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REVIEWED BLD-BLD2021-0878 - Structural Calcs�iNWMiiRIN6 ..,.,.,...,.,............................... RECEIVED = REVIEWED Jul 02 2021 - BY CITY OFEDMONDS = CITY OF EDMONDS DEVELOPMENT SERVICES DEPARTMENT BUILDING DEPARTMENT BLD2021-0878 Structural Calculations For: Van Daa I Residence Skylight Addition 15631 70' Ave West Edmonds, Washington !1 Prepared for: Board & Vellum Job #: 10539-2021-06 Date: July 2, 2021 SEATTLE 2124 Third Ave, Suite 100, Seattle, WA 98121 TACOMA 934 Broadway, Suite 100, Tacoma, WA 98402 O 206.443.6212 ;:; ssfengineers.com 0 253,284,9470 Criteria Sheet Codes Structural IBC 2018 Loading ASCE 7-16 Wood: NDS 2018 Steel: AISC 360-16 Concrete: ACI318-14 Masonry: TMS 402/602-16 Occupancy Category Seismic Load Summary: Project Location Street & Number 1563170th Ave West City: Edmonds State: WA ZIP: 98026 Latitude: 47.8568 N Longitude:-122.3277 W Ground Elevation 338 ft Risk Category: II ASCE 7 Table 1.5-1 Analysis Procedure: Equivalent Lateral Force Procedure Lateral System: Light -frame (wood) Walls Sheathed with Wood Structural Panels Rated for Shear Resistance R: 6.50 Cd= 4 Base Shear V = 615 kips Q. 2.5 Ss= 1.333 Si= 0.474 SDS= 1.00 SDi= 0.58 Cs 0.154 V 1.0 Story Information # Stories Above Grade (Including Mezzanine Levels) 2 Horizontal and Vertical Irregularities: Is the building a "Regular Structure"? (No horizontal or vertical irregularities) Yes Wind Load Summary: V= 98 KZT= 1.00 Exposure = B Dead Loads: Roof Floor Roofing 2.5 psf Finish Floor 1 psf 1/2" Sheathing 1.8 psf 3/4" Sheathing 2.7 psf Trusses @ 24" oc 2.5 psf Joists @ 16" oc 2.2 psf Misc./Mech. 1.5 psf Misc./Mech. 2 psf Ceiling Finish 2.8 psf Ceiling Finish 2.8 Solar Panels 4 10.7 psf 15 psf Use 12 psf Use 15 psf Live Loads: Snow 25 psf Floor 40 psf � _ t •� �L 1r Picnic �. Paint -North r� Lynnwood Soils: Soils Report Provided? No To be approved by the authority having jurisdiction, per 11.8.2 exception. Allowable Bearing 1500 psf Active 55/35 pcf (Restrained/Unrestrained) Sliding,µ 0.3 Seismic Surcharge 8H Passive 250 pcf Van Daal Residence Criteria STRUCTURAL ENGINEERING DATE 71212021 PROJ. # DESIGN RJA SHEET 1 E 0 u m m c w N ri ASCE 7-16 Wind Loads - Components and Cladding Flat, Gable and Hip Roofs Wind Coefficients Exposure B V= 98 mph Kd= 0.85 Table 26.6-1 GCP = (Calculated from Ch. 30 Tables) GCP; = 0.18 Table 26.11-1 Velocity Pressure, qh = 0.00256KdK,tKzV` Design Wind Pressure, p = gh[(GCP)-(GCP;)] Desian Wind Pressure fosfl Part 1: Low -Rise Buildings (h <_ 60 feet) Section 30.4 Location and Buildina Dimensions Kn = 1.00 Mean Roof Height, h 65 ft Kz = 0.87 Table 30.3-1 Roof Angle 0 degrees 11.0 psf (30.3-1) Design ASD (30.4-1) Roof Type Gable Component Zone Effective Wind Area (sq ft) 510 20 50 100 200 2500 1 + 5.3* 4.9* 4.4* 4.2* 4.2* 4.2* -12.9 -12.7 -12.2 -11.8 -11.8 -11.8 Flat or Gable Roofs 0 to 7 Deg 2 + 5.3* 4.9* 4.4* 4.2* 4.2* 4.2* -21.7 -19.4 -16.2 -14.0 -14.0 -14.0 OH -20.6 -26.1 -17.3 -19.5 -17.3 -14.0 3 + 5.3* 4.9* 4.4* 4.2* 4.2* 4.2* -32.7 -27.0 -19.5 -14.0 -14.0 -14.0 OH -32.7 -26.1 -17.3 -10.7 -10.7 -10.7 Wall 4 + 11.8 11.3 10.6 10.1 9.6* 8.9* -12.8 -12.2 -11.6 -10.9 -10.6 -9.9* 5 + 11.8 11.3 10.6 10.1 9.6* 8.9* -15.8 -14.8 -13.4 -12.3 -11.1 -9.9* Typ - LC A + 33.5 30.7 26.9 24.1 23.6 22.9 Parapet (Fig. Typ - LC B -24.7 -23.6 -22.3 -21.0 -20.1 -18.7 30.7-1) Corner - LC A + 44.5 38.3 30.2 24.1 23.6 22.9 Corner - LC B -27.6 -26.1 -24.1 -22.4 -20.7 -18.7 Note: * Indicates 10psf minimum lateral load controls this load case for most buildings. r i r � r i r i O 0 "c r i � r 1 Gable Roofs < 7 deg - Figure 30.4-2A Wall Zones - Figure 30.4-1 a, 10 percent of least badzontW dimension or O.Ah, which vcr is smaller, but rick Lis than either 4% of least horizontal dkmt lion or 3 Pk (03 rn). h. glean roof height, in feet (meters), except that cave height shall be usod for 0 ic Ur. 0 % STRUCTURAL ENGINEERING Van Daal Residence Date: 71212021 Project #: Design: RJA Sheet: 2 P REVIEW OF STRESSES IN (E) PREMANUFACTURED TRUSS FOR REPAIR CONNECTIONS - PROVIDE CS14 STRAP AT TOP CHORD SPLICE: Ts = 2.03k Ta = 2.49k .o os rlft .O8\QR Y aoBKR PROVIDE CS14 STRAP AT RIDGE: Ts = 1.88k Ta = 2.49k v�►x 2.1828 K \J 1.5069 K TPROVIDE PLYWOOD GUSSET w/ (6) SDWS22300 SCREWS INTO EA MEMBER (NOTE BOT. w CHORD COMPRESSION RESOLVED THROUGH DIRECT=-2.43a4 Members: Fx,axial force [K] 2.1828 " MEMBER CONTACT AT SPLICE): Ts = .62k -2A384-1.2831-0.12781 1.0275 2.1828 Ta = 1.53k SUB -DIAPHRAGM REVIEW AT: 2x4 TOP CHORD BLOCKING TO ALIGN W/ E & W EDGE OF NEW SKYLIGHTS. PROVIDE 8d @ 4"oc PANEL EDGE NAILING CS14 x 8'-0" CENTERED ON RIDGE. APPLY CS OVER SHEATHING INTO TRUSS TOP CHORD EA END OF NEW SKYLIGHTS o A co MIN. 2x4 TOP CHORD BLOCKING ROOF FRAMING SCALE: 1/8" = V-0" STRUCTURAL ENGINEERING BY INSPECTION, SUBDIAPHRAGM LATERAL DESIGN CONTROLLED BY WIND: TRIB HEIGHT = 10' W = 11.6(10) = 116p1f M = 116(8)112/8 = 928'# T/C = 928/6 = 154# USE CS14 STRAP: Ta = 1.53k Van Daal Residence Date: 71212021 Project #: Design: RJA Sheet: 3 R SWENSON SAY FAGET Ryan Anderson H:\Users\randerson\_Projects\Board & Vellum\ ... \Calcs\Truss Model.vap Friday, May 21, 2021 12:08 PM Name Support Mass Scissor ft I ft ft I I I N001 0.0000 0.0000 0.0000 Pinned 0.0000 No N002 9.8400 0.0000 0.0000 Free 0.0000 No N003 15.1600 0.0000 0.0000 Free 0.0000 No N004 25.0000 0.0000 0.0000 DY DZ 0.0000 No N005 7.6700 2.8655 0.0000 Free 0.0000 No N006 12.5000 4.6700 0.0000 Free 0.0000 No N007 17.3300 2.8655 0.0000 Free 0.0000 No Members Nam Node Node Shape Material End Crossing Beta, B Length Weight Offset y Offset z Framing Action e 1 I 2 I I I Connection Connection? I deg ft K I in in I BmXO N001 N002 SS 2x4 Hem-Fir-No.2 Rigid Connect Yes 0.0000 9.8400 0.0102 0.0000 0.0000 Beam Normal O1 BmXO N002 N003 SS 2x4 Hem-Fir-No.2 Rigid Connect Yes 0.0000 5.3200 0.0055 0.0000 0.0000 Beam Normal 02 BmXO N003 N004 SS 2x4 Hem-Fir-No.2 Rigid Connect Yes 0.0000 9.8400 0.0102 0.0000 0.0000 Beam Normal 03 V001 N001 N005 SS 2x4 Hem-Fir-No.2 Rigid Connect Yes 0.0000 8.1878 0.0085 0.0000 0.0000 Bracing Normal V002 N005 N006 SS 2x4 Hem-Fir-No.2 Rigid Connect Yes 0.0000 5.1561 0.0053 0.0000 0.0000 Bracing Normal V003 N006 N007 SS 2x4 Hem-Fir-No.2 Rigid Connect Yes 0.0000 5.1561 0.0053 0.0000 0.0000 Bracing Normal V004 N007 N004 SS 2x4 Hem-Fir-No.2 Rigid Connect Yes 0.0000 8.1878 0.0085 0.0000 0.0000 Bracing Normal V005 N005 N002 SS 2x4 Hem-Fir-No.2 Simple Connect Yes 0.0000 3.5944 0.0037 0.0000 0.0000 Bracing Normal V006 N002 N006 SS 2x4 Hem-Fir-No.2 Simple Connect Yes 0.0000 5.3744 0.0056 0.0000 0.0000 Bracing Normal V007 N006 N003 SS 2x4 Hem-Fir-No.2 Simple Connect Yes 0.0000 5.3744 0.0056 0.0000 0.0000 Bracing Normal V008 N003 N007 SS 2x4 Hem-Fir-No.2 Simple Connect Yes 0.0000 3.5944 0.0037 0.0000 0.0000 Bracing Normal Member Result Case Location Fx y Rz Torsion My Mz K K K I I BmX001 3. D+S End 2.1828 0.0314 0.0000 0.0000 0.0000 -0.0478 BmX001 3. D+S Start 2.1828 -0.0212 0.0000 0.0000 0.0000 0.2112 BmX002 3. D+S End 1.5069 0.0028 0.0000 0.0000 0.0000 -0.0478 BmX002 3. D+S Start 1.5069 0.0028 0.0000 0.0000 0.0000 -0.0478 BmX002 4. D+0.75(L+S) End 1.2803 0.0028 0.0000 0.0000 0.0000 -0.0414 BmX003 3. D+S End 2.1828 -0.0212 0.0000 0.0000 0.0000 0.2112 BmX003 3. D+S Start 2.1828 0.0314 0.0000 0.0000 0.0000 -0.0478 V001 3. D+S End -2.2062 0.3318 0.0000 0.0000 0.0000 -0.3833 V001 3. D+S Start -2.4384 0.2898 0.0000 0.0000 0.0000 -0.2112 V002 3. D+S End -1.8822 0.1328 0.0000 0.0000 0.0000 -0.0591 V002 3. D+S Start -2.0284 0.2586 0.0000 0.0000 0.0000 -0.3833 V003 3. D+S End -2.0284 0.2586 0.0000 0.0000 0.0000 -0.3833 V003 3. D+S Start -1.8822 0.1328 0.0000 0.0000 0.0000 -0.0591 V004 3. D+S End -2.4384 0.2898 0.0000 0.0000 0.0000 -0.2112 VisualAnalysis 20.00.0001, Full Design www.iesweb.com Page 4 SWENSON SAY FAGET Ryan Anderson H:\Users\randerson\_Projects\Board & Vellum\ ... \Calcs\Truss Model.vap Friday, May 21, 2021 12:08 PM Member Result Case Location Fx y Rz Torsion My Mz K K I KI V004 3. D+S Start -2.2062 0.3318 0.0000 0.0000 0.0000 -0.3833 V005 3. D+S End -0.6195 0.0011 0.0000 0.0000 0.0000 0.0000 V005 3. D+S Start -0.6165 0.0011 0.0000 0.0000 0.0000 0.0000 V005 D End -0.2400 0.0011 0.0000 0.0000 0.0000 0.0000 V006 3. D+S End 0.6141 0.0014 0.0000 0.0000 0.0000 0.0000 V006 3. D+S Start 0.6093 0.0014 0.0000 0.0000 0.0000 0.0000 V006 D Start 0.2425 0.0014 0.0000 0.0000 0.0000 0.0000 V007 3. D+S End 0.6093 0.0014 0.0000 0.0000 0.0000 0.0000 V007 3. D+S Start 0.6141 0.0014 0.0000 0.0000 0.0000 0.0000 V007 D End 0.2425 0.0014 0.0000 0.0000 0.0000 0.0000 V008 3. D+S End -0.6165 0.0011 0.0000 0.0000 0.0000 0.0000 V008 3. D+S Start -0.6195 0.0011 0.0000 0.0000 0.0000 0.0000 V008 D Start -0.2400 0.0011 0.0000 0.0000 0.0000 0.0000 Ry and Rz reactions are positive when in the direction of member local y and z (i.e. in typical situations uplift is negative). Member Forces Member Fx Fx Torsion Mn M MK-ft n M x IMin IMax I Ky I Kz I K-ftK ft I K ftMax K-ft BmX001 0.5195(6) 2.1828(4) -0.0314 (4) 0.0000(6) 0.0000(6) 0.0000(6) 0.0000(6) -0.0478 (4) 0.2112(4) BmX002 0.3604(6) 1.5069(4) 0.0028(4) 0.0000(6) 0.0000(6) 0.0000(6) 0.0000(6) -0.0478 (4) -0.0110 (6) BmX003 0.5195(6) 2.1828(4) 0.0314(4) 0.0000(6) 0.0000(6) 0.0000(6) 0.0000(6) -0.0478 (4) 0.2112(4) V001 -2.4384 (4) -0.5260 (6) -0.3 18 0.0000(6) 0.0000(6) 0.0000(6) 0.0000(6) -0.3833 (4) 0.3417(4) V002 -2.0284 (4) -0.4510 (6) 0.2586(4) 0.0000(6) 0.0000(6) 0.0000(6) 0.0000(6) -0.3833 (4) 0.0571 (4) V003 -2.0284 (4) -0.4510 (6)-0.2586 (4) 0.0000(6) 0.0000(6) 0.0000(6) 0.0000(6) -0.3833 (4) 0.0571 (4) V004 -2.4384 (4) -0.5260 (6) 0.3318(4) 0.0000(6) 0.0000(6) 0.0000(6) 0.0000(6) -0.3833 (4) 0.3417(4) VisualAnalysis 20.00.0001, Full Design www.iesweb.com Page 5