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SEE REV1 REVIEWED BLD2021-0812+Sturctural_Calculations2+6.14.2021_1.41 (2)RECEIVED Oct 21 2021 CITY OF EDMONDS DEVELOPMENT SERVICES DEPARTMENT BLD2021-0812 STRUCTURAL CALCULATIONS Client: Dpallmaffy Project Name: Lot 4 Scope of Work: LATERAL DESIGN & Ret-Wall OF A (3)-STORY SFR Reed & Assoc #: 21-121 Date: 5/9/2021 Location: Edmonds, Wa JOB # 21-121 Lateral Analysis IBC2018 UPSTATE JOB#: 21-121 Description: Lot 4 Engineer: wer Governing Code: 2018 International Building Code all references in right margin are 2018 IBC unless specifically noted otherwise. 1603.1 General Design Criteria Roof Walls Floors Snow Partitions Live Load (psf) 25 1 40 25 Dead Load (psf) 15 10 1 10 10 1603.1.4 Wind Design Criteria 1. Basic /ASD Wind Speed V/Vasd 110/85 mph F 1609.3(1) 2. Risk Category II 1.00 ASCE7 T 1.5-1 3. Wind Exposure Category "B" 1609.4 4. Internal Pressure Coefficient +/-0. 55 ASCE7F26.13-1 5. Components and Cladding design pressure +/- 16 psf ASCE7 30.2.2 1603.1.5 Earthauake Design Data 1. Risk Category 11 ASCE 7 T 1.5-1 2. Seismic Importance Factor le 1.00 ASCE7T 1.5-2 3. Short Period Acceleration SS 1.25 USGS Seismic Design Map Online 1-Second Accelleration S1 0.4 USGS Seismic Design Map Online 4. Site Class D ASCE7T20.3-1 5. Spectral response coefficient SDS 0.83 EQ 16-38 Spectral response coefficient SD1 0.43 EQ 16-39 6. Seismic Design Category D T1613.23(1) and (2) 7. Seis. Force Resisting System A.15. ASCE7T 12.2-1 8. Design Base Shear 12820 Ibs See Page 3.0 9. Seismic Response Coefficient CS 0.13 ASCE7EQ 12.8-2 10. Response Modification Factor R 6.5 ASCE7T 12.2-1 11. Analysis Procedure Equivalent Lateral Force ASCE7 12.8 Table of Contents 0.0 General Lateral Design Criteria 1.0 Determination of Wind Forces 2.0 Determination of Seismic Forces 3.0 Allowable Stress Design Loads 4.0 Shear walls in the Front to Rear Direction 5.0 Shear walls in the Side to Side Direction 6.0 Shear flow calculations 7.0 Appendix Version 7.0 Pg 0.3 Wind Desisn (MWFRS - Simplified Envelope Procedure) IBC 2018 Part 2 Wind Load Method ASCE 7 28.1.1 Part 2 ASDMasic Wind Speed 85/ 110 mph 1609.3, F 1609.3(1) Wind Exposure Category B 1609.4 Height & Exposure Adjustment I = 1.00 ASCE 7 F 28.5-1 Topographic Factor Kzt = 1.00 ASCE 7 F 26.8-1 Wind Pressures ASCE 7 28.5.3 Ps = I K,.t Ps30 ASCE 7 EQ 28.5-1 Minimum pressures shall not be less than assuming the pressures for ASCE 7 28.5.4 zones A and C equal +16 psf, B & D equal +8 psf, while zones E, F, G, & H all equal zero. Roof Pitch 1.5 :12 or 7.125 degrees Ridge Elevation 25 ft Eave Height 24 ft Mean Roof Height, h 24.5 ft ASCE 7 26.2 Zone Pressures, (%)(DM) ASCE 7 F 28.5-1 110 Horizontal Pressures Vertical Pressures Overhangs 0 A B C D E F G H EoH GoH 1 22.66 -8.57 -1.48 -4.94 -23.10 -14.53 -16.00 -11.10 -32.30 -25.30 2 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Horizontal Zone Areas & Forces, Fx ASCE 7 F 28.5-1 End zone distance, 2a, where "a" equals the smaller of 10 percent of least horizontal dimension (l.h.d.) or 0.4h, but not less than either 4 percent of lhd or 3 feet. D F X=J Y (p sx'X) x = A Diaphragm (x = 3) I.h.d. (ft) = 43 a (ft) = 4.3 Areas 2a (ft) = 8.6 Forces Diaphragm (x = 2) l.h.d. (ft) = 4� a (ft) = 4.3 Areas 2a (ft) = 8.6 Forces Diaphragm (x = 1) l.h.d. (ft) = 43 a (ft) = 4.3 2a (ft) = 8.6 Areas Forces Front to Rear A B C1 D 44 184 F. = 725 Fxmin = 2280 Front to Rear A B C D 88 368 F, _ 1450 Fxmin = 4560 Front to Rear A B c D 60 266 F, = 966 Fxmin = 3260 Side to Side A B C D 44 170 1', � 746 Fxmin = 2140 Side to Side A B C D 88 360 Fx = 1462 Fxmin = 4480 Side to Side A B C D 60 250 F, - 990 Fxmin = 3100 Version 7.0 Pg 1.4 Seismic Design IBC 2018 Site Classification, Criteria Selection, & Minimum Desip-n Lateral Force Risk Category 11 ASCE 7 T 1.5-1 Seismic Importance Factor IE 1.00 ASCE 7 T 1.5-2 Seismic Design Category D T1613.2.3(1) and (2) Site Class D ASCE 7 T 20.3-1 Short Period Acceleration SS 1.25 USGS Seismic Design Maps Online 1-Second Acceleration S, 0.4 USGS Seismic Design Maps Online Seis. Force Resisting System A.15. ASCE 7 T 12.2-1 Response Modification Factor R 6.5 ASCE 7 T 12.2-1 Design Spectral Response Acceleration Parameters Site Coeffiecient, Fa 1.0 T1613.2.3(1) Site Coeffiecient, Fv 1.6 T1613.2.3(2) Substitute equations 16-36 & 16-37 into 16-38 & 16-39, respectively. S D S= 3• F a• S S SDs = 0.83 EQ 16-38 SDI=3•FV•S1 SDI =0.43 EQ16-39 Seismic base shear ASCE 7 12.14.8.1 V = (F SDSiR) W Where: F=1.2 for (3+)-story ASCE 7 EQ 12.14-12 Vertical Distribution, Forces at each level ASCE 7 12.14.8.2 F,t = (w,/W) V FX = 0.154 x wX ASCE 7 EQ 12.14-13 L'Ff nt:�.o eO:em:n . "._6* 2, l nr f1hc1 of [.Oval r ........, �...�,.,.. �- Diaphragm (x = 3) F,, = 4905 roof area (ftt) door area (ft2) story height (ft) wall Icn_th (ti I W 1800 8 122 weight (lbs) 27000 0 4880 31880 Diaphragm (x = 2) F,t = 4303 roofarea (fl) floor area (ft) story height i fi i all length (ft) w X 1760 9 122 weight (lbs) 0 17600 5490 1 27970 Diaphragm (x =1) F,, = 4598 oof area (ft�) floor area (ft) story height (ft) wall length (ft) wX 0 1900 9 120 weight (lbs) 0 19000 5400 29890 Version 7.0 Pg 2.5 Allowable Stress Design Loads For Wood IBC 2018 Design shall be in accordance with Sections 2304-2306. Structures using wood shear walls and diaphragms to resist wind, seismic and other lateral loads shall be designed and constructed in accordance with AF&PA SDPWS and provisions of Sections 2305 - 2306. Desi¢n per Alternative Basic Load_ Combinations 1605.3.2 For worse case effect with wind load, L & S shall be zero. Equations 16-18, 16-19and 16-20 become, D+oOw*0.6 Where w equals 1.3, W equals Fx of the respective diaphragm, and D shall be multiplied by two-thirds. For worse case effect with seismic load, L & S shall be zero. Equation 16-22 controls, 0.9 D + E/1.4 , substitute ASCE 7 EQ 12.14-6 for E (pQE-0.2 SDSD) 0.9 D + 1.4 , simplify & arrange variables (0.9 - 0.14 S DS) D+ P Q E 1.4 Where QE equals F,, of the respective diaphragm. Principle of Mechanics Sum the forces in the horizontal direction, diaphragms and shearwalls shall resist, Wind Design Loads, 1.3 Fx For Kzt = 1.00 Front to Rear Side to Side Diaphragm Force (lbs Force (lbs) x = 3 1778 1669 x = 2 3557 3494 x =1 2543 2418 Seismic Design Loads, (p/1.4) F1, p _ 1.3 Diaphragm Force lbs x = 3 4554 x = 2 3996 x =1 4270 2302.1 1605.3.2 r 1605.3.2 1605.1 ASCE 7 12.14.3.2 (2), EQ 12.14-6 EQ 16-22 ASCE 7 12.3.4.2 Version 7.0 Pg 3.6 Allowable Stress Design Loads For Wood - cont. Sum the moments about the base of a shearwall, overturning shall resist, (v•w)•h - 3 I D•2 + P•w I for wind (v -w) • h - (0.9 - 0.14 S DS) (D • 2 + P •w) for seismic Where, v = shear per linear foot of shearwall w = width of shearwall h = height of shearwall D = resisting dead load centered over shearwall P = resisting dead load at end of shearwall Free Body Diagram of a ShearWall n (Yxt0 Version 7.0 Pg 3.7 mmmmmmmmm: TribUtary loads - —--- ®®® 0 ©� m MMOM®—®_Wind Seis ��• 2015 SDPWS SEISMIC MAX 000MMO ■MIONIOMMOMMEM! MEIN m MEMO COMMON Wind Seis •• MMIMMMINOMMOMM� Wind Seis MINOMMEMMION _M■OOMMOMMISME MINN L MEN o © ®ME 0 M WON ME �� Seis ' �ii���������■ EMIONIONIONIONIMM .lb 2015 SDPWS SEISMIC MAX M�■�� �_.s.._..__ Version 7.0 Pg 4.8 Wall Line Level �X) . 0° 1 - le Segment Tributary loads Wind Seismic Width Hcight wr wra wf wfa T(x) T(x+l) T(x) T(x+l) Seis max 1 2 F-R 13.00 9 2 9 -98 290 Wind Seis VD(x+l) [Ibs] 889.2 2277.14 13.00 9 2 9 1 -98 1 290 % 50% 50°0 VD(x) [Ibs] 1778.4 1997.86 VT(x) [Ibs] 2667.6 4275 L 26.00 26.00 n 103 164 2015 SDPWS SEISMIC MAX TMAX(x) [Ibs] 290 2 2 F-R 38.00 9 2 9 -1311 -1250 Wind Seis VD(x+1) [Ibs] 889.2 2277.14 % 50% 50% VD(x) [Ibs] 1778.4 1997.86 VT(x) [Ibs] 2667.6 4275 L 38.00 38.00 n 70 113 2015 SDPWS SEISMIC MAX TMAX(x) [Ibs] 3 2 F-R Wind Seis VD(x+l) [Ibs] VD(x) [Ibs] VT(x)[Ibs] L n 2015 SDPWS SEISMIC MAX TMAX(x) [Ibs] 4 2 F-R Wind Seis VD(x+I) [Ibs] % VD(x) [Ibs] VT(x) [Ibs] L n. 2015 SDPWS SEISMIC MAX TMAX(x) [Ibs] Version 7.0 Pg 4.9 Wall Line Level (x) �G;��o �`{ Segment Tributary loads Wind Seismic Width height wr wra wf wfa T(x) 'I(x+1) 1'(x) T(x+1) Seis max 1 1 F-R 16.00 4 2 9 -3 514 290 Wind Seis VD(x+i) [Ibs] 2667.6 4275 16.00 4 2 9 -3 514 290 % 50% 50% VD(x) [lbs] 1271.4 2135 VT(x) [Ibs] 3939 6410 L 32.00 32.00 n 123 200 2015 SDPWS SEISMIC MAX TMAX(x) [Ibs] 514 2 1 F-R 38.00 9 2 9 -1010 -744 Wind Seis VD(x+l) [Ibs] 2667.6 4275 4 2 9 % 50% 50% VD(x) [Ibs] 1271.4 2135 VT(x) [Ibs] 3939 6410 L 38.00 38.00 n 104 169 2015 SDPWS SEISMIC MAX TMAX(x) [lbs] all cone 3 1 F-R Wind Seis VD(x+1) [Ibs] % VD(x) [Ibs] VT(x) [Ibs] L n 2015 SDPWS SEISMIC MAX TMAX(x) [lbs] 4 1 F-R Wind SCIs VD(x+I) [Ibs] % VD(x) [Ibs] VT(x) [Ibs] L n 2015 SDPWS SEISMIC MAX TMAX(x) [Ibs] Version 7.0 Pg 4.10 Level _Tributary loads Wind Seis 11 25.00Wind ��..�■_____ Sets ®mmmmmmm���� . 12015 SDPWS SEISMIC MAX m®mmmm����� Wind sels 2015 SDPWS SEISMIC MAX ©®® mmmmmmmmmWind Seis • 201';SDPWS SEISMICMAX r�mmmmmim��� mmmmmmmmmm� Version 7.0 Page5.11 Wall Line Level (X) �� � �`` Segment Tributary loads Wind Seismic Width Height ,N,r wra wf wfa T(x) T(x+l) T(x) T(x+l) Seis max A 1 2 S-S 3.00 9 9 9 1 8 562 234 Wind Seis VD(x+l) [lbs] 834.6 2277.14 % 25% 25% 4.00 9 9 9 -52 491 176 6.50 9 9 9 -203 316 4.00 9 9 9 -52 491 176 VD(x) [lbs] 873.6 998.929 VT(x) [Ibs] 1709.2 3276.07 L 21.00 21.00 n 81 156 2015 SDPWS SEISMIC MAX 234 TMAX(x) [lbs] 8 562 3.50 9 9 9 -22 527 201 $ 2 S-S 3.00 9 10 9 120 784 273 Wind Seis VD(x+I) [lbs] 834.6 2277.14 % 25% 25% VD(x) [Ibs] 973.6 998.929 VT(x) [Ibs] 1708.2 3276.07 L 18.00 18.00 n 95 182 2015 SDPWS SEISMIC MAX 273 TMAX(x) [lbs] 120 784 3.00 9 10 9 120 784 273 4.00 9 9 9 70 725 205 8.00 9 11 9 -225 382 11 9 C 2 S-S 18.00 9 9 9 -1046 -1229 Wind Seis VD(x+1) [lbs] 9.00 9 9 9 -503 -598 9 9 % 50% 50% 9 9 VD(x) [Ibs] 1747.2 1997.86 VT(x) [lbs] 1747.2 1997.86 L 27.00 27.00 n 65 74 2015 SDPWS SEISMIC MAX TMAX(x) [Ibs] D 2 S-S Wind Seis VD(x+1) [lbs] % VD(x) [lbs] VT(x) [Ibs] L n 2015 SDPWS SEISN11C MAX TMAX(x) [Ibs] Version 7.0 Page5.12 Wall Line Level (x) �G.0 p`� Segment Tributary loads Wind Seismic Width Height NmT wra wf wfa T(x) "T(x+1) T(x) T(x+]) Seis max A 1 S-S 7.00 9 9 9 -150 8 954 562 Wind Seis VD(x+1) [lbs] 1708.2 3276.07 % 25% 25% 6.50 9 9 9 -119 8 989 562 4.30 9 9 9 13 8 1143 562 176 4.50 9 9 9 1 8 1129 562 VD(x) [Ibs] 604.5 1067.5 VT(x) [1bs] 2312.7 4343.57 L 25.80 25.80 n 90 168 2015 SDPWS SEISMIC MAX 216 TMAX(x) [lbs] 61 1 199 3.50 9 9 9 61 8 1199 562 216 $ 1 S-S 50.00 9 -1242 120 -505 784 Wind Seis VD(x+1) [lbs] 1708.2 3276.07 % 25% 25% VD(x) [Ibs] 604.5 1067.5 VT(x) [Ibs] 2312.7 4343.57 L 50.00 50.00 n 46 87 2015 SDPWS SEISMIC MAX TMAX(x) [lbs] all colic C 1 S-S 20.00 9 9 9 -798 -707 Wind Seis VD(x+I) 1lbs] 1747.2 1997.86 8.00 9 9 9 -75 135 9 9 % 50% 50% 9 9 VD(x) [Ibs] 1209 2135 VT(x) [Ibs] 2956.2 4132.86 L 28.00 28.00 n 106 148 2015 SDPWS SEISMIC MAX TMAX(x) [Ibs] 135 D 1 1 S-S Wind Seis VD(x+1) [lbs] % VD(x) [Ibs] VT(x) [lbs] L n 2015 SDPWS SEISMIC MAX TMAX(x) [lbs] Version 7.0 Page5.13 Shear wall Summary Sheeting Rs Wind I Sets Max 1 - 3rd 2-3rd 3-3rd 4-3rd A-3rd B-3rd C-3rd D-3rd 1 - 2nd 2-2nd 3 - 2nd 4-2nd A - 2nd B-2nd C - 2nd D-2nd 1-1st 2- 1 st 3 - 1 st 4 - 1 st A- 1st B - 1 st C - 1 st D - 1st SW-1 SW-2 12 , 1 � 1 , , , , I 1 2 , , 2 2 1 � I , 2 , 2 Shear Transfer Wind Seismic 103 164 70 113 81 156 95 182 65 74 123 200 104 169 90 168 46 87 106 148 RSW Overturning Values Wind I Seismic 1199 Sheathing 213 392 (Plfl Shear Flow 220 262 1 I(Plf) Shear Transfer Connectors - CD = 1.6, Hem -Fir Connector Z (lbs) 16d Nails (Common: 3.5"x0.162") 195.2 lbs 2018 NDS T12N 10.6 8.9 0.0 0.0 0.0 1 0.0 Simpson A35 Clip 510 lbs Current Simpson Guide 27.8 23.4 0.0 0.0 0.0 1 0.0 Simpson H1 Truss Connector 440 lbs Current Simpson Guide 24.0 1 20.2 0.0 0.0 0.0 1 0.0 Simpson LTP4 Clip (8d COMMON NAILS REQUIRED) 450 lbs Current Simpson Guide 24.5 1 20.6 0.0 0.0 0.0 1 0.0 1 /2" Diameter Anchor Bolts (2x) 944 lbs 2018 NDS T12E 51.5 1 43.2 0.0 0.0 0.0 1 0.0 5/8" Diameter Anchor Bolts (2x) 1376 lbs 2018 NDS T12E 75.1 1 63.0 0.0 0.0 0.0 1 0.0 5/8" Diameter Anchor Bolts (3x) 1712 lbs 2018 NDS T12E Page6.14 SHEARWALL & HOLDOWN NOTES (U.N.O.) : (1) Simpson or equal. Locate at end of shearwall u.n.o. Install per manufacturer recommendations for foundation minimum end distance and embedment, deepen foundation as required. (2) Construct cripple wall same as shearwall (SW) above, and gable -end same as shearwall (SW) below. (3) Requires 3x or (2) 2x foundation sill plate (4) Threaded rod and coupler as required. (5) Common nails, LINO: 8&0.131"x2'/z", 10d=0.148"x3", 12d=0.148"x31W', 16&0.162"x3'/z", 16d sinker=0.148"x3'/<". i) Install H1's on all trusses/rafters, A35's at 24"o/c on gables & m joist (or solid blkg) to top plate (sill plate at fdn) u.n.o.; When pecified spacing is less than 24"o/c, install A35's at roof solid Ving to SW top plate, and install H1 or H2.5 on all usses/rafters. LTP4, LTP5 or L850 can be substituted for A35. :onn. per Simpson Strong -Tie or equal. (7) Minimum 3x or dbl-2x stud lam'd w/ (2)-16d @ 6" o'c at abutting panel edges. (8) Anchor bolts shall be embedded at least 7" into concrete; there shall be a minimum of two bolts per piece with one bolt located not more than 12" or less than seven bolt diameters from each end of the piece. 2x min PT. u.n.o. HOLDOWN SCHEDULE Date: 5/9/2021 Job #: 21-121 MARK HOLDOWN / STRAP *(1) FASTENERS TO (2)-STUDS MIN U.N.O. FOUNDATION ANCHOR *(1)(4) COMMENTS T-1 STlID14/14RJ (38)/(30)-16d N/A Date: 5/9/2021 SHEARWALL SCHEDULE Job #: 21-121 MARK *(2) SHEATHING - APPLY TO SHEATHING 2x HF STUDS @ 16"o/c U.N.O. BELOW *(9) SHEATHING EDGE NAILS *(5) ALL EDGES BLOCKED (do not penetrate past Flush) PLATE NAILS *(5) ROOF TO TOP PLATE, FLOOR TO TOP PLATE & SILL PLATE (6) SILL PLATE ANCHORS w/ 3" x 3" x 1/4" WASHERS *(8) SW-1 7/16" OSB 8d @ 6" o/c (12" o/c field) I bd (u 6 " o; c A35 @ 20 " o/c 5/8" Ox 10" AB's @ 48 " o/c Title Block Line 1 Project Title: You can change this area Engineer. using the'Settings' menu item Protect ID: and then using the'Printing & Project Descr. Title Block' selection. Printuaflin MAY 9n9i 1'134PM Criteria Retained Height = 12.00 ft Wall height above sal = 0.50 ft Slope Behind Wall = 0.00: 1 Height of Soil over Toe = 0.00 in Water height over heel = 0.0 ft Vertical component of active Lateral sat pressure options: NOT USED for Soil Pressure. NOT USED for Sliding Resistance. NOT USED for Overturning Resistance. Surcharge Loads Surcharge Over Heel = 0.0 psf UsedTo Resist Sliding & Overturning Surcharge Over Toe = 0.0 psf Used for Sliding & Overtuming Axial Load Applied to Stem Axial Dead Load = 300.0 lbs Axial live Load = 750.0 lbs Axial Load Eccentricity = 0.0 in Desi n -summary Wall Stability Ratios Overturning - 1.50 OK Sliding = 0.43 OK Slab Resists All Sliding Total Bearing Load = 4,812 lbs ...resultant ecc. - 14.61 in Sal Data -_� Allow Sod Bearing = 2,000.0 psi Equivalent Fluid Pressure Method Heel Active Pressure = 45.0 psftR Toe Active Pressure = 30.0 psftft Passive Pressure = 389.0 psf/ft Sal Density, Heel = 110.00 pcf Soil Density, Toe = 110.00 pcf Friction Coeff btwn Ftg & Sal = 0.400 Sal height to ignore for passive pressure = 1200 in Lateral Load Applied to Stem Lateral Load - 0.0 plf ... Height to Top = 0.00 ft ... Height to Bottom = 0.00 ft Soil Pressure Toe = 1,168 psf OK Soil Pressure @a Heel = 47 psf OK 2,000 psf Soil Pressure Less Than Allowable ACI Factored @ Toe = 1,474 psf ACI Factored @ Heel = 60 psf Footing Shear @ Toe = 43.4 psi OK Footing Shear @ Heel = 15.5 psi OK Allowable = 75.0 psi Sliding Catcs Slab Resists All Sliding! Lateral Sliding Force _ 3,787.5 lbs Less 100% Passive Force = - 0.0 lbs less 100% Friction Force = - 1,620.0 lbs Wind on Exposed Stem = 0.0 psf Stem Construction Added Force Req'd = 2,162.5 lbs NG ....for 1.5 : 1 Stability = 4,056.3 lbs NG Load Factors Dead Load 1.200 Live Load 1.600 Earth, H 1.600 Wind, W 1.600 Seismic, E 1.000 Design Height Above Ftg Wall Material Above'Ht' Thickness Rebar Size Rebar Spacing Rebar Placed at Design Data fb/FB +fa/Fa Total Force @ Section Moment.... Actual Moment .... Allowable Shear .... Actual Shear..... Allowable Wall Weight Rebar Depth 'd' Lap splice if above Lap splice if below Hook embed into footing Concrete Data Fc Fy Calculations per AC1318.14, ACI 530-11, IBC 2015, CBC 2016, ASCE 7.10 Adjacent Footing Load Adjacent Footing Load - 0.0 lbs Footing Width = 0.00 ft Eccentricity = 0.00 in Wall to Ftg CL Dist - 0.00 ft Footing Type Line Load Base Above/Below Soil = 0.0 ft at Back of Wall Poisson's Ratio = 0.300 Too Stein 2nd Stern OK Bar Lap/Emb ft = 3.33 0.00 = Concrete Concrete in = 8.00 8.00 _ # 4 # 5 in = 8.00 4.00 = Edge Edge - 0.011 o.sr3 lbs = 2,706.1 5,184.0 ft-I = 7,820.6 20,736.0 ft-I = 7,840.1 21,302.1 psi = 36.1 69.8 psi = 67.1 75.0 psf = 100.0 100.0 in = 6.25 6.19 in = 20.88 22.78 in = 20.88 6.08 in = 20.88 6.08 psi = 2,000.0 2,500.0 psi = 60,000.0 60,000.0 Title Block Line 1 You can change this area using the 'Settings* menu item and then using the 'Printing & Title Block' selection. Description . Footing Dimensions & Strengths Toe Width = 6.25 ft Heel 1.67 n Total Footih g Width = 7.92 Footing Thickness = 12.00 in Key Width = 0.00 in Key Depth = 0.00 in Key Distance from Toe - 0.00 ft fc = 21500 si Fy = 60,000 psi Footing Concrete Density = 150.00 pof Min. As % = 0.0018 Cover @ Top 2.00 @ Btm.= 3.00 in Project Title: Engineer. Project ID: Project Descr: Printed: 10 MAY 2021, 11:34PM Footing Design Results TOO Heel Factored Pressure = 1,474 60 psf Mu' : Upward = 21,529 0 ft4b Mu': Downward = 3,516 888 ft4b Mu: Design = 18,013 888 ft4b Actual 1-Way Shear = 43.43 15.53 psi Allow 1-Way Shear = 75.00 75.00 psi Toe Reinforcing = # 5 @ 7.50 in Heel Reinforcing = # 6 @ 16.00 in Key Reinforcing = None Speed Other Acceptable Sizes & Spacings Toe: #4@ 4.75 in, #5@ 7.50 in, #6@ 10.50 in, #7@ 14.25 in, #8@ 18.75 in, #9@ 23. Heel: Not req'd, Mu < S * Fr Key: No key defined Summary of Overturning & Resisting Forces & Moments .....OVERTURNING..... ..... RESISTING..... Force Distance Moment Force Distance Moment Item Ibs ft ft-lb Ibs ft ft-lb Heel Active Pressure = 3,802.5 03 16,477.5 Sal Over Heel = 1,324.4 7.42 9,824.8 Surcharge over Heel = Toe Active Pressure = Surcharge Over Toe = Adjacent Footing Load = Added Lateral Load = Load @ Stem Above Soil = -15.0 0.33 -5.0 Total = 3,787.5 O.T.M. = 16,472.5 ResistinglOvertuming Ratio = 1.50 Vertical Loads used for Sal Pressure = 4,812.4 Ibs Sloped Sal Over Heel Surcharge Over Heel Adjacent Footing Load Axial Dead Load on Stem = 300.0 6.58 1,975.0 ' Axial Live Load on Stem = 750.0 6.58 4,937.5 Soil Over Toe = Surcharge Over Toe = Stem Weight(s) = 1,250.0 6.58 8,229.2 Earth @ Stem Transitions = Footing Weight - 1,188.0 3.96 4,704.5 Key Weight = Vert. Component = Total = 4,062.4 Ibs R.M.= 24,733.5 ' Axial live load NOT included in total displayed or used for overtuming resistance, but is included for soil pressure calculation. Title Block Line 1 Project Title: You can change this area "Settings' Engineer: Project using the menu ftem De Protect Descr. and then using the'Printing & Title Block' selection. Criteria Retained Height = 10.00 ft Wall height above soil = 0.50 ft Slope Behind Wall = 0.00 :1 Height of Soil over Toe = 0.00 in Water height over heel = 0.0 ft Vertical component of active Lateral sal pressure options: NOT USED for Sal Pressure. NOT USED for Sliding Resistance. NOT USED for Overturning Resistance. Surcharge Loads Surcharge Over Heel = & Overturning 0.0 psf Used To Resist Sliding Surcharge Over Toe = 0.0 psf Used for Sliding & Overturning -� Axial Load Applied to Stem Axial Dead Load = 300.0 Ibs Axial live Load = Axial Load Eccentricity = 750.0 Ibs 0.0 in Design Summary Wall Stability Ratios Overturning = 1.54 OK Sliding = 0.45 OK Slab Resists All Siding! Total Bearing Load = 3 817 Ibs §.44 ...resultant ecc. _ in Sat Data Allow Soil Bearing = 2,000.0 psf Equivalent Fluid Pressure Method Heel Active Pressure = 45•0 pelf Toe Active Pressure = 30•0 pelf Passive Pressure = 389.0 psflit Sal Density, Heel = 110.00 paf Sal Density, Toe = 110.00 pcf Friction Coeff btwn Ftg & Sal = 0.400 Soil height to ignore for passive pressure = 12.00 in Lateral Load Applied to Stem Lateral Load = 0.0 plf ... Height to Tap = 0.00 It ...Height to Bottom = 0.00 It Sal Pressure @ Toe = 996 psf OK Sal Pressure @ Heel = 164 psf OK Allowable 2,000sf psf SPressure Less Than Albwable ACI Factored @ Toe = 1,274 psf ACI Factored @ Heel = 210 psf Footing Shear @ Toe = 32.3 psi OK Footing Shear @ Heel = 8.7 psi OK Allowable = 75.0 psi Sliding Calks Slab Resists All Sliding! Lateral Sliding Force = 2,707.5 Ibs less 100% Passive Force = - 0.0 Ibs less 100% Friction Force = - 1,228.0Ibs Added Face Req'd = 1,480.8 Ibs NG ....for 1.5 : 1 Stability = 2,834.6 Ibs NG Wind on Exposed Stem = 0.0 psf Stem Construction Load Factors Dead Load 1.200 Live Loam 1,600 Earth, H 1.600 Wind, W 1.600 Seismic, E 1.000 Design Height Above Ftg Wall Material Above'HY Thickness Rebar Size Rebar Spacing Rebar Placed at Design Data {b[F8 +falFa Total Force @ Section Moment. -Actual Moment.... Allowable Shear..... Actual Shear..... Allowable Wail Weight Rebar Depth 'd' Lap splice if above Lap splice if below Hook embed into footing Concrete Data Pc Fy Pnnted: 10 MAY 2021, 11:39PM Calculations per ACI 318.14, ACI 530.11, IBC 2015, CBC 20U, ASCE 7.10 Adjacent Footing Load Adjacent Footing Load = 0.0 lbs Footing Width = 0.00 It Eccentricity = 0.00 in Wall to Ftg CL Dist = 0.00 ft Footing Type Line Load Base Above%ow Soil = 0.0 ft at Back of Wall Poisson's Ratio = 0,300 Top Stem 2nd Stem OK Stem OK ft= 3.33 0.00 = Concrete Concrete in= 8.00 8.00 _ # 4 # 4 in = 8.00 5.00 = Edge Edge = 0A54 0.977 Ibs = 1,601.6 3,600.0 ft-I = 3,560.9 12,000.0 ft-I = 7,840.1 12,276.6 Psi = 21.4 48.0 psi = 67.1 75.0 psf = 100.0 100.0 in = 6.25 6.25 in = 12.00 18.30 in = 12.00 8.19 in = 12.00 8.19 psi = 2,000.0 2,500.0 psi = 60,000.0 60,000.0 Title Block Line 1 Project Title: You can change this area 'Settings' Engineer: Project ID: using the menu item Protect Descr: and then using the 'Printing & Title Block' selection. Printed: 10 MAY 2021, 11:39PM 11t1� w8ii - Fda - c:tusFaslow,>entxsxco�a Description : 10' Footing Dimensions & Strengths Footing Design Resub ^� Toe Width = 5.25 ft Te Heel Width = 1.33 Factored Pressure = 1,274 210 psf Total Footing Width = 6.58 Mu`: Upward = 13,653 0 ft-lb Footing Thickness = 12.00 in Mu': Downward Mu: Design _ 2,481 330 ft-lb 11,172 330 ft-lb Key Width = 0,00 in Actual 1-Way Shear = 32.35 8.73 psi Key Depth = 0.00 in AID„ 1-Way Sir = 75.00 75.00 psi Key Distance from Toe = 0.00 ft Toe Reinforcing = # 5 @ 7.50 in fc = 21500 si Footing Cora6te Density Fy = 60,000 psi = 150.000d Heel Reinforcing Key Reinforcing = # 6 @ 16.00 in = None Speed Min. As % = 0.0018 Other Acceptable Sizes & Spacings Cover @ Top 2.00 @ Btm.= 3.00 in Toe: #4@ 7.25 in, #5@ 11.00 in, #6@ 15.75 in, #7@ 21.25 in, #8@ 28.00 in, #9@ 35 Heel: Not veld, Mu < S' Fr Key: No key defined Summary of Overturning & Resisting Forces & Moments .....OVERTURNING..... Force Distance Moment .....RESISTING..... Force Distance moment Item Ibs ft ft-lb Ibs ft ft-lb Heel Active Pressure = 2,722.5 3.67 9,982.5 Sal Over Heel = 729.7 6.25 4,559.2 Surcharge over Heel - Sloped Sal Over Heel = Toe Active Pressure = -15.0 0.33 -5.0 Surcharge Over Heel = Surcharge Over Toe = Adjacent Footing Load = Adjacent Footing Load = Axial Dead Load on Stem = 300.0 5.58 1,675.0 Added Lateral Load = `Axial Live Load on Stem = 750.0 5.58 4,187.5 Load @ Stem Above Soil = Soil Over Toe = Surcharge Over Toe = Stem Weight(s) = 1,050.0 5.58 5,862.5 Earth @ Stem Transitions = Total = 2,707.5 O.T.M. = 9,977.5 Footing Weight = 987.0 3.29 3,247.2 ResistilnglOverturning Ratio = 1.54 Key Weight = Vertical Loads used for Sal Pressure = 3,816.7 Ibs Vert. Component = _ Total= 3,066.7 lbs R.M. 15,343.9 Axial live load NOT included in total displayed or used for overturning resistance, but is included for sal pressure ckulation. Title Block Line 1 Project Title: You can change this area 'Settings' Engineer: Project ID: using the menu item Project Descr: and then using the'Printing & Title Block' selection. BlockTitle all ROM*" :. KW-06003603 Licensee: REED & ASSOCIATES LLic. # Description Criteria Retained Height = 8.00 ft Wall height above soil = 0.50 ft Slope Behind Wall = 0.00 :1 Height of Soil over Toe = 0.00 in Water height over heel = 0.0 ft Vertical component of active Lateral soil pressure options: NOT USED for Soil Pressure. NOT USED for Sliding Resistance. NOT USED for Overturning Resistance. Surcharge Loads Surcharqe Over Heel - 0.0 psf UsedTo Resist Sliding & Overturning Surcharge Over Toe = 0.0 psf Used for Sliding & Overturning Axial Load Applied to Stem Axial Dead Load - 300.0 Ibs Axial Live Load = 750.0 lbs Axial Load Eccentricity - 0.0 in Design Summary Wall Stability Ratios Overturning = 2.44 OK Sliding = 0.60 OK Slab Resists All Sfrding Total Bearing Load = 3,471 Ibs ...resultant ecc. = 2.15 in Sal Data -i Allow Sot Bearing = 2,000.0 psf Equivalent Fluid Pressure Method Heel Active Pressure = 45.0 psf/ft Toe Active Pressure = 30.0 psfth Passive Pressure = 389.0 psfM Sal Density, Heel = 110.00 pcf Sal Density, Toe = 110.00 pcf Friction Coeff btwn Ftg & Sal = 0.400 Sal height to ignore for passive pressure = 1200 in Lateral Load Applied to Stem Lateral Load = 0.0 plf ...Height to Top = 0.00 ft ...Height to Bottom = 0.00 ft Sal Pressure @ Toe - 441 psf OK Soil Pressure @ Heel = 614 psf OK Allowable 2,000sf p Pressure Less Than Allowable ACI Factored @ Toe = 568 psf ACI Factored @ Heel = 789 psf Footing Shear @ Toe = 20.7 psi OK Footing Shear @ Heel = 72 psi OK Allowable = 75.0 psi Sliding Calcs Slab Resists All Sliding! Lateral Sliding Force 1,807.5 Ibs less 100% Passive Force = - 0.0 Ibs less 100% Friction Force = - 1,080.8lbs Wind on Exposed Stem = 0.0 psf Stem Constructions Added Force Req'd = 7192 Ibs NG ....for 1.5 : 1 Stability = 1,623.0 Ibs NG Load Faders Dead Load 1.200 Live Load 1.600 Earth, H 1.600 Wind, W 1.600 Seismic, E 1.000 Design Height Above Ftg Wall Material Above'Ht' Thickness Rebar Size Reber Spacing Rebar Placard at Design Data fb/FB +fa/Fa Total) Force @ Section Moment.... Actual Moment.... Allowable Shear.....Actual Shear.....Allowable Wall Weight Rebar Depth 'd' Lap spice if above Lap splice if below Hook embed into footing Concrete Data rc Fy Calculations per ACI 318-14, AC1530-11, IBC 2015, CBC 2016, ASCE 7-10 Adjacent Footing Load Adjacent Footing Load - 0.0 Ibs Footing Width = 0.00 ft Eccentricity = 0.00 in Wall to Ftg CL Dist = 0.00 ft Footing Type Line Load Base Above/Below Sal = 0.0 ft at Back of Wall Poisson's Ratio = 0.300 Top Stem 2nd Stem OK Stern OK ft = 3.33 0.00 = Concrete Concrete in = 8.00 8.00 _ # 4 # 4 in = 8.00 9.00 - Edge Edge = 0.156 OJO Ibs = 785.1 2,304.0 ft-1= 1,222.2 6,144.0 ft-I = 7,840.1 7,122.4 psi = 10.5 30.7 psi = 67.1 75.0 psf = 100.0 100.0 in= 6.25 6.25 in= 12.00 16.15 in = 12.00 4.31 in = 12.00 4.31 psi = 2,000.0 2,500.0 psi = 60,000.0 60,000.0 Title Block line 1 You can change this area using the 'Settings' menu item and then using the 'Printing & Title Block' selection. Project Title: Engineer. Project ID: Project Descr. D.i.d A- •n \AAV In)1 11'd1 DMA Lice : KW-06003603 License: REED & ASSOCIATES Description : 8' Footing Dimensions & Strengths Toe Width = 5.25 ft Heel Width - 1.33 Total Footing Width = 6.58 Footing Thickness = 12.00 in Key Width = 0.00 in Key Depth = 0.00 in Key Distance from Toe = 0.00 ft fc = 2,500 Fy = 60,000 psi Footing Connote Density = 150.000d Min. As % = 0.0018 Cover @ Top 2.00 @ Btm.= 3.00 in Footing Design Results Iq2 Heel Factored Pressure = 568 789 psf MU: Upward = 0 0 ft4b MU: Downward = 0 272 ft-lb Mu: Design = 6,144 272 ft-lb Actual 1-Way Shear = 20.67 7A9 psi Allow 1-Way Shear = 75.00 75.00 psi Toe Reinforcing = # 5 @ 7.50 in Heel Reinforcing = # 6 @ 16.00 in Key Reinforcing = None Spec'd Other Acceptable Sizes & Spacings Toe: #4@ 11.00 in, #59 17.25 in, #6@ 24.25 in, #7@ 33.00 in, #8@ 43.50 in, #9@ 4 Heel: Not raga, Mu < S Fr Key: No key Mined Summary of Overturning & Resisting Forces & Moments OVERTURNING..... .....RESISTING..... Force Distance Moment Force Distance Moment ham lbs ft ft-lb lbs ft ft-lb Heel Active Pressure = 1,822.5 3.00 5,467.5 Sal Over Heel = 583.7 6.25 3,647.4 Surcharge over Heel Toe Active Pressure Surcharge Over Toe Adjacent Footing Load Added Lateral Load Load @ Stem Above Soil -15.0 0.33 -5.0 Total = 1,807.5 O.T.M. = 5,462.5 Resisting/Overturning Ratio = 2.44 Vertical Loads used for Sal Pressure = 3,470.7 lbs; Sloped Sal Over Heel = Surcharge Over Heel = Adjacent Footing Load = Axial Dead Load on Stem = 300.0 5.58 1,675.0 Axial Live Load on Stem = 750.0 5.58 4,187.5 Sal Over Toe = Surcharge Over Toe = Stem Weight(s) = 850.0 5.58 4,745.8 Earth @ Stem Transitions = Footing Weight = 987.0 3.29 3,247.2 Key Weight = Vert. Component = Total = 2,720.7 lbs R.M. 13,315.4 R Axial resistance, butisincludedfor sal pressure &; iC lat for overturning Title Block Line 1 Project Title: You can change this area Engineer using the'Settings' menu item Project ID: Project Descr and there using the'Printing & Title Block' selection. Description : 6' Criteria Retained Height = 6.00 ft Wall height above soil = 0.50 ft Slope Behind Wall = 0.00: 1 Height of Soil over Toe = 0.00 in Water height over had - 0.0 ft Vertical component of active Lateral sal pressure options: NOT USED for Soil Pressure. NOT USED for Sliding Resistance. NOT USED for Overturning Resistance. Surcharge Loads Surcharge Over Heel = Overturning 0.0 psf Used To Resist Sliding & Surcharge Over Toe = 0.0 psf Used for Sliding & Overturning Axial Load Applied to Stem Axial Dead Load = 300.0 Ibs Axial Live Load = 750.0 Ibs Axial Load Eccentricity = 0.0 in Desi n Summa Wail Stability Ratios Overturning = 1.53 OK Sliding = 0.61 OK Slab Resists All Sliding! Total Bearing Load = ...resultant ecc. _ 2 408 Ibs ' .08 in Soil Data 1 Allow Sot Bearing = 2,000.0 psf Equivalent Fluid Pressure Method Heel Active Pressure = 45.0 psf/ft Toe Active Pressure = 30.0 psf/ft Passive Pressure = 389.0 psf/ft Sal Density, Heel = 110.00 pcf Sal Density, Toe = 110.00 pcf Friction Coeff btwn Fig & Soil = 0.400 Sal height to ignore for passive pressure = 1200 in Lateral Load Applied to Stem Lateral Load = 0.0 pif ...Height to Top = 0.00 ft ... Height to Bottom = 0.00 ft Soil Pressure @ Toe = 1,092 psf OK Sal Pressure @ Heel = 390 psf OK AllowaSoi 2,000 psf l Pressure Less Than Allowable ACI Factored @ Toe = 1,446 psf ACI Factored @ Heel = 517 psf Footing Shear @ Toe = 15.8 psi OK Footing Shear @ Heel = 2.8 psi OK Allowable = 75.0 psi Sliding Cales Slab Resists All Sliding f Lateral Sliding Force = 1,087.5 Ibs less 100% Passive Force = - 0.0 lbs less 100% Friction Force = - 666.0 ibs Added Force Req'd = 424.5 Ibs NG ....for 1.5 :1 Stability = 968.3 Ibs NG Load Factors Dead Load 1.200 Live Load 1.600 Earth, H 1.600 Wind, W 1.600 Seismic, E 1.000 Wind on Exposed Stem = 0.0 psf Stem Construction Design Height Above Ftg Wail Material Above "HP' Thickness Rebar Size Rebar Spacing Rebar Placed at Design Data fbJFB +falFa Total Force @ Section Moment.... Actual Mormt.... Allowable Shear..... Actual Shear .... Ailowable Wall Weight Rebar Depth 'd' Lap splice if above Lap splice ff below Hook embed into footing Concrete Data Pc Fy Printed: 10 MAY 2021, 11:43PM Calculations per ACI 318-14, ACI 530-11, IBC 2015, CBC 2016, ASCE 7.10 Adjacent Footing Load Adjacent Footing Load = 0.0 Ibs Footing Width = 0.00 ft Eccentricity = 0.00 in Wall to Ftg CL Dist = 0.00 ft Footing Type Line Load Base Above/Below Soil = 0.0 ft at Back of Wall Poisson's Ratio = 0.300 Too Stem 2nd Stem OK Stem OK ft = 3.33 0.00 = Concrete Concrete in = 8.00 8.00 _ # 4 # 4 in = 8.00 16.00 = Edge Edge cross o.632 los = 256.6 1,296.0 ft-t = 228.4 2,592.0 ft4 = 7,840.1 4,099.3 psi = 3.4 17.3 psi = 67.1 75.0 psf = 100.0 100.0 in= 6.25 6.25 in = 1200 12.00 in = 12.00 6.00 in = 1200 6.00 psi = 2,000.0 2,500.0 psi = 60,000.0 60,000.0 Title Block Line 1 You can change this area using the 'Settings' menu item and then using the 'Printing & Title Block' selection. Project Title: Engineer: Project ID: Project Descr. Printed: 10 MAY 2021, 11:43PM wo r\.etditRli':1 ■�IQCl f'�.- 4 Description : Footing Dimensions & Strengths Toe Width = 2.25 ft Heel Width = 1.00 Total Footing Width = 3.25 Footing Thickness = 12.00 in Key Width = 0.00 in Key Depth = 0.00 in Key Distance from Toe = 0.00 ft fc = 2,500 PSI Fy = 60,000 psi Footing Concrete Density = 150.00 pcf Min. As % = 0.0018 Cover @ Top 2.00 @ Btm.= 3.00 in Footing Design Results Toe HW Factored Pressure = 1,446 517 ppsf Mu': Upward = 0 0 ft-Ib Mu': Downward = 0 54 ft-Ib Mu: Design = 2,592 54 ft-lb Actual 1-Way Shear = 16.80 2.84 psi Allow 1-Way Shear = 75.00 75.00 psi Toe Reinforcing = # 5 @ 7.50 in Heel Reinforcing = # 6 @ 16.00 in Key Reinforcing = None Spec'd Other "table Sizes & Spacings Toe: #4@ 13.25 in, #5 aq 20.50 in, #6@ 29.00 in, #7@ 39.25 in, #8@ 48.25 in, #9@ 4 Heel: Not req'd, Mu < S Fr Key: No key defined Summary of Overturning & Resisting Forces & Moments ..,..OVERTURNING..... .....RESISTING..... Force Distance Moment Force Distance Moment Item Ibs ft ft-lb Ibs ft ft-lb Heel Active Pressure = 1,102.6 2.33 2,572.5 Soil Over Heel = 220.0 3.08 678.3 Surcharge over Heel = Toe Active Pressure = Surcharge Over Toe = Adjacent Footing Load = Added Lateral Load = Load @ Stem Above Soil = -15.0 0.33 -5.0 Total = 1,087.5 O.T.M. = 2,567.5 ResistinglOverturning Ratio = 1.53 Vertical Loads used for Sal Pressure = 2,407.5 lbs Sloped Sal Over Heel Surcharge Over Heel Adjacent Footing Load Axial Dead toad on Stem = 300.0 2.58 775.0 Axial Live Load on Stem = 750.0 2.58 1,937.5 Sal Over Toe = Surcharge Over Toe = Stem Weight(s) = 650.0 2.58 1,679.2 Earth @ Stem Transitions = Footing Weight = 487.5 1.63 792.2 Key Weight = Vert. Component = Total = 1,657.5 ibs R.M. = 3,924.7 Axial Ilssluin total dcaul�for overturning resistance,ut included for pressurecalculattn Title Block Line 1 You can change this area using the 'Settings' menu item and then using the 'Printing & Title Block' selection. Title Block Line 6 Description : 4' Criteria Retained Height = 4.00 ft Wall height above soil = 0.50 ft Slope Behind Wall = 0.00: 1 Height of Soil over Toe = 0.GO in Water height over heel = 0.0 ft Vertical component of active Lateral sal pressure options: NOT USED for Soil Pressure. NOT USED for Sliding Resistance. NOT USED for Overturning Resistance. Surcharge Loads Surcharge Over Heel = 0.0 psf UsedTo Resist Sliding & Overturning Surcharge Over Toe = 0.0 psf Used for Sliding & Overturning Axial Load Applied to Stem Axial Dead Load = 300.0 lbs Axial Live Load = 750.0 lbs Axial Load Eccentricity = 0.0 in Design Summary Wall Stability Ratios Overturning = 1.68 OK Sliding = 0.87 OK Slab Resists All Sliding! Total Bearing Load = 1,947 lbs ...resultant ecc. = 1.91 in Project Title: Engineer. Project ID: Project Descr. Printed: 10 MAY 2021, 11 45PM ------ -- - -- - -- -- Fie C:\Users\Owner\De!34toplpmectsf2Q21121 118-itLOTSi_- IC6 Sal Pressure Toe - 1,439 psf OK Sal Pressure @a Heel = 508 psf OK Allowable = 2,000 psf Sal Pressure Less Than Allowable ACI Factored @ Toe = 1,948 psf ACI Factored @ Heel = 688 psf Footing Shear @ Toe = 4.8 psi OK Footing Shear @ Heel = 2.1 psi OK Allowable = 75.0 psi Sliding Calcs Slab Resists All Sliding! Lateral Sliding Force = 547.5 lbs less 100% Passive Force = - 0.0 lbs less 100% Friction Force = - 476.01bs Added Force Req'd = 68.8 lbs NG ....for 1.5 : 1 Stability = 342.6 lbs NG Soil Data Allow Soil Bearing = 2,000.0 psf Equivalent Fluid Pressure Method Heel Active Pressure = 45.0 psf/ft Toe Active Pressure = 30.0 psf/ft Passive Pressure = 389.0 psflft Sal Density, Heel = 110.00 pcf Soil Density, Toe = 110.00 pcf Friction Coeff btwn Ftg & Sal = 0.400 Sal heightto ignore for passive pressure = 12.00 in Lateral Load Applied to Stem Lateral Load = 0.0 plf ...Height to Top = 0.00 ft ...Height to Bottom = 0.00 ft Wind on Exposed Stem = 0.0 psf Load Factors Dead Load 1.200 Live Load 1.600 Earth, H 1.600 Wind, W 1.600 Seismic, E 1.000 Stem Construction Design Height Above Ftg Wall Material Above "Ht" Thickness Rebar Size Rebar Spacing Rebar Placed at Design Data fb/FB +fa/Fa Total Force @ Section Moment.... Actual Moment.... Allowable Shear..... Actual Shear..... Allowable Wall Weight Rebar Depth 'd' Lap splice 9 above Lap splice if below Hook embed into footing Concrete Data fc Fy Calculations per ACI 318-14, ACI 530.11, IBC 2015, CSC 2016, ASCE 7.10 Adjacent Footing Load Adjacent Footing Load = 0.0 lbs Footing Width = 0.00 ft Eccentricity = 0.00 in Wall to Ftg CL Dist = 0.00 ft Footing Type Line Load Base Above/Below Soil _ - 0.0 ft at Back of Wall Poisson's Ratio = 0.300 Too Stem 2nd Stem OK Stem OK ft = 3.33 0.00 = Concrete Concrete in = 8.00 8.00 - # 4 # 4 in = 8.00 16.00 = Edge Edge = 0.000 0.187 bs = 16.2 576.0 ft-I = 3.6 768.0 ft-I = 7,840.1 4,099.3 psi = 0.2 7.7 psi = 67.1 75.0 psf = 100.0 100.0 in = 6.25 6.25 in = 12.00 12.00 in = 12.00 6.00 in = 1200 6.00 psi = 2,000.0 2,500.0 psi = 60,000.0 60,000.0 Title Block Line 1 Project Title: You can change this area Engineer: using the'Settings' menu item Project ID: and then using the 'Printing & Project Descr. Title Block' selection. Title Block Line 6 _ Printed: 10 MAY 2021, 11:45PM ant everec t3et in ng Wall-- - - - - =c:�u �o, r _km �,:1 »s, Description : 4' Footing Design Results Footing Dimensions & Stren r Toe Width = 1.00 ft Iss lid Heel Width = 1A0 Factored Pressure = 1,948 688 psi Total Footing Width = 2.00 Mu': Upward = 0 0 ft4b Footing Thickness = 12.00 in Mu': Downward = 0 39 ft4b Mu: Design = 768 39 ft4b Key Width Key Depth = 0.00 in = 0.00 in Actual 1-Way Shear = 4.79 2.070 Allow 1-Way Shear = 75.00 75.00 psi Key Distance from Toe = 0.00 ft Toe Reinforcing = # 4 @ 18.00 in fc = 2,500 PrAi Fy = 60,000 psi Heel Reinforcing = # 6 @ 16.00 in Footing Concrete Density = 150.00 pcf Key Reinforcing = None Spec'd Min. As % - 0.0018 Other Acceptable Sizes & Spacings Cover @ Tap 2.00 @ Btm.= 3.00 in Toe: Not req'd, Mu < S ' Fr Heel: Not req'd, Mu < S ' Fr Key: No key defiled Summa of Overtunning & Resisting Forces & Moments .....OVERTURNING..... .....RESISTING..... Force Distance Moment Force Distance Moment Item Ibs ft ft-lb Ibs ft ft-lb Heel Active Pressure = 562.5 1.67 937.5 Sal Over Heel = 146.7 1.83 268.9 Surcharge over Heel = Sloped Soil Over Heel = Toe Active Pressure = -15.0 0.33 -5.0 Surcharge Over Heel = Surcharge Over Toe = Adjacent Footing Load = Adjacent Footing Load = Axial Dead Load on Stem = 300.0 1,33 400.0 Added Lateral Load - 'Axial Lire Load on Stem = 750.0 1.33 1,000.0 Load @ Stem Above Soil = Soil Over Toe = Surcharge Over Toe = Stem Weight(s) = 4%0 1.33 600.0 -- Earth @ Stem Transitions = Total = 547.5 O.T.M. _ 932.5 Footing Weight = 300.0 1.00 300.0 Resisting/Overtuming Ratio = 1.68 Key Weight - Vertical Loads used for Soil Pressure = 1,946.7 Ibs Vert. Component = ^ Total = 1,196.7 Ibs R.M. 1,568.9 resistance, butNis includedfor isal psi eyc�akuullatitroon. for overturning IBC y DITFEN( +5 PCF EQUIVILENT FLUID PRESSURE 2000 PSF SIIIL BEARING PRESSURE 0 PSF Sly 5 1/2 SACK CEMENT PER CUBIC YARD, 2500 PSI MINI" CiNF'RESSIVE STRENGTH, MAXIMUM 6 GALLINLS WATER PER SACK GRADE 60 STEEL N.L. Wb` ob-R- BACKFILL WITH POUR'OUS MATERIAL; PR©VIDE TEMPORARY BRACMGS AS REWD FRAMING PER PLAN UNTIL SLAB IS CONSTRUCTED AND CtRM LOCATION BY OTHERS WALL PER PLAN (2)—#4 CONT. @ TOP 6"1M HORIZ. BARS: PER SCHED. VERT. BARS, PER SCHED. FTG DOWELS W/ STD HOOK INTO FTG: 4' SLAB W/ 3'CLR SAME AS VERT BAR H 6X6 W1.4 X Wi.4 WWF BRACING PER . OR #3 @ 12'o/c E.W. -e 3'CLR 4'0 FTG DRAIN T-oc- FW-imp,, T' 3'CLR IN GRAVEL POCKET BENM .. to k TO HEEL S(X L=L +r it7 T Reinforcement & Footing Schedule H Verttical Reinforcement Horizontal Reinforcement Toe Width Wall Width Heel Width 4'-0" #4 @ 16" o.c. #4 @ 10" o.c. 1'-0" 8" 4" 6'-0" #4 @ 16" o.c. #4 @ 10" o.c. 2'-6" 8" 4" 8'-0" #4 @ 8" o.c. #4 @ 10" o.c. 4'-0" 8" 4" 10'-0" #5 @ 7" o.c. #4 @ 10" o.c. 64' 8" 8" 12'-0" #5 @ 3O.C. #4 @ 8" O.C. 6' a+ 10" TYPICAL CANTED F-ND WALL Scate: NTS = 1'-0'- Section View