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HomeMy WebLinkAboutSTRUCTURAL CALCS - 17-00662 - 902 Oak Hill Way - New SFRMA:10RAM Structural 1020 Lincoln Road Idaho Falls, ID 83401 Engineering CALCULATION Phone: 208.227.8404 Fax: 208.227.8405 www.frosf-strucfural.com S Eli Project: Fuller Residence Client: Guardian Homes Project No.: IF17-291 Date: November 6, 2017 Engineer: DBP SEAL: b� G N 14134 d� d)� `� �rF or. 0, 8.9 November 6, 2017 17-00662 902 Oak Hill Wa - Y -New SFR Pnr,;-----° Job Site Co c�� pY (2 of 2) Structural Engineering Design Gravity Loads Risk Category = _ n _ (see ASCE 7 Table 1.5-1] Roof Loads: (Wood) 5.0 asphalt shingles o/ felt 5.0 1/2" plywood or OSB 1.7 10" batt insulation (R-30) 1.0 prefab wood trusses at 24" o. c. 3.0 1/2" gypboard 2.2 mechanical/miscellaneous 2.1 deflection limits DL = 15.0 psf LL joist LL beam_ TL 2.8 S (roof) = 35 psf 0360 0360 0240 Floor Loads: (Wood) floor coverings 5.0 3/4" plywood or OSB 2.5 wood joists at 16" o. c. 3.5 10" batt insulation (R-30) 1.0 1/2" gypboard 2.2 mechanical/miscellaneous 0.8 DL _ 15.0 LL (residential) = 40 LL (balconies/decks) = 60 Exterior Walls: (Wood) deflection limits psf LL joist LL beam TL psf L1480 L1360 0240 psf L1480 0360 0240 Exterior Walls: (Wood) 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 5/8" gypboard 2.8 miscellaneous 3.8 deflection limits DL = 15.0 psf 0240 Interior Walls: (Wood) 5/8" gypboard 2.8 5/8" gypboard 2.8 2x wood studs at 16" o. c. 1.2 miscellaneous 1.2 deflection limits DL = 8.0 psf 0240 Name: Project No.: Eng.: Date : Sheet Fuller Residence IF] 7-291 DBP 11106117 1 of 17 Structural Engineering Design Lateral Loads Risk Category = ii [see ASCE 7 Table 1.5-1] Seismic Loads: Analysis Procedure :........................................ Importance Factor ........................................... SiteClass ........................................................ Mapped Spectral Response Accelerations: S, ........... SS........... Design Spectral Response Accelerations: SD, ........... SDS........... Seismic Design Category ................................ Seismic Force -Resisting System(s): Lateral System R 0" Cd CS Wind Loads: Design Wind Speed (ultimate) ............ Wind Exposure ................................... Enclosure Classification ...................... Internal Pressure Coefficient .............. Component & Cladding Pressures: Roof (uplift -zone 1) Roof (net uplift -zone 1) Roof (uplift -zone 2) Roof (net uplift -zone 2) Walls (zone 4) Walls (zone 5) Equivalent Lateral Force Procedure 1.00 D 0.154 g 0.433 g 0.220 g 0.467 g D Light -frame (wood) walls sheathed with wood structural panels rated 6.5 3 4 0.072 115 MPH C Enclosed 0.18 27.6 psf 14.1 psf 33.1 psf 19.6 psf 34.1 psf 41.4 psf Project Name: Project No.: Eng. �Date, SheetFuller Residence IF17-291 DBP06/17 1 2 of 17 Structural Engineering Foundation Design Risk Category = II [see ASCE 7 Table 1.5-1] Foundation Design: Foundation Type ............................................. Conventional Spread Footings Soils Report Firm.............................................................. IBC Tables ProjectNo ..................................................... N/A Date -------- Allowable Bearing Pressure. Active Pressure. At -Rest Pressure. Passive Pressure. Sliding Coefficient. Frost Depth. N/A 1500 psf 35 pcf 60 pcf 100 pcf 0.25 36 inches Project Name: Project No.: En Date Eng. Sheet: Fuller Residence IF17-291 DBP 1 1/06/17 1 3 of 17 USGS Design Maps Summary Report User -Specified Input Report Title Fuller Residence Fri November 3, 2017 22:01:13 UTC Building Code Reference Document 2012/2015 International Building Code (which utilizes USGS hazard data available in 2006) Site Coordinates 43.851050N, 111.809430W Site Soil Classification Site Class D - "Stiff Soil" Risk Category I/Ii/III E� USGS-Provided Output Ss = 0.433 g SMs = 0.629 g SDS = 0.42.0 g SI = 0.154 g SMI = 0.337 g So, = 0.225 g For information on how the SS and S1 values above have been calculated frorn probabilistic (risk -targeted) and deterministic ground motions in the direction of maximum horizontal response, please return to the application and select the "2009 NEHRP" building code reference document. Respcnse S c .� rI J.; _J 1.4, 1.4, PerK4 r(etc) r'enw. 'I tiAecj Although this information is a product of the U.S. Geological Survey, we provide no warranty, expressed or implied, as to the accuracy of the data contained therein. This tool is not a substitute for technical subject -matter knowledge. 4of17 Structural Engineering Design Lateral Seismic Loads Equivalent Lateral Force Procedure per 2012 IBC and Chapters 11 and 12 of ASCE 7-10 Key Plan Area = 1 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 1.5-2] 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 = 43.3% S, = 15.4% [per USGS Earthquake Ground Motion Tool] Fa = 1.45 Fv = 2.18 [perASCE 7-10 table 11.4-1 & 11.4-2] SMs = 0.629g SM, = 0.336g [ASCE 7-10 equation 11.4-1 & 11.4-2] SDs = 0.420g So, = 0.224g [ASCE 7-10 equation 11.4-3 & 11.4-4] TL = 6 Cs= 0.065 T = 0.152 To = 0.107 Ct = 0.020 Cs -max = 0.226 Ta = 0.152 Ts = 0.534 x = 0.750 Cs -min = 0.018 Tmax = 0.213 Sa = 0.420 CS (controls)= 0.065 Cu = 1.4 k = 1.00 Main Seismic Force Resisting System: V = CSW = 8.0 [perASCE 7-10 equation 12.8-1) Vertical Distribution of Main Seismic Force Resisting System [perASCE 7-10 section 12.8.3) Level hx (ft) wx (kip) wx hxk (kip -ft) C"_' Fx (kip) V. (kip) Roof 15 123.5 1852 1.000 8.0 8.0 Totals: 123 1852 1.0 8.0 Transverse Diaphragm Design Forces [perASCE 7-10 section 12.10.1.1) Level hx (ft) wpx (kip) 2:wi (kip) JFi (kip)_ Fpx (min) (kip) FPx (max) (kip) Fpx (kip) Roof 15 108.4 108.4 7.0 9.1 18.2 9.1 Longitudinal Diaphragm Design Forces [perASCE 7-10 section 12.10.1.1) Level hx (ft) wpx (kip) Jwi (kip) JFi (kip) Fpx (min) (kip) Fpx (max) (kip) Fpx (kip) Roof 15 103.1 103.1 6.7 8.7 17.3 8.7 Project Name: Project No.: Eng.: Date Sheet Fuller Residence IF] 7-29 DBP 1 1 /06/17 5 of 17 Structural Engineering Seismic Weights Level= Roof Area = 1 Total Seismic Weight = 123.5 Walls D--; / M- - ,y. v valI �Ul IyLJ I k L) — Trans. Wall Length (ft) = 100 120 l y5 152 Area (ft^2) = 4000 0 Dead Load (psf) = 15 0 Plate Height (ft) = 10 10 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. (Ibs) = 0 0 Misc. (Ibs) = 0 0 Long. Weight (k) = 12.6 7.8 Weight (k) = 88.0 0.0 Trans. Weight (k) = 9.0 6.1 Total Long. Weight (k) = 108.4 Total Trans. Weight (k) = 103.1 Project Name: Project No.: Eng. Date : Sheet Fuller Residence IF] 7-291 DBP 1 1 /06/17 6 of 17 Structural Engineering 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 (8) Building length (L) Least width (B) Mean Roof Ht (h) Parapet ht above grd Minimum parapet ht 8.00/12 33.7 deg 84.0 ft 60.0 ft 26.0 ft 0.0 ft 0.0 ft JOB NO. SHEET NO. CALCULATED BY DATE CHECKED BY DATE www.struware.com Live Loads: Roof 0 to 200 sf: 16 psf 200 to 600 sf: 19.2 - 0.016Area, but not less than 12 psf over 600 sf: 12 psf Floor: Typical Floor 40 psf Partitions N/A Project Name: Project No.: Eng.: Date : Sheet : Fuller Residence IF17-291 DBP 1 1 /06/17 7 of 17 i Structural Engineering JOB NO. CALCULATED BY CHECKED BY SHEET NO. DATE DATE Wind Loads: ASCE 7- 10 Lz = 430.4 ft Ultimate Wind Speed 115 mph 0.90 Iz = Nominal Wind Speed 89.1 mph G = 0.87 use G = 0.85 Risk Category II Kn = 0.000 Exposure Category C 28.282 = 0.000 RB = Enclosure Classif. Enclosed Building RL = 28.282 n = 0.000 Internal pressure +/-0.18 0.000 R = Directionality (Kd) 0.85 Kh case 1 0.953 Kh case 2 0.953 j Type of roof Hip Code doesn't data for i J �, " �` provide hip roofs with angles -7 deg or >27 deg. Gable values will be shown. Spend -up Topographic Factor (Kzt) V(Z)Topography Flat xlupvnnd) !x(dcw wuind) Hill ht Hei 9 (H) 0.0 ft Half Hill Length (Lh) 0.0 ft H< 15ft;exp CH :. Kzt=1.0 " `y ':2 H Actual H/Lh = 0.00 Lh H12 Use H/Lh = 0.00 Modified Lh = 0.0 ft ESCARPMENT From top of crest: x = 0.0 ft Bldg up/down wind? downwind V(z) H/Lh= 0.00 K, = 0.000 Z Speed-up x/Lh = 0.00 K2 = 0.000 V(Z) x(upwind) x(downwind) z/Lh = 0.00 K3 = 1.000 At Mean Roof Ht: r Hf2 H Kzt = (1+KjK2K3)A2 = 1.00 _ , - 2D RIDGE or 3D AXISYMMETRICAL HILL Gust Effect Factor h = 26.0 ft B = 60.0 ft /z (0.6h) = 15.6 ft Rigid Structure e = 0.20 t = 500 ft Zmin = 15 ft C = 0.20 9o, 9v = 3.4 Lz = 430.4 ft Q = 0.90 Iz = 0.23 G = 0.87 use G = 0.85 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 = 0.43 Rigid structure G = 0.85 Using rigid structure default Flexible or Dynamically Sensitive Structure Natural Frequency (qj) = 0.0 Hz Damping ratio ((3) = 0 /b = 0.65 /a = 0.15 VZ = 97.7 N, = 0.00 Kn = 0.000 Rh 28.282 = 0.000 RB = 28.282 n = 0.000 RL = 28.282 n = 0.000 9R = 0.000 R = 0.000 G = 0.000 h = 26.0 ft Project Name: Project No.: En Date : �Sheetg.:Fuller Residence IF17-291 DBP 1 1 /06117O Structural Engineering 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) = 0.95 Edge Strip (a) = 6.0 ft Base pressure (qh) = 27.4 psf End Zone (2a) = 12.0 ft GCpi = +/-0.18 Zone 2 length = 30.0 ft Wind Pressure Coefficients Ultimate Wind Surface Pressures (psf) 1 CASE A Transverse direction -7.4 -17.3 2 CASE B Roof -14.0 -23.9 3 B = 33.7 deg Roof -5.2 -15.1 4 -5.2 -15.1 Surface GCpf w/-GCpi w/+GCpi GCpf w/-GCpi w/+GCpi 1 0.56 0.74 0.38 -12.9 -0.45 -0.27 -0.63 2 0.21 0.39 0.03 -24.4 -34.3 -0.69 -0.51 -0.87 3 -0.43 -0.25 -0.61 -8.2 -18.1 -0.37 -0.19 -0.55 4 -0.37 -0.19 -0.55 -6.9 -16.7 -0.45 -0.27 -0.63 5 6 0.40 0.58 0.22 1E 0.69 0.87 0.51 -0.29 -0.11 -0.47 2E 0.27 0.45 0.09 -0.48 -0.30 -0.66 3E -0.53 -0.35 -0.71 -1.07 -0.89 -1.25 4E -0.48 -0.30 -0.66 -0.53 -0.35 -0.71 5E -0.48 -0.30 -0.66 6E 0.61 0.79 0.43 -0.43 -0.25 -0.61 Ultimate Wind Surface Pressures (psf) 1 20.3 10.4 Transverse direction -7.4 -17.3 2 10.7 0.8 Roof -14.0 -23.9 3 -6.9 -16.7 Roof -5.2 -15.1 4 -5.2 -15.1 -7.4 -17.3 5 6-3.0 15.9 6.0 1E 23.9 14.0 -12.9 2E 12.3 2.5 -8.2 -18.1 3E -9.6 -19.5 -24.4 -34.3 4E -8.2 -18.1 -9.6 -19.5 5E -8.2 -18.1 6E 1 21.7 11.8 -6.9 -16.7 rarapet Windward parapet = 0.0 psf (GCpn = +1.5) Leeward parapet = 0.0 psf (GCpn = -1.0) Horizontal MWFRS Simple Diaphragm Pressures (psf) Transverse direction (normal to L) Interior Zone: Wall 25.5 psf Roof 17.6 psf End Zone: Wall 32.1 psf Roof 21.9 psf Longitudinal direction (parallel to L) Interior Zone: Wall 18.9 psf End Zone: Wall 28.5 psf Windward roof overhangs = 19.2 psf (upward) add to windward roof pressure W114DWAP-L GV ERHANa WIND7WAA-R-Dr-R-rOVfi l i { 1 1 !{ 1! j-! = LFEWARDROOF VERMAL � 1 TRANSVERSE ELEVATION Li:�wAlzDRaoF VERT>C'AL S LONGITUDINAL ELEVATFC7N Project Name: Project No.: JEng.: Date : Sheet Fuller Residence IF17-291 DBP 11106117 9 of 17 Structural Engineering JOB NO. SHEET NO. CALCULATED BY DATE CHECKED BY DATE Location of MWFRS Wind Pressure Zones IND DIREC -110N D'.\E _': lessor of 5Bor Ah is negative CASE B WIND DIRECTIO` R..-k\GE NOTE: Torsional loads are 25% of zones 1 - 6. See code for loading diagram. ASCE 7 -99 and ASCE 7-10 (& later) 4 3£ I mnsvene Direction LonLyitudinal Direction NOTE: Torsional loads are 25% of zones 1 - 4. See code for loading diagram. ASCE 7 02 and ASCE 7-" ZO'\E ?: lessor of -'r U B or 2.5 h �2 � If ? is negati" D.REC ..4.' Project Name: Project No.: Eng.: Date Fuller Residence IF] 7-291 DBP 11/06/17 I %tTND DIRECTION 10 of 17 Structural Engineering Wind Lateral Load Vertical Distribution for MWFRS <=60' Key Plan Area '41 _ (_) �✓x-inte or �Plf) Risk Category = 11 [ASCE 7-10 table 1.5-1 & 2012 IBC table 1604.5] Wind Speed = 115 [see ASCE 7-10 Hazard Maps, figures 26.5-11 Exposure = C_ _ Importance Factor Iw = 1.00 [see ASCE 7-10 section 26.7.3] 455 [see ASCE 7-10 table 1.5-2] Bldg/Area Length, L (ft)= 84 32.8 Bldg/Area Width, W (ft)= 40 Edge Strip (a) (ft)= 6 End Zone (2a) (ft)= 12 Transverse Direction (normal to L): Roof Type (receiving wind) = Gable Slope Use Only End Zone Pressures = N Interior Pressure (psf) = 25.5 Roof Interior Pressure (psf) = 17.6 End Zone Pressure (psf) = 32.1 Roof End Zone Pressure (psf) = 21.9 Windward Parapet Pressure (psf) = 0.0 Leeward Parapet Pressure (psf) = 0.0 Overall Structure Height,Hx (ft) = 23.0 OK Vertical Distribution of Main Wind Force Resisting Sy Level h (ft) d ft - - '— Roof 10 — _ (_) �✓x-inte or �Plf) Wx-end zone_ (Plf) wx_-min (Plf) wx-a (P(Plf] Fx (kip) 1 1 364 - 455 192 390 32.8 Longitudinal Direction (parallel to L): Roof Type (receiving wind) = Hip Use Only End Zone Pressures = N Interior Pressure (psf) = 25.5 Roof Interior Pressure (psf) = 17.6 End Zone Pressure (psf) = 32.1 Roof End Zone Pressure (psf) = 21.9 Windward Parapet Pressure (psf) = 0.0 Leeward Parapet Pressure (psf) = 0.0 Overall Structure Height,Hx (ft) = 23.0 OK Vertical Distribution of Main Wind Force Resisting Sy Level h ft i ( ) di (ft) wx-interior (PI'/ Wx-_end zone (Plf) wx-min (P Roof 10 1 259 324 144 otal: 390 32.8 Wx-avg (Plf) Fx (kil 277 11.1 Total: 277 11. Project Name: Project No.: Eng. �Date �Shee�tFuller Residence IF17-291 DBP /06/177 Structural Engineering Wood Stud Shear Walls 2012 INTERNATIONAL BUILDING CODE (IBC) Shear Wood Framing., Douglas -Fir Line :0 99 59 VSEISMIC = 1,000 lbs SDs = 0.420g E = 0.70 x V = 700 lbs S.D.C. = D WWIND = 1,700 lbs 5 F = 0.60 x W = 1,020 lbs 1409 DL factor = 1.06 total length of shear walls = 8.17 ft wall segments: 1 2 3 4 5 6 Roof DL (psf) = 15 length (ft) 5.5 2.7 Floor DL (psf) = 0 height (ft) 9.0 9.0 Wall DL (psf) = 15 roof tab. (ft) 19.0 16.0 floor trib. (ft) 0.0 0.0 Distance from HD to End of Wall (in) 6 6 Wall Thickness (in) 6 6 Shearwall Anchored Into: Concrete Concrete aspect ratio 1.6 3.4 """"'� F (lbs) 543 157 shear (plo 99 59 Seismic factor 2w/I 1.00 0.59 allowable shear (plo 260 154 suggested shearwall # 5 5 Mot (ft -lbs) 4891 1409 DL factor = 1.06 1.06 A x wDL (plo 445 397 End Post Compression(lbs) 2383 1381 DL factor 0.54 0.54 8 x wDL (plt) 227 203 End Post Uplift for Anchor Holdowns (lbs) neglect neglect End Post Uplift for Straps (lbs) neglect neglect Wind F (lbs) 687 333 shear (plf) 125 125 suggested shearwall # 5 5 Mot (ft -lbs) 6180 3000 wDL (plt) 420 375 End Post Compression(lbs) 2350 1732 DL factor C 0.60 0.60 C x wDL (plf) 252 225 End Post Uplift for Anchor Holdowns (lbs) neglect 1112 End Post Uplift for Straps (lbs) neglect 939 Maximum End Post Compression (lbs) 2383 1732 Recommended Minimum End Post for Compression (2) 2x6 (2) 2x6 Controlling Anchor Holdown Uplift (lbs) 0 1112 Recommended Anchor Holdown LTT20B Anchor atMidwall 1/2" Anchor holdowns not required, see Anchor at Corner 1/2'Anchor shear transfer calculation Anchor at Endwall 1/2" Anchor Controlling Strap Holdown Uplift (lbs) 0 939 Recommended Strap Holdown at Midwall LSTHD8 Recommended Strap Holdown at Corner LSTHD8 Recommended Strap Holdown at Endwall LSTHD8 Line 1, Use: SW5 SW5 Name: Project No.: Eng.: Date : Sheet : Fuller Residence IF17-291 DBP 11106117 12 of 17 Structural Engineering Wood Stud Shear Walls 2012 INTERNATIONAL BUILDING CODE (IBC) Shear Wood Framing: Douglas -Fir Line : 2� VSEISMIC = 3,600_ lbs E = 0.70 x V = 2,520 Ibs WwIND = 5,600 lbs F = 0.60 x W = 3,360 lbs SDs = 0.420g S.D.C. = D total length of shear walls = 9.00 ft wall segments: 1 2 3 4 5 6 Roof DL (psf) = 15 length (ft) 3.3 5.7 Floor DL (pst) = 0 _ height (ft) 9.0 9.0 Wall DL (pso = 15 rooftrib. (ft) 19.0 19.0 floor trib. (ft) 0.0 0.0 Distance from HD to End of Wall (in) 6 6 Wall Thickness (in) 6 6 Shearwall Anchored Into: Concrete Concrete Luo 2.7 1.6 """" F (lbs) 763 1757 shear (plt) 229 310 Seismic factor 2w/I 0.74 1.00 allowable shear (plt) 281 380 suggested shearwall # 6 6 Mot (ft -lbs) 6871 15809 DL factor A = 1.06 1.06 A x wDL (plf) 445 445 End Post Compression(lbs) 3452 4551 DL factor B 0.54 0.54 8 x wDL (plf) 227 227 End Post Uplift for Anchor Holdowns (lbs) 2109 2441 End Post Uplift for Straps (lbs) 1852 2272 F (lbs) 1243 2117 shear (plt) 373 373 suggested shearwall # 6 6 Mot (ft -lbs) 11189 19051 wDL (plf) 420 420 End Post Compression (lbs) 4273 4689 DL factor C 0.60 0.60 C x wDL (plf) 252 252 End Post Uplift for Anchor Holdowns (lbs) 3659 3009 End Post Uplift for Straps (lbs) 3213 2801 Maximum End Post Compression (lbs) 4273 4689 Recommended Minimum End Post for Compression (2) 2x6 (2) 2x6 Controlling Anchor Holdown Uplift (lbs) 3659 3009 Recommended Anchor Holdown HTT4 HTT4 Anchor atMidwall SSTB16 SSTB16 holdowns not required, see Anchor at Corner SSTB16 SSTB16 shear transfer calculation Anchor atEndwall SSTB16 SSTB16 Controlling Strap Holdown Uplift (lbs) 72-13-2 8 0 1 Recommended Strap Holdown at Midwall STHD10 STHD10 Recommended Strap Holdown at Corner STHD10 STHD10 Recommended Strap Holdown at Endwall STHD14 STHD14 Line 2, Use: SW6 SW6 Project Name: Project No.: Eng.: Date Sheet Fuller Residence IF17-291 DBP 1 1 /06/17 13 of 17 Structural Engineering Shear Transfer Around Opening ASD- ANSI /AF&PA SDPWS-2008 Line Designation: 1 WALL DATA Lateral Force (ASD): 1020 Ib Total Wall MR: Seismic: No 0 Ib opening height: 7.00 ft Uplift At Pier #2: opening width: 12.00 ft 0 Total Wall Length: 20.17 ft Ib Wall Height: 9.00 ft Wall Type: Pier #1 Wall Length: 5.50 ft OK H/L: 1.27 OK Pier #2 Wall Length: 2.67 ft OK H/L: 2.62 OK Roof DL: 15 psf Umar Trib. Width: 16 ft Honz. Strap Force: Wall Weight: 15 psf Provide Horiz. Straps: DL factor: 0.60 Horiz. Straps: sos 0.42 Capacity: rho: 1.0 PIER #1 Lateral Force: 687 Ib Shear, V: 125 plf OK Full Height MOT 6180 ft 1b MR: 5671.875 ft*Ib Uplift: 505 Ib Umar 252 plf Strap Not Req'd Pier Height MOT 4807 ft*Ib MR: 5218 ft*Ib Uplift: 305 Ib Umax: 152 plf OK Horiz. Strap Force: 409 Ib OK Provide Horiz. Straps: Yes Horiz. Straps: CS18 Capacity: 1370 Ib TOTAL WALL SEGMENT Total Wall MOT 9180 ft*Ib Total Wall MR: 76280.4188 ft -lb Uplift At Pier #1: 0 Ib Umar 0 plf OK Uplift At Pier #2: 0 Ib Umax: 0 plf OK Compression: 2724 Ib Uplift: 0 Ib Wall Type: 6 plf Capacity: 532 plf PIER #2 Lateral Force: 333 Ib Shear, V: 125 plf OK Full Height MOT 3000 ft*Ib MR: 1336.66875 ft*Ib Uplift: 823 Ib Umax 412 plf Strap Not Req'd Pier Height MOT 2333 ft*Ib MR: 1230 ft*Ib Uplift: 598 Ib Umar 299 plf OK Honz. Strap Force: 198 Ib OK Provide Horiz. Straps: Yes Horiz. Straps: CS18 Capacity: 1370 Ib Project Name: MT��DBP Eng.: Fuller Residence 1 1 /06/17 1 14 of 17 Structural Engineering Shear Transfer Around Opening ASD- ANSI /AF&PA SDPWS-2008 Line Designation: 2 WALL DATA TOTAL WALL SEGMENT L t IF a era orce (ASD). 3360 Ib Total Wall Mor 30240 ft -lb Seismic: No Total Wall MR: 41160 ft*Ib opening height: 5.00 ft Uplift At Pier #1: 0 Ib opening width: 5.00 ft Total Wall Length: 14.00 ft U—s 0 plf OK Uplift At Pier #2: 0 Ib Wall Height: 9.00 ft Pier#1 Wall Length: 3.33 ft OK Umax 0 plf OK Compression: 3924 Ib H/L: 1.50 OK Uplift: 396 Ib Pier#2 Wall Length: 5.67 ft OK HIL: 0.88 OK Wall Type: 6 Roof DL: 15 psf Capacity: 532 plf Trib. Width: 19 ft Wall Weight: 15 psf DL factor: 0.60 SDS: 0.42 rho: 1.0 PIER #1 PIER #2 Lateral Force: 1243 Ib Lateral Force: 2117 Ib Shear, V: 373 plf OK Shear, V: 373 plf OK Full Height Full Height Mor 11189 ft*Ib Mor: 19051 ft*Ib MR: 2328.669 ft*Ib MR: 6751.269 ft*Ib Uplift: 2940 Ib Uplift: 2646 Ib Umax: 735 plf Umax: 661 plf Pier Height Pier Height Mor: 6216 ft*Ib Mor: 10584 ft*Ib MR: 1996 ft*Ib MR: 5787 ft*Ib Uplift: 1507 Ib Uplift: 1254 Ib Umax: 377 plf OK Umax 314 plf OK Honz. Strap Force: 444 Ib OK Horiz. Strap Force: 756 Ib OK Provide Horiz. Straps: Yes Provide Horiz. Straps: Yes Horiz. Straps: CS18 Horiz. Straps: C818 Capacity: 1370 Ib Capacity: 1370 Ib Project Name: :::::rProject.: Date: Sheet Fuller Residence DBP 1 11/06/17 15 of 17 Structural Engineering Continuous Concrete Wall Footings Strength Design per ACI 318-11 Mark: Worst Case Footing Dimensions Width (in) = 16 Adjusted q (psf) = 1500 Thickness (in) = 8 Allowable qu (psf) = 2154.663 q -ax (psf) = 1877 OK Footing Type: Strip(S) or Turndown Edge(T) or Monolithic w/Slab(M) = S Continuous Reinforcing Rebar Size = #4 Check p area of bar(in^2) = 0.20 Min p = 0.0018 bar diameter(in) = 0.50 Max p = 0.0134 Total Bars = 2 Use p = 0.0018 As req(in^2)= 0.2304 Transverse Reinforcing Not Required Rebar Size = #4 area of bar(in^2) = 0.20 L' (ft) = 0.33 bar diameter(in) = 0.50 Mu (k -ft) = 0.06 Spacing (in) = 811 d (in)= 4.25 As req(in^2/ft)= 0.00 Worst Case Use 16" wide x 8" w/ 2 #4 Project Name:Project No.: Fuller Residence I IF 17-291 Allowable q (psf) = 1500 Code Increases (Y/N) = nJ Max. Point Load: stemwall width(in) = 8 stemwall height(in) = 24 Pmax (kips) = 11.7 unfactored Other Parameters fy (psi) = 60000 f (psi) = 2500 B1 = 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) = 13.3 thick Continuous Concrete Footing Continuous Eng.: Date: Sheet DBP 1 11106117 1 16 of 17 U = 1.2DL + 1.6LL DL LL trib(ft) P DL (k/ft) P LL (k/ft) Pu (k/ft) roof 15 35 22 0.33 0.77 1.63 floor 15 40 6.5 0.10 0.26 0.53 wall 15 0 19 0.29 0.00 0.34 misc. 0 0 0 0.00 0.00 0.00 Total(k/ft) = 0.71 1.03 2.50 Footing Dimensions Width (in) = 16 Adjusted q (psf) = 1500 Thickness (in) = 8 Allowable qu (psf) = 2154.663 q -ax (psf) = 1877 OK Footing Type: Strip(S) or Turndown Edge(T) or Monolithic w/Slab(M) = S Continuous Reinforcing Rebar Size = #4 Check p area of bar(in^2) = 0.20 Min p = 0.0018 bar diameter(in) = 0.50 Max p = 0.0134 Total Bars = 2 Use p = 0.0018 As req(in^2)= 0.2304 Transverse Reinforcing Not Required Rebar Size = #4 area of bar(in^2) = 0.20 L' (ft) = 0.33 bar diameter(in) = 0.50 Mu (k -ft) = 0.06 Spacing (in) = 811 d (in)= 4.25 As req(in^2/ft)= 0.00 Worst Case Use 16" wide x 8" w/ 2 #4 Project Name:Project No.: Fuller Residence I IF 17-291 Allowable q (psf) = 1500 Code Increases (Y/N) = nJ Max. Point Load: stemwall width(in) = 8 stemwall height(in) = 24 Pmax (kips) = 11.7 unfactored Other Parameters fy (psi) = 60000 f (psi) = 2500 B1 = 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) = 13.3 thick Continuous Concrete Footing Continuous Eng.: Date: Sheet DBP 1 11106117 1 16 of 17 Structural Engineering Cantilever Concrete Retaining/Fence Wall Strength Design per ACI 318-11 Wall Mark: Walk -out Basement Material Data: Wall fc (psi) = 2500 Bars #3 and smaller, Fy (ksi) = 40 Footing fc (psi) = 2500 Bars #4 and bigger, Fy (ksi) = 60 Soil Data: Acceptable Backfill Soil Types (GW, GP, SW, SP, SM, SC, GM, GC) - (Sands and Gravels, NO Silts or Clays) Angle of Internal Friction (deg) = 35 Ka = 0.27 Soil weight (pcf) = 110 Slope of backfill (V/H) = 0 Equivalent Fluid Pressure (psf/ft) = 30 Applied Loads: Lateral Wind Pressure (psf) = 0.0 Allowable bearing pressure (psf) =1500 Code Increases Allowed (Y/N) = N Excavated Depth (ft) = 0.00 Adjusted q (psf) = 1500 Passive Soil Pressure (psf/ft) = 150 Sliding friction coeff. = 0.25 Surcharge on backfill (psf) = 0 DL at Top of Wall (plf) = 150 Wall Data: Vertical Reinforcement #4 at 18" o.c. #4 at 18" o.c. #4 at 18" o.c. #4 at 18" o.c. Nominal Reinforcement at (p\/n(lbs) 4080 4080 4080 4080 Self Minimum Location H (ft) Wall t (in) Face (Y/N) d (in) Weight (psf) Horizontal Reinforcing fence top section 0 2 8 8 N 4.00 100 #4 at 12" o.c. middle section 3 8 N 4.00 100 #4 at 12" o.c. bottom section 1.5 8 N N 4.00 100 #4 at 12" o.c. total ht. of retained soil (ft) = 6.5 1.7 6.9 4.00 100 #4 at 12" o.c. Wall Design: Location fence top section middle section bottom section Vertical Reinforcement #4 at 18" o.c. #4 at 18" o.c. #4 at 18" o.c. #4 at 18" o.c. As(in^2/ft) 0.131 0.131 0.131 0.131 a 0.308 0.308 0.308 0.308 (p\/n(lbs) 4080 4080 4080 4080 gMn(ft-lbs) 2265 2265 2265 2265 H / t 0 3 8 10 U = 0.9D + 1.6Soil Vu (lb) % Mu fence % Mu (lb - top section 95 2% 64 middle section 596 15% 994 bottom section 1008 25% 2183 Footing Parameters: 25% Width (ft) = 2.5 F.S. overturning: Toe (in) = 11 OK F.S. Sliding Thickness (in) = 10 10" minimum Footing Analysis: o" rt 3% 44% 96% U = 1.2D + 1.6Soil + 1.6WInd Vu (lb) % Mu (lb - 0 0% 0 95 2% 64 596 15% 994 1008 25% 2183 Ftg. embedment (in.) = 14 Key depth (in.) = 0 Key width (in) = 0 Soil Pressures (psf) % 0% 3% 44% 96% e urnrng Total wt (kips): 1.80 Sliding Sliding force (lbs): soil only soil and wind Max: -802 Mot (k -ft): 1.96 Friction resistance (lbs): 757 1359 OK 1359 OK Min: 82 Mr (k -ft): 3.55 Passive resistance (lbs): 102 82 F.S. overturning: 1.81 OK F.S. Sliding 1.07 OK, see note below Sliding Resisted by Concrete Slab on Grade at Footing(Y/N) = Y Footing Design: location Mu (k -ft) ft (psi) As req'd Vu(kips): yi✓c (kips) Footing reinforcing toe heel 0.9 0.4 54 0.11 25 0.00 1.7 6.9 OK #4 at 22" o.c. at toe 0.9 7.9 OK #4 not req'd at heel 4 #4 cont. Project Name: Project No.: Eng.: Date Sheet: Fuller Residence IF17-291 DBP 11106117 17 of 17 9' Baume.[ Foundation Walls Gamge to Match Mai, TYP All CONTINUOUS FOOTINGS SHALL RE W TYPE UNLESS NOT., OTHERWISE ON THIS Sf Structural Engineering a 1010 E. Ilned;8M1 wtl phone: 108.11).8104 Mahn Fallq ha', 108.111.8195 Foundation Plan NAL 14'134 OQ 0EN5 C�h 14134 F10p�lj. F. 9`70 8.9 N-06,2017 OOTING SCHEDULE EARgNCE (CL� RE NFORCRJG, H WIOTH TEISSN ff FOOTING REINFORCING 16 S' zr a' (1)iM (zIMsa iG (4)...-W,sl nrzroc T -VERSE, BOTTOM rr srRlF roonNG L. _ _ _ Structural Engineering a 1010 E. Ilned;8M1 wtl phone: 108.11).8104 Mahn Fallq ha', 108.111.8195 Foundation Plan NAL 14'134 OQ 0EN5 C�h 14134 F10p�lj. F. 9`70 8.9 N-06,2017 INDICATES SIMPSON STI ABOVE AND BEL WINDOW, SEE DETAIL Deck Covered Deck 1 Hasler eearv„n, .. CS18 6. ID E II � Bedroom 2 WIC: kE R SHEAR WALL SCHEDULE SHEwWILL iTPFSLSim EELoIYMENoi.p0�3EgNC. 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