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REVIEWED RESUB 1-BLD2023-0665+Structural_Calculations+8.29.2023_10.23.49_AM+3752677REVIEWED BY CITY OF EDMONDS GRAVITY CALCULATION 5 rLOR55 RE5IDENGE DE51GN LOADS [LOOK: LIVE: 40 PSF DEAD: 10 PSF ROOF: LIVE: 25 PSF DEAD: 15 PSF DECK: LIVE: 60PSF DEAD: 10 PSF SOIL FEARING: 1500 PSF 8985 REGISTERED ARCHITECT J RC SEN STATE OF WASHINGTON PREPARED EW: J3 ARCHITECTS LX 2061-412-OZID& or-31-2o2rl RESUB Aug 29 2023 BLD2023-0665 A Ail EXISTING 51NGLE FAMILY RE5IDENGE EXISTING SHEARWALL TD REMAIN: y/J NAILS @ 4" O.G. EDGES M I?" O.G. HELD W/ 5/8" ANCHORS O.G. 6 HDUS A �e HOLDOWN EA END. EXI5T. L VERIFY 5/8" 4`eMWZ EXI5TING TYPE X'G 'WB @ U GARAGE UNDER NEW 4 FOR f CLOSET.CH f �� __1] 1 FLOOR WNe ABOVE A EXISTING 5HEARWALLTO ry+� K REMAIN: b,4 NAILS @ G" EXI5T" GARAGE EXiS� OL W�'� & IZ" OG PIL3D W/ 5/e" ANCHORS O.G VZ" GM AT 0.05ET 2000# point load requires 1.3 sq ft bearing. WALL SHP-OATRIG i o Existing footing okay. EXI5TING 9HEARWALL O TO REMAIN: bJ NAILS L" @ G" O.G. EDGES & 12" O.G. FImD W/ 5/8" ANCHORS O.C. I I I I I WALK I I I I I E%15TING """WALL j EXISTING OHD TO REMAIN: gJ NAILS @ — - — - — - — - — - — !o" O.G EDGES & 12" O.G. HELD W/ 5/8" ANCHORS @ 5"-0' O.G EXISTING 5HEARWALL TO A EXI5TING 9HEARWALL TO REMAIN: bJ NAILS @ 4" REMAIN: 8J NAILS @ 4" OL. O.G EDGES J. 12" O.G EDGES L IZ" O.G. PIP1A W/ MELD W/ 5/8" ANCHORS 5/8" ANCHORS @ 9'-G" O.C. OG J. 5THD10 DRIVE & STHDI0 HOLDOWN EA END. HOLDOWN EA END. EXISTING ASPHALT T 5ImFOON M5T02$ NCW TOP M TO REMOVE TRU55 TAI LOWER 4.10 OUTL TO CX ADI BeamChek v2022 licensed to: J3 Architects LLC Reg # 5234-65730 f FLORES FLOOR BM Selection Data Attributes Actual Critical Status Ratio Values Adiustments Date: 5/31 /23 5-1/8x 10-1/2 GLB 24F-V4 DF/DF Lu = 0.0 Ft NDS 2018 Min Bearing Area R1= 3.1 in R2= 3.1 in (1.5) DL Defl= 0.28 in Recom Camber= 0.43 in Beam Span 14.0 ft Reaction 1 ILL 879 # Reaction 2 ILL 879 # Beam Wt per ft 13.08 # Reaction 1 TL 1987 # Reaction 2 TL 1987 # Bm Wt Included 183 # Maximum V 1987 # Max Moment 10400'# Max V (Reduced) 1861 # TL Max Defl L / 240 TL Actual Defl L / 370 ILL Max Defl L / 360 ILL Actual Defl L / 985 Section (in') Shear (in 2) TL Defl (in) ILL Defl 94.17 53.81 0.45 0.17 52.00 11.63 0.70 0.47 OK OK OK OK 55% 22% 65% 37% Fb (psi) ry (psi) E (psi x mu) Fc— (psi) Reference Values 2400 240 1.8 650 Adjusted Values 2400 240 1.8 650 Cv Volume 1.000 Cd Duration 1.00 1.00 Cr Repetitive 1.00 Ch Shear Stress N/A Cm Wet Use 1.00 1.00 1.00 1.00 Cl Stability 1.0000 Rb = 0.00 Le = 0.00 Ft Loads Uniform ILL: 40 Uniform TL: 50 = A Point ILL Point TL Distance Par Unif TL Start End 1198 B = 1970 7.0 H = 80 0 14.0 H Uniform Load A Pt loads: 0 0 R1 = 1987 R2 = 1987 SPAN =14FT Uniform and partial uniform loads are Ibs per lineal ft. BeamChek v2022 licensed to: J3 Architects LLC Reg # 5234-65730 2 FLORES FLR FRAMING Date: 5/31/23 Selection 1-3/4x 9-1/4 1.55E TJ TimberStrand LSL @ 24 in oc Lu = 0.0 Ft Conditions NDS 2018, Repetitive Use Min Bearing Area R1= 0.8 in R2= 0.8 in (1.5) DL Defl= 0.07 in Data Beam Span 14.0 ft Reaction 1 LL 560 # Reaction 2 LL 560 # Beam Wt per ft 0 # Reaction 1 TL 700 # Reaction 2 TL 700 # Bm Wt Included 0 # Maximum V 700 # Max Moment 2450'# Max V (Reduced) 661 # TL Max Defl L / 240 TL Actual Defl L / 633 LL Max Defl L / 360 LL Actual Defl L / 871 Attributes Actual Critical Status Ratio Values Adiustments Loads Section (in') Shear (in 2) TL Defl (in) LL Defl 24.96 16.19 0.27 0.19 11.87 3.20 0.70 0.47 OK OK OK OK 48% 20% 38% 41% Fb (psi) Fv (psi) E (psi x mil) Fc L (psi) Reference Values 2325 310 1.6 900 Adjusted Values 2477 310 1.6 900 CF Size Factor 1.024 Cd Duration 1.00 1.00 Cr Repetitive 1.04 Ch Shear Stress N/A Cm Wet Use 1.00 1.00 1.00 1.00 Cl Stability 1.0000 Rb = 0.00 Le = 0.00 Ft Uniform LL: 40 Uniform TL: 50 = A Uniform Load A 0 0 R1 = 700 R2 = 700 SPAN =14FT Uniform and partial uniform loads are Ibs per lineal ft. BeamChek v2022 licensed to: J3 Architects LLC Reg # 5234-65730 3 FLORES FLR FRAMING Date: 5/31/23 Selection (2) 2x 8 DF-L #1 Lu = 0.0 Ft Conditions NDS 2018 Min Bearing Area R1= 0.6 in R2= 0.6 in (1.5) DL Defl= 0.12 in Data Beam Span 14.0 ft Reaction 1 LL 280 # Reaction 2 LL 280 # Beam Wt per ft 5.29 # Reaction 1 TL 387 # Reaction 2 TL 387 # Bm Wt Included 74 # Maximum V 387 # Max Moment 1354'# Max V (Reduced) 354 # TL Max Defl L / 240 TL Actual Defl L / 501 LL Max Defl L / 360 LL Actual Defl L / 788 Attributes Actual Critical Status Ratio Values Adiustments Loads Section (in') Shear (inZ) TL Defl (in) LL Defl 26.28 21.75 0.34 0.21 13.54 2.95 0.70 0.47 OK OK OK OK 52% 14% 48% 46% Fb (psi) Fv (psi) E (psi x mil) Fc L (psi) Reference Values 1000 180 1.7 625 Adjusted Values 1200 180 1.7 625 CF Size Factor 1.200 Cd Duration 1.00 1.00 Cr Repetitive 1.00 Ch Shear Stress N/A Cm Wet Use 1.00 1.00 1.00 1.00 Cl Stability 1.0000 Rb = 0.00 Le = 0.00 Ft Uniform LL: 40 Uniform TL: 50 = A Uniform Load A 0 0 R1 = 387 R2 = 387 SPAN =14FT Uniform and partial uniform loads are Ibs per lineal ft. 4 BeamChek v2022 licensed to: J3 Architects LLC Reg # 5234-65730 FLORES POST Prepared by: Date: 5/31/23 Selection (3) 2x 4 Hem -Fir #2 Nailed Built -Up Wood Column Conditions NDS 2018, Using values for 2x and 4x solid sawn, Dimension Lumber. Laminate built-up nailed columns per NDS 15.3.3.1 or per local code. Data Load 2000 # Column Area 15.75 in Kf 1.00 Actual Height 7.0 ft led1 Effective Ht 84 in c 0.80 Unbraced L1 7.0 ft le d2 Effective Ht 84 in KcE 0.30 Unbraced L2 7.0 ft Ke Buckling Mode 1.0 FcE 678 Attributes and Values Controlling d is 3.5 inches Fc 11 (psi) E (psi x mil) Reference Values 1300 1.3 le/d psi Area (in2) Adjusted Values 598 1.3 Actual 24 127 15.75 CF Size Factor 1.15 Critical 50 598 3.34 Cd Duration 1.00 Status OK OK OK Cm Wet Use 1.00 1.00 Ratio 48% 21 % 21 % Cp Stability 0.40 Note: A wood plate under this column must have an Fc value, perpendicular to the grain, greater than 127 psi. BeamChek v2022 licensed to: J3 Architects LLC Rep # 5234-65730 5 FLORES RIDGE Date: 5/31 /23 Selection 4x 8 DF-L #2 Lu = 0.0 Ft Lu @OH = 0.0 Ft Conditions NDS 2018, Overhang Min Bearing Area R1= 1.5 in R2= 3.1 in (1.5) DL Defl= -0.05 in. Data Attributes Actual Critical Status Ratio Beam Span 7.6 ft Reaction 1 LL 587 # Reaction 2 LL 1198 # Beam Wt per ft 6.17 # Reaction 1 TL 960 # Reaction 2 TL 1959 # Bm Wt Included 63 # Maximum V 1215 # Overhang Length 2.6 ft Max Moment 1610'# Max V (Reduced) 1042 # Total Beam Length 10.2 ft TL Max Defl L / 240 TL Actual Defl L / 887 OH TL Actual Defl L / 588 LL Max Defl L / 360 LL Actual Defl L / >1000 OH LL Actual Defl L / < -1000 Fb (psi) Fv (psi) E (psi x mil) Fc L (psi) Values Reference Values 900 180 1.6 _ 625 Adjusted Values 1170 180 1.6 625 Adiustments CF Size Factor 1.300 Cd Duration 1.00 1.00 Cr Repetitive 1.00 Ch Shear Stress N/A Cm Wet Use Cl Stability 1.00 1.0000 Rb = 1.00 0.00 Le = 1.00 0.00 Ft 1.00 Cl Stability @ OH 1.0000 Rb = Loads Uniform LL: 175 0.00 Le = 0.00 Ft Uniform TL: 280 = A (Uniform Ld on Backspan Par Unif LL Par Unif TL Start End 175 K = 280 (OH) 0 2.6 Uniform Load A I K R1 = 960 R2 = 1959 BACKSPAN = 7.6 FT OH = 2.6 FT Uniform and partial uniform loads are Ibs per lineal ft. Overhanging load distances are from R2. BeamChek v2022 licensed to: J3 Architects LLC Reg # 5234-65730 FLORES RIDGE Date: 5/31 /23 Selection 2x 12 HF #2 Lu = 0.0 Ft Conditions NDS 2018 Min Bearing Area R1= 2.7 in R2= 2.7 in (1.5) DL Defl= 0.05 in Data Beam Span 7.6 ft Reaction 1 ILL 665 # Reaction 2 ILL 665 # Beam Wt per ft 4.1 # Reaction 1 TL 1080 # Reaction 2 TL 1080 # Bm Wt Included 31 # Maximum V 1080 # Max Moment 2051 '# Max V (Reduced) 813 # TL Max Defl L / 240 TL Actual Defl L / 831 ILL Max Defl L / 360 ILL Actual Defl L / >1000 Attributes Actual Critical Status Ratio Values Adiustments Loads Section (in') Shear (in 2) TL Defl (in) ILL Defl 31.64 16.88 0.11 0.06 28.96 8.13 0.38 0.25 OK OK OK OK 92% 48% 29% 22% rb (psi) ry (psi) t (psi x mu) rc! (psi) Reference Values 850 150 1.3 405 Adjusted Values 850 150 1.3 405 CF Size Factor 1.000 Cd Duration 1.00 1.00 Cr Repetitive 1.00 Ch Shear Stress N/A Cm Wet Use 1.00 1.00 1.00 1.00 Cl Stability 1.0000 Rb = 0.00 Le = 0.00 Ft Uniform ILL: 175 Uniform TL: 280 = A Uniform Load A 0 0 R1 = 1080 R2 = 1080 SPAN = 7.6 FT Uniform and partial uniform loads are Ibs per lineal ft. 6 Flores Residence Project Number: 20-168 19804 81 st Place West Edmonds, WA 98026 Structural Calculations (Lateral Only) Calculations................................................S1 — S53 AL�G 5/23/23 Reviewed by: Nabil Kausal-Hayes, PE 206-601-9728 www.nkhengineering.com Prepared By: Allen Rishel, EIT May 23rd, 2023 NKH ENGINEERING Background PROJECT: Flores Residence DESIGNER: NKH &AKR DATE: May 22nd, 2023 JOB #: 20-168 PROJECT SUMMARY & DESIGN CRITERIA Project Summary: This is an addition on an existing single story, wood framed house for the Flores Family in Kenmore, WA. The structure consists of wood roof & floor trussesjoists bearing on wood framed walls, posts, & beams. The house is supported by existing concrete stem walls & shallow spread footings. This project is designed in accordance with the 2018 International Building Code along with the codes listed below and corresponding state & city/county amendments. Notes: All input variables are highlighted in yellow, resources bolded, and links to resources bolded and underlined. Areas highlighted in blue are code/design checks and green - unity checks. Resources: -American Wood Council (AWC). (2018). "National Design Specifications for Wood Construction (NDS)." -American Wood Council (AWC). (2015). "Special Design Provisions for Wind and Seismic (SDWS)." -American Concrete Institute (ACI). (2014). "Building Code Requirements for Structural Concrete (ACI 318-14)." -American Institute of Steel Construction (AISC). (2016). "Steel Construction Manual." 15th Ed. -American Society of Civil Engineers (ASCE). (2016). "Minimum Design Loads for Buildings and Other Structures." -StateofWashington (2018)."International Building Code (IBC)." -American Society of Civil Engineering (ASCE). "ASCE Hazard Tool' https://asce7hazardtool.online/ Material Properties Soil: -Soil Bearing Pressure (min per IBC1806.2) -Frost Depth -Active & Passive Soil Pressure Concrete: -Compressive Strength -Density, Normal Weight -Density, Light Weight -Reinforcing Steel, ASTM A615 Steel: - Modulus of Elasticity -Anchor Rods/Bolts, ASTM A307 Shear & Tension Yield Strength Wood: -Solid Sawn Joists, Beams, Headers, & Studs -Glulam Beams pbrg:= 1500psf FD:= 12in qa := 35• pcf qp := 250• pcf fc:= 2500psi _Yconc:= 150pcf 'yconc LW 115pcf r:= 60ksi Ec:= 29000ksi Fnv:= 24ksi Fnt:= 45ksi DF-L #1 6x & Larger, DF-L#2 All Other (UNO) 24F-V4 (Simple Span), 24F-V8 (Cont/Cantilever) 01_Summary _ Design Criteria.xmcd Gravity Loadin Roof Dead Load Roofing R := 1.5• psf Insulation I:= 2.0•psf Ceiling C := 2• psf Sheathing t:= 0.5in SH:= t ).0.4•psf = (.125in) 1.6•psf Structural Members S:= 2.5•psf Lights L:= 1-psf Mechanical M := 1.5• psf Misc. MISC := 2.9• psf DLr f := R + I + C + SH + S + L + M + MISC DLr f = 15• psf Seismic Roof Dead Load SDLrf := DLrf — MISC = 12.1 psf SDLrf = 12psf Floor Dead Load Flooring F := 1.5• psf Insulation I:= 2.0•psf Ceiling C := 0• psf Sheathing t:= 0.75in SH:=(. t 1.0.4•psf =2.4•psf 125in Structural Members S:= 3.4•psf Lights L:= 1-psf Mechanical M := 1.5• psf Misc. MISC := 3.2• psf DL flr := R + I + C + SH + S + L + M + MISC DL flr = 15• psf Seismic Roof Dead Load SDLflr:= DLflr = 15 psf SDLflr = 15•psf Wall Dead Loads Exterior Wood pext w:= 1Opsf Interior Wood pint := 9psf Live Loads Roof LLr f : = 20• psf Roof Snow Load Floor Live Load LLflr:= 40psf Deflection Criteria L L Arf TL:= Arf LL:= L Aflr TL:= Aflr LL'= L 240 360 360 480 DLpv:= Opsf SL:= 25psf 01_Summary _ Design Criteria.xmcd NKH ENGINEERING ❑► References Lateral Summary General Risk Cat.: IV (ref. 1.5-1) L:= 6111 B := 48.511 hrf := 1611 hp:= Oft hwall 8 ft Lateral Analysis PROJECT: Flores Residence DESIGNER: NKH &AKR DATE: December 4th, 2020 JOB #: 20-168 LRFD Building Length SDLrf = 12• psf Seismic Roof Dead Load Building Width SDLflr = 15• psf Seismic Floor Dead Load Avg Roof Height pext w = 10• psf Exterior Stud Wall Load Parapet Height pint = 9• psf Interior Stud Wall Load Wall Height a := min(10%• B, 0.4hrf) = 4.85 ft Width of Pressure Coefficient Zone MWFRS (ASCE 7-16, Chapter 26 & 27) 0 := atan 3m = 14• deg Roof Slope 12in J Design Velocity Pressure - Enclosed/Partially Enlosed Buildings VW := 110 mph Basic Wind Speed (per figure 26.5-1A& city/county design criteria) Kd := 0.85 Directionality Factor (ref. section 26.6 & table 26.6-1) exp :_ 'B" Exposure Category (ref. section 26.7) Kzt:= 1.0 Topographic Factor (ref. section 26.8) KZ = 0.62 Velocity Pressure Exposure Coefficient (ref. table 26.10-1) qz := 0.00256• Kz Kzt Kd• Vw2• (psf) Velocity pressure (eq 27.3-1) qz = 16.3•psf 02_Lateral Analysis.xmcd Design Wind Pressure pw min 16psf Ge := 0.85 Walls Gc �:_ —0.85) pl 0.85 ) Minimum Design Pressure Gust Effect Factor (ref. section 26.9) Internal Pressure Coefficient (ref. table 26.11-1) Veolcity Pressure Evaluated at Mean Roof Height, h qh qz = 16.32• psf External Pressure Coefficients for Walls (ref. figure 27.4-1) L = 1.26 CPWW:— 0.8 Windward Wall Cp1w = —0•3 Leeward Wall B Design MWFRS Wind Pressures (eq 27.4-1) pw : = maf pw_min, max qh' FGe' (Cpww + Cplw) — GCpij = 20.8• psf Parapet (ref. section 27.4.5) GCpnw:= 1.5 Windward Combined Net Pressure Coefficient GCpnL:= —1.0 Leeward Combined Net Pressure Coefficient PP := iThp <— 0, Opsf, qz (GCpnw — GCpnL)l Combined Net Pressure on Parapet per, = 20.8• psf PP = 0• psf 02—Lateral Analysis.xmcd Design Wind Pressure (cont'd) Roof ( fig. 27.4-1) GC = (-0.85 1 pi 0.85 J hrf L Internal pressure coefficient (ref. table 26.11-1) External pressure coefficients for roofs (ref. figure 27.4-1) hrf — 0.26 C 0.5) L p (-0.5 J Veolcity pressure evaluated at mean roof height, h qh:= qz= 16.3•psf Design MWFRS wind pressure (ref. eq 27.4-1) 1 prfl := gh•(Ge m'n Cprf6.9 psf ) — GCpj _(-20.86.9J prf := max mi� prfl) I , Ima� prf2) ) = 20.81•psf Windward & leeward coefficients 6.9 ) prf2 := qh• (Ge ma4Cprf� — GCpi) _ (-20.8)psf prf horiz:= prf'sin(9) = 5•psf per, up := 0.6DLrf + 0-6(M*rfl, prf2)) Net uplift pressure (ASD) pW up =—3.5•psf Roof Overhangs Cpoh := —0•8 External pressure coefficients for roof overhangs (ref. 27.5.3) poh : = qz' (Ge- Cpoh) + m'#rfl, prf2) OHnet:= 0.6DLrf + o.Erpoh Net uplift pressure (ASD) Overhang pressure poh =— 31.9 psf OHnet = —10• psf 02—Lateral Analysis.xmcd C&C (perASCE 7-16, Chapter 30) Walls (ref. eq. 30.4-1 & figure 30.4-1) GCpw4 —(—I. 1.01 .—�1.01 exterior pressure coefficients GCpwS exterior pressure coefficients (corner zone) 1 I A ) pcc_w4pos = gh'(max(GCpw4) —GCpi) — 30.21 C 2.4 J psf pcc_w4neg:= gh'(min(GCpw4) — GCpi) _ 4.1 1 (-31.8) psf pcc_w5pos = gh'(max(GCpw 5) —GCpi) — 30.21 C 2.4 J psf pcc_w5pos:= gh'(min(GCpw5) — GCpi) _(-36.7 —9 1 ) psf Roofs (ref. eq. 30.4-1 & figure 30.4-213) Positive design wind pressure (ref. eq. 30.4-1) Negative design wind pressure Corner zone positive design wind pressure Corner zone negative design wind pressure Negative design wind pressure GCprl := —0.9 GCpr2:= —1.7 GCpr3 := —2.6 0.8 1 pcc rl := gh•(GC rl — GC i) = psf —28.6 _ p p� —28.6) pcc_r3 '= gh'(GCpr3 — GCpi) _ —56.3 J psf 13.9 1 pcc_r2 gh'(GCpr2 —GCpi) = (-41.6) psf Positive design wind pressure GCpr—pos 0.5 — 22 1 pcc_rpos := gh' (GCpr�os —GCpi) (-5.7) psf Wind Base Shear (Addition) Awall L z 388ft Aroof L 121 ft2 Vwu L pw Awall L + Aroof Lprf horiz Vwu T pw Awall T + Aroof Tprf horiz Awall T (35ft + 19.5ft)• 7ft VwuL = 8.7• kip VwuT = 8.5• kip Aroof T:= 38ft•3ft Longitudinal diaphragm shear Transverse diaphragm shear 02_Lateral Analysis.xmcd �►SGE WERICAN SOCIETY OF CIVIL ENGINEERS Address: 19320 67th Ave NE Kenmore, Washington 98028 ASCE 7 Hazards Report Standard: ASCE/SEl7-16 Latitude: 47.768441 Risk Category: II Longitude:-122.249808 Soil Class: C - Very Dense Elevation: 163.31817118418655 ft Soil and Soft Rock (NAVD 88) 1 li .* ,.. .— w. hn hftps:Hasce7hazardtool.online/ Page 1 of 3 Mon May 22 2023 E® AMERICAN SOCIM OF CIVIL ENGINEERS Seismic C - Very Dense Soil and Soft Rock Site Soil Class: Results: Ss 1.273 Sp, 0.447 S, 0.447 T L 6 Fa 1.2 PGA: 0.543 Fv 1.5 PGA M : 0.652 SMs 1.528 FPGA 1.2 SM1 0.67 le : 1 SIDS : 1.019 C" : 1.155 Seismic Design Category: D 1.6 MCER Response Spectrum 1.4 1.2 1.0 0.8 0.6 0.4 0.2 0 0 1 4 5 6 7 Sa(9) vs T(s) 1.6 1.4 1.2 1.0 0.8 0.6 0.4 0.2 MCER Vertical Response Spectrum Sa (g) vs T(s) 9 1 2 Design Response Spectrum 1.0 0.8 0.6 0.4 0.2 0 0 1 Sa(9) vs T(s) 1.0 0.9 0.8 0.7 0.6 0.5 0.4 0.3 0.2 0.1 4 5 6 7 Design Vertical Response Spectrum Sa(g) vs T(s) Data Accessed: Mon May 22 2023 Date Source: USGS Seismic Design Maps based on ASCE/SEI 7-16 and ASCE/SEI 7-16 Table 1.5-2. Additional data for site -specific ground motion procedures in accordance with ASCE/SEI 7-16 Ch. 21 are available from USGS. https://asce7hazardtoo1.onIine/ Page 2 of 3 Mon May 22 2023 Seismic Main Floor - Roof (perASCE 7-16,12.8) Basic Parameters • Equivalent Lateral Force Procedure (ELFP) • Site class: D • Seismic design category. D • Light Framed Wood Walls Sheathed w/ Wood Panels Is:= 1.0 SDS:= 1.019 R:= 6.5 QO := 2.5 Cd := 3.25 p:= 1.0 SDS Cs:= = 0.16 RI IS) SDI := 0.447 hn:= hrf = 16ft Ct : = 0.02 LRFD Seismic importance factor (ref. table 1.5-2) Design spectral acceleration parameter (ref. ATC summary report) Response modification factor - (ref. table 12.2-1) System overstrength factor (ref. table 12.2-1) Deflection amp. factor (ref. table 12.2-1) Redundancy factor (ref section 12.3.4) Seismic response coefficient (EQ. 12.8-2) SI := 0.447 < 0.6g therefore 12.8-6 does not apply Highest level of structure x:= 0.75 Table 12.8-2 h x Ta . = Ct ( ft� = 0.16 EQ 12.8-7 SDI Csmax Csmax = 0.43 Ta(R)— IS) Cs:= max(mi4CS, Csmax), 0.01) Cs = 0.157 0.5• SDI Cs —min RI — 0.03 \ IS) Cs wood= p' Cs EQ 12.8-6 Cs wood = 0.157 hwa11= 8 ft Wal height 02—Lateral Analysis.xmcd Seismic Base Shear Building Weights Contributing to Seismic Forces Diaphragms Wdiaphragm_rf 951ft2• SDLrf Wdiaphragm_flr (379 + 706)ft2• SDLfIr Wdiaphragm Wdiaphragm rf + Wdiaphragm flr Wals Wwalls_T (pext w + pint)Awall_T' 2 Wwalls_L (pext w + pint)Awall_L-2 ShearLoads Vsu Cs_wood* (Wdiaphragm + Wwalls_T + Wwalls_L) Lateral Summary (ASD) SeismidWind Shearwall Capacity Factor Csw_cap 310psf = 0.71 (ref. NDS Shearwall Capacities) 435psf Wind Seismic Wdiaphragm = 28. kip Wwalls_T = 14• kip Wwalls_L = 15• kip Vsu = 8.94• kip Transverse Vw T := 0.6Vwu_T Csw_cap = 3.641• kip Vs T := 0.7Vsu = 6.26• kip VT:= if(Vw T > Vs T, "WIND CONTROLS", "SEISMIC CONTROLS") _ "SEISMIC CONTROLS" Longitudinal Vw L:= 0.6Vwu L.Csw_cap = 3.71•kip Vs_L:= 0.7Vsu = 6.26•kip VL:= if(Vw L > Vs L, "WIND CONTROLS", "SEISMIC CONTROLS") _ "SEISMIC CONTROLS" 02_Lateral Analysis.xmcd Lateral Forces - Roof hwa11= 8 ft Average Wall Height hrf proj Oft Roof Projection Above Wall per, = 20.8•psf Design Wall Wind Pressure (ref. Wind Loading) prf horiz = 5• psf Design Roof Wind Pressure (ref. Wind Loading) Longitudinal Wall Line Reactions (Ref. Shear Wall Diagram) Reaction 1 tribl := 14ft _ 7 ft 2 RLrf 1 _ [Pw h wall + prf horiz' hrf�r0 trib I RLrf 1 = 0.72 kip Reaction 2 trib2 := 18ft = 9ft 2 RLrf 2 _ [P"� h tall +prf horiz' hrf_proj�' (mb1 + trib2) RLrf 2 = 1.66• kip Transverse Wall Line Reactions (Ref. Shear Wall Diagram) Reaction A tribA := 24.5ft + 6.33ft = 15.41 ft 2 RTrf A = Cpw h 2a111 +prf horiz' hrf_pro� J' tribA RTrf A = 1.59• kip Reaction 8 tribB := 6.33ft _ 3.17 ft 2 RTrf B Cpv C h tall +prf horiz' hrf_pro� l' (mbB) RTrf B = 0.31 kip 02_Lateral Analysis.xmcd Vertical Distribution of Seismic Forces - Roof Diaphragm (Per ASCE 7-16,12.8.3) Longitudinal Vsu = 8.94• kip Total Base Shear 1 1� Wdiaphragm rf + Wwalls L' 4 + Wwalls_T' 4 I Cvx_upper .= / = 0.33 Wdiaphragm + Wwalls_L + Wwalls_T) Vup Vsu' Cvx_upper Distributed Shear to Roof Vup = 2.95• kip Wall Line Seismic Force Reactions - Roof Longitudinal Reaction 1 1 RLrf 1 EL = 3 'Vup RLrf 1-EL — 0.98 kip — Reaction 2 2 RLrf 2—EL . = 3 ' Vup RLrf 2—EL = 1.97• kip Transverse Reaction A 1 RTrf A EL 2' Vup RTrf A_EL = 1.47• kip Reaction 8 1 RTrf B_EL . = 3 ' Vup RTrf B_EL = 0.98• kip 02—Lateral Analysis.xmcd Lateral Forces - Upper Floor/Garage Roof hwa11= 8 ft Average Wall Height per, = 20.8•psf Design Wall Wind Pressure (ref. Wind Loading) Longitudinal Wall Line Reactions (Ref. Shear Wall Diagram) Reaction 1 tribl:= 14ft =7ft 2 RLup_l [pw(hwall)l'RibI + RLrf 1 Reaction 2 trib2 := 14ft = 7 ft 2 RLup_2 [pw(hwall)l'trib2 + RLrf 2 Transverse Wall Line Reactions (Ref. Shear Wall Diagram) Reaction A tribA := 24.5ft + 24ft _ 24.25 ft 2 RTup_A [pw(hwall)l'tribA + RTrf A+ RTrf B' 2 2 24ft Reaction 8 tribB := = 12 ft 2 RTup_B [pw(hwall)l'(tribB) + RTrf B' 1 1 RLup_l = 1.89• kip RLup_2 = 2.82• kip RTup_A = 5.85• kip RTup_B = 2.11 • kip 02_Lateral Analysis.xmcd Vertical Distribution of Seismic Forces - Upper Floor Diaphragm (Per ASCE 7-16,12.8.3) Vsu = 8.94• kip Total Base Shear 1 1) Wdiaphragm_flr + Wwalls L' 2 + Wwalls_T' 2 CI vx main— / = 0.542 (Wdiaphragm + Wwalls_L + Wwalls_T) Vmain Vsu' Cvx_main Distributed Shear to Upper Floor Vmain = 4.84• kip Seismic Lateral Forces - Upper Floor Longitudinal Reaction 1 1 RLup_1_EL 3' Vmain + RLrf 1_EL RLup_1_EL = 2.6kip Reaction 2 2 RLup_2_EL : = 3 ' Vmain + RLrf 2_EL RLup_2_EL = 5.2• kip Transverse Reaction A 1 2 RTup_A_EL 2' Vmain + RTrf A_EL + RTrf B_EL' 3 RTup_A_EL = 4.55• kip Reaction 8 1 1 RTup_B_EL: = 3 ' Vmain + RTrf B_EL' 3 RTup_B_EL = 1.94• kip Lateral Summa 02_Lateral Analysis.xmcd E] Diaphragm Check Diaphragm Check (ref. ANSI/AF&PA SDPWS-2015) Aspect Ratio LT:= 32ft LL:= 22ft Length &width of diaphragm LL LL check : = if — > 4, "NG" , "OK" ratio : = — = 0.69 LT J LT Diaphragm Shear Shear capacities for 15/32"APA Rated OSB/Plywood Sheathing - Un-Blocked (ref. table 4.2A): QD:= 2.0 ASD reduction factor vs6 ub 430plf _ QD = 215• plf Allowable Seismic Shear Capacity- 10d's @ 6" oc Diaphragm LT = 32 ft Diaphragm length in transverse direction VdiaphT RTup_A_EL- 0.7 = 3.2• kip Diaphragm shear transverse direction LL = 22 ft Diaphragm length in transverse direction VdiaphL RLup_2_EL' 0.7 = 3.6• kip Diaphragm shear transverse direction Trans\nerse Shear check = "OK" VdiaphT VT:- := Diaphragm shear LL 6" Nailing v:= vT = 145•plf Check: = if( v <_ vs6 ub, "OK" , "NG!!"� Check = "OK" Use 6" nailing everywhere Longitudinal Shear VdiaphL vl.:= Diaphragm shear LT 6" Nailing v:= vT = 114•plf Check: = if( v <_ vs6 ub, "OK" , "NG!!"� Check = "OK" Use 6" nailing everywhere Use 15/32 APA Shtg w/ 10d nails @ 6"o.c. @ panel edges, 12" o.c. @ interior supports. 0 Diaphragm Check 02_Lateral Analysis.xmcd EX. K1 E) M. SUITE CD CD � 72" VANITY M. 15ATH A" S.D. OO EX. G.O. 0 EX. 2-4 � 2-4 uj N 0L05ET 1 o Iw Z R&51 .------------ swB PROJECT: Flores Residence DESCRIPTION: Upper Floor Shearwall Keyplan BY: AKR DATE: 5/23/2023 E] Upper Floor Shear Walls Shear Wall Check - Upper Floor to Roof (ref. ANSI/AF&PA SDPWS-2015) SW1 IN - PLANE SHEAR ht:= 8-ft Ls:= 7.67ft+ 13ft DLr f = 15• psf R : = RLr f 1 = 0.72• kip 14ft Wrf : = 2 pext w = 10•psf Wall height Total shear wall length Dead load of roof Reaction at wall line Tributary width of roof on wall Dead load of exterior walls w := 7.67ft Shear wall length Vrf f4 s Aspect Ratio (Blocked Shear Wall) ht ht - = 1.04 checkratio if — > 3.5, "NG" , "OK" ws ws J (WSP) := if ht ht Aspect ratio factor Ws ma's J Overturning Forces ws Vr f : = R• 0.6 Shear load at top of wall (ASD) Ls ) Mot Vrf. ht Overturning moment (ASD) Resisting Forces Prf : = DLrf' wrf' ( ma's) Roof load PW:= pext_w'(ht)-(`°s) Wall load w Mres : _ Prf + Pw)• slJ• 0.6 Resisting moment (ASD) 2 checkratio = "OK" (WSP) = 1.0 Vr f = 0.16• kip Mot = 1.3• kip. ft Prf = 0.81•kip Pam, = 0.6 1• kip Mres = 3.27• kip. ft 02_Lateral Analysis.xmcd Plywood Shear ( ref. ANSI/AF&PA SDPWS) QS := 2.0 (ref. section 4.3.3) n := 1 sides urf wv:= — = 21•plf ma's (WSP)• °w6' n wv `Fall:= — 435•plf checkwv:= if > 1.0, "NG", "OK" Qs Fall checker v = It ingle Sided 15/32" sheathing w/ 10d @ 6" O.C. Panel Edges @ 12" O.C. iterior Supports (ref. table 4.3A) Bottom Plate Nailing CD:= 1.6 tsp := 1.5in Bottom plate thickness diaa := 16d Fastener Type/Size spa := 6in Fastener spacing Z11:= vri CD = 0.23• kip Allowable load parallel to grain (ref. NDS table 12) vsp := wV spa = 0.011•kip Shear load to each anchor Checka := if(vsp > Zll, "NG" , "OK" ratioa := usp = 0.05 Checka = "OK" Zll Use 16d Nail at 6"o.c. Staggered Holdown T : — of res _ _0.26• kip checkT : = if (T > 1501bf , "HD REQ'D" , "NOT REQ'D") checkT = "NOT REQU' ma's 02—Lateral Analysis.xmcd SW1 SEISMIC IN - PLANE SHEAR ht: = 8•ft Wall height Ls:7.67ft+ 13ft Total shear wall length DLr f = 15• psf Dead load of roof R := RLrf 1-EL = 0.98• kip Reaction at wall line Wrf := 14ft2 Tributary width of roof on wall pext w = 10• psf Dead load of exterior walls ws := 7.67ft Shear wall length Aspect Ratio (Blocked Shear Wall) WS Vrf f4 1 T 1 ht ht — = 1.04 checkratio if — > 3.5, "NG" , "OK" checkratio = "OK" ma's ma's (WSP) := if ht ht Aspect ratio factor (WSP) = 1.0 ma's ma's J Overturning Forces ws Vrf : = R• 0.7 Shear load at top of wall (ASD) Vrf = 0.26• kip LS ) Mot Vrf' ht Overturning moment (ASD) Mot = 2• kip. ft Resisting Forces Prf : = DLrf' wrf' ( ma's) Roof load Prf = 0.81 • kip Pw'= pext_w'(ht)-(Ws) Wall load Pam,=0.61•kip w Mres :_ Prf + Pam,)• slL 0.6 Resisting moment (ASD) Mres = 3.27• kip. ft 2] 02_Lateral Analysis.xmcd Plywood Shear ( ref. ANSI/AF&PA SDPWS) QS := 2.0 (ref. section 4.3.3) n := 1 sides vrf wv:= — = 33•plf ma's (W SP) • °s6' n wv Fall : _ = 310• plf checkw : = if > 1.0, "NG" , "OK" Qs Fall checkvv = "OK" ingle Sided 15/32" sheathing w/ 10d @ 6" O.C. Panel Edges @ 12" O.C. iterior Supports (ref. table 4.3A) Bottom Plate Nailing CD:= 1.6 tsp := 1.5in Bottom plate thickness diaa := 16d Fastener Type/Size spa := 6in Fastener spacing Z11:= vri CD = 0.23• kip Allowable load parallel to grain (ref. NDS table 12) vsp := wV spa = 0.017•kip Shear load to each anchor Checka := if(vsp > Zll, "NG" , "OK" ratioa := vsp = 0.07 Checka = "OK" Zll Use 16d Nail at 6"o.c. Staggered Holdown T : — of res _ _0.16• kip checkT: = if (T > 1501bf , "HD REQ'D" , "NOT REQ'D") checkT = "NOT REQU' ma's Holdown w/ Overstrength Factor Qhd Qo — 0.5 = 2 (ref. table 12.2-1, footnote 'b') Mof Qhd — Mres T : _ = 0.11 • checkT : = if (T > 1501bf, , "HD REQ'D" , "NOT REQ'D") checkT = "NOT REQ'D" ma's 02—Lateral Analysis.xmcd SW2 IN - PLANE SHEAR ht:= 8-ft Ls:= 7.67ft+ 12.5ft+ 9ft DLr f = 15• psf R : = RLrf 2 = 1.66• kip 14ft Wrf : = 2 pext w = 10•psf Wall height Total shear wall length Dead load of roof Reaction at wall line Tributary width of roof on wall Dead load of exterior walls ws := 7.67ft Shear wall length Aspect Ratio (Blocked Shear Wall) ht ht — = 1.04 checkratio if — > 3.5, "NG" , "OK" ma's ma's (WSP) := if ht ht Aspect ratio factor ma's ma's J Overturning Forces ws Vr f : = R• 0.6 Shear load at top of wall (ASD) LS ) Mot Vrf. ht Overturning moment (ASD) Resisting Forces Prf := DLrf-wrf-(ws) Roof load Pw:= pext_w'(ht).(Ws) Wall load w Mres :_ Prf + Pam,)• slJ• 0.6 Resisting moment (ASD) 2 Vrf WS f4 checkratio = "OK" (WSP) = 1.0 Vr f = 0.26• kip Mot = 2.1• kip. ft Prf = 0.81 • kip Pam, = 0.6 1• kip Mres = 3.27• kip. ft 02_Lateral Analysis.xmcd Plywood Shear ( ref. ANSI/AF&PA SDPWS) QS := 2.0 (ref. section 4.3.3) n := 1 sides urf wv:= — = 34•plf ma's (WSP)• °w6' n wv `Fall:= — 435•plf checkwv:= if > 1.0, "NG", "OK" Qs Fall checker v = It ingle Sided 15/32" sheathing w/ 10d @ 6" O.C. Panel Edges @ 12" O.C. iterior Supports (ref. table 4.3A) Bottom Plate Nailing CD:= 1.6 tsp := 1.5in Bottom plate thickness diaa := 16d Fastener Type/Size spa := 6in Fastener spacing Z11:= vri CD = 0.23• kip Allowable load parallel to grain (ref. NDS table 12) vsp := wV spa = 0.017•kip Shear load to each anchor Checka := if(vsp > Zll, "NG" , "OK" ratioa := usp = 0.08 Checka = "OK" Zll Use 16d Nail at 6"o.c. Staggered Holdown T:— of res _ _0.15• kip checkT := if(T > 1501bf, "HD REQ'D" , "NOT REQ'D") checkT = "NOT REQU' ma's 02—Lateral Analysis.xmcd SW2 SEISMIC IN - PLANE SHEAR ht:= 8-ft Ls:= 7.67ft+ 12.5ft+ 9ft DLr f = 15• psf R : = RLrf 2 EL = 1.97• kip 14ft Wrf : = 2 pext w = 10•psf Wall height Total shear wall length Dead load of roof Reaction at wall line Tributary width of roof on wall Dead load of exterior walls ws := 7.67ft Shear wall length Aspect Ratio (Blocked Shear Wall) ht ht — = 1.04 checkratio if — > 3.5, "NG" , "OK" ma's ma's (WSP) := if ht ht Aspect ratio factor ma's ma's J Overturning Forces ws Vr f : = R• 0.7 Shear load at top of wall (ASD) LS ) Mot Vrf. ht Overturning moment (ASD) Resisting Forces Prf := DLrf-wrf-(ws) Roof load Pw:= pext_w'(ht).(Ws) Wall load w Mres :_ Prf + Pam,)• slJ• 0.6 Resisting moment (ASD) 2 Vrf WS f4 checkratio = "OK" (WSP) = 1.0 Vr f = 0.36• kip Mot = 2.9• kip. ft Prf = 0.81 • kip Pam, = 0.6 1• kip Mres = 3.27• kip. ft 02_Lateral Analysis.xmcd Plywood Shear ( ref. ANSI/AF&PA SDPWS) QS := 2.0 (ref. section 4.3.3) n := 1 sides urf wv:= — = 47•plf ma's (W SP) • °s6' n wv Fall : _ = 310• plf checkw : = if > 1.0, "NG" , "OK" Qs Fall checkwv = "OK" ingle Sided 15/32" sheathing w/ 10d @ 6" O.C. Panel Edges @ 12" O.C. iterior Supports (ref. table 4.3A) Bottom Plate Nailing CD:= 1.6 tsp := 1.5in Bottom plate thickness diaa := 16d Fastener Type/Size spa := 6in Fastener spacing Z11:= vri CD = 0.23• kip Allowable load parallel to grain (ref. NDS table 12) vsp := wV spa = 0.024•kip Shear load to each anchor Checka := if(vsp > Zll, "NG" , "OK" ratioa := usp = 0.1 Checka = "OK" Zll Use 16d Nail at 6"o.c. Staggered Holdown T:— of res _ _0.05• kip checkT := if(T > 1501bf, "HD REQ'D" , "NOT REQ'D") checkT = "NOT REQU' ma's 02—Lateral Analysis.xmcd SWA IN - PLANE SHEAR ht:= 8-ft Ls : = 4ft + 6.5ft DLrf = 15• psf R := RTrf A = 1.59• kip w _ 25ft + 2ft + 2ft rf •— 2 pext w = 10• psf Wall height Total shear wall length Dead load of roof Reaction at wall line Trbutary width of roof on waI Dead load of exterior walls ws := 4ft Shear wall length Aspect Ratio (Blocked Shear Wall) l t = 2 checkratio := if t > 3.5, "NG" , "OK" ww s s (WSP) := if ht < 2.0, 1.0, 1.25 — 0.125• ht 1 Aspect ratio factor ma's ma's Overturning Forces w Vrf:= R• s 0.6 Shear load at top of wall (ASD) Ls ) Mot:= Vrf•ht Overturning moment (ASD) Resisting Forces Prf DLrf-wrf-(ws) Roof load Pw:= pext_w'(ht)•(Ws) Wall load w Mres (Prf + Pw)• lJ• 0.6 Resisting moment (ASD) 2 checkratio = "OK" (WSP) = 1.0 Vr f = 0.36• kip Mot = 2.9• kip. ft Prf = 0.93•kip Pw = 0.32• kip Mres = 1.5• kip. ft 02_Lateral Analysis.xmcd Plywood Shear ( ref. ANSI/AF&PA SDPWS) QS := 2.0 (ref. section 4.3.3) n := 1 sides urf wv:= — = 91•plf ma's (WSP)• °w6' n wv `Fall:= — 435•plf checkwv:= if > 1.0, "NG", "OK" Qs Fall checker v = It ingle Sided 15/32" sheathing w/ 10d @ 6" O.C. Panel Edges @ 12" O.C. iterior Supports (ref. table 4.3A) Bottom Plate Nailing CD:= 1.6 tsp := 1.5in Bottom plate thickness diaa := 16d Fastener Type/Size spa := 6in Fastener spacing Z11:= vri CD = 0.23• kip Allowable load parallel to grain (ref. NDS table 12) vsp := wV spa = 0.046kip Shear load to each anchor Checka := if(vsp > Zll, "NG" , "OK" ratioa := usp = 0.2 Checka = "OK" Zll Use 16d Nail at 6"o.c. Staggered Holdown T:— of res = 0.35• kip checkT := if(T > 1501bf, "HD REQ'D" , "NOT REQ'D") checkT = "HD REQ'D" "s Tall MSTC28 = 1.15• kip Allowable tension load (Simpson MSTC28) checkHD : = if T > 1.0, "NG" , "OK" ratio : = = 0.31 checkHD = "OK" Tall Tall Use Simpson MSTC28 w/ (12) 16d Nails into (2) 2x min Post Stitch Nailed or MSTC48B3 w/ (14) 10d to face of beam, (4) 10d to bottom of beam, & (38) into (2) 2x min post stitch nailed 02—Lateral Analysis.xmcd SWASEISMIC IN - PLANE SHEAR ht:= 8-ft Ls:= 4ft+ 6.5ft DLr f = 15• psf R : = RTrf A EL = 1.47• kip wrf:= 25ft+ 2ft + 2ft 2 pext w = 10•psf Wall height Total shear wall length Dead load of roof Reaction at wall line Tributary width of roof on wall Dead load of exterior walls ws:= 4ft Shear wall length Aspect Ratio (Blocked Shear Wall) ht ht — = 2 checkratio if — > 3.5, "NG" , "OK" ma's ma's (WSP) := if ht ht Aspect ratio factor ma's ma's J Overturning Forces ws Vr f : = R• 0.7 Shear load at top of wall (ASD) LS ) Mot Vrf. ht Overturning moment (ASD) Resisting Forces Prf := DLrf-wrf-(ws) Roof load Pw:= pext_w'(ht).(Ws) Wall load w Mres :_ Prf + Pam,)• slJ• 0.6 Resisting moment (ASD) 2 Vrf WS f4 checkratio = "OK" (WSP) = 1.0 Vr f = 0.39• kip Mot = 3.1• kip. ft Prf = 0.93•kip Pam, = 0.32• kip Mres = 1.5• kip. ft 02_Lateral Analysis.xmcd Plywood Shear ( ref. ANSI/AF&PA SDPWS) QS := 2.0 (ref. section 4.3.3) vrf wv:= — = 98•plf ma's (W SP) • °s6' n = 310• plf checwv Wall: _ k : = if > 1.0, "NG" , "OK" v J Qs Fall tingle Sided 15/32" sheathing w/ 10d @ 6" O.C. Panel Edges @ 12" O.C. iterior Supports (ref. table 4.3A) n := 1 sides check,v = "OK" Bottom Plate Nailing CD:= 1.6 tsp := 1.5in Bottom plate thickness diaa := 16d Fastener Type/Size spa := 6in Fastener spacing Z11:= vri CD = 0.23• kip Allowable load parallel to grain (ref. NDS table 12) vsp := wV spa = 0.049•kip Shear load to each anchor Checka := if(vsp > Zll, "NG" , "OK" ratioa := vsp = 0.22 Checka = "OK" Zll Use 16d Nail at 6"o.c. Staggered Holdown T : — of res — 0.41 • kip checkT : = if (T > 1501bf, , "HD REQ'D" , "NOT REQ'D") checkT = "HD REQ'D" ma's Tall MSTC28 = 1.15- kip Allowable tension load (Simpson MSTC28) checkHD : = if T > 1.0, "NG" , "OK" ratio : = = 0.15 checkHD = "OK" Tall Tall Use Simpson MSTC28 w/ (12)16d Nails into (2) 2x min Post Stitch Nailed Holdown w/ Overstrength Factor Qhd Qo — 0.5 = 2 (ref. table 12.2-1, footnote 'b') Mof Qhd — Mres T : _ = 1.2• k checkT : = if (T > 1501bf, , "HD REQ'D" , "NOT REQU') checkT = "HD REQ'D" ma's Tall MSTC48133 = 3.975• kip Allowable tension load (Simpson MSTC481133) checkHD : = if T > 1.0, "NG" , "OK" ratio : = = 0.3 checkHD = "OK" Tall Tall Ise Simpson MSTC48133 w/ (14) 10d to face of beam, (4)10d to bottom of beam, & (38) into (2) 2x min post stitch nailed 02—Lateral Analysis.xmcd SWB IN - PLANE SHEAR ht:= 8-ft Ls:= 14ft DLr f = 15• psf R : = RTrf B = 0.33• kip wrf:= 2ft + 2ft 2 pext w = 10•psf Wall height Total shear wall length Dead load of roof Reaction at wall line Tributary width of roof on wall Dead load of exterior walls ws := 14ft Shear wall length Aspect Ratio (Blocked Shear Wall) ht ht — = 0.57 checkratio if — > 3.5, "NG" , "OK" ma's ma's (WSP) := if ht ht Aspect ratio factor ma's ma's J Overturning Forces ws Vr f : = R• 0.6 Shear load at top of wall (ASD) LS ) Mot Vrf. ht Overturning moment (ASD) Resisting Forces Prf := DLrf-wrf-(ws) Roof load Pw:= pext_w'(ht).(Ws) Wall load w Mres :_ Prf + Pam,)• slJ• 0.6 Resisting moment (ASD) 2 Vrf f4 checkratio = "OK" (WSP) = 1.0 Vr f = 0.2• kip Mot = 1.6• kip. ft Prf = 0.63• kip Pam, = 1.12• kip Mres = 7.35• kip. ft 02_Lateral Analysis.xmcd Plywood Shear ( ref. ANSI/AF&PA SDPWS) QS := 2.0 (ref. section 4.3.3) n := 1 sides urf wv:= — = 14•plf ma's (WSP)• °w6' n wv `Fall:= — 435•plf checkwv:= if > 1.0, "NG", "OK" Qs Fall checker v = It ingle Sided 15/32" sheathing w/ 10d @ 6" O.C. Panel Edges @ 12" O.C. iterior Supports (ref. table 4.3A) Bottom Plate Nailing CD:= 1.6 tsp := 1.5in Bottom plate thickness diaa := 16d Fastener Type/Size spa := 6in Fastener spacing Z11:= vri CD = 0.23• kip Allowable load parallel to grain (ref. NDS table 12) vsp := wV spa = 7.016 x 10 3• kip Shear load to each anchor Checka := if(vsp > Zll, "NG" , "OK" ratioa := usp = 0.03 Checka = "OK" Zll Use 16d Nail at 6"o.c. Staggered Holdown T:— of res _ _0.41• kip checkT := if(T > 1501bf, "HD REQ'D" , "NOT REQ'D") checkT = "NOT REQU' ma's 02—Lateral Analysis.xmcd SWB SEISMIC IN - PLANE SHEAR ht:= 8•ft Wall height Ls := 14ft Total shear wall length DLr f = 15• psf Dead load of roof R := RTrf B EL = 0.98• kip Reaction at wall line wrf := 22t + 2ft Tributary width of roof on wall pext w = 10• psf Dead load of exterior walls ws := 14ft Shear wall length Aspect Ratio (Blocked Shear Wall) WS Vrf f4 1 T 1 ht ht — = 0.57 checkratio if — > 3.5, "NG" , "OK" checkratio = "OK" ma's ma's (WSP) := if ht ht Aspect ratio factor (WSP) = 1.0 ma's ma's J Overturning Forces ws Vrf : = R• 0.7 Shear load at top of wall (ASD) Vrf = 0.69• kip LS ) Mot Vrf' ht Overturning moment (ASD) Mot = 5.5• kip. ft Resisting Forces Prf : = DLrf' wrf' ( ` S) Roof load Prf = 0.63• kip Pw pext_w' (ht)- ( Ws) Wall load Pam, = 1.12• kip w Mres :_ Prf + Pam,)• sl�• 0.6 Resisting moment (ASD) Mres = 7.35• kip. ft 2 02_Lateral Analysis.xmcd Plywood Shear ( ref. ANSI/AF&PA SDPWS) QS := 2.0 (ref. section 4.3.3) n := 1 sides urf wv:= — = 49•plf ma's (W SP) • °s6' n wv Fall : _ = 310• plf checkw : = if > 1.0, "NG" , "OK" Qs Fall checkwv = "OK" ingle Sided 15/32" sheathing w/ 10d @ 6" O.C. Panel Edges @ 12" O.C. iterior Supports (ref. table 4.3A) Bottom Plate Nailing CD:= 1.6 tsp := 1.5in Bottom plate thickness diaa := 16d Fastener Type/Size spa := 6in Fastener spacing Z11:= vri CD = 0.23• kip Allowable load parallel to grain (ref. NDS table 12) vsp := wV spa = 0.025•kip Shear load to each anchor Checka := if(vsp > Zll, "NG" , "OK" ratioa := usp = 0.11 Checka = "OK" Zll Use 16d Nail at 6"o.c. Staggered Holdown T : — of res _ _0.13• kip checkT : = if (T > 1501bf , "HD REQ'D" , "NOT REQ'D") checkT = "NOT REQU' ma's 02—Lateral Analysis.xmcd HRS/ST/HTP/LSTA/LSTI/MST/MSTA/MSTC/MSTI Strap Ties Straps are designed to transfer tension loads in a wide variety of applications. HRS — Heavy strap designed for installation on the edge of 2x members. The HRS416Z installs with Strong -Drive® SIDS Heavy -Duty Connector screws. HTP — Heavy tie plate designed for installation on the side of 2x4 or larger members. LSTA and MSTA — Designed for use on the edge of 2x members, with a nailing pattern that reduces the potential for splitting. LSTI and MSTI — Light and medium straps that are suitable where pneumatic -nailing is necessary through diaphragm decking and wood chord open -web trusses. MST — High -capacity strap that can be installed with either nails or bolts. Suitable for double 2x member connections or greater. MSTC — High -capacity strap that utilizes a staggered nail pattern to help minimize wood splitting. Nail slots have been countersunk to provide a lower nail head profile. 1ye-� 2W 9/16"--Ol o' •o - - 3P% o ro O Y a5 Y y N Y L L 75. 6. m > 0 0 _0' 5'/ar MSTI MST LSTI 3" 4 LSTA and MSTA (pilot holes not shown) cal MSTI allation hangershow similar 262 Strong -Tie 0 Finish: Galvanized. Some products are available in stainless steel, ZMAX® coating or black powder coat (add PC to sku); contact Simpson Strong -Tie. See Corrosion Information, pp.13-15. Installation: Use all specified fasteners; see General Notes Options: Special sizes can be made to order; contact Simpson Strong Tie Codes: See p.12 for Code Reference Key Chart MSTC and RPS meet code requirements for reinforcing cut members (16 gauge) at top plate and RPS at sill plate. International Residential Code® — 2012/2015/2018 R602.6.1 International Building Code® — 2012/2015/2018 2308.9.8 (For RPS, refer to p. 303.) o n y a O N $ N y y oQ o .n O 00 > L R > N y O O >T 00 o a � o � o :1' O �� MSTC ST62, ST21, ST22, ST29 O O O O 7 O O O O O O O 0 3" 0 0 0 0 0 0 HTP37Z d a Y N y __ OI C a ST9, ST12, ST18, ST22 �_W L ST2115 O 0 00 0 O 0 0 0 V16" HRS HRS416Z O O O O 0 sa 0 Typical o 0 HRS Installation MST/MSTA/MSTC Strap Ties (cont.) Codes: See p.12 for Code Reference Key Chart - These products are available with additional corrosion protection. For more information, see p.15. Floor to Floor Span Table ® M Many of these products are approved for installation with Strong -Drive® SD Connector screws. See pp. 335-337 for more information. Model No. Clear Span (in.) Fasteners (Total) (in.) Allowable Tension Loads (DF/SP) Allowable Tension Loads (SPF/HF) (160) (160) 18 (26) 0.148 x 21/2 2,020 2,020 MSTA49 16 (26) 0.148 x 21/2 2,020 2,020 18 (12) 0.148 x 31/4 1,150 995 MSTC28 16 (16) 0.148 x 3Y4 1,535 1,330 24 (20) 0.148 x 31/4 1,920 1,660 MSTC40 18 (28) 0.148 x 3Y4 2,690 2,325 16 (32) 0.148 x 3Y4 3,070 2,655 24 (36) 0.148 x 3Y4 3,455 2,990 MSTC52 18 (44) 0.148 x 3Y4 4,225 3,650 16 (48) 0.148 x 31/4 4,610 3,985 30 (48) 0.148 x 3Y4 4,775 4,130 24 (54) 0.148 x 31/4 5,375 4,645 MSTC66 18 (64) 0.148 x 31/4 5,850 5,505 16 (68) 0.148 x 31/4 5,850 5,850 30 (64) 0.148 x 31/4 5,850 5,505 MSTC78 24 (72) 0.148 x 31/4 5,850 5,850 18 (76) 0.148 x 3Y4 5,850 5,850 24 (14) 0.162 x 21/2 1,720 1,500 MST37 18 (20) 0.162 x 21/2 2,460 2,140 16 (22) 0.162 x 21/2 2,705 2,355 24 (26) 0.162 x 21/2 3,210 2,780 MST48 18 (32) 0.162 x 2Y2 3,950 3,425 16 (34) 0.162 x 21/2 4,200 3,640 30 (34) 0.162 x 21/2 4,605 3,995 MST60 24 (40) 0.162 x 2Y2 5,240 4,700 18 (46) 0.162 x 21/2 6,235 5,405 30 (48) 0.162 x 21/2 6,505 5,640 MST72 24 (54) 0.162 x 21/2 6,730 6,345 18 (62) 0.162 x 21/2 6,730 6,475 See footnotes below. Stitch nailing of double studs by others Nails are not required in the rim board area When nailing the strap over wood structural panel sheathing, use 21/2" long nail, minimum. Floor -to -Floor Tie Installation Showing a Clear Span StrongTie 0 STHD shown Typical Detail with Strap Installed over Wood Structural Panel Sheathing Dimensions Fasteners Allowable Tension Loads Allowable Tension Loads Model (in.) (Total) (DF/SP) (SPF/HF) Code No. Ga. Bolts Nails Bolts Nails Bolts Ref. W L Nails (in.) Qty. Dia. (160) (160) j (160) (160) MST27 21/a 27 (30) 0.162 x 21/2 4 1/2 3,700 2,165 3,210 2,000 MST37 12 21/a 371/2 (42) 0.162 x 21/2 6 1/2 5,070 3,030 4,495 2,800 MST48 21/s 48 1 (50) 0.162 x 21/2 8 1/2 5,310 3,675 5,190 3,395 IBC, FL, LA MST60 21/a 60 (68) 0.162 x 21/2 10 1/2 6,730 1 4,490 6,475 4,150 MST72 10 21/s 72 (68) 0.162 x 21/2 10 1/2 6,730 1 4,490 6,475 4,150 1. See pp. 260-261 for Straps and Ties General Notes. 2. Install bolts or nails as specified by Designer. Bolt and nail values may not be combined. 3. Allowable bolt loads are based on parallel -to -grain loading and minimum member thickness: MST - 21/2". 4. Splitting may be a problem with installations on lumber smaller than 31/2"; either fill every nail hole with 0.148" x 11/2" nails or fill every other hole with 0.162" x 21/2" nails. Reduce the allowable load based on the size and quantity of fasteners used. 5. Fasteners: Nail dimensions in the table are listed diameter by length. See pp. 21-22 for fastener information. 264 EXISTING 5HEARWALL TO REMAIN: Pjd NAILS Co 4" O.G. E12GE5 & 12" O.G. IN FIELD W/ G2/8" ANCHORS Ca 3'-!0" O.G. & HDUr2 HOLDOWN Co EA. END 4X� DF#2 �SW]A SWA w z cm U e EXISTING 51-IEARW --- REMAIN: gd NAILS FLOOR LINE ABV. WALK r2le" ANGIHORS Ca O� Q A S EX15T. GARAGE U z • TO �. b" O.G. ' :LD W/ 0" O.G. U j r-------------------- I I I I I I I I I I I I I I I I I I EXISTING 5HEARW I I N � REMAIN: gd NAILS EDGE5 & 12" O.G. IN I I ANCHORS Ca I I EX15T. j SWB SWB EXISTING 5HEARWALL TO REMAIN: 9jJ NAILS aC 4" O.G. EDGE5 Br IZ" D.G. IN FIELD W/ ri/b" ANCHORS O.G. Pe STHDIO Ca EA, END DRIVE PROJECT: Flores Residence DESCRIPTION: Main Floor Shearwall Keyplan BY: AKR DATE: 5//23/2023 E] Main Floor Shear Walls Shear Wall Check - Main to Upper Floor (ref. ANSI/AF&PASDPWS-2015) SW1 IN - PLANE SHEAR ht:= 8-ft Ls:= 24ft DLr f = 15• psf R:= RLup_1 = 1.89•kip 14ft wrf 2 + 2ft pext w = 10•psf Wall height Total shear wall length Dead load of roof Reaction at wall line Trig utary width of framing on wall Dead load of exterior walls ws := 24ft Shear wall length Aspect Ratio (Blocked Shear Wall) ht ht — = 0.33 checkratio if — > 3.5, "NG" , "OK" Ws ma's (WSP) := if ht ht Aspect ratio factor ws ws J Overturning Forces ws Vr f : = R• 0.6 Shear load at top of wall (ASD) LS ) Mot Vrf. ht Overturning moment (ASD) Resisting Forces Prf (DLrf).Wrf•(Ws) Roof load Pw:= pext_w'(ht)'(WS) Wall load w Mres :_ Prf + Pw)• lJ• 0.6 Resisting moment (ASD) 2 Vrf checkratio = "OK" (WSP) = 1.0 Vr f = 1.13• kip Mot = 9.1• kip. ft Prf = 3.24• kip Pw = 1.92• kip Mres = 37.15• kip. ft 02_Lateral Analysis.xmcd checkratio = "OK" (WSP) = 1.0 Vr f = 1.13• kip Mot = 9.1• kip. ft Prf = 3.24• kip Pw = 1.92• kip Mres = 37.15• kip. ft 02_Lateral Analysis.xmcd Plywood Shear ( ref. ANSI/AF&PA SDPWS) QS:= 2.0 (ref. section 4.3.3) Vrf wv:= — = 47•plf ma's (WSP)• vs6_8d' n WV wall : _ = 240• plf check,`, : = if > 1.0, "NG" , "OK" Qs Fall J in le Sided 15/32" sheathing w/ 8d @ 6" O.C. Panel Edges @ 12" O.C. Interior Supports (ref. table 4.3A) OK Sill Plate Anchoraae CD:= 1.6 n:= 1 sides check,`, _ "OK" tsp := 1.5in Sill plate thickness diaa := 0.625in Anchor Diameter spa:— 60in Anchor spacing Zll °A.625 2x' CD = 1.49• kip Allowable load parallel to grain (ref. NDS table 12) Vsp := wV spa = 0.236• kip Shear load to each anchor Checka:= if(Vsp > Zll, "NG", "OK") ratioa:= VSp = 0.16 Checka = "OK" Zll Existing 5/8" Dia. Anchor at 60"o.c. OK Holdown T • _ of res _ _ 1. IT kip checkl.: = if (T > 1501bf , "HD REQ'D" , "NOT REQ'D") checkl. _ "NOT REQ'D" ma's 02—Lateral Analysis.xmcd SW1 SEISMIC IN - PLANE SHEAR ht:= 8-ft Ls:= 24ft DLr f = 15• psf R : = RLup_1 _EL = 2.60• kip 14ft wrf:= 2 + 2ft pext w = 10•psf Wall height Total shear wall length Dead load of roof Reaction at wall line Tributary width of framing on wall Dead load of exterior walls ws := 24ft Shear wall length Aspect Ratio (Blocked Shear Wall) t = 0.33 checkratio if t > 3.5, "NG" , "OK" w s ws (WSP) := if ht ht Aspect ratio factor ma's ma's J Overturning Forces ws Vr f : = R• 0.7 Shear load at top of wall (ASD) LS ) Mot Vrf' ht Overturning moment (ASD) Resisting Forces Prf := (DLrf)'wrf'(ws) Roof load Pw:= pext_w'(ht)'(` S) Wall load w Mres :_ Prf + Pam,)• slJ• 0.6 Resisting moment (ASD) 2 Vrf WS f4 checkratio = "OK" (WSP) = 1.0 Vr f = 1.82• kip Mot = 14.5• kip. ft Prf = 3.24• kip Pam, = 1.92• kip Mres = 37.15• kip. ft 02_Lateral Analysis.xmcd Plywood Shear ( ref. ANSI/AF&PA SDPWS) QS := 2.0 (ref. section 4.3.3) n := 1 sides vrf wv : _ — = 76• plf ma's (W SP)• °s6' n wv `Fall : _ = 310• plf checkw : = if > 1.0, "NG" , "OK" Qs Fall checkwv = "OK" in le Sided 15/32" sheathing w/ 8d @ 6" O.C. Panel Edges @ 12" O.C. Interior Supports (ref. table 4.3A) Bottom Plate Nailing cD:= 1.6 tsp := 1.5in Sill plate thickness diaa := 16d Nail Size spa := 6in Nail spacing Z11:= vri CD = 0.23• kip Allowable load parallel to grain (ref. NDS table 12) vsp := wV spa = 0.038• kip Shear load to each nail Checka := if(vsp > Zll, "NG" , "OK" ratioa := vsp = 0.17 Checka = "OK" Zll Use 16d Nail at 6"o.c. Staggered Sill Plate Anchorage CD:= 1.6 tsp := 1.5in Sill plate thickness diaa := 0.625in Anchor Diameter spa:— 60in Anchor spacing Zll vA.625 2x' CD = 1.49• kip Allowable load parallel to grain (ref. NDS table 12) vsp := wV spa = 0.379• kip Shear load to each anchor Checka := if(vsp > Zll, "NG" , "OK" ratioa := vsp = 0.25 Checka = "OK" Zll Existing 5/8" Dia. Anchor at 60"o.c. OK Holdown T : — of res — _0.94• kip checkT : = if (T > 1501bf , "HD REQ'D" , "NOT REQ'D") checkT = "NOT REQU' ma's 02_Lateral Analysis.xmcd SW2 IN - PLANE SHEAR ht:= 8-ft Ls:= 7.33ft+ 7.67ft DLr f = 15• psf R : = RLup_2 = 2.82• kip 14ft wrf:= 2 + 2ft pext w = 10•psf Wall height Total shear wall length Dead load of roof Reaction at wall line Tributary width of framing on wall Dead load of exterior walls ws:= 7.33ft Shear wall length Aspect Ratio (Blocked Shear Wall) t = 1.09 checkratio if t > 3.5, "NG" , "OK" w s ws (WSP) := if ht ht Aspect ratio factor ma's ma's J Overturning Forces ws Vr f : = R• 0.6 Shear load at top of wall (ASD) LS ) Mot Vrf' ht Overturning moment (ASD) Resisting Forces Prf := (DLrf)'wrf'(ws+ 5ft) Roof load Pw:= pext_w'(ht)'(` S) Wall load w Mres :_ Prf + Pam,)• slJ• 0.6 Resisting moment (ASD) 2 Vrf f4 checkratio = "OK" (WSP) = 1.0 Vr f = 0.83• kip Mot = 6.6• kip. ft Prf = 1.66• kip Pam, = 0.59• kip Mres = 4.95• kip. ft 02_Lateral Analysis.xmcd Plywood Shear ( ref. ANSI/AF&PA SDPWS) QS:= 2.0 (ref. section 4.3.3) Vrf wv:= — = 113•plf ma's (WSP)• vs6_8d' n WV wall : _ = 240• plf check,`, : = if > 1.0, "NG" , "OK" Qs Fall J in le Sided 15/32" sheathing w/ 8d @ 6" O.C. Panel Edges @ 12" O.C. Interior Supports (ref. table 4.3A) OK Sill Plate Anchoraae CD:= 1.6 n:= 1 sides check,`, _ "OK" tsp := 1.5in Sill plate thickness diaa := 0.625in Anchor Diameter spa:— 60in Anchor spacing Zll °A.625 2x' CD = 1.49• kip Allowable load parallel to grain (ref. NDS table 12) Vsp := wV spa = 0.564 kip Shear load to each anchor Checka:= if(Vsp > Zll, "NG", "OK") ratioa:= VSp = 0.38 Checka = "OK" Zll Existing 5/8" Dia. Anchor at 60"o.c. OK Holdown T •_ of res _ 0.23• kip checkl.:= if(T > 2501bf , "HD REQ'D" , "NOT REQ'D") checkl. _ "NOT REQ'D" ma's 02—Lateral Analysis.xmcd SW2 SEISMIC IN - PLANE SHEAR ht:= 8-ft Ls:= 7.33ft+ 7.67ft DLr f = 15• psf R : = RLup_2_EL = 5.20• kip 14ft wrf:= 2 + 2ft pext w = 10•psf Wall height Total shear wall length Dead load of roof Reaction at wall line Tributary width of framing on wall Dead load of exterior walls ws:= 7.33ft Shear wall length Aspect Ratio (Blocked Shear Wall) t = 1.09 checkratio if t > 3.5, "NG" , "OK" w s ws (WSP) := if ht ht Aspect ratio factor ma's ma's J Overturning Forces ws Vrf : = R• 0.7 Shear load at top of wall (ASD) LS ) Mot Vrf' ht Overturning moment (ASD) Resisting Forces Prf := (DLrf)'wrf'(ws) Roof load Pw:= pext_w'(ht)'(` S) Wall load w Mres :_ Prf + Pam,)• slJ• 0.6 Resisting moment (ASD) 2 Vrf WS f4 checkratio = "OK" (WSP) = 1.0 Vrf = 1.78• kip Mot = 14.2• kip. ft Prf = 0.99• kip Pam, = 0.59• kip Mres = 3.47• kip. ft 02_Lateral Analysis.xmcd Plywood Shear ( ref. ANSI/AF&PA SDPWS) QS := 2.0 (ref. section 4.3.3) n := 1 sides vrf wv:= — = 242•plf ma's (W SP)• °s6' n wv `Fall : _ = 310• plf checkw : = if > 1.0, "NG" , "OK" Qs Fall checkwv = "OK" ingle Sided 15/32" sheathing w/ 8d @ 6" O.C. Panel Edges @ 12" O.C. iterior Supports (ref. table 4.3A) Bottom Plate Nailing cD:= 1.6 tsp := 1.5in Sill plate thickness diaa := 16d Nail Size spa := 6in Nail spacing Z11:= vri CD = 0.23• kip Allowable load parallel to grain (ref. NDS table 12) vsp := wV spa = 0.121• kip Shear load to each nail Checka := if(vsp > Zll, "NG" , "OK" ratioa := vsp = 0.54 Checka = "OK" Zll Use 16d Nail at 6"o.c. Staggered Sill Plate Anchorage CD:= 1.6 tsp := 1.5in Sill plate thickness diaa := 0.625in Anchor Diameter spa:— 60in Anchor spacing Zll vA.625 2x' CD = 1.49• kip Allowable load parallel to grain (ref. NDS table 12) vsp := wV spa = 1.212• kip Shear load to each anchor Checka := if(vsp > Zll, "NG" , "OK" ratioa := vsp = 0.81 Checka = "OK" Zll Existing 5/8" Dia. Anchor at 60"o.c. OK Holdown T : — of res — 1.47• kip checkT : = if (T > 1501bf, , "HD REQ'D" , "NOT REQ'D") checkT = "HD REQ'D" ma's Tall DTT2Z = 2.145• kip Allowable tension load (Simpson DTT2Z) checkHD := if T > 1.0, "NG" , "OK" ratio := = 0.68 checkHD = "OK" C Tall Tall Anchor Mot 0.9 — Mres' TLRFD 0.7 0.6 Tension in anchor bolt (LRFD) TLRFD = 2.06• kip ma's Use Simpson DTT2Z w/ 1 /2" Dia. Anchor, 10" min. embed (Ref. Anchor Out 02—Lateral Analysis.xmcd SWA IN - PLANE SHEAR ht:= 8-ft Ls:= 5.25ft+ 5.25ft DLr f = 15• psf R : = RTup_A = 5.85• kip 24.5ft + 2ft Wrf := 2 pext w = 10•psf Wall height Total shear wall length Dead load of roof Reaction at wall line Tributary width of framing on wall Dead load of exterior walls ws:= 5.25ft Shear wall length Aspect Ratio (Blocked Shear Wall) t = 1.52 checkratio if t > 3.5, "NG" , "OK" w s ws (WSP) := if ht ht Aspect ratio factor ma's ma's J Overturning Forces ws Vr f : = R• 0.6 Shear load at top of wall (ASD) LS ) Mot Vrf' ht Overturning moment (ASD) Resisting Forces Prf := (DLrf)'wrf'(ws+ 5ft) Roof load Pw:= pext_w'(ht)'(` S) Wall load w Mres :_ Prf + Pam,)• slJ• 0.6 Resisting moment (ASD) 2 Vrf f4 checkratio = "OK" (WSP) = 1.0 Vr f = 1.76• kip Mot = 14• kip. ft Prf = 2.04• kip Pam, = 0.42• kip Mres = 3.87• kip. ft 02_Lateral Analysis.xmcd Plywood Shear ( ref. ANSI/AF&PA SDPWS) QS:= 2.0 (ref. section 4.3.3) Vrf wv,- — = 334•plf ma's \ (WSP)• vs4 8d n WV I Wall - = 350• plf checkwv := if > 1.0, "NG" , "OK" '�s Fall J in le Sided 15/32" sheathing w/ 8d @ 4" O.C. Panel Edges @ 12" O.C. Interior Supports (ref. table 4.3A) OK Sill Plate Anchoraae CD:= 1.6 n:= 1 sides checkwv = "OK" tsp := 1.5in Sill plate thickness diaa := 0.625in Anchor Diameter spa:- 42in Anchor spacing Zll vA.625 2x' CD = 1.49• kip Allowable load parallel to grain (ref. NDS table 12) Vsp := wV spa = 1.17• kip Shear load to each anchor Checka:= if(Vsp > Zll, "NG", "OK") ratioa:= VSp = 0.79 Checka = "OK" Zll Existing 5/8" Dia. Anchor at 42"o.c. OK Holdown T ._ of res - 1.94• kip checkl.:= if(T > 2501bf, , "HD REQ'D" , "NOT REQ'D") checkl. _ "HD REQ'D" -s Tall HDU5 = 5.645•kip Allowable tension load (Simpson HDU5) checkHD := if T > 1.0, "NG" , "OK" ratio := T = 0.34 Tall Tall Existing Simpson HDU5 OK checkHD = "OK" 02-Lateral Analysis.xmcd SWASEISMIC IN - PLANE SHEAR ht:= 8-ft Ls:= 5.25ft+ 5.25ft DLr f = 15• psf R := RTup_A_EL = 4.55• kip 24.5ft + 2ft Wrf := 2 pext w = 10•psf Wall height Total shear wall length Dead load of roof Reaction at wall line Tributary width of framing on wall Dead load of exterior walls ws:= 5.25ft Shear wall length Aspect Ratio (Blocked Shear Wall) t = 1.52 checkratio if t > 3.5, "NG" , "OK" w s ws (WSP) := if ht ht Aspect ratio factor ma's ma's J Overturning Forces ws Vr f : = R• 0.7 Shear load at top of wall (ASD) LS ) Mot Vrf' ht Overturning moment (ASD) Resisting Forces Prf := (DLrf)'wrf'(ws) Roof load Pw:= pext_w'(ht)'(` S) Wall load w Mres :_ Prf + Pam,)• slJ• 0.6 Resisting moment (ASD) 2 Vrf WS f4 checkratio = "OK" (WSP) = 1.0 Vr f = 1.59• kip Mot = 12.7• kip. ft Prf = 1.04• kip Pam, = 0.42• kip Mres = 2.3• kip. ft 02_Lateral Analysis.xmcd Plywood Shear ( ref. ANSI/AF&PA SDPWS) QS := 2.0 (ref. section 4.3.3) n := 1 sides vrf wv:= — = 303•plf ma's (W SP)• °s6' n wv `Fall : _ = 310• plf checkw : = if > 1.0, "NG" , "OK" Qs Fall checkwv = "OK" in le Sided 15/32" sheathing w/ 8d @ 6" O.C. Panel Edges @ 12" O.C. Interior Supports (ref. table 4.3A) Bottom Plate Nailing cD:= 1.6 tsp := 1.5in Sill plate thickness diaa := 16d Nail Size spa := 6in Nail spacing Z11:= vri CD = 0.23• kip Allowable load parallel to grain (ref. NDS table 12) vsp := wV spa = 0.152• kip Shear load to each nail Checka := if(vsp > Zll, "NG" , "OK" ratioa := vsp = 0.67 Checka = "OK" Zll Use 16d Nail at 6"o.c. Staggered Sill Plate Anchorage CD:= 1.6 tsp := 1.5in Sill plate thickness diaa := 0.625in Anchor Diameter spa:— 42in Anchor spacing Zll vA.625 2x' CD = 1.49• kip Allowable load parallel to grain (ref. NDS table 12) vsp := wV spa = 1.062• kip Shear load to each anchor Checka := if(vsp > Zll, "NG" , "OK" ratioa := vsp = 0.71 Checka = "OK" Zll Existing 5/8" Dia. Anchor at 42"o.c. OK Holdown T : — of res = 1.99• kip checkT : = if (T > 1501bf, , "HD REQ'D" , "NOT REQ'D") checkT = "HD REQ'D" ma's Tall HDU5 = 5.645• kip Allowable tension load (Simpson HDU5) checkHD := if T > 1.0, "NG" , "OK" ratio := = 0.35 checkHD = "OK" C Tall Tall Anchor Mot 0.9 — Mres' TLRFD 0.7 0.6 Tension in anchor bolt (LRFD) TLRFD = 2.81• kip ma's Existing Simpson HDU5 OK 02—Lateral Analysis.xmcd SWB IN - PLANE SHEAR ht:= 8-ft Ls:= 3ft+ 3ft DLr f = 15• psf R : = RTup_B = 2.11 • kip 2ft + 2ft Wrf := 2 pext w = 10•psf Wall height Total shear wall length Dead load of roof Reaction at wall line Tributary width of framing on wall Dead load of exterior walls ws:= 3ft Shear wall length Aspect Ratio (Blocked Shear Wall) ht ht — = 2.67 checkratio if — > 3.5, "NG" , "OK" ma's ma's (WSP) := if ht ht Aspect ratio factor ma's ma's J Overturning Forces ws Vr f : = R• 0.6 Shear load at top of wall (ASD) LS ) Mot Vrf' ht Overturning moment (ASD) Resisting Forces Prf := (DLrf)'wrf'(ws + 5ft) Roof load Pw:= pext_w'(ht)'(` S) Wall load w Mres :_ Prf + Pam,)• slJ• 0.6 Resisting moment (ASD) 2 Vrf f4 checkratio = "OK" (WSP) = 0.9 Vr f = 0.63 • kip Mot = 5.1• kip. ft Prf = 0.24• kip Pam, = 0.24• kip Mres = 0.43• kip. ft 02_Lateral Analysis.xmcd Plywood Shear ( ref. ANSI/AF&PA SDPWS) QS:= 2.0 (ref. section 4.3.3) Vrf wv,- — = 211•plf ma's \ (WSP)• vs4_8d n WV I Wall = 320.8• plf checkwv := if > 1.0, "NG" , "OK" '�s Fall J in le Sided 15/32" sheathing w/ 8d @ 4" O.C. Panel Edges @ 12" O.C. Interior Supports (ref. table 4.3A) OK Sill Plate Anchoraae CD:= 1.6 n:= 1 sides checkwv = "OK" tSp := 1.5in Sill plate thickness diaa := 0.625in Anchor Diameter spa:- 42in Anchor spacing Zll vA.625 2x' CD = 1.49• kip Allowable load parallel to grain (ref. NDS table 12) Vsp := wV spa = 0.738• kip Shear load to each anchor Checka:= if(Vsp > Zll, "NG", "OK") ratioa:= VSp = 0.5 Checka = "OK" Zll Existing 5/8" Dia. Anchor at 42"o.c. OK Holdown T ._ of res - 1.54• kip checkl.:= if(T > 2501bf, , "HD REQ'D" , "NOT REQ'D") checkl. _ "HD REQ'D" -S Tall STHD10 = 2.75•kip Allowable tension load (Simpson STHD10) checkHD := if T > 1.0, "NG" , "OK" ratio := T = 0.56 Tall Tall Existing Simpson STHD10 OK checkHD = "OK" 02-Lateral Analysis.xmcd SWB SEISMIC IN - PLANE SHEAR ht:= 8-ft Ls:= 3ft+ 3ft DLr f = 15• psf R : = RTup_B_EL = 1.94• kip 2ft + 2ft Wrf := 2 pext w = 10•psf Wall height Total shear wall length Dead load of roof Reaction at wall line Tributary width of framing on wall Dead load of exterior walls ws:= 3ft Shear wall length Aspect Ratio (Blocked Shear Wall) ht ht — = 2.67 checkratio if — > 3.5, "NG" , "OK" ma's ma's (WSP) := if ht ht Aspect ratio factor ma's ma's J Overturning Forces ws Vr f : = R• 0.7 Shear load at top of wall (ASD) LS ) Mot Vrf' ht Overturning moment (ASD) Resisting Forces Prf := (DLrf)'wrf'(ws) Roof load Pw:= pext_w'(ht)'(WS) Wall load w Mres :_ Prf + Pam,)• slJ• 0.6 Resisting moment (ASD) 2 Vrf WS f4 checkratio = "OK" (WSP) = 0.9 Vr f = 0.68• kip Mot = 5.4• kip. ft Prf = 0.09• kip Pam, = 0.24• kip Mres = 0.3• kip. ft 02_Lateral Analysis.xmcd Plywood Shear ( ref. ANSI/AF&PA SDPWS) QS := 2.0 (ref. section 4.3.3) n := 1 sides vrf wv:= — = 227•plf ma's (W SP)• °s6' n wv Wall: _ = 284.2• plf checkwv : = if > 1.0, "NG" , "OK" Qs Fall checker v = It in le Sided 15/32" sheathing w/ 8d @ 6" O.C. Panel Edges @ 12" O.C. Interior Supports (ref. table 4.3A) Bottom Plate Nailing cD:= 1.6 tsp := 1.5in Sill plate thickness diaa := 16d Nail Size spa := 6in Nail spacing Z11:= vri CD = 0.23• kip Allowable load parallel to grain (ref. NDS table 12) vsp := wV spa = 0.113• kip Shear load to each nail Checka := if(vsp > Zll, "NG" , "OK" ratioa := vsp = 0.5 Checka = "OK" Zll Use 16d Nail at 6"o.c. Staggered Sill Plate Anchorage CD:= 1.6 tsp := 1.5in Sill plate thickness diaa := 0.625in Anchor Diameter spa:— 42in Anchor spacing Zll vA.625 2x' CD = 1.49• kip Allowable load parallel to grain (ref. NDS table 12) vsp := wV spa = 0.793• kip Shear load to each anchor Checka := if(vsp > Zll, "NG" , "OK" ratioa := vsp = 0.53 Checka = "OK" Zll Existing 5/8" Dia. Anchor at 42"o.c. OK Holdown T : — of res — 1.71 • kip checkT : = if (T > 1501bf, , "HD REQ'D" , "NOT REQ'D") checkT = "HD REQ'D" ma's Tall STHD10 = 2.75•kip Allowable tension load (Simpson STHD10) checkHD : = if T > 1.0, "NG" , "OK" ratio : = = 0.62 checkHD = "OK" C Tall Tall Anchor Mot 0.9 — Mres TLRFD 0.7 0.6 Tension in anchor bolt (LRFD) TLRFD = 2.44• kip ma's Existing Simpson STHD10 OK 02—Lateral Analysis.xmcd HDU/DTT Holdowns This product is preferable to similar connectors because of (a) easier installation, (b) higher loads, (c) lower installed cost, or a combination of these features. HDU holdowns are pre -deflected during the manufacturing process, virtually eliminating deflection under load due to material stretch. They use Strong -Drive® SIDS Heavy -Duty Connector screws which install easily, reduce fastener slip and provide a greater net section when compared to bolts. Ad The DTT tension ties are designed for lighter -duty holdown applications on single 2x posts. The DTT1Z is installed with nails or Strong -Drive SD Connector screws and the DTT2Z installs easily with the Strong -Drive SIDS Heavy -Duty Connector screws (included). The DTT1Z holdowns have been tested for use in designed shearwalls and prescriptive braced wall panels as well as prescriptive wood -deck applications (see p. 289 for deck applications). For more information on holdown options, contact Simpson Strong Tie. HDU Features: • Uses Strong -Drive SIDS Heavy -Duty Connector screws which install easily, reduce fastener slip and provide a greater net section area of the post compared to bolts • Strong -Drive SIDS Heavy -Duty Connector screws are supplied with the holdowns to ensure proper fasteners are used • No stud bolts to countersink at openings Material: See table Finish: HDU — galvanized; DTT1Z and DTT2Z — ZMAX® coating; DTT2SS — stainless steel Installation: • See Holdown and Tension Tie General Notes on pp. 49-50. • The HDU requires no additional washer; the DTT requires a standard -cut washer (included with DTT2Z) be installed between the nut and the seat. • Strong -Drive SIDS Heavy -Duty Connector screws install best with a low -speed high -torque drill with a W hex -head driver. • Fasteners and crescent washer are included with the holdowns. For replacements, order part no. SDS25212-HDU_. (Fill in the size needed, e.g. HDU2.) Codes: See p.12 for Code Reference Key Chart Pilot holes for manufacturing purposes (fastener not required) I HDU Minimum wood member thickness (see General Notes) ve- rier NL_�* Vertical HDU Installation StrongTie 0 DTT2Z U.S. Patent 8,555,580 DTT1Z U.S. Patent Pending Horizontal HDU Offset Installation (plan view) See Holdown and Tension Tie General Notes. 6�s�6 N' 52 HDU/DTT Holdowns (cont.) SSIA These products are available with For stainless - additional corrosion protection. ® steel fasteners, For more information, see p. 15. see p. 21. Many of these products are approved for installation ®1 with Strong -Drive® SD Connector screws. See pp. 335-337 for more information. Strong -Tie 0 Model No. Ga. Dimensions (in.) Fasteners (in.) Minimum Wood Member (in.) Allowable Tension Loads (160) Code Ref. W H B CL SO Anchor Bolt Dia. (in.) Wood Fasteners DF/SP SPF/HF Deflection at Allowable Load (in.) DTT1Z 14 1'/2 7Ya 17/s 3/a 1/1s 3/a (6) SD #9 x 1'/2 11/2 x 5Y2 840 840 0.17 (6) 0.148 x 1'/2 910 640 0.167 (8) 0.148 x 11/2 910 850 0.167 DTT2Z 14 3Ya 6'1/1s 1 % 'a/is 'As Y2 (8)'/a x 11/2 SDS 11/2 x 3Y2 1,825 1,800 0.105 (8)'/a x 1'/2 SDS 3 x 3Y2 2,145 1,835 0.128 DTT2Z-SDS2.5 (8)'/a x 2'/2 SDS 3 x 3Y2 2,145 2,105 0.128 HDU2-SDS2.5 14 3 811/16 3Ya 1'A6 1 % % (6)'/a x 21/2 SDS 3 x 3Y2 3,075 2,215 0.088 IBC, HDU4-SDS2.5 14 3 10's/is 3Ya 1'A6 1 % % (10)'/a x 21/2 SDS 3 x 3Y2 4.565 3,285 0.114 FL, LA HDU5-SDS2.5 14 3 13Y1s 3Ya 1 s/is 1 % % (14)'/a x 2'/2 SDS 3 x 3Y2 5,645 4,340 0.115 HDU8-SDS2.5 10 3 16% 3Y2 1 % 1 Y2 7/a (20) Ya x 2Y2 SDS 3 x 3Y2 6.765 5,820 0.11 31/2 x 3Y2 6,970 5,995 0.116 31/2 x 4Y2 7,870 6,580 0.113 HDU11-SDS2.5 10 3 22Ya 3Y2 1 a/s 1 Y2 1 (30) Ya x 2Y2 SDS 31/2 x 5Y2 9,335 8,030 0.137 31/2 x 7Ya 11,175 9,610 0.137 HDU14-SDS2.5 7 3 2511/16 3Y2 1 9/1s 1 9/1s 1 (36) Ya x 21/2 SDS 31/2 x 5Y2 10,770 9,260 0.122 — 31/2 x 7Ya 14,390 12,375 0,177 IBC, FL, LA 51/2 x 5Y2 14,445 12,425 0.172 1. HDU14 requires heavy -hex anchor nut to achieve tabulated loads (supplied with holdown). 2. HDU14 loads on 4x6 post are applicable to installation on either the narrow or the wide face of the post. Typical HDU Tie Between Floors 53 UPDATED 06/01/19