Loading...
REVIEWED RESUB2 BLD2021-0116+STRUCTURAL CALCS+1.13.2022_10.24.47_AM+2619096IqJff Edmonds Senior Living Community Structural Calculations KPFF Project No. 10021900393 May 21, 2021 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 1qJff May 21, 2021 Mr. Richard Grimes Ankrom Moisan 38 NW Davis Street, Suite 300 Portland, OR 97209 Re: Edmonds Senior Living Community Dear Richard: Attached please find calculation sheets dated May 21, 2021, which verify the structural adequacy of the Edmonds Senior Living Community project, as shown on drawings S0.01 through S8.01 dated May 21, 2021. 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. p. IIVC� Sincerely, ,�vo� WAsy���y� zy AAmy Andi Camp, P.E., S.E. AC/bd Attachments 2021-05-21_Edmonds Senior Living Community_Calc Letter_10021900393 111 SW Fifth Avenue, Suite 2600 Portland, OR 97204 503 2 27-3 25 1 kpff.com Edmonds Senior Living Community Table of Contents Description Page No. WoodGravity..............................................................................................................................WG1— WG40 WoodLateral............................................................................................................................... WL1— WL28 PodiumLateral............................................................................................................................. PL1— PL140 PodiumGravity............................................................................................................................PG1— PG193 Wood Gravity WG1 Project Edmonds Senior Living By AC Sheet No. Location Edmonds, WA Date May 21, 2021 Job No. 21900393 Client Ankrom Moisan Structural Design Criteria Building Code: 2015 International Building Code Reference Documents: ACI 318-11, Building Code Requirements for Structural Concrete ACI 530-11, Building Code Requirements for Masonry Structures AISC Steel Construction Manual 2010, 141" Edition ASCE 7-10, Minimum Design Loads for Buildings and Other Structures AWS D1.1-04, D1.3-98, D1.4-09, Structural Welding Codes Live Loads: Roof 25 psf (Snow) Residential 40 psf Lateral Loads: Seismic Ss=1.273g, S1 _ .497g Site Class D Sys = .8499, SD1 =.498g R=6.5,Qo=3,Ca=4 IE =1.0, Seismic Design Category D hn =72 ft, T = .48 sec, Cs = .131 Wind Basic Wind Speed =110 mph (3-second gust) Exposure Category B Enclosure Classification = enclosed WG2 ffM* C°... h�g E,9­ Project Edmonds Senior Living By AC Sheet No. Location Edmonds, WA Date May 21, 2021 Job No. 21900393 Client Ankrom Moisan Structural Materials Lumber: Use Species Moisture Content Wall Studs DFL No. 2 S-Dry Beams/Posts 5x5 and larger DFL No. 1 S-Dr T&G Decking DFL Commercial Dex S-Dry Gludam Beams: 24F-V8, Fb= 2,400 psi I -Joists: Trus-joist or approved equivalent Metal Plate Connected Wood Trusses: conform to IBC Section 2303.4 and ANSI/PTI 1 Structural Steel: AISC Manual, 131h Edition Welding: AWS D1.1-04 Element ASTM No. Fy ksi Beams, Girders, Columns A36 A572, Grade 50 36 50 Tube Steel A500, Grade B 46 Pipe A53, Grade B 35 Plates A36 36 Connection Bolts A325-SC 92 Anchor Bolts F1554, Grade 36 36 Project EI�i`10t iL�C BY �.�/ Sheet No. WG3 Locotion / DoteIqlff J l (Z Client Revised Job No. Porflmd.Oregm Camz 71-oa2 S Dare C�RAJ��� LoMS UL=3 O ps� (20Wf A)AEvi IT-Y 1- J of s T-31 Dole - Au -ow . L L Sty P TL= 110 i -�! 5(:,O (2 t 2" o,c . ►4y- . - t r CL �I.G�J, LnaE`1 &Low, LL = Uo a�- FLOOR LOAD TABLE ■ WG4 Floor-100% (PLF) Joist Clear Span 8' 10, 12' 1 1 1 16' 18, 20' 22' 24' Depth T11® Live Load L1480 Total Load Live Load L/480 Total Load Live Load L/480 Total Load Live Load L/480 Total Load Live Load L/480 Total Load Live Load L/480 Total Load Live Load L/480 Total Load Live Load L/480 Total Load Live Load L/480 Total Load 99? 110 190 140 152 85 127 56 99 38 76 210 210 161 169 99 141 65 119 45 90 230 236 175 190 108 158 71 133 49 99 110 190 * 152 127 92 109 63 95 45 76 210 210 169 141 106 121 74 106 53 92 117/8" 230 236 190 158 116 136 80 119 58 102 43 83 360 241 193 162 136 139 95 121 69 108 51 97 39 78 560 294 236 197 169 138 148 101 132 76 119 58 108 45 91 110 190 152 127 109 91 95 66 85 210 210 * 169 * 141 121 106 76 94 57 85 14" 230 236 190 158 136 115 119 83 106 62 95 47 81 360 241 193 162 139 121 98 108 73 97 1 56 88 44 81 560 294 236 197 169 148 132 107 119 83 108 65 99 110 190 152 127 109 95 85 66 76 210 210 169 141 121 106 94 76 85 58 77 16" 230 236 190 158 136 119 106 83 95 64 87 50 78 360 241 193 162 139 121 108 97 75 88 59 81 560 294 236 197 169 148 132 119 108 86 99 * Indicates that Total Load value controls. How to Use This Table 1. Calculate actual total and live load in pounds per linear foot (plf). 2. Select appropriate Joist Clear Span. 3. Scan down the column to find a T11® joist that meets or exceeds actual total and live loads. Refer to PSF to PLF Conversion table on page 31 General Notes ■ Table is based on: — Minimum bearing length of 1%" end and 3y" intermediate, without web stiffeners — Uniform loads. — More restrictive of simple or continuous span — No composite action provided by sheathing. ■ Total Load values are limited to deflection of L/240. ■ Live Load is based on joist deflection of L/480. ■ If a live load deflection limit of L/360 is desired, multiply value in Live Load column by 1.33. The resulting live load must not exceed the Total Load shown. ■ Table does not account for concentrated loads. Use Weyerhaeuser software when this condition applies. TIPS FOR PREVENTING FLOOR NOISE Trus Joist@ TJI@ joists are structurally uniform and dimensionally stable, and they resist shrinking and twisting. This helps prevent gaps from forming around the nails between the joist and the floor panels —gaps that can potentially cause squeaks or other floor noise. Using TJI® joists can help you build a quieter floor, but only if the entire floor system is installed properly. This is because other components of the floor system, such as hangers, connectors, and nails can be a source of floor noise. Properly Seat Each Joist in Hanger Dab subfloor adhesive Bend tab in seat of hanger* and fasten Seat the joist tight to the bottom of the hanger. When using hangers with tabs, bend the flange tabs over and nail to the TWO joist bottom flange. Placing a dab of sublfoor adhesive* in the seat of the hanger prior to installing the joist can reduce squeaks. Use Adhesive and Special Nailing When Needed Construction adhesive Nail interior partitions to the joists when possible. If the wall can be nailed only to the floor panel, run a bead of adhesive* under the wall and either cross nail, nail through and clinch tight or screw tightly into the wall from below. * Weyerhaeuser recommends using solvent -based subfloor adhesives that meet ASTM D3498 (AFG-01) performance standards. When latex subfloor adhesive is required, careful selection is necessary due to a wide range of performance between brands. Prevent Shrinkage iMovement Gaps develop as sheathing shrinks Keep building materials dry, and properly glue floor panels to the joists. Panels that become excessively wet during construction shrink as they dry. This shrinkage may leave gaps that allow the panel to move when stepped on. Avoid "Shiners" Shiner Exercise care when nailing. Nails that barely hit the joists (shiners) do not hold the panel tight to the joist and should be removed. If left in, the nails will rub against the side of the joist when the panel deflects. For more information and tips on how to prevent floor noise, refer to the Weyerhaeuser Prevention and Repair of Floor System Squeaks Technical Resource Sheet, 9009, or contact your Weyerhaeuser representative. Trus Joist® TJI® Joist Specifier's Guide TJ-4000 I July 2019 8 �, Protect ELNMonIDS /-J� �,,, Sheet No.WG5 Location Date S/ITff � �' 7 Client Revised Job No. Portland. O'egon k\J l T- Dare ca(�R�OoR DEC-k\ t'A iXI", -Va-C-' i�c-c�►c„�C-, �w `( Woop vw'x , PPS = 11 Dju= 2.0 �s� r�1A� . LL = 1100 psi r1= ic>. ER LA�b R S HAIR> DEC-y,w c-, = 17VL CoMM ERUA L IEx C = 11,50 psi Cf = , 04 FI,Cr cr = 1 650 • 1, OH 11r, Jz' 14 44 Mom= 1 11� PS' - 2'f •S ��3 = W.o -,N� 7 21,E k•,� �� ok ts,TL a S • lZo� �1i��� C1�2�) /24H ��- FDR 11\r) aCT c 1• U r^J 10 Fop. IN LAY U— N.Y.► � _ '}, 3 �I , �� 2 / � = 2o�,,� 3 = 4 , 3 , � INc, FoR vLr• % �. SS CPC.sz N05 G+, 1I-) Kz I-OT \N 3 • Ic�So�; • 2. v5 = 9 k• bond O+L z / b = 9.9 k • 'N ,� : 9.9 19.E 3 1, 011- 4- 1 105 oL Project BY A^ Sheet No. !�, WG6 1 Location DateTff Client Revised Job No. Portland. Oregon _ I w o \ N, Date i*'( . 'lC�113 To b�.AR14G WALL = IZ.' !'?r t._ w OEMIS IP.C, W/wL wT - 15 pa - - 40` RCAF bu:t 10?3� • lz' = 240 P I� C-Lcc,Q p L3 s • l Z = 3�'� P 1� �, y lxJ� �,s - 15 3>o p 1 2'IO 1536 tL= t 4002x4 = 42-2.(D flF �p. �Q�R l7rJt� ';fJ /lrLL : l�o, 5 ` 7IR18 AT h%F) ` T 1z 18 Ik r —LOOIJ " IVA�I, 5W � IaDC7�1�" LL 25.1b.5- 40 - 3 -4 W AIAL _ 3 r5 ` rR ,B Ar R Z' TiZ hT VNALL SW Rc+)�: /FLOOR DL= 2a�S� • 13,5' 12P3� 2' x 14 RwJz,s - 521�,1G Dt.- UCO'f- 5210 = u--= 25 ' 13,5 t- 1- y = h58 �1� Project ��t,I A C /� Sheet No. WG7 Location Date 4Iqlff Client Revised Job No. Portland, Oregon '✓JDR L.L Lo/�DC Dare A-T—IAL 1 JAU- LCAO 0\GV--S T■ WALL W ! 13.5r -rR18 kr t2C0'F) rot i�tg �S FLOC,(? WdcLL 5w = �000 �W %�V /FA-W R pL = 2ci 5 f • 13,5 ` t" jam' • 32ps.F- 4 Fj-0De3 = I (z) �t pL ,lour 103'9 =16319 U- = 25.13■5 }- V•L10 • 3VAte V-IALL5: uNcr •t R Iv b' 3T&,z TRN?� = 01.. 20 ris LL = IciorPSIF �aa'F U 1.- 10,t x ?DpSF Zlo pl. FLDo R V L= to • 32fi t 4.5 - 2cys f = 2,BZp �F 1:r;rAL DL- 600t 210* Z822 " to92 PtiP- LL- 1o.5 x Qs * �'`1� • L+ 1- L+ • Ioo • 4 = 302-3 P�� Sastt\ c cx)RN pl . : 1-1� 116 =- 61' WPI" 5w = b—x$ elf 3 2p j • 3 ` � 4 l oLil q P� LL 'LSPS� •3` 4op6f.3' x Li- ~ 555 I,I f- t✓ -CO- OR 1 cMI = Tip 18 = 12' L>~= L5)k 82 t 1C0 � 12 x L4 VLccP5 � 51 OD � !� COMPANY PROJECT wG8 Woodworks® SOFTWARE FOR WOOD Df51Gh' May 10, 2021 17:37 1 worst case typical interior wall Design Check Calculation Sheet WoodWorks Sizer 2019 (Update 1) Loads: Load Type Distribution Location [ft] Magnitude Unit Start End Start End Loadl Dead Axial UDL (Ecc. = 0.0011) 2376 plf Load2 Live Axial UDL (Ecc. = 0.0011) 2220 plf Self -weight Dead Axial UDL 15 plf Reactions (lbs): W v En m H 10, 10, worst case interior wall Lumber Stud, D.Fir-L, No.2, 2x6 (1-1/2"x5-1/2") Support: None Spaced at 16.0" c/c; Total length: 10.0'; Volume = 0.6 cu.ft. Pinned base; Ke x Lb: 1.0 x 0.0 = 0.0 ft; Ke x Ld: 1.0 x 10.0 = 10.0 ft; Repetitive factor: applied where permitted (refer to online help); This section PASSES the design code check. Analysis vs. Allowable Stress and Deflection using NDS 2018: Criterion Analysis Value Design Value Unit Analysis/Design Axial Axial Bearing fc = 745 fc = 745 Fc' = 808 Fc* = 1485 psi psi fc/Fc' = 0.92 fc/Fc* = 0.50 Additional Data: FACTORS: F/E(psi) CD CM Ct CL/CP CF Cfu Cr Cfrt Ci LC# Fc' 1350 1.00 1.00 1.00 0.544 1.100 - - 1.00 1.00 2 Fc* 1350 1.00 1.00 1.00 - 1.100 - - 1.00 1.00 2 CRITICAL LOAD COMBINATIONS: Axial : LC #2 = D+L D=dead L=live S=snow W=wind I=impact Lr=roof live Lc=concentrated E=earthquake All LC's are listed in the Analysis output Load combinations: ICC-IBC Design Notes: 1. WoodWorks analysis and design are in accordance with the ICC International Building Code (IBC 2018), the National Design Specification (NDS 2018), and NDS Design Supplement. 2. Please verify that the default deflection limits are appropriate for your application. COMPANY PROJECT WG9 WoodWorksJ SOFTWARE FOR WOOD Df51Gh' May 10, 2021 17:42 worst case typical exterior wall Design Check Calculation Sheet WoodWorks Sizer 2019 (Update 1) Loads: Load Type Distribution Location [ft] Magnitude Unit Start End Start End Load1 Dead Axial UDL (Ecc. = 0.0011) 1638 plf Load2 Live Axial UDL (Ecc. = 0.0011) 1298 plf Load3 Wind Full UDL 35.0 plf Self -weight Dead Axial UDL 15 plf Unfactored: Lateral: Dead Live Wind 175 175 Axial: Dead 2204 2204 Live 1731 1731 Factored: L->R 175 175 Load comb #4 #4 Criterion Analysis Value Design Value Unit Analysis/Design Shear fv = 32 Fv' = 288 psi fv/Fv' = 0.11 Bending(+) fb = 694 Fb' = 2153 psi fb/Fb' = 0.32 Axial fc = 477 Fc' = 808 psi fc/Fc' = 0.59 Axial Bearing fc = 477 Fc* = 1485 psi fc/Fc* = 0.32 Combined (axial compressi n + side load be ding) Eq.3.9-3 = 0.65 Live Defl'n 0.24 = L/507 0.67 = L/180 in 0.36 Total Defl'n 0.24 = L/507 0.67 = L/180 in 0.36 ❑ WoodWorks® Sizer SOFTWARE FOR WOOD DESIGN WG10 worst case typical exterior wall WoodWorks® Sizer 2019 (Update 1) Page 2 Additional Data: FACTORS: F/E(psi) CD CM Ct CL/CP CF Cfu Cr Cfrt Ci LC# Fv' 180 1.60 1.00 1.00 - - - - 1.00 1.00 4 Fb'+ 900 1.60 1.00 1.00 1.000 1.300 - 1.15 1.00 1.00 4 Fc' 1350 1.00 1.00 1.00 0.544 1.100 - - 1.00 1.00 2 Fc'comb 1350 1.60 - - 0.376 - - - - - 3 E' 1.6 million 1.00 1.00 - - - - 1.00 1.00 4 Emin' 0.58 million 1.00 1.00 - - - - 1.00 1.00 4 Fc* 1350 1.00 1.00 1.00 - 1.100 - - 1.00 1.00 2 CRITICAL LOAD COMBINATIONS: Shear : LC #4 = .6D+W Bending(+): LC #4 = .6D+W Deflection: LC #4 = .6D+W (live) LC #4 = .6D+W (total) Axial LC #2 = D+L Combined LC #3 = D+.75(L+W); D=dead L=live S=snow W=wind I=impact Lr=roof live Lc=concentrated E=earthquake All LC's are listed in the Analysis output Load combinations: ICC-IBC CALCULATIONS: V = 175 lbs; M(+) = 438 lbs-ft; P = 3934 lbs, (1 - fc/FcE) = 0.58 EI = 33.27e06 lb -in A2 "Live" deflection is due to all non -dead loads (live, wind, snow...) Total deflection = 1.5 dead + "live" Design Notes: 1. WoodWorks analysis and design are in accordance with the ICC International Building Code (IBC 2018), the National Design Specification (NDS 2018), and NDS Design Supplement. 2. Please verify that the default deflection limits are appropriate for your application. Sheet No. Project Ek)mntljj�6 By kG WG11 Location Datelq)ff Client Revised Job No. Pornand, Oregon G9, &,J I T V — be A^ C Date 4AL-Lwp,y 4caep-s; S WeQT-%5j tt,► ,54ki ; L2' 1)t_= zop;sf •q, W ���' LL=tCDpsv-- �t`= 40Dtkt &L 392- x l2 t^LEJ AToR LOBBY Ap-£ k • N -5 � , , kLoN c, 6- 2 5P =17 ` U L y Z o FJ- \60 P,-� Ca TS-r)Rxb, LL 40p • �.5' = 3a� P�� °� I I TR lid LLL _ Q5T • �� j IJ`6 I� 511zx I z. ?01N.�OrSRCALA-1 l l_ =1043 163 LL, 3tss 16, pAi-A.WA�'r --TR\8 = 3' bx= laps- 3` = LDQI�- Gt_ Viz- X 1 2 P � L b W s o trq V �kl-S tom, SPA.+^ 13r5' Tel • Ca��1� -b cq% RDcR k- 'RobF 9'r-" = 2b' T�R \13 - 2.3` CA- 5 `Iz x z.4 LL 259 •l1'=4x�(- �L 2.5pk • z3� 5�5 ��� • Rokt, 1O' SPA q>_-= 20 t-,� 2�10 =a-14110-C . L-L = Z 5pif COMPANY PROJECT WG12 WoodWork ®R SOFTWARE FOR WOOD Df51Gh' May 10, 2021 17:20 Design Check Calculation Sheet WoodWorks Sizer 2019 (Update 1) Loads: hallway header 12' span Load Type Distribution Pat- Location [ft] Magnitude Unit tern Start End Start End dead Dead Full UDL 80.0 plf live Live Full UDL 400.0 plf Self -weight Dead Full UDL 9.7 plf Maximum Reactions (lbs), Bearing Capacities (lbs) and Bearing Lengths (in) : 12.442' 12.33' Unfactored: Dead Live Factored: 557 2488 557 2488 Total 3046 3046 Bearing: Capacity Beam 3046 3046 Support 3242 3242 Des ratio Beam 1.00 1.00 Support 0.94 0.94 Load comb #2 #2 Length 1.34 1.34 Min req'd 1.34 1.34 Cb 1.00 1.00 Cb min 1.00 1.00 Cb support 1.11 1.11 Fcp sup 625 625 hallway header 12' span Glulam-Balanced, West Species, 24F-1.8E WS, 3-1/2"x12" Supports: All - Timber -soft Beam, D.Fir-L No.2 Total length: 12.44'; Clear span: 12.218'; Volume = 3.6 cu.ft.; 8 laminations, 3-1/2" maximum width, Lateral support: top = continuous, bottom = at supports; This section PASSES the design code check. Analysis vs. Allowable Stress and Deflection using NDS 2018 : Criterion Analysis Value Design Value Unit Analysis/Design Shear fv = 89 Fv' = 265 psi fv/Fv' = 0.34 Bending(+) fb = 1329 Fb' = 2400 psi fb/Fb' = 0.55 Live Defl'n 0.23 = L/645 0.41 = L/360 in 0.56 Total Defl'n 0.31 = L/482 0.62 = L/240 in 0.50 ❑ WoodWorks® Sizer SOFTWARE FOR WOOD DESIGN WG13 hallway header 12' span WoodWorks® Sizer 2019 (Update 1) Page 2 Additional Data: FACTORS: F/E(psi) CD CM Ct CL CV Cfu Cr Cfrt Notes Cn*Cvr LC# Fv' 265 1.00 1.00 1.00 - - - - 1.00 1.00 1.00 2 Fb'+ 2400 1.00 1.00 1.00 1.000 1.000 - - 1.00 1.00 - 2 Fcp' 650 - 1.00 1.00 - - - - 1.00 - - - E' 1.8 million 1.00 1.00 - - - - 1.00 - - 2 Eminy' 0.85 million 1.00 1.00 - - - - 1.00 - - 2 CRITICAL LOAD COMBINATIONS: Shear : LC #2 = D+L Bending(+): LC #2 = D+L Deflection: LC #2 = D+L (live) LC #2 = D+L (total) Bearing Support 1 - LC #2 = D+L Support 2 - LC #2 = D+L D=dead L=live S=snow W=wind I=impact Lr=roof live Lc=concentrated E=earthquake All LC's are listed in the Analysis output Load combinations: ASD Basic from ASCE 7-16 2.4 / IBC 2018 1605.3.2 CALCULATIONS: V max = 3019, V design = 2502 lbs; M(+) = 9305 lbs-ft EI = 907.19e06 lb -in A2 "Live" deflection is due to all non -dead loads (live, wind, snow...) Total deflection = 1.5 dead + "live" Design Notes: 1. Wood Works analysis and design are in accordance with the ICC International Building Code (IBC 2018), the National Design Specification (NDS 2018), and NDS Design Supplement. 2. Please verify that the default deflection limits are appropriate for your application. 3. Glulam design values are for materials conforming to ANSI 117-2015 and manufactured in accordance with ANSI A190.1-2012 4. GLULAM: bxd = actual breadth x actual depth. 5. Glulam Beams shall be laterally supported according to the provisions of NDS Clause 3.3.3. 6. GLULAM: bearing length based on smaller of Fcp(tension), Fcp(comp'n). COMPANY PROJECT WG14 WoodWork ®R SOFTWARE FOR WOOD Df51Gh' May 10, 2021 17:19 Design Check Calculation Sheet WoodWorks Sizer 2019 (Update 1) Loads: hallway header 6' span Load Type Distribution Pat- Location [ft] Magnitude Unit tern Start End Start End dead Dead Full UDL 80.0 plf live Live Full UDL 400.0 plf Self -weight Dead Full UDL 7.2 plf Maximum Reactions (lbs), Bearing Capacities (lbs) and Bearing Lengths (in) 6.042' AI Loi Unfactored: Dead Live Factored: 263 1208 263 1208 Total 1472 1472 Bearing: Capacity Beam 1719 1719 Support 1836 1836 Des ratio Beam 0.86 0.86 Support 0.80 0.80 Load comb #2 #2 Length 0.50* 0.50* Min req'd 0.50* 0.50* Cb 1.00 1.00 Cb min 1.00 1.00 Cb support 1.07 1.07 Fcp sup 625 625 *Minimum bearing length setting used: 1/2" for end supports hallway header 6' span Timber -soft, D.Fir-L, No. 1, 6x6 (5-1/2"x5-1/2") Supports: All - Timber -soft Beam, D.Fir-L No.2 Total length: 6.04'; Clear span: 5.958'; Volume = 1.3 cu.ft.; Post or timber Lateral support: top = continuous, bottom = at supports; This section PASSES the design code check. Analysis vs. Allowable Stress and Deflection using NDS 2018 : Criterion Analysis Value Design Value Unit Analysis/Design Shear fv = 61 Fv' = 170 psi fv/Fv' = 0.36 Bending(+) fb = 949 Fb' = 1200 psi fb/Fb' = 0.79 Live Defl'n 0.10 = L/753 0.20 = L/360 in 0.48 Total Defl'n 0.13 = L/567 0.30 = L/240 in 0.42 ❑ WoodWorks® Sizer SOFTWARE FOR WOOD DESIGN WG15 hallway header 6' span WoodWorks® Sizer 2019 (Update 1) Page 2 Additional Data: FACTORS: F/E(psi) CD CM Ct CL CF Cfu Cr Cfrt Ci Cn LC# Fv' 170 1.00 1.00 1.00 - - - - 1.00 1.00 1.00 2 Fb'+ 1200 1.00 1.00 1.00 1.000 1.000 - 1.00 1.00 1.00 - 2 Fcp' 625 - 1.00 1.00 - - - - 1.00 1.00 - - E' 1.6 million 1.00 1.00 - - - - 1.00 1.00 - 2 CRITICAL LOAD COMBINATIONS: Shear : LC #2 = D+L Bending(+): LC #2 = D+L Deflection: LC #2 = D+L (live) LC #2 = D+L (total) Bearing Support 1 - LC #2 = D+L Support 2 - LC #2 = D+L D=dead L=live S=snow W=wind I=impact Lr=roof live Lc=concentrated E=earthquake All LC's are listed in the Analysis output Load combinations: ASD Basic from ASCE 7-16 2.4 / IBC 2018 1605.3.2 CALCULATIONS: V max = 1462, V design = 1228 lbs; M(+) = 2192 lbs-ft EI = 122.01e06 lb -in A2 "Live" deflection is due to all non -dead loads (live, wind, snow...) Total deflection = 1.5 dead + "live" Design Notes: 1. Wood Works analysis and design are in accordance with the ICC International Building Code (IBC 2018), the National Design Specification (NDS 2018), and NDS Design Supplement. 2. Please verify that the default deflection limits are appropriate for your application. 3. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. COMPANY PROJECT WG16 WoodWork ®R SOFTWARE FOR WOOD Df51Gh' May 10, 2021 17:20 Design Check Calculation Sheet WoodWorks Sizer 2019 (Update 1) Loads: N-S elevator lobby beam Load Type Distribution Pat- tern Location [ft] Start End Magnitude Start End Unit 3.5' dead Dead Partial UDL 0.00 8.75 70.0 70.0 plf 11' dead Dead Partial UDL 8.75 14.00 220.0 220.0 plf 11' live Live Partial UDL 8.75 14.00 440.0 440.0 plf 3.5' live Live Partial UDL 0.00 8.75 350.0 350.0 plf 9.5' live Live Partial UDL 14.00 17.11 380.0 380.0 plf 9.5' dead Dead Partial UDL 14.00 17.11 190.0 190.0 plf Self -weight Dead Full UDL 15.2 plf Maximum Reactions (lbs), Bearing Capacities (lbs) and Bearing Lengths (in) : 17.107' 17' Unfactored: Dead Live Factored: 1023 3158 1593 3395 Total 4182 4988 Bearing: Capacity Beam 4182 4988 Support 4295 5123 Des ratio Beam 1.00 1.00 Support 0.97 0.97 Load comb #2 #2 Length 1.17 1.40 Min req'd 1.17 1.40 Cb 1.00 1.00 Cb min 1.00 1.00 Cb support 1.07 1.07 Fcp sup 625 625 N-S elevator lobby beam Glulam-Balanced, West Species, 24F-1.8E WS, 5-1/2"x12" Supports: All - Timber -soft Beam, D.Fir-L No.2 Total length: 17.11'; Clear span: 16.893'; Volume = 7.8 cu.ft.; 8 laminations, 5-1/2" maximum width, Lateral support: top = continuous, bottom = at supports; This section PASSES the design code check. Analysis vs. Allowable Stress and Deflection using NDS 2018 : Criterion Analysis Value Design Value Unit Analysis/Design Shear fv = 99 Fv' = 265 psi fv/Fv' = 0.37 Bending(+) fb = 1803 Fb' = 2400 psi fb/Fb' = 0.75 Live Defl'n 0.51 = L/398 0.57 = L/360 in 0.90 Total Defl'n 0.82 = L/249 0.85 = L/240 in 0.96 ❑ WoodWorks® Sizer SOFTWARE FOR WOOD DESIGN WG17 N-S elevator lobby beam WoodWorks® Sizer 2019 (Update 1) Page 2 Additional Data: FACTORS: F/E(psi) CD CM Ct CL CV Cfu Cr Cfrt Notes Cn*Cvr LC# Fv' 265 1.00 1.00 1.00 - - - - 1.00 1.00 1.00 2 Fb'+ 2400 1.00 1.00 1.00 1.000 1.000 - - 1.00 1.00 - 2 Fcp' 650 - 1.00 1.00 - - - - 1.00 - - - E' 1.8 million 1.00 1.00 - - - - 1.00 - - 2 Eminy' 0.85 million 1.00 1.00 - - - - 1.00 - - 2 CRITICAL LOAD COMBINATIONS: Shear : LC #2 = D+L Bending(+): LC #2 = D+L Deflection: LC #2 = D+L (live) LC #2 = D+L (total) Bearing Support 1 - LC #2 = D+L Support 2 - LC #2 = D+L D=dead L=live S=snow W=wind I=impact Lr=roof live Lc=concentrated E=earthquake All LC's are listed in the Analysis output Load combinations: ASD Basic from ASCE 7-16 2.4 / IBC 2018 1605.3.2 CALCULATIONS: V max = 4955, V design = 4341 lbs; M(+) = 19833 lbs-ft EI = 1425.58e06 lb -in A2 "Live" deflection is due to all non -dead loads (live, wind, snow...) Total deflection = 1.5 dead + "live" Design Notes: 1. Wood Works analysis and design are in accordance with the ICC International Building Code (IBC 2018), the National Design Specification (NDS 2018), and NDS Design Supplement. 2. Please verify that the default deflection limits are appropriate for your application. 3. Glulam design values are for materials conforming to ANSI 117-2015 and manufactured in accordance with ANSI A190.1-2012 4. GLULAM: bxd = actual breadth x actual depth. 5. Glulam Beams shall be laterally supported according to the provisions of NDS Clause 3.3.3. 6. GLULAM: bearing length based on smaller of Fcp(tension), Fcp(comp'n). COMPANY PROJECT WG18 WoodWork ®R SOFTWARE FOR WOOD Df51Gh' May 10, 2021 17:21 Design Check Calculation Sheet WoodWorks Sizer 2019 (Update 1) Loads: E-W hallway girder at elevator lobby Load Type Distribution Pat- tern Location [ft] Start End Magnitude Start End Unit dead point Dead Point 7.00 1023 lbs live point Live Point 7.00 3158 lbs hallway dead Dead Full UDL 60.0 plf hallway live Live Full UDL 300.0 plf Self -weight Dead Full UDL 15.2 plf Maximum Reactions (lbs), Bearing Capacities (lbs) and Bearing Lengths (in) 10.093' A 10, Unfactored: Dead Live Factored: 689 2470 1092 3716 Total 3159 4807 Bearing: Capacity Beam 3159 4807 Support 3245 4938 Des ratio Beam 1.00 1.00 Support 0.97 0.97 Load comb #2 #2 Length 0.88 1.34 Min req'd 0.88 1.34 Cb 1.00 1.00 Cb min 1.00 1.00 Cb support 1.07 1.07 Fcp sup 625 625 N-S elevator lobby beam Glulam-Balanced, West Species, 24F-1.8E WS, 5-1/2"x12" Supports: All - Timber -soft Beam, D.Fir-L No.2 Total length: 10.09'; Clear span: 9.907'; Volume = 4.6 cu.ft.; 8 laminations, 5-1/2" maximum width, Lateral support: top = continuous, bottom = at supports; This section PASSES the design code check. Analysis vs. Allowable Stress and Deflection using NDS 2018 : Criterion Analysis Value Design Value Unit Analysis/Design Shear fv = 100 Fv' = 265 psi fv/Fv' = 0.38 Bending(+) fb = 1164 Fb' = 2400 psi fb/Fb' = 0.49 Live Defl'n 0.11 = < L/999 0.33 = L/360 in 0.33 Total Defl'n 0.16 = L/747 0.50 = L/240 in 0.32 ❑ WoodWorks® Sizer SOFTWARE FOR WOOD DESIGN WG19 E-W hallway girder at elevator lobby WoodWorks® Sizer 2019 (Update 1) Page 2 Additional Data: FACTORS: F/E(psi) CD CM Ct CL CV Cfu Cr Cfrt Notes Cn*Cvr LC# Fv' 265 1.00 1.00 1.00 - - - - 1.00 1.00 1.00 2 Fb'+ 2400 1.00 1.00 1.00 1.000 1.000 - - 1.00 1.00 - 2 Fcp' 650 - 1.00 1.00 - - - - 1.00 - - - E' 1.8 million 1.00 1.00 - - - - 1.00 - - 2 Eminy' 0.85 million 1.00 1.00 - - - - 1.00 - - 2 CRITICAL LOAD COMBINATIONS: Shear : LC #2 = D+L Bending(+): LC #2 = D+L Deflection: LC #2 = D+L (live) LC #2 = D+L (total) Bearing Support 1 - LC #2 = D+L Support 2 - LC #2 = D+L D=dead L=live S=snow W=wind I=impact Lr=roof live Lc=concentrated E=earthquake All LC's are listed in the Analysis output Load combinations: ASD Basic from ASCE 7-16 2.4 / IBC 2018 1605.3.2 CALCULATIONS: V max = 4787, V design = 4392 lbs; M(+) = 12808 lbs-ft EI = 1425.58e06 lb -in A2 "Live" deflection is due to all non -dead loads (live, wind, snow...) Total deflection = 1.5 dead + "live" Design Notes: 1. Wood Works analysis and design are in accordance with the ICC International Building Code (IBC 2018), the National Design Specification (NDS 2018), and NDS Design Supplement. 2. Please verify that the default deflection limits are appropriate for your application. 3. Glulam design values are for materials conforming to ANSI 117-2015 and manufactured in accordance with ANSI A190.1-2012 4. GLULAM: bxd = actual breadth x actual depth. 5. Glulam Beams shall be laterally supported according to the provisions of NDS Clause 3.3.3. 6. GLULAM: bearing length based on smaller of Fcp(tension), Fcp(comp'n). COMPANY PROJECT WG20 WoodWork ®R SOFTWARE FOR WOOD Df51Gh' May 10, 2021 18:35 Design Check Calculation Sheet WoodWorks Sizer 2019 (Update 1) Loads: L6 beam for amenity space wall Load Type Distribution Pat- Location [ft] Magnitude Unit tern Start End Start End dead Dead Full UDL 320.0 plf live Live Full UDL 400.0 plf Self -weight Dead Full UDL 15.2 plf Maximum Reactions (lbs), Bearing Capacities (lbs) and Bearing Lengths (in) : 13.617' CG 13.5' Unfactored: Dead Live Factored: 2281 2723 2281 2723 Total 5005 5005 Bearing: Capacity Beam 5005 5005 Support 5140 5140 Des ratio Beam 1.00 1.00 Support 0.97 0.97 Load comb #2 #2 Length 1.40 1.40 Min req'd 1.40 1.40 Cb 1.00 1.00 Cb min 1.00 1.00 Cb support 1.07 1.07 Fcp sup 625 625 L6 beam for amenity space wall Glulam-Balanced, West Species, 24F-1.8E WS, 5-1/2"x12" Supports: All - Timber -soft Beam, D.Fir-L No.2 Total length: 13.62'; Clear span: 13.383'; Volume = 6.2 cu.ft.; 8 laminations, 5-1/2" maximum width, Lateral support: top = continuous, bottom = at supports; This section PASSES the design code check. Analysis vs. Allowable Stress and Deflection using NDS 2018 : Criterion Analysis Value Design Value Unit Analysis/Design Shear fv = 95 Fv' = 265 psi fv/Fv' = 0.36 Bending(+) fb = 1523 Fb' = 2400 psi fb/Fb' = 0.63 Live Defl'n 0.21 = L/772 0.45 = L/360 in 0.47 Total Defl'n 0.47 = L/342 0.68 = L/240 in 0.70 ❑ WoodWorks® Sizer SOFTWARE FOR WOOD DESIGN WG21 L6 beam for amenity space wall WoodWorks® Sizer 2019 (Update 1) Page 2 Additional Data: FACTORS: F/E(psi) CD CM Ct CL CV Cfu Cr Cfrt Notes Cn*Cvr LC# Fv' 265 1.00 1.00 1.00 - - - - 1.00 1.00 1.00 2 Fb'+ 2400 1.00 1.00 1.00 1.000 1.000 - - 1.00 1.00 - 2 Fcp' 650 - 1.00 1.00 - - - - 1.00 - - - E' 1.8 million 1.00 1.00 - - - - 1.00 - - 2 Eminy' 0.85 million 1.00 1.00 - - - - 1.00 - - 2 CRITICAL LOAD COMBINATIONS: Shear : LC #2 = D+L Bending(+): LC #2 = D+L Deflection: LC #2 = D+L (live) LC #2 = D+L (total) Bearing Support 1 - LC #2 = D+L Support 2 - LC #2 = D+L D=dead L=live S=snow W=wind I=impact Lr=roof live Lc=concentrated E=earthquake All LC's are listed in the Analysis output Load combinations: ASD Basic from ASCE 7-16 2.4 / IBC 2018 1605.3.2 CALCULATIONS: V max = 4963, V design = 4184 lbs; M(+) = 16749 lbs-ft EI = 1425.58e06 lb -in A2 "Live" deflection is due to all non -dead loads (live, wind, snow...) Total deflection = 1.5 dead + "live" Design Notes: 1. Wood Works analysis and design are in accordance with the ICC International Building Code (IBC 2018), the National Design Specification (NDS 2018), and NDS Design Supplement. 2. Please verify that the default deflection limits are appropriate for your application. 3. Glulam design values are for materials conforming to ANSI 117-2015 and manufactured in accordance with ANSI A190.1-2012 4. GLULAM: bxd = actual breadth x actual depth. 5. Glulam Beams shall be laterally supported according to the provisions of NDS Clause 3.3.3. 6. GLULAM: bearing length based on smaller of Fcp(tension), Fcp(comp'n). COMPANY PROJECT WoodWork ®R SOFTWARE FOR WOOD Df51Gh' May 10, 2021 17:18 1 grid D at roof Design Check Calculation Sheet WoodWorks Sizer 2019 (Update 1) Loads: WG22 Load Type Distribution Pat- Location [ft] Magnitude Unit tern Start End Start End live Live Full UDL 575.0 plf dead Dead Full UDL 460.0 plf Self -weight Dead Full UDL 30.4 plf Maximum Reactions (lbs), Bearing Capacities (lbs) and Bearing Lengths (in) : 25.314' Al 25' Unfactored: Dead Live Factored: 6202 7278 6202 7278 Total 13480 13480 Bearing: Capacity Beam 13480 13480 Support 13845 13845 Des ratio Beam 1.00 1.00 Support 0.97 0.97 Load comb #2 #2 Length 3.77 3.77 Min req'd 3.77 3.77 Cb 1.00 1.00 Cb min 1.00 1.00 Cb support 1.07 1.07 Fcp sup 625 625 grid D girder at roof Glulam-Balanced, West Species, 24F-1.8E WS, 5-1/2"x24" Supports: All - Timber -soft Beam, D.Fir-L No.2 Total length: 25.31'; Clear span: 24.686'; Volume = 23.2 cu.ft.; 16 laminations, 5-1/2" maximum width, Lateral support: top = continuous, bottom = at supports; This section PASSES the design code check. Analysis vs. Allowable Stress and Deflection using NDS 2018 : Criterion Analysis Value Design Value Unit Analysis/Design Shear fv = 125 Fv' = 265 psi fv/Fv' = 0.47 Bending(+) fb = 1892 Fb' = 2185 psi fb/Fb' = 0.87 Live Defl'n 0.44 = L/677 0.83 = L/360 in 0.53 Total Defl'n 1.01 = L/297 1.25 = L/240 in 0.81 ❑ WoodWorks® Sizer SOFTWARE FOR WOOD DESIGN WG23 grid D at roof WoodWorks® Sizer 2019 (Update 1) Page 2 Additional Data: FACTORS: F/E(psi) CD CM Ct CL CV Cfu Cr Cfrt Notes Cn*Cvr LC# Fv' 265 1.00 1.00 1.00 - - - - 1.00 1.00 1.00 2 Fb'+ 2400 1.00 1.00 1.00 1.000 0.910 - - 1.00 1.00 - 2 Fcp' 650 - 1.00 1.00 - - - - 1.00 - - - E' 1.8 million 1.00 1.00 - - - - 1.00 - - 2 Eminy' 0.85 million 1.00 1.00 - - - - 1.00 - - 2 CRITICAL LOAD COMBINATIONS: Shear : LC #2 = D+L Bending(+): LC #2 = D+L Deflection: LC #2 = D+L (live) LC #2 = D+L (total) Bearing Support 1 - LC #2 = D+L Support 2 - LC #2 = D+L D=dead L=live S=snow W=wind I=impact Lr=roof live Lc=concentrated E=earthquake All LC's are listed in the Analysis output Load combinations: ASD Basic from ASCE 7-16 2.4 / IBC 2018 1605.3.2 CALCULATIONS: V max = 13317, V design = 11019 lbs; M(+) = 83234 lbs-ft EI = 11404e06 lb -in A2 "Live" deflection is due to all non -dead loads (live, wind, snow...) Total deflection = 1.5 dead + "live" Design Notes: 1. Wood Works analysis and design are in accordance with the ICC International Building Code (IBC 2018), the National Design Specification (NDS 2018), and NDS Design Supplement. 2. Please verify that the default deflection limits are appropriate for your application. 3. Glulam design values are for materials conforming to ANSI 117-2015 and manufactured in accordance with ANSI A190.1-2012 4. GLULAM: bxd = actual breadth x actual depth. 5. Glulam Beams shall be laterally supported according to the provisions of NDS Clause 3.3.3. 6. GLULAM: bearing length based on smaller of Fcp(tension), Fcp(comp'n). WoodWorks ®R COMPANY PROJECT WG24 SOFTWARE FOR WOOD DFSIGI, May 10, 2021 18:16 roof joist Design Check Calculation Sheet WoodWorks Sizer 2019 (Update 1) Loads: Load Type Distribution Pat- Location [ft] Magnitude Unit tern Start End Start End Load3 Dead Full Area 25.00(24.0") psf Load2 Live Full Area 25.00(24.0") psf Self -weight Dead Full UDL 3.3 plf Unfactored: Dead Live Factored: 267 250 267 250 Total 517 517 Bearing: Capacity Joist 517 517 Des ratio Joist 1.00 1.00 Load comb #2 #2 Length 0.55 0.55 Min req'd 0.55 0.55 Cb 1.00 1.00 Cb min 1.00 1.00 Criterion Analysis Value Design Value Unit Analysis/Design Shear fv = 47 Fv' = 180 psi fv/Fv' = 0.26 Bending(+) fb = 725 Fb' = 1138 psi fb/Fb' = 0.64 Live Defl'n 0.07 = < L/999 0.50 = L/240 in 0.14 Total Defl'n 0.18 = L/649 0.67 = L/180 in 0.28 ❑ WoodWorks® Sizer SOFTWARE FOR WOOD DESIGN WG25 roof joist WoodWorks® Sizer 2019 (Update 1) Additional Data: FACTORS: F/E(psi) CD CM Ct CL CF Cfu Cr Cfrt Ci Cn LC# Fv' 180 1.00 1.00 1.00 - - - - 1.00 1.00 1.00 2 Fb'+ 900 1.00 1.00 1.00 1.000 1.100 - 1.15 1.00 1.00 - 2 Fcp' 625 - 1.00 1.00 - - - - 1.00 1.00 - - E' 1.6 million 1.00 1.00 - - - - 1.00 1.00 - 2 Emin' 0.58 million 1.00 1.00 - - - - 1.00 1.00 - 2 CRITICAL LOAD COMBINATIONS: Shear : LC #2 = D+L Bending(+): LC #2 = D+L Deflection: LC #2 = D+L (live) LC #2 = D+L (total) Bearing Support 1 - LC #2 = D+L Support 2 - LC #2 = D+L D=dead L=live S=snow W=wind I=impact Lr=roof live Lc=concentrated E=earthquake All LC's are listed in the Analysis output Load combinations: ICC-IBC CALCULATIONS: V max = 517, V design = 435 lbs; M(+) = 1292 lbs-ft EI = 158.29e06 lb -in A2 "Live" deflection is due to all non -dead loads (live, wind, snow...) Total deflection = 1.5 dead + "live" Page 2 Design Notes: 1. Wood Works analysis and design are in accordance with the ICC International Building Code (IBC 2018), the National Design Specification (NDS 2018), and NDS Design Supplement. 2. Please verify that the default deflection limits are appropriate for your application. 3. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. ITff Portland, Oregon Project EL)�`�Qt„ Location Client 6y Sheet No. WG26 Date 5 Q (2 1 Job ob No. Date bL- 30,,� L.l_-IAO � cp-J 1 O,SI `�' SPa�► �. ��r : ��= 3�5 P� 51' p, , @ 1 L P t F L.L. = ('40 p 1 nL = 1,30 It-)s L.L. = 540 II5 ANT DL = 9(oo Ns LL= 12&O 16s , (SAME o�- L"O'�) S �Xr - �L 6 `�45 Vz) LL�121� ��, 1�1L. Sw,3 Ca DL.- 1140 Ib, LL = Ilia ibs WoodWorks ®R COMPANY PROJECT WG27 SOFTWARE FOR WOOD DFSIGI, May 9, 2021 09:47 4' header at interior Design Check Calculation Sheet WoodWorks Sizer 2019 (Update 1) Loads: Load Type Distribution Pat- Location [ft] Magnitude Unit tern Start End Start End Load1 Dead Full UDL 480.0 plf Load2 Live Full UDL 640.0 plf Self -weight Dead Full UDL 5.2 plf Unfactored: Dead Live Factored: 970 1280 970 1280 Total 2250 2250 Bearing: Capacity Beam 2250 2250 Des ratio Beam 1.00 1.00 Load comb #2 #2 Length 1.20 1.20 Min req'd 1.20 1.20 Cb 1.00 1.00 Cb min 1.00 1.00 Criterion Analysis Value Design Value Unit Analysis/Design Shear fv = 104 Fv' = 180 psi fv/Fv' = 0.58 Bending(+) fb = 1028 Fb' = 1034 psi fb/Fb' = 0.99 Live Defl'n 0.02 = < L/999 0.13 = L/360 in 0.18 Total Defl'n 0.05 = L/928 0.20 = L/240 in 0.26 ❑ WoodWorks® Sizer SOFTWARE FOR WOOD DESIGN wG28 4' header at interior WoodWorks® Sizer 2019 (Update 1) Page 2 Additional Data: FACTORS: F/E(psi) CD CM Ct CL CF Cfu Cr Cfrt Ci Cn LC# Fv' 180 1.00 1.00 1.00 - - - - 1.00 1.00 1.00 2 Fb'+ 900 1.00 1.00 1.00 0.957 1.200 - 1.00 1.00 1.00 - 2 Fcp' 625 - 1.00 1.00 - - - - 1.00 1.00 - - E' 1.6 million 1.00 1.00 - - - - 1.00 1.00 - 2 Emin' 0.58 million 1.00 1.00 - - - - 1.00 1.00 - 2 CRITICAL LOAD COMBINATIONS: Shear : LC #2 = D+L Bending(+): LC #2 = D+L Deflection: LC #2 = D+L (live) LC #2 = D+L (total) Bearing Support 1 - LC #2 = D+L Support 2 - LC #2 = D+L D=dead L=live S=snow W=wind I=impact Lr=roof live Lc=concentrated E=earthquake All LC's are listed in the Analysis output Load combinations: ICC-IBC CALCULATIONS: V max = 2250, V design = 1514 lbs; M(+) = 2250 lbs-ft EI = 76.21e06 lb -in A2/ply "Live" deflection is due to all non -dead loads (live, wind, snow...) Total deflection = 1.5 dead + "live" Lateral stability(+): Lu = 4.00' Le = 8.25' RB = 17.8; b = single ply width Design Notes: 1. Wood Works analysis and design are in accordance with the ICC International Building Code (IBC 2018), the National Design Specification (NDS 2018), and NDS Design Supplement. 2. Please verify that the default deflection limits are appropriate for your application. 3. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. 4. BUILT-UP BEAMS: it is assumed that each ply is a single continuous member (that is, no butt joints are present) and that each ply is equally top -loaded. Where beams are side -loaded, special fastening details may be required. COMPANY PROJECT WG29 WoodWorks® SOFTWARE FOR WOOD DFSIGI, May 10, 2021 18:04 1 4' opening int jamb 5 floors Design Check Calculation Sheet WoodWorks Sizer 2019 (Update 1) Loads: Load Type Distribution Location [ft] Magnitude Unit Start End Start End Loadl Dead Axial (Ecc. = 0.0011) 4800 lbs Load2 Live Axial (Ecc. = 0.0011) 6400 lbs Self -weight Dead Axial 40 lbs Reactions (lbs): W v Cn co H 10.25' 10.25' 4' opening int jamb 5 floors Lumber n-ply, D.Fir-L, No.2, 2x6, 2-ply (3"x5-1/2") Support: Non -wood Total length: 10.25'; Volume = 1.2 cu.ft. Pinned base; Built-up fastener: nails; Ke x Lb: 1.0 x 0.0 = 0.0 ft; Ke x Ld: 1.0 x 10.25 = 10.25 ft; This section PASSES the design code check. Analysis vs. Allowable Stress and Deflection using NDS 2018: Criterion Analysis Value Design Value Unit Analysis/Design Axial Axial Bearing fc = 681 fc = 681 Fc' = 780 Fc* = 1485 psi psi fc/Fc' = 0.87 fc/Fc* = 0.46 Additional Data: FACTORS: F/E(psi) CD CM Ct CL/CP CF Cfu Cr Cfrt Ci LC# Fc' 1350 1.00 1.00 1.00 0.526 1.100 - - 1.00 1.00 2 Fc* 1350 1.00 1.00 1.00 - 1.100 - - 1.00 1.00 2 CRITICAL LOAD COMBINATIONS: Axial : LC #2 = D+L D=dead L=live S=snow W=wind I=impact Lr=roof live Lc=concentrated E=earthquake All LC's are listed in the Analysis output Load combinations: ICC-IBC Design Notes: 1. WoodWorks analysis and design are in accordance with the ICC International Building Code (IBC 2018), the National Design Specification (NDS 2018), and NDS Design Supplement. 2. Please verify that the default deflection limits are appropriate for your application. 3. BUILT-UP COLUMNS: nailed or bolted built-up columns shall conform to the provisions of NDS Clause 15.3. WoodWorks ®R COMPANY PROJECT WG30 SOFTWARE FOR WOOD DFSIGI, May 9, 2021 09:52 4' header at exterior Design Check Calculation Sheet WoodWorks Sizer 2019 (Update 1) Loads: Load Type Distribution Pat- Location [ft] Magnitude Unit tern Start End Start End Load1 Dead Full UDL 315.0 plf Load2 Live Full UDL 420.0 plf Self -weight Dead Full UDL 5.2 plf Unfactored: Dead Live Factored: 640 840 640 840 Total 1480 1480 Bearing: Capacity Beam 1480 1480 Des ratio Beam 1.00 1.00 Load comb #2 #2 Length 0.79 0.79 Min req'd 0.79 0.79 Cb 1.00 1.00 Cb min 1.00 1.00 Criterion Analysis Value Design Value Unit Analysis/Design Shear fv = 70 Fv' = 180 psi fv/Fv' = 0.39 Bending(+) fb = 676 Fb' = 1034 psi fb/Fb' = 0.65 Live Defl'n 0.02 = < L/999 0.13 = L/360 in 0.12 Total Defl'n 0.03 = < L/999 0.20 = L/240 in 0.17 ❑ WoodWorks® Sizer SOFTWARE FOR WOOD DESIGN WG31 4' header at exterior WoodWorks® Sizer 2019 (Update 1) Page 2 Additional Data: FACTORS: F/E(psi) CD CM Ct CL CF Cfu Cr Cfrt Ci Cn LC# Fv' 180 1.00 1.00 1.00 - - - - 1.00 1.00 1.00 2 Fb'+ 900 1.00 1.00 1.00 0.957 1.200 - 1.00 1.00 1.00 - 2 Fcp' 625 - 1.00 1.00 - - - - 1.00 1.00 - - E' 1.6 million 1.00 1.00 - - - - 1.00 1.00 - 2 Emin' 0.58 million 1.00 1.00 - - - - 1.00 1.00 - 2 CRITICAL LOAD COMBINATIONS: Shear : LC #2 = D+L Bending(+): LC #2 = D+L Deflection: LC #2 = D+L (live) LC #2 = D+L (total) Bearing Support 1 - LC #2 = D+L Support 2 - LC #2 = D+L D=dead L=live S=snow W=wind I=impact Lr=roof live Lc=concentrated E=earthquake All LC's are listed in the Analysis output Load combinations: ICC-IBC CALCULATIONS: V max = 1480, V design = 1009 lbs; M(+) = 1480 lbs-ft EI = 76.21e06 lb -in A2/ply "Live" deflection is due to all non -dead loads (live, wind, snow...) Total deflection = 1.5 dead + "live" Lateral stability(+): Lu = 4.00' Le = 8.25' RB = 17.8; b = single ply width Design Notes: 1. Wood Works analysis and design are in accordance with the ICC International Building Code (IBC 2018), the National Design Specification (NDS 2018), and NDS Design Supplement. 2. Please verify that the default deflection limits are appropriate for your application. 3. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. 4. BUILT-UP BEAMS: it is assumed that each ply is a single continuous member (that is, no butt joints are present) and that each ply is equally top -loaded. Where beams are side -loaded, special fastening details may be required. COMPANY PROJECT WG32 WoodWork ®R SOFTWARE FOR WOOD Df51Gh' May 10, 2021 18:03 Design Check Calculation Sheet WoodWorks Sizer 2019 (Update 1) Loads: 4' opening ext jamb 5 floors Load Type Distribution Location [ft] Magnitude Unit Start End Start End Loadl Dead Axial (Ecc. = 0.0011) 3150 lbs Load2 Live Axial (Ecc. = 0.0011) 4200 lbs Load3 Wind Full UDL 37.5 plf Self -weight Dead Axial 40 lbs Reactions (lbs): 10.25' H 10.25' 0 Unfactored: Lateral: Dead Live Wind 192 192 Axial: Dead 3190 3190 Live 4200 4200 Factored: L->R 192 192 Load comb #4 #4 4' opening ext jamb 5 floors Lumber n-ply, D.Fir-L, No.2, 2x6, 2-ply (3"x5-1/2") Support: Non -wood Total length: 10.25'; Volume = 1.2 cu.ft. Pinned base; Load face = width(b); Built-up fastener: nails; Ke x Lb: 1.0 x 0.0 = 0.0 ft; Ke x Ld: This section PASSES the design code check. Analysis vs. Allowable Stress and Deflection using NDS 2018 : 1.0 x 10.25 = 10.25 ft; Criterion Analysis Value Design Value Unit Analysis/Design Shear fv = 17 Fv' = 288 psi fv/Fv' = 0.06 Bending(+) fb = 391 Fb' = 1872 psi fb/Fb' = 0.21 Axial fc = 448 Fc' = 780 psi fc/Fc' = 0.57 Axial Bearing fc = 448 Fc* = 1485 psi fc/Fc* = 0.30 Combined (axial compressi n + side load be ding) Eq.3.9-3 = 0.46 Live Defl'n 0.14 = L/878 0.68 = L/180 in I 0.20 Total Defl'n 0.14 = L/878 0.68 = L/180 in 0.20 ❑ WoodWorks® Sizer SOFTWARE FOR WOOD DESIGN WG33 4' opening ext jamb 5 floors WoodWorks® Sizer 2019 (Update 1) Page 2 Additional Data: FACTORS: F/E(psi) CD CM Ct CL/CP CF Cfu Cr Cfrt Ci LC# Fv' 180 1.60 1.00 1.00 - - - - 1.00 1.00 4 Fb'+ 900 1.60 1.00 1.00 1.000 1.300 - 1.00 1.00 1.00 4 Fc' 1350 1.00 1.00 1.00 0.526 1.100 - - 1.00 1.00 2 Fc'comb 1350 1.60 - - 0.361 - - - - - 3 E' 1.6 million 1.00 1.00 - - - - 1.00 1.00 4 Emin' 0.58 million 1.00 1.00 - - - - 1.00 1.00 4 Fc* 1350 1.00 1.00 1.00 - 1.100 - - 1.00 1.00 2 CRITICAL LOAD COMBINATIONS: Shear : LC #4 = .6D+W Bending(+): LC #4 = .6D+W Deflection: LC #4 = .6D+W (live) LC #4 = .6D+W (total) Axial LC #2 = D+L Combined LC #3 = D+.75(L+W); D=dead L=live S=snow W=wind I=impact Lr=roof live Lc=concentrated E=earthquake All LC's are listed in the Analysis output Load combinations: ICC-IBC CALCULATIONS: V = 192 lbs; M(+) = 492 lbs-ft; P = 7390 lbs, Kf = 1.00, (1 - fc/FcE) = 0.60 EI = 33.27e06 lb -in A2/ply "Live" deflection is due to all non -dead loads (live, wind, snow...) Total deflection = 1.5 dead + "live" Design Notes: 1. WoodWorks analysis and design are in accordance with the ICC International Building Code (IBC 2018), the National Design Specification (NDS 2018), and NDS Design Supplement. 2. Please verify that the default deflection limits are appropriate for your application. 3. BUILT-UP COLUMNS: nailed or bolted built-up columns shall conform to the provisions of NDS Clause 15.3. WoodWorks ®R COMPANY PROJECT WG34 SOFTWARE FOR WOOD DFSIGI, May 9, 2021 09:57 6' header at interior Design Check Calculation Sheet WoodWorks Sizer 2019 (Update 1) Loads: Load Type Distribution Pat- Location [ft] Magnitude Unit tern Start End Start End Load1 Dead Full UDL 480.0 plf Load2 Live Full UDL 640.0 plf Self -weight Dead Full UDL 9.9 plf Unfactored: Dead Live Factored: 1470 1920 1470 1920 Total 3390 3390 Bearing: Capacity Beam 3390 3390 Des ratio Beam 1.00 1.00 Load comb #2 #2 Length 1.21 1.21 Min req'd 1.21 1.21 Cb 1.00 1.00 Cb min 1.00 1.00 Criterion Analysis Value Design Value Unit Analysis/Design Shear fv = 89 Fv' = 180 psi fv/Fv' = 0.49 Bending(+) fb = 951 Fb' = 1138 psi fb/Fb' = 0.84 Live Defl'n 0.04 = < L/999 0.20 = L/360 in 0.20 Total Defl'n 0.08 = L/852 0.30 = L/240 in 0.28 ❑ WoodWorks® Sizer SOFTWARE FOR WOOD DESIGN WG35 6' header at interior WoodWorks® Sizer 2019 (Update 1) Page 2 Additional Data: FACTORS: F/E(psi) CD CM Ct CL CF Cfu Cr Cfrt Ci Cn LC# Fv' 180 1.00 1.00 1.00 - - - - 1.00 1.00 1.00 2 Fb'+ 900 1.00 1.00 1.00 1.000 1.100 - 1.15 1.00 1.00 - 2 Fcp' 625 - 1.00 1.00 - - - - 1.00 1.00 - - E' 1.6 million 1.00 1.00 - - - - 1.00 1.00 - 2 Emin' 0.58 million 1.00 1.00 - - - - 1.00 1.00 - 2 CRITICAL LOAD COMBINATIONS: Shear : LC #2 = D+L Bending(+): LC #2 = D+L Deflection: LC #2 = D+L (live) LC #2 = D+L (total) Bearing Support 1 - LC #2 = D+L Support 2 - LC #2 = D+L D=dead L=live S=snow W=wind I=impact Lr=roof live Lc=concentrated E=earthquake All LC's are listed in the Analysis output Load combinations: ICC-IBC CALCULATIONS: V max = 3390, V design = 2462 lbs; M(+) = 5084 lbs-ft EI = 158.29e06 lb -in A2/ply "Live" deflection is due to all non -dead loads (live, wind, snow...) Total deflection = 1.5 dead + "live" Design Notes: 1. Wood Works analysis and design are in accordance with the ICC International Building Code (IBC 2018), the National Design Specification (NDS 2018), and NDS Design Supplement. 2. Please verify that the default deflection limits are appropriate for your application. 3. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. 4. BUILT-UP BEAMS: it is assumed that each ply is a single continuous member (that is, no butt joints are present) and that each ply is equally top -loaded. Where beams are side -loaded, special fastening details may be required. COMPANY PROJECT WG36 WoodWorks® SOFTWARE FOR WOOD DFSIGI, May 10, 2021 18:07 1 6' opening int jamb 5 floors Design Check Calculation Sheet WoodWorks Sizer 2019 (Update 1) Loads: Load Type Distribution Location [ft] Magnitude Unit Start End Start End Loadl Dead Axial (Ecc. = 0.0011) 7200 lbs Load2 Live Axial (Ecc. = 0.0011) 9600 lbs Self -weight Dead Axial 60 lbs Reactions (lbs): W v Cn co H 10.25' 10.25' 6' opening int wall jamb 5 floors Lumber n-ply, D.Fir-L, No.2, 2x6, 3-ply (4-1/2"x5-1/2") Support: Non -wood Total length: 10.25'; Volume = 1.8 cu.ft. Pinned base; Built-up fastener: nails; Ke x Lb: 1.0 x 0.0 = 0.0 ft; Ke x Ld: 1.0 x 10.25 = 10.25 ft; Repetitive factor: applied where permitted (refer to online help); This section PASSES the design code check. Analysis vs. Allowable Stress and Deflection using NDS 2018: Criterion Analysis Value Design Value Unit Analysis/Design Axial Axial Bearing fc = 681 fc = 681 Fc' = 780 Fc* = 1485 psi psi fc/Fc' = 0.87 fc/Fc* = 0.46 Additional Data: FACTORS: F/E(psi) CD CM Ct CL/CP CF Cfu Cr Cfrt Ci LC# Fc' 1350 1.00 1.00 1.00 0.526 1.100 - - 1.00 1.00 2 Fc* 1350 1.00 1.00 1.00 - 1.100 - - 1.00 1.00 2 CRITICAL LOAD COMBINATIONS: Axial : LC #2 = D+L D=dead L=live S=snow W=wind I=impact Lr=roof live Lc=concentrated E=earthquake All LC's are listed in the Analysis output Load combinations: ICC-IBC Design Notes: 1. WoodWorks analysis and design are in accordance with the ICC International Building Code (IBC 2018), the National Design Specification (NDS 2018), and NDS Design Supplement. 2. Please verify that the default deflection limits are appropriate for your application. 3. BUILT-UP COLUMNS: nailed or bolted built-up columns shall conform to the provisions of NDS Clause 15.3. 0 WoodWorks ®R COMPANY PROJECT WG37 SOFTWARE FOR WOOD DFSIGI, May 9, 2021 10:02 6' header at exterior Design Check Calculation Sheet WoodWorks Sizer 2019 (Update 1) Loads: Load Type Distribution Pat- Location [ft] Magnitude Unit tern Start End Start End Load1 Dead Full UDL 315.0 plf Load2 Live Full UDL 420.0 plf Self -weight Dead Full UDL 9.9 plf Unfactored: Dead Live Factored: 975 1260 975 1260 Total 2235 2235 Bearing: Capacity Beam 2235 2235 Des ratio Beam 1.00 1.00 Load comb #2 #2 Length 0.79 0.79 Min req'd 0.79 0.79 Cb 1.00 1.00 Cb min 1.00 1.00 Criterion Analysis Value Design Value Unit Analysis/Design Shear fv = 59 Fv' = 180 psi fv/Fv' = 0.33 Bending(+) fb = 627 Fb' = 942 psi fb/Fb' = 0.67 Live Defl'n 0.03 = < L/999 0.20 = L/360 in 0.13 Total Defl'n 0.06 = < L/999 0.30 = L/240 in 0.19 ❑ WoodWorks® Sizer SOFTWARE FOR WOOD DESIGN WG38 6' header at exterior WoodWorks® Sizer 2019 (Update 1) Page 2 Additional Data: FACTORS: F/E(psi) CD CM Ct CL CF Cfu Cr Cfrt Ci Cn LC# Fv' 180 1.00 1.00 1.00 - - - - 1.00 1.00 1.00 2 Fb'+ 900 1.00 1.00 1.00 0.827 1.100 - 1.15 1.00 1.00 - 2 Fcp' 625 - 1.00 1.00 - - - - 1.00 1.00 - - E' 1.6 million 1.00 1.00 - - - - 1.00 1.00 - 2 Emin' 0.58 million 1.00 1.00 - - - - 1.00 1.00 - 2 CRITICAL LOAD COMBINATIONS: Shear : LC #2 = D+L Bending(+): LC #2 = D+L Deflection: LC #2 = D+L (live) LC #2 = D+L (total) Bearing Support 1 - LC #2 = D+L Support 2 - LC #2 = D+L D=dead L=live S=snow W=wind I=impact Lr=roof live Lc=concentrated E=earthquake All LC's are listed in the Analysis output Load combinations: ICC-IBC CALCULATIONS: V max = 2235, V design = 1636 lbs; M(+) = 3352 lbs-ft EI = 158.29e06 lb -in A2/ply "Live" deflection is due to all non -dead loads (live, wind, snow...) Total deflection = 1.5 dead + "live" Lateral stability(+): Lu = 6.00' Le = 12.06' RB = 24.4; b = single ply width Design Notes: 1. Wood Works analysis and design are in accordance with the ICC International Building Code (IBC 2018), the National Design Specification (NDS 2018), and NDS Design Supplement. 2. Please verify that the default deflection limits are appropriate for your application. 3. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. 4. BUILT-UP BEAMS: it is assumed that each ply is a single continuous member (that is, no butt joints are present) and that each ply is equally top -loaded. Where beams are side -loaded, special fastening details may be required. COMPANY PROJECT WG39 WoodWork ®R SOFTWARE FOR WOOD Df51Gh' May 10, 2021 18:06 Design Check Calculation Sheet WoodWorks Sizer 2019 (Update 1) Loads: 6' opening ext jamb 5 floors Load Type Distribution Location [ft] Magnitude Unit Start End Start End Load1 Dead Axial (Ecc. = 0.0011) 4725 lbs Load2 Live Axial (Ecc. = 0.0011) 6300 lbs Load3 Wind Full UDL 84.3 plf Self -weight Dead Axial 60 lbs Reactions (lbs): 10.25' H 10.25' 0 Unfactored: Lateral: Dead Live Wind 432 432 Axial: Dead 4785 4785 Live 6300 6300 Factored: L->R 432 432 Load comb #4 #4 6' opening ext jamb 5 floors Lumber n-ply, D.Fir-L, No.2, 2x6, 3-ply (4-1/2"x5-1/2") Support: Non -wood Total length: 10.25'; Volume = 1.8 cu.ft. Pinned base; Load face = width(b); Built-up fastener: nails; Ke x Lb: 1.0 x 0.0 = 0.0 ft; Ke x Ld Repetitive factor: applied where permitted (refer to online help); This section PASSES the design code check. Analysis vs. Allowable Stress and Deflection using NDS 2018 : 1.0 x 10.25 = 10.25 ft; Criterion Analysis Value Design Value Unit Analysis/Design Shear fv = 26 Fv' = 288 psi fv/Fv' = 0.09 Bending(+) fb = 586 Fb' = 2153 psi fb/Fb' = 0.27 Axial fc = 448 Fc' = 780 psi fc/Fc' = 0.57 Axial Bearing fc = 448 Fc* = 1485 psi fc/Fc* = 0.30 Combined (axial compressi n + side load be ding) Eq.3.9-3 = 0.54 Live Defl'n 0.21 = L/586 0.68 = L/180 in 0.31 Total Defl'n 0.21 = L/586 0.68 = L/180 in 0.31 ❑ WoodWorks® Sizer SOFTWARE FOR WOOD DESIGN WG40 6' opening ext jamb 5 floors WoodWorks® Sizer 2019 (Update 1) Page 2 Additional Data: FACTORS: F/E(psi) CD CM Ct CL/CP CF Cfu Cr Cfrt Ci LC# Fv' 180 1.60 1.00 1.00 - - - - 1.00 1.00 4 Fb'+ 900 1.60 1.00 1.00 1.000 1.300 - 1.15 1.00 1.00 4 Fc' 1350 1.00 1.00 1.00 0.526 1.100 - - 1.00 1.00 2 Fc'comb 1350 1.60 - - 0.361 - - - - - 3 E' 1.6 million 1.00 1.00 - - - - 1.00 1.00 4 Emin' 0.58 million 1.00 1.00 - - - - 1.00 1.00 4 Fc* 1350 1.00 1.00 1.00 - 1.100 - - 1.00 1.00 2 CRITICAL LOAD COMBINATIONS: Shear : LC #4 = .6D+W Bending(+): LC #4 = .6D+W Deflection: LC #4 = .6D+W (live) LC #4 = .6D+W (total) Axial LC #2 = D+L Combined LC #3 = D+.75(L+W); D=dead L=live S=snow W=wind I=impact Lr=roof live Lc=concentrated E=earthquake All LC's are listed in the Analysis output Load combinations: ICC-IBC CALCULATIONS: V = 432 lbs; M(+) = 1107 lbs-ft; P = 11085 lbs, Kf = 1.00, (1 - fc/FcE) = 0.60 EI = 33.27e06 lb -in A2/ply "Live" deflection is due to all non -dead loads (live, wind, snow...) Total deflection = 1.5 dead + "live" Design Notes: 1. WoodWorks analysis and design are in accordance with the ICC International Building Code (IBC 2018), the National Design Specification (NDS 2018), and NDS Design Supplement. 2. Please verify that the default deflection limits are appropriate for your application. 3. BUILT-UP COLUMNS: nailed or bolted built-up columns shall conform to the provisions of NDS Clause 15.3. Wood Lateral / Sheet No. Project �MONiIj By /',r� Location Date WL1 Iqlff Client Revised Job No. Portland, Oregon I /LTcfiA.\ _ 1.1A_cl1"\ Ar..Ic Date IRG I—MRAL Z9SIe-,N SEMIoR LIVtWe) USES A 2 SThc-�ti ANAL*S%S ) F15R McC T I See.no,J 12, 2. 3• 1. T UPPER- V,RTI�0,,J (r-1 00es 3 - RPop) vS�S hoop SHS� j�a� LS I'�S T1�E L�t'�D�U �ISrEM, �►�+� �?c�S �t- �iR/�.15� ClJpJT wu ov S � C b itpl. ow rJ S`� S'f"E fn 15 V5t0 AT Grpas of T a �30ao SKr 1�l is "1� s�sT 1 ATSRAL To 'vAocQ 5�4� 1+`1/>•�-LS �,L51 N�� �` R 1 �, I Q I N9 NP`Ac.) M aP 6tJ TR oo T vI-R u G,I%.Ip . Pro1 Project �.O r � , By /� c, f1 Sheet No. ITff WL2 Location Date 3 /ZLj /21 Gent Revised Job No. Portland. Oregon + LACE�JL� -`:^ 1:_,c11•.T (' 'i4GbFf Da,e Fob? P-S to �,sr I" G lac Rom; E 9 r IF �.-sours 3P5� C., It5p5� rLOOR ,Lc,,, I r 5 P 6 F FL� woo 4 MISC. Z sL z8.5 P s F CL IL1�jC� 3, r 1N5, AQDFI V--, P5F 95p 2 5ro P s� M 1.5 NSF C1-A� Q INCH �13Y Project en N,d By Sheet No. Location Dote _5 / t' �• i i WL3 lq3ff Client Revised Job No. Portland.Orepai (_Ai r RAL - bJQ\(- NW 'T'Atc -,-,SF T- Date l %U5 '-'�Av fa>FF &Of JTL FAR � � _ 112' X 13 b - 41.S',c q2') = Z3)I2-4 Z T, WALL LF�.�c#fA = 1� Z r 13L"X 7- .I- �}1.5�yr 2 r 72�2 = �83 wQI-L, TRIG -r,:> -14P, Fic>-,P fir. 1,,A-1-L TR111?� To ROOF = L5t T1-Cjr- L: 32 Ps _ 23 15 �S� ' SS3� • Ia.S' = I3`1 � �� 3 �bs g�, oar I l bs, @ RAF I,b ' 23) �2.q 2 = l�by23� lbs 15 esf .23'- 502, 32s Imo, 14 2' 33' 11�1 Sheet No. Project �p M o rl �S BYk('. Location Date 3 12- 4 %2 I WL4 lTff COent Revised Job No. Portland, Oregon Date AQ��- Q = 192-' Y. L1,5' = 1t,Oooa �I x t qbt 10S.25' M? Ea ® toy x 4 i - 31 = Z,490 � 2 , 30' kR A 0 (,o' x 4 I, 5' - 2, ` -90 2 AREA 0 : �q21 y 33' = l�, 3 3 �, � *2 x = 9�' � M 1�,•5 ` C�SoS•q� 2`It9J-30 T T490 -'!2- k633b -L 23,124 105.25 } 2-gct(> • S3,+5+- E410. 53•75 + 633L - Il•5 � y _ �q.a Project �DMo ►.t S By l�;C'. Sheet No. Location Date < 1 q)ff WL5 Client Revised Job No. Portland Oregon Date tiJ w� Pq _ 20. L ps� `3LSWC. USE �,KAR 'FbQ bib %R"not, 5ck k --" 25b k ", 5.15M�c G��ER>JS fop- coNJcR-1-r- Vi_ooP,S: � � --• •.fc�r 4 "I'oTAa - Sasmkc, BksT-- <3AGA 2 : L 4- SP1 k = 2 29 2 k Term- W = 21�,3�s� -190' - 76' - 3` �. S k 2292h % 350 ,�r S�1sMtc �,o�6w�S KPFF Consulting Engineers Edmonds Senior Living KPFF Project No. 21900393 WL6 SITE GROUND MOTIONS PER ASCE 7-10, Chapters 11 and 12 Use Site Class: D Ss = 1.273 g { List where data was obtained, e.g. USGS or geotech report } S, = 0.497 g { List where data was obtained, e.g. USGS or geotech report } Fa = 1.000 { From Table 11.4-1 } F = 1.503 { From Table 11.4-2 } SMs = 1.273 g { SMs = Ss * Fa } SM,= 0.747g {SM,=S,"Fv} Sps = 0.849 g { Sps = 2/3 * SMs } Spy = 0.498 g { SD1 = 2/3 * SM, } To= 0.117s {To=0.2*Ts} Ts = 0.587 s { Ts = SD1 / SDg } TL = 16.0 s { From Chapter 22 } Ta = 0.48 s { Building Period per ASCE 7-10 Eq. 12.8-7 } or Ta = n/a { Alternate Building Period per Eq. 12.8-8 or 12.8-9 if applicable } T = n/a { Building Period from Dynamic Analysis } Cu = 1.4 { Coefficient for Upper Limit on Calculated Period from Table 12.8-1 } USE T = 0.48 s { Include Uperbound Limit on T per ASCE 7-10, Section 12.8.2 } Sa = 2.439 g { Sa = SDS* (0.4 + 0.6 T / To) for (T < To) per Section 11.4.5.11 or Sa = 0.849 g { Sa = SDg for (To < T < Ts) per Section 11.4.5.2 } or Sa = 1.029 g { Sa = SD, / T for (T > Ts) per Section 11.4.5.3 } or Sa = 34.014 g { Sa = SD1 * TL / T2 for (T > TJ per Section 11.4.5.4 } USE Sa = 0.849 g DESIGN RESPONSE SPECTRUM 0.9 g 0.8 g 0.7 g 0 0.6 g m 0.5 g Q 0.4 g 0.3 g 0.2 g CL W 0.1 g 0.0 g 0.0 s 0.5 s 1.0 s 1.5 s 2.0 s 2.5 s 3.0 s 3.5 s 4.0 s 4.5 s 5.0 s Period, T Site Ground Motions Printed: 5/11/2021 at 5:17 PM Page 1 of 1 KPFF Consulting Engineers Edmonds Senior Living KPFF Project No. 21900393 WL7 SITE COEFFICIENTS PER ASCE 7-10, Chapter 11 TABLE 11.4-1 SITE COEFFICIENT, Fa Site Class Mapped Risk -Targeted MCER Spectral Response Acceleration Parameter at Short Period Ss <= 0.25 Ss = 0.50 Ss = 0.75 Ss = 1.00 Ss >= 1.25 A 0.8 0.8 0.8 0.8 0.8 B 1.0 1.0 1.0 1.0 1.0 C 1.2 1.2 1.1 1.0 1.0 D 1.6 1.4 1.2 1.1 1.0 E 2.5 1.7 1.2 0.9 0.9 F See Section 11.4.7 NOTE: Use straight-line interpolation for intermediate values of Ss. TABLE 11.4-2 SITE COEFFICIENT, Fv Site Class Mapped Risk -Targeted MCER Spectral Response Acceleration Parameter at 1-Second Period S1 <= 0.1 S1 = 0.2 S1 = 0.3 S1 = 0.4 S1 >= 0.5 A 0.8 0.8 0.8 0.8 0.8 B 1.0 1.0 1.0 1.0 1.0 C 1.7 1.6 1.5 1.4 1.3 D 2.4 2.0 1.8 1.6 1.5 E 3.5 3.2 2.8 2.4 2.4 F See Section 11.4.7 NOTE: Use straight-line interpolation for intermediate values of S1. Site Class = D SS = 1.273 S, = 0.497 Fa = 1.000 Fv = 1.503 Site Coefficients Printed: 5/11/2021 at 5:17 PM Page 1 of 1 KPFF Consulting Engineers Edmonds Senior Living KPFF Project No. 21900393 WL8 EQUIVALENT LATERAL FORCE PROCEDURE PER ASCE 7-10 Section 12.8 Risk Category = II { From ASCE 7-10, Table 1.5-1 } Seismic Design Category = D { From ASCE 7-10, Section 11.6 } From Site Ground Motions Spreadsheet: Sps = 0.849 g To = 0.117 s T = 0.484 s Spy = 0.498 g Ts = 0.587 s Sa = 0.849 g TL = 16.00 s S, = 0.497 g V = CSW { ASCE 7-10 Section 12.8 } R = 6.5 {ASCE 7-10, Table 12.2-1 } le = 1.00 {ASCE 7-10, Table 1.5-2 } R / le = 6.50 Cs = 0.131 { CS = Sps / (R / le) per Eq. 12.8-2 } or Cs = 0.158 { Cs = Spy / T / (R / le) Maximum per Eq. 12.8-3 } or Cs = 5.233 { CS = Sp, * TL / T2 / (R / le) per Eq. 12.8-4 } or Cs = 0.0373 { Cs = 0.044 Sps le or 0.01 Minimum per Eq. 12.8-5 } or Cs = n/a { CS = 0.5 S, / (R / le) Minimum, IFF S, > 0.6g per Eq. 12.8-6 } USE Cr, = 0.131 E=> V = 0.131 W 0.140 SEISMIC BASE SHEAR (E.L.F. PROCEDURE) 0.120 V 0.100 Base Shear Equivalent Lateral Forces Printed: 5/11/2021 at 5:18 PM Page 1 of 1 KPFF Consulting Engineers Edmonds Senior Living KPFF Project No. 21900393 WI-9 Vertical Distribution of Lateral Forces Per ASCE 7-10 Section 12.8.3 Building Period = 0.484 s Building Weight = 3,834 k Base Shear, V = 501 k Floor Elevation Floor Wt. Level Height hX wX k = 1.000 { Per ASCE 7 Section 12.8.3 } Base Shear, V = 0.1306 W wXhx' CVX FX VX OTM Roof 0.00 ft 51.25 ft 502 k 25,728 0.232 116 k 116 k 0 k*ft 6 10.25 ft 41.00 ft 833 k 34,153 0.307 154 k 232 k 1,188 k*ft 5 10.25 ft 30.75 ft 833 k 25,615 0.231 115 k 386 k 3,953 k*ft 4 10.25 ft 20.50 ft 833 k 17,077 0.154 77 k 501 k 7,901 k*ft 3 10.25 ft 10.25 ft 833 k 8,538 0.077 38 k 578 k 12,638 k*ft 2 (Base) 10.25 ft 0 616 k 17,769 k*ft E = 51.25 ft 3,834 k 111,110 1.000 501 k Lateral Force Acts at a Height of: 25.25 ft which equals 49.3% of Building Height For Modal Response Spectrum Analysis, Scale Dynamic Base Shear to 85% of Static Base Shear for Strength Checks. Vdynamic Vertical Distribution Printed: 5/11/2021 at 5:19 PM Page 1 of 1 KPFF Consulting Engineers Edmonds WL10 Diaphragm Forces per ASCE 7-10, Section 12.10 SDS = 0.849 g Floor wX Roof 502 k 6 833 k 5 833 k 4 833 k 3 833 k 2 (Base) 0 k E = 3,001 k le = 1.00 EwX Fx EFx EFX / EwX 502 k 116 k 116 k 0.231 1,335 k 154 k 270 k 0.202 2,168 k 115 k 385 k 0.178 3,001 k 77 k 462 k 0.154 3,834 k 38 k 501 k 0.131 462 k Equation 12.10-1 Min. Max. FPX FPX FPX 116k 85k 170k 168 k 141 k 283 k 148 k 141 k 283 k 128 k 141 k 283 k 109 k 141 k 283 k FPX 116 k 0.2308961 168 k 0.2020817 148 k 0.1776665 141 k 0.1697333 141 k 0.1697333 Minimum FPX = 0.2 SDS le wpx per Eq. 12.10-2 Maximum FPX = 0.4 SDS le wpx per Eq. 12.10-3 Diaphragm forces from the structural analysis and diaphragm forces from the transfer of forces from above/below the diaphragm are determined separately. Diaphragm Forces Printed: 5/11/2021 at 5:20 PM Page 1 of 1 NOT FOR SHEAR WALL LABELS CONSTRUCTION WL11 23]" u B 4 B 9 4 8 I I I I I I I LEVEL 2 FLOOR PLAN 1'.. = 1W. FRAMING PLAN NOTES: 1. O ® 0 INDICATES LOCATION AND TYPE OF SHEAR WALL (#) PER SHEAR WALL ® SCHEDULE SHOWN ON IIS7.03 AND INDICATES HOLDOWN RUN TYPE (X) PER HOLDOWN SCHEDULE SHOWN ON 8/S].04. WALL STUDS TO BE 2X8 Q 16' o.c. 2. 0 INDICATES A STUD LOAD BEARING WALL W M STUDS @ 16' I.C. ATTACH GYPSUM WALL BOARD TO STUDS WITH 8d.1 _ WALLBOARD NAILS @ ]' o.c. REF. 9/87.01 FOR TYPICAL WALL FRAMING AND ARCHITECTURAL DETAILS AND PLANS FOR ANY INFORMATION NOT GIVEN. 3. L _ _ _ _ -1 INDICATES BEARING OR SHEAR WALL BELOW. 4. INDICATES ZONE AT THE ENDS OF SHEAR WALLS FOR COMPRESSION POSTS AND HOLDOWN RODS (SEE NOTE 1). REF. S1.04 FOR DETAILS. THIS ZONE IS APPROXIMATELY 24' WIDE AND NO PLUMBING, MECHANICAL, OR ELECTRICAL COMPONENTS SHALL RUN HORIZONTALLY OR VERTICALLY THROUGH THIS ZONE. 5. REF.8/ST.0I AND VS1.03 FOR TYPICAL TOP CHORD SPLICE. S. D-X INDICATES SPAN DIRECTION OF SHEATHING. REF. VS7.01 FOR SCHEDULE. Z. COORDINATE LOCATIONS OF FLOOR DEPRESSIONS, OPENINGS, DRAINS OR STEPS WITH ARCHITECT TYPICAL. B. PROVIDE DIAPHRAGM EDGE NAILING TO ALL JOIST, PLATES, OR BLOCKING IN LINE OR CONNECTED TO SHEAR WALLS. 9. REF. VS7.01 FOR SIZES OF ALL HEADERS NOT NOTED. ALL HEADERS SHALL BEAR ON A MINIMUM OF ONE 2c TRIMMER STUD U.N.O. F. ARCHITECTURAL DRAWINGS FOR OPENING SIZES AND LOCATIONS TYPICAL. 10. COORDINATE MECHANICAL PENETRATIONS WITH ARCHITECTURAL AND MECHANICAL DRAWINGS. 11. REF. SHEET(S) S1.01 FOR NOTCH AND HOLES ALLOWANCES AT STUDS, JOISTS, AND WALL PLATES. 12. REF. DETAILS 12J3].01 AND 13IS].01 FOR NON -BEARING PARTITION WALL DETAILS AT FLOOR AND ROOF. NON -BEARING WALL PARTITIONS ARE NOT SHOWN. REF. ARCH. FOR LAYOUT. 13. REF. S7.05 FOR STAIR FRAMING PLANS. 14. REF ARCH. DRAWI NGS FOR ALL DIMENSIONS NOT SHOWN ON FRAMING PLANS. 15. INDICATES JOIST TYPE DO PER SCHEDULE BELOW. WOOD JOIST SCHEDULE MARK TYPE HANGER J-1 11 7/8' TJI 230 Q 16' —c. MITIDGF J-2 11 7/8' TJI 560 Q 16' 0.7 MITIDGF 38 NORTHWEST DAVIS, SURE 300 PORTLAND. OR 97209 503.2453100 1505 STH AVE, SURE 300 SEATTLE, WA 98101 208 676.1600 1014 HOWARD STREET SAN FRANGISGO. CA94103 415.252.7063 0 ANKROM MOISAN ARCHITECTS, ING. lqjff 1115W Fifth Ave., Suite 2800 P-1-d, OR 97204 0: 503.227.3251 F: 503.22].]980 www k ff com PN P. Iry0ry9 ti N O O) O 0 F- Z Z O = C >Q W 1n 0 LL z O0 UU O O z J $ O a _ � O z H o W Z N N .cc U a LEVEL 2 FLOOR PLAN PRICING SET 10/28/2019 1 21900393-R20 WL12 Consulting Engineers OR Project: Edmonds By: AC Sheet No. Location: Edmonds, Washington Date:03/19/21 Client: AMA Revised: tlo�Portland, Subject: Shear distribution Date:3.00 Shear Wall Wall Stiffnesses Height Thickness Length Eff. Length h/leff Top Fixed? R 1 10.3 6.0 21.00 21.00 0.49 Y 3.796 2 10.3 6.0 17.50 17.50 0.59 Y 3.064 3 10.3 6.0 17.50 17.50 0.59 Y 3.064 4 10.3 6.0 17.50 17.50 0.59 Y 3.064 5 10.3 6.0 17.50 17.50 0.59 Y 3.064 6 10.3 6.0 17.50 17.50 0.59 Y 3.064 7 10.3 6.01 26.00 26.00 0.39 1 Y 4.823 8 10.3 6.0 26.00 26.00 0.40 Y 4.798 9 10.3 6.0 19.50 19.50 0.53 Y 3.464 10 10.3 6.0 25.50 25.50 0.40 Y 4.696 11 10.3 6.0 17.50 17.50 0.59 Y 3.046 12 10.3 6.0 17.50 17.50 0.59 Y 3.046 13 10.3 6.0 20.00 20.00 0.52 Y 3.568 14 10.3 6.01 17.50 17.50 0.59 1 Y 3.046 15 10.3 6.0 19.00 19.00 0.54 Y 3.360 16 10.3 6.0 30.00 26.00 0.40 Y 4.798 17 10.3 6.0 28.00 28.00 0.37 Y 5.202 18 10.3 6.0 27.00 27.00 0.38 Y 5.000 19 10.3 6.0 26.00 26.00 0.40 Y 4.798 20 10.3 6.0 26.00 20.00 0.52 Y 3.568 21 10.3 6.01 26.00 26.00 0.40 1 Y 4.798 22 10.3 6.0 26.00 26.00 0.40 1 Y 4.798 23 10.3 6.0 27.50 27.50 0.37 Y 5.101 24 10.3 6.0 26.00 26.00 0.40 Y 4.798 25 10.3 6.0 26.00 26.00 0.40 Y 4.798 26 10.3 6.0 14.00 14.00 0.74 Y 2.303 27 10.3 6.0 26.00 26.00 0.40 Y 4.798 10.3 6.01 13.00 0.01 1030.00 Y 0.000 AF 10.3 6.0 10.50 10.50 0.98 Y 1.544 AE 10.3 6.0 8.00 8.00 1.29 Y 1.001 A 10.3 6.0 26.00 26.00 0.40 Y 4.798 B 10.3 6.0 26.00 26.00 0.40 Y 4.798 C 10.3 6.0 26.00 26.00 0.40 Y 4.798 D 10.3 6.0 26.00 26.00 0.40 Y 4.798 E 10.3 6.01 26.00 26.00 0.40 Y 4.798 F 10.3 6.0 26.00 26.001 0.40 Y 4.798 G 10.3 6.0 26.00 26.00 0.40 Y 4.798 H 10.3 6.0 18.00 18.00 0.57 Y 3.151 1 10.3 6.0 15.00 15.00 0.69 Y 2.517 J 10.3 6.0 18.50 18.50 0.56 Y 3.256 K 10.3 6.0 30.00 26.00 0.40 Y 4.798 L 10.3 6.01 26.00 26.00 0.40 Y 4.798 M 10.3 6.0 26.00 20.00 0.52 Y 3.568 N 10.3 6.0 26.00 26.00 0.40 Y 4.798 O 10.3 6.0 26.00 26.00 0.40 Y 4.798 P 10.3 6.0 26.00 20.00 0.52 Y 3.568 Q 10.3 6.0 26.00 26.00 0.40 Y 4.798 R 10.3 6.0 26.00 26.00 0.40 Y 4.798 S 10.3 6.01 15.00 15.00 0.69 Y 2.517 T 10.3 6.0 16.50 16.50 0.62 1 Y 2.836 U 10.3 6.0 12.00 12.00 0.86 Y 1.871 V 10.3 6.0 19.00 19.00 0.54 Y 3.360 W 10.3 6.0 18.00 18.00 0.57 Y 3.151 X 10.3 6.0 9.00 9.00 1.14 Y 1.216 Y 10.3 6.0 11.00 11.00 0.94 Y 1.653 Z 10.3 6.01 9.00 9.00 1.14 Y 1.216 AA 10.3 6.0 9.00 9.00 1.14 1 Y 1.216 AB 10.3 6.0 11.00 11.00 0.94 Y 1.653 AC 10.3 6.0 11.00 11.00 0.94 Y 1.653 AD 10.3 6.0 9.501 9.50 1.08 Y 1.325 WL13 Project: Edmonds By: AC Sheet No. Location: Edmonds, Washington Date: 03/19/21 Consulting Engineers Client: AMA Revised: lob No. Portland, OR Subject: Shear distribution Date: I1900193.00 Shear Distribution Level Shear and Torsion Distribution to Walls Center of Mass Building Dimensions Shear xm 96.00 k x 192 k Vx 38 kips "X" = East-West Direction ym 69.8 k y 136 k Vy 38 kips "Y"= North -South Direction shear Location V, V Unit Shear ASD above Total Wall dir x y R. R Ryx R,y r Rrz V Tr Tz (V+T)_ V Tr Ti (V+T)_ V_. k/f klf klf klf 1 x 0.00 26.00 3.796 98.7 43.26 7,103 1.3 -0.1 0.1 1.4 0.0 -0.2 0.1 -0.2 1.4 0.07 0.049 0.611 0.660 2 x 0.00 26.00 3.064 79.7 43.26 5,733 1.1 -0.1 0.1 1.2 0.0 -0.1 0.1 -0.1 1.2 0.07 0.048 0.592 0.639 3 x 0.00 26.00 3.064 79.7 43.26 5,733 1.1 -0.1 0.1 1.2 0.0 -0.1 0.1 -0.1 1.2 0.07 0.048 0.592 0.639 4 x 0.00 26.00 3.064 79.7 43.26 5,733 1.1 -0.1 0.1 1.2 0.0 -0.1 0.1 -0.1 1.2 0.07 0.048 0.592 0.639 5 x 0.00 26.00 3.064 79.7 43.26 5,733 1.1 -0.1 0.1 1.2 0.0 -0.1 0.1 -0.1 1.2 0.07 0.048 0.592 0.639 6 x 0.00 26.00 3.064 79.7 43.26 5,733 1.1 -0.1 0.1 1.2 0.0 -0.1 0.1 -0.1 1.2 0.07 0.048 0.592 0.639 7 x 0.00 33.00 4.823 159.2 36.26 6,340 1.7 0.0 0.0 1.7 0.0 0.0 0.0 0.0 1.7 0.07 0.047 0.592 0.639 8 x 0.00 58.00 4.798 278.3 11.26 608 1.7 0.0 0.0 1.7 0.0 -0.1 0.0 -0.1 1.7 0.07 0.047 0.598 0.645 9 x 0.00 68.00 3.464 235.6 1.26 5 1.2 0.0 0.0 1.2 0.0 0.0 0.0 0.0 1.2 0.06 0.045 0.570 0.615 10 x 0.00 100.00 4.696 469.6 -30.74 4,439 1.7 0.1 -0.1 1.8 0.0 0.2 -0.1 0.2 1.8 0.07 0.049 0.636 0.685 11 x 0.00 108.00 3.046 329.0 -38.74 4,573 1.1 0.1 -0.1 1.2 0.0 0.1 -0.1 0.1 1.2 0.07 0.047 0.432 0.479 12 x 0.00 108.00 3.046 329.0 -38.74 4,573 1.1 0.1 -0.1 1.2 0.0 0.1 -0.1 0.1 1.2 0.07 0.047 0.612 0.660 13 x 0.00 108.00 3.568 385.3 -38.74 5,356 1.3 0.1 -0.1 1.4 0.0 0.2 -0.1 0.2 1.4 0.07 0.049 0.627 0.676 14 x 0.00 108.00 3.046 329.0 -38.74 4,573 1.1 0.1 -0.1 1.2 0.0 0.1 -0.1 0.1 1.2 0.07 0.047 0.612 0.660 15 x 0.00 108.00 3.360 362.9 -38.74 5,044 1.2 0.1 -0.1 1.3 0.0 0.1 -0.1 0.1 1.3 0.07 0.048 0.622 0.670 16 x 0.00 108.00 4.798 518.1 -38.74 7,202 1.7 0.1 -0.1 1.8 0.0 0.2 -0.2 0.2 1.8 0.06 0.044 0.562 0.606 17 x 0.00 101.00 5.202 525.4 -31.74 5,243 1.8 0.1 -0.1 2.0 0.0 0.2 -0.1 0.2 2.0 0.07 0.050 0.454 0.504 18 x 0.00 101.00 5.000 505.0 -31.74 5,039 1.8 0.1 -0.1 1.9 0.0 0.2 -0.1 0.2 1.9 0.07 0.050 0.641 0.691 19 x 0.00 90.00 4.798 431.8 -20.74 2,065 1.7 0.1 -0.1 1.8 0.0 0.1 -0.1 0.1 1.8 0.07 0.049 0.442 0.490 20 x 0.00 85.00 3.568 303.3 -15.74 885 1.3 0.0 0.0 1.3 0.0 0.1 0.0 0.1 1.3 0.05 0.036 0.457 0.493 21 x 0.00 69.00 4.798 331.0 0.26 0 1.7 0.0 0.0 1.7 0.0 0.0 0.0 0.0 1.7 0.07 0.047 0.592 0.638 22 x 0.00 57.00 4.798 273.5 12.26 721 1.7 0.0 0.0 1.7 0.0 -0.1 0.0 -0.1 1.7 0.07 0.048 0.599 0.646 23 x 0.00 33.00 5.101 168.3 36.26 6,705 1.8 -0.1 0.1 1.9 0.0 -0.2 0.2 -0.2 1.9 0.07 0.050 0.621 0.671 24 x 0.00 46.00 4.798 220.7 23.26 2,595 1.7 -0.1 0.1 1.8 0.0 -0.1 0.1 -0.1 1.8 0.07 0.048 0.607 0.656 25 x 0.00 45.00 4.798 215.9 24.26 2,822 1.7 -0.1 0.1 1.8 0.0 -0.1 0.1 -0.1 1.8 0.07 0.048 0.608 0.657 26 x 0.00 101.00 2.303 232.6 -31.74 2,321 0.8 0.1 0.0 0.9 0.0 0.1 -0.1 0.1 0.9 0.06 0.044 0.402 0.447 27 x 0.00 75.00 4.798 359.8 -5.74 158 1.7 0.0 0.0 1.7 0.0 0.0 0.0 0.0 1.7 0.07 0.047 0.600 0.647 28 x 0.00 0.00 0.000 0.0 69.26 0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.00 0.000 0.000 0.000 AF y 117.00 0.00 1.544 180.6 19.59 592 0.0 0.0 0.0 0.0 0.6 0.0 0.0 0.6 0.6 0.06 0.040 0.514 0.664 AE y 157.00 0.00 1,001 157.1 59.59 3,552 0.0 0.0 0.0 0.0 0.4 -0.1 0.0 0.4 0.4 0.05 0.037 0.335 0.372 A y 26.50 0.00 4.798 127.1 -70.91 24,126 0.0 0.3 -0.2 0.3 1.7 0.4 -0.3 2.1 2.1 0.08 0.058 0.707 0.765 B y 51.50 0.00 4.798 247.1 -45.91 10,114 0.0 0.2 -0.1 0.2 1.7 0.2 -0.2 2.0 2.0 0.08 0.055 0.670 0.725 C y 75.50 0.00 4.798 362.2 -21.91 2,304 0.0 0.1 -0.1 0.1 1.7 0.1 -0.1 1.9 1.9 0.07 0.051 0.635 0.686 D y 98.50 0.00 4,798 472.6 1.09 6 0.0 0.0 0.0 0.0 1.7 0.0 0.0 1.7 1.7 0.07 0.048 0.612 0.660 E y 121.00 0.00 4.798 580.5 23.59 2,669 0.0 -0.1 0.1 -0.1 1.7 -0.1 0.1 1.8 1.8 0.07 0.050 0.652 0.702 F y 144.00 0.00 4.798 690.9 46.59 101412 0.0 -0.2 0.1 -0.2 1.7 -0.2 0.2 1.9 1.9 0.07 0.053 0.692 0.745 G y 166.50 0.00 4.798 798.8 69.09 22,898 0.0 -0.2 0.2 -0.2 1.7 -0.4 0.3 2.0 2.0 0.08 0.066 0.732 0.787 H y 157.00 0.00 3.151 494.7 59.59 11,188 0.0 -0.1 0.1 -0.1 1.1 -0.2 0.2 1.3 1.3 0.07 0.052 0.679 0.730 1 y 164.00 0.00 2.517 412.8 66.59 11,160 0.0 -0.1 0.1 -0.1 0.9 -0.2 0.1 1.1 1.1 0.07 0.050 0.662 0.712 J y 164.00 0.00 3.256 534.0 66.59 14,435 0.0 -0.2 0.1 -0.2 1.2 -0.2 0.2 1.4 1.4 0.07 0.053 0.694 0.747 K y 164.00 0.00 4.798 786.8 66.59 21,271 0.0 -0.2 0.2 -0.2 1.7 -0.4 0.3 2.0 2.0 0.07 0.048 0.434 0.482 L y 140.00 0.00 4.798 671.7 42.59 8,701 0.0 -0.2 0.1 -0.2 1.7 -0.2 0.2 1.9 1.9 0.07 0.052 0.478 0.530 M y 117.00 0.00 3.568 417.5 19.59 1,369 0.0 -0.1 0.0 -0.1 1.3 -0.1 0.1 1.4 1.4 0.05 0.037 0.480 0.517 N y 93.00 0.00 4.798 "6.2 4141 93 0.0 0.0 0.0 0.0 1.7 0.0 0.0 1.8 1.8 0.07 0.049 0.613 0.661 O y 93.00 0.00 4.798 446.2 4.41 93 0.0 0.0 0.0 0.0 1.7 0.0 0.0 1.8 1.8 0.07 0.049 0.613 0.661 P y 68.00 0.00 3.568 242.6 -29.41 3,087 0.0 0.1 -0.1 0.1 1.3 0.1 -0.1 1.4 1.4 0.05 0.039 0.480 0.519 O y 59.00 0.00 4.798 283.1 -38.41 7,079 0.0 0.1 -0.1 0.1 1.7 0.2 -0.2 1.9 1.9 0.07 0.053 0.659 0.713 R y 35.00 0.00 4.798 167.9 -62.41 18,689 0.0 0.2 -0.2 0.2 1.7 0.3 -0.2 2.1 2.1 0.08 0.057 0.695 0.751 S y 33.00 0.00 2.517 83.1 -64.41 10,444 0.0 0.1 -0.1 0.1 0.9 0.2 -0.1 1.1 1.1 0.07 0.052 0.634 0.686 T y 27.00 0.00 2.836 76.6 -70.41 14,059 0.0 0.1 -0.1 0.1 1.0 0.2 -0.2 1.2 1.2 0.08 0.054 0.658 0.712 U y 27.00 0.00 1.871 50.5 -70.41 9,275 0.0 0.1 -0.1 0.1 0.7 0.1 -0.1 0.8 0.8 0.07 0.049 0.597 0.646 V y 33.00 0.00 3.360 110.9 -64.41 13,942 0.0 0.2 -0.1 0.2 1.2 0.2 -0.2 1.5 1.5 0.08 0.055 0.668 0.723 W y 143.00 0.00 3.151 450.6 45.59 6,548 0.0 -0.1 0.1 -0.1 1.1 -0.2 0.1 1.3 1.3 0.07 0.050 0.456 0.506 X y 33.00 0.00 1.216 40.1 -64.41 5,047 0.0 0.1 0.0 0.1 0.4 0.1 -0.1 0.5 0.5 0.06 0.042 0.511 0.553 Y y 156.00 0.00 1.653 257.8 58.59 5,673 0.0 -0.1 0.1 -0.1 1 0.6 -0.1 0.1 0.7 0.7 0.06 0.044 0.581 0.625 Z y 27.00 0.00 1.216 32.8 -70.41 6,031 0.0 0.1 -0.1 0.1 1 0.4 1 0.1 -0.1 0.5 0.5 0.06 0.043 0.517 0.560 AA y 164.00 0.00 1.216 199.5 66.59 5,393 0.0 -0.1 0.1 -0.1 0.4 -0.1 0.1 0.5 0.5 0.06 0.040 0.533 0.573 AB y 170.00 0.00 1.653 281.0 72.59 8,708 0.0 -0.1 0.1 -0.1 0.6 -0.1 0.1 0.7 0.7 0.06 0.045 0.601 0.647 AC y 33.00 0.00 1.653 54.5 -64.41 6,858 0.0 0.1 -0.1 0.1 0.6 0.1 -0.1 0.7 0.7 0.07 0.047 0.568 0.615 AD y 27.00 0.00 1.325 35.8 -70.41 6,571 0.0 0.1 -0.1 0.1 1 0.5 1 0.1 -0.1 0.6 0.6 0.06 0.044 0.534 0.578 SUM 107.723 104.641 10193.5 7460.4 J = 379,425 38.00 0.1 -0.1 38.0 0.2 -0.1 y,I 69.26 ft i eyi 1 -7.34 ft jey2 1 6.26 ft i Tx, -279 kip-R 1 Txz1 2313 kip-k x,j 97.41 ft 1 exi -11.01 Ift jex2 I 8.19 k I Tyr -419 kip-k I Trz1 311 kip-k WL14 Project: Edmonds I By: AC Sheet No. . Location: Edmonds, Washington Date: 03/19/21 Consulting Engineers ❑ient: AMA Revised: lob No. fl Portland, OR Subject: Shear distribution Date: 21900393.00 Shear Distribution Level 4 Shear and Torsion Distribution to Walls Center of Mass I Building Dimensions Shear x.1 96.00 ft 1 XI 192 ft VX1 X., = East-West Direction ym 69.8 ft 1 Y1 136 ft 1 Vyl 77 1 kips "Y"= North -South Direction shear Location V„ V Unit Shear ASD above Total Wall dir z y R. R, Rx R,y r Rr� V Tr Tz (V+T)„,", V Tr Tz (V+T).- V_. kH Rif kif kif 1 x 0.00 26.00 3.796 98.7 43.26 7,103 2.7 -0.2 0.2 2.9 0.0 -0.4 0.3 -0.4 2.9 0.14 0.099 0.512 0.611 2 x 0.00 26.00 3.064 79.7 43.26 5,733 2.2 -0.2 0.2 2.4 0.0 -0.3 0.2 -0.3 2.4 0.13 0.096 0.496 0.592 3 x 0.00 26.00 3.064 79.7 43.26 5,733 2.2 -0.2 0.2 2.4 0.0 -0.3 0.2 -0.3 2.4 0.13 0.096 0.496 0.592 4 x 0.00 26.00 3.064 79.7 43.26 5,733 2.2 -0.2 0.2 2.4 0.0 -0.3 0.2 -0.3 2.4 0.13 0.096 0.496 0.592 5 x 0.00 26.00 3.064 79.7 43.26 5,733 2.2 -0.2 0.2 2.4 0.0 -0.3 0.2 -0.3 1 2.4 1 0.13 0.096 1 0.496 0.592 6 x 0.00 26.00 3.064 79.7 43.26 5,733 2.2 -0.2 0.2 2.4 0.0 -0.3 0.2 -0.3 2.4 0.13 0.096 0.496 0.592 7 x 0.00 33.00 4.823 159.2 36.26 6,340 3.4 0.0 0.0 3.4 0.0 0.0 0.0 0.0 3.4 0.13 0.095 0.497 0.592 8 x 0.00 58.00 4.798 278.3 11.26 608 3.4 -0.1 0.1 3.5 0.0 -0.1 0.1 -0.1 3.5 0.13 0.096 0.502 0.598 9 x 0.00 68.00 3.464 235.6 1.26 5 2.5 0.0 0.0 2.5 0.0 0.0 0.0 0.0 2.5 0.13 0.091 0.479 0.570 10 x 0.00 100.00 4.696 469.6 -30.74 4,439 3.4 0.2 -0.2 3.6 0.0 0.3 -0.2 0.3 3.6 0.14 0.100 0.536 0.636 11 x 0.00 108.00 3.046 329.0 -38.74 4,573 2.2 0.2 -0.1 2.4 0.0 0.3 -0.2 0.3 2.4 0.13 0.096 0.336 0.432 12 x 0.00 108.00 3.046 329.0 -38.74 4,573 2.2 0.2 -0.1 2.4 0.0 0.3 -0.2 0.3 2.4 0.13 0.096 0.516 0.612 13 x 0.00 108.00 3.568 385.3 -38.74 5,356 2.6 0.2 -0.2 2.8 0.0 0.3 -0.2 0.3 2.8 0.14 0.098 0.529 0.627 14 x 0.00 108.00 3.046 329.0 -38.74 4,573 2.2 0.2 -0.1 2.4 0.0 0.3 -0.2 0.3 2.4 0.13 0.096 0.516 0.612 15 x 0.00 108.00 3.360 362.9 -38.74 5,044 2.4 0.2 -0.2 2.6 0.0 0.3 -0.2 0.3 2.6 0.14 0.098 0.524 0.622 16 x 0.00 108.00 4.798 518.1 -38.74 7,202 3.4 0.3 -0.2 3.7 0.0 0.4 -0.3 0.4 3.7 0.12 0.088 0.474 0.562 17 x 0.00 101.00 5.202 525.4 -31.74 5,243 3.7 0.2 -0.2 4.0 0.0 0.4 -0.3 0.4 4.0 0.14 0.101 0.353 0.454 18 x 0.00 101.00 5.000 505.0 -31.74 5,039 3.6 0.2 -0.2 3.8 0.0 0.4 -0.3 0.4 3.8 0.14 0.101 0.540 0.641 19 x 0.00 90.00 4.798 431.8 -20.74 2,065 3.4 0.1 -0.1 3.6 0.0 0.2 -0.2 0.2 3.6 0.14 0.098 0.343 0.442 20 x 0.00 85.00 3.568 303.3 -15.74 885 2.6 0.1 -0.1 2.6 0.0 0.1 -0.1 0.1 2.6 0.10 0.072 0.385 0.457 21 x 0.00 69.00 4.798 331.0 0.26 0 3.4 0.0 0.0 3.4 0.0 0.0 0.0 0.0 3.4 0.13 0.094 0.498 0.592 22 x 0.00 57.00 4.798 273.5 12.26 721 3.4 -0.1 0.1 3.5 0.0 -0.1 0.1 -0.1 3.5 0.13 0.096 0.502 0.599 23 x 0.00 33.00 5.101 168.3 36.26 6,705 3.6 -0.3 0.2 3.9 0.0 -0.4 0.3 -0.4 3.9 0.14 0.101 0.521 0.621 24 x 0.00 46.00 4.798 220.7 23.26 2,595 3.4 -0.2 0.1 3.6 0.0 -0.2 0.2 -0.2 3.6 0.14 0.098 0.509 0.607 25 x 0.00 45.00 4.798 215.9 24.26 2,822 3.4 -0.2 0.1 3.6 0.0 -0.3 0.2 -0.3 3.6 0.14 0.098 0.510 0.608 26 x 0.00 101.00 2.303 232.6 -31.74 2,321 1.6 0.1 -0.1 1.8 0.0 0.2 -0.1 0.2 1.8 0.13 0.090 0.313 0.402 27 x 0.00 75.00 4.798 359.8 -5.74 158 3.4 0.0 0.0 3.5 0.0 0.1 0.0 0.1 3.5 0.13 0.095 0.505 0.600 28 x 0.00 0.00 0.000 0.0 69.26 0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.00 0.000 0.000 0.000 AF y 117.00 0.00 1.544 180.6 19.59 592 0.0 0.0 0.0 0.0 1.1 -0.1 0.1 1.2 1.2 0.11 0.081 0.433 0.514 AE y 157.00 0.00 1.001 157.1 59.59 3,552 0.0 -0.1 0.1 -0.1 0.7 1 -0.1 0.1 0.8 0.8 0.10 0.075 0.261 0.335 A y 26.50 0.00 4.798 127.1 -70.91 24,126 0.0 0.5 -0.4 0.5 3.5 1 0.8 -0.6 4.3 4.3 0.17 0.118 0.589 0.707 B y 51.50 0.00 4.798 247.1 -45.91 10,114 0.0 0.3 -0.3 0.3 3.5 0.5 -0.4 4.0 4.0 0.15 0.111 0.560 0.670 C y 75.50 0.00 4.798 362.2 -21.91 2,304 0.0 0.2 -0.1 0.2 3.5 0.2 -0.2 3.8 3.8 0.14 0.103 0.532 0.635 D y 98.50 0.00 4.798 472.6 1.09 6 0.0 0.0 0.0 0.0 3.5 0.0 0.0 3.5 3.5 0.14 0.097 0.515 0.612 E y 121.00 0.00 4.798 580.5 23.59 2,669 0.0 -0.2 0.1 -0.2 3.5 -0.3 0.2 3.7 3.7 0.14 0.102 0.550 0.652 F y 144.00 0.00 4.798 690.9 46.59 10,412 0.0 -0.3 0.3 -0.3 3.5 -0.5 0.4 3.9 3.9 0.15 0.107 0.585 0.692 G y 166.50 0.00 4.798 798.8 69.09 22,898 0.0 -0.5 0.4 -0.5 3.5 -0.7 0.6 4.1 4.1 0.16 0.112 0.620 0.732 H y 157.00 0.00 3.151 494.7 59.59 11,188 0.0 -0.3 0.2 -0.3 2.3 -0.4 0.3 2.6 2.6 0.15 0.104 0.574 0.679 1 y 164.00 0.00 2.517 412.8 66.59 11,160 0.0 -0.2 0.2 -0.2 1.9 1 -0.4 0.3 2.1 2.1 0.14 0.101 0.560 0.662 J y 164.00 0.00 3.256 534.0 66.59 14,435 0.0 -0.3 0.3 -0.3 2.4 -0.5 0.4 2.8 2.8 0.15 0.106 0.588 0.694 K y 164.00 0.00 4.798 786.8 66.59 21,271 0.0 -0.5 0.4 -0.5 3.5 -0.7 0.5 4.1 4.1 0.14 0.097 0.338 0.434 L y 140.00 0.00 4.798 671.7 42.59 8,701 0.0 -0.3 0.3 -0.3 3.5 -0.5 0.3 3.9 3.9 0.15 0.106 0.371 0.478 M y 117.00 0.00 3.568 417.5 19.59 1,369 0.0 -0.1 0.1 -0.1 2.6 -0.2 0.1 2.7 2.7 0.11 0.075 0.404 0.480 N y 93.00 0.00 4.798 446.2 -4.41 93 0.0 0.0 0.0 0.0 3.5 0.0 0.0 3.6 3.6 0.14 0.098 0.514 0.613 Q y 93.00 0.00 4.798 446.2 -4.41 93 0.0 0.0 0.0 0.0 3.5 0.0 0.0 3.6 3.6 0.14 0.098 0.514 0.613 P y 68.00 0.00 3.568 242.6 -29.41 3,087 0.0 0.2 -0.1 0.2 2.6 0.2 -0.2 2.9 2.9 0.11 0.079 0.402 0.480 Q y 59.00 0.00 4.798 283.1 -38.41 7,079 0.0 0.3 -0.2 0.3 3.5 0.4 -0.3 3.9 3.9 0.15 0.108 0.551 0.659 R y 35.00 0.00 4.798 167.9 -62.41 18,689 0.0 0.4 -0.4 0.4 3.5 0.7 -0.5 4.2 4.2 0.16 0.115 0.579 0.695 S y 33.00 0.00 2.517 83.1 -64.41 10,444 0.0 0.2 -0.2 0.2 1.9 0.4 -0.3 2.2 2.2 0.15 0.105 0.529 0.634 T y 27.00 0.00 2.836 76.6 -70.41 14,059 0.0 0.3 -0.3 0.3 2.1 0.4 -0.3 2.5 2.5 0.15 0.110 0.548 0.658 U y 27.00 0.00 1.871 50.5 -70.41 9,275 0.0 0.2 -0.2 0.2 1.4 0.3 -0.2 1.7 1.7 0.14 0.099 0.497 0.597 V y 33.00 0.00 3.360 110.9 -64.41 13,942 0.0 0.3 -0.3 0.3 2.5 0.5 -0.4 3.0 3.0 0.16 0.111 0.557 0.668 W y 143.00 0.00 3.151 450.6 45.59 6,548 0.0 -0.2 0.2 -0.2 2.3 -0.3 0.2 2.6 2.6 0.14 0.101 0.355 0.456 X y 33.00 0.00 1.216 40.1 -64.41 5,047 0.0 0.1 -0.1 0.1 0.9 0.2 -0.1 1.1 1.1 0.12 0.085 0.426 0.511 Y y 156.00 0.00 1.653 257.8 58.59 5,673 0.0 -0.1 0.1 -0.1 1.2 -0.2 0.2 1.4 1.4 0.13 0.089 0.492 0.581 Z y 27.00 0.00 1.216 32.8 -70.41 6,031 0.0 0.1 -0.1 0.1 0.9 0.2 -0.1 1.1 1.1 0.12 0.086 0.431 0.517 AA y 1.00 0.00 1.216 199.5 66.59 5,393 0.0 -0.1 0.1 -0.1 0.9 -0.2 0.1 1.0 1.0 0.11 0.082 0.451 0.533 AB y 17640.00 0.00 1.653 281.0 72.59 8,708 0.0 -0.2 0.2 -0.2 1.2 -0.3 0.2 1.4 1.4 0.13 0.092 0.509 0.601 AC y 33.00 0.00 1.653 54.5 -64.41 6,858 0.0 0.2 -0.1 0.2 1.2 0.2 -0.2 1.5 1.5 0.13 0.094 0.474 0.568 AD y 27.00 0.00 1.325 35.8 -70.41 6,571 0.0 0.1 -0.1 0.1 1.0 0.2 -0.2 1.2 1.2 0.12 0.089 0.445 0.534 SUM 107.723 104.641 10193.5 7460.4 J = 379,425 77.00 0.3 -0.2 77.0 0.4 -0.3 y, 69.26 fl I ey1 1 -7.34 ft jay2 1 6.26 ft Txr 1 -566 kip-ft 1 T.1 482 kip-ft x,j 97.41 Ift I ex1 1 -11.01 Ift jax2 1 8.19 ft 1 Tyr I -848 kip-ft I Ty2j 630 kip-ft WL15 Project: Edmonds I By: AC Sheet No. . Location: Edmonds, Washington Date: 03/19/21 Consulting Engineers Client: AMA Revised: Job No. Portland, OR Subject: Shear distribution Date: 21900393.00 Shear Distribution Level 5 Shear and Torsion Distribution to Walls Center of Mass Building Dimensions Shear xm 96.00 ft x 192 ft Vx 115 kips .11= East-West Direction ym 69.8 ft y 136 ft Vy 115 likips "Y"= North -South Direction shear Location V„ V Unit Shear ASO above Total Wall dir x y R, R, Ryx R,y r Rr2 V Tr Tz (V-T)_ V Tr Tz +T).' V,,,,,, kif klf klf klf I x 0.00 26.00 3.796 98.7 43.26 7,103 4.1 -0.4 0.3 4.4 0.0 -0.5 O.� -0.54.4 0.21 0.148 0.363 0.512 2 x 0.00 26.00 3.064 79.7 43.26 5,733 3.3 -0.3 0.3 3.5 0.0 -0.4 0.3 -0.4 3.5 0.20 0.144 0.352 0.496 3 x 0.00 26.00 3.064 79.7 43.26 5,733 3.3 -0.3 0.3 3.5 0.0 -0.4 0.3 -0.4 3.5 0.20 0.144 0.352 0.496 4 x 0.00 26.00 3.064 79.7 43.26 5,733 3.3 -0.3 0.3 3.5 0.0 -0.4 0.3 -0.4 3.5 0.20 0.144 0.352 0.496 5 x 0.00 26.00 3.064 79.7 43.26 5,733 3.3 -0.3 0.3 3.5 0.0 -0.4 0.3 -0.4 1 3.5 1 0.20 0.144 1 0.352 0.496 6 x 0.00 26.00 3.064 79.7 43.26 5,733 3.3 -0.3 0.3 3.5 0.0 -0.4 0.3 -0.4 3.5 0.20 0.144 0.352 0.496 7 x 0.00 33.00 4.823 159.2 36.26 6,340 5.1 0.0 0.0 5.1 0.0 0.0 0.0 0.0 5.1 0.20 0.141 0.356 0.497 8 x 0.00 58.00 4.798 278.3 11.26 608 5.1 -0.1 0.1 5.2 0.0 -0.2 0.1 -0.2 5.2 0.20 0.144 0.358 0.502 9 x 0.00 68.00 3.464 235.6 1.26 5 3.7 0.0 0.0 3.7 0.0 0.0 0.0 0.0 3.7 0.19 0.136 0.343 0.479 10 x 0.00 100.00 4.696 469.6 -30.74 4,439 5.0 0.3 -0.3 5.3 0.0 0.5 -0.4 0.5 5.3 0.21 0.149 0.386 0.536 11 x 0.00 108.00 3.046 329.0 -38.74 4,573 3.3 0.3 -0.2 3.5 0.0 0.4 -0.3 0.4 3.5 0.20 0.143 0.192 0.336 12 x 0.00 108.00 3.046 329.0 -38.74 4,573 3.3 0.3 -0.2 3.5 0.0 0.4 -0.3 0.4 3.5 0.20 0.143 0.373 0.516 13 x 0.00 108.00 3.568 385.3 -38.74 5,356 3.8 0.3 -0.3 4.1 0.0 0.5 -0.3 0.5 4.1 0.21 0.147 0.382 0.529 14 x 0.00 108.00 3.046 329.0 -38.74 4,573 3.3 0.3 -0.2 3.5 0.0 0.4 -0.3 0.4 3.5 0.20 0.143 0.373 0.516 15 x 0.00 108.00 3.360 362.9 -38.74 5,044 3.6 0.3 -0.2 3.9 0.0 0.4 -0.3 0.4 3.9 0.20 0.146 0.379 0.524 16 x 0.00 108.00 4.798 518.1 -38.74 7,202 5.1 0.4 -0.4 5.5 0.0 0.6 -0.5 0.6 5.5 0.18 0.132 0.342 0.474 17 x 0.00 101.00 5.202 525.4 -31.74 5,243 5.6 0.4 -0.3 5.9 0.0 0.6 -0.4 0.6 5.9 0.21 0.151 0.202 0.353 18 x 0.00 101.00 5.000 505.0 -31.74 5,039 5.3 0.4 -0.3 5.7 0.0 0.5 -0.4 0.5 5.7 0.21 0.151 0.390 0.540 19 x 0.00 90.00 4.798 431.8 -20.74 2,065 5.1 0.2 -0.2 5.3 0.0 0.3 -0.2 0.3 5.3 0.21 0.147 0.197 0.343 20 x 0.00 85.00 3.568 303.3 -15.74 885 3.8 0.1 -0.1 3.9 0.0 0.2 -0.1 0.2 3.9 0.15 0.108 0.277 0.385 21 x 0.00 69.00 4.798 331.0 0.26 0 5.1 0.0 0.0 5.1 0.0 0.0 0.0 0.0 5.1 0.20 0.141 0.357 0.498 22 x 0.00 57.00 4.798 273.5 12.26 721 5.1 -0.1 0.1 5.2 0.0 -0.2 0.1 -0.2 5.2 0.20 0.144 0.359 0.502 23 x 0.00 33.00 5.101 168.3 36.26 6,705 5.4 -0.4 0.4 5.8 0.0 -0.6 0.5 -0.6 5.8 0.21 0.151 0.370 0.521 24 x 0.00 46.00 4.798 220.7 23.26 2,595 5.1 -0.2 0.2 5.3 0.0 -0.4 0.3 -0.4 5.3 0.21 0.147 0.363 0.509 25 x 0.00 45.00 4.798 215.9 24.26 2,822 5.1 -0.3 0.2 5.3 0.0 -0.4 0.3 -0.4 5.3 0.21 0.147 0.363 0.510 26 x 0.00 101.00 2.303 232.6 -31.74 2,321 2.5 0.2 -0.1 2.6 0.0 0.2 -0.2 0.2 2.6 0.19 0.134 0.179 0.313 27 x 0.00 75.00 4.798 359.8 -5.74 158 5.1 0.1 -0.1 5.2 0.0 0.1 -0.1 0.1 5.2 0.20 0.142 0.363 0.505 28 x 0.00 0.00 0.000 0.0 69.26 0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.00 0.000 0.000 0.000 AF y 117.00 0.00 1.544 180.6 19.59 592 0.0 -0.1 0.1 -0.1 1.7 -0.1 0.1 1.8 1.8 0.17 0.121 0.313 0.433 AE y 157.00 0.00 1.001 157.1 59.59 3,552 0.0 -0.1 0.1 -0.1 1.1 -0.2 0.1 1.2 1.2 0.16 0.111 0.149 0.261 A y 26.50 0.00 4.798 127.1 -70.91 24,126 0.0 0.8 -0.6 0.8 5.3 1.1 -0.8 6.4 6.4 0.25 0.176 0.413 0.589 B y 51.50 0.00 4.798 247.1 -45.91 10,114 0.0 0.5 -0.4 0.5 5.3 0.7 -0.5 6.0 6.0 0.23 0.165 0.395 0.560 C y 75.50 0.00 4.798 362.2 -21.91 2,304 0.0 0.2 -0.2 0.2 5.3 0.4 -0.3 5.6 5.6 0.22 0.154 0.377 0.532 D y 98.50 0.00 4.798 472.6 1.09 6 0.0 0.0 0.0 0.0 5.3 0.0 0.0 5.3 5.3 0.20 0.145 0.370 0.515 E y 121.00 0.00 4.798 580.5 23.59 2,669 0.0 -0.3 0.2 -0.3 5.3 -0.4 0.3 5.6 5.6 0.21 0.153 0.397 0.550 F y 144.00 0.00 4.798 690.9 46.59 10,412 0.0 -0.5 0.4 -0.5 5.3 -0.7 0.6 5.8 5.8 0.22 0.160 0.425 0.585 G y 166.50 0.00 4.798 798.8 69.09 22,898 0.0 -0.7 0.6 -0.7 5.3 -1.1 0.8 6.1 6.1 0.23 0.167 0.453 0.620 H y 157.00 0.00 3.151 494.7 59.59 11,188 0.0 -0.4 0.4 -0.4 3.5 -0.6 0.5 3.9 3.9 0.22 0.156 0.418 0.574 1 y 164.00 0.00 2.517 412.8 66.59 11,160 0.0 -0.4 0.3 -0.4 2.8 -0.6 0.4 3.2 3.2 0.21 0.152 0.409 0.560 J y 164.00 0.00 3.256 534.0 66.59 14,435 0.0 -0.5 0.4 -0.5 3.6 -0.7 0.5 4.1 4.1 0.22 0.159 0.429 0.588 K y 164.00 0.00 4.798 786.8 66.59 21,271 0.0 -0.7 0.6 -0.7 5.3 -1.1 0.8 6.1 6.1 0.20 0.144 0.193 0.338 L y 140.00 0.00 4.798 671.7 42.59 8,701 0.0 -0.5 0.4 -0.5 5.3 -0.7 0.5 5.8 5.8 0.22 0.159 0.213 0.371 M y 117.00 0.00 3.568 417.5 19.59 1,369 0.0 -0.2 0.1 -0.2 3.9 -0.2 0.2 4.1 4.1 0.16 0.112 0.292 0.404 N y 93.00 0.00 4.798 446.2 -4.41 93 0.0 0.0 0.0 0.0 5.3 0.1 -0.1 5.3 5.3 0.21 0.147 0.368 0.514 O y 93.00 0.00 4.798 446.2 -4.41 93 0.0 0.0 0.0 0.0 5.3 0.1 -0.1 5.3 5.3 0.21 0.147 0.368 0.514 F y 68.00 0.00 3.568 242.6 -29.41 3,087 0.0 0.2 -0.2 0.2 3.9 0.4 -0.3 4.3 4.3 0.16 0.117 0.285 0.402 O y 59.00 0.00 4.798 283.1 -38.41 7,079 0.0 0.4 -0.3 0.4 5.3 0.6 -0.5 5.9 5.9 0.23 0.162 0.389 0.551 R y 35.00 0.00 4.798 167.9 -62.41 18,689 0.0 0.7 -0.6 0.7 5.3 1.0 -0.7 6.3 6.3 0.24 0.172 0.407 0.579 S y 33.00 0.00 2.517 83.1 -64.41 10,444 0.0 0.4 -0.3 0.4 2.8 0.5 -0.4 3.3 3.3 0.22 0.157 0.371 0.529 T y 27.00 0.00 2.836 76.6 -70.41 14,059 0.0 0.4 -0.4 0.4 3.1 0.7 -0.5 3.8 3.8 0.23 0.164 0.384 0.548 U y 27.00 0.00 1.871 50.5 -70.41 9,275 0.0 0.3 -0.2 0.3 2.1 0.4 -0.3 2.5 2.5 0.21 0.149 0.349 0.497 V y 33.00 0.00 3.360 110.9 -64.41 13,942 0.0 0.5 -0.4 0.5 3.7 0.7 -0.5 4.4 4.4 0.23 0.166 0.391 0.557 W y 143.00 0.00 3.151 450.6 45.59 6,548 0.0 -0.3 0.3 -0.3 3.5 -0.5 0.4 3.8 3.8 0.21 0.152 0.203 0.355 X y 33.00 0.00 1.216 40.1 -64.41 5,047 0.0 0.2 -0.1 0.2 1.3 0.3 -0.2 1.6 1.6 0.18 0.127 0.299 0.426 Y y 156.00 0.00 1.653 257.8 58.59 5,673 0.0 -0.2 0.2 -0.2 1.8 -0.3 0.2 2.1 2.1 0.19 0.134 0.358 0.492 Z y 27.00 0.00 1.216 32.8 -70.41 6,031 0.0 0.2 -0.2 0.2 1.3 0.3 -0.2 1.6 1.6 0.18 0.129 0.302 0.431 AA y 164.00 0.00 1.216 199.5 66.59 5,393 0.0 -0.2 0.2 -0.2 1.3 -0.3 0.2 1.5 1.5 0.17 0.122 0.329 0.451 AB y 170.00 0.00 1.653 281.0 72.59 8,708 0.0 -0.3 0.2 -0.3 1.8 -0.4 0.3 2.1 2.1 0.19 0.137 0.372 0.509 AC y 33.00 0.00 1.653 54.5 -64.41 6,858 0.0 0.2 -0.2 0.2 1.8 0.4 -0.3 2.2 2.2 0.20 0.141 0.333 0.474 AD y 27.00 0.00 1.325 35.8 -70.41 6,571 0.0 0.2 -0.2 0.2 1.5 0.3 -0.2 1.8 1.8 0.19 0.133 0.312 0.445 SUM 107.723 104.641 10193.5 7460.4 J = 379,425 115.00 0.4 -0.3 115.0 0.6 -0.4 y, 69.26 ft 1 ey1 1 -7.34 ft jey2 1 6.26111 i Txr 1 -845 kip-ft Txs 719 kip-ft x, 97.41 ft ex1 -11.01 ft ex2 8.19 ft Tyr -1,267 kip-ft TM 941 kip -it WL16 Project: Edmonds By: AC Sheet No. . Location: Edmonds, Washington Date: 03/19/21 Consulting Engineers Client: AMA Revised: Job No. Portland, OR Subject: Shear distribution Date: 21900393.00 Shear and Torsion Distribution to Walls Shear Distribution Level 6 Center of Mass Building Dimensions Shear xm 96.00 ft x 192 ft Vx 154 kips "X" = East-West Direction ym 69.8 ft y 136 ft 1 Vyl 154 Ikips "Y"= North -South Direction shear Location V, V Unit Shear ASD above Total Wall dir x y R, R R x R„y r Rr' V Tt T2 (V+T)ma„ V Tr T2 (V+T)ma„ V... klf klf klf klf 1 x 0,00 26.00 3.796 98.7 43.26 7,103 5.4 -0.5 0.4 5.8 0.0 -0.7 0.5 -0.7 5.8 0.28 0.199 0.165 0.363 2 x 0,00 26.00 3.064 79.7 43.26 5,733 4.4 -0.4 0.3 4.7 0.0 -0.6 0.4 -0.6 4.7 0.27 0.193 0.159 0.352 3 x 0,00 26.00 3.064 79.7 43.26 5,733 4.4 -0.4 0.3 4.7 0.0 -0.6 0.4 -0.6 4.7 0.27 0.193 0.159 0.352 4 x 0,00 26.00 3.064 79.7 43.26 5,733 4.4 -0.4 0.3 4.7 0.0 -0.6 0.4 -0.6 4.7 0.27 0.193 0.159 0.352 5 x 0,00 26.00 3.064 79.7 43.26 5,733 4.4 -0.4 0.3 4.7 0.0 -0.6 0.4 -0.6 4.7 1 0.27 0.193 1 0.159 1 0.352 6 x 0,00 26.00 3.064 79.7 43.26 5,733 4.4 -0.4 0.3 4.7 0.0 -0.6 0.4 -0.6 4.7 0.27 0.193 0.159 0.352 7 x 0,00 33.00 4.823 159.2 36.26 6,340 6.9 0.0 0.0 6.9 0.0 0.0 0.0 0.0 6.9 0.27 0.189 0.166 0.356 8 x 0,00 58.00 4.798 278.3 11.26 608 6.9 -0.2 0.1 7.0 0.0 -0.2 0.2 -0.2 7.0 0.27 0.192 0.166 0.358 9 x 0,00 68.00 3.464 235.6 1.26 5 5.0 0.0 0.0 5.0 0.0 0.0 0.0 0.0 5.0 0.25 0.182 0.161 0.343 10 x 0,00 100.00 4.696 469.6 -30.74 4,439 6.7 0.4 -0.4 7.1 0.0 0.6 -0.5 0.6 7.1 0.28 0.200 0.186 0.386 11 x 0,00 108.00 3.046 329.0 -38.74 4,573 4.4 0.4 -0.3 4.7 0.0 0.5 -0.4 0.5 4.7 0.27 0.192 0.000 0.192 12 x 0,00 108.00 3.046 329.0 -38.74 4,573 4.4 0.4 -0.3 4.7 0.0 0.5 -0.4 0.5 4.7 0.27 0.192 0.181 0.373 13 x 0,00 108.00 3.568 385.3 -38.74 5,356 5.1 0.4 -0.4 5.5 0.0 0.6 -0.5 0.6 5.5 0.28 0.197 0.185 0.382 14 x 0,00 108.00 3.046 329.0 -38.74 4,573 4.4 0.4 -0.3 4.7 0.0 0.5 -0.4 0.5 4.7 0.27 0.192 0.181 0.373 15 x 0,00 108.00 3.360 362.9 -38.74 5,044 4.8 0.4 -0.3 5.2 0.0 0.6 -0.4 0.6 5.2 0.27 0.195 0.183 0.379 16 x 0,00 108.00 4.798 518.1 -38.74 7,202 6.9 0.6 -0.5 7.4 0.0 0.8 -0.6 0.8 7.4 0.25 0.176 0.166 0.342 17 x 0,00 101.00 5.202 525.4 -31.74 5,243 7.4 0.5 -0.4 7.9 0.0 0.7 -0.5 0.7 7.9 0.28 0.202 0.000 0.202 18 x 0,00 101.00 5.000 505.0 -31.74 5,039 7.1 0.5 -0.4 7.6 0.0 0.7 -0.5 0.7 7.6 0.28 0.202 0.188 0.390 19 x 0.00 90.00 4.798 431.8 -20.74 2,065 6.9 0.3 -0.3 7.2 0.0 0.4 -0.3 0.4 7.2 0.28 0.197 0.000 0.197 20 x 0,00 85.00 3.568 303.3 -15.74 885 5.1 0.2 -0.1 5.3 0.0 0.3 -0.2 0.3 5.3 0.20 0.145 0.132 0.277 21 x 0,00 69.00 4.798 331.0 0.26 0 6.9 0.0 0.0 6.9 0.0 0.0 0.0 0.0 6.9 0.26 0.189 0.168 0.357 22 x 0,00 57.00 4.798 273.5 12.26 721 6.9 -0.2 0.1 7.0 0.0 -0.3 0.2 -0.3 7.0 0.27 0.193 0.166 0.359 23 x 0,00 33.00 5.101 168.3 36.26 6,705 7.3 -0.6 0.5 7.8 0.0 -0.8 0.6 -0.8 7.8 0.28 0.202 0.168 0.370 24 x 0,00 46.00 4.798 220.7 23.26 2,595 6.9 -0.3 0.3 7.1 0.0 -0.5 0.4 -0.5 7.1 0.27 0.196 0.167 0.363 25 x 0,00 45.00 4.798 215.9 24.26 2,822 6.9 -0.3 0.3 7.2 0.0 -0.5 0.4 -0.5 7.2 0.28 0.197 0.167 0.363 26 x 0,00 101.00 2.303 232.6 -31.74 2,321 3.3 0.2 -0.2 3.5 0.0 0.3 -0.2 0.3 3.5 0.25 0.179 0.000 0.179 27 x 0,00 75.00 4.798 359.8 -5.74 158 6.9 0.1 -0.1 6.9 0.0 0.1 -0.1 0.1 6.9 0.27 0.191 0.172 0.363 28 x 0,00 0,00 0.000 0.0 69.26 0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.00 0.000 0.000 0.000 29 y 117.00 0,00 1.544 180.6 19.59 592 0.0 -0.1 0.1 -0.1 2.3 -0.1 0.1 2.4 2.4 0.23 0.161 0.151 0.313 AE y 157.00 0,00 1.001 157.1 59.59 3,552 0.0 -0.2 0.2 -0.2 1.5 -0.3 0.2 1.7 1.7 0.21 0.149 0.000 0.149 A y 26.50 0,00 4.798 127.1 -70.91 24,126 0.0 1.0 -0.9 1.0 7.1 1.5 -1.1 8.6 8.6 0.33 0.236 0.177 0.413 B y 51.50 0,00 4.798 247.1 -45.91 10,114 0.0 0.7 -0.6 0.7 7.1 1.0 -0.7 8.0 80 0.31 0.221 0.174 0.395 c y 75.50 0,00 4.798 362.2 -21.91 2,304 0.0 0.3 -0.3 0.3 7.1 0.5 -0.3 7.5 7.5 0.29 0.207 0.170 0.377 D y 98.50 0,00 4.798 472.6 1.09 6 0.0 0.0 0.0 0.0 7.1 0.0 0.0 7.1 7.1 0.27 0.194 0.175 0.370 E y 121.00 0,00 4.798 580.5 23.59 2,669 0.0 -0.3 0.3 -0.3 7.1 -0.5 0.4 7.4 7.4 0.29 0.204 0.193 0.397 F y 144.00 0,00 4.798 690.9 46.59 10,412 0.0 -0.7 0.6 -0.7 7.1 -1.0 0.7 7.8 7.8 0.30 0.214 0.211 0.425 G y 166.50 0,00 4.798 798.8 69.09 22,898 0.0 -1.0 0.8 -1.0 7.1 -1.5 1.1 8.2 8.2 0.31 0.224 0.228 0.453 H y 157.00 0,00 3.151 494.7 59.59 11,188 0.0 -0.6 0.5 -0.6 4.6 -0.8 0.6 5.3 5.3 0.29 0.209 0.210 0.418 1 y 164.00 0,00 2.517 412.8 66.59 11,160 0.0 -0.5 0.4 -0.5 3.7 -0.7 0.6 4.3 4.3 0.28 0.203 0.206 0.409 3 y 164.00 0,00 3.256 534.0 66.59 14,435 0.0 -0.6 0.6 -0.6 4.8 -1.0 0.7 5.5 5.5 0.30 0.213 0.216 0.429 K y 164.00 0,00 4.798 786.8 66.59 21,271 0.0 -1.0 0.8 -1.0 7.1 -1.4 1.1 8.1 8.1 0.27 0.193 0.000 0.193 L y 140.00 0,00 4.798 671.7 42.59 8,701 0.0 -0.6 0.5 -0.6 7.1 -0.9 0.7 7.7 7.7 0.30 0.213 0.000 0.213 M y 117.00 0,00 3.568 417.5 19.59 1,369 0.0 -0.2 0.2 -0.2 5.3 -0.3 0.2 5.5 5.5 0.21 0.151 0.141 0.292 N y 93.00 0,00 4.798 446.2 -4.41 93 0.0 0.1 -0.1 0.1 7.1 0.1 -0.1 7.2 7.2 0.28 0.197 0.171 0.368 O y 93.00 0,00 4.798 446.2 -4.41 93 0.0 0.1 -0.1 0.1 7.1 0.1 -0.1 7.2 7.2 0.28 0.197 0.171 0.368 P y 68.00 0,00 3.568 242.6 -29.41 3,087 0.0 0.3 -0.3 0.3 5.3 0.5 -0.3 5.7 5.7 0.22 0.157 0.127 0.285 O y 59.00 0,00 4.798 283.1 -38.41 7,079 0.0 0.5 -0.5 0.5 7.1 0.8 -0.6 7.9 7.9 0.30 0.217 0.173 0.389 R y 35.00 0,00 4.798 167.9 -62.41 18,689 0.0 0.9 -0.8 0.9 7.1 1.3 -1.0 8.4 84 0.32 0.231 0.176 0.407 S y 33.00 0,00 2.517 83.1 -64.41 10,444 0.0 0.5 -0.4 0.5 3.7 0.7 -0.5 4.4 4.4 0.30 0.211 0.160 0.371 T y 27.00 0,00 2.836 76.6 -70.41 14,059 0.0 0.6 -0.5 0.6 4.2 0.9 -0.7 5.1 5.1 0.31 0.219 0.165 0.384 U y 27.00 0,00 1.871 50.5 -70.41 9,275 0.0 0.4 -0.3 0.4 2.8 0.6 -0.4 3.3 3.3 0.28 0.199 0.150 0.349 V y 33.00 0,00 3.360 110.9 -64.41 13,942 0.0 0.6 -0.5 0.6 4.9 1.0 -0.7 5.9 5.9 0.31 0.222 0.169 0.391 W y 143.00 0,00 3.151 450.6 45.59 6,548 0.0 -0.4 0.4 -0.4 4.6 -0.6 0.5 5.1 5.1 0.28 0.203 0.000 0.203 X y 33.00 0,00 1.216 40.1 -64.41 5,047 0.0 0.2 -0.2 0.2 1.8 0.4 -0.3 2.1 2.1 0.24 0.170 0.129 0.299 Y y 156.00 0,00 1.653 257.8 58.59 5,673 0.0 -0.3 0.2 -0.3 2.4 -0.4 0.3 2.8 2.8 0.25 0.179 0.179 0.358 Z y 27.00 0,00 1.216 32.8 -70.41 6,031 0.0 0.3 -0.2 0.3 1.8 0.4 -0.3 2.2 2.2 0.. 0.172 0.130 0.302 AA y 164.00 0,00 1.216 199.5 66.59 5,393 0.0 -0.2 0.2 -0.2 1.8 -0.4 0.3 2.1 2.1 0.23 0.163 0.166 0.329 AS y 170.00 0,00 1.653 281.0 72.59 8,708 0.0 -0.4 0.3 -0.4 2.4 -0.5 0.4 2.8 2.8 0.26 0.184 0.188 0.372 AC y 33.00 0,00 1.653 54.5 -64,41 6,858 0.0 0.3 -0.3 0.3 2.4 0.5 -0.4 2.9 2.9 0.26 0.189 0.144 0.333 AD y 27.00 0,00 1.325 35.8 -70.41 6,571 0.0 0.3 -0.2 0.3 2.0 0.4 -0.3 2.4 2.4 0.25 0.178 1 0.134 1 0.312 SUM 107.723 104.641 10193.5 7460.4 J= 379,425 154.00 0.5 -0.4 154.0 0.8 -0.6 y, 69.26 ft 1 ey1 1 -7.34 ft 62 1 6.26 ft 1 Txt 1 -1, 1311 kip-ft Txz 963 kip-ft x, 97.41 ft ex1 -11.01 ft ex2 ft 8.19 Ty, -1,696 kip-ft T,z 1,261 kip-ft Wall Stiffness at Roof WL17 Consulting Engineers OR Project: Edmonds By: AC Sheet No. Location: Edmonds, Washington Date:03/19/21 Client: AMA Revised: tlo�Portland, Subject: Shear distribution Date:93.00 Shear Wall Wall Stiffnesses Height Thickness Length Eff. Length h/leff Top Fixed? R 1 10.3 6.0 21.00 21.00 0.49 Y 3.796 2 10.3 6.0 17.50 17.50 0.59 Y 3.064 3 10.3 6.0 17.50 17.50 0.59 Y 3.064 4 10.3 6.0 17.50 17.50 0.59 Y 3.064 5 10.3 6.0 17.50 17.50 0.59 Y 3.064 6 10.3 6.0 17.50 17.50 0.59 Y 3.064 7 1 10.3 6.01 26.00 26.00 0.39 1 Y 4.823 8 10.3 6.0 26.00 26.00 0.40 Y 4.798 9 10.3 6.0 19.50 19.50 0.53 Y 3.464 10 10.3 6.0 25.50 25.50 0.40 Y 4.696 11 10.3 6.0 17.50 0.01 1030.00 Y 0.000 12 10.3 6.0 17.50 17.50 0.59 Y 3.046 13 10.3 6.0 20.00 20.00 0.52 Y 3.568 14 10.3 6.01 17.50 17.50 0.59 1 Y 3.046 15 10.3 6.0 19.00 19.00 0.54 Y 3.360 16 10.3 6.0 30.00 26.00 0.40 Y 4.798 17 10.3 6.0 28.00 0.01 1030.00 Y 0.000 18 10.3 6.0 27.00 27.00 0.38 Y 5.000 19 10.3 6.0 26.00 0.01 1030.00 Y 0.000 20 10.3 6.0 26.00 20.00 0.52 Y 3.568 21 10.3 6.01 26.00 26.00 0.40 1 Y 4.798 22 10.3 6.0 26.00 26.00 0.40 1 Y 4.798 23 10.3 6.0 27.50 27.50 0.37 Y 5.101 24 10.3 6.0 26.00 26.00 0.40 Y 4.798 25 10.3 6.0 26.00 26.00 0.40 Y 4.798 26 10.3 6.0 14.00 0.01 1030.00 Y 0.000 27 10.3 6.0 26.00 26.00 0.40 Y 4.798 10.3 6.01 13.00 0.01 1030.00 Y 0.000 AF 10.3 6.0 10.50 10.50 0.98 1 Y 1.544 AE 10.3 6.0 8.00 0.01 1030.00 Y 0.000 A 10.3 6.0 26.00 26.00 0.40 Y 4.798 B 10.3 6.0 26.00 26.00 0.40 Y 4.798 C 10.3 6.0 26.00 26.00 0.40 Y 4.798 D 10.3 6.0 26.00 26.00 0.40 Y 4.798 E 10.3 6.01 26.00 26.00 0.40 Y 4.798 F 10.3 6.0 26.00 26.001 0.40 Y 4.798 G 10.3 6.0 26.00 26.00 0.40 Y 4.798 H 1 10.3 6.0 18.00 18.00 0.57 Y 3.151 1 10.3 6.0 15.00 15.00 0.69 Y 2.517 J 10.3 6.0 18.50 18.50 0.56 Y 3.256 K 10.3 6.0 30.00 0.01 1030.00 Y 0.000 L 10.3 6.01 26.00 0.01 1030.00 1 Y 0.000 M 10.3 6.0 26.00 20.00 0.52 Y 3.568 N 10.3 6.0 26.00 26.00 0.40 Y 4.798 O 10.3 6.0 26.00 26.00 0.40 Y 4.798 P 10.3 6.0 26.00 20.00 0.52 Y 3.568 Q 10.3 6.0 26.00 26.00 0.40 Y 4.798 R 10.3 6.0 26.00 26.00 0.40 Y 4.798 S 10.3 6.01 15.00 15.00 0.69 Y 2.517 T 10.3 6.0 16.50 16.50 0.62 1 Y 2.836 U 10.3 6.0 12.00 12.00 0.86 Y 1.871 V 10.3 6.0 19.00 19.00 0.54 Y 3.360 W 10.3 6.0 18.00 0.01 1030.00 Y 0.000 X 10.3 6.0 9.00 9.00 1.14 Y 1.216 Y 10.3 6.0 11.00 11.00 0.94 Y 1.653 Z 10.3 6.01 9.00 9.00 1.14 Y 1.216 AA 10.3 6.0 9.00 9.00 1.14 1 Y 1.216 AB 10.3 6.0 11.00 11.00 0.94 Y 1.653 AC 10.3 6.0 11.00 11.00 0.94 Y 1.653 AD 10.3 6.0 9.501 9.50 1.08 Y 1.325 WL18 Project: Edmonds By: AC Sheet No. Location: Edmonds, Washington Date: 03/19/21 WConsulting Engineers Client: AMA Revised: Job No. Portland, OR Subject: Shear distribution Date: 21900393.00 Shear Distribution Roof Shear and Torsion Distribution to Walls Center of Mass Building Dimensions Shear xm 96.00 ft 1 xi 192 fi vxj 116 kips I. = East-West Direction ym 69.8 ft 1 Y1 136 ft 1 vyl 116 Ikips "Y"= North -South Direction Location V, V Unit Shear ASD Wall dir x y Rx R, Rx Rxy r Rr� V Tt Tz (V-T)max V T, Tz (V+T)m_ Vmm kJf kit 1 x 0.00 26.00 3.796 98.7 38.32 5,574 4.8 -0.7 0.1 4.8 0.0 -0.2 0.9 0.9 4.8 0.23 0.165 2 x 0.00 26.00 3.064 79.7 38.32 4,500 3.8 -0.5 0.1 3.9 0.0 -0.1 0.7 0.7 3.9 0.22 0.159 3 x 0.00 26.00 3.064 79.7 38.32 4,500 3.8 -0.5 0.1 3.9 0.0 -0.1 0.7 0.7 3.9 0.22 0.159 4 x 0.00 26.00 3.064 79.7 38.32 4,500 3.8 -0.5 0.1 3.9 0.0 -0.1 0.7 0.7 3.9 0.22 0.159 5 x 0.00 26.00 3.064 79.7 38.32 4,500 3.8 -0.5 0.1 3.9 0.0 -0.1 0.7 0.7 3.9 1 0.22 1 0.159 6 x 0.00 26.00 3.064 79.7 38.32 4,500 3.8 -0.5 0.1 3.9 0.0 -0.1 0.7 0.7 3.9 0.22 0.159 7 x 0.00 33.00 4.823 159.2 31.32 4,732 6.1 0.0 0.0 6.1 0.0 0.0 0.0 0.0 6.1 0.23 0.166 8 x 0.00 58.00 4.798 278.3 6.32 192 6.0 -0.1 0.0 6.0 0.0 0.0 0.2 0.2 6.0 0.23 0.166 9 x 0.00 68.00 3.464 235.6 -3.68 47 4.4 0.1 0.0 4.4 0.0 0.0 -0.1 -0.1 4.4 0.23 0.161 10 x 0.00 100.00 4.696 469.6 -35.68 5,978 5.9 0.8 -0.1 6.6 0.0 0.2 -1.0 -1.0 6.6 0.26 0.186 11 x 0.00 108.00 0.000 0.0 -43.68 0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.00 0.000 12 x 0.00 108.00 3.046 329.0 -43.68 5,812 3.8 0.6 -0.1 4.4 0.0 0.1 -0.8 -0.8 4.4 0.25 0.181 13 x 0.00 108.00 3.568 385.3 1 -43.68 6,807 4.5 0.7 -0.1 5.2 0.0 0.2 -0.9 -0.9 1 5.2 0.26 1 0.185 14 x 0.00 108.00 3.046 329.0 -43.68 5,812 3.8 0.6 -0.1 4.4 0.0 0.1 -0.8 -0.8 4.4 0.25 0.181 15 x 0.00 108.00 3.360 362.9 -43.68 6,411 4.2 0.7 -0.1 4.9 0.0 0.2 -0.9 -0.9 4.9 0.26 0.183 16 x 0.00 108.00 4.798 518.1 -43.68 9,153 6.0 0.9 -0.1 7.0 0.0 0.2 -1.2 -1.2 7.0 0.23 0.166 17 x 0.00 101.00 0.000 0.0 -36.68 0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.00 0.000 18 x 0.00 101.00 5.000 505.0 -36.68 6,727 6.3 0.8 -0.1 7.1 0.0 0.2 -1.1 -1.1 7.1 0.26 0.188 19 x 0.00 90.00 0.000 0.0 -25.68 0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.00 0.000 20 x 0.00 85.00 3.568 303.3 -20.68 1 1,526 4.5 0.3 0.0 4.8 0.0 0.1 -0.4 -0.4 4.8 0.19 0.132 21 x 0.00 69.00 4.798 331.0 -4.68 105 6.0 0.1 0.0 6.1 0.0 0.0 -0.1 -0.1 6.1 1 0.24 1 0.168 22 x 0.00 57.00 4.798 273.5 7.32 257 6.0 -0.2 0.0 6.0 0.0 0.0 0.2 0.2 6.0 0.23 0.166 23 x 0.00 33.00 5.101 168.3 31.32 5,004 6.4 -0.7 0.1 1 6.5 0.0 -0.2 0.9 0.9 6.5 0.24 0.168 24 x 0.00 46.00 4.798 220.7 18.32 1,610 6.0 -0.4 0.0 6.1 0.0 -0.1 0.5 0.5 6.1 0.23 0.167 25 x 0.00 45.00 4.798 215.9 19.32 1,791 6.0 -0.4 0.0 6.1 0.0 -0.1 0.5 0.5 6.1 0.23 0.167 26 x 0.00 101.00 0.000 0.0 -36.68 0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.00 0.000 27 x 0.00 75.00 4.798 359.8 -10.68 547 6.0 0.2 0.0 6.3 0.0 0.1 -0.3 -0.3 6.3 0.24 0.172 28 x 0.00 0.00 0.000 0.0 64.32 1 0 0.0 0.0 0.0 0.0 0.0 0.0 1 0.0 0.0 0.0 0.00 0.000 29 y 117.00 0.00 1.544 180.6 27.58 1,175 0.0 -0.2 0.0 -0.2 2.0 0.0 0.3 2.2 1 2.2 1 0.21 0.151 AE I y 157.00 0.00 0.000 0.0 67.58 0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.00 0.000 A y 26.50 0.00 4.798 127.1 -62.92 18,990 0.0 1.4 -0.1 1.4 6.1 0.3 -1.8 6.5 6.5 0.25 0.177 B y 51.50 0.00 4.798 247.1 -37.92 6,897 0.0 0.8 -0.1 0.8 6.1 0.2 -1.1 6.3 6.3 0.24 0.174 C y 75.50 0.00 4.798 362.2 -13.92 929 0.0 0.3 0.0 0.3 6.1 0.1 -0.4 6.2 6.2 0.24 0.170 D y 98.50 0.00 4.798 472.6 9.08 396 0.0 -0.2 0.0 -0.2 6.1 0.0 0.3 6.4 6.4 0.25 0.175 E y 121.00 0.00 4.798 580.5 31.58 4,786 0.0 -0.7 0.1 -0.7 6.1 -0.2 0.9 7.0 7.0 0.27 0.193 F y 144.00 0.00 4.798 690.9 54.58 1 14,294 0.0 -1.2 0.1 -1.2 6.1 -0.3 1 1.6 7.7 7.7 0.30 0.211 G y 166.50 0.00 4.798 798.8 77.08 28,507 0.0 -1.7 0.2 -1.7 6.1 -0.4 2.2 8.3 8.3 0.32 0.228 H y 157.00 0.00 3.151 494.7 67.58 14,394 0.0 -1.0 0.1 -1.0 4.0 -0.2 1.3 5.3 5.3 0.29 0.210 1 y 164.00 0.00 2.517 412.8 74.58 14,002 0.0 -0.8 0.1 -0.8 3.2 -0.2 1.1 4.3 4.3 0.29 0.206 J y 164.00 0.00 3.256 534.0 74.58 18,112 0.0 -1.1 0.1 -1.1 4.2 -0.3 1.4 5.6 5.6 0.30 0.216 K y 164.00 0.00 0.000 0.0 74.58 0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.00 0.000 L y 140.00 0.00 0.000 0.0 50.58 0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.00 0.000 M y 117.00 0.00 3.568 417.5 27.58 2,715 0.0 -0.4 0.0 -0.4 4.6 -0.1 0.6 5.1 5.1 0.20 0.141 N y 93.00 0.00 4.798 446.2 3.58 62 0.0 1 -0.1 0.0 -0.1 6.1 0.0 1 0.1 6.2 6.2 0.24 0.171 O y 93.00 0.00 4.798 446.2 3.58 62 0.0 -0.1 1 0.0 -0.1 6.1 0.0 0.1 6.2 6.2 0.24 0.171 P I y 68.00 0.00 3.568 242.6 -21.42 1,636 0.0 0.3 0.0 0.3 4.6 0.1 -0.5 1 4.6 4.6 0.18 0.127 Q y 59.00 0.00 4.798 283.1 -30.42 4,438 0.0 0.7 -0.1 0.7 6.1 0.2 -0.9 6.3 6.3 0.24 0.173 R y 35.00 0.00 4.798 167.9 -54.42 14,206 0.0 1.2 -0.1 1 1.2 6.1 0.3 -1.5 6A 6.4 0.25 0.176 S y 33.00 0.00 2.517 83.1 -56.42 8,011 0.0 0.6 -0.1 0.6 3.2 0.2 -0.8 3.4 3.4 0.22 0.160 T y 27.00 1 0.00 2.836 76.6 -62.42 11,046 0.0 0.8 -0.1 0.8 3.6 0.2 -1.0 3.8 3.8 0.23 0.165 U y 27.00 0.00 1.871 50.5 -62.42 7,288 0.0 0.5 -0.1 0.5 1 2.4 0.1 -0.7 2.5 2.5 0.21 0.150 V y 33.00 0.00 3.360 110.9 -56.42 10,694 0.0 0.9 -0.1 0.9 4.3 0.2 -1.1 4.5 4.5 0.24 0.169 W y 143.00 0.00 0.000 0.0 53.58 0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.00 0.000 X I y 33.00 0.00 1.216 40.1 -56.42 3,872 0.0 0.3 0.0 0.3 1.6 0.1 -0.4 1.6 1 1.6 0.18 0.129 Y y 156.00 0.00 1.653 257.8 66.58 7,328 0.0 -0.5 0.1 -0.5 2.1 -0.1 0.7 2.8 2.8 0.25 0.179 Z y 27.00 0.00 1.216 32.8 -62.42 4,739 0.0 0.3 0.0 0.3 1.6 0.1 -0.4 1.6 1.6 0.18 0.130 AA y 164.00 0.00 1.216 1995. 74.58 6,767 0.0 -0.4 0.0 -0.4 1.6 -0.1 0.5 2.1 2.1 0.23 0.166 AS y 170.00 0.00 1.653 281.0 80.58 10,733 0.0 -0.6 0.1 -0.6 2.1 -0.1 0.8 2.9 2.9 0.26 0.188 AC y 33.00 0.00 1.653 54.5 -56.42 5,261 0.0 0.4 0.0 0.4 2.1 0.1 -0.6 2.2 2.2 0.20 0.144 AD y 27.00 0.00 1.325 35.8 -62.42 5,163 0.0 0.4 0.0 0.4 1.7 1 0.1 -0.5 1.8 1.8 0.19 0.134 SUM 92.374 90.894 8127.3 5941.6 J = 317,087 116.00 0.7 -0.1 116.0 0.2 -0.9 yI 64.32 8 1 ey1 -12.28 ft jey2 1 1.32 ft 1 Tx, I -1,424 kip-ft I Txz 153 kip-ft x,j 89.42 ft I ex1 1 -3.02 ft jex2 I 16.18 ft I Tye I -350 kip-ft I TY21 1,877 kip-ft WL19 E= 1700000 psi Shear Wall Deflection da= 0.125 in Gt= 360001b/in 72000 Cd= 4 h= 10.25 ft Roof L6 L5 L4 L3 Wall b (ft) A (in) v (plf) nails/ft en (in) A (in) b (in) Limit OK? A (in') v (plf) nails/ft en (in) n (in) d (in) Limit OK? A (in') v (plf) nails/ft e„ (in) a (in) b (in) Limit OK? A (in) v (plf) nails/ft e, (in) n (in) b (in) Limit OK? A (in) v (pit) nails/ft e„ (in) A (in) d (in) Limit OK? Total 1 21.00 16.5 230.35 2 0.001989287 0.145 0.581 2.46 OK 16.5 278.27 3.00 0.0009789 0.152 0.607 2.46 OK 16.5 207.80 3.00 0.0003761 0.126 0.504 2.46 OK 16.5 139.14 4.00 3.93797E-05 0.103 0.412 2.46 OK 16.5 68.66 6 1.03E-06 0.082 0.326 2.46 OK 2.431 2 17.50 16.5 223.12 2 0.001792139 0.154 0.618 2.46 OK 16.5 269.55 3.00 0.0008819 0.161 0.646 2.46 OK 16.5 201.29 3.00 0.0003388 0.137 0.547 2.46 OK 16.5 134.77 4.00 3.5477E-05 0.114 0.457 2.46 OK 16.5 66.51 6 9.3E-07 0.093 0.373 2.46 OK 2.640 3 17.50 16.5 223.12 2 0.001792139 0.154 0.618 2.46 OK 16.5 269.55 3.00 0.0008819 0.161 0.646 2.46 OK 16.5 201.29 3.00 0.0003388 0.137 0.547 2.46 OK 16.5 134.77 4.00 3.5477E-05 0.114 0.457 2.46 OK 16.5 66.51 6 9.3E-07 0.093 0.373 2.46 OK 2.640 4 17.50 16.5 223.12 2 0.001792139 0.154 0.618 2.46 OK 16.5 269.55 3.00 0.0008819 0.161 0.646 2.46 OK 16.5 201.29 3.00 0.0003388 0.137 0.547 2.46 OK 16.5 134.77 4.00 3.5477E-05 0.114 0.457 2.46 OK 16.5 66.51 6 9.3E-07 0.093 0.373 2.46 OK 2.640 5 1 17.50 1 16.5 223.12 1 2 10.001792139 0.154 0.618 1 2.46 OK 16.5 1 269.55 1 3.00 0.00088191 0.161 0.646 1 2.46 OK 1 16.5 1 201.29 3.00 10.0003388 0.137 1 0.547 1 2.46 OK 1 16.5 1 134.77 4.00 1 3.5477E-05 0.114 0.457 2.46 OK 16.5 66.51 6 9.3E-07 0.093 0.373 2.46 OK 2.640 6 17.50 16.5 223.12 2 0.001792139 0.154 0.618 2.46 OK 16.5 269.55 3.00 0.0008819 0.161 0.646 2.46 OK 16.5 201.29 3.00 0.0003388 0.137 0.547 2.46 OK 16.5 134.77 4.00 3.5477E-05 0.114 0.457 2.46 OK 16.5 66.51 6 9.3E-07 0.093 0.373 2.46 OK 2.640 7 26.00 16.5 232.96 2 0.002064118 0.134 0.537 2.46 OK 16.5 265.21 3.00 0.0008362 0.134 0.537 2.46 OK 16.5 198.04 3.00 0.0003212 0.110 0.442 2.46 OK 16.5 132.60 4.00 3.36386E-05 0.089 0.355 2.46 OK 16.5 65.44 6 8.81E-07 0.069 0.275 2.46 OK 2.146 8 26.00 16.5 232.28 2 0.002044475 0.134 0.535 2.46 OK 16.5 269.06 3.00 0.0008767 0.136 0.543 2.46 OK 16.5 200.92 3.00 0.0003368 0.111 0.446 2.46 OK 16.5 134.53 4.00 3.52684E-05 0.089 0.358 2.46 OK 16.5 66.39 6 9.24E-07 0.069 0.276 2.46 OK 2.158 9 19.50 16.5 226.03 2 0.001869631 0.148 0.592 2.46 OK 16.5 254.54 3.00 0.000731 0.148 0.591 2.46 OK 16.5 190.08 3.00 0.0002808 0.125 0.500 2.46 OK 16.5 127.27 4.00 2.94051E-05 0.104 0.417 2.46 OK 16.5 62.81 6 7.71E-07 0.085 0.338 2.46 OK 2.438 10 25.50 16.5 260.78 2 0.002986957 0.151 0.602 2.46 OK 16.5 280.15 3.00 0.0010007 0.141 0.564 2.46 OK 16.5 209.20 3.00 0.0003845 0.115 0.461 2.46 OK 16.5 140.08 4.00 4.02571E-05 0.092 0.368 2.46 OK 16.5 69.13 6 1.05E-06 0.071 0.283 2.46 OK 2.279 11 17.50 16.5 0.00 2 6.09499E-32 0.073 0.293 2.46 OK 16.5 268.96 3.00 0.0008756 0.161 0.645 2.46 OK 16.5 200.85 3.00 0.0003364 0.137 0.546 2.46 OK 16.5 134.48 4.00 3.52245E-05 0.114 0.457 2.46 OK 16.5 66.37 6 9.23E-07 0.093 0.373 2.46 OK 2.314 12 17.50 16.5 252.75 2 0.00269622 0.170 0.681 2.46 OK 16.5 268.96 3.00 0.0008756 0.161 0.645 2.46 OK 16.5 200.85 3.00 10.0003364 0.137 0.546 2.46 OK 16.5 134.48 4.00 3.52245E-05 0.114 0.457 2.46 OK 16.5 66.37 6 9.23E-07 0.093 0.373 2.46 OK 2.702 13 20.00 16.5 259.04 1 2 0.002922133 0.164 0.657 2.46 OK 16.5 275.65 3.00 0.000949 0.154 0.616 2.46 OK 16.5 205.84 3.00 0.0003646 0.129 0.515 2.46 OK 16.5 137.82 4.00 3.81759E-05 0.106 0.423 2.46 OK 16.5 68.02 6 1E-06 0.084 0.338 2.46 OK 2.549 14 17.50 16.5 252.75 2 0.00269622 0.170 0.681 2.46 OK 16.5 268.96 3.00 0.0008756 0.161 0.645 2.46 1 OK 1 16.5 200.85 3.00 0.0003364 0.137 0.546 1 2.46 OK 16.5 1 134.48 4.00 1 3.52245E-05 0.114 0.457 2.46 OK 16.5 66.37 6 9.23E-07 0.093 0.373 2.46 OK 2.702 15 19.00 16.5 256.78 2 0.002839681 0.167 0.666 2.46 OK 16.5 273.25 3.00 0.0009222 0.157 0.627 2.46 OK 16.5 204.05 3.00 0.0003543 0.132 0.526 2.46 OK 16.5 136.63 4.00 3.70987E-05 0.109 0.435 2.46 OK 16.5 67.43 6 9.72E-07 0.088 0.351 2.46 OK 2.606 16 30.00 16.5 232.20 2 0.002042148 0.127 0.508 2.46 OK 16.5 247.09 3.00 0.0006632 0.121 0.483 2.46 OK 16.5 184.52 3.00 0.0002548 0.099 0.396 2.46 OK 16.5 123.55 4.00 2.66794E-05 0.079 0.317 2.46 OK 16.5 60.97 6 6.99E-07 0.061 0.243 2.46 OK 1.947 17 28.00 16.5 0.00 2 1.21654E-32 0.046 0.183 2.46 OK 16.5 283.19 3.00 0.0010368 0.137 0.550 2.46 OK 16.5 211.48 3.00 0.0003983 0.111 0.445 2.46 OK 16.5 141.60 4.00 4.17064E-05 0.088 0.352 2.46 OK 16.5 69.88 6 1.09E-06 0.066 0.266 2.46 OK 1.796 18 27.00 16.5 263.07 2 0.003073864 0.149 0.596 2.46 OK 16.5 282.27 3.00 0.0010258 0.139 0.556 2.46 OK 16.5 210.79 3.00 0.0003941 0.113 0.452 2.46 OK 16.5 141.14 4.00 4.12646E-05 1 0.090 0.358 2.46 OK 16.5 69.65 6 1.08E-06 0.068 0.272 2.46 OK 2.234 19 26.00 16.5 0.00 2 1.38099E-32 0.049 0.197 2.46 OK 16.5 275.20 3.00 0.000944 0.138 0.553 2.46 OK 16.5 205.51 3.00 0.0003626 0.113 0.452 2.46 OK 16.5 137.60 4.00 3.79737E-05 0.090 0.361 2.46 OK 16.5 67.91 6 9.95E-07 0.069 0.278 2.46 OK 1.841 20 26.00 16.5 185.08 2 0.000971404 0.112 0.447 2.46 OK 16.5 202.63 3.00 0.00034631 0.112 0.448 2.46 OK 16.5 1 151.31 3.00 0.000133 0.095 1 0.381 2.46 OK 16.5 101.31 4.00 1.39293E-05 0.079 0.318 2.46 OK 16.5 50.00 6 3.65E-07 0.064 0.256 2.46 OK 1.849 21 26.00 16.5 235.59 2 0.002141628 0.136 0.542 2.46 OK 16.5 263.91 3.00 0.0008229 0.134 0.535 2.46 OK 16.5 197.08 3.00 0.0003161 0.110 0.441 2.46 1 OK 16.5 1 131.96 4.00 3.31035E-05 0.089 0.355 2.46 OK 16.5 65.12 6 8.67E-07 0.069 0.274 2.46 OK 2.148 22 26.00 16.5 232.37 2 0.002047046 0.134 0.536 2.46 OK 16.5 269.53 3.00 0.0008817 0.136 0.544 2.46 OK 16.5 201.27 3.00 0.0003387 0.112 0.446 2.46 OK 16.5 134.77 4.00 3.547E-05 0.090 0.358 2.46 OK 16.5 66.51 6 9.29E-07 0.069 0.276 2.46 OK 2.160 23 27.50 16.5 235.75 2 0.002146316 0.133 0.531 2.46 OK 16.5 282.26 3.00 0.0010257 0.138 0.552 2.46 OK 16.5 210.78 3.00 0.000394 0.112 0.448 2.46 OK 16.5 141.13 4.00 4.126E-05 0.089 0.355 2.46 OK 16.5 69.65 6 1.08E-06 0.067 0.269 2.46 OK 2.155 24 26.00 16.5 233.35 2 0.002075485 0.134 0.538 2.46 OK 16.5 274.68 3.00 0.0009382 0.138 0.552 2.46 OK 16.5 205.12 3.00 0.0003604 0.113 0.452 2.46 OK 16.5 137.34 4.00 1 3.77403E-05 0.090 0.361 2.46 OK 16.5 67.78 6 9.89E-07 0.069 0.278 2.46 OK 2.180 25 26.00 16.5 233.44 2 0.002078084 0.134 0.538 2.46 OK 16.5 275.15 3.00 0.0009434 0.138 0.552 2.46 OK 16.5 205.47 3.00 0.0003624 0.113 0.452 2.46 OK 16.5 137.58 4.00 3.79516E-05 0.090 0.361 2.46 OK 16.5 67.89 6 9.94E-07 0.069 0.278 2.46 OK 2.182 26 14.00 16.5 0.00 2 1.17842E-31 0.092 0.366 2.46 OK 16.5 250.73 3.00 0.0006957 0.174 0.695 2.46 OK 16.5 187.23 3.00 0.0002673 0.151 0.604 2.46 OK 16.5 125.36 4.00 2.79882E-05 0.130 0.521 2.46 OK 16.5 61.87 6 7.33E-07 0.110 0.442 2.46 OK 2.628 27 26.00 16.5 240.57 2 0.002293325 0.138 0.553 2.46 OK 16.5 266.95 3.00 0.0008544 0.135 0.540 2.46 OK 16.5 199.35 3.00 0.0003282 0.111 1 0.444 2.46 OK 16.5 133.48 4.00 3.43694E-05 1 0.089 0.356 1 2.46 OK 16.5 65.87 6 9.01E-07 0.069 0.275 2.46 OK 2.168 0 13.00 16.5 0.00 2 1.0867E-31 0.099 0.394 2.46 OK 16.5 0.00 3.00 5.942E-32 0.099 0.394 2.46 OK 16.5 0.00 3.00 2.283E-32 0.099 0.394 2.46 OK 16.5 1 0.00 4.00 2.39036E-33 0.099 0.394 2.46 OK 16.5 0.00 6 6.26E-35 0.099 0.394 2.46 OK 1.971 AF 10.50 16.5 211.64 2 0.00150721 0.200 0.800 2.46 OK 16.5 225.93 3.00 0.0004946 0.197 0.787 2.46 OK 16.5 168.72 3.00 0.00019 0.176 0.706 2.46 OK 16.5 112.97 4.00 1.98986E-05 0.158 0.631 2.46 OK 16.5 55.75 6 5.21E-07 0.140 0.558 2.46 OK 3.482 AE 8.00 16.5 0.00 2 1.26794E-30 0.160 0.641 2.46 OK 16.5 208.82 3.00 0.0003822 0.231 0.922 2.46 OK 16.5 155.94 3.00 0.0001468 0.212 0.847 2.46 OK 16.5 104.41 4.00 1.53737E-05 0.194 0.776 2.46 OK 16.5 51.53 6 4.03E-07 0.177 0.707 2.46 1 OK 3.893 A 26.00 16.5 248.30 2 0.002543608 0.142 0.570 2.46 OK 16.5 330.06 3.00 0.0017122 0.160 0.641 2.46 OK 16.5 246.47 3.00 0.0006578 0.127 0.510 2.46 OK 16.5 165.03 4.00 6.88776E-05 0.099 0.395 2.46 OK 16.5 81.44 6 1.8E-06 0.073 0.294 2.46 OK 2.410 B 26.00 16.5 243.21 2 0.002376778 0.140 0.559 2.46 OK 16.5 309.43 3.00 0.001386 0.152 0.607 2.46 OK 16.5 231.07 3.00 0.0005325 0.122 0.488 2.46 OK 16.5 154.72 4.00 5.57553E-05 0.096 0.382 2.46 OK 16.5 76.35 6 1.46E-06 0.072 0.288 2.46 OK 2.323 C 1 26.00 1 16.5 238.32 2 0.002223922 0.137 0.548 2.46 OK 16.5 1 289.64 1 3.00 0.00111611 0.144 0.575 1 2.46 OK 16.5 216.29 3.00 10.0004288 0.117 0.467 1 2.46 OK 16.5 144.82 4.00 1 4.48972E-05 0.093 0.370 2.46 1 OK 16.5 71.47 6 1.18E-06 0.070 0.282 2.46 OK 2.242 D 26.00 16.5 245.41 2 0.002448184 0.141 0.563 1 2.46 OK 16.5 272.23 3.00 0.0009109 0.137 0.548 2.46 OK 16.5 203.29 3.00 0.00035 0.112 0.449 2.46 OK 16.5 136.11 4.00 3.66452E-05 0.090 0.360 1 2.46 OK 16.5 67.17 6 9.6E-07 0.069 0.277 2.46 OK 2.197 E 26.00 16.5 270.00 2 0.003347024 0.155 0.620 2.46 OK 16.5 286.02 3.00 0.0010711 0.142 0.569 2.46 OK 16.5 213.59 3.00 0.0004115 0.116 0.463 2.46 OK 1 16.5 143.01 4.00 4.30867E-05 0.092 0.368 2.46 OK 16.5 70.58 6 1.13E-06 0.070 0.281 2.46 OK 2.302 F 26.00 16.5 295.12 2 0.004479885 0.171 0.685 2.46 OK 16.5 300.12 3.00 0.001254 0.148 0.592 2.46 OK 16.5 224.12 3.00 0.0004817 0.119 0.478 2.46 OK 16.5 150.06 4.00 5.0444E-05 0.094 0.377 2.46 OK 16.5 74.06 6 1.32E-06 0.071 0.285 2.46 OK 2.416 G 26.00 16.5 319.71 2 0.005822297 0.189 0.755 2.46 OK 16.5 313.92 3.00 0.0014528 0.154 0.614 2.46 OK 16.5 234.42 3.00 0.0005581 0.123 0.492 2.46 OK 16.5 156.96 4.00 5.84445E-05 0.096 0.385 2.46 OK 16.5 77.46 6 1.53E-06 0.072 0.289 2.46 OK 2.536 H 18.00 16.5 293.48 2 0.004398483 0.194 0.774 2.46 OK 16.5 292.30 3.00 0.0011501 0.168 0.673 2.46 OK 16.5 218.28 3.00 0.0004418 0.140 0.562 2.46 OK 16.5 146.15 4.00 4.6266E-05 0.116 0.463 2.46 OK 16.5 72.13 6 1.21E-06 0.093 0.372 2.46 1 OK 2.843 1 15.00 16.5 288.25 2 0.004147096 0.205 0.821 2.46 OK 16.5 284.08 3.00 0.0010474 0.180 0.721 2.46 OK 16.5 212.14 3.00 0.0004024 0.153 0.613 2.46 OK 16.5 142.04 4.00 4.21344E-05 0.129 0.516 2.46 OK 16.5 1 70.10 6 1.1E-06 0.107 0.427 2.46 OK 3.098 J 18.50 1 16.5 302.32 2 10.004847701 0.198 0.790 2.46 OK 16.5 1 297.94 1 3.00 0.00122431 0.168 0.674 1 2.46 OK 16.5 222.49 3.00 10.0004704 0.140 1 0.560 1 2.46 OK 16.5 148.97 4.00 4.92525E-05 0.115 0.458 2.46 OK 16.5 73.52 6 1.29E-06 0.091 0.366 2.46 OK 2.848 K 30.00 16.5 0.00 2 1.80851E-32 0.043 0.171 2.46 OK 16.5 270.73 3.00 0.0008947 0.129 0.518 2.46 OK 16.5 202.17 3.00 0.0003437 0.105 0.420 2.46 OK 16.5 135.37 4.00 3.59901E-05 0.083 0.332 2.46 OK 16.5 66.80 6 9.43E-07 0.062 0.250 2.46 OK 1.690 L 26.00 16.5 0.00 2 2.17807E-32 0.049 0.197 2.46 OK 16.5 297.67 3.00 0.0012207 0.147 0.588 2.46 OK 16.5 222.29 3.00 0.000469 0.119 0.475 2.46 OK 1 16.5 148.83 4.00 4.91062E-05 0.094 0.375 2.46 OK 16.5 73.45 6 1.29E-06 0.071 0.284 2.46 OK 1.919 M 26.00 16.5 197.55 2 0.001202763 0.117 0.468 2.46 OK 16.5 210.90 3.00 0.0003947 0.115 0.459 2.46 OK 16.5 157.49 3.00 0.0001516 0.097 0.389 2.46 OK 16.5 105.45 4.00 1.58792E-05 0.081 0.323 2.46 OK 16.5 52.04 6 4.16E-07 0.065 0.259 2.46 OK 1.898 N 26.00 16.5 239.41 2 0.002257226 0.138 0.550 2.46 OK 16.5 275.20 3.00 0.000944 0.138 0.553 2.46 OK 16.5 205.51 3.00 0.0003626 0.113 0.452 2.46 OK 16.5 137.60 4.00 3.79736E-05 0.090 0.361 2.46 OK 16.5 67.91 6 9.95E-07 0.069 0.278 2.46 OK 2.194 O 26.00 16.5 239.41 2 0.002257226 0.138 0.550 2.46 OK 16.5 275.20 3.00 0.000944 0.138 0.553 2.46 1 OK 16.5 205.51 3.00 0.0003626 0.113 0.452 2.46 OK 16.5 137.60 4.00 3.79736E-05 0.090 0.361 2.46 OK 16.5 67.91 6 9.95E-07 0.069 0.278 2.46 OK 2.194 P 26.00 16.5 178.38 2 0.000860879 0.109 0.435 2.46 OK 16.5 220.01 3.00 0.0004534 0.118 0.472 2.46 OK 16.5 164.29 3.00 0.0001742 0.099 0.397 2.46 OK 16.5 110.01 4.00 1 1.82401E-05 0.082 0.328 2.46 OK 16.5 1 54.29 6 4.78E-07 0.065 0.262 2.46 OK 1.894 O 1 26.00 1 16.5 241.68 2 0.002328251 0.139 0.555 2.46 OK 16.5 1 303.25 1 3.00 0.00129731 0.149 0.597 2.46 OK 16.5 226.45 3.00 10.0004984 0.120 1 0.481 2.46 OK 16.5 151.62 4.00 5.21859E-05 0.095 0.379 1 2.46 OK 16.5 74.83 6 1.37E-06 0.071 0.286 2.46 OK 2.298 R 26.00 16.5 246.57 2 0.002486002 0.142 0.566 2.46 OK 16.5 323.05 3.00 0.0015959 0.157 0.629 2.46 OK 16.5 241.23 3.00 0.0006131 0.126 0.502 2.46 OK 16.5 161.52 4.00 6.41991E-05 0.098 0.391 2.46 OK 16.5 79.71 6 1.68E-06 0.073 0.292 2.46 OK 2.380 5 15.00 16.5 224.59 2 0.001831072 0.168 0.672 2.46 OK 16.5 295.27 3.00 0.0011888 0.185 0.739 2.46 OK 16.5 220.50 3.00 0.0004567 0.156 0.625 2.46 OK 1 16.5 147.64 4.00 4.78226E-05 0.131 0.523 2.46 OK 16.5 72.86 6 1.25E-06 0.108 0.431 2.46 OK 2.990 T 16.50 16.5 231.15 2 0.002012163 0.163 0.653 2.46 OK 16.5 307.01 3.00 0.0013507 0.181 0.725 2.46 OK 16.5 229.26 3.00 0.0005189 0.151 0.605 2.46 OK 16.5 153.51 4.00 5.4337E-05 0.125 0.499 2.46 OK 16.5 75.76 6 1.42E-06 0.101 0.403 2.46 OK 2.883 U 12.00 16.5 209.68 2 0.001462101 0.183 0.732 2.46 OK 16.5 278.50 3.00 0.0009815 0.201 0.803 2.46 OK 16.5 207.97 3.00 0.0003771 0.174 0.697 2.46 OK 16.5 1 139.25 4.00 3.94829E-05 0.150 0.601 2.46 OK 16.5 68.72 6 1.03E-06 0.128 0.512 1 2.46 OK 3.346 V 19.00 16.5 236.70 2 0.002174875 0.155 0.622 2.46 OK 16.5 311.20 3.00 0.001412 0.172 0.688 2.46 OK 16.5 232.39 1 3.00 0.0005425 0.142 0.566 2.46 OK 16.5 155.60 4.00 5.68018E-05 0.115 0.459 2.46MOK 16.5 76.79 6 1.49E-06 0.091 0.362 2.46 OK 2.696 W 18.00 16.5 0.00 2 7.53702E-32 0.071 0.285 2.46 OK 16.5 284.16 3.00 0.0010484 0.165 0.660 2.46 OK 16.5 212.20 3.00 0.0004028 0.138 0.553 2.46 OK 16.5 142.08 4.00 4.21758E-05 0.114 0.458 2.4616.5 70.12 6 1.11E-06 0.092 0.369 2.46 OK 2.325 X 9.00 16.5 180.91 2 0.000901526 0.207 0.828 2.46 OK16.5237.84 3.00 0!0005853 0.223 0.891 2.46 OK 16.5 177.61 3.00 0.0002249 0.201 0.803 2.46 OK 16.5 11892 400 2.35454E-05 0.180 0.722 2.4616.5 58.69 6 6.17E-07 0.161 0.644 2.46 OK 3.888 Y 11.00 16.5 251.002 0.002635549 0.215 0.861 2.46 OK 16.5 22 0.39 3.00 0.0006926 0.200 0.800 2.46 OK 16.5 186.98 3.00 0.0002661 0.177 0.708 2.46 OK 16.5 125.19 4.00 2.78631E-05 0.156 0.623 2.4616.5 1 61.78 6 7.3E-07 0.136 0.543 2.46 1 OK 3.536 Shear Wall Overturning W L20 Roof DL= 20 psf Sds= 0.849 Floor DL= 32 psf .2'Sds= 0.1698 Roof LL= 25 psf Floor LL= 40 psf Wall SW= 15 psf Roof L6 L5 L4 L3 Holdmn Force Summary (ASD) Roof LS L4 L3 L2 o rr ��� •rr �mm�©®©�®®�m�moo©mmmm��®�®®o©�® r r �m�m.®mm©m•��m�mm,�m�mm000m©000momm ©���� •rr �m®®©�©�®®��m®QO©�����®®®0©�® r r ®��®®®©���m��®mmo©O�o00©momm ©���� •rr �m®®©�©�®®��m®QO©�����®®®0©�® r r ®��®®®©���m��®mmo©O�o00©momm o • rr ©®m��mom©o�������000��®��®mmm©����®m®®mom�m�mmt®m���mm0000000©m©mo o�©�m��mm®©om�mm��mm�mo®mmmm®����mmm���®m®mmom�m�m�mm,�m�moa000©mommom© o�©�m��mmo©omms�mm®�mmoom��m����mmom���®m��®momm�m�m�m���mm0000000©momo m�©�m��mm©©om�mm®�®�moam®mm���msmmomm�m������momm>sm��m��®mmamoo©om©m©mo m���� •rr oo®®o®©�®®mmm®©®©�mm��m�®moo©�® r r ����mo©���m���mmomo®©moomomo ® rrr ��� •rr �m�®©®©�®®���®QO©�������m0©�® r r �m��®®©���m���®®0®0�©Om©momm ® • rr ��� •rr �®m�©�©�®®®�mm0©©�����®�m0©�® r r ®�mm®®©���m���®®0®0�©Om©mmmm m • rr ©�m�oom�o®���mm®m®�©m��������o®ma����®ml�mm�®m•�m!�m�m�mmoomom©®ommmmo m • rr ©�m��mm®©o®ms�®mm��om®�����momo®���®mmmm©®m�m•��m�m.�m©omoo©moom©mo m�©�m��mm®©o���mm�m®moo�������mm©ma���®mm!®m©�®mm,m�mm���moamoo©000momo m�©�m��m®m©o�mm����m�®oo����®��mm©m�m�m`a®���m�mom�m�m•�m�m��mmmomoo©om©momo m . rr ©�m��mm®©o���m~a®��®o®�m�����mamm®�� r r ��®m�omo��m•�m'mtmm,®mm©omoo©mtommom© m�a®mmoom®omommm�®mmm©aa�m���m,mmooa���®gym®moa��®m�m�mmomom©o©©oomm m • rr o®mmm®mm©©oommm���mmo©o�m���m,®�moo���®®m�mmo��®mmm®mmmomoo©©oommmm omsa®mmmaoa0000mmm�000000a���000000a���000000a��®a00000�00000000000 m r r o®mmm®mam©oommm�m�mmm000�m��m��mmmoom���®�m�mmo��®m®mmmmom000©oommmm mms��m��aom®omo�mm��mm©©oa����mmmo©ate®��m®mmom®gym®m�mmamom©oo©oomo o • rr ©�m�®mmo©o®®�����®oom� r•r ���®mmom��mmm�m��momm��m�mm,m��mm0000©om©m©mo o�©�m��mmm©am®�ma���®oom���®m!®mmom��mm®���m©m���m���oma000©omomomo o • rr ©�m��mm®©om®�ma�®��omm� r•r ��®®mmom��m�m����momm��m�m�m�mlm00000©mmom©mo o�©�m�®mmm©am®�ma®���omm�����®mmom��mmm���mm©m���m���moa000©mmom©m© © • rr ©�m��mmo©om®�ma�m��moom� r•r ��®®mmom������®m©m���m���moo©oo©omom©mo o�©�m�®mmo©am®�ma���000m���m��®mmom��mm���m�momm��m�m�m��mmao©o©om©m©mn o • rr ©�m��mmm©om®�����moom� r•r ��m®mm©m���®��mmom���m��mmmoo©Doom©momo o rr ��� •rr mmmm©m©�®®m�mmo©©�mm�®�m�mo©�® r r �®�®mm©���m rr ®®mmoa©o©©mommmm © . rr o®o®oom�om®® rr ®®mm�ma©m®® rrr ®��m!®oo®� rr mm®���m®®� rrr �m®�m.mm■o©om©®o®mmmm o�©�m�aom�o®m��mm�mm.�©mm��m•�®®�®o®m����m���mmmmmtm�m�m�®mm©aoom©®o®mmm© © rrr ©�m��mm000m��ma®mmo©om���®®mmm©m����m®mmom���m���moo©000000m©mo ©�©�m�®mm®©om��mm®m�mlmoom��m•��m��mm©m�����m�m�m©mmmtm�m�m�®mamma©oo©omomomo o • rr ©�m�®mm®©om�mm®®�ma©Dom®m'm rr ���mm©mm�m����m��momm>sm��m :rr ��mm0000©om©momo o�©�m�®mm®aom��mm���o©om��m•���msmmom�����®mmommmtm�m�om��m�moa0000000m©mo o�©�m��mmm©o���mm®m®mo©m�mm���m���mom�m���m��®�mmm�m��mmtmm�m�mm0000©©m©mmmm © rr ��� •rr mmm®©m©�®®�mmmo©©mmmm��mm®mo©�® r r �®�®mm©���m�®mmmo©om©©mommmm o rr ��� •rr mmmm©m©�®®�mmoo©©mmmm��®memo©�® r r �®mmmm©���m�m�mm00000©oommmm © rr o®mmmoo®®omommm�mmmm©oo���®ammo©o�����m�mmo��®mmm®m,mmo©om©oo©momm ©mso®mmm�maoaaommm��mmm©oa����mmmmoa�����m�mma��®m�m�mmo©000©oommmm o rr ��� •rr �m®m©oar®®�m�mo©©mmmm����mmo©�® r r ®®m®mm©���m®m�mm0000©©oommmm o • rr ��� •rr ammo©oar®®�m�mo©©mmmm®��mmo©�® r r �®mmmm©���m�m�mm00000©oommmm m������m®a©oo�mm�®m�mooa�m�m��ma��mma�®��®m�mma�®gym®m�mmomoo©©mommmm m rr ��� •rr �m®m©oar®®mm�mo©©mmmm��m�mmo©�® r r ®mommmm©���m®m�mmom000©oommmm ids s VI - ji 017,1 = h' V `��s� �t z �6b r � �Z • �i � zs� 17 CS�q cu -,-� woc3) aN-Ium) S?1�1'�31�oJ o N `A'O 3 t �S 1 L sgZ = �• ► t-dvj wwi*vjq �1��SI =SZ'j• `�� ����►ZI = "�•�� f�� 1� - ,��-, �, Zoe d TV oL ! � . � v � � � = 5�� v1n -3wz/ s.s�Jom 0400 P 'ON 4of GSIADU 6Z-lM ' ewa 'ON 4e84S AS 4Ue110 UO(ID001 43GfOld UGB9)0'Pu0iWd Project �M�oN I7s � BY Sheet No. 1q:yff W L22 Location Date 5 I Z f 2 Client Revised Job No. Portland. Oregon Date D l#I-K Ac%PS Co►Ar-> b 10 "AS '%kr S4j� To aoom f �3m~ k-2�sRI, BEM is l WA u4 WMT Cc-1— N-0 coke e (A--ro b, \0.8 -ram l31 r 21D2 •33Ps� • 21.' = \,S Ci1o� FoQCM- I%tl1 (84')7-�� /2�' = 35►2 1� /1i4 2Sog t1�Tfc (14) loa VAkr� s; I'i r Its p�APK1aAAtar� SCAR: �5g�1� .g�� /26 �'ub = 185 1 NOT FOR CONSTRUCTION N� 3 CANTI N-S TYPICAL CASE (E-W IS SIMILAR) 11) n nn n c/ n n l 9 l 10 12 13 12'-6 1/4" 14'-4 1/T' T 6'- 2- 13'- 0' T 181- 6' 23'- 3 112' 28'- 6' 27'- 3 1/2' 13'- 8 3/4' T 9 - 5 3/4' 23'- T' GL51/2 12 GL51/2x12 2x10 i6' o.c. 51/2x12 I I I p � .c. GL51 12 I 2x10 Q i6"o.c. CUB 1/ 12 I GL51/ 12 I Q Q I J-1 III J-1 J-1 J-1 II J-1 J-1 Ill I J-1 Ill I 1-1 J-1 `3 III I� V II I�L1 IIH�IIII B 3 B A 4 AI B 2 B I g 14 1 A I lA141A A A A IJAI 4 JA B 2 B I IS 1I2x12 A 2 A GUS 1/2x1 O 2.10 18"o.c. G. 112.12 ¢ J-1 m Q B4B Q Q J-1 IIII n J-1 J-1 J 1 J-2 III III I Ill I � Q � B 3 B i6�o.c�. B IIIB3B GL5 /2x12 B 4 B B 3 B _ A 3 A A 3 A A 3 AI Al3 1 A A 3 A A 3 A J-1 J-1 J-1 III J-1 J-1 J-1 J-1 III J-1 J-1 Ill J-1 J-1 Ill J-1 J-1 III J-1 J-1 III J-1 I Ld I I II ld� LEVEL 3 FLOOR PLAN 1/A' = 11 \% E-W CANTILEVER / FRAMING PLAN NOTES 1. O ®0 INDICATES LOCATION AND TYPE OF SHEAR WALL (9) PER SHEAR WALL ® SCHEDULE SHOWN ON I/S7.03 AND INDICATES HOLDOWN B RUN TYPE (X) PER HOLDOWN SCHEDULE SHOWN ON BISTIM. WALL STUDS TO BE 2x61,16' o.c. 2. 0 INDICATES A STUD LOAD BEARING WALL w/ 2x8 STUDS @ 16' o.c. ATTACH GYPSUM WALL BOARD TO STUDS W ITH SJ xi &4" WALLBOARD NAILS @ ]" O.c. REF. 9IST.01 FOR TYPICAL WALL FRAMING AND ARCHITECTURAL DETAILS ANO PLANS FOR ANY INFORMATION NOT GIVEN. 3. L _ _ _ _ -1 INDICATES BEARING OR SHEAR WALL BELOW. INDICATES STUD WALL CONSISTING OF FRT LUMBER. 4. INDICATESZONEATTHE ENDS OF SHEARWALLS FOR COMPRESSION POSTS AND HOLDOWN RODS (SEE NOTE i). PER S].04 FOR DETAILS, THIS ZONE ISAPPROXIMATELV 24' WIDE AND NO PLUMBING, MECHANICAL, OR ELECTRICAL COMPONENTS SHALL RUN HORIZONTALLY OR VERTICALLY D�\ C THROUGH THIS ZONE. 5. REF.SIST.01 AND 5IS7.03 FOR TYPICAL TOP CHORD SPLICE. B. D-X INDICATES SPAN DIRECTION OF SHEATHING. PER I IS7.01 FOR �\ D SCHEDULE. COORDINATE LOCATIONS OF FLOOR DEPRESSIONS, OPENINGS, DRAINS OR STEPS WITH ARCHITECT TYPICAL. E e. PROVIDE DIAPHRAGM EDGE NAILING TO ALL JOIST, PLATES, OR BLOCKING IN LINE OR CONNECTED TO SHEAR WALLS. 9. REF. 2/S7.01 FOR SIZES OF ALL HEADERS NOT NOTED. ALL HEADERS SHALL BEAR ON A MINIMUM OF ONE 2x TRIMMER STUD U.N.O. REF. ARCHITECTURAL DRAWINGS FOR OPENING SIZES AND LOCATIONS TYPICAL. 10. COORDINATE MECHANICAL PENETRATIONS WITH ARCHITECTURAL AND MECHANICAL DRAWINGS. 11. REF. SHEETS) S7.01 FOR NOTCH AND HOLES ALLOWANCES AT STUDS, JOISTS, AND WALL PLATES. 12. REF. DETAILS 12/ST.01 AND 1&S7.01 FOR NON -BEARING F PARTITIONWALLDETAILSATFLOORANDROOF. NON -BEARING WALL PARTITIONS ARE NOT SHOWN. PER ARCH. FOR LAYOUT. 13. REF. S7.05 FOR STAIR FRAMING PLANS. 14. REF ARCH. DRAWL NGS FOR ALL DIMENSIONS NOT SHOWN ON FRAMING PLANS. 15. INDICATES JOIST TYPE DO PER SCHEDULE BELOW. WOOD JOIST SCHEDULE � G \ MARK TYPE HANGER ���///I J-1 11 ' TJ ]/8I 230 Q 16' o.c. MITIDGF J-2 11 7/8' TJI SA Q 16' o.c. MITIDGF K) 38 NORTHWEST OAVIS, SUITE 300 PORTWJD, OR 9T209 503.245.7100 1505 5TH AVE. SUITE 300 l�ff S115W Fikh Ave., Suite 2500 Partlantl, OR 9R00 0:.22].3251 F: — 503.22].]980 www koff com PN P. Iry0Q9 ti LEVEL 3 FLOOR PLAN PRICING SET 1 10/28/2019 1 21900393-R20 1q)ff Porlf(n .Oregon Project 1~ rj Y`btJ as By ACC Sheet No. WL24 Location Dote .� �12, f ?' Clent Revised Job No. Date bAIM44kArn blaPvv"M 21-'V 1 IN EN- C1kPC TtoN, o,,j Cae\p 5 + ,O.S 23 - •23' - 49` Z. 4(.t w,\k A \6, (/IkZ\A3) �t!>ot�li %32' �3iBps� •l�o�= b���-11u �l,�t ' 1ti5= 5949 CkSb , r L a4 AL l�� Ir-o '► 1� `ASS .23.18 L4T' 4- 3,5'X151.L4 25) 315Lbos ww- env = 15 �"�5b 16 /iSl = 2SOtt � cRuf� G23. 18 psi •25' • 6I,s' �l,y - 1,25= 5683 16s, PPo.I \ off. 8.285 �4 2 29% 11j 34o3 I�Zs NOT FOR CONSTRUCTION W L25 n8 n9 10 12 13 12'-6 1/4" 14'-4 1/T' 6'- 2' 13'- 0' T 181- 6' 23'- 3 112' 28'-6" 2T- 3 la" 1T- 8 W4- 9'-53/4" 23'- T' TYP' 12 35 PSF GL5112.12 ST.O6 I I I II II I II I II I II II I I 14 II JI L 4 S].02 H = TYP. ----- ------ ---' 03 ti TVP. I� L`,I w t)wwrt II OOK� � 1 II II I I 1� I F wog S].OB II II II II P II II I I I I II II o] ' 3TRAP/BLOOKINO I II iIt I I „ cL1nz4 m _ ___________F___ II ____ __-I_______TF______ G151/1% � I S]D2 II II II �I II " TVP. II II II II II IS PSF TVP. 13 ST.02 ILL-1 NIS@24"o.c. BELOW,/4 _ ___________________ - I li I�------- r k ] rr__________ `-------- to III _ 4xfi DRAG A - - WST --- ---------- DOOR RECETSS, n-P 35 PSF TYP. 12 S].@ HOIST BEAM BELOW S5 HOIST BELOW J BEAM it II 15 II S].02 II III 13 TVP. II SI.02 o � II J1 I J I I L ____ __= I r II III -___-], - - - - - -- -- ----- ---- 15 PSF ST.03 III om � 35 PSF ` 35 PSF n rr - - I� ST.02 r _ _ _ II r TVP. II `3 TYP. 12 tj GL51212 35 PSF 0 .� u- II ---------- -----II ___ ---II ---1 m ___ --I __ Ir iz T1P. 1z titi �rL� �rJ �rJ �rl �r) �rJ s]oz TYP. sT.oz FF J1 35 PSF IIL� ILL- ILL- ILL- ILL- l l l LL- l LL- l o II ,I III II TVP. 14 S7.02 W PSF TYP. 14 SI.02 ROOF PLAN ROOF FRAMING PLAN NOTES 1. <`" INDICATES ROOF RIDGE LINE. J3 INDICATES ROOF VALLEY LINE. 4. D-X REF&S].01 AND 597.03 FOR TYPICAL TOP CHORD SPLICE. INDICATES SPAN DIRECTION OF SHEATHING. REF. 1/51.01 FOR SCHEDULE. X PSF® 5. X.X. INDICATES X PSF SNOW DRIFT IN ADDITION TO THE BASE SNOW LOAD SHOWN IN THE GENERAL NOTES. 6. INDICATES EXTENT OF TRUSS OVER -FRAMING TO BE PROVIDED BY ® TRUSS SUPPLIER. T. REF.ARCH. DRAWINGS FOR ALL DIMENSIONS NOT NOTED. 1. 8. PROVIDE DIAPHRAGM EDGE NAILING TO ALL JOISTS, PIATES, OR DC IN LINE OR CONNECTED TO SHEAR WALLS. P. [____] INDICATES BEARING OR SHEAR WALL BELOW. ` 10. COORDINATE MECHANICAL PENETRATIONS WITH ARCHITECTURAL D ���//// AND MECHANICAL DRAWINGS. E D ) H D 38 NORTHWEST DAVIS, SURE 300 PORTLAND, OR 97209 I'qjff S115W FRI Ave., Suite — P0:503., OR3251 0:—..22].3251 F: 503.22].]980 www k ff com PN P. Iry0Q9 i (fl 0 rn in Z 0 o Z C7 z O = L u 1n LL O O0 UU O Z O 9 0 = c r Z z p W Z N N Q c� U a ROOF PLAN PRICING SET 1 10/28/2019 1 21900393-R20 Project v rn, 0 VA ps By Ac— skeet No. Location Date 5112 WL26 kpff Client Revised Job No. Podland, Oregon t- �,'r'Fi�� Date p�NAlA4L-1M �� LEc.Tco6-o-AcA Z APARk:im AT LARwra owiT) % -- 5 kso) (v), � - .013 ,N WALL � _ , 292- 1 , 2 �2 = , 2�'� (or L3, Cjj IT\ck` case z VAfRX-irk ,'. Ck 'fb 1 UEA1-\-M AP, 'R\GI p Project L�M gy ? . Sheet No. 1 1q)ff Location / Date 5�11 (� WL27 Client Revised Job No. Portland, Oregon Lam. ^w L Dote 11��1J A EA ( ISR61A T Ca KNIFE = 2 4- l2 t � � z � 4e4 2 C Uc =. b5 • �I 5c�oo 8`� �N' 144k TLk 1.4 = �It�ik. 4 ,q •31�,y42 r 3i* Mr%. T4 �Ti A) _ -l2,yk ' �,� 31,4 4-39,9k Dti l Project E WA By AC Sheet No. lq)ff Location Date t WL28 Client Revised Job No. Por9ana. Oregon Date Wmt q�,es % 13t61�, SHCXR = SDJ k E-y-J ' 2t2-8 tN 501 k/ 2.29 t t 22o k. 1 ►,, = 2 Y� I'l k lSa k/ tJ 1k hl%� s / � �Nc , t=woes: $Ash �S41C-- ?2 1g91 k N -S = t 3� ►,� k = I 1 k l = 4S9 2. ►39 I,� 45I2 �Rlop b.1cAi� SrR\X TuRG ALuJE WIJOUQ tQILZV-i0i S T ,02(16)'Is:-H544 K� Nku�sI5 Podium Lateral PI-1 Project: Edmonds Senior Living By: SAT Sheet No. L-0 Location: Edmonds WA Date: 05/21/21 Client: Ankrom Moisan Revised: Job No. 21900383 Subject: Date: Lateral Design - Podium PI-2 Project: Edmonds Senior Living By: SAT Sheet No. Location: Edmonds WA Date: 07/12/19 L-1 Client: 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. PO Project: Edmonds Senior Living By: SAT Sheet No. Location: Edmonds WA Date: 07/12/19 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 PL4 Project: Edmonds Senior Living By: SAT Sheet No. Location: Edmonds WA Date: 07/12/19 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 PL5 Project: Edmonds Senior Living By: SAT Sheet No. Location: Edmonds WA Date: 07/12/19 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 PL6 Project: Edmonds Senior Living By: SAT Sheet No. Location: Edmonds WA Date: 07/12/19 L-2.4 Client: Ankrom Moisan Revised: Job No. Subject: Date: 21900383 Seismic Mass Summary - Columns No. Of Average Size H Wgt Level Columns (in') (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) (ftZ) PSF Leven 161 24,806 6.5 Level 100 25,843 3.9 Level 0 0 #DIV/0I PI-7 Project: Edmonds Senior Living By: SAT Sheet No. Location: Edmonds WA Date: 05/21/21 L-2.5 Client: Ankrom Moisan Revised: Job No. 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 PL8 Project: Edmonds Senior Living By: SAT Sheet No. Location: Edmonds WA Date: 05/21/21 L-3 Client: Ankrom Moisan Revised: Job No. Subject: Date: 21900383 Model Verification Z PL9 Project: Edmonds Senior Living By: SAT Sheet No. L-3.1 Location: Edmonds WA Date: 05/21/21 Client: Ankrom Moisan Revised: Job No. 21900383 Subject: Date: Model Verification - Mass Hand Calc - Etabs Mass Comparison Etabs Model Hand Calc mass Weight Weight Level lb-s2/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% PL10 Project: Edmonds Senior Living By: SAT Sheet No. Location: Edmonds WA Date: 05/21/21 L-3.2 Client: Ankrom Moisan Revised: Job No. Subject: Date: 21900383 Model Verification - Wall Modeling ti3 Wall Property Data General Data Property Name 12 SShear b,3r Property Type Speafied Wall Matenal O Notional Size Data Moddy/Show Notional Size... Modeling Type -111 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 PL11 Project: Edmonds Senior Living By: SAT Sheet No. Location: Edmonds WA Date: 05/21/21 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 L "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 IlJ System Overstrength, Omega I 2.5 Deflection Amplification, Cd IIJ 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 0 r— — I 1.273 I � 0.497 I _I 12 sec D I' 1.503 0.84s7 0- Cancel PL12 Project: Edmonds Senior Living By: SAT Sheet No. L-3.4 Location: Edmonds WA Date: 05/21/21 Client: 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— — — — — — — — 1,890-1 0 2,612 38.2% Wood Seismic X (LRFD) i 847 700 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 PL13 Project: Edmonds Senior Living By: SAT Sheet No. Location: Edmonds WA Date: 05/21/21 G-4 lqjff Client: Ankrom Moisan Revised: Job No. Subiect: Date: 21900383 Site Ground Motions SS = 1.273 g { List where data was obtained, e.g. USGS or geotech report } S, = 0.497 g { List where data was obtained, e.g. USGS or geotech report } Use Site Class: D Fa = 1.00 { From Table 11.4-1 } F� = 1.50 { From Table 11.4-2 } SMS = 1.273 g { Sans = Ss * Fa } SMI = 0.747 g { SMI = SI * F� SDs = 0.849 g SDs = 2/3 * SMs } SDI = 0.498 g f{ l SDI = 2/3 * SM1 } To= 0.117s {To=0.2*Ts} Ts= 0.587s {Ts=SDI /SDs} TL = 12.0 s { From Chapter 22 } Ta = 0.24 s { Building Period per ASCE 7-10 Eq. 12.8-7 } T = 0.24 s { Building Period from Dynamic Analysis } C = 1.4 { Coefficient for Upper Limit on Calculated Period from Table 12.8-1 } USE T = 0.24 s { Include Uperbound Limit on T per ASCE 7-10, Section 12.8.2 } Sa = 1.39 g { Sa = SDs* (0.4 + 0.6 T / TD) for (T < TO) per Section 11.4.5.1 } or Sa = 0.85 g { Sa = SDs for (To < T < Ts) per Section 11.4.5.2 } or Sa = 2.05 g { Sa = SDI / T for (T > Ts) per Section 11.4.5.3 } or Sa = 101.20 g { Sa = SDI * TL / TZ for (T > TO per Section 11.4.5.4 } USE Sa = 0.85 g Design Response Spectrum 0.900 g 0.800 g : i RC II Code DE (2/3 MCEr) 0.700 g i Sie Specific - MCER 0.600 g L v 0.500 g v ' Q 0.400 g - 0.300 g U cu 0.200 gCL i C 0.100 i g 0.000 g 0.00 0.50 1.00 1.50200 2.50 3.00 3.50 4.00 Period, T (sec) PL14 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: 05/21/21 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 PL15 Project: Edmonds Senior Living By: SAT Sheet No. Location: Edmonds WA Date: 05/21/21 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. PL16 Project: Edmonds Senior Living I By: SAT Sheet No. L-6 Location: Edmonds WA I Date: 05/21/21 Client: Ankrom Moisan Revised: Job No. 21900383 Subject: Date: Wall Pier Level fy= 60,000 PS p = 1.3 Floor Height (ft) CS-S Level 1/Ground 15 Cl-E Pi 11.75 CI-E Level l/Ground 15 Cl-N Pi 11.75 CS-N Level 1/Ground 15 Cl-W Pi 11.75 Cl-W Level l/Ground 15 C2-5-1 Pi 11.75 C2-S-I Level l/Ground 15 C2-E P1 11.75 C2-E Level 1/Ground 15 C2-NI P1 11.75 C2-NI Level l/Ground 15 C2-N2 Pi 11.75 C2-N2 Level 1/Ground 15 C2-N3 P1 11.75 C2-N3 Level l/Ground 15 C2-WI P1 11.75 C2-WI Level l/Ground 15 C2-W2 Pi 11.75 C2-W2 Level l/Ground 15 C3-S-1 Pi 11.75 C3-S-1 Level 1/Ground 15 C3-S-2 Pi 11.75 C3-5-2 Level l/Ground 15 C3-E Pi 11.75 Direction E/W Direction A„= 1.33 N/S Direction A. 1.00 f'c(psi) L„„ii(ft) Torsional Amplification Factor Torsional Amplification Factor Shear Reinforcing t_n(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/5 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/5 6,000 5.9 12 2 #4 4 E/W 6,000 21.2 12 2 #4 16 E/W 6,000 21.2 12 2 #4 16 N/5 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/5 6,000 14.0 12 2 #4 16 N/S 6,000 14.0 12 2 #4 12 N/S 6,000 16.5 10.25 2 #4 12 N/5 6,000 16.5 11.92 2 #4 12 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/S 6,000 11.0 12 2 #4 6 56.7 124.5 -4.9 91.6 62.2 143.3 2.9 84.1 0.2 156.3 -13.6 62.1 -2.4 40.6 -7.4 77.4 3.2 16.2 2.9 165.8 8.4 139.8 23.7 39.9 17.2 63.2 1.8 Vcoocrexe (kips) V V+Eo, V -E« 116.8 114.3 119.3 208.1 201.4 214.8 11.7 16.9 6.6 141.6 125.3 158.0 121.9 124.2 119.7 219.5 216.8 222.3 6.3 5.6 7.1 145.9 118.5 173.3 22.0 18.1 25.8 213.9 215.7 212.1 -12.9 -15.1 -10.8 94.8 106.8 82.8 0.3 -0.1 0.7 61.3 67.1 55.6 -0.1 -0.3 0.1 118.6 126.9 110.2 7.1 7.6 6.6 27.2 28.6 25.7 25.5 22.4 28.7 225.9 228.8 223.0 38.8 35.7 41.9 188.5 195.4 181.6 45.2 47.0 43.3 66.7 61.9 71.5 38.6 36.7 40.5 103.9 104.9 102.9 10.8 11.7 9.8 V T-i- V To-n a, 2.5 3.3 6.7 8.9 5.1 5.1 16.3 16.3 2.2 3.0 2.7 3.7 0.8 0.8 27.4 27.4 3.9 5.2 1.8 2.4 2.1 2.1 12.0 12.0 0.4 0.6 5.7 7.6 0.2 0.3 8.4 11.2 0.5 0.7 1.5 1.9 3.1 3.1 2.9 2.9 3.1 3.1 6.9 6.9 1.9 2.5 4.8 6.4 1.9 2.5 1.0 1.3 0.9 0.9 .i;n(kips) Vn(kips) DCR 229.8 1170.8 0.26 444.0 1170.8 0.51 28.3 566.1 0.07 324.4 566.1 0.76 243.2 952.1 0.34 476.4 1157.9 0.55 13.0 764.1 0.02 334.6 558.0 0.80 35.5 1088.9 0.04 484.4 1088.9 0.59 37.2 488.9 0.10 219.5 472.2 0.62 4.3 398.8 0.01 142.5 398.8 0.48 10.1 1039.6 0.01 269.3 976.4 0.37 14.4 204.3 0.09 58.9 204.3 0.38 41.0 720.5 0.08 513.0 804.5 0.85 65.4 867.6 0.10 435.7 944.3 0.62 92.7 926.3 0.13 146.9 1132.2 0.17 75.9 1132.2 0.09 218.9 1132.2 0.26 17.5 896.1 0.03 PL17 Project: Edmonds Senior Living I By: SAT Sheet No. L-6 Location: Edmonds WA I Date: 05/21/21 Client: Ankrom Moisan Revised: Job 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 Vcon- (kips) Wall Pier Level Floor Height (ft) Direction f'c (psi) Ly,,;; (ft) t_n (in) Layers Size Spacing V_ (kips) V V + Eo, V - E« V T;nn V 7nr,;nn p„ V- n (kips) Vn (kips) DCR C3-E Level l/Ground 15 N/S 6,000 8.0 12 2 #4 4 81.8 153.4 182.3 124.4 29.0 29.0 343.3 776.8 0.59 C3-N P1 11.75 E/W 6,000 22.0 12 2 #4 16 72.9 138.8 141.7 135.9 2.9 3.8 280.1 1132.2 0.33 C3-N Levell/Ground 15 E/W 6,000 22.0 12 2 #4 16 146.3 234.9 232.3 237.4 2.5 3.4 499.9 1132.2 0.59 C3-W P1 11.75 N/S 6,000 8.0 12 2 #4 12 -5.6 -2.7 -9.8 4.4 7.1 7.1 20.0 459.7 0.06 C3-W Level l/Ground 15 N/S 6,000 11.0 12 2 #4 8 92.6 154.0 171.5 136.5 17.5 17.5 343.4 764.1 0.60 C4-W Pi 11.75 N/S 6,000 13.8 12 2 #4 9 17.0 44.9 44.1 45.7 0.8 0.8 81.6 900.1 0.12 C4-W Level l/Ground 15 N/S 6,000 13.8 12 2 #4 9 99.8 165.4 140.3 190.5 25.1 25.1 377.5 900.1 0.56 PL18 �7 91 as Wig fExx = 70 ksi f = 0.75 (weld) f = 0.70 (embed) Core 1: E/W Core Forces VL2 = 0 kips VLl = 444 kips VP1 = 230 kips uLeve13 = 0.0 kip/ft ULeve12 = 9.8 kip/ft uL-11= 5.2 kip/ft Level 2: Project: Edmonds Senior Living Location: Edmonds WA Client: Ankrom Moisan Subject: Concrete Wall/Slab Connections fy = fy = f= L-11_3_E/W = ft L-112_E/w= 45.25 ft Lwa11_1_E/W= 41.25 ft By: SAT Sheet No. L-6.1S Date: 05/21/21 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 = 0.88 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 f V" = 14.7 kips/ft DCR = 0.35 PL19 �7 91 as Wig fExx = 70 ksi f = 0.75 (weld) f = 0.70 (embed) Core 1: E/W Core Forces VL2 = 0 kips VLl = 476 kips VP1 = 243 kips uLeve13 = 0.0 kip/ft u Leve12 = 10.5 kip/ft uL-11= 5.7 kip/ft Level 2: Project: Edmonds Senior Living Location: Edmonds WA Client: Ankrom Moisan Subject: Concrete Wall/Slab Connections fy = fy = f= L-11_3_E/W = ft L-112_E/w= 45.25 ft Lwa11_1_E/W= 41.25 ft By: SAT Sheet No. L-6.1N Date:05/21/21 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 = 0.94 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 f V" = 14.7 kips/ft DCR = 0.38 PL20 Project: Edmonds Senior Living By: SAT Sheet No. L-6.1E Location: Edmonds WA Date: 05/21/21 Client: Ankrom Moisan Revised: Job No. 21900383 Subject: Date: fExx = f = f = Concrete Wall/Slab Connections 70 ksi fy = 60 ksi 0.75 (weld) fy = 36 ksi 0.70 (embed) f = 0.90 (steel) (rebar) (angle) Core 1: N/S Core Forces (East Wall) VL2 = 0 kips Lwall_3_N/s- 11 ft VL1= 324 I kips all_2_E/W= 11 ft VP1 = 28 kips Kva11_1_E/W = 11 ft uL-13 = 0.0 kip/ft u Lev02 = 29.5 kip/ft u Leash= 26.9 kip/ft Level 2: Drag Bar: 2 #8 T" = 95 kips Shear Bar Size #5 Spacing 8 in o.c. V" = 16.74 kips/ft DCR = 0.98 Level 1: Drag Bar: 0 #8 T" = 0 kips V" = 50.4 kips/stud (per attached) Slab embed Vn = 75.6 kips/ft Weld Size 3/8 in L= 6 in/1'-0" Slab embed to Angle V" = 66.8 kips/ft Angle t = 5/8 in L = 12 in/1'-0" Angle Shear Vn = 162.0 kips/ft Weld Size 5/16 in L = 4 in/1'-0" Angle to wall embed V" = 74.2 kips/ft Vn = 36.7 kips (per attached) Wall Embed Vn = 73.4 kips/ft f V" = 50.1 kips/ft DCR = 0.54 PL21 Project: Edmonds Senior Living By: SAT Sheet No. Location: Edmonds WA Date: 05/21/21 L-6.2N Client: Ankrom Moisan Revised: Job No. Subject: Date: 21900383 Concrete Wall/Slab Connections fExx = 70 ksi fy = 60 ksi (rebar) f = 0.75 (weld) fy = 36 ksi (angle) f = 0.70 (embed) f = 0.90 (steel) Core 2: E/W Core Forces (North Side) VL2= 0 kips Lwall_3_E/W= 21.50 ft VL1= 471 kips Lwall_z_E/W= 21.50 ft VP1= 29 kips Kva11_1_E/W= 21.50 ft uL-13 = 0.0 kip/ft u Lev02 = 21.9 kip/ft u Leash= 20.6 kip/ft Level 2: Level 1: Bar Size 46 Spacing 6 in o.c. V = 31.7 kips/ft DCR = 0.92 Bar Size 46 Spacing 6 in o.c. V = 31.7 kips/ft DCR = 0.87 PL22 Project: Edmonds Senior Living By: SAT Sheet No. Location: Edmonds WA Date: 05/21/21 L-62.S Client: Ankrom Moisan Revised: Job No. Subject: Date: 21900383 Concrete Wall/Slab Connections fExx = 70 ksi fy = 60 ksi (rebar) f = 0.75 (weld) fy = 36 ksi (angle) f = 0.70 (embed) f = 0.90 (steel) Core 2: E/W Core Forces (South Side) VL2 = 0 kips Lwall_3_E/w= 21.50 ft VL1 = 484 kips Lwan_2_E/w= 21.50 ft VP1= 35 kips Kva11_1_E/w= 21.50 ft uL-13 = 0.0 kip/ft u Lev02 = 22.5 kip/ft u L-11= 20.9 kip/ft Level 2: Drag Bar: 3 #8 L = 10 ft T = 142 kips DCR = 0.91 Bar Size #6 Spacing 9 in o.c. V = 21.1 kips/ft DCR = 0.74 Level 1: Drag Bar: 3 #8 L = 10 ft T = 142 kips DCR = 0.85 Bar Size #6 Spacing 9 in o.c. V = 21.1 kips/ft DCR = 0.68 PL23 Project: Edmonds Senior Living By: SAT Sheet No. Location: Edmonds WA Date: 05/21/21 L-6.2E Client: Ankrom Moisan Revised: Job No. Subject: Date: 21900383 Concrete Wall/Slab Connections fExx = 70 ksi fy = 60 ksi (rebar) f = 0.75 (weld) fy = 36 ksi (angle) f = 0.70 (embed) f = 0.90 (steel) Core 2: N/S Core Forces (East Side) VL2 = 0 kips Lwall_3_E/W= 9.50 ft VL1= 219 kips Lwan_2_E/W= 9.50 ft VP1 = 37 kips Kva11_1_E/W= 9.50 ft uL-13 = 0.0 kip/ft u Lev02 = 23.1 kip/ft u L-11= 19.2 kip/ft Level 2: Drag Bar: 2 #g L = 10 ft T = 95 kips DCR = 0.87 Bar Size #6 Spacing 9 in o.c. V = 21.1 kips/ft DCR = 0.47 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 = 0.81 PL24 Project: Edmonds Senior Living By: SAT Sheet No. Location: Edmonds WA Date: 05/21/21 L-6.2W Client: Ankrom Moisan Revised: Job No. Subject: Date: 21900383 Concrete Wall/Slab Connections fExx = 70 ksi fy = 60 ksi (rebar) f = 0.75 (weld) fy = 36 ksi (angle) f = 0.70 (embed) f = 0.90 (steel) Core 2: N/S Core Forces (West Side) VL2 = 0 kips Lwall_3_E/W= 0.00 ft VLL= 949 kips Lwan_2_E/W= 29.08 ft VPl = 106 kips Kvau_I_E/W= 29.08 ft u L-13 = #DIV/01 kip/ft u Lev02 = 32.6 kip/ft u Leash= 29.0 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 = 0.81 PL25 Project: Edmonds Senior Living By: SAT Sheet No. Location: Edmonds WA Date: 05/21/21 L-6.3S Client: Ankrom Moisan Revised: Job No. Subject: Date: 21900383 Concrete Wall/Slab Connections fExx = 70 ksi fy = 60 ksi (rebar) f = 0.75 (weld) fy = 36 ksi (angle) f = 0.70 (embed) f = 0.90 (steel) Core 3: E/W Core Forces (South) VL2 = 0 kips Lwall_3_E/w= 49 ft VLL = 366 kips Lwan_2_E/w= 49 ft VP1 = 169 kips Lwa11_1_E/W = 36.75 ft uL-13 = 0.0 kip/ft DLev02 = 7.5 kip/ft uL-11= 5.4 kip/ft Level 3: Vn = 16.7 kips/stud (per attached) Slab embed V" = 33.4 kips/ft Weld Size 1/4 in L = 21 in/2'-0" Slab embed to Angle V" = 77.9 kips/ft Angle t = 3/8 in L = 21 in/2'-0" Angle Shear V" = 85.1 kips/ft Weld Size 1/4 in L = 21 in/2'-0" Angle to wall embed V" = 39.0 kips/ft Vn = 20.3 kips (per attar Wall Embed V" = 40.7 kips/ft f V" = 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 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 f V" = 14.7 kips/ft DCR = 0.51 Level 1: Vn = 14.0 kips/stud (per attached) Slab embed V" = 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 V" = 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 V" = 40.7 kips/ft f Vn = 14.7 kips/ft DCR = 0.36 PL26 Project: Edmonds Senior Living By: SAT Sheet No. Location: Edmonds WA Date: 05/21/21 L-6.3N Client: Ankrom Moisan Revised: Job No. Subject: Date: 21900383 Concrete Wall/Slab Connections fExx = 70 ksi fy = 60 ksi (rebar) f = 0.75 (weld) fy = 36 ksi (angle) f = 0.70 (embed) f = 0.90 (steel) Core 3: E/W Core Forces (North) VL2 = 0 kips Lwall_3_E/w= 49 ft VLl = 500 kips Lwan_2_E/w= 49 ft VP1 = 280 kips Lwa11_1_E/W = 36.75 ft uL-13 = 0.0 kip/ft DLev02 = 10.2 kip/ft uL-11= 6.0 kip/ft Level 3: Vn = 16.7 kips/stud (per attached) Slab embed V" = 33.4 kips/ft Weld Size 1/4 in L = 21 in/2'-0" Slab embed to Angle V" = 77.9 kips/ft Angle t = 3/8 in L = 21 in/2'-0" Angle Shear V" = 85.1 kips/ft Weld Size 1/4 in L = 21 in/2'-0" Angle to wall embed V" = 39.0 kips/ft Vn = 20.3 kips (per attar Wall Embed V" = 40.7 kips/ft f V" = 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 V" = 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 V" = 311.8 kips/ft Vn = 20.3 kips (per attached) Wall Embed Vn = 40.7 kips/ft f V" = 14.7 kips/ft DCR = 0.69 Level 1: Vn = 14.0 kips/stud (per attached) Slab embed V" = 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 V" = 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 V" = 40.7 kips/ft f Vn = 14.7 kips/ft DCR = 0.41 PL27 Project: Edmonds Senior Living By: SAT Sheet No. Location: Edmonds WA Date: 05/21/21 L-6.3W Client: Ankrom Moisan Revised: Job No. Subject: Date: 21900383 Concrete Wall/Slab Connections fExx = 70 ksi fy = 60 ksi (rebar) f = 0.75 (weld) fy = 36 ksi (angle) f = 0.70 (embed) f = 0.90 (steel) Core 3: E/W Core Forces (West) VL2 = 0 kips Lwall_3_E/W= 10.5 ft VL1= 343 kips I all_2_E/W= 10.5 ft VP1 = 20 kips Kva11_1_E/W = 10.5 ft uL-13 = 0.0 kip/ft DLev02 = 32.7 kip/ft u L-11= 30.8 kip/ft Level 3: Vn = 16.7 kips/stud (per attached) Slab embed V" = 33.4 kips/ft Weld Size 1/4 in L = 21 in/2'-0" Slab embed to Angle V" = 77.9 kips/ft Angle t = 3/8 in L = 21 in/2'-0" Angle Shear V" = 85.1 kips/ft Weld Size 1/4 in L = 21 in/2'-0" Angle to wall embed V" = 39.0 kips/ft Vn = 20.3 kips (per attar Wall Embed V" = 40.7 kips/ft f V" = 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 V" = 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 V" = 389.7 kips/ft Vn = 36.7 kips (per attached) Wall Embed Vn = 73.4 kips/ft f V" = 51.4 kips/ft DCR = 0.64 Level 1: Vn = 50.4 kips/stud (per attached) Slab embed V" = 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 V" = 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 V" = 73.4 kips/ft f Vn = 51.4 kips/ft DCR = 0.60 PL28 Project: Edmonds Senior Living By: SAT Sheet No. Location: Edmonds WA Date: 05/21/21 L-6.4 Client: Ankrom Moisan Revised: Job No. Subject: Date: 21900383 Concrete Wall/Slab Connections fExx = 70 ksi fy = 60 ksi (rebar) f = 0.75 (weld) fy = 36 ksi (angle) f = 0.70 (embed) f = 0.90 (steel) Core 4: N/S Core Forces VL2 = 0 kips Lwall_3_E/w= 16.75 ft VL1 = 377 kips Kvall_2_E/w= 16.75 ft VP1= 82 kips Lwa11_1_E/w= 16.75 ft uL-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 = 0.74 N J d PL30 Project: Edmonds Senior Living By: SAT Sheet No. Location: Edmonds WA Date: 05/21/21 L-7.1 Client: Ankrom Moisan Revised: Job No. Subject: Date: 21900383 Core 1 A G, OPIS,— PL31 Project: Edmonds Senior Living By: SAT Sheet No. Location: Edmonds WA Date: 05/21/21 L-7.2 Client: Ankrom Moisan Revised: Job No. Subject: Date: 21900383 Core 2 G2_ goo". • PL32 Project: Edmonds Senior Living By: SAT Sheet No. Location: Edmonds WA Date: 05/21/21 L-7.3 Client: Ankrom Moisan Revised: Job No. Subject: Date: 21900383 Core 3 G3-gASE PL33 Project: Edmonds Senior Living By: SAT Sheet No. Location: Edmonds WA Date: 05/21/21 L-7.4 Client: Ankrom Moisan Revised: Job No. Subject: Date: 21900383 Core 4 PL34 l ff Eemooa: omr uvinB By:rvo. [o oEemooa:wA ... 05/ Bs/u/u Cllem: Ankrom Molxn xixd: lob No. E/W Siesmic N/S Direcrioo A,= 1.33 A,= 1.00 r = 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) )psi) (kIPft) (kip ft) IkIPft) (kip ft) M, I Ec, M, Es My M„+E_ 11-1SE "1 1,11 3,099 -124 111 1,252 Sp33 5,391 1,411 11 -11 -634 o C1-P1 349 1,001 3p24 -111 JS 1,311 1,131 1,911 6,302 -313 -113 -111 V Cl -L1 -5 1 wo 3,581 393 354 1,623 5,169 5,755 5,783 607 888 326 CI -BASE 113 6,000 3,008 800 1,901 3,647 5,056 5,- 4,930 1,- 1,- 1,351 C2-P1-1 268 6,000 2,674 26 -26 407 4,285 4,460 4,111 53 33 73 C2-P1-1 148 6,000 14 0 14 0 72 JS 69 0 0 0 C2-P1-3 -33 6,000 -1 18 0 266 -2 -2 -2 17 10 35 C2-L1-1 200 6,000 2,671 -05 .6 1,072 3,816 4,001 3,629 -69 -138 1 C2-L1-2 90 6,000 1. 1 32 -11 316 347 305 3 4 1 C2-L1-3 34 6,000 -23 -90 5 687 -31 -31 -31 -1. -138 -78 C3-BASE -91 6,000 1,000 119 151 634 1,783 1,611 1,815 293 178 11 Co 3-P1 -52 6,000 1,826 -11 -13J 16J 3,1J5 3,106 3,343 -313 -521 -11V C3-L1 1 6p00 3,S74 -868 -898 1,- 5,838 5,J49 5,928 -1,293 -1,649 -937 N/S Seismic (k-ft) M,+E_ M, E� M„ M„t E_ M, ER 249 308 190 2,347 2,0B5 2,610 48 146 -51 2,524 2,130 2,819 500 520 479 2,620 2,126 3,011 2,801 2,624 2,977 1,990 6,301 5,878 -70 -314 175 763 791 731 17 12 11 -1 -1 -1 1 1 1 487 497 477 -577 -839 -315 1,521 1,620 1,424 49 19 79 -14 -15 -13 6 J 6 931 972 889 .6 838 554 1,173 1,434 1,- -7 89 -1. 1,681 1,875 1,488 -1,060 -934 -1,186 3,376 3,875 2,877 Torsional Amplificei- (S%+Az Amplification) Design forces E/W Seismic (k-ft) N/S Seismic (k-ft) E/W Seismic N/S Seismic M, ,� My _ M, m,see a. BA, m,nee a. M, �,� My ,� M, m,se. a� m,ne. a� Mx My Mx My (kIPft) (kip-ft) (kIPft) (kip-ft) 42 187 56 249 59 263 59 263 10,231 1,128 5. 4,645 70 211 93 2J9 99 294 99 294 11,38J 931 11 1,131 14 281 19 3J4 10 394 10 394 11,105 1,669 1,029 5,542 111 80 168 106 177 112 177 112 9,799 1,592 S,771 11,5W 175 20 232 27 245 28 245 28 8,547 129 434 1,436 3 0 4 0 4 0 4 0 121 1 41 1 0 J 0 10 0 10 0 30 4 66 2 912 187 70 248 93 262 98 262 98 7,954 111 1,536 3,178 11 1 18 1 30 1 30 1 6. J 135 31 0 30 1 40 1 42 1 42 65 282 14 1,951 101 111 131 153 142 161 142 161 3,494 698 1,341 1,498 69 138 91 184 96 194 96 194 6,101 1,005 171 3,305 90 356 111 473 111 499 111 499 11,319 3,164 2,439 6,963 0 68 0 91 0 96 0 96 1 454 1 1,934 0 1 0 1 0 3 0 3 1 31 1 192 0 6 0 9 0 9 0 9 0 fi0 0 282 2 33 3 OS 3 47 3 9J 50 1J5 11 737 2 20 2 2J 3 28 3 28 92 91 5 411 PL35 1<Pff Project: Edmonds Senior Living By: SAT Sheet No. Location: Edmonds WA Date: 05/21/21 L-7.6 (Cl-P1) Client: Ankrom Moisan Revised: Job No. Subject: Date: 21900383 Wall Section: Cl-Pi Pd = 667 kips PE = 349 kips Seismic Design Forces - � nn „'IQ-7 i,;F* .... . . .. . . . . . . . . . Y �x . . . . . . . . . . ...... --,-- - (EQ-X w/ AMP) M y = 935 kip-ft M x = 265 kip-ft (EQ-Y w/ Amp) M y = 5,035 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) M x = 11,652 11,652-11,652 -11,652 3,496 3,496 -3,496 -3,496 M y = 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 i a c -60,000 - 0,000 0 Mn:0.9D-1.OE f Mn: 1.2D+1.OE • Seismic Load Combinations 30,000 20,000 10,000 O • -20,000 0 20,000 40,; 00 1400 8400 -10,000 M -30,000 Mnx (kip-ft) PL36 Project: Edmonds Senior Living By: SAT Sheet No. 1<Pff Location: Edmonds WA Date: 05/21/21 L-7.6 (C1-1-1) Client: Ankrom Moisan Revised: Job No. Subject: Date: 21900383 Wall Section: C1-1-1 Pd = 563 kips PE = -5 kips Seismic Design Forces M x = 11,105 kip-ft (EQ-X w/ Amp) M y = 1,669 kip-ft M x = 1,029 kip-ft (EQ-Y w/ Amp) M y = 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) M x = 12,134 12,134 -12,134 -12,134 3,640 3,640 -3,640 -3,640 M y = 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 ,r% PL37 Project: Edmonds Senior Living By: SAT Sheet No. 1<Pff Location: Edmonds WA Date: 05/21/21 L-7.6 (C2-P1-1) 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 M x = 434 kip-ft (EQ-Y w/ Amp) M y = 1,436 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) M x = 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 20,000 15,000 10,000 $ 5,000 T 8 0 0 8 o 3;-60,000 -40,0 0-20,000 0 00 20,000 40,0 0 60,000 -5,000 -10,000 -15,000 0 Mn:0.9D-1.OE -20,000 A Mn: 1.2D+1.OE O Seismic Load Combinations-25,000 Mnx (kip-ft) PL38 Project: Edmonds Senior Living By: SAT Sheet No. 1<Pff Location: Edmonds WA Date: 05/21/21 L-7.6 (C2-P1-2) Client: Ankrom Moisan Revised: Job No. Subject: Date: 21900383 Wall Section: C2-131-2 Pd= 95 kips �X PE = 148 kips Seismic Design Forces M x = 124 kip-ft (EQ-X w/ Amp) M y = 1 kip-ft M x = 41 kip-ft (EQ-Y w/ Amp) M y = 1 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) M x= 165 165 -165 -165 49 49 -49 -49 M y= 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 Flexural Interaction Diagram - Biaxial Bending 400 F Q a -3,000 -2,000 Mn: 0.9D-1.OE f Mn: 1.2D+1.OE O Seismic Load Combinations -400 Mnx (kip-ft) 2,000 r 3,000 PL39 Project: Edmonds Senior Living By: SAT Sheet No. Location: Edmonds WA Date: 05/21/21 L-7.6 (C2-P1-3) 1<Pff Client: Ankrom Moisan Revised: Job No. Subject: Date: 21900383 Wall Section: C2-P1-3 Pd = 92 kips PE _ -33 kips Y. Seismic Design Forces X M x = 4 kip-ft (EQ-X w/ Amp) M y = 66 kip-ft M x = 2 kip-ft (EQ-Y w/ Amp) M y = 912 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) M x= 6 6 -6 -6 2 2 -2 -2 M y = 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 so 6,000 4,000 2,000 a 0 0CD -600 -400 -200 ® 200 400 600 -2,000 -4,000 -6,000 0 Mn:0.9D-1.OE -8,0 f Mn: 1.2D+1.OE O Seismic Load Combinations -10,000 Mnx (kip-ft) PL40 Project: Edmonds Senior Living By: SAT Sheet No. 1<Pff 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 M x = 7,954 kip-ft M y = 255 kip-ft M x = 1,536 kip-ft M y = 3,178 kip-ft (EQ-X w/ A (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 = 9,490 9,490 -9,490 -9,490 2,847 2,847 -2,847 -2,847 M y = 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 In nnn PL41 Project: Edmonds Senior Living By: SAT Sheet No. 1<Pff 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 4- Seismic Design Forces M x = 669 kip-ft (EQ-X w/ Amp) M y = 7 kip-ft M x = 135 kip-ft (EQ-Y w/ Amp) M y = 31 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) M x = 804 804 -804 -804 241 241 -241 -241 M y= 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 Q -3,000 -2,000 0 Mn:0.9D-1.OE f Mn: 1.2D+1.OE O Seismic Load Combinations 300 -300 -400 Mnx (kip-ft) 2,000 r 3,000 PL42 Project: Edmonds Senior Living By: SAT Sheet No. 1<Pff 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 (EQ-X w/ Amp) M y = 282 kip-ft M x = 14 kip-ft (EQ-Y w/ Amp) M y = 1,951 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) M x = 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 M PL43 Project: Edmonds Senior Living By: SAT Sheet No. 1<Pff Location: Edmonds WA Date: 05/21/21 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) M y = 1,005 kip-ft M x = 272 kip-ft (EQ-Y w/ Amp) M y = 3,305 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) M x = 6,474 6,474 -6,474 -6,474 1,942 1,942 -1,942 -1,942 M y = 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 Flexural Interaction Diagram - Biaxial Bending nA nnn PL44 Project: Edmonds Senior Living By: SAT Sheet No. 1<Pff Location: Edmonds WA Date: 05/21/21 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 (EQ X w/Amp) M y = 3,164 kip-ft M x = 2,439 kip-ft (EQ-Y w/ Amp) M y = 6,963 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) M x = 13,758 13,758 -13,758 -13,758 4,127 4,127 -4,127 -4,127 M y= 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 Flexural Interaction Diagram - Biaxial Bending 30,000 PL45 Project: Edmonds Senior Living By: SAT Sheet No. 1<Pff Location: Edmonds WA Date: 05/21/21 L-7.6 (C4-P1-1) Client: Ankrom Moisan Revised: Job No. Subject: Date: 21900383 Wall Section: C4-131-1 Pd = 160 kips PE = 21 kips Seismic Design Forces x4 M x = 1 kip-ft (EQ-X w/ Amp) M y = 32 kip-ft Mix = 1 kip ft (EQ-Y w/ Amp) M y = 192 kip-ft 100X+30Y IOOX-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 M y = 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 F w a -400 Mn: 0.9D-1.OE f Mn: 1.2D+1.OE O Seismic Load Combinations -2, 500 Mnx (kip-ft) PL46 Project: Edmonds Senior Living By: SAT Sheet No. Location: Edmonds WA Date: 05/21/21 L-7.6 (C4-P1-2) 1<Pff Client: Ankrom Moisan Revised: Job No. Subject: Date: 21900383 Wall Section: C4-P1-2 Pd = 280 kips PE = 155 kips x4 Seismic Design Forces M x = 0 kip ft (EQ-X w/ Amp) M y = 60 kip-ft M x = 0 kip-ft (EQ-Y w/ Amp) M y = 282 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) M x= 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 F Q -500 -300 Mn: 0.9D-1.OE f Mn: 1.2D+1.OE O Seismic Load Combinations -4,000 Mnx (kip-ft) 300 500 PL47 Project: Edmonds Senior Living By: SAT Sheet No. Location: Edmonds WA Date: 05/21/21 L-7.6 (C4-1-1-1) 1<Pff Client: Ankrom Moisan Revised: Job No. Subject: Date: 21900383 Wall Section: C4-1-1-1 Pd = 120 kips PE _ -10 kips Y x4 Seismic Design Forces M x = 50 kip ft (EQ-X w/ Amp) M y = 175 kip-ft M x = 11 kip-ft (EQ-Y w/ Amp) M y = 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) M x= 62 62 -62 -62 19 19 -19 -19 M y = 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 0 +, 500 Q O O 0 -400 -300 -200 -100 O 0 O 100 200 300 400 -500 -1,OO9 O -1,500 Mn: 0.9D-1.OE f Mn: 1.2D+1.OE O Seismic Load Combinations -2,500 Mnx (kip-ft) PL48 Project: Edmonds Senior Living By: SAT Sheet No. Location: Edmonds WA Date: 05/21/21 L-7.6 (C4-1-1-2) 1<Pff Client: Ankrom Moisan Revised: Job No. Subject: Date: 21900383 Wall Section: C4-1-1-2 Pd = 235 kips PE = 104 kips Y x4 Seismic Design Forces M x = 42 kip ft (EQ-X w/ Amp) M y = 92 kip-ft M x = 5 kip-ft (EQ-Y w/ Amp) M y = 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) M x= 48 48 -48 -48 14 14 -14 -14 M y= 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 w 00 Oo O -500 -400 -300 -200 -100 0 100 200 300 400 500 00 -1,000 Mn: 0.9D-1.OE f Mn: 1.2D+1.OE O Seismic Load Combinations -3,000 Mnx (kip-ft) PL49 Project: Edmonds Senior Living By: SAT Sheet No. lqjff Location: Edmonds WA Date: 05/21/21 L-8 Client: Ankrom Moisan Revised: Job No. Subject: Date: 21900383 Wall Section: Cl-BASE Pd = 774.7 kips PE = 443 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 = 10,235 kip-ft (EQ-X w/ Amp) M y = 1,128 kip-ft Mix = 565 kip-ft (EQ-Y w/ Amp) M y = 4,645 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= 5.8 kips/ft North/South Seismic: WE/W = 2.8 kips/ft WN/S= 24.0 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 PL50 Project: Edmonds Senior Living By: SAT Sheet No. L-8.1 Location: Edmonds WA Date: 05/21/21 Client: Ankrom Moisan Revised: Job No. 21900383 Subject: Date: Wall Section: C2-BASE Pd = 589.8 kips PE = 213 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 = 9,799 kip-ft (EQ-X w/ Amp) M y = 2,592 kip-ft Mix = 5,771 kip-ft (EQ-Y w/Amp) M y = 11,580 kip-ft Bx = 258 in By = 120 in 352 in tw = 12 in East/West Seismic: West Wall East Wall WE/W = 16.3 kips/ft wE/W = 47.8 kips/ft North Wall South Wall WN/S= 13.4 kips/ft wN/S= 13.4 kips/ft North/South Seismic: West Wall East Wall WE/W = 9.6 kips/ft wE/W = 28.2 kips/ft North Wall South Wall WN/S= 59.8 kips/ft wN/S= 59.8 kips/ft SEE FOUNDATION SECTION FOR MAT SLAB EVALUATION PL51 Project: Edmonds Senior Living By: SAT Sheet No. Location: Edmonds WA Date: 05/21/21 L-8.2 Client: Ankrom Moisan Revised: Job No. Subject: Date: 21900383 Wall Section: C3-BASE Pd = 795.8 kips PE _ -90 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 = 698 kip-ft Mix = 1,341 kip-ft (EQ-Y w/Amp) M y = 2,498 kip-ft Bx = 279 in By = 120 in \ tw= 12 in —__ AT RAMP-- 4 3 S3.04 TOP OF FTG. I 84'-6" 3 I I S3.03 I I I I CORE 3 j 12" CONC. SHEAR East/West Seismic: / I I WALL AT STAIR 4 WE/W = 15.7 kips/ft I S3.03 WN/S= 3.3 kips/ft I I North/South Seismic: I I 1 I WE/W = 6.0 kips/ft WN/S= 11.9 kips/ft-- SEE FOUNDATION SECTION FOR MAT SLAB EVALUATION PL52 Shear Wall Mat Slab.cpt 5/20/2021 RAM Concept © 20t9 Bentley Systems, Inc. RAM Concept'" is a trademark of Bentley Systems 7.t PL53 Shear Wall Mat Slab.cpt - 5/20/2021 Units Geometry Unit: Plan Dimensions: feet Slab Thickness: inches Support Dimensions: inches Angles: degrees Elevations: inches Support Height: feet Loading and Reaction Unit Point Force: Kips Line Force: kips/ft Area Force: psf - Report As Zero: 0 Kips - Report As Zero: 0 kips/ft - Report As Zero: 0 psf Point Moment: kip-ft Line Moment: Kips Area Moment: #/foot - Report As Zero: 0 kip-ft - Report As Zero: 0 Kips - Report As Zero: 0 #/foot Spring and Stiffness Unit Point Force Spring: kips/in Line Force Spring: ksi Area Force Spring: pci Point Moment Spring: k-ft/° Line Moment Spring: k/° Area Moment Spring: k/ft° Slab Analysis Unit; Force: Kips Moment: kip-ft Concrete Stress: psi - Report As Zero: 0 Kips - Report As Zero: 0 kip-ft - Report As Zero: 0 psi Force Per Width: kips/ft Moment Per Width: Kips Deflection: inches - Report As Zero: 0 kips/ft - Report As Zero: 0 Kips - Report As Zero: 0 inches Materials Unit; Concrete Volume: yd3 Reinforcing Area: inz PT Force: Kips Reinforcement Weight: tons Tendon Profile: inches Reinforcing Stress: ksi PT Weight: pounds Cover: inches Miscellaneous Unit Floor Area: ftz Density: pcf Elongations: inches Tendon Angles (for friction): radians Units - 2 PL54 Shear Wall Mat Slab.cpt - 5/20/2021 Signs Positive Loads Positive Analysis CI:fIjC-D 1 rrt � Positive Reactions r2 71 1 y !Y V IT 11 f % Signs - 3 PL55 Shear Wall Mat Slab.cpt - 5/20/2021 Materials Concrete Mix Mix Density Density For Pci Pc fcui fcu Poisson User Eci User Ec Name (pcf) Loads (pcf) (psi) (psi) (psi) (psi) Ratio Ec Calc (psi) (psi) 3000 psi 150 150 3000 3000 3725 3725 0.2 Code 2500000 3000000 4000 psi 150 150 3000 4000 3725 4975 0.2 Code 2500000 3000000 5000 psi 150 150 3000 5000 3725 6399 0.2 Code 2500000 3000000 6000 psi 150 150 3000 6000 3725 7450 0.2 Code 2500000 3000000 PT Systems System Aps Eps fse fpy fpu Duct Width Strands Min Radius Name Type (in2) (ksi) (ksi) (ksi) (ksi) (inches) Per Duct (feet) 1/2" Unbonded unbonded 0.153 28000 175 243 270 0.5 1 6 1/2" Bonded bonded 0.153 28000 160 243 270 3 4 6 0.6" Unbonded unbonded 0.217 28000 175 243 270 0.6 1 8 0.6" Bonded bonded 0.217 28000 160 243 270 4 4 8 PT Stressing Parameters System Jacking Stress Seating Loss Anchor Wobble Friction Angular Friction Long -Term Losses Name (ksi) (inches) Friction (1/feet) (1/radians) (ksi) 1/2" Unbonded 216 0.25 0 0.0014 0.07 22 1/2" Bonded 216 0.25 0.02 0.001 0.2 22 0.6" Unbonded 216 0.25 0 0.0014 0.07 22 0.6" Bonded 216 0.25 0.02 0.001 0.2 22 Reinforcing Bars Bar As Es Fy Straight 90 Hook 180 Hook Name (in2) (ksi) (ksi) Coating Ld/Db Ld/Db Ld/Db #3 0.11 29000 60 None Code Code Code #4 0.2 29000 60 None Code Code Code #5 0.31 29000 60 None Code Code Code #6 0.44 29000 60 None Code Code Code #7 0.6 29000 60 None Code Code Code #8 0.79 29000 60 None Code Code Code #9 1 29000 60 None Code Code Code #10 1.27 29000 60 None Code Code Code #11 1.56 29000 60 None Code Code Code Materials - 4 PL56 Shear Wall Mat Slab.cpt - 5/20/2021 Materials (2) SSR Systems Stud Area Head Area Min Clear Head Specified Stud Fy Stud Spacing Rounding Min Studs System SSR System Name (in 2) (in 2) Spacing (inches) Spacing (inches) (ksi) Increment (inches) Per Rail Type 3/8" SSR 0.11 1.11 0.5 None 50 0.25 2 Rail 1/2" SSR 0.196 1.96 0.5 None 50 0.25 2 Rail 5/8" SSR 0.307 3.07 0.5 None 50 0.25 2 Rail 3/4" SSR 0.442 4.42 0.5 None 50 0.25 2 Rail Ancon Shearfix Auto-TzU17 1.096 0.5906 None 72.52 0.03937 2 Rail Ancon Shearfix 10 mna.1217 1.096 0.5906 None 72.52 0.03937 2 Rail Ancon Shearfix 12 mn0.1753 1.578 0.5906 None 72.52 0.03937 2 Rail Ancon Shearfix 14 mn0.2386 2.147 0.5906 None 72.52 0.03937 2 Rail Ancon Shearfix 16 mn0.3116 2.805 0.5906 None 72.52 0.03937 2 Rail Ancon Shearfix 20 mn0.4869 4.383 0.5906 None 72.52 0.03937 2 Rail Ancon Shearfix 24 mrf0.7012 6.311 0.5906 None 72.52 0.03937 2 Rail Materials - 5 PL57 Shear Wall Mat Slab.cpt - 5/20/2021 Loadings Loading Name Type Analysis On -Pattern Factor Off -Pattern Factor Self -Dead Loading Self -Weight Normal 1 1 Balance Loading Balance Normal 1 1 Hyperstatic Loading Hyperstatic Hyperstatic 1 1 Temporary Construction (At Stressing) Loading Stressing Dead Normal 1 1 Other Dead Loading Dead Normal 1 1 Live (Reducible) Loading Live (Reducible) Normal 1 0 Live (Unreducible) Loading Live (Unreducible) Normal 1 0 Live (Storage) Loading Live (Storage) Normal 1 0 Live (Parking) Loading Live (Parking) Normal 1 0 Live (Roof) Loading Live (Roof) Normal 1 0 Snow Loading Snow Normal 1 1 Ultimate Wind North Loading Ultimate Wind 1 Normal 1 -1 Ultimate Wind East Loading Ultimate Wind 2 Normal 1 -1 Ultimate Seismic North/South Loading Ultimate Seismic 1 Normal 1 -1 Ultimate Seismic East/West Loading Ultimate Seismic 2 Normal 1 -1 Loadings - 6 PL58 Shear Wall Mat Slab.cpt - 5/20/2021 Load Combinations All Dead LC Active Design Criteria: <none> Analysis: Zero -Tension Loading Standard Factor Self -Dead Loading 1 Other Dead Loading 1 Dead + Balance LC Active Design Criteria: <none> Analysis: Zero -Tension Loading Standard Factor Self -Dead Loading 1 Balance Loading 1 Other Dead Loading 1 Initial Service LC Active Design Criteria: Initial Service Design Analysis: Zero -Tension Loading Standard Factor Self -Dead Loading 1 Balance Loading 1.13 Temporary Construction (At Stressing) Loading 1 Service LC: D + L Active Design Criteria: User Minimum Design, Code Minimum Design, Service Design, Soil Bearing Design Analysis: Zero -Tension Loading Standard Factor Self -Dead Loading 1 Balance Loading 1 Other Dead Loading 1 Live (Reducible) Loading 1 Live (Unreducible) Loading 1 Live (Storage) Loading 1 Live (Parking) Loading 1 Service LC: D Active Design Criteria: User Minimum Design, Code Minimum Design, Service Design, Soil Bearing Design Analysis: Zero -Tension Loading Standard Factor Self -Dead Loading 1 Balance Loading 1 Other Dead Loading 1 Load Combinations - 7 PL59 Shear Wall Mat Slab.cpt - 5/20/2021 Load Combinations (2) Service LC: D + S Active Design Criteria: User Minimum Design, Code Minimum Design, Service Design, Soil Bearing Design Analysis: Zero -Tension Loading Standard Factor Self -Dead Loading 1 Balance Loading 1 Other Dead Loading 1 Snow Loading 1 Service LC: D + O.75L + 0.75Lr Active Design Criteria: User Minimum Design, Code Minimum Design, Service Design, Soil Bearing Design Analysis: Zero -Tension Loading Standard Factor Self -Dead Loading 1 Balance Loading 1 Other Dead Loading 1 Live (Reducible) Loading 0.75 Live (Unreducible) Loading 0.75 Live (Storage) Loading 0.75 Live (Parking) Loading 0.75 Live (Roof) Loading 0.75 Service LC: D + O.75L + 0.75S Active Design Criteria: User Minimum Design, Code Minimum Design, Service Design, Soil Bearing Design Analysis: Zero -Tension Loading Standard Factor Self -Dead Loading 1 Balance Loading 1 Other Dead Loading 1 Live (Reducible) Loading 0.75 Live (Unreducible) Loading 0.75 Live (Storage) Loading 0.75 Live (Parking) Loading 0.75 Snow Loading 0.75 Service Seismic LC: D + 0.7E Active Design Criteria: Soil Bearing Design Analysis: Zero -Tension Key Lateral Loading: Seismic -Ultimate Standard Factor: 0.7 Loading Standard Factor Self -Dead Loading 1 Balance Loading 1 Other Dead Loading 1 Load Combinations - 8 PL60 Shear Wall Mat Slab.cpt - 5/20/2021 Load Combinations (3) Service Seismic LC: D - 0.7E Active Design Criteria: Soil Bearing Design Analysis: Zero -Tension Key Lateral Loading: Seismic -Ultimate Standard Factor: -0.7 Loading Standard Factor Self -Dead Loading 1 Balance Loading 1 Other Dead Loading 1 Service Seismic LC: O.6D + 0.7E Active Design Criteria: Soil Bearing Design Analysis: Zero -Tension Key Lateral Loading: Seismic -Ultimate Standard Factor: 0.7 Loading Standard Factor Self -Dead Loading 0.6 Balance Loading 1 Other Dead Loading 0.6 Service Seismic LC: O.6D - 0.7E Active Design Criteria: Soil Bearing Design Analysis: Zero -Tension Key Lateral Loading: Seismic -Ultimate Standard Factor: -0.7 Loading Standard Factor Self -Dead Loading 0.6 Balance Loading 1 Other Dead Loading 0.6 Sustained Service LC Active Design Criteria: Sustained Service Design Analysis: Zero -Tension Loading Standard Factor Self -Dead Loading 1 Balance Loading 1 Other Dead Loading 1 Live (Reducible) Loading 0.5 Live (Unreducible) Loading 0.5 Live (Storage) Loading 1 Live (Parking) Loading 0.5 Live (Roof) Loading 0.5 Factored LC: IAD Active Design Criteria: User Minimum Design, Code Minimum Design, Strength Design, Ductility Design Analysis: Zero -Tension Loading Standard Factor Self -Dead Loading 1.4 Hyperstatic Loading 1 Other Dead Loading 1.4 Load Combinations - 9 PL61 Shear Wall Mat Slab.cpt - 5/20/2021 Load Combinations (4) Factored LC: 0.9D Active Design Criteria: User Minimum Design, Code Minimum Design, Strength Design, Ductility Design Analysis: Zero -Tension Loading Standard Factor Self -Dead Loading 0.9 Hyperstatic Loading 1 Other Dead Loading 0.9 Factored LC: 1.2D + 1.6L + 0.5S Active Design Criteria: User Minimum Design, Code Minimum Design, Strength Design, Ductility Design Analysis: Zero -Tension Loading Standard Factor Self -Dead Loading 1.2 Hyperstatic Loading 1 Other Dead Loading 1.2 Live (Reducible) Loading 1.6 Live (Unreducible) Loading 1.6 Live (Storage) Loading 1.6 Live (Parking) Loading 1.6 Snow Loading 0.5 Factored Seismic LC: 1.2D + 0.5L + (1.OEx + 0.3Y) Active Design Criteria: User Minimum Design, Code Minimum Design, Strength Design, Ductility Design Analysis: Zero -Tension Loading Standard Factor Self -Dead Loading 1.2 Hyperstatic Loading 1 Other Dead Loading 1.2 Live (Reducible) Loading 0.5 Live (Unreducible) Loading 1 Live (Storage) Loading 1 Live (Parking) Loading 1 Ultimate Seismic North/South Loading 0.3 Ultimate Seismic East/West Loading 1 Load Combinations - 10 PL62 Shear Wall Mat Slab.cpt - 5/20/2021 Load Combinations (5) Factored Seismic LC: 1.2D + 0.5L + (1.OEx - 0.3Y) Active Design Criteria: User Minimum Design, Code Minimum Design, Strength Design, Ductility Design Analysis: Zero -Tension Loading Standard Factor Self -Dead Loading 1.2 Hyperstatic Loading 1 Other Dead Loading 1.2 Live (Reducible) Loading 0.5 Live (Unreducible) Loading 1 Live (Storage) Loading 1 Live (Parking) Loading 1 Ultimate Seismic North/South Loading -0.3 Ultimate Seismic East/West Loading 1 Factored Seismic LC: 1.2D + 0.5L + (-1.OEx + 0.3Y) Active Design Criteria: Code Minimum Design, Strength Design, Ductility Design Analysis: Zero -Tension Loading Standard Factor Self -Dead Loading 1.2 Hyperstatic Loading 1 Other Dead Loading 1.2 Live (Reducible) Loading 0.5 Live (Unreducible) Loading 1 Live (Storage) Loading 1 Live (Parking) Loading 1 Ultimate Seismic North/South Loading 0.3 Ultimate Seismic East/West Loading -1 Factored Seismic LC: 1.2D + 0.5L + (-1.0Ex - 0.3Y) Active Design Criteria: Code Minimum Design, Strength Design, Ductility Design Analysis: Zero -Tension Loading Standard Factor Self -Dead Loading 1.2 Hyperstatic Loading 1 Other Dead Loading 1.2 Live (Reducible) Loading 0.5 Live (Unreducible) Loading 1 Live (Storage) Loading 1 Live (Parking) Loading 1 Ultimate Seismic North/South Loading -0.3 Ultimate Seismic East/West Loading -1 Load Combinations - 11 PL63 Shear Wall Mat Slab.cpt - 5/20/2021 Load Combinations (6) Factored Seismic LC: 1.2D + 0.5L + (0.3Ex + 1.OY) Active Design Criteria: Code Minimum Design, Strength Design, Ductility Design Analysis: Zero -Tension Loading Standard Factor Self -Dead Loading 1.2 Hyperstatic Loading 1 Other Dead Loading 1.2 Live (Reducible) Loading 0.5 Live (Unreducible) Loading 1 Live (Storage) Loading 1 Live (Parking) Loading 1 Ultimate Seismic North/South Loading 1 Ultimate Seismic East/West Loading 0.3 Factored Seismic LC: 1.2D + 0.5L + (0.3Ex - 1.OY) Active Design Criteria: Code Minimum Design, Strength Design, Ductility Design Analysis: Zero -Tension Loading Standard Factor Self -Dead Loading 1.2 Hyperstatic Loading 1 Other Dead Loading 1.2 Live (Reducible) Loading 0.5 Live (Unreducible) Loading 1 Live (Storage) Loading 1 Live (Parking) Loading 1 Ultimate Seismic North/South Loading -1 Ultimate Seismic East/West Loading 0.3 Factored Seismic LC: 1.2D + 0.5L + (-0.3Ex + 1.OY) Active Design Criteria: Strength Design, Service Design, Ductility Design Analysis: Zero -Tension Loading Standard Factor Self -Dead Loading 1.2 Hyperstatic Loading 1 Other Dead Loading 1.2 Live (Reducible) Loading 0.5 Live (Unreducible) Loading 1 Live (Storage) Loading 1 Live (Parking) Loading 1 Ultimate Seismic North/South Loading 1 Ultimate Seismic East/West Loading -0.3 Load Combinations - 12 PL64 Shear Wall Mat Slab.cpt - 5/20/2021 Load Combinations (7) Factored Seismic LC: 1.2D + 0.5L + (-0.3Ex - 1.OY) Active Design Criteria: Strength Design, Service Design, Ductility Design Analysis: Zero -Tension Loading Standard Factor Self -Dead Loading 1.2 Hyperstatic Loading 1 Other Dead Loading 1.2 Live (Reducible) Loading 0.5 Live (Unreducible) Loading 1 Live (Storage) Loading 1 Live (Parking) Loading 1 Ultimate Seismic North/South Loading -1 Ultimate Seismic East/West Loading -0.3 Load Combinations - 13 PL65 Shear Wall Mat Slab.cpt - 5/20/2021 Element: Standard Plan Element: Standard Plan - 14 PL66 Shear Wall Mat Slab.cpt - 5/20/2021 Element: Slab Summary Plan Element: User Lines; User Notes; User Dimensions; Wall Elements Below; Wall Elements Above; Column Elements Below; Column Elements Above; Point Springs; Point Spring Icons; Line Springs; Line Spring Icons; Slab Elements; Slab Element Outline Only; Slab Element Thicknesses; Slab Element Elevations; Slab Element Concrete Models; Drawing Import: User Lines; User Notes; User Dimensions; Scale = 1:175 t=33 DO psi t=33 t=33 TOC=Ot=33 t=33 5000 psTOC O = t 3 0 5000 psi TOC=O 5000 psi t=33 TOC=O 5000—p. t=33 TOC=O 5000 m t=33 TOC= 5000 t=33 TOC= 5000 . t=33 TOC= 5000 t=33 TOC=O 5000 psi t=36 V00=0 3i 5000 psi O TOO=O t=36 5000 psi TOC=O 5000 psi t=36 t=36 t=36 TOC=O TOC=O TOC=O 5000 psi 5000 psi 5000 psi t=36 7�6=0 5000 psi t=36 TOC=O 5000 psi 1 t=36 TOO 5000 t=30 TOC=O t-30 4000 psi = 4000 psi t=30 TOC=O 4000 psi 4000 psi 4000 psi 4000 jr Element: Slab Summary Plan - 15 PL67 Shear Wall Mat Slab.cpt - 5/20/2021 Element: Structure Summary Perspective Wall Elements Below; Wall Elements Above; Column Elements Below; Column Elements Above; Slab Elements; User Lines; User Notes; User Dimensions; Element: Structure Summary Perspective - 16 PL68 Shear Wall Mat Slab.cpt - 5/20/2021 Other Dead Loading: All Loads Plan Other Dead Loading: User Lines; User Notes; User Dimensions; Point Loads; Point Load Icons; Point Load Values; Line Loads; Line Load Icons; Line Load Values; Area Loads; Area Load Icons; Area Load Values; Drawing Import: User Lines; User Notes; User Dimensions; Element: Wall Elements Below; Wall Elements Above; Wall Element Outline Only; Column Elements Below; Column Elements Above; Slab Elements; Slab Element Outline Onl Scale = 1:175 EEEIz-583 70Fz=464 Fz=15 Fz=15 1Fz=145 Other Dead Loading: All Loads Plan - 17 PL69 Shear Wall Mat Slab.cpt - 5/20/2021 Live (Reducible) Loading: All Loads Plan Live (Reducible) Loading: User Lines; User Notes; User Dimensions; Point Loads; Point Load Icons; Point Load Values; Line Loads; Line Load Icons; Line Load Values; Area Loads; Area Load Icons; Area Load Values; Drawing Import: User Lines; User Notes; User Dimensions; Element: Wall Elements Below; Wall Elements Above; Wall Element Outline Only; Column Elements Below; Column Elements Above; Slab Elements; Slab Element Outline Only; Scale = 1:175 J Live (Reducible) Loading: All Loads Plan - 18 PL70 Shear Wall Mat Slab.cpt - 5/20/2021 Ultimate Seismic East/West Loading: All Loads Plan Ultimate Seismic East[West Loading: User Lines; User Notes; User Dimensions; Point Loads; Point Load Icons; Point Load Values; Line Loads; Line Load Icons; Line Load Values; Area Loads; Area Load Icons; Area Load Values; Drawing Import: User Lines; User Notes; User Dimensions; Element: Wall Elements Below; Wall Elements Above; Wall Element Outline Only; Column Elements Below; Column Elements Above; Slab Elements; Slab Element Outline Only; Scale = 1:175 J Ultimate Seismic East/West Loading: All Loads Plan - 19 PL71 Shear Wall Mat Slab.cpt - 5/20/2021 Ultimate Seismic North/South Loading: All Loads Plan Ultimate Seismic North/South Loading: User Lines; User Notes; User Dimensions; Point Loads; Point Load Icons; Point Load Values; Line Loads; Line Load Icons; Line Load Values; Area Loads; Area Load Icons; Area Load Values; Drawing Import: User Lines; User Notes; User Dimensions; Element: Wall Elements Below; Wall Elements Above; Wall Element Outline Only; Column Elements Below; Column Elements Above; Slab Elements; Slab Element Outline Only; Scale = 1:175 0 0 F -- Fz=2.82 ED r--- Fz=2.82 Fz=59.8 Ultimate Seismic North/South Loading: All Loads Plan - 20 PL72 Shear Wall Mat Slab.cpt - 5/20/2021 Service LC: D + L: Max Soil Bearing Pressure Plan Service LC: D + L: User Lines; User Notes; User Dimensions; Drawing Import: User Lines; User Notes; User Dimensions; Element: Wall Elements Below; Wall Elements Above; Wall Element Outline Only; Column Elements Below; Column Elements Above; Slab Elements; Slab Element Outline Only; Scale = 1:175 Service LC: D+ L -Area Spring Vertical Reactions Plot (Maximum Values) 800 1200 1600 2000 2400 2800 3200 3600 4000 Min Value = 427.4 psf @ (8.52,20.94) Max Value = 4256 psf@ (116.4,99.5) 3200 1600 400 2000 1200 B 8 �I 2000 2000 LL: - -1600 2400 2800 i 2000 Service LC: D + L: Max Soil Bearing Pressure Plan - 21 PL73 Shear Wall Mat Slab.cpt - 5/20/2021 Service LC: D: Max Soil Bearing Pressure Plan Service LC: D: User Lines; User Notes; User Dimensions; Drawing Import: User Lines; User Notes; User Dimensions; Element: Wall Elements Below; Wall Elements Above; Wall Element Outline Only; Column Elements Below; Column Elements Above; Slab Elements; Slab Element Outline Only; Scale = 1:175 Service LC: D -Area Spring Vertical Reactions Plot (Maximum Values) 800 1200 1600 2000 2400 2800 3200 3600 4000 Min Value = 427.4 psf @ (8.52,20.94) Max Value = 4256 psf @ (116.4,99.5) �__--3200 Service LC: D: Max Soil Bearing Pressure Plan - 22 PL74 Shear Wall Mat Slab.cpt - 5/20/2021 Service LC: D + 0.751- + 0.751-r: Max Soil Bearing Pressure Plan Service LC: D+0.75L+0.75Lr: User Lines; User Notes; User Dimensions; Drawing Import: User Lines; User Notes; User Dimensions; Element: Wall Elements Below; Wall Elements Above; Wall Element Outline Only; Column Elements Below; Column Elements Above; Slab Elements; Slab Element Outline Only; Scale = 1:175 Service LC: D+0.75L+0.75Lr-Area Spring Vertical Reactions Plot (Maximum Values) 800 1200 1600 2000 2400 2800 3200 3600 4000 Min Value = 427.4 psf @ (8.52,20.94) Max Value = 4256 psf @ (116.4,99.5) -3200 - i m3j'e®ooa� ®a „®m idem 1600 2400 — —--8-8g— Is 2000 1100 B 8 2000 2000 — -1600 2400 2800 I Service LC: D + 0.751- + 0.751-r: Max Soil Bearing Pressure Plan - 23 PL75 Shear Wall Mat Slab.cpt - 5/20/2021 Service Seismic LC: D + 0.7E: Max Soil Bearing Pressure Plan Service Seismic LC: D+0.7E: User Lines; User Notes; User Dimensions; Drawing Import: User Lines; User Notes; User Dimensions; Element: Wall Elements Below; Wall Elements Above; Wall Element Outline Only; Column Elements Below; Column Elements Above; Slab Elements; Slab Element Outline Only; Scale = 1:175 Service Seismic LC: D+0.7E -Area Spring Vertical Reactions Plot (Maximum Values) 667 1330 2000 2670 3330 4000 4670 5330 6000 Min Value = 0.007363 psf @ (120.8,54.5) Max Value = 4697 psf @ (116.4,99.5) __-------_4000 _ ILJI -4000- 0 ---4000-----__ Service Seismic LC: D + 0.7E: Max Soil Bearing Pressure Plan - 24 PL76 Shear Wall Mat Slab.cpt - 5/20/2021 Service Seismic LC: D + 0.7E: Min Soil Bearing Pressure Plan Service Seismic LC: D+0.7E: User Lines; User Notes; User Dimensions; Drawing Import: User Lines; User Notes; User Dimensions; Element: Wall Elements Below; Wall Elements Above; Wall Element Outline Only; Column Elements Below; Column Elements Above; Slab Elements; Slab Element Outline Only; Scale = 1:175 Service Seismic LC: D+0.7E -Area Spring Vertical Reactions Plot (Minimum Values) 667 1330 2000 2670 3330 4000 4670 5330 6000 Min Value = 0.00004368 psf @ (2.269, 0.1667) Max Value = 4312 psf @ (147,99.5) 2002000 2000 2000 t Service Seismic LC: D + 0.7E: Min Soil Bearing Pressure Plan - 25 PL77 Shear Wall Mat Slab.cpt - 5/20/2021 Service Seismic LC: D - 0.7E: Max Soil Bearing Pressure Plan Service Seismic LC: D - 0.7E: User Lines; User Notes; User Dimensions; Drawing Import: User Lines; User Notes; User Dimensions; Element: Wall Elements Below; Wall Elements Above; Wall Element Outline Only; Column Elements Below; Column Elements Above; Slab Elements; Slab Element Outline Only; Scale = 1:175 Service Seismic LC: D - 0.7E -Area Spring Vertical Reactions Plot (Maximum Values) 667 1330 2000 2670 3330 4000 4670 5330 6000 Min Value = 1.156 psf @ (27.21,53.3) Max Value = 6195 psf@ (2.269,-0.1667) Service Seismic LC: D - 0.7E: Max Soil Bearing Pressure Plan - 26 PL78 Shear Wall Mat Slab.cpt - 5/20/2021 Service Seismic LC: D - 0.7E: Min Soil Bearing Pressure Plan Service Seismic LC: D - 0.7E: User Lines; User Notes; User Dimensions; Drawing Import: User Lines; User Notes; User Dimensions; Element: Wall Elements Below; Wall Elements Above; Wall Element Outline Only; Column Elements Below; Column Elements Above; Slab Elements; Slab Element Outline Only; Scale = 1:175 Service Seismic LC: D - 0.7E -Area Spring Vertical Reactions Plot (Minimum Values) 667 1330 2000 2670 3330 4000 4670 5330 6000 Min Value = -959.5 psf @ (16.52,20.94) Max Value = 3852 psf @ (-0.1617,28.34) Service Seismic LC: D - 0.7E: Min Soil Bearing Pressure Plan - 27 PL79 Shear Wall Mat Slab.cpt - 5/20/2021 Service Seismic LC: 0.61) + 0.7E: Max Soil Bearing Pressure Plan Service Seismic LC: 0.613 +0.7E: User Lines; User Notes; User Dimensions; Drawing Import: User Lines; User Notes; User Dimensions; Element: Wall Elements Below; Wall Elements Above; Wall Element Outline Only; Column Elements Below; Column Elements Above; Slab Elements; Slab Element Outline Only; Scale = 1:175 Service Seismic LC: 0.613 + 0.7E -Area Spring Vertical Reactions Plot (Maximum Values) 667 1330 2000 2670 3330 4000 4670 5330 6000 Min Value = 0.6761 psf@ (1.419,28.34) Max Value = 5219 psf@ (16.52,20.94) �mema 'Opmcmca�m mamomommomomaaamaaeieiaaiama �v+$$�d�a��o°��o��,�F61. � P 11 zs7 — '-°ioN^Ew�Er '0 2670 1 Service Seismic LC: 0.61D + 0.7E: Max Soil Bearing Pressure Plan - 28 PL80 Shear Wall Mat Slab.cpt - 5/20/2021 Service Seismic LC: 0.61) + 0.7E: Min Soil Bearing Pressure Plan Service Seismic LC: 0.613 +0.7E: User Lines; User Notes; User Dimensions; Drawing Import: User Lines; User Notes; User Dimensions; Element: Wall Elements Below; Wall Elements Above; Wall Element Outline Only; Column Elements Below; Column Elements Above; Slab Elements; Slab Element Outline Only; Scale = 1:175 Service Seismic LC: 0.613 + 0.7E -Area Spring Vertical Reactions Plot (Minimum Values) 667 1330 2000 2670 3330 4000 4670 5330 6000 Min Value = -198 psf @ (2.269,-0.1667) Max Value = 2981 psf @ (149.3,99.5) 2670—°°°iaieia-m— Service Seismic LC: 0.61D + 0.7E: Min Soil Bearing Pressure Plan - 29 PL81 Shear Wall Mat Slab.cpt - 5/20/2021 Service Seismic LC: 0.61) - 0.7E: Max Soil Bearing Pressure Plan Service Seismic LC: 0.613 - 0.7E: User Lines; User Notes; User Dimensions; Drawing Import: User Lines; User Notes; User Dimensions; Element: Wall Elements Below; Wall Elements Above; Wall Element Outline Only; Column Elements Below; Column Elements Above; Slab Elements; Slab Element Outline Only; Scale = 1:175 Service Seismic LC: 0.613 - 0.7E - Area Spring Vertical Reactions Plot (Maximum Values) 667 1330 2000 2670 3330 4000 4670 5330 6000 Min Value = 7.544 psf @ (12.7,51.75) Max Value = 7367 psf@ (2.269,-0.1667) Service Seismic LC: 0.61D - 0.7E: Max Soil Bearing Pressure Plan - 30 PL82 Shear Wall Mat Slab.cpt - 5/20/2021 Service Seismic LC: 0.6D - 0.7E: Min Soil Bearing Pressure Plan Service Seismic LC: 0.613 - 0.7E: User Lines; User Notes; User Dimensions; Drawing Import: User Lines; User Notes; User Dimensions; Element: Wall Elements Below; Wall Elements Above; Wall Element Outline Only; Column Elements Below; Column Elements Above; Slab Elements; Slab Element Outline Only; Scale = 1:175 Service Seismic LC: 0.613 - 0.7E - Area Spring Vertical Reactions Plot (Minimum Values) 667 1330 2000 2670 3330 4000 4670 5330 6000 Min Value = -1513 psf@ (16.52,20.94) Max Value = 2953 psf@ (-0.1617,28.34) Service Seismic LC: 0.61D - 0.7E: Min Soil Bearing Pressure Plan - 31 PL83 Shear Wall Mat Slab.cpt - 5/20/2021 Factored LC: 1.4D: Max Mx Plan Factored LC: 1.413: User Lines; User Notes; User Dimensions; Drawing Import: User Lines; User Notes; User Dimensions; Element: Wall Elements Below; Wall Elements Above; Wall Element Outline Only; Column Elements Below; Column Elements Above; Slab Elements; Slab Element Outline Only; Scale = 1:175 Factored LC: 1.413 - Bending Moment Plot (Maximum Values) (X-Axis Direction) One Contour = 5 Kips Min Value = -203.4 Kips @ (123.3,85.27) Max Value = 108.6 Kips @ (121.7,96) Factored LC: 1.41D: Max Mx Plan - 32 PL84 Shear Wall Mat Slab.cpt - 5/20/2021 Factored LC: 1.41): Min Mx Plan Factored LC: 1.413: User Lines; User Notes; User Dimensions; Drawing Import: User Lines; User Notes; User Dimensions; Element: Wall Elements Below; Wall Elements Above; Wall Element Outline Only; Column Elements Below; Column Elements Above; Slab Elements; Slab Element Outline Only; Scale = 1:175 Factored LC: 1.413 - Bending Moment Plot (Minimum Values) (X-Axis Direction) One Contour = 5 Kips Min Value = -203.4 Kips @ (123.3,85.27) Max Value = 108.6 Kips @ (121.7,96) Factored LC: 1.41D: Min Mx Plan - 33 PL85 Shear Wall Mat Slab.cpt - 5/20/2021 Factored LC: 1.4D: Max My Plan Factored LC: 1.413: User Lines; User Notes; User Dimensions; Drawing Import: User Lines; User Notes; User Dimensions; Element: Wall Elements Below; Wall Elements Above; Wall Element Outline Only; Column Elements Below; Column Elements Above; Slab Elements; Slab Element Outline Only; Scale = 1:175 Factored LC: 1.413 - Bending Moment Plot (Maximum Values) (Y-Axis Direction) One Contour = 5 Kips Min Value = -104.5 Kips @ (132,99.5) Max Value = 143.5 Kips @ (121.2,95.39) 0 Factored LC: 1.41D: Max My Plan - 34 PL86 Shear Wall Mat Slab.cpt - 5/20/2021 Factored LC: 1.41): Min My Plan Factored LC: 1.413: User Lines; User Notes; User Dimensions; Drawing Import: User Lines; User Notes; User Dimensions; Element: Wall Elements Below; Wall Elements Above; Wall Element Outline Only; Column Elements Below; Column Elements Above; Slab Elements; Slab Element Outline Only; Scale = 1:175 Factored LC: 1.413 - Bending Moment Plot (Minimum Values) (Y-Axis Direction) One Contour = 5 Kips Min Value = -104.5 Kips @ (132,99.5) Max Value = 143.5 Kips @ (121.2,95.39) 0 Factored LC: 1.41D: Min My Plan - 35 PL87 Shear Wall Mat Slab.cpt - 5/20/2021 Factored LC: 0.9D: Max Mx Plan Factored LC: 0.913: User Lines; User Notes; User Dimensions; Drawing Import: User Lines; User Notes; User Dimensions; Element: Wall Elements Below; Wall Elements Above; Wall Element Outline Only; Column Elements Below; Column Elements Above; Slab Elements; Slab Element Outline Only; Scale = 1:175 Factored LC: 0.913 - Bending Moment Plot (Maximum Values) (X-Axis Direction) One Contour = 5 Kips Min Value = -130.8 Kips @ (123.3,85.27) Max Value = 69.84 Kips @ (121.7,96) Factored LC: 0.91D: Max Mx Plan - 36 PL88 Shear Wall Mat Slab.cpt - 5/20/2021 Factored LC: 0.91): Min Mx Plan Factored LC: 0.913: User Lines; User Notes; User Dimensions; Drawing Import: User Lines; User Notes; User Dimensions; Element: Wall Elements Below; Wall Elements Above; Wall Element Outline Only; Column Elements Below; Column Elements Above; Slab Elements; Slab Element Outline Only; Scale = 1:175 Factored LC: 0.913 - Bending Moment Plot (Minimum Values) (X-Axis Direction) One Contour = 5 Kips Min Value = -130.8 Kips @ (123.3,85.27) Max Value = 69.84 Kips @ (121.7,96) Factored LC: 0.91D: Min Mx Plan - 37 PL89 Shear Wall Mat Slab.cpt - 5/20/2021 Factored LC: 0.9D: Max My Plan Factored LC: 0.913: User Lines; User Notes; User Dimensions; Drawing Import: User Lines; User Notes; User Dimensions; Element: Wall Elements Below; Wall Elements Above; Wall Element Outline Only; Column Elements Below; Column Elements Above; Slab Elements; Slab Element Outline Only; Scale = 1:175 Factored LC: 0.913 - Bending Moment Plot (Maximum Values) (Y-Axis Direction) One Contour = 2 Kips Min Value = -67.21 Kips @ (132,99.5) Max Value = 92.24 Kips @ (121.2,95.39) C) -10 Factored LC: 0.91D: Max My Plan - 38 PL90 Shear Wall Mat Slab.cpt - 5/20/2021 Factored LC: 0.91): Min My Plan Factored LC: 0.913: User Lines; User Notes; User Dimensions; Drawing Import: User Lines; User Notes; User Dimensions; Element: Wall Elements Below; Wall Elements Above; Wall Element Outline Only; Column Elements Below; Column Elements Above; Slab Elements; Slab Element Outline Only; Scale = 1:175 Factored LC: 0.913 - Bending Moment Plot (Minimum Values) (Y-Axis Direction) One Contour = 2 Kips Min Value = -67.21 Kips @ (132,99.5) Max Value = 92.24 Kips @ (121.2,95.39) C) -10 Factored LC: 0.91D: Min My Plan - 39 PL91 Shear Wall Mat Slab.cpt - 5/20/2021 Factored LC: 1.21) + 1.6L + O.SS: Max Mx Plan Factored LC: 1.213 + 1.6L+ 0.5S: User Lines; User Notes; User Dimensions; Drawing Import: User Lines; User Notes; User Dimensions; Element: Wall Elements Below; Wall Elements Above; Wall Element Outline Only; Column Elements Below; Column Elements Above; Slab Elements; Slab Element Outline Only; Scale = 1:175 Factored LC: 1.213 + 1.61- + 0.5S - Bending Moment Plot (Maximum Values) (X-Axis Direction) One Contour = 5 Kips Min Value = -174.4 Kips @ (123.3,85.27) Max Value = 93.12 Kips @ (121.7,96) Factored LC: 1.21D + 1.61- + 0.5S: Max Mx Plan - 40 PL92 Shear Wall Mat Slab.cpt - 5/20/2021 Factored LC: 1.2D + 1.6L + O.SS: Min Mx Plan Factored LC: 1.213 + 1.6L+ 0.5S: User Lines; User Notes; User Dimensions; Drawing Import: User Lines; User Notes; User Dimensions; Element: Wall Elements Below; Wall Elements Above; Wall Element Outline Only; Column Elements Below; Column Elements Above; Slab Elements; Slab Element Outline Only; Scale = 1:175 Factored LC: 1.213 + 1.61-+ 0.5S - Bending Moment Plot (Minimum Values) (X-Axis Direction) One Contour = 5 Kips Min Value = -174.4 Kips @ (123.3,85.27) Max Value = 93.12 Kips @ (121.7,96) Factored LC: 1.21D + 1.61- + 0.5S: Min Mx Plan - 41 PL93 Shear Wall Mat Slab.cpt - 5/20/2021 Factored LC: 1.21) + 1.6L + O.SS: Max My Plan Factored LC: 1.213 + 1.6L+ 0.5S: User Lines; User Notes; User Dimensions; Drawing Import: User Lines; User Notes; User Dimensions; Element: Wall Elements Below; Wall Elements Above; Wall Element Outline Only; Column Elements Below; Column Elements Above; Slab Elements; Slab Element Outline Only; Scale = 1:175 Factored LC: 1.213 + 1.61- + 0.5S - Bending Moment Plot (Maximum Values) (Y-Axis Direction) One Contour = 5 Kips Min Value = -89.61 Kips @ (132,99.5) Max Value = 123 Kips @ (121.2,95.39) Factored LC: 1.21D + 1.61- + 0.5S: Max My Plan - 42 PL94 Shear Wall Mat Slab.cpt - 5/20/2021 Factored LC: 1.2D + 1.6L + O.SS: Min My Plan Factored LC: 1.213 + 1.6L+ 0.5S: User Lines; User Notes; User Dimensions; Drawing Import: User Lines; User Notes; User Dimensions; Element: Wall Elements Below; Wall Elements Above; Wall Element Outline Only; Column Elements Below; Column Elements Above; Slab Elements; Slab Element Outline Only; Scale = 1:175 Factored LC: 1.213 + 1.61-+ 0.5S - Bending Moment Plot (Minimum Values) (Y-Axis Direction) One Contour = 5 Kips Min Value = -89.61 Kips @ (132,99.5) Max Value = 123 Kips @ (121.2,95.39) Factored LC: 1.21D + 1.61- + 0.5S: Min My Plan - 43 PL95 Shear Wall Mat Slab.cpt - 5/20/2021 Factored Seismic LC: 1.21) + 0.51- + (1.OEx + 0.3Y): Max Mx Plan Factored Seismic LC: 1.213 +0.5L+ (1.OEx+0.3Y): User Lines; User Notes; User Dimensions; Drawing Import: User Lines; User Notes; User Dimensions; Element: Wall Elements Below; Wall Elements Above; Wall Element Outline Only; Column Elements Below; Column Elements Above; Slab Elements; Slab Element Outline Only; Scale = 1:175 Factored Seismic LC: 1.213 +0.5L+ (1.OEx+0.3Y) - Bending Moment Plot (Maximum Values) (X-Axis Direction) One Contour = 5 Kips Min Value = -148.2 Kips @ (123.3,85.27) Max Value = 121.3 Kips @ (22.03,46.43) Factored Seismic LC: 1.21D + 0.51L + (1.OEx + 0.3Y): Max Mx Plan - 44 PL96 Shear Wall Mat Slab.cpt - 5/20/2021 Factored Seismic LC: 1.21) + 0.51- + (1.OEx + 0.3Y): Max My Plan Factored Seismic LC: 1.213 +0.5L+ (1.OEx+0.3Y): User Lines; User Notes; User Dimensions; Drawing Import: User Lines; User Notes; User Dimensions; Element: Wall Elements Below; Wall Elements Above; Wall Element Outline Only; Column Elements Below; Column Elements Above; Slab Elements; Slab Element Outline Only; Scale = 1:175 Factored Seismic LC: 1.213 +0.5L+ (1.OEx+0.3Y) - Bending Moment Plot (Maximum Values) (Y-Axis Direction) One Contour = 5 Kips Min Value = -86.8 Kips @ (133.3,99.5) Max Value = 125.9 Kips @ (121.2,95.39) Factored Seismic LC: 1.21D + 0.51L + (1.OEx + 0.3Y): Max My Plan - 45 PL97 Shear Wall Mat Slab.cpt - 5/20/2021 Factored Seismic LC: 1.2D + 0.51- + (1.OEx - 0.3Y): Max Mx Plan Factored Seismic LC: 1.213 + 0.51- + (1.OEx - 0.3Y): User Lines; User Notes; User Dimensions; Drawing Import: User Lines; User Notes; User Dimensions; Element: Wall Elements Below; Wall Elements Above; Wall Element Outline Only; Column Elements Below; Column Elements Above; Slab Elements; Slab Element Outline Only; Scale = 1:175 Factored Seismic LC: 1.213 +0.5L+ (1.OEx - 0.3Y) - Bending Moment Plot (Maximum Values) (X-Axis Direction) One Contour = 5 Kips Min Value = -183.7 Kips @ (123.3,85.27) Max Value = 104 Kips @ (22.03,35.24) Factored Seismic LC: 1.21D + 0.51- + (1.OEx - 0.3Y): Max Mx Plan - 46 PL98 Shear Wall Mat Slab.cpt - 5/20/2021 Factored Seismic LC: 1.2D + 0.51- + (1.OEx - 0.3Y): Max My Plan Factored Seismic LC: 1.213 + 0.51- + (1.OEx - 0.3Y): User Lines; User Notes; User Dimensions; Drawing Import: User Lines; User Notes; User Dimensions; Element: Wall Elements Below; Wall Elements Above; Wall Element Outline Only; Column Elements Below; Column Elements Above; Slab Elements; Slab Element Outline Only; Scale = 1:175 Factored Seismic LC: 1.213 +0.5L+ (1.OEx - 0.3Y) - Bending Moment Plot (Maximum Values) (Y-Axis Direction) One Contour = 5 Kips Min Value = -93.05 Kips @ (133.3,99.5) Max Value = 124.9 Kips @ (121.2,95.39) 75 Factored Seismic LC: 1.21D + 0.51- + (1.OEx - 0.3Y): Max My Plan - 47 PL99 Shear Wall Mat Slab.cpt - 5/20/2021 Factored Seismic LC: 1.21) + 0.51- + (-1.OEx + 0.3Y): Max Mx Plan Factored Seismic LC: 1.213 +0.5L+ (-1.OEx+0.3Y): User Lines; User Notes; User Dimensions; Drawing Import: User Lines; User Notes; User Dimensions; Element: Wall Elements Below; Wall Elements Above; Wall Element Outline Only; Column Elements Below; Column Elements Above; Slab Elements; Slab Element Outline Only; Scale = 1:175 Factored Seismic LC: 1.213 +0.5L+ (-1.0Ex + 0.3Y) - Bending Moment Plot (Maximum Values) (X-Axis Direction) One Contour = 5 Kips Min Value = -203.8 Kips @ (143.7,85.31) Max Value = 88.53 Kips @ (121.7,96) Factored Seismic LC: 1.21D + 0.51L + (-1.OEx + 0.3Y): Max Mx Plan - 48 PL100 Shear Wall Mat Slab.cpt - 5/20/2021 Factored Seismic LC: 1.2D + 0.51- + (-1.OEx + 0.3Y): Min Mx Plan Factored Seismic LC: 1.213 +0.5L+ (-1.OEx+0.3Y): User Lines; User Notes; User Dimensions; Drawing Import: User Lines; User Notes; User Dimensions; Element: Wall Elements Below; Wall Elements Above; Wall Element Outline Only; Column Elements Below; Column Elements Above; Slab Elements; Slab Element Outline Only; Scale = 1:175 Factored Seismic LC: 1.213 +0.5L+ (-1.0Ex + 0.3Y) - Bending Moment Plot (Minimum Values) (X-Axis Direction) One Contour = 5 Kips Min Value = -203.8 Kips @ (143.7,85.31) Max Value = 88.53 Kips @ (121.7,96) Factored Seismic LC: 1.21D + 0.51L + (-1.OEx + 0.3Y): Min Mx Plan - 49 PL101 Shear Wall Mat Slab.cpt - 5/20/2021 Factored Seismic LC: 1.21) + 0.51- + (-1.OEx + Factored Seismic LC: 1.213 +0.5L+ (-1.OEx+0.3Y): User Lines; User Notes; User Dimensions; Drawing Import: User Lines; User Notes; User Dimensions; Element: Wall Elements Below; Wall Elements Above; Wall Element Outline Only; Column Elements Below; Column Elements Above; Slab Elements; Slab Element Outline Only; Scale = 1:175 Factored Seismic LC: 1.213 +0.5L+ (-1.0Ex + 0.3Y) - Bending Moment Plot (Maximum Values) (Y-Axis Direction) One Contour = 5 Kips Min Value = -87.36 Kips @ (132,99.5) Max Value = 121.1 Kips @ (121.2,95.39) 0.3Y): Max My Plan Factored Seismic LC: 1.21D + 0.51L + (-1.OEx + 0.3Y): Max My Plan - 50 PL102 Shear Wall Mat Slab.cpt - 5/20/2021 Factored Seismic LC: 1.21) + 0.51- + (-1.OEx - 0.3Y): Max Mx Plan Factored Seismic LC: 1.213 + 0.51- + (-1.OEx - 0.3Y): User Lines; User Notes; User Dimensions; Drawing Import: User Lines; User Notes; User Dimensions; Element: Wall Elements Below; Wall Elements Above; Wall Element Outline Only; Column Elements Below; Column Elements Above; Slab Elements; Slab Element Outline Only; Scale = 1:175 Factored Seismic LC: 1.213 +0.5L+ (-1.0Ex - 0.3Y) - Bending Moment Plot (Maximum Values) (X-Axis Direction) One Contour = 5 Kips Min Value = -288 Kips @ (143.7,85.31) Max Value = 93.06 Kips @ (166.9,34.27) Factored Seismic LC: 1.21D + 0.51- + (-1.OEx - 0.3Y): Max Mx Plan - 51 PL103 Shear Wall Mat Slab.cpt - 5/20/2021 Factored Seismic LC: 1.21) + 0.51- + (-1.OEx - 0.3Y): Max My Plan Factored Seismic LC: 1.213 + 0.51- + (-1.OEx - 0.3Y): User Lines; User Notes; User Dimensions; Drawing Import: User Lines; User Notes; User Dimensions; Element: Wall Elements Below; Wall Elements Above; Wall Element Outline Only; Column Elements Below; Column Elements Above; Slab Elements; Slab Element Outline Only; Scale = 1:175 Factored Seismic LC: 1.213 +0.5L+ (-1.0Ex - 0.3Y) - Bending Moment Plot (Maximum Values) (Y-Axis Direction) One Contour = 5 Kips Min Value = -105.1 Kips @ (143.9,84.72) Max Value = 120.7 Kips @ (121.2,95.39) Factored Seismic LC: 1.21D + 0.51- + (-1.OEx - 0.3Y): Max My Plan - 52 PL104 Shear Wall Mat Slab.cpt - 5/20/2021 Factored Seismic LC: 1.21) + 0.51- + (0.3Ex + LOY): Max Mx Plan Factored Seismic LC: 1.213 + 0.51- + (0.3Ex + 1.OY): User Lines; User Notes; User Dimensions; Drawing Import: User Lines; User Notes; User Dimensions; Element: Wall Elements Below; Wall Elements Above; Wall Element Outline Only; Column Elements Below; Column Elements Above; Slab Elements; Slab Element Outline Only; Scale = 1:175 Factored Seismic LC: 1.213 +0.5L+ (0.3Ex+ 1.OY) - Bending Moment Plot (Maximum Values) (X-Axis Direction) One Contour = 5 Kips Min Value = -212.4 Kips @ (143.4,75.76) Max Value = 103 Kips @ (22.03,46.43) Factored Seismic LC: 1.21D + 0.51L + (0.3Ex + 1.OY): Max Mx Plan - 53 PL105 Shear Wall Mat Slab.cpt - 5/20/2021 Factored Seismic LC: 1.21) + 0.51- + (0.3Ex + LOY): Max My Plan Factored Seismic LC: 1.213 + 0.51- + (0.3Ex + 1.OY): User Lines; User Notes; User Dimensions; Drawing Import: User Lines; User Notes; User Dimensions; Element: Wall Elements Below; Wall Elements Above; Wall Element Outline Only; Column Elements Below; Column Elements Above; Slab Elements; Slab Element Outline Only; Scale = 1:175 Factored Seismic LC: 1.213 +0.5L+ (0.3Ex+ 1.OY) - Bending Moment Plot (Maximum Values) (Y-Axis Direction) One Contour = 5 Kips Min Value = -79.22 Kips @ (132,99.5) Max Value = 125 Kips @ (121.2,95.39) Factored Seismic LC: 1.21D + 0.51L + (0.3Ex + 1.OY): Max My Plan - 54 PL106 Shear Wall Mat Slab.cpt - 5/20/2021 Factored Seismic LC: 1.2D + 0.51- + (0.3Ex - LOY): Max Mx Plan Factored Seismic LC: 1.213 + 0.51- + (0.3Ex - 1.OY): User Lines; User Notes; User Dimensions; Drawing Import: User Lines; User Notes; User Dimensions; Element: Wall Elements Below; Wall Elements Above; Wall Element Outline Only; Column Elements Below; Column Elements Above; Slab Elements; Slab Element Outline Only; Scale = 1:175 Factored Seismic LC: 1.213 +0.5L+ (0.3Ex - 1.OY) - Bending Moment Plot (Maximum Values) (X-Axis Direction) One Contour = 5 Kips Min Value = -231.1 Kips @ (143.7,85.31) Max Value = 103.4 Kips @ (135,75.69) Factored Seismic LC: 1.21D + 0.51- + (0.3Ex - 1.OY): Max Mx Plan - 55 PL107 Shear Wall Mat Slab.cpt - 5/20/2021 Factored Seismic LC: 1.2D + 0.51- + (0.3Ex - LOY): Max My Plan Factored Seismic LC: 1.213 + 0.51- + (0.3Ex - 1.OY): User Lines; User Notes; User Dimensions; Drawing Import: User Lines; User Notes; User Dimensions; Element: Wall Elements Below; Wall Elements Above; Wall Element Outline Only; Column Elements Below; Column Elements Above; Slab Elements; Slab Element Outline Only; Scale = 1:175 Factored Seismic LC: 1.213 +0.5L+ (0.3Ex - 1.OY) - Bending Moment Plot (Maximum Values) (Y-Axis Direction) One Contour = 5 Kips Min Value = -100.3 Kips @ (133.3,99.5) Max Value = 123 Kips @ (121.2,95.39) Factored Seismic LC: 1.21D + 0.51- + (0.3Ex - 1.OY): Max My Plan - 56 PL108 Shear Wall Mat Slab.cpt - 5/20/2021 Factored Seismic LC: 1.21) + 0.51- + (-0.3Ex + LOY): Max Mx Plan Factored Seismic LC: 1.213 + 0.51- + (-0.3Ex + 1.OY): User Lines; User Notes; User Dimensions; Drawing Import: User Lines; User Notes; User Dimensions; Element: Wall Elements Below; Wall Elements Above; Wall Element Outline Only; Column Elements Below; Column Elements Above; Slab Elements; Slab Element Outline Only; Scale = 1:175 Factored Seismic LC: 1.213 +0.5L+ (-0.3Ex+ 1.OY) - Bending Moment Plot (Maximum Values) (X-Axis Direction) One Contour = 5 Kips Min Value = -246.4 Kips @ (143.4,75.76) Max Value = 96.28 Kips @ (121.7,96) Factored Seismic LC: 1.21D + 0.51L + (-0.3Ex + 1.OY): Max Mx Plan - 57 PL109 Shear Wall Mat Slab.cpt - 5/20/2021 Factored Seismic LC: 1.21) + 0.51- + (-0.3Ex + LOY): Max My Plan Factored Seismic LC: 1.213 + 0.51- + (-0.3Ex + 1.OY): User Lines; User Notes; User Dimensions; Drawing Import: User Lines; User Notes; User Dimensions; Element: Wall Elements Below; Wall Elements Above; Wall Element Outline Only; Column Elements Below; Column Elements Above; Slab Elements; Slab Element Outline Only; Scale = 1:175 Factored Seismic LC: 1.213 +0.5L+ (-0.3Ex+ 1.OY) - Bending Moment Plot (Maximum Values) (Y-Axis Direction) One Contour = 5 Kips Min Value = -79.7 Kips @ (132,99.5) Max Value = 123 Kips @ (121.2,95.39) Q Factored Seismic LC: 1.21D + 0.51L + (-0.3Ex + 1.OY): Max My Plan - 58 PL110 Shear Wall Mat Slab.cpt - 5/20/2021 Factored Seismic LC: 1.21) + 0.51- + (-0.3Ex - LOY): Max Mx Plan Factored Seismic LC: 1.213 + 0.51- + (-0.3Ex - 1.OY): User Lines; User Notes; User Dimensions; Drawing Import: User Lines; User Notes; User Dimensions; Element: Wall Elements Below; Wall Elements Above; Wall Element Outline Only; Column Elements Below; Column Elements Above; Slab Elements; Slab Element Outline Only; Scale = 1:175 Factored Seismic LC: 1.213 +0.5L+ (-0.3Ex - 1.OY) - Bending Moment Plot (Maximum Values) (X-Axis Direction) One Contour = 10 Kips Min Value = -302.7 Kips @ (143.7,85.31) Max Value = 107.6 Kips @ (133.7,75.68) M Factored Seismic LC: 1.21D + 0.51- + (-0.3Ex - 1.OY): Max Mx Plan - 59 PL111 Shear Wall Mat Slab.cpt - 5/20/2021 Factored Seismic LC: 1.21) + 0.51- + (-0.3Ex - LOY): Max My Plan Factored Seismic LC: 1.213 + 0.51- + (-0.3Ex - 1.OY): User Lines; User Notes; User Dimensions; Drawing Import: User Lines; User Notes; User Dimensions; Element: Wall Elements Below; Wall Elements Above; Wall Element Outline Only; Column Elements Below; Column Elements Above; Slab Elements; Slab Element Outline Only; Scale = 1:175 Factored Seismic LC: 1.213 +0.5L+ (-0.3Ex - 1.OY) - Bending Moment Plot (Maximum Values) (Y-Axis Direction) One Contour = 5 Kips Min Value = -109.6 Kips @ (143.9,84.72) Max Value = 121.7 Kips @ (121.2,95.39) III 50 50I Factored Seismic LC: 1.21D + 0.51- + (-0.3Ex - 1.OY): Max My Plan - 60 PL112 Shear Wall Mat Slab.cpt - 5/20/2021 Design Strip: Latitude Design Spans Plan Design Strip: User Lines; User Notes; User Dimensions; Latitude SSs; Latitude SSSs; SSS Hatching; Latitude DSs; Latitude Span Boundaries; Latitude Strip Boundaries; Drawing Import: User Lines; User Notes; User Dimensions; Element: Wall Elements Below; Wall Elements Above; Wall Element Outline Only; Column Elements Below; Column Elements Above; Slab Elements; Slab Element Outline Only; Scale = 1:175 Design Strip: Latitude Design Spans Plan - 61 PL113 Shear Wall Mat Slab.cpt - 5/20/2021 Design Strip: Longitude Design Spans Plan Design Strip: User Lines; User Notes; User Dimensions; Longitude SSs; Longitude SSSs; SSS Hatching; Longitude DSs; Longitude Span Boundaries; Longitude Strip Boundaries; Drawing Import: User Lines; User Notes; User Dimensions; Element: Wall Elements Below; Wall Elements Above; Wall Element Outline Only; Column Elements Below; Column Elements Above; Slab Elements; Slab Element Outline Only; Scale = 1:175 Design Strip: Longitude Design Spans Plan - 62 PL114 Shear Wall Mat Slab.cpt - 5/20/2021 Design Strip: Punching Checks Plan Design Strip: User Lines; User Notes; User Dimensions; Punching Checks; Punching Check Sections; Drawing Import: User Lines; User Notes; User Dimensions; Element: Wall Elements Below; Wall Elements Above; Wall Element Outline Only; Column Elements Below; Column Elements Above; Slab Elements; Slab Element Outline Only; Scale = 1:175 Design Strip: Punching Checks Plan - 63 PL115 Shear Wall Mat Slab.cpt - 5/20/2021 Design Status: Status Plan Design Status: User Lines; User Notes; User Dimensions; Latitude Span Designs; Longitude Span Designs; Span Design Numbers; Span Design Status; Latitude DS Designs; Longitude DS Designs; DS Design Numbers; DS Design Status; PC Designs; PC Design Numbers; PC Design Status; Drawing Import: User Lines; User Notes; User Dimensions; Element: Wall Elements Below; Wall Elements Above; Wall Element Outline Only; Column Elements Below; Column Elements Above; Slab Elements; Slab Element Outline Only; Scale = 1:175 U a 0 x u 10C-1 10C-2 OK U M 9C-1 9C-2 OK Y n O x C) 13C-1 r1" OK OK (non-standard section) DO 'A N 11 C-1 4 U N O (113C-2 r3fi ' OK OK (non-standard sectic O 12C-2 OK 60 16C-1 16C-2 OK U V 15C-1 15C-2 OK 7 Y r O ao O Design Status: Status Plan - 64 PL116 Shear Wall Mat Slab.cpt - 5/20/2021 Design Status: Top Reinforcement Plan Design Status: User Lines; User Notes; User Dimensions; Latitude Span Designs; Longitude Span Designs; Span Design Top Bars; Span Design Bar Descriptions; Latitude DS Designs; Longitude DS Designs; DS Design Top Bars; Drawing Import: User Lines; User Notes; User Dimensions; Element: Wall Elements Below; Wall Elements Above; Wall Element Outline Only; Column Elements Below; Column Elements Above; Slab Elements; Slab Element Outline Only; Reinforcement: Top Face Concentrated Reinf.; Both Faces Concentrated Reinf.; Auto Face Concentrated Reinf.; Concentrated Reinf. Descriptions; Top Face Distributed Reinf.; Both Faces Distributed Reinf.; Auto Face Distributed Reinf.; Distributed Reinf. Descriptions; Latitude User Concentrated Reinf.; Longitude User Concentrated Reinf.; Latitude User Distributed Reinf.; Longitude User Distributed Reinf.; Scale = 1:175 #7@12T H 0 Design Status: Top Reinforcement Plan - 65 PL117 Shear Wall Mat Slab.cpt - 5/20/2021 Design Status: Bottom Reinforcement Plan Design Status: User Lines; User Notes; User Dimensions; Latitude Span Designs; Longitude Span Designs; Span Design Bottom Bars; Span Design Bar Descriptions; Latitude DS Designs; Longitude DS Designs; DS Design Bottom Bars; Drawing Import: User Lines; User Notes; User Dimensions; Element: Wall Elements Below; Wall Elements Above; Wall Element Outline Only; Column Elements Below; Column Elements Above; Slab Elements; Slab Element Outline Only; Reinforcement: Bottom Face Concentrated Reinf.; Both Faces Concentrated Reinf.; Auto Face Concentrated Reinf.; Concentrated Reinf. Descriptions; Bottom Face Distributed Reinf.; Both Faces Distributed Reinf.; Auto Face Distributed Reinf.; Distributed Reinf. Descriptions; Latitude User Concentrated Reinf.; Longitude User Concentrated Reinf.; Latitude User Distributed Reinf.; Longitude User Distributed Reinf.; Scale = 1:175 Design Status: Bottom Reinforcement Plan - 66 PL118 Shear Wall Mat Slab.cpt - 5/20/2021 Design Status: Punching Shear Status Plan Design Status: User Lines; User Notes; User Dimensions; PC Designs; PC Design Numbers; PC Design Status; PC Design Stress Ratios; PC Design Sections; Drawing Import: User Lines; User Notes; User Dimensions; Element: Wall Elements Below; Wall Elements Above; Wall Element Outline Only; Column Elements Below; Column Elements Above; Slab Elements; Slab Element Outline Only; Scale = 1:175 I\N K (non-standard section) \USR=0.944 H/ OK (non-standard section) USR=0.801' r2� Oi USR=0.139 Design Status: Punching Shear Status Plan - 67 PL119 Shear Wall Mat Slab.cpt - 5/20/2021 Design Status: SSR Plan Design Status: User Lines; User Notes; User Dimensions; PC Designs; SSR; SSR Description; SSR Details; Drawing Import: User Lines; User Notes; User Dimensions; Element: Wall Elements Below; Wall Elements Above; Wall Element Outline Only; Column Elements Below; Column Elements Above; Slab Elements; Slab Element Outline Only; Scale = 1:175 J Design Status: SSR Plan - 68 PL120 Project: Edmonds Senior Living By: SAT Sheet No. L-9 Location: Edmonds WA Date: 05/21/21 Client: Ankrom Moisan Revised: Job No. 21900383 Subject: Date: Coupling Beam Design PL121 Project: Edmonds Senior Living By: SAT Sheet No. Location: Edmonds WA Date: 05/21/21 L-9.1 Client: Ankrom Moisan Revised: Job No. Subject: Date: 21900383 Core 1: Coupling Beams PL122 Project: Edmonds Senior Living By: SAT Sheet No. Location: Edmonds WA Date: 05/21/21 L-9.2 Client: Ankrom Moisan Revised: Job No. 1 Subject: Date: 21900383 Core 2: Coupling Beams C2-CB6 PL123 Project: Edmonds Senior Living By: SAT Sheet No. L-9.3 Location: Edmonds WA Date: 05/21/21 Client: Ankrom Moisan Revised: Job No. 21900383_ Subject: Date: Core 4: Coupling Beams C4 C132 PL124 Project Edmonds5enior Location: Edmonds WA r. YfC:Rrki:#i E/W Siesmic 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 Pc t'c Mu Vu Mu Vu M, M„E„ M,_E„ V. V,+Ecc V,-Ecc M,M_E„ M,_E,, V, Vr,-Ecc M­., Va,orsio� M---- v".. — M—,... V-- M—,..— V—.— M. V M. V. Core (kips) (Psi) (kip-ft) (kips) (kip-ft) (kips) (kip-ft) (kip-k) (kip-k) (kips) (kips) (kips) (kip-ft) (k,pft) (kip-k) (kips) (kips) (kips) (kip-ft) (kips) (kip-ft) (kips) (kip-ft) (kips) (kip-ft) (kips) (kip-ft) (kips) (kip-ft) (kips) --M 4 6,000 2 46 2 81 1 -0 5 1l 89 52 1 2 9 -4 139 113 166 1 4 19 6 25 6 26 6 26 11 184 14 321 o C2-CB1 -1 6,000 18 21 8 4 -12 -11 -11 39 42 36 -21 -21 -11 0 -5 4 1 3 1 4 1 4 1 4 40 83 37 11 C2-CB2 31 6,000 42 18 29 36 82 86 ]] 40 42 38 45 39 51 51 54 59 4 2 6 3 6 3 6 3 1" J9 104 124 C2-CB3 7 6,000 4 41 24 68 2 4 1 14 64 63 26 23 28 117 116 118 2 0 2 1 3 1 3 1 11 136 68 242 C2-CB4 2 6,000 132 JO 13 30 214 233 195 110 119 101 -32 -59 -5 -16 -29 -3 19 9 26 12 2] 13 2] 13 483 250 94 51 3 C2-CBS -8 6,000 101 6] 83 52 1]1 180 162 99 305 94 112 99 125 J1 fi4 J9 9 6 12 ] 13 8 13 8 370 225 271 171 C2-CB6 -3 6,000 35 59 2 189 .3 -45 42 86 83 89 2 4 0 260 264 255 1 3 2 4 2 4 2 4 304 194 J 453 C4CB1 -1 6,000 14 -5 8 -24 25 23 2] -7 -11 -4 9 12 6 -45 11 -11 2 3 3 5 3 5 3 5 55 22 26 95 2 C4-CB2 -1 6,000 J -16 5 -81 12 14 11 -20 -34 -5 6 4 8 -134 -113 -154 1 15 2 19 2 20 2 20 28 J1 I] 306 PL125 I<Mpff Project: Edmonds Senior Living By: SAT Sheet No. L-9.5-Cl-CB1 Location: Edmonds WA Date: 05/21/21 Client: Ankrom Moisan Revised: Job No. Subject: 0 Date: 21900383 Wall Section: Cl-CB1 Earthquake Loads PE = 4 kips VEX = 184 kips VEY = 321 kips 376 kips MEX = 128 kip -in VEY= 169 kip -in 207 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) = 0.97 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: #7 n= 0 a = 69.7 deg Vn = 0 kips V eq = 376 kips Vu h = 417 kips Hinge shear - 2*Mp A,b DCR = 0.62 Seismic DCR = 0.04 DCR = 0.68 Beam Hinge PL126 I<Mpff Project: Edmonds Senior Living By: SAT Sheet No. L-9.5-C2-CB1 Location: Edmonds WA Date: 05/21/21 Client: Ankrom Moisan Revised: Job No. Subject: 0 Date: 21900383 Wall Section: C2-CB1 Earthquake Loads PE = 1 kips VEX = 83 kips VEY = 11 kips 86 kips MEX = 479 kip -in VEY= 444 kip -in 613 kip -in Coupling Beam Properties h = 57 in t= 12 in Lcb= 48.0 in f'c = 6,000 psi fy = 60 ksi Flexural Check Top Bar #6 nrowl = 2 nrow2 = 0 z = 54.3 in AS = 0.9 in' Bottom Bar #6 nrowl = 3 nrow2 = 0 z = 2.8 in AS = 1.3 in Mn,= 4,297 kip -in Mn-= 2,864 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) = 0.44 No Diagonal Reinforcing Required Shear Check Stirrups Size: #4 n= 2 s = 6.0 in o.c VC = 99 kips VS = 212 kips V = 311 kips Diagonal Bars Size: #7 n= 0 a = 49.9 deg Vn = 0 kips V eq = 86 kips Vu h = 179 kips Hinge shear - 2*Mp A,b DCR = 0.28 Seismic DCR = 0.21 DCR = 0.58 Beam Hinge PL127 Project: Edmonds Senior Living By: SAT Sheet No. L-9.5-C2-CB2 Location: Edmonds WA Date: 05/21/21 Client: Ankrom Moisan Revised: Job No. Subject: 0 Date: 21900383 Wall Section: C2-CB2 Earthquake Loads PE = 31 kips VEX = 79 kips VEY = 124 kips 148 kips MEX = 2,028 kip -in VEY= 1,247 kip -in 2,402 kip -in Coupling Beam Properties h = 57 in t= 12 in Lcb= 42.0 in f'c = 6,000 psi fy = 60 ksi Flexural Check Top Bar #6 nrowl = 2 nrow2 = 0 z = 54.3 in AS = 0.9 in' Bottom Bar #6 nrowl = 3 nrow2 = 0 z = 2.8 in AS = 1.3 in Mn,= 4,297 kip -in Mn-= 2,864 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 = 0.74 Vu/(4Vf'c*Aw) = 0.75 No Diagonal Reinforcing Required Shear Check Stirrups Size: #4 n= 2 s = 6.0 in o.c VC = 99 kips VS = 212 kips V = 311 kips Diagonal Bars Size: #6 n= 6 a = 53.6 deg Vn = 255 kips V eq = 148 kips Vu h = 205 kips Hinge shear - 2*Mp A,b DCR = 0.48 Seismic DCR = 0.84 DCR = 0.66 Beam Hinge PL128 I<Mpff Project: Edmonds Senior Living By: SAT Sheet No. L-9.5-C2-CB3 Location: Edmonds WA Date: 05/21/21 Client: Ankrom Moisan Revised: Job No. Subject: 0 Date: 21900383 Wall Section: C2-CB3 Earthquake Loads PE = 7 kips VEX = 136 kips VEY = 242 kips 283 kips MEX = 131 kip -in MEY = 816 kip -in 856 kip -in Coupling Beam Properties In = 57 in t= 12 in Lcb= 60.0 in f'c = 6,000 psi fy = 60 ksi Flexural Check Top Bar #6 nrowl = 2 nrow2 = 0 z = 54.3 in AS = 0.9 in' Bottom Bar #6 nrowl = 3 nrow2 = 0 z = 2.8 in AS = 1.3 in Mn,= 4,297 kip -in Mn-= 2,864 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 = 1.05 Vu/(4Vf'c*Aw) = 1.43 Diagonal Reinforcing Required Shear Check Stirrups Size: #4 n= 2 s = 6.0 in o.c VC = 99 kips VS = 212 kips V = 311 kips Diagonal Bars Size: #9 n= 4 a = 43.5 deg Vn = 331 kips V eq = 283 kips Vu h = 143 kips Hinge shear - 2*Mp A,b DCR = 0.85 Seismic DCR = 0.30 DCR = 0.43 Beam Hinge PL129 I<Mpff Project: Edmonds Senior Living By: SAT Sheet No. L-9.5-C2-CB4 Location: Edmonds WA Date: 05/21/21 Client: Ankrom Moisan Revised: Job No. Subject: 0 Date: 21900383 Wall Section: C2-CB4 Earthquake Loads PE = 2 kips VEX = 250 kips VEY = 51 kips 265 kips MEX = 5,796 kip -in VEY= 1,132 kip -in 6,135 kip -in Coupling Beam Properties h = 84 in t= 12 in Lcb= 48.0 in f'c = 6,000 psi fy = 60 ksi Flexural Check Top Bar #7 nrowl = 3 nrow2 = 0 z = 81.1 in AS = 1.8 in' Bottom Bar #7 nrowl = 3 nrow2 = 0 z = 2.9 in AS = 1.8 in Mn,= 8,761 kip -in Mn-= 8,761 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 = 0.57 Vu/(4Vf'c*Aw) = 0.89 No Diagonal Reinforcing Required Shear Check Stirrups Size: #4 n= 2 s = 6.0 in o.c VC = 149 kips VS = 320 kips V = 469 kips Diagonal Bars Size: #3 n= 0 a = 60.3 deg Vn = 0 kips V eq = 265 kips Vu h = 365 kips Hinge shear - 2*Mp A,b DCR = 0.56 Seismic DCR = 0.70 DCR = 0.78 Beam Hinge PL130 I<Mpff Project: Edmonds Senior Living By: SAT Sheet No. L-9.5-C2-CB5 Location: Edmonds WA Date: 05/21/21 Client: Ankrom Moisan Revised: Job No. Subject: 0 Date: 21900383 Wall Section: C2-CB5 Earthquake Loads PE = 8 kips VEX = 225 kips VEY = 171 kips 276 kips MEX = 4,440 kip -in VEY= 3,248 kip -in 5,415 kip -in Coupling Beam Properties h = 84 in t= 12 in Lcb= 42.0 in f'c = 6,000 psi fy = 60 ksi Flexural Check Top Bar #7 nrowl = 3 nrow2 = 0 z = 81.1 in AS = 1.8 in' Bottom Bar #7 nrowl = 3 nrow2 = 0 z = 2.9 in AS = 1.8 in Mn,= 8,761 kip -in Mn-= 8,761 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 = 0.50 Vu/(4Vf'c*Aw) = 0.93 No Diagonal Reinforcing Required Shear Check Stirrups Size: #4 n= 2 s = 6.0 in o.c VC = 149 kips VS = 320 kips V = 469 kips Diagonal Bars Size: None n= 0 a = 63.4 deg Vn = #N/A kips V eq = 276 kips Vu h = 417 kips Hinge shear - 2*Mp A,b DCR = 0.59 Seismic DCR = 0.62 DCR = 0.89 Beam Hinge PL131 I<Mpff Project: Edmonds Senior Living By: SAT Sheet No. L-9.5-C2-CB6 Location: Edmonds WA Date: 05/21/21 Client: Ankrom Moisan Revised: Job No. Subject: 0 Date: 21900383 Wall Section: C2-CB6 Earthquake Loads PE = 3 kips VEX = 194 kips VEY = 453 kips 511 kips MEX = 1,246 kip -in VEY= 80 kip -in 1,270 kip -in Coupling Beam Properties h = 84 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 = 81.1 in AS = 1.8 in' Bottom Bar #7 nrowl = 3 nrow2 = 0 z = 2.9 in AS = 1.8 in Mn,= 8,761 kip -in Mn-= 8,761 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 = 0.55 Vu/(4Vf'c*Aw) = 1.72 Diagonal Reinforcing Required Shear Check Stirrups Size: #4 n= 2 s = 6.0 in o.c VC = 149 kips VS = 320 kips V = 469 kips Diagonal Bars Size: #8 n= 8 a = 61.3 deg Vn = 665 kips V eq = 511 kips Vu h = 381 kips Hinge shear - 2*Mp A,b DCR = 0.77 Seismic DCR = 0.14 DCR = 0.57 Beam Hinge PL132 I<Mpff Project: Edmonds Senior Living By: SAT Sheet No. L-9.5-C4-CB1 Location: Edmonds WA Date: 05/21/21 Client: Ankrom Moisan Revised: Job No. Subject: 0 Date: 21900383 Wall Section: C4-CB1 Earthquake Loads PE = 1 kips VEX = 22 kips VEY = 95 kips 102 kips MEX = 661 kip -in VEY= 313 kip -in 755 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) = 0.62 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 = 102 kips Vu h = 199 kips Hinge shear - 2*Mp A,b DCR = 0.39 Seismic DCR = 0.32 DCR = 0.77 Beam Hinge PL133 I<Mpff Project: Edmonds Senior Living By: SAT Sheet No. L-9.5-C4-CB2 Location: Edmonds WA Date: 05/21/21 Client: Ankrom Moisan Revised: Job No. Subject: 0 Date: 21900383 Wall Section: C4-CB2 Earthquake Loads PE = 1 kips VEX = 71 kips VEY = 306 kips 327 kips MEX = 331 kip -in VEY= 207 kip -in 394 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) = 0.96 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 = 327 kips Vu h = 410 kips Hinge shear - 2*Mp A,b DCR = 0.61 Seismic DCR = 0.08 DCR = 0.76 Beam Hinge PL134 Project: Edmonds Senior Living By: SAT Sheet No. L-10 Location: Edmonds WA Date: 05/21/21 Client: Ankrom Moisan Revised: Job No. 21900383 Subject: Date: Boundary Element Transverse Reinforcement (ACI 318-14) frc = 6 ksiFIELD VERT. BAR REF. ELEVATION fvt = 60 ksi #5 © @ 4- o... TYP. BE Bar size #9 #5 @4"o.0. 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: hx_max = 5.0 In TYP. 2' 4" AT CONTRACTORS OPTION HOOKED ANCHOR 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 h - x_max - 5.0 in ��� t• _ 11-0- 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/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 = 0.0155 pmin = 0.0148 Table 18.10.6.4(f) RequirementA o.0090 Table 18.10.6.4(f) Requirement B Ties OK PL135 Project: Edmonds Senior Living By: SAT Sheet No. Location: Edmonds WA Date: 05/21/21 L-10.1 Client: Ankrom Moisan Revised: Job No. Subject: Date: 21900383 Boundary Element Transverse Reinforcement (ACI 318-14) f'c= 6 ksi 2'-4" BOUNDARY ELEMENT fvt = 60 ksi BE Bar size #9 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 2 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/soar/bc = 0.0224 Amin = 0.02o9 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 mo90 Table 18.10.6.4(f) Requirement B Ties OK PL136 Project: Edmonds Senior Living By: SAT Sheet No. L-10.2 Location: Edmonds WA Date: 05/21/21 Client: Ankrom Moisan Revised: Job No. 21900383 Subject: Date: 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 #9 #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 nties = 2 0#5 FIELD VERT. BAR ©� 4- o.c. h = x 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 /3 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/soar/bc = 0.0185 emir, = 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 = 0.0155 Amin = 0.0148 Table 18.10.6.4(f) RequirementA o.0090 Table 18.10.6.4(f) Requirement B Ties OK PL137 Project: Edmonds Senior Living By: SAT Sheet No. L-10.3 Location: Edmonds WA Date: 05/21/21 Client: Ankrom Moisan Revised: Job No. 21900383 Subject: Date: f'c = fvt = BE Bar size tie size tie spacing Vertical Leg of BE 6 ksi 60 ksi #9 #5 4 in o.c. tW - 12 in LBE - 28 in n BEbars — 5 nties = 5 hx_max = 5.0 In Horizontal Leg of BE tW - 12 in LBE = 49 in n BEbars = 8 nties = 8 hx max = 5.8 In Boundary Element Transverse Reinforcement (ACI 318-14) FIELD VERT. BAR REF. ELEVATION w U a VERT. BOUNDARY ELEMENT BAR #5 U 0 4" o.c. ALTERNATE DIRECTION TYP. ANCHOR BAR z w #5 © C 4" O.C. w TYP. `v w #5 C @ 4" o.c. TYP. O 0 m O DOOR io U K OPENING TYP. BOUNDARYELEMENT w REF. ELEVATION > FOR OPENING SIZE BOUNDARY ( �ELEMENT DETAIL AT ELEVATOR 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 = 5.8 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 emir, = 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 = 0.0135 Amin = 0.0126 Table 18.10.6.4(f) RequirementA o.0090 Table 18.10.6.4(f) Requirement B Ties OK PL138 Project: Edmonds Senior Living By: SAT Sheet No. Location: Edmonds WA Date: 05/21/21 L-10.4 Client: Ankrom Moisan Revised: Job No. Subject: Date: 21900383 Boundary Element Transverse Reinforcement (ACI 318-14) f'c = 6 ksi ns v2" o.c. fyt = 60 ksi � BE Bar size #9 n tie size #5 as LJ (a) 3 112" o.c. tie spacing 3.5 in o.c. T)'P• !1 Vertical Leg of BE tW = 26 in LBE = 12 in n BEbars = 2 nties = 2 hx max = 4.5 In Horizontal Leg of BE tW = 12 in LBE = 26 in n BEbars = 4 nties = 4 hx max = 5.8 In BAR OR HOOK OR PROVIDE TERMINATOR FOR FULL DEVELOPMENT TYP. FIELD VERT. BARS #4 AT 12" mow >_ -11�+6"MAX ` HORIZONTAL BARS REF. ELEVATION 2'- 2" 1.25x LAP VERT. BOUNDARY BOUNDARY ELEMENT SPLICE ELEMENT BAR BOUNDARY ELEMENT AT SW #4 1" = I.-n.. 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 = 5.8 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 = 0.0152 Table 18.10.6.4(f) RequirementA 0.0o90 Table 18.10.6.4(f) Requirement B Horz. Leg of BE Ash/soar/bc = 0.0154 pmin = 0.0152 Table 18.10.6.4(f) RequirementA 0.0o90 Table 18.10.6.4(f) Requirement B Ties OK PL139 Project: Edmonds Senior Living By: SAT Sheet No. L-10.5 Location: Edmonds WA Date: 05/21/21 Client: Ankrom Moisan Revised: Job No. 21900383 Subject: Date: Boundary Element Transverse Reinforcement (ACI 318-141 FIELD VERT. BAR REF. ELEVATION f'c= 6 ksi #b © @4"oc TYP. fvt = 60 ksi #5 @ 4" o.c. BE Bar size #9 Lu (( LT. DIRECTION) P. tie size #5 0 0 10 tie spacing 4 in o.c. ~ VERT. B.E. BARS --TO REF. ELEVATION w TO VERT.RT. 'v w ' w ANCHOR BAR MATCH Vertical Leg of BE o HORIZ. BAR SIZE AND Z SPACING PROVIDE FULL tw = DEVELOPMENT LENGTH 12 In m i WITHIN BOUNDARY ELEMENT LBE — 37 In i REF. NOTE >> n BEbars — 7 J w NOTE: nties = 7 w #5 l @ 4" o.c. AT CONTRACTORS p� TYP. OPTION HOOKED ANCHOR In = 4.9 In (ALT. DIRECTI ) BARS OR ANCHOR BARS wt TERMINATION IS 6" PERMITTED TO ACHIEVE Horizontal Leg of BE TYP. DEVELOPMENT LENGTH. tw = 12 in DOOR REF. ELEVATION LBE — 28 In 2'-4" BOUNDARY ELEMENT n BEbars = 5 �,� BOUNDARY ELEMENT DETAIL nties = 5 1 J 11" = V-0" hx_max = 5.0 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 = 5.0 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/soar/bc = 0.0163 emir, = 0.0135 Table 18.10.6.4(f) RequirementA 0.0090 Table 18.10.6.4(f) Requirement B Horz. Leg of BE Ash/soar/bc = 0.0155 Amin = 0.0148 Table 18.10.6.4(f) RequirementA 0.0o90 Table 18.10.6.4(f) Requirement B Ties OK PL140 Project: Edmonds Senior Living By: SAT Sheet No. Location: Edmonds WA Date: 05/21/21 L-10.6 Client: Ankrom Moisan Revised: Job No. Subject: Date: 21900383 Boundary Element Transverse Reinforcement (ACI 318-14) f'c = 6 ksi 3' - 2" fvt = 60 ksi BOUNDARY E BE Bar size #9 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. nties = 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 hx_max = 5.0 In Detail 14/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 = 5.0 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/soar/bc = 0.0185 emir, = 0.0134 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 Amin = 0.0134 Table 18.10.6.4(f) RequirementA o.0090 Table 18.10.6.4(f) Requirement B Ties OK Podium Gravity PG1 Load Take Downs for Concrete Structure Level Stru-type DL S-DL 1 S-DL 2 LL 1 LL 2 LLR Flr Ht Roof Wood 25 20 4 6th Wood 30 40 10 5th Wood 30 40 10.1 4th Wood 30 40 10.1 3rd Wood 30 40 10.1 Sum 145 160 20 44.3 2nd Conc 175 15 60 40 100 10.1 1st Conc 125 10 40 100 14 Basement Conc 12 Tributary Areas Live Load Reductions Cumulative Lvl 2 Transfer Cumulative Lvl 1 Wood Column Slab KLL= 1 Column Col ID Roof Floors # Floors Tot Area Lvl 2 Lvl 1 Sum TA KLL LLRed Factor LLRed Factor Sum TA LLRed Factor B2 770 770 4 3080 770 770 3850 2 0.42 0.49 4620 0.41 B5 632 632 4 2528 632 632 3160 3 0.40 0.52 3792 0.40 B6 496 496 4 1984 496 496 2480 3 0.42 0.55 2976 0.41 B7 664 664 4 2656 664 664 3320 3 0.40 0.51 3984 0.40 B8 717 717 4 2868 717 717 3585 3 0.40 0.50 4302 0.40 B9 673 673 4 2692 673 673 3365 3 0.40 0.51 4038 0.40 B12 584 584 4 2336 584 584 2920 3 0.41 0.53 3504 0.40 B13 400 400 4 1600 400 400 2000 2 0.49 0.59 2400 0.47 E2 869 869 4 3476 869 869 4345 3 0.40 0.48 5214 0.40 E5 789 789 4 3156 789 789 3945 4 0.40 0.49 4734 0.40 E6 632 632 4 2528 632 632 3160 4 0.40 0.52 3792 0.40 E7 809 809 4 3236 809 809 4045 4 0.40 0.49 4854 0.40 E8 624 624 4 2496 624 624 3120 4 0.40 0.52 3744 0.40 E9 495 495 4 1980 495 495 2475 4 0.40 0.55 2970 0.40 E12 552 552 4 2208 552 552 2760 4 0.40 0.54 3312 0.40 E13 363 363 4 1452 363 363 1815 3 0.45 0.60 2178 0.44 G2 633 633 4 2532 633 633 3165 3 0.40 0.52 3798 0.40 G5 663 663 4 2652 663 663 3315 4 0.40 0.51 3978 0.40 G6 440 440 4 1760 586 586 2346 4 0.40 0.56 2932 0.40 G7 350 350 4 1400 828 828 2228 4 0.41 0.57 3056 0.40 G9 468 468 4 1872 468 468 2340 4 0.41 0.56 2808 0.40 G12 306 306 4 1224 306 306 1530 4 0.44 0.63 1836 0.43 G13 230 230 4 920 230 230 1150 3 0.51 0.69 1380 0.48 G.2/7 0 0 0 0 0 420 0 4 0.00 0.00 420 0.62 H5 711 711 4 2844 711 711 3555 4 0.40 0.50 4266 0.40 H6 450 450 4 1800 559 559 2359 4 0.40 0.56 2918 0.40 H7 409 409 4 1636 818 818 2454 4 0.40 0.55 3272 0.40 H8 370 370 4 1480 734 734 2214 4 0.41 0.57 2948 0.40 19 635 635 4 2540 635 635 3175 4 0.40 0.52 3810 0.40 L5 609 609 4 2436 609 609 3045 3 0.41 0.52 3654 0.40 L6 478 478 4 1912 478 478 2390 3 0.43 0.56 2868 0.41 L7 591 591 4 2364 591 591 2955 3 0.41 0.53 3546 0.40 L8 626 626 4 2504 626 626 3130 3 0.40 0.52 3756 0.40 L9 499 499 4 1996 499 499 2495 3 0.42 0.55 2994 0.41 L12 453 453 4 1812 453 453 2265 3 0.43 0.57 2718 0.42 L13 261 261 4 1044 261 261 1305 2 0.54 0.67 1566 0.52 Max = 0.54 0.69 0.62 Column Slab Column PG2 Column Design Loads: Lvl 1-Basement * Roof to 1st at exterior and Roof to Courtyard at interior *TA here is total area - courtyard TA Dead Loads: Wood Floors Ext (full height) Walls* Lvl 2 Area DL Tot Ht Wt/Ht Trib width Area DL SDL 1 Col ID (psf) TA (ft') (kips) (ft) (psf) (ft) (kips) (psf) TA (ft') (kips) (psf) TA (ft2)* (kips) B2 145 770 112 68 15 56 57 175 770 135 15 770 12 B5 145 632 92 68 15 26 27 175 632 111 15 632 9 B6 145 496 72 68 15 21 22 175 496 87 15 496 7 B7 145 664 96 68 15 26 27 175 664 116 15 664 10 B8 145 717 104 68 15 28 29 175 717 125 15 717 11 B9 145 673 98 68 15 26 27 175 673 118 15 673 10 B12 145 584 85 68 15 21 22 175 584 102 15 584 9 B13 145 400 58 68 15 28 29 175 400 70 15 400 6 E2 145 869 126 68 15 30 31 175 869 152 15 869 13 E5 145 789 114 68 15 0 0 175 789 138 15 789 12 E6 145 632 92 68 15 0 0 175 632 111 15 632 9 E7 145 809 117 68 15 0 0 175 809 142 15 809 12 E8 145 624 90 68 15 0 0 175 624 109 15 624 9 E9 145 495 72 68 15 0 0 175 495 87 15 495 7 E12 145 552 80 68 15 0 0 175 552 97 15 552 8 E13 145 363 53 68 15 30 31 175 363 64 15 363 5 G2 145 633 92 68 15 22 23 175 633 111 15 633 9 G5 145 663 96 68 15 0 0 175 663 116 15 663 10 G6 145 440 64 44 15 38 25 175 586 103 15 238 4 G7 145 350 51 44 15 29 19 175 828 145 15 178 3 G9 145 468 68 68 15 0 0 175 468 82 15 468 7 G12 145 306 44 68 15 0 0 175 306 54 15 306 5 G13 145 230 33 68 15 22 23 175 230 40 15 230 3 G.2/7 145 0 0 68 15 0 0 175 0 0 15 0 0 H5 145 711 103 68 15 0 0 175 711 124 15 711 11 H6 145 450 65 44 15 37 25 175 559 98 15 232 3 H7 145 409 59 44 15 27 18 175 818 143 15 298 4 H8 145 370 54 44 15 42 28 175 734 128 15 331 5 19 145 635 92 68 15 0 0 175 635 111 15 635 10 L5 145 609 88 68 15 26 27 175 609 107 15 609 9 L6 145 478 69 68 15 21 22 175 478 84 15 478 7 L7 145 591 86 68 15 26 27 175 591 103 15 591 9 L8 145 626 91 68 15 28 29 175 626 110 15 626 9 L9 145 499 72 68 15 29 30 175 499 87 15 499 7 L12 145 453 66 68 15 22 23 175 453 79 15 453 7 L13 145 261 38 68 15 34 35 175 261 46 15 261 4 PG3 *Misc DL includes concrete steps and thickened areas Lvl 1 Conc Column DL Misc DL Total DL at SDL2 (courtyard) Area DL SDL 1 Total HT wt/ft wt at base Col ID (psf) TA (ft') (kips) (psf) TA (ft') (kips) (psf) TA (ft2) (kips) (ft) (klf) (kips) (kips) (kips) B2 60 0 0 125 770 96 10 770 8 26 0.35 9.1 15 428.5 B5 60 0 0 125 632 79 10 632 6 26 0.35 9.1 0 332.8 B6 60 0 0 125 496 62 10 496 5 26 0.35 9.1 0 263.8 B7 60 0 0 125 664 83 10 664 7 26 0.35 9.1 0 347.9 B8 60 0 0 125 717 90 10 717 7 26 0.35 9.1 0 374.8 B9 60 0 0 125 673 84 10 673 7 26 0.35 9.1 0 352.1 B12 60 0 0 125 584 73 10 584 6 26 0.35 9.1 0 305.1 B13 60 0 0 125 400 50 10 400 4 26 0.35 9.1 0 225.8 E2 60 0 0 125 869 109 10 869 9 26 0.35 9.1 15 448.3 E5 60 0 0 125 789 99 10 789 8 26 0.35 9.1 0 379.9 E6 60 0 0 125 632 79 10 632 6 26 0.35 9.1 0 306.1 E7 60 0 0 125 809 101 10 809 8 26 0.35 9.1 0 389.3 E8 60 0 0 125 624 78 10 624 6 26 0.35 9.1 0 302.4 E9 60 0 0 125 495 62 10 495 5 26 0.35 9.1 0 241.8 E12 60 0 0 125 552 69 10 552 6 26 0.35 9.1 0 268.5 E13 60 0 0 125 363 45 10 363 4 26 0.35 9.1 0 210.5 G2 60 0 0 125 633 79 10 633 6 26 0.35 9.1 0 329.2 G5 60 0 0 125 663 83 10 663 7 26 0.35 9.1 0 320.7 G6 60 348 21 125 586 73 10 586 6 26 0.35 9.1 0 304.3 G7 60 650 39 125 828 104 10 828 8 26 0.35 9.1 0 377.5 G9 60 0 0 125 468 59 10 468 5 26 0.35 9.1 0 229.1 G12 60 0 0 125 306 38 10 306 3 26 0.35 9.1 0 152.9 G13 60 0 0 125 230 29 10 230 2 26 0.35 9.1 0 139.8 G.2/7 60 0 0 160 420 67 0 420 0 11 0.35 3.85 1 71.1 H5 60 0 0 125 711 89 10 711 7 26 0.35 9.1 0 343.3 H6 60 327 20 125 559 70 10 559 6 26 0.35 9.1 0 295.3 H7 60 520 31 125 818 102 10 818 8 26 0.35 9.1 0 375.6 H8 60 403 24 125 734 92 10 734 7 26 0.35 9.1 0 347.3 J9 60 0 0 125 635 79 10 635 6 26 0.35 9.1 0 307.6 L5 60 0 0 125 609 76 10 609 6 26 0.35 9.1 0 322.0 L6 60 0 0 125 478 60 10 478 5 26 0.35 9.1 0 255.3 L7 60 0 0 125 591 74 10 591 6 26 0.35 9.1 0 313.5 L8 60 0 0 125 626 78 10 626 6 26 0.35 9.1 0 332.0 L9 60 0 0 125 499 62 10 499 5 26 0.35 9.1 0 273.4 L12 60 0 0 125 453 57 10 453 5 26 0.35 9.1 0 244.6 L13 60 0 0 125 261 33 10 261 3 26 0.35 9.1 8.5 166.7 Max DL = 448.3 (at E2) PG4 *Cumulative for all (4) wood floors ** Based on Column TA Live Loads: Base Roof Wood Floors Lvl 2 Area LL Area LL* ** Area LL 1 (Typ Rms) Area LL 2 (Courtyard) Col ID (psf) TA (ftz) (kips) (psf) TA (ftz) (kips) (psf) TA (ft') (kips) (psf) TA (ft2) (kips) B2 25 770 19.3 160 770 123 40 770 31 100 0 0 B5 25 632 15.8 160 632 101 40 632 25 100 0 0 B6 25 496 12.4 160 496 79 40 496 20 100 0 0 B7 25 664 16.6 160 664 106 40 664 27 100 0 0 B8 25 717 17.9 160 717 115 40 717 29 100 0 0 B9 25 673 16.8 160 673 108 40 673 27 100 0 0 B12 25 584 14.6 160 584 93 40 584 23 100 0 0 B13 25 400 10.0 160 400 64 40 400 16 100 0 0 E2 25 869 21.7 160 869 139 40 869 35 100 0 0 E5 25 789 19.7 160 789 126 40 789 32 100 0 0 E6 25 632 15.8 160 632 101 40 632 25 100 0 0 E7 25 809 20.2 160 809 129 40 809 32 100 0 0 E8 25 624 15.6 160 624 100 40 624 25 100 0 0 E9 25 495 12.4 160 495 79 40 495 20 100 0 0 E12 25 552 13.8 160 552 88 40 552 22 100 0 0 E13 25 363 9.1 160 363 58 40 363 15 100 0 0 G2 25 633 15.8 160 633 101 40 633 25 100 0 0 G5 25 663 16.6 160 663 106 40 663 27 100 0 0 G6 25 440 11.0 160 440 70 40 92 4 100 348 35 G7 25 350 8.8 160 350 56 40 -300 -12 100 650 65 G9 25 468 11.7 160 468 75 40 468 19 100 0 0 G12 25 306 7.7 160 306 49 40 306 12 100 0 0 G13 25 230 5.8 160 230 37 40 230 9 100 0 0 G.2/7 25 0 0.0 160 0 0 40 0 0 100 0 0 H5 25 711 17.8 160 711 114 40 711 28 100 0 0 H6 25 450 11.3 160 450 72 40 122 5 100 328 33 H7 25 409 10.2 160 409 65 40 -111 -4 100 520 52 H8 25 370 9.3 160 370 59 40 -33 -1 100 403 40 19 25 635 15.9 160 635 102 40 635 25 100 0 0 L5 25 609 15.2 160 609 97 40 609 24 100 0 0 L6 25 478 12.0 160 478 76 40 478 19 100 0 0 L7 25 591 14.8 160 591 95 40 591 24 100 0 0 L8 25 626 15.7 160 626 100 40 626 25 100 0 0 L9 25 499 12.5 160 499 80 40 499 20 100 0 0 L12 25 453 11.3 160 453 72 40 453 18 100 0 0 L13 25 261 6.5 160 261 42 40 261 10 100 0 0 PG5 Col ID B2 B5 B6 B7 B8 B9 B12 B13 E2 E5 E6 E7 E8 E9 E12 E13 G2 G5 G6 G7 G9 G12 G13 G.2/7 H5 H6 H7 H8 19 L5 L6 L7 L8 L9 L12 L13 Lvl 1 Area ILL 1 (Common Areas) (psf) TA (ft) (kips) 100 0 100 0 100 248 100 520 100 558 100 673 100 445 100 200 100 0 100 0 100 316 100 809 100 624 100 495 100 552 100 180 100 0 100 0 100 293 100 828 100 234 100 204 100 115 100 210 100 0 100 0 100 0 100 0 100 0 100 0 100 0 100 0 100 0 100 0 100 0 100 0 Area ILL 2 (Parking) (psf) TA (ft2) (kips) 0 40 770 0 40 632 25 40 248 52 40 144 56 40 159 67 40 535 45 40 139 20 40 200 0 40 869 0 40 789 32 40 316 81 40 0 62 40 0 50 40 0 55 40 0 18 40 183 0 40 633 0 40 663 29 40 293 83 40 0 23 40 234 20 40 102 12 40 115 21 40 210 0 40 711 0 40 559 0 40 818 0 40 734 0 40 635 0 40 609 0 40 478 0 40 591 0 40 626 0 40 499 0 40 453 0 40 261 Unreduced Total Total LL ILL Reduc Floor LL (kips) (factor) (kips) 31 185 0.41 75.0 25 152 0.40 60.7 30 134 0.41 54.7 6 191 0.40 76.2 6 206 0.40 82.2 21 223 0.40 89.3 6 167 0.40 66.7 8 108 0.47 50.4 35 209 0.40 83.4 32 189 0.40 75.7 13 171 0.40 68.3 0 243 0.40 97.1 0 187 0.40 74.9 0 149 0.40 59.4 0 166 0.40 66.2 7 98 0.44 42.7 25 152 0.40 60.8 27 159 0.40 63.6 12 150 0.40 60.0 0 192 0.40 76.7 9 126 0.40 50.5 4 86 0.43 36.4 5 62 0.48 30.0 8 29 0.62 18.1 28 171 0.40 68.3 22 132 0.40 52.8 33 146 0.40 58.3 29 128 0.40 51.0 25 152 0.40 61.0 24 146 0.40 58.5 19 115 0.41 47.2 24 142 0.40 56.7 25 150 0.40 60.1 20 120 0.41 48.9 18 109 0.42 45.2 10 63 0.52 32.4 Min Max 0.40 97.1 at G7 Footing Design Total DL+LL DL+0.75(LL+LLr) Max (kips) (kips) (kips) 503.5 499.2 503 393.5 390.2 393 318.5 314.1 319 424.1 417.5 424 457.0 449.9 457 441.4 431.7 441 371.9 366.1 372 276.2 271.1 276 531.7 527.2 532 455.7 451.5 456 374.4 369.2 374 486.4 477.3 486 377.3 370.2 377 301.2 295.6 301 334.8 328.6 335 253.1 249.3 253 390.0 386.6 390 384.4 380.9 384 364.2 357.5 364 454.2 441.6 454 279.6 275.7 280 189.3 186.0 189 169.8 166.6 170 89.2 84.6 89 411.5 407.8 412 348.1 343.4 348 433.9 427.0 434 398.4 392.5 398 368.5 365.2 369 380.5 377.3 380 302.5 299.7 303 370.3 367.2 370 392.1 388.9 392 322.3 319.4 322 289.8 287.0 290 199.1 195.9 199 PG6 STRUCTUREPOINT - spColumn v7.00 Licensed to: KPFF Consulting Engineers. License ID: 73804-1076365-4-27D45-28185 k:\2019\10021900393\engineering\_calcs\concrete columns\c-1_circ.col 1. General Information File Name k:\2019\10021900393\engineeri ng\_...\c-1 _ci rc.col Project Edmonds Senior Center Column C-1 circ Engineer JAV Code ACI 318-14 Bar Set ASTM A615 Units English Run Option Investigation Run Axis Biaxial Slenderness Considered Column Type Structural Capacity Method Moment capacity 2. Material Properties 2.1. Concrete Type Standard fc 7 ksi E� 4768.97 ksi f. 5.95 ksi EU 0.003 in/in R, 0.7 2.2. Steel Type Standard fy 60 ksi Es EY, 29000 ksi 0.00206897 in/in 3. Section 3.1. Shape and Properties Type Circular Diameter 22 in A9 380.133 in2 Ix 11499 in4 ly 11499 in4 rx 5.5 in ry 5.5 in X. 0 in Yo 0 in Page11 5/18/2021 3:36 PM PG7 STRUCTUREPOINT - spColumn v7.00 Licensed to: KPFF Consulting Engineers. License ID: 73804-1076365-4-27D45-28185 k:\2019\10021900393\engineering\_calcs\concrete columns\c-1_circ.col 3.2. Section Figure Figure 1: Column section 4. Reinforcement 4.1. Bar Set: ASTM A615 Page12 5/18/2021 3:36 PM Bar Diameter Area Bar Diameter Area Bar Diameter Area in inz in inz in in2 #3 0.38 0.11 #4 0.50 0.20 #5 0.63 0.31 #6 0.75 0.44 #7 0.88 0.60 #8 1.00 0.79 #9 1.13 1.00 #10 1.27 1.27 #11 1.41 1.56 #14 1.69 2.251 #18 2.26 4.00 4.2. Confinement and Factors Confinement type For #10 bars or less For larger bars Tied #4 ties #4 ties Capacity Reduction Factors Axial compression, (a) 0.8 Tension controlled �, (b) 0.9 Compression controlled �, (c) 0.65 4.3. Arrangement Pattern All sides equal Bar layout Circular Cover to Transverse bars Clear cover 1.5 in Bars 10 #9 PG8 STRUCTUREPOINT - spColumn v7.00 Page 13 Licensed to: KPFF Consulting Engineers. License ID: 73804-1076365-4-27D45-28185 5/18/2021 k:\2019\10021900393\engineering\_calcs\concrete columns\c-1_circ.col 3:36 PM Total steel area, AS 10.00 inz Rho 2.63 % Minimum clear spacing 4.09 in 5. Loading 5.1. Load Combinations Combination Dead Live Wind EQ Snow U 1 1.400 0.000 0.000 0.000 0.000 U2 1.200 1.600 0.000 0.000 0.500 U 3 1.200 1.000 0.000 0.000 1.600 U4 1.200 0.000 0.800 0.000 1.600 U 5 1.200 1.000 1.600 0.000 0.500 U6 0.900 0.000 1.600 0.000 0.000 U 7 1.200 0.000 -0.800 0.000 1.600 U8 1.200 1.000 -1.600 0.000 0.500 U9 0.900 0.000 -1.600 0.000 0.000 1.110 1.200 1.000 0.000 1.000 0.200 U 11 0.900 0.000 0.000 1.000 0.000 U 12 1.200 1.000 0.000 -1.000 0.200 U 13 0.900 0.000 0.000 -1.000 0.000 5.2. Service Loads No. Load Case Axial Load Mx @ Top Mx @ Bottom My @ Top My @ Bottom kip k-ft k-ft k-ft k-ft 1 Dead 529.00 131.00 0.00 12.00 0.00 1 Live 77.00 101.00 0.00 14.00 0.00 1 Wind 0.00 0.00 0.00 0.00 0.00 1 EQ 0.00 0.00 0.00 0.00 0.00 1 Snow 0.00 0.00 0.00 0.00 0.00 2 Dead 529.00 141.00 0.00 67.00 0.00 2 Live 76.50 102.00 0.00 65.00 0.00 2 Wind 0.00 0.00 0.00 0.00 0.00 2 EQ 0.00 0.00 0.00 0.00 0.00 2 Snow 0.00 0.00 0.00 0.00 0.00 5.3. Sustained Load Factors Load Case Factor Dead 100 Live 0 Wind 0 EQ 0 Snow 0 6. Slenderness 6.1. Sway Criteria X-Axis Non -sway column Y-Axis Non -sway column STRUCTUREPOINT - spColumn v7.00 Licensed to: KPFF Consulting Engineers. License ID: 73804-1076365-4-27D45-28185 k:\2019\10021900393\engineering\_calcs\concrete columns\c-1_circ.col 6.2. Columns PG9 Page 14 5/18/2021 3:36 PM Column Axis Height Width Depth I f'c Ec ft in in in4 ksi ksi Design X 13 22 0 11499 7 4768.97 Design Y 13 22 0 11499 7 4768.97 Above X (no column specified...) Above Y (no column specified...) Below X 11.75 14 26 20505.3 7 4768.97 Below Y 11.75 14 26 5945.33 7 4768.97 6.3. X - Beams Beam Length Width Depth I f'c E� ft in in in4 ksi ksi Above Left (no beam specified...) Above Right (no beam specified...) Below Left (no beam specified...) Below Right (no beam specified...) 6.4. Y - Beams Beam Length Width Depth I f'c E� ft in in in4 ksi ksi Above Left (no beam specified...) Above Right (no beam specified...) Below Left (no beam specified...) Below Right (no beam specified...) 7. Factored Loads and Moments with Corresponding Capacity Ratios NOTE: Calculations are based on "Moment Capacity" Method. Each loading combination includes the following cases: Top - At column top Bot - At column bottom No. Load Combo P kip Demand M x k-ft M y k-ft 4)Pn kip Capacity 401U11x k-ft -M y k-ft Parameters at Capacity NA s, 4) Depth in Capacity Ratio 1 1 U1 Top 740.60 183.40 16.80 740.60 381.66 34.96 14.17 0.00110 0.650 0.48 2 1 U 1 Bot 740.60 0.00 0.00 740.60 385.27 0.00 14.16 0.00112 0.650 0.00 3 1 U2 Top 758.00 318.80 36.80 758.00 379.83 43.84 14.37 0.00104 0.650 0.84 4 1 U2 Bot 758.00 0.00 0.00 758.00 384.26 0.00 14.36 0.00106 0.650 0.00 5 1 U3 Top 711.80 258.20 28.40 711.80 382.71 42.10 13.82 0.00120 0.650 0.67 6 1 U3 Bot 711.80 0.00 0.00 711.80 386.76 0.00 13.83 0.00121 0.650 0.00 7 1 U4 Top 634.80 157.20 14.40 634.80 385.58 35.32 12.98 0.00148 0.650 0.41 8 1 U4 Bot 634.80 0.00 0.00 634.80 388.98 0.00 12.99 0.00149 0.650 0.00 9 1 U5 Top 711.80 258.20 28.40 711.80 382.71 42.10 13.82 0.00120 0.650 0.67 10 1 U5 Bot 711.80 0.00 0.00 711.80 386.76 0.00 13.83 0.00121 0.650 0.00 11 1 U6 Top 476.10 117.90 10.80 476.10 390.44 35.77 11.27 0.00216 0.657 0.30 12 1 U6 Bot 476.10 0.00 0.00 476.10 395.55 0.00 11.22 0.00220 0.661 0.00 13 1 U7 Top 634.80 157.20 14.40 634.80 385.58 35.32 12.98 0.00148 0.650 0.41 14 1 U7 Bot 634.80 0.00 0.00 634.80 388.98 0.00 12.99 0.00149 0.650 0.00 15 1 U8 Top 711.80 258.20 28.40 711.80 382.71 42.10 13.82 0.00120 0.650 0.67 16 1 U8 Bot 711.80 0.00 0.00 711.80 386.76 0.00 13.83 0.00121 0.650 0.00 17 1 U9 Top 476.10 117.90 10.80 476.10 390.44 35.77 11.27 0.00216 0.657 0.30 18 1 U9 Bot 476.10 0.00 0.00 476.10 395.55 0.00 11.22 0.00220 0.661 0.00 19 1 U10 Top 711.80 258.20 28.40 711.80 382.71 42.10 13.82 0.00120 0.650 0.67 20 1 U 10 Bot 711.80 0.00 0.00 711.80 386.76 0.00 13.83 0.00121 0.650 0.00 PG10 STRUCTUREPOINT - spColumn v7.00 Licensed to: KPFF Consulting Engineers. License ID: 73804-1076365-4-27D45-28185 k:\2019\10021900393\engineering\_calcs\concrete columns\c-1_circ.col Page 15 5/18/2021 3:36 PM No. Load Combo P„ kip Demand M„X k-ft MUY k-ft 4�P„ kip Capacity 4�M„X k-ft 4 M Y k-ft Parameters at Capacity NA 8t 4) Depth in Capacity Ratio 21 1 U11 Top 476.10 117.90 10.80 476.10 390.44 35.77 11.27 0.00216 0.657 0.30 22 1 U11 Bot 476.10 0.00 0.00 476.10 395.55 0.00 11.22 0.00220 0.661 0.00 23 1 U12 Top 711.80 258.20 28.40 711.80 382.71 42.10 13.82 0.00120 0.650 0.67 24 1 U12 Bot 711.80 0.00 0.00 711.80 386.76 0.00 13.83 0.00121 0.650 0.00 25 1 U13 Top 476.10 117.90 10.80 476.10 390.44 35.77 11.27 0.00216 0.657 0.30 26 1 U13 Bot 476.10 0.00 0.00 476.10 395.55 0.00 11.22 0.00220 0.661 0.00 27 2 U1 Top 740.60 197.40 93.80 740.60 346.07 164.44 14.16 0.00108 0.650 0.57 28 2 U 1 Bot 740.60 0.00 0.00 740.60 385.27 0.00 14.16 0.00112 0.650 0.00 29 2 U2 Top 757.20 332.40 184.40 757.20 335.26 185.99 14.36 0.00105 0.650 0.99 30 2 U2 Bot 757.20 0.00 0.00 757.20 384.31 0.00 14.35 0.00106 0.650 0.00 31 2 U3 Top 711.30 271.20 145.40 711.30 339.40 181.96 13.84 0.00119 0.650 0.80 32 2 U3 Bot 711.30 0.00 0.00 711.30 386.78 0.00 13.83 0.00122 0.650 0.00 33 2 U4 Top 634.80 169.20 80.40 634.80 349.42 166.03 12.97 0.00145 0.650 0.48 34 2 U4 Bot 634.80 0.00 0.00 634.80 388.98 0.00 12.99 0.00149 0.650 0.00 35 2 U5 Top 711.30 271.20 145.40 711.30 339.40 181.96 13.84 0.00119 0.650 0.80 36 2 U5 Bot 711.30 0.00 0.00 711.30 386.78 0.00 13.83 0.00122 0.650 0.00 37 2 U6 Top 476.10 126.90 60.30 476.10 352.05 167.29 11.32 0.00210 0.653 0.36 38 2 U6 Bot 476.10 0.00 0.00 476.10 395.55 0.00 11.22 0.00220 0.661 0.00 39 2 U7 Top 634.80 169.20 80.40 634.80 349.42 166.03 12.97 0.00145 0.650 0.48 40 2 U7 Bot 634.80 0.00 0.00 634.80 388.98 0.00 12.99 0.00149 0.650 0.00 41 2 U8 Top 711.30 271.20 145.40 711.30 339.40 181.96 13.84 0.00119 0.650 0.80 42 2 U8 Bot 711.30 0.00 0.00 711.30 386.78 0.00 13.83 0.00122 0.650 0.00 43 2 U9 Top 476.10 126.90 60.30 476.10 352.05 167.29 11.32 0.00210 0.653 0.36 44 2 U9 Bot 476.10 0.00 0.00 476.10 395.55 0.00 11.22 0.00220 0.661 0.00 45 2 U10 Top 711.30 271.20 145.40 711.30 339.40 181.96 13.84 0.00119 0.650 0.80 46 2 U 10 Bot 711.30 0.00 0.00 711.30 386.78 0.00 13.83 0.00122 0.650 0.00 47 2 U11 Top 476.10 126.90 60.30 476.10 352.05 167.29 11.32 0.00210 0.653 0.36 48 2 U11 Bot 476.10 0.00 0.00 476.10 395.55 0.00 11.22 0.00220 0.661 0.00 49 2 U12 Top 711.30 271.20 145.40 711.30 339.40 181.96 13.84 0.00119 0.650 0.80 50 2 U12 Bot 711.30 0.00 0.00 711.30 386.78 0.00 13.83 0.00122 0.650 0.00 51 2 U13 Top 476.10 126.90 60.30 476.10 352.05 167.29 11.32 0.00210 0.653 0.36 52 2 U13 Bot 476.10 0.00 0.00 476.10 395.55 0.00 11.22 0.00220 0.661 0.00 PG 11 STRUCTUREPOINT - spColumn v7.00 Licensed to: KPFF Consulting Engineers. License ID: 73804-1076365-4-27D45-28185 k:\2019\10021900393\engineering\_calcs\concrete columns\c-1_circ.col 8. Diagrams 8.1. PM at a=0 [deg] • 22.00 in diam. General Information Project Edmonds ... r Center Column C-1 circ Engineer JAV Code ACI318-14 Bar Set ASTM A615 Units English Run Option Investigation Run Axis Biaxial -7 Slenderness Considered Page 16 5/18/2021 3:36 PM Column Type Structural `\ Capacity Method Moment capacity \3a _ _ _ _ Materials (Pmin (Pmin) f� 7 ksi E� 4768.97 ksi PM at 0.0 [deg] fY 60 ksi Es 29000 ksi Section Type Circular Diameter 22 in Ag 380.133 in2 No. Load Combo P. M_ M Y (PP (oM,,, *M Y Capacity 1„ 11499 in^ kip k-ft k-ft kip k-ft k-ft Ratio ly 11499 in^ 2 1 U1 Bot 740.6 0.0 0.0 740.60 385.27 0.00 0.00 4 1 U2 Bot 758.0 0.0 0.0 758.00 384.26 0.00 0.00 Reinforcement 6 1 U3 Bot 711.8 0.0 0.0 711.80 386.76 0.00 0.00 Pattern All sides equal 8 1 U4 Bet 634.8 0.0 0.0 634.80 388.98 0.00 0.00 Bar layout Circular 10 1 U5 Bet 711.8 0.0 0.0 711.80 386.76 0.00 0.00 Cover to Transverse bars 12 1 U6 Bot 476.1 0.0 0.0 476.10 395.55 0.00 0.00 14 1 U7 Bot 634.8 0.0 0.0 634.80 388.98 0.00 0.00 Clear cover 1.5 in 16 1 U8 Bot 711.8 0.0 0.0 711.80 386.76 0.00 0.00 Bars 10 #9 18 1 U9 Bot 476.1 0.0 0.0 476.10 395.55 0.00 0.00 20 1 U10 Bot 711.8 0.0 0.0 711.80 386.76 0.00 0.00 Confinement type Tied 22 1 U11 Bot 476.1 0.0 0.0 476.10 395.55 0.00 0.00 24 1 U12 Bot 711.8 0.0 0.0 711.80 386.76 0.00 0.00 Total steel area, As 10.00 in2 26 1 U13 Bot 476.1 0.0 0.0 476.10 395.55 0.00 0.00 28 2 U1 Bot 740.6 0.0 0.0 740.60 385.27 0.00 0.00 Rho 2.63 % 30 2 U2 Bot 757.2 0.0 0.0 757.20 384.31 0.00 0.00 Min. clear spacing 4.09 in Only 15 points out of 26 are listed. Max. Capacity Ratio: 0.99 PG12 STRUCTUREPOINT - spColumn v7.00 Licensed to: KPFF Consulting Engineers. License ID: 73804-1076365-4-27D45-28185 k:\2019\10021900393\engineering\_calcs\concrete columns\c-1_circ.col 8.2. PM at 9=29 [deg] • • +-x • • 22.00 in diam. Project ENJEcirnnd, Center Column C-1_circ Engineer Code JAV ACI318-14 Bar Set ASTM A615 Units English Run Option Run Axis Investigation Biaxial .7 Page 17 5/18/2021 3:36 PM Slenderness Considered -- �-- --- -- '�� -- --- �-- --- --- �-- Column Type Structural Capacity Method Moment capacity Materials (Pmin) (Pmin) f� 7 ksi E� 4768.97 ksi -logo PM at 29.0 [deg] fy 60 ksi Es 29000 ksi Section Type Circular Diameter 22 in A9 _ 380.133 inz No. Load Combo P„ M„. M„„ 41P„ 4IM- (bM„y Capacity I, 11499 in^ kip k-ft k-ft kip k-ft k-ft Ratio Iy 11499 ins 29 2 U2 Top 757.2 332.4 184.4 757.20 335.26 185.99 0.99 2 1 U1 Bot 740.6 0.0 0.0 740.60 385.27 0.00 0.00 Reinforcement 4 1 U2 Bot 758.0 0.0 0.0 758.00 384.26 0.00 0.00 Pattern All sides equal 6 1 U3 Bot 711.8 0.0 0.0 711.80 386.76 0.00 0.00 Bar layout Circular 8 1 U4 Bot 634.8 0.0 0.0 634.80 388.98 0.00 0.00 Cover to Transverse bars 10 1 U5 Bot 711.8 0.0 0.0 711.80 386.76 0.00 0.00 12 1 U6 Bot 476.1 0.0 0.0 476.10 395.55 0.00 0.00 Clear cover 1.5 in 14 1 U7 Bot 634.8 0.0 0.0 634.80 388.98 0.00 0.00 Bars 10 #9 16 1 U8 Bot 711.8 0.0 0.0 711.80 386.76 0.00 0.00 18 1 U9 Bot 476.1 0.0 0.0 476.10 395.55 0.00 0.00 Confinement type Tied 20 1 U10 Bot 711.8 0.0 0.0 711.80 386.76 0.00 0.00 22 1 U11 Bot 476.1 0.0 0.0 476.10 395.55 0.00 0.00 Total steel area, As 10.00 in2 24 1 U12 Bot 711.8 0.0 0.0 711.80 386.76 0.00 0.00 26 1 U13 Bot 476.1 0.0 0.0 476.10 395.55 0.00 0.00 Rho 2.63 % 28 2 U1 Bot 740.6 0.0 0.0 740.60 385.27 0.00 0.00 Min. clear spacing 4.09 in Only 15 points out of 27 are listed. Max. Capacity Ratio: 0.99 PG13 STRUCTUREPOINT - spColumn v7.00 Licensed to: KPFF Consulting Engineers. License ID: 73804-1076365-4-27D45-28185 k:\2019\10021900393\engineering\_calcs\concrete columns\c-1_circ.col 8.3. PM at 0=90 [deg] • • • • 22.00 in diam. Project _ Edmonds ... r Center Column C-1_circ fy Engineer JAV Code ACI318-14 Bar Set ASTM A615 Units English Run Option Investigation Run Axis Biaxial Slenderness -700 -600 Considered Column Type Structural Capacity Method Moment capacity Materials r� 7 ksi E� 4768.97 ksi PM at 90.0 [deg] fy 60 ksi Es 29000 ksi Page 18 5/18/2021 3:36 PM Type - Circular Diameter 22 in A9 _ 380.133 in2 No. Load Combo P„ Mom, Me„ *P„ (OM,,,, 40M,,,, Capacity I, 11499 in^ kip k-ft k-ft kip k-ft k-ft Ratio Iy 11499 ins 2 1 U1 Bot 740.6 0.0 0.0 740.60 385.27 0.00 0.00 4 1 U2 Bot 758.0 0.0 0.0 758.00 384.26 0.00 0.00 Reinforcement 6 1 U3 Bot 711.8 0.0 0.0 711.80 386.76 0.00 0.00 Pattern All sides equal 8 1 U4 Bot 634.8 0.0 0.0 634.80 388.98 0.00 0.00 Bar layout Circular 10 1 U5 Bot 711.8 0.0 0.0 711.80 386.76 0.00 0.00 Cover to Transverse bars 12 1 U6 Bot 476.1 0.0 0.0 476.10 395.55 0.00 0.00 14 1 U7 Bot 634.8 0.0 0.0 634.80 388.98 0.00 0.00 Clear cover 1.5 in 16 1 U8 Bot 711.8 0.0 0.0 711.80 386.76 0.00 0.00 Bars 10 #9 18 1 U9 Bot 476.1 0.0 0.0 476.10 395.55 0.00 0.00 20 1 U10 Bot 711.8 0.0 0.0 711.80 386.76 0.00 0.00 Confinement type Tied 22 1 U11 Bot 476.1 0.0 0.0 476.10 395.55 0.00 0.00 24 1 U12 Bot 711.8 0.0 0.0 711.80 386.76 0.00 0.00 Total steel area, As 10.00 in 26 1 U13 Bot 476.1 0.0 0.0 476.10 395.55 0.00 0.00 28 2 U1 Bot 740.6 0.0 0.0 740.60 385.27 0.00 0.00 Rho 2.63 % 30 2 U2 Bot 757.2 0.0 0.0 757.20 384.31 0.00 0.00 Min. clear spacing 4.09 in Only 15 points out of 26 are listed. Max. Capacity Ratio: 0.99 PG14 STRUCTUREPOINT - spColumn v7.00 Licensed to: KPFF Consulting Engineers. License ID: 73804-1076365-4-27D45-28185 k:\2019\10021900393\engineering\_calcs\concrete columns\c-1_circ.col 8.4. MM at P=0 [kip] • • +-x • • 22.00 in diam. Project _ Edmonds ... r Center Column C-1_circ -7 Engineer Code JAV ACI318-14 Bar Set ASTM A615 Units English Run Option Run Axis Investigation Biaxial Slenderness Considered Column Type Structural Capacity Method Moment capacity Materials r� 7 ksi E� 4768.97 ksi MM at P=0.0 [kip] fy 60 ksi Es 29000 ksi Section Type Circular Diameter 22 in Ag 380.133 ins I, 11499 in^ Iy 11499 in^ Reinforcement Pattern All sides equal Bar layout Circular Cover to Transverse bars Clear cover 1.5 in Bars 10 #9 Confinement type Tied Total steel area, As 10.00 in Rho 2.63 % Min. clear spacing 4.09 in Page19 5/18/2021 3:36 PM PG15 STRUCTUREPOINT - spColumn v7.00 Licensed to: KPFF Consulting Engineers. License ID: 73804-1076365-4-27D45-28185 k:\2019\10021900393\engineering\_calcs\concrete columns\c-1_circ.col 8.5. MM at P=757 [kip] • +-x • • 22.00 in diam. Project _ Edmonds ... r Center Column C-1_circ -7 Engineer Code JAV ACI318-14 Bar Set ASTM A615 Units English Run Option Run Axis Investigation Biaxial Slenderness Considered Column Type Structural Capacity Method Moment capacity Materials f� 7 ksi E� 4768.97 ksi fy 60 ksi Es 29000 ksi Section Type Circular MM at P=757.0 [kip] Page110 5/18/2021 3:36 PM Diameter 22 in A9 _ 380.133 inz No. Load Combo P„ M.. M„y 4)P„ 40M- 40M„t, Capacity I, 11499 in^ kip k-ft k-ft kip k-ft k-ft Ratio ly 11499 ins 29 2 U2 Top 757.2 332.4 184.4 757.20 335.26 185.99 0.99 30 2 U2 Bot 757.2 0.0 0.0 757.20 384.31 0.00 0.00 Reinforcement Pattern All sides equal Max. Capacity Ratio: 0.99 Bar layout Circular Cover to Transverse bars Clear cover Bars 1.5 in 10 #9 Confinement type Tied Total steel area, As Rho Min. clear spacing 10.00 in2 2.63 % 4.09 in PG16 STRUCTUREPOINT - spColumn v7.00 Licensed to: KPFF Consulting Engineers. License ID: 73804-1076365-4-27D45-28185 K:\2019\10021900393\Engineering\_CALCS\Concrete Columns\C-1_rect.col 1. General Information File Name K:\2019\10021900393\Engineers ng\_...\C-1 _rect.col Project Edmonds Senior Center Column C-1 Engineer JAV Code ACI 318-14 Bar Set ASTM A615 Units English Run Option Investigation Run Axis Biaxial Slenderness Considered Column Type Structural Capacity Method Moment capacity 2. Material Properties 2.1. Concrete Type Standard fc 7 ksi E� 4768.97 ksi f. 5.95 ksi EU 0.003 in/in R, 0.7 2.2. Steel Type Standard fy 60 ksi Es EY, 29000 ksi 0.00206897 in/in 3. Section 3.1. Shape and Properties Type Rectangular Width 26 in Depth 14 in A9 364 in2 Iz 5945.33 in4 ly 20505.3 in4 rx 4.04145 in ry 7.50555 in Xo 0 in Y. 0 in Page11 5/18/2021 4:24 PM PG17 STRUCTUREPOINT - spColumn v7.00 Licensed to: KPFF Consulting Engineers. License ID: 73804-1076365-4-27D45-28185 K:\2019\10021900393\Engineering\_CALCS\Concrete Columns\C-1_rect.col 3.2. Section Fi-qure Figure 1: Column section 4. Reinforcement 4.1. Bar Set: AS TM A615 Page12 5/18/2021 4:24 PM Bar Diameter Area Bar Diameter Area Bar Diameter Area in in2 in in2 in in2 #3 0.38 0.11 #4 0.50 0.20 #5 0.63 0.31 #6 0.75 0.44 #7 0.88 0.60 #8 1.00 0.79 #9 1.13 1.00 #10 1.27 1.27 #11 1.41 1.56 #14 1.69 2.251 #18 2.26 4.00 4.2. Confinement and Factors Confinement type For #10 bars or less For larger bars Tied #4 ties #4 ties Capacity Reduction Factors Axial compression, (a) 0.8 Tension controlled �, (b) 0.9 Compression controlled �, (c) 0.65 4.3. Arrangement Pattern Bar layout Cover to Clear cover Sides different Rectangular Transverse bars --- Bars --- Total steel area, AS 10.00 in2 Rho 2.75 % Minimum clear spacing 4.09 in PG18 STRUCTUREPOINT - spColumn v7.00 Page 13 Licensed to: KPFF Consulting Engineers. License ID: 73804-1076365-4-27D45-28185 5/18/2021 K:\2019\10021900393\Engineering\_CALCS\Concrete Columns\C-1_rect.col 4:24 PM 4.4. Bars Provided Bars Clear cover in Top 5 #9 1.5 Bottom 5 #9 1.5 Left 0 #9 1.5 Right 0 #9 1.5 5. Loading 5.1. Load Combinations Combination Dead Live Wind EQ Snow U 1 1.400 0.000 0.000 0.000 0.000 U2 1.200 1.600 0.000 0.000 0.500 U 3 1.200 1.000 0.000 0.000 1.600 U4 1.200 0.000 0.800 0.000 1.600 U 5 1.200 1.000 1.600 0.000 0.500 U6 0.900 0.000 1.600 0.000 0.000 U 7 1.200 0.000 -0.800 0.000 1.600 U8 1.200 1.000 -1.600 0.000 0.500 U9 0.900 0.000 -1.600 0.000 0.000 1.110 1.200 1.000 0.000 1.000 0.200 U 11 0.900 0.000 0.000 1.000 0.000 U 12 1.200 1.000 0.000 -1.000 0.200 U 13 0.900 0.000 0.000 -1.000 0.000 5.2. Service Loads No. Load Case Axial Load Mx @ Top Mx @ Bottom My @ Top My @ Bottom kip k-ft k-ft k-ft k-ft 1 Dead 529.00 17.00 0.00 70.00 0.00 1 Live 77.00 5.00 0.00 20.00 0.00 1 Wind 0.00 0.00 0.00 0.00 0.00 1 EQ 0.00 0.00 0.00 0.00 0.00 1 Snow 0.00 0.00 0.00 0.00 0.00 5.3. Sustained Load Factors Load Case Factor Dead 100 Live 0 Wind 0 EQ 0 Snow 0 6. Slenderness 6.1. Sway Criteria X-Axis Non -sway column Y-Axis Non -sway column STRUCTUREPOINT - spColumn v7.00 Licensed to: KPFF Consulting Engineers. License ID: 73804-1076365-4-27D45-28185 K:\2019\10021900393\Engineering\_CALCS\Concrete Columns\C-1_rect.col 6.2. Columns PG19 Page 14 5/18/2021 4:24 PM Column Axis Height Width Depth I f� E� ft in in in4 ksi ksi Design X 11.75 26 14 5945.33 7 4768.97 Design Y 11.75 26 14 20505.3 7 4768.97 Above X 15 14 14 3201.33 5 4030.51 Above Y 15 14 14 3201.33 5 4030.51 Below X 11.75 0 0 5945.33 5 4030.51 Below Y 11.75 0 0 20505.3 5 4030.51 6.3. X - Beams Beam Length Width Depth I f'c E� ft in in in4 ksi ksi Above Left (no beam specified...) Above Right (no beam specified...) Below Left (no beam specified...) Below Right (no beam specified...) 6.4. Y - Beams Beam Length Width Depth I f'c E, ft in in in4 ksi ksi Above Left (no beam specified...) Above Right (no beam specified...) Below Left (no beam specified...) Below Right (no beam specified...) 7. Factored Loads and Moments with Corresponding Capacity Ratios NOTE: Calculations are based on "Moment Capacity" Method. Each loading combination includes the following cases: Top - At column top Bot - At column bottom No. Load Combo P kip Demand M x k-ft M Y k-ft Vn kip Capacity 4)M x k-ft -M y k-ft Parameters at Capacity NA E, 40 Depth in Capacity Ratio 1 1 U1 Top 740.60 62.95 98.00 740.60 187.98 292.64 16.07 0.00085 0.650 0.33 2 1 U 1 Bot 740.60 62.95 0.00 740.60 295.70 0.00 9.07 0.00078 0.650 0.21 3 1 U2 Top 758.00 64.43 116.00 758.00 175.64 316.22 16.73 0.00081 0.650 0.37 4 1 U2 Bot 758.00 64.43 0.00 758.00 293.98 0.00 9.23 0.00072 0.650 0.22 5 1 U3 Top 711.80 60.50 104.00 711.80 179.72 308.93 16.13 0.00092 0.650 0.34 6 1 U3 Bot 711.80 60.50 0.00 711.80 298.45 0.00 8.81 0.00089 0.650 0.20 7 1 U4 Top 634.80 53.96 84.00 634.80 187.75 292.28 14.96 0.00113 0.650 0.29 8 1 U4 Bot 634.80 53.96 0.00 634.80 304.87 0.00 8.16 0.00121 0.650 0.18 9 1 U5 Top 711.80 60.50 104.00 711.80 179.72 308.93 16.13 0.00092 0.650 0.34 10 1 U5 Bot 711.80 60.50 0.00 711.80 298.45 0.00 8.81 0.00089 0.650 0.20 11 1 U6 Top 476.10 40.47 63.00 476.10 183.59 285.80 13.35 0.00162 0.650 0.22 12 1 U6 Bot 476.10 40.47 0.00 476.10 312.03 0.00 7.02 0.00189 0.650 0.13 13 1 U7 Top 634.80 53.96 84.00 634.80 187.75 292.28 14.96 0.00113 0.650 0.29 14 1 U7 Bot 634.80 53.96 0.00 634.80 304.87 0.00 8.16 0.00121 0.650 0.18 15 1 U8 Top 711.80 60.50 104.00 711.80 179.72 308.93 16.13 0.00092 0.650 0.34 16 1 U8 Bot 711.80 60.50 0.00 711.80 298.45 0.00 8.81 0.00089 0.650 0.20 17 1 U9 Top 476.10 40.47 63.00 476.10 183.59 285.80 13.35 0.00162 0.650 0.22 18 1 U9 Bot 476.10 40.47 0.00 476.10 312.03 0.00 7.02 0.00189 0.650 0.13 19 1 U10 Top 711.80 60.50 104.00 711.80 179.72 308.93 16.13 0.00092 0.650 0.34 20 1 U10 Bot 711.80 60.50 0.00 711.80 298.45 0.00 8.81 0.00089 0.650 0.20 PG20 STRUCTUREPOINT - spColumn v7.00 Licensed to: KPFF Consulting Engineers. License ID: 73804-1076365-4-27D45-28185 K:\2019\10021900393\Engineering\_CALCS\Concrete Columns\C-1_rect.col Page 15 5/18/2021 4:24 PM No. Load Demand Capacity Parameters at Capacity Capacity Combo Pu M„X M Y (OP„ 4)M x 4)M Y NA Et 40 Ratio Depth kip k-ft k-ft kip k-ft k-ft in 21 1 U11 Top 476.10 40.47 63.00 476.10 183.59 285.80 13.35 0.00162 0.650 0.22 22 1 U 11 Bot 476.10 40.47 0.00 476.10 312.03 0.00 7.02 0.00189 0.650 0.13 23 1 U12 Top 711.80 60.50 104.00 711.80 179.72 308.93 16.13 0.00092 0.650 0.34 24 1 U12 Bot 711.80 60.50 0.00 711.80 298.45 0.00 8.81 0.00089 0.650 0.20 25 1 U13 Top 476.10 40.47 63.00 476.10 183.59 285.80 13.35 0.00162 0.650 0.22 26 1 U 13 Bot 476.10 40.47 0.00 476.10 312.03 0.00 7.02 0.00189 0.650 0.13 PG21 STRUCTUREPOINT - spColumn v7.00 Licensed to: KPFF Consulting Engineers. License ID: 73804-1076365-4-27D45-28185 K:\2019\10021900393\Engineering\_CALCS\Concrete Columns\C-1_rect.col 8. Diagrams 8.1. PM at a=0 [deg] 26x14in General Information Project Edmonds ... r Center Column C-1 Engineer JAV Code ACI318-14 Bar Set ASTM A615 Units Run Option Run Axis English Investigation Biaxial Slenderness Considered -8 Column Type Structural Capacity Method Moment capacity Materials f� 7 ksi EC 4768.97 ksi PM at 0.0 [deg] fY 60 ksi Es 29000 ksi Section Type Rectangular Width 26 in Depth 14 in No. Load Combo Ag 364 in2 Ix 5945.33 in^ 4 1 U2 Bot lY 20505.3 in4 2 1 U1 Bot 6 1 U3 Bot Reinforcement 10 1 U5 Bot Pattern Sides different 16 1 U8 Bot Bar layout Rectangular 20 1 U10 Bot Cover to Transverse bars 24 1 U12 Bot 8 1 U4 Bot Clear cover --- 14 1 U7 Bot Bars 12 1 U6 Bot 18 1 U9 Bot Confinement type Tied 22 1 U11 Bot 26 1 U13 Bot Total steel area, k 10.00 in2 Rho 2.75 Min. clear spacing 4.09 in P. M.. M Y kip k-ft k-ft 758.0 64.4 0.0 740.6 63.0 0.0 711.8 60.5 0.0 711.8 60.5 0.0 711.8 60.5 0.0 711.8 60.5 0.0 711.8 60.5 0.0 634.8 54.0 0.0 634.8 54.0 0.0 476.1 40.5 0.0 476.1 40.5 0.0 476.1 40.5 0.0 476.1 40.5 0.0 Page 16 5/18/2021 4:24 PM 41P 4)M_ 4)M Y Capacity kip k-ft k-ft Ratio 758.00 293.98 0.00 0.22 740.60 295.70 0.00 0.21 711.80 298.45 0.00 0.20 711.80 298.45 0.00 0.20 711.80 298.45 0.00 0.20 711.80 298.45 0.00 0.20 711.80 298.45 0.00 0.20 634.80 304.87 0.00 0.18 634.80 304.87 0.00 0.18 476.10 312.03 0.00 0.13 476.10 312.03 0.00 0.13 476.10 312.03 0.00 0.13 476.10 312.03 0.00 0.13 Max. Capacity Ratio: 0.37 PG22 STRUCTUREPOINT - spColumn v7.00 Licensed to: KPFF Consulting Engineers. License ID: 73804-1076365-4-27D45-28185 K:\2019\10021900393\Engineering\_CALCS\Concrete Columns\C-1_rect.col 8.2. PM at 9=61 [deg] 26x14in Project _ Edmonds ... r Center Column C-1 Engineer Code JAV ACI318-14 Bar Set ASTM A615 Units Run Option Run Axis English Investigation Biaxial Slenderness Column Type Capacity Method Materials r� Considered Structural Moment capacity 7 ksi E� 4768.97 ksi fy 60 ksi Es 29000 ksi Section Type Rectangular Width 26 in Depth 14 in Ag 364 W I„ 5945.33 in lY 20505.3 in4 Reinforcement Pattern Sides different Bar layout Rectangular Cover to Transverse bars Clear cover Bars Confinement type Tied Total steel area, As 10.00 W Rho 2.75 % Min. clear spacing 4.09 in IF, PM at 61.0 [deg] Page 17 5/18/2021 4:24 PM No. Load Combo P M.. M t, *p 40M x *M y Capacity kip k-ft k-ft kip k-ft k-ft Ratio 3 1 U2 Top 758.0 64.4 116.0 758.00 175.64 316.22 0.37 Max. Capacity Ratio: 0.37 PG23 STRUCTUREPOINT - spColumn v7.00 Licensed to: KPFF Consulting Engineers. License ID: 73804-1076365-4-27D45-28185 K:\2019\10021900393\Engineering\_CALCS\Concrete Columns\C-1_rect.col 8.3. PM at 0=90 [deg] 26x14in Project _ Edmonds ... r Center Column C-1 Engineer Code JAV ACI318-14 Bar Set ASTM A615 Units Run Option Run Axis Slenderness Column Type Capacity Method Materials f� English Investigation Biaxial Considered Structural Moment capacity 7 ksi E� 4768.97 ksi fy 60 ksi Es 29000 ksi Section Type Rectangular Width 26 in Depth Ag 14 in 364 in2 I„ 5945.33 in lY 20505.3 in4 Reinforcement Pattern Sides different Bar layout Rectangular Cover to Transverse bars Clear cover Bars Confinement type Total steel area, As Tied 10.00 W Rho 2.75 % Min. clear spacing 4.09 in PM at 90.0 [deg] Page 18 5/18/2021 4:24 PM PG24 STRUCTUREPOINT - spColumn v7.00 Licensed to: KPFF Consulting Engineers. License ID: 73804-1076365-4-27D45-28185 K:\2019\10021900393\Engineering\_CALCS\Concrete Columns\C-1_rect.col 8.4. MM at P=0 [kip] 26x14in General Information Project INNIEdmonds...r Center Column C-1 -e Engineer Code JAV ACI318-14 Bar Set ASTM A615 Units English Run Option Run Axis Investigation Biaxial Slenderness Considered Column Type Structural Capacity Method Moment capacity Materials r� 7 ksi E� 4768.97 ksi MM at P=0.0 [kip] fy 60 ksi Es 29000 ksi Section Type Rectangular Width 26 in Depth 14 in A9 364 in2 I„ 5945.33 in lY 20505.3 in4 Reinforcement Pattern Sides different Bar layout Rectangular Cover to Transverse bars Clear cover Bars Confinement type Tied Total steel area, As 10.00 W Rho 2.75 Min. clear spacing 4.09 in Page19 5/18/2021 4:24 PM PG25 STRUCTUREPOINT - spColumn v7.00 Licensed to: KPFF Consulting Engineers. License ID: 73804-1076365-4-27D45-28185 K:\2019\10021900393\Engineering\_CALCS\Concrete Columns\C-1_rect.col 8.5. MM at P=758 [kip] �x • 26x14in General Information Project INNIEdmonds...r Center Column C-1 Engineer Code JAV ACI318-14 Bar Set ASTM A615 Units Run Option Run Axis Slenderness English Investigation Biaxial Considered Column Type Capacity Method Materials f� Structural Moment capacity 7 ksi E� 4768.97 ksi fY 60 ksi Es 29000 ksi Section Type Rectangular Width 26 in Depth A9 14 in 364 in2 I„ 5945.33 in lY 20505.3 in4 Reinforcement Pattern Sides different Bar layout Rectangular Cover to Transverse bars Clear cover Bars Confinement type Tied Total steel area, As 10.00 in2 Rho 2.75 % Min. clear spacing 4.09 in E. MM at P=758.0 [kip] Page110 5/18/2021 4:24 PM No. Load Combo p M.. M t, *p 40M x *M Y Capacity kip k-ft k-ft kip k-ft k-ft Ratio 3 1 U2 Top 758.0 64.4 116.0 758.00 175.64 316.22 0.37 4 1 U2 Bot 758.0 64.4 0.0 758.00 293.98 0.00 0.22 Max. Capacity Ratio: 0.37 PG26 STRUCTUREPOINT - spColumn v7.00 Licensed to: KPFF Consulting Engineers. License ID: 73804-1076365-4-27D45-28185 K:\2019\10021900393\Engineering\_CALCS\Concrete Columns\C-2_rect.col 1. General Information File Name K:\2019\10021900393\Engineers ng\_...\C-2_rect.col Project Edmonds Senior Center Column C-1 Engineer JAV Code ACI 318-14 Bar Set ASTM A615 Units English Run Option Investigation Run Axis Biaxial Slenderness Considered Column Type Structural Capacity Method Moment capacity 2. Material Properties 2.1. Concrete Type Standard fc 7 ksi E� 4768.97 ksi f. 5.95 ksi EU 0.003 in/in R, 0.7 2.2. Steel Type Standard fy 60 ksi Es EY, 29000 ksi 0.00206897 in/in 3. Section 3.1. Shape and Properties Type Rectangular Width 24 in Depth 14 in A9 336 in2 Iz 1 5488 in4 ly 16128 in4 rx 4.04145 in ry 6.9282 in X. 0 in Y. 0 in Page11 5/18/2021 6:59 PM PG27 STRUCTUREPOINT - spColumn v7.00 Licensed to: KPFF Consulting Engineers. License ID: 73804-1076365-4-27D45-28185 K:\2019\10021900393\Engineering\_CALCS\Concrete Columns\C-2_rect.col 4. Reinforcement 4.1. Bar Set: ASTM A615 Page12 5/18/2021 6:59 PM Bar Diameter in Area in2 Bar Diameter in Area in2 Bar Diameter in Area in2 #3 0.38 0.11 #4 0.50 0.20 #5 0.63 0.31 #6 0.75 0.44 #7 0.88 0.60 #8 1.00 0.79 #9 1.13 1.00 #10 1.27 1.27 #11 1.41 1.56 #14 1.69 2.251 #18 2.26 4.00 4.2. Confinement and Factors Confinement type Tied For #10 bars or less #3 ties For larger bars #4 ties Capacity Reduction Factors Axial compression, (a) 0.8 Tension controlled �, (b) 0.9 Compression controlled �, (c) 0.65 4.3. Arrangement Pattern Bar layout Cover to Clear cover Bars Total steel area, AS Rho Sides different Rectangular Transverse bars 6.32 in2 1.88 % PG28 STRUCTUREPOINT - spColumn v7.00 Page 13 Licensed to: KPFF Consulting Engineers. License ID: 73804-1076365-4-27D45-28185 5/18/2021 K:\2019\10021900393\Engineering\_CALCS\Concrete Columns\C-2_rect.col 6:59 PM Minimum clear spacing 5.41 in 4.4. Bars Provided Bars Clear cover in Top 4 #8 1.5 Bottom 4 #8 1.5 Left 0 #9 1.5 Right 0 #9 1.5 5. Loading 5.1. Load Combinations Combination Dead Live Wind EQ Snow U 1 1.400 0.000 0.000 0.000 0.000 U2 1.200 1.600 0.000 0.000 0.500 U 3 1.200 1.000 0.000 0.000 1.600 U4 1.200 0.000 0.800 0.000 1.600 U 5 1.200 1.000 1.600 0.000 0.500 U6 0.900 0.000 1.600 0.000 0.000 U 7 1.200 0.000 -0.800 0.000 1.600 U8 1.200 1.000 -1.600 0.000 0.500 U9 0.900 0.000 -1.600 0.000 0.000 U 10 1.200 1.000 0.000 1.000 0.200 U 11 0.900 0.000 0.000 1.000 0.000 U 12 1.200 1.000 0.000 -1.000 0.200 U 13 0.900 0.000 0.000 -1.000 0.000 5.2. Service Loads No. Load Case Axial Load Mx @ Top Mx @ Bottom My @ Top My @ Bottom kip k-ft k-ft k-ft k-ft 1 Dead 390.00 2.00 0.00 90.00 0.00 1 Live 117.00 4.00 0.00 60.00 0.00 1 Wind 0.00 0.00 0.00 0.00 0.00 1 EQ 0.00 0.00 0.00 0.00 0.00 1 Snow 0.00 0.00 0.00 0.00 0.00 2 Dead 390.00 27.00 0.00 3.00 0.00 2 Live 117.00 1.00 0.00 19.50 0.00 2 Wind 0.00 0.00 0.00 0.00 0.00 2 EQ 0.00 0.00 0.00 0.00 0.00 2 Snow 0.00 0.00 0.00 0.00 0.00 5.3. Sustained Load Factors Load Case Factor Dead 100 Live 0 Wind 0 EQ 0 Snow 0 6. Slenderness 6.1. Sway Criteria X-Axis Non -sway column STRUCTUREPOINT - spColumn v7.00 Licensed to: KPFF Consulting Engineers. License ID: 73804-1076365-4-27D45-28185 K:\2019\10021900393\Engineering\_CALCS\Concrete Columns\C-2_rect.col Y-Axis Non -sway column 6.2. Columns PG29 Page 14 5/18/2021 6:59 PM Column Axis Height Width Depth I f'c E� ft in in in4 ksi ksi Design X 11.75 24 14 5488 7 4768.97 Design Y 11.75 24 14 16128 7 4768.97 Above X 15 14 14 3201.33 5 4030.51 Above Y 15 14 14 3201.33 5 4030.51 Below X 11.75 0 0 5488 5 4030.51 Below Y 11.75 0 0 16128 5 4030.51 6.3. X - Beams Beam Length Width Depth I f.c ft in in in4 ksi Above Left (no beam specified...) Above Right (no beam specified...) Below Left (no beam specified...) Below Right (no beam specified...) 6.4. Y - Beams Beam Length Width Depth I f'c ft in in in4 ksi ksi Above Left (no beam specified...) Above Right (no beam specified...) Below Left (no beam specified...) Below Right (no beam specified...) 7. Factored Loads and Moments with Corresponding Capacity Ratios NOTE: Calculations are based on "Moment Capacity" Method. Each loading combination includes the following cases: Top - At column top Bot - At column bottom No. Load Combo P kip Demand M x k-ft M y k-ft 4)P kip Capacity 4)M x k-ft 4)M y k-ft Parameters at Capacity NA £, 4) Depth in Capacity Ratio 1 1 U 1 Top 546.00 46.41 126.00 546.00 113.47 308.08 16.06 0.00127 0.650 0.41 2 1 U 1 Bot 546.00 46.41 0.00 546.00 256.12 0.00 7.96 0.00138 0.650 0.18 3 1 U2 Top 655.20 55.69 204.00 655.20 92.10 337.35 17.95 0.00094 0.650 0.60 4 1 U2 Bot 655.20 55.69 0.00 655.20 249.69 0.00 9.13 0.00082 0.650 0.22 5 1 U3 Top 585.00 49.73 168.00 585.00 97.47 329.31 16.85 0.00117 0.650 0.51 6 1 U3 Bot 585.00 49.73 0.00 585.00 254.06 0.00 8.37 0.00117 0.650 0.20 7 1 U4 Top 468.00 39.78 108.00 468.00 111.12 301.68 15.10 0.00158 0.650 0.36 8 1 U4 Bot 468.00 39.78 0.00 468.00 258.39 0.00 7.22 0.00183 0.650 0.15 9 1 U5 Top 585.00 49.73 168.00 585.00 97.47 329.31 16.85 0.00117 0.650 0.51 10 1 U5 Bot 585.00 49.73 0.00 585.00 254.06 0.00 8.37 0.00117 0.650 0.20 11 1 U6 Top 351.00 29.84 81.00 351.00 107.18 291.00 13.49 0.00218 0.659 0.28 12 1 U6 Bot 351.00 29.84 0.00 351.00 276.88 0.00 4.94 0.00406 0.820 0.11 13 1 U7 Top 468.00 39.78 108.00 468.00 111.12 301.68 15.10 0.00158 0.650 0.36 14 1 U7 Bot 468.00 39.78 0.00 468.00 258.39 0.00 7.22 0.00183 0.650 0.15 15 1 U8 Top 585.00 49.73 168.00 585.00 97.47 329.31 16.85 0.00117 0.650 0.51 16 1 U8 Bot 585.00 49.73 0.00 585.00 254.06 0.00 8.37 0.00117 0.650 0.20 PG30 STRUCTUREPOINT - spColumn v7.00 Licensed to: KPFF Consulting Engineers. License ID: 73804-1076365-4-27D45-28185 K:\2019\10021900393\Engineering\_CALCS\Concrete Columns\C-2_rect.col Page 15 5/18/2021 6:59 PM No. Load Combo Pu kip Demand Mix k-ft M Y k-ft 4)P kip Capacity 4)Mnx k-ft 4)M Y k-ft Parameters at Capacity NA Et 4) Depth in Capacity Ratio 17 1 U9 Top 351.00 29.84 81.00 351.00 107.18 291.00 13.49 0.00218 0.659 0.28 18 1 U9 Bot 351.00 29.84 0.00 351.00 276.88 0.00 4.94 0.00406 0.820 0.11 19 1 U10 Top 585.00 49.73 168.00 585.00 97.47 329.31 16.85 0.00117 0.650 0.51 20 1 U10 Bot 585.00 49.73 0.00 585.00 254.06 0.00 8.37 0.00117 0.650 0.20 21 1 U11 Top 351.00 29.84 81.00 351.00 107.18 291.00 13.49 0.00218 0.659 0.28 22 1 U11 Bot 351.00 29.84 0.00 351.00 276.88 0.00 4.94 0.00406 0.820 0.11 23 1 U12 Top 585.00 49.73 168.00 585.00 97.47 329.31 16.85 0.00117 0.650 0.51 24 1 U12 Bot 585.00 49.73 0.00 585.00 254.06 0.00 8.37 0.00117 0.650 0.20 25 1 U13 Top 351.00 29.84 81.00 351.00 107.18 291.00 13.49 0.00218 0.659 0.28 26 1 U13 Bot 351.00 29.84 0.00 351.00 276.88 0.00 4.94 0.00406 0.820 0.11 27 2 U 1 Top 546.00 46.41 4.20 546.00 248.91 22.53 8.64 0.00136 0.650 0.19 28 2 U 1 Bot 546.00 46.41 0.00 546.00 256.12 0.00 7.96 0.00138 0.650 0.18 29 2 U2 Top 655.20 55.69 34.80 655.20 211.59 132.22 13.22 0.00085 0.650 0.26 30 2 U2 Bot 655.20 55.69 0.00 655.20 249.69 0.00 9.13 0.00082 0.650 0.22 31 2 U3 Top 585.00 49.73 23.10 585.00 222.46 103.34 11.52 0.00112 0.650 0.22 32 2 U3 Bot 585.00 49.73 0.00 585.00 254.06 0.00 8.37 0.00117 0.650 0.20 33 2 U4 Top 468.00 39.78 3.60 468.00 250.06 22.63 7.86 0.00178 0.650 0.16 34 2 U4 Bot 468.00 39.78 0.00 468.00 258.39 0.00 7.22 0.00183 0.650 0.15 35 2 U5 Top 585.00 49.73 23.10 585.00 222.46 103.34 11.52 0.00112 0.650 0.22 36 2 U5 Bot 585.00 49.73 0.00 585.00 254.06 0.00 8.37 0.00117 0.650 0.20 37 2 U6 Top 351.00 29.84 2.70 351.00 263.59 23.85 5.83 0.00363 0.784 0.11 38 2 U6 Bot 351.00 29.84 0.00 351.00 276.88 0.00 4.94 0.00406 0.820 0.11 39 2 U7 Top 468.00 39.78 3.60 468.00 250.06 22.63 7.86 0.00178 0.650 0.16 40 2 U7 Bot 468.00 39.78 0.00 468.00 258.39 0.00 7.22 0.00183 0.650 0.15 41 2 U8 Top 585.00 49.73 23.10 585.00 222.46 103.34 11.52 0.00112 0.650 0.22 42 2 U8 Bot 585.00 49.73 0.00 585.00 254.06 0.00 8.37 0.00117 0.650 0.20 43 2 U9 Top 351.00 29.84 2.70 351.00 263.59 23.85 5.83 0.00363 0.784 0.11 44 2 U9 Bot 351.00 29.84 0.00 351.00 276.88 0.00 4.94 0.00406 0.820 0.11 45 2 U10 Top 585.00 49.73 23.10 585.00 222.46 103.34 11.52 0.00112 0.650 0.22 46 2 U10 Bot 585.00 49.73 0.00 585.00 254.06 0.00 8.37 0.00117 0.650 0.20 47 2 U11 Top 351.00 29.84 2.70 351.00 263.59 23.85 5.83 0.00363 0.784 0.11 48 2 U11 Bot 351.00 29.84 0.00 351.00 276.88 0.00 4.94 0.00406 0.820 0.11 49 2 U12 Top 585.00 49.73 23.10 585.00 222.46 103.34 11.52 0.00112 0.650 0.22 50 2 U12 Bot 585.00 49.73 0.00 585.00 254.06 0.00 8.37 0.00117 0.650 0.20 51 2 U13 Top 351.00 29.84 2.70 351.00 263.59 23.85 5.83 0.00363 0.784 0.11 52 2 U13 Bot 351.00 29.84 0.00 351.00 276.88 0.00 4.94 0.00406 0.820 0.11 PG31 STRUCTUREPOINT - spColumn v7.00 Licensed to: KPFF Consulting Engineers. License ID: 73804-1076365-4-27D45-28185 K:\2019\10021900393\Engineering\_CALCS\Concrete Columns\C-2_rect.col 8. Diagrams 8.1. PM at a=0 [deg] 24x14in General Information Project Edmonds ... r Center Column C-1 Engineer JAV Code ACI318-14 Bar Set ASTM A615 Units English Run Option Run Axis Investigation Biaxial Slenderness Considered Column Type Capacity Method Materials f� Structural Moment capacity 7 ksi EC 4768.97 ksi fy 60 ksi Es 29000 ksi Section Type Width Rectangular 24 in 15 PM at 0.0 [deg] Depth 14 in No. Load Combo P. Ag 336 in2 kip Ix 5488 in4 4 1 U2 Bot 655.2 Ir 16128 in4 30 2 U2 Bot 655.2 6 1 U3 Bot 585.0 Reinforcement 10 1 U5 Bot 585.0 Pattern Sides different 16 1 U8 Bot 585.0 Bar layout Rectangular 20 1 U10 Bot 585.0 Cover to Transverse bars 24 1 U12 Bot 585.0 32 2 U3 Bot 585.0 Clear cover "' 36 2 U5 Bot 585.0 Bars --- 42 2 U8 Bot 585.0 46 2 U10 Bot 585.0 Confinement type Tied 50 2 U12 Bot 585.0 2 1 U1 Bot 546.0 28 2 U1 Bot 546.0 Total steel area, As 6.32 in2 8 1 U4 Bot 468.0 Rho 1.88 Min. clear spacing 5.41 in Only 15 points out of 26 are listed. Page 16 5/18/2021 6:59 PM M.. M t, 4)P 4)M, 4)M y Capacity k-ft k-ft kip k-ft k-ft Ratio 55.7 0.0 655.20 249.69 0.00 0.22 55.7 0.0 655.20 249.69 0.00 0.22 49.7 0.0 585.00 254.06 0.00 0.20 49.7 0.0 585.00 254.06 0.00 0.20 49.7 0.0 585.00 254.06 0.00 0.20 49.7 0.0 585.00 254.06 0.00 0.20 49.7 0.0 585.00 254.06 0.00 0.20 49.7 0.0 585.00 254.06 0.00 0.20 49.7 0.0 585.00 254.06 0.00 0.20 49.7 0.0 585.00 254.06 0.00 0.20 49.7 0.0 585.00 254.06 0.00 0.20 49.7 0.0 585.00 254.06 0.00 0.20 46.4 0.0 546.00 256.12 0.00 0.18 46.4 0.0 546.00 256.12 0.00 0.18 39.8 0.0 468.00 258.39 0.00 0.15 Max. Capacity Ratio: 0.60 PG32 STRUCTUREPOINT - spColumn v7.00 Licensed to: KPFF Consulting Engineers. License ID: 73804-1076365-4-27D45-28185 K:\2019\10021900393\Engineering\_CALCS\Concrete Columns\C-2_rect.col 8.2. PM at 9=75 [deg] �x 24x14in Project _ Edmonds ... r Center Column C-1 Engineer Code JAV ACI318-14 Bar Set ASTM A615 Units Run Option Run Axis English Investigation Biaxial Slenderness Column Type Capacity Method Materials r� Considered Structural Moment capacity 7 ksi E� 4768.97 ksi fy 60 ksi Es 29000 ksi Section PM at 75.0 [deg] Page 17 5/18/2021 6:59 PM Type Rectangular Width 24 in Depth 14 in No. Load Combo p M.. M , •pP (OM_ 40M t, Capacity Ag 336 W kip k-ft k-ft kip k-ft k-ft Ratio I, 5488 in 3 1 U2 Top 655.2 55.7 204.0 655.20 92.10 337.35 0.60 ly 16128 in4 Max. Capacity Ratio: 0.60 Reinforcement Pattern Sides different Bar layout Rectangular Cover to Transverse bars Clear cover Bars Confinement type Tied Total steel area, As 6.32 W Rho 1.88 % Min. clear spacing 5.41 in PG33 STRUCTUREPOINT - spColumn v7.00 Licensed to: KPFF Consulting Engineers. License ID: 73804-1076365-4-27D45-28185 K:\2019\10021900393\Engineering\_CALCS\Concrete Columns\C-2_rect.col 8.3. PM at 0=90 [deg] �x 24x14in Project Edmonds ... r Center Column C-1 Engineer Code JAV ACI318-14 Bar Set ASTM A615 Units Run Option Run Axis Slenderness Column Type Capacity Method Materials f� English Investigation Biaxial Considered Structural Moment capacity 7 ksi E� 4768.97 ksi fy 60 ksi Es 29000 ksi Section Type Rectangular Width 24 in Depth Ag 14 in 336 W I, ly Reinforcement Pattern Bar layout 5488 in 16128 in4 Sides different Rectangular Cover to Transverse bars Clear cover Bars Confinement type Tied Total steel area, As 6.32 W Rho 1.88 % Min. clear spacing 5.41 in PM at 90.0 [deg] Page 18 5/18/2021 6:59 PM PG34 STRUCTUREPOINT - spColumn v7.00 Licensed to: KPFF Consulting Engineers. License ID: 73804-1076365-4-27D45-28185 K:\2019\10021900393\Engineering\_CALCS\Concrete Columns\C-2_rect.col 8.4. MM at P=0 [kip] �x 24x14in Project _ Edmonds ... r Center Column C-1 -7 Engineer Code JAV ACI318-14 Bar Set ASTM A615 Units English Run Option Run Axis Investigation Biaxial Slenderness Considered Column Type Structural Capacity Method Moment capacity Materials r� 7 ksi E� 4768.97 ksi MM at P=0.0 [kip] fy 60 ksi Es 29000 ksi Section Type Rectangular Width 24 in Depth 14 in A9 336 W I, 5488 in ly 16128 in4 Reinforcement Pattern Sides different Bar layout Rectangular Cover to Transverse bars Clear cover Bars Confinement type Tied Total steel area, As 6.32 W Rho 1.88 % Min. clear spacing 5.41 in Page19 5/18/2021 6:59 PM PG35 STRUCTUREPOINT - spColumn v7.00 Licensed to: KPFF Consulting Engineers. License ID: 73804-1076365-4-27D45-28185 K:\2019\10021900393\Engineering\_CALCS\Concrete Columns\C-2_rect.col 8.5. MM at P=655 [kip] �x 24x14in Project _ Edmonds ... r Center Column C-1 Engineer Code JAV ACI318-14 Bar Set ASTM A615 Units Run Option Run Axis Slenderness Column Type Capacity Method Materials f� English Investigation Biaxial Considered Structural Moment capacity 7 ksi E� 4768.97 ksi fy 60 ksi Es 29000 ksi Section Type Rectangular Width 24 in Depth A9 14 in 336 in2 I, lY Reinforcement Pattern Bar layout 5488 in 16128 in4 Sides different Rectangular Cover to Transverse bars Clear cover Bars Confinement type Total steel area, As Tied 6.32 in2 Rho 1.88 % Min. clear spacing 5.41 in m MM at P=655.0 [kip] Page110 5/18/2021 6:59 PM No. Load Combo p M.. M t, *p 40x *M y Capacity kip k-ft k-ft kip k-ft k-ft Ratio 3 1 U2 Top 655.2 55.7 204.0 655.20 92.10 337.35 0.60 29 2 U2 Top 655.2 55.7 34.8 655.20 211.59 132.22 0.26 4 1 U2 Bot 655.2 55.7 0.0 655.20 249.69 0.00 0.22 30 2 U2 Bot 655.2 55.7 0.0 655.20 249.69 0.00 0.22 Max. Capacity Ratio: 0.60 PG36 STRUCTUREPOINT - spColumn v7.00 Licensed to: KPFF Consulting Engineers. License ID: 73804-1076365-4-27D45-28185 K:\2019\10021900393\Engineering\_CALCS\Concrete Columns\C-3.col 1. General Information File Name K:\2019\10021900393\Engineers ng\_CALCS... \C-3.col Project Edmonds Senior Center Column C-3 Engineer JAV Code ACI 318-14 Bar Set ASTM A615 Units English Run Option Investigation Run Axis Biaxial Slenderness Considered Column Type Structural Capacity Method Moment capacity 2. Material Properties 2.1. Concrete Type Standard fc 7 ksi E� 4768.97 ksi f. 5.95 ksi EU 0.003 in/in R, 0.7 2.2. Steel Type Standard fy 60 ksi Es EY, 29000 ksi 0.00206897 in/in 3. Section 3.1. Shape and Properties Type Rectangular Width 22 in Depth 14 in A9 308 in2 Iz 5030.67 in4 ly 12422.7 in4 rx 4.04145 in ry 6.35085 in Xo 0 in Y. 0 in Page11 5/18/2021 7:14 PM STRUCTUREPOINT - spColumn v7.00 Licensed to: KPFF Consulting Engineers. License ID: 73804-1076365-4-27D45-28185 K:\2019\10021900393\Engineering\_CALCS\Concrete Columns\C-3.col 3.2. Section Figure y �x • • • • Rectangular 22 x 14 in 3.25% reinf. Figure 1: Column section 4. Reinforcement 4.1. Bar Set: ASTM A615 PG37 Page12 5/18/2021 7:14 PM Bar Diameter Area Bar Diameter Area Bar Diameter Area in in2 in in2 in in2 #3 0.38 0.11 #4 0.50 0.20 #5 0.63 0.31 #6 0.75 0.44 #7 0.88 0.60 #8 1.00 0.79 #9 1.13 1.00 #10 1.27 1.27 #11 1.41 1.56 #14 1.69 2.251 #18 2.26 4.00 4.2. Confinement and Factors Confinement type Tied For #10 bars or less #4 ties For larger bars #4 ties Capacity Reduction Factors Axial compression, (a) 0.8 Tension controlled �, (b) 0.9 Compression controlled �, (c) 0.65 4.3. Arrangement F Sides different ut Rectangular Transverse bars Clear cover Bars PG38 STRUCTUREPOINT - spColumn v7.00 Page 13 Licensed to: KPFF Consulting Engineers. License ID: 73804-1076365-4-27D45-28185 5/18/2021 K:\2019\10021900393\Engineering\_CALCS\Concrete Columns\C-3.col 7:14 PM Total steel area, AS 10.00 in Rho 3.25 % Minimum clear spacing 3.09 in 4.4. Bars Provided Bars Clear cover ` in Top 5 #9 1.5 Bottom 5 #9 1.5 Left 0 #9 1.5 Right 0 #9 1.5 5. Loading 5.1. Load Combinations Combination Dead Live Wind EQ Snow U 1 1.400 0.000 0.000 0.000 0.000 U2 1.200 1.600 0.000 0.000 0.500 U 3 1.200 1.000 0.000 0.000 1.600 U4 1.200 0.000 0.800 0.000 1.600 U 5 1.200 1.000 1.600 0.000 0.500 U6 0.900 0.000 1.600 0.000 0.000 U 7 1.200 0.000 -0.800 0.000 1.600 U8 1.200 1.000 -1.600 0.000 0.500 U9 0.900 0.000 -1.600 0.000 0.000 U 10 1.200 1.000 0.000 1.000 0.200 U 11 0.900 0.000 0.000 1.000 0.000 U 12 1.200 1.000 0.000 -1.000 0.200 U 13 0.900 0.000 0.000 -1.000 0.000 5.2. Service Loads No. Load Case Axial Load Mx @ Top Mx @ Bottom My @ Top My @ Bottom kip k-ft k-ft k-ft k-ft 1 Dead 376.00 12.00 0.00 44.00 0.00 1 Live 52.00 4.00 0.00 13.00 0.00 1 Wind 0.00 0.00 0.00 0.00 0.00 1 EQ 0.00 0.00 0.00 0.00 0.00 1 Snow 0.00 0.00 0.00 0.00 0.00 2 Dead 266.00 13.00 0.00 162.00 0.00 2 Live 46.00 7.00 0.00 101.00 0.00 2 Wind 0.00 0.00 0.00 0.00 0.00 2 EQ 0.00 0.00 0.00 0.00 0.00 2 Snow 0.00 0.00 0.00 0.00 0.00 5.3. Sustained Load Factors Load Case Factor Dead 100 Live 0 Wind 0 EQ 0 Snow 0 PG39 STRUCTUREPOINT - spColumn v7.00 Page 14 Licensed to: KPFF Consulting Engineers. License ID: 73804-1076365-4-27D45-28185 5/18/2021 K:\2019\10021900393\Engineering\_CALCS\Concrete Columns\C-3.col 7:14 PM 6. Slenderness 6.1. Sway Criteria X-Axis Non -sway column Y-Axis Non -sway column 6.2. Columns Column Axis Height Width Depth I f.c E� ft in in in4 ksi ksi Design X 11.75 22 14 5030.67 7 4768.97 Design Y 11.75 22 14 12422.7 7 4768.97 Above X 15 14 14 3201.33 5 4030.51 Above Y 15 14 14 3201.33 5 4030.51 Below X 11.75 0 0 5030.67 5 4030.51 Below Y 11.75 0 0 12422.7 5 4030.51 6.3. X - Beams Beam Length Width Depth I f'c E� ft in in in4 ksi ksi Above Left (no beam specified...) Above Right (no beam specified...) Below Left (no beam specified...) Below Right (no beam specified...) 6.4. Y - Beams Beam Length Width Depth I f'c E� ft in in in4 ksi ksi Above Left (no beam specified...) Above Right (no beam specified...) Below Left (no beam specified...) Below Right (no beam specified...) 7. Factored Loads and Moments with Corresponding Capacity Ratios NOTE: Calculations are based on "Moment Capacity" Method. Each loading combination includes the following cases: Top - At column top Bot - At column bottom No. Load Combo P kip Demand M x k-ft M Y k-ft Vn kip Capacity OM- k-ft -M y k-ft Parameters at Capacity NA E, it Depth in Capacity Ratio 1 1 U1 Top 526.40 44.74 61.60 526.40 161.04 221.71 14.33 0.00116 0.650 0.28 2 1 U 1 Bot 526.40 44.74 0.00 526.40 275.62 0.00 7.99 0.00129 0.650 0.16 3 1 U2 Top 534.40 45.42 73.60 534.40 148.07 239.91 14.78 0.00115 0.650 0.31 4 1 U2 Bot 534.40 45.42 0.00 534.40 275.12 0.00 8.05 0.00126 0.650 0.17 5 1 U3 Top 503.20 42.77 65.80 503.20 151.83 233.58 14.33 0.00125 0.650 0.28 6 1 U3 Bot 503.20 42.77 0.00 503.20 277.05 0.00 7.80 0.00140 0.650 0.15 7 1 U4 Top 451.20 38.35 52.80 451.20 159.66 219.81 13.51 0.00142 0.650 0.24 8 1 U4 Bot 451.20 38.35 0.00 451.20 280.18 0.00 7.39 0.00164 0.650 0.14 9 1 U5 Top 503.20 42.77 65.80 503.20 151.83 233.58 14.33 0.00125 0.650 0.28 10 1 U5 Bot 503.20 42.77 0.00 503.20 277.05 0.00 7.80 0.00140 0.650 0.15 11 1 U6 Top 338.40 28.76 39.60 338.40 156.20 215.05 12.32 0.00185 0.650 0.18 12 1 U6 Bot 338.40 28.76 0.00 338.40 292.06 0.00 6.16 0.00257 0.693 0.10 13 1 U7 Top 451.20 38.35 52.80 451.20 159.66 219.81 13.51 0.00142 0.650 0.24 PG40 STRUCTUREPOINT - spColumn v7.00 Licensed to: KPFF Consulting Engineers. License ID: 73804-1076365-4-27D45-28185 K:\2019\10021900393\Engineering\_CALCS\Concrete Columns\C-3.col Page 15 5/18/2021 7:14 PM No. Load Combo Pu kip Demand Mix k-ft M Y k-ft 4)P kip Capacity 4)Mnx k-ft 4)M Y k-ft Parameters at Capacity NA Et 4) Depth in Capacity Ratio 14 1 U7 Bot 451.20 38.35 0.00 451.20 280.18 0.00 7.39 0.00164 0.650 0.14 15 1 U8 Top 503.20 42.77 65.80 503.20 151.83 233.58 14.33 0.00125 0.650 0.28 16 1 U8 Bot 503.20 42.77 0.00 503.20 277.05 0.00 7.80 0.00140 0.650 0.15 17 1 U9 Top 338.40 28.76 39.60 338.40 156.20 215.05 12.32 0.00185 0.650 0.18 18 1 U9 Bot 338.40 28.76 0.00 338.40 292.06 0.00 6.16 0.00257 0.693 0.10 19 1 U10 Top 503.20 42.77 65.80 503.20 151.83 233.58 14.33 0.00125 0.650 0.28 20 1 U10 Bot 503.20 42.77 0.00 503.20 277.05 0.00 7.80 0.00140 0.650 0.15 21 1 U11 Top 338.40 28.76 39.60 338.40 156.20 215.05 12.32 0.00185 0.650 0.18 22 1 U11 Bot 338.40 28.76 0.00 338.40 292.06 0.00 6.16 0.00257 0.693 0.10 23 1 U12 Top 503.20 42.77 65.80 503.20 151.83 233.58 14.33 0.00125 0.650 0.28 24 1 U12 Bot 503.20 42.77 0.00 503.20 277.05 0.00 7.80 0.00140 0.650 0.15 25 1 U13 Top 338.40 28.76 39.60 338.40 156.20 215.05 12.32 0.00185 0.650 0.18 26 1 U13 Bot 338.40 28.76 0.00 338.40 292.06 0.00 6.16 0.00257 0.693 0.10 27 2 U 1 Top 372.40 31.65 226.80 372.40 48.95 350.70 12.74 0.00222 0.663 0.65 28 2 U 1 Bot 372.40 31.65 0.00 372.40 284.94 0.00 6.82 0.00203 0.650 0.11 29 2 U2 Top 392.80 33.39 356.00 392.80 34.08 363.43 12.50 0.00219 0.660 0.98 30 2 U2 Bot 392.80 33.39 0.00 392.80 283.70 0.00 6.97 0.00193 0.650 0.12 31 2 U3 Top 365.20 31.04 295.40 365.20 38.35 364.98 12.17 0.00236 0.675 0.81 32 2 U3 Bot 365.20 31.04 0.00 365.20 285.39 0.00 6.77 0.00206 0.650 0.11 33 2 U4 Top 319.20 27.13 194.40 319.20 50.23 359.91 11.87 0.00260 0.695 0.54 34 2 U4 Bot 319.20 27.13 0.00 319.20 296.24 0.00 5.77 0.00295 0.725 0.09 35 2 U5 Top 365.20 31.04 295.40 365.20 38.35 364.98 12.17 0.00236 0.675 0.81 36 2 U5 Bot 365.20 31.04 0.00 365.20 285.39 0.00 6.77 0.00206 0.650 0.11 37 2 U6 Top 239.40 20.35 145.80 239.40 51.97 372.39 10.61 0.00323 0.749 0.39 38 2 U6 Bot 239.40 20.35 0.00 239.40 308.03 0.00 4.56 0.00452 0.859 0.07 39 2 U7 Top 319.20 27.13 194.40 319.20 50.23 359.91 11.87 0.00260 0.695 0.54 40 2 U7 Bot 319.20 27.13 0.00 319.20 296.24 0.00 5.77 0.00295 0.725 0.09 41 2 U8 Top 365.20 31.04 295.40 365.20 38.35 364.98 12.17 0.00236 0.675 0.81 42 2 U8 Bot 365.20 31.04 0.00 365.20 285.39 0.00 6.77 0.00206 0.650 0.11 43 2 U9 Top 239.40 20.35 145.80 239.40 51.97 372.39 10.61 0.00323 0.749 0.39 44 2 U9 Bot 239.40 20.35 0.00 239.40 308.03 0.00 4.56 0.00452 0.859 0.07 45 2 U10 Top 365.20 31.04 295.40 365.20 38.35 364.98 12.17 0.00236 0.675 0.81 46 2 U10 Bot 365.20 31.04 0.00 365.20 285.39 0.00 6.77 0.00206 0.650 0.11 47 2 U11 Top 239.40 20.35 145.80 239.40 51.97 372.39 10.61 0.00323 0.749 0.39 48 2 U11 Bot 239.40 20.35 0.00 239.40 308.03 0.00 4.56 0.00452 0.859 0.07 49 2 U12 Top 365.20 31.04 295.40 365.20 38.35 364.98 12.17 0.00236 0.675 0.81 50 2 U12 Bot 365.20 31.04 0.00 365.20 285.39 0.00 6.77 0.00206 0.650 0.11 51 2 U13 Top 239.40 20.35 145.80 239.40 51.97 372.39 10.61 0.00323 0.749 0.39 52 2 U13 Bot 239.40 20.35 0.00 239.40 308.03 0.00 4.56 0.00452 0.859 0.07 PG41 STRUCTUREPOINT - spColumn v7.00 Licensed to: KPFF Consulting Engineers. License ID: 73804-1076365-4-27D45-28185 K:\2019\10021900393\Engineering\_CALCS\Concrete Columns\C-3.col 8. Diagrams 8.1. PM at a=0 [deg] 22x14in General Information Project Edmonds ... r Center Column C-3 Engineer JAV Code ACI318-14 Bar Set ASTM A615 Units English Run Option Run Axis Investigation Biaxial Slenderness Considered Page 16 5/18/2021 7:14 PM Column Type Structural Capacity Method Moment capacity i' Materials (P.h) f� 7 ksi EC 4768.97 ksi PM at 0.0 [deg] fy 60 ksi Es 29000 ksi Section Type Rectangular Width 22 in Depth 14 in No. Load Combo P. M.. may 4)Pa 4)M_ 4)M y Capacity Ag 308 in2 kip k-ft k-ft kip k-ft k-ft Ratio Ix 5030.67 in4 4 1 U2 Bot 534.4 45.4 0.0 534.40 275.12 0.00 0.17 ly 12422.7 in4 2 1 U1 Bot 526.4 44.7 0.0 526.40 275.62 0.00 0.16 6 1 U3 Bot 503.2 42.8 0.0 503.20 277.05 0.00 0.15 Reinforcement 10 1 U5 Bot 503.2 42.8 0.0 503.20 277.05 0.00 0.15 Pattern Sides different 16 1 U8 Bot 503.2 42.8 0.0 503.20 277.05 0.00 0.15 Bar layout Rectangular 20 1 U10 Bot 503.2 42.8 0.0 503.20 277.05 0.00 0.15 Cover to Transverse bars 24 1 U12 Bot 503.2 42.8 0.0 503.20 277.05 0.00 0.15 8 1 U4 Bot 451.2 38.4 0.0 451.20 280.18 0.00 0.14 Clear cover 14 1 U7 Bot 451.2 38.4 0.0 451.20 280.18 0.00 0.14 Bars --- 30 2 U2 Bot 392.8 33.4 0.0 392.80 283.70 0.00 0.12 28 2 U1 Bot 372.4 31.7 0.0 372.40 284.94 0.00 0.11 Confinement type Tied 32 2 U3 Bot 365.2 31.0 0.0 365.20 285.39 0.00 0.11 36 2 U5 Bot 365.2 31.0 0.0 365.20 285.39 0.00 0.11 42 2 U8 Bot 365.2 31.0 0.0 365.20 285.39 0.00 0.11 Total steel area, As 10.00 in2 46 2 U10 Bot 365.2 31.0 0.0 365.20 285.39 0.00 0.11 Rho 3.25 Min. clear spacing 3.09 in Only 15 points out of 26 are listed. Max. Capacity Ratio: 0.98 PG42 STRUCTUREPOINT - spColumn v7.00 Licensed to: KPFF Consulting Engineers. License ID: 73804-1076365-4-27D45-28185 K:\2019\10021900393\Engineering\_CALCS\Concrete Columns\C-3.col 8.2. PM at 9=85 [deg] • • • • • 22x14in Project _ Edmonds ... r Center Column C-3 Engineer Code JAV ACI318-14 Bar Set ASTM A615 Units Run Option Run Axis Slenderness English Investigation Biaxial Considered Column Type Capacity Method Materials f� Structural Moment capacity 7 ksi E� 4768.97 ksi fy 60 ksi Es 29000 ksi Section Type Rectangular Width 22 in Depth Ag 14 in 308 in2 I„Ell lY Reinforcement Pattern Bar layout 5030.67 in 12422.7 in4 Sides different Rectangular Cover to Transverse bars Clear cover Bars Confinement type Tied Total steel area, As 10.00 W Rho 3.25 % Min. clear spacing 3.09 in IN PM at 85.0 [deg] Page 17 5/18/2021 7:14 PM No. Load Combo P M.. M , 40P COM- 40M 1, Capacity kip k-ft k-ft kip k-ft k-ft Ratio 29 2 U2 Top 392.8 33.4 356.0 392.80 34.08 363.43 0.98 Max. Capacity Ratio: 0.98 PG43 STRUCTUREPOINT - spColumn v7.00 Licensed to: KPFF Consulting Engineers. License ID: 73804-1076365-4-27D45-28185 K:\2019\10021900393\Engineering\_CALCS\Concrete Columns\C-3.col 8.3. PM at 0=90 [deg] Page 18 5/18/2021 7:14 PM PG44 STRUCTUREPOINT - spColumn v7.00 Licensed to: KPFF Consulting Engineers. License ID: 73804-1076365-4-27D45-28185 K:\2019\10021900393\Engineering\_CALCS\Concrete Columns\C-3.col 8.4. MM at P=0 [kip] • • • • • 22x14in Project _ Edmonds ... r Center Column C-3 -6 Engineer Code JAV ACI318-14 Bar Set ASTM A615 Units English Run Option Run Axis Investigation Biaxial Slenderness Considered Column Type Structural Capacity Method Moment capacity Materials r� 7 ksi E� 4768.97 ksi MM at P=0.0 [kip] fy 60 ksi Es 29000 ksi Section Type Rectangular Width 22 in Depth 14 in A9 308 in2 I„ 5030.67 in lY 12422.7 in4 Reinforcement Pattern Sides different Bar layout Rectangular Cover to Transverse bars Clear cover Bars Confinement type Tied Total steel area, As 10.00 W Rho 3.25 % Min. clear spacing 3.09 in Page19 5/18/2021 7:14 PM PG45 STRUCTUREPOINT - spColumn v7.00 Licensed to: KPFF Consulting Engineers. License ID: 73804-1076365-4-27D45-28185 K:\2019\10021900393\Engineering\_CALCS\Concrete Columns\C-3.col 8.5. MM at P=393 [kip] • • • • • 22x14in Project _ Edmonds ... r Center Column C-3 Engineer Code JAV ACI318-14 Bar Set ASTM A615 Units Run Option Run Axis Slenderness Column Type Capacity Method Materials f� English Investigation Biaxial Considered Structural Moment capacity 7 ksi E� 4768.97 ksi fY 60 ksi Es 29000 ksi Section Type Rectangular Width 22 in Depth A9 14 in 308 in2 I„ lY Reinforcement Pattern Bar layout 5030.67 in 12422.7 in' Sides different Rectangular Cover to Transverse bars Clear cover Bars Confinement type Total steel area, As Tied 10.00 inz Rho 3.25 % Min. clear spacing 3.09 in C MM at P=393.0 [kip] Page110 5/18/2021 7:14 PM No. Load Combo p M.. M Y cpp 40M x *M Y Capacity kip k-ft k-ft kip k-ft k-ft Ratio 29 2 U2 Top 392.8 33.4 356.0 392.80 34.08 363.43 0.98 30 2 U2 Bot 392.8 33.4 0.0 392.80 283.70 0.00 0.12 Max. Capacity Ratio: 0.98