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Home My WebLink AboutCT 14-06; AFTON WAY; STRUCTURAL DESIGN CALCULATIONS FOR SITE RETAINING WALLS; PUD 14-09, HDP 14-05, DWG 495-9, DWG 495-9A, GR2016-0050, ROW 2016-0061, SWMP 16-26; 2016-11-14STRUCTURAL RESPONSE TO PLAN CHECK Afton Way Carlsbad City of Carlsbad (Reviewer: Michael Baker Intl, for city of Carlsbad) Second Response, 12/26/2016 Item Number Response Redline Plans Sheet 13 Detail 02 Cales Detail 04, 05 Detail 09 Detail 6a Notes: Calculations See calc page 2, page 23-27 and revised details Cales page 2, footings employing lateral bearing-using b=12" the depth is satisfactory Redlines, footing and steel adjustments added. Grading revised. Walls removed from design. Civil drawing adjusted to remove flag. New detail 6a added, showing support for glass rail. See "declaration ofresponsible charge", and soils report wall criteria for soils bearing, equiv. pressure, passive pressure, and soil-footing friction value. Cales page 21 thru 27.7 added to package. Cales page 21, 22. Extension of active fluid pressure to bottom of key: See Leighton addendum 1 made part of the calcs. Design of glass rail system, based on factory assembly by CR Lawrence Company, calcs attached page 27 thru 27.1 End Response E JAN 1 Q 2017 LAND OEVt:: PMENT ENGlNEERll'~G Concrete: Masonry: Mortar: Grout: Rebar: STRUCTURAL DESIGN CALCULATIONS FOR SITE RETAINING WALLS { Afton Way November 14, 2016 Delta l PCl, 11/2/16 Delta 2 PC2, 12/21/16 2500 psi at 28 days Grade N Standard fm=1500 psi Grade S standard 2500 psi fluid concrete grout Special Inspection: Grade 60 no 4 and larger, grade 40 others Continuous /Periodic Soils: Active Pressure Passive Pressure Soil Bearing for 42, 55 psf/f 350 psf/f 2,000 psf Pebble Creek Companies ~-L_A_T_E_R_A_L_A_N_A_L_Y_s_r_s_,F_r_e_e_st_a_nd_i_ng~C_M_U_F_e_n_ce~~~~~~~~~~~~· & Afton Way 12/26/2016 2013 CBC, Basic Load Combinations Seismic Loads Ss= 1.110 51= 0.427 SMs = (1.06)(1.11) = 1.172 SM!= (1.57)(0.43) = 0.672 SDs = (2/3)(1.17) = 0.781 SD!= (2/3)(0.67) = 0.448 Design Loading. Allowable Stress Design Base Shear p=l.O Eh= (p)(Cs)(W) = Ev= (0.2)(5Ds)(D) = 0.260W 0.156W Total seismic overturning forces Structure above (as occurs) CMU wall, 6' tall x 6" thick Wind Loads Weight 390 Total= Wind Speed= 110 Wind Pressures Exposure= B Wall height (h) = Kd = 0.85 Length (B) = Kzt = 1.0 B/h = Zg = 1,200 Return wall Lr = a= 7.0 %= G= 0.85 (0.6)(qh) = Vasd (not used)= 85 Total wind overturning forces Structure above {as occurs) Wall surface, 6' tall (0.6F) Total= r. = Design Category = Site Class= R= f2o= Cd= 0.7Eh = 0.7Ev = Seismic Force 0 plf 71 plf 71 plf 6.0ft 20.0 ft 3.33 0.0ft 15.1 psf 9.1 psf Wind Force 0 plf 105 plf 105 plf Flagpole Footing Check (based on 12" length of wall) Worst Case (max. moment)= Wind 1.00 D D 3.00 2.00 2.50 p=l.O 0.182W 0.109W Height 0.0' 3.0' Total= Portion All-case A T= T0 = Ts= TL= Cs= Cs i Cs~ 0.08 s 0.57 s 8.0 s 0.260 1.799 0.034 (max.) Eq.12.8-2 Eq. 12.8-3/4 Eq. 15.4-1/2 Used 0.182W 0.109W Moment about bottom of wall 0 lb-ft 213 lb-ft 213 lb-ft per ft of wall ~ E..(ruf) 0.6F(plf} 1.37 105 63 All-case B max. 2.73 211 127 O' -6' 2.16 167 100 6' -12' 1.41 109 65 12'-18' 0.96 74 44 18' -20' 0.88 68 41 Height Moment about bottom of wall o.o· 0 lb-ft 3.3' 347 lb-ft Total= 347 lb-ft per ft of wall Total Seismic Force (P) = 105 lbs Design Moment = 347 lb-ft Height of Application (h) = M/P = 3.30 ft Allowable lateral soil bearing (S) = 250 psf at one third of the embedment depth I ~.ifig4'ij~l''gll$~§l~p;<>,(~.~·Q,tl~gi(~~;#i0,;; ;:,;.,•tl~Q~~J~(X : .•• }'i note: Footing is continuous d = fA{l+f[1+(4.36h/ A))} (CBC Eq. 18-1) 2.43 ft. (min.) & (A= 0.98) Used depth (d) = 2.50 ft. O.K. '-' ...... 0 \!2 "" (!) ;.;; c..:, c:: 0 LL ;;::; ..... c:: ,_ ~ 0 ...., :t: V) L,.J ::. c:: ..... Q ~ _, ci "' ..... 0:: §:: a ...... ii' IM ..... c..:, z w LL ::, ::. c..:, 0 I to <O 12" .. @)6'-0" CMU L CAP PER LANDSCAPE PLANS 1) No. 4 BAR (HORIZ) AT TOP COURSE ONLY 6" WIDE CMU FENCE GROUT (Vl CELLS w/ REINFORCING ONLY No. 4 BARS (Vl ll 24" o/c CENTERED IN WALL 24" LAP SPLICE, TYPICAL II ~,,i, No. 4 BARS ll J61' o/ c (VERTl CENTERED IN WALL, 24" OUT OF FOOTING r FINISHED GRADE 111 111 111 _Ill _Ill W No.4 BARS TOP~ BOTTOM O.K. TO RUN 1 2" IRRIGATION SLEEVE THRU THE RETAINING WALL AT 811 o/c, TYP WALL SCALE 1" 1'-0'' I . \ 9 :;,. c C en LL g;; ;!I: 5 ..... EO LL u z ..... LL 51 <-> 9 "' <O (1) No. 4 BAR (HORIZ.> AT TOP COURSE OF RETAINING WALL DITCH PER /' LN-JDSCAPE PLN-JS_/ 8" CMU BLOCK, SOLID GROUT ALL CELLS No. 4 BARS I! 24" o/c (HORIZJ--~ BEND W/>J..L STEEL--- INTO CONCRETE FOOTING 4'-8" 2'-8" 7'-4" ASIN RETAINING WALL SCALE 1/211 = 1'-0'' ! L,,. 0 g ~ ' ... '3 Use menu item Settings > Printing & Title Block to 'set these five lines of information for your program. Title Basin: 1 E Job# 10.0' Seisr Dsgnr: Description .... This Wall in File: T:\Engineering\CALCS EXCEL\Projects\Afton Way 2016-0534\afton.RPX Page:_!i__ Date: 8 NOV 2016 RetainPro (c) 1987-2015, Build 11.15.3.16 License: Kw-osos21ss Cantilevered Retaining Wall Design Code: IBC 2012,ACI 318-11,ACI 530-11 License To : SWANSON ASSOC ,I c.r.it.er.ia ________ _.. I Soil Data B Retained Height Wall height above soil = Slope Behind Wall Height of Soil over Toe Water height over heel = 10.00 ft 0.33 ft 2.00: 1 30.00 in 0.0 ft Allow Soil Bearing = 2,500.0 psf Equivalent Fluid Pressure Method Heel Active Pressure 55.0 psf/ft Passive Pressure· Soil Density, Heel Soil Density, Toe FootingUSoil Friction Soil height to ignore for passive pressure = 350.0 psf/ft = 120.00 pcf = 100.00 pcf 0.350 0.00 in ,I s.u.r.c.ha•r•g•e•L•o•a.ds _____ .... J I Lateral Load Applied to Stem I I Adjacent Footing Load Surcharge Over Heel 0.0 psf Used To Resist Sliding & Overturning Surcharge Over Toe = 0.0 psf Used for Sliding & Overturning I Axial Load Applied to Stem I Axial Dead Load Axial Live Load Axial Load Eccentricity I Design Summary Wall Stability Ratios Overturning 0.0 lbs 0.0 lbs 0.0 in • 2.10 OK Lateral Load ... Height to To~ = ... Height to Bottom The above lateral load has been increased by a factor of Wind on Exposed Stem = (Service Level) 80.0 #/ft 10.00 ft 0.00 ft 1.00 0.0 psf Adjacent Footing Load Footing Width Eccentricity Wall to Ftg CL Dist Footing Type Base Above/Below Soil at Back of Wall Poisson's Ratio = = = 0.0 lbs 0.00 ft 0.00 in 0.00 ft Line Load 0.0 ft 0.300 2nd Bottom Stem OK Stem OK ~I s.t.e.m_c.o.n.st.r.u.ct.io.n __ .. l~-.:..:-=-~_=-:...:c:..:...c.;_;__~~~~~~~~~- Design Height Above Ft, ft= Wall Material Above "Ht" 4.00 0.00 Sliding 1.30 Ratio < 1.51 Design Method Thickness Rebar Size Rebar Spacing Rebar Placed at Masonry Masonry LRFD LRFD Total Bearing Load ... resultant ecc. = = 10,624 lbs 11.75 in Soil Pressure@ Toe 2,606 psf NG Soil Pressure @ Heel 289 psf OK Allowable 2,500 psf Soil Pressure Exceeds Allowable! ACI Factored @ Toe 2,425 psf ACI Factored @ Heel 269 psf Footing Shear@ Toe 23.4 psi OK Footing Shear@ Heel 46.3 psi OK Allowable 75.0 psi Sliding Cales (Vertical Component Used) Lateral Sliding Fore~ 5,568.6 lbs less 100% Passive Force= -3,543.8 lbs less 100% Friction Force = 3,718.4 lbs Added Force Req'd 0.0 lbs OK ... .for 1.5 : 1 Stability 1,090.8 lbs NG Load Factors------------ Building Code Dead Load Live Load Earth, H Wind,W Seismic, E IBC 2012,ACI 1.200 1.600 1.600 1.000 1.000 8.00 12.00 # 5 # 6 = 16.00 8.00 = Edge 9.25 i Design Data ------------------------- fb/FB + fa/Fa Total Force @ Section Service Level Strength Leve Moment .... Actual Service Level Strength Leve Moment. .... Allowable Shear •••. .Actual Service Level Strength Leve Shear. .... Allowable Wall Weight Rebar Depth 'd' lbs= lbs= ft-#= ft-#= ft-#= psi= psi= psi= psf= in= D.935 0.814 2,064.0 5,200.0 4,608.0 18,666.7 4,929.7 22,935.0 32.8 46.8 69.7 69.7 78.0 124.0 5.25 9.25 Masonry Data ------------------------- fm Fy Solid Grouting Modular Ratio 'n' Equiv. Solid Thick. Masonry Block Type Masonry Design Method psi= psi= in= = 1,500 1,500 60,000 60,000 Yes Yes 21.48 21.48 7.60 11.60 Medium Weight LRFD Concrete Data ------------------------ re Fy psi= psi= Use menu item Settings> Printing & Title Block to set these five lines of information for your program. Title Basin·1E Job# 10.0' Seisr Dsgnr: Description .... This Wall in File: T:\Engineering\CALCS EXCEL\Projects\Afton Way 2016-0534\afton.RPX Page:2_ Date: 8 NOV 2016 RetalnPro (c) 1987-2015, Build 11.15.3.16 License : KW-06052155 License To : SWANSON ASSOC Cantilevered Retaining Wall Design Code: IBC 2012,ACI 318-11,ACI 530-11 j Footing Dimensions & Strengths Toe Width Heel Width Total Footing Width Footing Thickness Key Width Key Depth Key Distance from Toe = = = fc = 2,500 psi Fy = Footing Concrete Density = 2.67 ft 4.67 7.34 16.00 in 8.00 in 8.00 in 2.67 ft 60,000 psi 150.00 pcf 0.0018 • Footing Design Results I Toe Heel Factored Pressure 2,425 269 psf Mu': Upward 7,712 4,233 ft-# Mu': Downward 4,141 28,162 ft-# Mu: Design 3,571 23,929 ft-# Actual 1-Way Shear = 23.37 46.29 psi Allow 1-Way Shear 75.00 75.00 psi Toe Reinforcing # 4@ 16.00 in Heel Reinforcing = # 5 @ 6.00 in Key Reinforcing = # 4 @ 16.00 in Other Acceptable Sizes & Spacings Min.As% Cover@Top 2.00 @ Btm.= 3.00 In Toe: #4@ 6.94 in, #5@ 10.76 in, #6@ 15.28 in, #7@ 20.83 in, #8@27.43 in, #9@ 34 Heel: #4@4.46 in, #5@ 6.92 in, #6@ 9.82 in, #7@ 13.39 in, #8@ 17.62 in, #9@22.3 Key: #4@ 14.14 in, #5@21.78 in, #6@30.81 in, #7@41.92 in, Summa of Overturnin & Resistin Forces & Moments Item Heel Active Pressure Surcharge over Heel Surcharge Over Toe Adjacent Footing Load Added Lateral Load = Load @ Stem Above Soil = = Total = ••.•. OVERTURNING ..... Force Distance Moment lbs ft ft-# 4,768.6 4.39 20,931.7 800.0 6.33 5,066.7 5,568.6 O.T.M. 25,998.3 Resisting/Overturning Ratio 2. 1 O Vert. component of active S.P. used for Overturning Resistance. Soil Over Heel Sloped Soil Over Heel Surcharge Over Heel = Adjacent Footing Load Axial Dead Load on Stem= • Axial Live Load on Stem = Soil Over Toe Surcharge Over Toe Stem Weight(s) Earth @ Stem Transitions= Footing Weigh! Key Weight . .... RESISTING ..... Force Distance lbs ft 4,404.0 5.51 404.1 6.12 667.5 1.34 Moment ft-# 24,244.0 2,471.5 891.1 989.7 3.09 3,055.2 240.0 3.50 840.8 1,468.0 3.67 5,387.6 66.7 3.00 200.2 2,384.0 7.34 17,498.6 Vertical component of active pressure used for soil pressure Total= 10,624.0 lbs R.M.= 54,589.0 I Tilt I * Axial live load NOT included in total displayed1 or used for overturning resistance, but is included for soil pressure ca1culation. Horizontal Deflection at Top of Wall due to settlement of soil (Deflection due to wall bending not considered) Soil Spring Reaction Modulus Horizontal Defl @Top of Wall (approximate only) 250.0 pci 0.102 in The above calculation is not valid if the heel soil bearing pressure exceeds that of the toe. because the wail would then tend to rotate into the retained soil. Use menu item Settings > Printing & Title Block to set these five lines of information for your program. Title Basin: 1 E Job# 10.0' Seisr Dsgnr: Description .... This Wall in File: T:\Engineering\CALCS EXCEL\Projects\Afton Way 2016-0534\afton.RPX RetalnPro (c) 1987-2015, Build 11.15.3.16 License : KW-06062165 License To: SWANSON ASSOC Cantilevered Retaining Wall Design Page:~ Date: 8 NOV 2016 Code: IBC 2012,ACI 318-11,ACI 530-11 Use menu item Settings > Printing & Title Block to set these five lines of information for your program. Title Basin: 1 E Job# 10.0' Seisr Description .... This Wall in File: T:\Engineering\CALCS EXCEL\Projects\Afton Way 2016-0534\afton.RPX Dsgnr: RetalnPro (c) 1987-2015, Build 11.15.3.16 License: KW-06062155 License To : SWANSON ASSOC Cantilevered Retaining Wall Design ' : . . . . 2605'.!:"6p~t··· Page:_:]_ Date: 8 NOV 2016 Code: IBC 2012,ACI 318-11,ACI 530-11 Use menu item Settings > Printing & Title Block to set these five lines of information for your program. Title Basin:1S Job# 10.0' Stath Dsgnr: Description .... This Wall in File: T:\Engineering\CALCS EXCEL\Projects\Afton Way 2016-0534\afton.RPX Page:_st_ Date: 8 NOV 2016 RetalnPro {c) 1987-2015, Build 11.15.3.16 License: KW-06052155 Cantilevered Retaining Wall Design ;ode: CBC 2013,ACI 318-11,ACI 530-11 License To : SWANSON ASSOC ,I c.r.ite.r.ia ________ •• I Soil Data :J Retained Height Wall height above soil Slope Behind Wall Height of Soil over Toe = Water height over heel = 10.00 ft 0.33 ft 2.00: 1 30.00 in 0.0 ft Allow Soil Bearing = 2,042.0 psf Equivalent Fluid Pressure Method Heel Active Pressure 55.0 psf/ft Passive Pressure Soil Density, Heel Soil Density, Toe Footing!ISoil Friction Soil height to ignore for passive pressure = 350.0 psf/fl = 120.00 pcf 100.00 pcf 0.350 0.00 in .,I s.u.r.c.h.ar .. g111e•L•o•a•d•s _____ .. 1 I Lateral Load Applied to Stem I I Adjacent Footing Load Surcharge Over Heel = O.O psf Used To Resist Sliding & Overturning Surcharge Over Toe 0.0 psf Used for Sliding & Overturning J Axial Load Applied to Stem I Axial Dead Load = Axial Live Load Axial Load Eccentricity / Design Summary Wall Stability Ratios 0.0 lbs 0.0 lbs o.o in • Overturning = Sliding 2.61 OK 1.52 OK Total Bearing Load ... resultant ecc. 10,624 lbs 6.02 in Soil Pressure@Toe 2,041 psf OK Soil Pressure @ Heel 854 psf OK Allowable 2,042 psf Soil Pressure Less Than Allowable ACI Factored@ Toe 1,900 psf ACI Factored @ Heel = 794 psf Footing Shear@ Toe = 17.4 psi OK Footing Shear @ Heel 40.3 psi OK Allowable 75.0 psi Sliding Cales (Vertical Component Used) Lateral Sliding Force = 4,768.6 lbs less 100% Passive Force = -3,543.8 lbs less 100% Friction Force = 3,718.4 lbs Added Force Req'd = o.o lbs OK ... .for 1.5 : 1 Stability 0.0 lbs OK Lateral Load ... Height to To~ ... Height to Bottom = The above lateral load has been increased by a factor of Wind on Exposed Stem = (Service Level) 0.0 #/fl 0.00 ft 0.00 ft 1.00 0.0 psf Adjacent Footing Load Footing Width Eccentricity Wall to Ftg CL Dist Footing Type Base Above/Below Soil at Back of Wall Poisson's Ratio '---.S•te.m .. •C•o•n•s•t•rU•C•t•i•o•n .... _.•--:~-e!-o-K __ B_~~-0~_m_0_K __ Design Height Above Ft, ft= 4.00 0.00 Wall Material Above "Ht" Masonry Masonry Design Method LRFD LRFD Thickness = 8.00 12.00 RebarSize = # 5 # 6 Rebar Spacing = 16.00 8.00 Rebar Placed at Design Data fb/FB + fa/Fa Total Force@ Section Service Level Strength Leve Moment.. .. Actual Service Level Strength Leve Moment. .... Allowable Shear ..... Actual Service Level Strength Leve Shear. .... Allowable Wall Weight Rebar Depth 'd' Masonry Data rm Fy Solid Grouting Modular Ratio 'n' Edge 9.25 i 0.643 0.639 lbs= lbs= 1,584.0 4,400.0 ft-#= ft-#= 3,168.0 14,666.7 ft-#= 4,929.7 22,935.0 psi= psi= 25.1 psi= 69.7 psf = 78.0 in= 5.25 psi= 1,500 psi= 60,000 Yes 21.48 39.6 69.7 124.0 9.25 1,500 60,000 Yes 21.48 Load Factors------------ Equiv. Solid Thick. Masonry Block Type Masonry Design Method in= 7.60 Medium Weight = LRFD 11.60 = = = O.Olbs 0.00 ft 0.00 in 0.00 fl Line Load 0.0 ft 0.300 Building Code Dead Load Live Load Earth,H Wind,W Seismic, E CBC 2013,ACI 1.200 1.600 1.600 1.000 1.000 Concrete Data --------------------- fc Fy psi= psi= Title Basin: 1 S Page:_:!_ Use menu item Settings > Printing & Title Block to set these five lines of information Job# 10.0' Static Dsgnr: Date: 8 NOV 2016 for your program. Description .... This Wall in File: T:\Engineering\CALCS EXCEL\Projects\Afton Way 2016-0534\afton.RPX RetainPro (c) 1987-2015, Build 11.15.3.16 License : KW..06052155 License To: SWANSON ASSOC Cantilevered Retaining Wall Design ~ode: CBC 2013,ACI 318-11,ACI 530-11 I Footing Dimensions & Strengths I Footing Design Results I Toe Width 2.67 ft Toe Heel Heel Width 4.67 Total Footing Width 7.34 Factored Pressure = 1,900 794 psf Mu' : Upward 6,294 6,591 ft-# Footing Thickness 16.00 in Key Width 8.00 in Key Depth 8.00 in Key Distance from Toe 2.67 ft Mu': Downward 4,141 28,162 ft-# Mu: Design 2,153 21,571 ft-# Actual 1-Way Shear 17.42 40.34 psi Allow 1-Way Shear = 75.00 75.00 psi Toe Reinforcing # 4@ 16.00 in fc = 2,500 psi Fy = 60,000 psi Footing Concrete Density = 150.00 pcf Heel Reinforcing = # 5 @ 6.00 in Key Reinforcing = # 4@ 16.00 in Min. As% = 0.0000 Other Acceptable Sizes & Spacings Cover@ Top 2.00 @ Btm.= 3.00 in Toe: #4@45.83 in, #5@ 71.03 in, #6@ 100.82 in, #7@ 137.48 in, #8@ 181.02 in, #9 Heel: #4@4.95 In, #5@ 7.67 in, #6@ 10.89 In, #7@ 14.85 In, #8@ 19.55 in, #9@ 24. Key: #4@ 48.25 in, #5@ 48.25 in, #6@ 48.25 in, #7@ 48.25 in, I Summary of Overturning & Resisting Forces & Moments .•••. OVERTURNING ..... Force Distance Moment Item lbs ft ft-# ------~- Heel Active Pressure = 4,768.6 4.39 20,931.7 Surcharge over Heel Surcharge Over Toe Adjacent Footing Load Added Lateral Load Load @ Stem Above Soil = Total 4,768.6 O.T.M. 20,931.7 = Resisting/Overturning Ratio = 2.61 Vert. component of active S.P. used for Overturning Resistance. Soil Over Heel Sloped Soil Over Heel Surcharge Over Heel Adjacent Footing Load Axial Dead Load on Stem = * Axial Live Load on Stem = Soil Over Toe Surcharge Over Toe Stem Weight(s) Earth @ Stem Transitions= Footing Weight Key Weight • .... RESISTING ..... Force Distance lbs ft .. ·--·--------·----·-···-···-·--···----- 4,404.0 5.51 404.1 6.12 667.5 1.34 989.7 3.09 240.0 3.50 1,468.0 3.67 66.7 3.00 2,384.0 7.34 Moment ft-# 24,244.0 2,471.5 891.1 3,055.2 840.8 5,387.6 200.2 17,498.6 Vertical component of active pressure used for soil pressure Total= 10,624.0 lbs R.M.= 54,589.0 I Tilt I • Axial live load NOT included in total displayed! or used for overturning resistance, but is included for soil pressure ca culation. 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 Horizontal Defl @Top of Wall (approximate only) 0.080 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. • Us,e menu item Settings > Printing & Title Block to set these five lines of information for your program. Title Basin:1S Job# 10.0' Static Dsgnr: Description .... This Wall in FIie: T:\Engineering\CALCS EXCEL \Projects~fton Way 2016-0534\afton. RPX Page:JQ_ Date: 8 NOV 2016 RetainPro (c) 1987-2015, Build 11.15.3.16 License : KW-06052155 License To : SWANSON ASSOC Cantilevered Retaining Wall Design ~ode: CBC 2013,ACI 318-11,ACI 530-11 Use menu item Settings > Printing & Title Block to set these five lines of information for your program. Title Basln:1S Job# 10.0' Static Description .... This Wall in File: T:\Engineering\CALCS EXCEL\Projects\Afton Way 2016-0534\afton.RPX Page:_lL Dsgnr: Date: 8 NOV 2016 RetalnPro (c) 1987-2015, Build 11.15.3.16 License : KW-06052155 License To : SWANSON ASSOC Cantilevered Retaining Wall Design ~ode: CBC 2013,ACI 318-11,ACI 530-11 (1) No. 4 BAR CHORIZ.> AT TOP COURSE OF RETAINING WAL No. 4 BARS I! 24" o/c (VERT.> IMPERMEABLE LINER----1 811 CMU BLOCK, SOLID GROUT ALL CELLS 12" CMU BLOCK, SOLID GROUT ALL CELLS----11----..... No. 5 BARS I! 16" o/ c (VERT.l--- BACKFll,WATERPROOFING AND DRAINAGE PER DETAIL 07 (4) No. 4 BARS AT BOTTOM CHORIZ.> BEND WALL STEEL INTO CONCRETE FOOTING-+------' 5'·0" MPERMEABLE LINER ( 207.5' ELEV. ASIN RETAINING Use menu item Settings > Printing & Title Block to set these five lines of information Title Basin:2E Page:~ for your program. Job# 10.67':Seii Description .... Dsgnr: Date: 8 NOV 2016 This Wall in File: T:\Engineering\CALCS EXCEL\Projects\Afton Way 2016-0534\afton.RPX RetalnPro (c) 1987-2015, Build 11.15.3.16 License: KW-06052155 License To : SWANSON ASSOC Cantilevered Retaining Wall Design ;ode: CBC 2013,ACI 318-11,ACI 530-11 ---.I c.r.it.er.ia ________ _.. J Soil Data I Retained Height Wall height above soil Slope Behind Wall Height of Soil over Toe = Water height over heel 7.50ft 3.17 ft 0.00: 1 30.00 in 0.0 ft Allow Soil Bearing 2,667.0 psf Equivalent Fluid Pressure Method Heel Active Pressure 42.0 psf/ft = Passive Pressure = 350.0 psf/ft Soil Density, Heel 120.00 pcf Soll Density, Toe = 100.00 pcf Footing!ISoil Friction = 0.350 Soil height to ignore for passive pressure = 12.00 in ---.I Sl!llu•r•c•ha•r•g•e•L•o•a•ds _____ ... l I Lateral Load Applied to Stem Surcharge Over Heel o.o psf I I Adjacent Footing Load Adjacent Footing Load Footing Width 0.0 lbs 0.00 ft 0.00 in 0.00 ft Used To Resist Sliding & Overturning Surcharge Over Toe = 0.0 psf Used for Sliding & Overturning I Axial Load Applied to Stem I Axial Dead Load 0.0 lbs Axial Live Load 0.0 lbs Axial Load Eccentricity = 0.0 in I Design Summary ''J Wall Stability Ratios Overturning 1.66 OK Sliding 1.77 OK Total Bearing Load 4,456 lbs ... resultant ecc. = 16.06 in Soil Pressure@ Toe 2,558 psf OK Soil Pressure @ Heel = 0 psf OK Allowable = 2,667 psf Soil Pressure Less Than Allowable ACI Factored@ Toe 3,069 psf ACI Factored @ Heel O psf Footing Shear@ Toe 19.6 psi OK Footing Shear@Heel 15.7 psi OK Allowable 75.0 psi Sliding Cales (Vertical Component Used) Lateral Sliding Force 2,238.6 lbs less 100% Passive Force = • 2,396.5 lbs less 100% Friction Force = 1,559.7 lbs Added Force Req'd = 0.0 lbs OK .... for 1.5: 1 Stability 0.0 lbs OK Load Factors ----------- Building Code Dead Load Live Load Earth, H Wind,W Seismic, E CBC 2013,ACI 1.200 1.600 1.600 1.000 1.000 Lateral Load = ... Height to To~ ... Height to Bottom The above lateral load has been increased by a factor of Wind on Exposed Stem = (Service Level) 80.0 #/ft 7.50 ft 0.00 ft 1.00 0.0 psf Eccentricity = Wall to Fig CL Dist Footing Type Base Above/Below Soil at Back of Wall Poisson's Ratio = Line Load 0.0 ft 0.300 '-,I s_te.m_c.o.n.s.t.ru.c.t.io.n ____ • __ 2_n_d ___ B_o_tt_o_m __________________ _ • • Stem OK Stem OK Design Height Above Fti; ft= 4.00 0.00 Wall Material Above "Ht" Design Method Thickness Rebar Size Rebar Spacing Rebar Placed at Design Data fb/FB + fa/Fa Total Force @ Section Service Level Strength Leve Moment .... Actual Service Level Strength Leve Moment. .... Allowable Shear ..... Actual Service Level Strength Leve Shear ..... Allowable Wall Weight Rebar Depth 'd' Masonry Data fm Fy Solid Grouting Modular Ratio 'n' Equiv. Solid Thick. Masonry Block Type Masonry Design Method = Masonry LRFD 8.00 # 4 = 24.00 Edge 0.430 lbs= Masonry LRFD 12.00 # 5 16.00 Edge 0.788 lbs= 691.6 2,490.0 ft-#= ft-#= 970.2 6,975.0 ft-#= 2,258.3 8,853.2 psi= psi= 11.0 psi= 69.7 psf = 78.0 in= 5.25 psi= 1,500 psi= 60,000 = Yes 21.48 23.1 69.7 124.0 9.00 1,500 60,000 Yes 21.48 in= 7.60 11.60 Medium Weight LRFD Concrete Data ----------------------- fc Fy psi= psi= Use menu item Settings > Printing & Title Block to set these five lines of information for your program. Title Basin:2E Job# 10.67': Sei~ Dsgnr: Description .... This Wall in File: T:\Engineering\CALCS EXCEL\Projects\Afton Way 2016-0534\afton.RPX Page:_ii_ Date: 8 NOV 2016 RetainPro (c) 1987-2015, Build 11.15.3.16 License : KW-06052155 License To: SWANSON ASSOC Cantilevered Retaining Wall Design ~ode: csc 2013,ACI 318-11,ACI 530-11 ~Footing Dimensions & Strengths I Footing Design Results I Toe Width 2.00 ft Toe Heel Heel Width = 3.00 Factored Pressure = 3,069 --0 psf Total Footing Width 5.00 Mu': Upward 4,964 17 ft-# Footing Thickness 16.00 in Key Width 0.00 in Key Depth = 0.00 in Key Distance from Toe 0.00 ft Mu' : Downward 1,500 3,300 ft-# Mu: Design 3,464 3,283 ft-# Actual 1-Way Shear 19.58 15.66 psi Allow 1-Way Shear 75.00 75.00 psi Toe Reinforcing # 4 @ 16.00 in fc = 2,500psi Fy = 60,000 psi Footing Concrete Density 150.00 pct Heel Reinforcing # 4 @ 18.00 in Key Reinforcing None Spec'd Min. As% 0.0018 Other Acceptable Sizes & Spacings Cover@Top 2.00 @ Btm.= 3.00 in Toe: #4@ 6.94 in, #5@ 10.76 in, #6@ 15.28 in, #7@ 20.83 in, #8@ 27.43 in, #9@ 34 Heel: Not req'd: Mu < phi*5*1ambda*sqrt(fc)*Sm Key: No key defined I Summa of Overturnin & Resistin Forces & Moments Item Heel Active Pressure Surcharge over Heel Surcharge Over Toe Adjacent Footing Load Added Lateral Load Load @ Stem Above Soll = Total ..... OVERTURNING ..... Force Distance Moment lbs ft ft-# 1,638.6 2.94 4,824.7 600.0 5.08 3,050.0 2,238.6 O.T.M. 7,874.7 Resisting/Overturning Ratio = 1.66 Vert. component of active S.P. used for Overturning Resistance. Soil Over Heel Sloped Soil Over Heel Surcharge Over Heel Adjacent Footing Load Axial Dead Load on Stem = * Axial Live Load on Stem = Soil Over Toe Surcharge Over Toe = Stem Weight(s) Earth @ Stem Transitions= Footing Weigh1 = Key Weight ..... RESISTING •.... Force Distance Moment lbs ft ft-# 1,800.0 4.00 7,200.0 500.0 1,016.3 140.0 1,000.0 1.00 2.41 2.83 2.50 500.0 2,453.9 396.7 2,500.0 Total= 4,456.3 lbs R.M.= 13,050.6 I Tilt ·······~~] * Axial live load NOT included in total displayed! or used for overturning resistance, but is included for soil pressure ca culation. 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 Horizontal Defl @ Top of Wall (approximate only) 0.152 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. Use menu item Settings> Printing & Title Block to set these five lines of information for your program. Title Basin· 2E Job# 10.67':Sei~ Dsgnr: Description .... This Wall in File: T:\Engineering\CALCS EXCEL\Projects\Afton Way 2016-0534\afton.RPX Page:~ Date: 8 NOV 2016 RetainPro (c) 1987-2015, Build 11.15.3.16 License: KW-06052155 License To: SWANSON ASSOC Cantilevered Retaining Wall Design ;ode: CBC 2013,ACI 318-11,ACI 530-11 Use menu item Settings > Printing & Title Block to set these five lines of information for your program. Title Basin:2E Job# 10.67':Sei~ Description .... This Wall in File: T:\Engineering\CALCS EXCEL\Projects\Afton Way 2016-0534\afton.RPX Dsgnr: RetainPro (c) 1987-2015, Build 11.15.3.16 License: KW-06052155 License To : SWANSON ASSOC Cantilevered Retaining Wall Design Page:~ Date: 8 NOV 2016 ~ode: CBC 2013,ACI 318-11,ACI 530-11 Use menu item Settings > Printing & Title Block to set these five lines of information Title Basin:2W Page:__!1_ Job# 10.67':Win Dsgnr: Date: 8 NOV 2016 for your program. Description .... This Wall in File: T:\Engineering\CALCS EXCEL\Projects\Afton Way 2016-0534\afton.RPX RetalnPro (c) 1987-2015, Build 11.15.3.16 License: KW-osos21ss Cantilevered Retaining Wall Design ;ode: CBC 2013,ACI 318-11,ACI 530-11 License To: SWANSON ASSOC l~c.r.ite.r.ia ________ .1 I Soil Data • Retained Height Wall height above soil Slope Behind Wall Height of Soil over Toe Water height over heel = 7.50 ft 3.17 ft 0.00: 1 30.00 in 0.0 ft Allow Soil Bearing = 2,000.0 psf Equivalent Fluid Pressure Method Heel Active Pressure 42.0 psf/ft = Passive Pressure = 350. O psf/ft Soil Density, Heel 120.00 pcf Soil Density, Toe = 100.00 pcf FootingHSoil Friction 0.350 Soil height to ignore for passive pressure = 12.00 in .,I s.u.r.c.h.ar111g•e•L•o•a•d•s _____ 111111111 I Lateral Load Applied to Stem I I Adjacent Footing Load Adjacent Footing Load Footing Width Surcharge Over Heel 0.0 psf Used To Resist Sliding & Overturning Surcharge Over Toe = 0.0 psf Used for Sliding & Overturning J Axial Load Applied to Stem I Axial Dead Load Axial Live Load Axial Load Eccentricity = I Design Summary 0.0 lbs 0.0 lbs 0.0 in • Wall Stabllity Ratios Overturning Sliding 2.52 OK 2.36 OK Total Bearing Load ... resultant ecc. = 4,456 lbs 8.83 in Soil Pressure@Toe 1,678 psf OK Soil Pressure @ Heel 105 psf OK Allowable 2,000 psf Soil Pressure Less Than Allowable ACI Factored @ Toe = 2,014 psf ACI Factored@ Heel 125 psf Footing Shear@Toe = 12.2 psi OK Footing Shear@ Heel 10.1 psi OK Allowable 75.0 psi Sliding Cales (Vertical Component Used) Lateral Sliding Force 1,673.5 lbs less 100% Passive Force = -2,396.5 lbs less 100% Friction Force = 1,559.7 lbs Added Force Req'd 0.0 lbs OK ... .for 1.5 : 1 Stability 0.0 lbs OK Lateral Load = ... Height to To~ = ... Height to Bottom The above lateral load has been increased by a factor of Wind on Exposed Stem = (Service Level) 0.0 #/ft 0.00 ft 0.00 ft 1.00 11.0 psf Eccentricity Wall to Ftg CL Dist Footing Type Base Above/Below Soil at Back of Wall Poisson's Ratio = = 0.0 lbs 0.00 ft 0.00 in 0.00 ft Line Load 0.0 ft 0.300 ""WIS•te.m .. c .. o•n•s•tr•u•c•t•io•n ..... ·.,_-2n_d ___ B_o_tt_o_m ___________ _ , -Stem OK Stem OK Design Height Above FtE ft= 4.00 0.00 Wall Material Above "Ht" Masonry Masonry Design Method LRFD LRFD Thickness 8.00 12.00 Rebar Size # 4 # 5 Rebar Spacing = 24.00 16.00 Rebar Placed at Edge Edge Design Data ------------------------- fb/FB + fa/Fa Total Force@Section Service Level Strength Leve Moment .... Actual Service Level Strength Leve Moment. .... Allowable Shear ..... Actual Service Level Strength Leve Shear ..... Allowable Wall Weight Rebar Depth 'd' Masonry Data -· fm Fy Solid Grouting Modular Ratio 'n' lbs= lbs= ft-#= ft-#= ft-#= psi= psi= psi= psf= in= psi= psi= = 0.291 446.5 657.5 2,258.3 7.1 69.7 78.0 5.25 1,500 60,000 Yes 21.48 0.569 1,924.9 5,041.8 8,853.2 17.8 69.7 124.0 9.00 1,500 60,000 Yes 21.48 Load Factors------------ Building Code Dead Load Live Load Earth,H Wind,W Seismic, E CBC 2013,ACI 1.200 1.600 1.600 1.000 1.000 Equiv. Solid Thick. Masonry Block Type Masonry Design Method in= 7.60 Medium Weight = LRFD 11.60 Concrete Data -----------------------~ fc Fy psi= psi= U1,e menu item Settings > Printing & Title Block to set these five lines of information for your program. Title Basin:2W Job# 10.67':Win Dsgnr: Description .... This Wall in File: T:\Engineering\CALCS EXCEL\Projects\Afton Way 2016-0534\afton.RPX Page:_!_~_ Date: 8 NOV 2016 RetainPro (c) 1987-2015, Build 11.15.3.16 License: KW-06052155 License To : SWANSON ASSOC Cantilevered Retaining Wall Design ~ode: CBC 2013,ACI 318-11,ACI 530-11 I Footing Dimensions & Strengths Toe Width Heel Width Total Footing Width Footing Thickness = = = Key Width = Key Depth = Key Distance from Toe = fc = 2,500 psi Fy = Footing Concrete Density 2.00 ft 3.00 5.00 16.00 in 0.00 in 0.00 in 0.00 ft 60,000 psi 150.00 pcf = 0.0000 I Footing Design Results I Toe Heel Factored Pressure 2,014 125 psf Mu' : Upward = 3,524 754 ft-# Mu' : Downward 1,500 3,300 ft-# Mu: Design = 2,024 2,546 ft-# Actual 1-Way Shear 12.21 10.09 psi Allow 1-Way Shear = 75.00 75.00 psi Toe Reinforcing None Spec'd Heel Reinforcing None Spec'd Key Reinforcing None Spec'd Other Acceptable Sizes & Spacings Min.As% Cover@Top 2.00 @ Btm.= 3.00 in Toe: #4@ 48.76 in, #5@ 75.57 in, #6@ 107.27 in, #7@ 146.27 in, #8@ 192.59 in, #9 Heel: Not req'd: Mu < phi*5*1ambda*sqrt(fc)*Sm Key: No key defined Summa of Overturnin & Resistin Forces & Moments Item Heel Active Pressure Surcharge over Heel = Surcharge Over Toe Adjacent Footing Load Added Lateral Load Load @ Stem Above Soil = = Total ..... OVERTURNING •...• Force Distance Moment lbs ft ft-# 1,638.6 2.94 4,824.7 34.9 10.42 363.3 1,673.5 O.T.M. 5,188.0 = Resisting/Overturning Ratio 2.52 Vert. component of active S.P. used for Overturning Resistance. Soil Over Heel = Sloped Soil Over Heel Surcharge Over Heel Adjacent Footing Load Axial Dead Load on Stem = • Axial Live Load on Stem = Soil Over Toe = Surcharge Over Toe Stem Weight(s) = Earth @ Stem Transitions= Footing Weigh! = Key Weight = • .•.. RESISTING ..... Force Distance Moment lbs ft ft-# 1,800.0 4.00 7,200.0 500.0 1,016.3 140.0 1,000.0 1.00 2.41 2.83 2.50 500.0 2,453.9 396.7 2,500.0 Total= 4,456.3 lbs R.M.== 13,050.6 I Tilt I • Axial live load NOT included in total displayed1 or used for overturning resistance, but is included for soil pressure ca1culation. Horizontal Deflection at Top of Wall due to settlement of soil (Deflection due to wall bending not considered) Soll Spring Reaction Modulus 250.0 pci Horizontal Defl @ Top of Wall (approximate only) 0.099 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. Use menu item Settings > Printing & Title Block to set these five lines of information for your program. Title Basin:2W Job # 10.67': Win Dsgnr: Description .... This Wall in File: T:\Engineering\CALCS EXCEL\Projects\Afton Way 2016-0534\afton.RPX Page:_!j__ Date: 8 NOV 2016 RetalnPro (c) 1987-2015, Build 11.15.3.16 License: Kw-osos21ss Cantilevered Retaining Wall Design ~ode: CBC 2013,ACI 318-11,ACI 530-11 License To : SWANSON ASSOC Use menu Item Settings > Printing & Title Block to set these five lines of information for your program. Title Basin:2W Job# 10.67':Win Dsgnr: Description .... This Wall in File: T:\Engineering\CALCS EXCEL\Projects\Afton Way 2016-0534\afton.RPX Page: -Z.O Date: 8 NOV 2016 RetainPro (c) 1987-2015, Build 11.15.3.16 License: KW-06052155 License To: SWANSON ASSOC Cantilevered Retaining Wall Design ;ode: CBC 2013,ACI 318-11,ACI 530-11 I c:.1·r1·h{·c·1r ;;;r·1cl t\SS'Ot~1· ,,,,.,.,~,. ,~., t .;,.,d 1 v. 1 t·1 't,,. ,., \4 "<cc, i\ LEIGHTON GROUP COMPANY Pebble Creek Companies. 301 W. 281h Street, Suite A National City, CA. 91950 Attention: Mr. Gary Arnold Inc. November 14, 2016 Project No. 11436.001 Subject: Addendum 1 -Clarified Geotechnical Recommendations Proposed Afton Way Residential Development Carlsbad, California References Leighton and Associates, Inc., 2014, Geotechnical Investigation, Proposed Afton Way Residential Development, Carlsbad, California, Project Number 10690.002, dated September 29, 2014 Leighton and Associates, Inc., 2016, Geotechnical Update Letter, Proposed Afton Way Residential Development, Carlsbad, California, Project Number 11436.001, dated October 5, 2016 Swanson & Associates Engineering, 2016, Structural Design Calculations for Site Retaining Walls for Afton Way, dated November 14, 2016. In accordance with your request and authorization, we have prepared this addendum letter providing clarified geotechnical recommendations for the proposed CMU retaining walls associated with the Biofiltration Basin at the Afton Way Residential Development project located in Carlsbad, California. Specifically, this clarification addresses the use of lateral earth pressure values for the design of retaining walls. Based on our review of our referenced report and structural plans with calculations for the CMU retaining walls at the plans by Swanson & Associates Engineering,we provide the following: 3934 Murphy Canyon Road, Suite B205 " San Diego, CA 92123-4f25 858.292.8030 ~ Fax 858.292.0771 lil www.leightongroup.ciom 11436.001 Where a keyway is extended below the wall base with the intent to engage passive pressure and enhance sliding stability, we have considered the lateral soil pressure effect 011 both sides of the keyway. When the keyway is located within the middle half of the footing or subject to positive vertical soil bearing pressures, the soil pressure on the active side of the keyway may be taken as zero." The recommendations provided in this letter and our previous geotechnical reports are based on preliminary design information and subsurface conditions disclosed by widely spaced excavations. The interpolated subsurface conditions should be checked in the field during grading and/or construction. Construction observation of all onsite excavations and field density testing of all compacted fill should be performed by a representative of this office. If you have any questions regarding this letter, please contact this office. We appreciate this opportunity to be of service. Respectfully submitted, LEIGHTON AND ASSOCIATES, INC. William D. Olson, RCE 45283 Associate Engineer Distribution: (1) Addressee, via email (1) Swanson & Associates Engineering, Attn: Mr. Mark Swanson, via email -2- Title ·11-Page:_·_·/_·_ Job# Description .... Dsgnr: Date: 26 DEC 2016 This Wall in File: T:\Engineering\CALCS EXCEL\Projects\Afton Way 2016-0534\Walls\afton.RPX RetainPro 10 (c) 1987-2014, Build 10.14.11.11 License: KW-06052155 License To : SWANSON ASSOC Cantilevered Retaining Wall Design :;ode: CBC 2013,ACI 318-11,ACI 530-11 Retained Height Wall height above soil Slope Behind Wall Height of Soil over Toe = Water height over heel 0.50 ft 6.00 ft 0.00: 1 6.00 in 0.0 ft Allow Soil Bearing = 2,000.0 psf Equivalent Fluid Pressure Method Heel Active Pressure 32.0 psf/ft Passive Pressure Soil Density, Heel Soil Density, Toe FootingllSoil Friction Soil height to ignore for passive pressure 250.0 psf/ft 110.00 pcf 0.00 pcf 0.400 12.00 in ___ ________J [o;,,s ... u .. rc_h_a ... r.ge_L ... o ... a ... dllllisftl!"illl!""""-" ----d' 1Tateral Load Applied to Stei:n:::) ~Iacent Footing.Load ":) Surcharge Over Heel 0.0 psf Lateral Load o.o #/ft Used To Resist Sliding & Overturning ... Height to To~ 0.00 ft Surcharge Over Toe 0.0 psf ... Height to Bottom 0.00 ft Used for Sliding & Overturning The above lateral load r, -Axial Load Applied t_o_S_t_e_m __ ~e has been increased . !'! by a factor of Axial Dead Load Axial Live Load Axial Load Eccentricity 0.0 lbs 0.0 lbs 0.0 in Wind on Exposed Stem = 1.00 9.1 psf Adjacent Footing Load Footing Width Eccentricity Wall to Ftg CL Dist Footing Type Base Above/Below Soil at Back of Wall Poisson's Ratio a-·----------------------Design Summary I [stem Construction·-, _ E!~ot~to~m~-- -Stem OK Wall Stability Ratios Overturning Sliding 3.48 OK 4.81 OK Design Height Above FIE ft= 0.00 Wall Material Above "Ht" = M;---:.-o~, Thickness 6.00 0.0 lbs 0.00 ft 0.00 in 0.00 ft Line Load 0.0 ft 0.300 Total Bearing Load ... resultant ecc. 699 lbs 3.77 in Rebar Size = # 4 ('?. ') Rebar Spacing 48.00 ~ ()I) ? (I/) @ GL.A$ S Soil Pressure@ Toe 490 psf OK Soil Pressure @ Heel 69 psf OK Allowable 2,000 psf Soil Pressure Less Than Allowable ACI Factored @ Toe 588 psf ACI Factored @ Heel 83 psf Footing Shear@ Toe 2.1 psi OK Footing Shear@ Heel = 0.5 psi OK Allowable 75.0 psi Sliding Cales (Vertical Component NOT Used) Lateral Sliding Force 90.6 lbs less 100% Passive Force= -156.3 lbs less 100% Friction Force = -279.7 lbs Added Force Req'd o.o lbs OK ... .for 1.5 : 1 Stability 0.0 lbs OK Load Factors -------------- Building Code Dead Load Live Load Earth, H Wind,W Seismic, E CBC 2013,ACI 1.200 1.600 1.600 1.000 1.000 Rebar Placed at en_te_r ___ _FOST S'r.Al\lctOrJ ___ O~/c..-Design Data - fb/FB + fa/Fa Total Force@ Section Moment....Actual Moment. .... Allowable Shear. .... Actual Shear.. ... Allowable Wall Weight Rebar Depth 'd' Masonry Data rm Fy Solid Grouting Modular Ratio 'n' Equiv. Solid Thick. Masonry Block Type Masonry Design Method Concrete Data fc Fy lbs= ft-#= psi= psi= in= 0.324 61.0 192.2 592.7 1.8 69.7 40.0 2.75 ---------~~-- psi= 1,500 psi= 60,000 No 21.48 in= 3.70 Medium Weight LRFD ------ psi= psi= Title Job# . Description .... This Wall in File: T:\Engineering\CALCS EXCEL \Projects\Afton Way 2016-0534\Walls\afton.RPX Dsgnr: Page: __ Date: 26 DEC 2016 RetalnPro 10 (c) 1987-2014, Build 10.14.11.11 ticense: KW-06052155 icense To : SWANSON ASSOC Cantilevered Retaining Wall Design ~ode: CBC 2013,ACI 318-11,ACI 530-11 Footing Dimensions & Strengths [J:ooting _ Design Results Toe Width Heel Width Total Footing Width Footing Thickness Key Width Key Depth Key Distance from Toe fc = 2,500 psi Fy = Footing Concrete Density = 1.00 ft 1.50 --2.50- 12.00 in 12.00 in 0.00 in 2.00 ft 60,000 psi 150.00 pcf 0.0018 Min.As% Cover@Top 2.00 @ Btm.= 3.00 in -12L Factored Pressure 588 Mu' : Upward 260 Mu': Downward 154 Mu: Design 107 Actual 1-Way Shear = 2.15 Allow 1-Way Shear 75.00 Toe Reinforcing None Spec'd Heel Reinforcing None Spec'd Key Reinforcing None Spec'd J!ttL 83 psf 75 ft-# 154 ft-# 79 ft-# 0.54 psi 75.00 psi Other Acceptable Sizes & Spacings Toe: Not req'd, Mu < S • Fr Heel: Not req'd, Mu < S • Fr Key: Not req'd, Mu < S • Fr Summa of Overturnin Forces & Moments Item Heel Active Pressure Surcharge over Heel Surcharge Over Toe Adjacent Footing Load Added Lateral Load = Load @ Stem Above Soil = Total Resisting/Overturning Ratio ..... OVERTURNING ....• Force Distance Moment lbs ft ft-# 36.0 0.50 18.0 54.6 4.50 245.7 90.6 O.T.M. 263.7 Vertical Loads used for Soil Pressure = 3.48 699.2 lbs Soil Over Heel Sloped Soil Over Heel Surcharge Over Heel Adjacent Footing Load Axial Dead Load on Stem= * Axial Live Load on Stem Soil Over Toe Surcharge Over Toe Stem Weight(s) = Earth @ Stem Transitions= Footing Weight Key Weight Vert. Component .. ... RESISTING ..... Force Distance Moment lbs ft ft-# ------- 55.0 2.00 110.0 0.50 260.0 1.25 325.0 9.2 1.58 14.5 375.0 1.25 468.8 2.50 Total= 699.2 lbs R.M.= 918.3 ··-:::i • Axial live load NOT included in total displayed, or used for overturning resistance, but is included for soil pressure calculation. 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 Horizontal Defl@ Top of Wall (approximate only) 0.035 in The above calculation is not valid if the heel soil bearing pressure exceeds that of the toe, because the wall would then lend to rotate into the retained soil. Title Job# Description .... This Wall in File: T:\Engineering\CALCS EXCEL\Projects\Afton Way 2016-0534\Walls\afton.RPX Dsgnr: ri.·.t/ Page: __ , ~ Date: 26 DEC 2016 £// RetainPro 10 (c) 1987-2014, Build 10.14.11.11 License: KW-06052155 License To : SWANSON ASSOC Cantilevered Retaining Wall Design ~ode: CBC 2013,ACI 318-11,ACI 530-11 S.10p,sf (Service-Level} Pp= 1 $tl.Z5# 90.60# ~ C/>i LC~ p AG6 Q. f ofl,, A t...1 eri. rJ P(le. roo1,rJG RetainPro 10 (c) 1987-2014, Build 10.14.11.11 License: KW-06052155 License To: SWANSON ASSOC Masonry Allowable Moment -- b, Width of Section: . . 24 in t, Section Depth: . . . . 8 in "d": . . . . . . . . . . . . . . . 3.90 in. fm · ·............. 1soo psi f y · · · · · · · · · · · . . . . 40000 psi Reinf. Size: . . . . Bar# 5 No. Bars: ......... . Equation Report LRFD As········· 0.31 p, Reinforcing Ratio: . 0.0033 n, Modular Ratio: ... 21.48 a ............ . 0.43 . . . '2 ' = ( Ba~· 1't ) • o. 79 •(}Vo.Bars J \ 8 -~ b•d 29,000,000 _ 32~222 900 • f. f.. ...... m o:.--m As •j~ 0.80 • {, • b • m Allowable Moment (Reinf): • ,1.,. i _ a \I•_!_ .. = 0.31 • 40000 Mn: 3,808tt-Jbs =As• ,0 •. { 2 / 12 • ( 3.90 _ o_.43 \I 1 ; ·-' 2 / 12 ~ ~Mn: 3,427 ft-lbs = Q.9 • lv.fJl = 0.9 • 3,808 Allowable Moment (Masonry): Use Rounded Display Values ~{ /) I i I ~ \~ , J 1 "fl ,, V Mn: 3,803tt-lbs / r1·\ 1 / = o.so. lm. a• b • I d --:-1 • --. = o.so. 1soo. o.43. 24 • I 3.90 ·, .., . 1; 0.43 \ 1 . 1 ·-') . l j :/1 jtll) ,'\ ? 3 I 4 ,z, ~ lh -f+-\ .;,, / .... Description: Concentrated load at glass stancion, (3) no. 3 vertical, As>0.31 sq. in. w JN'/) ( ,A" :L W1N\'.) uOAl? KD(ll.,{e:;t·ST ::::: lt;. l ./-. 5 .. ~~ 0 /e, >'-\..Jt?)/1,., - / -- / iJ4f'1 {0-ft << C!J(fv:<. I . , "\ (_ v no ':? VEn,1iCr-,-L, ~ \...-~Cl-\ ;;Uyf O Edward C. Robison, PE C.R. Laurence Co., Inc. 2503 East Vernon Los Angeles, CA 90058 SUBJ: ALUMINUM WINDSCREEN SYSTEM ALUMINUM FRAMED GLASS WIND WALLS The AWS is an engineered system designed for the following criteria: The design loading conditions are: Concentrated load = 200 lbs (1 sf area) @ 42" above grade or, Distributed load = 50 pH@ 42" above finish grade or, Concentrated load = 50 lbs on 1 sf area or, Uniform load = 10 psf or, Seismic loads will not affect design because of the small dead loads. Wind load as calculated based on ASCE/SEI 7-05 and as limited for the specific configuration as shown in tables 2 to 11 as applicable. For these conditions the system will meet or exceed all requirements of the 2006 and 2009 International Building Codes, 2007 and 2010 California Building Codes and 2005 Aluminum Design Manual. The system will meet all requirements for a swimming pool enclosure when installed as recommended and in compliance with IBC Section 3109. When fall protection is required a top rail is required or a grab rail must be installed between 36" and 42" above the walking surface. Refer to the appropriate tables herein to determine allowable post spacing, heights and wind loads. The supporting structure shall be designed by others and be adequate to support the AWS with all imposed loads. Calculation Post Loading Wind load 2" X 2-5/8" Post 3" Round Post 2-5/8" Barrier Post Stanchion 10 Guage eti*l:ela:Hei:A 1 I 4" Edward Robison, P.E. Gig Harbor, W, Glass Strength Glass Allowable Load Tables 'fos t I Stand t:ieft Em"bee.EA.el+k EXP 12/31/2013 Signed 05/11/2012 ,..1~/~r / lb If,.,. ( Aluminum Wind Screen System -11 May 2012 Loading to Posts: Live load= 200#@ 42" height Any location along wall (42" above finish floor) Or: 50 lb on one square foot at any location on glass. Or: Wind load on solid area Or: 10 psf live load on entire area including voids. M200 = 200#x42" = 8 ,400"# Msoplf = 50*42"*S Maximum spacing when fall protection is required: S = Ma/2,100"#/ft Mso= 501b x H*12"/ft (will not govern post design) MLL = 1 Opsf*(S)*(H2/2)* 12"/ft MWL= W*(S)*(H2*0.55) ('#) Wind loading typically controls post design. Determine the maximum post heights Ma = Allowable post moment for Wind load: MWL= W*(S)*(H2*0.55) = Ma Solving for S S = Ma/(0.55*W*H2) Solving for H H = [MJ(0.55*W*S)]1'2 -Allowable wind load: W = Ma/(0.55*S*H2) Edward C. Robison, PE 10012 Creviston DR NW Gig Harbor, WA 98329 / / / / / / / / / WIND LOAD=? OR / LL= lOPSF / / 253-858-0855 FAX 253-858-0856 H Aluminum Wind Screen System -11 May 2012 WIND LOADING ON WIND SCREENS AND FENCES Calculated in accordance with SEI/ ASCE 7-05 Section 6.5 .14 Design Wind Loads on Solid Freestanding Walls and Solid Signs. This section is applicable for free standing guardrails, wind walls, and fences : F =qbGCrAs As = solid surface area perpendicular to the wind direction For wind walls/fences the coefficients have the following values: G = 0.85 from section 6.5.8.1 for a rigid structure (w=-V[h*m/("!13*0.855)] ~ 1.0). Cf From Figure 6-20 -varies depending on height and length qh = 0 .00256K2K21Kct V2I Where: I = 1.0 or O .87 from Table 6-1 Kz from Table 6-3 at the height z of the railing centroid and exposure. Kct = 0.85 from Table 6-4. Kzt From Figure 6-4 for the site topography, typically 1.0. V = Wind speed (mph) 3 second gust, Figure 6-1 or per local authority. Simplifying -Assuming 1.3 :S Cr :S 2.6 (Typical limits for fence with returns.) For Cr= 1.3: F = qh*0.85*1.3 = 1.11 qh For Ct= 2.6: F = qh*0.85*2.6 = 2.21gb Wind Load will vary along length of fence in accordance with SEI/ASCE 7-05 Figure 6-20. Typical exposure factors for Kz with height Oto 15': Exposure B C D Kz = 0.70 0.85 1.03 Centroid of wind load act<; at 0.55h on the fence. Typical wind load for I = 1.0 and K:,1 = 1.0 Table 1: Wind load in psf Ct = 1.3 Wind load in psf Ct= 2.60 Wind Speed B C D B C D V 0.00169V2 o.00205v2 0.00249V2 0.00337V2 0.00409V2 0.00495V2 85 12.2 14.8 17.9 24.3 29.5 35.8 90 13.7 16.6 20.2 27.3 33.1 40.1 100 16.9 20.5 24.9 33.7 36.9 49.5 110 20.5 24.8 30.1 40.7 49.5 59.9 120 24.3 29.6 35.8 48.5 58.9 71.3 130 28.6 34.7 42.0 56.9 69.1 83.7 140 33.1 40.2 48.8 66.0 80.1 97.1 Where fence ends without a return the wind forces may be as much as 1.667 times Cr=2.6 value. When I= 0.87 is applicable (occupancy category I) multiply above loads by 0.87. MINIMUM WIND LOAD TO BE USED IS 10 PSF. SPECIFIER SHALL VERIFY WIND LOADS FOR THE SPECIFIC INSTALLATION IN ACCORDANCE WITH SEI/ASCE 7-05 Section 6.5.14AND FIGURE 6-20. Edward C. Robison, PE 10012 Creviston DR NW Gig Harbor, WA 98329 253-858-0855 FAX 253-858-0856 Aluminum Wind Screen System -11 May 2012 The standard straight post will typically govern the wind screen design. Use the equations derived in page 2 determine the allowable wind loads based on the post strength (post directly core mounted in grout or other method that will develop the fill post strength.) Solving for S S = 967.4'#/(0.55*W*H2) = 1,759'#/(W*H2) Example determine required post spacing for 20 psf wind load and 4' -0" screen height: S = 1,759'#/(20*42) = 5' -6" Solving for H H = [1,759'#/(W*S)]ll2 Example detem1ine maximum screen height for 20 psf wind load and 6' -0" post spacing: H = [1,759'#/(20*6)]112 = 3' -10" Allowable wind load: W = 1,759'#/(S*H2) Example determine maximum wind load for 4' screen height and 6'-0" post spacing: W = 1,759'#/(6*42) = 18 .3 psf Table 2: 2" Post ' Post strength (ft-#)= 967.4 Wind load Post Spacing Scr13e11 Height 3 4 4.5 ~ 6 3 65.1 48.9 43.4 5 32.6 Qr=· 47.9 35.9 31.9 ~ 23.!:l ~~ --2+.a -~4.4 18.3 29.0 21.7 19.3 8 14.5 5 23.5 17.6 15.6 12.8 11.7 5.5 19.4 14.5 12.9 11.6 10.6 NA 6 16.3 12.2 10.9 NA NA NA Based on post strength, assumes anchorage method will develop the full post strength. NA= Not Allowed. Maximum spacing when fall protection is required: S = Ma/2,100"#/ft S = 11,609"#/2,100"#/ft = 5.528' = 5'6 1/3" 5tE 01-,lC PG w-:: i~ ~ IG. ( (Jk}JJ :? 'l, I NINO L¥'.JAl7 L... 1,., psf prf ' 1)/i.D f St /HO G4 l/ o It.-A c-fufKL SPACING IS t>{L. Edward C. Robison, PE 10012 Creviston DR NW Gig Barbo,; WA 98329 253-858-0855 FAX 253-858-0856 Aluminum Wind Screen System -11 May 2012 POST OPTIONS: 2" X 2-5/8" Post Area: 1.135 sq in lxx: 0.855 in4 lyy: 0.611 in4 rxx: 0.868 in ryy: 0.734 in and J = 1.292 in4 Cxx: 1.3125 in Cyy: 1.00 in Sxx: 0.651 in3 Syy: 0'.611 in3 Allowable stress in aluminum post in accordance with A WS Table 2-20 or Table 2-21: Ft= 19 ksi and Fe= 23.9-0.238[(2LbS)/(IJ)ll2]112 Fe= 23.9-0.238[(2*72*0.611)/(0.611 *1.292)112)1/2= 21.5 ksi but:::; 21 ksi Ma = Sxx *Fb = 0 .611 in3* 19 ksi = 11,609"# = 967.4' # Post Variations: 90 • Corner Post Area: 1.200 sq in t-.J/1{ lxx: 1.002 in4 lyy: 1.002 in4 rxx: 0.9135 in ryy: 0.9135 in and J = 1.669 in4 Cxx: 1.364 in Cyy: 1.364 in Sxx: 0.735 in3 Syy: 0.735 in3 Allowable stress in aluminum post in accordance with AWS Table 2-20 or Table 2-21: Fi= 19 ksi and Fe= 23.9-0.238[(2LbS)/(IJ)112Jlt2 Fe= 23.9-0.238[(2'!'72*0.735)/(0.735*1.669)112]112= 21.1 ksi but:::; 21 ksi Ma= Sxx*Fb = 0.735 in3*19 ksi = 13,965"# = 1,163.7'# 135° Comer Post Area: 1.503 sq in lxx: 1.582 in4 lyy: 1.002 in4 rxx: 1.026 in ryy: 0.9031 in and J = 1.868 in4 Cxx: 1.471 in Cyy: 1.417 in Sxx: 1.075 in3 Syy: 0.707 in3 Allowable stress in aluminum post in accordance with AWS Table 2-20 or Table 2-21: Fi= 19 ksi and Fe= 23.9-0.238[(2LbS)/OJ)ll2]112 Fe= 23.9-0.238[(2*72*0.707)/(0.707*1.868)112]1/2= 21.7 ksi but:::; 21 ksi Ma= Sxx*Fb = 0.707 in3*19 ksi = 13,433"# = 1,119.4'# Note: Loading from both sides will contribute to bending. Edward C. Robison, PE 10012 Creviston DR NW Gig Harbor, WA 98329 -..... e-. ---- 2" 2 5/8" 253-858-0855 FAX 253-858-0856 'I Aluminum Wind Screen System -11 May 2012 10 Gauge Stanchion Stanchions are break formed from HR Steel AlOll or A572 Grade 50 alloy steel (Fy ~ 50 ksi) powder coated, or 304 Stainless steel, ASTM A666 1/8 hard (Fy ~ 50 ksi). t = 0.135" A= 0.546 in2 Ixx = 0.124 in4 lyy = 0.197 in4 Cxx = 0.926" Cyy = 0.750" Zxx = 0.231 in3 Zyy = 0.310 in3 1 1 /2" ,f...} 10GA N ' The stanchions are installed so that primary bending axis is YY with essentially no bending in the XX direction. Stanchion strength: t/b = 1.25/0.135 = 9.26 < 20 Compression buckling of the flange is prevented because of confinement in grout and in the post above the grout therefore stanchion will develop the full plastic section at yield: fl!Mnyy = fllFyZyy fll=0.9 Determine the service moment on the stanchions based on a typical load factor of 1.6 (live or wind loads). Ms= fllMn/1.6 fl!Mnyy = 0.9*50 ksi*0.310 = 12,555"# = 1,046.25'# Ms= 12.555"#/l.6 = 7,847"# = 653.9'# S = 653.9'#/(0.55*W*H2) C (1 so Table. 5: Allowable wind lo~ds (psf) on 10 gauge Stanchion (Any post) PST4 stanchion Post strength (ft-#)= 653.9 Wind load , Pqst §pacing @ Screen Height 3 4 3 44.0 33.0 24.0 ~-32.4 24.3 17.6 24~ 1B:6 @ 19.6 14.7 . 5 15.9 11.9 10.6 NA NA 5.5 13.1 NA NA NA NA 6 11.0 NA NA NA NA 6 2~,o 16.2 12.4 NA NA NA NA 0.64/1 -::i 9.t 175f $Tp,rJOo J OlL -~~~--- ., ,4 b/1., ACTuJ\,t., Based on post strength, assumes anchorage method will develop the full post strength. NA= Not Allowed. SVAo ,JG rs O('- Maximum spacing when fall protection is required: S = Ma/2,100"#/ft S = 7,847"#/2,100"#/ft = 3.737' = 3' -8 7/8" Edward C. Robison, PE 10012 Creviston DR NW Gig Harbor, WA 98329 253-858-0855 FAX 253-858-0856 Aluminum Wind Screen System -11 May 2012 GLASS IN SIMPLE SPANS For panels simply supported on two opposite sides the moment and deflection are calculated from basic beam theory (applicable when glass is installed without structural top and bottom rails and is supported in posts only): Mw = W*L2/8 for uniform load W and span Lor Mp = P*L/4 for concentrated load P and span L, highest moment P @ center ~max= (5/384)*wl4/(El) = (5/374)*(w/12)14/(10,400,000t3) = (wl4)/(9.34x109*t3) 1 = glass span in inches .. ,qi· I •. . !ti When glass is designed for a safety factor of 4.0 or greater the deflection will not govern the allowable loading w -;. t ; . f fr f / Table 7: Allowable wind load (psf) for post spacing based on glass strength s ote:-GLAS Post spacing, feet / Olass thickness 3 3.5 4 4.5 .5. / V 5.5 6 1/4" 42.6 31.3 24.0 18.9 (15.3) 12.7 10.7 (5/16') 75.8 55.7 42.6 33.7 27.3 c2.5) 18.9 3/8" 112.0 82.3 63.0 49.8 40.3 33.3 28.0 1/2" 195.6 143.7 110.0 86.9 70.4 58.2 48.9 Table 8: Check maximum glass span (post spacing, feet) for 200# concentrated load:/ ;Jj Glass height (feet) / Glass thickness 3 3.5 4 4.5 5 5.;5 6 1/4" 2.9 3.4 3.8 4.3 4.8 /5.3 5.8 5/16" 5.1 6.0 6.8 7.7 8.5 V 9.4 10.2 3/8" 7.6 8.8 10.1 11.3 12.6/ 13.9 15.1 1/2" 13.2 15.4 17.6 19.8 22)5 24.2 26.4 / Table 9: Check maximum glass span (post spacing, feet) for 50 plf live load: / Glass height (feet) Glass thickness 3 1/4" 4.8 5/16" 6.4 3/8" 7.8 1/2" 10.3 Edward C. Robison, PE 10012 Creviston DR NW Gig Harbor, WA 98329 3.5 5.2 6.9 8.4 11.1 4 5.5 7.4 9.0 11.9 4.5 5 5.9 6.2 7.8 8.3 9.5 10.0 12.6 13.3 / 5.5 I 6 6.5/ 6.8 8// 9.0 ,.(0.5 11.0 I 13.9 14.5 253-858-0855 FAX 253-858-0856 ti ,4 o/~ S\1~LlN G ('.) "'- Aluminum Wind Screen System -11 May 2012 CONCRETE MASONRY UNIT CONSTRUCTION (CMU) When stanchions or posts are embedded into the grouted cells of CMU: q. t e 5 t C ~1 0/c} ::: 4f>. 5 9 lf l) The CMU wall shall be designed for the imposed moments from the posts. The stanchion shall be embedded a minimum of 15" into the CMU. The minimum wall thickness shall be 8" nominal. A bond beam with (2) #3 bar or larger shall be constructed along the top course or as other engineering requires to accommodate the AWS loading. The reinforcement bar shall pass between the stanchion/post and each face of the wall. STANCHION® CENTER Of CELL #3 BAR 0(<.. ax 1 6 CMU BLOCKS ~ 11ACTu/H ... St7,hrc1 rj£> ti(L ELL GROUTED SOUD WITH 2,500 PSI GROUT / Additional reinforcement may STANCHION@ CENTER OF CELL be required depending on 15" EMBEDMENT project requirements and /' specific AWS configuration. -Maximum allowafile moment :)--.._ for this detail is 9 ,600"# per V post. -----~----~---- Other CMU wall configurations shall be engineered to support the imposed loads from the A WS posts. Surface mounted base plate applications shall be engineered for the specific application. Edward C. Robison, PE 10012 Creviston DR NW Gig Harbor, WA 98329 1/~ JOINT REINFORCE MEN CELL GROlfTED SOLID WITH 2,500 PSI GROUT : \ I I -k- l I I I I I l 8X16 CMU BLOCKS REINFORCE ENT CONT. INT FOOTlt,JG OR SLAB 253-858-0855 FAX 253-858-0856