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STRUCTURAL CALCS 4.20.20QVI@W 04/22/2020 12:35:35 PM Prepared By: REVIEWED BY W. 07/ 14/2020 Binder-Veilleux Residence Structural Calculations 8912 192Id Street S.W. Edmonds, WA 98026 Snohomish County Sidesway Project No. 20008.01 I - D - E 5WAY ENGINEERING Binder-Veilleux Residence April 10, 2020 Project No. 20008.01 TABLE OF CONTENTS DESCRIPTION PAGE NO. Project Summary Gravity System Design Loads 1.01 Gravity Framing 1.02 - 1.05 Foundation Design 1.06 Retaining Wall Design 1.07 - 1.12 Lateral System Seismic & Wind Loads 2.01 - 2.04 Shear Wall Layout & Lateral Distribution 2.05 - 2.09 Shear Wall, Diaphragm, Chord Design 2.10 - 2.13 s� 20305 87th Ave. W. IEdmonds, D E WAY 45 ) 673-41160 E46INEERING Binder-Veilleux Residence April 10, 2020 Project No. 20008.01 Project Description Sidesway Engineering was retained by the homeowners to perform analysis and design as necessary to obtain a building permit for the proposed single family residence located at 8912 192"6 Street S.W. in Edmonds. The roof and floor will be conventionally wood framed with pre -manufactured roof and floor trusses spanning to and from stud bearing walls. The structure will bear atop a continuous exterior footing at frost depth with an interior crawl space. There is a storage room basement on the west side of the residence. The lateral force resisting system consists of sheathed roof and floor diaphragms spanning to various wood stud shear walls around the perimeter and interior. Scope of Work Provide gravity and lateral calculations for the proposed structure as required to obtain a building permit. Provide structural framing plans, notes, and details as required for permit. Design Criteria 2015 International Building Code (IBC) ASCE 7-10 Minimum Design Loads for Buildings and Other Structures Applicable Material Reference Standards (ACI, AISC, NDS) This is a Risk Category II structure designed for the following loads: Dead Loads: 15psf (roof), 15psf (floor), 9psf (walls) Snow Load: 25 psf Live Load: 40psf (floor) Wind Load: 110mph, Exposure B, KZT = 1.0 (refer to wind loads) Seismic Load: R = 6.5 (wood s.w.), Site Class D, SDC D (refer to seismic loads) Project Summary The proposed single family residence as designed in the following calculations conforms to the 2015 IBC. Refer to the calculations and the construction drawings for structural framing requirements. s� 20305 87th Ave. W. 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RPX RetainPro (c) 1987-2019, Build 11.19.11.12 License: KW-06062015 Cantilevered Retaining Wall Code: IBC 2015,AC1 318-14,ACI 530-13 License To : Sidesway Engineering Criteria Soil Data n Retained Height = 7.00 ft Wall height above soil = 1.00 ft Slope Behind Wall = 0.00 Height of Soil over Toe = 4.00 in Water height over heel = 0.0 ft Surcharge Loads Surcharge Over Heel = 30.0 psf Used To Resist Sliding & Overturning Surcharge Over Toe = 40.0 NOT Used for Sliding & Overturning Axial Load Applied to Stem Axial Dead Load = 0.0 Ibs Axial Live Load = 0.0 Ibs Axial Load Eccentricity = 0.0 in Design Summary Wall Stability Ratios Overturning = 2.06 OK Slab Resists All Sliding ! Total Bearing Load = 3,111 Ibs ...resultant ecc. = 2.10 in Allow Soil Bearing = 2,500.0 psf Equivalent Fluid Pressure Method Active Heel Pressure = 40.0 psf/ft Passive Pressure = 250.0 psf/ft Soil Density, Heel = 120.00 pcf Soil Density, Toe = 120.00 pcf FootingIlSoil Friction = 0.350 Soil height to ignore for passive pressure = 12.00 in Lateral Load Applied to Stem Lateral Load = 0.0 #/ft ...Height to Top = 0.00 ft ...Height to Bottom = 0.00 ft Load Type = Wind (W) (Service Level) Wind on Exposed Stem = 0.0 psf (Service Level) Soil Pressure @ Toe = 945 psf OK Soil Pressure @ Heel = 509 psf OK Allowable = 2,500 psf Soil Pressure Less Than Allowable ACI Factored @ Toe = 1,354 psf ACI Factored @ Heel = 730 psf Footing Shear @ Toe = 7.6 psi OK Footing Shear @ Heel = 11.8 psi OK Allowable = 75.0 psi Sliding Calcs Lateral Sliding Force 1,360.0 Ibs Stem Construction Design Height Above Ftc ft = Wall Material Above "Ht" _ Design Method = Thickness = Rebar Size = Rebar Spacing = Rebar Placed at = Design Data fb/FB + fa/Fa = Total Force @ Section Service Level Ibs = Strength Level Ibs = Moment.... Actual Service Level ft-# = Strength Level ft-# = Moment..... Allowable = Shear..... Actual Service Level psi = Strength Level psi = Shear..... Allowable psi = Anet (Masonry) in2 = Rebar Depth 'd' in = Masonry Data f m psi = Fs psi = Vertical component of active lateral soil pressure IS Solid Grouting = considered in the calculation of soil bearing pressures. Modular Ratio 'n' _ Load Factors Building Code Dead Load Live Load Earth, H Wind, W Seismic, E IBC 2015,AC1 1.200 1.600 1.600 1.000 1.000 Bottom Stem OK 0.00 Concrete LRFD 8.00 # 5 12.00 Center 0.798 1,680.0 4,050.7 5,069.7 35.0 75.0 4.00 Adjacent Footing Load Adjacent Footing Load = 0.0 Ibs Footing Width = 0.00 ft Eccentricity = 0.00 in Wall to Ftg CL Dist = 0.00 ft Footing Type Line Load Base Above/Below Soil at Back of Wall = 0.0 ft Poisson's Ratio = 0.300 Wall Weight psf = 100.0 Short Term Factor = Equiv. Solid Thick. _ Masonry Block Type = Medium Weight Masonry Design Method = ASD Concrete Data f'c psi = 2,500.0 Fy psi = 60,000.0 Project Name/Number : retaining wal Use menu item Settings > Printing & Title Block Title Storage Retaining Walls Page: 2 to set these five lines of information Dsgnr: JMD Date: 8 MAR 2020 for your program. Description.... This Wall in File: E:\Projects\20008.01 Binder Veilleux Residence\Engineering\retaining walls. RPX RetainPro (c) 1987-2019, Build 11.19.11.12 License: KW-06062015 Cantilevered Retaining Wall Code: IBC 2015,AC1 318-14,ACI 530-13 License To : Sidesway Engineering Concrete Stem Rebar Area Details Bottom Stem Vertical Reinforcing Horizontal Reinforcing As (based on applied moment) : 0.2445 in2/ft (4/3) * As : 0.326 in2/ft 200bd/fy : 200(12)(4)/60000 : 0.16 in2/ft 0.0018bh : 0.0018(12)(8) : 0.1728 in2/ft Min Stem T&S Reinf Area 1.536 in2 Min Stem T&S Reinf Area per ft of stem Height : 0.192 in2/ft Horizontal Reinforcing Options : One layer of: Two layers of: Required Area : 0.2445 in2/ft #4@ 12.50 in #4@ 25.00 in Provided Area : 0.31 in2/ft #5@ 19.38 in #5@ 38.75 in Maximum Area: 0.5419 in2/ft #6@ 27.50 in #6@ 55.00 in Footing Data Footing Design Results Toe Width = 1.50 ft Toe Heel Heel Width = 2.00 Factored Pressure = 1,354 730 psf Total Footing Width = 3.50 Mu': Upward = 17,079 719 ft-# Footing Thickness = 12.00 in Mu': Downward = 3,942 2,306 ft-# Mu: Design = 844 1,586 ft-# Key Width = 12.00 in Actual 1-Way Shear = 7.57 11.85 psi Key Depth = 0.00 in Allow 1-Way Shear = 75.00 40.00 psi Key Distance from Toe = 2.00 ft Toe Reinforcing = # 5 @ 12.00 in fc = 2,500 psi Fy = 60,000 psi Heel Reinforcing = None Spec'd Footing Concrete Density = 150.00 pcf Key Reinforcing = None Spec'd Min. As % = 0.0018 Footing Torsion, Tu = 0.00 ft-Ibs Cover @ Top 2.00 @ Btm: 3.00 in Footing Allow. Torsion, phi Tu = 0.00 ft-Ibs If torsion exceeds allowable, provide supplemental design for footing torsion. Other Acceptable Sizes & Spacings Toe: #4@ 9.25 in, #5@ 14.34 in, #6@ 20.36 in, #7@ 27.77 in, #8@ 36.56 in, #9@ 46 Heel: Not req'd: Mu < phi*5*lambda*sgrt(fc)*Sm Key: No key defined Min footing T&S reinf Area Min footing T&S reinf Area per foot If one layer of horizontal bars: #4@ 9.26 in #5@ 14.35 in #6@ 20.37 in 0.91 in2 0.26 in2 A If two layers of horizontal bars: #4@ 18.52 in #5@ 28.70 in #6@ 40.74 in Project Name/Number : retaining wal Use menu item Settings > Printing & Title Block Title Storage Retaining Walls Page: 3 to set these five lines of information Dsgnr: JMD Date: 8 MAR 2020 for your program. Description.... This Wall in File: E:\Projects\20008.01 Binder Veilleux Residence\Engineering\retaining walls. RPX RetainPro (c) 1987-2019, Build 11.19.11.12 License: KW-06062015 Cantilevered Retaining Wall Code: IBC 2015,AC1 318-14,ACI 530-13 License To : Sidesway Engineering Summary of Overturning & Resisting Forces & Moments .....OVERTURNING..... .....RESISTING..... Force Distance Moment Force Distance Moment Item Ibs ft ft-# Ibs ft ft-# HL Act Pres (ab water tbl) HL Act Pres (be water tbl) Hydrostatic Force Buoyant Force = Surcharge over Heel = Surcharge Over Toe = Adjacent Footing Load = Added Lateral Load = Load @ Stem Above Soil = 1,280.0 2.67 80.0 4.00 Total = 1,360.0 O.T.M. = 3,413.3 Soil Over HL (ab. water tbl) Soil Over HL (bel. water tbl) Watre Table Sloped Soil Over Heel = 320.0 Surcharge Over Heel = Adjacent Footing Load = Axial Dead Load on Stem = Axial Live Load on Stem = Soil Over Toe = Surcharge Over Toe = Stem Weight(s) _ Earth @ Stem Transitions = 3,733.3 Resisting/Overturning Ratio = 2.06 Vertical Loads used for Soil Pressure = 3.110.7 Ibs Vertical component of active lateral soil pressure IS considered in the calculation of Sliding Resistance. Vertical component of active lateral soil pressure IS considered in the calculation of Overturning Resistance. 1,120.0 2.83 2.83 40.0 2.83 60.0 0.75 800.0 1.83 3,173.3 3,173.3 113.3 45.0 1,466.7 Footing Weight = 525.0 1.75 918.E Key Weight = 2.50 Vert. Component = 565.7 3.50 1,980.0 Total = 3,110.7 Ibs R.M.= 7,697.1 " Axial live load NOT included in total displayed, or used for overturning resistance, but is included for soil pressure calculation. Tilt Horizontal Deflection at Top of Wall due to settlement of soil (Deflection due to wall bending not considered) Soil Spring Reaction Modulus 250.0 pci Horizontal Defl @ Top of Wall (approximate only) 0.060 in The above calculation is not valid if the heel soil bearing pressure exceeds that of the toe, because the wall would then tend to rotate into the retained soil. Project Name/Number : retaining wal Use menu item Settings > Printing & Title Block Title EQ S.torage Retaining Walls Page: 1 to set these five lines of information Dsgnr: JMD Date: 8 MAR 2020 for your program. Description.... This Wall in File: E:\Projects\20008.01 Binder Veilleux Residence\Engineering\retaining walls. RPX RetainPro (c) 1987-2019, Build 11.19.11.12 License: KW-06062015 Cantilevered Retaining Wall Code: IBC 2015,AC1 318-14,ACI 530-13 License To : Sidesway Engineering Criteria Soil Data n Retained Height = 7.00 ft Wall height above soil = 1.00 ft Slope Behind Wall = 0.00 Height of Soil over Toe = 4.00 in Water height over heel = 0.0 ft Surcharge Loads Surcharge Over Heel = 0.0 psf Used To Resist Sliding & Overturning Surcharge Over Toe = 0.0 Used for Sliding & Overturning Axial Load Applied to Stem Axial Dead Load = 0.0 Ibs Axial Live Load = 0.0 Ibs Axial Load Eccentricity = 0.0 in Earth Pressure Seismic Load Method : Uniform Multiplier Used = 8.000 (Multiplier used on soil density) Design Summary Wall Stability Ratios Overturning = 1.56 OK Slab Resists All Sliding ! Total Bearing Load = 3,071 Ibs ...resultant ecc. = 7.89 in Allow Soil Bearing = 3,333.0 psf Equivalent Fluid Pressure Method Active Heel Pressure = 40.0 psf/ft Passive Pressure = 250.0 psf/ft Soil Density, Heel = 120.00 pcf Soil Density, Toe = 120.00 pcf FootingIlSoil Friction = 0.350 Soil height to ignore for passive pressure = 12.00 in Lateral Load Applied to Stem Lateral Load = 0.0 #/ft ...Height to Top = 0.00 ft ...Height to Bottom = 0.00 ft Load Type = Wind (W) (Service Level) Wind on Exposed Stem = 0.0 psf (Service Level) Soil Pressure @ Toe = 1,529 psf OK Soil Pressure @ Heel = 0 psf OK Allowable = 3,333 psf Soil Pressure Less Than Allowable ACI Factored @ Toe = 2,140 psf ACI Factored @ Heel = 0 psf Footing Shear @ Toe = 12.7 psi OK Footing Shear @ Heel = 17.4 psi OK Allowable = 75.0 psi Sliding Calcs Lateral Sliding Force = 1,638.4 Ibs Vertical component of active lateral soil pressure IS considered in the calculation of soil bearing pressures. Load Factors Building Code Dead Load Live Load Earth, H Wind, W Seismic, E IBC 2015,ACI 1.200 1.600 1.600 1.000 1.000 Uniform Seismic Force = 64.000 Total Seismic Force = 512.000 Stem Construction Bottom Ratio > 1.0 Design Height Above Ftc ft = 0.00 Wall Material Above "Ht" = Concrete Design Method = LRFD Thickness = 8.00 Rebar Size = # 5 Rebar Spacing = 12.00 Rebar Placed at = Center Design Data fb/FB + fa/Fa = 1.030 Total Force @ Section Service Level Ibs = Strength Level Ibs = 2,016.0 Moment.... Actual Service Level ft-# _ Strength Level ft-# = 5,226.7 Moment..... Allowable = 5,069.7 Shear..... Actual Service Level psi = Strength Level psi = 42.0 Shear..... Allowable psi = 75.0 Anet (Masonry) in2 = Rebar Depth 'd' in = 4.00 Masonry Data f m psi = Fs psi = Solid Grouting = Modular Ratio'n' _ Wall Weight psf = 100.0 Short Term Factor = Equiv. Solid Thick. _ Masonry Block Type Masonry Design Method Concrete Data f'c psi = 2,500.0 Fy psi = 60,000.0 Adjacent Footing Load Adjacent Footing Load = 0.0 Ibs Footing Width = 0.00 ft Eccentricity = 0.00 in Wall to Ftg CL Dist = 0.00 ft Footing Type Line Load Base Above/Below Soil at Back of Wall = 0.0 ft Poisson's Ratio = 0.300 = Medium Weight = ASD Project Name/Number : retaining wal Use menu item Settings > Printing & Title Block Title EQ S.torage Retaining Walls Page: 2 to set these five lines of information Dsgnr: JMD Date: 8 MAR 2020 for your program. Description.... This Wall in File: E:\Projects\20008.01 Binder Veilleux Residence\Engineering\retaining walls. RPX RetainPro (c) 1987-2019, Build 11.19.11.12 License: KW-06062015 Cantilevered Retaining Wall Code: IBC 2015,AC1 318-14,ACI 530-13 License To : Sidesway Engineering Concrete Stem Rebar Area Details Bottom Stem Vertical Reinforcing Horizontal Reinforcing As (based on applied moment) : 0.3155 in2/ft (4/3) * As : 0.4207 in2/ft 200bd/fy : 200(12)(4)/60000 : 0.16 in2/ft 0.0018bh : 0.0018(12)(8) : 0.1728 in2/ft Min Stem T&S Reinf Area 1.536 in2 Min Stem T&S Reinf Area per ft of stem Height : 0.192 in2/ft Horizontal Reinforcing Options : One layer of: Two layers of: Required Area : 0.3155 in2/ft #4@ 12.50 in #4@ 25.00 in Provided Area : 0.31 in2/ft #5@ 19.38 in #5@ 38.75 in Maximum Area: 0.5419 in2/ft #6@ 27.50 in #6@ 55.00 in Footing Data Footing Design Results Toe Width = 1.50 ft Toe Heel Heel Width = 2.00 Factored Pressure = 2,140 0 psf Total Footing Width = 3.50 Mu': Upward = 24,482 149 ft-# Footing Thickness = 12.00 in Mu': Downward = 3,078 2,263 ft-# Mu: Design = 871 2,114 ft-# Key Width = 12.00 in Actual 1-Way Shear = 12.71 17.39 psi Key Depth = 0.00 in Allow 1-Way Shear = 75.00 40.00 psi Key Distance from Toe = 2.00 ft Toe Reinforcing = # 5 @ 12.00 in fc = 2,500 psi Fy = 60,000 psi Heel Reinforcing = None Spec'd Footing Concrete Density = 150.00 pcf Key Reinforcing = None Spec'd Min. As % = 0.0018 Footing Torsion, Tu = 0.00 ft-Ibs Cover @ Top 2.00 @ Btm: 3.00 in Footing Allow. Torsion, phi Tu = 0.00 ft-Ibs If torsion exceeds allowable, provide supplemental design for footing torsion. Other Acceptable Sizes & Spacings Toe: #4@ 9.25 in, #5@ 14.34 in, #6@ 20.36 in, #7@ 27.77 in, #8@ 36.56 in, #9@ 46 Heel: Not req'd: Mu < phi*5*lambda*sgrt(fc)*Sm Key: No key defined Min footing T&S reinf Area Min footing T&S reinf Area per foot If one layer of horizontal bars: #4@ 9.26 in #5@ 14.35 in #6@ 20.37 in 0.91 in2 0.26 in2 A If two layers of horizontal bars: #4@ 18.52 in #5@ 28.70 in #6@ 40.74 in Project Name/Number : retaining wal Use menu item Settings > Printing & Title Block Title EQ S.torage Retaining Walls Page: 3 to set these five lines of information Dsgnr: JMD Date: 8 MAR 2020 for your program. Description.... This Wall in File: E:\Projects\20008.01 Binder Veilleux Residence\Engineering\retaining walls. RPX RetainPro (c) 1987-2019, Build 11.19.11.12 License: KW-06062015 Cantilevered Retaining Wall Code: IBC 2015,AC1 318-14,ACI 530-13 License To : Sidesway Engineering Summary of Overturning & Resisting Forces & Moments .....OVERTURNING..... .....RESISTING..... Force Distance Moment Force Distance Moment Item Ibs ft ft-# Ibs ft ft-# HL Act Pres (ab water tbl) 1,280.0 2.67 3,413.3 Soil Over HL (ab. water tbl) 1,120.0 2.83 3,173.3 HL Act Pres (be water tbl) Soil Over HL (bel. water tbl) 2.83 3,173.3 Hydrostatic Force Watre Table Buoyant Force = Sloped Soil Over Heel = Surcharge over Heel = Surcharge Over Heel = Surcharge Over Toe = Adjacent Footing Load = Adjacent Footing Load = Axial Dead Load on Stem = Added Lateral Load = ' Axial Live Load on Stem = Load @ Stem Above Soil = Soil Over Toe = 60.0 0.75 45.0 Seismic Earth Load = 358.4 4.00 1,433.6 Surcharge Over Toe = = Stem Weight(s) = 800.0 1.83 1,466.7 Earth @ Stem Transitions = Total = 1,638.4 O.T.M. = 4,846.9 Footing Weight = 525.0 1.75 918.8 Key Weight = 2.50 Resisting/Overturning Ratio = 1.56 Vert. Component = 565.7 3.50 1,980.0 Vertical Loads used for Soil Pressure = 3,070.7 Ibs Total = 3,070.7 Ibs R.M.= 7,583.8 " Axial live load NOT included in total displayed, or used for overturning If seismic is included, the OTM and sliding ratios resistance, but is included for soil pressure calculation. may be 1.1 per section 1807.2.3 of IBC. Vertical component of active lateral soil pressure IS considered in the calculation of Sliding Resistance. Vertical component of active lateral soil pressure IS considered in the calculation of Overturning Resistance. Tilt Horizontal Deflection at Top of Wall due to settlement of soil (Deflection due to wall bending not considered) Soil Spring Reaction Modulus 250.0 pci Horizontal Defl @ Top of Wall (approximate only) 0.097 in The above calculation is not valid if the heel soil bearing pressure exceeds that of the toe, because the wall would then tend to rotate into the retained soil. ASCE 7 Hazards Report Address: Standard: ASCE/SEI 7-10 Elevation: 343.01 ft (NAVD 88) 8912 192nd St SW Risk Category: 11 Latitude: 47.825048 Edmonds, Washington Soil Class: D - Stiff Soil Longitude: -122.353791 98026 Site Soil Class: D - Stiff Soil Results: Ss : 1.283 S, 0.503 Fa 1 F 1.5 SMs 1.283 SM, 0.754 Seismic Design Category D MCER Response Spectrum S.(g) vs T(S) So's 0.855 S�„ 0.503 TL 6 PGA: 0.523 PGA , : 0-523 F PGA 1 le : 1 Design Response Spectrum Sa(g) vs T(s) Data Accessed: Wed Feb 26 2020 Date Source: USGS Seismic Design Maps based on ASCE/SEI 7-10, incorporating Supplement 1 and errata of March 31. 2013, and ASCE/SEI 7-10 Table 1.5-2. Additional data for site -specific ground motion procedures in accordance with ASCE/SEI 7-10 Ch. 21 are available from USGS. Description Seismic Soil Data sy JMD Project No. --- -------------------------------------- - - Date 02/26/20 .0 I D E WAY Project Binder Veilleux Residence checked Sheet No. 5-- ---------------------___--- --- -t- -- Z.© ENGINEERING Dare MSFRS Seismic Loads Seismic Parameters: Latitude/Longitude Risk Category Importance Factor, Ie Soils Site Class SDS SDI Seismic Design Category Building Properties: Response Modification Coefficient, R Overstrength Factor, no Deflection Amplification Factor, Cd Fundamental Period, Ta k = Seismic Response Coefficient, C5: V = 0.044SDSI (Minimum) V = (SDSIW)/R V = (SD1I)/RT,, (Maximum) Vertical Distribution of Seismic Forces: 47.825048, 122.353791 II (ASCE 7-10, Table 1.5-1) 1.00 (ASCE 7-10, Table 1.5-2) D (Per geotech, else 'D' assumed) 0.855 (USGS) 0.503 (USGS) D (ASCE 7-10, Table 11.6-1, -2) 6.5 (ASCE 7-10, Table 12.2-1) 3.0 (ASCE 7-10, Table 12.2-1) 4.0 (ASCE 7-10, Table 12.2-1) Ctht," Ct = 0.02 (ASCE 7-10, 0.180 x= 0.75 Table 12.8-2) 1 (ASCE 7-10, Section 12.8.3) 0.038 W 0.132 W GOVERNS 0.429 W Diaphragm DL Area wDL Story w;h; wXhx Force FX Sum Level (psf) (ft`) (kips) Ht. (ft) (k-ft) F w;h;'` (kips) FX Roof Framing 20 1874 37.5 18.75 703 0.43 4.93 4.93 2nd Framing 22 3894 85.7 10.66 913 0.57 6.41 11.34 Base Shear (ULT) _ Base Shear (ASD) _ Diaphragm Design Forces: F = 123.1 1616 1.00 11.34 16.20 kips 4�o Pr( 4e�,I-f 1 Z. 3.41. 2- 11.34 kips Diaphragm w; I w; F; F F; f F; * wpX FpX (Min) FpX (Max) FpX Level (kips) (kips) (kips) (kips) i w; 0.2SDSIWPX 0.45DSIWPX Govern Roof Framing 37.5 37.5 4.9 4.9 4.9 4.49 8.97 4.93 2nd Framing 85.7 123.1 6.4 11.3 7.9 10.25 20.51 10.25 Seismic Design Loads JMD Date 3/5/2020 20008.01 I D E WAY Project SheetNo. Binder- Veilleux Residence 1 5 ENGINEERING Date I Z,OZ- 4 P!17 -Tr,, R-O-AO� f-C Edm cm cis Z- z Elevation ..................... srrC- rl-r-VAT�r� =3sa1 t - I I f 000 ;L Soo 0 .500 -1000 6 .7 -J I 7- L Z 1 t I S r t 3 E cimon cis ... ...... . Elevation 1000 11 Iq (iE!- 210 Soo -500 -1000 Desodplon By ]MD Project Alb. ------- Date 02/26/20 SI D E 5WAY Project Binder Veilleux Residence Chocked Sheet Alb. Date ENGINEERING —TAiD A IJAi-'f 5 r 51 F5 = P5 30 =7 Lo�v FFI, F1-CVAr�7-vd EL F c > V,4Tr,,I#,J A 2rA S 7 �.g�z g: tia.y v rGc (Z- A_6= (3. I Fr— C-I6�f�2 p ;�3o•�r�Z Lb=10'F-r2 y�-e7ot; �l� � _ ,? `l. i • 3 s.gf 3 , q, y2. �(t t � `t • l6 � f 't . t 30 � _ �l �l s�'� . 93.�f f 3.q• t t7.7, 27K-r H• rct, = �`lr` 'll.�D6L �MLf fit, t l'S, t r S,-v.2 �2-F SPst% 2 8b•2� I l �l t3- S ocl f V( !� of - re-( r1,r UA'r=a P (f oa z r-F S L ��,�`��(35•SFi y Qfz' 2H,t St,9fi3.q•32.St t•2�Z.3f3s.5= :7cr�6 %j jy. f,�� 2y. ( 58.9-f 3,4•Ho 4. SOv tti. l`9.y-' 16(prr' 1o,3.ffj't*grr- 3G;z,KrL = 1:730r # 54M MA R-q F,,:7 -2671, # fo �•F f �lkez � FA50 FFt�oa = 6 5 K 0 uescrrpnon Wind Analysis JMD rroJectrvo. -- ---- — - — --- - — -- - --- ---------------- Date 03/05/20 20008.01 I D E WAY Project Checked Sheet No. Binder Veilleux Residence ENGINEERING 2' t--q 3-7" V-3`/ 3G A --- __ 4.* Description Roof - Shear Wall Lengths and Lines BY 3MD Pr%ctNO, --------------------------------- -- Dare-03/05/20 20008.01 ID E WAY Project Binder Veilleux Residence checked Sheet No. --------------------------------------------------------------------------- ENGINEERING Dare Z.&1S L LaAP S rC��T�or 1 � r �� � I b -7 �l a o�1 ; �3. g3�- � , l62 W1-+� D ✓ o R L r� 7 VY6 '= 67-3 w ✓ L,-,3c 3Q-% 6 5-56 Pt� • 11. l - 7-3 t 4r- L'z:�jP ✓ L�E 3�=7 65,�r;PLF • (�63' 1c72Q�i.�.�-�✓� ✓ ►, Nb=76s t;G%F • 13.1 = 663 w� ./ L�r 63U 76`,.2�Pt-F 7.10 = 4 156;r., � - <-us6 �, � �rT►� r-�H wEst oc`s� I l3�'1 FTZ Z_G3r3F 3/orZ- efS if E-Q ✓ Z-63F5F-gbZFr' 1215 Z,63f-5F• SfKF;� 13 s72-'F4 Z. 63 F5P • 231 F27 b0-7. 5 s7 GR Z .63 �'SF 13-Z. P 3 H 7 0 4,63 fir- 2 / bZ OFQ z. 3PsN lkSFry 3 �� Q ��a11 Z.63r`5r. . Description C n a �� By_ r 1 Project No. DateU• �l Project IDE WAY t r — vF.LLr-6",x9r,— Checked Sheet No. ENGINEERING Date 1 L z I j�3 tom_ t - y I 3_1 v o , s II �I I ' '10 ; I --- ------ -- - -- - - U ` w -- --- 1 r r I f ; r------- % i 14 . ----- --- ---- pp ------ a / l3� y a --� ' I V, — y M I I I V TIC d 2 Description Upper Floor - Shear Wall Lengths and Lines By JMD Project No. --------- ------ --------------------------------------------------------- ---- - --------------------- Date 03/05/20 20008.01 I D E WAY Project Checked Sheet No. Binder Veilleux Residence -------------------------------------------------------- ----- --------------- Date , p� ENGINEERING TES. L iDA (� � ST���tT�n� �oN—.�t,•l�c�_p )J6 Z � �'- �o • � fi 83.2' !� Rx� � 9�(✓✓fZ J=3s34.8t,GsFr. F•2trgwz tls=s� 4�r�`Fc� S3' `R3 figV 467-3 t I62 •5.33 : (5�Fw7,ic� o►z /,W5c•9fly t 83.2 = /8Zti ' r 3 AMU OR- I.b5?sF•loq`iFT`4-1?15 g/1 3,95; 39t9 E�2 lq.7'4 3K2v�r,,�NJv� 0R sr,,,-F. 1336r,zt 371'*t 19It + 97o 38 S F ? �-F• e63'� 4, 1 I zo rarcv p -1.6; Psi •Sgty-r"- * dog. s' G.i ld, Z` = ! f33Fa Ob -o�'w-Tdc I.GSPs(15-'0 z �v= yti8a "q�,SP< T nrz 1,65f5F F�P r =`Tl.5fz-Io<b' +3Af5- 13 IS woo N-(z-� prz I ,GSf'Sr'<(6 q 0 L=9/,5r�-F•13.1z f y6f t�toa"=a►wz Description By 4 Project No. Date Q r Project IDE WAY S - � z�5l or[0 Checked Sheet No. ENGINEERING I Date 2.06 I = u I I aZ b3 I I q /A+ 2 I T(3 ► P� B'�` Pl Li 0 I e , s 1 I i I ---- 1 1 1 i \ p I 41 fill l I 1 1 Fr - 12 ' i If 1 c 1 3y(a) � I ` J i 1 d g 1 M M ;-------- - - - - J cC L.k I s L I - -- — — — 1 1 - p -1 I o I :T VA L- i 1 I I 1 1------.---.------ � -J Description Hy Project No. — Q�� LF.vEL SW r JMD Dare 02/26/20 2crC®O( ID E WAY Project Binder Veilleux Residence checked sheerNto. _--------------------------_----------_--------- -----------.------ ENGINEERING Dare -Z o7 Roof N/S E Force ib Line lb= 153.4 .ine 2- 783.7 Line 3a= 815 Line 3b= 1215 Line 3c= 1352 Line 4b= 607.5 Wall Wall Lng Wall Ht Trib Rf V Wall Force (V*h/2w) SW Callout HD Length Gross Uplift .48DL Net Uplift Net Uplift Holdown Line ft ft Lng ft Reduced Ibs(per sched) Obs Ibs Above Ibs) Obs(per sched lb(1) 3.50 8.10 4.00 0.86 153 51 SW6 3.25 445 112 0 333 Not Reqd 2(1) 9.50 8.10 8.00 1.00 392 41 SW6 9.25 399 440 0 -40 Not Reqd 2(2) 9.50 8.10 8.00 1.00 392 41 SW6 9.25 399 440 0 -40 Not Reqd 3a(1) 4.00 8.10 8.00 0.99 264 67 SW6 3.75 665 185 0 480 Not Reqd 3a(2) 8.33 8.10 8.00 1.00 551 66 SW6 8.08 642 386 0 257 Not Reqd 3b(1) 5.00 8.10 9.00 1.00 332 66 SW6 4.75 659 249 0 410 Not Reqd 3b(2) 13.30 8.10 9.00 1.00 883 66 SW6 13.05 638 664 0 -26 Not Reqd 3c(1) 7.50- 8.10 9.00 1.00 529 71 SW6 7.25 688 374 0 314 Not Reqd 3c(2) 11.67 8.10 9.00 1.00 823 71 SW6 11.42 680 582 0 97 Not Reqd 4b(1) 4.56 8.10 4.00 1.00 608 133 SW6 4.31 1329 145 0 1184 MST37 SUM 4927 00 EQ Force Ib) Line a2= 347 Line bl= 1809 Line b2 2162 Llne b3 611 Wall Wall Lnq Wall Ht Trib Rf V Wall Force (V*h/2w) SW Callout HD Length Gross Uplift 0.48DL Net Uplift Net Uplift Holdown Line ft ft Lng ft Reduced Ibs(per sched Ibs) Obs Above Obs) (Ibs(per sched a2(1) 3.10 8.10 4.00 0.77 174 73 SW6 2.85 574 99 0 475 Not Reqd a2(2) 3.10 8.10 4.00 0.77 174 73 SW6 2.85 574 99 0 475 Not Reqd bl(1) 7.00 8.10 6.00 1.00 517 74 SW6 6.75 722 274 0 448 Not Reqd bl(2) 9.10 8.10 8.00 1.00 672 74 SW6 8.85 716 421 0 295 Not Reqd b1(3) 3.20 8.10 4.00 0.79 236 93 SW6 2.95 755 102 0 653 MST37 bl(4) 5.20 8.10 7.00 1.00 384 74 SW6 4.95 731 222 0 499 Not Reqd b2(1) 5.85 8.10 7.00 1.00 760 130 SW6 5.60 1279 250 0 1029 MST37 b2(2) 5.50 8.10 8.00 1.00 714 130 SW6 5.25 1283 255 0 1028 MST37 b2(3) 5.30 8.10 7.00 1.00 688 130 SW6 5.05 1285 226 0 1059 MST37 b3(1) 2.25 8.10 4.00 0.56 133 NA Force Trans 2.00 *VALUE! 72 0 #VALUE! 0 b3(2) 2.67 8.10 4.00 0.66 158 90 Force Trans 2.42 615 85 0 530 MST37 b3(3) 5.42 8.10 4.00 1.00 320 59 SW6 5.17 584 173 0 411 Not Reqd SUM 4929 Upper Floor EQ Force(lb) Line la= 479 Line 2= 1824 Line 3a= 3919 Line 4a= 3857 Line 5= 1133 Line 6= 172 Wall Wall Lng Wall Ht Trib FI V Wall Force (V*h/2w) SW Callout HD Length Gross Uplift 0.48DL Net Uplift Net Uplift Holdown Line ft ft Lng ft Reduced Ibs(per sched Ibs) Obs Above Ibs) Obs(per sched la(1) 2.00 9.09 4.00 0.44 120 NA PF 1.75 #VALUE! 68 0 #VALUE! *VALUE! la(2) 2.00 9.09 4.00 0.44 120 NA PF 1.75 *VALUE! 68 0 *VALUE! #VALUE! la(3) 2.00 9.09 4.00 0.44 120 NA PF 1.75 #VALUE! 68 0 #VALUE! *VALUE! la(4) 2.00 9.09 4.00 0.44 120 NA PF 1.75 #VALUE! 68 0 #VALUE! #VALUE! 2(1) 6.00 9.09 8.33 1.00 1824 304 SW4 5.75 3305 298 0 3008 HDU4 3a(1) 6.00 10.66 8.33 1.00 610 102 SW6 5.75 1272 318 0 954 HDU2 3a(2) 14.75 10.66 10.50 1.00 1499 102 SW6 14.50 1240 897 480 822 HDU2 3a(3) 17.80 10.66 10.50 1.00 1810 102 SW6 17.55 1236 1083 257 410 Not Reqd 4a(1) 4.45 9.09 4.00 0.98 1069 245 SW4 4.20 2653 151 0 2502 HDU4 4a(2) 5.80 9.09 4.00 1.00 1394 240 SW6 5.55 2617 197 0 2419 HDU4 4a(3) 5.80 9.09 4.00 1.00 1394 240 SW6 5.55 2617 197 97 2517 HDU4 5(1) 4.45 9.09 6.00 0.98 294 67 SW6 4.20 729 183 0 546 HDU2 5(2) 5.70 9.09 6.00 1.00 377 66 SW6 5.45 720 235 0 485 Not Reqd 5(3) 3.50 9.09 4.00 0.77 231 86 SW6 3.25 741 119 0 622 HDU2 5(4) 3.50 9.09 4.00 0.77 231 86 SW6 3.25 741 119 0 622 HDU2 6(1) 3.80 9.09 4.00 0.84 86 27 SW6 3.55 252 129 0 123 Not Reqd 6(2) 3.80 9.09 4.00 0.84 86 27 SW6 3.55 252 129 0 123 Not Reqd SUM 11384 Upper Floor EQ Force(lb) Line al= 124 LB Line a2= 1918 Line 131 5771 LB Line C= 3565 LB Wall Wall Lng Wall Ht Trib FI V Wall Force (V*h/2w) SW Callout HD Length Gross Uplift 0.48 Net Uplift Net Uplift Holdown Line ft ft Lng ft Reduced Ibs(per sched) Obs) Obs Above Ibs) Obs(per sched al(1) 4.25 9.09 4.00 0.94 62 16 SW6 4.00 162 145 0 17 Not Reqd al(2) 4.25 9.09 4.00 0.94 62 16 SW6 4.00 162 145 0 17 Not Reqd a2(1) 7.83 9.09 4.00 1.00 661 84 SW6 7.58 909 266 475 1118 HDU2 a2(2) 4.58 9.09 4.00 1.00 387 84 SW6 4.33 931 156 475 1250 HDU2 a2(3) 10.30 9.09 8.00 1.00 870 84 SW6 10.05 902 499 0 403 Not Reqd bl(1) 4.70 9.09 8.33 1.00 810 172 SW6 4.45 1896 233 0 1663 HDU2 bl(2) 17.30 10.66 4.00 1.00 2980 172 SW6 17.05 2096 647 448 1897 HDU2 b1(3) 11.50 10.66 4.00 1.00 1981 172 SW6 11.25 2111 430 0 1681 HDU2 c(1) 6.40 9.09 8.00 1.00 602 94 SW6 6.15 1020 310 0 710 HDU2 ; c(2) 4.50 9.09 8.00 0.99 423 95 SW6 4.25 1038 218 0 820 HDU2 c(3) 5.20 9.09 4.00 1.00 489 94 SW6 4.95 1030 177 0 853 HDU2 c(4) 4.20 9.09 4.00 0.92 395 102 SW6 3.95 1042 143 0 899 HDU2 c(5) 3.70 9.09 8.50 0.81 348 116 SW6 3.45 1051 186 0 865 HDU2 c(6) 3.70 9.09 8.50 0.81 348 116 SW6 3.45 1051 186 0 865 HDU2 c(7) 10.20 9.09 8.50 1.00 959 94 SW6 9.95 1005 512 0 492 Not Reqd SUM 11378 Wall DL= 9.00 psf Foundation Hold -Downs Shear Wall Schedule Roof DL= 15.00 psf Not Reqd - -10000 Ibs NA 0 plf Floor DL= 15.00 psf Not Reqd - 500 Ibs SW6 8d@6"o.c. 242 plf Hold -Down Schedule HDU2 (2)-2x HF 2215 Ibs SW4 8d@4"o.c. 353 plf Not Reqd -10000 Ibs HDU4 (2)-2x HF 3285 Ibs SW3 8d@3"o.c. 456 plf Not Reqd 500 Ibs HDU5 (2)-2x HF 4340 Ibs SW2 8d@2"o.c. 595 plf MST37 (2)-2x HF 2355 Ibs HDU8 4x6 DF #2 6580 Ibs 2SW4 8d04"o.c. 707 plf MST48 (2)-2x HF 3640 Ibs HDUll 6x6 HF 9610 Ibs 2SW3 8d@3"o.c. 911 plf MST60 (2)-2x HF 5405 Ibs Re -Design - 12426 Ibs 2SW2 8d@2"o.c. 1190 plf Re -Design 5406 Ibs Re-Desi n 1250 Dif Description Seismic - Shear Wall Design By JMD Project No. 5, SWAY Date 3/6/2020 20008.01 D E Project Checked Sheet No. ENGINEERING Binder Veilleux Residence Date !a Roo N S Wind Force It Line lb= 162 -ine 2- 623 Line 3a= 731 Line 3b= 797 1 Line 3c= 1029 Line 4b= 863 Wall Wall Lng Wall Ht Trib Rf V Wall Force (V*h/2w) SW Callout HD Length Gross Uplift .6DL Net Uplift Net Uplift Holdown Line ft ft Lng ft Reduced Ibs(per sched Ibs) Obs Above Obs) (Ibs er sched lb(1) 3.50 8.10 4.00 0.86 162 54 SW6 3.25 470 140 0 331 Not Reqd 2(1) 9.50 8.10 8.00 1.00 312 33 SW6 9.25 318 550 0 -232 Not Reqd 2(2) 9.50 8.10 8.00 1.00 312 33 SW6 9.25 318 550 0 -232 Not Reqd 3a(1) 4.00 8.10 8.00 0.99 237 60 SW6 3.75 596 231 0 365 Not Reqd 3a(2) 8.33 8.10 8.00 1.00 494 59 SW6 8.08 576 482 0 94 Not Reqd 3b(1) 5.00 8.10 9.00 1.00 218 44 SW6 4.75 432 312 0 120 Not Reqd 3b(2) 13.30 8.10 9.00 1.00 579 44 SW6 13.05 419 830 0 -411 Not Reqd 3c(1) 7.50 8.10 9.00 1.00 403 54 SW6 7.25 524 468 0 56 Not Reqd 3c(2) 11.67 8.10 9.00 1.00 626 54 SW6 11.42 517 728 0 -211 Not Reqd 4b(1) 4.56 8.10 4.00 1.00 863 189 SW6 4.31 1888 182 0 1706 MST37 SUM 4205 00 Wind Force It Line a2= 345 Line bl= 928 Line b2 945 Line b3 456 Wall Wall Lng Wail Ht Trib Rf V Wall Force (V*h/2w) SW Callout HD Length Gross Uplift .6DL Net Uplift Net Uplift Holdown Line ft ft Lng ft Reduced Ibs(per sched Ibs) Obs Above Ibs) Obs(per sched a2(1) 3.10 8.10 4.00 0.77 173 73 SW6 2.85 571 124 0 447 Not Reqd a2(2) 3.10 8.10 4.00 0.77 173 73 SW6 2.85 571 124 0 447 Not Reqd bl(1) 7.00 8.10 6.00 1.00 265 38 SW6 6.75 370 342 0 28 Not Reqd bl(2) 9.10 8.10 8.00 1.00 345 38 SW6 8.85 367 527 0 -159 Not Reqd b1(3) 3.20 8.10 4.00 0.79 121 48 SW6 2.95 387 128 0 260 Not Reqd bl(4) 5.20 8.10 7.00 1.00 197 38 SW6 4.95 375 278 0 98 Not Reqd b2(1) 5.85 8.10 7.00 1.00 332 57 SW6 5.60 559 312 0 247 Not Reqd b2(2) 5.50 8.10 8.00 1.00 312 57 SW6 5.25 561 318 0 242 Not Reqd b2(3) 5.30 8.10 7.00 1.00 301 57 SW6 5.05 562 283 0 279 Not Reqd b3(1) 2.25 8.10 4.00 0.56 99 NA Force Trans 2.00 #VALUE! 90 0 #VALUE! 0 b3(2) 2.67 8.10 4.00 0.66 118 67 Force Trans 2.42 459 106 0 352 Not Reqd b3(3) 5.42 8.10 4.00 1.00 239 44 SW6 5.17 436 216 0 220 Not Reqd SUM 2674 Upper Floor Wind Force It Line la= 461 Line 2= 1577 Line 3a= 3765 Line 4a= 3420 Line 5= 1120 Line 6= 393 Wall Wall Lng Wall Ht Trib FI V Wall Force (V*h/2w) SW Callout HD Length Gross Uplift .6DL Net Uplift Net Uplift Holdown Line ft ft Lng ft Reduced Ibs(per sched) Obs) Obs Above Ibs) Obs(per sched la(1) 2.00 9.09 4.00 0.44 115 NA PF 1.75 *VALUE! 85 0 #VALUE! #VALUE! la(2) 2.00 9.09 4.00 0.44 115 NA PF 1.75 *VALUE! 85 0 #VALUE! #VALUE! la(3) 2.00 9.09 4.00 0.44 115 NA PF 1.75 #VALUE! 85 0 #VALUE! #VALUE! la(4) 2.00 9.09 4.00 0.44 115 NA PF 1.75 *VALUE! 85 0 #VALUE! #VALUE! 2(1) 6.00 9.09 8.33 1.00 1577 263 SW4 5.75 2858 372 0 2486 HDU4 3a(1) 6.00 10.66 8.33 1.00 586 98 SW6 5.75 1222 398 0 824 HDU2 3a(2) 14.75 10.66 10.50 1.00 1441 98 SW6 14.50 1191 1121 365 434 Not Reqd 3a(3) 17.80 10.66 10.50 1.00 1738 98 SW6 17.55 1188 1353 94 -72 Not Reqd 4a(1) 4.45 9.09 4.00 0.98 948 218 SW6 4.20 2352 189 0 2163 HDU2 4a(2) 5.80 9.09 4.00 1.00 1236 213 SW6 5.55 2320 247 0 2074 HDU2 4a(3) 5.80 9.09 4.00 1.00 1236 213 SW6 5.55 2320 247 -211 1863 HDU2 5(1) 4.45 9.09 6.00 0.98 291 67 SW6 4.20 721 229 0 492 Not Reqd 5(2) 5.70 9.09 6.00 1.00 372 65 SW6 5.45 712 294 0 418 Not Reqd 5(3) 3.50 9.09 4.00 0.77 229 85 SW6 3.25 733 149 0 584 HDU2 5(4) 3.50 9.09 4.00 0.77 229 85 SW6 3.25 733 149 0 584 HDU2 6(1) 3.80 9.09 4.00 0.84 197 62 SW6 3.55 577 162 0 415 Not Reqd 6(2) 3.80 9.09 4.00 0.84 197 62 SW6 3.55 577 162 0 415 Not Reqd SUM 10736 Upper Floor Wind Force(lb) Line al 124 LB Line a2= 1918 Line 131 5771 LB Line C= 3565 LB Wall Wall Lng Wall Ht Trib FI V Wall Force (V*h/2w) SW Callout HD Length Gross Uplift .6DL Net Uplift Net Uplift Holdown Line ft ft Lng ft Reduced Ibs(per sched) Obs) Obs Above Obs) (Ibs(per sched al(1) 4.25 9.09 4.00 0.94 62 16 SW6 4.00 162 181 0 -19 Not Reqd al(2) 4.25 9.09 4.00 0.94 62 16 SW6 4.00 162 181 0 -19 Not Reqd a2(1) 7.83 9.09 4.00 1.00 661 84 SW6 7.58 909 333 447 1023 HDU2 a2(2) 4.58 9.09 4.00 1.00 387 84 SW6 4.33 931 195 447 1183 HDU2 a2(3) 10.30 9.09 8.00 1.00 870 84 SW6 10.05 902 624 0 278 Not Reqd bl(1) 4.70 9.09 8.33 1.00 810 172 SW6 4.45 1896 292 0 1604 HDU2 bl(2) 17.30 10.66 4.00 1.00 2980 172 SW6 17.05 2096 809 28 1315 HDU2 bl(3) 11.50 10.66 4.00 1.00 1981 172 SW6 11.25 2111 538 0 1573 HDU2 c(1) 6.40 9.09 8.00 1.00 602 94 SW6 6.15 1020 387 0 633 HDU2 c(2) 4.50 9.09 8.00 0.99 423 95 SW6 4.25 1038 272 0 765 HDU2 c(3) 5.20 9.09 4.00 1.00 489 94 SW6 4.95 1030 221 0 808 HDU2 c(4) 4.20 9.09 4.00 0.92 395 102 SW6 3.95 1042 179 0 863 HDU2 c(5) 3.70 9.09 8.50 0.81 348 116 SW6 3.45 1051 232 0 819 HDU2 c(6) 3.70 9.09 8.50 0.81 348 116 SW6 3.45 1051 232 0 819 HDU2 c(7) 10.20 9.09 8.50 1.00 959 94 SW6 9.95 1005 640 0 364 Not Reqd SUM 11378 Wail DL= 9.00 psf Foundation Hold -Downs Shear Wall Schedule Not Reqd -10000 Ibs NA 0 pif Roof DL= 15.00 psf Floor DL= 15.00 psf Not Reqd 500 Ibs SW6 8d@6"o.c. 242 pif Hold -Down Schedule HDU2 (2)-2x HE 2215 Ibs SW4 8d@4"o.c. 353 pif Not Reqd -10000 Ibs HDU4 (2)-2x HE 3285 Ibs SW3 8d@3"o.c. 456 plf Not Reqd - 500 Ibs HDU5 (2)-2x HE 4340 Ibs SW2 8d@2"o.c. 595 pif MST37 (2)-2x HE 2355 Ibs HDU8 4x6 DF #2 6580 Ibs 2SW4 8d@4"o.c. 707 pif MST48 (2)-2x HE 3640 Ibs HDU11 6x6 HE 9610 Ibs 2SW3 8d@3"o.c. 911 pif MST60 (2)-2x HE 5405 Ibs Re -Design - 12426 ibs 2SW2 8d@2"o.c. 1190 pif Re-Desi n 5406 Ibs Re -Des! 1250 olf 95I Description Wind - Shear Wall Design By ]MD Project No. Date 3/6/2020 20008.01 D E WAY Project Checked Sheet No. ENGINEERING Binder Veilleux Residence Date r'- 1 1 Project Information Code: 20151BC Date: 3/11/2020 Designer. JMD Client: Project: Binder Willem Residence Wall Une: B3 Shear Wall Calculation Variables Opening 1 Adi. Factor Method = Ll 2.25 ft halA2.50 L2 2.67 ft ho1 h.., 8.09 ft hbi L.a 7.42 ft Lol 1. Hold-down forces: H - Vh mWL w, 3171bf 2. Unit shear above +below opening First opening: vat = vbl = H/(hal+hbi) - 72 pif 3. Total boundary force above+ below openings First opening: 01= val x (Lol) = 179 ibf 4. Comer forces F1= O1(Ll)/(Li+L2) = 821bf F2 = O1(L2)/(Ll+L2) = 97 Ibf S. Tributary length of openings T3 = (Ll•Lol)/(L3+L2) - 1.14 ft T2 = (L2'Lol)/(Ll+L2) = 1.36 ft P1=hol/Ll= 1.63 I N/A P2=ho2/L2= 1.37 N/A 6. Unit shear beside opening V1= (V/L)(LI+Tl)/Ll = 59 pif V2 = (V/L)(T2+L2)/L2 = 59 pif Check Vl"Ll+V2•L2=V? 2911bf OK 7. Resistance to corner forces R1= V1'L1= 1331bf R2=V2'L2= 1581bf 8. Difference comer force + resistance R3-F1= 51 Ibf R242 = 611bf 9. Unit shear in comer :ones vcl = (Rl-Fl)/L1= 23 pif vc2 = (R2-F2)/L2 = 23 pif Check Summary of Shear Values for One Opening Line 1:vcl(hal+hbi)+V3(hol)=H? 100 217 3171bf Line 2: val(hal+hbl)-vcl(hal+hbi)-V1(hol)=O? 317 100 217 0 Line 3:vc2(hal+hbl)+V2(hol)=H? 100 217 317Ibf Design Summary Req. Sheathing Capacity 72 If 4-Term Deflection 0.058 in. 3-Term Deflection 0.092 in. Req. Strap Force 97 Ibf S05' 4Term Story Drill % 0.002 % 3-Term Story Drift % Req. HD Force (H) 317 Ibf See Page 2 See Page 3 Req. Shear Wail Anchorage Force (v_,) 39 pif fl s r Por- Ho Q APA Disclaimer The indWmot on contained herein is inrenxd fdr use OS o Mcurre ra aid in the Shear waif OLSfgn based ch APA - The Engineered Wood ASSociarion 3 resting and kMWtedge of w000-framrd wear "If system design _ ur+iizing thr force tnsnsfrr arawid oprnlrap,, rfTAOj methodd:ogy. Neaher APA, no, its member rnanufactwers, make airy wdrmnrr, CXprcSSed p imP:.red, ar assume any :Cgof fiabihn, or responsibifirr for the aceurory, we, oppticotiW dd, arW/or reference ro apinidrts, dinOi+igt. carte us fans. Pr reinrnmerrdptions inriaAOVed rn rMs caicwator Caysurr yow iacof junsa�riian a design prafessioa i roassure compuarce with code, canstrurnon, and C meused, it fonnpt arcep' reSponsili%ii[y of product performance ar designs as ) ocruafiy cd+esm.rted. 02010 APA - THE ENGINEEREO WOOD ASSOCIATION • ALL RIGHTS RESERVED • ANY C0PYOW. MOOrfNARON, DISTR40TION, OR OTHER USE Of THLS PUBM01TION OTHER THAN AS EXPRESSLY AUTHORIZED BYAPA 6 PROHANTED BY THE U.S. COPYRIGHT LAWS. l- FA6" T-Y P ��2 t ° � av F * -f r%A L�Q -ram 110 (2- 0 T= ).e2- �? 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