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REVIEWED BLD2022-0882+Structural_Calculations+7.1.2022_12.43.42_PM+2967126HOGENSON RESIDENCE HOGENSON RESIDENCE Structural Design Criteria Building Code: 2018 International Building Code Building Department: City of Edmonds Seismic Criteria Wind Criteria Ss: 1.30 le: 1.00 Wind Speed: 98 Sl: 0.46 Seismic Soil Site Class: D Risk Category: II Sds: 1.04 Seismic Design Category: D Wind Exposure: B Shc : 0.56 Kzt: 1 R: 6.50 Light -Framed Wood Walls Sheathed With Wood Structural Panels Geotechnical Criteria Allowable Bearing Pressure Minimum Footing Width Frost Depth Passive Soil Pressure Coefficient of Friction Materials Criteria Concrete (28 Day Strength): Foundation Basement Walls Reinforcing Steel: Grade 40 (#4 bar) Wood Framing: 2x, 3x & 4x Framing Members 6x Framing Members Glulam Beams LVL Members - Beams & Headers Wood Sheathing 1500 PSF Continuous: 18" min., Isolated: 24" min. 18" min. 350 PCF 0.35 F'c= 3,000 PSI F'c= 3,000 PSI Fy= 40,000 PSI D F#2 DF#1 24 F-V4 2.0 E LVL APA RATED '� Quantum Consulting Engineers LLC Project: Hogenson Residence Date: 6/21/22 Job No: 22287.0' 1511 Third Avenue, Suite 323 Designer: MW Sheet: 1 � Seattle, WA 98101 Client: Decker Studio Checked By: Residential Building Loads Snow Load Roof Live Load Residential Assembly Loads Roof Loads Standard Roofing 4.0 psf 1/2" Ply. Sheathing 1.5 psf Trusses @ 24" o.c. 3.1 psf R38 Insulation 2.0 psf 5/8" GWB 2.8 psf Lights, ducts 0.5 psf Miscellaneous 1.1 psf oa: 15.0 ps Interior Wall Framing 5/8" GWB 2.8 psf 2x4 @ 16" o.c. 0.9 psf 5/8" GWB 2.8 psf Mech./Elec. 0.5 psf Misc. 1.0 psf Total: 1 8.0 psf Comments 5L=25 PSF 25 psf 40 psf Typical Floor Loads Flooring 3.0 psf 3/4" Ply. Sheathing 2.3 psf Floor Joists @ 16" o.c. 2.5 psf 5/8" GWB 2.8 psf Lights, ducts 0.8 psf Miscellaneous 0.6 psf oa: 12.0 psf Exterior Wood Stud Wall Siding 2.3 psf 1/2" Plywood 1.5 psf 2x6 studs @ 16 " o.c. 1.7 psf Insulation 0.5 psf 1/2" GWB 2.2 psf Mech./Elec. 0.5 psf Misc. 1.3 psf Total: 10.0 psf Comments gQlei 99I Deflection Criteria Roof Walls L/120 *flexible finishes Floor Live Load: L/240 L/240 *brittle finish Live Load: L/360 Total Load: L/180 L/240 supporting glass Total Load: L/240 Quantum Consulting Engineers LLC Project: Hogenson Residence Date: 6/21/22 Job No: ####### 1511 Third Avenue, Suite 323 Designer: MW Sheet: 1 Seattle, WA 98101 Client: Decker Studio Checked By: 20 " O R " E' CM MEMBER REPORT PASSED Second Floor, Roof Transfer Beam 4 piece(s) 1 3/4" x 9 1/4" 2.0E Microllam@ LVL Overall Length: 15' 1' 14' 6" o a All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (Ibs) 4633 @ 2" 6694 (2.25") Passed (69%) -- 1.0 D + 1.0 S (All Spans) Shear (Ibs) 4036 @ 1' 3/4" 14148 Passed (29%) 1.15 1.0 D + 1.0 S (All Spans) Moment (Ft-Ibs) 16940 @ 7' 6 1/2" 25769 Passed (66%) 1.15 1.0 D + 1.0 S (All Spans) Live Load Defl. (in) 0.361 @ 7' 6 1/2" 0.369 Passed (L/491) 1.0 D + 1.0 S (All Spans) Total Load Defl. (in) 0.749 @ 7' 6 1/2" 0.738 Passed (L/236) 1.0 D + 1.0 S (All Spans) • Deflection criteria: LL (L/480) and TL (L/240). • Allowed moment does not reflect the adjustment for the beam stability factor. • Member should be side -loaded from both sides of the member or braced to prevent rotation. Supports Bearing Length Loads to Supports (Ibs) Accessories Total Available Required Dead Floor Live Snow Total 1 - Stud wall - SPF 3.50" 2.25" 1.56" 2433 603 2263 5299 1 1/4" Rim Board 2 - Stud wall - SPF 3.50" 2.25" 1 1.56" 2433 603 2263 5299 1 1/4" Rim Board • Rim Board is assumed to carry all loads applied directly above it, bypassing the member being designed. Lateral Bracing Bracing Intervals Comments Top Edge (Lu) 14' 11" o/c Bottom Edge (Lu) 14' 11" o/c -Maximum allowable bracing intervals based on applied load. 01 Vertical Loads Location (Side) Tributary Width Dead (0.90) Floor Live (1.00) Snow (1.15) Comments 0 - Self Weight (PLF) 1 1/4" to 14' 11 3/4" N/A 18.9 1 - Uniform (PLF) 0 to 15' 1" (Front) N/A 100.0 - Wall Load 2 - Uniform (PSF) 0 to 15' 1" (Front) 12' 15.0 - 25.0 Roof 3 - Uniform (PSF) 0 to 15' 1" (Front) 2' 12.0 40.0 - Floor System : Floor Member Type : Flush Beam Building Use : Residential Building Code: IBC 2015 Design Methodology : ASD Weyerhaeuser Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator ForteWEB Software Operator Job Notes Matthew Wion QCE (206)957-3900 mwion@quantumce.com 6/21/2022 5:51:25 PM UTC ForteWEB v3.2, Engine: V8.2.0.17, Data: V8.1.0.16 Weyerhaeuser File Name: 22287.01 Hogenson Remodel Paget/4 211FORTE'CM MEMBER REPORT PASSED Second Floor, Sliding Door Header 1 piece(s) 5 1/2" x 9 1/2" 24F-V4 DF Glulam Overall Length: 8' 7' 8' 0 All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (Ibs) 5882 @ 8' 5" 8181 (3.50") Passed (72%) 1.0 D + 0.75 L + 0.75 S (All Spans) Shear (Ibs) 5320 @ 7' 6" 10615 Passed (50%) 1.15 1.0 D + 0.75 L + 0.75 S (All Spans) Pos Moment (Ft-Ibs) 9056 @ 6' 15/16" 19028 Passed (48%) 1.15 1.0 D + 0.75 L + 0.75 S (All Spans) Live Load Defl. (in) 0.076 @ 4' 6 1/16" 0.275 Passed (L/999+) 1.0 D + 0.75 L + 0.75 S (All Spans) Total Load Defl. (in) 0.152 @ 4' 6 1/4" 0.412 Passed (L/651) 1.0 D + 0.75 L + 0.75 S (All Spans) • Deflection criteria: LL (L/360) and TL (L/240). • Allowed moment does not reflect the adjustment for the beam stability factor. • Critical positive moment adjusted by a volume factor of 1.00 that was calculated using length L = 8' 3". • The effects of positive or negative camber have not been accounted for when calculating deflection. • The specified glulam is assumed to have its strong laminations at the bottom of the beam. Install with proper side up as indicated by the manufacturer. • Applicable calculations are based on NDS. Supports Bearing Length Loads to Supports (Ibs) Accessories Total Available Required Dead Floor Live Snow Total 1 - Stud wall - SPF 3.50" 3.50" 1.50" 1542 1366 779 3687 Blocking 2 - Stud wall - SPF 3.50" 3.50" 2.52" 2992 1726 2128 6846 Blocking • Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed. Lateral Bracing Bracing Intervals Comments Top Edge (Lu) 8' 7" o/c Bottom Edge (Lu) 8' 7" o/c -Maximum allowable bracing intervals based on applied load. Vertical Loads Location (Side) Tributary Width Dead (0.90) Floor Live (1.00) Snow (1.15) Comments 0 - Self Weight (PLF) 0 to 8' 7" N/A 12.7 1 - Uniform (PSF) 0 to 8' 7" (Front) 73" 12.0 40.0 - Floor 2 - Point (lb) 6' 9" (Top) N/A 2433 603 2263 Linked from: Roof Transfer Beam, Support 1 3 - Uniform (PLF) 0 to 8' 7" (Front) N/A 100.0 - - Wall 4 - Uniform (PSF) 0 to 8' 7" (Front) 3' 15.0 25.0 Roof System : Floor Member Type : Drop Beam Building Use : Residential Building Code: IBC 2015 Design Methodology : ASD Weyerhaeuser Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator ForteWEB Software Operator Job Notes Matthew Wion QCE (206)957-3900 mwion@quantumce.com 6/21/2022 5:51:25 PM UTC ForteWEB v3.2, Engine: V8.2.0.17, Data: V8.1.0.16 Weyerhaeuser File Name: 22287.01 Hogenson Remodel Page 3/4 211FORTE'CM MEMBER REPORT PASSED Second Floor, (E) Second Floor Joist at BATH 1 piece(s) 2 x 10 DF No.2 @ 16" OC Overall Length: 9' 11' 9' 4" o a All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (Ibs) 620 @ 9' 8 1/2" 1434 (2.25") Passed (43%) -- 1.0 D + 1.0 L (All Spans) Shear (Ibs) 553 @ 8' 10 1/4" 1665 Passed (33%) 1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-Ibs) 2041 @ 5' 3" 2029 Passed (101%) 1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in) 0.062 @ 4' 11 7/16" 0.237 Passed (L/999+) 1.0 D + 1.0 L (All Spans) Total Load Defl. (in) 1 0.184 @ 5' 0.475 Passed (L/621) 1.0 D + 1.0 L (All Spans) TJ-Pro'"' Rating I N/A N/A N/A N/A • Deflection criteria: LL (L/480) and TL (L/240). • Allowed moment does not reflect the adjustment for the beam stability factor. • A 15% increase in the moment capacity has been added to account for repetitive member usage. • Applicable calculations are based on NDS. • No composite action between deck and joist was considered in analysis. Supports Bearing Length Loads to Supports (Ibs) Accessories Total Available Required Dead Floor Live Total 1 - Stud wall - SPF 3.50" 2.25" 1.50" 330 264 594 1 1/4" Rim Board 2 - Stud wall - SPF 3.50" 2.25" 1 1.50" 362 264 626 1 1/4" Rim Board • Rim Board is assumed to carry all loads applied directly above it, bypassing the member being designed. Lateral Bracing Bracing Intervals Comments Top Edge (Lu) 6" o/c Bottom Edge (Lu) 9' 8" o/c -Maximum allowable bracing intervals based on applied load. Vertical Loads Location (Side) Spacing Dead (0.90) Floor Live (1.00) Comments 1 - Uniform (PSF) 0 to 9' 11" 16" 12.0 40.0 Default Load 2 - Point (PLF) 5' 3" 16" 400.0 - System : Floor Member Type : Joist Building Use : Residential Building Code: IBC 2015 Design Methodology : ASD Weyerhaeuser Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator ForteWEB Software Operator Job Notes Matthew Wion QCE (206)957-3900 mwion@quantumce.com 6/21/2022 5:51:25 PM UTC ForteWEB v3.2, Engine: V8.2.0.17, Data: V8.1.0.16 Weyerhaeuser File Name: 22287.01 Hogenson Remodel Page 4/4 U.S. Seismic Design Maps https://seismicmaps.org/ HOGENSON RESIDENCE 8629 187th PI SW, Edmonds, WA 98026, USA Latitude, Longitude: 47.8302895,-122.3505022 o Summit Towers 9 n `m 185th PI SW > Sound Capital G upq 186th PI SW N 187th PI SW CYN Brandon Maldonado 19 Temporarily closed Go gle Date Design Code Reference Document Risk Category Site Class Type Value SS 1.3 S 1 0.46 SMS 1.561 SM1 null -See Section 11.4.8 SDS 1.04 SD1 null -See Section 11.4.8 Type Value SDC null -See Section 11.4.8 Fa 1.2 Fv null -See Section 11.4.8 PGA 0.556 FPGA 1.2 PGAM 0.667 TL 6 SsRT 1.3 SsLlH 1.434 SsD 2.563 S1RT 0.46 S1LlH 0.514 S1D 1.079 PGAd 0.905 OSHPD 186th St SW 1861h St SW 6/14/2022, 1:51:18 PM ASCE7-16 II D - Default (See Section 11.4.3) Description MCER ground motion. (for 0.2 second period) MCER ground motion. (for 1.0s period) Site -modified spectral acceleration value Site -modified spectral acceleration value Numeric seismic design value at 0.2 second SA Numeric seismic design value at 1.0 second SA 00 a Envirosoi 187th St SW 9 Description Seismic design category Site amplification factor at 0.2 second Site amplification factor at 1.0 second MCEG peak ground acceleration Site amplification factor at PGA Site modified peak ground acceleration Long -period transition period in seconds Probabilistic risk -targeted ground motion. (0.2 second) Factored uniform -hazard (2% probability of exceedance in 50 years) spectral acceleration Factored deterministic acceleration value. (0.2 second) Probabilistic risk -targeted ground motion. (1.0 second) Factored uniform -hazard (2% probability of exceedance in 50 years) spectral acceleration. Factored deterministic acceleration value. (1.0 second) Factored deterministic acceleration value. (Peak Ground Acceleration) Map data ©2022 1 of 3 6/14/2022, 1:51 PM Seismic Base Shear for the Equivalent Lateral Force Procedure Per IBC 2018 & ASCE 7-16 Structure: Hogenson Residence Address: Latitude: Longitude: Structure Classification Risk Category: II per ASCE Table 1.5-1 Seismic Force -Resisting System: Light -Framed Wood Walls Sheathed with Structural Panels R: 6 1/2 per ASCE Table 12.2-1 Wo: 3 per ASCE Table 12.2-1 Cd: 4 per ASCE Table 12.2-1 hn (ft): 16.00 height above the base to the highest level of the structure Site Ground Motion Reg. Structure/5 Stories Max: No Per ASCE 12.8.1.3 S, (g-sec): 0.46 Ss (g-sec): 1.30 Site Class: D Assumed Value per ASCE 11.4.3 ASCE 11.4.8 Exception 2 Used F, 1.84 Fa 1.20 1.2 Min Value where SC D Assumed SM, (g-sec): 0.85 Snm (g-sec): 1.56 SD1 (g-sec): 0.56 SDs (g-sec): 1.04 SDC: D per ASCE 11.6 IE: 1.00 per ASCE Table 1.5-2 Fundamental Period per ASCE 12.8.2 Period Method: Approximate Fundamental Period Structure Type: All Other Structural Systems TL (sec): 6.00 ASCE Figures 22-14 through 22-17 Ts: 0.54 Ta (sec): 0.16 Ct * hnx per ASCE Eq. 12.8-7 Tuse (sec): 0.16 - — TL Eauivalent Lateral Force Procedure Desian Base Shear per ASCE 12.8 Cs: 0.16 = Sps / (R/IE) per ASCE Eq. 12.8-2 Cs -max: 0.54 = SD1 / (Ta*R/IE) for T <= TL per ASCE Eq. 12.8-3 Cs -max: 20 = SDI*TL / (Ta2*R/IE) for T > TL per ASCE Eq. 12.8-4 Cs -min: 0.05 per ASCE Eq. 12.8-5 Cs -min: -- = 0.5S, / (R/IE) for S, _> 0.6g per ASCE Eq. 12.8-6 Ca-uae: 0.160 V : 0.160 W = Cs_„SQ * W per ASCE Eq. 12.8-1 per ASCE 11.4.4 per ASCE 11.4.5 Quantum Consulting Engineers LLC Project: Hogenson Date: 6/21/22 Job No: 22287.01 1511 Third Avenue, Suite 323 esigner: MWSheet: Seattle, WA 98101 Client: Checked By: Vert. Distribution of Seismic Forces for the Equiv. Lateral Force Procedure Per IBC 2018 & ASCE 7-16 Structure: Hogenson Residence Seismic Parameters IE: 1.00 per ASCE Table 1.5-2 SDS (g-sec): 1.04 per ASCE 11.4.4 Period (Sec): 0.16 per ASCE 12.8.2.1 k: 1.00 per ASCE 12.8.3 Vertical Distribution of Seismic Forces per ASCE 12.8.3 Fx = C xV per ASCE Eq. 12.8-11 Cvx = (wxhxk)/(Swihik) per ASCE Eq. 12.8-12 Level hx (ft) wx (k) % of Wtotai wx * hxk C x (%) Fx (k) Vx (k) Roof 16.00 38.25 59.9% 612.0 74.9% 7.66 Second 8.00 25.66 40.1 % 205.2 25.1 % 2.57 7.66 10.22 Total WT (k): 63.91 Cs -use: 0.160 V (k): 10.22 Sum: 817 per ASCE 12.8.1 Vertical Distribution of Seismic Diaphragm Forces per ASCE 12.10.1.1 Fpx = (SFi/Swi) * wpx per ASCE Eq 12.10-1 Fpx-max = 0.4'SDS*IE*wpx per per ASCE 12.10.1.1 Fpx-min = 0.2'SDS*IE*wpx per per ASCE 12.10.1.1 Level wpx (k) Fwi (k) Fx (k) FF, (k) Fpx (k) Notes Roof 38.25 38.25 7.66 7.66 7.96 = Fp-min Second 25.66 63.91 2.57 10.22 5.34 = Fp-min Diaphragm/Story Force Ratio 1.039 2.078 Quantum Consulting Engineers LLC Project: Hogenson Date: 6/21/22 Job No: 22287.01 V A1511 Third Avenue, Suite 323 Designer: MW Sheet: 2 Seattle, WA 98101 Client: Checked By: ASCE AMERICAN SOCIETY OF CIVIL ENGINEERS Address: 8629 187th PI SW Edmonds, Washington 98026 ASCE 7 Hazards Report Standard: ASCE/SEI 7-22 Elevation: 351.88 ft (NAVD 88) Risk Category: II Latitude: 47.830288 Longitude:-122.350487 JELI, 11.11 Wind Results: Wind Speed 98 Vmph 10-year MRI 67 Vmph 25-year MRI 74 Vmph 50-year MRI 78 Vmph 100-year MRI 83 Vmph 10,000-year MRI 118 Vmph 100,000-year MRI 136 Vmph 1,000,000-year MRI 154 Vmph Data Source: ASCE/SEI 7-22, Fig. 26.5-1 B and Figs. CC.2-1—CC.2-4, and Section 26.5.2 Date Accessed: Tue Jun 21 2022 Value provided is 3-second gust wind speeds at 33 ft above ground for Exposure C Category, based on linear interpolation between contours. Wind speeds are interpolated in accordance with the 7-22 Standard. Wind speeds correspond to approximately a 7% probability of exceedance in 50 years (annual exceedance probability = 0.00143, MRI = 700 years). Values for 10-year MRI, 25-year MRI, 50-year MRI and 100-year MRI are Service Level wind speeds, all other wind speeds are Ultimate wind speeds. Site is not in a hurricane -prone region as defined in ASCE/SEI 7-22 Section 26.2. https:Hasce7hazardtool.onIine/ Page 1 of 2 Tue Jun 21 2022 Wind Loads - Main Wind Force Resisting System ASCE 7-16 Chapter 27.3 Part 1 - Enclosed Simple Diaphragm, h<: Wind Load Criteria Risk Category: II Table 1.5-1 Ke: 0.9874 section 26.10.1 Basic Wind Speed: 98 mph Figure 26.5.1 Kd: 0.85 Section 26.6 Exposure Category: B Section 26.7.3 G: 0.85 Section 26.11 KZt: 1.00 section 2s.s Wall Height: 22.0 ft LIB Ratio: r L .i Short Dimension: 40.0 ft Long Dimension: 64.0 ft WIND Transverse Wind L/B: 0.625 Longitudinal Wind L/B: 1.6 PLAN *NOTE: INTERNAL BUILDING PRESSURE CANCEL EACH OTHER OUT IN ENCLOSED BUILDING Wall Pressures:scF �kc Kh & KZ: 0.641 At Top of Wall cc JI KZ: 0.57 0 ft to 15 ft I-- E --I Transverse Longitudinal ELEVAMN Wind Direction Wind Direction Top of Wall: 16.0 psf MIN 16.0 psf MIN ASCE EQ 27.3-1 0 ft to 15 ft Wall: 16.0 psf MIN 16.0 psf MIN ASCE EQ 27.3-1 ASCE 27.1.5 ASCE 27.1.5 *Enveloped Leeward and Windward Pressure *All Values Ultimate (multiply x0.6 for ASD) Quantum Consulting Engineers LLC Project: Date: 6/21/22 Job No: 22287 1511 Third Avenue, Suite 323 Designer: Sheet: 2 Seattle, WA 98101 Client: Checked By: Wind Loads - Main Wind Force Resisting System (Cont. ASCE 7-16 Chapter 27.3 Part 1 - Enclosed Simple Diaphragm, h<160ft Roof Pressure: Slope: 8.0:12 = 33.7 DEGREES Mean Roof HT: 16.0 ft Building Length: 64.0 ft Normal to Ridge Kh & KZ: 0.585 At Mean Roof Ht Windward Pressure Parallel to Ridge LC 1 LC 2 LC 1 LC 2 0 to h/2 -11.4 psf 0.3 psf h/2 to h -11.4 psf 0.3 psf h to 2h -7.3 psf 0.3 psf >2h -5.3 psf 0.3 psf Windward Pressure Normal to Ridge 6.0 psf Horizontal Projected Pressure: 3.3 psf Leeward Pressure Normal to Ridge 9zp �L� ELEVATION q h CCp q �Gcp 'Yz GCP hUcy g �Ea k FE ghGCp -8.3 psf Horizontal Projected Pressure: -4.6 psf �-- L--- 4 *Negative indicates pressure away from surface ELEVAWN *Total horizontal shear shall not be less than that determined by neglecting roof wind forces *All Values Ultimate (multiply xO.6 for ASD) Roof Overhang (PSF) Po„ h: -16.5 psf Horizontal Projected Pressure: -9.2 psf Minimum Total Protected Horizontal Pressure (PSF) 8.0 psf ASCE 27.1.5 Quantum Consulting Engineers LLC Project: Date: 6/21/22 Job No: ####### 1511 Third Avenue, Suite 323 Designer: Sheet: 3 Seattle, WA 98101 Client: Checked By: LIGHT FRAMED WOOD SHEATHED PANEL SHEAR WALL DESIGN Per IBC 2018, ASCE 7-16, SDPWS 2015 & NDS 2018 Structure: Hogenson Residence Floor Level: GROUND Sds = 1.04 Depth of Floor Framing & Plates (Clearspan) at Interstory (in) = 12.00 Shear Wall Line Information SW Mark Lsw (ft) Wall Pier hwp (ft) Aspect Ratio Wall Framing Species Specific Gravity G Interstory or Base? h w (ft) s Wall Wt. (psf) Roof/Floor Trib. (ft) Roof/Floor Wt. (psf) SW GRID N 11.00 - - - - - - - - - SW Segment NA 5.50 8.00 1.45 HF #2 0.43 Base 8.00 12.0 7.5 12.0 SW Segment N.2 5.50 8.00 1.45 HF #2 0.43 Base 8.00 12.0 7.5 12.0 SW GRID W 15.00 SW Segment W.1 6.00 8.00 1.33 HF #2 0.43 Base 16.00 12.0 2.0 12.0 SW Segment W.2 6.00 8.00 1.33 HF #2 0.43 Base 16.00 12.0 2.0 12.0 SW Segment W.3 3.00 8.00 2.67 HF #2 0.43 Base 16.00 12.0 2.0 12.0 SW GRID 0.00 SW GRID 0.00 Shear Wall Loads and Summary SW Mark EQ (lb) Wall (LILT) Wind(lb)Wall ULT Wall DL (lb) Wall DL (lb) End 1 Wall DL (lb) End 2 Shear Wall Type MIN. # of End Studs Holdown SW GRID N 5100 5000 - - - - - - SW Segment NA 2550 2500 1023 SW-4 2 HDU2 (3075DF,2215HF) SW Segment N.2 2550 2500 1023 SW-4 2 HDU2 (3075DF,2215HF) SW GRID W 1224 1536 - SW Segment WA 490 614 1296 SW -GYP 2 0 SW Segment W.2 490 614 1296 SW -GYP 2 0 SW Segment W.3 245 307 648 SW -GYP 2 0 SW GRID - SW GRID Quantum Consulting Engineers LLC Project: Hogenson Date: 6/21/22 Job No: 22287.01 1511 Third Avenue, Suite 323 Designer: MW Sheet: 1 Seattle, WA 98101 Client: Checked By: LIGHT FRAMED WOOD SHEATHED PANEL SHEAR WALL DESIGN Per IBC 2018, ASCE 7-16, SDPWS 2015 & NDS 2018 Structure: Hogenson Residence Floor Level: GROUND Shear Wall Schedule (LRFD) �D = 0.8 Shear Wall Type Sheathing Grade, Sheathing Thickness, &Nail Size Panel Edge Nail Spacing (in) Nominal Seismic SW Capacity (plfl LRFD Seismic SW Capacity (plf) Nominal Wind SW Capacity (pit) LRFD Wind SW Capacity (plq Sheathing Shear Stiffness, G. (lb/in) SW-6 APA Rated, 7/16", 8d Common 6 520 416 730 584 10 SW-4 APA Rated, 7/16", 8d Common 4 760 608 1065 852 13 SW-3 APA Rated, 7116", 8d Common 3 980 784 1370 1096 15 SW-2 APA Rated, 7116", 8d Common 2 1280 1024 1790 1432 20 2SW-4 APA Rated, 7116", 8d Common 4 1520 1216 2130 1704 26 2SW-3 APA Rated, 7116", 8d Common 3 1960 1568 2740 2192 30 SW -GYP 5/8 GYP WALLBOARD 6 230 184 230 184 5 **See SDPWS Table 4.3A Note 2 Determine Shear Wall Type (LRFD) SW Segment Mark Seismic Shear (pit) Aspect Ratio Reduction Adjusted Seismic Shear (pit) Wind Shear (plf Adjusted Wind Shear (PIq Controlling Shear (plq Shear Wall Type Shear Wall Capacity (ply Check Controlling Shear N.1 464 1.00 499 455 489 499 SW-4 608 OK Seismic N.2 464 1.00 499 455 489 499 SW-4 608 OK Seismic W.1 82 1.00 88 102 110 110 SW -GYP 184 OK Wind W.2 82 1.00 88 102 110 110 SW -GYP 184 OK Wind W.3 82 0.92 96 1 102 120 120 SW -GYP 184 OK Wind *NOTE: CONTROLLING SHEAR IS BASED ON THE DIFFERENCE IN Determine Shear Wall Overturning Moment Lever Arm SHEAR WALL CAPACITY BETWEEN WIND & EQ SW Segment Mark Wall Length Lever Arm (ft) Calculated Lever Arm (ft) % Different Override Wall Length User Input MOT Lever Arm ft N.1 5.50 5.02 9.66% No N.2 5.50 5.02 9.66% No No W.1 6.00 #N/A #N/A No W.2 6.00 #N/A #N/A No W.3 3.00 #N/A #N/A No Quantum Consulting Engineers LLC Project: Hogenson Date: 6/21/22 Job No: 22287.01 1511 Third Avenue, Suite 323 Designer: MW Sheet: 3 bus, JSeattle, WA 98101 Client: 0 Checked By: LIGHT FRAMED WOOD SHEATHED PANEL SHEAR WALL DESIGN Per IBC 2018, ASCE 7-16, SDPWS 2015 & NDS 2018 Structure: Hogenson Residence Floor Level: GROUND Shear Wall End Axial Load (ASD) SW Segment Mark Seismic Tension (lb) ASD Seismic Tension Above (lb) Seismic Tension Total (lb) Wind Tension (lb) ASD Wind Tension Above (Ib) Wind Tension Total (lb) End 1 Dead (lb) End 2 Dead (lb) N.1 2596 2596 2182 2182 512 512 N.2 2596 2596 2182 2182 512 512 W.1 914 914 983 983 648 648 W.2 914 914 983 983 648 648 W.3 914 914 1 983 983 324 324 Determine Required Holdown (ASD) SW Segment Mark VJQuantum Consulting Engineers LLC Project: Hogenson Date: 6/21/22 Job No: 22287.01 1511 Third Avenue, Suite 323 Designer: MW Sheet: 3 Seattle, WA 98101 Client: 0 Checked By: VJQuantum Consulting Engineers LLC Project: Hogenson Date: 6/21/22 Job No: 22287.01 1511 Third Avenue, Suite 323 Designer: MW Sheet: 3 Seattle, WA 98101 Client: 0 Checked By: