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HomeMy WebLinkAboutSTRUCTURAL CALCS - 21-00685 - 1143 Castle Pines Rd - New SFR.pdfFROST Structural Engineering 1020 Lincoln Road Phone: 208.227.8404 Idaho Falls, ID 83401 Fax: 208.227.8405 www.frost-structural.com Project:Wells Residence Client:TWebb Construction Date: Engineer : SEAL: FSE October 18, 2021 STRUCTURAL CALCULATIONS TJW Project No.:IF21-397 Page 1 of 33 BASIS FOR DESIGN FROST Structural Engineering Project Name:Project No. : Eng. : Date : Sheet TJW FSEIF21-397Wells Residence 10/15/21 Page 2 of 33 FROST Structural Engineering Project Name:Project No. : Eng. : Date : Sheet TJW FSEIF21-397Wells Residence 10/15/21 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 =50 psf (ground snow load) Ce =0.9 exposure Factor Ct =1.1 thermal factor Snow, Pf = 0.70CeCt(Is)Pg =34.7 psf (FLAT Roof) unobstructed slippery surface (Y/N):N roof slope =9/12 roof angle =36.9 degrees Cs =1.00 slope factor Snow, Ps = CsPf =34.7 psf (SLOPED Roof) 0.3*Ps =N/A 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 1.75 N/A 30 2.22 N/A 40 2.59 N/A 50 2.91 N/A 60 3.19 N/A 70 3.43 N/A 80 3.66 N/A Design Gravity Loads deflection limits N/A N/A N/A N/A N/A N/A N/A W (ft)Hd Surcharge (psf) Length (ft) Page 3 of 33 FROST Structural Engineering Project Name:Project No. : Eng. : Date : Sheet TJW FSEIF21-397Wells Residence 10/15/21 Floor Loads: floor coverings 2.0 3/4" plywood or OSB 2.5 wood joists at 16" o.c.2.5 10" batt insulation (R-30)1.0 1/2" gypboard 2.0 mechanical/miscellaneous 5.0 DL = 15.0 psf LL joist LL beam TL LL (residential) =40 psf L/480 L/360 L/240 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 deflection limits Page 4 of 33 FROST Structural Engineering Project Name:Project No. : Eng. : Date : Sheet TJW FSEIF21-397Wells Residence 10/15/21 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 .................0.359 g Design Spectral Response Accelerations: l SD1 .................0.218 g SDS .................0.362 g D Seismic Force-Resisting System(s): ................. R .................6.5 Ωo .................3 Cd .................4 Cs .................0.056 Wind Loads: 115 MPH C Enclosed 0.18 Component & Cladding Pressures: Roof (uplift-zone 1).................21.7 psf Roof (net uplift-zone 1).................7.3 psf Roof (uplift-zone 2).................26.1 psf Roof (net uplift-zone 2).................11.7 psf Walls (zone 4).................26.0 psf Walls (zone 5).................30.9 psf Seismic Design Category ....................................... Lateral System Design Lateral Loads Light-frame (wood) walls sheathed with wood structural panels rated Analysis Procedure: ............................................... Importance Factor .................................................. Site Class ............................................................... Design Wind Speed (ultimate) ............................... Wind Exposure ...................................................... Enclosure Classification ......................................... Internal Pressure Coefficient ................................. Page 5 of 33 FROST Structural Engineering Project Name:Project No. : Eng. : Date : Sheet TJW FSEIF21-397Wells Residence 10/15/21 Page 6 of 33 FROST Structural Engineering Project Name:Project No. : Eng. : Date : Sheet TJW FSEIF21-397Wells Residence 10/15/21 Page 7 of 33 FROST Structural Engineering Project Name:Project No. : Eng. : Date : Sheet TJW FSEIF21-397Wells Residence 10/15/21 Page 8 of 33 FROST Structural Engineering Project Name:Project No. : Eng. : Date : Sheet TJW FSEIF21-397Wells Residence GRAVITY DESIGN 10/15/21 Page 9 of 33 FROST Structural Engineering Project Name:Project No. : Eng. : Date : Sheet TJW FSEIF21-397Wells Residence ROOF FRAMING KEY PLAN10/15/21 12 346572468 2x6 Walls rage ont WHWS Furnaceuss Direction russ Direction 5'2'-6" DOUBLE CAR GARAGE 4" CONCRETE SLAB SLOPE CONC. FLOOR TO DRAIN TO GARAGE DOOR HOLDDOWN: H1 SIMPSON STRONG TIE STHD14-INSTALLED & NAILED AS PER MANUFACTURERS RECOMMENDATIONS CONCRETE TO WOOD CONNECTION 34'7'-6"12'8'-6"4' 3'32' Cut 3' for Passage Opening with Req. Blocking Cut 9' for Garage Door opening with Req. Blocking Cut 9' for Garage Door opening with Req. Blocking Cut 3' for Passage Opening with Req. Blocking 73'-10"50'16'6'2'-2"58'-2"4040 SV J 6'-10" 32' 9'23' 8" 8'-2" Duct Chase SpotFootingPage 10 of 33 FROST Structural Engineering Project Name:Project No. : Eng. : Date : Sheet TJW FSEIF21-397Wells Residence 10/15/21 Location: Plate Height (ft) =11.0 Stud Height (ft) = 10.6 Gravity Loads to Wall: Le/d = 23.2 < 50 OK DL(psf) trib(ft) w e(in) deflection < L/240 roof snow 16 3 153 0 wind/seismic (W/S)W floor live load 15 3 165 0 wind load, w (psf) =30.9 (Due to Wind)wall weight 15 10 150 0.6 * w = (psf) 18.5 misc. live load 0 0 0 0 snow load? (Y/N)Y w (total uniform load) = 468 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) = 324 per stud P (lbs) = 225 P (lbs) = 549 per stud M (lb-ft) = 349 M (lb-ft) = 262 M (lb-ft) = 0 FcE (psi) =887 FcE (psi) =887 FcE (psi) =887 Fc' (psi) = 805 Fc' (psi) = 805 Fc' (psi) = 764 fc (psi) = 39 < Fc'OK fc (psi) = 27 < Fc'OK fc (psi) = 67 < Fc'OK Fb' (psi) = 2153 Fb' (psi) = 2153 Fb' (psi) = 1547 fb (psi) = 554 < Fb'OK fb (psi) = 415 < Fb'OK fb (psi) = 0 < Fb'OK CSR = 0.27 < 1.0 OK CSR = 0.20 < 1.0 OK CSR = 0.01 < 1.0 OK D (in.) =0.15 = L/855 OK D (in.) =0.11 = L/1140 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) = 6300 Mcap (lb-ft) = 1180 Rcap (lbs) = 5156 (bearing governs)trib width capacity (ft) = 4.51 for M < Mcap (governs) trib width capacity (ft) = 4.75 for D < L /240 35 Wood Stud Wall Design Design based on NDS 2015 W1 LL(psf) 40 0 D + 0.6*W D + 0.75*(0.6*W + S + LL) D + 0.75*(S + LL) W1 at 16'' o.c.(DF No. 2) Open Width (ft) Trimmer Studs (TS) King Studs (KS) < 7'-8'' 1 1 7'-8'' to 16'-8'' 1 2 16'-8'' to 25'-8'' 2 3 25'-8'' to 34'-8'' 2 4 1 1 1 5 1 1 1 1 1 Page 11 of 33 FROST Structural Engineering Project Name:Project No. : Eng. : Date : Sheet TJW FSEIF21-397Wells Residence 10/15/21 Location: Plate Height (ft) =11.0 Stud Height (ft) = 10.6 Gravity Loads to Wall: Le/d = 23.2 < 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 15 8 440 0 wind load, w (psf) =30.9 (Due to Wind)wall weight 15 10 150 0.6 * w = (psf) 18.5 misc. live load 0 0 0 0 snow load? (Y/N)Y w (total uniform load) = 1508 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) = 744 per stud P (lbs) = 950 P (lbs) = 1694 per stud M (lb-ft) = 349 M (lb-ft) = 262 M (lb-ft) = 0 FcE (psi) =887 FcE (psi) =887 FcE (psi) =887 Fc' (psi) = 805 Fc' (psi) = 805 Fc' (psi) = 764 fc (psi) = 90 < Fc'OK fc (psi) = 115 < Fc'OK fc (psi) = 205 < Fc'OK Fb' (psi) = 2153 Fb' (psi) = 2153 Fb' (psi) = 1547 fb (psi) = 554 < Fb'OK fb (psi) = 415 < Fb'OK fb (psi) = 0 < Fb'OK CSR = 0.30 < 1.0 OK CSR = 0.24 < 1.0 OK CSR = 0.07 < 1.0 OK D (in.) =0.15 = L/855 OK D (in.) =0.11 = L/1140 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) = 6300 Mcap (lb-ft) = 1180 Rcap (lbs) = 5156 (bearing governs)trib width capacity (ft) = 4.51 for M < Mcap (governs) trib width capacity (ft) = 4.75 for D < L /240 1 1 1 9 2 2 4 1 1 16'-8'' to 25'-8'' 4 3 25'-8'' to 34'-8'' 5 4 < 7'-8'' 1 1 7'-8'' to 16'-8'' 3 2 W2 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 + 0.75*(S + LL) Wood Stud Wall Design Design based on NDS 2015 W2 LL(psf) 35 Page 12 of 33 FROST Structural Engineering Project Name:Project No. : Eng. : Date : Sheet TJW FSEIF21-397Wells Residence 10/15/21 (reduced) Mark:B1 DL(psf) LL(psf) trib(ft) LL w(plf) TL w(plf) LL(psf) RDL = 1971 lbs Span (ft) =9.0 roof 16 35 18 630 918 RLL = 4635 lbs lu (ft) =9.0 floor 15 40 10 400 550 40.0 RTL (left)=6606 lbs LL Deflection < L /360 wall 0 0 0 0 0 Total Deflection < L /240 misc.0 0 0 0 0 RDL = 1971 lbs CD =1.00 1030 plf 1468 plf RLL = 4635 lbs Roof Snow Load ? :Yes DL(lbs) LL(lbs) x(ft)RTL (right) =6606 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) =125 psi 47% 186 psi 65% Fb =2370 psi 2512 psi fb-max (psi) =1450 psi 61% 2168 psi 86% E (psi) = LL deflection =0.11'' 38% 0.16'' 52% TL deflection =0.16'' 36% 0.22'' 49% 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 = 804 lbs Span (ft) =3.3 roof 16 35 18 630 918 RLL = 1582 lbs lu (ft) =3.3 floor 15 40 8 320 440 40.0 RTL (left)=2386 lbs LL Deflection < L /360 wall 15 0 5 0 75 Total Deflection < L /240 misc.0 0 0 0 0 RDL = 804 lbs CD =1.00 950 plf 1433 plf RLL = 1582 lbs Roof Snow Load ? :No DL(lbs) LL(lbs) x(ft)RTL (right) =2386 lbs Reduce Roof Lr ? : 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) =105 psi 58% Fb =1075 psi fb (psi) =907 psi 84% E (psi) = LL deflection =0.02'' 16% TL deflection =0.03'' 16% camber (in) =n/a Adequate Selection (A - E):A Use: (2) B12 2x8 Douglas Fir #2 SCL: 1600000 psi Douglas Fir #2 24F-V4 24F-V4 24F-V4 B1 1.75x11.875 SCL: 26F 2.0E LVL 1986 ft-lbs A E Douglas Fir #2 24F-V4 24F-V4 24F-V4 SCL: 26F 2.0E LVL 1800000 psi 2000000 psi 5.125x12 GLB 14864 ft-lbs Wood Beam / Header ASD design per NDS 2015 EA Page 13 of 33 FROST Structural Engineering Project Name:Project No. : Eng. : Date : Sheet TJW FSEIF21-397Wells Residence LATERAL DESIGN 10/15/21 Page 14 of 33 FROST Structural Engineering Project Name:Project No. : Eng. : Date : Sheet TJW FSEIF21-397Wells Residence LATERAL GARAGE KEY PLAN10/15/21 12 346572468 2x6 Walls rage ont s WHWS Furnaceruss Direction Truss Direction 5'2'-6" DOUBLE CAR GARAGE 4" CONCRETE SLAB SLOPE CONC. FLOOR TO DRAIN TO GARAGE DOOR HOLDDOWN: H1 SIMPSON STRONG TIE STHD14-INSTALLED & NAILED AS PER MANUFACTURERS RECOMMENDATIONS CONCRETE TO WOOD CONNECTION 34'7'-6"12'8'-6"4' Cut 3' for Passage Opening with Req. Blocking Cut 9' for Garage Door opening with Req. Blocking Cut 9' for Garage Door opening with Req. Blocking Cut 3' for Passage Opening with Req. Blocking 73'-10"50'58'-2"4040 SV J 6'-10" 32' 9'23' 8" 8'-2" Duct Chase SpotFootingSHEARWALL LINE SEISMIC LOAD (LB) WIND LOAD (LB) A B 2800 1400 13000 2 1 4800 4000 5950 1400 1400 Page 15 of 33 FROST Structural Engineering Project Name:Project No. : Eng. : Date : Sheet TJW FSEIF21-397Wells Residence 10/15/21 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, Vo =3 Deflection Amplification Factor, Cd =4 Design Spectral Response Accelerations: Ss =35.9%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 =0.543g SM1 =0.315g [ASCE 7-10 equation 11.4-1 & 11.4-2] SDS = 0.362g SD1 =0.210g [ASCE 7-10 equation 11.4-3 & 11.4-4] TL =6 CS =0.056 T = 0.189 T0 =0.116 Ct =0.020 Cs-max =0.171 Ta =0.189 TS =0.581 x =0.750 Cs-min =0.016 Tmax =0.265 Sa =0.362 CS (controls)=0.056 CU =1.4 k = 1.00 Main Seismic Force Resisting System: V = CsW =2.8 [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 20 49.9 999 1.000 2.8 2.8 Totals: 50 999 1.0 2.8 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 20 47.4 47.4 2.6 3.4 6.9 3.4 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 20 47.1 47.1 2.6 3.4 6.8 3.4 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 16 of 33 FROST Structural Engineering Project Name:Project No. : Eng. : Date : Sheet TJW FSEIF21-397Wells Residence 10/15/21 Level =Gar Roof Area =1 Total Seismic Weight = 49.9 Long. Wall Length (ft) =34 0 Area (ft^2) =1260 0 Trans. Wall Length (ft) =31 0 Dead Load (psf) =16 0 Plate Height (ft) =11 11 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) =5 0 Misc. (lbs) =9300 Misc. (lbs) =0 0 Long. Weight (k) = 12.1 0.0 Weight (k) = 35.3 0.0 Trans. Weight (k) = 11.9 0.0 Transverse Weight (k) =47.4 Longitudinal Weight (k) =47.1 Seismic Weights Walls Roof Page 17 of 33 FROST Structural Engineering Project Name:Project No. : Eng. : Date : Sheet TJW FSEIF21-397Wells Residence 10/15/21 JOB TITLE JOB NO. SHEET NO. JOB TITLE JOB NO. SHEET NO. CALCULATED BY DATE JOB TITLE JOB NO. SHEET NO. CALCULATED BY DATE CHECKED BY DATE www.struware.com 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) 9.00 / 12 36.9 deg Building length (L) 84.3 ft Least width (B) 56.0 ft Mean Roof Ht (h) 20.0 ft Parapet ht above grd 0.0 ft Minimum parapet ht 0.0 ft Live Loads: Roof 0 to 200 sf: 15 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 18 of 33 TFROST Structural Engineering Project Name:Project No. : Eng. : Date : Sheet TJW FSEIF21-397Wells Residence 10/15/21 JOB TITLE JOB NO. SHEET NO. JOB TITLE JOB NO. SHEET NO. JOB TITLE JOB NO. SHEET NO. CALCULATED BY DATE CHECKED BY DATE Wind Loads :ASCE 7 - 16 Ultimate Wind Speed 115 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 0.902 Kh case 2 0.902 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 = 20.0 ft However, if building h/B < 4 then probably rigid structure (rule of thumb). B = 56.0 ft h/B = 0.36 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 =20.0 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 19 of 33 FROST Structural Engineering Project Name:Project No. : Eng. : Date : Sheet TJW FSEIF21-397Wells Residence 10/15/21 JOB TITLE JOB NO. SHEET NO. JOB TITLE JOB NO. SHEET NO. 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 20 of 33 FROST Structural Engineering Project Name:Project No. : Eng. : Date : Sheet TJW FSEIF21-397Turner Residence 10/15/21 JOB TITLEJOB TITLE JOB NO. SHEET NO. JOB TITLE JOB NO. SHEET NO. 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) =0.90 Edge Strip (a) =5.6 ft Base pressure (qh) =21.6 psf End Zone (2a) =11.2 ft GCpi = +/-0.18 Zone 2 length =28.0 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 16.0 8.2 -5.8 -13.6 2 8.4 0.6 -11.0 -18.8 3 -5.4 -13.2 -4.1 -11.9 4 -4.1 -11.9 -5.8 -13.6 5 12.5 4.8 6 -2.4 -10.2 1E 18.8 11.0 -6.5 -14.3 2E 9.7 1.9 -19.3 -27.0 3E -7.6 -15.4 -7.6 -15.4 4E -6.5 -14.3 -6.5 -14.3 5E 17.1 9.3 6E -5.4 -13.2 Parapet Windward parapet = 0.0 psf (GCpn = +1.5)Windward roof Leeward parapet = 0.0 psf (GCpn = -1.0)overhangs =15.1 psf (upward) add to windward roof pressure Horizontal MWFRS Simple Diaphragm Pressures (psf) Transverse direction (normal to L) Interior Zone: Wall 20.1 psf Roof 13.8 psf End Zone: Wall 25.3 psf Roof 17.3 psf Longitudinal direction (parallel to L) Interior Zone: Wall 14.9 psf End Zone: Wall 22.5 psf θ = 36.9 deg Page 21 of 33 FROST Structural Engineering Project Name:Project No. : Eng. : Date : Sheet TJW FSEIF21-397Turner Residence 10/15/21 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) NOTE: Torsional loads are 25% of zones 1 - 4. See code for loading diagram. Page 22 of 33 FROST Structural Engineering Project Name:Project No. : Eng. : Date : Sheet TJW FSEIF21-397Turner Residence CALCULATED BY DATE 10/15/21 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 JOB TITLE JOB NO. SHEET NO. CALCULATED BY DATE CHECKED BY DATE Ultimate Wind Pressures Wind Loads - Components & Cladding : h <= 60' Kh (case 1) = 0.90 h = 20.0 ft Base pressure (qh) =21.6 psf a = 5.6 ft Minimum parapet ht = 0.0 ft GCpi = +/-0.18 Roof Angle (θ) = 36.9 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 -25.5 -22.5 -21.2 -21.7 -21.2 Negative Zone 2 -1.38 -1.24 -1.18 -29.9 -26.8 -25.5 -26.1 -25.5 Negative Zone 3 -1.38 -1.24 -1.18 -29.9 -26.8 -25.5 -26.1 -25.5 Positive All Zones 1.08 1.01 0.98 23.4 21.9 21.2 21.5 21.2 Overhang Zone 3 -2.00 -1.86 -1.80 -43.3 -40.2 -38.9 -39.5 -38.9 Overhang Zone 3 -2.00 -1.86 -1.80 -43.3 -40.2 -38.9 -39.5 -38.9 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 3.9 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 -27.7 -23.9 -21.2 -26.0 -22.7 Negative Zone 5 -1.58 -1.23 -0.98 -34.2 -26.5 -21.2 -30.9 -24.2 Positive Zone 4 & 5 1.18 1.00 0.88 25.5 21.7 19.0 23.9 20.6 1 Page 23 of 33 FROST Structural Engineering Project Name:Project No. : Eng. : Date : Sheet TJW FSEIF21-397Turner Residence 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' 10/15/21 Page 24 of 33 FROST Structural Engineering Project Name:Project No. : Eng. : Date : Sheet TJW FSEIF21-397Turner Residence 10/15/21 12 12 6 12 9 Faux Stuc Asph Ener Energy Heel NORTH/SOUTH DIAPHRAGM WIND LOADING: Page 25 of 33 FROST Structural Engineering Project Name:Project No. : Eng. : Date : Sheet TJW FSEIF21-397Turner Residence 10/15/21 12 9 12 9 Page 26 of 33 FROST Structural Engineering Project Name:Project No. : Eng. : Date : Sheet TJW FSEIF21-397Turner Residence 10/15/21 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 27 of 33 FROST Structural Engineering Project Name:Project No. : Eng. : Date : Sheet TJW FSEIF21-397Turner Residence 10/15/21 Shear Line :1 VSEISMIC =1,400 lbs SDS = 0.362g E = 0.70 x V = 980 lbs S.D.C. =D WWIND =4,000 lbs F = 0.60 x W = 2,400 lbs wall segments:1 2 3 4 5 6 Roof DL (psf) =16 length (ft)21.5 Floor DL (psf) =15 height (ft)11.0 Wall DL (psf) =15 roof trib. (ft)18.0 floor trib. (ft)8.0 Distance from HD to End of Wall (in)6 Wall Thickness (in)8 Shearwall Anchored Into:Concrete aspect ratio 0.5 aspect ratio factor 2w/l 1.00 Seismic F (lbs)980 shear (plf)46 allowable shear (plf)156 suggested shearwall type 4 Mot (ft-lbs)10780 DL factor A =1.05 A x wDL (plf)602 End Post Compression(lbs)2377 DL factor B 0.55 B x wDL (plf)315 End Post Uplift for Anchor Holdowns (lbs)0 End Post Uplift for Straps (lbs)0 Wind F (lbs)2400 shear (plf)112 allowable shear (plf)218 suggested shearwall type 4 Mot (ft-lbs)26400 wDL (plf)573 End Post Compression(lbs)2970 DL factor C 0.60 C x wDL (plf)344 End Post Uplift for Anchor Holdowns (lbs)0 End Post Uplift for Straps (lbs)0 Maximum End Post Compression (lbs)2970 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 28 of 33 FROST Structural Engineering Project Name:Project No. : Eng. : Date : Sheet TJW FSEIF21-397Turner Residence 10/15/21 Shear Line :2 VSEISMIC =1,400 lbs E = 0.70 x V = 980 lbs WWIND =5,950 lbs F = 0.60 x W = 3,570 lbs Consider Drift Limits? :Yes C&C Wall Wind Pressure, p =30.5 psf p(ASD) =0.6 x p = 18.3 psf length(in)30 36 36 opening height(ft)9.0 9.0 9.0 plate height(ft)11 11 11 Opening width (ft)9 9 9 Wall Thickness(in)8 8 8 header depth (in)11.88 11.88 11.88 Seisimic Allowable Shear (lb)1,128 1,128 1,128 Wind Allowable Shear (lb)1,579 1,579 1,579 Vertical Strap Load (lb)1,515 1,581 1,581 Vertical Strap MSTC40 MSTC40 MSTC40 Vertical Strap Capacity (lb)3,080 3,080 3,080 OK OK OK System Totals Seisimic Allowable Shear (lb) = 3,383 OK Wind Allowable Shear (lb) = 4,737 OK Portal Frame with Hold Downs 2018 IBC and APA TT-100F Wood Framing: Douglas-Fir or Southern Pine portal frame wall segments Page 29 of 33 FROST Structural Engineering Project Name:Project No. : Eng. : Date : Sheet TJW FSEIF21-397Turner Residence 10/15/21 Shear Line :A VSEISMIC =2,800 lbs SDS = 0.362g E = 0.70 x V = 1,960 lbs S.D.C. =D WWIND =13,000 lbs F = 0.60 x W = 7,800 lbs wall segments:1 2 3 4 5 6 Roof DL (psf) =16 length (ft)6.7 11.8 Floor DL (psf) =15 height (ft)11.0 11.0 Wall DL (psf) =15 roof trib. (ft)2.0 2.0 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 1.7 0.9 aspect ratio factor 2w/l 1.00 1.00 Seismic F (lbs)709 1251 shear (plf)106 106 allowable shear (plf)156 156 suggested shearwall type 4 4 Mot (ft-lbs)7800 13760 DL factor A =1.05 1.05 A x wDL (plf)207 207 End Post Compression(lbs)1978 1893 DL factor B 0.55 0.55 B x wDL (plf)108 108 End Post Uplift for Anchor Holdowns (lbs)910 neglect End Post Uplift for Straps (lbs)856 neglect Wind F (lbs)2822 4978 shear (plf)424 424 allowable shear (plf)532 532 suggested shearwall type 6 6 Mot (ft-lbs)31039 54761 wDL (plf)197 197 End Post Compression(lbs)5386 5327 DL factor C 0.60 0.60 C x wDL (plf)118 118 End Post Uplift for Anchor Holdowns (lbs)4725 4205 End Post Uplift for Straps (lbs)4449 4067 Maximum End Post Compression (lbs)5386 5327 Recommended Minimum End Post for Compression (2) 2x6 (2) 2x6 Controlling Anchor Holdown Uplift (lbs)4725 4205 Recommended Anchor Holdown HTT5 HTT4 Anchor at Midwall SSTB20 SSTB16 Anchor at Corner SSTB24 SSTB20 Anchor at Endwall SSTB24 SSTB20 Controlling Strap Holdown Uplift (lbs)4449 4067 Recommended Strap Holdown at Midwall STHD14 STHD10 Recommended Strap Holdown at Corner STHD14 STHD14 Recommended Strap Holdown at Endwall -- STHD14 Line A SW6 SW6 Wood Stud Shear Walls 2015 INTERNATIONAL BUILDING CODE (IBC) Wood Framing: Douglas-Fir OR Southern Pine Page 30 of 33 FROST Structural Engineering Project Name:Project No. : Eng. : Date : Sheet TJW FSEIF21-397Turner Residence 10/15/21 Line Designation:A Lateral Force (ASD):7800 lb Total Wall M OT:85800 ft*lb Seismic:No Total Wall M R :47284.7379 ft*lb opening height:5.00 ft Uplift At Pier #1:240 lb opening width:3.50 ft umax:40 plf OK Total Wall Length: 21.91 ft Uplift At Pier #2:0 lb Wall Height:11.00 ft umax:0 plf OK Pier #1 Wall Length:6.66 ft OK Compression:5211 lb H/L: 0.75 OK Uplift:2621 lb Pier #2 Wall Length:11.75 ft OK H/L: 0.43 OK Wall Type:6 Roof DL:16 psf Capacity:532 plf Trib. Width:2 ft Wall Weight:15 psf Holdown Strap: DL factor: 0.60 Capacity: #N/A lb ### sDS:0.36 rho :1.0 Lateral Force: 2822 lb Lateral Force: 4978 lb Shear, V :424 plf OK Shear, V :424 plf OK Full Height Full Height MOT:31039 ft*lb MOT:54761 ft*lb MR :4369.0266 ft*lb MR :13599.1563 ft*lb Uplift:4267 lb Uplift:3966 lb umax:711 plf umax:661 plf Pier Height Pier Height MOT:14109 ft*lb MOT:24891 ft*lb MR :2373 ft*lb MR :7386 ft*lb Uplift:1905 lb Uplift:1741 lb umax:317 plf OK umax:290 plf OK Horiz. Strap Force:451 lb OK Horiz. Strap Force:795 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 31 of 33 FROST Structural Engineering Project Name:Project No. : Eng. : Date : Sheet TJW FSEIF21-397Turner Residence 10/15/21 Shear Line :B VSEISMIC =1,400 lbs SDS = 0.362g E = 0.70 x V = 980 lbs S.D.C. =D WWIND =4,800 lbs F = 0.60 x W = 2,880 lbs wall segments:1 2 3 4 5 6 Roof DL (psf) =16 length (ft)10.0 8.0 8.0 Floor DL (psf) =15 height (ft)11.0 11.0 11.0 Wall DL (psf) =15 roof trib. (ft)3.0 3.0 3.0 floor trib. (ft)0.0 0.0 0.0 Distance from HD to End of Wall (in)6 6 6 Wall Thickness (in)8 8 8 Shearwall Anchored Into:Concrete Concrete Concrete aspect ratio 1.1 1.4 1.4 aspect ratio factor 2w/l 1.00 1.00 1.00 Seismic F (lbs)377 302 302 shear (plf)38 38 38 allowable shear (plf)156 156 156 suggested shearwall type 4 4 4 Mot (ft-lbs)4146 3317 3317 DL factor A =1.05 1.05 1.05 A x wDL (plf)224 224 224 End Post Compression(lbs)1158 1178 1178 DL factor B 0.55 0.55 0.55 B x wDL (plf)117 117 117 End Post Uplift for Anchor Holdowns (lbs)0 0 0 End Post Uplift for Straps (lbs)0 0 0 Wind F (lbs)1108 886 886 shear (plf)111 111 111 allowable shear (plf)218 218 218 suggested shearwall type 4 4 4 Mot (ft-lbs)12185 9748 9748 wDL (plf)213 213 213 End Post Compression(lbs)1889 1897 1897 DL factor C 0.60 0.60 0.60 C x wDL (plf)128 128 128 End Post Uplift for Anchor Holdowns (lbs)635 785 785 End Post Uplift for Straps (lbs)neglect 747 747 Maximum End Post Compression (lbs)1889 1897 1897 Recommended Minimum End Post for Compression (2) 2x6 (2) 2x6 (2) 2x6 Controlling Anchor Holdown Uplift (lbs)635 785 785 Recommended Anchor Holdown LTT20B LTT20B LTT20B Anchor at Midwall 1/2" Anchor 1/2" Anchor 1/2" Anchor Anchor at Corner 1/2" Anchor 1/2" Anchor 1/2" Anchor Anchor at Endwall 1/2" Anchor 1/2" Anchor 1/2" Anchor Controlling Strap Holdown Uplift (lbs)0 747 747 Recommended Strap Holdown at Midwall LSTHD8 LSTHD8 Recommended Strap Holdown at Corner LSTHD8 LSTHD8 Recommended Strap Holdown at Endwall LSTHD8 LSTHD8 Line B SW4 SW4 SW4 Wood Stud Shear Walls 2015 INTERNATIONAL BUILDING CODE (IBC) Wood Framing: Douglas-Fir OR Southern Pine Page 32 of 33 FROST Structural Engineering Project Name:Project No. : Eng. : Date : Sheet TJW FSEIF21-397Turner Residence 10/15/21 Line Designation:B Lateral Force (ASD):1994 lb Total Wall M OT:21934 ft*lb Seismic:No Total Wall M R :44814.4367 ft*lb opening height:6.33 ft Uplift At Pier #1:0 lb opening width:3.33 ft umax:0 plf OK Total Wall Length: 21.33 ft Uplift At Pier #2:0 lb Wall Height:11.00 ft umax:0 plf OK Pier #1 Wall Length:8.00 ft OK Compression:2289 lb H/L: 1.38 OK Uplift:0 lb Pier #2 Wall Length:10.00 ft OK H/L: 1.10 OK Wall Type:5 Roof DL:16 psf Capacity:364 plf Trib. Width:2 ft Wall Weight:15 psf DL factor: 0.60 sDS:0.36 rho :1.0 Lateral Force: 886 lb Lateral Force: 1108 lb Shear, V :111 plf OK Shear, V :111 plf OK Full Height Full Height MOT:9748 ft*lb MOT:12186 ft*lb MR :6304 ft*lb MR :9850 ft*lb Uplift:746 lb Uplift:628 lb umax:160 plf OK umax:134 plf OK Pier Height Pier Height MOT:5610 ft*lb MOT:7012 ft*lb MR :4062 ft*lb MR :6348 ft*lb Uplift:397 lb Uplift:320 lb umax:85 plf umax:69 plf Horiz. Strap Force:138 lb Check Dbl Top PL Horiz. Strap Force:173 lb Check Dbl Top PL Provide Horiz. Straps:No Provide Horiz. Straps:No PIER #1 PIER #2 Shear Transfer Around Opening ASD - ANSI / AF&PA SDPWS-2015 WALL DATA TOTAL WALL SEGMENT Page 33 of 33