The URL can be used to link to this page

Home My WebLink AboutCT 2018-0003; MAGNOLIA BRADY; STRUCTURAL CALCULATIONS FOR RETAINING WALL; 2019-05-08IMAGINE -INNOVATE -INTEGRATE Structural Calculations For Design Retaining Wall 1534 Magnolia Avenue, Carlsbad CA 92008 Asthon 3, LLC Rancho Mission Viejo Submitted: 05/08/2019 City reference numbers: CT2018-0003 GR2019-0021 DWG515-3 LAND ).::Vr-: <., · • ,E._NT ---,} '\I) r:: . -Prepared For: Civil Landworks 110 Copperwood Way, Suite P Oceanside, CA 92058 760.908.8745 Prepared By: ...._, ..JJ."' ___ ......... Jt\,jG SMR-ISD Consulting Structural Engineers, Inc. 1495 Pacific Highway, Suite 400 San Diego, CA 92101 619.294.6600 Design Engineer: Dmytro Karpenko Principal Engineer: Farzad Heidari , S.E. SMR-ISD Project No.: 2019-005 IMAGINE • INNOVATE • INTEGRATE Magnolia Retaining Wall Project Structural Calculations Subject Table of Contents 201 9-005 Project No. DK By 1495 Pacific Hwy, Suite 400 San Diego, CA 92101 smrconsultinggroup.com 05/08/2019 Date P 619.294.6600 F 619.294.6800 I Page: 2 I Of: 14 Table of Contents ............................................................................................................................................................ 2 PROJECT DESCRIPTION .................................................................................................................................................... 3 Scope of work .............................................................................................................................................................. 3 Gravity Load Res isting System ..................................................................................................................................... 3 Lateral Load Resisting System ..................................................................................................................................... 3 Basis of Design ............................................................................................................................................................. 5 Codes ....................................................................................................................................................................... 5 Loads ........................................................................................................................................................................ 5 Foundations ............................................................................................................................................................. 5 Materials .................................................................................................................................................................. 5 Lateral Load Cases ........................................................................................................................................................... 6 Seismic Parameters ..................................................................................................................................................... 6 Seismic Forces -Non-Structural Elements ................................................................................................................... 9 Retaining Wall Design .................................................................................................................................................... 10 Wall Dead Loads ........................................................................................................................................................ 10 Seismic Loads ............................................................................................................................................................. 10 Surcharge Loads ......................................................................................................................................................... 10 Final Design Drawing ................................................................................................................................................. 14 IMAGINE · INNOVATE · INTEGRATE Magnolia Retaining Wall Project Structural Calculations Subject PROJECT DESCRIPTION Scope of work Retaining Wall Package: 2019-005 Project No. DK By 1495 Pacific Hwy, Suite 400 San Diego, CA 92101 smrconsultinggroup.com 05/08/2019 Date P 619.294.6600 F 619.294.6800 I Page: 3 I Of: 14 The scope of this calculation package includes the design of one type retaining walls for a property in Carlsbad based on the Civil Engineering drawings dated 01/13/2019 issued by Civil Landworks. Height for this wall with approximately 4.0 ft. retaining height. Gravity Load Resisting System Foundation System: The foundation system consists of a standard continuous footing to resist earth pressure. Wall: The retaining wall section will be designed using reinforced CMU. Lateral Load Resisting System Lateral Resisting System: The lateral loads caused by seismic forces and soil pressures will be resisted by the retaining wall, and subsequent overturning forces will be resisted by the footing. Sliding forces will be resisted by the foundation key. S1'J R~ IMAGINE •INNOVATE • INTEGRATE Magnolia Retaining Wall Project Structural Calculations Subject Civil ll!landworks 11DCOH'f:IIWOODW,tV l!Ul'T£• OC0.'1310f CAIIIM' -l'IO'J01114•~-- 2019-005 Project No. DK By 1495 Pacific Hwy, Suite 400 P 619.294.6600 San Diego, CA 92101 F 619.294.6800 smrconsultinggroup.com 05/08/2019 I Page: 4 I Of: 14 Date Location Retaining Wall on the plan of Civil Engineering Drawings ., f, 1,s.t:·1•,•, ,.,. .. Profile with section Retaining Wall 1495 Pacific Hwy, Suite 400 San Diego, CA 92101 smrconsultinggroup.com P 619.294.6600 F 619.294.6800 lt.lAGIME • INNOVATE • INTEGRATE Magnolia Retaining Wall Project Structural Calculations Subject Basis of Design Codes 2016 California Building Code Loads GRAVITY LOADS: a) Dead & Soil Loads b) Surcharge Loads LATERAL LOADS: SEISMIC: Risk Category: Method: Latitude: Longitude: Ss S1 2019-005 Project No. DK By Foundations Soils report by: Date: GEOCONINCORPORATED January 17, 2018 Project No.: J.N.: G2192-52-01 *Loads may be increased by 1 /3 for short term loading. Active soil pressure: Additional active soil pressure for 2: 1 (H:V) sloping backfill: Passive soil pressure: Coefficient of Friction: Materials CONCRETE: Design compressive strength at 28 days shall be as follows: Footings: MASONRY: 8" Medium-weight CMU REINFORCING STEEL: (ASTM A615 Grade 60) 05/08/2019 I Page: 5 I Of: 14 Date See the following pages See the following pages II Non-Structural Elements 33.1581 degrees -117.3310 degrees 1.127 g 0.433 g 35 pcf 50 pcf 350 pcf 0.35 fc' = 3,000 psi fm' = 1,900 psi fy = 60 ksi IMAGI NE • INNO VATE • INTE GRATE Magnolia Retaining Wall Project Structural Calculations Subject Lateral Load Cases Seismic Parameters f.!.C?.m.~.C?.i.l .. R~P.C?.!1.:. 2019-005 Project No. DK By 1495 Pacific Hwy, Suite 400 San Diego, CA 92101 smrconsultinggroup.com 05/08/2019 Date P 619.294.6600 F 619.294.6800 I Page: 6 I Of: 14 TABLE 7.5.1 2016 CBC SEISMIC DESIGN PARAMETERS Parameter Value 2016 CBC Reference Site Class C Section 1613.3.2 MCER Ground Motion Spectral 1.127g Figure 1613.3.1(1) Response Acceleration -Class B (short), Ss MCER Ground Motion Spectral 0.433g Figure 1613.3.1(2) Response Acceleration -Class B ( I sec), S, Site Coefficient, F" 1.000 Table 1613 .3.3(1) Site Coefficient, Fv 1.367 Table 1613.3.3(2) Site Class Modified MCER Spectral 1.127g Section 1613.3.3 (Eqn 16-3 7) Response Acceleration (short), SMs Site Class Modified MCER Spectral 0.592g Section 1613.3.3 (Eqn 16-38) Response Acceleration ( I sec), SM, 5% Damped Design Spectral 0.751g Section 1613.3.4 (Eqn 16-39) Response Acceleration (short), Sos 5% Damped Design Spectral 0.395g Section 1613.3.4 (Eqn 16-40) Response Acceleration ( 1 sec), So, 1495 Pacific Hwy, Suite 400 San Diego, CA 92101 smrconsultinggroup.com P 619.294.6600 F 619.294.6800 IMAGINE • INNOVATE · INTEGRATE Magnolia Retaining Wall 2019-005 Project Structural Calculations Project No. DK 05/08/2019 I Page: 7 Subject Address: 1534 Magnolia Ave Carlsbad, California 92008 Wind Results: Wind Speed: 10-year MRI 25-year MRI 50-year MRI 100-year MRI Data Source: Date Accessed: By Date ASCE 7 Hazards Report Standard: ASCE/SEI 7·10 Risk Category: 11 Soil Class: C -Very Dense Soil and Soft Rock 110Vmph 72 Vmph 79 Vmph 85 Vmph 91 Vmph Elevation: 149.73 ft (NAVO 88) Latitude: 33.158145 Longitude: -117.331043 ' r ASCE/SEI 7-10, Fig. 26.5-lA and Figs. CC-1-CC-4, incorporating errata of March 12, 2014 Mon Jan 21 2019 Value provided is 3-second gust wind speeds at 33 ft above ground for Exposure C Category, based on linear interpolation between contours. Wind speeds are interpolated in accordance with the 7-1 O Standard. Wind speeds correspond to approximately a 7% probability of exceedance in 50 years (annual exceedance probability : 0.00143, MRI • 700 years). Site Is not In a hurricane-prone region as defined in ASCE/SEI 7·10 Section 26.2. Mountainous terrain, gorges, ocean promontories, and special wind regions should be examined for unusual wind conditions. I Of: 14 IMAGINE · INNOVATE -INTEGRATE Magnolia Retaining Wall Project Structural Calculations Subject ASCE. Seismic 2019-005 Project No. DK By 1495 Pacific Hwy, Suite 400 San Diego, CA 92101 smrconsultinggroup.com 05/08/2019 Date Site Soll Class: C -Very Dense Soil and Soft Rock Results: Ss : s,: F. : F. : SMs SMt : 1.128 0.433 1.367 1.128 0.592 Seismic Design Category D 1.2 r! 10 t MCER Response Spectrum Sos : So, : T, : PGA : PGA u: FroA 1. 06 0.7 ., • 06 ♦ 0.752 0.395 8 0.443 0.443 1 Design Response Spectrum ::. \ 02 '- P 619.294.6600 F 619.294.6800 I Page: 8 Im 14 ~~ ~. --------0.1 ---------~~~~~ o ~ 0 2 ~ 4 Sa (g) VS T(s) Data Accessed: Date Source: 0 Mon Jan 21 2019 0 ~ 0 2 ~ 4 Sa (g) VS T(s) 6 USGS Seismic Design Maps based on ASCE/SEI 7-10, incorporating Supplement 1 and errata ol March 31, 2013, and ASCE/SEI 7-1 0 Table 1.5-2. Additional data for site-specilic ground motion procedures in accordance with ASCE/SEI 7-10 Ch. 21 are available from USGS. 0 S,'J R~ 1495 Pacific Hwy, Suite 400 P 619.294.6600 San Diego, CA 92101 F 619.294.6800 smrconsultinggroup.com IMAGI NE • INNOVATE · INTEGRATE Magnolia Retaining Wall 2019-005 Project Project No. Structural Calculations DK 05/08/2019 I Page: 9 lof: 14 Subject By Date Seismic Forces -Non-Structural Elements Short period spectral acceleration; Component seismic importance factor; Sos= 0.751 ; g; Ip= 1.0; Section 11 .5.1 /Table 1.5-2; Seismic Demands on Non-Structural Components Seismic Design Force: Fp_component = 0.4aoSosWp • [1 + 2(z/h)]; (Rp/lp); Need not exceed: Fp_oomponent_max = 1 .6*S□s*lp = 1.20; Wp; Shall not be less than: F p_oomponent_min = 0.3*S□s*lp = 0.23; Wp; Where:; ap = Component Amplification Factor; Rp = Component Response Modification Factor; Z = Height in structure at point of attachment of component; h = Average roof height of structure relative to the base elevation; Wp = Wall weight/ Component operating weight; Element.Analyzed: ............................................. Site .Retainin.9. Wall Component Amplification Factor:; Component Response Modification Factor:; Component Height:; Structure Height:; Fp = (0.4 *ap*S□s*(1 +2*(z/h)))/(Rp/lp)=0.12; W p; ap = 1.0; Rp = 2.5; z = O; h =1 ; Fp= min(Fp_component_max,max(Fp,Fp_component_min)) = 0.23; Section 13.3.1 ; Tables 13.5-1 & 13.6-1 ; Tables 13.5-1 & 13.6-1 ; IMAGINE • INNOVATE • INTEGRATE Magnolia Retaining Wall Project Structural Calculations Subject Retaining Wall Design 2019-005 Project No. DK By 1495 Pacific Hwy, Suite 400 San Diego, CA 92101 smrconsulti nggrou p. com 05/08/2019 Date P 619.294.6600 F 619.294.6800 I Page: 10 I Of 14 The acceptance criteria for Sliding and Overturning safety factors under seismic load is 1.1 per CBC section 1807.2.3. Per soils report recommendation, additional active soil pressure of 50 pcf is added to account for the 2: 1 (H :V) sloping backfi ll; therefore, the backfill slope is entered as O in the Retain Pro analysis. 7.10 Retaining Walls 7.10.1 Rc1aining walls not restrained at 1he top and having a level backfill surface should be designed for an active soil pressure equivalent to the pressure exerted by a nuid with a density of 35 pounds per cubic foot (pcf). Whcr.: the backfill will Ix inciin.:tl at nu steeper than 211: IV. an acti\'e soil pressure of 50 pcf is rccommcmlcd. These soil pressures assume that the backfill materials within an area bounded by the wall and a I: I plane extending upward fro m the base of the wall possess an expansion index of 50 or less. Wall Dead Loads Wall Thickness; Weight of Wall (CMU 8''); Height of Wall; Total Weight of Retaining Wall; Fp from Stem Self Weight; Seismic Loads (Self-Weight); Seismic Loads t = 8.0 in; Wp.Wall = 78.0 psf; H = 4.67 ft; Wp = Wp,Wall • H = 364.3 plf; Fp = 0.23; Fp,Wall = Fp • WoL.w = 17 .9 psf; Per soils report wall is exempt from seismic earth pressures because retained height is less than 6'-0". 7, 10.3 The structural engineer should dctcnninc the seismic design category for the project. If the project possesses a seismic design category of D, E, or F. the proposed retaining walls should be designed with seismic lateral pressure. A ·eismic load of 16H p f hould be used for design of walls that uppon m re than 6 li:e1 of backfill in accordance with ection I 03.5 I:! of the 2016 DC. The seismic loud is dependent on the retained height Surcharge Loads Assumed height existing CMU 8" retaining Wall; Assumed height existing concrete footing; Assumed width existing concrete footing; Applied width line loads; Loads from adjacent free-standing existing retaining wall; Distance back of stem to centre line of existing wall ; Assumed footing base below retained height; Hw = 8.0 ft; t=1.5ft; b = 2.5 ft; w = 1.0 ft; q = (Wp,Wall * Hw + t * b * 150 pcf) * w = 1187 lb; e = 1.55 ft; h = 2.16 ft; Use 8" Solid Grouted CMU wall w/ #4@16" O.C. Vertical & #4@24 O.C. Horizontal -w/ 4'-0" wide Continuous Footing w/ #4@16" O.C. Top & Bottom [see.RETAIN.PRO Output Below for Desi_gn} IMAGINE ·INNOVATE · INTEGRATE Magnolia Retaining Wall Project Structural Calculations Subject Pp= 1148.44# 2019-005 Project No. DK By 1495 Pacific Hwy, Suite 400 San Diego, CA 92101 smrconsultinggroup.com 05/08/2019 Date Adj Ftg Load =1187# Ecc.=8" from CL Wall Loading P 619.294.6600 F 619.294.6800 /Page: 11 jot: 14 786# 59# IMAGINE • IN NOVATE • INTEGRATE Magnolia Retaining Wall Project Structural Calculations Subject 2019-005 Project No. DK By 1495 Pacific Hwy, Suite 400 San Diego, CA 92101 smrconsultinggroup.com 05/08/2019 Date P 619.294.6600 F 619.294.6800 I Page: 12 I Of: 14 ~1~~~~:',0~-1,!~~;:• Build 11·18·06.3° Cantilevered Retaining Wall License To : SMR CONSUL TING GROUP Code: IBC 2015.ACI 318-14,ACI 530-13 ..,I c.r.it.e.ri_a _________ l I Soil Data I Retained Height = 4.00ft Wall height above soil = 0.67 ft Slope Behind Wall = 0.00 Height of Soil over Toe = 12.00 In Water height over heel = o.o ft I Surcharge 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 Eccentrlcily = 0.0 In I Stem Weight Seismic Load Allow Soll Bearing = 2,000.0 psf Equivalent Fluid Pressure Method Active Heel Pressure = 50.0 psfin Passive Pressure Soil Density, Heel Soil Density, Toe FoolingllSoil Friction Soll height to Ignore for passive pressure = 350.0 psflft = 110.00 pd • 110.00 pcf = 0.350 = 12.00 In I • I Lateral Load Applied to Stem • I Adjacent Footing Load ■ Lateral Load ... Height to Top ... Height to Bottom Load Type O.O#lft 0.00 ft 0.00ft • Seismic (E) (Service Level) Wind on ExPOsed Stem = (Sttength Level) 0.0 psf I Fp / WP Weight Multiplier = 0.230 g ACJacent ~oollng Load Footing Width Eccentricity Wall to Fig CL Dist Footing Type Base Above/Below Soil at Back of Wall Poisson's Ratio Added seismic base force I Design Summary Wall Stability Ratios Overturning • I Stem Construction • Bottom Stem OK Sliding Total Bearing Load ... resultant ecc. 2.33 OK 2.09 OK 1,762 lbs 6.56 In Design Height Above Ftg Wall Material Above "HI" Design Molhod Thickness RebarS,ze Rebar Spacing Rebar Placed Ill ft= 0.00 = Masonry = LRFD = 8.00 = II 4 = 16.00 = Center 1, 1ar.0 lbs 2.50 ft 8.00 In 1.55 ft Line Load -2.2 ft 0.300 58.6 lbs I Soil Pressure @ Toe • 974 psi OK Soil Pressure @ Hool = 32 psi OK Design Data ------------------------- Allowable = 2,000 psi Soll Pressure Less Than Allowable ACI Fact0<ed @Toe = 1.364 psi ACI Fact0<ed @ Heel = 45 psf Footing Shear @ Toe = Footing Shear @ Heel = Allowable = Sliding Cales La1eral Sliding Force = less 100% Passive Force = less 100% Friction Force = Added Force Req'd = ... .for 1.5 Stability = 7.7 psi OK 2.5 psi OK 82.2 psi 844.6 lbs 1.148.4 lbs 616.8 lbs 0.0 lbs OK 0.0 lbs OK Vertical 00<nponent of active lateral soil pressure IS NOT considered in the calculation of soil bearing pressures. Load Factors ------------ Building Code Dead Load Live Load Earth,H Wind, W Seismic, E IBC 2015,ACI 1.200 1.600 1.600 1.000 1.000 fb/FB + fa/Fa Total Force@ Section Service Level Strength Level Moment .... Actual Service Level Strength Level Moment. .... Allowable Shear ..... Actual Service Level Slrenglh Level Shear ..... Allowable Anet (Masonry) Rebar Depth 'd' = 0.491 lbs= lbs• 843.8 n-#• n-# = 1.151.9 = 2,346.2 psi= psi= 9.2 psi" 78.5 ln2= 91.50 In= 3.75 Masonry Data ------------------------- r m Fy Solid Grouting Modular Ratio 'n' Wall Weight Equiv. Solid Thick. Masonry Block Type Masonry Design Method psi= psi= " = psi= in= = = 1.900 60,000 Yes 16.96 78.0 7.60 Medium Weight LRFD Concrete Data ------------------------re psi= Fy psi= Sl',R~ 1495 Pacific Hwy, Suite 400 P 619.294.6600 San Diego, CA 92101 F 619.294.6800 smrconsultinggroup.com IMAGINE • INNOVATE • INTEGRATE Magnolia Retaining Wall 2019-005 Project Project No. Structural Calculations DK 05/08/2019 I Page: 13 !or 14 Subject By Date RetafnPro (c) 1987-2018, Build 11.18.06.30 LlcanH : KW.()6056873 License To : SMR CONSUL TING GROUP Cantilevered Retaining Wall Code: IBC 2015.ACI 318-14,ACI 530-13 I Footing Dimensions & Strengths Toe Width Heel Width Total Footing Width Footing Thickness Key Width Key Depth Key Distance from Toe 2.17ft 1.33 3.50 15.00in 12.00 In 6.00 in 0.00ft re " 3,000 psi Fy = 60,000 psi 150.00 pcf 0.0018 Footing Concrete Density Min.As ¾ Cover@Top 2.00 @ Btm.= 3.00 In t Footing Design Results I Toe Heel Factored Pressure 1,364 45 psf Mu' : Upward = 2,570 29 fl-# Mu' : Downward 970 251 ft-# Mu: Design 1,600 222 ft-# Actual 1-Way Shear 7.71 2.49 psi Allow 1-Way Shear 43.82 43.82 psi Toe Reinforcing # 4@ 16.00 in Heel Reinforcing # 4 @ 16.00 in Key Reinforcing None Spec'd Other Acceptable Sizes & Spacings Toe: Not req'd: Mu< phi•5•1ambda'sqrt(fc)"Sm Heel: Not req"d: Mu< phi•5•1ambda"sqrt(fc)"Sm Key: Not req'd: Mu < phi.5'1ambda'sqrt(fc)'Sm Min footing T&S rein! Area 1.13 in2 0.32 ln2 ,ft Min rooting T&S reinf Area per foot If one layer of horizontal bars: #4@ 7.41 in #5@ 11.48 in #6@ 16.30 In If two layers of horizontal bars: #4@ 14.81 in #5@22.96 in #6@32.59 In I Summarv of Overturnina & Resistina Forces & Moments Item Heel Active Pressure Surcharge over Heel Surcharge Over Toe Adjacent Footing Load Added Lateral Load = Load @ Stem Above Soil =- Seismic Stem Self Wt Total Reslstlng/Overtumlng Rallo ..... OVERTURNING ..... Force Distance Momeni lbs ft ft-# 689.1 96.9 58.6 844.6 1.75 1.80 3.59 O.T.M. 1,205.9 174.4 210.2 1,590.5 Vertical Loads used for Soil Pressure ~ 2.33 1.762.2 lbs Soll 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 lbs ft 293.2 3.17 134.3 3.17 238.7 1.09 364.3 2.50 656.8 1.75 75.0 0.50 Moment ft-# 929.4 425.7 259.0 91 1.9 1,150.4 37.5 Total = 1,762.2 lbs R.M." 3,713.8 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 Resistanoe. Vertical component of active lateral soil pressure IS NOT considered in the calculation of Overturning Resistance. I Tilt I • Axial live load NOT included in total displayed, or used for overturning resistance, but is included for soil pressure ca1culation. Horizontal Deflect;on at Top of wan due to settlement of son (Denection due to wall bending not considered) Soll Spring Reaction Modulus Horizontal Defi @ Top of Wall (approximate only) 250.0 pcl 0.036 in The above calculation is nol valid if the heel soil bearing pressure exceeds that of the toe because the wall would then tend to rotate Into the retained soil. I IMAGINE· IN NOVATE · INTEGRATE Magnolia Retaining Wall Project Structural Calculations Subject Final Design Drawing 1495 Pacific Hwy, Suite 400 San Diego, CA 92101 smrconsultinggroup.com 2019-005 Project No. DK By #4@24•0.c. (HORIZ.) #4@16"0.C. (VERT.) 8" CMU WALL FULLY i GROUTED FINISHED PAVING 5' ..,. PROPERTY LINE EXISTING SITE WALL 2'-0" 1'-~· EQ. 05/08/2019 Date I I I I 11 I I I I I I RETAINING WALL DRAIN SYSTEM PER GEOTECH REPORT #4@12"0.C. 3" 3" CLR. 1'-0" CLR. 3'-6' Retaining Wall Detail P 619.294.6600 F 619.294.6800 !Page: 14 lot: 14