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PD 2019-0009; WEBSTER RESIDENCE; ARGONAUTA SITE RETAINING WALLS; 2019-05-28
STRUCTURAL CALCULATIONS PROJECT: Oc'44jT% DESIGN ASSUMPTIONS CONCRETE STRENGTH AT TWENTY EIGHT DAYS: o, 000 PSI MASONRY: GRADE "N" CONCRETE BLOCK 'M = 7.00O PSI MORTAR: TYPE S 1,800 PSI GROUT: 2000 PSI REINFORCING STEEL A-615 GRADE 40: #4 AND LESS (U.O.N.) GRADE 60: #5 AND LARGER STRUCTURAL STEEL A-36 LUMBER: DOUGLAS FIR-LARCH JOISTS #2 BEAMS AND POSTS #2 STUDS 511)0 OR BETTER T I HTK STRUCTURAL ENGINEERS, LLP SEISMIC FORCE: = WIND FORCE: Et8 DESIGN LOADS: ROOF DEAD LOAD SLOPING ELftI REPORT BY: REPORT NO.: ti6%Ig4 I SOIL PRESSURE;___________ FLOOR DEAD LOAD WALL DEAD LOAD INT. EXT. ROOFING FLOORING INTERIOR 10 PSF PLYWOOD PLYWOOD EXTERIOR 16 PSF JOISTS JOISTS INSUL & CLG. INSUL & CLG. MISC. MISC. Rcgynj TOTAL. = - TOTAL = DEC 1.0 2019 ROOF LIVE LOAD FLOOR LIVE LOAD LAND DEVELOPMENT SLOPING = INTERIOR 40 PSF ENGINEERING FLAT= BALCONY 60 PSF(U.O.N.) EXIT WALKWAY 100 PSF These calculations are limited only to the Items included herein, selected by the client and do not imply appr o v a l o f a n y other portion of the structure by this office. These calculations are not valid If altered In any way, or not ac c o m p a n i e d b y a stamp and signature of the Engineer of Record. son Diego 14288 Danielson Street. Suite 0 200, Powly, CA 92064, 18581 979.9919, Fe, (951) 979-6959 Mmax Between = 0.000 = 0.oft# = 14,417.2 ft-# = 5,119.6 lbs Design Height Above Ftc Reber Size Rebar Spacing Reber Placed all Reber Depth 'd' Design Data fb/FB + fa/Fa Mu.. ..Actual Mn' Phi.....Allowable Shear Force @ this height li Pressure @ Heel=1,028 psf OK Allowable = 2,500 pat Soil Pressure Less Than Allowable ACl Factored @Toe 0psf ACI Factored @ Heel = 2,564 psf Footing Shear @ Toe 0.4 psi OK Footing Shear @ Heel 2.0 psi OK Allowable 100.6 psi Reaction at Top 3,330.3 lbs Reaction at Bottom 5,892.4 lbs Sliding Cabs Lateral Sliding Force = 5,892.4 lbs @ Top Support Top & Bass @ Baseof Wall Stem OK Stem OK Stem OK = 10.67 ft 4.93 ft 0.00 ft = #5 #6 #6 = 6.00 in 8.00 in 6.00 In = Edge Edge Edge = 5.50 in 6.00 in 5.50 In 0.746 0.000 16,323.3 ft-# 0.0 ft-# 21,890.9 ft-# 19,910.9 ft-# 7,083.6 lbs Use menu Item Settings> Printing & Title Block Title : to set these five lines of information Job #: Dsgnr Date, 1Page; 1 80CT2019 for your program. Description.... 12 tall ifc option... interesting This Wall in File: \server01DUob Files2018 Jobs\18-351 ArgonautaCaIculations\retaining wairs.RP RotalnPro(c) 1987-2016, Build 11.16.11.12 License: iw-osoaeasg Restrained Retaining Wall Code: CBC 2016,ACI 318-14,ACI 530-13 I I•.. L1IF e'rna I1b.J In Al e&I#I..eene Criteria Retained Height = 10.67 ft Wall height above soil = 0.00 ft Total Wall Height = 10.67ft Top Support Height = 10.67 ft Slope Behind Wal 0.00 Height of Soil over Toe = 6.00 in [Soil Data Allow Soil Bearing = 2,500.0 psf Equivalent Fluid Pressure Method At-rest Heel Pressure 65.0 psf/ft Passive Pressure 350.0 psf/ft Soil Density = 120.00 pcf FootIngilSoll Frictior 0.350 Soil height to Ignore for passive pressure 12.00 In Thumbnail Surcharge Loads Uniform Lateral Load Applied to Stem j [Adjacent Footing Load tj Surcharge Over Heel = 250.0 pat >>>Used To Resist Sliding & Overturning Lateral Load 0.0 #Ift Adjacent Footing Load = 0.0 lbs Surcharge Over Toe = 0.0 psf ...Hdght to Top 0.0 ft ...Height to Bottorr = 0.00 ft Footing Width = Eccentricity = 0.00 ft 0.00 In Used for Sliding & Overturning Wall to Ftg CL Dial = 0.00 ft L1al Load Applied to Stem Load Type = Wind (W) Footing Type Line Load (Strength Level) Base Above/Below Soil Axial Dead Load = Axial Live Load 0.0 lbs 0.0 lbs Wind on Exposed Stern = 0.0 psf at Back of Wall = 0.0 ft Axial Load Eccentricity = 0.0 In Issen & Ratio = 0.300 [Earth Pressure Seismic Load Kh Soil Density Multiplier = 0.290 g Added seismic per unit area = 259.9 psf Stem Weight Seismic Load ] F/ W, Weight Multiplier = 0.000 g Added seismic per unit area = 0.0 psf __J] Design_Summary Concrete Stem Construction Total Bearing Load = 6.168 lbs Thickness = 8.00 in Fy = 60,000 psi ... resultant ecc. 12.90 in Wall Weight = 100.0 psi Pc = 5,500 psi Soil Pressure iS) Toe = 1028 Stem is FREE to rotate at top of footing Vertical component of active lateral soil pressure IS NOT considered in the calculation of soil bearing Load Factors Building Code CBC 2016,ACI Dead Load 1.200 Live Load 1.600 Earth, H 1.600 Wlnd,W 1.000 Seismic, E 1.000 Shear ..... Actual = 77.57 psi 107.33 psi Shear ..... Allowable = 111.24 psi 111.24 psi Other Acceptable Sizes & Spacings: Toe: #6 @ 18.00 in -or- Not req'd: Mu < phi*5*lambda*sqrt(fc)Sm Heel:# 6 @ 12.00 in -or- Not req'd: Mu < ph1*5*lambda*sqrtQc)*Sm Key: Slab Resists Sliding -or- Slab Resists Sliding - No Force on Horizontal Reinforcing Min Stem T&S Relnf Area 2.049 1ri2 Min Stem T&S Relnf Area per ft of stem Height Horizontal Reinforcing Options: One layer ol: Two layers of: #4@ 12.50 in #4@ 25.00 in #5@ 19.36 in #5@ 38.75 in #6@ 27.50 in #6@ 55.00 in Horizontal Reinforcing Min Stem T&S Reinf Area 1.102 In2 Min Stem T&S Relnf Area per ft of stem Height Horizontal Reinforcing Options: One layer of: Two layers of: #4@12.501n #4@25.00in #5@ 19.38 in #5@ 38.75 In #6@ 27.50 in #6@ 55.00 in Horizontal Reinforcing 0.192 1n2/ft 0.192 1n2/ft Min Stem T&S Relnf Area 0.946 in2 lAn Stem T&S Reinf Area per ft of stem Height: 0.192 in2lft Horizontal Reinforcing Options: One layer of: Two layers of: #4@ 12.50 in #40 25.00 in #5@ 19.38 In #5@ 38.75 In #6@ 27.50 In #6@ 55.00 In Use menu item Settings > Printing & Title Block Title : Page: 2 to set these five lines of Information Job #: Dsgnr: Date: 18 OCT 2019 for your program. Description.... 12 tall lfc option... Interesting This Wall In File: \\server01D\.Job Flies2018 Jobs\18-351 Argonauta\Calculationsretainlng walls.RP RelainPro (C) 1987-2016, BuIld 11.16.11.12 Ucerise KW1056849 -. Restrained Retaining Wall Code: CBC 2016,ACI 318-14,ACi 530-13 Concrete Stem Rebar Area Details Top Support Vertical Reinforcing As (based on applied moment): 0 1n2/ft (4/3)*As: 0in2/ft 3sqrt(fc)bdlfy: 3sqrt(5500)(12)(5.5)160000 :0.2447 In2Ift 0.0018bh : 0.0018(12)(8): 0.1728 in2/ft Required Area: 0.1728 in2/ft Provided Area: 0.62 in211t Maximum Area: 1.4945 in2/ft Mmax Between Ends Vertical Reinforcing As (based on applied moment): 0.6353 in2/ft (4/3) * As: 0.8471 ln21ft 3sqrt(fc)bd/fy : 3sqrt(5500)(12)(6)/60000: 0.267 1n2lft 0.001ebh : 0.0018(12X8): 0.1728 In2!ft Required Area: 0.6353 in2/ft Provided Area: 0.88 1n2/ft Maximum Area: 1.6304 1n2/ft Base Support Vertical Reinforcing As (based on applied moment): 0 in2/ft 01n2/ft 3sqrt(rc)bd/fy: 3sqrt(5500)(12)(5.5)/60000 :0.2447 in2lft 0.0018bh : 0.0018(12X8): 0.1728 ln2lft Required Area: 0.1728 1n2/ft Provided Area: 0.88 in2/ft Maximum Area: 1.4945 1n2/ft [footing Design Results e~l Factored Pressure 0 2,564 psf Mu': Upward 1,580 6,039 ft-# Mu': Downward 1,539 6,007 ft-# Mu: Design 41 -33 ft-# Actual 1-Way Shear = 0.39 2.02 psi Allow 1-Way Shear = 100.62 100.62 psi Min footing T&S reinf Area 2.33 1n2 Min footing T&S reinf Area per foot 0.39 1n2 nt 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@13.581n #8@27.16in [Footing Strengths & Dimensions Toe Width 3.00 ft Heel Width 3.00 Total Footing Widtt 6.00 Footing Thickness . 18.00 in Key Width 12.00 in Key Depth : 0.00 In Key Distance from Toe = 2.50 It FC = 4,500 psi Fy = 60,000 psi Footing Concrete Density = 150.00 pd Mm. As % = 0.0018 Cover @ Top = 2.00 in @ Btm.= 3.00 in Use menu item Settings > Printing & Title Block Title : Page:, 3 to set these five lines of information Job #: Dsgnr. Date: 18 OCT 2019 for your program. Description.... 12 tall ftc option... Interesting This Wail in File: \\server0l\D\Job Files\2018 Jobs18-351 Argonauta\Calculations\retaining walls.RP RetainPro (C) 1987-2016, Build 11.16.1112 License XIN.06056649 Restrained Retaining Wall Code: CRC 2016,ACI 318-14,ACI 530-13 Summary of Forces on Footing: Slab RESISTS sliding, stem is PINNED at Forces acting on footing soil pressure (taking moments about front of fooling to find eccentricity) Surcharge Over Heel = 583.3 lbs 4.83 ft 2,819.04 Axial Dead Load on Stem = lbs ft ft-# Soil Over Toe = 180.01bs 1.50 ft 270.oft-# Adjacent Footing Load = lbs ft ft-# Surcharge Over Toe = lbs ft ft-# Stem Weight = 1.067.Olbs 3.33 ft 3,556.7ft-# Soil Over Heel 2,987.6 lbs 4.83 ft 14,440.1 ft-# Footing Weight = 1,350.01bs 3.00 ft 4,050.5ft-# Total Vertical Force = 6,167.91bs Moment = 25,136.7ft-# Net Mom. at Stem!Ftg Interface -8,632.9 ft.# Mow. Mom. @ StemlFtg Interface = 12,444.3 ft-# Allow. Mom. Exceeds Applied Mom.? yes Therefore Uniform Soil Pressure • 1,028.0 pat Vertical component of active lateral soil pressure IS NOT considered In the calculation of Sliding Resistance. Title : Page: 1 Job #: Dsgnr: Date: 180CT2019 Description.... I argonauta\calculations\plan check site re Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14,ACI 530-13 Use menu item Settings > Printing & Title Block to set these five lines of Information for your program. This Wall In File: \\server0l\d\job files\2018 LCriteria Retained Height = 7.50 ft Wall height above soil = 0.50 ft Slope Behind Wall = 2.00 Height of Soil over Toe = 6.00 in Water height over heel = 0.0 ft [roil Data Allow SOIl Bearing = 2,500.0 psi Equivalent Fluid Pressure Method Active Heel Pressure = 50.0 psf/ft Passive Pressure = 350.0 pat/ft Soil Density, Heel = 120.00 pd Soil Density, Toe 0.00 pcf FootingliSoil Friction 0.350 Soil height to Ignore for passive pressure 12.00 in LSurcharge Loads Surcharge Over Heel 0.0 psf Used To Resist Sliding & Overturning Surcharge Over Toe = 0.0 Used for Sliding & Overturning I -Axial Load Applied to Stem Axial Dead Load = 0.0 lbs Axial Live Load = 0.0 lbs Axial Load Eccentricity = 0.0 in Earth Pressure Seismic Load 1 Lateral Load Applied to Stem Lateral Load = 0.0 #Jft ...Helght to Top = 0.00 ft ...Height to Bottom = 0.00 ft Load Type = Wind (W) (Service Level) Wind on Exposed Stem = 0.0 psi (Service Level) Adjacent Footing Load Adjacent Footing Load = 0.0 I Footing Width = 0.00 ft Eccentricity = 0.00 in Wall to Fig CL Dist = 0.00 ft Footing Type Line Load Base Above/Below Soil - - 0.0 it atBackofWaH Poisson's Ratio = 0.300 Method Mononobe-OkabelSeed-Whitman Design Kh = 0.2909 Kee for seismic earth pressure = 1.082 KPaSP0r*sure = 0.391 0.691 Added seismic base force 3,697.8 lbs Using Mononobe-Okabe / Seed-Whitman procedure Use menu Item Settings> Printing & Title Block Title : Page: to set these five lines of information Job #: Dsgnr: Date: 18 OCT 2019 for your program. Description.... This Wall in File: \server01\d\Job files\2018 Jobs\18-351 argonautacalcu1ations\pfan check site re RetalnPro (c) 1987-2016, License: KW-0605680 Build 11.16I1i2 Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14,ACI 530-13 License To: HTK STRUCTURAL ENGINEERS I Design Summary 1] Stem Construction I Bottom Wall Stability Ratios Design Height Above Ftc It = Stem OK 0.00 Overturning 1.38 Ratio c 1.51 Wall Material Above I-$t" = Concrete Sliding = 1.11 Ratio < 1.51 Design Method LRFD Thickness = 8.00 Total Bearing Load = 8,193 lbs Reber Size # 6 ...resultant ecc. 36.64 in C— Reber Spacing = 4.00 Soil Pressure @ Toe = 4 A~psf12 Reber Placed at = Edge Soil Pressure @ Heel - psf OK Design Data Allowable = 2,500 psf lb/FB + fa/Fa = 0.939 Soil Pressure Exceeds Allowable! Total Force 0 Section ACI Factored 0 Toe = 4,506 psf Service Level lbs = ACI Factored 0 Heel = 0 psf Strength Level lbs = 7,092.3 Fooling Shear 0 Toe = 488 PSI OK Moment .... Actual Footing Shear O Heel = 37.3 psi OK Service Level ft-# = Allowable = 75.0 psi StrengthLevel '- rig 274154 SIldlni Calcs Moment .... Allowable = 29,207.0 Lateral Sliding Force = 6,885.3 lbs lass 100% Passive Force = 4,802.8 lbs less 100% Friction Force = - 2,887.4 lbs Added Force Req'd 0.0 lbs OK ....fortability 2,657.7 lbstj.. ,çco(V 4tiWED to?- Sswc Vertical component of active lateral soil pressure IS NOT considered in the calculation of soil bearing Load Factors - Building Code Dead Load Live Load Earth, H Wind, W Seismic, E CBC 2016,ACI 1.200 1.600 1.600 1.000 1.000 Service Level Strength Level Shear.....Allowable Anet (Masonry) Rebar Depth d' Masonry Data I'm Fs Solid Grouting Modular Ratio 'n' Wall Weight Short Term Factor Equiv. Solid Thick. Masonry Block Type Masonry Design Method Concrete Data fc Fy PSI = psl= 105.1 psi= 111.2 1n2 = in = 5.63 Psi = PSI = psf = 100.0 = Medium Weight = ASD psi = 5,500.0 psi = 60,000.0 Use menu Item Settings > Printing & Title Block Title Page: 3 to set these five lines of Information Job #: Dsgnr: Date: 18 OCT 2019 for your program. Description.... This Wall In File: \seiver01\d'ob files\2018 jobs\1 8-351 argonauta\calculations\plan check site re RetainPro (C) 1987-2016, Build 11.18.11.12 License: KW-06056849 Cantilevered Retaining Wall Code: CBC 2016ACl 318-14,ACI 530-13 Concrete Stem Rebar Area Details Bottom Stern Vertical Reinforcing Horizontal Reinforcing As (based on applied moment): 1.1421 1n2/ft (4/3) * As: 1.5228 1n2/ft Min Stern T&S Reinf Area 1.536 1n2 3sqrt(f'c)bdfly: 3sqrt(5500)(12)(5625)/60000.2503 1n2/ft Mn Stem T&S Reinf Area per It of stem Height 0.0018bh : 0.0018(12X8): 0.1728 in2/ft Horizontal Reinforcing Options: One layer of: Two layers of: Required Area: 1.1421 in2/ft #4© 12.50 In #4@25.00in Provided Area: 1.32 ln21ft #5@ 19.38 in #5@ 38.75 In Maximum Area: 1.5285 in2/ft #6@ 27.50 in #6@ 55.00 in Footing Dimensions & Strengths [ Footing Design Results Toe Width = 4.25 It 10-0 Heel Heel Width 5.25 Factored Pressure = 4,506 0 psi Total Footing Width = 9.50 Mu': Upward = 29,370 1 ft-# Footing Thickness 18.00 in Mu': Downward = 3,089 16,490 ft-# Mu: Design = 26,281 16,490 ft-# Key Width Key Depth 12.00 in Actual 1-Way Shear 48.84 37.26 psi 40.00 In Key Distance from Toe Allow 1-Way Shear 4.25 ft Toe Reinforcing = 75.00 75.00 psi = #6 @ 8.00 in rc = 2,500 psi Fy = 60,000 psi Heel Reinforcing = #6 @ 12.00 In Footing Concrete Density = 150.00 pcI Key Reinforcing = #5 @ 12.00 in 0.192 1n2/ft Min. As % = 0.0018 Other Acceptable Sizes & Spacings Cover ©Top 21)0 @Btm 3.00 in Toe: #44.37 In, #5@6.77 in, #6@9.62 In, #7@ 13.11 in, #8@17.26 in. #9@21.8 Heel: #4@ 6.17 in, #5@ 9.57 In, #6@ 13.58 in, #7@ 18.52 In, #8@ 24.38 in. #9@ 30. Key. #4@ 10 In, #5@ 15.5 in, #6@ 18 In, #7@ 18 in, #8@ 18 in Min footing T&S reinf Area Min footing T&S reinf Area per foot If one layer of horizontal bars: #4@ 6.17 In #5@ 9.57 in #6@ 13.58 In 3.69 In2 0.39 in2 lit If two layers of horizontal bars: #4@ 12.35 in #5@ 19.14 In #8@ 27.16 in Su of Overturnina & Resistina Forces & Moments Force DIstance Moment Item lbs ft ft-# Heel Active Pressure 3,187.5 3.76 11,997.6 Surcharge over Heel Surcharge Over Toe Adjacent Footing Load Added Lateral Load Load @ Stem Above Soil = Seismic Earth Load = 3,697.6 6,78 25,052.4 Total 6,885.3 O.T.M. 37,050.0 Resisting/Overturning Ratio = 1.38 Vertical Loads used for Soil Pressure = 8,192.7 lbs If seismic is included, the OTM and sliding ratios be 1.1 per section 1807.2.3 of IBC 2009 or IBC 201 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. Force Distance Moment lbs ft ft-# Soil Over Heel = 4,125.0 7.21 29,734.4 Sloped Soil Over Heel 630.2 7.97 5,024.2 Surcharge Over Heel = Adjacent Footing Load = Axial Dead Load on Stem = * Axial Live Load on Stern Soil Over Toe = 2.13 Surcharge Over Toe = Stem Weight(s) M, 800.0 4.56 3,666.7 Earth @ Stem Transitions = Fooling Weight 2,137.5 4.75 10,153.1 Key Weight = 500.0 4.75 2,375.0 Vert. Component Total = 8,192.7 lbs R.M. 50,953.3 * Axial live load NOT Included in total displayed or used for overturning resistance, but is included for soil pressure calculation. Use menu item Settings > Printing & Thi. Block Title : Page: to set these five lines of information Job #: Dsgnr: Date: 18 OCT 2019 for your program. Description.... This Wall In File: \\server0l\d\job fiIes2018jobs\18-351 argonauta\caiculatlons\pian check site re RetsinPro (C) 1987-2016, Build 11.15.11.12 Ucense: KW-06056849 Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14,ACI 530-13 !Tlft I Horizontal Deflection at Top of Wall due to settlement of soil (Deflection due to wail bending not considered) Soil Spring Reaction Modulus 250.0 pd Horizontal Dell © Top of Wail (approximate only) 0.075 In Theabove 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. Adjacent Footing Load Adjacent Footing Load = 0.0 lb Footing Width = 0.00 ft Eccentricity 0.00 in Wall to Ftg CL Dist 0.00 ft Footing Type Line Load Base AbovefSelow Soil at Back of Wall - 00 ft Poisson's Ratio 0.300 Added seismic base force 2,780.6 lbs Use menu Item Settings > Printing & Tide Block Title to set these five lines of Information Job #: Dsgnr for your program. Description.... Page: 1 Date: 18 OCT 2019 This Wall in File: \\server01d\job tiies\2018 Jobs\18-351 argonauta\calculations\plan check site re RetainPro (c) 1987-2016, Build 11.16.11.12 License : Kw-06056849 Cantilevered Retaining Wail Code: CBC 2016,ACI 318-14,ACI 530-13 License To: HTK STRUCTURAL ENGINEERS Criteria j Soil Data Retained Height 6.50 It Allow Soil Bearing = 2,500.0 psf Wall height above soil 0.50 It Equivalent Fluid Pressure Method Slope Behind Wall 2.00 Active Keel Pressure = 50.0 psf/ft Height of Soil over Toe = 6.00 In Passive Pressure = 350.0 psf/ft Water height over heel = 0.0 ft Soil Density. Heel = 120.00 pd Soil Density, Toe = 0.00 pcf FootingilSoll Friction 0.350 Soil height to ignore for passive pressure = 12.00 In Surcharge Loads Lateral Load Applied to Stem Surcharge Over Heel = 0.0 psf Lateral Load = 0.0 #!ft Used To Resist Sliding & Overturning ...Height to bc = 0.00 It Surcharge Over Toe = 0.0 ...Helght to Bottom = 0.00 ft Used for Sliding & Overturning Load Type = Wind (W) LAxial Load Applied to Stem (Service Level) Axial Dead Load = 0.0 lbs Wind on Exposed Stem = 0.0 psf Axial Live Load = 0.0 lbs (Service Level) Axial Load Eccentricity = 0.0 In Earth Pressure Seismic Load Method : Mononobe-OkabelSeed-Whitman Kee for seismic earth pressure = 1.082 Design Kh = 0.2909 = 0.391 ________ = 0.691 Using Mononobe-Okabe / Seed-Whitman procedure Use menu item Settings > Printing & Title Block Title to set these five lines of information Job #: for your program. Description.... Page :2 Dsgnr: Date: 18 OCT 2019 This Wall in File: \server0ldob files\2018 Jobs\18-351 argonauta\caiculations\plan check site re RetalnPro(c)1987.2016, Build 11.16 11.12 License: KW.06056849 Cantilevered Retaining Wall Code: CBC 2016,ACi 318-14,ACI 530-13 I Design Summary Wall Stability Ratios Overturning 1.31 Redo Sliding 1.11 Ratio < 1. Total Bearing Load = 6,080 lbs ... resultant ecc. = 33.05 in Soil Pressure © Toe = 3,254 psf NG Soil Pressure © Heel 0 psf OK Allowable = 2,500 psf Soil Pressure Exceeds Allowable! ACI Factored @ Toe 1 4,556 psf ACl Factored @ Heel r 0 pet Footing Shear @ Toe = 38.6 psi OK Footing Shear @ Heel = 25.7 psi OK Allowable 75.0 psi Sliding Calca Lateral Sliding Force = 5,177.5 lbs less 100% Passive Force = - 3,636.1 lbs less 100% Friction Force = - 2,128.1 lbs Added Force Req'd 0.0 lbs OK .... for l.5Stability = 2,002.1 lbs NG Vertical component of active lateral soil pressure IS NOT considered in the calculation of soil bearing Load Factors - Building Code CRC 2016,ACl Dead Load 1.200 Live Load 1.800 Earth, H 1.600 Wind,W 1.000 Seismic, E 1.000 Stem Construction Bottom Design Height Above Ftc ft = Stem OK 0.00 51 Wall Material Above Ht' = Concrete 5 Design Method LRFD Thickness = 8.00 RebarSlze = # 6 Reber Spacing = 6.00 Reber Placed at Edge Design Data fb/FB + fa/Fa = 0.866 Total Force @ Section Service Level lbs = Strength Level lbs = 5,280.6 Moment ... Actual Service Level Strength Level ft-# = 17,664.9 Moment .... Allowable = 20,405.9 Service Level Psi Strength Level psi= 78.2 Shear.....Allowable psl= 111.2 Met (Masonry) in2 = Reber Depth 'd' in= 5.63 Masonry Data I'm psi = Fs psi = Solid Grouting Modular Ratio 'n' Wall Weight Psi 100.0 Short Term Factor Equiv. Solid Thick. Masonry Block Type = Medium Weight Masonry Design Method ASD Concrete Data ft psi = 5,500.0 Fy psi = 60,000.0 Use menu item Settings > Printing & Title Block to set these five lines of Information for your program. Tide : Page: 3 Job #: Dsgnr: Date: 18 OCT 2019 Description. This Wallin File: \.server01d\job flles\2018 jobs\18-351 argonautacaIculationsp1an cheek site re RatainPro (c) 1957.2016, Build 11.16.11.12 Ucense: KW-06058549 Cantilevered Retaining Wall Code: CBC 2016,ACl 318-14,ACI 530-13 I S..S • LITW II If'TIIflAl Concrete Stem Rebar Area Details Bottom Stem Vertical Reinforcing Horizontal Reinforcing As (based on applied moment): 0.7359 1n2/ft (4/3) * As: 0.9812 in2/ft Min Stem T&S Reinf Area 1.344 1n2 3sqrt(fc)bdlfy : 3sqrt(5500)(12)(5.625)/60000.2503 1n2/ft Mn Stem T&S Reint Area per It of stem Height 0.0018bh : 0.0018(12X8): 0.1728 1n2/ft Horizontal Reinforcing Options: One layer of: Two layers of: Required Area: 0.7359 in2lft #40 12.50 in #40 25.00 In Provided Area: 0.88 1n2/ft #50 19.38 in #50 38.75 in Maximum Area: 1.5285 1n2/ft #60 27.50 In #60 55.00 in Footing Dimensions & Strengths J I Footing Design Results i 111111111 Toe Width = 3.75 ft TO jj Heel Width = 4.25 Factored Pressure 4,556 0 psf Total Footing Width 8.00 Mu': Upward 21,319 0 ff4 Fooling Thickness = 18.00 In Mu': Downward 2,405 8,847 ff4 Key Width = Mu: Design 12.00 in 18,914 8,847 ft-# Key Depth = Actual 1-Way Shear = 38.57 25.72 psi 32.00 In Key Distance from Toe = Allow 1-Way Shear 3.75 = 75.00 75.00 psi Toe Reinforcing = #6 @ 8.00 in fo = 2,500 psi Fy = 60,000 psi Heel Reinforcing = #6 @ 12.00 in Fooling Concrete Density = 150.00pcf Key Reinforcing = #5012.00 in 0.192 in2/ft Mm. As % = 0.0018 Other Acceptable Sizes & Spacings Cover 0 Top 2.00 0 Btm.r 3.00 in Toe: #4@ 6.07 in. #5(M 9.41 In, #60 13.36 In, #70 18.22 in, #80 23.99 in, #90 30. Heal: #40 6.17 in, #50 9.57 in, #60 13.58 in, #70 18.52 in, #80 24.38 in, #90 30. Key: #40 9.26 in, #50 14.35 In, #60 18 in, #7018 in, #80 18 Min fooling T&S reinf Area 3.11 1n2 Mn footing T&S reini Area per foot 0.39 in2 ift If one layer of horizontal bars: If two layers of horizontal bars: #40 6.17 in #40 12.35 in #50 9.571n #5@19.14ln #60 13.58 in #60 27.16 in Summary of OveurnjReslstljForces & Moments OVERTURNING RESISTING Force Distance Moment Force Distance Moment Item lbs ft ft-# lbs ft ft-# Heel Active Pressure Surcharge over Heel Surcharge Over Tao = Adjacent Footing Load = Added Lateral Load = Load 0 Stem Above Soil = Seismic Earth Load Total 5,177.5 O.T.M. 24,159.3 ResistlnglOverturnlng Ratio = 1.31 Vertical Loads used for Soil Pressure = 6,080.2 lbs be 1.1 per section 1807.2,3 of IBC 2009 or IBC 201 If seismic is included, the OTM and sliding ratios ' 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. 2,396.9 3.26 2,780.6 5.88 7,823.3 16,336.0 Soil Over Heel = 2,795.0 6.21 17,352.3 Sloped Soil Over Heel = 385.2 6.81 2,621.6 Surcharge Over Heel = Adjacent Footing Load = Axial Dead Load on Stem = * Axial Live Load on Stem Soil Over Toe 1.88 Surcharge Over Toe Stem Weight(s) 700.0 4.08 2,858.3 Earth 0 Stem Transitions = Footing Weight = 1,800.0 4.00 7,200.0 Key Weight 400.0 4.25 1,700.0 Vert. Component = Total = 6,080.2 lbs R.M. 31,732.2 Use menu Item Settings > Printing & Title Block Title : Page: 4 to set these five lines of information Job#: Dsgnr Date: 18 OCT 2019 for your program. Description.,.. This Wall In File: 1\serverO1d\job files\2018jobs\18-351 argonauta\calculationsplan check site re RetainPro (C) 1987-2016, Build 11.16.11.12 License: KW.06056849 Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14,ACI 530-13 License To: HTK STRUCTURAL ENGINEERS 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 Horizontal Dell @ Top of Wall (approximate only) 0.079 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. Adjacent Footing Load Adjacent Footing Load = 0.0 lb Footing Width = 0.00 ft Eccentricity = 0.00 in Wall toFtgCLDist = 0.00 ft Footing Type Line Load Base Above/Below Soil — at Back of Wail — 0.0 ft Poisson's Ratio 0.300 Use menu item Settings> Printing & Title Block Title I Page: 1 to set these five lines of Information Job #: Dsgnr Date: 18 OCT 2019 for your program. Description.... This Wail in File: server01\d\job files%2018 jobs\18-351 argonauta\calculatiocis\plan check site re RetainPro (C) 1987-2016, Build 11.16.11.12 License: KW-06058849 Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14,ACI 530-13 I 1.. • LITIF OTOI Id'I I Al Criteria [Soil Data I] Retained Height = 5.50 ft Allow Soil Bearing = 2,500.0 psf g - Wall height above soil - 050 ft Equivalent Fluid Pressure Method Slope Behind Wall = 2.00 Active Heel Pressure 50.0 psf/ft = Height of Soil over Toe = 6.00 in Passive Pressure = 350.0 pet/ft Water height over heal = 0.0 ft Soil Density, Heel = 120.00 pd Soil Density, Toe = 0.00 pd FoollngISoii Friction = 0.350 Soil height to ignore for passive pressure = 12.00 In Surcharge Loads LLateral Load Applied to Stem Surcharge Over Heel = 0.0 PS1 Lateral Load = 0.0 #/ft Used To Resist Sliding & Overturning ...Height to Top = 0.00 ft Surcharge Over Toe = 0.0 ...Hsight to Botton, = 0.00 ft Used for Sliding & Overturning [Axial Load Applied to Stern Load Type = Wind (W) (Service Level) Axial Dead Load = 0.0 lbs Wind on Exposed Stem = 0.0 psI Axial Live Load = 0.0 lbs (Service Level) Axial Load Eccentricity = 0.0 in Earth Pressure Seismic Load Method : Mononobe-Okabe/Seed-Whitman Kee for seismic earth pressure = 1.082 Design Kh 0.2909 Using Mononobe-Okabe / Seed-Whitman procedure = 0.691 Added seismic base force 2,116.0 lbs Total Bearing Load = 4,751 lbs ...resultant ex. = 29.36 in Soil Pressure @ Toe = 3,411 psf NC Soil Pressure @ Heel = 0 psf OK Allowable = 2,500 pat Soil Pressure Exceeds Allowable! ACI Factored @ Toe 4,775 psf ACI Factored @ Heel 0 psf Footing Shear @ Toe = 29.6 psi OK Footing Shear @ Heel = 19.4 psi OK Allowable 75.0 psi Sliding Caics Lateral Sliding Force = 3,940.0 lbs less 100% Passive Force = 2,742.9 lbs less 100% Friction Force = 1,663.0 lbs Added Force Req'd = 0.0 lbs OK ....for 1.5 Stability = 1,504.1 lbs NC Vertical component of active lateral soil pressure IS NOT considered in the calculation of soil bearing Load Factors Building Code CBC 2016ACI Dead Load 1.200 Live Load 1.600 Earth,H 1.600 Wind, W 1.000 Seismic, E 1.000 Use menu item Settings> Printing & Title Block Title Page: 2 to set these five lines of information Job #: Dsgnr: Date: 18 OCT 2019 for your program. Description.... This Wall in File: \\server01\dob fltes\2018 jobs\18-351 argonautacaiculationstpIan check site re License KW-06056MO Cantilevered Retaining Wall Code: CBC 2016,ACi 318-14,ACI 530-13 Design Summary Stem Construction Bottom Me Stem OK Wail Stability Ratios Design Height Above Ftc ft= 0.00 Overturning 1.28 Ratio < 1.5! Wall Material Above Ht" = Concrete Sliding 1.12 Ratio < 1.51 Desian Method I RFfl Thickness 8.00 Rebar Size = # 5 Rebar Spacing = 8.00 Rebar Placed at = Edge Design Data tb/FB + fa/Fa = 0.890 Total Force @ Section Service Level lbs = Strength Level lbs = 3,890.4 Moment.-Actual Service Level ft-# Strength Level ft-# = 11,063.8 Moment.—.Allowable = 12,425.5 Service Level psi = Strength Level psi = 52.4 Shear.—.Allowable psi = 111.2 Met (Masonry) in2 = Rebar Depth 'd' In = 6.19 Masonry Data I'm psl= Fs psi= Solid Grouting = Modular Ratio 'n' Wail Weight psf = 100.0 Short Term Factor Equiv. Solid Thick. = Masonry Block Type = Medium Weight Masonry Design Method = ASD Concrete Data - fc psi = 5,500.0 Fy psi = 60,000.0 Use menu item Settings> Printing & Title Block Title : Page: 3 to set these five lines of Information Job #: Dsgnr Date: 18 OCT 2019 for your program. Description.... This Wallin File: \\serverO1d%job liies2018 jobs\18-351 License: RetainPro Ic) 1987-2016. Build 11.16.11.12 Cantilevered Retaining Wall check site re Code: CBC 2016,ACI 318-14.ACt 530-13 Concrete Stem Rebar Area Details - Bottom Stem Vertical Reinforcing Horizontal Reinforcing As (based on applied moment): 0.4169 in2/ft (4/3) * As: 0.5559 1n2/ft Min Stem T&S Relnf Area 1.152 in2 3sqjt(fc)bd/ly: 3sqrt(5500)(12)(6.1875)/600753 ln21ft Min Stem T&S Relnf Area per ft of stem Height: 0.192 in2/ft 0.0018bh : 0.0018(12)(8); 0.1728 in2/ft Horizontal Reinforcing Options: One layer of: Two layers of: Required Area: 0.4169 1n2/ft #4@ 12.50 In #4@ 25.00 In Provided Area: 0.465 1n2/ft #5@ 19.38 In #5@ 38.75 in Maximum Area: 1.6814 in2/ft #6@ 27.50 in #6@ 55.00 In [Footing Dimensions & Strength$ L..!oting Design Results j Toe Width 3.00 ft TOO Heel Heel Width = 3.75 Factored Pressure = 4,775 0 psI Total Footing Width = 6.75 Mu': Upward = 13.778 0 ft-# Footing Thickness = 18.00 In Mu': Downward 1,539 5,752 ft-# Key Width = Mu: Design = 12,239 5,752 ft-# 12.00 in Key Depth = Actual 1-Way Shear = 29.59 19.44 psi 25.00 In Key Distance from Toe = Allow 1-Way Shear = 75.00 75.00 psi 3.00 ft Toe Reinforcing = #5 C 8.00 in fc = 2,500 psi Fy = 60,000 psi Heel Reinforcing = #6 @18.00 in Fooling Concrete Density = 150.00 pcf Key Reinforcing = #5 @ 12.00 In Min. As % = 0.0018 Other Acceptable Sizes & Spacings Cover @ Top 2.00 © Btm.= 3.00 In Toe: #40 6.17 In, #5© 9.57 in, #8@ 13.58 In, #7@ 18.52 In, #8@ 24.38 in, #9@ 30. Heel: Not req'd: Mu <phi*5*Iambda*sqrt(fc5m Key- #4@ 9.26 in, #5@ 14.35 In. #6@ 18 in, #7@ 18 In, #8© 18 Mn footing T&S reinf Area Min fooling T&S relnf Area per toot If one layer of horizontal bars: #4@ 6.17 In #5@ 9.57 in #8@ 13.58 In 2.62 in2 0.39 in2 At If two layers of horizontal bars: #4@ 12.35 in 19.14 in #6@ 27.16 in of Overturnina & Forces & Moments Force Dlstano oment Item lbs ft ft-# Heel Active Pressure = 1,824.0 2.85 5,193.3 Surcharge over Heel Surcharge Over Toe = Adjacent Footing Load = Added Lateral Load = Load @ Stem Above Soil = Seismic Earth Load = 2,116.0 5.13 10,844.3 Total 3,940,0 O.T.M. 16,037.7 Resisting/Overturning Ratio 1.28 Vertical Loads used for Soil Pressure = 4,751.5 lbs If seismic is included, the OTM and sliding ratios be 1.1 per section 1807.2.3 of !BC 2009 or IBC 201 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. Force DIstance Moment lbs ft ft-# Soil Over Heel = 2,035.0 5.21 10,599.0 Sloped Soil Over Heel 285.2 5.72 1,632.0 Surcharge Over Heel Adjacent Footing Load Axial Dead Load on Stem = * Axial Live Load on Stem = Soil Over Toe = 1.50 Surcharge Over Toe = Stem Weight(s) = 600.0 3.33 2.000,0 Earth @ Stem Transitions = Fooling Weight = 1,518.8 3.38 5,125.8 Key Weight 312.5 3.50 1,093.8 Vert. component = Total = 4,751.5 lbs R.M. 20,450.5 * Axial live load NOT included in total displayed or used for overturning resistance, but Is included for soil pressure calculation. Use menu item Settings > Printing & Title Block Title to set these five lines of information Job #: Dsgnr: for your program Description.... This Wall in File: \\server01d\Job files\2018 jobs\18-351 argonautacalculationspIan check site re RetainPro (c) 1907-2016, Build lt.15.11.12 Ucense KW-08056849 -. Cantilevered Retaining Wall Tilt I Horizontal Deflection at Top of Wall due to settlement of soil (Deflection due to wall bending not considered) Page: 4 Date: 18 OCT 2019 Code: CBC 2016,ACI 318-14,ACI 530-13 Soil Spring Reaction Modulus 250.0 pci Horizontal Defi @ Top of Wall (appro)Imate only) 0.084 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. Title : Page: 1 Job #: Dsgnr: Date: 18 OCT 2019 Description.... I argonauta\calculations\pian check site re Cantilevered Retaining Wall Code: CBC 2016,ACi 318-I4,ACI 530-13 Use-,menu item Settings> Printing & Title Block to set these five lines of information for your program. This Wall in File: \\serverol\d\job files2018 RetainPro (c) 1087-2016. Build 111611.12 Criteria Retained Height = 4.50 ft Wall height above soil = 0.50 it Slope Behind Wall 2.00 Height of Soil over Toe 6.00 in Water height over heel 0.0 ft Surcharge Loads Surcharge Over Heel = 0.0 psf Used To Resist Sliding & Overturning Surcharge Over Toe = 0.0 Used for Sliding & Overturning Axial Load Applied to Stem Axial Dead Load 0.0 lbs Soil Data Allow Soil Bearing = 2,500.0 psf Equivalent Fluid Pressure Method Active Heel Pressure = 50.0 psf/ft Passive Pressure = 350.0 psf/ft Sell Density, Heel = 120.00 pcf Soil Density, Toe = 0.00 pcI FootlngilSoil Friction 0.350 Soil height to Ignore for passive pressure = 12.00 in [lateral Load Applied to Stem ME j Lateral Load 0.0 #/ft ...Height to Top 0.00 ft ...Height to Bottom 0.00 It Load Type Wind (W) (Service Level) Wind on Exposed Stem = 0.0 psf LAdjacent Footing Load Adjacent Footing Load = 0.0 lbs Footing Width = 0.00 ft Eccentricity 0.00 in Wall to Ftg CL Dist = 0.00 ft Footing Type Line Load Base Above/Below Soil - 00 ft - at Back of Wall Poisson's Ratio = 0.300 Added seismic base force 1,438.1 lbs Axial Live Load = 0.0 lbs (Service Level) Axial Load Eccentricity = 0.0 in Earth Pressure Seismic Load Method : Mononobe-OkabelSeed-Whitman K5 for seismic earth pressure = 1.082 Design im = 0.290 g K4ftci5reure = 0.391 Using Mononobe-Okabe (Seed-Whitman procedure Total Bearing Load = 3,205 lbs ...resultant eco. = 24.42 In Soil Pressure @ Toe = 2,989 psi NO Soil Pressure @ Heel = 0 paf OK Allowable = 2,500 psI Soil Pressure Exceeds Allowable! ACI Factored @ Toe = 4,185 psf ACl Factored @Heel = opsf Footing Shear @ Toe = 20.5 psi OK Footing Shear © Heel = 11.1 psi OK Allowable 75.0 psi Sliding Cabs Lateral Sliding Force = 2,677.7 lbs less 100% Passive Force - 1,887.9 lbs less 100% Friction Force = - 1,121.8 lbs Added Force Req'd = 0.0 lbs OK ....for 1.5 Stability = 1,026.8 lbs NO Vertical component of active lateral soil pressure IS NOT considered in the calculation of soil bearing Load Factors Building Code CBC 2016,ACl Dead Load 1.200 Live Load 1.600 Earth. H 1.600 Wind, W 1.000 Seismic, E 1.000 Service Level Strength Level Shear .... .Allowable Met (Masonry) Rebar Depth 'd psi = psi = psi = 1n2 = in= 34.8 111.2 6.19 Masonry Data Fm psi Fs psi= SolId Grouting = Modular Ratio 'n' = Wall Weight ps1 100.0 Short Term Factor = Equiv. Solid Thick. = Masonry Block Type = Medium Weight Masonry Design Method = ASD Concrete Data rc psi = 5,500.0 Fy psi = 60,000.0 Thickness 8.00 Rebar Size = # 5 Rebar Spacing 8.00 Rebar Placed at = Edge Design Data fb/FB + fa/Fa = 0.483 Total Force Q Section Service Level lbs= Strength Level lbs = 2,581.9 Moment. ...Actual Service Level ft-# = Strength Level ft-# = 5,999.1 Moment .... .Allowable = 12,425.5 Use menu Item Settings > Printing & Title Block Title : Page: 2 to set these five lines of Information Job #: Dsgnr Date: 18 OCT 2019 for your program. Description.... This Wall in File: \\serverOl\d'sjob files\2018 jobs18-351 argonautacalcuIations\plan check site re RetalnPro(c) 1987-2016, Build 11.16.11.12 License KW.08056849 Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14,ACI 530-13 License To: 111K STRUCTURAL ENGINEERS Desgn Summary I Stem Construction Bottom Stem OK Wall Stability Ratios Design Height Above Ftc ft= 0.00 Overturning 1.26 Ratio < 1.51 Wall Material Above "Hr Concrete Slidina 1.12 Ratio < 1.51 flrr,n Method I PFfl Use menu item Settings> Printing & Title Block Title : Page: 3 to set these five lines of Information Job #: Dsgnr Date: 18 OCT 2019 for your program. Description.... This Wall in File: \\server01d\job flles2018 jobs\18-351 argonauta\calculations\plan check site re RetainPro (c) 1987-2016. Build 11.16.11.12 Ucense KW-06056849 Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14,ACI 530-13 Concrete Stem Rebar Area Details Bottom Stem Vertical Reinforcing Horizontal Reinforcing As (based on applied moment): 0.2261 1n2/ft (4/3) * As: 0.3014 in2/ft Min Stem T&S Relnf Area 0.960 in2 3sqrt(f'c)bd/fy : 3sqrt(5500)(12)(6.1875)/6000.753 in2lft Min Stem T&S Reinf Area per ft of stem Height: 0.192 in2lft 0.0018bh :0.0018(12)(8): 0.1728 in2/ft Horizontal Reinforcing Options: One layer of: Two layers of: Required Area: 0.2753 1n2/ft #4© 12.50 in #4@ 25.00 In Provided Area: 0.465 In2/ft #5@ 19.38 in #5@ 38.75 in Maximum Area: 1.6814 li,2/ft #6@ 27.50 in #6© 55.00 in Footing Dimensions & Strengths [Footing Design Results Toe Width = 2.75 ft Toe Heel Heel Width = 2.75 Factored Pressure = 4,185 0 psf Total Footing Width 5.50 Mu': Upward = 9,132 0 ft-# Footing Thickness = 18.00 in Mu': Downward 1,293 2,209 ft-# Key Width Mu: Design 7,839 2,209 ft-# 12.00 In Key Depth Actual 1-Way Shear = 20.51 11.12 psi 17.00 in . Key Distance from Toe = Allow 1-Way Shear = 75.00 75.00 psi 2.75 rce Reinfordng = #5 @ 8.00 in f'c = 2,500 psi Fy = 60,000 psi Heel Reinforcing = #6 @ 18.00 in Footing Concrete Density = 150.00 pcf Key Reinforcing = #5 @ 12.00 in Mm. As % = 0.0018 other Acceptable Sizes & Spacings Cover @ Top 2.00 @ Btm 3.00 in Toe: #4@ 6.17 in, #5 9.57 in, #6© 13.58 in, #7@ 18.52 in, #8© 24.38 in, #9@ 30. Heel: Not req'd: Mu < phl*51ambda*sqrt(fc)*Sm Key, #4@ 9.26 in, #5@ 14.35 in, #6@ 18 in, #7@ 18 In, #8@ 18 Min footing T&S reinf Area 2.14 in2 Min footing T&S relnf Area per foot 0.39 1n2 lIt 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@19.14in #6@ 13.58 in #6@ 27.16 In & Resistina Forces & Moments UVKTUKNIN RESISTING..... Force Distance Moment Force Distance Moment Item lbs It ft-# lbs ft ft-# Heel Active Pressure = 1,239.6 2.35 2,909.7 Soil Over Heel 1,125.0 4.46 5,015.6 Surcharge over Heel = Sloped Soil Over Heel = 130.2 4.81 625.7 Surcharge Over Toe = Surcharge Over Heel Adjacent Footing Load = Adjacent Footing Load Added Lateral Load = Axial Dead Load on Stem = Load @ Stem Above Soil = * Axial Live Load on Stem Seismic Earth Load = 1,438.1 4.23 6,075.8 Soil Over Toe 1.38 Surcharge Over Toe = Total 2,677.7 O.T.M. 8,985.5 Stem Weight(s) 500.0 3.08 1,541.7 Earth @ Stem Transitions = = Footing Weight = 1,237.5 2.75 3,403.1 ResistinglOverturning Ratio = 1.26 Key Weight = 212.5 3.25 890.6 Vertical Loads used for Soil Pressure = 3,205.2 lbs Vert. Component = Total 3,205.2 lbs RX= 11,276.8 If seismic is included, the OTM and sliding ratios * Axial live load NOT included In total displayed or used for overturning be 1.1 per section 1807.2.3 of IBC 2009 or IBC 201 resistance, but is included for soil pressure ca(culation. 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. Use menu item Settings )' Printing & Title Block Tittle Page: 4 to set these five lines of information Job #: Dsgnr: Date: 18 OCT 2019 for your program. Description.... This Wall in File: \\seiver0l\d'job flles\2018 jobs18-351 argonauta\calculalions\plan check site re RetainPro (C) 1981-2016, Build 11.16.11.12 Jcense V05,056849 Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14AC1 530-13 h Tilt 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 Dell @ Top of Wall (appro)imate only) 0.075 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. Code: CBC 2016,ACi 318-14,ACI 530-13 Adjacent Footing Load Adjacent Footing Loád Footing Width = Eccentricity Wail to Ftg CL Dist = Footing Type Base Above/Below Soil - at Back of Wail - Poisson's Ratio = 0.00 ft 0.00 in 0.00 ft Line Load 0.0 ft 0.300 Use "Menu item Settings> Printing & Title Block Title : Page: 1 to set these five lines of information Job # Dsgnr: Date: 18 OCT 2019 for your program. Description.... This Wall in File: \.server01\d\job files2018 RetslnPro (c) 1987-2016, Build 11.16.11.12 ICriteria Retained Height = 3.50 ft Wall height above soil = 0.50 ft Slope Behind Wail = 2.00 Height of Soil over Toe = 6.00 in Water height over heel = 0.0 ft Surcharge Loads Surcharge Over Heel = 0.0 psf Used To Resist Sliding & Overturning Surcharge Over Toe = 0.0 Used for Sliding & Overturning Axial Load Applied to Stem Axial Dead Load = 0.0 lbs 8-351 argonautacaicutatlons\ptan check site re Cantilevered Retaining Wall Soil Data 1 Allow Soil Bearing 2,500.0 psf Equivalent Fluid Pressure Method Active Heel Pressure = 50.0 pat/ft Passive Pressure = 350.0 psffft Soil Density, Heel = 120.00 pcf Soil Density, Toe = 0.00 pcf FootingliSoil Friction 0.350 Soil height to ignore for passive pressure = 12.00 In Lateral Load Applied to Stem Lateral Load 0.0 #111 ...Height to Top 0.00 ft ...Height to Bottom 0.00 ft Load Type Wind (W) (Service Level) Wind on Exposed Stem = 0.0 pat FXiai uve LOSU = 0.0 lbs (Service Level) Axial Load Eccentricity = 0.0 in Earth Pressure Seismic Load Method Mononobe-Okabe/Seed-Whitman Design Kh = 0.2909 931.3 lbs Kee for seismic earth pressure = 1.082 Added seismic base force KSW0rure = 0.391 = 0.691 Using Mononobe-Ukabe I Seed-Whitman procedure Thickness = Rebar Size = Rebar Spacing = Rebar Placed at Design Data fb/FB*fa/Fa = Total Force @ Section Service Level lbs = Strength Level lbs = MomenL..Actual Service Level ft-#= Strength Level ft# = Moment ... .Allowable = Vertical component of active lateral soil pressure IS NOT considered In the calculation of soil bearing Load Factors - Building Code Dead Load Live Load Earth, i-I Wind, W Seismic, E CBC 2016,ACI 1.200 1.600 1.600 1.000 1.000 Use menu item Settings ) Printing & Tide Block Title : Page: to set these five lines of information Job #: Dsgnr: Date: 18 OCT 2019 for your program. Description.... This Wall In File: \\server01dob files\2018 jobs\18-351 argonauta\calculationsplan check site re RetainPro(s) 1987-2016, Build 11.1t 11.12 Ucense KW-01056849 Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14,ACI 530-13 License To: HTK STRUCTURAL ENGINEERS [pesign Summary Stem Construction Wall Stability Ratios Design Height Above Ftc It= Overturning 1.20 Ratio < 1.51 Wall Material Above RI-it" = Sliding = 1.l3 Ratio <1.5! DesinnMthni1 = Total Bearing Load 2.095 lbs ...resuttant ecc. 20.14 in Soil Pressure @ Toe = 3,125 psf NG Soil Pressure @ Heel = 0 psf OK Allowable 2,500 psf Soil Pressure Exceeds Allowable! ACl Factored @ Toe = 4,375 psf ACI Factored @ Heel 0 psf Footing Shear § Toe = 13.8 psi OK Footing Shear @ Heel 5.9 psi OK Allowable = 75.0 psi Sliding Cabs Lateral Sliding Force = 1,734.1 lbs less 100% Passive Force = 1,229.9 lbs less 100% Friction Force - 733.1 lbs Added Force Req'd = 0.0 lbs OK ....for 1.5 Stability = 636.1 lbs NG Bottom Stem OK 0.00 Concrete LRFD 8.00 #4 8.00 Edge 0.350 1,588.9 2,879.4 8,220.3 Service Level psi = Strength Level psl= 21.2 Shear .... Allowable psi = 111.2 Anet (Masonry) 1n2 = Rebar Depth 'd in = 6.25 3' uta I'm psi= Fs psi Solid Grouting = Modular Ratio 'n' = Wall Weight psf = 100.0 Short Term Factor = Equiv. Solid Thick. = Masonry Block Type = Medium Weight Masonry Design Method = ASD Concrete Data - - - f'c psi = 5,500.0 Fy psi = 60,000.0 Use menu Item Settings > Printing & Title Block Title : Page: 3 to set these five lines of information Job #: Dsgnr: Date: 18 OCT 2019 for your program. Description.... This Wall In File: \\serverOl dob files2018 jobs\18-351 argonautacalcuiations\plan check site re RetalnPro (c) 1987.2016, Build 11.16.11.12 License Kw-08056849 Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14,ACI 530-13 I • UTV 0701 fif-gri 10A1 CLUMIUMOM& Concrete Stem Rebar Area Details Bottom Stem Vertical Reinforcing Horizontal Reinforcing As (based on applied moment): 0.1074 ln2lft (4/3) As: 0.1432 1n2/ft Min Stem T&S Reinf Area 0.768 in2 3sqrt(fc)bd/fy: 3sqrt(5500)(12)(6.25)/600000.2781 in2/ft Min Stem T&S Reinf Area per ft of stem Height: 0.192 in2lft 0.0018bh : 0.0018(12)(8): 0.1728 1n2/ft Horizontal Reinforcing Options: One layer of: Two layers of: Required Area: 0.1728 1n2/ft #4@ 12.50 in #4@ 25.00 in Provided Area: 0.3 1n2/ft #5@ 19.38 In #5@ 38.75 in Maximum Area: 1.6983 in2lft #6@ 27.50 in #6@ 55.00 in Footing Dimensions & Strengths Footing Design Results Toe Width = 2.25 ft im Heel Heel Width = 2.00 Factored Pressure = 4,375 0 psf Total Footing Width = 4.25 Mu': Upward = 5,287 0 ff4 Footing Thickness = 18.00 in Mu': Downward = 886 745 ft4 Key Width = Mu: Design 12.00 ! = 4,422 745 ft-# Key Depth = Actual 1-Way Shear = 13.82 5.89 psi 10.00 Key Distance from Toe = Allow 1-Way Shear 2.25 ft = 75.00 75.00 psi Toe Reinforcing = #4 @ 8.00 in ft = 2,500 psi Fy = 60,000 psi Heel Reinforcing = #6 @18.00 in Footing Concrete Density = 150.00 pcf Key Reinforcing = #5 @ 12.00 in Mm. As % = 0.0018 Cover @ Top 2.00 @ Btm 3.00 in Other Acceptable Sizes & Spacings Toe: Not req'd: Mu < phr5*lambda*sqrt(fc)*Sm Heel: Not req'd: Mu <phi*5*lambda*sqrt(f c)*Sm Key: #4@ 9.26 in, #5@ 14.35 In, #6@ 18 in, #7@ 18 In, #8@ 18 Min footing T&S reinf Area 1.65 1n2 Min fooling T&S mint Area per foot 0.39 1n2 /ft 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@19.14in #6@ 13.58 In #8@ 27.16 In [Summary of Overturning Resisting Forces & Moments OVERTURNING RESISTiNG..... Force Distance Moment Force Distance Moment Item lbs ft ft-# lbs ft ff4 Heel Active Pressure = 802.8 1.89 1,516.4 Soil Over Heel = 560.0 3.58 2,006.7 Surcharge over Heel = Sloped Soil Over Heel = 53.3 3.81 203.0 Surcharge Over Toe Surcharge Over Heel -ã Adjacent Footing Load = Adjacent Footing Load Added Lateral Load = Axial Dead Load on Stem = Load @ Stem Above Soil = * Axial Live Load on Stem t Seismic Earth Load = 931.3 3.40 3,166.3 Soil Over Toe 1.13 = Surcharge Over Toe Total 1,734.1 O.T.M. 46827 Stem Weight(s) 400.0 2.58 1,033.3 Earth © Stem Transitions= = Footing Weight = 956.3 2.13 2,032.0 Resisting/Overturning Ratio = 1.20 Key Weight 125.0 2.75 343.8 Vertical Loads used for Soil Pressure = 2,094.6 lbs Vert. Component = Totals 2,094.6 lbs R.M. 6,618.7 If seismic is included, the OTM and sliding ratios * Axial live load NOT included in total displayed or used for overturning be 1.1 per section 1807.2.3 of IBC 2009 or IBC 201 resistance, but is included for soil pressure ca(culalion. 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. Use menu item Settings > Printing & Title Block Title Page: to set these five lines of Information Job #: Dsgnr: Date: 18 OCT 2019 for your program. Description.... This Wall in File: \\.serverOl \d\job fiIes2018 Jobs\18-351 argonautacalcurations\pIan check site re RethinPro (C) 1987-2016, BuIld 11.16.11.12 License: KW-08056849 Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14,ACI 530-13 License To: HTK STRUCTURAL ENGINEERS Tilt 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 Horizontal Defi @ Top of Wall (appro)imate only) 0.082 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. [Lateral Load Applied to Stem Lateral Load = 0.0 #/ft ...Helght to Top = 0.00 ft ...Helght to Bottom = 0.00 ft Load Type = Wind (W) (Service Level) Wind on Exposed Stem = 0.0 psf (Service Level) Adjacent Footing Load Adjacent Footing Load = 0.0 lbs Fooling Width = 0.00 ft Eccentridty = 0.00 in Wail to Fig CL Diet = 0.00 ft Footing Type Line Load Base Above/Below Soil - at Back of Wall - 00 ft Poisson's Ratio = 0.300 Use-menu item Settings > Printing & Title Block to set these five lines of information for your program. -- ,, a • 'a •a -IV---'S ' Title : Page: 1 Job#: Dsgnr: Date: 27 JUN 2019 Description.... surcharge from driveway along property line This Wall in File: \\serverol\d\job files\2018 jobs\18-351 argonauta\calculal1onsretaIning walls.rp RetainPro (c) 1987-2016, Build 11.16.11.12 License: ICW-06058849 Cantilevered Retaining Wail I I.... -- . Lint OPflI its.. mat r.,fllfllfla Code: CBC 2016,ACI 318-14,ACI 530-13 Criteria Retained Height = 5.50 ft Wall height above soil = 0.50 ft Slope Behind Wall = 2.00 Height of Soil over Toe = 6.00 in Water height over heel = 0.0 ft Soil Data I Allow Soil Bearing 2,500.0 psf Equivalent Fluid Pressure Method Active Heel Pressure = 35.0 psf/ft Passive Pressure 350.0 psf/ft Soil Density, Heel = 120.00 pd Soil Density, Toe 0.00 pcf FootlngSoll Friction = 0.350 Soil height to ignore for passive pressure = 12.00 In I Surcharge Loads Surcharge Over Heel = 250.0 psf Used To Resist Sliding & Overturning Surcharge Over Toe = 0.0 Used for Sliding & Overturning Axial Load Applied to Stem Axial Dead Load = 0.0 lbs Axial Live Load = 0.0 lbs Axial Load Eccentricity = 0.0 In [Design Summary Wall Stability Ratios Overturning = 2.24 01< Sliding 1.50 OK Total Bearing Load W 5,721 lbs ...resultant ecc. = 11.69 In Soil Pressure @ Toe = 2,499 psf OK SoIl Pressure @ Heel = 0 psf 01< Allowable = 2,500 psf Soil Pressure Less Than Allowable ACI Factored @ Toe = 3,499 psf ACI Factored @ Heel = 0 psf Footing Shear @ Toe = 1.5 psi OK Footing Shear © Heel = 9.1 psi OK Allowable = 100.6 psi Sliding Caics Lateral Sliding Force = 2,041.5 lbs less 100% Passive Force = - 1,069.4 lbs less 100% Friction Force = - 2,002.3 lbs Added Force Req'd 0.0 lbs OK ....for 1.5 Stability 0.0 lbs OK Load Factors - Building Code CBC 2016,ACl Dead Load 1.200 Live Load 1.600 Earth, H 1.600 Wind, W 1.000 Seismic, E 1.000 [em Construction I- Design Height Above Ftg ft Wall Material Above "He = Design Method Thickness = Reber Size = Reber Spacing = Reber Placed at Design Data fb/FB + fa/Fa = Total Force @ Section Service Level lbs= Strength Level lbs = Moment .... Actual Service Level ft-#= Strength Level ft-# = MornenL..Allowable = Service Level p8i Strength Level psl= 19.8 Shear ..... Allowable psi= 100.6 Met (Masonry) 1n2 = Rebar Depth 'd' in = 6.25 Masonry Data fm psi Fy psl Solid Grouting = Modular Ratio 'n' Wall Weight psi = 100.0 Equiv. Solid Thick. = Masonry Block Type = Medium Weight Masonry Design Method = LRFD Concrete Data Ic psi = 4,500.0 Fy psi = 60,000.0 Vertical component of active lateral soil pressure IS NOT considered in the calculation of soil bearing Bottom Stern OK 0.00 Concrete LRFD 8.00 #4 12.00 Edge 0.602 1,488.7 3,317.4 5,507.0 Use menu item Settings> Printing & Title Block Title : Page: 2 to set these five lines of information Job #: Dsgnr Date: 27 JUN 2019 for your program. Description.... surcharge from driveway along property line This Wall In File: \\server01d4ob files'2018 Jobs18-351 argonauta\calcutatfons\retalning walls.rp RetatnPro (c) 1987-2016, Build 11.16.11.12 License; i<W-O8O849 Cantilevered Retaining Wail Code: CBC 2016,ACl 31 8-14,ACi 530-13 License To: HTK STRUCTURAL ENGINEERS Concrete Stem Rebar Area Details Bottom Stem Vertical Reinforcing Horizontal Reinforcing As (based on applied moment): 0.1241 1n2/ft (4/3) * As: 0.1655 in2/ft Min Stem T&S Reinf Area 1.152 1n2 3sqrt(fc)bd/fy: 3sqrt(4500)(126.25)/600000.2516 in2/ft Min Stem T&S Relnf Area per It of stem Height: 0.192 1n2/ft 0.0018bh : 0.0018(12)(8): 0.1728 In2Ift Horizontal Reinforcing Options: One layer of: Two layers of: Required Area: 0.1728 1n2/ft #4@ 12.50 In #4t 25.00 in Provided Area: 0.2 1n21ft #5@ 19.38 in #5@ 38.75 in Maximum Area: 1.4792 ln2lft #6@ 27.50 In #6@ 55.00 in [Footing Dimensions & Strengths I Footing Design Results Toe Width = 0.50 ft Toe Heel Heel Width = 4.50 Factored Pressure = 3,499 0 psf Total Footing Width = 5.00 Mu': Upward 421 5,057 ff4 Footing Thickness = 18.00 in Mu': Downward .5. 43 12,094 ff4 Key Width Mu: Design 8.00 In 379 7,036 ft4 Key Depth = Actual 1-Way Shear = 1.49 9.06 psi 8.00 'n Key Distance from Toe = Allow 1-Way Shear 0.50 = 100.62 100.62 psi Toe ReInforcing = #4 @ 12.00 In fc = 4,500 psi Fy = 60,000 psi Heel Reinforcing = #4 @ 12.00 in Footing Concrete Density = 150.00 pci Key Reinforcing = #4 @ 12.00 in Mm. AS % = 0.0018 other Acceptable Sizes & Spacings Cover @ Top 2.00 @ Btm. 3.00 in Toe: Not req'd: Mu c Heel: Not req'd: Mu <phl*5*lembda*sqrt(fc)*Sm Key: #4© 13.89 in, #5@ 18 In, #6@ 18 In, #7@ 18 in, #8@ 18 i Min looting T&S relnf Area 1.94 1n2 Min footing T&S reinf Area per foot 0.39 1n2 /it If one layer of horizontal bars: If two layers of horizontal bars: #4@ 6.17 in #4@ 12.35 in #5@ 9.571n #5@19.141n #6@ 13.58 in #8@ 27.16 In I Summary of Overturning & Resisting Forces & Moments OVERTURNING RESISTING Force Distance Moment Force Distance Moment Item lbs ft ff4 lbs ft ft-# Heel Active Pressure 1,391.4 2.97 4,135.5 Surcharge over Heel 650.2 4.46 2,898.7 Surcharge Over Toe = Adjacent Footing Load = Added Lateral Load = Load @ Stem Above Soil = Total 2,041.5 O.T.M. 7,034.2 Resisting/Overturning Ratio = 2.24 Vertical Loads used for Soil Pressure = 5,720.8 lbs Soil Over Heel = Sloped Soil Over Heel = Surcharge Over Heel = Adjacent Footing Load = Axial Dead Load on Stem = *Axial Live Load onStem Soil Over Toe Surcharge Over Toe Stem Weight(s) Earth @ Stem Transitions = Footing Weight = Key Weight Vert. Component = 2,530.0 3.08 7,800.8 440.8 3.72 1,640.9 958.3 3.08 2,954.9 0.25 600.0 0.83 500.0 1,125.0 2.50 2,812.5 66.7 0.83 55.6 Total = 5,720.8 lbs R.M. 15,764.6 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 soli pressure IS NOT considered In the calculation of Overturning Resistance. Usemonu Item Settings > Printing & Title Block Title Page: 3 to set these five lines of information Job #: Dsgnr Date: 27 JUN 2019 for your program. Description.... surcharge from driveway along property line This Wall in File: \'server01d\Job fiies\2018jobs\18-351 argonauta\calculationsVetaining walls.rp RetainPro (c) 1987..2O16 Build 11.16.11.12 Ucense - Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14,ACl 530-13 Tilt Horizontal Deflection at Top of Wall due to settlement of soil (Deflection due to wall banding not considered) Soil Spring Reaction Modulus 250.0 pci Horizontal Defi @ Top of Wall (approximate only) 0.083 In The above calculation is not valid if the heel soil bearina_pressure exceeds that of the toe, because the wall would then tend to rotate into the retained soil. Project Title: Engineer Ii 14288 Danielson St #200 Project ID: HTK Poway, CA 92064 Project Descc STRiJRAL ENGINEERS, LLP Printed: 28 AUG 2019, 10:29AM Steel File Se01tdUOBFlL-1t2Ol-It18351-l\CALCUL-1tivew'giiardrat.ec6 L learn SofKea'e copht ENERCALC, INC. 1983.2018, Buld:10.18.12.22. flftJ!itiuiiI1l1ti i Description: post CODE REFERENCES Calculations per AISC 360-10, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set: ASCE 7-10 Material Properties Analysis Method: Allowable Strength Design Fy : Steel Yield: 50.0 ksi Beam Bracing: Beam is Fully Braced against lateral-torsional buckling E: Modulus: 29,000.0 ksl Bending Axis: Major Axis Bending HSS 4.500x0375 Span = 3.50 ft Applied Loads - Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to Ioadinq Loads on all spans... Point Load: L = 3.0 k, Starting at: 3.011 and placed every 0.0 ft thereafter DESIGN SUMMARY Maximum Bending Stress Ratio 0605: 1 Maximum Shear Stress Ratio = 0.075:1 Section used for this span HSS 4.5004.375 Section used for this span MSS 4.500x0.375 Ma Applied 9.101 k-ft Va : Applied 3.058 k Mn / Omega: Allowable 15.045 k-ft Vn/0niega : Allowable 40.868 k Load Combination +0-it. Load Combination -iD-iL Location of maximum on span 0.00011 Location of maximum on span 0.000 It Span # where maximum occurs Span #1 Span # where maximum occurs Span #1 Maximum Deflection Max Downward Transient Deflection 0.203 in Ratio = 413 >=360 Max Upward Transient Deflection 0.000 in Ratio = 0 <360 Max Downward Total Deflection 0.205 in Ratio = 409 >=180 Max Upward Total Deflection 0.000 in Ratio = 0 <180 Maximum Forces & Stresses for Load Combinations _____________________________ Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span # M V Mmax i Mmax - Ma Max Mnx Mnxl0mega Cb Rm Va Max Vax Vnx/omega DOnly Dsgn. L= 3.50 ft 1 0.007 0.001 .0.10 0.10 25.13 15.04 1.00 1.00 0.06 66.25 40.87 4041. Degn. L= 3.50 It 1 0.605 0.075 -9.10 9.10 25.13 15.04 1.00 1.00 3.06 68.25 40.87 4D4Lr Dsgn.L= 3.50 It 1 0.007 0.001 -010 0.10 25.13 15.04 1.00 1.00 0.06 68.25 40.87 40+5 Dsgn, L = 3.5011 1 0.007 0.001 -010 0.10 25.13 15.04 1.00 1.00 0.06 68.25 40.87 040.750Lr.0,750L Dsgn.L= 3.5011 1 0.455 0.056 -6.55 6.85 25.13 15.04 1.00 1.00 2.31 68.25 40.87 4D40.750L40.750S Dsgn.L= 3.5011 1 0.455 0.056 .6.85 6.85 25.13 15.04 1.00 1.00 2.31 68.25 40.81 4D40.60W Dagn. L= 3.5011 1 0,007 0.001 -0.10 0.10 25.13 15.04 1.00 1.00 0.06 68.25 40.87 -'D-+O,70E Dsgn. L = 3.50 ft 1 0.007 0.001 -0.10 0.10 25.13 15.04 1.00 1.00 0.05 68.25 40.87 -i13'+0.750Lr40.7501-4450W Dsgn.L= 3.5011 1 0.455 0.056 -6.85 6.85 25.13 15.04 1.00 1.00 2.31 68.25 40.87 D0.750L-10.750S40.450W Dsgn. L 3.5011 1 0.455 0.056 -6.85 6.85 25.13 15.04 1.00 1.00 2.31 68.25 40.87 '0-'0.750L40,750840.5250E Dsgn. L 3.50 ft 1 0.455 0.056 .6.85 6.85 25.13 15.04 1.00 1.00 2.31 68.25 40.87 40.600+0.60W Project tie; Engineer 14288 Danielson St, #200 H TK STRUCTURAL ENGINEERS, LLP Punted: 28 AUG 2019, 10:29AM Steel Software copyrlghtENERCALC, INC. 1983-2018,Build:10,1612.22. 5#4KW0600i 35 Load Couina4ion Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span # M V Mnax + Mmax - Ma Max Mnx Mnx/Ornega Cb Rm Va Max Vnx VnxlOrnega Dsgn. L= 3.50 ft 1 0.004 0.001 -0.06 0.06 25.13 15.04 1.00 100 0.03 68,25 40.87 40.60040.70E Dsgn.L = 3.501t 1 0.004 0.001 -0.06 0.06 25.13 15.04 1.00 1.00 003 68.25 40.87 Vertical Reactions - Support notation : Far left Is #1 Values In KIPS Load Combination Support 1 Support 2 Overall MAXimum 3.058 Overall HNimum 0.035 DOnly 0.058 "0*1 3.058 u0*Lr 0.058 04S 0.058 .13+0.7501-r40.7501 2.308 40*0.7501-40.750S 2.308 40*0.60W 0.058 *D*0.70E 0.058 *0+0.75011-r+0.750L0.450W 2.308 *D+0.750L*0.750S*0.450W 2.308 D+0,750L+0.750S-+0.5250E 2.308 *0.6013*0,60W 0.035 *0.60D40.70E 0.035 DOnly 0.058 Lr Only LOnly 3.000 S Only W Only EOnly H Only Steel Section Properties HSS 4.500x0. 375 Depth = 4.500 In I xx 9.87 InA4 J 19.700 ir4 Sxx 4.39 MV3 Diameter = 4.500 In Roc = 1.470 In Wag Thick 0.349 In Zx 6.030 in3 Area 4.550 1nA2 I yy 9.870 mM C = 8.780 inA3 Weight = 16.536 pIt 8 y 4.390 inL3 Ryy 1.470 In Ycg 2.250 in Project Title: Engineer: I 14288 Danielson St, #200 Project ID: HTKPoway, CA 92064 Project Descr: STRUCTURAL ENCINEERS, LLP - Punted: 28 AUG 2019, 10:29AM Steel Beam 9uatdra2Gc6. Soflwe copyghIENERCALC INC 1983-2018 Busld 1018 1Z22 11 HflCt4,i 1Uktfl1,I.1•raI.p.p.nrnra. Oe'scrlplion post 033 0.67 11 136 120 24 239 273 3N 341 nt I +0+1 1+0+1 I +0+5 I 4+07S0L+0.1S1 100.1111! I 4+0.701.4750L+D,4SW I 0.7L+.75+ASW I +D+D.1SL+JS +035DE I 0.60+1.65W 033 0.67 11 1 120 24 2.39 223 3 341 DKIn R) I Holy I +D+L I +0+1 I +0+5 I +0+1S0L4.701 I +0+100W I +D+.150 I 0+0191.10J9L+0.45W I 00.+0.79+114SOW I +1)+D.1S5L+IJS +L33E I +604b,00W I +0.600+0JDE Project Title: HTR a Engineer: I 14288 Danielson St #200 Project ID: EAv Poway, CA 92W4 Project Descr STRUCTURAL ENGINEERS, — EP-Printed: 28 AUG 2019, 10:29AM Steel Beam Descdpfion: 032 t6S IDOly I+D+L I +D+.ThE I +0.6540.7E I DC1 IEOIy IliC',ly MO 131 164 1197 230 23 329 MW R) I +D+Li I +D+S I 00.751.41S0L I +D+D15CL+1.750S I 0+.75DL1+.7S0L+06DW I +D+J5DL+C.7 +MSOW I +D+DJL47Sri+b3ZOE I 0,604D IL'Gnly LOI 5004 IWOily HTK 14288 Danielson St, #200 Poway, CA 92064 STRUCTURAL ENGINEERS, LLP Project Title: Pc s-T-- Engineer: Project ID: Project Descr Printed: 28 AUG 2019, 10:30AM Pole Footing m ee fl Oh t guardral.ecs oe SoocopyddENERCALC. INC. 1983.2018, 8uUd:1O.18.12.22 -,1-- - ,- i- - -- r-JflrU i'L1'3!'fc1Il11 Description: post for guardrail Code References Calculations per IBC 2015 1807.3, CBC 2016, ASCE 7-10 Load Combinations Used: ASCE 7-10 General Information Pole Footing Shape Circular Pole Fooling Diameter 24.0 In Calculate Mm. Depth for Allowable Pressures No Lateral Restraint at Ground Surface Allow Passive ..................350.0 pd Max Passive ................... 1,500.opsf Controlling Values Point Load Governing Load Combination: L Only sii Surface Li No lateral restrain Lateral Load 3.0 k - Moment 6.0 k-ft fr NO Ground Surface Restraini Pressures at1r3Depth Actual 740.41 pal Allowable 742.52p51 6.375 ft Minimum Required Depth Fooling Base Area 3.142ftA2 Maximum Soil Pressure 0.0 lcsf Lateral Concentrated Load (k) Lateral Distributed Loads (lilt) Vertical Lead (k) D: Dead Load It kilt k Lr: Roof Live 1$ kilt k L: Live 3.0 kilt It S: Snow k kilt k W: Wind k kilt E:Earthquake k kilt k H: Lateral Earth k kilt It Load distance above TOP of Load above ground surface ground surface 2.0 ft ft BOTTOM of Load above ground surface ft Load Combination Results I -. FO@GdSÜi1aOe - - Reued Pruieat1131)éth So0leáe Load Combination Loads-(k) Momente-(ft-k) Depth-(ft) Actial-(psl) Allow -(psl) Factor 0.000 0.000 0.13 0.0 0.0 1.000 1 Only 3.000 6.000 6.38 740.4 142.5 1.000 40.750L 2.250 4.500 5,63 652.5 653.8 1.000