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HomeMy WebLinkAboutSTRUCTURAL CALCS - 17-00290 - 1150 S 2nd E - New ShopStructural Engineering 1020 Lincoln Road Phone: 208.227.8404 Idaho Falls, ID 83401 Fax: 208.227.8405 www.frost-structura1.cam STRUCTURAL CALCULATIONS Project: Valley View Shop Client: Wind River Construction Project No.: IF17-135 Date: June 2, 2017 Engineer: CJW SEAL: �'S\Dlik o\57egFo'���� a�pQ 11�6� 9 7 TOF TO 9R�FLL BA���P June 2, 2017 17-00306 1150 S 2nd E - Detached Shoo Structural Calculations Office Copy (1 of 2) Structural Engineering Design Gravity Loads Risk Category = II [see ASCE 7 Table 1.5-1] Roof Loads: asphalt shingles o/ felt 5.0 Eng.: Date: 112" plywood or OSB 1.7 Valley View Shop I IF)7-135 10" batt insulation (R-30) 1.0 1 1 of 29 prefab wood trusses at 24"o. c. 3.5 1/2"gypboard 2.2 mechanical/miscellaneous 1.6 deflection limits DL= 15.0 psf U joist LL beam TL S = 40 psf U360 L1360 U240 Lr = 20 psf U360 L1360 U240 Exterior Walls: (Wood) stucco on wood lath 8.0 172" plywood or OSB 1.7 2x wood studs at 16" o.c. 1.2 6" batt insulation (R-25) 1.5 5/8"gypboard 2.8 miscellaneous 4.8 DL= 20.0 Brick Veneer 35.0 DL= 47.0 deflection limits U240 deflection limits U240 Project Name: Project No.: Eng.: Date: Sheet: Valley View Shop I IF)7-135 1 CJW 1 06/02/17 1 1 of 29 IMM Structural Engineering Design Lateral Loads Risk Category = 11 [see ASCE 7 Table 1.5-1] Seismic Loads: Analysis Procedure: ............................................... Equivalent Lateral Force Procedure Importance Factor .................................................. 1.00 SiteClass............................................................... D Mapped Spectral Response Accelerations: Enclosed St ................. 0.156 g Ss ................. 0.442 g Design Spectral Response Accelerations: SDt ................. 0.226 g SDS ................. 0.426 g Seismic Design Category ....................................... D Seismic Force -Resisting System(s): 35.8 psf Light -frame (wood) walls sheathed Lateral System ................. with wood structural panels rated R................. 6.5 01 ................. 3 Cd................. 4 Cs ................. 0.067 Seismic Weight, W ................................................ 87.9 kips Wind Loads: Design Wind Speed (ultimate) ............................... 115 MPH Wind Exposure...................................................... C Enclosure Classification ......................................... Enclosed Internal Pressure Coefficient ................................. 0.18 1 2 of 29 Component & Cladding Pressures: Roof (uplift -zone 1) ................. 25.4 psf Roof (net uplift -zone 1) ................. 11.9 psf Roof (uplift -zone 2) ................. 35.8 psf Roof (net uplift -zone 2) ................. 22.3 psf Walls (zone 4) ................. 32.3 psf Walls (zone 5) ................. 39.1 psf Project Nome: Project No.: Eng.:Date : Sheet : Valley View Shop IF 17-135 CJW 06/02/17 1 2 of 29 Structural Engineering Foundation Design Risk Category = II [see ASCE 7 Table 1.5-1] Foundation Soils Report Firm.............................................................. None Eng. ProjectNo ..................................................... None Date.............................................................. None CJW Allowable Bearing Pressure............ 1500 psf Active Pressure............ 35 pcf At -Rest Pressure............ 50 pcf Passive Pressure............ 150 pcf Sliding Coefficient............ 0.25 Frost Depth..........:. 36 inches Project Name: Project No.: Eng. Date : Sheet: Valley View Shop IF17-135 CJW 1 06/02/17 1 3of29 n n Structural Engineering Project Name: Project No.: Eng.: Date: Sheet: Valley View Shop I F17-135 CJW 1 06/02/17 4of29 EEMStructural Engineering GRAVITY Project Name: Project No.: Eng.: Date : Sheet : Valley View Shop I IF] 7-135 1 CJW 1 06/02/17 1 5of29 K= Structural Engineering Wood Beam / Header ASD design per NDS 2012 Mark: B101 27% 0.01" DL(psf) LL(psf) trib(ft) LL w(plf) TL w(plf) Span (ft) = 3.5 roof 15 40 24 960 1320 le (ft) = 3.5 floor 0 0 0 0 0 LL Deflection < L / 360 wall 20 0 3 0 60 Total Deflection < L/ 240 misc. 0 0 0 0 0 Co = 1.00 1/8" std=0.01" n/a RDL = 1155 lbs 960 pit 1380 plf Roof Snow Load ? : Yes Adequate DL(lbs) LL(lbs) x(ft) RLL = 2640 lbs Roof Snow Load ? : Yes Pt. Load 0 0 0 1800000 psi RTL (right) = 3795 lbs Reduce Floor LL ? : No Pt. Load 0 0 0 55% 0.06" 33% Reduce Floor LL ? : No Pt. Load Wood Species = Doug Fv (psi) = 180 psi fv-max @ d (psi) = 109 psi Fb = 1075 psi ft -max (psi) = 965 psi E (psi) = 1600000 LL deflection = 0.02" TL deflection = 0.03" camber (in) = n/a Adequate A B 12x8 3.1254 GLB as Fir#2 24F -V4 265 psi 61% 138 psi 52% 2385 psi 90% 1352 psi 57% C D 5.1250.5 GLIB 8.75x9 GLB psi 18% 0.03" 27% 0.01" 175/ 0.05' 26% 0.01" 1/8" std=0.01" 1/8" Adequate Adequate RDL = 735 lbs RLL = 1680 lbs RTL (left)= 2415 lbs RDL = 735 lbs RLL = 1680 lbs RTL (right) = 2415 lbs Mmax = 2113 ft -lbs E Selection (A-E): A I 8101 Use: 2 2x8 Douglas Fir#2 Mark: 8102 265 psi DL(psfl 285 psi trib(ft) 23% 26 psi 10% 69 psi 24% 15 2397 psi 24 2888 psi 1320 22% 215 psi 9% 719 psi 25% 0 1800000 psi 0 2000000 psi LL Deflection < L / 360 9% 0.00" 3% 0.02" 14% 8% 0.00" 3% 0.02' 14% sfd=0.01' 1/8" std=0.01" n/a RDL = 1155 lbs Ca = 1.00 Adequate 1303 psi Adequate 530 psi Selection (A-E): A I 8101 Use: 2 2x8 Douglas Fir#2 Mark: 8102 24F -V4 DL(psfl LL(psf) trib(ft) LLw(plf) Tl-w(plf) Rol= 1156 lbs Span (ft) = 5.5 roof 15 40 24 960 1320 RLL = 2640 lbs la (ft) = 5.5 floor 0 0 0 0 0 RTL (left)= 3795 lbs LL Deflection < L / 360 wall 20 0 3 0 60 Total Deflection < L / 240 misc. 0 0 0 0 0 RDL = 1155 lbs Ca = 1.00 90% 1303 psi 55% 530 psi 960 pit 1380 plf RLL = 2640 lbs Roof Snow Load ? : Yes DL(lbs) LL(lbs) x(ft) 1800000 psi RTL (right) = 3795 lbs 2000000 psi Pt. Load 0 0 0 55% 0.06" 33% Reduce Floor LL ? : No Pt. Load 0 0 0 22% 0.14" Mma. = 5218 ft -lbs 0.09" A B 11% C 46% D E 1/8" std=0.01' (3) 2x10 3.125x7.5 GLB 5.125x7.5 GLR A 75x9 GL R 191 1.75x7 95 Wood Species = Fv (psi) = fv-max @ d (psi) = Fb = ft, (psi) = E (psi) = LL deflection = TL deflection = camber (in) = Selection (A - E): Douglas Fir#2 24F -V4 Eng.: 241:44 Sheet: 24F -V4 Valley View Shop SCL: 26F 2.OE LVL 180 psi 06/02/17 265 psi 265 psi 265 psi 285 psi 98 psi 55% 188 psi 71% 114 psi 43% 53 psi 20% 175 psi 61% 986 psi 2369 psi 2390 psi 2396 psi 2758 psi 976 psi 99% 2137 psi 90% 1303 psi 55% 530 psi 22% 2042 psi 74% 1600000 psi 1800000 psi 1800000 psi 1800000 psi 2000000 psi 0.04" 23% 0.10" 55% 0.06" 33% 0.02' 11% 0.09" 48% 0.06" 22% 0.14" 52% 0.09" 32% 0.03" 11% 0.13" 46% n1a 1/8" std=0.01' 1/8" sfd=0.01' 1/8" std=0.01' n/a Adequate Adequate Adequate Adequate Adequate A I B102 Use: 3 2x10 Douglas Fir#2 Project Name: Project No.: Eng.: Date: Sheet: Valley View Shop IF17-135 CJW 06/02/17 6of29 Structural Engineering Wood Beam / Header ASD design per NDS 2012 Mark: 8103 Project No.: DL(psf) LL(ps9 trib(ft) LL w(plf) TL w(pif) RDL = 1134 lbs Span (ft) = 10.5 roof 15 40 5 200 275 RLL = 1050 lbs la (ft) = 10.5 floor 0 0 0 0 0 RTL (left)= 2184 lbs LL Deflection < L / 360 wall 47 0 3 0 141 34% Total Deflection < L 1240 misc. 0 0 0 0 0 ROL = 1134 lbs Co = 1.00 2311 psi 0 2381 psi 0 200 plf 416 pit RLL = 1050 lbs Roof Snow Load ? : Yes 98% DL(lbs) LL(lbs) x(ft) 60% 582 psi 24% RTL (right) = 2184 Has 34% Pt. Load 0 0 0 1800000 psi RTL (right) = 2094 be 1800000 psi Reduce Floor LL ? : No Pt. Load 0 0 0 46% 0.17" Mmax = 5733 ft -lbs A Project No.: a Use: C Adequate 1.75x11.875 D E E (2) 3x10 3.125x9 GLB 5.125x7.5 GLB 8.75x9 GLB (2) 1.75x11.875 Wood Species= Douglas Fir e2 24F -V4 roof 24F -V4 40 24F -V4 SCL: 26F 2.0E LVL Fv (psi) = 180 psi RLL = 1250 lbs 265 psi floor 255 psi 0 265 psi 285 psi 0 fv-max @ d (psi) = 60 psi 34% 100 psi 38% 75 psi 28% 36 psi 13% 64 psi 22% Fb = 984 psi misc. 2311 psi 0 2381 psi 0 2393 psi_ 2490 psi Co = 1.00 fb-max (psi) = 965 psi 98% 1631 psi 71% 1432 psi 60% 582 psi 24% 836 psi 34% E (psi) = 1600000 psi LL(lbs) 1800000 psi 28% 1800000 psi RTL (right) = 2094 be 1800000 psi 2000000 psi 0 LL deflection = 0.10" 30% 0.16" 46% 0.17" 48% 0.06" 16% 0.06" 16% TL deflection =0.22' 41°% 0.33" 63% 0.35" 67% 0.12' 23% 0.12" 22% camber (in) = n/a 0.54" 318" std=0.05" 318" std=0.05' 1/8" std=0.05" Ma 31% Adequate Selection (A-E): E Project No.: Adequate B103 Use: Adequate 2 Adequate 1.75x11.875 Adequate SCL:26F 2.0E LVL Mark: 13104 E DL(psf) LL(psf) lrib(ft) LL w(plf) TL w(plf) RDL = 844 lbs Span (ft) = 12.5 roof 15 40 5 200 275 RLL = 1250 lbs lu (ft) = 12.5 floor 0 0 0 0 0 RTL (left)= 2094 lbs LL Deflection < L / 400 we// 20 0 3 0 60 28% Total Deflection < L / 240 misc. 0 0 0 0 0 RDL = 844 lbs Co = 1.00 2391 psi 2456 psi 200 pit 335 pit RLL = 1250 Ills Roof Snow Load ? : Yes 82% DL(lbs) LL(lbs) x(ft) 28% 954 psi RTL (right) = 2094 be E (psi) = 1600000 psi Pt. Load 0 0 0 1800000 psi Reduce Floor LL ? : No Pt. Load 0 0 0 86% 0.34" Mmax = 6543 ft -lbs A Project No.: B Date: C D I IF] 7-135 E 1 06/02/17 (3) 2x12 3.125x9 GLB 5.125x7.5 GLB 8.75x9 GLB (2) 1.75x11,875 Wood Species= Douglas Fir 02 24FV424F-V4 24F -V4 SCL: 26F 2.OE LVL Fv (psi) = 180 psi 265 psi 265 psi 265 psi 285 psi fv-max @ d (psi) = 53 psi 29% 98 psi 37% 74 psi 28% 35 psi 13% 64 psi 22% Fb = 889 psi 2282 psi 2377 psi 2391 psi 2456 psi to (psi) = 827 psi 93% 1861 psi 82% 1634 psi 69% 665 psi 28% 954 psi 39% E (psi) = 1600000 psi 1800000 psi 1800000 psi 1800000 psi 2000000 psi LL deflection = 0.13" 34% 0.32' 86% 0.34" 90% 0.11" 31% 0.11" 30% TL deflection =0.22' 34% 0.54" 86% 0.57' 91% 0.19" 31% 0.19" 30% camber (in) = n/a 3/8" std=0.07' 3/8" std=0.07' 1/8" std=0.07" n/a Adequate Adequate Adequate Adequate Adequate Selection (A- E): E I B104 Use: 2 1.75X11.875 SCL: 26F 2.0E LVL Project Name: Project No.: Eng.: Date: Sheet: Valley View Shop I IF] 7-135 CJW 1 06/02/17 7of29 I= Structural Engineering Wood Stud Wall Design Desion based on NDS 2012 Location: ITypical 12'-0" Plate Height (ft) = 12.0 Trimmer Studs (TS) Gravity Loads to Wall: P (lbs) = 1140 per stud 1 Le/d = 26.2 < 50 OK 2 DL(psf) LL(psf) trib(ft) w e(in) deflection < L/ 240 roof snow 15 40 22 1210 0 wind/seismic (W/S) W floor live load 20 40 0 0 0 wind load, w (psf) = 32.3 (Due to Wind) wall weight 20 12 240 0.6' w= (psf) 19.4 misc. live load 0 0 0 0 0 snow load? (Y/N) Y w (total uniform load) = 1450 plf Lumber Grade: (DF No. 2) Load Cases: D+0.6'W Co = 1.60 Trimmer Studs (TS) King Studs (KS) P (lbs) = 1140 per stud 1 M (Ib -ft) = 698 2 2 FeE (psi) = 696 3 3 Fc' (psi) = 647 4 4 fc (psi) = 138 < Fe OK Fb' (psi) = 2153 2 2 fo(psi)= 1107 < Flo' OK CSR=0.69 < 1.0 OK A (in.) = 0.38 = 1/378 OK D + 0.75`(0.6`W + S + LL) CD = 1.60 Trimmer Studs (TS) King Studs (KS) P (lbs) = 1320 per stud 1 M (Ib -ft) = 523 2 2 FSE (psi) = 696 3 3 I'd (psi)= 647 4 4 to (psi) 160 < Fc' OK Fb' (psi) = 2153 2 2 f o (psi) = 830 < Fb' OK CSR 0.56 <1.0 OK 4 (In.) = 0.29 = L/504 OK D+S CD = 1.15 Trimmer Studs (TS) King Studs (KS) P (lbs) = 2900 per stud 1 M (Ib -ft) = 0 2 2 Fc (psi) 696 3 3 Fc' (psi) = 624 4 4 fc (psi) = 352 < I'd OK Flo' (psi) = 1547 2 2 fo(psi)=0 <Fb' OK CSR = 0.32 < 1.0 OK A (in.) = 0.00 = L/5000 OK Typical 12'-0" Plate USE: 2 x 6 at 24" o.c. (DF No. 2) Framing at Openings: Trimmers: King Studs: Trimmer supports only vertical load ... King stud supports only bending ... Peep (lbs) = 5146 (axial compression govems) Mwp (Ib -ft) = 1180 Rcap (lbs) = 5156 trib width capacity (ft) = 3.38 for M < Mcap trib width capacity (ft) = 3.15 for A < L / 240 (govems) Open Width (ft) Trimmer Studs (TS) King Studs (KS) <4'-3" 1 1 4'-3" to 10'-7" 2 2 10'-7" to 16'-10" 3 3 16'-10" to 23'-2" 4 4 6 2 2 10 2 2 12 2 3 Project Name: Project No.: Eng.: Date : Sheet Valley View Shop I IF 17-135 CJW 06/02/17 1 8 of 29 LOA •Structural Engineering LATERAL Project Name: Project No.: Eng.Date : Sheet Valley View Shop IF 17-135 CJW 06/02/17 1 9of29 EUMStructural Engineering Design Lateral Seismic Loads Equivalent Lateral Force Procedure per 2012 IBC and Chapters 11 and 12 of ASCE 7-10 Key Plan Area = Valley Shop Risk Category = 11 (ASCE 7-10 table 1.5-1 & 2012 IBC table 1604.51 Seismic Design Category = D [perASCE 7-10 tables 11.6-1 and 11.6-2) Importance Factor IE = 1.00 [see ASCE 7-10 table 1.5-21 Site Class = D Seismic Force Resisting System (Table 12.2-1) = A.Light-frame (wood) walls sheathed with wood structural panels rated for shear resistance Response Modification Coefficient, R = 6.5 Overstrength factor, Do = 3 Deflection Amplification Factor, Cd = 4 Design Spectral Response Accelerations: Ss = 44.2% Si = 15.6% [per USGS Earthquake Ground Motion Tool] Fa = 1.45 Fv = 2.18 (perASCE 7-10 table 11.4-1 & 11.4-2] Sms = 0.639g Smi = 0.339g [ASCE 7-10 equation 11.4-1 & 11.4-2] Sos = 0.426g SDI = 0.226g [ASCE 7-10 equation 11.4-3 & 11.4-4] TL = 6 Cs= 0.066 Cl = 0.020 Cs -max = 0.226 z = 0.750 Cs -min = 0.019 Cs(conlrols)= 0.066 Main Seismic Force Resisting System: V=CsW= 5.8 T = 0.152 Ta = 0.152 Tmax= 0.213 CU= 1.4 [perASCE 7-10 equation 12.8-1) To = 0.106 Ts = 0.531 Sa = 0.426 k= 1.00 Vertical Distribution of Main Seismic Force Resisting System [perASCE 7-10 section 12.8.3) Level hx (ft) wx (kip) wx hxk (kip -ft) Com, Fx (kip) V. (kip) Roof 15 87.9 1319 1.000 5.8 5.8 iRi 7.1 Transverse Diaphragm Design Forces [perASCE 7-10section 12.10.1.1) Level hx (ft) wpx (kip) 2:wl (kip) EFI (kip) Fpx (min) (kip) Fpx (max) (kip) Fox (kip) Roof 15 80.0 80.0 5.2 6.8 13.6 6.8 Longitudinal Diaphragm Design Forces [perASCE7-10section 12.10.1.1) Level hx (ft) wpx (kip) Ewl (kip) IF, (kip) Fox (min) (kip) Fpx (max) (kip) Fp. (kip) Roof 15 76.9 76.9 5.0 6.6 13.1 6.6 Project Name: Project No.: Eng.: Date: Sheet: Valley View Shop I IF 17-135 1 CJW 1 06/02/17 1 10 of 29 Structural Engineering Seismic Weiahts Level= Roof Area= Valley Shop Total Seismic Weight= 87.9 Date: Walls Valley View Shop Roof I Floor CJW Long. Wall Length=--Tr—ea 1 11 of 29 = Trans. Wall Length (ft) = 88 0 Dead Load (psf) = 15 0 Plate Height (ft) = 12 12 Live / Snow Load (psf) = 40 0 Parapet Height (ft) = 0 0 % Live / Snow Load = 20% 0% Wall Weight (psf) = 15 15 Int. Partition Load (psf) = 0 0 Misc. (lbs) = 0 0 Misc. (lbs) = 0 0 Long. Weight (k) = Weight (k) _ Trans. Weight (k) = 7.9 0.0 Total Long. Weight (k) = 80.0 Total Trans. Weight (k) = 76.9 Project Name: Project No.: Eng.: Date: Sheet: Valley View Shop F17-135 CJW 1 06/02/17 1 11 of 29 Structural Engineering JOB NO. SHEET NO. CALCULATED BY DATE CHECKED BY DATE www.struware.com Code Search Code: ASCE 7 - 10 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 (0) 6.00/12 26.6 deg Building length (L) 61.0 ft Least width (B) 44.0 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: 18 psf 200 to 600 sf: 21.6 - 0.018Area, but not less than 12 psf over 600 sf: 12 psf Floor: Typical Floor 50 psf Partitions 15 psf Project Name: Project No.: Eng.:Date : Sheet: Valley View Shop IF17-135 CJW 06/02/17 1 12 of 29 Structural Engineering 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 Kin case 1 0.902 Kh case 2 0.902 Type of roof Hip T000araohic Factor (Kzt Topography Flat Hill Height (H) 0.0 ft Half Hill Length (Lh) 0.0 It 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 K, = 0.000 x/Lh = 0.00 K2 = 0.000 z/Lh = 0.00 K3 = 1.000 At Mean Roof Ht: 0.92 lz = Kzt = (1+K1K2K3)42 = 1.00 Gust Effect Factor h = 20.0 ft B = 44.0 ft /z (0.6h) = 15.0 It Rigid Structure e = 0.20 f = 500 ft zmin = 15 ft C = 0.20 go, 9v = 3.4 Lz= 427.1 ft Q = 0.92 lz = 0.23 G = 0.88 use G = 0.85 JOB NO. SHEET NO. CALCULATED BY DATE CHECKED BY DATE H< 15ft;exp C :. Kzt=1.0 2D RIDGE or 3D AXISYMMETRICAL HILL Flexible structure if natural frequency < 1 Hz (T > 1 second). However, if building h/B < 4 then probably rigid structure (rule of thumb). h/B = 0.45 Rigid structure G= 0.85 Using rigid structure default Flexible or Dvnamicallv Sensitive Structure Natural Frequency (qr) = 0.0 Hz Eng.:Date: Damping ratio (P) = 0 /b = 0.65 CJW /a = 0.15 VZ = 97.1 N1 = 0.00 Hn = 0.000 Rh = 28.282 rl = 0.000 Re = 28.282 rl = 0.000 RL = 28.282 rt = 0.000 9R = 0.000 R = 0.000 G = 0.000 In = 20.0 ft Project Name: Project No.: Eng.:Date: Sheet: Valley View Shop 11717-135 CJW 06/02/17 1 13of29 Structural Engineering JOB NO. SHEETNO. 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 z 0.8Ag Test for Partially Enclosed Building: Input Test Ao[AO sf Ao z 1.1Aoi YES Agsf Ao > 4' or 0.01 Ag NO Aoisf Aoi / Agi 5 0.20 NO Building is NOT Agisf Partially Enclosed Conditions to qualify as Partially Enclosed Building. Must satisfy all of the following: Ao Z 1.1 Aoi Ao > smaller of 4' or 0.01 Ag Aoi / Agi 5 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 Ibm/ft3 Constant= 0.00256 Project Name: Project No.: Eng.: Date : Sheet : Valley View Shop I IF17-135 I CJW 06/02/17 14 of 29 Structural Engineering JOB NO. SHEET NO. CALCULATED BY DATE CHECKED BY DATE Wind Loads - MWFRS h560' (Low-rise Buildings) Enclosed/partially enclosed only Kz = Kh (case 1) = 0.90 Edge Strip (a) = 4.4 ft Base pressure (qh) = 26.0 psf End Zone (2a) = 8.8 ft GCpi = +/-0.18 Zone 2 length = 22.0 ft Wind Pressure Coefficients Ultimate Wind Surface Pressures (psf) 1 CASE A 24.4 psf -7.0 -16. 2 CASE B 32.8 psf -13.2 -22.6 3 e=26.6 deg 1 15 of 29 -4.9 -14.3 4 -5.5 -14.8 Surface GCpf w/-GCpi w/+GCpi 15.1 5.7 GCpf w/-GCpi w/+GCpi 1 0.55 0.73 0.37 -7.8 -17.1 -0.45 -0.27 0.63 2 -0.10 0.08 -0.28 -9.1 -18.4 -0.69 -0.51 -0.87 3 -0.45 -0.27 -0.63 20.5 11.2 -0.37 -0.19 -0.55 4 -0.39 -0.21 -0.57 -0.45 -0.27 -0.63 5 0.40 0.58 0.22 6 -0.29 -0.11 -0.47 1 E 0.73 0.91 0.55 -0.48 -0.30 -0.66 2E -0.19 -0.01 -0.37 -1.07 -0.89 -1.25 3E -0.58 -0.40 -0.76 -0.53 -0.35 -0.71 4E -0.53 -0.35 -0.71 -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 18.9 9.6 24.4 psf -7.0 -16. 2 2.1 -7.2 32.8 psf -13.2 -22.6 3 -6.9 -16.3 1 15 of 29 -4.9 -14.3 4 -5.5 -14.8 -7.0 -16.4 5 15.1 5.7 6 -2.9 -12.2 1 E 23.6 14.2 -7.8 -17.1 2E -0.3 -9.6 -23.1 -32.4 3E -10.5 -19.9 -9.1 -18.4 4E -9.2 -18.6 -7.8 -17.1 5E 20.5 11.2 6E -6.5 -15.8 Parapet Windward parapet = 0.0 psf (GCpn = +1.5) Leeward parapet = 0.0 psf (GCpn = -1.0) Horizontal MWFRS Simple Diaphragm Pressures (Ds Transverse direction (normal to L) Interior Zone: Wall 24.4 psf Roof 9.0 psf End Zone: Wall 32.8 psf Roof 10.2 psf Longitudinal direction (parallel to L) Interior Zone: Wall 17.9 psf End Zone: Wall 27.0 psf Windward roof overhangs = 18.2 psf (upward) add to windward roof pressure [mxnWhPn arEPrw•a-rJTJWIN[YWAPPFprX� LEUWARUPFXIF -� YEPTOAL T'H.AT.•TS tTiR.SE FT EVA7'fobr T-1i[mV, Pn Ro:� Yr Yr: RTT.o.L rnen axrF:l----' � r,'�.:.>:n.: �i:.l'».r.?:•; ern-rr, LONGYMI)INAL ELEVATION Project Name: Project No.: Eng.: Date: Sheet Valley View Shop I IF 17-135 1 CJW 1 06/02/17 1 15 of 29 Structural Engin JOB NO. SHEET NO. CALCULATED BY DATE CHECKED BY DATE Location of MWFRS Wind Pressure Zones PIN ZONE 2: lessor of 0.5 B or 2.5 h If 2 is negative CASE A, D DIRECTION RANGE NSTQD DIRECTION RANGE NOTE: Torsional loads are 25% of zones 1 - 6. See code for loading diagram. ASCE 7 -99 and ASCE 7-10 (& later) �2 11 ZONE 2: lessor of 0.5 B or 2.5 h ,If 2 is negati, NLTO DME.CTTON CASE B Transverse Direction Longitudinal Direction NOTE: Torsional loads are 25% of zones 1 - 4. See code for loading diagram. ASCE 7 07 and ASCE 7 06 I iMDDIRECIION Project Name: Project No.: Eng. Date : Sheet: Valley View Shop I IF17-135 CJW 06/02/17 1 16 of 29 Structural Engineering JOB NO. CALCULATED BY CHECKED BY Wind Loads - Components & Cladding : h <= 60' Kh (case 1) = 0.90 h = 20.0 It Base pressure (qh) = 26.0 psf a = 4.4 ft Minimum parapet ht = 0.0 ft GCpi = +/-0.18 Roof Angle (0) = 26.6 deg Type of roof = Hip Roof Area Negative Zone 1 Negative Zone 2 Negative Zone 3 Positive All Zones Overhang Zone 2 Overhang Zone 3 Parapet SHEET NO. DATE DATE Ultimate Wind Pressures GCp +/- GCpi Surface Pressure (psf) User Input 10 sf 50 sf 100 sf 10 sf 50 at 100 sf 75 at 500 sf -1.08 -1.01 -0.98 -28.0 -26.2 -25.4 -25.8 -25.4 -1.88 -1.53 -1.38 -48.8 -39.7 -35.8 -37.4 -35.8 -2.78 -2.36 -2.18 -72.2 -61.3 -56.6 -58.5 -56.6 0.68 0.54 0.48 17.6 16.0 16.0 16.0 16.0 -2.20 -2.20 -2.20 -57.1 -57.1 -57.1 -57.1 -57.1 -3.70 -2.86 -2.50 -96.0 -74.3 -64.9 -68.8 -64.9 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 4.7 psf) qp = 0.0 psf CASE A = pressure towards building (pos) CASE B = pressure away from bldg (neg) Walls Area Negative Zone 4 Negative Zone 5 Positive Zone 4 & 5 Solid Parapet Pressure Surface Pressure (psf) Userinput 10 sf I 100 sf 1 500 sf 20 at :ASE A: Interior zone: Corner zone: 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 ;ASE B : Interior zone: Corner zone: 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 GCp +/- GCpi Surface Pressure (psf) User Input 10 sf 100 sf 500 at 10 sf 100 at 500 sf 16 at 200 at -1.28 -1.10 -0.98 -33.2 -28.6 -25.4 -32.3 -27.3 -1.58 -1.23 -0.98 -41.0 -31.8 -25.4 -39.1 -29.1 1.18 1.00 0.88 30.6 26.0 22.8 29.7 24.7 Project Name: Project No.: Eng.:Date : Sheet Valley View Shop IF 17-135 CJW 06/02/17 17 of 29 Structural Engineering JOB NO. SHEET NO. CALCULATED BY DATE t CHECKED BY DATE �y� O Eng.: Dote: Sheet: Valley View Shop I IF17-135 I CJW 1 06/02/17 18of29 4O I l I I I I I S Q q I I I WALL Roofs w/ OS 10° and all walls h>60' Monoslope roofs 10"<0530° h 5 60'& alt design h<90' Location of C&C Wind Pressure Zones M tI » 2a I o ya h Walls h 5 60' Gable, Sawtooth and & alt design h<90' Multispan Gable 0!; 7 degrees & Monoslope:9 3 degrees IN 5 60'& alt design h<90' Multispan Gable & Gable 7° < 0 5 45° Hip 7° < 0 5 27° Monoslope roofs 3° < 0 5 10° h 5 60' & alt design h<90' Sawtooth 10° < 6 s 45° h 5 60'& alt design h<90' Project Name: Project No.: Eng.: Dote: Sheet: Valley View Shop I IF17-135 I CJW 1 06/02/17 18of29 Structural Engineering Wind Lateral Load Vertical Distribution for MWFRS <=60' Key Plan Area = Valley Risk Category = II Wind Speed = 115 Exposure = C Importance Factor 6 = 1.00 Bldg/Area Length, L (ft)= 61 Bldg/Area Width, W (it)= 44 Edge Strip (a) (ft)= 4.4 End Zone (2a) (it)= 8.8 [ASCE 7-10 table 1.5-1 & 20121BC table 1604.5] [see ASCE 7-10 Hazard Maps, figures 26.5-1] _ [see ASCE 7-10 section 26.7.3] [see ASCE 7-10 table 1.5-2] Transverse Direction (normal to L): Roof Type (receiving wind) = Hip Use Only End Zone Pressures = N Interior Pressure (psf) = 24.4 Roof Interior Pressure (psf) ='.9.0 _ End Zane Pressure (psf) = 32.8 Roof End Zone Pressure (psf) = 10.2 Windward Parapet Pressure (psf) = 0.0 Leeward Parapet Pressure (psf) = 0.0 Overall Structure Height,H. (ft) = 24.0 OK Distribution of Main Wind Force 210 Longitudinal Direction (parallel to L): Roof Type (receiving wind) = IH p Use Only End Zone Pressures =N Interior Pressure (psf) = 17.9 Roof Interior Pressure (psf) = 9.0 End Zone Pressure (psf) = 27.0 Roof End Zone Pressure (psf) = 10.2 Windward Parapet Pressure (psf) = 0.0 Leeward Parapet Pressure (psf) = 0.0 Overall Structure Height,H. (ft) = 24.0 OK Vertical Distribution of Main Wind Force 234 8.2 Project Name: Project No.: Eng.: Date : Sheet Valley View Shop I IF17-135 CJW 06/02/17 19af29 ' MUM Structural Engineering Portal Frame with Hold Downs 2012 IBC and APA TT-10OF Wood Framing: Douglas -Fir atSouhem Pine Shear Line :0 VSEISMIC= 2,900 lbs E =0.70 x V= 2,030 lbs WMND = 7,000 lbs F = 0.60 x W = 4,200 lbs Consider Drift Limits?: Yes plate height(fl) C&C Wall Wind Pressure, p= 32.3 psf p(nsD) =0.6 x p = 19.4 pat System Totals Seisimic Allowable Shear (lb) - 4,511 OK Wind Allowable Shear (Ih) - 6,316 OK Project Name: Project No.: portal frame wall segments Date : length(in) 24 24 24 24 opening height(R) 9.0 9.0 9.0 9.0 plate height(fl) 12 12 12 12 Opening width (R) 10 10 10 10 Wall Thickness(in) 6 6 6 6 header depth (in) 11.875 11.875 11.875 11.875 Seisimic Allowable Shear(1b) 1,128 1,128 1,128 1,128 Wind Allowable Shear (lb) 1,579 1,579 1,579 1,579 Vertical Strap Load (lb) 3,425 3,425 3,425 3,425 Vertical Strap MSTC52 MST052 MSTC52 MSTC52 Vertical Strap Capacity (Ib) 4,620 4,620 4,620 4.620 System Totals Seisimic Allowable Shear (lb) - 4,511 OK Wind Allowable Shear (Ih) - 6,316 OK Project Name: Project No.: Eng.: Date : Sheet : Valley View Shop IF17-135 CJW 06/02/17 20 of 29 Structural Engineering Wood Stud Shear Walls Shear Project No.: Wood Framing: Douglas -Fir Line :0 Sheet VSEISMIC= 2,900 Ibs SDS= 0.426g E=0.70 x V= 2,030 lbs S.D.C.= D WWINO = 7,000 lbs F=0.60x W= 4,200 Ibs total length of shear walls = 0.00 ft wallsegments: 1 2 3 4 5 6 Roof DL (psf) = 15 length (ft) 2.0 Floor DL (lost) = 0 height (ft) 12.0 Wall DL (psf) = 47 roof tdb. (ft) 3.0 floor Mb. (ft) 0.0 Distance from HD to End of Wall (in) 6 Wall Thickness (in) 6 shear(p/t) Seismic factor 2w/1 allowable shear (pit) suggested shearwall # Mot (ft -lbs) DL factorA = A x wDL (pit) End Post Comprossion(lbs) DL factor B B x WOL (Plt) End Post Uplift for Anchor Holdowns (lbs) F (Ibs) shear (ph) Mot (ft-Ibs) wDL (pin End Post Compression(lbs) DL factor C C x wDL (plo End Post Uplift for Anchor Holdowns (lbs) Maximum End Post Compression (lbs) Recommended Minimum End Post for Comoression Controlling Anchor Holdown Uplift (Ibs) Recommended Anchor Holdown Anchorat Midwall Anchorat Corner Anchor at Endwall Controlling Strap Holdown Uplift (Ibs) Recommended Strap Holdown at Midwall Recommended Strap Holdown at Corner Recommended Strap Holdown at Endwall Project Name: Project No.: Eng.: Date : Sheet Valley View Shop IF17-135 CJW 1 06/02/17 1 21 of 29 KEMStructural Engineering Wood Stud Shear Walls Shear Wood Framing: Douglas -Fir Line : Shearwall Ancharedlnto: Concrete aspect ratlo 0.3 F (lbs) 2030 shear (joh) 46 Seismic factor 2M 1.00 allowable shear(plf) 260 suggested shearwall # 5 Mot (ft -lbs) 24360 DL faclorA = 1.06 A x wDL (p#) 286 End Post Compression(lbs) 1432 DL factor 0.54 B x wDL (plo 146 End Post Uplift for Anchor Holdowns (lbs) 0 End Post Uplift for Straps (lbs) 0 F (lbs) 4200 shear(plo 95 shearwall# 5 Mot (ft -lbs) VSEISMIC= 2,900 lbs SDS= 0.4269 End Post Compression(Ibs) E=0.70x V= 2,030 lbs S.D.C.= D Anchor at Midwall WWIND = 7,000 Ina Anchor at Endwall F=0.60x W= 4,200 lbs 0 Recommended Strap Holdown at Midwall Recommended Strap Holdown at Corner total length of shear walls = 44.00 it Recommended Strap Haldown at Endwall wall segments: 1 2 3 4 5 6 Roof DL (psi) = 15 length (ft) 44.0 Floor DL (psf)= 0 heght(ft) 12.0 Wall DL (psf) = 20 rooftdb. (ft) 2.0 floor tnb.(ft) 0.0 Distance Irom HD to End of Wall (in) 6 Wall Thickness (in) 6 Shearwall Ancharedlnto: Concrete aspect ratlo 0.3 F (lbs) 2030 shear (joh) 46 Seismic factor 2M 1.00 allowable shear(plf) 260 suggested shearwall # 5 Mot (ft -lbs) 24360 DL faclorA = 1.06 A x wDL (p#) 286 End Post Compression(lbs) 1432 DL factor 0.54 B x wDL (plo 146 End Post Uplift for Anchor Holdowns (lbs) 0 End Post Uplift for Straps (lbs) 0 F (lbs) 4200 shear(plo 95 shearwall# 5 Mot (ft -lbs) 50400 wDL (plo 270 End Post Compression(Ibs) 1963 DL factor 0.60 C x wDL (plf) 162 End Post Uplift for Anchor Holdowns (lbs) 0 Maximum End Post Compression (lbs) 1963 Recommended Minimum End Post for Compression (2) 2x6 Controlling Anchor Holdown Uplift (lbs) 0 Recommended Anchor Holdown I IF17-135 Anchor at Midwall 1 06/02/17 Anchor at Corner Anchor at Endwall Controlling Strep Holdown Uplift (lbs) 0 Recommended Strap Holdown at Midwall Recommended Strap Holdown at Corner Recommended Strap Haldown at Endwall Line B SW5 Project Name: Project No.: Eng.: Date: Sheet: Valley View Shop I IF17-135 I CJW 1 06/02/17 1 22 of 29 Structural Engineering Wood Stud Shear Walls Shear 2030 Wood Framing: DouglasFir Line :0 Seismic factor 2wA 1.00 allowable shear (plo VSEISMIC= 2,900 Ins SDS= 0.426g 5 E = 0.70 x V = 2,030 lbs S.D.C. = D DL factorA = WMND= 4,100 lbs 286 F = 0.60 x W = 2,460 lbs DL factor 0.54 total length of shear walls = 58.00 It 146 wall segments: 1 2 3 4 5 6 Roof DL (psf) = 15 length (R) 58.0 Floor DL (psf) = 0 height (ft) 12.0 Wall DL (psf)= 20 rooftnb. (fl) 2.0 floor Mb. (it) 0.0 Distance from HD to End of Wall (in) 6 Welf Thickness (in) 6 Sheaf. Anchored Into: Concrete aspect ratio 0.2 Seismic F (lbs) 2030 shear(plf) 35 Seismic factor 2wA 1.00 allowable shear (plo 260 suggested shoan all # 5 Mot (ft -lbs) 24360 DL factorA = 1.06 A x wDL (plo 286 End Post Compression(lbs) 1292 DL factor 0.54 B x wDL (pit) 146 End Post Uplift for Anchor Holdowns (lbs) 0 End Post Uplift for Straps (lbs) 0 Wind F(lb$) 2460 shear(plf) 42 suggested shearwall # 5 Mot (ft -lbs) 29520 wDL (plo 270 End Post Compresslon(Ibs) 1323 DL factor 0.60 C x wDL tell) 162 End Post Uplift for Anchor Holdowns (lbs) 0 End Post Uplift for Straps (lbs) 0 Maximum End Post Compression (lbs) 1323 Recommended Minimum End Post for Compression (2)2x6 Controlling Anchor Holdown Uplift (lbs) 0 Recommended Anchor Holdown I IF 17-135 Anchor at Midwall 1 06/02/17 Anchor at Comer Anchor at Endwall Controlling Strap Holdown Uplift (lbs) 0 Recommended Strap Holdown at Midwall Recommended Strap Holdown at Corner I Line 1, Use: SW5 1 Project Name: Project No.: Eng.: Date: Sheet: Valley View Shop I IF 17-135 CJW 1 06/02/17 1 23 of 29 Structural Engineering Wood Stud Shear Walls Shear Wood Framing: Douglas -Fir Line := 0.8 F (lbs) 2030 shear (plt) 127 Seismic factor 2wA 1.00 allowable shear (pig 260 suggested shearwall It 5 Mot (ft -lbs) VSEISMIC= 2,906 lbs SOS = 0.4269 A x wDL (plt) E=0.70 x V= 2,030 lbs S.D.C.= D wDL (plf) WWIND = 4,100 lbs 2683 Anchor at Endwall F = 0.60 x W = 2,460 Ins 0 Recommended Strap Holdown at Midwall Recommended Strep Holdown at Corner total length of shear walls= 16.00 ft Recommended Strap Holdown at Endwall wall segments: 1 2 3 4 5 6 Roof DL (psf) = 15 length (ft) 16.0 Floor DL (psf) = 0 height (ft) 12.0 Wall DL (lost) = 20 root trib. (ft) 2.0 floor trib. (ft) 0.0 Distance Irom HD to End of Wall (in) 6 Wall Thickness (in) 6 0.8 F (lbs) 2030 shear (plt) 127 Seismic factor 2wA 1.00 allowable shear (pig 260 suggested shearwall It 5 Mot (ft -lbs) 24360 DL factorA = 1.06 A x wDL (plt) 286 End Post Comitressionflbs) 2478 DL factor B 0.54 B x wDL (pit) 146 End Post Uplift for Anchor Holdowns(lbs) neglect End Post Uplift for Straps (lbs) neglect F (lbs) 2460 shear (PID 154 suggested shearwall# 5 Mot (ft -lbs) 29520 wDL (plf) 270 End Post Compression(lbs) 2683 DL factor C 0.60 C x wDL (plt) 162 End Post Uplift for Anchor Holdowns(lbs) neglect End Post Uplift for Straps (lbs) neglect Maximum End Post Compression (lbs) 2683 Recommended Minimum End Post for Compression (2) 2x6 Controlling Anchor Holdown Uplift (Ibs) 0 Recommended Anchor Holdown I IF 17-135 Anchor at Midwall 06/02/17 Anchor at Comer Anchor at Endwall Controlling Strap Holdown Uplift (Ibs) 0 Recommended Strap Holdown at Midwall Recommended Strep Holdown at Corner Recommended Strap Holdown at Endwall I Line 2, Use: SW5 I Project Name: Project No.: Eng.: Date : Sheet Valley View Shop I IF 17-135 CJW 06/02/17 24 of 29 Structural Engineering FOUNDATION Project Name: Project No.: Eng. :Dafe : Sheet Valley View Shop IF17-135 CJW 06/02/17 25 of 29 Structural Engineering Continuous Concrete Wall Footings Strength Design per ACI 318-11 Mark: WH Allowable q(psf)=1500 U = 1.2DL + 1.6LL Code Increases (VIN) = N DL LL trib(ft) P DL (k/ft) P LL (k/ft) Pu (k/ft) roof 20 40 24 0.48 0.96 2.11 floor 0 0 - 0 0.00 0.00 0.00 wall 20 0 12 0.24 0.00 0.29 misc. 0 0 0 0.00 0.00 0.00 Total(klft) = 0.72 0.96 2.40 Footing Dimensions Max. Point Load: Width (in) = 18 Adjusted q (psf) = 1500 stemwall width(in) = 8 Thickness (in) = 8 Allowable qu (psf) = 2142.857 stemwall height(in) = 24 gmax (psf) = 1600 OK Pmax (kips) = 13.1 Footing Type: Strip(S) or Turndown Edge(T) or Monolithic w/Slab(M) = S unfaetored Continuous Reinforcing Rebar Size = #4 Check area of bar(inA2) = 0.20 Min p = 0.0018 bar diameter(in) = 0.50 Max p = 0.0134 Total Bars = 2 Use p = 0.0018 As req(inA2)= 0.2592 Transverse Reinforcing Not Required Rebar Size= #4 area of bar(inA2) = 0.20 L' (ft) = 0.42 bar diameter(in) = 0.50 Mu (k -ft) = 0.08 Spacing (in) = 609 d (in)= 4.25 As req(inA2/ft)= 0.00 Other Parameters fy (psi) = 60000 f (psi) = 2500 Bl = 0.85 Reinforcement Top and Bottom(Y/N) = N Check p P = 0.0001 Min p = 0.0001 Max p = 0.0134 Use p = 0.0001 Less than pmax, OK Check Development Length fy (psi) = 60000 Ldt (in) = 24.0 Ld2 (in) = 12 Ld3 (in) = 12 Available Ld (in) = 14.3 WF1 Use: 18" wide x 8" thick Continuous Concrete Footing w/2 #4 Continuous Project Name: Project No.: Eng.: Date : Sheet : _ Valley View Shop IF 17-135 CJW 06/02/17 26 of 29 Structural Engineering Continuous Concrete Wall Footings Strength Design per ACI 318-11 Mark: WF2 Allowable q (psf) = 1500 Code Increases (YIN) = N Footing Dimensions Max. Point Load: Width (in) = 18 Adjusted q (psf) = 1500 stemwall width(in) = 8 Thickness (in) = 8 Allowable qu (psf) = 2022.222 stemwall height(in) = 24 gn,ax (psf) = 485 OK Pmax (kips) = 13.1 Footing Type: Strip(S) or Turndown Edge(T) or Monolithic w/Slab(M) = S unfactored Continuous Reinforcing Rebar Size= #4 Check p area of bar&42) = 0.20 Min p = 0.0018 bar diameter(in) = 0.50 Max p = 0.0134 Total Bars = 2 Use p = 0.0018 As req(inA2)= 0.2592 Transverse Reinforcing Not Required Rebar Size= #4 area of bar(inA2) = 0.20 U = 1.2DL + 1.6LL bar diameter(in) = 0.50 DL LL trib(ft) P DL (k/ft) P LL (k/ft) Pu (k/ft) roof 20 40 5 0.10 0.20 0.44 floor 0 0 0 0.00 0.00 0.00 wall 20 0 12 0.24 0.00 0.29 misc. 0 0 0 0.00 0.00 0.00 Total(k/ft) = 0.34 0.20 0.73 Allowable q (psf) = 1500 Code Increases (YIN) = N Footing Dimensions Max. Point Load: Width (in) = 18 Adjusted q (psf) = 1500 stemwall width(in) = 8 Thickness (in) = 8 Allowable qu (psf) = 2022.222 stemwall height(in) = 24 gn,ax (psf) = 485 OK Pmax (kips) = 13.1 Footing Type: Strip(S) or Turndown Edge(T) or Monolithic w/Slab(M) = S unfactored Continuous Reinforcing Rebar Size= #4 Check p area of bar&42) = 0.20 Min p = 0.0018 bar diameter(in) = 0.50 Max p = 0.0134 Total Bars = 2 Use p = 0.0018 As req(inA2)= 0.2592 Transverse Reinforcing Not Required Rebar Size= #4 area of bar(inA2) = 0.20 L' (ft) = 0.42 bar diameter(in) = 0.50 Mu (k -ft) = 0.02 Spacing (in) = 2010 d (in)= 4.25 As req(inA2/ft)= 0.00 Other Parameters fy (psi) = 60000 fc (psi) = 2500 B1 = 0.85 Reinforcement Top and Bottom(Y/N) = N Check p p = 0.0000 Min p = 0.0001 Max p = 0.0134 Use p = 0.0001 Less than pmax, OK Check Development Length fy (psi) = 60000 Ldi (in) = 24.0 Ld2 (in) = 12 Ld3 (in) = 12 Available Ld (in) = 14.3 WF2 Use: 18" wide x 8" thick Continuous Concrete Footing w/ 2 #4 Continuous Project Name: Project No.: Eng.: Date: Sheet: Valley View Shop I IF 17-135 1 CJW 1 06/02/17 27 of 29 ' 1= Structural Engineering Continuous Concrete Wall Footings Strength Design per ACI 318-11 Mark: WF3 Allowable q (psf) = 1500 U = 1.2DL + 1.6LL Code Increases (YIN) = N DL LL trib(ft) P DL (k/ft) P LL (k/ft) Pu (k/ft) roof 20 40 5 0.10 0.20 0.44 floor 0 0 0 0.00 0.00 0.00 wall 47 0 15 0.71 0.00 0.85 misc. 0 0 0 0.00 0.00 0.00 Total(k/ft) = 0.81 0.20 1.29 Footing Dimensions Max. Point Load: Width (in) = 18 Adjusted q (psf) = 1500 stemwall width(in) = 8 Thickness (in) = 8 Allowable qu (psf) = 1919.403 stemwall height(in) = 24 gmax (ps0 = 857 OK Pmax (kips) = 13.1 Footing Type: Strip(S) or Turndown Edge(T) or Monolithic w/Slab(M) = S enfactored Continuous Reinforcing Rebar Size= #4 Check p area of bar(inA2) = 0.20 Min p = 0.0018 bar diameter(in) = 0.50 Max p = 0.0134 Total Bars = 2 Use p = 0.0018 As req(inA2)= 0.2592 Transverse Reinforcing Not Required Rebar Size = #4 area of bar(inA2) = 0.20 L' (ft) = 0.42 bar diameter(in) = 0.50 Mu (k -ft) = 0.04 Spacing (in) = 1137 d (in)= 4.25 As req(inA2/ft)= 0.00 Other Parameters fy (psi) = 60000 fc (psi) = 2500 Elf = 0.85 Reinforcement Top and Botlom(Y/N) = N Check p p = 0.0000 Min p = 0.0001 Max p= 0.0134 Use p = 0.0001 Less than pmax, OK Check Development Length fy (psi) = 60000 Ldi (in) = 24.0 Ld2 (in) = 12 Ld3 (in) = 12 Available Ld (in) = 14.3 WF3 Use: 18" wide x 8" thick Continuous Concrete Footing w/ 2 #4 Continuous Project Nome: Project No.: Eng.: Date: Sheet: _ Valley View Shop I IF 17-135 CJW 06/02/17 1 28of29 CrFroM Structural Engineering Restrained Concrete Basement Wall Design Strength Design per ACI 318-11 Mark: ITypical Restrained Concrete Wall Wall Data: Effective Wall Ht. = 3.00 feet Wall Thickness = 8.0 inches minimum clearance = 1.50 inches fc= 2500 psi Self Weight= 100 psf Vertical Rebar Size = #5 inches from wall face Vertical Rebar Spacing = 18" on center Reinforcing Fy= 60 ksi Rebar AT FACE?(YIN): N pit Lateral Soil Pressure: Soil Height is = 2.50 it which is which is 83% of the wall height Soil weight= 110 pcf Angle of Internal Friction = 25 degrees Ka = 0.41 inches from wall face Equivalent Fluid Pressure = 60 psfRt R (top of wall) = 60 pit Uniform Gravity Loads: 0.20 nA2/ft Dead Load DL = 1500 pit Roof Live Load LL = 1500 pit Floor Live Load LL = 1500 pit Load Bearing is = -4.0 inches from wall face e= 0.00 inches Concentric DL= 0 pit Concentric LL from Roof = 0 pit Concentric LL from Floor= 0 pit Load Cases: As = 0.20 nA2/ft d = 4.00 Inches Ec= 3031 ksi n= 9.6 Load Bearing is = fr= 375 psi Ig = 512 inA4/N S = 128 inA3/ft Mcr= 48000 in-lbs/ft Ag = 96 inA2/fl Other Loads: Surcharge on backfill (psf) = 1 Lateral Wind Pressure (psf) = 18.2 Point Load: None Project No.: Dead Load = 0 lbs Roof Live Load = 0 lbs Floor Live Load = 0 lbs Load Bearing is = 0.00 inches from wall face Load Bearing Width = 0.00 8 e for Point Load = 4.00 inches Load Distribution Factor= 0.25 in -Ibsen Axial Stress Check: 0.59 in. Wall self DL (Pw) = 150 pit 0.20 fm = 500 psi axial load = -30 psi OK, <0.20 fm U = 1.2DL + 1.6SoY Project No.: Service Loading Date: Sheet: Pu(DL)= 1980 Ibs/ft 1 06/02/17 P(ledger)= -1500 Ibstl Ase= 0.24 inA2 Pu (DL)'e 0 in-lbs/ft M:.M. = 860 in -Ibsen a = 0.59 in. Mu(soil)= 1376 in-lbs/ft Service Deflection= 0.00 inches c= 0.74 In. Mu(P-delta)= 9 in -Ibsen Allowable Deflection= 0.25 Inches Icr= 25.8 in A4 Mu (total) = 1385 in-lbs/ft OK. <phi'Mn qMn = 47498 in-lbsfit Ms = 52776 in -lbs 0.90DL + 1.6Soil + 1.6Wind Service Loading PU(DQ = 1485 Ibstt P(ledger)= -3000 Ibsth Ase= 0.23 i02 Pu (DL)'e 0 in-lbs/ft M.i. = 883 in-lbs/ft a = 0.57 in. Mu (soil + wind) = 1413 in -Ibsen Service Deflection= 0.00 inches c= 0.72 in. Mu (P -delta) = 7 in-lbs/ft Allowable Deflection = 0.25 Inches Icr= 25.1 in A4 Mu(total)= 1419 in -Ibsen OK. <phi'Mn ¢Mn= 45976 indbsift Ms= 51085 in -lbs 1.2DL + 1.6LL + 1.6Soll Service Loading Pu(DL +LL)= 6780 Ibs10 P(ledger)= 4500 Ibsen Ase= 0.32 in A2 Pu(DL +LL)'e 0 In -Ibsen Msermce= 860 in -Ibsen a= 0.79 in. Mu (soil) = 1376 in-lbs/ft Service Deflection = 0.00 Inches c= 0.99 in. Mu (P -delta) = 40 In-lbs/ft OK. <phi'Mn Allowable Deflection = 0.25 inches Icr= 31.4 In A4 Mu(total)= 1416 in-lbs/ft qMn= 61781 in-lbsKt Ms= 68645 in -lbs Use: 8" thick Concrete Wall wl #5 @ 18" on center Project Name: Project No.: Eng.: Date: Sheet: Valley View Shop I IF17-135 I CJW 1 06/02/17 29 of 29