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Home My WebLink AboutBLDG-2680-2023 Stamped Structural®W H ITC H U R C H 610 91 Street, Fortuna, CA 95540 71ft-I��r i! treet, Eureka, CA 95503 ENGINEERING w c:� o E 5c o -in . ��t9f iF c. au .. > o. c. e QUO 3� cU August 15, 2023 I L, , ' < o Revised September 1, 2023 REVIEWED (�'� f� j f� (1 �t F�.I d z ^ ,ti o c 1 i L 1r 1_ Y Y l_ V j )� �:� ' w co o s 0D O ,- O tr 00 = v) aa) ca Andrew Davis _ Q LU cn ; s- '_ Q 1641 Philipps Lane OCT 2 5 2023 b ICI jE LU ° �_J Co, c ' 2 San Luis Obispo, CA 93401 LL c O Q w (D a CU u` f 0- Z moan RE: As Constructed Concrete Regain(ng,Wall•.fprf�§4�.POilippsiilp e0J0�0, C0 > ro ' C w C) O to '- r 0— (s Al 4 c Mr. Davis, ` f� �) L �n z -- c T `� < o. ru O o Per your request, Whitchurch Engineering Inc. has reviewed the construc'lq{1 and pro4c6d (gr9ctural calculations for the retaining wall that was constructed in 2018 at 1641 Philippsl Lane, SrantLLA (bispo, California. The retaining wall is located along the rear property line of the pares-1 for 6f4egi southeast of the residence situated on the parcel), please see the attached plot plan. The wall runs along the southeast property line and returns on the south corner for approximately 6 feet along the southwest property line. The wall returns at the east corner for approximately 30 feet along the northeast property line. The wall is constructed of ready -mix concrete and 5/8" rebar, 7 feet in height from the bottom of the footing to the top of the wall. The 5' deep footing consists of #5 bar at 12 inches on center each way, while the rebar grid for the 8-inch-thick wall is at 18 inches on center. Waterproofing was added to the existing neighboring wall prior to pouring the concrete per the owner and provided picture. The retaining wall is holding approximately 4 feet of soil, with surface drainage directed with ground swales to a catch basin tied to an existing 8-inch storm drain line. The broken concrete base used for the footing base is acceptable. The attached calculations show the design of the wall meets the 2022 California Building Code. Based on visual observation to the best of my knowledge the work performed on this project and the materials used were in accordance with the -plans and specifications and/or modifications by the engineer. We employed generally accepted inspection procedures. However, Whitchurch Engineering, Inc. does not undertake the guarantee of construction, nor do we relieve the contractor of his primary responsibility to produce a completed project conforming to the project plans and specifications. No warranty is expressed or implied. Sincerely, Darren Tully, P.E. l/ RCE# 73755 (DPT/rjm) v?cµOFESS/p N P.Lo a� Ll_�n 9/5/2023 \\wei.local\shares\shared\shared\adminlstrative\2023dmc ad page 1 of 1 www.whitehurehengineering.eom v\2301\a d v2301 left er, docx Fortuna: (707) 725-6926 Eureka: (707) 444-1420 a. WH ITC H U RC H 610 9u' Street, Fortuna, CA 95540 ENGINEERING 716 iy�St�get, Eureka, L-A.96503 CLw`1_ o E T= O co ro RetainingWa, ii �� _, Q z 0O� ��CU« Structural Calcul tiI `u 0 0 o I� "� QO V) C U C %- 12L (Z -2 s In Cr) � C O Q N >' co For: Andrew Davis ti,e " o�V2 .� w- 2 Date: August 1, 2023 � Uj > O rn Z C' O U) C 0 rn z �.� .. ,r'� o _ _ >-Ree, 7 (C a CU Address: 1641 Phillips Lane San Luis Obispo, CA 93401 '; , L� Q z -¢t 0O Cn tT3 0 cn •N i6 O Scope: These structural calculations are for the proposed retaining wall at the abovertnentioned location. Revisions: Rev.0 (8/1/2023) — Original submission. Includes: • Retaining Wall Design Pg. 1 • EnerCalc Report --- ---------- ---- Pg. 2-8 Prepared by: 13�•.1 . O C } o,,� J�',✓.�s%1 — / _ s 3 0 z O U Name Checked gJ( Signature/ Date cn C'J ' L a jj 'J by: twr-tF.'rr f4yazH- r' Name z Signature/ Date Ljj ' Q 0 T Approved by:^fY•1'\ l c !` ` 8 /� 7 Z '� CN4 ®A. Name aturo Dat W Ir �7 f� rbhoed\adm4nutratWo\2023 doet%p d Vk23011adv23o1-ak cover ne ca«� www.whitchu rcheng ineering. com , Fortuna: (707) 725-6926 Eureka: 707 444-1420 WHITCHURCH ENGINEERING Building Design • Civil & Structural Engineering 610 9'" STREET 716 HARRIS STREET FORTUNA, CA 95540 EUREKA, CA 95503 (707) 725-6926 (707) 444-1420 P4-,TAINiN& WOLL 'O d SUM lu 3 o i L. T `t►°G' SM- SC CAIIJ see-041--7 i vE ) r i r I I JOB _ . J /S f;Z'-s 149-11vrNCs CA,;ftL - - — ELEMENT _ -_ (A"//V C-n : &-L L SHEETNa — - OF — CALCULATED BY _ -Ri�v _ - _ DATE - ;7 --Z I- 2-3 CHECKED BY (.W JN _-9QV SD ! L l/ L vIG- ,S g //Vq—,y2 A j -// r o p C-9 -r-'9-9LIC /& r0 • J q Ll owe?? F_- 9AR Grj U Fir oz-z GgC I!t �L In (0, 2 r°flSs1VIE PP, E-S,)uVz :c = 2� F's Sr 6 4- TA-c k-C9 C4t� C /d t/d 12'. -A;-:£f' 'FT&, w/ C' 1 Z -D-C 76-P A REVIEWED L (; T 2 5 2023 BUILDING DIVISION LCantilevered .retaining Wall L a : -0$ 14714. ui :20.23.05 25 Project Title: D4Vl S Engineer: P-ft c' Project ID: A-Iw2.3 o i Project Descr: Code Reference: _ Calculations per IBC 2012 1807.3, CBC 2013, ASCE 7-10 Criteria Retained Height 4.00 It Wall height above soil = 2.00 ft Slope Behind Wall = 0.00 Height of Soil over Toe = 6.00 in Water table above bottom of footing - 0.0 It 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 Ibs Axial Live Load = 0.0 Ibs Axial Load Eccentricity = 0.0 in Soil Data Allow Soil Bearing = 1,500.0 psf Equivalent Fluid Pressure Method Active Heel Pressure = 60.0 psf/it Passive Pressure = 250.0 psf/ft Sall Density, Heel = 110.00 pcf Soil Density, Toe = 110.00 pcf FootingIlSoil Friction = 0.400 Soil height to ignore for passive pressure = 12.00 in Lateral Load Applied to Stem 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 (Strength Level) P4.2 Project File: 4'fobt retaining wal.ec6 Adjacent Footing Load Adjacent Footing Load = 0.0 Ibs Footing Width = 0.00 ft Eccentricity = 0.00 in Wall to Ftg CL Dist = 0.00 ft Footing Type Spread Footing Base Above/Below Soil = 0.0 ft at Back of Wall Poisson's Ratio = 0.300 REV IE\fVE O C 12 5 2023 BUILDING DIVI�,)!Ot\l SAN LUI Cantitevered Retaining Wall Design Summary Wall Stability Ratios Overturning = 5.98 OK Sliding = 1.95 OK Global Stability = 1.96 Total Bearing Load = 3,257 Ibs ...resultant ecc. = 7.05 in Eccentricity within middle third Soil Pressure @ Toe = 1,111 psf OK Soil Pressure @ Heel = 192 psf OK Allowable = 1,500 psf Soil Pressure Less Than Allowable ACI Factored @ Toe = 1,555 psf ACI Factored @ Heel = 269 psf Footing Shear @ Toe = 0.0 psi OK Footing Shear @ Heel = 7.8 psi OK Allowable = 82.2 psi Sliding Calcs Lateral Sliding Force = 760.0 Ibs less 100% Passive Force 156.3 Ibs less 100% Friction Force a 1,302.7lbs Added Force Req'd = 0.0 Ibs OK ....for 1.5 Stability = 0.0 Ibs OK Vertical component of active lateral soil pressure IS NOT considered in the calculation of soil bearing Load Factors-- -- Building Code Dead Load 1.200 Live Load 1.600 Earth, H 1.600 Wind, W 1.600 Seismic, E 1.000 Project -fide: [-NAVIf P-s-CA(iV1Wtn rv4c.E Engineer: PvW Propat ID: " V 23o I Project Descr. Stem Construction Bottom — - Stem OK Design Height Above Fig it= 0.00 Wall Material Above °Ht" = Concrete Design Method = SD Thickness = 8.00 Reber Size = # 5 Reber Spacing = 18.00 Reber Placed at = Center Design Data 1b/FB + falFa = 0 290 Total Force @ Section Service Level Ibs = Strength Level lbs = 768.0 Moment.... Actual Service Level ft-# _ Strength Level ft- = 1,024.0 Moment..... Allowable = 3,531.0 Shear..... Actual Service Level psi = Strength Level psi = 16.0 Shear .... .Allowable psi = 82.2 Anet (Masonry) in2 = Wall Weight psf= 100.0 Reber Depth V in = 4.00 Masonry Data -- - fm psi= Fs psi = Solid Grouting = Modular Ratio'n' _ Equiv. Solid Thick. Masonry Block Type = Masonry Design Method = ASD Concrete Data- fc psi = 3,000.0 Fy psi = 60,000.0 Project File: 4 foot retaining wal:ec6 E ER AL 1 SD SD REVIEWS O C T 2 5 2023 BUILDING DIVISION 5AN LUIS OBISPO Project Title: j4V" RO- IVi��LL Engineer. Project ID: Project Descr. _ PrT . `I Cantilevered Retaining Wall Praject Flie; 4 foot retaining fIn'..wal.e6 LICiY : r: 14714, udd: 0.23.0 . 5 hitchurch ngineerfnc c 19 -20 3 Concrete Stem Rebar Area Details Bottom Stem Vertical Reinforcing Horizontal infor Inn As (based on applied moment) : 0.061B in2fft (413)' As : 0.0824 in2tft Min Stem T&S Reinf Area 1.152 in2 200bdtfy : 200(12x4)/60000 : 0.16 In2tft Min Stem T&S Reinf Area per ft of stem Height: 0.192 in2/ft 0.0018bh : 0.0018(12X8) : 0.1728 in21ft Horizontal Reinforcing Options: Required Area: One laver of : -is'12.1overs of 0.1728 inZYt #4@ 12.50 in #4@ 25.00 in Provided Area : 0.2067 in2lft #5@ 19.38 in #5@ 38.75 in Maximum Area: 0.65031n21ft #6@ 27.50 in #6@ 55.00 in Footing Data Footing Design Results Toe Width = 0.00 It Haw Heel Width - Total Footing Width = 5.00 Factored Pressure - 1,555 269 psf 5.00 Mu'* Upward = Footing Thickness = 0 6,011 ft-# 12.00 in Mu': Downward = 0 6,B47 ft-# Key Width = 0.00 In Mu: Design = 0 OK 636 ft-# OK Key Depth = 0.00 in phiMn = OK - Flush 7,510 Key Distance from Toe = 0.00 ft Actual 1-Way Shear = 0.00 7.75 psi Allow 1-Way Shear = 0.00 82.16 psi fc = 3,000 psi Fy = Footing Concrete Density = 60.000 psi Toe Reinforcing = Flush toe condition. No reinforcing required. 150.00 pcf Heel Reinforcing = # 5 @ 12.00 In Min. As % = 0.0018 Key Reinforcing = None Spec'd Cover @ Top 6.00 @ Btm: 3.00 in Footing Torsion, Tu 0.00 ft-Ibs Footing Allow. Torsion, phi Tu = 0.00 ft-Ibs N torsion exceeds allowable, provide supplemental design for footing torsion. Other Acceptable Sizes & SoacinQ, Toe: Flush toe condition. No reinforcing required. Heel: 94@ 9.25 in, #5@ 14.35 in, #6@ 20.37 in, #7@ 27.77 in, #8@ 36.57 in, #9@ 46.29 in, #10@ 58.79 in Key: No key defined Min footing T&S reinf Area Min footing TO reinf Area per foot #4@ 9.26 in #5@ 14.35 In #6@ 20.37 in 1.30 in2 0.26 in2 rft #4@ 18.52 in #5@ 28.70 in #6@ 40.74 in REVIEWED DUCT 2 5 2023 BUILDING DIVISION SAN LUIS OBISPO Project Title: )AVO kF-7.0(NL, L prLt Engineer: RA-0 Project ID: Rh V� 3o i Project Descr. Cantilevered Retaining Wall Project File: 4 foot retaining wal.ec6 K 4 14, Duild:2D.23.05.26 Ichurch Fng1neering—,-G—c c) Summary of Overturning 8-Resisting Forces & Moments .....OVERTURNING..... Force Distance Moment .....RESISTING..... Force Distance Moment Item Ibs ft ft-# Ibs ft ft-# HL Act Pres (ab water tbl) 750.0 1.67 1,250.0 Soil Over HL (ab. water tbl) 1,906.7 2.83 5,402.2 HL Act Pres (be water tbl) Soil Over HL (bel. water tbl) 2.83 5,402.2 Hydrostatic Force Water Table Buoyant Force = Sloped Soil Over Heel = Surcharge over Heel = Surcharge Over Heel = Surcharge Over Toe = Adjacent Footing Load = Adjacent Footing Load = Axial Dead Load on Stem = Added Lateral Load = " Axial Live Load on Stem = Load @ Stem Above Soil = Soil Over Toe = = Surcharge Over Toe = Stem Weight(s) = 6D0.0 0.33 200.0 Total = 750.0 O.T.M. = 1,250.0 Earth @ Stem Transitions = Footing Welghl = 750.0 2.50 1,875.0 Resisting/Overturning Ratio = 5.98 Key Weight = Vert. Component = Vertical Loads used for Soil Pressure = 3.256.7 Ibs Total = 3,256.7 Ibs R.M.= 7,477.2 ` 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. 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 Defl @ Top of Wall (approximate only) 0.037 In The above rArulahon is not valid If the heel Soil bearing or ss ure exceeds that of the t because the wall would then tend to rotate into ther ain d soil O C T 2 5 2023 BUILDING DIVISION S A N L U I S 0 Ez, It:;p("" Project Title: DAMS RE-7AlNIf1/&) vv4LJ_ Engineer: R-" Project ID: A OV 2J,31 Project Descr. Cantilevered Retaining Wall Rebar Lap & Embedment Lengths Information Stem Design Segment: Rnlfnm Stem Design Height: 0.00 ft above top of footing Lap Splice length for #5 bar specified in this stem design segment (25.4.2.3a) _ Development icnglh fw #5 bar specified in this stem design segment = Hooked embedment length into footing for #5 bar specified in this stem design segment = As Provided = As Required = t'� • (o Project File:-4 foot retaining "I.ec6 21.36 In 16.43 in 9.59 in 0.2067 in2tft 0.1728 in2tft REVIEWED OCT 2 5 2023 BUILDING DIVISION BAN LUIS Oil;-,i'O Cantilevered Retaininsa Wall 11 #501T 4m How Project Title: PWrs RC— - 4.1 N t NG Wt° lL Engineer: — Project ID: RA-0 Project Descr: f�DV 23 o t Project File: 4 foot retaining wal.eW l ineerinp, inc (e) ENERCALC INC19-2023 X-tr Iuser Corm.'3.68ro W.d" Ole s4r &4r OCT 2 5 2023 13UILDING DIVISION SAN LUIS O[3lopO Project Title: bs) vlj RcTo+f/Vllvl� Z L Engineer: Project ID: Project Descr: 4L) V 210 1 P` -f rCantllevemd Retaining Wall Project File: 4 f6ot retaining waled Ppw t se.25#Z= ( I Tt30# I Lateral earth pressure due to the soN BELOW water table OCT 2 5 2023 BUILDING DIVISION SAN LUIS OBISPO