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HomeMy WebLinkAboutSTRUCTURAL CALCS - 21-01028 - 1020 Cypress Loop - New SFRFROST Structural Engineering 1020 Lincoln Road Phone: 208.227.8404 Idaho Falls, ID 83401 Fax: 208.227.8405 www.frost-structural.com Project:Moulton Garage SEAL: FSE STRUCTURAL CALCULATIONS Page 1 of 34 Client:TWebb Construction Project No.:IF22-032 Date:February 11, 2022 Engineer :TJW BASIS FOR DESIGN FROST Structural Engineering Project Name:Project No. : Eng. : Date : Sheet TJW FSEIF22-032Moulton Garage 02/11/22 Page 2 of 34 FROST Structural Engineering Project Name:Project No. : Eng. : Date : Sheet TJW FSEIF22-032Moulton Garage 02/11/22 Code Search Code:ASCE 7 - 16 Occupancy: Occupancy Group =R Residential Risk Category & Importance Factors: Risk Category = II Wind factor = 1.00 Snow factor = 1.00 Seismic factor = 1.00 Type of Construction: Fire Rating: Roof = 0.0 hr Floor = 0.0 hr Building Geometry: Roof angle (θ) 7.00 / 12 30.3 deg Building length (L) 68.0 ft Least width (B) 53.3 ft Mean Roof Ht (h) 17.0 ft Parapet ht above grd 0.0 ft Minimum parapet ht 0.0 ft Live Loads: Roof 0 to 200 sf: 17 psf use 35.0 psf 200 to 600 sf: 35 psf over 600 sf: 35 psf All other residential areas except balconies & decks0 psf Floor: Typical Floor 0 psf Partitions 0 psf Stairs and exit ways 0 psf Page 3 of 34 FROST Structural Engineering Project Name:Project No. : Eng. : Date : Sheet TJW FSEIF22-032Moulton Garage 02/11/22 Design Code: 2018 International Building Code Risk Category =II [see ASCE 7 Table 1.5-1] Roof Loads: asphalt shingles o/ felt 6.0 1/2" plywood or OSB 1.7 10" batt insulation (R-30)1.0 roof trusses @ 2' o.c.1.5 1/2" gypboard 2.2 mechanical/miscellaneous 3.6 DL =16.0 psf LL joist LL beam TL Roof Snow Load, SL =35 psf L/360 L/360 L/240 Roof Live Load, Lr =20 psf L/360 L/360 L/240 Snow Loads: per ASCE 7 Chapter 7 Importance Factor Is = 1.0 Importance Factor Pg =49 psf (ground snow load) Ce =0.9 exposure Factor Ct =1.1 thermal factor Snow, Pf = 0.70CeCt(Is)Pg =34.0 psf (FLAT Roof) unobstructed slippery surface (Y/N):N roof slope =7/12 roof angle =30.3 degrees Cs =1.00 slope factor Snow, Ps = CsPf =34.0 psf (SLOPED Roof) 0.3*Ps =10.2 psf (Unbalanced SLOPED Roof) Unbalanced Snow for Gable and Hip Roof, based on fetch length, W For roof slopes between 0.5/12 and 7/12 20 1.73 12.2 30 2.20 15.5 40 2.58 18.2 50 2.89 20.4 60 3.17 22.3 70 3.41 24.1 80 3.64 25.6 Design Gravity Loads deflection limits 13.4 17.0 19.8 22.3 24.4 26.3 28.0 W (ft)Hd Surcharge (psf) Length (ft) Page 4 of 34 FROST Structural Engineering Project Name:Project No. : Eng. : Date : Sheet TJW FSEIF22-032Moulton Garage 02/11/22 Exterior Walls: siding 4.0 1/2" plywood or OSB 1.7 2x wood studs at 16" o.c.1.2 6" batt insulation (R-25)1.5 1/2" gypboard 2.2 miscellaneous 4.4 DL = 15.0 psf L/240 Interior Walls: 1/2" gypboard 2.2 1/2" plywood or OSB (where occurs)1.7 2x wood studs at 16" o.c.1.2 1/2" gypboard 2.2 miscellaneous 2.7 DL = 10.0 psf L/240 deflection limits deflection limits Page 5 of 34 FROST Structural Engineering Project Name:Project No. : Eng. : Date : Sheet TJW FSEIF22-032Moulton Garage 02/11/22 Design Code: 2018 International Building Code Risk Category =II [see ASCE 7 Table 1.5-1] Seismic Loads: Equivalent Lateral Force Procedure 1.00 D Mapped Spectral Response Accelerations: S1 .................0.141 g SS .................0.358 g Design Spectral Response Accelerations: l SD1 .................0.218 g SDS .................0.361 g D Seismic Force-Resisting System(s): ................. R .................6.5 Ωo .................3 Cd .................4 Cs .................0.056 Wind Loads: 105 MPH C Enclosed 0.18 Component & Cladding Pressures: Roof (uplift-zone 1).................21.0 psf Roof (net uplift-zone 1).................6.6 psf Roof (uplift-zone 2).................25.2 psf Roof (net uplift-zone 2).................10.8 psf Walls (zone 4).................25.2 psf Walls (zone 5).................29.9 psf Design Wind Speed (ultimate) ............................... Wind Exposure ...................................................... Enclosure Classification ......................................... Internal Pressure Coefficient ................................. Seismic Design Category ....................................... Lateral System Design Lateral Loads Light-frame (wood) walls sheathed with wood structural panels rated Analysis Procedure: ............................................... Importance Factor .................................................. Site Class ............................................................... Page 6 of 34 FROST Structural Engineering Project Name:Project No. : Eng. : Date : Sheet TJW FSEIF22-032Moulton Garage 02/11/22 Page 7 of 34 FROST Structural Engineering Project Name:Project No. : Eng. : Date : Sheet TJW FSEIF22-032Moulton Garage 02/11/22 Page 8 of 34 FROST Structural Engineering Project Name:Project No. : Eng. : Date : Sheet TJW FSEIF22-032Moulton Garage 02/11/22 Page 9 of 34 FROST Structural Engineering Project Name:Project No. : Eng. : Date : Sheet TJW FSEIF22-032Moulton Garage GRAVITY DESIGN 02/11/22 Page 10 of 34 FROST Structural Engineering Project Name:Project No. : Eng. : Date : Sheet TJW FSEIF22-032Moulton Garage RO O F RA M I N G K E Y P L A N 02/11/22 PF NOTE: HEADER IS CONTINUOUSOVER WALL AT PORTAL FRAME, TYP (2) 2x6 TS NOT IN SCOPE PF (2) 2x6 TS(2) 2x6 TS(2) 2x6 TS PF (2) 2x6 TS(2) 2x6 TS PF (2) 2x6 TS (2) 2x6 TS NOTE: HEADER IS CONTINUOUSOVER WALL AT PORTAL FRAME, TYP 5 5 5 5 Page 11 of 34 FROST Structural Engineering Project Name:Project No. : Eng. : Date : Sheet TJW FSEIF22-032Moulton Garage 02/11/22 (reduced) Mark:B11 DL(psf) LL(psf) trib(ft) LL w(plf) TL w(plf) LL(psf) RDL = 828 lbs Span (ft) =9.0 roof 16 35 11.5 403 587 RLL = 1811 lbs lu (ft) =9.0 floor 0 0 0 0 0 RTL (left)=2639 lbs LL Deflection < L /360 wall 0 0 0 0 0 Total Deflection < L /240 misc.0 0 0 0 0 RDL = 828 lbs CD =1.00 403 plf 587 plf RLL = 1811 lbs Roof Snow Load ? :Yes DL(lbs) LL(lbs) x(ft)RTL (right) =2639 lbs Pt. Load 0 0 0 Reduce Floor LL ? :Yes Pt. Load 0 0 0 Mmax = Supports >1 Floor ? : B C D (1) (2)1.75x11.875 Wood Species = Fv (psi) =265 psi 285 psi fv-max @ d (psi) =82 psi 31%74 psi 26% Fb =2277 psi 2512 psi fb-max (psi) =950 psi 42%866 psi 34% E (psi) = LL deflection =0.07'' 24%0.06'' 20% TL deflection =0.11'' 24%0.09'' 20% camber (in) = 1/8''std=0.03''n/a Adequate Adequate Selection (A - E):E Use: (2) (reduced) Mark:B12 DL(psf) LL(psf) trib(ft) LL w(plf) TL w(plf) LL(psf) RDL = 448 lbs Span (ft) =16.0 roof 16 35 3.5 123 179 RLL = 980 lbs lu (ft) =16.0 floor 0 0 0 0 0 RTL (left)=1428 lbs LL Deflection < L /512 wall 0 0 0 0 0 Total Deflection < L /240 misc.0 0 0 0 0 RDL = 448 lbs CD =1.00 123 plf 179 plf RLL = 980 lbs Roof Snow Load ? :Yes DL(lbs) LL(lbs) x(ft)RTL (right) =1428 lbs Pt. Load 0 0 0 Reduce Floor LL ? :Yes Pt. Load 0 0 0 Mmax = Supports >1 Floor ? : B C D (1) (2)1.75x11.875 Wood Species = Fv (psi) =265 psi 285 psi fv-max @ d (psi) =50 psi 19%45 psi 16% Fb =2043 psi 2369 psi fb (psi) =914 psi 45%833 psi 35% E (psi) = LL deflection =0.22'' 59%0.18'' 49% TL deflection =0.32'' 41%0.27'' 34% camber (in) = 2/8''std=0.11''n/a Adequate Adequate Selection (A - E):E Use: (2) Wood Beam / Header ASD design per NDS 2015 EA 3.125x12 GLB 5938 ft-lbs 1800000 psi 2000000 psi Douglas Fir #2 24F-V4 24F-V4 24F-V4 SCL: 26F 2.0E LVL B11 1.75x11.875 SCL: 26F 2.0E LVL 5712 ft-lbs A E 3.125x12 GLB Douglas Fir #2 24F-V4 24F-V4 24F-V4 SCL: 26F 2.0E LVL 1800000 psi 2000000 psi B12 1.75x11.875 SCL: 26F 2.0E LVL Page 12 of 34 FROST Structural Engineering Project Name:Project No. : Eng. : Date : Sheet TJW FSEIF22-032Moulton Garage 02/11/22 (reduced) Mark:B13 DL(psf) LL(psf) trib(ft) LL w(plf) TL w(plf) LL(psf) RDL = 648 lbs Span (ft) =3.0 roof 16 35 27 945 1377 RLL = 1418 lbs lu (ft) =3.0 floor 0 0 0 0 0 RTL (left)=2066 lbs LL Deflection < L /360 wall 0 0 0 0 0 Total Deflection < L /240 misc.0 0 0 0 0 RDL = 648 lbs CD =1.00 945 plf 1377 plf RLL = 1418 lbs Roof Snow Load ? :Yes DL(lbs) LL(lbs) x(ft)RTL (right) =2066 lbs Pt. Load 0 0 0 Reduce Floor LL ? :Yes Pt. Load 0 0 0 Mmax = Supports >1 Floor ? : B C D (2)2x8 (1) Wood Species = Fv (psi) =180 psi fv-max @ d (psi) =85 psi 47% Fb =1076 psi fb-max (psi) =707 psi 66% E (psi) = LL deflection =0.01'' 11% TL deflection =0.02'' 11% camber (in) =n/a Adequate Selection (A - E):A Use: (2) B13 2x8 Douglas Fir #2 1549 ft-lbs 1600000 psi Douglas Fir #2 24F-V4 24F-V4 24F-V4 SCL: A E Wood Beam / Header ASD design per NDS 2015 Page 13 of 34 FROST Structural Engineering Project Name:Project No. : Eng. : Date : Sheet TJW FSEIF22-032Moulton Garage 02/11/22 Location: Plate Height (ft) =10.2 Stud Height (ft) = 9.8 Gravity Loads to Wall: Le/d = 21.4 < 50 OK DL(psf) trib(ft) w e(in) deflection < L/240 roof snow 16 18 918 0 wind/seismic (W/S)W floor live load 0 0 0 0 wind load, w (psf) =29.9 (Due to Wind)wall weight 15 0 0 0.6 * w = (psf) 17.9 misc. live load 0 0 0 0 snow load? (Y/N)Y w (total uniform load) = 918 plf Lumber Grade: (DF No. 2) fire rated assembly? (Y/N)N Load Cases: CD =1.60 CD =1.60 CD =1.15 P (lbs) = 384 per stud P (lbs) = 630 P (lbs) = 1224 per stud M (lb-ft) = 289 M (lb-ft) = 216 M (lb-ft) = 0 FcE (psi) =1038 FcE (psi) =1038 FcE (psi) =1038 Fc' (psi) = 921 Fc' (psi) = 921 Fc' (psi) = 862 fc (psi) = 47 < Fc'OK fc (psi) = 76 < Fc'OK fc (psi) = 148 < Fc'OK Fb' (psi) = 2153 Fb' (psi) = 2153 Fb' (psi) = 1547 fb (psi) = 458 < Fb'OK fb (psi) = 343 < Fb'OK fb (psi) = 0 < Fb'OK CSR = 0.23 < 1.0 OK CSR = 0.18 < 1.0 OK CSR = 0.03 < 1.0 OK D (in.) =0.11 = L/1117 OK D (in.) =0.08 = L/1490 OK D (in.) =0.00 = L/5000 OK USE:2 x 6 Framing at Openings: Trimmers:King Studs: Trimmer supports only vertical load ... King stud supports only bending ... Pcap (lbs) = 7111 Mcap (lb-ft) = 1180 Rcap (lbs) = 5156 (bearing governs)trib width capacity (ft) = 5.45 for M < Mcap (governs) trib width capacity (ft) = 6.21 for D < L /240 35 Wood Stud Wall Design Design based on NDS 2015 W1 LL(psf) 0 0 D + 0.6*W D + 0.75*(0.6*W + S + LL) D + S W1 at 16'' o.c.(DF No. 2) Open Width (ft) Trimmer Studs (TS) King Studs (KS) < 9'-6'' 1 1 9'-6'' to 20'-5'' 2 2 20'-5'' to 31'-4'' 3 3 31'-4'' to 42'-3'' 4 4 1 1 1 9 1 1 1 1 1 Page 14 of 34 FROST Structural Engineering Project Name:Project No. : Eng. : Date : Sheet TJW FSEIF22-032Moulton Garage 02/11/22 Location: Plate Height (ft) =10.2 Stud Height (ft) = 9.8 Gravity Loads to Wall: Le/d = 21.4 < 50 OK DL(psf) trib(ft) w e(in) deflection < L/240 roof snow 16 11.5 586.5 0 wind/seismic (W/S)W floor live load 15 0 0 0 wind load, w (psf) =29.9 (Due to Wind)wall weight 15 0 0 0.6 * w = (psf) 17.9 misc. live load 0 0 0 0 snow load? (Y/N)Y w (total uniform load) = 587 plf Lumber Grade: (DF No. 2) fire rated assembly? (Y/N)N Load Cases: CD =1.60 CD =1.60 CD =1.15 P (lbs) = 245 per stud P (lbs) = 403 P (lbs) = 782 per stud M (lb-ft) = 289 M (lb-ft) = 216 M (lb-ft) = 0 FcE (psi) =1038 FcE (psi) =1038 FcE (psi) =1038 Fc' (psi) = 921 Fc' (psi) = 921 Fc' (psi) = 862 fc (psi) = 30 < Fc'OK fc (psi) = 49 < Fc'OK fc (psi) = 95 < Fc'OK Fb' (psi) = 2153 Fb' (psi) = 2153 Fb' (psi) = 1547 fb (psi) = 458 < Fb'OK fb (psi) = 343 < Fb'OK fb (psi) = 0 < Fb'OK CSR = 0.22 < 1.0 OK CSR = 0.17 < 1.0 OK CSR = 0.01 < 1.0 OK D (in.) =0.11 = L/1117 OK D (in.) =0.08 = L/1490 OK D (in.) =0.00 = L/5000 OK USE:2 x 6 Framing at Openings: Trimmers:King Studs: Trimmer supports only vertical load ... King stud supports only bending ... Pcap (lbs) = 7111 Mcap (lb-ft) = 1180 Rcap (lbs) = 5156 (bearing governs)trib width capacity (ft) = 5.45 for M < Mcap (governs) trib width capacity (ft) = 6.21 for D < L /240 (DF No. 2)W2 1 220'-5'' to 31'-4'' 9 16 1 1 29'-6'' to 20'-5'' < 9'-6'' 31'-4'' to 42'-3'' 3 3 1 2 4 2 1 11 1 Wood Stud Wall Design Design based on NDS 2015 Trimmer Studs (TS) King Studs (KS) at 16'' o.c. D + S Open Width (ft) W2 0 LL(psf) D + 0.6*W D + 0.75*(0.6*W + S + LL) 35 40 Page 15 of 34 FROST Structural Engineering Project Name:Project No. : Eng. : Date : Sheet TJW FSEIF22-032Moulton Garage 206_Wood Post TR02/11/22 Location: Plate Height (ft) =10.2 Stud Height (ft) = 9.8 Gravity Loads to Wall: Le/d = 21.4 < 50 OK DL(psf) trib(ft) w e(in) deflection < L/240 roof snow 16 27 1377 0 wind/seismic (W/S)W floor live load 15 0 0 0 wind load, w (psf) =29.9 (Due to Wind)wall weight 15 0 0 0.6 * w = (psf) 17.9 misc. live load 0 0 0 0 snow load? (Y/N)Y w (total uniform load) = 1377 plf Lumber Grade: (DF No. 2) fire rated assembly? (Y/N)N Load Cases: CD =1.60 CD =1.60 CD =1.15 P (lbs) = 576 per stud P (lbs) = 945 P (lbs) = 1836 per stud M (lb-ft) = 289 M (lb-ft) = 216 M (lb-ft) = 0 FcE (psi) =1038 FcE (psi) =1038 FcE (psi) =1038 Fc' (psi) = 921 Fc' (psi) = 921 Fc' (psi) = 862 fc (psi) = 70 < Fc'OK fc (psi) = 115 < Fc'OK fc (psi) = 223 < Fc'OK Fb' (psi) = 2153 Fb' (psi) = 2153 Fb' (psi) = 1547 fb (psi) = 458 < Fb'OK fb (psi) = 343 < Fb'OK fb (psi) = 0 < Fb'OK CSR = 0.23 < 1.0 OK CSR = 0.19 < 1.0 OK CSR = 0.07 < 1.0 OK D (in.) =0.11 = L/1117 OK D (in.) =0.08 = L/1490 OK D (in.) =0.00 = L/5000 OK USE:2 x 6 Framing at Openings: Trimmers:King Studs: Trimmer supports only vertical load ... King stud supports only bending ... Pcap (lbs) = 7111 Mcap (lb-ft) = 1180 Rcap (lbs) = 5156 (bearing governs)trib width capacity (ft) = 5.45 for M < Mcap (governs) trib width capacity (ft) = 6.21 for D < L /240 1 1 1 3 1 1 16 3 2 20'-5'' to 31'-4'' 5 3 31'-4'' to 42'-3'' 6 4 < 9'-6'' 2 1 9'-6'' to 20'-5'' 3 2 W3 at 16'' o.c.(DF No. 2) Open Width (ft) Trimmer Studs (TS) King Studs (KS) 40 0 D + 0.6*W D + 0.75*(0.6*W + S + LL) D + S Wood Stud Wall Design Design based on NDS 2015 W3 LL(psf) 35 Page 16 of 34 FROST Structural Engineering Project Name:Project No. : Eng. : Date : Sheet TJW FSEIF22-032Moulton Garage LATERAL DESIGN 02/11/22 Page 17 of 34 FROST Structural Engineering Project Name:Project No. : Eng. : Date : Sheet TJW FSEIF22-032Moulton Garage LA T E R A L KE Y P L A N 02/11/22 PF NOTE: HEADER IS CONTINUOUSOVER WALL AT PORTAL FRAME, TYP (2) 1.75x11.875 LVLOR 3.125x12 GLB (2) 2x6 TS NOT IN SCOPE PF (2) 2x6 TS(2) 2x6 TS(2) 2x6 TS PF (2) 2x6 TS(2) 2x6 TS PF (2) 2x6 TS (2) 2x6 TS NOTE: HEADER IS CONTINUOUSOVER WALL AT PORTAL FRAME, TYP 5 5 5 5 (2) 1.75x11.875 LVLOR 3.125x12 GLB (2) 2x8 (1) 2x6 TS(1) 2x6 KS (1) 2x6 TS(1) 2x6 KS 6980 38501650 3850 WIND LOAD (LB) A B 1650 1650 6980 2 1650 SHEARWALL LINE SEISMIC LOAD (LB) 1 Page 18 of 34 FROST Structural Engineering Project Name:Project No. : Eng. : Date : Sheet TJW FSEIF22-032Moulton Garage 02/11/22 Key Plan Area =1 Risk Category =II Seismic Design Category =D [per ASCE 7-10 tables 11.6-1 and 11.6-2] Importance Factor IE =1.00 Site Class =D Seismic Force Resisting System (Table 12.2-1) = Response Modification Coefficient, R =6.5 Overstrength factor, Ωο =3 Deflection Amplification Factor, Cd =4 Design Spectral Response Accelerations: Ss =35.8%S1 =14.1%[per USGS Earthquake Ground Motion Tool] Fa = 1.51 Fv = 2.24 [per ASCE 7-10 table 11.4-1 & 11.4-2] SMS =0.542g SM1 =0.315g [ASCE 7-10 equation 11.4-1 & 11.4-2] SDS = 0.361g SD1 =0.210g [ASCE 7-10 equation 11.4-3 & 11.4-4] TL =6 CS =0.056 T = 0.167 T0 =0.116 Ct =0.020 Cs-max =0.193 Ta =0.167 TS =0.582 x =0.750 Cs-min =0.016 Tmax =0.234 Sa =0.361 CS (controls)=0.056 CU =1.4 k = 1.00 Main Seismic Force Resisting System: V = CsW =3.3 [per ASCE 7-10 equation 12.8-1] Vertical Distribution of Main Seismic Force Resisting System [per ASCE 7-10 section 12.8.3] Level hx (ft) wx (kip)wx hx k (kip-ft)Cvx Fx (kip) Vx (kip) Roof 17 60.1 1021 1.000 3.3 3.3 Totals: 60 1021 1.0 3.3 Transverse Diaphragm Design Forces [per ASCE 7-10 section 12.10.1.1] Level hx (ft) wpx (kip) ∑wi (kip) ∑Fi (kip) Fpx (min) (kip) Fpx (max) (kip) Fpx (kip) Roof 17 55.3 55.3 3.1 4.0 8.0 4.0 Longitudinal Diaphragm Design Forces [per ASCE 7-10 section 12.10.1.1] Level hx (ft) wpx (kip) ∑wi (kip) ∑Fi (kip) Fpx (min) (kip) Fpx (max) (kip) Fpx (kip) Roof 17 53.3 53.3 3.0 3.8 7.7 3.8 Design Seismic Lateral Loads Equivalent Lateral Force Procedure per Chapters 11 and 12 of ASCE 7-10 [see ASCE 7-10 table 1.5-2] [ASCE 7-10 table 1.5-1] A.Light-frame (wood) walls sheathed with wood structural panels rated for shear resistance Page 19 of 34 FROST Structural Engineering Project Name:Project No. : Eng. : Date : Sheet TJW FSEIF22-032Moulton Garage 02/11/22 Level =Roof Area =1 Total Seismic Weight = 60.1 Long. Wall Length (ft) =53.25 53.25 Area (ft^2) =2109 0 Trans. Wall Length (ft) =47.5 22 Dead Load (psf) =16 0 Plate Height (ft) =10.2 10.2 Live / Snow Load (psf) =35 0 Parapet Height (ft) =0 0 % Live / Snow Load =20% 0% Wall Weight (psf) =15 10 Int. Partition Load (psf) =0 0 Misc. (lbs) =0 0 Misc. (lbs) =0 0 Long. Weight (k) = 4.1 2.7 Weight (k) = 48.5 0.0 Trans. Weight (k) = 3.6 1.1 Transverse Weight (k) =55.3 Longitudinal Weight (k) =53.3 Seismic Weights Walls Roof Page 20 of 34 FROST Structural Engineering Project Name:Project No. : Eng. : Date : Sheet TJW FSEIF22-032Moulton Garage 02/11/22 JOB TITLEJOB TITLEJOB TITLEJOB TITLE JOB NO. SHEET NO. 1 JOB TITLE JOB NO. SHEET NO. 1 JOB TITLE JOB NO. SHEET NO. 1 JOB TITLE JOB NO. SHEET NO. CALCULATED BY DATE CHECKED BY DATE Wind Loads :ASCE 7 - 16 Ultimate Wind Speed 105 mph Nominal Wind Speed 81.3 mph Risk Category II Exposure Category C Enclosure Classif.Enclosed Building Internal pressure +/-0.18 Directionality (Kd) 0.85 Kh case 1 0.872 Kh case 2 0.872 Type of roof Gable Topographic Factor (Kzt) Topography Flat Hill Height (H) 0.0 ft H< 15ft;exp C Half Hill Length (Lh) 0.0 ft \Kzt=1.0 Actual H/Lh = 0.00 Use H/Lh = 0.00 Modified Lh = 0.0 ft From top of crest: x = 0.0 ft Bldg up/down wind? downwind H/Lh= 0.00 K1 =0.000 x/Lh = 0.00 K2 =0.000 z/Lh = 0.00 K3 =1.000 At Mean Roof Ht: Kzt = (1+K1K2K3)^2 =1.00 Gust Effect Factor Flexible structure if natural frequency < 1 Hz (T > 1 second). h = 17.0 ft However, if building h/B < 4 then probably rigid structure (rule of thumb). B = 53.3 ft h/B = 0.32 Rigid structure /z (0.6h) =15.0 ft G =0.85 Using rigid structure default Rigid Structure Flexible or Dynamically Sensitive Structure ē =0.20 Natural Frequency (η1) =0.0 Hz ℓ = 500 ft Damping ratio (β) = 0 zmin =15 ft /b =0.65 c = 0.20 /α = 0.15 gQ, gv =3.4 Vz =88.7 Lz =427.1 ft N1 =0.00 Q =0.91 Rn =0.000 Iz =0.23 Rh =28.282 η =0.000 h =17.0 ft G =0.88 use G = 0.85 RB =28.282 η =0.000 RL =28.282 η =0.000 gR =0.000 R = 0.000 G = 0.000 Page 21 of 34 FROST Structural Engineering Project Name:Project No. : Eng. : Date : Sheet TJW FSEIF22-032Moulton Garage 02/11/22 JOB TITLEJOB TITLEJOB TITLEJOB TITLE JOB NO. SHEET NO. CALCULATED BY DATE JOB TITLE JOB NO. SHEET NO. CALCULATED BY DATE CHECKED BY DATE Enclosure Classification Test for Enclosed Building: A building that does not qualify as open or partially enclosed. Test for Open Building:All walls are at least 80% open. Ao ≥ 0.8Ag Test for Partially Enclosed Building: Input Test Ao 0.0 sf Ao ≥ 1.1Aoi YES Ag 0.0 sf Ao > 4' or 0.01Ag NO Aoi 0.0 sf Aoi / Agi ≤ 0.20 NO Building is NOT Agi 0.0 sf Partially Enclosed Conditions to qualify as Partially Enclosed Building. Must satisfy all of the following: Ao ≥ 1.1Aoi Ao > smaller of 4' or 0.01 Ag Aoi / Agi ≤ 0.20 Where: Ao = the total area of openings in a wall that receives positive external pressure. Ag = the gross area of that wall in which Ao is identified. Aoi = the sum of the areas of openings in the building envelope (walls and roof) not including Ao. Agi = the sum of the gross surface areas of the building envelope (walls and roof) not including Ag. Reduction Factor for large volume partially enclosed buildings (Ri) : If the partially enclosed building contains a single room that is unpartitioned , the internal pressure coefficient may be multiplied by the reduction factor Ri. Total area of all wall & roof openings (Aog):0 sf Unpartitioned internal volume (Vi) :0 cf Ri = 1.00 Altitude adjustment to constant 0.00256 (caution - see code) : Altitude = 0 feet Average Air Density = 0.0765 lbm/ft3 Constant = 0.00256 Page 22 of 34 FROST Structural Engineering Project Name:Project No. : Eng. : Date : Sheet TJW FSEIF22-032Moulton Garage 02/11/22 JOB TITLEJOB TITLEJOB TITLEJOB TITLE JOB NO. SHEET NO. CALCULATED BY DATE JOB TITLE JOB NO. SHEET NO. CALCULATED BY DATE JOB TITLE JOB NO. SHEET NO. CALCULATED BY DATE JOB TITLE JOB NO. SHEET NO. CALCULATED BY DATE CHECKED BY DATE Wind Loads - MWFRS h£60' (Low-rise Buildings) Enclosed/partially enclosed only Kz = Kh (case 1) =0.87 Edge Strip (a) =5.3 ft Base pressure (qh) =20.9 psf End Zone (2a) =10.7 ft GCpi = +/-0.18 Zone 2 length =26.6 ft Wind Pressure Coefficients CASE A CASE B Surface GCpf w/-GCpi w/+GCpi GCpf w/-GCpi w/+GCpi 1 0.56 0.74 0.38 -0.45 -0.27 -0.63 2 0.21 0.39 0.03 -0.69 -0.51 -0.87 3 -0.43 -0.25 -0.61 -0.37 -0.19 -0.55 4 -0.37 -0.19 -0.55 -0.45 -0.27 -0.63 5 0.40 0.58 0.22 6 -0.29 -0.11 -0.47 1E 0.69 0.87 0.51 -0.48 -0.30 -0.66 2E 0.27 0.45 0.09 -1.07 -0.89 -1.25 3E -0.53 -0.35 -0.71 -0.53 -0.35 -0.71 4E -0.48 -0.30 -0.66 -0.48 -0.30 -0.66 5E 0.61 0.79 0.43 6E -0.43 -0.25 -0.61 Ultimate Wind Surface Pressures (psf) 1 15.5 7.9 -5.6 -13.2 2 8.2 0.6 -10.7 -18.2 3 -5.2 -12.8 -4.0 -11.5 4 -4.0 -11.5 -5.6 -13.2 5 12.1 4.6 6 -2.3 -9.8 1E 18.2 10.7 -6.3 -13.8 2E 9.4 1.9 -18.6 -26.1 3E -7.3 -14.8 -7.3 -14.8 4E -6.3 -13.8 -6.3 -13.8 5E 16.5 9.0 6E -5.2 -12.8 Parapet Windward parapet = 0.0 psf (GCpn = +1.5)Windward roof Leeward parapet = 0.0 psf (GCpn = -1.0)overhangs =14.6 psf (upward) add to windward roof pressure Horizontal MWFRS Simple Diaphragm Pressures (psf) Transverse direction (normal to L) Interior Zone: Wall 19.4 psf Roof 13.4 psf End Zone: Wall 24.5 psf Roof 16.7 psf Longitudinal direction (parallel to L) Interior Zone: Wall 14.4 psf End Zone: Wall 21.7 psf θ = 30.3 deg Page 23 of 34 FROST Structural Engineering Project Name:Project No. : Eng. : Date : Sheet TJW FSEIF22-032Moulton Garage 02/11/22 JOB TITLEJOB TITLEJOB TITLEJOB TITLE JOB NO. SHEET NO. JOB TITLE JOB NO. SHEET NO. JOB TITLE JOB NO. SHEET NO. JOB TITLE JOB NO. SHEET NO. CALCULATED BY DATE CHECKED BY DATE Location of MWFRS Wind Pressure Zones NOTE: Torsional loads are 25% of zones 1 - 6. See code for loading diagram. ASCE 7 -99 and ASCE 7-10 (& later) Page 24 of 34 FROST Structural Engineering Project Name:Project No. : Eng. : Date : Sheet TJW FSEIF22-032Moulton Garage 02/11/22 JOB TITLEJOB TITLEJOB TITLEJOB TITLE JOB NO. SHEET NO. JOB TITLE JOB NO. SHEET NO. JOB TITLE JOB NO. SHEET NO. JOB TITLE JOB NO. SHEET NO. JOB TITLE JOB NO. SHEET NO. CALCULATED BY DATE CHECKED BY DATE Ultimate Wind Pressures Wind Loads - Components & Cladding : h <= 60' Kh (case 1) = 0.87 h = 17.0 ft Base pressure (qh) =20.9 psf a = 5.3 ft Minimum parapet ht = 0.0 ft GCpi = +/-0.18 Roof Angle (θ) = 30.3 deg Type of roof = Gable Roof GCp +/- GCpi Surface Pressure (psf)User input Area 10 sf 50 sf 100 sf 10 sf 50 sf 100 sf 75 sf 500 sf Negative Zone 1 -1.18 -1.04 -0.98 -24.7 -21.7 -20.5 -21.0 -20.5 Negative Zone 2 -1.38 -1.24 -1.18 -28.9 -25.9 -24.7 -25.2 -24.7 Negative Zone 3 -1.38 -1.24 -1.18 -28.9 -25.9 -24.7 -25.2 -24.7 Positive All Zones 1.08 1.01 0.98 22.6 21.1 20.5 20.8 20.5 Overhang Zone 3 -2.00 -1.86 -1.80 -41.8 -38.9 -37.6 -38.2 -37.6 Overhang Zone 3 -2.00 -1.86 -1.80 -41.8 -38.9 -37.6 -38.2 -37.6 Overhang pressures in the table above assume an internal pressure coefficient (Gcpi) of 0.0 Overhang soffit pressure equals adj wall pressure (which includes internal pressure of 3.8 psf) Parapet qp = 0.0 psf Surface Pressure (psf)User input Solid Parapet Pressure 10 sf 100 sf 500 sf 75 sf CASE A = pressure towards building (pos) CASE A : Interior zone: 0.0 0.0 0.0 0.0 CASE B = pressure away from bldg (neg) Corner zone: 0.0 0.0 0.0 0.0 CASE B : Interior zone: 0.0 0.0 0.0 0.0 Corner zone: 0.0 0.0 0.0 0.0 Walls GCp +/- GCpi Surface Pressure (psf)User input Area 10 sf 100 sf 500 sf 10 sf 100 sf 500 sf 27 sf 200 sf Negative Zone 4 -1.28 -1.10 -0.98 -26.8 -23.1 -20.5 -25.2 -22.0 Negative Zone 5 -1.58 -1.23 -0.98 -33.0 -25.7 -20.5 -29.9 -23.4 Positive Zone 4 & 5 1.18 1.00 0.88 24.7 21.0 18.4 23.1 19.9 1 Page 25 of 34 FROST Structural Engineering Project Name:Project No. : Eng. : Date : Sheet TJW FSEIF22-032Moulton Garage 02/11/22 JOB TITLEJOB TITLEJOB TITLEJOB TITLE JOB NO. SHEET NO. CALCULATED BY DATE CHECKED BY DATE Ultimate Wind Pressures Location of C&C Wind Pressure Zones Roofs w/ θ ≤ 10° Walls h ≤ 60' Gable, Sawtooth and and all walls & alt design h<90'Multispan Gable θ ≤ 7 degrees & Monoslope roofs h > 60'Monoslope ≤ 3 degrees 3° < θ ≤ 10° h ≤ 60' & alt design h<90' h ≤ 60' & alt design h<90' Monoslope roofs Multispan Gable & Hip 7° < θ ≤ 27° 10° < θ ≤ 30°Gable 7°< θ ≤ 45° h ≤ 60' & alt design h<90' Sawtooth 10° < θ ≤ 45° h ≤ 60' & alt design h<90' Stepped roofs θ ≤ 3° h ≤ 60' & alt design h<90' 1 Page 26 of 34 FROST Structural Engineering Project Name:Project No. : Eng. : Date : Sheet TJW FSEIF22-032Moulton Garage 02/11/22 JOB TITLE JOB NO. SHEET NO. NORTH/SOUTH DIAPHRAGM WIND LOADING: Papplied = Walls: [(270 SF)(24.5 PSF) + (155 SF)(19.4 PSF)]/2 = 4800 LB Roof: [(110 SF)(16.7 PSF) + (75 SF)(13.7 PSF)] = 2865 LB TOTAL LOAD = 7700 LB LOAD TO LINE 1 OR 2 = (7700 LB)/2 = 3850 LB Page 27 of 34 FROST Structural Engineering Project Name:Project No. : Eng. : Date : Sheet TJW FSEIF22-032Moulton Garage 02/11/22 JOB TITLE JOB NO. SHEET NO. EAST/WEST DIAPHRAGM WIND LOADING: Papplied = Walls: [(250 SF)(24.5 PSF) + (385 SF)(19.4 PSF)]/2 = 6800 LB Roof: [(150 SF)(16.7 PSF) + (340 SF)(13.7 PSF)] = 7160 LB TOTAL LOAD = 13960 LB LOAD TO LINE A OR B = (13960 LB)/2 = 6980 LB Page 28 of 34 FROST Structural Engineering Project Name:Project No. : Eng. : Date : Sheet TJW FSEIF22-032Moulton Garage 02/11/22 JOB TITLEJOB TITLEJOB TITLE Shear Line :1 VSEISMIC =1,650 lbs SDS = 0.361g E = 0.70 x V = 1,155 lbs S.D.C. =D WWIND =3,850 lbs F = 0.60 x W = 2,310 lbs wall segments:1 2 3 4 5 6 Roof DL (psf) =16 length (ft)53.3 Floor DL (psf) =0 height (ft)10.2 Wall DL (psf) =15 roof trib. (ft)18.0 floor trib. (ft)0.0 Distance from HD to End of Wall (in)6 Wall Thickness (in)8 Shearwall Anchored Into:Concrete aspect ratio 0.2 aspect ratio factor 2w/l 1.00 Seismic F (lbs)1155 shear (plf)22 allowable shear (plf)156 suggested shearwall type 4 Mot (ft-lbs)11781 DL factor A =1.05 A x wDL (plf)463 End Post Compression(lbs)1630 DL factor B 0.55 B x wDL (plf)242 End Post Uplift for Anchor Holdowns (lbs)0 End Post Uplift for Straps (lbs)0 Wind F (lbs)2310 shear (plf)43 allowable shear (plf)218 suggested shearwall type 4 Mot (ft-lbs)23562 wDL (plf)441 End Post Compression(lbs)1771 DL factor C 0.60 C x wDL (plf)265 End Post Uplift for Anchor Holdowns (lbs)0 End Post Uplift for Straps (lbs)0 Maximum End Post Compression (lbs)1771 Recommended Minimum End Post for Compression (2) 2x6 Controlling Anchor Holdown Uplift (lbs)0 Recommended Anchor Holdown Anchor at Midwall Anchor at Corner Anchor at Endwall Controlling Strap Holdown Uplift (lbs)0 Recommended Strap Holdown at Midwall Recommended Strap Holdown at Corner Recommended Strap Holdown at Endwall Line 1, Use:SW4 Wood Framing: Douglas-Fir OR Southern Pine Wood Stud Shear Walls 2015 INTERNATIONAL BUILDING CODE (IBC) Page 29 of 34 FROST Structural Engineering Project Name:Project No. : Eng. : Date : Sheet TJW FSEIF22-032Moulton Garage 02/11/22 JOB TITLEJOB TITLEJOB TITLE Shear Line :2 VSEISMIC =1,650 lbs SDS = 0.361g E = 0.70 x V = 1,155 lbs S.D.C. =D WWIND =3,850 lbs F = 0.60 x W = 2,310 lbs wall segments:1 2 3 4 5 6 Roof DL (psf) =16 length (ft)24.0 Floor DL (psf) =0 height (ft)10.2 Wall DL (psf) =15 roof trib. (ft)18.0 floor trib. (ft)0.0 Distance from HD to End of Wall (in)6 Wall Thickness (in)8 Shearwall Anchored Into:Concrete aspect ratio 0.4 aspect ratio factor 2w/l 1.00 Seismic F (lbs)1155 shear (plf)48 allowable shear (plf)156 suggested shearwall type 4 Mot (ft-lbs)11781 DL factor A =1.05 A x wDL (plf)463 End Post Compression(lbs)1931 DL factor B 0.55 B x wDL (plf)242 End Post Uplift for Anchor Holdowns (lbs)0 End Post Uplift for Straps (lbs)0 Wind F (lbs)2310 shear (plf)96 allowable shear (plf)218 suggested shearwall type 4 Mot (ft-lbs)23562 wDL (plf)441 End Post Compression(lbs)2321 DL factor C 0.60 C x wDL (plf)265 End Post Uplift for Anchor Holdowns (lbs)0 End Post Uplift for Straps (lbs)0 Maximum End Post Compression (lbs)2321 Recommended Minimum End Post for Compression (2) 2x6 Controlling Anchor Holdown Uplift (lbs)0 Recommended Anchor Holdown Anchor at Midwall Anchor at Corner Anchor at Endwall Controlling Strap Holdown Uplift (lbs)0 Recommended Strap Holdown at Midwall Recommended Strap Holdown at Corner Recommended Strap Holdown at Endwall Line 2, Use:SW4 Wood Stud Shear Walls 2015 INTERNATIONAL BUILDING CODE (IBC) Wood Framing: Douglas-Fir OR Southern Pine Page 30 of 34 FROST Structural Engineering Project Name:Project No. : Eng. : Date : Sheet TJW FSEIF22-032Moulton Garage 02/11/22 JOB TITLEJOB TITLEJOB TITLE Shear Line :A VSEISMIC =1,650 lbs SDS = 0.361g E = 0.70 x V = 1,155 lbs S.D.C. =D WWIND =6,980 lbs F = 0.60 x W = 4,188 lbs wall segments:1 2 3 4 5 6 Roof DL (psf) =16 length (ft)5.0 8.3 Floor DL (psf) =10 height (ft)10.2 10.2 Wall DL (psf) =15 roof trib. (ft)27.0 27.0 floor trib. (ft)0.0 0.0 Distance from HD to End of Wall (in)6 6 Wall Thickness (in)8 8 Shearwall Anchored Into:Concrete Concrete aspect ratio 2.0 1.2 aspect ratio factor 2w/l 0.98 1.00 Seismic F (lbs)430 725 shear (plf)86 88 allowable shear (plf)255 156 suggested shearwall type 5 4 Mot (ft-lbs)4391 7390 DL factor A =1.05 1.05 A x wDL (plf)615 615 End Post Compression(lbs)2760 2964 DL factor B 0.55 0.55 B x wDL (plf)321 321 End Post Uplift for Anchor Holdowns (lbs)neglect 0 End Post Uplift for Straps (lbs)neglect 0 Wind F (lbs)1561 2627 shear (plf)312 318 allowable shear (plf)357 364 suggested shearwall type 5 5 Mot (ft-lbs)15922 26796 wDL (plf)585 585 End Post Compression(lbs)4807 5106 DL factor C 0.60 0.60 C x wDL (plf)351 351 End Post Uplift for Anchor Holdowns (lbs)2687 1995 End Post Uplift for Straps (lbs)2474 1902 Maximum End Post Compression (lbs)4807 5106 Recommended Minimum End Post for Compression (2) 2x6 (2) 2x6 Controlling Anchor Holdown Uplift (lbs)2687 1995 Recommended Anchor Holdown HTT4 HTT4 Anchor at Midwall 1/2" Anchor 1/2" Anchor Anchor at Corner 1/2" Anchor 1/2" Anchor Anchor at Endwall 1/2" Anchor 1/2" Anchor Controlling Strap Holdown Uplift (lbs)2474 1902 Recommended Strap Holdown at Midwall LSTHD8 LSTHD8 Recommended Strap Holdown at Corner STHD10 LSTHD8 Recommended Strap Holdown at Endwall STHD10 LSTHD8 Line A SW5 SW5 Wood Stud Shear Walls 2015 INTERNATIONAL BUILDING CODE (IBC) Wood Framing: Douglas-Fir OR Southern Pine Page 31 of 34 FROST Structural Engineering Project Name:Project No. : Eng. : Date : Sheet TJW FSEIF22-032Moulton Garage 02/11/22 JOB TITLEJOB TITLEJOB TITLE Line Designation:A.1 Lateral Force (ASD):4188 lb Total Wall M OT:42718 ft*lb Seismic:No Total Wall M R :77238.2813 ft*lb opening height:7.00 ft Uplift At Pier #1:0 lb opening width:3.00 ft umax:0 plf OK Total Wall Length: 16.25 ft Uplift At Pier #2:0 lb Wall Height:10.20 ft umax:0 plf OK Pier #1 Wall Length:5.00 ft OK Compression:5481 lb H/L: 1.40 OK Uplift:0 lb Pier #2 Wall Length:8.25 ft OK H/L: 0.85 OK Wall Type:6 Roof DL:16 psf Capacity:532 plf Trib. Width:27 ft Wall Weight:15 psf DL factor: 0.60 sDS:0.36 rho :1.0 Lateral Force: 1580 lb Lateral Force: 2608 lb Shear, V :316 plf OK Shear, V :316 plf OK Full Height Full Height MOT:16120 ft*lb MOT:26598 ft*lb MR :7312.5 ft*lb MR :19908.2813 ft*lb Uplift:2346 lb Uplift:1776 lb umax:733 plf umax:555 plf Pier Height Pier Height MOT:11063 ft*lb MOT:18253 ft*lb MR :6713 ft*lb MR :18275 ft*lb Uplift:1407 lb Uplift:883 lb umax:440 plf OK umax:276 plf OK Horiz. Strap Force:292 lb OK Horiz. Strap Force:481 lb OK Provide Horiz. Straps:Yes Provide Horiz. Straps:Yes Horiz. Straps:CS20 Horiz. Straps:CS20 Capacity: 1030 lb Capacity: 1030 lb ASD - ANSI / AF&PA SDPWS-2015 Shear Transfer Around Opening PIER #2PIER #1 TOTAL WALL SEGMENTWALL DATA Page 32 of 34 FROST Structural Engineering Project Name:Project No. : Eng. : Date : Sheet TJW FSEIF22-032Moulton Garage 02/11/22 JOB TITLEJOB TITLEJOB TITLE Shear Line :B VSEISMIC =1,650 lbs E = 0.70 x V = 1,155 lbs WWIND =6,980 lbs F = 0.60 x W = 4,188 lbs Consider Drift Limits? :Yes C&C Wall Wind Pressure, p =29.1 psf p(ASD) =0.6 x p = 17.5 psf length(in)20 24 24 24 opening height(ft)8.0 8.0 8.0 8.0 plate height(ft)10 10 10 10 Opening width (ft)9 9 16 16 Wall Thickness(in)6 6 6 6 header depth (in)11.875 11.875 11.875 11.875 Seisimic Allowable Shear (lb)1,071 1,403 1,403 1,403 Wind Allowable Shear (lb)1,499 1,964 1,964 1,964 Vertical Strap Load (lb)1,625 1,676 2,743 2,743 Vertical Strap MSTC40 MSTC40 MSTC40 MSTC40 Vertical Strap Capacity (lb)3,080 3,080 3,080 3,080 OK OK OK OK System Totals Seisimic Allowable Shear (lb) = 5,279 OK Wind Allowable Shear (lb) = 7,391 OK Portal Frame with Hold Downs 2018 IBC and APA TT-100F Wood Framing: Douglas-Fir or Southern Pine portal frame wall segments Page 33 of 34 FROST Structural Engineering Project Name:Project No. : Eng. : Date : Sheet TJW FSEIF22-032Moulton Garage 02/11/22 JOB TITLEJOB TITLEJOB TITLE 1. SHEARWALL TYPES LISTED BELOW ARE NOT JOB SPECIFIC. SOME TYPES MAY NOT BE USED ON THE PLANS. 2. FRAMING MEMBER SUPPORTING MATERIAL SHALL BE SPACED AT 16" ON CENTER MAXIMUM. 3. ANCHOR BOLTS TO FOUNDATION SHALL BE 10 LONG AND SHALL BE EMBEDDED 7 INCHES INTO CONCRETE. EXPANSION BOLTS OR SHOT PINS MAY BE USED AT INTERIOR WALLS (AWAY FROM EDGE OF SLAB OR SLAB STEPDOWN) PER SUPPLEMENTAL INSTRUCTIONS. 4. A MINIMUM OF 2 ANCHOR BOLTS SHALL BE USED ON EACH BASE PLATE PIECE. PROVIDE 1 ANCHOR BOLT MINIMUM WITHIN 9 INCHES OF EACH END OF EACH PIECE. 5. PROVIDE CONTINUOUS DOUBLE 2X PLATE TOP PLATE AT ALL SHEAR WALLS AND EXTERIOR WALLS. UNLESS NOTED OTHERWISE, LAP SPLICE TOP PLATE A MINIMUM OF 4'-0" WITH 16d NAILS STAGGERED AT 2" ON CENTER (24-16d NAILS TOTAL BETWEEN SPLICE JOINTS). 6. PROVIDE FULL HEIGHT DOUBLE STUDS AT ENDS OF SHEAR WALLS UNLESS NOTED OTHERWISE ON PLANS OR DETAILS. 7. BLOCK ALL PANEL EDGES, EXCEPT TYPE "4". EDGE NAIL SHEATHING AT BLOCKED EDGES. TYPE / MARK SHEATHING MATERIAL EDGE NAILING FIELD NAILING BOTTOM PLATE ATTACHMENT TO: Allowable Seismic Allowable Wind 4 7/16" APA RATED SHEATHING 8d COMMON AT 6" O.C. 8d COMMON AT 12" O.C.CONCRETE: 1/2" DIA. A.B. AT 60" O.C. 156 218 (UNBLOCKED) ONE SIDE OF WALL CONCRETE: 5/8" DIA. A.B. AT 72" O.C. WOOD: 16d STAGGERED AT 6" O.C. 5 7/16" APA RATED SHEATHING 8d COMMON AT 6" O.C. 8d COMMON AT 12" O.C. CONCRETE: 1/2" DIA. A.B. AT 36" O.C. 260 364 (BLOCKED) ONE SIDE OF WALL CONCRETE: 5/8" DIA. A.B. AT 48" O.C. WOOD: 16d STAGGERED AT 6" O.C. 6 7/16" APA RATED SHEATHING 8d COMMON AT 4" O.C. 8d COMMON AT 12" O.C. CONCRETE: 1/2" DIA. A.B. AT 24" O.C. 380 532 (BLOCKED) ONE SIDE OF WALL CONCRETE: 5/8" DIA. A.B. AT 32" O.C. WOOD: 16d STAGGERED AT 4" O.C. 7 7/16" APA RATED SHEATHING 8d COMMON AT 3" O.C. 8d COMMON AT 12" O.C. CONCRETE: 1/2" DIA. A.B. AT 18" O.C. 490 686 (BLOCKED) ONE SIDE OF WALL CONCRETE: 5/8" DIA. A.B. AT 26" O.C. WOOD: 16d STAGGERED AT 3" O.C. 8 7/16" APA RATED SHEATHING 8d COMMON AT 2" O.C. 8d COMMON AT 12" O.C. CONCRETE: 1/2" DIA. A.B. AT 8" O.C. 600 840 (BLOCKED) ONE SIDE OF WALL CONCRETE: 5/8" DIA. A.B. AT 14" O.C. 3X OR (2)2X STUDS/BLOCKING AT ADJOINING PANEL EDGES. STAGGER AT ADJOINING PANEL EDGES WOOD: SDS 1/4X4 1/2 SCREWS AT 8" O.C. 9 15/32" APA RATED SHEATHING 10d COMMON AT 2" O.C. 10d COMMON AT 12" O.C. CONCRETE: 1/2" DIA. A.B. AT 12" O.C. 770 1078 ONE SIDE OF WALL CONCRETE: 5/8" DIA. A.B. AT 20" O.C. 3X STUDS/BLOCKING AT ADJOINING PANEL EDGES. STAGGER AT ADJOINING PANEL EDGES WOOD: SDS 1/4X5 1/2 SCREWS AT 6" O.C. 10 SW7 EACH SIDE 8d COMMON AT 3" O.C. 8d COMMON AT 12" O.C. CONCRETE: 5/8" DIA. A.B. AT 16" O.C. 980 1372 3X STUDS/BLOCKING AT ADJOINING PANEL EDGES. STAGGER AT ADJOINING PANEL EDGES WOOD: SDS 1/4X5 1/2 SCREWS AT 4.5" O.C. 11 SW8 EACH SIDE 8d COMMON AT 2" O.C. 8d COMMON AT 12" O.C. CONCRETE: 5/8" DIA. A.B. AT 13" O.C. 1200 1680 3X STUDS/BLOCKING AT ADJOINING PANEL EDGES. STAGGER AT ADJOINING PANEL EDGES WOOD: SDS 1/4X5 1/2 SCREWS AT 4" O.C. 12 SW9 EACH SIDE 10d COMMON AT 2" O.C. 10d COMMON AT 12" O.C. CONCRETE: 5/8" DIA. A.B. AT 10" O.C. 1540 2156 3X STUDS/BLOCKING AT ADJOINING PANEL EDGES. STAGGER AT ADJOINING PANEL EDGES WOOD: SDS 1/4X5 1/2 SCREWS AT 3" O.C. SHEAR WALL TYPES Douglas-Fir OR Southern Pine Page 34 of 34