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SEE REV1 REVIEWED BLD2021-0810+Structural_Calculations2+6.14.2021_12.55 (2)
RECEIVED 9/24/21 CITY OF EDMONDS DEVELOPMENT SERVICES DEPARTMENT Client: Project Name: Scope of Work: Reed & Assoc #: Date: Location: 1:31Dykephffe%1Ito] STRUCTURAL CALCULATIONS Dpallmaffy Lot I LATERAL DESIGN & Ret-Wall OF A (3)-STORY SFR 21-118 5/ 10/2021 Edmonds, Wa JOB # 21-118 Lateral Analysis IBC2018 UPSTATE JOB#: 21-118 Description: Lot 1 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 (ps0 25 40 25 Dead Load (pso 15 10 10 10 1603.1.4 Wind Design Criteria 1. Basic /ASD Wind Speed U/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 30.22 1603.1.5 Earthauake Design Data 1. Risk Category II ASCE 7 T 1.5-1 2. Seismic Importance Factor le 1.00 ASCE 7T 1.5-2 3. Short Period Acceleration Ss 1.25 USGS Seismic Design Map Online 1-Second Accelleration Si 0.4 USGS Seismic Design Map Online 4. Site Class D ASCE 7T20.3-1 5. Spectral response coefficient Sos 0.83 EQ 16-38 Spectral response coefficient Sp1 0.43 EQ 16-39 6. Seismic Design Category D T1613.2.3(l) and (2) 7. Seis. Force Resisting System A.15. ASCE 7T 12.2-1 8. Design Base Shear 12749 Ibs See Page 3.0 9. Seismic Response Coefficient Cs 0.13 ASCE 7EQ 12.8-2 10. Response Modification Factor R 6.5 ASCE 7 T 12.2-1 11. Analysis Procedure Equivalent Lateral Force ASCE 712.8 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 Design (MWFRS - Simplified Envelope Procedure) IBC 2018 Part 2 Wind Load Method ASCE 7 28.1.1 Part 2 ASDBasic Wind Speed 85/ 110 Wind Exposure Category B Height & Exposure Adjustment 1= 1.00 Topographic Factor Kzt = 1.00 Wind Pressures ASCE 7 28.5.3 P: = I K, Ps30 mph 1609.3, F 1609.3(1) 1609.4 ASCE 7 F 28.5-1 ASCE 7 F 26.8-1 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 Ridge Elevation Eave Height Mean Roof Height, h Zone Pressures. (1)(Ds3o) ASCE 7 F 28.5-1 1.5 :12 or 7.125 degrees 25 ft 24 ft 24.5 ft ASCE 7 26.2 110 Horizontal Pressures Vertical Pressures Over han s 0 A B C I D E F G H EOH GoH 1 22.66 -8.57 -1.48 -4.94 -23.10 -14.53 -11.10 -32.30 -25.30 2 0.00 0.00 0.00 0.00 0.00 0.00 H16.00 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- 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) I.h.d. (ft) = 43 a (ft) = 4.3 Areas 2a (ft) = 8.6 Forces Diaphragm (x =1) I.h.d. (ft) = 43 a (ft) = 4.3 Areas 2a (ft) = 8.6 Forces Frontto Rear A B C D 44 184 F. = 725 Fxwin = 2280 Front to Rear A B C D 88 368 F. = 1450 Fxmin = 4560 Front to Rear A B C D 60 266 FX = 966 Fxmin = 3260 Side to Side A J B C D 44 1 154 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 Design IBC 2018 Site Classification Criteria Selection & Minimum Design Lateral Force Risk Category II ASCE 7 T 1. 5-1 Seismic Importance Factor IE 1.00 ASCE 7 T 1. 5-2 Seismic Design Category D T1613.2.30) 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 SI 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 T16/3.2.3(1) Site Coeffiecient, Fv 1.6 T1613.2.3(2) Substitute equations 16-36 & 16-37 into 16-38 & 16-39, respectively. S DS = 2. F a * S S Sos = 0.83 EQ 16-38 S D I= 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=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 wX ASCE 7 EQ 12.14-13 ner__�e_._ _ .-L.a P_ C.......... /I L...I ..� i — .J — L' IMCLLYG 3GIJlURL wvl 111 Diaphragm (x = 3) F,t = 4305 u 1'U.�J I ■va — Lc nc roofarea (ft=) floor area (ft2) story height (ft) wall length (ft) wX 1540 8 122 weight (lbs)l 23100 0 4880 27980 Diaphragm (x = 2) F,, = 4672 roof area (ft) floor area (ft2) story height (ft) wall length (ft) wX 400 1400 9 122 weight (Ibs) 6000 14000 5490 30370 Diaphragm (x = 1) F,t = 4752 roof area (ftZ) floor area (ft') story height (ft) wall length (ft) wx 0 2000 9 120 weight (Ibs) 0 20000 5400 30890 Version 7.0 P9 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+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 (P Q E - 0.2 S DS D) 0.9 D + 1.4 , simplify & arrange variables (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 Ibs Force Ibs 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•w1 for wind (v -w) • h - (0.9 - 0.14 S DS) 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 1P (Vxit Version 7.0 Pg 3.7 Tributary loads . 1 Seis sl 1 889.2 I 19 / i i 1 1 ; i i 2015SDPWS SEISMICMAX 144 • / 1 __....___ __....____ __....____ __...-_____ __....____ __.■.._____ ©®® 1 own Wind Seis i 1998.57 1 889.2 1998.57 i i I 15 SDPWS __....__ __ Wind Seis 1 2015 SDPWS ©®__.Wind ..._____ Seis 1 I / 2015 SDPWS __..-._ __....__ Version 7.0 Pg 4.8 �mom 'Tributary loa/ Wind Sei VD(x+l)[lbsi 889.2 1998.57MMNNBBMMMm® 1 1 I / i • • • /s] 2667.6 4167.86 I 2015SDPWS SEISMICMAX 521 • 1 __...-_____ __...._____ __-..._____ __.-.._____ __...._____ __....____Wind Seis 1 i i •1998.57 1 i2169.29 1 • • i 201.5 SDPWS SEISMIC MAX __...._____ __...._____ Wind ail 1 �__..-._____ 1 1 1 1 2015 SDPWS • 1 ©©®__..-._____ Wind Seis ail / 1 12015 SDPWS SEISMIC MAX ;TMAX(x)[lbs] __-..-_____ Version 7.0 P9 4.9 Wall Line Level (x) �G;�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 j 1 F-R 38.00 4 2 9 1 824 1347 1 2009 2430 Wind Seis VD(x+1) [Ibs] 2667.6 4167.86 % 50% 50% VD(x) [Ibs] 1271.4 2206.43 VT(x) [Ibs] 3939 6374.29 L 38.00 38.00 n 104 168 2015 SDPWS SEISMIC MAX TMAX(x) [Ibs] 824 2009 4 2 9 all cone 2 1 F-R 3.50 9 2 9 2787 1490 5095 2690 455 Wind Seis VD(x+1) [Ibs] 2667.6 4167.86 50% 50% 1 VD(x) [Ibs] 1271.4 2206.43 VT(x) [lbs] 3939 6374.29 L 18.00 18.00 n 219 354 2015 SDPWS SEISMIC MAX 455 TMAX(x) [Ibs] 3052 5404 3.50 9 2 9 2787 1490 5095 2690 455 4.50 9 3052 1490 5404 2690 6.50 9 2992 1490 5333 2690 3 1 F-R Wind Seis VD(x+I) []bs] % VD(X) [lbs] VT(x) [Ibs] L n 2015 SDPWS SEISMIC MAX TMAX(x) [Ibs] 4 1 F-R Wind Seis VD(x+ 1) [Ibs] % VD(X) [lbs] VT(x) [Ibs] L n 2015 SDPWS SEISMIC MAX TMAX(x) [lbs] Version 7.0 Pg 4.10 Wall Line Level (x) �G,�tio q`� Segment Tributary loads Wind Seismic Width Height wr wra wf 1 wfa T(x) T(x+1) T(x) T(x+l) Seismax A 3 S-S 6.00 8 ] 0 9 -801 1 -594 Wind Seis VD(x+1) [lbs] % 25% 25% VD(x) [lbs] 386.1 999.286 VT(x) [Ibs] 386.1 999.286 L 13.00 13.00 n 30 77 2015 SDPWS SEISMIC MAX TMAX(x) [Ibs] 7.00 8 10 9 -878 -684 10 9 10 9 ]0 9 $ 3 S-S 8.00 8 10 9 -1099 -1146 Wind Seis VD(x+1) [lbs] % 25% 25% VD(x) [Ibs] 386.1 999.286 VT(x) [lbs] 386.1 999.286 L 33.00 33.00 n 12 30 2015 SDPWS SEISMIC MAX TMAX(x) [Ibs] 9.00 8 10 9 -1176 -1236 16.00 8 10 9 -1715 -1864 C 3 S-S 12.00 8 19 9 -1893 -1989 Wind Seis VD(x+1) [Ibs] % 50% 50% VD(x) [lbs] 772.2 1998.57 VT(x) [Ibs] 772.2 1998.57 L 41.00 41.00 n 19 49 2015 SDPWS SEISMIC MAX TMAX(x) [Ibs] 8.00 8 19 9 -1404 -1420 13.00 8 19 9 -2015 -2131 8.00 8 19 9 -1404 1 -1420 9 D 3 S-S Wind Seis VD(x+i) [Ibs] % VD(x) [lbs] VT(x) [Ibs] L n 2015 SDPWS SEISMIC MAX TMAX(x) fibs] Version 7.0 Page5.11 Wall Line Level (x) �G��o p� Segment Tributary loads Wind Seismic Width Height wr wra wf wfa T(x) T(x+l) T(x) T(x+1) Seis max A 2 S-S 6.00 9 9 9 1 -59 1 390 Wind Seis VD(x+1) pbs] 386.1 999.286 % 25% 25% VD(x) [Ibs] 834.6 1084.64 VT(x) [Ibs] 1220.7 2083.93 L 13.00 13.00 n 94 160 2015 SDPWS SEISMIC MAX TMAX(x) [Ibs] 390 7.00 9 9 9 -120 320 9 9 9 9 9 9 $ 2 S-S 22.00 9 9 9 9 -1987 -2156 Wind Seis VD(x+1) [Ibs] 386.1 999.286 % 25% 25% VD(x) [lbs] 834.6 1084.64 VT(x) [lbs] 1220.7 2083.93 L 38.00 38.00 n 32 55 2015 SDPWS SEISMIC MAX TMAX(x) ilbs] 16.00 9 10 9 9 9 -2429 -2671 10 9 lit I I 1 -1 C 2 r S-S 21.00 9 6 9 9 9 -1803 -1531 Wind Seis VD(x+]) [lbs] 772.2 1998.57 % 50% 1 50% VD(x) [Ibs] 1669.2 2169.29 VT(x) [Ibs] 2441.4 4167.86 L 21.00 21.00 n 116 198 2015 SDPWS SEISMIC MAX TMAX(x) [lbs] D 2 S-S Wind Seis VD(x+]) [Ibs] % VD(x) [lbs] VT(x) [Ibs] L n 2015 SDPW'S SEISMIC MAX TMAX(x) [lbs] Version 7.0 Page5.12 Wall Line Level (x) Segment Tributary loads Wind Seismic Width Height wr wra wf wfa T(x) T(x+l) T(x) T(x+1) Seismax A 1 S-S 46.00 9 9 9 -2963 -2848 390 Wind Seis VD(x+1) [lbs] 1220.7 2083.93 % 25% 25% VD(x) [lbs] 585 1103.21 VT(x) [lbs] 1805.7 3187.14 L 46.00 46.00 n 39 69 2015 SDPWS SEISMIC MAX TMAX(x) [lbs] 9 9 all conc $ 1 S-S 17.00 9 -471 -361 Wind Seis VD(x+l) [lbs] 1220.7 2083.93 % 25% 25% VD(x) [Ibs] 585 1103.21 VT(x) [lbs] 1805.7 3187.14 L 52.00 52.00 n 35 61 2015 SDPWS SEISMIC MAX TMAX(x) [lbs] 16.00 9 -441 -326 19.00 9 -532 -431 all conc C 1 S-S 14.00 9 18 9 -1053 -772 Wind Seis VD(x+1) [lbs] 2441.4 4167.86 % 50% 50% VD(x) [lbs] 1170 2206.43 VT(x) [lbs] 3611.4 6374.29 L 43.00 43.00 n 84 148 2015 SDPWS SEISMIC MAX TMAX(x) [lbs] 12.00 9 18 9 -872 -561 10.00 9 18 9 -691 -351 7.00 9 18 9 -420 -35 D 1 s-S Wind Seis VD(x+1) [lbs] % VD(x) [lbs] VT(x) [lbs] L n 1015 SDPWS SEISMIC MAX TMAX(x) [lbs] Version 7.0 Page5.13 Shear wall Summary 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 2-1st 3-1st 4 - 1st A - 1 st B - 1 st C - 1 st D - 1 st Sheeting Re m"s Wind Seis Max 34 144 27 85 21 77 8 30 13 49 4 5 3 16 I 1 2 1 I 1 1 2 I Shear Transfer Wind I Seismic 48 108 38 85 30 77 12 30 19 49 Overturning Values Wind I Seismic SW-1 SW-2 SW-3 RSW Sheathing (Plfl Shear Flow (Plfl Shear Transfer Connectors - CD = 1.6, Hem -Fir Connector Z (Ibs) 16d Nails (Common: 3.5"x0.162") 195.2 lbs 2018 NDS T12N 9.8 6.5 6.5 5.9 0.0 0.0 Simpson A35 Clip510 lbs Current Simpson Guide 25.5 17.0 17.0 15.3 0.0 0.0 Simpson H1 Truss Connector 440 lbs Current Simpson Guide 22.0 14.7 14.7 13.2 0.0 0.0 Simpson LTP4 Clip (8d COMMON NAILS REQUIRED) 450 lbs Current Simpson Guide 22.5 15.0 15.0 13.5 0.0 0.0 1/2" Diameter Anchor Bolts (2x) 944 lbs 2018 NDS T12E 47.2 31.5 31.5 28.3 0.0 0.0 5/8" Diameter Anchor Bolts 2x) 1376 lbs 2018 NDS T12E 68.8 45.9 45.9 41.3 0.0 0.0 5/8" Diameter Anchor Bolts (3x) 1712 lbs 2018 NDS T12E 245 455 521 511 240 360 360 400 Page6.14 (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. (6) Common nails, UNO: 8d=0.131"x2'YV, 10d=0.148"x3", 12d=0.148"x31/4', 16d=0.162"x3'/z", 16d sinker-0.148"x3W. (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. Minimum 3x or dbl-2x stud lam'd w/ (2)-16d @ 6" o/c at tting panel edges. Anchor bolts shall be embedded at least 7" into concrete; e shall be a minimum of two bolts per piece with one bolt ited not more than 12" or less than seven bolt diameters f h end of the piece. 2x min PT, u.n.o. HOLDOWN SCHEDULE Date: 5/10/2021 Job #: 21-118 MARK HOLDOWN ! STRAP' 1 FASTENERS TO (2)-STUDS MIN U.N.O. FOUNDATION ANCHOR *(lx4) COMMENTS T-1 MSTC52 (24) - 16d sinkers to each connected element N/A wall-to-wall connection u.n.o. T-2 STHD14/14RJ (38y(30)-16d N/A Date: 521-1121 SHEARWALL SCHEDULE Job #: 1-18 MARK SHEATHING - APPLY TO SHEATHING EDGE NAILS *(5) BASE PLATE ROOF TO TOP PLATE, SILL PLATE ANCHORS w/ •(Z) 2x HF STUDS @ 16"0% ALL EDGES BLOCKED NAILS'(5) FLOOR TO TOP PLATE 3" x 3" x 1/4" WASHERS'(8) U.N.O. BELOW *(9) do not penetrate past flush & SILL PLATE' 6 SW-1 7/16" OSB 8d @ 6" o/c (12" o/c field) 16d @ 6 " o/c A35 @ 20 " o/c 5/8"OxI0" AB's @ 48 " o/c SW-2 7/16" OSB Both Sides *(7) 8d @ 4" o/c staggered 16d @ 6 " o/c A35 @ 16 " o/c 5/8" 0x10" AB's @ 42 " o/c (I2" o/c field) SW-3 7/16" OSB Both Sides *(7) 8d @ 3" o/c staggered 16d @ 4 " o/c A35 @ 15 " o/c 5/8"OxIO" AB's @ 36 " o/c (12" o/c field 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 ng Wall Description : 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 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 Ibs Axial Live Load = 750.0 !bs Axial Load Eccentricity = 0.0 in Design Summary Wafl Stability Ratio Overturning = 1.50 OK Sliding = 0.43 OK Slab Resists All Skding Total Bearing Load = 4,812 Ibs ...resultant ecc. = 14.61 in Project Title: Engineer. Project ID: Project Descr. Fk Soil Data Allow Soil Bearing = 2,000.0 psf Equivalent Fluid Pressure Method Heel Active Pressure = 45,0 psfi t 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 & Soil = 0.400 Sal height to ignore for passive pressure = 12.00 in Lateral Load Applied to Stare --� Lateral Load = 0.0 ph ...Height to 'i op = 0.00 ft ...Height to Bottom = 0.00 ft Soil Pressure @ Toe - 1,168 psf OK Sal Pressure @ Heel = 47 psf OK Allowable 2,000 sf P 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 Cates Slab Resists All Sliding! Lateral Sliding Force 3,787.5 Ibs less 100% Passive Force = - 0.0 los less 100% Friction Force = - 1,628.0lbs Added Force Req'd - 2,162.5 lbs NG ....for 1.5 : 1 Stability = 4,056.3 Ibs NG Wind on Exposed Stem = 0.0 psf Stem Construction T� Design Height Above Ftg Wall Material Above'Ht' Thickness Rebar Size Rebar Spacing Rebar Placed at Design Data fb/FB +faiFa Total Force @ Section Moment.... Actual Moment.....Allowable Shear..... Actual Shear..... Allowable Wall Weight p Rebar Depth 'd' Lap splice if above Lap splice ti below Hook embed into footing Concrete Data fc Fy Load Factors Dead Load 1.200 Live Load 1.600 Earth, H 1.600 Wind, W 1.600 Seismic, E 1.000 Printed: 10 MAY 2021, 11:34Pilo Calculations per ACI 318-K ACI 530.11, IBC 2015, CBC 20% ASCE 7-10 Adjacent Footing Load Adjacent Footing Load = 0.0 the Footing Width = 0.00 ft Eccentricity - 0.00 in Wall to Ftg CL Dist = 0.00 ft Footing Type Line Loan Base Above/Below Soil = 0.0 ft at Back of Wall Poisson's Ratio = 0.300 Too Stem 2nd Stem OK Bar LaWJEmt = 3.33 0.00 = Concrete Concrete = 8.00 8.00 # 4 # 5 = 8.00 4.00 _ Edge Edge Ibs ft-I ft4 psi psi 0�01 Om = 2,706.1 5,184.0 = 7,820.6 20,736.0 = 7,840.1 21,302.1 = 36.1 69.8 = 67.1 75.0 sf = 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. Project Title: Engineer - Project ID: Project Descr: Title Block Line 6 rnntea: iu mwr zucr, i rzqFm s - ---- i Fib = C:1UserslOwrieADesktop\projecn kW21\21-11&-1ELOTSI_7*1.EC6 Description: 1z Footing Design Results Footing Dimensions & Strengths Toe Width = 6.25 ft Iss Hit Heel Width = 1.67 Factored Pressure = 1,474 60sf 94b Total Footing Width = 7.92 Mu': Upward = 21,529 0 Footing Thickness - 12.00 in Mu': Downward = 3,516 Mu: Design = 18,013 888 ft-lb 888 ft-lb Key Width = 0.00 in Actual 1-Way Shear = 43.43 15.53 psi Key Depth = 0.00 in Allay 1-Way Shear = 75.00 75.00 psi Key Distance from Toe = 0.00 ft Toe Reinforcing = # 5 @ 7.50 in fc = 2,500psi Fy = 60,000 psi Heel Reinforcing = # 6 @ 16.00 in Footing Concrete Density = 150.000d Key Reinforcing = None Spec'd Min. As % = 0.0018 Other Acceptable Sizes & Spacings Cover @ Top 2.00 @ Btm.= 3.00 in 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..... Force Distance Moment .....RESISTING..... Force Distance Moment Item lbs ft ft-lb Ibs ft ft-lb Heel Active Pressure = 3,802.5 4.33 16,477.5 Sal Over Heel = 1,324.4 7.42 9,824.8 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 = 3,787.5 O.T.M. = 16,472.5 ResMng/Overturning Ratio = 1.50 Vertical Loads used for Soil Pressure = 4,812.4 Ibs Sloped Soil Over Heel Surcharge Over Heel Adjacent Footing Load Axial Dead Load on Stem = 300.0 6.58 1,976.0 * Axial Live Load on Stem = 750.0 6.58 4,937.5 Sal 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 * ryesiistlrar�,butNiis includiedUdffor sal pressure ccaafculat �n for overturning Title Block Line 1 Project Title: You can change this area Engineer. Project using #*'Settings' menu item Project Descr and then using the 'Printing & Title Block' selection. Description : 10' 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 options: NOT USED for Sod Pressure. NOT USED for Sliding Resistance. NOT USED for Overtuming Resistance. Surcharge Loads Surcharge Over Heel = 0.0 psf Used To Resist Sliding & Overtuming Surcharge Over Toe = 0.0 psf Used for Sliding & Overtuming Axial Load Applied to Stem Axial Dead Load = 300.0 Ibs Axial Live Load = 750.0 Ibs Axial Load Eccentricity = 0.0 in 71 Des' n ary Wall Stability Ratios Overturning = 1.54 OK Sliding = 0.45 OK Slab Resists All Sliding Total Bearing Load = 3,817 Ibs ...resultant ecc. = 9.44 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 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 pff ...Height to Top = 0.00 ft ... Height to bottom = 0.00 ft Soil Pressure @ Toe = 996 psf OK Sal Pressure @ Heel = 164 psf OK AllowableSal 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 Sliding Calcs Slab Resists All Sliding! Lateral Sliding Force = 2,707.5 Ibs Less 100% Passive Force = - 0.0 Ibs less 100% Friction Force = - 1,220.0lbs 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 Fein 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 +falFa Total Force @ Section Moment.... Actual Moment.....Aliowable Shear..... Actual Shear ..... Allowable Wall Weight Rebar Depth 'd' Lap splice if above Lap splice I below Hook embed into footing Concrete Data fc Fy Printt-d- 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 AbovdBelow 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 = o tsa 0977 lbs = 1,601.6 3,600.0 ft4 = 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 Engineer - using the 'Settings' menu item "Printing Project ID: Project Descr. and than using the& Title Block' selection. Title Block Line 6 Printed: 10 MAY 2021, 11:39PM Fie - G.tUsersl0xne1\De51toP\PMJWb2Q2t12f Y r&htt4 Sr 1.EC6 �--- Description : 19 Footing Dimensions & Strengths Footing Design Results Toe Width = 5.25 ft D2 Heel Width = _ 33 Factored Pressure = 1,274 210 psf Total Footing Width = 6.58 MY : Upward = 13,653 0 ft-lb Footing Thickness = 12.00 in Mu': Downward = 2,481 330 ft-lb Mu' Design 11,172 330 ft-lb K Width Key = 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 Pc = 2,500 si Fy = 60,000 psi Heel Reinforcing = # 6 @ 16.00 in Footing Concrete Density = 150.00 pot Key Reinforcing = 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 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 4,559.2 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 = 2,707.5 O.T.M. = 9,9T1.5 Resisting/Overturning Ratio = 1.54 Vertical Loads used for Soil Pressure = 3,816.7 Ibs 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) = 1,050.0 5.58 5,862.5 Earth @ Stem Transitions = Foxing Weight = 987.0 3.29 3,247.2 Key Weight = Vert. Component = TOW = 3,066.7 Ibs R.M. = 15,343.9 • Axial live load NOT i luded in total displayed or used for overtuming resistance, but is incwded for sal pressure calculation. Title Block Line 1 Projed 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 y /y Printeed: 10 MAY 2021 11 41PM waft AAM - _ {fG =.v.itiSE:iStV4ht2f�.t)251CtOp`pN)EGtSILVLf�1 i i�.� y L 3 Description Criteria Retained Height = 8.00 ft Wan 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 Sod Pressure. NOT USED for Sling Resistance. NOT USED for Overturning Resistance. Surcharge Loads Suchame 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 lbs 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 Sliding! Total Bearing Load - 3 471 lbs r ...resultant ecc. - .15 in 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 psflft Passive Pressure = 389.0 psft t Sal Density, Heel = 110.00 pcf Sal Density, Toe = 110.00 pcf Friction Coeff btwn Ftg & Soil = 0.400 Sal height to ignore for passive pressure = 1200 in FEie7Load Applied to Stem Lateral Load = 0.0 pif ... Height to Top = 0.00 ft .-Height to Bottom = 0.00 ft Soil Pressure @ Toe = 441 psf OK Soil Pressure o@ Heel = 614 psf OK Allowable = 2,000 psf Soil Pressure Less Than Allowable ACI Factored @ Toe = 568 psf ACI Factored @ Heel = 789 psf Footing Shear @ Toe = 20.7 psi OK Footing Shear @ Heel = 7.2 psi OK Allowable = 75.0 psi Silding Calcs Slab Resists All Sliding! Lateral Sliding Force = 1,807.5 lbs less 100% Passive Force = - 0.0 lbs less 100% Friction Force = - 1,088.8lbs Added Force Req'd = 7192 lbs 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 I Stem Construction Design Height Above Ftg Wall Material Above'Ht" Thickness Rebar Size Rebar Spacing Rebar Placed at Design Data fblFB +falFa Total Force @ Section Moment.... Actual Moment .... Allowable Shear.....Actual Shear..... Allowable Wan Weight Rebar Depth 'd' Lap splice if above Lap splice 'rf below Hook embed into footing Concrete Data fc Fy 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 Lire Load Base Abovel'Below Sal = 0.0 ft at Back of Wall Poisson's Ratio = 0.300 Top Stern 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 lbs = 785.1 2,304.0 ft-I = 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. Description: $' 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 Pc = 2,500psI Fy = 60,000 psi Footing Concrele Density = 150.000d Min. As % = 0.0018 Cover @ Top 2.00 @ Btm.= 3.00 in Project Title: Engineer: Project ID: Project Descr. P,vn.A- in MGV 7n71 I1'd1 PM Footing Design_ Results Ise _H0! 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, #5917.25 in, #6@ 24,25 in, #7@ 33.00 in, #8@ 43.50 in, #9@ 4 Heel: Not raga, Mu < S Fr Key: No key defined Summary of Overturning & Resisting Forces & Moments .....OVERTURNING..... .....RESISTING..... Force Distance Moment Force Distance Moment ften Ibs ft ft-lb lbs It 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 Ibs 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 Ibs R.M. = 13,315.4 `Axial live load NOT included in tgtal displayed or used for overturning resistance, but is included for sal pressure calculation. Title Block Line 1 Project Title: You can change this arm 'Settings' Engineer. Project ID: using the menu item Project Dewx. and then using the 'Printing & Tale Block' selection. D.:nforlill RAdV 'Jfl91 11-diPM Lic. # : KW-05003503 Licensee: REED & ASSOCIATES Description Criteria Retained Height = 6.00 ft Wall height above soil = 0.50 it Slope Behind Wail = 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 = Overtuming 0.0 psi 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 Wall Stability Ratios Overturning = 1.53 OK Sliding = 0.61 OK Slab Resists All Sliding! Total Bearing Load = 2,408 Ibs ...resultant ecc. - 3.08 in Saf 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 pcd 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 = 1,092 psf OK Sal Pressure as Heel = 390 psf OK AllowaoiSoi 2,� psf Pressure l 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 Calcs Slab Resists All Sliding! Lateral Sliding Force = 1,087.5 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 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 "Ht' Thickness Rebar Size Rebar Spacing Rebar Placed at Design Data fb/FB +falFa Total Force @ Section Moment.... Actual Moment.... Allowable Shear..... Actual St. ..... Allowable 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, ACI 530.11, IBC 2015, CBC 2016, ASCE 7-10 Adjacent Footing Load Adjacent Footing Load = 0.0 Ibs Footil Width = 0.00 ft Eccentricity = 0.00 in Wall to Ftg CL Dist = 0.00 ft Footing Type Lire Load Base Above/Below Soil _ 0.0 ft at Back of Wall Poisson's Ratio = 0.300 Top Stem 2nd Sin 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.= 0.02 Ibs= 256.6 1,296A 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 psi = 100.0 100.0 in = 625 6.25 in= 12.00 1z00 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 - Project ID: using the'SettiW menu item Project Descr and then using the *Printing & Title Block' selection. Printed: 10 MAY 2021, 11:43PM Fke C:tUsersAOwnelOesktopipmoctO21121-tt&-IkLOTSx -f.EC6-` Description . Footing Dimensions & Strengths Footing Design Results Toe Width = 2.25 It Toe the Heel Width = 1.00 Factored Pressure = 1,446 517 Total Footing Width = 3.25 Mu': Upward = 0 0 Ib Footing Thickness = 12.00 in Mu': Downward Mu: Design = 0 54 ft4b = 2,592 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 Connote Density = 150.00 pef 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, 97@ 39.25 in, #8@ 48.25 in, #9@ 4 Heel: Not req'd, Mu < S Fr Key: No key defined Summary of Overturning & ResisUng Forces & Moments .....OVERTURNING..... Force Distance Moment ..... RESISTING ..... Force Distance Moment ►fin Ibs ft ft4b 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 = 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 2.58 775.0 Added Lateral Load = `Axial Live Load on Stem = 750.0 2.58 1,937.5 Load @ Stem Above Soil = Sal Over Toe = Surcharge Over Toe = Stem Weight(s) = 650.0 2.58 1,679.2 Earth @ Stem Transitions = Total = 1,087.5 O.T.M. = 2,567.5 Footing Weight = 487.5 1.63 792.2 Resisting/Overturning Ratio = 1.53 Key Weight = Vertical Loads used for Soil Pressure = 2,407.5 Ibs 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 soil pressure calculation. 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. 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 = 0.00 in Water height over hed = 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 UsedTo 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 lbs Axial Load Eccentricity = 0.0 in Desi n suirkmary Wall Stability Ratios Overtuming = 1.68 OK Sliding = 0.87 OK Slab Resists All Sliding ! Total Bearing Load = 1,947 lbs ...resultant ecc. = 1.91 in Sal Data Allow Soil Bearing = 2,000.0 psf Equivalent Fluid Pressure Method Heel Active Pressure = 45.0 psflft Toe Active Pressure = 30.0 psf/ft Passive Pressure = 389.0 psftft 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 pff ...Height to Top = 0.00 ft ...Height to Bottom = 0.00 It Sal Pressure @ Toe = 1,439 psf OK Sal Pressure @ Heel = 508 psf OK Allowable 2,000 psf d Pressure less Than Allowable ACI Factored @ Toe = 1,948 psi ACI Factored @ Heel = 688 psf Footing Shear @ Toe = 4.8 psi OK Footing Shear @ Heel = 2.1 psi OK Allowable - 75.0 psi Sliding Calos Slab Resists All Sliding! Lateral Sliding Force = 547.5 lbs less 100% Passive Force = - 0.0 lbs less 100% Friction Force = - 478.0 lbs Added Force Req'd = 68.8 Ibs NG ..,,for 1.5 :1 Stability = 342.6 lbs 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 "Fit" Thickness Rebar Size Rebar Spacing Rebar Placed at Design Data fbfFB +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 n....a-I 1n den V -, 11 ACDAA Calculations per ACI 318-14, ACI 530.11, IBC 2015, CBC 2016, ASCE 7.10 Adjacent Footing Load Adjacent Footing Load - 0.0 lbs Footing Width = Eccentricity = 0.00 ft 0.00 in Wall to Fig 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 Stern OK Stem OK ft = 3.33 0.00 = Concrete Concrete in = 8.00 8.00 - # 4 # 4 in = 8.00 16.00 = Edge Edge - O.00o 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 = 1200 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. if ,-- lainin Wall 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 fc = 2,500 psi Fy = 60,000 psi Footing Concrete Density = 150.00 pd Min. As % = 0.0018 Cover @ Top 2.00 @ Btm.= 3.00 in Projed Title: Engineer: Project ID: Project Descr. Printed: 10 MAY 2021, 11:45PM - -- -- -- t k = G:kU-,,eslOumertDesktopipro*tst202n21-118.1tLQTS!_-f.EC6 Footing Design Results Its HWI Factored Pressure = 1,948 688 psf Mu': Upward = 0 0 ft4b Mu': Downward = 0 39 fi4b Mu: Design = 768 39 ft-lb Actual 1-Way Shear = 4.79 2.070 Allow 1-Way Shear = 75.00 75.00 psi Toe Reinforcing = # 4 @ 18.00 in Heel Reinforcing = # 6 @ 16.00 in Key Reinforcing = Norte Spec'd Other Acceptable Sizes & Spacings Toe: Not req'd, Mu < S ' Fr Heel: Not req'd, Mu < SFr Key: No key defined Summary of Overturning & Resisting Forces & Moments .....OVERTURNING..... Force Distance Moment .....RESISTING..... force Distance Moment Item bs 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 Heal = 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 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 Weight(s) = 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/0verduning 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 rAxial esistance, , but sO�cl ed r tsotl p dressu�re c�aku�used iron for overturning GENERAL NOTES: IBC EDITION FRAMING PER PLAN LOCATION BY OTHERS +5 PCF EQUIVILENT FLUID PRESSURE 2000 PSF SOIL BEARING PRESSURE 0 PSF SURCHARGE Lj 5 1/2 SACK CEMENT PER CUBIC YARD, 2500 PSI MINIMUM COMPRESSIVE STRENGTH, MAX" 6 GALLEW WATER PER SACK GRADE 60 STEEL MA- Vim-- BACKFILL WITH POUR OUS MATERIAL; PROVIDE TEMPORARY BRACINGS AS REWD UNTIL SLAB IS CONSTRUCTED AND CUR£A WALL PER PLAN (2)—#4 CONT. @ TOP 4' SLAB W/rCLR 6X6 W1.4 X W1.4 WWF OR #3 @ 12'o/c E.W. -e 3'CLR - .a_ a.r - - •? A+l?.- roc- [W-I li; TO MA%f-A �VePT ,BAfZ� 3"a 1I .rr•+ Try HEEL 6'NIN 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 iiG IL. rEu 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. 0" 8" 4" 10'-0" #5 @ 7" o.c. #4 @ 10" o.c.3" L6' 8" 8" 12'-0" #5 @O.C. � #4 @ 8" O.C. '+ 10" .TYPICAL CANTED FND WALL L - / Scale: NTS = 1`0'- Section View