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Specifications (36) OO\G14- OCP amaimmammain • fleERS RECEIVED JUN 2 7 2018 CITOF Structural Calculations BUILDING'' ` I IvIsION For: Tigard Storage Facility Tigard, OR ,ARUCTu 5� p PR4p < g AGI NFA �V' � 74868PE � 1i ( QJ_r ORE ON V tA"9,94 RcYH 23 Z�P�JQ� 7' FCN EXPIRES: 12-31-19 Prepared For: OTAK Architects 808 SW 3rd Ave., Suite 300 Portland, OR 97204 20-Jun-18 Job Number: 18031-0057 • 400 SW 6th Avenue,Suite 605 Portland,OR 97204 Phone: (503)242.2448 Fax:(503)242.2449 Seattle Portland Spokane San Diego Austin Irvine San Francisco Anchorage Project#: 18031-005711111111M11111 DCI Page#: Project Name: Tigard Storage Facility MiliMIESNI Engineer: MK Date : 6/20/2018 • Subject: Table of Contents Narrative: The Tigard Storage Facility is a new self storage facility in Tigard,OR.The building is 5 stories and will consist of 4 stories of light framed cold formed steel (CFS)over 1 story post-tensioned concrete podium slab.The lateral system is 4 stories of special reinforced concrete shearwalls and 1 story of CFS shearwall with steel sheet sheathing.The weight of the floors,cladding and walls will be lumped at each floor for the lateral design.The shearwalls were designed in post-processing with Excel used for shear and moment design.The building is regular and is not torsional. The lateral and gravity systems will be supported on Aggregate Piers at the ground level. RAM Concept and RAM Structural System is used to design the post-tensioned slabs and determine the reactions for the column and foundation design. III Table of Contents: CFS Shearwall- A-1 to A-20 Concrete Shearwall- B-1 to B-60 CFS Gravity Framing- C-1 to C-61 PT Slab(RAM)- D-1 to D-57 Concrete Columns- E-1 to E-18 Foundation&Ret.Walls- F-1 to F-44 Misc.- G-1 to G-7 110 A-1 =unamilwamm D C Project#: 18031-0057 Page#: Proj.Name: Tigard Storage Facility • n s l Engineer: MK Date: 6/20/2018 Subject: dog Design Maps Summary Report User-Specified Input Vie Detailed Rport `l Report ride Atlanta Storage Fadlity Thu Perch m 2018 21111:18 irrd Building Code Reference Document ASCE 7-10Standard (which Aires USGS ward data available 200S) Site Coordinates 45.43687M 122.?4567 W Site Soil Classification Site Class D-'Stiff Soli Risk Category I/II/III i 4err Afet.: • a / USES-Provided Output Ss= 0.983 g Sas- 1 088 g t5 = 0:725 S 0,424g 'S = 0„668 g Sra= 0.445g For information on host the SS and SI values above have been = elated from obable:see(risk-targeted)and deterministic ground motions in the director of Inaadrnurn horizontal response,please return to the fication and select the'2009 NEHRP'building code reference document. NICER Response Spectrum Design Response Byrum rim 1_ao _ a ore 0-2 oss 044 oss tt n s 4330 1.,40 OA. Yam'. BJ,kA 1.25 140 1.60 $d`x 9b W.t1u44 rg s',pe 1.00 1.,14 Ito 1, ;Y Pfxk4.T tato ?abler TOKO For +YC.v.and C values,please vi_, h e;I a, _ • Althrugh this informaticri is a product of the ti,S,Geological Surf,we pn de no warranty,earxessed or implied,.as to the accuracy zit the data cid aed themes T), tool is not a substitute.for technic&outroacti-mattor knowa, A-2 Project#: 18031-0057 Page# Proj.Name: Tigard Storage Facility t riEngineer: MK Date: 6/20/2018 r-tSubject: Wind Load Determination • WIND DESIGN-ASCE 7-10 Low Rise Simplified Procedure(Sec 28.5.1) Envelope Procedure(MWFRS) Risk Category Table 1.5-1 II Ps=A K:t Ps3o Roof pitch 0:12 Basic wind speed Sec 26.5-1A V= 110 mph Zone Ps(psf) 0= 0.0° Exposure category Sec 26.7 B A 22.4 Topographical factor Sec 26.8 Kit= 1.0 B 41.7 Adjustment factor Fig 28.6-1 A= 1.17 C 14.8 D -6.9 Level Story Height Figure 28.6-1 ASCE 7-10 (Peak) 51.0 ft (Mean) Roof 5th 51 ft (Plate) 51.0 ft 5th floor 4th 40.8 ft c 1 4th floor 3rd 30.6 ft f{ III; 3rd floor 2nd 20.4 ft E ` �, 2nd floor 1st 10.2 ft )3} +�� Foundation(datum) 0.0 ft c. iiifo �. ._ {Ilfff o E }!l it ff{fi{ f ill <.. p 111140 1 1111 1. 44Aid110 I Transverse A. ' '1''' [ -,...„ k is,..� Longitudinal Wind in North-South Direction Transverse Zones Trib tau Ito End Zones(A&B) Interior Zones(C&D) height Vstory FVstory V redistrib EV redistrib wind(EW) Width Force Width Force B&D 0.0 ft 0 lb 0 lb Roof 199.0 ft 30.2 ft 168.8 ft 16.20 kip 16.20 kip 81.4 plf 81.4 plf A&C 5.1 ft 3448 lb 12748 lb 5th:loot A&C 10.2 ft 199.0 ft 30.2 ft 6896 lb 168.8 ft 25496 lb 32.39 kip 48.59 kip 162.8 plf 244.2 plf 4th floor A&C 10.2 ft 199.0 ft 30.2 ft 6896 lb 168.8 ft 25496 lb 32.39 kip 80.98 kip 162.8 plf 406.9 plf 3rd floor A&C 10.2 ft 199.0 ft 30.2 ft 6896 lb 168.8 ft 25496 lb 32.39 kip 113.37 kip 162.8 plf 569.7 plf 2nd floor A&C 10.2 ft 199.0 ft 30.2 ft 6896 lb 168.8 ft 25496 lb 32.39 kip 145.77 kip 162.8 plf 732.5 plf Wind in East-West Direction Longitudinal LH Ito End Zones(A&B) Interior Zones(C&D) Zones Tribheight wind(NS) Width Force Width Force Vn°ry FVnory V redistrib IVredistrib Roof B&D 151.0 ft 30.2 ft 120.8 ft 12.57 kip 12.57 kip 83.3 plf 83.3 plf A&C 5.1 ft 3448 lb 9123 lb 5th floor '; A&C 10.2 ft 151.0 ft 30.2 ft 6896 lb 120.8 ft 18246 lb 25.14 kip 37.71 kip 166.5 plf 249.8 plf 4th floor',. + A&C 10.2 ft 151.0 ft 30.2 ft 6896 lb 120.8 ft 18246 lb 25.14 kip 62.86 kip 166.5 plf 416.3 plf 3rd floor A&C 10.2 ft 151.0 ft 30.2 ft 6896 lb 120.8 ft 18246 lb 25.14 kip 88.00 kip 166.5 plf 582.8 plf 2nd floor A&C 10.2 ft 151.0 ft 30.2 ft 6896 lb 120.8 ft 18246 lb 25.14 kip 113.14 kip 166.5 plf 749.3 plf 411 A-3 WINIIIIMMISS Project#: 18031-0057 Page#: alialMIDC1 Proj.Name: Tigard Storage Facility • e i n e e I s Engineer: MK Date: 6/20/2018 Subject: Seismic Load Determination I.Seismic Ground Motion Values: LAT = Site Latitude: = 45.437 LONG = Site Longitude: = -122.746 Ss = MCE Spectral Accel @ 0.2 Sec: = 0.983 per Geotech or USGS Mapped Value(Site Class B) Si = MCE Spectral Accel @ 1.0 Sec: = 0.424 per Geotech or USGS Mapped Value(Site Class B) SITE = Site Class:(Default is D) = D per Geotech or ASCE 7-Table 20.3-1 Fa = Spectral Accel @ 0.2 Sec for Site = 1.107 ASCE 7-Table 11.4-1 F„ = Spectral Accel @ 1.0 Sec for Site = 1.576 ASCE 7-Table 11.4-2 SMS = MCE Spectral Resp(Short Period) = 1.088 =Fa Ss ASCE 7-Eqn 11.4-1 SMS = MCE Spectral Resp(Long Period) = 0.668 =F„S1 ASCE 7-Eqn 11.4-2 SOS = Design Spectral Accel @ 0.2 Sec = 0.725 =2/3 5M5 ASCE 7-Eqn 11.4-3 S01 = Design Spectral Accel @ 1.0 Sec = 0.445 =2/3 SMS ASCE 7-Eqn 11.4-4 II. Design Response Spectrum Periods: To = Period,0.2*SDS/SDS = 0.123 sec =0.2 SDS/SDS ASCE 7-Sec 11.4.5 T5 = Period,SDI/SDs = 0.614 sec =SD/SDs ASCE 7-Sec 11.4.5 T1 = Long Period,Transition Period = 16.0 sec ASCE 7-Figs 22-12 through 22-16 Ct = Factor for Approximate Period = 0.020 Table 12.8-2-ASCE7,pg 129 x = Exp.Parameter for Approximate Period = 0.750 Moment Frame: None h = Height of Building(=Mean Roof Ht) = 51.0 ft Ta = Period,(approx):T=Ct(hn)" = 0.382 sec Eqn 12.8-7 C„ = Coeff for Upper Limit on Calc'd Period = 1.40 Table 12.8-1-ASCE 7 IIITr„aa = Max Fundamental Period,Ta*Cu = 0.534 sec Eqn 12.8-7 III. Building Importance(IBC 1604&ASCE 7-10 Table 11.5.1): Risk Category = II ASCE 7-Table 1.5-1 Building Classification = Typical Building IE = Seismic Importance Factor: = 1.00 ASCE 7-Table 1.5-2 IV.Structural System(Table 12.2.1-ASCE 7-10): SDC = Seismic Design Catagory: D I ASCE 7-Tables 11.6-1&11.6-2 BBS = Basic Building System: = Bearing Wall Systems SFRS = Seismic Force Resisting System: = Special reinforced concrete shear walls R = Response Modification Coefficient: = 5.00 00 = System Overstrength Factor: = 2.50 **can be reduced by%in flexible diaphragms but shall not be<2** Cd = Deflection Amplification Factor: = 5.00 **Reference ASCE 7-10 Section 12.2.5.4 for increased Height Limitations:(ft) = 160* building height allowance** V.Calculation of the Seismic Response Coeff(ASCE 7-10): Cs 1 = SDs/(R/I)= = 0.145 W <-- Eqn 12.8-2(short period Cutoff) Cs 2a = if T<_TL,then SDI/T(R/I)= = 0.233 W Eqn 12.8-3(long period) Cs 2b = if T > T1,then SDS*TL/T2(R/I)_ = -n/a- Eqn 12.8-4(very long period) Cs 3 = 0.044*SDs*I >_0.01 = 0.032 W Eqn 12.8-5(minimum) Cs 4 = if Si>0.6g then 0.50*SS/(R/I)= = -n/a- Eqn 12.8-6(soft site minimum) 0.16 V = Cs W=(Eqn 12.8.1) = 0.145 W = 00.120 .14 _Y 0:382 sec, SEISMIC BASE SHEAR COEFFICIENT 0.10 0:145w 0.0s s 0.06 ___ ___. ............ a � 0.04 ..._ ..._ ....... • a 0.02 _ _.... 0.00 0.50 1.00 1.50 2.00 2.50 3.00 Period:T(sec) A-4 Project#: 18031-0057 Page#: MANNIMISSI =t11121/11111 D C I Proj.Name: Tigard Storage Facility n i Engineer: MK Date: 6/20/2018 neaFts • Subject: Seismic Load Determination Detailed Breakdown of Seismic Dead Load Level Description: Roof slope= 0:12 slope factor= 1.00 Element Lump Line Loads Area Loads Weight Weight Length Uniform Area Uniform slope SS MTL Deck 24900 ft2 1.00 psf Y 24900 lb 8"Insulation 24900 ft2 0.50 psf V 12450 lb Distributed Zee Purlins @ 5'oc 24900 ft2 1.00 psf 24900 lb Gray Weight Misc 24900 ft2 2.00 psf 49800 lb 4.50 psf Distributed Seis Weight Int Walls _ 24900 ft2 5.00 psf 124500 lb 11.13 psf Exterior Wall 644.0 ft 63.0 plf 40572 lb Total Area 24900 ft2 Level Weight 277.1 kip Level Mass 8.606 k-s2/ft Level Description: Typical Element Lump Line Loads Area Loads Weight Weight Length Uniform Area Uniform 3"Conc 2"MTL Deck 24900 ft2 48.00 psf 1195200 lb Misc 24900 ft2 2.00 psf 49800 lb Distributed • Int Walls 24900 ft2 10.00 psf 249000 lb Gray Weight Live Load 25% 24900 ft2 31.25 psf 778125 lb 50.00 psf Distributed T Seis Weight 101.74 psf Exterior Wall 644.0 ft 126.0 plf 81144 lb Core Walls 120.0 ft 1500.0 plf 180000 lb Total Area 24900 ft2 Level Weight 2533.3 kip Level Mass 78.673 k-s2/ft Level Description: PT Element Lump Line Loads Area Loads Weight Weight Length Uniform Area Uniform 16"PT 23900 ft2 200.00 psf 4780000 lb Misc 23900 ft2 2.00 psf 47800 lb Distributed Int Walls 23900 ft2 10.00 psf 239000 lb Gray weight Live Load 25% 23900 ft2 31.25 psf 746875 lb 202.00 psf Distributed Seis Weight Exterior Wall 644.0 ft60.0 plf 38640 lb 266.54 psf Retain/Perim Wall 416.0 ft 750.0 plf 312000 lb Core Walls 103.0 ft 2000.0 plf 206000 lb Total Area 23900 ft2 Level Weight 6370.3 kip • Level Mass 197.836 k-s2/ft A-5 Project#: 18031-0057 Page#: .........,Nommamos D Proj. Name: Tigard Storage Facility • Engineer: MK Date : 6/20/2018 Subject: Seismic Load Determination , Seismic Base Shear and Distribution Seismic Coefficient C,= 0.145 Period of Structure Ta= 0.382 sec Exponent due to period k= 1.0 Level Story Height Weight Description Weight Roof ;.. 5th 51.0 ft Roof 277.1 kip <--- See Detailed Breakdown 5th floor 4th 40.8 ft Typical 2533.3 kip <--- See Detailed Breakdown h floor - 3rdi 30.6 ft Typical 2533.3 kip <--- See Detailed Breakdown rd floor 2nd 20.4 ft Typical 2533.3 kip <--- See Detailed Breakdown nd floor,,,,,, 1st 10.2 ft PT 6370.3 kip <--- See Detailed Breakdown Seismic Weight of Building W= 14247.2 kip V= Seismic Base Shear CSW 2066.8 kip ELF Distribution of Seismic Forces(ASCE 7-10 sec 12.8.3): A' Wi hl Wihik Cv, Fx EF„ f y" 24900 ft2 277.1 k 51.0 ft 14,133 0.045 93.7 k 93.7 k 410 5th fir 24900 ft2 2533.3 k 40.8 ft 103,357 0.332 685.4 k 779.1 k 4t,'`•.r;; 24900 ft2 2533.3 k 30.6 ft 77,518 0.249 514.1 k 1,293.2 k 3rd •eat' 24900 ft2 2533.3 k 20.4 ft 51,679 0.166 342.7 k 1,635.9 k 2nd flo . 23900 ft2 6370.3 k 10.2 ft 64,977 0.208 430.9 k 2,066.8 k ZW;h;k= 311,665 Seismic Forces at Diaphragm(ASCE 7-10 sec 12.10.1.1): Spectral Accel at 0.2 sec SDs= 0.73 Seismic Importance IE= 1.0 Irregularity increase req'd (ASCE 7-10 12.3.3.4): No (1.0) Fpxmax=0.4(SDs) IE*wP 0.290 *wP max Redundancy increase(ASCE 7-10 12.3.4): No (1.0) Fpx min=0.2(SDs) IE*wP 0.145 *wP min F, W; IF;/1W, governing FPx y= Fpx/Fx 'RiRoof 93.7 k 277.1 k 0.338 0.290 max 80.4 kip 0.86 0/0 flus 685.4 k 2533.3 k 0.277 0.277 calc'd 702.3 kip 1.02 f1,1‘i 514.1 k 2533.3 k 0.242 0.242 calc'd 613.1 kip 1.19 Mrd fh or 342.7 k 2533.3 k 0.208 0.208 calc'd 526.1 kip 1.54 2nd floor 430.9 k 6370.3 k 0.145 0.145 calc'd 924.1 kip 2.14 Seismic Forces at Drags where LC's may include overstrength(0,,) Flexible Diaphragm No Drags require 00 Yes Fi W, IF;/1W; governing FPx00 Va. 00= 2.5 of 93.7 k 277.1 k 0.338 0.290 max 80.4 kip 0.86 5th floor 4 685.4 k 2533.3 k 0.277 0.290 max 735.0 kip 1.07 • 4th floor ' 514.1 k 2533.3 k 0.242 0.290 max 735.0 kip 1.43 3rd floor 342.7 k 2533.3 k 0.208 0.290 max 735.0 kip 2.14 2nd floe430.9 k 6370.3 k 0.145 0.290 max 1,848.2 kip 4.29 :/20/20 MOWN= D C I Proj.Name:Tigard Storage Facility: 18 s t C i e Subject: Lateral Load Distribution • Loading in the North-South Direction Wind Wind Load Factor: 0.6 (ASD) Seismic EQ Load Factor: 0.7 (ASD) PseisNs= 'w-EW Vuory lVstory Vstory Areadia Fx Vstory FVwory vwory 1.0 ROO 4 199 ft 16.2 k 9.7 k 49 plf 24900 ft' 72.1 k 50.5 k 50.5 k 2.03 psf 5Ioor 199 ft 32.4 k 29.2 k 98 plf 24900 ft' 685.4 k 479.8 k 530.2 k 19.27 psf 4th door h. 199 ft 32.4 k 48.6 k 98 plf 24900 ft' 514.1 k 359.8 k 890.1 k 14.45 psf 3rdTloisr 199 ft 32.4 k '' 68.0 k 98 plf 24900 ft' 342.7 k 239.9 k 1130.0 k 9.63 psf Wind (ASD) Seismic (A5D) Lwall Trib V story Vstory grid Vabove Vgrid wind V grid wind Trib V story Vstory grid Vabove Vgrid seas V grid leis V-A 48.0 ft 24.5 ft 49 plf 1.2 k 1.2 k 25 plf 3066 ft' 2.03 psf 6.2 k 6.2 k 129 plf V-C % 65.0 ft 39.5 ft 49 plf 1.9 k 1.9 k 30 plf 4942 ft' 2.03 psf 10.0 k 10.0 k 154 plf lit P 65.0 ft 30.0 ft 49 plf 1.5 k 1.5 k 23 plf 3754 ft' 2.03 psf 7.6 k 7.6 k 117 plf V-.1 85:0 ft 35.0 ft 49 plf 1.7 k 1.7 k 20 plf 4379 ft' 2.03 psf 8.9 k 8.9 k 104 plf Vii 100.0 ft 35.0 ft 49 plf 1.7 k 1.7 k 17 plf 4379 ft' 2.03 psf 8.9 k 8.9 k 89 plf VR. 100.0 ft 25.0 ft 49 plf 1.2k 1.2k 12plf 3128 ft' 2.03 psf 6.3k 6.3k 63 plf V T 165.0 ft'' 10.0 ft 49 pIt 0.5 k 0.5 k 3 plf 1251 ft' 2.03 psf 2.5 k 2.5 k 15 plf 199.0 ft Story Shear: 9.7 k 24900 ft' Story Shear: 50.5 k • 0 A-7 MllggIIIIIIIIII Project#: 18031-0057 Page# ONORMIIIMIN 1111111111111111111111111110 CI Proj.Name:Tigard Storage Facility Engineer: MK Date: 6/20/2018 • ansinseRs Subject: Lateral Load Distribution Loading in the East-West Direction Wind Wind Load Factor: 0.6 (ASD) Seismic EQ Load Factor: 0.7 (ASD) pseirEW= I-w-Ns Vrtory FVrtory �rtorv..... Areadin Fg Vstory FVzenry �story 1.0 Roof 151 ft 12.6 k 7.5 k 50 plf 24900 ft2 72:1 k 50.5 k 50.5 k 2.03 psf floor 151 ft 25.1 k 22.6 k 100 plf 24900 ft2 685.4 k 479.8 k 530.2 k 19.27 psf 4th floor 151 ft 25.1 k 37.7 k 100 plf 24900 ft2 514.1 k 359.8 k 890.1 k 14.45 psf 3jt. 00r 151 ft 25.1 k 52.8 k 100 plf 24900 ft2 342.7 k 239.9 k 1130.0 k 9.63 psf ,int"fi00r' 151 ft 25.1 k 67.9 k 100 plf 23900 ft2 430.9 k 301.6 k 1431.6 k 12.62 psf Roof_Levet ,P , I Wind (ASD) Seismic (ASD) 'wall Trlb vntory V:tory grid Vabove Vgrid wind Vgrid wind Trlb vntory Vstorygrid Vabove Vgrid rein Vgrid rein j,V 1 165.0 ft 15.0 ft 50 plf 0.7 k 0.7 k 5 plf 2490 ft2 2.03 psf 5.0 k 5.0 k 31 plf ;4/J;-:.,%'. 60.0 ft 30.0 ft 50 plf 1.5 k 1.5 k 25 plf 4980 ft2 2.03 psf 10.1 k 10.1 k 168 plf v-3-," 60.0 ft 30.0 ft 50 plf 1.5 k 1.5 k 25 plf 4980 ft2 2.03 psf 10.1 k 10.1 k 168 plf V-4 60.0 ft 30.0 ft 50 plf 1.5 k 1.5 k 25 plf 4980 ft2 2.03 psf 10.1 k 10.1 k 168 plf ";V-5 130.0 ft 30.0 ft 50 plf 1.5 k 1.5 k 12 plf 4980 ft2 2.03 psf 10.1 k 10.1 k 78 plf "--V-6 100.0 ft 15.0 ft 50 plf 0.7 k 0.7 k 7 plf 2490 ft2 2.03 psf 5.0 k 5.0 k 50 plf 150.0 ft <-Tr ib x ELw Story Shear: 7.5 k <-Shear.1 24900 ft2 Story Shear: 50.5 k 0 0 A-8 IIMMITI Project#: 18031-0057 Page# menow D C Proj.Name: Tigard Storage Facility Engineer: MK Date: 6/20/2018 ensineeFis Subject: Shear Wall Design III _ ____ _ __ ___ _ _ ___ __ _ _ ___ One Story Shear Wall Design Direction of Loading North-South Grid Line V-A Panel: Steel Sheet Studs: CFS Thickness: 0.033" Stud Size: 43 mil Fasteners: #8 Level Wall Type Lwall Hwali Hwall/Lwaii Roof SS6(0.0331-43mil 48.0 ft 10.20 0.21 1 OK ASD Wind 0= 2.0 LF=0.6 V grid V allow stress FVwail Roof 25 plf 528 plf 0.05-OK 1 1.20 k ASD ill 1Seismic 0= 2.5 LF=0.7 V grid V#allow stress IVwall Pseis grid- Roof 129 plf 422 plf 0.31-OK 6.21 k 1.0 5th Story Wall Calculations Lateral forces at Roof Level Wind Seismic Length 48.0 ft Dead Load Vwall 1.20 k 6.21 k Height 10.2 ft Wall Height Uniform Trib I Vwan 1.20 k 6.21 k Resisting Dead Load Roof , 7.0 psf 10.2 ft 4.5 psf 5.0 ft Moment 12.2 k-ft 63.4 k-ft Wall 3427 lb Lat TIC 257 lb 1334 lb Uniform 1080 lb Lat T/C above 0 lb 0 lb Deadabove 0 lb Compression 257 lb 1334 lb Gov'g:0.7 E Tension 0 lb 0 lb Gov'g:0.6 D+0.7 p E 94 plf CapacityTension 0 Ib 0 lb None Req'd IVwinci= 1.20 k )0, ,j, J. 1 ,1, J, 1, Stress 0.00 0.00 Check: OK ZVseis= 6.21 k 10.2 ft Loads at Base of Wall Tension 0.9 D+1.0 p E LRFD 0.0 k Compression(lat only) 1.0 E LRFD 1.9 k' 0 A-9 Milliii"111111MallialillDCIProject#: 18031-0057 Page#: Proj.Name: Tigard Storage Facility Engineer: MK Date: 6/20/2018 0 e n o 1 r e s, Subject: Shear Wall Design One Story Shear Wall Design Direction of Loading North-South Grid Line V-C Panel: Steel Sheet Studs: CFS Thickness: 0.033" Stud Size: 43 mil Fasteners: #8 Level Wall Type Lwaii Hwaii Hwaii/Lwau Roof 556(0.033")-43mil 15.0 ft 10.20 0.68 1 OK ASD Wind O= 2.0 LF=0.6 V grid v allow stress FVwau 1Ziof 30 plf 528 plf 0.06-OK 1 0.45 k ASD Seismic 0= 2.5 LF=0.7 V grid V*allow stress EVwall Pseis grid= 1111 ' Roof 154 plf 422 plf 0.37-OK 2.31 k 1.0 5th Story Wall Calculations Lateral forces at Roof Level Wind Seismic Length 15.0 ft Dead Load Vwaii 0.45 k 2.31 k Height 10.2 ft 6_ Wall Height Uniform Trib I Vwaii 0.45 k 2.31 k Resisting Dead Load �,=Roof " 7.0 psf 10.2 ft 4.5 psf 10.0 ft Moment 4.5 k-ft 23.6 k-ft Wall 1071 lb Lat T/C 313 lb 1626 lb Uniform 675 lb Lat TIC above 0 lb 0 lb Deadabove 0 lb Compression 313 lb 1626 lb Gov'g:0.7 E Tension 0 lb 1102 lb Gov'g:0.6 D+0.7 p E 116 plf Capacityreos;ofl 0 lb 0 lb None Req'd EVwind= 0.45 k )0' J, 1 1 1 I I Stress 0.00 999.00 Check: -NG- IVseis= 2.31 k 10.2 ft Loads at Base of Wall Tension 0.9 D+1.0 p E LRFD 1.5 k Compression(lat only) 1.0 E LRFD 2.3 k 40 A-10 Project#: 18031-0057 Page#: Proj.Name: Tigard Storage Facility 1111114a111111110 DCIEngineer: MK Date: 6/20/2018 enolrieeR Subject: Shear Wall Design • One Story Shear Wall Design Direction of Loading North-South Grid Line V-F Panel: Steel Sheet Studs: CFS Thickness: 0.033" Stud Size: 43 mil Fasteners: #8 Level Wall Type Lwall Hwau Hwall/Lwall Roof 556(0.033.)-43 1/111 15.0 ft 10.20 0.68 OK ASD Wind O= 2.0 LF=0.6 vend yellow stress EVwall Roof 23 plf 528 plf 0.04-OK 0.34 k ASD Seismic O= 2.5 LF=0.7 V grid V#allow stress EVwali Pseis grid= ROO 117 plf 422 plf 0.28-OK 1.76 k 1.0 5th Story Wall Calculations Lateral forces at Roof Level Wind Seismic Length 15.0 ft Dead Load Vwall 0.34 k 1.76 k Height 10.2 ft Wall Height I Uniform Trib I Vwall 0.34 k 1.76 k Resisting Dead Load Roof % 7.0 psf 10.2 ft 4.5 psf 10.0 ft Moment 3.4 k-ft 17.9 k-ft Wall 10711b Lat T/C 238 lb 1235 lb Uniform 675 lb Lat T/C above 0 lb 0 lb Deadabove 0 lb Compression 238 lb 1235 lb Gov'g:0.7 E Tension 0 lb 7111b Gov'g:0.6 D+0.7 p E 116 plf CapaCltyTension 0 lb 0 lb None Req'd EVwI„d= 0.34 k J. J. Stress 0.00 999.00 Check: -NG- EVseio= 1.76 k 10.2 ft Loads at Base of Wall Tension 0.9 D+1.0 p E LRFD 1.0 k Compression(lat only) 1.0 E LRFD 1.8 k` • A-11 DProjC I ect#: 18031-0057 Page It: Proj. Name: Tigard Storage Facility Engineer: MK Date: 6/20/2018 • ertoineeFi Subject: Shear Wall Design One Story Shear Wall Design Direction of Loading North-South Grid Line V-1 Panel: Steel Sheet Studs: CFS Thickness: 0.033" Stud Size: 43 mil Fasteners: #8 Level Wall Type Lwall Hwall Hwall/Lyall Roof 5S6(0.033")-43mil 15.0 ft 10.20 0.68 OK ASD Wind 0= 2.0 LF=0.6 V grid V allow stress ZVwall Roof 20 plf 528 plf 0.04-OK 0.30 k ASD Seismic 0= 2.5 LF=0.7 v god V*allow stress ZVwall pseis grid= Roof,:" 104 plf 422 plf 0.25-OK 1.57 k 1.0 5th Story Wall Calculations Lateral forces at Roof Level I Wind Seismic Length 15.0 ft Dead Load Vwall 0.30 k 1.57 k Height 10.2 ft Wall Height Uniform Trib I Vwaii 0.30 k 1.57 k Resisting Dead Load Roof 7.0 psf 10.2 ft 4.5 psf 10.0 ft Moment 3.1 k-ft 16.0 k-ft Wall 10711b Lat T/C 212 lb 1102 lb Uniform 675 lb Lat T/C above 0 lb 0 lb Deadabove 0 lb Compression 212 lb 1102 lb Gov'g:0.7 E Tension 0 lb 578 lb Gov'g:0.6 D+0.7 p E 116 plf Capacityrefsio" 0 lb 0 lb None Req'd EVwlnd= 0.30 k j. Stress 0.00 999.00 Check: -NG- ZVseis= 1.57 k 10.2 ft Loads at Base of Wall Tension 0.9 D+1.0 p E LRFD 0.8 k Compression(lat only) 1.0 E LRFD 1.6 k S A-12 IMIIIMISMill Project#: 18031-0057 Page#: 11111111111111 61111111111111111111111111 Proj.Name: Tigard Storage Facility MIIIIINNIMI D C I Engineer: MK Date: 6/20/2018 enotrieeRe Subject: Shear Wall Design411 One Story Shear Wall Design Direction of Loading North-South Grid Line V-N Panel: Steel Sheet Studs: CFS Thickness: 0.033" Stud Size: 43 mil Fasteners: #8 Level Wall Type Lwaii Hwaii Hwaii/Lwau Roof SS6(0.03r)-43 mil 25.0 ft 10.20 0.41 I OK ASD Wind 0= 2.0 LF=0.6 V grid V allow stress IVwaR '80(1f 17 plf, 528 p11 0.03-OK I 0.43 k ASD Seismic 0= 2.5 LF=0.7 V grid V*allow stress I ZVwall Pseis grid= .;Roof " 89 plf 422 plf 0.21-OK 2.22 k 1.0ill 5th Story Wall Calculations Lateral forces at Roof Level Wind Seismic Length 25.0 ft Dead Load Vwaii 0.43 k 2.22 k Height 10.2 ft Wall HeightUniform Trib I Vwaii 0.43 k 2.22 k Resisting Dead Load Roof 7.0 psf 10.2 ft I 4.5 psf 10.0 ft Moment 4.4 k-ft 22.6 k-ft Wall 1785 lb Lat T/C 178 lb 924 lb Uniform 1125 lb Lat T/C above 0 lb 0 lb Deadabove 0 lb Compression 178 lb 924 lb Gov'g:0.7 E Tension 0 lb 51 lb Gov'g:0.6 D+0.7 p E 116 plf CapacityTe„sro„ 0 lb 0 lb None Req'd IVwmd= 0.43 k ),., ,j, J. J. 1 1 Stress 0.00 999.00 Check: -NG- IVseis= 2.22 k 10.2 ft Loads at Base of Wall Tension 0.9 D+1.0 p E LRFD 0.0 k Compression(lat only) 1.0 E LRFD 1.3 k 0 A-13 MIIIIIMININIIIIII Project#: 18031-0057 Page#: 1111111111MIN D C Proj.Name: Tigard Storage Facility IYYiWr� Engineer: MK Date: 6/20/2018 • encineeFi Subject: Shear Wall Design One Story Shear Wall Design Direction of Loading North-South Grid Line V-R Panel: Steel Sheet Studs: CFS Thickness: 0.033" Stud Size: 43 mil Fasteners: #8 Level Wall Type Lwall Hwall Hwa /Lwall Roof SS610.033")-43mil 25.0 ft 10.20 0.41 1 OK ASD Wind 0= 2.0 LF=0.6 vgrid V allow stress IVwall Roof 12 plf 528 plf 0.02-OK I 0.31 k ASD Seismic 0= 2.5 LF=0.7 V grid V*allow stress ZVwall Pseis grid= • Roof 63 plf 422 plf 0.15-OK 1.58 k 1.0 5th Story Wall Calculations Lateral forces at Roof Level Wind Seismic Length 25.0 ft Dead Load Vwall 0.31 k 1.58 k Height 10.2 ft Wall Height Uniform Trib I Vw05 0.31 k 1.58 k Resisting Dead Load Roof 7.0 psf 10.2 ft 4.5 psf 10.0 ft Moment 3.1 k-ft 16.2 k-ft Wall 1785 lb Lat T/C 127 lb 660 lb Uniform 1125 lb Lat TIC above 0 lb 0 lb Deadabove 0 lb Compression 127 lb 660 lb Gov'g:0.7 E Tension 0 lb 0 lb Gov'g:0.6 D+0.7 p E 116 plf CapacityTens;on 0 lb 0 lb None Req'd ZVwind= 0.31 k >'''' i ,, 1 J. ,j, I , Stress 0.00 0.00 Check: OK ZVseis= 1.58 k 10.2 ft Loads at Base of Wall Tension 0.9 D+1.0 p E LRFD 0.0 k Compression(lat only) 1.0 E LRFD 0.9 k' 0 A-14 Project#: 18031-0057 Page#: ... . Dcl Proj.Name: Tigard Storage Facility Engineer: MK Date: 6/20/2018 enotnaeRs Subject: Shear Wall Design III One Story Shear Wall Design Direction of Loading North-South Grid Line V-T Panel: Steel Sheet Studs: CFS Thickness: 0.033" Stud Size: 43 mil Fasteners: #8 Level Wall Type Lwall Hwall Hwall/Lwall Roof 556(0.033"1-43 mil 165.0 ft 10.20 0.06 1 OK ASD Wind fl= 2.0 LF=0.6 V grid V allow stress ZVwall Roof 3 plf 528 plf 0.01-OK 1 0.49 k ASD Seismic O= 2.5 LF=0.7 v grid V*allow stress ZVwall pseis grid= Roof 15 plf 422 plf 0.04-OK 2.54 k 1.0ID 1 5th Story Wall Calculations Lateral forces at Roof Level Wind Seismic Length 165.0 ft Dead Load Vwali 0.49 k 2.54 k Height 10.2 ft Wall Height Uniform Trib I Vwall 0.49 k 2.54 k Resisting Dead Load Roof ' 7.0 psf 10.2 ft 4.5 psf 1.0 ft Moment 5.0 k-ft 25.9 k-ft Wall 11781 lb Lat T/C 30 lb 157 lb Uniform 743 lb Lat T/C above 0 lb 0 lb Deadabove 0 lb Compression 30 lb 157 lb Gov'g:0.7 E Tension 0 lb 0 lb Gov'g:0.6 D+0.7 p E 76 plf Capacity-rm„si. 0 lb 0 lb None Req'd EVwind= 0.49 k ",,, ,I, J. 1 1 IStress 0.00 0.00 Check: OK EVseis= 2.54 k 10.2 ft Loads at Base of Wall Tension 0.9 D+1.0 p E LRFD 0.0 k Compression(lat only) 1.0 E LRFD 0.2 k • III A-15 Project#: 18031-0057 Page#: 1 n i= D C Proj.Name: Tigard Storage Facility Engineer: MK Date: 6/20/2018 fa anoineen Subject: Shear Wall Design One Story Shear Wall Design Direction of Loading East-West Grid Line V-1 Panel: Steel Sheet Studs: CFS Thickness: 0.033" Stud Size: 43 mil Fasteners: #8 Level Wall Type Lwall Hwall Hwall/Lwall Roof SS6(0.033.)-43mil 165.0 ft 10.20 0.06 I OK ASD Wind 0= 2.0 LF 0.6 V grid V allow stress IVwall I i RC,Of 5 plf 528 plf 0.01-OK 1 0.75 k ASD Seismic 0= 2.5 LF=0.7 V grid V*allow stress IN/wail Pei grid= 0 Roof 31 plf 422 plf 0.07-OK I 5.05 k 1.0 5th Story Wall Calculations Lateral forces at Roof Level Wind Seismic Length 165.0 ft Dead Load Vwall 0.75 k 5.05 k Height 10.2 ft Wall Height Uniform Trib I Vwall 0.75 k 5.05 k Resisting Dead Load Roof 7.0 psf 10.2 ft 4.5 psf 1.0 ft Moment 7.6 k ft 51.5 k-ft Wall 11781 lb Lat T/C 46 lb 313 lb Uniform 743 lb Lat TIC above 0 lb 0 lb Deadabove 0 lb Compression 46 lb 313 lb Gov'g:0.7 E Tension 0 lb 0 lb Gov'g:0.6 D+0.7 p E 76 plf Capacityien,ion 0 lb 0 lb None Req'd FVwlnd= 0.75 k y, s., i 1 1 i I s, Stress 0.00 0.00 Check: OK EVseis= 5.05 k 10.2 ft Loads at Base of Wall Tension 0.9 D+1.0 p E LRFD 0.0 k Compression(lat only) 1.0 E LRFD 0.4 k 0 A-16 . Dci Project#: 18031-0057 Page# Proj.Name: Tigard Storage Facility Engineer: MK Date: 6/20/2018 anGtneeRs Subject: Shear Wall Design • One Story Shear Wall Design Direction of Loading East-West Grid Line V-2 Panel: Steel Sheet Studs: CFS Thickness: 0.033" Stud Size: 43 mil Fasteners: #8 Level Wall Type Lwall Hwaii Hwaii/Lwall Roof SS610.033")-43 mil 60.0 ft 10.20 0.17 I OK ASD Wind 0= 2.0 LF=0.6 V grid V allow stress I IVwall Roof 25 plf 528 plf 0.05-OK 1.50 k ASD Seismic 0= 2.5 LF 0.7 V grid V*allow stress I IVwaii Pseis grid Roof 168 168 plf 422 plf 0.40-OK 10.09 k 1.0 • 5th Story Wall Calculations Lateral forces at Roof Level Wind Seismic Length 60.0 ft Dead Load Vwall 1.50 k 10.09 k Height 10.2 ft Wall Height I Uniform Trib I Vwall 1.50 k 10.09 k Resisting Dead Load Roof 7.0 psf 10.2 ft 4.5 psf 1.0 ft Moment 15.3 k-ft 103.0 k-ft Wall ' 4284 lb Lat T/C 257 lb 1730 lb Uniform 270 lb Lat T/C above 0 lb 0 lb Deadabove 0 lb Compression 257 lb 1730 lb Gov'g:0.7 E Tension 0 lb 364 lb Gov'g:0.6 D+0.7 p E 76 plf t CapacityTef,;ofl 0 lb 0 lb None Req'd FVW;nd= 1.50 k y, ,j, 1 1 ,y 1 ., Stress 0.00 999.00 Check: -NG- ZV$els= 10.09 k 10.2 ft Loads at Base of Wall Tension 0.9 D+1.0 p E LRFD 0.4 k Compression(lat only) 1.0 E LRFD 2.5 k 0 A-17 Project#: 18031-0057 Page#: MINIIMIIIIIM IMINENISMIIIIIIIIIIM Proj. Name: Tigard Storage Facility Engineer: MK Date: 6/20/2018 • enotneeRs. Subject: Shear Wall Design One Story Shear Wall Design Direction of Loading East-West Grid Line V-3 Panel: Steel Sheet Studs: CFS Thickness: 0.033" Stud Size: 43 mil Fasteners: #8 Level Wall Type Lwaii Hwall Hwali/Lwall Roof SS6(0.0331-43 mil 60.0ft 10.20 0.17 1 OK ASD Wind 0= 2.0 LF=0.6 V grid V allow stress EVwall I Roof 25 plf 528 plf 0.05-OK I 1.50 k ASD Seismic O= 2.5 LF=0.7 V grid V*allow stress ZVwail Pseis grid= II) Roof `' 168 plf 422 plf 0.40-OK I 10.09 k 1.0 5th Story Wall Calculations Lateral forces at Roof Level Wind Seismic Length 60.0 ft Dead Load Vwall 1.50 k 10.09 k Height 10.2 ft Wall Height Uniform Trib I Vwaii 1.50 k 10.09 k Resisting Dead Load Roof 7.0 psf 10.2 ft 4.5 psf 1.0 ft Moment 15.3 k-ft 103.0 k-ft Wall 4284 lb Lat T/C 257 lb 1730 lb Uniform 270 lb Lat T/C above 0 lb 0 lb Deadabove 0 lb Compression 257 lb 1730 lb Gov'g:0.7 E Tension 0 lb 364 lb Gov'g:0.6 D+0.7 p E 76 plf Capacityreos;on 0 lb 0 lb None Req'd FVwind= 1.50 k J, J, �,, i �, . Stress 0.00 999.00 Check: -NG- ZVseis= 10.09 k 10.2 ft Loads at Base of Wall Tension 0.9 D+1.0 p E LRFD 0.4 k Compression(lat only) 1.0 E LRFD 2.5 k 0 A-18 111111110111 Project#: 18031-0057 Page#: 1111111111115M C I Proj. Name: Tigard Storage Facility Engineer: MK Date: 6/20/2018 erioineaRe Subject: Shear Wall Design III One Story Shear Wall Design Direction of Loading East-West Grid Line V-4 Panel: Steel Sheet Studs: CFS Thickness: 0.033" Stud Size: 43 mil Fasteners: #8 Level Wall Type Lwall Hwall Hwall/Lwall Roof S56(o.033")-43mil 60.0 ft 10.20 0.17 I OK ASD Wind 0= 2.0 LF=0.6 v grid V allow stress I EVwall Roof 25 plf 528 plf 0.05-OK 1.50 k ASD Seismic 0= 2.5 LF=0.7 v gild v*allow stress 1 /Vwall Pseis grid= Roof = 168 plf 422 plf 0.40-OK 10.09 k 1.0III 5th Story Wall Calculations Lateral forces at Roof Level Wind Seismic Length 60.0 ft Dead Load Vwall 1.50 k 10.09 k Height 10.2 ft Wall Height I Uniform Trib I Vwall 1.50 k 10.09 k Resisting Dead Load Roof ' 7.0 psf 10.2 ft 4.5 psf 1.0 ft Moment 15.3 k-ft 103.0 k-ft Wall 4284 lb Lat TIC 257 lb 1730 lb Uniform 270 lb Lat TIC above 0 lb 0 lb Deadabove 0 lb Compression 257 lb 1730 lb Gov'g:0.7 E Tension 0 lb 364 lb Gov'g:0.6 D+0.7 p E 76 plf I Capacity-r.„,.„ 0 lb 0 lb None Req'd EVwi„d= 1.50 k i J. y I, i 1 .. Stress 0.00 999.00 Check: -NG- IVseis= 10.09 k 10.2ft Loads at Base of Wall Tension 0.9 D+1.0 p E LRFD 0.4 k Compression(lat only) 1.0 E LRFD 2.5 k1 III A-19 imsna.s. Project#: 18031-0057 Page#: misiciemDC11 Proj.Name: Tigard Storage Facility Engineer: MK Date: 6/20/2018 • ensInseRs Subject: Shear Wall Design One Story Shear Wall Design Direction of Loading East-West Grid Line V-5 Panel: Steel Sheet Studs: CFS Thickness: 0.033" Stud Size: 43 mil Fasteners: #8 Level Wall Type Lwall Hwa Hwall/Lwall Roof SS6(0.0331-43 mil 50.0 ft 10.20 0.20 1 OK ASD Wind O= 2.0 LF=0.6 V grid V allow stress EVwaii Roof 12 plf 528 plf 0.02-OK I 0.58 k ASD Seismic 0= 2.5 LF=0.7 V grid V*allow stress 1 ZVwall pseis grid= • ROO,, < 78 plf 422 plf 0.18-OK 3.88 k 1.0 5th Story Wall Calculations Lateral forces at Roof Level Wind Seismic Length 50.0 ft Dead Load Vwall 0.58 k 3.88 k Height 10.2 ft Wall Height Uniform Trib I Vwall 0.58 k 3.88 k Resisting Dead Load Roof 7.0 psf 10.2 ft 4.5 psf 1.0 ft Moment 5.9 k-ft 39.6 k ft Wall 3570 lb Lat T/C 119 lb 800 lb Uniform 225 lb Lat T/C above 0 lb 0 lb Deadabove 0 lb Compression 119 lb 800 lb Gov'g:0.7 E Tension 0 lb 0 lb Gov'g:0.6 D+0.7 p E 76 plf CapacityTenion 0 lb 0 lb None Req'd EVwind= 0.58 ky, 1, 1, 1 1 i. J. ., Stress 0.00 0.00 Check: OK IVseis= 3.88 k 10.2 ft Loads at Base of Wall Tension 0.9D+1.OpE LRFD 0.0k Compression(lat only) 1.0 E LRFD 1.1 k 0 A-20 lailliEMI 11111111111111111 Project#: 18031-0057 Page# mom- DC1 Proj.Name: Tigard Storage Facility Engineer: MK Date: 6/20/2018 eneineene Subject: Shear Wall Design • One Story Shear Wall Design Direction of Loading East-West Grid Line V-6 Panel: Steel Sheet Studs: CFS Thickness: 0.033" Stud Size: 43 mil Fasteners: #8 Level Wall Type Lwaii Hwall Hwail/Lwau Roof ss6(0.033")-43md 100.0 ft 10.20 0.10 1 OK ASD Wind fl= 2.0 LF=0.6 V grid V allow stress I IVwall Roof 7 plf 528 plf 0.01-OK 0.75 k ASD Seismic fl= 2.5 LF=0.7 V grid V*allow stress 1Vwall Pseis grid= I Roof 50 plf 422 plf 0.12-OK 5.05 k 1.09 5th Story Wall Calculations Lateral forces at Roof Level Wind Seismic Length 100.0 ft Dead Load Vwall 0.75 k 5.05 k Height 10.2 ft Wall Height Uniform Trib Vwall 0.75 k 5.05 k Resisting Dead Load Roof 7.0 psf 10.2 ft 4.5 psf 1.0 ft Moment 7.6 k-ft 51.5 k-ft Wall 7140 lb Lat T/C 77 lb 517 lb Uniform 450 lb Lat T/C above 0 lb 0 lb Deadabove 0 lb Compression 77 lb 517 lb Gov'g:0.7 E Tension 0 lb 0 lb Gov'g:0.6 D+0.7 p E 76p1f Capacityre„w„ 0 lb 0 lb None Req'd FVwi„d= 0.75 k y, ,j, J. .j. 1, _ i Stress 0.00 0.00 Check: OK FV5els= 5.05 k 10.2 ft Loads at Base of Wall Tension 0.9D+1.0pE LRFD 0.0k Compression(lat only) 1.0 E LRFD 0.7 k • A 21 =D C' Project No. Sheet No. E n G I f EER S 0 Project � ` o-rJ( Date Subject By f.pif X Fx .p 4,‘" ba-t s ,.•.,�,._ d:s4,;bui:yA o.13.5. • d.1' - (.e I,k +` - 33.5 t` .' : I.0ADING— 09itS 5004ceat .3O;t" gi i)4yt .5 ,"? q} e 4/6,0 " :.,.,,,,, 1,11 IPS, Xd-/o' 6-(p hi P<r b ,F'� per� Io �.y r..e.x. 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Project Report Model File:Atlanta Storage, Revision 0 6/20/2018 B-2 Table of Contents 1. Structure Data 4 1.1 Story Data 4 1.2 Grid Data 4 1.3 Point Coordinates 4 1.4 Area Connectivity 5 1.5 Mass 8 1.6 Groups 9 2. Properties 10 2.1 Materials 10 2.2 Shell Sections 10 2.3 Reinforcement Sizes 10 2.4 Tendon Sections 10 3. Assignments 11 3.1 Joint Assignments 11 3.2 Shell Assignments 14 • 4. Loads 16 4.1 Load Patterns 16 4.2 Auto Seismic Loading 16 4.3 Applied Loads 24 4.3.1 Area Loads 24 4.4 Load Cases 24 5. Analysis Results 25 5.1 Structure Results 25 5.2 Story Results 27 5.3 Point Results 37 5.4 Modal Results 43 4111 Page 2 of 45 B-3 • List of Tables Table 1.1 Story Data 4 Table 1.2 Grid Systems 4 Table 1.3 Grid Lines 4 Table 1.4 Joint Coordinates Data 4 Table 1.5 Floor Connectivity Data 5 Table 1.6 Wall Connectivity Data 6 Table 1.7 Null Shell Connectivity Data 7 Table 1.8 Mass Source 8 Table 1.9 Centers of Mass and Rigidity 8 Table 1.10 Mass Summary by Diaphragm 8 Table 1.11 Mass Summary by Story 8 Table 1.12 Group Definitions 9 Table 2.1 Material Properties-Summary 10 Table 2.2 Shell Sections-Summary 10 Table 2.3 Reinforcing Bar Sizes 10 Table 2.4 Tendon Section Properties 10 • Table 3.1 Joint Assignments-Summary 11 Table 3.2 Shell Assignments-Summary 14 Table 4.1 Load Patterns 16 Table 4.5 Shell Loads- Uniform 24 Table 4.6 Load Cases-Summary 24 Table 5.1 Base Reactions 25 Table 5.2 Centers of Mass and Rigidity 25 Table 5.3 Diaphragm Center of Mass Displacements 25 Table 5.4 Story Max/Avg Displacements 27 Table 5.5 Story Drifts 29 Table 5.6 Story Max/Avg Drifts 31 Table 5.7 Story Forces 33 Table 5.8 Joint Reactions 37 Table 5.9 Modal Periods and Frequencies 44 Table 5.10 Modal Participating Mass Ratios 44 Table 5.11 Modal Load Participation Ratios 45 Table 5.12 Modal Direction Factors 45 • Page 3 of 45 B-4 Structure Data 6/20/2018 1 Structure Data • This chapter provides model geometry information, including items such as story levels, point coordinates, and element connectivity. 1.1 Story Data Table 1.1 -Story Data sight Eleva= , % Similar , Name in € To LEVEL 05 123 = 492 No LEVEL 03 No No t+1 ,�SEL !��. ,,.�_a. x��.,. ��44 LEVEL 03 123 I 246 ; Yes None No LEVELO2 i ‘-, 123 `Y 1 3' Yes 'None Noy' Base 1 0 1 0 1 No None No 1.2 Grid Data Table 1.2-Grid Systems dry tory it s e `i - sv; a mss.r• /1 G1 Cartesian 1 Default 0 1 0 0 I 60 ffa0a0a0 Table 1.3-Grid Lines :; Grid Grid ► Visible dub= s System x <,on/ „y , ft r� • G1 General - T Yes End -36.82961 217.785 1126.17041 217.785 Gi 1 General ( E 1. Yes End 21.1216 82 4 131.3784 82 G1 1 General ' 1 1 Yes End -36.8296 217.785 -36.82961 27.785 G1 1 General i 10 Yes 114.503 17,785 114.5037 37,,785 1.3 Point Coordinates Table 1.4-Joint Coordinates Data 4 �1':• ii1 a f 4/ -441.9557 2613.4203 0 off' / 50 11118.9544 1413.4203 0 I'913.4608,1441414:8814 0 52 I 575.1715 971.9586 0 '11` 53:..:.,;r` 11.1,13602 1 681:110;1V`-11'-' 0 54 800.9258 = 504.5584 i 0 55, 6928475 �,.207.81$5 ' 0 ,. 56 106.4793421.0361 0 d, 7$4051: 110.5835 r"432.3124 . 0 58 1-441.9557 1 633.4203 l 0 59 ‘. 9,6495 508.6627 l 0 60 E -25.9977 876.9601 0 • Page 4 of 45 B-5 Structure Data 6/20/2018 • Table 1.4-Joint Coordinates Data(continued) t f �` Lai ,, t1 below ' in 61 1374.0443 i 2313.427 0 '''-133 1123 ', 8,13,4203, 1i if.; 64 1-191.5931 2613.4203 0 7 1 253.4593 986.2374 r 68 1 166.5407 986.2374 0 69 "288.4069 ,2813.4203 . 1 11374.04431 1533.4203 0 3 =1974.0443;l 1901.4204 4 1-441.9557 1901.4204 , 0 5 1441 9557 1533.4203 9 meg. .., x .: " , 8 11118.95441 1533.4203 0 19 i 8 9544 1602.4203 1 0 20 1 992.9544E 1602.4203 0 v. 992.9544 ; 1722.4203 9 22 872.9544 1 1722.4203 0 F, 441.9557, 7�2 T`° mrd'! 28 `-345.9557 ' 720 0 ?-,,i,' , '' 345.9557 ' 8 30 1-441.9557 864 0 6.5407 7462371 } 0 12 346 5407 1 746 2374 0 16 " 346 54(17 ,23 /I 0 17 226.5407 866.2374 0 1.4 Area Connectivity Table 1.5-Floor Connectivity Data ent2 sa. - : F7 11 I 1 47 48 None 1 3 1 8 None it / r. - ._ 8: 0 one 5 50 59 None 6Mane ( I 7 54 55 None /. 8 0 56 None 9 56 57 None 10 58 None 11 58 1 47 None F9 ,••,' 40, 1 1'_ 47 ' 48 None 2 48 1 1 None 3 1 8 None 4 8 50 None i Page 5 of 45 B-6 6/20/2018 Structure Data Table 1.5-Floor Connectivity Data(continued) • .,.. ern , 5 50 51 None 7 52 53 None 9 -.4 55 None ,,,,,,.:,...1".a„, i ''. X85 .\; None 11 56 57 None 12 5� '' 134,4 58 47 None F11 14 . I 0/ None 2 48 1 None 3 ...., _.. >,6.,: ,cif {i,.i. 8 50 None '1':'‘ii, ':!mf',' ',,:i:',''''',-,,, '':i:11:' 5 \ 6 51 52 None :2,', {g 8 5(3� ,55y9� None 10 54 55 None 1 None • 12 56 57 None 14 58 E 47 None S; F12 4 I Ti "5 3 59 Noone s ' ate,. .. 2 59 € 51 None : 1 '' 52.-'1None 4 52 53 None Table 1.6-Wahl Connectivity Data /ygi@. E aI 'i &/S.Y I �M / n Js'' � G W8 4 1 48 None Below Below a ii 3 61 48 None Same Same -'1,,,,,,, 48 4$ Non tense >3eiow" s W18 4 1 ' 63 48 None Below Below ,• , 2 48 L ` 48 dune f Below,,,„ 3 ; 4,,,,,,,,,,,,,.: �\ 63 1 None I Same Same f",!.-z„r„ 't .' # 63 Kane• j' Bei W19 4 1 47 64 None Below ' Below �`' 4 � � 64 64 '� Below Same 3 1 64 47 None Same Same g 4 4717 None „`Same Below W20 4 E• 1 69 63 None 1 Below Below III Page 6 of 45 • B-7 Structure Data 6/20/2018 1 • Table 1.6-Wall Connectivity Data(continued) a q t $t©�](;; 2 63 63 None Below Same .. ..-,‘-„,(A,..,s.,3 > > 63 69 qy. y 4 69 69 None Same Below W25 *F 4 1 7 68 lgi 1 2 68 68 None Below Same '''l, A 6j Nor- 1 'Satre Sana 4 67 67 None ( Same Below la, I met 8elo4 2 69 69 None Below Same R sri, .,, n•r�• 4 64 64 None Same Below W4 '24e 4 i _ i. 2 1 1 None Below Same 4 3 3 None Same I, Below ' ,iiiii ,I N...,r,:.flt„,i , ,.,'''',Nim''' 'fitk'f--L,,,; kane T'7:jiiii.t3tiffKl Oeldizv' ' 2 3 I 3 None Below Same it "` fir'. n oP 1 4 1 1 1 None Same , Below W6 1F 4 1 , :i. 61'''0 71,i,crie a . • 2 61 61 None Below Same <,;. .�. 61 :4,„,3::': Ne 4 3 3 None Same Below 2 4 4 None Below Same Sa � , ,�� 47 l me : arna 4 47 47 None Same Below iA111 : ' 2 4 4 None Below Same 3 11(4 5 1 \Na1a'� 'l 4 5 5 None Same Below -00- -- , .. 13, ( ,,, 4 • Nene ,,, 2 5 5 None Below Same 4 4 4 None Same Below iN14 8 ..Nene Belaw' Belt + 2 58 58 None 1 Below Same $', 3 5fz)11, Norte 4 5 5 ' None Same i Below 0 Page 7 of 45 B-8 Structure Data 6/20/2018 Table 1.7-Null Shell Connectivity Data • $ e r dge Poul#1 P. rru • bar A4 4 1 19 20 None Same Same ._. Same Game 3 ! 21 22 None Same Same g33' Sand.... Name A6 4 1 27 28 None Same Same 28 2? Same Same 3 29 30 None Same Same 1.430 \ itt a Same Same Al 4 1 11 12 None Same Same 6 A ° Same dime 3 16 17 None Same Same \.. :43373t3 034. � ., :311 .... � dame €..:Same'' 1.5 Mass Table 1.8-Mass Source g 1nCl a Jude at ISDe#ault Lateral Verticale MsSrcl S Yes Yes 1 Yes Yes No Yes Yes Live 0.25 1,t Ye4E' =Yes I Yes ,, Yes ' No :: Yes; i Yes £Supetbe \. 1i ,, / Table 1.9-Centers of Mass and Rigidity Cumula 0 Cumulatwve ` /w s.. t Y�.M XCClll �` ViIS y` • ag ,lbw lb-s'Ift LEVEL 05 RIGID €75450.95'75450.95 31.9646 134.0147 75450.95 75450.95 31.9646 134.0147 LCL 04L/ R 5 ;°'3'333.3-'; 1 137 kI5641S 59 156416.59 ` 31.6773 134.3247, LEVEL 031 RIGID 179664.71 79664.71 30.9939 135.8045 236081 31 ' 236081.31 31.4467 134.8241: .�.. Z t•' �J �¢,� . a /mom Table 1.10-Mass Summary by Diaphragm • r sa • 6 e ip-ft LEVEL 05 RIGID 75450 95 75450.95;333497.1564 , 31.9646 1134.0147 ��ate. 3.,EVEI 04 .RIGID 809656585f5, 363556.9361 t 31.4096 ;134.6137 LEVEL 031 RIGID =79664 71 79664 71 355906 3978 30.9939 135.8045 Lfl2 SEMI RIGID , � �},$" ; 0 31 0309.1337.6437, • Page 8 of 45 ' B-9 Structure Data 6/20/2018 • Table 1.11 -Mass Summary by Story LEVEL 05 € 75450.95 75450.95 0 doic 4 809665 . . ger LEVEL 03 79664.71 79664.71 0 LEVEL 02 _269048,53 20904843 {l ,„, Base ' 9330.4 9330.4 0 1.6 Groups Table 1.12-Group Definitions Color All Yellow 3 '1 Lime DXFIN2 € Red D FINN3 Blue DXFIN4 Aqua P L chsia DXFIN6 ( Fuchsia DXFitsli $ • S Page 9 of 45 B-10 Properties 6/20/2018 2 Properties • This chapter provides property information for materials, frame sections, shell sections, and links. 2.1 Materials Table 2.1 -Material Properties-Summary Unit y N s, "- ,, We D <.=n . ,.- s 1 e i 4 r X 3500Psi Concrete ! 3372165 0.2 1 150 Fc=3500Ibfin2 5000Psi Concrete .- 4030509 0. 0 0 c=5000Ib/in2 a A416Gr270 Tendon 28500000 , 0 490 [ Fy=245100 lb/in2,Fu=270000 Ibfin2 A615Gr64 4 aro- 446'1400; 0,3 490 Fy-�60 Iblin2,F'u 90 A653SQGr33 ColdFormed 29500000 0.3 490 Fy=33000 lb/in2,Fu=45000 lb/in2 2.2 Shell Sections Table 2.2-Shell Sections-Summary ....„,..4„a t tell ` • a -. i Element ... ye s � s ; .7r 10"CONC WALL Wall Shell-Thin 5000Psi 10 I 2"CONC i L Wail ,Shell-Thin 5000Psi '12 '." 18"CONC SLAB Slab Shell Thin 5000Psi 18 ..P tit18l aeck 3 Membne" sl k A653SQr ... • 2.3 Reinforcement Sizes Table 2.3-Reinforcing Bar Sizes ��s DArea i4 to #4 0.5 0.2 0/5 ,.,w.„,f-,, 0.44 #9 1 1.128 i 1 2.4 Tendon Sections Table 2.4-Tendon Section Properties citit -% 71 i CoA Tendon1 A416Gr270I 0.153 I Aqua • Page 10 of 45 B-11 Assignments 6/20/2018 • 3 Assignments This chapter provides a listing of the assignments applied to the model. 3.1 Joint Assignments Table 3.1 -Joint Assignments-Summary Unique Stor;r Label Name r Diaphragm Restraints LEVEL 05 h 47 311 From Area LEVEL'05 48 1 Area LEVEL 05 50 314 From Area • LEVEL 05 ... . . .. .r, . .. � area LEVEL 05 55 317 From Area 704, !EL 05 56 31 Fr Area LEVEL 05 57 319 From Area �;, 3,,,', From Area LEVEL 05 59 315 From Area LEVET +` ';:i''„ From Area LEVEL 05 64 376 From Area LEVEL 0 'Y 5 From Area LEVEL 05 68 368 From Area LEVEL 05 s 69 . From Area LEVEL 05 1 1 From Area LEVEL 0 340 From Area LEVEL 05� 4 353 From Area x 3 5 352 From Area LEVEL 05 ' 8 7 From Area .E�05 19 84 From Area' : ,4di: ::•I',„ 0 LEVEL 05 E 20 85 From Area LEVEL 5 21 86 From Area LEVEL 05 € 22 87 From Area LEVEL 05 j 27 128From ', LEVEL 05 28 129 From Area LEVEL 05 29 130 F m LEVEL 05 30 131 From Area " LEVEL 05 11 1$- '_ LEVEL 05 12 19 From Area r 16 Area> LEVEL 05 ' 17 21 From Area L�L1 i 473213 �,,, Ares�, � �. LEVEL 04 - 48 322 From Area LEVELL,04', 50 . , ,...324 From LEVEL 04 54 326 From Area , \ . 55 7 Frog Area �;. LEVEL 04 56 328 From Area LEVEL 04 58 330 From Area LEVEL 380325 From Ares LEVEL 04 64\\ From Area • Page 11 of 45 B-12 Assignments 6/20/2018 Table 3.1 'Joint Assignments-Summary(continued) LEVEL 04 67 370 From Area t41 ' from Area LEVEL 04 69 381 From Area "04, ,. F'rom Area ." . .ted, s LEVEL 04 3 '342 From Area LCL 04 , 3 from Area . LEVEL 04 5 356 From Area 0 1x 04 8 ", , ,a firm Area, . LEVE-0 19 88 From Area LEVEL 04 21 90 From Area • LES- 91x ,,, LEVEL 04 27 136 From Area EViri 4;',137 From LEVEL 04 29 138 From Area LEVEL 30' X39 From Area:; LEVEL 04 11 22 From Area" LEVEL 04 \\1 23 `From',1"--8......"` a' 0 LEVEL 04 16 24 From Area LEVEL 04 3 25 a< '---,-----, LEVEL 03! 47 291 From Area LE e 3 292 : NT LEVEL 03 50 294 From Area LEVEL 03 � 1 f a .. ' • LEVEL 03 52 12 From Area LEVEL-03 ,f`I0 , •F- 'm rea LEVEL 03 ; 54 296 From Area LEVEL 03: 297 From Area./ � LEVEL 03 £ 56 298 From Area LEVEL 03 57 a „,,3-,,w,.1From Area 7,- LEVEL 03 € 58 300 From Area LEVEL 03''� ,9 ..,5;,....--,,,..,„,,,,/, j From Area„,;:k... -.14.''',,,-__',_,., LEVEL 03 ` 64 Er:rte From A _ �--�. LEVEL93 67 LEVEL 03 68 373 From Area LE LEVEL 03 1 4 From Area i LEVEL 03 4 359 From Area LEVEL` 5,. 3513..E • '4„,,..:',.-4,4y%,-,y.. LEVEL 03 8 6 From Area LEVEL{33 . : X925.f : LEVEL 03 ' 20 93 From Area \ LEVEL 03 21 • 94 Frlx11,4irea l} 5.; LEVEL 03 ”22 95 ' From Area • Page 12 of 45 B-13 Assignments 6/20/2018 • Table 3.1 -Joint Assignments-Summary(continued) y Sto Label Unique Diaphra traints ,. ,., " LEVEL 03 27 140 From Area 1..EV1 1i3 28 141 •From Area, LEVEL 03 29 142 From Area , LEV1 03 1 ,111,2444732' 43 T Ffom Area LEVEL 03 1»_, 1 26 From Area €13 12 27 �, LEVEL 03 16 28 From Area 7i9 ..., 1 LEVEL 02 47 279 From Area LEVEL 02 50 282 From Area tEViwL p2 a LEVEL 02 1:', 52 284 From Area LEV2 5 ,,ra� ' LEVEL 02 54 286 i From Area LEVE:02 55 $7 From Area LEVEL 02 56 288 From Area LE m 9 o- From Area LEVEL 02 7'):::;''''*58 290 � r X339Frm 1 LEVEL 02 63 346Fr • \. �� 348 1:1!1:."*"I'FFr-/roolmmr1:11:AAArrr'eeeaa!,' �EL 02 67363 ''41452'r.:1' X42 LEVEL 02 69 375 [ From Area ...... «„ 1 Area LEVEL 02 3 344 From Area ' 8 Fr. Area LEVEL 02 5 351 From Area ,.rtorEL 8 F Area LEVEL 02 19 96 From Area I V 0 20 97 From Area = LEVEL 02 21 98 From Area 22 i From Areae LEVEL 02 27 144 From Area • 02 28 145 From ' LEVEL 02 29 146 From Area �t-�'' 30 147 From A ,. LEVEL 02 11 30 From Area � r 12 ` 31' �From ;. LEVEL 02 ` 16 32 From Area , ` o2' 17 °C�tii17 A►'ea.�� Base 47 333 From Area UX;UY;UZ Base E 48 4 ,334' From Area: UX;UY; Base 55 336 From Area UX;UY;UZ • Page 13 of 45 B-14 Assignments 6/20/2018 Table 3.1 -Joint Assignments-Summary(continued) • Story 'r babe) Uniy phrags, rots Base 58 337 From Area UX;UY;UZ From aX Base 63 347 From Area UX;UY;UZ 3w4 x Xy Base 67 362 From Area UX;UY;UZ pt, ,- F . ., 'uz Base 69 374 From Area UX;UY;UZ mac` Base 3 345 From Area UX;UY;UZ se 360 ro4 ea � X;u u Base 5 361 -F' rom Area UX;UY;UZ 4 ._ «rr . Base 12 35 From Area UX;UY;UZ ::'!::::'-I9Se • w ,,a �n:,vz . X'UY;UZ Base 17 52 from Area UX;UY;UZ 3.2 Shell Assignments Table 3.2-Shell Assignments-Summary 9 Label -:.,;.;.,r:::.!.2..-4.,,,, a� ` LEVEL 05 ; W25 84 12'CONC WALL PierE • LEVEL 05 - F 12` ALL I LEVEL 05 W4 67 12"CONC WALL Pier10 LEVEL O5 Wil 76 CONC• ' LEVEL 04 W25 85 12'GONG WALL PierE LEVEL 04 t .'W .90 k� WALL LEVEL 04 W4 68 12"•GONG WALL Pier10 tEL11 7 1-2''..%NC� t» , -k;,--Pier ray . LEVEL 03 W25 86 12"GONG WALL PierE LEV 03 �6 91 F ONG 1N' LEVEL.9,-, W4 69 12 CONC WALL PIer10 3 LEVEL , 0- �r Vrt1� � . LEVEL 02 W8 65 10"GONG WALL D 1 LEVE C WALL LEVEL 02 W19 73 , 10"CONC WALL D LEVEL 02 t20 74 1 c GONGWALL T$k fEMENT LEVEL 02 W25 82 12"GONG WALL PierE LEVEL 0 -„ 26 87 ¶2' OWAiJ->.. �... LEVEL 02 W5 70 12 CONC WALL PIer10 LEVEL:02 W6 71 i0"' C)Nkk'-41.-.T .i1 LEVEL 02 W9 1 1 79 10 LONG WALL LEVEL ,. 3 ,. 80 12"� N ' AiLL Pr1 W1 LEVEL 02 W14 81 10"CONC WALL j I 02 ^,, F7 63 s 3"C°-1C 2" RIGID LEVEL 04 3 F7 64 3"CONC 2"DECK(18) RIGID • Page 14 of 45 B-15 Assignments 6/20/2018 IIITable 3.2-Shell Assignments-Summary(continued) bet # Secltion C3iaphragin . Pier:t'ir •,47::4017:'''' 4:-Na71,t; ag• ..,,ii.. 4-1- ,,af-- -,,,,„, -,,;4--,:: ,g, 's LEVEL 03 F11 61 3"CONC 2"DECK(18) RIGID L1 EL 03 F12 3 7 I r CONC 2"DECK(18) 1 LEVEL 02 F9 60 18"CONC SLAB SEMI RIGID • III Page 15 of 45 B-16 Loads 6/20/2018 4 Loads • This chapter provides loading information as applied to the model. 4.1 Load Patterns Table 4.1 -Load Patterns Dead Dead 1 Ltve' SuperDead Superimposed Dead 0 ELF Sew sic ,f ASCE 7 10 ELF(drift) Seismic(Drift) 0 i ASCE 7 10 USER INPUT Sei8m • f?H„ `Useroads 4.2 Auto Seismic Loading • • Page 16 of 45 Loads 6/215/2078 • ASCE 7-10 Auto Seismic Load Calculation This calculation presents the automatically generated lateral seismic loads for load pattern ELF according to ASCE 7-10, as calculated by ETABS. Direction and Eccentricity Direction = Multiple Eccentricity Ratio=5%for all diaphragms Structural Period Period Calculation Method = Program Calculated Coefficient, Ct[ASCE Table 12.8-2] C,=0.02ft Coefficient,x[ASCE Table 12.8-2] x=0.75 Structure Height Above Base, h• h,,=41 ft Long-Period Transition Period, TL[ASCE 11.4.5] T =8 sec Factors and Coefficients Response Modification Factor, R[ASCE Table 12.2-1] R=5 System Overstrength Factor, Oo[ASCE Table 12.2-1] no=2.5 Deflection Amplification Factor, Cd[ASCE Table 12.2-1] C,=5 Importance Factor, I [ASCE Table 11.5-1] = 1 Ss and S1 Source = User Specified Mapped MCE Spectral Response S,=0.98g Acceleration, S 5[ASCE 11.4.1] Mapped MCE Spectral Response S,=0.424g Acceleration, Si[ASCE 11.4.1] Site Class [ASCE Table 20.3-1] = D-Stiff Soil Site Coefficient, Fa[ASCE Table 11.4-1] Fa= 1.108 Site Coefficient, FV[ASCE Table 11.4-2] F,= 1.576 Seismic Response MCE Spectral Response Acceleration, S Ms [ASCE 11.4.3, Eq. 11.4-1] SMS=Fe SS SMS= 1.08584g MCE Spectral Response Acceleration, SM, [ASCE 11.4.3, Eq. 11.4-2] SM,=F�S, SM,=0.668224g Design Spectral Response Acceleration, 2 S Ds[ASCE 11.4.4, Eq. 11.4-3] S°S=3 SMS S„=0.723893g Design Spectral Response Acceleration, 2 S D1[ASCE 11.4.4, Eq. 11.4-4] S°'=3 SM, S°,=0.445483g i Page 17 of 45 Loads 6/20/2648 Equivalent Lateral Forces SDS Seismic Response Coefficient, C5[ASCE Cs= 12.8.1.1, Eq. 12.8-2] (—) Sm [ASCE 12.8.1.1, Eq. 12.8-3] Csm., R • T(—) 1 [ASCE 12.8.1.1, Eq. 12.8-5] C5m,,=max (0.044 S1,0.01 ) =0.031851 S, [ASCE 12.8.1.1, Eq. 12.8-6] C ,m=0.5 (R)for S, =0.6g Cs , 5 Cs 5 Cs„,„ Calculated Base Shear Period Used WV Direction C I (sec) (kip) I (kip) X 0.252 10.1447791 14321.6294 1 2073.4664 Y 0.257 10.1447791 14321.6294 1 2073.4664 X+Ecc.Y 1 0.252 10.1447791 14321.6294 1 2073.4664 Y+Ecc.X 1 0.257 10.144779114321.6294 1 2073.4664 X-Ecc.Y 1 0.252 10.1447791 14321.6294 1 2073.4664 ,. Y-Ecc.X 1 0.257 10.1447791 14321.6294 1 2073.4664 Applied Story Forces • 1110 Page 18 of 45 Loads 6/20/2018 Lateral Load to Stories-X Lateral Load to Stories-Y • iiii 1 , € �:5.352kip LEVEL 05 ' LEVEL 05 ---.... --- i . 2kip 551.58 ip LEVEL 04 < : -.-s-- . LEVEL 04 X---------- -- --f- b i i b { 8 0 i i j ( i . i 3611.814kip j • LEVEL 03 —r —i LEVEL 03 £ - - i 474.71 pkip LEVEL 02 < LEVEL 02 �� '..,13kip' ? I J Base € , � _ _.._,._____1__ I Base 0 100 200 300 400 500 600 700 0 100 200 300 400 500 600 700 • Force,kip Force,kip Story Elevation X-Dir ' Y-Dir Story Elevation I X-Dir Y-Dir ft kip kip ft kip kip LEVEL 41 1 685.352 ; 0 LE VEL 41 0 685.352 i LEVEL 30.75 551.583 0 LEVEL 30.75 0 551.583 L O EL 20.5 361.814 0 LE VEL 20.5 0 361.814 • LEVEL 10.25 474.718 0 LE VEL 10.25 0 474.718 Base 0 0 0 Base 0 0 0 • Page 19 of 45 B-20 Loads 6/20/2018 ASCE 7-10 Auto Seismic Load Calculation This calculation presents the automatically generated lateral seismic loads for load pattern ELF (drift) according to ASCE 7-10, as calculated by ETABS. Direction and Eccentricity Direction = Multiple Eccentricity Ratio=5%for all diaphragms Structural Period Period Calculation Method = Program Calculated Coefficient, C,[ASCE Table 12.8-2] C,=0.02ft Coefficient, x[ASCE Table 12.8-2] x=0.75 Structure Height Above Base, h, h,=41 ft Long-Period Transition Period, TL[ASCE T =8 sec 11.4.5] Factors and Coefficients Response Modification Factor, R[ASCE R=5 Table 12.2-1] System Overstrength Factor, Oo[ASCE Table 12.2-1] IZ°=2.5 Deflection Amplification Factor, Cd[ASCE Cd=5 Table 12.2-1] Importance Factor, I [ASCE Table 11.5-1] I= 1 Ss and S1 Source= User Specified Mapped MCE Spectral Response S,=0.98g Acceleration, S,[ASCE 11.4.1] Mapped MCE Spectral Response S,=0.424g Acceleration, S1[ASCE 11.4.1] Site Class [ASCE Table 20.3-1] = D-Stiff Soil Site Coefficient, Fa[ASCETable 11.4-1] Fa= 1.108 Site Coefficient, F,[ASCE Table 11.4-2] F,= 1.576 Seismic Response MCE Spectral Response Acceleration, SMS[ASCE 11.4.3, Eq. 11.4-1] SMS=F,Ss SMS= 1.08584g MCE Spectral Response Acceleration, SM,=F S, SM, =0.668224g S M1[ASCE 11.4.3, Eq. 11.4-2] Design Spectral Response Acceleration, 2 .-Jos=—SMS S„=0.723893g S DS[ASCE 11.4.4, Eq. 11.4-3] 3 Design Spectral Response Acceleration, 2 So, S°,=0.445483g S Dl[ASCE 11.4.4, Eq. 11.4-4] 3 • Page 20 of 45 B-21 Loads 6/20/2018 • Equivalent Lateral Forces Seismic Response Coefficient, C s[ASCE SOS 12.8.1.1, Eq. 12.8-2] CS (R) SD, [ASCE 12.8.1.1, Eq. 12.8-3] Csnm, = R T( ) Cs G Cs,n,. Calculated Base Shear Direction I Period Used ! C W V (sec) s (kip) (kip) X ] 0.252 10.144779114321.6294 2073.4664 Y 0.257 0.1447791 14321.6294 2073.4664 X+Ecc.Y j 0.252 0.1447791 14321.6294 2073.4664 Y+Ecc.X 1 0.257 10.1447791 14321.6294 2073.4664 X-Ecc.Y j 0.252 10.1447791 14321.6294 2073.4664 Y-Ecc.X ' 0.257 10.1447791 14321.6294 2073.4664 Applied Story Forces • S Page 21 of 45 B-22 Loads 6/20/2018 Lateral Load to Stories-X Lateral Load to Stories-Y • IH ' 111 III 11 ' LEVEL 05 _ E j i 3 f1 i LEVEL 04 LEVEL 04 z • , ----1.--' j _' LEVEL 03 -- � �- LEVEL 03 , _1— -, 1 LEVEL 02- „_+_..t. LEVEL 02 .,, -,.., J_i j -i r i r_- _r y i- Base�....._---+,---jr----1-4-------it� � Base _.1 0.00 1.00 2.00 3.00 4.00 5.00 6.00 7.00 0.00 1.00 2.00 3.00 4.00 5.00 6.00 7.00 Force,kip Force,kip • Story Elevation X-Dir Y-Dir Story Elevation X-Dir Y-Dir ft kip kip ft kip kip LEVEL 41 0 0 LEVEL 41 0 0 05 05 LEVEL 30.75 0 0 LEVEL 30.75 0 0 04 04 LEVEL 20.5 0 0 LEVEL 20.5 0 0 03 03 LEVEL 10.25 0 0 LEVEL 10.25 �- 0 0 02 02 Base_ 0 0 0 Base 0 0 0 • Page 22 of 45 B-23 Loads 6/20/2018 110 User Loads Auto Seismic Load Calculation This calculation presents the user defined lateral seismic loads for load pattern USER INPUT. Lateral Forces Lateral Load to Stories-Set 1 Lateral Load to Stories-Set 2 l s I L LEVEL 05 ..e.__. 1 __ ti _ LEVEL 05 -I- ---, 4- ---1 r LEVEL 04 . -- LEVEL 04 - ( p - I II LEVEL 03 - I ----�- LEVEL 03 - ----�- ---�-------- � ----s 3 4319kip £ LEVEL 02 ' LEVEL 02 -�'- - C- l__ • : i I 1 s 4 Ski Base ii,- -, 1-- 7....... -1 Base 0 80 160 240 320 400 480 560 0 80 160 240 320 400 480 560 Force,kip Force,kip Story Elevation X-Dir Y-Dir Story Elevation X-Dir Y-Dir ft kip kip ft kip kip LEVEL 41 0 0 LEVEL 41 0 0 05 05 LEVEL 30.75 0 0 LEVEL 30.75 0 0 04 04 LEVEL 20.5 0 O.— LEVEL 20.5 0 0 03 03 LEVEL 10.25 430.9 0 LEVEL 10.25 0 430.9 02 02 Base 0 0 0 Base 0 0 0 S Page 23 of 45 B-24 Loads 6/20/2018 4.3 Applied Loads 1110 4.3.1 Area Loads Table 4.5-Shell Loads-Uniform a ��tt1n y is® 4,:" LEVEL 05 F7 63 Live Gravity 125 04 F7 Live I Gravity 125 LEVEL 03 F11 61 Live • Gravity i 125 LE 67w Live i Gravity 125 LEVEL 05 F7 63 SuperDead Gravity 12 � .,,. a�,;._ . 'Dead Gravity LEVEL 03 Eli 61 SuperDead Gravity 15 akiiitA! f9 60 SuperDead Gravity 1,5A 4.4 Load Cases Table 4.6-Load Cases-Summary 1 Dead Linear Static v ive linear Stat::; SuperDead Linear Static ELF r ; ELF(drift) Linear Static USER INPUT • 411 Page 24 of 45 B-25 Analysis Results 6/20/2018 • 5 Analysis Results This chapter provides analysis results. 5.1 Structure Results Table 5.1 -Base Reactions Load FY EZ MX MY _-,,,,5,,,,,,,..77 X , Case/Combo kip ` kip kip ft kap-ft 1 t- Dead 0 0 > 10299.686 1417469.5177 -315339.8056 1 -8.878E-06• 0 0 0 118 X77564 3817320533 1'181E-05 ';" 0 41_ ,0 SuperDead 0 0 1352.705 182290.6466 -43440.4108 -1.351E-06 0 0 0 ELF 1 2073.466 0 '. 0 6 065E 06 57343.6341 a 7 0 ELF 2 0 2073.466 0 57343.6341 0 -65176.9821 0 0 i 0 3 � 0'', 0 .544 ,. X343 634 : 30136014844 (, 0.c Dai ELF 4 0 2073.466 0 57343.6341 0 -80866.2113 0 0 0 ELF 5 2073 4 0 ' 0 6 585E-1 -57341,6341' 0 0- ::Ct4, ,, ., . .., a ..ri% .r ria\ $ ah a.: --;l-- ELF 6 '''0''''. -2073.466 0 57343.6341 0 -49487.753 0 0 0 'Elli1 �} • 0\ =0 ... ' S''''-*E(486341, 28057561707 t: 0 0 ELF(drift)2 0 2073 466 0 57343 6341 0 I 65176 9821 0 0 0 iiMELF(dr1ft)3 2073 465 0• f : i V-. \N 544E 06 57344.6341 3 1360 4844 ,, 0 >,,, 0\ ELF(drift)4 0 2073.466 0 57343.6341 0 -80866.2113 0 € 0 0 ELF, )5 -2073 466 0 6 5E-06 03.6341 259790 357 0 0 '1'.‘14741 ELF(drift)6 0 2073.466 0 57343.6341 0 49487 753 0 0 0 USER INPUT 1 -430 z . k:/ `7; 0 -441fi5.725 636 s,,..,. 36118$61 0 .'' \,,..II ..r... ,<, • USER INPUT 2 0 -430 9 0 4416.725 0 -16631.6969 0 0 0 Table 5.2-Centers of Mass and Rigidity M � Cumu k:a e ul , ,`; ftM Xy/ mYat ` � � CR= . ¢ ,,® tb-s�/ft z LEVEL 05' RIGID 75450.95,75450.95 31.9646 134.0147 75450.95 75450.95 , 31.9646 134.01471 L ; 134£ RIGID 80985-65-60965 65£31 4096 134 6137 i 1-' '1$59 16- 9 \316;, -334.3247 ' i i Mt :>4%., ,,,, \\ ;°4y ,,,., ,, LEVEL 03 RIGID 179664.71 79664.7130.9939 135.8045 236081.31 236081.31 31.4467 ;1.34.8241 LEVEL 02 SEMI RIGID 0 •0 '31 0309 1 ,- 0 t, f3 F Table 5.3-Diaphragm Center of Mass Displacements f n ,, a ii eol ry'/ Z, >qr,x LEVEL 05` RIGID D ead 0.275627 -0.072429 0.000161 i 2 31.9646 ,134.0147 41 .. all 0 4 -012425 .000206 "2 3311:99:44,86 ,,,i1$4,34%.0,,1, 1.9646 134, -- 41 LEVEL 05 RIGID SuperDead 0.055368 -0.01385 1'-3.3E-06,',1„ 2 31.9646 134.0147° 41 1 . .. r 33 t 0002014 5.5E-06 . / 46 134 01 41 f LEVEL 05 RIGID ELF 2 0.001713 0.194319 4E-06 2 31.9646 134 0147, 41 05 a ELF'''''4 0163371 0.001417 4.1E-05 2, 31.9646 0147 41 LEVEL 05 � RIGID ELF 4 0.006742 0.19477 1.5E-05 1 2 31.9646 134.0147; 41 £ • Page 25 of 45 B-26 Analysis Results 6/20/2018 Table 5.3-Diaphragm Center of Mass Displacements(continued) III .„, „,,,,,,„:„.„:„„,„, ,,,_,_..,,,,,,,,,,, v Z ,: r �; • race. % 1Iii1f1 ' ft2� LEVEL 05 i RIGID ELF 5 0.176696 1 0.002611 . 7E-05 2 31.9646 134 0147 41 1.0VY'05 RIGID ELF 6 ;-);,0 0033161 0193869:' -7E-06 2 3111646 1340147 41 LEVEL 05 RIGID ELF(drift)1 0.170033 I 0.002014 5.5E-05 2 31.9646 134 0147, 41 145 D ELF 0:1"E 13 I 0.1943191KE-06 : 119640?1 40147 41 LEVEL 05 RIGID ELF(drift)3 0.163371 I 0.001417 4.1E-05 2 31.9646 134.0147 41 6 RIGID ELF(drift 4 0.006742 771', 1 5Iw' ' 2 "1964E4 45'4147 41 LEVEL 05 RIGID ELF(drift)5 0.176696 0 002611 7E 05 2 , 311.9646_,4 34 0147 41 .EVEL{15 RIGID ELF((rift)'6 -41033 g 0193859'', .,,'7E ,z -....:,,,-,•,-;:� 1 3 ' 0147 LEVEL 05 RIGID € USER INPUT 1 0.004008 '/-0.003609 2E-06 2 31.9646 134.0147 41 LEVEL 05 Ute INPUT r 0 0' 00242' -A, " 31 96416 1134-0147 41' ,/��i,,,N,._. .. :,...�..: � ....inn .... . �',,,`�, LEVEL 04 RIGID Dead 0.166418 -0.043894 9.6E-05 13 31.4096 134.6137 30.75 !LEVEL 04 t 040904' -0 06 f-4 400188 ,13 31▪ �1 `� '30.75 , ....:: . .__. ;.. LEVEL 04 RIGID SuperDead 0.032126 -0.007649 1.9E-05 13 i 31.4096 134.6137 30.75 LEVEL 04 :;27 J -i a 0 011495 0 001471 $$E 05 3 31 1Ut346137 30 75 \ LEVEL 04 RIGID ELF 2 0.001445 , 0.132063 4E-06 13 , 31.4096 134.6137 30.75 L 04x a ELF-4144 '''''.'13633:i1001019 2.9E-05 11'13 4 6 13461371 3075 LEVEL 04 RIGID ELF 4 0.004964 0.132404 1.2E-05 13 j 31.4096 134.6137 30.75 LEVEL 041 RIGID r F 5 • 0126158 0 001922 4.9E-05 13 311+4096 134.6137 ;', 30 LEVEL 04 RIGID ELF 6 -0.002074 0.131722 -4E-06 13 i 31.4096 ;134.61371 30.75 a 0' Ai1G113 ELF(drift)',I 1001471' 3.9E-051 13 3t'• 134 6137= 30,164 LEVEL 04 RIGID ELF(drift)2 j 0.001445 10.132063 4E-06 13 31.4096 134.6I37' 30.75 11 I,4 RIGIDLF' r,„ -• 1 (1.001019 '2.9E-05 13,E 141196 134 6137::30 75 -: 1 LEVEL 04 RIGID ELF(drift)4 0.004964 0.132404 1.2E-05 13 31.4096 134.6137 30.75 I 'i • ELF *x,01 9 00 .f 41,4E-05 + 6 1, ' 30 75 iii:.: ,.. ,,,.f+. r; , . r ,...•.,•'• •,04,..i,d, :$..k £ /64:: .... „x ••,4 ,,,/,,. LEVEL 04 RIGID ELF(drift)6 -0.002074 10.131722 -4E-06 ) 13 31.4096 134.6137 30.75 tt4414,, N U1 R NI i 0 °. '''' E.,46'' , 3.w ....'44I1 iiiiii,37 31�" LEVEL 04 RIGID ' USER INPUT 2 0.000195 , 0.002286 1E-06 13 31.4096 134.6137 30.75 ark1-14 pr!bib' .. bead 1 0 079( ", , LEVEL 03 RIGID Live 0.121383 € -0.0272 7.2E-05 14 30.9939 135.8045 20.5 LEVEL 0 RIGH SuperDead 0301.3688-0.003145 ` -7 .�4- 30 9939 135 4 20 5 LEVEL 03 RIGID ELF 1 0.06968 € 0.001205 2.3E-05 14 1 30.9939 135 8045 20.5 LEVEL ail ....... ''', i ' ELF2 0.001181 1 0 06819 "06 "4. .. 1 ;a 20.S LEVEL 03 RIGID ELF 3 - oI[u.YuliCnnillmul;l.l;EiMI -I ,• • ;I. ..-ZU3 LEVEL 03 tel; '' ELF 4 ) 0.003202 0 v11E-06 x'14 "309939 135$5 a••, LEVEL 03 RIGID ELF 5 0.072356 I 0.001604 2.8E-05 14 ' 30.9939 135.80453 20.5 LEVEL 03` .'."1GID . ': ELF6 4 'r a 967895 1E$8 '144309 358045 , LEVEL 03 RIGID ELF(drift)1 0.06968 i 0.001205 2.3E-05 14 30.9939 135.8045 20.5 LEVEL 03 RI ID ELF(d 2," 0.001181 0068196 + , �� 350939 11355 + a LEVEL 03 RIGID = ELF(drift)3 , 0.067004 0.000806 1.7E-05 14 30.9939 1135 8045" 20.5 LEVEL 03 ' RIGID ELF(drift)'4 ) 0,003202 0.068497 E-D8 k34 • 00939 113511i, LEVEL 03 RIGID ELF(drift)5 0.072356 i 0.001604 2.8E-05 [ 14 1 30.9939 135 8045 20.5 EVEL 03�, ID ELF(drift)6 -0 0083 + 1E-06 14 306939 1ffi� s LEVEL 03 € RIGID USER INPUT 1 0.00334 -0.003104 2E-06 I 14 £ 30.9939 '135.8045 20.5 LEVEL 03 RIGIDEk1NPI"I' '118E-05 " 0;002481 IE-06• " 14 0#4934. 1334' 1h LEVEL 02 SEMI RIGID Dead 1 0.002121 --0.007552 2.3E-05 I 15 i 31.0309 137.6437 10.25 • Page 26 of 45 B-27 Analysis Results 6/20/2018 • Table 5.3-Diaphragm Center of Mass Displacements(continued) I2II!E!IPI!E flhIIIIIaJrr LEVEL 02 SEMI RIGID Live ' 0.006869 1-0.001491 2.7E-05 15 31.0309 1137.6437 10.25 ' '1,,.1-i,;;::€,',„. t Bad 0; .4o4/1---it:. ;4 -06 5 '''31 0}309'.- 37 6437 10.25 LEVEL 02 SEMI RIGID ELF 1 0.020542 -0.000667 1.6E-05 15 ' 31.0309 ,137.64371 10.25 * e2 1 M1IGI1 ELF2 -0424651 I 00101 ,a € 1531,.01309 137 10.25 LEVEL 02 SEMI RIGID ELF 3 1 0.02226 -0.000506 1E-05 ° 15 �, 31.0309 '137.6437 10.25 ,,LEVEL 02 •SE I.. „., .' 7" ,1 9 400 t i'S 30• "375437 10.25 LEVEL 02 SEMI RIGID ELF 5 , 0.018824 -0.000828 2.2E-05 15 1 31.0309 137.6437, 10.25 ..I l 2 0h61 05 i I5 .:ii309" 714 71 1�.25 LEVEL 02 SEMI RIGID ELF(drift)1 0.020542 -0.000667 1.6E-05 ( 15 31.0309 137 6437 10.25 62 M 1GIt3� ,,,ELF �►'Ifk) fi 024651 I O0101 i5 31 .309 137, 37 0 LEVEL 02 SEMI RIGID ELF(drift)3 0.02226 1-0.000506 1E:05 15 i 31.0309 137 6437 10.25 LEVEL 02' 4 �7 . 1 , '° a,...W. .�. . ,....>� .„„�.:; �� ' ,y��" . 77.111'� 15�31'03091/47: $1, )0 LEVEL 02 SEMI RIGID ELF(drift)5 0.018824 -0.000828 2.2E-05 € 15 31.0309 137 64371 10.25 1 VVE/%02 a a (drift}& -0,12335 1 0410271 t 31, :::15 314609-14-37,w71,, 1041, LEVEL 02 SEMI RIGID USER INPUT 1 20.689901 5.709297 -0.030299 15 31.0309 1137.6437 10.25 I VE )2 EMI, 1$ U 2 214518 0174/8168 g 41‘.03'.< 15 3113091137.7f 0.2 5.2 Story Results Table 5.4-Story Max/Avg Displacements • k- Direction III 7.*:-.,,,,,,:,,,,,,,.:: bo „"" at.... „,1".,. . " . LEVEL 05 Dead X 0.375572 0.244829 1.534 1.41 ' .41 _ £ . '620564 ''.,',.!,,1 .-,,!1;, 6 7 .4tV, LEVEL 04 1 Dead 1 X 0.22694 0.148672 1.526 T o�� ... .> �.�W � 412287 ''0.0* .4,4ii LEVEL 03 3 Dead s X 1 0.108401 0.071821.509 EV�03�" dead" 'Y 1 4$0 19724 ( 117 LEVEL 02 Dead 1 X 0.031848 0.013793 i 2.309 02 Theitk 1 4 o0)13947 j 00477a 2.919 LEVEL 05 Live 1 X 0.680664 0.439809 1.548 5 irk bye ' Ys'016p64 04098340:,592'4. LEVEL 04 Live I X 0.388812 0.251852 1 1.544 VirQ4 i Y 022 13"`` 04050276 1 +.04' LEVEL 03 Live X 1 0.167872 0.109088 1 1.539 Lt 3 Y', 1 0.0$ 06' 0;0204 j 4 216 LEVEL 02 1 Live X 0.040637 0.021544 1.886 :VE 005 " 0.075891 049044 1.547 : LEVEL 05 SuperDead ; Y 0.041091 0.0'11129 1 3.692 L,1yEL 04 pe x,, .0:04416'7 4 038596 ...1.545 LEVEL 04 ' SuperDead kf Y 1 0.023321 0.005943 3.924 lititi4t.3 1,''5 .. B 30� 0: 189#: ,p O12 14539,k LEVEL 03 1 SuperDead Y ' 0.009782 0.002377 4.115 ,i,,,,"0,1;! m , �.: x a ogle cot sg pis LEVEL 05 ELF 1 i X 1 0.204331 0.159464 1.281 ;"MELIA 1, gis 1 X dAitso .F4114' 'lii.2774 s Page 27 of 45 B-28 Analysis Results 6/20/2018 Table 5.4-Story Max/Avg Displacements(continued) III ‘,„k•wr <.P-=,--;'-',--,'4,r4, a sg LEVEL 03 ELF 1 1 X 1 0.084271 0 065821 1.28 02 x )1;9.,103*., 0 ,,,71,!,,,,‘ 0 3 733,0, LEVEL 02 ELF 1 1 Y 1 0.009712 0.002043 4.753 LEVEL 05 ' `� I $841, + 194t366 � LEVEL 04 ' ELF 2 Y 0.135932 0.132409 1.027 LEVEL 03 'ELFT 4 , '--a71883` A. 2 a.:e1,049 XA, LEVEL 02 '. ELF 2 E 0.010658 0.003286 3.243 LEVEL 02 ELF 2 Y Y ` 024264 =,e1,-,',-'',4;.,i'' aL.36 LEVEL 05 ELF 3 X i 0.188619 0.155591 1.212 LEVEL 04 ELF 3 ' X' i {) "./ 1 LEVEL 03 j ELF 3 X 0.07797 0.064103 1.216 LEVEL 02 ,EG.F 3 X ' 0 030 . " f� �,., LEVEL 05 ELF 4 I Y I 0.209811 0.196022 1.07 LEVEL 04 I lr 4 e ' Y ; 0,1;4 ,, .,4 LEVEL 03 ELF 4 Y 0.076445 0.069243 1.104 LEVEL 02 F 4 X i O 2. ;043s�7 " LEVEL 02 1 ELF 4 i Y 0 027061 0.011575 2.338 LEVEL 05 ELF 5 )„" X i 412014 1'+.163;338 A LEVEL 04 ELF 5 X 1 0.157048 0.1171 1.341 LEVEL 03 t ELF 5 ."X „J 4511' 0.067539 LEVEL 02 1 ELF 5 X i 0.036371 0.020847 1.745 LEVEL02 ' ELF 5Y `012{)8!4 a Mfl2?12 Ill LEVEL 05 ELF 6 Y 0.199468 0.19331 1.032 A 1 LEVIMI.04 'EEC k , LEVEL 03 ELF 6 I Y 0.06836 0.067841 1.008 LEVEL 02 ELF 6 ) J i3 a LEVEL 02 ELF 6 Y 0.023466 0.009823 2.389 LEVEL 05 ELF{dr�#t)1 .•,, 31 0 , LEVEL 04 ELF(drift)1 X 0.145968 0.11432 1.277 A.EVEL 03 , "ELArld\\ ,"X , �} 1 p 06 823 ,.,�,r LEVEL 02 ELF(drift)1 X 0.033447 0.019303 1.733 LEVEL 02 ELF{daft)1 \�\ . \,fiaii2 003 1"•,, LEVEL 05 ELb(drift)2 ` i. `:•: 0.1' ••• LEVEL 04 ELF(drift)2 ”.,,,,„1/, , 13'" .1 _ ` ,' LEVEL 03 i ELF(drift)2 Y 3 0.071883 0.068542 1.049 LEVEL 02 ELF{drift)2 X 0.010658 0,t, LEVEL 02 . ELF(drift)2 E Y j 0.025264 0.010699 2.361 LEVEL 05 {drift)3111r, X i 1 s 085619 .:O.11, w 4-.',.; LEVEL 04 ELF(drift)3 [ X 0.134888 0 111539 1.209 •LEVEL 04 1 "{drift)3 , x3; 0.07797 ¶0 064103 16 F LEVEL 02 , ELF(drift)3 i X € 0.030523 0.01:7758 _1 719 LwVE t �)4 ; 0.209811 0.196022 ( :1. 7 5 9LELF(drift)4 Y 10.143951 0.133436 1.079 .LE t ' 007 .064 1,104 rr ) . 6440 . ,•' LEVEL 02 1 ELF(drift)4 I X 0.012865 10.004257 1 3.022 • Page 28 of 45 B-29 Analysis Results 6/20/2018 • Table 5.4-Story Max/Avg Displacements(continued) . . ® verage s � e - a ® ri .it1 x.;rz ,F. sem,.. LEVEL 02 1 ELF(drift)4 I Y 0.027061 0.011575 2.338 6'5 E1-F4, )5 i/ 220044 0,,,,,163331,„ 13 LEVEL 04 ELF(drift)5 X 0.157048 0.1171 1.341 LF aft)8 1 08801 0.087538 1..34 LEVEL 02 ELF(drift)5 X 0.036371 1 0.020847 1.745 f1- a PELFTiftift) 71 0012094 0.002712 448 LEVEL 05 ELF(drift)6 € Y 0.199468 0.19331 l 1.032 1 ldrift)6' 0.134851' 0.13138 ',,-1,031t LEVEL 03 ELF(drift)6 € Y 0.06836 ' 0.067841 1.008 riaigifoi 4 F(drift)6 0.00845i : 0.002315 3,';F: LEVEL 02 ELF(drift)6 [ Y 0.023466 0.009823 2.389 LEL its SE INPUT 1 Id2 0 0 ', 0.00362 1.463 LEVEL 05 l USER INPUT 1 1 Y 1 0.005275 . 0.003443 1.532 LEVE p4 EklISIPUT 1 0.0047 8 0.00330 t 1439'*: LEVEL 04 , USER INPUT 1 1 Y 0.004774 0.003153 1.514 i.EV L 03 raERJruTgl It i 0.0043$ X1003065 ' 1.44„2"81' LEVEL 03 i USER INPUT 1 1 Y 1 0.004419 0.002951 1.497 LEVELp2USER � ..... X 0 0497 14993 3.318' ��•., LEVEL 02 1 USER INPUT 1 , Y 1 0.03073 1 0.005641 5.447 LEVEL05 tUSER i ''s•,,. YI` 0 0034 * 0.00251 1.393 LEVEL 04 ! USER INPUT 2 Y 1 1 0.003253 0.002373 ° 1.371 • t EL3 USS F 2 -y &00302 0,1102261 t 1339 LEVEL 02 l USER INPUT 2 1 X 1 0.002039 0.000331 6.155 2 i U�01...,> 0©046 i#003095 `1.504 Table 5.5-Story Drifts LEVEL 05 Dead € X 0.001617 55 57.7373 17.3013 1 41 '1 L4mead * 4 tin 36 5b85 41 LEVEL 05 Live 1 X 0.003181 55 57.7373 17.3013 41 LE4057. Y 7 ..:001 6 82 52A5 41' a LEVEL 05 SuperDead ; X 0.000346 55 57.7373 17.3013 I 41 LEVET.05 Sieroeac3 I Y ..000x44 6 8 52lt, I X41, LEVEL 05 1 ELF 1 1 X 0.000577 55 57.7373 17.3013 1 41 � LEVEi.05 �:.:� l� �Q40 ;�< '!',-f 1�4 '� .5,� 15845.7 41 ) LEVEL 05, ELF 3 1 X 0.000512i 55 57.7373 17.3013 41 L L 05 ELF 4. Y 05351" '8 '114 500' 217 P85 j1' - LEVEL 05 ELF 5 1 X 0.000643, 55 57.7373 17.3013 41 l'-,-,:' ELF 8 rte,,. -0005251 $F 36 8295 127'J8 LEVEL 05 ELF(drift)1 X 0.000577' 55 S 57.7373 17.3013 41 L0 'd' 2 Y 10. +14à7 �4; fz � �., � 3 1517 �1r LEVEL 05 ELF(drift)3 1 X ;0.000512 55 1 57.7373 17.3013 41 LE1IL 765 F idrf}'$, l % ,48 >4114183T 507 217 33 4il u LEVEL 05 I ELF(drift)5 f X 10.000643! 55 1 57.7373 17.3013 41 0 Page 29 of 45 B-30 Analysis Results 6/20/2018 Table 5.5-Story Drifts(continued) • LEVEL 05 ELF(drift)6 f Y 10.0005251 5 36.8296 127 785 41 ? •o , X' 7451 X7373 „‘,1r27.78,5,,,,,,,,,,,41,,,,,", 4a '. LEVEL 05 USER INPUT 1 l Y 4E-06 58 -36.8296 52.785, 41 L t =a 5 R s 2 X �"' -08 -, a .; �; LEVEL 05 USER INPUT'2 Y .2'E-06i- 3-' 114.5037 158 4517 41 04 000l288 i 43 e ° a.. �,.L . ,,,� a...% ,.€ 1 g .o/._. , cam_ . ��s,.„,•''. LEVEL 04 Dead 3 Y 10.000505, 58 -36.8296 52.785 30.75 LEVEL 04 ', pe.. 10 0024051',.. 17 # ` LEVEL 04 Live i Y 10.000952 58 -36.8296 52.785 30.75 LEVE(.O4 Supe d x `X 10 s;\i, € 57 ;1'043 30,75 LEVEL 04 SuperDead Y 1 0.00011 58 -36.8296 52.785 30.75 LEVE 04ELF 1 4'.. X 1 00 55 ' i 57:737;:::17:116':' €41 x,75 LEVEL 04 1 ELF 2 1 Y i 0.000521 1 114.5037 127.785 30.75 LEVEL 04 ELF 3 X 03 0005537, 55 ;57,7373 i13 075 LEVEL 04 : ELF 4 i Y ''0.0005491 3 114.5037 158 4517 30.75 LEVEL 04 ELF 5 .4 ,0 000672;, 55 57,7373 1711913 .e.. : B-31 Analysis Results 6/20/2018 • Table 5.5-Story Drifts(continued) ft LEVEL 03 USER INPUT 1 1 X 0.001121 55 57.7373 , 17.3013 20.5 LEVEL 03 USER INPt1T 00 3' ,57.7373 17,3013 , 20.5 LEVEL 03 !USER INPUT 2 3.7E-05 55 57.7373 i 17.301320.5 fl3 E USER INPUT z 69 .' \4.0339 i 217.785 , 20.5 LEVEL 02 Dead X 0.000259 1 114.5037 127.785 10.25 0 011011 5 > , .36.8296[.A127.785 : 10.25 LEVEL 02 Live X 0 00033 1 114.5037 127.785 € 10.25 'a •Su" ead! )7, ,:1,860.5;,,, 1114.5037, 127.785 . 10.25 LEVEL 02 ELF 1 X 0.000319 55 57.7373 17.3013 10.25 ° .:;5'5,-`1'157 7; x.7.3013 ' 10.25 LEVEL 02 ELF'2' Y 0.000205 1 114.5037 127.785 10.25 - L a 7( 's 00021 55 , 57.7373 -17.3013 10.25 LEVEL 02 ELF 4 1 X 0.000152 55 57.7373 ; 17.3013 ; 10.25 LEVEL 1#21 ' Y �,°a�, 1 • 14.50371 127.785 : 10.25 LEVEL 02 ELF 5 X 0.000363 55 57.7373 17.3013 10.25 LEVEL 021 E1J5 Y ?18 #5 ‘'\1571k,,, 114.5(137)-i1277.708153 27.785 = 10,25 LEVEL 02 ELF 6 X 8.6E-05 55 57.7373 17.3013 10.25 �1=VEL 02 ELF 6 (?0081=' 1 ' 14.5037 127.785 ` 10.25 LEVEL 02 1 ELFdrift ( )1 X 0.000319 55 57.7373 17.3013 10.25 EVEL 02 ELF drift2 :.. ( ,. ) i , / 000111 ,55�, ' -571373 17.3013 10.25 LEVEL 02 ELF(drift)2 Y 0.000205 1 114.5037 127.785 10.25 • .,. ,EVEL 02 i ELF(drift)3 0 0** 7373 1 '013 10.25 LEVEL 02 ELF(drift)4 X '0 000152 55 57.7373 17.3013 10.25 LEVEL,02 1 4 3©0 14. 7 1 785 : 10.25," LEVEL 02 ! ELF(drift)5 ; X 0.0003631, 55 57.7373 17.3013 j 10.25 LEVEL O1 'it' ''Y ` 3 8E_55 1 t S! 7?`85 10.25 LEVEL 02 ELF(drift)6 i X ' 8.6E-05 55 57.7373 17.3013 10.25 LEVEL 02 EtT(drififf3 ) 4, Y 0.000191 TCj111,1.50‘' 1'12744,,,„-7,5 10.25 y'. LEVEL 02 '9 USER INPUT 1 i X 0.001076 55 157.7373 17.3013 10.25 LEVEL 02 1 USER INPt)T'1 Ytc, 0.0010441 55 ...117-737 &17I 3 , 10.25 LEVEL 02 USER INPUT 2 ; X 2.7E-05 I 55 57.7373 17.3013 10.25 LEVEL',02 I USER INPUT 2' I te,,•V 3.8E-05 69 .;. 24.0339( 715 10.25 4 Table 5.6-Story Max/Avg Driftse 6 I LEVEL 05 I Dead 1 X '0.198852 0.121267 1.64 LEVE 05 De Y ., 0.08242 023858 3,455 LEVEL 05 Live X 0.391281 0.237672 1.646 :LEVEL •S Liviv i Y 10165509 00,49559 3,34--,'' LEVEL 05 SuperDead X i0.042515,0.0258 025844 1.645 LEVEL OS * up srDea(1 ` Y 0'44777 1,00051 3 426 LEVEL 05 1 ELF 1 X 10.071014 0.05147 1.38 LEVEL 05 11 ELF 2- . Y ?462549 0 62251r 1 o . • Page 31 of 45 B-32 Analysis Results 6/20/2018 Table 5.6-Story Max/Avg Drifts(continued) III Max ,,,,,,,..„;,...„,.. ,....„ fr 6 "" :11,-•:01,A/41";1":-'10-;." , LEVEL 05 ELF 3 1 X 0.0629940.048683 1.294 LEVEL 05 EL1<4>,4 Y 0tf651 X62586 ��05 k LEVEL 05 ELF 5 X 0.079034 0.054257 1.457 LEVEL 05 ELF 6 Y 0.064618 0061928 .Y 1.043 LEVEL 05 ELF(drift)1 X 0.071014,0.05147 1.38 LEVEL 05 ELF(drift) , mr 61101625491&1062257111,_062257 05 LEVEL 05 ELF(drift)3 X 10.062994 0.048683 1.294 LEVEL 05,, 1dr 0.06586 10.062586 . 1,052 -a, fes, �Fy. �- � :3 �. LEVEL 05 ELF(drift)5 1 X 10.079034 0.054257 1.457 LEVEL 05fL 6 Y . ,10,064618 0.0619281 1.043 LEVEL 05 USER INPUT 1 , X 10.000686;0.000406. 1.689 EVE.... USER("OUT 1 Y I0.0005011 0.00029 I- 1.729 LEVEL 05 USER INPUT 2 1 X 10.000247 0.000105 2.353 : 1SE i INPuJT 2 * ':.'0 OOl 244 0,000137 1.779 LEVEL 04 Dead 1 X 10.158434:0.096799 1.637 Lf 04 ad; Y 1P.:961 2 +i O#0 3.982; LEVEL 04 Live X 0.295755 0.180172 1.642 !IILEVELW: :'91 Y ,0174719'4 0:00.;* O LEVEL 04 SuperDead 1 X 10.033785 0.020572 1.642 wuperDead p Y ,:i 0 0ii53 8 lithii 1111 .11 LEVEL 04 ELF 1 X 10 074328 0 054814 1.356 s ELF 2', f Y [0:4049 0€ ,,r •, .,.., LEVEL 04 ELF 3 I X '0.065991 0.051973 1.27 r F 4 Y ;0067506 0 0641 i 054 LEVEL 04 ELF 5 1 X 1,01082665 0.057656 1.434 Fid € Y 1 0.00W01.063441 1 044 66, LEVEL 04 ELF(drift)1 1 X 0.074328'�� 0 0548141 1.356 Y 0 064049•0{163867 1,003 LEVEL 04 ELF(drift)3 I X 0.065991 0.051973 1.27 --'04Loo Y ,. <•....�x � � e 750ft f 464193 .,032., LEVEL 04 ELF(drift)5 X 0.082665 0.057656 1.434 LEVEL 04 USER INPUT 1 X 0.00051 0.000306 1.666 ,. t rtl "4 .. 'it®� 56,0000202 LEVEL 04 USER INPUT 2 X 0.000261 0.000111 2.359 ,` I UT 2 1 00225 0,,,\99911 LEVEL 031 Dead X 10.11961 9 0.072017 1.661 L1= 3 .... mad 1 Y ` 1 0.06236)D 01, 3 vv3 LEVEL 03 Live X 0.190697'0.115349 1.653 V 0.092944 '5 883„ �.xjY ire;, ��, ,w� 5 ' 0.02�... ..,� .35;,�..; LEVEL 03 SuperDead 1 X 0.0214970.013004 1.653 "1u•erDead Y ,0.010559 0 99 '',.532 LEVEL 03 1j ELF 1 I X 0.06270710 047395 1.323 LE,VELG,24c,1 . •11-F 2 L Y °.°69°671°-°5 i44., • Page 32 of 45 B-33 Analysis Results 6/20/2018 • Table 5.6-Story Max/Avg Drifts(continued) % r 3 LEVEL 03 ELF 3 3 X 0.057398 0.045794 1.253 �, LEV .� 5--- . ��" 0�06(�49' 0.0587' 1,208 LEVEL 03 ELF 5 X ;0.068015 0.048997 1.388 ELF 6 ) Y'11,- '0.0721;s.4111)58018'‘444 LEVEL 03 ELF(drift)1 X 0.062707,0.047395 1.323 E 06 ELo 2 f x.069067 t0.057 3 ,1.205 L LEVEL 03 ELF(drift)3 X '0.057398 0.045794 1.253 VEI4 ALF drrf1)4 Y 0.06$4 t'i0 RRC LEVEL 03 ELF(drift)5 1 X 10 068015 0 048997 1.388 1 , ..r(dri6-)6 i ,I-VI 1 0.07Ió580244 'LEVEL 03 USER INPUT 1 X 10.137933 0.060831 2.267 CL 03 USER + 1: 5 125809 0 0509tt9 466 LEVEL 03 USER INPUT 2 X 10.00456 0.001225 3.721 VEL 03 USERII PUT 21 Y, t1 x0254 ',4310011•41,41)11.4. 884 LEVEL 02 Dead X ,0.031848 0.013793 2.309 LEVEL 02 ,D ate % '0,01 ''''T-0.,e,,,7 2,010 LEVEL 02 Live X 0.040637 0.021544 1.886 LEVEL 02 Su l X 6-004659 P.,.,..9,9245 4#.. LEVEL 02 ELF 1 X 0.039221 0.022189 1.768 LEVELI�. .• . • X 11 10014 t\"415299 ' 771 • LEVEL02 ELF 2 Y 0.025264 0.010699 2.361 L1� 412 ELF 3�,,e. X b\��3844 0.0134451 1,74 LEVEL 02 ELF 4 X 0.0187420.007195 2.605 VEL 02 I ELF 4 @ Y 0274161 0,011575 LEVEL 02 , ELF 5 X 0.044598 0.024961 1.787 LE ` F 5 Y (1012094 0+B 4,1 4.48 '. LEVEL 02 ELF 6 X 10.010625 0 003402 3.123 �- „ 02 I SELF-6 Y• t1 0110923; 111 'LEVEL-021 ELF(drift)I X 10.039221 0.022189. 1.768 132 2 X 10411488 ':6'005289 .1/.768 771 •' LEVEL 02 ELF(drift)2 1 Y 10.025264 0.010699 2.361 a - ....11;11 dd1ft),3 �,• is,.038 it x1 1, '1.743 LEVEL 02, ELF(drift)4 X 10.018742 0.007195 2.605 1/11v4.62 ELF(1'.:,; 14111'14°. 1-01 7061 440115 4338 LEVEL 02 ELF(drift)5 I X '0.044598 0.024961 1.787 LE O.'2' ELF- 5,. Y: III-6126\5-4=0.002712 4.46, LEVEL 02 ELF(drift)6 X 0.010625'0.003402' 3.123 1 E*E� dft 8 �4#.023466 0.0098232.389, LEVEL 02 3 USER INPUT 1 ' X ,0.13229510.056264' 2.351 LEVEL 021 USER I I 4.).1A1,1O11,11- 9 9.994')4 '2.357 LEVEL 02 s USER INPUT 21 X 0.003261 0.000942 3.462 i .• R 1151E 1 r i y'I '% 'r 57'0005 1 • Page 33 of 45 B-34 Analysis Results 6/20/2018 Table 5.7-Story Forces0 3<.. Asa `7,%' ,S„: " ; Jam: fes/ s,/,B/ o f j� ff d B /G %� LEVEL 05 ` Dead Top i 1275.761 0 , 0 1.605E-06 170088.0286 -41587.9523 .; VEL 05 Dead •\ 14856374 ,. -,.:11:4,1°. e ;91-,,„ 01 53 . -45303 4827 LEVEL 05 . Live i Top 3025.999 0 0 2..938E-06 403434.603 -98643.1506 'LEVEL05 Live =. s -' 3021.999 ',, 0 . 293 ' ``40 3 , LEVEL 05 SuperDead Top 1 290.496 0 0 0 38729.7219 -9469.7425 LEL Suad 1 29b ''�� ,, c w ,.. 2944,19 742 LEVEL 05 ELF 1 3 Top I 0 -685.352 0 91847.1978 1.052E-06 0 LtL„15 ELF 1 0 ,.,<�., ,., „„;. . ,,., °,...., ... � __._ ��.� .�. O6 7;,„,....4,...,,854 LEVEL 05 ELF 2 1. Top i 0 0 -685.352 -21906.9971 0 0 05; ELF 2 Bort ---w52 z 219067024 7 LEVEL 05 ELF 3 1 Top I 0 -685.352 0 98717.2907 9.617E-07 0 9. X15 ELF 3 B4att< '-0 8,2907 lE..O "7024.q ,,,,... c. ., ... "' .... zV.; './.z..-. ;.1,,,.. �.:: ta., \. :,_.. .., .„ .ate LEVEL 05 ELF 4 Top 0 0 -685 352 27092 8248 0 0 V 05 ELF 4 `Both 1t 0�\ 8 35 ;a;. -: 2 ' 2' 1124 ... „ , , LEVEL 05 ELF 5 Top 0 -685.352 0 84977.1049 1.142E-06 0 4. 1EL 05 ELF.5 I Bott.. o "k ».„l5f 0 49 1049 1341*5i ;�702I4 e �.a ��, � � as ;.�..� 85� LEVEL 05 ELF 6 Top i 0 0 1 -685.352 -16721.1694 0 0 LEVEL 05 ,E--1-7"„-6 t. 6 t Ba � ,` -885 3 '': B-35 Analysis Results 6/20/2018 • Table 5.7-Story Forces(continued) LEVEL 04 l ELF 3 Bottom 0 -1236.935E 0 178497 0658 2.799E-06 19703 4347 ,w k,. oil38,935, -485953 \\ ?{14.8547 `` LEVEL 04 ELF 4 , Bottom E 0 0 ,-1236.935 1 -48591.4953 19703.4347 1 0 .. � 1F 5 RI7, ` ,i$ 0,',-.,-, =1'38 6Ji5 0 153698 8392 3.323E-06 r702� .,:; LEVEL 04 ELF 5 Bottom 0 1-1236.935 0 153698.5392 3.31 E-06 -19703.4347 it a4 ` 11.1 '-To '1-"?' 8 . 0 1235935 98 551 7024.8547 ` v: LEVEL 04 i ELF 6 1 Bottom 0 0 1-1236.935 29872 5511 19703.4347 0 ii ° " °l;: @ £436 .0, .~ 1ó #82i 3 065E-00r .*#1 LEVEL 04 ` ELF(drift)1 Bottom 0 1-1236.935, 0 ? 166097.8025 3.054E-06 -19703.4347 ..a2'; l-44 0 £ "0T £-1236.935 -39232.0232 `-7 8 ;17' ,. LEVEL 04 ELF(drift)2 Bottom 1 0 , 0 1-1236.935 -39232.0232 j 19703.4347 0 'EtvitI34 r ELerd " Top 0.,, 1236 935. 0,. 1148497,4)65812,607E6 :,7024 85'4"` LEVEL 04 ELF(drift)3 Bottom 0 1-1236.935 1 0 178497.0658 1 2.799E-06 -19703.4347 4VE f 0 # 236.935 48591.4953 7024.8547 LEVEL 04 ELF(drift)4 Bottom I 0 1 0 I-1236.935 -48591.4953 19703 4347 0 LlEL4 E oPt 2 . �� .,, T : 0 -1�361�5 I`�' 0 13698 5392 : 3 E.. ��742 �854'�` LEVEL 04 ELF(daft)5 Bottom ' 0 i-1236.935 0 153698.5392 " 3.31E-06 I -19703.4347 LEVEL 04 ti ' Top lr .0 .1236.93 . ..29725s11 ,'702+1 54 ! 0 LEVEL 04 1 ELF(drift)6 Bottom ' 0 0 I-1236.935 -29872.5511 19703.4347 0 LEVEL 04 USER 1 i 0 i, O Z: I ,. a,.,:. 4, ('.... is •E i %< moi,.. „ . S, f �#AA .. LEVEL 04 USER INPUT 1Bottom 1 0 0 0 0 0 0 II !.. 1 p #11Tit. �p w1 .. . . LEVEL 04 USER INPUT 2 Bottom : 0 0 0 0 0 j 0 LE 'EL 03 D .lop 4248.508 , 0 1 7 . +143E 6 -,5728880396 1 1321... F , LEVEL 03 Dead Bottom ' 4456 121 j 0 I' 0 3.443E-06 604201.5443 1 -135910.404 EV t 03 ..117789648714 0 0 5 1203324 701 2,- -,..6;1!,„4,..,;,„14-1, LEVEL 03 I Live 1 Bottom I 8964 871 0 I 0 1 -5.342E-06 11203324.7014 289496 2051 1003, 6 372 03� . � � � 0 -6 >�0�` "14716 5337 LEVEL 03 1 SuperDead Bottom 1 1003.16 0 1 0 -6.09E-07 134716.5337 -32372.109 LEVEL 03ELF y to :-E;150-4:748.1.4j 216233.8984 122106 19763 LEVEL 03 ELF 1 Bottom . 0 1-1598.748 1 0 i 215233 6984 5.116E-06 1 -36090.6034 WE1 .03 E4 j 2 , T� 1 0 '1598 748 5044614417 19703A347 0 LEVEL 03 i ELF 2 Bottom I 0 0 -1598.748 ` -50446.0417 36090.6034 0 VE o3 Jam; E F 3` Bottom x 0"` .891L�'48 °`' 0 2312 ,8479. f.704. 06 'I"1:"-19-7,63.43v41 LEVEL 03 ELF 3 Bottom 0 -1598.748 0 231259 8479 4.7E-06 1,-36090.6034 L L 03) ELF 4 op i 0 U 198 7+48, -62554381 19$3. 7 LEVEL 03 ELF 4 Bottom ' 0 0 -1598.748 ! -62543.2361 36090 6034 0 A T 0 59848 0 X4992077.5489 5.539 E -19 13.4 1di3 E 5` , LEVEL 03 ELF 5 Bottom I 0 -1598.748 , 0 1199207.5489 ; 5.531E-06 , -36090.6034 .ELr$ 0 0 LL 08� �� ...� p�~� ;,,fes *0 ." 198 748 883484473 1970..4347 LEVEL 03 1 ELF 6 Bottom 1 0 1 0 1-1598.748 I -38348.8473 1 36090.6034 0 03 °EL ri i T t.',,' t.',,' ,0 159 .i' 1t'r ;215233 6984 lint -1903 4 7 LEVEL 03 1 ELF(drift)1 Bottom ` 0 1-1598.748 1 0 215233.6984 5.116E706_,; 36090 6034 Lz 03 EL1=(drift} I Top 0 �" -1598.748: .X446 1 _y ..... .., 1 [ X1417� 19703 44•.7 .„;,,,,,,,,,,„, II Page 35 of 45 B-36 Analysis Results 6/20/2018 Table 5.7-Story Forces(continued) • L, and LEVEL 03 i ELF(drift)2 Bottom 0 0 -1598.748 -50446.0417 36090 6034 0 t3 Orli)3 Top 0 j.17481 0 1 231259.8479 -14.71,8#1;061' -A910141 LEVEL 03 ELF(drift)3 Bottom 0 -1598.748 1 0 231259.8479 4.7E-06 36090 6034 c shift)4 Top 0i 1598.748 -62543.2361 1 0 :+4347 . • LEVEL 03 ELF(drift)4 Bottom 0 0 i-1598.748 -62543.2361 1 36090.6034 0 03 ''" dt*5 ` Top t.; fi481 0 )x{99207.5489049E-08,-,, , 't1 i:Y3.434 LEVEL 03[ ELF(drift)5 Bottom 0 -1598.748 0 199207.5489 5.531E-06 -36090.6034 C 03 1L&'{ }5 -• Top O -1598.748,j348.8473 i ✓, „434 / q .... LEVEL 03 1 ELF(drift)6 Bottom 0 i 0 1-1598.748 -38348.8473 36090 6034 0 ax ERi 1 r Top 0 / 0: e 8, 0 a .•.a LEVEL 03, USER INPUT 1 ' Bottom 0 0 1 0 0 0 0 11SE1IN - Top 0 0 0' 1 ' 0 LEVEL 03 1 USER INPUT 2 Bottom 0 0 1 0 0 0 0 t: i Dead Top 9699.2°r ` -0-;;;? J7 06 7813.2378 934.9307 LEVEL 02 Dead Bottom 10299.686 0 1 0 -8.878E-06 ii‘ 1417469.5177 -315339.8056 -° + + Live.; ' ;' Top 11877.7 F 0 l- 1 1E 77 3422 ,381/ S33 LEVEL 02 Live - Bottom 11877.744 0 1 0 -1.181E-05' 1599775.6422 -381732.0533 LEVS4y02 SuperDead Top i 1352:1i ° jti''',''': 1,i47.35,416 18 6466 ,,,434,461.4108A LEVEL 02 ' SuperDead Bottom 1352.705 0 1 0 I -1.351E-06 182290 6466 -43440:4108 EVEL 82 ELF 1 Top t 0 -2073.466 6 0 . 2f07- 5:440i,7 ,L,,,,,,,'?,_,.-,,:,':-,,'.:,.,,, 48990 6034 LEVEL 02 ELF 1 Bottom 0 -2073.466, 0 280575.6707 6.065E-06 -57343.6341 " 1)2 ELF 2. Top iiii,iiii0 ¢ iiii ,3,674A1 76I21i09F8034 `i -.1. LEVEL 02 1 ELF 2 Bottom 0 0 1-2073.466 -65176.9821 , 57343 6341 0 , 4111 LEVET,I2 ELF 3 , , Top , ,,,,P, i i '''':.-,1 0 36i`36tt 4844.1 4, 79E-08 �e €9[0 6034 LEVEL 02 1 ELF 3 Bottom 0 -2073.466€ 0 301360.4844 5.544E-06 -57343.6341 LEVEL 02 ELF 4 ... . ) Top S , . ?3488 $6&2113 '12'.�j; 6034 ,, aE 07 LEVEL 02 , ELF 4 Bottom 0 1 0 -2073A66 -80866/113 1 57343 6341 0 i„ L ELF 8 Top 0 x73 61 597901857 -012E-081„, :011610,.60,0,`". . LEVEL 02 , ELF 5 Bottom 0 -2073.466 0 259790857 6.585E-06 57343 6341 LE9EL 02' aF 6 Top 0 $#..„ 2010936 TA0487 753 Na'10,6034, :,.q: ' 0,... LEVEL 02 1 ELF 6 Bottom 0 0 -2073.466 -49487.753 57343.6341 0 ,i 02„ ; EL '''''''''Airift)1 Top b173-4'611"...1.1111-11-...".1,s,„ '1112. M 051'5 6707 8 -06 38£i9D 60 LEVEL 02 1 ELF(drift)1 Bottom 120734 6707 6-665E-06 57313.6341 a e2.., ELF(drift)2 Top 6, t3,".+ \ 0 207 486 45178 98211380 : 344N. . ':-'1:--,-;-M LEVEL 02 ( ELF(drift)2 Bottom 0 0 -2073.466 -65176.9821 1 57343.6341 0 *IV'- PW2 ELF(drift)3 Top ) - : '-2073488' 0 30136Q 4844 5 18E , 38090 i%. LEVEL 02 ELF(drift)3 Bottom 0 1-2073.466 0 301360 4844 5.544E-06 -57343.6341 0EL 02 , ELF(drift)418P 0 0 1-2073.466 -80866 X13 11'36048034%1'1' -5.4t --1).',„ LEVEL 02 1 ELF(drift)4 ( Bottom 1 0 1 0 -2073.466 -80866.2113 57343 6341 0 LEVEL 02 j ELF(drift)5 p, ItriqK0 1-2073.466 0 25970 , 7 v ..79-06 LEVEL 02 ` ELF(drift)5 Bottom 1 0 '-2073.466 i 0 259790.857 6.585E-06 -57343.6341 L En2, ELF(drift)6 „'Ipp 0 , 0 -2073.486 -494 75311 388906{13+6 iin,ii: LEVEL 02/1 ELF(drift)6 Bottom 1 0 0 -2073.466 -49487.753 57343.6341 0 LEVEL 02 LUSER INP ''.1011'11r) ; 0 430.9 0 63630 8 ' 4) 7 • Page 36 of 45 B-37 Analysis Results 6/20/2018 • Table 5.7-Story Forces(continued) -,00-•Sto Ca ,,, ,,.:!,3„;„."4,.., v M 0 v 'N1Y , : m it > i LEVEL 02 USER INPUT 1 1 Bottom E 0 -430 9 0 63630.0886 0 -4416.725 EVEL 02 USER INPUT 2 1 T$ 0 -4 16969 t 0 LEVEL 02 USER INPUT 2 Bottom E 0 0 € -430.9 -16631.6969 4416.725 0 5.3 Point Results Table 5.8-Joint ReactionsG §Y 3 k 4 @fid &(.;,?--3,. & ..., ., ,7<.a dam �,; . „ .,, ,,.; ,u,,... Base 47 333 Dead -27.138 ; 105.625 1-132.269 0 0 0 Base 47 live',, ; 7s 4 128 6 >n188 6 0 ,,,,,rt0: 7 Base 47 333 SuperDead -9.116 P 14.474 21 15 0 0 0 Base 41, 3 :... ELF 1 4 1,t15 873 .t0.6' ';/ "� 0:' Base 47 333 ELF 2 31.227 -255.3611 121.449 1 0 1 0 E 0 , Base 1 47 33 ELF 3= 1 X74 ;.88 3367 '181 4i.: :1,1t. - 1>' 4 Base ( 47 333 ELF 4 € 37.416 -242.275 I 122.049 1 0 1 0 0 Base 47. t !$3t#(„ ;ELF 474 009 -179.814al -'yam ;"t k‹4f A -:,_ Base 1 47 ( 333 ELF 6 '25;037 -268.448: 120.848 ; 0 0 E 0 Base-M '453311 ELF(drifts '-164,;474 ,873 -180.614 0, • , j '0 .. Base 47 333 ELF(drift)2 € 31.227 -255.361 1 121.449 1 0 0 0 Base,, :11-01'1',.--'7" , 333 ', ELF(drif i„37.416"1-24',2„:275-(711'.'211474:1-11i,,, a0-33e11'-"101 411i1 _.o ,..1111'1'1:'1 °S Base 47 333 ELF(dnft)4 37 416 242 2751 122.049 , 0 0 0 `'" 1.11; 4 " 333 t.F d 5,-", 1-156.a41• 123 X19 1.179.8191,..-- 0,:. ',,"� 0 Base 47 333 I ELF(drift)6 1 25.037 1-268.448 120 848 I 0 i 0 1 0 grBase 4 333 US AI -4185 11J .08910.83& 4 B Base 47 333 ' USER INPUT 2 1 8.928 I -37.416 21 653 - 0 0 0 4se 48 334 � M84 2 71 -223 36 € ' :' 0 Base 48 334 Live -41.024 -48.162 -112.9771 0 0 0 334 o d 5.05 E S 74 -13 721 ,:..tt 0,`m A, -J-16-se4 . Base I 48 334 ELF,1 , -32.701 1 -57.91 1 83.562 1 0 01 l 0 r :. ` 334 � 2 ^. -19 407 50.994 81 326 I 19. 0 0 F" Base 48 334 ELF 4 3 s -551.84g139 51 : 5 0 Bas 334 � -Y 1 -20-30 972628 " 55 893419 € 8676 5986 € 00 , 0 Base 48 334 ELF 5 1 -34.775 -64.401 € 90.544 0 0 0 Base 5?48 334 1 ELF i 19'.843 -46.0941 '56.057 1` 0, € ''"° gg ; 1 Base 48 334 9 ELF(dnft)1 32 701 -57 91 ° 83.562 i 3 562 : 0 0 0 Base '�# 334 I EL1 .(dri 2 19',.407 € 0 994 I; 61.328 0 0 Base48 334 ELF(drift)3 1 -30.628 -51.419 ( 76:58 0 0 0 Base 48 ' 334 I ELF{ 4 1 21r55 893 - s 0 • 0 c Base 48 334 ELF(drift)5 1 -34.775 1 64.401 1 90.544 < 00 0 " 48 334 ELF tdrrft)8 11,103 094 6 45 1 ()\ 0 ,,, Base 48 334 ,USER INPUT 1 -14.238,1,-28.613 37 022 0 0 0 48 ' R 14i)t 2 x.011° 729 •23 4444 '1 28( 7 0 0 Base '1 55 336 £ Dead 1 0 1 0 1 0 0 0 0 88 .. „ :336 1 14ve . : 0 1 0 € 0 0 `\; Base 55 1 336 SuperDead 0 0 0 0 0 0 S Page 37 of 45 B-38 Analysis Results 6/20/2018 Table 5.8-Joint Reactions(continued) • Base 55 ( 336 ELF 1 0 0,:-...10,4%/,, 0 0 0 0 Bad I '� Bl 1 2` . x 0.« .. 0 , Base 55 I 336 ELF 3 0 0 0 0 0 0 a 0 0 0 Bases 5 • 7, " 1µL ; ,,,. � s Base 55 336 1 ELF 5 g 0 0 0 i 0 0 0 Base ( 55 336 ELF 6 r „ Base 55 336 ELF(drift)1 0 0 0 € 0 0, 1 0 �� Base � 55 336 ELF(drifk) _� � � � �f �,•: .. <�0��.. Base i 55 336 ELF(drift)3 ' 0 0 0 .39' 0 0 0 Bsse 55 336 E„ r >... �LLA5 "; . , .v `. 0 ,. tip' Base 55 336 ELF(drift)5 € 0 0 0 0 0 0 Base € 55 336 E ,', / ..'T 1,:v.:. Wil: Base 55 336 USER INPUT 1 0 0 0 ,,C).,- 0 9,,,,,,,,.- 55 / 336 Us\E �.., �. \ . ,,,, ,. bw. .. .. r ..�•, .., Base 58 s 3388 7 Dead 72.192 213.494 9 198.403 0 0 0 Ba' 37 : 6590 0 it 0 ,...., t._ . u, .. .k .1:',.!-:',':La,--1.503,1,,‘,,.-- 1, ,.,moi. n�F... W <'' Base 58 337 SuperDead 4 807 26.979, 11 503 ' 0 0 0 Base 58 337 2 0 / Base 1 58 337 "'ELF,,,,,.„--- ', ,,....„,f;','..1.3.073 LF 2 -0.483,, ..22/8.502,1,,,- 6i.,1„//1,',,•';•- 228.502 59.423 € 0 0 0 Baser 337 3 073 <74 05 c:... .. a Base 58 337 ELF 4 -0 705 :-213.3681 55 82 0 0 0 �� .3.821-.1�1161 � 53 �. . �� ,,,,----'"4•,••,',' ; .u..., 337 I.„ ,, ,._.. : Base 58 337 ELF 6 ' -0.291 -243.636€ 63.027 0 0 0 "337 • 1 i "3"---347 95 1 $79 0 Base E 58 337 ELF(drift)2 0 498 !-228•50.,, ,, 28 502 59 423 0 0 0 ase 48 337 3 ` -3:07,7-'1-213.368 3 073 74, 13655 „illy, i,,,,,,,,&-/- 0 Base 58 I 337 ELF(drift)4 0 705 -213 368< 55.82 0 3 0 0 $ase 58 337 '• t -8:!9`1 115 091 , 23.153> _ 0' Base 58 337 ELF(drit)6 -0 291 -243 636 63 027 i 0 0 0 58 . 337 UBE'--1,' +1PL T 1 b 2 528 j-201.83€f i', 58196 : 0 ' 0'. Base 58 337 `USER INPUT 2 1 -0 013 ; -55.064 15 115 0 0 0 ti ' 61 338 Dea l t 117641 -137.0581354 808' f,1 - #.M 1 mil', 61 338 LivC -56 229 E2T4 53G!240 403 € 0 8 } 8 .61 338 S d -6.i.# . 30.'09927_,#910,0247,' ” 29 024v 0 0 '0 r s 0 Base 61 338 j ELF 1 0 718 178 098 22 197 0 0 0 61 338 El ,•'0140, w30I786!93.3� 0 ' 0 p Base 61 338 ELF 3 0 73 -147 99 14 599 0 0 se 61 338 ELP 4 € 0.2 -324 513 9126' 0 i.:-- 0 Base E 61 338 ELF 5 0.706 ;-208 205£ 29 796 0 a 0 se �... 61 338 EL.F 6 " 0,234 < 475*---0&j 7 654:, 0 4 Base 61 338 Eil LF(drift)1 -0-718 I-178 098 j 22 197 0 0 0 )ai 338 • EL It) (drift)2 0.2438 243 , t 786� :1i143.5'1,791.1,,..,1`•,----s,,,,71,0 93 39 `I 0 Base E 61 338 ELF(drift)3 0 73 1 147 99 14 599 0 0 0 Base fit 338 El!{drift}4 0.23.4...22A1- 048.205 25 „, 513. 91 2&, 0 . 3 Base € 61 338 ELF(drift)5 € -0.706 08.205 29.796 f 0 0 0 0 Page 38 of 45 I B-39 Analysis Results 6/20/2018 4110 Table 5.8-Joint Reactions(continued) Base 61 338 ELF(drift)6 i,,,....:.-11/2' 0.234 ! 279.06 87.654 1 0 0 0 11-'711' e G x:'338 lis INPUfi 1 ['lb 6 . - 1 6 4486 '," a )666 .0' I „ ... te. Base 61 338 USER INPUT 2 0 002 r -60 591E 3 935 0 0 1 0 �se •637 34'? 4 _227,862 1 '.5-'1'14-,,/ I61" a 0 1' 0- .. Base 63 347 Live -318.2861-107.5431 304.76 i , 0 0 0 ..., :" 63 347 SuperQead -36.404 0 , 0 Base 63 347 ELF 1 347 825. 0 247 51.381 1 0 0 0 :r ,K . 63 ,347 LF 2 § -32 789 1 tI01 ,,,.1.,_,<... E Ci 0 0 •: Base 63 347 ELF 3 357 473 0 159 # 55 905 0 0 0 - as 63 3 s E4 f64 s -25 507j -4*, 7� 1899 01 ::0'4'0,-14. .��0' 0; Base 63 347 /i, ELF 5 -338 177 0 334 46 856 0 r 0 0 tease 347 .. ELF -40.07-et„.-0.0A35 10166 0 0 ( p' Base 63 347 ELF(drift)1 1-347.825; -0.247 51.381 1 0 0 1 0 '' Bas ELF(di{t)2 I-32 789 � -1 CI#1 1 S$2, a 0: " Base 63 347 ELF(drift)3 1-357.473 -0.159 = 55.905 0 0 0 �f 667 18 997` 0 0 base 634 7 E1;F(8zift) ! -25 507 ; -1 Base 63 E 347 ELF(drift)5 -338.177 -0.334 46 856 € 0 0 0 se'F1,-63 34' EL�(drift)8 -40.072 -0.935 1`" 11,'166 �0 , L 0 Base 63' 3 347 USER INPUT 1 , -79.977 0.305 4.689 g 0 \,0,4! 0 34T. • S R fhiPLl"2 s -14 654 -0,464•Al' 49 i 0"' �* Base 64 1 349 Dead -89'.3.i.7,,1,--1-66.13-1. 89 317 168 13 24,;,;4_421 47 442 , 0 0 4 , 0 . lase 16 7, � ivs-61.23 X87,530""" ' 0 ' `" � .amu .amu .., .. ',,,,,,'1";,3q/544' � � .fit; a� Base 64 349 SuperDead -6.886 -9.52 ,15.018A/1„ 0 0 1 0 Bas 464 -1a/,34:9,/, iLF`1 1:73470,'64'"111,v,..,..;042,,,,,:;7' Base E 64 349 ELF 2 76.737 1 -0.184 -18.017 0 0 , 1 0 :11:- se 64 34 3 , , 3 ;i '35568" ."1196 1 4.847,1 0',. . "" Base 64 349 ELF 4 < 88 004 "0 206 i''''''5 98 0 0 0 ease 6'' 1449 ELF 5< 3 7141 --142, 1-400 7,37. ' 0. 1) Base € 64 i349 ELF 6 65.469 , -0.162 i -42.013 0 0 0 Base '44 4 /44 -- LF(draft 1 { 340 641 =432 27 a 0 0 .; Base 64 ` 349 ELF(drift)2 ; 76.737 1 -0.184 1 -18.017 € 0 E 0 0 48 - LF 4rif 3 35 0 198 3 4 7 4 0 ; x"568 - 1 �. 1 � �� Base 64 a 349 ELF(drift)4 88.004 : -0.206 " 5.98 f 0 0 0 �3ase 64 -449' W til dr 5 , -32c,714` -0 256 `-.-4i00 737 0" 4). {) Base 64 1 349 ELF(drift)6 f 65.469 -0.162 T4/2.04,3 0 0 0 - t , 9 U R TI+IPIlr 1� -125.39 1.249 16..784." 1-W0* * (I Base 64 € 349 !USER INPUT 2 26.634 -0 383 -0 361 ' 0 0 0 , 67 45286 s 8 40 r 209 68 0,, F 9 Deal! Base ; 67 : 362 ; Live 1 537.775 3.251 124.958 1 0 0 0 67 3 2 SuperDead 61.167 0 381 1,/}77 0 0, L. r04 Base 67 l 362 l ELF 1 1-337.6681 0.11 1:667.848 0 0 0 s 67' 7 +2 ; pt B-40 Analysis Results 6/20/2018 Table 5.8-Joint Reactions(continued) 0 � o- � r t Base 67 362 ELF 67;111_16.454 -0..5 13'0 3 066 0 0 0 \ ,t ..3311.,,68‘, -01.937 336$ 0 i 1 ,„,i73674!,111.8 0 0 0 '14i''''''''72-';' ', . . •3.62 (..... 1- 4.889,,t,!„ ' ,,, ,1 Base 67 362 ELF(drift)2 - 4.889 -0 937 € -25.092 ? 0 0 0 7 it ,1 24 0615i,,-.14317 297 0 0 Base 67 362 ELF-11 (drift)4 -53.325 -0-924.441718.47-4' 0.924 -63-249 ( 0 0 0 • � �)� +� * 7 =718 3$##" � 0� Base,"'”--..1111,.14Y41-1111;11'1-1'1'11362 ase 67 362 ELF(drift)6 -16.454 -0.95 13.- 3 066 ? 0 0 0 TT t ,�,r� e� '.171-172;.681 21 686 : off,. ��,. \9„�'' " ,moi, .. ... � .. .�,114i(161:..41$41-'11-2111'.8.26 -. 't;,,,--./.160961. .," Base 6„,,,,,,,,,,,,7 362 USER INPUT 2 -11 826 -0.367 i -5.501 0 j 0 0 ,,,, j $142 94 796 • 0 „ ;, lead; Base 68 364 Live 238 772 € 1.48 4608.976 0 0 0 Su • �47�',0.169 523.675` 0 0 Base 68 364 ELF 1 338 9991 -0 237 682.448 0 0 0 `, -1'1'3114.381,1 1'1'''T.41,1, -0.888 22.766 o • i 0 € 0 ic I Base 68 364 ELF 3 €-314.381 -0.188 630.732 0 0 I 0 3� tF �1, °925 £'61.804 0 0 D Base [ 68 364 ELF 5 _363.617 -0'287 734.165 " 0 0 0 Base $ 4 LF11 0 85 �•,-16.2?2 o 0.1,,, 0 Base 68 364 ELF drift 1" 3 a ( ) - 38 999 0 237 ° 682 448 ( 0 � 0 0 .B$ '88 ,� '. ELFidC 2 I-34 699 $ 8$ ,� 6 77' , 1 0 o 0 n.. 0 i Base 68 364 ELF(drift)3 -314 381€ 0 188 1 630 732 0 0 0 68 \, 3 Et i .---,.41,,,,,,1,-,A71-7--0.287 3616$ 925 ' 6'1'.$04 1,a.-- o Base-,- ase 68 364 ELF(drift)5 1_3616,1 7 0 287 734.165 0 ! 0 0 a..." 0 6117 1-'1,0.8B4'1 <, 0 85 �6 27 t3 �. ', 0 base\ "4,-'-364 ,., \ ,• „ .. ; Base 68 364 USER INPUT 1 ; 3.3 19 i 2.501 21 948 0 0 1 0 \ Basx $, .: - E��1? T 2€ -10 6t fl 4 0 Base 69 374 Dead . 441718.1_388.942 1958.68 ; 0 0 0 #74 ' 'N Liwe 39 22� _ . �,„9 48 0 0 Base 69 374 SuperDead i -26.821 1 -22.442 i 281.656 ( 0 • 1 0 0 ' 4 ELF 1 -5x0.32 1 -0 4$9 ...''11."1,171.131 0 1 0 0 Base 6 374 ELF 2 13 833 -0-,812 22.753 0 0 0 6.....,,,,,,, . .„,„,-,1.1.!!!1".-.. ?t\> ELF3 1-5�- 4 525.114 0 0 0 ;,:714,11t11:,,,',1,1•11,! ' • -I. -49.443 0 0 -4 0 _ Base � [ - ELF4 ia€Hz� - _ L. - LF 3 i �0 ;454.398 0 0 Base 69 374 • ELF 6 -0 491 0.701 f 3.936 0 0 1 0 "1 .374 ELF,,, ' /1-°,..69d413 -0.222 489.756 0 0 }} ase 69 374 / ELF(drift)2 13 833 -0.812 -22.753 0 0 0 x''''374 {ci f)34 5 2 f -0.074 525.14 ' 0 0 '1 Q Base 69 374 ELF(drift)4 28 158 -0.924 -49.443 0 0 0 ,% s 1 "374 ALF \i 6▪ , �+t$I,3431', -0.369 "454.398 " 0 j 0 h 11 Base 69 374 ELF(dnft)6 0 491 0.701 3, ..,4,91,4,„),,,,, 0 0 0 se 6 A.-37-4,,, BSER 1 1:448..44-, € 612"', $ 0 Vii o Base 69 374 USER INPUT 2 ! 11 096 -0.796 -10.169 0 0 0 ▪ 1 ` 5 be 1-222.069.,,,,,it.,, --!, 6 t6 1 0 o Base 1 335 Live -101.759 24.58 600.408 f 0 0 0 • Page 40 of 45 B-41 Analysis Results 6/20/2018 • Table 5.8-Joint Reactions(continued) Base 1 335 SuperDead 1 12 363 2 951 68 969 0 0 0 Y• Bast+ j 3 ` , EL -t1",<„„.,..,,,,- - ' 1.411.70.8 0 i 1 Base 1 335 ELF 2 -0.297 165.017= 630.436 0 0 0 Base ,,,,,14:*, �-0 8 )� 9781 ....'. 1 ;: `.. Base 1 335 ELF 4 -0 352 -179.1451-668-978 0 0 0 Base,. R ..,,,..:',",;/„"1 � � � Base 1 335 ELF 6 0 242 -150 8891_591.895 0 0 0 B 31 ��•, ^�� , ....-U�8891'474,2 , �, Base 1 335 ELF(drift)2 € -0 297 1-165.017 -630 436E 0 0 0 �t -0 596 ° X41191 0 Base 1 335 ELF(drift)4 -0.352 -179.145 j-668.978 0 0 0 ase LFIhft) � U X41 {-10694 4 7; � ..s_ .:a:: Base 1 335 ELF(drift)6 -0.242 :-150 889 -591 895 0 0 0 y . l' R INPUT -1 -31 129 1 0 Base 1 335 USER INPUT 2 0 159 ) -o'•194 1 25 08 0 0 0 aa" se x Dead -",4.307„)4431/141A38 1318 5112( 0�: 0 ... Base 3 345 L€ve 140 39 -248 365€1840 839 0 0 0 l:. Base perbead �'17.04- .5€24 H 338 0 0 0 Base 3 345 ELF 1 , -0.969 /-192.791, 130.89 it 0 i 0 0 Bae i 34�' .' E #!, 19 #fl4 037 0 1 o , , 0,., Base 3 345 i ELF 3 0 95 -155.3741 92.75 , 0 0 0 • �, '"345 �, 4,42,0k01 - 84 �.. ,. 0 �. 0 „ Base 3 345 ELF 5 0.987 s-230.208€ 169.024 0 0 0 0 l 34 ELF 6 € 0,54 7 4�2 0 0 Base € 3 I 345 ELF(drift)1 0 969 i-192 791 130 89 0 0 0 ..3 345 1 ELF(drift)2 0.528 4 0 0 0 Base ) 3 345 ELF(drift)3 0.95 `-155 374 92.757 0 0 0 se 3 345 . ELF(drift)4 0.514 -381 $ 0. 0 0 Base ( 3 345 ELF(drift)5 -0 987 -230 208 169 024 0 0 0 Base X45 ELF(drift)6 0,542 i-324.,214.7..„1465,25Z, 0 , A 0 Base 3 345 USER INPUT 1 -1 918 ; -64 962 E -21 635 0 (-).‘ , 0 lase a 48 1 JSERIPUT 21 , `72 5Q 2341 0 0 1 0 Base 4 360 Dead 256 588 297 594 315 682 0 0 0 , Base 6fl 'At34 213 73 -113,409 0 I " Base 4 360 SuperDead 14 76 25.099 10 893 € 0 0 1 0 Base ,, 3 ELF 1' ''` 0• ' 0 Bas0 ,¢ t1 r, ,0 Base € 4 360 ELF 2 0.569 1-371.109€652 232 0 0 0 base 360 1 3 ) 'T4811/13E11111,:i<,,,,,,k,,,_._ I X93 !.. 0.. 0 0 ti 1. Base E 4 360 ELF 4 € -0.565 351 2731 61282.4".4 22 108 00 1 0 0 .H. -147 11 1809£' 0 Be�u4 360 , ELF 5 € Base 4 360 ELF 6 1 -0.573 1-330.945, 682-,.3 82 356 1 0 0 € 0 tee. Base 4'- ) 0 ELF(driftj',1 € ,, 47 164 9w533 x 145201 . 0 0 0 Base 4 , 360 ELF(drift)2 1 -0.569 `-371.109' 652 232 0 0 0 36ii E4r0 -1 '-1.461138 674 105 293 0 Base 4 360 ELF(drift)4 0.565 E-351.273 622 108 0 0 0 • Page 41 of 45 B-42 Analysis Results 6/20/2018 Table 5.8-Joint Reactions(continued) • y,. T MZ JO,� 4. �� m e �* kip-ft Base ( 4 360 ELF(dnft)5 -1'47 1 191'231 f-185 109€ 0 0 0 ��' 4 ¶ ' (dnft)8 ,O 39AA-v4.,1445.1,:.4' 9.3 r. o 4 .. 0 Base 4 360 USER• INPUT 1 -2•542 ,„9.714 12 18 0 -,--,,4,,,-- 0 , 4 %•• 60 USER IN UT2 • 02t ' . 4,'..2....„17.„) . 06 '',..., 1. Base 5 ' 361 210 897;409 85 1291 3941 0„,„„,, 0 0 5 81 ` t Dead 1(f 5$ „„6 85 , t0 iI 1. . � : te e [ ', ;�..,. ��,�. .,.,�,.. Base €. 5 361 SuperDead 1• 2.2-3 39 055 ,09.-27 0 0 0 Bassam 5 361 L.P',1' 46't I.., � " 3 „ 1. c�.01%4 Base 5 361 ELF,2 0 581 -343 685 i 675 898, 0 0 0 B e 5 361 3 • EL3 4�" 1 8 74y ° 0 Base i 5 • 361 j ELF 4 0.362 321.519 I 646 0 0 0 Base „ 381$ -474'' F 5° ;TS X55444 ,1 T ... 8 _' i, Base 5 361 ELF 6 0 799 365 85 -705.796 0 0 1 0 %Base 5 • 361 ( Al -3 4 1 83 � . ;`, Q i Base 5 361 E• LF(drift)2 s 0.581 -343 685(675 898 0 0 0 Base • *5 361 ` I ( -31 2 ''! 6 t) Base 5 € ,..„361 ELF(drift)4 0.362 -321.5191"---- 519; -646 0 0 0 '111/1811i961 3 �' %. 0: Base 5 i 361 ELF(dnft)6 03 99 366'85 €-705 796 0 0 0 Ise 5 361 3 USER 1 ,,;, 71 f113 8,k• '8 Base 5 361 USER INPUT 2 € 0 048 ; 80 044 1.39 9 0 0 0 Base 11 34 ' Live 0 0 0 0 ,- 0 tl tease ! 34 $cr i '05- .. ,y, '_\ 0 ," Base 44 11 34 ELF 1 0 0 0 0 0 0 t:: x...1X34 I .. E0 11 34 i ELF 3, 0 0 0 0 ,/,,,se 1 34 ,( q „,,,,,-,.,--,..1,;4: ,i� T, , c1 ” � ti I,\ Base 11 34 • ELF 5 0 0 0 0 1 0 0 "Base �< 34 ;,, a Base 11 34 ELF(drift)1 !,,,,,,.."--.4,',106.-'-!- ( 0 0,,,,,,,,, ,,,_ 0 0 0 �rBa `34• EL „ AW''' �. F .,. -*11 0 Base •'_ 11 34 uu� — 8 0 1�a`. , 34 . ,ELF., 4'v 0 _.. '-''''110 e 0' Base 11• ' 34 ELF(drift)5 i 0 0 € 0 0 0 1 34 Tpt Ex 8 . ! 8 �� ,,,.. o 0 ' ,,.� • 0 Base 11 34 USER INPUT 1 0 0 0 0 0 0 I" B' 34 USER T 2 0 � ., ° „0 4 Base 12 35 Dead 0 0 € 0 0 0 0 easy � x\35 � t3�" �} if ' 0 SuperDead : 0 0 0 0 0 0 Base 12 35 € Bayle 2• �,.. 35 ': 1 o ,,. a 3 ° 0 Base 12 35 ELF 2 0 0 0 0 0 0 ;,o 0 0 Base 12 35 ELF 4 0 sA 0 0 0 0 0 • Page 42 of 45 I B-43 Analysis Results 6/20/2018 • Table 5.8-Joint Reactions(continued) X:'. dM �.,¢8 �8 v: 8 e 8 rOacl � s � � � Z Base 12 1 35 1 ELF5 1 0 1 0 € 0 1 0 l 0 0 111#'07121111(1111i„..„.11.12.....:.--11.,,..,-----35 LF4 ' ,l 8 0, t mi igi,-",up,l Base 12 1 35 1 ELF(drift)1 1 0 0 I 0 1 0 3 0 0 11011"""""1111..12-111,11.135 EL d 4 (1' Base 12 35 4,...........ELF(drift)3 ,0,,,,.............4(...0 £ 0 0 0 0 1113ase� :.: 12 35 EL (d10114 { fl 0 8 b 17 si Base 12 1 35 1 ELF(drift)5 0 1 0 0 0 0 0 Bat . 2 i '°35 1TL1 =(d j „...„0,,,,„,,,...,,,,,,,„0...............„:„....1_:...,., 0 C1 1 Base 12 1 35 ; USER INPUT 1 0 I 0 1 0 1 0 1 0 0 ash ` 35 USER.1WP T 2 1 f1` x 1 ; Base i 16 1 36 Dead 1 0 0 z 1.„.„.„„„„„„.0.........,,. 0 0 0 12#101110"-:16 •:'' 1 .--31'11':''1-,111!111.1111i11,if#111L1111,111111111111114UP,P1PP1i11,F"!hlltildt111il11121g1i1 iv Base 16 1 36 SuperDead 0 .0....„,..0,„1.,..0.., 0 0 0 tease ” '16 * fl1 Base 16 1 36 ELF 2 • 0 I 0 1 0 1 0 1 0 0 2118ase'11.111.117,16- :.1171111""111111i"11112111Stillit2.1121141,1111,11111311,1141211101111i1111,11,"", Base 16 36 ELF 4 I 0 f 0 0 a 0 1 0 0 ° ase 1& 3811,: 117,6-#11.1101.11/114111110,1116101111% 3 Base 16 36 ELF 3 0 s ,.„0„,,,,,..,,,,.„1,,,,,,,,:„:,:,,,,0. 0 0 i 164 EL '1(tlrf6 '1 t3� 0 0 #)11 ) 0 q Base 16 36 1 ELF(drift)2 0 0 0 0,,,,„1.....„0„0„..... 0 0 Base 36 ...EF( ft) ( i 1 ° _ °. f 9 x Base f 16 I 36 3 ELF(drift)4 I 0 1 0 1 0 : 0 0 0 ase 36 ALF 4 11 Basel 16 36 ELF(drift)6 ' 0 0 0 I 0 ) 0 0 E3a84 15 1 LtSf: 1 0 0ti 0 ',,. Base I 16 36 USER INPUT 2 0 0 0 117:010""711,11t11113,11110,01#1,""91,,111,171111K11,11111,1140.711101,2"1""1"%1011 Base 17 52 Live 0 0 0 0 0 0 Bad 17 [,. 52 u d ...:... :„:„.,:,:,:,,..,,:::::::,to,....::,:,„,,,„,,,k„..,..„,::: „:,:,:„„„„„„,-,,,,,w,,::,.• 1,„„„„„„,:„..,.,,,,,:,,,,, : ,2.gtIa.:!:„r,r,:,i::.::,F:::::;:.4"::::,::::,:,., Base 17 52 ELF 1 0 0 0 0 0 0 ,1111**11111:1001ftgo ii,„iwihtilsorlfraormucerultiktabiloisusi Base 1752 ELF 3 0 0 1Vj ° 1 , T. , t1 Base 17 52 ELF 5 0 ,,,,,-0,.:0,1 0 0 0 0 1ST 0 ,. . `42 :1LF ; ,. , - o o �. ,.., , f) Base 17 52 ELF(drift)1 0 0 I 0 i 0 0 0 x,1152 £. :r( 2 { ti o 1 . 1 t1 ,. Base 1 17 1 52 ELF(deft)3 1 0 1 0 1 0 1 0 00 Base 7 ..°.,t ,b2 Etg'dt1 4 a' I 0 b ' 0 v,"pialiji' Base1.,,,,,,,....17,,,,,,,,,L,:,0:52,,,:::0,,,,- 17 52 ELF(drift)5 0 0 0 0 0 0 Baso ! 52 e6 ,,., 1 ;.. ,k 1' O ") '10 ; Base 1 17 1 52 !USER INPUT 1 ; 0 ' 0 1 0 E 0 0 0 23 !..a .. .. f0,!1, du_., 6 1 . ,. YC ; • Page 43 of 45 B-44 Analysis Results 6/20/2018 5.4 Modal Results III Table 5.9-Modal Periods and Frequencies Circular . F quency .en, �< s c � .<�� Modal 1 0.257 ` 3.893 24.4628 598 4284 Modal 3 2'* *25,2',..` 24. 231 ..1 Modal 3 1 0.143 6.99 43.92 1928.9628 Modal 4 0 �P 91 62.284 '7 0;2 vg Modal 5 0.092 10.859 68.2313 4655.5064 / ttlei, ,.. \6' � 3.856 87.0614 .. 579{1956 4 Modal 7 0.064 15.683 98.542 9710.516 ..al 8', 1 E 23 W;.2129 „, 00322 Modal 9 0.052 19.276 121.1141 14668.6146 ® ....10 if:75.: . 1 +1813 4.6275:4 Modal 11 0.038 26.473 166 3335 27666 8398 i 66 ', � 18048 5.0456 Table 5.10-Modal Participating Mass Ratios(Part 1 of 2) e' Sum $ a Modal 1 0.257 1 0.1533 i 0.374 0 0.1533 0.374 1 0 Afaal--,42'''' 0..2552 3itii4 1 144 0 0 6 0.5111 �. . 0: Modal 3 0.143 € 0.0751 0.0013 0 0.6087 1 0.5193 0 Modal 4"' 1010 1 11251 '009 0.7444 I 0 1111 Modal 5 0.092 0.2844 i 0.0858 0 i 0.9453 ' 0.8302 0 _.. Mlaal li#172, r0.0141li'129 1l 0 %0.9513 ,. 0 Modal 7 0.064 0.0007 / 0122 0 0.9601 0.9635 0 Modal 8' 1 ' 0 0098 1 0.0049 ,, 0" 0.0-6664 10.9684 04. Modal 9 E 0.052 I 0.0078 ' 0.0064 0 I 0.9777 I 0.9748 I 0 Modal l 10.042 97007271 0.0009` 0 0.9848 1 0.9757 0 Modal 11 € 0.038 1,3.372E-05 0 0014 0 0.9849 1 0.9771 0 Modal 1 2 083E-05 00008` 0 1,:6.9849,, 0.0772 Table 5.10-Modal Participating Mass Ratios(Part 2 of 2) .,-: 7- i/,•/. .. //fin- "-,-7' „.;.,.•" Modal i 1 ` 0.3622 0.0979 i 0.0368 0.3622 0.0979 0.0368 Podal$ € 01549"< 0 .0621 a$1.)1\:;4:," ti7,b,toia Modal : 3 0.0044 I 0.0665 0.4706 , 0.5215 0.4264 0.5695 Modal " 4 0 2461 t o 0 ` r 0.0329 ` :0.7646m ' 0 602T; Modal 5 i 0.0799 0.442 0.0091 0.8446 0.9403 0.6115 Modal .6 l 0.1024 I 0 09_ 1 0.0287 0.947 . 4,567- ,0.6402 Modal 7 I 0.0171 0.0005 1.245E-06 0.964 0.9572 0.6402 0Modal 8 0.0053 00'62 ` 008" 09693 S a/7,:y Modal9 0.0055 0.0054 0.1859 0.9748 0.9747 0.8861 Modal 1 10 i 0.661 E 0.0091 0.0431 0.971 c•:738'''" 0.9242/ Modal 11 0.0012 6.448E-06 0.0002 / 0.977 0.9838 0.9294 S Page 44 of 45 B-45• Analysis Results 6/20/2018 IITable 5.10-Modal Participating Mass Ratios(Part 2 of 2,continued) Case ji.M+ e R R;'' Sum Sum � 5>�m ice'. Modal ? 12 ' 0.0004 1.983E-06 0.0001 0.9774 0.9838 0.9295 Table 5.11 -Modal Load Participation Ratios " 1 , tats I�'tt1i�, iter Tie 1�te Modal ;Acceleration UX 99.98 98.49 Modal Acceleration Y I 99.97 , 97,79 Modal °Acceleration UZ 0 F 0 \\ Table 5.12-Modal Direction Factors eri x i Mo t)Y' Modal 1 0.257 ,0.242 `nIt"0.71 0 l 0.048 �w, Mrrdfl 2 I :0,252/.. 1.,- 0 X39 0 1 .#i9, Modal 3 0.143 ( 0.138 0.006 0 j 0.856 1Mlo4at .,,,,„.5- 4 1t) {-114 A 0I061; -?0;°' U4' Modal 5 0 092 0.77 793 0.18 0 0 027 t io l •8 -.61)7e,.20,131 '11497 0�` Modal 7 1 0 064 1 0 04 0 509 0 l ;0451 Modal1,7;-8'5,7' O 98 < a ._. . • '. 1 • Vi"•Modal 9 0 052 0 623 ' 0 066 0 0 311 •. 1PIod>wl 10 # 042 & 0 045 0 e 0 0948 Modal 11 € 0.038 0.027 0.382 0 0.591 :oda% 9,..-6. 7.,,,i,,,,...,,,-.0,91.1, ,•Ang, 0 11.1341_ • Page 45 of 45 B-46 1111111111111111 Dc Project No: 18031-0057 Project Name: Tigard Storage Facility Date: 6/20/2018 Subject: Static X Direction Torsion Check By: MK I`7 G I n Ea P `:M .in: ASCE 7-10 Section 12.9.5: • r 1.21 max Accidential torsion effects am included in the dynamic model: FALSE I� �3.'JI(Jadil 1.21 max Torsion shall be amplified In accordance with Section 12.8.4.3 1.21 max STATIC X DIRECTION Extreme Torsional Irregularity Check North Point South Point ASCE 7-10 Table 12.3-i %disp X drift X disp X drift Avg drift Max drift Max/ Torsional Story Load Point ID lint lin) Point ID Tint (int (int lin) Avg Iregqularity7 Ax LEVEL 05 ELF(drift)1 47 47LEVEL 05ELF(drift)1 0.22 0.06 58 58LEVEL 05ELF(drift)1 0.28 0.08 0.07 0.08 1.15 Regular 1.00 LEVEL 04 ELF(drift)1 47 47LEVEL 04ELF(drift)1 0.16 0.06 58 58LEVEL 04ELF(drift)1 0.20 0.08 0.07 0.08 1.14 Regular 1.00 LEVEL 03 ELF(drift)1 47 47LEVEL 03ELF(drift)1 0.10 0.07 58 58LEVEL 03ELF(drift)1 0.12 0.08 0.08 0.08 1.02 Regular 1.00 LEVEL 02 ELF(drift)1 47 47LEVEL 02ELF(drift)1 0.03 0.03 58 58LEVEL 02ELF(drift)1 0.04 0.04 0.04 0.04 1.21 Irregular 1.01 Base ELF(drift)1 47 47BeseELF(drift)1 0.00 - 58 58BaseELF(drift)1 0.00 - - - - - - ELF(drift)1 47 470ELF(drift)1 - - 58 580ELF(drift)1 - - - - - ELF(drift)1 0 00ELF(drift)1 - - 0 00ELF(drift)1 ELF(drift)1 0 00ELF(drift)1 - - 0 OOELF(drift)1 - - - - - ELF(drift)1 0 OOELF(drift)1 - - 0 OOELF(drift)1 - - - ELF(drift)1 0 00ELF(drift)1 - - 0 00ELF(drift)1 - - - - - ELF(drift)1 0 00ELF(drift)1 - - 0 00ELF(drift)1 - - - - - ELF(drift)1 0 00ELF(drift)1 - - 0 00ELF(drift)1 ELF(drift)1 0 00ELF(drift)1 - - 0 OOELF(drift)1 - - - - - ELF(drift)1 0 00ELF(drift)1 - - 0 00ELF(drift)1 - - - - - STATIC X DIRECTION PLUS 5%ECCENTRICITY Extreme Torsional Irregularity Check North Point South Point ASCE 7-10 Table 12.3-1 X disp X drift X disp X drift Avg drift Max drift Max/ Torsional Story Load r.Dint 9 (in) lint Poi t ID lint IM) lint lint Avg Ireggularity7 Ax LEVEL 05 ELF(drift) 47 47LEVEL 05ELF(drift)2 0.22 0.06 58 58LEVEL 05ELF(drift)3 0.28 0.08 0.07 0.08 1.15 Regular 1.00 LEVEL 04 ELF(drift) 47 47LEVEL 04ELF(drift)2 0.16 0.06 58 58LEVEL 04ELF(drift)3 0.20 0.08 0.07 0.08 1.14 Regular 1.00 LEVEL 03 ELF(drift) 47 47LEVEL 03ELF(drift)3 0.10 0.07 58 58LEVEL 03ELF(drift)2 0.12 0.08 0.08 0.08 1.02 Regular 1.00 LEVEL 02 ELF(drift) 47 47LEVEL 02ELF(drift)2 0.03 0.03 58 58LEVEL 02ELF(drift)3 0.04 0.04 0.04 0.04 1.21 Irregular 1.01 Base ELF(drift) 47 47BeseELF(drift)3 0.00 - 58 58BaseELF(drift)3 0.00 - - - - O ELF(drift) 47 470ELF(drift)3 - - 58 580ELF(drift)3 - - - - - - O ELF(drift) 0 00ELF(drift)3 - - 0 00ELF(drift)3 0 ELF(drift) 0 00ELF(drift)3 - - 0 OOELF(drift)3 0 ELF(drift) 0 00ELF(drift)3 - - 0 OOELF(drift)3 O ELF(drift) 0 00ELF(drift)3 - - 0 00ELF(drift)3 - - - - O ELF(drift) 0 OOELF(drift)3 - - 0 00ELF(drift)3 - - - - - - O ELF(drift) 0 OOELF(drift)3 - - 0 00ELF(drift)3 - - - - - - 0 ELF(drift) 0 OOELF(drift)3 - - 0 00ELF(drift)3 0 ELF(drift) 0 00ELF(drift)3 - - 0 00ELF(drift)3 STATIC X DIRECTION MINUS 5%ECCENTRICITY • Extreme Torsional Irregularity Check North Point South Point ASCE 7-10 Table 12.3-1 X disp X drift X disp X drift Avg drift Max drift Max/ Torsional Story Load Point ID (in) (in) Point ID lin) (in)- (in) lin) Avg Ireggularity/ Ax LEVEL 05 ELF(drift)5 47 47LEVEL 05ELF(drift)5 0.22 0.06 58 58LEVEL 05ELF(drift)5 0.28 0.08 0.07 0.08 1.15 Regular 1.00 LEVEL 04 ELF(drift)5 47 47LEVEL 04ELF(drift)5 0.16- 0.06 58 58LEVEL 04ELF(drift)5 0.20 0.08 0.07 0.08 1.14 Regular 1.00 LEVEL 03 ELF(drift)5 47 47LEVEL 03ELF(drift)5 0.10 0.07 58 58LEVEL 03ELF(drift)5 0.12 0.08 0.08 0.08 1.02 Regular 1.00 LEVEL 02 ELF(drift)5 47 47LEVEL 02ELF(drift)5 0.03 0.03 58 58LEVEL 02ELF(drift)5 0.04 0.04 0.04 0.04 1.21 Irregular 1.01 Base ELF(drift)5 47 47BeseELF(drift)5 0.00 - 58 58BaseELF(drift)5 0.00 - - - - 0 ELF(drift)5 47 470ELF(drift)5 - - 58 580ELF(drift)5 - - - - - - - O ELF(drift)0 0 00ELF(drift)5 - - 0 OOELF(drift)5 O ELF(drift)5 0 00ELF(drift)5 - - 0 00ELF(drift)5 - - - - 0 ELF(drift)5 0 00ELF(drift)5 - - 0 OOELF(drift)5 O ELF(drift)5 0 OOELF(drift)5 - - 0 OOELF(drift)5 0 ELF(drift)5 0 00ELF(drift)5 - - 0 00ELF(drift)5 - - - 0 ELF(drift)5 0 00ELF(drift)5 - - 0 00ELF(drift)5 - - - - 0 ELF(drift)5 0 00ELF(drift)5 - - 0 OOELF(drift)5 O ELF(drift)0. 0 00ELF(drift)5 - - 0 OOELF(drift)5 - - - - - • • J:191-Portland12018 Portland Jobe,18031-oce Atlanta Storage Facility.-Catulal'ora\C-Latera82-Concrete LateraAwall design 4 6/20/2018 5:19 PM nommit B-47 Project No: 18031-0057 161111411111.111D C I Project Name: Tigard Storage Facility Date: 6/20/2018 Subject: Static Y Direction Torsion Check By: MK En-G ( 6-1 E f s • Load .m.inatio - ASCE 7-40 Section 12 9.5: � 1.64 max � Accidential torsion effects are included in the dynamic model: I FALSE MSTEll1.64 max Torsion shall be amplified in accordance with Section 12.8.4.3 .11121732111. ax 1.64 m • STATIC Y DIRECTION Extreme Torsional Irregularity Check West Point East Point ASCE 7-10 Table 12.3-1 Y disp Y drift Y disp Y drift Avg drift Max drift Max/ Torsional Story Load Point ID (in) lin) Point, ID (in) (in) (in) lin) Avg Iregqularity7 Ax LEVEL 05 ELF(drift)2 47 47LEVEL 05ELF(drift)2 0.25 0.08 48 48LEVEL 05ELF(drift)2 0.25 0.08 0.08 0.08 1.00 Regular 1.00 LEVEL 04 ELF(drift)2 47 47LEVEL 04ELF(drift)2 0.17 0.08 48 48LEVEL 04ELF(drift)2 0.17 0.08 0.08 0.08 1.03 Regular 1.00 LEVEL 03 ELF(drift)2 47 47LEVEL 03ELF(drift)2 0.09 0.08 48 48LEVEL 03ELF(drift)2 0.09 0.08 0.08 0.08 1.00 Regular 1.00 LEVEL 02 ELF(drift)2 47 47LEVEL 02ELF(drift)2 0.00 0.00 48 48LEVEL 02ELF(drift)2 0.01 0.01 0.00 0.01 1.64 Extremely Irregular 1.87 Base ELF(drift)2 47 47BaseELF(drift)2 0.00 - 48 48BaseELF(drift)2 0.00 - - - _ 0 ELF(drift)2 47 470ELF(drift)2 - - 48 480ELF(drift)2 - - - - - • _ 0 ELF(drift)2 0 00ELF(drift)2 - - 0 00ELF(drift)2 - - - - - • - 0 ELF(drift)2 0 00ELF(drift)2 - - 0 00ELF(drift)2 - - - - - • - 0 ELF(drift)2 0 00ELF(drift)2 - - 0 00ELF(drift)2 - - - - - _ 0 ELF(drift)2 0 00ELF(drift)2 - - 0 00ELF(drift)2 - - - - - 0 ELF(drift)2 0 00ELF(drift)2 - - 0 00ELF(drift)2 - - - - 0 ELF(drift)2 0 00ELF(drift)2 - - 0 00ELF(drift)2 - - - - - - 0 ELF(drift)2 0 00ELF(drift)2 - - 0 00ELF(drift)2 - - - 0 ELF(drift)2, 0 00ELF(drift)2 - - 0 00ELF(drift)2 - - - - - - - STATIC Y DIRECTION PLUS 5%ECCENTRICITY Extreme Torsional Irregularity Check West Point East Point ASCE 7-10 Table 12.3-1 Y disp Y drift Y disp Y drift Avg drift Max drift Max/ Torsional - Story Load Point ID (inl (in) Point ID (inl (in) lin) (in) Avg Iregqularity9 Ax LEVEL 05 ELF(drift) 47 47LEVEL 05ELF(drift)4 0.25 0.08 48 48LEVEL 05ELF(drift)4 0.25 0.08 0.08 0.08 1.00 Regular 1.00 LEVEL 04 ELF(drift) 47 47LEVEL 04ELF(drift)4 0.17 0,08 48 48LEVEL 04ELF(drift)4 0.17 0.08 0.08 0.08 1.03 Regular 1.00 LEVEL 03 ELF(drift) 47 47LEVEL 03ELF(drift)4 0.09 0,08 48 48LEVEL 03ELF(drift)4 0.09 0.08 0.08 0.08 1.00 Regular I.00 LEVEL 02 ELF(drift) 47 47LEVEL 02ELF(drift)4 0.00 0.00 48 48LEVEL 02ELF(drift)4 0.01 0.01 0.00 0.01 1.64 Extremely Irregular 1.87 Base ELF(drift) 47 47BaseELF(drift)4 0.00 - 48 48BaseELF(drift)4 0.00 - - - - 0 ELF(drift) 47 470ELF(drift)4 - - 48 480ELF(drift)4 - - - - - - - 0 ELF(drift) 0 00ELF(drift)4 - - 0 00ELF(drift)4 - - - - - 0 ELF(drift) 0 00ELF(drift)4 - - 0 00ELF(drift)4 - - - - • - 0 ELF(drift) 0 00ELF(drift)4 - - 0 00ELF(drift)4 - - - - - 0 ELF(drift) 0 00ELF(drift)4 - - 0 00ELF(drift)4 - - - - - • _ 0 ELF(drift) 0 00ELF(drift)4 - - 0 00ELF(drift)4 - - - - - 0 ELF(drift) 0 00ELF(drift)4 - - 0 00ELF(drift)4 - - - - - _ - 0 ELF(drift) 0 00ELF(drift)4 - - 0 00ELF(drift)4 - - - 0 ELF(drift) 0 00ELF(drift)4 - - 0 00ELF(drift)4 - - - - - - - STATIC Y DIRECTION MINUS 5%ECCENTRICITY 4111 Extreme Torsional Irregularity Check West Point East Point ASCE 7-10 Table 12.3-1 Y disp Y drift Y disp Y drift Avg drift Max driftMax) Torsional Story Load Point ID lin) (in) Point ID lin) (in) (in) (in) Avg Iregqularity7 Ax LEVEL 05 ELF(drift)E 47 47LEVEL 05ELF(drift)E 0.25 0.08 48 48LEVEL 05ELF(drift)6 0.25 0,08 0.08 0.08 1.00 Regular 1.00 LEVEL 04 ELF(drift)6 47 47LEVEL 04ELF(drift)6 0.17 0.08 48 48LEVEL 04ELF(drift)E 0.17 0.08 0.08 0.08 1.03 Regular 1.00 LEVEL 03 ELF(drift)E 47 47LEVEL 03ELF(drift)E 0.09 0.08 48 48LEVEL 03ELF(drift)E 0.09 0.08 0.08 0.08 1.00 Regular 1.00 LEVEL 02 ELF(drift)E 47 47LEVEL 02ELF(drift)E 0.00 0.00 48 48LEVEL 02ELF(drift)6 0.01 0.01 0.00 0.01 1.64 Extremely Irregular 1.87 Base ELF(drift)6 47 47BaseELF(drift)6 0.00 - 48 48BaseELF(drift)6 0.00 - - - - _ 0 ELF(drift)E 47 470ELF(drift)6 - - 48 480ELF(drift)6 - - - - - _ 0 ELF(drift)E 0 00ELF(drift)6 - - 0 00ELF(drift)6 - - - - - _ 0 ELF(drift)E 0 00ELF(drift)6 - - 0 00ELF(drift)6 - - - - - - 0 ELF(drift)6 0 00ELF(drift)6 - - 0 00ELF(drift)6 - - _ - 0 ELF(drift)E 0 00ELF(drift)6 - - 0 00ELF(drift)6 - - - - _ • - 0 ELF(drift)E 0 00ELF(drift)6 - - 0 00ELF(drift)6 - - - - - _ 0 ELF(drift)E 0 00ELF(drift)6 - - 0 00ELF(drift)6 - - - - - 0 ELF(drift)E 0 00ELF(drift)6 - - 0 00ELF(drift)6 - - - 0 ELF(drift)6- 0 00ELF(drift)6 - - 0 00ELF(drift)6 - - - - - - - • J:L31-Podland2018 Portland Jobe:18031.0057 Atlanta Storage Faciley4-Cakaatum/C-Lateraa2-Concrete Lufl hell design 4 6/20/2018 5:19 PM • B-48 WINNINIBIS Project No: 18031-0057 ...m.pci Project Name: Tigard Storage Facility Dale: 6/20/2018 Subject: Dynamic Drift Check BY: MK enciinEeFis ..d Combin.C•n- • 0.003 max Cd= 5 All displacements below include the Cd factor 0.003 max Allowable Drift= 0.02 DYNAMIC X DIRECTION(Drift Check) Story Drift Determination North Point South Point ASCE 7-10 Section 12.8.6 X disp X drift X disp X drift Story Allowable North Pt. South Pt. North Point South Point Story Load Point ID lint lint Point ID lint lin/ Heiaht(inl Drift(int Status Status Drift Ratio Drift Ratio LEVEL 05 ELF(drift)1 47 47LEVEL 05ELF(drift)1 1.12 0.30 58 58LEVEL 05ELF(drift)1 1.41 0.40 123 2.46 OK OK 0.002 0.003 LEVEL 04 ELF(drift)1 47 47LEVEL 04ELF(drift)1 0.82 0.31 58 58LEVEL 04ELF(drift)1 1.01 0.41 123 2.46 OK OK 0.003 0.003 LEVEL 03 ELF(drift)1 47 47LEVEL 03ELF(drift)1 0.51 0.37 58 58LEVEL 03ELF(drift)1 0.60 0.38 123 2.46 OK OK 0.003 0.003 LEVEL 02 ELF(drift)1 47 47LEVEL 02ELF(drift)1 0.14 0.14 58 58LEVEL 02ELF(drift)1 0.21 0.21 123 2.46 OK OK 0.001 0.002 Base ELF(drift)1 47 47BaseELF(drift)1 0.00 - 58 58BaseELF(drift)1 0.00 - 0 0.00 - - - - 0 ELF(drift)1 47 470ELF(drift)1 - - 58 580ELF(drift)1 - - - - - - - 0 ELF(drift)1 0 OOELF(drift)1 - - 0 OOELF(drift)1 - - - - - - ' - 0 ELF(drift)1 0 OOELF(drift)1 - - 0 OOELF(drift)1 - - - - - - ' - 0 ELF(drift)1 0 OOELF(drift)1 - - 0 00ELF(drift)1 - - - - - - - - 0 ELF(drift)1 0 00ELF(drift)1 - - 0 OOELF(drift)1 - - - - - - - 0 ELF(drift)1 0 OOELF(drift)1 - - 0 OOELF(drift)1 - - - - - - - 0 ELF(drift)1 0 00ELF(drift)1 - - 0 OOELF(drift)1 - - - - - - - - 0 ELF(drift)1 0 OOELF(drift)1 - - 0 OOELF{drift)1 - - - - - - ' - 0 ELF(drift)1 0 OOELF(drift)1 - - 0 OOELF(drift)1 - - - - - - - - DYNAMIC Y DIRECTION(Drift Check) Story Drift Determination West Point East Point ASCE 7-10 Section 12.8.6 Y disp Y drift Y disp Y drift Story Allowable West Pt. East Pt. West Point East Point Story Load Point ID lint lin) Point ID lint lint Heiahtlinl Drift tint, Status Status Drift Ratio Drift Ratio LEVEL 05 ELF(drift)2 47 47LEVEL 05ELF(drift)2 1.24 0.39 48 48LEVEL 05ELF(drift)2 1.24 0.39 123 2.46 OK OK 0.003 0.003 LEVEL 04 ELF(drift)2 47 47LEVEL 04ELF(drift)2 0.84 0.41 48 48LEVEL 04ELF(drift)2 0.85 0.39 123 2.46 OK OK 0.003 0.003 LEVEL 03 ELF(drift)2 47 47LEVEL 03ELF(drift)2 0.43 0.42 48 48LEVEL 03ELF(drift)2 0.46 0.42 123 2.46 OK OK 0.003 0.003 LEVEL 02 ELF(drift)2 47 47LEVEL 02ELF(drift)2 0.01 0.01 48 48LEVEL 02ELF(drift)2 0.04 0.04 123 2.46 OK OK 0.000 0.000 Base ELF(drift)2 47 47BaseELF(drift)2 0.0048 48BaseELF(drift)2 0.00 - 0 0.00 - - - - - 0 ELF(drift)2 47 470ELF(drift)2 - - 48 480ELF(drift)2 - - - - - - ' - 0 ELF(drift)2 0 OOELF(drift)2 - - 0 OOELF(drift)2 - - - - - - ' - 0 ELF(drift)2 0 OOELF(drift)2 - - 0 OOELF(drift)2 - - - - - - ' - 0 ELF(drift)2 0 00ELF(drift)2 - - 0 00ELF(drift)2 - - - - - - 0 ELF(drift)2 0 00ELF(drift)2 - - 0 OOELF(drift)2 - - - - - - 0 ELF(drift)2 0 OOELF(drift)2 - - 0 00ELF(drift)2 - - - - - - - 0 ELF(drift)2 0 OOELF(drift)2 - - 0 OOELF(drift)2 - - - - - - ' - 0 ELF(drift)2 0 00ELF(drift)2 - - 0 00ELF(drift)2 - - - - - - ' - 0 ELF(drift)2 0 00ELF(drift)2 - - 0 00ELF(drift)2 - - - - - - Ill • J.\31-Pnband\2016 Portland Jobs\11x1-0057 Atlanta Storage Faciet).-Calculations\C-Lateran2-Lorcrete laterahrrOl design 4 6/20/2018 5:19 PM B-49 Uffitl Project No: 18031-0057 1845 Project Name: Tigard Storage Facility Date: 6f20/2018 Subject: Pier Shear Design By: MK • Load Combi..i.r- ® ELF 2 O.n. 0.6 Fyne, 60 ksi ® ELF 4 D= 1.0 Fye0,,,' 60 ksi ® ELF 6 10 Factored %Axial Load for 100+30 Combos Shear Shear Ratio Shear Wall Information Loads ASCE 7-10 Section 12.5 Strength Horizontal Shear Reinforcing,A,,, Strength ACI 18.10 4.4 Pc L pe, t q„ h 0.r Pu Vu P4l Wall fit 100+30 We #of Bar Spacing A„,„..„.A.„,,,„,,, A.pro. Design 4.92 Stress Wall Pier Level (boi) (in) (in) (ft) (kip) (kip) 4,Pnc Rho SPns Req'd a, (k) Rows Size (in) (in`/ft) (in`/ft) (in`ft) Check 'lFc Check PierT LEVEL 05 5.0 480 12 10 378 0.0% 0.0025 0.0% -Not Req'd- 2.0 489 2 #4 12"o.c. 0.00 0.36 0.40 -OK- 1.5 -OK- PierE LEVEL05 5.0 420 12 10 365 0.0% 0.0025 0.0% -Not Req'd- 2.0 428 2 #4 12"o.c. 0.00 0.36 0.40 -OK- 1.7 -OK- Pier1 LEVEL 05 5.0 368 12 10 386 0.0% 0.0025 0.0% -Not Req'd- 2.0 375 2 #4 12"o.c. 0.01 0.36 0.40 -OK- 2.1 -OK- Pier10 LEVEL 05 5.0 368 12 10 328 0.0% 0.0025 0.0% -Not Req'd- 2.0 375 2 #4 12"o.c. 0.00 0.36 0.40 -OK- 1.8 -OK- PierT LEVEL 04 5.0 480' 12 10 664 0.0% 0.0025 0.0% -Not Req'd- 2.0 489 2 #4 12"o.c. 0.12 0.36 0.40 -OK- 2.7 -OK- PierE LEVEL 04 5.0 420 12 10 671 0.0% 0.0025- 0.0% -Not Req'd- 2.0 428 2 #4 12"o.c. 0.19 0.36 0.40 -OK- 3.1 -OK- Pier1 LEVEL 04 5.0 366 12 10 702 0.0% 0.0025 0.0% -Not Req'd-, 2.0 375 2 #4 12"o.c. 0.30 0.36 0.40 -OK- 3.7 -OK- Pier10 LEVEL 04 5.0 366 12 10 598 0.0% 0.0025 0.0% -Not Req'd- 2.0 375 2 #4 12"o.c. 0.20 0.36 0.40 -OK- 3.2 -OK- PierT LEVEL 03 5.0 460 12 10 919 0.0% 0.0025 0.0% -Not Req'd- 2.0 489 2 #4 12"o.c. 0.30 0.36 0.40 -OK- 3.8 -OK- PierE LEVEL 03 5.0 420 12 10 772 0.0% 0.0025 0.0% -Not Req'd- 2.0 428 2 #4 12"o.c. 0.27 0.36 0.40 -OK- 3.6 -OK- Pier1 LEVEL 03 5.0 368 12 10 922 0.0% 0.0025 0.0% -Not Req'd- 2.0 375 2 #5 12"o.c. 0.50 0.36 0.62 -OK- 4.9 -OK- Pier10 LEVEL 03 5.0 368 12 10 741 0.0% 0.0025 0.0% -Not Req'd- 2.0 375 2 #4 12"o.c. 0.33 0.36 0.40 -OK- 4.0 -OK- D1 LEVEL 02 5.0 712 10 10 4 5 577 3.1% 0.0025 3.0% -Not Req'd- 2.0 604 2 #4 12"o.c. 0.00 0.30 0.40 -OK- 1.9 -OK- PierT LEVEL 02 5.0 480 12 10 1 2 468 1.4% 0.0025 1.3% -Not Req'd- 2.0 489 2 #4 12"o.c. 0.00 0.36 0.40 -OK- 1.9 -OK- PierE LEVEL02 5.0 420 12 10 1 726 0.1% 0.0025 0.1% -Not Req'd- 2.0 428 2 #4 12"o.c. 0.24 0.36 0.40 -OK- 3.4 -OK- Pier1 LEVEL 02 5.0 368 12 10 2 321 0.3% 0.0025 0.3% -Not Req'd- 2.0 375 2 #4 12"o.c. 0.00 0.36 0.40 -OK- 1.7 -OK- Pier10 LEVEL 02 5.0 368 12 10 51 364 5.3% 0.0025 5.1% -Not Req'd- 2.0 375 2 #4 1z.o.c. 0.00 0.36 0.40 -OK- 1.9 -OK- • • J.131-Pcrdand\2010 Portland dobs118031-0 57 Atlanta Storage FacildyM-Calculations\C.Laterai\2-Concrete Lateral\wall design 4 6/202018 5:19 PM ETABS 2016 16.2.1 B-50 6/17/2018 • 3744.023.` 10624 1 27 1853413527 254.9.8633 Grid Line E-Moment Diagram • Atlanta Storage 3.0.EHEtvation View- E Moment 3-3 Diagram (ELF) Step 5/6 [kip-ft] B-51 IIMMISSIIIII Project#: 18031-005711111111111111111111111111111 Page# Proj.Name: Tigard Storage Facility 1111111111=11111111.111 D C I • "i ( e F Engineer: GM Date: 6/22/2018 Subject: Shear Wall Design Concrete In-Plane Shear Wall Design-Stength Design(LRFD) Reference:ACI 318-11 Pier E-Level 1 Wall Properties Safety Reduction Factors: Wall Length(overturning) Lw= 33 ft E,= 29000 ksi mcompr= 0.65 Design Wall Height Hw= 41.5 ft fy hors,= 60 ksi intension= 0.90 Story Height hw= 10 ft fy vert= 60 ksi mshear= 0.60 Wall Thickness tw= 12 in fy hound= 60 ksi Compressive Strength f'c= 5000 psi Ec= 4287 ksi =wc1.5 33 Vf'c Lightweight Modifier A= 1.0 Ec"= 0.003-/- Concrete Density we= 150 pcf l31= 0.80 Loads Self Dead Live Roof Live Load Combinations P„ Mu Gravity Axial 205.4 k 194.9 k 199.0 k 4.1 k 1. 1.4 D 560.5 k 0 k-ft Gravity Moment 0 k-ft 0 k-ft 0 k-ft 0 k-ft 2. 1.2 D+1.6 L+0.5 Lr 800.9 k 0 k-ft Wind Quake 3. 1.2 D+1.0 L+1.6 Lr 686.0 k 0 k-ft Lateral Axial SDS= 0.073 g 4. 1.2 0+1.0 W+1.0 L+0.5 Lr 681.5 k 0 k-ft Lateral Shear 772.0 k SDC= D 5. 1.21 0*+1.0 p E+1.0 L 685.3 k 25420 k-ft Lateral Moment 25420 k-ft p,e;,= 1.0 6. 0.9 D+1.0 W 360.3 k 0 k-ft R,e,,= 5.0(brg wall) 7. 0.89 D*+1.0 p E 354.5 k 25420 k-ft Live: >100 psf *denotes±0.2 SD,included Reinforcing #of Layers Size Spacing 16,000 Boundary (4)barsx (2) #6 12"OC 14,000 I."__*,*,r .• Typical Vertical (2) #6 12"OC I Typical Horizontal 12,000 ,{2} #4 32"OC a 10,000 Minimum Reinforcing Vertical Horizontal Total 8,000 Sec 21.0.2.1 OK OK OK ' e 6,000 Boundary Element BE Length: 0.00" OK 4,000 Untied 2,000 -- -- 0 1 0 20,000 40,000 60,000 80,000 ..............................................................................................................................mM0(k-ft) _............................................................................................................... Special Boundary Element Check(sec 21.9.6.21 Flexural Design(sec 21.9.5) Max displacement Cd*6elastfc= 0.6" Governing combo 7. 0.89 D*+1.0 p E Depth of neutral axis(LC 5.) c= 51.23" Axial load P„= 354.5 k Depth limit Lw/(600 Cd 6ne/Hw)= 547.80" Moment capcity 0 Mn= 29506 k-ft Special Boundaries are NOT required 0.86 OK Ordinary Boundary Element Check(sec 21.9.6.51 Shear Design(sec 21.9.41 BE reinforcing ratio PSE= 0.0061 Applied Shear V"=pv5els= 772.0 k BE reinforcing ratio limit 400/fy= 0.0067 Concrete shear area A,,= 4752 int No Boundaries Required Shear stress V,/0 A„,VP,= 3.83 Shear stress limit 8.00 OK Summary of Boundary Element Checks be length Required Provided Checks Height-length ratio(full wall) Hu,/Lw= 1.26 (Ash)x_d;r: 37.50" 2.25 in2 -- OK Worst case wall segment H/L= (Ash)y..dir 9.00" 0.54 in' OK Shape coefficient ac= 3.00 Tie spacing: s,,, = 0.0"OC 0"OC OK 411) = BE Length: IBE min= 0.00" 0.00" OK Wall Shear 0 Vc + 0 Vs0 Vn BE Height HBEmin= 0.0 ft OK 604.8 k + 475.2 k = 1080.0 k Horizontal Termination: Standard Hooks or U-Stirrups 0.71 OK End condition design is SUFFICIENT B-52 Project#: 18031-0057 Page# Proj.Name: Tigard Storage Facility Engineer: GM Date: 6/22/2018 • n C i I"-1 Subject: Shear Wall Design Concrete In-Plane Shear Wall Design-Stength Design(LRFD) Reference:ACI 318-11 Pier E-Level 2 Wall Properties Safety Reduction Factors: Wall Length(overturning) L.,„,= 33 ft ES= 29000 ksi 0compr= 0.65 Design Wall Height Hw= 29.5 ft fyhoriz= 60 ksi intension= 0.90 Story Height hw= 10 ft fyvert= 60 ksi mshear= 0.60 Wall Thickness tw= 12 in fy bound= 60 ksi Compressive Strength f'c= 5000 psi Ec= 4287 ksi =wc15 33 Vf'c Lightweight Modifier A= 1.0 cc„= 0.003-/- Concrete Density we= 150 pcf = 0.80 Loads Self Dead Live Roof Live Load Combinations P„ M„ Gravity Axial 146.0 k 59.4 k 123.8 k 4.1 k 1. 1.4 D 287.6 k 0 k-ft Gravity Moment 0 k-ft 0 k-ft 0 k-ft 0 k-ft 2. 1.2 D+1.6 L+0.5 Lr 446.6 k 0 k-ft Wind Quake 3. 1.2D+1.OL+1.6Lr 376.9k 0k-ft Lateral Axial SDs= 0.073 g 4. 1.2 D+1.0 W+1.0 L+0.5 Lr 372.3 k 0k-ft Lateral Shear 772.0k SDC= D 5. 1.21 D*+1.0 p E+1.0 L 373.3 k 18534 k-ft Lateral Moment 18534 k-ft Pses= 1.0 6. 0.9 D+1.0 W 184.9 k 0 k-ft RSes= 5.0(brg wall) 7. 0.89 0*+1.0 p E 181.9 k 18534 k-ft Live: >100 psf *denotes±0.2S„sincluded Reinforcing #of Layers Size Spacing ! 16,000 Boundary (4)bars x (2) #6 12"OC j 14,000 Typical Vertical (2) #6 12"OC i 12,000 Typical Horizontal {2} #4 12"OC 1111111111111111111111111111111111111..- IIIIIIIIIIII i.► 10,000 Minimum Reinforcing Vertical Horizontal Total 8,000 Sec 21.0.2.1 OK OK OK 6 6,000 4,000 Boundary Element BE Length: 0.00" OK Untied 2,000 0 0 20,000 40,000 60,000 80,000 W M„(k-ft) Special Boundary Element Check(sec 21.9.6.21 Flexural Design(sec 21.9.51 Max displacement Cd*beiastiu= 0.6" Governing combo 7. 0.89 D*+1.0 p E Depth of neutral axis(LC 5.) c= 44.16" Axial load Pu= 181.9 k Depth limit Lw/(600 Cd 6n/Ht..)= 389.40" Moment capcity 02 Mn= 27170 k-ft Special Boundaries are NOT required 0.68 OK Ordinary Boundary Element Check(sec 21.9.6.51 Shear Design(sec 21.9.41 BE reinforcing ratio PeE= 0.0061 Applied Shear Vu=PVseis= 772.0 k BE reinforcing ratio limit 400/f5= 0.0067 Concrete shear area A„,= 4752 int No Boundaries Required Shear stress V„/CD Ate,llf'c= 3.83 Shear stress limit 8.00 OK Summary of Boundary Element Checks be length Required Provided Checks Height-length ratio(full wall) Hw/Lw= 0.89 (Ash)x-dir 37.50" 2.25 int OK Worst case wall segment H/L= (Ash)y-dir 9.00" 0.54 int -- OK Shape coefficient ac= 3.00 Tie spacing: smax= 0.0"OC 0"OC OK BE Length: IBEmm= 0.00" 0.00" OK Wall Shear m Vc + 0)Vs = m V„ BE Height HBE min= -- 0.0 ft OK • 604.8 k + 475.2 k = 1080.0 k Horizontal Termination: Standard Hooks or U-Stirrups 0.71 OK End condition design is SUFFICIENT B-53 1111111111111111111111111111111 IIIIIIIIIIIIIIIIIIIIIIIII Project#: 18031-0057 Page#: Proj.Name: Tigard Storage Facility anomminEDCI • n Engineer: GM Date: 6/22/2018 Subject: Shear Wall Design Concrete In-Plane Shear Wall Design-Stength Design(LRFD) Reference:ACI 318-11 Pier E-Level 3 Wall Properties Safety Reduction Factors: Wall Length(overturning) L,,= 33 ft E5= 29000 ksi mcompr= 0.65 Design Wall Height H,N= 19.5 ft fy horu= 60 ksi intension= 0.90 Story Height h„,,= 10 ft fy Vert= 60 ksi 0 shear= 0.60 Wall Thickness t,= 12 in fy bound= 60 ksi Compressive Strength f'c= 5000 psi E,= 4287 ksi =w'5 33 Vf'c Lightweight Modifier A= 1.0 ecu= 0.003-/- Concrete Density we= 150 pcf p1= 0.80 Loads Self Dead Live Roof Live Load Combinations Pu Mu Gravity Axial 96.5k 39.6k 82.5k 4.1 k 1. 1.4D 190.6 k 0 k-ft Gravity Moment 0 k-ft 0 k-ft 0 k-ft 0 k-ft 2. 1.2 D+1.6 L+0.5 Lr 297.4 k 0 k-ft Wind Quake 3. 1.2 D+1.0 L+1.6 Lr 252.5 k 0 k-ft Lateral Axial SDs= 0.073 g 4. 1.2 D+1.0 W+1.0 L+0.5 Lr 247.9 k 0 k-ft Lateral Shear 671.0 k SDC= D 5. 1.21 D*+1.0 p E+1.0 L 247.8 k 10624 k-ft Lateral Moment 10624 k-ft p5e;,= 1.0 6. 0.9 D+1.0 W 122.5 k 0 k-ft R5e15= 5.0(brg wall) 7. 0.89 D*+1.0 p E 120.5 k 10624 k-ft Live: >100 psf *denotes±0.2 Sus included Reinforcing #of Layers Size Spacing 16,000 Boundary (4)bars x (2) #5 12"OC 14,000 Typical Vertical (2) #5 12"OC OC S {2} #4 12 12,000 Y Typical Horizontal "" a 10,000 Minimum Reinforcing Vertical Horizontal Total 8,000 Sec 21.0.2.1 OK OK OK 6 6,000 4,000 Boundary Element BE Length: 0.00" OK . I Untied 2,000 -- I 0 0 20,000 40,000 60,000 80,000 4:1)Mn(k ft) Special Boundary Element Check(sec 21.9.6.21 Flexural Design(sec 21.9.5) Max displacement Cd*&elastic= 0.6" Governing combo 7. 0.89 D*+1.0 p E Depth of neutral axis(LC 5.) c= 32.39" Axial load Pu= 120.5 k Depth limit Lu,/(600 Cd 6,/1-1,,,,,)= 257.40" Moment capcity 0 Mn= 19474 k-ft Special Boundaries are NOT required 0.55 OK Ordinary Boundary Element Check(sec 21.9.6.51 Shear Design(sec 21.9.41 BE reinforcing ratio PBE= 0.0043 Applied Shear Vu=p vs,,,= 671.0 k BE reinforcing ratio limit 400/fy= 0.0067 Concrete shear area Acv= 4752 in2 No Boundaries Required Shear stress V,/cO Ac„Vfc= 3.33 Shear stress limit 8.00 OK Summary of Boundary Element Checks be length Required Provided Checks Height-length ratio(full wall) HN,/LH,= 0.59 (Ash)x-dir 37.38" 2.24 in2 -- OK Worst case wall segment H/L= (Ash)y-dir: 9.00" 0.54 in' -- OK Shape coefficient ac= 3.00 Tie spacing: smax= 0.0"OC 0"OC OK BE Length: IBE min= 0.00" 0.00" OK II) Wall Shear m Vc + m Vs = 011 Vn BE Height HBE min= -- 0.0 ft OK 604.8 k + 475.2 k = 1080.0 k Horizontal Termination: Standard Hooks or U-Stirrups 0.62 OK End condition design is SUFFICIENT B-54 ETABS 2016 16.2.1 6/17/2018 • .............................._....................... 3876.326 10678.68 • 20101 5264 Z 10320.2-': L Grid Line T- Moment Diagram i Atlanta Storage 3.0.Elfflitvation View-T Moment 3-3 Diagram (ELF) Step 3/6 [kip-ft] B-55 1111111111111111=11111111 D C I Project#: 18031-0057 Page# Proj.Name: Tigard Storage Facility • ( G I e Engineer: GM Date: 6/22/2018 Subject: Shear Wall Design Concrete In-Plane Shear Wall Design-Stength Design(LRFD) Reference:ACI 318-11 Pier T-Level 2 Wall Properties Safety Reduction Factors: Wall Length(overturning) Lw= 40 ft E5= 29000 ksi Ocompr= 0.65 Design Wall Height HW= 29.5 ft fyhoriz= 60 ksi intension= 0.90 Story Height h - 10 ft f = w- evert= 60 ksi mshear- 0.60 Wall Thickness tw= 12 in fybound= 60 ksi Compressive Strength f,= 5000 psi Eo= 4287 ksi =wc15 33 Vf, Lightweight Modifier A= 1.0 Ecu= 0.003-/- Concrete Density we= 150 pcf p1= 0.80 Loads Self Dead Live Roof Live Load Combinations Pu Mu Gravity Axial 177.0 k 0.0 k 0.0 k 0.0 k 1. 1.4 D 247.8 k 0 k-ft Gravity Moment 0 k-ft 0 k-ft 0k-ft 0 k-ft 2. 1.20+1.6L+0.5Lr 212.4 k 0 k-ft . Wind Quake 3. 1.2 D+1.0 L+1.6 Lr 212.4k 0k-ft Lateral Axial Sos= 0.073 g 4. 1.20+1.0W+1.0L+0.5Lr 212.4 k 0k-ft Lateral Shear 919.0k SDC= D 5. 1.210*+1.0pE+1.0L 215.0 k 20102 k-ft Lateral Moment 20102 k-ft Pss= 1.0 6. 0.90+1.0W 159.3 k 0k-ft Rses= 5.0(brg wall) 7. 0.89 D*+1.0 p E 156.7 k 20102 k-ft Live: >100 psf *denotes±0.2 SE,included Reinforcing #of Layers Size Spacing 1 18,000 Boundary (4)bars x (2) #5 16"OC 16,000 Typical Vertical (2) #5 16"OC 14,000 ``°. ., 0Typical Horizontal (2) #4 12"OC 12,000 1 10,000 r Minimum Reinforcing Vertical Horizontal Total Sec 21.0.2.1 OK OK OK , 8,000 6 6,000 1 Boundary Element BE Length: 0.00" OK 4,000 1 Untied 2,000 - 1 0 + : 0 20,000 40,000 60,000 80,000 100,000 120,000 1 ..............................._.................................................._............................_......._mMC(k-ft) Special Boundary Element Check(sec 21.9.6.21 Flexural Design(sec 21.9.5) Max displacement Cd*Seiastic= 0.6" Governing combo 7. 0.89 D*+1.0 p E Depth of neutral axis(LC 5.) c= 30.22" Axial load Pu= 156.7 k Depth limit LW/(600 Cd 5ne/HN,)= 472.00" Moment capcity m Mn= 22706 k-ft Special Boundaries are NOT required 0.89 OK Ordinary Boundary Element Check(sec 21.9.6.51 Shear Design(sec 21.9.41 BE reinforcing ratio PBE= 0.0032 Applied Shear Vu=p Vseis= 919.0 k BE reinforcing ratio limit 400/f,= 0.0067 Concrete shear area A,= 5760 in' No Boundaries Required Shear stress Vu/m A,„Vf,= 3.76 Shear stress limit 8.00 OK Summary of Boundary Element Checks b,length Required Provided Checks Height-length ratio(full wall) H,,,/L,u= 0.74 (Ash)x-dfr: 49.38" 2.96 int -- OK Worst case wall segment H/L= (Ash)y-do-: 9.00" 0.54 in' -- OK Shape coefficient a,= 3.00 Tie spacing: smax= 0.0"OC 0"OC OK • m m BE Length: IBE min= 0.00" 0.00" OK Wall Shear Vo + Vs m Vn BE Height HBEmin= 0.0 ft OK 733.1 k + 576.0 k = 1309.1 k Horizontal Termination: Standard Hooks or U-Stirrups 0.70 OK End condition design is SUFFICIENT B-56 ETABS 2016 16.2.1 6/17/2018 • 955.4558 11147.0215 •20504541 6934 3412 Grid Line 1 -Moment Diagram • Atlanta Storage 3.0.Etvation View- 1 Moment 3-3 Diagram (ELF) Step 6/6 [kip-ft] B-57 M D C I Project#: 18031-0057 Page#: Proj.Name: Tigard Storage Facility • t e F Engineer: GM Date: 6/22/2018 Subject: Shear Wall Design Concrete In-Plane Shear Wall Design-Stength Design(LRFD) Reference:ACI 318-11 Pier 1-Level 2 Wall Properties Safety Reduction Factors: Wall Length(overturning) Lw= 29.5 ft E,= 29000 ksi moompr= 0.65 Design Wall Height HW= 29.5 ft fyhonx= 60 ksi intension= 0.90 Story Height hw= 10 ft fy vert= 60 ksi mshear= 0.60 Wall Thickness tw= 12 in fy bound= 60 ksi Compressive Strength f'c= 5000 psi Eo= 4287 ksi =W01.533 Vf'c Lightweight Modifier A= 1.0 ccu= 0.003-/- Concrete Density we= 150 pcf (i1= 0.80 Loads Self Dead Live Roof Live Load Combinations P„ Mu Gravity Axial 130.5k 0.0k 0.0k 0.0k 1. 1.4D 182.8 k 0k-ft Gravity Moment 0k-ft 0k-ft 0k-ft 0k-ft 2. 1.2 D+1.6L+0.5Lr 156.6k 0k-ft Wind Quake 3. 1.2 D+1.0 L+1.6 Lr 156.6 k 0 k-ft Lateral Axial Sos= 0.073 g 4. 1.2D+1.0W+1.0L+0.5Lr 156.6 k 0k-ft Lateral Shear 922.0k SDC= D 5. 1.21 D*+1.0 p E+1.0 L 158.6k 20592 k-ft Lateral Moment 20592 k-ft 13.15= 1.0 6. 0.9D+1.0W 117.5 k 0 k-ft R,e1= 5.0(brg wall) 7. 0.89 D*+1.0 p E 115.6 k 20592 k-ft Live: >100 psf_ *denotes±0.2 SDs included Reinforcing #of Layers Size Spacing i 14,000 i I Boundary (4)bars x (2) #6 12"OC I 12,000 � Typical Vertical (2) #6 12"OC 1 3 � I i I 41, Typical Horizontal {2} #4 12' OC Q 8,000 3' 111111 . . Minimum Reinforcing Vertical Horizontal Total Sec 21.0.2.1 OK 1 e OK K 0. 6,000 } 4,000 1 Boundary Element BE Length: 0.00" OK • 1100 Untied 2,000 0 , 0 10,000 20,000 30,000 40,000 50,000 60,000 70,000 CDM (k-ft) Special Boundary Element Check(sec21.9.6.21 Flexural Design(sec 21.9.51 Max displacement Cd*belastic= 1" Governing combo 7. 0.89 D*+1.0 p E Depth of neutral axis(LC 5.) c= 36.18" Axial load PD= 115.6 k Depth limit Lw/(600 Cd Sne/H„„)= 208.86" Moment capcity CD Mn= 21503 k-ft Special Boundaries are NOT required 0.96 OK Ordinary Boundary Element Check(sec21.9.6.51 Shear Design(sec 21.9.41 BE reinforcing ratio PBE= 0.0061 Applied Shear Vu=P v,eis= 922.0 k BE reinforcing ratio limit 400/fy= 0.0067 Concrete shear area A„= 4248 in2 No Boundaries Required Shear stress V,/CD A,,Vfc= 5.12 Shear stress limit 8.00 OK Summary of Boundary Element Checks bo length Required Provided Checks Height-length ratio(full wall) Hw/Lw= 1.00 (Ash)x-din 37.50" 2.25 in2 -- OK Worst case wall segment H/L= (Ash)y-d r: 9.00" 0.54 in2 -- OK Shape coefficient ac= 3.00 Tie spacing: smax= 0.0"OC 0"OC OK • = BE Length: IBE min= 0.00" 0.00" OK Wall Shear m Vc + m VsCD Vn BE Height HBE min= 0.0 ft OK 540.7 k + 424.8 k = 965.5 k Horizontal Termination: Standard Hooks or U-Stirrups 0.95 OK End condition design is SUFFICIENT B-58 Project#: 18031-0057 Page#: Proj.Name: Tigard Storage Facility C. DCI -"1 i n e R Engineer: GM Date: 6/22/2018 11111 Subject: Shear Wall Design Concrete In-Plane Shear Wall Design-Stength Design(LRFD) Reference:ACI 318-11 Pier 1-Level 3 Wall Properties Safety Reduction Factors: Wall Length(overturning) Lw= 29.5 ft E5= 29000 ksi mcompr= 0.65 Design Wall Height Hu,= 19,5 ft fyhori,= 60 ksi intension= 0.90 Story Height hw= 10 ft fysert= 60 ksi mshear= 0.60 Wall Thickness tw= 12 in fybound= 60 ksi Compressive Strength f',= 5000 psi Ec= 4287 ksi =wogs 33 VI'C Lightweight Modifier X= 1.0 Ecu= 0.003-/- Concrete Density w,= 150 pcf 81= 0.80 Loads Self Dead Live Roof Live Load Combinations P„ M„ Gravity Axial 86.3 k 0.0 k 0.0 k 0.0 k 1. 1.4 D 120.8 k 0 k-ft Gravity Moment 0 k-ft 0 k-ft 0 k-ft 0 k-ft 2. 1.2 D+1.6 L+0.5 Lr 103.5 k 0 k-ft Wind Quake 3. 1.2 D+1.0 L+1.6 Lr 103.5 k 0 k-ft Lateral Axial Sos= 0.0738 4. 1.2 D+1.0 W+1.0 L+0.5 Lr 103.5 k 0 k-ft Lateral Shear 702.0k SDC= D 5. 1.21 D*+1.0 p E+1.0 L 104.8 k 11147 k-ft Lateral Moment 11147 k-ft P..= 1.0 6. 0.9 D+1.0 W 77.7 k 0 k-ft R,,,,= 5.0(brgwall) 7. 0.89 D*+1.0pE 76.4 k 11147 k-ft Live: >100 psf *denotes±0.2 Sos included 1 Reinforcing #of Layers Size Spacing I 14,000 Boundary (4)bars x (2) #5 12"OC 12,000 Typical Vertical (2) #5 12"OC j Typical Horizontal (2) #4 12"OC ? 1_6. 10,000 • amiami 2- 8,000 Minimum Reinforcing Vertical Horizontal Total -- Sec 21.0.2.1 OK OK OK a 6000, 8 4,000 Boundary Element BE Length: 0.00" 'OK 2,000 Untied 0 0 10,000 20,000 30,000 40,000 50,000 60,000 m M (k-ft) Special Boundary Element Check(sec 21.9.6.21 Flexural Design(sec 21.9.5) Max displacement Cd*belastic= 1" Governing combo 7. 0.89 D*+1.0 p E --Depth of neutral axis(LC 5.) c= 26.63" Axial load P„= 76.4 k Depth limit Lw/(600 Cd 6ne/Hw)= 138.06" Moment capcity CD Mn= 15418 k-ft Special Boundaries are NOT required 0.72 OK Ordinary Boundary Element Check(sec 21.9.6.51 Shear Design(sec 21.9.41 BE reinforcing ratio PeE= 0.0043 Applied Shear V„=pvseis= 702.0 k BE reinforcing ratio limit 400/fy= 0.0067 Concrete shear area A,„= 4248 in' No Boundaries Required Shear stress V„/m AC,Vf,c= 3.90 Shear stress limit 8.00 OK Summary of Boundary Element Checks bo length Required Provided Checks Height-length ratio(full wall) Hw/Lw= 0.66 (Ash)x-dir 37.38" 2.24 in2 -- OK Worst case wall segment H/L= (Ash)y-dfr 9.00" 0.54 in' OK Shape coefficient ac= 3.00 Tie spacing: smax= 0.0"OC 0"OC OK BE Length: IBE min= 0.00" 0.00" OK Wall Shear m Vc + m V, = m Vn BE Height HBEmin= -- 0.0 ft OK 0 540.7 k + 424.8 k = 965.5 k Horizontal Termination: Standard Hooks or U-Stirrups 0.73 OK End condition design is SUFFICIENT B-59 ETABS 2016 16.2.1 6/17/2018 • _............... .......... ... .._....... - 365 3959 _...__ ........... .. .........:.. 94.10.8928 170: .3207 127 43635 Grid Line 10-Moment Diagram • Atlanta Storage 3.0.EElBvation View- 10 Moment 3-3 Diagram (ELF) Step 4/6 [kip-ft] B-60 Project#: 18031-0057 Page#: 11111111111111111111=1 CProj.Name: Tigard Storage Facility INMINIIMIN D I r( as i r a Engineer: GM Date: 6/22/2018 • Subject: Shear Wall Design Concrete In-Plane Shear Wall Design-Stength Design(LRFD) Reference:ACI 318-11 Pier 10-Level 2 Wall Properties Safety Reduction Factors: Wall Length(overturning) Lw= 39.75 ft E5= 29000 ksi Ocompr= 0.65 Design Wall Height Hw= 29.5 ft fyhonz= 60 ksi Otension= 0.90 Story Height hw= 10 ft fysen= 60 ksi shear= 0.60 Wall Thickness tw= 12 in fy bound= 60 ksi Compressive Strength f',= 5000 psi Ec= 4287 ksi =w,3-533 df'c Lightweight Modifier A= 1.0 ecu= 0.003-/- Concrete Density we= 150 pcf 131= 0.80 Loads Self Dead Live Roof Live Load Combinations P„ M„ Gravity Axial 175.9 k 0.0 k 0.0 k 0.0 k 1. 1.4 D 246.3 k 0 k-ft Gravity Moment 0 k-ft 0 k-ft 0k-ft 0k-ft 2. 1.2 D+1.6 L+0.5 Lr 211.1 k 0 k-ft Wind Quake 3, 1.2D+1.OL+1.6Lr 211.1k 0k-ft Lateral Axial Sps= 0.073g 4. 1.2 D+1.0 W+1.0 L+0.5 Lr 211.1 k 0k-ft Lateral Shear 740.0k SDC= D 5. 1.21 D*+1.0 p E+1.0 L 213.6k 17084 k-ft Lateral Moment 17084 k-ft p,,,,= 1.0 6. 0.9 D+1.0 W 158.3 k 0 k-ft RSe,= 5.0(brg wall) 7. 0.89 D*+1.0 p E 155.7 k 17084 k-ft Live: >100 psf *denotes±0.2 Sus included Reinforcing #of Layers Size Spacing 1 18,000 Boundary (4)bars x (2) #5 16"OC 16,000 ®Q Typical Vertical (2) #5 16"OC 14,000 Typical Horizontal (2) #4 12"OC N 12,00041111 .Lac 10,000 - - Minimum Reinforcing Vertical Horizontal Total i Sec 21.0.2.1 OK OK OK a` 8,000 6 6,000 Boundary Element BE Length: 0.00" OK 1 4,000 Untied 2,000 € 1 0 * # i 0 20,000 40,000 60,000 80,000 100,000 120,000 mMn(k-ft) Special Boundary Element Check(sec 21.9.6.21 Flexural Design(sec 21.9.5) Max displacement Cd*beiastic= 1" Governing combo 7. 0.89 D*+1.0 p E Depth of neutral axis(LC 5.) c= 30.18" Axial load P"= 155.7 k Depth limit Lw/(600 Cd Sne/Flu,)= 281.43" Moment capcity m Mn= 22539 k-ft .Boundaries are NOT required 0.76 OK Ordinary Boundary Element Check(sec 21.9.6.51 Shear Design(sec21.9.41 BE reinforcing ratio PBE= 0.0032 Applied Shear V„=pv5e1,= 740.0 k BE reinforcing ratio limit 400/fy= 0.0067 Concrete shear area AN= 5724 in2 No Boundaries Required Shear stress V„/CD A 5 V?,= 3.05 Shear stress limit 8.00 OK Summary of Boundary Element Checks be length Required Provided Checks Height-length ratio(full wall) Hw/Lw= 0.74 (Ash)x-dr: 49.38" 2.96 in2 -- OK Worst case wall segment H/L= (Ash)y-d1r: 9.00" 0.54 in2 -- OK Shape coefficient ac= 3.00 Tie spacing: smax= 0.0"OC 0"OC OK BE Length: IBE min= 0.00" 0.00" OK Wall Shear m Vc + m VS = m Vn BE Height HBEmin= -- 0.0 ft OK • 728.5 k + 572.4 k = 1300.9 k Horizontal Termination: Standard Hooks or U-Stirrups 0.57 OK End condition design i --DCPWNW IIMIP roject No: 18031-0057 Project Name: Tigard Storage Facility Date: 612012016 Subject: Static X Direction Torsion Check By: MK enetneees • o.d Combi -ti.ns ASCE7-10 Section 12.9.5: 1.21 max Atial torsion effects are included in the dynamic model: I FALSE 1.21 max Torsion shall be amplified in accordance with Section 12.8.4.3 EMEMZEME 1.21 max STATIC X DIRECTION Extreme Torsional Irregularity Check North Point South Point ASCE 7-10 Table 123-1 X disp X drift X disp X drift Avg drift Max drift Max/ Torsional Story Load Point ID lin) lin) Point ID lin) lint (in) lin) Avg Ireggularity7 Ax LEVEL 05 ELF(drift)1 47 47LEVEL 05ELF(drift)1 0.22 0.06 58 58LEVEL 05ELF(drift)1 0.28 0.08 0.07 0.08 1.15 Regular 1.00 LEVEL 04 ELF(drift)1 47 47LEVEL 04ELF(drift)1 0.16 0.06 58 58LEVEL 04ELF(drift)1 0.20 0.08 0.07 0.08 1.14 Regular 1.00 LEVEL 03 ELF(drift)1 47 47LEVEL 03ELF(drift)1 0.10 0.07 58 58LEVEL 03ELF(drift)1 0.12 0.08 0.08 0.08 1.02 Regular 1.00 LEVEL 02 ELF(drift)1 47 47LEVEL 02ELF(drift)1 0.03 0.03 58 58LEVEL 02ELF(drift)1 0.04 0.04 0.04 0.04 1.21 Irregular 1.01 Base ELF(drift)1 47 47BaseELF(drift)1 0.00 - 58 58BaseELF(drift)1 0.00 - - _ - 0 ELF(drift)1 47 470ELF(drift)1 - - 58 580ELF(drift)1 - - - - • _ - - 0 ELF(drift)1 0 00ELF(drift)1 - - 0 00ELF(drift)1 - - - - - - - 0 ELF(drift)1 0 00ELF(drift)1 - - 0 00ELF(drift)1 - - - - _ - - 0 ELF(drift)1 0 00ELF(drift)1 - - 0 00ELF(drift)1 - - _ - - 0 ELF(drift)1 0 00ELF(drift)1 - - 0 00ELF(drift)1 - - - - _ - - 0 ELF(drift)1 0 00ELF(drift)1 - - 0 00ELF(drift)1 - - - - _ 0 ELF(drift)1 0 00ELF(drift)1 - - 0 00ELF(drift)1 - - - - _ 0 ELF(drift)1 0 00ELF(drift)1 - - 0 00ELF(drift)1 - 0 ELF(drift)1 0 00ELF(drift)1 - - 0 00ELF(drift)1 - - - - - - - STATIC X DIRECTION PLUS 5%ECCENTRICITY Extreme Torsional Irregularity Check North Point South Point ASCE 7-10 Table 123-1 X disp X drift X disp X drift Avg drift Max drift Max/ Torsional Steil, Load Point ID lint (in) Point ID lint lin) lint lint Avg Iregqularity9 Ax LEVEL 05 ELF(drift)3 47 47LEVEL 05ELF(drift)3 0.22 0.06 58 58LEVEL 05ELF(drift)3 0.28 0.08 0.07 0.08 1.15 Regular 1.00 LEVEL 04 ELF(drift)3 47 47LEVEL 04ELF(drift)3 0.16 0.06 58 58LEVEL 04ELF(drift)3 0.20 0.08 0.07 0.08 1.14 Regular 1.00 LEVEL 03 ELF(drift)3 47 47LEVEL 03ELF(drift)3 0.10 0.07 58 58LEVEL 03ELF(drift)3 0.12 0.08 0.08 0.08 1.02 Regular 1.00 LEVEL 02 ELF(drift)3 47 47LEVEL 02ELF(drift)3 0.03 0.03 58 58LEVEL 02ELF(drift)3 0.04 0.04 0.04 0.04 1.21 Irregular 1.01 Base ELF(drift)3 47 47BaseELF(drift)3 0.00 - 58 58BaseELF(drift)3 0.00 - - - - - 0 ELF(drift)3 47 470ELF(drift)3 - - 58 580ELF(drift)3 - - - • - 0 ELF(drift)3 0 00ELF(drift)3 - - 0 00ELF(drift)3 - - - - - • - 0 ELF(drift)3 0 00ELF(drift)3 - - 0 00ELF(drift)3 - - _ - - 0 ELF(drift)3 0 00ELF(drift)3 - - 0 00ELF(drift)3 - - - - - - 0 ELF(drift)3 0 00ELF(drift)3 - - 0 00ELF(drift)3 - - - - _ - - 0 ELF(drift)3 0 00ELF(drift)3 - - 0 00ELF(drift)3 - - - _ - - 0 ELF(drift)3 0 00ELF(drift)3 - - 0 00ELF(drift)3 - - - - _ - - 0 ELF(drift)3 0 00ELF(drift)3 - - 0 00ELF(drift)3 - - - 0 ELF(drift)3 0 00ELF(drift)3 - - 0 00ELF(drift)3 - - - - - - - S STATIC X DIRECTION MINUS 5%ECCENTRICITY Extreme Torsional Irregularity Check North Point South Point ASCE 7-10 Table 12.3-1 X disp X drift X disp X drift Avg drift Max drift Max! Torsional Story Load Point ID (in) (int Point ID lint lint (int lint Avg Ireggulart,y7 • Ax LEVEL 05 ELF(drift)1 47 47LEVEL 05ELF(drift)1 0.22 0.06 58 58LEVEL 05ELF(drift)5 0.28 0.08 0.07 0.08 1.15 Regular 1.00 LEVEL 04 ELF(drift)1 47 47LEVEL 04ELF(drift)5 0.16 0.06 58 58LEVEL 04ELF(drift)0_ 0.20 0.08 0.07 0.08 1.14 Regular 1.00 LEVEL 03 ELF(drift)0 47 47LEVEL 03ELF(drift)0' 0.10 0.07 58 58LEVEL 03ELF(drift)8 0.12 0.08 0.08 0.08 1.02 Regular 1.00 LEVEL 02 ELF(drift)5 47 47LEVEL 02ELF(drift)1 0.03 0.03 58 58LEVEL 02ELF(drift)1_ 0.04 0.04 0.04 0.04 1.21 Irregular 1.01 Base ELF(drift)1_ 47 47BaseELF(drift)5 0.00 - 58 58BaseELF(drift)5 0.00 - - _ _ 0 ELF(drift)5 47 470ELF(drift)5 - - 58 580ELF(drift)5 - - - - _ 0 ELF(drift)0 0 00ELF(drift)5 - - 0 00ELF(drift)5 - . - - _ 0 ELF(drift)0 0 00ELF(drift)5 - - 0 00ELF(drift)5 - - - - - - _ 0 ELF(drift)5 0 00ELF(drift)5 - - 0 00ELF(drift)5 - - - - _ 0 ELF(drift)0 0 00ELF(drift)5 - - 0 00ELF(drift)5 - - - - - 0 ELF(drift)0 0 00ELF(drift)5 - - 0 00ELF(drift)5 - - - - 0 ELF(drift)0 0 00ELF(drift)5 - - 0 00ELF(drift)5 - - - - _ 0 ELF(drift)1 0 00ELF(drift)5 - - 0 00ELF(drift)5 - 0 ELF(drift)0 0 00ELF(drift)5 - - 0 00ELF(drift)5 - - - - - - - • J:a1-Portland\2018 Porsard Jab4\18031.0057 Atlanta Shape Facllit64-CalculSbm\C-Leteral\2-Concrete LateraJWWl design 4 6/20/2018 5:19 PM 161111. ---.D C Project No: 18031-0057 Project Name: Tigard Storage Facility Date: 6/2012018 Subject: Static Y Direction Torsion Check By: MK o.d Combin. ASCE 7-10 Section 12.9.5: 4111 111WEEMB11. 1.64 max Accidential torsion effects are included in the dynamic model: I FALSE 1.64 max Torsion shall be amplified in accordance with Section 12.8.4.3 1.64 max STATIC V DIRECTION Extreme Torsional Irregularity Check West Point East Point ASCE 7-10 Table 12.3-1 Y disp Y drift Y disp V drift Avg drift Max drift Max/ Torsional Story Load Point ID lin) lin) Point ID lin) lin) lin) lin) Avg Ireggularity7 Ax LEVEL 05 ELF(drift)2 47 47LEVEL 05ELF(drift)2 0.25 0.08 48 48LEVEL 05ELF(drift)2 0.25 0.08 0.08 0.08 1.00 Regular 1.00 LEVEL 04 ELF(drift)2 47 47LEVEL 04ELF(drift)2 0.17 0.08 48 48LEVEL 04ELF(drift)2 0.17 0.08 0.08 0.08 1.03 Regular 1.00 LEVEL 03 ELF(drift)2 47 47LEVEL 03ELF(drift)2 0.09 0.08 48 48LEVEL 03ELF(daft)2 0.09 0.08 0.08 0.08 1.00 Regular 1.00 LEVEL 02 ELF(drift)2 47 47LEVEL 02ELF(drift)2 0.00 0.00 48 48LEVEL 02ELF(drift)2 0.01 0.01 0.00 0.01 1.64 Extremely Irregular 1.87 Base ELF(drift)2 47 47BaseELF(drift)2 0.00 - 48 48BaseELF(drift)2 0.00 - - - - - O ELF(drift)2 47 470ELF(drift)2 - - 48 480ELF(drift)2 - - - - - - O ELF(drift)2 0 00ELF(drift)2 - - 0 00ELF(drift)2 - - - - - - O ELF(drift)2 0 00ELF(drift)2 - - 0 00ELF(drift)2 - - - - - - - 0 ELF(468)2 0 OOELF(drift)2 - - 0 OOELF(drift)2 - - - - - - 0 ELF(drift)2 0 00ELF(drift)2 - - 0 00ELF(drift)2 - - - - - - - 0 ELF(drift)2 0 00ELF(drift)2 - - 0 00ELF(drift)2 - - - - - • - 0 ELF(drift)2 0 00ELF(drift)2 - - 0 00ELF(drift)2 - - - - - - - O ELF(drift)2 0 00ELF(drift)2 - - , 0 00ELF(drift)2 - - - - . - 0 ELF(drift)2, 0 00ELF(drift)2 - - 0 00ELF(drift)2 - - - - - - STATIC Y DIRECTION PLUS 5%ECCENTRICITY Extreme Torsional Irregularity Check West Point East Point ASCE 7-10 Table 12.3-1 V disp V drift Y disp V drift Avg drift Max drift Max/ Torsional Story Load _Point ID lin) lin) Point ID lin) fin) lin) lin) Avg Iregqularity4 Ax LEVEL 05 ELF(drift) 47 47LEVEL 05ELF(drift)4 0.25 0.08 48 48LEVEL 05ELF(drift)4 0.25 0.08 0.08 0.08 1.00 Regular 1.00 LEVEL 04 ELF(drift) 47 47LEVEL 04ELF(drift)4 0.17 0.08 48 48LEVEL 04ELF(drift)4 0.17 0.08 0.08 0.08 1.03 Regular 1.00 LEVEL 03 ELF(drift) 47 47LEVEL 03ELF(drift)4 0.09 0.08 48 48LEVEL 03ELF(drift)4 0.09 0.08 0.08 0.08 1.00 Regular 1.00 LEVEL 02 ELF(drift) 47 47LEVEL 02ELF(drift)4 0.00 0.00 48 48LEVEL 02ELF(drift)4 0.01 0.01 0.00 0.01 1.64 Extremely Irregular 1.87 Base ELF(drift)- 47 47BaseELF(drift)4 0.00 - 48 48BaseELF(drift)4 0.00 - - - - - O ELF(drift)- 47 470ELF(drift)4 - - 48 480ELF(drift)4 - - - - - - - 0 ELF(drift) 0 00ELF(drift)4 - - 0 00ELF(drift)4 - - - - - - O ELF(drift) 0 00ELF(drift)4 - - 0 , 00ELF(drift)4 - - - - - • - 0 ELF(drift) 0 00ELF(drift)4 - - 0 00ELF(drift)4 - - - - - - O ELF(drift) 0 00ELF(drift)4 - - 0 , 00ELF(drift)4 - - - - - - 0 ELF(drift)- 0 00ELF(drift)4 - - 0 00ELF(drift)4 - - - - - - O ELF(drift)- 0 00ELF(drift)4 - - 0 00ELF(drift)4 - - - - - - O ELF(drift) 0 00ELF(drift)4 - - 0 00ELF(drift)4 - - - - - - 0 ELF(drift) 0 00ELF(drift)4 - - 0 00ELF(drift)4 - - - - - - STATIC Y DIRECTION MINUS 5%ECCENTRICITY Extreme Torsional Irregularity CheckIII West Point East Point ASCE 7-10 Table 12.3-1 Y disp Y drift Y disp V drift Avg drift Max drift Max/ Torsional Story Load Point ID lin) lin) Point ID lin) lin) lin) lin) Avg Iregqularity7 Ax LEVEL 05 ELF(drift)6 47 47LEVEL 05ELF(drift)E 0.25 0.08 48 48LEVEL 05ELF(drift)6 0,25 0.08 0.08 0.08 1.00 Regular 1.00 LEVEL 04 ELF(drift)6 47 47LEVEL 04ELF(drift)6 0.17 0.08 48 48LEVEL 04ELF(drift)6 0.17 0.08 0.08 0.08 1.03 Regular 1.00 LEVEL 03 ELF(drift)6 47 47LEVEL 03ELF(drift)E 0.09 0.08 48 48LEVEL 03ELF(drift)E 0.09 0.08 0.08 0.08 1.00 Regular 1.00 LEVEL 02 ELF(drift)E 47 47LEVEL 02ELF(drift)6 0.00 0,00 48 48LEVEL 02ELF(drift)2 0.01 0.01 0,00 0.01 1.64 Extremely Irregular 1.87 Base ELF(drift)6 47 47BaseELF(drift)6 0.00 - - 48 48BaseELF(drift)6 0.00 - - - - - 0 ELF(drift)6 47 470ELF(drift)6 - - 48 480ELF(drift)6 - - - - - - O ELF(drift)E 0 00ELF(drift)6 - - 0 00ELF(drift)6 - - - - - - O ELF(drift)6 0 00ELF(drift)6 - - 0 00ELF(drift)6 - - - - - - 0 ELF(drift)0 0 00ELF(drift)6 - - 0 00ELF(drift)6 - - - - - - 0 ELF(drift)f 0 00ELF(drift)6 - - 0 00ELF(drift)6 - - - - - - - 0 ELF(drift)E 0 00ELF(drift)6 - - 0 00ELF(drift)6 - - - - - - 0 ELF(drift)6 0 00ELF(drift)6 - - 0 00ELF(drift)6 - - - - - - - O ELF(drift)6 0 00ELF(drift)6 - - 0 00ELF(drift)6 - - - - - - - O ELF(drift)6 0 00ELF(drift)6 - - 0 00ELF(drift)6 - - - - - - - S J:131-Portland\2018 Portland Jobs\1001-0057 Atlanta Storage Facildy\4-Calculations\C-Ltlerel\2-Concrete latecanwall design 4 6/20/2018 5:19 PM anlall IIMINNIVIN Project No: 18031-0057 XIMOMBia D C I Project Name: Tigard Storage Facility Date: 6/20/2018 Subject: Dynamic Drift Check By: MK t'1 c f f'7 F, • Load= r C.mbinnoti.n= 0.003 max Cd= 5 All displacements below include the Cd factor 0.003 max Allowable Drift= 0.02 DYNAMIC X DIRECTION(Drift Check) Story Drift Determination North Point South Point ASCE 7-10 Section 12.8.6 X disp X drift X disp X drift Story Allowable North Pt. South Pt. North Point South Point Story Load Point ID (in) lin) Point ID lin) (in) Heioht(inl Drift lin) Status Status Drift Ratio _Drift Ratio LEVEL 05 ELF(drift)1 47 47LEVEL 05ELF(drift)1 1.12 0.30 58 58LEVEL 05ELF(drift)1 1.41 0.40 123 2.46 OK OK 0.002 0.003 a LEVEL 04 ELF(drift)1 47 47LEVEL 04ELF(drift)1 0.82 0.31 58 58LEVEL 04ELF(drift)1 1.01 - 0.41 123 2.46OK OK 0.003 0.003 LEVEL 03 ELF(drift)1 47 47LEVEL 03ELF(drift)1 0.51 0.37 58 58LEVEL 03ELF(drift)1 0.60 0.38 123 2.46 OK OK 0.003 0.003 LEVEL 02 ELF(drift)1 47 47LEVEL 02ELF(drift)1 0.14 0.14 58 58LEVEL 02ELF(drift)1 0.21 021 123 2.46 OK OK 0.001 0.002 Base ELF(drift)1 47 47BaseELF(drift)1 0.00 - 58 58BaseELF(drift)1 0.00 - 0 0.00 - 0 ELF(drift)1 47 470ELF(drift)1 - - 58 580ELF(drift)1 - - - - - _ _ 0 ELF(drift)1 0 00ELF(drift)1 - - 0 00ELF(drift)1 - - - - - _ _ _ 0 ELF(drift)1 0 00ELF(drift)1 - - 0 00ELF(drift)1 - . - - . _ _ _ 0 ELF(drift)1 0 OOELF(drift)1 . - 0 00ELF(drift)1 - - - _ _ 0 ELF(drift)1 0 OOELF(drift)1 - - 0 fOELF(drift)1 - - - _ _ _ 0 ELF(drift)1 0 00ELF(drift)1 - - 0 00ELF(drift)1 - - - - - _ _ 0 ELF(drift)1 0 00ELF(drift)1 - - 0 00ELF(drift)1 - - - - _ _ 0 ELF(drift)1 0 OOELF(drift)1 - - 0 00ELF(drift)1 - - _ 0 ELF(drift)1 0 00ELF(drift)1 - - 0 OOELF(drift)1 - - - - - - _ DYNAMIC Y DIRECTION(Drift Check) Story Drift Determination West Point East Point ASCE 7-10 Section 12.8.6 Y disp Y drift Y disp Y drift Story Allowable West Pt. East Pt. West Point East Point Story Load Point ID (MI lint Point ID lin) lin) Heiahtlinl Drift lin) Status Status Drift Ratio Drift Ratio LEVEL 05 ELF(drift)2 47 47LEVEL 05ELF(drift)2 1.24 0.39 48 48LEVEL 05ELF(drift)2, 1.24 0.39 123 246 OK OK 0.003 0.003 LEVEL 04 ELF(drift)2 47 47LEVEL 04ELF(drift)t 0.84 0.41 48 48LEVEL 04ELF(drift)2 0.85 0.39 123 246 OK OK 0.003 0.003 LEVEL 03 ELF(drift)2 47 47LEVEL 03ELF(drift)2 0.43 0.42 48 48LEVEL 03ELF(drift)2 0.46 0.42 123 2.46 OK OK 0.003 0.003 LEVEL 02 ELF(drift)2 47 47LEVEL 02ELF(drift)S 0.01 0.01 48 48LEVEL 02ELF(drift)2, 0.04 0.04 123 2.46 OK OK 0.000 0.000 Base ELF(drift)2 47 47BaseELF(drift)2 0.00 - 48 48BaseELF(drift)2 0.00 - 0 0.00 0 ELF(drift)2 47 470ELF(drift)2 - - 48 480ELF(drift)2 - - - - _ _ _ 0 ELF(drift)2 0 00ELF(drift)2 - - 0 00ELF(drift)2 - - - - - - _ _ 0 ELF(drift)2 0 00ELF(drift)2 - - 0 OOELF(drift)2 - - - - - - _ _ 0 ELF(drift)2 0 00ELF(drift)2 - - 0 00ELF(drift)2 - - - _ _ _ 0 ELF(drift)2 0 OOELF(drift)2 - - 0 00ELF(drift)2 - - - - _ _ _ _ 0 ELF(drift)2 0 00ELF(drift)2 - - 0 OOELF(drift)2 - _ - _ 0 ELF(drift)2 0 00ELF(drift)2 - - 0 OOELF(drift)2 - - - - - - _ 0 ELF(drift)2 0 00ELF(drift)2 - - 0 00ELF(drift)2 - . _ - - 0 ELF(drift)2 0 OOELF(drift)2 - - 0 OOELF(drift)2 - - - - - - - _ • • • J:\31-Portland\2018 Portland Jobs\1oD3r-ow,Atlanta Storage FaciliyW-Cakulatiorc1GLatora82-Concrete Lateralkwll design 9 6/20/2018 5:19 PM • • • a O o g.0°1Y Y Y Y Y Y Y Y Y Y Y Y Y Y Y Y t' .=00000000000000000 I? 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L JU O oNNNOOONNNNNNN NN TZa a A°3�o0000O000000000000 VN Q 000 ,00000000000 A-_ : ata eeo*ge e*e LL'1a 6 0o0o oo ,: .,7, 0u, a 0 0W$iiomo,N��mi K �9iMmMM,00��o,��,�oa�M J O q 1-22............ g �o nY 0000000000 3 a,0 o o o 0000000000000 _t_ C21,......0.0.0.0.0.0 t JLL C V C N N N N N N N N N N N N O N N N N ste sS W W W 1p�p f:.F 3 J g Y a MO',f O t•,C,Y O to',R r Y O M 4 Uulci y O= o0000000o dg6 : n N N n Yi Yi ui 2 Yi,7 ui vi vi ui v, V 3 i1 _ �1 y1 W>y1 {{1 >>>7 W>L > ) 7 7 4 >1> 1 OE J J J J J3 J J J J J J J J J J J J n MIC: !I a 6.:W toHl!r�r W_o H W.-o _ v d u q p u u u y ;a'a aaaaaaaaaa 'aaaa ETABS 2016 16.2.1 6/17/2018 • 3744.023 a l' 1 S 10624.1 18534 3527 'lr z A 254 9.8633 X Grid Line E-Moment Diagram • Atlanta Storage 3.0.EHDvation View-E Moment 3-3 Diagram (ELF) Step 5/6 [kip-ft] IIIIIIIIIIIIIIMIIIIIIIIIIIIIIII Project#: 18031-0057 Page#: 111111111152111111111111 C I Proj.Name: Tigard Storage Facility ('""' i n e e F i Engineer: GM Date: 6/22/2018 4111 Subject: Shear Wall Design Concrete In-Plane Shear Wall Design-Stength Design(LRFD) Reference:ACI 318-11 Pier E-Level 1 Wall Properties Safety Reduction Factors: Wall Length(overturning) Lu,= 33 ft E5= 29000 ksi mcompr= 0.65 Design Wall Height Hu,= 41.5 ft fy horn= 60 ksi intension= 0.90 Story Height h„,= 10 ft fy1ert= 60 ksi CDshear= 0.60 Wall Thickness tu,= 12 in fybound= 60 ksi Compressive Strength f'c= 5000 psi Ec= 4287 ksi =wc1.5 33 Vf'c Lightweight Modifier A= 1.0 Ecu= 0.003-/- Concrete Density we= 150 pcf (i1= 0.80 Loads Self Dead Live Roof Live Load Combinations P„ M„ Gravity Axial 205.4 k 194.9 k 199.0 k 4.1 k 1. 1.4 D 560.5 k 0 k-ft Gravity Moment 0 k-ft 0 k-ft 0 k-ft 0 k-ft 2. 1.2 D+1.6 L+0.5 Lr 800.9 k 0 k-ft Wind Quake 3. 1.2 D+1.0 L+1.6 Lr 686.0k 0k-ft Lateral Axial SDs= 0.073 g 4. 1.20+1.0W+1.0L+0.5Lr 681.5 k 0k-ft Lateral Shear 772.0k SDC= D 5. 1.21 0*+1.0 p E+1.0 L 685.3 k 25420 k-ft Lateral Moment 25420 k-ft p,e,,= 1.0 6. 0.9D+1.0W 360.3 k 0 k-ft R,e,,= 5.0(brg wall) 7. 0.89 D*+1.0 p E 354.5 k 25420 k-ft Live: >100 psf *denotes±0.2 So,included Reinforcing #of Layers Size Spacing 1 16,000 Boundary (4)bars x (2) #6 12"OC i 14,000 Typical Vertical (2) #6 12"OC .•i. • 12,000 * :+ Typical Horizontal (2) #4 12"OC • a 10,000 Minimum Reinforcing Vertical Horizontal Total I v 8,000 of Sec 21.0.2.1 OK OK OK e 6 6,000 4,000 Boundary Element BE Length: 0.00" OK Untied 2,000 0 •, 0 20,000 40,000 60,000 80,000 CD Mn(k-ft) ........_........................................................................................................................................................................................................................................................ Special Boundary Element Check(sec 21.9.6.21 Flexural Design(sec 21.9.51 Max displacement Cd* elastic= 0.6" Governing combo 7. 0.89 D*+1.0 p E - Depth of neutral axis(LC 5.) c= 51.23" Axial load P„= 354.5 k Depth limit Lu,/(600 Cd 6ne/Hu,)= 547.80" Moment capcity m Mn= 29506 k-ft Special Boundaries are NOT required 0.86 OK Ordinary Boundary Element Check(sec 21.9.6.51 Shear Design(sec 21.9.41 BE reinforcing ratio pBE= 0.0061 Applied Shear V"=P vseis= 772.0 k BE reinforcing ratio limit 400/fy= 0.0067 Concrete shear area Ac„= 4752 in2 No Boundaries Required Shear stress V"/CD A„uVf'c= 3.83 Shear stress limit 8.00 OK Summary of Boundary Element Checks be length Required Provided Checks Height-length ratio(full wall) Hu,/L„„,= 1.26 (Ash)x-dir: 37.50" 2.25 in2 -- OK Worst case wall segment H/L= (Ash)y-dir: 9.00" 0.54 in2 -- OK Shape coefficient ac= 3.00 Tie spacing: sn,ax= 0.0"OC 0"OC OK BE Length: IBE min= 0.00" 0.00" OK Wall Shear m Vu + CD V, = m Vn BE Height HBE min= -- 0.0 ft OK • 604.8 k + 475.2 k = 1080.0 k Horizontal Termination: Standard Hooks or U-Stirrups 0.71 OK End condition design is SUFFICIENT NIIIIIIIIIIIIIIall .... Project#: 18031-0057 Page#: __ DC ! Proj.Name: Tigard Storage Facility Engineer: GM Date: 6/22/2018 • enoirieFa Subject: Shear Wall Design Concrete In-Plane Shear Wall Design-Stength Design(LRFD) Reference:ACI 318-11 Pier E-Level 2 Wall Properties Safety Reduction Factors: Wall Length(overturning) Lw= 33 ft E,= 29000 ksi mcompr= 0.65 Design Wall Height He,= 29.5 ft fyhoriz= 60 ksi m = 0.90 tension Story Height her= 10 ft fyVert= 60 ksi mshear= 0.60 Wall Thickness tw= 12 in fybound= 60 ksi Compressive Strength f'c= 5000 psi Ec= 4287 ksi =w,15 33 Vf'c Lightweight Modifier A= 1.0 scu= 0.003-/- Concrete Density we= 150 pcf (31= 0.80 Loads Self Dead Live Roof Live Load Combinations P„ M„ Gravity Axial 146.0 k 59.4 k 123.8 k 4.1 k 1. 1.4 D 287.6 k 0 k-ft Gravity Moment 0k-ft 0k-ft 0k-ft 0k-ft 2. 1.2 D+1.6 L+0.5 Lr 446.6k 0k-ft Wind Quake 3. 1.2 D+1.0 L+1.6 Lr 376.9 k 0 k-ft Lateral Axial Spy= 0.073 g 4. 1.2 D+1.0 W+1.0 L+0.5 Lr 372.3 k 0 k-ft Lateral Shear 772.0k SDC= D 5. 1.21 D*+1.0 p E+1.0 L 373.3 k 18534 k-ft Lateral Moment 18534 k-ft Pse.= 1.0 6. 0.9D+1.0W 184.9 k 0 k-ft R5P1,= 5.0(brg wall) 7. 0.89 D"+1.0 p E 181.9 k 18534 k-ft Live: >100 psf *denotes±0.2 sos included Reinforcing #of Layers Size Spacing 16,000 Boundary (4)barsx (2) #6 12"OC I 14,000 Typical Vertical (2) #6 12"OC 12,000 " 0Typical Horizontal (2) #4 12'"OC f I. 10,000 i i Minimum Reinforcing Vertical Horizontal Total 8,000 - . a` Sec 21.0.2.1 OK OK OK e 6,000 4,000 Boundary Element BE Length: 0.00" OK Untied 2,000 $0,,,,.• --- 0 !j 0 20,000 40,000 60,000 80,000 CD M^(k ft) .................................................................................................................... Special Boundary Element Check(sec 21.9.6.21 Flexural Design(sec 21.9.51 Max displacement Cd*belastic= 0.6" Governing combo 7. 0.89 D*+1.0 p E Depth of neutral axis(LC 5.) c= 44.16" Axial load P„= 181.9 k Depth limit Lu,/(600 Cd bne/Hw)= 389.40" Moment capcity 0 Mn= 27170 k-ft Special Boundaries are NOT required 0.68 OK Ordinary Boundary Element Check(sec 21.9.6.51 Shear Design(sec 21.9.41 BE reinforcing ratio PBE= 0.0061 Applied Shear Vu=pvseis= 772.0 k BE reinforcing ratio limit 400/fy= 0.0067 Concrete shear area Acu= 4752 in2 No Boundaries Required Shear stress V„/0 AcuVfc= 3.83 Shear stress limit 8.00 OK Summary of Boundary Element Checks be length Required Provided Checks Height-length ratio(full wall) Hw/Lw= 0.89 (Ash)x-dr: 37.50" 2.25 in2 -- OK Worst case wall segment H/L= (Ash)y-dir: 9.00" 0.54 in2 -- OK Shape coefficient ac= 3.00 Tie spacing: smax= 0.0"OC 0"OC OK_, BE Length: IBE,,,„= 0.00" 0.00" OK 0 Wall Shear 0 Vc + 0 Vs = 0 V, BE Height HBE min= -- 0.0 ft OK 604.8 k + 475.2 k = 1080.0 k Horizontal Termination: Standard Hooks or U-Stirrups 0.71 OK End condition design is SUFFICIENT Project#: 18031-005711111111111111111111111111111 Page#: ICI Proj.Name: Tigard Storage Facility i e e F Engineer: GM Date: 6/22/2018enertIII Subject: Shear Wall Design Concrete In-Plane Shear Wall Design-Stength Design(LRFD) Reference:ACI 318-11 Pier E-Level 3 Wall Properties Safety Reduction Factors: Wall Length(overturning) L,u= 33 ft E,= 29000 ksi mcompr= 0.65 Design Wall Height Hw= 19.5 ft fynori:= 60 ksi intension= 0.90 Story Height hw= loft fy Vert= 60 ksi mshear= 0.60 Wall Thickness tw= 12 in fy bound= 60 ksi Compressive Strength f'c= 5000 psi Ec= 4287 ksi =w,1-533 Vf'c Lightweight Modifier A= 1.0 ecu= 0.003-/- Concrete Density we= 150 pcf p1= 0.80 Loads Self Dead Live Roof Live Load Combinations P„ Mo Gravity Axial 96.5 k 39.6 k 82.5 k 4.1 k 1. 1.4 D 190.6 k 0 k-ft Gravity Moment 0 k-ft 0 k-ft 0 k-ft 0 k-ft 2. 1.2 D+1.6 L+0.5 Lr 297.4 k 0 k-ft Wind Quake 3. 1.2 D+1.0 L+1.6 Lr 252.5 k 0 k-ft Lateral Axial SDS= 0.073 g 4. 1.2D+1.0W+1.0L+0.5Lr 247.9 k 0 k-ft Lateral Shear 671.0k SDC= D 5. 1.21 D*+1.0 p E+1.0 L 247.8 k 10624 k-ft Lateral Moment 10624 k-ft pis= 1.0 6. 0.9 D+1.0 W 122.5 k 0 k-ft RSw,= 5.0(brg wall) 7. 0.89 D*+1.0 p E 120.5 k 10624 k-ft Live: >100 psf *denotes±0.2 SD,included Reinforcing #of Layers Size Spacing 16,000 i Boundary (4)barsx (2) #5 12"OC 14,000 I. Typical Vertical (2) #5 12"OC ' * _ j 12,000 Typical Horizontal (2) #4 12"OC • I. 10,000 I Minimum Reinforcing Vertical Horizontal Total ' v 8,000 - Sec 21.0.2.1 OK OK OK a 6,000 Boundary Element BE Length: 0.00" OK 1 4,000 2,000 Untied O . 0 20,000 40,000 60,000 80,000 CD Mn(k-ft) Special Boundary Element Check(sec 21.9.6.21 Flexural Design(sec 21.9.5) Max displacement Cd*belastic= 0.6" Governing combo 7. 0.89 D0+1.0 p E Depth of neutral axis(LC 5.) c= 32.39" Axial load Pu= 120.5 k Depth limit Lw/(600 Cd bne/Hw)= 257.40" Moment capcity CD Mn= 19474 k-ft Special Boundaries are NOT required 0.55 OK Ordinary Boundary Element Check(sec 21.9.6.51 Shear Design(sec21.9.41 BE reinforcing ratio PBE= 0.0043 Applied Shear Vu=pvseis= 671.0 k BE reinforcing ratio limit 400/fy= 0.0067 Concrete shear area A,= 4752 int No Boundaries Required Shear stress Vu/CD A, f',= 3.33 Shear stress limit 8.00 OK Summary of Boundary Element Checks be length Required Provided Checks Height-length ratio(full wall) Hw/Lw= 0.59 (Ash)X-dlr: 37.38" 2.24 in2 -- OK Worst case wall segment H/L= (Ash)y-dir 9.00" 0.54 int -- OK Shape coefficient a,= 3.00 Tie spacing: sn,a,= 0.0"OC 0"OC OK BE Length: IBE min= 0.00" 0.00" OK Wall Shear CD Vc + CD Vs = CD Vn BE Height HBE mm= -- 0.O ft OK • 604.8 k + 475.2 k = 1080.0 k Horizontal Termination: Standard Hooks or U-Stirrups 0.62 OK : , End condition design is SUFFICIENT '' ETABS 2016 16.2.1 6/17/2018 • 3876.326 '•. f; 0 10678. 68 201015264 A, 103292 88 Grid Line T- Moment Diagram S Atlanta Storage 3.0.EIERvation View-T Moment 3-3 Diagram (ELF) Step 3/6 [kip-ft] 12111111111111111111111111115 Project#: 18031-0057 Page#: Proj.Name: Tigard Storage Facility 1111/11=111$11111 D C I ("1 F Engineer: GM Date: 6/22/2018 Subject: Shear Wall Design • Concrete In-Plane Shear Wall Design-Stength Design(LRFD) Reference:ACI 318-11 Pier T-Level 2 Wall Properties Safety Reduction Factors: Wall Length(overturning) Lw= 40 ft E,= 29000 ksi mcompr= 0.65 Design Wall Height Hw= 29.5 ft fy!lora= 60 ksi CDtension= 0.90 Story Height hw,= 10 ft fy Vert= 60 ksi CDshear= 0.60 Wall Thickness tw= 12 in fybound= 60 ksi Compressive Strength f',= 5000 psi E,= 4287 ksi =w,'5 33 Vf', Lightweight Modifier A= 1.0 eco= 0.003-/- Concrete Density w,= 150 pcf B1= 0.80 Loads Self Dead Live Roof Live Load Combinations P. M„ Gravity Axial 177.0 k 0.0 k 0.0 k 0.0 k 1. 1.4 0 247.8 k 0 k-ft Gravity Moment 0 k-ft 0 k-ft 0k-ft 0k-ft 2. 1.20+1.6L+0.5Lr 212.4 k 0 k-ft Wind Quake 3. 1.20+1.0L+1.6Lr. 212.4 k 0k-ft Lateral Axial SDs= 0.073 g 4. 1.2 D+1.0 W+1.0 L+0.5 Lr 212.4k 0k-ft Lateral Shear 919.0k SDC= D 5. 1.210•+1.0pE+1.0L 215.0k 20102 k-ft Lateral Moment 20102 k-ft p5,,,= 1.0 6. 0.9D+1.0W 159.3 k 0 k-ft RS,,,= 5.0(brg wall) 7. 0.89 D"+1.0 p E 156.7 k 20102 k-ft Live: >100 psf *denotes±0.2 SD,included Reinforcing #of Layers Size Spacing 18,000 ; Boundary (4)bars x (2) #5 16"OC 16,000 1...- I - . Typical Vertical (2) #5 16"OC 14,000 t i ° '1.- Typical Horizontal (2) #4 12"OC 12,000 , i ill Lq 10,000 Minimum Reinforcing Vertical Horizontal Total I Sec 21.0.2.1 OK OK OK 8,000 6 6,000 Boundary Element BE Length: 0.00" OK 4,000 ' Untied 2,000 - - 0 t - 0 20,000 40,000 60,000 80,000 100,000 120,000 m Mn(k-ft) .................................................................................................................................................................................................................................................................. Special Boundary Element Check(sec 21.9.6.21 Flexural Design(sec 21.9.51 Max displacement Cd*6eiastic= 0.6" Governing combo 7. 0.89 D*+1.0 p E Depth of neutral axis(LC 5.) c= 30.22" Axial load P„= 156.7 k Depth limit Lw/(600 Cd 5ne/Hw)= 472.00" Moment capcity CD Mn= 22706 k-ft Special Boundaries are NOT required 0.89 OK Ordinary Boundary Element Check(sec 21.9.6.51 Shear Design(sec21.9.41 BE reinforcing ratio PBE= 0.0032 Applied Shear V„=pvseis= 919.0 k BE reinforcing ratio limit 400/fy= 0.0067 Concrete shear area A,,= 5760 in2 No Boundaries Required Shear stress V„/CD A,,Vf',= 3.76 Shear stress limit 8.00 OK Summary of Boundary Element Checks be length Required Provided Checks Height-length ratio(full wall) Hw/Lw= 0.74 (Ash)x-dir 49.38' 2.96 in' -- OK Worst case wall segment H/L= (Ash)y-dir 9.00" 0.54 in2 -- OK Shape coefficient a,= 3.00 Tie spacing: 5ma,= 0.0"OC 0"OC OK BE Length: 'BE min= 0.00" 0.00" OK Wall Shear m V, + m V, = m Vu BE Height HBE min= -- 0.0 ft OK ill 733.1 k + 576.0 k = 1309.1 k Horizontal Termination: Standard Hooks or U-Stirrups 0.70 OK End condition designs SUFFICIENT ETABS 2016 16.2.1 6/17/2018 • 1 c955.4558 • I 11147.0215 2059.4541 -1 134.3412 Grid Line 1 -Moment Diagram • Atlanta Storage 3.0.EIllavation View- 1 Moment 3-3 Diagram (ELF) Step 6/6 [kip-ft] 1111=11111111111111111 CProject#: 18031-0057 Page#: Proj.Name: Tigard Storage Facility ....... D IEngineer: GM Date: 6/22/2018 ( Subject: Shear Wall Design II Concrete In-Plane Shear Wall Design-Stength Design(LRFD) Reference:ACI 318-11 Pier 1-Level 2 Wall Properties Safety Reduction Factors: Wall Length(overturning) Lw= 29.5 ft E,= 29000 ksi 0compr= 0.65 Design Wall Height Hu,= 29.5 ft fy hor;z= 60 ksi Otension= 0.90 Story Height hw= 10 ft fyvert= 60 ksi shear= 0.60 Wall Thickness tw= 12 in fy bound= 60 ksi Compressive Strength f'c= 5000 psi Ec= 4287 ksi =w,1•533 Vf'c Lightweight Modifier A= 1.0 ccu= 0.003-/- Concrete Density we= 150 pcf (31= 0.80 Loads Self Dead Live Roof Live Load Combinations P„ M„ Gravity Axial 130.5 k 0.0 k 0.0 k 0.0 k 1. 1,4 D 182.8 k 0 k-ft Gravity Moment 0 k-ft 0 k-ft 0k-ft 0 k-ft 2. 1.2 0+1.6 L+0.5 Lr 156.6 k 0 k-ft Wind Quake 3. 1.2 D+1.0 L+1.6 Lr 156.6 k 0 k-ft Lateral Axial SDs= 0.073 g 4. 1.2 D+1.0 W+1.0 L+0.5 Lr 156.6 k 0 k-ft Lateral Shear 922.0 k SDC= 0 5. 1.21 D*+1.0 p E+1.0 L 158.6 k 20592 k-ft Lateral Moment 20592 k-ft Pses= 1.0 6. 0.9 D+1.0 W 117.5 k 0 k-ft Rse;s= 5.0(brg wall) 7. 0.89 D*+1.0 p E 115.6 k 20592 k-ft Live: >100 psf *denotes±0.2 SDs included Reinforcing #of Layers Size Spacing 14,000 I Boundary (4)bars x (2) #6 12"OC 12,000 Typical Vertical (2) #6 12"OC I ".".1.- Typical Horizontal (2) #4 12"OC10,000 N • a 8,000 Minimum Reinforcing Vertical Horizontal Total V Sec 21.0.2.1 OK OK OK e 6,000 iii 4,000 Boundary Element BE Length: 0.00" OK 2,000 Untied 0 1 0 10,000 20,000 30,000 40,000 50,000 60,000 70,000 CD Mn(k-ft) Special Boundary Element Check(sec 21.9.6.21 Flexural Design(sec 21.9.5) Max displacement Cd*beiastic= 1" Governing combo 7. 0.89 D*+1.0 p E Depth of neutral axis(LC 5.) c= 36.18" Axial load P„= 115.6 k Depth limit Iw„/(600 Cd Sne/Hw)= 208.86" Moment capcity m Mn= 21503 k-ft Special Boundaries are NOT required 0.96 OK Ordinary Boundary Element Check(sec 21.9.6.51 Shear Design(sec 21.9.41 BE reinforcing ratio PeE= 0.0061 Applied Shear Vu=pvseis= 922.0 k BE reinforcing ratio limit 400/fy= 0.0067 Concrete shear area A,= 4248 in2 No Boundaries Required Shear stress V,/CD A,Vf'c= 5.12 Shear stress limit 8.00 OK Summary of Boundary Element Checks be length Required Provided Checks Height-length ratio(full wall) Hw/Lw= 1.00 (Ash)x-dir 37.50" 2.25 in2 -- OK Worst case wall segment H/L= (Ash)y-dfr 9.00" 0.54 in2 -- OK Shape coefficient ac= 3.00 Tie spacing: s,,,a,= 0.0"OC 0"OC OK BE Length: IBE min= 0.00" 0.00" OK Wall Shear m Vc + m Vs = CD Vn BE Height HBEmin= -- 0.0 ft OK • 540.7 k + 424.8 k = 965.5 k Horizontal Termination: Standard Hooks or U-Stirrups 0.95 OK End condition design is SUFFICIENT Project#: 18031-0057 Page#: Proj.Name: Tigard Storage Facility mossimiDC111 Engineer: GM Date: 6/22/2018 • Subject: Shear Wall Design Concrete In-Plane Shear Wall Design-Stength Design(LRFD) Reference:ACI 318-11 Pier 1-Level 3 Wall Properties Safety Reduction Factors: Wall Length(overturning) Lw= 29.5 ft Es= 29000 ksi mcompr= 0.65 Design Wall Height Hu,= 19.5 ft "iv hum= 60 ksi intension= 0.90 Story Height hw= 10 ft fy Vert= 60 ksi shear= 0.60 Wall Thickness tw= 12 in fy bound= 60 ksi Compressive Strength fc= 5000 psi E,= 4287 ksi =V1/01-533 Vf'c Lightweight Modifier A= 1.0 ac,= 0.003-/- Concrete Density we= 150 pcf 131= 0.80 Loads Self Dead Live Roof Live Load Combinations Po Mo Gravity Axial 86.3 k 0.0 k 0.0 k 0.0 k 1. 1.4 D 120.8 k 0 k-ft Gravity Moment 0 k-ft 0 k-ft 0 k-ft 0 k-ft 2. 1.2 D+1.6 L+0.5 Lr 103.5 k 0 k-ft Wind Quake 3. 1.2 D+1.0 L+1.6 Lr 103.5 k 0 k-ft Lateral Axial Sps= 0.073 g 4. 1.2 D+1.0 W+1.0 L+0.5 Lr 103.5 k 0k-ft Lateral Shear 702.0k SDC= D 5. 1.21 D*+1.0 p E+1.0 L 104.8 k 11147 k-ft Lateral Moment 11147k-ft P,e,= 1.0 6. 0.9D+1.ow 77.7k 0k-ft R,,,= 5.0(brg wall) 7. 0.89 D*+1.0 p E 76.4 k 11147 k-ft Live: >100 psf 0 denotes±0.2 SD,included Reinforcing 4 of Layers Size Spacing 14,000 4 Boundary (4)bars x (2) #5 12"OC ' 12,000 i°""..* i Typical Vertical (2) #5 12"OC jI • Typical Horizontal (2) #4 12"OC 10,000 Y 8,000 Minimum Reinforcing Vertical Horizontal TotalIOW Sec 21.0.2.1 OK' OK OK of 6,000 lalammaiiiii..._ e 4,000 Boundary Element BE Length: 0.00" OK 11111111111111 Untied 2,000ili 0 1.11111 PI III 0 10,000 20,000 30,000 40,000 50,000 60,000 CD Mn(k-ft) Special Boundary Element Check(sec 21.9.6.21 Flexural Design(sec 21.9.5) Max displacement Cd*&elastic= 1" Governing combo 7. 0.89 D*+1.0 p E Depth of neutral axis(LC 5.) c= 26.63" Axial load P.= 76.4 k Depth limit Lw/(600 Cd&ne/Hw)= 138.06" Moment capcity 0 Mn= 15418 k-ft Special Boundaries are NOT required 0.72 OK Ordinary Boundary Element Check(sec 21.9.6.51 Shear Design(sec 21.9.41 BE reinforcing ratio PBE= 0.0043 Applied Shear V"=pyseis= 702.0 k BE reinforcing ratio limit 400/fy= 0.0067 Concrete shear area A„,= 4248 in2 No Boundaries Required Shear stress Vu/0 ANVfc= 3.90 Shear stress limit 8.00 OK Summary of Boundary Element Checks be length Required Provided Checks Height-length ratio(full wall) Hw/Lw= 0.66 (Ash)x-dlr 37.38" 2.24 in2 -- OK Worst case wall segment H/L= (Ash)y-dir: 9.00" 0.54 in2 -- OK Shape coefficient ac= 3.00 Tie spacing: smax= 0.0"OC 0"OC OK • BE Length: IBE min= 0.00" 0.00" OK Wall Shear 0 Vc + m Vs 0 kin BE Height HBE min= 0.0 ft OK 540.7 k + 424.8 k = 965.5 k Horizontal Termination: Standard Hooks or U-Stirrups 0.73 OK End condition design is SUFFICIENT ETABS 2016 16.2.1 6/17/2018 S .............................................................................. 365.3959 940.8928 17084.3207 12724.3635 .................................._........_.............................. L�. Grid Line 10-Moment Diagram 1111 Atlanta Storage 3.0.EEISvation View- 10 Moment 3-3 Diagram (ELF) Step 4/6 [kip-ft] Project#: 18031-0057111121111111111111111111 Page#: Proj.Name: Tigard Storage Facility .. DCII • (-""i s E ri F i Engineer: GM Date: 6/22/2018 Subject: Shear Wall Design Concrete In-Plane Shear Wall Design-Stength Design(LRFD) Reference:ACI 318-11 Pier 10-Level 2 Wall Properties Safety Reduction Factors: Wall Length(overturning) Lu,= 39.75 ft E,= 29000 ksi mcompr= 0.65 Design Wall Height HH,= 29.5 ft = intension= 0.90 fy horiz= 60 ksi Story Height hw= 10 ft fyvert= 60 ksi shear= 0.60 Wall Thickness tw= 12 in fy bound= 60 ksi Compressive Strength f'c= 5000 psi Es= 4287 ksi =wc15 33 Vf'c Lightweight Modifier A= 1.0 Ecu= 0.003-/- Concrete Density we= 150 pcf P1= 0.80 Loads Self Dead Live Roof Live Load Combinations Pu Mu Gravity Axial 175.9 k 0.0 k 0.0 k 0.0 k 1. 1.4 D 246.3 k 0 k-ft Gravity Moment ok-ft 0 k-ft 0k-ft 0 k-ft 2. 1.20+1.6L+0.5Lr 211.1 k 0 k-ft Wind Quake 3. 1.2 D+1.0 L+1.6 Lr 211.1 k 0k-ft Lateral Axial Sps= 0.073 g 4. 1.2 D+1.0 W+1.0 L+0.5 Lr 211.1 k 0k-ft Lateral Shear 740.0k SDC= D 5. 1.21 0*+1.0 p E+1.0 L 213.6 k 17084 k-ft Lateral Moment 17084 k-ft P,e;s= 1.0 6. 0.9 D+1.0 W 158.3 k 0 k-ft Rseis= 5.0(brg wall) 7. 0.89 D*+1.0 p E 155.7 k 17084 k-ft Live: >100 psf 0 denotes±0.2 Sp,included Reinforcing #of Layers Size Spacing 18,000 Boundary (4)bars x (2) #5 16"OC 16,000 !`'`.•, Typical Vertical (2) #5 16"OC 1 14,000 1 ' • Typical Horizontal (2) #4 12°"OC ro 12,000 Lae 10,000 -- Minimum Reinforcing Vertical Horizontal Total Sec 21.0.2.1 OK OK OK a 8,000 1 6 6,000 I Boundary Element BE Length: 0.00" OK 4,000 Untied 1 2,000 i 0 * •. 0 20,000 40,000 60,000 80,000 100,000 120,000 CD Mn(k-ft) ff Special Boundary Element Check(sec 21.9.6.21 Flexural Design(sec 21.9.5) Max displacement Cd*6eiasuc= 1" Governing combo 7. 0.89 D*+1.0 p E Depth of neutral axis(LC 5.) c= 30.18" Axial load Pu= 155.7 k Depth limit Lw/(600 Cd 6ne/Hw)= 281.43" Moment capcity CD Mn= 22539 k-ft Special Boundaries are NOT required 0.76 OK Ordinary Boundary Element Check(sec 21.9.6.51 Shear Design(sec 21.9.41 BE reinforcing ratio PBE= 0.0032 Applied Shear Vu=P V,eis= 740.0 k BE reinforcing ratio limit 400/fy= 0.0067 Concrete shear area Ass,= 5724 int No Boundaries Required Shear stress Vu/N ANVfc= 3.05 Shear stress limit 8.00 OK Summary of Boundary Element Checks be length Required Provided Checks Height-length ratio(full wall) Hw/Lw= 0.74 (Ash)x-dir 49.38" 2.96 in' -- OK Worst case wall segment H/L= (Asn)v-dlr 9.00" 0.54 int OK Shape coefficient ac= 3.00 Tie spacing: snax= 0.0"OC 0"OC OK BE Length: ISE min= 0.00" 0.00" OK 411) m Wall Shear Vs + m =Vsm Vn BE Height Hee min= 0.0 ft OK 728.5 k + 572.4 k = 1300.9 k Horizontal Termination: Standard Hooks or U-Stirrups 0.57 OK End condition design is SUFFICIENT , 6 In illi \ ; , . (,` L w$ �� Q.aso�YD, *c)1. L � ( r®vav ,— �'', — * Va•F +yf :cam . • 7 3 3 t E • arm 7,333 OVV ............... .......-. �.. ..�.<:--_ .»mn_---..�. -j _ m ii-if .... ..... E _.. �'. ._ _ "' i ., , ,-, „,,, ... ..,.. "'a i �i M4CA wn _...,...........,„.... „... .., t t ,,_.. ... . gh. , _ ,.., , „., „. jj M 0 jY ............_] ... 1 JJ _ li4' .,.,, _-1E' ( f--11 'i 4-- - ', - . .... m ..,i !l �<�(( Y 6 . I i �pEf11 h(� �y� t i XV i 1 i f II ii? i. E 1 I - , �{y «. 1. r tl + 1, UI NUM t [ ] R L 4 WLL., 1 �_ 3 ...... 11,^� � I' tl< :, f� f f E' t. a „ GEM CONDITION 2 - SBi-CONDITION 1 f; na ter , � I i ! °l l -� r. ,- r * (.t(� g a. e , �f _- S , s81-CONDITION a 7-,-- ,-• Ili t: —I j Y maseill Ii i f i1 i IF I 1 :.> ii+ spa, 'iris' : . :-.:-..::Ir.--t-----=-- r CFSB5-CONDITK?N i ' / t i 1. SB1 CONDITION 4: e a N. 7. _ i irrT• ,,,, , Pa 2 1' .:,, o v f `•`.,... 7il AIM t• t ij • CPSB3 CONQITI(Nl t /"l •_...E / (; �. r' �;� 3 •__. t 4�1 g 11� C �a1 is - I .. to it 3 xa j �' I i I -8-t__x _ m 3 N Ij,.� E < CO „ CID w w r o CFSBi-CONDITION 1:I s03 m ] �1-""—. : x ax ee eaf / • ST' rrl (c) �w L 1_.. tt___. I , I • y `p' B , C. 84 C• Q1TK3N _«xfie+txrozaaasz -_. ._, ,_.. -111 N 0 J VMANJ 0 . N 00 • ID ID i C-2 Project#: 18031-0057 Page#: Proj.Name: TIGARD STORAGE FACILITY 0ER a Engineer: MK Date: 6/20/2018 El Subject: LEVEL 4 BEAM LAYOUT ......................................._..._......................._____............ N w �' r H------. — "-- : . Al ' i 1 3 i i 3 S j y b xsAc w ��3; i i 1 I i 3 e q ..� �. ..�..w......_.._............__ w , T 1 i S E i £ i 1 i iii -.. L_�xxx:.a•.^•.."_"...:.xY.:x.'^.r.x-^ .......xx...V...........___x__-- _`____vF ....�.. .ate p ..-.._..._.......... 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ID 1 i 3I C-3 Project Name: Atlanta Storage Facility Page 1 of 1 Model: BW1 -Interior Wall Strongback @ 4ft-2nd to 3rd Date:06/20/2018 Code: 2012 NASPEC[AISI S100-2012] Simpson Strong-Tie®CFS DesignerTM 2.5.0.1 • Section : 600S162-68(50 ksi)Single C Stud Maxo= 3288.8 Ft-Lb Va= 5350.3 lb I= 3.52 inA4 Loads have not been modified for strength checks Loads have been multiplied by 0.70 for deflection calculations Bridging Connectors-Design Method=AISI S100 Simpson Strong-Tie Span/CantiLever Bridging Connector Stress Ratio Span MSUBH3.25 (Min) 0.73 Shear and Web Crippling Checks Bending and Shear(Unstiffened): 74.4% Stressed @P1 10.00 j.-- P 1 Bending and Shear(Stiffened): NA Web Stiffeners Required?: No Y • Point Loads P1 Load(lb) 971 X-Dist.(ft) 5.00 Simpson Strong-Tie Connectors Connector Anchor Support Rx(Ib) Ry(Ib) Simpson Strong-Tie Connector Interaction Interaction R1 485.5 0 FCB43.5 Min(4#12-14)&(2)#12 SST X to A36 Steel 49.79% 61.07% R2 485.5 0 SCB45.5(2)&(2)#12 SST X to A36 Steel 63.88% 61.07% *Reference catalog for connector and anchor requirement notes as well as screw placements requirement Flexural and Deflection Check Deflection Mmax Mmax/ Mpos Bracing Ma(Brc) Mpos/ Span Ft-Lb Maxo Ft-Lb (in) Ft-Lb Ma(Brc) (in) Ratio Span 2427.5 0.738 2427.5 Mid-Pt 2625.4 0.925 0.235 L/510 Distortional Buckling Check Span K-phi Lm Brac Ma-d Mmax/ lb-in/in in Ft-Lb Ma-d Span 0.00 120.0 2974.7 0.816 i SIMPSON STRONG-TIE COMPANY INC. www.strongtie.com C-4 Project Name: Atlanta Storage Facility Page 1 of 1 Model: CFSB1 -Corridor Beam Date:06/20/2018 I• Code: 2012 NASPEC[AISI S100-2012] Simpson Strong-Tie@ CFS DesignerTM 2.5.0.1 Reactions Support Reactions(Ib) R1 5261.25 1830.00 R2 5261.25 Shear and Web Crippling Checks Bending and Shear 62.3% Stressed (Unstiffened): @R2 Bending and Shear NA R1 R2 (Stiffened): Web Stiffeners Yes @R1,R2 5.75 Required?: Section : (2)8005200-68(50 ksi)Back-To-Back C Stud Maxo= 10868.2 Va= 8441.5 lb I= 16.28 inA4 Loads have not been modified for strength checks Loads have been multiplied by 0.70 for deflection calculations Flexural and Deflection Check Deflection Mmax Mmax/ Mpos Bracing Ma(Brc) Mpos/ Span Ft-Lb Maxo Ft-Lb (in) Ft-Lb Ma(Brc) (in) Ratio Span 7563.0 0.696 7563.0 Third-Pt 9943.5 0.761 0.066 U1052 Distortional Buckling Check Span K-phi Lm Brac Ma-d Mmax/ lb-in/in in Ft-Lb Ma-d Span 0.00 69.0 9116.7 0.830 • SIMPSON STRONG-TIE COMPANY INC. www.strongtie.com C-5 Project Name: Atlanta Storage Facility Page 1 of 2 Model: BS-1 -(CFSB1) Bundled Stud 2nd FL Date:06/20/2018 Code: 2012 NASPEC[AISI S100-2012] Simpson Strong-Tie@ CFS DesignerTM 2.5.0.1 III Section : (2)600S200-97(50 ksi)Back-To-Back C Stud 1 Maxo= 10755.7 Va= 20943.2 lb I= 11.22 in^4 Loads have not been modified for strength checks ^o Loads have been multiplied by 0.70 for deflection calculations Bridging Connectors-Design Method=AISI S100 Simpson Strong-Tie Span/CantiLever Bridging Connector Stress Ratio Span N/A - Shear and Web Crippling Checks Bending and Shear(Unstiffened): 0.1% Stressed @R1 9.75 5.00 Bending and Shear(Stiffened): NA Web Stiffeners Required?: No t I • Simpson Strong-Tie Connectors Connector Anchor Support Rx(Ib) Ry(lb) Simpson Strong-Tie Connector Interaction Interaction R1 24.38 15000 600T125-33(33)&(1) .157"SST PDPA/PDPAT-62KP 1.77% 11.07% to steel (3/16"to 1/2"thickness) R2 24.38 0 SCB45.5(2)&(2)#12 SST X to A36 Steel 3.21 % 3.07% Reference catalog for connector and anchor requirement notes as well as screw placements requirement Flexural and Deflection Check Deflection Mmax Mmax/ Mpos Bracing Ma(Brc) Mpos/ Span Ft-Lb Maxo Ft-Lb (in) Ft-Lb Ma(Brc) (in) Ratio Span 59.4 0.006 59.4 None 6134.6 0.010 0.002 L/54434 Distortional Buckling Check Span K-phi Lm Brac Ma-d Mmax/ lb-in/in in Ft-Lb Ma-d Span 0.00 117.0 10611.7 0.006 Combined Bending and Axial Load Details Axial Ld Bracing(in) Max K-phi Lm Bracing Allow Intr. Span (Ib) KyLy KtLt KUr (lb-in/in) (in) load(lb) P/Pa Value Span 15000.0(c) None None 130 0.0 117.0 15115.7(c) 0.99 1.00 • SIMPSON STRONG-TIE COMPANY INC. www.strongtie.com C-6 Project Name: Atlanta Storage Facility Page 2 of 2 • Model: BS-1 -(CFSB1) Bundled Stud 2nd FL Date:06/20/2018 Code: 2012 NASPEC[AISI S100-2012] Simpson Strong-Tie@ CFS DesignerTM 2.5.0.1 Member Interconnection Spacing= 12 in See NASPEC D1.2 for additional interconnection requirements SIMPSON STRONG-TIE COMPANY INC. www.strongtie.com C-7 Project Name: Atlanta Storage Facility Page 1 of 1 Model: Interior Wall Top Track Date:06/20/2018 Code: 2012 NASPEC[AISI S100-2012] Simpson Strong-Tie®CFS DesignerTM 2.5.0.1 III Reactions Support Reactions(Ib) R1 1424.00 1780.00 1780.00 1780.00 R2 3916.00 R3 3916.00 R4 1424.00 Shear and Web Crippling Checks Bending and Shear 87.9% Stressed R1 R2 R3 R4 (Unstiffened): @R2 I I I Bending and Shear NA 2.00 2.00 2.00 (Stiffened): Web Stiffeners No Required?: Section : 600T250-118(50 ksi)Y-Y Axis Track(Y-Y Axis) Mayo= 834.0 Ft-Lb Va= 10197.6 lb I= 0.80 in^4 Loads have not been modified for strength checks Loads have been multiplied by 0.70 for deflection calculations Flexural and Deflection Check Mmax Mmax/ Mpos Bracing Ma(Brc) Mpos/ Deflection • Span Ft-Lb Mayo Ft-Lb (in) Ft-Lb Ma(Brc) (in) Ratio Left Span 712.0 0.854 569.6 Full 834.0 0.683 0.010 L/2383 Middle Span 712.0 0.854 178.0 Full 834.0 0.213 0.001 L/31505 Right Span 712.0 0.854 569.6 Full 834.0 0.683 0.010 U2383 • SIMPSON STRONG-TIE COMPANY INC. www.strongtie.com C-8 Project Name: Atlanta Storage Facility Page 1 of 1 Model: BW1 - Interior Wall Strongback @ 6ft-3rd to 4th Date:06/20/2018 • Code: 2012 NASPEC[AISI S100-2012] Simpson Strong-Tie@ CFS DesignerTM 2.5.0.1 Section : 600S162-68(50 ksi)Single C Stud Maxo= 3288.8 Ft-Lb Va= 5350.3 lb I= 3.52 in^4 Loads have not been modified for strength checks Loads have been multiplied by 0.70 for deflection calculations Bridging Connectors-Design Method=AISI S100 Simpson Strong-Tie Span/CantiLever Bridging Connector Stress Ratio Span MSUBH3.25 (Min) 0.73 Shear and Web Crippling Checks Bending and Shear(Unstiffened): 74.9% Stressed @P1 10.00 0-- P 1 Bending and Shear(Stiffened): NA Web Stiffeners Required?: No Y • Point Loads P1 Load(Ib) 978 X-Dist.(ft) 5.00 Simpson Strong-Tie Connectors Connector Anchor Support Rx(Ib) Ry(Ib) Simpson Strong-Tie Connector Interaction Interaction R1 489 0 FCB43.5 Min(4#12-14)&(2)#12 SST X to A36 Steel 50.15% 61.51 % R2 489 0 SCB45.5(2)&(2)#12 SST X to A36 Steel 64.34% 61.51 % * Reference catalog for connector and anchor requirement notes as well as screw placements requirement Flexural and Deflection Check Mmax Mmax/ Mpos Bracing Ma(Brc) Mpos/ Deflection Span Ft-Lb Maxo Ft-Lb (in) Ft-Lb Ma(Brc) (in) Ratio Span 2445.0 0.743 2445.0 Mid-Pt 2625.4 0.931 0.237 L/506 Distortional Buckling Check Span K-phi Lm Brac Ma-d Mmax/ lb-in/in in Ft-Lb Ma-d Span 0.00 120.0 2974.7 0.822 SIMPSON STRONG-TIE COMPANY INC. www.strongtie.com C-9 Project Name: Atlanta Storage Facility Page 1 of 1 Model: BW1 - Interior Wall Strongback @ 7ft-4th to 5th Date:06/20/2018 Code: 2012 NASPEC[AISI S100-2012] Simpson Strong-Tie®CFS DesignerTM 2.5.0.1 • Section : 600S162-68(50 ksi)Single C Stud Maxo= 3288.8 Ft-Lb Va= 5350.3 lb I= 3.52 inA4 Loads have not been modified for strength checks 7 Loads have been multiplied by 0.70 for deflection calculations Bridging Connectors-Design Method=AISI S100 Simpson Strong-Tie Span/CantiLever Bridging Connector Stress Ratio Span MSUBH3.25 (Min) 0.65 Shear and Web Crippling Checks Bending and Shear(Unstiffened): 66.2% Stressed @P1 10.00 Pi Bending and Shear(Stiffened): NA Web Stiffeners Required?: No Y Point Loads P1 Load(Ib) 865 X-Dist.(ft) 5.00 Simpson Strong-Tie Connectors Connector Anchor Support Rx(Ib) Ry(Ib) Simpson Strong-Tie Connector Interaction Interaction R1 432.5 0 FCB43.5 Min(4#12-14)&(2)#12 SST X to A36 Steel 44.36% 54.40% R2 432.5 0 SCB45.5(2)&(2)#12 SST X to A36 Steel 56.91 % 54.40% *Reference catalog for connector and anchor requirement notes as well as screw placements requirement Flexural and Deflection Check Deflection Mmax Mmax/ Mpos Bracing Ma(Brc) Mpos/ Span Ft-Lb Maxo Ft-Lb (in) Ft-Lb Ma(Brc) (in) Ratio Span 2162.5 0.658 2162.5 Mid-Pt 2625.4 0.824 0.210 L/572 Distortional Buckling Check Span K-phi Lm Brac Ma-d Mmax/ lb-in/in in Ft-Lb Ma-d Span 0.00 120.0 2974.7 0.727 S SIMPSON STRONG-TIE COMPANY INC. www.strongtie.com C-10 Project Name: Atlanta Storage Facility Page 1 of 1 Model: BW1 -Interior Wall Strongback @ 16ft-5th to RF Date:06/20/2018 • Code: 2012 NASPEC[AISI S100-2012] Simpson Strong-Tie®CFS DesignerTM 2.5.0.1 Section : 600S162-54(50 ksi)Single C Stud Maxo= 2527.1 Ft-Lb Va= 2822.9 lb I= 2.86 inA4 Loads have not been modified for strength checks N11 Loads have been multiplied by 0.70 for deflection calculations Bridging Connectors-Design Method=AISI S100 Simpson Strong-Tie Span/CantiLever Bridging Connector Stress Ratio Span LSUBH3.25 (Max) 0.97 Shear and Web Crippling Checks Bending and Shear(Unstiffened): 77.2% Stressed @P1 10.00 P 1 Bending and Shear(Stiffened): NA Web Stiffeners Required?: No Y • Point Loads P1 Load(lb) 768 X-Dist.(ft) 5.00 Simpson Strong-Tie Connectors Connector Anchor Support Rx(Ib) Ry(lb) Simpson Strong-Tie Connector Interaction Interaction R1 384 0 FCB43.5 Min(4#12-14)&(2)#12 SST X to A36 Steel 39.38% 48.30% R2 384 0 SCB45.5(2)&(2)#12 SST X to A36 Steel 50.53% 48.30% *Reference catalog for connector and anchor requirement notes as well as screw placements requirement Flexural and Deflection Check Mmax Mmax/ Mpos Bracing Ma(Brc) Mpos/ Deflection Span Ft-Lb Maxo Ft-Lb (in) Ft-Lb Ma(Brc) (in) Ratio Span 1920.0 0.760 1920.0 Mid-Pt 2109.2 0.910 0.229 L/523 Distortional Buckling Check Span K-phi Lm Brac Ma-d Mmax/ lb-in/in in Ft-Lb Ma-d Span 0.00 120.0 2158.3 0.890 S SIMPSON STRONG-TIE COMPANY INC. www.strongtie.com C-11 Project Name: Atlanta Storage Facility Page 1 of 1 Model: BW3-Exterior Wall Strongback @ 12ft-3rd to 4th Date:06/20/2018 Code: 2012 NASPEC[AISI S100-2012] Simpson Strong-Tie®CFS DesignerTM 2.5.0.1 • Section : 600S162-68(50 ksi)Single C Stud Maxo= 3288.8 Ft-Lb Va= 5350.3 lb I= 3.52 inA4 Loads have not been modified for strength checks N Loads have been multiplied by 0.70 for deflection calculations Bridging Connectors-Design Method=AISI S100• Simpson Strong-Tie Span/CantiLever Bridging Connector Stress Ratio Span MSUBH3.25 (Min) 0.70 Shear and Web Crippling Checks Bending and Shear(Unstiffened): 71.2% Stressed @P1 10.00 P 1 Bending and Shear(Stiffened): NA Web Stiffeners Required?: No Y N 0 • Point Loads 121 Load(Ib) 930 X-Dist.(ft) 5.00 Simpson Strong-Tie Connectors Connector Anchor Support Rx(Ib) Ry(Ib) Simpson Strong-Tie Connector Interaction Interaction R1 465 0 FCB43.5 Min(4#12-14)&(2)#12 SST X to A36 Steel 47.69% 58.49% R2 465 0 SCB45.5(2)&(2)#12 SST X to A36 Steel 61.18% 58.49% * Reference catalog for connector and anchor requirement notes as well as screw placements requirement Flexural and Deflection Check Deflection Mmax Mmax/ Mpos Bracing Ma(Brc) Mpos/ Span Ft-Lb Maxo Ft-Lb (in) Ft-Lb Ma(Brc) (in) Ratio Span 2325.0 0.707 2325.0 Mid-Pt 2625.4 0.886 0.225 L/532 Distortional Buckling Check Span K-phi Lm Brac Ma-d Mmax/ lb-in/in in Ft-Lb Ma-d Span 0.00 120.0 2974.7 0.782 • SIMPSON STRONG-TIE COMPANY INC. www.strongtie.com C-12 Project Name: Atlanta Storage Facility Page 1 of 1 Model: BW3- Exterior Wall Strongback @ 8ft-2nd to 3rd Date:06/20/2018 • Code: 2012 NASPEC[AISI S100-2012] Simpson Strong-Tie@ CFS DesignerTM 2.5.0.1 Section : 600S162-68(50 ksi)Single C Stud Maxo= 3288.8 Ft-Lb Va= 5350.3 lb I= 3.52 inA4 Loads have not been modified for strength checks Loads have been multiplied by 0.70 for deflection calculations Bridging Connectors-Design Method=AISI S100 Simpson Strong-Tie Span/CantiLever Bridging Connector Stress Ratio Span MSUBH3.25 (Min) 0.68 Shear and Web Crippling Checks Bending and Shear(Unstiffened): 69.2% Stressed @P1 10.00 -*-- P 1 Bending and Shear(Stiffened): NA Web Stiffeners Required?: No Y ,,.,i • Point Loads P1 Load(Ib) 903 X-Dist.(ft) 5.00 Simpson Strong-Tie Connectors Connector Anchor Support Rx(Ib) Ry(Ib) Simpson Strong-Tie Connector Interaction Interaction R1 451.5 0 FCB43.5 Min(4#12-14)&(2)#12 SST X to A36 Steel 46.31 % 56.79% R2 451.5 0 SCB45.5(2)&(2)#12 SST X to A36 Steel 59.41 % 56.79% * Reference catalog for connector and anchor requirement notes as well as screw placements requirement Flexural and Deflection Check Mmax Mmax/ Mpos Bracing Ma(Brc) Mpos/ Deflection Span Ft-Lb Maxo Ft-Lb (in) Ft-Lb Ma(Brc) (in) Ratio Span 2257.5 0.686 2257.5 Mid-Pt 2625.4 0.860 0.219 L/548 Distortional Buckling Check Span K-phi Lm Brac Ma-d Mmax/ lb-in/in in Ft-Lb Ma-d Span 0.00 120.0 2974.7 0.759 410 SIMPSON STRONG-TIE COMPANY INC. www.strongtie.com C-13 Project Name: Atlanta Storage Facility Page 1 of 1 Model: BW3-Exterior Wall Strongback @ 20ft-4th to 5th Date:06/20/2018 Code: 2012 NASPEC[AISI S100-2012] Simpson Strong-Tie®CFS Designer-I"' 2.5.0.1 III Section : 600S162-54(50 ksi)Single C Stud Maxo= 2527.1 Ft-Lb Va= 2822.9 lb I= 2.86 in^4 Loads have not been modified for strength checks N Loads have been multiplied by 0.70 for deflection calculations Bridging Connectors-Design Method=AISI S100 Simpson Strong-Tie Span/CantiLever Bridging Connector Stress Ratio Span SUBH3.25 (Max) 0.76 Shear and Web Crippling Checks Bending and Shear(Unstiffened): 84.7% Stressed @P1 10.00 'll-- P 1 Bending and Shear(Stiffened): NA Web Stiffeners Required?: Yes @P1 Y L s„ i Point Loads P1 Load(lb) 843 X-Dist.(ft) 5.00 Simpson Strong-Tie Connectors Connector Anchor Support Rx(Ib) Ry(lb) Simpson Strong-Tie Connector Interaction Interaction R1 421.5 0 FCB43.5 Min(4#12-14)&(2)#12 SST X to A36 Steel 43.23% 53.02% R2 421.5 0 SCB45.5(2)&(2)#12 SST X to A36 Steel 55.46% 53.02% *Reference catalog for connector and anchor requirement notes as well as screw placements requirement Flexural and Deflection Check Deflection Mmax Mmax/ Mpos Bracing Ma(Brc) Mpos/ Span Ft-Lb Maxo Ft-Lb (in) Ft-Lb Ma(Brc) (in) Ratio Span 2107.5 0.834 2107.5 Mid-Pt 2109.2 0.999 0.252 L/477 Distortional Buckling Check Span K-phi Lm Brac Ma-d Mmax/ lb-in/in in Ft-Lb Ma-d Span 0.00 120.0 2158.3 0.976 110 SIMPSON STRONG-TIE COMPANY INC. www.strongtie.com C-14 Project Name: Atlanta Storage Facility Page 1 of 1 Model: BW3 -Exterior Wall Strongback @ 70ft-5th to RF Date:06/20/2018 • Code: 2012 NASPEC[AISI S100-2012] Simpson Strong-Tie®CFS DesignerTM 2.5.0.1 Section : 600S162-43(33 ksi)Single C Stud Maxo= 1390.0 Ft-Lb Va= 1415.7 lb I= 2.32 in^4 Loads have not been modified for strength checks Loads have been multiplied by 0.70 for deflection calculations Bridging Connectors-Design Method=AISI S100 Simpson Strong-Tie Span/CantiLever Bridging Connector Stress Ratio Span LSUBH3.25 (Min) 0.84 Shear and Web Crippling Checks Bending and Shear(Unstiffened): 77.0% Stressed @P1 10.00 46-- P 1 Bending and Shear(Stiffened): NA Web Stiffeners Required?: Yes @P1 Y • Point Loads P1 Load(lb) 420 X-Dist.(ft) 5.00 Simpson Strong-Tie Connectors Connector Anchor Support Rx(Ib) Ry(Ib) Simpson Strong-Tie Connector Interaction Interaction R1 210 0 FCB43.5 Min(4#12-14)&(2)#12 SST X to A36 Steel 21.54% 26.42% R2 210 0 SCB45.5(2)&(2)#12 SST X to A36 Steel 34.43% 26.42% * Reference catalog for connector and anchor requirement notes as well as screw placements requirement Flexural and Deflection Check Mmax Mmax/ Mpos Bracing Ma(Brc) Mpos/ Deflection Span Ft-Lb Maxo Ft-Lb (in) Ft-Lb Ma(Brc)( ) (in) Ratio Span 1050.0 0.755 1050.0 Mid-Pt 1231.9 0.852 0.155 U775 Distortional Buckling Check Span K-phi Lm Brac Ma-d Mmax/ lb-in/in in Ft-Lb Ma-d Span 0.00 120.0 1205.1 0.871 • SIMPSON STRONG-TIE COMPANY INC. www.strongtie.com C-15 Project Name: Atlanta Storage Facility Page 1 of 2 Model: BS-1 -(CFSB1) Bundled Stud 3rd FL Date:06/20/2018 Code: 2012 NASPEC[AISI S100-2012] Simpson Strong-Tie®CFS DesignerTM 2.5.0.1 III Section : (2)600S162-54(50 ksi)Back-To-Back C Stud 1 Maxo= 5054.2 Ft-Lb Va= 5645.8 lb I= 5.72 inA4 Loads have not been modified for strength checks "4 Loads have been multiplied by 0.70 for deflection calculations Bridging Connectors-Design Method=AISI S100 Simpson Strong-Tie Span/CantiLever Bridging Connector Stress Ratio Span N/A - Shear and Web Crippling Checks Bending and Shear(Unstiffened): 0.4% Stressed @R1 9.75 5.00 Bending and Shear(Stiffened): NA Web Stiffeners Required?: No z • I Simpson Strong-Tie Connectors Connector Anchor Support Rx(Ib) Ry(lb) Simpson Strong-Tie Connector Interaction Interaction R1 24.38 9800 600T125-33(33)&(1).157"SST PDPA/PDPAT-62KP 1.77% 11.07% to steel(3/16"to 1/2"thickness) R2 24.38 0 SCB45.5(2)&(2)#12 SST X to A36 Steel 3.21 % 3.07% * Reference catalog for connector and anchor requirement notes as well as screw placements requirement Flexural and Deflection Check Deflection Mmax Mmax/ Mpos Bracing Ma(Brc) Mpos/ Span Ft-Lb Maxo Ft-Lb (in) Ft-Lb Ma(Brc) (in) Ratio Span 59.4 0.012 59.4 Mid-Pt 4429.9 0.013 0.004 U27746 Distortional Buckling Check Span K-phi Lm Brac Ma-d Mmax/ lb-in/in in Ft-Lb Ma-d Span 0.00 117.0 4316.7 0.014 Combined Bending and Axial Load Details Axial Ld Bracing(in) Max K-phi Lm Bracing Allow Intr. Span (lb) KyLy KtLt KL/r (lb-in/in) (in) load(Ib) P/Pa Value Span 9800.0(c) Mid-Pt Mid-Pt 86 0.0 117.0 11279.1(c) 0.87 0.88 • SIMPSON STRONG-TIE COMPANY INC. www.strongtie.com C-16 Project Name: Atlanta Storage Facility Page 2 of 2 Model: BS-1 -(CFSB1) Bundled Stud 3rd FL Date:06/20/2018 • Code: 2012 NASPEC[AISI S100-2012] Simpson Strong-Tie®CFS DesignerTM 2.5.0.1 Member Interconnection Spacing= 12 in See NASPEC D1.2 for additional interconnection requirements • s SIMPSON STRONG•TIE COMPANY INC. www.strongtie.com C-17 Project Name: Atlanta Storage Facility Page 1 of 2 Model: BS-1 -(CFSB1) Bundled Stud 4th FL Date:06/20/2018 Code: 2012 NASPEC[AISI S100-2012] Simpson Strong-Tie@ CFS DesignerTM 2.5.0.1 III Section : (2)600S162-43(33 ksi)Back-To-Back C Stud I Maxo= 2779.9 Ft-Lb Va= 2831.3 lb I= 4.63 in^4 ♦I Loads have not been modified for strength checks N a Loads have been multiplied by 0.70 for deflection calculations Bridging Connectors-Design Method=AISI S100 Simpson Strong-Tie Span/CantiLever Bridging Connector Stress Ratio Span N/A - Shear and Web Crippling Checks Bending and Shear(Unstiffened): 0.9% Stressed @R1 9.75 5.00 Bending and Shear(Stiffened): NA Web Stiffeners Required?: No Ili t S Simpson Strong-Tie Connectors Connector Anchor Support Rx(Ib) Ry(lb) Simpson Strong-Tie Connector Interaction Interaction R1 24.38 5000 600T125-33(33)&(1).157"SST PDPA/PDPAT-62KP 2.97% 11.07% to steel (3/16"to 1/2"thickness) R2 24.38 0 SCB45.5(2)&(2)#12 SST X to A36 Steel 4.00% 3.07% *Reference catalog for connector and anchor requirement notes as well as screw placements requirement Flexural and Deflection Check Deflection Mmax Mmax/ Mpos Bracing Ma(Brc) Mpos/ Span Ft-Lb Maxo Ft-Lb (in) Ft-Lb Ma(Brc) (in) Ratio Span 59.4 0.021 59.4 Mid-Pt 2542.3 0.023 0.005 L/22463 Distortional Buckling Check Span K-phi Lm Brac Ma-d Mmax/ lb-in/in in Ft-Lb Ma-d Span 0.00 117.0 2410.3 0.025 Combined Bending and Axial Load Details Axial Ld Bracing(in) Max K-phi Lm Bracing Allow Intr. Span (Ib) KyLy KtLt KL/r (lb-in/in) (in) load(Ib) P/Pa Value Span 5000.0(c) Mid-Pt Mid-Pt 85 0.0 117.0 6959.9(c) 0.72 0.75 i SIMPSON STRONG-TIE COMPANY INC. www.strongtie.com C-18 Project Name: Atlanta Storage Facility Page 2 of 2 Model: BS-1 -(CFSB1) Bundled Stud 4th FL Date:06/20/2018 • Code: 2012 NASPEC[AISI S100-2012] Simpson Strong-Tie@ CFS DesignerTM 2.5.0.1 Member Interconnection Spacing= 12 in See NASPEC D1.2 for additional interconnection requirements • • SIMPSON STRONG-TIE COMPANY INC. www.strongtie.com C-19 Project Name: Atlanta Storage Facility Page 1 of 1 Model: BW2 - Interior Wall Strongback @ 8ft-2nd to 3rd Date:06/20/2018 Code: 2012 NASPEC[AISI S100-2012] Simpson Strong-Tie@ CFS DesignerTM 2.5.0.1 III Section : 600S162-68(50 ksi)Single C Stud Maxo= 3288.8 Ft-Lb Va= 5350.3 lb I= 3.52 inA4 Loads have not been modified for strength checks N Loads have been multiplied by 0.70 for deflection calculations Bridging Connectors-Design Method=AISI S100 Simpson Strong-Tie Span/CantiLever Bridging Connector Stress Ratio Span MSUBH3.25 (Min) 0.76 Shear and Web Crippling Checks Bending and Shear(Unstiffened): 77.9% Stressed @Pi 10.00 ♦-- P 1 Bending and Shear(Stiffened): NA Web Stiffeners Required?: No Y r,„,, • Point Loads P1 Load(Ib) 1017 X-Dist.(ft) 5.00 Simpson Strong-Tie Connectors Connector Anchor Support Rx(Ib) Ry(Ib) Simpson Strong-Tie Connector Interaction Interaction R1 508.5 0 FCB43.5 Min(4#12-14)&(2)#12 SST X to A36 Steel 52.15% 63.96% R2 508.5 0 SCB45.5(2)&(2)#12 SST X to A36 Steel 66.91 % 63.96% * Reference catalog for connector and anchor requirement notes as well as screw placements requirement Flexural and Deflection Check Deflection Mmax Mmax/ Mpos Bracing Ma(Brc) Mpos/ Span Ft-Lb Maxo Ft-Lb (in) Ft-Lb Ma(Brc) (in) Ratio Span 2542.5 0.773 2542.5 Mid-Pt 2625.4 0.968 0.246 L/487 Distortional Buckling Check Span K-phi Lm Brac Ma-d Mmax/ lb-in/in in Ft-Lb Ma-d Span 0.00 120.0 2974.7 0.855 • SIMPSON STRONG-TIE COMPANY INC. www.strongtie.com C-20 Project Name: Atlanta Storage Facility Page 1 of 1 Model: BW2- Interior Wall Strongback @ 12ft-3rd to 4th Date:06/20/2018 • Code: 2012 NASPEC[AISI S100-2012] Simpson Strong-Tie®CFS DesignerTM 2.5.0.1 Section : 600S162-68(50 ksi)Single C Stud Maxo= 3288.8 Ft-Lb Va= 5350.3 lb I= 3.52 in^4 Loads have not been modified for strength checks Loads have been multiplied by 0.70 for deflection calculations Bridging Connectors-Design Method=AISI S100 Simpson Strong-Tie Span/CantiLever Bridging Connector Stress Ratio Span MSUBH3.25 (Min) 0.78 Shear and Web Crippling Checks Bending and Shear(Unstiffened): 79.3% Stressed @P1 10.00 ♦-- P 1 Bending and Shear(Stiffened): NA Web Stiffeners Required?: No Y z r III Point Loads P1 Load(lb) 1036 X-Dist.(ft) 5.00 Simpson Strong-Tie Connectors Connector Anchor Support Rx(Ib) Ry(Ib) Simpson Strong-Tie Connector Interaction Interaction R1 518 0 FCB43.5 Min(4#12-14)&(2)#12 SST X to A36 Steel 53.13% 65.16% R2 518 0 SCB45.5(2)&(2)#12 SST X to A36 Steel 68.16% 65.16% * Reference catalog for connector and anchor requirement notes as well as screw placements requirement Flexural and Deflection Check Mmax Mmax/ Mpos Bracing Ma(Brc) Mpos/ Deflection Span Ft-Lb Maxo Ft-Lb (in) Ft-Lb Ma(Brc) (in) Ratio Span 2590.0 0.788 2590.0 Mid-Pt 2625.4 0.987 0.251 L/478 Distortional Buckling Check Span K-phi Lm Brac Ma-d Mmax/ lb-in/in in Ft-Lb Ma-d Span 0.00 120.0 2974.7 0.871 • SIMPSON STRONG-TIE COMPANY INC. www.strongtie.com C-21 Project Name: Atlanta Storage Facility Page 1 of 1 Model: CFSB2-(Condition 1) Corridor Beam Date:06/20/2018 Code: 2012 NASPEC[AISI S100-2012] Simpson Strong-Tie@ CFS DesignerTM 2.5.0.1 III Reactions Support Reactions(Ib) R1 9753.90 3660.00 R2 9753.90 Shear and Web Crippling Checks Bending and Shear 44.8% Stressed (Unstiffened): @R2 ma Bending and Shear NA Rl R2 (Stiffened): Web Stiffeners Yes @R1,R2 5.33 Required?: Section : (2)8005200-97(50 ksi)Back-To-Back C Stud Maxo= 16104.3 Va= 21770.6 lb I= 22.41 inA4 Loads have not been modified for strength checks Loads have been multiplied by 0.70 for deflection calculations Flexural and Deflection Check Deflection • Mmax Mmax/ Mpos Bracing Ma(Brc) Mpos/ Span Ft-Lb Maxo Ft-Lb (in) Ft-Lb Ma(Brc) (in) Ratio Span 12997.1 0.807 12997.1 Third-Pt 13976.2 0.930 0.070 U909 Distortional Buckling Check Span K-phi Lm Brac Ma-d Mmax/ lb-in/in in Ft-Lb Ma-d Span 0.00 64.0 14959.6 0.869 SIMPSON STRONG-TIE COMPANY INC. www.strongtie.com • C-22 Project Name: Atlanta Storage Facility Page 1 of 1 Model: CFSB3-(Condition 1) Corridor Beam Date:06/20/2018 • Code: 2012 NASPEC[AISI S100-2012] Simpson Strong-Tie®CFS Designer-Tv 2.5.0.1 Reactions Support Reactions(Ib) R1 2438.48 915.00 R2 2438.48 Shear and Web Crippling Checks Bending and Shear 58.3% Stressed (Unstiffened): @R2 Bending and Shear NA R1 R2 (Stiffened): I I Web Stiffeners No 5.33 Required?: Section : (2)8005162-54(50 ksi)Back-To-Back C Stud Maxo= 6131.8 Ft-Lb Va= 4182.6 lb I= 11.20 in^4 Loads have not been modified for strength checks Loads have been multiplied by 0.70 for deflection calculations 0 Flexural and Deflection Check Deflection Mmax Mmax/ Mpos Bracing Ma(Brc) Mpos/ Span Ft-Lb Maxo Ft-Lb (in) Ft-Lb Ma(Brc) (in) Ratio Span 3249.3 0.530 3249.3 None 5551.3 0.585 0.035 U1817 Distortional Buckling Check Span K-phi Lm Brac Ma-d Mmax/ lb-in/in in Ft-Lb Ma-d Span 0.00 64.0 5468.6 0.594 III SIMPSON STRONG-TIE COMPANY INC. www.strongtie.com C-23 Project Name: Atlanta Storage Facility Page 1 of 1 Model: CFSB4- Unit Header Date:06/20/2018 Code: 2012 NASPEC[AISI S100-2012] Simpson Strong-Tie@ CFS DesignerTM 2.5.0.1 • Reactions Support Reactions(Ib) R1 7320.00 1830.00 R2 7320.00 Shear and Web Crippling Checks Bending and Shear 33.6% Stressed (Unstiffened): @R2 Bending and Shear NA R1 R2 (Stiffened): Web Stiffeners No 8.00 Required?: Section : (2)8005250-97(50 ksi)Back-To-Back C Stud Maxo= 17116.2 Va= 21770.6 lb I= 25.58 in^4 Loads have not been modified for strength checks Loads have been multiplied by 0.70 for deflection calculations Flexural and Deflection Check Deflection Mmax Mmax/ Mpos Bracing Ma(Brc) Mpos/ • Span Ft-Lb Maxo Ft-Lb (in) Ft-Lb Ma(Brc) (in) Ratio Span 14640.0 0.855 14640.0 Third-Pt 15348.9 0.954 0.156 L/614 Distortional Buckling Check Span K-phi Lm Brac Ma-d Mmax/ lb-in/in in Ft-Lb Ma-d Span 0.00 96.0 15569.9 0.940 • SIMPSON STRONG-TIE COMPANY INC. www.strongtie.com C-24 Project Name: Atlanta Storage Facility Page 1 of 1 Model: SB1 -(Condition 1) Beam at Elevator Date:06/20/2018 • Code: ANSI/AISC 360-10,ASD Simpson Strong-Tie@ CFS DesignerTM 2.5.0.1 P4 1 1830.00 R1 R2 10.00 ► X Point Loads P1 • Load(lb) 9200 X-Dist.(ft) 5.00 Section : HSS8X6X3/8(Strong) Sxx: 19.80 inA3 I= 79.10 inA4 Zxx: 24.10 inA3 Loads have not been modified for strength checks Loads have been multiplied by 0.70 for deflection calculations Flexural and Deflection Check Deflection Mmax Span (in-k) Flanges Webs Mp(in-k) Seff(in^3) Ma(in-k) (in) Ratio Span 550.50 Compact Compact 1108.6 N/A 663.8 0.318 U538 Distortional Buckling Check Span K-phi Lm Brac Ma-d Mmax/ lb-in/in in Ft-Lb Ma-d Span 0.00 120.0 11404.4 4.023 Support Reactions Load Reaction (Ib) R1 13750.0 R2 13750.0 Allowable Shear Reaction or Vmax Va Pt Load (Ib) h/tw (Kv"E/Fy)"0.5 Cv (lb) VmaxNa R1 13750.00 19.92 56.14 1.00 80208.5 0.17 R2 13750.00 19.92 56.14 1.00 80208.5 0.17 P1 4618.30 19.92 56.14 1.00 80208.5 0.06 i SIMPSON STRONG-TIE COMPANY INC. www.strongtie.com C-25 Project Name: Atlanta Storage Facility Page 1 of 1 Model: CFSB2-(Condition 2) Unit Header Date:06/20/2018 Code: 2012 NASPEC[AISI S100-2012] Simpson Strong-Tie@ CFS DesignerTM 2.5.0.1 • Reactions Support Reactions(Ib) R1 10595.25 4986.00 R2 10595.25 Shear and Web Crippling Checks Bending and Shear 48.7% Stressed (Unstiffened): @R2 Bending and Shear NA R1 R2 (Stiffened): Web Stiffeners Yes @R1,R2 4.25 Required?: Section : (2)8005200-97(50 ksi)Back-To-Back C Stud Maxo= 16104.3 Va= 21770.6 lb I= 22.41 inA4 Loads have not been modified for strength checks Loads have been multiplied by 0.70 for deflection calculations Flexural and Deflection Check Mmax Mmax/ Mpos Bracing Ma(Brc) Mpos/ Deflection • Span Ft-Lb Maxo Ft-Lb (in) Ft-Lb Ma(Brc) (in) Ratio Span 11257.5 0.699 11257.5 None 13976.2 0.805 0.039 L/1316 Distortional Buckling Check Span K-phi Lm Brac Ma-d Mmax/ lb-in/in in Ft-Lb Ma-d Span 0.00 51.0 14959.6 0.753 i SIMPSON STRONG-TIE COMPANY INC. www.strongtie.com C-26 Project Name: Atlanta Storage Facility Page 1 of 1 Model: SB1 - (Condition 2) Unit Header Date:06/20/2018 • Code: ANSI/AISC 360-10,ASD Simpson Strong-Tie@ CFS DesignerTM 2.5.0.1 4986.00 R1 R2 8.00 Section : HSS8X6X3/8(Strong) Sxx: 19.80 in^3 I= 79.10 inA4 Zxx: 24.10 in^3 Loads have not been modified for strength checks Loads have been multiplied-by 0.70 for deflection calculations Flexural and Deflection Check Deflection Mmax Span (in-k) Flanges Webs Mp(in-k) Seff(in^3) Ma(in-k) (in) Ratio Span 478.66 Compact Compact 1108.6 N/A 663.8 0.197 L/696 Distortional Buckling Check Span K-phi Lm Brae Ma-d Mmax/ lb-in/in in Ft-Lb Ma-d Span 0.00 96.0 11948.8 3.338 Support Reactions Load Reaction (Ib) R1 19944.0 R2 19944.0 Allowable Shear Reaction or Vmax Va Pt Load (Ib) h/tw (Kv*E/Fy)^0.5 Cv (Ib) VmaxNa R1 19944.00 19.92 56.14 1.00 80208.5 0.25 R2 19944.00 19.92 56.14 1.00 80208.5 0.25 • SIMPSON STRONG-TIE COMPANY INC. www.strongtie.com C-27 Project Name: Atlanta Storage Facility Page 1 of 1 Model: SB1 - (Condition 3) Inter Unit Beam Date:06/20/2018 Code: ANSI/AISC 360-10,ASD Simpson Strong-Tie®CFS DesignerTM 2.5.0.1 • 1167.00 R1 R2 12.25 Section : HSS8X6X1/4(Strong) Sxx: 14.20 inA3 I= 56.60 inA4 Zxx: 16.90 inA3 Loads have not been modified for strength checks Loads have been multiplied by 0.70 for deflection calculations Flexural and Deflection Check Deflection Mmax • Span (in-k) Flanges Webs Mp(in-k) Seff(in^3) Ma(in-k) (in) Ratio • Span 262.68 Compact Compact 777.4 N/A 465.5 0.354 L/593 Distortional Buckling Check Span K-phi Lm Brac Ma-d Mmax/ lb-in/in in Ft-Lb Ma-d Span 0.00 147.0 10996.4 1.991 Support Reactions Load Reaction (Ib) R1 7147.9 R2 7147.9 Allowable Shear Reaction or Vmax Va Pt Load (Ib) h/tw (Kv*E/Fy)^0.5 Cv (lb) VmaxNa R1 7147.88 31.33 56.14 1.00 56229.1 0.13 R2 7147.88 31.33 56.14 1.00 56229.1 0.13 i SIMPSON STRONG-TIE COMPANY INC. www.strongtie.com C-28 Project Name: Atlanta Storage Facility Page 1 of 2 Model: SB1 -(Condition 4) Inter Unit Diagonal Beam -Duplicate Date:06/20/2018 • Code: ANSI/AISC 360-10,ASD Simpson Strong-Tie®CFS DesignerTM 2.5.0.1 Pi t I • R1 R2 7.00 ► X Point Loads P1 Load(Ib) 8169 • X-Dist.(ft) 4.75 Sloped/Partial Loads Case X1 ft W(X1) lb/ft X2 ft W(X2) lb/ft 1 0.00 1167.0 4.75 1167.0 2 0.00 1167.0 4.75 1167.0 Section : HSS6X6X1/4(Strong) Sxx: 9.54 inA3 I= 28.60 in^4 Zxx: 11.20 inA3 Loads have not been modified for strength checks Loads have been multiplied by 0.70 for deflection calculations Flexural and Deflection Check Mmax Deflection Span (in-k) Flanges Webs Mp(in-k) Seff(inA3) Ma(in-k) (in) Ratio Span 254.54 Compact Compact 515.2 N/A 308.5 0.214 L/559 Distortional Buckling Check Span K-phi Lm Brac Ma-d Mmax/ lb-in/in in Ft-Lb Ma-d Span 0.00 84.0 4029.7 5.264 Support Reactions Load Reaction (lb) R1 9950.8 R2 9304.7 Allowable Shear Reaction or Vmax Va Pt Load (Ib) h/tw (Kv*E/Fy)^0.5 Cv (lb) Vmax/Va R1 9950.76 22.75 56.14 1.00 40826.0 0.24 SIMPSON STRONG-TIE COMPANY INC. www.strongtie.com C-29 Project Name: Atlanta Storage Facility Page 2 of 2 Model: SB1 -(Condition 4) Inter Unit Diagonal Beam-Duplicate Date:06/20/2018 Code: ANSI/AISC 360-10,ASD Simpson Strong-Tie@ CFS DesignerTM 2.5.0.1III R2 9311.74 22.75 56.14 1.00 40826.0 0.23 P1 9311.74 22.75 56.14 1.00 40826.0 0.23 Within Span(unstiffened) Unpunched Punched Location,X M(X) V(X) Location,X M(X) V(X) Span (ft) (Ft-Lb) (Ib) Intr. (ft) (Ft-Lb) (Ib) Intr. Span 4.75 20907.8 -9311.7 25.16 4.75 20907.8 -9311.7 27.94 • S SIMPSON STRONG-TIE COMPANY INC. www.strongtie.com C-30 Project Name: Atlanta Storage Facility Page 1 of 1 41, Model: CFSB5-Corridor Beam Date:06/20/2018 Code: 2012 NASPEC[AISI S100-2012] Simpson Strong-Tie®CFS DesignerTM 2.5.0.1 Reactions Support Reactions(Ib) R1 14657.50 5500.00 R2 14657.50 Shear and Web Crippling Checks Bending and Shear 74.3% Stressed (Unstiffened): @R2 Bending and Shear NA R1 R2 (Stiffened): I I Web Stiffeners Yes @R1,R2 5.33 Required?: Section : (2) 10005250-97(50 ksi) Back-To-Back C Stud Maxo= 23437.9 Va= 19727.4 lb I= 43.65 in^4 Loads have not been modified for strength checks Loads have been multiplied by 0.70 for deflection calculations 0 Flexural and Deflection Check Deflection Mmax Mmax/ Mpos Bracing Ma(Brc) Mpos/ Span Ft-Lb Maxo Ft-Lb (in) Ft-Lb Ma(Brc) (in) Ratio Span 19531.1 0.833 19531.1 None 21006.3 0.930 0.054 L/1178 Distortional Buckling Check Span K-phi Lm Brac Ma-d Mmax/ lb-in/in in Ft-Lb Ma-d Span 0.00 64.0 20022.2 0.975 i SIMPSON STRONG-TIE COMPANY INC. www.strongtie.com C-31 Project Name: Atlanta Storage Facility Page 1 of 1 Model: CFSB1 -(Condition 2) Corridor Beam Date:06/20/2018 Code: 2012 NASPEC[AISI S100-2012] Simpson Strong-Tie®CFS DesignerTM 2.5.0.1 • Reactions Support Reactions(Ib) R1 6862.50 2745.00 R2 6862.50 Shear and Web Crippling Checks Bending and Shear 81.3% Stressed (Unstiffened): @R2 Bending and Shear NA R1 R2 (Stiffened): Web Stiffeners Yes @R1,R2 5.00 Required?: Section : (2)800S200-68(50 ksi)Back-To-Back C Stud Maxo= 10868.2 Va= 8441.5 Ib I= 16.28 inA4 Loads have not been modified for strength checks Loads have been multiplied by 0.70 for deflection calculations Flexural and Deflection Check Deflection Mmax Mmaxl Mpos Bracing Ma(Brc) Mpos/ Span Ft-Lb Maxo Ft-Lb (in) Ft-Lb Ma(Brc) (in) Ratio Span 8578.1 0.789 8578.1 None 9775.0 0.878 0.056 L/1066 Distortional Buckling Check Span K-phi Lm Brac Ma-d Mmax/ lb-in/in in Ft-Lb Ma-d Span 0.00 60.0 9116.7 0.941 i SIMPSON STRONG-TIE COMPANY INC. www.strongtie.com C-32 Project Name: Atlanta Storage Facility Page 1 of 2 Model: BS-1 -(CFSB2 One FLR ONLY) Bundled Stud 2nd FL Date:06/20/2018 • Code: 2012 NASPEC[AISI S100-2012] Simpson Strong-Tie®CFS DesignerTM 2.5.0.1 Section : (2)600S200-97(50 ksi) Back-To-Back C Stud 1 Maxo= 10755.7 Va= 20943.2 lb I= 11.22 inA4 Loads have not been modified for strength checks N Loads have been multiplied by 0.70 for deflection calculations Bridging Connectors-Design Method=AISI S100 Simpson Strong-Tie Span/CantiLever Bridging Connector Stress Ratio Span N/A - Shear and Web Crippling Checks Bending and Shear(Unstiffened): 0.1% Stressed @R1 9.75 5.00 Bending and Shear(Stiffened): NA Web Stiffeners Required?: No • 1 Simpson Strong-Tie Connectors Connector Anchor Support Rx(Ib) Ry(lb) Simpson Strong-Tie Connector Interaction Interaction R1 24.38 11000 600T125-33(33)&(1).157"SST PDPA/PDPAT-62KP 1.77% 11.07% to steel(3/16"to 1/2"thickness) R2 24.38 0 SCB45.5(2)&(2)#12 SST X to A36 Steel 3.21 % 3.07% *Reference catalog for connector and anchor requirement notes as well as screw placements requirement Flexural and Deflection Check Mmax Mmax/ Mpos Bracing Ma(Brc) Mpos/ Deflection Span Ft-Lb Maxo Ft-Lb (in) Ft-Lb Ma(Brc) (in) Ratio Span 59.4 0.006 59.4 None 6134.6 0.010 0.002 L/54434 Distortional Buckling Check Span K-phi Lm Brac Ma-d Mmax/ lb-in/in in Ft-Lb Ma-d Span 0.00 117.0 10611.7 0.006 Combined Bending and Axial Load Details Axial Ld Bracing(in) Max K-phi Lm Bracing Allow Intr. Span (Ib) KyLy KtLt KUr (lb-in/in) (in) load(lb) P/Pa Value Span 11000.0(c) None None 130 0.0 117.0 15115.7(c) 0.73 0.74 1 0 SIMPSON STRONG-TIE COMPANY INC. www.strongtie.com C-33 Project Name: Atlanta Storage Facility Page 2 of 2 Model: BS-1 -(CFSB2 One FLR ONLY) Bundled Stud 2nd FL Date:06/20/2018 Code: 2012 NASPEC[AISI S100-2012] Simpson Strong-Tie®CFS DesignerTM 2.5.0.1 • Member Interconnection Spacing= 12 in See NASPEC D1.2 for additional interconnection requirements i SIMPSON STRONG-TIE COMPANY INC. www.strongtie.com C-34 Project Name: Atlanta Storage Facility Page 1 of 2 Model: BS-2 -(CFSB2 & CFSB1) Bundled Stud 2nd FL Date:06/20/2018 • Code: 2012 NASPEC[AISI S100-2012] Simpson Strong-Tie®CFS DesignerTM 2.5.0.1 Section : (2)600S250-97(50 ksi)Back-To-Back C Stud 1 Maxo= 11562.8 Va= 20943.2 lb I= 12.99 inA4 Loads have not been modified for strength checks 7.°)0 Loads have been multiplied by 0.70 for deflection calculations Bridging Connectors-Design Method=AISI S100 Simpson Strong-Tie Span/CantiLever Bridging Connector Stress Ratio Span N/A - Shear and Web Crippling Checks Bending and Shear(Unstiffened): 0.1% Stressed @R1 9.75 5.00 Bending and Shear(Stiffened): NA Web Stiffeners Required?: No 172 0" • t I Simpson Strong-Tie Connectors Connector Anchor Support Rx(Ib) Ry(lb) Simpson Strong-Tie Connector Interaction Interaction R1 24.38 25226 600T125-33(33)&(1).157"SST PDPA/PDPAT-62KP 1.77% 11.07% to steel(3/16"to 1/2"thickness) R2 24.38 0 SCB45.5(2)&(2)#12 SST X to A36 Steel 3.21 % 3.07% " Reference catalog for connector and anchor requirement notes as well as screw placements requirement Flexural and Deflection Check Mmax Mmax/ Mpos Bracing Ma(Brc) Mpos/ Deflection Span Ft-Lb Maxo Ft-Lb (in) Ft-Lb Ma(Brc) (in) Ratio Span 59.4 0.005 59.4 None 8714.1 0.007 0.002 L/63014 Distortional Buckling Check Span K-phi Lm Brac Ma-d Mmax/ lb-in/in in Ft-Lb Ma-d Span 0.00 117.0 11135.3 0.005 Combined Bending and Axial Load Details Axial Ld Bracing(in) Max K-phi Lm Bracing Allow Intr. Span (Ib) KyLy KtLt KL/r (lb-in/in) (in) load(lb) P/Pa Value Span 25226.0(c) None None 101 0.0 117.0 25306.5(c) 1.00 1.00 • SIMPSON STRONG-TIE COMPANY INC. www.strongtie.com C-35 Project Name: Atlanta Storage Facility Page 2 of 2 Model: BS-2 -(CFSB2 & CFSB1) Bundled Stud 2nd FL Date:06/20/2018 Code: 2012 NASPEC[AISI S100-2012] Simpson Strong-Tie@ CFS DesignerTM 2.5.0.1 • Member Interconnection Spacing= 12 in See NASPEC D1.2 for additional interconnection requirements • S SIMPSON STRONG-TIE COMPANY INC. www.strongtie.com C-36 Project Name: Atlanta Storage Facility Page 1 of 2 Model: BS-2 - (CFSB2&CFSB2) Bundled Stud 2nd FL Date:06/20/2018 el Code: 2012 NASPEC[AISI S100-2012] Simpson Strong-Tie®CFS DesignerTM 2.5.0.1 Section : (2)600S250-97(50 ksi)Back-To-Back C Stud i Maxo= 11562.8 Va= 20943.2 lb I= 12.99 inA4 Loads have not been modified for strength checks N• Loads have been multiplied by 0.70 for deflection calculations Bridging Connectors-Design Method=AISI S100 Simpson Strong-Tie Span/CantiLever Bridging Connector Stress Ratio Span N/A - Shear and Web Crippling Checks Bending and Shear(Unstiffened): 0.1% Stressed @R1 9.75 5.00 Bending and Shear(Stiffened): NA Web Stiffeners Required?: No • t I Simpson Strong-Tie Connectors Connector Anchor Support Rx(Ib) Ry(lb) Simpson Strong-Tie Connector Interaction Interaction R1 24.38 21200 600T125-33(33)&(1).157"SST PDPA/PDPAT-62KP 1.77% 11.07% to steel(3/16"to 1/2"thickness) R2 24.38 0 SCB45.5(2)&(2)#12 SST X to A36 Steel 3.21 % 3.07% *Reference catalog for connector and anchor requirement notes as well as screw placements requirement Flexural and Deflection Check Mmax Mmax/ Mpos Bracing Ma(Brc) Mpos/ Deflection Span Ft-Lb Maxo Ft-Lb (in) Ft-Lb Ma(Brc) (in) Ratio Span 59.4 0.005 59.4 None 8714.1 0.007 0.002 L/63014 Distortional Buckling Check Span K-phi Lm Brac Ma-d Mmax/ lb-in/in in Ft-Lb Ma-d Span 0.00 117.0 11135.3 0.005 Combined Bending and Axial Load Details Axial Ld Bracing(in) Max K-phi Lm Bracing Allow Intr. Span (lb) KyLy KtLt KL/r (lb-in/in) (in) load(lb) P/Pa Value Span 21200.0(c) None None 101 0.0 117.0 25306.5(c) 0.84 0.85 • SIMPSON STRONG-TIE COMPANY INC. www.strongtie.com C-37 Project Name: Atlanta Storage Facility Page 2 of 2 Model: BS-2 -(CFSB2 &CFSB2) Bundled Stud 2nd FL Date:06/20/2018 Code: 2012 NASPEC[AISI S100-2012] Simpson Strong-Tie®CFS Designer."' 2.5.0.1 • Member Interconnection Spacing= 12 in See NASPEC D1.2 for additional interconnection requirements • • SIMPSON STRONG•TIE COMPANY INC. www.strongtie.com C-38 Project Name: Atlanta Storage Facility Page 1 of 2 Model: BS-1 -(CFSB4) Bundled Stud 2nd FL Date:06/20/2018 • Code: 2012 NASPEC[AISI S100-2012] Simpson Strong-Tie®CFS DesignerTM 2.5.0.1 Section : (2)600S250-97(50 ksi)Back-To-Back C Stud I Maxo= 11562.8 Va= 20943.2 lb I= 12.99 inA4 Loads have not been modified for strength checks N Loads have been multiplied by 0.70 for deflection calculations Bridging Connectors-Design Method=AISI S100 Simpson Strong-Tie Span/CantiLever Bridging Connector Stress Ratio Span N/A - Shear and Web Crippling Checks Bending and Shear(Unstiffened): 0.1% Stressed @R1 9.75 5.00 Bending and Shear(Stiffened): NA Web Stiffeners Required?: No i 1 Simpson Strong-Tie Connectors Connector Anchor Support Rx(Ib) Ry(lb) Simpson Strong-Tie Connector Interaction Interaction R1 24.38 23000 600T125-33(33)&(1).157"SST PDPA/PDPAT-62KP 1.77% 11.07% to steel(3/16"to 1/2"thickness) R2 24.38 0 SCB45.5(2)&(2)#12 SST X to A36 Steel 3.21 % 3.07% *Reference catalog for connector and anchor requirement notes as well as screw placements requirement Flexural and Deflection Check Mmax Mmax/ Mpos Bracing Ma(Brc) Mpos/ Deflection Span Ft-Lb Maxo Ft-Lb (in) Ft-Lb Ma(Brc) (in) Ratio Span 59.4 0.005 59.4 None 8714.1 0.007 0.002 L/63014 Distortional Buckling Check Span K-phi Lm Brac Ma-d Mmax/ lb-in/in in Ft-Lb Ma-d Span 0.00 117.0 11135.3 0.005 Combined Bending and Axial Load Details Axial Ld Bracing(in) Max K-phi Lm Bracing Allow Intr. Span (Ib) KyLy KtLt KL/r (lb-in/in) (in) load(lb) P/Pa Value Span 23000.0(c) None None 101 0.0 117.0 25306.5(c) 0.91 0.92 0 SIMPSON STRONG-TIE COMPANY INC. www.strongtie.com Project Name: Atlanta Storage Facility Page 2 of 2 Model: BS-1 -(CFSB4) Bundled Stud 2nd FL Date:06/20/2018 Code: 2012 NASPEC[AISI S100-2012] Simpson Strong Tie®CFS Designer."' 2.5.0.1 111 Member Interconnection Spacing= 12 in See NASPEC D1.2 for additional interconnection requirements C-39 • • SIMPSON STRONG-TIE COMPANY INC. www.strongtie.com C-40 Project Name: Atlanta Storage Facility Page 1 of 2 Model: BS-2 -(SB1) Bundled Stud 2nd FL Date:06/20/2018 • Code: 2012 NASPEC[AISI S100-2012] Simpson Strong-Tie®CFS DesignerTM 2.5.0.1 Section : (2)600S300-97(50 ksi)Back-To-Back C Stud I Maxo= 11213.5 Va= 20943.2 Ib I= 14.56 in^4 ♦I Loads have not been modified for strength checks N Loads have been multiplied by 0.70 for deflection calculations Bridging Connectors-Design Method=AISI S100 Simpson Strong-Tie Span/CantiLever Bridging Connector Stress Ratio Span N/A - Shear and Web Crippling Checks Bending and Shear(Unstiffened): 0.1% Stressed @R1 9.75 5.00 Bending and Shear(Stiffened): NA Web Stiffeners Required?: No • 1 Simpson Strong-Tie Connectors Connector Anchor Support Rx(Ib) Ry(lb) Simpson Strong-Tie Connector Interaction Interaction R1 24.38 27500 600T125-33(33)&(1).157"SST PDPA/PDPAT-62KP 1.77% 11.07% to steel(3/16"to 1/2"thickness) R2 24.38 0 SCB45.5(2)&(2)#12 SST X to A36 Steel 3.21 % 3.07% "Reference catalog for connector and anchor requirement notes as well as screw placements requirement Flexural and Deflection Check Mmax Mmax/ Mpos Bracing Ma(Brc) Mpos/ Deflection Span Ft-Lb Maxo Ft-Lb (in) Ft-Lb Ma(Brc) (in) Ratio Span 59.4 0.005 59.4 None 10455.3 0.006 0.002 U70615 Distortional Buckling Check Span K-phi Lm Brac Ma-d Mmax/ lb-in/in in Ft-Lb Ma-d Span 0.00 117.0 10778.5 0.006 Combined Bending and Axial Load Details Axial Ld Bracing(in) Max K-phi Lm Bracing Allow Intr. Span (Ib) KyLy KtLt KL/r (lb-in/in) (in) load(lb) P/Pa Value Span 27500.0(c) None None 83 0.0 117.0 33408.5(c) 0.82 0.83 • SIMPSON STRONG-TIE COMPANY INC. www.strongtie.com C-41 Project Name: Atlanta Storage Facility Page 2 of 2 Model: BS-2-(SB1) Bundled Stud 2nd FL Date:06/20/2018 Code: 2012 NASPEC[AISI S100-2012] Simpson Strong-Tie@ CFS DesignerTM 2.5.0.1 • Member Interconnection Spacing= 12 in See NASPEC D1.2 for additional interconnection requirements i 1110 SIMPSON STRONG-TIE COMPANY INC. www.strongtie.com C-42 Project Name: Atlanta Storage Facility Page 1 of 1 Model: SB1 -(Condition 5) Unit Header Date:06/20/2018 • Code: ANSI/AISC 360-10,ASD Simpson Strong-Tie®CFS DesignerTM 2.5.0.1 Pi t 503.25 - R1 R2 8.00 •X Point Loads P1 • Load(lb) 7500 X-Dist.(ft) 4.00 Section : HSS6X6X1/4(Strong) Sxx: 9.54 inA3 I= 28.60 inA4 Zxx: 11.20 inA3 Loads have not been modified for strength checks Loads have been multiplied by 0.70 for deflection calculations Flexural and Deflection Check Mmax Deflection Span (in-k) Flanges Webs Mp(in-k) Seff(in^3) Ma(in-k) (in) Ratio Span 228.31 Compact Compact 515.2 N/A 308.5 0.219 L/627 Distortional Buckling Check Span K-phi Lm Brac Ma-d Mmax/ lb-in/in in Ft-Lb Ma-d Span 0.00 96.0 8767.0 2.170 Support Reactions Load Reaction (lb) R1 5763.0 R2 5763.0 Allowable Shear Reaction or Vmax Va Pt Load (Ib) h/tw (Kv*E/Fy)"0.5 Cv (Ib) VmaxNa R1 5763.00 22.75 56.14 1.00 40826.0 0.14 R2 5763.00 22.75 56.14 1.00 40826.0 0.14 P1 3754.03 22.75 56.14 1.00 40826.0 0.09 • SIMPSON STRONG-TIE COMPANY INC. www.strongtie.com C-43 Project Name: Atlanta Storage Facility Page 1 of 2 Model: BS-2-(SB1, Condition 6) Bundled Stud 2nd FL Date:06/20/2018 Code: 2012 NASPEC[AISI S100-2012] Simpson Strong-Tie@ CFS DesignerTM 2.5.0.1 III Section : (2)600S250-97(50 ksi)Back-To-Back C Stud Maxo= 11562.8 Va= 20943.2 lb I= 12.99 inA4 ♦ Loads have not been modified for strength checks z Loads have been multiplied by 0.70 for deflection calculations Bridging Connectors-Design Method=AISI S100 Simpson Strong-Tie Span/CantiLever Bridging Connector Stress Ratio Span N/A - Shear and Web Crippling Checks Bending and Shear(Unstiffened): 0.1% Stressed @R1 9.75 5.00 Bending and Shear(Stiffened): NA Web Stiffeners Required?: No t • I Simpson Strong-Tie Connectors Connector Anchor Support Rx(Ib) Ry(Ib) Simpson Strong-Tie Connector Interaction Interaction R1 24.38 25000 600T125-33(33)&(1).157"SST PDPA/PDPAT-62KP 1.77% 11.07% to steel(3/16"to 1/2"thickness) R2 24.38 0 SCB45.5(2)&(2)#12 SST X to A36 Steel 3.21 % 3.07% * Reference catalog for connector and anchor requirement notes as well as screw placements requirement Flexural and Deflection Check Deflection Mmax Mmax/ Mpos Bracing Ma(Brc) Mpos/ Span Ft-Lb Maxo Ft-Lb (in) Ft-Lb Ma(Brc) (in) Ratio Span 59.4 0.005 59.4 None 8714.1 0.007 0.002 L/63014 Distortional Buckling Check Span K-phi Lm Brac Ma-d Mmax/ lb-in/in in Ft-Lb Ma-d Span 0.00 117.0 11135.3 0.005 Combined Bending and Axial Load Details Axial Ld Bracing(in) Max K-phi Lm Bracing Allow Intr. Span (Ib) KyLy KtLt KL/r (lb-in/in) (in) load(lb) P/Pa Value Span 25000.0(c) None None 101 0.0 117.0 25306.5(c) 0.99 1.00 • SIMPSON STRONG-TIE COMPANY INC. www.strongtie.com C-44 Project Name: Atlanta Storage Facility Page 2 of 2 Model: BS-2 -(SB1, Condition 6) Bundled Stud 2nd FL Date:06/20/2018 • Code: 2012 NASPEC[AISI S100-2012] Simpson Strong-Tie®CFS DesignerTA° 2.5.0.1 Member Interconnection Spacing= 12 in See NASPEC D1.2 for additional interconnection requirements • 110 SIMPSON STRONG-TIE COMPANY INC. www.strongtie.com C-45 Project Name: Atlanta Storage Facility Page 1 of 2 Model: BS-1 -(CFSB4) Bundled Stud 3rd FL Date:06/20/2018 Code: 2012 NASPEC[AISI S100-2012] Simpson Strong-Tie@ CFS DesignerTM 2.5.0.1 III Section : (2)600S250-68(50 ksi)Back-To-Back C Stud 1 Maxo= 6915.2 Ft-Lb Va= 10700.6 lb I= 9.45 inA4 Loads have not been modified for strength checks N• Loads have been multiplied by 0.70 for deflection calculations Bridging Connectors-Design Method=AISI S100 Simpson Strong-Tie Span/CantiLever Bridging Connector Stress Ratio Span N/A - Shear and Web Crippling Checks Bending and Shear(Unstiffened): 0.2% Stressed @R1 9.75 5.00 Bending and Shear(Stiffened): NA Web Stiffeners Required?: No t • Simpson Strong-Tie Connectors Connector Anchor Support Rx(Ib) Ry(Ib) Simpson Strong-Tie Connector Interaction Interaction R1 24.38 14640 600T125-33(33)&(1) .157"SST PDPA/PDPAT-62KP 1.77% 11.07% to steel(3/16"to 1/2"thickness) R2 24.38 0 SCB45.5(2)&(2)#12 SST X to A36 Steel 3.21 % 3.07% "Reference catalog for connector and anchor requirement notes as well as screw placements requirement Flexural and Deflection Check Deflection Mmax Mmax/ Mpos Bracing Ma(Brc) Mpos/ Span Ft-Lb Maxo Ft-Lb (in) Ft-Lb Ma(Brc) (in) Ratio Span 59.4 0.009 59.4 None 6012.5 0.010 0.003 U45815 Distortional Buckling Check Span K-phi Lm Brac Ma-d Mmax/ lb-in/in in Ft-Lb Ma-d Span 0.00 117.0 6511.7 0.009 Combined Bending and Axial Load Details Axial Ld Bracing(in) Max K-phi Lm Bracing Allow Intr. Span (Ib) KyLy KtLt KL/r (lb-in/in) (in) load(Ib) P/Pa Value Span 14640.0(c) None None 100 0.0 117.0 16755.3(c) 0.87 0.89 i SIMPSON STRONG-TIE COMPANY INC. www.strongtie.com C-46 Project Name: Atlanta Storage Facility Page 2 of 2 Model: BS-1 -(CFSB4) Bundled Stud 3rd FL Date:06/20/2018 • Code: 2012 NASPEC[AISI S100-2012] Simpson Strong-Tie®CFS DesignerTM 2.5.0.1 Member Interconnection Spacing= 12 in See NASPEC D1.2 for additional interconnection requirements • • SIMPSON STRONG-TIE COMPANY INC. www.strongtie.com C-47 Project Name: Atlanta Storage Facility Page 1 of 2 Model: BS-1 - (CFSB4) Bundled Stud 4th FL Date:06/20/2018 Code: 2012 NASPEC[AISI S100-2012] Simpson Strong-Tie®CFS DesignerTM 2.5.0.1 III Section : (2)600S250-43(33 ksi)Back-To-Back C Stud I Maxo= 3023.2 Ft-Lb Va= 2831.3 lb I= 6.16 in^4 ♦I Loads have not been modified for strength checks N Loads have been multiplied by 0.70 for deflection calculations Bridging Connectors-Design Method=AISI S100 Simpson Strong-Tie Span/CantiLever Bridging Connector Stress Ratio Span N/A - Shear and Web Crippling Checks Bending and Shear(Unstiffened): 0.9% Stressed @R1 9.75 5.00 Bending and Shear(Stiffened): NA Web Stiffeners Required?: No i ill Simpson Strong-Tie Connectors Connector Anchor Support Rx(Ib) Ry(Ib) Simpson Strong-Tie Connector Interaction Interaction R1 24.38 7600 600T125-33(33)&(1).157"SST PDPA/PDPAT-62KP 2.97% 11.07% to steel(3/16"to 1/2"thickness) R2 24.38 0 SCB45.5(2)&(2)#12 SST X to A36 Steel 4.00% 3.07% * Reference catalog for connector and anchor requirement notes as well as screw placements requirement Flexural and Deflection Check Mmax Mmax/ Mpos Bracing Ma(Brc) Mpos/ Deflection Span Ft-Lb Maxo Ft-Lb (in) Ft-Lb Ma(Brc) (in) Ratio Span 59.4 0.020 59.4 None 2838.0 0.021 0.004 L/29900 Distortional Buckling Check Span K-phi Lm Brac Ma-d Mmax/ lb-in/in in Ft-Lb Ma-d Span 0.00 117.0 2701.4 0.022 Combined Bending and Axial Load Details Axial Ld Bracing(in) Max K-phi Lm Bracing Allow Intr. Span (Ib) KyLy KtLt air (lb-in/in) (in) load(lb) P/Pa Value Span 7600.0(c) None None 99 0.0 117.0 8157.4(c) 0.93 0.96 • SIMPSON STRONG-TIE COMPANY INC. www.strongtie.com C-48 Project Name: Atlanta Storage Facility Page 2 of 2 Model: BS-1 -(CFSB4) Bundled Stud 4th FL Date:06/20/2018 • Code: 2012 NASPEC[AISI S100-2012] Simpson Strong-Tie@ CFS DesignerTA° 2.5.0.1 Member Interconnection Spacing= 12 in See NASPEC D1.2 for additional interconnection requirements • • SIMPSON STRONG-TIE COMPANY INC. www.strongtie.com C-49 Project Name: Atlanta Storage Facility Page 1 of 1 Model: Interior Wall Top Track-Single Span Condition Date:06/20/2018 Code: 2012 NASPEC[AISI S100-2012] Simpson Strong-Tie®CFS DesignerTM 2.5.0.1 • Reactions Support Reactions(Ib) R1 1780.00 1780.00 R2 1780.00 Shear and Web Crippling Checks Bending and Shear 14.2% Stressed (Unstiffened): @R1 Bending and Shear NA R1 R2 (Stiffened): Web Stiffeners No 2.00 Required?: Section : 600T300-118(50 ksi)Y-Y Axis Track(Y-Y Axis) Mayo= 997.8 Ft-Lb Va= 12526.3 lb I= 1.12 in^4 Loads have not been modified for strength checks Loads have been multiplied by 0.70 for deflection calculations Flexural and Deflection Check • Mmax Mmax/ Mpos Bracing Ma(Brc) Mpos/ Deflection Span Ft-Lb Mayo Ft-Lb (in) Ft-Lb Ma(Brc) (in) Ratio Span 890.0 0.892 890.0 Full 997.8 0.892 0.014 L/1765 • SIMPSON STRONG-TIE COMPANY INC. www.strongtie.com C-50 Project Name: Atlanta Storage Facility Page 1 of 2 Model: BS-1 -(SB-1, Condition 5) Bundled Stud 2nd FL Date:06/20/2018 • Code: 2012 NASPEC[AISI S100-2012] Simpson Strong-Tie@ CFS DesignerTM 2.5.0.1 Section : (2)600S250-97(50 ksi)Back-To-Back C Stud I Maxo= 11562.8 Va= 20943.2 lb I= 12.99 in^4 Loads have not been modified for strength checks N Loads have been multiplied by 0.70 for deflection calculations Bridging Connectors-Design Method=AISI S100 Simpson Strong-Tie Span/CantiLever Bridging Connector Stress Ratio Span N/A - Shear and Web Crippling Checks Bending and Shear(Unstiffened): 0.1% Stressed @R1 9.75 5.00 Bending and Shear(Stiffened): NA Web Stiffeners Required?: No • 1 Simpson Strong-Tie Connectors Connector Anchor Support Rx(Ib) Ry(Ib) Simpson Strong-Tie Connector Interaction Interaction R1 24.38 23000 600T125-33(33)&(1).157"SST PDPA/PDPAT-62KP 1.77% 11.07% to steel(3/16"to 1/2"thickness) R2 24.38 0 SCB45.5(2)&(2)#12 SST X to A36 Steel 3.21 % 3.07% *Reference catalog for connector and anchor requirement notes as well as screw placements requirement Flexural and Deflection Check Mmax Mmax/ Mpos Bracing Ma(Brc) Mpos/ Deflection Span Ft-Lb Maxo Ft-Lb (in) Ft-Lb Ma(Brc) (in) Ratio Span 59.4 0.005 59.4 None 8714.1 0.007 0.002 L/63014 Distortional Buckling Check Span K-phi Lm Brac Ma-d Mmax/ lb-in/in in Ft-Lb Ma-d Span 0.00 117.0 11135.3 0.005 Combined Bending and Axial Load Details Axial Ld Bracing(in) Max K-phi Lm Bracing Allow Intr. Span (Ib) KyLy KtLt KL/r (lb-in/in) (in) load(lb) P/Pa Value Span 23000.0(c) None None 101 0.0 117.0 25306.5(c) 0.91 0.92 i SIMPSON STRONG-TIE COMPANY INC. www.strongtie.com C-51 Project Name: Atlanta Storage Facility Page 2 of 2 Model: BS-1 -(SB-1, Condition 5) Bundled Stud 2nd FL Date:06/20/2018 Code: 2012 NASPEC[AISI S100-2012] Simpson Strong-Tie®CFS DesignerTM 2.5.0.1 • Member Interconnection Spacing= 12 in See NASPEC D1.2 for additional interconnection requirements • • SIMPSON STRONG-TIE COMPANY INC. www.strongtie.com C-52 Project Name: Atlanta Storage Facility Page 1 of 2 Model: Stacked Walls- FULL HT INTERIOR Date:06/20/2018 110 Code: 2012 NASPEC[AISI S100-2012] Simpson Strong-Tie®CFS DesignerTM 2.5.0.1 Stacked Wall Summary Report Model Inputs Supported Member Gravity Flexural K-Phi Dist. K-Phi Wall Stud Tributary Load Ecc. Bracing Axial Axial Flexure Axial Lm Level Height(ft) Spacing(in) Length(ft) (in) (in) KyLy(in) KtLt(in) (lb-in/in) (lb-in/in) (in) 4 9.75 48 10 None Mid-Pt Mid-Pt Mid-Pt 0 0 None 3 9.75 24 10 None Mid-Pt Mid-Pt Mid-Pt 0 0 None 2 9.75 24 10 None Mid-Pt Mid-Pt Mid-Pt 0 0 None 1 9.75 24 10 None Mid-Pt Mid-Pt Mid-Pt 0 0 None Load Inputs Top Level is a Roof? True Roof Snow Load 25 Axial Loads Redistributed? False Roof Wind Uplift 20 Live Load Reduction Applied? False Wind Load Defl Modifier 1 Roof or Floor or L MWFRS MWFRS C&C C&C Seismic Seismic Wall D Floor D Roof L or Reduction Windward Leeward Windward Leeward Coefficient Coefficient Level (psf) (psf) Lr(psf) Factor W(psf) W(psf) W(psf) W(psf) Eh/D Ev/D 4 8 12 0 1 0 0 5 5 0.3 0.14 3 8 58 125 1 0 0 5 5 0.3 0.14 2 8 58 125 1 0 0 5 5 0.3 0.14 8SI 58 125 1 0 0 5 5 0.3 0.14 Load Combinations MWFRS MWFRS C&C C&C LC Max Roof Windward Leeward Windward Leeward Roof Seismic Number D L (Lr or S) S (W) (W) (W) (W) Uplift(W) (Eh or Ev) 1 1 1 0 0 0 0 0 0 0 0 2 1 0 1 0 0 0 0 0 0 0 3 1 0.75 0.75 0 0.75 0 0 0 0 0 4 1 0.75 0.75 0 0 0.75 0 0 0 0 5 1 0 0 0 0 0 1 0 0 0 6 1 0 0 0 0 0 0 1 0 0 7 1 0 0 0 0 0 0 0 0 1 8 1 0.75 0 0.75 0 0 0 0 0 0.75 9 0.6 0 0 0 0 0 0 0 1 0 10 0 0 0 0 0 0 0 0 0 0 Member Selection Ma(Fy) Ma-Dist Ma(Brc) Axial Level Section Fy(ksi) Configuration (ft-Ib) (ft-Ib) (ft-Ib) Pa(Ib) Pa-Dist(Ib) 4 600S162-43 33 Single 1390 1205 1126 3068 4916 3 600S200-54 50 Single 2533 2282 2347 6556 10313 2 600S200-68 50 Single 3642 3308 3043 8755 14426 1 600S200-97 50 Single 5378 5306 4168 13820 23754 0 SIMPSON STRONG-TIE COMPANY INC. www.strongtie.com C-53 Project Name: Atlanta Storage Facility Page 2 of 2 Model: Stacked Walls- FULL HT INTERIOR Date:06/20/2018 Code: 2012 NASPEC[AISI S100-2012] Simpson Strong-Tie®CFS DesignerTM 2.5.0.1 III Bending and Axial Interactions Shear and Web Crippling M(LC) Max Contr. Stiffener Level Cont. LC (ft-lb) P(LC)(Ib) Int'xn Rmax(Ib) (LC) Va(Ib) RmaxNa Pa(Ib) Req'd 4 8 86 1280 0.497 98 6 1416 0.069 259 No 3 8 43 4782 0.751 49 6 2823 0.017 599 No 2 1 0 8268 0.944 49 6 5350 0.009 914 No 1 1 0 12084 0.874 49 6 10472 0.005 1752 No Deflection Deflection Multiplier for C&C Wind Load: 1.0 Level D(Unif)(in) U Contr.LC D(Total)(in) L/ Contr. LC 4 0.06 L/1966 6 0.06 L/1966 6 3 0.021 L/5635 6 0.021 L/5635 6 2 0.017 L/6961 6 0.017 L/6961 6 1 0.012 L/9526 6 0.012 U9526 6 III 0 SIMPSON STRONG-TIE COMPANY INC. www.strongtie.com C-54 Project Name: Atlanta Storage Facility Page 1 of 2 Model: Stacked Walls- FULL HT Exterior Typ Date:06/20/2018 eCode: 2012 NASPEC[AISI S100-2012] Simpson Strong-Tie®CFS DesignerTM 2.5.0.1 Stacked Wall Summary Report Model Inputs Supported Member Gravity Flexural K-Phi Dist. K-Phi Wall Stud Tributary Load Ecc. Bracing Axial Axial Flexure Axial Lm Level Height(ft) Spacing(in) Length(ft) (in) (in) KyLy(in) KtLt(in) (lb-in/in) (lb-in/in) (in) 4 9.75 24 5 Stud Full Sheathed Sheathed 0 0 None Depth/2 3 9.75 24 5 None Full Sheathed Sheathed 0 0 None 2 9.75 24 5 None Full Mid-Pt Mid-Pt 0 0 None 1 9.75 24 5 None Full Mid-Pt Mid-Pt 0 0 None Load Inputs Top Level is a Roof? True Roof Snow Load 25 Axial Loads Redistributed? True Roof Wind Uplift 20 Live Load Reduction Applied? False Wind Load Defl Modifier 0.7 Roof or Floor or L MWFRS MWFRS C&C C&C Seismic Seismic Wall D Floor D Roof L or Reduction Windward Leeward Windward Leeward Coefficient Coefficient Level (psf) (psf) Lr(psf) Factor W(psf) W(psf) W(psf) W(psf) Eh/D Ev/D 4 12 15 20 1 16.65 16.65 23.6 30.4 0.3 0.14 3 12 58 125 1 16.65 16.65 23.6 30.4 0.3 0.14 2 12 58 125 1 16.65 16.65 23.6 30.4 0.3 0.14 0 1 12 58 125 1 16.65 16.65 23.6 30.4 0.3 0.14 Load Combinations MWFRS MWFRS C&C C&C LC Max Roof Windward Leeward Windward Leeward Roof Seismic Number D L (Lr or S) S (W) (W) (W) (W) Uplift(W) (Eh or Ev) 1 1 1 0 0 0 0 0 0 0 0 2 1 0 1 0 0 0 0 0 0 0 3 1 0.75 0.75 0 0.75 0 0 0 0 0 4 1 0.75 0.75 0 0 0.75 0 0 0 0 5 1 0 0 0 0 0 1 0 0 0 6 1 0 0 0 0 0 0 1 0 0 7 1 0 0 0 0 0 0 0 0 1 8 1 0.75 0 0.75 0 0 0 0 0 0.75 9 0.6 0 0 0 0 0 0 0 1 0 10 0 0 0 0 0 0 0 0 0 0 Member Selection Ma(Fy) Ma-Dist Ma(Brc) Axial Level Section Fy(ksi) Configuration (ft-lb) (ft-lb) (ft-lb) Pa(lb) Pa-Dist(Ib) 4 6005162-43 33 Single 1390 1205 1390 3222 4916 3 6005162-54 50 Single 2527 2158 2527 3222 8578 2 6005200-54 50 Single 2533 2282 2533 6556 10313 1 6005200-68 50 Single 3642 3308 3642 8755 14426 • SIMPSON STRONG-TIE COMPANY INC. www.strongtie.com C-55 Project Name: Atlanta Storage Facility Page 2 of 2 Model: Stacked Walls- FULL HT Exterior Typ Date:06/20/2018 Code: 2012 NASPEC[AISI S100-2012] Simpson Strong-Tie®CFS DesignerTM 2.5.0.1III Bending and Axial Interactions Shear and Web Crippling M(LC) Max Contr. Stiffener Level Cont. LC (ft-lb) P(LC)(Ib) Int'xn Rmax(Ib) (LC) Va(Ib) RmaxNa Pa(Ib) Req'd 4 6 741 150 0.662 300 6 1416 0.212 259 Yes 3 4 297 2089 0.795 296 6 2823 0.105 599 No 2 4 297 3840 0.73 296 6 2823 0.105 599 No 1 4 297 5592 0.74 296 6 5350 0.055 914 No Deflection Deflection Multiplier for C&C Wind Load : 0.7 Level D(Unif)(in) U Contr.LC D(Total)(in) U Contr. LC 4 0.127 L/924 6 0.132 U883 6 3 0.103 L/1141 6 0.103 U1141 6 2 0.088 U1324 6 0.088 U1324 6 1 0.072 U1635 6 0.072 111635 6 • • SIMPSON STRONG-TIE COMPANY INC. www.strongtie.com C-56 Project Name: Atlanta Storage Facility Page 1 of 2 Model: Stacked Walls- FULL HT Exterior Non Load Bearing Date:06/20/2018 • Code: 2012 NASPEC[AISI S100-2012] Simpson Strong-Tie®CFS DesignerTM 2.5.0.1 Stacked Wall Summary Report Model Inputs Supported Member Gravity Flexural K-Phi Dist.K-Phi Wall Stud Tributary Load Ecc. Bracing Axial Axial Flexure Axial Lm Level Height(ft) Spacing(in) Length(ft) (in) (in) KyLy(in) KtLt(in) (lb-in/in) (lb-in/in) (in) 4 9.75 24 0.5 Stud Full Sheathed Sheathed 0 0 None Depth/2 3 9.75 24 0.5 None Full Sheathed Sheathed 0 0 None 2 9.75 24 0.5 None Full Sheathed Sheathed 0 0 , None 1 9.75 24 0.5 None Full Sheathed Sheathed 0 0 None Load Inputs Top Level is a Roof? True Roof Snow Load 25 Axial Loads Redistributed? True Roof Wind Uplift 20 Live Load Reduction Applied? False Wind Load Defl Modifier 0.7 Roof or Floor or L MWFRS MWFRS C&C C&C Seismic Seismic Wall D Floor D Roof L or Reduction Windward Leeward Windward Leeward Coefficient Coefficient Level (psf) (psf) Lr(psf) Factor W(psf) W(psf) W(psf) W(psf) Eh/D Ev/D 4 12 15 20 1 16.65 16.65 23.6 30.4 0.3 0.14 3 12 58 125 1 16.65 16.65 23.6 30.4 0.3 0.14 2 12 58 125 1 16.65 16.65 23.6 30.4 0.3 0.14 0 1 12 58 125 1 16.65 16.65 23.6 30.4 0.3 0.14 Load Combinations MWFRS MWFRS C&C C&C LC Max Roof Windward Leeward Windward Leeward Roof Seismic Number D L (Lr or S) S (W) (W) (W) (W) Uplift(W) (Eh or Ev) 1 1 1 0 0 0 0 0 0 0 0 2 1 0 1 0 0 0 0 0 0 0 3 1 0.75 0.75 0 0.75 0 0 0 0 0 4 1 0.75 0.75 0 0 0.75 0 0 0 0 5 1 0 0 0 0 0 1 0 0 0 6 1 0 0 0 0 0 0 1 0 0 7 1 0 0 0 0 0 0 0 0 1 8 1 0.75 0 0.75 0 0 0 0 0 0.75 9 0.6 0 0 0 0 0 0 0 1 0 10 0 0 0 0 0 0 0 0 0 0 Member Selection Ma(Fy) Ma-Dist Ma(Brc) Axial Level Section Fy(ksi) Configuration (ft-lb) (ft-lb) (ft-lb) Pa(Ib) Pa-Dist(Ib) 4 600S162-43 33 Single 1390 1205 1390 3222 4916 3 600S162-43 33 Single 1390 1205 1390 3222 4916 2 600S162-43 33 Single 1390 1205 1390 3222 4916 1 600S162-43 33 Single 1390 1205 1390 3222 4916 • SIMPSON STRONG-TIE COMPANY INC. www.strongtie.com C-57 Project Name: Atlanta Storage Facility Page 2 of 2 Model: Stacked Walls- FULL HT Exterior Non Load Bearing Date:06/20/2018 Code: 2012 NASPEC[AISI S100-2012] Simpson Strong-Tie®CFS DesignerTM 2.5.0.1 • Bending and Axial Interactions Shear and Web Crippling M(LC) Max Contr. Stiffener Level Cont. LC (ft-lb) P(LC)(Ib) Int'xn Rmax(Ib) (LC) Va(lb) RmaxNa Pa(Ib) Req'd 4 6 724 15 0.606 297 6 1416 0.21 259 Yes 3 6 722 307 0.695 296 6 1416 0.209 259 Yes 2 6 722 599 0.799 296 6 1416 0.209 259 Yes 1 6 722 891 0.897 296 6 1416 0.209 259 Yes Deflection Deflection Multiplier for C&C Wind Load: 0.7 Level D(Unif)(in) L/ Contr.LC D(Total)(in) U Contr. LC 4 0.127 L/924 6 0.127 L/919 6 3 0.127 U924 6 0.127 L/924 6 2 0.127 L/924 6 0.127 U924 6 1 0.127 U924 6 0.127 L/924 6 • • SIMPSON STRONG-TIE COMPANY INC. www.strongtie.com • C-58 Project Name: Atlanta Storage Facility Page 1 of 2 Model: Stacked Walls- FULL HT INTERIOR BW2 Date:06/20/2018 1110 Code: 2012 NASPEC[AISI S100-2012] Simpson Strong-Tie®CFS DesignerTM 2.5.0.1 Stacked Wall Summary Report Model Inputs Supported Member Gravity Flexural K-Phi Dist. K-Phi Wall Stud Tributary Load Ecc. Bracing Axial Axial Flexure Axial Lm Level Height(ft) Spacing(in) Length(ft) (in) (in) KyLy(in) KtLt(in) (lb-in/in) (lb-in/in) (in) 4 9.75 48 5 None Mid-Pt Mid-Pt Mid-Pt 0 0 None 3 9.75 24 5 None Mid-Pt Mid-Pt Mid-Pt 0 0 None 2 9.75 24 5 None Mid-Pt Mid-Pt Mid-Pt 0 0 None 1 9.75 24 5 None Mid-Pt Mid-Pt Mid-Pt 0 0 None Load Inputs Top Level is a Roof? True Roof Snow Load 25 Axial Loads Redistributed? False Roof Wind Uplift 20 Live Load Reduction Applied? False Wind Load Defl Modifier 1 Roof or Floor or L MWFRS MWFRS C&C C&C Seismic Seismic Wall D Floor D Roof L or Reduction Windward Leeward Windward Leeward Coefficient Coefficient Level (psf) (psf) Lr(psf) Factor W(psf) W(psf) W(psf) W(psf) Eh/D Ev/D 4 8 12 0 1 0 0 5 5 0.3 0.14 3 8 58 125 1 0 0 5 5 0.3 0.14 2 8 58 125 1 0 0 5 5 0.3 0.14 SI8 58 125 1 0 0 5 5 0.3 0.14 Load Combinations MWFRS MWFRS C&C C&C LC Max Roof Windward Leeward Windward Leeward Roof Seismic Number D L (Lr or S) S (W) (W) (W) (W) Uplift(W) (Eh or Ev) 1 1 1 0 0 0 0 0 0 0 0 2 1 0 1 0 0 0 0 0 0 0 3 1 0.75 0.75 0 0.75 0 0 0 0 0 4 1 0.75 0.75 0 0 0.75 0 0 0 0 5 1 0 0 0 0 0 1 0 0 0 6 1 0 0 0 0 0 0 1 0 0 7 1 0 0 0 0 0 0 0 0 1 8 1 0.75 0 0.75 0 0 0 0 0 0.75 9 0.6 0 0 0 0 0 0 0 1 0 10 0 0 0 0 0 0 0 0 0 0 Member Selection Ma(Fy) Ma-Dist Ma(Brc) Axial Level Section Fy(ksi) Configuration (ft-lb) (ft-lb) (ft-lb) Pa(Ib) Pa-Dist(Ib) 4 6005162-43 33 Single 1390 1205 1126 3068 4916 3 6005162-43 33 Single 1390 1205 1126 3068 4916 2 6005162-54 50 Single 2527 2158 1829 4632 8578 1 6005200-54 50 Single 2533 2282 2347 6556 10313 i SIMPSON STRONG-TIE COMPANY INC. www.strongtie.com C-59 Project Name: Atlanta Storage Facility Page 2 of 2 Model: Stacked Walls- FULL HT INTERIOR BW2 Date:06/20/2018 Code: 2012 NASPEC[AISI S100-2012] Simpson Strong-Tie@ CFS DesignerTM 2.5.0.1 III Bending and Axial Interactions Shear and Web Crippling M(LC) Max Contr. Stiffener Level Cont. LC (ft-lb) P(LC)(Ib) Int'xn Rmax(Ib) (LC) Va(Ib) RmaxNa Pa(Ib) Req'd 4 6 238 240 0.289 98 6 1416 0.069 259 No 3 8 43 2563 0.877 49 6 1416 0.034 259 No 2 8 43 4314 0.958 49 6 2823 0.017 599 No 1 1 0 6354 0.969 49 6 2823 0.017 599 No Deflection Deflection Multiplier for C&C Wind Load : 1.0 Level D(Unif)(in) U Contr.LC D(Total)(in) U Contr. LC 4 0.06 L/1966 6 0.06 U1966 6 3 0.03 U3931 6 0.03 L/3931 6 2 0.024 04855 6 0.024 U4855 6 1 0.021 L/5635 6 0.021 L/5635 6 • • SIMPSON STRONG-TIE COMPANY INC. www.strongtie.com C-60 Project Name: Atlanta Storage Facility Page 1 of 2 Model: Window at Front of Building Date:06/20/2018 • Code: 2012 NASPEC[AISI 5100-2012] CFSB6 Simpson Strong-Tie®CFS DesignerTM 2.5.0.1 Design Loads 0 ft Wall Lateral Pressure: 30 psf I ° ` n RO Lateral Pressure: Head/Sill Only 11.5 ft v Lateral 9 Lateral Element Forces multiplied by 1 for strength checks f „,,'X„,,/iii,!, e t Lateral Forces multiplied by 0.7 for ' � �� 7.5 ft ... i deflection determination Gravity Load at Header: 9 psf +Additional header load 915 plf 0 n 1ft 9f Lateral Pressure to: Head/Sill Only • Brace Settings Flexural Distortional Bracing Axial KyLy Axial KtLt K-Phi(lb- Distortional Interconnection Component(s) Members(s) (in) (in) (in) in/in) LM(in) Spacing(in) Jamb Studs 6005200-54(50), None None None 0 None 12 in Back-To-Back Vertical Header 1200S162-68(50), Full N/A N/A 0 None N/A Back-To-Back Lateral Header 600T200-54(50),Single Full N/A N/A 0 None N/A Sill 600T200-54(50),Single Full N/A N/A 0 None N/A Summary Analysis Results Axial Max. Bottom Top or End Load Moment Max. Reaction Reaction Component(s) Members(s) (Ib) (Ft-Lb) Shear(lb) (Ib) (Ib) Jamb Studs 600S200-54(50), 4178.3 1136.5 757.5 757.5 723.8 Back-To-Back Vertical Header 1200S162-68(50), N/A 9401.1 4178.3 N/A 4178.3 Back-To-Back Lateral Header 600T200-54(50),Single N/A 1366.9 607.5 N/A 607.5 Sill 600T200-54(50),Single N/A 1290.9 573.8 N/A 573.8 Summary Design Results Deflection Bending +Axial Shear Web Design Component(s) Members(s) Span Parapet Interaction Interaction Stiffners OK Jamb Studs 600S200-54(50), U1497 UO 0.93 0.27 No Yes ill Back-To-Back SIMPSON STRONG-TIE COMPANY INC. www.strongtie.com C-61 Project Name: Atlanta Storage Facility Page 2 of 2 Model: Window at Front of Building Date:06/20/2018 Code: 2012 NASPEC[AISI S100-2012] Simpson Strong-Tie®CFS Designer"' 2.5.0.1 • Vertical Header 1200S162-68(50), L/855 NA 0.85 0.75 No Yes Back-To-Back Lateral Header 6007200-54(50),Single L/603 NA 0.76 0.22 R1,R2 Yes Sill 600T200-54(50),Single U639 NA 0.72 0.21 R1,R2 Yes Simpson Strong-Tie Connectors t Jambs Connector Anchor Support Rx(Ib) Ry(Ib) Simpson Strong-Tie Connector Interaction Interaction R1 757.50 4344.75 6007125-97(50)&(2) 1/4"x 2.5"embed Titen HD to 40.71 % 99.67% 2500 psi min concrete R2 723.75 0.00 By Others&Anchorage Designed by Engineer NA NA "Reference catalog for connector and anchor requirement notes as well as screw placements requirement Simpson Strong-Tie Wall Stud Bridging Connectors Ca.Jambs Bracing Design Length Number of LSUBH LSUBH SUBH SUBH MSUBH MSUBH Span/CantiLever (in.) Braces Pn(Ib.) (Min)' (Max)' (Min)' (Max)' (Min)' (Max)' Span Span N/A N/A N/A N/A N/A N/A N/A N/A Notes: 1)Values in parentheses are stress ratios. 2) Bridging connectors are not designed for back-back,box, or built-up sections. 3) Reference www.stronatie.com for latest load data, important information, and general notes • 1 4)CFS Designer will not select bridging connectors unless all flexural and axial bracing settings are the same. 5) If the bracing length is larger than the span length, bridging connectors are not designed. 0 SIMPSON STRONG-TIE COMPANY INC. www.strongtie.com D-1 • Tigard Storage Facility 2nd Floor PT Slab '4,--- '1::1V.1117(41111011000. • 2018.05.09 2nd 1 Floor_18 in_EW POUR STRIP.cpt 6/20/2018 18031-0057 RAM Concept©2017 Bentley Systems,Inc. RAM Concepti"is a trademark of Bentley Systems 6.4 D-2 2018.05.09 2nd Floor_18 in_EW POUR STRIP.cpt-6/20/2018 Table of Contents Units 3 • Signs 4 Materials 5 Loadings 7 Load Combinations 8 Design Rules 12 Detailing Rules 13 Load History 14 Mesh Input: Standard Plan 15 Dead Load:All Loads Plan 16 Live Load Unreducible:All Loads Plan 17 Service LC: D+ L: Bottom X Stress Plan 18 Design Strip: Latitude Design Spans Plan 19 Design Strip: Longitude Design Spans Plan 20 Design Strip: Punching Checks Plan 21 Manual Latitude Tendon: Standard Plan 22 Generated Longitude Tendon:Standard Plan 23 Final Instantaneous Load: Std Deflection Plan 24 Design Status:Status Plan 25 Design Status:Top Reinforcement Plan 26 Design Status: Bottom Reinforcement Plan 27 Design Status:SSR Plan 28 • • Table of Contents-2 2018.05.09 2nd Floor_18 in_EW POUR STRIP.cpt-6/20/2018 Units • Geometry Unit Plan Dimensions:feet Slab Thickness: inches Support Dimensions: inches Angles:degrees Elevations: inches Support Height:feet Loading and Reaction Unit Point Force: Kips Line Force: kips/ft Area Force: psf -Report As Zero: 0 Kips -Report As Zero: 0 kips/ft -Report As Zero: 0 psf Point Moment: kip-ft Line Moment: Kips Area Moment: #/foot -Report As Zero: 0 kip-ft -Report As Zero: 0 Kips -Report As Zero: 0#/foot Spring and Stiffness Unit Point Force Spring: kips/in Line Force Spring: ksi Area Force Spring: pci Point Moment Spring: k-ft/° Line Moment Spring: k/° Area Moment Spring: k/ft° Slab Analysis Unit • Force: Kips Moment: kip-ft Concrete Stress: psi -Report As Zero: 0 Kips -Report As Zero: 0 kip-ft -Report As Zero: 0 psi Force Per Width: kips/ft Moment Per Width: Kips Deflection: inches -Report As Zero: 0 kips/ft -Report As Zero:0 Kips -Report As Zero: 0 inches Materials Unit Concrete Volume:yd3 Reinforcing Area: int PT Force: Kips Reinforcement Weight:tons Tendon Profile: inches Reinforcing Stress: ksi PT Weight: pounds Cover: inches Miscellaneous Unit Floor Area:ft2 Density: pcf Elongations: inches Tendon Angles(for friction): radians i Units-3 D-4 2018.05.09 2nd Floor_18 in_EW POUR STRIP.cpt-6/20/2018 Signs 0 Positive Loads /----74 /4 iN, 11 ..,.._, 7 Positive Analysis ( 0 d'+` +7 4.---T 6 :11 6—jr...1" )) +2_ 4 0 (+ h,...tl° 'ls `4 kE ......, 0 5: A i : S `dtl Positive Reactions • 74 i '11 r of ; 1 • Signs-4 D-5 2018.05.09 2nd Floor_18 in_EW POUR STRIP.cpt-6/20/2018 Materials • Concrete Mix Mix Density Density For Fci ft fcui fcu Poisson User Ed User Ec Name (pct) Loads(pcf) (psi) (psi) (psi) (psi) Ratio Ec Calc (psi) (psi) 3000 psi 150 150 3000 3000 3725 3725 0.2 Code 2500000 3000000 4000 psi 150 150 3000 4000 3725 4975 0.2 Code 2500000 3000000 5000 psi 150 150 3000 5000 3725 6399 0.2 Code 2500000 3000000 6000 psi 150 150 3000 6000 3725 7450 0.2 Code 2500000 3000000 PT Systems System Aps Eps fse fpy fpu Duct Width Strands Min Radius Name Type (in2) (ksi) (ksi) (ksi) (ksi) (inches) Per Duct (feet) 1/2"Unbonded unbonded 0.153 28000 175 243 270 0.5 1 6 1/2"Bonded bonded 0.153 28000 160 243 270 3 4 6 0.6"Unbonded unbonded 0.217 28000 175 243 270 0.6 1 8 0.6"Bonded bonded 0.217 28000 160 243 270 4 4 8 PT Stressing Parameters System Jacking Stress Seating Loss Anchor Wobble Friction Angular Friction Long-Term Losses Name (ksi) (inches) Friction (1/feet) (1/radians) (ksi) 1/2"Unbonded 216 0.25 0 0.0014 0.07 22 1/2"Bonded 216 0.25 0.02 0.001 0.2 22 0.6"Unbonded 216 0.25 0 0.0014 0.07 22 411 0.6"Bonded 216 0.25 0.02 0.001 0.2 22 Reinforcing Bars Bar As Es Fy Straight 90 Hook 180 Hook Name (in2) (ksi) (ksi) Coating Ld/Db Ld/Db Ld/Db #3 0.11 29000 60 None Code Code Code #4 0.2 29000 60 None Code Code Code #5 0.31 29000 60 None Code Code Code #6 0.44 29000 60 None Code Code Code #7 0.6 29000 60 None Code Code Code #8 0.79 29000 60 None Code Code Code #9 1 29000 60 None Code Code Code #10 1.27 29000 60 None Code Code Code #11 1.56 29000 60 None Code Code Code • Materials-5 D-6 2018.05.09 2nd Floor_18 in_EW POUR STRIP.cpt-6/20/2018 Materials (2) SSR Systems III Stud Area Head Area Min Clear Head Specified Stud Fy Stud Spacing Rounding Min Studs System SSR System Name (in2) (int) Spacing(inches) Spacing(inches) (ksi) Increment (inches) Per Rail Type 3/8"SSR 0.11 1.11 0.5 None 50 0.25 2 Rail 1/2"SSR 0.196 1.96 0.5 None 50 0.25 2 Rail 5/8"SSR 0.307 3.07 0.5 None 50 0.25 2 Rail 3/4"SSR 0.442 4.42 0.5 None 50 0.25 2 Rail Ancon Shearfix Auto-3)71217 1.096 0.5906 None 72.52 0.03937 2 Rail Ancon Shearfix 10 mrt0.1217 1.096 0.5906 None 72.52 0.03937 2 Rail Ancon Shearfix 12 mn0.1753 1.578 0.5906 None 72.52 0.03937 2 Rail Ancon Shearfix 14 mr>6.2386 2.147 0.5906 None 72.52 0.03937 2 Rail Ancon Shearfix 16 mn0.3116 2.805 0.5906 None 72.52 0.03937 2 Rail Ancon Shearfix 20 mn0.4869 4.383 0.5906 None 72.52 0.03937 2 Rail Ancon Shearfix 24 mn0.7012 6.311 0.5906 None 72.52 0.03937 2 Rail • • Materials-6 D-7 2018.05.09 2nd Floor_18 in_EW POUR STRIP.cpt-6/20/2018 Loadings • Loading Name Type Analysis On-Pattern Factor Off-Pattern Factor Self-Dead Loading Self-Weight Normal 1 1 Balance Loading Balance Normal 1 1 Hyperstatic Loading Hyperstatic Hyperstatic 1 1 Construction Dead Load Stressing Dead Normal 1 1 Dead Load Dead Normal 1 1 Live Load Reducible Live(Reducible) Normal 1 0 Live Load Unreducible Live(Unreducible) Normal 1 0 Partition Load Live(Unreducible) Normal 1 0 Live Load Storage Live(Storage) Normal 1 0 Live Load Roof Live(Roof) Normal 1 0 S i Loadings-7 D-8 2018.05.09 2nd Floor_18 in_EW POUR STRIP.cpt-6/20/2018 Load Combinations All Dead LC • Active Design Criteria: <none> Analysis: Linear Loading Standard Factor Alt.Envelope Factor Self-Dead Loading 1 1 Dead Load 1 1 Dead + Balance LC Active Design Criteria: <none> Analysis: Linear Loading Standard Factor Alt.Envelope Factor Self-Dead Loading 1 1 Balance Loading 1 1 Dead Load 1 1 Initial Service LC Active Design Criteria: Initial Service Design Analysis: Linear Loading Standard Factor Alt.Envelope Factor Self-Dead Loading 1 1 Balance Loading 1.13 1.13 Construction Dead Load 1 1 Service LC: D + L • Active Design Criteria: User Minimum Design, Code Minimum Design, Service Design Analysis: Linear Loading Standard Factor Alt.Envelope Factor Self-Dead Loading 1 1 Balance Loading 1 1 Dead Load 1 1 Live Load Reducible 1 0 Live Load Unreducible 1 0 Live Load Storage 1 0 Partition Load 1 0 Service LC: D + Lr Active Design Criteria: User Minimum Design, Code Minimum Design, Service Design Analysis: Linear Loading Standard Factor Alt.Envelope Factor Self-Dead Loading 1 1 Balance Loading 1 1 Dead Load 1 1 Live Load Roof 1 0 Load Combinations-8 D-9 2018.05.09 2nd Floor_18 in_EW POUR STRIP.cpt-6/20/2018 Load Combinations (2) • Service LC: D + S Active Design Criteria: <none> Analysis: Linear Loading Standard Factor Alt.Envelope Factor Self-Dead Loading 1 1 Balance Loading 1 1 Service LC: D + 0.75L + 0.75Lr Active Design Criteria: User Minimum Design, Code Minimum Design, Service Design Analysis: Linear Loading Standard Factor Alt.Envelope Factor Self-Dead Loading 1 1 Balance Loading 1 1 Dead Load 1 1 Live Load Reducible 0.75 0 Live Load Unreducible 0.75 0 Live Load Storage 0.75 0 Live Load Roof 0.75 0 Partition Load 0.75 0 Service LC: D + 0.75L + 0.75S Active Design Criteria: User Minimum Design, Code Minimum Design, Service Design • Analysis: Linear Loading Standard Factor Alt.Envelope Factor Self-Dead Loading 1 1 Balance Loading 1 1 Dead Load 1 1 Live Load Reducible 0.75 0 Live Load Unreducible 0.75 0 Live Load Storage 0,75 0 Partition Load 0,75 0 Sustained Service LC Active Design Criteria: Sustained Service Design Analysis: Linear Loading Standard Factor Alt.Envelope Factor Self-Dead Loading 1 1 Balance Loading 1 1 Dead Load 1 1 Live Load Reducible 0.5 0.5 Live Load Unreducible 0.5 0.5 Live Load Storage 1 1 Live Load Roof 0.5 0.5 Partition Load 0.5 0.5 Load Combinations-9 D-10 2018.05.09 2nd Floor_18 in_EW POUR STRIP.cpt-6/20/2018 Load Combinations (3) Factored LC: 1.4D • Active Design Criteria: User Minimum Design, Code Minimum Design, Strength Design, Ductility Design Analysis: Linear Loading Standard Factor Alt.Envelope Factor Self-Dead Loading 1.4 0.9 Hyperstatic Loading 1 1 Dead Load 1.4 0.9 Factored LC: 1.2D + 1.6L + 0.5Lr Active Design Criteria: User Minimum Design, Code Minimum Design, Strength Design, Ductility Design Analysis: Linear Loading Standard Factor Alt.Envelope Factor Self-Dead Loading 1.2 0.9 Hyperstatic Loading 1 1 Dead Load 1.2 0.9 Live Load Reducible 1.6 0 Live Load Unreducible 1.6 0 Live Load Storage 1.6 0 Live Load Roof 0.5 0 Partition Load 1.6 0 Factored LC: 1.2D + f1L + 1.6Lr Active Design Criteria: User Minimum Design, Code Minimum Design, Strength Design, Ductility Design Analysis: Linear • Loading Standard Factor Alt.Envelope Factor Self-Dead Loading 1.2 0.9 Hyperstatic Loading 1 1 Dead Load 1.2 0.9 Live Load Reducible 0.5 0 Live Load Unreducible 1 0 Live Load Storage 1 0 Live Load Roof 1.6 0 Partition Load 1 0 Factored LC: 1.2D + 1.6L + 0.5S Active Design Criteria: User Minimum Design, Code Minimum Design, Strength Design, Ductility Design Analysis: Linear Loading Standard Factor Alt. Envelope Factor Self-Dead Loading 1.2 0.9 Hyperstatic Loading 1 1 Dead Load 1.2 0.9 Live Load Reducible 1.6 0 Live Load Unreducible 1.6 0 Live Load Storage 1.6 0 Partition Load 1.6 0 • • Load Combinations- 10 D-11 2018.05.09 2nd Floor_18 in_EW POUR STRIP.cpt-6/20/2018 Load Combinations (4) • Factored LC: 1.2D + f1L + 1.6S Active Design Criteria: User Minimum Design, Code Minimum Design, Strength Design, Ductility Design Analysis: Linear Loading Standard Factor Alt.Envelope Factor Self-Dead Loading 1.2 0.9 Hyperstatic Loading 1 1 Dead Load 1.2 0.9 Live Load Reducible 0.5 0 Live Load Unreducible 1 0 Live Load Storage 1 0 Partition Load 1 0 SELF WEIGHT ONLY Active Design Criteria: <none> Analysis: Linear Loading Standard Factor Alt.Envelope Factor Self-Dead Loading 1 1 Balance Loading 1 1 Hyperstatic Loading 1 1 S • Load Combinations-11 D-12 2018.05.09 2nd Floor_18 in_EW POUR STRIP.cpt-6/20/2018 Design Rules Code Minimum Desig • 318-11 Min. Reinforcement User Minimum Desig Specified Min.Reinforcement Initial Service Desigi 318-11 Initial Service Design Service Design 318-11 Service Design Include detailed section analysis Sustained Service Desigi 318-11 Sustained Service Design Strength Design 318-11 Strength Design Punching Shear Design Ductility Desigi 318-11 Ductility Design • • Design Rules-12 D-13 2018.05.09 2nd Floor_18 in_EW POUR STRIP.cpt-6/20/2018 Detailing Rules • Custom Span Detailing Rules /4-, R1 x max(La,L. "1 x max(La,Lb) *Ri x max(Lb,5 *R1 x max(Lb,5Lc)/ � a 7 '''9.7 -7 , ';;;' r— ''..;.'tr, ,� x La Lb y` Lc Rule A A B B C C D D E E F F Name Fraction R1 Fraction R1 Fraction R1 Fraction R2 Fraction R2 Fraction R2 None 0 0 0 0 0 0 0 0 0 0 0 0 "A","B"and"C",are support reinforcement sets,based on the peak reinforcement in the support zone. "D","E"and"F",are span reinforcement sets,based on the peak reinforcement in the span zone. "*R1"is never taken as greater than 0.2 when multiplied by Lc(or Lcc). "Fraction"is the ratio of set reinforcement to peak reinforcement.It is always in the 0.0 to 1.0 range. • 0 Detailing Rules-13 D-14 2018.05.09 2nd Floor_18 in_EW POUR STRIP.cpt-6/20/2018 Load History DurationTotal Age • Load History Step Name Load Combination (dadayss)) (days) SELF WT ONLY-Initial Stress Service LC: D+S 0 3 Maximum Short Term Load Service LC: D+ L 30 33 Sustained Load Sustained Service LC 5000 5033 Final Instantaneous Load Service LC: D+L 0 5033 • • Load History-14 D-15 2018.05.09 2nd Floor_18 in_EW POUR STRIP,cpt-6/20/2018 Mesh Standard Plan �.e�..�.�. ,R, ,-. 3 • \} \ \ may. .r: L Ill Mesh Input: Standard Plan- 15 D-16 2018.05.09 2nd Floor_18 in_EW POUR STRIP.cpt-6/20/2018 Dead Load: All Loads Plan ii ii 0 I i . . 1g -,,•-- .. „ A I ...._,... .. A , .. ,,",,'". 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VIE*. i f ► Th j o- / ,,,,.....„----, _ (-- iK___c-_\-- i ii .\, ( f- /'-----7\ i ____/ c3:),-,---- \ 14 , _ ,,,, / I \— ---)c) o-" 1 _, ____ .._ ___„,\. \ r 1 _ a- s___. 7------- — -_.! III „.::, ,-,_. , / r \ - ( 1 ::, i ________" 7- r ,0 „.._.. _ „.....,,,_,,,‘..„ - „--- f ,.. ._ ) , , 7,, ,7-- _O__:- 'I , .• f i ,/` ........._............i....._................1-I........................................nom 1 1—E> S Design Strip: Punching Checks Plan-21 D-22 2018.05.09 2nd Floor_18 in_EW POUR STRIP.cpt-6/20/2018 Manual Latitude Tendon: Standard Plan g ar-r S Outlina. b.,.Elenrnts CM Elemonlaft.alab .hp lab,�,..Som.Outline. • . ., ,..N, ,.: o,,,,,fin„ 34 --- s% ,,,.5e----' LA .,,,---9-' pt . .fix . aes• ,,x: —••'1 It,'" ?} ng , L^' of ay \ ,',S . +%xN.,rs^- �� `ii t 419 {. g9 v V g, t1' 0 4Y%' • e.' iry ,,,,,,,,,.,t-' .:0--"' • m • • • ''i1 i C, [. L i Manual Latitude Tendon: Standard Plan-22 D-23 2018.05.09 2nd Floor_18 in_EW POUR STRIP.cpt-6/20/2018 Generated Longitude Tendon: Standard Plan 3'r \ \ \& \ t `" \,,`;t, \ 'iu\,,,, ;. 1 , \`.. \\ t'. '\ . '`\ `�3 '' \ `#1 \ - \ \ t° \a \ , \ L ci as \ \ \ Y a^ w \` 1* \4 "11'''''C \ L.•�''i3 r. "$ tt '',;,,1i1 t> i. •: \k t% t - k 1.,;x„ %, \;,...‘k0 ,'''s \ \ '''' V C:,s ‘\c," '1' t 4 ,;,'‘I., :-\\ 7 ‘,. \''' - . ,,. c \,,,'1, ''':i \731 ''':,."..i 1, cy "' N° l� \tk, t 1,, ‘• \ \:, 't t ', ,q>, , .‘„, \‘. ' , f \ ' t ''.'' \ \-, !... '.,•' \ c \ ,,,,,1 • „4,, ,c \ ,, %.4 % ,.,rt \!, \, \°' - - '. \ ' . '''7,, )x 4 t Ps \ L • Generated Longitude Tendon: Standard Plan-23 D-24 2018.05.09 2nd Floor_18 in_EW POUR STRIP.cpt-6/20/2018 0 Final Instantaneous Load: Std Deflection Plan .: k. Rot Above Slab Memel.Slab Element 0.11.Only /._.____:,:::. w. G y .... -- ,,,..1///,,,,ii cf,,,,' ''; °i:f, ' .,„„,t ; 1., ". 7 '-' ,:;;',,,,, hM1 ,‘`,/1' 1 -, .- '' ' ,/,:;:,,41.:,,, ,,,,, 49T:* '' -7'. % /', \ ', It'''fli ''' '''' '' ' ir; 0 /, 'f,0/;:if;;-'''''', • '' i ' ,77; 0c, , ,ff/ /;, 4 , ;;-,///,'/,/ . 9,- -. , //'-' ///'''n--4;'<re---, r': , . ;,,,„./?,‘ ,:„ Is „7 ., zz,/,,,,, ,!;i ,ze,, , -,. 4 ':, ca///,' „,z,( ,, 1 -,,. , .;416 Ar,r;-'/!/._:„.,:----_-- \-,,,,,,,,,,, 4 0 ins ,r 1 t s / , ,,,,,,,,— /4 g A • Final Instantaneous Load: Std Deflection Plan-24 2 2018.05.09 2nd Floor_18 in_EW POUR STRIP.cptD--6/520/2018 Design Status: Status Plan • �:° �k t:,a �.m::S:*°mo..�.: 4SS.. A:,a. .. So..:,*: ,.o,7_:.,"kd.o,-05.. ig..—a.,:05o..b..�.��b�� • • • ....> .. 3.. �.. ,. 4:\ • • • LE>. • Design Status:Status Plan-25 D-26 2018.05.09 2nd Floor_18 in_EW POUR STRIP.cpt-6/20/2018 Design Status: Top Reinforcement Plan .--=,.=.."....71.=t....n...v.a..........„„,......n................_...................... ,,..,, ,_„...,.........w,_____,„_,,........., Sesh.,1.15.3 . \ e \ \ A ' \ A „ \ . , .,., . • „„ . , , „,..,....„.. . _ \ , ,,.., ..„, ,...,. ,.. \ _,..,,..„. ,_ ,. ., ... ..: .. ; L 0 Design Status:Top Reinforcement Plan-26 D-27 2018.05.09 2nd Floor_18 in_EW POUR STRIP.cpt-6/20/2018 Design Status: Bottom Reinforcement Plan � .M..o .0 .. � 410 �,....�..85..05. ,.OS05.05.1. .050,.,�.:OS ..00,5555 A ....-... '•i \• `'l • ,. „ , , ,,,,, ,„ .., --,„, ,, .i. ,„ ., ..„ , . .. „. , , \ . „, 1 „, -,,:, \ , , ‘,, „ , . „., , „ . „„„„„._ „,,,,-„, , ____ _--- . v,,„ , , , „,, _ , _ , LE,.. • Design Status: Bottom Reinforcement Plan-27 D-28 2018.05.09 2nd Floor_18 in_EW POUR STRIP.cpt-6/20/2018 Design Status: SSR Plan 0 • ti t, LSk • is ......... ......... ‘ ... t L 0 Design Status: SSR Plan-28 D-29 • Tigard Storage Facility 3rd Floor PT Slab .. �-.., h i> Ill4100000. 4 . - 2018.05.03 3rd Floor_Beam.cpt 6/20/2018 18031-0057 • RAM Concept©2017 Bentley Systems,Inc. RAM Concept'"is a trademark of Bentley Systems 6.4 D-30 2018.05.03 3rd Floor_Beam.cpt-6/20/2018 Table of Contents Units 3 • Signs 4 Materials 5 Loadings 7 Load Combinations 8 Design Rules 12 Detailing Rules 13 Load History 14 Mesh Input: Standard Plan 15 Dead Load:All Loads Plan 16 Live Load Unreducible: All Loads Plan 17 Service LC: D+ L: Bottom X Stress Plan 18 Design Strip: Latitude Design Spans Plan 19 Design Strip: Longitude Design Spans Plan 20 Design Strip: Punching Checks Plan 21 Generated Latitude Tendon: Standard Plan 22 Manual Longitude Tendon: Standard Plan 23 Final Instantaneous Load: Std Deflection Plan 24 Design Status: Status Plan 25 Design Status:Top Reinforcement Plan 26 Design Status: Bottom Reinforcement Plan 27 Design Status: Shear Reinforcement Plan 28 Design Status:SSR Plan 29 • i Table of Contents-2 D-31 2018.05.03 3rd Floor_Beam.cpt-6/20/2018 Units • Geometry Unit Plan Dimensions:feet Slab Thickness: inches Support Dimensions: inches Angles: degrees Elevations: inches Support Height: feet Loading and Reaction Unit Point Force: Kips Line Force: kips/ft Area Force: psf -Report As Zero: 0 Kips -Report As Zero: 0 kips/ft -Report As Zero: 0 psf Point Moment: kip-ft Line Moment: Kips Area Moment: #/foot -Report As Zero: 0 kip-ft -Report As Zero:0 Kips -Report As Zero: 0#/foot Spring and Stiffness Unit Point Force Spring: kips/in Line Force Spring: ksi Area Force Spring: pci Point Moment Spring: k-ft/° Line Moment Spring: k/° Area Moment Spring: k/ft° Slab Analysis Unit • Force: Kips Moment: kip ft Concrete Stress: psi -Report As Zero: 0 Kips -Report As Zero: 0 kip-ft -Report As Zero: 0 psi Force Per Width: kips/ft Moment Per Width: Kips Deflection: inches -Report As Zero: 0 kips/ft -Report As Zero:0 Kips -Report As Zero: 0 inches Materials Unit Concrete Volume:yd3 Reinforcing Area: in2 PT Force: Kips Reinforcement Weight:tons Tendon Profile: inches Reinforcing Stress: ksi PT Weight: pounds Cover: inches Miscellaneous Unit Floor Area:ft2 Density: pcf Elongations: inches Tendon Angles(for friction): radians 0 Units-3 D-32 2018.05.03 3rd Floor_Beam.cpt-6/20/2018 Signs S Positive Loads Positive Analysis 1011 (4 0 1FP � b............P Positive Reactions • I---7L---// y.7 • Signs-4 D-33 2018.05.03 3rd Floor_Beam.cpt-6/20/2018 Materials • Concrete Mix Mix Density Density For fci fc fcui fcu Poisson User Eci User Ec Name (pcf) Loads(pd) (psi) (psi) (psi) (psi) Ratio Ec Cale (psi)(P 1 <PSiJ 3000 psi 150 150 3000 3000 3725 3725 0.2 Code 2500000 3000000 4000 psi 150 150 3000 4000 3725 4975 0.2 Code 2500000 3000000 5000 psi 150 150 3000 5000 3725 6399 0.2 Code 2500000 3000000 6000 psi 150 150 3000 6000 3725 7450 0.2 Code 2500000 3000000 PT Systems System Aps Eps fse fpy fpu Duct Width Strands Min Radius Name Type (int) (ksi) (ksi) (ksi) (ksi) (inches) Per Duct (feet) 1/2"Unbonded unbonded 0.153 28000 175 243 270 0.5 1 6 1/2"Bonded bonded 0.153 28000 160 243 270 3 4 6 0.6"Unbonded unbonded 0.217 28000 175 243 270 0.6 1 8 0.6"Bonded bonded 0.217 28000 160 243 270 4 4 8 PT Stressing Parameters System Jacking Stress Seating Loss Anchor Wobble Friction Angular Friction Long-Term Losses Name (ksi) (inches) Friction (1/feet) (1/radians) (ksi) 1/2"Unbonded 216 0.25 0 0.0014 0.07 22 1/2"Bonded 216 0.25 0.02 0.001 0.2 22 ill0.6"Unbonded 216 0.25 0 0.0014 0.07 22 0.6"Bonded 216 0.25 0.02 0.001 0.2 22 Reinforcing Bars Bar As Es Fy Straight 90 Hook 180 Hook Name (in2) (ksi) (ksi) Coating Ld/Db Ld/Db Ld/Db #3 0.11 29000 60 None Code Code Code #4 0.2 29000 60 None Code Code Code #5 0.31 29000 60 None Code Code Code #6 0.44 29000 60 None Code Code Code #7 0.6 29000 60 None Code Code Code #8 0.79 29000 60 None Code Code Code #9 1 29000 60 None Code Code Code #10 1.27 29000 60 None Code Code Code #11 1.56 29000 60 None Code Code Code • Materials-5 D-34 2018.05.03 3rd Floor_Beam.cpt-6/20/2018 Materials (2) SSR Systems • Stud Area Head Area Min Clear Head Specified Stud Fy Stud Spacing Rounding Min Studs System SSR System Name (in2) (in2) Spacing(inches) Spacing(inches) (ksi) Increment (inches) Per Rail Type 3/8"SSR 0.11 1.11 0.5 None 50 0.25 2 Rail 1/2"SSR 0.196 1.96 0.5 None 50 0.25 2 Rail 5/8"SSR 0.307 3.07 0.5 None 50 0.25 2 Rail 3/4"SSR 0.442 4.42 0.5 None 50 0.25 2 Rail Ancon Shearfix Auto-SilA217 1.096 0.5906 None 72.52 0.03937 2 Rail Ancon Shearfix 10 mn0.1217 1.096 0.5906 None 72.52 0.03937 2 Rail Ancon Shearfix 12 mn0.1753 1.578 0.5906 None 72.52 0.03937 2 Rail Ancon Shearfix 14 mn0.2386 2.147 0.5906 None 72.52 0.03937 2 Rail Ancon Shearfix 16 mn0.3116 2.805 0.5906 None 72.52 0.03937 2 Rail Ancon Shearfix 20 mr>9.4869 4.383 0.5906 None 72.52 0.03937 2 Rail Ancon Shearfix 24 mn0.7012 6.311 0.5906 None 72.52 0.03937 2 Rail • • Materials-6 D-35 2018.05.03 3rd Floor_Beam.cpt-6/20/2018 Loadings • Loading Name Type Self Weight Analysis On-Pattern Factor Off-Pattern Factor Self Dead Loading Normal 1 1 Balance Loading Balance Normal 1 1 Hyperstatic Loading Hyperstatic Hyperstatic 1 1 Construction Dead Load Stressing Dead Normal 1 1 Dead Load Dead Normal 1 1 Live Load Reducible Live(Reducible) Normal 1 0 Live Load Unreducible Live(Unreducible) Normal 1 0 Partition Load Live(Unreducible) Normal 1 0 Live Load Storage Live(Storage) Normal 1 0 Live Load Roof Live(Roof) Normal 1 0 • • Loadings-7 D-36 2018.05.03 3rd Floor_Beam.cpt-6/20/2018 Load Combinations All Dead LC • Active Design Criteria: <none> Analysis: Linear Loading Standard Factor Alt.Envelope Factor Self-Dead Loading 1 1 Dead Load 1 1 Dead + Balance LC Active Design Criteria: <none> Analysis: Linear Loading Standard Factor Alt.Envelope Factor Self-Dead Loading 1 1 Balance Loading 1 1 Dead Load 1 1 Initial Service LC Active Design Criteria: Initial Service Design Analysis: Linear Loading Standard Factor Alt.Envelope Factor Self-Dead Loading 1 1 Balance Loading 1.13 1.13 Construction Dead Load 1 1 Service LC: D + L Active Design Criteria: User Minimum Design, Code Minimum Design, Service Design Analysis: Linear Loading Standard Factor Alt.Envelope Factor Self-Dead Loading 1 1 Balance Loading 1 1 Dead Load 1 1 Live Load Reducible 1 0 Live Load Unreducible 1 0 Live Load Storage 1 0 Partition Load 1 0 Service LC: D + Lr Active Design Criteria: User Minimum Design, Code Minimum Design, Service Design Analysis: Linear Loading Standard Factor Alt. Envelope Factor Self-Dead Loading 1 1 Balance Loading 1 1 Dead Load 1 1 Live Load Roof 1 0 i Load Combinations-8 D-37 2018.05.03 3rd Floor_Beam.cpt-6/20/2018 Load Combinations (2) • Service LC: D + S Active Design Criteria: User Minimum Design, Code Minimum Design, Service Design Analysis: Linear Loading Standard Factor Alt.Envelope Factor Self-Dead Loading 1 1 Balance Loading 1 1 Dead Load 1 1 Service LC: D + 0.75L + 0.75Lr Active Design Criteria: User Minimum Design, Code Minimum Design, Service Design Analysis: Linear Loading Standard Factor Alt.Envelope Factor . Self-Dead Loading 1 1 Balance Loading 1 1 Dead Load 1 1 Live Load Reducible 0.75 0 Live Load Unreducible 0.75 0 Live Load Storage 0.75 0 Live Load Roof 0.75 0 Partition Load 0.75 0 Service LC: D + 0.75L + 0.75S • Active Design Criteria: User Minimum Design, Code Minimum Design, Service Design Analysis: Linear Loading Standard Factor Alt.Envelope Factor Self-Dead Loading 1 1 Balance Loading 1 1 Dead Load 1 1 Live Load Reducible 0.75 0 Live Load Unreducible 0.75 0 Live Load Storage 0.75 0 Partition Load 0.75 0 Sustained Service LC Active Design Criteria: Sustained Service Design Analysis: Linear Loading Standard Factor Alt.Envelope Factor Self-Dead Loading 1 1 Balance Loading 1 1 Dead Load 1 1 Live Load Reducible 0.5 0.5 Live Load Unreducible 0.5 0.5 Live Load Storage 1 1 Live Load Roof 0.5 0.5 Partition Load 0.5 0.5 • Load Combinations-9 D-38 2018.05.03 3rd Floor_Beam.cpt-6/20/2018 Load Combinations (3) Factored LC: 1.4D • Active Design Criteria: User Minimum Design, Code Minimum Design, Strength Design, Ductility Design Analysis: Linear Loading Standard Factor Alt.Envelope Factor Self-Dead Loading 1.4 0.9 Hyperstatic Loading 1 1 Dead Load 1.4 0.9 Factored LC: 1.2D + 1.6L + 0.5Lr Active Design Criteria: User Minimum Design, Code Minimum Design, Strength Design, Ductility Design Analysis: Linear Loading Standard Factor Alt.Envelope Factor Self-Dead Loading 1.2 0.9 Hyperstatic Loading 1 1 Dead Load 1.2 0.9 Live Load Reducible 1.6 0 Live Load Unreducible 1.6 0 Live Load Storage 1.6 0 Live Load Roof 0.5 0 Partition Load 1.6 0 Factored LC: 1.2D + 111 + 1.6Lr Active Design Criteria: User Minimum Design, Code Minimum Design, Strength Design, Ductility Design Analysis: Linear Loading Standard Factor Alt.Envelope Factor Self-Dead Loading 1.2 0.9 Hyperstatic Loading 1 1 Dead Load 1.2 0.9 Live Load Reducible 0.5 0 Live Load Unreducible 1 0 Live Load Storage 1 0 Live Load Roof 1.6 0 Partition Load 1 0 Factored LC: 1.2D + 1.6L + 0.5S Active Design Criteria: User Minimum Design, Code Minimum Design, Strength Design, Ductility Design Analysis: Linear Loading Standard Factor Alt.Envelope Factor Self-Dead Loading 1.2 0.9 Hyperstatic Loading 1 1 Dead Load 1.2 0.9 Live Load Reducible 1.6 0 Live Load Unreducible 1.6 0 Live Load Storage 1.6 0 Partition Load 1.6 0 i Load Combinations- 10 D-39 2018.05.03 3rd Floor_Beam.cpt-6/20/2018 Load Combinations (4) • Factored LC: 1.2D + f1L + 1.6S Active Design Criteria: User Minimum Design, Code Minimum Design, Strength Design, Ductility Design Analysis: Linear Loading Standard Factor Alt.Envelope Factor Self-Dead Loading 1.2 0.9 Hyperstatic Loading 1 1 Dead Load 1.2 0.9 Live Load Reducible 0.5 0 Live Load Unreducible 1 0 Live Load Storage 1 0 Partition Load 1 0 • • Load Combinations-11 D-40 2018.05.03 3rd Floor_Beam.cpt-6/20/2018 Design Rules Code Minimum Desig IP 318-11 Min.Reinforcement User Minimum Desig Specified Min. Reinforcement Initial Service Desig! 318-11 Initial Service Design Service Design 318-11 Service Design Include detailed section analysis Sustained Service Desigi 318-11 Sustained Service Design Strength Design 318-11 Strength Design Punching Shear Design Ductility Desigi 318-11 Ductility Design • • Design Rules-12 I D-41 2018.05.03 3rd Floor_Beam.cpt 6/20/2018 Detailing Rules • Custom Span Detailing Rules Rix max(La,LLbb it1 x max(La,LLb) *R1 x max(Lb,5L ....7..:,,,,,,,,:4--.,...1 x max(Lb,5Lc) 414. ,y��' �/�y �,,:_%� Vii.: is�l_/'.` /�y X1'' 19 _ � ,//'— �ia lx -x thip: ' �, Lc ':* „ tip:.7:.------/---------,...:-r „ _ fir:r , ,4:: La Lb y Rule A A B B C C D D E E F F Name Fraction R1 Fraction R1 Fraction RS Fraction R2 fraction R2 Fraction R2 None 0 0 0 0 0 0 0 0 0 0 0 0 "A","B"and"C",are supportreinforcement sets,based on the peak reinforcement in the support zone. "D","E"and"F',are span reinforcement sets,based on the peak reinforcement in the span zone. never takyn as greater than 0.2 when mull plied by Lc(or Lcc). "Fraction"is the ratio of set reinforcement to peak reinforcement.It is always in the 0.0 to 1.0 range. • i Detailing Rules-13 D-42 2018.05.03 3rd Floor_Beam.cpt-6/20/2018 Load History Duration Total Age • Load History Step Name Load Combination (days) (days) Maximum Short Term Load Service LC: D+ L 30 33 Sustained Load Sustained Service LC 5000 5033 Final Instantaneous Load Service LC: D+L 0 5033 • i Load History-14 D-43 2018.05.03 3rd Floor_Beam.cpt-6/20/2018 Mesh Input: Standard Plan • Mesh Input: Beams; Beam Priorities; Slab Areas; Slab Area Priorities; Slab Openings; Slab Opening Priorities; Scale= 1:87.9 1 H Priority=0 14 ° j n. ! • : I I 1 f S Mesh Input: Standard Plan- 15 D-44 2018.05.03 3rd Floor_Beam.cpt-6/20/2018 Dead Load: All Loads Plan Dead Load: User Lines; User Notes; User Dimensions; Point Loads; Point Load Icons; Point Load Values; Lin( • Drawing Import: User Lines; User Notes; User Dimensions; Element: W E}otp@nts Below; Wall Elements Above; Wall Element Outline Only; Column Elements Below; Cc Scale= 1:8 - Fz-125 Fz=10' Fz=125 ! 0 Fz=0,695 _ Fz=0.325 - I 1 • 1 • • • I H . I • • • • • • • • • • ,Fz=0.695 Fz 0 325 I1 4 Fz=125 0 ....... Fz=10 Fz=125® • Fz=10 i Dead Load:All Loads Plan-16 D-45 2018.05.03 3rd Floor_Beam.cpt-6/20/2018 Live Load Unreducible: All Loads Plan • Live Load Unreducible: User Lines; User Notes; User Dimensions; Point Loads; Point Load Icons; Point Load Drawing Import: User Lines; User Notes; User Dimensions; Element: Wall Elements Below; Wall Elements Above; Wall Element Outline Only; Column Elements Below; Cc Scale= 1:87.9 ,T_Fz=375 , _b.�> Fz=375 9 I ° Fz=O 1 I 1j I I I \ .1I I ••I •IIII : . ...„. ,: ..•• ,, , i •. .:• ,„,, .. , , 1 • i : . . . ..••, ,i , . i : .. : i • ,•. ,• .: ,: , j : ,• , li : . • . „ , , , • • • • , , , s�S Fz=0.88 � Fz=0.94 Fz=375 Fz=375 - S Live Load Unreducible:All Loads Plan-17 D-46 2018.05.03 3rd Floor_Beam.cpt-6/20/2018 Service LC: D + L: Bottom X Stress Plan Service LC: D + L: User Lines; User Notes; User Dimensions; • Drawing Import: User Lines; User Notes; User Dimensions; Element: Wall Elements Below; Wall Elements Above; Wall Element Outline Only; Column Elements Below; Cc Scale= 1:87.9 Service LC: D + L- Reaction Plot: (Column Below)(Fz,Mr,Ms)(Max Fz Context) S Fz=258 Mr=-137 ..Fz.=161..........................................__............._.._..............._......._........_...__..._...... .............................. ..._......................._..__............................�.._.....(1.. !4°-'7.413 ... • =. s 3 Mr=-57.5 ,1..., " • Fz=281 Mr=18.4 4110 Fz=139Lo Mr=67 tip w ,Ms=-175u 2 ; tt -_ ... i Service LC: D+ L: Bottom X Stress Plan- 18 D-47 2018.05.03 3rd Floor_Beam.cpt-6/20/2018 Design Strip: Latitude Design Spans Plan ii) Design Strip: Latitude Span Boundaries; Latitude SSs; Latitude DSs; Latitude Strip Boundaries; Latitude SSS: Drawing Import: User Lines; User Notes; User Dimensions; Element: Wall Elements Above; Wall Elements Below; Wall Element Outline Only; Column Elements Above; C< Scale= 1:87.9 r . o + a€art I j • I, i. -./... .,, ...,,, , , ,. . , - , • /:;::'--71: 1 1 I ! I I 1 I 1 i 1 i' , !1 s I ji • is is i€ I 11111111 ' 1111 : 1111 :65%DL Balanced 3Q°l«DL+ L .Balnced' • • Design Strip: Latitude Design Spans Plan-19 D-48 2018.05.03 3rd Floor_Beam.cpt-6/20/2018 Design Strip: Longitude Design Spans Plan Design Strip: Longitude Span Boundaries; Longitude SSs; Longitude DSs; Longitude Strip Boundaries; Longi • Drawing Import: User Lines; User Notes; User Dimensions; Element: Wall Elements Above; Wall Elements Below; Wall Element Outline Only; Column Elements Above; Cc Scale = 1:87.9 I 434 f % :•iJ JY'' , J 7 C co 1331: xml J 1 ; %.i �.�................._.............._._................................................................__.....................................`;• %a i GTI J%%%l i i%,,�y.%, ,e).! ......._............................_; ; i /i i V t d --_- % ' aa''dye i^` • ....._ lit. 01 i• J �r t'. yy 1 j•� % • Design Strip: Longitude Design Spans Plan-20 D-49 2018.05.03 3rd Floor_Beam.cpt-6/20/2018 Design Strip: Punching Checks Plan • Design Strip: User Lines; User Notes; User Dimensions; Punching Checks; Punching Check Sections; Drawing Import: User Lines;.User_Notes; User Dimensions; Element: Wall Elements Below; Wall Elements Above; Wall Element Outline Only; Column Elements Below; Cc Scale= 1:87 j4' N\ � \ /--r- I I / ---,_____ : -- / • • • I •7--------r- .: .7 / . .• • . : , , , . „ • • . . . , , . , : „ , , , • A I •••• i x/ • Design Strip: Punching Checks Plan-21 D-50 2018.05.03 3rd Floor_Beam.cpt-6/20/2018 Generated Latitude Tendon: Standard Plan Generated Latitude Tendon: User Lines; User Notes; User Dimensions; Tendons; Num Strands; Tendon Infleci Drawing Import: User Lines; User Notes; User Dimensions; Element: Wall Elements Below; Wall Elements Above; Wall Element Outline Only; Column Elements Below; Cc Scale = 1:87.9 , , 1 10„............ 7.47S 2.75 7.47S I..........„„„„ ip ,. , , 1 . . . 10 7.47S 2.75 7.47S 1 I 10 ' +i .„•••' I .,,r•rrr' 10 7.47S 2.75 7.47S1 10 , 1 1 . . , 10 7.47S 2.75 7,47S 1 1 10 10 7.47S 2.75 7.47S 1 110 + , . . . . . . rr rr IP 1.9 7A7S 2.75 7A7S i 110 4 !! I ,•• . .. . . 10 7.47S 2.75 7.47S 1 110 10 7A7S 2.75 7.47S 1 10 + i : .• , ., . . . • . .•• , • , , fo i..„.,....47A7S 2.75 7.47S .1 11: t 4 . . , i L-444-i 1 1 ! • Generated Latitude Tendon: Standard Plan-22 D-51 2018.05.03 3rd Floor_Beam.cpt-6/20/2018 Manual Longitude Tendon: Standard Plan • Manual Longitude Tendon: Tendons; Num Strands; Tendon 1pfIgction Ratio; Jacks; Tendon Points; Profile Vali Drawing Import: User Notes; User Lines; User Dimensions; Element: Wall Elements Above; Wall Elements Below; Wall Element Outline Only; Column Elements Above; Cc Design Strip: SSS Balance Percentages; Longitude Tendon Parameters: Banded Tendons; Banded Tendon Description; Distributed Tendon Quadrilater Scale = 1:87.9 0 in I r' tai col 1 in' • a P! Ni e-1 j 1(01 1 I I CO rl ,"""",•,,., 4111 , ie., , . , , . . . , , , , • L.a j , „co jy� I . Vi , , 01 1 01 Y.1 ICO -t 32.7 acs • Manual Longitude Tendon:Standard Plan-23 D-52 2018.05.03 3rd Floor_Beam.cpt-6/20/2018 Final Instantaneous Load: Std Deflection Plan Final Instantaneous Load: User Lines; User Notes; User Dimensions; • Drawing Import: User Lines; User Notes; User Dimensions; Element: Wall Elements Below; Wall Elements Above; Wall Element Outline Only; Column Elements Below; Cc Scale = 1:87.9 Final Instantaneous Load -Vertical Deflection Plot -0.07 0 0.07 0.14,/,-%/_.21 0.28 0.35 0.42 0.49 Min Value= -0.07234 inches @(56.79,55.84) Max Value= 0.5858 inches @(76.83,73.99) 0.35 r� %�� 007 0.35 028 f. 1O.42 ' / . \ , ' 0.35 049 028 g a ''' 0 35 0;/„ t1028 \ • / //a/ '' !' • f �rw, 0.21 �//, iti 049 � ' :0 . ., ,,,,.:„ 0.07 E • • 0 42 �� 0.42- a/ iY(/0.07 b 0 35 O14µ„' s • Final Instantaneous Load: Std Deflection Plan-24 D-53 2018.05.03 3rd Floor_Beam.cpt-6/20/2018 Design Status: Status Plan • Design Status: User Lines; User Notes; User Dimensions; Latitude Span Designs; Longitude Span Designs; S Drawing Import: User Lines; User Notes; User Dimensions; Element: Wall Elements Below; Wall Elements Above; Wall Element Outline Only; Column Elements Below; Cc Scale= 1:87.9 1 O (nen-standard section) I mo . 1 ' i C-1 . t2 1 OK ie OK j • I . 4.,0 ,,, .. , „,„ . i 30,3 1 OK 0(nciinist,andardsection) III Design Status: Status Plan-25 D-54 2018.05.03 3rd Floor_Beam.cpt-6/20/2018 Design Status: Top Reinforcement Plan Design Status: User Lines; User Notes; User Dimensions; Latitude Span Designs; Longitude Span Designs; S • Drawing Import: User Lines; User Notes; User Dimensions; Element: Wall Elements Below; Wall Elements Above; Wall Element Outline Only; Column Elements Below; Cc Reinforcement: Top Face Concentrated Reinf.; Both Faces Concentrated Reinf.;Auto Face Concentrated Rein Scale= 1:87.9 .. _ NI 11 N., :`#7 T try, 0 9€ ; , r` T 1 • Design Status:Top Reinforcement Plan-26 D-55 2018.05.03 3rd Floor_Beam.cpt-6/20/2018 Design Status: Bottom Reinforcement Plan • Design Status: User Lines; User Notes; User Dimensions; Latitude Span Designs; Longitude Span Designs; S Drawing Import: User Lines; User Notes; User Dimensions; Element: Wall Elements Below; Wall Elements Above; Wall Element Outline Only; Column Elements Below; Cc Reinforcement: Bottom Face Concentrated Reinf.; Both Faces Concentrated Reinf.;Auto Face Concentrated F Scale = 1:87.9 1 13#6. B. 4,, _.. I 1 i 7,!3e424-13 .1 . ...,, CN j j M '., r 11 III Design Status: Bottom Reinforcement Plan-27 D-56 2018.05.03 3rd Floor_Beam.cpt-6/20/2018 Design Status: Shear Reinforcement Plan Design Status: User Lines; User Notes; User Dimensions; Latitude Span Designs; Longitude Span Designs; S • Drawing Import: User Lines; User Notes; User Dimensions; Element: Wall Elements Below; Wall Elements Above; Wall Element Outline Only; Column Elements Below; Cc Scale = 1:87.9 • I 2 4 @4.61—' 1 I II 41 ............ • • i 2 44 05 17.2 • 1 I • #4@ 7 H, ill Design Status: Shear Reinforcement Plan-28 D-57 2018.05.03 3rd Floor_Beam.cpt-6/20/2018 Design Status: SSR Plan • Design Status: User Lines; User Notes; User Dimensions; PC Designs; SSR; SSR Description; SSR Details; Drawing Import: User Lines; User Notes; User Dimensions; Element: Wall Elements Below; Wall Elements Above; Wall Element Outline Only; Column Elements Below; Cc Scale= 1:87.9 I1 • • 1 1 1 •• •• 1 • M 1 • Design Status:SSR Plan-29 J:\31-Portland\2018 Portland Jobs\18031-0057 Atlanta Storage Facility\4-Calculations\B-Gravity\4-Columns\[ACI 318-11 Gravity Columns v6.26.14_Int_LV2.xlsx]ACI 318-11 Column MINNIER WilliMilil D C I Project No. SheetEo , notriEsps Version 6.26.14 18031-0057 Project Date Atlanta Storage Facility 6/18/18 • Subject By ACI 318-11 Column MK 24" x 24" Column w/ 12-#8 Verts & #4 ties @ 6" oc f', = 5000 psi fyt = 60000 psi OP, = 1547.8 k d=24.0 12-#8 Verts 0.35P0 = 1041.8 k hcd #4 ties @ 6"oc Agfa/10 = 288.0 k hxd y; Vert. Rein= 1.65% = 0.65 =1= fY„ = 60000 psi cl)A 4 -#8 Verts Rein.per ft height. 1.1 x Verts.=35.2 plf #4 ties Ties= 16.7 plf b=24.0 hcb hxb Asn d Total=51.9 plf • ®.. 4 #8 Verts y Assumed that 1.50 in (6.33"CL to CL of verts) 4.35Pp>Pu>A f c/10 ] -I (clear cover to res) Asn b (5.33"between verts) g 4 -#8 Verts (6.33"CL to CL of verts) 4 -#8 Verts No.legs (Ash b) = 4 (5.33"between verts) No. legs (Ash d) = 2 (Diagram Not to Scale) ACI 318-1 1 Section 21.13.3.1 s max = d/2 Section Not Used • x-direction s = 10.75 in y-direction s = 10.75 in Max spacing per ACI use s = 10.75 in 21.13.3.1 s = 10.75 in ACI 318-11 Section 21.6.4.4 as amended by 21.13.3.3 1(r Column Core Capacity (I) Asn = 0.3 I S b,byt ` J l` Ah ) 1 Eq. (21 4) 0.3P0 = 720.8 k l (I)Pn = 1249.4 k IF Ashb = 0.80 sq in IF Ashd = 0.40 sq in b ab = 21.000 in bad = 21.000 in f'a = 5000 psi f'a = 5000 psi Section Not Used f>rt = 60000 psi f yt = 60000 psi Ag = 576 sq in Ag = 576 sq in Half of Trans. Rcinf. Rcq'd per A oh = 441 sq in A ch = 441 sq in 21.13.3.3,if Pd>0.35 Pe THEN s b = 5.0 in THEN s d = 2.5 in 25 = 4.98 in r sb,f, (II) Ash = 0.09 I to Eq. (21-5) IF Ash b = 0.80 sq in IF Asn d = 0.40 sq in Section Not Used b cb = 21.000 in b cd = 21.000 in fc = 5000 psi f'c = 5000 psi f yt = 60000 psi f yt = 60000 psi 21.13.3.3,if P,,,>0.35 Pe THEN s b = 5.1 in THEN s d = 2.5 in 25 = 5.08 in ACI 318-08 Section 21.13.3.2 (a) s max = 6 x 1.000 in = 6.00 in0 use s = 6.00 in (b) s max = 6.0 in Min per ACI 21.13.3.2 s = 6.00 in Printed on 6/18/18 @ 5:10 PM J:\31-Portland\2018 Portland Jobs\18031-0057 Atlanta Storage Facility\4-Calculations\8-Gravity\4-Columns\[ACI 318-11 Gravity Columns v6.26.14_Int_LV2.xlsx]ACI 318-11 P-M Diagram 111111111111111111111 IIIIIIIIIIII DcI Project No. Sheet No. E-2 E riGIneeRs Version 6.26.14 18031-0057 Project tote • Atlanta Storage Facility 6/18/18 Subject ay MK I Unfactored Loads Clear Height Shear Factors *, D = 310.0 k H01 = 10.0 ft mC = 0.75 _ _ • L = 370.0 k ms = 0.75 'f — — • — X S = 0.0k - r b= 24.Oin h= 24.Oin • Load Combos per ACI 318-11 Section 21.13.3 Y Pu max = 1.2 D + 1.0 L + 0.2 S = 742.0 kip 24"x 24"Col w/ 12-#8 Verts Pu min = 0.9 D + 0.0 L + 0.0 S = 279.0 kip &#4 ties @ 6"oc P-M Interaction About X Axis P-M Interaction Diagram About X Axis Pu max = 742.0 kip m = 0.9 1600 Mmax = 554 k-ft Pu min = 279.0 kip m = 0.90 1400 - Mmin = 245 k-ft 1200 - Governing Moment,Mx = 554 k-ft 1000 - Maximum Probable Moment Mprx = 1.25MX/m = 770 k-ft 800 - x Q Use Moment Input Instead 600 - Mprx input = 220.0 k-ft 400 - 0in Shear Design Capacity 200 a_ OWN, = ,. .vcy +. msVsy = 129.0 kip e 0 , , 0 Use mvc 0 100 200 300 400 500 680 -200 - Probable Shear Check -400 Vey = 2Mprx/HcI = 44.0 kip 5 OVNy OW (k-ft) OK P-M Interaction About Y Axis P-M Interaction Diagram About Y Axis Pu max = 742.0 kip 0 = 0.65 2000 Mmax = 568 k-ft Pu min = 279.0 kip 0 = 0.90 Mmin = 599 k-ft 1500 - Governing Moment,My = 599 k-ft Maximum Probable Moment 1000 - Mpry = 1.25My/m = 832 k-ft Max Q Use Moment Input Instead 500 - Mpry input = 220.0 k-ft Min 0 Shear Design Capacity c 0 200 400 600 800 OVNx = msVsx = 64.5 kip e ❑Use mvc -500 • Probable Shear Check Vex = 2Mpry/Hct = 44.0 kip 5 0VNx -1000 OK Mnm (k-ft) Printed on 6/18/18 @ 5:10 PM -3 • AMPLIFIED DRIFT=0.24" Ms Me Ms M] • Loads:BLC 1.EQ AFL SK-2 • June 18, 2018 at 5:23 PM Member Labels Colulmn Drift Analysis.r3d E-4 • • ............................................................................ ............................:........................ t9).% • LO&SLC 1,EQ C£FL Results for LC I.EO DEFLECTION MerterzBend,Moments ykM • SK- 1 June 18, 2018 at 5:20 PM Induced Moments due to Drift Colulmn Drift Analysis.r3d Company June 18,§01% II RISA Designer 5:29 PM Job Number Checked By. Ar croa , ,.:r � Model Name • Concrete Properties Label E [ksi] G[ksi] Nu Therm(\1E5-.Density[k... fc[ksi] Lambda Flex Steel[ksi] Shear Steel[ksi] 1 Conc6000NW 4415 1788 .15 .6 .145 6 160 60 2 Conc5000NW 4031 4686 .15 ,6 445 1 .: 60 ,, 60;7 3 Conc4000NW 3644 1584 .15 .6 .145 4 1 60 60 Conc3000LW 2085 907<. . ' .6 .. .11 ,. . 3 •.. �_ 60. ;. 60 5 Conc3500LW 2252 979 .15 .6 .11 3.5 .75 60 60 4,4 Cono4000LW'p 408"1. 1047 .15 4� .6 ',1 4 ..787- 60 Concrete Section Sets Label Shape Type Design List Material Design Rul... A fin2] lyy[in4] Izz[in4] J[in4] 1 COLUMN CRECT24... Column Rectangular Conc5000... Typical 576 27648 27648 40919.04 2 Slab End cREGrtt•. Beam RectangularConc6000-.T Typical 122 4 4.716e+S 33048 1,101e+5 3 Slab Interior CRECT18... Beam Rectangular Conc6000... Typical 2520 4.116e+6 68040 2.501e+5 Member Primary Data Label I Joint J Joint K Joint Rotate(deg) Section/Shape Type Design List Material Design Rules 1 M1 N1 N6 COLUMN Column Rectangular Conc5000... Typical 2„41,', , N2 N7 COLUMN Column Rectangular ConcS00c--- Typical 3 M3 N3 N8 COLUMN Column Rectangular Conc5000... Typical Conc5000... Typical 4 :; M4. ....,'� 4..:` N9. t�M ,,-,.Curtrl R'- nqula ' 5 M5 N5 N10 COLUMN Column Rectangular Conc5000... Typical 03 M6' N6 N7 . Slab End Rectangulara,nc 000..- Typical 7 M7 N9 N10 Slab End Beam Rectangular Conc6000.-. Typical 8 t17.1r,M8 N7.s. N8' a Slab Interior Beam Rectangular Conc6000... Typical 9 M9 N8 N9 Slab Interior Beam Rectangular Conc6000... Typical Concrete Beam Design Parameters Label Shape Length[ft] B-eff Left[in] B-eff Right[in] Slab Thic...Slab Thic... Icr Factor Flexural L..Shear Lay... 1 M6 Slab End 22Use esi UseDesi... ' 2 M7 Slab End 22.5 „ „ Use Desi 3 M8 Slab Interior 21.5 Use Desi...Use need._ 4 M9 Slab interior '6 75 :; . i.; se Concrete Column Design Parameters Label Shape Length[ftl Lu-yy[ft] Lu-zz[ft] Cm-yy Cm-zz Kyy Kzz y sway z sway Icr Factor Flexural La...Shear Lap... 1 M1 COLUMN 10 Use Desig... Use Desig... 2 M2 COLUMN ] ..„ ' #•„ Use )esig,.. Use Desig... 3 M3 COLUMN 10 Use Desig... Use Desig... 4 M4 COLUMN 10 •'24, Desig... Use Desig... 5 M5 COLUMN 10 Use Desig... Use Desig... Joint Loads and Enforced Displacements(BLC 1 EQ DEFL) Joint Label L,D,M Direction Magnitude[(k,k-ft), (in,rad), (k*s^2/f... 1 N10 D X .24 RISA-3D Version 16.0.4 [J:\...\...\...\4- Calculations\B-Gravity\4- Columns\Colulmn Drift Analysis.r3d] Page 1 "Z-,...... Concept Story Column Forces E-6 ; ' RAM Concrete Analysis v15.01.00.000 RAMShuctural SystemDatabase: Atlanta Storage 06/11/18 12:02:13 0 leenttey- Building Code: IBC Concrete Code: ACI 318-11 Forces in this report are as exported from RAM Concept for applied story loads. They are not cumulative. Story: Podium Source Story: Podium Date Read: Mon Jun 11 08:22:28 2018 Date Saved: Mon Jun 11 11:00:51 2018 Concept File: J:/31-Portland/2018 Portland Jobs/18031-0057 Atlanta Storage Facility/4- Calculations/B-Gravity/1 -RAM Concept/2018.05.09 2nd Floor_18 in.cpt Story Status: Current Column No End Case Condition Axial Mmajor Mminor (kip) (kip-ft) (kip-ft) 19 Top Dead Load Full Load 309.64 18.01 34.96 Hyperstatic Full Load -16.68 -5.84 -23.19 LLunred Max Mmajor+ 370.38 21.54 41.82 Max Mmajor- 0.00 0.00 0.00 IIIMax Mminor+ 370.38 21.54 41.82 Max Mminor- 0.00 0.00 0.00 LLunred Full Load 370.38 21.54 41.82 0 E-7 • TM; spColumn v6.00 Computer program for the Strength Design of Reinforced Concrete Sections Copyright-1988-2018,STRUCTUREPOINT,LLC. All rights reserved a, ,4,14G t . • -94 ,/, ; ey —x - y I Structure Point Licensee stated below acknowledges that STRUCTUREPOINT(SP)is not and cannot be responsible for either the accuracy or adequacy of the material supplied • as input for processing by the spColumn computer program.Furthermore,STRUCTUREPOINT neither makes any warranty expressed nor implied with respect to the correctness of the output prepared by the spColumn program.Although STRUCTUREPOINT has endeavored to produce spColumn error free the program is not and cannot be certified infallible. The final and only responsibility for analysis, design and engineering documents is the licensee's. Accordingly, STRUCTUREPOINT disclaims all responsibility in contract,negligence or other tort for any analysis,design or engineering documents prepared in connection with the use of the spColumn program.Licensed to:DCI-Washington.License ID:68623-1061635 -269AE-24685 E-8 STRUCTUREPOINT-spColumn v6.00 Page I 2 • Licensed to:DCI-Washington.License ID:68623-1061635-4-269AE-24685 6/18/2018 j:\31-portland\2018 portland jobs\18031-0057 atlanta storage f...\colum design w_seismic drift.col 5:31 PM Contents 1. General Information 3 2. Material Properties 3 2.1. Concrete 3 2.2. Steel 3 3. Section 3 3.1. Shape and Properties 3 3.2. Section Figure 4 4. Reinforcement 4 4.1. Bar Set:ASTM A615 4 4.2. Confinement and Factors 4 4.3.Arrangement 4 4.4. Bars Provided 5 5. Loading 5 5.1. Load Combinations 5 5.2. Service Loads 5 5.3. Sustained Load Factors 5 6. Factored Loads and Moments with Corresponding Capacities 6 List of Figures Figure 1: Column section 4 • S E-9 STRUCTUREPOINT-spColumn v6.00 Page 3 Licensed to:DCI-Washington.License ID:68623-1061635-4-269AE-24685 6/18/2018 411 j:\31-portland\2018 portland jobs\18031-0057 atlanta storage f...\colum design w_seismic drift col 5:31 PM 1. General Information File Name j:\31-portla...Acolum design w_ seismic drift.col �� Project Atlanta Storage Column _Typical Engineer MK Code ACI 318- 11 Bar Set ASTM A615 Units English Run Option Investigation Run Axis Biaxial Slenderness £',Not Considered Column Type Structural 2. Material Properties 2.1. Concrete Type Standard t' 5 ksi i 4030.51 ksi fo 4.25 ksi 0.003 in/in ......... 0.8 1111 2.2. Steel Type - Standard fy • 60 ksi 29000 ksi ., 0.00206897 in/in 3. Section 3.1. Shape and Properties Type Rectangular Width 24 in Depth 24 in Ag 576 in2 Ix 27648 in4 ly 27648 in 4 '' 6.9282 in r, �s ry ';ile 6.9282 in X0 0 in Yo 0 in • E-10 STRUCTUREPOINT-spColumn v6.00 Page 4 • Licensed to:DCI-Washington.License ID:68623-1061635-4-269AE-24685 6/18/2018 j:131-port Portland jobs\18031-0057 atlanta storage f...\colum design w seismic drift.col 5:31 PM 3.2. Section Figure b ----,----0;-, ,,,,,,,-,,,,,,, :,-,:,,--4,,--;-,,,k,-,-,,,,*,:- -,4,-, .,,,, , ,-.e J f s Tj �y GY k ZZ: a /' y h Y Ct �. Rectangular 24 x 24 in 1.65%reinf. Figure 1:Column section S4. Reinforcement 4.1. Bar Set:ASTM A615 131.10-Lr'' Diameter Area Bar Diameter Area Bar Diameter Area in int in ins * in uk int #3 0.38 0.11 #4 0.50 0.20 #5 0.63 0.31 #6 0.75 0.44 #7 0.88 0.60 #8 1.00 0.79 #9 1.13 1.00 #10 1.27 1.27 #11 1.41 1.56 #14 1.69 2.25 #18 2.26 4.00 4.2. Confinement and Fa:::r,,,,,,,,S‘ Confinement typeTied For#10 bars or less #3 ties For larger bars - #4 ties Capacity Reduction Facto , Alai compression,(a) 0.8 Tension control .. 0.9 Compression controlled ( ) 0.65 4.3.Arrangement P tterft ' Sides different Bar Rectangular Cir tow Transverse bars ar cover -- E-11 STRUCTUREPOINT-spColumn v6.00 Page 15 Licensed to:DCI-Washington.License ID:68623-1061635-4-269AE-24685 6/18/2018 • j:131-portland\2018 portland jobs\18031-0057 atlanta storage f...\colum design w_seismic drift.col 5:31 PM Total steel area,A, 9.48 in2 Rho 1.65 % Minimum clear spacing 5.41 in 4.4. Bars Provided Bars Cover in Top 4 #8 1.5 • Bottom 4 #8 1.5 Left 2 #8 1.5 Right 2 #8 1.5 5. Loading 5.1. Load Combinations Combination Dead Live, Wind EQ Snow U1 1.400 0.000 0.000 0.000 0.000 U2 1.200 1.600 0.000 0.000 0.500 U3 1.200 1.000 0.000 0.000 1.600 U4 1.200 0.000 0.800 0.000 1.600 U5 1.200 1.000 1.600 0.000 0.500 U6 0.900 0.000 1.600 0.000 0.000 U7 1.200 0.000 -0.800 0.000 1.600 U8 1.200 1.000 -1.600 0.000 0.500 U9 0.900 0.000 -1.600 0.000 0.000 U 10Ill 1.200 1.000 0.000 1.000 0.200 U 11 0.900 0.000 0.000 1.000 0.000 U12 1.200 1.000 0.000 -1.000 0.200 U13 0.900 0.000 0.000 -1.000 0.000 5.2. Service Loads No. Load Case Axial Load` Mx @ Top Mx @ Bottom My @ Top My @ Bottom kip k-ft k-ft k-ft k-ft 1 Dead 309.64 18.00 0.00 35.00 0.00 1 Live 370.00 22.00 0.00 42.00 0.00 1 Wind 0.00 0.00 0.00 0.00 0.00 1 EQ 0.00 222.00 0.00 0.00 0.00 1 Snow 0.00 0.00 0.00 0.00 0.00 5.3. Sustained Load Factors Load Case Factor Sep Dead 100 Live 0 Wind 0 EQ 0 Snow 0 • E-12 STRUCTUREPOINT-spColumn v6.00 Page 16 Licensed to:DCI-Washington.License ID:68623-1061635-4-269AE-24685 6/18/2018 III j:\31-portland\2018 portland jobs\18031-0057 atlanta storage f...\colum design w_seismic drift.col 5:31 PM 6. Factored Loads and Moments with Corresponding Capacities NOTE:Each loading combination includes the following cases: Top-At column top Bot-At column bottom No. Load Combo -. Mu. Muy, Om.x 4M„y 4)Mn/Ma NA d,Depth Et 4 Depth kip k-ft k-ft k-ft k-ft in in 1 1 U1 Top 433.50 25.20 49.00 250.19 486.48 9.928 14.46 29.29 0.00308 0.736 2 1 U1 Bot 433.50 0.00 0.00 694.45 0.00 999.999 7.53 21.63 0.00562 0.900 3 1 U2 Top 963.57 56.80 109.20 229.80 441.80 4.046 21.61 29.74 0.00113 0.650 4 1 U2 Bot 963.57 0.00 0.00 541.69 0.00 999.999 16.30 21.63 0.00098 0.650 5 1 U3 Top 741.57 43.60 84.00 237.24 457.07 5.441 18.93 29.70 0.00171 0.650 6 1 U3 Bot 741.57 0.00 0.00 581.67 0.00 999.999 13.54 21.63 0.00179 0.650 7 1 U4 Top 371.57 21.60 42.00 251.60 489.22 11.648 13.54 29.16 0.00347 0.769 8 1 U4 Bot 371.57 0.00 0.00 663.57 0.00 999.999 6.94 21.63 0.00635 0.900 9 1 U5 Top 741.57 43.60 84.00 237.24 457.07 5.441 18.93 29.70 0.00171 0.650 10 1 U5 Bot 741.57 0.00 0.00 581.67 0.00 999.999 13.54 21.63 0.00179 0.650 11 1 U6 Top 278.68 16.20 31.50 250.47 487.02 15.461 12.11 28.94 0.00419 0.831 12 1 U6 Bot 278.68 0.00 0.00 614.68 0.00 999.999 6.12 21.63 0.00760 0.900 13 1 U7 Top 371.57 21.60 42.00 251.60 489.22 11.648 13.54 29.16 0.00347 0.769 14 1 U7 Bot 371.57 0.00 0.00 663.57 0.00 999.999 6.94 21.63 0.00635 0.900 15 1 U8 Top 741.57 43.60 84.00 237.24 457.07 5.441 18.93 29.70 0.00171 0.650 16 1 U8 Bot 741.57 0.00 0.00 581.67 0.00 999.999 13.54 21.63 0.00179 0.650 17 1 U9 Top 278.68 16.20 31.50 250.47 487.02 15.461 12.11 28.94 0.00419 0.831 18 1 U9 Bot 278.68 0.00 0.00 614.68 0.00 999.999 6.12 21.63 0.00760 0.900 S 19 1 U10 Top 741.57 265.60 84.00 508.81 160.92 0.00 581.67 1.916 17.70 28.06 0.00176 0.650 20 1 U10 Bot 741.57 0.00 0.00 999.999 13.54 21.63 0.00179 0.650 21 1 U11 Top 278.68 238.20 31.50 599.53 79.28 2.517 8.06 24.21 0.00612 0.900 22 1 U11 Bot 278.68 0.00 0.00 614.68 0.00 999.999 6.12 21.63 0.00760 0.900 23 1 U12 Top 741.57 -178.40 84.00 -469.71 221.16 2.633 18.78 29.52 0.00171 0.650 24 1 U12 Bot 741.57 0.00 0.00 581.67 0.00 999.999 13.54 21.63 0.00179 0.650 25 1 U13 Top 278.68 -205.80 31.50 -597.21 91.41 2.902 8.36 24.61 0.00590 0.900 26 1 U13 Bot 278.68 0.00 0.00 614.68 0.00 999.999 6.12 21.63 0.00760 0.900 0 DataBase: Atlanta Storage 06/18/2018 17:47:14 E-13 z / F 0 i r L 4 - -,,,,r, ,,,,,,,,,,,, ,,,,, „„,,,,, „,,,,,* -l% • l • S • Concrete Colum Design Summary Y RAM Concrete Column v15.01.00.000 RAM Structural system Database: Atlanta Storage 06/11/18 12:02:13 =y Bentley' Building Code: IBC Concrete Code: ACI 318-11 Location: -39.84ft- 176.43ft No. Level Section fc Longitudinal Rho % Ld/Cap Transverse Ld/Cap 1 Podium *24 x 24 4.00 12-#8 (4 x 2) 1.65 0.59 #4@ 15.0" 0'-0"-10'-0" 0.05 Location: -29.75ft- 148.69ft No. Level Section fc Longitudinal Rho % Ld/Cap Transverse Ld/Cap 2 Podium *24 x 24 4.00 12-#8 (4 x 2) 1.65 0.65 #4@ 15.0" 0'-0"-10'-0" 0.07 Location: -21.05ft- 183.27ft No. Level Section Pc Longitudinal Rho % Ld/Cap Transverse Ld/Cap 3 Podium *24 x 24 4.00 12-#8 (4 x 2) 1.65 0.63 #4@ 15.0" 0'-0"-l0'-0" 0.06 Location: -19.82ft- 121.41ft No. Level Section fc Longitudinal Rho % Ld/Cap Transverse Ld/Cap 4 Podium *24 x 24 4.00 12-#8 (4 x 2) 1.65 0.67 #4@ 15.0" 0'-0"-10'-0" 0.05 Location: -10.95ft- 155.53ft No. Level Section fc Longitudinal Rho % Ld/Cap Transverse Ld/Cap 5 Podium *24 x 24 4.00 12-#8 (4 x 2) 1.65 0.68 #4@ 15.0" 0'-0"-10'-0" 0.08 Location: -9.13ft- 92.05ft No. Level Section fc Longitudinal Rho % Ld/Cap Transverse Ld/Cap 6 Podium *24 x 24 4.00 12-#8 (4 x 2) 1.65 0.56 #4@ 15.0" 0'-0"-10'-0" 0.16 Location: -1.Olft- 128.26ft No. Level Section Pc Longitudinal Rho % Ld/Cap Transverse Ld/Cap 7 Podium *24 x 24 4.00 12-#8 (4 x 2) 1.65 0.70 #4@ 15.0" 0'-0"-10'-0" 0.07 Location: 2.50ft- 191.84ft m No. Level Section fc Longitudinal Rho % Ld/Cap Transverse Ld/Cap -31 8 Podium *24 x 24 4.00 12-#8 (4 x 2) 1.65 0.67 #4@ 15.0" 0'-0"-10'-0" 0.08 Location: 2.60ft- 55.47ft Concrete Column Design Summary , i- = RAM Concrete Column v15.01.00.000 Page 2/5 RAM Structural System Database: Atlanta Storage 06/11/18 12:02:13 `j1Benttey- Building Code: IBC Concrete Code: ACI 318-11 No. Level Section f c Longitudinal Rho % Ld/Cap Transverse Ld/Cap 9 Podium *24 x 24 4.00 12-#8 (4 x 2) 1.65 0.42 #4@ 15.0" 0'-0"-10'-0" 0.18 Location: 9.66ft- 98.89ft No. Level Section fc Longitudinal Rho % Ld/Cap Transverse Ld/Cap 10 Podium *24 x 24 4.00 12-#8 (4 x 2) 1.65 0.50 #4@ 15.0" 0'-0"-10'-0" 0.18 Location: 11.57ft-35.17ft No. Level Section fc Longitudinal Rho % Ld/Cap Transverse Ld/Cap 11 Podium *24 x 24 4.00 12-#8 (4 x 2) 1.65 0.56 #4@ 15.0" 0'-0"-10'-0" 0.30 Location: 12.60ft- 164.1Oft No. Level Section fc Longitudinal Rho % Ld/Cap Transverse Ld/Cap 12 Podium *24 x 24 4.00 12-#8 (4 x 2) 1.65 0.73 #4@ 15.0" 0'-0"-10'-0" 0.05 Location: 17.21ft- 63.26ft No. Level Section Pc Longitudinal Rho % Ld/Cap Transverse Ld/Cap 13 Podium *24 x 24 4.00 12-#8 (4 x 2) 1.65 0.36 #4@ 15.0" 0'-0"-10'-0" 0.21 Location: 22.54ft- 136.83ft No. Level Section fc Longitudinal Rho % Ld/Cap Transverse Ld/Cap 14 Podium *24 x 24 4.00 12-#8 (4 x 2) 1.65 0.75 #4@ 15.0" 0'-0"-10'-0" 0.07 Location: 24.80ft- 199.95ft No. Level Section fc Longitudinal Rho % Ld/Cap Transverse Ld/Cap 15 Podium *24 x 24 4.00 12-#8 (4 x 2) 1.65 0.72 #4@ 15.0" 0'-0"-10'-0" 0.10 Location: 27.89ft- 105.52ft No. Level Section fc Longitudinal Rho % Ld/Cap Transverse Ld/Cap 16 Podium *24 x 24 4.00 12-#8 (4 x 2) 1.65 0.57 #4@ 15.0" 0'-0"-10'-0" 0.06 m Location: 32.85ft- 35.17ft Ili 111 • j 0 ‘ Concrete Coln, Design Summary -0''', �. RAM Concrete Column v15.01.00.000 Page 3/5 15 RAMSworn,'sys,n Database: Atlanta Storage 06/11/18 12:02:13 r4tal$entteyn Building Code: IBC Concrete Code: ACI 318-11 No. Level Section Pc Longitudinal Rho % Ld/Cap Transverse Ld/Cap 17 Podium *24 x 24 4.00 12-#8 (4 x 2) 1.65 0.19 #4@ 15.0" 0'-0"-10'-0" 0.08 Location: 34.68ft-49.21 ft No. Level Section Pc Longitudinal Rho % Ld/Cap Transverse Ld/Cap 18 Podium *24 x 24 4.00 12-#8 (4 x 2) 1.65 0.49 #4@ 15.0" 0'-0"-10'-0" 0.12 Location: 34.90ft- 172.21 ft No. Level Section Pc Longitudinal Rho % Ld/Cap Transverse Ld/Cap 19 Podium *24 x 24 4.00 12-#8 (4 x 2) 1.65 0.74 #4@ 15.0" 0'-0"-10'-0" 0.09 Location: 37.91 ft- 66.55ft No. Level Section Pc Longitudinal Rho % Ld/Cap Transverse Ld/Cap 20 Podium *24 x 24 4.00 12-#8 (4 x 2) 1.65 0.39 #4@ 15.0" 0'-0"-l0'-0" 0.10 Location: 44.82ft- 144.94ft No. Level Section Pc Longitudinal Rho % Ld/Cap Transverse Ld/Cap 21 Podium *24 x 24 4.00 12-#8 (4 x 2) 1.65 0.67 #4@ 15.0" 0'-0"-10'-0" 0.07 Location: 46.29ft- 113.73 ft No. Level Section Pc Longitudinal Rho % Ld/Cap Transverse Ld/Cap 22 Podium *24 x 24 4.00 12-#8 (4 x 2) 1.65 0.73 #4@ 15.0" 0'-0"-10'-0" 0.14 Location: 50.64ft-209.36ft No. Level Section Pc Longitudinal Rho % Ld/Cap Transverse Ld/Cap 23 Podium *24 x 24 4.00 12-#8 (4 x 2) 1.65 0.68 #4@ 15.0" 0'-0"-10'-0" 0.11 Location: 57.79ft- 72.60ft No. Level Section Pc Longitudinal Rho % Ld/Cap Transverse Ld/Cap 1 3rd Floor *24 x 24 4.00 12-#10 (4 x 2) 2.65 0.64 #4@ 18.0" 0'-0"-10'-0" 0.37 m 24 Podium *24 x 24 4.00 12-#10 (4 x 2) 2.65 0.40 #4@ 18.0" 0'-0"-10'-0" 0.14 Location: 58.00ft- 89.15ft Concrete Column Design Summary RAM Concrete Column v15.01.00.000 Page 4/5 RAM stuctmaI system Database: Atlanta Storage 06/11/18 12:02:13 tjlBenttey Building Code: IBC Concrete Code:ACI 318-11 No. Level Section re Longitudinal Rho % Ld/Cap Transverse Ld/Cap 2 3rd Floor *24 x 24 4.00 12-#10 (4 x 2) 2.65 0.63 #4@ 9.0" 0'-0"-l0'-0" 0.29 25 Podium *24 x 24 4.00 12-#10 (4 x 2) 2.65 0.65 #4@ 18.0" 0'-0"-10'-0" 0.10 Location: 59.52ft- 35.17ft No. Level Section re Longitudinal Rho % Ld/Cap Transverse Ld/Cap 26 Podium *24 x 24 4.00 12-#8 (4 x 2) 1.65 0.41 #4@ 15.0" 0'-0"-10'-0" 0.23 Location: 59.81ft- 57.81ft No. Level Section Pc Longitudinal Rho % Ld/Cap Transverse Ld/Cap 3 3rd Floor *24 x 24 4.00 12-#10 (4 x 2) 2.65 0.53 #4@ 18.0" 0'-0"-10'-0" 0.31 27 Podium *24 x 24 4.00 12-#10 (4 x 2) 2.65 0.52 #4@ 18.0" 0'-0"-10'-0" 0.36 Location: 60.70ft- 161.74ft No. Level Section Pc Longitudinal Rho % Ld/Cap Transverse Ld/Cap 28 Podium *24 x 24 4.00 12-#8 (4 x 2) 1.65 0.36 #4@ 15.0" 0'-0"-l0'-0" 0.09 Location: 60.74ft- 181.62ft No. Level Section Pc Longitudinal Rho % Ld/Cap Transverse Ld/Cap 29 Podium *24 x 24 4.00 12-#8 (4 x 2) 1.65 0.62 #4@ 15.0" 0'-0"-10'-0" 0.17 Location: 68.28ft- 146.27ft No. Level Section Pc Longitudinal Rho % Ld/Cap Transverse Ld/Cap 30 Podium *24 x 24 4.00 12-#8 (4 x 2) 1.65 0.53 #4@ 15.0" 0'-0"-10'-0" 0.14 Location: 68.60ft-215.89ft No. Level Section Pc Longitudinal Rho % Ld/Cap Transverse Ld/Cap 31 Podium *24 x 24 4.00 12-#8 (4 x 2) 1.65 0.48 #4@ 15.0" 0'-0"-10'-0" 0.07 Location: 71.39ft- 120.20ft m No. Level Section Pc Longitudinal Rho % Ld/Cap Transverse Ld/Cap 32 Podium *24 x 24 4.00 12-#8 (4 x 2) 1.65 0.71 #4@ 15.0" 0'-0"-10'-0" 0.21 Location: 78.69ft- 188.15ft Ill III III „oilConcrete Colum Design Summary • ?"'""--k- RAM Concrete Column v15.01.00.000 Page 5/5 RAMSaoctera,System Database: Atlanta Storage - 06/11/18 12:02:13 JBenttew Building Code: IBC Concrete Code: ACI 318-11 No. Level Section f c Longitudinal Rho % Ld/Cap Transverse Ld/Cap 33 Podium *24 x 24 4.00 12-#8 (4 x 2) 1.65 0.45 #4@ 15.0" 0'-0"-10'-0" 0.10 Location: 82.47ft-42.17ft No. Level Section Cc Longitudinal Rho % Ld/Cap Transverse Ld/Cap 34 Podium *24 x 24 4.00 12-#8 (4 x 2) 1.65 0.38 #4@ 15.0" 0'-0"-10'-0" 0.16 Location: 85.45ft- 169.53ft No. Level Section f Longitudinal Rho % Ld/Cap Transverse Ld/Cap 35 Podium *24 x 24 4.00 12-#8 (4 x 2) 1.65 0.43 #4@ 15.0" 0'-0"-10'-0" 0.12 Location: 87.52ft- 57.16ft No. Level Section Pc Longitudinal Rho % Ld/Cap Transverse Ld/Cap 4 3rd Floor *24 x 24 4.00 12-#10 (4 x 2) 2.65 0.83 #4@ 9.0" 0'-0"-l0'-0" 0.51 36 Podium *24 x 24 4.00 12-#10 (4 x 2) 2.65 0.35 #4@ 18.0" 0'-0"-10'-0" 0.17 Location: 87.52ft-91.22ft No. Level Section Pc Longitudinal Rho % Ld/Cap Transverse Ld/Cap 5 3rd Floor *24 x 24 4.00 12-#10 (4 x 2) 2.65 0.92 #4@ 9.0" 0'-0"-10'-0" 0.84 37 Podium *24 x 24 4.00 12-#10 (4 x 2) 2.65 0.46 #4@ 18.0" 0'-0"-10'-0" 0.21 Location: 87.54ft- 120.51 ft No. Level Section Pc Longitudinal Rho % Ld/Cap Transverse Ld/Cap 38 Podium *24 x 24 4.00 12-#8 (4 x 2) 1.65 0.46 #4@ 15.0" 0'-0"-10'-0" 0.22 Location: 88.63ft- 139.93ft No. Level Section Pc Longitudinal Rho % Ld/Cap Transverse Ld/Cap 39 Podium *24 x 24 4.00 12-#8 (4 x 2) 1.65 0.65 #4@ 15.0" 0'-0"-10'-0" 0.28 m 8 Spread Footinw Desiin Summary 'rRAM Foundation v15.01.00.000 RAM Stitching System DataBase: Atlanta Storage Date: 06/18/18 17:54:13 I6enttey Building Code: IBC Design Code: ACI318-08 Orientation Dimensions (ft) f c/fy Bottom Reinforcement Top Reinforcement Grid Col/Foot Length Width Thick ksi Parallel to Parallel to Parallel to Parallel to Length Width Length Width (-39.84 - 176.43) 20.00/20.00 10.00 10.00 2.00 4.00/60.00 13-#7 13-#7 None None (-29.75 - 148.69) 20.00/20.00 10.00 10.00 2.25 4.00/60.00 11-#7 11-#7 None None (-21.05 - 183.27) 20.00/20.00 10.00 10.00 2.25 4.00/60.00 11-#7 11-#7 None None (-19.82 - 121.41) 20.00/20.00 11.00 11.00 2.25 4.00/60.00 15-#7 15-#7 None None (-10.95 - 155.53) 20.00/20.00 11.00 11.00 2.25 4.00/60.00 16-#7 16-#7 None None (-9.13 - 92.05) 20.00/20.00 10.00 10.00 2.00 4.00/60.00 13-#7 13-#7 None None (-1.01 - 128.26) 20.00/20.00 11.00 11.00 2.25 4.00/60.00 12-#8 12-#8 None None (2.50 - 191.84) 20.00/20.00 11.00 11.00 2.25 4.00/60.00 15-#7 15-#7 None None (2.60 - 55.47) 20.00/20.00 9.00 9.00 1.75 4.00/60.00 14-#6 14-#6 None None (9.66 - 98.89) 20.00/20.00 9.00 9.00 2.00 4.00/60.00 12-#6 12-#6 None None (11.57 - 35.17) 90.00/90.00 7.00 7.00 1.50 4.00/60.00 7-#6 7-#6 None None (12.60 - 164.10) 20.00/20.00 11.00 11.00 2.50 4.00/60.00 14-#7 14-#7 None None (17.21 - 63.26) 20.00/20.00 9.00 9.00 1.75 4.00/60.00 14-#6 14-#6 None None (22.54 - 136.83) 20.00/20.00 11.00 11.00 2.50 4.00/60.00 14-#7 14-#7 None None (24.80 - 199.95) 20.00/20.00 11.00 11.00 2.25 4.00/60.00 12-#8 12-#8 None None (27.89 - 105.52) 20.00/20.00 10.00 10.00 2.00 4.00/60.00 13-#7 13-#7 None None (32.85 - 35.17) 90.00/90.00 6.00 6.00 1.50 4.00/60.00 12-#4 12-#4 None None (34.68 -49.21) 90.00/90.00 9.00 9.00 1.75 4.00/60.00 14-#6 14-#6 None None (34.90 - 172.21) 20.00/20.00 11.00 11.00 2.50 4.00/60.00 14-#7 14-#7 None None (37.91 - 66.55) 20.00/20.00 8.00 8.00 1.75 4.00/60.00 10-#6 10-#6 None None (44.82 - 144.94) 20.00/20.00 11.00 11.00 2.25 4.00/60.00 15-#7 15-#7 None None (46.29 - 113.73) 20.00/20.00 11.00 11.00 2.50 4.00/60.00 14-#7 14-#7 None None (50.64 - 209.36) 20.00/20.00 11.00 11.00 2.25 4.00/60.00 15-#7 15-#7 None None (57.79 - 72.60) 0.00/0.00 9.00 9.00 1.75 4.00/60.00 14-#6 14-#6 None None (58.00 - 89.15) 0.00/0.00 11.00 11.00 2.50 4.00/60.00 14-#7 14-#7 None None (59.52 - 35.17) 90.00/90.00 9.00 9.00 1.75 4.00/60.00 14-#6 14-#6 None None m (59.81 - 57.81) 0.00/0.00 10.00 10.00 2.00 4.00/60.00 13-#7 13-#7 None None (60.70 - 161.74) 20.00/20.00 9.00 9.00 1.75 4.00/60.00 14-#6 14-#6 None None (60.74 - 181.62) 20.00/20.00 11.00 11.00 2.25 4.00/60.00 15-#7 15-#7 None None (68.28 - 146.27) 20.00/20.00 9.00 9.00 2.00 4.00/60.00 12-#6 12-#6 None None • • • .4S P read Footi esi n Summary • RAM Foundation v15.01.00.000 Page 2/2 RAm sfructuralsystem DataBase: Atlanta Storage Date: 06/18/18 17:54:13 FAIBentte r Building Code: IBC Design Code: ACI318-08 (68.60 - 215.89) 20.00/20.00 9.00 9.00 1.75 4.00/60.00 14-#6 14-#6 None None (71.39 - 120.20) 0.00/0.00 11.00 11.00 2.25 4.00/60.00 12-#8 12-#8 None None (78.69= 188.15) 20.00/20.00 9.00 9.00 1.75 4.00/60.00 14-#6 14-#6 None None (82.47 - 42.17) 90.00/90.00 8.00 8.00 1.75 4.00/60.00 9-#6 9-#6 None None (85.45 - 169.53) 20.00/20.00 9.00 9.00 1.75 4.00/60.00 14-#6 14-#6 None None (87.52 - 57.16) 90.00/90.00 9.00 9.00 1.75 4.00/60.00 14-#6 14-#6 None None (87.52 - 91.22) 0.00/0.00 10.00 10.00 2.00 4.00/60.00 13-#7 13-#7 None None (87.54 - 120.51) 0.00/0.00 7.00 7.00 1.50 4.00/60.00 7-#6 7-#6 None None (88.63 - 139.93) 20.00/20.00 7.00 7.00 1.50 4.00/60.00 7-#6 7-#6 None None * -Number between () in reinforcement is quantity of bars in center strip of rectangular footing N RAM Foundation V15 . 01 DataBase: Atlanta Storage 06/20/18 12: 39: 16 r-3 FOOTING GEOMETRY • „• '''.,• , ,„, .,.• t \ ••, , „„.••, 00 ....:,•,,,„ \ „,,-," ' 0 ' VA • -, ...>,, ....., 0 0 HAN^-,, • V * ' -'-. c'llik ""'). ‘.::\ • 6,.. ag v.'0' 4, .,N * \''' "2,\•-v--..'"A's9 \ 4.• S'4,-,';p0 . 4,, '.....\\,,,,,,, • 0 \c . v. . 4•••:" 0 \ , •€, :\.00 .. , - 0 , 0., ; \.:;\A" '.... 00 SP V•A° ,,,' • S,x,I N.; 0 \ 00 -4'.; ) '%,-m'Ci0 •k r"" ',.,',.• "."; , r•-•r .• m----1 f.... • ......, ,,,,, L 11.00 L.:7.00 •i'' 0,,,,, ' 0. \ or ! 0 \ ti .° 00 \-• -L / . .„j Lio.cio Litoo 8!----- ,„ •*.\ 0 ' "CAM 0 \ 0...- , . .. - . S'',,, goo 1.- • \ \.; .., . 0 ' ,. Liam ViTs.ob ,i \ v• iA9.66 ii ' co - 8 112 ' 0 __ , q ',i1 M maw i' Li' W:7.00 W:6.00 W:9.66 0 _.....".„,_ RAM Foundation V15 . 01 DataBase: Atlanta Storage 06/18/18 17: 54: 22 F-4 4110 FOOTING NUMBERING __.,,,/ ,-..'''''''.°• \ ,..----' ..-...°- , „,-------- II ' '--- N i ,, ,„:, , , • $ 111111 t 0 29 \ \ C' ri ' •k ,,,,,„ t ,, 10 iv' ts 2 ' . 0 ', • \ 24 \• 1 39 • \ , , 0 \ 14 ' ,.\ 32 ... '''' V- 22 0 \ i , \ k di 10 % r. t \ 25,_ J 3L ---, , ,,- .---'--- m N 13 s 1 36 ,IX0MH, 34- iii-, 4110 RAM Foundation V15 . 01 DataBase: Atlanta Storage 06/18/18 17: 54: 22 r-3 FOOTING BEARING STRESS (KSF) 6.00 _.----'-' is ,----- , ik ,/, • \' . .--------- ' 0 6.00' '''''' .600 ,. 0 6.00 \ 61=00 ' * •=. ,,, \,,,, 0, \ 6.00 ,A1 VO A. \ 0 ' ft. ''' 0 \ 6':00''''' 6.00 \ 0, , % `‘ 0, 1111' &to * \ 0 \ \ 6Z0 0.0' \ ''' 6.00 •,, 0... A 6.00 600 600 0 0 6.00 600- 600 0 6.00 \ 0, % 6.00 \ \ * 6.00 .; s% 6'0e/' I litt 0 . ; 6.00 .0, 6.00-----' ‘.. if. 1-,----\ ' 6‘a----H 4 It, \ 1 .11 \ ',,,. 1 , , 1 , .3, 6.00 , 1\M a 6.b0 - l' , a , r r---, ,.„., , 6:00—A 0 F-6 • Tigard Storage Facility Shearwall Foundation Design a ti›).' 13-,,,, ,cr,e1 0 Mat Footing_2018.05.31_TENSION PIERS.cpt 6/20/2018 18031-0057 RAM Concept©2017 Bentley Systems,Inc. 0 RAM Concept'"is a trademark of Bentley Systems 6.4 F-7 Mat Footing_2018.05.31_TENSION PIERS.cpt-6/20/2018 Units Geometry Unit • Plan Dimensions:feet Slab Thickness: inches Support Dimensions: inches Angles: degrees Elevations: inches Support Height:feet Loading and Reaction Unit Point Force: Kips Line Force: kips/ft Area Force: psf -Report As Zero: 0 Kips -Report As Zero: 0 kips/ft -Report As Zero: 0 psf Point Moment: kip-ft Line Moment: Kips Area Moment: #/foot -Report As Zero: 0 kip-ft -Report As Zero: 0 Kips -Report As Zero: 0#/foot Spring and Stiffness Unit Point Force Spring: kips/in Line Force Spring: ksi Area Force Spring: pci Point Moment Spring: k-ft/° Line Moment Spring: k/° Area Moment Spring: k/ft° Slab Analysis Unit Force: Kips Moment: kip-ft Concrete Stress: psi • -Report As Zero: 0 Kips -Report As Zero: 0 kip-ft -Report As Zero: 0 psi Force Per Width: kips/ft Moment Per Width: Kips Deflection: inches -Report As Zero: 0 kips/ft -Report As Zero: 0 Kips -Report As Zero: 0 inches Materials Unit Concrete Volume:yd3 Reinforcing Area: in2 PT Force: Kips Reinforcement Weight:tons Tendon Profile: inches Reinforcing Stress: ksi PT Weight: pounds Cover: inches Miscellaneous Unit Floor Area: ft2 Density: pcf Elongations: inches Tendon Angles(for friction): radians • Units-2 F-8 Mat Footing_2018.05.31_TENSION PIERS.cpt-6/20/2018 Signs S Positive Loads li- ; 47, H Positive Analysis Citil In 4— -* ( :,.....4.,.....1°.,i 41--- 0 rlik -4rmij C--- .,1.II 5 0 Positive Reactions /7-1-4 I /741 Y / n ..4,- +K / • Signs-3 F-9 Mat Footing_2018.05.31_TENSION PIERS.cpt-6/20/2018 Materials Concrete Mix III Mix Density Density For fci fc fail fcu Poisson User Ed User Ec Name (pc° Loads(pd) (psi) (psi) (psi) (psi) Ratio Ec Calc (psi) (psi) 3000 psi 150 150 3000 3000 3725 3725 0.2 Code 2500000 3000000 4000 psi 150 150 3000 4000 3725 4975 0.2 Code 2500000 3000000 5000 psi 150 150 3000 5000 3725 6399 0.2 Code 2500000 3000000 6000 psi 150 150 3000 6000 3725 7450 0.2 Code 2500000 3000000 PT Systems System Aps Eps fse fpy fpu Duct Width Strands Min Radius Name Type (in2) (ksi) (ksi) (ksi) (ksi) (inches) Per Duct (feet) 1/2"Unbonded unbonded 0.153 28000 175 243 270 0.5 1 6 1/2"Bonded bonded 0.153 28000 160 243 270 3 4 6 0.6"Unbonded unbonded 0.217 28000 175 243 270 0.6 1 8 0.6"Bonded bonded 0.217 28000 160 243 270 4 4 8 PT Stressing Parameters System Jacking Stress Seating Loss Anchor Wobble Friction Angular Friction Long-Term Losses Name (ksi) (inches) Friction (1/feet) (1/radians) (ksi) 1/2"Unbonded 216 0.25 0 0.0014 0.07 22 1/2"Bonded 216 0.25 0.02 0.001 0.2 22 0.6"Unbonded 216 0.25 0 0.0014 0.07 22 0.6"Bonded 216 0.25 0.02 0.001 0.2 22 . Reinforcing Bars Bar As Es Fy Straight 90 Hook 180 Hook Name (in2) (ksi) (ksi) Coating Ld/Db Ld/Db Ld/Db #3 0.11 29000 60 None Code Code Code #4 0.2 29000 60 None Code Code Code #5 0.31 29000 60 None Code Code Code #6 0.44 29000 60 None Code Code Code #7 0.6 29000 60 None Code Code Code #8 0.79 29000 60 None Code Code Code #9 1 29000 60 None Code Code Code #10 1.27 29000 60 None Code Code Code #11 1.56 29000 60 None Code Code Code II Materials-4 F-10 Mat Footing_2018.05.31_TENSION PIERS.cpt-6/20/2018 Materials (2) • SSR Systems Stud Area Head Area Min Clear Head Specified Stud Fy Stud Spacing Rounding Min Studs System SSR System Name (in2) (in2) Spacing(inches) Spacing(inches) (ksi) Increment (inches) Per Rail Type 3/8"SSR 0.11 1.11 0.5 None 50 0.25 2 Rail 1/2"SSR 0.196 1.96 0.5 None 50 0.25 2 Rail 5/8"SSR 0.307 3.07 0.5 None 50 0.25 2 Rail 3/4"SSR 0.442 4.42 0.5 None 50 0.25 2 Rail Ancon Shearfix Auto-Slzp217 1.096 0.5906 None 72.52 0.03937 2 Rail Ancon Shearfix 10 mn0.1217 1.096 0.5906 None 72.52 0.03937 2 Rail Ancon Shearfix 12 mn0.1753 1.578 0.5906 None 72.52 0.03937 2 Rail Ancon Shearfix 14 mn0.2386 2.147 0.5906 None 72.52 0.03937 2 Rail Ancon Shearfix 16 mn0.3116 2.805 0.5906 None 72.52 0.03937 2 Rail Ancon Shearfix 20 mn0.4869 4.383 0.5906 None 72.52 0.03937 2 Rail Ancon Shearfix 24 mn0.7012 6.311 0.5906 None 72.52 0.03937 2 Rail • i Materials-5 F-11 Mat Footing_2018.05.31_TENSION PIERS.cpt-6/20/2018 Loadings Loading Name Type Analysis On-Pattern Factor Off-Pattern Factor ID Self-Dead Loading Self-Weight Normal 1 1 Balance Loading Balance Normal 1 1 Hyperstatic Loading Hyperstatic Hyperstatic 1 1 Temporary Construction(At Stressing)Loading Stressing Dead Normal 1 1 Other Dead Loading Dead Normal 1 1 Live(Reducible)Loading Live(Reducible) Normal 1 0 Live(Unreducible) Loading Live(Unreducible) Normal 1 0 Live(Storage)Loading Live(Storage) Normal 1 0 Live(Parking)Loading Live(Parking) Normal 1 0 Live(Roof)Loading Live(Roof) Normal 1 0 Snow Loading Snow Normal 1 1 Ultimate Wind North Loading Ultimate Wind 1 Normal 1 1 Ultimate Wind East Loading Ultimate Wind 2 Normal 1 1 Ultimate Seismic North Loading Ultimate Seismic 1 Normal 1 1 Ultimate Seismic East Loading Ultimate Seismic 2 Normal 1 1 0 i Loadings-6 F-12 Mat Footing_2018.05.31_TENSION PIERS.cpt-6/20/2018 Load Combinations • All Dead LC Active Design Criteria: <none> Analysis:Zero-Tension Loading Standard Factor Self-Dead Loading 1 Other Dead Loading 1 Dead + Balance LC Active Design Criteria: <none> Analysis:Zero-Tension Loading Standard Factor Self-Dead Loading 1 Balance Loading 1 Other Dead Loading 1 Initial Service LC Active Design Criteria: Initial Service Design Analysis: Zero-Tension Loading Standard Factor Self-Dead Loading 1 Balance Loading 1.13 Temporary Construction(At Stressing)Loading 1 SService LC: D + L Active Design Criteria: User Minimum Design, Code Minimum Design, Service Design, Soil Bearing Design Analysis:Zero-Tension Loading Standard Factor Self-Dead Loading 1 Balance Loading 1 Other Dead Loading 1 Live(Reducible)Loading 1 Live(Unreducible)Loading 1 Live(Storage)Loading 1 Live(Parking)Loading 1 Service LC: D Active Design Criteria: User Minimum Design, Code Minimum Design, Service Design, Soil Bearing Design Analysis:Zero-Tension Loading Standard Factor Self-Dead Loading 1 Balance Loading 1 Other Dead Loading 1 S Load Combinations-7 F-13 Mat Footing_2018.05.31_TENSION PIERS.cpt-6/20/2018 Load Combinations (2) Service LC: D + Lr • Active Design Criteria: User Minimum Design, Code Minimum Design, Service Design, Soil Bearing Design Analysis: Zero-Tension Loading Standard Factor Self-Dead Loading 1 Balance Loading 1 Other Dead Loading 1 Live(Roof)Loading 1 Service LC: D + S Active Design Criteria: User Minimum Design, Code Minimum Design, Service Design, Soil Bearing Design Analysis: Zero-Tension Loading Standard Factor Self-Dead Loading 1 Balance Loading 1 Other Dead Loading 1 Snow Loading 1 Service LC: D + 0.75L + 0.75Lr Active Design Criteria: User Minimum Design, Code Minimum Design, Service Design, Soil Bearing Design Analysis: Zero-Tension Loading Standard Factor Self-Dead Loading 1 Balance Loading 1 Other Dead Loading 1 Live(Reducible)Loading 0.75 Live(Unreducible)Loading 0.75 Live(Storage)Loading 0.75 Live(Parking)Loading 0.75 Live(Roof)Loading 0.75 Service LC: D + 0.75L + 0.75S Active Design Criteria: User Minimum Design, Code Minimum Design, Service Design, Soil Bearing Design Analysis:Zero-Tension Loading Standard Factor Self-Dead Loading 1 Balance Loading 1 Other Dead Loading 1 Live(Reducible)Loading 0.75 Live(Unreducible)Loading 0.75 Live(Storage)Loading 0.75 Live(Parking)Loading 0.75 Snow Loading 0.75 • Load Combinations-8 F-14 Mat Footing_2018.05.31_TENSION PIERS.cpt-6/20/2018 Load Combinations (3) • Service Seismic LC: D + 0.7E Active Design Criteria: Soil Bearing Design Analysis: Linear Key Lateral Loading: Seismic-Ultimate Standard Factor: 0.7 Alternate Factor: 0.7 Loading Standard Factor Alt.Envelope Factor Self-Dead Loading 1 1 Balance Loading 1 1 Other Dead Loading 1 1 Service Seismic LC: D - 0.7E Active Design Criteria: Soil Bearing Design Analysis: Linear Key Lateral Loading: Seismic-Ultimate Standard Factor: -0.7 Alternate Factor: -0.7 Loading Standard Factor Alt.Envelope Factor Self-Dead Loading 1 1 Balance Loading 1 1 Other Dead Loading 1 1 Service Seismic LC: D + O.75L + O.75S + 0.525E Active Design Criteria: Soil Bearing Design Analysis:Zero-Tension Key Lateral Loading:Seismic-Ultimate Standard Factor: 0.525 Loading Standard Factor Self-Dead Loading 1 • Balance Loading 1 Other Dead Loading 1 Live(Reducible)Loading 0.75 Live(Unreducible)Loading 0.75 Live(Storage)Loading 0.75 Live(Parking)Loading 0.75 Snow Loading 0.75 Service Seismic LC: D + 0.75L + O.75S - 0.525E Active Design Criteria: Soil Bearing Design Analysis:Zero-Tension Key Lateral Loading: Seismic-Ultimate Standard Factor:-0.525 Loading Standard Factor Self-Dead Loading 1 Balance Loading 1 Other Dead Loading 1 Live(Reducible)Loading 0.75 Live(Unreducible)Loading 0.75 Live(Storage)Loading 0.75 Live(Parking)Loading 0.75 Snow Loading 0.75 S Load Combinations-9 F-15 Mat Footing_2018.05.31_TENSION PIERS.cpt-6/20/2018 Load Combinations (4) Service Seismic LC: 0.6D + 0.7E • Active Design Criteria: Soil Bearing Design Analysis: Linear Key Lateral Loading: Seismic-Ultimate Standard Factor: 0.7 Alternate Factor: 0.7 Loading Standard Factor Alt.Envelope Factor Self-Dead Loading 0.6 0.6 Balance Loading 1 1 Other Dead Loading 0.6 0.6 Service Seismic LC: 0.6D - 0.7E Active Design Criteria: Soil Bearing Design Analysis: Linear Key Lateral Loading:Seismic-Ultimate Standard Factor:-0.7 Alternate Factor:-0.7 Loading Standard Factor Alt.Envelope Factor Self-Dead Loading 0.6 0.6 Balance Loading 1 1 Other Dead Loading 0.6 0.6 Sustained Service LC Active Design Criteria: Sustained Service Design Analysis:Zero-Tension Loading Standard Factor Self-Dead Loading 1 Balance Loading 1 • Other Dead Loading 1 Live(Reducible)Loading 0.5 Live(Unreducible) Loading 0.5 Live(Storage)Loading 1 Live(Parking)Loading 0.5 Live(Roof)Loading 0.5 Factored LC: 1.4D Active Design Criteria: User Minimum Design, Code Minimum Design, Strength Design, Ductility Design Analysis: Zero-Tension ------ Loading Standard Factor Self-Dead Loading 1.4 Hyperstatic Loading 1 Other Dead Loading 1.4 Factored LC: 0.9D Active Design Criteria: User Minimum Design, Code Minimum Design, Strength Design, Ductility Design Analysis:Zero-Tension Loading Standard Factor Self-Dead Loading 0.9 Hyperstatic Loading 1 Other Dead Loading 0.9 Load Combinations-10 F-16 Mat Footing_2018.05.31_TENSION PIERS.cpt-6/20/2018 Load Combinations (5) • Factored LC: 1.2D + 1.6L + O.5Lr • Active Design Criteria: User Minimum Design, Code Minimum Design, Strength Design, Ductility Design Analysis: Zero-Tension Loading Standard Factor Self-Dead Loading 1.2 Hyperstatic Loading 1 Other Dead Loading 1.2 Live(Reducible)Loading 1.6 Live(Unreducible)Loading 1.6 Live(Storage)Loading 1.6 Live(Parking)Loading 1.6 Live(Roof)Loading 0.5 Factored LC: 1.2D + 1.6L + O.5S Active Design Criteria: User Minimum Design, Code Minimum Design, Strength Design, Ductility Design Analysis: Zero-Tension Loading Standard Factor Self-Dead Loading 1.2 Hyperstatic Loading 1 Other Dead Loading 1.2 Live(Reducible)Loading 1.6 Live(Unreducible)Loading 1.6 Live(Storage)Loading 1.6 Live(Parking)Loading41) 1.6 Snow Loading 0.5 Factored LC: O.9D + 1.6L + O.51r Active Design Criteria: User Minimum Design, Code Minimum Design, Strength Design, Ductility Design Analysis:Zero-Tension Loading Standard Factor Self-Dead Loading 0.9 Hyperstatic Loading 1 Other Dead Loading 0.9 Live(Reducible)Loading 1.6 Live(Unreducible)Loading 1.6 Live(Storage)Loading 1.6 Live(Parking)Loading 1.6 Live(Roof)Loading 0.5 S Load Combinations-11 F-17 Mat Footing_2018.05.31_TENSION PIERS.cpt-6/20/2018 Load Combinations (6) Factored LC: 0.9D + 1.6L + 0.5S • Active Design Criteria: User Minimum Design, Code Minimum Design, Strength Design, Ductility Design Analysis: Zero-Tension Loading Standard Factor Self-Dead Loading 0.9 Hyperstatic Loading 1 Other Dead Loading 0.9 Live(Reducible)Loading 1.6 Live(Unreducible)Loading 1.6 Live(Storage)Loading 1.6 Live(Parking)Loading 1.6 Snow Loading 0.5 Factored LC: 1.2D + f1L + 1.6Lr Active Design Criteria: User Minimum Design, Code Minimum Design, Strength Design, Ductility Design Analysis: Zero-Tension Loading Standard Factor Self-Dead Loading 1.2 Hyperstatic Loading 1 Other Dead Loading 1.2 Live(Reducible)Loading 0.5 Live(Unreducible)Loading 1 Live(Storage)Loading 1 Live(Parking)Loading 1 Live(Roof)Loading 1.6 Factored LC: 1.2D + f1L + 1.6S Active Design Criteria: User Minimum Design, Code Minimum Design, Strength Design, Ductility Design Analysis: Zero-Tension Loading Standard Factor Self-Dead Loading 1.2 Hyperstatic Loading 1 Other Dead Loading 1.2 Live(Reducible)Loading 0.5 Live(Unreducible)Loading 1 Live(Storage)Loading 1 Live(Parking)Loading 1 Snow Loading 1.6 • Load Combinations-12 F-18 Mat Footing_2018.05.31_TENSION PIERS.cpt-6/20/2018 Load Combinations (7) • Factored LC: O.9D + f1L + 1.6Lr Active Design Criteria: User Minimum Design, Code Minimum Design, Strength Design, Ductility Design Analysis: Zero-Tension Loading Standard Factor Self-Dead Loading 0.9 Hyperstatic Loading 1 Other Dead Loading 0.9 Live(Reducible)Loading 0.5 Live(Unreducible)Loading 1 Live(Storage)Loading 1 Live(Parking)Loading 1 Live(Roof)Loading 1.6 Factored LC: O.9D + f1L + 1.6S Active Design Criteria: User Minimum Design, Code Minimum Design, Strength Design, Ductility Design Analysis: Zero-Tension Loading Standard Factor Self-Dead Loading 0.9 Hyperstatic Loading 1 Other Dead Loading 0.9 Live(Reducible)Loading 0.5 Live(Unreducible)Loading 1 Live(Storage)Loading 1 • Live(Parking)Loading 1 Snow Loading 1.6 Factored Seismic LC: 1.2D + flL + f2S + E Active Design Criteria: User Minimum Design, Code Minimum Design, Strength Design, Ductility Design Analysis: Zero-Tension Key Lateral Loading: Seismic-Ultimate Standard Factor: 1 Loading Standard Factor Self Dead Loading 1.2 Hyperstatic Loading 1 Other Dead Loading 1.2 Live(Reducible)Loading 0.5 Live(Unreducible)Loading 1 Live(Storage)Loading 1 Live(Parking)Loading 1 Snow Loading 0.7 • Load Combinations-13 F-19 Mat Footing_2018.05.31_TENSION PIERS.cpt-6/20/2018 Load Combinations (8) Factored Seismic LC: 1.2D + f1L + f2S- E • Active Design Criteria: User Minimum Design, Code Minimum Design, Strength Design, Ductility Design Analysis:Zero-Tension Key Lateral Loading: Seismic-Ultimate Standard Factor: -1 Loading Standard Factor Self-Dead Loading 1.2 Hyperstatic Loading 1 Other Dead Loading 1.2 Live(Reducible)Loading 0.5 Live(Unreducible)Loading 1 Live(Storage)Loading 1 Live(Parking)Loading 1 Snow Loading 0.7 Factored Seismic LC: O.9D + E Active Design Criteria: User Minimum Design, Code Minimum Design, Strength Design, Ductility Design Analysis:Zero-Tension Key Lateral Loading: Seismic-Ultimate Standard Factor: 1 Loading Standard Factor Self-Dead Loading 0.9 Hyperstatic Loading 1 Other Dead Loading 0.9 Factored Seismic LC: O.9D- E411 Active Design Criteria: User Minimum Design, Code Minimum Design, Strength Design, Ductility Design Analysis:Zero-Tension Key Lateral Loading: Seismic-Ultimate Standard Factor:-1 Loading Standard Factor Self-Dead Loading 0.9 Hyperstatic Loading 1 Other Dead Loading 0.9 O.6D - 0.7E (PIER) Active Design Criteria: <none> Analysis: Linear Loading Standard Factor Alt. Envelope-Factor Self-Dead Loading 0.6 0.6 Other Dead Loading 0.6 0.6 Ultimate Seismic North Loading -0.7 -0.7 Ultimate Seismic East Loading -0.7 -0.7 • Load Combinations-14 F-20 Mat Footing_2018.05.31_TENSION PIERS.cpt-6/20/2018 Load Combinations (9) • 0.6D + 0.7E (PIER) Active Design Criteria: <none> Analysis: Linear Loading Standard Factor Alt.Envelope Factor Self-Dead Loading 0.6 0.6 Other Dead Loading 0.6 0.6 Ultimate Seismic North Loading 0.7 0.7 Ultimate Seismic East Loading 0.7 0.7 • • Load Combinations-15 F-21 Mat Footing_2018.05.31_TENSION PIERS.cpt-6/20/2018 Design Rules Code Minimum Desig • 318-11 Min. Reinforcement User Minimum Desig Specified Min. Reinforcement Initial Service Desig 318-11 Initial Service Design Service Design 318-11 Service Design Include detailed section analysis Sustained Service Desigi 318-11 Sustained Service Design Strength Design 318-11 Strength Design Punching Shear Design Ductility Desigi 318-11 Ductility Design Soil Bearing Desigi • None • Design Rules-16 F-22 Mat Footing_2018.05.31_TENSION PIERS.cpt-6/20/2018 Detailing Rules 4110 Custom Span Detailing Rules y R1 max(La Llai �1 x max(La,Lb) *Rl x max(Lb,St�� :1 x max(Lb,SLc) i 1;41. �* ._, � �0vdR r R2%x be, F R2 x L La it Lb rt,, Lc Rule A A B B C C D D E E F F Name Fraction R1 Fraction R1 Fraction R1 Fraction R2 Fraction R2 Fraction R2 None 0 0 0 0 0 0 0 0 0 0 0 0 "A","B"and"C,are support reinforcement sets,based on the peak reinforcement in the support zone. "D","E"and"F",are span reinforcement sets,based on the peak reinforcement in the span zone. "*R1"is never taken as greater than 0.2 when multiplied by Lc(or Lcc). "Fraction"is the ratio of set reinforcement to peak reinforcement.It is always in the 0.0 to 1.0 range. 110 i Detailing Rules-17 F-23 Mat Footing_2018.05.31_TENSION PIERS.cpt-6/20/2018 Load History Duration Total Age • Load History Step Name Load Combination (days) (days) Maximum Short Term Load Service LC: D+ L 30 33 Sustained Load Sustained Service LC 5000 5033 Final Instantaneous Load Service LC: D+L 0 5033 • • Load History-18 F-24 Mat Footing_2018.05.31_TENSION PIERS.cpt-6/20/2018 Mesh Input: Standard Plan ..�. ... FQ.,.'...M. .M. PaM. a..e..��.:L.. LM. k.Walls WY.�..�:.,.th.......s.„..7.4....SPA w..�� .� ...4.111.01,1..1:10.*;U, k. :M..l.M. • OM a bSp I Mer 1Ni1 HI YJOOIN6 TTMO4 OC itwMOME.FNN4TEYta EaxxoaYE. SPATT,a+Mi.csIc$-0EID$4a ........ Etala) Aw Z1 •• I 1 r; { ...._ Ea4..a ... ; . 42L1 aEE • • • I f :,.,„ • • • • • • • • 0 I Y1.... • • • • • w • • • . • • • • Ks:tgg • Mesh Input: Standard Plan-19 F-25 Mat Footing_2018.05.31_TENSION PIERS.cpt-6/20/2018 Other Dead Loading: All Loads Plan Otha M.Wain,.tar Lima.Usx . L....QMv.. amLae%a. adsLadMac Liar Leal ..Ara Lob.Ara Lae kn.Ara Lad WS: emu.: Elorann ran*eft Mo..,vM Nona Mon.44.C*Mamas e.bu,column ram.m MOW]I.0 Bnw:Y9nn+Mom Onlri 1111 • • • • • 11 • • • • • • • • • • I • • • Other Dead Loading:All Loads Plan-20 F-26 Mat Footing_2018.05.31_TENSION PIERS.cpt-6/20/2018 Live (Unreducible) Loading: All Loads Plan • P.monv MI EN....WO Elomonta Mow:MY P.m.Outline.OW Column emonto blow Column EN.....•,Slab MN.,.1+Semom OPP.Only, • • • • • • • i '; • Live(Unreducible)Loading: All Loads Plan-21 F-27 Mat Footing_2018.05.31_TENSION PIERS.cpt-6/20/2018 Ultimate Seismic East Loading: All Loads Plan El..:V.Remo...WWI Elmw.ib.;WWI Elorn.Ch.y.Only;Colu.6n....Cal.n ements.c.,SW a.m.;BYO 13..0.1rx Oa, 410 _.___ ..._._.. .......... ................ ..... ......... ......Tf ...g..... ......._415.,ap ... • • • • • • i 4111 - -- - u i Ultimate Seismic East Loading:All Loads Plan-22 F-28 Mat Footing_2018.05.31_TENSION PIERS.cpt-6/20/2018 Ultimate Seismic North Loading: All Loads Plan M.o...North Loading:Our Lir.Uur No.;liur Dimoulam;Polot Lo.:Point Loo4.rs:Po.L.41.;Liu Ludo Lim Lood loom;L.Lomi 4..cAreo Lo.Mu L.W.Ana Load Valuas; 410 r.t7 wm.m. OM), OWFw py,caum • • • • .fu-2415 •�N,p • • • • • • • • • • • S „'''''''' ..,•.••.......•, .:, •.! . .. .•: .• .. ,•., . • : ,• . , • , • • , . ,: , . .• .: • Ultimate Seismic North Loading:All Loads Plan-23 F-29 Mat Footing_2018.05.31_TENSION PIERS.cpt-6/20/2018 Service LC: D + L: Max Soil Bearing Pressure Plan ~- le.1 327 WENEINISON Off IN IttM III 11 c ;�,;;. fro4 / /06 , ,„ , 0,. 700 1' i li f00 r9, 4 i c= I'. 0 Service LC: D+ L: Max Soil Bearing Pressure Plan-24 F-30 Mat Footing_2018.05.31_TENSION PIERS.cpt-6/20/2018 Service Seismic LC: D + 0.7E: Max Soil Bearing Pressure P 0 um w�.aau oNaiaw.aaowow�•>.ew.atwo.+au 22 ' mar-=seT .7„ g,.. , i j i —roo—moo- oo l I ! I : aoa S l n "' i Service Seismic LC: D+0.7E: Max Soil Bearing Pressure Plan-25 • F-31 Mat Footing_2018.05.31_TENSION PIERS.cpt-6/20/2018 Service Seismic LC: D + 0.7E: Min Soil Bearing Pressure PI User Um..User m �.� r i • if A • Service Seismic LC: D+0.7E: Min Soil Bearing Pressure Plan-26 F-32 Mat Footing_2018.05.31_TENSION PIERS.cpt-6/20/2018 Service Seismic LC: D - 0.7E: Max Soil Bearing Pressure PI lInnolc•13.4.1.0 0-11.7E Year Linn 11•••134.•1.1.4rOlnunylon• • � a Above Slab E. .eSleE. ,outlMo.. wnWr dW1 oaf CH»Aapl Illan.luen10230 mt.ryoa3:,0is1 3000 WOO 2000 71 000�• mw, oa 000. i y • l"r a-q" S Service Seismic LC: D-0.7E: Max Soil Bearing Pressure Plan-27 F-33 Mat Footing_2018.05.31_TENSION PIERS.cpt-6/20/2018 Service Seismic LC: D - 0.7E: Min Soil Bearing Pressure PIi Elernort WWI El•ments Mow.1 F. rgaMig 1111 ,_, 7,- , ,_,..,,,,,,,..-:,,,----, ;.....,.-- .... •,.._ ____ ,- ::::_____ . _ _ r"'' --, w,.w...a,e...eoo,.a1.ss tS.E S.• w.a(wa-..M1) 1 SO rI fi F !i i, 1SSSI 1 • k r d • Service Seismic LC: D-0.7E: Min Soil Bearing Pressure Plan-28 F-34 Mat Footing_2018.05.31_TENSION PIERS.cpt-6/20/2018 Service Seism_ is LC: D + 0.75L + 0.75S + 0.525E: Max Soil 0 m w„caYmm o...M.e.——.a.m....eo..:..e o.m.—6�.e E,.m.�.....o.y . -Me6wMv vw.a.,...w..) 11111111111111111188 Wilantatil o goo 1600 MO MO 4500 640 1400 7200 Niue•-21..3 p.n0031awW. - ) v...66. •„w .Y 1Q647.aa661 wo .. w '—''-'—'9=- �a6u ... ,.. _—sreo... o. ., ., Aa s n° 'wm, .wreimo,,,>,,, 1p a°°,r :.:'r:�lD/ i , 7 1 p • 4, t • • It �/ mem 99'-oD//�J,,,, / _«:/"' s.��x✓iiinr.000 ounowciru- o ...... - -,- - - :. —moi."• „.,,._. 41, Service Seismic LC: D+0.75L+0.75S+0.525E: Max Soil Bearing Pressure Plan-29 F-35 Mat Footing_2018.05.31_TENSION PIERS.cpt-6/20/2018 Service Seismic LC: D + 0.75L + 0.75S + 0.525E: Min Soil C"*".*'''''''''..."."''7"."'""%erea..1.1onsent Oul.01.Coluenn EN..Belem Column Elements AO.S.Elements Siee Element Osem Only .0. 1111 11111111111111E1111111 'ISM MBE111111111 nu. ..n.t®�...11u. ; ., .. Yea Wu ww . :5 '°' ! -,50, �,mom,,,,S,POW. „'l' 0A0 0 w 0 d' • r 1 01 f r Service Seismic LC: D+0.75L+0.75S+0.525E: Min Soil Bearing Pressure Plan-30 F-36 Mat Footing_2018.05.31_TENSION PIERS.cpt-6/20/2018 Service Seismic LC: D + 0.75L + 0.75S - 0.525E: Max Soil ell Column ..1333.0-C03033131•Enend Now 3133 B•manes SIN Nom.0.ns ONEE 4110 NS N. � RN(0e.d w„ 11.11.11111=E EOM MAWS 0 1000 HEN 3000NEN 3000 NOG MOO SON er NEN..aa pem>.+ai row neap®rvaa+;en.q dr low `yup .Ss72,�nr I 1 Ito ooa I 1 1000 I 0 i a .aim °r w. o000 0 Service Seismic LC: D+0.75L+0.75S-0.525E: Max Soil Bearing Pressure Plan-31 F-37 Mat Footing_2018.05.31_TENSION PIERS.cpt-6/20/2018 Service Seismic LC: D + 0.75L + 0.75S - 0.525E: Min Soil E a.w.-N.Elmo..wow VAN ElementowmOnly'w.wn 0.n.m.e.e.;cow.nn Dwane.Mx.;ere 0...m.;S.bon.a0iw Only 0 SLAY.1 127 Son. Lmwml.lnmum V.. �A.pn 0 COO LAO IWO Din Ww•a50.1 p.f Ol7&A.s1.551 W 4.•01.p.101]5.0;1.5551 Ax'" ,AAP'^" Mafl0 ,,.:�,. . ,e'6' ',"mow ;.Hvv o= ]IaOrraoo�l.D,»n. �. v COO <i5 ov�O1v� 4 i 1 to f 2. ow i3 ill wo i Service Seismic LC: D+0.75L+0.75S-0.525E: Min Soil Bearing Pressure Plan-32 F-38 Mat Footing_2018.05.31_TENSION PIERS.cpt-6/20/2018 Service Seismic LC: 0.6D + 0.7E: Max Soil Bearing Pressur • � , fG✓6 d6d ....,=✓ .,,.d .6---Y.%/ll%vr'/i,%'d .. 1 77,7 1 0 9 1i • ,` 6:gqftgg 9y • Service Seismic LC: 0.6D+0.7E: Max Soil Bearing Pressure Plan-33 F-39 Mat Footing_2018.05.31_TENSION PIERS.cpt-6/20/2018 Service Seismic LC: 0.6D + 0.7E: Min Soil Bearing Pressure 4000 4000 4000.4000-3000 4000 4000 0 IMO .._.._....... .......„ ._.._.._,, ,,,,,,,,,,,,,,�.<„"": / ,fir-,,,.,.z,._ a,�✓"/ L'•5 v< 74 yi•.l • Service Seismic LC: 0.6D+0.7E: Min Soil Bearing Pressure Plan-34 F-40 Mat Footing_2018.05.31_TENSION PIERS.cpt-6/20/2018 Service Seismic LC: 0.6D - 0.7E: Max Soil Bearing Pressure Spl.p Mnk� vla fix.. .nl soack saw— W.Wu.-,4Cp.,91,3,Aaw1 w.wW•eee...t 91BW:,6J) / t mo RPo • ,oa fjw S Service Seismic LC: 0.6D-0.7E: Max Soil Bearing Pressure Plan-35 F-41 Mat Footing_2018.05.31_TENSION PIERS.cpt-6/20/2018 Service Seismic LC: 0.6D - 0.7E: Min Soil Bearing Pressure low-WaMements Mow mO n•Only Column o.mi...a.Column ame�.b..SI. Slab EI tiO_onh. Mrs 1 • • Service Seismic LC: 0.6D-0.7E: Min Soil Bearing Pressure Plan-36 F-42 • RetainPro(c)1987-2017, Build 11.17.11.03 License:KW-06058348 Restrained Retaining Wall Code: IBC 2012,ACI 318-11,ACI 530-11 License To: DCI ENGINEERS Criteria IISoil Data Retained Height = 10.50 ft Allow Soil Bearing = 6,000.0 psf Wall height above soil = 0.00 ft Equivalent Fluid Pressure Method Total Wall Height = 10.50 ft At-rest Heel Pressure = 35.0 psf/ft Top Support Height = 10.50 ft Passive Pressure = 250.0 psf/ft Soil Density = 110.00 pcf Slope Behind Wal = 0.00 Footing]Soil Frictior = 0.500 Height of Soil over Toe = 6.00 in Soil height to ignore for passive pressure = 12.00 in memo - Thumbnail Surcharge Loads 1 Uniform Lateral Load Applied to Stem Adjacent Footing Load Surcharge Over Heel = 350.0 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 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 Axial Load Applied to Stem Load Type = Wind ON) Footing Type Line Load Axial Dead Load = 2,250.0 lbs (strength Level) Base Above/Below Soil at Back of Wall = 0.0 ft Wind on Ex 0 Axial Live Load = 1,250.0 lbs posed Stem= 0.0 psf Axial Load Eccentricity = 0.0 in Poisson's Ratio = 0.300 Earth Pressure Seismic Load 0 Kh Soil Density Multiplier= 0.064 g Added seismic per unit area = 51.7 psf Stem Weight Seismic Load Fp/WP Weight Multiplier = 0.000 g Added seismic per unit area = 0.0 psf Design Summary II_Concrete Stem Construction Total Bearing Load = 5,648 lbs Thickness = 10.00 in Fy = 60,000 psi ...resultant ecc. = 6.12 in Wall Weight = 125.0 psf fc = 5,000 psi Soil Pressure @ Toe = 1,473 psf OK Stem is FREE to rotate at top of footing Soil Pressure @ Heel = 1,473 psf OK Allowable = 6,000 psf Mmax Between Soil Pressure Less Than Allowable @ Top Support Top&Base @ Base of Wall ACI Factored @ Toe = 384 psf Stem OK Stem OK Stem OK ACI Factored @ Heel = 3,413 psf Design Height Above Ftg = 10.50 ft 4.81 ft 0.00 ft Footing Shear @ Toe = 16.0 psi OK Rebar Size = # 6 # 6 # 6 Footing Shear @Heel = 0.0 psi OK Rebar Spacing = 16.00 in 16.00 in 16.00 in Allowable = 94.9 psi Rebar Placed at = Edge Edge Edge Reaction at Top = 1,496.2 lbs Rebar Depth 'd' = 7.50 in 8.00 in 7.50 in Reaction at Bottom = 2,725.1 lbs Design Data fb/FB+fa/Fa = 0.000 0.651 0.000 Sliding Calcs Mu....Actual = 0.0 ft-# 7,549.8 ft-# 0.0ft-# Lateral Sliding Force = 2,725.1 lbs Mn*Phi Allowable = 10,848.4 ft-# 11,590.9 ft-# 10,848.4ft-# Shear Force @ this height = 2,360.0 lbs 3,381.5 lbs Shear Actual = 26.22 psi 37.57 psi Vertical component of active lateral soil pressure IS Shear Allowable = 106.07 psi 106.07 psi NOT considered in the calculation of soil bearing Other Acceptable Sizes&Spacings: Toe:#5 @ 18.00 in -or- Not req'd: Mu<phi*5*lambda`sgrt(fc)*Sm • Load Factors Heel:#5 @ 18.00 in -or- Not req'd:Mu<phi*5*lambda*sgrt(fc)*Sm Building Code IBC 2012,ACI 1.200 Key: No key defined -or- No key defined Dead Load Live Load 1.600 Earth,H 1.600 Wind,W 1.000 Seismic, E 1.000 F-43 RetainPro(c)1987-2017, Build 11.17.11.03 IP License:KW-06058348 Restrained Retaining Wall Code: IBC 2012,ACI 318-11,AC1 530-11 License To: DCI ENGINEERS 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 2.520 in2 3sgrt(fc)bd/fy:3sgrt(5000)(12)(7.5)/60000:0.3182 in2/ft Min Stem T&S Reinf Area per ft of stem Height:0.240 in2/ft 0.0018bh:0.0018(12)(10): 0.216 in2/ft Horizontal Reinforcing Options: One layer of: Two layers of: Required Area: 0.216 in2/ft #4@ 10.00 in #4©20.00 in Provided Area: 0.33 in2/ft #5@ 15.50 in #5@ 31.00 in Maximum Area: 1.9125 in2/ft #6@ 22.00 in #6@ 44.00 in Mmax Between Ends Vertical Reinforcing Horizontal Reinforcing As(based on applied moment): 0.2179 in2/ft (4/3)*As: 0.2905 in2/ft Min Stem T&S Reinf Area 1.366 in2 3sgrt(fc)bd/fy:3sgrt(5000)(12)(8)/60000: 0.3394 in2/ft Min Stem T&S Reinf Area per ft of stem Height:0.240 in2/ft 0.0018bh:0.0018(12)(10): 0.216 in2/ft Horizontal Reinforcing Options: One layer of: Two layers of: Required Area: 0.2905 in2/ft #4@ 10.00 in #4@ 20.00 in Provided Area: 0.33 in2/ft #5@ 15.50 in #5@ 31.00 in Maximum Area: 2.04 in2/ft #6@ 22.00 in #6@ 44.00 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 Reinf Area 1.154 in2 3sgrt(fc)bd/fy:3sgrt(5000)(12)(7.5)/60000:0.3182 in2/ft Min Stem T&S Reinf Area per ft of stem Height:0.240 in2/ftill 0.0018bh:0.0018(12)(10): 0.216 in2/ft Horizontal Reinforcing Options: One layer of: Two layers of: Required Area: 0.216 in2/ft #4@ 10.00 in #4@ 20.00 in Provided Area: 0.33 in2/ft #5@ 15.50 in #5@ 31.00 in Maximum Area: 1.9125 in2/ft #6©22.00 in #6@ 44.00 in Footing Strengths&Dimensions r Footing Design Results Toe Width = 3.00 ft -9.2 eel Heel Width = 0.83 Factored Pressure = 384 3,413 psf Total Footing Widtf = 3.83 Mu':Upward = 5,284 0 ft-# Footing Thickness = 14.00 in Mu':Downward = 1,242 0 ft-# Key Width = 0.00 in Mu: Design = 4,042 0 ft-# Key Depth = 0.00 in Actual 1-Way Shear = 15.98 0.00 psi Key Distance from Toe = 0.00 ft Allow 1-Way Shear = 94.87 0.00 psi fc = 4,000 psi Fy = 60,000 psi Footing Concrete Density = 150.00 pcf Min footing T&S reinf Area 1.16 in2 Min.As% = 0.0018 Min footing T&S reinf Area per foot 0.30 in2 fit Cover @ Top = 2.00 in @ Btm.= 3.00 in If one layer of horizontal bars: If two layers of horizontal bars: #4@ 7.94 in #4@ 15.87 in #5@ 12.30 in #5@ 24.60 in #6@ 17.46 in #6@ 34.92 in i • F-44 • RetainPro(c)1987-2017, Build 11.17.11.03 License:KW-06058348 Restrained Retaining Wall Code: IBC 2012,ACI 318-11,ACI 530-11 License To: DCI ENGINEERS Summary of Forces on Footing : Slab RESISTS sliding,stem is PINNED at footing Forces acting on footing soil pressure (taking moments about front of footing to find eccentricity) Surcharge Over Heel = lbs 3.83 ft ft-# Axial Dead Load on Stem = 2,250.01bs 3.42 ft 7,687.5ft-# Soil Over Toe = 165.01bs 1.50 ft 247.5ft-# Adjacent Footing Load = lbs ft ft-# Surcharge Over Toe = lbs ft ft-# Stem Weight = 1,312.5lbs 3.42 ft 4,484.4ft-# Soil Over Heel = lbs 3.83 ft ft-# Footing Weight = 670.8Ibs 1.92 ft 1,285.8ft-# Total Vertical Force = 5,648.3lbs Moment = 13,705.1 ft-# Net Mom.at Stem/Ftg Interface= -2,879.2 ft-# Allow.Mom.@ Stem/Ftg Interface= 6,780.2 ft-# Allow.Mom.Exceeds Applied Mom.? Yes Therefore Uniform Soil Pressure= 1,473.5 psf Vertical component of active lateral soil pressure IS NOT considered in the calculation of Sliding Resistance. • 0 G-1 • 4b tiry DCI SK-2 MK TIGARD STORAGE FACILITY June 20, 2018 at 1:13 PM III 18031-0057 Member Labels Canopy Design.r3d ��. G-2 • ��> ✓�®. 411 v \ �® :Tx , t, 6 z > % �, �� } # yvx . 3 <16,, \ �« • / . �� \ �. � �� ;» d >>-\ � \%� �� \» . . . >\� /� • >• ` �« wads BLO WAN • DCI SK-3 MK T CARD STORAGE June 20, 2018 at 1:15 PM 1831-07 Loading Canopy Company : DCI June 20, 2018 I „ISS Deigr : MK Job':Number 18031-0057 1:16 PM G-3 Checked By ANEME7.4',CF,E,,,,f,,`:=.,, Model Name : TIGARD STORAGE FACILITY 1111 Hot Rolled Steel Properties Label E [ksi] G[ksi] Nu Therm(\1... Density[k/ft^3] Yield[ksI] Ry Fu[ksi] Rt 1 A992 29000 11154 .3 .65 .49 50 1.1 65 1.1 A36.:Gr 3 29000 111 , 40; 5r 1 .,-141-11 .4 3 A572 Gr 50 29000 11154 .3 .65 .49 50 ,,,,_,1.1 65 1.1 a PIP RNDA2 01XY11154, 2 `` �.. .65 � X27 f 5 A500 Gr.B Rect 29000 11154 .3 .65 .527 46 1.458 1.3 et A53'dr.a' 29000l`11 , ,;3 x 49 7 A1085 29000 11154 .3 .65 .494, .ate• 35 1...4 6 "51.3 3c Hot Rolled Steel Section Sets Label Shape Type Design List Material Design Rules A[n2] lyy[in4] Izz[in4] J[in4] 1 C 12x C12x20.7 Beam 1 Channel A36 Gr.36 Typical 6.08 3.86 129 .369 2. HSS ' HSS8x2x4 :.Beam RECT A500Gr R `'VliCal .: 4.3,414 2.:= ,.`i" '2 i. Ei" Member Primary Data Label I Joint J Joint K Joint Rotate(deq) Section/Shape Type Design List Material Design Rules 1 M1 N1 N2 C 12x Beam Channel A36 Gr.36 Ty ical 2., , v .M2N ::N3 N4': ,, HSS Begin 0 r pi, CT � Typical 3 M3 N5 N6 HSS Beam RECT A500 Gr B.. Typical 4 . N7 N8 ;`SS By' „ RECT A500 Gr B rn Typica[ 4r) 5 M5 N9 N10 HSS Beam RECT A500 Gr B V Typical 6:...& ., *11 -` N12 ., , e C 1 BeamtCnei: �`W6 GrTypipal - 7 M7 N2 N4 180 C 12x Beam Channel A36 Gr.36 Typical 'y NSA,, - .' 180, .. , . C .2x eat ice.; han ,A36 Gr..3sTypical _ ,s � �� N4 .`':1' Typla 9 M9 N6 N8 180 C 12x Beam Channel A36 Gr.36 Typical .: 1 440 ' N8&.� N 1130, .1 Channel A36rpical;, 11 M11 N10 N12 180 C 12x Beam Channel A36 Gr.36 Typical Hot Rolled Steel Design Parameters Label Shape Length[ft] Lbyy[ft] Lbzz[ft] Lcomp top[ft]Lcomp bot[ft]L-torqu... Kyy Kzz Cb Function 1 M1 --G-4-2x- . 3.33 L A Lateral ? '',':':'o;-1-1 3.33 1: ., ,'-'-:-# , Lat r z,4 3 M3 HSS 3.33by Lateral 4, M4 4 ASS 'x,33. y .ma ,; 'i '' aterai 5 M5 HSS 3.33 Lb Lateral _ 6 ,4t 12)CT 3,33 s'° 1- tateli 7 M7 C 12x 4.67 Lb Lateral 8 M8 .C12x« : . �� Lateral'. 2, 9 M9 C 12x 4.67 Lbyy Lateral ` t3 ''M'M10 0. S 11 M11 C 12x 4.67 Lbyy Lateral Member Area Loads (BLC 1 : DEAD) Joint A Joint B Joint C Joint D Direction Distribution Maqnitude[ksf] 1 N1 N11 N12 N2 Y A-B -.015 • RISA-3D Version 16.0.4 [J:\...\...\...\4- Calculations\B-Gravity\5- MISC\Canopy Design.r3d] Page 1 Company : DCI June 20, 2018 IIIRISA Designer MK 1:16 PM G-4 Job Number 18031-0057 Checked By. ,,„,,,z, Model Name : TIGARD STORAGE FACILITY Member Area Loads (BLC 2: SNOW) Joint A Joint B Joint C Joint D Direction Distribution Magnitude[kst] 1 N1 N11 N12 N2 Y A-B -.025 Basic Load Cases BLC Description Category X Gravity Y Gravity Z Gravity Joint Point DistributedArea(Me...Surface(... 1 DEAD DL -1 1 2. ,.. SNOW ' ;<;', <t 1 , 3 BLC 1 Transient Ar... None 6 4 BLC 2 Tran N$,... _ - ..\:.. Load Combinations Des cri•tion So...PDelta S... BLC Fac..BLCFac..BLCFac..BLCFac..BLCFac..BLCFac..BLCFac..BLCFac..BLCFac..BLCFac... ®Deflection 10 Y • DL Deflection 20ISIMMWANWWWWEIMMNIMMMM ©Deflection 38:1 Y • DL ",.."16-8 DL' © IBC 16-9 ® Y • DL UP I•�� 6 IBC 16-10(b) ”` DL a + "IMMMWD1 =NM ©IBC 16-11 (b) ® Y DL s 1. D+1.6S d '<.;.INEgM MWMMs` MM" IMMME. i Envelope Joint Reactions Joint X[k] LC Y[k] LC Z[k] LC MX[k-ft] LC MY[k-ft] LC MZ[k-ft] LC 1 N1 max 0 1 .592 8 0 1 0 2 0 1 0 1 min 0 1 0 1,2 0 -1.084 . 8 0 1' r, 0, 1 3 N3 max 0 1 1.08 8 0 1 0 2 0 1 0 1 4 ` .#Tl]rl % 1 0 ,2 `.`: -1.988 f7 1 5 N5 max 0 1 1.08 8 0 1 0 2 0 1 0 1 ,, min 0 1 0 � .... • 0 :,.:.1 1.991.x= 8 0 . {;` 0 ,;..1';..:: 7 N7 max 0 1 1.08 8 0 1 0 2 0 1 0 1 81"x` . min 0 1 0 0 �s -1.991 : 0'' 1 ' 0 9 N9 max 0 1 1.08 8 0 1 0 2 0 1 0 1 10 •min 0' 1; 0 lira 1:. -1-988 0 1 0 " 11 N11 max 0 1 .592 8 0 1 0 2 0 1 0 1 12 :t11,167 0 1 0 0 , 1 -11:184 8 0•7.7—:-1' i a 1 13 Totals: max 0 1 5.502 8 0 1 14 0 1 0 .4 2 1 Envelope Joint Displacements Joint X [in] LC Y[n] LC Z[in] LC X Rotation ... LC Y Rotation ... LC Z Rotation... LC 1 N1 max 0 1 0 2 0 1 0 8 0 1 0 1 2 s min_ 0 1 8 0 1 .+ 2 0 1 0 3 N2 max0 1 0 2 0 1 6.337e-05 8 0 1 0 1 4 min �N :: ,002 4 8 0 <:, °1 0 2 0 1 0 1 5 N3 max 0• 1 0 2 0 1 0 8 0 1 0 1:. .. 0 8 � 0 .. 1 t)1'1,'' 2 0"1, s<-1 0 ' 1 7 N4 max 0 1 0 2 0 1 5.258e-04 8 0 1 0 1 RISA-3D Version 16.0.4 [J:\...\...\...\4 Calculations\B-Gravity\5- MISC\Canopy Design.r3d] Page 2 Company : DCI ne , 1 I Designer : '\111,831_,3°,7 1:16 PM G-5 Job Number : 18031-0057 CheckedJu20B2018y. Nat, rscHEKcOM-,�,%., Model Name : TIGARD STORAGE FACILITY Envelope Joint Displacements (Continued) Joint X[n] LC Y[n] LC Z[in] LC X Rotation ... LC Y Rotation ... LC Z Rotation... LC . 0 . , 1 , -.016 8 ,1 0 2 0 1 h. 1 9 N5 max 0 1 0 2 0 1 0 8 0 1 0 1 10 miff „a 8 ". 0"= 0 2 0 .1. 0' 11 N6 max 0 1 0 2 0 1 5.278e-04 8 0 1 0 1 12t !� 1. 01 .,� „0 . 1 13 N7 max 0 1 0 2 0 1 0 8 0 1 0 1 4 a min €1 0 8 1 0 15 N8 max 0 1 0 2 0 1 5.278e-04 8 0 1 0 1 min 0 i.< -.016 17 I N9 max0 1 0 2 0 1 0 8 0 1 0 1 18 mine 0 1" 0.'41.1, 8 0. 2 ';�k. 1 �...... 011 19 N10 max 0 1 0 2 0 1 5.258e-04 8 0 1 0 1 r20 min 0 "1 - 016 8:::;;Ws,0 1 2 21 I N11 max 0 1 0 2 0 1 0 8 0 1 0 1 22min. 1 .8 0 1 ,0 - 0 %' . 0 23 N12 max " 0 1 0 2 0 1 6.337e-05 8 0 1 0 1 24 min. 0 1 -.002 8 0' 1 2 0 1 . 0 • Envelope AISC 14th(360-10):ASD Steel Code Checks Member Shape Code Check Lo... ...She...Lo... ......Pnc/o...Pnt/o...Mnyy...Mnzz...... Eqn 1 M1 C12x20.7 .024 0 8 .014 0 y 8114.8. 131.0. 494945.988 H1-1 b io0.'' . 9, 0 y 810'x.., 1184 ?; ��2,`22 B1a 3 M3 HSS8x2.. .090 0 8 .019 0 y 8 101.2..118.4..7.361 22.22 ..H1-1 b 8 0 ems#9w .'y 8101 °118.4.k1 . 2222... t1 t11 5 M5 HSS8x2.. .089 0 8 .019 0 y 8 101.2..118.4..7.361 22.22 •••H1-1b _0241 0 8,.01(7%t y 114.8..131 0.;4.949 45.988...H1-1 b 7 M7 C12x20.7 001 2.3...8 .005 0 y 8 101.0...131 0..4,949 45.988...H1-1 b 8t . C1 .. 1 0 .< .. 2.33 8 .06r 4:66 ,".,101.1...131,0. 4. 49 45.988 H1'-ib 9 Mg C12x20.7 .001 2.3.. 8 .001 4.67,y 8 101.0..131 0..4.949 45.988 H1-1 b 10 ":/,1 .001 �. ?3.3,x, 001 4.66 "x ,11" 131.0..4.94945.988 11 M11 C12x20.7 .001 2.3. ,8 .0054.67 y 8 101.0..131.0..4.949 45.988...H1-1b s RISA-3D Version 16.0.4 [J:\...\...\...\4 Calculations\B-Gravity\5 - MISC\Canopy Design.r3d] Page 3 —- V.7 S 'to it Jed (mil va) h /1-A.1 .)O,014:9 )tr p , C 3"/ hbcd -4 5i , j-14 )) n ç ) tic Sbiri ;pi c9 hff 0.2g co 0 ( 1).Li.,) -oter-t 0 6 ch/DE) cQS 10)(st'SXCL:c1-:bc1) Dtito op-i34 0/4A3 (Inc -7,44 'i/o , (/C tt -011, Vfi Id*Y• 'Ann 134,4 lo •loon- Ag loarcing 4 (°lea loarald • 9-0 uaauis B .ON pegs •oN loefaid IDCI DCIProject No. Sheet No. EnGinEeRs G-7 Project Date ( Subject By 111 1 r-13,1-nri Force. 0 5tki 6ro L P6"431,1& Sk,(pc 6> Fl- c•-,fmvp ) fr LIci rd x I, Wi Sk, Tri) 3j14, )( 1JY 109 FQ ie•-, Fic 7-' Socp ps; 0 se. zeo 5i2 Kit-CI 11 txri ez+ o" FP,61 lekA4 I (d4,* - Kif(1.19 £ , " („) .„ 4LIC10c 11, T, p,F la c cy-tem) -t.ve- fi