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REVIEWED-BLD2022-1324+Structural_Calculations+9.30.2022_5.29.17_PM+3140005
BLD2022-1324 RECEIVED Nov 16 2022 CITY OF EDMONDS DEVELOPMENT SERVICES DEPARTMENT Structural Calculations for ADDITIONS & ALTERATIONS Haider Residence 915 Brookmere Street Edmonds, WA 98020 PERMIT SUBMITTAL prepared by: O.G. Engineering, PLLC 3201 1 st Ave S, Ste 101 Seattle, WA, 98134 (206) 290-4608 Job No. 22035 Date: 9/30/22 REVIEWED 1 of 45 BY CITY OF EDMONDS BUILDING DEPARTMENT 2 of 45 Date: 9/30/2022 Job # 22035 Vertical Design Loads Existing Roof Comp Shingle Roofing 3 psf Sheathing 2 2x4 @24"o.c. 0.6 Insulation 0.2 Sum 5.8 psf Slope: 5 :12 Slope Correction Factor 1.08 Subtotal 6.3 psf M/E/P/misc. 1.7 psf DL= 8 psf SL= 25 psf Stick -Framed Addition Roof Comp Shingle Roofing 3 psf 5/8" Plywood 2 2x12 @24"o.c. 1.9 Batt Insulation 0.4 5/8" Gypsum Board 2.8 Future Solar Panels 4 Sum 14.1 psf Slope: 8 :12 Slope Correction Factor 1.20 Subtotal 16.9 psf M/E/P/misc. 2.1 psf DL= 19 psf SL= 25 psf Truss Addition Roof Comp Shingle Roofing 3 psf 5/8" Plywood 2 Trusses @24"o.c. 3 Batt Insulation 0.4 5/8" Gypsum Board 2.8 Future Solar Panels 4 Sum 15.2 psf Slope: 6 :12 Slope Correction Factor 1.12 Subtotal 17 psf M/E/P/misc. 2 psf DL= 19 psf SL= 25 psf *As required for solar -ready zone per WA State Building Building Code Amendments 3 of 45 Addition 2nd Floor Flooring 4 psf 3/4" Plywood 2.4 11-7/8 TJ I @ 16"o. c. 2.8 5/8" Gypsum Board 2.8 M/E/P/misc. 2 DL= 14 psf LL= 40 psf Attic 2x6 @16"o.c. 1.5 Batt Insulation 0.4 5/8" Gypsum Board 2.8 M/E/P/misc. 1.3 DL= 6 psf LL= 20 psf Existing 1st Floor Flooring 4 psf Subfloor 2 2x10 @16"o.c. 2.3 Batt Insulation 0.4 M/E/P/misc. 1.3 DL= 10 psf LL= 40 psf Addition Main Floor Flooring 4 psf 3/4" Plywood 2.4 2x6 @16"o.c. 1.4 Batt Insulation 0.2 M/E/P/misc. 2 DL= 10 psf LL= 40 psf Existing Exterior Walls Wood Siding 2 psf Sheathing 2 2x4 @16"o.c. 0.9 Batt Insulation 0.2 1/2" Gypsum Board 2.2 M/E/P/misc. 2.7 DL=l 10 psf Addition Exterior Walls Cement Board Siding 3 psf 1/2" Plywood 1.6 2x6 @16"o.c. 1.4 Batt Insulation 0.2 1/2" Gypsum Board 2.2 M/E/P/misc. 1.6 DL=l 10 psf Living Areas Limited Storage Living Areas Living Areas 4 of 45 Interior Walls 2 Layers 1/2" Gypsum Board 4.4 psf 2A @16"o.c. 0.9 M/E/P/misc. 1.7 DL= 7 psf 5 of 45 Date: 9/30/2022 Job # 22035 Seismic Design Loads Seismic Design Parameters (ASCE 7-16 Section 12.8.1) Approximate Fundamental Period T = Ta = Cthnx where: Ct = 0.02 hn = 21 x = 0.75 T = 0.19 s Seismic Response Coefficient ss = 1.29 St = 0.46 Sds = 1.03 Sdt = 0.46 R = 6.5 p = 1.3 Q = 2.5 Cd = 4 le = 1 Cs = Sds/(R/le) = 0.16 W TL = 6 s > T Cs,max = Sdt/[T(R/le)] = 0.37 Cs,min = 0.044Sdsle = 0.045 Cs,min = 0.01 St < 0.6 Cs,min= 0.5S,/(R/le) = 0.035 Ignore Cs,min,gov = 0.045 Cs ov = 0.16 (LRFD) 6 of 45 Effective Seismic Weight Floor Area (sf) wfloor (psf) WWalls (psf) W (Ibs) Roof 2ND 1620 2850 19 14 10 20 46980 96900 Sum: 143880 Ibs 'Includes weight of interior/exterior walls as uniform area load Base Shear (includes p) - LRFD Level pV = pCsW =I 0.206 W = I 29639 Ibs Vertical Distribution of Base Shear (ASCE 7-16 Section 12.8.3) - LRFD Level Floor Wx (Ibs) hx (ft) wxhx CVX Fx (Ibs) Fx (psf) Roof 2ND 46980 96900 21 10 986580 969000 0.50 0.50 14953 14686 9.2 5.2 Sum: 1955580 29639 Where k = Diaphragm Forces (ASCE 7-16 Section 12.10.1.1) - LRFD Level Floor F; (Ibs) JF; W; (Ibs) yWl JF;/yW; FPx (Ibs) Roof 2ND 11502 11297 11502 22799 46980 96900 46980 143880 0.24 0.16 11502 15355 Floor FPX Min (Ibs) FPX Max (Ibs) FPX Gov (Ibs) FPX Gov (psf) Roof 2ND 6775 13973 13549 27946 11502 15355 7.1 5.4 9/29/22, 7:06 PM ATC Hazards by Location 7 of 45 A This is a beta release of the new ATC Hazards by Location website. Please contact us with feedback. 8 The ATC Hazards by Location website will not be updated to support ASCE 7-22. Find out why. L1TC Hazards by Location Search Information D Address: 915 Brookmere St, Edmonds, WA 98020, USA z Coordinates: 47.81889349999999,-122.3663622 Elevation: 107 ft Ti m esta m p: 2022-09-30TO2:06:52.904Z Hazard Type: Seismic Reference ASCE7-16 StGo gle Document: Risk Category: II Site Class: D-default Basic Parameters Name Value Description SS 1.291 MCER ground motion (period=0.2s) S1 0.455 MCER ground motion (period=1.Os) SMS 1.549 Site -modified spectral acceleration value SM1 * null Site -modified spectral acceleration value SDS 1.033 Numeric seismic design value at 0.2s SA SD1 * null Numeric seismic design value at 1.0s SA * See Section 11.4.8 Additional Information %0 Q Hindley Ln y 07 ft m z If Brookmere St U 9 Argonaut Divin s D Map data ©2022 Report a map error Name Value Description SDC * null Seismic design category Fa 1.2 Site amplification factor at 0.2s FV * null Site amplification factor at 1.0s CRS 0.909 Coefficient of risk (0.2s) CR1 0.895 Coefficient of risk (1.0s) PGA 0.55 MCER peak ground acceleration https://hazards.atcouncil.org/#/seismic?lat=47.81889349999999&ing=-l22.3663622&address=915 Brookmere St%2C Edmonds%2C WA 98020%2C 1/2 Project Title: Engineer: Project ID: Project Descr: 8 of 45 ASCE 7-16 Wind Forces, Chapter 27, Part 1 Project File: 22035_Haider.ec6 LIC# : KW-06018000, Build:20.22.8.17 O.G. ENGINEERING, PLLC (c) ENERCALC INC 1983-2022 DESCRIPTION: Haider Residence MWFRS Basic Values Risk Category 2 per ASCE 7-16 Table 1.5-1 Horizontal Dim. in North -South Direction (B or L) 40.0 ft V : Basic Wind Speed 97.0 per ASCE 7-16 Fig. 26.5-1 & 26.5-2 Horizontal Dim. in East-West Direction (B or L) 133.0 ft Kd : Directionality Factor 0.850 per ASCE 7-16 Table 26.6-1 h : Mean Roof height = 21.0 ft Exposure Category per ASCE 7-16 Section 26.7 Topographic Factor per ASCE 7-16 Sec 26.8 & Figure 26.8-1 North : Exposure B East : Exposure B North : K1 = K2 = K3 = Kzt = 1.000 South : Exposure B West : Exposure B South : K1 = K2 = K3 = Kzt = 1.000 East : K1 = K2 = K3 = Kzt = 1.000 Building Period & Flexibility Category West: K1 = K2 = K3 = Kzt = 1.000 User has specified the building frequency is - 1 Hz, therefore considered RIGID for both North -South and East-West directions. Building Story Data hi Story Ht ER: X E R : X Level Description ft ft ft ft Roof 21.00 11.00 0.000 0.000 2nd 10.00 10.00 0.000 0.000 Gust Factor For wind coming from direction indicated North = 0.850 South = 0.850 East = 0.850 West = 0.850 Enclosure Check if Building Qualifies as "Open" North Wall South Wall East Wall West Wall Roof Total Agross 1.0 ft^2 1.0 ft^2 1.0 ft^2 1.0 ft^2 1.0 ft^2 5.0 ft"2 Aopenings ft^2 ft^2 ft^2 ft^2 ft^2 0.0 ft^2 Aopenings - 0.8 " Agross No No No No All four Agross values must be non -zero Building does NOT qualify as "Open" User has specified the Building is to be considered Enclosed when NORTH elevation receives positi, User has specified the Building is to be considered Enclosed when SOUTH elevation receives positi, User has specified the Building is to be considered Enclosed when EAST elevation receives positive User has specified the Building is to be considered Enclosed when WEST elevation receives positive Velocity Pressures When the following walls experience leeward or sidewall pressures, the value of Kh shall be (per Table 26.10-1) North Wall = 0.6327 psf South Wall 0.6327 psf East Wall = 0.6327psf West Wall = 0.6327 psf When the following walls experience leeward or sidewall pressures, the value of qh shall be (per Eq 26.10-1) : North Wall = 12.954 psf South Wall 12.954 psf East Wall = 12.954psf West Wall = 12.954 psf qz : Windward Wall Velocity Pressures at various heights per Eq. 27.3-1 North Elevation South Elevation East Elevation West Elevation Height Above Base (ft) Kz qz Kz qz Kz qz Kz qz 0.00 0.575 11.77 0.575 11.77 0.575 11.77 0.575 11.77 4.00 0.575 11.77 0.575 11.77 0.575 11.77 0.575 11.77 8.00 0.575 11.77 0.575 11.77 0.575 11.77 0.575 11.77 12.00 0.575 11.77 0.575 11.77 0.575 11.77 0.575 11.77 Project Title: 9 Of 45 Engineer: Project ID: Project Descr: ASCE 7-16 Wired Forces, Chapter 27, Part 1 Project File: 22035_Haider.ec6 LIC# : KW-06018000, Build:20.22.8.17 O.G. ENGINEERING, PLLC (c) ENERCALC INC 1983-2022 DESCRIPTION: Haider Residence 16.00 0.585 11.99 0.585 11.99 0.585 11.99 0.585 11.99 20.00 0.624 12.77 0.624 12.77 0.624 12.77 0.624 12.77 Pressure Coefficients GCpi Values when elevation receives positive external pressure GCpi : Internal pressure coefficient, per sec. 26.13 and Table 26.13-1 North South East West +/- 0.180 +/- 0.180 +/- 0.180 +/- 0.180 Specify Cp Values from Figure 27.3-1 for Windward, Leeward & Side Walls Cp Values when elevation receives positive external pressure North South East West Windward Wall 0.80 0.80 0.80 0.80 Leeward Wall -0.50 -0.50 -0.50 -0.50 Side Walls -0.70 -0.70 -0.70 -0.70 Wind Pressures Wind Pressures when NORTH Elevation receives positive external wind pressure Positive Internal Negative Internal Leeward Wall Pressures -7.837 psf -3.174 psf Side Wall Pressures -10.039 psf -5.376 psf Windward Wall Pressures .. Positive Internal Negative Internal Height Above Base (ft) Pressure (psf) Pressure (psf) 0.00 5.67 10.33 4.00 5.67 10.33 8.00 5.67 10.33 12.00 5.67 10.33 16.00 5.82 10.48 20.00 6.36 11.02 Wind Pressures when SOUTH Elevation receives positive external wind pressure Positive Internal Negative Internal Leeward Wall Pressures -7.837 psf -3.174 psf Side Wall Pressures -10.039 psf -5.376 psf Windward Wall Pressures .. Positive Internal Negative Internal Height Above Base (ft) Pressure (psf) Pressure (psf) 0.00 5.67 10.33 4.00 5.67 10.33 8.00 5.67 10.33 12.00 5.67 10.33 16.00 5.82 10.48 20.00 6.36 11.02 Wind Pressures when EAST Elevation receives positive external wind pressure Positive Internal Negative Internal Leeward Wall Pressures -7.837 psf -3.174 psf Side Wall Pressures -10.039 psf -5.376 psf Windward Wall Pressures .. Positive Internal Negative Internal Height Above Base (ft) Pressure (psf) Pressure (psf) 0.00 5.67 10.33 4.00 5.67 10.33 8.00 5.67 10.33 Project Title: 10 Of 45 Engineer: Project ID: Project Descr: ASCE 7-16 Wind Forces, Chapter 27, Part 1 Project File: 22035_Haider.ec6 LIC# : KW-06018000, Build:20.22.8.17 O.G. ENGINEERING, PLLC (c) ENERCALC INC 1983-2022 DESCRIPTION: Haider Residence 12.00 5.67 10.33 16.00 5.82 10.48 20.00 6.36 11.02 Wind Pressures when WEST Elevation receives positive external wind pressure Positive Internal Negative Internal Leeward Wall Pressures -7.837 psf -3.174 psf Side Wall Pressures -10.039 psf -5.376 psf Windward Wall Pressures .. Positive Internal Negative Internal Height Above Base (ft) Pressure (psf) Pressure (psf) 0.00 5.67 10.33 4.00 5.67 10.33 8.00 5.67 10.33 12.00 5.67 10.33 16.00 5.82 10.48 20.00 6.36 11.02 Story Forces for Design Wind Load Cases Values below are calculated based on a building with dimensions B x L x h as defined on the "Basic Values" tab. Wind Shear Components (k)Eccentricity for (ft) Load Case Windward Wall Building level Ht. Range Trib. Height In "Y" Direction In'X' DirectiNK" Shear "X" Shear Mt, (ft-k) CASE 1 North Level 2 15.50' -> 21.0 5.50 -10.21 --- --- --- --- CASE 1 North Level 1 5.00' -> 15.51 10.50 -18.86 --- --- --- --- CASE 1 South Level 2 15.50' -> 21.0 5.50 10.21 --- --- --- --- CASE 1 South Level 1 5.00' -> 15.51 10.50 18.86 --- --- --- --- CASE 1 East Level 2 15.50' -> 21.0 5.50 --- -3.07 --- --- --- CASE 1 East Level 1 5.00' -> 15.51 10.50 --- -5.67 --- --- --- CASE 1 West Level 2 15.50' -> 21.0 5.50 --- 3.07 --- --- --- CASE 1 West Level 1 5.00' -> 15.51 10.50 --- 5.67 --- --- --- CASE 2 North Level 2 15.50' -> 21.0 5.50 -7.66 --- --- 19.51 149.5 CASE 2 North Level 1 5.00' -> 15.51 10.50 -14.15 --- --- 19.51 276.1 CASE 2 South Level 2 15.50' -> 21.0 5.50 7.66 --- --- 19.51 149.5 CASE 2 South Level 1 5.00' -> 15.51 10.50 14.15 --- --- 19.51 276.1 CASE 2 East Level 2 15.50' -> 21.0 5.50 --- -2.30 5.69 --- - 13.1 CASE 2 East Level 1 5.00' -> 15.51 10.50 --- -4.26 5.69 --- - 24.2 CASE 2 West Level 2 15.50' -> 21.0 5.50 --- 2.30 5.69 --- - 13.1 CASE 2 West Level 1 5.00' -> 15.51 10.50 --- 4.26 5.69 --- - 24.2 CASE 3 North & East Level 2 15.50' -> 21.0 5.50 -7.66 -2.30 --- --- --- CASE 3 North & East Level 1 5.00' -> 15.51 10.50 -14.15 -4.26 --- --- --- CASE 3 North & West Level 2 15.50' -> 21.0 5.50 -7.66 2.30 --- --- --- CASE 3 North & West Level 1 5.00' -> 15.51 10.50 -14.15 4.26 --- --- --- CASE 3 South & West Level 2 15.50' -> 21.0 5.50 7.66 2.30 --- --- --- CASE 3 South & West Level 1 5.00' -> 15.51 10.50 14.15 4.26 --- --- --- CASE 3 South & East Level 2 15.50' -> 21.0 5.50 7.66 -2.30 --- --- --- CASE 3 South & East Level 1 5.00' -> 15.51 10.50 14.15 -4.26 --- --- --- CASE 4 North & East Level 2 15.50' -> 21.0 5.50 -5.75 -1.73 5.69 19.51 122.0 Project Title: Engineer: Project ID: Project Descr: ASCE 7-16 Wind Forces, Chapter 27, Part 1 11 of 45 Project File: 22035_Haider.ec6 LIC# : KW-06018000, Build:20.22.8.17 O.G. ENGINEERING, PLLC (c) ENERCALC INC 1983-2022 DESCRIPTION: Haider Residence CASE 4 North & East Level 1 5.00' -> 15.51 10.50 -10.62 -3.19 5.69 19.51 225.4 CASE 4 North & West Level 2 15.50' -> 21.0 5.50 -5.75 1.73 5.69 19.51 122.0 CASE 4 North & West Level 1 5.00' -> 15.51 10.50 -10.62 3.19 5.69 19.51 225.4 CASE 4 South & West Level 2 15.50' -> 21.0 5.50 5.75 1.73 5.69 19.51 122.0 CASE 4 South & West Level 1 5.00' -> 15.51 10.50 10.62 3.19 5.69 19.51 225.4 CASE 4 South & East Level 2 15.50' -> 21.0 5.50 5.75 -1.73 5.69 19.51 122.0 CASE 4 South & East Level 1 5.00' -> 15.51 10.50 10.62 -3.19 5.69 19.51 225.4 Min per ASCE 27.1. North Level 2 15.50' -> 21.0 5.50 -11.70 --- --- --- --- Min per ASCE 27.1. North Level 1 5.00' -> 15.51 10.50 -22.34 --- --- --- --- Min per ASCE 27.1. South Level 2 15.50' -> 21.0 5.50 11.70 --- --- --- --- Min per ASCE 27.1. South Level 1 5.00' -> 15.51 10.50 22.34 --- --- --- --- Min per ASCE 27.1. East Level 2 15.50' -> 21.0 5.50 --- -3.52 --- --- --- Min per ASCE 27.1. East Level 1 5.00' -> 15.51 10.50 --- -6.72 --- --- --- Min per ASCE 27.1. West Level 2 15.50' -> 21.0 5.50 --- 3.52 --- --- --- Min per ASCE 27.1. West Level 1 5.00' -> 15.51 10.50 --- 6.72 --- --- --- Shear for Design Wind Load Cas NortBase +Yh Values below are calculated based on a building with dimensions B x L x h as defined on the "General" tab. Wind Base Shear Components (k) West +X Load Case Windward Wall Leeward Wall In "Y" Direction In'X' Direction Mt, (ft-k) Case 1 North South -29.08 --- --- Case 1 South North 29.08 --- --- Case 1 East West --- -8.75 --- Case 1 West East --- 8.75 --- Case 2 North South -21.81 --- /- 425.5 Case 2 South North 21.81 --- /- 425.5 Case 2 East West --- -6.56 37.3 Case 2 West East --- 6.56 37.3 Case 3 North & East South & West -21.81 -6.56 --- Case 3 North & West South & East -21.81 6.56 --- Case 3 South & West North & East 21.81 6.56 --- Case 3 South & East North & West 21.81 -6.56 --- Case 4 North & East South & West -16.37 -4.92 /- 347.5 Case 4 North & West South & East -16.37 4.92 /- 347.5 Case 4 South & West North & East 16.37 4.92 /- 347.5 Case 4 South & East North & West 16.37 -4.92 /- 347.5 Min per ASCE 27.1.5 North South -34.05 --- --- Min per ASCE 27.1.5 South North 34.05 --- --- Min per ASCE 27.1.5 East West --- -10.24 --- Min per ASCE 27.1.5 West East --- 10.24 --- ln.� nr o 4 ��-- �i-(�t42. 13 of 45 M-0y - '� �uv U,. .to��• (Al— e 6Ol Ir - sP r �-f ®c-- s 5 eV� I—T r \I'h P3 �- u��j� �� m 14 of 45 AV � 51 4N o IFL#r 2 5► AA) 1��—qua G1 �Y �, {�� (/ i(Ob v4 w /y i- cv, ' +-(A caF aIL-k a 0 4-(4 41-ly U 15 of 45 2 SL Z ICXLjy�ll �M e-41( OIL, OL n k 4 17 of 45 1� a 4 ? l) ,Oc W FO R T E W E B MEMBER REPORT PASSED 18 of 45 2nd Floor Framing, 2F31 - 2nd Floor Joists 1 piece(s) 11 7/8" T]I@ 560 @ 16" OC Overall Length: 19 8' 18' 9' I a o 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) 701 @ 19' 3 1/2" 1725 (3.50") Passed (41%) 1.00 1.0 D + 1.0 L (All Spans) Shear (Ibs) 675 @ 5 1/2" 2050 Passed (33%) 1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-Ibs) 3221 @ 9' 10" 9500 Passed (34%) 1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in) 0.250 @ 9' 10" 0.473 Passed (L/909) 1.0 D + 1.0 L (All Spans) Total Load Defl. (in) 0.337 @ 9' 10" 0.946 Passed (L/673) 1.0 D + 1.0 L (All Spans) TJ-ProT"' Rating 52 Any Passed • Deflection criteria: LL (L/480) and TL (L/240). • Allowed moment does not reflect the adjustment for the beam stability factor. • A structural analysis of the deck has not been performed. • Deflection analysis is based on composite action with a single layer of 23/32" Panel (24" Span Rating) that is glued and nailed down. • Additional considerations for the TJ-ProTm Rating include: 5/8" Gypsum ceiling. Supports Bearing Length Loads to Supports (Ibs) Accessories Total Available Required Dead Floor Live Factored 1 - Stud wall - HF 5.50" 3.75" 1.75" 184 524 708 1 3/4" Rim Board 2 - Stud wall - HF 5.50" 4.25" 1.75" 184 524 708 1 1/4" Rim Board • Kim uoara is assumea m carry an ioaas appueo aireaiy aoove a, Dypassmg me memoer Deing aesignea. Lateral Bracing Bracing Intervals F Comments Top Edge (Lu) 9' 11" o/c Bottom Edge (Lu) 19' 5" o/c •TJI joists are only analyzed using Maximum Allowable bracing solutions. -Maximum allowable bracing intervals based on applied load. Vertical Load Location Spacing Dead (0.90) Floor Live (1.00) Comments 1 - Uniform (PSF) 0 to 19' 8" 16" 14.0 40.0 2nd Floor Member Notes 291 - 2nd Floor Joists 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 Owen Gould O.G. Engineering, PLLC (206) 290-4608 owen@ogengineer.com 8/16/2022 7:00:51 PM UTC ForteWEB v3.4, Engine: V8.2.2.122, Data: V8.1.2.2 Weyerhaeuser File Name: 22035_Haider Page 1 / 1 W FO R T E W E B MEMBER REPORT PASSED 19 of 45 2nd Floor Framing, 2F32 - 2nd Floor Joists 1 piece(s) 11 7/8" TII@ 210 @ 16" OC Overall Length: 14 8' 13' 9" L a o 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) 521 @ 14' 3 1/2" 1460 (3.50") Passed (36%) 1.00 1.0 D + 1.0 L (All Spans) Shear (Ibs) 495 @ 5 1/2" 1655 Passed (30%) 1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-Ibs) 1743 @ 7' 4" 3795 Passed (46%) 1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in) 0.139 @ 7' 4" 0.348 Passed (L/999+) 1.0 D + 1.0 L (All Spans) Total Load Defl. (in) 0.188 @ 7' 4" 0.696 Passed (L/887) 1.0 D + 1.0 L (All Spans) TJ-ProT"' Rating 56 Any Passed • Deflection criteria: LL (L/480) and TL (L/240). • Allowed moment does not reflect the adjustment for the beam stability factor. • A structural analysis of the deck has not been performed. • Deflection analysis is based on composite action with a single layer of 23/32" Panel (24" Span Rating) that is glued and nailed down. • Additional considerations for the TJ-ProTm Rating include: 5/8" Gypsum ceiling. Supports Bearing Length Loads to Supports (Ibs) Accessories Total Available Required Dead Floor Live Factored 1 - Stud wall - HF 5.50" 3.75" 1.75" 137 391 528 1 3/4" Rim Board 2 - Stud wall - HF 5.50" 4.25" 1.75" 137 391 528 1 1/4" Rim Board • Kim uoara is assumea m carry an ioaas appueo aireaiy aoove a, Dypassmg me memoer Deing aesignea. Lateral Bracing Bracing Intervals Comments Top Edge (Lu) 57" o/c Bottom Edge (Lu) 14' 5" o/c •TJI joists are only analyzed using Maximum Allowable bracing solutions. -Maximum allowable bracing intervals based on applied load. Vertical Load Location Spacing Dead (0.90) Floor Live (1.00) Comments 1 - Uniform (PSF) 0 to 14' 8" 16" 14.0 40.0 2nd Floor Member Notes 292 - 2nd Floor Joists 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 Owen Gould O.G. Engineering, PLLC (206) 290-4608 owen@ogengineer.com 8/16/2022 7:02:11 PM UTC ForteWEB v3.4, Engine: V8.2.2.122, Data: V8.1.2.2 Weyerhaeuser File Name: 22035_Haider Page 1 / 1 Multiple Simple Beam LIC# : KW-06018000, Build:20.22.8.17 Description : Roof Framing Wood Beam Design: RR1 - Rafters Project Title: Engineer: Project ID: Project Descr: O.G. ENGINEERING, PLLC 20 of 45 Project File: 22035_Haider.ec6 (c) ENERCALC INC 1983-2022 Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 BEAM Size: 2x12, Sawn, Fully Braced Using Allowable Stress Design with IBC 2018 Load Combinations, Major Axis Bending Wood Species : Hem -Fir Wood Grade: No.2 Fb - Tension 850.0 psi Fc - Prll 1,300.0 psi Fv 150.0 psi Ebend- xx 1,300.0 ksi Density 26.840 pcf Fb - Compr 850.0 psi Fc - Perp 405.0 psi Ft 525.0 psi Eminbend - xx 470.0 ksi Applied Loads Unif Load: D = 0.0190, S = 0.0250 k/ft, Trib= 2.0 ft Design Summary Max fb/Fb Ratio = 0.727 : 1 fb : Actual : 817.68 psi at 7.000 ft in Span # 1 Fb: Allowable: 1,124.13 psi Load Comb: +D+S Max fv/FvRatio = 0.317 : 1 fv : Actual : 54.76 psi at 0.000 ft in Span # 1 Fv: Allowable: 172.50 psi Load Comb: +D+S Max Reactions (k) D Lr L S W E Left Support 0.27 0.35 Right Support 0.27 0.35 Wood Beam Design RB2 - Roof Beam D(0.0380) S(0.050) 2x12 14.0 ft Max Deflections H Transient Downward 0.188 in Ratio 894 Total Downward Ratio LC: S Only Transient Upward 0.000 in Total Upward Ratio 9999 Ratio LC: 0.331 in 508 LC: +D+S 0.000 in 9999 LC: Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 BEAM Size: 4x12, Sawn, Fully Braced Using Allowable Stress Design with IBC 2018 Load Combinations, Major Axis Bending Wood Species : Douglas Fir -Larch Wood Grade: No.1 Fb - Tension 1,000.0 psi Fc - Prll 1,500.0 psi Fv 180.0 psi Ebend- xx 1,700.0 ksi Density 31.210 pcf Fb - Compr 1,000.0 psi Fc - Perp 625.0 psi Ft 675.0 psi Eminbend - xx 620.0 ksi Applied Loads Unif Load: D = 0.0190, S = 0.0250 k/ft, Trib= 4.50 ft Design Summary Max fb/Fb Ratio = 0.946 : 1 fb : Actual : 1,197.05 psi at 8.625 ft in Span # 1 Fb: Allowable: 1,265.00 psi Load Comb: +D+S Max fv/FvRatio = 0.314 : 1 fv : Actual : 65.06 psi at 0.000 ft in Span # 1 Fv: Allowable: 207.00 psi Load Comb: +D+S Max Reactions (k) D Lr L s W E Left Support 0.74 0.97 Right Support 0.74 0.97 D(0.08550) S(0.1125) 4x12 17.250 ft Max Deflections H Transient Downward 0.319 in Total Downward 0.562 in Ratio 648 Ratio 368 LC: S Only LC: +D+S Transient Upward 0.000 in Total Upward 0.000 in Ratio 9999 Ratio 9999 LC: LC: Project Title: Engineer: Project ID: Project Descr: Multiple Simple Beam LIC#: KW-06018000, Build:20.22.8.17 O.G. ENGINEERING, PLLC Wood Beam Design: RB3 - Roof Beam BEAM Size: 4x12, Sawn, Fully Braced 21 of 45 Project File: 22035_Haider.ec6 (c) ENERCALC INC 1983-2022 Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Using Allowable Stress Design with IBC 2018 Load Combinations, Major Axis Bending Wood Species : Douglas Fir -Larch Wood Grade: No.1 Fb - Tension 1,000.0 psi Fc - Prll 1,500.0 psi Fv 180.0 psi Ebend- xx 1,700.0 ksi Density 31.210 pcf Fb - Compr 1,000.0 psi Fc - Perp 625.0 psi Ft 675.0 psi Eminbend - xx 620.0 ksi Applied Loads 1 Point: D = 0.930, S = 1.230 k @ 12.0 ft Design Summary Max fb/Fb Ratio = 0.476 : 1 fb : Actual : 601.53 psi at 11.993 ft in Span # 1 Fb: Allowable: 1,265.00 psi Load Comb: +D+S Max fv/FvRatio = 0.341 : 1 fv : Actual : 70.53 psi at 12.040 ft in Span # 1 Fv: Allowable: 207.00 psi Load Comb: +D+S Max Reactions (k) D Lr L S W E Left Support 0.13 0.18 Right Support 0.80 1.05 Wood Beam Design: RB4 - Roof Beam Max Deflections H Transient Downward 0.074 in Total Downward 0.129 in Ratio 2278 Ratio 1297 LC: S Only LC: +D+S Transient Upward 0.000 in Total Upward 0.000 in Ratio 9999 Ratio 9999 LC: LC: Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 BEAM Size: 5.25x11.875, Parallam PSL, Fully Braced Using Allowable Stress Design with IBC 2018 Load Combinations, Major Axis Bending Wood Species : iLevel Truss Joist Wood Grade: Parallam PSL 2.2E Fb - Tension 2,900.0 psi Fc - Prll 2,900.0 psi Fv 290.0 psi Ebend- xx 2,200.0 ksi Density 45.070 pcf Fb - Compr 2,900.0 psi Fc - Perp 750.0 psi Ft 2,025.0 psi Eminbend - xx 1,118.19 ksi Applied Loads Unif Load: D = 0.0190, S = 0.0250 k/ft, Trib= 14.0 ft Design Summary Max fb/Fb Ratio = 0.789 : 1 fb : Actual : 2,632.69 psi at 9.375 ft in Span # 1 Fb: Allowable: 3,335.00 psi Load Comb: +D+S Max fv/FvRatio = 0.417 : 1 fv : Actual : 138.95 psi at 0.000 ft in Span # 1 Fv: Allowable: 333.50 psi Load Comb: +D+S Max Reactions (k) D Lr L S W E Left Support 2.49 3.28 Right Support 2.49 3.28 D 0.2660 S 0.350 5.25x11.875 18.750 ft Max Deflections H Transient Downward 0.607 in Total Downward 1.069 in Ratio 370 Ratio 210 LC: S Only LC: +D+S Transient Upward 0.000 in Total Upward 0.000 in Ratio 9999 Ratio 9999 LC: LC: Project Title: Engineer: Project ID: Project Descr: Multiple Simple Beam LIC#: KW-06018000, Build:20.22.8.17 O.G. ENGINEERING, PLLC Wood Beam Design: RB5 - Roof Beam BEAM Size: U12, Sawn, Fully Braced 22 of 45 Project File: 22035_Haider.ec6 (c) ENERCALC INC 1983-2022 Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Using Allowable Stress Design with IBC 2018 Load Combinations, Major Axis Bending Wood Species : Douglas Fir -Larch Wood Grade: No.1 Fb - Tension 1,000.0 psi Fc - Prll 1,500.0 psi Fv 180.0 psi Ebend- xx 1,700.0 ksi Density 31.210 pcf Fb - Compr 1,000.0 psi Fc - Perp 625.0 psi Ft 675.0 psi Eminbend - xx 620.0 ksi Applied Loads 1 Point: D = 0.760, S = 1.0 k @ 9.50 ft Unif Load: D= 0.140->0.0, S = 0.190->0.0 k/ft, 0.0 to 9.50 ft Design Summary Max fb/Fb Ratio = 0.587 : 1 00.140,0.0) s(o.190,0.0) fb : Actual : 742.64 psi at 7.840 ft in Span # 1 Fb: Allowable: 1,265.00 psi Load Comb: +D+S 4x12 Max fv/FvRatio = 0.333 : 1 12.o ft fv : Actual : 68.84 psi at 9.520 ft in Span # 1 Fv: Allowable: 207.00 psi Load Comb: +D+S Max Deflections Max Reactions (k) D Lr L S W E H Transient Downward 0.100 in Total Downward 0.175 in Left Support 0.65 0.87 Ratio 1440 Ratio 823 Right Support 0.78 1.03 LC: S Only LC: +D+S Transient Upward 0.000 in Total Upward 0.000 in Ratio 9999 Ratio 9999 LC: LC: Wood Beam Design: RH6 - Roof Header Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 BEAM Size: 3.5x10.5, GLB, Fully Braced Using Allowable Stress Design with IBC 2018 Load Combinations, Major Axis Bending Wood Species : DF/DF Wood Grade: 24F-V8 Fb - Tension 2,400.0 psi Fc - Prll 1,650.0 psi Fv 265.0 psi Ebend- xx 1,800.0 ksi Density 31.210 pcf Fb - Compr 2,400.0 psi Fc - Perp 650.0 psi Ft 1,100.0 psi Eminbend - xx 950.0 ksi Applied Loads 1 Point: D = 2.530, S = 3.330 k @ 4.50 ft Design Summary Max fb/Fb Ratio = 0.891 : 1 fb : Actual : 2,460.17 psi at 4.500 ft in Span # 1 Fb: Allowable: 2,760.00 psi Load Comb: +D+S Max fv/FvRatio = 0.392 : 1 fv : Actual : 119.59 psi at 0.000 ft in Span # 1 Fv: Allowable: 304.75 psi Load Comb: +D+S Max Reactions (k) D Lr L S W E Left Support 1.27 1.67 Right Support 1.27 1.67 3.5x 10.5 9.0 ft Max Deflections H Transient Downward 0.145 in Total Downward 0.254 in Ratio 747 Ratio 424 LC: S Only LC: +D+S Transient Upward 0.000 in Total Upward 0.000 in Ratio 9999 Ratio 9999 LC: LC: Multiple Simple Beam LIC# : KW-06018000, Build:20.22.7.25 Description : 2nd Floor Framing Wood Beam Design: 2FJ3 - Attic Joists Project Title: Engineer: Project ID: Project Descr: O.G. ENGINEERING, PLLC 23 of 45 Project File: 22035_Haider.ec6 (c) ENERCALC INC 1983-2022 Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 BEAM Size: 2x8, Sawn, Fully Braced Using Allowable Stress Design with IBC 2018 Load Combinations, Major Axis Bending Wood Species : Hem -Fir Wood Grade: No.2 Fb - Tension 850.0 psi Fc - Prll 1,300.0 psi Fv 150.0 psi Ebend- xx 1,300.0 ksi Density 26.840 pcf Fb - Compr 850.0 psi Fc - Perp 405.0 psi Ft 525.0 psi Eminbend - xx 470.0 ksi Applied Loads Unif Load: D = 0.0060, L = 0.020 k/ft, Trib= 1.330 ft Design Summary Max fb/Fb Ratio = 0.732. 1 fb : Actual : 858.78 psi at 7.375 ft in Span # 1 Fb: Allowable: 1,173.00 psi Load Comb: +D+L Max fv/FvRatio = 0.235 : 1 fv : Actual : 35.18 psi at 0.000 ft in Span # 1 Fv: Allowable: 150.00 psi Load Comb: +D+L Max Reactions (k) D Lr L s W E Left Support 0.06 0.20 Right Support 0.06 0.20 Wood Beam Design: 2FJ4 - Attic Joists D(0.007980) L(0.02660) 2x8 14.750 ft Max Deflections H Transient Downward 0.460 in Total Downward 0.598 in Ratio 384 Ratio 296 LC: L Only LC: +D+L Transient Upward 0.000 in Total Upward 0.000 in Ratio 9999 Ratio 9999 LC: LC: Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 BEAM Size: 2x6, Sawn, Fully Braced Using Allowable Stress Design with IBC 2018 Load Combinations, Major Axis Bending Wood Species : Hem -Fir Wood Grade: No.2 Fb - Tension 850.0 psi Fc - Prll 1,300.0 psi Fv 150.0 psi Ebend- xx 1,300.0 ksi Density 26.840 pcf Fb - Compr 850.0 psi Fc - Perp 405.0 psi Ft 525.0 psi Eminbend - xx 470.0 ksi Applied Loads Unif Load: D = 0.0060, L = 0.020 k/ft, Trib= 1.330 ft 1 Point: D = 0.110, S = 0.150 k @ 5.250 ft Design Summary Max fb/Fb Ratio = 0.743: 1 fb : Actual : 1,086.05 psi at 5.242 ft in Span # 1 Fb: Allowable: 1,461.36 psi Load Comb: +D+0.750L+0.750S Max fv/FvRatio = 0.270 : 1 fv : Actual : 46.57 psi at 8.500 ft in Span # 1 Fv: Allowable: 172.50 psi Load Comb: +D+0.750L+0.750S Max Reactions (k) D Lr L s W E Left Support 0.08 0.11 0.06 Right Support 0.10 0.11 0.09 D 0.007980 L 0.026tti0 2x6 8.50 ft Max Deflections H Transient Downward 0.116 in Ratio 877 Total Downward Ratio LC: L Only Transient Upward 0.000 in Total Upward Ratio 9999 Ratio LC: 0.235 in 434 LC: +D+L 0.000 in 9999 LC: Project Title: Engineer: Project ID: Project Descr: Multiple Simple Beam LIC#: KW-06018000, Build:20.22.7.25 O.G. ENGINEERING, PLLC Wood Beam Design: 2FB5 - 2nd Floor Beam BEAM Size: 3.5x11.875, TimberStrand LSL, Fully Braced 24 of 45 Project File: 22035_Haider.ec6 (c) ENERCALC INC 1983-2022 Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Using Allowable Stress Design with IBC 2018 Load Combinations, Major Axis Bending Wood Species : iLevel Truss Joist Wood Grade: TimberStrand LSL 1.55E Fb - Tension 2,325.0 psi Fc - Prll 2,050.0 psi Fv 310.0 psi Ebend- xx 1,550.0 ksi Density 45.010 pcf Fb - Compr 2,325.0 psi Fc - Perp 800.0 psi Ft 1,070.0 psi Eminbend - xx 787.82 ksi Applied Loads Unif Load: D = 0.060 k/ft, Trib= 1.0 ft 1Point: D=0.170, L=0.480k@6.Oft Design Summary Max fb/Fb Ratio = 0.136 : 1 D 0.060 fb : Actual : 316.76 psi at 5.980 ft in Span # 1 - Fb: Allowable: 2,325.00 psi Load Comb: +D+L Max fv/FvRatio = 0.081 : 1 A 3.5x11.875 fv : Actual : 24.99 psi at 9.750 ft in Span # 1 9.750 ft j Fv: Allowable: 310.00 psi Load Comb: +D+L Max Deflections Max Reactions (k) D Lr L S W E H Transient Downward 0.020 in Total Downward 0.043 in Left Support 0.36 0.18 Ratio 5909 Ratio 2723 Right Support 0.40 0.30 LC: L Only LC: +D+L Transient Upward 0.000 in Total Upward 0.000 in Ratio 9999 Ratio 9999 LC: LC: Wood Beam Design: 2FB6 - 2nd Floor Beam Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 BEAM Size: 5.25x14.0, Parallam PSL, Fully Unbraced Using Allowable Stress Design with IBC 2018 Load Combinations, Major Axis Bending Wood Species : iLevel Truss Joist Wood Grade: Parallam PSL 2.2E Fb - Tension 2,900.0 psi Fc - Prll 2,900.0 psi Fv 290.0 psi Ebend- xx 2,200.0 ksi Density 45.070 pcf Fb - Compr 2,900.0 psi Fc - Perp 750.0 psi Ft 2,025.0 psi Eminbend - xx 1,118.19 ksi Applied Loads Unif Load: D = 0.160, L = 0.150 k/ft, Trib= 1.0 ft 1Point: D=0.170, L=0.480k@6.Oft 2Point: D = 2.490, L = 3.280 k @ 8.0 ft Design Summary Max fb/Fb Ratio = 0.884 : 1 fb : Actual : 2,445.48 psi at 8.000 ft in Span # 1 Fb: Allowable: 2,766.67 psi Load Comb: +D+L Max fv/FvRatio = 0.406 : 1 fv : Actual : 117.78 psi at 0.000 ft in Span # 1 Fv: Allowable: 290.00 psi Load Comb: +D+L Max Reactions (k) D Lr L S W E H Left Support 2.63 3.14 Right Support 2.59 3.02 D 0.160 L 0.150 525x 14.0 16.0 ft Max Deflections Transient Downward 0.293 in Ratio 655 LC: L Only Transient Upward 0.000 in Ratio 9999 LC: Total Downward 0.531 in Ratio 361 LC: +D+L Total Upward 0.000 in Ratio 9999 LC: Project Title: Engineer: Project ID: Project Descr: Multiple Simple Beam LIC#: KW-06018000, Build:20.22.7.25 O.G. ENGINEERING, PLLC Wood Beam Design: 2FH7 - 2nd Floor Header BEAM Size: 4x8, Sawn, Fully Braced 25 of 45 Project File: 22035_Haider.ec6 (c) ENERCALC INC 1983-2022 Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Using Allowable Stress Design with IBC 2018 Load Combinations, Major Axis Bending Wood Species : Douglas Fir -Larch Wood Grade: No.2 Fb - Tension 900.0 psi Fc - Prll 1,350.0 psi Fv 180.0 psi Ebend- xx 1,600.0 ksi Density 31.210 pcf Fb - Compr 900.0 psi Fc - Perp 625.0 psi Ft 575.0 psi Eminbend - xx 580.0 ksi Applied Loads Unif Load: D = 0.170, L = 0.240, S = 0.30 k/ft, Trib= 1.0 ft Design Summary Max fb/Fb Ratio = 0.632 : 1 fb : Actual : 850.93 psi at 2.750 ft in Span # 1 Fb: Allowable: 1,345.50 psi Load Comb: +D+0.750L+0.750S Max fv/FvRatio = 0.452 : 1 fv : Actual : 93.47 psi at 0.000 ft in Span # 1 Fv: Allowable: 207.00 psi Load Comb: +D+0.750L+0.750S Max Reactions (k) D Lr L S W E Left Support 0.47 0.66 0.83 Right Support 0.47 0.66 0.83 Wood Beam Design: 2FB8 - 2nd Floor Beam D 0.170 L 0.240 S 0.30 n61 4x8 5.50 ft Max Deflections H Transient Downward 0.035 in Total Downward 0.055 in Ratio 1890 Ratio 1206 LC: S Only LC: +D+S Transient Upward 0.000 in Total Upward 0.000 in Ratio 9999 Ratio 9999 LC: LC: Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 BEAM Size: 3.5x11.875, Parallam PSL, Fully Unbraced Using Allowable Stress Design with IBC 2018 Load Combinations, Major Axis Bending Wood Species : iLevel Truss Joist Wood Grade: Parallam PSL 2.2E Fb - Tension 2900 psi Fc - Prll 2900 psi Fv 290 psi Ebend- xx 2200 ksi Density 45.07 pcf Fb - Compr 2900 psi Fc - Perp 750 psi Ft 2025 psi Eminbend - xx 1118.19 ksi Applied Loads Unif Load: D = 0.080, S = 0.10 k/ft, Trib= 1.0 ft 1 Point: D = 2.490, L = 3.280 k @ 3.0 ft Design Summary Max fb/Fb Ratio = 0.706 : 1 fb : Actual : 1,954.08 psi at 3.010 ft in Span # 1 Fb: Allowable: 2,766.35 psi Load Comb: +D+L Max fv/FvRatio = 0.571 : 1 fv : Actual : 165.65 psi at 0.000 ft in Span # 1 Fv: Allowable: 290.00 psi Load Comb: +D+L Max Reactions (k) D Lr L S W E Left Support 2.23 2.36 0.54 Right Support 1.12 0.92 0.54 D 0.080 S 0.10 3.5x11.875 10.750 ft Max Deflections H Transient Downward 0.105 in Total Downward 0.206 in Ratio 1234 Ratio 626 LC: L Only LC: +D+L Transient Upward 0.000 in Total Upward 0.000 in Ratio 9999 Ratio 9999 LC: LC: Project Title: Engineer: Project ID: Project Descr: Multiple Simple Beam LIC#: KW-06018000, Build:20.22.7.25 O.G. ENGINEERING, PLLC Wood Beam Design: 2FB10 - 2nd Floor Beam 26 of 45 Project File: 22035_Haider.ec6 (c) ENERCALC INC 1983-2022 Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 BEAM Size: 5.25x11.875, Parallam PSL, Fully Braced Using Allowable Stress Design with IBC 2018 Load Combinations, Major Axis Bending Wood Species : iLevel Truss Joist Wood Grade: Parallam PSL 2.2E Fb - Tension 2,900.0 psi Fc - Prll 2,900.0 psi Fv 290.0 psi Ebend- xx 2,200.0 ksi Density 45.070 pcf Fb - Compr 2,900.0 psi Fc - Perp 750.0 psi Ft 2,025.0 psi Eminbend - xx 1,118.19 ksi Applied Loads Unif Load: D = 0.260, S = 0.230 k/ft, Trib= 1.0 ft Design Summary Max fb/Fb Ratio = 0.389 : 1 D 0.260 S 0.230 fb : Actual : 1,295.97 psi at 7.375 ft in Span # 1 Fb: Allowable: 3,335.00 psi Load Comb: +D+S 5.25x11.875 Max fv/FvRatio = 0.261 : 1 14.750 ft fv : Actual : 86.95 psi at 0.000 ft in Span # 1 Fv: Allowable: 333.50 psi Load Comb: +D+S Max Reactions (k) D Lr L S W E H Left Support 1.92 1.70 Right Support 1.92 1.70 Wood Beam Design: 2FB11 - 2nd Floor Beam Max Deflections Transient Downward 0.153 in Total Downward 0.326 in Ratio 1158 Ratio 543 LC: S Only LC: +D+S Transient Upward 0.000 in Total Upward 0.000 in Ratio 9999 Ratio 9999 LC: LC: Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 BEAM Size: 5.25x11.875, Parallam PSL, Fully Braced Using Allowable Stress Design with IBC 2018 Load Combinations, Major Axis Bending Wood Species : iLevel Truss Joist Wood Grade: Parallam PSL 2.2E Fb - Tension 2,900.0 psi Fc - Prll 2,900.0 psi Fv 290.0 psi Ebend- xx 2,200.0 ksi Density 45.070 pcf Fb - Compr 2,900.0 psi Fc - Perp 750.0 psi Ft 2,025.0 psi Eminbend - xx 1,118.19 ksi Applied Loads Unif Load: D = 0.070, S = 0.030 k/ft, Trib= 1.0 ft 1 Point: D = 1.290, L = 1.70 k @ 8.250 ft Design Summary Max fb/Fb Ratio = 0.494 : 1 fb : Actual : 1,431.18 psi at 8.250 ft in Span # 1 Fb: Allowable: 2,900.00 psi Load Comb: +D+L Max fv/FvRatio = 0.172 : 1 fv : Actual : 49.86 psi at 0.000 ft in Span # 1 Fv: Allowable: 290.00 psi Load Comb: +D+L Max Reactions (k) D Lr L S W E H Left Support 1.22 0.85 0.25 Right Support 1.22 0.85 0.25 D 0.070 S 0.030 5.25x11.875 16.50 ft Max Deflections Transient Downward 0.171 in Ratio 1155 LC: L Only Transient Upward 0.000 in Ratio 9999 LC: I Total Downward 0.374 in Ratio 528 LC: +D+L Total Upward 0.000 in Ratio 9999 LC: Project Title: Engineer: Project ID: Project Descr: Multiple Simple Beam LIC#: KW-06018000, Build:20.22.7.25 O.G. ENGINEERING, PLLC Wood Beam Design: 2FH12 - 2nd Floor Header BEAM Size: 5.25x14.0, Parallam PSL, Fully Braced 27 of 45 Project File: 22035_Haider.ec6 (c) ENERCALC INC 1983-2022 Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Using Allowable Stress Design with IBC 2018 Load Combinations, Major Axis Bending Wood Species : iLevel Truss Joist Wood Grade: Parallam PSL 2.2E Fb - Tension 2,900.0 psi Fc - Prll 2,900.0 psi Fv 290.0 psi Ebend- xx 2,200.0 ksi Density 45.070 pcf Fb - Compr 2,900.0 psi Fc - Perp 750.0 psi Ft 2,025.0 psi Eminbend - xx 1,118.19 ksi Applied Loads Unif Load: D = 0.230, L = 0.380 k/ft, Trib= 1.0 ft 1 Point: D = 1.270, S = 1.670 k @ 3.750 ft 2Point: D = 1.270, S = 1.670 k @ 12.750 ft Design Summary Max fb/Fb Ratio = 0.607 : 1 fb : Actual : 1,730.99 psi at 8.071 ft in Span # 1 Fb: Allowable: 2,850.80 psi Load Comb: +D+L Max fv/FvRatio = 0.440 : 1 fv : Actual : 127.47 psi at 16.250 ft in Span # 1 Fv: Allowable: 290.00 psi Load Comb: +D+L Max Reactions (k) D Lr L S W E Left Support 3.12 3.09 1.64 Right Support 3.16 3.09 1.70 D 0.230 L 0.380 5.25x14.0 16.250 ft I Max Deflections H Transient Downward 0.227 in Total Downward 0.458 in Ratio 859 Ratio 426 LC: L Only LC: +D+L Transient Upward 0.000 in Total Upward 0.000 in Ratio 9999 Ratio 9999 LC: LC: Wood Beam Design: 2FH13 - 2nd Floor Header Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 BEAM Size: 3.5x10.5, GLB, Fully Unbraced Using Allowable Stress Design with IBC 2018 Load Combinations, Major Axis Bending Wood Species : DF/DF Wood Grade: 24F-V8 Fb - Tension 2,400.0 psi Fc - Prll 1,650.0 psi Fv 265.0 psi Ebend- xx 1,800.0 ksi Density 31.210 pcf Fb - Compr 2,400.0 psi Fc - Perp 650.0 psi Ft 1,100.0 psi Eminbend - xx 950.0 ksi Applied Loads Unif Load: D = 0.250 Design Summary Max fb/Fb Ratio = fb : Actual : Fb: Allowable: Load Comb: Max fv/FvRatio = fv : Actual : Fv: Allowable: Load Comb: L = 0.340, S = 0.060 k/ft, Trib= 1.0 ft 0.789 : 1 1,819.88 psi at 2,307.52 psi +D+L 0.523 : 1 138.47 psi at 265.00 psi +D+L D 0.250 L 0.340 S 0.060 5.750 ft in Span # 1 3.5x 10.5 11.50 ft 0.000 ft in Span # 1 Max Reactions (k) D Lr L S W E Left Support 1.44 1.96 0.35 Right Support 1.44 1.96 0.35 I r I � Max Deflections H Transient Downward 0.221 in Total Downward 0.384 in Ratio 623 Ratio 359 LC: L Only LC: +D+L Transient Upward 0.000 in Total Upward 0.000 in Ratio 9999 Ratio 9999 LC: LC: Multiple Simple Beam Project Title: 28 Of 45 Engineer: Project ID: Project Descr: Project File: 22035_Haider.ec6 LIC# : KW-06018000, Build:20.22.7.25 O.G. ENGINEERING, PLLC (c) ENERCALC INC 1983-2022 Wood Beam Design: 2FB14 - 2nd Floor Beam Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 BEAM Size: 5.25x11.875, Parallam PSL, Fully Braced Using Allowable Stress Design with IBC 2018 Load Combinations, Major Axis Bending Wood Species : iLevel Truss Joist Wood Grade: Parallam PSL 2.2E Fb - Tension 2900 psi Fc - Prll 2900 psi Fv 290 psi Ebend- xx 2200 ksi Density 45.07 pcf Fb - Compr 2900 psi Fc - Perp 750 psi Ft 2025 psi Eminbend - xx 1118.19 ksi Applied Loads Unif Load: D = 0.090 k/ft, Trib= 1.0 ft 1 Point: D = 2.530, L = 3.330 k @ 6.750 ft Design Summary f - a - Max fb/Fb Ratio = 0.745 : 1 o 0.090 fb : Actual : 2,161.55 psi at 6.738 ft in Span # 1 Fb: Allowable: 2,900.00 psi Load Comb: +D+L 5.25x11.875 Max fv/FvRatio = 0.299 : 1 13.750 ft fv : Actual : 86.67 psi at 0.000 ft in Span # 1 Fv : Allowable: 290.00 psi Load Comb: +D+L Max Deflections Max Reactions (k) D Lr L S W E H Transient Downward 0.194 in Total Downward 0.387 in Left Support 1.91 1.70 Ratio 849 Ratio 426 Right Support 1.86 1.63 LC: L Only LC: +D+L Transient Upward 0.000 in Total Upward 0.000 in Ratio 9999 Ratio 9999 LC: LC: Multiple Simple Beam LIC# : KW-06018000, Build:20.22.7.25 Project Title: Engineer: Project ID: Project Descr: O.G. ENGINEERING, PLLC 29 of 45 Project File: 22035_Haider.ec6 (c) ENERCALC INC 1983-2022 Description : 1st Floor Framing Wood Beam Design: E1FJ1 - (E) 1st Floor Joists Supportinq Bearinq Wall Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 BEAM Size: 2x10, Sawn, Fully Braced Using Allowable Stress Design with IBC 2018 Load Combinations, Major Axis Bending Wood Species : Hem -Fir Wood Grade: No.2 Fb - Tension 850 psi Fc - Prll 1300 psi Fv 150 psi Ebend- xx 1300 ksi Density 26.84 pcf Fb - Compr 850 psi Fc - Perp 405 psi Ft 525 psi Eminbend - xx 470 ksi Applied Loads Unif Load: D = 0.010, L = 0.040 k/ft, Trib= 1.330 ft 1 Point: D = 0.170, L = 0.310 k @ 8.250 ft Design Summary Max fb/Fb Ratio = 0.989. 1 fb : Actual : 1,063.21 psi at 7.538 ft in Span # 1 Fb: Allowable: 1,075.25 psi Load Comb: +D+L Max fv/FvRatio = 0.487 : 1 fv : Actual : 73.10 psi at 10.500 ft in Span # 1 Fv : Allowable: 150.00 psi Load Comb: +D+L Max Reactions (k) D Lr L S W E Left Support 0.12 0.38 Right Support 0.20 0.53 D(0.01330) L(0.05320) 2x10 11.250 ft Max Deflections H Transient Downward 0.240 in Ratio 561 Total Downward Ratio LC: L Only Transient Upward 0.000 in Total Upward Ratio 9999 Ratio LC: 0.327 in 412 LC: +D+L 0.000 in 9999 LC: 2F 1 2F.4.1 I2F.0 2 2F.4.2 1 2F.2.1 I 2 F.4.3 2ND FLOOR SHEAR WALL KEY PLAN 1 2F.2.2 I 2 F.4.4 w 0 0 11F.1 I N 11 F.4.1 I 1 F.4.2 1 F.D ,--I F.2.1 1 F.F 1 F.4.3 1 F.2.2 1 F.2.3 oI � 10 1* I 1- 1 F.G.1 I I DINING I I I 1 F.G.2 I I II I I I I p I I Na62 l a 4 SOG2+ DI 1 F.4.4 1 F.4.5 1ST FLOOR SHEAR WALL KEY PLAN 1 F.2.4 1 F.4.6 I 11 F.4.7 Story Forces - ASD Level Floor F. (psf) Roof 2 N D 6.5 3.6 Wall Mark Capacity (Grade Struct 1) Wall Mark Edge Nailing Capacity (plf) 1 6"o.c. 340 2 4"o.c. 510 3 3" o.c. 665 4 2"o.c. 870 Dbl 2 4"o.c. Both Sides 1020 Dbl 3 3"o.c. Both Sides 1330 Dbl 4 2"o.c. Both Sides 1740 Plywood Shear Wall Design Refer to Shear Wall Key Plans Date: 9/30/2022 Job # 22035 Plywood Grade CD-X Struct 1 or CD-X 15132" Plywood, w/ 10d nails, min. 1-112" penetration into framing members Rd (Dead Load Resistance Factor) = 0.6-0.14Sds = Wall Mark Capacity (Grade CD-X) Wall Mark Edge Nailing Capacity (plf) 1 6"o.c. 310 2 4"o.c. 460 3 3"o.c. 600 4 2"o.c. 770 Dbl 2 4"o.c. Both Sides 920 Dbl 3 3" o.c. Both Sides 1200 Dbl 4 1 2"o.c. Both Sides 1540 Notes 1) Wallaby = Shear wall on story above that adds shear to subject wall 2) Vabv = Shear demand from wall on story above 3) Vcur = Shear demand from current story = AT x FX 4) V = Total shear demand in wall = Vabv + Vcur 5) v = unit shear demand = V / L 6) Allowable shear reduction multiplier of 2xL/h for walls w/ h>2L (=1 if h<2L) 7) OTM = Wall overturning moment = V x h 8) wDL = Distributed resisting dead load on top of wall 9) PDL,END = Minimum resisting point dead load on end of wall 10) RM = Resisting Moment from wDL & PDL,END, mulitplied by Rd above 11) Tend = Tension at end of wall from current story shear = (OTM - RM) / L 12) Tab = Tension from wall holdown on story above 13) T = Tend + Tabv 0.46 Holdown Schedule Holdown I Capacity (lb) HDU2 3075 HDU4 4565 HDU5 5645 HDU8 7870 MSTC40 2690 MSTC52 4225 MSTC66 5850 W N O U� Roof Diaphragm Walls in North -South Direction Wall L (ft) h (ft) AT (sf) Wallabv Vabv (Ibs) Vc (Ibs) V (Ib) v (plf) Wall Mark h>2L? 2xL/h Capacity (plf) 2F.B 10.75 1.5 150 none 0 969 969 90 1 no 1 310 2F.0 10.5 3.75 150 none 0 969 969 92 1 no 1 310 2F.F 10.25 9 260 none 0 1680 1680 164 1 no 1 310 2F.G 10 9 320 none 0 2068 2068 207 1 no 1 310 2F.H 19.25 9 180 none 0 1163 1163 60 1 no 1 310 2F.1 11.75 7.5 290 none 0 1874 1874 159 1 no 1 310 2F.K 7.25 7.5 290 none 0 1874 1874 258 1 no 1 310 Holdowns for Walls in North -South Direction Wall OTM (lb-ft) wDL8 (plf) PDL,END9 (lb) RM (lb-ft) Tend11 (lb) Tabv12 (lb) T (lb) Holdown Capacity 2F.B 1454 100 0 2634 -110 -110 NONE #N/A 2F.0 3634 100 800 6341 -258 -258 NONE #N/A 2F.F 15119 170 0 4070 1078 1078 MSTC40 2690 2F.G 18608 60 1400 7749 1086 1086 HDU2 3075 2F.H 10467 90 2180 26728 -845 -845 NONE #N/A 2F.1 14053 220 880 11635 206 206 NONE #N/A 2F.K 1 14053 1 220 1 880 1 5543 1 1174 1 1 1174 1 MSTC40 2690 CLOSE ENOUGH Walls in East-West Direction Wall L (ft) h (ft) AT (sf) Wallabv Vabv (Ibs) Vc (Ibs) V (Ib) v (plf) Wall Mark h>2L? 2xL/h Capacity (plf) 2F.2.1` 33.5 8.25 380 none 0 2455 2455 142 1 no 1 310 2F.2.2` 25 9 290 none 0 1874 1874 127 1 no 1 310 2F.3 16.5 5 200 none 0 1292 1292 78 1 no 1 310 2F.4.1 17.5 5 100 none 0 646 646 37 1 no 1 310 2F.4.2* 23.5 11.5 220 none 0 1421 1421 107 1 no 1 310 2F.4.3` 18.5 8.25 160 none 0 1034 1034 126 1 no 1 310 2F.4.4` 29 1 9 1 290 1 none 0 1874 1874 126 1 1 no 1 1 310 Holdowns for Walls in East-West Direction Wall OTM (lb-ft) wDL8 (plf) PDL,END (Ib) RM (lb-ft) Tend11 (lb) Tabv12 (lb) T (Ib) Holdown Capacity 2F.2.1" 20256 180 0 46037 -770 -770 NONE #N/A 2F.2.2" 16864 280 0 39883 -921 -921 NONE #N/A 2F.3 6461 50 500 6863 -24 -24 NONE #N/A 2F.4.1 3231 220 0 15355 -693 -693 NONE #N/A 2F.4.2" 16347 180 0 22654 -268 -268 NONE #N/A 2F.4.3" 8529 180 0 14040 -298 -298 NONE #N/A 2F.4.4 16864 1 280 1 0 1 53666 1 -1269 1 1 -1269 1 NONE #N/A 2nd Floor Diaphragm Walls in North -South Direction Wall L (ft) h (ft) AT (sf) Wallaby Vabv (Ibs) Vc (Ibs) V (Ib) v (plf) Wall Mark h>2L? 2xL/h Capacity (plf) 1F.A 23.75 8 430 none 0 1551 1551 65 1 no 1 310 1F.B 4 8 40 2F.B 969 144 1113 278 1 no 1 310 1F.0 4 8 40 2F.0 969 144 1113 278 1 no 1 310 1F.D 8 8 590 none 0 2128 2128 266 1 no 1 310 1F.E 2.83 9 250 none 0 902 902 319 3 yes 0.63 377 1F.F 6.25 9 200 2F.F 1680 721 2401 384 2 no 1 460 1 F.G.1 4.25 9 150 2F.G 1034 541 1575 371 2 yes 0.94 434 1 F.G.2 4.25 9 150 2F.G 1034 541 1575 371 2 yes 0.94 434 1 F.H 4.25 9 340 2F.H 1163 1226 2389 562 3 yes 0.94 567 1 F.1 11.75 9 380 2F.1 1874 1371 3244 276 1 no 1 310 1F.J 18 9 280 none 0 1010 1010 56 1 no 1 310 1F.K 14.25 9 40 2F.K 1874 144 2018 142 1 no 1 310 Holdowns for Walls in North -South Direction Wall OTM (lb-ft) WDL8 (plf) PDL,END9 (lb) RM (lb-ft) Tend11 (lb) Tabv12 (lb) T (lb) Holdown Capacity 1F.A 12409 140 280 21028 -363 -363 NONE #N/A 1F.B 8908 90 0 328 2145 2145 HDU2 3075 1F.0 8908 90 0 328 2145 2145 HDU2 3075 1F.D 17026 190 380 4157 1609 1609 HDU2 3075 1F.E 8116 90 180 396 2728 2728 HDU2 3075 1F.F 21612 60 0 534 3372 1078 4450 HDU4 4565 1 F.G.1 14174 60 0 247 3277 3277 HDU4 4565 1 F.G.2 14174 60 0 247 3277 3277 HDU4 4565 1F.H 21505 60 0 247 5002 5002 HDU5 5645 1 F.1 29200 60 0 1888 2324 2324 HDU2 3075 1F.J 9090 100 0 7384 95 95 NONE #N/A 1F.K 1 18162 1 130 1 260 1 7705 1 734 1 1 734 1 HDU2 3075 CLOSE ENOUGH Walls in East-West Direction Wall L (ft) h (ft) AT (sf) Wallaby Vabv (Ibs) Vc (Ibs) V (Ib) v (plf) Wall Mark h>2L? 2xL/h Capacity (plf) 1F.1 10 8 310 none 0 1118 1118 112 1 no 1 310 1 F.2.1 6 9 97 2F.2.1 &2 433 348 781 130 1 no 1 310 1 F.2.2 4.75 9 77 2F.2.1 &2 346 279 625 132 1 no 1 310 1 F.2.3* 26.25 9 309 2F.2.1 &2 1385 1115 2500 95 1 no 1 310 1 F.2.4 29 9 483 2F.2.1 &2 2164 1742 3907 135 1 no 1 310 1 F.3 23.25 9 420 2F.3 1292 1515 2807 121 1 no 1 310 1F.4.1 5.25 8 116 2F.4.1-4 498 419 917 175 1 no 1 310 1 F.4.2* 17.25 8.5 198 2F.4.1-4 846 713 1558 183 1 no 1 310 1 F.4.3* 19.25 9 244 2F.4.1-4 1045 880 1925 215 1 no 1 310 1 F.4.4* 14.25 9 163 2F.4.1-4 697 587 1283 205 1 no 1 310 1 F.4.5* 18.5 9 167 2F.4.1-4 697 604 1300 186 1 no 1 310 1F.4.6 6.25 9 139 2F.4.1-4 597 503 1100 176 1 no 1 310 1F.4.7 6.25 9 139 2F.4.1-4 597 503 1100 176 1 no 1 1 310 Holdowns for Walls in East-West Direction Wall OTM (lb-ft) WDL8 (plf) PDL,END (Ib) RM (lb-ft) Tend11 (lb) Tab' (lb) T (lb) Holdown Capacity 1F.1 8946 100 400 4102 484 484 HDU2 3075 1 F.2.1 7032 250 500 3419 602 602 HDU2 3075 1 F.2.2 5626 210 420 1989 766 766 HDU2 3075 1F.2.3* 22503 220 440 39813 -659 -659 NONE #N/A 1 F.2.4 35161 220 440 47982 -442 -442 NONE #N/A 1F.3 25265 60 1000 17989 313 313 NONE #N/A 1 F.4.1 7333 100 400 1585 1095 1095 HDU2 3075 1F.4.2* 13246 100 400 9926 192 192 NONE #N/A 1F.4.3* 17325 320 640 32640 -796 -796 NONE #N/A 1F.4.4* 11550 210 420 12446 -63 -63 NONE #N/A 1F.4.5* 11701 220 440 20870 -496 -496 NONE #N/A 1 F.4.6 9900 220 440 3212 1070 1070 HDU2 3075 1 F.4.7 1 9900 1 220 1 440 1 3212 1 1070 1 1 1070 1 HDU2 3075 *Shear wall with force -transfer around openings; see additional spreadsheets to follow CLOSE ENOUGH CLOSE ENOUGH 36 of 45 Project Information Code: Date: Designer: Client: Project: Wall Line: 2F.2.1 "MI Intfftl Iffftl I-Iffl lifffl Inifftl I Uffl V (Ib L4SS Ibt, h-11 8.25 ft L-11 33.50 ft S S � d upenmg i hal 1.50ft hol 4.00 ft hbl 2.75 ft Lot 5.50ft Shear Wall Calculation Variables upenmg z hat 1.50 ft hot 4.00 ft hb2 2.75 ft Lot 2.50 ft 1. Hold-down forces: H = Vh-,VL..,, 605 Ibf 2. Unit shear above + below opening First opening: val=vbl=H/(h,l+hb1)= 142 alf Second opening: vat = vb2 = H/(h,2+hb2) = 142 plf Third opening: va3 = vb3 = H/(h,3+hb3) = 142 plf 3. Total boundary force above + below openings First opening: 01 = vat x (Lo1) = 782 Ibf Second opening: 02 = vat x (Lo2) = 356 Ibf Third opening: 03 = va3 x (Lo3) = 782 Ibf 4. Corner forces Fl = Ol(Ll)/(Ll+L2) = 372 Ibf F2 = Ol(L2)/(Ll+L2) = 411 Ibf F3 = 02(L2)/(L2+L3) = 182 Ibf F4 = 02(L3)/(L2+L3) = 1731bf F5 = 03(L3)/(L3+L4) = 391 Ibf F6 = 03(L4)/(L3+L4) = 391 Ibf S. Tributary length of openings T1= (Ll*Lol)/(Ll+L2) = 2.61 ft T2 = (L2*Lol)/(Ll+L2) = 2.89 ft T3 = (L2*Lo2)/(L2+L3) = 1.28 ft T4 = (L3*Lo2)/(L2+L3) = 1.22 ft T5 = (L3*Lo3)/(L3+L4) = 2.75 ft T6 = (L4*Lo3)/(L3+L4) = 2.75 ft upenmg 3 ha3 1.50 ft ho3 4.00ft hb3 2.75 ft Lo3 5.50 ft Factor method P2=hJL2= 0.76 N/A P3=hJL3= 0.80 N/A P4=hJL4= 0.80 N/A 6. Unit shear beside opening v1= (V/L)(Ll+Tl)/L1 = 114 plf v2 = (V/L)(T2+L2+T3)/L2 = 131 plf v3 = (V/L)(T4+L3+T5)/L3 = 131 plf v4 = (V/L)(T6+L4)/L4 = 114 plf Check vl*Ll+v2*L2+v3*L3+v4*L4=V? 2455 lbf OK 7. Resistance to corner forces R1=v1*L1= 5401bf R2=v2*L2= 6901bf R3=v3*L3= 6571bf R4=v4*L4= 5681bf 8. Difference corner force + resistance RI-F1= 1681bf 1124243 = 97 Ibf 1134445 = 93 Ibf R4-F6= 1771bf 9. Unit shear in corner zones vc1 = (RI-Fl)/Ll = 35 plf vc2 = (R2-F2-F3)/L2 = 19 plf vc3 = (R3-F4-F5)/L3 = 19 plf vc4 = (R4-F6)/L4 = 35 plf 37 of 45 Project Information Code: Date: Client: Wall Line: 2F.2.1 Check Summary of Shear Values for Three Openings Line 1: vcl(h,l+hbl)+vl(h,l)=H? 150 454 6051bf Line 2:va1(h,1+hb1)-vc1(h,1+hb1)-v1(h,l)=0? 605 150 454 0 Line 3:vc2(h,l+hbl)+v2(h,l)-val(h,l+hbl)=0? 79 526 605 0 Line 4: va2(h,2+hb2)-v2(ho2)-vc2(h,2+hb2)=0? 605 526 79 0 Line 5: va2(ha2+hb2)-vc3(h,2+hb2)-v3(ho2)=0? 605 79 526 0 Line 6: va3(h,3+hb3)-v3(hp3)-vc3(h,3+hb3)=0? 605 526 79 0 Line 7: va3(h,3+hb3)-vc4(h,3+hb3)-v4(hp3)=0? 605 150 454 0 Line 8: vc4(ha3+hb3)+v4(ho3)=H? 150 454 6051bf Req. Sheathing Capacity Req. Strap Force Req. HD Force (Hj Req. Shear Wall Anchorage Force (V-1 Summa *The Design Summary assumes that the shear wall is designed as blocked. 38 of 45 Project Information Code: Date: Designer: Client: Project: Wall Line: 2F.4.4 Ll(ft) V (lb) Lol(ft) L2(ft) P x c s L. N(ft) Shear Wall Calculation Variables V 18741bf Opening 1 Adj. Factor Method =1 2bs/I Ll 10.00 ft h.1 1.50 ftj Wall Pier Aspect Ratio Adj. Fai L2 6.25 ft h, 3.75 ft Pl=ha L1= 0.38 N/A h..,,9.00 ft hb 3.75 ft P2=hJL2= 0.60 N/A Lwau 25.25 ft Lol 9.00 ft 1. Hold-down forces: H = Vhw,ii/L„„ ii 668 lbf 2. Unit shear above + below opening First opening: val = vb1 = H/(h,+hb) = 127 plf 3. Total boundary force above +below openings First opening: Ol=valx(Lol)= 1145 lbf 4. Corner forces F1=01(Ll)/(L1+L2)= 705 lbf F2=01(L2)/(Ll+L2)= 440 lbf S. Tributary length of openings T1 = (L1*Lol)/(Ll+L2) = 5.54 ft T2 = (L2*Lol)/(Ll+L2) = 3.46 ft 6. Unit shear beside opening v1= (V/L)(Ll+T1)/L1 = 115 plf v2 = (V/L)(T2+L2)/L2 = 115 plf Check vl*Ll+v2*L2=V? 18741bf OK 7. Resistance to corner forces R1=v1*L1= 1153 lbf R2=v2*L2= 721 lbf 8. Difference corner force + resistance RI-F1= 4491bf R2-F2= 2801bf 9. Unit shear in corner zones vc1 = (RI-F1)/L1 = 45 plf vc2 = (R2-F2)/L2 = 45 plf Check Summary of Shear Values for One Opening Line 1: vc1(h,+hb)+v1(h,)=H? 235 432 668 Ibf Line 2: va1(h,+hb)-vc1(h,+hb)-v1(ho)=0? 668 235 432 0 Line 3: va1(h,+hb)-vc2(h,+hb)-v1(hj=0? 668 235 432 0 Line 4: vc2(h,+hb)+v2(h,)=H? 235 432 6681bf Design Summary* Req. Sheathing Capacity 127 plf Req. Strap Force 705 Ibf Req. HD Force (H) 668 Ibf Req. Shear Wall Anchorage Force (vm„) 74 plf *The Design Summary assumes that the shear wall is designed as blocked. 39 of 45 Project Information Code: Date: Designer: Client: Project: Wall Line: 2F.4.2 L3(ft) Lol(ft) L2(ft) v (Ib) P x c s L. N(ft) Shear Wall Calculation Variables VI 1421 lbf Opening 1 Adj. Factor Method =1 2bs/I Ll 7.25 ft h.1 3.50 ftj Wall Pier Aspect Ratio Adj. Fa( L2 7.75 ft ho 5.00 ft Pl=ha Ll= 0.69 N/A h..,,11.50 ft hb 3.00 ft P2=hJL2= 0.65 N/A Lwau 23.50 ft Lol 8.50 ft 1. Hold-down forces: H = Vhwaii/L„,aii 696 lbf 6. Unit shear beside opening v1= (V/L)(Ll+T1)/L1 = 95 plf 2. Unit shear above+ below opening v2 = (V/L)(T2+L2)/L2 = 95 plf First opening: val = vb1 = H/(h,+hb) = 107 plf Check vl*Ll+v2*L2=V? 1421 Ibf OK 3. Total boundary force above +below openings 7. Resistance to corner forces First opening: Ol=valx(Lol)= 910lbf R1=v1*L1= 6871bf R2=v2*L2= 7341bf 4. Corner forces F1=01(Ll)/(L1+L2)= 440 lbf 8. Difference corner force + resistance F2=01(L2)/(Ll+L2)= 470 lbf RI-F1= 2471bf R2-F2= 2641bf S. Tributary length of openings T1 = (L1*Lol)/(Ll+L2) = 4.11 ft 9. Unit shear in corner zones T2 = (L2*Lol)/(Ll+L2) = 4.39 ft vc1 = (RI-F1)/L1 = 34 plf v (Ib) vc2 = (R2-F2)/L2 = 34 plf Check Summary of Shear Values for One Opening Line 1: vc1(h,+hb)+v1(ho)=H? 222 474 6961bf Line 2: va1(h,+hb)-vc1(h,+hb)-v1(ho)=0? 696 222 474 0 Line 3: va1(ha+hb)-vc2(ha+hb)-v1(hj=0? 696 222 474 0 Line 4: vc2(h,+hb)+v2(h,)=H? 222 474 6961bf Design Summary* Req. Sheathing Capacity 107 plf Req. Strap Force 470 Ibf Req. HD Force (H) 696 Ibf Req. Shear Wall Anchorage Force (vm„) 60 plf *The Design Summary assumes that the shear wall is designed as blocked. 40 of 45 Project Information Code: Date: Designer: Client: Project: Wall Line: 2F.4.3 Shear Wall Calculation Variables VI IUJ4 10ti Opening 1 upening z Aaj. Factor Metnoa = 2os/n Ll 3.50 ft halA5.00 ha2 2.25 ft Wall Pier Aspect Ratio Adj. Factor L2 4.00 ft h j ho2 5.00 ft P1=hdL1= 1.43 N/A L3 4.00 ft hbl hb2 1.75 ft P2=hdL2= 1.25 N/A hwau 9.00 ft Lol Lo2 2.00 ft P3=hdL3= 1.25 N/A Lwau 18.50 ft 1. Hold-down forces: H = Vh_11/4va11 503 Ibf 6. Unit shear beside opening 2. Unit shear above + below opening v1 = (V/L)(Ll+Tl)/L1= 93 plf First opening: val = vbl = H/(hal+hbl) = 126 plf v2 = (V/L)(T2+L2+T3)/L2 = 107 plf Second opening: vat = vb2 = H/(ha2+hb2) = 126 plf v3 = (V/L)(T4+L3)/L3 = 70 plf Checkvl*Ll+v2*L2+v3*L3=V? 10341bf OK 3. Total boundary force above + below openings First opening: 01= val x (Lol) = 629 Ibf 7. Resistance to corner forces Second opening: 02 = vat x (Lo2) = 251 Ibf R1 = v1*L1= 326 Ibf R2=v2*L2= 4281bf 4. Corner forces R3 = v3*L3 = 279 Ibf Fl = Ol(Ll)/(Ll+L2) = 293 Ibf F2 = Ol(L2)/(Ll+L2) = 335 Ibf S. Difference corner force + resistance F3=02(L2)/(L2+L3)= 1261bf R1-F1= 33 lbf F4=02(L3)/(L2+L3)= 1261bf R2-F2-F3= -331bf R3-F4= 1541bf S. Tributary length of openings T1= (Ll*Lol)/(Ll+L2) = 2.33 ft 9. Unit shear in corner zones T2 = (L2*Lol)/(Ll+L2) = 2.67 ft vcl = (Rl-Fl)/L1= 9 plf T3 = (L2*Lo2)/(L2+L3) = 1.00 ft vc2 = (R2-F2-F3)/L2 = -8 plf T4 = (L3*Lo2)/(L2+L3) = 1.00 ft vc3 = (R3-F4)/L3 = 38 plf V fib) g € ———— I. (1b) H(Ib) Check Summary of Shear Values for Two Openings Line 1: vc1(hal+hbl)+v1(ho1)=H? 37 466 503 Ibf Line 2: va1(hal+hbl)-vcl(hal+hbl)-vl(hol)=0? 503 37 466 0 Line 3: vc2(h,l+hb1)+v2(hol)-val(hal+hbl)=0? -33 536 503 0 Line 4: va2(ha2+hb2)-v2(ho2)-vc2(ha2+hb2)=0? 503 536 -33 0 Line 5: va2(ha2+hb2)-vc3(ha2+hb2)-v3(ho2)=0? 503 154 349 0 Line 6: vc3(ha2+hb2)+v3(ho2) = H? 154 349 503 Ibf Design Summary* Req. Sheathing Capacity 126 plf Req. Strap Force 335 Ibf Req. HD Force 503 Ibf Req. Shear Wall Anchorage Force 56 plf *The Design Summary assumes that the shear wall is designed as blocked. 41 of 45 Project Information Code: Date: Designer: Client: Project: Wall Line: 2F.4.4 L3(ft) Lol(ft) L2(ft) v (Ib) P x c s L. N(ft) Shear Wall Calculation Variables V 18741bf Opening 1 Adj. Factor Method =1 2bs/I Ll 10.00 ft h.1 3.50 ftj Wall Pier Aspect Ratio Adj. Fai L2 10.00 ft h, 5.00 ft Pl=ha L1= 0.50 N/A h..,,11.50 ft hb 3.00 ft P2=hJL2= 0.50 N/A Lwau 29.00 ft Lol 9.00 ft 1. Hold-down forces: H = Vhw,ii/L„„ ii 743 lbf 6. Unit shear beside opening v1= (V/L)(Ll+T1)/L1 = 94 plf 2. Unit shear above +below opening v2 = (V/L)(T2+L2)/L2 = 94 plf First opening: val = vb1 = H/(h,+hb) = 114 plf Check vl*Ll+v2*L2=V? 1874 lbf OK 3. Total boundary force above +below openings 7. Resistance to corner forces First opening: Ol=valx(Lol)= 1029 lbf R1=v1*L1= 9371bf R2=v2*L2= 9371bf 4. Corner forces F1=01(Ll)/(L1+L2)= 514 lbf 8. Difference corner force + resistance F2=01(L2)/(Ll+L2)= 514 lbf RI-F1= 4221bf R2-F2= 4221bf S. Tributary length of openings T1 = (L1*Lol)/(Ll+L2) = 4.50 ft 9. Unit shear in corner zones T2 = (L2*Lol)/(Ll+L2) = 4.50 ft vc1 = (RI-F1)/L1 = 42 plf V (Ib) vc2 = (R2-F2)/L2 = 42 plf Check Summary of Shear Values for One Opening Line 1: vc1(h,+hb)+v1(h,)=H? 275 468 743 Ibf Line 2: va1(h,+hb)-vc1(h,+hb)-v1(ho)=0? 743 275 468 0 Line 3: va1(h,+hb)-vc2(h,+hb)-v1(hj=0? 743 275 468 0 Line 4: vc2(h,+hb)+v2(h,)=H? 275 468 7431bf Design Summary* Req. Sheathing Capacity 114 plf Req. Strap Force 514 lbf Req. HD Force (H) 743 Ibf Req. Shear Wall Anchorage Force (vm„) 65 plf *The Design Summary assumes that the shear wall is designed as blocked. 42 of 45 Project Information Code: Date: Designer: Client: Project: Wall Line: 1F.4.2 L3(ft) Lol(ft) L2(ft) v (Ib) P x c s L. N(ft) Shear Wall Calculation Variables VI 1558lbf Opening 1 Adj. Factor Method =1 2bs/I Ll 4.25 ft h.1 1.50 ftj Wall Pier Aspect Ratio Adj. Fa( L2 4.25 ft ho 4.25 ft Pl=ha L1= 1.00 N/A h..,,8.50 ft hn 2.75 ft P2=hJL2= 1.00 N/A Lwau 17.50 ft Lol 9.00 ft 1. Hold-down forces: H = Vhwaii/L„,aii 757 lbf 6. Unit shear beside opening v1= (V/L)(Ll+T1)/L1 = 183 plf 2. Unit shear above+ below opening v2 = (V/L)(T2+L2)/L2 = 183 plf First opening: val = vb1 = H/(h,+hb) = 178 plf Check vl*Ll+v2*L2=V? 1558 Ibf OK 3. Total boundary force above +below openings 7. Resistance to corner forces First opening: Ol=valx(Lol)= 1603 lbf R1=v1*L1= 7791bf R2=v2*L2= 7791bf 4. Corner forces F1=01(Ll)/(L1+L2)= 801 lbf 8. Difference corner force + resistance F2=01(L2)/(Ll+L2)= 801 lbf RI-F1= -221bf R2-F2= -221bf S. Tributary length of openings T1 = (L1*Lol)/(Ll+L2) = 4.50 ft 9. Unit shear in corner zones T2 = (L2*Lol)/(Ll+L2) = 4.50 ft vc1 = (RI-F1)/L1 = -5 plf v (Ib) vc2 = (R2-F2)/L2 = -5 plf Check Summary of Shear Values for One Opening Line 1: vc1(h,+hb)+v1(ho)=H? -22 779 7571bf Line 2: va1(h,+hb)-vc1(h,+hb)-v1(ho)=0? 757 -22 779 0 Line 3: va1(ha+hb)-vc2(ha+hb)-v1(hj=0? 757 -22 779 0 Line 4: vc2(h,+hb)+v2(h,)=H? -22 779 7571bf Design Summary* Req. Sheathing Capacity 183 plf Req. Strap Force 801 lbf Req. HD Force (H) 757 Ibf Req. Shear Wall Anchorage Force (vm„) 89 plf *The Design Summary assumes that the shear wall is designed as blocked. 43 of 45 Project Information Code: Date: Designer: Client: Project: Wall Line: 1F.4.3 Ll(ft) V (lb) Lol(ft) L2(ft) P x c s L. N(ft) Shear Wall Calculation Variables VI 1925 lbf Opening 1 Adj. Factor Method =1 2bs/I Ll 6.50 ft h.1 2.00 ftj Wall Pier Aspect Ratio Adj. Fa( L2 4.50 ft ho 4.75 ft Pl=ha L1= 0.73 N/A hwau 9.00 ft hb 2.25 ft P2=hJL2= 1.06 N/A Lwau 19.00 ft Lol 8.00 ft 1. Hold-down forces: H = Vhw,ii/L„„ ii 912 lbf 2. Unit shear above + below opening First opening: val = vb1 = H/(h,+hb) = 215 plf 3. Total boundary force above +below openings First opening: Ol=valx(Lol)= 1716 lbf 4. Corner forces F1=01(Ll)/(L1+L2)= 1014 lbf F2=01(L2)/(Ll+L2)= 702 lbf S. Tributary length of openings T1 = (L1*Lol)/(Ll+L2) = 4.73 ft T2 = (L2*Lol)/(Ll+L2) = 3.27 ft 6. Unit shear beside opening v1= (V/L)(Ll+T1)/L1 = 175 plf v2 = (V/L)(T2+L2)/L2 = 175 plf Check vl*Ll+v2*L2=V? 19251bf OK 7. Resistance to corner forces R1=v1*L1= 1137 lbf R2=v2*L2= 7871bf 8. Difference corner force + resistance RI-F1= 1231bf R2-F2= 85lbf 9. Unit shear in corner zones vc1 = (RI-F1)/L1 = 19 PH vc2 = (R2-F2)/L2 = 19 PH Check Summary of Shear Values for One Opening Line 1: vc1(h,+hb)+v1(h,)=H? 81 831 912 lbf Line 2: va1(h,+hb)-vc1(h,+hb)-v1(ho)=0? 912 81 831 0 Line 3: va1(h,+hb)-vc2(h,+hb)-v1(hj=0? 912 81 831 0 Line 4: vc2(h,+hb)+v2(h,)=H? 81 831 912 lbf Design Summary* Req. Sheathing Capacity 215 plf Req. Strap Force 10141bf Req. HD Force (H) 912 lbf Req. Shear Wall Anchorage Force (v,,,,) 101 plf *The Design Summary assumes that the shear wall is designed as blocked. 44 of 45 Project Information Code: Date: Designer: Client: Project: Wall Line: 1F.4.4 Ll(ft) V (lb) Lol(ft) L2(ft) P x c s L. N(ft) Shear Wall Calculation Variables V 1283 lbf Opening 1 Adj. Factor Method =1 2bs/I Ll 3.00 ft h.1 2.00 ftj Wall Pier Aspect Ratio Adj. Fac L2 3.25 ft h, 4.75 ft Pl=ha L1= 1.58 N/A h..,,9.00 ft hb 2.25 ft P2=hJL2= 1.46 N/A Lwau 14.25 ft Lol 8.00 ft 1. Hold-down forces: H = Vhw,ii/L„„ ii 811 lbf 2. Unit shear above + below opening First opening: val = vb1 = H/(h,+hb) = 191 plf 3. Total boundary force above +below openings First opening: Ol=valx(Lol)= 1526 lbf 4. Corner forces F1=01(Ll)/(L1+L2)= 732 lbf F2=01(L2)/(Ll+L2)= 793 lbf S. Tributary length of openings T1 = (L1*Lol)/(Ll+L2) = 3.84 ft T2 = (L2*Lol)/(Ll+L2) = 4.16 ft 6. Unit shear beside opening v1= (V/L)(Ll+T1)/L1 = 205 plf v2 = (V/L)(T2+L2)/L2 = 205 plf Check vl*Ll+v2*L2=V? 12831bf OK 7. Resistance to corner forces R1=v1*L1= 616 lbf R2=v2*L2= 6671bf S. Difference corner force + resistance RI-F1= -116 lbf R2-F2= -126 lbf 9. Unit shear in corner zones vc1 = (RI-F1)/L1 = -39 plf vc2 = (R2-F2)/L2 = -39 plf Check Summary of Shear Values for One Opening Line 1: vc1(h,+hb)+v1(h,)=H? -165 975 811 lbf Line 2: va1(h,+hb)-vc1(h,+hb)-v1(ho)=0? 811 -165 975 0 Line 3: va1(h,+hb)-vc2(h,+hb)-v1(hj=0? 811 -165 975 0 Line 4: vc2(h,+hb)+v2(h,)=H? -165 975 811 lbf Design Summary* Req. Sheathing Capacity 205 plf Req. Strap Force 793 Ibf Req. HD Force (H) 811 lbf Req. Shear Wall Anchorage Force (vm„) 90 plf *The Design Summary assumes that the shear wall is designed as blocked. 45 of 45 Project Information Code: Date: Designer: Client: Project: Wall Line: 1F.4.5 Ll(ft) V (lb) Lol(ft) L2(ft) P x c s L. N(ft) Shear Wall Calculation Variables VI 1300lbf Opening 1 Adj. Factor Method =1 2bs/I Ll 3.50 ft h.1 2.00 ftj Wall Pier Aspect Ratio Adj. Fa( L2 3.50 ft ho 4.75 ft Pl=ha L1= 1.36 N/A hwau 9.00 ft hb 2.25 ft P2=hJL2= 1.36 N/A Lwau 18.50 ft Lol 11.50 ft 1. Hold-down forces: H = Vhw,ii/L„„ ii 632 lbf 2. Unit shear above + below opening First opening: val = vb1 = H/(h,+hb) = 149 plf 3. Total boundary force above +below openings First opening: Ol=valx(Lol)= 1711 lbf 4. Corner forces F1=01(Ll)/(L1+L2)= 856 lbf F2=01(L2)/(Ll+L2)= 856 lbf S. Tributary length of openings T1 = (L1*Lol)/(Ll+L2) = 5.75 ft T2 = (L2*Lol)/(Ll+L2) = 5.75 ft 6. Unit shear beside opening v1= (V/L)(Ll+T1)/L1 = 186 plf v2 = (V/L)(T2+L2)/L2 = 186 plf Check vl*Ll+v2*L2=V? 13001bf OK 7. Resistance to corner forces R1=v1*L1= 6501bf R2=v2*L2= 6501bf 8. Difference corner force + resistance RI-F1=-2061bf R2-F2=-2061bf 9. Unit shear in corner zones vc1 = (RI-F1)/L1 = -59 plf vc2 = (R2-F2)/L2 = -59 plf Check Summary of Shear Values for One Opening Line 1: vc1(h,+hb)+v1(h,)=H? -250 882 632 Ibf Line 2: val(h,+hb)-vcl(h,+hb)-vl(ho)=O? 632 -250 882 0 Line 3:val(h,+hb)-vc2(h,+hb)-vl(hj=O? 632 -250 882 0 Line 4: vc2(h,+hb)+v2(h,)=H? -250 882 632 lbf Design Summary* Req. Sheathing Capacity 186 plf Req. Strap Force 856 Ibf Req. HD Force (H) 632 Ibf Req. Shear Wall Anchorage Force (vm„) 70 plf *The Design Summary assumes that the shear wall is designed as blocked.