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REV1 BLD2021-0088+Structural_Calcs-CONCRETE CORE+7.8.2022_10.38.07_AM+2977191
lqjff Edmonds Senior Living Community Concrete Core Revisions (ASI 01) Structural Calculations KPFF Project No. 10021900393 July 07, 2022 Submitted To: Ankrom Moisan 38 NW Davis Street, Suite 300 Portland, OR 97209 Submitted By: KPFF Consulting Engineers 111 SW Fifth Avenue, Suite 2600 Portland, OR 97204-3628 me July 7, 2022 Mr. Richard Grimes Ankrom Moisan 38 NW Davis Street, Suite 300 Portland, OR 97209 Re: Edmonds Senior Living Community — Core Revisions (ASI 01) Dear Richard: Attached please find calculation sheets dated July 7, 2022, which verify the structural adequacy of the revised concrete shear wall openings for the Edmonds Senior Living Community project. Design is based on the requirements of the 2015 International Building Code (IBC) with Washington amendments. If you have any questions or need further information, please call me. Sincerely, Seth Thomas, P.E., S.E. Attachments 2022-07-06_Edmonds Senior Living Community Calc Letter_10021900393 111 SW Fifth Avenue, Suite 2600 Portland, OR 97204 503 2 27-3 25 1 kpff.com qjffClient: Project: Edmonds Senior Living By: SAT Sheet No. L-0 Location: Edmonds WA Date: 07/07/22 Ankrom Moisan Revised: Job No. 21900383 Subject: Date: Lateral Design - Podium Project: Edmonds Senior Living By: SAT Sheet No. Location: Edmonds WA Date: 07/07/22 L-1 qjffClient: Ankrom Moisan Revised: Job No. Subject: Date: 21900383 Lateral Analysis Narrative The lateral design of the podium was done per the two stage analysis procedure of ASCE 7-10 (Section 12.2.3.2). The podium is modeled as a two story building with concrete shearwalls. The basement level is modeled along with the basement retaining walls to capture the backstay effects of the cores transfering load into the level 1 diaphragm and out into the basement walls. Modeling was done in ETABS and post processed in excel. Etabs'auto-lateral' loading was used to apply the forces per the equivilant lateral force method (as required for a two stage analysis). A wood lateral case was applied as a static force at the center of mass of the wood walls and scaled as required. These forces were combined and amplified as required for a type 1b irregular building. Shear walls capacities were evaluated using indivudal piers in SPColumn and exported to Excel where all combinations of lateral loads were checked. Coupling beams were designed per ACI chapter 21 with diagonal reinforcing required at some locaitons. Project: Edmonds Senior Living By: SAT Sheet No. IqJff Location: Edmonds WA Date: 07/07/22 L-2 Client: Ankrom Moisan Revised: Job No. Subject: Date: 21900383 Seismic Mass Summary Levell/Ground Decking Joists Beams Seismic 10" PT Slab 125 Allowance for Overframing/topping 5 Columns Walls CMU Partitions 3 Partitions 5 MEP 3 Flooring 2.0 Cladding 5.1 Misc 2 Dead Load 142.0 142.0 142.0 150.1 Live Load 40 40 40 0 Total Load 182 182 182 150 Level Decking Joists Beams Seismic 14" PT Slab 175 Thickened Slabs/Transfer Beams 4.0 Columns Walls Ceiling 4 Partitions 20 25 MEP 5 Flooring 4.0 Cladding 5.1 Misc 2 Dead Load 210.0 214.0 214.0 224.1 Live Load 40 40 40 0 Total Load 250 254 254 224 --> See next page (L2.3) > See next page > At P1 Level > 4psf over 50% > 28psf Average Weight over elevatior --> See next page (1-2.3) > See next page > At P1 Level 50% area -->Demising walls/gyp/insulation --> 28psf Average Weight over elevatior Project: Edmonds Senior Living By: SAT Sheet No. Location: Edmonds WA Date: 07/07/22 L-2.2 Client: Ankrom Moisan Revised: Job No. Subject: Date: 21900383 Seismic Mass Summary - Shearwalls Shearwalls - Core 1: Lcl-W = 10 ft tcl-W = 12 in P1 0 ft LCI-N= 22 ft tCI-N= 12 in Level 1 14.0 ft LcI-E= 10 ft tC1-E= 12 in Level 28.0 ft LcI-s= 22 ft tcI-s= 12 in Level ft WGTP1= 130 kips WGTLVLI= 130 kips WGTLVL2= kips Aopening= 26.25 ft2 Shearwalls - Core 2: LC2-W= 10 ft tcl-W= 12 in P1 0 ft LC2-N= 21 ft tCI-N= 12 in Level 14.0 ft LC2-E= 10 ft tC1-E= 12 in Level 28.0 ft LC2-S= 21 ft tcI-s= 12 in Level ft LC2-W1= 19 ft tC2-W1 = 12 in (West Wall Extension @ P1 & L1) WGTP1= 162 kips WGTLVLI = 162 kips WGTLVL2= 8 kips Aopening= 54.5 ft2 Shearwalls - Core 3: LC3-W= 10 ft tC3-W= 12 in P1 0 ft LC3-N = 22 ft tC3-N = 12 in Level 1 14.0 ft LC3-E= 10 ft tC3-E= 12 in Level 28.0 ft LC3-5= 22 ft tC3-5= 12 in Level ft WGTP1= 131 kips WGTLVLI = 131 kips WGTLVL2= -4 kips Aopening= 24.5 ft2 Shearwalls - Core 4: LW = 16 ft tW = 12 in WGTrl = 34 kips WGTLVLI= 34 Aope g= 22.5 ft, WGTLVLI = 457 kips Tributary to LVL 1 WGTLVL2= 220 kips Tributary to LVL 2 WGTLVL3= -8 kips Tributary to LVL 3 Project: Edmonds Senior Living By: SAT Sheet No. Location: Edmonds WA Date: 07/07/22 L-2.3 Client: Ankrom Moisan Revised: Job No. Subject: Date: 21900383 Seismic Mass Summary - Basement Walls Basement Walls LW = 778 ft tw = 10 in P1 0 ft Level 1 14.0 ft WGTLVLi = 1362 kips Level 2 28.0 ft Project: Edmonds Senior Living By: SAT Sheet No. Location: Edmonds WA Date: 07/07/22 L-2.4 Ankrom Moisan Revised: Job No. qjffClient: Subject: Date: 21900383 Seismic Mass Summary - Columns No. Of Average Size H Wgt Level Columns (in2) (ft) (kips) P1 30 336 11.75 123 L1 38 336 15 200 L2 0 0 10.25 0 Seismic Mass Contribution Weight Area Level (kips) (ft) PSF Level 161 24,806 6.5 Level 100 25,843 3.9 Level 0 0 #DIWO! Project: Edmonds Senior Living By: SAT Sheet No. Location: Edmonds WA Date: 07/07/22 L-2.5 Ankrom Moisan Revised: Job No. qjffClient: Subject: Date: 21900383 Seismic Mass Summary Level 1/Ground Floor Slab 3,724 kips A = 24,806 ft2 Shearwalls 457 kips Basement Walls 681 kips Columns 161 kips 5,023 kips => 202 psf Level 2 Floor Slab 5,792 kips A = 25,843 ft2 Shearwalls 220 kips Columns 100 kips 6,112 kips => 237 psf Total Seismic Mass: 11,135 kips Project: Edmonds Senior Living By: SAT Sheet No. Location: Edmonds WA Date: 07/07/22 L-3 Client: Ankrom Moisan Revised: Job No. Subject: Date: 21900383 Model Verification Z Project: Edmonds Senior Living By: SAT Sheet No. Location: Edmonds WA Date: 07/07/22 L-3.1 Ankrom Moisan Revised: Job No. qjffClient: Subject: Date: 21900383 Model Verification - Mass Hand Calc - Etabs Mass Comparison Etabs Model Hand Calc mass Weight Weight Level lb-sZ/ft kips kips Level 0 0 0 #DIV/0! Level 186017 5,990 6,112 -2.0% Ground 156797 5,049 5,023 0.5% Base 29139 938 Seismic Mass 11,039 11,135 -0.9% Project: Edmonds Senior Living By: SAT Sheet No. Location: Edmonds WA Date: 07/07/22 L-3.2 Client: Ankrom Moisan Revised: Job No. Subject: Date: 21900383 Model Verification - Wall Modeling t,h Wall Property Data General Data Property Name 12 SShear b,3r Property Type Speafied Wall Material O Notional Size Data Moddy/Show Notional Size... Modeling Type SFre4Thm Modifiers (Currently User Specified) Modify/Show... — — — — — — — — Display Color Property Notes Modify/Show... Property Data Thickness 2 in Cancel © Property/Stiffness Modification Factors Property./Stiffness Modifiers for Analysis Membrane f11 Direction Membrane f22 Direction 0.35 Membrane f 12 Direction Bending m11 Direction Bending m22 Direction Bending m12 Direction Shear v 13 Direction 0 Shearv23 Direction Mass Weight OK Cancel Project: Edmonds Senior Living By: SAT Sheet No. lqjff Location: Edmonds WA Date: 07/07/22 L-3.3 Client: Ankrom Moisan Revised: Job No. Subject: Date: 21900383 Model Verification - Lateral Loading Modeling per the equivalent lateral force method as required for a two stage analysis. Using Etabs auto load generator for ELF. Input parameters to generate forces are seismic coefficients (Ss, S1) and system response parameters (R, Cd, 1). Note Ax increase factors are handled via post processing. tip ASCE 7-10 Seismic Loading Direction and Eccentricity ❑✓ Y Dir ❑✓ Y Dir - Eccentncity Y Dir - Eccentricihr Ecc. Ratio (Al Diaph.) O.CE OverNnte Eccentricities Time Period "I ;tt;. x = r a R). x T= Story Range Top Story for Seismic Loads Level 3 Bottom Story for Seismic Loads Pl Factors Response Modification. R 11 System Overstrength, Omega 2.5 Deflection Amplification, Cd I IJ I Occupancy Importance, I I� SPECIAL REINFORCED SHEARWALLS i Seismic Coefficients m USGS Database -by Le" Ss and S1 from USGS Datahas.- b: _ n Ss and S1 - User Defir- Site Latitude (degrees) Site Longitude (degrees) Site Zip Code (.5-Digits) 0.2 Sec Spectral Accel. Ss 1 sec Spectral Accel. S1 Long -Period Transition Period Site Class Site Coefficient, Fa Site Coefficient. Fv Calculated Coefficients S D S = (2:'3)' Fa - Ss SD1=(2'3)-Fv'Sy I PER GEOTECHNICAL REPORT I 0 I 00 I & 97 12 sec D I' 1.503 0.84s7 0.,L% Cancel qjffClient: Project: Edmonds Senior Living By: SAT Sheet No. L-3.4 Location: Edmonds WA Date: 07/07/22 Ankrom Moisan Revised: Job No. 21900383 Subject: Date: Model Verification - Lateral Forces Hand Calc Etabs Results Load Case VX (Kips) Vy (kips) VX (kips) Vy (kips) Seismic X i 1,890 2,612 0 38.2% Seismic Y i_ _ _ __1_890 0 2,612 38.2% Wood Seismic X (LRFD) i———--------- i 847 i 700 0 -17.3% Wood Seismic Y (LRFD) i 847 i 0 700 -17.3% Wood Forces into Concrete Podl Scale Wood forces by R/p Wood Floors V = 501 kips R = 6.5 p = 1.0 Concrete Floors R = 5.0 p = 1.3 Vwoodseismic- 847 kips Project: Edmonds Senior Living By: SAT Sheet No. Location: Edmonds WA Date: 07/07/22 7/7/2022 lqjff Client: Ankrom Moisan Revised: Job No. Subiect: Date: 21900383 SS = 1.273 g SI = 0.497 g Use Site Class: D Fa = 1.00 F� = 1.50 Sans = 1.273 g SM1= 0.747 g SDs = 0.849 g SDI = 0.498 g To = 0.117 s Ts = 0.587 s TL = 12.0 s Ta = 0.24 s T = 0.24 s C = 1.4 USET= 0.24s Sa = 1.39 g or Sa = 0.85 g or Sa = 2.05 g or Sa = 101.20 g USE Sa = 0.85 g 0.900 g 0.800 g 0.700 g 0.600 g L v 0.500 g v Q 0.400 g U 0.300 g 0.200 g CL 0.100 g 0.000 g 0.00 Site Ground Motions { List where data was obtained, e.g. USGS or geotech report } { List where data was obtained, e.g. USGS or geotech report } { From Table 11.4-1 } { From Table 11.4-2 } {Sms=Ss* F. { SMI = SI * F� fl SDs = 2/3 * SMs } l SDI = 2/3 * SMI } {To=0.2*Ts} {Ts=SDI /SDs} { From Chapter 22 } { Building Period per ASCE 7-10 Eq. 12.8-7 } { Building Period from Dynamic Analysis } { Coefficient for Upper Limit on Calculated Period from Table 12.8-1 } { Include Uperbound Limit on T per ASCE 7-10, Section 12.8.2 } (Sa = SDs* (0.4 + 0.6 T / TD) for (T < TD) per Section 11.4.5.1 } { Sa = SDs for (To < T < Ts) per Section 11.4.5.2 } { Sa = SDI / T for (T > Ts) per Section 11.4.5.3 } { Sa = SDI * TL / TZ for (T > TO per Section 11.4.5.4 } Design Response Spectrum RC II Code DE (2/3 MCEr) Sie Specific - MCER 0.50 1.00 1.50200 2.50 3.00 3.50 4.00 Period, T (sec) RC: II SDC: D W = 11,135 kips From Site Ground Motions SDS = 0.849 g SDI = 0.498 g V=C'w R = 5.0 le — 1.0 R / le = 5.0 C, = 0.170 or Cs = 0.410 or C, = 20.241 or Cs = 0.0373 or C, = n/a C, = 0.17 Project: Edmonds Senior Living Location: Edmonds WA Client: Ankrom Moisan Subject: Equivilant Lateral Force Procedure Per ASCE 7-10 Section 12.8 { From ASCE 7-10, Table 1.5-1 } { From ASCE 7-10, Section 11.6 } Total Seismic Mass To = 0.117 s TS = 0.587 s TL = 12 s { ASCE 7-10 Section 12.8 } T = 0.243 s % = 1.273 g S, = 0.497 g { Cs = SDS / (R / le) per Eq. 12.8-2 } { Cs = SDI / T / (R / le) Maximum per Eq. 12.8-3 } { C = SM * TL / TZ / (R / le) per Eq. 12.8-4 } { Cs = 0.044 SDS le or 0.01 Minimum per Eq. 12.8-5 } { Cs = 0.5 Sl / (R / le) Minimum, IFF Sl > 0.6g per Eq. 12.8-6 } ' V= 0.170W Vertical Force Distribution Design method: LRFD T = 0.243 s k = 1.00 T < 0.5s V = 1,890 k Floor Elevation Floor Wt. Level Height h„ w„ wxhxk By: SAT Sheet No. Date: 07/07/22 L-4.1 Revised: Job No. Date: 21900383 VLRFD = 1,890 k VASD= 1,323 k Story Force C- Fx V, OTM Level 3 --- 37.00 ft 0 k 0 0.000 0 k --- --- Level 2 10.25 ft 26.75 ft 6,112 k 163,501 0.735 1,389 k 1,389 k 14,234 k*ft Ground/LVL1 15.00 ft 11.75 ft 5,023 k 59,018 0.265 501 k 1,890 k 42,584 k*ft Base/P1 11.75 ft 37.00 ft 11,135 k 222,519 0.735 1,890 k Lateral Force Acts at a Height of: 22.53 ft which equals 60.9% of Building Height Project: Edmonds Senior Living By: SAT Sheet No. Location: Edmonds WA Date: 07/07/22 L-5 Client: Ankrom Moisan Revised: Job No. Subject: Date: 21900383 Torsion Checks E/W Drifts (in) Load Case NE Corner SE Corner TIR Seismic 1 EQX 0.37 0.21 1.28 Seismic EQX+Ecc 0.42 0.19 1.38 Seismic 5 EQ X - Ecc 0.33 0.23 1.17 TIR = 1.38 Ax = 1.33 ASCE 7 EQ 12.8-14 N/S Drifts (in) Load Case NW Corner NE Corner TIR Seismic EQY 0.39 0.37 1.02 Seismic 4 EQ Y + Ecc 0.43 0.42 1.02 Seismic 6 EQ Y - Ecc 0.35 0.33 1.02 TIR = 1.02 Ax = 1.00 ASCE 7 EQ 12.8-14 "Structure has a Type 1a Horizontal Irregularity Redundancy Checks p = 1.3 A Type 1b irregularity would be triggered if a wall pier was removed (i.e. core 2 north) thus the redundancy factor is 1.3. Project: Edmonds Senior Living I By: SAT Sheet No. L-6 Location: Edmonds WA 7/7/2022 Date: 07/07/22 Client: Ankrom Nloisan Revised: 106 No. 21900383 Subject: Date: Wall Pier Level fy= 60,000 PS p = 1.3 Floor Height (ft) CI-S Level l/Ground 15 CI-E PI 11.75 Cl-E Level 1/Ground 15 Cl-N P1 11.75 CI-N Level l/Ground 15 Cl-W Pi 11.75 Cl-W Level 1/Ground 15 C2-S-1 Pi 11.75 C2-S-1 Level 1/Ground 15 C2-E Pi 11.75 C2-E Level 1/Ground 15 C2-NI PI 11.75 C2-N1 Level 1/Ground 15 C2-N2 P1 11.75 C2-N2 Level l/Ground 15 C2-N3 PI 11.75 C2-N3 Level 1/Ground 15 C2-W1 P1 11.75 C2-WI Level l/Ground 15 C2-W2 P1 11.75 C2-W2 Level 1/Ground 15 C3-S-I PI 11.75 C3-S-1 Level 1/Ground 15 C3-S-2 P1 11.75 C3-S-2 Level l/Ground 15 C3-E PI 11.75 i Direction E/W Direction A„ = N/S Direction A„ = fc(psi) 1.33 1.00 L-11(ft) Torsional Amplification Factor Torsional Amplification Factor Shear Reinforcing twall(in) Layers Size Spacing E/W 6,000 22.8 12 2 #4 16 E/W 6,000 22.8 12 2 #4 16 N/S 6,000 11.0 12 2 #4 16 N/S 6,000 11.0 12 2 #4 16 E/W 6,000 18.5 12 2 #4 16 E/W 6,000 22.5 12 2 #4 16 N/S 6,000 11.0 12 2 #4 8 N/S 6,000 5.9 12 2 #4 3.5 E/W 6,000 21.2 12 2 #4 16 E/W 6,000 21.2 12 2 #4 16 N/S 6,000 9.5 12 2 #4 16 N/S 6,000 9.5 12 2 #4 16 E/W 6,000 4.23 12 2 #4 4 E/W 6,000 4.23 12 2 #4 4 E/W 6,000 7.3 12 2 #5 4 E/W 6,000 7.3 12 2 #5 4 E/W 6,000 2.2 12 2 #4 4 E/W 6,000 2.2 12 2 #4 4 N/S 6,000 16.8 12 2 #4 12 N/S 6,000 16.8 12 2 #4 8 N/S 6,000 9.0 10.25 2 #4 12 N/S 6,000 9.0 11.92 2 #4 8 E/W 6,000 18.0 12 2 #4 16 E/W 6,000 22.0 12 2 #4 16 E/W 6,000 22.0 12 2 #4 16 E/W 6,000 22.0 12 2 #4 16 N/5 6,000 11.0 12 2 #4 6 56.5 126.1 -4.1 92.7 66.8 145.4 1.6 84.1 6.2 173.5 -13.6 60.3 -3.9 36.2 -2.7 47.2 1.8 25.5 4.2 232.3 6.7 75.5 24.2 40.2 17.2 64.2 1.6 Vcon- (kips) V V+E« V -Ecc 116.5 114.1 119.0 210.6 204.2 217.0 13.0 18.1 8.0 143.4 126.7 160.1 129.9 131.4 128.5 222.6 219.3 225.9 4.0 3.7 4.4 145.9 118.5 173.3 33.0 29.7 36.3 240.5 244.3 236.6 -13.8 -16.5 -11.2 92.0 102.9 81.1 -2.6 -3.1 -2.0 54.4 59.5 49.3 1.8 1.8 1.8 72.1 77.4 66.8 6.0 6.4 5.6 41.8 44.3 39.3 44.3 39.6 49.1 316.7 323.0 310.3 23.2 21.6 24.8 101.2 106.0 96.4 45.9 47.9 43.8 67.1 62.5 71.7 38.5 36.7 40.2 105.3 106.7 103.9 10.4 11.4 9.5 V Tor:ion V -mn a. 2.4 3.2 6.4 8.5 5.0 5.0 16.7 16.7 1.4 1.9 3.3 4.4 0.4 0.4 27.4 27.4 3.3 4.4 3.8 5.1 2.7 2.7 10.9 10.9 0.5 0.7 5.1 6.8 0.0 0.0 5.3 7.1 0.4 0.5 2.5 3.3 4.7 4.7 6.4 6.4 1.6 1.6 4.8 4.8 2.0 2.7 4.6 6.1 1.8 2.3 1.4 1.9 0.9 0.9 Wsn(kips) Vn(kips) DCR 229.1 1170.8 0.33 448.7 1170.8 0.64 28.8 566.1 0.08 328.6 566.1 0.97 258.2 952.1 0.45 484.1 1157.9 0.70 7.8 764.1 0.02 334.6 618.8 0.90 56.7 1088.9 0.09 544.8 1088.9 0.83 39.2 488.9 0.13 212.2 472.2 0.75 9.3 398.8 0.04 126.6 398.8 0.53 5.9 1039.6 0.01 164.3 976.4 0.28 10.9 204.3 0.09 91.7 204.3 0.75 69.2 962.5 0.12 721.9 1163.5 1.03 41.0 473.2 0.14 236.0 589.8 0.67 94.6 926.3 0.17 147.5 1132.2 0.22 75.4 1132.2 0.11 222.8 1132.2 0.33 16.8 896.1 0.03 Project: Edmonds Senior Living I By: SAT Sheet No. L-6 Location: Edmonds WA 7/7/2022 Date: 07/07/22 Client: Ankrom Nloisan Revised: 106 No. 21900383 Subject: Date: E/W Direction fy= 60,000 psi A„ = 1.33 Torsional Amplification Factor N/S Direction p = 1.3 A„ = 1.00 Torsional Amplification Factor Shear Reinforcing V.n- (kips) Wall Pier Level Floor Height (ft) Direction fc (psi) Ly,,;; (ft) twat; (in) Layers Size Spacing Vr,_a (kips) V V+ E« V - Ecc V Tnr,;nn V rn,,m p„ V-i n(kips) Vn (kips) DCR C3-E Level 1/Ground 15 N/S 6,000 8.0 12 2 #4 4 80.3 150.3 178.8 121.7 28.6 28.6 336.8 776.8 0.72 C3-N Pi 11.75 E/W 6,000 22.0 12 2 #4 16 72.9 139.0 141.9 136.2 2.9 3.8 280.5 1132.2 0.41 C3-N Level l/Ground 15 E/W 6,000 22.0 12 2 #4 16 148.4 237.9 235.3 240.5 2.6 3.5 506.8 1132.2 0.75 C3-W P1 11.75 N/S 6,000 8.0 12 2 #4 12 -6.1 -3.6 -10.6 3.5 7.0 7.0 21.7 459.7 0.08 C3-W Level 1/Ground 15 N/S 6,000 11.0 12 2 #4 8 94.5 157.3 175.5 139.2 18.1 18.1 351.0 764.1 0.77 C4-W P1 11.75 N/S 6,000 13.8 12 2 #4 9 16.6 44.0 43.3 44.7 0.7 0.7 79.6 900.1 0.15 C4-W Level 1/Ground 15 N/S 6,000 13.8 12 2 #4 9 99.7 164.9 139.7 190.1 25.2 25.2 376.8 900.1 0.70 �7 91 as Wit fExx = 70 ksi = 0.75 (weld) = 0.70 (embed) Core 1: E/W Core Forces VLZ = 0 kips VLl = 449 kips VP1 = 229 kips U Leve13 = 0.0 kip/ft U Leve12= 9.9 kip/ft U Leve11= 5.3 kip/ft Level 2: Project: Edmonds Senior Living Location: Edmonds WA Client: Ankrom Moisan Subject: Concrete Wall/Slab Connections fy = fy = Lwall_3_E/W = ft L-11_2_E/w= 45.25 ft Lwa11_1_E/W= 41.25 ft By: SAT Sheet No. L-6.1S Date: 07/07/22 Revised: Job No. 21900383 Date: 60 ksi (rebar) 36 ksi (angle) 0.90 (steel) Bar Size 45 Spacing 9 in o.c. Vn = 14.88 kips/ft DCR = 0.89 Level 1: Vn = 14.0 kips/stud (per attached) Slab embed Vn = 21.0 kips/ft Weld Size 1/4 in L = 6 in/1'-0" Slab embed to Angle V" = 44.5 kips/ft Angle t = 5/8 in L = 12 in/1'-0" Angle Shear Vn = 162.0 kips/ft Weld Size 1/4 in L = 4 in/1'-0" Angle to wall embed V" = 59.4 kips/ft Vn = 20.3 kips (per attached) Wall Embed Vn = 40.7 kips/ft #n = 14.7 kips/ft DCR = 0.36 �7 91 as Wit fExx = 70 ksi = 0.75 (weld) = 0.70 (embed) Core 1: E/W Core Forces VLZ = 0 kips VLl = 484 kips VP1 = 258 kips U Leve13 = 0.0 kip/ft U Leve12= 10.7 kip/ft U Leve11= 5.5 kip/ft Level 2: Project: Edmonds Senior Living Location: Edmonds WA Client: Ankrom Moisan Subject: Concrete Wall/Slab Connections fy = fy = Lwall_3_E/W = ft L-11_2_E/w= 45.25 ft Lwa11_1_E/W= 41.25 ft By: SAT Sheet No. L-6.1N Date: 07/07/22 Revised: Job No. 21900383 Date: 60 ksi (rebar) 36 ksi (angle) 0.90 (steel) Bar Size 45 Spacing 9 in o.c. Vn = 14.88 kips/ft DCR = 0.96 Level 1: Vn = 14.0 kips/stud (per attached) Slab embed Vn = 21.0 kips/ft Weld Size 1/4 in L = 6 in/1'-0" Slab embed to Angle V" = 44.5 kips/ft Angle t = 5/8 in L = 12 in/1'-0" Angle Shear Vn = 162.0 kips/ft Weld Size 1/4 in L = 4 in/1'-0" Angle to wall embed V" = 59.4 kips/ft Vn = 20.3 kips (per attached) Wall Embed Vn = 40.7 kips/ft #n = 14.7 kips/ft DCR = 0.37 Iqjff fEXX = Core 1: N/S Core Forces (East Wall) VLZ = 0 kips VL1 = 329 kips VP1= 29 kips ULeve13 = 0.0 kip/ft U Lev02= 29.9 kip/ft U Leve11= 27.3 kip/ft 70 ksi 0.75 (weld) 0.70 (embed) Project: Edmonds Senior Living Location: Edmonds WA Client: Ankrom Moisan Subject: Concrete Wall/Slab Connections fy = fy = Lwall_3_N/S= 11 ft Lwall_2_E/W = 11 ft Kva11_1_E/W = 11 ft Level 2: Drag Bar: 2 #8 Shear Bar Size #5 Spacing Level 1: Drag Bar: 0 #8 Vn = 50.4 kips/stud (per attached) Weld Size 3/8 in L = Angle t = 5/8 in L = Weld Size 5/16 in L = Vn = 36.7 kips (per attached) Tn = 95 kips 8 in o.c. 60 ksi 36 ksi 0.90 (steel) Tn = 0 kips Slab embed 6 in/1'-0" Slab embed to Angle 12 in/1'-0" Angle Shear 4 in/1'-0" Angle to wall embed Wall Embed By: SAT Sheet No. L-6.1E Date: 07/07/22 Revised: Job No. 21900383 Date: (rebar) (angle) Vn = 16.74 kips/ft DCR = 1.01 Vn = 75.6 kips/ft Vn = 66.8 kips/ft V" = 162.0 kips/ft Vn = 74.2 kips/ft V" = 73.4 kips/ft On = 50.1 kips/ft DCR = 0.54 Project: Edmonds Senior Living By: SAT Sheet No. Location: Edmonds WA Date: 07/07/22 L-6.2N qjffClient: Ankrom Moisan Revised: Job No. Subject: Date: 21900383 Concrete Wall/Slab Connections fExx = 70 ksi fy = 60 ksi (rebar) = 0.75 (weld) fy = 36 ksi (angle) = 0.70 (embed) = 0.90 (steel) Core 2: E/W Core Forces (North Side) VLZ= 0 kips Lwall_3_E/W= 21.50 ft VL1= 383 kips Lwall_2_E/W= 21.50 ft VP1= 26 kips Kva11_1_E/W= 21.50 ft U L-13 = 0.0 kip/ft U Lev02= 17.8 kip/ft U L-11= 16.6 kip/ft Level 2: Level 1: Bar Size 46 Spacing 6 in o.c. V = 31.7 kips/ft DCR = 0.75 Bar Size 46 Spacing 6 in o.c. V = 31.7 kips/ft DCR = 0.70 Project: Edmonds Senior Living By: SAT Sheet No. Location: Edmonds WA Date: 07/07/22 L-62.S Ankrom Moisan Revised: Job No. qjffClient: Subject: Date: 21900383 Concrete Wall/Slab Connections fExx = 70 ksi fy = 60 ksi (rebar) = 0.75 (weld) fy = 36 ksi (angle) = 0.70 (embed) = 0.90 (steel) Core 2: E/W Core Forces (South Side) VL2 = 0 kips Lwall_3_E/w= 21.50 ft VL1 = 545 kips Lwall_2_E/w= 21.50 ft VP1= 57 kips Kva11_1_E/w= 21.50 ft U L-13 = 0.0 kip/ft 1)Lev02= 25.3 kip/ft U L-11= 22.7 kip/ft Level 2: Drag Bar: 3 #8 L = 10 ft T = 142 kips DCR = 1.03 Bar Size #6 Spacing 9 in o.c. V = 21.1 kips/ft DCR = 0.83 Level 1: Drag Bar: 3 #8 L = 10 ft T = 142 kips DCR = 0.92 Bar Size #6 Spacing 9 in o.c. V = 21.1 kips/ft DCR = 0.74 Project: Edmonds Senior Living By: SAT Sheet No. Location: Edmonds WA Date: 07/07/22 L-6.2E Ankrom Moisan Revised: Job No. qjffClient: Subject: Date: 21900383 Concrete Wall/Slab Connections fExx = 70 ksi fy = 60 ksi (rebar) = 0.75 (weld) fy = 36 ksi (angle) = 0.70 (embed) = 0.90 (steel) Core 2: N/S Core Forces (East Side) VLZ = 0 kips Lwall_3_E/W= 9.50 ft VL1= 212 kips Lwan_2_E/W= 9.50 ft VP1 = 39 kips Kva11_1_E/W= 9.50 ft U L-13 = 0.0 kip/ft U Lev02= 22.3 kip/ft U L-11= 18.2 kip/ft Level 2: Drag Bar: 2 #8 L = 10 ft T = 95 kips DCR = 0.84 Bar Size #6 Spacing 9 in o.c. V = 21.1 kips/ft DCR = 0.45 Level 1: Drag Bar: 0 #8 L = 0 ft T = 0 kips DCR = #DIWOI Bar Size #6 Spacing 6 in o.c. V = 31.7 kips/ft DCR = 0.77 Project: Edmonds Senior Living By: SAT Sheet No. Location: Edmonds WA Date: 07/07/22 L-6.2W Ankrom Moisan Revised: Job No. qjffClient: Subject: Date: 21900383 Concrete Wall/Slab Connections fExx = 70 ksi fy = 60 ksi (rebar) = 0.75 (weld) fy = 36 ksi (angle) = 0.70 (embed) = 0.90 (steel) Core 2: N/S Core Forces (West Side) VLZ = 0 kips Lwall_3_E/W= 0.00 ft VL1= 958 kips Lwan_2_E/W= 29.08 ft VP1= 110 kips Kva11_1_E/W= 29.08 ft U L-13 = #DIV/01 kip/ft U Lev02= 32.9 kip/ft U L-11= 29.2 kip/ft Level 2: Drag Bar: 0 #8 L = 0 ft T = 0 kips DCR = #DIV/01 Bar Size #6 Spacing 4 in o.c. V = 47.5 kips/ft DCR = 0.92 Level 1: Drag Bar: 0 #8 L = 0 ft T = 0 kips DCR = #DIWOI Bar Size #6 Spacing 4 in o.c. V = 47.5 kips/ft DCR = 0.82 Project: Edmonds Senior Living By: SAT Sheet No. Location: Edmonds WA Date: 07/07/22 L-6.3S Ankrom Moisan Revised: Job No. qjffClient: Subject: Date: 21900383 Concrete Wall/Slab Connections fExx = 70 ksi fy = 60 ksi (rebar) = 0.75 (weld) fy = 36 ksi (angle) = 0.70 (embed) = 0.90 (steel) Core 3: E/W Core Forces (South) VLZ = 0 kips Lwall_3_E/w= 49 ft VLl = 370 kips Lwan_2_E/w= 49 ft VP1 = 170 kips Lwa11_1_E/W = 36.75 ft U L-13 = 0.0 kip/ft U Lev02= 7.6 kip/ft U L-11= 5.5 kip/ft Level 3: Vn = 16.7 kips/stud (per attached) Slab embed Vn = 33.4 kips/ft Weld Size 1/4 in L = 21 in/2'-0" Slab embed to Angle Vn = 77.9 kips/ft Angle t = 3/8 in L = 21 in/2'-0" Angle Shear Vn = 85.1 kips/ft Weld Size 1/4 in L = 21 in/2'-0" Angle to wall embed Vn = 39.0 kips/ft Vn = 20.3 kips (per attar Wall Embed Vn = 40.7 kips/ft On = 23.4 kips/ft DCR = 0.00 Level 2: Vn = 14.0 kips/stud (per attached) Slab embed Vn = 21.0 kips/ft Weld Size 1/4 in L = 6 in/1'-0" Slab embed to Angle Vn = 44.5 kips/ft Angle t = 5/8 in L = 12 in/1'-0" Angle Shear Vn = 162.0 kips/ft Weld Size 1/4 in L = 4 in/1'-0" Angle to wall embed Vn = 59.4 kips/ft Vn = 20.3 kips (per attached) Wall Embed Vn = 40.7 kips/ft #n = 14.7 kips/ft DCR = 0.51 Level 1: Vn = 14.0 kips/stud (per attached) Slab embed Vn = 21.0 kips/ft Weld Size 1/4 in L = 21 in/2'-0" Slab embed to Angle Vn = 77.9 kips/ft Angle t = 5/8 in L = 21 in/2'-0" Angle Shear Vn = 141.8 kips/ft Weld Size 1/4 in L = 21 in/2'-0" Angle to wall embed Vn = 77.9 kips/ft Vn = 20.3 kips (per attached) Wall Embed Vn = 40.7 kips/ft On = 14.7 kips/ft DCR = 0.37 Project: Edmonds Senior Living By: SAT Sheet No. Location: Edmonds WA Date: 07/07/22 L-6.3N Ankrom Moisan Revised: Job No. qjffClient: Subject: Date: 21900383 Concrete Wall/Slab Connections fExx = 70 ksi fy = 60 ksi (rebar) = 0.75 (weld) fy = 36 ksi (angle) = 0.70 (embed) = 0.90 (steel) Core 3: E/W Core Forces (North) VLZ = 0 kips Lwall_3_E/w= 49 ft VLl = 507 kips Lwan_2_E/w= 49 ft VPl = 280 kips Lwau_I_E/W = 36.75 ft U L-13 = 0.0 kip/ft U Lev02= 10.3 kip/ft U L-11= 6.2 kip/ft Level 3: Vn = 16.7 kips/stud (per attached) Slab embed Vn = 33.4 kips/ft Weld Size 1/4 in L = 21 in/2'-0" Slab embed to Angle Vn = 77.9 kips/ft Angle t = 3/8 in L = 21 in/2'-0" Angle Shear Vn = 85.1 kips/ft Weld Size 1/4 in L = 21 in/2'-0" Angle to wall embed Vn = 39.0 kips/ft Vn = 20.3 kips (per attar Wall Embed Vn = 40.7 kips/ft On = 23.4 kips/ft DCR = 0.00 Level 2: Vn = 14.0 kips/stud (per attached) Slab embed Vn = 21.0 kips/ft Weld Size 1/4 in L = 21 in/2'-0" Slab embed to Angle Vn = 155.9 kips/ft Angle t = 5/8 in L = 21 in/2'-0" Angle Shear Vn = 283.5 kips/ft Weld Size 1/4 in L = 21 in/2'-0" Angle to wall embed Vn = 311.8 kips/ft Vn = 20.3 kips (per attached) Wall Embed Vn = 40.7 kips/ft #n = 14.7 kips/ft DCR = 0.70 Level 1: Vn = 14.0 kips/stud (per attached) Slab embed Vn = 21.0 kips/ft Weld Size 1/4 in L = 21 in/2'-0" Slab embed to Angle Vn = 155.9 kips/ft Angle t = 5/8 in L = 21 in/2'-0" Angle Shear Vn = 283.5 kips/ft Weld Size 1/4 in L = 21 in/2'-0" Angle to wall embed Vn = 311.8 kips/ft Vn = 20.3 kips (per attached) Wall Embed Vn = 40.7 kips/ft On = 14.7 kips/ft DCR = 0.42 Project: Edmonds Senior Living By: SAT Sheet No. Location: Edmonds WA Date: 07/07/22 L-6.3W Ankrom Moisan Revised: Job No. qjffClient: Subject: Date: 21900383 Concrete Wall/Slab Connections fExx = 70 ksi fy = 60 ksi (rebar) = 0.75 (weld) fy = 36 ksi (angle) = 0.70 (embed) = 0.90 (steel) Core 3: E/W Core Forces (West) VLZ = 0 kips Lwall_3_E/W= 10.5 ft VL1= 351 kips Lwall_2_E/W= 10.5 ft VP1 = 22 kips Kva11_1_E/W = 10.5 ft U L-13 = 0.0 kip/ft U Lev02= 33.4 kip/ft U L-11= 31.4 kip/ft Level 3: Vn = 16.7 kips/stud (per attached) Slab embed Vn = 33.4 kips/ft Weld Size 1/4 in L = 21 in/2'-0" Slab embed to Angle Vn = 77.9 kips/ft Angle t = 3/8 in L = 21 in/2'-0" Angle Shear Vn = 85.1 kips/ft Weld Size 1/4 in L = 21 in/2'-0" Angle to wall embed Vn = 39.0 kips/ft Vn = 20.3 kips (per attar Wall Embed Vn = 40.7 kips/ft On = 23.4 kips/ft DCR = 0.00 Level 2: Vn = 50.4 kips/stud (per attached) Slab embed Vn = 75.6 kips/ft Weld Size 3/8 in L = 21 in/2'-0" Slab embed to Angle Vn = 233.8 kips/ft Angle t = 5/8 in L = 21 in/2'-0" Angle Shear Vn = 283.5 kips/ft Weld Size 5/16 in L = 21 in/2'-0" Angle to wall embed Vn = 389.7 kips/ft Vn = 36.7 kips (per attached) Wall Embed Vn = 73.4 kips/ft #n = 51.4 kips/ft DCR = 0.65 Level 1: Vn = 50.4 kips/stud (per attached) Slab embed Vn = 75.6 kips/ft Weld Size 3/8 in L = 21 in/2'-0" Slab embed to Angle Vn = 233.8 kips/ft Angle t = 5/8 in L = 21 in/2'-0" Angle Shear Vn = 283.5 kips/ft Weld Size 5/16 in L = 21 in/2'-0" Angle to wall embed Vn = 389.7 kips/ft Vn = 36.7 kips (per attached) Wall Embed Vn = 73.4 kips/ft On = 51.4 kips/ft DCR = 0.61 Project: Edmonds Senior Living By: SAT Sheet No. Location: Edmonds WA Date: 07/07/22 L-6.4 Ankrom Moisan Revised: Job No. qjffClient: Subject: Date: 21900383 Concrete Wall/Slab Connections fExx = 70 ksi fy = 60 ksi (rebar) = 0.75 (weld) fy = 36 ksi (angle) = 0.70 (embed) = 0.90 (steel) Core 4: N/S Core Forces VLZ = 0 kips Lwa11_3_E/w= 16.75 ft VL1 = 377 kips Lwan_2_E/w= 16.75 ft VP1= 80 kips Kva11_1_E/w= 16.75 ft U L-13 = 0.0 kip/ft U Lev02= 22.5 kip/ft U L-11= 17.7 kip/ft Level 2: Drag Bar: 0 #8 L = 0 ft T = 0 kips DCR = #DIV/01 Bar Size #6 Spacing 6 in o.c. V = 31.7 kips/ft DCR = 0.95 Level 1: Drag Bar: 0 #8 L = 0 ft T = 0 kips DCR = #DIV/01 Bar Size #6 Spacing 6 in o.c. V = 31.7 kips/ft DCR = 0.75 Project: Edmonds Senior Living By: SAT Sheet No. Location: Edmonds WA Date: 07/07/22 L-7.1 Ankrom Moisan Revised: Job No. qjffClient: Subject: Date: 21900383 Core 1 A G, OPIS,— Project: Edmonds Senior Living By: SAT Sheet No. Location: Edmonds WA Date: 07/07/22 L-7.2 qjffClient: Ankrom Moisan Revised: Job No. Subject: Date: 21900383 Core 2 Project: Edmonds Senior Living By: SAT Sheet No. Iqjff Location: Edmonds WA Date: 07/07/22 L-7.3 Client: Ankrom Moisan Revised: Job No. Subject: Date: 21900383 Core 3 G3-gASE Project: Edmonds Senior Living By: SAT Sheet No. Location: Edmonds WA Date: 07/07/22 L-7.4 Client: Ankrom Moisan Revised: Job No. Subject: Date: 21900383 Core 4 l<pff E omr wmg By:snr rvo. o: Eemooa:wA ..: i m/m/zz Cllem: All-,Molsan xixa: lob No. l j-: E/W Siesmic N/S Direction A,= 1.33 A,= 1.00 p= 1.30 Woad Levels (kip-ft) E/W Seismic N/S Seismic E/W Seismic (k-ft) Pe fe Mx My Mx My Pier Name (kips) (pi) (klPft) (kip ft) (kiPft) (kip ft) M, Es M„ M„+E_ 11-1SE 111 1,11 3,117 -111 99 1,223 Sp24 1,391 Sp)6 -111 -111 111 o C1-P1 362 6,001 3,137 -61 3 1,361 6,053 1,171 1,131 -11 59 -111 V Cl -L1 -10 6p00 3,674 361 - 1,585 5,913 5,887 5,938 554 831 276 C2-BASE 224 6p00 3,004 878 1,776 3,714 5,005 5,132 4,877 1,405 1,329 1,481 C2-P1-1 307 6p00 2,819 259 -51 .3 4,496 4,681 4,310 424 111 436 C2-P1-2 96 6p00 0 0 17 0 18 18 18 0 0 0 C2-P1-3 -5 6p00 -1 29 0 61 -1 -1 -1 42 42 41 C2-L1-1 247 6p00 2,602 3 -569 1,330 3,703 3,891 3,515 -28 -106 50 C2-L1-2 58 6p00 70 1 32 -6 112 120 105 2 2 1 C2-L1-3 36 6p00 -17 -35 5 296 -24 -25 -24 -45 -58 -33 C3-BASE -91 6p00 1,01 113 115 636 1,715 1,617 1,813 283 161 397 Co 3-P1 -53 6,000 1,831 -178 -111 167 3,111 3,114 3,348 11 -539 -111 V C3-LS 3 6 wo 3,605 -892 -869 1,911 5,875 SJR 5,957 -1,331 -1,187 -983 N/S Seismic (k-ft) M,+E_ M, Ea M„ M„+E_ M, E� 130 203 56 2,294 2,041 2,548 -79 35 -192 2,519 2,- 2,811 357 393 321 2,560 2,171 2,949 2,657 2,478 2,837 6,137 1,- 6,030 IS -346 171 1,- 1,252 1,- 37 39 39 0 0 0 0 0 0 136 136 136 1. -1,- 1. 1,846 1,955 1,736 32 12 42 -8 -9 -8 5 6 5 .6 424 389 Torsional Amplificaitm, (5%+Az Amplification) Design Forces EJW Seismic (k-ft) N/S Seismic (k-ft) E/W Seismic N/S Seismic My M, - My ma- M, m,ae. a. � m,eee a. M, - My �,� M, m' a� � m,ne. a� 1p (kip 1p (kip - - - - - IkIPft) (kip-ftl IkIPft) (kip-ft) 52 181 70 240 74 253 74 253 10,238 809 363 4,131 81 208 108 279 111 292 111 292 11,446 620 252 5,023 16 278 34 369 36 389 36 389 11,405 1,564 TBS 5,419 128 76 170 101 179 107 179 107 9,731 2,835 5,463 11,830 186 13 247 17 260 18 260 18 8,984 832 5W 2,330 0 0 0 0 0 0 0 0 14 0 15 1 0 0 0 0 0 0 0 0 2 84 1 238 188 78 251 104 264 109 264 109 9,- 174 1,906 3,871 0 9 1 30 1 30 1 129 4 17 18 0 13 0 19 0 18 0 18 50 111 12 847 98 111 131 152 138 161 138 161 3,494 679 1,343 1,501 6) 189 185 94 191 94 191 6,111 1,039 195 3,303 83 35239 110 468 US 494 US 494 11,385 3,236 2,331 6,891 0 64 0 85 0 89 0 89 1 446 1 1,815 0 1 0 3 0 3 0 3 1 34 1 216 0 6 0 8 0 9 0 9 0 56 0 264 3 38 3 50 4 53 4 53 53 211 13 1:6 2 18 2 24 2 25 2 25 40 90 5 31 Project: Edmonds Senior Living By: SAT Sheet No. lqjff Location: Edmonds WA Date: 07/07/22 L-7.6 (Cl-Pl) Client: Ankrom Moisan Revised: Job No. Subject: Date: 21900383 Wall Section: C1-pi Pd = 667 kips PE = 362 kips Seismic Design Forces M x = 11,446 kip-ft MUy = 620 kip-ft MUx = 252 kip-ft MUy = 5,023 kip-ft (EQ-X w/ Amp) (EQ-Y w/ Amp) 100X+30Y 10OX-30Y-100X+30Y-10OX-30Y 30X+100Y 30X-100Y-30X+100Y-30X-100Y (kip-ft) (kip-ft) (kip-ft) (kip-ft) (kip-ft) (kip-ft) (kip-ft) (kip-ft) MUx = 11,699 11,699-11,699-11,699 3,510 3,510 -3,510 -3,510 MUy = 1,693 -1,693 1,693 -1,693 5,643 -5,643 -5,643 5,643 Check Section Cut for Design Loads Interaction Diagram Exported From SP Column and iterated at Axial Load Ratios F a -60,000 Mn: 0.9D-1.OE f Mn: 1.2D+1.OE Flexural Interaction Diagram - Biaxial Bending 30,000 -40, • Seismic Load Combinations -30,000 Mnx (kip-ft) 60,000 Project: Edmonds Senior Living By: SAT Sheet No. lqjff Location: Edmonds WA Date: 07/07/22 L-7.6 (Cl-Pl) Client: Ankrom Moisan Revised: Job No. Subject: Date: 21900383 SP Column Data Concrete wall geometry imported into SP column using a CAD file with each bar modeled. The image below is the imported geometry which SP column uses to calculate the 3D Axial -Moment interaction diagram. These numbers are exported and displayed at the relevant axial loads along with the load combinations from sheet 7.5. The second image below is the section properties used as well as a summary of total concrete and reinforcing area. ... ..... . . . . . . . . . . . . ...... r r BOUNDARY BARS L----- - YP. y �Yp. NTERMEDIATE BARS �X r------------------------------------- r 2/4 x 136 in 0.72% reinf. MATERIAL: Pc = 6 ksi Ec = 4415.21 ksi fc = 5.1 ksi Betal = 0.75 fy = 60 ksi Es = 29000 ksi SECTION: Ag = 8784 in"2 Ix = 2.62152e+007 in-4 ly = 8.20747e+007 in-4 Xo=0in Yo=0in REINFORCEMENT: --------------- --------------- 160 bars @ 0.717% As = 63.0037 in-2 Confinement: Tied Clear Cover = N/A Min Clear Spacing = 3.50 in SLENDERNESS: N/A Project: Edmonds Senior Living By: SAT Sheet No. lqjff Location: Edmonds WA Date: 07/07/22 L-7.6 (C1-1-1) Client: Ankrom Moisan Revised: Job No. Subject: Date: 21900383 Wall Section: C1-L1 Pd = 563 kips PE _ -10 kips Seismic Design Forces MUx = 11,405 kip-ft (EQ-X w/ Amp) Muy = 1,564 kip-ft MUx = 785 kip-ft (EQ-Y w/Amp) Muy = 5,419 kip-ft 100X+30Y 100X-30Y -100X+30Y -100X-30Y 30X+100Y 30X-100Y -30X+100Y -30X-100Y (kip-ft) (kip-ft) (kip-ft) (kip-ft) (kip-ft) (kip-ft) (kip-ft) (kip-ft) MUx = 12,190 12,190 -12,190 -12,190 3,657 3,657 -3,657 -3,657 Muy = 2,095 -2,095 2,095 -2,095 6,983 -6,983 -6,983 6,983 Check Section Cut for Design Loads Interaction Diagram Exported From SP Column and iterated at Axial Load Ratios Flexural Interaction Diagram - Biaxial Bending 25,000 20,000 15,000 10,000 O O 5,000 L O O 0 -50,000 - 0 000-30,000-20,000 00,000 0 10,O0D 20,000 30,000 40 -5,000 O O -10,000 $ Mn: 0.9D-1.OE f Mn: 1.2D+1.OE • Seismic Load Combinations -15,000 -25,000 Mnx (kip-ft) 50,000 Project: Edmonds Senior Living By: SAT Sheet No. lqjff Location: Edmonds WA Date: 07/07/22 L-7.6 (Cl-Ll) Client: Ankrom Moisan Revised: Job No. Subject: Date: 21900383 SP Column Data Concrete wall geometry imported into SP column using a CAD file with each bar modeled. The image below is the imported geometry which SP column uses to calculate the 3D Axial -Moment interaction diagram. These numbers are exported and displayed at the relevant axial loads along with the load combinations from sheet 7.5. The second image below is the section properties used as well as a summary of total concrete and reinforcing area. • , I I • , I • , I BOUNDARYBARS YP. • Y x INTERMEDIATE BARS YP. -------------------------------------, .I , MATERIAL: f'c = 6 ksi Ec = 4415.21 ksi fc = 5.1 ksi Betal = 0.75 fy = 60 ksi Es = 29000 ksi SECTION: Ag = 8784 in-2 Ix = 2.75764e+007 in-4 ly = 7.86095e+007 in-4 Xo=0in Yo=0in REINFORCEMENT: --------------- --------------- 156 bars @ 0.676% As = 59.3467 in"2 Confinement: Tied Clear Cover = N/A Min Clear Spacing = 3.38 in SLENDERNESS: N/A Project: Edmonds Senior Living By: SAT Sheet No. lqjff Location: Edmonds WA Date: 07/07/22 L-7.6 (C2-131-1) Client: Ankrom Moisan Revised: Job No. Subject: Date: 21900383 Wall Section: C2-131-1 Pd = 253 kips PE = 307 kips Seismic Design Forces Mux = 8,984 kip-ft (EQ-X w/ Amp) Muy = 832 kip-ft Mux = 500 kip-ft (EQ-Y w/Amp) Muy = 2,310 kip-ft 100X+30Y 100X-30Y -100X+30Y -100X-30Y 30X+100Y 30X-100Y -30X+100Y -30X-100Y (kip-ft) (kip-ft) (kip-ft) (kip-ft) (kip-ft) (kip-ft) (kip-ft) (kip-ft) Mux = 9,484 9,484 -9,484 -9,484 2,845 2,845 -2,845 -2,845 Muy = 943 -943 943 -943 3,142 -3,142 -3,142 3,142 Check Section Cut for Design Loads Interaction Diagram Exported From SP Column and iterated at Axial Load Ratios Flexural Interaction Diagram - Biaxial Bending 40,000 F L -50,000-40,000 -3 * Mn: 0.9D-1.OE f Mn: 1.2D+1.OE O Seismic Load Combinations 30,000 20,000 10,000 O O 8 o 8 -20,000-10,000 O 0 O 10,000 20,000 30,000 40,000 -10,000 -20,000 -30,000 -40,000 Mnx (kip-ft) 60,000 Project: Edmonds Senior Living By: SAT Sheet No. lqjff Location: Edmonds WA Date: 07/07/22 L-7.6 (C2-131-1) Client: Ankrom Moisan Revised: Job No. Subject: Date: 21900383 SP Column Data Concrete wall geometry imported into SP column using a CAD file with each bar modeled. The image below is the imported geometry which SP column uses to calculate the 3D Axial -Moment interaction diagram. These numbers are exported and displayed at the relevant axial loads along with the load combinations from sheet 7.5. The second image below is the section properties used as well as a summary of total concrete and reinforcing area. ------- - - - - - , BOUNDARY BARS / . YP.--- - - - - - ' ' . INTERMEDIATE BARS YP. ------------------ ------------------ ■ • ■ I ■--•-- •--• —•--■--• --• —•--•--•--• — •--• — - I MATERIAL: f'c = 6 ksi Ec = 4415.21 ksi fc = 5.1 ksi ' Betal = 0.75 fy = 60 ksi ' Es = 29000 ksi SECTION: Ag = 7156.47 in"2 Ix = 1.67063e+007 in"4 ly = 6.94665e+007 in"4 Xo=0in Yo=0in REINFORCEMENT: 142 bars @ 0.989% As = 70.8086 in"2 Confinement: Tied Clear Cover = N/A Min Clear Spacing = 4.31 in SLENDERNESS: N/A J Project: Edmonds Senior Living By: SAT Sheet No. lqjff Location: Edmonds WA Date: 07/07/22 L-7.6 (C2-131-2) Client: Ankrom Moisan Revised: Job No. Subject: Date: 21900383 Wall Section: C2-131-2 Pd = 75 kips PE = 96 kips Seismic Design Forces Mux = 24 kip-ft Muy = 0 kip-ft Mux = 75 kip-ft Muy = 1 kip-ft • • • •y • • • 4—X (EQ-X w/ Amp) (EQ-Y w/ Amp) 100X+30Y 10OX-30Y-100X+30Y-10OX-30Y 30X+100Y 30X-100Y-30X+100Y-30X-100Y (kip-ft) (kip-ft) (kip-ft) (kip-ft) (kip-ft) (kip-ft) (kip-ft) (kip-ft) Mux = 99 99 -99 -99 30 30 -30 -30 Muy = 0 0 0 0 1 -1 -1 1 Check Section Cut for Design Loads Interaction Diagram Exported From SP Column and iterated at Axial Load Ratios Flexural Interaction Diagram - Biaxial Bending 2nn ,000 1,500 Project: Edmonds Senior Living By: SAT Sheet No. lqjff Location: Edmonds WA Date: 07/07/22 L-7.6 (C2-131-2) Client: Ankrom Moisan Revised: Job No. Subject: Date: 21900383 SP Column Data Concrete wall geometry imported into SP column using a CAD file with each bar modeled. The image below is the imported geometry which SP column uses to calculate the 3D Axial -Moment interaction diagram. These numbers are exported and displayed at the relevant axial loads along with the load combinations from sheet 7.5. The second image below is the section properties used as well as a summary of total concrete and reinforcing area. IBOUNDARY BARS YP. -------- -------------------------- � Y � 4- -9 - - - - t------- P-----t- - - -l- ' MATERIAL: f'c = 6 ksi Ec = 4415.21 ksi fc = 5.1 ksi Betal = 0.75 fy = 60 ksi Es = 29000 ksi SECTION: Ag = 528 in"2 Ix = 6336 in-4 ly = 85184 in"4 Xo=0in Yo=0in REINFORCEMENT: 14 #7 bars @ 1.594% As = 8.41849 in"2 Confinement: Tied Clear Cover = N/A Min Clear Spacing = 4.42 in SLENDERNESS: N/A Project: Edmonds Senior Living By: SAT Sheet No. lqjff Location: Edmonds WA Date: 07/07/22 L-7.6 (C2-131-3) Client: Ankrom Moisan Revised: Job No. Subject: Date: 21900383 Wall Section: C2-131-3 Pd = 75 kips PE = -5 kips Seismic Design Forces Mux = 2 kip-ft Muy = 84 kip-ft Mux = 1 kip-ft Muy = 238 kip-ft (EQ-X w/ Amp) (EQ-Y w/ Amp) y 100X+30Y 10OX-30Y-100X+30Y-10OX-30Y 30X+100Y 30X-100Y-30X+100Y-30X-100Y (kip-ft) (kip-ft) (kip-ft) (kip-ft) (kip-ft) (kip-ft) (kip-ft) (kip-ft) Mux = 3 3 -3 -3 1 1 -1 -1 Muy = 96 -96 96 -96 321 -321 -321 321 Check Section Cut for Design Loads Interaction Diagram Exported From SP Column and iterated at Axial Load Ratios Flexural Interaction Diagram - Biaxial Bending 5,000 500 Project: Edmonds Senior Living By: SAT Sheet No. lqjff Location: Edmonds WA Date: 07/07/22 L-7.6 (C2-131-3) Client: Ankrom Moisan Revised: Job No. Subject: Date: 21900383 SP Column Data Concrete wall geometry imported into SP column using a CAD file with each bar modeled. The image below is the imported geometry which SP column uses to calculate the 3D Axial -Moment interaction diagram. These numbers are exported and displayed at the relevant axial loads along with the load combinations from sheet 7.5. The second image below is the section properties used as well as a summary of total concrete and reinforcing area. BOUNDARY BARS YP. INTERMEDIATE BARS Y ' YP. 12 x 166.5 in 1.03% reinf. MATERIAL: Pc=6ksi Ec = 4415.21 ksi fc = 5.1 ksi Betal = 0.75 fy = 60 ksi Es = 29000 ksi SECTION: Ag = 1998 in"2 Ix = 4.61575e+006 in"4 ly = 23976 in-4 Xo=0in Yo=0in REINFORCEMENT: --------------- --------------- 36 bars @ 1.032% As = 20.6167 in-2 Confinement: Tied Clear Cover = N/A Min Clear Spacing = 5.00 in Project: Edmonds Senior Living By: SAT Sheet No. lqjff Location: Edmonds WA Date: 07/07/22 L-7.6 (C2-1-1-1) Client: Ankrom Moisan Revised: Job No. Subject: Date: 21900383 Wall Section: C2-1-1-1 Pd = 118 kips PE = 247 kips Seismic Design Forces Mux = 7,742 kip-ft (EQ-X w/ Amp) Muy = 174 kip-ft Mux = 1,906 kip-ft (EQ-Y w/Amp) Muy = 3,871 kip-ft 100X+30Y 10OX-30Y -100X+30Y -10OX-30Y 30X+100Y 30X-100Y -30X+100Y -30X-100Y (kip-ft) (kip-ft) (kip-ft) (kip-ft) (kip-ft) (kip-ft) (kip-ft) (kip-ft) Mux = 9,648 9,648 -9,648 -9,648 2,895 2,895 -2,895 -2,895 Muy = 1,213 -1,213 1,213 -1,213 4,045 -4,045 -4,045 4,045 Check Section Cut for Design Loads Interaction Diagram Exported From SP Column and iterated at Axial Load Ratios Flexural Interaction Diagram - Biaxial Bending 40,000 60,000 Project: Edmonds Senior Living By: SAT Sheet No. lqjff Location: Edmonds WA Date: 07/07/22 L-7.6 (C2-1-1-2) Client: Ankrom Moisan Revised: Job No. Subject: Date: 21900383 Wall Section: C2-1-1-2 Pd = 117 kips PE = 58 kips Seismic Design Forces Mux = 229 kip-ft (EQ-X w/ Amp) Muy = 4 kip-ft Mux = 77 kip-ft (EQ-Y w/Amp) Muy = 18 kip-ft • • • •Y • • • 4X 100X+30Y 100X-30Y-100X+30Y-100X-30Y 30X+100Y 30X-100Y-30X+100Y-30X-100Y (kip-ft) (kip-ft) (kip-ft) (kip-ft) (kip-ft) (kip-ft) (kip-ft) (kip-ft) Mux = 306 306 -306 -306 92 92 -92 -92 Muy = 7 -7 7 -7 22 -22 -22 22 Check Section Cut for Design Loads Interaction Diagram Exported From SP Column and iterated at Axial Load Ratios F a Y -1,500 � Mn: 0.9D-1.OE f Mn: 1.2D+1.OE Flexural Interaction Diagram - Biaxial Bending 300 -1,0 [Pr.T.i 000 1,500 Project: Edmonds Senior Living By: SAT Sheet No. lqjff Location: Edmonds WA Date: 07/07/22 L-7.6 (C2-1-1-3) Client: Ankrom Moisan Revised: Job No. Subject: Date: 21900383 Wall Section: C2-1-1-3 Pd = 90 kips PE = 36 kips Seismic Design Forces Mux = 50 kip-ft Muy = 116 kip-ft Mux = 12 kip-ft Muy = 847 kip-ft (EQ-X w/ Amp) (EQ-Y w/ Amp) yl 100X+30Y 100X-30Y-100X+30Y-100X-30Y 30X+100Y 30X-100Y-30X+100Y-30X-100Y (kip-ft) (kip-ft) (kip-ft) (kip-ft) (kip-ft) (kip-ft) (kip-ft) (kip-ft) Mux = 62 62 -62 -62 19 19 -19 -19 Muy = 289 -289 289 -289 964 -964 -964 964 Check Section Cut for Design Loads Interaction Diagram Exported From SP Column and iterated at Axial Load Ratios Flexural Interaction Diagram - Biaxial Bending 5,000 500 Project: Edmonds Senior Living By: SAT Sheet No. lqjff Location: Edmonds WA Date: 07/07/22 L-7.6 (C3-P1) Client: Ankrom Moisan Revised: Job No. Subject: Date: 21900383 Wall Section: C3-P1 Pd = 646 kips PE = -53 kips Seismic Design Forces M x = 6,212 kip-ft MAY = 1,039 kip-ft MUx = 275 kip-ft MAY = 3,303 kip-ft (EQ-X w/ Amp) (EQ-Y w/ Amp) 100X+30Y 100X-30Y -100X+30Y -100X-30Y 30X+100Y 30X-100Y -30X+100Y -30X-100Y (kip-ft) (kip-ft) (kip-ft) (kip-ft) (kip-ft) (kip-ft) (kip-ft) (kip-ft) MUx = 6,487 6,487 -6,487 -6,487 1,946 1,946 -1,946 -1,946 MAY = 1,302 -1,302 1,302 -1,302 4,341 -4,341 -4,341 4,341 Check Section Cut for Design Loads Interaction Diagram Exported From SP Column and iterated at Axial Load Ratios Flexural Interaction Diagram - Biaxial Bending 30,000 Project: Edmonds Senior Living By: SAT Sheet No. lqjff Location: Edmonds WA Date: 07/07/22 L-7.6 (C3-P1) Client: Ankrom Moisan Revised: Job No. Subject: Date: 21900383 SP Column Data Concrete wall geometry imported into SP column using a CAD file with each bar modeled. The image below is the imported geometry which SP column uses to calculate the 3D Axial -Moment interaction diagram. These numbers are exported and displayed at the relevant axial loads along with the load combinations from sheet 7.5. The second image below is the section properties used as well as a summary of total concrete and reinforcing area. INTERMEDIATE BARS YP. .... . . . . . . . . . . . . . . . ..... ------------------------------- r MATERIAL: Vc = 6 ksi Ec = 4415.21 ksi fc = 5.1 ksi Beta1 = 0.75 ty=60ksi Es = 29000 ksi SECTION: Ag = 8592 in"2 Ix = 2.40524e+007 in-4 ly = 8.55134e+007 in'4 Xo=0in Yo=0in REINFORCEMENT: 162 bars @ 0.914% As = 78.5643 in-2 Confinement: Tied Clear Cover = NJA Min Clear Spacing = 4.71 in SLENDERNESS: N/A L - -- - BOUNDARY BARS YP. Project: Edmonds Senior Living By: SAT Sheet No. lqjff Location: Edmonds WA Date: 07/07/22 L-7.6 (0-1-1) Client: Ankrom Moisan Revised: Job No. Subject: Date: 21900383 Wall Section: C3-1-1 Pd = 594 kips PE = 3 kips Seismic Design Forces M x = 11,385 kip-ft (EQ-X w/ Amp) MAY = 3,236 kip-ft MUx = 2,331 kip-ft (EQ-Y w/Amp) MAY = 6,895 kip-ft 100X+30Y 100X-30Y -100X+30Y -100X-30Y 30X+100Y 30X-100Y -30X+100Y -30X-100Y (kip-ft) (kip-ft) (kip-ft) (kip-ft) (kip-ft) (kip-ft) (kip-ft) (kip-ft) MUx= 13,716 13,716 -13,716 -13,716 4,115 4,115 -4,115 -4,115 MAY = 3,039 -3,039 3,039 -3,039 10,130 -10,130 -10,130 10,130 Check Section Cut for Design Loads Interaction Diagram Exported From SP Column and iterated at Axial Load Ratios Flexural Interaction Diagram - Biaxial Bending 30,000 +, Q a -60,000-40,000 Mn: 0.9D-1.OE f Mn: 1.2D+1.OE • Seismic Load Combinations 20,000 I 1 1'lll • O O 0 -20,000 p 0 p 20,000 40,000 60,000 -10,000 O -20,000 -30,000 Mnx (kip-ft) Project: Edmonds Senior Living By: SAT Sheet No. lqjff Location: Edmonds WA Date: 07/07/22 L-7.6 (C3-Ll) Client: Ankrom Moisan Revised: Job No. Subject: Date: 21900383 SP Column Data Concrete wall geometry imported into SP column using a CAD file with each bar modeled. The image below is the imported geometry which SP column uses to calculate the 3D Axial -Moment interaction diagram. These numbers are exported and displayed at the relevant axial loads along with the load combinations from sheet 7.5. The second image below is the section properties used as well as a summary of total concrete and reinforcing area. INTERMEDIATE BARS YP. .... ; ; - -- - _ - .- - _ - - .- - -. - ... . 4- X L - -- -- BOUNDARY BARS YP. f'c = 6 ksi Ec = 4415.21 ksi fc = 5.1 ksi Betal = 0.75 fy = 60 ksi Es = 29000 ksi SECTION: Ag = 8690.06 in'2 Ix = 2.58202e+007in-4 ly = 7.69689e+007in-4 Xo=0in Yo=0in REINFORCEMENT: 154 bars @ 0.809% As = 70.2932 in"2 Confinement: Tied Clear Cover = N/A Min Clear Spacing = 4.33 in SLENDERNESS: ------------- N/A Project: Edmonds Senior Living By: SAT Sheet No. Location: Edmonds WA Date: 07/07/22 L-7.6 (C4-P1-1) lqjff Client: Ankrom Moisan Revised: Job No. Subject: Date: 21900383 Wall Section: C4-131-1 Pd = 160 kips PE = 27 kips Seismic Design Forces x4 Mux = 1 kip-ft (EQ-X w/ Amp) Muy = 34 kip-ft Mux = 1 kip-ft (EQ-Y w/ Amp) Muy = 216 kip-ft 100X+30Y 100X-30Y-100X+30Y -100X-30Y 30X+100Y 30X-100Y -30X+100Y-30X-100Y (kip-ft) (kip-ft) (kip-ft) (kip-ft) (kip-ft) (kip-ft) (kip-ft) (kip-ft) Mux = 1 1 -1 -1 0 0 0 0 Muy = 75 -75 75 -75 250 -250 -250 250 Check Section Cut for Design Loads Interaction Diagram Exported From SP Column and iterated at Axial Load Ratios Flexural Interaction Diagram - Biaxial Bending 3,000 1,000 L O T — 03 -400 -3 -200 -100 0 100 200 0 400 -1,000 Mn: 0.9D-1.OE f Mn: 1.2D+1.OE • Seismic Load Combinations -3,000 I (kip-ft) Project: Edmonds Senior Living By: SAT Sheet No. lqjff Location: Edmonds WA Date: 07/07/22 L-7.6 (C4-P1-1) Client: Ankrom Moisan Revised: Job No. Subject: Date: 21900383 SP Column Data Concrete wall geometry imported into SP column using a CAD file with each bar modeled. The image below is the imported geometry which SP column uses to calculate the 3D Axial -Moment interaction diagram. These numbers are exported and displayed at the relevant axial loads along with the load combinations from sheet 7.5. The second image below is the section properties used as well as a summary of total concrete and reinforcing area. BOUNDARY BARS YP. MATERIAL: Fc = 6 ksi Ec = 4415.21 ksi fc = 5.1 ksi Betal = 0.75 fy = 60 ksi Es = 29000 ksi '1X101119 :E Ag = 972 in'2 Ix = 531441 in'4 ly = 11664 in'4 Xo=0in Yo=0in REINFORCEMENT: 20 bars @ 1.071% As = 10.4065 in-2 Confinement: Tied Clear Cover = N/A Min Clear Spacing = 5.13 in SLENDERNESS: N/A Project: Edmonds Senior Living By: SAT Sheet No. Location: Edmonds WA Date: 07/07/22 L-7.6 (C4-P1-2) lqjff Client: Ankrom Moisan Revised: Job No. Subject: Date: 21900383 Wall Section: C4-131-2 Pd = 280 kips PE = 149 kips x4 Seismic Design Forces Mux = 0 kip-ft (EQ-X w/ Amp) Muy = 56 kip-ft Mux = 0 kip-ft (EQ-Y w/Amp) Muy = 264 kip-ft 100X+30Y 100X-30Y -100X+30Y -100X-30Y 30X+100Y 30X-100Y -30X+100Y-30X-100Y (kip-ft) (kip-ft) (kip-ft) (kip-ft) (kip-ft) (kip-ft) (kip-ft) (kip-ft) Mux= 0 0 0 0 0 0 0 0 Muy = 96 -96 96 -96 320 -320 -320 320 Check Section Cut for Design Loads Interaction Diagram Exported From SP Column and iterated at Axial Load Ratios Flexural Interaction Diagram - Biaxial Bending 4,000 �160O 1,000 L O 8 -500 -400 -300 -200 -100 0 100 200 300 400 500 -1, 000 Mn: 0.9D-1.OE f Mn: 1.2D+1.OE O Seismic Load Combinations -4,000 Mnx (kip-ft) Project: Edmonds Senior Living By: SAT Sheet No. lqjff Location: Edmonds WA Date: 07/07/22 L-7.6 (C4-P1-2) Client: Ankrom Moisan Revised: Job No. Subject: Date: 21900383 SP Column Data Concrete wall geometry imported into SP column using a CAD file with each bar modeled. The image below is the imported geometry which SP column uses to calculate the 3D Axial -Moment interaction diagram. These numbers are exported and displayed at the relevant axial loads along with the load combinations from sheet 7.5. The second image below is the section properties used as well as a summary of total concrete and reinforcing area. BOUNDARY BARS YP. MATERIAL: Fc = 6 ksi Ec = 4415.21 ksi fc = 5.1 ksi Betal = 0.75 fy = 60 ksi Es = 29000 ksi '1X101119 :E Ag = 972 in'2 Ix = 531441 in'4 ly = 11664 in'4 Xo=0in Yo=0in REINFORCEMENT: 20 bars @ 1.071% As = 10.4065 in-2 Confinement: Tied Clear Cover = N/A Min Clear Spacing = 5.13 in SLENDERNESS: N/A Project: Edmonds Senior Living By: SAT Sheet No. Location: Edmonds WA Date: 07/07/22 L-7.6 (C4-1-1-1) lqjff Client: Ankrom Moisan Revised: Job No. Subject: Date: 21900383 Wall Section: C4-1-1-1 Pd = 120 kips PE _ -12 kips x4 Seismic Design Forces Mux = 53 kip-ft (EQ-X w/ Amp) Muy = 215 kip-ft Mux = 13 kip-ft (EQ-Y w/Amp) Muy = 826 kip-ft 100X+30Y 100X-30Y-100X+30Y -100X-30Y 30X+100Y 30X-100Y -30X+100Y-30X-100Y (kip-ft) (kip-ft) (kip-ft) (kip-ft) (kip-ft) (kip-ft) (kip-ft) (kip-ft) Mux = 66 66 -66 -66 20 20 -20 -20 Muy = 312 -312 312 -312 1,041 -1,041 -1,041 1,041 Check Section Cut for Design Loads Interaction Diagram Exported From SP Column and iterated at Axial Load Ratios Flexural Interaction Diagram - Biaxial Bending 2,500 1,500 1,00 0 } 500 Q O O T 0 -400 -300 -200 -100 O 0 O 100 200 300 400 -500 -1,0c O -1,500 Mn: 0.9D-1.OE f Mn: 1.2D+1.OE O Seismic Load Combinations -2,500 Mnx (kip-ft) Project: Edmonds Senior Living By: SAT Sheet No. lqjff Location: Edmonds WA Date: 07/07/22 L-7.6 (C4-L1-1) Client: Ankrom Moisan Revised: Job No. Subject: Date: 21900383 SP Column Data Concrete wall geometry imported into SP column using a CAD file with each bar modeled. The image below is the imported geometry which SP column uses to calculate the 3D Axial -Moment interaction diagram. These numbers are exported and displayed at the relevant axial loads along with the load combinations from sheet 7.5. The second image below is the section properties used as well as a summary of total concrete and reinforcing area. BOUNDARY BARS YP. MATERIAL: Fc = 6 ksi Ec = 4415.21 ksi fc = 5.1 ksi Betal = 0.75 fy = 60 ksi Es = 29000 ksi '1X101119 :E Ag = 972 in'2 Ix = 531441 in'4 ly = 11664 in'4 Xo=0in Yo=0in REINFORCEMENT: 20 bars @ 1.071% As = 10.4065 in-2 Confinement: Tied Clear Cover = N/A Min Clear Spacing = 5.13 in SLENDERNESS: N/A Project: Edmonds Senior Living By: SAT Sheet No. Location: Edmonds WA Date: 07/07/22 L-7.6 (C4-1-1-2) lqjff Client: Ankrom Moisan Revised: Job No. Subject: Date: 21900383 Wall Section: C4-1-1-2 Pd = 235 kips PE = 101 kips x4 Seismic Design Forces Mux = 40 kip-ft (EQ-X w/ Amp) Muy = 90 kip-ft Mux = 5 kip-ft (EQ-Y w/Amp) Muy = 365 kip-ft 100X+30Y 100X-30Y-100X+30Y-100X-30Y 30X+100Y 30X-100Y-30X+100Y-30X-100Y (kip-ft) (kip-ft) (kip-ft) (kip-ft) (kip-ft) (kip-ft) (kip-ft) (kip-ft) Mux = 45 45 -45 -45 13 13 -13 -13 Muy= 136 -136 136 -136 455 -455 -455 455 Check Section Cut for Design Loads Interaction Diagram Exported From SP Column and iterated at Axial Load Ratios F a -400 Flexural Interaction Diagram - Biaxial Bending 3,000 -300 \ -200 --0-- Mn: 0.9D-1.OE f Mn: 1.2D+1.OE O Seismic Load Combinations 1,000 - \ -3,000 Mnx (kip-ft) 300 / 400 500 Project: Edmonds Senior Living By: SAT Sheet No. lqjff Location: Edmonds WA Date: 07/07/22 L-7.6 (C4-L1-2) Client: Ankrom Moisan Revised: Job No. Subject: Date: 21900383 SP Column Data Concrete wall geometry imported into SP column using a CAD file with each bar modeled. The image below is the imported geometry which SP column uses to calculate the 3D Axial -Moment interaction diagram. These numbers are exported and displayed at the relevant axial loads along with the load combinations from sheet 7.5. The second image below is the section properties used as well as a summary of total concrete and reinforcing area. BOUNDARY BARS YP. MATERIAL: Fc = 6 ksi Ec = 4415.21 ksi fc = 5.1 ksi Betal = 0.75 fy = 60 ksi Es = 29000 ksi '1X101119 :E Ag = 972 in'2 Ix = 531441 in'4 ly = 11664 in'4 Xo=0in Yo=0in REINFORCEMENT: 20 bars @ 1.071% As = 10.4065 in-2 Confinement: Tied Clear Cover = N/A Min Clear Spacing = 5.13 in SLENDERNESS: N/A Project: Edmonds Senior Living By: SAT Sheet No. lqjff Location: Edmonds WA Date: 07/07/22 L-8 Client: Ankrom Moisan Revised: Job No. Subject: Date: 21900383 Wall Section: Cl-BASE Pd = 774.7 kips PE = 461 kips Wwest= 61 kips 5.6 kips/ft Wnorth= 300 kips 14.0 kips/ft Weast= 123 kips 11.2 kips/ft Wsouth= 290 kips 13.5 kips/ft Seismic Design Forces Mix = 10,238 kip-ft (EQ-X w/ Amp) M y = 809 kip-ft Mix = 363 kip-ft (EQ-Y w/ Amp) M y = 4,535 kip-ft Bx = 258 in By = 120 in I 3 tw = 12 in I S3.01 I I I 2 I S3.01 I I East/West Seismic: WE/W = 49.9 kips/ft WN/S= 4.2 kips/ft North/South Seismic: WE/W = 1.8 kips/ft WN/S= 23.4 kips/ft SEE FOUNDATION SECTION FOR MAT SLAB EVALUATION a 12" CONC. WALL AT COR SHEAR STAIR 1 1 S3.01 I 4 I S3.0 I I Project: Edmonds Senior Living By: SAT Sheet No. Location: Edmonds WA Date: 07/07/22 L-8.1 Ankrom Moisan Revised: Job No. qjffClient: Subject: Date: 21900383 Wall Section: C2-BASE Pd = 589.8 kips PE = 224 kips Wwest= 165 kips 17.4 kips/ft Wnorth= 144 kips 6.7 kips/ft Weast= 142 kips 15.0 kips/ft Wsouth= 139 kips 6.5 kips/ft Wwest2= 298 kips 15.7 kips/ft Seismic Design Forces Mix = 9,731 kip-ft (EQ-X w/ Amp) M y = 2,835 kip-ft Mix = 5,463 kip-ft (EQ-Y w/Amp) M y = 11,830 kip-ft Bx = 258 in By = 120 in 352 in tw = 12 in East/West Seismic: West Wall East Wall WE/W = 16.2 kips/ft wE/W = 47.5 kips/ft North Wall South Wall WN/S= 14.7 kips/ft wN/S= 14.7 kips/ft North/South Seismic: West Wall East Wall WE/w= 9.1 kips/ft wE/W= 26.6 kips/ft North Wall South Wall WN/S= 61.1 kips/ft WN/S= 61.1 kips/ft SEE FOUNDATION SECTION FOR MAT SLAB EVALUATION Project: Edmonds Senior Living By: SAT Sheet No. Location: Edmonds WA Date: 07/07/22 L-8.2 Client: Ankrom Moisan Revised: Job No. Subject: Date: 21900383 Wall Section: C3-BASE Pd = 795.8 kips PE _ -91 kips Wwest= 177 kips 16.1 kips/ft Wnorth= 163 kips 7.8 kips/ft Weast= 61 kips 5.6 kips/ft Wsouth= 395 kips 18.8 kips/ft Seismic Design Forces Mix = 3,494 kip-ft (EQ-X w/ Amp) M y = 679 kip-ft Mix = 1,343 kip-ft (EQ-Y w/Amp) M y = 2,501 kip-ft Bx = 279 in By = 120 in tw = 12 in East/West Seismic: WE/W = 15.7 kips/ft WN/S= 3.2 kips/ft North/South Seismic: WE/W = 6.0 kips/ft WN/S= 12.0 kips/ft --- AT RAMP-- 4- TOP OF FTG. J 84'-6" 3 S3.03 I CORE 3 12" CONC. SHEAR ► I WALL AT STAIR I I I I 1 S3.03 SEE FOUNDATION SECTION FOR MAT SLAB EVALUATION 3 S3.04 , I I I I fi 4 S3.03 I I I Project: Edmonds Senior Living By: SAT Sheet No. L-9 Location: Edmonds WA Date: 07/07/22 Client: Ankrom Moisan Revised: Job No. 21900383 Subject: Date: Coupling Beam Design Project: Edmonds Senior Living By: SAT Sheet No. Location: Edmonds WA Date: 07/07/22 L-9.1 Client: Ankrom Moisan Revised: Job No. Subject: Date: 21900383 Core 1: Coupling Beams Project: Edmonds Senior Living By: SAT Sheet No. Location: Edmonds WA Date: 07/07/22 L-9.2 Client: Ankrom Moisan Revised: Job No. Subject: Date: 21900383 Core 2: Coupling Beams f a a n aQ oa Project: Edmonds Senior Living By: SAT Sheet No. L-9.3 Location: Edmonds WA Date: 07/07/22 Client: Ankrom Moisan Revised: Job No. 21900383_ Subject: Date: Core 4: Coupling Beams C4 C132 1 Project Edmond55eniorLiving By SAT Sheet No. LOca[ion: Etlmonds WA Dale: D7/O7/22 L-9.4 Cllent Ark" Molsan Revised: lob No. S.biM Dale: 2190D383 E/W Seesmic N/S Direction A,= 1.33 A,= 1.00 P= 1.30 Wood Levels (kip-ft) Torsional Amplificaiton (S%+As Amplification) Design Forces E/W Seismic N/S Seismic E/W Seismic N/S Seismic E/W Seismic N/S Seismic(k-ft) E/W Seismic N/S Seismic Pier Name Ps t'c Mu Vu Mu Vu M, M. M. EllV, V,+Ecc V,-Ecc Ms, Ms, E„ M,_E„ V, V,+Ecc Vs,-Ecc M, ., Va,orsio� M---- v".. — M—,... Vy--m - M—,..— Vy-mrsi.— M. V. M. V Core (kips) (Psi) (kip-ft) (kips) (kip-ft) (kips) (kip-ft) (kiirft) (kip-ft) (kips) (kips) (kips) (kip-ft) (kiirft) (kip-ft) (kips) (kips) (kips) (kip-ft) (kips) (kip-ft) (kips) (kip-ft) (kips) (kip-ft) (kips) (kip-ft) (kips) (kip-ft) (kips) C1-CB1 5 6,000 2 36 3 84 -2 2 -1 55 15 35 -4 -30 2 146 118 1]4 4 20 6 2] 6 28 6 28 13 154 1] 336 o C2-CB1 5 6,000 15 19 2 3 -8 -8 -9 34 37 31 -12 -11 -11 -1 -5 3 1 3 1 4 1 4 1 4 32 74 18 9 C2-CB2 15 6,000 1 20 60 25 17 15 18 40 42 37 94 96 92 38 35 41 1 2 2 3 2 3 2 3 25 82 203 86 C2-CB3 0 6,000 6 28 4 53 -10 -9 -10 41 41 40 3 3 4 94 93 94 0 0 1 0 1 0 1 0 22 89 11 190 C2-CB4 3 6,000 131 54 17 8 221 241 201 86 93 JS -32 -60 -5 -12 -22 -1 20 J 26 10 28 30 28 30 499 111 300 39 3 C2-CB5 1 6,000 140 56 100 33 219 227 201 84 90 79 M104 1. 45 38 52 13 5 1] J 18 J 18 J 4B3 .1 .2 111 C2-CB6 0 6,000 141 65 44 206 -190 -202 -179 97 94 101 68 M52 286 291 281 11 3 15 4 16 5 16 5 410 21] 16] 496 C4CB1 -1 6,000 20 -5 11 -24 35 32 38 -S -12 -5 13 18 9 AS 11 -11 3 4 4 5 4 5 4 5 JJ 23 37 97 C4-CB2 0 6,000 9 -18 7 -80 16 18 14 -23 -3] -8 9 7 12 -132 -112 -152 2 15 2 19 2 20 2 20 36 ]8 24 302 Project: Edmonds Senior Living By: SAT Sheet No. L-9.5-Cl-CB1 Location: Edmonds WA Date: 07/07/22 Client: Ankrom Moisan Revised: Job No. Subject: 0 Date: 21900383 Wall Section: Cl-CB1 Earthquake Loads PE = 5 kips VEX = 154 kips VEY = 336 kips 382 kips MEX = 157 kip -in MEY = 209 kip -in 256 kip -in Coupling Beam Properties h = 108 in t= 12 in Lcb= 40.0 in f'c = 6,000 psi fy = 60 ksi Flexural Check Top Bar #6 nrowl = 2 nrow2 = 0 z = 105.3 in AS = 0.9 in' Bottom Bar #6 nrowl = 3 nrow2 = 0 z = 2.8 in AS = 1.3 in Mn,= 8,336 kip -in Mn-= 5,557 kip -in (E/W Seismic) (NIS Seismic) (100130 Combination) (E/W Seismic) (NIS Seismic) (100130 Combination) Diagonal Reinforcing Req'd (ACI 21.9.7.2) Lcb/h = 0.37 Vu/(4Vf'c*Aw) = 0.99 No Diagonal Reinforcing Required Shear Check Stirrups Size: #4 n= 2 s = 6.0 in o.c VC = 193 kips VS = 416 kips V = 609 kips Diagonal Bars Size: #9 n= 0 a = 69.7 deg Vn = 0 kips V eq = 382 kips Vu h = 417 kips Hinge shear - 2*Mp A,b DCR = 0.63 Seismic DCR = 0.05 DCR = 0.68 Beam Hinge Project: Edmonds Senior Living By: SAT Sheet No. L-9.5-C2-CB1 Location: Edmonds WA Date: 07/07/22 Client: Ankrom Moisan Revised: Job No. Subject: 0 Date: 21900383 Wall Section: C2-CB1 Earthquake Loads PE = 5 kips VEX = 74 kips VEY = 9 kips 76 kips MEX = 379 kip -in VEY= 222 kip -in 445 kip -in Coupling Beam Properties In = 45 in t= 12 in Lcb= 68.0 in f'c = 6,000 psi fy = 60 ksi Flexural Check Top Bar #6 nrowl = 3 nrow2 = 0 z = 42.3 in AS = 1.3 in' Bottom Bar #6 nrowl = 3 nrow2 = 0 z = 2.8 in AS = 1.3 in Mn,= 3,346 kip -in Mn-= 3,346 kip -in (E/W Seismic) (NIS Seismic) (100130 Combination) (E/W Seismic) (NIS Seismic) (100130 Combination) Diagonal Reinforcing Req'd (ACI 21.9.7.2) Lcb/h = 1.51 Vu/(4Vf'c*Aw) = 0.50 No Diagonal Reinforcing Required Shear Check Stirrups Size: #4 n= 2 s = 6.0 in o.c VC = 76 kips VS = 164 kips V = 240 kips Diagonal Bars Size: #7 n= 0 a = 33.5 deg Vn = 0 kips V eq = 76 kips Vu h = 98 kips Hinge shear - 2*Mp A,b DCR = 0.32 Seismic DCR = 0.13 DCR = 0.41 Beam Hinge Project: Edmonds Senior Living By: SAT Sheet No. L-9.5-C2-CB2 Location: Edmonds WA Date: 07/07/22 Client: Ankrom Moisan Revised: Job No. Subject: 0 Date: 21900383 Wall Section: C2-CB2 Earthquake Loads PE = 15 kips VEX = 82 kips VEY = 86 kips 110 kips MEX = 300 kip -in VEY= 2,433 kip -in 2,523 kip -in Coupling Beam Properties In = 45 in t= 12 in Lcb= 62.0 in f'c = 6,000 psi fy = 60 ksi Flexural Check Top Bar #6 nrowl = 3 nrow2 = 0 z = 42.3 in AS = 1.3 in' Bottom Bar #6 nrowl = 3 nrow2 = 0 z = 2.8 in AS = 1.3 in Mn,= 3,346 kip -in Mn-= 3,346 kip -in (E/W Seismic) (NIS Seismic) (100130 Combination) (E/W Seismic) (NIS Seismic) (100130 Combination) Diagonal Reinforcing Req'd (ACI 21.9.7.2) Lcb/h = 1.38 Vu/(4Vf'c*Aw) = 0.72 No Diagonal Reinforcing Required Shear Check Stirrups Size: #4 n= 2 s = 6.0 in o.c VC = 76 kips VS = 164 kips V = 240 kips Diagonal Bars Size: #6 n= a = 36.0 deg Vn = 0 kips V eq = 110 kips Vu h = 108 kips Hinge shear - 2*Mp A,b DCR = 0.46 Seismic DCR = 0.75 DCR = 0.45 Beam Hinge Project: Edmonds Senior Living By: SAT Sheet No. L-9.5-C2-CB3 Location: Edmonds WA Date: 07/07/22 Client: Ankrom Moisan Revised: Job No. Subject: 0 Date: 21900383 Wall Section: C2-CB3 Earthquake Loads PE = 0 kips VEX = 89 kips VEY = 190 kips 217 kips MEX = 258 kip -in VEY= 130 kip -in 297 kip -in Coupling Beam Properties h = 66 in t= 12 in Lcb= 68.0 in f'c = 6,000 psi fy = 60 ksi Flexural Check Top Bar #7 nrowl = 3 nrow2 = 0 z = 63.1 in AS = 1.8 in' Bottom Bar #7 nrowl = 3 nrow2 = 0 z = 2.9 in AS = 1.8 in Mn,= 6,817 kip -in Mn-= 6,817 kip -in (E/W Seismic) (NIS Seismic) (100130 Combination) (E/W Seismic) (NIS Seismic) (100130 Combination) Diagonal Reinforcing Req'd (ACI 21.9.7.2) Lcb/h = 1.03 Vu/(4Vf'c*Aw) = 0.94 No Diagonal Reinforcing Required Shear Check Stirrups Size: #4 n= 2 s = 6.0 in o.c VC = 115 kips VS = 248 kips V = 363 kips Diagonal Bars Size: #9 n= 4 a = 44.1 deg Vn = 334 kips V eq = 217 kips Vu h = 201 kips Hinge shear - 2*Mp A,b DCR = 0.60 Seismic DCR = 0.04 DCR = 0.55 Beam Hinge Project: Edmonds Senior Living By: SAT Sheet No. L-9.5-C2-CB4 Location: Edmonds WA Date: 07/07/22 Client: Ankrom Moisan Revised: Job No. Subject: 0 Date: 21900383 Wall Section: C2-CB4 Earthquake Loads PE = 3 kips VEX = 195 kips VEY = 39 kips 206 kips MEX = 5,994 kip -in VEY= 1,199 kip -in 6,353 kip -in Coupling Beam Properties h = 66 in t= 12 in Lcb= 62.0 in f'c = 6,000 psi fy = 60 ksi Flexural Check Top Bar #7 nrowl = 3 nrow2 = 0 z = 63.1 in AS = 1.8 in' Bottom Bar #7 nrowl = 3 nrow2 = 0 z = 2.9 in AS = 1.8 in Mn,= 6,817 kip -in Mn-= 6,817 kip -in (E/W Seismic) (NIS Seismic) (100130 Combination) (E/W Seismic) (NIS Seismic) (100130 Combination) Diagonal Reinforcing Req'd (ACI 21.9.7.2) Lcb/h = 0.94 Vu/(4Vf'c*Aw) = 0.89 No Diagonal Reinforcing Required Shear Check Stirrups Size: #4 n= 2 s = 6.0 in o.c VC = 115 kips VS = 248 kips V = 363 kips Diagonal Bars Size: #3 n= 0 a = 46.8 deg Vn = 0 kips V eq = 206 kips Vu h = 220 kips Hinge shear - 2*Mp A,b DCR = 0.57 Seismic DCR = 0.93 DCR = 0.61 Beam Hinge Project: Edmonds Senior Living By: SAT Sheet No. L-9.5-C2-CB5 Location: Edmonds WA Date: 07/07/22 Client: Ankrom Moisan Revised: Job No. Subject: 0 Date: 21900383 Wall Section: C2-CB5 Earthquake Loads PE = 1 kips VEX = 191 kips VEY = 111 kips 225 kips MEX = 5,798 kip -in VEY= 3,740 kip -in 6,920 kip -in Coupling Beam Properties h = 55 in t= 12 in Lcb= 46.0 in f'c = 6,000 psi fy = 60 ksi Flexural Check Top Bar #7 nrowl = 4 nrow2 = 0 z = 52.1 in AS = 2.4 in Bottom Bar #7 nrowl = 4 nrow2 = 0 z = 2.9 in AS = 2.4 in Mn,= 7,506 kip -in Mn-= 7,506 kip -in (E/W Seismic) (NIS Seismic) (100130 Combination) (E/W Seismic) (NIS Seismic) (100130 Combination) Diagonal Reinforcing Req'd (ACI 21.9.7.2) Lcb/h = 0.84 Vu/(4Vf'c*Aw) = 1.18 Diagonal Reinforcing Required Shear Check Stirrups Size: #4 n= 2 s = 6.0 in o.c VC = 95 kips VS = 204 kips V = 299 kips Diagonal Bars Size: #7 n= 6 a = 50.1 deg Vn = 331 kips V eq = 225 kips Vu h = 326 kips Hinge shear - 2*Mp A,b DCR = 0.68 Seismic DCR = 0.92 DCR = 0.98 Beam Hinge Project: Edmonds Senior Living By: SAT Sheet No. L-9.5-C2-CB6 Location: Edmonds WA Date: 07/07/22 Client: Ankrom Moisan Revised: Job No. Subject: 0 Date: 21900383 Wall Section: C2-CB6 Earthquake Loads PE = 0 kips VEX = 217 kips VEY = 496 kips 561 kips MEX = 5,405 kip -in VEY= 1,999 kip -in 6,004 kip -in Coupling Beam Properties h = 82 in t= 12 in Lcb= 46.0 in f'c = 6,000 psi fy = 60 ksi Flexural Check Top Bar #7 nrowl = 3 nrow2 = 0 z = 79.1 in AS = 1.8 in' Bottom Bar #7 nrowl = 3 nrow2 = 0 z = 2.9 in AS = 1.8 in Mn,= 8,545 kip -in Mn-= 8,545 kip -in (E/W Seismic) (NIS Seismic) (100130 Combination) (E/W Seismic) (NIS Seismic) (100130 Combination) Diagonal Reinforcing Req'd (ACI 21.9.7.2) Lcb/h = 0.56 Vu/(4Vf'c*Aw) = 1.94 Diagonal Reinforcing Required Shear Check Stirrups Size: #4 n= 2 s = 6.0 in o.c VC = 145 kips VS = 312 kips V = 457 kips Diagonal Bars Size: #8 n= 8 a = 60.7 deg Vn = 661 kips V eq = 561 kips Vu h = 372 kips Hinge shear - 2*Mp A,b DCR = 0.85 Seismic DCR = 0.70 DCR = 0.56 Beam Hinge Project: Edmonds Senior Living By: SAT Sheet No. L-9.5-C4-CB1 Location: Edmonds WA Date: 07/07/22 Client: Ankrom Moisan Revised: Job No. Subject: 0 Date: 21900383 Wall Section: C4-CB1 Earthquake Loads PE = 1 kips VEX = 23 kips VEY = 97 kips 104 kips MEX = 919 kip -in VEY= 447 kip -in 1,053 kip -in Coupling Beam Properties In = 48 in t= 12 in Lcb= 36.0 in f'c = 6,000 psi fy = 60 ksi Flexural Check Top Bar #6 nrowl = 2 nrow2 = 0 z = 45.3 in AS = 0.9 in' Bottom Bar #6 nrowl = 3 nrow2 = 0 z = 2.8 in AS = 1.3 in Mn,= 3,584 kip -in Mn-= 2,389 kip -in (E/W Seismic) (NIS Seismic) (100130 Combination) (E/W Seismic) (NIS Seismic) (100130 Combination) Diagonal Reinforcing Req'd (ACI 21.9.7.2) Lcb/h = 0.75 Vu/(4Vf'c*Aw) = 0.64 No Diagonal Reinforcing Required Shear Check Stirrups Size: #4 n= 2 s = 6.0 in o.c VC = 82 kips VS = 176 kips V = 258 kips Diagonal Bars Size: #7 n= 0 a = 53.1 deg Vn = 0 kips V eq = 104 kips Vu h = 199 kips Hinge shear - 2*Mp A,b DCR = 0.40 Seismic DCR = 0.44 DCR = 0.77 Beam Hinge Project: Edmonds Senior Living By: SAT Sheet No. L-9.5-C4-CB2 Location: Edmonds WA Date: 07/07/22 Client: Ankrom Moisan Revised: Job No. Subject: 0 Date: 21900383 Wall Section: C4-CB2 Earthquake Loads PE = 0 kips VEX = 78 kips VEY = 302 kips 325 kips MEX = 427 kip -in VEY= 293 kip -in 515 kip -in Coupling Beam Properties h = 96 in t= 12 in Lcb= 36.0 in f'c = 6,000 psi fy = 60 ksi Flexural Check Top Bar #6 nrowl = 2 nrow2 = 0 z = 93.3 in AS = 0.9 in' Bottom Bar #6 nrowl = 3 nrow2 = 0 z = 2.8 in AS = 1.3 in Mn,= 7,385 kip -in Mn-= 4,924 kip -in (E/W Seismic) (NIS Seismic) (100130 Combination) (E/W Seismic) (NIS Seismic) (100130 Combination) Diagonal Reinforcing Req'd (ACI 21.9.7.2) Lcb/h = 0.38 Vu/(4Vf'c*Aw) = 0.95 No Diagonal Reinforcing Required Shear Check Stirrups Size: #4 n= 2 s = 6.0 in o.c VC = 171 kips VS = 368 kips V = 539 kips Diagonal Bars Size: #7 n= 0 a = 69.4 deg Vn = 0 kips V eq = 325 kips Vu h = 410 kips Hinge shear - 2*Mp A,b DCR = 0.60 Seismic DCR = 0.10 DCR = 0.76 Beam Hinge Project: Edmonds Senior Living By: SAT Sheet No. Location: Edmonds WA Date: 07/07/22 L-10 qjffClient: Ankrom Moisan Revised: Job No. Subject: Date: 21900383 Boundary Element Transverse Reinforcement (ACI 318-14) f'c = 6 ksiFIELD VERT. BAR REF. ELEVATION fyt = 60 ksi #6 © @ 4- o... TYP. BE Bar size #7 #5ue@4"ox. tie size #5 U - - - - - (ALTERNATE DIRECTION) TYP. tie spacing 4 in o.c. 5 Z CLR VERT. B.E. BARS w -TO VERT. REF. ELEVATION Vertical Leg of BE w ANCHOR BAR MATCH ¢ HORIZ. BAR SIZE AND try = 12 In z SPACING PROVIDE FULL DEVELOPMENT LENGTH LBE - 28 In m WITHIN BOUNDARY ELEMENT n BEbars - 5 i REF. NOTE nties = 5 6^ MAX. NOTE: h = 5.0 In TYP. 2' 4" AT CONTRACTORS OPTION HOOKED ANCHOR x_max BOUNDARY ELEMENT BARS OR ANCHOR BARS Horizontal Leg of BE w/ TERMINATION IS PERMITTED TO ACHIEVE tW = 12 in DEVELOPMENT LENGTH. LBE = 28 in nBEbars- 5 TYPICAL CORNER nties= 5 BOUNDARY ELEMENT hx max = 5.0 In Detail 1/55.31 Requirements per 18.10.6.4 18.7.5.2 (a) Transverse reinforcement consists of rectilinear hoops and crossties. 18.7.5.2 (b) Bends of hoops shall engage perimeter longitudinal bars 18.7.5.2 (c) Crossite size met per 25.7.2.2 (#3 tie for <#10 vert; #4 tie for>#10 vert) 18.7.5.2 (d) Per 25.7.2.3 All corner bars shall have ties and at least every other vertical bar shall have cross ties Maximum spacing of unsupported bar is 6" 18.7.5.2 (e) Max spacing of supported vertical bar Smax - 8.00 in (min of 2/3*t; 14) s = 5.0 Spacing OK 18.7.5.3 Max Spacing of ties Smax = 4.0 in o.c. Spacing OK Table 18.10.6.4(f) Vert. Leg of BE Ash/sba,/bc = 0.0159 Amin = 0.0148 Table 18.10.6.4(f) Requirement A 0.0o90 Table 18.10.6.4(f) Requirement B Horz. Leg of BE Ash/sba,/bc = 0.0155 Amin = 0.0148 Table 18.10.6.4(f) Requirement A 0.0o90 Table 18.10.6.4(f) Requirement B Ties OK Project: Edmonds Senior Living By: SAT Sheet No. Location: Edmonds WA Date: 07/07/22 L-10.1 qjffClient: Ankrom Moisan Revised: Job No. Subject: Date: 21900383 Boundary Element Transverse Reinforcement (ACI 318-14) f'c= 6 ksi 2'-4" BOUNDARY ELEMENT fyt = 60 ksi BE Bar size #7 LAP SPLICE tie size #5 tie spacing 4 in o.c. I ls IF% Vertical Leg of BE tW - 12 In FIELD VERT. BAR LBE = 14 In REF. ELEVATION U w > I nBEbars = 3 VERT. B.E. BARS I O� I REF. ELEVATION nties 3 hx = 3.7 In ANCHOR BAR MATCH - max HORIZ. BAR SIZE AND Horizontal Leg of BE SPACING PROVIDE FULL DEVELOPMENT LENGTH tW - 12 in LBE = 28 in #5 l__J @ 4" o.c. (ALTERNATE DIRECTION) WALL �BASEMENT REF. PLAN - z -6"MAX. o a > Z o Z w w LU 1 I I #5 @ 4" o.c. I #5 @ 4" o.c. DOOR OPENING nBEbars- 5 BOUNDARY ELEMENT nties= 5 AT CORNER DOOR hx_max = 5.0 In Detail 2/55.31 Requirements per 18.10.6.4 18.7.5.2 (a) Transverse reinforcement consists of rectilinear hoops and crossties. 18.7.5.2 (b) Bends of hoops shall engage perimeter longitudinal bars 18.7.5.2 (c) Crossite size met per 25.7.2.2 (#3 tie for <#10 vert; #4 tie for>#10 vert) 18.7.5.2 (d) Per 25.7.2.3 All corner bars shall have ties and at least every other vertical bar shall have cross ties Maximum spacing of unsupported bar is 6" 18.7.5.2 (e) Max spacing of supported vertical bar Smax - 8.00 in (min of 2/3*t; 14) S = 5.0 Spacing OK 18.7.5.3 Max Spacing of ties Smax = 4.0 in o.c. Spacing OK Table 18.10.6.4(f) Vert. Leg of BE Ash/sba,/bc = 0.0224 Amin = 0.02o9 Table 18.10.6.4(f) Requirement A 0.0o90 Table 18.10.6.4(f) Requirement B Horz. Leg of BE Ash/Sba,/bc = 0.0155 Amin = 0.0148 Table 18.10.6.4(f) Requirement A 0.0o90 Table 18.10.6.4(f) Requirement B Ties OK Project: Edmonds Senior Living By: SAT Sheet No. Location: Edmonds WA Date: 07/07/22 L-10.2 qjffClient: Ankrom Moisan Revised: Job No. Subject: Date: 21900383 Boundary Element Transverse Reinforcement (ACI 318-14) f'c = 6 ksi 2'-4- BOUNDARY ELEMENT r � #5 U a 4' o.c. fyt = 60 ksi (ALTERNATE DIRECTION) BE Bar size #8 #5CQ4'o.c. (ALT. DIRECTION) tie size #5 tie spacing 4 In O.C. LAP SPLICE VERT. B.E. BARS REF. ELEVATION ,MAX o Vertical Leg of BE W Q w tW = 28 in W LBE - 12 in n BEbars — 2 HORIZ. BAR REF. ELEVATION F O ry DOOR REF. PLAN noes = 2 FIELD VERT. BAR #5 ©� 4- o.c. hx_max = 4.5 In REF. ELEVATION ANCHOR BAR MATCH Horizontal Leg of BE NOTE: HORIZ. BAR SIZE AND AT CONTRACTORS SPACING PROVIDE FULL t OPTION HOOKED ANCHOR DEVELOPMENT LENGTH w 12 in BARS OR ANCHOR BARS w/ TERMINATION IS LBE — 28 In PERMITTED TO ACHIEVE DEVELOPMENT LENGTH. n BEbars = 5 nties= 5 BOUNDARY ELEMENT AT DOOR J hx max = 5.0 in t. = V-0" Detail 3/55.31 Requirements per 18.10.6.4 18.7.5.2 (a) Transverse reinforcement consists of rectilinear hoops and crossties. 18.7.5.2 (b) Bends of hoops shall engage perimeter longitudinal bars 18.7.5.2 (c) Crossite size met per 25.7.2.2 (#3 tie for <#10 vert; #4 tie for>#10 vert) 18.7.5.2 (d) Per 25.7.2.3 All corner bars shall have ties and at least every other vertical bar shall have cross ties Maximum spacing of unsupported bar is 6" 18.7.5.2 (e) Max spacing of supported vertical bar Smax - 8.00 in (min of 2/3*t; 14) s = 5.0 Spacing OK 18.7.5.3 Max Spacing of ties Smax = 4.0 in o.c. Spacing OK Table 18.10.6.4(f) Vert. Leg of BE Ash/sba,/bc = 0.0185 Amin = 0.0148 Table 18.10.6.4(f) Requirement A 0.0o90 Table 18.10.6.4(f) Requirement B Horz. Leg of BE Ash/sba,/bc = 0.0155 Amin = 0.0148 Table 18.10.6.4(f) Requirement A 0.0o90 Table 18.10.6.4(f) Requirement B Ties OK qjffClient: Project: Edmonds Senior Living By: SAT Sheet No. L-10.3 Location: Edmonds WA Date: 07/07/22 Ankrom Moisan Revised: Job No. 21900383 Subject: Date: Boundary Element Transverse Reinforcement (ACI 318-14) frc = 6 ksl FIELD VERT. BAR REF. ELEVATION fvt = 60 ksi w BE Bar size #7 IL m VERT. BOUNDARY ELEMENT BAR tie size #5 #s U @4•.... tie spacing 4 In O.C. ALTERNATE DIRECTION TYP. ANCHOR BAR Vertical Leg of BE Z #e © @ 4-o.c. w TYP. tW = 12 in w LBE— 28 in o ----- :� Z 0 O _ nBEbars — 5 m h d w U M. nties = 5 r h - x_max — 5 .0 in a DOOR Horizontal Leg of BE O BOUNDARY ELEMENT ENING REF. ELEVATION try — 12 in FOR OPENING SIZE LBE = 40 in nBEbars — 7 BOUNDARY = 7 ELEMENT DETAIL AT ELEVATOR nties � �� = trAr� hx_max = 5.3 In Detail 5/55.31 Requirements per 18.10.6.4 18.7.5.2 (a) Transverse reinforcement consists of rectilinear hoops and crossties. 18.7.5.2 (b) Bends of hoops shall engage perimeter longitudinal bars 18.7.5.2 (c) Crossite size met per 25.7.2.2 (#3 tie for <#10 vert #4 tie for>#10 vert) 18.7.5.2 (d) Per 25.7.2.3 All corner bars shall have ties and at least every other vertical bar shall have cross ties Maximum spacing of unsupported bar is 6" 18.7.5.2 (e) Max spacing of supported vertical bar Smax - 8.00 in (min of 2/3*t 14) s = 5.3 Spacing OK 18.7.5.3 Max Spacing of ties Smax = 4.0 in o.c. Spacing OK Table 18.10.6.4(f) Vert. Leg of BE Ash/soar/bc = 0.0159 Amin = 0.0148 Table 18.10.6.4(f) RequirementA 0.0o90 Table 18.10.6.4(f) Requirement B Horz. Leg of BE Ash/soar/bc = 0.0147 pmin = 0.0132 Table 18.10.6.4(f) RequirementA o.0090 Table 18.10.6.4(f) Requirement B Ties OK qjffClient: Project: Edmonds Senior Living By: SAT Sheet No. L-10.4 Location: Edmonds WA Date: 07/07/22 Ankrom Moisan Revised: Job No. 21900383 Subject: Date: Boundary Element Transverse Reinforcement (ACI 318-14) f'c = 6 ksi #5 fvt = 60 ksi Q a 1/2" o.c. BE Bar size #7 TYP. tie size #5 #s tie spacing 3.5 in o.c. �1/T'o.c. Vertical Leg of BE tW = 44 in • • LBE = 12 in . MAX. n BEbars = 2 nties = 2 2'-2- C21, 1.25x LAP BOUNDARY ELEMEN TYP SPLICE hx max = 4.5 In Horizontal Leg of BE tW = 12 in LBE = 44 in n BEbars — 7 BAR OR HOOK OR PROVIDE TERMINATOR FOR FULL DEVELOPMENT TYP FIELD VERT. BARS #4 @ 12- HORIZONTAL BARS REF. ELEVATION VERT. BOUNDARY ELEMENT BAR nties= 7 BOUNDARY ELEMENT AT SW #4 1.. = V-D.. hx_max = 5.9 In \ Detail 12/55.31 Requirements per 18.10.6.4 18.7.5.2 (a) Transverse reinforcement consists of rectilinear hoops and crossties. 18.7.5.2 (b) Bends of hoops shall engage perimeter longitudinal bars 18.7.5.2 (c) Crossite size met per 25.7.2.2 (#3 tie for <#10 vert #4 tie for>#10 vert) 18.7.5.2 (d) Per 25.7.2.3 All corner bars shall have ties and at least every other vertical bar shall have cross ties Maximum spacing of unsupported bar is 6" 18.7.5.2 (e) Max spacing of supported vertical bar Smax - 8.00 in (min of 2/3*t 14) s = 5.9 Spacing OK 18.7.5.3 Max Spacing of ties Smax = 4.0 in o.c. Spacing OK Table 18.10.6.4(f) Vert. Leg of BE Ash/soar/bc = 0.0212 Amin = 0.0129 Table 18.10.6.4(f) RequirementA 0.0o90 Table 18.10.6.4(f) Requirement B Horz. Leg of BE Ash/soar/bc = 0.0151 pmin = 0.0129 Table 18.10.6.4(f) RequirementA oAo90 Table 18.10.6.4(f) Requirement B Ties OK Project: Edmonds Senior Living By: SAT Sheet No. Location: Edmonds WA Date: 07/07/22 L-10.5 qjffClient: Ankrom Moisan Revised: Job No. Subject: Date: 21900383 Boundary Element Transverse Reinforcement (ACI 318-14) V 2'A"BOUNDARY ELEMENT frc = 6 ksl wn FIELD VERT, BAR REF. ELEVATION fvt = 60 ksi M6 D @ 4• o.c. TYP. BE Bar size #7 #50@4'o.c. (ALT. DIRECTION) tie size #5 > ----- TYP. 0 tie spacing 4 in o.c. �w Z 1/y CLR VERT. B.E. BARS W TO VERT. REF. ELEVATION Yw ANCHOR BAR MATCH Vertical Leg of BE ZZ HORIZ. BAR SIZE AND SPACING PROVIDE FULL w Q DEVELOPMENT LENGTH tyY - 12 In w WITHIN BOUNDARY ELEMENT w REF. NOTE LBE = 44 in Y _ nBEbars- 8 Zw ZZ ur 6' MAX. NOTE: TYP. AT CONTRACTORS 2 Z OPTION HOOKED ANCHOR _ nties - 8 m y"' BARS OR ANCHOR BARS W TERMINATION IS PERMITTED TO ACHIEVE I,, 11 = x max 5.1 in DEVELOPMENT LENGTH. - Horizontal Leg of BE w a FIELD VERT. BAR ur REF. ELEVATION tw - 12 HORIZ. BAR In REF. ELEVATION LBE - 28 In REF. ELEVATION nBEbars - 5 BOUNDARY ELEMENT DETAIL nties= 5 hx_max = 5.0 In Detail 15/SS.31 Requirements per 18.10.6.4 18.7.5.2 (a) Transverse reinforcement consists of rectilinear hoops and crossties. 18.7.5.2 (b) Bends of hoops shall engage perimeter longitudinal bars 18.7.5.2 (c) Crossite size met per 25.7.2.2 (#3 tie for <#10 vert #4 tie for>#10 vert) 18.7.5.2 (d) Per 25.7.2.3 All corner bars shall have ties and at least every other vertical bar shall have cross ties Maximum spacing of unsupported bar is 6" 18.7.5.2 (e) Max spacing of supported vertical bar Smax - 8.00 in (min of 2/3*t 14) s = 5.1 Spacing OK 18.7.5.3 Max Spacing of ties Smax = 4.0 in o.c. Spacing OK Table 18.10.6.4(f) Vert. Leg of BE Ash/soar/bc = 0.0154 Amin = 0.0129 Table 18.10.6.4(f) RequirementA 0.0o90 Table 18.10.6.4(f) Requirement B Horz. Leg of BE Ash/soar/bc = 0.0155 pmin = 0.0148 Table 18.10.6.4(f) RequirementA o.0090 Table 18.10.6.4(f) Requirement B Ties OK Project: Edmonds Senior Living By: SAT Sheet No. Location: Edmonds WA Date: 07/07/22 L-10.6 qjffClient: Ankrom Moisan Revised: Job No. Subject: Date: 21900383 Boundary Element Transverse Reinforcement (ACI 318-14) f'c = 6 ksi 3' - 2„ fyt = 60 ksi BOUNDARY E BE Bar size #7 tie size #5 tie spacing 4 in o.c. LAP SPLICE Vertical Leg of BE w z i tW = 38 in w LBE - 12 in n BEbars — 2 HORIZ. BAR oJC REF. noes = 2 O ELEVATION >� O hx max = 4.5 in FIELD VERT. BAR ~ REF. ELEVATION Horizontal Leg of BE tW = 12 in LBE = 38 in n = 7 #5 U Q 4" o.c. (ALTERNATE DIRECTION) #5 Q 4" o.c- (ALT. DIRECTION) VERT. B.E. BARS REF. ELEVATION #5 © Q 4" o.c ANCHOR BAR MATCH HORIZ. BAR SIZE AND SPACING PROVIDE FULL DEVELOPMENT LENGTH BEbars BOUNDARY ELEMENT DETAIL nties = 7 14 hx_max = 5.0 In Detail 14/S5.31 Requirements per 18.10.6.4 18.7.5.2 (a) Transverse reinforcement consists of rectilinear hoops and crossties. 18.7.5.2 (b) Bends of hoops shall engage perimeter longitudinal bars 18.7.5.2 (c) Crossite size met per 25.7.2.2 (#3 tie for <#10 vert; #4 tie for>#10 vert) 18.7.5.2 (d) Per 25.7.2.3 All corner bars shall have ties and at least every other vertical bar shall have cross ties Maximum spacing of unsupported bar is 6" 18.7.5.2 (e) Max spacing of supported vertical bar Smax - 8.00 in (min of 2/3*t; 14) s = 5.0 Spacing OK 18.7.5.3 Max Spacing of ties Smax = 4.0 in o.c. Spacing OK Table 18.10.6.4(f) Vert. Leg of BE Ash/sba,/bc = 0.0185 Amin = 0.0134 Table 18.10.6.4(f) Requirement A mo90 Table 18.10.6.4(f) Requirement B Horz. Leg of BE Ash/sba,/bc = 0.0155 Amin = 0.0134 Table 18.10.6.4(f) Requirement A mo90 Table 18.10.6.4(f) Requirement B Ties OK