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Specifications (20)
I CE Ct7Pv (,,- REESE SECURITY TIGARD, OR II STRUCTURAL CALCULA"KIONS I RECEIVED FEB 212018 DESIGN CRITERIA: DC1-DC9 ROOF FRAMING: RF 1-RF 18 CITY OF TIGARD 2ND FLOOR FRAMING: FF1-FF34 BUILDING DIVISION FOUNDATION DESIGN: FD1-FD18 It fi art , WALL FRAMING: WF1-WF54 rvCISf' PRIMARY LATERAL: PL1-PL14 t'N. ',- SHEAR WALLS: SW1-SW52 6,E STAIRS: ST1-ST21 CANOPIES: C 1-C34 !' 44, 0 ,1tia.G. �. ` � '~�.....j �':��� (255 PAGES TOTAL INCLUDING COVER SHEET) EXPIRES: r4,/ February 12, 2019 1 PROJECT NUMBER: 170300.02 I 0 ,, 1991r NE I 15895 SW 72ND AVE SUITE 200 PORTLAND,OR 97224 PHONE:503.226.1285 IFAX:503.226.1670 INFO @CIDAINC.COM W W W.CIDAINC.COM I I - , :1;,,::::;04:00 :WARON' 15895 SW 72ND AVENUE,SUITE 200 ImInbmws PORTLAND,OREGON 97224 ,aiegiiiiM%Akt BEINEMS TEL:503.226.1285 FAX:503.226.1670 P ..„„........,........................,_ E-MAIL:info@cidainc.com momatow, PROJECT NAME: fx•-e5e- Setu ;fy ['Rot.No. 110300.0 2. SHEET R F 1 ,• TITLE: BY: ANq DATE: iii748, . , I'IITI'' I : : : . 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I i , r , Z .1C 1 1 R )173 KJ 17 • • R.. i ' , , 32 6- •- . • • : . . • . . I i t .. 4inaii, 1 , 1 I I 1 , .••• . . t; i - 2..!: - - :• , .. ,1-..-±:it, i 1 t .I A i -I, ,i• 154/ 2-Z •1) 0/A9 ' '' ' ----- •-i •••••+••• 4:-• - i --t- A ; ± i •+- : ,: , , , , ! . , . • : ..„, , ,,. .,.41,M. 1 '. 25±.O' 1 '- i :I.'4,1_1;4._ .t1. ,,,i..! -1 ..! • ! , ,,,J • A I _ l' 1 1.1.11 - p Ozt< vols. 1i 151in . , .k-- --1122.4.• ii i a ' 1 , 1 4, -4- --t 1, . -4.. 44 , 4 ,1... „....„. :1(4) ' ---- Iv 641. . - ( I" •f.' ..,,..., ..4„. _44 _4„.. _1_4_1 --,- . : 14 I 11i ,i...11...,<Iri tt--n 'Pi" ik 14701- 14 2. ipti I • . • • • ----f 1 4-, -i .....i_ ...r. ..i. ....I. 1 I : • „ • I 1 . . • • . • 4---4—t 1 ' /40 '0.6'W Iro 1 1 : . 1 , r I - -I• t- 4 :i-----i -4- -t -i- - ' i -4- , 1 , 1 ( i , , , 1 , -Z 8tic 1 ! ! kip, 7,101k -"el, ';01747-m- . --4- -4- 4 • 4 iI 1.- ± ---I- • 1-!!! -1- - . 1 • i : 1 . - . , 1 . 1 . i ! : ! • • • ! ! '!H-11 .4.- 4-4 -I- • -4 -4- 41 ! , -4- . ! : : :•• : . 4--- ' -4 4-• 4 l' •t• 4-- –1--------i-, : i . 1 , , • 1 1-------r-- J••• j i : : , ! i• ,.. t.., • i : . t .t % . ...„... 4._...1.4.. .4! IN2ilifft(. 7 :11 N1-to,01 k• - .0),t)i , 1 . • I. ---h- --i .45. , , , • 42 ., e,, , = , . . - —741 11111111111..M.O. t. . 1 '------• Y54 rrinr a 431 0)4 yll&.xif 13 pOt,' 50. 1-477 r- I • ;• : I , , 1 i • _ . 49#1"- CdSPECProject: Project Location: Type: Roof Joist Folder: Folder Date: 9/26/18 7:26 AM RedSpecTm by RedBuiltTM Designer: i17.1.6 Comment: Kt=a 20" Red-LTM @ 16" o.c. This product meets or exceeds the set design controls for the application and loads listed This truss design is feasible. The finished design shall be produced by RedBuilt Engineering. All open-web trusses are custom III designed to carry the specific design loads for each project. Actual truss capacity when fabricated is limited to that required to resist the specific loads. Do not use this analysis to verify the capacity of existing trusses. DEFLECTIONS(in) % Design Allow. Design Allow. Pass/Fail Span Live 73% 1.451 2.000 L/331 L/240 PASS Span Total 81% 2.164 2.667 L/222 L/180 PASS SUPPORTS Support 1 Support 2 Live Reaction(lb)(DOL%) 951 (115) 874(115) Dead Reaction(lb) 460 460 Total Reaction(Ib)(DOL%) 1410(115) 1334(115) Net Uplift Reaction(Ib)(DOL%) -173(160) -173(160) Bearing Top Chord Top Chord Support Beam Beam Bearing Clip 6"No-Notch 6"No-Notch Clip Clip Approx.Clip Height 1.5" 1.5" Approx.Clip Width 7.1875" 7.1875" Assumed Bearing Width 3.5" 3.5" SPANS AND LOADS Dimensions represent horizontal clear span. Member Slope:0/12 IA 40'-0.0" APPLICATION LOADS Type Units DOL Live Dead Partition Tributary Member Type Uniform psf Snow(115%) 25 17 0 16" Snow Roof Joist ADDITIONAL LOADS Type Units DOL Live Dead Location from left Application Comment Uniform psf Wind(160%) -28.1 0 0'-0.0"to 40'-0.0" Adds To UPLIFT Uniform psf Snow(115%) 4.1 0 28'-0.0"to 40'-0.0" Adds To DRIFT A Uniform psf Snow(115%) 10.9 0 0'-0.0"to 28'-0.0" Adds To DRIFT B NOTES •Building code and design methodology: 2015 IBC ASD(US). •No repetitive member increase applied in design. •Truss design includes consideration for partial span application live load. •Continuous lateral support required at top edge. Lateral support at bottom edge shall be per RedBuilt recommendations. •Pricing Load(plf) = 68 •Pricing Index(plf) =45 I I E \adcadd\17\0300.00 Reece Security-Phase 2\Structural\Reese Security red q/25/2018 7:26:07 AM Project: Folder Roof Joist Page 1 of 1 ne products noted are intended for interior,untreated,non-corrosive applications with normal temperatures and dry conditions of use,and must be installed in 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 RedBuilt'" associate. PRODUCT SUBSTITUTION VOIDS THIS ANALYSIS. RedBuilt'",RedSpec'",Red-I'",Red-I45'",Red-I45L'",Red-I58'",Red-I65'",Red-I65T"",Red-I90'",Red-I90H'",Red-I90HS'",Red-L'",Red-LT'",Red- W'",Red-S'",Red-M'",Red-H'",RedLam'",FloorChoice'"are trademarks of RedBuilt LLC,Boise ID,USA. Copyright©2010-2017 RedBuilt LLC.All rights reserved. I Project Title: Engineer: Project ID: Project Descr: .... - - R3. .. Steel Beam File-E:\adcadd11710300.00 Reece Security-Phase 21Stnu tuural\Framrong.ec6. Software copyright ENERCALC,INC.1983-2018,Build:10.18.8.25. Lit.#: KW-06006855Licensee:CIDA INC. Description: Long Girder with single column line roof CODE REFERENCES ICalculations per AISC 360-10, IBC 2015,CBC 2016,ASCE 7-10 Load Combination Set: IBC 2018 Material Properties I 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 a WD04S .014) o r((I ; za) a o o o W24x55 1 AN Span=34.50 ft Applied Loads Service loads entered.Load Factors will be applied for calculations. I Beam self weight NOT internally calculated and added Uniform Load: D=0.0170, S=0.02535 ksf, Tributary Width=40.0 ft Uniform Load: W=-0.9542 k/ft,Extent=0.0--»32.50 ft, Tributary Width=1.0 ft,(W1) I Uniform Load: W=-0.02807 ksf,Extent-32.50--»34.50 ft, Tributary Width=40.0 ft,(W2) I DESIGN SUMMARY Desi•n OK Maximum Bending Stress Ratio = 0.754: 1 Maximum Shear Stress Ratio= 0.174: 1 Section used for this span W24x55 Section used for this span W24x55 Ma:Applied 252.035 k-ft Va:Applied 29.222 k Mn/Omega:Allowable 334.331 k-ft Vn/Omega:Allowable 167.461 k I Load Combination +D+S Load Combination +D+S Location of maximum on span 17.250ft 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 0.828 in Ratio= 499>=360 Max Upward Transient Deflection -0.469 in Ratio= 882 >=360 I Max Downward Total Deflection 1.386 in Ratio= 299>=240 Max Upward Total Deflection -0.135 in Ratio= 3061 >=240 Maximum Forces&Stresses for Load Combinations Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span# M V Mmax+ Mmax- Ma Max Mnx Mnx/Omega Cb Rm Va Max Vnx Vnx/Omega D Only Dsgn.L= 34.50 ft 1 0.303 0.070 101.17 101.17 558.33 334.33 1.00 1.00 11.73 279.66 167.46 +D+S Dsgn.L= 34.50 ft 1 0.754 0.174 252.04 252.04 558.33 334.33 1.00 1.00 29.22 279.66 167.46 I +D+0.60W Dsgn.L= 34.50 ft 1 0.048 0.011 15.89 15.89 558.33 334.33 1.00 1.00 1.85 279.66 167.46 +0+0.7505+0.450W IDsgn.L= 34.50 ft 1 0.450 0.104 150.36 150.36 558.33 334.33 1.00 1.00 17.44 279.66 167.46 +0.60D+0.60W Dsgn.L= 34.50 ft 1 0.074 0.018 -24.58 24.58 558.33 334.33 1.00 1.00 3.03 279.66 167.46 0.600 Dsgn.L= 34.50 ft 1 0.182 0.042 60.70 60.70 558.33 334.33 1.00 1.00 7.04 279.66 167.46 Overall Maximum Deflections Load Combination Span Max."-Deft Location in Span Load Combination Max.'+'Deft Location in Span 1 +D+S 1 1.3855_. 17.349 0.0000 0.000 Project Title: Engineer: Project ID: Project Descr: R�4 File=E::adcadd11710300.00 Reece Security-Phase 24 Slnicturallframing.ec6. tee! Beam Software.� ENERCALC,INC.1983-2018,Build:10.18.8.25. Lic.#: KW-06006865 Licensee: CIDA INC. I Description: Long Girder with single column line roof Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 29222 29.222 Overall MINimum 1.848 1.658 D Only 11.730 11.730 +D+S 29.222 29.222 +D+0.60W 1.848 1.658 +0.60D+0.60W -2.844 -3.034 S Only 17.492 17.492 W Only -16.470 -16.787 1 I I I I I I I 1 I I I I 15895 SW 72ND AVENUE,SUITE 200 0. PORTLAND,OREGON 97224 TEL:503,226.1285 FAX:503.226.1670 CIE-MAIL:info@cidainc.com p-y / (�� PROJECT NAME: + 4e5 ..__..Se .V"I ...1 .�.... PRO).No. + L 363°. SHEET 1 V TITLE: ----y-..... ... Br 1 /V ..._....__.__._......___............................_._.__e_-___._....._...._...____..__. DATE: /C/1 I ,. �e � V5�i ii • W 7 • £i al .". ‘1.-- w T. .,.., , , : , —I- 1 W { i 11 • a • „ : 1111 li : ,, , •,_ ':, 4 i ”, t T' -.' 1.. : ---..1.---.4.9 Ni ... � --`—. oma..., .,.,,----..e..«..d. ..�.. .. _ ___ 111 (�: �j y� I�dJ--� QL1 �et — 16 "' r a! 5 2i5 .57 w -ZgdO7 e5f • I W p S To4e 11� Ill ..._._r i Ww•wt Z3 I�'�33�,( / ,�p VtrJ r►-,mow 37,�f3�Ol� (I„ow) • • 2 (\doe�n, (q1 )17 135 ) /zz7 fb) • V - az is o. 6 D 04 W TQ+t.I 14 = G.it'rk, g= (55 4/-qt h - 36 z,4 aka / S'wrpsane , . , , or 5016 h tr s `/ / Q49'4 160 0. 3z a, T. 9,16f4 z zt�o 0 ife" 1x4 ia 6 _.........._5—:_& . K. e . > — — _,.- z 4 1 • Ilr-- , :•• e Project Title: Engineer: Project ID: Project Descr: rkF I NOod Beam File=E:ladcadd11R0300.00 Reece Security-Phase 21StructuratFraming.ec6 . Software..1,right ENERCALC,PIC.1983-2018,Build.10.18.12.13. Lic.#: KW-06006865 Licensee: CIDA INC. Description: Penthouse joists CODE REFERENCES Calculations per NDS 2015, IBC 2015, CBC 2016,ASCE 7-10 Load Combination Set ASCE 7-10 Material Properties Analysis Method: Allowable Stress Design Fb+ 900.0 psi E:Modulus of Elasticity Load Combination ASCE 7-10 Fb- 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 31.210pcf Beam Bracing : Beam is Fully Braced against lateral-torsional buckling Repetitive Member Stress Increase D(0.022661)S(0.033325)W(-0.03741731) I a a .a I II 2x6 Al Span=8.125 ft I - Applied Loads Service loads entered.Load Factors will be applied for calculations. Uniform Load: D=0.0170, S=0.0250, W=-0.02807 ksf, Tributary Width=1.333 ft DESIGN SUMMARY Desi•n OK Maximum Bending Stress Ratio = 0.474 1 Maximum Shear Stress Ratio = 0.178 : 1 111 Section used for this span 2x6 Section used for this span 2x6 fb:Actual = 733.08 psi fv:Actual = 36.83 psi FB:Allowable = 1,547.33psi Fv:Allowable = 207.00 psi Load Combination +D+S Load Combination +D+S Location of maximum on span = 4.063ft Location of maximum on span = 0.000 ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection 111 Max Downward Transient Deflection 0.099 in Ratio= 987>=360 Max Upward Transient Deflection -0.067 in Ratio= 1465>=360 Max Downward Total Deflection 0.166 in Ratio= 587>=240 Max Upward Total Deflection -0.026 in Ratio= 3715>=240 Overall Maximum Deflections Load Combination Span Max. 'Deti Location in Span Load Combination Max."+"Defl Location in Span +D+S 1 0.1659 ......._ 4.092 0.0000 0.000 Vertical ReactionsSupport notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 0.227 0.227 Overall MINimum 0.135 0.135 D Only 0.092 0.092 . +D+S 0.227 0.227 +D+0.750S+0.450W 0.125 0.125 +0.60D+0.60W -0.036 -0.036 S Only 0.135 0.135 W Only -0.152 -0.152 I 15895 SW 72ND AVENUE,SUITE 200 -, 4 , f PORTLAND,OREGON 97224 TEL:503.226.1 285 FAX:503.226.1670 „ E-MAIL:info@cidainc.com 11 PROJECT NAME: f _"e.--5V Se,C.NM 1�� PRO;.NO. 110?ODr t/ SHEET _KY? TITLE: -_ BY: j/Y I 1 DATE: 1/4e/lc( ii____ 1-1,e‘kje,r, .g j;V ,tor :Skate 1.y' 120A •Z ... wu,” ).ps I , ri,�YJ6v- 1qf )7fsf SL2 'W yrs 6v S l/L/.. , )4.... . t r 4 1 w v ), v, ,,,,_ to 7 z 2r1 . wo, 1 '#49zlF (14oW D 5 ro'FA l 461? 6.4W T6f c __ owri, - ((.`,1 V ZiiO k/3.417IK. , K,t,p'-(. ;!oZ 1c/ /r2' 1(1-2-51 119 35X118 I r _. urse Siwin MNGtgK Han5cr okay for 3q/0 lb 'dawn. _.. ) 70; lb upf;(f- M �o�� Teva ov S�ac�' T4 16 d s int l 2. , Qri /� 45e V/Z 1 =(zo1w2 , no 40210 2.13ft 26,!7-r+- L2a- z,pct. R. Rt rz _._(1.7/ K/2,26 1c/3.R1K) I 17 5 Tu414i _ -- CT; I k /1. 1-doWR - 3z 2,7Z K (4) 31, 57 I C (1.0w) 5;mpso►t HuGaGly-sys �` r I Rydon.= (z ) )c/2e5714/ ,92K ) U1 y £or. . dow° '1' °.._. .. I. Ib n,. t_w26471 (La W5 R, =(=(o,i ' K `0,7tfkl®, I 1c) J .w'.-2.�I36 .dw K =(l,g 1 k -1 it6 k / a 05 lc�_ Jci- 6-4 ' ", �sp) .5,1k 4rz/t 4 V = 't,761K ... ___________ ________ , , _ g m =-- it,iik-spi- _ , , " ©t5;h 4co` It333in7L.-Vic _1•`�' Zi ` z Z1� m U � 4T-141-z G'. gzzu r caw�e- z 4 �_ (tLt/ 512. __1 q k2.. 1S a. "f. i SGc r641 'avis.I.�YL Y�exf 3 !i GSA, III ' r IWSPECProject: Project Type: Roof header Location: 1, Folder: Folder Date: 1/8/19 6:47 AM rRedSpec'" by RedBuiItTM Designer: 7.1.6 Comment: 3.5 x 11.875 RedLamTM LVL 2.0E This product meets or exceeds the set design controls for the application and loads listed DESIGN CONTROLS % Design Allow. DOL Combination Pattern Pass/Fail 1 Shear(lb) 35% 3137 9081 Snow(115%) 1.0D+1.OS All Spans PASS Positive Moment(ft-lb) 41% 9410 22887 Snow(115%) 1,OD+1.OS All Spans PASS Negative Moment(ft-lb) 2% -615 31840 Wind(160%) 0.6D+0.6W All Spans PASS DEFLECTIONS(in) % Design Allow. Design Allow. Combination Pattern Pass/Fail Span Live 29% 0.092 0.317 L/999+ L/360 1.OD+1.OS All Spans PASS Span Total 34% 0.161 0.475 L/707 L/240 1.0D+1.OS All Spans PASS SUPPORTS Support 1 Support 2 Live Reaction,Critical(Ib)(DOL%) 2256(115) 2256(115) Il Dead Reaction(Ib) 1706 1706 Total Reaction(lb)(DOL%) 3962(115) 3962(115) Net Uplift Reaction(Ib)(DOL%) -259(160) -259(160) Bearing Flush Flush Support Beam Beam Req'd Bearing(in) 1.51 1.51 HANGERS Model Top Face Member Header Size ` Left HHUS48 22-10d 8-10d LVL DF/SP 3.5x11.875 Right HHUS48 22-10d 8-10d LVL DF/SP 3.5x11.875 SPANS AND LOADS Dimensions represent horizontal design spans. Member Slope: 0/12III Er r A 9'-6.0" APPLICATION LOADS i Type Units DOL Live Dead Partition Tributary Member Type Uniform psf Snow(115%) 475 347 0 1'-0.0" Snow Roof Beam ADDITIONAL LOADS Type Units DOL Live Dead Location from left Application Comment Uniform plf Wind(160%) -449.9 0 0'-0.0"to 9'-6.0" Adds To NOTES III • Building code and design methodology: 2015 IBC ASD(US). • No repetitive member increase applied in design. • Support bearing length requirements must be checked separately. • Continuous lateral support required at top and bottom edge. • Net uplift(see reactions) requires additional connector consideration. 1 II I E:\adcadd\17\0300.00 Reece Security-Phase 2\Structural\Reese Security.redIii lir '/8/2019 6:47:36 AM Project: Folder: Roof header Page 1 of 1 '` the products noted are intended for interior,untreated,non-corrosive applications with normal temperatures and dry conditions of use,and must be installed in 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 RedBuilt" associate. PRODUCT SUBSTITUTION VOIDS THIS ANALYSIS. RedBuilt",RedSpec",Red-I",Red-I45",Red-I45L",Red-I58",Red-I65",Red-I65T",Red-I90",Red-I90H'",Red-I9OHS'",Red-L'",Red-LT",Red- W'", Red-S",Red-M'",Red-H",RedLam",FloorChoice"are trademarks of RedBuilt LLC,Boise ID,USA. Copyright©2010-2017 RedBuilt LLC.All rights reserved. Animinummm 1/ Project Title: Engineer: Project ID: Project Descr: RF 49( � NOOd Beam File=E:ladcadd11710300.00 Reece Security-Phase 21 Structuraf1Framing.ec6. Software copyri h t ENERCALC,INC. 983.2018,Build:10.18.12.13. 1 Lic.#: KW-06006865 Licensee: CIDA INC. Description: Roof Joist each side of Elevator shaft CODE REFERENCES ICalculations per NDS 2015, IBC 2015, CBC 2016,ASCE 7-10 Load Combination Set:ASCE 7-10 Material Properties Analysis Method: Allowable Stress Design Fb+ 2,400.0 psi E:Modulus of Elasticity I Load Combination ASCE 7-10 Fb- 1,850.0 psi Ebend-xx 1,800.Oksi Fc-PrIl 1,650.0 psi Eminbend-xx 950.0ksi Wood Species : DF/DF Fc-Perp 650.0 psi Ebend-yy 1,600.0ksi I Wood Grade :24F-V4 Fv 265.0 psi Eminbend yy 850.0 ksi Ft 1,100.0 psi Density 31.21opcf Beam Bracing : Beam is Fully Braced against lateral-torsional buckling I sfo.0074648 D(1.71)S(2.36)W(-2.13810.201)S(0 2 1)W(-0.2667) 3-a�.0) c D(0.022661)S(0.0333 25)W(-0.031 56544) 0 0 i ( 5.5x19.5 A 1 Span=40.0 ft Applied Loads Service loads entered.Load Factors will be applied for calculations. Beam self weight calculated and added to loads I Uniform Load: D=0.0170, S=0.0250, W=-0.02368 ksf, Tributary Width=1.333 ft,(w) Varying Uniform Load: S=0.00560->0.0 ksf,Extent=0.0--»2.833 ft. Trib Width=1.333 ft,(drift A) Point Load: D=0.2010, S=0.2810, W=-0.2667 k @ 37.290 ft,(P1) Point Load: D=1.710, S=2.260, W=-2.138 k @ 29.0 ft,(P2) III DESIGN SUMMARY Desi•n OK Maximum Bending Stress Ratio = 0.636 1 Maximum Shear Stress Ratio = 0.220 : 1 Section used for this span 5.5x19.5 Section used for this span 5.5x19.5 I fb:Actual = 1,556.40 psi Iv:Actual - 66.93 psi FB:Allowable 2,447.78 psi Fv:Allowable = 304.75 psi Load Combination +D+S Load Combination +D+S 0 Location of maximum on span = 28.905 Span of maximum on span - 38.394 ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward Transient Deflection 0.978 in Ratio= 490>=360 I Max Upward Transient Deflection0.555 in Ratio= 864>=360 Max Downward Total Deflection 1.912 in Ratio= 250>=240 Max Upward Total Deflection -0.003 in Ratio= 171086>=240 IOverall Maximum Deflections Load Combination Span Max.''Deft Location in Span Load Combination Max.'+'Deft Location in Span I +D+S 1 1.9125 21.460 0.0000 0.000 Vertical ReactionsSupport notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 2.719 4.912 I Overall MINimum -1.237 -2.430 D Only 1.402 2.345 Project Title: Engineer: I Project ID: Project Descr: _ ffla i ,`..,, File=E:ladcadd11710300.00 Reece Security-Phase 21SwcturalfRaming.ec6. Vogt! Bean) Software copyril I ENERCALC,INC.1983-2018,Buiid:10.18.12.13. Lic.#: KW-06006865 Licensee:CIDA INC. Description: Roof Joist each side of Elevator shaft Vertical Reactions Support notation:Far left is#1 Values in KIPS Load . e� _.. Combination Support 1 Support 2 +D+S 2.719 4.912 1 +0+0.60W 0.660 0.887 +0+0.750S+0.450W 1.833 3.177 +0.600+0.60W 0.099 -0.051 S Only 1.317 2.567 W Only -1.237 -2,430 I I I I I I I I i I I I ( I ... , AAW...al ,4. 15895 SW 72ND AVENUE,SUITE 200 PORTLAND,OREGON 97224 • TEL:503.226.1285 FAX:503.226.1670 OE-MAIL:info@cidainc.com t' ,.„.,,„„,,../. PROJECT NAME: -+'. _ ., ., 1 j 1 l O 3(!O, V 11 S eRri PRor.No (Z SHEET %i ','t, '�jt q TgLE By: Riv, 1 DATE: )1Y/� Header �nrci� � q, • _ , _ trl lt_ , Duran t2 f psi 1 w a �_ _gy, Tri ' Zria — � �-, t. 7r. — �sS - i�l' - (5, r1,0fa:(2-t4 , 1')/2..0 111 �_ �_ _ • lI32t / Z �lZ , 5 k r (7 K ( w)- co =(40z-VP75airriqct z A li/ nd - -4 7`f war i�Ow) .. •IlL • l l q 5-V 2 _1 t Ic/'t,06 I ) (C,.up 'I I7K1 I,l K -a 02k) kl2� 't lc) pp .. . Rown ),22!C t, Z h� ?l1,�3 {'i 'Pi 51‹/-6, Z • • '''E - 7, =,-a= . Project Title: i Engineer: Project ID: Project Descr: _ KM-- I. . File=E:ledcaddd1710300.e0 Reece Security-Phase 21Shuc ural1Framing.ec6. Alood BeamSoftware ENERCALC,INC.1983.2018,Build:10.18.12.13. Lic.#: KW-06006865 Licensee:CIDA INC. Description: 4'-0"I-leader Below Beam CODE REFERENCES Calculations per NDS 2015, IBC 2015, CBC 2016,ASCE 7-10 Load Combination Set:ASCE 7-10 Material Properties Analysis Method: Allowable Stress Design Fb+ 2,400.0 psi E:Modulus of Elasticity Load Combination ASCE 7-10 Fb- 1,850.0 psi Ebend-xx 1,800.0ksi Fc-Prll 1,650.0 psi Eminbend-xx 950.0ksi Wood Species : DFIDF Fc-Perp 650.0 psi Ebend-yy 1,600.0 ksi Wood Grade :24F-V4 Fv 265.0 psi Eminbend-yy 850.0 ksi Ft 1,100.0 psi Density 31.210 pcf Beam Bracing : Beam is Fully Braced against lateral-torsional buckling D(1.32)S(1 24)W( 1 17) I 1 D(0.412)S(0.508 W(-0.474) I 3-2x10 A I Span=4.50 ft Service loads entered.Load Factors will be applied Loads for calculations. Uniform Load: D=0 4120, S=0.5080, W=-0.4740, Tributary Width-1.0 ft Point Load: D=1.320, S=1.240, W=-1.170 k @ 1.0 ft,(P) DESIGN SUMMARY Desi•n OK Maximum Bending Stress Ratio = 0.258 1 Maximum Shear Stress Ratio = 0.398 : 1 Section used for this span 3-2x10 Section used for this span 3-2x10 fb:Actual = 707.72 psi fv:Actual = 121.30 psi FB:Allowable = 2,760.00psi Fv:Allowable = 304.75 psi Load Combination +D+S Load Combination +D+S Location of maximum on span = 1.626ft Location of maximum on span = 0.000 ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span it 1 Maximum Deflection Max Downward Transient Deflection 0.014 in Ratio= 3961>=360 Max Upward Transient Deflection -0.008 in Ratio= 7048>=360 Max Downward Total Deflection 0.026 in Ratio= 2084>=240 Max Upward Total Deflection -0.000 in Ratio= 176814>=240 Overall Maximum Deflections i Load Combination Span Max.'-Def I Location in Span Load Combination Max. +'Defl Location in Span +D+S 1 0.0259 2.151 0.0000 0.000 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 4.061 2.639 Overall MINimum -1.977 -1.327 D Only 1.954 1.220 111 +D+S 4.061 2.639 +D+0.60W 0.768 0.424 +0.60D+0.60W -0.014 -0.064 S Only 2.107 1.419 W Only -1.977 -1.327 I 15895 SW 72ND AVENUE,SUITE 200 PORTLAND,OREGON 97224 TEL:503.226.1285 FAX:503.226.1670 . , 0 ....,.......................................... „.................................„....... NANIMEN EMAIL:info@cidainc.com .•) • ,,,,;..,,:,;,,,, PROJECT NAME: Keese. Sec(A.n 4-y 40 PROJ,No. 1/0 3©0 a 2. By: Mft SHEET TITLE: Rft> DATE: i 1 < 1- l '.„ ,i, 4 ., . ILI .. I . . = . . ......,-- : ; ; , T , . ! i 1 • • . , . .. ' ! 1 • °164 F 1 1,5 ! , • ,525 ff i ..., . ,,,,,,,,_ , ...„.-- , 4 ...-7 a iiiii r.•i -1,- I, --... zi O ili, , • . . : W - ' i 11 ; ,I,A!„ 4.',6frp - ,4.,,,iror lo#r? • - I 1 , • : : , . . . . ! .1- CO;'.. SO' ' .r plf110qapli I. ,.: ......7 11 ..' .•• : .:•• : :, . ; .., , . .' i • . i !U) . , ---.-: - - /14Yoet • ... :• : ,• ..,, .:, . • • • • ,: . . , If ,. . , . ... :• , I , , ,,, L.7,v,, , : , •2 . . = ,„ 5 It 1 I I (0741-1-4 ! I ! Z 0% 1,3 i• . i I I IC() i=2, 1 ! #64 , i , 1 , , . . ra ., aZytift ei.04 : , i ----------f ---1/' '# ' ' - - • I i ..,_ L. .4„, ..i_i i i ! 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OM f--1... 4—PH i ! ... : ,... +. , ,• • . , { ! -',--i--t---!.*---t--.--,-.., - I . . , 1 ' 1 i ! 4_ 4' 4 4_ ,4,_ 4_,, 4 4„ 1 . , „ „ 1 ., 7. 7777. „_.,,.. ....,4. ,...7.47. _.,„..„_„_,4 . ; '. t i•-• i , I l' '' i t sta i .:, ,1 1. ._•,._., ..._... . ..f.____.4.. .......4._ 4.. ._,..,1 4- . f •-f. -4 ,4•1 . • : 4 , 1 ', 1 T I ' 1 1 1 I , ..1.:{ .4.. 1 I 1 i . - - .. ,. ; , . i- 4 . 4- --- 4- --_ t _t i 1 .._t_l- ....i. -, i 1 f -1.... .,,t„' .4.. .f.' t. ..,..i t.. .. . . I _ . . ...t. .,,••.„. _. .„„ „t„...„_4. .1 1 ! i ! 4, . 1 I i : 1 , ! .4 1 I I i 1 1 1 1 1 1 1 1. 4.. ..7. I-1• ••-f•-• 4,- --4 1 -4 -1-• 1- i 4 1 4 t 1,-- -/ f 1 •-t i I i 1 tit4 4 4 , i 1 '-t--1 -4,--- i-- 1 -I-' '4. 4- ; t tI• i ..r.' -4: •+- 1 +- t ---k ', -4 L . I .1,,, ,,,,,4 -4-- --f 1- i.--- -4 .4 4.-- 44-i .- 4-- -4 1 4- -4-- 4- -4-- +- 4- 4-- 1--------i--- -4, -I • i i i 1 4. .,... ...r, ct. .,.;:.. 4.... ...... ..., .., H.. .. . .,i. t t 1. .1.,.. _ -4- -- •• -+-- --- + i --i• 4- - 1- t -,„. „i. 1111 -41 , ---f- F t• 4-• -4- 4-- 4 - 4 i -I f i 1 i i :-,,,-i -4- ---i -.1.-- 1:•'- 4 --------,1 --,• ---+- ; i,--- -4-4-----4 -4— -- 4-- - 4--- .4.- -1,•• 4 4- i -i . , • 1 i I i -1r I • .4 -4- 4 ,- -1-- ---1 ••• 44 4 4 '' ± i• •••+:, ••4 if 41 , 1 , ' . • 1 ai ,.. . Li c,1 I i .4- ...,.i. ..4,.. .1c. 4. ..., 1 . „ ,.: . ,, ,.._ ,,i ,_ ..._,.. „,,... ..„., -'- . i- 4 1 , • .,.,i 1 i i i i• . Project Title: Engineer: ll Project ID: Project Descr: I �. aR�t� Wood Beam Rte.E:ladcaddt17T0300.00 fleece Security-Phase 21Structural'Framng.ec6 . Software-.I,, ,ENERCALC,INC.1983-2018,Builrt101610.10 . Lic.#: KW-06006865 Licensee: CIDA INC.` Description: Typ Girder @ roof CODE REFERENCES Calculations per NDS 2015, IBC 2015, CBC 2016,ASCE 7-10 Load Combination Set: IBC 2018 Material Properties Load Analysis MethodCombinationIBC Allowable +Stress Design 18 Fb 2,400.0 2,400.0 psi E:Modu usxfElasticity 1,800.0 ksi 800.Oksi Fc-Prll 1,650.0 psi Eminbend-xx 950.0kst Wood Species : DF/DF Fc-Perp 650.0 psi Ebend-yy 1,600.0ksi Wood Grade :24F-V8 Fv 265.0 psi Eminbend-yy 850.0ksi Ft 1,100.0 psi Density 31.20 pcf Beam Bracing : Beam is Fully Braced against lateral-torsional buckling W(-0 9542) * D(0.68)S(1} _. * e III I 6.75x24 Span=22.50 ft 1 Applied Loads Service loads entered.Load Factors will be applied for calculations. L Uniform Load: D=0.0170, S 0.0250 ksf, Tributary butary Width=40.0 ft Uniform Load: W=-0.9542, Tributary Width=1.0 ft,(WIND) DESIGN SUMMARY Desi•n OK Maximum Bending Stress Ratio = 0.791: 1 Maximum Shear Stress Ratio = 0.474 : 1 Section used for this span 6.75x24 Section used for this span 6.75x24 fb:Actual = 1,968.75 psi fv:Actual = 144.34 psi FB:Allowable = 2,487.99psi Fv:Allowable = 304.75 psi Load Combination +D+S Load Combination +D+S Location of maximum on span = 11.250ft Location of maximum on span = 20.529 ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 I Maximum Deflection Max Downward Transient Deflection 0.414 in Ratio= 651>=360 Max Upward Transient Deflection -0.237 in Ratio= 1138>=360 Max Downward Total Deflection 0.696 in Ratio= 387>=180 II Max Upward Total Deflection -0.068 in Ratio= 3960>=180 Overall Maximum Deflections I Load Combination Span Max. 'Del Location in Span Load Combination Max.'+'Defl Location in Span +D+S 1 0.6962 11.332 0.0000 0.000 I Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 18.900 18.900 Overall MINimum -10.735 -10.735 D Only 7.650 7.650 +D+S 18.900 18.900 +D+0.60W 1.209 1.209 +0.60D+0.60W -1.851 -1.851 S Only 11.250 11.250 W Only -10.735 -10.735 I °'= 15895 SW 72ND AVENUE,SUITE 200 : < PORTLAND,OREGON 97224 04',,, TEL:503.226.1285 FAX:503.226.1670 E-MAIL:info©cidainc.com • :c PROJECT NAME:... e. $66Y'1 _.]I ,........ PRa.NO. 17o o 300. 6/a SHEET R.F)5 Tail; giVft 48/1 Roo ' I'ram I+wt i • L6 �rdur 1n/,> St0¢ vni " w �R�rl 17 i s�� 13 =cv 4 = -glizp IP COW) w r cv nd�� GcJµn�f' _ ... Solo. l (ID,RI k J )3,a5 k/2q, 7'6. a =Cko.al k/ / 22. 7 tl,7gk fi < .r Rup Or p ,5e.. X1= 13 • V i4 u K • • /tot ` tri, 5 k•c-t- L 12it " A — G,41,1.fR ;h < a= 0,75 • WF & ire wl lif ?OOO ►b (AN; ;t = Zeiapif III C. TO 4141 • .. w C ErapIP �10/11#/l4sGp►f) Meng w . , _ .. w}'' _ -/54t,22 5`t►LZ I f (1.0W) See p44e g '1 R �0)� ' - .0w) 2 S_ -rofaf c wn wuv! ccwt �S = 12, 3 Kl 13�20ZS.�3 ,) V 25,$310 __9_ . RZ =62,43 1c/13,zo k f 25. 83X) At 10, M k, ,24I in 1.151K • I 41 ' 0, 57-7 iw 4 1, 7Z5 in W Z`>`x 5 SGC Vt eX 1 3 ra{G s --7 Project Title: Engineer: Project ID: Project Descr: IvF 16 File=E:ladcadd11710300.00 Reece Security-Phase 7StructurallFraming.ec6. �„W00 Beath Software t ENERCALC,INC.1983-2018,Biitd:10.18.12.13. Lic.#: KW-06006865 Licensee :CIDA INC. Description: GLB Girder with 8,000Ib Unit CODE REFERENCES Calculations per NDS 2015, IBC 2015, 2016,A CBC C ASCE 7-10 Load Combination Set: IBC 2018 Material Properties Analysis Method: Allowable Stress Design Fb+ 2,400.0 psi E:Modulus of Elasticity Load Combination IBC 2018 Fb- 2,400.0 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 1,600.0 ksi Wood Grade :24F-V8 Fv 265.0 psi Eminbend-yy 850.Oksi Ft 1,100.0 psi Density 31.20 pcf Beam Bracing : Beam is Fully Braced against lateral-torsional buckling 0(0.29)_ e t i S(0 02) t .�. 7.72 0.2) fmm .�.� a K W-0 9542 9 �, 9 D(0.6.)S(1) 0 9 3 9 e i olAk 675x24 I Span=22.50 ft 1 Applied Loads Service loads entered.Load Factors will be applied for calculations. I Uniform Load: D=0.0170, S=0.0250 ksf, Tributary Width=40.0 ft Uniform Load: W=-0.9542, Tributary Width=1.0 ft,(WIND) Varying Uniform Load: S=0.720->0.20 k/ft,Extent=0.0--»6.333 ft, Trib Width=1.0 ft,(DRIFT B) Uniform Load: S=0.020 k/ft,Extent=6.333--»22.50 ft, Tributary Width=1.0 ft,(DRIFT B) Uniform Load: D=0.290, Tributary Width=1.0 ft,(Unit) DESIGN SUMMARY Desi•n OK Maximum Bending Stress Ratio = 0.964 1 Maximum Shear Stress Ratio = 0.599 : 1 Section used for this span 6.75x24 Section used for this span 6.75x24 fb:Actual = 2,398.10psi fv:Actual = 182.57 psi FB:Allowable = 2,487.99psi Fv:Allowable = 304.75 psi Load Combination +D+S Load Combination +D+S Location of maximum on span = 11.086ft 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 0.449 in Ratio= 600>=360 Max Upward Transient Deflection -0.237 in Ratio= 1138>=360 Max Downward Total Deflection 0.851 in Ratio= 317>=180 Max Upward Total Deflection 0.000 in Ratio= 0<180 Overall Maximum Deflections Load Combination Span Max.''Defl Location in Span Load Combination Max.'+'Defl Location in Span +D+S 1 0.8514 11.250 0.0000 0.000 Vertical Reactions Support notation:Far left is#1 Values in KIPSII Load Combination Support 1 Support 2 Overall MAXimum 24.859 22.702 Overall MINimum -10.735 -10.735 D Only 10.913 10.913 I Project Title: Engineer: Project ID: Project Descr: i Wood Beam File=E:ladcaddU710300.00 Reece Security-Phase ZStructurarFraming.ec6 . Software copyright ENERCALC,INC. 983-2018,Bw7d:10.18.12.13. Lie.#: KW-06006865 Licensee:CIOA INC. Description: GLB Girder with 8,000lb Unit Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 24.859 22.702 +D+0.60W 4.472 4.472 +0.60D+0.60W 0.107 0.107 I S Only 13.947 11.790 W Only -10.735 -10.735 I I I I I I I I Project Title: Engineer: Project ID: Project Descr: II File=E:ladcadd11710300.00 Reece Security-Phase aStructurifframing.ec6. Steel Beam Software•• ENERCALC,INC.1983 2018,Build 40.18.12.43. Lic.#: KW-06006865 Licensee : CIDA INC. i Description: WF Girder with 8,000Ib Unit il CODE REFERENCES Calculations per AISC 360-10, IBC 2015, CBC 2016,ASCE 7-1011 Load Combination Set: IBC 2018 Material Properties Analysis Method: Allowable Strength Design Fy:Steel Yield: 50.0 ksi 11 Beam Bracing: Beam is Fully Braced against lateral-torsional buckling E:Modulus: 29,000.0 ksiII Bending Axis: Major Axis Bending I W24x55 AN I Span=26.042 ft 1 Applied Loads Service loads entered.Load Factors will be applied for calculations. Beam self weight NOT internally calculated and added DESIGN SUMMARY Desi•n OK I Maximum Bending Stress Ratio = 0.503: 1 Maximum Shear Stress Ratio= 0.154 : 1 Section used for this span W24x55 Section used for this span W24x55 Ma:Applied 168.186 k-ft Va:Applied 25.833 k Mn/Omega:Allowable 334.331 k-ft Vn/Omega:Allowable 167.461 k Load Combination +D+S Load Combination +0+S Location of maximum on span 13.021 ft 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 0.269 in Ratio= 1,160>=360 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.527 in Ratio= 593>=240 Max Upward Total Deflection 0.000 in Ratio= 0<240 Maximum Forces&Stresses for Load Combinations Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span# M V Mmax+ Mmax- Ma Max Mnx MnxfOmega Cb Rm Va Max Vnx Vnxl0mega D Only Dsgn.L= 26.04 ft 1 0.246 0.075 8223 82.23 558.33 334.33 -.L00 1.00 12.63 279.66 167.46 +D+S Dsgn.L= 26.04 ft 1 0.503 0.154 168.19 168.19 558.33 334.33 1.00 1.00 25.83 279.66 167.46 +D+0.60W +D+0.750S+0.450W +0.600+0.60W +0.60D Dsgn.L= 26.04 ft 1 0.148 0.045 49.34 49.34 558.33 334.33 1.00 1.00 7.58 279.66 167.46 Overall Maximum Deflections Load Combination Span Max ''Dell Location in Span Load Combination Max.'+'Defl Location in Span +D+S 1 0.5268 13.095 0.0000 0.000 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 25.833 25.: Overall MINimum 12.630 12.630 D Only 12.630 12.630 +D+S 25.833 25.833 S Only 13.203 13.203 I 4 lithill 15895 SW 72ND AVENUE,SUITE 200 PORTLAND,OREGON 97224 31601.03 TEL:503.226.1285 FAX:503.226.1670 awaroom ........._ ,,,,,,mt ••••••••••'•"''''tt E-MAIL:inlo@ckjainc.com PROJECT NAME: R,.e.se SeeLikri)7 PROJ. 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E . -1-• -4- -4 5-4- --4- 1 -44 -- I ,_,„_, ,,,.,,__ _,._ i __4_, . ---1,--- L _1 ._ I LL 4 § , , - + 4 .i..... „1. .1. ....4... 1 .- I I ; 11- i -14-44- I Viii 2 IX 1 ;IS 4- -4 .4 4 4---• I-•• 4. 4--- 1--- -,' i 1 . k , i 1 I , I , I , ! 1 -4 : 4,, I ; -4- . • 4- 4 ----44 ! -4- 4- rrri- -.4.,- -4— ,i, -,r,,1 .4. T; .•••• • I ; I / ar -4-1 : ; / I / ; ---4-• I--- -4 --i-.- -I-- 1 I • I 5 e-1 _piftwf . $141-$ jprtl n4Xt Z., 0 .._.t„ .1. 4.. .1 +1 ): . i i 1 1 i i,„„...1"1 1 , I I_ i 1. ; , ; , - 5/4 I I : . ' I 1 • • • / . . I 4 ---,---- 1 I 11 I 4--- I--------t- -4- - -I-- 4- -4- 4 I.- 1 ±-, --1- -1---- ---f-- f I----1 f- •-i- 4 , 4 1 : : 4- 4---- 4--- -,1 •••T -4- . : -I .4 4- -- -I- ; ; . I i I 1 ' , . 1--- -1--- 4- .-I / I . : ; — .4..r. ...„. .1 .1. i . ....1. -I- 4- • ' 7 i i r :11,--r,,,L+m —:.i__ r_ „.1._ i ., ...i„, 4' .f.. .± ...../. ,_• •-•- ; ; _ ; 1 T - 1 --I 1.,..„ .T., 4.1.„.. 1 . I I / . / . / - I I I , 1 I ; i i LI,..,.. , z...... 1 1 i • • . .— __ ., _ • 1 ..._±...._i 4eNeC1SPEC Project: Project Location: Type: Floor Joist I Folder: Folder FF Z Date: 9/24/18 12:39 PM RedSpec"' by RedBuilt.'" Designer: /7.1.6 Comment: 32" Red-STM @ 16" o.c. with Glued Sheathing This product meets or exceeds the set design controls for the application and loads listed This truss design is feasible. The finished design shall be produced by RedBuilt Engineering. All open-web trusses are custom I designed to carry the specific design loads for each project. Actual truss capacity when fabricated is limited to that required to resist the specific loads. Do not use this analysis to verify the capacity of existing trusses. DEFLECTIONS(in) % Design Allow. Design Allow. Pass/Fail Span Live 75% 1.005 1.333 L/478 L/360 PASS Span Total 73% 1.457 2.000 L/329 L/240 PASS 111 FloorChoice"Rating: 1.0 Performance rating is based on: 23/32",3/4"Panels,glued and nailed, no ceiling,no topping,simple span,flexible support. RedSpec has not r I performed a structural analysis of the sheathing. I SUPPORTS Support 1 Support 2 Live Reaction(Pb)(DOL%) 2164(100) 2164(100) Dead Reaction(Ib) 974 974 Total Reaction(Pb)(DOL%) 3138(100) 3138(100) Bearing Top Chord Top Chord Support Beam Beam Bearing Clip (Red-S) S-Clip (Red-S)S-Clip Approx.Clip Height 3.5" 3.5" Approx.Clip Width 5.5" 5.5" Assumed Bearing Width 3.5" 3.5" SPANS AND LOADS i Dimensions represent horizontal clear span. -- i i 40'-0.0" APPLICATION LOADS Type Units DOL Live Dead Partition Tributary Member Type Uniform psf Floor(100%) 80 36 0 16" Glued Floor Joist NOTES •Building code and design methodology: 2015 IBC ASD(US). •No repetitive member increase applied in design. •Truss design includes consideration for a 200.0 lbs load distributed over a.so"square area and all live loads removed. • Deflection analysis is based on composite action with single layer of 24 oc(23/32",3/4")span-rated sheathing,glued and nailed. •Continuous lateral support required at top edge. Lateral support at bottom edge shall be per RedBuilt recommendations. •Pricing Load(plf) = 155 •Pricing Index(plf) = 155 1 I E:\adcadd\17\0300.00 Reece Security- Phase 2\Structural\Reese Security.red 0/24/2018 12:39:18 PM Project: Folder: Floor Joist Page 1 of 1 ,ie products noted are intended for interior, untreated,non-corrosive applications with normal temperatures and dry conditions of use,and must be installed in 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 RedBuilt'" associate. PRODUCT SUBSTITUTION VOIDS THIS ANALYSIS. RedBuilt'",RedSpec'",Red-I'",Red-145'",Red-I45L'",Red-I58'" Red-I65'",Red-I65T'",Red-I90'" Red-I90H'",Red-I9OHS'",Red-LTM',Red-LT",Red- II W'',Red-S'", Red-M'", Red-H'",RedLam", FloorChoice'"are trademarks of RedBuilt LLC,Boise ID,USA. Copyright©2010-2017 RedBuilt LLC. All rights reserved. Project Title: Engineer: Project ID: Project Descr: FF3(IL., Phase Steel Beam Pae=Eladceddt1Tp300.00 ReeceSecunty Phase2LStnxxuraridraming.ec6. Software copyright ENERCALC,INC. 983-2018,Build:10.18.8.25. Lib.,#: KW-06006865 Licensee b .. Description: Girder with single column line—Mta.7r MKT CODE REFERENCES ICalculations per AISC 360-10, IBC 2015,CBC 2016,ASCE 7-10 Load Combination Set: IBC 2018 Material Properties I 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 I (1.44L3.21 T I (041 W27x94 j�o.� Span=34.0 ft I Applied Loads Service loads entered.Load Factors will be applied for calculations. I Beam self weight NOT intemally calculated and added Uniform Load: D=0.0360, L=0.080 ksf, Tributary Width=40.0 ft DESIGN SUMMARY Desi.n OK I Maximum Bending Stress Ratio = 0.967: 1 Maximum Shear Stress Ratio= 0.299: 1 Section used for this span W27x94 Section used for this span W27x94 Ma:Applied 670.480 k-ft Va:Applied 78.880 k I /Omega:Allowable 693.613 k-ft Vn/Omega:Allowable 263.620 k Load Combination Mn +D+L Load Combination +D+L Location of maximum on span 17.0006 Location of maximum on span 0.000 ft Span#where maximum occurs Span#1 Span#where maximum occurs Span#1 I Maximum Deflection Max Downward Transient Deflection 1.018 in Ratio= 400>=360 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 1.478 in Ratio= 276 >=240 IMax Upward Total Deflection 0.000 in Ratio= 0<240 Maximum Forces& Stresses for Load Combinations Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values D Only egment Length Span# M V Mmax+ Mmax Ma Max Mnx Mnx/Omega Cb Rm Va Max Vnx Vnx/Omega Dsgn.L= 34.00 ft 1 0.300 0.093 208.08 208.08 1,158.33 693.61 1.00 1.00 24.48 395.43 263.62 +D+L I Dsgn.L= 34.00 ft 1 0.967 0.299 670.48 670.48 1,158.33 693.61 1.00 1.00 78.88 395.43 263.62 Overall Maximum Deflections Load Combination Span Max. -'Defl Location in Span Load Combination Max."4"Dail Location in Span +D+L 1 1.4779 17.097 0.0000 0.000 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 78.880 78.880 I Overall MINimum 24.480 24.480 D Only 24.480 24.480 +D+L 78.880 78.880 L Only 54.400 54.400 I I 15895 SW 72ND AVENUE,SUITE 200 4,, : . PORTLAND,OREGON 97224 TEL:503.226.1285 FAX:503.226.1670 E-MAIL:infoQc^(i}dapinQc.conm /� /��/� `, 7//�' f� �j'y PROJECT NAME: Reese 5 Vll' r'j/ PRo7.No. __.. I lV 30 , V i SHEET Ffif TITLE: ( __.._._...__ _ By: Ka DATE: q 2..4 s s i m_ r �_ ,1 err I. �f6 j ? - �_ • T ;...,... -.4e �. �.....+..,, mow., t_._..t ._n .._. - -- 1 • P 1 .--1-----1-- _ �. .....,1_. ...t..... _w._ _� ! V z6 1:f41• 3�. K /1,6 ?4- 1 . , 1 ) , 4------- 1 ,. •_„„_ , , • I\ 1 'Z' 1 1?IlZIK/11,6 0'k/60,3i kJ , i „ j f , 1 �tf �f�Z , /1!( - 13 2�(f4K - t� € i A 10.6 23...r..k.. ..,. o 'G 7 i K if f 3 f 3 �v/ p�inn f r t— �. . - t---- .7 4-.- -_)3.', -t -1 " ;- s 6 T 6 d -�- I - 7 .0 16 o I 3`a �� I j7f ,t4........t........ i { i 6 f:�SOX 2�,,1 t 1 / t = 411 1 € r 1/14 1 .. ..' Pie t-K14t , . , , _i_ . 4 ----- :4- 1 7�,r _ _ i �_. ,4 �Sw fy YF �j , i.---.6-0. ,1:-_- 46,„-.71,-;4 es" - !,i _ 4 -- 1- - -- d ' f. 1N4..., 0, i2I►t ��X 1�L. .a•4_ � ,_ 4 ._ • 1 I E I t y ' e € I 3 E j 1 • 1 1 ` I 1 I I I Project Title: Engineer: Project ID: Project Descr: _..__.._.. - ___ _ _ .__......_..._......... FF5 1, Steel Beam File=E:tadcadd11710300.00 Reece Security-Phase 2lSanctural1Framing.ec6. Lic.# KW»g60p6885 Software ,. right ENERCALC,INC.1983-2018,Build:10.18.8.25. IDescription: Typical Center Column Girder Licensee; 113A INC. CODE REFERENCES ICalculations per AISC 360-10, IBC 2015, CBC 2016,ASCE 7-10 Load Combination Set: IBC 2018 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 11. Bending Axis: Major Axis Bending I E D(1.441 L(3 2) ®� v o 'Z ,.€� r � g a W24x68 rilik Span=26.Oft Applied Loads Service loads entered.Load Factors will be applied for calculations. I Beam self weight NOT internally calculated and added Uniform Load: 0=0.0360, L=0.080 ksf, Tributary Width=40.0 ft DESIGN SUMMARY _ Desi•n CK I Maximum Bending Stress Ratio = 0.888: 1 Maximum Shear Stress Ratio= 0.307 : 1 Section used for this span W24x68 Section used for this span W24x68 Ma:Applied 392.080 k-ft Va:Applied 60.320 k I Mn/Omega:Allowable 441.617 k-ft Vn/Omega:Allowable 196.710 k Load Combination +D+L Load Combination +D+L Location of maximum on span 13.000ft Location of maximum on span 0.000 ft Span#where maximum occurs Span#1 Span#where maximum occurs Span#1 I Maximum Deflection Max Downward Transient Deflection 0.623 in Ratio= 500>=360 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.903 in Ratio= 345>=240 Max Upward Total Deflection 0.000 in Ratio= 0<240 I 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 I DOnty Dsgn.L= 26.00 ft 1 0.276 0.095 121.68 121.68 737.50 441.62 1.00 1.00 18.72 295.07 196.71 +D+L I Dsgn.L= 26.00 ft 1 0.888 0.307 392.08 39108 737.50 441.62 1.00 1.00 60.32 295.07 196.71 Overall Maximum Deflections Load Combination Span Max.'-'Defl Location in Span Load Combination Max.`+'Defl Location in Span +D+L ..... 0.9031 13.074 0.0000 0.000 I Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 overall MAXimum 60.320 60.320 p I Overall MINimum 18.720 18.720 D Only 18.720 18.720 +D+L 60.320 60.320 L Only 41.600 41.600 I I Project Title: Engineer: Project ID: Project Descr: r-F_...._ t'° 1 Steel Beam File=E:ladcaddt1710300.00 ReeceSecurity-Phase 2Structuralframing.ec6. Saban.,9 t ENERCALC,INC.1983.2018,BuiId10.18.8.25. Lic.#,KW 6x Licensee:CIDA INC. 1 Description: Typ Perimeter Girder CODE REFERENCES Calculations per AISC 360-10, IBC 2015,CBC 2016,ASCE 7-10 II Load Combination Set: IBC 2018 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(0.72)141.51_ o a Als W18x35 Al I Span 22.50 ft Applied Loads Service loads entered.Load Factors will be applied for calculations. ---.R-� Beam self weight NOT internally calculated and added Uniform Load: D=0.0360, L=0.080 ksf, Tributary Width=20.0 ft DESIGN SUMMARY Desi•n OK i Maximum Bending Stress Ratio = 0.885: 1 Maximum Shear Stress Ratio= 0.246: 1 Section used for this span W18x35 Section used for this span W1 8x35 Ma:Applied 146.813 k-ft Va:Applied 26.10 k Mn/Omega:Allowable 165.918 k-ft Vn/Omega:Allowable 106.20 k I Load Combination +D+L Load Combination +D+L Location of maximum on span 11.250ft Location of maximum on span 0.000 ft Span#where maximum occurs Span#1 Span#where maximum occurs Span#1 Maximum Deflection I Max Downward Transient Deflection 0.627 in Ratio= 430>=360 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.909 in Ratio= 297>=240 I Max Upward Total Deflection 0.000 in Ratio= 0<240 Maximum Forces&Stresses for Load Combinations Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span# M V Mmax+ Mmax- Ma Max Mnx Mnx/Omega Cb Rm Va Max Vnx Vnx/Omega I D Only Dsgn.L= 22.50 ft 1 0.275 0.076 45.56 45.56 277.08 165.92 1.00 1.00 8.10 159.30 106.20 +D+L Dsgn.L= 22.50 ft 1 0.885 0.246 146.81 146.81 277.08 165.92 1.00 1.00 26.10 159.30 106.20 I Overall Maximum Deflections Load Combination Span Max.•-'Defl Location in Span Load Combination Max '+'Defi Location in Span +D+L 1 0.9087 11314 0.0000 0.000 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 26.100 26.100 Overall MINimum 8.100 8.100 D Only 8.100 8.100 +D+L 26.100 26.100 L Only 18.000 18.000 I I ..,:::::..................„..... Milini.III 15895 SW 72ND AVENUE,SUITE 200 < 001,1,1sitoo tiMpilni PORTLAND,OREGON 97224 112iiiiiiii TEL:503.226.1285 FAX:503.226.1670 i • !•E:::•.,,:-.--,.', "'''''" E-MAIL:info@cidainc.com ...... „„.............„ , ..... .........,............ .............................._ , . , . ...„......_. PROJECT NAME: R6-6$6- .56 CV,' ifX PRol.No, 110 300. 0 2— SHEET FFI TITLE: By: ggil DATE: 1,14/t 2*. ir-_,- Z. 1 : • r • 1 0 it r i 0:.,, -:-::1- •''' : : • . : . • .• : . • , • • 1 . , + I . I i -4------4I— 4-- -----4-- . : : . • . : . . . 4 ..• . .......,,,,,........, . . :• • : :• : , I 1 : • : : : I •• , : , . 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I I I Project Title: Engineer: Project ID: Project Descr: FF 8 I Steel Beam File=E:ladcadd117‘0300.00 Reece Security-Phase 21StructurallFraming.ec6 . Software... ENERCALC,INC.1983-2018,Build:10.18.10.10. Lic. ; KW-06006865 Licensee:ODA INC. 1 Description: 2nd Floor Framing at West Stair-Beam 1 CODE REFERENCES Calculations per AISC 360-10, IBC 2015,CBC 2016,ASCE 7-10 11 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 Ar sQ(0.5228 L{1„162) I , W24x55 +�4 Span=1050tt I Applied Loads Service loads entered.Load Factors will be applied for calculations. Beam self weight NOT internally calculated and added Uniform Load: D=0.5228, L=1.162 k/ft, Tributary Width=1.0 ft DESIGN SUMMARY Desi.n OK Maximum Bending Stress Ratio = 0.069: 1 Maximum Shear Stress Ratio= 0.053 : 1 Section used for this span W24x55 Section used for this span W24x55 Ma:Applied 23.219 k-ft Va:Applied 8.845 k Mn/Omega:Allowable 334.331 k-ft Vn/Omega:Allowable 167.461 k Load Combination +D+L Load Combination +D+L Location of maximum on span 5.250ft Location of maximum on span 0.000 ft Span#where maximum occurs Span#1 Span If where maximum occurs Span#1 Maximum Deflection Max Downward Transient Deflection 0.008 in Ratio= 15,451>=360 Max Upward Transient Deflection 0.000 in Ratio= 0 <360 Max Downward Total Deflection 0.012 in Ratio= 10657 >=240 Max Upward Total Deflection 0.000 in Ratio= 0<240 III Maximum Forces& Stresses for Load Combinations Load Combination Max Stress Ratios_ Summary of Moment Values Summary of Shear Values Segment Length Span# M V Mmax+ Mmax- Ma Max Mnx Mnx/Omega Cb Rm Va Max Vnx Vnx/Omega D Only Dsgn.L= 10.50 ft 1 0.022 0.016 7.20 7.20 558.33 334.33 1.00 1.00 2.74 279.66 167.46 +D+L Dsgn L= 10.50 ft 1 0.069 0.053 23.22 23.22 558.33 334.33 1.00 1.00 8.85 279.66 167.46 11 Overall Maximum Deflections Load Combination Span Max.``Defl Location in Span Load Combination Max.°+`Defl Location in Span +D+L 1 0.0118 5.280 0.0000 0.000 Vertical Reactions Support notation:Far left is#1 Values in KIPS 111 Load Combination Support 1 Support 2 Overall MAXimum 8.845 8.845 Overall MINimum 2.745 2.745 D Only 2.745 2.745 III +D+L 8.845 8.845 L Only 6.101 6.101 I I 1111111 15895 SW 72ND AVENUE,SUITE 200 < INSPRED PORTLAND,OREGON 97224 - 1110111 TEL:503.226.1285 FAX:503.226.1670 j: • 16:8611 E-MAIL:info@cidainccom : . . PROJECT NAME: Reese-. . $er...w.i 4-)/ PF4o€.No, 170300 02- BY: ki/V4 SHEET TITLE: Ff 45( DATE: 1 i A 0, IV/r j 0,— ' ' 7 ' , I , , : ! 7 : . ..• " 7 1 : r7 7 I r I -- 1 • , 0 ,.., , 1 A 1 L.04S- 1 PO 0, 1,-, : : . : :• :. , : :• . • • • , t I t -,,•• — t --: 1-----4- •-• 1. • ! ..E,....)eatel3:orsf 4,w g.`,0rj . , - , L) : I „ti .. 1 va,' .r 1 1 , • • • . I , co, , ' ...... y ' i W ,-(.'5'35,5, 14: li$0, )07'25,15 1/,, • , :• • • • • ,_. 4 ' „, ,,,, _.,,, , , ----4- -i--)e--1- 1 , , : 1 p IL : :• . • . : -4—.7y- I ' . .. .,- . , 14- . . . :• '4+ , „ : , •.,_ • . s RI = „(4,':$zkilatil kil , 3 X) , . „ .••• , • , . . . . . : : :• : • . . • . • • . . , : . . . , „ :• . . - . ' --1-- , . : . , , , 4444 4. ' ! :• . . • :• I ' , , :•• • . • . . • . • . 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'',4 -,- + ---,- --i : . 4 . 4 . .:. . +.: : ; ,• „i : 1 , . j . 1 , 1 : ---it -I 1 , ! • I ! 1 1 --- . 1 1 i •+- 4 1: ,,• ,,,- -4 I I 1 1 1 i... t' ! • i 1 1 • , .1. 2R 1/1411 , ,,,,- -,,, ii5 La.o.eltet...ai,ke..,-.4 1 . • . ,..„,, : , -t . -t .- - ;:- t.... -, ' , t t i 1 --E-• 4 i 4-- 1 4 4- J1- —1-- i t-----, -:- --f. I -41 I 1 ! : . :i , ---.4 -+- ----4.- ..,.- '. , --,... 4 .• : , 11,__4:,,__I i 4 : 4 • . , , . • : : •,• _•1_, - 1 t• i ----t_ i.... . ...4 —4 , .... : , . . • • , , , , 1 . • . • , ,, , , , , , , , . ., . „ ,•' • • • „ . , . „ : • , - 1 : : :• , „ : . ,• . . 1 :• :••• 1 . : : . • • . . . . . , , . , „ , „ ,•,_ ...,.... ...„„i ,,. , , , , • : , , 1 . .„ .. ..,_ . ,...., „ „„,.. , Project Title: Engineer: Project ID: Project Descr: riff) I , E:l S t e e I Beam File= adcadd%1710300.00 Reece Security-Phase 2lStnicturaf1Framing.ec6. . Software .4 'r'ENERCALC,INC.1983-2018,Build10.18.10.10. Lic.#: KW-06006865Licensee:CIDA INC. Description: 2nd Floor Framing at West Stair-Beam 2 CODE REFERENCES Calculations per AISC 360-10, IBC 2015, CBC 2016,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(0.5355)L{1.19} S 1 W24x55 Span= 18.0 ft I Applied Loads Service loads entered.Load Factors will be applied for calculations. Beam self weight NOT internally calculated and added Uniform Load: D=0.5355, L=1.190 k/ft, Tributary Width=1.0 ft -- DESIGN SUMMARY Desi•n OK Maximum Bending Stress Ratio = 0.209: 1 Maximum Shear Stress Ratio= 0.093 : 1 Section used for this span W24x55 Section used for this span W24x55 Ma:Applied 69.883 k-ft Va:Applied 15.530 k Mn/Omega:Allowable 334.331 k-ft Vn/Omega:Allowable 167.461 k Load Combination +D+L Load Combination +D+L Location of maximum on span 9.000ft 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 0.072 in Ratio= 2,994>=360 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.105 in Ratio= 2065>=240 Max Upward Total Deflection 0.000 in Ratio= 0<240 Maximum Forces& Stresses for Load Combinations Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values _. .. _._ _.._ .. Segment Length Span# M V Mmax+ Mmaxx Ma Max Mnx Mnx/Omega Cb RmVa Max Vnx Vnx/Omega D Only Dsgn.L= 18.00 ft 1 0.065 0.029 21.69 21.69 558.33 334.33 1.00 1.00 4.82 279.66 167.46 +D+L Dsgn.L= 18.00 ft 1 0.209 0.093 69.88 69.88 558.33 334.33 1.00 1.00 15.53 279.66 167.46 Overall Maximum Deflections Load Combination Span Max. Defl Location in Span Load Combination Max."+"Defl Location in Span +D+L 1 0.1046 9.051 0.0000 0.000 Vertical Reactions Support notation Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 15.530 15.530 Overall MINimum 4.820 4.820 D Only 4.820 4.820 +D+L 15.530 15.530 L Only 10.710 10.710 I I Project Title: Engineer: Project ID: Project Descr: 1,µ_ FF(l i. • Beam File=E:ladcadd11710300.00 Reece Security•Phase 21Structura11Framing.ec6 `• Software.,, ri.,t ENERCALC.INC.1983.2018,Build:10.18.10.10. I Lica#: KW-06006865 Licensee: CIDA INC. Description: 2nd Floor Framing at West Stair-Beam 3 CODE REFERENCES I Calculations per AISC 360-10, IBC 2015,C BC 2016,,ASCE 7-10 Load Combination Set:ASCE 7-10 Material Properties I 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 ID(4 82)L(10 71) D(0.157)L(0.941) 6 -- o D(0.048 aL(0.107) o s a b a T W24x55 Span=40.0 ft Applied Loads Service loads entered.Load Factors will be applied for calculations. I Beam self weight NOT internally calculated and added Load for Span Number 1 Uniform Load: D=0.0480, L=0.1070 k/ft,Extent=0.0--»29.50 ft, Tributary Width=1.0 ft,(2nd floor) Uniform Load: D=0.1570, L=0.9410 k/ft,Extent=29.50--»40.0 ft, Tributary Width=1.0 ft,(2nd floor and stairs) Point Load: D=4.820, L=10.710 k @ 29.50 ft,(beam 2) IDESIGN SUMMARY Desi•n OK Maximum Bending Stress Ratio = 0.546: 1 Maximum Shear Stress Ratio= 0.138 : 1 I Section used for this span Ma:Applied W24x55 Section used for this span Va:Applied W24x55 182.548 k-ft 23.155 k Mn/Omega:Allowable 334.331 k-ft Vn/Omega:Allowable 167.461 k Load Combination +D+L Load Combination +D+L I Location of maximum on span 29.486ft Location of maximum on span 40.000 ft Span#where maximum occurs Span#1 Span#where maximum occurs Span#1 Maximum Deflection Max Downward Transient Deflection 0.814 in Ratio= 589>=360 I Max Upward Transient Deflection 0.000 in Ratio= 0 <360 Max Downward Total Deflection 1.116 in Ratio= 430>=240 Max Upward Total Deflection 0.000 in Ratio= 0 <240 IMaximum Forces& Stresses for Load Combinations Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span if M V Mmax+ Mmax• Ma Max Mnx Mnx/Omega Cb Rm Va Max Vnx Vnx/Omega D Only Dsgn.L= 40.00 ft 1 0.147 0.033 49.18 49.18 558.33 334.33 1.00 1.00 5.51 279.66 167.46 I +D+L Dsgn.L= 40.00 ft 1 0.546 0.138 182.55 182.55 558.33 334.33 1.00 1.00 23.16 279.66 167.46 Overall Maximum Deflections 111 Load Combination Span Max. 'Defl Location in Span Load Combination Max.'+'Defl Location in Span +D+L1 _ 1.1165 21.943 � � 0.0000 0.000 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 ZralftWirriiirri 8.476 3. 55 m,...._..,m ....... ----Qwerall MINimum 2.375 5.509 °-- v 2.375 5.509 4_ .,, +L 8.476 23.155 manly 6.101 17.646 4 : 15895 SW 72ND AVENUE,SUITE 200 1 PORTLAND,OREGON 97224 TEL:503.226.1285 FAX:503.226.1670 E-MAIL:infoIcidainc.com 1 I PROJECT NAME: PINZ,e5e, 5e*"&ktir i : . :.• -7 PROD TITLE: ,No17 030002 . , - F1 Br •RNH SHEET F2. DATE: )1A A g I 1 1 I I'l 1 (t 6' ' 1 ::' ''' '' ----I—IIH•''''' '!I ,....._ -,...... •,.. , : : : -7-; 1 -1----r i — _ ,r 4,4 . - ; ,• . . . I I Z4406 1140 r 1 nisna .i. i ..„ . 1 • ......._, ;, • i ---4 .t '1- 1-1— , : . 1 1 . . . : .1. L. 4 4441_ 4.... 44... .4„4.„ 1444. ! 44.... + 4 _4. .4 4 -4- ! 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KAIS It k) , . . , I , i , 1 .••• : . ,• • , : . „ IL , . 1 . , 7 ; : • . . • . ! gr,1 ------(i Ii.• 6- if./ 36,sq K/ it z-,k) ., . : . : . . . . . . • • . . . . , ....., . , , , 1 1,- t, • -t- i -1-2 -r-----1- t -1 1111 . .•• : , . . ,. . . . , , . • ..., . . .••• ! i . . . - • , ., .: . . . , : • , •,! i t ± i 1 • ! i ! ., . , . . : . .•• .•• i i - ' ; ! : : . , . . . • . , .•• :•• :•• i • i: • 1 , ..„_ •• , : t- , ,,,,„„ ..1 , 1:/14 7: 1 Z 1 f 4. K`:ft ' • . . • : • . . • • • , i i• 4 . • • • • 1 : • : -------, 4 - , . 1.- • ; ; ; • • !Oe 65.rtiet 1 : . • , . : . • : -E '4'. -- . I E E . a A W . , . 7; i . , ' . . , . . : .• .•••'' , • . : . . , , .i.-- ' -4. -„, t -7•7.' 7,---H t' .••1 : . • ' 7 ; • • • . : • i . . . : . : . , . ,• .. . .,•• 1 . • : . . • . : : i• 1 . ! :; ,. t i i 1 -i• , •, , 4 4 t -t! IP 1 &rikfrtHefo. ; 6 dr<1,0,4e. 1 i „ , :•• , ..• , : : • . • • , , ----i- „ ----,--- 1 1 ; : : p • . . : ......„4.._i_a, . 1 p , i /..t i r .;, i• • , i : . , i 1 1.- 1 11•041.,. I , ----t- : : t :• !-- •--"! -.- 1— • i 1-- 1 i - t . ! . . 1' !R 1 - 7,$' g 14 ei5-1(/71,4 s'i•J,) !!, , co •-; (0,72, kw, ) a 16.;(7-±, iziac)1 , d , „,,,,I, - , , . . t , !••; , , .4,' _,,__,+ fkil, . : z : • ,i A t ,(4):7. (I. 501/ i 141!°ilffi In 5r 51*) tI . • • ! : ' 4, 4, 4 1 : • . ., • ‘ ! . • . , : . • . : ,-4 ( ,".g, K..•••:.•! i 4 • i..••1. K / iic) .4- Af t ' I 41 : 10,l'513, ,,, 4 6,'05741..' 1 • 1 .1 I 1 I 1 : . 1 : i.-• -4- 4 -4--- ' , 1-- r-- -1 ; —1-----f--+ ---1- 1 1 : . 7 lo i'2' o' 4 o 4. i • r ., . ..,... -1/1 4 1471 1 Iel.I . . . i . . . . ----,/- I-: 4 4 4 A 1 1 / I ±. iI • -4, 4. 1----- --1--- —4-1 ', . It . _,' ------ -f --- . . • . . . i---- 4- --4- . .••• .• • ----4,, j --I l• 7:- -1r---1. I I . : ----r---t—tr i il . --- 1 1 1 ! -- 4 ÷-- I , . 1 , HT -11-1!-- 1 --f• . 1 t I. , , • ' t 1 i . . . A , ,•• • . .1.• ---1-• ± i 1 'f- i. :1- i 4- 1 f• 4- -4 1,' -----, i i 17 777i. 11: i ,• 1 i 1 • .•• . , .•• 1 i i 1 . . . . , . . 4 .. 4 •••4;•• .4 4 -1 ---h- 1 '-i• - 1 • • 1 r 1 1 i : 1 . L......,....,1_4_,I _i_ ,...1 ......„,... _...L• ,t,-, L„,--1,- 1,,,--„,/- , I I : , • i 1. I :I / : ' I • • , • 1 Project Title: Engineer: Project ID: Project Descr: II. F F13 `Steel Beam File=E:ladcadch1710300.00 Reece Security•Phase 21StnicturallFraming.ec6 Software ..Aye ENERCALC,INC.1983-2018,Build:10.18.10.10 . I Lic."#:KW-06006865 `y Licensee:CIDA INC. Description: Centr Girder 1 CODE REFERENCES ICalculations per AISC 360-10, IBC 2015,CBC 2016,ASCE 7-10 Load Combination Set: IBC 2018 Material Properties I 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 ID(551)L(1765) o a 5 D(0.721)L(1 6) D(1.44, L(3.2) a b o o 1 44 W24x68 I Span= 19.50 i< Applied Loads Service loads entered.Load Factors will be applied for calculations. I Beam self weight NOT internally calculated and added Load for Span Number 1 Uniform Load: D=0.0360, L=0.080 ksf,Extent=0.0--»14.250 ft, Tributary Width=40.0 ft Point Load: D=5.510, L=17.650 k @ 14.250 ft,(Beam 3) Uniform Load: D=0.0360, L=0.080 ksf,Extent=14.250--»19.50 ft, Tributary Width=20.0 ft IDESIGN SUMMARY Desi•n OK Maximum Bending Stress Ratio = 0.606: 1 Maximum Shear Stress Ratio= 0.262 : 1 I Section used for this span W24x68 Section used for this span W24x68 Ma:Applied 267.629 k-ft Va:Applied 51.624 k Mn/Omega:Allowable 441.617 k-ft Vn/Omega:Allowable 196.710 k Load Combination +D+L Load Combination +D+L I Location of maximum on span 10.753ft Location of maximum on span 19.500 ft Span#where maximum occurs Span#1 Span#where maximum occurs Span#1 Maximum Deflection Max Downward Transient Deflection 0.246 in Ratio= 951>=360 I Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.348 in Ratio= 673>=240 Max Upward Total Deflection 0.000 in Ratio= 0 <240 Maximum Forces& Stresses for Load Combinations •"""' Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span# M V Mmax+ Mmax- Ma Max Mnx Mnx/Omega Cb Rm Va Max Vnx Vnx/Omega D Only Dsgn.L= 19.50 ft 1 0.177 0.076 78.28 78.28 737.50 441.62 1.00 1.00 15.01 295.07 196.71 +D+L Dsgn.L= 19.50 ft 1 0.606 0.262 267.63 267.63 737.50 441.62 1.00 1.00 51.62 295.07 196.71 Overall Maximum Deflections ILoad Combination Span Max.''Defl Location in Span Load Combination Max."+'Dell Location in Span +D+L 1 0.3476 ' 9.973 0.0000 0.000 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 overall MAXimum 4'.:36 51.624 Overall MINimum 15.015 14.795 D Only 15.015 14.795 +D+L 49.836 51.624 L Only 34.821 36.829 Project Title: Engineer: Project ID: Project Descr: F F i I Steel Beam File=E adcaddt1710300.00 Reece Security-Phase 7Structural\Framing.ec6. Software.,, ', ,ENERCALC,INC.1983-2018,Build:10.18.10.10 . Lic.#: KW-06006865 4 Licensee:CIDA 1NC.' Description: Perimeter Girder 1111 CODE REFERENCES Calculations per AISC 360-10, IBC 2015, CBC 2016,ASCE 7-10 Load Combination Set: IBC 2018 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(2 38L(6 1) I/ 080.5355)L(1.19), D(0.721 L(1 6) a e I W24x55 Span= 19.50 ft I Applied Loads Service loads entered.Load Factors will be applied for calculations. Beam self weight NOT internally calculated and added II Load for Span Number 1 Uniform Load: D=0.0360, L=0.080 ksf,Extent=0.0--»14.250 ft, Tributary Width=20.0 ft Uniform Load: D=0.0360, L=0.080 ksf,Extent=14.250--»19.50 ft, Tributary Width=14.875 ft I Point Load: D=2.380, L=6.10 k @ 14.250 ft,(Beam 3) DESIGN SUMMARY Desi•n OK 1 Maximum Bending Stress Ratio = 0.386: 1 Maximum Shear Stress Ratio= 0.156 : 1 Section used for this span W24x55 Section used for this span W24x55 Ma:Applied 129.183 k-ft Va:Applied 26.116 k Mn/Omega:Allowable 334.331k-ft Vn/Omega:Allowable 167.461 k Load Combination +D+L Load Combination +D+L I Location of maximum on span 10.530ft Location of maximum on span 19.500 ft Span#where maximum occurs Span#1 Span#where maximum occurs Span#1 Maximum Deflection Max Downward Transient Deflection 0.158 in Ratio= 1,477>=360 Max Upward Transient Deflection 0.000 in Ratio= 0 <360 Max Downward Total Deflection 0.228 in Ratio= 1027 >=240 Max Upward Total Deflection 0.000 in Ratio= 0 <240 Maximum Forces &Stresses for Load Combinations Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span# M V Mmax+ Mmax• Ma Max Mnx Mnx/Omega Cb Rm Va Max Vnx Vnx/Omega D Only I Dsgn.L= 19.50 ft 1 0.118 0.047 39.38 39.38 558.33 334.33 1.00 1.00 7.92 279.66 167.46 +D+L Dsgn.L= 19.50 ft 1 0.386 0.156 129.18 129.18 558.33 334.33 1.00 1.00 26.12 279.66 167.46 Overall Maximum Deflections Load Combination Span Max.' Dell Location in Span Load Combination Max + Defl Location in Span +D+L 1 0.2279 9.917 0.0000 0.000 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 24.483 26.116 Overall MINimum 7.530 7.921 D Only 7.530 7.921 +D+L 24.483 26.116 L Only 16.953 18.195 , • 4. ' 15895 SW 72ND AVENUE,SUITE 200 Q PORTLAND,OREGON 97224 TEL:503.226.1285 FAX:503.226.1670 E-MAIL:info@cidainc.com PROJECT NAME: Red6e., 56.6.-1/- i PRO). NO. )7:030a,OZ. SHEET FY 15 TITLE: . __. By: 1./` !1 DATE: 1! ) L1 4F �.. " I F16o r Ope .in s _ .. iI i --f-_ .- „,„: ,_:;_:—...4 ...3-- I ; �. 4J i.r� I+3 Jr �TTo L IA VV• • .,,,,_,H ,, �� 1 • 5,3�p /77�F� K 0, 3.5 375 rd 4- D L 701 ztt�tk �, l KS,S�f k 3j • Ri Zrg2Kf 6. gK,f ! 1c� 1 i � .... ._ (6.2.,!_1 l�I�`j(�ZGt V7i,�} _ .:. ....._..._ ._. .�...._.,s. _.> ; lx. 6t.'62.k1 ,7l 114,53 Y, I i V .lit k �tt�p�f1� F/� 7p)� • M • • • •• p + G,9L3 ff < 36 i I.33rK. 1., 215 !� { _. I • • • • • • • w • • • w, WL • - II � I,b� KI� Z 3$ KI^ ;(----FT—Fr--- fV • f. • k k • >? • L- I Tai ( 3�,R3 K I1M 1 1 1 ,,,. /y 7 w/�1(j1}}` • E " D, iZ ,in s�ti' 4.73i41 i W.� 1 3 I • ! I 1 I i i 1 1 1 • 0,11 5- Vil , : : f i 1 ,........,� ....a .F................a...,.._......_.w..._•___...,_.._..a._ �_.._ .A... .._.�....._ ,..........._..�...._ _,x, _. }.. - ...+_.....s. .....TH.__....�._....._, _.... A 1 ........A......_ (( ... ...______I..e...._... _... d_..__.., Project Title: Engineer: Project ID: Project Descr: FF16 I Steel Beam File=E:ladcadd 17\0300.00 Reece Security-Phase 7StnrcturallFraming.ec6. Software copy t ENERCAIC,INC.1983-2018,Build:10.18.10.10. Lic.#: KW-06006865 Licensee: CIDA INC. I Description: 2nd Floor Framing at West Stair-Beam4 CODE REFERENCES Calculations per AISC 360-10, IBC 2015,CBC 2016,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 0474I(!1.0)71, 670 04 2768) (d 00504) o a D(0.048)L(0.107) o I W24x55 04.1 I Span=40.:0 ft F ----- _.. H Applied Loads Service loads entered.Load Factors will be applied for calculations. Beam self weight NOT internally calculated and added Load for Span Number 1 Uniform Load: D=0.0480, L=0.1070 k/ft,Extent=0.0--»29.50 ft, Tributary Width=1.0 ft,(2nd floor) Point Load: D=4,820, L=10.710 k @ 29.50 ft,(beam 2) 1 Point Load: D=2.740, L=6.10 k @ 29.0 ft,(beam 1) Point Load: D=0.0490, L=0.1080 k @ 37.625 ft,(P3) I Uniform Load: D=0.0360, L=0.080 ksf,Extent=37.625--»40.0 ft, Tributary Width=1.188 ft,(2nd floor and stairs) DESIGN SUMMARY Desi•n OK Maximum Bending Stress Ratio = 0.621: 1 Maximum Shear Stress Ratio= 0.120 : 1 Section used for this span W24x55 Section used for this span W24x55 Ma:Applied 207.689 k-ft Va:Applied 20.014 k Mn/Omega:Allowable 334.331 k-ft Vn/Omega:Allowable 167.461 k Load Combination +D+L Load Combination +D+L Location of maximum on span 29.029ft Location of maximum on span 40.000 ft Span#where maximum occurs Span#1 Span#where maximum occurs Span#1 Maximum Deflection Max Downward Transient Deflection 0.863 in Ratio= 555>=360 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 1.252 in Ratio= 383>=240 Max Upward Total Deflection 0.000 in Ratio= 0<240 Maximum Forces & Stresses for Load Combinations I Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span# M V Mmax+ Mmax- Ma Max Mnx Mnx/Omega Cb Rm Va Max Vnx Vnx/Omega D Only Dsgn.L= 40.00 ft 1 0.193 0.037 64.42 64.42 558.33 334.33 1.00 1.00 6.21 279.66 167.46 +D+L f Dsgn.L= 40.00 ft 1 0.621 0.120 207.69 207.69 558.33 334.33 1.00 1.00 20.01 279.66 167.46 °- Overall Maximum Deflections Load Combination Span Max.' Deft Location in Span Load Combination Max."+'Defl Location in Span +D+L 1 1.2522 21.943 0.0000 0.000 I Project Title: Engineer: Project ID: Project Descr: ( Fite=E:radcadd11710300.00 Reece Security•Phase 2StnicturallFraming.ec6. Steel Beam Software .. right ENERCALC,INC.1983.2018,Build:10.18.10.10. Lic.#; KW-06006865 Licensee:CIDA INC.' Description: 2nd Floor Framing at West Stair-Beam4 Vertical Reactions Support notation:Far left is#1 Values in KIPS I Load Combination Support 1 Support 2 Overall MAXimum 9.413 20.014 Overall MINimum 2.919 6.208 D Only 2.919 6.208 +D+L 9.413 20.014 L Only 6.495 13.806 I I I I I I I __ 1 1 1_ Project Title: Engineer: Project ID: Project Descr: FF15 I File=E:\adcadcAM n0300.00 Reece Security-Phase 2tStnrcdureAFraming.ec6 . k• .Steel Beam Software -.lie t ENERCALC,INC.1983-2018,Build:10.18.10.10. Lie.#: KW-06006865 Licensee: CIDA INC. I Description: Centr Girder 2 CODE REFERENCES Calculations per AISC 360-10, IBC 2015, CBC 2016,ASCE 7-10 Load Combination Set: IBC 2018 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 0(5 51)L(17 65) DL0.753768 L(1.67504) s-- a,.,. .. _D(0.721_L(1 6) a._. i..._ -�'- * __.._ s I As W24x68 Span=22.50 ft Applied Loads Service loads entered.Load Factors will be applied for calculations. Beam self weight NOT internally calculated and added Load for Span Number 1 Uniform Load: D=0.0360, L=0.080 ksf,Extent=0.0--»12.625 ft. Tributary Width=20.0 ft Point Load: D=5.510, L=17.650 k© 12.625 ft,(Beam 4) 1 Uniform Load: D=0.0360, L=0.080 ksf,Extent=12.625--»22.50 ft, Tributary Width=20.938 ft DESIGN SUMMARY Desi•n OK III Maximum Bending Stress Ratio = 0.624: 1 Maximum Shear Stress Ratio= 0.203 : 1 Section used for this span W24x68 Section used for this span W24x68 Ma:Applied 275.744 k-ft Va:Applied 39.934 k Mn/Omega:Allowable 441.617 k-ft Vn/Omega:Allowable 196.710 k Load Combination +D+L Load Combination +D+L Location of maximum on span 12.600ft Location of maximum on span 22.500 ft Span#where maximum occurs Span#1 Span It where maximum occurs Span#1 Maximum Deflection Max Downward Transient Deflection 0.312 in Ratio= 865>=360 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.434 in Ratio= 622 >=240 Max Upward Total Deflection 0.000 in Ratio= 0<240 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span# M V Mmax+ Mmax- Ma Max Mnx Mnx/Omega Cb Rm Va Max Vnx VnxlOmega D Only Dsgn.L= 22.50 ft 1 0.173 0.058 76.30 76.30 737.50 441.62 1.00 1.00 11.45 295.07 196.71 I +D+L Dsgn.L= 22.50 ft 1 0.624 0.203 275.74 275.74 737.50 441.62 1.00 1.00 39.93 295.07 196.71 Overall Maximum Deflections Load Combination Span Max Defl Location in Span Load Combination Max '+'Defl Location in Span +D+L 1 0.4340 11.507 0.0000 0.000 Vertical Reactions Support notation Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 36.500 39.934 Overall MINimum 10.591 11.452 D Only 10.591 11.452 +D+L 36.500 39.934 111 L Only 25.909 28.482 � [ 1589 SW 72ND AVENUE,SUITE 200 . 4( PORTLAND,OREGON 97224 TEL:503.226.1285 FAX:503.226.1670 0 � E'MA|Linfo@�dainc.com 11 , ,',,,,,,, PROJECT NAME: ' m". No. TITLE: Br RN tt Jtt 110500,OZ• SHEET FFIq DATE: YIA 0 - -- Project Title: Engineer: Project ID: Project Descr: F 'Stas Beam File=E:tadcadch1710300.00 Reece Security-Phase 21Structuraffra min g.ec8 Software copyright ENERCALC,INC.1983-2018,BuiId:10.18.10.10. Lic.#: KW-06006865 Licensee:CIDA INC. Description: Perimeter Girder CODE REFERENCES Calculations per AISC 360-10, IBC 2015, CBC 2016,ASCE 7-10 Load Combination Set: IBC 2018 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(2 92)L(6 49) o DL0.531)L(1.18) •._ D(0.5355)L(1.19 tI rION W24x55 A. Span=22 50 ft I F Applied Loads Service loads entered.Load Factors will be applied for calculations. Beam self weight NOT internally calculated and added Load for Span Number 1 Uniform Load: D=0.0360, L=0.080 ksf,Extent=0.0--»12.625 ft, Tributary Width=14.875 ft k Uniform Load: D=0.0360, L=0.080 ksf,Extent=12.625--»22.50 ft, Tributary Width=14.750 ft I Point Load: D=2.920, L=6.490 k® 12.625 ft,(Beam 4) DESIGN SUMMARY Desi•n OK i Maximum Bending Stress Ratio = 0.476: 1 Maximum Shear Stress Ratio= 0.147 : 1 Section used for this span W24x55 Section used for this span W24x55 Ma:Applied 159.261 k-ft Va:Applied 24.580 k Mn/Omega:Allowable 334.331 k-ft Vn/Omega:Allowable 167.461 k Load Combination +0+1 Load Combination +D+L Location of maximum on span 12.600ft Location of maximum on span .- 22.500 ft Span 4 where maximum occurs Span#1 Span 4 where maximum occurs Span#1 Maximum Deflection Max Downward Transient Deflection 0.242 in Ratio= 1,114>=360 Max Upward Transient Deflection 0.000 in Ratio= 0 <360 Max Downward Total Deflection 0.351 in Ratio= 768 >=240 Max Upward Total Deflection 0.000 in Ratio= 0 <240 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span# M V Mmax+ Mmax- Ma Max Mnx Mnx/Omega Cb Rm Va Max Vnx Vnx/Omega D Only Dsgn,L= 22.50 ft 1 0.148 0.046 49.42 49.42 558.33 334.33 1.00 1.00 7.63 279.66 167.46 I +D+L Dsgn.L= 22.50 ft 1 0.476 0.147 159.26 159.26 558.33 334.33 1.00 1.00 24.58 279.66 167.46 Overall Maximum Deflections Load Combination Span Max.'"Dell Location in Span Load Combination Max.'+'Dell Location in Span +D+L 1 0.3513 11.379 0.0000 0.000 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2111 Overall M !mum 23.510 24.580 Overall MINimum 7.296 7.628 D Only 7.296 7.628 +D+L 23.510 24.580 L Only 16.214 16.952 QIF,58R9T5 5WLAND72NDOREGON AVENUE97224,SUITE 200 , TEL:503.226.1285 FAX:503.226.1670 E-MAIL:info@cidainc.com PftC3{ECT NAME: gesee'Je, SecN. 'if/ PROF.NO, 70300,02...... ,__._.,,._.�.. SHEET -4 TITRE: By: R NM DATE: '. i?[ i P �_�___ .__......... ._._........__.__. i 1 r 'I 1 1 i �rar i ........ ,....,..i .....„..-.H....„._..,.„4:. ,,i.. .......,, • ¢-- ..: mss_ ._.._.y_....... ,� ...y • .., am - E W PBA-1 36 ' g • • r, , � • :► � � ;_ _ I _ I • td! -l i01 1(1l1Q3�D` ��'/12301. JP _ lowy k{�an lcltim i ► a# i I • • -• ; :. .j.;:ei i .tI • 3 • „ • • W 9• L rel . .,......., .! i! i .1 1/: IL, i I , . •.,.. ; ! : 4-------------i------4— ri 4.•1 ,. :::: 4 : ° R —(q41b g'S 117 RS0i')10) V - o, z k AA G,Ri'S _. ,, • • �' z 14 �.G �1, 3 i 1 K x I- f -. I1 • j1 t :_ -.1 4- 4 -.4.- .--- 4--1 pri1441 044,f- 4 11-1- 11,-AxT,',-- pri34.,.. 1 i _:. +- ••••4-- 4 --.4--• ; --4-- 4 4-- 4i I 1 I i a I ! i 1 I 1 I , ( # E 1 Project Title: Engineer: Project ID: Project Descr: Ff-z2 I ,Wood Beam File=E:tadcadd11R0300.00 Reece Security-Phase 2\StructuralNFraming.ec6. Software.. , ENERCALC,INC.1983-2018,Build:10.18.10.10. Lica#:KW-06006865 Licensee: CIDA INC. Description: --None-- CODE REFERENCES Calculations per NDS 2015, IBC 2015, CBC 2016,ASCE 7-10 Load Combination Set:ASCE 7-10 Material Properties Analysis Method: Allowable Stress Design Fb+ 900.0 psi E:Modulus of Elasticity Load Combination ASCE 7-10 Fb- 900.0 psi Ebend-xx 1,600.0ksi Fc-Prll 1,350.0 psi Eminbend-xx 580.0ksi Wood Species : Douglas Fir- Larch Fc-Perp 625.0 psi Wood Grade :No.2 si Ft 575.0 10.0 psi Density 31.210pcf I Beam Bracing : Beam is Fully Braced against lateral-torsional buckling �D(0.048)(40.427) I Ill 5.50 X 3.50 Span=4.0 ft to Applied Loads Service loads entered.Load Factors will be applied for calculations. 1 Uniform Load: D=0.0480, L=0.4270, Tributary Width=1.0 ft DESIGN SUMMARY Desi•n OK Maximum Bending Stress Ratio = 0.667. 1 Maximum Shear Stress Ratio = 0.354 : 1 Section used for this span 5.50 X 3.50 Section used for this span 5.50 X 3.50 fb:Actual = 1,015.21 psi fv:Actual = 63.76 psi FB:Allowable = 1,521.00psi Fv:Allowable = 180.00 psi Load Combination +D+L Load Combination +D+L Location of maximum on span = 2.000ft Location of maximum on span = 3.723ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 I Maximum Deflection Max Downward Transient Deflection 0.079 in Ratio= 610>=360 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.088 in Ratio= 548>=180 Max Upward Total Deflection 0.000 in Ratio= 0<180 III Overall Maximum Deflections Load Combination Span Max.-'Defl Location in Span Load Combination Max.'+"Defl Location in Span +D+L 1 0.0875 2.015 0.0000 0.000 Vertical Reactions Support notation Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 0.950 0.950 Overall MINimum 0.854 0.854 D Only 0.096 0.096 +D+L 0.950 0.950 L Only 0.854 0.854 I I 1P58R9T5LSWN 72NRDEGAVENU9E7,2S2U41TE 200 11 TEL:503.226,1285 FAX:503.226.1670 CI - E-MAIL:info@cidainc.com tf/ PROJECT NAME: Kee5e, z. 5 e.6art PRol.No, VO ac),.o By: k/Vd SHEET FF2-.> TITLE: DATE: Vir4Se , I i 7 1 • , :: • . i 114/4131. 1 . ; . i 1 , , , . . , : , • • : : 1 . , , . . ---..- t i .1.• i• .„: • ._. 'I'41 ( : „..2.• . . :• . i 41 .....I ! 2 i T ' ' 2-1914)( 2z "4410 f • cs ' Pr-.3a c: 1 , L '„---- 80 • f, . . .•• • , , . , . . . . . 1 i-- i -I- t- r t- 4- 1-• ';', • -4- ! , ! I . $ , -.4- •-•,..,-- .4- f.- ! i : • ..--. . / 3qi k ') e-1 I • , ,•• --t.„ --„t„ 4.-- , * , : • .• . . . : . . , 1 , : ,• , . . ' . I1-•• --z1i •„„4,i-----,-it: I,, . , •t:: ,..„1 . _'rfr..54.i._/14)I••.•1 Nj. tfiii2 _ 5 , ...,...„±,••. _,i!._........f, ..._ ..t,,, . ::_._.„„,..4.....,._. .....,: „,..÷, „ f f- ' •1-- i. • , 4-- --i IS • .0' -','54-irt$ Nk.41.0 -r"!11 0..5 /' ----4:— ', ii . , , . • , . . . „.„--- -„. i it I i , . I :„: ,' : , . : : !. . , i , , • : , • „:,. ' I , . : : t„ -:.:-- : ' 4- 4-- ......4 i - I ---)- • -4'.. ---4 4-- 4--- 4 .4- 4-,-, I -1---, i --.-. -4-14-4,, -4-- ---4-----1,- I , ----4---- ! . -,-*--- ,. ---i-- -4-i -i- • II-- 1 . :• :• vrert,i' i o -4-- . T 1 ' l' 04,„f• • , , , d , ......._4_, . i ...... • • 1 , ,•• .1. : 1 ,• i 4 4 . ; . • .. ' . . • '4,-..- ,,i, 1.-. -4,,,, i ..1... -4:::, ,, .,-4-.. ...4 .. .44_ ! 444 - ! II- , ,------f --,• ; -4---- J -1--' ', --i- 1 ----4- - 4-- ----4 ' , 4 . : . . 4 4 4 4 . -44. •.4-.. 4. •4.• ' . 1-- -4 ! -4-- ! ,--- ---1 ---, -4- -4 ----4- 4 - - 4 I i i i I ; I. ! i „...i... , 4._ _ _ : 4. , - -f 4---- r I- 1 , 1 . , . ! 1 ! i ...i. „4. 4„. 4. .1.. 4 _ i t 1! ! t I 1 -- 4• -- 4-•• -1- •i- t 4 . , i -f- -I- -Iii 1. 1 {: i , I I , 1 ..,.. _., 4 1 I . 1 , . . i --f : 4•:,'• I -I- i 4-- 4. 4f-----.4- -4- ---4- -4 -,!-----4- -----i- -4----4- ---4,- --+ •+- . . , I -I i i 1 , 1 , i I I-If ---i-- i -1,-- . i•,• 1 1 , .1 ,...4. ...4 i -4-- r----1- -, t• ---4.- t- 1 i • •I tf---- 1 1 i 1 : , , 1 4, -4 ---4--- -.- --- -----i t f 1 4-- 4; t. -4-- 1 ; , ; - • i _ .-4 i. 4,, 4 1---1 I. i 4 I 1 1 1, - .1 1 ,t1 . 1 ----r- . ! 4- 7' - . I { I ! ! i ! . . : _ 4 ,i,,,,-,,...................-....÷ . ! • _4 . --r t-- -1 ! Project Title: Engineer: Project ID: Project Descr: FFzIf I File=E:ladcaddt1710300.00 Reece Security-Phase 21StructurallFraming.ec6. Steel Column Softwares. '. t ENERCALC,INC.1983.2018,Build:10.18.10.10. Lic.#: KW-06006865 Licensee: CIDA INC.'; I Description: Elevator Shaft Column Code References 1 Calculations per AISC 360-10, IBC 2015, CBC 2016,ASCE 7-10 Load Combinations Used:ASCE 7-10 General Information Steel Section Name: HSS5x5x1/4 Overall Column Height 17 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=17 ft,K=1.0 Y-Y(depth)axis: Unbraced Length for Y-Y Axis buckling=17 ft,K=1.0 Applied Loads Service loads entered.Load Factors will be applied for calculations. Column self weight included:264.921 lbs•Dead Load Factor AXIAL LOADS... Axial Load at 17.0 ft,Xecc=1.0 in,Yecc=1.0 in,D=10.440,S=23.20 k DESIGN SUMMARY Bending&Shear Check Results PASS Max.Axial+Bending Stress Ratio = 0.8903 :1 Maximum Load Reactions.. Load Combination +D+S Top along X-X 0.1649 k Location of max.above base 16.886 ft Bottom along X-X 0.1649 k At maximum location values are... Top along Y-Y 0.1649 k Pa:Axial 33.905 k Bottom along Y-Y 0.1649 k Pn/Omega:Allowable 55.862 k Max:Applied 2.785 k ft Maximum Load Deflections... Mn•x/Omega:Allowable 17.468 k-ft Along Y-Y -0.1952 in at 9.926ft above base Ma-y:Applied -2.785 k-ft for load combination:+D+S Mn-y/Omega:Allowable 17.468 k-ft Along X-X -0.1952 in at 9.926ft above base 111 for load combination:+D+S PASS Maximum Shear Stress Ratio= 0.004978 :1 Load Combination +D+S Location of max.above base 0.1141 ft At maximum location values are... Va:Applied 0.1649 k Vn/Omega:Allowable 33.124 k Steel Section Properties : HSS5x5x1/4 Depth = 5.000 in I xx = 16.00 iM4 J = 25.800 in^4 Design Thick = 0.233 in S xx = B.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 iM4 C = 10.500 inA3 Weight = 15.584 pIt S yy = 6.410 inA3 R yy = 1.930 inI Ycg = 0.000 in I I i I I Project Title: Engineer: Project ID: Project Descr: 2.- ^teel Column File=E:ladcadd117W300.00 Reece Security-Phase 2lStructural\Framing.ec6 . Software«•* , ,ENERCALC,INC.19812018,Build:10.18.10.10. 1 Lic.#: KW-06006865 Licensee : CIDA INC. Description: Elevator Shaft Column Sketches Lo d(%(%II 1 ; +x p2 I 3 n O I 1i € I i; i S.00in 1 I Ict I I I I I I I I 5895 SW 72ND AVENUE,SUITE 200 PORTLAND,OREGON 97224 TEL:503.226.1285 FAX:503.226.1 670 lillO E-MAIL:info@cidainc.com f Ro EcT NAME: R&& .- ./& L PROs.NO. • ! 0 300r VZ. SHEET TITLE: 8Y: Rift( .... DATE: IYi 1I✓ E.431Shu f i ; �It Z ' 1 i i 1 1 rr ''..1' 'I Kill 6,1q kV 10' ,5' , k? 44 11.4 ill ei I I/4, ,,,,,,,,ckr,„ ra,p,f,,,, • 1 • {{ �,d k1Gh _ 5�'rc rfi.� _ _ . _. . {t t H 55 l9 x O 4� i f ie f- - ;5e.e. f z pais . i 3 , I ( t t s ' I 1 i I . I _.. € 1 I II 1- ` II Ii � I i �3� j 1 I � � ? I I i 13 i } Ii ! t : ;— ! E t t € I ! ! i € I I 7 _._....._._................«._........_. _. ....._, -.•,___rte..__ _. : _____ _. ,__ i �--� _. _.._ _ I 3 i _ 1 `:, 1 i 3 t � I_ i : _€ I 1 I i I ) € I 1 I I EEE , I j i ! 1 ! i _ { i (+ I _ , —. __ i I `i 3 i 1 1 1...........J 1 II __1 -1S } I _ I € 3 E 1I ie e 111 4 I : I iT ITT- I ii i I t I Project Title: Engineer: Project ID: Project Descr: Steel Column File=E:ladcadd11710300.00 Reece Security-Phase 2iStnrcturalJFraming.ec6. Software . ENERCALC,INC.1983-2018,Build:10.18.10.10. I Lic.#: KW-06006865 Licensee:CIDA INC. Description: Column at East stair strong back Code References I Calculations per AISC 360-10, IBC 2015, CBC 2016,ASCE 7-10 Load Combinations Used:ASCE 7-10 General Information I Steel Section Name: HSS6x6x1/4 Overall Column Height 29.0 ft Analysis Method: Allowable Strength Top&Bottom Fixity Top&Bottom Pinned Steel Stress Grade Brace condition for deflection(buckling)along columns: I 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=29.0 ft.K=1.0 Y-Y(depth)axis: Unbraced Length for Y-Y Axis buckling=29.0 ft,K=1.0 IColumn self weight included;550.60 lbs`Dead Load Factor Service loads entered. Load Factors will be applied for calculations. lied Loads AXIAL LOADS... I Axial Load at 29.0 ft,Xecc=0.50 in,Yecc=3.0 in,D=3.810,S=6.740 k BENDING LOADS... Lat.Point Load at 15.0 ft creating Mx-x,W=3.940 k DESIGN SUMMARY 1111 Bending&Shear Check Results PASS Max.Axial+Bending Stress Ratio = 0.7105 :1 Maximum Load Reactions.. Load Combination +D+0.60W Top along X-X 0.01516 k Location of max.above base 14.987 ft Bottom along X-X 0.01516 k I At maximum location values are... Top along Y-Y 2.038 k Pa:Axial 4.361 k Bottom along Y-Y 1.902 k Pn/Omega:Allowable 35.611 k Ma-x:Applied 16.611 k-ft Maximum Load Deflections... I Mn-x/Omega:Allowable 25.709 k-ft Along Y•Y 2.629 in at 14.792 ft above base MaApplied for load combination:+D 0.60W Y: PP -0.08204 k-ft Mn-y/Omega:Allowable 25.709 k-ft Along X-X -0.04984 in at 16.933 ft above base I for load combination:+D+S PASS Maximum Shear Stress Ratio= 0.03076 :1 Load Combination +D+0.60W Location of max.above base 15.181 ft I At maximum location values are... Va:Applied 1.256 k Vn/Omega:Allowable 40.826 k Steel Section Properties : HSS6x6x1/4 I Depth = 6.000 in I xx = 28.60 iM4 J = 45.600 inA4 Design Thick = 0.233 in S xx = 9.54 inA3 Width = 6.000 in R xx = 2.340 in Wall Thick = 0.250 in Zx = 11.200 inA3 I Area = 5.240 iinA2 I yy = 28.600 in^4 C = 15.400 inA3 Weight = 18.986 plf S yy = 9.540 iO3 R yy = 2.340 in IYcg = 0.000 in 1 _ 1 Project Title: Engineer: Project ID: Project Descr: FF2g Steel Column File=E:tadcadd11710300.00 Reece Security Phase 21StructuraOFraming.ec8. Software .. right ENERCALC,INC.1983-2018,Build:10.18.10.10 . Lic.#: KW-0600686 =- Licensee: CIDA INS. I Description: Column at East stair strong back Sketches .. • .n, 0 Mt Load 1 111 C yy111 T C F^ • 1 6.00in • ' I 1 1 1 1 1 ,,,,,,,,,,,,,,,,,,,,,,,,,,,,, . Igant.: 15895 SW 72ND AVENUE,SUITE 200 '••:.:..''.:''':77.N1:: „,,...... . .,„, PORTLAND,OREGON 97224 • ... .1!:..'.'. TEL:503.226.1285 FAX:503.226.1670 0 ., ..!..H E-MAIL:info@cidainc.com 10 . . PROJECT NAME: Reese, Sicutr I-1-x. Pao].No. 17030a 01 SHEET _ T.F2C1 - • - TITLE: By: RNPI DATE: efil.•4 ilk : .••I ..••'' : . . . . • , ! : 1 . : I I , : / 1 I ! ' ' ' ,,i 1 i i I ! • / • • , : . i 1- :- -i----- 4 i ; .IN eix i Pernme+er, CaIt :. tmmi r § I 1 9 1 , . . , . , 1 . , ipir.4, •:,-. 4 i i • • . •••• WKAg,g671( -,1 ef 7 :121<) . i . . , „ :.• „ ..,3, .....! . , ! ! ! . • • , 1 , .7 5 :: x:,-- 5 : Iii I 4 5 ;; 5 i5:12.1 lc 6 : ...., . . 1 i . . 19, I ; I 1 I 5 i 5-45- 5 ---- 5 - ; ; C3 I . : : 5 : 5 . : . : : I t . . : , 12 L ..... ' 7,Glk i ,t0, 02 g 1 1 , 1 t ' . I . I , I ., . . 1 • I, I .4.... A : : -4 :- -45 / iS4547- v') IC' zO,0- '•30; 16 f.K),1 1 : , • ..••• : , „ • , „ . . 1 ' i . . 1 , 1 , ,.• , , • . . • • . . 1 , I L. 1 1.0h4H I i . • ; i 1 i I 1 --- f . 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I : • ! ! I I i 455 4- 5-1-: ::::54- 4- , 4 +-: :- 4- -± 4 4 , : i 1 i 1. , 1 1 i 1 i I 1 1 1 _...f._ _..4. I + +. --f- 1 4 -t H , 7 1. _.i,„,., .1., i 1 `" , 1 i , 1 1 I , , ! 1 , i 4:-.• , 4-- 4-- -4 -4 .i. ,4, -1.------1 . -- .i. 4 4 I i -- -IF I -I- 1 i -I- i t ------4 +- 1 -t I--- i I i : 1 i 4 i . i 1 ...,_ I ; . III 4 ; 1 1 1 45 i -4-- ! 5 -4- I ! I t__4_,,,,,,4_ , •-4,-- -t- t ---t- , : , 1 , 1 1 1 , •i , 1 , , , , 1 i ., _..4.. : !.... • .,„,...,. ..,...., „„..... ,,,..._ , .....,.. .,„..„._ • „„„„,,,.... ..„.., .........._ .,,,.„,.. , ....1 , Project Title: I Engineer: Project ID: Project Descr: Ff O I Steel Column File=E::adcadd11T0300.00 Reece Security-Phase 2lStructur framing.ec6. Software..g right ENERCALC,INC.1983-2018,Build:10.18.8.25. Lic.#:KW-06006865 Licensee:CIDA INC. Description: MAX PERIMETER COLUMN Code References I Calculations per AISC 360-10, IBC 2015,CBC 2016,ASCE 7-10 Load Combinations Used:ASCE 7-10 General Information Steel Section Name: HSS6x6x1/4 Overall Column Height 30.0 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=17 ft,K=1.0111 Y-Y(depth)axis: Unbraced Length for Y-Y Axis buckling=17 ft,K=1.0 Applied Loads _.__ Service loads entered. Load Factors will be applied for calculations. I Column self weight included:569.59 lbs'Dead Load Factor AXIAL LOADS... Pr 1:Axial Load at 30.0 ft,Xecc=3.0 in,Yecc=0.250 in,D=5.865,S=8.867 k I P2nd_1:Axial Load at 17.0 ft,Xecc=3.0 in,Yecc=0.250 in,D=12.240,L=27.60 k P2nd2:Axial Load at 17.0 ft,Xecc=-3.50 in,Yecc=0.250 in,D=9.360,L=20.80 k Pr2:Axial Load at 30.0 ft,Xecc=-3.50 in,Yecc=0.250 in,D=4.420,S=6.680 k DESIGN SUMMARY I Bending&Shear Check Results PASS Max.Axial+Bending Stress Ratio = 0.9928 :1 Maximum Load Reactions.. Load Combination +D+L Top along X-X 0.04468 k I Location of max.above base 16.913 ft Bottom along X-X 0.04468 k At maximum location values are... Top along Y-Y 0.05575 k Pa:Axial 80.855 k Bottom along Y-Y 0.05575 k Pn/Omega:Allowable 86.564 k I Ma-x:Applied -0.9429 k-ft Maximum Load Deflections... Mn-x/Omega:Allowable 25.709 k-ft Along Y-Y -0.09206 in at 13.490 ft above base for load combination:+D+0.750L+0.750S Ma-y:Applied -0.7557 k-ft Mn-y/Omega:Allowable 25.709 k-ft Along X-X -0.07473 in at 13.490 ft above base I for load combination:+D+0.750L+0.750S PASS Maximum Shear Stress Ratio= 0.001366 :1 Load Combination +D+L Location of max.above base 0.2013 ft I At maximum location values are... Va:Applied 0.05575 k Vn/Omega:Allowable 40.826 k Steel Section Properties : HSS6x6x1/4 I Depth = 6.000 in I xx = 28.60 in^4 J = 45.600 inM Design Thick = 0.233 in S xx = 9.54 iM3 Width = 6.000 in R xx = 2.340 in I Wall Thick = 0.250 in Zx = 11.200 inA3 Area = 5.240 inA2 I yy = 28.600 in/4 C = 15.400 iM3 Weight = 18.986 plf S yy = 9.540 in^3 R yy = 2.340 in I Ycg = 0.000 in I I I I Project Title: Engineer: Project ID: Project Descr: IFF3l ,teel Column File=E:ladcadd11R0300.00 Reece Security Qhase21Structurallframing.ec6. I - :KW-06006865 w, Softwarec©pyraghl ENERCALC INC 1983-2018,Build 10.18.8.25. LAC. • • t..iCBr1s'e$ CIDA INC. Description: MAX PERIMETER COLUMN Sketches Y IMP9ik 1 ... '77a�. l ,a 1 -\' i I sl * oad Lid2 .3o-il ` I 1 F 1 6.00Inti •1 Ii I I I I I I I j .. ii 15895 SW 72ND AVENUE,SUITE 200 I PORTLAND,OREGON 97224 TEL:503.226.1285 FAX:503.226.1670 OE-MAIL:info@cidainc.com • PROJECT NAME: j e&s& 5caw 7 1 PRoi.No. 170300,0Z _....__._.......„_._.__._._.._____...._._ SHEET .__FF3Z�j. Tmi: By: F//�V if DATE: 41/Z5/1O 111 i1 � _ _ i ��� ro41 • t. L. Tol,i 1';} .1 73I</ 13, 14 2JZK) P,Z B,�fk •i$1V 22, ez'k • ; . • • u to1w (4154,2z1fX1 2. )+( 16,1iIC: S.',gi K 1 1.0,w _ _ _ • • i- ...... _.,_,__.�.., .....w.._ +. _.rwe^tll ,,...,q__....._:.___ _• _.._........_ ... _.........«.it fi- • • • __ . ..-Fes....,.. L S ... .`g .>.._.+s.. .. .... M 4J f.4-6, ,5t itiK/4'778 If g k_i 1 t-r.„ 0,6,7*K , /Hi!‘ 14/‘0,,240 I • 1 L • • • � 5. t�K �.03K W $t. 7 ,3 < 1. _ _; �._ , 3 y _ , • � . Y, ap — ®4 . z t e w _ d _ .•• ..4._.4.,_ I. .,. ! 1 il i ( 4.1” , ,---t — 1 i 4 . -I- rt-------tr—+ --------* i 3, 7. ,� 1, ili • fl$5 7x g i acie' tri:retilt.,.' - acs ..," i..,.__ � • _ "" 3a ? s �, E3 . . s �. r ...3_ _fi,_ _ . « . .� k _ p .. . i I 1• 1 t0 € • j 1 f .3 f i a i E _w : € .---+' _ _ _ __.. _ r _. _. _.. ._ _ _. it.. .,_ ..I_ ic .. ___ ._. _ _ ;_ 1 + _____ _ __.. _.._ i : i �1 ( 1 1 j 3 E , ! € f i 9 H..... H................ Hi 3 � .�.... € t . _}f 1i • 1 i ' Project Title: Engineer: Project ID: Project Descr: I F)), ,., File=E:ladcadd11710300.00 Reece Security-Phase 21StructuraMrarning.ec6 . ( ')teel Column Software •_ '. t ENERCALC,INC.1983-2018,Bm1d:10.18.8.25 . I Lie.#: KW-06006865 Licensee:CIDA INC. Description: COLUMN Code References Calculations per AISC 360-10, IBC 2015,CBC 2016,ASCE 7-10 Load Combinations Used:ASCE 7-10 General information Steel Section Name: HSS8x8x3/8 Overall Column Height 30.0 ft Analysis Method: Allowable Strength Top&Bottom Fixity Top& Bottom Pinned Steel Stress Grade Brace condition for deflection(buckling)along columns: I 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=17 ft,K=1.0 Y-Y(depth)axis: Unbraced Length for Y-Y Axis buckling=17 ft,K=1.0 I Applied Loads Service loads entered.Load Factors will be applied for calculations. Column self weight included:1,128.42 lbs*Dead Load Factor AXIAL LOADS... I Pr_1:Axial Load at 30.0 ft,Xecc=4.0 in,Yecc=0.1250 in,D=11.730,S=17.490 k P2nd_1:Axial Load at 17.0 ft,Xecc=4.0 in,Yecc=0.1250 in,D=24.480,L=54.40 k P2nd_2:Axial Load at 17.0 ft,Xecc=-3.50 in,Yecc=0.1250 in,D=18.720,L=41.60 k Pra,2:Axial Load at 30.0 ft,Xecc=-3.50 in,Yecc=0.1250 in,D=8.840,S=13.180 k IDESIGN SUMMARY Bending&Shear Check Results PASS Max.Axial+Bending Stress Ratio = 0.8385 :1 Maximum Load Reactions.. Load Combination +D+L Top along X-X 0.3344 k I Location of max.above base 16.913 ft Bottom along X-X 0.3344 k 0.05548 maximum location values are... Top along Y-Y .05548 k Pa:Axial 160.898 k Bottom along Y-Y 0.05548 k Pn/Omega:Allowable 214.074 k ' Max:Applied -0.9382 k-ft Maximum Load Deflections... Mn-x/Omega:Allowable 67.485 k-ft Along Y-Y -0.02616 in at 13.490ft above base for load combination:+D+0.750L+0.75OS Ma-y:Applied -5.655 k-ft IIS Mn-y/Omega:Allowable 67.485 k-ft Along X-X -0.1601 in at 13.490ft above base for load combination:+D+0.750L+0.750S PASS Maximum Shear Stress Ratio= 0.004169 :1 Load Combination +D+L I Location of max.above base 0.2013 ft At maximum location values are... Va:Applied 0.3344 k Vn I Omega:Allowable 80.208 k I Steel Section Properties : HSS8x8x3/8 Depth = 8.000 in I xx = 100.00 inM J = 160.000 inM Design Thick = 0.349 in S xx = 24.90 inA3 Width = 8.000 in R xx = 3.100 in I Wall Thick = 0.375 in Zx = 29.400 103 Area = 10.400 inA2 I yy = 100.000 irY =4 C40.700 inA3 Weight = 37.614 plf S yy = 24.900 inA3 111R yy = 3.100 in Ycg = 0.000 in Project Title: I Engineer: Project ID: Project Descr: FF3`f I (Tr' steel Column File=E:ladcadd11710300.00 Reece Security-Phase 21StniduraIIFramI g.ec6 Software copyright ENERCALC,INC.1983-2018,BuiId:10.18.8.25 Lic.#: KW-06006865 Licensee:CIDA INC.•' I Description: COLUMN Sketches i :&.YYRk 2341{4111.1 Ty F i C t` 0 ', Load 4 °` Lt d 2 _ I o k° 8.00in ti . I ill I I I I I I I I I I I ....... ... .-„,,,411111111111 15895 SW 72ND AVENUE,SUITE 200 .11 i.,, ..................... ,.„.„. ........................._ .•:.••.•'.•'..'.••'.••'.••'.•'.•'.•'.,...:.•'.;.,:,:..•:::,:=°,.,::::::::,"`:;:: PORTLAND,OREGON 97224 ...H....A., ....................... .. 1111111111211110 TEL:503.226.1285 FAX:503.226.1670 0 Rwm,,,,,,,,,,A4 Nommiwt E-MAIL:info@cidainc.com .....144A4:44.....44 4,4 4444:444,4*4 to i , t . : ?N PROJECT. NAME: eese. Set,(,,t. 1 r rx pRoi.No. 170300.01 SHEET f P I TillE: BY: RNh DATE: /WS' -'-------------- r-"" . 19 i. 4_• ...4. f-1,1-, 1 2--a II , 1.,,, ,..,,,.. , .,• : . . , 4 1 .•• . . ' '' •: • ' • • • • .1 , i . , • • , ,--. , ,....- , 150,..-FY6-, )2!) 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Description.... / This Wall in File: E:\adcadd\17\0300.00 Reece Security-Phase 2\Structural\calcs.RPX W I letalnPro(c)1987-2015, Build 11.16.03.08 License:KW-06061512 Restrained Retaining Wall Code: IBC 2012,ACI 318-11,AC1 530-11 ii License To:CIDA,Inc Criteria I Soil Data Retained Height = 5.50 ft Allow Soil Bearing = 3,000.0 psf Wall height above soil = 0.00 ft Equivalent Fluid Pressure Method Total Wall Height = 5.50 ft At-rest Heel Pressure = 32.0 psf/ft Top Support Height = 5.50 ft Passive Pressure = 400.0 psf/ft Soil Density = 100.00 pct Slope Behind Wal = 0.00 Footingl1Soil Frictior = 0.380 Height of Soil over Toe = 6.00 in Soil height to ignore for passive pressure = 12.00 in rm il _L I1 Thumbnail I Surcharge Loads I0UniformLateral Load Applied to Stem I Adjacent Footing Load Surcharge Over Heel = 0.0 psf Lateral Load = 0.0#/ft Adjacent Footing Load = 0.0 lbs >>>Used To Resist Sliding&Overturning ...Height to To = 0.00 ft Footing Width = 0.00 ft Surcharge Over Toe = 0.0 psf ...Height to Bottorr = 0.00 ft Eccentricity = 0.00 in Used for Sliding&Overturning Wall to Ftg CL Dist = 0.00 ft Axial Load Applied to Stem I Load Type = Wind(W) Footing Type Line Load (Strength Level) Base Above/Below Soil Axial Dead Load = 712.0 lbs at Back of Wall = 0.0 ft Axial Live Load = 500.0 lbs Wind on Exposed Stem= 0.0 psf • Axial Load Eccentricity = 0.0 in Poisson's Ratio = 0.300i„ �.,._ ,� SetarrtLoad --} ...So Density multiplier.„. 0.200 I Added seiseeeleetamiPersa.,___ _...0..xf psi. q.-.... ei_ P P Stem Weight Seismic Load F /W Weight Multiplier 0.000Added seismicper unit area 0.0 psf 9 9 P g P I Design Summary i_Concrete Stem Construction I Total Bearing Load = 2,462 lbs Thickness = 8.00 in Fy = 60,000 psi ...resultant ecc. = 0.94 in Wall Weight = 100.0 psf f'c = 3,000 psi Soil Pressure Toe = 1,231 psf OK Stem is FREE to rotate at top of footing Soil Pressure @ Heel = 1,231 psf OK Allowable = 3,000 psf Mmax Between Soil Pressure Less Than Allowable @ Top Support Top&Base @ Base of Wall ACI Factored @ Toe = 1,950 psf - - Stem OX stem OK Stem ACI Factored 0 Heel = 1,205 psf Design Height Above Ftc = 5.50 ft 2.34 ft 0.00 ft Footing Shear 0 Toe = 0.1 psi OK Rebar Size = # 4 # 4 # 4 Footing Shear @ Heel = 2.9 psi OK Rebar Spacing = 12.00 in 12.00 in 12.00 in Allowable = 75.0 psi Rebar Placed at = Center Center Center Reaction at Top = 160.3 lbs Rebar Depth 'd' = 4.00 in 4.00 in 4.00 in 1 Reaction at Bottom = 514.7 lbs Design Data Sliding Stability Ratio = 2.30 OK fb/FB+fa/Fa = 0.000 0.160 0.000 Sliding Calcs Mu....Actual = 0.0 ft-# 546.5 ft-# 0.0ft-# Lateral Sliding Force = 514.7 lbs Mn'Phi Allowable = 3,423.0 ft-# 3,423.0 ft-# 3,423.0 ft-# less 100%Passive Force= - 250.0 lbs less 100%Friction Force= - 935.6 lbs Shear Force © this height = 258.1 lbs 516.3 ills Added Force Req'd = 0.0 lbs OK Shear Actual = 5.38 psi 10.76 psi ....for 1.5 Stability = 0.0 lbs OK Shear Allowable = 82.16 psi 82.16psi Vertical component of active lateral soil pressure IS Other Acceptable Sizes&Spacings: NOT considered in the calculation of soil bearing Toe: #5 © 18.00 in -or- Not req'd:Mu<phi*5*lambda'sgrt(f'c)'Sm Heel:#5 0 18.00 in -or- Not req'd:Mu<phi*5*lambda'sgrt(fc)*Sm Load Factors -- - - Key: No key defined -or- No key defined Building Code IBC 2012,ACI Dead Load 1.200 Live Load 1.600 Earth,H 1.600 Wind,W 1.000 Seismic, E 1.000 Use menu item Settings>Printing&Title BlockI Title Entry Retaining Wall w/Stud Wall Page: 2 to set these five lines of information Job# 170300.02 Dsgnr: RNH Date: 1 NOV 2018 for your program. Description.... g.,,,,,\This Wall in File:E:\adcadd\17\0300.00 Reece Security-Phase 2\Structural\calcs.RPX letainPro(c)1987-2015, Build 11.16.03.08 License:KW-06061512 Restrained Retaining Wall Code: IBC 2012,ACI 318-11,ACI 530-11 License To: CIDA,Inc Concrete Stem Rebar Area Details Top Support Vertical Reinforcing Horizontal Reinforcing As(based on applied moment):I 0 in2/ft (4/3)*As: 0 in2/ft Min Stem T&S Reinf Area 1.056 in2 200bd/fy:200(12)(4)/60000: 0.16 in2/ft Min Stem T&S Reinf Area per ft of stem Height:0.192 in2/ft 0.0018bh:0.0018(12)(8): 0.1728 in2/ft Horizontal Reinforcing Options:Two layers of: II Required Area: 0.1728 in2/ft #4@ 25.00 in Provided Area: 0.2 in2/ft #5@ 38.75 in IMaximum Area: 0.6503 in2/ft #6@ 55.00 in Mmax Between Ends Vertical Reinforcing Horizontal Reinforcing As(based on applied moment) : 0.033 in2/ft (4/3)'As: 0.044 in2/ft Min Stem T&S Reinf Area 0.606 in2 200bd/fy:200(12)(4)/60000: 0.16 in2/ft Min Stem T&S Reinf Area per ft of stem Height:0.192 in2/ft 0.0018bh:0.0018(12)(8): 0.1728 in2/ft Horizontal Reinforcing Options:Two layers of: IRequired Area: 0.1728 in2/ft #4@ 25.00 in Provided Area: 0.2 in2/ft #5@ 38.75 in Maximum Area: 0.6503 in2/ft #6@ 55.00 in 'i Base Support Vertical Reinforcing Horizontal Reinforcing As(based on applied moment): 0 in2/ft (4/3)*As: 0 in2/ft Min Stem T&S Reinf Area 0.450 in2 200bd/fy:200(12)(4)/60000: 0.16 in2/ft Min Stem T&S Reinf Area per ft of stem Height:0.192 in2/ft 0.0018bh:0.0018(12){8): 0.1728 in2/ft Horizontal Reinforcing Options:Two layers of Required Area: 0.1728 in2/ft #4@ 25.00 in Provided Area: 0.2 in2/ft #5@ 38.75 in Maximum Area: 0.6503 in2/ft #6@ 55.00 in I Footing Strengths&Dimensions I I Footing Design Results Toe Width 0.67 ft Toe feel Heel Width = 1.33 Factored Pressure = 1,950 1,205 psf Total Footing Widtf = 2.00 Mu':Upward = 415 286 ft-# i Footing Thickness in 0 00 in Mu': Downward 53 362 187 ft-# Key Width Mu: Design -99 ft-# Key Depth = 0.0C in Actual 1-Way Shear = 0.10 2.86 psi 1 Key Distance from Toe = 0.00 ft Allow 1-Way Shear = 75.00 75.00 psi f'c = 2,500 psi Fy = 60,000 psi Footing Concrete Density = 150.00 pcf Min footing T&S reinf Area 0.52 in2 Min.As% = 0.0018 Min footing T&S reinf Area per foot 0.26 in2 /ft Cover @ Top = 2.00 in IP Btm.= 3.00 in Two Layers of horizontal Bars I #4© 18.52 in #5@ 28.70 in #60 40.74 in 1 I I Use menu item Settings>Printing&Title Block Title Entry:Retaining Wall w/Stud Wall Page: 3 to set these five lines of information Job# 170300.02 Dsgnr: RNH Date: 1 NOV 2018 for your program. Description.... l3F -- This Wall in File: E:\adcadd\1710300.00 Reece Security-Phase 2\Structural\calcs.RPX tetainPro(c)1987-2015, Build 11.16.03.08 License:KW-08061512 Restrained Retaining Wall Code: IBC 2012,ACI 318-11,AC1 530-11 License To:CIDA,Inc Summary of Forces on Footing : Slab is NOT resisting sliding, stem is PINNED at footingII I Forces acting on footing for overturning,sliding,&soil pressure Lateral Distance Moment Vertical Lateral Distance Moment Overturning Moments... lbs ft ft-# Resisting Moments... lbs lbs ft ft-# Stem Shear @ Top of Footing = -322.7 1.00 -322.7 Surcharge Over Heel = Heel Active Pressure = -192.0 0.49 -93.3 Adjacent Footing Load = Sliding Force = 514.7 Axial Dead Load on Stem = 1,212.0 1.00 1,212.0 Overturning Moment = -416.0 Soil Over Toe = 33.3 0.33 11.1 Footing Overturning Stability Ratio 820.67 Stem Weight 550.0 Surcharge Over Toe = 1.00 550.0 Net Moment Used For Soil Pressure Calculations 193.8 ft4 Soil Over Heel = 366.7 1.67 611.1 Footing Weight = 300.0 1.00 300.0 Net Mom.at Stem/Ftg Interface= 193.8 ft-# Total Vertical Force = 2,462.0 lbs Allow.Mom. @ Stem/Ftg Interface= 2,139.4 ft-# Resisting Moment = 2,684.2 Allow.Mom. Exceeds Applied Mom.? Yes Therefore Uniform Soil Pressure= 1,231.0 psf Vertical component of active lateral soil pressure IS NOT considered in the calculation of Sliding Resistance. I I I I I II1 I I I I Use menu item Settings>Printing&Title Block Title Entryftetaining Wall w/Stud Wall Page: 1 to set these five lines of information Job# 170300.02 Dsgnr: RNH Date: 1 NOV 2018 for your program. Description.... w�+ GOku,n,y, 1-oad rD� I., -This Wall in File: E:\adcadd\17\0300.00 Reece Security-Phase 2\Structural\calcs.RPX r 1 aetainPro(c)1987-2015, Build 11.16.03.08 License:KW-06061512 Restrained Retaining Wall Code: IBC 2012,ACI 318-11,ACI 530-11 License To:CIDA,Inc Criteria I Soil Data LAOIS,p Y N Retained Height = 5.50 ft Allow Soil Bearing = 3,000.0 psf - 4,.,,;.... v- Wall height above soil = _ 0.00ft Equivalent Fluid Pressure Method ` Total Wall Height 5.50 ft At rest Heel Pressure 32.0 psf/ft Top Support Height = 5.50 ft Passive Pressure = 400.0 psf/ft = Soil Density = 100.00 pcf I Slope Behind Wal0.00 Footing��Soil Frictior 0.380 Height of Soil over Toe = 6.00 in Soil height to ignore for passive pressure = 12.00 in I :' g ItThumbnail Surcharge Loads I Uniform Lateral Load Applied to Stem 0 Adjacent Footing Load 111 Surcharge Over Heel = 0.0 psf = FootingLoad = lbs >>>Used To Resist Sliding&Overturning Lateral Load 0.000 ft Adjacent = 0.000 ft Surcharge Over Toe = 0.0 psf ...Height to Top = ft Footing Width ft Used for Sliding&Overturning ...Height to Bottom = 0.00 ft Eccentricity = 0.00 in Wall to Ftg CL Dist = 0.00 ft III Axial Load Applied to Stem 0 Load Type = Wind(W) Footing Type Line Load (Strength Level) Base Above/Below Soil Axial Dead Load = 1,432.0 lbs at Back of Wall = 0.0 ft Axial Live Load = 1,600.0 lbs Wind on Exposed Stem= 0.0 psf Axial Load Eccentricity = 0.0 in Poisson's Ratio = 0.300 Earth Pressure Seismic Load I Kh Soil Density Multiplier= 0.200 g Added seismic per unit area = 0.0 psf Stem Weight Seismic Load 1 Fp/WP Weight Multiplier = 0.000 g Added seismic per unit area = 0.0 psf I Design Summary 1 Concrete Stem Construction 1 Total Bearing Load = 4,282 lbs Thickness = 8.00 in Fy = 60,000 psi ...resultant ecc. 0.54 in Wall Weight = 100.0 psf f'c 3,000 psi Soil Pressure Toe 2,141 psf OK Stem is FREE to rotate at top of footing Soil Pressure @ Heel = 2,141 psf OK Allowable 3,000 psf Mmax Between Soil Pressure Less Than Allowable Top Support Top&Base 0 Base of Wall ACI Factored ©Toe = 3,281 psf ACI Factored @ Heel = 2,497 psf Stem OK Stem OK Stem OK - =2 .34 ft 0.00 ft Footing Shear Toe 0.1 psi OK Design Height Above Fto 5.50 ft Rebar Size # 4 # 4 # 4 Footing Shear Heel 10.5 psi OK Rebar Spacing = 12.00 in 12.00 in 12.00 in Allowable = 75.0 psi Rebar Placed at = Center Center Center Reaction at Top = 160.3 lbs Rebar Depth 'd' = 4.00 in 4.00 in 4.00 in Reaction at Bottom = 514.7 lbs Design Data Sliding Stability Ratio = 3.65 OK fb/FB+fa/Fa = 0.000 0.160 0.000 Sliding Calcs Mu....Actual = 0.0 ft-# 546.5 ft-# 0.0ft-# Lateral Sliding Force = 514.7 lbs Mn'Phi Allowable = 3,423.0 ft# 3,423.0 ft# 3,423.Oft# less 100%Passive Force= - 250.0 lbs less 100%Friction Force= - 1,627.2 lbs Shear Force this height = 258.1 lbs 516.3lbs Added Force Req'd = 0.0 lbs OK Shear Actual = 5.38 psi 10.76 psi ....for 1.5 Stability = 0.0 lbs OK Shear Allowable = 82.16 psi 82.16 psi I/ Vertical component of active lateral soil pressure IS Other Acceptable Sizes&Spacings: NOT considered in the calculation of soil bearing Toe:#5 © 18.00 in -or- Not req'd:Mu<phi'5'lambda'sgrt(fc)*Sm Heel:#5 @ 18.00 in -or- Not req'd:Mu<phi'5'lambda'sgrt(f'c)'Sm Load Factors Key: No key defined -or- No key defined Building Code IBC 2012,ACI Dead Load 1.200 Live Load 1.600 Earth,H 1.600 Wind,W 1.000 Seismic,E 1.000 Use menu item Settings>Printing&Title Block Title Entry Retaining Wall w/Stud Wall Page: 2 to set these five lines of information Job# 170300.02 Dsgnr: RNH Date: 1 NOV 2018 for your program. Description.... W;4-h. 6,9lioin Lewd F0►0 This Wall in File:E:\adcadd\17\0300.00 Reece Security-Phase 2\Structural\calcs.RPX I d letainPro(c)1987-2015, Build 11.16.03.08 License:KW-06061512 Restrained Retaining Wall Code: IBC 2012,ACI 318-11,ACI 530-11 License To:CIDA,Inc Concrete Stem Rebar Area Details Top Support Vertical Reinforcing Horizontal Reinforcing As(based on applied moment): 0 in2/ft (4/3)*As: 0 in2/ft Min Stem T&S Reinf Area 1.056 in2 200bd/fy:200(12)(4)/60000: 0.16 in2/ft Min Stem T&S Reinf Area per ft of stem Height:0.192 in2/ft 0.0018bh:0.0018(12)(8): 0.1728 in2/ft Horizontal Reinforcing Options:Two layers of: Required Area: 0.1728 in2/ft #40 25.00 in Provided Area: 0.2 in2/ft #5 , 38.75 in Maximum Area: 0.6503 in2/ft #60 55.00 in II Mmax Between Ends Vertical Reinforcing Horizontal Reinforcing As(based on applied moment): 0.033 in2/ft (4/3)'As: 0.044 in2/ft Min Stem T&S Reinf Area 0.606 in2 i 200bd/fy:200(12)(4)/60000: 0.16 in2/ft Min Stem T&S Reinf Area per ft of stem Height:0.192 in2/ft 0.0018bh:0.0018(12)(8): 0.1728 in2/ft Horizontal Reinforcing Options:Two layers of: Required Area: 0.1728 in2/ft #40 25.00 inIII Provided Area: 0.2 in2/ft #50 38.75 in Maximum Area: 0.6503 in2/ft #60 55.00 in Base Support Vertical Reinforcing Horizontal Reinforcing As(based on applied moment): 0 in2/ft (4/3)'As: 0 in2/ft Min Stem T&S Reint Area 0.450 in2 '. 200bd/fy:200(12)(4)/60000: 0.16 in2/ft Min Stem T&S Reinf Area per ft of stem Height:0.192 in2/ft 0.0018bh:0.0018(12)(8): 0.1728 in2/ft Horizontal Reinforcing Options:Two layers of: Required Area: 0.1728 in2/ft #40 25.00 in Provided Area: 0.2 in2/ft #50 38.75 in Maximum Area: 0.6503 in2/ft #60 55.00 in Design Results ults 1 Footing Strengths&Dimensions M �.Footing Design Results Toe Width = 0.67 ft Toe feel Heel Width = 1.33 Factored Pressure = 3,281 2,497 psf Total Footing Wide = 2.00 Mu':Upward = 710 574 ft-# Footing Thickness = 12.00 in Mu':Downward = 53 187 ft-# Key Width = 0.00 in Mu: Design = 657 -388 ft-# Key Depth = 0.00 in Actual 1-Way Shear = 0.10 10.45 psi Key Distance from Toe = 0.00 ft Allow 1-Way Shear = 75.00 75.00 psi f'c = 2,500 psi Fy = 60,000 psi II Footing Concrete Density = 150.00 pcf Min footing T&S reinf Area 0.52 in2 Min.As% = 0.0018 Min footing T&S reinf Area per foot 0.26 in2 At Cover CP Top = 2.00 in CP Btm.= 3.00 in Two Layers of horizontal Bars #40 18.52 in #50 28.70 in #60 40,74 in I 1 ,, I IUse menu item Settings>Printing&Title Block Title Entry Retaining Wall w/Stud Wall Page: 3 to set these five lines of information Job# 170300.02 Dsgnr: RNH Date: 1 NOV 2018 for your program. Description.... 1 w 6.otiolitt Load IIIM This Wall in File: E:\adcadd\17\0300.00 Reece Security-Phase 2\Structural\calcs.RPX '`etainPro(c)1987-2015, Build 11.16.03.08 License:KW-06061512 Restrained Retaining Wall Code: IBC 2012,ACI 318-11,ACI 530-11 License To:CIDA,Inc Summary of Forces on Footing : Slab is NOT resisting sliding, stem is PINNED at footing Forces acting on footing for overturning,sliding,&soil pressure Lateral Distance Moment Vertical Lateral Distance Moment Overturning Moments... lbs ft ft-# Resisting Moments... lbs__ lbs ft ft-# Stem Shear @ Top of Footing = -322.7 1.00 322.7 Surcharge Over Heel = Heel Active Pressure = -192.0 0.49 -93.3 Adjacent Footing Load = I Sliding Force = 514.7 Axial Dead Load on Stem 3,032.0 1.00 3,032.0 Overturning Moment = -416.0 Soil Over Toe 33.3 0.33 11.1 Stem Weight = 550.0 Footing Overturning Stability Ratio 1,427.33 Surcharge Over Toe = 1.00 550.0 Net Moment Used For Soil Pressure CalculationsI 193.8 ft-# Soil Over Heel366.7 1.67 611.1 Footing Weight = = 300.0 1.00 300.0 Net Mom.at Stem/Ftg Interface= 193.8 ft-# Allow.Mom. 0 Stem/Ftg Interface= 2,139.4 ft-# Total Vertical Force = 4,282.0 lbs I Allow.Mom. Exceeds Applied Mom.? Yes Therefore Uniform Soil Pressure= 2,141.0 psf Resisting Moment = 4,504.2 I Vertical component of active lateral soil pressure IS NOT considered in the calculation of Sliding Resistance. I 1,._ I $ I a I I 1 15895 SW 72ND AVENUE,SUITE 200 i QPORTLAND,OREGON 97224 Q TEL: 503.226.1285 FAX:503.226.1670 E-MAIL:info@cidain�c.c[om111, /I) e�/ 1`, f�/� FI P�+GjE(`T NAME: KjG.�JG -Ce4-6V��t?�J PRO!.��I C1. ....„ 1703O O2 SHEET r` I"i- 111 TITLE: BY: [QM DATE: /`Aft New S AI #41,` �o,1-711,10a'. v Ti/t- I rake � _.� I .. .. �� • -ZI all Swr� ge- 25D har m i/X 1,s • I • .., ! : ?":-' (1139.MVO 5/ icIP/1 eq K/9 SlllowKo4-co►titol • • D T_bf-i- _.a.._.. Pei.:,(o.7ikjc/1.( k 1C / Z, 3z KIc} load rom : Lwtn cry — • i, 4 p 'ptro;(Z, I )(WLt. klc�3,7 P z • Z-0 x I -0 x GoHfiYt �L , I iI I • 0 i ' s / /7/,'.' , • • •A r" . ..... e r i 1 . " 1,141-5 _°rt_ . . 5 _� r1l`G? y, . M • • • • I IUse menu item Settings>Printing&Title Block Title Entry Retaining Wall w/(E)Tilt Page: 1 to set these five lines of information Job# 170300.02 Dsgnr: RNH Date: 4 JAN 2019 for your program. Description.... New Stemwall and Footing at Tilt Panel FF93 s, This Wall in File:E:\adcadd\17\0300.00 Reece Security-Phase 2\Structural\calcs.RPX '� etainPro(c)1987-2015, Build 11.16.03.08 ',,- License:KW-06061512 Restrained Retaining Wall Code: IBC 2012,ACI 318-11,ACI 530-11 License To:CIDA,Inc g I Criteria I Soil Data ` bilerNR„VM. Retained Height = 5.50 ft Allow Soil Bearing = 3,000.0 psf :.�• •-- IWall height above soil = 0.00 ft Equivalent Fluid Pressure Method Total Wall Height = 5.50 ft At rest Heel Pressure = 32.0 psf/ft Top Support Height = 5.50 ft Passive Pressure = 400.0 psf/ft I Soil Density = 100.00 pcf Slope Behind Wal 0.00 Footing��Soil Frictior 0.380 Height of Soil over Toe 6.00 in Soil height to ignore for passive pressure = 12.00 in I E z3 -Th.. iThumbnail Surcharge Loads I Uniform Lateral Load Applied to Stem 0 Adjacent Footing LoadII ~ _ = Surcharge Over Heel = 250.0 psf Lateral Load 26.3#/ft Adjacent Footing Load0.0 lbs >>>Used To Resist Sliding&Overturning ...Height to Top = 5.50 ft Footing Width = 0.00 ft Surcharge Over Toe = 0.0 psf ...Height to Bottom = 0.50 ft Eccentricity = 0.00 in Used for Sliding&Overturning Wall to Ftg CL Dist = 0.00 ft Axial Loadlied to Stem Load Type = Wind(W) App Footing Type Line Load (Service Level) Base Above/Below Soil Axial Dead Load = 2,100.0 lbs at Back of Wall = 0.0 ft Axial Live Load = 1,600.0 lbs Wind on Exposed Stem = 0.0 psf Axial Load Eccentricity = 0.0 in Poisson's Ratio = 0.300 Earth Pressure Seismic Load Kh Soil Density Multiplier= 0.200 g Added seismic per unit area = 0.0 psf Stem Weight Seismic Load Fp/Wp Weight Multiplier = 0.000 g Added seismic per unit area = 0.0 psf Design Summary ` Concrete Stem Construction Total Bearing Load = 5,113 lbs Thickness = 6.00 in Fy = 60,000 psi ...resultant ecc. = 1.61 in Wall Weight = 75.0 psf f'c = 3,000 psi Soil Pressure @ Toe = 2,556 psf OK Stem is FREE to rotate at top of footing Soil Pressure CO Heel =I 2,556 psf OK Allowable 3,000 psf Mmax Between Soil Pressure Less Than Allowable Top Support Top&Base 0 Base of Wall ACI Factored © Toe = 4,755 psf � � ._ ACI Factored @ Heel = 2,020 psf Stem OK Stem OK Stern OK Design Height Above Ftc = 5.50 ft 2.54 ft 0.00 ft Footing Shear @ Toe = 0.1 psi OK Rebar Size = # 4 # 4 # 4 Footing Shear @ Heel = 9.9 psi OK Rebar Spacing = 12.00 in 12.00 in 12.00 in Allowable = 75.0 psi Rebar Placed at = Center Center Center I Reaction at Top = 423.0 lbs Rebar Depth 'd' = 3.00 in 3.00 in 3.00 in Reaction at Bottom = 850.6 lbs Design Data Sliding Stability Ratio = 2.58 OK fb/FB+fa/Fa = 0.000 0.442 0.000 Sliding Calcs Mu....Actual = 0.0 ft-# 1,114.Oft-# 0.0ft-# ILateral Sliding Force = 850.6 lbs Mn'Phi Allowable = 2,523.0 ft# 2,523.0 ft# 2,523.0ft# less 100%Passive Force= - 250.0 lbs less 100%Friction Force= - 1,942.8 lbs Shear Force ®this height = 684.7 lbs 928.1 lbs Added Force Req'd = 0.0 lbs OK Shear Actual = 19.02 psi 25.78 psi ....for 1.5 Stability = 0.0 lbs OK Shear Allowable 82.16 psi 82.16 psi Vertical component of active lateral soil pressure IS Other Acceptable Sizes&Spacings: NOT considered in the calculation of soil bearing Toe: #5 © 18.00 in -or- Not req'd:Mu<phi*5'lambda'sgrt(f'c)*Sm Heel:#5 © 18.00 in -or- Not req'd:Mu<phi'S'lambda'sgrt(f c)'Sm I Load Factors Key: No key defined -or- No key defined Building Code IBC 2012,ACI Dead Load 1.200 Live Load 1.600 . I Earth,H 1.600 Wind,W 1.000 Seismic,E 1.000 Use menu item Settings>Printing&Title Block Title Entry Retaining Wall w/(E)Tilt Page: 2 to set these five lines of information Job# 170300.02 Dsgnr: RNH Date: 4 JAN 2019 for your program. Description.... 55 New Stemwall and Footing at Tilt Panel t „ This Wall in File: E:\adcadd\17\0300.00 Reece Security-Phase 2\Structural\calcs.RPX I £ eteinPro(c)1987-2015, Build 11.16.03.08 License:KW-06061512 Restrained Retaining Wall Code: IBC 2012,ACI 318-11,ACI 530-11 License To:CIDA,Inc Concrete Stem Rebar Area Details Top Support Vertical Reinforcing Horizontal Reinforcing As(based on applied moment): 0 in2/ft (4/3)*As: 0 in2/ft Min Stem T&S Reinf Area 0.792 in2 200bd/fy:200(12)(3)/60000: 0.12 in2/ft Min Stem T&S Reinf Area per ft of stem Height:0.144 in2/ft 0.0018bh:0.0018(12)(6): 0.1296 in2/ft Horizontal Reinforcing Options:Two layers of: Required Area: 0.1296 in2/ft #4@ 33.33 in Provided Area: 0.2 in2/ft #5i 51.67 in Maximum Area: 0.4877 in2/ft #6© 73.33 in Mmax Between Ends Vertical Reinforcing Horizontal Reinforcing As(based on applied moment): 0.0923 in2/ft (4/3)*As: 0.1231 in2/ft Min Stem T&S Reinf Area 0.426 in2 200bd/fy:200(12)(3)/60000: 0.12 in2/ft Min Stem T&S Reinf Area per ft of stem Height:0.144 in2/ft 0.0018bh:0.0018(12)(6): 0.1296 in2/ft Horizontal Reinforcing Options:Two layers of: Required Area: 0.12 in2/ft #40 33.33 in Provided Area: 0.2 in2/ft #5@ 51.67 in Maximum Area: 0.4877 in2/ft #60 73.33 in Base Support Vertical Reinforcing Horizontal Reinforcing As(based on applied moment): 0 in2/ft (4/3)*As: 0 in2/ft Min Stem T&S Reinf Area 0.366 in2 200bd/fy:200(12)(3)/60000: 0.12 in2/ft Min Stem T&S Reinf Area per ft of stem Height:0.144 in2/ft11 0.0018bh:0.0018(12)(6): 0.1296 in2/ft Horizontal Reinforcing Options:Two layers of: Required Area: 0.1296 in2/ft #4@ 33.33 in Provided Area: 0.2 in2/ft #5@ 51.67 in Maximum Area: 0.4877 in2/ft #6@ 73.33 in _._ Footing Strengths&Dimensions Footing Design Results Toe Width = 0.67 ft Toe Seel Heel Width = 1.33 Factored Pressure = 4,755 2,020 psf Total Footing Widtl = 2.00 Mu':Upward = 989 833 ft-# Footing Thickness = 12.00 in Mu':Downward = 53 431 ft-# Key Width = 0.00 in Mu: Design = 936 -403 ft-# Key Depth = 0.00 in Actual 1-Way Shear = 0.10 9.87 psi Key Distance from Toe = 0.00 ft Allow 1-Way Shear = 75.00 75.00 psi f'c = 2,500 psi Fy = 60,000 psi111 Footing Concrete Density = 150.00 pcf Min footing T&S reinf Area 0.52 in2 Min.As% = 0.0018 Min footing T&S reinf Area per foot 0.26 in2 At Cover @ Top = 2.00 in @ Btm.= 3.00 in Two Layers of horizontal Bars #4@ 18.52 in #5@ 28.70 in #6@ 40.74 in I I 1 I 1 Use menu item Settings>Printing&Title Block Title Entry:Retaining Wall w/(E)Tilt Page: 3 I to set these five lines of information Job# 170300.02 Dsgnr: RNH Date: 4 JAN 2019 for your program. Description.... New Stemwall and Footing at Tilt Panel This Wall in File:E:\adcadd\17\0300.00 Reece Security-Phase 2\Structural\calcs.RPX I eteinPro(c)1987-2015, Build 11.16.03.08 License:KW-06061512 Restrained Retaining Wall Code: IBC 2012,ACI 318-11,ACI 530-11 License To:CIDA,Inc Summary of Forces on Footing : Slab is NOT resisting sliding, stem is PINNED at footing Forces acting on footing for overturning,sliding,&soil pressure Lateral Distance Moment Vertical Lateral Distance Moment Overturning Moments... lbs ft ft-# Resisting Moments... lbs lbs ft ft-# Stern Shear @ Top of Footing = -578.6 1.00 578.6 Surcharge Over Heel = 208.3 1.58 329.9 Heel Active Pressure = -272.0 0.49 -133.3 Adjacent Footing Load = I Sliding Force = 850.6 Overturning Moment = -711.9 Axial Dead Load on Stem = 3,700.0 0.92 3,391,7 Soil Over Toe = 33.3 0.33 11.1 Footing Overturning Stability Ratio 2,130.21 Stem Weight = 412.5 Surcharge Over Toe = 0.92 378.1 II Net Moment Used For Soil Pressure Calculations 687.9 ft-# Soil Over Heel458.3 1.58 725.7 Footing Weight 300.0 1.00 300.0 Net Mom.at Stem/Ftg Interface= 687.9 ft-# Allow.Mom. @ Stem/Ftg Interface= 1,576.9 ft-p Total Vertical Force = 5,112.5 lbs II Resisting Moment = 5,136.5 Allow.Mom.Exceeds Applied Mom.? Yes Therefore Uniform Soil Pressure= 2,556.3 psf I Vertical component of active lateral soil pressure IS NOT considered in the calculation of Sliding Resistance. I I II I I I I I 1 1 i I Use menu item Settings>Printing&Title Block Title Reese Security Page: 1 to set these five lines of information Job# 170300.02 Dsgnr: RNH Date: 31 OCT 2018 for your program. Description.... ro lb " Ns Wall in File:e:\adcadd\17\0300.00 reece security-phase 2\structural\calcs.RPX Licenser:(c)1987-2015, Build 11.16.03.08 License:KW-06061512 Cantilevered Retaining Wall Code: IBC 2012 ACI 318-11 ACI 530-11 License To:CIDA,Inc ........_ Criteria 1 Soil Data I [ ,T Retained Height = 5.50 ft Allow Soil Bearing = 3,000.0 psf Wall height above soil = 0.00 ft Equivalent Fluid Pressure Method Active Heel Pressure = 38.0 psf/ft Slope Behind Wall = 0.00 = Height of Soil over Toe = 6.00 in Passive Pressure = 400.0 psf/ft Water height over heel = 0.0 ft Soil Density,Heel = 100.00 pcf Soil Density,Toe = 100.00 pcf ; �. FootingjjSoil Friction = 0.380 r ~• Soil height to ignore •a _s • for passive pressure = 0.00 in Surcharge Loads 0 Lateral Load Applied to Stem I Adjacent Footing LoadII Surcharge Over Heel = 0.0 psf Lateral Load = 0.0#/ft Adjacent Footing Load = 0.0 lbs Used To Resist Sliding&Overturning ...Height to Top = 0.00 ft Footing Width = 0.00 ft 0 Surcharge Over Toe = 0.0 psf ...Height to Bottom = 0.00 ft Eccentricity = 0.00 in Used for Sliding&Overturning Wall to Ftg CL Dist = 0.00 ft Load Type = Earth(H) Axial Load Applied to Stem (Service Level) Footing Type Line Load Base Above/Below Soil = 0.0 ft Axial Dead Load = 0.0 lbs Wind on Exposed Stem= 0.0 psf at Back of Wall Axial Live Load = 0.0 lbs (Service Level) Poisson's Ratio = 0.300 Axial Load Eccentricity = 0.0 in Design Summary I Stem Construction I 2nd Bottom -. Stem OK Stem OK Wall Stability Ratios Design Height Above Ftp, ft= 5.50 0.00 Overturning = 1.64 OK Wall Material Above"Ht" = Concrete Concrete Sliding = 1.55 OK Design Method = LRFD LRFD Thickness = 8.00 8.00 0 Total Bearing Load = 1,850 lbs Rebar Size = # 4 # 4 ...resultant ecc. = 9.64 in Rebar Spacing = 12.00 12.00 PlacSoil Pressure @ Toe = 1,770 psf OK DesignRebar Data at = Center Center Data - ---� _____ ___ �....... w_ Soil Pressure CO Heel = 0 psf OK fb/FB+fa/Fa = 0.000 0.493 Allowable = 3,000 psf Total Force @ Section Soil Pressure Less Than Allowable Service Level lbs= ACI Factored @ Toe = 2,478 psf ACI Factored @ Heel = 0 psf Strength Level lbs= 919.6 Footing Shear COToe = 1.7 psi OK Moment....Actual Service Level Footing Shear @ Heel = 6.2 psi OK vft- _ Allowable = 82.2 psi Strength Level ft#= 1,685.9 Moment Allowable ft-#= 3,423.0 3,423.0 Sliding Calcs Lateral Sliding Force = 887.24bs Shear teal less 100%Passive Force= - 672.2 lbs Service Level psi= less 100%Friction Force = - 703.0 lbs Strength Level psi= 19.2 Added Force Req'd = 0.0 lbs OK Shear Allowable psi= 82.2 82.2 ....for 1.5 Stability = 0.0 lbs OK Wall Weight psf= 100.0 100.0 Rebar Depth 'd' in= 4.00 4.00 Masonry Data f'm psi= Fspsi= Solid Grouting = Vertical component of active lateral soil pressure IS Modular Ratio'n' = NOT considered in the calculation of soil bearing Short Term Factor = Load Factors Equiv.Solid Thick. = Building Code IBC 2012,ACI Masonry Block Type = Medium Weight Dead Load 1.200 Masonry Design Method = ASD Concrete Data Live Load 1.600 f'c psi= 3,000.0 3,000.0 Earth,H 1.600 Fy psi= 60,000.0 60,000.0 Wind,W 1.000 Seismic,E 1.000 II Use menu item Settings>Printing&Title Block Title Reese Security Page: 2 to set these five lines of information Job# 170300.02 Dsgnr: RNH Date: 31 OCT 2018 for your program. Description.... F i 7 I -`/p his Wall in File:e:\adcadd\17\0300.00 reece security-phase 2\structural\calcs.RPX HeteinPro(c)1987-2015, Build 11.16.03.08 LicenseI :KW-06061512 Cantilevered Retaining Wall Code: IBC 2012,ACI 318-11,ACI 530-11 License To:CIDA,Inc , Concrete Stem Rebar Area Details I 2nd Stem Vertical Reinforcing Horizontal Reinforcing As(based on applied moment): 0 in2/ft (4/3)'As: 0 in2/ft Min Stem T&S Reinf Area 0.000 in2 200bd/fy:200(12)(4)/60000: 0.16 in2/ft Min Stem T&S Reinf Area per ft of stem Height:0.000 in2/ft 1 0.0018bh:0.0018(12)(8): 0.1728 in2Jft Horizontal Reinforcing Options:Two layers of: Required Area: 0.1728 in2/ft #4@ 0.00 in Provided Area: 0.2 in2/ft #5@ 0.00 in Maximum Area: 0.6503 in2/ft #6@ 0.00 in Bottom Stem Vertical Reinforcing Horizontal Reinforcing IIIAs(based on applied moment): 0.1018 in2/ft (4/3)'As: 0.1357 in2/ft Min Stem T&S Reinf Area 1.056 in2 200bd/fy:200(12)(4)/60000: 0.16 in2/ft Min Stem T&S Reinf Area per ft of stem Height:0.192 in2/ft 0.0018bh :0.0018(12)(8): 0.1728 in2/ft Horizontal Reinforcing Options:Two layers of: Required Area: 0.1728 in2/ft #4@ 25.00 in Provided Area: 0.2 in2/ft #50 38.75 in Maximum Area: 0.6503 in2/ft #6@ 55.00 in �, Footing Dimensions & Strengths I Footing Design Results Toe Width = 1.17 ft Toe Heel ii, Heel Width = _ 1.83 Factored Pressure = 2,478 0 psf Total Footing Width = 3.00 Mu': Upward = 1,373 3 ft-# Footing Thickness = 16.00 in Mu':Downward = 204 613 ft-# Mu: Design = 1,169 609 ft-# Key Width = 0.00 in Actual 1-Way Shear = 1.74 6.24 psi I Key Depth Key Distance from Toe = 0.00 in Allow 1-Way Shear = 82.16 82.16 psi 0.00 ft Toe Reinforcing = #5 @ 12.00 in to = 3,000 psi Fy = 60,000 psi Heel Reinforcing = #5 @ 12.00 in Footing Concrete Density = 150.00 pcf Key Reinforcing = None Spec'd I Min.As% = 0.0018 Other Acceptable Sizes&Spacings Cover @ Top 2.00 @ Btm-= 3.00 in Toe: Not req'd:Mu<phi*5*lambda'sgrt(fc)*Sm Heel:Not req'd:Mu<phi*5'lambda'sgrt(fc)*Sm Key: No key defined I Min footing T&S reinf Area 1.04 in2 Min footing T&S reinf Area per foot 0.35 in2 /ft Two Layers of horizontal Bars I #4@ 13.89 in #5@ 21.53 in #60 30.56 in I I t _ I Use menu item Settings>Printing&Title Block Title Reese Security Page: 3 to set these five lines of information Job# 170300.02 Dsgnr: RNH Date: 31 OCT 2018 for your program. Description.... y-n g TY P• his Wall in File:e:\adcadd\17\0300.00 reece security-phase 2\structural\calcs.RPX RetainPro(c)1987-2015, Build 11.16.03.08 License:KW-06061512 Cantilevered Retaining Wall Code: IBC 2012,ACI 318-11,ACI 530-11 License To:CIDA,Inc Summary of Overturning & Resisting Forces& Moments I ill OVERTURNING RESISTING Force Distance Moment Force Distance Moment 1 Itemlbs ft ft-# lbs ft ft-# Heel Active Pressure = 887.2 2.28 2,020.8 Soil Over Heel = 641.7 2.42 1,550.7 Surcharge over Heel = Sloped Soil Over Heel = Surcharge Over Toe = Surcharge Over Heel = Adjacent Footing Load = Adjacent Footing Load = Added Lateral Load = Axial Dead Load on Stem= Load @ Stem Above Soil= 'Axial Live Load on Stem = = Soil Over Toe = 58.3 0.58 34.0 Surcharge Over Toe = Total 887.2 O.T.M. 2,020.8 Stem Weight(s) = 550.0 1.50 825.0 Earth @ Stem Transitions= = = Footing Weight = 600.0 1.50 900.00 Resisting/Overturning Ratio = 1.64 Key Weight = Vertical Loads used for Soil Pressure= 1,850.0 lbs Vert.Component = - Total= 1,850.0 lbs R.M.= 3,309.7 'Axial live load NOT included in total displayed or used for overturning resistance,but is included for soil pressure calculation. Vertical component of active lateral soil pressure IS NOT considered in the calculation of Sliding Resistance. Vertical component of active lateral soil pressure IS NOT considered in the calculation of Overturning Resistance. Tilt I I Horizontal Deflection at Top of Wall due to settlement of soil (Deflection due to wall bending not considered) Soil Spring Reaction Modulus 250.0 pci Horizontal Defl @ Top of Wall(approximate only) 0.090 in The above calculation is not valid if the heel soil bearing pressure exceeds that of the toe because the wall would then tend to rotate into the retained soil. I I 1 I I I 1 • 15895 SW 72ND AVENUE,SUITE 200 4,it PORTLAND,OON TEL:503.226.1285REGFAX:503.226.1670 E-MAIL:info@cidainc.com � 5e-61/tr Ill ...:„,,,,„.. PROJECT NAME: gP-E � /VGVN Y PROD.NO. �_{)70300,0 2— SHEET Y i I TITLE: r BY: ®�..t—+ DATE: '/�II✓ • • • 1f44 , g n � if . �d� , - 2 fX (17 a If c,� Ww.'(lob/3 sc%it,* • )z l 1gp}f': w,_-(i `.- a fx__ rod • K0 : ' (g271 /�l3 :1w 3JJ0) /.. at KS' sfi^e�s rufro " 38: 12t • S h44r ,0 . i s r.04-10._= 3 5',_12-lo • 1 � 2 X I�,� i5 � . :, ,,,,,_,,,,,,,,," .t i____, " .� • f i 5„i.„,_,„,,,,„„.,1 _ ...01 ix/ 'Nee-A' 'er : :K J pwat _( 1. - ,.�, m..� ., w 4'. (24,5,y, 1+6gr'SfY62;""j07.:,. 7' 50 V i 0•16s) 1 Yfri: 2640' , s w ��► _ _-510 p t, 0 w.. • Qt • _ R=(I�2 -k54k ag2► i 61.3G rsf � 5f rIC w� . - � J s• b7 I; . kj//jl •fit/i alt• f -r-- z it ...1 = 1 .c , • 1 s 3 1 I., — 1 • 11E---;_ Project Title: Engineer: I Project ID: Project Descr: VHF 2 H Wood Column Re==E:Iadcadd117t0300.00 Reece Security-Phase 2StructuralIFraming.ec6. Software••. right ENERCALC,INC.1983-2018,Build:10.18.10.10 . Lie.#: KW-06006865Licensee: CIDA INC. Description: 4°-0"opening header Code References Calculations per NDS 2015, IBC 2015, CBC 2016,ASCE 7-10 1 Load Combinations Used:ASCE 7-10 General Information Analysis Method: Allowable Stress Design Wood Section Name 3-2x101 End Fixities Top&Bottom Pinned Wood Grading/Manuf. Graded Lumber Overall Column Height 4.50 ft Wood Member Type Sawn ` "n, ,`` ``en`"r'`tcp t,""5) Exact Width 4.50 in Allow Stress Modification Factors Wood Species Douglas Fir-Larch Exact Depth 1 Wood Grade No.2 p 9.250 in Cf or Cv for Bending 1.10 Area 41.625 inA2 Cf or Cv for Compression 1.0 Fb+ 900.0 psi Fv 180.0 psi lx 296.795 inM Cf or Cv for Tension 1.10 Fb- 900.0 psi Ft 575.0 psiWet I Fc-Prll 1,350.0 psi Density 31.210 pcf y 70.242 in^4 Cm:Ct: Use Temperature Factor1.0 Factor 1.0 Fc-Perp 625.0 psi Cfu:Flat Use Factor 1.0 E:Modulus of Elasticity... x-x Bending y-y Bending Axial Kf:Built-up columns 1.0 }C S 1532 Basic 1,600.0 1,600.0 1,600.0 ksi Use Cr:Repetitive? No Minimum 580.0 580.0 Brace condition for deflection(buckling)along columns: X-X(width)axis: Fully braced against buckling about X-X Axis Y-Y(depth)axis: Fully braced against buckling about Y-Y Axis Applied Loads Service loads entered.Load Factors will be applied for calculations. Column self weight included:40.597 lbs*Dead Load Factor BENDING LOADS.. . 0 Gravity:Lat.Uniform Load creating Mx-x,D=0.4120,S=0.5050,W=-0.5610 k/ft Wind:Lat. Uniform Load creating My-y,W=0.1184 k/ft DESIGN SUMMARY Bending&Shear Check Results PASS Max.Axial+Bending Stress Ratio = 0.3812:1 Maximum SERVICE Lateral Load Reactions.. Load Combination +D+S Top along Y-Y 2.063 k Bottom along Y-Y 2.063 k Governing NDS Forumla Comp+ Mxx, NDS Eq.3.9-3 Top along X-X 0.2665 k Bottom along X-X 0.2665 k Location of max.above base 2.235 ft Maximum SERVICE Load Lateral Deflections... At maximum location values are... Along Y-Y 0.01801 in at 2.265 ft above base Applied Axial 0.04060 k for load combination: +D+S Applied Mx 2.321 k-ftI Applied My 0.0 k-ft Along X-X 0.009828 in at 2.265 ft above base for load combination:W Only :Allowable 1,552.50 psi Other Factors used to calculate allowable stresses... PASS Maximum Shear Stress Ratio= 0.3592:1 Bending Compression Tension Load Combination +D+S Location of max.above base 4.50 ft Applied Design Shear 74.351 psi Allowable Shear 207.0 psi I 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 Only 0.900 1.000 0.2189 PASS 2.265 ft 0.2062 PASS 0.0 ft +D+S 1.150 1.000 0.3812 PASS 2.235 ft 0.3592 PASS 4.50 ft +D+0.60W 1.600 1.000 0.06618 PASS 2.235 ft 0.02123 PASS 4.50 ft +D+0.750S+0.450W 1.600 1.000 0.1936 PASS 2.235ft 0.1515 PASS 4.50ft +0.60D+0.60W 1.600 1.000 0.07036 PASS 2.265 ft 0.02517 PASS 4.50 ft ,7 Maximum Reactions Note:Only non-zero reactions are listed. X-X Axis Reaction k Y-Y Axis Reaction Axial Reaction My-End Moments k-ft Mx-End Moments Load Combination @ Base 0 Top @ Base 0 Top 0 Base 0 Base 0 Top 0 Base @ Top D Only 0.927 0.927 0.041 I I Project Title: Engineer: Project ID: Project Descr: I Wf? Wood Column File=E:adcaddt1710300.00 Reece Security-Phase 21Structural\Framing.ec6. Software... t ENERCALC,INC.1983-2018,BuId:10.18.10.10. : Lic.# KW-06006$65 Licensee CIDA INC. Description: 4'-0"opening header Maximum Reactions Note:Only non-zero reactions are listed, III __ . X-X Axis Reaction k Y-Y Axis Reaction Axial Reaction My-End Moments k-ft Mx-End Moments Load Combination 0 Base 0 Top 0 Base 0 Top 0 Base 0 Base 0 Top 0 Base 0 Top +D+S 2.063 2.063 0.041 +D+0.60W 0.160 0.160 0.170 0.170 0.041 I +D+0.750S+0.450W 0.120 0.120 1.211 1.211 0.041 +0.60D+O.60W 0.160 0.160 -0.201 -0.201 0.024 S Only 1.136 1.136 W Only 0.266 0.266 -1.262 -1.262 I Maximum Deflections for Load Combinations Load Combination Max.X-X Deflection Distance Max.Y-Y Deflection Distance D Only 0.0000 in 0.000 ft 0.008 in 2.265 ft I +D+S 0.0000 in 0.000 ft 0.018 in 2.265 ft +D+0.750S 0.0000 in 0.000 ft 0.016 in 2.265 ft +0+0.60W 0.0059 in 2.265 ft 0.001 in 2.265 ft +D+0.450W 0.0044 in 2.265 ft 0.003 in 2.265 ft +D+0.750S+0.450W 0.0044 in 2.265 ft 0.011 in 2.265 ft II +0.60D+0.60W 0.0059 in 2.265 ft -0.002 in 2.265 ft +0.60D 0.0000 in 0.000 ft 0.005 in 2.265 ft S Only 0.0000 in 0.000 ft 0.010 in 2.265 ft IW Only 0.0098 in 2.265 ft -0.011 in 2.265 ft Sketches 1 c o, i f I 3 111. 3-2x10 I4.50 in I I f' Project Title: I Engineer: Project ID: Project Descr: WFit I Wood Column( File=E:Iadcadd11710300.00 Reece Security-Phase 21StnicturallFraming.ec6. Software copy•• ,ENERCALC,INC.1983-2018,8uild:10.18.10.10. Lic.#: KW-06006865 Licensee: CIOA INC. Description: 5-0`'opening header Code References Calculations2 er NDS 2015, IBC 2015, CBC p 2016,ASCE 7-101 Load Combinations Used:ASCE 7-10 General Information Analysis Method: Allowable Stress Design Wood Section Name 3-2x10 End Fixities Top&Bottom Pinned Wood Grading/Manuf. Graded Lumber Overall Column Height 5.50 ft Wood Member Type Sawn ,-,,_-/ -- ,;;-,a<7ndvr carcut,tfans/ Exact Width 4.50 in Allow Stress Modification Factors Wood Species Douglas Fir- Larch Exact Depth 9.250 in Cf or Cv for Bending 1.10 Wood Grade No.2 Fb+ 900.0psi Fv 180.0psi Area 41.625 in'2 Cf or Cv for Compression 1.0 lx 296.795 in^4 Cf or Cv for Tension 1.10 Fb- 900.0 psi Ft 575.0 psi ly 70.242 inM Cm:Wet Use Factor 1.0 Fc-Prll 1,350.0 psi Density 31.210 pcf Ct:Temperature Factor 1.0 Fc-Perp 625.0 psi Cfu:Flat Use Factor 1.0 E:Modulus of Elasticity... x-x Bending y-y Bending Axial Kf:Built-up columns 1.0 'DS 15.3 2 Basic 1,600.0 1,600.0 1,600.0 ksi Use Cr:Repetitive? No Minimum 580.0 580.0 Brace condition for deflection(buckling)along columns: X-X(width)axis: Fully braced against buckling about X-X Axis Y-Y(depth)axis: Fully braced against buckling about Y-Y AxisI Applied Loads Service loads entered.Load Factors will be applied for calculations. Column self weight included:49.619 lbs*Dead Load Factor BENDING LOADS. . . I Gravity:Lat. Uniform Load creating Mx-x,D=0.4660,S=0.5590,W=-0.5610 k/ft Wind:Lat. Uniform Load creating My-y,W=0.2040 k/ft DESIGN SUMMARY Bending&Shear Check Results PASS Max.Axial+Bending Stress Ratio = 0.6366:1 Maximum SERVICE Lateral Load Reactions.. Load Combination +D+S Top along Y-Y 2.819 k Bottom along Y-Y 2.819 k Goveming NDS Forumla Comp+ Mxx, NDS Eq. 3.9-3 Top along X-X 0.5610 k Bottom along X-X 0.5610 k Location of max.above base 2.732 ft Maximum SERVICE Load Lateral Deflections... At maximum location values are... Along Y-Y 0.04492 in at 2.768 ft above base Applied Axial 0.04962 k for load combination: +D+S i Applied Mx 3.876 k-ft Along X-X 0.03778 in at 2.768 ft above base Appliedc:AllowableMy 0.0 psik-ft for load combination:W Only : 1,552.50 psi Other Factors used to calculate allowable stresses... PASS Maximum Shear Stress Ratio= 0.4907:1 Bending Compression Tension Load Combination +D+S II Location of max.above base 0.0 ft Applied Design Shear 101.577 psi Allowable Shear 207.0 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 Only 0.900 1.000 0.3698 PASS 2.732 ft 0.2851 PASS 0.0 ft +D+S 1.150 1.000 0.6366 PASS 2.732 ft 0.4907 PASS 0.0 ft +D+0.60W 1.600 1.000 0.1701 PASS 2.732 ft 0.04453 PASS 0.0 ft +D+0.750S+0.450W 1.600 1.000 0.3667 PASS 2.732 ft 0.2177 PASS 0.0 ft +0.60D+0.60W 1.600 1.000 0.1378 PASS 2.732 ft 0.04212 PASS 0.0 ft It Maximum Reactions Note:Only non-zero reactions are listed. Load Combination A � X-X Axis Reaction k Y-Y Axis Reaction Axial Reaction My-End Moments k-ft Mx-End Moments ation 0 Base @ Top 0 Base 0 Top 0 Base 0 Base 0 Top 0 Base 0 Top D Only 1.282 1.282 0.050 I Project Title: I Engineer: Project ID: Project Descr: Wood Column File=E:ladcadd11710300.0o Reece Security-Phase 21StructurallFraming.ec6. Software.,. t ENERCALC,INC.1983-2018,Build:10.18.10.10. I Lic.#: KW-06006865` Licensee:CIDA INC. Description: 5-0*opening header Maximum Reactions Note:Only non-zero reactions are listed. X-X Axis Reaction k Y-Y Axis Reaction Axial Reaction My-End Moments k-ft Mx-End Moments I Load Combination 0 Base 0 Top @ Base 0 Top @ Base @ Base 0 Top 0 Base 0 Top +D+S 2.819 2.819 0.050 +0+0.60W 0.337 0.337 0.356 0.356 0.050 I +0+0.7505+0.450W 0.252 0.252 1.740 1.740 0.050 +0.600+0.60W 0.337 0.337 -0.157 -0.157 0.030 S Only 1.537 1.537 W Only 0.561 0.561 -1.543 -1.543 I Maximum Deflections for Load Combinations Load Combination Max.X-X Deflection Distance Max.Y-Y Deflection Distance D Only 0.0000 in 0.000 ft 0.020 in 2.768 ft +D+S 0.0000 in 0.000 ft 0.045 in 2.768 ft +D+0.750S 0.0000 in 0.000 ft 0.039 in 2.768 ft +D+0.60W 0.0227 in 2.768 ft 0.006 in 2.768 ft +D+0.450W 0.0170 in 2.768 ft 0.009 in 2.768 ft +D+0.7505+0.450W 0.0170 in 2.768 ft 0.028 in 2.768 ft I +0.60D+0.60W 0.0227 in 2.768 ft -0.002 in 2.768 ft +0.60D 0.0000 in 0.000 ft 0.012 in 2.768 ft S Only 0.0000 in 0.000 ft 0.024 in 2.768 ft W Only 0.0378 in 2.768 ft -0.025 in 2.768 ft ISketches i I i cin N: o A R I3-2x10 LI4.50 in g.w tli 243,0 Paillnit.. 4114.1.111 I I ir I 15895 SW 72ND AVENUE,SUITE 200 1 PORTLAND,OREGON 97224 TEL:503.226.1285 FAX:503.226.1670 OE-MAIL:info@cidainc.com .. ,. PROJECT NAME: -" "s . Se,j4 r7 fy PR l.No. 170300,6 z- SHEET & 1 ....... __.... TITLE: By: 'R '` DATE: U p Fyikri n q ..„1um...�y( /.b .m. .> {e..tom.1 —•� i _ 8 .^ 3 „...4.....„_t_. 1 I 3 1 60! 1 1 D tO',';'"' I )2i5fX0,5,c+),4(7i YzOpo--i 46 I 1 X- f ) . . h 5Mo , l 1 il.G i 5: S'.! • 4 I- 1,-- _ __ +_ y 5 6l �ti , .,),_ , . ., R (��R Kf 2,3$IC/', 3 k) w' ,, f 2t 5c) Ili! lc , ),OW • • a 3z?v • 3 S c 1&s5 " �t3�3 ° 5 r5_ aoe Gt L • WO:, (• 12046% ;`) �Cl7 � ry q7 I� Ci�y�� Z Iiiiiiiiiiilltiii , ,' .,... . : .L.___,co I-- (1' 2-5'19;C. Yi :2_4)1. + (:c,ir3 • I ta4,„„+" ( 225 Otetc)(19 '"" j37It5' 0 (11.0i0 , . i 6? __ i1gt 1 C<<� RC7�3 Ib 06) Jt��� Zy • s U ........ ....,:b.. �;. --r-"--. ....� __...x.._.-.. .®y,... �.._. - ..._4. .may .., e..1 a• -- T i f 5.,. 1 _.-�..«- . ,m.d.,.,.. ...-w...... . .. ... �.,. _t____ ....$.tee. ,}-, ,.}......� a•,�, ...._ # ` {...._.. d. II il S eMi 4.1}-0., r _P. 4 lei/{ `.__ i ,..a�_ca 7 X 7 k ' 15 a Ic 1u _ 111/ u rev► - i � .. .,.. ... x _ __ i— + 1- _1 f n #. .�< 1 E t •• 1 I l I I Project Title: Engineer: Project ID: Project Descr: i 01 .. -_ Wood Column File=E:ladcadd11710300.00 Reece Security-Phase 21Structural Framing.ec6. Software... ri t ENERCALC,INC.1983-2018,Build:10.18.10.10. Lic.#: KW-06006865 Licensee:Cl0 INC.` Description: 8'-0"opening header Code References Calculations per NDS 2015, IBC 2015, CBC 2016,ASCE 7-10 Load Combinations Used :ASCE 7-10 General Information Analysis Method: Allowable Stress. Design Wood Section Name 5.5x9 End Fixities Top&Bottom Pinned Wood Grading/Manuf. Western Overall Column Height 8.50 ft Wood Member Type GLB r'dr.r carr 1ttr ns Exact Width 5.50 in Allow Stress Modification Factors I Wood Species DF/DF Exact Depth Wood Grade 24F-V4 9.0 in Cf or Cv for Bending 1.0 Fb+ 2,400.0 psi Fv 265.0 psi Area 49.50 in^2 Cf or Cv for Compression 1.0 lx 334.125 in^4 Cf or Cv for Tension 1.0 11 Fb- 1,850.0 psi Ft 1,100.0 psi ly 124.781 in^4 Cm:Wet Use Factor 1.0 Fc-PM 1,650.0 psi Density 31.210 pcf Ct:Temperature Factor 1.0 Fc-Perp 650.0 psi E:Modulus of Elasticity... x-x Bending y-y Bending Axial Cfu:Flat Use Factor 1.0 1.0 _%� tS.3•? Basic 1,800.0 1,600.0 1,800.0 ksi Kf:Built up columns Use Cr:Repetitive? No Minimum 950.0 850.0 Brace condition for deflection(buckling)along columns: IY-Y X-X(width)axis: Fully braced against buckling about X-X Axis (depth)axis: Fully braced against buckling about Y-Y Axis Applied Loads Service loads entered. Load Factors will be applied for calculations. BENDING LOADS.. . I. Gravity:Lat.Uniform Load creating Mx-x,D=0.4660,S=0.5590,W=-0.5610 k/ft Wind:Lat. Uniform Load creating My-y,W=0.2040 k/ft DESIGN SUMMARY IBending&Shear Check Results PASS Max.Axial+Bending Stress Ratio = 0,7032:1 Maximum SERVICE Lateral Load Reactions.. Load Combination +D+S Top along Y-Y 4.356 k Bottom along Y-Y 4.356 k Governing NDS Forumla Bending Only,Tension Side Top along X-X 0.8670 k Bottom along X-X 0.8670 k I Location of max.above base 4.279 ft Maximum SERVICE Load Lateral Deflections... At maximum location values are... Along Y-Y 0.2023 in at 4.279 ft above base Applied Axial 0.0 k for load combination: +D+S Applied Mx 9.257 k-ftI AlX X Applied My 0.0 k-ft Along 0.1213 in at 4.279 ft above base Fc:Allowable 1,897.50 psi for load combination:W Only Other Factors used to calculate allowable stresses... PASS Maximum Shear Stress Ratio= 0.4332:1 Bending Compression Tension I Load Combination +D+S Location of max.above base 0.0 ft Applied Design Shear 132.008 psi Allowable Shear 304.750 psi 1 I Load Combination Results Maximum Axial+Bendina Stress Ratios Maximum Shear Ratios Load Combination C D C p Stress Ratio Status Location Stress Ratio Status Location I D Only 0.900 1.000 0.4085 PASS 4.221 ft 0.2516 PASS 0.0 ft +D+S 1.150 1.000 0.7032 PASS 4.279 ft 0.4332 PASS 0.0 ft +D+0.60W L600 1.000 0.1626 PASS 4.221 ft 0.03931 PASS 0.0 ft +D+0.750S+0.450W 1.600 t000 0.3861 PASS 4.279 ft 0.1922 PASS 0.0 ft a +0.60D+0.60W 1.600 1.000 0.1269 PASS 4.221 ft 0.03718 PASS 0.0 ft Maximum Reactions Note:Only non-zero reactions are listed. X-X Axis Reaction k Y-Y Axis Reaction Axial Reaction My-End Moments k-ft Mx•End Moments ' Load Combination @ Base 0 Top @ Base 0 Top 4)Base 0 Base 0 Top 0 Base 0 Top D Only 1.981 1.980 +D+S 4.356 4.356 I Project Title: Engineer: Project ID: Project Descr: WFIS I Wood Column File=E:,adcadd11710300.00 Reece Security-Phase 2\StruclurallFraming.ec6. Software..,4. t ENERCALC,INC.1983-2018,Build:10.18.10.10. Lic.#:KW-06006865 Licensee: CIDA INC. Description: 8'-0"opening header Maximum Reactions Note:Only non-zero reactions are listed. X-X Axis Reaction k Y-Y Axis Reaction Axial Reaction My-End Moments k-ft Mx-End Moments Load Combination a Base 0 Top 0 Base @ Top @ Base 0 Base @ Top 0 Base 0 Top +D+0.60W 0.520 0.520 0.550 0.550 +D+0.750S+0.450W 0.390 0.390 2.689 2.689 +0.600+0.60W 0.520 0.520 -0.242 -0.242 S Only 2.376 2.376 W Only 0.867 0.867 -2.384 -2.384 Maximum Deflections for Load Combinations Load Combination Max.X-X Deflection Distance Max.Y-Y Deflection Distance 111 D Only 0.0000 in 0.000 ft 0.092 in 4.279 ft +D+S 0.0000 in 0.000 ft 0.202 in 4.279 ft +D+0.750S 0.0000 in 0.000 ft 0.175 in 4.279 ft +D+0.60W 0.0728 in 4.279 ft 0.026 in 4.279 ftII +D+0.450W 0.0546 in 4.279 ft 0.042 in 4.279 ft +D+0.7505+0.450W 0.0546 in 4279 ft 0.125 in 4.279 ft +0.60D+0.60W 0.0728 in 4.279 ft -0.011 in 4.279 ft +0.60D 0.0000 in 0.000 ft 0.055 in 4.279 ft S Only 0.0000 in 0.000 ft 0.110 in 4.279 ft W Only 0.1213 in 4.279 ft -0.111 in 4.279 ft Sketches 1 of X oil R a F pj1 1 `y� I f ,.tY I 5.5x9 , i a 5.50 in 04,. .,,, A_ - I I I I I I III Project Title: Engineer: Project ID: Project Descr:I V1 Wood Column File=E:ladcaddd710300.00 Reece Security-Phase2lStructurallFraming.ec6 . Software •i riga ENERCALC,INC.1983-2018,Build:10.18.10.10 . IIILic #: KW-06006865 Description: 14'-8°opening header Licensee: CIDA INC.' Code References Calculations per NDS 2015, IBC 2015,CBC 2016, ASCE 7-10 Load Combinations Used:ASCE 7-10 General Information Analysis Method: Allowable Stress Design Wood Section Name 5.5x9 End Fixities Top&Bottom Pinned Wood Grading/Manuf. Western Overall Column Height 15.0 ft Wood Member Type GLB (Used for non:slender calculations) Wood Species DF/DF Exact Width 5.50 in Allow Stress Modification Factors Wood Grade 24F-V4 Exact Depth 9.0 in Cf or Cv for Bending 1,0 Fb+ 2,400.0 psi Re 265.0 psi Area 49.50 inA2 Cf or Cv for Compression 1.0 lx 334.125 MA4 Cf or Cv for Tension 1.0 Fb- 1,850.0 psi Ft 1,100.0 psi ly 124.781 inA4 Cm:Wet Use Factor 1.0 Fc-NI 1,650.0 psi Density 31.210 pcf Ct:Temperature Factor 1.0 Fc-Perp 650.0 psi Cfu:Flat Use Factor 1,0 ii E:Modulus of Elasticity... x-x Bending y-y Bending Axial Kf:Builtup columns 1.0 ` r.3 2 11 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: I X-X(width)axis: Fully braced against buckling about X-X Axis Y-Y(depth)axis: Fully braced against buckling about Y-Y Axis Applied Loads Service loads entered.Load Factors will be applied for calculations. BENDING LOADS.. . Gravity:Lat. Uniform Load creating Mx-x, D=0.0950,S=0.04080,W=-0.03743 k/ft Wind:Lat. Uniform Load creating My-y,W=0.1410 k/ft DESIGN SUMMARY Bending&Shear Check Results PASS Max.Axial+Bending Stress Ratio = 0.3264:1 Maximum SERVICE Lateral Load Reactions.. Load Combination +D+0.750S+0.450W Top along Y-Y 1.019 k Bottom along Y-Y 1.019 k Governing NDS Forumla Bending Only,Tension Side Top along X-X 1.058 k Bottom along X-X 1.058 k Location of max.above base 7.550 ft Maximum SERVICE Load Lateral Deflections... At maximum location values are... Along Y-Y 0.260 in at 7.550 ft above base Applied Axial 0.0 k Applied Mx for load combination: +D+S PPMy 3.059 Along X-X 0.8131 in at 7.550 ft above base Applied 1.784 k-ft psi Fc:Allowable 2,640.0 psi for load combination:W Only Other Factors used to calculate allowable stresses... PASS Maximum Shear Stress Ratio= 0.1013:1 Bending Compression Tension i Load Combination +D+S Location of max.above base 0.0 ft Applied Design Shear 30.864 psi Allowable Shear 304.750 psi Load Combination Results Maximum Axial+Bending Stress RatiosMaximum Shear Ratios Load Combination C D C p Stress Ratio Status Location Stress Ratio Status Location D Only 0.900 1.000 0.2593 PASS 7.450 ft 0.09053 PASS 0.0 ft +D+S 1.150 1.000 0.2901 PASS 7.550ft0.1013 PASS 0.0 ft +D+0.60W 1.600 1.000 0.3240 PASS 7.450ft 0.04535 PASS 0.0 ft +D+0.750S+0.450W 1.600 1.000 0.3264 PASS 7.550ft 0.05830 PASS 0.0 ft +0.60D+0.60W 1.600 1.000 0.2656 PASS 7.450 ft 0.04535 PASS 0.0 ft Maximum Reactions Note:Only non-zero reactions are listed. X-X Axis Reaction k Y-Y Axis Reaction Axial Reaction My-End Moments k-ft Mx-End Moments ii Load Combination 0 Base ft Top 0 Base 0 Top 0 Base 0 Base 0 Top 0 Base @ Top D Only 0.713 0.712 +D+S 1.019 1.018 Project Title: Engineer: Project ID: Project Descr: - vvFia I Wood Column File=E: 1710300.00 Reece Security-Phase 22Structural\Framing.ec6. Software•.. right ENERCALC,INC.1983-2018,Build:10.18.10.10. Lic.#: KW-06006866 Licensee:CIDA INC.` 1 Description: 14'-8"opening header Maximum Reactions Note:Only non-zero reactions are listed. X-X Axis Reaction k Y-Y Axis Reaction Axial Reaction My-End Moments k-tt Mx-End Moments Load Combination @ Base @ Top @ Base @ Top @ Base 0 Base 0 Top 0 Base 0 Top +0+0.60W 0.635 0.634 0.544 0.544 +D+0.750S+0.450W 0.476 0.476 0.816 0.816 +0.600+0.60W 0.635 0.634 0.259 0.259 S Only 0.306 0.306II W Only 1.058 1.057 -0.281 -0.281 Maximum Deflections for Load Combinations Load Combination Max X-X Deflection Distance Max Y Y Deflection Distance D Only 0.0000 in 0.000 ft 0.182 in 7.550 ft +D+S 0.0000 in 0.000 ft 0.260 in 7.550 ft +D+0.750S 0.0000 in 0.000 ft 0.240 in 7.550 ft +D+0.60W 0.4879 in 7.550 ft 0.139 in 7.550 ft111 +0+0.450W 0.3659 in 7.550 ft 0.150 in 7.550 ft +D+0.750S+0.450W 0.3659 in 7.550 ft 0.208 in 7.550 ft +0.60D+0.60W 0.4879 in 7.550 ft 0.066 in 7.550 ft +0.60D 0.0000 in 0.000 ft 0.109 in 7.550 ft S Only 0.0000 in 0.000 ft 0.078 in 7.550 ft W Only 0.8131 in 7.550 ft -0.072 in 7.550 ft Sketches C . i I c l +X oiIII ' I 5.5x9 11 _ 5.50 in , " a i 1 t I I I i I • 15895 SW 72ND AVENUE,SUITE 200 PORTLAND,OREGON 97224 TEL:503.226.1285 FAX:503.226.1670 0 E-MAIL:info@cidainc.com c curl I 7�y 11 E,( PROJECT NAME: Rea Se, 5G fw.•( l • ) Pao,. No.Q ,/ L L?3o 0 c O SHEET T•t TITLE: !r/ Br: 1\/y 11 DATE: 147/1 Q Siy • !�1ax • . _ ) 1__` T' 2.;= .3 X11-• iz pe ts-- .. . - , ...............„....., ; ., , . - - — s - -- . , T ,R - I�, 1 12$.7 S=2-3110 `fdrife, I • 111.1111111111 1 drift �F,ZSFf' 4t,1-A- To+4 w = 6 ►6 1f 5o l : -sc( c _ _.., _ - itI `�I 1l f_ 1 Z,-VE „ 1... .. i' 1,si)<I 1, 1 l K/2• 4 41 ke . -. �� � 1��� 6R P- �Z7 Ib� ! !361b�zC131b /y Lt I , .. �4�1a, _sfr� s ra o = 76,goo Skew ss rano = Ill`1% x q" _CGI3 5/ i5 acteit fG_ _ .5&eZ ._$fl9 Project Title: I Engineer: Project ID: Project Descr: w12 I Wood Column Ale=E:tadcadd117b300.00 Reece Security-Phase 2\StnicturaftFraming.ec6. Software copyright ENERCALC,INC.1983-2018,Build:10.18.12.13. tic.#: KW-06006865 Licensee :CIDA INC. Description: 8'-0"opening header at 1st floor I Code References Calculations per NDS 2015, IBC 2015,CBC 2016,ASCE 7-10 Load Combinations Used:ASCE 7-10 General Information Analysis Method: Allowable Stress Design Wood Section Name 5.5x9I End Fixities Top&Bottom Pinned Wood Grading/Manuf. Western Overall Column Height 8.5 ft Wood Member Type GLB (cis cf to, t°` r':`'°` rtr f:<zfr.:,,,t,,),,,, Exact Widthin Allow Stress Modification Factors Wood Species DF/DF 59.0 Wood Grade 24F-V4 Exact Depth 9.0 in Cf or Cv for Bending 1.0 Area 49.5 inA2 Cf or Cv for Compression 1.0 Fb+ 2,400.0 psi Fv 265.0 psi Ix 334.125 inA4 Cf or Cv for Tension 1.0 Fb- 1,850.0 psi Ft 1,100.0 psi ly 124.781 inM Cm:Wet Use Factor 1.0 Fc-PHI 1,650.0 psi Density 31.210 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:Built-up columns 1.0 NOS 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 about X-X Axis Y-Y(depth)axis: Fully braced against buckling about Y-Y AxiI s ,Applied Loads Service loads entered. Load Factors will be applied for calculations. BENDING LOADS... W1:Lat.Uniform Load from 0.0-->4.250 ft creating Mx-x,D=0.1440 k/ft I Wind:Lat.Uniform Load creating My-y,W=0.1844 k/ft Gravity:Lat.Uniform Load from 4.250-->8.50 ft creating Mx-x,D=0.6160,S=0.5080,W=-0.5610 k/ft Lat. Point Load at 4.250 ft creating Mx-x,D=0.9270,S=1.136 k DESIGN SUMMARY I Bending&Shear Check Results PASS Max.Axial+Bending Stress Ratio = 0.7680:1 Maximum SERVICE Lateral Load Reactions.. Load Combination +D+S Top along Y-Y 4.767 k Bottom along Y-Y 2.685 k Governing NDS Forumla Bending Only,Tension Side Top along X-X 0.7836 k Bottom along X-X 0.7836 k Location of max.above base 4.279 ft Maximum SERVICE Load Lateral Deflections... At maximum location values are... Along Y-Y 0.2020 in at 4.450 ft above base Applied Axial 0.0 k for load combination:+D+SI Applied My 10.110 k-ft Along X-X 0.1096 in at 4.279 ft above base Applied 0.0 for load combination:W Only :Allowable psi 1,897.50 psi Other Factors used to calculate allowable stresses... 111 PASS Maximum Shear Stress Ratio= 0.4740:1 Bending Compression Tension Load Combination +D+S Location of max.above base 8.50 ft Applied Design Shear 144.462 psi I Allowable Shear 304.750 psi Load Combination Results Maximum Axial+Bending Stress Ratios Maximum Shear Ratios I Load Combination C D C p Stress Ratio Status Location Stress Ratio Status Location D Only 0.900 1.000 0.5244 PASS 4.336 ft 0.3278 PASS 8.50 ft +D+S 1.150 1.000 0.7680 PASS 4.279ft 0.4740 PASS 8.50ft +D+0.60W 1.600 1.000 0.3007 PASS 4.279 ft 0.1077 PASS 8.50 ft +D+0.750S+0.450W 1.600 1.000 0.4920 PASS 4.279 ft 0.2441 PASS 8.50 ft +0.600+0.60W 1.600 1.000 0.1829 PASS 4.221 ft 0.04206 PASS 0.0 ft I I I Project Title: Engineer: Project ID: Project Descr: Fila;E:\adcadcA1710300.00 Reece Security-Phase 21Structuralframing.ece. '1„ Wood Column Software copyright ENERCALC,INC.1983-2018,Build:10.18.12.13. I i-ic.4: KW-06006865 Licensee: CIDA INC. Description: 8°-0"opening header at 1st floor Maximum Reactions Note:Only non-zero reactions are listed ILoad Combination X-X Axis Reaction k Y-Y Axis Reaction Axial Reaction My-End Moments k-ft Mx-End Moments 0 Base @ Top @ Base 0 Top @ Base 0 Base 0 Top 0 Base 0 Top D Only 1.577 2.580 +D+S 2.685 4.767 I +D+0.60W 0.470 0.470 1.219 1.507 +D+0.750S+0.450W 0.353 0.353 2.140 3.416 +0.60D+0.60W 0.470 0.470 0.589 0.475 S Only 1.108 2.187 IW Only 0 Maximum Deflections for Load Combinationssa0.784 -0.596 -1.788 Load Combination Max.X-X Deflection Distance Max.Y-Y Deflection Distance , ,... I D Only 0.0000 in 0.000 ft 0.110 in 4.393 ft +0+5 0.0000 in 0.000 ft 0.202 in 4.450 ft +D+0.7505 0.0000 in 0.000 ft 0.179 in 4.450 ft +D+0.60W 0.0658 in 4.279 ft 0.076 in 4.336 ft +D+0.450W 0.0493 in 4.279 ft 0.085 in 4.336 ft I +D+0.7505+0.450W 0.0493 in 4279 +0.60D+0.60W 0.0658 in ft 0.154 in 4.393 4.279 ft 0.032 in ft 4.221 ft +0.60D 0.0000 in 0.000 ft 0.066 in 4.393 ft S Only 0.0000 in 0.000 ft 0.092 in 4.450 ft W Only , 0.1096 in 4.279 ft -0.056 in 4.621 ft I Sketches ' • r-- 11 I ._ 0. cm ' i na WI - t .. I ---- ---- + 5.5x9 I . 5.50 in 1 4 ilele , I I I , 1 111 15895 SW 72ND AVENUE,SUITE 200 Q PORTLAND,OREGON 97224 TEL:503.226.1285 FAX:503.226.1670 Q • E-MAIL:info@cidainc.com PROJECT NAME: geeSG �UC/W�t\J PROJ.Nb. _ , 7 3 00� � SHEET '_ f 1 TITLE:m,._.........._...„_�__.__ ...._..__...._..._. ._....�._..,. By: Y7V NDATE: 1( JV�O • • • l7. 2. n 1 • . 1 111 • f, _.,,_ i 4' t - - ; -,---44 �I, ` zz F.�Dr) _ ._ VIIIA i (x4'. ...-4, IrZ----4'i )' .06 I( ; f _F. 10,5c �`, �t 3,h"c-1-„, 0, . 164). :L.-56 V,r , , 1.0V1.4 , 1 , • i 2 I 5 5 Ty r . _ w+,- �3l 36 rsPx 2(G,GSI¢ (1,0$ 31 ,' t K/2.33 3.IC 15,27 _ 5 Total _. »£ R-141,f(k/.5.2Z100,DF(k) �___ p �_?,°( k f Z,'�� �/�t,36iG) . _ I 13-e>1diKVAx atc j stress ��fivti �e�= 7 , $k co' re � tho `�_Z� 7%a _. d, 013 7 1 _: S {�o z G ; d ` 1i05tII, c 4/10P � , ,,7 1 2 Y ._ In ... `�t� _ _ _. 1 1� 24.� .51b w) r P ,, I 111 ) ,. - r i _ ` �- 03 k/G, 55) 1 i6,3 K • ry = (3 I,3f -!z ! I 1 to I3e �i + tea : 34,689'0 J � � ,,. 4 = 1 Il :r . 5 :OA a 2f'� ... _N _. . ! :: 4 1 ,, 4 41- 1 1...1„.4,X.z. .,i 0,ft_ ',1 i_rkti._"4 ----ti- 01 i ff-5. "I : I 1 i _. ten_ 1±. 4t L 7x��llt� f i •' y i i}_ } __ 3 i , liJ J _ y' Kp ?roat_f_ r�r ��s -__ ...4_ • L ,_i _ _ 1_ .i. ..._ • • # __ . 1 I Project Title: Engineer: Project ID: Project Descr: WCly ;hood Column File=E9adcaddi1710300.00 Reece Security-Phase 21StructurallFraming.ec6 . Software copyright ENERCALC,INC.1983-2018,Build:10.18.10.10. 1-ic.#: KW-06006865 Licensee : CIDA INC., 111 Description: 19"-2"opening header Code References Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combinations Used :ASCE 7-10 General Information - Analysis Method: Allowable Stress Design Wood Section Name 5.5x21 - End Fixities Top&Bottom Pinned Wood Grading/Manut. Western Overall Column Height 19.17 ft Wood Member Type GLB Exact Width5.50 in Allow Stress Modification Factors I Wood Species DF/DF Exact Depth 21.0 in Cf or Cv for Bending 0.9475 Wood Grade 24F-V4 Fb+ 2,400.0 psi Fv 265.0 psi Area 115.50 inA2 Cf or Cv for Compression 0.9475 Fb- 1,850.0 psi Ft 1,i 00.0 psi lx 4,244.63 inA4 Cf or Cv for Tension 0.9475 FcI -Prll 1,650.0 psi Density 3100 0 psi ly 291.156 inA4 Cm:Wet Use Factor 1.0 Ct:Temperature Factor 1.0 Fc-Perp 650.0 psi Cfu:Flat Use Factor 1.0 I E:Modulus of Elasticity... x-x Bending y-y Bending Axial Kf:Built-up columns 1.0 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 about X-X Axis IY-Y(depth)axis: Unbraced Length for Y-Y Axis buckling=19.17 ft,K=1.0 Applied Loads Service loads entered. Load Factors will be applied for calculations. BENDING LOADS.. . 11 Gravity:Lat. Uniform Load from 0.0-->10.50 ft creating Mx-x,D=0.1440 k/ft Wind: Lat. Uniform Load creating My-y,W=0.2666 k/ft Lat. Uniform Load from 10.50-->16.0 ft creating Mx-x, D=0.340,S=0.5080 k/ft Lat. Point Load at 10.50 ft creating Mx-x,D=1.980,S=2.380 k I Lat. Point Load at 16.0 ft creating Mx-x,D=1.980,S=2.380 k Gravity:Lat.Uniform Load from 16.0-->19.170 ft creating Mx-x,D=0.1440 k/ft DESIGN SUMMARY Bending&Shear Check Results PASS Max.Axial+Bending Stress Ratio = 0.6973:1 Maximum SERVICE Lateral Load Reactions.. Load Combination +D+S Top along Y-Y 10.084 k Bottom along Y-Y 5.269 k Governing NDS Forumla Bending Only,Tension Side Top along X-X 2.555 k Bottom along X-X 2.555 k Location of max.above base 10.550 ft Maximum SERVICE Load Lateral Deflections... At maximum location values are... Along Y-Y 0.3751 in at 10.164 ft above base Applied Axial 0.0 k for load combination: +D+S Applied Mx 47.354 k-ft I Along X-X 1.054 in at 9.649 ft above base Applied My 0.0 k-ft Fc:Allowable 1,826.26 psi for load combination:+D+0.60W Other Factors used to calculate allowable stresses,.. PASS Maximum Shear Stress Ratio= 0.4297:1 Bending Compression Tension I Load Combination +D+S Location of max.above base 19.170 ft Applied Design Shear 130.956 psi Allowable Shear 304.750 psi ILoad Combination Results Maximum Axial+Bending Stress Ratios Maximum Shear Ratios Load Combination C D C p Stress Ratio Status Location Stress Ratio Status Location I D Only 0.900 0.972 0.4302 PASS 10.550 ft 0.2648 PASS 19.170 ft +D+S 1.150 0.962 0.6973 PASS 10.550ft 0.4297 PASS 19.170ft +D+0.60W 1.600 0.942 0.5359 PASS 10.550 ft 0.1489 PASS 19.170 ft +D+0.750S+0.450W 1.600 0.942 0.6568 PASS 10.550ft 0.2689 PASS 19.170 ft +0.600+0.60W 1.600 0.942 0.4393 PASS 10.421 ft 0.08936 PASS 19.170 ft Project Title: Engineer: Project ID: Project Descr: WF 16 \Wood Co i u rn n File=E:ladcadd11710300.00 Reece Security-Phase 2\StructurallFraming.ec6. Software- '! ENERCALC,INC.1983-2018,Build:10.18.10.10. Lic.#:KW-06006865 Licensee:=A INC. Description: 19'-2"opening header Maximum Reactions Note:Only non-zero reactions are listed. X-X Axis Reaction k Y-Y Axis Reaction Axial Reaction My•End Moments k-ft Mx-End Moments 1 Load Combination @ Base 0 Top 0 Base 0 Top 0 Base 0 Base 0 Top 0 Base ©Top D Only 2.936 4.862 +0+5 5.269 10.084 +D+0.60W 1.533 1.533 2.936 4.862 111 +D+0.750S+0.450W 1.150 1.150 4.686 8.778 +0.600+0.60W 1.533 1.533 1.762 2.917 S Only 2.333 5.221 W Only 2.555 2.555 Maximum Deflections for Load Combinations Load Combination Max.X-X Deflection Distance Max.Y-Y Deflection Distance D Only 0.0000 in 0.000 ft 0.184 in 10.035 ft +D+S 0.0000 in 0.000 ft 0.375 in 10.164 ft +D+0.750S 0.0000 in 0.000 ft 0.327 in 10.164 ft +D+0.60W 1.0545 in 9.649 ft 0.184 in 10.035 ft +0+0.450W 0.7909 in 9.649 ft 0.184 in 10.035 ft +D+0.750S+0.450W 0.7909 in 9.649 ft 0.327 in 10.164 ft +0.600+0.60W 1.0545 in 9.649 ft 0.110 in 10.035 ft Il +0.60D 0.0000 in 0.000 ft 0.110 in 10.035 ft S Only 0.0000 in 0.000 ft 0.191 in 10.293 ft +0.60W 1.0545 in 9.649 ft 0.000 in 0.000 ft Sketches t ci [ of +x 1 +:1 E 1 i i i < 1 I +Y 5.5x21 ' I 1 5.50in6 I I I I I Project Title: Engineer: Project ID: Project Descr: j steel ColumnE:l File= adcadd11710300.00 Reece Security-Phase 2lStructural\Framing.ec6. Software copy t ENERCALC,INC.1983-2018,&ald:10.18.10.10. Lie.#:KW-06006865 u,. '_ Licensee: CIDA INC. Description: 19'-2°'opening king stud Code References ICalculations per AISC 360-10, IBC 2015,CBC 2016,ASCE 7-10 Load Combinations Used:ASCE 7-10 General Information I Steel Section Name: HSS5x5x5/16 Overall Column Height 17.0 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: I E:Elastic Bending Modulus 29,000.0 ksi Unbraced Length for X-X Axis buckling=17.0 ft,K=1.0 Y-Y(depth)axis: Fully braced against buckling about Y-Y Axis I Applied Loads Service loads entered.Load Factors will be applied for calculations. AXIAL LOADS... Axial Load at 10.50 ft,Xecc=0.250 in,D=4.860,S=5.220 k I BENDING LOADS... Wind:Lat.Point Load at 10.50 ft creating My-y,W=2.555 k Lat.Uniform Load creating Mx-x,W=0.04181 k/ft DESIGN SUMMARY I Bending&Shear Check Results PASS Max.Axial+Bending Stress Ratio = 0.3668 :1 Maximum Load Reactions.. Load Combination +D+0.60W Top along X-X 1.578 k Location of max.above base 10.497 ft Bottom along X-X 0.9769 k 11 At maximum location values are... Top along Y-Y 0.3554 k Pa:Axial 4.860 k Bottom along Y-Y 0.3554 k Pn/Omega:Allowable 66.719 k Ma-x:Applied 0.8562 k-ft Maximum Load Deflections... 1 Mn-x/Omega:Allowable 21.026 k-ft Along Y Y 0.08648 in at 8.557 ft above base Mal:Applied 6.090 k-ft for load combination:+D+0.60W Mn-y/Omega:Allowable 21.026 k-ft Along X-X 0.4614 in at 9.128ft above base I for load combination:+0.60W PASS Maximum Shear Stress Ratio= 0.0240 :1 Load Combination +D+0.60W Location of max.above base 10.611 ft 1 At maximum location values are... Va:Applied 0.9528 k Vn/Omega:Allowable 39.696 k Steel Section Properties : HSS5x5x5/16 I QePth = 5.000 in �� 19.00 inM J = 31.200InM Design Thick = 0.291 in S xx = 7.62 103 Width = 5.000 in R xx = 1.900 in Wall Thick = 0.313 in Zx = 9.160 inA3 1 Area = 5.260 102 I yy = 19.000 inA4 C = 12.800 inA3 Weight = 19.032 plf S yy 7.620 inA3 R yy = 1.900 in IYcg = 0.000 in I Project Title: Engineer: III Project ID: Project Descr: Cheel Column File=EAadcadd11710300.00 Reece Security•Phase 21StructurallFrammg ec6. Software t.u ri. t ENERCALC,INC.1983-2018,Build 101810.10. Lk.#:KW06006865 Licensee CIDA INC I Description: 19°-2"opening king stud Sketches I I ' GI Load 1} +Xo o I i 1 3, i t , i . I I : : r I 5.00in 1 1I I I I I I I I I I I 15895 SW 72ND AVENUE,SUITE 200 Q PORTLAND,OREGON 97224 TEL:503.226.1285 FAX:503.226.1670 : 0 E-MAIL:info@cidainc.com ' PROJECT.„, NAME: Pis �eGLI..Y 1`� Pco.Na. OZ q )^(y j�}(L VVO ..__4 SHEET f � �+� TITLE: ____.._....__...� _ ay: t 1 t DATE: `/zit b • • GG 1 u 01 K S folec rot f„ j .44_, _$H, T.' ._+-0,' f.4 i HE ! ' i ' i . $J jr. tax. ..,. ....4„_ } _ t ,.. I 1 I �i- '0,4 K .. Zt K O p K) �sr • _ z + 4-P , r , i (low , „ . , . . „ i 4 } . . . . . • I , 1 - .W�� ,-e_ .. �. .. , ._ 1 - f • p 7 �c C pow) • Z 555_x, ( haw) a • • _ _ __. 1 W_ P I Z 1 Ilititiric OW) iS is_ _ ..__, � - i •-._ _ j 1 1 } • 2• ._ 17 UI d •J R� 11504 fl J,OW .... ..., �#0 Z 3 75 4 `1 OW) • R • • • • • � d • � a mss;_ ` � R 3 % IL r Sh. ra 3, 5 o HSS _b ad x • prl - ° _ - _ 0 • . .__.. ' ., 6u14. 40_. ._31-0 ._ O toliA rty . .. I .._._l. ..�. _ ...._ __ I i • .tt.' y , .,_ ,, ...,.._ „..... ..,__ f„,_ , =�"-- I �IKow) I �' 4rfi- T% S1' S w j 1 k ' i I i E 1 i 1 �i I ii...:1_ _ —.. . 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Description: Column at Stare front Code References Calculations per AISC 360-10, IBC 2015, CBC 2016,ASCE 7-10 Load Combinations Used:ASCE 7-10 General Information Steel Section Name: HSS5x5x5/16 Overall Column Height 17.0 ft 11II 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=17.0 ft,K=1.0 Y-Y(depth)axis: Fully braced against buckling about Y-Y Axis Applied Loads Service loads entered.Load Factors will be applied for calculations. AXIAL LOADS... Axial Load at 10.50 ft,Xecc=0.250 in,Yecc=2.50 in,0=4.860,S=5.220 k Axial Load at 10.50 ft,Xecc=2.50 in,Yecc=0.250 in,D=1.280,S=1.540 k BENDING LOADS... Wind:Lat.Point Load at 2.750 ft creating My-y,W=1.428 k Wind:Lat.Point Load at 10.50 ft creating My-y,W=2.555 k Wind:Lat.Point Load at 2.750 ft creating Mx-x,W=0.3724 k Wind:Lat.Point Load at 10.50 ft creating Mx-x,W=0.510 k DESIGN SUMMARY Bending&Shear Check Results 4PASS Max.Axial+Bending Stress Ratio = 0.4234 :1 Maximum Load Reactions.. Load Combination +D+0.60W Top along X-X 1.809 k Location of max.above base 10.611 ft Bottom along X-X 2.174 k At maximum location values are... Top along Y-Y 0.3752 k • Pa:Axial 0.0 k Bottom along Y-Y 0.5072 k Pn/Omega:Allowable 66.719 k Ma-x:Applied 1.829 k-ft Maximum Load Deflections... Mn-x/omega:Allowable 21.026 k-ft Along Y-Y 0.1257 in at 8.671 ft above base May:Applied 7.074 k-ft for load combination:+0.60W1 Mn-y/Omega:Allowable 21.026 k-ft Along X-X 0.5899 in at 8.785ft above base for load combination:+0.60W PASS Maximum Shear Stress Ratio= 0.03253 :1 Load Combination +0.60D+0.60W Location of max.above base 0.0 ft At maximum location values are... Va:Applied 1.291 k Vn/Omega:Allowable 39.696 k I I I I I I Project Title: Engineer: Project ID: Project Descr: I _ WF 1-1 Steel Column File=E:ladcadd11710300.00 Reece Security-Phase 215tniduraftFramfng.ec6. I Lic. ; KW-06006865 Licensee cop right ENERCALC,INC.1983-2018,Build:10.18.10.10. Licensee:CIDA INC. Description: Column at Store front Steel Section Properties : HSS5x5x5/16 I Depth = 5.000 in I xx 19.00 in^4 J _ 31.200 in^4 Design Thick = 0.291 in S xx = 7.62 inA3 Width = 5.000 in R xx = 1.900 in Wall Thick = 0.313 in Zx r. 9.160 in^3 I Area = 5.260 inA2 I yy = 19.000 in^4 C - 12.800 in^3 Weight = 19,032 pif S yy r. 7.620 inA3 R yy - 1.900 in IIYcg = 0.000 in I ISketches +y Load 1 . _ i , I. I _ . iI ,mac i Li:Ad 2 - O _ d in i i.. I ,,;; 5.00in I I I I 1 I .11 15895 SW 72ND AVENUE,SUITE 200 Q ;zf PORTLAND,OREGON 97224 TEL:503.226.1285 FAX:503.226.1670 OE-MAIL:info@cidainc.com . PROJECT NAME: 6s•- 1 -5 56440 I t / p.Roj.:to>: I 703000 3000 C/ 4 SHEET v Iii - TITLE: x: F2‘N.if DATE: 'Y g/i P I • ui 01 � �� E2 1 t 1 e .�. • xoe 41 K • !Viet• • • 1 -- ', - , , 6.)�_ t ;q�...� �A » _ rut 1 f ••• • f • 1 t t , t # ; $ x ,4, i • • 1 t• N (41 ( � 4 1, I� a!(lWal�___fir 1 Z x I /t, wok sev vy or _.r 1 i£ : ° I �� 321 ' J � t 3 �i a°`{/VV 4 i v § j I 1 I 1 i u C� # lz ) /ZtH V Y t hi, I 3. l 3 r • • v • ! „ 1 1 , : '' l' 1 : 11 I I : I { i ._ - £ i • = x 1. . .. ( x dm, _ _ ---i. f }. _ . I 1 • .e....�_....._..._. ..{I _ t ._ _:_ r _. _ _ _ _ 1 ___._... • Ii . I —4 1 i2 i_ .E f Y .... ' i I } f ' a • I • _ L.. + k k I. --1 " +. � t fi • q f _i 1 I 1 1 . — _.. _ __ - _ } f ; _ __ _ 4i___4x_.._41it ___ , 4 t_ 4 1,1 -- -_t.__. 1 i . 1 1 _1 15895 SW 72ND AVENUE,SUITE 200 4( PORTLAND,OREGON 97224 0 itk TEL:501226,1285 FAX:503.226.1670 E-MAIL:info©cidainc.com • PROJECT RVG/SV pp p p OJECT NAME: '� Se.cof i l 11, TITLE: P<0:. •.�: --�� . 170 344 (f 2. 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V,/fif I SIMPSON Anchor Designer TM Company: CIDA Date: 9/26/2018 Engineer: Rebekah Huschka Page: 1/5 StrongTie` Software Project: Version 2.6.6703.20 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):6.00 State:Uncracked Anchor Information: Compressive strength,fc(psi):2500 Anchor type:Concrete screw 9 ,v: 1.0 Material:Carbon Steel Reinforcement condition:B tension,B shear Diameter(inch):0.375 Supplemental reinforcement:No Nominal Embedment depth(inch):2.750 Reinforcement provided at corners:No Effective Embedment depth,her(inch):1.980 Ignore concrete breakout in tension:No Code report: ICC-ES ESR-2713 Ignore concrete breakout in shear:No Anchor category:1 Ignore 6do requirement:Not applicable Anchor ductility:No Build-up grout pad:No hmm(inch):4.33 cac(inch):3.00 Cmu,(inch):1.75 Sam.(inch):3.00 Recommended Anchor Anchor Name:Titen HD®-3/8"0 Titen HD,hnom:2.75"(70mm) Code Report:ICC-ES ESR-2713 ‘‘*• qA1A4 It* :;r*- I I 1 I 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 I I 02- SIMPSON Anchor Designerm' Company: CIDA Date: 9/26/2018 Engineer: Rebekah Huschka Page: 215 Software Project: Version 2.6.6703.20 f' ® Address: 15895 SW 72 Ave Phone: (503)226-1285 IE-mail rebekahh@cidainc.com Load and Geometry I 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 IAnchors only resisting wind and/or seismic loads:No Strength level loads: 1 Nue[Ib]:755 Vuax[Ib]:0 Vuay[Ib]:0 <Figure 1> I Z I 755 lb I I g II ' 0 lb S 0 Ib T a 0 ILO I 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 WF210 I SIMPSON Anchor DesignerT"" Company: CIDA Date: 9/26/2018 Software Engineer: Rebekah Huschka Page: 3/5 Str{ Project: Version 2.6.6703.20 Address: 15895 SW 72 Ave Phone: (503)226-1285 Email rebekahh@cidainc.com <Figure 2> 1 �, 1 I:' -:. k ;Ii"-- 041 11 M I I I I I I I 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 I IVJF•27 SIMPSON Anchor DesignerTm Company: CIDA Date: 9/26/2018 Engineer: Rebekah Huschka Page: 4/5 Software Project: I r 1t = Version 2.6.6703.20 Address: 15895 SW 72 Ave o Phone: (503)226-1285 1 E-mail rebekahhQcldalnc.com 3.Resultina Anchor Forces Anchor Tension load, Shear load x, Shear load y, Shear load combined, I Nub(Ib) V.(lb) Vv (Ib) �(Vuau)2+(Vwy)2(Ib) 1 755.0 0.0 0.00 0.0 Sum 755.0 0.0 0.0 0.0 I Maximum concrete compression strain(%,):0.00 Maximum concrete compression stress(psi):0 Resultant tension force(Ib):755 Resultant compression force(Ib):0 I Eccentricity of resultant tension forces in x-axis,e'N,(inch):0.00 Eccentricity of resultant tension forces in y-axis,e'Ny(inch):0.00 I I4.Steel Strength of Anchor in Tension(Sec.D.5.11 N.(Ib) 0 tN„(Ib) 10890 0.65 7079 1 5.Concrete Breakout Strength of Anchor in Tension(Sec.D.5.21 Nb=kaalifcher1 5(Eq.D-6) kc Aa fc(psi) her(in) Nb(lb) Ili 24.0 1.00 2500 1.980 3343 0Ncb=0(ANc/ANc,)9r.d,N'c,NWcp,NNb(Sec.D.4.1 &Eq.D-3) I ANc(in2) ANco(in2) Ca,m'.(in) T.d,N Y'CN Y'G.N Nb(Ib) ¢Ncb(Ib) 35.28 35.28 3.00 1.000 1.00 1.000 3343 0.65 2173 I 6.Pullout Strength of Anchor In Tension(Sec.D.5.3) ONpn=0Te,P2aNp(fc/2,500)"(Sec. D.4.1,Eq.D-13&Code Report) Vc,P A.a Np(Ib) fc(psi) n 0 ¢Np"(lb) 1.0 1.00 3289 2500 0.50 0.65 2138 I I I I I IInput data and results must be checked for agreement with the existing circumstances,the standards and guidelines must be checked for plausibility. Simpson Strong-Tae Company Inc. 5956 W.Las Positas Boulevard Pleasanton,CA 94588 Phone:925.560.9000 Fax:925.847.3871 www.strongtie.com I SIMPSON Anchor Designer' Company: CIDA Date: 9/26/2018 Software Engineer: Rebekah Huschka Page: 5/5 SStrongTProject: _ Version 2.6.6703.20 Address: 15895 SW 72 Ave e Phone: (503)226-1285 E-mail rebekahh@cidainc.com I I I 11.Results 11.Interaction of Tensile and Shear Forces(Sec.D.7)? Tension Factored Load,Nu.(Ib) Design Strength,eNa(Ib) Ratio Status Steel 755 7079 0.11 Pass Concrete breakout 755 2173 0.35 Pass Pullout 755 2138 0.35 Pass(Governs) 3/8"P1 Tlten HD,hnom:2.75"(70mm)meets the selected design criteria. I I I I I I I 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 I 15895 SW 72ND AVENUE,SUITE 200 Q PORTLAND,OREGON 97224 TEL:503.226.1285 FAX:503.226.1670 Q ,<,a E-MAIL:info©cidainc.com _ PROJECT NAME: Kee See. u' i+y PROJ.No. 170300. L170300. 0 .. SHEET 24. TITLE: I By: K DATE: ail i • � C _. se ,0 F= l a'1E __ i �_ Ir TrL2Zx% r _ 0 1 • (Asp)E • • • '', ni- Y =77, sr. < �'. t ` ►`13 rte, _ £ Z.( Imo;. I 1t Ira Ir. ASF 32,2„ks • • • • • • •K Atisp) (4---: • I i i I 1 i 's 1 I i i {.. .. ._.._ 1 {_.. C # 1sx z_K ? P 52 !6 dt , . Ill l' 1 , < I E .•d- -�—_.-t----- , ( 4-_ -�-._` _i,-. :.._._.._-4 ......._,gym___ .. .h-. .-r--- -t -+....... - ..,.-s_..,....--- 4, }. .....{._. i • I JAIL Z Zx: X • T {. 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' se- � X' Z le.- -- 1 _ I_..._ 3 F •� __ ait. _ E .. t ! { � F e [ _.._ ._...._......_,..�...._. i I Project Title: Engineer: Project ID: Project Descr: Steel Column File E:tadwddt1710300.00 Reece Security•Phase 2lStructurallFraming.ec6 . • Software •. ENERCALC,INC.1983-2018,Buid:10.18.10.10. I Lic.#: KW-06006865 Licensee:CIDA INC. Description: Strong back header Code References Calculations per AISC 360-10, IBC 2015,CBC 2016,ASCE 7-10 Load Combinations Used:ASCE 7-10 General Information ISteel Section Name: HSS6x4x1/4 Overall Column Height 14.167 ft Analysis Method: Allowable Strength Top&Bottom Fixity Top&Bottom Pinned Steel Stress Grade Brace condition for deflection(buckling)along columns: I Fy:Steel Yield 46.0 ksi 29,000.0X-X(width)axis E:Elastic Bending Modulus ksi Unbraced Length for X-X Axis buckling=14.167 ft,K=1.0 Y-Y(depth)axis: Unbraced Length for Y-Y Axis buckling=14.167 ft,K=1.0 IApplied Loads Service loads entered.Load Factors will be applied for calculations. BENDING LOADS... P:Lat.Point Load at 5.50 ft creating Mx-x,D=2.731,S=0.0670 k I Lat.Uniform Load from 6.0-->8.50 ft creating Mx-x,D=0.2810,S=0.0330 k/ft wind:Lat.Uniform Load creating My-y,W=0.1897 k/ft DESIGN SUMMARY I Bending&Shear Check Results PASS Max.Axial+Bending Stress Ratio = 0.7486 :1 Maximum Load Reactions. Load Combination +D+0.60W Top along X-X 1.344 k Location of max.above base 5.515 ft Bottom along X-X 1.344 k At maximum location values are... Top along Y-Y 1.488 k Pa:Axial 0.0 k Bottom along Y-Y 2.095 k Pn/Omega:Allowable 55.947 k Ma•x:Applied 11.065 k-ft Maximum Load Deflections... 11 Mn-x/Omega:Allowable 19.580 k-ft Along Y-Y 0.5781 in at 6.751 ft above base Ma Applied for load combination:+D+S Y pP 2.716 k-ft Mn-y/Omega:Allowable 14.805 k-ft Along X-X 0.3240 in at 7.131 ft above base for load combination:+D+0.60W I PASS Maximum Shear Stress Ratio= 0.05132 :1 Load Combination +D+S Location of max.above base 0.09508 ft At maximum location values are... I Va:Applied 2.095 k Vn/Omega:Allowable 40.826 k Steel Section Properties : HSS6x4x1/4 Depth 6.000 in I xx = 20.90 in^4 J = 23.600 inM I Design Thick = 0.233 in S xx = 6.96 in^3 Cw = 10.10 in^6 Width = 4.000 in R xx = 2.200 in Wall Thick = 0.250 in Zx = 8.530 in^3 Area = 4.300 inA2 I yy 11.100 inM C = 10.100 in^3 Weight =15.584 plf S yy5.560 iO3 Ryy = 1.610 in Zy = 6.450 inA3 IYcg = 0.000 in I I Project Title: Engineer: Project ID: Project Descr: Off34 Steel Column File=E:ledcadd 1710300.00 Reece Security-Phase 21Structurellframing.ec6 . Software t ENERCALC,INC.1983-2018,Build:10.18.10.10. Lic.if• KW-06006865 Licensee:CIDA'INC. I Description: Strong back header Sketches +Y is c I +X . c cc 1 4.00in - w o, I 1 I 1 I I I 1 I 15895 SW 72ND AVENUE,SUITE 200 PORTLAND,OREGON 97224 15 TEL:503.226.1285 FAX:503.226.1670 E-MAIL:info@cidainc.com c/f�q/�f 1 4' ,,/ -y P PROJECT NAME: Kee,SC 5e 4r+9Y Pao'.No. I7a30Di0Z SHEET Olf3�(rJ° Ihiii TITLE: t! BY: RNN DATE: I/ �0 5-1, i 1 1 1 1 T II i , , , , -II- -1 0 , . TI 1 i •q i 1 wK , 1GAJiZ (k.2-‘•31 s� - Z Z.. p ,,l1 ' '') ` y 3 LL7 : 1 I ! 11 WZ Z6 3a. s� Z 1 6 Ft !. .w} ! _a I Px. _ r �r 'w) ` )70� 1Q 'hP X i � i 3 r t P Z 12,cG! K/DaB1, d ' k ��ivrf ,� � 4. ' mh , d .. I-- s E ! >,. R) = Z,ZS K/e.} t . , 3t Ic _ ` 7 _ � KtLy_=cz 1k/ 1, GIs) i_ '- — xI I I jj C i , Ce _ RiX-2.!= T, i' 16,4)w, 1 'i2.10 di-1 (1',,f1)6.4 16,00- ,,i1g4 11,1 (-A -01 G. e' lb . .s FL ka f 103E 64r ) K° I Ii � � , ' 11 I►�' 7� 7 �'3 i (,j 1 ( � I 1 f : I � _.}_ . .....+__. , �__ '. YZ H X err re�. -._e a a .0 . Si igah. 'T X F e. ' -- I _.•1 _ .4 ...... } — d ij } _._.__ t I 3 _, __..___1...._m_4— 1 I 4-- •-f .i _.__. _ x 1 5 } _ iII Tyr ► 4 a 104._JA 17_1420:6615_ 7' f - • I I I 1 ::... -- i . __ ,;.. _, , t j i ff f ! 1 i i Project Title: Engineer: Project ID: Project Descr: WF 36 I File=E:ladcadd11710300.00 Reece Security-Phase 21StructurallFrammg ec6. Steel Column Software •. ENERCALC,INC.1983-2018,Build:10.18.10.10. Lic.#:KW-06006865 Licensee:CODA INC. Description: STI Code References Calculations per AISC 360-10, IBC 2015, CBC 2016,ASCE 7-10 Load Combinations Used:ASCE 7-10 General Information Steel Section Name: HSS5x5x1/4 Overall Column Height 17.0 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=17.0 ft,K=1.0 Y-Y(depth)axis Unbraced Length for Y-Y Axis buckling=17.0 ft,K=1.0 Applied Loads Service loads entered. Load Factors will be applied for calculations. Column self weight included:264.921 lbs'Dead Load Factor AXIAL LOADS... Axial Load at 9.750 ft,Xecc=2.50 in,D=2.010,S=0.080 k BENDING LOADS... Lat.Uniform Load from 0.0-->4.750 ft creating Mx-x,W=0.2303 k/ft Lat.Uniform Load from 4.750-->13.250 ft creating Mx-x,W=0.1560 k/ft Lat.Point Load at 9.750 ft creating Mx-x,W=1.340 k DESIGN SUMMARY Bending&Shear Check Results PASS Max.Axial+Bending Stress Ratio = 0.4050 :1 Maximum Load Reactions.. Load Combination +D+0.60W Top along X-X 0.02561 k ,., '' Location of max.above base 9.698 ft Bottom along X-X 0.02561 k At maximum location values are... Top along Y-Y 1.623 k Pa:Axial 2.275 k Bottom along Y-Y 2.137 k Pn I Omega:Allowable 55.862 k Ma-x:Applied 6.480 k-ft Maximum Load Deflections... Mn-x/Omega:Allowable 17.468 k-ft Along Y-Y 0.6724 in at 8.671 ft above base for load combination:+D+0.60W Ma-y:Applied -0.2389 k-ft Mn-y I Omega:Allowable 17.468 k-ft Along X-X -0.009326 in at 6.617ft above base for load combination:+D+S PASS Maximum Shear Stress Ratio= 0.03870 :1 Load Combination +D+0.60W I Location of max.above base 0.0 ft At maximum location values are... Va:Applied 1.282 k Vn/Omega:Allowable 33.124 k Steel Section Properties : HSS5x5x1/4 I Depth = 5.000 in I xx = 16.00 inM J = 25.800 inM Design Thick = 0.233 in S xx = 6.41 in^3 Width = 5.000 in R xx = 1,930 in Wall Thick = 0.250 in Zx = 7.610 inn3 Area = 4,300 in"2 I yy = 16.000 InM C = 10.500 in^3 Weight = 15.584 plf S yy = 6.410 inA3 R yy _ 1.930 in I Ycg = 0.000 in i I I I Project Title: Engineer: Project ID: Project Descr: I f... Wf3/ ( Steel Column File=E:ladcadch17E0300.00 Reece Security.Phase 2Structuraftfrarning.ec6. Software— ii' ENERCALC,INC.19812018,Build:10.18.10.10. Lic.tr: KW-06006865 Licensee : CIDA INC. Description: STI Sketches 1 ! , I , , 1 I: +X 122. I C .0 ' c? , 0 ' Load 1 ,.. t I in 1 ,,.., I5.00in . . .0... , I , 1', I I 1 I =lbw 4,4 I .4 4-- 4114 ...4.011116. I I ( I wF $ SIMPSON Anchor Designer TM Company: CIDA Date: 11/6/2018 Software Engineer: Rebekah Huschka Page: 1/5 Strong-Tie Project: Version 2.6.6703.20 Address: 15895 SW 72 Ave Phone: (503)226-1285 E-mail: rebekahh@cidainc.com 1.Protect 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):6.00 State:Cracked Anchor Information: Compressive strength, (psi):3000 Anchor type: Bonded anchor 'Yn.v: 1.0 Material:F1554 Grade 36 Reinforcement condition:B tension,B shear Diameter(inch):0.500 Supplemental reinforcement:Not applicable Effective Embedment depth,hot(inch):4.000 Reinforcement provided at corners:No Code report: IAPMO UES ER-263 Ignore concrete breakout in tension:No Anchor category:- Ignore concrete breakout in shear:No Anchor ductility:Yes Hole condition:Dry concrete hmin(inch):5.25 Inspection:Continuous can(inch):9.30 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 Recommended Anchor Anchor Name:AT-XP®-AT-XP w/1/2"0 F1554 Gr.36 Code Report:IAPMO UES ER-263 lidAA'0CA s _ Input data and results must be checked for agreement with the existing circumstances,the standards and guidelines must be checked for plausibility. Sirnpson Strong-lie Company Inc. 5956 W.Las Positas Boulevard Pleasanton,CA 94588 Phone:925.560.9000 Fax:925.847.3871 www.strongtie.com I I wF q SIMPSON Anchor Designer TM Company: CIDA Date: 11/6/2018 Software Engineer: Rebekah Huschka Page: 2/5 I �,�,j*p Project: -10Version 2.6.6703.20 Address: 15895 SW 72 Ave Phone: (503)226-1285 IE-mail: rebekahh@cidainc.com Load and Geometry I Load factor source:ACI 318 Section 9.2 Load combination:not set Seismic design:No Anchors subjected to sustained tension:No Apply entire shear load at front row:No 111 Anchors only resisting wind and/or seismic loads:Yes Strength level loads: I N.[Ib]:0 V.[lb]:2230 Vuay[Ib]:25 <Figure 1> I Z I 0 lb I I I °� .' " 25 lb .? til s ¢gam \ u, V $ 2230 lb F i' i ;n g Q X o I f 1 IInput dataand results p esu is must be checked for agreement with the existing circumstances,the standards and guidelines must be checked for plausibility. Simpson Strong-De Company€nc. 5956 W.Las Positas Boulevard Pleasanton,CA 94588 Phone:925.560.9000 Fax:925.847.3871 www.strongtie.com I Writ() I Date: 11/6/2018 SIMPSON Anchor DesignerT"' Company: CIDA Engineer: Rebekah Huschka Page: 3/5 STiSoftware e:! Version 2.6.6703.20 Project: Address: 15895 SW 72 Ave Phone: (503)226-1285 E-mail: rebekahh@cidainc.com I <Figure 2> - 'li O O ,i� fes. ' I I I I I I Input data and results must be checked for agreement with the existing circumstances,the standards and guidelines must be checked For plausibility. I 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 I WF't I SIMPSON Anchor DesignerCompany: CIDA Date: 11/6/2018 Engineer: Rebekah Huschka Page: 4/5 Software Project: ,, r+ ; Version 2.6.6703.20 Address: 15895 SW 72 Ave Phone: (503)226-1285 IE-mail: rebekahh@cidainc.com 3.Resulting Anchor Forces Anchor Tension load, Shear load x, Shear load y, Shear load combined, I Nue(lb) V.(lb) Vuay(Ib) q(Vuax)2+(Vuay)'(ib) 1 0.0 2230.0 25.0 2230.1 Sum 0.0 2230.0 25.0 2230.1 I Maximum concrete compression strain(960):0.00 Maximum concrete compression stress(psi):0 Resultant tension force(Ib):0 Resultant compression force(Ib):0 I 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 I I I lir 8.Steel Strength of Anchor in Shear(Sec.D.6.1) Vee(Ib) 0pmur 0 Ogrout0Vse(lb) 4940 1.0 0.65 3211 I9.Concrete Breakout Strength of Anchor In Shear(Sec.D.6.21 Shear parallel to edge In y-dlrectlon: III Vbx=7(1./da)r 2 Jd.A. f cca,'5(Eq.D-24) to(in) de(in) A rc(psi) cal(in) Vbx(lb) 4.00 0.500 1.00 3000 6.00 6039 6Vcby=0i(2)(Avc/Avco)Y'ed,vY'c,v h,vVbx(Sec.D.4.1,D.6.2.1(c)&Eq.D-21) IAvc(in2) Avco(in2) Wee,v Sf'c,v Y'n,v Vbx(Ib) 0Vwy(Ib) 108.00 162.00 1.000 1.000 1.225 6039 0.70 6904 11 I 10.Concrete Prvout Strength of Anchor in Shear(Sec.D.6.3) OVcp=0 minikcpN.;ky,Ncbl=0 minikc,(ANa/Mao)Ped,N.WAN aNao;kcp(ANc/AN,)lf'ed,NK,Ng'cp,NNbl(Eq.D-30a) I kcp ANa(in2) ANao(in2) nomy'p,Ns Nao(Ib) N.(Ib) 2.0 109.66 109.66 1.000 1.000 6503 6503 I ANC(in2) ANCO(in2) y'ad.N KN 1.000 Nb(Ib) Ncb(lb) ¢Vcp(Ib) 144.00 144.00 1.000 1.000 1.000 7449 7449 0.70 9104 111 results Input data and p u is m ust 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 WF'z I SIMPSON Anchor Designer"" Company: CIDA Date: 11/6/2018 Software Engineer: Rebekah Huschka Page: 5/5 Strong. ' Project: ' Version 2.6.6703.20 Address: 15895 SW 72 Ave t, Phone: (503)226-1285 E-mail: rebekahh@cidainc.com ' 11.Results 11.Interaction of Tensile and Shear Forces(Sec.D.7)? Shear Factored Load,Vu.(Ib) Design Strength,0Vn(lb) Ratio Status Steel 2230 3211 0.69 Pass(Governs) II Concrete breakout x- 25 6904 0.00 Pass Pryout 2230 9104 0.24 Pass I AT-XP w!1/2"0 F1554 Gr.36 with hef=4.000 Inch meets the selected design criteria. I I 1 i I 1 1 i 1 1 1 1 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 15895 SW 72ND AVENUE,SUITE 200 Q PORTLAND,OREGON 97224 TEL:503.226.1285 FAX:503.226.1670 ii' E-MAIL:info@cidainc.com •`. PROJECT NAME: ReaSG „J rCr'�Y'k iI PROJ.No. 170300♦ 02_ SHEET \Wit). VTITLE: ! BY: RNI(f DATE: 1'F 6 )p . i t 1 N) Quer -(e 1 - 2 . ' 7 i i ` . 1 1 I _III 1 I i t I i . t i - -1 i 4- 4 i ... . __. i i E j i I i _...-.__.__...„..7. --lit v } _.._. . L1/� k31,3 1 , st wail _ ._ or — 1 :W ! = 'zG.37_ y 144) Z e.. � T E 1 el_. 11 1 } _.._..._.......-........... ...___._.- -_. f___.._.i._ _.... _ _._._...._ _...1.._ .. _.... ..._ .... .............. _ -_-1 ._ N eici e.,Y k 1 € : i J ! 1 .ee -�, i 1 f J 1 _ ... 1 +� r Jr v �✓ � r( • !"' 7.101 )4 11'01W E .e.'"I ._..1._0 ft"" f_.J..1,1 ]U) E1 r I 1 1 1 ' i I n..- f k � `fPAO • 1 1� j __ _ _ 15331 f' I I ��� 451;it. f 1 �� � aJe+tto, 1 41, -r +._._._. . w -E I 1 11 € ill Ii 11 k L. i t Project Title: Engineer: Project ID: Project Descr: wfq( 1 steel Beam File=E:ladcadd11710300.00 Reece Security-Phase 21S1mcturaliFreming.ec6. Software...AL^ ENERCALC,INC.1983-2018,&ald:10.18.10.10. Lic.#: KW-06006865 ,,, Licensee: CIDA INC. I Description: Header 2 CODE REFERENCES Calculations per AISC 360-10, IBC 2015,CBC 2016,ASCE 7-10 Load Combination Set:ASCE 7-10 Material Properties Beam Bracing: AllowableBeais Fully t Bracedengh Designagainst Analysis Method: Strength Fy:Steel Yield: 46.0 ksi lateral-torsional buckling E:Modulus: 29,000.0 ksi Bending Axis: Major Axis Bending s W(O,06471 4,W{0.07709 5 HSS6x4x1td Span-10.0 ft i Applied Loads Service loads entered.Load Factors will be applied for calculations. Beam self weight NOT internally calculated and added Load for Span Number 1 Uniform Load: W=0.07709 k/ft,Extent=0.0--»5.0 ft, Tributary Width=1 0 ft Uniform Load: W=0.06470 k/ft,Extent=5.0--»10.0 ft, Tributary Width=1.0 ft I DESIGN SUMMARY Desi•n OK I Maximum Bending Stress Ratio = 0.027: 1 Maximum Shear Stress Ratio= 0.005 : 1 Section used for this span HSS6x4x1/4 Section used for this span HSS6x4x1/4 Ma:Applied 0.533 k-ft Va:Applied 0.2220 k Mn/Omega:Allowable 19.580 k-ft Vn/Omega:Allowable 40.826 k I Load Combination +0.60W Load Combination +0.60W Location of maximum on span 4.800ft Location of maximum on span 0,000 ft Span#where maximum occurs Span ft 1 Span#where maximum occurs Span#1 Maximum Deflection I Max Downward Transient Deflection 0.026 in Ratio= 4,538>=360 Max Upward Transient Deflection 0.000 in Ratio= 0 <360 Max Downward Total Deflection D 016 in_ Batio= 7564>=240 Max Upward Total Deflection 0.000 in Ratio= 0<240 I 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 ' Dsgn.L= 10.00 ft 1 0.000 32.70 19.58 1.00 1.00 -0.00 68.18 40.83 +0.60W Dsgn.L= 10.00 ft 1 0.027 0.005 0.53 0.53 32.70 19.58 1.00 1.00 0.22 68.18 40.83 ' +0.450W Dsgn.L= 10.00 ft 1 0.020 0.004 0.40 0.40 32.70 19.58 1.00 1.00 0.17 68.18 40.83 Overall Maximum Deflections Load Combination Span Max °"Defl Location in Span Load Combination Max.'+'Defl Location in Span I W Only 1 0.0264 4.971 0.0000 0.000 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 I Overall MAXimum 0.370 0.339 Overall MINimum 0.166 0.153 +0.60W 0.222 0.203 I +0.450W 0.166 0.153 W Only 0.370 0.339 15895 SW 72ND AVENUE,SUITE 200 (EA ,!i!i!i°::6'''•M:" PORTLAND,OREGON 9722 .411111111111. TEL:503.226.1285 FAX:503.226.1670 E'MA|LinfoKgcidainc.oam {> � . '.=..=," PROJECT NAME: �g4���� ~'����� p"m.w^ o/ Sr""EYVrif5 `^ `~ TiTLE: RAM �4`/, _ ^` Br ' °. .. DATE: , =~,,2. Project Title: Engineer: Project ID: Project Descr: --- VW116 �tf3@� Column s � File=E9adcadd117VD300 00 Reece Security•Phase 21StmcturallFraming.ec6. ri. ENERCALC,INC.1983-2018,Build:10.18.10.10. tic.#:KW-06006865 Licensee : CIDA INC.' Description ST2 I Code References I Calculations per AISC 360-10, IBC 2015, CBC 2016,ASCE 7-10 Load Combinations Used:ASCE 7-10 General Information Steel Section Name: HSS5x5x1/4 Overall Column Height 17.0 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: I E:Elastic Bending Modulus 29,000.0 ksi Unbraced Length for X-X Axis buckling=17.0 ft,K=1.0 Y-Y(depth)axis: Unbraced Length for Y-Y Axis buckling=17.0 ft,K=1.0 Applied Loads Service loads entered. Load Factors will be applied for calculations. I Column self weight included:264.921 lbs*Dead Load Factor BENDING LOADS... Lat.Uniform Load from 0.0-->9.50 ft creating Mx-x,W=0.1882 k/ft 1' Lat.Point Load at 9.750 ft creating Mx-x,W=0.370 k DESIGN SUMMARY Bending&Shear Check Results PASS Max.Axial+Bending Stress Ratio = 0.1932 :1 Maximum Load Reactions.. I Load Combination +D+0.60W Top along X-X 0.0 k Location of max.above base 7.644 ft Bottom along X-X 0.0 k At maximum location values are... Top along Y-Y 0.7117 k r' Pa:Axial 0.2649 k Bottom along Y-Y 1.446 k Pn/Omega:Allowable 55.862 k Max:Applied 3.333 k-ft Maximum Load Deflections... Mn-x/Omega:Allowable 17.468 k-ft Along Y-Y 0.3580 in at 8.215ft above base May:Applied 0.0 k-ft for load combination:+D+0.60W I Mn-y/Omega:Allowable 17.468 k-ft Along X-X 0.0 in at 0.Oft above base for load combination: PASS Maximum Shear Stress Ratio= 0.02619 :1 I Load Combination +0.60D+0.60W Location of max.above base 0.0 ft At maximum location values are... Va:Applied 0.8675 k Vn/Omega:Allowable 33.124 k Steel Section Properties : HSS5x5x1I4 Depth = 5.000 in bac = 16.00 I04 J = 25.800 inA4 Design Thick = 0.233 in S xx = 6.41 inA3 I Width = 5.000 in R xx = 1.930 in Wall Thick = 0.250 in Zx = 7.610 in'3 Area = 4.300 inA2 I yy = 16.000 iM4 C = 10.500 inA3 Weight = 15.584 plf S yy = 6.410 iM3 I R yy = 1.930 in Ycg = 0.000 in I I E I I Project Title: Engineer: Project ID: Project Descr: I - ( �� X11 3teel Column File=E:ladcaddt1710300.00 Reece Security•Wiese 2tstmcturaBFramiig.ecs. Software—;,fir t ENERCALC,INC.1983-2018,&ald:10.18.10.10. I Lic. #: KW-06006865 Description: ST2 Licensee : CIDA INC. Build:1I ii _ 1 i i r5 I 4t I It 1 1 j 3 1 I I • 5.00in I I I 1 I I I ' . (I T ___ _ 15895 SW 72ND AVENUE,SUITE 200 i Q PORTLAND,OREGON 97224 TEL:503.226.1285 FAX:503.226.1670 D E-MAIL:info@cidainc.com I PROJECT NAME:_ 'Y, se. 5 eatri .. PROJ.No. 170 3QO. "Z SHEET l'L ll TITLE: BY: RA/11 --- DATE: Y 17-7 r" I• has - Stir j u. I +--_ � • _ [Y. I , .. .. .. i/' G� d!'. f 1 f 1�yj i E { r<sR.>I t • : , c`iiu • • • • • moi , 1 ;_._ i---1 s f ..... •• 3 i _ e . . _ ;...4., .....4_ �. • . ..,,. I 3 • • 1/` 1 r � W 2 ; 2 0.23'K,,,if# i • i ..._..... ......,04' ... i irwil't�. ........._..� • . . I...._ . _ r. _-_ _ -- 4......,_ . .�.. —._..... i.--® 1 ,_ . - 4_ . . . S`T T� 6.61_,yv):. _÷,i JJ: 11 L'-' (3 61k 8,2-i(/: 11,,$: 4!K , i , ,., ; „ 4.. t ..i,.. ..,„+_.,. ;i: j 4- 1 11 ' >e� Yl. l�`.�k 6(...E �"'�" 5 y`GcEt`!r� :" `'3$•, $ -%G ,......_I- { f : im Z, yZtib � z3 • t 4,— , ' .4-.5' y. i t t , ,_I- i1 . .. I Project Title: Engineer: Project ID: Project Descr: WFlfg Steed B@ani File=E:ladcadch1710300.00 Reece Security Phase 2vStrucrraPFraming.ec6. Software... ' t ENERCALC,INC 1983-2018,Build:10.18.10.10. Lic.# KW-06006865Licensee: CIDA INC.' I Description: header 3 CODE REFERENCES I Calculations per AISC 360-10, IBC 2015, CBC 2016,ASCE 7-10 Load Combination Set:ASCE 7-10 Material Properties Analysis Method: Allowable Strength Design Fy:Steel Yield: 46.0 ksi I Beam Bracing: Beam is Fully Braced against lateral-torsional buckling E:Modulus: 29,000.0 ksi Bending Axis: Minor Axis Bending ,.. ,, 3816) IHSS10x6x3/8 Span=26 583 ft AS m Applied Loads Service loads entered.Load Factors will be applied for calculations. Beam self weight NOT internally calculated and added . I Uniform Load: W=0.3816 k/ft, Tributary Width=1.0 ft DESIGN SUMMARY Desi•n OK t Maximum Bending Stress Ratio = 0.372: 1 Maximum Shear Stress Ratio= 0.053 : 1 Section used for this span HSS10x6x3/8 Section used for this span HSS10x6x3/8 Ma:Applied 20.225 k-ft Va:Applied 3.043 k I Mn/Omega:Allowable 54.401 k-ft Vn/Omega:Allowable 57.137 k Load Combination +0.60W Load Combination +0.60W Location of maximum on span 13.292ft Location of maximum on span 0.000 ft Span#where maximum occurs Span#1 Span#where maximum occurs Span#1 I Maximum Deflection Max Downward Transient Deflection 0.000 in Ratio= 0<360 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 1.442 in Ratio= 221 >=180 IMax Upward Total Deflection 0.000 in Ratio= 0<180 Maximum Forces& Stresses for Load Combinations Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values ISegment Length Span# M V Mmax+ Amax•• Ma Max Mny Mny/Omega Cb Rm Va Max Vny Vny/Omega Dsgn.L= 26.58 ft 1 0.000 90.85 54.40 1.00 1.00 -0.00 95.42 57.14 +0.60W Dsgn.L= 26.58 ft 1 0.372 0.053 20.22 20.22 90.85 54.40 1.00 1.00 3.04 95.42 57.14 I +0.450W Dsgn.L= 26.58 ft 1 0.279 0.040 15.17 15.17 90.85 54.40 1.00 1.00 2.28 95.42 57.14 Overall Maximum Deflections I Load Combination Span Max.'•'Deft Location in Span Load Combination Max +"Dell Location in Span 1 +0.60W 1.4420 13.368 0.0000 0.000 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 I Overall MAXimum __ 5.072 5.072 Overall MINimum 2.282 2.282 +0.60W 3.043 3.043 1 +0.450W 2.282 2.282 W Only 5.072 5.072 Project Title: I Engineer: Project ID: Project Descr: Wf5o Steel Column File=E:\adcaddt1710300.00 Reece Security-Phase 21Structural\Framing.ec6. _ Software.,-l„ ENERCALC,INC.1983-2018,Build:10.18.10.10. Lic.#:KW-06006865 Licensee: CIDA INC. Description: ST3 Code References Calculations per AISC 360-10, IBC 2015, CBC 2016,ASCE 7-10 Load Combinations Used:ASCE 7-10 General Information Steel Section Name: HSS4x4x1/4 Overall Column Height 17.0 ft I 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: I E:Elastic Bending Modulus 29,000.0 ksi Fully braced against buckling about X-X Axis Y-Y(depth)axis: Fully braced against buckling about Y-Y Axis Applied Loads Service loads entered.Load Factors will be applied for calculations. I Column self weight included:207.073 lbs'Dead Load Factor BENDING LOADS... Lat.Point Load at 15.0 ft creating Mx-x,W=5.070 k ' DESIGN SUMMARY Bending&Shear Check Results PASS Max.Axial+Bending Stress Ratio = 0.4980 :1 Maximum Load Reactions.. Load Combination +0+0.60W Top along X-X 0.0 k I Location of max.above base 14.946 ft Bottom along X-X 0.0 k At maximum location values are... Top along Y-Y 4.474 k Pa:Axial 0.2071 k Bottom along Y-Y 0.5965 k Pn/Omega:Allowable 92.826 k I Max:Applied 5.349 k-ft Maximum Load Deflections... Mn•x/Omega:Allowable 10.765 k-ft Along Y-Y 0.8513 in at 9.812ft above base for load combination:+D+0.60W Ma-y:Applied 0.0 k-ft I Mn-y/Omega:Allowable 10.765 k-ft Along X-X 0.0 in at 0.0 ft above base for load combination: PASS Maximum Shear Stress Ratio= 0.1056 :1 Load Combination +D+0.60W I Location of max.above base 15.060 ft At maximum location values are... Va:Applied 2.684 k Vn/Omega:Allowable 25.423 k I Steel Section Properties : HSS4x4x1I4 Depth = 4.000 in I xx = 7.80 inA4 J = 12.800 inA4 Design Thick = 0.233 in S xx = 3.90 inA3 Width = 4.000 in R xx = 1.520 in I Wall Thick = 0.250 in Zx = 4.690 inA3 Area = 3.370 inA2 I yy = 7.800 inA4 C = 6.560 inA3 Weight = 12.181 plf S yy = 3.900 inA3 R yy = 1.520 in I Ycg = 0.000 in i I Project Title: Engineer: Project ID: Project Descr: W - - - ---- II f 5I Steel Column File=E:ladcadd117U1300.00 Reece Security-Phase 21StructurallFraming.ec6 . r Software cop right ENERCALC,INC.1983-2018,Build:10.18.10.10. Lie.#:KW-06006865 Licensee:CIDA INC. IDescription: ST3 Sketches f i 1 l +X I I C 1 :d i a. R Z f I 1 4.QOin I IC I I I I iriw I I I 15895 SW 72ND AVENUE,SUITE 200 I QPORTLAND,OREGON 97224 TEL:503.226.1285 FAX:503.226.1670 WE-MAIL:info@c.(iidainc.com ca / ��/��//�� I 4„ _ ..,,.c PROJECT NAME: 1 eS4 e.ca 1. _. .. PRO.No. )70300. a_Z. __......__.._.-_ SHEET •'�7� 5....—.. TaT.E: BT: I"A/ti DATE: )$/ I i /O6r �� J �. 16'� 0C J i • p] ri ! , , , , ,, 1 „ , , ,,„,,n ,..-= 117. ,' 1 Tri tePvAil+ 3 1 —0 , i • .,,. .... ....i. .,.. : { 11 • • � �} Dr f " es �yt i t• Y1�=idols. i � et-16r Yt Si W 2d. 32 )0sc ate 1t TOW , _ _ n v_.-r I. of44 P— (q4q 11/ _-7 Nb/ 6_ ? ib _ _ 6 GY1� iYt l iiX.1 ; 6U 5 rafi(y 31'O3�D ra , 7!O 5 a.r S e55 tiO = ____ 1 i i Project Title: Engineer: Project ID: Project Descr: 1 WEb ,._, Wood Column File=E:ladcaddtl710300.00 Reece Security•Phase 2tiStnxduraltFraming.ec8 . Software Dopy'.,,ENERCALC,INC.1983-2018,Build:10.18.12.13. I Lic.#: KW-06006865 Licensee : CIDA INC. Description: 1st Floor exterior wall Code References Calculations per NDS 2015, IBC 2015, CBC 2016,ASCE 7-10 Load Combinations Used:ASCE 7-10 General Information Analysis Method: Allowable Stress Design Wood Section Name 4x6 End Fixities Top& Bottom Pinned Wood Grading/Manuf. Graded Lumber Overall Column Height 17.0 ft Wood Member Type Sawn (Used for non-slender calculations; Exact Width Wood Species Douglas Fir-Larch 3.50 in Allow Stress Modification Factors Wood Grade No.2 Exact Depth 5.50 in Cf or Cv for Bending 1.30 Fb+ 900.0 psi Fv 180.0 psi Area 19.250 in^2 Cf or Cv for Compression 1.10 lx 48.526 inM Cf or Cv for Tension 1.30 Fb- 900.0 psi Ft 575.0 psi ly 19.651 inM Cm:Wet Use Factor 1.0 Fc-PHI 1,350.0 psi Density 31.210 pcf Ct:Temperature Factor 1.0 Fc Perp 625.0 psi Cfu:Flat Use Factor 1.0 1 E:Modulus of Elasticity... x-x Bending y-y Bending Axial Kf:Builtup columns 1.0 S 153 2 Basic 1,600.0 1,600.0 1,600.0 ksi Use Cr:Repetitive? Yes Minimum 580.0 580.0 Brace condition for deflection(buckling)along columns: X-X(width)axis: Fully braced against buckling about X-X Axis Y-Y(depth)axis: Unbraced Length for Y-Y Axis buckling=17.0 ft,K=1.0 Applied Loads Service loads entered.Load Factors will be applied for calculations. AXIAL LOADS Axial Load at 17.0 ft,Xecc=0.250 in,Yecc=0.250 in,D=0.9490,S=0.6770 k BENDING LOADS.. . Lat. Uniform Load creating Mx-x,W=-0.03509 k/ft DESIGN SUMMARY Bending&Shear Check Results PASS Max.Axial+Bending Stress Ratio = 0.3103:1 Maximum SERVICE Lateral Load Reactions.. Load Combination +0+0.60W Top along Y-Y 0.2983 k Bottom along Y-Y 0.2983 k I Governing NDS Forumlaip+Mxx+Myy, NDS Eq. 3.9- Top along X-X 0.001993 k Location of max.above base 8.671 ft Maximum SERVICE Load Lateral Deflections...Bottom along X-X 0.001993 k At maximum location values are... Along Y-Y -0.5232 in at 8.557 ft above base Applied Axial 0.9490 k for load combination:+0+0.60W i Applied Mx -0.7704 k-ft Applied My -0.01008 k-ft Along X X -0.03482 in at 9.926 ft above base Fc:Allowable 335.515 psi for load combination:+D+S Other Factors used to calculate allowable stresses... PASS Maximum Shear Stress Ratio= 0.04874:1 Bending Compression Tension Load Combination +0+0.60W Location of max.above base 0.0 ft Applied Design Shear 14.037 psi Allowable Shear ---,---,----as 288.0 psi Load Combination Results Maximum Axial+Bending Stress Ratios Maximum Shear Ratios I Load Combination D Only C D C p.........__.. Stress Ratio Status Location Stress Ratio Status Location 0.900 0.244 0.1514 PASS 0.0 ft 3.000559 PASS 17.0 ft ' +D+S 1.150 0.194 0.2554 PASS 0.0 ft 3.000750 PASS 17.0 ft +D+0.750S 1.150 0.194 0.2289 PASS 0.0ft 3.000672 PASS 17.0ft +0+0.60W 1.600 0.141 0.3103 PASS 8.671 ft 0.04874 PASS 0.0 ft +0+0.450W 1.600 0.141 0.2403 PASS 8.671 ft 0.03663 PASS 0.0 ft +D+0.750S+0.450W 1.600 0.141 0.2953 PASS 8.785ft 0.03680 PASS 0.Oft +0.60D+0.60W 1.600 0.141 0.2755 PASS 8.557ft 0.04861 PASS 0.0 ft +0.60D 1.600 0.141 0.08816 PASS 0.Oft 3.000189 PASS 17.0ft I Project Title: Engineer: Project ID: Project Descr: wf5lf I Wood Column Ale=E:ladcadd11710300.00 Reece Security-Phase 2lStructurahFraming.ec6 . Sokware copyri. I ENERCALC,INC.1983-2018,Build:10.18.12.13. Lic.#: KW-06008865 Licensee:C1DA INC, Description: 1st Floor exterior wall Maximum Reactions Note:Only non-zero reactions are listed. X-X Axis Reaction k Y-Y Axis Reaction Axial Reaction My-End Moments k-ft Mx-End Moments Load Combination 0 Base 0 Top 0 Base 0 Top 0 Base 0 Base 0 Top 0 Base 0 Top 0 Only -0.001 0.001 -0.001 0.001 0.949 +0+S -0.002 0.002 -0.002 0.002 1.626 +D+0.750S -0.002 0.002 -0.002 0.002 1.457 +0+0.60W -0.001 0.001 -0.180 -0.178 0.949 +0+0.450W -0.001 0.001 -0.135 -0.133 0.949 +D+0.750S+0.450W -0.002 0.002 -0.136 -0.132 1.457 +0.60D+0.60W -0.001 0.001 -0.180 -0.178 0.569 +0.60D -0.001 0.001 -0.001 0.001 0.569 S Only -0.001 0.001 -0.001 0.001 0.677 W Only -0.298 -0.298 Maximum Deflections for Load Combinations 111 Load Combination Max.X-X Deflection Distance Max.Y-Y Deflection Distance D Only -0.0203 in 9.926 ft -0.008 in 9.926 ft +D+S -0.0348 in 9.926 ft -0.014 in 9.926 ft +D+0.750S -0.0312 in 9.926 ft -0.013 in 9.926 ft +D+0.60W -0.0203 in 9.926 ft -0.523 in 8.557 ft +D+0.450W -0.0203 in 9.926 ft -0.394 in 8.557 ft +D+0.750S+0.450W -0.0312 in 9.926 ft -0.399 in 8.557 ft +0.60D+0.60W -0.0122 in 9.926 ft -0.520 in 8.557 ft +0.60D -0.0122 in 9.926 ft -0.005 in 9.926 ft S Only -0.0145 in 9.926 ft -0.006 in 9.926 ft +0.60W 0.0000 in 0.000 ft -0.515 in 8.557 ft Sketches • a 826a 1629t x I 0 Load 1 +X to Itri tt 4 6 f 3.50 in 4 N I I I I 15895 SW 72ND AVENUE,SUITE 200 PORTLAND,OREGON 97224 ...4 , TEL:503.226.1285 FAX:503.226.1670 a . , N. 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' 1 L .... , 1 i ' 1 I 5W 7 Company: CIDA Date: 1 1/512 0 1 8 SIMPSON Anchor DesignerTM Engineer: Rebekah Huschka Page: 1/5SOftWare o Te I Project: x, Version 2.6.6703.21 Address: 15895 SW 72 Ave Phone: (503)226-1285 IE-mail: rebekahh@cidainc.com 1.Prolect Information Customer company: Project description: Customer contact name: Location: Customer e-mail: Fastening description: Comment: I 2.Input Data&Anchor Parameters General Base Material Design method:ACI 318-08 Concrete: Normal-weight Units:Imperial units Concrete thickness,h(inch):6.00 I Anchor Information: State:Cracked Compressive strength,fc(psi):3000 Anchor type:Bonded anchor 4'c.v: 1.0 Material:F1554 Grade 36 Reinforcement condition:B tension,B shear I Diameter(inch):0.625 Supplemental reinforcement:Not applicable Effective Embedment depth,hos(inch):4.000 Reinforcement provided at corners:No Code report:IAPMO UES ER 263 Ignore concrete breakout in tension:No Anchor category:- Ignore concrete breakout in shear:No Anchor ductility:Yes Hole condition:Dry concrete I hmin(inch):5.25 Inspection:Continuous c.c(inch):8.68 Temperature range,Short/Long: 150/110°F Cmin(inch): 1.75 Ignore 6do requirement:Not applicable Smm(inch):3.00 Build-up grout pad:No I Base Plate Length x Width x Thickness(inch):21.00 x 18.00 x 0.25 Recommended Anchor Anchor Name:AT-XP®-AT-XP w/5/8"0 F1554 Gr.36 Code Report:IAPMO UES ER-263 1 D I I I I I 111 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 SWK I SIMPSON Anchor DesignerT"" Company: CIDA Date: 11/5/2018 Engineer: Rebekah Huschka Page: 2/5 Stro Tie Software Project: Version 2,6.6703.21 Address: 15895 SW 72 Ave Phone: (503)226-1285 E-mail: rebekahh@cidainc.com Load and Geometry Load factor source:ACI 318 Section 9.2 Load combination:not set Seismic design:Yes Anchors subjected to sustained tension:No Strength reduction factor for brittle failure,¢d: 1.0 Apply entire shear load at front row:No Anchors only resisting winIII d and/or seismic loads:Yes Strength level loads: N.[Ib]:0 V.[ib]: 10510 V..y[Ib]:0 M.[ft-lb]:0 M.[ft-lb]:0 M.[ft-lb]:0 <Figure 1> ZO Ib 1 I, ,,,,1,,,,,,::,.-vti - ,,,,, btx.....,1,,, 'r-,,.."4,1,*:,:t4,,,,t,:i :',.„„ '''::;".."0.3,,.4,,-0,.., I 0 l '''''''.--:U — 4.:444:e*':.- `---, tit 1051 I 4 , . ', .. a , Oftlb 1' o I Oft-Ib I y 1 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 wwwstrongtie.com I 5w SIMPSON Anchor Designer' Company: CIDA Date: 11/5/2018 Software Engineer: Rebekah Huschka Page: 3/5 I Sti-10-Tie Project: Version 2.6.6703.21 Address: 15895 SW 72 Ave ® Phone: (503)226-1285 • I E-mail: rebekahh@cidainc.com <Figure 2> .f,. 3 ' E 03, 3.3, 0 , fi; N IIag 33 r I I ,a Oo" N. i i „ 6.00 6.00 I I I 1 I I 5 Input data and results must be checked for agreement with the existing circumstances,the standards and uidelines must be checked for plausibility. o 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 10 I SIMPSON Anchor Designer TM Company: CIDA Date: 11/5/2018 Engineer: Rebekah Huschka Page: 4/5 Software Project: � Version 2.6.6703.21 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.(Ib) 1I(Vuax)2+(Vuay)2(Ib) 1 0.0 1313.8 0.0 1313.8 2 0.0 1313.8 0.0 1313.8 3 0.0 1313.8 0.0 1313.8 4 0.0 1313.8 0.0 1313.8 5 0.0 1313.8 0.0 1313.8 6 0.0 1313.8 0.0 1313.8 7 0.0 1313.8 0.0 1313.8 8 0.0 1313.8 0.0 1313.8 Sum 0.0 10510.0 0.0 10510.0 Maximum concrete compression strain(%o):0.00 <Figure 3> Maximum concrete compression stress(psi):0 e 1 (3 2 03 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 c8 y ,-,4 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 `'7 X 6 ==5 1 I I 8.Steel Strength of Anchor In Shear(Sec.D.6.11 I V.(Ib) Oaog 0 ay..er. 0g,ouray..a.0V.a(Ib) 7865 1.0 0.65 0.85 4345 9.Concrete Breakout Strength of Anchor in Shear(Sec.D.6.2). Shear perpendicular to edge in x-direction: Vbx=7(la/d4°24da AJf coa115(Eq.D-24) 111 1.(in) de(in) A fc(psi) car(in) Vbx(Ib) 4.00 0.625 1.00 3000 19.00 36389 0.750d0Vcbgx=0.7504(Avc/Avco)Y'eo,vWed.v 'c,Vrl'h,VVb.,(Sec.D.3.3.3,D.4.1 &Eq.D-22) Ave(in2) Avon(in2) Y'ee,v Y'ed,v KV Y'h.V Vbx(Ib) 0 0.7500Vcbgx(Ib) 414.00 1624.50 1.000 1.000 1.000 2.179 36389 0.70 10611 I I 10.Concrete Pryout Strength of Anchor in Shear(Sec.D.6.31 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 1 I sW11 SIMPSON Anchor Designer TM Company: CIDA Date: 11/5/2018 — I Software Engineer: Rebekah Huschka Page: 5/5 Strong-Tie Project: Version 2.6.6703.21 Address: 15895 SW 72 Ave ( op Phone: (503)226-1285 IE-mail: rebekahh@cidainc.com 0.75�d�Vcpy=0.75�a�min�k,pNap;kcpNcby�=0.75�d�min�kp(ANa/ANao)Y�ad,Na-g,Na'ac,Na`Pp,NaNao;kcp(ANc/ANco)Wac,N-ad,N�gN�cp,NNb.(Eq.D- 30b) I kcp ANa(in2) ANaO(in2) 'ad,Na TIM* Pp,Na Neo(Ib) Na(Ib) 2.0 576.00 144.00 1.000 1.095 1.000 1.000 6542 28649 I ANc(in2) Atka(in2) Y'ac,N �ad,N 'foN Wep,N Nb(Ib) kb(Ib) 576.00 144.00 1.000 1.000 1.000 1.000 7449 29796 0.70 I 0.750d0V.9(Ib) 30081 III.11.Results Interaction of Tensile and Shear Forces(Sec.D.71? Shear Factored Load,V.(Ib) Design Strength,oVn(Ib) Ratio Status Steel 1314 4345 0.30 Pass I T Concrete breakout x+ 10510 10611 0.99 Pass(Governs) Pryout 10510 30081 0.35 Pass AT-XP w/5/8"13 F1554 Gr.36 with hef=4.000 Inch meets the selected design criteria. 1 I I I I I I 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 I < P1O58R9T5LASWN D7,20NRDEGAVOENN U9 a E.;SUITE224200 TEL:503.226.1285 FAX:503.226.1670 0 . 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'. 60' ' ' , , ,0 ; i i ; , I ;) , , , ,-_ __ - S Md � �4t�gr�23x•o�r� - 2 ID _ �a�k met r he I,OW 2 r.10or - Git 7 Fr t�2 R p1 f :1,ofb- # q o, , Ic. r 2 (73G ply Z Y 72 � Wp _fl = Z,0 ee 6Vc 52 _ KIK- 5,37 k-i- bit 5 o - 7,d K (i,0E) vie ac.-i an of ion' 4- ii i td -� ►2psf, 1 > 5.2ZF�—(5 +�'iG )��_ isi�i'� 5,27I-�I��Z� 5�8.1 I (1,0D R = Q,; —D,l4 gSs)R — 0,74. — — 5,/f3K (0.60—a7s� ..y. _ �T _._ _.. (gatolt D D. !YoK R. (} p // f1 /� p ..._ ._. .. _ ; �4talff'OH WV=(O Q—az 3 Spy)Z al.--_ 4.R _ -6, 1!7 K (0"1 P ,o 5) v_ • 6,46 DF. if.Z Ise�e 4 ` • ;meson { it 2,Y `` SD oku.y o Zo 1 (ASD S / S h ) ti4Y6 'ws - 13.r► $i 01) 42% SP5 ®.� r } ` tt� p 161 4 K It, °c.►N� G +n4e rat i ;:...,5'1' : n A T-x.1 ' - ! : ! i '„,,,,,,,,,,. , , : H. , ,, 111 1 Project Title: Engineer: Project ID: Project Descr: 1 5W17 WoodColumn File=E:ladcadd11710300.00 Reece Security-Phase 21StnrduralFraming.ec6 . Software... '= ENERCALC,INC.1983.2018,Buid:10.18.12.13. Lic.#: KW-06006865 Licensee: CIDA INC. Description: SW 2-End Post 1 Code References Calculations per NDS 2015, IBC 2015,CBC 2016,ASCE 7-10 Load Combinations Used:ASCE 7-10 ' General Information Analysis Method: Allowable Stress Design Wood Section Name 6x6 End Fixities Top&Bottom Pinned Wood Grading/Manuf. Graded Lumber Overall Column Height 15.583 ft Wood Member Type Sawn ( i`..? °`"`-"--'{ r"rer car` `rt°n Exact Width 5.50 in Allow Stress Modification Factors Wood Species Douglas Fir-Larch Exact Depth Wood Grade No.2 5.50 in Cf or Cv for Bending 1.0 Area 30.250 inA2 Cf or Cv for Compression 1.0 Fb+ 900.0 psi Fv 180.0 psi I Ix 76.255 inA4 Cf or Cv for Tension 1.0 Fb- 900.0 psi Ft 575.0 psi ly 76.255 InA4 Cm:Wet Use Factor 1.60 Fc-PrIl 1,350.0 psi Density 31.210 pcf Ct:Temperature Factor 1.0 Fc-Perp 625.0 psi :Modulus ofasticity... x-xBending y-yBending Axial Kt:fu:Flat pUceolumns Factor 1.0 I E MEl Kf:Built-upcolumns 1,0 NOS 15.3.2 Basic 1,600.0 1,600.0 1,600.0 ksi Use Cr:Repetitive? No Minimum 580.0 580.0 Brace condition for deflection(buckling)along columns: 1 X-X(width)axis: Fully braced against buckling about X-X Axis Y-Y(depth)axis: Unbraced Length for Y-Y Axis buckling=15.583 ft,K=1.0 Applied Loads Service loads entered.Load Factors will be applied for calculations. AXIAL LOADS... Axial Load at 15.583 ft,D=5.810,E=7.660 k DESIGN SUMMARY Bending&Shear Check Results PASS Max.Axial+Bending Stress Ratio = 0.9355:1 Maximum SERVICE Lateral Load Reactions.. Load Combination +D+0.70E Top along Y-Y 0.0 k Bottom along Y-Y 0.0 k Governing NDS Forumla Comp Only,fc/Fc' Top along X-X 0.0 k Bottom along X-X 0.0 k 1 Location of max.above base 0.0 ft Maximum SERVICE Load Lateral Deflections... At maximum location values are... Along Y Y 0.0 in at 0.0 ft above base Applied Axial 11.172 k for load combination: n/a Applied Mx 0.0 k-ft Applied My 0.0 k-ft Along X-X 0.0 in at 0.0 ft above base I Fc:Allowable 394.782 psi for load combination:n/a Other Factors used to calculate allowable stresses... PASS Maximum Shear Stress Ratio= 0.0:1 Bending Compression Tension Load Combination +0.60D+0.70E 1 Location of max.above base 15.583 ft Applied Design Shear 0.0 psi Allowable Shear 288.0 psi 1 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 I D Only 0.900 0.311 0.5078 PASS 0.0 ft 0.0 PASS 15.583 ft 0.0 PASS 15.583 ft +D+0.70E 1.600 0.183 0.9355 PASS 0.0 ft +D+0.5250E 1.600 0.183 0.8233 PASS 0.0 ft 0.0 PASS 15.583ft +0.60D 1.600 0.183 0.2919 PASS 0.0ft 0.0 PASS 15.583 ft +0.60D+0.70E 1.600 0.183 0.7409 PASS 0.0ft 0.0 PASS 15.583ft IMaximum Reactions Note:Only non-zero reactions are listed, X-X Axis Reaction k Y-Y Axis Reaction Axial Reaction My-End Moments k-ft Mx-End Moments Load Combination @ Base 0 Top 0 Base 0 Top 0 Base 0 Base 0 Top 0 Base 0 Top D Only 5.810 +D+0.70E 11.172 +D+0.5250E 9.832 1 Project Title: Engineer: Project ID: Project Descr: SW1•i( I Al 0 o d COl u 1111 n Ale=E:ladcadd11710300.00 Reece Security•Phase aStructural\Framing.ec6. Software copyright ENERCALC,INC.1983-2018,Build:10.18.12.13. Lie.#: KW-06006865 Licensee: CIDA INC. Description: SW 2-End Post Maximum Reactions Note:Only non-zero reactions are listed. X-X Axis Reaction k Y-Y Axis Reaction Axial Reaction My•End Moments k-ft Mx-End Moments Load Combination 0 Base 6 Top 0 Base 0 Top 0 Base 0 Base 0 Top 0 Base 0 Top +0.600 3.486 +0.60D+0.70E 8.848 E Only 7.660 Maximum Deflections for Load Combinations Load Combination Max.X-X Deflection Distance Max.Y-Y Deflection Distance D Only 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+0.70E 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+0.5250E 0.0000 in 0.000 ft 0.000 in 0.000 ft +0.60D 0.0000 in 0.000 ft 0.000 in 0.000 ft +0.60D+0.70E 0.0000 in 0.000 ft 0.000 in 0.000 ft I E Only 0.0000 in 0.000 ft 0.000 in 0.000 ft Sketches I\\ `Load 1 vi e i I + i 6x6 If 5.50 in I I I I I I I WIR SIMPSON Anchor Designer TM Company: CIDA Date: 11/5/2018 Engineer: Rebekah Huschka Page: 1/5 Tie Softwareotreng- Project: .•- Version 2.6.6703.21 Address: 15895 SW 72 Ave Phone: (503)226-1285 IE-mail: rebekahh@cidainc.com 1.Project information Customer company: Project description: I Customer contact name: Location: Customer e-mail: Fastening description: Comment: 1 2.Input Data&Anchor Parameters General Base Material Design method:ACI 318-08 Concrete:Normal-weight Units:Imperial units Concrete thickness,h(inch):6.00 I State:Cracked Anchor Information: Compressive strength,Pc(psi):3000 Anchor type:Bonded anchor Wc,v: 1.0 Material:F1554 Grade 36 Reinforcement condition:B tension,B shear I Diameter(inch):0.625 Supplemental reinforcement:Not applicable Effective Embedment depth,hor(inch):4.000 Reinforcement provided at comers:No Code report:IAPMO UES ER-263 Ignore concrete breakout in tension:No Anchor category:- Ignore concrete breakout in shear:No Anchor ductility:Yes Hole condition:Dry concrete I hmin(inch):5.25 Inspection:Continuous cec(inch):8.68 Temperature range,Short/Long: 150/110°F Cmin(inch):1.75 Ignore 6do requirement:Not applicable Sm3n(inch):3.00 Build-up grout pad:No I Base Plate Length x Width x Thickness(inch):20.00 x 9.00 x 0.25 Recommended Anchor Anchor Name:AT-XP®-AT-XP w/5/810 F1554 Gr.36 Code Report:IAPMO UES ER-263 1J p� • I 11 I i 1,, Input data and results must be checked for agreement with the existing circumstances,the standards and guidelines must be checked for plausibility. S+mpon Strong-Tic;Company Inc, 5956 W.Las Positas Boulevard Pleasanton,CA 94588 Phone:925.560.9000 Fax:925.847.3871 www.strongtie.com 5WZO "' Company: CIDA SIMPSON Anchor DesignerTDate: 11/5/2018 Engineer: Rebekah Huschka Page: 2/5 , • Software Project: strong-Tie Version 2.6.6703.21 Address: 15895 SW 72 Ave ® Phone: (503)226-1285 E-mail: rebekahh@cidainc.com I Load and Geometry Load factor source:ACI 318 Section 9.2 Load combination:not set Seismic design:Yes Anchors subjected to sustained tension:No Strength reduction factor for brittle failure,rfrc: 1.0 I Apply entire shear load at front row:No Anchors only resisting wind and/or seismic loads:Yes Strength level loads: N.[lb]:0 I V.[Ib]:6470 Vuay[Ib]:0 M.[ft-lb]:0 I M.[ft-lb]:0 M.[ft-lb]:0 <Figure 1> ZO Ib I I y 0 lb �y 6470 0 ft-lb O O ft-Ib `O 1 Input data and results must be checked for agreement with the existing circumstances,then he 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 wwwstrongtie.com II I 5WZI Company: CIDA Date: 11/5/2018 SIMPSON Anchor DesignerT"" I Engineer: Rebekah Huschka Page: 3/5 stronverie Software Project: ;, ;, , Version 2.6.6703.21 Address: 15895 SW 72 Ave ® Phone: (503)226-1285 IE-mail: rebekahh@cidainc.com <Figure 2> Ik ,' • ,A, ,,, ‘, ,',.4,-,:,,,::::: :er *°•*k°1',. ''',A•k4 .",'•:',% ik.'\‘",.'.'' 0 0 N I 5 I v, i4 0 N O! `°I 1 I7 I _„ 6.00 , , I I I _ ___._e_ _-_ r I I IL 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:925.580.9000 Fax:925.847.3871 www.strongtie.com 5W22 1 SIMPSON Anchor Designer TM Company: CIDA Date: 11/5/2018 Software Engineer: Rebekah Huschka Page: 4/5 I Strong-Tie 2.6.6703.21 Project: �; Address: 15895 SW 72 Ave Phone: (503)226-1285 E-mail: rebekahh@cidainc.com I 1 Resulti g Anchor Forces Anchor Tension load, Shear load x, Shear load y, Shear load combined, N.(Ib) V.(Ib) V.(Ib) J(V..x)2+(V..Y)2(lb) I 1 0.0 1078.3 0.0 1078.3 2 0.0 1078.3 0.0 1078.3 3 0.0 1078.3 0.0 1078.3 I 4 0.0 1078.3 0.0 1078.3 5 0.0 1078.3 0.0 1078.3 6 0.0 1078.3 0.0 1078.3 Sum 0.0 6470.0 0.0 6470.0 I Maximum concrete compression strain(%a):0.00 <Figure 3> Maximum concrete compression stress(psi):0 )6 0 1 Resultant tension force(Ib):0 I 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'ry(inch):0.00 5 W2 Eccentricity of resultant shear forces in x-axis,e'vx(inch):0.00 ' Eccentricity of resultant shear forces in y-axis,e'vw(inch):0.00 -., ,,3 I I I 8.Steel Strength of Anchor In Shear(Sec.D.6.1) V.(Ib) 0p„u, 0 av,..b Op,outay.sid0V..(Ib) 7865 1.0 0.65 0.85 4345 9.Concrete Breakout Strength of Anchor in Shear(Sec.D.6.21 I Shear perpendicular to edge in x-direction: Vbx=7(le/de)p ZJd.1JPccai1.5(Eq. D-24) I.(in) d.(in) ,1. Pb(psi) cel(in) Vbx(lb) 4.00 0.625 1.00 3000 18.00 33554 0.750a0Vcbgx=0.75044(Avc/Av.,)'Y.c,v4vactv!'c,vY'b,vVb.(Sec.D.3.3.3,D.4.1 &Eq.D-22) Avc(in2) Avco(in2) 7.'ec,v Ted,v Svc,v nv Vbx(Ib) d 0.750d0Vcbpx(lb) 360.00 1458.00 1.000 1.000 1.000 2.121 33554 0.70 9227 I I 10.Concrete Pryout Strength of Anchor in Shear(Sec.D.6.31 I0.750a0Vcpg =0.750d�minikcpNep;kcpNcbpi=0.7500 minikcp(ANa/ANap)�ad,NaY' 1.1"ecNeY'p,NeAi •ky,(ANC/ANeo)Y'ec,NY'edNY'aNY'bp,NNbI(Eq.D- 30b) i kep ANa(in2) AICD(in2) Yed,N. !p,Na S'.C,Ne Tp,Ne Nao(lb) N.(lb) 1 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 wz,> SIMPSON Anchor Designer TM Company: CIDA Date: 11/5/2018 Ig Engineer: Rebekah Huschka Page: 5/5 Software Project: { Version 2.6.6703.21 Address: 15895 SW 72 Ave t, ® Phone: _(503)226-1285 IE-mail: rebekahh©cidainc.com 2.0 432.00 144.00 1.000 1.075 1.000 1.000 6542 21101 1 ANe(int) ANco(in2) foc,N 'ed.N PcN Ttp,N Nb(Ib) NO(Ib) 432.00 144.00 1.000 1.000 1.000 1.000 7449 22347 0.70 I0.75%dcVepo(Ib) 22156 I 11.Results 11.Interaction of Tensile and Shear Forces(Sec.D.71? Shear Factored Load,V..(Ib) Design Strength,eV.(Ib) Ratio Status I Steel 1078 4345 0.25 Pass T Concrete breakout x+ 6470 9227 0.70 Pass(Governs) Pryout 6470 22156 0.29 Pass IAT-XP w/5/813 F1554 Gr.36 with hef=4.000 Inch meets the selected design criteria. I I I I I I I I 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 1 NIMINIII 15895 SW 72ND AVENUE,SUITE 200 I 4 ,, 41, PORTLAND,OREGON 97224 %aixt TEL:503.226.1285 FAX:503.226.1670 fi) 41,10ing$i: E-MAIL:info©cidainc.com zi I iiff .,,.. ...: PROIECT NAME: eee' e 5e CUr If PRO.NO, 110300, OZ. SHEET TITLE: By: RAI ilv i or DATE: ' -',!,: ,I,: -t1,: -- - — S177fi +1 ; t4( 2o) 1 i 1 1 ,J, ':-4- -1- : ----1 1- I- -1 -1-- -I- h":"--4---4- •:!:t !!!t: , 1 t 7 "' iiiilli11111 . il il 1 ! I 1 II II 1 il 1 1 11 1 11 1 ' 1 . I 4- i ' .1i..--.., --:m7- 16.-491rair 1 lawn itaimili . irami -- —— -., __ _ -. _ _ _. -4:. ,.. - . OtI ' rct i ' 4 qir 7./42 - go et,142. / 11,2-5 0'. )2...25 . ir - i t,z4St• sl+ qmf ' e- , !, • , , --4- , i t CAI 6 /11 ' ' ' 6 1 A 1 1 ' I 'A ' 14,, s ' A I <— .1 1 ! .4- , . A , I . i 1 ; i 1 i 4 1 1 , , '1 ' 1 , 71 , v7 ,Rj; j 1777{,L;1 1;v ! i 1 ..„ IL_ = 1.... .......rr_._—xr__ __,rr4T_ ._... ,::: I .c-- ; v•••• V ] qc...... .r.--""V -------4 : vv : Nj kc--.. •---,r- '1/ : 1 Ar'---- Ar I (V' 1 i ---N--- : ii -• I /VT .-1. V V --11 ...-... ...-..; V : V...-U. ...I., --a., -41, -P; - _ _ v,11 '1 , ; ; 4,„_ 1 ; 1 1 ; i 1 ; 1 1 ] 1 1 1 ,, , ,, ! "[•,.; I , i .- ...... .... 1 1 1 ! RA qii5fr - 6, 117 'NA' = , lo- 1.- " 16,6214 ' _ 56,3 il9 (K5 = -ic = i$.76_401f v-:-. i 3,/cf'lig [ i I ' I 1 111 1 :-.•,J ,t„,_. ,.., ,, g.-;v., _ go•'''V ''''.:1"!':-"!'"-— - 7 33 I,olf : : i: - - - - - .___ ,___ i {brit Jt 70 4,330i tilt,X 4.1)y it 10,70?If 1,3)p IF 1L1 if it.i/r)f IL/00 4,/ rIf motif : ,z_. a---, .......,......N. 4 ,-...,-..b.-A. .... .....,..,-1 .-.1 ...3 ,.......... , 1,....3 -4 --.1,..1 -a. -1 .._1 - _ _&,...a._a....... '‘''it •C"--,ve"..77 .41r- !k"--T7 <-7 e--, I'''"7'. ! 1-•"!N-!17:r" : ! C.''' N-- ,%- ! : 'Cr i 17,!?2,W 1 l'2,20 L , :: " 17.3t#L : "IL : I7,3?,yikt.L Itg -7,4ift• lie 9,4z Fr 14 Ii4V4 4 -Slt - 12,2FW !i4 le4t 1..1 itet4ftYL tie iik cf.1 1 I 1 , : .. . • o9nfrPIS" ., , I i 1 toklyolf-Z. --. ,. • I . ( 2 3 JI, 24 II, . t 90 o _ii . , III . : . 5W26 1 SIMPSON Anchor DesignerT"" Company: CIDA Date: 11/5/2018 Engineer: Rebekah Huschka Page: 1/5 I s �, Software Project: Version 2.6.6703.21 Address: 15895 SW 72 Ave k,. (503)226-1285 E-mail: rebekahh@cidainc.com I 1.Project information Customer company: Project description: I Customer contact name: Location: Customer e-mail: Fastening description: Comment: 2.Inayt Data&Anchor Parameters ' General Base Material Design method:ACI 318-08 Concrete:Normal-weight Units:Imperial units Concrete thickness,h(inch):6.00 I State:Cracked Anchor Information: Compressive strength,fs(psi):3000 Anchor type: Bonded anchor 4r.,v: 1.0 Material:F1554 Grade 36 Reinforcement condition:B tension,B shear Diameter(inch):0.625 Supplemental reinforcement:Not applicable I Effective Embedment depth,he(inch):4.000 Reinforcement provided at corners:No Code report: IAPMO UES ER-263 Ignore concrete breakout in tension:No Anchor category:- Ignore concrete breakout in shear:No Anchor ductility:Yes Hole condition:Dry concrete hmin(inch):5.25 Inspection:Continuous ca.(inch):8.68 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 Base Plate I Length x Width x Thickness(inch):14.00 x 3.00 x 0.25 - Recommended Anchor Anchor Name:AT-XP®-AT-XP wl 5/810 F1554 Gr.36 \- Code Report:IAPMO UES ER-263 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 I I 5 w2.7 SIMPSON Anchor Designer' Company: CIDA Date: 11/5/2018 I Software Engineer: Rebekah Huschka Page: 2/5 StrongTick Project: Version 2.6.6703.21 Address: 15895 SW 72 Ave e Phone: (503)226-1285 IE-mail: rebekahh@cidainc.com Load and Geometry I Load factor source:ACI 318 Section 9.2 Load combination:not set Seismic design:Yes Anchors subjected to sustained tension:No I Strength reduction factor for brittle failure,Od: 1.0 Apply entire shear load at front row:No Anchors only resisting wind and/or seismic loads:Yes Strength level loads: IN.[Ib]:0 Vuax[lb]:4236 Vuay[lb]:0 I Mux[ft-lb]:0 M.[ft-lb]:0 M.[ft-lb]:0 <Figure 1> I Z O lb I Y '' 1 ,, ,., . „i.\-:$,,,,,•,,:i.'..il,v,, .{E,.., , + ft- :} Fs m 4 0 lb Y 4236 I ��� 0 ft-lb X o 0 ft-lb 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 5W2 1 Company: CIDA Date: 11/5/2018 SIMPSON Anchor Designer TMI Software Engineer: Rebekah Huschka Page: 3/5 StroY>Tie P140 roject: Version 2.6.6703.21 Address: 15895 SW 72 Ave 1 el Phone: (503)226-1285 E-mail: rebekahh@cidainc.com I <Figure 2> I A 1 1 IO 0' .4_4- ,',",:ti;p44,,,,,,, ,;‘,.. ..',vi''‘'':::;(% ti:;:;;;,,,,,,,4....i.,,x,,,,,,,,,;;:zs: , ____ 0 O I I I I 1 I I I t 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. 1 SW2e( SIMPSON Anchor Designer TM Company: CIDA Date: 11/5/2018 Engineer: Rebekah Huschka Page: 4/5 gtronorrie Software Project: Version 2.6.6703.21 Address: 15895 SW 72 Ave CAG Phone: (503)226-1285 IE-mail: rebekahh@cidainc.com 3.Resulting Anchor Forces Anchor Tension load, Shear load x, Shear load y, Shear load combined, I N.(lb) V..(Pb) Vu (Ib) J(Vua.)2+(Vuay)2(lb) 1 0.0 2118.0 0.00 2118.0 2 0.0 2118.0 0.0 2118.0 ISum 0.0 4236.0 0.0 4236.0 Maximum concrete compression strain(%o):0.00 <Figure 3> Maximum concrete compression stress(psi):0 ,Z Resultant tension force(Pb):0 I Resultant compression force(Pb):0 Eccentricity of resultant tension forces in x-axis,e'N.(inch):0.00 Eccentricity of resultant tension forces in y-axis,e'Ny(inch):0.00 Y Eccentricity of resultant shear forces in x-axis,e'vx(inch):0.00 IEccentricity of resultant shear forces in y-axis,e'vy(inch):0.00 X 1 I I I 8.Steel Strength of Anchor in Shear(Sec.D.6.11 I Va.(Ib) 09avaela ygrouray...0.0Vaa(Pb) 7865 1.0 0.65 0.85 4345 9.Concrete Breakout Strength of Anchor in Shear(Sec.D.6.21 IShear perpendicular to edge in x-direction: Vex=7(/e/d.)0 211d.Rlif cca,15(Eq.D-24) I.(in) de(in) 2 f'(psi) C.,(in) Vex(Ib) I4.00 0.625 1.00 3000 6.00 6457 0.750d0Vice.=0.750d0(Avc/Avco)Ped,vWc,vY'e,vVe.(Sec.D.3.3.3,D.4.1&Eq.0-21) Avc(in2) Avco(in2) 'f'ad,v Pc,v KV Vbx(Ib) ss 0.750d0Vmx(Ib) I108.00 162.00 1.000 1.000 1.225 6457 0.70 2768 I 10.Concrete Pryout Strength of Anchor in Shear(Sec.D.6.31 I 0.750d04pe=0.75044 minIkcpNeg;kcpNmgl=0.7500 minIkcp(ANa/ANao)if'edNay'g,NaY'ec,NeY'p,NaNao;kcp(ANc/ANc,)Y'ac,NY'.d,NYC,NPcp,NNlI(Eq.0- 30b) kcp AN,(In2) ANao(int) Ped,Na Pg,Na PecN. Pp,Na Nao(Pb) Na(Ib) I2.0 216.00 144.00 1.000 1.021 1.000 1.000 6542 10024 ANc(in2) ANco(in2) Pec,N Ped,N Pc,N Pcp,N Ne(Ib) Nth(Pb) 0 I216.00 144.00 1.000 1.000 1.000 1.000 7449 11174 0.70 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 5W3 6 I SIMPSON Anchor Designer TM Company: CIDA Date: 11/5/2018 Engineer: Rebekah Huschka Page: 5/5 * „ SoftwareuwilguiProject: le Version 2.6.6703.21 Address: 15895 SW 72 Ave Phone: (503)226-1285 E-mail: rebekahh@cidainc.com 0.75ecbVcp5(lb) 10525 11.Results 11.Interaction of Tensile and Shear Forces(Sec.0.7)? Shear Factored Load,V„a(Ib) Design Strength,raVn(Ib) Ratio Status Steel 2118 4345 0.49 Pass T Concrete breakout x+ 2118 2768 0.77 Pass(Governs) Pryout 4236 10525 0.40 Pass AT-XP w/5/8"0 F1554 Gr.36 with hef=4.000 Inch meets the selected design criteria. I 1 I I 1 I 1 I 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-Toe Company Inc 5956 W.Las Positas Boulevard Pleasanton,CA 94588 Phone:925.560.9000 Fax:925.847.3871 www.strongtie.com I 15895 SW 72ND AVENUE,SUITE 200 „. < , vie PORTLAND,OREGON 97224 TEL:503.226.1285 FAX:503.226.1670 QE-MAIL:info@cidainc.com �) y`p �S^�{� ,ry PROJECT NAME: �..c.65e- SecAAF ! i y PRO!,NO. ._........_....,,,...„,,,,-- )10 C ©i02SHEET 7 113/I TITLE: By: Nr, ._...._._..._.._.._.W....__......_._. DATE: —{� % ii 51,i „a, (s .. . .. . . I 3 �- s y ,�i y zL4C. z, 2 ) - 3-4 It Ism 1 G . , ilrniMil ! li .._.. 1 1_:__ 1 1. 1...... . 1 _.1 I -....,34- 2k� 1161If,1 1 I 1 11 , 1 1 I 1 1 1 1 1 3...............L.................................... ......... ............................................................. 1 v ,7 • z 1 1.E K, : mg, -1_ "x.1 _ R1 � ,� 7g .._„„ir . ... ..... ..�' 13,0,,..... Ve. 3,$7�t $&._ .3.4 t,. !t.75 ;f'..... �Klr[ 3r ,„,,,i ,„,,„_„,',_____,i ,, i 1 :. ''. I i 1 ! 1 . o _ R i.... 11 Iz • I Icl 1 f1 • 17z 1 f i ��- v >�C�,�� zK v 1 Q '• D ' a ' D ` 13 I TJ • # a Ra y . . , . . I q = 'r--5x-b-H,25"1# . • •. ‘- r- V—c- r r r- 1--' ILI61 y1F I,IGleg) 1147,1 .___ • tt dry • 1t.4K -Coni i 9ZKm.. I 2,s1 K —D.�K • • 3 • • • • • • • 1d,241�_ 15895 SW 72ND AVENUE,SUITE 200 1 < ' ,\\.• PORTLAND,OREGON 97224 TEL:503.226.1 285 FAX:503.226.1670 E-MAIL:info@ciiydainc.com I 1, 1 1 PNOIECT NAME: ee5e J/�eGW�'-7 Pyo. tile, 1 L O/OO/ O Z SHEET ....__S'" 3����rrr TITLE' __._.. BY: N1 DATE: :44/// I y _ 1 , 1 1. i it , ( 1zJ€) jS ) ,,Jf 1 ll Yr 1 _ o ��fk 5 i e- G ZN _ $Gc relc SWC z � . Max coll66tor iMac _-_ I .I.1,, 7);. ._ I�� �S3O 1y_ �, w..w _ . . ,_._ „_r I I i I I S i� � Ikf �Z151'a �$ ) Iliis© 1 ~ 7, o � r a . Ls , CL I on C/VIS712 s . 1/4.5 , (pita G �� d�' aIl) .... logo __ i 1 OS 5 re ei u X1516) 0 5 D fi t �2) 14d . R ': I fkol _;., _11.35 k l 1.76 K (i.USE _ _I X )- (Zn C1 zx( 7 i 17�t (sf+X :irfrTiz) _..5� i K (� p) R,� _x(0,2 s�)Rn �.46 1c (1.o1�) T 1 = U.6 iZ —.0.7C R +_..R ,.4\ ' -_7,611s (�,6O'�,7ff) t5S5x5x kai 4! �- i II KTwtsa 9 ... I hit) j 4 R I i_.) - !..-1 ll 1,7 v re) ' , , , , , , , , , _ k I !1 -1 hrcCt s fu 5 cOunters nk into 3 x ,yt lex ._�y d'or 1.'z',7.0,! r� eAc 1 i Spat i ng - 12-7 to --__ h 1� 4 = .muses - 127 o,G- ; ._ 3_ _ yee p'lY'e &• l,Od 1$ (rte e / �►n_ >� SW 33 SIMPSON Anchor DesignerTm Company: CIDA Date: 11/5/2018 Engineer: Rebekah Huschka Page: 1/5 I .�, Software Project: Version 2.6.6703.21 Address: 15895 SW 72 Ave ® Phone: (503)226-1285 E-mail: rebekahh@cidainc.com 1.Prolect Information Customer company: Project description: I Customer contact name: Location:SW3 1st floor Customer e-mail: Fastening description:HSS end post anchorage Comment: I 2.Input Data&Anchor Parameters General Base Material Design method:AC1 318-08 Concrete:Normal-weight Units:Imperial units Concrete thickness,h(inch): 12.00 State:Cracked I Anchor Information: Compressive strength,fc(psi):3000 Anchor type:Cast-in-place 4'c,v: 1.0 Material:AB Reinforcement condition:B tension,B shear Diameter(inch):0.750 Supplemental reinforcement:Not applicable I Effective Embedment depth,her(inch):5.000 Reinforcement provided at corners:No Anchor category:- Ignore concrete breakout in tension:No Anchor ductility:Yes Ignore concrete breakout in shear:No hmin(inch):7.25 Ignore 6do requirement:Yes I Cmin(inch):1.63 Build-up grout pad:No Smin(inch):3.00 Base Plate Length x Width x Thickness(inch):14.00 x 3.00 x 0.25 IRecommended Anchor Anchor Name:PAB Pre-Assembled Anchor Bolt-PAB6(3/4"0) ilk • I I I I I 1 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 SvV3�f I SIMPSON Anchor Designer-FM Company: CIDA Date: 11/5/2018 Engineer: Rebekah Huschka Page: 2/5 ta S *0Z'1@ Software Project: Version 2.6.6703.21 Address: 15895 SW 72 Ave Phone: (503)226-1285 E-mail: rebekahh@cidainc.com I Load and Geometry Load factor source:ACI 318 Section 9.2 Loa Not app d combination:not set Seismic design:Yes Anchors subjected to sustained tension: licable Strength reductionar factor for brittle failure,¢a: 1.0 Apply entire sheload at front row:No Anchors only resisting wind and/or seismic loads:Yes Strength level loads: N.[lb]:11120 Vuax[Ib]:0 Vuay[Ib]:0 Mui[ft-lb]:0 M.[ft-lb]:0 M.[ft-Ib]:0 120 lb <Figure 1> !� 1 I I 0 L, .,. .-- 4,s,:iAl N.,',!', .':',.,-4,kit ��, � II �d 0 Ib ,, . ,.,11•'04Lttr. '''';''r,''' ,,,:`,,s4. .;',4:k;‘,4,..,,',,, '" \i,:‘, :','" 4 I 01,9 lb II �� Oft-Ib ts , ,� ,o;<,, il �M1x Cam Oft-Ib • 1 didi I I Input data and results must be checked for agreement with the existing circumstances,the standards and guidelines must be checked for plausibility. Simpsc r Strong-Tie Company 9nc. 5956 W.Las Positas Boulevard Pleasanton,CA 94588 Phone:925.560.9000 Fax 925.847.3871 wwwstrongtie.com I IIIIIIIIIIIIIL ISW35 SIMPSON Anchor Designer' Company: CIDA Date: 11/5/2018 a Engineer: Rebekah Huschka Page: 3/5 s# ng- eSoftware Project: Version 2.6.6703.21 Address: 15895 SW 72 Ave Phone: (503)226-1285 IE-mail: rebekahh@cidainc.com <Figure 2> k",, .1.,„ "1-4 •„,,,,,,,i,i4,:1,'.te.:'''t- Aitt-ti,i±,..;i3r.h.f.v.t;''' ',Oil:1,', ',,-4. IN)I ,., I R i1.,;,,.\-,.1.• ' •% ,,..,j,*•,,• :';',A,Z4.'k,,,,tk,4\V,, .,tr:,, ,'>„„:4 („wV: '',,,i*.,N,,,,i1.!:,1-, ''',,v..%1 ;','. ..„„, -.,:t ''',,,',.,,,,„,,,,„;,,,:i.4,,,,?-1.11.7,4 { moi: 12.00 12.OU..._ I I I I I I 111(\, 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 SW% I SIMPSON Anchor Designer Thi Company: CIDA Date: 11/5/2018 I Software Engineer: Rebekah Huschka Page: 4/5 Tie Project: •, Version 2.6.6703.21 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) Vuax(Ib) Vuay(lb) q(Vuax)2+(Vuay)2(Ib) 1 5560.0 0.0 0.0 0.0 2 5560.0 0.0 0.0 0.0 Sum 11120.0 0.0 0.0 0.0 Maximum concrete compression strain(%e):0.00 <Figure 3> Maximum concrete compression stress(psi):0 Resultant tension force(Ib):11120 Resultant compression force(Ib):0 Eccentricity of resultant tension forces in x-axis,e'rix(inch):0.00 2 Eccentricity of resultant tension forces in y-axis,e'Ny(inch):0.00 y X1 I 4.Steel Strength of Anchor In Tension(Sec.D.5.1) N.(lb) is Mut(Ib) 19370 0.75 14528 5.Concrete Breakout Strength of Anchor In Tension(Sec.D.5.2) Nb=k,,A I rehe l 5(Eq.D-7) kC A Pc(psi) hat(in) Nb(Ib) 24.0 1.00 3000 5.000 14697 0.750dONCb9=0.750d¢(ANC/ANco)Y'ec,NY'ed,NY'c,NY'Cp,NNb(Sec.D.3.3.3,D.4.1 &Eq.D-5) 1 ANc(in2) ANCO(in2) Ca,min(in) Y'ec,N 'Ped,N Y'c,N Y'cp,N Nb(Ib) 0 0.750d0Nmy(Ib) 401.06 225.00 12.00 1.000 1.000 1.00 1.000 14697 0.70 13754 6.Pullout Strength of Anchor In Tension(Sec.13.5.31 I 0.750d0Npn=0.750ddY'c,pNp=0.7504Ta,p8Ab,gfa(Sec.D.3.3.3,D.4.1,Eq.D-14&D-15) Y'c,p Ably(in2) Pc(psi) 0 0.750d0Npn(lb) 1.0 3.53 3000 0.70 44528 I I I I 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 I ' SW37 SIMPSON Anchor Designer"' Company: CIDA Date: 11/5/2018 Engineer: Rebekah Huschka Page: 5/5 SoftwareStrongqie Version 2.6.6703.21 Project: 15895 SW 72 Ave Phone: (503)226-1285 E-mail: rebekahh@cidainc.com I I I 11.Results 11.Interaction of Tensile and Shear Forces(Sec.0.7)7 Tension Factored Load,Nu.(Ib) Design Strength,eN.(Ib) Ratio Status Steel 5560 14528 0.38 Pass Concrete breakout 11120 13754 0.81 Pass(Governs) Pullout 5560 44528 0.12 Pass PAB6(3/418)with hef 4 5.000 Inch meets the selected design criteria. 1 I I I I 1 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 Q 15895 SWPORTLAND72ND AVENUEOREGON97224,SUITE 200 1 , O TEL:503.226,1285 FAX:503.226.1 670 E-MAIL:infoacidainc.com it PROJECT NAME: ) C & 5e.c1 Y 1 �P PROJ. No. '`l703 00I 02- St1EET 1s rV d0 1E;z. BY: R VII DATE: I%Q1 • � •cr t�S • 5555 • • 17 ) Ct + C5 01tGyP�'G Ti�i" WaFi -555.. C . . ,. _ 5555 a _.. -1... t -. , - - .. 5555, y ... .y...... : ........... • 5555_.. i 5555..{_..� 3 (a3 3? • . . 11. o.4x rk3 . ._ .Y. ......Y_5555. 5555... •.5555. i............_.. - m0 7,5i _5.555 'f Gsk/ 47 r IR T , , } • . , 4- 4 4 L' 1 '41--- 4 -t 4T- -t :: 5555.. Q Z$,0 {-f- t.54#i a.14 ILO r.t 14,33 it tof at. • E # � _5 rimed 5 . P L ,....' , 1. :11.- I1117: 15 ! ! i : i -15 - .. kiG55 od 1:,1,, �ZS 3 I 5 554 5555.. ; '5555 _+ • l C7ps .1�( 4Z�rXi Ot30;3T K.. 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K 6 I � _ her _ G��C60s� � 1 .� , p• Y-- _ ... .�, 1uV 1 / .Pig '_ .. � • ...�...�,...p....._.._, ,...,,,.y„..,_., ._e...... ,_ 13.... i l i ._._. ._. 5555.. ..} .........� _5555 j 5555.. 1 _ -.._ - _. ..._.t _� .�_- _ i __. ... _ ......+ _ -4— .._1 + µ..... _....._ _—_,.{..5555.._.1—,,.,_., ._—� — w _,�_ y } —W f �E ._ _�3..........i......_±, _ I__ _.. t _ _ _ __ 4 i 5555. .. d� i__ .. f . „.„._� E 4--• 41---1; 4; 3 ...__.......� 5 „ a 9 "� i i f _ i_ 15895 SW 72ND AVENUE,SUITE 200 PORTLAND,OREGON 97224 TEL:503.226.1285 FAX:503.226.1670 E-MAIL:info@cidainc.com ip R [p j N �/ �f /� 5y4,136(sit`!/ `/5�t PROJECT NAME: 7�+C/J�/ Sei&ut i�j Pilo).No..t{/'NN1[0 30o,V Z SHEET 5 7'(}3_..p1.... TITLE: ( By: R.,V 1 DATE. LrZ�{�o • • • • • • • I Con r `► W ��!1;1 Confine , • • • • , bit . I z • •1 . -0,yr._ 253 ( . 0 .• 23, k w,,.,, ., . ..._.. .>_ _ .... i _ T .... i .._.. ... 4. ...... I ! c.G 75, ?6/ ;12.1) 1 t' t i3 t fzi. N • • '`� V • • • — 1,$lkZZif j2.).< �,zk+ 13, �2K+ v✓ • i • • • V� a �V�a • • 1 * ' ! r 3�.f 1 q)(4.31} ?i O (ib2►cX)sotf+�i:ttli� k3 1z.,)t(q.2 C.ot x a Lt(�,Iz1� g • .Gt�f 3,33` 4.00114- : • • • • (T2tk 13;e4Kxf9,42K)%2 +-0:9fk)l`+7} _ C • •r r K7 _=EV(if 424)1. .VY 7. ie(- -(0,4-Q.2eo7 � )4 614 `y /(23, r � 4 _k (1 )_ • • • • • . , # �,� 10 k < 4.4`i is 1 • • //r p j I i I a Ke') I, / G .(.fit 4 �'" ° • �� ; m • i T_ ._ I. -, b ..,. , _... ._ �.. �..-... < ; € 1 • • i g : 1 [ f Yi!(i { t • 1. - ' 1 ( 4. „�L( • t1 __ ._ ..,. _,.. ... .... { ._.._..... ..f • ' I [ E 4 e i !. i , i r .,>_....,. i E 1 „W, t 15895 SW 72ND AVENUE,SUITE 200 I 4 PORTLAND,OREGON 97224 CI TEL:503.226.1285 FAX:503.226.1670 E-MAIL:info@cidainc.com F _::ai.:::su:� PROTECT NAME: Re e- S�tcGSrtY'I PRor. No./{/_ 17C'3. ._O Z... SHEET ,SW�U X. . 1 i DATE: I 4�I u:ss;ioas S!seese_� � i 5 j 1 • • • } 4:---- 4-i- ---4-ki:•Ce), ie• ii -i ' :-4': 4 1.., --t,,Ii f 6 .Yt i� WWII G�nfi i 1 • • � ._ .. — r i ; : :i •f 8; — G.Gc '4 :(75 i(1t42P ,3�+� ofgr44� Wt _. = IZ( f 2,ik Z33 3,5 i ,ic • J6,33 to{,t rxlr - • 6t.k 417, kX ,..174) +(3, ikX21,334)+(2,)6kXZZ.33frgt, 3,5i0'....)'g 4, __ _...�� ,CC. y;EUIfg•k+Zr16M., +(3,Ok 11,41601/(23,51 It) = 7,4L J{ • IIp III Rr >rVOli 4V 74. ,9G }f ft ,24)-(0,44:2C0,7z� 14(rot-2142_7,03_4) S,�� K f • r .., m5+.+.v w ..,_.,tee «m,,,,_ ... _ ,.,. ..em • .. 4 .,.,4-- -4,-,._...._. .....--a ........ .._ : 1 i i q 1 E ••I 3 --I , : e F I swift SIMPSON Anchor Designer TM Company: CIDA Date: 10/29/2018 Engineer: Rebekah Huschka Page: 1/5 Software Project: I . Version 2.6.6703.20 Address: 15895 SW 72 Ave ® Phone: (503)226-1285 I E-mail: rebekahh@cidainc.com 1.ProJect Information Customer company: Project description: I Customer contact name: Location: Customer e-mail: Fastening description: Comment: I 2.Input Data&Anchor Parameters General Base Material Design method:ACI 318-08 Concrete:Normal-weight Units:Imperial units Concrete thickness,h(inch):12.00 I State:Cracked Anchor Information: Compressive strength,fc(psi):3000 Anchor type:Bonded anchor Wav: 1.0 Material:F1554 Grade 36 Reinforcement condition:B tension,B shear I Diameter(inch):0.500 Supplemental reinforcement:Not applicable Effective Embedment depth,he(inch):8.000 Reinforcement provided at comers:No Code report: ICC ES ESR 2508 Ignore concrete breakout in tension:No Anchor category:- Ignore concrete breakout in shear:Yes Anchor ductility:Yes Hole condition:Dry concrete I hmin(inch): 10.50 Inspection:Continuous c.c(inch):20.30 Temperature range,Short/Long:150/110°F Cmin(inch):1.75 Ignore Edo requirement:Not applicable Smin(inch):3.00 Build-up grout pad:No I Recommended Anchor Anchor Name:SET-XP®-SET-XP w/1/2"0 F1554 Gr.36 Code Report: ICC-ES ESR-2508 11\--. ; . UW 1 6. x I I I I I I '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 swt I SIMPSON Anchor Designer TM Company: CIDA Date: 10/29/2018 Engineer: Rebekah Huschka Page: 2/5 Software Strong-Tie Version 2.6.6703.20 Project: r Address: 15895 SW 72 Ave \........; Phone: (503)226-1285 E-mail: rebekahh@cidainc.com Load and Geometry Load factor source:ACI 318 Section 9.2 Load combination:not set Seismic design:No Anchors subjected to sustained tension:No Apply entire shear load at front row:No Anchors only resisting wind and/or seismic loads:Yes Strength level loads: N.[Ib]:3781 Vuax[Ib]:0 Vuay(ib]:0 <Figure 1> ZI 3781 lb I I I I I -x. 0 l �-�.. 1 0 lb y 3 I .. X ' g c �` ,w\`1111 N....4 1 I 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 I ISh/43 SIMPSON Anchor Designer TM Company: CIDA Date: 10/29/2018 g "' Software Rebekah Huschka Page: 3/5 Project: Version 2.6.6703.20 Address: 15895 SW 72 Ave Phone: (503)226-1285 E-mail: rebekahh@cidainc.com I <Figure 2> a - a. 0 I O M ,...,...„,-,,.....,%....\„,0..,., ,,. ‘, „ ,,\.k.,,,,„, . .....,,,, ..... , ...,,..„,t,...., .. , „ ......,...„... -,,,,,,,,,t,,,,,,,,,,,,,,, ,,-„,„,,,. .:„.,„,„...,„;,,,,,‘„,1, ,, , ,,,,...,,,,,,,, : . 1.2 ,,,..„„.,„„„.,,,, ,,,.„,„ ‘‘...‘‘ e„,,,tx...„..,,,„,„,,,,,, „,4„.,,,, ,,,, ,„ „.„„ ,, ,, , ,„_...‘,. ... „, . . „,„,,,,,...„„,„:„..„,,,,,,...,,.....„.....4... „ , ,, ,,,,..„,,. .„, .,,, .......,„, ... ,,,„,,.., ,... .. ,,,,,,,,,10,1,,,,:,,, ,,,,..,,,,,.„:„,t, , '`K ',:.>'; , ' :,,rs. ,:=. ,i!, -.. ,,,,, k;,,,i M I I I I I I 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 SW C I SIMPSON Anchor DesignernA Company: CIDA Date: 10/29/2018 Engineer: Rebekah Huschka Page: 4/5 Stro ele', Software Project: Version 2.6.6703.20 Address: 15895 SW 72 Ave Phone: (503)226-1285 E-mail: rebekahh@cidainc.com I 3.Resulting Anchor Forces Anchor Tension load, Shear load x, Shear load y, Shear load combined, Nue(Pb) V.(Ib) V.(Pb) \i(Vuax)2+(Vuay)2(lb) I 1 3781.0 0.0 0.0 0.0 Sum 3781.0 0.0 0.0 0.0 Maximum concrete compression strain(%o):0.00 11 Maximum concrete compression stress(psi):0 Resultant tension force(Ib):3781 Resultant compression force(Pb):0 Eccentricity of resultant tension forces in x-axis,e'r>x(inch):0.00 I Eccentricity of resultant tension forces in y-axis,e'Ny(inch):0.00 I 4.Steel Strength of Anchor in Tension(Sec.D.5.1) 1 Nsa(Ib) 0 0Nse(Ib) 8235 0.75 6176 I 5.Concrete Breakout Strength of Anchor in Tension(Sec.D.5.23 Nb=kct\fchet's(Eq.D-7) kc 2 Pc(psi) het(in) Nb(Pb) 17.0 1.00 2500 8.000 19233 0Nm=0(ANc/ANco)Ted,NWc,N'cp,NNb(Sec.D.4.1 &Eq.0-4) ANc(in2) ANco(in2) Ca,m/n(in) %d.N Wc,N Vcp,N Ni,(Pb) 0 ON.(Ib) I 360.00 576.00 3.00 0.775 1.00 1.000 19233 0.65 6055 6.Adhesive Strength of Anchor in Tension(AC308 Sec.3.3) nu,= fl Mahon-twmKset occr(psi) fshort-lean Ksat ika(psi) 510 1.72 1.00 877 Ne= rkvl[dahat(Eq.D-16f) zk,r(psi) da(in) he(in) Nao(Ib) L 877 0.50 8.000 11023 ON.=g (ANa/ANao)'ed,Na'Pp,NaNao(Sec.D.4.1&Eq.D-16a) ANC(in2) ANDO(int) 'ed,Na WNa Neo(Ib) 0 ON.(Ib) 103.25 136.41 0.854 1.000 11023 0.65 4632 11 I I 1,- 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 Sw115 SIMPSON Anchor Designer TM Company: CIDA Date: 10/29/2018 Software Engineer: Rebekah Huschka Page: 5/5 StrongeneProject: Version 2.6.6703.20 Address: 15895 SW 72 Ave � ® Phone: (503)226-1285 111 E-mail: rebekahh@cidainc.com I I 1 11.Results I 11.Interaction of Tensile and Shear Forces(Sec.D.7)? Tension Factored Load,N.(Ib) Design Strength,oNa(Ib) Ratio Status Steel 3781 6176 0.61 Pass Concrete breakout 3781 6055 0.62 Pass IAdhesive 3781 4632 0.82 Pass(Governs) SET-XP w/1/213 F1554 Gr.36 with hef=8.000 Inch meets the selected design criteria. I I I I I I I Input data and results must be checked for agreement with the existing circumstances,the standards and guidelines must be checked for plausibility. ty. S rosoY?Strong-Tie Company Inc 5956 W.Las Positas Boulevard Pleasanton,CA 94588 Phone:925.560.9000 Fax:925.847.3871 www.strongtie.com I 15895 SW 72ND AVENUE,SUITE 200 Q PORTLAND,OREGON 97224 TEL:503.226.1285 FAX:503.226.1670 E-MAIL:infoa@cidainc.com Kee v!�/� \' �7 W ..�. ,J... PROJECT NAME: KeeS�' 5`�-" rl y PROD.Na. ZO.3DOs 0 Z SHEET . ::.:, :, ? Afil ey3 41 II TITLE:lie BY: I` DATE: ! /� _ Y � 1 5 VI/ 1 " it' .3!66 2,1 re IK g,$3 i 1 €._._1i' " `TS4r oakif ___ 3oLr f7 - '.Bit 't -1,t,r i_ .. _ . 7 -111 , 111111 ,. ..1 -1 iliiii11111 ; 1111 , /iii Oft 1 1 l : I 1 1 it5kk — • 1 — - 1 t t t -t-- --t. 7 7 ,..b.:<, ••• , 4 , t>< _ , _..... 'X I� 1 t T T I I I iI i iT I i t*f f :1 dcr#6t : K� • 1 ;d 1- 1 € t : 1 �/ # - 1 :I # 1 i t 1 4 14 �� Thi .--- G1 Al _ G to ICIAll C1i I A , C1 :€ C€ A • 1 G1 A: A ,ir V r' V V vr�V V-' V V V • v : - V: V€� u.. .. B , __w .. - R ., Rk — 13) * 49.31 ly -12.pl v nr(zscr '..57,11, -544 _ 1 _ ,011 ! 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Firi Maly chap land=4,7f(Z. 3 4 Vr f '5 ii ' ' SsJap_ kt G/(45T12 akc,.y for i ?15� bry i . ,. . ,„!A-1 1'lGtJi�,Sre rr ' _9+ic1b ( ) ‘2 ,64 ----, ‘419 k .115 RZ151� ` . Zw 41'rap ..._IQ .�_qc✓� Z Jb - 1 = 2t6g . ..119 , pnpson cMSrc1G 01 1/ Ti?Y 'cc8511► Z6 lf lb _ _ w/ C o) !off # rhtit is_re.igiY sf7 Ti,(.CO) - 2 q, a 7 7 (3:9) nails 1 5. /V1 x_ .. sl4.Ga.r he low 2nd FIdor =gEV,.o z M �3,.s,�r �zIC tai 3 Q.Gi PWIIt ley,, . ) X7.0, ' 1sp, �. Wv.,,i- Z(I, 7Zpsf, ,_7nbZC1.O#�r't' IRp _. 162e54632g3k )/,5�:(5 Xg3,5 +�� +(15r4A-frl,, 1)2, 13 )M`2 ..e :2-4k 06 K u oPP I Kw Y = wrest On;12) i31.93.x}-)%Z - 2 7,6 3 K 61,0W) ( '1 //{, FtI\/ /r+ _ ... '--.....,, -sem- __ -(via¢+YZri)x,st+ (1.0 W� 0,00 V R. i32.43tt'r- = 1.54K 3.2.6k (0,6w-0,40 69,7.9t-o,6D) I Rte„ = S'KEA,, —(0,6 a f t) z- b31 K -.19.2 ..1c.. n w hit due sc`►sm 4,- I f1 -ArD ' ) w l4,9 `fXvrf M '', g6 1C 1 i'.34 K no �,�,�01 Ff' ue +a sctisIt�.c I _.. t:3k XthKZ%" P5 okay Cor 02I ' 5p5 = 67216 -4`.. 1,i5 4 (2) Y xZ�zh 1�S I _ Ci) � d ed rod ' `";vu K 1---XPsC._ nC.x�' po.g s swill SIMPSON Anchor DesignerT"' Company: CIDA _Date: 11/5/2018 Engineer: Rebekah Huschka Page: 1/5 I O� ..,1e' Software Project: Version 2.6.6703.21 Address: 15895 SW 72 Ave Ym ® Phone: (503)226-1285 E-mail: rebekahh@cidainc.com 1 1.Prolect Information Customer company: Project description: Customer contact name: Location: Customer e-mail: Fastening description: Comment: 2.Input Data&Anchor Parameters General Base Material 111 Design method:ACI 318-08 Concrete:Normal-weight Units: Imperial units Concrete thickness,h(inch):6.00 State:Cracked Anchor Information: Compressive strength,fc(psi):3000 Anchor type:Bonded anchor 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,he(inch):4.000 Reinforcement provided at corners:No Code report:IAPMO UES ER-263 Ignore concrete breakout in tension:No Anchor category:- Ignore concrete breakout in shear:No Anchor ductility:Yes Hole condition: Dry concrete hmtn(inch):5.25 Inspection:Continuous cac(inch):8.68 Temperature range,Short/Long:150/110°F Cain(inch):1.75 Ignore 6do requirement:Not applicable Smin(inch):3.00 Build-up grout pad:No Base Plate I Length x Width x Thickness(inch):14.00 x 3.00 x 0.25 ( Recommended Anchor Anchor Name:AT-XP®-AT-XP w/5/810 F1554 Gr.36 Code Report:IAPMO UES ER-263 g I I I I I I 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 I I gwql 1 SIMPSON Anchor Designerml Company: CIDA Date: 11/5/2018 Engineer: Rebekah Huschka Page: 2/5 I S gTieSoftware Project: Version 2.6.6703.21 Address: 15895 SW 72 Ave Phone: (503)226-1285 E-mail: rebekahh@cidainc.com Load and Geometry I Load factor source:ACI 318 Section 9.2 Load combination:not set Seismic design:Yes Anchors subjected to sustained tension:No I Strength reduction factor for brittle failure,Od: 1.0 Apply entire shear load at front row:No Anchors only resisting wind and/or seismic loads:Yes Strength level loads: IN.[lb]:0 V.[lb]:4860 Vuay[Ib]:0 I Mux[ft-lb]:0 M.[ft-lb]:0 Mur[ft-lb]:0 <Figure 1> I z O Ib 1 „ ,a ,..,„,,,,,,,,,,„„.:, , ., ,,,,,„,..„„tvs-,,,,,.....,, ,, .,,'r4ti)'lc70” 1438 .,"4.t'''','*.k** •\,, / ' ' I . 'Cjti°7Z:;; .:S;; tee# ;‘,...--ge;;*tiV1,... ';'''''''': ::...s .44f,C, .,>0. ,4 0 lb Y I 4860 ipt , : '‘ * ON,,t,A.,, 0 ft-lb Xe o Oft-Ib `O 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 I 5 w50 I SIMPSON Anchor Designer TM Company: CIDA Date: 11/5/2018 Software Engineer: Rebekah Huschka Page: 3/5 Strong-Tie ProjectI:Version 2.6.6703.21 Address: 15895 SW 72 Ave Phone: (503)226-1285 E-mail: rebekahh@cidainc.com I <Figure 2> r \3 A. I ,•,4,-,,",..44044.-,4,-34&1....,,,a,,, }\\VHF. I I I w^^ E 1 O t-,-;',..itaik.1 - itIktitlit fIi C 0 I 4 I I 1 I I I 1 111 Input data and results must be checked for agreement with the existing circumstances,the standards and guidelines must be checked for plausibility. Simpson Strong-Tic;Company Inc. 5956 W.Las Positas Boulevard Pleasanton,CA 94588 Phone:925.560.9000 Fax:925.847.3871 www.strongtie.com I 1 WL SIMPSON Anchor Designer' Company: CIDA Date: 11/5/2018 Software Engineer: Rebekah Huschka Page: 4/5 I 'U 'w Project: Version 2.6.6703.21 Address: 15895 SW 72 Ave Phone: (503)226-1285 IE-mail: rebekahh@cidainc.com 3.Resulting Anchor Forces Anchor Tension load, Shear load x, Shear load y, Shear load combined, I Nue(Ib) V.(lb) Vuay(Ib) N/(Vuax)2+(Vuay)2(Ib) 1 0.0 2430.0 0.0 2430.0 2 0.0 2430.0 0.0 2430.0 I Sum 0.0 4860.0 0.0 4860.0 Maximum concrete compression strain(%o):0.00 <Figure 3> Maximum concrete compression stress(psi):0 <d=2 Resultant tension force(Ib):0 IResultant compression force(Ib):0 Eccentricity of resultant tension forces in x-axis,e'Nx(inch):0.00 Eccentricity of resultant tension forces in y-axis,e'Ny(inch):0.00 Y Eccentricity of resultant shear forces in x-axis,e'vx(inch):0.00 I Eccentricity of resultant shear forces in y-axis,e'vy(inch):0.00 Xi I. 1 I I 1 8.Steel Strength of Anchor In Shear(Sec.D.6.11 I Vea(Ib) pout ay.../.3gpouray.eslecVea(Ib) 7865 1.0 0.65 0.85 4345 9.Concrete Breakout Strength of Anchor In Shear(Sec.D.6.2) I Shear perpendicular to edge In x-direction: Vbx=7(le/da)02JdeAgfcoar1`'(Eq. D-24) le(in) de(in) A fc(psi) car(in) Vbx(Ib) I 4.00 0.625 1.00 3000 6.00 6457 0.750d0Vcbx=0.750d0(Avc/Avcro)Ycd,vn.vY'b,vVbx(Sec. D.3.3.3,D.4.1 &Eq.D-21) Ave(in2) Avco(in2) Ycedv Wc,v Y'n,v Vbx(Ib) 0 0.750d01/box(Ib) 1 108.00 162.00 1.000 1.000 1.225 6457 0.70 2768 I 10.Concrete Pryout Strength of Anchor in Shear(Sec.D.6.31 0.75�d�Vcpp=0.75d�min�kc,Nag;kcpNcbp�=0.75�d�min�krp(ANa/ANao)'f'ed,Ne.p,NN'Yec,NeY'p,NaNao;kcp(ANc/ANeo)Y'ec,N''ed,N9c,NY'cp,NNb�(Eq.D- 30b) kcp ANO(in2) ANe0(in2) Ped,Ne 'Yp,Na Y6c,Na Y'p,Ne Neo(Ib) Na(Ib) I2.0 216.00 144.00 1.000 1.021 1.000 1.000 6542 10024 ANc(in2) ANco(in2) Y'ac,N V'ed,N Yc,N Vep,N Nb(Ib) Ncb(lb) 0 1216.00 144.00 1.000 1.000 1.000 1.000 7449 11174 0.70 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 5W5z 1 SIMPSON Anchor Designer' Company: CIDA Date: 11/5/2018 Engineer: Rebekah Huschka Page: 5/5 S Software Project: I �3 Version 2.6.6703.21 Address: 15895 SW 72 Ave Phone: (503)226-1285 E-mail: rebekahh@cidainc.com ' 0.7560VVpy(Ib) 10525 11.Results 11.Interaction of Tensile and Shear Forces(Sec.D.7)? I Shear Factored Load,V.(Ib) Design Strength,0Vn(Ib) Ratio Status Steel 2430 4345 0.56 Pass T Concrete breakout x+ 2430 2768 0.88 Pass(Governs) Pryout 4860 10525 0.46 Pass AT-XP w/5/8"0 F1554 Gr.36 with hef=4.000 Inch meets the selected design criteria. I E 1 I I 1 I I 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 I 15895 SW 72ND AVENUE,SUITE 200 PORTLAND,OREGON 97224 TEL:503.226.1285 FAX:503.226.1670 0 E-MAIL:info@cidainc.com 1 Oz. d3 nn Sp ',rte- /� r ;IA . PROJECT NAME: +WTic�+ /fiGW� PaoJ.No. ' SHEET STi TITLE: ... Br: DATE: tO /10 1 ..)46.4.54./`'''- E ' :. { G. � • E £ .> ' iG GG4UrYtrt_.. Y r C • � 1 ter` d i E i I 1 1 5kli Srintr ....... ._....�. ...s....._ € ..• _... _ I>~I y��.Z,Zt I L ' f t , S' I )7 f ZS' VI .c is 2� i _ GU 3 �, Z3t. ,2 'p 10+ - �I�� f 337,s fit} i • '11111111111111111111. 41 ? = 18 .1 11/1044.$ l6 1 �3;351b) I. .. :+ I i ammimmum • I5 z. • = 351 14/ 415 �� 1 2�) Z . ` } f_• �m j I 215 V I,g3�r i 4 31 1 ) ,/ 1658 U2 , /4 D2�a s 3 L . • Q:.,..„_,,, ,; 4T utO 1I� �:to£—f,35T1rL G Zx' 5 Fe_ I 1 X: } XT ........,_.v. - ...._....._.... - ..„.._. -1—__ i : f 1 E t I Project Title: I Engineer: Project ID: Project Descr: 5T2 steel Beam File=E:ladcaddt1T0300.00 Reece Security-Phase 2StructurallFrarning.ec6. Software... 'r t ENERCALC,INC 1983-2018r Build:10.18.12.13. Lic.#: KW-06006865 Licensee : CIDA INC.' I Description: Center Stair-Stringer 1 CODE REFERENCES Calculations per AISC 360-10, IBC 2015, CBC 2016,ASCE 7-10 I Load Combination Set:ASCE 7-10 Material Properties Analysis Method: Allowable Strength Design Fy:Steel Yield: 36.0 ksi Beam Bracing: Beam is Fully Braced against lateral-torsional buckling E:Modulus: 29,000.0 ksi Bending Axis: Major Axis Bending D(0.1865 L(1 097) • 0(0.03825 L(0.225) 8 } D(0.11251 L(0.225) 6 0 I Akt C12x20.7 As Span=7125ft I Applied Loads Service loads entered.Load Factors will be applied for calculations. Beam self weight NOT internally calculated and added Load for Span Number 1 Uniform Load: D=0.050, L=0.10 ksf,Extent=2.750--»7.125 ft, Tributary Width=2.250 ft Point Load: D=0.1865, L=1.097 k @ 2.750 It,(P) I Uniform Load: D=0.0170, L=0.10 ksf,Extent=0.0--»2.750 ft, Tributary Width=2.250 ft DESIGN SUMMARY Desi•n OK I Maximum Bending Stress Ratio = 0.087: 1 Maximum Shear Stress Ratio= 0.042 : 1 Section used for this span C12x20.7 Section used for this span C12x20.7 I Ma:Applied 4.023 k-ft Va:Applied 1.826 k Mn/Omega:Allowable 45.988 k-ft Vn/Omega:Allowable 43.769 k Load Combination +D+L Load Combination +D+L Location of maximum on span 2.748ft 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 0.007 in Ratio= 12,087>=360 Max Upward Transient Deflection 0.000 in Ratio= 0<360 I Max Downward Total Deflection 0.009 in Ratio= 9442 >=240 Max Upward Total Deflection 0.000 in Ratio= 0<240 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span# M V Mmax+ Mmax- Ma Max Mnx Mnx/Omega Cb Rm Va Max Vnx Vnx/Omega D Only Dsgn.L= 7.13 ft 1 0.018 0.010 0.83 0.83 76.80 45.99 1.00 1.00 0.43 73.09 43.77 I +D+L Dsgn.L= 7.13 ft 1 0.087 0.042 4.02 4.02 76.80 45.99 1.00 1.00 1.83 73.09 43.77 Overall Maximum Deflections I Load Combination Span Max.'-Defl Location in Span Load Combination Max '+'Defl Location in Span +D+L 1 0.0091 3.481 0.0000 0.000 Vertical Reactions Support notation Far left is#1 Values in KIPS Load Combination Support 1 Support 2 I Overall MAXimum 1.8 6 1.658 Overall MINimum 0.351 0.433 D Only 0.351 0.433 I +D+L 1.826 1.658 L Only 1.475 1.225 Project Title: Engineer: Project ID: Project Descr: 51> 3 File=E:ladcadd11A0300.00 Reece Security•Phase 2lStnicturaflFraming.ec6. >'tee. Beam Software..,1kI ENERCALC,INC.1983-2018,Build:10.18.12.13. I Lie.#: KW-06006865' Licensee:CIDA INC.' Description: Center Stair-Stringer 1 CODE REFERENCES ICalculations per AISC 360-10, IBC 2015, CBC 2016,ASCE 7-10 Load Combination Set:ASCE 7-10 Material Properties I Analysis Method: Allowable Strength Design Fy:Steel Yield: 46.0 ksi Beam Bracing: Beam is Fully Braced against lateral torsional buckling E:Modulus: 29,000.0 ksi Bending Axis: Major Axis Bending I p(0 1865)L(1 097) [7(0,03825 LIR 225) (X0 11254 1(0 225) be - -. .._..... .. - HSS6x2x 1/4 OfillW ISpan=7.125 ft Applied Loads Service loads entered.Load Factors will be applied for calculations. I Beam self weight NOT internally calculated and added Load for Span Number 1 Uniform Load: D=0.0170, L=0.10 ksf,Extent=0.0--»2.750 ft, Tributary Width=2.250 ft I ,' Point Load: D=0.1865, L=1.097 k @ 2.750 ft,(P) Uniform Load: D=0.050, L=0.10 ksf,Extent=2.750--»7.125 ft, Tributary Width=2.250 ft IDESIGN SUMMARY Desi.'n OK Maximum Bending Stress Ratio = 0.300: 1 Maximum Shear Stress Ratio= 0.045 : 1 I Section used for this span Ma:Applied HSS6x2x1/4 Section used for this span Va:Applied HSS6x2x1/4 4.023 k-ft 1.826 k Mn/Omega:Allowable 13.405 k-ft Vn/Omega:Allowable 40.826 k Load Combination +D+L Load Combination +D+L I Location of maximum on span 2.748ft 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 0.070 in Ratio= 1,227>=360 IMax Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.089 in Ratio= 959>_240 Max Upward Total Deflection 0.000 in Ratio= 0<240 I 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 VnxlOmega I D Only Dsgn.L= 7.13 ft 1 0.062 0.011 0.83 0.83 22.39 13.41 1.00 1.00 0.43 68.18 40.83 +D+L Dsgn.L= 7.13 ft 1 0.300 0.045 4.02 4.02 22.39 13.41 1.00 1.00 1.83 68.18 40.83 Overall Maximum Deflections ILoad Combination Span Max '-Dell Location in Span Load Combination Max.“+"Defl Location in Span +D+L 1 0.0892 3.481 0.0000 0.000 if Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 1.826 1.658� Overall MINimum 0.351 0.433 D Only 0.351 0.433 I +D+L 1.826 1.658 L Only 1.475 1.225 15895 SW 72ND AVENUE,SUITE 200 I Q PORTLAND,OREGON 97224 TEL:503.226.1285 FAX:503.226.1670 DE-MAIL:info@/ `�cidainc.com PROJECT NAME:. # \G /6 SC/(/{�I.I I f�.�// PRO-.NO. 170300# L° G- SHEET J Tc , TITLE:........ BY: RN H DATE: I I/1`L! /F _y . I (( • f a • f t'A 1 _ 1 i 4 : ' f I ft• CL2 ' • I I trola W II a 5 if122 o1'c/J3715 gr1 , Eli1 0111111 : P CI 77 16/ )0(41111f .„$......., •j:. /OR q • $ _.4._ «...--. `L $ g4 I • 3 �/. /� M �i. � � J K, (7 oiblz.�tto6_12f 3 18 71b . 4 V' 23$ Q,3 Mi _4� gid. . .._.l.in n _ �_� zt a �7401b 2:11 lh/3c21g1 _ I_,d..e _.. • �.ti. • • +, ---1. , ---,- -, ._. --4----- 4- 1 w € fi • • • • • �p { • ��}l 1 �iY •• • P, E3 "p 3$,ZS`� ,2L��OI�/Z63,Z5�1� 1/4 I 'P ;42, I / �2 d 1( 7r51� ero � g ; • Iw `1O �?, � 601 j2.�t 1b } K�a� • • • • [. - , .... 1K (r-2 K 4.485 k145, X 4 342iZ4 )b/14 )i SOKz, jrL,OiIt_ i ; 4 f -w..... �..�_,... f v 5, i 1 •t• f• , r- : I y,� I I f 3 i i , 3 5 1 _. ._ d :04265 I vy 0,64, A. , _ ._� �__ ;__�__� _ _,• . _. Q � ,313 • f L =iatil , _ �x _,7 a I _ _ . t _. 7t.__ ,__ t _ .... _ _ ,_.. �__1 ._ ._ _. ____ G1_ ` •• •: t If .wry+' ._ ¢ ... III • S � ri,• i.-._Q04 ._ of .. 't e- f 3 A. , eS ' ...... .._ 1. j ` i �; ! f 3 t f ,.5. j 3 • ' Project Title: Engineer: Project ID: Project Descr: Steel Beam File=E:ladcaddi1710300.0o Reece Severity-Phase 21StructuralNFraming.ec6. Software i right ENERCALC,INC.1983-2018,Build:10.18.12.13. I tic.#: KW-06006865 Licensee: CIDA INC. Description: Center Stair-Header CODE REFERENCES ICalculations per AISC 360-10, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set:ASCE 7-10 Material Properties I Analysis Method: Allowable Strength Design Fy:Steel Yield: 46.0 ksi Beam Bracing: Beam is Fully Braced against lateral-torsional buckling E:Modulus: 29,000.0 ksi Bending Axis: Major Axis Bending I D(0.177)L(1 G (t268)L(1 575) D(0.1125)L(0,225) e o i • ..&. o O IHSS6x4x1/4 Span= 10.0ft Applied Loads Service loads entered.Load Factors will be applied for calculations. I Beam self weight NOT internally calculated and added Uniform Load: D=0.050, L=0.10 ksf, Tributary Width=2.250 ft Point Load: D=0.1770, L=1.041 k @ 4.50 ft,(P1) I\ Point Load: D=0.2680, L=1.575 k @ 5.50 ft,(P2) IDESIGN SUMMARY Desi.n OK Maximum Bending Stress Ratio = 0.572: 1 Maximum Shear Stress Ratio= 0.080 : 1 Section used for this span HSS6x4x1/4 Section used for this span HSS6x4x1/4 I Ma:Applied 11.203 k-ft Va:Applied 3.249 k Mn/Omega:Allowable 19.580k-ft Vn/Omega:Allowable 40.826 k Load Combination +D+L Load Combination +D+L Location of maximum on span 5.486ft Location of maximum on span 10.000 ft Span#where maximum occurs Span#1 Span#where maximum occurs Span#1 I Maximum Deflection Max Downward Transient Deflection 0.238 in Ratio= 504>=360 Max Upward Transient Deflection 0.000 in Ratio= 0 <360 I Max Downward Total Deflection 0.306 in Ratio= 392>=240 Max Upward Total Deflection 0.000 in Ratio= 0<240 Maximum Forces&Stresses for Load Combinations I 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 Only Dsgn.L= 10.00 ft 1 0.123 0.019 2.41 2.41 32.70 19.58 1.00 1.00 0.79 68.18 40.83 I +D+L Dsgn.L= 10.00 ft 1 0.572 0.080 11.20 11.20 32.70 19.58 1.00 1.00 3.25 68.18 40.83 Overall Maximum Deflections I Load Combination Span Max. Deft Location in Span Load Combination Max '+'Defl Location in Span +D+L 1 0.3058 5.029 0.0000 0.000 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 vera I ffa mum 3.187 3.249 Overall MINimum 0.780 0.790 D Only 0.780 0.790 +D+L 3.187 3.249 L Only 2.406 2.460 Project Title: I Engineer: Project ID: Project Descr: I File=E:ladcaddh1710300.00 Reece Security-Phase 21StiucturallFraming.ec6. steel Beam Software '., ENERCALC,INC.1983-2018,Build:10.18.12.13. Lic.#: KW-06006865 Licensee: CIDA INC.', ' Description: Center Stair-Stringer 2 CODE REFERENCES Calculations per AISC 360-10, IBC 2015, CBC 2016,ASCE 7-10 Load Combination Set:ASCE 7-10 Material Properties Analysis Method: Allowable Strength Design Fy:Steel Yield: 36.0 ksi I Beam Bracing: Beam is Fully Braced against lateral-torsional buckling E:Modulus: 29,000.0 ksi Bending Axis: Major Axis Bending D(0 5625)L(1.125) D(0.79)L(2 46) 13(0.433)L(1 225) I 1 t -3_ D(0.03825)L(0 225) b b } APIS C12x20.7 I Span= 18.50 ft Applied Loads Service loads entered.Load Factors will be applied for calculations. Beam self weight NOT internally calculated and added Load for Span Number 1 Uniform Load: D=0.0170, L=0.10 ksf,Extent=4.0--»13.750 ft, Tributary Width=2.250 ft Point Load: D=0.5625, L=1.125 k @ 0.250 ft,(P1) I Point Load: 0=0.790, L=2.460 k @ 4.0 ft,(P2) Point Load: D=0.4330, L=1.225 k @ 13.750 ft,(P3) I DESIGN SUMMARY Desi•n OK Maximum Bending Stress Ratio = 0.426: 1 Maximum Shear Stress Ratio= 0.136 : 1 Section used for this span C12x20.7 Section used for this span C12x20.7 Ma:Applied 19.601 k-ft Va:Applied 5.973 k Mn/Omega:Allowable 45.988 k-ft Vn/Omega:Allowable 43.769 k Load Combination +D+L Load Combination +D+L Location of maximum on span 7.929ft Location of maximum on span 0.000 ft Span#where maximum occurs Span#1 Span#where maximum occurs Span#1 I Maximum Deflection Max Downward Transient Deflection 0.265 in Ratio= 837>=360 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.335 in Ratio= 663>=240 Max Upward Total Deflection 0.000 in Ratio= 0<240 Maximum Forces&Stresses for Load Combinations Load atton Ratios Summary o......h Load Combination Max Stress atof Moment Values Summaryof Shear Values I Segment Length Span# M V Mmax+ Mmax- Ma Max Mnx Mnx/Omega Cb Rm Va Max Vnx Vnx/Omega' D Only Dsgn.L= 18.50 ft 1 0.087 0.034 4.02 4.02 76.80 45.99 1.00 1.00 1.48 73.09 43.77 +D+L I Dsgn.L= 18.50 ft 1 0:426 0.136 19.60 19.60 76.80 45.99 1.00 1.00 5.97 73.09 43.77 Overall Maximum Deflections --toad Combination Span Max.°-'Def I Location in Span Load Combination Max.'+'Defl Location in Span +D+L 1 0.3347 9.039 0.0000 0.000 I Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall1+�(mum 5.973 3.189 Overall MINimum 1.479 0.679 0 Only 1.479 0.679 ' Project Title: Engineer: Project ID: Project Descr: 1 SI& FIe=E:ladcadd11710300.00 Reece Security Phase 2StrucluraltFraming.ec6. steel Beam Software... EIERCALC INC 1983-2018,Build:10.18.12.13. Lic.`#: KW-06006865 ,6 Licensee:CIDA INC. Description: Center Stair-Stringer 2 Vertical Reactions Support notation:Far left is#1 Values in KIPS I Load Combination Support 1 Support 2 +D+L 5.973 3.189 L Only 4.494 2.510 1 1 1 1 1 1 1 1 1 1 1 1 1� 15895 SW 72ND AVENUE,SUITE 200 I 4 .:,, \ PORTLAND,OREGON 97224 TEL:503.226.1285 FAX:503.226.1670 Clil E-MAIL:info@c(iJdainc.com /{ I iel qua( PROTECT NAME: i 'e6?C- /4+ N / PR ..w.�.,n�„...:.. [©3 V©vO rjHEET J Oj.No. �,,J Trel.E: B . NII ..��� DATE: _keit 1 .._ , T 2,5 +ul If cv 3$J �K z. if . Z ,?5- s 3 I } ( .--, ' .•. 16 Et `>,5 Ns 83 - (i I� z god lb/ 3Zsa i Z - L R►$ (I,113$ K/Et 2g I(/ ,�4 .:) v 5, 6G K - (a5Ifk/z.‘lici3, 18 k� �� = D.Z$r,iK� l�,G�f�, LIT = o 347':4 Q =0 867;7,, ,, C IIZXLD 7 is as :.( rtif�— Ste- . noxi-. __2-._p �cs ---.,, . , i• 1 • y- I Project Title: Engineer: Project ID: Project Descr: 5T Steel Beam File=E:ladcad11710300.00 Reece Security-Phase 2lStnicturaliFraming.ec6. Software a, 'r t ENERCALC,INC.1983-2018,Buiid:10.18.12.13 . I Lie.#:KW-06006865; Licensee : CIDA INC. Description: Center Stair-Stringer 3 CODE REFERENCES ICalculations per AISC 360-10, IBC 2015, CBC 2016,ASCE 7-10 Load Combination Set:ASCE 7-10 Material Properties I 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 ID(0.5625)L(1.125) D(0.79)L(2.46) t 0(0.03825)L(0.225) 3 IC12x20.7 Span= 19.333 ft , Applied Loads Service loads entered.Load Factors will be applied for calculations. I Beam self weight NOT internally calculated and added Load for Span Number 1 Uniform Load: D=0.0170, L=0.10 ksi,Extent=4.50--»19.333 ft, Tributary Width=2.250 ft i Point Load: D=0.5625, L=1.125 k @ 0.250 ft,(P1) Point Load: D=0.790, L=2.460 k @ 4.50 ft,(P2) IDESIGN SUMMARY Desi•n OK Maximum Bending Stress Ratio = 0.419: 1 Maximum Shear Stress Ratio= 0.129 : 1 I Section used for this span Ma:Applied C12x20.7 Section used for this span Va:Applied Cl2x20.7 19.269 k-ft 5.657 k Mn/Omega:Allowable 45.988 k-ft Vn/Omega:Allowable 43.769 k Load Combination +0+L Load Combination +D+L I Location of maximum on span 7.236ft 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 0.281 in Ratio= 825>=360 I Max Upward Transient Deflection 0.000 in Ratio= 0 <360 Max Downward Total Deflection 0.347 in Ratio= 669 >=240 Max Upward Total Deflection 0.000 in Ratio= 0 <240 I Maximum Forces & Stresses for Load Combinations Loa P.d ......... Load Combination Max Stress Ratios Summaryof Moment Values Summary of Shear Values Segment Length Span# M V Mmax+ Mmax- Ma Max Mnx Mnx/Omega Cb Rm Va Max Vnx Vnx/Omega D Only I Dsgn.L= 19.28 ft 1 0.083 0.032 3.82 3.82 76.80 45.99 1.00 1.00 1.38 73.09 43.77 Dsgn.L= 0.06 ft 1 0.001 0.012 0.03 0.03 76.80 45.99 1.00 1.00 0.54 73.09 43.77 +D+L Dsgn.L= 19.28 ft 1 0.419 0.129 19.27 19.27 76.80 45.99 1.00 1.00 5.66 73.09 43.77 I Dsgn.L= 0.06 ft 1 0.004 0.073 0.18 0.18 76.80 45.99 1.00 1.00 3.19 73.09 43.77 Overall Maximum Deflections Load Combination Span Max.'-°Defl Location in Span Load Combination Max."+'Defl Location in Span +D+L 1 0.3469 9.280 0.0000 0.000 IVertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 overall MAXimum 5.657 3.185 I Overall MINimum 1.379 0.541 D Only 1.379 0.541 Project Title: Engineer: Project ID: Project Descr: Tet( �. File E:ladcadd11T0300.00 Reece Security-Phase 7StructuraftFraming.ec6. steel BeamSoftware right ENERCALC,INC.1983-2018,Build:10.18.12.13. Lic.#: KW-06006865 ....: e ,,, Licensee:CIDA INC. , Description: Center Stair-Stringer 3 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 • +D+L 5.6 .18 L Only 4.278 2.644 i 1 1 1 1 1 1 itivmsks„ 15895 SW 72ND AVENUE,SUITE 200 itt *-.... IllIMO PORTLAND,OREGON 97224 ,l4Pi,i,i,igi,,VMPli. UMMISE TEL:503,226.1285 FAX:503.226.1670 0 1.71771 g11111111110,1,!;,11,0111E E-MAIL:info@cidainc.com ,T,!,,, m,,,,,,,,,r, • 1 .. . . :.: . _ PROJECT NAME: Kee,se- Se-cur 1...---/If PROJ.No. 17 a 300, sH„T 5110 .:„. . . ..„. TITLE: By: Ps 11/}f DATE: "41AI : 1 1 I • : :• • :• :• . , , , , 1 . . .• . : ! : • .., , . . 1 . ,• .• :• • :• . _4, .....j_._ ..1 i 1 : :•• , . , ,.. : ... • ] , : ..•,-- „4.. --,-- i .--,- --1 : • .• , , 4 1 11_I i r45+1 cri-Air :. . • . - 1)......, r-1/7 •., L. ... 4 , 1 -±:- i .1 1: . • : . • ' i : • :• : ,••• . •. -: :• :• ,• : :• , , : . : , • . , , 1 ito 1 . 4-44:', - I , . : : •i, . i ' 2-4+ I :•; : o .. . . .1 ! i . , :• , : : , : . ' • . :• • , i . . II 11111111 III 1 I ft 1 .• , . . , ..•• , , , • , . . , .• i . . . . f ± i : ; : , . - ..•• : : : . i . .I „ ,• ,....• „ ...., „ :• , . , _rt.: 4- I -I- I -44-- 44-14-44 ! -,• , ,: i i 1 tirt i 1247 Fl- 1- 1 1 , II, • , , ! --• -4---- ---i------+ --441---- --1-' -1- 4+ 4-4 1 1 t --1. ---4, . • : = : . = = = = . . = . . : .v .--;' = i, 1...t.11. 141.1J 111.1 .: --1 'il 6 ' i 4 ' „ . „ . . . . : , • i .. : 1 r' r : : . ,, ,.: • , :•• . : , • . . , . . . : : : ..• , p ._.1.. ....1...../... ... . . ..t, 1:;” cll ;447'''-------4,41-' --.1.. 1, •Ir- .4. .4... , : 1 ! 1 0-7 1 (, 100 1:4; 2,00' it 50()kl 1 1 i . i; i'' -r-- ft ,, -----i,- r , ---,-, , , i, -4-:,—,•• -- .,,•, i F I , • 1 • : , , . , ,• ..,_ .„,,.. r t, ,t,„ 1;.... .e,. ..„t, _t_ .. ._ ., ..4 4 :•• .,•. . I . ii 4,ff' :24-i ii ft" ; ; , i - , ..- ; 1 ' )1.004f ii,g(4 )k) 1 I i 1111 i , 1 1 • N... , .i_ L.4._. _.i....r.,.., .•, 1.• O 3 : . fi:. , c .1.• ...., _.i....._ 1:.... ..r,•. .,1:..... ,..1: 1. 1:.. ,„ F .....,. , +. 4.. ..4.4,, 4.... 4„.. 4. _I.,'_. .4.... -:, ; 4..., E .4... ..,4. 4. . i. 4... 4,........4.., ....4 ; +,• i i .' .111AV 11 =.;*. h.•i3 , i ,0L' :•• , . :• , . : ,, •• . .. . :• • , , • I .. /: , ,••• , 1 , 1 i. • ; . 14,/C1 24.2-#: K , 3••3 0 K) . ..,. ; ; .. 4., 4 •-i 1...; ; 1: • ---;---- , Ii ..... 0 ., 4..,_...,.. - : ..4 I • i . , , . . . . i t : : 1 :• :• : • • •, --+ ; - 1 :• , • . , . - .5'- , 6$ h ,r1R-r-t• $4e.,, ne.x- t • . :,.4.------5L ,1_,_,i_ 1_, : , , TTI 1 - , .i.. ..„ . — 1 i :-I-- 1 -4- 4 ---* I- -I-- ---t- -i- 4- 1 4-- f '--.4----1--- -+--- 4-- 44 -4-- f-- ---1- 4F.---- .. ..L. , = i 1 = = , = , 4-I I:- 4--- -4,---,••••iii 111- , .1. ..41 4. i: 4-I-; -4. -4-- -4- 4 :•4 4- .4-: I 1 i , ..• :• . . . . . . i ; ,,A . 1--- -F.- 1 .1I,.. 4.,, _i_ .1. i ,4,_ 4... ___.4.... ...t. T .. .. _ II_ _ _ .1._„1, t .f. ...i i I f ---4---- i f , i 1 I I . ---+ -4- •--4 1 4 + ---11--- -41... ...t+ 4„,,- + 4-1, '4i`-li il f- ---4- i -4---- 4 1 -I- ---t- -41 --t- ~ - --t- --f- ' I •F, I 1 I - --7-- .t i + -1 . 4- I 1 i -4- -i” t i i . . I i ...i. -4. 4 T ! 1 I :• I -"" ..• 1 . I- • . . 1 , 1 .,,,.....,1_,_..1 4..,......1 . . ...... ..,—. ' --7- -t ±-----41 11 , 1 1 f = = I i . . : i._ ..4......., . ...t,L 1 _...„. .4. _....1._ .4_ i .4„._,..42, .4., ..! i : ! 4-. 4- t 4- , : I = = f i. :• 4 - t I 7ti- t # i I i I 1 -1- 1 I . , . i 1 i. '4 i• +.'. -4 _.-.... --_.- -.I 4 1 1 ' . . •.• t 1- -,-- . 1 i I ....i i i i 1 - ----,:-- ; 4-t i 1 , . ---1- -- -I( i • 4 .4 i 1 i 1 :• :• i i I i . i Project Title: I Engineer: Project ID: Project Descr: 5111 Steel Beam File.=E:ladcadd1171o300.00 fleece Security-Phase 21Structuraf raming.ec6. Software-•E jt. I ENERCALC,INC.1983-2018,8uild:10.18.10.31 . Lic.#: KW-06006865 Licensee : CIDA INC. i Description: East Stair-split landing CODE REFERENCES Calculations per AISC 360-10, IBC 2015, CBC 2016,ASCE 7-10 I Load Combination Set:ASCE 7-10 Material Properties Analysis Method: Allowable Strength Design Fy:Steel Yield: 46.0 ksi I Beam Bracing Completely Unbraced E:Modulus: 29,000.0 ksi Bending Axis: Minor Axis Bending D(O 6)L(1 2) D(0 633)L(1 267) ' s D{0.1.k140 2), * HSS6x4x3/8 I Span= 10.0tt Applied Loads Service loads entered.Load Factors will be applied for calculations. Beam self weight NOT internally calculated and added I Uniform Load: D=0.050, L=0.10 ksf, Tributary-Width=2.0 ft Point Load: D=0.60, L=1.20 k©4.0 ft,(P1) \ Point Load: D=0.6330, L=1.267 k©6.0 ft,(P2) I DESIGN SUMMARY Desi•n OK I Maximum Bending Stress Ratio = 0.543: 1 Maximum Shear Stress Ratio= 0.099 : 1 Section used for this span HSS6x4x3/8 Section used for this span HSS6x4x3/8 Ma:Applied 11.153 k-ft Va:Applied 3.360 k I Mn/Omega:Allowable 20.521 k-ft Vn/Omega:Allowable 34.065 k Load Combination +D+L Load Combination +D+L Location of maximum on span 5.143ft Location of maximum on span 10.000 ft Span#where maximum occurs Span#1 Span#where maximum occurs Span#1 I Maximum Deflection Max Downward Transient Deflection 0.299 in Ratio= 400>=360 Max Upward Transient Deflection 0.000 in Ratio= 0 <360 Max Downward Total Deflection 0.449 in Ratio= 267 >=240 I Max Upward Total Deflection 0.000 in Ratio= 0<240 Maximum Forces&Stresses for Load Combinations Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values I Segment Length Span# M V Mmax+ Mmax Ma Max Mny Mny/Omega Cb Rm Va Max Vny Vny/Omega D Only Dsgn.L= 10.00 ft 1 0.181 0.033 3.72 3.72 34.27 20.52 1.19 1.00 1.12 56.89 34.07 +D+L I Dsgn.L= 10.00 ft 1 0.543 0.099 11.15 11.15 34.27 20.52 1.19 1.00 3.36 56.89 34.07 Overall Maximum Deflections Load Combination Span Max.'-'Defl Location in Span Load Combination Max.'+'Defl Location in Span +D+L 1 0.4492 5.029 0.0000... _ 0.000 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 - .. • erall MAXimum 3.340 3.360 Overall MINimum 1.113 1.120 D Only 1.113 1.120 +D+L 3.340 3.360 L Only 2.227 2.240 I was., '11 we* 15895 SW 72ND AVENUE,SUITE 200 owt4 :N Imffilftw PORTLAND,OREGON 97224 Effiks. TEL:503.226.1 285 FAX:503.226.I 670 .:' 0 --vaim mons E-MAIL:info@cidainc.com I L •"r .-•• 10 PROJECT NAME: Ke..e.56. Se Clar I T y PRO). No. SHEET ) 7623Cos (71 BY: RA/Fif TITLE: 511 2- DATE: 114(119 . • • . : : ., : : , :. :-1- , • : , ., . „ 11 4.,_ t „ • i:- t -4- -I -I– -i. ' , ..• . .•• ! : , ,•• :••• + * i -4--- ; • • . , : • : i t , 1 1 i .... . . -i ------1,.. /scti q i-4•1r n ea fektr 4f! Tor.,_L4A41•L,. i D':.--Ca ' i,,, 1 owsf 1 -1----- 1 ...... : . ... . . . . . • . 1 i , • . ,..• ., 4_ i 4 4. -4-,,, i:: ; : ••4•-• i i' , ' . 4.__ " .•' f — i-• :: 4 1 . • • i ! 1 I(4) 1 LL "rel , . : , j J J. . 1_, , :,--1 • j fAtt ) 1 "ii . (7H2,06pifi, 40°' if/600:111c 0 ' , . : ! i 1 i . . . . .• . . . : :•' . . : Tyrtt: ;4 ft. • i . , : :• ,••' • i ' 7 .••• • ,- ,.•' i: 1 . . ] , . . . • ..••' 1 g 1 ,...- (6 : ,- , 33, ))0,/,IZ 7 n,/ , , • : : . .••• .••• ..•• • t--- ! 2- 4 , -i- i•-- t , , . . . . • . : - -,•:--- :-1- 4 ! 4 ' 4 . . , . 1 .... V — II I ti K ....-/ / : 0 • ' '''' ' I - 1sK 2..-N k l't, il I 9 , 1 1 1 k ' -,.. 4- 4,-- - : :- A-- ' -4-----4-----1 -1 :. -A 4,. -— ft 11 -.. i I 7:6 x kri_ 1 . .,4,, ••i• ::-4-4 4.! I ! • . • ,•• _1 i : . A:: a 30q 333114 1 1,• , • : • • • . : • , , . -4- . i Ill i 1 ;ilk 1 .i--- i ii:4 ! lip,"<fre,14 0. 5 f k ; , 1 •••••itt , ! ---4,---4---' --J- ! . . , ! . . • . • . f .4 4 ...t. ,i... 4 • . , , . • . . :• • • : --, 4 ----4.-- 4 i• ,4,- --4-- -4- i--- -I 1:- .•• I • . , : : ,-, -1. -,.. • • , • : ..-• : . : . 11 et / : ..•• I. ) 1..• r._12. --!!......1.11:2A f till- 15! ett t4/7rC.• 1: : : . ; , :• : . . . . . , 1 . . • • 1 ! : : ,.• .. ! • ! : : -4- 4- ---4-L i. 4------i-- 4 4 -, : . . • • . : : . : . .••• i . i . : . li i • : : ; , .- 4 I- i 4-- 1 ; ' FrA,I I 1: i--------t•-------4----4 , . : . . . ', 1.• , 4- ,-,- Pi L. I/ii T04-4,1 .,.. i. .6 2.3f k/z- c) k 5;76 K.,). .....4 ; t , t . : . : I , , • • . : --i--- • , ;-KLityl K 7 4, 5‘k) • , . • , . . , - . • . . , . • . R•2, (a, o, fi), K./ it!, 2 1 )() 1 I 1 ! J . V .--•-• 1 5'7'K. , . . : • i . . t i • -tt ----4•••• tr , •t• . • , ,, . • : .M : i:,......-1 i' i ,. , , i i. 1 , , , ,,A , ....1 let , It. 1 4 .r.--1- ' - ! ellit1;11i : I "1""! I I t" 1! "I .•: i 1 I .., v !..-4 : 54,`0.1:::::- ! • v1.- ',ft ! ! 4,_ L, 1 4 - 'a, : . • i, -- wa r,ipti :got' :-. i, t5'ik . 1 1--- .i- ---i 4- -4 + 4- 4.14,, 4 . 4.. ....., 1A -,.-„ , : f--i- f "---- i4----' ----4--- '.--4 4 i i 1 . . t ,, -1 : 4: ,i . , • -4- , ! I 4 4 1 I ,4 4 . : .. , : ..,,,. , , ! 1 ii 55 gix It;", 77-- ; ; 1 , : ; ti. .4,ot:/./4.437.4.- i .4 i ; 1 1 • + -4----- i ----;- i f. 1-- 1 1' -'--- ff . ! ; •-, - 4- i + -4--• 4- .-4.- --4 -,--'!: 4:: ! 1 - ---1 •-4- -4-- I- ti• --t: 1- 4 i ! i 1- : . , 1 - i i 1 I 1 I I --t .4- •-•4:- 4 -+ --1:- 4 -±L- -if 41L- '''' ----li 1141 4-4 4-1- 4-1- 1 i 4 4- 4ii i ! t i I .vit,„4...cl ,,,,,,, ,„ ! I i,. i _k_5oei pp.VII- 1 .0 ! 1,4,, i "Lite'...4.,.., .4 ! 1- 4--- --4-- c ..i.---9 i 2. -Pt 4- -4- 1"; t. ..,.i .± 1 1 . . : ; t• • , , t - t "r ] I." ' i- ] , i. •4 1 i : 1 ' II 41t1 I i -.. 1-, -H- - i' . . 1 I -i 2t- +—ft -1----i—l• 1 1 t- ' I ! • 1 — ! !,. _I_ _i_ j — i _.....L.,......i , .,,,,,„. ; ...,1 ISI i Project Title: Engineer: Project ID: Project Descr: __ 5Tj3 I " Steel Beam Software =E:ladcadm17t0300.00 Reece Security•Phase 2'tStructuraAFraming.ec6. Software.r ENERCALC,INC.1983-2018,Build:10.18.10.31 . Lic,#: KW-06006865 Licensee : CIDA INC. Description: East Stair-Header at Top Landing CODE REFERENCES Calculations per AISC 360-10, IBC 2015,CBC 2016,ASCE 7-10 Load Combination Set:ASCE 7-10 Material Properties Analysis Method: Allowable Strength Design Fy Steel Yield: 46.0 ksi Beam Bracing: Completely Unbraced E:Modulus 29,000.0 ksi Bending Axis: Minor Axis Bending D(0 633)L(1 267) w w D(0.2}L(0,4) HSS6x4x3/6 Span 10.0 ft 1 Applied Loads Service loads entered.Load Factors will be applied for calculations. Beam self weight NOT internally calculated and added Uniform Load: D=0.050, L=0.10 ksf, Tributary Width=4.0 ft Point Load: D=0.6330, L=1.267 k IP 4.0 ft,(P) 'k. IlDESIGN SUMMARY Desi•n OK Maximum Bending Stress Ratio = 0.573: 1 Maximum Shear Stress Ratio= 0.122 : 1 Section used for this span HSS6x4x3/8 Section used for this span HSS6x4x3/8 Ma:Applied 11.760 k-ft Va:Applied 4.140 k Mn/Omega:Allowable 20.521 k-ft Vn/Omega:Allowable 34.065 k Load Combination +D+L Load Combination +D+L Location of maximum on span 4.000ft Location of maximum on span 0.000 ft 11; Span#where maximum occurs Span#1 Span#where maximum occurs Span#1 Maximum Deflection Max Downward Transient Deflection 0.309 in Ratio= 387>=3601 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.464 in Ratio= 259>=240 Max Upward Total Deflection 0.000 in Ratio= 0<240 Maximum Forces &Stresses for Load Combinations Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span# M V Mmax+ Mmax- Ma Max Mny Mny/Omega Cb Rm Va Max Vny Vny/Omega D Only 1 Dsgn L= 10.00 ft 1 0.191 0.041 3.92 3.92 34.27 20.52 1.20 1.00 1.38 56.89 34.07 +D+L Dsgn.L= 10.00 ft 1 0.573 0.122 11.76 11.76 3427 20.52 1.20 1.00 4.14 56.89 34.07 Overall Maximum Deflections Load Combination Span Max.''Deft Location in Span Load Combination Max '+'Defl Location in Span +D+L 1 0.4642 4.914 0.0000 0.000 000 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination mbi amam Support 1 Support 2 3.760 Overall MiNimum 1.380 1.253 t D Only 1.380 1.253 +D+L 4.140 3.760 I L Only 2.760 2.507 I I Project Title: Engineer: Project ID: Project Descr: 1 ST1t ( Steel Beam File=E:ladcadd\1710300.00 Reece Security-Phase 2'StructurallFraming.ec6 . Sohware cepyri.,I ENERCALC.INC.1983-2018,Build:10.18.10.31 . I Lic.#: KW-06006865 Licensee:CIDA INC. Description: East Stair-Full length landing beam CODE REFERENCES ICalculations per AISC 360-10, IBC 2015, CBC 2016,ASCE 7-10 Load Combination Set:ASCE 7-10 Material Properties I Analysis Method: Allowable Strength Design Fy:Steel Yield: 46.0 ksi Beam Bracing: Completely Unbraced E:Modulus: 29,000.0 ksi Bending Axis: Major Axis Bending ID(125)1L(2 51) .___.__....__1 ._.. ....__.._..®..de....�.�s._V...r..� .®_.® _.._... HSS8x4x3/8 I Span=25.0 ft I Applied Loads Service loads entered.Load Factors will be applied for calculations. I Beam self weight NOT internally calculated and added Load(s)for Span Number 1 Point Load: 0=1.250, L=2.510 k 0 8.0 ft,(P) I DESIGN SUMMARY Desi•n OK Maximum Bending Stress Ratio = 0.474: 1 Maximum Shear Stress Ratio= 0.032 : 1 Section used for this span HSS8x4x3/8 Section used for this span HSS8x4x3/8 I Ma:Applied 20.454 k-ft Va:Applied 2.557 k Mn/Omega:Allowable 43.154 k-ft Vn/Omega:Allowable 80.208 k Load Combination +D+L Load Combination +D+L Location of maximum on span 8.000ft Location of maximum on span 0.000 ft I Span#where maximum occurs Span#1 Span#where maximum occurs Span#1 Maximum Deflection Max Downward Transient Deflection 0.698 in Ratio= 429>=360 Max Upward Transient Deflection 0.000 in Ratio= 0<360 I Max Downward Total Deflection 1.046 in Ratio= 287>=240 Max Upward Total Deflection 0.000 in Ratio= 0<240 Maximum Forces&Stresses for Load Combinations Load Combination111 Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span# M V Mmax+ Mmax- Ma Max Mnx Mnx/Omega Cb Rm Va Max Vnx Vnx/Omega D Only Dsgn.L= 25.00 ft 1 0.158 0.011 6.80 6.80 72.07 43.15 1.41 1.00 0.85 133.95 80.21 I +D+L Dsgn.L= 25.00 ft 1 0.474 0.032 20.45 20.45 72.07 43.15 1.41 1.00 2.56 133.95 80.21 Overall Maximum Deflections Load Combination Span Max.'-°Defl Location in Span Load Combination Max.°+"Defl Location in Span I +D+L 1 1.0463 11.357 0.0000 0.000 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 I Overall MAXimum 2.557 1.203 Overall MINimum 0.850 0.400 D Only 0.850 0.400 F'. +D+L 2.557 1.203 L Only 1.707 0.803 I 15895 SW 72ND AVENUE,SUITE 200 ,• PORTLAND,OREGON 97224 a ' , TEL:503.226.1285 FAX:503.226.1670 y ` E-MAIL:info@cidainc.com tlr PROJECT NAME: f'we�+ 5G�. 4'r i..1 PRO.NO, A1` (7�.�C/ Y L- SHEET ✓ 15 TITLEBY: \/•!j DATE: , Arorn iv • • f(��' • ��. tr.. ' rS �� � i s L ppb •• : . �- � . ; : � . : y w , ' (t) < iiorU/ Ori4/?,cxpJf) • 2. fi • • • i„.. ...f.., i i ,..1.„ ::. „+„.. 4 44", 4.. ; •f ------,:- ; ; ; • 11; („1!31YNIZii, .6...4)C1 tf 1 4f' Ke) • • 1- , i � /x E •• • 3 • • • • • • R 2.1�� , G*.K7 .$'4 . • i ,.. e f�.SK K • Al ` - 38 77 l . < Ftl- 44 1 = d,742�k `�.." za� � n - �,� 4; _ 1, 2l3 k C.12X C t/ 1$ r44 1'e. • e E P tn L- �I fal • (rI3, 1 , • s ri.`_ ( � , o, iC Ic e f i • R. 2.37 �i7,fk 17,11 is) • f (Y 1 a • 1 i .` i f S 3 i II t 1_...... f5eVii4• 2 412n � t • . •1 • • i } i 33 � I [ �� -`. • F..... _ a _{.. ,E E ; ..... s l Li, , • :: ! I Project Title: Engineer: Project ID: Project Descr: I 5 T16 Steel Beam File=E:ladcadd11710300.00 Reece Security-Phase 21StructurafTraming.ec6 . Software..1, ENERCALC,INC.1983-2018,Build.10.18.10.31 . Lica#: KW-06006865 Licensee:CIDA'INC._ Description: East Stair Stringer CODE REFERENCES 1 Calculations per AISC 360-10, IBC 2015, CBC 2016,ASCE 7-10 Load Combination Set:ASCE 7-10 Material Properties I 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(1.38)�L(2 76) D(1 12)L(2 24) D(0.1)$L(0.2) o I e IC12x20.7 Span=24.250 ft Applied Loads Service loads entered.Load Factors will be applied for calculations. I Beam self weight NOT internally calculated and added Load for Span Number 1 Uniform Load: D=0.050, L=0.10 ksf,Extent=7.625--»20.896 ft, Tributary Width=2.0 ft 0 Point Load: D=1.380, L=2.760 k @ 7.625 ft,(P1) Point Load: D=1.120, L=2.240 k©20.896 ft,(P2) IDESIGN SUMMARY Desi.n OK Maximum Bending Stress Ratio = 0.843: 1 Maximum Shear Stress Ratio= 0.149 : 1 Section used for this span C12x20.7 Section used for this span C12x20.7 I Ma:Applied 38.765 k-ft Va:Applied 6.538 k Mn/Omega:Allowable 45.988 k-ft Vn/Omega:Allowable 43.769 k Load Combination +D+L Load Combination +D+L 111 Location of maximum on span 10.324ft Location of maximum on span 20.924 ft Span It where maximum occurs Span#1 Span it where maximum occurs Span ft 1 Maximum Deflection Max Downward Transient Deflection 0.742 in Ratio= 391>=360 I Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 1.114 in Ratio= 261 >=240 Max Upward Total Deflection 0.000 in Ratio= 0<240 Maximum Forces& Stresses for Load Combinations Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span# M V Mmax+ Mmax• Ma Max Mnx Mnx/Omega Cb Rm Va Max Vnx Vnx/Omega D Only Dsgn.L= 24.25 ft 1 0.281 0.050 12.92 12.92 76.80 45.99 1.00 1.00 2.18 73.09 43.77 I +D+L Dsgn.L= 24.25 ft 1 0.843 0.149 38.77 38.77 76.80 45.99 1.00 1.00 6.54 73.09 43.77 Overall Maximum Deflections I Load Combination Span Max. "Defl Location in Span Load Combination Max.°+Defl Location in Span +D+L i 1.1142 12.056 0.0000 0.000 Vertical Reactions Support notation:Far left is#1 Values in KIPS I Load Combination Support 1 Support 2 Overall MAXimum 4.943 6.538 Overall MINimum 1.648 2.179 D Only 1.648 2.179 I +0+1. 4.943 6.538 L Only 3.295 4.359 Project Title: Engineer: Project ID: Project Descr: $117 Steel Column File=E: dcadd11710300.00 Reece Security-Phase 2l StnxturallFraming.ec6. Software .. right ENERCALC,INC.1983-2018,Build:10.18.10.31 . Lic.#:KW-06006865i' Licensee: CIDA INC. i Description: Tall Column Code References Calculations per AISC 360-10, IBC 2015,CBC 2016, ASCE 7-10 Load Combinations Used:ASCE 7-10 General Information Steel Section Name: HSS3-1/2x3-1/2x1/4 Overall Column Height 29 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=21.5 ft,K=1.0 Y-Y(depth)axis: Unbraced Length for Y-Y Axis buckling=12 ft,K=1.0 Applied Loads Service loads entered.Load Factors will be applied for calculations I Column self weight included:303.903 lbs*Dead Load Factor AXIAL LOADS... Axial Load at 8.50 ft,Xecc=1.750 in,Yecc=1.750 in,D=1.970,L=3.940 k Axial Load at 29.0 ft,Xecc=1.750 in,D=0.40,L=0.80 k DESIGN SUMMARY Bending&Shear Check Results PASS Max.Axial+Bending Stress Ratio = 0.7082 :1 Maximum Load Reactions.. Load Combination +D+L Top along X-X 0.03575 k Location of max.above base 8.369 ft Bottom along X-X 0.03575 k At maximum location values are... Top along Y-Y 0.02972 k ,- Pa:Axial 7.414 k Bottom along Y-Y 0.02972 k li Pn/Omega:Allowable 11.449 k Ma-x:Applied -0.2487 k-ft Maximum Load Deflections... Mn-x/Omega:Allowable 8.034 k-ft Along Y-Y 0.3519 in at 14.597ft above base Ma-y:Applied -0.2992 k-ft for load combination:+D+L Mn-y/Omega:Allowable 8.034 k-ft Along X-X 0.2429 in at 14.013ft above base for load combination:+D+L PASS Maximum Shear Stress Ratio= 0.001657 :1 Load Combination +D+L Location of max.above base 0.0 ft At maximum location values are... VaOga 0.03575 k Vn/Omega 21. :Allowable 21.572 k Steel Section Properties . HSS3-112x3-112x114 1 Depth = 3.500 in I xx = 5.04 in^4 J = 8.350 in^4 Design Thick = 0.233 in S xx = 2.88 in^3 Width = 3.500 in R xx = 1.320 in Wall Thick = 0.250 in Zx = 3.500 inA3 Area = 2.910 inA2 I yy = 5.040 104 C = 4.920 inA3 Weight = 10.479 plf S yy = 2.880 inA3 R yy = 1.320 in Ycg = 0.000 in I I I I I Project Title: Engineer: Project ID: Project Descr: 1 5-1.1 File=E:ladeadd11710300.00 Reece Security-Phase 21StructurallFraming.ec6. Column�UColumnSoftware copyrifit ENERCALC,INC.1983-2018,Build:1018.10.31 . Lic.ic.##:KW46006865 Licensee CIDA iNc, I Description: Tail Column Sketches Load 1 ti 1 � I +X o Load 2 x . i R R 3 M' i L I3.501n 1 I I I I I I I I I 15895 SW 72ND AVENUE,SUITE 200 Q PORTLAND,OREGON 97224 TEL:503.226.1285 FAX:503.226.1670 II OE-MAIL: info@cidainc.com ���/ �r f +1 /{ 2-- ay L�ryQ �-5e- 5 `'FI + 170300/°v _.._....__....._ SHEET �7 7{ t PRolEcT NAME: Pwc?J.No. Tf7 LE: — — ........................._..._......... Bv: KA/11 DATE: i1/1.4/IO II s x. .. i • • • Sa.: « ....-• m. ..b. g b..... • • • • N Y f P L: •• • • ;_••• i ", 4-- 1 45, -5_ I • • ett!A —fI. 4 • 4 � — 4 • ilt.•4te .5+r r44a . Df 2 °fi t .a.. a ....... .- it)_� X53 �i= '3 i a' =. e .....£ 41(1" __fit:se-$ X • 1- —t i t : ,4.,, ,„.il ..i. ,....41., ,t1. II ..4_,,i .„„,.:.' . 11. ! i. ---4----,44, —4- ----4 t 1-; ;1"- t• .i'.. 11 ; £ ar 3 i I 111 • 4e a +fr '. 44 .-Sen. .„.„4„... ,{-^.' „gym i. 1 i 1 • •ii 1h q . F S 1 i € ---t-- r_ ...-5 :.—...t_ _.+ _.. i _ , ... 44_ 4 ... •-t 4_ -4— __�_. _}._ _Y. _ _ _ _ 1 4 i 5 1i E 1 ... _____I............. I,. ._ t• 1 �, -b + L I 1 I iIi 1 I t 4 i,,' ..._ q I 4 .._.. 1 • t t 1 Project Title: I Engineer: Project ID: Project Descr: S rw ,. Steel Column File=E:ladcadd11710300.00 Reece Security-Phase 22StructuraflFraming.ec6 . Software copy', t ENERCALC,INC.1983.2018,Build:10.18.10.31 . LAC.#:'KW-06006865, Licensee: CIDA INC.' Description: Column Typ, Code References ICalculations per AISC 360-10, IBC 2015, CBC 2016, ASCE 7-10 Load Combinations Used:ASCE 7-10 General Information I Steel Section Name: HSS3-1/2x3-112x1/4 Overall Column Height 17 ft Analysis Method: Allowable Strength Top&Bottom Fixity Top&Bottom Pinned Steel Stress Grade Brace condition for deflection(buckling)along columns: I 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=17 ft,K=1.0 Y-Y(depth)axis: Unbraced Length for Y-Y Axis buckling=17 ft,K=1.0 I Applied Loads Service loads entered.Load Factors wilt be applied for calculations. Column self weight included:178.150 lbs*Dead Load Factor . AXIAL LOADS... Axial Load at 17.0 ft,Xecc=1.750 in,Yecc=1.750 in,D=2.430,L=4.860 k I DESIGN SUMMARY Bending&Shear Check Results PASS Max.Axial+Bending Stress Ratio = 0.6415 :1 Maximum Load Reactions.. I Load Combination +D+L Top along X X 0.06254 k Location of max.above base 16.886 ft Bottom along X-X 0.06254 k At maximum location values are... Top along Y Y 0.06254 k Pa:Axial 7.468 k Bottom along Y-Y 0.06254 k Pn/Omega:Allowable 18.313 k Max:Applied -1.056 k-ft Maximum Load Deflections... Mn-x/Omega:Allowable 8.034 k-ft Along Y-Y -0.2350 in at 9.926ft above base for load combination:+D+L I Ma-y:Applied1.056 k-ft Mn-y/Omega:Allowable 8.034 k-ft Along X-X -0.2350 in at 9.926ft above base for load combination:+D+L PASS Maximum Shear Stress Ratio= 0.002899 :1 i Load Combination +D+L Location of max.above base 0.0 ft At maximum location values are... Va:Applied 0.06254 k Vn/Omega:Allowable 21.572 k ISteel Section Properties : HSS3-112x3-112x1/4 Depth = 3.500 in I xx = 5.04 104 J = 8.350 inA4 Design Thick = 0.233 in S xx = 2.88 inA3 I Width = 3.500 in R xx 1.320 in Wall Thick = 0.250 in Zx = 3.500 103 Area = 2.910 inA2 I yy = 5.040 inA4 C = 4.920 inA3 Weight = 10.479 plf S yy = 2.880 inA3 IR yy = 1.320 in Ycg = 0.000 in II I 111/ I Project Title: Engineer: Project ID: Project Descr: File=E adcadd11710300.00 Reece Security-Phase 2Structura1'Framing.ec6. Steel Column Software copyright ENERCALC,INC.1983.2018,Build 10.18.10.31 . Lit.#: KW-06006865 Licenser,CIDA INC. Description: Column Typ. I Sketches i4A5k 1,y, Load 1 II F ilal 1 +X o? Lc)! 4 II III 3.50in [2' II I .^ I J I I I a I a I I I IIIIIII 15895 SW 72ND AVENUE,SUITE 200 . :kkeuf• ',. PORTLAND,OREGON 97224 ISOW TEL:503.226.1285 FAX:503.226.1670 .. .. 0 *XV" E-MAIL:info©cidainc.com la PROJECT NAME: Kee.-ce. 5'e Cadiri4)/ pRo -Fru,: .. ,NSHEET o. 110300.0 2.. C.I DATE: WoAq ____ _____ + „,... 4 . i .„..,,, , • L.1.:C,1.. 9,, , 4 4— — 4 • — 4 1 _ 2 / .,. t —4-4 4, i 4 e — -4 e- . r • /...... 1 41 ! • , --- Jaist 0 loo:S 1 . : 1- — —( , ,... t. lv , e—fil. Rvi . ..........g) -4:111/‘:::: Ili- ••._ 4.4 ••,.- ••• - ,,,, _ 4, , . . .• . : . : • , 7 - ; 7--- " ,. ,„ 4, ! ,, „, .,, ,,„ ,. ,, ,. .,. , 4-• , . 1 - t---- , I t ...e rrt Ik'b 2-ff ., i ,.. 4 O.)5 etrwe- Tkt , ..i , P s . --roivl i , -;• drift , ‘ L° wi"aPitit f 5 '-- %loll) to711y14 ' : . 1 •• , , .,-,-- ' , -- --- r.--- -1 11— -5,ctik. 1k7.. .- , i *towakt:----Olst,D1 rif 761 fie) 04.4k w-ikii 104J i..., L 4retit. 10 1* 34 If - --- - „ - - - Wwin4t.'6' 'F 3,Yty(f/-52,6q*plc) : I . t 0,75 5 0,15 v1/41 1 04-AI a6.1) 0,6 W Tofal i -- , ,' / R (12-041 61 I 17/ 35 ii,/I 1/.16 lb) ' .. 1.—. .,inax—___Wit-7 . 'ki...ptii-X_tarliO-r( ! - 2_112 11-15 )321- dokv6112> z , - - 1W 17q ii2 162, ill 3g 2_ lb) ( 5) Rz.,wo„)(_4,4pliii-=( 31 Ibi-. 14 2.117/-131119), 1 . ,. .. . ..b... . , I Lt)' 6 '1 ad e f btat.e., (i) 54442 it 5R 41(-1500 oKay Oo r I I 3 5 1'19 cfpl i - —_.- t . . TT I ' „..) . __„.1..nit son vii _ )/k x 10c1 1 i tiotils 0 L. 1 1• M)(-. °i' .- 4 1)9 :(4)5:U ft ! 7Z.° )6 davirt war& . . . .. , .. . 4 1 ' 1 ,,,,,, ,a, I2.t7 i6s 05W E Total , : _ . i . snow , imittAX 4001-144r12:7(it2- $/306 ib/IZ 6 np/it7et it) p ...y, ois 1 1. ' t- 1<& ve 6,4) 1 Lew ., f*\ . (i sei ikk_45,5 i :--- le, 15 lb fat.5.i0K on I edgo. loco,' loi 54' Cz%4 1. A.PO - , Act embeJ&L 3° w/51*Pnrsot AT-7-)(f 5 _ Project Title: Engineer: Project ID: Project Descr: Wood Beam File=E:ledcaddd1710300.00 Reece Smelly-Phase 21 StnidurallFraming.ec6. Saitware copy'• t ENERCALC,INC.1983-2018,Build:10.18.12.13. Lic.#: KW-06006865 Licensee :CIDA INC. I Description: Canopy joist-Max downward CODE REFERENCES Calculations per NDS 2015, IBC 2015,CBC 2016,ASCE 7-10 Load Combination Set:ASCE 7-10 Material Properties Analysis Method: Allowable Stress Design Fb+ 900.0 psi E:Modulus of Elasticity Load Combination ASCE 7-10 Fb- 900.0 psi Ebend-xx 1,600.0ksi Fc-PrIl 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 31.210pcf Beam Bracing : Beam is Fully Braced against lateral-torsional buckling S 0.03601:.:,,,._:•`1404 D(0.01)S(s.05) 0 -a D(0.0t)°S(0.05) " • 0 0 O O 0 O 0 0 0 I AS 4x6 AN 4x6 I Span=3.50ft Span=1.50ft M. ,..m.m ._ -- M ...P..,w e..._ p . Applied Loads Service loads entered.Load Factors will be applied for calculations. 1 Beam self weight calculated and added to loads Loads on all spans... Varying Uniform Load: S=0.0360->0.007440 k/ft,Extent=0.0--»5.0 ft Load for Span Number 1 Uniform Load: D=0.0050, S=0.0250 ksf, Tributary Width=2.0 ft Uniform Load: W=0.03070 ksf,Extent=0.0--»2.50 ft, Tributary Width=2.0 ft,(NW) Uniform Load: W=0.05702 ksf,Extent=2.50--»3.50 ft, Tributary Width=2.0 ft,(NL) Load for Span Number 2 Uniform Load: D=0.0050, S=0.0250 ksf, Tributary Width=2.0 ft Uniform Load: W=0.05702 ksf, Tributary Width=2.0 ft,(NL) DESIGN SUMMARY Desi.n OK Maximum Bending Stress Ratio = 0.051: 1 Maximum Shear Stress Ratio = 0.052 : 1 Section used for this span 4x6 Section used for this span 4x6 j fb:Actual = 68.12psi fv:Actual = 10.85 psi II FB:Allowable = 1,345.50psi Fv:Allowable = 207.00 psi Load Combination +D+S Load Combination +D+S Location of maximum on span = 1.447ft Location of maximum on span = 3.050 ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward Transient Deflection 0.002 in Ratio= 19208>=360 Max Upward Transient Deflection -0.001 in Ratio= 35534>=360 Max Downward Total Deflection 0.003 in Ratio= 16542>=240 Max Upward Total Deflection -0.001 in Ratio= 34666>=240 I Overall Maximum Deflections Load Combination Span Max."Defl Location in Span Load Combination Max.'+'Defl Location in Span +D+S 1 0.0025 1.623 0.0000 0.000 I +0.60W 2 0.0013 1.500 +D+S -0.0008 1.056 I Project Title: Engineer: Project ID: Project Descr: I G3 Wood Beath File=E:ladcadd11710300.00 Reece Security-Phase 2%StructurallFraming.ec6 . Software copyright ENERCALC,INC.1983.2018,Buid:10.18.12.13. Lic.#:KW-06006665 Licensee: CIDA INC. Description: Canopy joist-Max downward Vertical Reactions Support notation:Far lett is#1 Values in KIPS Load Combination Support 1 Support 2 Support 3 I Overall MAXimum 0.145 0.392 Overall MINimum 0.078 0.360 D Only 0.020 0.051 +D+S 0.140 0.290 +D+0.60W 0.067 0.267 +D+0.750S+0.450W 0.145 0.392 +0.60D+0.60W 0.059 0.247 S Only 0.119 0.239 W Only 0.078 0.360 I I I I I I I I I I I Project Title: Engineer: Project ID: Project Descr: Gq- I Wood Beam Fite=E:\adcadd11710300.00 Reece Security-Phase 21SInn IurallFraming,ec6. Software-4 1 ENERCALC,INC.1983.2018,Build:10.18.12.13. Lit.#:kkW-06006865 Licensee:CIDA INC.: I Description: Canopy joist-Max plift CODE REFERENCES Calculations per NDS 2015, IBC 2015, CBC 2016,ASCE 7-10 Load Combination Set:ASCE 7-10 Material Properties Analysis Method: Allowable Stress Design Fb+ 900.0 psi E:Modulus of Elasticity Load Combination ASCE 7-10 Fb- 900.0 psi Ebend-xx 1,600.0ksi Fc-POI 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 111 Ft 575.0 psi Density 31.210pcf Beam Bracing : Beam is Fully Braced against lateral-torsional buckling W(-0.05264) W(-0.08334) a a a a a W(-0.05264) 0 a 0 D(001)a a 0 D(0001) o e 0 0 0 0 0 0 00 0 I 4x6 4x6 I Span=3.50 ft Span=1.50 ft ( Applied Loads Service loads entered.Load Factors will be applied for calculations. I Beam self weight calculated and added to loads Load for Span Number 1 Uniform Load: D=0.0050 ksf, Tributary Width=2.0 ft Uniform Load: W=-0.04167 ksf,Extent=0.0--»2.50 ft, Tributary Width=2.0 ft,(NW) Uniform Load: W=-0.02632 ksf,Extent=2.50--»3.50 ft, Tributary Width=2.0 ft,(NL) Load for Span Number 2 Uniform Load: D=0.0050 ksf, Tributary Width=2.0 ft Uniform Load: W=-0.02632 ksf,Extent=0.0--»1.50 ft, Tributary Width=2.0 ft,(NL) DESIGN SUMMARY Desi•n OK Maximum Bending Stress Ratio = 0.017 1 Maximum Shear Stress Ratio = 0.015 : 1 Section used for this span 4x6 Section used for this span 4x6 fb:Actual = 32.08 psi fir:Actual = 4.20 psi FB:Allowable = 1,872.00 psi Fv:Allowable = 288.00 psi Load Combination +0.60D+0.60W Load Combination +0.60D+0.60W Location of maximum on span = 1.506ft Location of maximum on span = 3.050ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward Transient Deflection 0.000 in Ratio= 0<360 Max Upward Transient Deflection -0.001 in Ratio= 29113>=360 Max Downward Total Deflection 0.001 in Ratio= 41078>=240 Max Upward Total Deflection -0.001 in Ratio= 34106>=240 Overall Maximum Deflections Load Combination Span Max. 'Defl Location in Span Load Combination Max +'Deft Location in Span 1 0.0000 1.500 +0.60W -0.0014 1.642 +0.60W 2 0.0009 1.500 0.0000 1.642 I I Project Title: Engineer: Project ID: Project Descr: I . c5 Wood Beam Ale=EAadcaddt1710300.00 Reece Security•Phase 21Structural1Framing.ee6. Software AL- ENERCALC,INC.1983-2018,Build:10.18.12.13. Lic.#: KW-06006865 Licensee:CIDA INC. Description: Canopy joist-Max Uplift Vertical Reactions Support notation:Far left is#1 Values in KIPS I Load Combination Support 1 Support 2 Support 3 Overall MAXimum -0.125 -0.215 Overall MINimum 0.020 0.051 D Only 0.020 0.051 I +D+0.60W -0.054 -0.079 +0.60D+0.60W -0.063 -0.099 W Only -0.125 -0.215 I I I I 111 I I I I 1 C. I SIMPSON Anchor Designers' Company: CIDA Date: 11/5/2018 Engineer: Rebekah Huschka Page: 1/6 stro Software Project: I " rVersion 2.6.6703.21 Address: 15895 SW 72 Ave Phone: (503)226-1285 E-mail: rebekahhQcidainc.com I 1.Project information Customer company: Project description: Customer contact name: Location: Customer e-mail: Fastening description: 11 Comment: 2.Inout Data&Anchor Parameters General Base Material Design method:ACI 318-08 Concrete:Normal-weight Units:Imperial units Concrete thickness,h(inch):6.00 State:Cracked Anchor Information: Compressive strength,fc(psi):3000 Anchor type:Bonded anchor 4rc,v: 1.0 Material:F1554 Grade 36 Reinforcement condition:B tension,B shear Diameter(inch):0.500 Supplemental reinforcement:Not applicable Effective Embedment depth,he(inch):3.000 Reinforcement provided at corners:NoIII Code report:IAPMO UES ER-263 Ignore concrete breakout in tension:No Anchor category:- Ignore concrete breakout in shear:No Anchor ductility:Yes Hole condition:Dry concrete hmtn(inch):4.25 Inspection:Continuous cac(inch):5.58 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 Recommended Anchor Anchor Name:AT-XP®-AT-XP w/1/210 F1554 Gr.36 Code Report:IAPMO UES ER-263 ' 1..t.ti..,::: ., 0 il I r I I • I 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 I 1 G7 SIMPSON Anchor Designer."'" Company: CIDA Date: 11/5/2018 Engineer: Rebekah Huschka Page: 2/6 I_ �s .�ie.' Software Version 2.6.6703.21 Project: Address: 15895 SW 72 Ave Phone: (503)226-1285 II E-mail rebekahh@cidainc.com Load and Geometry I Load factor source:AC1 318 Section 9.2 Load combination:not set Seismic design:No Anchors subjected to sustained tension:No I Apply entire shear load at front row:No Anchors only resisting wind and/or seismic loads:Yes Strength level loads: I N.a[Ib]: 158 V.sa[Ib]:948 Vuay[lb]:0 I <Figure 1> Z 158 lb I I � . 0 l Iti ,, Y 948Ib `M �� 4 ` if X �� 0 I �O 1 I l:- 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 G$ SIMPSON Anchor Designer Company: CIDA Date: 11/5/2018 SOftWare Engineer: Rebekah Huschka Page: 3/6 Strong-Tie Project: Version 2.6.6703.21 Address: 15895 SW 72 Ave Phone: (503)226-1285 E-mail: rebekahh@cidainc.com I <Figure 2> i { I I0I col I i I 3.88 _ 1 I I I I I I m 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 I GQ SIMPSON Anchor Designer TM Company: 'CIDA Date: 11/5/2018 Engineer: Rebekah Huschka Page: 4/6 I StrongTi Software Project: Version 2.6.6703.21 Address: 15895 SW 72 Ave ® Phone: (503)226-1285 IE-mail: rebekahh@cidainc.com 3.Resulting Anchor Forces Anchor Tension load, Shear load x, Shear load y, Shear load combined, I Nue(Ib) V...(Ib) Wm,(Ib) J(Vuaa)2+(Vu.y)'(Ib) 1 158.0 948.0 0.0 948.0 Sum 158.0 948.0 0.0 948.0 I Maximum concrete compression strain(%o):0.00 Maximum concrete compression stress(psi):0 Resultant tension force(lb):158 Resultant compression force(Ib):0 I Eccentricity of resultant tension forces in x-axis,e'rxc(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'v.(inch):0.00 Eccentricity of resultant shear forces in y-axis,e'vy(inch):0.00 I I4.Steel Strength of Anchor in Tension(Sec.D.5.11 N..(Ib) 0 ON..(Ib) U8235 0.75 6176 5.Concrete Breakout Strength of Anchor In Tension(Sec.D.5.2} Nb=k. rF.h.r'5(Eq.D-7) Ik. ,t F.(psi) he(in) Nb(Ib) 17.0 1.00 3000 3.000 4838 ONw=0(ANC/AN..)Y'w,NY'c,NY'cp,NNb(Sec. D.4.1 &Eq.D-4) I AN.(in2) ANc.(in2) c.,,ara(in) y'.d,N Y'c,N y'ry,N Nb(Ib) f Ncb(Ib) 75.42 81.00 3.88 0.959 1.00 1.000 4838 0.65 2807 I 6.Adhesive Strength of Anchor in Tension(AC308 Sec.3.3) Acr= ncaf.non-nnnK.ar rk,a(psi) f.hort-ta,m Kee icer(psi) I 1035 1.00 1.00 1035 No=rkr.�rdaher(Eq.D-16f) rk,.(psi) de(in) her(in) No(Ib) 1035 0.50 3.000 4877 ION.=0(ANS ANao)Ted,Nay'p,NeN.o(Sec.D.4.1&Eq.D-16a) AN.(in2) ANao(in2) Y'ed,Na vi„,No N.o(Ib) d ON.(lb) 75.42 81.00 0.959 1.000 4877 0.65 2830 I I 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 C1O I SIMPSON Anchor DesignerTm Company: CIDA Date: 11/5/2018 Engineer: Rebekah Huschka Page: 5/6 Software Pro ect: I Strong-Tie Tll' version 2.6.6703.21 J p� ® Address: 15895 SW 72 Ave l Phone: (503)226-1285 E-mail: rebekahh@cidainc.com 111 8.Steel Strength of Anchor in Shear(Sec.D.6.1) I V.(Ib) Oarour 0 Oyrout0Vaa(Ib) 4940 1.0 0.65 3211 9.Concrete Breakout Strength of Anchor in Shear(Sec.D.6.21 I Shear parallel to edge In x-dlrect/on: Vey=7(4/da)°2JdalJrcc.115(Eq.D-24) I.(in) d.(in) 2 re(psi) cal(in) VDy(Ib) 3.00 0.500 1.00 3000 3.88 2965 ydVoax=0(2)(Avc/Avco)Y4d,v Pc,v Ph,vVDy(Sec.D.4.1,D.6.2.1(c)&Eq.D-21) Ave(in2) Avco(in2) Y4d,v 'Yo,v y'n,v Vey(Ib) td tVeex(Ib) I 67.74 67.74 1.000 1.000 1.000 2965 0.70 4151 10.Concrete Pryout Strength of Anchor in Shear(Sec.D.6.3) I �Vep= min�ke,N.;kc,NcD�= min�k�(ANeIANao)Y'.d,N.'f'p,NaN.o;..cps -c.N-cp,NNa.(Eq.D-30a) km AN.(in2) AN.o(in2) Y'cd,N. Y'p,N. N.o(ib) N.(Ib) 2.0 75.42 81.00 0.959 1.000 4877 4354 AN.(in2) ANco(in2) Y'.u,N PC,N Y'ep,N ND(Ib) N.(Ib) 0 ;Wei(Ib) 75.42 81.00 0.959 1.000 1.000 4838 4319 0.70 6046 11.Results I Jnteraction of Tensile and Shear Forces(Sec.D.7.} Tension Factored Load,N.(Ib) Design Strength,eN.(Ib) Ratio Status Steel 158 6176 0.03 Pass111 Concrete breakout 158 2807 0.06 Pass(Governs) Adhesive 158 2830 0.06 Pass Shear Factored Load,V.(Ib) Design Strength,eV.(Ib) Ratio Status 1 Steel 948 3211 0.30 Pass(Governs) II Concrete breakout y+ 948 4151 0.23 Pass Pryout 948 6046 0.16 Pass Interaction check Nua/ONn Vr/OVn Combined Ratio Permissible Status Sec.D.7..2 0.00 0.30 29.5% 1.0 Pass I AT-XP w/1/2"0 F1554 Gr.36 with hef=3.000 inch meets the selected design criteria. I (3 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 Project Title: Engineer: Project ID: Project Descr: 6/2- I Wood Beam File E:tadcadd►1T0300.00 Reece Security-Phase 2Structural\Framing.ec6. Software,.w , ENERCALC,INC.1983-2018,Build:10.18.12.13. Lic.#: KW-06006865 Licensee: CIDA INC. I Description: Canopy beam•Max downward CODE REFERENCES Calculations per NDS 2015, IBC 2015,CBC 2016,ASCE 7-10 Load Combination Set:ASCE 7-10 Material Properties Analysis Method: Allowable Stress Design Fb+ 2,400.0 psi E:Modulus of Elasticity Load Combination ASCE 7-10 Fb- 1,850.0 psi Ebend-xx 1,800.0 ksi 111 Fc-Prll 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 31.210 pcf Beam Bracing : Beam is Fully Braced against lateral-torsional buckling D(0.0255)S(0.1195)W(0.18) D(0.0255)S(0.1195)W(0.18) D(0.0255)S(0.1195)W(0.18) d d i P . $ 3 $ a 3 a 6 a 5.5x10. 5.5x10.5 ', .5x10.5 1 Spn= 1.333ft Span=17.50ft ST= 1 333 ft I Applied LoadsService loads entered.Load Factors will be applied for calculations. Beam self weight calculated and added to loads Load for Span Number 1 Uniform Load: D=0.02550, S=0.1195, W=0.180, Tributary Width=1.0 ft Load for Span Number 2 Uniform Load: D=0.02550, S=0.1195, W=0.180, Tributary Width=1.0 ft Load for Span Number 3 Uniform Load: D=0.02550, S=0.1195, W=0.180, Tributary Width=1.0 ft DESIGN SUMMARY Desi.n OK Maximum Bending Stress Ratio = 0.253 1 Maximum Shear Stress Ratio = 0.108 : 1 Section used for this span 5.5x10.5 Section used for this span 5.5x10.5 fb:Actual = 699.31 psi tv:Actual = 32.79psi psi :Allowable = 2,760.00 psi Fv:Allowable = 304.75 Load Combination +D+S Load Combination +D+S Location of maximum on span = 8.824ft Location of maximum on span = 1.333 ft Span#where maximum occurs = Span#2 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward Transient Deflection 0.260 in Ratio= 807>=360 Max Upward Transient Deflection -0.062 in Ratio= 514>=360 Max Downward Total Deflection 0.454 in Ratio= 462>=240 Max Upward Total Deflection -0.108 in Ratio= 294>=240 I Overall Maximum Deflections Load Combination Span Max. 'Defl Location in Span Load Combination Max.'+'Dell Location in Span 1 0.0000 0.000 +D+0.750S+0.450W •0.1083 0.000 +D+0.750S+0.450W 2 0.4542 8.824 0.0000 0.000 3 0.0000 8.824 +D+0.750S+0.450W -0.1083 1.333 -- Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Support 3 Support 4 'overall AXimum .104 2.104 1 ' Project Title: Engineer: Project ID: Project Descr: Wood Beam File=E:ladcaddt1710300.00 Fleece Security•Phase 21StnxturallFraming.ec6. Software .. • ENERCALC,INC.1983-2018,Build:10.18.12.13. Lic.#:KW-06006865 Description: Canopy beam-Max downward Licensee:CIDA INC. Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Support 3 Support 4 IOverall MINimum 1.815 1.815 D Only 0.383 0.383 +D+S 1.588 1.588 I +D+0.60W 1.472 1.472 +D+0.750S+0.450W 2.104 2.104 +0.600+0.60W 1.319 1.319 S Only 1.205 1.205 W Only 1.815 1.815 I 1 I I I I I I I I Project Title: Engineer: Project ID: Project Descr: c.Ilt I File=E:ladcaddt1710300.00 Reece Security-Phase 2StructurallFraming.ec6. : Wood Beam Software ENERCALC,INC.1983-2018,Build 10.18.12.13. Lica#: KW-06006865 Licensee:CIDA INC.' Description: Canopy beam-Max uplift 111 CODE REFERENCES Calculations per NO per NDS 2015, IBC 2015, CBC 2016,ASCE 7-10 LoadCombination Set:ASCE 7-10 Material Properties Analysis Method: Allowable Stress Design Fb+ 2,400.0 psi E:Modulus of Elasticity Load Combination ASCE 7-10 Fb- 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 1,600.0 ksi Wood Grade :24F-V4 Fv 265.0 psi Eminbend-yy 850.0 ksi Ft 1,100.0 psi Density 31.210 pcf Beam Bracing : Beam is Fully Braced against lateral-torsional buckling D(0.0255)W(-0.135) D(0.0255)W(-0.135) D(0.0255)W(-0.135) I 6 6 6 6 6 6 66 6 6 4 6 6 ( , ( '' I 5.5x10, 5.5x10.5 5x10.5 Spin=1.313 ft Span= 17.50 ft Spn= 1.313 ft Applied Loads Service loads entered.Load Factors will be applied for calculations. I Beam self weight calculated and added to loads Load for Span Number 1 Uniform Load: D=0.02550, W=-0.1350, Tributary Width=1.0 ft Load for Span Number 2 Uniform Load: D=0.02550, W=-0.1350, Tributary Width=1.0 ft Load for Span Number 3 Uniform Load: D=0.02550, W=-0.1350, Tributary Width=1.0 ftII DESIGN SUMMARY Desi•n OK Maximum Bending Stress Ratio = 0.08T. 1 Maximum Shear Stress Ratio = 0.033 : 1 Section used for this span 5.5x1 0.5 Section used for this span 5.5x1 0.5 fb:Actual = 258.34psi fv:Actual = 7.91 psi FB:Allowable = 2,960.00 psi Fv:Allowable = 238.50 psi Load Combination +0.60D+0.60W Load Combination D Only Location of maximum on span = 8.824ft Location of maximum on span = 1.333 ft Span#where maximum occurs = Span#2 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward Transient Deflection 0.042 in Ratio= 760>=360 Max Upward Transient Deflection -0.176 in Ratio= 1190>=360 Max Downward Total Deflection 0.030 in Ratio= 1058>=240 Max Upward Total Deflection -0.020 in Ratio= 1620>=240 I Overall Maximum Deflections Load Combination Span Max 'Defl Location in Span Load Combination Max."+"Defl Location in Span +0.60W 1 0.0421 0.000 ...„ 0.0000 0.000 2 0.0000 0.000 +0.60W -0.1763 8.824 +0.60W 3 0.0421 1.333 0.0000 8.824 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Support 3 Support 4 Overall AXimum -1.361 -1.361 I I Project Title: Engineer: Project ID: Project Descr: Wood Beam Fie-EA:Woedd11710300.00 Reece Security Phase 21StructurallFraming.ec6. Software . ;right ENERCALC,INC.1983-2018,Build:10.18.12.13. r Liu.#`: KW-06006865 Licensee:CIDA INC. Description: Canopy beam-Max uplift Vertical ReactionsISupport notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Support 3 Support 4 Overall MINimum 0.383 0.383 — D Only 0.383 0.383 +D+0.60W -0.433 -0.433 I +0.60D+0.60W -0.587 -0.587 W Only -1.361 -1.361 I I I I I I I I I I 1f 15895 SW 72ND AVENUE,SUITE 200 < PORTLAND,OREGON 97224 TEL:503.226.1285 FAX:503.226.1670 11 OkkNiti ,. E-MAIL:info@cidainc.com 4. y PR'O,TECT NAME: Q I Set.�rfI PRO).No. 1...70 3 ,00J YSHEET G'6 DATE: �fr�6 t0iii ' p ` f, 1 !Z.mc,i 17 . T t £ O4 PI o+' b1 6 1 b Tr-3 i o f lbs P, ASD � .. q _ l . II i x, : 1 r' • _h 3$ �� $ 7 1 I b . 3'1b/ I1, b Z G� i 1 I Ph. : %, i2171.0 0,5W ?o*4c P , r �!tb 1b ' III)C4 30 , I _ ! j � �` pZ �r D , 1A3 1 K/ K� K o : �` 3 1 * = P42.S D 0,755 ` ,5sw; ttl ZD' �;GS 0,5w oIal' a �'- J(Z14)19/501/9/4010 /10 0 ' R,-azi, (o,2G K ji3OgK/40.51 i.gSK,) 1 Y, z , _ i D..�.... 0,705 ;D.Y51# Tota) �'r ` T .Tx 1Zx : ! I,_ASD' ' 'Kx CZ34 lb/558 41150 !)1,/,2 Ib T,-set r R Z T b 6.755 o.t;W ? I 1 t • T/ T ..--(q7 Ib 22g1,/2671b/53zfb , RI : 1.2 ! h f�$— T 0,I Z k o. _. .._ .. �r �f /o.4aK/0.?3k $it K) T,Y ; 4,75$ o, t0174j I z n ), P 3 �Sv✓ Gs o,s�r tart , Tit L 1 __ „ R, so :(l_1n ..Ib/ 31711/3171i2/ill ►b/ 6'7 •!)17) K,�� P.] ., K/6, k/, a , 1,o�t k fZ 1'Z • a • P' _.._. , b z D o.StN _To d .... ...... ......_ ._....L .0,705 0r-�!5 w -r � '..- 1 � R2..ASD (3 s3111,/ q O`f ::11, 517 17/21 Q`f 1. R' a.RF�=(0 kb,tok ..:4 q 1 3.3 k) ., 4 .x' 15895 SW 72ND AVENUE,SUITE 200 PORTLAND,OREGON 97224 TEL:503.226.1285 FAX:503.226.1670 QE-MAIL:info@cidainc.com PROJECT NAME: se Se-6I�1.1 1 T Y Pq;_J.No. .._1 70 3oGo0� SHEET C..17 • J TmE: By: R!Y H DATE: Vi )i at a '_,.,12..c.:J11.41.....„ Grlrt )hVl; ____-m m111 3 _ __ .__.W _w •: ---i• 1 • ---,-' --i-- :, 4i J01511 'ID WL CA , 10 J D o 9 T __ . c; RIpSoit 1-16A 10 KT 0K.ay r _- bq.. lb u,1,c+- 111 z _ �___ A_._____ _►4) 1 16.5_. h.._._ do n:_ q li _ _ �m (6 ! v� .��) 837 L� , , (A. & (2- Sim 50 t _.__._ Z w 4. �. .. - � � _ r 4 ��-. , ; �w�bcd . '• � 05 5W 1"0 `•� T..... (0,i{% VIr lk �V l�. 2s0�K) l'..A /////////1„ : : 1 ! ! , ,., ,,,,,.. ! .,... , . �� . .r S meson N 1 o key :&r , 75 _ re, �!'l.S ion A , • nl 5 *} i re�1 iii .... CId 1 SIMPSON Anchor Designer TM Company: CI DA Date: 11/5/2018 Software Engineer: Rebekah Huschka Page: 1/5 Stro Tie Project: Version 2.6.6703.21 Address: 15895 SW 72 Ave alo Phone: (503)226-1285 E mall: rebekahh@cidainc.com 1.Prolect 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):6.00 State:Cracked Anchor Information: Compressive strength,f.(psi):3000 Anchor type:Bonded anchor Wc,v: 1.0 Material:F1554 Grade 36 Reinforcement condition:B tension,B shear Diameter(inch):0.625 Supplemental reinforcement:Not applicable Effective Embedment depth,No(inch):4.000 Reinforcement provided at corners:No Code report:IAPMO UES ER-263 Ignore concrete breakout in tension:No Anchor category:- Ignore concrete breakout in shear:No Anchor ductility:Yes Hole condition:Dry concrete Imo(inch):5.25 Inspection:Continuous c..(inch):8.68 Temperature range,Short/Long: 150/110°F Crain(inch): 1.75 Ignore 6do requirement:Not applicable Smin(inch):3.00 Build-up grout pad:No Recommended Anchor 111 Anchor Name:AT-XP®-AT-XP w/5/810 F1554 Gr.36 Code Report:IAPMO UES ER-263 iAlk .11 14-411 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 I 611 SIMPSON Anchor Designerml Company: CIDA Date: 11/5/2018 Engineer: Rebekah Huschka Page: 2/5 IstivngTie Software Project: ,,, , Version 2.6.6703.21 Address: 15895 SW 72 Ave ® Phone: (503)226-1285 IE-mail: rebekahh@cidainc.com Load and Geometry I Load factor source:ACI 318 Section 9.2 Load combination:not set Seismic design:No Anchors subjected to sustained tension:No Apply entire shear load at front row:No IAnchors only resisting wind and/or seismic loads:Yes Strength level loads: I N.[Ib]:2410 V.[Ib]:0 V..Y[Ib]:0 <Figure 1> I Z I2410 lb II - - "',;.„ttr:• 01'tv4A. , � ak I . 0 lb Y 0 lb 3 X ,O^ 2.I I 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-Ise Company Inc 5956 W.Las Positas Boulevard Pleasanton,CA 94588 Phone:925.560.9000 Fax:925.847.3871 www.strongtie.com I tw I SIMPSON Anchor Designer TM Company: CIDA Date: 11/5/2018 Engineer: Rebekah Huschka Page: 3/5 Strongerie• Software Project: Version 2.6.6703.21 Address: 15895 SW 72 Ave Phone: (503)226-1285 E-mail: rebekahh@cidainc.com <Figure 2> IAVVo0 • 1 3.88 1 I I I I I 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 I 1 Gil SIMPSON Anchor DesignerTM Company: CIDA Date: 11/5/2018 Sore Engineer: Rebekah Huschka Page: 4/5 I Stro ng- le Project: Version 2.6.6703.21 Address: 15895 SW 72 Ave Phone: (503)226-1285 IE-mail: rebekahh@cidainc.com 1 Resulting Anchor Forces Anchor Tension load, Shear load x, Shear load y, Shear load combined, I Nub(Ib) V.(lb) V.(Ib) I(V.y+(Vuey)2(Ib) 1 2410.0 0.0 0.0 0.0 Sum 2410.0 0.0 0.0 0.0 I Maximum concrete compression strain(96o):0.00 Maximum concrete compression stress(psi):0 Resultant tension force(lb):2410 Resultant compression force(Ib):0 I Eccentricity of resultant tension forces in x-axis,e'rx(inch):0.00 Eccentricity of resultant tension forces in y-axis,e'Ny(inch):0.00 I 1 4.Steel Strength of Anchor In Tension(Sec.D.5.11 Na.(lb) 0 ON.(Ib) I13110 0.75 9833 5,Concrete Breakout Strength of Anchor in Tension(Sec.0.5.21 Ns=k.A4Tohar1'5(Eq.D-7) 1 kc A fc(psi) he(in) Nn(Ib) 17.0 1.00 3000 4.000 7449 ONm=0(AN c/ANco)'Yed,NY%,NY'ap,NND(Sec.D.4.1 &Eq.D-4) I ANc(in2) ANco(in2) ca.mr.(in) Y'W,N Ye,N Y'ga,N No(Ib) ONce(Ib) 118.56 144.00 3.88 0.894 1.00 1.000 7449 0.65 3564 I 6.Adhesive Strength of Anchor in Tension LAC308 Sec.3.31 Tk,c,=Tkafshort-wmKset Tk,cr(psi) fshort..m, Ksat rk,c,(psi) I 980 1.00 1.00 980 Nao=Tm,cr rdahe/(Eq.D-16f) Tk,a(psi) d.(in) hay(in) No(lb) 980 0.63 4.000 7697 0N=0(ANa/ANao)Tad Na''p.NaNao(Sec.D.4.1 &Eq.D-16a) AN.(in2) AN.o(in2) Y'ed,Na %,N. Nay(lb) 0 ON.(Ib) 118.56 144.00 0.894 1.000 7697 0.65 3682 I I I Ili 1111 Input data and results must be checked for agreement with the existingcircumstances,the standards andguidelines must be checked for plausibility. P tY Simpson Strong-Tie Company Inc. 5956 W.Las Positas Boulevard Pleasanton,CA 94588 Phone:925.560.9000 Fax:925.847.3871 www.strongtie.com GZZ SIMPSON Anchor Designer TM Company: CIDA Date: 11/5/2018 Engineer: Rebekah Huschka Page: 5/5 StrongTie Software Project: Version 2.6.6703.21 Address: 15895 SW 72 Ave • Phone: (503)226-1285 E-mail: rebekahh@cidainc.com I I I I 11.Results 11.Interaction of Tensile and Shear Forces(Sec.D.7)? Tension Factored Load,N.(Ib) Design Strength,eNn(Ib) Ratio Status Steel 2410 9833 0.25 Pass Concrete breakout 2410 3564 0.68 Pass(Governs) Adhesive 2410 3682 0.65 Pass I AT-XP wl 5/8"81F1554 Gr.36 with hef=4.000 Inch meets the selected design criteria. i � 1 1 I I 1 I 1 1 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 fnc. 5956 W.Las Positas Boulevard Pleasanton,CA 94588 Phone:925.560.9000 Fax:925.847.3871 www.strongtie.com 1 . : 15895 SW 72ND AVENUE,SUITE 200 PORTLAND,OREGON 97224 TEL:503.226,1285 FAX:503.226.1670 11) E-MAIL:info@cidainc.com it PROJECT NAME: f e&51. "'7e'`•,,,,, , # T �,_ PK(}j. NO. 170 3OO 0 L. SHEET6.13 T;Ti.e: ............... BY: .... l\N DArE: /(5 11 t i x.13 1>W-el f'o 124.&4 43y-7.,. .5.„,24.if ©. 6'w +� ..... ')1 l" � p o.GD e,t� WIy `7'o�il sem .�_._."�_ _ '7-'7' ., _._. ...,,�. ►z dawn._ 1 : ' )97...T i.:(2- 1V-4"111W-5*" 11,,P *656i6l,1 '1,' 1 '` 'a wi. - oP ) 5J" ,5XX6Z3r4Y % I!i !b . t� G D ... ,_Cµ. GF GP t ,� F 1,I�)(v s �,q� 0,1 L 35 Ks�) 5� ps 1 G.. G' oil .rte � ._ __._. _ _ _ „' = or"l s 1 4 ,52 z 7 51 f 3 K P Q 75S W _ _, d,,-i I ro I, I l TI - 3 _51b.__-4'O` 1b/ e i 7 1_b Z_1_16' Ib : • i1 .1' .TZ =( 5 ( Ib 127$Ib 1l5 16/ 2.4412lb f .5 5. 7' < 615 s CZ>`tx 6 p , Gr , _._'',_. I.. D 51VY1 'on' N " okay' fait `'r I S t 74 11,i ) leieat.(/hi,........._, , I _ len.5iov'. .___a._._ 1i4 31b)-438 -� (6) screws _wt o, 6 D o,oW Tofa T. 1 1- 2X C2 tb/- a 17 Ib/-587 1b - T = 3Z5.1 e 1___1551,/-6 30 )�.) _ cr z s 3s'� = 2 2 psi 6.0; 41.7,: FT ' � ) 6U Z psi < $r 2-Z ps► z) ' .d___ ©K CI,1 S� 1.3X41,7 �7.� 5, � � x w --*T 6<6 0,6w eta 1 1 ey2 )11-40147) ✓dI � 7 -17 T T �T • • • .,,,:.,44.-,,Y T,,y 5 I�psan 7 x 3 4 o kA y for1(1.10(315V= 3416.751 b oz 46 ' lir (3961bra$10 __._ ' T uow- 0.1004400,a+(k�es $ii.'� = 3 `f I > (2) sorcws r� ?n j Ce)se� 15895 SW 72ND AVENUE,SUITE 200 1 PORTLAND,OREGON 97224 TEL 503.226.1285 FAX:503.226.1670 WE-MAIL:info@cidainc.com it ... .:, PROJECT NAME: -5 $ .�/w' ( 1 Paoi. No. L/�}c�,.6.1/Z SHEET _G iw TITt.E: By: DATE: V 6/¢ 1 • { T o . %�� k. (0 4: for )4304 i n F 1N� fro t� it • • _ ayII/ : 44 ,� Z, d.1.61;' 0,7 . 0,; "f3►b� . 75,x$ ib r • • • • I }3 rCcG ' Q W1(- �' p Q.YI YtG a,4D 1�0W To'T I FI+2- . 16145 • ' ' - 1,-(345)10/- j 62-jif/— to, q I ) , • • I • • I :_ i;. - C• • o►n scion. 1.2 7 1, GS 5W Tofi�1 • • 2 0, K x�, R3 KD. ql K :_3,3.10 • . . . i y �vd e�+ P, a �� paATXP ep �cY _ • ee next' ' 14a 5 e • • • . s..._.... :... .. _..... ....... ...._ .......... .. ........ .. .... ...... ..... I 62.5 SIMPSON Anchor Designer TM Company: CIDA Date: 11/5/2018 Engineer: Rebekah Huschka Page: 1/6 It, sn to «n- Soersftware Project: Vion 2.6.6703.21 oAddress: 15895 SW 72 Ave Phone: (503)226-1285 I E-mail: rebekahh@cidainc.com 1.Prolect Information Customer company: Project description: I Customer contact name: Location:Canopy brace to wall Customer e-mail: Fastening description: Comment: I 2.Input Data&Anchor Parameters General Base Material Design method:ACI 318-08 Concrete:Normal-weight Units:Imperial units Concrete thickness,h(inch):6.00 ' Anchor Information: State:Cracked Compressive strength,f'.(psi):3000 Anchor type:Bonded anchor 4' v: 1.0 Material:F1554 Grade 36 Reinforcement condition:B tension,B shear Diameter(inch):0.500 Supplemental reinforcement:Not applicable I Effective Embedment depth,ha(inch):3.000 Reinforcement provided at corners:No Code report:IAPMO UES ER-263 Ignore concrete breakout In tension:No Anchor category:- Ignore concrete breakout in shear:No Anchor ductility:Yes Hole condition: Dry concrete I hmin(inch):4.25 Inspection:Continuous c..(inch):5.58 Temperature range,Short/Long:150/110°F Cmin(inch): 1.75 Ignore Edo requirement:Not applicable Sm„(inch):3.00 Build-up grout pad:No I Base Plate Length x Width x Thickness(inch):5.00 x 8.00 x 0.50 I Recommended Anchor Anchor Name:AT-XP®-AT-XP w/1/2'.0 F1554 Gr.36 Code Report:IAPMO UES ER-263 tai: ., ,a� ' YzC 2s 12'r,..,a ' I 1 1 I I I iInput 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 L2G I Date: 11/5/2018 SIMPSON Anchor DesignerT^^ Company: CIDA Engineer: Rebekah Huschka Page: 2/6 I strong-TieSoftare Project: Versionw2.6.6703.21 Address: 15895 SW 72 Ave ® Phone: (503)226-1285 E-mail: rebekahh@cidainc.com Load and Geometry 111 Load factor source:ACI 318 Section 9.2 Load combination:not set Seismic design:No Anchors subjected to sustained tension:No Apply entire shear load at front row:No Anchors only resisting wind and/or seismic loads:No Strength level loads: N.[lb]: 1017 I V.[lb]: 1017 Vuay[lb]:0 Mux[ft-lb]:0 May[ft-lb]:0 M.[ft-lb]:0 <Figure 1> Z 1017 lb I 4:124 II 0 ft-lb I 4 0 lb i''' , W ''''‘'itt'' '''N\'t Z-:',;-' '', ' -1,:‘'4,z,,,''';', ' :40'' ,,, 1017 . ,/i ' ; - 0 ft-lb ■X # • O 0 ft-lb 111 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"no Company Inc. 5956 W.Las Positas Boulevard Pleasanton,CA 94588 Phone:925.560.9000 Fax:925.847.3871 www.strongtie.com I 6 27 1 Company: CIDA Date: 11/5/2018 Page: 3/6 SIMPSON Anchor DesignerTm stivInisdria Project:Englneer: Rebekah Huschka I Software Version 2.6.6703.21 Address: 15895 SW 72 Ave ' e Phone: (503)226-1285 E-mail: rebekahh@cidainc.com I <Figure 2> - ni;,.;rw <.• ,.,„, ',$. '4.:Ii.''411 I "*•*','.f#0.,",rr ,ft• '''%,.. •' -: ,.. . „..k,.. •.... ,v, ,,...\,,,,, ....„....„.„ .,:.....,..., ,,,,,..k..1..r.„.i *,„,.,,,,J,,„,,,O„,,.„.,1,.,x,,„,..,•,,„„.,,,,.,„,,::,4.I,,,,t,,t,,,„1,,,r,,.,,,4x,a,\,„,,,.,„i,v...n„.-,,.s,44,,,i.,.o.„„,,0.„„,„,,,,..,.,„.,,,„,,,,,z,‘„:,„,..‘,......‘,,.,,...,.;„,,,„,,,s,,,„k,.,s,„,,t,e,,,,,,,‘,,‘,...x..4„.,t.4.;‘,.t..4.i.l1t,...Ec.v......,,,,„i„,;,..,.,.,..,,..,,,,,,,z...=el.„,...,,I. r.,, .. - •,i4A1*.i-,FA ,, 1 W :-.,''W•.,,T4 .,,.‘,• ::;K 1: t-,,r, ki,,, ,,;v;:i. ..., ;' ,,-y,46,.;‘,4*. .'.'•k''\- 1 gr ..;.:• $ ';.u,.Lw..s,- j3 '''S‘4',1 • - ,:k,A4 ,Irl ti,;,,‘,:„.,,, -.;-,./ t ',',.t.1:4 ft, N,4 %,,,,,14,_ A , ,1,14,,,,, c :„.ii; .,..1".,tol.,,z.,,-4......- s ,,....,,,,,o*, . ,,,,,,,• • ..,....,,,,e,A,,, .,,, ,...„.....,. ,„„..;.,,,e, .,,„ . ::::4,..,, ,,-*,, \, .!,,, „,,,,,,,52, t,An.,-...,4,4(--„Nave.,_*„.s., s'\ ;.i *,•,-,g,,.: Q,A l'''t r•A:k.St,,,,‘,43‘.. *:,,q,,,.7.4'''',c,,,,*‘A441.4.1"'''' •\al,r;:',Va„,',, .Nt.kloo/A41,14141C''''' I1.,z'kt ' •*'--4 1 AO..;',,•,,'•Ii‘,,„..:u‘N•N• , . a i ..., . 3.00 1 I I 1 I I I I I - Input data and results must be checked for agreement wvitahrdthepelexaisst 8 Phone:925.560.9000 Fax:925.847.3871 plausibility. Simpson the standards and guidelines must be checked for www.strongtJe.comSimpson Strong•r le Company Inc 5956 W.Las Positas Boule ai nngt circumstances.on,C A9458 I 1 GZ$' I SIMPSON Anchor DesignerTgi Company: CIDA Date: 11/5/2018 Engineer: Rebekah Huschka Page: 4/6 StrongSoftware Project: Version 2.6.6703.21 Address: 15895 SW 72 Ave ( e Phone: (503)226-1285 E-mail: rebekahh@cidainc.com I 3.Resulting Anchor Forces Anchor Tension load, Shear load x, Shear load y, Shear load combined, Nue(lb) Vuex(Ib) Vuay(lb) 4(Vaax)2+(Vuay)2(lb) I 1 508.5 508.5 0.0 508.5 2 508.5 508.5 0.0 508.5 Sum 1017.0 1017.0 0.0 1017.0 Maximum concrete compression strain(96o):0.00 <Figure 3> Maximum concrete compression stress(psi):0 Resultant tension force(Ib): 1017 Resultant compression force(Ib):0 IIIEccentricity of resultant tension forces in x-axis,e'Nx(inch):0.00 Eccentricity of resultant tension forces in y-axis,e'Ny(inch):0.00 Y Eccentricity of resultant shear forces in x-axis,e'vx(inch):0.00 1 ` t }2 Eccentricity of resultant shear forces in y-axis,e'vy(inch):0.00 x II 4.Steel Strength of Anchor in Tension(Sec.D.5.1) Nae(lb) 0 6Nsa(Ib) 8235 0.75 6176 5.Concrete Breakout Strength of Anchor In Tension(Sec.0.5.2) Ne=kcAJfoherl.5(Eq.D-7) III kc A fc(psi) he(in) No(Ib) 17.0 1.00 3000 3.000 4838 ¢Nceg=0(ANc/ANca)Pac,N'Ped,N4ra,N7'aa,NNb(Sec.D.4.1&Eq.D-5) ANc(In2) AN..(in2) Ca,min(in) 'Yec,N 'yed,N 'Pc,N Pcp,N Nb(Ib) 0 ftNmg(Ib) 121.50 81.00 3.00 1.000 0.900 1.00 1.000 4838 0.65 4246 6.Adhesive Strength of Anchor in Tension(AC308 Sec.3.31 1 rka=rk,afshort-brmKs& Titer(psi) fshad-rem, KW rk,a(psi) 1035 1.00 1.00 1035 Nao=m.cr,rdaher(Eq. D-16f) rk, -(psi) da(in) he(in) Nao(Ib) 1035 0.50 3.000 4877 I ONag=0(ANa/ANBC)Y'ed,NaTAM,i"ec,NaY'p,NaNao(Sec.D.4.1 &Eq.D-16b) ANs(in2) ANao(in2) Wed,Na Y'g,Na Wec.Ne Tp,Ne Nao(Ib) 0 6Neg(Ib) 121.50 81.00 0.900 1.000 1.000 1.000 4877 0.65 4280 I I 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 I 1 6z41_ SIMPSON Anchor DesignerT"' Company: CIDA Date: 11/5/2018 I Software Engineer: Rebekah Huschka Page: 5/6 stronerie Project: Version 2.6.6703.21 ® Address: 15895 SW 72 Ave ............... Phone: (503)226-1285 1 E-mail: rebekahh@cidainc.com I8.Steel Strength of Anchor in Shear(Sec.D.6.1) V..(Ib) O,g,ew 0 09,0,110Vse(Ib) 4940 1.0 0.65 3211 I 1 9.Concrete Breakout Strength of Anchor In Shear(Sec.116.21 Shear parallel to edge In x-dlrectlon: Vby=7(1./de)°2Jdiagfucial 5(Eq.D-24) 1 I.(in) d.(in) fc(psi) cel(in) Vey(Ib) 3.00 0.500 1.00 3000 3.00 2016 lVicex=0(2)(Avc/Avco)P.d,v''c,v'f'h,vVey(Sec.D.4.1,D.6.2.1(c)&Eq.D-21) I Avc(in2) Avco(in2) Wed,v Y'e,v Y'n,v Vhy(Ib) OW,.(Ib) 40.50 40.50 1.000 1.000 1.000 2016 0.70 2822 I10.Concrete Prvout Strength of Anchor In Shear(Sec.D,6,31 01/cpg=0 minikepNeg;kcpNwgl=0 minikcp(ANe/ANe°)Y'.d,N.Viola Y'.c,N.Y'p,N.Neo;kcp(ANc/ANco)Wee,NY'.d,NnNY'cp,NNel(Eq.D-30b) Ik.p Able(in2) AN.o(int) Y'ed,N. y'g,Ne WobbleY'p,Ne Neo(Ib) N.(lb) 2.0 121.50 81.00 0.900 1.000 1.000 1.000 4877 6584 0 I ANc(int) ANco(in2) F'ec,N Y'ed,N Y'e,N Y'cp,N Nn 121.50 81.00 1.000 0.900 1.000 1.000 4838(Ib) Nee(Ib)6532 0.70 1 91 (Ib) 9144 I 11.Results Interaction of Tensile and Shear Forces{Sec.D.7.1 Tension Factored Load,Nu.(Ib) Design Strength,M.(Ib) Ratio Status II Steel 509 6176 0.08 Pass Concrete breakout 1017 4246 0.24 Pass(Governs) Adhesive 1017 4280 0.24 Pass IShear Factored Load,V.(Ib) Design Strength,eV.(Ib) Ratio Status Steel 509 3211 0.16 Pass II Concrete breakout y+ 509 2822 0.18 Pass(Governs) 1 Pryout 1017 9144 0.11 Pass Interaction check Ne./6Ne Vue/OVn Combined Ratio Permissible Status Sec.D.7..1 0.24 0.00 24.0% 1.0 Pass AT-XP w/1/2"0 F1554 Gr.36 with hef=3.000 inch meets the selected design criteria. 1` 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 G3 I SIMPSON Anchor Designer TM Company: CIDA Date: 11/5/2018 Software Engineer: Rebekah Huschka Page: 1/5 Strong-Tie Project: Version 2.6.6703.21 Address: 15895 SW 72 Ave Phone: (503)226-1285 E-mail: rebekahh@cidainc.com I 1.Proiect information Customer company: Project description: Customer contact name: Location: I Customer e-mail: Fastening description:Canopy brace to wall Comment: $.Input Data&Anchor Parameters General Base Material Design method:AC1 318-08 Concrete:Normal-weight Units:Imperial units Concrete thickness,h(inch):6.00 State:Cracked Anchor Information: Compressive strength,fc(psi):3000 Anchor type: Bonded anchor 41.,v: 1.0 Material:F1554 Grade 36 Reinforcement condition:B tension,B shear Diameter(inch):0.500 Supplemental reinforcement:Not applicable Effective Embedment depth,het(inch):3.000 Reinforcement provided at corners:No Code report:IAPMO UES ER-263 Ignore concrete breakout in tension:No Anchor category:- Ignore concrete breakout in shear:No Anchor ductility:Yes Hole condition:Dry concrete hmin(inch):4.25 Inspection:Continuous cac(inch):5.58 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 Base Plate I Length x Width x Thickness(inch):5.00 x 8.00 x 0.50 ... Recommended Anchor I Anchor Name:AT-XP®-AT-XP w/1/2"0 F1554 Gr.36 Code Report: IAPMO UES ER-263 1 i t I I I I I 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 I L31 ' Company: SIMPSON Anchor DesignerCIDA Date: 11/5/2018 I Ssawoftware Engineer: ah Hca Page: 2/5 Stnallit Project: Version 2.6.6703.21 Address: Rebekah 15895 SW 72usAvehk ( Phone:111 (503)226 1285 E-mail: rebekahh@cidainc.com Load and Geometry I Load factor •source:ACI 318 Section 9.2 Load combination:not set Seismic design: No Anchors subjected to sustained tension:No Apply entire shear load at front row:No IAnchors only resisting wind andlor seismic loads: No Strength level loads: N.[Ib]:-3300 111 Vuax[Ib]:3300 Vuay[lb]:0 Mux[ft-lb]:0 ML,,,,[ftIb:0 M.[ft-Ib]]:0 <Figure 1> Z I 3300 lb I 01141 F -. ft-lib s0., � , � .. oIb i Sty £.-. Y I330Q ;it , 4t, „t‘v.. ...,-,,,,-„, ,, 4,.., 0 ft-Ib x 0 ft-Ib k.d I I B Input data and results must be checked for agreement with the existing circumstances,the standards and guidelines must be checked for plausibility. Simpson Strang-Tie Company Inc 5956 W.Las Positas Boulevard Pleasanton,CA 94588 Phone:925.560.9000 Fax:925.847.3871 wwwstrongtie.com G 32 I. SIMPSON Anchor DesignerT"" Company: CIDA Date: 11/5/2018 software Engineer: Rebekah Huschka Page: 3/5 �"� Tie Project: I Version 2.6.6703.21 Address: 15895 SW 72 Ave ® Phone: {503)228 1285 E-mail: rebekahh@cidainc.com I I<Figure 2> i. 4 I . ... 1 „ ,,,,,,41„1„., ...4 „*„.....*74.,...„..„,,,* ,..{...---,-.-- 1 4�\ ' a I 0..,,:,,, -,.,,,,-,...,. <re,4,ekt .4t ,.%,,t.,1,-4*,., - • 4 i I 3.00 I I I I I I • Input data and results must be checked for agreement with the existing circumstances,the standards and guidelines must be checked for plausibility. I 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 G 3 3 SIMPSON Anchor Designer TM Company: CIDA Date: 11/5/2018 Engineer: Rebekah Huschka Page: 4/5 atrancriTie Software Project: I Version 2.6.6703.21 Address: 15895 SW 72 Ave e Phone: (503)226-1285 IE-mail: rebekahh@cidainc.com 3.Resulting Anchor Forces Anchor Tension load, Shear load x, Shear load y, Shear load combined, I Nue(Ib) V.(lb) V.(Ib) 4(v..024-0/-02(Ib) 1 0.0 1650.0 0.0 1650.0 2 0.0 1650.0 0.0 1650.0 I Sum 0.0 3300.0 0.0 3300.0 Maximum concrete compression strain(%o):0.00 <Figure 3> Maximum concrete compression stress(psi):0 Resultant tension force(Ib):0 1 Resultant compression force(Ib):0 Eccentricity of resultant tension forces in x-axis,e'Nx(inch):0.00 Eccentricity of resultant tension forces in y-axis,e'Ny(inch):0.00 Y Eccentricity of resultant shear forces in x-axis,e'vx(inch):0.00 I Eccentricity of resultant shear forces in y-axis,e'vy(inch):0.00 C)1 C)2 X Ir 1 I II 8.Steel Strenath of Anchor in Shear(Sec.D.6.1) Vse(Ib) Og,o„t 0 ggmutgVsa(Ib) I 4940 1.0 0.65 3211 I 9.Concrete Breakout Strength of Anchor in Shear(Sec.D.6.21 Shear parallel to edge in x-direction: IVey=7(le/da)02Ide lircCe/15(Eq.D-24) I.(in) de(in) 2 Ic(psi) ca,(in) Vby(lb) 3.00 0.500 1.00 3000 3.00 2016 I OVrbx=0(2)(Avc/Avco)V'ed,vV'c.v'Pe,vVey(Sec.D.4.1, D.6.2.1(c)&Eq.D-21) Avc(int) Avco(int) V'ed,v V'c,v V'e,v Vey(Ib) 0 tVicex(lb) 40.50 40.50 1.000 1.000 1.000 2016 0.70 2822 I 10.Concrete Pryout Strenath of Anchor in Shear(Sec.D.6.31 I $400= minIkcpNag;kcpNcegl_ minikys(ANa/ANe))Ped,Naf'g,N.V'ec,N.V'p,NeNeo;kcp(ANc/ANco)V'ec,NV'ed,NVo,NV'cp,NNe,(Eq.D-30b) k,, ANe(int) ANSI(int) V'ad,Na Pg,Ne Wec,Na V'p,Ne Neo(Ib) Na(Ib) 2.0 121.50 81.00 0.900 1.000 1.000 1.000 4877 6584 IANc(int) ANco(int) V'ec,N Y'ed,N Y'c,N Y'cp,N Nb(Ib) Nce(lb) 0 121.50 81.00 1.000 0.900 1.000 1.000 4838 6532 0.70 ' Input data and results p it 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 ll G3� 1 SIMPSON Anchor Designer-TM' Company: CIDA _Date: 11/5/2018 Engineer: Rebekah Huschka Page: 5/5 StrongTie Software Project: Version 2.6.6703.21 Address: 15895 SW 72 Ave ® Phone: (503)226-1285 E-mail: rebekahh@cidainc.com 1 ¢Vepg(Ib) 9144 1 11.Results 11.Interaction of Tensile and Shear Forces(Sec.D.7)? 1 Shear Factored Load,Vu.(Ib) Design Strength,eVn(Ib) Ratio Status Steel 1650 3211 0.51 Pass II Concrete breakout y+ 1650 2822 0.58 Pass(Governs) Pryout 3300 9144 0.36 Pass AT-XP w/1/2"0 F1554 Gr.36 with hef=3.000 Inch meets the selected design criteria. 1 1 i i 1 1 1 I 1 1 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 Idig 0 -i Design Maps Summary Report IUser-Specified Input Building Code Reference Document ASCE 7-10 Standard (which utilizes USGS hazard data available in 2008) ISite Coordinates 45.42094°N, 122.74655°W Site Soil Classification Site Class D - "Stiff Soil" I Risk Category I/II/III _ ,,,,,..„1,t, , , ortland 1 Gresha ,'" .. B ern „— '4. v y. Tigarf t ' ' a. ' L ? - ego ^ 1 � t# t�r � Sherwod4. ., r 0„)„, , --t.,...„,-r t re gan ill• I v USGS—Provided Output ISs = 0.975 g SMs = 1.082 g Sos = 0.721 g S1 = 0.422 g SM1 = 0.666 g Sol = 0.444 g IFor information on how the SS and Si values above have been calculated from probabilistic(risk-targeted) and deterministic ground motions in the direction of maximum horizontal response, please return to the application and Iselect the"2009 NEHRP"building code reference document. RICER Response Spectrum Design Response Spectrum .,ro „ 0.I(. n11 n/ti I U)Y. - n,n n_]. ,,,4,. qru ,,,,,-01%7f Lla L . If.) I30. nrfe .«3. *t,Li n�17 st}!. I,er. LJe LJ.r ;taa 1`'e Hsxt Perk d.T(sec) Pcnnd,T lscc) IFor PGAM,TL, CRS, and CA1 values, please view the detailed report. though this information is a product of the U.S.Geological Survey,we provide no warranty,expressed or implied,as to the accuracy of Ithe data contained therein.This tool is not a substitute for technical subject-matter knowledge. DcZ CIDA REESE SECURITY RNH TEL: (503)226-1285 9/26/2018 FAX: (503)226 1670 ROOF DEAD LOAD roofing:= 4.2.psf roofing system 1 ply:= 2.0psf 5/8"Plywood insul := 3.3•psf insulation+coverboard misc:= 1.3psf Miscellaneous 1 joist:= 3.0•psf joists M_E_P:= 3.2.psf MechanicaVelectricaVplumbing 1 DLroafnormal:= roofing+ ply+ insul + misc + joist + M_E P 1 DLroof normal= 17 psf (dead load for joist design) DLroof seismic 15psf (dead bad for seismic) 1 1 FLOOR DEAD LOAD GC:= 18-psf Gyp-crete 1 ply:= 2.4psf 5/8"Plywood joist:= 6.0•psf joists 1 insul := 1.0•psf Insulation M_E_P:= 1.5•psf MechanicaVelectricaVplumbing misc := 7.1-psf Miscellaneous DLfloor GC+ ply+ joist + insul + M EP+ misc DI-floor=36 psf (dead load for joist design) 1 DI-floor siesmic 30psf (dead load for seismic) 1 1 0 G3 IREESE SECURITY IN ACCORDANCE WITH 2012 IBC IN ACCORDANCE W/ASCE SECTION 7.7 PROJECT NAME: REESE SECURITY PROJECT NO.: 170300.02 DATE:9/25/2018 ELEMENT ID: 2'-0"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: DI := 0.13•Pg+ 14.0•pcf D1 = 15.3 pcf ft D:= if(DI _5 30•pcf,D1,30•pcf) D= 15.3 pcf I . 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 — D hb= 0.46 ft I 9/26/2018 I PO CASE III-B: DRIFT LOAD FOR PERIMETER PROJEC110N, I (Sec.77,1 and Figure 7-9) . Wb:= 132.833.ft Maximum hortontal distance from edge of roof hi.:= 2.ft Difference in height between top of parapet or projection and roof I hc:= hr- hb Difference in height between top of parapet or projection and uniform snow he= 1.542ft I Basic Height of Drift Surcharge: Wb:= if(Wb<254t,25ft,Wb) Wb= 132.83 ft 1 - 1 ,, W )3 Pg 4 hd:= 0.41( 3 •(— + 10) - 1.51lt hd= 3.14ft ft psf I I Reduced Height of Drift Surcharge at Face of Parapet: h := 0.75.hd lin=2.35 ft I Width of Drift in Relation to Minimum Snow Load, Pi: Writ := 4.hd Wd 1 = 12.6 ft hd2 Wd2:- 4 r Wa2=25.6 ft Or- hb) I Wd3:= i r(Wd2 <8hc,Wd23841) Wd3= 12.3 ft I Wd:= if(h <hc,Wd I)Wd3) Wd= 12.311 Maximum Intensity of Snow Load at Height Change: I Pmi := D(h,+ hb) P,1 =43.03 psf Pm2:= Dili. Pm2=30.6 psf Pm3:= if(Pm1 <Pm2,Pml,Pm2) Pm3=30.6 psf Pma:= if(Pm3 > Pr,Pm3)Pr) Ping= 30.6 psf I hi.-hb Pm:= if( — >0.2,Pm4,Pr) Pm=30.6 psf hb Maximum Surcharge Intensity in Addition to Required Minimum Snow Load, Pi, Ps .=--5.6 psf Width of Drift in Relation to Required Minimum Snow Load,Pr: - Wdr:= Wd*Pm Pr War=2.9 ft Pm - Pf 9/26/2018 I 1)6 5 REESE SECURITY IN ACCORDANCE WITH 2012 IBC IN ACCORDANCE VV/ASCE SECTION 7.7 PROJECT NAME. REESE SECURITY PROJECT NO.: 170300.02 DATE:10/30/2018 ELEMENT ID. 6'-6"PARAPET DESIGNER: RNH Pg: 10.psf Basic ground snow load 13,„in 25.psf Minimum snow load. 1:= 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: Di := —0.13•Pg+ 14.0-pcf D1 = 15.3 pcf ft D:= if(DI 30.pcf,Di,30.pcf) D= 15.3 pcf Calculated Minimum Roof Snow Load: Pf:= 0.7Ce•Cel.Pg Pf=7 psf Required Minimum Roof Snow Load: Pr:= if(Pmin Pf Pmin>PO Pr25p5f Height of Calculated Minimum Snow Load on Lower Roof or Deck Pf D hb=0.46 ft 10/30/2018 I CASE III-B: DRIFT LOAD FOR PERIMETER PROJECTION, I „.„...„, (Sec.7.7.1 and Figure 7-9) ( Wb:= 132.833.ft Maximum horizontal distance from edge of roof h,.:= 6.5.ft Difference in height between top of parapet or projection and roof I he:= hr- hb Difference in height between top of parapet or projection and uniform snow II,=6.042 ft I Basic Height of Drift Surcharge: I Wb:= if(Wb<25.ft,25ft,Wb) Wb= 132.83 ft - 1 i w 3 -4- hd:= 0.43.( 2-) •( p -g 10) - 1 5 ft hd3.14ftft ft psf I I Reduced Height of Drift Surcharge at Face of Parapet hn:= 0.75.hd lin=2.35 ft I Width of Drift in Relation to Minimum Snow Load, P. Midi := 4•hd Wd 1 = 12.6 ft , 2 nd Wd2:- 4.( ) Wd2= 6.5 ft I Wd3:= if(Wd2<8hc,Wd2,8.11c) Wd3= 6.5 ft I Wd:= if(hn<ho Wd 1,Wd3) Wd = 12.611 Maximum Intensity of Snow Load at Height Change. I Pm! := D.(hi,+ hb) Pmt = 43.03 psf Pm2:= 13.hr Pm2 = 99.45 psf Pm3 := if(Pm1 < Pm2,Pm!,Pm2) Pm; =43.03 psf := if(Pm3> Pr,Pm3,Pr) Pim= 43.03 psf I ( h -hb r-- > 0.2,Pm4,Pr) hb Pm =43.03 psf Maximum Surcharge Intensity in Addition to Required Minimum Snow Load. P. Ps:= Pm- Pr Ps= 18.03 psf ( Width of Drift in Relation to Required Minimum Snow Load, P,: I \,. Pm- Pr Wdr:= Wd' War= 6.3 ft Pm- Pf 10/30/2018 _ ' ,,4 |S895 SW 72ND AVENUE,SUITE 200 ArgaRro PORTLAND,OREGON 9722 mismomm 1111111121111111. TEL:503.226.1285 FAX:503.226.1670 smommo | E-MA|Linfo@cidainc.com P , p"v�c NAMEKee �*� ���ur �— p�, No / �� [)�7 ,,,,° ,, . .°~~ ~ / , � ^ sHET --r ^`^^`^-" Tit u __- By: �Ji� DATE: ir 1117. i Cr • • • • • • • • i ! t ± 1 i:.-- t'' t T • • • , 4vmP7d 5895 SW 72ND AVENUE,SUITE 200 I 41 PORTLAND,OREGON 97224 71110162,:, aivilowi, TEL:503.226.1285 FAX:503.226.1670 CI Maks E-MAIL:info@cidainc.com ..„ ..........„„. t I 1 . . PROJECT NAME: Kezce, See-toll-I PRoJ No. 1703°00 2- SHEET 06 6 TITLE: PT: KAM DATE: 12.1k741 F--- i""- r""`""--r 1 • 1 -} , 1 , , , , , . <)06,SlAte, 1 DI . , . . 4:- : -'1,- f .1.- -4--- 1 --+ ! . . , I , 1 ! . . . , . . , , : , • • • 1......_.,:„.' .. ,, , . : . . . 1 i :1_,A,—\pif- • 5 , , „ ir... 15 , , ,_,, , • , • , .•• , ,, . ,• , . . ., . Na 1 K ' . ; ; , , • • . : . . : . . . 1 - • . . . . : 44:: -:•-e,- • -i- ' :' 4- 4 . . . • , • alit , - a 0- zt-6 0 ik '6 5-7 rzo- . , I-- mtAil, ..---11--4rw pr , ex 3 ...,40. iipkt! • „ : ' 1 i i • ", , , : : . : . . 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