-0.60W+0.60H -0.065 -0.065 D Only 0.029 0.029 S Only 0.150 0.150 W Only 0.137 0.137 -W -0.137 -0.137 4:= 15895 SW 72ND AVENUE,SUITE 200 PORTLAND,OREGON 97224 All TEL:503.226.1285 FAX:503.226.1670 LIE-MAIL:info@cidainc.com ARCHITECTURE 1 PROJECT NAME: �Y(� ��G �i l ENGINEERING Pao (30 J/ / SHEET Ci ?L A.'J h:ING t �/l TITLE: INTERIORS By: R. • H Ill' Z7 DATE: Z GQ / / � , j �T1SSc 4,1 Y✓1 -rot-a,1 -4 , 1 T T : , -,` 1 i I A I ' i 1 7 i ) II 1 6� t —I 44' , 4 .---!---viiii:-Tra-Miir 71-77 : : , ! :4! :4 4 i it s'i , I PPU 0_ SC 0,`t 1 x4 I T 1- 1 d 3 l fi�1 5 4 ! K ��,�6 IZ ( -/, , 6 j,0b1 / 17 ) I _ 6s[i T t ' i � 83K 18 t e , � - L i I I I I 4 14 � 'DOZ_" 1 o� 5ee orf fcc - -' � Q� Side b�Clpl: -.--i I tT — P= 1 �ron t_ _"(L:,:;:::Th NI� (� r� 3 � t 2� p,2 2 1 s5 ,1- i- I I T I P l r i"Ic + 2G, 8 ib � �7 71 =r- 1� 2 .� 1 t , --\ ! .,---T,T-4--,-i--. I ly ) 'j _Yli,‘,.14;tt '15V106LOP.- 2 i /1 (.3' —l I f Q _1 ; i 1,24e±r 1 7-- 1, 1 {_ ) 5!c 0, � tZ� <I1 'r 1 1 I i f I � r T —5r — — , _ ! iil -1 L.__ I i l I i I i l I I j — I 11 ! _ j T I I s I I I I ' fi i — I — - 1 -. G5 ' VJlt `13�1 's _ asterPan\Stl` talc cfi s3 �� _ s :A ER(3LC6f3ultd 6i 6'7, C 6=6�.. Lic.#: KW-06006865 Licensee:CIDA INC. Description: CANOPY FRONT BEAM CODE REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013,ASCE 7-10 Load Combination Set:ASCE 7-10 Material Properties Analysis Method: Allowable Stress Design Fb-Tension 2,400.0 psi E:Modulus of Elasticity Load Combination ASCE 7-10 Fb-Compr 1,850.0 psi Ebend-xx 1,800.0 ksi Fc-Prll 1,650.0 psi Eminbend-xx 950.0 ksi Wood Species : DF/DF Fc-Perp 650.0 psi Ebend-yy 1,600.0ksi Wood Grade :24F-V4 Fv 265.0 psi Eminbend-yy 850.0 ksi Ft 1,100.0 psi Density 31.20pcf Beam Bracing : Beam is Fully Braced against lateral-torsional buckling D(0.019)S(0.075)W(0.068) • 5.5x9 Span=20.0 ft Applied,Loads, Service loads entered.Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load: D=0.0190, S=0.0750, W=0.0680, Tributary Width=1.0 ft DESIGNSUMMARY,....: __ Desi•n OK Maximum Bending Stress Ratio = 0.307. 1 Maximum Shear Stress Ratio = 0.097 : 1 Section used for this span 5.5x9 Section used for this span 5.5x9 fb:Actual = 846.26 psi fv:Actual = 29.42 psi FB:Allowable = 2,760.00psi Fv:Allowable = 304.75 psi Load Combination +D+S+H Load Combination +D+S+H Location of maximum on span = 10.000ft 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 0.452 in Ratio= 531>=360 Max Upward Transient Deflection -0.409 in Ratio= 586>=360 Max Downward Total Deflection 0.702 in Ratio= 341>=240. Max Upward Total Deflection -0.138 in Ratio= 1735>=240. Overa(1 Maximum Deflections Load Combination Span Max.°"Defl Location in Span Load Combination Max."+"Defl Location in Span +D+0.750L+0.750S+0.450W+H 1 0.7019 10.073 0.0000 0.000 VerttcAl Reactiacs Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 1.166 1.166 Overall MINimum -0.111 -0.111 +D+H 0.297 0.297 +D+S+H 1.047 1.047 +D+0.60W+H 0.705 0.705 +D-0.60W+H -0.111 -0.111 +D+0.750L+0.750S+0.450W+H 1.166 1.166 +D+0.750L+0.750S-0.450W+H 0.554 0.554 G� m m[ m >° a�: r 1 dei �a+ m 1to1 00 Interst 'oofi g M `te P antStruc ral�cal�e Lic.#: KW-06006865 Licensee:CIDA INC. Description: CANOPY FRONT BEAM Vertical GactiOns Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 +0.600+0.60W+0.60H 0.586 0.586 +0.600-0.60W+0.60H -0.230 -0.230 D Only 0.297 0.297 S Only 0.750 0.750 W Only 0.680 0.680 -W -0.680 -0.680 G7 ., �® � ! 8; �e ^°,�x r � :: �" i„ Y ,�`,� a',�'t,F� . d�� 1 8,Du Bit t8��.{i.a 3S�'r 8 1lUG 8�C31"E(� T.'(-=.. ,,..t ,..�„..., m3 ., ,.A < ,.f �''' i 'VO , `r= `'n�,,�t s -® 9 0 6 6 7 W6- ::.-V1 Lic.#: KW-06006865 Licensee:CIDA INC. Description: Canopy Column Code lefererces, ,.._ , v ,v __. b . Calculations per 2012 NDS, IBC 2012, CBC 2013,ASCE 7-10 Load Combinations Used :ASCE 7-10 General lriforma#t_on'va, _ .. 1, '° . _ . Analysis Method: Allowable Stress Design Wood Section Name 6x6 End Fixities Top& Bottom Pinned Wood Grading/Manuf. Graded Lumber Overall Column Height 5.333 ft Wood Member Type Sawn (Used for non-slender calculations) Wood Species Baldcypress Exact Width 5.50 in Allow Stress Modification Factors Wood Grade No.2 Exact Depth 5.50 in Cf or Cv for Bending 1.0 Fb Tension 625 psi Fv 175 psi Area 30.250 in^2 Cf or Cv for Compression 1.0 Fb-Compr 625 psi Ft 425 psi lx 76.255 inM Cf or Cv for Tension 1.0 Fc-HI 600 psi Density 26.21 pcf ly 76.255 in^4 Cm:Wet Use Factor 1.0 Ct:Temperature Factor 1.0 Fc-Perp 615 psi Cfu E:Modulus of Elasticity... x-x Bending y-y Bending Axial Kf:::Flat Built-up p Factor 1.0 columns 1.0 NDS 15.3.2 Basic 1000 1000 1000 ksi Use Cr:Repetitive? No Minimum 370 370 Brace condition for deflection(buckling)along columns: X-X(width)axis: Fully braced against buckling along X-X Axis Y-Y(depth)axis: Fully braced against buckling along Y-Y Axis Applied Loads ? .,`, Service loads entered. Load Factors will be applied for calculations. Column self weight included:29.363 lbs*Dead Load Factor AXIAL LOADS... Axial Load at 5.333 ft,Xecc=0.50 in,Yecc=0.50 in,D=0.30,S=0.7470,W=0.6890 k BENDING LOADS... Lat. Uniform Load creating Mx-x,W=0.2340 k/ft DESIGN SUMMARY ., i , r. . Bending&Shear Check Results PASS Max.Axial+Bending Stress Ratio = 0.2297:1 Maximum SERVICE Lateral Load Reactions.. Load Combination +D+0.60W+H Top along Y-Y 0.6186 k Bottom along Y-Y 0.6293 k Governing NDS Forumlaip+Mxx+Myy, NDS Eq.3.9- Top along X-X 0.009144 k Bottom along X-X 0.009144 k Location of max.above base 2.756 ft Maximum SERVICE Load Lateral Deflections... At maximum location values are... Along Y-Y 0.05762 in at 2.684 ft above base Applied Axial 0.7428 k for load combination: W Only Applied Mx 0.5139 k-ft Applied My 0.01536 k-ft Along X-X 0.002034 in at 3.114 ft above base Fc:Allowable 960.0 psi for load combination:+D+0.750L+0.750S+0.450W+H Other Factors used to calculate allowable stresses... PASS Maximum Shear Stress Ratio= 0.04486:1 Bending Compression Tension Load Combination +D+0.60W+H Location of max.above base 0.0 ft Applied Design Shear 18.841 psi Allowable Shear 280.0 psi Load Combination Results . , Maximum Axial+Bending Stress Ratios Maximum Shear Ratios Load Combination C D C p Stress Ratio Status Location Stress Ratio Status Location +D+H 0.900 1.000 0.02016 PASS 0.0 ft 0.000492 PASS 5.333 ft +D+S+H 1.150 1.000 0.05505 PASS 5.333 ft 0.001344 PASS 5.333 ft +D+0.60W+H 1.600 1.000 0.2297 PASS 2.756 ft 0.04486 PASS 0.0 ft +D+0.750L+0.750S+0.450W+H 1.600 1.000 0.1855 PASS 2.828 ft 0.03423 PASS 0.0 ft +0.60D+0.60W+0.60H 1.600 1.000 0.2273 PASS 2.720ft 0.04475 PASS 0.0 ft (7): Z a C UYI [e *- a e ' ri f poem aes Ian1St.F uiaa: 6 u2 576 _ . Lic.#:KW-06006865 Licensee:CIDA INC. Description: Canopy Column a Maximum Reactions - y Note:Only non-zero reactions are listed. X-X Axis Reaction Y-Y Axis Reaction Axial Reaction Load Combination @ Base @ Top @ Base @ Top @ Base +D+H 0.002 -0.002 k 0.002 -0.002 k 0.329 k +D+S+H 0.008 -0.008 k 0.008 -0.008 k 1.076 k +D+0.60W+H 0.006 -0.006 k 0.380 0.369 k 0.743 k +D+0.750L+0.750S+0.450W+H 0.009 -0.009 k 0.290 0.272 k 1.200 k +0.60D+0.60W+0.60H 0.005 -0.005 k 0.379 0.370 k 0.611 k D Only 0.002 -0.002 k 0.002 -0.002 k 0.329 k S Only 0.006 -0.006 k 0.006 -0.006 k 0.747 k W Only 0.005 -0.005 k 0.629 0.619 k 0.689 k Maximum Deflections for Loads Combinations 4,x, Load Combination Max.X-X Deflection Distance Max.Y-Y Deflection Distance +D+H 0.0005 in 3.114 ft 0.001 in 3.114 ft +D+S+H 0.0018 in 3.114 ft 0.002 in 3.114 ft +D+0.60W+H 0.0012 in 3.114 ft 0.035 in 2.684 ft +D+0.750L+0.750S+0.450W+H 0.0020 in 3.114 ft 0.027 in 2.720 ft +0.60D+0.60W+0.60H 0.0010 in 3.114 ft 0.035 in 2.684 ft D Only 0.0005 in 3.114 ft 0.001 in 3.114 ft S Only 0.0013 in 3.114 ft 0.001 in 3.114 ft W Only 0.0012 in 3.114 ft 0.058 in 2.684 ft Sketches.,. x .. .... " ,ItAix Loads (7) I , , ox M .n co, _y MI n t 6X6 _..ti aa3ki.- + ' 5.50 in Loads are total entered value.Arrows do not reflect absolute direction. i