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REVIEWED BLD2021-0809+Structural_Calculations2+6.14.2021_1.25 (2)RECEIVED Oct 21 2021 CITY OF EDMONDS DEVELOPMENT SERVICES DEPARTMENT BLD2021-0809 STRUCTURAL CALCULATIONS Client: Dpallmaffy Project Name: Lot 2 Scope of Work: LATERAL DESIGN & Ret-Wall OF A (3)-STORY SFR Reed & Assoc #: 21-1 l 9 Date: 5/9/2021 Location: Edmonds, Wa JOB # 21-119 Lateral Analysis IBC2018 UPSTATE JOB#: 21-119 Description: Lot 2 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 40 25 Dead Load (psf) 15 10 10 10 1603.1.4 Wind Design Criteria 1. Basic /ASD Wind Speed V/Vasa 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 ASCE 7F26.13-1 5. Components and Cladding design pressure +/- 16 psf ASCE 7 30.2.2 1603.1.5 Earthquake Desian 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 Seismic Design Map Online D ASCE 7 T 20.3-1 SDS 0.83 EQ 16-38 Sol 0.43 EQ 16-39 D T1613.23(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 Envelope 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 = l KZr 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,)(ps3o) ASCE 7 F 28.5-1 110 Horizontal Pressures Vertical Pressures Overhangs 0 A B I C I 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 Z (P sx'X) x = A Diaphragm (x = 3) l.h.d. (ft) = 43 a (ft) = 4.3 Areas 2a (ft) = 8.6 Forces Diaphragm (x = 2) l.h.d. (ft) = 43 a (ft) = 4.3 Areas 2a (ft) = 8.6 Forces Diaphragm (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 F, 725 F�i„in = 2280 Front to Rear A B C D 88 368 Fx = 1450 Fxmin = 4560 Front to Rear A B C D 60 266 F 966 Fxmin = 3260 Side to Side A B C D 44 154 Fx - 769 Fxmul - 19s0 Side to Side A B C D 88 340 F, -_ 1491 Fxmin = 4280 Side to Side A B C D 60 240 F, � 1005 F,,„n, - 3000 Version 7.0 Pg 1.4 Seismic Design IBC 2018 Site Classification. Criteria Selection, & Minimum Desietn Lateral Force Risk Category II ASCE 7 T 1.5-1 Seismic Importance Factor It_ 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 {i T1613.2.3(1) Site Coeffiecient, Fv )C,f= T1613.2.3(2) Substitute equations 16-36 & 16-37 into 16-38 & 16-39, respectively. S DS = 3 • F a • S g SDs = 0.83 EQ 16-38 2 S py = .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=1.2 for (3+)-story ASCE 7 EQ 12.14-12 Vertical Distribution, Forces at each level ASCE 712.14.8.2 F. = (wX/W) V FX = 0.154 x w . ASCE 7 EQ 12.14-13 F,ffeetive. seismic weight & Forces (1hc) at Level Y. Diaphragm (x = 3) F. = 4305 roof arca (ft') floor area (ft') story height (ft) wall length (ft) 1540 8 122 weight (Ibs) 23100 0 4880 27980 Diaphragm (x = 2) FX = 4672 roof area (ft') floor area 01 story height (fl) wall length (ft) wX 400 1400 9 122 weight (Ibs) 6000 14000 5490 30370 Diaphragm (x =1) FX = 4752 roof area (ft') floor area (ft') story height (ft) wall length (ft) w` 0 2000 9 120 weight (Ibs) 1 0 20000 5400 1 30890 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. Design Der 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 W *0.6 Where co 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-0.2SDSD) 0.9 D + simplify & arrange variables 1.4 (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 Ibs 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 Design Loads For Wood - cont. Sum the moments about the base of a shearwall, overturning shall resist, (v • W) • h - 3 ( D 2 + P • W I for wind (v • W) • h - (0.9 - 0.14 S DS) I D • 2 + P • W I 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 (Vx14 Version 7.0 Pg 3.7 Wall Linc Level x ��;��o Q`{ Segment Tributary loads Wind Seismic Width Height wr wra wf wfa T(x) T(x- 1) T(x) T(x+l) Seis max 1 3 F-R 10.00 8 2 9 -580 -280 Wind Seis VD(x+1) [Ibs] 6.00 8 2 9 -433 -108 ?.50 8 2 9 -340 1 117 % 50% 50% VD(x) [lbs] 889.2 1998.57 VT(x) [Ibs] 989.2 1998.57 L 19.50 19.50 n 46 102 2015 SDPWS SEISMIC MAX 1 1 7 TMAX(x) [lbs] 2 3 F-R 8.00 8 2 9 -548 287 Wind Seis VD(x+l) [Ibs] 14.00 8 2 9 -769 -545 DAD 50% 50% VD(x) [Ibs] 889.2 1998.57 VT(x) [Ibs] 889.2 1998.57 L 22.00 22.00 n 40 91 2015 SDPWS SEISMIC MAX TMAX(x) [Ibs] 3 3 F-R Wind Seis VD(x+l) [Ibs] % VD(x) [Ibs] VT(x) [Ibs] L n 2015 SDPWS SEISMIC MAX TMAX(X) [lbs] 4 3 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 4.8 Wall Line Level (x) ,�� Segment "Tributary loads Wind Seismic Width Height wr wra wf A -fa T(x) T(x+l) T(x) T(x+l) Seis max 1 2 F-R 1 1.00 9 2 9 464 1 1103 Wind Seis VD(x+l) [Ibs] 889.2 1998.57 50% 50% 6.00 9 2 9 648 1317 VD(x) [Ibs] 1778.4 2169.29 VT(x) [Ibs] 2667.6 4167.86 L 17.00 17.00 n 157 245 2015 SDPWS SEISMIC MAX TMAX(x) [Ibs] 648 1317 2 2 F-R 40.00 9 2 9 -1416 -1410 Wind Seis VD(x+l)[Ibs] 889.2 1998.57 % 50% 50% VD(x) [Ibs] 1778.4 2169.29 VT(x) [Ibs] 2667.6 4167.86 L 40.00 40.00 n 67 104 2015 SDPWS SEISMIC MAX TMAX(x) [Ibs] 3 2 F-R Wind Seis VD(x+1) [Ibs] VD(x) [Ibs] VT(x) [Ibs] L n 2015 SDPWS SEISMIC MAX TMAX(x) [Ibs] 4 2 F-R Wind Seis VD(x+1) [Ibs] % VD(x) [Ibs] VT(x) [Ibs] L n 2015 SDPWS SEISMIC MAX TMAX(x) [Ibs] Version 7.0 Pg 4.9 Wind Seis ' i' , 1m 2206.43 ' 31.00 31.00 1 ...._____ __.■.._____ __■.■._____ __...._____ __....____ Wind Seis 2667.6 4167.86mmmmmmmmmm- • 11 22.00 __..-._____ __-..._____ Wind 2015 SDPWS SEISMIC MAX __...._____ Wind Seis Version 7.0 Pg 4.10 Tributary 1,,ads ®®®®®®®®®®® Wind Scis 18.00 11 Wind Seis 8.00 11 2015 SDPWS SEISMIC MAX __...m_____ __...._m_-_ Wind 18.00 18.00 __...._____ ....-_m__ __.l■.m____ Wind s6s m_....- ___ % _ _m _...._____ _...._____ __...-_m_m_ __...._____ -m...._____ mmmlmmmmmmm_ m.■.._____ Version 7.0 Page5.11 Wall Line Level ix) �, ��;o �`� 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 3.00 9 9 9 464 1185 1 338 Wind Seis VD(x+1) [Ibs] 772.2 1998.57 % 50%n 50% VD(x) (Ibs] 1669.2 2169.29 VT(x) pbs] 2441.4 4167.86 L 18.50 18.50 n 132 225 2015 SDPWS SEISMIC MAX 338 TMAX(x) [Ibs] 464 1185 3.50 9 9 9 434 1150 290 4.00 9 9 9 404 1115 253 5.00 9 9 9 344 1045 3.00 9 9 9 464 1195 338 $ 2 S-S 4.00 9 9 9 315 963 234 Wind Seis VD(x+1) [Ibs] 386.1 999.286 % 25% 25% VD(x) [Ibs] 834.6 1084.64 VT(x) [Ibs] 1220.7 2083.93 L 10.00 10.00 n 122 208 2015 SDPW'S SEISMIC MAX 313 TMAX(x) [Ibs] 315 963 3.00 9 10 9 179 805 313 3.00 9 10 9 179 805 313 C 2 S-S 21.00 9 6 9 9 9 -2012 -1888 Wind Seis VD(x+1) [Ibs] 617.76 1598.86 % 40% 40% VD(x) [Ibs] 1335.36 1735.43 VT(x) [Ibs] 1953.12 3334.29 L 21.00 21.00 n 93 159 2015 SDPWS SEISMIC MAX TMAX(x) [Ibs] D 2 S-S Wind Seis VD(x+1) [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) ,�` � �1° 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 9,00 9 9 9 1879 464 4335 1185 Wind Seis VD(x+1) [Ibs] 2441.4 4167.86 4.00 9 9 9 2180 464 4686 1185 552 % 50% 5040 VD(x) [Ibs] 1170 2206.43 VT(x) [lbs] 3611.4 6374.29 L 13.00 13.00 n 278 490 2015 SDPWS SEISMIC MAX 552 TMAX(x) [Ibs] 2180 4686 B 1 S-S 50.00 9 -1139 315 -534 963 Wind Seis VD(x+r) [lbs] 1220.7 2083.93 % 25% 25% VD(x) [Ibs] 585 1103.21 VT(x) [Ibs] 1805.7 3187.14 L 50.00 50.00 n 36 64 2015 SDPWS SEISMIC MAX TMAX(X) [Ibs] all colic C 1 S-S 16.00 9 9 9 -695 -321 Wind Seis VD(x+l) [Ibs] 1953.12 3334.29 % 40% 40% VD(x) [Ibs] 936 1765.14 VT(x) [Ibs] 2889.12 5099.43 L 32.00 32.00 n 90 159 2015 SDPWS SEISMIC MAX 179 TMAX(x) [Ibs] 421 978 6.00 9 9 9 -92 381 6.00 9 9 9 -92 381 4.00 9 421 978 179 D 1 S-S Wind Seis VD(X+1 ) 1 lbs] % VD(x) [lbs] VT(x) [lbs] L n 2015 SDPWS SEISMIC MAX TMAX(x) [lbs] Version 7.0 Page5.13 Shear wall Summary Sheeting Re m'ts Wind 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 3-1st 4 - 1 st A- 1st B - 1 st C - 1 st D - 1 st Sheathing Shear Flow 33 117 29 91 31 148 34 125 25 89 112 245 48 104 94 338 87 313 66 159 91 206 128 290 198 552 26 64 64 179 2 1 4 1 I 1 2 i 3 2 12 1 12 I 1 2 2 14 4 7 1 � 1 1 2 SW-1 SW-2 SW-3 Shear Transfer Wind I Seismic 46 102 40 91 43 111 48 125 34 89 157 245 67 104 132 225 122 208 93 159 127 179 278 M90 36 90 RS W 245 338 552 511 240 290 490 400 Shear Transfer Connectors - CD = 1.6, Hem -Fir Overturning Values Wind I Seismic (plf) (pit) 1317 1185 Connector Z (1bs) 16d Nails (Common: 3.5"x0.162") 195.2 lbs 2018 NDS T12N 9.8 8.1 4-8 5.9 0.0 0.0 Simpson A35 Clip 510 lbs Current Simpson Guide 25.5 21.1 12.5 15.3 0.0 0.0 Simpson H 1 Truss Connector 440 lbs Current Simpson Guide 22.0 1 18.2 10.8 13.2 0.0 0.0 Simpson LTP4 Clip (8d COMMON NAILS REQUIRED) 450 lbs Current Simpson Guide 22.5 1 18.6 11.0 13.5 0.0 0.0 1/2" Diameter Anchor Bolts (2x) 944 lbs 2018 NDS T12E 47.2 1 39.1 23.1 28.3 0.0 0.0 5/8" Diameter Anchor Bolts (2x) 1376 lbs 2018 NDS T12E 68.8 56.9 33.7 41.3 0.0 0.0 5/8" Diameter Anchor Bolts (3x) 1712 lbs 2018 NDS T12E 85.6 1 70.8 41.9 51.4 0.0 0.0 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'/2", 10d=0.148"x3", 12d=0.148"x3'/,", 16d=0.162"x3'/2", 16d sinker=0.148"x3'/.>". (6) Install H1'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 #: 21-119 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. T 2 STHD14/14R1 (38)/(30)- 16d N/A SHEARWALL SCHEDULE Date: 5/9/2021 Job #: 21-119 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 & SILL PLATE *(6) SILL PLATE ANCHORS w/ 3" x 3" x 1/4" WASHERS *(8) SW-1 7/16" OSB 8d (a? 6" o/c (12" o/c field) 16d /n 6 " o/c A35 @ 20 " o/c 5/8"Ox 10" AB's @ 48 " oic SW-2 7/16" OSB 8d @ 4" o/c (12" o/c field) 16d e(, 6 " o/c A35 @ 20 " o/c 5/8"Ox 10" AB's @ 48 " we SW-3 7/16" OSB *(7) 8d @ 3" o/c (12" we field) 16d @ 4 " o'c A35 la; 12 " We 5/8" Ox10" AB's @ 32 " o/c Title Block Line 1 Project Title: You can change this area Engineer using the'Settirgs' menu item Project ID: Protect Descr. and then using the 'Printing & Title Block' selection. Printed: 10 MAY 2021, 11:34PM 't Fie - C:�Us9rs10wnerkUtSktop�PmjeGMZUltM-1ttY"11Lu(J1_`7.ctu .. staining Wall Description : 17 Criteria Retained Height = 12.00 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 her = 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 Design Summary 71 Wall Stability Ratios Overturning = 1.50 OK Slicing = 0.43 OK Slab Resists All Sliding I Total Bearing Load = 4,812 Ibs ...resultant ecc. = 14.61 in Sal Data -71 A low Soil Bearing = 2,000.0 psi Equivalent Fluid Pressure Method Heel Active Pressure = 45.0 psf/ft Toe Active Pressure = 30.0 psftfl Passive Pressure = 389.0 psftfl Sal Density, Heel = 110.00 pcf Sal Density, Toe = 110.00 pcf Friction Coeff btwn Fig & Sal = 0.400 Sal 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 = 1,168 psf OK Soil Pressure as Heel = 47 psf OK AllowaSoi 2,000 psf l Pressure Less Than Allowable AG 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 Calls Slab Resists All Sliding! Lateral Sliding Force = 3,787.5 Ibs less 100% Passive Force = - 0.0 lbs less 100% Friction Force = 1,620.0lbs Added Force Req'd = 2,162.5 bs NG ....for 1.5 :1 Stability = 4,056.3 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 Construidion Design Height Above Ftg Wall Material Above'Ht" Thickness Rebar Size Rebar Spacing Rebar Placed at Design Data fbfFB +fa/Fa Total Force @ Section Moment.... Actual Moment.... Alowable Shear..... Actual Shear.....Allowable Wag Weight Rebar Depth 'd' Lap splice K above Lap splice if below Hook embed into footing Concrete Data Pc Fy It Moment Calculations per ACI 318.14, ACI 530-11, IBC 2015, CBC 2016, ASCE MO Adjacent Footing Load Adjacent Footing Load = 0.0 lbs Footing Width = 0.00 ft Eccentricity = 0.00 in Wall to Fig CL Dist = 0.00 ft Footing Type Line Load Base AbovaGelow Soil _ 0.0 ft at Back of Wall Poisson's Ratio = 0.300 Top Stem 2nd Stem OK Bar L WEmb = 3.33 0.00 = Concrete Concrete = 8.00 8.00 - # 4 # 5 = 8.00 4.00 = Edge Edge - o sss 0-M 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 & True Block' selection. Project Title: Engineer. Project ID: Project Descr: Printed: 10 MAY 2021, 11:34PM g atl File = c:�usaf!�NOwnettDesktop�pm*tsl2o21X-IIa-TIOTSI-�IXC 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 = 60,000psi Footing Ca>crete Density = 150.000d Min. As % = 0.0018 Cover @ Top 2.00 @ Btm.= 3.00 in Footing Design Results Ise ►.i§i Factored Pressure = 1,474 60 PPsf 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 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 " Fr Key: No key defined Summmy of Overturning & Resisting Forces & Moments .....OVERTURNING..... .....RESISTING..... Force Distance Moment Force Distance Moment Non lbs 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 = 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 6.58 1,975.0 Added Lateral Load = `Aroal Live Load on Stem = 750.0 6.58 4,937.5 Load @ Stem Above Soil = Soil Over Toe = Surcharge Over Toe = Stem weight(s) = 1,250.0 6.58 8,2292 Earth @ Stem Transitions = Total = 3,787.5 O.T.M. 16,472.5 Footing Weight = 1,188.0 3.96 4,704.5 Resisting/Overturning Ratio - 1.50 Key Weight = Vertical Loads used for Sal Pressure = 4,812.4 Ibs Vert. Component = Total = 4,062.4 tbs R.M.= 24,733.5 ' A)oal live load NOT included in total displayed or used for overturning resistance, but is included for soil 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 : Project Title: Engineer. Project ID: Project Descr. Fie = CAUSO sMAI 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 soil pressure opts: 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 = 750.0 Ibs Axial Load Eccentricity = 0.0 in Des' n ary Watt Stability Ratios Overturning = 1.54 OK Sliding = 0.45 OK Slab Resists All Sflding ! Total Bearing Load = 3 817 Ibs ...resultant ecc. _ §.44 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 psf/ft Soil 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 = 12.00 in Lateral Load Applied to Stem Lateral Load = 0.0 ptf ...Height to Top = 0.00 ft ...Height to Bottom = 0.00 ft Soil Pressure @ Toe = 996 psf OK Sal Pressure @ Heel = 164 psf OK Allowable 2,000 psf Pressure Less Than Allowable 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 Slfdbng Calcs Slab Resists All Sliding! Lateral Sliding Force 2,707.5 Ibs less 100% Passive Force = - 0.0 Ibs less 100% Friction Force = - 1,220.0lbs Added Force Req'd = 1,480.8 Ibs NG ....for 1.5 :1 Stability = 2,834.6 tbs NG Wind on Exposed Stem = 0.0 psf [-Stem Constn,ction --1 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 Maternal Above'Ht' Thickness Rebar Size Rebar Spacing Rebar Placed at Design Data fb/FB +fa/Fa Total Force @ Section Moment.... Actual Moment .... .Allowab le Shear..... Actual Shear .... .Allowable Wall Weight Reber Depth 'd' Lap splice N above Lap splice if below Hook embed into footing Concrete Data fc Fy Printed: 10 MAY 2021, 11:39PM 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 Top Stan 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 - OAM 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 = 1200 8.19 in= 1200 8.19 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 & Idle Block' selection. Project Title: Engineer - Project ID: Project Descr: Printed: 10 MAY 2021. 11:39PM a F4e=C.1Us--MGW eADesktoplpmjiGisMUI-118, ITOTSi_-1.EC6 �.ano irting Wa1 Description : Footing Dimensions & Strengifirs Toe Width = 5.25 it 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 It fc = 21500 Psi Fy = 60,000 psi Footing Concrete Density = 150.00paf Min. As % = 0.0018 Cover @ Top 2.00 @ Btm.= 3.00 in Footing Design Results Toe HW Factored Pressure = 1,274 210 ppsf MY: Upward = 13,653 0 ft-Ib Mu': Downward - 2,481 330 ft4b Mu: Design = 11,172 330 ft4b Actual 1-Way Shear = 32.35 8.73 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@ 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..... .....RESISTING..... Force Distance Moment Force Distance Moment kem Ibs ft ft-lb _ Ibs ft ft-lb Heel Active Pressure = 2,722.5 3.67 9,982.5 Soil 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 toad = * Axial Live Load on Stem = 750.0 5.58 4,187.5 Load @ Stem Above Soil = Sal Over Toe = Surcharge Over Toe = Stem Weigh(s) = 1,050.0 5.58 5,862.5 Earth @ Stem Transitions = Total = 2,707.5 O.T.M. = 9,977.5 Fang ytleight = 987.0 3.29 3,247.2 ResistingfOvertuming Ratio = 1.54 Key Weight = Vertical Loads used for Sal Pressure = 3,816.7 lbs Vert. Component = _ Toted = 3,066.7 Ibs R.M. = 15,343.9 *Sri Rance, Ns Mc ud fd instil pressu eyccaalcuullati for overturning Title Block Line 1 You can change this area using the 'Settings' menu item and then using the'Printing & Trite Block' selection. Project Title: Engineer. Project ID: Protect Descr: Printed: 10 MAY 2021, 11:41 PM no Wall �� .s+.�. .se av �svzs�-i..r.ssvJ ««anaa�..c_. . _. .... u8:2.9Y.'U343dE ;,n x" a ^�•35'ffi`.-SY Description: Criteria Retained Height = 8.00 it Wall height above soil = 0.50 ft Slope Behind Wall = 0.00 :1 Height of Soil over Toe = 0.00 in Water height over heed = 0.0 ft Vertical component of active Lateral soil 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 UsedTo Resist Sliding & Overturning Surcharge Over Toe = 0.0 psf Used for Siding & Overturning Axial Load Applied to Stem 1 Axial Dead toad = 300.0 Ibs Axial Live Load = 750.0 Ibs Axial Load Eccentricity = 0.0 in n Summary Wall Stability Ratios Overturning = 2.44 OK Sliding = 0.60 OK Slab Resists All Sliding Total Bearing Load = 3,471 gas ...resultant ecc. = 2.15 in Sal Data Allow Soil Bearing = 2,000.0 psi Equivalent Fluid Pressure Method Heel Active Pressure = 45.0 psf/fl Toe Active Pressure = 30.0 psf/ft Passive Pressure = 389.0 psf/ i 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 ptf ...Height to Top = 0.00 ft ...Height to Bottom = 0.00 ft Sal Pressure @ Toe = 441 psf OK Sal Pressure @ Heel = 614 psf OK Allowable = 2,000 psf Soil Pressure Less Than Albwable 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 Cafes Slab Resists All Sriding ! Lateral Sliding Force _ 1,807.5 Ibs less 100% Passive Force = - 0.0 Ibs less 100% Friction Force = - 1,080.8lbs Added Force Req'd = 7192 Ibs NG ....for 1.5 : 1 Stability = 1,623.0 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- I Design Height Above Ftg Wag Material Above'Ht' Thickness Rebar Size Rebar Spacing Rebar Placed at Design Data fb/FB +fa/Fa Total Force @ Section Moment.... Actual Moment .... Alkrnabie Shear..... Actual Shear..... Allowable Wag Weight Rebar Depth 'd' Lap splice d above Lap splice if below Hook embed into footing Concrete Data Pc Fy Calculations per ACI 318.14, ACI 530-11, IBC 2015, CBC 2016, ASCE 7.10 Adjacent Footing Load Adjacent Footing Load = 0.0 los 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 Top Stem 2nd Stem OK Stem OK ft= 3.33 0.00 = Concrete Concrete in = 8.00 8.00 _ # 4 # 4 in = 8.00 9.00 = Edge Edge - 0.156 0.W Ibs = 785.1 2,304.0 ft-I = 1,222.2 6,144.0 114 = 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 2,5W.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 MAY2021, 11:41PM Iling Wall Fay=c:tu w toP is ' Description : 8' Footing Dimensions & Stren Footing Design Results Toe Width = 5.25 ft Toe Heel Heel Width = 1.33 Factored Pressure = 568 789 psf Total Footing Width = 6.58 Mu': Upward = 0 0 ft-lb Footing Thickness = 12.00 in Mu' : Downward = 0 272 ft-lb Mu: Design 6,144 272 ft4b Key Width y Key Depth = 0.00 in = 0.00 in Actual 1-Way Shear - 20.67 7.19 psi Allow 1-Way Shear = 75.00 75.00 psi Key Distance from Toe = 0.00 ft Toe Reinforcing = # 5 @ 7.50 in t'c = 21500 si Fy = 60,000 psi Heel Reinforcing = # 6 @ 16.00 in Footing Concrete Density = 150.00 Od Key Reinforcing = None Spec'd Min. As % = 0.0018 Other Acceptable Sizes & Spacings Cover @Top 2.00 @ Btm.= 3.00 in 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 of Oveduming & Resisting Forces & Moments OVERTURNING..... .....RESISTING.. ... Force Distance Moment Force D ee 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 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 - Adjacarst 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 = Sal Over Toe - Surcharge Over Toe = Stem Weights) = 850.0 5.58 4,745.8 Earth @ Stem Transitions = Total = 1,807.5 O.T.M. = 5,462.5 Ong Weight 987.0 3.29 3,247.2 Resistingf0vertuming Ratio = 2.44 Key Weight = Vertical Loads used for Sal Pressure = 3,470.7 Ibs Vert. Component = Total = 2,720.7 Ibs R.M. 13,315.4 Axial * resistance,load utNiis included for stotal l �prdisplayed E&uullatro�n for overturning 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 Oil, III Iii > ��g Wall {.. 'tea ,-• - . '.t- ....:'i..� .:.:«. 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 heel = 0.0 ft Vertical component of active Lateral soil pressure options: NOT USED for Solt Pressure. NOT USED for Sliding Resistance. NOT USED for Overturning Resistance. Surcharge Loads Surchape 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 Ibs Axial Load Eccentricity = 0.0 in Design Summary Watt Stability Ratios Overturning = 1.53 OK Sliding = 0.61 OK Slab Resists All S#dkV Total Bearing Load = 2 408 lbs ...resultant ecc. _ '3.08 in Sal Pressure @ Toe = 1,092 psf OK Sal Pressure a@ Heel = 390 psf OK Allowable = 2,000 psf Soil 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 Caics Slab Resists All Sliding! Lateral Sliding Force = 1,097.5 Ibs less 100% Passive Force = - 0.0 Ibs less 100% Friction Force = - 660.0 Ibs Added Force Req'd = 424.5 Ibs NG ....for 1.5 : 1 Stability = 968.3 Ibs NG Soil Data Allow Sod Bearing = 2,000.0 psf Equivalent Fluid Pressure Method Heel Active Pressure = 45.0 psftft Toe Active Pressure = 30.0 psf/ft Passive Pressure = 389.0 psflft Soil 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 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'Hf Thickness Rebar Size Rebar Spacing Rebar Placed at Design Data ft11FB +fa/Fa Total Force @ Section Moment.... Actual Moment.... Allowable Shear..... Actual Shear .... .Aiknvable Wall Weight Rebar Depth 'd' Lap splice if above Lap splice if below Hook embed into footing Concrete Data fc Fy Calculations per ACI 318.14, ACI530.11, 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 Steen 2nd Stem OK Stan OK ft = 3.33 0.00 = Concrete Concrete in = 8.00 8.00 _ # 4 # 4 in = 8.00 16.00 = Edge Edge - o.W 0.6M Ibs = 256.6 12W.0 ft-I = 228.4 2,592.0 ft-I = 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 = 12.00 12.00 in = 1200 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: Protect Descr: Printed: 10 MAY 2021. 11:43PM WN rtCd REtat>E>ring VVilail r r tuse�sui,a>: rk taps ��uri Description : Footing Dimensions & Strengths Toe Width = 225 ft Heel Width = 1.00 Total Footing Width = 325 Footing Thickness = 12.00 in Key Width = 0.00 in Key Depth = 0.00 in Key Distance from Toe = 0.00 ft Pc = 21500 Psi Fy = 60,000 psi Footing Concrete Density = 150.000 Min. As % = 0.0018 Cover @ Top 2.00 @ Btm.= 3.00 in Footing Design Results ?m lit! Factored Pressure = 1,446 517 psf Mu': Upward = 0 0 ft4b Mu': Downward = 0 54 ft4b Mu: Design = 2,592 54 ft4b 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 Acceptable Sizes & Spacings 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 OvertUrning & Resisting Forces & Moments .....OVERTURNING..... ..... RESISTING..... Force Distance Moment Force Distance Moment Item lbs ft ft-lb Ibs It ft4b Heel Active Pressure = 1,102.5 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 Resistiing/Overtuming Ratio = 1.53 Vertical Loads used for Sal Pressure = 2,407.5 Ibs Sloped Sal Over Heel Surcharge Over Heel Adjacent Footing Laid Axial Dead Load on Stem = 300.0 2.58 775.0 * Axial Live Load on Stem = 750.0 2.58 1,937.6 Sal Over Toe = Surcharge Over Toe = Stem Weight(s) = 650.0 2.58 1,679.2 Earth @ Stem Transitions = Foo ing Weight - 487.5 1.63 792.2 Key Weight - Vert. Component - Total= 1,657.5 Ibs R.M.= 3,924.7 * Axial live load NOT included in total displayed or used for overturning resistance, but is included for sal pressure rakulation. 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: Protect Descr: Description Criteria Retained Height = 4.00 ft Wall height above soil - 0.50 ft Slope Behind Wall = 0.00: 1 Height of Soil over Toe = 0.00 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 Surcharge Over Heel = 0.0 psf Used To 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 Siding! Total Be =1,947 teecc. lbs ... resultant = 1,91in Soil Pressure @ Toe = 1,439 psf OK Soil Pressure @ Heel = 5W 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 = - 478.9lbs Added Force Req'd = 68.8 lbs NG ....for 1.5 : 1 Stability = 342.6 lbs NG Load Factors Deed Load 1.200 Live Load 1.600 Earth, H 1.600 Wind, W 1.600 Seismic, E 1.000 Soil Data 1 Allay Soil Bearing = 2,000.0 psf Equivalent Fluid Pressure Method Heel Active Pressure = 46.0 psf/ft Toe Active Pressure - 30.0 psf/ft Passive Pressure = 389.0 psf/ft Soil Density, Heel = 110.00 pcf Soil 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 Wind on Exposed Stern = 0.0 psf Stem Constriction Design Height Above Ftg Wall Material Above'Ht' Thict ness Rebar Size Rebar Spacing Rebar Placed at Design Data fhfFB +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 erred into footing Concrete Data fc Fy Printed: 10 MAY 2021, 11:45PM Calculations per Act 318-14, 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 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 lbs = 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 = 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 & Trite Block" selection. Project Title: Engineer. Project ID: Project Descr: :a . a MAY 2021. FIT Lic. # : KW-06003603 Licensee: REED & ASSOCIATES Description : 4' Footing Design Results Footing Dimensions & Strengths Toe Width = 1.00 ft I2Heel Heel Width = 1-00 Factored Pressure = 1,948 688 psf Total Footing Width = 2.00 Mu': Upward = 0 0 ft-lb Footing Thickness = 12.00 in Mu': Downward = 0 39 ft4b Mu: Design = 768 39 ft-lb Key Width Key Depth = 0.00 in = 0.00 in Actual 1-Way Shear = 4.79 2.07 psi Key Distance from Toe = 0.00 ft Allow 1-Way Shear = 75.00 Toe Reinforcing = # 4 @ 18.00 in 75.00 psi fc = 2,600 PSI Fy = 60,000 psi Heel Reinforcing = # 6 @ 16.00 in Footing Concrale Density = 150.00Od Key Reinforcing = None Spec'd Min. As % Cover @ Top 2.00 = 0.0018 @ Btm.= 3.00 in Other Acceptable Sizes & Spacings Toe: Not req'd, Mu < S' Fr Heel: Not req'd, Mu < S ' Fr Key: No key defined Summa of Overturning & Resisting Forces & Moments .....OVERTURNING..... .....RESISTING..... Force Distance Moment Force Distance Moment Item lbs ft ft-lb lbs ft ft-Ib Heel Active Pressure = 562.5 1.67 937.5 Sal Over Heel = 146.7 1.83 268.9 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 = 547.5 O.T.M. = 932.5 ResWi*0verWrning Ratio = 1.68 Vertical Loads used for Sal Pressure = 1,946.7 lbs Sloped Sal Over Heel = Surcharge Over Heel = A4acent Footing Load = Axial Dead Load on Stem = 300.0 1.33 400.0 Axial Live Load on Stem = 750.0 1.33 1,000.0 Sal Over Toe = Surcharge Over Toe = Stem Weight(s) = 450.0 1.33 600.0 Earth @ Stem Transitions = Footing Weight - 300.0 1.00 300.0 Key Weight = Vert. Component = Total = 1,196.7 lbs R.M.= 1,568.9 ' Axial live load NOT included in total displayed or used for overturning resistance, but is included for sal pressure calculation. GENERAL NOTES: IRC -�- DITMN FRAMING PER PLAN LOCATION BY OTHERS +15 PCF EQUIVILENT FLUID PRESSURE 2W0 PSF SOIL BEARM PRESSURE 0 PSF SURCHARGE 5 1/2 SACK CEIE14T PER CUBIC YARD, 25W PSI MDUNUM COMPRESSIVE STRENGTH, MAXNUM 6 GALLENS WATER PER SACK GRADE 60 STEEL hLL Wt-Ppj— BACKFILL WITH POUROUS MATERIAL, PROVIDE TEMPORARY BRACBMS AS REWD UNTIL. SLAB IS CONSTRUCTED AND COED. WALL PER PLAN (2)—#4 CONT. @ TOP S 4' SLAB W/ 3'CLR 6X6 WL4 X W1.4 WWF OR #3 @ 12'o/c E.W. ' .d 3'CLR 4 'iT-oc [W-iAIF T6> WtAT N 3 b �� I - TOE ram. CMIM HORIZ. BARS: PER SCHED. VERT. BARS; PER SCHED. FTG DOWELS W/ STD HOOK INTO FTGs SAME AS VERT BAR H SPACING PER SM. _ 4'0 FTG DRAIN IN GRAVEL POCKET BEARM ' Sty. Reinforcement & Footing Schedule H Vertticai 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. 5'-3" 8" 10" 8" 1'-0" 12'-0" #5 @ 5 o.c. #4 @ 8" o.c. 6' _ 3' ° Es TYPICAL CANTED F-ND WALL — / Scale: NTS - 1'-0'- Section View