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HomeMy WebLinkAboutSTRUCTURAL CALCS - 16-00689 - Central Storage - New UnitsFROST Structural Engineering 1020 Lincoln Road Phone: 208.227.8404 Idaho Falls, ID 83401 Fax: 208.227.8405 www.frost-structural.com Project: Allen Storage Client: Bruce Karren Construction Project No.: IF16-183 Date: Engineer : SHEET INDEX SEAL: 1 2 8 23 FSE November 4, 2016 November 4, 2016 STRUCTURAL CALCULATIONS EAD Basis For Design ............................................................................... Gravity Design ................................................................................. Lateral Design .................................................................................. Foundation Design ......................................................................... Risk Category =II [see ASCE 7 Table 1.5-1] Roof Loads: (Wood) standing seam metal roofing 1.2 1/2" plywood or OSB 1.7 10" batt insulation (R-30)1.0 prefab wood trusses at 24" o.c.3.5 5/8" gypboard 2.8 mechanical/miscellaneous 3.8 DL =14.0 psf LL joist LL beam TL S =35 psf L/360 L/360 L/240 Lr =20 psf L/360 L/360 L/240 Exterior Walls: (Wood) Siding 4.5 1/2" plywood or OSB 1.7 2x wood studs at 16" o.c.1.2 5/8" gypboard 2.8 miscellaneous 4.8 DL = 15.0 psf L/240 Interior Walls: (Wood) 5/8" gypboard 2.8 1/2" plywood or OSB (where occurs)1.7 2x wood studs at 16" o.c.1.2 miscellaneous 1.3 DL = 7.0 psf L/240 Design Gravity Loads deflection limits deflection limits deflection limits 1 of 26 FROST Structural Engineering Project Name:Project No. : Eng. : Date : Sheet : EAD FSE11/04/16IF16-183Allen Storage 2 o f 2 6 F R O S T S t r u c t u r a l E n g i n e e r i n g P r o j e c t N a m e : P r o j e c t N o . : E n g . : D a t e : S h e e t : E A D F S E 1 1 / 0 4 / 1 6 I F 1 6 - 1 8 3 A l l e n S t o r a g e Mark:FJ1 DL(psf) LL(psf) LL w(plf) TL w(plf) RDL = 114 lbs Span (ft) =8.0 lu (ft) =2.0 load 14 35 70 98 RLL = 285 lbs Spacing (in) =24.0 CD =1.00 misc.0 0 0 0 RTL (left)=399 lbs DLL < L /480 Cr =1.15 70 plf 98 plf DTOTAL < L /240 RDL = 114 lbs DL(lbs) LL(lbs) x(ft) RLL = 285 lbs Joist Bearing Length (in) =1.75 Pt. Load 0 0 0 RTL (right) =399 lbs Webstiffner? (Y/N) :Y Pt. Load 0 0 0 Mmax = (1)2x6 Vall. (lbs) =1139 35% Rall. (lbs) =1641 24% Mall. (ft-lbs) =848 96% DLL 0.194 L / 495 DTOTAL 0.271 L / 354 Nat. freq., f (Hz)12.6 Selection (A - F):A FJ1 Use:(1) 2x6 at 24'' o.c.Douglas Fir #2 Douglas Fir #2 Trus Joist B Roseburg D Adequate C Boise Cascade RedBuiltLouisiana-Pacific Wood Joist ASD design per NDS 2012 813 ft-lbs F EA 3 of 26 FROST Structural Engineering Project Name:Project No. : Eng. : Date : Sheet : EAD FSE11/04/16IF16-183Allen Storage Mark:B2 DL(psf) LL(psf) trib(ft) LL w(plf) TL w(plf) RDL = 1995 lbs Span (ft) =9.5 roof 14 35 30 1050 1470 RLL = 4988 lbs lu (ft) =2.0 floor 0 0 0 0 0 RTL (left)=6983 lbs LL Deflection < L /360 wall 0 0 0 0 0 Total Deflection < L /240 misc.0 0 0 0 0 RDL = 1995 lbs CD =1.00 1050 plf 1470 plf RLL = 4988 lbs Roof Snow Load ? :Yes DL(lbs) LL(lbs) x(ft)RTL (right) =6983 lbs Pt. Load 0 0 0 Reduce Floor LL ? :No Pt. Load 0 0 0 Mmax = B C D (3)4x12 (3)1.75x9.5 Wood Species = Fv (psi) =180 psi 285 psi fv-max @ d (psi) =71 psi 40%175 psi 61% Fb =990 psi 2679 psi fb-max (psi) =898 psi 91%2520 psi 94% E (psi) = LL deflection =0.10'' 30%0.26'' 81% TL deflection =0.14'' 28%0.36'' 76% camber (in) =n/a n/a Adequate Adequate Selection (A - E):E Use: (3) Mark:B1 DL(psf) LL(psf) trib(ft) LL w(plf) TL w(plf) RDL = 126 lbs Span (ft) =4.5 roof 14 35 4 140 196 RLL = 315 lbs lu (ft) =2.0 floor 0 0 0 0 0 RTL (left)=441 lbs LL Deflection < L /360 wall 0 0 0 0 0 Total Deflection < L /240 misc.9 0 0 0 0 RDL = 126 lbs CD =1.00 140 plf 196 plf RLL = 315 lbs Roof Snow Load ? :Yes DL(lbs) LL(lbs) x(ft)RTL (right) =441 lbs Pt. Load 0 0 0 Reduce Floor LL ? :No Pt. Load 0 0 0 Mmax = B C D (2)2x6 (2) Wood Species = Fv (psi) =180 psi fv-max @ d (psi) =32 psi 18% Fb =1168 psi fb (psi) =394 psi 34% E (psi) = LL deflection =0.02'' 13% TL deflection =0.03'' 12% camber (in) =n/a Adequate Selection (A - E):A Use: (2) Douglas Fir #2 24F-V4 24F-V4 1600000 psi SCL: 26F 2.0E LVL24F-V4 2000000 psi ASD design per NDS 2012 Wood Beam / Header EA 16583 ft-lbs B2 1.75x9.5 A 24F-V4 24F-V4 1600000 psi SCL: 26F 2.0E LVL 496 ft-lbs B1 2x6 E SCL: Douglas Fir #2 Douglas Fir #2 24F-V4 4 of 26 FROST Structural Engineering Project Name:Project No. : Eng. : Date : Sheet : EAD FSE11/04/16IF16-183Allen Storage Location: Height (ft) =9.0 Gravity Loads to Wall: Le/d = 19.6 < 50 OK DL(psf) trib(ft) w e(in) deflection < L/180 roof snow 15 2 100 0 wind/seismic (W/S)W floor live load 35 0 0 0 wind load, w (psf) =36.4 (Due to Wind)wall weight 15 0 0 0.6 * w = (psf) 21.8 misc. live load 0 0 0 0 snow load? (Y/N)Y w (total uniform load) = 100 plf Lumber Grade: (DF No. 2) Load Cases: CD =1.60 CD =1.60 CD =1.15 P (lbs) = 40 per stud P (lbs) = 70 P (lbs) = 133 per stud M (lb-ft) = 295 M (lb-ft) = 221 M (lb-ft) = 0 FcE (psi) =1236 FcE (psi) =1236 FcE (psi) =1236 Fc' (psi) = 1064 Fc' (psi) = 1064 Fc' (psi) = 976 fc (psi) = 5 < Fc'OK fc (psi) = 8 < Fc'OK fc (psi) = 16 < Fc'OK Fb' (psi) = 2153 Fb' (psi) = 2153 Fb' (psi) = 1547 fb (psi) = 468 < Fb'OK fb (psi) = 351 < Fb'OK fb (psi) = 0 < Fb'OK CSR = 0.22 < 1.0 OK CSR = 0.16 < 1.0 OK CSR = 0.00 < 1.0 OK D (in.) =0.09 = L/1194 OK D (in.) =0.07 = L/1592 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) = 8052 Mcap (lb-ft) = 1180 Rcap (lbs) = 5156 (bearing governs)trib width capacity (ft) = 5.34 for M < Mcap (governs) trib width capacity (ft) = 8.84 for D < L /180 Wood Stud Wall Design Design based on NDS 2012 Trimmer Studs (TS) King Studs (KS) at 16'' o.c. D + S Open Width (ft) Gable End 9'-0" Plate 0 LL(psf) D + 0.6*W D + 0.75*(0.6*W + S + LL) 35 40 1 1 29'-4'' to 20'-0'' < 9'-4'' 30'-8'' to 41'-4'' 1 3 1 2 4 1 1 11 1 1 120'-0'' to 30'-8'' 4 10 (DF No. 2)Gable End 9'-0" Plate 5 of 26 FROST Structural Engineering Project Name:Project No. : Eng. : Date : Sheet : EAD FSE11/04/16IF16-183Allen Storage Location: Height (ft) =9.0 Gravity Loads to Wall: Le/d = 19.6 < 50 OK DL(psf) trib(ft) w e(in) deflection < L/180 roof snow 15 28 1400 0 wind/seismic (W/S)W floor live load 35 0 0 0 wind load, w (psf) =36.4 (Due to Wind)wall weight 15 0 0 0.6 * w = (psf) 21.8 misc. live load 0 0 0 0 snow load? (Y/N)Y w (total uniform load) = 1400 plf Lumber Grade: (DF No. 2) Load Cases: CD =1.60 CD =1.60 CD =1.15 P (lbs) = 560 per stud P (lbs) = 980 P (lbs) = 1867 per stud M (lb-ft) = 295 M (lb-ft) = 221 M (lb-ft) = 0 FcE (psi) =1236 FcE (psi) =1236 FcE (psi) =1236 Fc' (psi) = 1064 Fc' (psi) = 1064 Fc' (psi) = 976 fc (psi) = 68 < Fc'OK fc (psi) = 119 < Fc'OK fc (psi) = 226 < Fc'OK Fb' (psi) = 2153 Fb' (psi) = 2153 Fb' (psi) = 1547 fb (psi) = 468 < Fb'OK fb (psi) = 351 < Fb'OK fb (psi) = 0 < Fb'OK CSR = 0.23 < 1.0 OK CSR = 0.19 < 1.0 OK CSR = 0.05 < 1.0 OK D (in.) =0.09 = L/1194 OK D (in.) =0.07 = L/1592 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) = 8052 Mcap (lb-ft) = 1180 Rcap (lbs) = 5156 (bearing governs)trib width capacity (ft) = 5.34 for M < Mcap (governs) trib width capacity (ft) = 8.84 for D < L /180 35 Wood Stud Wall Design Design based on NDS 2012 9'-0" Plate LL(psf) 40 0 D + 0.6*W D + 0.75*(0.6*W + S + LL) D + S 9'-0" Plate at 16'' o.c.(DF No. 2) Open Width (ft) Trimmer Studs (TS) King Studs (KS) < 9'-4'' 2 1 9'-4'' to 20'-0'' 3 2 20'-0'' to 30'-8'' 5 3 30'-8'' to 41'-4'' 6 4 1 1 1 9.3 2 1 10 2 2 6 of 26 FROST Structural Engineering Project Name:Project No. : Eng. : Date : Sheet : EAD FSE11/04/16IF16-183Allen Storage Wood Posts/Studs Design based on NDS 2012 Wood Species: Douglas-Fir Axial Load Capacities (Kips) (Load Duration = 1.15 Snow )Post Height (ft) Post Size Bearing 8 9 10 12 14 16 18 20 * 2x4 DF stud 3.28 2.50 2.06 1.71 1.23 0.92 - - - * 2x4 DF#2 3.28 3.04 2.45 2.02 1.43 1.06 - - - 4x4 DF#2 7.66 7.08 5.73 4.71 3.33 2.47 - - - * 2x6 DF#2 5.16 9.30 8.05 6.92 5.15 3.91 3.06 2.45 2.00 4x6 DF#2, 2x4 wall 12.03 11.07 8.97 7.38 5.22 3.88 - - - 4x6 DF#2, 2x6 wall 12.03 21.70 18.79 16.16 12.01 9.13 7.14 5.71 4.67 6x6 DF#2 18.91 20.00 18.53 16.89 13.60 10.80 8.64 7.01 5.78 6x8 DF#2, 2x6 wall 24.92 26.36 24.42 22.27 17.93 14.24 11.39 9.24 7.62 8x8 DF#2 32.85 38.48 37.21 35.69 31.91 27.54 23.27 19.53 16.44 * assumes post is continuously braced in weak direction. (Load Duration = 1.00 Floor)Post Height (ft) Post Size Bearing 8 9 10 12 14 16 18 20 * 2x4 DF stud 3.28 2.41 2.01 1.68 1.22 0.91 - - - * 2x4 DF#2 3.28 2.98 2.42 2.00 1.42 1.05 - - - 4x4 DF#2 7.66 6.96 5.66 4.67 3.31 2.46 - - - * 2x6 DF#2 5.16 8.68 7.65 6.67 5.04 3.86 3.03 2.43 1.99 4x6 DF#2, 2x4 wall 12.03 10.87 8.85 7.31 5.19 3.86 - - - 4x6 DF#2, 2x6 wall 12.03 20.26 17.86 15.56 11.75 9.01 7.07 5.67 4.64 6x6 DF#2 18.91 17.99 16.91 15.66 12.96 10.47 8.46 6.91 5.72 6x8 DF#2, 2x6 wall 24.92 23.72 22.29 20.64 17.08 13.81 11.16 9.11 7.53 8x8 DF#2 32.85 33.97 33.06 31.95 29.17 25.77 22.20 18.89 16.05 * assumes post is continuously braced in weak direction. 206_Wood Post7 of 26 FROST Structural Engineering Project Name:Project No. : Eng. : Date : Sheet : EAD FSE11/04/16IF16-183Allen Storage 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 =43.9%S1 =15.5%[per USGS Earthquake Ground Motion Tool] Fa = 1.45 Fv = 2.18 [per ASCE 7-10 table 11.4-1 & 11.4-2] SMS =0.636g SM1 =0.338g [ASCE 7-10 equation 11.4-1 & 11.4-2] SDS = 0.424g SD1 =0.225g [ASCE 7-10 equation 11.4-3 & 11.4-4] TL =6 CS =0.065 T = 0.133 T0 =0.106 Ct =0.020 Cs-max =0.261 Ta =0.133 TS =0.531 x =0.750 Cs-min =0.019 Tmax =0.186 Sa =0.424 CS (controls)=0.065 CU =1.4 k = 1.00 Main Seismic Force Resisting System: V = CsW =12.1 [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 12.5 185.7 2322 1.000 12.1 12.1 Totals: 186 2322 1.0 12.1 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 12.5 180.0 180.0 11.7 15.3 30.5 15.3 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 12.5 172.9 172.9 11.3 14.7 29.3 14.7 Design Lateral Seismic Loads Equivalent Lateral Force Procedure per 2012 IBC and Chapters 11 and 12 of ASCE 7-10 [see ASCE 7-10 table 1.5-2] [ASCE 7-10 table 1.5-1 & 2012 IBC table 1604.5] Light-frame (wood) walls sheathed with wood structural panels rated for shear resistance 8 of 26 FROST Structural Engineering Project Name:Project No. : Eng. : Date : Sheet : EAD FSE11/04/16IF16-183Allen Storage Level =Roof Area =1 Total Seismic Weight = 185.7 Long. Wall Length (ft) =124 124 Area (ft^2) =7600 0 Trans. Wall Length (ft) =55 55 Dead Load (psf) =15 0 Plate Height (ft) =9 9 Live / Snow Load (psf) =35 0 Parapet Height (ft) =0 0 % Live / Snow Load =20% 0% Wall Weight (psf) =15 8 Int. Partition Load (psf) =0 0 Misc. (lbs) =0 0 Misc. (lbs) =0 0 Long. Weight (k) = 8.4 4.5 Weight (k) = 167.2 0.0 Trans. Weight (k) = 3.7 2.0 Total Long. Weight (k) =180.0 Total Trans. Weight (k) =172.9 Level =x Area =1 Total Seismic Weight = 78.5 Long. Wall Length (ft) =88 0 Area (ft^2) =4600 0 Trans. Wall Length (ft) =53 0 Dead Load (psf) =15 0 Plate Height (ft) =9 0 Live Load (psf) =40 0 Above Plate Height (ft) =0 0 % Live Load =0% 0% Wall Weight (psf) =15 0 Int. Partition Load (psf) =0 0 Misc. (lbs) =0 0 Misc. (lbs) =0 0 Long. Weight (k) = 5.9 0.0 Weight (k) = 69.0 0.0 Trans. Weight (k) = 3.6 0.0 Total Long. Weight (k) =74.9 Total Trans. Weight (k) =72.6 Level =x Area =1 Total Seismic Weight = 372.5 Long. Wall Length (ft) =50 0 Area (ft^2) =10000 0 Trans. Wall Length (ft) =100 0 Dead Load (psf) =20 0 Plate Height (ft) =10 0 Live Load (psf) =50 0 Above Plate Height (ft) =10 0 % Live Load =0% 0% Wall Weight (psf) =15 0 Int. Partition Load (psf) =15 0 Misc. (lbs) =0 0 Misc. (lbs) =0 0 Long. Weight (k) = 7.5 0.0 Weight (k) = 350.0 0.0 Trans. Weight (k) = 15.0 0.0 Total Long. Weight (k) =357.5 Total Trans. Weight (k) =365.0 Level =x Area =1 Total Seismic Weight = 372.5 Long. Wall Length (ft) =50 0 Area (ft^2) =10000 0 Trans. Wall Length (ft) =100 0 Dead Load (psf) =20 0 Plate Height (ft) =10 0 Live Load (psf) =50 0 Above Plate Height (ft) =10 0 % Live Load =0% 0% Wall Weight (psf) =15 0 Int. Partition Load (psf) =15 0 Misc. (lbs) =0 0 Misc. (lbs) =0 0 Long. Weight (k) = 7.5 0.0 Weight (k) = 350.0 0.0 Trans. Weight (k) = 15.0 0.0 Total Long. Weight (k) =357.5 Total Trans. Weight (k) =365.0 Level =x Area =1 Total Seismic Weight = 372.5 Long. Wall Length (ft) =50 0 Area (ft^2) =10000 0 Trans. Wall Length (ft) =100 0 Dead Load (psf) =20 0 Plate Height (ft) =10 0 Live Load (psf) =50 0 Above Plate Height (ft) =10 0 % Live Load =0% 0% Wall Weight (psf) =15 0 Int. Partition Load (psf) =15 0 Misc. (lbs) =0 0 Misc. (lbs) =0 0 Long. Weight (k) = 7.5 0.0 Weight (k) = 350.0 0.0 Trans. Weight (k) = 15.0 0.0 Total Long. Weight (k) =357.5 Total Trans. Weight (k) =365.0 Seismic Weights Walls Floor Walls Floor Walls Roof / Floor Walls Floor Walls Floor 9 of 26 FROST Structural Engineering Project Name:Project No. : Eng. : Date : Sheet : EAD FSE11/04/16IF16-183Allen Storage Frost Structural Engineering JOB TITLE Allen Storage 1020 Lincoln Road Idaho Falls, ID 83401 JOB NO. SHEET NO. CALCULATED BY DATE CHECKED BY DATE www.struware.com Code Search Code:ASCE 7 - 10 Occupancy: Occupancy Group =B Business 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) 3.00 / 12 14.0 deg Building length (L) 124.0 ft Least width (B) 55.0 ft Mean Roof Ht (h) 12.5 ft Parapet ht above grd 0.0 ft Minimum parapet ht 0.0 ft Live Loads: Roof 0 to 200 sf: 20 psf 200 to 600 sf: 24 - 0.02Area, but not less than 12 psf over 600 sf: 12 psf Floor: Typical Floor 50 psf Partitions 15 psf 10 of 26 FROST Structural Engineering Project Name:Project No. : Eng. : Date : Sheet : EAD FSE11/04/16IF16-183Allen Storage Frost Structural Engineering JOB TITLE Allen Storage 1020 Lincoln Road Idaho Falls, ID 83401 JOB NO. SHEET NO. CALCULATED BY DATE CHECKED BY DATE Wind Loads :ASCE 7- 10 Ultimate Wind Speed 115 mph Nominal Wind Speed 89.1 mph Risk Category II Exposure Category C Enclosure Classif.Enclosed Building Internal pressure +/-0.18 Directionality (Kd) 0.85 Kh case 1 0.849 Kh case 2 0.849 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 = 12.5 ft However, if building h/B < 4 then probably rigid structure (rule of thumb). B = 55.0 ft h/B = 0.23 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 =97.1 Lz =427.1 ft N1 =0.00 Q =0.91 Rn =0.000 Iz =0.23 Rh =28.282 η =0.000 h =12.5 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 11 of 26 FROST Structural Engineering Project Name:Project No. : Eng. : Date : Sheet : EAD FSE11/04/16IF16-183Allen Storage Frost Structural Engineering JOB TITLE Allen Storage 1020 Lincoln Road Idaho Falls, ID 83401 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 12 of 26 FROST Structural Engineering Project Name:Project No. : Eng. : Date : Sheet : EAD FSE11/04/16IF16-183Allen Storage Frost Structural Engineering JOB TITLE Allen Storage 1020 Lincoln Road Idaho Falls, ID 83401 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) =0.85 Edge Strip (a) =5.0 ft Base pressure (qh) =24.4 psf End Zone (2a) =10.0 ft GCpi = +/-0.18 Zone 2 length =27.5 ft Wind Pressure Coefficients CASE A CASE B Surface GCpf w/-GCpi w/+GCpi GCpf w/-GCpi w/+GCpi 1 0.48 0.66 0.30 -0.45 -0.27 -0.63 2 -0.69 -0.51 -0.87 -0.69 -0.51 -0.87 3 -0.44 -0.26 -0.62 -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 0.72 0.90 0.54 -0.48 -0.30 -0.66 2E -1.07 -0.89 -1.25 -1.07 -0.89 -1.25 3E -0.63 -0.45 -0.81 -0.53 -0.35 -0.71 4E -0.56 -0.38 -0.74 -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 16.1 7.3 -6.6 -15.4 2 -12.5 -21.3 -12.5 -21.3 3 -6.3 -15.1 -4.6 -13.4 4 -4.7 -13.5 -6.6 -15.4 5 14.2 5.4 6 -2.7 -11.5 1E 22.1 13.3 -7.3 -16.1 2E -21.7 -30.5 -21.7 -30.5 3E -10.9 -19.7 -8.6 -17.3 4E -9.2 -18.0 -7.3 -16.1 5E 19.3 10.5 6E -6.1 -14.9 Parapet Windward parapet = 0.0 psf (GCpn = +1.5)Windward roof Leeward parapet = 0.0 psf (GCpn = -1.0)overhangs =17.1 psf (upward) add to windward roof pressure Horizontal MWFRS Simple Diaphragm Pressures (psf) Transverse direction (normal to L) Interior Zone: Wall 20.8 psf Roof -6.2 psf ** End Zone: Wall 31.3 psf Roof -10.8 psf ** Longitudinal direction (parallel to L) Interior Zone: Wall 16.9 psf End Zone: Wall 25.4 psf ** NOTE: Total horiz force shall not be less than that determined by neglecting roof forces (except for MWFRS moment frames). The code requires the MWFRS be designed for a min ultimate force of 16 psf multiplied by the wall area plus an 8 psf force applied to the vertical projection of the roof. θ = 14 deg 13 of 26 FROST Structural Engineering Project Name:Project No. : Eng. : Date : Sheet : EAD FSE11/04/16IF16-183Allen Storage Frost Structural Engineering JOB TITLE Allen Storage 1020 Lincoln Road Idaho Falls, ID 83401 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) NOTE: Torsional loads are 25% of zones 1 - 4. See code for loading diagram. ASCE 7 -02 and ASCE 7-05 14 of 26 FROST Structural Engineering Project Name:Project No. : Eng. : Date : Sheet : EAD FSE11/04/16IF16-183Allen Storage Frost Structural Engineering JOB TITLE Allen Storage 1020 Lincoln Road Idaho Falls, ID 83401 JOB NO. SHEET NO. CALCULATED BY DATE CHECKED BY DATE Ultimate Wind Pressures Wind Loads - Components & Cladding : h <= 60' Kh (case 1) = 0.85 h = 12.5 ft Base pressure (qh) =24.4 psf a = 5.0 ft Minimum parapet ht = 0.0 ft GCpi = +/-0.18 Roof Angle (θ) = 14.0 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 110 sf 500 sf Negative Zone 1 -1.08 -1.01 -0.98 -26.4 -24.7 -23.9 -23.8 -23.9 Negative Zone 2 -1.88 -1.53 -1.38 -45.9 -37.4 -33.7 -33.7 -33.7 Negative Zone 3 -2.78 -2.36 -2.18 -67.9 -57.7 -53.3 -53.3 -53.3 Positive All Zones 0.68 0.54 0.48 16.6 16.0 16.0 16.0 16.0 Overhang Zone 2 -2.20 -2.20 -2.20 -53.7 -53.7 -53.7 -53.7 -53.7 Overhang Zone 3 -3.70 -2.86 -2.50 -90.4 -69.9 -61.1 -61.1 -61.1 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 4.4 psf) Parapet qp = 0.0 psf Surface Pressure (psf)User input Solid Parapet Pressure 10 sf 100 sf 500 sf 20 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 18 sf 81 sf Negative Zone 4 -1.28 -1.10 -0.98 -31.3 -27.0 -23.9 -30.2 -27.3 Negative Zone 5 -1.58 -1.23 -0.98 -38.6 -30.0 -23.9 -36.4 -30.8 Positive Zone 4 & 5 1.18 1.00 0.88 28.8 24.5 21.5 27.7 24.9 15 of 26 FROST Structural Engineering Project Name:Project No. : Eng. : Date : Sheet : EAD FSE11/04/16IF16-183Allen Storage Frost Structural Engineering JOB TITLE Allen Storage 1020 Lincoln Road Idaho Falls, ID 83401 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<90'16 of 26 FROST Structural Engineering Project Name:Project No. : Eng. : Date : Sheet : EAD FSE11/04/16IF16-183Allen Storage Key Plan Area =1 Risk Category =II Wind Speed =115 Exposure =C Importance Factor Iw =1.00 Bldg/Area Length, L (ft)=124 Bldg/Area Width, W (ft)=55 Edge Strip (a) (ft)=5 End Zone (2a) (ft)= 10 Transverse Direction (normal to L): Roof Type (receiving wind) =Gable Slope Use Only End Zone Pressures =N Interior Pressure (psf) =20.8 Roof Interior Pressure (psf) =-6.2 End Zone Pressure (psf) =31.3 Roof End Zone Pressure (psf) =-10.8 Windward Parapet Pressure (psf) =0.0 Leeward Parapet Pressure (psf) =0.0 Overall Structure Height,Hx (ft) =17.0 OK Vertical Distribution of Main Wind Force Resisting System Level hi (ft)di (ft)wx-interior (plf)wx-end zone (plf)wx-min (plf)wx-avg (plf)Fx (kip) Roof 9 0 143 227 136 157 19.4 Total: 157 19.4 Longitudinal Direction (parallel to L): Roof Type (receiving wind) =Gable End Use Only End Zone Pressures =N Interior Pressure (psf) =16.9 Roof Interior Pressure (psf) =-6.2 End Zone Pressure (psf) =25.4 Roof End Zone Pressure (psf) =-10.8 Windward Parapet Pressure (psf) =0.0 Leeward Parapet Pressure (psf) =0.0 Overall Structure Height,Hx (ft) =17.0 OK Vertical Distribution of Main Wind Force Resisting System Level hi (ft)di (ft)wx-interior (plf)wx-end zone (plf)wx-min (plf)wx-avg (plf)Fx (kip) Roof 9 0 144 216 136 155 8.5 Total: 155 8.5 Wind Lateral Load Vertical Distribution for MWFRS <=60' [ASCE 7-10 table 1.5-1 & 2012 IBC table 1604.5] [see ASCE 7-10 table 1.5-2] [see ASCE 7-10 Hazard Maps, figures 26.5-1] [see ASCE 7-10 section 26.7.3] 17 of 26 FROST Structural Engineering Project Name:Project No. : Eng. : Date : Sheet : EAD FSE11/04/16IF16-183Allen Storage Shear Line :A&B VSEISMIC =6,050 lbs SDS = 0.424g E = 0.70 x V = 4,235 lbs S.D.C. =D WWIND =9,700 lbs F = 0.60 x W = 5,820 lbs total length of shear walls = 46.66 ft wall segments:1 2 3 4 5 6 Roof DL (psf) =14 length (ft)24.3 13.3 9.0 Floor DL (psf) =0 height (ft)9.0 9.0 9.0 Wall DL (psf) =8 roof trib. (ft)0.0 0.0 0.0 floor trib. (ft)0.0 0.0 0.0 Distance from HD to End of Wall (in)6 6 6 Wall Thickness (in)6 6 6 Shearwall Anchored Into:Concrete Concrete Concrete aspect ratio 0.4 0.7 1.0 Seismic F (lbs)2208 1210 817 shear (plf)91 91 91 Seismic factor 2w/l 1.00 1.00 1.00 allowable shear (plf)260 260 260 suggested shearwall #5 5 5 Mot (ft-lbs)19874 10889 7352 DL factor A =1.06 1.06 1.06 A x wDL (plf)76 76 76 End Post Compression(lbs)1073 1097 1124 DL factor B 0.54 0.54 0.54 B x wDL (plf)39 39 39 End Post Uplift for Anchor Holdowns (lbs)neglect neglect 695 End Post Uplift for Straps (lbs)neglect neglect 665 Wind F (lbs)3035 1663 1123 shear (plf)125 125 125 suggested shearwall #5 5 5 Mot (ft-lbs)27313 14964 10103 wDL (plf)72 72 72 End Post Compression(lbs)1348 1356 1364 DL factor C 0.60 0.60 0.60 C x wDL (plf)43 43 43 End Post Uplift for Anchor Holdowns (lbs)neglect 881 1003 End Post Uplift for Straps (lbs)neglect 856 960 Maximum End Post Compression (lbs)1348 1356 1364 Recommended Minimum End Post for Compression (2) 2x6 (2) 2x6 (2) 2x6 Controlling Anchor Holdown Uplift (lbs)0 881 1003 Recommended Anchor Holdown LTT20B LTT20B Anchor at Midwall 1/2" Anchor SSTB16 Anchor at Corner 1/2" Anchor SSTB16 Anchor at Endwall 1/2" Anchor SSTB16 Controlling Strap Holdown Uplift (lbs)0 856 960 Recommended Strap Holdown at Midwall LSTHD8 LSTHD8 Recommended Strap Holdown at Corner LSTHD8 LSTHD8 Recommended Strap Holdown at Endwall LSTHD8 LSTHD8 Line A&B SW5 SW5 SW5 Wood Stud Shear Walls 2012 INTERNATIONAL BUILDING CODE (IBC) Wood Framing: Douglas-Fir 18 of 26 FROST Structural Engineering Project Name:Project No. : Eng. : Date : Sheet : EAD FSE11/04/16IF16-183Allen Storage Shear Line :1 VSEISMIC =4,620 lbs SDS = 0.424g E = 0.70 x V = 3,234 lbs S.D.C. =D WWIND =3,250 lbs F = 0.60 x W = 1,950 lbs total length of shear walls = 48.00 ft wall segments:1 2 3 4 5 6 Roof DL (psf) =14 length (ft)16.0 8.0 8.0 16.0 Floor DL (psf) =0 height (ft)9.0 9.0 9.0 9.0 Wall DL (psf) =8 roof trib. (ft)20.0 2.0 2.0 20.0 floor trib. (ft)0.0 0.0 0.0 0.0 Distance from HD to End of Wall (in)6 6 6 6 Wall Thickness (in)6 6 6 6 Shearwall Anchored Into:Concrete Concrete Concrete Concrete aspect ratio 0.6 1.1 1.1 0.6 Seismic F (lbs)1078 539 539 1078 shear (plf)67 67 67 67 Seismic factor 2w/l 1.00 1.00 1.00 1.00 allowable shear (plf)260 260 260 260 suggested shearwall #5 5 5 5 Mot (ft-lbs)9702 4851 4851 9702 DL factor A =1.06 1.06 1.06 1.06 A x wDL (plf)373 106 106 373 End Post Compression(lbs)1795 1003 1003 1795 DL factor B 0.54 0.54 0.54 0.54 B x wDL (plf)190 54 54 190 End Post Uplift for Anchor Holdowns (lbs)0 neglect neglect 0 End Post Uplift for Straps (lbs)0 neglect neglect 0 Wind F (lbs)650 325 325 650 shear (plf)41 41 41 41 suggested shearwall #5 5 5 5 Mot (ft-lbs)5850 2925 2925 5850 wDL (plf)352 100 100 352 End Post Compression(lbs)1437 680 680 1437 DL factor C 0.60 0.60 0.60 0.60 C x wDL (plf)211 60 60 211 End Post Uplift for Anchor Holdowns (lbs)0 neglect neglect 0 End Post Uplift for Straps (lbs)0 neglect neglect 0 Maximum End Post Compression (lbs)1795 1003 1003 1795 Recommended Minimum End Post for Compression (2) 2x6 (2) 2x6 (2) 2x6 (2) 2x6 Controlling Anchor Holdown Uplift (lbs)0 0 0 0 Recommended Anchor Holdown Anchor at Midwall Anchor at Corner Anchor at Endwall Controlling Strap Holdown Uplift (lbs)0 0 0 0 Recommended Strap Holdown at Midwall Recommended Strap Holdown at Corner Recommended Strap Holdown at Endwall Line 1, Use:SW5 SW5 SW5 SW5 Wood Stud Shear Walls 2012 INTERNATIONAL BUILDING CODE (IBC) Wood Framing: Douglas-Fir 19 of 26 FROST Structural Engineering Project Name:Project No. : Eng. : Date : Sheet : EAD FSE11/04/16IF16-183Allen Storage Shear Line :2 VSEISMIC =7,480 lbs SDS = 0.424g E = 0.70 x V = 5,236 lbs S.D.C. =D WWIND =5,250 lbs F = 0.60 x W = 3,150 lbs total length of shear walls = 48.00 ft wall segments:1 2 3 4 5 6 Roof DL (psf) =14 length (ft)24.0 24.0 0.0 Floor DL (psf) =0 height (ft)9.0 9.0 9.0 Wall DL (psf) =8 roof trib. (ft)0.0 0.0 0.0 floor trib. (ft)0.0 0.0 0.0 Distance from HD to End of Wall (in)6 6 6 Wall Thickness (in)6 6 6 Shearwall Anchored Into:Concrete Concrete Concrete aspect ratio 0.4 0.4 Seismic F (lbs)2618 2618 shear (plf)109 109 Seismic factor 2w/l 1.00 1.00 allowable shear (plf)260 260 suggested shearwall #5 5 Mot (ft-lbs)23562 23562 DL factor A =1.06 1.06 A x wDL (plf)76 76 End Post Compression(lbs)1243 1243 DL factor B 0.54 0.54 B x wDL (plf)39 39 End Post Uplift for Anchor Holdowns (lbs)neglect neglect End Post Uplift for Straps (lbs)neglect neglect Wind F (lbs)1575 1575 shear (plf)66 66 suggested shearwall #5 5 Mot (ft-lbs)14175 14175 wDL (plf)72 72 End Post Compression(lbs)812 812 DL factor C 0.60 0.60 C x wDL (plf)43 43 End Post Uplift for Anchor Holdowns (lbs)neglect neglect End Post Uplift for Straps (lbs)neglect neglect Maximum End Post Compression (lbs)1243 1243 Recommended Minimum End Post for Compression (2) 2x6 (2) 2x6 Controlling Anchor Holdown Uplift (lbs)0 0 Recommended Anchor Holdown Anchor at Midwall Anchor at Corner Anchor at Endwall Controlling Strap Holdown Uplift (lbs)0 0 Recommended Strap Holdown at Midwall Recommended Strap Holdown at Corner Recommended Strap Holdown at Endwall Line 2, Use:SW5 SW5 Wood Stud Shear Walls 2012 INTERNATIONAL BUILDING CODE (IBC) Wood Framing: Douglas-Fir 20 of 26 FROST Structural Engineering Project Name:Project No. : Eng. : Date : Sheet : EAD FSE11/04/16IF16-183Allen Storage 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. EDGE NAIL SHEATHING AT BLOCKED EDGES. MARK SHEATHING MATERIAL EDGE NAILING FIELD NAILING BOTTOM PLATE ATTACHMENT TO: Doug-Fir (plf) 1 1/2" GYPBOARD (UNBLOCKED) 5d COOLER AT 7" O.C. 5d COOLER AT 7" O.C. CONCRETE: 1/2" DIA. A.B. AT 72" O.C. 100 ONE SIDE OF WALL OR #6 SCREW AT 6" O.C. OR #6 SCREW AT 12" O.C. WOOD: 16d STAGGERED AT 16" O.C. 2 5/8" GYPBOARD (UNBLOCKED) 6d COOLER AT 7" O.C. 6d COOLER AT 7" O.C. CONCRETE: 1/2" DIA. A.B. AT 72" O.C. 115 ONE SIDE OF WALL OR #6 SCREW AT 6" O.C. OR #6 SCREW AT 12" O.C. WOOD: 16d STAGGERED AT 12" O.C. 3 SW1 5d COOLER AT 7" O.C. 5d COOLER AT 7" O.C. CONCRETE: 1/2" DIA. A.B. AT 48" O.C. 200 BOTH SIDES OR #6 SCREW AT 6" O.C. OR #6 SCREW AT 12" O.C. WOOD: 16d STAGGERED AT 8" O.C. 4 SW1 ONE SIDE CONCRETE: 1/2" DIA. A.B. AT 36" O.C. 200 SW2 OTHER SIDE 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 (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 (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 (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 (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 ONE SIDE OF WALL CONCRETE: 5/8" DIA. A.B. AT 20" O.C. 3X STUDS/BLOCKING AT ADJOINING PANEL EDGES. 3X BOTTOM PLATE. 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 3X STUDS/BLOCKING AT ADJOINING PANEL EDGES. 3X BOTTOM PLATE. 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 3X STUDS/BLOCKING AT ADJOINING PANEL EDGES. 3X BOTTOM PLATE. 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 3X STUDS/BLOCKING AT ADJOINING PANEL EDGES. 3X BOTTOM PLATE. STAGGER AT ADJOINING PANEL EDGES WOOD: SDS 1/4X5 1/2 SCREWS AT 3" O.C. SHEAR WALL TYPES SEE ABOVE SEE ABOVE 21 of 26 FROST Structural Engineering Project Name:Project No. : Eng. : Date : Sheet : EAD FSE11/04/16IF16-183Allen Storage Line Designation:A&B Lateral Force (ASD):2786 lb Total Wall MOT:25074 ft*lb Seismic:No Total Wall MR :34663.445 ft*lb opening height:6.65 ft Uplift At Pier #1:0 lb opening width:4.00 ft umax:0 plf OK Total Wall Length:26.33 ft Uplift At Pier #2:0 lb Wall Height:9.00 ft umax:0 plf OK Pier #1 Wall Length:9.00 ft OK Compression:1742 lb H/L: 1.00 OK Uplift:162 lb Pier #2 Wall Length: 13.33 ft OK H/L: 0.68 OK Wall Type:5 Roof DL:14 psf Capacity:364 plf Trib. Width:2 ft Wall Weight:8 psf DL factor: 0.60 sDS:0.42 rho :1.0 Lateral Force: 1123 lb Lateral Force: 1663 lb Shear, V :125 plf OK Shear, V :125 plf OK Full Height Full Height MOT:10106 ft*lb MOT:14968 ft*lb MR :4050 ft*lb MR :8884.445 ft*lb Uplift:853 lb Uplift:723 lb umax:363 plf OK umax:308 plf OK Pier Height Pier Height MOT:7467 ft*lb MOT:11060 ft*lb MR :3289 ft*lb MR :7214 ft*lb Uplift:610 lb Uplift:505 lb umax:260 plf umax:215 plf Horiz. Strap Force:171 lb Check Dbl Top PL Horiz. Strap Force:253 lb Check Dbl Top PL Provide Horiz. Straps:No Provide Horiz. Straps:No ASD - ANSI / AF&PA SDPWS-2008 Shear Transfer Around Opening PIER #2PIER #1 TOTAL WALL SEGMENTWALL DATA 22 of 26 FROST Structural Engineering Project Name:Project No. : Eng. : Date : Sheet : EAD FSE11/04/16IF16-183Allen Storage Continuous Concrete Wall Footings Strength Design per ACI 318-11 Mark:Allowable q (psf) =1500 U = 1.2DL + 1.6LL Code Increases (Y/N) =N DL LL trib(ft) P DL (k/ft)P LL (k/ft)Pu (k/ft) roof 14 35 8 0.11 0.28 0.58 floor 0 0 0 0.00 0.00 0.00 wall 15 0 9 0.14 0.00 0.16 misc.0 0 0 0.00 0.00 0.00 Total(k/ft) =0.25 0.28 0.74 Footing Dimensions Width (in) =18 Adjusted q (psf) = 1500 stemwall width(in) =8 Thickness (in) =10 Allowable qu (psf) = 2118.786 stemwall height(in) =24 qmax (psf) =496 OK Pmax (kips) =13.9 Footing Type: Strip(S) or Turndown Edge(T) or Monolithic w/Slab(M) =S unfactored Continuous Reinforcing Rebar Size =#4 Check p Other Parameters area of bar(in^2) = 0.20 Min p =0.0018 fy (psi) = 60000 bar diameter(in) = 0.50 Max p =0.0134 f'c (psi) =2500 Total Bars = 2 Use p =0.0018 B1 =0.85 As req(in^2)= 0.324 Reinforcement Top and Bottom(Y/N) =N Transverse Reinforcing Not Required Rebar Size =#4 Check p Check Development Length area of bar(in^2) = 0.20 L' (ft) = 0.42 p =0.0000 fy (psi) = 60000 bar diameter(in) = 0.50 Mu (k-ft) = 0.02 Min p =0.0001 Ld1 (in) =24.0 Spacing (in) = 72 d (in)= 6.25 Max p =0.0134 Ld2 (in) =12 As req(in^2/ft)= 0.00 Use p =0.0001 Ld3 (in) =12 Less than pmax, OK Available Ld (in) = 16.3 WF18 Use: 18'' wide x 10'' thick Continuous Concrete Footing w/ 2 #4 Continuous Max. Point Load: WF18 23 of 26 FROST Structural Engineering Project Name:Project No. : Eng. : Date : Sheet : EAD FSE11/04/16IF16-183Allen Storage Continuous Concrete Wall Footings Strength Design per ACI 318-11 Mark:Allowable q (psf) =1500 U = 1.2DL + 1.6LL Code Increases (Y/N) =N DL LL trib(ft) P DL (k/ft)P LL (k/ft)Pu (k/ft) roof 14 35 30 0.42 1.05 2.18 floor 0 0 0 0.00 0.00 0.00 wall 15 0 9 0.14 0.00 0.16 misc.0 0 0 0.00 0.00 0.00 Total(k/ft) =0.56 1.05 2.35 Footing Dimensions Width (in) =24 Adjusted q (psf) = 1500 stemwall width(in) =8 Thickness (in) =10 Allowable qu (psf) = 2192.523 stemwall height(in) =30 qmax (psf) =1173 OK Pmax (kips) =21.5 Footing Type: Strip(S) or Turndown Edge(T) or Monolithic w/Slab(M) =S unfactored Continuous Reinforcing Rebar Size =#4 Check p Other Parameters area of bar(in^2) = 0.20 Min p =0.0018 fy (psi) = 60000 bar diameter(in) = 0.50 Max p =0.0134 f'c (psi) =2500 Total Bars = 3 Use p =0.0018 B1 =0.85 As req(in^2)= 0.432 Reinforcement Top and Bottom(Y/N) =N Transverse Reinforcing Not Required Rebar Size =#4 Check p Check Development Length area of bar(in^2) = 0.20 L' (ft) = 0.67 p =0.0001 fy (psi) = 60000 bar diameter(in) = 0.50 Mu (k-ft) = 0.14 Min p =0.0001 Ld1 (in) =24.0 Spacing (in) = 477 d (in)= 6.25 Max p =0.0134 Ld2 (in) =12 As req(in^2/ft)= 0.01 Use p =0.0001 Ld3 (in) =12 Less than pmax, OK Available Ld (in) = 19.3 WF24 Use: 24'' wide x 10'' thick Continuous Concrete Footing w/ 3 #4 Continuous WF24 Max. Point Load: 24 of 26 FROST Structural Engineering Project Name:Project No. : Eng. : Date : Sheet : EAD FSE11/04/16IF16-183Allen Storage Concrete Pad Footing Strength Design per ACI 318-11 Mark: Material Data P Self (k) = 1.09 M DL (k-ft) =0.00 Allowable q (psf) =1500 P DL (k) =3.15 M LL (k-ft) =0.00 f'c (psi) =2500 B 1 =0.85 P LL (k) =7.35 Accidental Eccentricity =N Bars #3 and smaller, Fy (ksi) = 40 Pu (k) = 16.8 Mu (k-ft) = 0.00 Bars #4 and bigger, Fy (ksi) = 60 e (ft) = 0.00 within middle 3rd Footing Dimensions: Column/Pier Base: Shear Check: Long (ft) =3 Long Direction (in) =12 Punching Vc (psi) = 170 Short (ft) =3 Short Direction (in)=12 Wide Bm Vc (psi) = 85 Thickness (in) =10 Wide Bm Shear Cap. (lb/in) > Shear Force (lb/in) % in center band B=100%574 >68 OK Punching Shear Resistance (k) > Applied Force (k) Bearing Pressures:86 >12 OK q min (psf) =1288 q max (psf) =1288 OK qu-max (psf) =1872 qu at edge of base (psf) =1872 qu-min (psf) =1872 qu at edge of base (psf) =1872 Reinforcing: Reinforcement Top and Bottom(Y/N) =N Base As(min) on calc'd As(4/3) (Y/N) =Y Check Development Length L' long (ft) = 1.00 Bar size =#4 p =0.0004 Fy (psi) = 60000 Mu (k-ft) = 0.94 area of bar = 0.20 Min p =0.0005 Ld1 (in) =24.0 d (in)= 6.75 bar diameter = 0.5 Max p =0.0134 Ld2 (in) =12 As req(in^2/ft)= 0.03 Spacing (in) = 58 Use p =0.0005 Ld3 (in) =12 Total Bars = 2 Less than pmax, OK Available Ld (in) = 27.8 OK Check Development Length L' short (ft) = 1.00 Bar size =#4 p =0.0002 Fy (psi) = 60000 Mu (k-ft) = 0.47 area of bar = 0.20 Min p =0.0003 Ld1 (in) =24.0 d (in)= 6.25 bar diameter = 0.5 Max p =0.0134 Ld2 (in) =12 As req(in^2/ft)= 0.02 Spacing (in) = 117 Use p =0.0003 Ld3 (in) =12 Total Bars = 1 Less than pmax, OK Available Ld (in) = 27.3 OK 3' Square Ftg Use: w/ 2 #4 3' Square Ftg Loads: (U = 1.2DL + 1.6LL) Long Direction Check p Short Direction Check p 3.0 feet long x 3.0 feet wide x 10'' thick Footing Each Way 25 of 26 FROST Structural Engineering Project Name:Project No. : Eng. : Date : Sheet : EAD FSE11/04/16IF16-183Allen Storage Concrete Pad Footing Strength Design per ACI 318-11 Mark: Material Data P Self (k) = 0.76 M DL (k-ft) =0.00 Allowable q (psf) =1500 P DL (k) =2.52 M LL (k-ft) =0.00 f'c (psi) =2500 B 1 =0.85 P LL (k) =5.88 Accidental Eccentricity =N Bars #3 and smaller, Fy (ksi) = 40 Pu (k) = 13.3 Mu (k-ft) = 0.00 Bars #4 and bigger, Fy (ksi) = 60 e (ft) = 0.00 within middle 3rd Footing Dimensions: Column/Pier Base: Shear Check: Long (ft) =2.5 Long Direction (in) =12 Punching Vc (psi) = 170 Short (ft) =2.5 Short Direction (in)=12 Wide Bm Vc (psi) = 85 Thickness (in) =10 Wide Bm Shear Cap. (lb/in) > Shear Force (lb/in) % in center band B=100%574 >33 OK Punching Shear Resistance (k) > Applied Force (k) Bearing Pressures:86 >8 OK q min (psf) =1465 q max (psf) =1465 OK qu-max (psf) =2134 qu at edge of base (psf) =2134 qu-min (psf) =2134 qu at edge of base (psf) =2134 Reinforcing: Reinforcement Top and Bottom(Y/N) =N Base As(min) on calc'd As(4/3) (Y/N) =Y Check Development Length L' long (ft) = 0.75 Bar size =#4 p =0.0002 Fy (psi) = 60000 Mu (k-ft) = 0.60 area of bar = 0.20 Min p =0.0003 Ld1 (in) =24.0 d (in)= 6.75 bar diameter = 0.5 Max p =0.0134 Ld2 (in) =12 As req(in^2/ft)= 0.02 Spacing (in) = 91 Use p =0.0003 Ld3 (in) =12 Total Bars = 1 Less than pmax, OK Available Ld (in) = 24.8 OK Check Development Length L' short (ft) = 0.75 Bar size =#4 p =0.0001 Fy (psi) = 60000 Mu (k-ft) = 0.30 area of bar = 0.20 Min p =0.0002 Ld1 (in) =24.0 d (in)= 6.25 bar diameter = 0.5 Max p =0.0134 Ld2 (in) =12 As req(in^2/ft)= 0.01 Spacing (in) = 182 Use p =0.0002 Ld3 (in) =12 Total Bars = 1 Less than pmax, OK Available Ld (in) = 24.3 OK 30" Square Ftg Use: w/ 1 #4 30" Square Ftg Loads: (U = 1.2DL + 1.6LL) Long Direction Check p Short Direction Check p 2.5 feet long x 2.5 feet wide x 10'' thick Footing Each Way 26 of 26 FROST Structural Engineering Project Name:Project No. : Eng. : Date : Sheet : EAD FSE11/04/16IF16-183Allen Storage