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SEE REV1 REVIEWED BLD2021-0811+Structural_Calculations2+6.14.2021_1.34 (2)BLD2021-0811 RECEIVED Oct 21 2021 CITY OF EDMONDS DEVELOPMENT SERVICES DEPARTMENT STRUCTURAL CALCULATIONS Client: Dpallmaffy Project Name: Lot 3 Scope of Work: LATERAL DESIGN & Ret-Wall OF A (3)-STORY SFR Reed & Assoc #: 21-120 Date: 5/9/2021 Location: Edmonds, Wa JOB # 21-120 Lateral Analysis IBC2018 UPSTATE JOB#: 21-120 Description: Lot 3 Engineer: wer Governing Code: 2018 International Building Code all references in right margin are 2018 IBC unless specifically nited otherwise. 1603.1 General Design Criteria Roof Walls Floors Snow I Partitions Live Load (psf) 25 40 25 Dead Load (ps0 15 10 10 1 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 ASCE 7T 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 Earthquake Design Data 1. Risk Category 2. Seismic Importance Factor 3. Short Period Acceleration 1-Second Accelleration 4. Site Class 5. Spectral response coefficient Spectral response coefficient 6. Seismic Design Category 7. Seis. Force Resisting System 8. Design Base Shear 9. Seismic Response Coefficient 10. Response Modification Factor 11. Analysis Procedure Table of Contents 0.0 1.0 2.0 3.0 4.0 5.0 6.0 7.0 ASCE 7 T 1.5-1 le 1.00 ASCE 7 T 1.5-2 SS 1.25 USGS Seismic Design Map Online S , 0.4 USGS Seismlc Design Map Online D ASCE 7 T 20.3-1 SDS 0.83 EQ 16-38 Sp1 0.43 EQ 16-39 D T1613.2.3(1) and (2) A.15. ASCE 7 T 12.2-1 12749 Ibs See Page 3.0 CS 0.13 ASCE 7 EQ 12.8-2 R 6.5 ASCE 7 T 12.2-1 Equivalent Lateral Force ASCE 712.8 General Lateral Design Criteria Determination of Wind Forces Determination of Seismic Forces Allowable Stress Design Loads Shear walls in the Front to Rear Direction Shear walls in the Side to Side Direction Shear flow calculations Appendix Version 7.0 Pg 0.3 Wind Design (MWFRS - Simplified Envelooe Procedure) IBC 2018 Part 2 Wind Load Method ASCE 7 28.1.1 Part 2 ASD/Basic Wind Speed 85/ 110 mph 1609.3, F 1609.3(1) Wind Exposure Category B 1609.4 Height & Exposure Adjustment 1 = 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 =1 Kzt 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, 0,)(os30) 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 I 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- 7, (P sx'X) x=A Diaphragm (x = 31 l.h.d. (ft) = 43 a (ft) = 4.3 Areas 2a (ft) = 8.6 Forces Dianhraem (x = 2) l.h.d. (ft) = 43 a (ft) = 4.3 Areas 2a (ft) = 8.6 Forces Dianhraem (x =1.) l.h.d. (ft) = 43 a (ft) = 4.3 Areas 2a (ft) = 8.6 Forces Front to Rear A B C D 44 184 Fx - 725 Fxmin - 2280 Front to Rear A B C D 88 368 Fx = 1450 Fxmin = 4560 Front to Rear A B C I 60 266 Fx - 966 Fxmin = 3260 Side to Side _ A B C D 44 154 F. = 769 Fxmin = 1980 Side to Side A B C D 88 340 Fx - 1491 Fxmin - 4280 Side to Side A B C D 60 240 Fx = 1005 Fxmin = 3000 Version 7.0 Pg 1.4 Seismic Desien IBC 2018 Site Classification, Criteria Selection, & Minimum Desien Lateral Force Risk Category I1 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 Desien 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. 2 S DS = 3 • F a • S S SDs = 0.83 EQ 16-38 2 S D1 = 3 •F V•S 1 SDI = 0.43 EQ 16-39 Seismic base shear ASCE 7 12.14.8.1 V = (F SDs/R) W Where: F=L2 for (3+)-story ASCE 7 EQ 12.14-12 Vertical Distribution, Forces at each level ASCE 7 12.14.8.2 F,, _ (w,t/W) V FX = 0.154 x wx ASCE 7 EQ 12.14-13 F.ffaetiva eaiemie waioht R, F.irrae llhel at i.aval v Diaphragm (x = 3) F,r= 4305 roof area (ft') floor i,rcu (A') w stoheight III) wall !myth itt) wX 1540 8 122 weight (Ibs) 23100 0 4880 27980 Diaphragm (x = 2) F,, = 4672 oofarea(ft') floor area (ft) story heigltt(fl) wall length (ft) wX 400 1400 9 122 weight (Ibs) 6000 14000 5490 30370 Diaphragm (x =1) F. = 4752 roof area (ft''I floor area (112) story height (ft) wall length (ft) wX 0 2000 9 120 weight (Ibs) 0 20000 5400 30890 Version 7.0 Pg 2.5 Allowable Stress Design Loads Far 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. Design 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 + W VV *0.6 Where (o 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-0.2SpSD) 0.9 D + simplify & arrange variables 1.4 (0.9 -0.14 SDS) D + P QE 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 1544 x = 2 3557 3338 x = 1 2543 2340 Seismic Design Loads, (p/1.4) F,, p = 1.3 Diaphragm Force Ibs x = 3 3997 x = 2 4339 x = 1 4413 2302.1 1605.3.2 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 Desien Loads For Wood - cont. Sum the moments about the base of a shearwall, overturning shall resist, (V•w)•h - 3 (D-2 + P-W for wind (V.w).h - (0.9 -0.14 S DS) I 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 Bode Diagram of a ShearWall (Yxb Version 7.0 Pg 3.7 Wall Line Level (X) . `}o p Segment Tributary loads Wind Seismic Width Height wr �Nra wf wfa T(x) T(x+l) T(x) T(x+l) Scis max l 3 F-R 10.00 8 2 9 -606 -338 Wind Seis VD(x+1)[lbs] 11.00 8 2 9 -643 -381 2 9 50% 1 50% VD(x) [Ibs] 889.2 1998.57 VT(x) [Ibs] 889.2 1998.57 L 21.00 21.00 n 42 95 2015 SDPWS SEISMIC MAX TMAX(x) [Ibs] 2 3 F-R 9.50 8 2 9 -542 -214 Wind Seis VD(x+1) [Ibs] 9.00 8 2 9 -523 -193 % 50% 5)% VD(x) [Ibs] 889.2 1998.57 VT(x) [Ibs] 889.2 1998.57 L 18.50 18.50 n 48 108 2015 SDPWS SEISMIC MAX TMAX(x) [Ibs] 3 3 F-R Wind Scis VD(x+1) [Ibs] % VD(x) [Ibs] VT(x) [Ibs] L n 2015 SDPWS SEISMIC MAX TMAX(x) [Ibs] 4 3 F-R Wind Seis VD(x+)) [Ibs] VD(x) [Ibs] VT(x) [Ibs] L n 2015 SDPWS SEISMIC MAX TMAX(x) [Ibs] Version 7.0 Pg 4.8 Tributary loads ®®®®®®®®®®® Wind Seis MMEM_- 111111 2015 SDPWS SEISMIC MAX Wind Seis '232__mmmm_____ 12015 SDPWS SEISMIC MAX Wind Seis INS 2015 SDPWS SEISMIC MAX ' _1mmmmm Version 7.0 Pg 4.9 -- Tributary loads ®®®®®®®®®®® Wind Scis ' _��MMM_____ ' 29.00 29.00 1 _-MEME_____ __MMMM_____ __�■■._____ ao�Mmmm®® Wind Seis • ®®OMMOMEMME ■E���������� 36.00 36.00�_.■.-__-__ 1 • 177 ©0 � IMMIMMM ONE MEMOMMI Wind Seis Wind Seis ' ������r��■� �■������■����i Version 7.0 Pg 4.10 Wall Line Level X �G;�tie Segment Tributary loads Wind Seismic FdthTlAeight wr wra wf wfa T x T x41 T x T x4-1 Seis max A 3 S-S 3.00 8 10 9 -440 12 159 Wind Seis VD(x+1) [lbs] 3.30 8 10 9 -463 -15 144 2.50 5 10 9 -248 39 50° 0 50% VD(x) [lbs] 772.2 1998.57 VT(x) [Ibs] 772.2 1998.57 L 16.80 16.80 n 46 119 2015 SDPWS SEISMIC MAX 159 TMAX(x) (Ibs] 113 458 4.00 8 10 9 -517 -78 2.00 5 10 9 -214 78 149 2.00 5 113 458 149 B 3 S-S 3.00 8 10 9 -503 -152 131 Wind Seis VD(x+I) [Ibs] 3.00 8 10 9 -503 -152 131 3.30 8 10 9 -526 -179 119 % 50% 50% VD(x) [Ibs] 772.2 1998.57 VT(x) [Ibs] 772.2 1998.57 L 20.30 20.30 n 38 98 2015 SDPWS SEISMIC MAX 131 TMAX(x) [Ibs] 73 356 7.00 8 -98 320 2.00 5 73 356 123 2.00 5 73 356 123 C 3 S-S 8 10 9 Wind Seis VD(x+I) [Ibs] % VD(x) [Ibs] VT(x) [lbs] L 11 2015 SDPWS SEISMIC MAX TMAX(x) [Ibs] D 3 S-S Wind Seis VD(x+1) [lbs] % VD(x) [lbs] VT(x) [Ibs] L n 2015 SDPWS SEISMIC MAX TMAX(x) [Ibs] Version 7.0 Page5.11 Wall Line Level (x) � �c;o Q`� Segment Tributary loads Wind Seismic Width Height wr wra wf wfa T(x) T(x+l) T(x) T(x+l) Seis max A 2 S-S 5.00 9 9 9 172 113 1 1210 458 Wind Seis VD(x+1) [Ibs] 772.2 1998.57 6.00 9 9 9 112 113 1140 458 5.00 9 9 9 172 113 1210 458 % 25% 25% VD(x) [Ibs] 834.6 1084.64 VT(x) [Ibs] 1606.8 3083.21 L 16.00 16.00 n 100 193 2015 SDPWS SEISMIC MAX TMAX(x) [Ibs] 172 1210 9 9 9 9 B 2 S-S 3.00 9 10 9 143 73 1043 356 257 Wind Seis VD(x+I) [Ibs] 772.2 1998.57 DAD 25% 25% VD(x) [Ibs] 834.6 1084.64 VT(x) [Ibs] 1606.8 3083.21 L 18.00 18.00 n 89 171 2015 SDPWS SEISMIC MAX 257 TMAX(x) [Ibs] 143 1043 3.00 9 10 9 143 73 1043 356 257 6.00 9 9 9 -28 73 844 356 3.00 9 11 9 133 73 1032 356 257 3.00 9 11 9 133 73 1032 356 257 C 2 S-S 8.50 9 9 9 -655 -708 Wind Seis VD(x+I) [Ibs] % 50% 50% VD(x) [Ibs] 1669.2 2169.29 VT(x) fibs] 1669.2 2169.29 L 37.50 37.50 n 45 58 2015 SDPWS SEISMIC MAX TMAX(x) [Ibs] 10.00 9 9 9 -745 -813 10.00 9 9 9 -745 -813 9.00 9 9 9 -685 -743 D 2 S-S Wind Seis VD(x+l) [Ibs] % VD(x) [Ibs] VT(x) [Ibs] L n 2015 SDPWS SEISMIC MAX TMAX(x) [Ibs] Version 7.0 Page5.12 Wall Line Level (x) ��o ��t Segment Tributary loads Wind Seismic Width Height wr wra wf wfa T(x) T(x+l) T(x) T(x+1) Seis max A 1 S-S 4.00 9 9 9 621 172 2652 1210 294 Wind Seis VD(x+1) [Ibs] 1606.8 3083.21 % 25%n 25% VD(x) [Ibs] 585 1103.21 VT(x) [Ibs] 2191.8 4186.43 L 16.00 16.00 n 137 262 2015 SDPWS SEISMIC MAX 392 TMAX(x) [Ibs] 681 2722 5.00 9 9 9 561 172 2582 1210 4.00 9 9 9 621 172 2652 1210 294 3.00 9 9 9 681 172 2722 1210 392 $ 1 S-S 50.00 9 -1242 143 -274 1043 Wind Seis VD(x+I) [Ibs] 1606.8 3083.21 25% 25% VD(x) [Ibs] 585 1103.21 VT(x) [Ibs] 2191.8 4186.43 L 50.00 50.00 n 44 84 2015 SDPWS SEISMIC MAX TMAX(x) [Ibs] all conc C 1 S-S 11.00 9 9 9 -551 -394 Wind Seis VD(x+l) [Ibs] 1669.2 2169.29 % 50% 50% VD(x) [Ibs] 1170 2206.43 VT(x) [Ibs] 2839.2 4375.71 L 39.00 39.00 n 73 112 2015 SDPWS SEISMIC MAX TMAX(x) [Ibs] 10.00 9 9 9 -491 -324 10.00 9 9 9 -491 -324 9.00 9 9 9 -370 -184 D 1 S-S Wind Seis VD(x+l) [Ibs] % VD(x) [Ibs] VT(x)[lbs] L n 2015 SDPWS SEISMIC MAX TMAX(x) [Ibs] Version 7.0 Page5.13 Shear wall Summary Sheeting Re m'ts Wind I Seis 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 - 1 st B - I st C - 1 st D - i st Sheathing Shear Flow 46 102 106 232 72 193 64 257 32 58 97 220 78 177 98 392 31 84 52 112 SW-1 SW-2 SW-3 Shear Transfer Wind I Seismic 65 102 148 232 100 193 89 171 45 58 136 220 109 177 137 262 44 84 73 112 RSW 257 392 220 262 ^�-r Shear Transfer Connectors - CD = 1.6, Hem -Fir Connector Z (Ibs) 16d Nails (Common: 3.5"x0.162") 195.2 lbs 10.6 8.9 0.0 0.0 0.0 1 0.0 Simpson A35 Clip 510 lbs Simpson H 1 Truss Connector 440 lbs 24.0 1 20.2 0.0 0.0 0.0 10.0 Simpson LTP4 Clip (8d COMMON NAILS REQUIRED) 450 lbs 24.5 1 20.6 0.0 0.0 0.0 0.0 1/2" Diameter Anchor Bolts (2x) 944 lbs 51.5 1 43.2 0.0 0.0 0.0 0.0 5/8" Diameter Anchor Bolts (2x) 1376 lbs 75.1 1 63.0 0.0 0.0 0.0 0.0 5/8" Diameter Anchor Bolts (3x) 1712 lbs 93.4 1 78.4 0.0 0.0 0.0 0.0 Overturning Values Wind I Seismic 1557 1210 1043 1782 2722 (plf) (Plo 2018 NDS T12N Current Simpson Guide Current Simpson Guide Current Simpson Guide 2018 NDS T12E 2018 NDS T12E 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, UNO: 8d=0.131"x2'/z", 10d=0.148"x3", 12d=0.148"x3'/4". 16d=0.162"x3'/�", 16d sinker=0.148"x3'/<". (6) Install 1-11's on all trusses/rafters, A35's at 24"o/c on gables & rim joist (or solid blkg) to top plate (sill plate at fdn) u.n.o.; When specified spacing is less than 24"o/c, install A35's at roof solid blk'ing to SW top plate, and install H1 or H2.5 on all trusses/rafters. LTP4, LTP5 or LS50 can be substituted for A35. Conn. 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 #: 21-120 MARK HOLDOWN ! STRAP *(1) FASTENERS TO (2)-STUDS MIN U.N.O. FOUNDATION ANCHOR *(1)(4) COMMENTS T-I MSTC52 (24) - 16d sinkers to each connected element N%A wall-to-wall connection u.n.o. 12 STHD14/14R.I (38)/(30) - 16d N/A SHEARWALL SCHEDULE Date: 5/9/2021 Job #: 21-120 MARK *(2) SHEATHING - .APPLY TO 2x HF STUDS @ 16"o/c U.N.O. BELOW *(9) SHEATHING EDGE NAILS *(5) ALL EDGES BLOCKED (do not penetrate past flush) BASE PLATE NAILS *(5) ROOF TO TOP PLATE, FLOOR TO TOP PLATE & SfLL PLATE *(6) SILL PLATE ANCHORS w/ 3" x 3" x 1/4" WASHERS *(8) SW -I 7/16" OSB 8d @ 6" o/c (12" o/c field) 16d @ 6 " o/c A35 @ 20 " o/c 5/8"Ox10" AB's @ 48 " o/c SW-2 7'16" OSB *(7) 8d @ 3" o/c (12" o/c field) 16d @ 6 " o/c A35 @ 20 " o/c 5'8" (six 10" .AB's @. 48 " o/c SW-3 7/ 16" OSB *(7) 8d @ 3" o/c (12" o/c field) 16d @ 4 " o/c A33 @ 12 " o/c 5/8"OXIO" AB's @ 32 " o/c Title Block Line 1 Project Title: You can change this area Engineer. Project using the'Settings' menu item Project DeDe scr: and then using the 'Printing & Title Block' selection. Description: l z Crib da Retained Height = 12.00 ft Wall height above soil = 0.50 ft Slope Behind Wall = 0.00 :1 Height of Sal over Toe = 0.00 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 = & Overturning 0.0 psf Used To Resist Sliding Surcharge Over Toe = 0.0 psf Used for Sliding & Overtumi 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 Wag Stability Ratios Overturning = 1.50 OK Sliding = 0•43 OK Slab Resists All Slyding ! Total Bearing Load = 4,812 Ibs ...resultant ecc. - 14.61 in Sal Data -771 Soil Bearing = 2,000.0 psf Equivalent Fluid Pressure Method Heel Active Pressure = 45.0 pets Toe Active Pressure = 30•0 pets Passive Pressure = 389•0 psftft 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 Soil Pressure Toe = 1,168 psi OK Sal Pressure Heel = 47 psf OK Allowable 2,000 psi l 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 Siiding Calcs Slab Resists All Sliding! Lateral Sliding Force - 3,787.5 Ibs less 100% Passive Force = 0.0 Ibs less 100% Friction Force = - 1,620.0 Ibs Added Force Req'd = 2,162.5 Ibs NG ....for 1.5 : 1 Stability = 4,056.3 Ibs NG Wind on Exposed Stem = 0.0 psf Stem Construction 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 {bfFB +fa/Fa Total Force @ Section Moment.... Actual Moment....Allow" Shear..... Actual Shear..... Allowable Wall Weight Rebar Depth 'd' Lap splice if above Lap splice if glow Hook embed into footing Concrete Data fc Fy Printed: 10 MAY 2021, 11:34PM Calculations per ACI 318.14, ACI 530-11, IBC 2015, CBC 2018, ASCE 7.10 Adjacent Footing Load Adjacent Footing Load = 0.0 Ibs Footing Width = 0.00 ft 0.00 in Eccentricity = 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 Top Stem 2nd Stem 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 _ &M OX3 Ibs = 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 ftem and then using the 'Printing & Title Block' selection. Description: 17 Footing Dimensions & Strengths Toe Width = 6.25 ft Heel Width = 1.67 Total Footing 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 = 2,500psI Fy = 60,000 psi Footing Corrcr�e Density = 150.00od 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 Toe Hftl Factored Pressure = 1,474 60 ppsf MY: Upward = 21,529 0 ft-Ib 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 Spec'd 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 4 Fr Key: No key defined Summary of Overturning & Resisting Forces & Moments .....OVERTURNING..... ...RESISTING..... Force Dist�ce Moment Force Distance Moment Item Ibs ft ft-lb Ibs ft ft-lb Heel Active Pressure = 3,802.5 4.33 16,477.5 Soil 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 Resisting/Overturning Ratio = 1.50 Vertical Loads used for Soil Pressure = 012.4 Ibs Sloped Soil 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 Might(s) = 1,250.0 6.58 8,2292 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 is liveload sl�anfor overturning resistance, are ckularo. Title Block Line 1 Project Title: You can change this area Engineer. Protect ID: using the "Settings' menu item Protect Descr and then using the 'Printing & Title Block' selection. Description : 10' Criteria Retained Height - 10.00 ft Wall height above sod = 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 Sod Pressure, NOT USED for Sliding Resistance. NOT USED for overturning Resistance. Surcharge Loads Surcharge Over Heel = 0.0 psf Used To Resist Sliding & Overturning Surcharge Over Toe = 0.0 psf Used for Sliding & Overtumin Axial Load Applied to Stem Axial Dead Load = 300.0 Ibs Axial Live Load = 750.0 Ibs Axial Load Eccentricity = 0.0 in Design Summa Waft Stability Ratios Overturning = 1.54 OK Sliding = 0.45 OK Stab Resists All Sfiding Total Bearing Load = 3 817 Ibs §.44 ...resultant ecc. _ in Sal 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 psftft Soil 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 = 12.00 in Lateral Load Applied to Stem Lateral Load = 0.0 pff ...Height to Top = 0,00 ft ...Height to Bottom = 0.00 ft Sal Pressure @ Toe = 996 psf OK Soil Pressure @ Heel = 164 psf OK Allows 2,000 psf p SSo Pressure 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 Calcs Slab Resists All Sliding! Lateral Sliding Force = 2,707.5 Ibs less 100% Passive Force = - 0.0 Ibs less 100% Friction Force = - 1,226.0lbs Added Force Req'd = 1,480.8 Ibs NG ...,for 1.5 :1 Stability = 2,834.6 lbs 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 Wall Material Above'HY Thickness Rebar Size Rebar Spacing Rebar Placed at Design Data fbIFB +fatFa Total Force @ Section Moment.... Actual Moment Allowable Shear..... Actual Shear.... Allowable Wall Weight Rebar Depth 'd' Lap splice if above Lap splice 9 below Hook embed into footing Concrete Data fc Fy Printed: 10 MAY 2021, 11:39PM 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 AbovetBelow Soil = 0.0 ft at Back of Wall Poisson's Ratio = 0.300 Top Stem 2nd Sham OK Stem OK ft = 3.33 0.00 = Concrete Concrete in = 8.00 8.00 _ # 4 # 4 in = 8.00 5.00 = Edge Edge = 0.454 0.977 Ibs = 1,601.6 3,600.0 ft-I = 3,560.9 12,000.0 ft-1= 7,840.1 12276.6 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 = 1200 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 Engineer using the 'Settirgs' menu item Project ID: and then using the 'Printing & Project Descr: Title Block' selection. P Title Block Line 6 Printed: 10 MAY 2021 11 39PM �Fk -G:lUskmlON4lettD25id0 �i2F kE jn���IkeWjninq Wall Footing Dimensions & Strengths Footing Design Results Toe Width Heel Width = 5.25 ft = 1.33 Factored Pressure ?4a !flld = 1,274 210 ppsf Total Footing Width = 6.58 MU: Upward Mu': Downward = 13,653 0 ft-Ib 2,481 330 ft4b Footing Thickness = 12.00 in Mu: Design _ 11,172 330 ft-lb Key Width = 0.00 in Actual 1-Way Shear = 32.35 8.73 psi Key Depth = 0.00 in Allow .1-Way Shear = 75.00 75.00 psi Key Distance from Toe = 0.00 ft Toe Reinforcing = # 5 @ 7.50 in fc = 2 500 si Fy = 60,000 psi Heel Reinforcing Key Reinforcing = # 6 @ 16.00 in = None Spec'd Footing Concrete Density = 150.00 Oaf 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 req'd, 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 4,5592 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.Q Added Lateral Load = `Axial Live Load on Stem = 750.0 5.58 4,187.5 Load @ Stem Above Soil = Sal 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 Ming Weight = 987.0 3.29 3,247.2 Resisting/Overturning Ratio = 1.54 Key Weight = Vertical Loads used for Sal Pressure = 3,816.7 Ibs Vert. Component = Total = 3,066.7 Ibs R.M. = 15,343.9 resistance, but ��nclu do r so, pri�'ssurre cakuulatit �n � overturning 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 : 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 Sol Pressure. NOT USED for Sliding Resistance. NOT USED for Overturning Resistance. Surcharge Loads Surch Over Heel = 0.0 psf & Overturning Used�Resist Sliding Surcharge Over Toe = 0.0 psf Used for Slidigg & 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 Stab Resists All Sliding! Total Bearing Load = 3,471 lbs ..,resultant ecc. = 2.15 in Project Title: Engineer. Project ID: Project Descr: Soli Data Allow Sol Bearing = 2,000.0 psf Equivalent Fluid Pressure Method Heel Active Pressure = 45.0 pall Toe Active Pressure = 30.0 psf/ft Passive Pressure = 389.0 psf/ft Sal Density, Heel = 110.00 pcf Soil Density, Toe = 110.00 pcf Friction Coeft btwn Ftg & Soil = 0.400 Sal height to ignore far 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 Soil Pressure @ Toe = 441 psf OK Soil Pressure @ Heel = 614 psf OK AllowableSSal 2,000 psf Pressure Less Than Albwable ACI Factored @ Toe = 568 Pct ACI Factored @ Heel = 789 psf Footing Shear @ Toe = 20.7 psi OK Footing Shear @ Heel = 7.2 psi OK Allowable = 75.0 psi Sliding Calcs Slab Resists All Sliding 1 Lateral Sliding Force = 1,807.5 lbs less 100% Passive Force = - 0.0 Ibs less 100% Friction Force = - 1,088.0lbs Added Farce Req'd = 719.2 lbs NG ....for 1.5 : 1 Stability = 1,623.0 lbs NG Wind on Exposed Stem = 0.0 psf Stem Construc non 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 Thickness Rebar Size Rebar Spacing Rebar Placed at Design Data fb/FB +fa/Fa Total Force @ Section Moment.... Actual Moment .... .Aliowable Shear ..... Actual Shear..... Allowable Wall Weight Rebar Depth 'd' Lap splice if above Lap splice if below Hook embed into footing Concrete Data Pc Fy Printed: 10 MAY 2021, 11:41PM !"-U.IUS�lblVW[IGE 1[.CSAiVF11!l�Vjw v_v Calculations per ACI 318-14, ACI 530.11, IBC 2015, CBC 2016, ASCE 7.10 Adjacent Footing Load Acgacent Footing Load = Footing Width = Eccentricity = 0.0 lbs 0.00 ft 0.00 in Wail to Ftg CL Dist = Footing Type 0.00 ft Line Load Base Above/Below Soil = at Back of Wail 0.0 ft Poisson's Ratio = 0.300 Too Stem 2nd Stem OK Stem OK ft = 3.33 0.00 = Concrete Concrete in = &00 8.00 # 4 # 4 in = 8.00 9.00 = Edge Edge = 0.156 0.W lbs = 785.1 2,304.0 ft4= 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 = 1200 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 Projed Title: You can change this area Engineer - using the 'Settings' menu item Project ID: and then using the *Printing & Protect Descr. Title Block' selection. Footing Dimensions & Strenglfis Toe VWdth = 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 = 21500 s; 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 IM! Factored Pressure = 568 789 psf Mu': Upward = 0 0 ft4b Mu': Downward = 0 272 ft4b Mu: Design = 6,144 272 ft4b Actual 1-Way Shear = 20.67 7.19 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 req'd, Mu < S Fr Key: No key defined Summary of0vertuming& Resisting Forces & Moments .....OVERTURNING..... Force Distance Moment ...,.RESISTING..... Force Distance Moment Item Ibs ft ft4b Ibs ft ft-lb Heel Active Pressure = 1,822.5 3.00 5,467.5 Soil Over Heel = 583.7 6.25 3,647.4 Surchargeover 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 Sal = Sal Over Toe = Surcharge Over Toe Stem Weight(s) = 850.0 5.58 4,745.8 Earth @ Stem Transitions = Total = 1,807.5 O.T.M. = 5,462.5 Footing Wert = 987.0 3.29 3,247.2 Resisting/Overturning Ratio = 2.44 Key Weight = Vertical Loads used for Sal Pressure = 3,470.7 Ibs Vert. Component = Total = 2,720.7 Ibs P.M.= 13,315.4 * Axial live load NOT included in total displayed or used for overturning resistance, but is included for sal pressure calculation. Title Block Line 1 You can change this area using the 'Settings' menu item and then using the 'Printing & Title Block' selection. Description : Criteria Ruined Height = 6.00 ft Wall height above soil = 0.50 ft Slope Behind Wall = 0,00 :1 Height of Sal over Toe = 0.00 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 & Overturning Used To Resist Sliding Surcharge Over Tce = 0.0 psf Used for Slidr & Overturning Axial Load Applied to Stem Axial Dead Load 300.0 Ibs Axial Live Load = 750.0 Ibs Axial Load Eccentricity = 0.0 in Design Summary Wall Stability Ratios Overturning = 1.53 OK Sliding = 0.61 OK Slab Resists All Sliding Total Bearing Load - 2 408 Ibs Y08 ...resultant ecc. _ in Projed Title: Engineer: Project ID: Project Descr. Soil Data 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 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 Top = 0.00 ft ...Height to Bottom = 0.00 ft Soil Pressure @ Toe = 1,092 psf OK Sal Pressure @ Heel = 390 psf OK Allowabel 2,000psf 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 Cafcs Slab Resists All Sliding 1 Lateral Sliding Force = 1,087.5 Ibs Less 100% Passive Force = - 0.0 lbs less 100% Friction Force = - 660.0 Ibs Added Force Req'd - 424.5 Ibs NG ....for 1.5 : 1 Stability = 968.3 Ibs NG Wind on Exposed Stem = 0.0 psf Stem Construction 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 .... .AI lamable Shear..... Actual Shear .... .Albwable Wa6 Weight Rebar Depth 'd' Lap splice if above Lap splice if below Hook embed into footing Concrete Data fc Fy Printed: 10 MAY 2021, 11:43PM F�`""(;�C,�£E'rSlilWfiEl'1l)2Skt0�.1�r072CIS1LFt-Ltk"P.-71t5"'!}LC74JF_`.I.:C 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 = OM OAM Ibs = 256.6 1,296.0 ft-I = 228.4 2,592.0 ft-1= 7,840.1 4,099.3 psi = 3.4 17.3 psi = 67.1 76.0 psf = 100.0 100.0 in= 6.25 6.25 in = 12.00 12.00 in = 12.00 6.00 in = 12.00 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 'Printing Project ID: Project Descr. and then using the & Title Block' selection. Title Block Line 6 Printed: 10 MAY 2021, 11:43PM --tait�t > 1 f=e:iusers� a raa-xu a ec Description : s' Footing Dimensions .& Strengths ---� Footing Design Results----� Toe Width = 2.25 ft Heel Heel Width = 1.00 Factored Pressure = 1,446 517 psf Total Footing Width = 3.25 Mu': Upward = 0 0 ft4b Footing Thickness = 12.00 in Mu': Downward 0 Mu: Design - 2,592 54 ft4b 54 ft4b Key Width = 0.00 in Actual 1-Way Shear = 15.80 2.84 psi Key Depth = 0.00 in Allow 1-Way Shear = 75.00 75.00 psi Key Distance from Toe = 0.00 ft Toe Reinforcing = # 5 @ 7.50 in fc = 2,500 PSI 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 @Top 2.00 @ Btm.= 3.00 in Toe: #4@ 13.25 in, #59 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 Overtuming & Resisting Forces & Moments .....OVERTURNING..... Force Distance Moment .....RESISTING..... Force Distance Moment Item Ibs ft ft-lb - Ibs ft ft-lb Heel Active Pressure = 1,102.5 2.33 2,572.5 Sal Over Heel = 220.0 3.08 678.3 Surcharge over Heel = Toe Active Pressure = -15.0 0.33 -5.0 Surcharge Over Toe = Adjacent Footing Load = Added Lateral Load = Load @ Stem Above Soil = Total - 1,087.5 O.T.M. = 2,567.5 Resisting/Overturning Ratio = 1.53 Vertical Loads used for Soil Pressure = 2,407.5 lbs Sloped Sal Over Heel Surcharge Over Heel Adjacent Footing Load Axial Dead Load 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 'rei btanece�but NOT ichidedor intotal caiculatition. for overturning Title Block Line 1 You can change this area using the 'Settings' menu item and then using the 'Printing & Title Block' selection. Description : 4' Criteria Retained Height = 4.00 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 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 & Overturnin 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 = 1.68 OK Sliding = 0.87 OK Slab Resists All Skding Total Bearing Load = 1,947 lbs ...resultant ecc. = 1.91 in Project Title: Engineer: Project ID: Protect Descr. Sal Data Allow Soil Bearing = 2,000.0 psf Equivalent Fluid Pressure Method Heel Active Pressure = 45.0 psftft Toe Active Pressure = 30.0 psftft Passive Pressure = 389.0 psftft 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 = 12.00 in Lateral Load Applied W Stem Lateral Load = 0.0 ptf ...Height to Top = 0.00 ft ... Height to Bottom = 0.00 ft Sal Pressure @ Toe = 1,439 psf OK Soil Pressure @ Heel = 508 psf OK AllowableSoo psf o Pressure Less Than Albwable 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 tbs less 100% Passive Force = 0.0 lbs less 100% Friction Force = - 478.0 lbs Added Force Req'd = 68.8 lbs NG ..,.for 1.5 : 1 Stability = 342.6 lbs 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 Wall Material Above'HP Thickness Rebar Size Rebar Spacing Rebar Placed at Design Date 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 9 below Hook embed into footing Concrete Data Pc Fy Printed: 10 MAY 2021, 11:45PM F fe aLv I J 1, Calculations per ACI 318.14, ACI 530.11, IBC 2015, CBC 2016, ASCE 7-10 Adjacent Footing Load Adjacent Footing Load = 0.0 lbs Footinrtgg Width = 0.00 ft Eccentriaty = 0.00 in Wall to Ftg CL Dist = 0.00 ft Footing Type Line Load Base AbovetBelow Soil = 0.0 ft at Back of Wall Poisson's Ratio = 0,300 Too Stan 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 lbs = 16.2 576.0 ft-I = 3.6 768.0 fta = 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 = 12.00 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. Description: 4' Footing Dimensions & Strengths Toe Width = 1.00 ft Heel Width = 1.00 Total Footing Width = 2.00 Footing Thickness = 12.00 in Key Width = 0.00 in Key Depth = 0.00 in Key Distance from Toe = 0.00 ft Footing Fy Concretef�sity 1150.00O000 d Min. As % = 0.0018 Cover @ Top 2.00 @ Btm.= 3.00 in Footing Design Results I� 112d Factored Pressure = 1,948 688 ppsf Mu': Upward = 0 0 ft-Ib Mu': Downward = 0 39 fi4b Mu: Design = 768 39 ft4b Actual 1-Way Shear = 4.79 2.07 psi Allow 1-Way Shear = 75.00 75.00 psi Toe Reinforcing = # 4 @ 18.00 in Heel Reinforcing = # 6 @ 16.00 in Key Reinforcing = None Spec'd Other Acceptable Sizes & Spacings Toe: Not req'd, Mu < S' Fr Heel: Not req'd, Mu < S * Fr Key: No key defined Summary of Overhiming & Resisting Forces & Moments .....OVERTURNING..... .....RESISTING..... Force Distarice Moment Force Distance Moment Itarn Ibs ft ft-lb Ibs ft ft-lb Heel Active Pressure = 562.5 1.67 937.5 Soil 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 Live Load on Stem = 750.0 1.33 1,000.0 Load @ Stem Above Soil = Sal Over Toe = Surcharge Over Toe = Stem Weights) = 450.0 1.33 600.0 Earth @ Stem Transitions = Total = 547.5 O.T.M. = 932.5 Footing Weight = 300.0 1.00 300.0 Resisting/Overturning 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 *resins litanoe, butNis includededorista� u c�alcuulation. overturning FRAMING PER PLAN LOCATION BY OTHERS GENERAL NOTES., IBC DITION +5 PCF E&1IVILENT FLUID PRES&W 2= PSF SOIL BEARING PRESSURE U PSF SURCHARGE 5 1/2 SACK CEMENT PER CUBIC YARD, 25M PSI MINIMUM COMPRESSIVE STRENGTH, MAXIMUM 6 GALLONS WATER PER SACK GRADE 60 SFEEL h-LL V&—PP4Z' BACKFILL. WITH POUROUS MATERIAL; PR13Vi]E TEW13RARY BRACI14GS AS REWD UNTIL SLAB IS CONSTRUCTED AND CURED. WALL PER PLAN (2)—#4 CONT. @ TOP M 4' SLAB W/ .3 LAX 6X6 W1.4 X W1.4 WWF OR #3 @ 12'o/c E.W. ° 3"aR T•oc FZE--I/JF, Tv MA-7VEI Vim% 3'Cl R k% HEEt- CHIN HORIZ. BARS: PER SCHED. VERT. BARSt PER SCHED. FTG DOWELS W/ STD HOOK INT❑ FTG: SAME AS VERT BAR H SPACING PER SCHED, 4'0 FTG DRAIN IN GRAVEL POCKET BEARING' Sfx Reinforcement & Footing Schedule H Verthcal Reinforcement Horizontal Reinforcement Toe Width Waft 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. 5-3" 8" 8" 12'-0" 1 #5 @ S o.C. 1 #4 @ 8" O.C. 6' 10" 1'-0" L TYPICAL CANTED FND WALL Scale; NTS = 1`0 Section View