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BLD2024-0289+Structural Calculations+9.20.2024_7.31.50_AM+4513302W74 SSSOUND STRUCTURAL SOLUTIONS E N G I N E E R S 9/ 19/2024 To: Zach Waltier From: Connor Reid, PE Re: 18210 881h Ave W — Edmonds, WA Existing Shearwall Revision SSS# s2312003 Our office was contacted to revise our structural design per existing conditions differing from our original assumptions. The lengths and location of shearwall along wall line C have been revised to align with the existing garage stem wall, and details FTS1 and FTS2 were added to handle the floor shear transfers. The new addition floor joists span from wall line D to an interior wall located above garage slab. In the new structural design, shear is taken into the existing longitudinal kitchen wall and gravity is handled by spot footings poured below the new garage wall (see detail FTG). If you have any questions or require additional information, please call. Attached: -Details FTS1, FTS2, FTG -Revised calculations 24113 56th Ave W - Mountlake Terrace, WA 98043 - Ph: 425-778-1023 - www.ssseng.com SYMBOL LEGEND SLEXP I I � mm.��amom "m sce��moe osru�aerniszz mlelAlxilr�a � �gmsmurnauw�uh � onw'xx�'auc°V°,oegnvs°.wo USE • m SLMMN TEMPLATE!! DEs3cn ROTE I • THE STRONGWALL PANEL MUST BE INSET 2" FROM THE OUTSIDE FACE OF THE CONCRETE STEM. ' tt.3�1.5 LE�41xOroRlsaaTrT � L IEF �.3 �a svru[oo[aonTuw I I I 31.5 r, I L®J'a' �. F1.3�1.5 J II a 14 I I EPX I I I I I I I I I I I I II ---- wa< R3 n FOUNDATION PLAN a�arE ll4'=P-", oorvmswE-eaewmexauacNan�s�arswx om Isno amn •.e w ]oaaw�a reo-<np 3621086M Ave W, Etlmmtla, WA 1(etd'w ve.. � N w o i goreml�ng@)unweuon ORIGM DATE: 01/26/i024 '^ R& : Q 9/19/M4 Y S3.0 SYMBOL LEGEND x---- ems« anmRoaHa� aeRonaoaHa�. 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IuvLxRmnwrrm[s[euxnS�Amm4. oa'umummexlelwh o6�m� �� maxxxm T ILI n 1st FLOOR SHEARWALLS & FRAMING ABOVE �N5 �xms� t�Ie��x�e�L�t�S�RW, om �kvuglsamen ,7A lm6al: 3 1— ale«Nerve: 1821088M Ave W [Oanlelle Petshl] 18210 88th Ave W, Etlmmtla, WA NateNe«esn«el. 37 E W � 0 @1 � cif ORIGIN DAIS: OV26PO24 � REMED: A 9E19(1024 S4.0 FLOOR JOISTS —\ I II --- SHEARWALL ABOVE EDGE NAILS, TYP *SDWS 0,22" x 6" SHEARWALL PER SW B6 SCREWS @ 16"oc CEILING JOISTS 6x10 BLOCKING BETWEEN STUDS 2x4 LEDGER w/ 0.148" x 3 %" NAILS @ 6"oc TO BLOCK/EXISTING TOP PLATE SHEATH EXISTING WALL AS SW B6, VERIFY 2x4 STUDS @ 16"oc MIN HANGER TO BLOCK HORIZONTAL SHEARWALL, SHEATHE PER SW B6 FLOOR SHEAR TRANSFER N.T.S. 2x BLOCKING BETWEEN JOISTS FLOOR JOISTS EDGE NAILS, TYP 16d @ 6"oc SHEARWALL PER SW B6 CEILING JOISTS —\ II I -- BASE PLATE NAILS 6x BLOCK, MATCH CEILING JOIST HEIGHT SHEARWALL PER SW B6 *SDWS 0,22" x 6" SCREWS @ 16"oc FLOOR SHEAR TRANSFER N.T.S. FOOTING SCHEDULE CENTER UNDER CONCENTRATED LOAD U.N.O. FOOTING SIZE REINFORCEMENT ID WIDTH LENGTH THICKNESS LONGITUDE TRANSVERSE (Transverse) (Longitude) F1.3-1.5 1'-4" 1'-6" 8" (2) #4's (2) #4's LONGITUDE REINF TRANSVERSE REINF WIDTH (TRANSVERSE) =TG FOOTING, TYPICAL N.T.S. LENGTH (LONGITUDE) THICKNESS FTG UNDER SLAB ON GRADE FTGC FTG - FOOTING, TYPICAL Soil Bearing Capacity 2000 Psf FOOTING SCHEDULE CENTER UNDER CONCENTRATED LOAD U.N.O. FOOTING SIZE REINFORCEMENT ID WIDTH LENGTH THICKNESS LONGITUDE TRANSVERSE (Transverse) (Longitude) F1.3-1.5 1'-4" 1'-6" 8" (2) #4's (2) #4's Total Load 4,000 Wall Line Story (x) Direction WSP Dist Wind Shear Seismic Shear SW Dimensions Tributary Dead Loads Wind Uplift Seismic Uplift A 1 Long --- % vw VE w h dr dra df df. Twx+f Twx Tex,, TeX WIND E-QUAKE VTx 1532 2751 Wood Shrinkage v 61 109 v, amp'd 61 109 Cntrl'g 109 Max Tx 297 1169 A (in) 0.088 0.117 1.00 28% 54 98 7.83 9 278 450 1169 1.00 57% 1 61 109 1 14.25 9 162 450 1141 1.00 16% 48 86 5.00 9 297 450 1124 L VF vs 27.08 109 109 Wall Line Story (x) Direction WSP Dist Wind Shear Seismic Shear SW Dimensions Tributary Dead Loads Wind Uplift Seismic Uplift B 1 Long --- % vw VE w h dr dra df dfa Twx+j Twx Tex+f Tex WIND E-QUAKE VTx 3673 5138 Wood Shrinkage v 1260 1763 v, amp'd 2555 3574 Cntrl'g 3574 Max Tx 11442 17294 A (in) 4.146 3.980 0.43 41% 1105 1545 1.38 9 146 10051 1461 15342 0.59 59% 1260 1763 1.71 9 146 11442 1461 17294 L VF Vs 3.08 1763 3574 Wall Line Story (x) Direction WSP Dist Wind Shear Seismic Shear SW Dimensions Tributary Dead Loads Wind Uplift Seismic Uplift C 1 1 Long --- % vw VE h dr dra df dfa Twx+j Twx Tex,, Tex WIND E-QUAKE VTx 3569 4262 Wood Shrinkage v 176 210 v, amp'd 176 210 Cntrl'g 210 Max Tx 1042 1474 A (in) 0.301 0.245 1.00 57% 176 210 11.50 9 7 406 1032 1743 1474 1.00 43% 1 166 198 9.33 9 7 406 1042 1743 1440 L VF vs 20.83 210 210 Wall Line Story (x) Direction WSP Dist Wind Shear Seismic Shear SW Dimensions Tributary Dead Loads Wind Uplift Seismic Uplift D 1 Long --- % vw VE w h dr dra df dfa Twx+j Twx Tex+f Tex WIND E-QUAKE VTx 1436 1984 Wood Shrinkage v 62 86 v, amp'd 62 86 Cntrl'g 86 Max Tx 132 617 A (in) 0.073 0.079 0.94 9% 34 47 3.67 9 7 132 324 617 1.00 91 % 62 86 21.17 9 4 7 -840 324 37 L VF Vs 24.83 86 86 240104_18210 88th Ave W Proposed Long itudinal_SSSlateral_s2312003.xlsm FIR Shear Wall Summary J T in Width SW vF Rio Stressed vs Rio Stressed Notes C 2 10.33 B 6 229 83% 229 95% D 2 24.33 A 6 61 41 % 61 25% C 1 20.83 B 6 210 76% 210 87% 0 Gray Scaled Areas draw attention to the fact that 80% demand (corresponding to a 125% capacity) has been specified to address horizontal irregularities. XPIRR 240104_18210 88th Ave W Proposed Long itudinal_SSSlateral_s2312003.xlsm SW Holdown Summary Uplift W Uplift E Holdown J (n C 2 406 1743 #MSTC40 (b) D 2 0 324 C 1 1042 14744�EHTT4;(a)D 1 132 617a) Holdown/ Wind Wind Wind Seismic Seismic Seismic Strap Capacity Capacity Capacity Capacity Capacity Capacity Capacity Midwall Corner Endwall Midwall Corner Endwall 2650@ 66% 0@0% 0@0% 0@0% 0@0% 0@0% 0@0% 3105@ 47% 0@0% 0@0% 0@0% 0@0% 0@0% 0@0% 20% 0 @ 0 % 0 @ 0 % 0 @ 0 % 0 @ 0 % 0 @ 0 % 0 @ 0 % 240104_18210 88th Ave W Proposed Long itudinal_SSSlateral_s2312003.xlsm SW