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APPROVED BLD WC3-BLD2022-0527 Westgate Station II - Structural CalculationsC � ENGINEERING RESUB Oct 02 2023 CITY OF EDMONDS DEVELOPMENT SERVICES DEPARTMENT civil & structural engineering & planning BLD2022-0527 .,.,.,...,.,.,...,., REVIEWED BY CITY OF EDMONDS BUILDING DEPARTMENT: SUPPLEMENTAL STRUCTURAL CALCULATIONS PLAN REVIEW ACCEPTANCE FOR COMPLIANCE WITH THE APPLICABLE CONSTRUCTION CODES IDENTIFIED BELOW. ® BUILDING ® STRUCTURAL EJ MECHANICAL EJ PLUMBING EJ ELECTRICAL ® ENERGY ® ACCESSIBILITY FIRE PLAN REVIEW ACCEPTANCE OF DOCUMENTS DOES NOT AUTHORIZE CONSTRUCTION TO PROCEED IN VIOLATION OF ANY FEDERAL, STATE,,, OR LOCAL REGULATIONS. BY: _�Tlw�i�� Ems' )ATE: 11/15/2023 WEzii cuAzu uuut uwYSULTANTS, INC. 250 4th Ave S Ste 200 Edmonds, WA 98020 Phone: (425) 778-8500 Fax: (425)778-SS36 Westgate Station 9601 Edmonds Way Edmonds, WA 98026 CG Project No.: 19440.10 Project Description This project consists of a new 2-story mixed -use building with parking, commercial space, and 20 units of residential apartments on a 1.1-acre site in Edmonds. These structural calculations are supplemental and they specifically address the comments in the letter dated 08.02.2022. Please refer to the originally submitted structural calculations dated 04.25.2022 for the complete structural calculation package. Scope of Work We will provide stamped structural drawings and calculations suitable for permit and construction. Basis of Design Roof Dead 15 psf Live 25 psf (snow) Wind Parameters Wind Speed, 3-Sec Gust 97 MPH Exposure Category B Importance Factor, Imo, 1 (Non -Essential Facility) Mean Height 23.5 (FT Above Grade Elevation) Seismic Parameters V = Wp*[Sds/(R/le)] = Sds/(6.5/1) = Cs*Wp Sds 0.853 Importance Factor, le 1 (Non -Essential Facility) Wp = Seismic Dead Weight of Stucture Description By Date LS 12/21/2022 Project Summary Checked Date ENGINEERING Scale NTS Sheet No. 250 4th Ave South project Job No. Suite 200 Westgate Station 19440.10 Edmonds, WA 98020 1 C � ENGINEERING 250 4th Ave. South Suite 200 Edmonds, WA 98020 425.778.8500 www.cgengineering.com Description Project F�ODA-T By / Date Checked Date Scale Sheet No. Job No. 0 COocp-r-re i�L=a. Cof,- F-TE REA M 3 ,rig I � . Iz'_o" W = 2550 (DL) + 503 (ILL) + 315 (SL) PLF *per RAM CONCEPT output USE 14" X 11" BEAM W/ (3) #6 TOP AND BOT W/ #3 STIRRUPS @ 4" BAL �Ne�a�L ENGINEERING 250 4th Ave. South Suite 200 Edmonds, WA 98020 425,778.8500 www.cgengineering.com Description Project By (' r Date Checked Date Scale SheZ Job No. 3 Project Title: Engineer: Project ID: Project Descr: Concrete Beam I Project File: Westgate- 12.20.22.ec6 LIC# : KW-06015244, Build:20.22.10.25 CG ENGINEERING Ic) ENERCALC INC 1983-2022 DESCRIPTION: C133 - Revised CODE REFERENCES Calculations per ACI 318-14, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set: ASCE 7-16 fc = 4.0 ksi Phi Values Flexure : 0.90 1i2 fr= fc '7.50 = 474.342 psi Shear: 0.750 W Density = 145.0 pcf p 1 = 0.850 ?,, LtWt Factor = 1.0 Elastic Modulus= 3,122.0 ksi Fy- Stirrups 40.0 ksi fy - Main Reber = 60.0 ksi E - Stirrups = 29,000.0 ksi E -Main Reber = 29,000.0 ksi Stirrup Bar Size # 3 Number of Resisting Legs Per Stirrup = 2 C IX2.55) L10.W) 5f0.315) �e s� 10.870 ft 14"wx 11"h Cross Section & Reinforcing Details Rectangular Section, Width = 14.0 in, Height = 11.0 in Span #1 Reinforcing.... 346 at 3.0 in from Bottom, from 0.0 to 10.670 ft in this span 346 at 3.0 in from Top, from 0.0 to 10.670 ft in this spas Load for Span Number 1 Uniform Load : D = 2.550, L = 0.5030, S = 0.3150 ksf, Tributary Width = 1.0 ft, (Line Load) Maximum Bending Stress Ratio = 0.869 :1 Section used for this span Typical Section Mu : Applied -38.585 k-ft Mn ` Phi: Allowable 44.427 k-ft Location of maximum on span 0.000 ft Span # where maximum occurs Span # 1 Maximum Deflection Max Downward Transient Deflection 0.006 in Ratio = 21168 -480.0 S Only Max Upward Transient Deflection 0.000 in Ratio = 0 <480.0 L Only Max Downward Total Deflection 0.083 in Ratio = 1539 -240.0 Span: 1 : +D+0.750L+0.750S Max Upward Total Deflection 0.000 in Ratio = 0 <240.0 Span: 1 : +D+0.750L+0.750S Vertical Reactions Support notation : Far left is #1 Load Combination Support 1 Support 2 Max Upward from all Load Conditions 16.877 16.877 Max Upward from Load Combinations 16.877 16.877 Max Upward from Load Cases 13.604 13.604 D Only 13.604 13.604 +D+L 16.288 16.288 +D+S 15.285 15.285 +D+0.750L 15.617 15.617 +D+0.750L+0.750S 16.877 16.877 Project Title: Engineer: Project ID: Project Descr: Concrete Beam Project File: Westgate - 12.20.22.eo6 LIC#: KW-06015244, Build:20.22.10.25 CG ENGINEERING Ic) ENERCALC INC 1983-2022 DESCRIPTION: C133 - Revised Vertical Reactions Support notation : Far left is #1 Load Combination Support 1 Support 2 L Only 2.684 2.684 S Only 1.681 1.681 Maximum Forces & Stresses for Load Combinations Load Combination Location (ft) Bending Stress Results ( k-ft ) Segment Span # along Beam Mu: Max Phi^Mnx Stress Ratio MAXimum BENDING Envelope Span # 1 1 10.670 -38.59 44.43 0.87 +1.40D Span # 1 1 10.670 -33.87 44.43 0.76 +1.20D+1.60L Span # 1 1 10.670 -36.67 44.43 0.83 +1.20D+1.60L+0.50S Span # 1 1 10.670 -38.16 44.43 0.86 +1.20D+L Span # 1 1 10.670 -33.80 44.43 0.76 +1.20D Span # 1 1 10.670 -29.03 44.43 0.65 +1.20D+L+1.60S Span # 1 1 10.670 -38.59 44.43 0.87 +1.20D+1.60S Span # 1 1 10.670 -33.81 44.43 0.76 +1.20D+L+0.50S Span # 1 1 10.670 -35.30 44.43 0.79 +0.90D Span # 1 1 10.670 -21.77 44.43 0.49 +1.20D+L+0.20S Span # 1 1 10.670 -34.40 44.43 0.77 Overall Maximum Deflections Load Combination Span Max. - Defl (in) .oration in Span (ft Load Combination Max. "+^ Defl (invocation in Span (ft +D+0.750L+0.750S 1 0.0832 5.335 0.0000 0.000 tJC-V- F:-rF—;:7 �ot>A-rlo"S ,�-OLumt,) FDOT70�s ef6l- vxvis'6 (DO + vv o V-v CASE) 2- '9-W-C a 5 4- 1 + I (f C- -1 FOO -r(ti 6 -P r US F- 6 D 10T WI(11)#6 rA -V-!5rr USE FOO-17l"(1 -jl(-J)§6 F-A 11 Description By �� Date 7701 Checked Date ENGINEERING Scale She DI 250 4th Ave. South Suite 200 Project Job No. Edmonds, WA 98020 5 425.778.8500 www.cgengineering.com w p, o I, Concrete Column LIC# : KW-06015244, Build:20.22.10.25 DESCRIPTION: CC1 Project Title: Engineer: Project ID: Project Descr: CG ENGINEERING Code References Calculations per ACI 318-14, IBC 2018, CBC 2019, ASCE 7-16 Load Combinations Used : ASCE 7-16 General Information fc : Concrete 28 day strenc = 4.0 ksi E _ = 3,122.0 ksi Density = 150.0 pcf R = 0.850 fy - Main Rebar = 60.0 ksi E - Main Rebar = 29,000.0 ksi Allow. Reinforcing Limits ASTMA615 Bars Used Min. Reinf. = 1.0 % Max. Reinf. = 8.0 % Overall Column Height = Project File: Westgate.ec6 (c) ENERCALC INC 1983-2022 12.0 ft Brace condition for deflection (buckling) along colun X-X (width) axis: Unbraced Length for buckling ABOUT Y-Y Axis = 12 ft, K = 0.80 Y-Y (depth) axis : Unbraced Length for buckling ABOUT X-X Axis = 12 ft, K = 0.80 Column Cross Section Column Dimensions: 16.Oin high x 14.Oin Wide, Column Edge to Rebar Edge Cover = 2.Oin Column Reinforcing4 - #6 bars : corners„ - bars •� •a top & bottom between corner bars, 2 - #6 bars left & right between corner •� •, Applied Loads Entered loads are factored per load combinations specified by user. Column self weight included : 2,800.0 Ibs * Dead Load Factor AXIAL LOADS ... Axial Load at 12.0 ft above base, Xecc = 7.Oin, Yecc = 8.Oin, D = 135.0, L = 38.60, S = 16.70 k DESIGN SUMMARY Load Combination +1.20D+1.60L+0.50S Maximum SERVICE Load Reactions. Location of max.above base 11.919 ft Top along Y-Y 0.0 k Bottom along Y-Y 0.0 k Maximum Stress Ratio 0.448: 1 Top along X-X 0.0 k Bottom along X-X 0.0 k Ratio = (Pu"2+Mu^2)^.5 / (PhiPn^2+PhiMn"2)^.5 Pu = 235.470 k y * Pn = 525.53 k Maximum SERVICE Load Deflections. . Mu-x = 0.0 k-ft (P * Mn-x = 0.0 k-ft Along Y-Y 0.0 in at 0.0 ft above base Mu-y = 0.0 k-ft �* Mn-y = 0.0 k-ft for load combination : Mu Angle = 0.0 deg Along X-X O.Oin at 0.0 ft above base Au at Angle = 0.0 k-ft Vn at Angle = 0.0 k-ft for load combination : Pn & Mn values located at Pu-Mu vector intersection with capacity curve General Section Informatioi = 0.650 � =0.850 O = 0.80 Column Capacities .. Pnmax : Nominal Max. Compressive Axial Capaci 1,010.64 k P : % Reinforcing 1../o Rebar /o Ok Pnmin : Nominal Min. Tension Axial Capacity k Reinforcing Area 440 40 in^2 y Pn, max: Usable Compressive Axial Capacity 525.53 k Concrete Area 224.0 in^2 (D Pn, min : Usable Tension Axial Capacity k Governing Load Combination Results Governing Factored Moment Dist. from Axial Load Bending Analysis k-ft Utilization Load Combination k X-X Y-Y base ft Pu (P * Pn g x gx * Mux g y gy * Muy Alpha (deg) g Mu N Mn Ratio +1.40D 11.92 192.92 525.53 0.000 0.367 +1.20D+1.60L 11.92 227.12 525.53 0.000 0.432 +1.20D+1.60L+0.50S 11.92 235.47 525.53 0.000 0.448 6 Project Title: Engineer: Project ID: Project Descr: Concrete Column Project File: Westgate.ec6 LIC# : KW-06015244, Build:20.22.10.25 CG ENGINEERING (c) ENERCALC INC 1983-2022 DESCRIPTION: CC1 Governing Load Combination Results Governing Factored Moment Dist. from Axial Load Bending Analysis k-ft k Utilization Load Combination X-X Y-Y base ft Pu (P " Pn g x gx ` Mux g y gy ` Muy Alpha (deg) g Mu (P Mn Ratio +1.20D+L 11.92 203.96 525.53 0.000 0.388 +1.20D 11.92 165.36 525.53 0.000 0.315 +1.20D+L+1.60S 11.92 230.68 525.53 0.000 0.439 +1.20D+1.60S 11.92 192.08 525.53 0.000 0.365 +1.20D+L+0.50S 11.92 212.31 525.53 0.000 0.404 +0.90D 11.92 124.02 525.53 0.000 0.236 +1.20D+L+0.20S 11.92 207.30 525.53 0.000 0.394 Maximum Reactions Note: Only non -zero reactions are listed. X-X Axis Reaction k Y-Y Axis Reaction Axial Reaction Mx - End Moments k-ft My - End Moments Load Combination @ Base @ Top @ Base @ Top @ Base @ Base @ Top @ Base @ Top +D+L 176.400 +D+S 154.500 +D+0.750L 166.750 +D+0.750L+0.750S 179.275 +0.60D 82.680 L Only 38.600 S Only 16.700 Maximum Moment Reactions Note: Only non -zero reactions are listed. Moment About X-X Axis Moment About Y-Y Axis Load Combination @ Base @ Top @ Base @ Top D Only k-ft k-ft +D+L k-ft k-ft +D+S k-ft k-ft +D+0.750L k-ft k-ft +D+0.750L+0.750S k-ft k-ft +0.60D k-ft k-ft L Only k-ft k-ft S Only k-ft k-ft Maximum Deflections for Load Combinations Load Combination Max. X-X Deflection Distance Max. Y-Y Deflection Distance D Only 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+L 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+S 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+0.750L 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+0.750L+0.750S 0.0000 in 0.000 ft 0.000 in 0.000 ft +0.60D 0.0000 in 0.000 ft 0.000 in 0.000 ft L Only 0.0000 in 0.000 ft 0.000 in 0.000 ft S Only 0.0000 in 0.000 ft 0.000 in 0.000 ft rl Concrete Column LIC# : KW-06015244, Build:20.22.10.25 DESCRIPTION: CC2 Project Title: Engineer: Project ID: Project Descr: CG ENGINEERING Code References Calculations per ACI 318-14, IBC 2018, CBC 2019, ASCE 7-16 Load Combinations Used : ASCE 7-16 General Information fc : Concrete 28 day strenc = 4.0 ksi E _ = 3,122.0 ksi Density = 150.0 pcf R = 0.850 fy - Main Rebar = 60.0 ksi E - Main Rebar = 29,000.0 ksi Allow. Reinforcing Limits ASTMA615 Bars Used Min. Reinf. = 1.0 % Max. Reinf. = 8.0 % Column Cross Section Column Dimensions: 14.Oin high x 14.Oin Wide, Column Edge to Rebar Edge Cover = 2.Oin Column Reinforcing : 4 - #6 bars @ corners„ 1 - #6 bars top & bottom between corner bars, 1 - #6 bars left & right between corner Overall Column Height = Project File: Westgate.ec6 (c) ENERCALC INC 1983-2022 12.0 ft Brace condition for deflection (buckling) along colun X-X (width) axis: Unbraced Length for buckling ABOUT Y-Y Axis = 12 ft, K = 0.80 Y-Y (depth) axis : Unbraced Length for buckling ABOUT X-X Axis = 12 ft, K = 0.80 •� •.a •.a 9. •1, 0. Applied Loads Entered loads are factored per load combinations specified by user. Column self weight included : 2,450.0 Ibs * Dead Load Factor AXIAL LOADS ... Axial Load at 12.0 ft above base, D = 50.80, L = 18.80, S = 5.950 k DESIGN SUMMARY Load Combination +1.20D+1.60L+0.50S Maximum SERVICE Load Reactions. Location of max.above base 11.919 ft Top along Y-Y 0.0 k Bottom along Y-Y 0.0 k Maximum Stress Ratio 0.215: 1 Top along X-X 0.0 k Bottom along X-X 0.0 k Ratio = (Pu"2+Mu^2)A.5 / (PhiPnA2+PhiMnA2)A.5 Pu = 96.955 k y * Pn = 450.129 k Maximum SERVICE Load Deflections. . Mu-x = 0.0 k-ft (P * Mn-x = 0.0 k-ft Along Y-Y 0.0 in at 0.0 ft above base Mu-y = 0.0 k-ft �* Mn-y = 0.0 k-ft for load combination : Mu Angle = 0.0 deg Along X-X O.Oin at 0.0 ft above base Au at Angle = 0.0 k-ft Vn at Angle = 0.0 k-ft for load combination : Pn & Mn values located at Pu-Mu vector intersection with capacity curve Column Capacities .. General Section Informatioi = 0.650 � =0.850 e = 0.80 Pnmax : Nominal Max. Compressive Axial Capaci 865.63 k P : % Reinforcing 1.796 /o Rebar /o Ok Pnmin : Nominal Min. Tension Axial Capacity k Reinforcing Area 3.520 inA2 y Pn, max: Usable Compressive Axial Capacity 450.129 k Concrete Area 196.0 inA2 (D Pn, min : Usable Tension Axial Capacity k Governing Load Combination Results Governing Factored Moment Dist. from Axial Load Bending Analysis k-ft Utilization Load Combination k X-X Y-Y base ft Pu (P * Pn g x gx * Mux g y gy * Muy Alpha (deg) g Mu N Mn Ratio +1.40D 11.92 74.55 450.13 0.000 0.166 +1.20D+1.60L 11.92 93.98 450.13 0.000 0.209 +1.20D+1.60L+0.50S 11.92 96.96 450.13 0.000 0.215 8 Project Title: Engineer: Project ID: Project Descr: Concrete Column LIC# : KW-06015244, Build:20.22.10.25 CG ENGINEERING DESCRIPTION: CC2 Governing Load Combination Results Project File: Westgate.ec6 (c) ENERCALC INC 1983-2022 Governing Factored Moment Dist. from Axial Load Bending Analysis k-ft k Utilization Load Combination X-X Y-Y base ft Pu (P " Pn g x gx ` Mux g y gy ` Muy Alpha (deg) g Mu (P Mn Ratio +1.20D+L 11.92 82.70 450.13 0.000 0.184 +1.20D 11.92 63.90 450.13 0.000 0.142 +1.20D+L+1.60S 11.92 92.22 450.13 0.000 0.205 +1.20D+1.60S 11.92 73.42 450.13 0.000 0.163 +1.20D+L+0.50S 11.92 85.68 450.13 0.000 0.190 +0.90D 11.92 47.93 450.13 0.000 0.106 +1.20D+L+0.20S 11.92 83.89 450.13 0.000 0.186 Maximum Reactions Note: Only non -zero reactions are listed. X-X Axis Reaction k Y-Y Axis Reaction Axial Reaction Mx - End Moments k-ft My - End Moments Load Combination @ Base @ Top @ Base @ Top @ Base @ Base @ Top @ Base @ Top +D+L 72.050 +D+S 59.200 +D+0.750L 67.350 +D+0.750L+0.750S 71.813 +0.60D 31.950 L Only 18.800 S Only 5.950 Maximum Moment Reactions Note: Only non -zero reactions are listed. Moment About X-X Axis Moment About Y-Y Axis Load Combination @ Base @ Top @ Base @ Top D Only k-ft k-ft +D+L k-ft k-ft +D+S k-ft k-ft +D+0.750L k-ft k-ft +D+0.750L+0.750S k-ft k-ft +0.60D k-ft k-ft L Only k-ft k-ft S Only k-ft k-ft Maximum Deflections for Load Combinations Load Combination Max. X-X Deflection Distance Max. Y-Y Deflection Distance D Only 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+L 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+S 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+0.750L 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+0.750L+0.750S 0.0000 in 0.000 ft 0.000 in 0.000 ft +0.60D 0.0000 in 0.000 ft 0.000 in 0.000 ft L Only 0.0000 in 0.000 ft 0.000 in 0.000 ft S Only 0.0000 in 0.000 ft 0.000 in 0.000 ft 01 VUr G ATF- S /tTforJ Sl S GAL LUG4 1nJ lP ST2UU% !a c� S �14MOR-1N6 C(tOR� SUr-�a�S>z��ATi✓ G7013 S7ofz f 4 a (ucr) f}JI�TLfsGt< SToel _ [. lUrr Av�_=%��So'I6v`/ru) r Sri Av rg�4 15,-��y , v CdNCZ�TE �,JP�tt, STD �N ice- S S: K-(�(t�G7to AVY�4iz S-ropkf Q = - o z =(227/s-�Z)NG\d� Y/ L 111.rC,TW +, tgvt Gf= S�oR Q - o . va}3Z " SIC K STOK1- Poac CDescription By r Date !� P1� S Checked Date ENGINEERING Scale Sheet No. 250 4th Ave. South Suite 200 Project Job No, Edmonds, WA 98020 425.778.8500 ,�,10 V www.cgengineering.com '/ r' 4A She-11 Stiffness Y-Direction Wall Line Wall Mark Length Wall Height Chord Area (in-2) Chord E (psi) Ga (ksi) Chord Stretch Uniform Shear (plf) Shear (lbs) Dbending (Dshear (in; Dslip (in) = Dtotal (in) = K (Kfin) = Stiffness Factor Avg. Deflection (Strength Level) -,w 1.458166 A 1 6.8 8.5 16.5 1400000 14 0 57.6 389 0.012 0.24 0.00 0.25 1.6 0.23 0.354597 A 2 7.8 8.5 16.5 1400000 14 0 57.6 446 0.012 0.27 0.00 0.28 1.6 0.20 0.404538 A 3 28.3 8.5 16.5 1400000 14 0 57.6 1627 0.012 0.99 0.00 1.00 1.6 0.06 1.428329 A 4 7.7 8.5 16.5 1400000 14 0 57.6 442 0.012 0.27 0.00 0.28 1.6 0.21 0.400542 C 1 32.8 8.5 16.5 1400000 14 0 83.5 2735 0.018 1.66 0.00 1.68 1.6 0.05 2.397296 C 2 31.2 8.5 16.5 1400000 14 0 83.5 2603 0.018 1.58 0.00 1.60 1.6 0.05 2.282864 D 1 26.8 8.5 16.5 1400000 14 0 114.8 3070 0.024 1.116 0.00 1.89 1.6 0.06 2.697752 D 2 15.7 8.5 16.5 1400000 14 0 114.8 1798 0.024 1.09 0.00 1.12 1.6 0.10 1.594772 E 1 32.9 8.5 16.5 1400000 14 0 74.1 2437 0.016 1.48 0.00 1.50 1.6 0.05 2.136461 E 2 32.8 8.5 16.5 1400000 14 0 74.1 2431 0.016 1.48 0.00 1.49 1.6 0.05 2.131322 F 1 329 8.5 16.5 1400000 14 74.1 2437 0.016 1.48 0.00 1.50 1.6 0.05 2.136461 F 2 318 8.5 16.5 1400000 14 74.1 2431 0.00 0.00 0.0 0.00 0 G 1 26.8 8.5 16.5 1400000 14 0 114.8 3070 0.024 1.86 0.00 1.89 1.6 0.06 2.697752 G 2 15.7 8.5 16.5 1400000 14 0 114.8 1798 0.024 1.09 0.00 1.12 1.6 0.10 1.594772 H 1 32.6 8.5 16.5 1400000 14 H 2 31.3 8.5 16.5 1400000 14 1 13.9 8.5 16.5 1400000 14 2 17.3 8.5 16.5 1400000 14 1 3 9.3 8.5 16.5 1400000 14 67.5 2196 0.014 1.33 0.00 1.35 1.6 0.05 1.925447 67.5 2113 0.014 1.28 0.00 1.30 1.6 0.05 1.853485 0 46.3 644 0.010 0.39 0.00 0.40 1.6 0.12 0.572861 0 46.3 799 0.010 0.49 0.00 0.49 1.6 0.09 0.707034 0 46.3 432 0.010 0.26 0.00 0.27 1.6 0.17 0.388874 (BENDING) = 8Vh3/EAL (SHEAR) = Vh/1 OOOG 11 X-Direction Wall Line Wall Mark Length Wall Height Chord Area (in-2) Chord E (psi) Ga (ksi) Chord Stretch Uniform Shear (plf) Shear (lbs) Dbending (Dshear (in; Dslip (in) = Dtotal (in) _ 1 A 4.0 8.5 16.5 1400000 14 0 204.0 816 0.043 0.50 0.00 0.54 1 D 5.6 8.5 16.5 1400000 14 0 192.0 1075 0.041 0.65 0.00 0.69 1 F 6.6 8.5 16.5 1400000 14 0 192.0 1267 0.041 0.77 0.00 0.81 1 G 6.6 8.5 16.5 1400000 14 0 1 192.0 1267 0.041 0.77 0.00 0.81 1 1 5.6 8.5 16.5 1400000 14 0 192.0 1075 0.041 0.65 0.00 0.69 2 A 17.7 8.5 16.5 1400000 14 0 62.3 1100 0.013 0.67 0.00 0.68 2 B 8.9 8.5 16.5 1400000 14 0 62.3 555 0.013 0.34 0.00 0.35 2 C 19.7 8.5 16.5 1400000 14 0 62.3 1225 0.013 0.74 0.00 0.76 2 D 12.6 8.5 16.5 1400000 14 0 62.3 785 0.013 0.48 0.00 0.49 2 E 19.7 8.5 16.5 1400000 14 0 62.3 1225 0.013 0.74 0.00 0.76 2 F 17.7 8.5 16.5 1400000 14 0 62.3 1100 0.013 0.67 0.00 0.68 2 G 35.3 8.5 16.5 1400000 14 0 62.3 2195 0.013 1.33 0.00 1.35 2 H 35.3 8.5 16.5 1400000 14 0 62.3 2195 0.013 1.33 0.00 1.35 4 A 11.5 8.5 16.5 1400000 14 0 72.4 833 0.015 0.51 0.00 0.52 4 B 35.3 8.5 16.5 1400000 14 0 72.4 2553 0.015 1.55 0.00 1.57 4 C 10.6 8.5 16.5 1400000 14 0 72.4 768 0.015 0.47 0.00 0.48 4 D 6.5 8.5 16.5 1400000 14 0 72.4 471 0.015 0.29 0.00 0.30 4 E 13.7 8.5 16.5 1400000 14 0 72.4 990 0.015 0.60 0.00 0.62 4 F 9.3 8.5 16.5 1400000 14 0 72.4 670 0.015 0.41 0.00 0.42 4 K 9.0 8.5 16.5 1400000 14 72.4 652 0.015 0.40 0.00 0.41 4 L 14.3 8.5 16.5 1400000 14 72.4 1038 0.015 0.63 0.00 0.65 4 M 35.7 8.5 16.5 1400000 14 72.4 2583 0.015 1.57 0.00 1.58 4 N 13.0 8.5 16.5 1400000 14 72.4 941 0.015 0.57 0.00 0.59 7 C 3.9 8.5 16.5 1400000 14 326.4 1280 0.069 0.78 0.00 0.85 7 D 3.8 8.5 16.5 1400000 14 341.2 1280 0.073 0.78 0.00 0.85 7 G 4.9 8.5 16.5 1400000 14 0 301.1 1478 0.064 0.90 0.00 0.96 7 H 4.9 8.5 16.5 1400000 14 0 301.1 1478 0.064 0.90 0.00 0.96 7 J 4.3 8.5 16.5 1400000 14 0 301.1 1304 0.064 0.79 0.00 0.86 (BENDING) - 8vh3/EAL (SHEAR) = Vh/1 OOO^ K (K(m) = Stiffness Factor Avg. Deflection (Strength Level) 1.100195 1.5 0.38 0.769752 1.6 0.211 0.990927 1.6 0.24 1.157461 1.6 0.24 1.157461 1.6 0.28 0.990927 1.6 0.09 0.973313 1.6 0.18 0.500168 1.6 0.08 1.081337 1.6 0.13 0.699472 1.6 0.08 1.081337 1.6 0.09 0.973313 1.6 0.05 1.922844 1.6 0.05 1.922844 1.6 0.14 0.74429 1.6 0.05 2.235971 1.6 0.15 0.687763 1.6 0.24 0.430251 1.6 0.12 0.880582 1.6 0.17 0.602972 1.6 0.18 0.58727 1.6 0.11 0.922035 1.6 0.05 2.26235 1.6 0.12 0.838501 1.5 0.39 1.209065 1.5 0.40 1.213561 1.5 0.31 1.373722 1.5 0.31 1.373722 1.5 0.35 1.222256 12 Concrete Shear Wall Design Formulas/Conditions �Vc = O(Acv)(ac)(fc)1a OVs = �(Acv)(pt)(fy) OVn = �Vc+0Vs-010A-(fc)" Hord. Hooks Req'd if., Vu > (Acv)(fc)'a Two Curtains Req'd if: Vu > 2(Acv)(fc)'n Boundary Elements Req'd if: M/S+P/A>0.2fc Variables 0 0.60 pt(min) 0.0025 fc, psi 4000 Fy, psi 60000 Westgate 2nd Floor Y-Direction Loading Code Reference Load Combinations ACI 318-14 18.10.4.1 ASCE 7-10 Sect 12.4.2.3 ACI 318-14 18.10.4.1 Combos: •(1.2+0.2Sos)D+pQE+L+0.2S 1.2+0.2Sns= 1.3786 ACI 318-1418.10.4.4 Combo 7: "(0.9-0.2505)D+pQE+1.6H 0.9-0.2Sps= 0.7214 A _ ACI 318-14 18.10.6.5b S05 = 0.893 p = 1.0 ACI 318-14 18.10.2.2 Cs = 0.179 ACI 318-14 18.10.6.3 M„ = QE x hw Average Story Deflection (in) = 0.00432 MR=wDLI."2/2 Extremeend deflection 0.00470 ACI 318-14 212.4.1 M„-MR Factor = 1.08839 < 1.2 (ASCE 7-1612.3-1) ACI 318-1418.10.2.1 I„ Ax= 1 ASCE 7.3612.8.4.3) 21.9.4 (21-7) itn)� 67, NO TORSIONAL IRREGULARITY Wan ID b, in IN, in hw, in %4 in Wall wt. pit wog, plf W' . plf WU, plf QE, kips H, kips Vu , k (max) V", psi (max) Pu', k k-ft (max) Tu", k max comp stress, psi a� 4Vc TVs Wn (A=,)(f.)-.k Shear Strength? Honz. Hooks? Two curtains? Boundary Elements? Jamb Steel Areq c, in wall boundary. m �^dam' area, m' boundary, v boundary rein? 1.1 10 285 132 2850 1813 0 0 0 5.3 0 5.3 1.9 59.3 58.1 0.0 26.0 3.0 324.4 256.5 581 180.2 ok no no no 0.00 67.9 39.36 140.00 0.000 no 1-2 10 72 132 720 1813 0 0 0 0.4 0 0.4 0.5 15.0 4.1 0.0 26.5 2.0 54.6 64.8 119 45.5 ok no no no 0.00 17.1 12.00 140.00 0.000 no 13 10 72 132 720 1813 0 0 0 0.4 0 0.4 0.5 15.0 4.1 0.0 26.5 2.0 54.6 64.8 119 45.5 ok no no no 0.00 17.1 12.00 140.00 0.000 no 1-4 10 72 132 720 1813 0 0 0 0.4 0 0.4 0.5 15.0 4.1 0.0 26.5 2.0 54.6 64.8 119 45.5 ok no no no 0.00 17.1 12.00 140.00 0.000 no 1-6 10 72 132 720 1813 0 0 0 0.4 0 0.4 0.5 15.0 4.1 0.0 26.5 2.0 54.6 64.8 119 45.5 ok no no no 0.00 17.1 12.00 140.00 0.000 no 1.6 10 285 132 2850 1813 0 0 0 5.3 0 5.3 1.9 59.3 58.1 0.0 26.0 3.0 324.4 256.5 581 180.2 ok no no no 0.00 67.9 39.36 140.00 0.000 no 3.5-1 10 128 132 1280 1813 0 0 0 1.5 0 1.5 1.2 26.7 16.5 0.0 28.1 3.0 145.7 115.2 261 81.0 ok no no no 0.00 30.5 17.68 140.00 0,000 no 3.5-2 10 108 132 1080 1813 0 0 0 1.0 0 1.0 1.0 22.5 11.5 0.0 27.9 3.0 122.9 97.2 220 68.3 ok no no no 0.00 25.7 14.91 140.00 0.000 no 3.53 10 217 132 2170 1813 0 0 0 3.8 0 3.8 1.8 45.2 42.0 0.0 27.2 3.0 247.0 195.3 442 137.2 ok no no no 0.00 51.7 29.97 140.00 0.000 no 4-1 10 69 132 690 1813 0 0 0 0.4 0 0.4 0.5 14.4 4.1 0.0 27.1 2.0 52.4 62.1 114 43.6 ok no no no 0.00 16.4 12.00 140.00 0.000 no 4-2 10 472 132 4720 1813 0 0 0 10.9 0 10.9 2.3 98.3 119.8 0.0 24.7 3.0 537.3 424.8 962 298.5 ok no no no 0.00 112.4 65.18 140.00 0.000 no 43 10 366 132 3660 1813 0 0 0 8A 0 8.1 2.2 76.2 88.7 0.0 25.6 3.0 416.7 329.4 746 231.5 ok no no no 0.00 87.1 50.54 140.00 0.000 no 44 10 153 132 1526 1813 0 0 0 2.2 0 2.2 1A 31.8 24.2 0.0 28.3 3.0 173.7 137.3 311 96.5 ok no no no 0.00 36.3 21.07 140.00 0.000 no 4.5-2 10 217 132 2170 1813 0 0 0 4.1 0 4.1 1.9 45.2 45.4 0.0 27.8 3.0 247.0 195.3 442 137.2 ok no no no 0.00 51.7 29.97 140.00 0,000 no 6-1 10 45 132 450 1813 0 0 0 0.1 0 0.1 0.3 9.4 1.5 0.0 26.2 2.0 34.2 40.5 75 28.5 ok no no no 0.00 10.7 12.00 140.00 0.000 no A-1 10 126 132 1255 1813 0 0 0 49.8 0 49.8 39.7 26.1 547.5 45.5 271.1 3.0 142.9 113.0 256 79.4 ok no no no 0.84 29.9 17.33 140.00 0.006 no B-1 10 200 132 2000 1813 0 0 0 116.6 0 116.6 68.3 41.6 1282.3 66.0 251.6 3.0 227.7 180.0 408 126.5 ok no no no 1.22 47.6 27.62 140.00 0.009 yes B-2 10 50 132 500 1813 0 0 0 2.7 0 2.7 5.3 10.4 29.2 4.3 105.1 2.0 37.9 45.0 83 31.6 ok no no no 0.08 11.9 12.00 140.00 0.001 no B3 10 179 132 1785 1813 0 0 0 83.1 0 83.1 46.6 37.2 914.1 51.7 227.4 3.0 203.2 160.7 364 112.9 ok no no no 0.96 42.5 24.65 140.00 0.007 yes B4 10 128 132 1280 1813 0 0 0 51.9 0 51.9 40.6 26.7 571.1 46.6 271.8 3.0 145.7 115.2 261 81.0 ok no no no 0.86 30.5 17.68 140.00 0.006 no B-5 10 106 132 1058 1813 0 0 0 34.7 0 34.7 32.8 22.0 381.4 37.5 266.1 3.0 120.4 95.2 216 66.9 ok no no no 0.69 25.2 14.61 140.00 0.005 no C4 10 64 132 635 1813 0 0 0 10.0 0 10.0 15.8 13.2 110.1 17.4 217.5 2.0 48.2 57.2 105 40.2 ok no no no 0.32 15.1 12.00 140.00 0.002 no C.5-1 10 102 132 1015 1813 0 0 0 31.6 0 31.6 31.1 21.1 347.6 35.6 263.7 3.0 115.5 91.4 207 64.2 ok no no no 0.66 24.2 14.02 140.00 0.005 no H-1 10 122 132 1215 1813 0 0 0 47.1 0 47.1 38.8 25.3 518.6 44.6 273.8 3.0 138.3 109.4 248 76.8 ok no no no 0.83 28.9 16.78 140.00 0.006 no 1-1 10 226 132 2260 1813 0 0 0 142.6 0 142.6 63.1 47A 1568.3 71.0 241.9 3.0 257.3 203.4 461 142.9 ok no no no 1.31 53.8 31.21 140.00 0.009 yes 1-2 10 60 132 600 1813 0 0 0 8.7 0 8.7 14.5 12.5 95.8 15.9 212.4 2.0 45.5 54.0 100 37.9 ok no no no 0.29 14.3 12.00 140.00 0.002 no 1.3 10 203 132 2032 1813 0 0 0 120.9 0 120.9 59.6 42.3 1329.6 67.5 252.7 3.0 231.3 182.9 414 128.5 ok no no no 1.25 48.4 28.06 140.00 1,109 yes 1-4 10 101 132 1010 1813 0 0 0 31.6 0 31.6 31.3 21.0 348.0 35.8 266.4 3.0 115.0 90.9 206 63.9 ok no no no 0.66 24.0 13.95 140.00 0.105 no 1.5 10 60 132 600 1813 0 0 0 6.7 0 6.7 11.2 12.5 74.2 11.6 169.2 2.0 45.5 54.0 100 37.9 ok no no no 0.21 14.3 12.00 140.00 0.002 no 13 Concrete Shear Wall Deslan Westgate 2nd Floor X-Direction Loading Formulas/Conditions Code Reference �Vc = �(Acv)(a.)(rc)- ACI 318-14 18.10.4.1 TVs = t(Acv)(pt)(fy) ACI 318-14 18.10.4.1 QVn = �Vo+tVs<o10Acw(fc)"` ACI 318-14 18.10.4.4 Hor¢. Hooks Req'd if: Vu > (Acv)(fc)rr2 ACI 318-14 18.10.6.5b Two Curtains Req'd if: Vu > 2(Am)(fc)'o ACI 318-14 18.10.2.2 Boundary Elements Req'd if: M/S+P/A>0.2fc ACI 318-14 18.10.6.3 Variables DIM ACI 318-14 21.2.4.1 pt(min) 0.0025 ACI 318-1418,10.2.1 fc, psi 4000 Fy, psi 60000 Load Combinations ASCE 7-10 Sect 12.4.2.3 Combo 5: '(1.2+0.2Sos)D+PQE+L+0.2S 1.2+0.2Sm= 1.3786 Combo 7: "(0.9-0.2Sw)D+pQE+1.6H 0.9-02Sos= 0.7214 Sos = 0.893 p = 1.0 Cs = 0.179 M� = Q, x hw Average Story Deflection (In) - 0.00329 Mn =wales'/2 Extreme end deflection (In) = 0.00417 Mu MR Factor= 1.26799 > 1.2 CE 7-16 12.3-1) TORSIONAL IRREGULARITY T. = 1�. Ax= 1.11653 ( CE7-1612.8.4.3) 21.9.4 (21-7) 21.9.2.2 Wall ID b, in I., in h., in A- inx Wall wl pit wa, plf wLL, plf WSb plf Q6 kips H, kips Vu* , k (max) v.. psi (max) Pu', k M . k-ft (max) Tu", k max WMP stress, psi a� �Vc TVs OVn (AN)(f,, )",k Shear Strength? Hord. Hooks? Two Curtains? Boundary Elements? Jamb Steel Areq c, In -11 boundary, in boundary area, in2 boundary, p boundary reinf7 1.1 10 285 132 2850 1813 0 0 0 93.8 0 93.8 32.9 59.3 1031.9 27.9 112.3 3.0 324.4 256.5 581 180.2 ok no no no 0.52 67.9 39.36 140.00 0.004 no 1-2 10 72 132 720 1813 0 0 0 6.6 0 6.6 9.2 15.0 73.0 8.2 122.1 2.0 54.6 64.8 119 45.5 ok no no no 0.15 17.1 12.00 140.00 0.001 no 13 10 72 132 720 1813 0 0 0 6.6 0 6.6 9.2 15.0 73.0 8.2 122.1 2.0 54.6 64.8 119 45.5 ok no no no 0.15 17.1 12.00 140.00 0.001 no 1.4 10 72 132 720 1813 0 0 0 6.6 0 6.6 9.2 15.0 73.0 8.2 122.1 2.0 54.6 64.8 119 45.5 ok no no no 0.15 17.1 12.00 140.00 0.001 no 1.5 10 72 132 720 1813 0 0 0 6.6 0 6.6 9.2 15.0 73.0 8.2 122.1 2.0 54.6 64.8 119 45.6 ok no no no 0.15 17.1 12.00 140.00 0.001 no 1.6 10 285 132 2850 1813 0 0 0 93.8 0 93.8 32.9 59.3 1031.9 27.9 112.3 3.0 324.4 256.5 581 180.2 ok no no no 0.52 67.9 39.36 140.00 0.004 no 3.5-1 10 128 132 1280 1813 0 0 0 25.5 0 25.5 19.9 26.7 280.7 19.3 144.2 3.0 145.7 115.2 261 81.0 ok no no no 0.36 30.5 17.68 140.00 0.003 no 3.6-2 10 108 132 1080 1813 0 0 0 17.8 0 17.8 16.5 22.5 196.1 15.9 141.8 3.0 122.9 97.2 220 68.3 ok no no no 0.29 25.7 14.91 140.00 0.002 no 3.5-3 10 217 132 2170 1813 0 0 0 65.0 0 65.0 29.9 45.2 714.8 27.7 130.1 3.0 247.0 195.3 442 137.2 ok no no no 0.51 51.7 29.97 140.00 0.004 no 4-1 10 69 132 690 1813 0 0 0 6.2 0 6.2 9.0 14.4 68.3 8.1 124.1 2.0 52.4 62.1 114 43.6 ok no no no 0.15 16.4 12.00 140.00 0.001 no 4.2 10 472 132 4720 1813 0 0 0 181.6 0 181.6 38.5 98.3 1997.6 25.1 85.4 3.0 537.3 424.8 962 298.5 ok no no no 0.46 112.4 65.18 140.00 0.003 no 43 10 366 132 3660 1813 0 0 0 134.4 0 134.4 36.7 76.2 1478.4 28.5 100.3 3.0 416.7 329.4 746 231.5 ok no no no 0.53 87.1 50.54 140.00 0.004 no 4.4 10 153 132 1526 1813 0 0 0 36.5 0 36.5 23.9 31.8 401.0 23.2 144.8 3.0 173.7 137.3 311 96.5 ok no no no 0.43 36.3 21.07 140.00 0.003 no 4.5-2 10 217 132 2170 1813 0 0 0 67.0 0 67.0 30.9 45.2 736.6 28.9 133.4 3.0 247.0 195.3 442 137.2 ok no no no 0.54 51.7 29.97 140.00 0.004 no 6-1 10 45 132 450 1813 0 0 0 2.1 0 2.1 4.6 9.4 22.9 3.7 102.3 2.0 34.2 40.5 75 28.5 ok no no no 0.07 10.7 12.00 140.00 0.000 no A-1 10 126 132 1255 1813 0 0 0 3.1 0 3.1 2.5 26.1 34.5 0.0 36.6 3.0 142.9 113.0 256 79.4 ok no no no 0.00 29.9 17.33 140.00 0.000 no B•1 10 200 132 2000 1813 0 0 0 6.1 0 6.1 3.0 41.6 66.9 0.0 32.9 3.0 227.7 180.0 408 126.5 ok no no no 0.00 47.6 27.62 140.00 0.000 no B-2 10 50 132 500 1813 0 0 0 2.3 0 2.3 4.5 10.4 24.9 3.2 92.4 2.0 37.9 45.0 83 31.6 ok no no no 0.06 11.9 12.00 140.00 0.000 no B3 10 179 132 1785 1813 0 0 0 20.1 0 20.1 11.3 37.2 221.0 5.1 70.8 3.0 203.2 160.7 364 112.9 ok no no no 0.10 42.5 24.65 140.00 0.001 no E14 10 128 132 1280 1813 0 0 0 2.7 0 2.7 2.1 26.7 29.8 0.0 33.9 3.0 145.7 115.2 261 81.0 ok no no no 0.00 30.5 17.68 140.00 0.000 no B3 10 106 132 1058 1813 0 0 0 1.8 0 1.8 1.7 22.0 19.9 0.0 33.6 3.0 120.4 95.2 216 66.9 ok no no no 0.00 25.2 14.61 140.00 0.000 no C-1 10 64 132 635 1813 0 0 0 0.3 0 0.3 0.5 13.2 3.8 0.0 27.6 2.0 48.2 57.2 105 40.2 ok no no no 0.00 15.1 12.00 140.00 0.000 no C.54 10 102 132 1015 1813 0 0 0 0.9 0 0.9 0.9 21.1 9.5 0.0 27.5 3.0 115.5 91.4 207 64.2 ok no no no 0.00 24.2 14.02 140.00 0.000 no H-1 10 122 132 1215 1813 0 0 0 4.5 0 4.5 3.7 25.3 49.3 0.0 44.9 3.0 138.3 109.4 248 76.8 ok no no no 0.00 28.9 16.78 140.00 0.000 no 14 10 226 132 2260 1813 0 0 0 15.8 0 15.8 7.0 47.1 173.3 0.0 45.2 3.0 257.3 203.4 461 142.9 ok no no no 0.00 53.8 3121 140.00 0.000 no 1.2 10 60 132 600 1813 0 0 0 1.0 0 1.0 1.6 12.5 10.6 0.0 42.0 2.0 45.5 54.0 100 37.9 ok no no no 0.00 14.3 12.00 140.00 0.000 no 13 10 203 132 2032 1813 0 0 0 13.4 0 13.4 6.6 42.3 146.9 0.0 46.4 3.0 231.3 182.9 414 128.5 ak no no no 0.00 48.4 28.06 140.00 0.000 no Id 10 101 132 1010 1813 0 0 0 3.4 0 3.4 3.3 21.0 37.2 0.0 47.1 3.0 115.0 90.9 206 63.9 ok no no no 0.00 24.0 13.95 140.00 0.000 no 1.5 10 60 132 600 1813 0 0 0 2.3 0 2.3 3.8 12.5 25.3 1.8 71.4 2.0 45.5 54.0 100 37.9 ok no no no 0.03 14.3 12.00 140.00 0.000 no 14 Period of upper flexible portion X-Direction Level - (w)eight Kips (F)orce Kips Average b inch W*6^2 - F*b - Roof 361.8 47.5 1.46 771.21 69.35 2nd 361.8 47.5 1.46 771.2129 69.35 Ta= 1.07 Seconds Period of Entire Structure X-Direction Level - (w)eight Kips (F)orce Kips Average b inch W*6"2 - F*b - Roof 361.8 47.5 1.46 771.21 69.35 2nd 3744 748.6 0.0033 0.04 2.47 4105.8 796.1 1.4633 771.2537 71.82038 Ta= 1.05 Seconds Ratio = 0.982677 < 1.1 OK Period of upper flexible portion Y-Direction Level - (w)eight Kips (F)orce Kips Average b inch W*6^2 - F*b - Roof 361.8 47.5 1.1 437.78 52.25 2nd 361.8 47.5 1.1 437.778 52.25 Ta= 0.93 Seconds Period of Entire Structure Y-Direction Level - (w)eight Kips (F)orce Kips Average b (inch) W*b^2 - F*b - Roof 361.8 47.5 1.1 437.78 52.25 2nd 3692 739.3 0.0043 0.07 3.18 4053.8 786.8 1.1043 437.8463 55.42899 Ta= 0.90 Seconds Ratio = 0.970976 < 1.1 OK M7 Description By CG P Dale 12/21 /22 ENGINEERING 250 4th Ave. South 2-STAGE ANALYSIS checked Date Scale Sheet No. Suite 200 Edmonds, WA 98020 425.778.8500 17 project Job No. www.cgengineering.com WESTGATE STATION Westgate PT Slab CGP 12.20.22.cpt - 12/21/2022 Manual Latitude Tendon: Standard Plan Manual Latitude Tendon: Tendons; Num Strands; Tendon Inflection Ratio; Jacks; Tendon Points; Profile Values; User Notes; User Lines; User Dimensions; Mesh Input: Slab Areas; Slab Area Thicknesses; Walls Below; Columns Below; Element: Wall Elements Above; Wall Elements Below, Wall Element Outline Only; Column Elements Above; Column Elements Below; Slab Elements; Slab Element Outline Only; Latitude Tendon Parameters: Banded Tendons; Banded Tendon Description; Distributed Tendon Quadrilateral; Distributed Tendon Description; Distributed Tendon Ovedap Areas; Proflle Points; Profile Elevation Values; Profile Nodes; Jack Region; Scale =1:250 In Manual Latitude Tendon: Standard Plan - Westgate PT Slab CGP 12.20.22.cpt - 12/21/2022 Manual Longitude Tendon: Standard Plan Manual Longitutle Tentlon: Tentlons; Num Stra ft; Tentlon Inflection Ratio; Jacks; Tentlon Points; Profile Values; Mesh Input: Beams; Beam Dimensions; Slab Areas; Slab Area Thicknesses; Slab Area Elevations; Walls Below; Columns Below; Element: Wall Elements Above; Wall Elements Below; Wall Element Outline Only; Column Elements Above; Column Elements Below; Slab Elements; Slab Element Outline Only; User Lines; Longitutle Tentlon Parameters: Bantletl Tentlons; Bantletl Tentlon Description; Distributetl Tentlon Ou.drilateral; Distributetl Tentlon Description; Distributetl Tentlon Overlap Areas; Profile Points; Profile Elevation Values; Profile NOEes; Jack Region; Manual Latitud. Tentlon: Tentlons; Scale =1:250 +I +I t M n n m n TOC 3 OC=3 TOC �i ni e gel .1 mm mm nm t= m T 0 =0 m eyi �i - ___ _..- - n W91 ry n ry WW n m�9 p o a A go p v VA rod OC=3 m t= TO 4 =0 in m m m m m� mm mA a / Zi TOC d m� ''r mm ._!,TO mm m m m m m m m m m m mm n n nn n: nn nn n n� n nn nn .. .. q. 4 -, tl 2 1 1 t I j t t 11 F.".1 ­., -U - ILI U I 19 Manual Longitude Tendon: Standard Plan - 1 Westgate PT Slab CGP 12.20.22.cpt - 12/21/2022 Design Status: Status Plan 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; Latitude Span Segment Deflection Checks; Latitude Deflection Checks; Longitude Span Segment Deflection Checks; Lonl Element: Wall Elements Below; Wall Elements Above; Wall Element Outline Only; Column Elements Below; Column Elements Above; Slab Elements; Slab Element Outline Only; Scale = 1:250 J 4 7 70 0o Mo eo 6C-1 6C-2 6C-3 6C-4 6C5 6C-6 6C-7 OK 8 OK 13 OK i6 OK 24 OK 26 OK 33 OK OK OK with SSR OK with SSR OK with SSR OK with SSR OK with SSR 00 o 4 MO 4 <ffi 4 „ffi 4 e0 4 no ly 00 4C.1 4C-2 4C-3 4C4 4C.5 4C-6 4C-7 K Fit OK 12 OK 17 OK 23 OK 27 OK 32 OK OK OK with SSR OK with SSR OK with SSR OK with SSR OK q3C OOn00 n0 u000 ]C-1 ]C-2 ]CJ OK 16 OK 22 OK OK (nonstandard section) OK (nonstandard section) O'. pia �Y e0no rvy OO rvy n0 u0 n0 7 X� �O 2C.1 2C.2 2C.3 2C-4 2C.5 2C5 2C-7 2C-8 Y OK -q- OK I6- OK 11 OK 15 OK 21 OK 26 OK 31 OK OK OK OK OK OK with SSR OK with SSR OK OK 00 n0 - iCi 6O n0 v0 n0 n0 OK (non-sta lard section)—� '+II 6 65 OK(n,n,tandard section) L SC 5C.2 5C-3 5C4 5C5 5C5 SC-] 5C5 i5 0 j9_ 10 OK 14 OK 19 OK 20 OK 25 OK 29 30 (non.standard section) OK (non-standard section) OK (non.standard section) OK OK OK OK OK (non.standard section) —OK (nonstandard section) 20 Design Status: Status Plan - 1 Westgate PT Slab CGP 12.20.22.cpt - 12/21/2022 Factored M 1.21) + 1.61- + 0.51-r: Std Reactions Plan Factoretl LC: 1.2D + 1.6L + 0.5Lr: 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 =1:250 Factoretl LC: 1.2D + 1.6L+ 0.5Lr - Reaction Plot: (Wall BBI—COIu— Below,Point Spring,U- Sprmg,Point Support,Line Support)(Fz)(St-d.rd Content) WORST CASE FACTORED LOAD REACTIONS 21 Factored LC: 1.21D + 1.61- + 0.51-r: Std Reactions Plan - Westgate PT Slab CGP 12.20.22.cpt - 12/21/2022 All Dead LC: Std Reactions Plan All Dead LC: User Notes; User Lines; Mesh Input: Beams; Element: Wall Elements Below; Wall Element Outline Only; Column Elements Above; Column Elements Below; Line Supports; Slab Elements; Slab Element Outline Only; Self -Dead Loading: Line Load.; Scale =1:250 All Deatl LC - Reaction PI W: (Wall Below,Column Mm,Point Spring,Line Spring,Point Support,Line Supped)(F,)(Stendatd Content) 22 All Dead LC: Std Reactions Plan - Westgate PT Slab CGP 12.20.22.cpt - 12/21/2022 Live (Unreducible) Loading: Std Reactions Plan LIN. (Unreducible) Loading: P.ml, Load l—, P.ml, -.adV.lu-; Lim. Load Icons; Lim. L.adV.1—; Area Load lm-; Area L.adV.1u., J..r Notes; User Lim.; U— Di--w, Element: Wall Elements Above; Wall Elements Below; Wall Element Outline Only; C,I,,, El,,,,t, Above; C.I.— Elements Below; Slab El...M.: Slab Element 0.0m. Only: ft.i. = 1 250 Live (Unreducible) L..dmg - Reaction Plot: (Wall 13.1—C.I.— 13.1—ftmt Sprmq,U- Sprmg,ftmt Supp.d,Lm. Supp.ft)(F.)(St-d.rd Content) S S S 23 Live (Unreducible) Loading: Std Reactions Plan - Westgate PT Slab CGP 12.20.22.cpt - 12/21/2022 Snow Loading: Std Reactions Plan Snow Loatling: Point Loatls; Point Load Icons; Point Load Values; Line Loatls; Line Load Icons; Line Load Values; Area Load Icons; Area Load Values; 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 =1:250 Snow Loatling - Reaction Plot: (Wall Below,Column Below,Point Spdng,Line Spring,Point Supp.d,Line Support)(Fz)(Stand.nd Content) 24 Snow Loading: Std Reactions Plan -