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HomeMy WebLinkAboutSDP 2019-0009; 2051 PALOMAR AIRPORT ROAD; RETAINING WALL CALCULATIONS; 2020-09-17TAIT RISING TO THE CHALLENGE 2051 Palomar Airport Road Retaining Wall Calculations 'soPo'\- 00e9 -000 1 Project Site: 2051 Palomar Airport Road Carlsbad, CA 92011 Owner! Developer Steelwave, LLC 3335 Susan Street Costa Mesa, CA 92626 (949)863-0390 SEP 30 2020 LAND DEVELOPMENT ENGINEERING Prepared by Tait & Associates, Inc. 701 North Parkcenter Drive Santa Ana, CA 92705 (714)560-8200 Engineer: Jacob Vandervis, P.E. Registration No. 46301 January 22, 2020 REVISED: APRIL 22, 2020 REVISED: JUNE 22, 2020 REVISED: SEPTEMBER 17, 2020 TAIT RISING TO THE CHALLENGE Tait & Associates 701 North Parkcenter Drive Santa Ana, CA 92705 (714) 560-8200 S RETAINING WALL NOTES'. .. GENERAL - • • 1. ALL CONSTRUCTION AND WORKMANSHIP.SHALL CONFORMTO THE 2019 CBC. 2. CONTRACTOR MUST CHECK ALL DIMENSIONS, AND SITE CONDITIONS BEFORE STARTING WORK. ARCHITECT/ENGINEER SHALL BE'NOTIFIED IMMEDIATELY OF ANY.DISCREPANCIES OR POSSIBLE DEFICIENCIES.. . S. .• S 3. GEOTECHNICAL REPORTS ARE PER PROJECT NUMBER 8219-04 BY STRUCTURAL OBSERVATION GROUP INC., AND DATED JULY 18,2019; JANUARY 14,2020; AND JUNE 19; 2020 FOUNDATIONS 0 .• • . 0 • 0 • . .. 0 L FOOTINGS.ARE TO BE CARRIED. A MINIMUM OF 24" INTO FIRM UNDISTURBED NATURAL SOIL OR .. APPROVED COMPACTED FILL PER GEOTECHNICAL REPORTS. GEOTECHNICAL REPORTS ARE PER PROJECT NUMBER 8219-04 BY STRUCTURAL OBSERVATION GROUP INC.,AND DATED JULY 18, 2019; JANUARY 14, 2020; AND JUNE 19, 2020, RESPECTIVELY. : 2. FOOTINGS MAY BE DESIGNED USING AN ALLOWABLE BEARING CAPACITY OF 3,000 PSF BASED ON A MINIMUM WIDTH OF 24 INCHES AND EMBEDMENT DEPTH OF 24 INCHES BELOW.THE LOWEST' ADJACENT GRADE. 3. RELATIVELY NON-EXPANSIVE FILL SHOULD BE USED IN B'ACKFILLING BEHIND WALLS. DESIGN ALLOWS FOR ONSITE SOILS TO BE USED FOR BACK FILL, HOWEVER, ALL ONSETE SOILS SHALL BE TESTED FIRST TO CONFIRM THEY MEET THE CRITERIA FOR NON-EXPANSIVE SOIL BACKFILL ALL RETAINING WALLS SHALL BE ADEQUATELY SHORED DURING THE BACKFILL OPERATION CONCRETE ,.• •. . .. ' .: . :' :. •'• I :.ALL CONCRETE SHALL ATTAIN. A MINIMUM COMPRESSIVE STRENGTH OF 4,506, PSI AT 28 DAYS WITH A MAX!MUMWATERJCEMENT RATIO OF 0.45. : . 0 ,• . AGGREGATES SHALL BE.NATURAL SAND AND ROCKCONFORMING TO ASTM C33. . . CEMENT SHALL BE PORTLAND' CEMENT CONFORMING TO ASTM C. 150, TYPE V. THE'FOLLOWENG MINIMUM CLEAR DISTANCES BETWEEN REINFORCING STEEL AND FACE OF , CONCRETE SHALL BE MAINTAINED UNLESS NOTED OTHERWISE:. .• . . 0 0 0 SLAB ON GRADE 0 . 0 . . CENTER OF SLAB CONCRETE BELOW GRADE, FORMED : . 0•• 2' -- :CONCRETE BELOWGRADE;UNFORMED (POURED AGAINST EARTH) - .3" - CONCRETE EXPOSED TO WEATHER . • •. . I 1/2' 5. PROVIDE' 3/4" CHAMFERS AT ALL EXPOSED CORNERS.' 0 MASONRY BLOCK fM 0 '.. '. S • PSI 1.500 ' Fs. • .. • . S PSI=20,000 SOLID GROUTING . .' • • =YES ' ... '• 5 MODULAR RATIO 'n• ' • . . • 2148 SHORT TERM FATOR . S • , =1.000 EQUIV. SOLID THICK ' , • IN= 7.60 0 MASONRY BLOCK TYPE =MEDIUM WEIGHT MASONRY DESIGN METHOD =ASD 1TAIT RISING TO THE CHALLENGE Tait & Associates 701 North Parkcenter Drive Santa Ana, CA 92705 (714)560-8200. REINFORCING STEEL . REINFORCING STEEL -SHALL CONFORM TO ASTM A615, GRADE 40 FOR SIZES #3 AND #4 AND GRADE 60 FOR SIZES #5 AND LARGER. : WELDED FABRIC (MESH) SHALL CONFORM TO THE LATEST REVISED ASTM Al 85. SMOOTH WIRE FABRIC SHALL CONFORM TO ASTM A85, YIELD STRENGTH 60 KS!. ALL BARS IN MASONRY SHALL BE LAPPED A MINIMUM OF 40 BAR DIAMETERS (24" MIN.) AT ALL SPLICES UNLESS NOTED OTHERWISE. . . 4.. ALL BARS IN CONCRETE SHALL BE LAPPED A MINIMUM 0F36 BARS DIAMETERS (24" MIN.)AT ALL SPLICES UNLESS NOTED OTHERWISE. . . . . .. SPLICES OF HORIZONTAL.REBAR IN WALLS AND FOOTINGS SHALL BE STAGGERED 48" MINIMUM. ALL BENDING OF REINFORCING STEEL SHALL CONFORM TO THE LATEST EDITION OF THE CBC. RETAINING WALL PARAMETERS ... •• . . . . • . . GEOTECHNECAL REPORTS ARE PER PROJECT NUMBER 8219-04BY STRUCTURAL OBSERVATION GROUP INC., AND DATED JULY 18,2019; JANUARY, 14; 2020; AND JUNE 19, 2020, RESPECTIVELY. ACTIVE PRESSURE PER GEOTECHNICAL REPORTS (DESCRIBED ABOVE) SHALL BE EQUIVALENT TO AFLUID WEIGHING 35 PCF. IN THE EVENT OF NO SUBDRAIN'CONDIT[ONS, THE VALUE SHALL BE INCREASED TO 62.4 PCF. •. • . .. S • •. • . •• . • FRICTIONAL RESISTANCE SHALL BE 0.35. • . . . PASSIVE PRESSURE PER GEOTECI-INICAL REPORTS (DESCRIBED ABOVE) SHALL BE MINIMUM 350 PCF. . . .. . THE SOIL DENSITY ON BOTH THE HEEL AND TOE SIDE OF THE FOOTINGS SHALL BE 110 PCF. . SURCHARGE LOADS . .. • 1. DUE TO PARKING SPACES WITH TRAFFIC LOADS PLACED ABOVE THE HEEL FOOTING OF THE RETAINING WALLS, A SURCHAGE LOAD OF 250 PSF HAS BEEN INCLUDED WITHIN THE . CALCULATIONS. . • • • .. S • . . '• . 2. DUE TO THE HEIGHT OFTHE.WALLS, A CABLE RAILING HAS BEEN ADDED TO ALL RETAINING . WALLS. A LATERAL LOAD OF 20 POUNDS PER FOOT IS INCLUDED WITHIN THE CALCULATIONS. Project Name/Number: sp8415 carlsb 2051 PALOMAR AIRPORT ROAD Title WALL TYPE "A' Page: RETAINING WALL STRUCTURAL CALCULATIONS Dsgnr: SP8415 Date: 17 SEP 2020 TAUT & ASSOCIATES Description.... WALL NO.1 AND 3 WALL TYPE A I This Wall in File: K:\DrawingsSPSP8415 - Cartsbad0ocs\StructuraIsp8415 carlsbad.RPX O'-4' HEIGHT RetainPro (c) 1987.2019, Build 11.20.03.31 License :i5 - Cantilevered Retaining Wall Code: CBC 2019,ACl 31814,TMS 402-16 Footing Data Toe Width •. = 1.00 ft Heel Width. ' = 2.50 Total Footing Width = 3.50 Footing Thickness = 18.00 in Key Width '' - - := 6.00 in. -. Key Depth . 6.00 in Key Distance from Toe = 1.00 ft ft 4,500 psi Fy =. 60,000 psi Footing Concrete Density = 150.00 pcf Mm. As % . . 0.0018 Cover@ Top 2.00 @ Btm.= 3.00 in I Summary of Overturning & I . I Footing Design Results ... Too. Heel Factored Pressure = 1,725 . 160 psf Mu': Upward . = 9,455 728 ft-# Mu': Downward . = . 2,688 2,248 ft-# Mu: Design . . = .564 ,'. 1,520 ft-# Actual 1 -Way Shear . 5•95••. . 5.37.psi----- - . Allow 1-Way-Shear '= . 53.67 53.67 psi Toe Reinforcing = None Spec'd . . Heel Reinforcing = 'None Spec'd S Key Reinforcing = #4 @ 18.00 in Footing Torsion, Tu =• 0,00 ft-lbs Footing Allow. Torsion, phi Tu. = 0.00 ft-lbs If torsion exceeds allowable, provide . . supplemental, design for footing torsion. ' Other.Acceptable Sizes & Spacings .. . . . Toe: phiMn = phi'5lambda'sqrt(fc)'Sm, . . Heel: phiMn = phi'5'lambdasqrt(fc)'Sm .• Key: #4@ 18 in, #5@ 18 in, #6@ 18 in, #7@.18 In, #8@ 18 in, Min footing T&S reinf Area 1.36 in2 Min footing T&S reinf Aea per foot 0.39' in2 ift If one layer of horizontal bars: If two layers of horizontal bars:. #4@ 6.17 in •' . #4© 12.35 in #5@ 9.571n - . #5@19.14in #6@- 13.58 #6@ 27.16 in a Forces & Moments . . ' .. .. . . OVERTURNING .. ..• ' . '.5 . RESISTING..... 'Force . Distance' . Moment . . Force DiOtance Moment Item , lbs ft ft-# . . ' . . lbs ft ft-# HL Act Pres'(ab water,ibl) 437.5 . 1.67: 729.2 :' Soil Over HL '(a6. water thl) '705.8 '2.58 . 1,823.4 UI A 01.:.fls #kit Soil Over HL lbel.water thfl 2.58 1.823.4 IIflflflUCaIJUflUIV IUU . .....r'-' Hydrostatic Force . ''- •' -"-' Watre Table . . -. Buoyant Force = ' ' Sloped Soil Over Heel = Surcharge over Heel = 397.7 2.50 99435 Surcharge Over Heel = 458.3 2.58 1,184.0 Surcharge Over Toe . . ' . . . ..• Adjace!It Footing Load = Adjacent Footing Load = . . Axial Dead Load on Stem = , -Added Lateral Load ' 20.0 8.50 170.0 'Axial Live Load onStem ' Load @ Stem Above Soil = . ' . . . Soil Over Toe = ' 55.0 0.50 27.5 Surcharge Over Toe Stem Weight(s) = 312.0 1.33 416.0 Earth © ,Sem Transitions= Total 855.2 O.T.M. = 1,893.5 Footing Weight ••' . 787.5 1.75 . 1:378.1 Key Weight . . = . 37.5 1.25. 46.9 ReslstinglOvertuming'Ratio . , 2.58 . Vert.'Càmponent . . Vertical Loads used for Soil Pressure = 2,356.2* lbs Total = 23562 lbs R.M = 4 875.9 Axial live load NOT included in total displayed, or used for overturning. resistance, but is included for soil pressure calculation. Vertical component of active lateral soil pressure IS NOT considered in the calculation of Sliding Resistance. Vertical component of active lateral soil pressure IS NOT considered in the calculation of Overturning Resistance. Project Name/Number: sp8415 carlsb 2051 PALOMAR AIRPORT ROAD Title WALl. TYPE "A Page: RETAINING WALL STRUCTURAL CALCULATIONS Dsgnr: SP8415 Date: 17 SEP 2020 TAIT & ASSOCIATES Description.... WALL TYPE A WALL NO.1 AND 3 0'-4'HEIGHT This Wall in File: K:Drawings\SPSP8415 - CarlsbadDocs1StructuraIsp8415 cartsbad.RPX RetainPro (c) 1987.2019, Build 11.20.03.31 License: KW-06056245 . Cantilevered Retaining Wall Code: CBC 2019,ACI 318-14,TMS 402-16 License To: WENDELL GAYER ITilt I Horizontal Deflection at Top of Wall due to settlement of soil (Deflection due to wall bending not considered) . . Soil Spring Reaction Modulus 250.0 - pci HorizontälDefl @ Top of Wall (approximate only): - -. 0.039 in-- - -- -_---__-- - S -. - - The above calculation is not valid If the heel soil bearing oressure exceeds that of the toe. because the wall would then tend to rotate into the retained soil. S - -....,.. ... :-. - - 5,...... Project Name/Number: sp8415 carlsb 2051 PALOMAR AIRPORT ROAD Title WALl.. TYPE "A Page: 8 RETAINING WALL STRUCTURAL CALCULATIONS Dsgnr: TAIT Date: 17 SEP 2020 TAIT & ASSOCIATES Description.... WALL NO. lAND 3 WALL TYPE A This Wall in File: K:Drawings\SPSP8415 - CarlsbadDocsStructuraI'.sp8415 cailsbad.RPX 4'-6' HEIGHT RetainPro (c) 1987-2019, Build 11.20.03.31 License: KW-06056245 Cantilevered Retaining Wall Code: CBC2OI9,AC1318-14,TMS4O2-16 Footing Data Footing Design Results Toe Width 1.00 ft . Toe Heel Heel Width 3.50 Factored Pressure = 2,378 120 psf Total Footing Width 450 Mu': Upward = 13,265 2,383 ft-# Footing Thickness = 18.00 in Mu' ;Downward. = 2,688 6,263 ft-# S Mu: Design = 881 3,880 ft-# Key Width = 6.00 in Actual 1-Way Shear = 9.21 8.34 psi Key Depth = 9.00 r Allow 1-Way Shear = 53.67 53.67 psi Key Distance from Toe 1.00 ft Toe Reinforcing = None Spec'd ft = 4,500 psi Fy = 60,000 psi Heel Reinforcing = None Spec'd Footing Concrete Density , = 150.00 pcf Key Reinforcing = #4 @ 18.00 in . Mm. As % = 0.0018 Footing Torsion, Tu. = 0.00 ft-lbs Cover © Top 2.00 © Btin.= 3.00 in Footing Allow. Torsion, phi Tu = 0.00. ft-lbs . If torsion exceeds allowable, provide . . . . supplemental 'design for footing torsion. • . Other Acceptable Sizes & Spacings Toe: phiMn= phi'51ambdá'sqil(fc)'Sm . .. . . Heel: phiMn = phi'5'Iambda'sqrt(fc)'Sm . Key: #4@ 18 in, #5@ 18 in, #6@ 18 in, #7@ 18 in, #8@ 18 in; Min footing T&S reinf Area 1.75 1n2 Min footing T&S .reinf Area per foot 0.39 in2 aft . • . If one layer of horizontal bars: . If two layers of horizontal bars: 0 •• • #4© 6:17 in . #4© 12.35 in -. - •• . . .• •. . . #5 9.571n . #5@ 19.14 in #6@ 13.58 In : #6@ 27.16in I Summary of Overturning &ResistinqFôrces &Moments . •, OVERTURNING..::.. :' . ..::.REslshNG.:..: Force Distance Momeflt Force Distance . S Moment Item . lbs .. ft4 S lbs ft ft4 HL Act Pres lab water WI) 857.5. 2.33 20008 Soil Over HL (ab water WI) .1 ,714.2 308 52853 HL Act Pres (be water tbl) . . . Soil Over HL (bel. water WI) 3.08 5,285.3 Hydrostatic Force . Watre Table . . . Buoyant Force . = .. : Sloped Soil Over Heel = Surèhargeover Heel- = .55.8 3.50 . SurchargeOver Heel = 708.3 3.08 2.1840 Surcharge Over Toe = . Adjacent Footing Load = . Adjacent Footing Load = - ---AddedLateralLoad - = - 20.0----10.50 . . Axial Dead Load on Stem = 210.0 Axial,LivèLoad onStem Load @ Stem Above soil = . . Soil Over Toe = 55.0 0.50 . 27.5 = . . Surcharge Over Toe Stem Weight(s) = 468.0 . . 1.33 624.0 Earth © Stem Transitions = Total .1.434.3 O.T.M. = 4,159:7 •• Footing Weight . 1.012.5 .2.25 2278.1 Key Weight = . 56.3 •. 1.25 . '. 70.3 Resisting/Overturning Ratio . .2.52. . Vert Component Vertical Loads used for Soil Pressure = 4,014.3 . lbs •. . . Total = 4.014.3 lbs R.M.= . 10,469.3 Axial live load NOT included in total displayed, or used for overturning . . . . . . resistance, but is included for soil pressure calculation. Vertical component of active lateral soil pressure IS NOT considered in S the calculation of Sliding Resistance. . . S : • . Vertical component of active lateral soil pressure IS NOT considered In the calculation of Overturning Resistance. Project Name/Number: sp8415 carlsb 2051 PALOMAR AIRPORT ROAD Title WAL.. TYPE "A" Page: RETAINING WALL STRUCTURAL CALCULATIONS Dsgnr: TAIT Date: 17 SEP 2020 TAIT & ASSOCIATES Description.... WALL TYPE A WALL NO. lAND 3 14'-6'HEIGHT This Wall in File: K:\Drawlngs\SPSP8415 - Carlsbad\Docs\Structural\sp8415 carlsbad.RPX RetainPro (c) 1987-2019, Build 11.20.03.31 License: KW.06056245 Cantilevered Retaining Wall Code: CBC 2019,ACl 318-14,TMS 402-16 License To: WENDELL GAYER S Tilt Horizontal Deflection at To of Wall due to settlement of soil .S . (Deflection due to wall bending not considered) . . . S . . . .• . . Soil Spring Reaction Modulus .: ,. 250.0 pci : . . . .. Horizontal Defl@ Top of Wall (approximate only) .. 0.063 in The above calculation is not valid if the heel soil bearing pressure exceeds that of the toe. because the wall would then tend to rotate into the retained soil. cense : IVY4JbUbbL4D cense To: WENDELL GAYER Footing Data Toe Width = 1.00 it Heel Width = 4.50 Total Footing Width = 550 Footing Thickness = 18.00 in Key Width = d.00 in Key Depth = 12.00 in Key Distance from Toe = 1.00 it ft = 4,500 psi Fy = 60,000 psi Footing.Concrete Density = 150.00 pcf. Mm. As .% =• 0.0018 Cover @ Top 2.00 © BLm.= 3.00 in Project NamelNumber: sp8415 carlsb 2051 PALOMAR AIRPORT ROAD Title WALL TYPE "A RETAINING WALL STRUCTURAL CALCULATIONS Dsgnr: TAIT TAIT & ASSOCIATES Description.... WALL NO. lAND 3 This Wall in File: K:DrawingsSPSP8415 - CarIsbadDocsStructuraRsp8415 carlsbad.RPX Page: 12 Date: 17 SEP 2020 WALL TYPE A 6'-8' HEIGHT Cantilevered Retaining Wall Code: CBC 2019,ACI 318-14,TMS 402-16 Footing Design Results Toe Heel Factored Pressure =. 3,077 49 psI Mu': Upward = 17,363 4.235 ft-# Mu': Downward 3,024 11,620 ft-# Mu: Design = 1,195 7,385 ft-# Actual 1-Way Shear 12:73 11.80 psi Allow 1-Way Shear = 53.67 53.67 psi: Toe Reinforcing = None Spec'd Heel Reinforcing = None Spec'd Key Reinforcing = #4 © 8.00 in Footing Torsion, Tu = 0.00 ft-lbs Footing Allow. Torsion, phi Tu = 0.00 ft-lbs If torsion exceeds allowable, provide supplemental design for footing torsion. Other Acceptable Sizes & Spacings Toe: phiMn = phl'5'l6mbda's4rt(f0Sm Heel: phiMn = phi'5'Iambda'sqrtfc)'Sm Key: #4@ 9.25 in, #5@ 14.35 in, #6@ 18 in, #7@ 18 in, #8@ 18. Min footing T&S reinf Area 2.14 1n2 Min footing T&S ieinf Area per foot 0.39 in2 ift If one layer of horizontal bars: If two layers of horizontal bars: #4@ 6.17 in #4© 12.35.in'..: #5@ 9.57 in : #5@ 19.14 In #6©13.58in #6@27.161n I Summary of Overtuming& Resisting Forces & Moments ... .. . '...• I OVERTURNING RESISTING.... Force S Distance Moment Force Distance Moment Item lbs ft ft-# lbs ft : ft4 HL Act Fires. (ab water tbl) 1,417.5 300 4,252.5 Soul Over HL (ab water tbl) 2887 5 375 10,828.1 HL Act Pres (be water tbl) • Soil Over HL (beL water tbl) 3.75 10,828.1 Hydrostatic Force . Watre Table Buoyant Force = Sloped Soil Over Heel . = Surcharge over Heel = 715.9 4.50 3,221.6 Surchaige Over Heel 875.0 3.75 3,281.3 Surcharge Over Toe . = Adjacent Footing Load = Adjacent Footing Load = . . Axial Dead Load on Stem = - -Added Lateral Load =- _20.0 - 12.50. -. 250.0 _Axial Live Load onStem = _. - • - Load © Stem Above Soil = . Soil Over Toe . 55.0 0.50 27.5 = Surcharge Over Toe = Stem Weight(s) = 808.0 1.44 1,160.0 Earth © Stem Transitions = 128.3 1.83 .236.3 Total = 2,153.4 O.T.M. = 7,724.1 Footing Weight . 1,237.5 2.75 3,403.1 - .. .Key Wei ght = 150.0 1.50 225.0 ResistlnglOverturnlng Ratio = . 2.48 -Vert. Component . Vertical Loads used for Soil Pressure = 6,141.3 lbs Total = 6 141 3 lbs R M = 19.160:3 S .. . 'Axial live load NOT included in total displayed, or used for overturning resistance, but is included for soil pressure calculation. Vertical component of active lateral soil pressure IS NOT considered in the calculation of Sliding Resistance. Vertical component of active lateral soil pressure IS NOT considered In the calculation of Overturning Resistance. Project Name/Number: sp8415 carlsb 1 2051 PALOMAR AIRPORT ROAD Title WALl.. TYPE "A Page: RETAINING WALL STRUCTURAL CALCULATIONS Dsgnr: TAIT Date: 17 SEP 2020 TAIT & ASSOCIATES Description.... WALL NO. lAND 3 WALL TYPE A This Wall in File: K:OrawingsSP\SP8415 - CartsbadDocsStructural\sp8415 carlsbad.RPX 164HEIGHT RetainPro (c) 1987-2019, Build 11.20.03.31 . License: KW-06056245 Cantilevered Retaining Wall Code: CBC 2019,ACI 318-14,TMS 402-16 License To : WENDELL GAYER Tilt •1 Horizontal Deflection at Top of Wall due to settlement of soil S .. (Deflection due to wall bending not. consideed) . . . • Soil Spring Reaction Modulus • 250.0 pci ---Horizontal Defi @ top of Wall (appoirnate only)..__ 0.089 in - • S • - The above calculation is not valid if the heel soil bearing pressure exceeds that of the toe. • S • because the wall would then tend to rotate into, the retained soil. . S • : • S S 2051 PALOMAR AIRPORT ROAD RETAINING WALL STRUCTURAL CALCULATIONS TAIT & ASSOCIATES This Wall in File: Project Name/Number: sp8415 carlsb Title WALl.. TYPE "A" Dsgnr: TAIT Description.... WALL NO.1 AND 3 Page: 16 Date: 17 SEP 2020 WALL TYPE A 8'-10' HEIGHT 15- 15 cartsbad.RPX Retainpro(c) 1987-2019, Build 11.20.03.31 License: KW.06056245 Cantilevered Retaining Wall Code: CBC 2019,ACI 318-14,TMS 402-16 License To: WENDELL GAYER Footing Data S I I Footing Design Results Toe Width = 1.50 ft. . Toe Heel Heel Width = 5.50 Factored Pressure = 3097 41.8 psf Total Footing Width = 7.00 , Mu': Upward = 39,227 8,240 ft-# Footing Thickness = 18.00 in Mu': Downward = 6,552 19,374 ft-# Mu: Design = . 2,723 11,133ft-# Key Width = 12.00 n Actual 1-Way Shear = 19.16 15.88 psi . . Key Depth = 15.00 Ifl Allow 1-Way Shear = 53.67 100.62 psi Key Distance from Toe = 1.50 ft Toe Reinfocing = None Spèc'd ft = 4,500 psi Fy = 60,000 psi Heel Reinforcing = #5 @ 8.00 in Footing Concrete Density = 150.00 p. Key Reinforcing = #4 © 800 in Mm. As % 0.0018 FootingTorsion, Tu = 0.00 ft-lbs Cover © Top 2.00 © Btm.= 3.00 In Footing Allow. Torsion, phi Tu = 0.00 ft-lbs • IT torsion exceeds allowable, provide supplemental design for footing torsion. Other Acceptable Sizes & Spacings. . •. . . . Toe: phiMn = phi'5'Iambda'sqrt(fc)'Sm . . . . Heel #4@6.17 in, #5@ 9.56 in, #6@ 13.58 in, #7@ 18.51 in, #8@ 24.38 in, #9@ 30. Key: #4© 9.25 in, #5@ 14.35 in, #6@ 18 in, #7@ 18 in, #8@ 18 . . . . Min footing T&S reinf Area 2.72 in2 . Min footing T&S reinf Area per foot 0.39 1n2 ift . If one layer of horizontal bars: If two layers of horizontal bars: #4@617un #4@12351n #5@ 9.57 in : #5@ 19.14 in #6@13.58in •. #6@27.16in . I Summary of Overturning & Resisting Forces &. Moments . . . •. . • . •• S . . .:...OVERTURNING...... . . . RESISTING..... Force . Distance Moment . • . Force Distance Moment Item. lbs Ift , ft-# lbs • It . 1114 HL Act Pros (ab water tbl) 2,117.5 367 7,764.2 Soil Over HL (ab. water tbl) 4,354.2 •. 4.92 . 21,408.0 HL Act Pros (be water. tbl) •. •. . . Soil Over HL (bel. water thI) -7.4.92 . 21,408.0 Hydrostatic Force • . . .. . Watre Table . . Buoyant Force = . . : : Sloped Soil Over Heel • = Surcharge over Heel = 875.0 5.50 4,812.5. Surcharge Over Heel = 1,041.7 4.92 5,121.5 Surcharge Over Toe . = . .. . Adjacent Footing Load = . Adjacent Footing Load = . . . . Axial Dead Load on. Stem = . Added Lateral Load = 20.0 14.50. - -. 290.0. • Axial Live Load on Stem. = . . - Load @Stem Above Soil = . . Soil Over Toe . = . 82.5 075 61.9 = . . Surcharge Over Toe = .. Stem Weight(s). = 1,216.0 2.05 2,489:3 . . .. . . Erth © Stem Transitions = 330.0 . 2.54 837.2 Total = .• 3,01.2.5 O.T.M. = 12,866.7 Footing Weight = 1,575.0 .3.50 5,512.5 . Key Weight . = 187.5 ' 2.00 375.0 Resisting/Overturning Ratio = 2.78 Vert. Component = . Vertical Loads used for Soil Pressure = 8,786.8 lbs . . Total = 8,786.8 lbs R.M. 35,805.4 . 'Axial live load NOT included in total displayed, or used for overturning resistance, but is included for soil pressure calculation. Vertical component of active lateral soil pressure IS NOT considered in the calculation of Sliding Resistance. Vertical component of active lateral soil pressure IS NOT considered in the calculation of Overturning Resistance. Project Name/Number: sp8415 carlsb 2051 PALOMAR AIRPORT ROAD Title WALl.. TYPE "A" Page: 17 RETAINING WALL STRUCTURAL CALCULATIONS Dsgnr: TAIT Date: 17 SEP 2020 TAIT & ASSOCIATES Description.... WALL NO.1 AND 3 WALL TYPE A 1 8'-10'HEIGHT This Wall in File: K:lDrawingsSPSP8415 - Carlsbad\Docs\Structuralsp8415 carlsbad.RPX RetainPro (c) 1987-2019, Build 11.20.03.31 License: KW-06056245 . . Cantilevered Retaining Wall Code: CBC 2019,ACl 318-14,TMS 402-16 License To: WENDELL GAYER Tilt I . Horizontal Deflection at Top of Wall due to settlement of soil . . . . . (Deflection due to wall bending not considered) I .. . . . • .... S S Soil Spring Reaction Modulus 256.0 pci . . .'. . . : - Horizontal Defi @ Top of Wall (approximateonly) 0.088: in . . . •. -. . . . . . . .... The above calculation is not valid if the heel soil bearing oressure exceeds that of the toe. . . . because the wall would then tend to rotate into the 'S. • . retained soil. . S.. ••• ....S S . • Project Name/Number: sp8415 carisb 2051 PALOMAR AIRPORT ROAD Title WALL TYPE "B Page: 20 RETAINING WALL STRUCTURAL CALCULATIONS Dsgnr: TAIT Date: 17 SEP 2020 TAIT & ASSOCIATES Descnption.... WALL NO.2 WALL This Wall In File: KDrawings\SPSP8415 - Carlsbad\Docs\Structural\sp8415 carlsbad.RPX O'-4' HEIGHT RetainPro (c) 1987-2019, Build 11.20.03.31 License :KW-06056245 Cantilevered Retaining Wall Code: CBC 2019,ACI 318-14,TMS 402-16 Footing Data Footing Design Results Toe Width = 1.00 ft . TOO Heel Heel Width = 3.50 Factored Pressure = 1,943 97 psf Total Footing Width 4.50 Mu': Upward = 10,839 1,944 ft-# Footing Thickness = 18.00 in Mu': Downward. . = 2,688 5,078 ft-# S Mu: Design = 679 3,134 ft-# . Key Width Key Depth = 6.00 in = 16.00 in Actual 1-Way Shear . = 7.19 6.70 psi Key Distance from Toe 1.00 ft Allow 1-Way Shear = 53.67 53.67 psi '.None Toe Reinforcing = Spec'd t'á = 4,500 psi Fy = 60,000 psi Heel Reinforcing = None Spec'd . Footing Concrete Density = 150.00 pd Key Reinforcing = #4 @ 18.00 in Mm. As % = 0.0018' . Footing Torsion, Tu = 0.00 ft-lbs Cover@ Top .2.00 © Btm.=' 3.00' in Footing Allow. Torsion, phi Tu = 0.00 ft-lbs • If torsion exceeds allowable, provide S supplemental design for footing torsion. Other Acceptable Sizes & Spacings Toe: phiMn phi'5'lambda'sqrl(fc)'Srn : •. Heel:' phlMn =phi'5'lambda'sqrt(fc)'Sm S • Key: #4@ 18 in, #5@ 18 in, #6@18 in, #7@ 18 in, #8@ 18 in, • Min fàotiflg T&S reinf Area 1.75 . in2 Min footing T&S reinf Area per foot 0.39 1n2 ift If one layer of horiontal bars: If two layers of horizontal bars: © 6:17 in '. , © 12.35 in : . ' . #5©. 9.57 in #5© 19.14 in : . . . . #6@.13.58 in . #6@27.16in I. Summarv'of Overtuminq &Resistinq Forces &. Moments S •••. ' I 0 . •"OVERTURNING .... Force DiStance • Moment Item lbs It ft-# S HL Act Près(ab water thl) 780.0 1.67 '1,300.0 HL Act Pres (be water tbl) . Hydrostatic Force: . Buoyant Force = : . Surcharge over Heel = 709.1 2.50 1,772.7 Surcharge Over Toe Adjacent Footing Load = - - - - Added Lateral Load- - - - = - - -. 20.0 ---8.50 - ' ---170.0- Load ©' Stem Above Soil = Total '= 1,509.1 O.T.M. ' = 03,242.7 Resisting/Overturning Ratio ' 2.59. Vertical Loadsused'for Soil Pressure = 3,278.7 lbs RESISTING ..... Force Distance Moment lbs It ft-# Soil Over.HL (ab. water: thl) f,090.8 . 3.08. 3,363.4 Soil Over HL (bèl.water tbl) ' 3.08 3,363.4 Watre Table , Sloped Soil Over Heel Surcharge Over Hpel = 708.3 . 3.08 , 2,184.0 Adjacent Footing Load = Axial Dead Load on Stem = . aial Live Load on Stem-. Soil Over Toe = 55.0 0.50 27.5 Surcharge Over Toe ' = StemWeight(s) ' . = 312.0 .1.33 416.0 Earth © Stem Transitions = Footing'Weight .. = 1,012.5 125 ' 2,278.1 Key Weight , 1000 '1.25 125.0 Vert. Corip0nent. = Total =. 3,278.7. lbs R.M.= 8,394.1 * Axial live load NOT inclUded in total displayed, or used for overturning resistance, but is Included for soil pressurecalculation. Vertical component of active lateral soil pressure IS NOT considered in the calculation of Sliding Resistance.. Vertical component of active lateral soil pressure IS NOT considered in the calculation of Overturning Resistance. Project Name/Number: sp8415 carlsb 2051 PALOMAR AIRPORT ROAD Title WALl.. TYPE "B" Page: 21 RETAINING WALL STRUCTURAL CALCULATIONS . Dsgnr: TAIT Date: 17 SEP 2020 TAIT & ASSOCIATES Description.... WALL TYPE B WALL NO.2 O'-4' HEIGHT This Wall in File: K:1DrawingsSPSP8415 - Car1sbadDocsStructuraIsp8415 cartsbad.RPX RetainPro (c) 1987-2019, Build 11.20.03.31 License: KW46056245 Cantilevered Retaining Wall Code: CBC 2019,ACI 318-14,TMS 402-16 License To: WENDELL GAYER Tilt I • Horizontal Deflection at Top of Wall due to settlement of soil . . S (Deflection due to wall bending not considered) . . . . I . . . .. Soil Spring Reaction Modulus . 250.0 pci . . . .. . . . Horizontal Defi © Top of Wall (approximate only) .0.034 in .• . .- . The above calculation is not valid if the heel soil bearing oressure exceeds that of the toe. • . because the wall would then tend to rotate into the retained soil. . .. S • S • S . . ., . . S . .. . . S Toe Width = ft .1.50 Heel Width = 4.25 Total Footing Width 5.75 Footing Thickness = 18.00 in Key Width = . 12.00 in Key Depth = 21.00 in Key Distance froin Toe = 1.50 It ft = 4,500 psi Fy 60,000 psi Footing Concrete Density = 150.00 pcf: Min. As% = 0.0018 Cover @ Top 2.00 © Btm.= 3.00 in 2051 PALOMAR AIRPORT ROAD RETAINING WALL STRUCTURAL CALCULATIONS TAIT & ASSOCIATES This Wall in File: Project Name/Number: sp8415 carlsb Title WALL TYPE "B" Dsgnr: TAIT Description.... WALL NO.2 Page: 24 Date: 17 SEP 2020 WALL TYPE B 4'6' HEIGHT 15- 15 carlsbad.RPX Retainpro (c) 1987-2019, Build 11.20.03.31 License: KW.06056245 Cantilevered Retaining Wall Code: CBC 2019,ACl 318-14,TMS 402-16 I . WCkIF1CII ItAVCD Toe Heel Factored Pressure = 2,461 25 psI Mu': Upward = 30,368 2,556 ft-# Mu': Downward = 6,048 8,507 ft-# :Mu: Design = 2,027 5,951 ft-# -, Actual 1Way Shear = 13.95 11.55 psi Allow .1-Way Shear = 53.67.. . 53.67 psi Toe Reinforcing = None Spec'd Heel Reinforcing. =. None Spec'd . Key. Reinforcing #.4 @ 8.00 in Footing Torsion, TU . = 0.00 ft-lbs Footing Allow. Torsion, phi Tu = 0.00 ft-lbs If torsion exceeds allowable, provide supplemental design for footing torsion. OtherAccéptable Sizes & Spacings Toe: phiMn = phi'5'lam6da'sqrt(fc)'Sm . Heel: phiMn = phi'5'lamba'qrt(fc)'Sm: Key: #4@ 9.25 in #5@ 14.35 in, #6© 18 in, #7@ 18 in, #8@ 18 Mid footing T&S reinf Area 2.24 in2 Min footing T&S reinf Area per foot 0.39 in2 aft If one layer of horizontal bars: If two layers of horizontal bars #4@6171n #4@12351n S #5f 9.57 in :@ 19.14.in #6@13.58in : #6@27.16in • ..:..OVERTURNING..... Force Distance Moment Item • lbs It ft4: HL Act Prés (ab.wàter tbl) 1,528.8 .. 2.33 . 3,567.2 HL Act Pres (be water tbl) . Hydrostatic Force . Buoyant Force Surcharge over Heel. = 992.7 3.50 3,474.5 Surcharge.Oer.Toe = Adjaoert Footing Load = Added Lateral Load = 20.0 10.50 210.0 Load © Stem Above Soil = Total = 2,541.5 O.T.M = 7,251.7 ReSlstinglOverturning .Ratio . •' . = . 2.36 Vértióal Loads used for Soil Pressure = 5:105.8 lbs Vertical component of active lateral soil pressure is NOT considered in the calculation of Sliding Resistance. Vertical component of active lateral soil pressure IS* NOT considered in the calculation of Overturning Resistance. - RESISTING..... Farce Distance Moment lbs ft Soil Over HL (ab. water tbl) 1,966.3 4.13 8,110.8 Soil Over HL (bel.watertbl) . 4.13 8,110.8 - Wafre Téble - Sloped Soil Over Heel Surchargd Over Hpel . =- 812.5 4.13 3,351.6 Adjacent FOoting Load = Axial Dead Load on Stern = . . * Axial Live Load on Stem = Soil Over Toe = 82.5 . 0.75 61.9 Surcharge Over Toe = . Stem Weight(s) . = 560.0 1.91 1,068.0 Earth © Stem Transitions = •• 128.3 2.33 299.4 Footing Weight = 1,293.8 . .88 3:719.5 -l(ey.Weight 262.5 2.00 . 525.0 Vert. Component • . = . _____________ Total = 5,105.8 lbs R.M.= . 17,136.2 Axial live load NOT included in total displayed, or used for overturning resistance, but is included for soil pressure calculation. Project Name/Number: sp8415 carlsb 2051 PALOMAR AIRPORT ROAD Title WAL!. TYPE B Page: 25 RETAINING WALL STRUCTURAL CALCULATIONS Dsgnr TAIT Date: 17 SEP 2020 TAIT & ASSOCIATES Description.... WALL TYPE B WALL NO.2 4'-6' HEIGHT This Wall in File: K:\DrawingsSPSP8415 - CarlsbadDocs\StructuraPsp8415 carlsbad.RPX RetainPro (c) 1987-2019, Build 11.20.03.31 License: KW-06056245 Cantilevered Retaining Wall Code: CBC 2019,ACl 318-14,TMS 402-16 License To: WENDELL GAYER • Tilt 1 Horizontal Deflection at Top of Wall due to settlémeht of soil : (Deflection due to wall bending not considered) S I • I . Soil Spring Reaction Modulus 2500 pci Horiiontal Defi © Top of Wall (approximate only) - 0.051 in - • • S • - The above calculation is not valid if the heel soil bearing pressure exceeds that of the toe. • S because the wall would then tend to rotate into the retained soil. • • • I •• •• •• S • • ..•., I ••• • • .S. • • S S.. •• • •• • Project Name/Number: 5p8415 carisb 2051 PALOMAR AIRPORT ROAD Title WALL TYPE "B" RETAINING WALL STRUCTURAL CALCULATIONS Dsgnr: TAIl TAIT & ASSOCIATES Description.... WALL NO.2 This Wall in File: K:\DrawingsSP\SP8415 - Car1sbadDocs\Structuralsp8415 carlsbad.RPX Page: 28 Date: 17 SEP 2020 WALL TYPE B 6'-8' HEIGHT 6 . ...... Cantilevered Retaining Wall Code: CBC 2019,ACI 318-14,TMS 402-16 License To: WENDELL GAYER Footing Data Toe Width = 2.00 ft Heel Width = 5.25 Total Footing Width = 7.25 Footing Thickness = 18.00 in Key Width = 12.00 in Key Depth = 31.00 in Key. Distance from Toe = 2.00 it f'c = 4,500 psi Fy = 60,000 psi Footing Concrete Density = 150.00 pd Min.As% = 0.0018. Cover @ Top 2.00 @ Btrn.= 3.00 In Footing Design Results Toe Heel . S Factored. Pressure = 2,834 . 114 psf Mu': Upward = 62,014 5,831 ft-#.... Mu': Downward 10,080 16,756 ft-# Mu: Design . 4,328 . 10,924 ft-# Actual 1-Way Shear =. 21.88 17.10 psi Allow 1-Way Shear = 53.67 100.62 psi Toe Reinforcing = None Spec'd Heel Reinforcing = #5 © 8.00 in Key Reinforcing = #4 @8.00 in Footing Torsion, Tu . = 0.00 ft-lbs Footing Allow. Torsion, phi Tu = 0.00 ft-lbs lftorsión exceeds allowable, provide supplemental design for footing torsion. Other Acceptable Sizes & Spaings Toe: phiMn. = phi'5'lambda'sqrt(fc)'Sm . ,. . . . Heel: #4@ 6:17 in, #5@ 9.56 in, #6@ 13.58 in, #7@ 18.51 in, #8@'24.38 In, #9@ 30. Key: #4@ 8 in, #5@ 12.41 in, #6@ 17.61 in, #7@ 18 in, #8@, 18 Min footing T&S reinf Area 2.82 162 Min footing T&S reinf Area per foot 0.39 in2 aft If one layer of horizontal bars: . If two layers of horizontal bars: #4@ 6.17 in . #4@ 12.35 in #5@ 9.57 in #5@ 19.14 in #6@13:58mn . #6@27.161n. : .... OVKTUKNINu..... Force Distance Moment 1Mm lbs '.ft ft-#. HL Act Pres Cab water thi) 2527.2 3.00 7,581.6 HLAct Pres (be water tbl) Hydrostatic Force Buoyant Force = Surcharge over Heel = 1,276.4 4.50 .5,743.6 Surcharge Over Toe = Adjacent Footing Load = Added Lateral Load = 20.0 12.50 250.0 Load @ StemAbove Soil Total = 3,823.6 O.T.M.- = 13,575.2 ResistingiOvertumiñg Ratio : = 2.41 Vertical Loads used for Soil Pressure =. 7.633.8 lbs Vertical component of active lateral soil pressure IS NOT considered In the calculation of Sliding Resistance. Vertical component of active lateral soil pressure IS NOT considered in the calculation of Overturning Resistance. RESISTING..... Force Distance Moment lbs it ft-# Soil Over HL (ab. water tbl) 3,506:3 . 5.13 17,969.5 Soil Over HL (bel.. water tbl).. .5.13 17,969.5 Watre Table Sloped Soil Over Heel Surcharge Over Heel = 1,062.5 5.13 5,445.3' Adjacent Footing Load = Axial Dead Load on Stem = * Axial Live Load on Stem = Soil Over Toe = 110.0 1.00 110.0 Surcharge Over Toe = . Stem Weight(s) =. 808.0 2.44 . 1,968.0 Earth @ Stem Transitions = 128.3 2.83 . . 363.6 Footing Weight = ' 1,631.3 3.63 5,913.3 Key Weight • 387.5 2.50 , 968.8 Vert. Component . =0 ' • . _____________ • • , • • Total 7,633.8 lbs. R.M. ,. 32,738.5 Axial-live load NOT included in total displayed, or used for overturning resistance, but is included for soil pressure calculation.. Project Name/Number: sp8415 carlsb 2051 PALOMAR AIRPORT ROAD Title WAI4. TYPE "B" Page: 29 RETAINING WALL STRUCTURAL CALCULATIONS Dsgnr: TAIT Date: 17 SEP 2020 TAIT & ASSOCIATES Description.... WALL NO.2 WALL TYPE B 1 64HEIGHT This Wall in File: K:OrawingsSPSP8415 - CarlsbadDocsStructuraflsp8415 carlsbad.RPX RetainPro (c) 1987-2019, Build 11.20.03.31 . . License: KW.06056245 Cantilevered Retaining Wall Code: CBC 2019,ACl 318-14,TMS 402-16 License To : WENDELL GAYER Tilt . I Horizontal Deflection at Top of Wall due to settlement Of soil •. •. . . (Deflection due to wall bending not considered) . .. . . . . . . . Soil Spring Reaction Modulus . 2500 Horizontal Defi © Top of. Wall (approximate only).. • 0.062 in • • . S • • S The above calculation is not valid if the heel soil bearing oressure exceeds that of the toe. . . . . because the wall would then tend to rotate into the retained soil. . .: ... . . .5 ,5• . •• S • . .5. •1 I I I Item HL Act Pres lab water thl) HL Act Pres (be water thl) Hydrostatic Force Buoyant Force = Surcharge over Heel = Surcharge Over Toe = Adjacent Footing Load = -- ---Added Lateral Load = Load @ Stem Above Soil = VVtIC I UIVIIlUá..... Force Distance Moment - lbs ft ff4 3,775.2 3.67 13,842.4 1,560.0 5.50 8,580.0 20.0 14.50 - -290.0.. - Project Name/Number: sp8415 carlsb 32 2051 PALOMAR AIRPORT ROAD Title WALl.. TYPE RB" Page: RETAINING WALL STRUCTURAL CALCULATIONS . Dsgnr: TAIl Date: 17 SEP 2020 TAIl & ASSOCIATES Description.... WALL NO.2 WALL TYPE B This Wall in File: K:Drawings\SPSP8415 - Carlsbad\DocsStructuralsp8415 carlsbad.RPX 8'-10' HEIGHT RetainPro (c) 1987-2019, Build 11.20.03.31 License: KW-06056245 Cantilevered Retaining Wall Code: CBC 2019,ACI 318-14,TMS 402-16 License To : WENDELL GAYER I Footing Data . . I I Footing Design Results I : Toe Width = 2.00 ft Heel Width = 6.75 Total Footing Width = 8.75 . Footing Thickness .= 18.00 in. Key Width = . 12.00 in Key Depth . •.. = 38.00 in Key Distance from Toe, . . 2.00 ft ft = 4,500 psi Fy = 60,000 psi Footing Concrete Density = 150.00 pcf Min. As% 0.0018 Cover @ Top 2.00 @ Btm.= 3:00 in Toe Heel Factàred Pressure = 3,418 138 psf Mu': Upward = 76,040 11,958 ft-# Mu': Downward = . 10,752 31.699 ft-# Mu: Design = 5,441 .19,741 ft-# Actual 1-Way Shear = . 27.97 22.44 psi Allow 1-Way Shear = 53.67. 100.62 psi Toe Reinforcing = None Spec'd Heel Reinforcing = #5 © 8.00 in Key Reinforcing . = #5 @ 6.00 In Footing Torsion, Tu . . .= 0.00 ft-lbs Footing Allow. Torsion, phiTu =. 0.00 ft-lbs If torsion exceeds allowable, provide supplemental design for footing torsion. Other Acceptable Sizes & Spacings Toe: phiMn = phi'5'lambda'sqrt(fc)'Srn Heel: #4© 6.17 In,-#S@ 9.56 in, #6@ 13.58 in, #7@ 18.51 in, #8@ 24.38 in, #9© 30 Key: #4@ 4.99 in, #5@ 7.73 in, #6@ 10.98 in, #7@ 14.97 in, # Min footing T&S reinf Area .Min footing T&S reinf Area per foot If one layer of honiontal bars: #4@617in #5@ 9.57 in #6@13.581n 3.40 in2 0.39 in2 ilL If two layersof horizontal bars:. #4© 12.35 in #5@ 19.14 in 27.16 in Overturning & Forces & Moments Total = 5,355:2 O.T.M. = 22,712.4 ReslstinglOvertuming Ratio . = 2.48. Vertical Loads used for Soil Pressure = 11,114.3 lbs . .... RESISTING ..;.. Force Distance Moment lbs ft ft-# Soil Over HL (ab. water thl) 5,660.4 6.04 34,198.4 SoiIOverHL (bel.watertbl) . 6.04 34,198.4 Watre Table . . Sloped Soil Over Heel = Surcharge Over Heel = 1,354.2 6.04 8,181.4 Adjacent Footing Load = 'Axial Dead Load on Stem = Axial Live Load on Stem -= - - - - - - - - Soil Over Toe = . 110.0 too 110.0 Surcharge Over Toe = Stem Weight(s) = 1,216.0 2.55 . 3,097.3 Earth @ Stem Transitions = 330.0 . 3.04 1,002.2 Footing Weight . = 1,968.8 4:38 . 8,613.3 Key Weight = 475.0 . 2.50'. 1,187.5 Vert. Component = Total = 11,114.3 lbs R.M. . 56,390.1 Axial live load NOT included in total displayed, or used for overturning resistance, but is included for soil pressure calculation. Vertical component of active lateral soil pressure IS NOT considered in the calculation of Sliding Resistance. Vertical component of active lateral soil pressure IS NOT considered in the calculation of Overturning Resistance. 2051 PALOMAR AIRPORT ROAD Project Name/Number: sp8415 carlSb 33 Title WALl.. TYPE "B Page: RETAINING WALL STRUCTURAL CALCULATIONS Dsgnr: TAIl Date: 17 SEP 2020 TAIT & ASSOCIATES Description.... WALL TYPE B WALL NO.2 . 8'-10' HEIGHT This Wall in File: K:\DrawingsSP\SP8415 - Car1sbad\Docs\StructuraIsp8415 carlsbad.RPX RetainPro (c) 1987-2019, Build 11.20.03.31 License: KW46056245 Cantilevered Retaining Wall Code: CBC 2019,ACI 318-14,TMS 402-16 License To: WENDELL GAYER Tilt 1 Horizontal Deflection at Top of Wall due to settlement of soil S (Deflection due to wall bending not considered) . .5 . Soil Spiring Reaction Modulus 250.0 pci . Horizortál Defi @ Top of Wall (approximate only) 0.078 in . .. . The above calculation is not valid- if the heel soil bearing pressure exceedè that Of the toe. . because the-wall would then tend to rotate into the retained soil..S