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Specifications r a Table of Contents 1111 s 111 a 111 a a a a U 111 a ■ Volume 3: Post-Tensioned Slob - Buildings A& B • Description Page(s) Design Criteria and Applied Gravity Loads 2 Building A Level 2 Slab 3-65 . Building B Level 2 Slab 66-124 a a ■ s ■ 1111 9Su570ite SWOne BarHundredbur Blvd Project Name Tigard Apartments Project# 161 194 Portland,OR 97219 . Location 8900-9000 SW Oak St.,Tigard,Oregon Client AG Spanos Companies MILLER Phone 503.246.1250 CONSULTING Fax 503.246.139s ELD ARL 9.28.2017 1 of 124 111 www.miller-se.com By Ck.d Date Page ENGINEERS .a II Building Code: 2014 Oregon Structural Specialty Code . Soils Report: Yes Soils Report by: GRI Dated: 4/18/2016 Soil Bearing: N/A PSF Retaining Walls: Yes . Equivalent Fluid Pressure(active): 35 PCF Passive bearing: 250 PCF Friction: 0.35 Structural System: Building Structure a Vertical System:Wood Framed over PT Concrete Slab Lateral Sys: Light Framed Shear Walls over Special Reinf Conc Shear Walls Element Roof Floor Corridor ■ Load Type Dead Dead Dead Basic Design Value(PSF) 15 27 27 Loads: Load Type Snow Floor Live Corridor Live III Value(PSF) 25 40 100 111Deflection Criteria U240 U360 U360 Lateral Design Parameters: . Wind Design:ASCE 7-10 Wind Speed(3 sec Gust): 120 MPH Exposure B . Importance Factors I,N= 1.00 IE= 1.00 Is= 1.00 I,= 1.00 Risk Cat: II (ice w/wind) (seismic) (snow) (ice) II Seismic Design 2012 18C SEISMIC DESIGN RECOMMENDATIONS III Recommended 111Seismic Variable Value Site Class C Max 0.2-Second Period 1110.99 g Spectral Response Acceleration,SMS MCEs.I-Second Period 0.58 g111 Spectral Response Acceleration,5.,, Design 0.2-Second Period 0.66 g ■ Spectral Response Acceleration,Se, Design 1-Second Period 0.39 a ■ Spectral Response Acceleration,Sol Design Summary: . The following structural calculations are for the foundation systems for two proposed apartment buildings.The buildings are four stories of wood-framing supported on one elevated PT podium slab.The building foundations are supported on Auger Cast in Place piling. . ■ • • III S a a a 9570 SW Barbur Blvd Project Name Tigard Apartments Project# 161 194 Suite One Hundred • ES Portland,OR 97219 Mb Location 8900-9000 SW Oak St.,Tigard, Oregon 1111 Client AG Spanos Companies MILLER Phone 503.246.1250 . CONSULTING Fax 503.246.1395ELD ARL 9.28.2017 2 of 124 www.miller-se.com By Ck'd Date Page ENGINEERS . a. ■ Building A-Full Model_2017-08-08_manual holdown loads.cpt-9/22/2017 ■ Element: Structure Summary Perspective ■ Wall Elements Below;Wall Elements Above;Column Elements Below;Column Elements Above;Slab Elements; User Lines;User Notes;User Dimensions; i ■ ■ ■ a i ■ ■ ■ ■ ■ a ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ 3 of 124 ■ Element:Structure Summary Perspective-21 ■ a Building A-Full Model_2017-08-08_manual holdown loads.cpt-9/22/2017 Units Geometry Unit! 111 Plan Dimensions:feet Slab Thickness:inches Support Dimensions: inches Angles:degrees Elevations: inches Support Height:feet a i Loading and Reaction Unit a 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 a Point Moment:kip-ft Line Moment:Kips Area Moment: #/foot -Report As Zero:0 kip-ft -Report As Zero:0 IGps -Report As Zero:0#/foot i Spring and Stiffness Unit Point Force Spring:kips/in Line Force Spring:ksi Area Force Spring:pd 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 IGps -Report As Zero:0 kip-ft -Report As Zero:0 psi Force Per Width: kips/ft Moment Per Width:Kips Deflection: inches U -Report As Zero:0 kips/ft -Report As Zero:0 Kips -Report As Zero:0 inches ■ Materials Units Concrete Volume:yd3 Reinforcing Area:inz PT Force:Kips Reinforcement Weight:tons Tendon Profile:inches Reinforcing Stress:ksi PT Weight:pounds Cover:inches a Miscellaneous Unit a Floor Area:ft2 Density:pcf Elongations:inches S Tendon Angles(for friction):radians i i ■ i ✓ 4 of 124 Units-1 B ■ Building A-Full Model_2017-08-08_manual holdown loads.cpt-9/22/2017 ■ Signs ■ Positive Loads i 71 r � ■ ir i ■ Positive Analysis 111 kniF.1 ,[1111 it1173/1. 41-1M+ i t i 4114-1-17 / : •" 1L •1 ti •y 1� ■ Positive Reactions ■ ralkISI 111 O X I Per/ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ 1115of124 Signs-2 ■ $ Building A-Full Model_2017-08-08_manual holdown loads.cpt-9/22/2017 II Materials Concrete Mix II Mix Density Density For fci ft fcui fru Poisson User Eci User Ec Name (pc-0 Loads(pct) (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 II 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 i 4000 psi(2) 145 150 3000 4000 3725 4975 0.2 Code 2500000 3000000 5000 psi(2) 145 150 3750 5000 4558 6399 0.2 Code 2500000 3000000 • • PT Systems ■ System Aps Eps &e tpy fpu Duct Width Strands Min Radius Name Type (inz) (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 S 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 • s PT Stressing Parameters ll 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 • i Reinforcing Bars Il Bar As Es Fy Straight 90 Hook 180 Hook Name (inz) (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 II #7 0.6 29000 60 None Code Code Code #8 0.79 29000 60 None Code Code Code Il #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 ■ ■ ■ 6 of 124 • Materials-3 • a 111 Building A-Full Model_2017-08-08_manual holdown loads.cpt-9/22/2017 Materials (2) a SSR Systems Stud Area Head Area Min Gear 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 II 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 ill 3/4"SSR 0.442 4.42 0.5 None 50 0.25 2 Rail Ancon Shearfix Auto-S)71217 1.096 0.5906 None 72.52 0.03937 2 Rail III 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 il Ancon Shearfix 14 mr0.2386 2.147 0.5906 None 72.52 0.03937 2 Rail ■ Ancon Shearfix 16 mr6.3116 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 II Ancon Shearfix 24 mn0.7012 6.311 0.5906 None 72.52 0.03937 2 Rail a a i a ■ ■ a is a ■ ■ a a a is is is is is 7 of 124 III Materials-4 a a Building A-Full Model_2017-08-08_manual holdown loads.cpt-9/22/2017 Loadings Loading Name Type Analysis On-Pattern Factor Off-Pattern Factor i Self-Dead Loading Self-Weight Normal 1 1 Balance Loading Balance Normal 1 1 S Balanced Load(transfer) Balance(transfer) Normal 1 1 Hyperstatic Loading Hyperstatic Hyperstatic 1 1 t Construction Dead Load Stressing Dead Normal 1 1 Dead Load Dead Normal 1 1 111 Dead Load(transfer) Dead(transfer) Normal 1 1 11 Live Load Reducible Live(Reducible) Normal 1 0 Live Load Reducible(transfer) Live(Reducible)(transfer) Normal 1 0 i Live Load Unreducible Live(Unreducible) Normal 1 0 Partition Load Live(Unreducible) Normal 1 0 ■ Live Load Unreducible(transfer) Live(Unreducible)(transfer) Normal 1 0 Live Load Storage Live(Storage) Normal 1 0 a Live Load Storage(transfer) Live(Storage)(transfer) Normal 1 0 111 Live Load Roof Live(Roof) Normal 1 0 Live Load Roof(transfer) Live(Roof)(transfer) Normal 1 0 ■ EQX Other Normal 1 1 EQY Other Normal 1 1 is a a ■ ■ in ■ is a a ■ a a ■ ■ a a ■ 8 of 124 Loadings-5 • 11 0 ili Building A-Full Model_2017-08-08_manual holdown loads.cpt-9/22/2017 Load Combinations ■ All Dead LC Active Design Criteria: <none> alAnalysis: Linear Loading Standard Factor Alt Envelope Factor 111 Self-Dead Loading 1 1 Dead Load 1 1 IDead Load(transfer) 1 1 II Dead + Balance LC IActive Design Criteria: <none> Analysis:Linear U Loading Standard Factor Alt Envelope Factor Self-Dead Loading 1 1 IBalance Loading 1 1 Balanced Load(transfer) 1 1 a Dead Load 1 1 ■ Dead Load(transfer) 1 1 Initial Service LC Active Design Criteria: Initial Service Design i Analysis: Linear . Loading Standard Factor Alt Envelope Factor Self-Dead Loading 1 1 ■ Balance Loading 1.13 1.13 Construction Dead Load 1 1 a Service LC: D + L Active Design Criteria: User Minimum Design, Code Minimum Design, Service Design . Analysis: Linear Loading Standard Factor Alt Envelope Factor II Self-Dead Loading 1 1 Balance Loading 1 1 I Balanced Load(transfer) 1 1 Dead Load 1 1 1111 Dead Load(transfer) 1 1 a Live Load Reducible 1 0 Live Load Reducible(transfer) 1 0 . Live Load Unreducible 1 0 Partition Load 1 0 111 Live Load Unreducible(transfer) 1 0 Live Load Storage 1 0 U Live Load Storage(transfer) 1 0 ✓ ■ ■ S 019 of 124 Load Combinations-6 II ■ Building A-Full Model_2017-08-08_manual holdown loads.cpt-9/22/2017 it Load Combinations (2) Service LC: D + Lr 5 Active Design Criteria: User Minimum Design, Code Minimum Design, Service Design Analysis:Linear IN Loading Standard Factor Alt.Envelope Factor Self-Dead Loading 1 1 a Balance Loading 1 1 Balanced Load(transfer) 1 1 NI Dead Load 1 1 II Dead Load(transfer) 1 1 Lave Load Roof 1 0 a Live Load Roof(transfer) 1 0 ■ Service LC: D + 0.75L+ 0.75Lr II Active Design Criteria: User Minimum Design, Code Minimum Design, Service Design Analysis: Linear a Loading Standard Factor Alt.Envelope Factor Self-Dead Loading 1 1 • Balance Loading 1 1 Balanced Load(transfer) 1 1 a Dead Load 1 1 Dead Load(transfer) 1 1 5 Live Load Reducible 0.75 0 . Live Load Reducible(transfer) 0.75 0 Live Load Unreducible 0.75 0 ■ Partition Load 0.75 0 Live Load Unreducible(transfer) 0.75 0 . Live Load Storage 0.75 0 Live Load Storage(transfer) 0.75 0 5 Live Load Roof 0.75 0 Live Load Roof(transfer) 0.75 0 ■ a Sustained Service LC Active Design Criteria: Sustained Service Design II Analysis: Linear Loading Standard Factor Alt.Envelope Factor ■ Self-Dead Loading 1 1 III Loading 1 1 _. Balanced Load(transfer) 1 1 ■ Dead Load 1 1 Dead Load(transfer) 1 1 II Live Load Reducible 0.5 0.5 Live Load Reducible(transfer) 0.5 0.5 5 Live Load Unreducible 0.5 0.5 Partition Load 0.5 0.5 ■ Live Load Unreducible(transfer) 0.5 0.5 II Live Load Storage 1 1 Live Load Storage(transfer) 1 1 . Live Load Roof 0.5 0.5 Live Load Roof(transfer) 0.5 0.5 5 10 of 124 Load Combinations-7 • ■ • • Building A-Full Model_2017-08-08_manual holdown loads.cpt-9/22/2017 Load Combinations (3) a • 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 Dead Load(transfer) 1.4 0.9 11111 II 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 • Dead Load(transfer) 1.2 0.9 Live Load Reducible 1.6 0 $ Live Load Reducible(transfer) 1.6 0 Live Load Unreducible 1.6 0 1111 Partition Load 1.6 0 Live Load Unreducible(transfer) 1.6 0 I Live Load Storage 1.6 0 . Live Load Storage(transfer) 1.6 0 Live Load Roof 0.5 0 11 Live Load Roof(transfer) 0.5 0 • Factored LC: 1.2D +fiL+ 1.6Lr III 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 rHyperstatic Loading 1 1 Dead Load 1.2 0.9 ■ Dead Load(transfer) 1.2 0.9 Live Load Reducible 0.5 0 a Live Load Reducible(transfer) 0.5 0 Live Load Unreducible 1 0 111 Partition Load 1 0 ■ Live Load Unreducible(transfer) 1 0 Live Load Storage 1 0 . Live Load Storage(transfer) 1 0 Live Load Roof 1.6 0 11 Live Load Roof(transfer) 1.6 0 • • ■ 11 of 124 Load Combinations-8 • ■ Building A-Full Model_2017-08-08_manual holdown loads.cpt-9/22/2017 . Load Combinations (4) 1.33D +fiL+ 0.2S+ EQ_X r Active Design Criteria: Code Minimum Design, User Minimum Design, Strength Design, Ductility Design Analysis: Linear r Loading Standard Factor Alt Envelope Factor Self-Dead Loading 1.33 1.33 r Hyperstatic Loading 1 1 111Dead Load 1.33 1.33 Dead Load(transfer) 1.33 1.33 II Live Load Reducible 0.5 0.5 Live Load Reducible(transfer) 0.5 0.5 i Live Load Unreducible 1 1 Partition Load 1 1 r Live Load Unreducible(transfer) 1 1 Live Load Storage 1 1 1 Live Load Storage(transfer) 1 1 ■ Live Load Roof 0.2 0.2 Live Load Roof(transfer) 0.2 0.2 ■ EQ_X 1 1 r 1.33D +f1L+ 0.2S+ EQY a Active Design Criteria: Code Minimum Design, User Minimum Design, Strength Design, Ductility Design Analysis:Linear r Loading Standard Factor Alt Envelope Factor Self-Dead Loading 1.33 1.33 a 11 Hyperstatic Loading 1 1 Dead Load 1.33 1.33 r Dead Load(transfer) 1.33 1.33 Live Load Reducible 0.5 0.5 a Live Load Reducible(transfer) 0.5 0.5 r Live Load Unreducible 1 1 Partition Load 1 1 r Live Load Unreducible(transfer) 1 1 Live Load Storage 1 1 a Live Load Storage(transfer) 1 1 Live Load Roof 0.2 0.2 r Live Load Roof(transfer) 0.2 0.2 EQY 1 1 r a a a I a is I 12 of 124 r Load Combinations-9 III ■ Building A-Full Model_2017-08-08_manual holdown loads.cpt-9/22/2017 ■ Load Combinations (5) a 1.33D +fiL+ 0.2S- EQX Active Design Criteria: Code Minimum Design, User Minimum Design, Strength Design, Ductility Design II Analysis:Linear Loading Standard Factor Alt Envelope Factor $ Self-Dead Loading 1.33 1.33 Hyperstatic Loading 1 1 III Dead Load 1.33 1.33 Dead Load(transfer) 1.33 1.33 Live Load Reducible 0.5 0.5 1111 Live Load Reducible(transfer) 0.5 0.5 Live Load Unreducible 1 1 III Partition Load 1 1 Live Load Unreducible(transfer) 1 1 . Live Load Storage 1 1 Live Load Storage(transfer) 1 1 111 Live Load Roof 0.2 0.2 III Live Load Roof(transfer) 0.2 0.2 EQX -1 -1 a is 1.33D +f1L + 0.2S- EQY Active Design Criteria: Code Minimum Design, User Minimum Design, Strength Design, Ductility Design . Analysis: Linear Loading Standard Factor Alt Envelope Factor ■ Self-Dead Loading 1.33 1.33 Hyperstatic Loading 1 1 $ Dead Load 1.33 1.33 Dead Load(transfer) 1.33 1.33 $ Live Load Reducible 0.5 0.5 Live Load Reducible(transfer) 0.5 0.5 II Live Load Unreducible 1 1 Partition Load 1 1 IIII Live Load Unreducible(transfer) 1 1 . Live Load Storage 1 1 Live Load Storage(transfer) 1 1 _ $ Live Load Roof 0.2 0.2 Live Load Roof(transfer) 0.2 0.2 II EQY -1 -1 of a a is a a a 13 of 124 a Load Combinations-10 a r Building A-Full Model_2017-08-08_manual holdown loads.cpt-9/22/2017 ■ Load Combinations (6) 1.33D + f1L + 0.2S + 0.3EQ_X+ EQ_Y r Active Design Criteria: Code Minimum Design, User Minimum Design, Strength Design, Ductility Design Analysis:Linear r Loading Standard Factor Alt Envelope Factor Self-Dead Loading 1.33 1.33 r Hyperstatic Loading 1 1 Dead Load 1.33 1.33 r Dead Load(transfer) 1.33 1.33 1111Live Load Reducible 0.5 0.5 Live Load Reducible(transfer) 0.5 0.511 Live Load Unreducible 1 1 Partition Load 1 1 r Live Load Unreducible(transfer) 1 1 Live Load Storage 1 1 r Live Load Storage(transfer) 1 1 111Live Load Roof 0.2 0.2 Live Load Roof(transfer) 0.2 0.2 11 EQX 0.3 0.3 EQ.Y 1 1 1 r 1.33D +fiL+ 0.2S + 0.3EQ_Y+ EQ_X Active Design Criteria: Code Minimum Design, User Minimum Design, Strength Design, Ductility Design ■ Analysis: Linear Loading Standard Factor Alt Envelope Factor a Self-Dead Loading 1.33 1.33 Hyperstatic Loading 1 1 r Dead Load 1.33 1.33 Dead Load(transfer) 1.33 1.33 r Live Load Reducible 0.5 0.5 11Live Load Reducible(transfer) 0.5 0.5 Live Load Unreducible 1 1 111 Partition Load 1 1 Live Load Unreducible(transfer) 1 1 a Live Load Storage 1 1 Live Load Storage(transfer) 1 1 r Live Load Roof 0.2 0.2 Live Load Roof(transfer) 0.2 0.2 a EQX 1 1 .1EQ_Y 0.3 0.3 a a a a r IN 14 of 124 . Load Combinations-11 111 is a Building A-Full Model_2017-08-08_manual holdown loads.cpt-9/22/2017 Load Combinations (7) 1.33D +f1L+ 0.2S-0.3EQ_X- EQ_Y Active Design Criteria: Code Minimum Design, User Minimum Design, Strength Design, Ductility Design $ Analysis: Linear Loading Standard Factor Alt.Envelope Factor . Self-Dead Loading 1.33 1.33 Hyperstatic Loading 1 1 I Dead Load 1.33 1.33 Dead Load(transfer) 1.33 1.33 Live Load Reducible 0.5 0.5 III Live Load Reducible(transfer) 0.5 0.5 Live Load Unreducible 1 1 III Partition Load 1 1 Live Load Unreducible(transfer) 1 1 III Live Load Storage 1 1 Live Load Storage(transfer) 1 1 III Live Load Roof 0.2 0.2 . Live Load Roof(transfer) 0.2 0.2 EQX -0.3 -0.3 ■ EQY -1 -1 ■ 1.33D +f1L+ 0.2S-0.3EQ_Y- EQ_X . Active Design Criteria: Code Minimum Design, User Minimum Design, Strength Design, Ductility Design Analysis: Linear ■ Loading Standard Factor Alt.Envelope Factor Self-Dead Loading 1.33 1.33 ill Hyperstatic Loading 1 1 Dead Load 1.33 1.33 . Dead Load(transfer) 1.33 1.33 Live Load Reducible 0.5 0.5 • Live Load Reducible(transfer) 0.5 0.5 Live Load Unreducible 1 1 II Partition Load 1 1 . Live Load Unreducible(transfer) 1 1 Live Load Storage 1 1 s Live Load Storage(transfer) 1 1 Live Load Roof 0.2 0.2 • Live Load Roof(transfer) 0.2 0.2 EQX -1 -1 II EQY -0.3 -0.3 S III Active + EQ_X Active Design Criteria: Code Minimum Design, User Minimum Design, Strength Design, Ductility Design Analysis: Linear II Loading Standard Factor Alt.Envelope Factor Self-Dead Loading 0.77 0.77 111 Hyperstatic Loading 1 1 . Dead Load 0.77 0.77 Dead Load(transfer) 0.77 0.77 . EQX 1 1 . 15 of 124 Load Combinations-12 • Building A-Full Model_2017-08-08_manual holdown loads.cpt-9/22/2017 ■ Load Combinations (8) t 0.77D + EQ_Y 111 Active Design Criteria: Code Minimum Design, User Minimum Design, Strength Design, Ductility Design Analysis: Linear ■ Loading Standard Factor Alt Envelope Factor Self-Dead Loading 0.77 0.77 r Hyperstatic Loading 1 1 Dead Load 0.77 0.77 II Dead Load(transfer) 0.77 0.77 EQY 1 1 III • 0.77D- EQ_X II Design Criteria: Code Minimum Design, User Minimum Design, Strength Design, Ductility Design Analysis: Linear Loading Standard Factor Alt Envelope Factor ■ Self-Dead Loading 0.77 0.77 Hyperstatic Loading 1 1 • Dead Load 0.77 0.77 . Dead Load(transfer) 0.77 0.77 EQX -1 -1 • • 037D- EQ_Y Active Design Criteria: Code Minimum Design, User Minimum Design, Strength Design, Ductility Design . Analysis:Linear Loading Standard Factor Alt Envelope Factor . Self-Dead Loading 0.77 0.77 Hyperstatic Loading 1 1 r Dead Load 0.77 0.77 Dead Load(transfer) 0.77 0.77 • EQY -1 -1 ■ 0.77D + 0.3EQ_X + EQ_Y III Active Design Criteria: Code Minimum Design, User Minimum Design, Strength Design, Ductility Design Analysis: Linear 11 Loading Standard Factor Alt.Envelope Factor II Loading 0.77 0.77 Hyperstatic Loading 1 1 Dead Load 0.77 0.77 - III Dead Load(transfer) 0.77 0.77II EQX 0.3 0.3 EQY 1 1 • • r ■ 16 of 124 Load Combinations-13 • a a Building A-Full Model_2017-08-08_manual holdown Ioads.cpt-9/22/2017 Load Combinations (9) III 0.77D + 0.3EQY+ EQX Active Design Criteria: Code Minimum Design, User Minimum Design, Strength Design, Ductility Design Ill Analysis: Linear Loading Standard Factor Alt Envelope Factor II Self-Dead Loading 0.77 0.77 Hyperstatic Loading 1 1 II Dead Load 0.77 0.77 II EQ_X Load(transfer) 0.77 0.77 EQ_X 1 1 $ EQ-Y 0.3 0.3 ■ 0.77D-0.3EQX- EQY ■ Active Design Criteria: Code Minimum Design, User Minimum Design, Strength Design, Ductility Design Analysis: Linear IIILoading Standard Factor Alt Envelope Factor Self-Dead Loading 0.77 0.77 $ Hyperstatic Loading 1 1 Dead Load 0.77 0.77 • Dead Load(transfer) 0.77 0.77 EQ_X -0.3 -0.3 III EQ-Y -1 -1 a 0.77D-0.3EQY- EQX III Active Design Criteria: Code Minimum Design, User Minimum Design, Strength Design, Ductility Design Analysis:Linear IIILoading Standard Factor Alt.Envelope Factor Self-Dead Loading ..O.77- 0.77 III Hyperstatic Loading 1 1 IIIDead Load 0.77 0.77 Dead Load(transfer) 0.77 0.77 II EQ_X -1 -1 EQ-Y -0.3 -0.3 a a a a a a II a a I 17 of 124 1111 Load Combinations-14 II a Building A-Full Model_2017-08-08_manual holdown loads.cpt-9/22/2017 Design Rules Code Minimum Desig 318-11 Min.Reinforcement User Minimum Desig1111 Specified Min.Reinforcement ✓ Initial Service Desigi 111 318-11 Initial Service Design a Service Design 318-11 Service Design 111 Include detailed section analysis I Sustained Service Desigr 318-11 Sustained Service Design a Strength Design 318-11 Strength Design Punching Shear Design Ductility Desigr S 318-11 Ductility Design a 111 a a a I i ■ ■ i ■ r ■ ■ 18 of 124 Design Rules-15 ■ a ■ Building A-Full Model_2017-08-08_manual holdown loads.cpt-9/22/2017 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 6000 6033 i Final Instantaneous Load Service LC: D+L 0 6033 i ■ ■ ■ ■ a ■ a ■ ■ a ■ a ■ ■ ■ ■ ■ t ■ ■ ■ a a ■ 19 of 124 Load History-16 a II Building A-Full Model_2017-08-08_manual holdown loads.cpt-9/22/2017 ■ Mesh Input: Standard Plan Mesh Input Beams;Beam Priorities;Slab Areas;Slab Areal'hicknesses;Slab Area Concrete Models;Slab Area Behavior;Slab Openings;Slab Opening Priorities;Point Supports;Point Support Icons;Line Supports;Line Support Icons;Walls Above;Walls Below;Columns Above;Columns Below;Point Springs;Point Spring Icons;Point Spring Values;Line Springs;Line Spring Icons;Line Spring Values;Area Sprir ■ Drawing Import:User Notes;User Lines;User Dimensions; Design Strip:Punching Check LLR Parameters; Scale=1:230 t=11.5 ■ 5000 psi t=11.5 t=11.� 11.5 t=11.5 [ t=11.5 h J 5000 psi 5600 0 si 5060 psi 5000 psi j t=11.5 5000 psi ' L-� C t...; s� a �Jj p ❑ r j 5000 psi 1 in 0 111 , P Itwo wayslab-, two-wa 1 ,,i y slab two-way slab two•wayslab j two-way slab ' ' ----- j two-way slab! 1 14Fs-1 KI rs r -1 t=14 II I —.SStOO Psi TH two!=W slab 5000 psi o way slab ■ t=11.5 oDo;pi L J 0 n I 0 0 u 01 tw•-wayslab I E ia t=20It-10al 5000 si 5100 Ili 5000 psi KM 1 two-way'slab two-way slab KMsrs111 i IIIKrll ISFs-1 III K re-1 i J 0 0 I_. t-11.5 ( J III psi Priority=202 tw•-way Slab II a �, t4 0 _ 1 '�,� -' 5000 psi ( 1a�y sla t-11.5 _ "" J � t=11.5 5000 psi 1=1115 i( 5000 psi 5000 psi — Itwo-wayy slab_I 5000 psi t-.1.5 [two-way slab, (two-way slab_l two-way slab Ori ps 'riority=.i , 202 11 tw•- .y s ab • j II l a —, I 1 t=11.5 I Priority=202 .000 psi III1 t -way slab J 1._-i p t=11.51 (t-11.5 11000 psi 000 p i tw•-way Slab dd tw 1-way Slab ■ IN Priority=200 ■ != y] C, ■ 1 t=11.5 t'0=01011.5 a 000 Ps(J psI L i LJ I twp-way slab tw�-way s ab I E ISt=11.5 t=11.5 000 ps 5000 psi11 twp-way s ab two-way s ab II I E L.::, ri ■ a ■ I 20 of 124 il Mesh Input:Standard Plan-17 a w Building A-Full Model_2017-08-08_manual holdown loads.cpt-9/22/2017 ■ Element: Standard Plan . Element:User Lines;User Notes;User Dimensions;Wall Elements Below;Wall Elements Above;Column Elements Below;Column Elements Above;Slab Elements;Point Springs;Point Spring Icons;Line Springs;Line Spring Icons;Area Springs;Area Spring Icons;Point Supports;Point Support Icons;Line Supports;Line Support Icons; Drawing Import:User Lines;User Notes;User Dimensions; Scale=1:230 • ■ n \ nT -TT--u� ■■■■ M-- 'TT a ■ FA■---b-.6...------z,...----.--f----■... I�■ ..... .....1.iii�i■..... , Emus ��I'llSI�1��N�ii 1111 �I� �1� ;;C ...� ::: i�i o'■ii� ■ _ IIII ; ' , 1111111 I� IIII '■ :.0 :: ..' -- 1111 T - i ... - �ii ■■■■i/�■■ii■i/ ■■■�\■ �A� � _ i/ i■��i■,w� p ■erg j I I• i ■W ■■ ■■■■■N■■■•• V■■ ■i■ \■ ■ ■/�■■■ ■■ 1■111, fin■■ ■■ Vi■ iii■11 i■iw5PVi IN Building A-Full Model_2017-08-08_manual holdown loads.cpt-9/22/2017 . Element: Slab Summary Plan Element:User Lines;User Notes;User Dimensions;Wall Elements Below;Wall Elements Above;Column Elements Below;Column Elements Above;Point Springs;Point Spring Icons;Line Springs;Line Spring Icons;Slab Elements;Slab Element Outline Only;Slab Element Thicknesses;Slab Element Elevations;Slab Element Concrete Models; ■ Drawing Import:User Lines;User Notes;User Dimensions; Scale=1:230 t=11.5 t=11.5 t=14 t=11.5 t=14 TOC=-2 t=11.5 TOC=-2 t=11#j6=0 t=11.5 TOC=2 t=11.5 t=14III $t1�-0 t-14 TOC=•2 .._t-14 '° -,I:n-._• SOC=-2— t=14 _ P(4-`0= t=14 t=14 __ ...._. _ _ __ TOC=0____ of _ -- ------- - t _.T-OC=2 TOC=0 t=14 i— - t=14_ TOC=0 j 5000 pTb�CO 00 psi 5 OOpsi 5000 p '-000 psi i 5000psi 5000 psi so U si I 00 psi 5000 psi TOC 2l -T$ st L=14.. s' L 1C 00 -�,�'�50�oq1�. ---- � ' TOC �_•-.1. -'TOC=-2 IOC=Il TOC=0--_-- � ' '�..p t-74 psl TOC -2 TOC-0 t14 1TOC=•2 TOC=0 TOC:0 5000 psi E ■ TO 0 5000 psi 5000 psi t=1 00 psi 5 SOOOiL. psi t=14 5000 psi 5000 psi 5000 psi 5000 psi t=14 si TOC=0 t=14t=14 TOC=0 t=20 TOC=0 t=14 _ Q=�1 5000 psi TOC€OC=O 5000 psi TOC=0 t t=20000-psi — El OC 6 icei t- 'Of1=e1 psi 5000 psi t=21 L III -14 TO I..t.0 P 50f��si -. .y. 4 t=14 TOC=O 1 1,1, a c-t ' 6 • �.•C=0 TOC14i. + 1 f --- -- --- - --- -- --- 5000 4 li i asi t=14 t=14 5000 - 15a'tI�00 psi _ 5000 bQC=O pT•� `11 PS TOC=0 TOC=0 t=14 t=20_18MPsi ■ g1�1; i t=14 ❑ Lf 5000 psi t=14 u 501 i'•p1.4 ❑ 5000 psi 0t=14 5000 psi 0 0 TOC=0 TO 000 psi 00 psi TOC Tr,=0 TOC=0 TOC=0 TOC'r�C=O TOC=0 RI?Ai o t=10 TOC=6 -•vh si 5000 psi 5000 psi 500 d0 psi t=14 5000 psi t=14 Tp�- TOC=6 sooD psi =B t=14T C=0 '"kC=6 II t=14 TOC=0 TOC=0 SODA 5000 psi 5000 psi TO•;Ia psi t=140psi 1 TOC=0 jai A=_ 5000 psi 5000 psi t=14 TOC=0 a=10 TOC=6 L� 5000 psi TOCiLC=O TOC=0 5000 psi t=20,'TOC=6 IIIt=14 t=14 t50106�1�0 psi 5000 psi TOC- 0 psi 5000 psi TOC=0 TOC=0 PO TOCC=0 5000 psi TOiOMAC=6 5000 psi 500000 psi 59IIi.'$si t=10 •• C=6 t=10111 TOC=6 TOC=6 t=14 t=14 t=tat=14 t f•..0 6 si 5000 psP10 TOC=0 ., = 5000 psi TOC_ O' =0 t=14 5000 psi TOCfOC=O t=14 50IN1So0o psi 5-050-6 i U ►`� 1 TOC-0 t=14QQ s1 - t=14 t=14 • -0 PI _ 3 tP _ Tcal eo2psi 3.000 psi L] L ri TOC=0 TOCP-OC=0 SOC=0 t=141 t--14 TO 0 0 L •,1. i 0 5000 psi bD psi 5000 psi TOiCLO TOC=0 t=14 5000104 Rsi t-14 t=14 TO C-0 t-14 5000 psi 5000 psTOC=O t= C=0 I L.I RSI 20C=0 TOC=0 t=14 tt 1' psi TOC=0 5000 psi TOSDMi psi 5000 psi ■1 00 psi 5000 psi TOC=O t=14 TOCWC=O 5000 psi 5000 psi t=14 �- ;iP5000 si TOC=O 5ON slTOC=O1psi P 5000 psi TSG 0 t=11.5 t=14 Ra 5000 psi t=14 t=14III TOC=-2 TO Ing=O 50001000 psi ` --2: 500.8�j=0 TOC=0 TOC=0 ; i t-14 ,.i.__._i-L��__L�..�_u i t=11.5 t=14 t=14 t=11.5 I- t=14Li-- si 00 Psi 5000 psi 5000 psi t.T bg pp r14 TO 0 11 TO =-2 TOC=0 TOC=0Tt3OT.4 t=T4C=0 t=11.5 i�1 I L' El] ■ C='2 TOC=0 5000 pst=14 ' - t=14Es0(yb si r� ••i ttitib psi Tft08 psi TOC=-2 t=11. =11.5 - r Ti" '-15000 psi TOC=0 I • -- TOC=0 TOC.00= TC409.Dsi ,5000.psi 5000 psi 5908-p.,l TOC- =-2 t=14 ■ I TOC=- 5000 psi L-1 -- I 5000 psi 5000 psi 50001000 psi f t548 TOC=0 jbbi --- - ---------- --------__._._._...__.__ TOC__ ' 5000 psi gg 0 psi _ III • S t=14 t=14 5 00 psi '"1 •.iroc=O TOC=0 �, lrl g`. P t=14 5,.4 10@00 psi 5000 psi �.T.........r.............r......._. r..--- t=14 TOC=0 TOC=0 TOC' TOC D .goc=o 5000 psi t=4 1=11 5 5000 psi SD00 psi 1�• 5000 psi 5101 psi 14 T•C=0 O 5'p t= =o11 14 _ a , t=14 5000 p-i SOC t_'s1_.,.y TOC=0 g:Om t=14 j J c=o 5000 psi –I=ra t�44.3P" ,:, ; TOC=0 t=1a � t.:, • t=14 TEike 2 .�asi t-14 5000 psi TOC=0 [__, '91Ppsi TOC=0 I TOC=0501x),._ ■ I -.;.OOD psi TOC- 5000 psi a j r�9.5 i 5000 psi J t ,s�'OC=O 5000 psi ` QIl�TOC 2 5000 psi 5000 psi ■ 101,12_14 &1"psi t=14 t=14 TOC-'2 TOC=O t=14 +C=O TOC=0 5000 si 5 pn ;5.000.6000 psi i 1I t�74 Fi 1 t=14 5000 psi TOC=0 i i ti=Ta)C= TOC=0 5000 p U t=14 6000 p i �t=14 5000 psi jTOC=0 TOC=O ___,_, g0 psi 5000 psi t=14 �Gbt:=o I h-14 TOC=0 t=14 t=14 ,I ___� [_.t �---1—z_�� .i� ■ Q psi T 4 TOC=0 5000 psi TOC=0 TOC=0 � T C=0 t5p10a0 psi 5000 psi 5000 psi t=14 C_D 5 00 psi t=14 111 TOC=0 TOC=1 =14 TOC=0I III El u Psi Q00•si i.---L-- -- - TOC=O 5000 psi L= t_*,i0 5000 psi 5000 psi t=1 TPC=2 t=14 TO =0 ■ -5000--psi #06=0 t=150 0 psi t=11.5 sS00 14 TCtE#!b5 iii t=14 t=11 5000 3 c=0 50319 2 ZO TOC=0 TOC 12 t=11.5 RR Psi Li [j si . B004,si 5000 psi 5000 psi TOC=-' TOC=0 TOC 500.* 1 J 5000 p.i5000 psi 5000 si TOC=0 III Psi t=4 t=14 t=14 t=14 T•C=0 Psi TOC=0 TOC=0 TOC=0 5000 psi TOC=0 5000 psi t=14 5000 psi 5000 psi 5000 psi IIII TOC=0 TOC=0 t=14 5000 psi t=14 i 5000 psi 5000 psi I hE1t1=0 [- TOC=O El _.... ....] 1.....] J ' 5000 psi 550,00pAi II si El i ❑ j. 00psi Li IN 111 ■ 22 of 124 III Element:Slab Summary Plan-19 ■ II Building A-Full Model_2017-08-08_manual holdown loads.cpt-9/22/2017 a Element: Supports Below Slab Summary Plan ■ Element:User Lines;User Notes;User Dimensions;Wall Elements Below;Wall Element Thicknesses;Wall Element Heights;Wall Element Fixity;Wail Element Shear Fixity;Wall Element Concrete Models;Column Elements Below;Column Element Dimensions;Column Element Heights;Column Element Fixity,Column Element Concrete Models;Point Springs;Point Spring Icons;Point Spring Values;Point Spring El Drawing Import:User Lines;User Notes;User Dimensions; Scale=1:230 ■ b=24 b=24 b=24 b=24 b=24 b=24 b=24 b=24 b=24 b=24 b=24 d=16 d=16 d=16 d�=116 d=16 d=16 d=16 d=16 d=16 d=16 d=16 IIl 2 h©2 h,-92 hF72 hLf2 h=92 ha 2 h= 2 h=12 ha 2 ha2 Fix,Pin,Comp Fix,Pin,Comp Fix,Pin,Comp Fix,Pin,Comp Fix,Pin,Comp Fix,Pin,Comp Fix,Pin,Comp Fix,Pin,Comp Fix,Pin,Comp Fix,Pin,Comp Fix,Pin,Comp 5000 psi 5000 psi 5000 psi(2) 5000 psi(2) 5000 psi 5000 psi 5000 psi 5000 psi(2) 5000 psi(2) 5000 psi 5000 psi b=24 b=24 d=16 d--n16 ■ h;,2 11E12 Fix,Pin,Comp Fix,Pin,Comp 1111b=24 b=24. b=24 b=24 b=24 b=24 b=24 b=24 b=24 b=24 5000 psi 5000 psi d=16 d=16 d=16 d=16 d=16 d=16 d=16 d=16 d=16 b=24 d=16 h 32 hat ha h=a2 h--32 hat h-2 ha hat d=16 ha2 Fix,Pin,Comp Fix,Pin,Comp Fix,Pin,Comp Fix,Pin,Comp Fix,Pin,Comp Fix,Pin,Comp Fix,Pin,Comp Fix,Pin,Comp Fix,Pin,Comp h'=12 Fix,Pin,Camp ■ 5000 psi 5000 psi 5000 psi 5000 psi 5000 psi 5000 psi 5000 psi 5000 psi 5000 psi Fix,Pin,Comp 5000 psi b=24 b=24 5000 psi d`=16 d=16 h='(2 ha ■ Fix,Pin,Comp Fix,Pin,Comp 5000 psi(2) 5000 psi(2) ■ b=24 b=24 d=16 d=16 ■ b=24 b=24 b=24 b=24 b=24 b=24 b=24 b=24 b=24 t=8 t=8 b=24 h2 h2 II, d=16 d=16 d=16 d=f6 d=16 d=16 d=16 d=16 d=16 12 tt--R2 L 43 �, n. d=_16 Fix,Pin,psi Fix,Pin,Comp 1-121 I{=_12 fia2 hat ha2 hi2 2 hat hr�2 Pin,''r'.,.. amp fi- 2 n, 5000 psi 5000 psi a Fix,Pin,Comp Fix,Pin,Comp Fix,Pin,Comp Fix,Pin,Comp Fix,Pin,Comp Fix,Pin,Comp Fix,Pin,Comp Fix,Pin,Comp Fix,Pin,Comp Pin- n••o •.•n,• '•omPix,Pin,Comp 5000 psi 5000 psi 5000 psi 5000 psi 5000 psi 5000 psi 5000 psi 5000 psi 5000 psi 5`r(:,�rs _.• ':inp 5000 psi Pin -inn 1111P P l t'f`ib .• Win.'t VM••`}} •si ""' 7'� 1.1,{ 3'l _ t=101tk1010tOt010t0111WletOt0101010 b=24 b=24 b=24 b=24 b=24 t=8 b-24 tFr4181VbX14141141kttatiBt0I1411218itliii14 d=16 d=16 d=16 d=16 d=16 b=24 b=24 . H-fin Pi a }� h.--,�2 hii2 h12 ha ha d=16 d=16 Pin," ,.omp Pm .�• ,omp Fix,Pin,Comp Fix,Pin,Comp Fix,Pin,Comp Fix,Pin,Comp Fix,Pin,Comp - Fix,Pin,Comp pr - `, Fix,Pin,Comp Fix,Pin,Comp Pin rr ;••mp + � T , _ 71' )np 5000 psi 5000 psi 5000 psi 5000 psi 5000 psiII p p 5 •;,I 5000 psi P _si $o f rj [tip 5000 psi 5000 psi Prr5 IY{:'mp P r.1.,,...s.—g• P '.x . Pin :.mp P1r6 ('•0111, PirS, --MP P,46 S � p �� �- -�ti1101�141911k1tk � -J:46' In Piro nip Pi �}'_iw• ..t�t2tt;t't¢ � 4r3• -Hti y� ].. .. Pirh�4r•smp y f�Y} fir .: Pin '•mp . illEPIIIIMMMIIIMPO i,- 1wii ; j42) Ilt Pini �.'-MP �in;y4tt MO Pir5.>._'-Mp Pin.,,;,- ;•mp b=24 Pi t t=10 b=24 b=24 = r IIPireS �=fnp d=16 Pik _f,.• -tit01C101tk10:=TOMO _ d=16 d=16 ` P; 13 t Pi J•1 4��12i8t�iS1it19='tsk12 Pm amp ti= hr`t, pin . om I11 Fix,Pin,Comp P - - - �'• P z Pm m� 5r r r si P �� t5iait�§6i61�tre8h�rear Pm if ,•mp Fix,Pin,Comp Fix,Pin,Comp Pin : • p ■ 5r r r�sr 5000 psi g qyi •. - 5 -1 5000 psi 5000 psi " -,• 5 :ac. - y4'®�iipsi Pr ;[;ij;grip Pi c. - P PiPi'?i'-'•pip Pi 'In ■ _Pi ..,-hiip Pir�iy .•Smp 1kt0t010t01&t I. Pin,. •mp td '' titi&1 4 - .. PirS .:hip ■ PPr{, ft} .# .j.Y . Pin'`, •=1np Pin, ,r. -,U ��'� 5 l .i y -i J, Pi o p II/ b=24 b=24 b=24 b=24 f30 -4 .^ Z. b=24 r'1" s p P i ,,i :iL10=1' '-' ' '' ,.1 Pin,��•• i d=16 d=16 d=16 d=16 �r3 � - 18I - d=16 Pirt`', - kip t�21. li=1a l It 12 ° Qrr+ 41_ N_1 Pit a96inp Fix,Pin,Comp Fix,Pin,Comp Fix,Pin,Comp Fix,Pin,Comp S�tBr r f(21 Fix,Pin,Comp 5``ir IN5000 psi 5000 psi 5000 psi 5000 psi ' ' . .r -` - `r 2 5000 psi 5000 psi b=24 b=24 b=24 b=24 d=16 d=16 d=16 d=16 . h-`�2 11-}2 ham¢ K=32Fix,Pin,Comp Fix,Pin Comp Fix,Pin,Comp Fix,Pin,Comp 5000 psi 5000 psi 5000 psi 5000 psi ■ ■ b=24 b=24 b=24 b=24 d=16 d=16 d=16 d=16 li= H=�'z 40ti 1�. Fix,Pin,Comp Fix,Pin,Comp Fix,Pin Comp Fix,Pin,Comp b=24 b=24 b=24 b=24 d=16 d=16 d=r716 d=-7716 5000 psi 5000 psi 5000 psi 5000 psi h2 h��2 h=y2 hL..l2 IIFix,Pin,Comp Fix,Pin,Comp Fix,Pin,Comp Fix,Pin,Comp 5000 psi 5000 psi 5000 psi 5000 psi ■ III 23 of 124 ■ Element:Supports Below Slab Summary Plan-20 II ■ Building A-Full Model_2017-08-08_manual holdown loads.cpt-9/22/2017 ii Dead Load: All Loads Plan Dead Load:Point Loads;Point Load Icons;Point Load Values;Line Loads;Line Load Icons;Line Load Values;Area Loads;Area Load Hatching;Area Load Icons;Area Load Values;User Notes;User Lines;User Dimensions; ■ Drawing Import:User Lines;User Notes;User Dimensions; Element:Wall Elements Above;Wall Elements Below;Wall Element Outline Only;Column Elements Above;Column Elements Below;Slab Elements;Slab Element Outline Only; Scale=1:230 ■ .Fz--20 Fz=20 Fr-20 y §_�8 Fz=20 - R�=-�® Fz 20 _ " - E' -_ _ INN ,� /, \\% Z_ ' 1111111101 " I �= -2I 1 � '`\` \��\ ■ ' C1 \4 \ 1.‘.$.3,F....?0, .c i /7sir, r- -1101F10.,1..g1MAJMIVEINICILIMMICILIKINEWTEMNV III / ///// <' , ,' -.'' /.< / ,,,z/ , .%\ \ 1074:1 iii .rni.P.... ff / / Ay I \\\ \\\\\\ t**1 isil III III \' \\\I\ \\Sit 0 il.1.1 , / ,, \\ ‘ \ \.\\ ,, , , , \ , \ \\ • .,,o..\\ kS:t.0 t. Witlitt . „ , it,,,,:::::,...**to: /' t, \ \:\ '\„\\.. \•\.\\„- N, - , ,, . „,. ... "0,-4000,0 01 //,'/ /, /", \ I I till II \ \ .0,111/4:1::::, ` -6 •••\•♦ • ♦ `•�1�: Fz=300 Fz=300 :\1\;:0:\t\st:s \\ ..„:1217,AVAIASIMEWAWAIMIT311-_ =.14_: III / / / \ ` nil > :JIII2O1 I \\,\\\\:\ , `\ \ \ Iii li , �Fz 20 \ \\moi.... \ \� iii 20 Fz�lk��i \A� V \\ E 1111 /' \ ` \ \\\ �\ \ 0, L:3/ Fz=20 a \L III \ \ \\\\\\\ \\\) ,, , / 11.._.', . v, /,./„-/„ / /,/,, //- \ --, \ \\ \\\N\ \\\\\\011 foi: ,_-,_ - - - ---_,E.:,..t, ,\\0,„sx, \,\\\\ . ... ,„,,,__,0 , %\ \ \m,\\\\\ \voll . ,=..,.,= . , , , , , ,, ,,. ,,/ ,/ .. ,,,,,< ,,,t. . ., .., z•---2'_ „„,..,____ . , rff/ III F 20 \ ////' ,F=qg=20 `'//// //// i 4 r, / / , /,' ,///'//;/\ III / // /7 .tr, // / ) /AA i/ - %i. y ////// l 11 II / // //1// '''''' '2' /// // / /////777i;0 ./i. ///// z,',/ ,/i',",;],'// /2/ 7\\ / "-'/ Fz=20 //// I////// /////d //////§ . Fz 20 / \ /1 / / // //tit i III Fz--20 ii ■ ■ 24 of 124 Dead Load:All Loads Plan-22 III ■ I Building A-Full Model_2O17-08-O8_manual holdown loads.cpt-9/22/2017 a Dead Load (transfer): All Loads Plan A Dead Load(transfer):Point Loads;Point Load Icons;Point Load Values;Line Loads;Line Load Icons;Line Load Values;Area Loads;Area Load Hatching;Area Load Icons;Area Load Values;User Notes;User Lines;User Dimensions; Drawing Import:User Lines;User Notes;User Dimensions; Element:Wall Elements Above;Wall Elements Below;Wall Element Outline Only;Column Elements Above;Column Elements Below;Slab Elements;Slab Element Outline Only; Scale=1:230 111 a ice-.s.4..`-- r. - -V;.__ e:,, 4--, :,z:.•r ..,•' t • -,,,,.sis•a ,.• r,...., 4131557 ;Fr-'13,251• z=0.1 Fz=0.1 .•,:r 44.A �`Fz-0.1�• F��:_ - .. 4 - - 3174 * • ! ft-its 061 -F= � .•z=1-0.•'r-1.�.. Fz=O 41 Fz=O.•'g • Fi= - I z=0.54 F=1., - I 4 1 I. _ ;�-� ,� ,. 77 t� . .':,, ;, _41 •.11 .; Fz-^i _p ,.Fz=_89 ,.�.,` Fe.i3�88 IJ ,:,� ' '�00F4'�D 1 rip-0.267Fz=0. 3 Fz-O' -1. i�199' F--1� L ,-. _F 09�� e .. z_p,3 . :Xi• Fz=O..r -r 4=111% �- = z=fDQ04 f- '•• Fz=•1.8..,.10:91 .• 4 Fz=O.s 1"Fz=0.9' ' Fz=0. i Fr-0.9.6' ,.II ,Fr-0.0816 --- --- - -- -- zF.833144 Fr-3_7 Fz 4(0832 Fr2.99 ®Fr-3.38 Fz 60 .,z> 8 ®Fz=7.71 ©Fz=3.71 Fz=0.243 _y38 ;,.,r, .3 I.2q0.0816 I� n F ill z=2.0142=4.` ;, - •.. ®Fr Fz=2.96 Fz=1' z=4.45' I Fr0.633 Fz-3.76 Fr3.7i Fr0.662 _.........Fz=1.81 t F�3r4i.56 - _ ,F0.986 ❑ sF£ a ® e ®E7 -3311 - ® J - - F Iz§8.48 � m ® 0 3 iJ ���=�a:' .Fz-((1;49 _ ff''�� .Fz4..806 1 6 J Fz=O :'; . L'ii Fz=2.31 rinii Fz=3.78 Fr-3.78 Wig/ Fz=2.58. .: l= .112 . r-0.283 $ ® ® Fz#240399'. z=0.786 IIII Fz=2.23 ,P1=6.291 ®Fz=6.221 .�g�3, .,Fz=2.88 L] L. ®Fz=1.18 .6865 0.88 Fi`=b:�91 OE Fz=MO.683 e�WS:Ha n:. X4183% r PE=�:8 53&0.986 3 ®Fz=0. 89: 1111Bi8 iS Fr-0. '�1IrZ=C i r�M1369 ®Fz=.::,.---, r. s Fz=0.758 ® r-1.18 Fr-0.8ff6=2.3 Fz=0.91 Ff�R8B09 Fr-0.836 Fz=0.825 Fz=OF Y Fz=0.28 x.505' Ff#i2� Fz=0.768 Fr-111 F{.Si Fz=0.774 Fz=0.826 Fr-0.739 Fr-0.187'x_Fr-0.438 1„,Fr-0.362 p� • z=00..582 II 1b:. ^.:;,:• z,i5 _ .F£=I:fg._Fz=1.85 '.:g:zi321 r- Hz 12830.567 F39 0.988 Fz=1.58 48 Fz --_:81 ,Fz=O.2 Ft=6.•s:Br--0.22 • yPz=0.233 _ ` ® <Fz=1.31 F&#.'S"-Fr-0.790 F Fz=0.86 0.79 &11 z= 62 Fisik -. p2- Fr-0.6841F_ .e 5 ®FzaFi0.874 oiFz=11i:V0.783 „Fr-3,0z=0.672=0.6161=0.601' II Fr-1.5 Fz=0.961 Fz=3.88 Fz=0.943 i=0.927 Fz=0.958 „Fz=2.11 r-3.59 Fr-2.49 Fz=2.06 •Fz=0.756 n F. z=0.2111 Fr-1.86 j a �. -;:m. :,�. -i-'i =i 1, � .� Fz=0.9 r=2.9 ..Fz=0.96.w. Fz=1.11.,) .^r ,. z=. Y I r-40088 ® z=3.38 Fz=1.81 Fz=3.8 z=0.889 F057.23.56 F.Fr-0.55 • .a r-2.89 - _ z=0.561 j _03313 „,Fz=2.34 ®Fz=3.69 Fz=0.089 Fz=1.93 s. -0_46 ,.•Fz=0.141 ® r--0.578 MAO z= . .Fz=0.96 Fr-2082 Fz=4.12 P1=0.949 z==.: • 1-1.72^ Fz=1.89 ® Fr-0.859 _0 r-0.892 ill ® ,68 . z=3.74 i Fz-.694 1F=03252 Fr-0.362 ,�F#�89 5:2427 Fr-0.2 �Ji- z-4 79 al ®F 0.772 ,.tFz=0.688 F,=-1'rd" Fz=1 � I - r-1.6 _.- --- 0FFz=14.1 -.� ®Fz=1.08 Fr-0,972(2.2„, Er*I6275 ,Fr-,9D32.2,.,�Ea#16097 - '..�� Fr-1.93 •...13 V Fz=0.742 .Fz=0.867 - - Fz = ,'.Fr;2341.55 , Fz _ Fz=1. '� 1 ��=13 �� Fz=0.104 I F •: 3. =� 0 F I a68--- --�� „Fr-0.004,Fr-42309 FIz=' Fr-.403 t 2-1.9 - 8,_F_.54+8982 „:„L.-,-, - A F_,Ft '909Fz 0.�, .. .a . ,•�Fz=6.08 =a91Z5 ® r-0.035 ,Fz=3.33 I Fz- _ -= ti; -_ Fz=2 Fr-8)]Y = 1 1 AI Fr-2.23 d � ;=IS•a§ •Fz=0.109_...__..� • z 13 .}L: F=1.18 -• „,.:.: It p =r .• _..qg Fz-0.198 r- .�.� r-:, ..•_ ;,,�i��i� r-g0�.gq0p75 ' Fz = OAii=0.738• Fz=0.6 1,..57` 1Fz=0.197 F1=154:^ ,-6.'42 ,F66. r �8 =TU.RS Fil g____ 81 z=0.926 Fz=0.583 a1.:i47,..:-.IFz=009 Fr--2.01 Fr-1.38 ` r-0.988 Fr-3.78 Fz= p _. 3 Fz- - =2.31 ., 9 ® 5z 3.': _F-_.t. :.�:�a Fz-3.Ft� FrO.••1 z=2.05 : 61 " Fz=0.68 ri- 45 al 1 z-FD 0. F 1:8� _ Fz=1.76 Fig1,945 L=-0.�1+}� Fr-0.648 Fr--0.991 Fr-0.509' Fr-2.56 _-,.•;,1 ®Fr-0.669�P1=0.453 Fr-D.015� r-0.0111 p� 10.165 Fz=0.414 1111 FI`m Fz- .241 Fr-0'•86 r:_ i? ® %Fr-0:98 j Fz=0.96 Fr-,--,--7.r -0.0909 r-0.0111 ,Fr-0 89 Fr-0.495 r-0.033 1 F-pt38 _FP9:. =8:ff5 - ,Fr4i4�Fr-0.93 ==dd •''z=1.33 Fr--0.608 r-O.dOII33 z=295 %%P.:-'-�:..-_..E.: z=8:57 I z=0.718 li ®Fz-1.4 F O. a1 r-0.334 w Ratliff 3 Fz=1.41 F.S. ,y:m�'�. .:..: �� .. gg z=0.415 IJ Fz#ii8` '. _B. i,.. .,g`:4' �.� „ +s":: 0:175 e��=`iP 1 xF-�'_�•-- F a • '-'1 Fz#1z4 i.431'" I- 1.75 = t :23 ® z=1.41 iFz=1.29 Fz- .36 Fz .29 Fr-1.29 <.F=_;•• ,z:'.: _..,., 9 OFz=FYl5.28 Fz®3:383.692= .29 Fz-�.36®Fz=1.55 ®Fz=3?i82.28,F �OE.82 2;r.%:"••8,.12" F r` ••Fz=2.28` Fz=1.55 Fz=1.6 `Fz#228.'36 1 Fz=1 29 r-1.29 i `Fz=2.39 Fz=2.3+ i®Fz=F s ,28„Fz®3383.69=2= Fr-.36 Fz- 36®Fz=J1„S5 ®Fz=3:202.28_F w'.533.81 i0�0 F=0.`36'F--•.28' Fz=1.55'- FzL-21.6 'Fz#220.` =:;7': ¢446 a r`-•�:�os =Fz=2.39 • Fz •-0.394 ©Fz=2.08 ®F �883.i9 ® Fr-0. 57',Fr-0.395 Fz=2.162= 1 Fz=2.08 Fz=0.0337 ,F1=0.8336 -_ 7�;71.46 ., Fz='''T. 294 Fz=2.08 Fz-•r�. _-_.`''-1:10834 111 -0.394 ,� ® WM 85 ® Fz=0. 62^.z=0.234 Fz=0.8337 �Fr-0.6336 Fz=2.162=43:•`•' Fz=2.08 IIII Fz-0. 2-__.__2 a 69 2±1.15--Fz01§8:-64----- 541178 8.2n ,F,r, F0.6337 z=0.0336 _ F,._ ,1$4 - Fz=40 ._ -, F 428.64 F8if06 Fr-0.8337 I r-0.8336 �' "' F Ol3163) ,�;,.. Fz=013896 4 FL7' .24 ,,,,,,Fri" - 1-4.0`F Fz=4', �F 0888.28 _Fz4.8i8.05 111/ Fz=O.:: Fz- .969- "��`• �'i.' -,79 2=t' IN a 25 of 124 II Dead Load(transfer):All Loads Plan-23 I IR Building A-Full Model_2017-08-08_manual holdown loads.cpt-9/22/2017 IS Live Load Reducible: All Loads Plan Live Load Reducible:Point Loads;Point Load Icons;Point Load Values;Line Loads;Line Load Icons;Line Load Values;Area Loads;Area Load Hatching;Area Load Icons;Area Load Values;User Notes;User Lines;User Dimensions; III Drawing Import:User Lines;User Notes;User Dimensions; Element:Wall Elements Above;Wall Elements Below;Wall Element Outline Only;Column Elements Above;Column Elements Below;Slab Elements;Slab Element Outline Only; Scale=1:230 lit Fz=40 Fz=40 eFz--40 008 - �� Fz=40 ,E;4li �FE-40 ®��--40-�Fz=40 *_Fz-40 Fz=40!-- 40-: Fz=40: Fc-404' ' � Fz-40- Fz-40 Fz-40 40 Li I .'`/7-17/ //717/7 %/ // j V ❑ '7 ❑ ❑ ❑ ❑ II / , , / , n ; • ❑ ❑ ❑ ❑ ❑ ❑ ❑ o /2,// 2��' Fz-407 1 Li IR , .-- U -'/ / //' /, ' ® rEesao in // ;r-D I I J 11 LJ Li I I ll j i 111 / ,/// /,,/ /'/ / • -_ 1111 'FF'4'Q,/_ ///i' /;/ // / ,' / i I II Fr-0 Fz=40 i I ,, Ill . ......... —? 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Fz#`rteII \ \ s'1\ ‘\14,14§r\ttt =swim III mown I II mime moit / / // i//;/ 1111 .,� ,.i= ll a !0 ®F=i@=40 III 'Ey///7 ;// / ./ , / / // j/ .- .._ `; yam'. dFde / / /' / //// r i@ 40 / '", // ' // / .... //, "44,,/ "/ � /! ///// -� //��... / 1 Fz=40 Fz=40`• \\ Fz=40'" 111 11 S 26 of 124 Ill Live Load Reducible:All Loads Plan-24 II a Building A-Full Model_2017-08-08_manual holdown loads.cpt-9/22/2017 311 Live Load Reducible (transfer): All Loads Plan ill Live Load Reducible(transfer):User Lines;User Notes;User Dimensions;Point Loads;Point Load Icons;Point Load Values;Line Loads;Line Load Icons;Line Load Values;Area Loads;Area Load Icons;Area Load Values; Drawing Import:User Lines;User Notes;User Dimensions; Element:Wall Elements Below;Wall Elements Above;Wall Element Outline Only;Column Elements Below;Column Elements Above;Slab Elements;Slab Element Outline Only; IIScale=1:230 F-Fz-0-.246-- _-•.• IFar�B�J 0-r-497-- I c.a:- -•:c q - s;' - .,.'642.> F . Fz=2.618 ' ',-uz8�- FzL,S4 - -I_: : - Fz=2 89 'A"-1:, L. 1111 ac-F;.r 4 =0. -��3d92JZz01Fi=O-•Oi=0.9 i 1 ❑. Iz= rt-00 - I,-•L- '. iQ08 ' v••Z _i.86.346 0 = I FrOOFL9 . �. ,0612 I` z=0 47 • -� r Fz D.n -e .18rt - ._(,, 1•• ;�-a.7.024 Fz=-1.8z=0'51 •.,,-- al • $ Fz=0.ice •Fz=0.5`•` Fz=0.a: `Fz=0.5` - -.._------ _ - ___-- ----------- - ---. Fz-5.i=1.54 F„�z=2.8_,F7.- - 86]01$14 Fz-2S3 Fz=2.93 Fz=0.668 3 ' -9 _ .848,0608 111 fJ "� -:^n Fz-2.86 Fz=S 89 -'zt - Fz--2.86 0, z=2.1Pz=4�` Fz=2.23 a Fz=2.a2 Fz=1K `z=2.83'• I Fz---0.688 Fz=-2.68 Fz---2.68 �Fz=0.688 i' -_-- ._..._._ __- ........ Fz=0.641 Li Fz-0.304 s10 e F^4i0i.37 , ®�• -•-763 ® " � ®5Q ®FF- z-0.905 r • e Fr1 za2.77 ❑ 8F-- :fl !FF7z==2:4418 c'Fz 0; 641 -Fz 384 111 088z 01 5 H8gFz © Fz-2.13 •sr-0a2Fz0 28 =2.13 8F£=389 eFz=2.68 '' Fz#246.is Fz=9.141 Fz-0,985 c� .91 `F s:::2,38 uFill:ti •.'•-=� _Fz=e 2,02 9F7=:2 0_,` 4 i-_•12=,840,889 !.''.--% Fz=.• gtg:4g �: .1? P':- W6Gi-7:?i Fz= ;- z,� Fz-0.691 z=0,051 Fz=8.6894.25Fz=1.49' IFS 8384 Fz=1.34' Fz-1.23F�888Fz E18,941' IFi4.•. Fz=1,36` Fz=1.7- Ir�Q••• Fz 1.08' Fz=1.16' Fz-1.04- Fz-0.101` Fz=0.885 ® 0 - JJJi ,.,Fzze--00.p0y0059 E _ ...8 8=73 F '� 01- ._.�£=35:8i_Fz--2.58 .- -0:01322 F ap 1 Fr-118fP81.04 Fz--X1[831.80 Fz=1.49 10S Fz- -=="' ,_.Fz=1.!tz--6.:_. z=0,0537 °- _ 3 ® Fz=1.78' Fz•e -,�'Fz--0.08884 Fz=1.34 ' --i-"'•=2.II1 ,:•'-%9715 z= 09 Fi=Y. r-1. Fz=1.2��= ®Fz= 2.01- z=1.�1z=1.27 �~�Fz=S.48Fr-1.0•Fz=1.09`r1.09'� illFz=2� Fz=1.5�Fz=3.41 Fz=1.56'•, Fz=1,39 Fz=1.56 Fr-3.62 z-9.15 Fz=a.04 Fz=a.09 Fr-3.68' „Fz=0,00856 -I ,.- =.. _Fz--2.16 za`i-111 --- ---- - I_� r l 1 Ll C� IF-2.721 ,; -7i. .::Fz-0.6 .`=.7--:'''''Fz--1.S�r r�-`: Fr-2.05'1 zz-4�3 2 Fr-0.7 ' 2.19 z=iD01�/ ,�F-u1�4 .7 1� e•.'i z--2.54 ,.Fz=0.664 Fz=3.5, z=3.88 5F64Fz82•81 -Fz=0,68 ___ - _ Fz=3.67 Fr-3.48 .Fz--0.898 Fz-1.73 x213 •• ®Fz=0.0473 "3' -' ` >.Fz=1.33 Fz=923 _Fz 0.846 r-3-36 Fr-0.888 z=8. Fz==0.0297 rhe.:'III = z- z-1.65' Fr-2,58 35.6 I Fr-0,093 ® I j,......, 0192'8 z=3.06 1+8.8237 F#220,9,�•F6�R87 Fz-0.1 Fz=3.-1 f •.•.,.• z=1.88 Fz=0.89E t=,-n Ss"kz=0 I-01 I III .....o- F=-0• '2s 5 '. S73 - Fz---1.73 '..-IFz= � f:�6 J Fz-1.89 ®Fz=11.7 ,Fz=0.632 Fr--.07619V1......Ex0030874 H Fr-',301 ,„;_i E�06i084 z Fz--1. 02 tFz=:_81&0.607 '• Fz 4 Fz=0.1273 ill ', 3g ® © i Fz 0. 64=-O.0 =a:$ Fz=4 z=II:8z8-- Fr-1.68 Fz--07!1244 J_ F. 685 Fz= 298 z-6.513 1-z=1,48 ., I. °+ 7+' a „Fr--3.31 ® �i d�D 87 i ., 635914 �_- :. 635912 <-8: ,_,Fz=1,42 1 Fzr0.4:3 Fz-0, Fz-' a I !Fz=0.978 ®Fz-6.6a98 dorz Fz=-1.2` a I1 I �i a - •• a -'.-i.�,�: �6 =, ., _„4=1.95 z=0.00878s z_ . kr- `'e_f:.:-. -_.F1�1:�2 1111 Fz=0.0784 Fz •_p _ Fz=0.685` Fz=0.6 r9.sa' Fzt�.38 Fz 9>_..:88 FEaO$48" 6 09117 I I Fr-O.z99 Fz-2.68 Fr- 917 s Fz 1.83 Fz=2.33 Fz=0.''5" z= ,95 III ` _--' c .,III. _ :-ag7 Fz- 9t1§3r-1.66 Fz=2. Jr '6z-3. 11 `z=1,31 Fr�1:0,et�•3 ®Fz--0.80 Wig" Fz-O.Qa =��� 3 Ill 1 N •Fz=2.88 �I Fz=0. 44 _Fz=1.8fl Fr-0.896 Fz=0.48., z=0.0442 1. -Fz=0.945 m ®Fz=-0.89 Fz=0.01 ,z.7.;:,.89 z=0.371 Fz=0.39 Fz�•`.11'..53 0Fz=0.19>`, 1Fz=1.08 - z--0.00094 Fz-0 62=2.4 =..7,..Fz=1.24 'A 2-3715 IllF -. 'z=1.19 • z=1.7 ,� z=0,0277 QFs'=®-942 Fz=2.45`,:..-::.;y, .F--0.682 . INFkas:53` _ i'_:7... :.2.. 'I ,-, r-0.00883 .F 5:•�,"y_.^-e4_'s• l , .•- . F£-•_F£4 ,„..F. .,• ; z=0.0228 Li J Ffak•r'--T-71., . .•2 r.- r' 2Fz--2.94 _.--._?._ Fz�r''.682 Fz#hS1,558" -7-,, .. Le,,,:® z=0,0691 ■ Fz--p1.42 ...FFzl.42 ep:c`..,*.?vr+:r ,t:�� Fz=F.86pA6 Fz--3 983.5Fz-342 Fz=l 42-Fz=1.35 Fz-3=932.36 Fz=ffi479 2 '.• "2'.4 F e 'Fz=2.16 n ® Fz---1.35 ® Fz=1.57® OFz#246.°82® Fr- .42 Fz- .42 „Fz=0.814 Fz=0.8 4 z-0,0662 ✓ Fz--f 46 Fz�3 aFa.SFr- 2 Fz='f 42;Fz- 5 6Fz=3c282.36,..F y_.16289 Fla g +0, 82 F=.16 Fz--1,35--- ,57 :Fz#248,:: ' III s,.• ,499 F ff 8.79 Fz=0.814 e 4 Fz=01'99Fz=0. 99 • ©Fr-1.6 ®Fz=r=� 2.08 Fz-2,9Tz=3:;Y''-.•'- Fz=1,6• i • 8,499 e ; II Fz=0.99 .- :8N41 ®Fz=1,6 Fz :-86 Fz=0. 99 z=0.00846 Fz=2.07�z#k •:•�' Fz=1.6 z=0.0236 Fz--0.42 Fz=-0.42 Ill .92 F, ..2---7--+1�1.S Pz=3.1'.,F s 'i'•.1 -8. 1 1] 6.9 z= F4f.83B.84 I z=0.0238 Fz=0. Fz-0:825--4z=0 987--_-Fz=? 1,45------Fz=f1:887�z=1:46-...-----Fz=i: 4 Il F-r 0.42 ,n:-,,. - Fz=fA02Q6 92 FzI z-3.1•_,F . .-•:, ' Fz=Br'__;: F256,97 _ 1E825.866 Fz=0. ---F --Fz=01987---Fz 48:87 F2-0.987 <-1.45 Fc-1. 5 ' S ■ - 27 of 124 1111 Live Load Reducible(transfer):All Loads Plan-25 U s Building A-Full Model_2017-08-08_manual holdown loads.cpt-9/22/2017 Live Load Unreducible: All Loads Plan s Live Load Unreducible:Point Loads;Point Load Icons;Point Load Values;Line Loads;Line Load Icons;Line Load Values;Area Loads;Area Load Hatching;Area Load Icons;Area Load Values;User Notes;User Lines;User Dimensions; i Drawing Import:User Lines;User Notes;User Dimensions; Element:Wall Elements Above;Wall Elements Below;Wall Element Outline Only;Column Elements Above;Column Elements Below;Slab Elements;Slab Element Outline Only; Scale=1:230 It --------- / /IAFZ1OO Fz1_ 1111 111. y \_\ \ \ amJ I \L � 0 \ II / // = III \ \\ Fz=1004, e \. ` ` \ \ i Fz=10 ' 1111 \ / '..\ \\ \ \ L: ...\ '' ,-,\•: 9'0 \' ..//9// 4'11-'1-.-- , r-100 s El L LJ j I l / i 1j II J----- = i1" i III /// A ii // fi A 7 I7 /Li i __ _ i ■ Imo_ 1 El _ _e � �n,., z,..- ;(! `.A- i i _ ��.%-. =-, Fz--100', i I I 1 Fl ED El = i ■ ■ i _ .J I i i III 28 of 124 Live Load Unreducible:All Loads Plan-26 i i i Building A-Full Model_2017-08-08_manual holdown loads.cpt-9/22/2017 s Live Load Roof (transfer): All Loads Plan II Live Load Roof(transfer):User Lines;User Notes;User Dimensions;Point Loads;Point Load Icons;Point Load Values;Line Loads;Line Load Icons;Line Load Values;Area Loads;Area Load Icons;Area Load Values; Drawing Import:User Lines;User Notes;User Dimensions; Element:Wall Elements Below;Wall Elements Above;Wall Element Outline Only;Column Elements Below;Column Elements Above;Slab Elements;Slab Element Outline Only; IIIScale=1:230 --- _ v...�a,_ -ice `•.- •,;_i., .1- ®Fz=0.931 III 8 • 3- ' r• a -'m , �` _ c SK=0.1k"Fz=0.1 0. _ 91.1 Fz-0.1.• :a •. . - .. -z=8,'''''-F;9-'' .. 1b5 . . - � . r . s =t: !1c -. S . F . ❑ r .4 _r `,•-•1'.'"9":::_,"a57w s.sri.pirl•-_ ,i #x--. .352F FrFz=0S.1 54669 3 _, i z=-0.0265 _:% ,M4981529 Fz=0.36s.r0.•86- ;:: :,: - 30303 o 5 : •�'fi IIFz=0.x8 Fz=0.6`1 ' Fz=0. • Fz=0.6 s,Frffl2a.12 Fr-0.89 Frgl8 _ Fz=0.381 Fz=0.380 Fz=0.551 .i -'' -r���' _ �t0.423 J--__-�___-__-�_-_-_ --__-� `b Fz-0.0265 oFz--0.0331 Fz=0.0127 z�@'. 1928 ,-. oFz=0.0331 Fz_0 n �j a Fz=-0.252= .2 - lyfH5.0: r1.95 ,Fz=1.34 Fz=0.321 Fz=0.321 Fz 0;81 ®F�#@4H1146 -.y: ,.-44 ® ® F�#Fk#3�31 Fz=0.853 0 0 0 ® C 0 0 0 I-, F 1 383 ill L F4 r Fz=0.443 IY FKI $3g Fz=O.,y`T'- - Fz=0.00901 o Frf•&20.%.76-._r-0.897 z0.957 -..1 III oFz-0.191 ': ...,__AFft �,,• Fz--0.169 •j ®Fz=1.4 -..--11;•g --u• .844 uF�f�4 9_ 1' Fz-}-:•..�.363 ,.Figo9 72 -u3D15 ,,Fz=..�pp�-n 54T Fz= B$2'0.36 ,�,,gipp F 0.4 3 r. • '''' F'71---[p3 9 Fz-r cam- Fr-0.0111 t. t, '�" OBI" "' z0. �'• ® �4Y"_z=0. �i Fr-1.4 Fr-ffy1Q•666' Fz=0.332' • "1 Fz 0.485 Fz=0.332 FF�1o••••`� Fz=O.BH0�.317'� IF�m3G0 Fr-0.342�r- 294 ff�� Fr-0.43 Fz=0.46 Fz=0.522 Fz=0.325 Fz=0.058 ®i, I ...Fr-0.968 ` p•I ® A• =-O'OSzt` t, -_:::.:6 •;zz----01.548 .._•f 9:8'1__Fz=-0.0107 r Yr' •c +;zA 109.235 ,r--•.390 Fz=0.0599 u•.c Fz`5- 3.496 ,Fz=O.,31=O.,)Rz=0.0436 '" Fr-0.291 Fz21" Fz=0.463 -228 0.-35• IFal+s•: .-. Fz=-0.48 FZ 'Frp,298 Fz=0.259• _,, - �Fz=�•:��x.889 ,+z=O.tl9d'�.37� Fz=0.308=0.23F3z=0.204' Fr-0.389 o - i, ::3� _ - <- - :.�. _ 7•-Fr-0.256 .0;1100805117:,...7.-:;....,1•._ _ FJz=0.298 Fr-0.3 Fz=0.516 Fz=-0.18$x0.438 z-r. 37' Fr0.467 111 0.342 Fr0.346 ❑ i J C Li Fz=0.1 z-0. 41• Fr-0.80.-.;,--Fz Y 373 ®Fz-0.0252 ggg z ,I■ 17- '899 1._J - OH188 . zf:r :7.'•IFz=0.223 1 .29 x0.478 ,�F�4ik406t31 -Fz=0.08 1 ' Fz=0.367 III :- - .,6 �,Fz=0.896 ,Fr-0.0983 , z=0 384484 ,,Fz=OktS . _Fz=0.208 :Fz==0.48 t u Fz=0.339 Fz=0.fi21 Fz=0.00482 Fr-A.O83H I,. Fz=0.0313�0.0247� Fz=0.0929 I _ z=0.284 „Fr--0.095 Fz43.99S ® :I."F-40®1IF=0.939 Fz=0.838 F3,#207-0 314169 Fr-0.1 - r=-r z=0. 74 .;., 838 -_ ®Fr-0189 _ _- -F _n at3a"1=� 0�z LI �I ( F,11r.9591•,,F.;�' ::agf6 1 I =� siz `J Fz=O.e.9•Fz=0.6 2 -•. 9 1 FP4:Q9 3 Ti Ej I SFr--0.795 _Fz=0189 Fr-1.31 Fr-6.OB2 Fz=0.294 Fz=0.438 ,.Fz=0.295 Fz=0.453 "Fz=r 59$1.01 - }} ■ § Fz®0.4' - . •�`� �8.41112sFz=0.136 )F=1i N14 F S8B1 F , ..352 _� z=0E587- 1 _Fr-3.54 „Fr-Il.33 Fz=0.9SZ I Fz=0.18 1Fz=0.296 •I• -0 WA y Fz=0.295Fz=0.ti 07 0Z 69-F-�. -__ -, i Fz=1.09 Fr-0.385 i4Fz=2.37 - IFr-1.265 ® iFiEgil9 Fr--0.589 ■ _ J 9 99 E yrd: �;.1 =,;.a.• ..,5 Fz=0-141 I _;"iC;0:0709 -„610.557 Fz=-0.268- r-r.r•:c n r'w•.rr- I Z::-H1 Fr-0.285 ■ Fr--0.194 Fz=05204'• F.x.131" --'•' 2 �;I,C@ j6 Fir9:1ig IFz=0.283 z=0.292 -� if f�:7L�1z=-0.10s� ' 1111 IFr--0.394 Fz=0,0944 Fz=0.039 I z=0.235 I FW -.:.-:54 ,, yr"M x 472 3:, , �Fz=0.45 �Fz=0.33 Fr- 0 1' r-•0..127 = :�di5 157 'I" OM Fz=0.45 'E Fe-0.0101- o, 0.0101 Fz1461 "28 .• j,Fr` 94 ® Fr-o.i8 =�i� •108$ ■ Fr-0.398 Fr-0.93 _Fr-0.089 Pi, z=0.389 .Fz-1.94 3 •, .,Fz=0.46 . 1 - •Fz=o.45 a Fz=& Fz=O 94 �„ z- .369 :Fz=0-84 -Fz=0.46: Fz=0.0938 - r-0.29 YFr--0.589 Fz=01'v'�-0.197 „Fr-DBi 0 ' 8• ff III .Fi=82J -::..,.864 Fz `°' - . ,: Fr-0.48 Fr-0.182 r �i0.0198-• - p�,y 6qg z=1.14 e•y_: :.1-X :r =1.6276' u':,^; .1 : ,ry z=00.227 r--'0.746 ■ ®Fr1.7 z z'i','' - • -s_„,.•1' Fz=1.7 e F__ p . z=0.615 F •-•.9• `1 z' i.:16- Fit;1r•�-B:Hffff58 �F2=! F r:n.3 Fz-•' 64F1• Fz=D.O5H0..-128"" -F50.742 .- - 3si-i ® z=1.7 ■ Fr-1.52 Fz=0.2150.Fz 3.12 Fr--1.52 c Fa,o 118:¢s> _,,g....,-,,-!.g1179 ®Fr-ff136.12 oFz=-0. .12 Fz-0-215 Fz=0.177 0 F .190.366 F ::.9- z#t 9').6 Fr-0.177 -Fr--0.0883 ` Fr-0.215 Fz-.12 ■ c Fr--1.52 t ® r-1.52 Fz=1.8 Fr-1.8 BFz•(F 6.12 oFz--O.0 „72 Fr--0115 Fz=0.77 0 F.a.120.366 fJ Fz=0.177,-'J -Fz=18:0883 III 06 £. r',.!__ff:He 5 Fz=1.8 ,Fz=1.8 Fz=Oi -1.58 oFz=0.437 4Fz® -0.0129 Fz-0. 380 Fz=-1.58 Fz=0.0129 Fz=0.437 a' , 06 z= .. , ' x. Fr -0.1729 a ^ { :.3 O IIIFr0. �=1-58 oFz=0.437Fr0.0129® 6 Fr0.437) Fz=O38z=158 IIIFz=-0.0746 Fr--0.0746 29 Fz= 7 9z=0.4,. °'""•. zR0 0,14' ,ter•••-11154;. „ :• :.:0.7 F 399.149 Fz=O: a-_ rr:454-Fz=O:#54.._-Fz=,�-8:'14-------Fz=6:454 -�:454 ------f'z- . F =-0.0746 Fz .„..,.,iii,...„ z=-0.074 6 .. r 29 - 0-4t: .,:..•.::z=0R': mayz'• 0.729 -r�299.149-' IIIFr0.or��- •_,-j ■ ■ 29 of 124 IILive Load Roof(transfer):All Loads Plan-27 a II Building A-Full Model_2017-08-08_manual holdown loads.cpt-9/22/2017 EQ_X: All Loads Plan s EQ_X:Point Loads;Point Load Icons;Point Load Values;Line Loads;Line Load Icons;Line Load Values;Area Loads;Area Load Icons;Area Load Values;User Notes;User Lines;User Dimensions; Drawing Import A-DETL-THIN;S-FSTN;A-ANNO-NOTE; III Element:Wall Elements Above;Wall Elements Below;Wall Element Outline Only;Column Elements Above;Column Elements Below;Slab Elements;Slab Element Outline Only; Scale=1:250 s a UMI L _U L H L L Jl ■ ■ I � j s LJ111 El QFz=-33 ::__: ®Fr- =38 z=38 F=-40 Fr-40 r 'Fz--38 _:: :_::i,Fz=38 OFz-2u __...Fz=20 0Fa=-25 ,Fz=25 SFr---28 @Fr28 s 1-1 I J ■ Li r.J Li L u L..I ❑ �.l I_ n IN1 Fr-35 Fm 35 i 00,=-20 _.. ®F2=20 l _ O - i I r _ ^.._._._ ...__..._ ... _ r 5 _J __ �� I I 111 1 _ sFz--35 --- 0Fz=35 holdown loads are the ■ �f2 _ strength of thepholdownIiiII I maximum expected Fr zai1 - C7 anchor system (2.5 times III the design load per I ■ project structural notes) 1 Fr 2 Fz=23 S fI 0F2-23 0Fz=23 QFz=--23 ®- 23I ■ Fr--30 I Ir-30 fa=-28 _ __�Fz-28 G _.. III 1 ! I ::.--i Li I_] Lull r l I_ 0Fz=25 ®�Fr-25 orFz=25 --_ 0Fz=25 _ � 1111 I 0Fr--25 0Fr-25 J ®Fr--25 0,Fz=25 s III 1 L L L; IA ■ ■ 30 of 124 1111 EQ_X:All Loads Plan-28 s ■ Building A-Full Model_2017-08-08_manual holdown loads.cpt-9/22/2017 ■ EQ_Y: All Loads Plan ■ EQ_Y:Point Loads;Point Load Icons;Point Load Values;Line Loads;Line Load Icons;Line Load Values;Area Loads;Area Load Icons;Area Load Values;User Notes;User Lines;User Dimensions; Drawing Import:User Notes;User Lines;User Dimensions;S-FSTN;A-ANNO-NOTE;A-DETL-THIN; Element:Wall Elements Above;Wall Elements Below;Wall Element Outline Only;Column Elements Above;Column Elements Below;Slab Elements;Slab Element Outline Only; Scale=1:250 a a ■ —- Fz=48 Fr-35 - �Fz=33 - ® - Fz-33 L =35-- is,Fr-48 Li ■ ❑ r ■ i ■ ; ❑ ❑ ❑ P Li ❑ 0 ❑ ❑ ❑ 0 III ❑ c ._ __eFr-35 �Fz=-33 © I QFz=33 .Fz---35 _._. __ ,F,--25 - Fz 48 ■ ®Fz=38 5fz=28 0Fr-33 ®Fr-35 II Fr-35 o ❑ ❑ i al n ki,Fz=40 1 LI pFz=-38 LI1 ®Fz=-33 zX 0 =-35 ®Fz=-40 I-1 _., o 11111 i = _______ ®Fr-40 i ■ -Fr-43 __. -_... ®Fz=38 ® III ■ __. - GFr---380Fr--40 r ] I ■ ®Fz=-43 holdown loads are the 1111 strength expected strength of the holdown - — - — anchor system (2.5 times I IS the design load per I to - project structural notes) ..... ■ H III 1 1 r l 1 I III 10Fz-20 Fr-18 1 ■ �®Fz-20Fr-18 Fz=18 ®z=-20 Q _ ,4 Fr--18 10 0 0 orz= ■ 20 ,0 ❑ "� 111 ■ ■ 31 of 124 IN EQ_Y:All Loads Plan-29 a ■ Building A-Full Model_2017-08-08_manual holdown loads.cpt-9/22/2017 Pattern: Load Pattern 1 Plan 111 Pattern:User Lines;User Notes;User Dimensions;Load Pattern 1;Load Pattern Names;Load Pattern Hatching; II Drawing Import:User Lines;User Notes;User Dimensions; Element:Wall Elements Below;Wall Elements Above;Wall Element Outline Only;Column Elements Below;Column Elements Above;Slab Elements;Slab Element Outline Only; Scale=1:230 ■ t /„:,',///// -/ i/ ■ //,„„ • / i. //; / //�i // ,/,//',/,/,' i �. K Lf - / / . / / // 2/////,/i / i --Load Pattern1 [_I ," /////�//j� // ,- Load Pattern1 II ,z//,'/� / . /// 1C I i [� / -i° P '; 0 •. i 1 II L j. L• _ , "��\, ■ IL,ad Pattern 1% '] . Load Pattani 1 - " a , —i ,+ Load, Patteml f ■ 1 ll I Ii _Y j i 1 • ■ • ■ 1 1 1 ■ ■ 32 of 124 Pattern: Load Pattern 1 Plan-30 II O r ■ Building A-Full Model_2017-08-08_manual holdown loads.cpt-9/22/2017 ■ Pattern: Load Pattern 2 Plan ■ Pattern:User Lines;User Notes;User Dimensions;Load Pattern 2;Load Pattern Names;Load Pattern Hatching; Drawing Import:User Lines;User Notes;User Dimensions; Element:Wall Elements Below;Wall Elements Above;Wall Element Outline Only;Column Elements Below;Column Elements Above;Slab Elements;Slab Element Outline Only; Scale=1:230 1111 III !Ei I v \`v,\\� 0 vvy A .� Dy `y� vv \`` \ I \•\N,.. v� v � \AA � �,,,,:::\\-„„N\ \ \,., \ \\\, , \ \ \\ \\ , -,,„ , \\. \ \, ,::.:,, ,„„ \,„ \ \„,„ E „ ,, „ , \\ •,,\s ,s,,\\ '‘. \ '• \ : , El „\ 'C: 1:\ .:\ \ g 0\- \ -\'.\ , \ :I 5.,'',':',; ,,,s''.',::::,:\,:s:: ;;:::: \\,! si \„\\:\\\„;:•c. , ,, , :::i„, -:::::„ \';: -.::,„\ . ,,, \--,-,\NN - -,, . :.::::x\ •.•.2 -,, \\\ '\'' ' *-:- ll‘ \'''''\ \i,, . N. 1 • , , \....„,. ,,,o.,, sN ::: N, ,.• \-. \-\\: \\\ \,",,, 1 "x„,.,-_„,,2,„ ,s.:::::\ \.,1:::. , , \ \ ::: ,: ::,, \, \: \ iii ,\ „,,,,: , ,:i::, ,„,,, ,,„ , - I ' :::: s.:X,P -.I\' .::: I-\'„-, ,\ \I-I-."-- I: :'::.1'." :-'..'.:\ "I:::;:.:i, -\ ,\ , \"...,\\"S\ '‘I‘ \\:‘'\\,\ ""I-•\ 'III ::>' :I ', ' ..-----------,------ I. , N' "‘,\,,\\ \‘\ Il 1 I '::1 NI \I-: 1 ‘: \.. :IN\ \ I I I kiii I".\";-,, \ :\,\I\, , , ■ II I \ " ..::::: '," :::::: `"-- \:- ":::N NI (� `i` \`.\ \:D Cl - \, \.\ `•:; ` Imo,\ ` `�,. ■ - A `V , :,,v im\ \� \ A\V „,\\, .„\ „\.. „ , .‘„ , \ \ ,\,,,, ,, , \\,:‘,.\\ ,::\ ,„, „‘„ , \ , N , \,,:\ ,,, a 1 LE-:11 N,\ \\ 0 , , ,-,x ",:,,\ ,, „, ..) ,,,, , ,\ 0 _ \.„ ,..„.„ „ ,‘„\\\ , , \ ‘ , Eix ,a a ■ 33 of 124 ■ Pattern: Load Pattern 2 Plan-31 a ■ Building A-Full Model_2O17-08-08_manual holdown loads.cpt-9/22/2017 Pattern: Load Pattern 3 Plan III Pattern:User Lines;User Notes;User Dimensions;Load Pattern 3;Load Pattern Names;Load Pattern Hatching; ■ Drawing Import:User Lines;User Notes;User Dimensions; Element:Wall Elements Below;Wall Elements Above;Wall Element Outline Only;Column Elements Below;Column Elements Above;Slab Elements;Slab Element Outline Only; Scale=1:230 ■ I i.i III is ❑ I ❑ 0 1 ❑ ❑ ❑ ❑ 3 ■ L ■ Lea. Pattern 3 Ill ■ III ■ rr 111] I_' ❑ Load 41i rn 3 Loac �a tf hin 3 IIIIJ _a ad Fatter,3 ! 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/ J`.' ■ /lili /1//11,101111/1/////////////1,71////1)1 I /, // //////,,,,i0/////71,1/11/1I 1,1, 7/1/ ` / 1/,li/11/1///////I/1'//J1//,l11/'!/1/1; /Jl /1, 11:/ //1 /t, ///I, / / i ///71,7/1/7/111,/iii////11/7/1/11/11/71/ , /: /, / r iJ/ 1/ 1 /l1 /i // /l/' Il/ I / / . /11/1,1,/1 ,,7„,/////// " / ,/l!llll7/1, / ,//,/ 1 rll//IJ//17 / i,/,/ ( l/1 r1 0,1///11/111/,/,'/l/ 1 / I '/7//ll 1 !,/l,Il 1111/,/ "l/�, �//,// ////////11/1,11/1/1/1171/111/1////14/11/71,,y/7//1/1//1/1/'/ 1J711// 11//1/ / / 1/111/1/1,1/111/ / ///,/l/i� /r t /// /111/11/0//11/1////////7111111, //, 7/,/l/j///l/1I//J/ /I/l0// �l, I lJ ! / 1 111 I l ,i. lo 771/7,1„7,7,7//1/,,I/1 1 /f /I /' a /// // 1111/ 1// /1l//(// /�'17 /// / l/ /1/1 / 11 11 11/Alli'/1 //,l//l:/1 l (771, / 1 /. 11. ll/"/l//lj i / l 171//ll // /r 1 / / i „ /!li l/, ////l, � //ll/1I l / l,l/ l / J!l ! t' , I 1r, 1r l // / ////"/ / / �/, / // ' /7 /l// , ,, /G,r //1// / / 1111 //I l/1/ll/L/qad/ gt el / f /l l/"7//111//I J/ 1/////l/`//ii// / //// / ib d, ern b,/ /1/7/1///1! / //l(/ /4, ll 0//1�/ l l I /.II / /1; 1 / �11 //l/l/,/ /i 1. l /, 1'// 171/111.1l,,l1///Y////// // /J, • ate I 11 /I// l '''''';,///,'/11/1 l 0,477/0," 1/JI11//l1 / // ?`lily // %� ,1// r/lttl 11-i /, I /l/1 1/l//l /71 /I, /�1 �/� ll1 /� 1/ - /I, / 1 I///// ll1/JJ1, ,/J/ 71///111/1,/,77///1/77,//71111,1/1/// / 'I/ll O l / /! /1/ Ill 1 /'/'" ///1/./1////// 41/111////7 �l/;1 llllll 'Ir 11 Jell'11/1///',/ l /// /f/// //i 1///lll/ lir /- Ill/l// !,///ll�/ /// 11/1//q,/// , 111/ I1.11111/1. //l1 / / 1/ 1 � l/1 / / / �/, , l / '1 / / • i 71 r// l ll1,1 /11111 1/ll 1/ /l/l i 1///I II 171%1// I// /VII/111/17///1/1///1/" '!/ ll 1, 11/l/� 11&i1/l/////////L////1/01111 ///17//////�11/01111ll/1161/,1 ./ i /1/11//l/i1/��r1.f//f//l///7/ I • • E- 1_ u • • i i:1 [1.-.1 EI El • L ❑ - ❑ Li1 a • • 36 of 124 Pattern: Load Pattern 5 Plan-34 ■ a ■ Building A-Full Model_2017-08-O8_manual holdown loads.cpt-9/22/2017 is Pattern: Load Pattern 6 Plan ■ Pattern:User Lines;User Notes;User Dimensions;Load Pattern 6;Load Pattern Names;Load Pattern Hatching; Drawing Import:User Lines;User Notes;User Dimensions; Element:Wall Elements Below;Wall Elements Above;Wall Element Outline Only;Column Elements Below;Column Elements Above;Slab Elements;Slab Element Outline Only; IIIScale=1:230 � I 1 Li ■ - _ — r'i ■ ii7it,. ---t,„9.„,..„..,....,,,,...:-.,.„ ... . .... ■ ■ ■ II .I I LI■ i ■ ` Load Pattern 6 1111 , III ■ ■ r ■ II - Ir 1 ■ ■ ■ t• ililitga II ■ ■ 37 of 124 ■ Pattern: Load Pattern 6 Plan-35 a a • is • Load7 Plan Pattern7 Load Pattern Names;Load Pattern Slab Elements;Slab Element Outline Only; Building A-Full Model_2017-08-08_manual holdown loads.cpt-9/22/2017 • \ • Hatching; Pattern::User Lines;User NoLtessocUNsoetreDs1;muesnesrim iADonbso;veLenso WiaodnasiPl;aEt:emern DrawingPattemImport:UsenrtLsinBeesliUser e Wall Elements Element:Wall Eleme •Scale=1:230 Element Outline Only;Column Elements Below;Column Elements Above; • • •\\\\\ \\\\\\\\\''\\\'\s\\\\\\''\\'\\'\'\\\\\'s'\\\\\\\\\\\\\\ '' \ ' '\‘ \ ‘`'''\' s' '\ ' '' ' ' \' ' ' s ' ' '' ' ' ' '\ \ s\ s ‘' ' ' \`'''\' '\'' '\ ' '' ' • • •,--- —I •\ i • TI, . • • •Load Pattern 7 • • • • ] . • 1— • • • :1 • • L E i E1 Li 1 i • [ 38 of 124 III • Pattern: Load Pattern 7 Plan-36 ■ Building A-Full Model_2017-08-08_manual holdown loads.cpt-9/22/2017 ■ Pattern: Load Pattern 8 Plan ■ Pattern:User Lines;User Notes;User Dimensions;Load Pattern 8;Load Pattern Names;Load Pattern Hatching; Drawing Import:User Lines;User Notes;User Dimensions; Element:Wall Elements Below;Wall Elements Above;Wall Element Outline Only;Column Elements Below;Column Elements Above;Slab Elements;Slab Element Outline Only; Scale=1:230 ■ r ■ ----- E i 0 ❑--- ri ❑ 1 1 ❑----- --0 --- J r ■ El ■ / / / �� --------------/-----------: ----'-----------'----- --- -<--- --:/� / /'/ �/ // / i / // / " j� i�% / �-- ,- ce/ �j� �� ---�/ // / iiii� � � % i /% � _-'-,3.___-;_/ i� / ;/ ��% .--_--/-'-/:- �� i i� i %/ / � j / j% , / • / �� % %/ ! i�i// jj� � _ % i' / jji � js /�� ::,3--..... ._______,- ' / /_/ /i ' � jj/ / / // i 0 i��j %� j % ------_-r‹, t���� / � _--- ---1-- / >----- �� lj -- j ----_,----;----4.1--/- �// i/� / _/ ___,,,,,,_,--- -j----/----------1.-----;<_ --- /moi/ i - / / // /�_ __ /� / / %j� ' ii / / /' Vii%� / / ,�/ %/ / / % I - I \ ,_,,,, 1 I ■ ■ I 1 / // / ✓ __>:---___,-,--------___---___-- / %/ �/ / / j/'j% t/j • % iii%' / /i _.---- /�% / /%/ 0 /�% ■ /�/ /ice/ !� T /�j jj�a ____:::><-7.-- <:::-____---_>--% /__---_--75-------1:-*---; ___8,1--______.--- rn 8 / /�� / / / ■ i%%%%.- °" /� / %/i / � Ir��/'j%ice/ -...2.--: i ---_:: - ;_.__,,_1--I- • °I---;-; - -/--:------0 -----<"----------'- ----: "-__-!---- 0 -%--_----- ---__---„ ----:,--_--% _-__--- --/----"------- -----=„„ i//��j�j///ice-- •■ ■ ■ 39 of 124 Pattern:Load Pattern 8 Plan-37 ■ a Building A-Full Model_2O17-08-O8_manual holdown loads.cpt-9/22/2017 Design Strip: Latitude Design Spans Plan a Design Strip:Latitude Span Boundaries;Latitude SSs;Latitude DSs;Latitude Strip Boundaries;Latitude SSSS;SSS Balance Percentages; ■ Drawing Import:User Notes;User Lines;User Dimensions; Mesh Input:Slab Areas; Element:Wall Elements Above;Wall Elements Below;Wall Element Outline Only;Column Elements Above;Column Elements Below;Slab Elements;Slab Element Outline Only; III Latitude Program Concentrated Reinf.;Bottom Face Concentrated Reinf.; Scale=1:230 40%DL Balanced 62%DI.Balanced 46%DL Balanced 89%ODalan•.ed 45%DLBA60LdtlB-� •:alance ---73%DLDelanced- 84%DLBalan.r:d 33%DL Balanced 72%DLB•ranced 77%DL Balanced III r2 %DL R Balanc di 44%DL+RLLBalanced 32%UL+RLLBalanced-- 66%DL 32rIUL+Kt%Biala B61.Mal Bala9cd 53%DL+RLLBalanced 6 '.1 + :aanced -'s_3%OL+RLLBalancec- 49%DL+R LBalanced -47%DL+RLLBalance FL I.r 1 I L I �� r� 1 71%DL Balanced ��I i 1 d 54%DL+RLL Balanced r II1 ` a an e 1 98'IOD 0±,,, ,Ja • I 54%DL Balanced 63%DL Balanced 46%DL Balanced 93%DL Balanced 49/DL Bf9OidfU B •r Id Balanced 79%DL Balanced 80%DL Balanced 35%DL Balanced 67%DL Balanced g3%DL Balanced ■ 14'I®i DL+RLLBalanced 45%DL+RLLBalanced "-32%DL+R.L Balanced-% 68%DL+RLL Balanced 35�%DL+ Malt.._:BbisrRtfi Bala�rc d 57%QL+RLLBalanced • 58°!DL+RLL Balanced -4%DL+RLLBalance 45%DLIRLL Balanced .4%QL+R4�Ba�.�0e -,-___:1578--8-:-/-%` OLg J L 1-` L L T -tet*Rat alanea 1 i ��, Bealn�ed Ili 75%DL Balanced 111 • 1 • \4-j 52%DL+RLL Balanced I 1r ' I -- 1 II II 11 1 II l III Il II IIII 1 k 77%DL Balanced 14% L Bal anced • DL Balanced _ 57%DL+R L Balandd&DL R L alanced 17.' DL Bal Ba a, ;. :.lanced A 55%DL Balanced! 65%DL Balanced 58%DL Balanced 66%DL Balanced 1%DL BSft1Y�tl B •I-• ti Balanced 74%DL Balanced 66%DL Balanced 42%%DL Balanced 68%DL Balanced rb! _ 100°l• - + !BtncecB9°!,DL+RL3@°$4�8nc 73' d'/,DL+RLLBala ncf 42%DL+RLL Balanced -39%DL+RLBalancer 46%DL+RLL Balanced 31%DL+ Enda .Bhl rRJeldBala e d 51%DL+R�.LBalanced 46%DL+RLL Balanced 9/.DL+By.Balance 411 DL RL ,.L Ba a.• , 111{ I '1 a I — 1 f . 1 1 a I j . I' 66%DL Balanced 59%DL Balanced 40%DL But[tlY.d9U B:fiB5c U Balanced) 72%DL Balanced 65%DL�Balanced ! 36%DL Balanced 65%DL Balanced j 47%DL Balanced 70%DL Balanced 1;. 91%DL BalaAROY D lanced I %DL+RIfL Balanced-I 46%DL+RL Ced "�..- 41/DL+-. Rel nced-___46%DL+R L Balan26Rk'DL+I B61s ._ BhlarRi<tl Balarcced 52%DL+RrL Balanced 447%DL+ LL Balanced 27%DL+RLL Balanced-- 40/DL+RLL Balanced 1.58^/,DL+RLL63ata3le xfLL l Balanced ■ • 1 If1 I II ■ a I 3/ L 9 Balanced j i -- DL R !Balanced___ -- • ■ 111 --- • — _� • a 34%DL Bala) cat$%DL Balanced 67%DL Balanced 1 I 87%DL Balanced . 47%DL Balanced 1 - 7Dj DL Balanced ! 23%DL+RLL SOrDt.&R L Balanc DL+RLfLBalanced- 77%DL Balanced t 4 Jct' 41%DL+RkLBalanced 7°lo DL+RLLBalanee� 46%D!+RkL g_ a ton_-_Ced 1_ 4,5%D1_+RLL.Balanced__ 1 i 1 ii . ■ it __- - 1 • ■L I o e Ined 180/DL BaF nce7fl/DL Ba a c I 1 -390% L�cus^.rnl3r_.tLRLL.Balanced l 1 MI 1 1 -�53%DL Balanced I J 66%DL Balanced 58%DL Balanced 53%DL Balanced '�. 67%DL Balanced �j 50%DL BalancBdil IL Balanced d` ■ 3t�-"DL+RILealanced 41%DL+RLILBalanced •.%DL+R LBalanc-•I L4%QL+RLL Balanc:d 47°/,DL+RLL Balanced %DL+RLL tieffib IJ•-. -.LL:atanced —1=.-. --- -i 1 I I. 1111 1 j 2.4% Balar?ce1d55%DLBalanced 1 I 67%DL Balanced 64%DLBalan426t'.D Balanced • 1.6/D +RN I B 4tL+RLL Balanced-f 48/DL+RLL Balanced }••/DL+RLL380t6 r:.._,_; Balanced III •• I 1 ■ o IIII ,69%DL Balanced I 69%DL Balanced 53%DL Balanced%IL Bal-nced •• • DL+RLL Balanc 50%DL+RLL Balanced %DL+R LBat/a%J i+ LL:atanced I 1 ' — — � — f ■ 16%DL Bal.nce65%DL Balanced 1 75%DL Balanced '. 70%DL Balanced 10%DL+RLlr 8 ffi5d2ld+RLL Balanced lj_-_ 53%DL+RrL Balanced 2%DL+RLL Balanced- iT TS ■ a 40 of 124 Design Strip: Latitude Design Spans Plan-38 • III s ■ 8 x 11 16 ■ M 111 x 11 111111111111111111111111 1111 11 / ■ W ■ a,mov 0 73%DL Balanced =_. 96%CL3alanced 39%DL-Balanced- ,-692,4,DL Balanced m 3 F x 63%DL+RI.LBalanced _=j- --i •'•._-4; • •. •'sflt-w-p4LBalancfe' Si%DL+RLL Balanc a LE a I1 I �'-i' paauele8-HU+la%48 -� � - ff d, 0000 a Paauele9)121+70%LS — J rr�r� j P 1 B 1C%ul4 paauele8 0%ZL i I w a 9 a mC W anon g"-* N 1. 11 r----------7I Nayrw 69%DL Balanced 88%DL Balanced 66%DL Balanced 46%DL Balanced 1 I 61%DLBalanced I53%DLBalanced I oo y in 53%,DL+RtL Balanced : 65% Rift+RBalanced ,: 48%DL+FlirtBalanced 1%DL+RLL Balanced- 44%DL+RLL Balanced j°/°DL+RLL Balanc d l m e m i1 I MIT= 5 m N ■■ 1 11 I I ugio r t0g0 1 l 3 A N a � I 1 *0 ur N N m r MIR II 240%DL B4te'sal Bal: 6826 DL Balance• DL Balanced 69%DL Balanced 55% I 390%IL,-.1":` +:an: ,'n.n,_.;�:_ ;agpL+ 70%DLBalanced457/DLBalanced 1 +o 52%DL+R LBalanced - - R LBalanc d- 46%DL+RLL Balanced %DL+Me_Balanc _peoueleB 1121+-le%LS1..,, paoueleB l0%OS i O▪ m a 5. 0 I ___ ry N ffI o r l I —j` / 1•■ I !G �. v o a 71%DL Balanced 87%DL Balanced 110%{DL lance e m fI� \ }- 33°/,DL Balanced I 54%DL Balanced 72%DL Balanced 60%DL Balanced g w (I1 53%DL+RtL Balanced - 65%DL+121..L Balanced 63'/°DL'F-R1�L�Baia•:;;;<DL+ 5. NMI II I.1 I R LBalan;;:°DL+RLLBalanced- 46%DL+REL Balanced %DL+R LBalanced m •'O — I — 1 `i— g W(fl a I 29%DL Balanced c if th 2 ,.t]-L+Rt LBalan d 2 o /Nou Q 0 i c 3 c a =IlV/ i I O m m m Yl m 3 H • N 8,8'I.DL Balaroed52%DL Balanced 69%DL Balanced 57%DL Balanced r^ MININ 6.3%D +RLL Ba % L+RLLBalanccd-, 46%DL+R¢.LBalanced 4°°%DL+R LBalanc:d A W At ill - o m til N I �_ nip N m 1 _ C m IT 7 m i rn 1 ..„- 11 '1I m m 0.63/DL Bala cdi1%DL Balanced 69%DL Balanced j 51%DL Balant826 DL B:(lanced d 0.44%C,,L+Rh_B•i:IPlc08.+RLLBalancad- 46%DL+RLL Balanced 1%DL+RIL15151d/icecri )Balance id' co it 1 0 i a III 1 iI i P I i go. II22%DL Bal-ndeal%DLBalanced 72%DL Balanced 66%DLBalant4 Balanced 15%DL yy;R Lr ;:,ad+RLL Balanced- 47%DL+RLL Balanced #%DL+RLLBTdCacBalanced I i � 1 4 1 ( 1 j� I 11 97%DL Baa C _ 2%DL Balanced 69%DL Balanced 60%DL Balance 73%p�+R`Bnced -6.6%DLBalanced97%DLBalanced %DL+RLL Balanced- 45%DL+RLL Balanced %DL+R 1_Balanc- atence_ a- `` -4.6%3L+ +_gI-L_Balancec I I pa lea)"121+70 rbOL� II S` I ---'--- pe.rueje9 lll8+l0%SS 1 yauele9l0%064 paauele9l0%4L 1 J1 II 1714%DL Balan4AG6-DLBalan:-d 66%DL Balanced 55%DL Balanced 67%DL Balanced 56%DL Balanced E",. r...,4-„,,,, 45%DL 42%DL le8--AI +l0%4S F-- • ao ae8l 21+1 0%0 —"`" pa3uele8 l0%69 -�~ paouele9l0%99 I I it 1 I I I' j I II J. 64%DL Balanced i j 48%DL+ %DLBalanced 93%DL Balanced 84%DL Balanced •30r%DL Balan ed 69%DL Balanced—,___R LBalanced;%�L t R L Bala •ed 58%DL+RLL Balanced _el 53%DL+REL Balanced - 120% +-LLB,•lancl7P/DL+RLL Balanced I r • _ jj-- __ �' I peoua e91+I-B+'1�,' \ l aauele9 l'IB+10./09i paauele910°. G �, I paauele810%6£ 1 I b %DL Balanced 120%DL Balanced 1 40Dot DL Balanced I 11: 110 L+ LL Bal ancad_Z2�DL_tRLLBalanred %DL+R La Balance ° =a anted pavmlBA l +l0%48 1 —" - �a�uv�{eg0 __________•0 51-----%�� R.LL Balanced _ � e0 paauele8l4%044 1 peauele9la%044 --- P auetee paoualer..i /°L9 a I ' to �° 5 D 1i c I C co I I IN i I O t+ CD V 72%DL Balanced 120%DL Balanced) azi 5 °°DL+R LBalanc.9 %DL+RLL F3alan =y' Oa V1 I co O t i 13 B I 7 o uo j 1 -.4: O co s i j p ay i ar tta° o. i a (I) -6 % ALB ,n nced '0 d A'�-L �(.Cga`an_ce;200%DDLBDL+R LIdalan•:> cn '0 ,,,m.,......., y 1 t0 N N Na W O V i Building A-Full Model_2017-08-08_manual holdown loads.cpt-9/22/2017 Design Strip: Punching Checks Plan Design Strip:SSS LLR Parameters;Punching Checks;Punching Check LLR Parameters;Punching Check Sections; 5 Drawing Import:User Lines;User Notes;User Dimensions; Element:Wall Elements Above;Wall Elements Below;Wall Element Outline Only;Column Elements Above;Column Elements Below;Slab Elements;Slab Element Outline Only; Scal30 pecified LLR Pursing Specified LLR Parameters Using Specified LLR PanUsing Specified'LLR Parameters Using Specified LLR Parameters Using Specified LLR Parameters Using Specified LLR Parameters Using Specified LLR PanUsing Specified LLR Parameters Using Specified LLR PaUsing Specified'LLR Parameters II 'LLR Levels=1 LLR Levels=1��. //LLR Levels=1 LLR Levels=1\ /LLR Levels=1\ ___ _ /LLR Levels=1\ //rLLR Levels=1\ _ LLR Levels=1\ LLR Levels=1\ LLR Levels=1` /LLR Levels=1\ trib area=330 (rib area=780 _..—_....___ (rib area=780 trib area=780 ' 1- / trib area=965 \ (rib area=965 -_--_Ttrib area=9651 i trib area=785 j trib area=785 /trib area=785 / trib area=350 ifluence area=66�0 influence area=3120 influence area=3120 influence area=3120 influence area=2900 influence area=2900 influence area=2900 influence area=2360 influence area=2360 (influence area=2360 influence area=700IIII max LLR=60 / t max LLR=60 j ( k max LLR=60 , max LLR=60 ' (max LLR=60 , ( max LLR=60 r 11 max LLR=60 1� I max LLR=60 / k max LLR=60 max LLR=60 j max LLR=60 Using Specified LLR Parameters Using Specified LLR Paramet a Loading RedReducible Loading Reduction=48.1 Reducible Loading ReduReducible Loading Reduction=48.1 Reducible Loading Reduction=47.1-Reducible Loading Reduction=47.1 Reducible Loading Reduction=47.1 Reducible Loading ReduReducible Loading Reduction=44.1_Reducible Loading RedReducible Loading Reduction=18.3LLR Levels=1 LLR Levels=1 \ e Loading ReducStorage Loading Reduction=0 Storage Loading ReductiStorage Loading Reduction=0 Storage Loading Reduction=0 Storage Loading Reduction=0 Storage Loading Reduction=0 Storage Loading ReductiStorage Loading Reduction=0 Storage Loading ReducStorage Loading Reduction=0 \ trib area=0 trib area=0 IL 3 Loading Reducparking Loading Reduction=0 Parking Loading ReductiParking Loading Reduction=0 Parking Loading Reduction=0 Parking Loading Reduction=0 Parking Loading Reduction=0 Parking Loading ReductiParking Loading Reduction=0 Parking Loading ReducParking Loading Reduction=D---------'�-'influence area= \influence area=0 y �, .--t max LLR=60 1 max LLR=60 I /ecified LLR P-Using Specified LLR Parameters Using Specified LLR PanUsing Specified LLR Parameters Using Specified LLR Parameters Using Specified LLR Parameters Using Specified LLR Parameters Using Specified LLR PanUsing Specified LLR Parameters Using Specified LLR Parameters LLR Levels=l /LLR Levels=1 LLR Levels=1\ /LLR Levels=1' LLR Levels=1 LLR Levels=1 LLR Levels=1\ LLR Levels=1\ /LLR Levels=1\ Using Specified LLR Parameter LLR Levels=1� Loading R e n __ Red _ trib area=775 trib area=2020\ trib area=2130 \ trib area=2130 trib area=2520 trib area=2530 trib area=2530 /trib area=2130 trib area=2130 LLR Levels=1 � trib area=1080 --_-__--- -Storage Reduction.° Storage Loading eduction // Reducible Loa uction Reducible a LoadingReductior \ ! \ _ -.. Parking Loading Reduction=0 Parking Loading Reduction= Crib area=2060 ` influence area=3230 luence area=2330 (influence area=8080 influence area=8520 influence area=8520 influence area=10100 influence area=10100 influence area=10100 influence area=8500 influence area=8500 ,. max LLR=60 max LLR=60 } max LLR=60 ( max LLR=60 ` max LLR=60 ) , max LLR=60 f , max LLR=60 1 ( max LLR=60 , max LLR=60 i influence area=82201 ` max LLR=60 ( Using Specified LLR Parameters Using Specified LLR Paramet Loading• RedReducible LoadingReduction=50 Reducible LoadingReduReducible LoadingReduction=50 Reducible LoadingReduction=50 Reducible LoadingReduction=50 Reducible Loading Reduction=50 Reducible Loading ReduReducible Loading Reduction=50 \ max LLR=60 Reducible Loading Reduction=48.6 LLR Levels=1's LLR Levels=1" III Loading Reduction=0 - - 1 e Loading ReduStorage Loading Reduction=0 Storage Loading ReductiStorage Loading Reduction=0 Storage Loading Reduction=0 Storage Loading Reduction=0 Storage Loading Reduction=0 Storage Loading ReductiStorage Loading Reduction=0 Reducible Loading ReducStorager g trib area-0- (1 trib area-0 i Loading ReduiParking Loading Reduction=0 Parking Loading ReductiParking Loading Reduction=0 Parking Loading Reduction=0 Parking Loading Reduction=0 Parking Loading Reduction=0 Parking Loading ReductiParking Loading Reduction=0 Storage Loading ReductParking Loading Reduction=0 influence area-0I influence area=0 1 Parking Loading Reduction=0 max LLR=60 J I max LLR=60 I IIII Reducible Loading Reduction=0 Reducible Loading Reductior Storage Loading Reduction=0 Storage Loading Reduction= Parking Loading Reduction=0 Parking Loading Reduction= III Using Specified LLR Parameters Using Specified LLR Parameters ---._ LLR Levels=1\ LLR Levels=1\ pecified LLR PUsing Specified LLR Parameters Using Specified LLR PanUsing Specified LLR Parameters Using Specified LLR Parameters Using Specified LLR Parameters Using Specified LLR Parameters Using Specified LLR PanUsing Specified LLR Parameters Using Specified LLR Parameters trib area=0 1 trib area=0 'LLR Levels=1\\ /LLR Levels=1\\ LLR Levels=1\ \LLR Levels=1\ Levelsl' \ /LLR Levelsl\ \LLR Levelsl\ \_,LLR Levelsl LLR Levelsl\ LLR Levelsl\ I influence area=0 influence area0) U (rib area=765 / (rib area2000 \(rib area=2120 \ (rib area2120 trib area2490 \ trio area=2530 ( (rib area2130 ` /trib area2130 trib - max LLR=60 / —max LLR6Fluence area=2300 influence area7980influence area=8460 (influence area=8460 ( LLR fluence area=9960 influence area=10100 influence area=10100 influence area=8500 f influence area=8500 - influence area=1820 Reducible Loading Reduction=0 Reducible Loading Reduction=0 max LLR=60 max LLR=60 1 k max LLR=60 i max LLR=60 max LLR=60 ' ' max LLR=60 k max LLR=60 k max LLR=60 , i =I( max LLR=60 i max LLR=60 Storage Loading Reduction=0 Storage Loading Reduction=0 Loading RedReducible Loading Reduction=50 Reducible Loading ReduReducible Loading Reduction=50 Reducible Loading Reduction=50 Reducible Loading Reduction=50 Reducible Loading Reduction=50 Reducible Loading ReduReducible Loading Reduction=50 Reducible Loading Reduction=39.9 Parking Loading Reduction=0 Parking Loading Reduction=0 e Loading ReduStorage Loading Reduction=0 Storage Loading ReductiStorage Loading Reduction=0 Storage Loading Reduction=0 Storage Loading Reduction=0 Storage Loading Reduction=0 Storage Loading ReductiStorage Loading Reduction=0 Storage Loading Reduction=0 3 Loading ReduParking Loading Reduction=0 Parking Loading ReductiParking Loading Reduction=0 Parking Loading Reduction=0 Parking Loading Reductioneo Parking Loading Reduction=0 Parking Loading ReductiParking Loading Reduction=0 Parking LoadingLReduction=0 y_ � ft Using Specified LLR Parameters Using Specified LLR Parameters Using Specified LLR Parameters Using Specified LLR PanUsing Specified LLR Parameters UsingSpecified LLR PUsing Specified LLR Parameters Using Specified LLR Parameters - P 9 P = LLR Levels=l\ LLR Levels=l\ %LLR Levels=1'\ LLR Levels-7 LLR Levels-1'\ LLR Levels=1 / / - _ - _ trib area=2040 //LLR area=1790 trib area=1790 \trib area=1650 / trib area=1740 // trib area=2100 r: influence area=8140`{ :<..__..._.__._......_._.._........___.._..._._....._.______..._..._._._.._._..d, influence area=537 influence area=5370 influence area=4950 influence area=521\ 'influence area=840\ a area=6 influence areso2 \LLR trib a 1 I I max LLR=60 /max LLR=60 , max LLR=60 , max LLR=60 max LLR=60 'influence 70� infl 400 maxLoading LLR=60e / Reducible Loading Reduction=50 Reducible Loading Reduction=50 Reducible Loading Reduction=5 Reducible Loading ReduReducible Loading Reduction=50 1 max LLR=60 max LLR=60 Reducible Reduction=50 - Reducible Loading RiReducible Loading Reduction=44.4 Storage Loading Reduction=0 Storage Loading Reduction=0 Storage Loading Reduction=0 Storage Loading ReductiStorage Loading Reduction=0 StorageReduStorage Loading Reduction=0 Storage Loading Reduction=0 l ----- 9 Loading Parking Loading Reduction=0 Parking Loading Reduction=0 Parking Loading Reduction=0- Parking Loading ReductiParking Loading Reduction=0 Parking Loading ReduParking Loading Reduction=0 Parking Loading Reduction=0 .__._..__._.._ 1 a 1 1 1 a Using Specified LLR Parameters Using Specified LLR Parameters Using Specified LLR Parameters 1 /LLR Levels=1\ � LLR trib area e2100\ (trib area LLR =2440\ S / uer ce a eae9 influence area=8400_ influence area=9740 �mfluence area=9500. ' max LLR=60 , 4 max LLR=60 , 1 max LLR=60 Reducible Loading Reduction=50 -' Reducible Loading Reduction=50 Reducible Loading Reduction=50 ft Storage Loading Reduction=0 Storage Loading Reduction=0 Storage Loading Reduction=0 Parking Loading Reduction=0 Parking Loading Reduction=0 Parking Loading Reduction=0 a : • peri led LLR PUsing Specified LLR Parameters Using Specified LLR PUsing Specified LLR Parameters 1 _ j Using Specified LLR Parameters 'LLR Levels=1 LLR Levels=1 LLR Levels=1\ 7 w LLR Levels=1'. - i /LLR Levels=1\ 5 trib area=950 \ /trib area=2520 \ /trib area=2520 \ trib area=1570;\ � trib area=1740 1 fluence area=2850 influence area=10100 influence area=10100 influence area=4710 L- 1 influence area=6960 max LLR=60 \ max LLR=60 / k max LLR=60 / max LLR=60-1 i max LLR=60 j - Loading RedReducible Loading Reduction=50 Reducible Loading ReReducible Loading Reduction=50 Reducible Loading Reduction=50 IIII e Loading ReduStorage Loading Reduction=0 Storage Loading ReduStorage Loading Reduction=0 Using Specified LLR PUsing Specified LLR Parameters UStorage Loading RedUsing Specified LLR Parameters 3 Loading ReduParking Loading Reduction=0 Parking Loading ReduParking Loading Reduction=0 LLR Levels=1\ 1 LLR Levels=1\. Parking Loading Reduction LLR Levels=1\ 1 trib area=970 trib area=1050 / trib area=1590 \ trib area=620 \ 5 -influence area=2910 influence area=4180 influence area=6340 influence area=1860 ) max LLR=60 max LLR=60 ; k max LLR=60 j max LLR=60 Reducible Loading RedReducible Loading Reduction=50 Reducible Loading RiReducible Loading Reduction=40.2 I Storage Loading ReduStorage Loading Reduction=0 Storage Loading ReduStorage Loading Reduction=0 IIIII \ �� Parking Loading ReduParking Loading Reduction=0 Parking Loading ReduParking Loading Reduction=0 L_______11 1 • \ \. S pecified LLR PUsing Specified LLR Parameters Using Specified LLR PUsing Specified LLR Parameters / t� LLR Levels=1 r\ LLR Levels=1 \ LLR Levels=1 /\LLR Levels=1` 1 ��\ / trib area=5701 \I trib area=1370 trib area=1370 / %tnb area=685 Using Specified LLR Param[Using Specified LLR Parameters Using Specified LLR PanUsing Specified LLR Parameters fluence area=1140 influence area=4110 i influence area=4110_influence area=1370. LLR Levels=1\ LLR Levels=1 \ LLR Levels=1 \ LLR Levels=1\ MI max LLR=6D.__/____-_.max LLR=60--------_------ __--max LLR=60_-_..T-(max LLR=60,1 ` \ � / / trib area=635 � trib area=1070 i trib area=1070 �/ bib area=470 a Loading RedReducible Loading Reduction=50 Reducible Loading RiReducible Loading Reduction=34.5 influence area=12701 influence area=3200 influence area=3200 influence area=940 e Loading ReduStorage Loading Reduction=0 Storage Loading ReduStorage Loading Reduction=0 ( max LLR=60 i max LLR=60— —max LLR=60 (( max LLR=604111 3 Loading ReduParking Loading Parking Loading ReduParking Loading Reduction=0 Reducible Loading ReductiiReducibie Loading Reduction=48Reducible Loading ReduReducible Loading Reduction=26.1 / Storage Loading ReductionStorage Loading Reduction=0 Storage Loading ReductiStorage Loading Reduction=0 Parking Loading Reduction Parking Loading Reduct/ion=0 Parking Loading ReductiParking Loading Reduction=0 III 42 of 124 III Design Strip: Punching Checks Plan-40 a • a Building A-Full Model_2017-08-08_manual holdown loads.cpt-9/22/2017 a Reinforcement: Top Bars Plan a Reinforcement:Latitude User Concentrated Reinf.;Longitude User Concentrated Reinf.;Latitude Program Concentrated Reinf.;Longitude Program Concentrated Reinf.;Top Face Concentrated Reinf.;Both Faces Concentrated Reinf.;Concentrated Reinf.Descriptions;Concentrated Reinf.Details;Concentrated Reinf.Extent;Latitude User Distributed Reinf.;Top Face Distributed Reinf.;Both Faces Distributed Reinf Drawing Import:User Notes;User Lines;User Dimensions; Mesh Input:Slab Areas; III Element: •Wall Elements Above;Wall Elements Below;Wall Element Outline Only;Column Elements Above;Column Elements Below;Slab Elements;Slab Element Outline Only; < < < < < ti 11 H It II 11 H H Ir II II Scale �1:230U) N N U U t.> 0 0 #6x17@127 U o 0 0 0 U t)#6x5.997 (9)i 6x12T (9 fAx12T (9) 6x72T _ (9)�6x'i2_3a { ctop cove tb CGS-1.7§),s 12 6r�12T1-9141(32-1 _ (9)#642T (9)t 6'�2T (6)#6x5. 9 o .cover to GGsop to c.tay#6><1�. tapes o =1 75 j top td CGS=1.75 :o to CGD=1.15 t - o o y o 5)#6icTiST topf 'arcpinver-ta ub.5'ix.,, - 0 -� In a 1O - - i m •' . _ to cover totCGS 1.75 co X;- -.. Er �. a a u o. top cover to CGS 1.75 a m` r u a x a, ata ,a c-_ # '__P_.. _...__ --.. -___... x # F i °; Qf O:. - _.' .-- OI Oi Ol O, yi«I, A«' J O. Fc O % v,�' --`3 at 0„ (3) xtb2T _ _ (10)#6x12•[ ~ H n H n u n u n 11 < top av=� y i avfr5o GGS=1./5 Yo•_1:,,!„,oto l.bS=1.(0 top cove di S=1.75 N. N. CO CO N N U) N If .... ___....._ _ III C7I c7; 0 C7 i Cry; 0t (5 C9 CO er to CGS=1.75 0 U' U: U: U' U: U' Vi U i 9 x .44T (9)#6x62T (9)#6x62T (9)#6x.527 9#6x�2T 9#6x627 9#6x627 (9)#6x0,27 9#6x62T Cry. a x !✓ ' • �• er to CGS 3 to CGS=1.75 tope to CGS=1.75 tope to CGS=1.75 tope to CGS=1.75 tops to CGS=1.75 tope to CGS=1.75 tope to GGS=1.75 tops-e to CGS=1.75 (9)#6x627 fop co:: ii:er''' Yo =1.75 }G#. _al y t ° °-0 0 � tope to CGS-1. to =1.75 <t7 n O X O; X O; x O, i( O. X o; x O• , X OXo "'a7 Nu co u; m u: ,O °; a u so v u; eo oI e� u. C7ra' at alori tea: # a; x c # o.:; m •xU. U. oH o: ov Ct 21 cl«-. A o: a`"'i o, E.o; m c' at a; (8)#6x0T (7)#6s4T 111 II .-E,'« topmco to CGS=1.75 tot�to CGS=1. T r« 1 top covert CGS=1.75 nti _*oJ III " - -- - n..... CO co o! #6x17@7•T ;• • t? # 4'- top cove Y• GS=1.75 < i U 0 III it it `...0-0I 11 It R EI W II 11 « « a) th N m to 0 N a> to (IBI#6x607 1- ,4.- I-ar» �I try; C7; C7; C9 t9, C7 (? C7 ,n >, ul > (9}#6x637 (9)#6x&27 U; (3)#6x147 U; U; o; U U. top corer t a v; p cover to CGS=1.75 x a�.-� _ ___ __ x o_ #6x5.997 (9)#6x627 top cover to CGS=1.74§06x$27 (9)#6x627 (9)#6x627 (9)#6x627 (9)#6x627 top cover to CGS`=1.75}4)#Ext 1 4* d,1 - " d. 111 +-i .toyer to CGS°peeter to CGS=1.75 tope to CGS=1.75 toped to CGS-=-1.75 ""-- topeo to CGS=1.75 tope to CGS=1.75 tops to CGS=1.75 to to CGS=1.75 to to CGS=1.75 « a 2 "?' .1 yij oyer pec pe f �_ So to CGS=1.75 iso x o• x o; o, x o x °oT % O #6x6@i,Ti rn y ___ <tltF °; ,p o {p U; {p o; fp O t0 Ip UI ,p 01 iC U x a x at # at top covf?it ccg=1.i x c a; a;' ¢: 0. a: a • o o; mot < < a o�. A o; w o: A o a o 4 ,z F« °._ m o� II n u; n n to i' Ps H to In < < N ..: ti) N (5 # V if �I K U 11 6x5.98'O112T v to#6x6�f o N o ' to c to CGS-1.75' n (Si U o+� �^ o o: c7 Cry. t9 It 3 2T T oi • {o)pcxo to CGS=1.75 to U' C U; •j tY top c6 to top4 to GGS#c 1 er t• G x�2775 toop o2oyL+f t____ to oto CGS=1.7fa t T L p _ _ ( 5-L7 0 6..v to CGS=1. o CGS=1.75 (9}#6x8:27 7#6x8. t P ____ c t CGS=1.75 ' pO . ".icover to CGS-�7 O,, o, u; °3} - - - to pN o pe t CGS=1.7S x °. u' w W ._ ui #6x17@11zt n m: to cc. �- m c < Sp' .� # "' x ¢, x °•' 2#6x ' >' x ow=- at ¢; # ¢� at c ,o u, m u �_ 01 �I o �gObb 247 srr^- top cove to SGS=1.75 « al'o' o: # a; at °. w o #6x8@127' I i 15i#�z! tier 'S=1.7 at a! _ at ¢ t - I in 2 ra«; 'Gov:r to CGS=1.75 top cover(o q ES-1.75 t9 L c�oyer�t�►'.�5=1.7• (2),ex1• o N bt I WO co;M.,...�it=>..ry.7 - x a • 1, d a•9 _,:.,' f %fes III I .c��tg er to ! I !i 1.7fa o; pp pp��22.. 4.� 7x5.48@127 topcvv�er to C( �'1.7510 0 < IICover to CGS=1.7 1 -- l ; I rn a u fc. [, (8)#6x14 to! - C7 h a r�1 Cry; II o top cove to CGS- : _ ° 1 ;#6x12 2T U U� U; 1 j , (8)#6x627 _. _$--- -----V*: 41o; m n c7_ x ° 9)#6x627 (9)#6x627 ` 1.- 1' topes o to CGS 1 75 I togyt(v 1 •CGS 1.rtti , ,~1 ° co!; top toy r t;C P•oGS=1.7 oeox@r to CGS=125 topro to CGS=1.75! O U. tow; .. _ O mM4-� el, O I 'v'�S- X �i" > O: i - Vries•' ..L+�N IrJA1,401 X O. Y� • o n! 1 a C. x dl .x12 X12 oo # O- a: • • «I °L o! % °oI � op co rtq CGS=1.75 rn o; m«:,. . a < u; n: n ai« • °. `ai to #6x6�_� 2T 0 a" ! v; 0 •'top a!Li er to CGS=1.75 21 Il 4)#6x rv-m ••�v ,a,CGsf is • • II N N N iii .yI pi �Lp N Cry, Cryi 0! 0 ._yiT • C1i `II U )#6x5.99T (9)#6xSZT (9)#6x62T (9)#6xb2T 9x29 5T i_° i-r (9)#6x127 III N i+•X toyer to CGS le{to CGS=1.75 tope ate to CGS=1.7l pteo to C S=1.75 '� topcoat to CGS=1.75 _ice... "' i� x °: r x O: < < - x m u ro u; so �; so v I p < ->�- -=_:y' _ -__-. r u 10 O o; w o; w OI 6.9! - o a> # 0.1 di' m:07- : ;n cry t7 07- 0 II # 7T UI n; 4 6x@ (6);6�17T T 9)#6x027 (9)#6x627 {{ o•coffer GS=tt 7 t :• •CGS=1.75 _ =1a5' opeoy?{to CGS=1.75 tope to CGS=1.7•••->_.•CGS=1.75 I j` b ii! X O; K O Ui p Ui a # CL ¢' 0 n II n u •-• « a« m«; rn o! CO N W III U 0 U 0 11 11 11 11 O 2 O « N N N W FII tz m F- ro' F m F d 1 C7 t7 L7 Cry / £6x6T (9)4exqv4,ft�, -8+-- ,,, ,- (7jt x, T 2 2. ° Cover to CGSop�cc+�e;to CGS=1.75 1 at topxo to CGS=1.75 `o: F , m r �!. rn O.. ';'T x7.177 (10 .37 1. Q� (7)0 x T II t ..•,r over to CGS=1.7Romc to CGS=1.751. a vi`- topatOlo to CGS=1.75 ■ III 43 of 124 aReinforcement:Top Bars Plan-41 a a Building A-Full Model_2017-08-08_manual holdown loads.cpt-9/22/2017 i Reinforcement: Bottom Bars Plan Reinforcement:Latitude User Concentrated Reinf.;Longitude User Concentrated Reinf.;Latitude Program Concentrated Reinf.;Longitude Program Concentrated Reinf.;Bottom Face Concentrated Reinf.;Both Faces Concentrated Reinf.;Concentrated Reinf.Descriptions;Concentrated Reinf.Details;Concentrated Reinf.Extent;Latitude User Distributed Reinf.;Longitude User Distributed Reinf.;Bottom Face Distri' i Drawing Import:User Notes;User Lines;User Dimensions; Mesh Input Slab Areas; Element:Wall Elements Above;Wall Elements Below;Wall Element Outline Only;Column Elements Above;Column Elements Below;Slab Elements;Slab Element Outline Only; Scale=1:230 III lig ❑ (13)#5xl46 (' ❑ LI ,. [1 j_f 1 ❑ (13}#5x148 ❑ ❑ ! bottom cover to CGS=1.5 bottom cover to CGS=1.5 ,i -- 4 -- ! (1)#5x1.58 i • !(3)#5x59.36 n'`- (3)#5x145 ,ivvS elevation } bottom cover to CGS=1.5 - __ �) bottom cover to CGS=1.5�- i r (3)#5x148 - ❑ c ❑ 11 El 0 E ❑ bottom cover to CGS=1.5-, ,, — bJ1 Ill N N V N 1;•-i y y co N N II n C7 t7 0. 0I 27• 0 ° rA ; ---1 i v v; v' c�! v c9 t? #5@2413 r_ o; o�. o! of 2 v:. ____ bottom cover to CGS=1.5 ` O O — 11 411 61 I vr mor .r mal m n� oy�i._ >i m > 0III V E: � E % cl E % E ��._ �. ,- mss _......- n CO Uo .........x E o N... 7, El _ # o� o # o xo ,i1 21 Ua ` � s El 7--o . b o 7=',iI 3t rres: H N (4}#5x146 _ (1)#52146 - - �__ (3)#5x14 attom cover to CG `� * la; bottom cover to CGS-1.5_. .. ,... bottom cover to CGS-1.5. - y Li m S=1.51— '11 �U 01 a o i #5@24B t • v,_ bo,om cover to CGS=1.5 l j I 5.m vi of ! #5x16@`1�26 (10)#5x149Il o (Ytii:5n1 to CGS=1.5 bottom cover to CG -1.5 N ----- _. ------_ .__.._=I-I r-1 bottom c.1 to CGS=t5 1 J -___- J N.7 over to CGS=1.i-7 a 1 _ 1 (5)#5x14 n. - bottom c II II.CD ---- -- 'I N! i1 J II 0 " \ N U I I1 II O. O o: o v I of o: `E j :, ' a v =i E; # : #� a� a.ol moo: #5@24B 413 -bottom cover to CGS=1.5 _ 1 �1 �ottom Eover to over to CGS=1.5] L� (tlb#ti�1A$ =7 __- I._ dGS=1.5 - rII • ■ • 1 0, i s.- In LI ] E- ' r- i j N O III N N E • • II II 2 NI Ni O i J UI il 21 OI —.— U y a 7 4E' . Oi ,00 at • III n -a • (7)#5x146 '. i 1 LA I E] j_l bottom cover to CGS=1.5 ❑ rIi • : -. ❑ HI 11 i III a 44 of 124 II Reinforcement: Bottom Bars Plan-42 1111 ■ Building A-Full Model_2017-08-08_manual holdown loads.cpt-9/22/2017 a Reinforcement: Shear Bars Plan a Reinforcement:Latitude User Transverse Reinf.;Longitude User Transverse Reinf.;Latitude Program Transverse Reinf.;Longitude Program Transverse Reinf.;Transverse Reinf.Descriptions;Transverse Reinf.Extent;Latitude User Individual Transverse Bars;Longitude User Individual Transverse Bars;Latitude Program Individual Transverse Bars;Longitude Program Individual Transverse Bars; Drawing Import:User Notes;User Lines;User Dimensions; Element:Wall Elements Above;Wall Elements Below;Wall Element Outline Only;Column Elements Above;Column Elements Below;Slab Elements;Slab Element Outline Only; Scale=1:230 II III mit if ■ AO. tll I I ❑ ❑ ❑ ri ❑ ❑ ❑ ❑ H it 1 U see following page- ❑ L shear reinforcing is not see page after next- required in slab shear reinforcing is not al required in slab a i Pi o �l i1 J ❑ Li Li 0 ! i — ®❑ g i a . II 1 LI ❑ LiLi o II - Li ■ ■ ■ 4,_ , 1 , , ,._■ ■. . I� i 1 , ,_ . 7-1 I ■ ■ ■ III I _ ■ 0 Li Et1 ❑ ❑ ❑ ❑ II■ ■ 45 of 124 Reinforcement:Shear Bars Plan-43 a S Building A-Full Model_2O17-08-O8_manual holdown loads.cpt-9/22/2017 II Reinforcement: SSR Plan Reinforcement:User Lines;User Notes;User Dimensions;Program SSR Callouts;SSR Callout Details;Program SSR Rails; III Drawing Import:User Lines;User Notes;User Dimensions; Element:Wall Elements Below;Wall Elements Above;Wall Element Outline Only;Column Elements Below;Column Elements Above;Slab Elements;Slab Element Outline Only; Scale=1:230 ■ - - - a Fl C _ II 8 8 I .25 8 8 1.25 8 8 1.25 8 1J•+3.25 (8)11 .3.5 8 1 I 3.75 8 8 .25 8 9 '.25 !, 9 9. .25 11 First Sp a=4.25 First Sp na=4.25 First Sp a=4.25 Firs •_ •=3.25 First Sp ging=3.5 First Sp na=3.75 First Sp q=4.25 First Sp a=4.25 (8)113.75 Firs -3.38 1/2 TSR 1/21.SR 1/2 SR 112' SSR 1/2 ?SR 1/21 SR 1/2 !SR 1/2' SR First 112' R 3.75 1/2 •SR IIII 107%'+5.25 tt First •r, :.m-3.36 �_� 1/2 SSR • f la +! I I �I' n i�� a (8)96q 11.25 8 1 3.75 8 81 .25 (8111 3.5 8 1 3.5 8 tie 3.75 8 8 4.25 L).4_8 25 ._ •UV• --� - L__I Firs c" 25 First Sp 3.75 First =4.25 First Sp' nq=3.5 First Sp na=3.5 First • n•=3.75 First Sp q=4.25 First Spina=4.25 First S•. g=4.25 1/2' SR 1/2'I ISR 1/2 SSR 1/2' SR 1/2' SR 1/2' SR 1/2 SR 1/21 SR 1/2' -+R Ill I II j,, ,, j II , m i 25 III Elloi� ----_.._ .__...... ........_ __ ......_, I_.i �. -I 1 First S 8 9 a=4.25 \ 1 I - 1/2'- SR -i LTI� ■ ■ 15 l Illi (8)96 .25 I ' (8)1 6,3.5 (8) 0 'w" Firs ei - .25 J itI 11 Fi •= ••-3.5 Firms ¢mg=4 _ +� 1/2' SR 1/2''SR 1/21' ling 1 ■ (8)1 52.75 (8)1�Br .5 1 .l ■ Fi •- ••= .75 Fi cp ng=9.5 .� i J - 1/2 -SR 1/2� SR a a a (6)18 (6)_9 3 ■ Eirst Cnayipr3=4 Firet S a inr)=3 __ Lam._... __---_.-r 972"SSR X72 SSR 0_ a [I 0a ■ III 48 of 124 1111 Reinforcement:SSR Plan-44 a II all Building A-Full Model_2O17-08-O8_manual holdown loads.cpt-9/22/2017 Reinforcement: Individual Top Bars Plan U Reinforcement:User Lines;User Notes;User Dimensions;Longitude User Individual Bars;Longitude Program Individual Bars;Latitude User Individual Bars;Latitude Program Individual Bars;Top Face Individual Bars;Both Faces Individual Bars; Drawing Import:User Lines;User Notes;User Dimensions; Element:Wall Elements Below;Wall Elements Above;Wall Element Outline Only;Column Elements Below;Column Elements Above;Slab Elements;Slab Element Outline Only; 111 Scale=1:230 --- _ 'jlliI T illiiii it Oi 1111 L'. ! ii _ i II.! it+1 II ii•iii — I L:I __ -.__. .�' !: I i!!!'i!"!!''--- trItIll r r ■ rlilillii 'I ! 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'5 3S 10 3S 1 'S 3S 2.25 3S 1 BEEMIMMIERIMIllrarlirlin 3S t0 -1,4. 4S 3.5 4S 4S 4S 3.5 4S 1 5 3S 2. 5 35 1 S 3S 10 3S iran�^ ri -S.._ 1.25 4S 19 4S 1.25 45 111IlliMM 3S 2.25 3S 1r. 35 10 12 1 4S 3.5 4S h 4S 4S 4S 3.5 4S 11215 3S 2.25 3S 1 I5 3S 10 3S 1 5 3S 2.25 3S 16 3S 7 3' 6 1.2 3S 5 3S 1.25 3S S 9 3S 7 3S 12.5 3S 2.25 3S V.- 35 10 1r3 4S 3.5 4S 1 4S 4S 4S 3.5 4S 1r 5 3S 2.25 3S 1,.5 3S 10 35 112.1.1 .- - 13` 1111 3S 7 3S 12.1- 3S 2.25 3S 1 .5 3S 10 1 I5 4S 3.5 4S allern/MEMB5 3S 2.25 3S 1215. 3S 10 3S 12.5 3S 2.25 3S 12.. 3S 7 3 51 3S 1.25 3S 9 3S 1.25 35 NEM5 LIMITIII.111ili'N1i,�V . .L-MII •r -/�tmit. t, vx'=w�±.�yl i�lC•i�.�io 1 illi 4S 1.25 4S 1 5 . 3S 7 3S 2. 3S 2.25 35 1 .5 3S 10 1 4S 3.5 4S 3 4S 4S 5 3S 10 3S 1r.. .®� ,I 3S 1.25 3S-1•9 3S 1.25 3S 5®;• 2.1; 3S 2.25 3S V.- 3S 10 1MIErn _161 4S 1.25 4S 9 4S 1.25 4S 5�• 4S 4S 4S 3.5 4S 11;5 3S 2.25 3S 12;5 3S 10 3S tr pli 111 7 I 3S 7 3S 2.5 3S 2.25 3S 1IIIPIEWINIAMINFAMIIIIV.- 3S 10 - 1/ 4S 3.5 4S9111= 4S 4S 3.5 4S 1 IS 3S 2.25 3S 1r JS 3S 10 3S 1 lij _ ���.� K .. 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Ii - N N N l0 1D t0 N N 'N N O ___. - � N N N N IT N ryito 3. N N N __�N N N NII I O Ir! H O I liN N.- N-fV tV N tVd-- II co col col T:ci' N N (olf/7 N N N N 'N N j NI a fn N NE N N Clg O N N� —1:2 - rt— co D ID iD ^VI c,9 IIIaN— �IN Nf N11 f 1— NN �; i •ap INNI N N N NI N N __ . _ _!----i. .1 N O ID tD c N • N N! N NI N N II A N ,N CO.,o N N ll m— n1 l or ^� N A/ 1 [SII •1'� li r-- fA to .4 COI 011 CNI! COI -. I j i �i `w ,. N b a II , -.._ �I A+ J-J L__ -_ f N N NI 1111 giNI .� _,` N N f -. to NI c_[ i IN I _ '''T---._ ■ _. co ' _ �1r - I 1 — L_ I: - NA i # N N �I , a N N N ( N N co j N IN 11 !j t-- N cvc Ile tl M_ri tD fn N cm__ � N M N N A, N., -1; Ar i.-----I ' .—..--- a - CV CO i N 7/ rh' ICA 01 TT/ / N N 1 `!IJ 1+7 K !NNVII co NtV- MNNIII N_N 'NNNrI.1N V) I N N N Eli Icn iv . ii a a 53 of 124 II Manual Longitude Tendon:Standard Plan-49 ■ ■ Building A-Full Model_2017-08-08_manual holdown loads.cpt-9/22/2017 Manual Longitude Tendon: Standard Perspective it Tendons;Jacks; ■ Slab Elements;Slab Elements Soffit Only; ■ 400?Al Aar if'1!°/11:::sers., ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ 54 of 124 Manual Longitude Tendon:Standard Perspective-50 ■ ■ Building A-Full Model_2017-08-08_manual holdown loads.cpt-9/22/2017 II Service Design: Status Plan IA Service Design:User Lines;User Notes;User Dimensions;Latitude Span Designs;Longitude Span Designs;Span Design Numbers;Span Design Status;Latitude DS Designs;Longitude DS Designs;DS Design Numbers;DS Design Status;PC Designs;PC Design Numbers;PC Design Status; Drawing Import:User Lines;User Notes;User Dimensions; Element:Wall Elements Below;Wall Elements Above;Wall Element Outline Only;Column Elements Below;Column Elements Above;Slab Elements;Slab Element Outline Only; Scale=1:230 III • 7C-1 7C-2 7C-3 -4 - 7C-5 -' -x-- -----X8=6-- --41 Y 7C-7 7C-8 ----...-----OK OK OK Q OK 0 q-� OK N 7C 10 F____0„ -- -i N OK 1 OK - — OK -LJ .� �ft-- l- ■ m m ti v 14C-2 u0ib m0 n0 0O 0Y NY OY 6 cjY . n7 •- N0 r0 N0 e,0 NO 70Cn v 40 iJ OK OKII 3C-1 3C-2 3C-3 3C-4 3C-5 3C-6 3C-7 3C-8 3C-9 30 0 O OK n OK OK O OK 0 OK OK nOK OK -1 0KJ 3C• 1j v YON v ONIII J OK i 3C-12 I [ Failed:18.3.3 �= IIIi IA r_ iD v, CJ FO �O o �O Nm-O o0 OO NY NY NY ^Y Y. N N N N b N 0 N O to 0 p 0 .` 111 1N UY vz NO HN I Ill 1 6C-1 6C-2 6C-3 6C-4 6C-5 6C-6 6C-7 6C-8 6C-9 6C-10 6C-1 gp�2 fiOK o1< n OK 7 OK i I� OK i-_� OK L�1 OK OK p OK CJ OK p OK ❑ OK C, OK � ,_--. OK hf OK ❑ .— - _. ■ I. III g Y NoO r0 O NNO N NO NNO N0 Np fg O N 0 [ V 1 N ry C-4 2C-5 2C-6 C-9 . 2C-1 2C 2 2C-3 OK J Failed:18.3.3 #_J OK l i 2•-7 _, 2C-8 f OK z m OK DK1 OK C- t ;-- K OK C I N i r-0 0 T C I c.) 7 j ,-- N- N-- - --- _.... II 4 In Y OK O w `T v ro ei U Y A N in A IIr b N i 0. 1C-1 1C 2 11C•1 11C-2 1iC-3 11C-4 1 II OK ;ll OK 1C-3 OK OK OK OK OK 111I _ illP N N • x 0, NY J N i i m M j Y uO 0i m X {0 F n w 0 12C-1 12C-2 II "� "' ! •K...., --O1S..._..___.....____ I N N T i ,o 3 III5C-15C-2 5C-3 5C-4 ,I N 13C-1 13C-2 In OK CJ nOK OK `„ I 1OK3 OK a nK OK O w V Y N N . x� NO NO m0 p0C•1 10C•2 10C-3 10C-4 c' 10C-5 OK OK OK El _. . i 6 Y a Y 6 Y I II _ ^O {O ,O IEl IINY OA N O T.co N O x0, Is 4C-1 4C-2 4C-3 4C-4 IIII El OK [7] OK Ll OK -OK --__-___---__.—._. __________ _ _____.. ____...._- ._._...._ _._-___-___ ... 9C-1 9C-2 9C-3 9C-4 �OFK-i OK p OK OK p aJ a al 55 of 124 Il Service Design:Status Plan-51 a ■ Building A-Full Model_2O17-08-O8_manual holdown loads.cpt-9/22/2017 Iii Service Design: Top Stress Plan Service Design:User Lines;User Notes;User Dimensions;Latitude Span Designs;Longitude Span Designs;Latitude DS Designs;Longitude DS Designs; . Drawing Import:User Lines;User Notes;User Dimensions; Element:Wall Elements Below;Wall Elements Above;Wall Element Outline Only;Column Elements Below;Column Elements Above;Slab Elements;Slab Element Outline Only; Scale-=-1:230_... Service Design-Section Analysis Plot:(Gross Section Top Concrete Stress)(Context:Max Capacity,Max Demand) III 42424 42424 421424 424 424 42424 42424 42424 424 424 424 424.... -______._.. 424424 421424 42'ev4.424 424_424 424 424 421424 42424 424 424 42424 42424 424424 -213. --QTS 212. 141 141 �_ 141_ 1 141-1 178 �,.I141 141 141 ;v.-�' ti , 141 141,4;. Iry--'-4.-141 141 141 141 :197 188;", 141 I 141 /177 '831.141 141 141 141 . 141 -- t4i,' _ / 71"�= -- - „� �e-1-�� �o� -904 �J,7 �6_- �� �� �� ',•�' -131 �.t, v �.c _109 `r �'� irAi 137 Ir...,,------- v`., �--�_ 4'�� N 7 N . 60- „ H _/v e� -68.3 -203 -82.6- -245 I -205 ,4 1 r -30:198 -21:4 \ en' 206 -• 3534 N -247-N. 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' �, -65.934 -206 -204 -20_114 ■ ■ 56 of 124 III Service Design:Top Stress Plan-52 a I il Building A-Full Model_2017-08-08_manual holdown loads.cpt-9/22/2017 Service Design: Bottom Stress Plan I Service Design:User Lines;User Notes;User Dimensions;Latitude Span Designs;Longitude Span Designs;Latitude DS Designs;Longitude DS Designs; Drawing Import:User Lines;User Notes;User Dimensions; Element:Wall Elements Below;Wall Elements Above;Wall Element Outline Only;Column Elements Below;Column Elements Above;Slab Elements;Slab Element Outline Only; Scale=1:230 IIService Design-Section Analysis Plot:(Gross Section Bottom Concrete Stress)(Context:Max Capacity,Max Demand) 424424 422424 422424 �a�'4 424 424428 424 424 422424 424.424424424 424 424 42424 42,424 424 424 399 42,424 421424 424424 1396 424 424 42424 42'424 42[424 424 424 - -- 2- - -\�141j[141 �- -�141 ,��141,� ��141 141 141 141-; \/141 141-1417, J 1r�141 141'‘,I. 7r� ,141 x141 ��141 6[141/ 141 141 /' -\-. 141;E141 �� r _ �$7.4 e9�4- - 2 '2 -25.2.6 a 7 .r.._ et 2 . - - n _� Nl IS_- ��-. 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II 58 of 124 Strength Design:Top Reinforcement Plan-54 • IN Pr 1111 Strength Design: Bottom Reinforcement Plan Building A-Full Model_2017-08-08_manual holdown loads.cpt-9/22/2017 III Strength Design:User Lines;User Notes;User Dimensions;Latitude Span Designs;Longitude Span Designs;Span Design Bottom Bars;Span Design Bar Descriptions;Latitude DS Designs;Longitude DS Designs;DS Design Bottom Bars; Drawing Import:User Lines;User Notes;User Dimensions; Element:Wall Elements Below;Wall Elements Above;Wall Element Outline Only;Column Elements Below;Column Elements Above;Slab Elements;Slab Element Outline Only; U Reinforcement:Bottom Face Concentrated Reinf.;Both Faces Concentrated Reinf.;Auto Face Concentrated Reinf.;Concentrated Reinf.Descriptions;Bottom Face Distributed Reinf.;Both Faces Distributed Reinf.;Auto Face Distributed Reinf.;Distributed Reinf.Descriptions;Latitude User Concentrated Reinf.;Longitude User Concentrated Reinf.;Latitude User Distributed Reinf.;Longitude User Distributed Reinf.; Scale=1:230 Strength Design-Section Analysis Plot:(Moment)(Context:Max Capacity,Max Demand) III __-___ N r ..__m_. �_.___._ 237 488363 32- 452p457----N-°., 384 :'^S 379 401535 98.8_._136 1`30 � , 1419176_17486-14186-- ,30,-132 _..____.._`,1176 17:211155-164 -._,• =�(3! 44 2-- Nom: 150 1202 79120 .._164. 161814_: `136-_..139 ..2297_ 234221 _ r1 1 3 1'182 _ -' •e'i c -23.9 __ -o -81 o''.Z�� -92.5 us N, 40 v a`'-145 N' -64.7 r�.�-98.2 d -73.2 _ -26.6 N.i r -6.961 III To.1 .- (13)#5x,46 m Mqq m�� K"' NIH, SIN u'N �• �,, . ND (13)#5x14- ,^'N rn 637 K: �» iv I ski m m ,.., "7 '$. i, w � _A. 453 _1457=52 =_--- -4 ..., • N m m m ! 1 b i '� a• j .w m 99 -3�5� ■ I i m .3...cei9.3B 5 - i I ,n a m_ (31#.5x146 -',-. I m f c 841 1 M m 889 vi 95022 0 c 877 0 846 ' v l'?-1 1� o N• � ti ' n e a H 5258.54E549 v - .v 455 .rrg2.-------3-81:1--------._;,3St. c t M m _ m M 83 \ 79521' oma' --__ __. ___ ...__ l:1i1-'187'-'�...:44\ ry 269/ _` x. 245 ....c �,�--' ,.N .N . ,. .NI 1 560 11 { NI NI208 . MI 215. 'O'I 268 1` 73 1O' 283 X380:�y 3 y % N/± m 1 /-� 391 P u ----- ---..4 \, n _ u n 1 258 121 M. �� I ���- -.�� a t�� �O 11-6 . r37I ; r'i 1 o�rn -:�I •�1 :�{ -m1 -:mt /�.7 -moi' /g7 -or -,_op -.od ,.o6 :ml •.013 -:n$ �•MO - 0(5 l��9 390 1 N/ N N I N N `'.1 M �M / M M / N N N N c''' �N� ,^�32 d' N 1' 'm W II / / / / �� N • N / N m 490 3' � ? / I ; 7 / / / ' •104 / / Ii #5@24B ,F�( ,n'6 tit M m ii i i N m� m N ,..2 1 O O C` O a l'4, a 1 % °J I`•mo m o I' M � c II. ml, o /..� ' ' a�('. N /�/ N �; o, ..t \ ` ��,I` I/4) I • \ 970 �\ , M a 909 , M 929' 863 ` m 9223 �, M 996 m m. i 79.4 243 la/11123' .., M 'o v 350 45152' ------____...------0.923- II � N.q 527 M' n "' ,. 437 m ci ... ,-5r9535'�. `r 9_ 4.T, 0 298 ro. _ c 2 m 288/ `'N 242 :N 1 `249 �`�2 2 208 \220,�� � `v 262 '`: -� ""' 336 .n• , m r 166 eoy.:�. •fol/8 ' IN � n N -13.3 .0,i x14: _ -�.,, _ - �_.M J-N `� _amu N 9 \.�,2N- . I .__..._..... _-_ N, �- --7 `_�-_1_4,7,�251208- --- (+.3 781-__" ) k 5X146 N , N , Mi II -84.9 .-97.7 M m M, / m N •v m mf m '� N)5 5-•17.7 m n '2ND J N /n'6 m 7(79 Nz •aq o m5 5 9 c et rr m, II --4'6 f ml #5@24I�! l -_..... N mom ____... .___._. •-• m - _........_41 - II I . m \r coll I ! o^4,4 co � INS Tr o mom v M im • .MN 1040 yl 44 m `-en Ic o o N 591---'r205 15 2 NI 1277/ 97Y umi I°I.17116�3' 28E311 142 196 281 x:19 '221 #Sx-• -:*='-'e-•-•._____3 61 164._ 8573 _..____m U n 251��191#-a''-x.{629209 r�i,1306 04 :N ,oot.o i 58// ��33�I 537 520 MI0 x Io • Tr . 5' N nm 2166 - _. - _.._.._.._._. .......•1111.1111•1.......- "7 , �.8-----75 ,-`...2.05.1,01_._7 209P.1 N rn a v as m m n �n� `� 1 1rw 15 -11- _1,4 �n� ,N:.n , m I.v.; �a u`°i _•195 'c n "�. ai 0.75.8 int rv, `,256 g � i.- 7 I m -2M (v>14 .- d M .- m'.8 80 m 5 I rn7� w N N 'Ii m m O m N. N A l..f N ...0„; m 1-85 O , . N I m // ��I IL {I a c•-, A» V-di----------- <,P .___...._ 3 N I�' ` \\ �!/ N A 44 V m� m / 81.2 186. 1 1 3' n II W 1 ,„ m 1�( O - jam_--M� ---'---J ig I 4',,, �� tl�i tL.,■ ro I - m i t•-•i-. 52a N -172 " °mo' j w1 re f 'rmaaU 1210 fT 1200 \\ _ -{X58'647 3,� 850- 446 •3 558 '` \360 '�3O 347 65854,!N Nk:53 -QTS-_ "' 368 -#@24B_�.� -��: 0 224 3978 G" 2631 126r�I N-_�31-__.'2NI r n4 ' ..�--'�:rp`cmir o 15)I o m' M ,,\m.- ---/2:3-:',N. 4.4.. 57 o N 1 yi -2 (Nr2 -273 ': 'I.' N¢2.6 -2m�!v).5 -21.4 •(...., ♦Hifi _#Sr�246----- --2N f. ■ m ; � I �m v, , / , i L �N if m O W w A c II I _ a ' J mj m N } V T r I 40 IIM m1 I I I c ml . i s !` 122 MI5 294299_172.---.16:,73 m N N 1{1 ( N V N h7 .O 1 M • '� 1, 1230 i ' m� r-- - r N ' � • 1 c31 675 '�_.SQT__,_�\ / 66'6Fe `676`- m A ' _ 86°__5 ` "' --- - r h N ^+ <' e� 294 4%M5:472(46:_6'11,1,4,,m a. -+J.8 111 221-_-___3rn .391�j \�3d'1. X49 9 9 ry335 N17.___1__135 N6 t 2N '258._--� I� -3N a7 -2ND �-Z4 -2Ec I.1/ 1.56 1 -1 LAS x:N �.A,q .1N -n37 N IN • il t/• /, 4601 °.'4 458 0 7833____ N c-' 428 °' ■ � O o / ' 97.24 N.. N 82:2_1 N 213♦ \2 N. t9'2_44.--g-4674:196.9335,Oi m //:I ,,� -4:-3:^ n34.2 34.2 oi w A• N X38 '�2).446 m Il V aI m • 1 AI • m N+ Ca . ` I 1� mQ I°m ^�py 415 401401 ! v 7725 i N ` • • {I NN -1815--_yx_--8`1. 205 509; 21740.-,3F__o 14'287 • I t1r -Y ter P� I (7)#5x14R I \ I�I ■ -101--41.6- -7.93--62.7- -65.9--70.5 _: v, 58648 a m 'N ,:,,70 355 3•93 1192 `1 v, �" 184.__-__13.. 342 m -1.:-17.3 ----21.8 ' -- --39- - :..�� II ■ 59 of 124 ■ Strength Design: Bottom Reinforcement Plan-55 II 1 Building A-Full Model_2017-08-08_manual holdown loads.cpt-9/22/2017 III Strength Design: Punching Shear Status Plan Strength Design:User Lines;User Notes;User Dimensions;PC Designs;PC Design Numbers;PC Design Status;PC Design Stress Ratios;PC Design Sections; Drawing Import:User Lines;User Notes;User Dimensions; Element:Wall Elements Below;Wall Elements Above;Wall Element Outline Only;Column Elements Below;Column Elements Above;Slab Elements;Slab Element Outline Only; Scale=1:230 m USR=0.727 USR=0.523 USR=0.541 _ - ,26, , i30 I 13 -i r 139, r4�4 ,49i i OK OK section) OK OK(non-standard section) Ol�i OK(non-standard section) OK(non-standard sectio OK(non-standard section) OK OK(non-standard section) S 4Ki (non-standard USR-0.346 .541 1 USR=0.725 i USR=0.53 `LUSR=0.7661 ' USR=0.634 USR=0.5481 USR=0.782 USR=0.364 ...---- �63, X66 S OK(non-standard section) OK(non-standard section) 1 USR=0.472 USR=0.391 IIII car.1i [11i r16 X21, r25, r29� r33i 138. �45, �� 60, on-standard section) OK with SSR OK with SSR OK with SSR OK with SSR OK with SSR OK with SSR OK with SSR OK with SSR ,54; OK with SSR(non-standard section) USR=0.586 RSR=0.911(USR=1.1) RSR=0.926(USR=1.12)RSR=0.859(USR=1.01) RSR=0.984(USR=1.31) RSR=0.981(USR=1_27) RSR=0.999(USR=1.25) RSR=0.895(USR=1 A8)RSR=0.955(USR=1.15) OK with SSR RSR=0.907(USR=1.07) L,�__i� RSR=0.998(USR=125) S .._ 1 ,62 65 OK with SSR OK 11/, RSR=0.99(USR=1.18) USR=0.951 ■ I'1 .61; OK(non-standard section) ,64,.. II _4.. _.10, 05. ,20, ,24, .28; r32, ;37, -44, _ 1-1-1,581-1USR=0.973 -�--- - k=0.973 ----~ USR=0.796 ion-standard section) OK with SSR OK with SSR OK with SSR OK with SSR OK with SSR OK with SSR OK with SSR OK with SSR OK with SSR(non-standard section) USR=0.632 RSR=0.951(USR=1.15) RSR=0.98(USR=126) RSR=0.921(USR=1.1) RSR=0.998(USR=1.29) RSR=0.998(USR=1.29) RSR=0.998(USR=1.25) RSR=0.93(USR=1.13) RSR=0.97(USR=1.17) j RSR=0.964(USR=1.23) ■ i 1 i L, . USROO.1912 - ----- ----"_...._...__._.__.___..__._._.._._-.._.-1 OK USR=0.756 OK(non-standardUSR813 section) OK(non-standardUSRsection) OK(non-standard section) OK OK withUSR=1.17) USR=0.1971 OK(non-standardUSR3 section) ■ (� IIS j v ( 6III i III Li ■ 11 1 r r.42, _ OK with SSR OK with SSR OK with SSR RSR=0.983(USR=1.19) - --1 RSR=0.972(USR=1.29) RSR=0.993(USR=1.23) ■ i is 1 1 le II L3-, „.7_, _14 .19, i r 51., ion-standard section) OK with SSR OK with SSR OK(non-standard section) - 10K1 L -.� USR=0.682 RSR=0.989(USR=1.38) RSR=0.962(USR=1.42) USR=0.74 USR=0.919 III I/ 40., r_41_ _50.. ,.55_ 111OK(non-standard section) .OK! .OK OK(non-standard section) USR=0.527 USR=0.894 USR=0.819 USR=0.455 1 IS III I �_2..., r_6.., 13, ,.18_.---- ■ ion-standard section) OK with SSR OK with SSR OK(non-standard section) USR=0.474 RSR=0.828(USR=1.05) RSR=0.82(USR=1.16) USR=0544_- r-3351 ,471 ,481 ,57i OK(non-standard section) OK OK OK USR=0.39 -�------USR=0.953 USR=0.831 USR=0.575 II 1 ■ ■ 60 of 124 Strength Design: Punching Shear Status Plan-56 II 1111 a Building A-Full Model_2017-08-08_manual holdown loads.cpt-9/22/2017 a Strength Design: Punching Shear Stress Plan a Strength Design:User Lines;User Notes;User Dimensions;PC Designs;SSR; Drawing Import:User Lines;User Notes;User Dimensions; Element:Wall Elements Below;Wall Elements Above;Wall Element Outline Only;Column Elements Below;Column Elements Above;Slab Elements;Slab Element Outline Only; Scale=1:230 Strength Design-Punching Plot:(Stresses,Stress Ratio)(Standard Sections 1-1,Cutoff Sections 1-1)(Max SR Context) _ r-•1USR=0.346 USR=0727 USR=0.523 USR=0.541 ! iUSR=0.725 USR=0.53 ( USR=0.766 USR=0634 USR=0.548 USR=0.782 USR=0.364 36410.140.0 02-,1 O-O CO-m N_ ,--O ,'O Q-sm r ,- r- t• m0, •0 0-.,- CO n-O .- oi co 6 `14 m,o \_ N% �'/° of'31\,,9 N/w n C1 rnHrn USR 0`472 1."7 r 1 Ma �m v.t•-: •:r to v N .9 r1 - •11. m US^_N m .n m%o m\rn ._moo o'••.0 ,n syn m\/n N oli m M rv'•..11 m 0 01 m 11 a`ani _.. N' RSR=0.911(USR=1.1) RSR=0.926(USR=1.12)RSR=0.859(USR=1.01) RSR=0.984(USR=1.31) RSR=0.981(USR=1.27) RSR=0.999(USR=1.25) RSR=0.895(USR=1.08)RSR=0.955(USR=1.15) v'' Cl _,,,,•„,,...., RSR=‘%:0.=.,907(USR:11.07) II USR=0.586 ;USR=0.8261 .USR=0.8250 ;USR=0.8030 USR=0.86801 ,-USR=0.8430 oUSR=0.86901 ,USR=0.8011 rUSR=0.775✓• RSR=0.998(USR=1.25) USR=0.69 2'1.7 N m.- /`° "'\',/,%`o \,-! i a.., N N .m n. N ,m „ - _ � • m .04 Nom% aqui' acN' aUSR=O`828� \i�°f fir` I Wm Wm m 001 �� TONf mm •,.c.4 --aa�' C- �/,D \_ N IIIN ro m RSR=0.99(USR=1.18) q'^ ,USR=0.8486 USR=0.951 Ni III mm i f a A{r .a a-m r-n NN 76.20.2 �� ,e.e nn mm .°`t N.9 ,°'^ ,.� .nv 'mm Civ ..d CO.0 .04 M/C7 a411'••a9 ./o'm\rn n' ui m ,., CO' m 02'', •N m\ m/ n'• ,- 0.01P-^ USR=0.973 USR=0,796_, a lad-11] 72.USR=0.7741.4 _( - ) -( ) _( ) _( ) _( ) (USR=1.13) ( ) -- (� m rn '__-_-_..___ �, N C1 USR=0.632 RSR=0.951(USR=1.15) RSR=0.98 USR-1.26 RSR=0.921 USR-i.1 RSR=0.998 USR-1.29 RSR=0.998 USR-1.29 RSR=0.998 USR=1.25 RSR=0.93 USR=1.13 RSR=0.97 USR=1.17 -RSR=0.964 USR=1.23 `:' i101y°.¢ gUSR-0.809 USR-0.824a aUSR-0.815om c2USR-0.8270 caUSR=0.832m USR=0.778.1 USR=0.795-. •USR=0.799 I I NLT,"/n m NN NN NN/ 74.76.8 '- cc;I.: nn vui. ��•,m \��; -In ',aa/' `.'\\oiv ill 1 4. Nr m W N., rn rr nn nn mm a CO 00 a, $ O N nn, 0-,9 Q_M r-n n iRRA31 USR=0.756 USR=0.813 USR=0.607 USR=0.773 RSR=0.965(USR=1.17) 91i1dR . USR=0.9121111 .,zzuu USR=0.7546 USR=0.971 USR=0.43 6-Q ...v - _ .. i-. N ci0134 OL.v /u.! m m i • i IIII 82(84.6 - 85i 28.1 80.78.2 111 _ RSR=0.983(USR=1.19) RSR=0.972(USR=1.29) RSR=0.993(USR=1.23) �- 75USR=0.8166.2 _ ---- _ -,_�_ 78.USR=0.85690 '' I t 84.USR=0.7973.5 / � „.H 1 1 I, 80.83.779.77.3 6182.7 111 I i fill 88.90.7 94.31.9 J / 1.15-1711 RSR=0.989(USR=1.38) RSR=0.962(USR=1.42) 111-1d7 ------- 901-179 III USR=0.682 87 3 USR=0.4 39.0 USR=0.90415.9 101U5R=0.94639.4 130,09 l USR=0.919 CO1 0 13/ i 92.194 97.95.1 -52 II 16909 a 117-157 1031-1/L1 T!nm d USR=0.527 USR=0.894 USR=0.819 USR=0.455 110101 130100 101-100 a 93.=,,.3 mu 29.70.9 /26.75.5 / I1 �.y,-- 1111 vi]gni . ( =1.05) BSR=0.811(USR=1.16)•9 inn-11c USR-0A74 9USR=0.54 4 -16.1-- 948-UR=O_97- _103 -98.7 -USR=0. 389.7 -41.851.8- - m N 0. N CO N ^ ,9 USR=0.39 USR=0.953 USR=0.831 USF2=0.575 `"N m-3f- O-PI N-' m a_ r ., s- r III S 61 of 124 Strength Design: Punching Shear Stress Plan-57 a r r r r r e r r r r r r r rt r r r r r r r r r r r upon c O a c O c v E m 'w a m � y a W a n ti O ° M w ' c W m W E W 0 O m N W IA u D v, E M c ■■ E � M O M U O L c c C O N O C b III y O lig E u w' o w � W m d c m > ui uCi> � E O o Oa n Omao� ° t to � O C O W Jo d;,3 fs u A O m N p{ F c NN H N 11 � m a m s s i+cf U E9 MEog E •c-- o E_ in wm2 N O N co a Building A-Full Model_2017-08-08_manual holdown loads.cpt-9/22/2017 a Sustained Load: Std Deflection Plan II Sustained 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;Column Elements Above;Slab Elements;Slab Element Outline Only; Scale=1:230 aSustained Load-Vertical Deflection Plot One Contour=0.02 inches Min Value=-0.1299 inches @(300,194.3) Max Value=0.9808 inches @(105.3,166) II nra - ° i `: \\-\-, ,li./•ijir . 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L1 !J1 . //,/0.1 'N - A a a 63 of 124 II Sustained Load:Std Deflection Plan-59 I 0 r r v m r 0 r 0 a r r 0 r 0 r r 0 N 0 r r a 0 m r■■ a a Building A-Full Model_2017-08-08_manual holdown loads.cpt-9/22/2017 Design Status: Status Plan a Design Status:User Lines;User Notes;User Dimensions;Latitude Span Designs;Longitude Span Designs;Span Design Numbers;Span Design Status;Latitude DS Designs;Longitude DS Designs;DS Design Numbers;DS Design Status;PC Designs;PC Design Numbers;PC Design Status; Drawing Import:User Lines;User Notes;User Dimensions; Element:Wall Elements Below;Wall Elements Above;Wall Element Outline Only;Column Elements Below;Column Elements Above;Slab Elements;Slab Element Outline Only; Scale=1:230 II 7C- --- '---'— _____ 1 OK OK non-standard OK OK(non-standard section) 7C 5 C C —�S-fi O Y 7C-7 1 7C-8 - - 7C•10 7C-2 ___ 7C-3 75-4—' - IIIX5-1 OK 12 OK 17 OK --- 22 OK 2fi I OK N C30 OK N C34 .._ OK—.' r39 OK 461 OK ----_--49 -Ofd591 OK ( section) OK OK(non-standard section) OK(non-standard sectio OK(non-standard section) OK OK(non-standard section) T m n 14C-2 Y Y Y �? Y v r .- ._N �ID rU0 Np NO NO n0 yUp 4� nn 63 (3K 66— `- N N 7c;; v 1pC-1 OK(non-standard section) OK(non-standard section) !l 3C-1 3C-2 3C-3 3C-4 3C-5 3C-6 3C-7 3C-8 OK on-standard section) OK with SSR OK with SSR OK with SSR OK with SSR OK with SSR OK with SSR OK with SSR OK with SSR 54 OK with SSR non- ,1 OK 11 OK 16 OK 21 OK 25 OK 29 OK 33 OK 38 OK 45 3C-9 3nK0 60 0 Y 0 Y N (non-standard sectionjC-17 N 0 N O OK with SSR On- 3C-12 62 Failed:18.3.3 65 ■ OK with SSR OK N n 9 9 M M ''.1 N tr I x I V 0 o r o 0 o N O N o ry o M O a 0 vj 0 , OY 7 " 1 ill , N N N - tj Y P.y' nO N ryp 1 111 I 6 6 -12 6C-10 61 OK 64 OK6C-9 6C-it6C-1 6C-2 6C-3 6C-4 6C-5 6C-6 6C-7 60-8 OK-- 37 OK 44 OK _ OK n OK SSI --OK --- OK(non-standard section) r4-I OK 110 OK 15 OK 20 OK 24 OK 28 OK 32 OK . ion-standard section) OK with SSR OK with SSR OK with SSR OK with SSR OK with SSR OK with SSR OK with SSR OK with SSR OK with SSR(non-standard section) X[ i .0 j m0 ^O mo 0 a UO NO MO UY N _ �r+Y o - ail N 7,0 N N N O N O 1 I N 2C-3 2C-4 2C-5 2C-6 2 -7 __,1K 2C-8 2C-9 x 1 111 ZC-1 ZC 2 2C-10 2C-11 OK 9 OK _ •• OK 23 Failed:18.3.3 27 OK 31 K \36 OK 43 OK 5y OK 156)K I � OK OK(non-standard section) OK(non-standard section) OK(non-standard section) OK with SSR OK tjx1 II \ OK OK(non-standard section) in 00 UO NO (j N N I Bc-1 en ��� OK On sr d' cta `A `,... /_ J 7;A NO osO Xn O 1 N A M U X I I al IM • 11 C-2 1OK1C-3 iC-2 ^ c 110K1 11 C•3 11C-4 r8-i OKOK wi42 th SSR OK 52, OK fl 1 OK with SSR '' OK OK with SSR ■ "n N o O n a N j 1 N m M ' n0 o U U 0 N �`iOii O F N m 0 1 1•K1, _.._..__—OIL._._...._.._..._yY Y 1 m -jY v SC•1 5C-2 5C-3 50-4 N O [__- 1111 5C-11 ( 13C-2 13C-3 r3l OK r71 OK :14OK 119:OK 1:. • OK 511 OK L von-standard section) OK with SSR OK with SSR OK(non-standard section) OK ■ , N A N O., ti Y N - 44 N O NYO tVod 10C-1 10C-2 10C-3 III N 10C-4 N 1qC-5 (1Ki i40 OK 411 OK .501 OK r55, , T .- I OK(non-standard section) OK OK OK(non-standard section) U• UY UY - —_ IIIr 0 ..... O m O -ii_,J ,..) .-. in 0 cst Li''..3 4C-1 4C-2 4C-3 4C-4 Illf-21OK r6-1OK 1131 OK 18 OK ion-standard section)-..0K with SSR---_--_---_--------__.._...._.-OK with SSR—OK(non-standard section) 9C-1 9C-2 9C-3 9C-4 0135 OK 47 OK 48 OK 57 111 OK(non-standard section)- OK- OK OK ■ ■ 65 of 124 NI Design Status:Status Plan-61 U S Building B-Full Model_shear wall revision_manual holdown loads.cpt-9/22/2017 Element: Structure Summary Perspective S Wall Elements Below;Wall Elements Above;Column Bements Below;Column Elements Above;Slab Elements; S User Lines;User Notes;User Dimensions; N S i ■ S S S ■ ■ ■ S S ■ S S S I S S S ■ ■ ■ 66 of 124 Element:Structure Summary Perspective-21 S a Building B-Full Model_shear wall revision_manual holdown loads.cpt-9/22/2017 Units Geometry Unita ■ Plan Dimensions:feet Slab Thickness:inches Support Dimensions:inches Angles:degrees Elevations:inches Support Height:feet a a Loading and Reaction Unit a 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° i Slab Analysis Unita ■ 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 a 111 Materials Unib 111 Reinforcement Volume:yd3 Reinforcing Area: in2 PT Force: Kips Reinforcement Weight:tons Tendon Profile:inches Reinforcing Stress:ksi PT Weight:pounds Cover:inches U a Miscellaneous Unit ■ Floor Area:ft2 Density:pcf Elongations:inches Tendon Angles(for friction):radians a a ■ a U ■ 67 of 124 Units-1 U U Building B-Full Model_shear wall revision_manual holdown loads.cpt-9/22/2017 Signs s ■ Positive Loads Tj r rr /A-701 r ■ ■ Positive Analysis U s • r r } ro 1, •JI ■ Positive Reactions U DM / at. .47_ ■ IFr U U U U U U U U U ■ U U U 68 of 124 Signs-2 ■ ■ U Building B-Full Model_shear wall revision_manual holdown loads.cpt-9/22/2017 ii Materials (2) SSR Systems 1111 Stud Area Head Area Min Clear Head Specified Stud Fy Stud Spacing Rounding Min Studs System SSR System Name (int) (Ina) 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 III Ancon Shearfix Auto-Stzb217 1.096 0.5906 None 72.52 0.03937 2 Rail Ancon Shearfix 10 mr0.1217 1.096 0.5906 None 72.52 0.03937 2 Rail U Ancon Shearfix 12 mri9.1753 1.578 0.5906 None 72.52 0.03937 2 Rail Ancon Shearfix 14 mr8.2386 2.147 0.5906 None 72.52 0.03937 2 Rail 111 Ancon Shearfix 16 mn9.3116 2.805 0.5906 None 72.52 0.03937 2 Rail ■ Ancon Shearfix 20 mr10.4869 4.383 0.5906 None 72.52 0.03937 2 Rail Ancon Shearfix 24 mn9.7012 6.311 0.5906 None 72.52 0.03937 2 Rail ■ II U ■ U U U III III U S NI I ■ U is IN U U U U 70 of 124 Materials-4 II III a Building B-Full Model_shear wall revision_manual holdown loads.cpt-9/22/2017 a 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 Balanced Load(transfer) Balance(transfer) Normal 1 1 a Hyperstatic Loading Hyperstatic Hyperstatic 1 1 Construction Dead Load Stressing Dead Normal 1 1 a Dead Load Dead Normal 1 1 alDead Load(transfer) Dead(transfer) Normal 1 1 Live Load Reducible Live(Reducible) Normal 1 0 a Live Load Reducible(transfer) Live(Reducible)(transfer) Normal 1 0 Live Load Unreducible Live(Unreducible) Normal 1 0 $ Partition Load Live(Unreducible) Normal 1 0 Live Load Unreducible(transfer) Live(Unreducible)(transfer) Normal 1 0 U Live Load Storage Live(Storage) Normal 1 0 ■ Live Load Storage(transfer) Live(Storage)(transfer) Normal 1 0 Live Load Roof Live(Roof) Normal 1 0 . Live Load Roof(transfer) Live(Roof)(transfer) Normal 1 0 EQY Ultimate Seismic 1 Normal 1 1 al EQX Ultimate Seismic 2 Normal 1 1 a a a ■ a a a a a a a a a U U a a a 71 of 124 Loadings-5 a S Building B-Full Model_shear wall revision_manual holdown loads.cpt-9/22/2017 ii Load Combinations All Dead LC 111 Active Design Criteria: <none> Analysis:Linear 5 Loading Standard Factor Alt Envelope Factor Self-Dead Loading 1 1 ■ Dead Load 1 1 Dead Load(transfer) 1 1 111 I Dead + Balance LC Active Design Criteria: <none> • Analysis:Linear Loading Standard Factor Alt.Envelope Factor ■ Self-Dead Loading 1 1 Balance Loading 1 1 5 Balanced Load(transfer) 1 1 . Dead Load 1 1 Dead Load(transfer) 1 1 5 I Initial Service LC Active Design Criteria: Initial Service Design . Analysis: Linear Loading Standard Factor Alt.Envelope Factor 5 Self-Dead Loading 1 1 Balance Loading 1.13 1.13 5 Construction Dead Load 1 1 ■ Service LC: D + L 5 Active Design Criteria: User Minimum Design, Code Minimum Design, Service Design Analysis: Linear 111 Loading Standard Factor Alt Envelope Factor Self-Dead Loading 1 1 IIII Balance Loading 1 1 Balanced Load(transfer) 1 1 Dead Load 1 1 IIDead Load(transfer) 1 1 Live Load Reducible 1 0 5 Live Load Reducible(transfer) 1 0 Live Load Unreducible 1 0 5 Partition Load 1 0 Live Load Unreducible(transfer) 1 0 Live Load Storage 1 0 II Load Storage(transfer) 1 0 I I S IS 72 of 124 Load Combinations-6 111 S a 11 Building B-Full Model_shear wall revision_manual holdown loads.cpt-9/22/2017 Load Combinations (2) A Service LC: D + Lr Active Design Criteria: User Minimum Design, Code Minimum Design, Service Design AI Analysis:Linear Loading Standard Factor Alt Envelope Factor II Self-Dead Loading 1 1 Balance Loading 1 1 11 Balanced Load(transfer) 1 1 Dead Load 1 1 aDead Load(transfer) 1 1 ill Live Load Roof 1 0 Live Load Roof(transfer) 1 0 a a Service LC: D + 0.75L+ 0.75Lr Active Design Criteria: User Minimum Design, Code Minimum Design, Service Design 1 Analysis:Linear Loading Standard Factor Alt.Envelope Factor a Self-Dead Loading 1 1 Balance Loading 1 1 11 Balanced Load(transfer) 1 1 Dead Load 1 1 Dead Load(transfer) 1 1 Live Load Reducible 0.75 0 SLive Load Reducible(transfer) 0.75 0 Live Load Unreducible 0.75 0 a Partition Load 0.75 0 aLive Load Unreducible(transfer) 0.75 0 Live Load Storage 0.75 0 111 Live Load Storage(transfer) 0.75 0 Live Load Roof 0.75 0 a Live Load Roof(transfer) 0.75 0 a Sustained Service LC 111 Active Design Criteria: Sustained Service Design Analysis: Linear 11 Loading Standard Factor Alt.Envelope Factor Self-Dead Loading 1 1 11 Balance Loading 1 1 Balanced Load(transfer) 1 1 11 Dead Load 1 1 • Dead Load(transfer) 1 1 Live Load Reducible 0.5 0.5 11 Live Load Reducible(transfer) 0.5 0.5 Live Load Unreducible 0.5 0.5 5 Partition Load 0.5 0.5 Live Load Unreducible(transfer) 0.5 0.5 • Live Load Storage 1 1 11 Live Load Storage(transfer) 1 1 Live Load Roof 0.5 0.5 5 Live Load Roof(transfer) 0.5 0.5 73 of 124 11 Load Combinations-7 a i Building B-Full Model_shear wall revision_manual holdown loads.cpt-9/22/2017 is Load Combinations (3) a Factored LC: 1.4D a Active Design Criteria: User Minimum Design, Code Minimum Design, Strength Design, Ductility Design Analysis: Linear a Loading Standard Factor Alt Envelope Factor Self-Dead Loading 1.4 0.9 a Hyperstatic Loading 1 1 Dead Load 1.4 0.9 5 Dead Load(transfer) 1.4 0.9 a Factored LC: 1.2D + 1.6L+ 0.5Lr IP Active Design Criteria: User Minimum Design, Code Minimum Design, Strength Design, Ductility Design Analysis: Linear a Loading Standard Factor Alt.Envelope Factor Self-Dead Loading 1.2 0.9 a Hyperstatic Loading 1 1 Dead Load 1.2 0.9 5 Dead Load(transfer) 1.2 0.9III Live Load Reducible 1.6 0 Live Load Reducible(transfer) 1.6 0 a Live Load Unreducible 1.6 0 Partition Load 1.6 0 III Live Load Unreducible(transfer) 1.6 0 Live Load Storage 1.6 0 5 Live Load Storage(transfer) 1.6 0 Live Load Roof 0.5 0 II Live Load Roof(transfer) 0.5 0II III Factored LC: 1.2D +f1L+ 1.6Lr Active Design Criteria: User Minimum Design, Code Minimum Design, Strength Design, Ductility Design 5 Analysis: Linear Loading Standard Factor Alt.Envelope Factor a Self-Dead Loading 1.2 0.9 Hyperstatic Loading 1 1 a Dead Load 1.2 0.9 Dead Load(transfer) 1.2 0.9 II Live Load Reducible 0.5 0 Live Load Reducible(transfer) 0.5 0 II Live Load Unreducible 1 0 Partition Load 1 0 III Live Load Unreducible(transfer) 1 0 S Live Load Storage 1 0 Live Load Storage(transfer) 1 0 i Live Load Roof 1.6 0 Live Load Roof(transfer) 1.6 0 S II ■ 74 of 124 II Load Combinations-8 II a Building B-Full Model_shear wall revision_manual holdown loads.cpt-9/22/2017 a Load Combinations (4) a 1.33D + flL + 0.2Lr+ EQY Active Design Criteria: Code Minimum Design, User Minimum Design, Strength Design, Ductility Design 1111 Analysis: Linear Loading Standard Factor Alt Envelope Factor • Self-Dead Loading 1.33 1.33 Hyperstatic Loading 1 1 III Dead Load 1.33 1.33 Dead Load(transfer) 1.33 1.33 11 Live Load Reducible 0.5 0.5 Live Load Reducible(transfer) 0.5 0.5 alLive Load Unreducible 1 1 II Partition Load 1 1 Live Load Unreducible(transfer) 1 1 111 Live Load Storage 1 1 Live Load Storage(transfer) 1 1 II Live Load Roof 0.2 0.2 Live Load Roof(transfer) 0.2 0.2 111 EQY 1 1 U 1.33D +f1L+ 0.2Lr+ EQX Active Design Criteria: Code Minimum Design, User Minimum Design, Strength Design, Ductility Design III Loading Linear Loading Standard Factor Alt.Envelope Factor Self-Dead Loading 1.33 1.33 Hyperstatic Loading 1 1 ■ Dead Load 1.33 1.33 Dead Load(transfer) 1.33 1.33 . Live Load Reducible 0.5 0.5 Live Load Reducible(transfer) 0.5 0.5 iLive Load Unreducible 1 1 Partition Load 1 1 IIILive Load Unreducible(transfer) 1 1 . Live Load Storage 1 1 Live Load Storage(transfer) 1 1 • Live Load Roof 0.2 0.2 Live Load Roof(transfer) 0.2 0.2 II EQ_X 1 1 i I in • • I I 75 of 124 Load Combinations-9 U S Building B-Full Model_shear wall revision_manual holdown loads.cpt-9/22/2017 Load Combinations (5) 1.33D +f1L+ 0.2Lr- EQ_Y S Active Design Criteria: Code Minimum Design, User Minimum Design, Strength Design, Ductility Design Analysis: Linear S Loading Standard Factor Alt Envelope Factor Self-Dead Loading 1.33 1.33 S Hyperstatic Loading 1 1 Dead Load 1.33 1.33 5 Dead Load(transfer) 1.33 1.33 S Live Load Reducible 0.5 0.5 Live Load Reducible(transfer) 0.5 0.5 III Live Load Unreducible 1 1 Partition Load 1 1 I Live Load Unreducible(transfer) 1 1 Live Load Storage 1 1 a Live Load Storage(transfer) 1 1 Live Load Roof 0.2 0.2 Ill Live Load Roof(transfer) 0.2 0.2 III EQY -1 -1 S 1.33D +f1L + 0.2Lr- EQ_XIII Active Design Criteria: Code Minimum Design, User Minimum Design, Strength Design, Ductility Design Analysis: Linear 1111 Loading Standard Factor AU:Envelope Factor Self-Dead Loading 1.33 1.33 5 Hyperstatic Loading 1 1 Dead Load 1.33 1.33 S Dead Load(transfer) 1.33 1.33 Live Load Reducible 0.5 0.5 II Live Load Reducible(transfer) 0.5 0.5 Live Load Unreducible 1 1 III Partition Load 1 1 ■ Live Load Unreducible(transfer) 1 1 Live Load Storage 1 1 . Live Load Storage(transfer) 1 1 Live Load Roof 0.2 0.2 ■ Live Load Roof(transfer) 0.2 0.2 EQ_X -1 -1 I II 0.77D + EQ_Y Active Design Criteria: Code Minimum Design, User Minimum Design, Strength Design, Ductility Design S Analysis:Linear Loading Standard Factor Alt.Envelope Factor ■ Self-Dead Loading 0.77 0.77 Hyperstatic Loading 1 1 5 Dead Load 0.77 0.77 IIII Dead Load(transfer) 0.77 0.77 EQY 1 1 i S 76 of 124 III Load Combinations-10 ■ • Building B-Full Model_shear wall revision_manual holdown loads.cpt-9/22/2017 m Load Combinations (6) • 0.77D + EQX Active Design Criteria: Code Minimum Design, User Minimum Design, Strength Design, Ductility Design au Analysis:Linear Loading Standard Factor Alt.Envelope Factor $ Self-Dead Loading 0.77 0.77 Hyperstatic Loading 1 1 i Dead Load 0.77 0.77 Dead Load(transfer) 0.77 0.77 • EQX 1 1 i 0.77D- EQY II Active Design Criteria: Code Minimum Design, User Minimum Design, Strength Design, Ductility Design Analysis: Linear IILoading Standard Factor Alt.Envelope Factor Self-Dead Loading 0.77 0.77 • Hyperstatic Loading 1 1 • Dead Load 0.77 0.77 Dead Load(transfer) 0.77 0.77 • EQY -1 -1 i 0.77D- EQX ■ Active Design Criteria: Code Minimum Design, User Minimum Design, Strength Design, Ductility Design Analysis: Linear . Loading Standard Factor Alt.Envelope Factor Self-Dead Loading 0.77 0.77 S Hyperstatic Loading 1 1 Dead Load 0.77 0.77 1111 Dead Load(transfer) 0.77 0.77 EQX -1 -1 i II 1.33D + f1L + 0.2Lr+ 0.3EQ_Y+ EQ_X Active Design Criteria: Code Minimum Design, User Minimum Design, Strength Design, Ductility Design ■ Analysis: Linear Loading Standard Factor Alt.Envelope Factor • Self-Dead Loading 1.33 1.33 Hyperstatic Loading 1 1 • Dead Load 1.33 1.33 . Dead Load(transfer) 1.33 1.33 Live Load Reducible 0.5 0.5 II Live Load Reducible(transfer) 0.5 0.5 Live Load Unreducible 1 1 . Partition Load 1 1 Live Load Unreducible(transfer) 1 1 111 Live Load Storage 1 1 Live Load Storage(transfer) 1 1 • Live Load Roof 0.2 0.2 II Live Load Roof(transfer) 0.2 0.2 EQY 0.3 0.3 . EQX 1 1 77 of 124 ■ Load Combinations-11 • N Building B-Full Model_shear wall revision_manual holdown loads.cpt-9/22/2017 Load Combinations (7) s ■ 1.33D +f1L+ 0.2Lr+ 0.3EQ_X+ EQ_Y Active Design Criteria: Code Minimum Design, User Minimum Design, Strength Design, Ductility Design Analysis: LinearII Loading Standard Factor Alt Envelope Factor Self-Dead Loading 1.33 1.33 i Hyperstatic Loading 1 1 Dead Load 1.33 1.33 5 Dead Load(transfer) 1.33 1.33 Live Load Reducible 0.5 0.5 III Live Load Reducible(transfer) 0.5 0.5 Live Load Unreducible 1 1 II Partition Load 1 1 5 Live Load Unreducible(transfer) 1 1 Live Load Storage 1 1 5 Live Load Storage(transfer) 1 I Live Load Roof 0.2 0.2 5 Live Load Roof(transfer) 0.2 0.2 EQY 1 1 II E0_X 0.3 0.3 ■ 1.33D +f1L+ 0.2Lr-0.3EQ_Y- EQ_X II Active Design Criteria: Code Minimum Design, User Minimum Design, Strength Design, Ductility Design II Analysis: Linear Loading Standard Factor Alt.Envelope Factor 5 Self-Dead Loading 1.33 1.33 Hyperstatic Loading 1 1 II Dead Load 1.33 1.33 Dead Load(transfer) 1.33 1.33 ■ Live Load Reducible 0.5 0.5 Live Load Reducible(transfer) 0.5 0.5 II Live Load Unreducible 1 1 Partition Load 1 1 ■ Live Load Unreducible(transfer) 1 1 ■ Live Load Storage 1 1 Live Load Storage(transfer) 1 1 ■ Live Load Roof 0.2 0.2 Live Load Roof(transfer) 0.2 0.2 5 EQY -0.3 -0.3 EQX -1 -1 S ■ S S 111 S 78 of 124 Load Combinations-12 111 a Building B-Full Model_shear wall revision_manual holdown loads.cpt-9/22/2017 ii Load Combinations (8) il 1.33D + f1L+ 0.2Lr-0.3EQ_X- EQ_Y Active Design Criteria: Code Minimum Design, User Minimum Design, Strength Design, Ductility Design II Analysis:Linear Loading Standard Factor Alt.Envelope Factor II Self-Dead Loading 1.33 1.33 Hyperstatic Loading 1 1 II Dead Load 1.33 1.33 Dead Load(transfer) 1.33 1.33 III Live Load Reducible 0.5 0.5 . Live Load Reducible(transfer) 0.5 0.5 Live Load Unreducible 1 1 ■ Partition Load 1 1 Live Load Unreducible(transfer) 1 1 S Live Load Storage 1 1 Live Load Storage(transfer) 1 1 U Live Load Roof 0.2 0.2 Live Load Roof(transfer) 0.2 0.2 IIII EQY -1 -1 a EQX -0.3 -0.3 ■ 0.77D + 0.3EQ_Y+ EQ_X ■ Active Design Criteria: Code Minimum Design, User Minimum Design, Strength Design, Ductility Design Analysis: Linear IIILoading Standard Factor Alt Envelope Factor Self-Dead Loading 0.77 0.77 II Hyperstatic Loading 1 1 Dead Load 0.77 0.77 ■ Dead Load(transfer) 0.77 0.77 EQY 0.3 0.3 II EQX 1 1 a 0.77D + 0.3EQ_X+ EQ_Y U Active Design Criteria: Code Minimum Design, User Minimum Design, Strength Design, Ductility Design Analysis: Linear a Loading Standard Factor Alt.Envelope Factor Self-Dead Loading 0.77 0.77 U Hyperstatic Loading 1 1 Dead Load 0.77 0.77 III Dead Load(transfer) 0.77 0.77 . EQY 1 1 EQX 0.3 0.3 a a ■ a ■ 79 of 124 el Load Combinations-13 al i Building B-Full Model_shear wall revision_manual holdown loads.cpt-9/22/2017 Load Combinations (9) 0.77D-0.3EOY- EQX Active Design Criteria: Code Minimum Design, User Minimum Design, Strength Design, Ductility Design Analysis:Linear 5 Loading Standard Factor Alt Envelope Factor Self-Dead Loading 0.77 0.77 5 Hyperstatic Loading 1 1 Dead Load 0.77 0.77 ■ Dead Load(transfer) 0.77 0.77 EQY -0.3 -0.3 11 EQX -1 -1 ■ 0.77D-0.3EQ,X- EQY a Active Design Criteria: Code Minimum Design, User Minimum Design, Strength Design, Ductility Design Analysis: Linear Loading Standard Factor Alt Envelope Factor . Self-Dead Loading 0.77 0.77 Hyperstatic Loading 1 1 Dead Load 0.77 0.77 - Dead Load(transfer) 0.77 0.77 a EQY -1 -1 EQX -0.3 -0.3 a a • a s ■ ■ a a ■ ■ ■ ■ ■ ■ ■ ■ r 80 of 124 Load Combinations-14 ■ ■ ■ Building B-Full Model_shear wall revision_manual holdown loads.cpt-9/22/2017 Design Rules Code Minimum Desig 318-11 Min.Reinforcement ■ ■ User Minimum Desig Specified Min.Reinforcement ■ Initial Service Desigi ■ 318-11 Initial Service Design a Service Design ■ 318-11 Service Design Include detailed section analysis ■ Sustained Service Desigr 111 318-11 Sustained Service Design ■ Strength Design 318-11 Strength Design Punching Shear Design ■ ■ Ductility Desigr 318-11 Ductility Design ■ a ■ ■ ■ ■ a ■ ■ ■ ■ ■ ■ ■ ■ 81 of 124 ■ Design Rules-15 ■ a Building B-Full Model_shear wall revision_manual holdown loads.cpt-9/22/2017 Load History Duration Total Age 111 Load History Step Name Load Combination (days) (days) Maximum Short Term Load Dead+Balance LC 30 33 Sustained Load Sustained Service LC 6000 6033 Final Instantaneous Load Service LC: D+L 0 6033 ■ ■ a ■ a a a a s ■ ■ i a ■ ■ ■ ■ ■ ■ r ✓ ■ ✓ O ■ ■ 82 of 124 Load History-16 ■ a a Building B-Full Model_shear wall revision_manual holdown loads.cpt-9/22/2017 ii Mesh Input: Standard Plan ■ Mesh Input:Beams;Slab Areas;Slab AreaT hicknesses;Slab Area Concrete Models;Slab Area Behavior;Slab Openings;Slab Opening Priorities;Point Supports;Point Support Icons;Line Supports;Line Support Icons;Walls Above;Walls Below;Columns Above;Columns Below;Point Springs;Point Spring Icons;Point Spring Values;Line Springs;Line Spring Icons;Line Spring Values;Area Springs;Area Spring Drawing Import:User Notes;User Lines;User Dimensions; Scale=1:210 t=12 ■ 5000 psi t=12 t=12 1-1 l t=12 t=12 t=12 _ 0-12 --'--- 0000-- - --..___— - t=12 LJ j soovsi s000 psi K r= 5000 psi s000 psi 5000 psi s000 psi -Il o•way_s �_ wo-wap Lab `two-way ❑ 1 two-way slab ' two-way slab ❑ rivo way_sla 5000 psi —_}LS KF-0.01 slab i i --- - P , Kfs-1 It slab_ KVrs= 1' t=12111 [11 7 H . 5000 psi; ri two-way slab . t=1• 500•.i Mr- sr-71 KM ■ Kars=1 KFr=0.001 _I ICFs . i Vrs 1 11 • , LL•riority=2ol ❑ -- I 1111 t-14 5000 psi two-way slab II 1 t=1. t=12 1 (� i� Mr= 5000 pst ❑ L�-.' t•Ms ❑ ❑ ❑ ._.._.._- _.____. .__.___._� ❑ III tvwo ay slab t=12 K -0. 01 KF5= 1=12 f=t2 5060 psi t=12 j t=12 KVrs 1 5000 psi 5000 psi two-way slab 5000 psi '5000 psi 0012 1 Ilr 5000.si two-wa slab two-way slab two-way slab 1 two-way slab 5000 two-way slab I._ I_. ; two-wa slab a I i I' aPri•ri 201 I+- • Li 1- Priority=201 ■ t=12 5000 psi 0000 0000---0000—. - 1 two-way si ab a . t=12 55000 psi two-way slab ■ IIII El Ll l� r t=12 t-12 000 ps 5000 ps 1111t -way sl b tvio-way sl b IIIIII El IIII 83 of 124 a Mesh Input:Standard Plan-17 II ■ Building B-Full Model_shear wall revision_manual holdown loads.cpt-9/22/2017 Element: Standard Plan a Element:User Lines;User Notes;User Dimensions;Wall Elements Below;Wall Elements Above;Column Elements Below;Column Elements Above;Slab Elements;Point Springs;Point Spring Icons;Line Springs;Line Spring Icons;Area Springs;Area Spring Icons;Point Supports;Point Support Icons;Line Supports;Line Support Icons; ■ Drawing Import:User Lines;User Notes;User Dimensions; Scale=1:210 „IIIAL0111111mmeimmillpmeromnipmm Viomm , iimwirmairm4 sigolimm rbonamil 10111niair MimilimagentraWalriblarledraMMEISIMMIIMIONINNIIIINSIM1111111 m•MIMI 1.0111•1111 wanimminieniiim__•10,404h1, M. NIW•hd•mim • .----- 4NiiiiimilromINIIIIIIImh'111114 NAIUMMEWEIINIONIMMI • � MIN■ ■� rommiiii—limariurs, il ■ eb raMTAv■ iramm im u. ■ ■o ► mmce k■ ■ . 1 ■MILI9 '■i■■ ■u■ 1""%mmuil ■iN ■ ■ Min ■ ■■■ �ii uhi■ 1 � mismw_ � 1 ■ ■ mon MI I ■■ . 1. 0111•110=1111AIN" EMMEN ■ u ■ 1u ■ uN� u.0 MI MAI EI■■■■� ■■ .■ ummu. ■ummm mi m■■■�■ 1IL1iiiuii.ii ■ ■ i� .ui = NE gm m ii:• E u fulrl4 ►_uu ■ ■■ ■u ��� i 1 1 � g ■ Ii� V � - u.1111111r HIEN �_■ a■■■■■■■�■■■::11■■ – T ••maim •• :iiiill - .®1:11:1- IMMIIIIIMMIIImmiiiiNnimllIllMMIIMMIIIIIIIIIIIIMMMIIIIMIIIIIMIMMIMIIMMIIIMMIMIOm h� NIii�or ■i w■■ iii �� ■a■ �� uu uu■ MIMI ■■■ ■■■ ■■ •■• ■ ■1■■�1 : ice u■ ____ ■ ■■n mu .:.-■"1 mum= --0.... �.■ iu■ __� � 1111.. i:iii:■ mo■ �■ ■;_�■■.��u L�� =■ '■�.i j - .:.:. ■ gyp■ ■■1■■o ■ s ■ ■i i ■ Building B-Full Model_shear wall revision_manual holdown loads.cpt-9/22/2017 IN Element: Slab Summary Plan R Element:User Lines;User Notes;User Dimensions;Wall Elements Below;Wall Elements Above;Column Elements Below;Column Elements Above;Point Springs;Point Spring Icons;Line Springs;Line Spring Icons;Slab Elements;Slab Element Outline Only;Slab Element Thicknesses;Slab Element Elevations;Slab Element Concrete Models; Drawing Import:User Lines;User Notes;User Dimensions; Scale=1:210 1=12 t=12 t=12 t=12 t=12 roC=-2 'L —2 t=12 =Y4- .:-, 799 t-14 0 roC=-2 t=12 ■ -� t=14 - T4 7=99=-2 _ _ - t-14 t=14 = t OC='2 t=14 t=14-4 TOC=t212 t=14 _per TOC-0 1 T-OC P � r J7 RSL. _..5�D psi 5(l-0�psr 5000 psi Ir 051 -TOC----- ,r 1 TOe-�P TOC-0_ Tad : Nsr i TOC=ORC-._2 t=14 C=O----...-- �-�--- - ------- --{_1�q 5 00 Psi �`6bb Psi 5000 psi SD00 �� • �r =, I -- 5000 psi _.1 5000 psi 5500 psi 15000 psi _ D° ��`�P00 psiTOG=O AM psi ._� TOI u psi t-14 , n-:_,__ J 5000psi (3000 psi ■ TOC=0 TOC=0 I JLj 5000 psi TOC=0 '..r..-'° t. LP Psi t=14 0000 psi 5000 psi i Wi. tt-N=O TOC=0 TOC=0 '.000 p 14 �`gSr 5000 psi st"OC t=14 • psi roc€_O/C=o � • ioC=o t=1 TOC=0 +�tt b TOC=0 TO Ott ll TO�-0 1 5000 psi C !000 psi a , i TOC=0 SOOOD psi . j t=12.._. 5000 psi t=14 - _ _ 1=14 n I-� r 1=14 nn• TOC__ t=14 TOC-0 Li t=14t=14 LJ Li TOC=0 L_7 L ILf 5°00 psis� TOC=D� . E808 P r TOC=0 L..1 t=14 500°psi TOC#tDC=O t=14 t=14 5000 psi TOC=- 500°psi TOC=0 1"44641/43psi TOC=0 TOC=0 5000 p i 5000 psi TOCTOC=O t=14 t=14 t_t t=14 go 5000 psi 5000 psi t=14 t=14 TOC=0- t=14 psi TOC=0 Il !TOC=0 TOC=0 TOC D)G=0 TOC=0 TOC=0 5000 psi 5000 psi 5Dblosi TOC=0 5000 psi 500051590 psi 5000 psi 5000 psi TOC=0 5060 psi t=14t=14 t=14 t=14 L OC#OlC=0 TOC=0 TOC=0 IIIITV:, 50005,9190 psi 5000 5'14 5000 psi 9i 1=141=14 TOC=° J TOC#WC=0 5000 psi 5000 psiD psi t=14 t-_14 TOC#OIC=O t=14 TOCTID t=14 TOC=0 ged psi TOC=0 t=14 t=14 t==14 it.-TSS TOC=0 t=14 TOC=0 5000 psi TOCC 0 5000 Psi 1=14 TOC=0 TOC=0 TOC=0 . TOC=0 r �QQ1 1 Psi 0913,0980 psi TOC=0 5000 psi _ 5000 psi 5000 psi 1=14 51100 psi 1--=14 04=O Osi , TOC#OtC=O j� �� 5000 psi • _� t=14 TOC=0 _� tib psi t=14 TOC=0 t=14 5000 psi 000 psi 000psi t=14 TOC#O)C=0 TOC=0 I � 5000 psi TOC=0 ■ 1=14 L TOC=0 1Q psi 5000 psi t=14 t=14 1=14 5000 psi I160k0 ,__7_�,_i_.__._ t=14 5000 psi TOC#alC=0 TOC=0 TOC=0 t! l�t,14 TOC=0 t=14 500051590 psi 5000 psi 5000 psi t=14 TOC=0 Told0o�p�PC-0 5000 psi TOC=0 t=14 t=14 P t=14 P 5000 TOC=0 Si 5000 psi ■ 150°0 psi 5000 psi t=12t=14 t-12 t-14 TOC=0 TOC=0 TOC=0 P TOC=0 �#QC=O 5000 psi 5000 psi t=14 5000 psi I TOC--2 -12 S0 �1Y PSlN4 _ PM• i 5000 psi t=14 TOC=0 t=12 t=14 _ I� T• • =-2 t��=^^ TOC=0 r Y� �1�4 t=12 5400 psi TOC=•2 TOC=0 `� --- 5y� t=14 L a "'VT .., 000 ps MI=0 Tb�C=-2 g 1 5000 psi CCC��� • =r TOC=0 5�. � 5000 psi o+r Y. :':+r Psi -- „Sggg o ._1 np-'-i 5000 psi 70Cr£iC=-2 t=14 TO 2 TOC=2 5000 psi r •si 00 psi_..`__ t't�'i$+' iii ifr F -2/1 t5000 psi P a c =0 t=14 TOC=-2 TOC=-2 I • AS - SOOOi�DO psi ,---- TOC=O O TOG=-2 ;,y: i TOC=0 psi 5000 psi 5000 psi i 5000 psi 5000 psi J31�psi 5000 psi >t¢=-2 i I i 5000 Psi T4Q{91g t=14 I j ISSi III � • f;=0 TOC=0 I t i'I i00 psi ail psi 5000 psi ��7t[']C-2 s� --,Ji D0_psi ' ,, TOCC-2!, m•-.,,1 1 I I 5000 psi • . T S2 TOC=0� �I 5r.- 9ipsi fl 5000 ps� 1=14 1 • t-12TOC=0 TOC=0 5000 psi i50 0 psi Ou_u '; TOC=2 5000 psi 5000 si NI — t=1 1=14 t=12 �TO =0 TOC=° t=4T•C=-2 5000 psi 5000 psi t=t4 T•1-.i.lei;psi III t=14 TOC=0 Fr TOC=0 set NV'ir� s i 5000 psi 5000 psi t=14 IIITOC=0 t=14 t=14 t JA00 psi TOC=0 TOC=0 X000 5000 psi 5000 psi 5000 poi I— ... FT III -OnPsi _ TOW4 t=1.s000n�=O _ ■ - e,2` 5000 psi 1=14 55000-• TOC=O 150020•STOC=O 5000 psi I TOC--2 . TOC4-4000 psi t=14 5000 psi 5000•r0C=0 TOC=0 __I v 1,1 psi 5000 psi ■ TOC=O 1=14 t5000 psi TOC=O t=1 TOC=0 5000 psi TO:=0 d psipsi r'�[+$C=° 4 rO psi 5600 psi u IIIIa 85 of 124 a Element:Slab Summary Plan-19 II ■ Building B-Full Model_shear wall revision_manual holdown loads.cpt-9/22/2017 Element: Supports Below Slab Summary Plan N Element:User Lines;User Notes;User Dimensions;Wall Elements Below;Wall Element Thicknesses;Wall Element Heights;Wall Element Fixity;Wall Element Shear Fixity;Wall Element Concrete Models;Column Elements Below;Column Element Dimensions;Column Element Heights;Column Element Fixity;Column Element Concrete Models;Point Springs;Point Spring Icons;Point Spring Values;Point Spring El ■ Drawing Import:User Lines;User Notes;User Dimensions; Scale=1:210 b=24 b=24 b=24 b=24 b=24 b=24 b=24 b=24 t=10 t=10 III d= 6 d=1,6 d=16 d.. 6 d=16 d=.]6 d,=.46 d=_161510t=10 b=24 b=24 hj= 2 h;;= 2 hj 12 h�2 h 12 h�,--y12 h=2 h412 Pin,;a omppin,.= o 2 d=16 d=16 ■ Fix,Pin,Comp Fix,Pin,Comp Fix,Pin,Comp Fix,Pin,Comp Fix,Pin,Comp Fix,Pin,Comp Fix,Pin,Comp Fix,Pin,Comp 'i' amp h�2 h"=12 5000 psi 5000 psi 5000 psi 5000 psi 5000 psi 5000 psi 5000 psi 5000 psi Pm,.L+ mpP1n'r.' a mp Fix,Pin,Comp Fix,Pin,Comp P1 11'. 'omPP..�a• �i".4.-•Qtp 5000 psi 5000 psi r'PPi% l Pi .n.:. .i FirhMI ; •rPprf,•'''f:-': I -•r2ip Pin:;.:••mp 560,1019,' .'r b=24 b=24 b=24 b=24 b=24 b=24 b=24 Pi :In• p , t{{ b=24 b=24III d=16 b=24 d=76 this d-16 d 6 d .6 d.16 pir{r ' _� r i ?•'(2) d .6 di 6 hr=_12 d=,-�6 h=12 h-12 h=12 h==12 h�2 h=12 p- ':i4,T -121=1 n_S• hF 2 hF 2 Fix,Pin,Comp h=12 Fix,Pin,Comp Fix,Pin,Comp Fix,Pin,Comp Fix,Pin,Comp Fix,Pin,Comp Fix,Pin,Comp l '� Fix,Pin,Comp Fix,Pin,Comp 5000 psi Fix,Pin,Comp 5000 psi 5000 psi 5000 psi 5000 psi 5000 psi 5000 psi 5.1 ixa eShe8he8$ �i ) 5000 psi 5000 psi ■ 5000 psi 1 i.•1.•,: SP*t ii( (Z) II s t=8 t=8 II b=24 i b=24 b=24 b=24 b=24 b=24 b=24 b=24 b=24 b=24 die Pin,•'. omIPin,-;�-..omp c1=16 d= 6 d,-�--��,,6 d-6 d--46 d=_]6 d-�6 d- 6 dn16 ■ h=12 4 ;'-' hr12 h 2 h=12 h=12 11=12 h;=12 h=12 h 2 h;-12 Pin',••..om{Pin•r:+.,omp Fix,Pin,Comp ,.r> •'‘,1:,-;:, Fix,Pin,Comp Fix,Pin,Comp Fix,Pin,Comp Fix,Pin,Comp Fix,Pin,Comp Fix,Pin,Comp Fix,Pin,Comp Fix,Pin,Comp Fix,Pin,Comp 5000 psi P�1R, ;`- ' 4.t- ,•1.,✓.'•:• 5000 psi 5000 psi 5000 psi 5000 psi 5000 psi 5000 psi 5000 psi 5000 psi 5000 psi F4A ,•., ■ 5006'i A.t.1f•-' 2 b=24 b=24 b=24 b=24 b=24 b=24 b=24 111 t=10 b=24 d=16 d�6 d 6 dr16 d 6 d�16 h M1g n Z d 6 h'-i2 hF'2 h 2 h�2 h-2 h�12 Pii h-2 III Pin, amp h=12 Fix,Pin,Comp Fix,Pin,Comp Fix,Pin,Comp Fix,Pin,Comp Fix,Pin,Comp Fix,Pin,Comp Sigh ���r�p Fix,Pin,Comp Pin, bmp Fix,Pin,Comp 5000psi 5000psi 5000psi 5000psi 5000psi 5000 psi 5000 psi Pin`j-,.' inp 5000 psi P 5eablib feigegaileine iliPl� 41si Pirr-''t Inp t=10 ■ Pi 5a(t i Pi fl` 'omp Pin,inp tomp .: rr 1 Pin,�'��•m -} RII Pini,L{ •;,•. FrK.!'•',.�• • Pini.,�,. .'mP . Pir{3 t `inp PS&': ■ Pir§' •. glop •,- , , 11,1', 6=1�11:Pte C1(t=1tt=1f1=10 Pin lir`•mp i.. 'bII U=1B=i5tt21*1L 1H='Itz12 ■ Pin .e, m b=24 �1.+: ' ` �� ,.,•,. R rx•r R d=16 FSb x:.i.it haInsitheSheShettear 1�9-4 1 rs� Fix,Pin,Comp P1 i fi 8't 11ik111*1611�1tk11k16=10 5i'1 psi 5000 psi in 4::',, h,etglgttk11t1>k18=12II 5.• eShear 5''tt'NEWIl(agnIP(NSPOWI psi IIII b=24 b=24 b=24 b=24 II d=16 d=16 d=16 d=16 IG-21.2 If-T-12 h=12 h--�2i, 1111 Fix,Pin,Comp Fix,Pin,Comp Fix,Pin,Comp Fix,Pin,Comp 5000 psi 5000 psi 5000 psi 5000 psi ■ ■ ■ b=24 b=24 6=24 b=24 III d=16 d=16 d=16 d=16 li=_1}2 11=1J2 i=1"9 pLgp III Fix,Pin,Comp Fix,Pin,Comp Fix,Pin,Comp 5000 psi 5000 psi 5000 psi 5000 psi ■ 86 of 124 Element:Supports Below Slab Summary Plan-20 111 ■ ■ Building B-Full Model_shear wall revision_manual holdown loads.cpt-9/22/2017 ■ Dead Load: All Loads Plan • Dead Load:Point Loads;Point Load Icons;Point Load Values;Line Loads;Line Load Icons;Line Load Values;Area Loads;Area Load Hatching;Area Load Icons;Area Load Values;User Notes;User Lines;User Dimensions; Drawing Import:User Lines;User Notes;User Dimensions; Element:Wall Elements Above;Wall Elements Below;Wall Element Outline Only;Column Elements Above;Column Elements Below;Slab Elements;Slab Element Outline Only; Scale=1:210 • c Fz 20 e,Fz=20 Fz--20 ,�Fz-20 „Fz--20 MOMMOMMMERAi1 Fz=20 �s6�11�Fz=20 �s$+.tl Fz=20 �t +�� - �1��` ■ ,n II ae ;'�� Fz=20 Fz-2:.! Fz=20` � Fz=20 r . ,IL rte ! moint -��v� imii +i + Sao+ice € � \ .4 yap --_���J�`. • 111 ■ 7 E 1 i tg In ■ ® fraii% i— • • . .,s . l�/ ///' ///// / / //// 1l 111 / 11 • -""'4'""'''''4:.•:::% ,,,% ,,,,:,,, ,, ,-q'.''''%•i•i...,„.,..,,,,,,...,ii..i..i,.,......,,...i.__--"4'l444'''""''%iNi%.i4..,4•,,,4,,iiI,,..ii,,,,i•,,,,44ii,,,,,,,i,,,.__. i,,, ._ \ . • • ■ 4.rir, i • r., ,,,:::-:„,„ • ''' '''il%ii...... A ,' ,,_e.,,, ,,.._ ,.... .._ -.- _ Mk _.-" -""..\._ h.- �e a l%, `f'�`a "1a a, ,,Fz--20 Fzr ,,_ Fz-20's y' Fz=20 S ` ia FZ-ZO Z- i,--., ,,...„5- . .. 1� 1 a\\`�+ . ` r- 1` z= 1 z= i Fz=20 Fz--20'111'- Fz=20'� +20 • 1• F 117,,_ , / / ,,, 11111111r\ \ ■ „ ,_ i, I __c;,,, � IIIIIIIIII I. 640■ / , • \,, :F i / , ■ 1` 0• / / / ■ rF .al-2 j/ / / /// / / / / / • // / , / j ■ ;'; 1 /. // lry20'. ■ j / // % ;� /4/40 Fz-20 ■ 87 of 124 ■ Dead Load:All Loads Plan-22 ■ a Building B-Full Model_shear wall revision_manual holdown loads.cpt-9/22/2017 Dead Load (transfer): All Loads Plan is Dead Load(transfer):Point Loads;Point Load Icons;Point Load Values;Line Loads;Line Load Icons;Line Load Values;Area Loads;Area Load Hatching;Area Load Icons;Area Load Values;User Notes;User Lines;User Dimensions; 111Drawing Import:User Lines;User Notes;User Dimensions; Element:Wall Elements Above;Wall Elements Below;Wall Element Outline Only;Column Elements Above;Column Elements Below;Slab Elements;Slab Element Outline Only; Scale=1:210 111 ,yFz=026------ ::.r..� Fez �.• .,.5. Fz 029 - -$2, !�- 8B. F- __ Fz=33 I $$[66 tff ,-.,ta. :&SIN, `S', tr..6Fz=0.1 - Fz=0.1'=•`_0`•:: ��si.7 Fz0.1`' t•,.1- 466 f}. o�� ..'tt. _ .�'�4ri68 �s - �=��'S .@9Si4 :acE ,1.335 _ _ ;,moi • . i _,. • .d 019SE s ;i gz=1.72 z=096" _ Fz=„t,- Fz=� .04 z=1.15 Fz= .26 - =0. 3 Fz=O.41 _ ' : ' I1- Fz=O4 6 Ii1I -, F-ff.23a.69 - ,...; :BlLLt1 E�$ 0.41 :. 41 Fz=0.4 6' ,� Fz=O. 1. z=0..381 0 a Fz- Dt93Fz-1.8� z=0 9iz=.. 369=4.9' Fz-O�y3i '� -� +'i1; Fz=O.v: -� 'x. Fz=-1.8 z 0. 9''1Z-r::36z=4.9�* ;_,..Ls:. ..Fz=a.@9 -,Fz=O.@981 '' ' c ` Fr-0.0981 i Fz=2.26 Fr-0.996 ®Fz=2.08 ®Fz=, f 88.209 .,Fr-0.343 ;,Fr--3.00 c Fz=3.00 ,.Fz=0.343 Fr-a Aa ,!�7�-_-;'1 Fr-2.112=4. - Fr-2.69 Fz=2.08 Fr-2.59 ■ Fz= • �z=1.46 I Fz=0.632 Fz=3.76 Fz=3.76 I Fr-0.692 Li _,' �! I� i.� --.-........_... .z=a b '.. Fz=1.99 .-f i=l: -$ �I �._.i s... 'F�r-� .�; Fr-1.88 . J Fr-3.78 Fz=2.78 ®F it3A55 Fz=0°�' ` '-2.26 Fr-1.55 Fr- .34 Fr-4.Od Fz 1.29 d _ -- 6 •Fr-0.491 Fr-8.981 6 -_ _ _ e„Fr-2.9 Fz=2.29 . -: .:x.892 ®Fr-- ��;T- ., QSj$$gg - .ri;� F= - _,Fr--2.62 _ 22 Fz=0. z=1.`971 4112 nw•�;=i 3 +sFi=.' &3=0.924 +cr''i�7 .Fz= A�+ �: 99 �•.••'=� a a •.;.687 -s 3 Fz 0 ? c r-1:1: _ . 64 Fez=` t=0.788 +n : Fr-3.80 Fr-,'•05 `Fr--2.93 •�.,. - y• ~ r-0.776 Fz=0.831 Ffc&Y.,,` Fr-0.776+.501` Ff 7� Fr-0.691 Fz=1.19` FfdA8763 Fz 1 03� Fz=0.86 Fz-0.9448 ■ F v 4� Fr-5.25 Fz=0.905 r 4 FziR-3•.<,=4. .z=. 9 ®F • 5 F M48 Fz=0.374 g4g -�`4 Il;:{•�=3:3� �rz=u.5na Fz=1.4 Fz=8.307 ��_��-pa,4440 0.855 z- 13&F3TQ.727 , SFr- 138=0.914 Fz=1.84 1Fz=,,.Rf.J82fl.713 =. ; z- 1519=0.633 Fz=1 a=Q: 9 =�:��� pr-0.905 rz=0. ® Fr-1.13 4 -.. .. .. S. Fz-. �:�®b9 • 859 Fr-0.97 z ® Fz=0.885 Fr-2.08 F z=0. r-0,474 FBa�z=0:688- Fz=0.715 iB5 7 ®Fz=48�0.805 r0:474' F - •`r-i=0. `� Fr-0.91 a r-0.9802 F z=0.979 Fz=1.14 Fr-2.ia Fz�.S0 .8870 Fz=1. f- 18 r Fr1.68 ism - Fr- OS Fz=2.9 Fz=2.29 ■ r Fr--4.00 11001 z-0.486 - _ 1}¢� Frfr-O)8?8B �Fz O.OSE.Fr-8.0882 Fz=3.18 Fr3.49 JF S�$5 Fro. 26 Fr0.II66 A23 13d Fz 1.63 Fr-1.63 Fr--1.63 Fz=1.63 Fr-0.0024 j Fr-2.68 ® ® F .56 ® ® Fr-1.08 . %Fr-0.0929 =3.3 Fz=2.89 „03,Fz=0.8II• ® �� Fr-1.89 -Fz=0.301 Fz=1.76 Fz=2.9 r.93 ,.Fr-0.08 Fz=3.69 �1 Fr-0 2=@.934 Fr-1.59 Fr-1.59 '' Fz=1.59 Fr-1.59 Fr-2.69 Fz=2.08 Fz 5.38 . '\„Fz=4.15 ® ®, ® ® Fr-a.3a I Fz=0.994 -F ti9 _x.73.20,87 ®Fr--3.28 1. Fz=2./8r-1'.8� Fz=1.� ©Fz=1.48 ®Fz=1.48 ®Fz=1.48 ®Fz=1.48 - F•-0:7 e 97 1-' s• 05 F.0�ta14i8 ■ -1 4,,.._ @=1.79 - .BP+ ..Fr-3.99 _.. L. �'^' -r _- --------- Fz=2.45 "" Fz 0 t- "-0.9.6 1 I I €z '4'•Fr- .13' Fz=1.93' Fr-0.44: j Fz=1 z=2.09 EzMVO Fz=1 z=2 09 E1.4B282 - Fr-1 z-2.09 Ea#d;Z66 Fz-1 z-2.09Fx#�Z07 .!- =2.27 __ Q, " o �pg .. - o.; - {ab$$6 Fr-8.09 F 11 Fz=2.12 Fr--8.824 I F=6r,-• ,SS�F`FD7E03 Fz-,18C15.11 IFz 089598 I„,ic Fz=0.9Z°' = LL*-. 89184 �, r- s I�Fz-0.8953 ® '�006�•�F,x,-�0:9009$ fi63 F 90f� Fr-0 _8.8''`36158' z=x.41 �':6a•F_., BIM •6ID F-0;.8849$ -- >= "tea - • Fz=8.47 1 Fz=Zf.42 �*Fr-n 6U- ,Ile:" ,• -., .cIL" -, ,hi.-Fv.npF 4 Fz=OA irsth Fz=1 z-�. $1 [1 a Fz=0.00 0 F>=0.0 6 F>=DJs6 � Fz=0.0Imo Fz=011.0909 -Fz=11215! 'I Mi Fw E la4 firE,21i4,F 99:632 - ,,,,,F.,..-z-. _.8�az=7 111SFr--0.03 r-4"§:u7 FEi6:1693 Fz=1.02I II• I L • ! Fr-0.09 >:�.:a",'__'?53 111 Fr--2.01 Fz=1.66 imil FZ=o..- - r•4z=2. 061 &Fz- _ .S z=2.31 ■ ® F Fr--2.56 s�` --9946 g= 01J +. =-I1. '77 r-1.01 Fz=1:9$-.74' 111®Fz=0.015 �7 Fz 0.$0909 F.Fz=0.823 Fz-�'£tS3.53 Fz=-0. 111 o Fz=9.783 4 Fz=1. Fr-0.098 Fz=1.1IN r-. 4 F'",`' - z=o.:42 6: z .823. 6 z--:11184 ,r-16i8i e P_:. :7'C''�i.41z',•`,-`1,* -Fz=1.29 Fz- .34 Fz=2.29 '.Fz=;;;,;. 'Fz® 3.89 Fz-x.29 Fz=134®Fz= 1.55 Fzr 2.29 - Fz=K.29 111" 0 Fz=2.26Fz=1.55 Fz=1.61® -Fz4z$2,•i"_" 1:3§ • u i F,C-C1.46 �•� ',.'_083175 Fz-'7.-0.896 ®Fz=2.08 ®Fz=QI r-s.ae ® Fr-0. 94 Fr-0.996 ■ Fz=2.1fz= Fz=2.08 iFr-0.@9x1 c Fz=0.89$1 Fz=0.8981 (Fz=0.@9$1 11 Fz=0.8931 „ d,Fz=0.335 a F-010829 -' ;y F881.6;:Fz=4.04,.F.=„„1„..,",.",,,:,.•4,,,Fz=4.0_,, .-E F :;•.i.A AB. • -F d .89 Fz= .0 Fz=%?.04`• z=1.15` F•=••x.`76- - - z=1.15*• ,. Fr-iI ■ 88 of 124 Dead Load(transfer):All Loads Plan-23 ■ a ■ Building B-Full Model_shear wall revision_manual holdown loads.cpt-9/22/2017 • Live Load Reducible: All Loads Plan ■ Live Load Reducible:Point Loads;Point Load Icons;Point Load Values;Line Loads;Line Load Icons;Line Load Values;Area Loads;Area Load Hatching;Area Load Icons;Area Load Values;User Notes;User Lines;User Dimensions; Drawing Import:User Lines;User Notes;User Dimensions; Element:Wall Elements Above;Wall Elements Below;Wall Element Outline Only;Column Elements Above;Column Elements Below;Slab Elements;Slab Element Outline Only; Scale=1:210 ■ Fz=40 Fz=40 Fz--40 Fz=40 ,Fz=40 FFrz��--40 �n ®Fz=40 ®F7==40 Fz=40 ,� n Fr-40 -..�, Fz=40, � . Fz=40' � ■ u Li _.' D ji iJ Fc-40 Fi-40 Tsin - ,,. i. PAD - ■ \ • ..a.:='' - .filid • yg !/I/i m IF 1. II M MI I E ,./1 I 4 , ..,, ..„, ,.„,,_,.„). ,,,, ,,, • • 1 A , ,: ' ....- - r.ri ',r":. r Ir,./v I'\\,.,4.% ,,•,,..,%% ,, "..1 ' ,'' ,,. -' .,,,,' 1 . _%* • iIiiiiiii , ....„, ..i.„..,„,„ ii.i . „.. .., .•,,,„ ..,,..... ._ ,„_„..... rni \A , .., Fr \ .,\ .y L, ■ - , ,._ ____ y �� `�'�'�all .Fr=40 Fz S �F1111:>111111111 -4.1 .` ►7'_4\rte''! Fz=40 -; Fz=40 / \ \ r M (=z ?-•i z i s =,i-. Fz=40 Fz=40 -0 • • o \ Fz-.111 .� 1 111111111111111111111. • / 61 /h. " j_ I ummummilo,F,. il _ _ ., ,A,0„.. ‘'-'1 11 -r ■ /4/ ,. 0,. ,, J• e. / 4 // / / '._40 ■ A.. � i //,/,./. . . / .,:„.r.o. / / • 7 41 / / // /rx / //. ■ Fz=40 ■ 89 of 124 • Live Load Reducible:All Loads Plan-24 ■ 1111 Building B-Full Model_shear wall revision_manual holdown loads.cpt-9/22/2017 Live Load Reducible (transfer): All Loads Plan is Live Load Reducible(transfer):User Lines;User Notes;User Dimensions;Point Loads;Point Load Icons;Point Load Values;Line Loads;Line Load Icons;Line Load Values;Area Loads;Area Load Icons;Area Load Values; IN Import:User Lines;User Notes;User Dimensions; Element:Wall Elements Below;Wall Elements Above;Wall Element Outline Only;Column Elements Below;Column Elements Above;Slab Elements;Slab Element Outline Only; Scale=1:210 III !...-? ' =...,d.- ,. +. Fr-0.,:7 - 89 Fz- 82 8311997Vz,•=2.8 fz--63.0$-- _ -•_ _ =0.1 �,. - _- :d .. - .+MFz 0.20 r Fz=2.82 irk:: c,+._Ez= $2-_---- z=0 11,. £=�•$f$ •- ^c2•Fz 26-..• iiettt Fz 0.12• ,, 8 L8" r, :y...- .3 �+.+>.� - ,� 2. P.: Fz=8 86 =2.$_42 10 :7 Fz=O r: Fz1z-.•86 tea=0.987' Fz=O.•98 _+ 79 F-ff40II,98 -:0ffi79 F •- .806 ■ + :::03861 Qi1k1 c ...-D1334 I s-+ :,, f9Lb0.93 Fr2#II s =,•;-- se Fz=O- 3 Fr-0 l'11.- 27 +3'- Fr-O.a _+ i7:i�i -- ,i.- . ne i •,,�.q -a:r .09°!7 Fz=6.967 Fr--1.8 r-0. .14Rz=4.2 27.6 Fr-1.8 r-0.5i +.14Rz=4.2 ', , r ur .. 19.6 ' III �_.Fz=2.38 Fz=1.6 Fr- Oe.101 ,Fz=7.48 . e::,,;+ Fr-0.888 Fr-2.9b .�Fz=2.9II c,Fz=D.886 _Fz='882 Fr-2.672=4. 6 ® ° Fz=3.97 0�4 87 M Fz=0.499 5 Fz=0.688 Fr-2.68 ®Fz=2.66 .I Fz=0.688 Fz=1.6 `,'Fz=0.066 _. _� __. ,i -7 I Fz=0.986 i u _I I z=2.a�--- FZ �a C'' _Fr-0.987 . Fr--2.88 Fz=2.66 F 235 _ 2.1 Fz= 3.97 ® =-' _Fr-8.967 ■ Fz=O'-12• Fz=2.15'' Fz=1.35,.Fz- .42 - - - - •• ` - Fz=1.`iFr-1.42 Fz- .42d B Fr-0.985 r Fr-0.995 • - Nig �4E10 „Fr- 9 9 : _ - ,r;.: gg F Fr-6,46 ..Fz= 7B-1.03 +i-+ � Fz=O� rz=1. 9 = :i6 '� � '�' =�88=1.88 ®Fz=c,Ra= =:a� r.r•�=+ <.. Fr-1?• z=1. 7�' = :T7 uF7z= z=2.08 _ Fz=3.82 Fr-2,BB + �.. .,• Fz=1.01' Fr-1.11 Ir�tl Fz=1PEf 9414 Fz=1.16 z=1.7' Irz Fz=1.46' Fz=1.2 Fz=1.2" �F51. ? 65 Fr-3.59 ,Fz=8,89 ■ F,40:97779 =I FE=i:i§ Fz=1.6d Fr-4.89 ���- 2p19 2.28 Fz=yB !831.09 - Fr- 189=1.80 Fz=1.99 1 Fr-77 ;63&1.09 - Fr- 18&1.80 Fz =''- :-3 8=_t:i �£--i:i: =r-0.6� Fz=1.53, ® ---_, - -- - �� e e _Fra Fz=1.2�,' z-1.63 Fr-1.18 Fr-3.45 z= . Fz=.09` �^ z=•.i•' Fz=1.2 Fr-�A>=2.II2 Fr- .09 --•+ +• z=. •`� Fr-1.35III s Fr-8.09 r-O.Z09 ' z=1.39 Fr-1.79 Fr-1.t2 Fz=3.08 f• ,828 Fz 41686 ,,Fz-902934 Fr-2,09 n.„Fz=8.92,Fr-8.093 Fr-1. Fz=1.42 I F =r-0,82.W Fz=2.69 Fz=2.33' r -0.987 ..1 Fz=0.903 -J . I Ll ;1 -- F#'k;4235 r ■ z=0.993" Fz=2.78 Fz=2.3 F� B.81 Fz=0.907 111 .,Fr-3.79 ,,Fr-1.16 Fr-0.006 Fz=1.67'" Fz=2,51 p Fr--1.73 F�0.892o Fz=3.48 Fr-3,57 Fz=1.6 Fz=0.086 ■ _Fz=4._lFz=0.66 \ Fz=3.71 0Fz=0.166 ®Fz=0.166 oFz=0.166 oFz=0.166 Fr-7.46 Fz=0.872 F 80.9765 !:9779!01 O ® 6 'u Fr-1.9z- .2 Fz0. Fr-0.915 Fz=0.915 Fz=0.915 Fz=0.915 0Fr-8.35 _ t =.538 Fr-3,68 '� 6 F 63898612 LI : 7 Li L Pi CC II Fr-1.12 a _ Fz-D.0 -D.5 3 _ _ Fr .01' _ Fz-0.41 - . 7 - - F14'x01807 4 Fro z 1.44 'f:¢BOlIIII4 Fro 1.44 tex0010774 Fro .44 _: 1136e : iFz-6.867_ . : :: 144:t98 Fz5F1.45 F092:' Fz=065 1F-. z • z . iF8 1Fz=0.867 ■ :,Fr-81938 19 0 O ® c+r C 14 I _Fr,-,0Q,.928 -- • ..,i: .6 ,Fi1=f:E�°`Fi=d:,r6 = FS,i-:_+.'076:.'+5.07 •Fz i.6:-..; F.80.•:. Fz=1.01 I 'II _ 234 _ ` „,r,,- _ Fr-1.83 a.Fz=2.Z8 - r-1:61 • .Fr-,,'':43.•; .Fz=;1'_ Fz=22 a+ F0. 0 Cr •z=1.95' - i III 1203 r_'--__. -+ . 7'1 Fz=0.945 ac Fz=1.05' Fz80' 5'i `• Fr-1.09II _ sa Fz=2 _.11- `Fz=1.09 F .+- 1.84 Fz=0. 8 oFr-2.Sl ,,Fr-01;2 III r -+,- ...9'FlL�10 -, .' 1 A,Fz=0.382 __•=0.352 II F Fz=1c" .'96"- z=� .305.3;, Ffea- ,.4.•,...j./;Z_ g:-3: .111212 1111 Fz=4.42 „c Fz a.42 1111„.Fz-,:;,;,-. Fz= 3.97 Fz--1.42 Fr-1.420Fz=1.35 ®Fz ,2.35 _„__. 4.7.82 r-+. "Fz=2775' Fr-1.35 Fz=1.57 •`Fz=�'Y��{ FLOW F33=0,499 =Fr-+ ••• III 4--r:-- .tl82 a z=_r-`.2.82 Fz=0'•97 oFz=1.6 III Fz=,_:4,��.- •2.88 Fr-0.:02`. 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Fz=O - .020rz ;2 . 37 z=0.154 Fz=O. 560 ''' ', _ 0.'�a0,9�Q87 9. , ,I ,Fz 0; '9 0.889 0 6 �!i -0.0525 �,Fz=-0.639 1 ©Fz=0.639 Fz-0 6f -O. lj• '9 .4.9 0.8@9 0. 4---!, r ¢z=1.02 =��92 - -- 3 -.3z-0.0.1833 - -0 71 a� s, vn :_• - - - Fz-0..O z=1:88993 ' ' Fz 'i F, z=0.001133 Fz=0.36` z=0.48. :.¢@-..36' Fz-0.36' •z--0:46 '.F ..36 `• : �' -u„ .,; 0875 Fz=0.768 18 1 Fr-0.00803 1 I .,Fr--9 r- .646 F0.466 Fr- @.9465 0Fz=-0.0175 ® a ti: Fz=0,698 Fz-0,47 Fz=0,37 Fz=0.698 - u i=.; Fz=0.00161 �` ----- Fz-0.0844 .Fz--0.798 Si.,. S,Fz-1.06 0Fz=0.3 ®Fz=0.3 Fz=0.466 Fr-0.239 Pi Li � 77 i r- -I'Fz=0.189 IPi LJ Li LJ 7 -.� n .:..Z..�-.Fz=. .SOB 0 II I��r�_q.969 0 =• r-64, -" - Fz--0.180 :___.�._f.,,c'8 ,; oFz=-0.0544J® F .@31 9 111 Fz=0.t,• •'-1.0175 Fz=0.169 Fz=0.236 Fr--0.491 Fz=2,0 Fz=1,13 Fz=�13® - � -. t�33 .F.#R-.:1;%F ,;`'••- �.-..801 - F#tt .096 ,, "'-_,, :..d89 _Fz=. --7.1'•.•• Fz-0.3 9- z-0.4`•'Fz=0.437 =. .: 1 1 F- Fz=-0.0143 �9 Fz=903®161 -�i xFr-., � O.SS7 +v"%'�� ®Fz-ti@iB&0.295 Fz=O. 5z=0, 3 Ez=0.427 F°z= ' 1688 44-4.351• ' Fz=0.385 frz E04 Fz-0.Tt=0.31' IFl33t` Fz=0.308 Fz 246 Mi=0129E Fz-0.412 ® Fz--0.489 Fz=0.431 Fz= . 27 Fz=-0.14 '��4� ' Fz=1.6 r A F_•:#A:114 o.Fz=0.575 &F;s11 377$ f6eft-114§A �><_®:� Fz=0.4 z=0.418 8F6f0.838 z- -.EiY�.414 _ �� r-f8080.t@8 Fz=0.11 -.. r u. , 0.423 = < �,z-X15851.508 Fz= 47 � �;1 9 ®;g ��0. • - z--0,980 - ��(Fz---0.193 - sr,-_;.._,: :r- _ z= . D4®Fr-`_ASOO.Fr-0.443asi4_;. .a II p Fz- ,.ce._;. -Fr--0.14 ■ r-0.0 ® '- Fz-0.25` _ c Fz='� Fz-0.30 z-0,429 Fz-0.45 z-0. 4 z-0. Fz-0.307 z=0. Fz=0.479` ® �Fz=0.493 Fz-0,925 -90381161 .�� n Fz=0.234 _Fz=lB2827 ,,,r�Fz=O.21.Fz=0.0808 p _, 274�.� 2819 n g,=.-� .�. • Ill 'z=0.31 I• z ...232' Fz=0.429' ,Fz=2.0 Fz=1.13 Fr-0.498 .T1•=0.1/113 1 ®Fz--0.0828 ... i F=0.0628 1 1 �.. ❑ �-.� Ll F • 3l£9 LI ®Fz=1.86 ®Fz=1.86 ®Fr--1.86 ®Fz=1.86 al _Fz-0.221 �iI Fr-0.180 'i�Fz=0.28@ Fz=0.247 ,.Fz-0,855 ®F Uz 46431 F.Fr--0.188 Fz=0.389 Fz=-0,0846 III Fz-0.0844 Fz=0,466 Fr--0.289 :,Fr-O�Bf=0.369 ®Fr-1.7 ®Fz=1.7 0Fz=1.7 ®fr-1.7 ® Fr-0.788 I Fz=0.4@9 F#382.09 t�.81169 Fz-0.197 Fz-0.197 Fz=0.197 Fz=0.197 0Fz=-0.0175 Fz=O, 1 z-0.73 j r �E94,10128 ❑ z--1.56 1,Fr--0.303 ....I LI i,F.�Y38919 F_,0II8HDIl1839I . ._ Fz=1.53 - Fz=0,295 Fr-0.433 Fz=0.295 Fz=0.458 Fr-0. •9 z-. I Fz=0.295 _Fz=0.433 _Fz=0.295 Fz=0.530 J lal:A875 _Fz=0.768 -bf8 J 11 I4,-, 0.36 ® ,stii:4�reas II F O 1 Fz=0.814 Fz-8.83 % F- F=iA89.19 Fr--„19.86L352 352 I F6=O0O1038 _ 8I�813 ,n �FZ .021 •, Fz=0.152 Fz=0.295 I n:D37/ Fz=0.295 Fz=0.} 0.16 ' • 69 Fz=•:69` Fr--0.323 1Fz=0295 -I,231W x�Fz=0.295 ".rr' •�'�` ,_ •�+ - s c' Fz=7.34 i Fr-43083 i'� © +F ----- . Fz=0. -, • Fz-I z=..0.. 3- n .Fz ..338 I Fz=0,0051 Y1,-1. ,, _ .-.Fz=0.341 s rt=O:9g;W-8:642 ,. _: 6, _F r__ r1 ll /Fz 1.2.3=-'•0'�: 2` Fz=-0.17 z=0.0018'' z-,Y-'^S#-s. 4 x I " 219 F.rA3H8._..__._ �`, Fr--0.494 ,Fz=0.0944�,� Fz=0.3f13 �:>r. 54 o Ali-�> 3.0472c,: J II Fz=i..- - • z=-0.0127 I - -'.0311__, - - -'+gs-.•.'',' 64 Fz=1.94 ..z=0.0371` Fz=0.00ffil.81' li ..Fz=0.680 Fz=O' '-_0. 1 Fz 0.98 „Fz 1.5 Fz=0.384 .,Fz-1.M _Fz--0,1@2 III -_ ' : Fz-O. 4 h z=:.c58 . r#;� :1z= 44025 5 F g -.#6 q1 9a 1 _Fz--1.51 Fz- ,236 o Fz a.13 Fz=1.51 ':_Fr7...!8343 Fz=0.088= .13 Fz=-0.236 Fz-0.169 Fz--O 01 164 F-,r• _-0.0175 Fz=0.169 Fz==- 00�. 844844 E�eO.-03-� I llIII fz=0,7. . Fz=0.466 Fz- -90381161 Fz=0..:98 Fz-0.8444 -9.8444 ® p ® Fr-0.00161 Fz=0.466 Fz 0.00333 Fz--0.00833 Io Fz-0.00833 :)Fr-0.00833 -Fz 0.00833 _Fz-0.0207 III ? - -- - " - 'n•'n i.Fz 4F„,=11.,,,a,„._.. .8 ,-.F 4,.768 'f _,..0@3D68 _ 3�1.Fz=0.49 F ,�,�:; . 9: • Fz=0 z-. z=.. 4,- z=. 33- 'i=0.15.1--'7'.-7.,-- z--0.71-1111 91 of 124 II Live Load Roof(transfer):All Loads Plan-26 II a ! Building B-Full Model_shear wall revision_manual holdown loads.cpt-9/24/2017 EQ X: All Loads Plan e EQ_X:Point Loads;Point Load Icons;Point Load Values;Line Loads;Line Load Icons;Line Load Values;Area Loads;Area Load Icons;Area Load Values;User Notes;User Lines;User Dimensions; Drawing Import:A-ANNO-NOTE;A-DETL-THIN;S-FSTN; II Element:Wall Elements Above;Wall Elements Below;Wall Element Outline Only;Column Elements Above;Column Elements Below;Slab Elements;Slab Element Outline Only; Scale=1:210 li Fz-33 FZ-7.33 I ri ' -E z-_ 5=25 r Li 1 It OFz---30 Fz=30 1 - I I I 1 It ❑ ❑ � 711 _._ It i. I , 0Fz 40 0Fz=40 QFz=45 ®Fz=45 L @fi,-.-§§ _ .0F4=-4q .,.Oj FzFz- =-45 ._ ;..,0Fz=45 0Fz=-43 oFz=43 - Fz=45 .. Fz--45 __ • I 3Fz---43 Fz=43 ! II �.. I il Li r. I S [ III . ! --� „F637. 5 note: 71 I (r holdown loads are the ilill z' �_ maximum expected strength of the tiedown I system (2.5 x design load _L II a I - per structural notes) Ir----- I ___1 I Fz=35_..km r•wsiormummoms --=35 III II S Fz=-30 Fz-30 `�Fz=-35.-_ _ z=35 a r _I a or i , I I Fr.-30 __... Fr--30 Fz=-30 _._ Fz=30 IIS n n n S a 92 of 124 EQX:All Loads Plan-1 II a Building B-Full Model_shear wall revision_manual holdown loads.cpt-9/24/2017 a EQ_Y: All Loads Plan II EQ_Y:Point Loads;Point Load Icons;Point Load Values;Line Loads;Line Load Icons;Line Load Values;Area Loads;Area Load Icons;Area Load Values;User Notes;User Lines;User Dimensions; Drawing Import:A-DETL-THIN;S-FSTN;A-ANNO-NOTE; Element:Wall Elements Above;Wall Elements Below;Wall Element Outline Only;Column Elements Above;Column Elements Below;Slab Elements;Slab Element Outline Only; Scale=1:210 I LJ --fz=5p-- 17 =33 FT r�z=28 .....___l F-1_— .____ pFr-3S ❑,- �Fz=28 f z=33 i _ 11 Fz=17.5 I. S Fz-17.5 1 11111 r �Fz-O II ] 1 1- _ Y I T T Ili ,Fz=--33 QFz--28 GFz=-35 0Fz---28 0Fz=-33 GFz=_30 c5Fz-50a - - -- -_. 1111 a:Fz--20 _. - 1Fz=20 .:::. _. aFz-35 -- II a FFz-30 z=43 ❑ ❑ ❑ Li ❑ ,i ❑ L, SIa ..oma a Fz=38 _ - ,Q Fz=30 a IIEl�Fz--43 _Fz---38 � / i.ii_L_i�._i-1_1_1_1_ �u — / eFz=40 / Ir-- Fz=-20 f - ----�Fz=•20 OFz=-35 __ _ III 1 r1 I note: holdown loads are the maximum expected 1 j 1 strength of the tiedown 11111 I '.. I system (2.5 x design load Li I per structural notes) III --1—,--- 0111 Fz=-40 _ ■ i II n ■ • a ■ Fz--17.5 O Fz=15 Fz--17.5 G Fz=-15 F-7 17 ■ 93 of 124 III EQ_Y:All Loads Plan-1 ■ t Building B-Full Model_shear wall revision_manual holdown loads.cpt-9/22/2017 Pattern: Load Pattern 1 Plan s Pattern:User Lines;User Notes;User Dimensions;Load Pattern 1;Load Pattern Names;Load Pattern Hatching; 11111 Drawing Import:User Lines;User Notes;User Dimensions; Element:Wall Elements Below;Wall Elements Above;Wall Element Outline Only;Column Elements Below;Column Elements Above;Slab Elements;Slab Element Outline Only; Scale=1:210 -;71 . I – f/ / i / — "// i / � // 11 E/' li - / i ��%/ // / // % / , �1 II 'i in / - l /, „ /,/, /,, , , J iii i / L / = III /; ;/ / ,%i///'/ / /. /z/1/ // / -/, ,, / / I Ld Pattern1 -i Load Pattern 1 / , , Load Pattern1 Pa / 1 I 11 C1 dJ 1_1' i L : J 1 TJ L. /j/i ,,/- ,L. // i • 1 • / 1 1B/ • �� til L1 'J . — // I II Load.Pattern�� 1 /: III/ ' ' / Ln ern 1 –• I ■ ////'• /' // �j I III I j : / 7 {; ❑, -1 /y,, III //i '/; ''/• /// • /, //,, :z.. .1% % /,/,/�! / ,//,; .;,,,, / // ,i ; /� // /,, I //' /� / , 1 t” iii■ 94 of 124 111 Pattern: Load Pattern 1 Plan-29 a Building B-Full Model_shear wall revision_manual holdown loads.cpt-9/22/2017 a Pattern: Load Pattern 2 Plan a Pattern:User Lines;User Notes;User Dimensions;Load Pattern 2;Load Pattern Names;Load Pattern Hatching; Drawing Import:User Lines;User Notes;User Dimensions; Element:Wall Elements Below;Wall Elements Above;Wall Element Outline Only;Column Elements Below;Column Elements Above;Slab Elements;Slab Element Outline Only; Scale=1:210 a \ ` ''''•\ : .',\ � I\':'"\ \ _\\\ — -- - \ , \\� _ _ ---- It% \t�\ \\'' ''-I.:'„.\,,,,, \ :SII•N, \I\ \I" \::\•I•I,S: \ --, 1 1,‘ •,\ \\, , ,,,,,.:::,:t. 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I II \ \ \ I ■ I \t I 1 \ t ■ a C ■ y`� ( L6ar1 Pa tem 7 111 4 �T ��' ■ ■\\ f ■ ■ ■ ■ ■ ■ 100 of 124 Pattern:Load Pattern 7 Plan-35 ■ 111 a Building B-Full Model_shear wall revision_manual holdown loads.cpt-9/22/2017 I Pattern: Load Pattern 8 Plan a Pattern:User Lines;User Notes;User Dimensions;Load Pattern 8;Load Pattern Names;Load PatternHatching; ' Drawing Import:User Lines;User Notes;User Dimensions; Element:Wall Elements Below;Wall Elements Above;Wall Element Outline Only;Column Elements Below;Column Elements Above;Slab Elements;Slab Element Outline Only; Scale=1:210 111 III LI �r i11 ._ -' - I-.. Li LI -- ... ..._ -1 II H I ill j / / / `%/%/ // /// �/ %/i ice/ -/ //i'% %%// _�/ _-- i - - % %' ��%/ ,� __; �` '/ � /j _______,____„,__2---.,_______,„2„„,___,2„-____22_„---_ � /i__�� 2,,,,,__ ___ /�� // i � j �/ / / `, % Pte / /`�/� _ '/i i - / � oi// % / / `�iii/ �- --------/-- �" / % / /� _ - - //�/ / ` % j � / i �/ j% / j_ /i / / / / ///% / / j �/ / / j/ �/ �// /' / j/�// / _111 / � / / � / /--/-_______--:-_-_,j / / / j // % i/ � / %// / /// ---:;----:_-_---_---- / / / %�i � % j`j //� � // / / i// � j ��ii%// / /�% i // � j/� / :jam �/i� i � �% %'ii % i� j / II E7 Li Li 1 al I I i r • I ! • _ �/ / i /, _-_,, ,.--- al a /-moi// -�--///i_� �j moi/ //��i/ i % / - > = %'- : __---i% r__--_-_________-_--22„->„--,__-_,-- �i%ice 'r-/�--- �� -- II 101 of 124 Pattern: Load Pattern 8 Plan-36 11I NI Building B-Full Model_shear wall revision_manual holdown loads.cpt-9/22/2017 Ii Design Strip: Latitude Design Spans Plan Design Strip:Latitude Span Boundaries;Latitude SSs;Latitude DSs;Latitude Strip Boundaries;Latitude SSSs;SSS Balance Percentages; ili Drawing Import:User Notes;User Lines;User Dimensions; Element:Wall Elements Above;Wall Elements Below;Wall Element Outline Only;Column Elements Above;Column Elements Below;Slab Elements;Slab Element Outline Only; Design Status:Latitude Span Designs;Latitude DS Designs; Scale=1:210 NI 52%DL Balanced 70%DL Balanced I 53%DL Balanced,WT.Di_I�tip tite+11a6MIt6L Balanced 72%I :a ante• 1 64%DB4lanced 78%. :a ance. 61%DF Balanced. } II III - eti i ' d 52%DL+RLLBalanced 46%DL+RL Balanced ?7n/-Dt-R LBalanced i °°� R LBalan ��1.0p1DLSalan-ed j 80J�LBalauced _?%DL-+-Rtt Baln�weil 499'°DL*RLL Balm��ecF 9°.DL'S'RLL 8afany pDL+ p[,Bt1( _ _ �_ a _1 j-1 :5% R. L ,, -- I_-ILII_ 1 1 S r :a a- ed45° 50%DL Balanced 154%DL BakinalL BaiAh'c1HL Balanced 'I. 75%DL Balanced 75%DL Balanced I, 77%DL Balanced 63° lanced 59%DL Balanced ° ted o DL Balanced Ba DL ° Balanced anted ,i L 1 B Ba I °°D an ° 82%DL Balanced RLL. r-•• ted 70/ 35/DL+RLL Balanc DL+�pG61t1 ...,�1�tanB33 Bala �" .+ R LBalanced- 50%DL+RLL Balancedah ice, 54/DL+RLL Balanced E. 54/DL+RLL Balanced 56/DL+R LBalanced �.,_______46._____r_%DL+RLL Balanced °.. _:..;L+RLL Bala.ed4 DL+RLL Balanced�' CC ._ I ■ 1111 I IF it l I I 11 II LI 120%DLEBalanced 76%DL Balanced 55%DL Balanced 9%DL Bothnia+848fialiDL BatsBalanced i 63%DL Balanced 67%DL Balanced 69%DL Balanced 62%DL Balanced 69%DL Balanced , 56%DL Balanced B. -75%DL+RUL Balanced 49%DL+RLLBalanced j-39%DL+Rk.L Balanc DL+ to an' an6ld.Balan 4d 44%DL+R L BalancedEl. 47%DL+RLL Balanced 49%DL+RMil.Balanced 44%DL+RLL Balanced -. 49%DL+FT..Balanced 40%DL+RLL Balanced -i Ill T1111 I 11 4•'/DL Balanced 73%DL Balanced 52%DL Balanced f 52%,ISL BaSO,t6 t.B--" -At.Balanced 63%DL Balanced 67%DL Balanced 65%DL Balanced 55%DL Balanced 73%DL Balanced 74%DL Balanced j ■ I 1 .5%��L+RL`L Balance• 48%DL+RLL Balanced -39%DL+RLL Balanc .°'DL+-•.PbBMtan�.-, .EBlanetd.Bala' 'd 45%DL+R L Balanced ii. 48%DL+RLL Balanced r 47%DL+RLL Balanced a. 40%DL+RLL Balanced _ 531 D.L_t Ralanced____.__,�57%DL+RLL Balanced fi fi IN / , `-�.. L 6 � , 1 S Jj I s ■ g DL Balanced 69%DL Balanced 68%DL Balance 1 6%DL �r:td +aiLiLBalance - 45%DL+RIL Balanced • Il 37%DL+RLL Bala'ed _I 1111 I� , p _ l S I 55%DL Balanced 68%DL Balanced 52%DL Balanced!.1%DL Ba4nced 5 - %DL+R L Balance48%DL+RLL Balanced -9%DL+RLLBa3att6=z-._' RLL Balanced II I � I a 5 72%DL Balanced 72%DL Balanced 56%DL Balancedil.4%I,r L Balanced -..y%DL+R 1.Balance 52%DL+RLL Balanced -40%DL+RLL BallatideilL RLL Balanced a 102 of 124 li Design Strip:Latitude Design Spans Plan-37 � 1r ■ � ■ r ■ ■ rr ■ s ■ ■ ■ r ■ ■ 111 ■ 111r ■ 111 ■ rr . 111r111111 _ tomo. v 74%DL Balanced - 89%DL Balanced 69° LBalanced._ 57%DL Balanced ! 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MIN / a 2 ALi 73%DL Balanced 70%DL Balanced 11%DL' alio, d 59%OL Balanced G2%DL Balanced 69%DL Balanced 73%DL Balandifi0'• 1p t 55%DL+R L Balanced j-j 51%DL+R L Balancid8%DL+ i lanced a a my C. ---- a.1c:.'3%DL+R LBalance\ • %DL+RLL Balanced- 45%QL+RLL Balanced 10%' DL+R�LBU09nc, jL Balances a D I_ I o 0 1 L) _ �- 1 \ P. r O }1 j I DJ3a m res Y) 3 I I A m w, o °W' iY F 1 n 2' DL B.:an e. 51%DL Balanced 69%DL Balanced 62%DL Balanc@d0%DL Balancedm y 1.4%a B: 1-dSAL+RLL Balance. _ 46%DL+R.LBalanced 6%DL+R LBSr .e..� I ,. i RL .8alanc d • m 3 R. m P. W m - IIII d aI. 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O lq a m II I in J, ro n• cu I d (0 5.5%1 DL Balanced49%DL Balanced 62%DL Balanced '189%DL BalanatUDL Balancedro in 3.4%D e RILL B aliIWMd3L+RtL Balanced— 43%DL+Rift Balanced ,654%,.DL+RLII'84'a®hgeB{L�,l.Balanced rn O_ c/o I v B r D o 0, oto s O a U Co N o o0) m A o. En m -o n . u, v E N W NO c0 F. V 11 Building B-Full Model_shear wall revision_manual holdown loads.cpt-9/22/2017 Design Strip: Punching Checks Plan Design Strip:SSS LLR Parameters;Punching Checks;Punching Check LLR Parameters;User Notes; III Drawing Import:User Lines;User Notes;User Dimensions; Element:Wall Elements Above;Wall Elements Below;Wall Element Outline Only;Column Elements Above;Column Elements Below;Slab Elements;Slab Element Outline Only; Scale{"(.3-10.. 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Reinforcement:Latitude User Concentrated Reinf.;Longitude User Concentrated Reinf.;Latitude Program Concentrated Reinf.;Longitude Program Concentrated Reinf.;Top Face Concentrated Reinf.;Both Faces Concentrated Reinf.;Concentrated Reinf.Descriptions;Concentrated Reinf.Extent;Latitude User Distributed Reinf.;Longitude User Distributed Reinf.;Top Face Distributed Reinf.;Both Faces Distributed Drawing Import:User Lines;User Notes;User Dimensions; Mesh Input:Slab Areas; Element:Wall Elements Above;Wall Elements Below;Wall Element Outline Only;Column Elements Above;Column Elements Below;Slab Elements;Slab Element Outline Only; ■ Scale=1:210 • 2T 0#6$7 71T — II — mi 4 i .0 {4}#6x (8)7f6x ° -8}I#6x{ {4}#6x {9J#I'wt {9)#6x1 x77 }- _#fix16,e 2 —j 06x7V2 ! ________5.,„_ l E '-"6V--- ,sti x j -;-11 4 (6}}t6x (6)il Xi 'At:tti m. a mi ! gx1oe12r : El 11111 1 14#6x25.37 I 10.57 (9)#6 i T 8#6 #T S#6x _ 9#6z 9 6x'ty i. -—f`�` -- ■ �� ( } (} ( { )# '' �ry�� (9)#6x�: (10)#6cr i T ry cv �; (7)#6x {7}#6x'7�j itl x #! 3! it! itt R. itj ari .- NI .1 a a; c • • ■ • #6x16@127 • II • (6) 6x18.4r • 1,#6x67 !! •6_6J12T (9)#6x'( Tj (9)#6x'13"Ti, (12)#6 T (4)#6x c}rJ i$jJ (9)#6x' rj {O)#6x (9)#6x')7.1 _ (0}#6x (7) f7� ! 1_ r • .- �, i'�}.( ���.���JJJ c�S�. a c�i i xi x� x it id K{ x ec"} x l t dl Til, 1p (9 1D %i 4. n. 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XI XIS ill iti • Id 6x67 (9)#6x _ (0)#6x 4 (9)#6x1 x1 x is Ec' III co; 4t 1 F,! a °'I mI 111 I II 1111 i ■ n: ni n n t_ ( `o *.�X6r (9}#6x i. #i (5W-6x c'BT AMIIIIIMI■ 105 of 124 III Reinforcement:Top Bars Plan-40 a ■ Building B-Full Model_shear wall revision_manual holdown loads.cpt-9/22/2017 Reinforcement: Bottom Bars Plan 11 Reinforcement:Latitude User Concentrated Reinf.;Longitude User Concentrated Reinf.;Latitude Program Concentrated Reinf.;Longitude Program Concentrated Reinf.;Bottom Face Concentrated Reinf;Both Faces Concentrated Reinf.;Concentrated Reinf.Descriptions;Concentrated Reinf,Details;Concentrated Reinf.Extent;Latitude User Distributed Reinf.;Longitude User Distributed Reinf.;Bottom Face Distil' la Import:User Lines;User Notes;User Dimensions; Mesh Input:Slab Areas; Element:Wall Elements Above;Wall Elements Below;Wall Element Outline Only;Column Elements Above;Column Elements Below;Slab Elements;Stab Element Outline Only; Scale=1:210 Lia • 111 �— ❑ ❑ (a)sgxlz6 ❑ (1 z)#sxtz6 Li ❑I {(, �x3a 1 (6)#5x168 - bottom cover to CGS=1.5 bottom cover to CGS=1.5 Erg v --tg _1.SS II • -i 7j bottom cover to CGS-1.5 �E ■ a • II r'I �� (a)#$x126 ❑ (12)#5x126 bottpm cover to CGS=1.5--. bottom cover to CGS=1,5 . i w -1 ci [1] #$X12@12= n N bottom co er to CGS=1.5 y 1111V - -- 0 r 2 O: ti i ry N G' rv°Y--eon--* - - i may`-°a"'- xE 7, E! o #of ak a,, ! m> 1111 v _-_ ___ 5 ■ -, r, y'er to CGS=1.5 in 4j#5x12p ,-i (41#5x126 ;� (13)#5x126 p �a J bgtlom laver to CGS=1,$❑ _ bottom Cover to CGS=1.5 J bottom cover to CGS=1.5 �_i c4 1 #5@246 III" bottom cover to CGS=1.5 C7 - N 4111 #o LI botto co er to r• 0CGS=1.5 i (4)11$x126 (12)#5X1�2B II -- - - bosom lover to CGS=1.5[11, j ILi bottom cover to CGS=1.5Li a ■ • ■ ■ 11111#5@24B - • bottom'cover to CGS=1.5 — — L • 111 ■ • ■ •• ■ •• ■ •• ■ M N III 1 III `u co u 1O o (4)#5x126 ■ ,n o bottom cover to CGS=1.5 • aka -___._.. , _._.........__. • • a ■ 106 of 124 Reinforcement: Bottom Bars Plan-41 11 a ■ Building B-Full Model_shear wall revision_manual holdown loads.cpt-9/22/2017 ■ Reinforcement: Shear Bars Plan ■ Reinforcement:User Lines;User Notes;User Dimensions;Latitude User Transverse Reinf.;Latitude Program Transverse Reinf.;Latitude User Individual Transverse Bars;Latitude Program Individual Transverse Bars;Longitude User Transverse Reinf.;Longitude Program Transverse Reinf.;Longitude User Individual Transverse Bars;Longitude Program Individual Transverse Bars;Transverse Reinf.Descriptions;T Drawing Import:User Lines;User Notes;User Dimensions; ET I Element:Wall Elements Below;Wall Elements Above;Wall Element Outline Only;Column Elements Below;Column Elements Above;Slab Elements;Slab Element Outline Only; Scale=1:210 ■ __, 11■ ■ ,„. iii , 1-1 ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ _ ■ ■ ■ L.■ Li ri ri Li■ ■ - II 1 ri ■ ■ ■ - ■ _ L NO SHEAR REINF REQUIRED C I ■ ■ 1 ■ ■ = = o ■ - - 1 ■ ■ IN ■ 107 of 124 ■ Reinforcement:Shear Bars Plan-42 IN III Building B-Full Model_shear wall revision_manual holdown loads.cpt-9/22/2017 Reinforcement: SSR Plan a Reinforcement:User Lines;User Notes;User Dimensions;Program SSR Callouts;SSR Callout Details;Program SSR Rails; ■ Drawing Import:User Lines;User Notes;User Dimensions; Element:Wall Elements Below;Wall Elements Above;Wall Element Outline Only;Column Elements Below;Column Elements Above;Slab Elements;Slab Element Outline Only; Scale=1:210 a � I i r - - 1 n III I 111 (8)111104 I_; • ;�. Firsts c' =4.25 Firsts•. .=4.25 First S.Mrn•=3.5 First Sit}n inq=4 First Sp anq=3.5 FirstS•En•=3.5 ____ ___ Li FirstS:a ing=5 j First S.-� •=4.25 1/2' iSR 112'TSR 1/7 'SR 1/2'ISR 1/2 y�SR 1/2' '•SR J 314 SR i I 1/2�`SR I i a 1 a I i_ a (6)7@_5__ 1 • :1, (8)1116_3_5_1 --(8).111,45- Mg 1421 . n6.zs ■ First Sf)aCinq=5 First Sp i q=4.25 First S..�j .=4.25 First S ctn =3.5 First Sp ci q=4.25 First Spaanq=3.5 First Spa�ci q=3.75 First Sp c_ q=4.25 First q=4.25 First S.a ing=5 112{$SR 1/2/ SR 112 SR 1/2 SR 1/2 flSR 1/2fySR 1/2 SR 1/2 SR SR 3/4 SR a a Ell rilL flLl / a I 1 � i a ■ 1 II III___ s•e•.25 11 1 - Fir ..TAI'..=,.25 1/ ''SR I ',. 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Y Be-S U Y _ -.__--5 10 n SC-t U�Y be-G ,� U 3F- _I OK T1_' OK- --yLOf- LI OK n Q-L1 o r. �- 9C-2Lo OK V IF _ OK v S OY OY OY 0. 0 0. U 'T Tr 00 0 j `O .0 00 .0 ea0 ,O m ^O NO e- r- r �" I III I1C-1 1C4 1C-5 1C-6 1C-7 1C-8 1C-9 C-11 1C-12 OKf 1C-2 1C-3 __ OK II-� OK OK -, OK OK i- OK I 1C-10 10K OK j-� L; OK OK L1 0 _l ❑ OK-r--_J L a M a Uo oU0Y UY NO UY ro0 UYO JYO UY DO UY0 'Y mO NO0 ri � cr � { c S 8 8C-2 8C-3 8C-4 8C-5 8C-6 8C-7 8C-8 8C-9 8C-10 S Li K i OK OK Ei l 7 OK OK OK 1 OK _' OK j OK OK H O __ _. J n in 111 I, ,. o c0 =0 •�0 .0 o0 r0 .0 c0 N0 III 00 4C-2 4C•3 / 4C 4C-5 4C-6 4C-7 4C-8 4C-9 4C-10 OK 4C-1 ri OK r; Failed: .3.3 OK I OK p Failed:18.3.3110 II Failed:18.3.3 4K OK Y 7 �YYjj _ Y o NO I n0 _-_ -To O _ - �O _0� 6 �01 . t. J Ilf, a O n 7 a 1 N I -,0 III �1 00 11 I a N ! SERVICE STRESS AT TOP OFSLAB ISW/INS%OF ■ 2c h 3C-1 3C-2 - 3C-3 ALLOWABLE OK OK OK OK M I 1 III ' J t r N xn ,-0 '''.1111 a 7C-1 OK 7C-2 OK 7C-3 OK 7C-4 III -� n _, OK — ■ IVY VY VY LiX o0 1 rO =0 �O I a 6C-1 6C-2 6C-3 6C-4 ._..._ OK -OK L.._1 OK - OK S II 114 of 124 ll Service Design:Status Plan-49 ■ ■ Building B-Full Model_shear wall revision_manual holdown loads.cpt-9/22/2017 a Service Design: Top Stress Plan a Service Design:User Lines;User Notes;User Dimensions;Latitude Span Designs;Longitude Span Designs;Latitude DS Designs;Longitude DS Designs; Drawing Import:User Lines;User Notes;User Dimensions; Element:Wall Elements Below;Wall Elements Above;Wall Element Outline Only;Column Elements Below;Column Elements Above;Slab Elements;Slab Element Outline Only; Scale=1:210 ■ Service Design-Section Analysis Plot:(Gross Section Top Concrete Stress)(Context:Max Capacity,Max Demand) 424424 424424 424424` 424 4124,4244242 414124 _424424_______ 4ZN124t 424424----__.________, _ 4N124 424424 __....__.�- 424424-143.`';4 4:3324 424,424 424424 ■ ��.,141 141 innienei.480- 922-. 141 141 ''149 141-.3.f i av,:o "� 141 r.,,._ N N 424424 /� 55-q.., .1:ir-.. es i'41 141 141 / x•4;6141 141 4 _ . 14 141....m-4Em 141 141�ga m�141 141 i� ,4:r•� ._.. 4-rj` ,�, t. _ 10.9 424424d, 42442 Lf_J �-_ �, .-ir _ a to ----141--14'3. 141 -141---..;--i; N` 1:1;:-.214 mr ` IN -127l.�'�-111 4. rn'. 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', 141 141- *.,;'q"'A 141 141,4 18b`, 14112141,417)-179',,141 141 141 N�' ,,141 941 "'�,/ �,141 141 `" �W� NN 1139; !r 4�/ ,4 �4I}'�'/ .141 141,.r %�'•.v141 141 4 n "�V141 141 .440-„/179,....141 141,4"" N .-� - / . 1 % 4'V 4Q 4�'fj 4`'{� 4'tp 4'h 4 0 4 ` 4` { 1111 v \ -16'-223 j• II -256 N T I N n 1� -142 N co, -238 N O l -22•-2-226 N N 4l, N m 1 A 4 4 -368> 4 I 4 y."rt; -246 4 ! 4 I. -220 ..,1`,„.1, -265 <" 4 . ._ ro I �, -350 v:. 4•=� 4 1 A A r• 4 I 3.4- e4- l 4 f 4 44 + c , 4 ■ _ 4 Qy o I r, 1 N n { 1 O 4�� • � 4I IN 7A.a 7A:� 7A�a�1 7Air 4 4 V ■ 42424 42�a, 424424 4:.ati.. 424424 4.,t"„ 44 424 4 4 424424 4 4 424424 4.4.x.} 424424 4?a.'.S�/1 424424 4'4"3 4 424424 4 424424 4 !`3" Q•- -� 1414 "7�`'�,141 141 N 150 , u Rr"' N4'A4r �'`v 141 141141 v 141141 c1c�2`•,141 141 �` f ,, 141141,a < <�. 141 412yZse 4:402:i "��t4.' 4 ,� 402 -it'..---N 4 _ ,...ii \` r ..\� 141 `N, 129 14114'� X 141 14143.-1_ 4 O N1,..- 74 r _ 4 -101 ' N.e-+ N _1 �` �r}_1 -�`._141 141 '� 83.7 141 �.` \j i lm 11111-'4;.- N I �-103_�/46.+. 4.` 44 4 --__-_- i-319 w 4/ a N N.- �, 2'`- \ .. 4\ -17-a -125 _317 j_ i9 239 .04 r 4 4 247 �, -241-17203 ll -288 vu-�,.o- vim" -189 -65 \1 ■ N`. (m v +. l R N .+ f 4 l�i G v i� Q-I ,e- 4 7 `" -430 ry r \ N e-,-\ I 4 4•1 1 4 0 N i4^ i -...�1 N .r'��.N• -__� " N 4 41 N c \O 1 4 el � r 4 4 r• P 4 f 4 -- --- - I - 4 _ 4 N , I to 4 M .C) ! 17 N I '. N cd 1i 4 4 0 ■ 1 1 N iti v I I `� f 4 o' N' ■ n, 424424 4:a to /424424 42442 424-- 424 o..W i'[ sr r4.1�, {3141 a '�141 141�4�i 106 ,,141 141�� \ ". 141 N z.4 1411 ■ _ 4 1-1 'A 4 FA i� ry/J '� 18�A-243 �v -279 N -�N '2:-1371 ■ N -- 4I N tgi 4�( A 4 A I / A P n A N ill N A , I ' W /AA 4 t a \ I i I o 4 ' 1111 - , I o1 N iN .'111 1 I n w M LT, Oj Q A V r A 4`- c �4° 4 r ��„:?...I, g v Z4/ 424424 424424 42I's424 4:424 ■ AI,v41 14 0' ISSN 141 141 129 f4.'441 14ii �1 141141 _ NN � Inl\-14r23t AP ` ''N' -107 Nni'+\�\-209) ■ \\ -313 <*s. 4Ct.ir I 4 . 44 rn 4. ` e4.1 r III OfN ■ N A M c 04III n H n 4 1 o.; I �� r I 4 I 4 4 4 424 Q4N, -42-72-4.4,2.- 24424 4; •2'4 424 •24 4:424 ■ '7141 14IN331"// 5,,141 141'dry 6 ,r: 141 14y 141141 �1 -14-198 - -130 -162 ■ -310 115 of 124 ■ Service Design:Top Stress Plan-50 ■ a Building B-Full Model_shear wall revision_manual holdown loads.cpt-9/22/2017 III Service Design: Bottom Stress Plan Service Design:User Lines;User Notes;User Dimensions;Latitude Span Designs;Longitude Span Designs;Latitude DS Designs;Longitude DS Designs; III Drawing Import:User Lines;User Notes;User Dimensions; Element:Wall Elements Below;Wall Elements Above;Wall Element Outline Only;Column Elements Below;Column Elements Above;Slab Elements;Slab Element Outline Only; Scale=1:210 -_..". Service Design-Section Analysis Plot:(Gross Section Bottom Concrete Stress)(Context:Max Capacity,Max Demand) 424424 424424 424424 424_ 424 424424 444424 424424 478.424424424- 444424 424424 378 424424_ 424' 1 424424 424 424 418 424424 232 a - =t3\ N/r- '---„ ---30811 -T-w.. 236---._ .. -N--/---- ____ 417 In,, ._...__ N. 141.141 141 141,/44, 1 N'�,141 141,_,..r 1 i ON 141 j 1411 141;v r a 1 r 141 141 a 1 un\ 141 /r"`\ 141 141 136141 q 141 x_141 / 424424 414417424424 424424 ,-c< Nr h ,-n r' ~� ^ aJ A1+� rP" +^ . / N a, -0. f J , _. a ry _.........._- _ `` L, _. ra H_,- ".'_.__.�'\ r i• v Ta . 141 1 ar^ r`+ 149 141- a to �� ......--,.1.. ,� ,%al-SD'�_al /co'� v11 rn/ v•� L., � `1.. .1--- / ee'�t _';,vi d,A`of '-7---"----1i r I' i� •-,aa Al 1CN -1�__. Nl`.� llt! N Ft` N �u'i Ell\----A. 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N r- A I V7 N.. m I -_i a,l N 5. n I W A cD a, # A #: Ofi. :., I 6.,Il : w O N rn I La narn O °W' 6Xl44.9 (9}#6z Ar ����_ 170 29.151.8 0/'1), (9)#6x co'a :. vt x -296 \�'K- �� �n-7-8.8_��27� J: o? 1."673 -495 c 06 -; /f N -4r 67,-672`1f-. 3 I -1050„ - 7L7 -10605;. 4C, 1 IIIi/ a I N.: N ( N co N rn co 1 e. t0 H N • 7 1 4( ‘,. ■ III i ■ X y O N O ,,,..,-• �k p (9)#6xAl''.' ^ 72.1 3r n (5)#6x c 1•'9 E7.99 "����-333333"'''' --x - --_-- -1.111------ -- ----_~ ; __ . -3266 266-� +^ -232 _ _ '-266 -279 -684 -693 -693 -690 _377 3g 117 of 124 ■ Strength Design:Top Reinforcement Plan-52 a MI Building B-Full Model_shear wall revision_manual holdown loads.cpt-9/22/2017 Strength Design: Bottom Reinforcement Plan a Strength Design:Latitude Span Designs;Longitude Span Designs;Span Design Bottom Bars;Span Design Bar Descriptions;Latitude DS Designs;Longitude DS Designs;DS Design Bottom Bars;User Notes;User Lines;User Dimensions; ■ Drawing Import:User Lines;User Notes;User Dimensions; Element:Wall Elements Above;Wall Elements Below;Wall Element Outline Only;Column Elements Above;Column Elements Below;Slab Elements;Slab Element Outline Only; Reinforcement:Latitude User Concentrated Reinf.;Longitude User Concentrated Reinf.;Bottom Face Concentrated Reinf.;Both Faces Concentrated Reinf.;Auto Face Concentrated Reinf.;Concentrated Reinf.Descriptions;Latitude User Distributed Reinf.;Longitude User Distributed Reinf.;Bottom Face Distributed Reinf.;Both Faces Distributed Reinf.;Auto Face Distributed Reinf.;Distributed Reinf.Descriptions; Scale=1:210111 Strength Design-Section Analysis Plot:(Moment)(Context:Max Capacity,Max Demand) III222E 20E222139 119__•_ ;}22 N7,139174161167163152 N ,_.(138._____,--2(___--423r_ 1 NI,;144 , 10- !�,r 505 - _ - - --� 4:1._`' _- -----�-� 30 ,132 -...i -�_�, 131 �iw3 80�I86 °oti-: 30 -- 9.�1..._�� ix� m rl Q,d1 --__� Nle !Y r 6N: { 6 L i 7o'M ' "�- � t] -- o ' 245258--,� 7 274271275- S�i ,...,r4.11:"..1-....- } -42.9 m lm i� -20,40.-19.3 .tib 0',5 0 71 x'61 (4)#kx126 39 149 (t2)#5x126 ad 27 of 12 2 ld1J73 5 No r W 1 .` �i N. t',, �D lcr c es ,M- ., W -- O jj }g� �}} _ 6,1,7° F' -12.8 51 y ■ m6#5x166 .-Irn N , Q m. r `1 2 5x 8 _ Q -'02.5- Al t�,(e{1 V ^T `I l Im__ ^ ` _{_)___- -__.__-_.__ m I m Y NI jl u Ilo 1, ! I ' 'CO-la QY m n {01 O: M m .- N � l i I � i v 11 a . _ l i E III 3. v l 919 I 857 A \ _ 845 I 1 _ 846 �. 1110 a i 'o G5540598 824 rs .,. v n -l0.4 5-. o \ X45__,_ 6 1 `n m •Q 8S'-- c6 \ 71 -fy7 -t ^ _634 _Be`1 .- `w''- .2N: 351 .NI 22U� - :N! 219------'-t- '`_.Ma 270_= �---� - .MD 260---- `\ M '2.47/' -����\,_ ao\8 ',5t}5 2N; 262_ r�� _ 244III 211 0'- •i6'6-----262----J6.- r•1 _ �� / \� 5 _ .m __ f r � I- / 224 336 1 -1- N m {9 -40.1 Q I n m %A (4)#5x128_-...__-_ rn 11 4, p...- .m ____ i - -1's' o m 3 34:. • 2 y-t% -■ �. hr {,zt#Sx,�6 `o}� �� �}-� N n •_ Q�_ ;NI, mIU .;N /.Hd _;N�i-N1 -:�( �-�7 -M� %�N2 _�g /!-,�2 -__.- .M;x10._284-20._10.79.4 -73.4 'N6/r15 n 1 Qli zN' -V. / #5x12 128__.. / / �/ / 1. ■ 1 d' '• j i I//II I • • ' i III 1,I l. - II I( i' l /11// / SII m'. roI{li1� m.i' m111 of m'. o¢r o(I o.11 Hill SII �1' CO 1 1I T. { ��l + O m N #j 1 I� �, i` Il f 1 1`1 1 ,Il l�, ' nil ® \ ■ },. i� 11 d i y 1 l y ro ,, N 3 / ii ti 944 \. N 920 ` �` T 860 \ N 8630 1 M 921, 0 .1020 l 0 857- -- m 680 -75,,rt 2 I rn i Ni . oov--._�\ co - w `v' ....„--0 ------.„ v3 1 .- ..d r -�-- o of 1 _j- -" rn6�"-_.__�` •ro s..a--t. l, n {4.q 425428• 1471;713_----- �. --:NI 231 329 .N4 \\210__- x,26�,� .w4 ,, �,. �' �,`_-Mr '�-- "M �..----------------::::-----,:g(' ��\�'O' 65�� %-' .N 2431"'' 2 ',309/ r. 314_!- 4 1313- > '283--�-"�-- 323 !I ro, \ / 4#3x126 i (4)95x126 _./(,3 5z126II 03 N, {'? �' !�10 _;n( X)2 -74.9 -:v hen 17 Ti, t- 1 mU -- -.._......._..._._. T, a i:et.m0 -.N C- _- ____-__ - ,-244 ------ ---- _:m( I`-9 :{yI 1 {y {Q1 tie' {n N r N ; N N , N co i N M 1 N M - N N /''7 N I N 7t.1 N CO f N)-,jn - ---_- ___m #5246) I •_ - - ap l iM .111 _____.._._ _ !M __ -' N iv m 1 m muni 1.1:1 ofo m QI nI., c' ro !L• III O I Im, ( I Mn1 MI I o =. m Pr, mm' O1 O m, OI r1 OJ M M .IA N I 111 I Q 1 41 131i6,_- '1.-- I m m m +"- m m I 1.- ;7 I m • .m-� I N I'mII x^54 654 r� Ir^' / _=.�, 342 516 m>6 311�� 7s94-� n 676 �Iqi 460 a 430310 m 4 690 m n NI m !ti)I ry N 1306/ / Q I-1 /- 974 `\`_"' '' 35.9 -'r+-� 1 715 ..- -..�-�1 r 173 - `-- {c_5,.,..130____--- _'_°.95 105.x. ---�_m_QS I'123__-_-�'- �;�_n 96 185139 ` 387-tr-2 3155 172--------t31--2.747,' Q �61a 1 zv- t7z3o m Q .m ,m, co Q Q1 m O '112 Q ;127 �`1 Q Q T- W II - `i I ri 2{Moi ,�11"•117 n�i -273 •mg m'04 Q 51 X65 1014 X12 r�m X12 L u1 r5 l X27 X105•X0.328 -�,�{23 x-39 ,....-L 1d M' n - a o .QM o., �, �iQ 1 ' N N 1 /@ COei O - n .--_ O Q Ft-. N A! `.J. ,,L,,-, J I i I Q,m N I r Ib� N Q M ONO O M r• Q M _m•.� N�M. I Mac- •� Q'c- Nr N NLO ; N� O Im11 M N m CO 1.N M1 III m N 1 ( 1200 m IM m, ■ 580670 '\ ._,---8178-----, °° �' - ---265---�3' \353-- 246 �_� 1n 9 363 508 5� 441- 2:� • 4962.8 o__,,-r - 71,.9- �'i 159 ■ ll m -0.501lm 2 mi6 en ,61 ---- JJJ p - n, i ,s N OQf es r. O N N,-.....,\-. SI I II W M{.N1 I 4 1 m l _.. i W CO j I to CO 1 a 9l W n; tl I .W M m 1 1 1290 1 i J26III - �r*48703 `, i�-� / /1 70470m2 '5;6,479 '0 21'g--�.31wc \354----_,--- , 54 \. \348, m17.------m 1�r m ,99ri-3.5 �'c // +�f .N 68.4 2174 �1�� CV 3610//m1.49 •2;01 �- D -2rn n9 n 1 ■ r Q M v ' / / / II / IIII I / ; i i N Ni I • co N� / co n11�i� II an 1 an i '\ al tt 1 v t `ti ii I , (4)#0x1107 - 1 6, ' 1 a rn,.a 398 382385 N ---�-•�-` 'a i 382; 1." .* 3'3`393 N IL+ ..117.2 ! nH• ____F- �1H7�.% �`:1890L_195__---...--Qtr -S.JS ri ---77.8 -24 -48.6 -57.6-67.5 II 118 of 124 ■ Strength Design: Bottom Reinforcement Plan-53 II ■ Building B-Full Model_shear wall revision_manual holdown loads.cpt-9/22/2017 ■ Strength Design: Punching Shear Status Plan ■ Strength Design:User Lines;User Notes;User Dimensions;PC Designs;PC Design Numbers;PC Design Status;PC Design Stress Ratios;PC Design Sections; Drawing Import:User Lines;User Notes;User Dimensions; Element:Wall Elements Below;Wall Elements Above;Wall Element Outline Only;Column Elements Below;Column Elements Above;Slab Elements;Slab Element Outline Only; Scale=1:210 ■ ,,3,,- - 10 151 ,�,. _ �; �231 -27, 131- [35, _ E39J p IInon-standard section) jOKr OK(non-standard sectionOK(non-standard section) OK(non-standard section) f OK OK(non-standard section) OK(non-standard section) I r' USR=0.581 USR=0.804 (LUSR=0.759 USR=0.489 USR=0.704 USR=0.517 USR=0.652 USR=0.75 OK(non-standard section) OK(non-standard section) `USR=0.333) USR=0.653 ' ■ ■ .. ,.Z) 041 ;221 ;261 ;301 34-1 1381 -42' 46 111rillsection) X171 OK with SSR OK with SSR OK with SSR OK with SSR OK with SSR OK with SSR OKI OK with SSR -USR=0.719 OK with SSR RSR=0.846(USR=1.01) RSR=0.88(USR=1.06) RSR=0.987(USR=1.28) RSR=0.979(USR=1.2) RSR=0.985(USR=1.28) RSR=0.986(USR=1.29) USR=0.811 RSR=0.998(USR=1.37) RSR=0.87(USR=1.05) IN IN ■ ■ ;1.„ 1 1731 ;211 r251 x291 x331 x371 ;40; „411 r45 OK with SSR OK with SSR OK with SSR OK with SSR OK with SSR OK with SSR OK with SSR OK with SSR OK with SSR OK with SSR 2=0.818(USR=1.03) RSR=0.933(USR=1.12) RSR=0.941(USR=1.13) RSR=0.977(USR=1.27) RSR=0.996(USR=1.17) RSR=0.98(USR=1.26) RSR=0.983(USR=1.23) RSR=0.994(USR=1.18) RSR=0.889(USR=1.06) RSR=0.998(USR=1.67) III - ■ MIF 9 112 120 1/ (241 (281 X13 361 _ r44 l I 'OK O (non-standard section) OKIO OKI O _ OK(non-standard section) USR=0.878 USR=0.474 USR=0.648 USR=0.777 USR=0.683 USR=0.611 USR=0.771 USR=0.624 III 1 I a 1 ■ ■ _ III RSR with SSR I 1 RSR=0.979(USR=1.19) i 1 +._____ ■ ■ ■ ■ [5-, ,-7--; non-standardX17-, 19 ' section) OK with SSR OK with SSR RAT USR=0.908 RSR=0.982(USR=1.37) RSR=0.977(USR=1.37) USR=0.727 ■ . / � ■ i_ III ■ II Old_ .6.._� ,16_-, r18:,._...__.... Old_ OK with SSR OK with SSROK(non-standard section) USR=0.554 RSR=0.898(USR=1.51) RSR=0.99(USR=1.7) USR=0.605 ■ 119 of 124 In Strength Design: Punching Shear Status Plan-54 IN ■ Building B-Full Model_shear wall revision_manual holdown loads.cpt-9/22/2017 Strength Design: Punching Shear Stress Plan iii Strength Design:User Lines;User Notes;User Dimensions;PC Designs;SSR; ■ Drawing Import:User Lines;User Notes;User Dimensions; Element:Wall Elements Below;Wall Elements Above;Wall Element Outline Only;Column Elements Below;Column Elements Above;Slab Elements;Slab Element Outline Only; Scale=1:210 IIIStrength Design-Punching Plot:(Stresses,Stress Ratio)(Standard Sections 1-1,Cutoff Sections 1-1)(Max SR Context) R v m u CO C o o -- _ Fr M N .__ .____.-., N�0 IT 1 - CO n Lo CO L0el N ■ N V N N . r - M--,I i-i - 1 USR=0.581 USR=0.804 USR=0.759 USR=0.489 USR=0.704 USR=0.517 USR=0.652 USR=0.75 h _m t USR=0.333_ USR=0.653 05-o ,- r I i �M ■ ~ N'" �o ■NM AM ED kn6O 0O NO L / i h •M01.1 a. N6 o7,, '" :'An. .'m m\ / ;1jj7bb O a �/�,,2,,o O,�C N\7 al [b N / ,,42.,:i `._7 Of- ID to '..M M� 'V' X00\� N-� �� USR=0.719 n'��+�+_�'N RSR=0.846(USR=1.01) RSR=0.88(USR=1.06) RSR=0.987(USR=1.28) RSR=0.979(USR=1.2) RSR=0.985(USR=1.28) RSR=0.986(USR=1.29) - RSR=0.998• (USR=1.37) ■ USR=0.n1 -USR=0.867 .N--r RSR=0.87(USR=1.05) USR=0.93% USR=0.771< I:'USR=0.84-4 t2USR=0.8294 4USR=0.825ri nUSR=0.854[0 _ i Lo-r N w\-O CO,. i--, N N;m of N N ;i fp \ N N :'sO .- .,- N. uUSR=0.822m -\6 m' 1 A 1 1 . i 1 LOO ALO n I•-A O'- Ilil__ mco coLb CJ coLO coLO co mm cern N- I II II oio NO -o a., Qoa MOf LON vM NN nr .'<n 66 t}N Milf D7m LCO 00 mm, t-:r- con 1111O 1•.. O LO-� ep,0., /O LO..• c O LO\ i OI�, l 1 'm aD-� . Miro n'.N n' � o'.I- c� N ,r .O ' v ..,n �i m ,.ar ,o� H o .r!�{ '3 m L0'�Fe, v' w;2 2=0.818(USR=1.03) RSR=0.933(USR=1.12) RSR=0.941(USR=1.13) RSR=0.977(USR=1.27) RSR=0.996(USR=1.17) RSR=0.98(USR='1.26) •RSR=0.983(USR=1.23) RSR=0.994(USR=1.18) RSR= 0.889(USR=1.06) RSR=0.998(USR=1.67) USR=0.9080 1 cUSR=0.793.. USR=0.802x: aUSR=0.843 of aUSR=0.8190, -0USR=0.854N oiUSR=0.805 m ,,USR=0.8226 4USR=0.83W- o""USR=0.949 111▪ e.„5„..,4 1 LO.. '- �- N. r., rn... W N N /LO C.. N N i Cr. .\N N :W m c- O) N. 61 N N-c I U NN N Nr ISA e- N NC- 02 ; La LO • r b o of a. o/ a M in es M O v v N N ■ O-[') O-N In- CC N_-1- CI-en in M 151-17R - - - - _ _._____.__-_ __ _.._ 1 USR=0.474 USR=0.648 USR=0.777 USR=0.683 USR=0.611 USR=0.771 i- -- ---- - i USR=0.624 USR=0.878 0-L.i r co-m ,0-in y._N A_^ .__._-___.___.......___._....._.....__.....___-. lb/-l54 m C�..- a- s .- .- a- e- ■ / r L - - 1 in --- - - ■ i _..._� ■ I I ■ 84.386 - -- RSR=0.979(USR=1.19) ■ 80.:USR=0.82717.3 � 81.83.6 .p ---1 I ■ 1 ✓ a 91.142.8 93.311.3 ■ tolinn RSR=0.982(USR=1.37) RSR=0:977(USR=1.37) 1dn-1d7 USR=0.908 USR=0.727 at.* 90.4USR=0.924-98 99-USR=0.9 89.7 lou tot i 1/ 9596.6 86.'948 ■ _56.2 ■ 1 I a 21.12.1 21.50.5 / ) / ; �� IN I 87-523-6 76.1RSR 0.898 0..1R=1.51 y5.2 87.2-RSR=0.99(USR=1.7)-78.2 'Ind- 39-3 USR-.'.. _-87.3_USR=0.902"""-.-95.6------97.2 """'"USR=0.917""-_ 88.2-._USR=0.605 ■ 120 of 124 Strength Design:Punching Shear Stress Plan-55 III a m Building B-Full Model_shear wall revision_manual holdown loads.cpt-9/22/2017 i Maximum Short Term Load: Std Deflection Plan a Maximum Short Term 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;Column Elements Above;Slab Elements;Slab Element Outline Only; Scale=1:210 • Maximum Short Term Load-Vertical Deflection Plot One Contour=0.005 inches Min Value=-0.04617 inches @(453.8,240.7) Max Value=0.2933 inches @(395.6,102.4) Vs-, -- �.' I//I^;J /' 10.02"i•-7',7777777-7•F• ; Ill Building B-Full Model_shear wall revision_manual holdown loads.cpt-9/22/2017 iii Sustained Load: Std Deflection Plan Sustained 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;Column Elements Above;Slab Elements;Slab Element Outline Only; Scale=1:210 Sustained Load-Vertical Deflection Plot 1111 One Contour=0.02 inches illMin Value=-0.09133 inches©(358.9,222.9) Max Value=0.8064 inches©(395.6,102.4) j/ T7'Tj'TI IT \ \ ral ' , 'r lr " I '\\\\,0 1J,•f,' • T1l�iu \�: \\\\�::`:� ti // i, \__j % 1 , 1 l \\,� 1 ,� 1 .,,,..\\:„._\ � - /�// l t",\+ ,„' j;/D1; l I i i \ \', ///� 1021,`; '\, 'rills I;,,li\\-r /// r \ ��'\ /;'i,: `r..1.i„"„�.i�//rrlir?rri',•,Iillli` _..- ---'-'- \ .\✓0.1'iIv i`t \t\+.� \\" r !i! f I` 11� \\.,,,,,,____,./,,,,,,, `.'�� /1/111; ,\ %; ,':��; 'f-'� / i � \\\ --• -7104711111111h rl(:Iia1,� ,/l,r;rrr;L,url�� \1 \� /� I t \,.i"/ ,>,/,,,7,,,,,,,,,o,/ \}i,.\\+\\\\\„„,:: , t .,�”,/!i,,,,,,1 , \ 14 i. \ // / \ • • //�� i 1. 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Drawing Import:User Lines;User Notes;User Dimensions; Element:Wall Elements Below;Wall Elements Above;Wall Element Outline Only;Column Elements Below;Column Elements Above;Slab Elements;Slab Element Outline Only; Scale=1:210 III non-standard section) OK --OK OK non-t ndard sectionOK section) O OK(non-standard section) OK OK OK(non-standard5�( Y b(...,-6 ,� —� SC-1 SC-2 5C-3 --- -4 Y st.-S — -57 n a 1 �� "(( 23 -- r27 31 5 OK n C391- OK g 0 7 �+Y ( (non-standard section) 1 OK(non-standard section) j - OK 43 OK o C47 III OK(non-standard section) OK(non-standard section) <Y N Y n Y v Y o Y N Y Y Y v ■ 00 �� coCI o �o ro �o �o <o as < r < N 1 111 1C-1 I1C-4 1C-5 1C-6 1C-7 1C-8 1 C-12 1C-9 1C-11 1 OK[211 1C-2 1C-3 14 OK 22 OK 26 OK 30 OK 34 OK 38 OK OK OK 42 OK 46 non-standard section)K 1t OK OK with SSR OK with SSR OK with SSR OK with SSR OK with SSR OK with SSR ----OK.-Z._; OK OK with SSR ■ OK with SSR ■ N N M N cf T M T T n Ci ■ 61. (JY . 0. UY UY VY u UY UY UY oi0 �0 `0 V)0 sr too m0 �0 w0 w0 NO ■ 89,1 8C-2 8C-3 8C-4 BC-5 8C-6 8C-7 8C-8 8C-9 8C-10 1 ■, 11 C)K I OK 13 OK 21 OK 25 OK 29 OK 33 OK 37 OK 40 OK 41 OK 45 OK with SSR 0- OK with SSR OK with SSR OK with SSR OK with SSR OK with SSR OK with SSR OK with SSR OK with SSR OK with SSR N �= ar - `"? V id N N < N '14 N N U 0 Y U Y U Y V Y V Y U Y U Y U Y o 0 c 7 TO <O �O ,O m0 �O .0 ,al 0- �O 1 111 4C-1 4C-2 4C-3 4C-' 4C-5 4C-6 4C-7 4C-8 4C-9 4C-10 OK g, OK 12 OK 20/ ailed:1 .3.3 24 OK 26 OK 32 Failed:18.3.3 36 Failed:l8-3.3 OK OK 44 ■ OK OK(non-standard section) OK OK u> OK �� OK ` --- _ - ( section) 11 OK / < O Y < OK(non-standard lard 1-7 I CA ,- nV 1111UY Y I `- <C -- al 1 II m j , N 1 < .: SERVICE STRESS IS W/IN II 2C'1 3C-1 3C-2 -- 3C-3 -.._..___ ,. OK ;B, OK OK M(L i 5%OF ALLOWABLE-OK OK with SSR ----- —F-O ■.. II 1 s N III0o ciY in xy Mo S 7G-1 7C-2 7C-3 7C-4 See Volume 4 for diaphragm checks -5-1 OK FT, OK 17 OK 19,OK ■ non-standard section) OK with SSR OK with SSR OK a B OX UY 0X U j <O 'O c0 ■. < < S I 6C-1 6C-2 6C-3 6C-4 r-ri OK r6-� OK ;16; OK 18;OK ,■, OK— --OK with SSR —OK with SSR OK(non-standard section) a 124 of 124 11111 Design Status:Status Plan-59 a