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REVIEWED RESUB2 BLD2021-0088+Structural_Calculations-revised concrete flex+12.28.2021_5.58.02_PM+2594903
BLD2021-0088 December 16, 2021 Richard Grimes Ankrom Moisan 38 NW Davis Street, Suite 300 Portland, Oregon 97209 RESUB Dec 28 2021 CITY OF EDMONDS DEVELOPMENT SERVICES DEPARTMENT Re: Anthology of Edmonds 21200 72nd Avenue W I Edmonds, WA 98026 Response to Plan Review Comments Dear Richard: I<Pff This letter is in response to the City of Edmonds' Structural Checksheet created by Douglas Beck and dated September 12, 2021. Responses to Jurisdiction comments have been added to the Jurisdiction's marked up drawing set provided using the Bluebeam Reply Function. Supplemental calcs are attached. If you have any questions or need further information, please let me know. Sincerely, Andi Camp Associate Attachments Project No. 1021900393 111 SW Fifth Avenue, Suite 2600 Portland, OR 97204 503 227-325 1 kpff.com Project: Edmonds Senior Living By: SAT Sheet No. Location: Edmonds WA Date: 05/21/21 L-7.0 qjffClient: Ankrom Moisan Revised: SAT Job No. Subject: Date: 12/15/21 21900383 Revised Concrete Core Flexural Calculations RES U B BLD2021-0088 Dec 28 2021 CITY OF EDMONDS DEVELOPMENT SERVICES DEPARTMENT The following pages are revised to show additional information on the methodology used to design the concrete walls flexural reinforcing. The following sheets replace PL29 through PL48 of the previous full calculation package submission. This revision is in response to comment on sheet S3.01. Project: Edmonds Senior Living By: SAT Sheet No. Location: Edmonds WA Date: 12/13/21 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: 12/13/21 L-7.2 Client: Ankrom Moisan Revised: Job No. Subject: Date: 21900383 Core 2 G2. go""• Project: Edmonds Senior Living By: SAT Sheet No. Iqjff Location: Edmonds WA Date: 12/13/21 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: 12/13/21 L-7.4 Client: Ankrom Moisan Revised: Job No. Subject: Date: 21900383 Core 4 qjffClient: Project: Edmonds Senior Living By: SAT Sheet No. Location: Edmonds WA Date: 12/13/21 Ankrom Moisan Revised: Job No. 21900383 Subject: Date: E/W Siesmic N/S Direction A, = 1.33 Ax = 1.00 p = 1.30 Wood Levels (kip-ft) Torsional Amplificaiton (5%+ Ax Amplification) Design Forces E/W Seismic N/S Seismic E/W Seismic (k-ft) N/S Seismic (k-ft) E/W Seismic (k-ft) N/S Seismic (k-ft) E/W Seismic N/S Seismic PE f'c Mx My Mx My Mx My Mx My Core Pier Name (kips) (psi) (kip-ft) (kip-ft) (kip-ft) (kip-ft) KK + E„ M. - E„ M„ M„ + E„ M„ - E„ KK + E„ M. M„ + E„ M„ - E„ Mx_tor:goo MY m.sion Mx_m.sio� Ax MY_tosmo_Ax Mx_m.sion MY m.sion M._m.sio� Ay MY mr:io� Av (kip-ft) (kip-ft) (kip-ft) (kip-ft) CI -BASE 443 6,000 3,099 -224 165 1,252 5,433 5,391 5,475 -447 -260 -634 249 308 190 2,347 2,085 2,610 42 187 56 249 59 263 59 263 10,235 1,128 565 4,645 o u C1-P1 349 6,000 3,424 -165 75 1,371 6,032 5,961 6,102 -313 -103 -523 48 146 -51 2,524 2,230 2,819 70 210 93 279 99 294 99 294 11,387 935 265 5,035 C1-L1 -5 6,000 3,581 393 354 1,623 5,769 5,755 5,783 607 888 326 500 520 479 2,620 2,226 3,015 14 281 19 374 20 394 20 394 11,105 1,669 1,029 5,542 C2-BASE 213 6,000 3,008 800 1,901 3,647 5,056 5,182 4,930 1,271 1,191 1,351 2,801 2,624 2,977 5,990 6,102 5,878 126 80 168 106 177 112 177 112 9,799 2,592 5,771 11,580 C2-P1-1 268 6,000 2,674 26 -26 407 4,285 4,460 4,111 53 33 73 -70 -314 175 763 791 735 175 20 232 27 245 28 245 28 8,547 129 434 1,436 C2-P1-2 148 6,000 24 0 14 0 72 75 69 0 0 0 17 12 21 -1 -1 -1 3 0 4 0 4 0 4 0 124 1 41 1 v `o C2-P1-3 -33 6,000 -1 18 0 266 -2 -2 -2 27 20 35 1 1 1 487 497 477 0 7 0 10 0 10 0 10 4 66 2 912 V C2-L1-1 200 6,000 2,671 -45 -446 1,072 3,816 4,002 3,629 -69 -138 1 -577 -839 -315 1,522 1,620 1,424 187 70 248 93 262 98 262 98 7,954 255 1,536 3,178 C2-L1-2 90 6,000 209 1 32 -11 326 347 305 3 4 2 49 19 79 -14 -15 -13 21 1 28 1 30 1 30 1 669 7 135 31 C2-L1-3 34 6,000 -23 -90 5 687 -32 -32 -31 -108 -138 -78 6 7 6 931 972 889 0 30 1 40 1 42 1 42 65 282 14 1,951 m C3-BASE -90 6,000 1,000 119 252 634 1,783 1,682 1,885 293 178 408 696 838 554 1,273 1,434 1,112 101 115 135 153 142 161 142 161 3,494 698 1,341 2,498 o C3-P1 -52 6,000 1,826 -268 -137 867 3,275 3,206 3,343 -383 -522 -245 -7 89 -104 1,681 1,875 1,488 69 138 91 184 96 194 96 194 6,202 1,005 272 3,305 V C3-L1 2 6,000 3,574 -868 -898 1,926 5,838 5,749 5,928 -1,293 -1,649 -937 -1,060 -934 -1,186 3,376 3,875 2,877 90 356 119 473 126 499 126 499 11,319 3,164 2,439 6,963 C4-BASE 176 6,000 0 100 0 479 0 0 0 159 227 90 0 0 0 913 817 1,009 0 68 0 91 0 96 0 96 1 454 1 1,934 C4-P1-1 21 6,000 0 6 0 41 0 0 0 16 18 14 0 0 0 104 102 107 0 2 0 2 0 3 0 3 1 32 1 192 o C4-PI-2 155 6,000 0 13 0 65 0 0 0 25 31 18 0 0 0 143 134 152 0 6 0 9 0 9 0 9 0 60 0 282 V C4-L1-1 -10 6,000 -13 39 -3 193 -23 -20 -25 51 85 18 -2 -5 2 326 279 373 2 33 3 45 3 47 3 47 50 175 11 737 C4-L1-2 104 6,000 -11 20 -1 110 -19 -17 -21 24 44 4 0 -2 3 183 154 211 2 20 2 27 3 28 3 28 42 92 5 418 Project: Edmonds Senior Living By: SAT Sheet No. lqjff Location: Edmonds WA Date: 05/21/21 L-7.6 (Cl-Pl) Client: Ankrom Moisan Revised: Job No. Subject: Date: 21900383 Wall Section: C1-P1 Pd = 667 kips PE = 349 kips Seismic Design Forces M = 11 387 ki -ft Ux p (EQ-X w/ Hmp) MUy = 935 kip-ft MUx = 265 kip-ft (EQ-Y w/Amp) MUy = 5,035 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 = 11,652 11,652 -11,652 -11,652 3,496 3,496 -3,496 -3,496 MUy = 1,791 -1,791 1,791 -1,791 5,970 -5,970 -5,970 5,970 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 30,000 20,000 i F 10,000 a -60,000 - 0,000-20,000 Mn: 0.9D-1.OE f Mn: 1.2D+1.OE • Seismic Load Combinations K7 • • -10,000 000 • O 20,000 40,000 -30,000 1 Mnx (kip-ft) 80,000 Project: Edmonds Senior Living By: SAT Sheet No. lqjff Location: Edmonds WA Date: 05/21/21 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: 05/21/21 L-7.6 (C1-1-1) Client: Ankrom Moisan Revised: Job No. Subject: Date: 21900383 Wall Section: C1-L1 Pd = 563 kips PE = -5 kips Seismic Design Forces M x = 11,105 kip-ft (EQ-X w/ Amp) MAY = 1,669 kip-ft MUx = 1,029 kip-ft (EQ-Y w/Amp) MAY = 5,542 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 = 12,134 12,134-12,134-12,134 3,640 3,640 -3,640 -3,640 MAY = 2,163 -2,163 2,163 -2,163 7,211 -7,211 -7,211 7,211 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: 05/21/21 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 BOUNDARY--- YP. y • INTERMEDIATE BARS �x YP. 274 x 136 in 0.67% reinf. MATERIAL: f'c = 6 ksi Ec = 4415.21 ksi fc = 5.1 ksi Betal = 0.75 ty = 60 ksi Es = 29000 ksi SECTION: Ag = 8865 in"2 Ix = 2.77391 a+007 in"4 ly = 8.01425e+007 in"4 Xo=0in Yo=0in REINFORCEMENT: --------------- --------------- 156 bars @ 0.669% As = 59.3467 in"2 Confinement: Tied Clear Cover = N/A Min Clear Spacing = 4.92 in Project: Edmonds Senior Living By: SAT Sheet No. 1<Pff Location: Edmonds WA Date: 05/21/21 L-7.6 (C2-131-1) Client: Ankrom Moisan Revised: Job No. Subject: Date: 21900383 Wall Section: C2-131-1 Pd = 253 kips PE = 268 kips Seismic Design Forces M x = 8,547 kip-ft M y = 129 kip-ft MUx = 434 kip-ft M y = 1,436 kip-ft (EQ-X w/ At..,, (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 = 8,981 8,981 -8,981 -8,981 2,694 2,694 -2,694 -2,694 M y = 470 -470 470 -470 1,566 -1,566 -1,566 1,566 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 F a -60,000 Mn: 0.9D-1.OE f Mn: 1.2D+1.OE • Seismic Load Combinations 15,000 10,000 5,000 8 0 8 -20,000 000 -5,000 -10,000 -15,000 -25,000 Mnx (kip-ft) 20,000 Project: Edmonds Senior Living By: SAT Sheet No. lqjff Location: Edmonds WA Date: 05/21/21 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. ?' x 250 x 123 in 1.19% reinf. MATERIAL: Fc = 6 ksi Ec = 4415.21 ksi fc = 5.1 ksi Betal = 0.75 fy = 60 ksi Es = 29000 ksi SECTION: Ag = 6147.72 in-2 Ix = 9.86208e+006 in-4 ly = 5.75563e+007 in-4 Xo=0in Yo=0in REINFORCEMENT: 120 bars @ 1.194% As = 73.3863 in-2 Confinement: Tied Clear Cover = N/A Min Clear Spacing = 4.25 in Project: Edmonds Senior Living By: SAT Sheet No. lqjff Location: Edmonds WA Date: 05/21/21 L-7.6 (C2-131-2) Client: Ankrom Moisan Revised: Job No. Subject: Date: 21900383 Wall Section: C2-131-2 Pd = 95 kips PE = 148 kips Seismic Design Forces M x = 124 kip-ft MAY = 1 kip-ft MUx = 41 kip-ft MAY = 1 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) M X= 165 165 -165 -165 49 49 -49 -49 MAY = 1 -1 1 -1 2 -2 -2 2 Check Section Cut for Design Loads Interaction Diagram Exported From SP Column and iterated at Axial Load Ratios -3,000 Flexural Interaction Diagram - Biaxial Bending 400 -2, 000 Mn: 0.9D-1.OE f Mn: 1.2D+1.OE • Seismic Load Combinations -400 Mnx (kip-ft) 2,000 r 3,000 Project: Edmonds Senior Living By: SAT Sheet No. lqjff Location: Edmonds WA Date: 05/21/21 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. BOUNDARY BARS YP. I I L- — — — — — — — — — — — — — — — — — 1 - — — — — — — — 1 INTERMEDIA=BARS YP. 87.5 x 12 in 0.84% reinf. MATERIAL: Pc = 6 ksi Ec = 4415.21 ksi fc = 5.1 ksi Betal = 0.75 fy = 60 ksi Es = 29000 ksi SECTION: Ag = 1050 in"2 Ix = 12600 in-4 ly = 669922 in"4 Xo=0in Yo=0in REINFORCEMENT: --------------- --------------- 20 bars @ 0.837% As = 8.78664 in-2 Confinement: Tied Clear Cover = N/A Min Clear Spacing = 5.81 in Project: Edmonds Senior Living By: SAT Sheet No. lqjff Location: Edmonds WA Date: 05/21/21 L-7.6 (C2-131-3) Client: Ankrom Moisan Revised: Job No. Subject: Date: 21900383 Wall Section: C2-131-3 Pd = 92 kips PE = -33 kips Seismic Design Forces Mux = 4 kip-ft Muy = 66 kip-ft Mux = 2 kip-ft Muy = 912 kip-ft (EQ-X w/ Amp) (EQ-Y w/ Amp) X 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 = 6 6 -6 -6 2 2 -2 -2 Muy = 293 -293 293 -293 978 -978 -978 978 Check Section Cut for Design Loads Interaction Diagram Exported From SP Column and iterated at Axial Load Ratios Flexural Interaction Diagram - Biaxial Bending 10,000 .ye] Project: Edmonds Senior Living By: SAT Sheet No. lqjff Location: Edmonds WA Date: 05/21/21 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. ' t INTERMEDIATE BARS YP. 12 x 166.5 in 1.03% reinf. MATERIAL: Pc = 6 ksi 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: 05/21/21 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 = 200 kips Seismic Design Forces Mux = 7,954 kip-ft Muy = 255 kip-ft Mux = 1,536 kip-ft Muy = 3,178 kip-ft (EQ-X w/ At (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 = 9,490 9,490 -9,490 -9,490 2,847 2,847 -2,847 -2,847 Muy = 1,030 -1,030 1,030 -1,030 3,433 -3,433 -3,433 3,433 Check Section Cut for Design Loads Interaction Diagram Exported From SP Column and iterated at Axial Load Ratios Flexural Interaction Diagram - Biaxial Bending 20.000 Project: Edmonds Senior Living By: SAT Sheet No. lqjff Location: Edmonds WA Date: 05/21/21 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 = 90 kips Seismic Design Forces Mux = 669 kip-ft Muy = 7 kip-ft Mux = 135 kip-ft Muy = 31 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 = 804 804 -804 -804 241 241 -241 -241 Muy = 11 -11 11 -11 37 -37 -37 37 Check Section Cut for Design Loads Interaction Diagram Exported From SP Column and iterated at Axial Load Ratios Flexural Interaction Diagram - Biaxial Bending 400 F a Y -3,000 Mn: 0.9D-1.OE f Mn: 1.2D+1.01 3,000 Project: Edmonds Senior Living By: SAT Sheet No. lqjff Location: Edmonds WA Date: 05/21/21 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 = 34 kips Seismic Design Forces M x = 65 kip-ft M y = 282 kip-ft MUx = 14 kip-ft M y = 1,951 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 = 80 80 -80 -80 24 24 -24 -24 M y = 670 -670 670 -670 2,233 -2,233 -2,233 2,233 Check Section Cut for Design Loads Interaction Diagram Exported From SP Column and iterated at Axial Load Ratios Flexural Interaction Diagram - Biaxial Bending 10,000 F L Y 6i f Mn: 1.2D+1.OE .ye] Project: Edmonds Senior Living By: SAT Sheet No. lqjff Location: Edmonds WA Date: 12/13/21 L-7.6 (C3-P1) Client: Ankrom Moisan Revised: Job No. Subject: Date: 21900383 Wall Section: C3-P1 Pd = 646 kips PE _ -52 kips Seismic Design Forces M x = 6,202 kip-ft (EQ-X w/ Amp) MAY = 1,005 kip-ft MUx = 272 kip-ft (EQ-Y w/Amp) MAY = 3,305 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 = 6,474 6,474 -6,474 -6,474 1,942 1,942 -1,942 -1,942 MAY = 1,293 -1,293 1,293 -1,293 4,310 -4,310 -4,310 4,310 Check Section Cut for Design Loads Interaction Diagram Exported From SP Column and iterated at Axial Load Ratios Y-80,000 c Flexural Interaction Diagram - Biaxial Bending 30,000 -60,OgT-40,000 -20,00 Mn: 0.9D-1.OE f Mn: 1.2D+1.OE O Seismic Load Combinations 20,000 -30,000 -40,000 Mnx (kip-ft) Project: Edmonds Senior Living By: SAT Sheet No. lqjff Location: Edmonds WA Date: 12/13/21 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. ........................... ........................... 274 x 132 in 0.91% reinf. MATERIAL: f'c = 6 ksi Ec = 4415.21 ksi fc = 5.1 ksi Betal = 0.75 fy = 60 ksi Es = 29000 ksi +9x61Y[11111.E 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 = N/A Min Clear Spacing = 4.71 in Project: Edmonds Senior Living By: SAT Sheet No. lqjff Location: Edmonds WA Date: 12/13/21 L-7.6 (0-1-1) Client: Ankrom Moisan Revised: Job No. Subject: Date: 21900383 Wall Section: C3-1-1 Pd = 594 kips PE = 2 kips Seismic Design Forces M x = 11,319 kip-ft MAY = 3,164 kip-ft MUx = 2,439 kip-ft MAY = 6,963 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= 13,758 13,758 -13,758 -13,758 4,127 4,127 -4,127 -4,127 MAY = 3,038 -3,038 3,038 -3,038 10,128 -10,128 -10,128 10,128 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 -40,000 • Seismic Load Combinations 20,000 -20,000 -30,000 Mnx (kip-ft) u 1 111 .1 111 Project: Edmonds Senior Living By: SAT Sheet No. lqjff Location: Edmonds WA Date: 12/13/21 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. ..... . . . . . . . . . . . . . . . . . ..... ..... . . . . . . . . . . . . . . . . . ..... 274 x 132.008 in 0.83% reinf. MATERIAL: fc=6ksi Ec = 4415.21 ksi fc = 5.1 ksi Betal = 0.75 fy = 60 ksi Es = 29000 ksi SECTION: Ag = 8738.06 in"2 Ix = 2.60708e+007 in-4 ly = 7.78817e+007 in-4 Xo=0in Yo=0in REINFORCEMENT: --------------- --------------- 154 bars @ 0.831% As = 72.6494 in-2 Confinement: Tied Clear Cover = N/A Min Clear Spacing = 4.82 in Project: Edmonds Senior Living By: SAT Sheet No. Location: Edmonds WA Date: 12/13/21 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 = 21 kips Seismic Design Forces x4 Mux = 1 kip-ft (EQ-X w/ Amp) Muy = 32 kip-ft Mux = 1 kip-ft (EQ-Y w/ Amp) Muy = 192 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 = 67 -67 67 -67 224 -224 -224 224 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 1,000 500 L O T m oO -400 -3 -200 -100 0 100 200 0 410 -500 -1,000 — -1,500 Illi Mn: 0.9D-1.OE f Mn: 1.2D+1.OE • Seismic Load Combinations -2,500 I (kip-ft) Project: Edmonds Senior Living By: SAT Sheet No. Location: Edmonds WA Date: 12/13/21 L-7.6 (C4-P1-1) lqjff 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. Y + 12x81 in 1.07% reinf. MATERIAL: Vc = 6 ksi Ec = 4415.21 ksi fc = 5.1 ksi Betal = 0.75 ty = 60 ksi Es = 29000 ksi SECTION: 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 = NIA Min Clear Spacing = 5.13 in Project: Edmonds Senior Living By: SAT Sheet No. Location: Edmonds WA Date: 12/13/21 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 = 155 kips x4 Seismic Design Forces M x = 0 kip-ft (EQ-X w/ Amp) M y = 60 kip-ft MUx = 0 kip-ft (EQ-Y w/Amp) M y = 282 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= 0 0 0 0 0 0 0 0 M y= 102 -102 102 -102 341 -341 -341 341 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 1,000 O 08 -5 0 -4 -300 I I -200 -100 ® 1b0 0 2 0 3 0 /400 5 -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. Location: Edmonds WA Date: 12/13/21 L-7.6 (C4-P1-2) lqjff 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. Y + 12x81 in 1.07% reinf. MATERIAL: Vc = 6 ksi Ec = 4415.21 ksi fc = 5.1 ksi Betal = 0.75 ty = 60 ksi Es = 29000 ksi SECTION: 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 = NIA Min Clear Spacing = 5.13 in Project: Edmonds Senior Living By: SAT Sheet No. Location: Edmonds WA Date: 12/13/21 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 _ -10 kips x4 Seismic Design Forces Mux = 50 kip-ft (EQ-X w/ Amp) Muy = 175 kip-ft Mux = 11 kip-ft (EQ-Y w/Amp) Muy = 737 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 = 62 62 -62 -62 19 19 -19 -19 Muy = 273 -273 273 -273 911 -911 -911 911 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 1,008 O 500 a O O a 0 -400 -300 -200 -100 O 0 O 100 200 300 400 -500 -1,009 O -1,500 Mn: 0.9D-1.OE f Mn: 1.2D+1.OE • Seismic Load Combinations -2,500 Mnx (kip-ft) Project: Edmonds Senior Living By: SAT Sheet No. Location: Edmonds WA Date: 12/13/21 L-7.6 (C4-L1-1) lqjff 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. Y + 12x81 in 1.07% reinf. MATERIAL: Vc = 6 ksi Ec = 4415.21 ksi fc = 5.1 ksi Betal = 0.75 ty = 60 ksi Es = 29000 ksi SECTION: 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 = NIA Min Clear Spacing = 5.13 in Project: Edmonds Senior Living By: SAT Sheet No. Location: Edmonds WA Date: 12/13/21 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 = 104 kips x4 Seismic Design Forces Mux = 42 kip-ft (EQ-X w/ Amp) Muy = 92 kip-ft Mux = 5 kip-ft (EQ-Y w/Amp) Muy = 418 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 = 48 48 -48 -48 14 14 -14 -14 Muy= 153 -153 153 -153 510 -510 -510 510 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 a v 0 -500 -400 -300 -200 -100 O 0 1 0 2 0 3 400 500 -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. Location: Edmonds WA Date: 12/13/21 L-7.6 (C4-L1-2) lqjff 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. Y + 12x81 in 1.07% reinf. MATERIAL: Vc = 6 ksi Ec = 4415.21 ksi fc = 5.1 ksi Betal = 0.75 ty = 60 ksi Es = 29000 ksi SECTION: 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 = NIA Min Clear Spacing = 5.13 in