The URL can be used to link to this page

Home My WebLink AboutX2020-0536 - Calcs (2)Glen T. Davis P.E. x ocjljtQ 27336 Vista CA q i-lu M by i"'3 AYIy U Yl Capistrano Beach, CA 92624 (714) 448-3063 . Civil Engineering - Construction Management ENGINEERING CALCULATIONS FOR o/ryor" ApPNoi. N/h; Brighton �h)�iIC��N Q/ co a A" Qhq 7 61r/O �I 4yUN?y 446 Mornin Q>� Rga'fl ^ CDMoO'sn nMe^�De GNrE EXA �Rifn`�'✓T PC /N/77EE y y RqN CI S° Arnv ' ( ;•,, s Fiwv' s RBV OFN Conte ntS QBw[rHAp/ii, 1. Screen AqJ� Retr fit ' <c, �v /aN SE r /Fo.e QNc l � �{ ipYW/1�y BfFpB0/ DI, efry A PREPARED BY: Glen T. Davis, P.E. 27336 Vista Azul Capistrano Beach, CA 92624 (714) 448-3063 These calculations prepared by the engineer for this project are instruments of the project engineer's work and are the exclusive property of the engineer. Their use or publication shall be restricted for the use solely with respect to this project. The engineer shall be deemed the author of these documents and shall retain all common law, statutory and other reserved rights including copyright. The engineer's calculations shall not be used in part or in whole by the owner or others for other projects, additions to this project or for completion of this project by others except by agreement in writing and with appropriate compensation to the engineer. BUILDING DIVISION PAP - 2 2020 BY: S.E,C./PF- Project Title: Screen Wall Engineer: 'Project ID: Project Descr: Wall Retrofit DESCRIPTION: 6 foot Screen Wall 2016 CBC Table 1610.1'- Assume SC soil. Side yard - assume minimum wind load due to limited exposure Criteria Soil Data Calculations per ACI 318.14, ACI 530-11, IBC 2015, Retained Height = 1.00 ft Allow Soil Bearing.. _ 1,500.0 psf CBC 2016, ASCE 7.10 Wall height above soil = 6.00 ft Equivalent Fluid Pressure Method Slope Behind Wall 0.00:1 Heel Active Pressure = 60.0psf/ft Height of Soil over Toe 24,00 in Toe Active Pressure = 60.0 psf/ft Water height over heel _ 0.0 ft Passive Pressure _ 100.0psf/ft Vertical component of active Soil Density, Heel = 120.00 pcf Lateral soil pressure options: Soil Density, Toe = 120.00 pcf USED for Soil Pressure, Friction Coeff btwn Ftg & Soil = 0.250 USED for Sliding Resistance. Soil height to ignore USED for Overturning Resistance. for passive pressure = 12.00 in Surcharge Loads Lateral Load Applied to Stem Adjacent Footing Load Surcharge Over Heel : = 0.0 psf Lateral Load = 0.0 plf Adjacent Footing Load _ 0.0lbs :. Used To Resist Sliding &.Overturning ...Height to Top = 0.00 ft Footing Width = 0.00 ft Surcharge Over Toe = 0.0 psf ...Height to Bottom = 0.00 ft Eccentricity = 0.00 in NOT Used for Sliding & Overturning Wall to Ftg CL Dist = 0.00 ft Axial Load Applied to Stem Footing Type Line Load = Axial Dead Load 0.0 Ibs Base Above/Below Soil at Back of Wall 0.0 ft Axial Live Load = 0.0 Ibs Wind on Exposed Stem = 16.0 psf Poisson's Ratio = 0.300 Axial Load Eccentricity = 0.0 in Project Title: Screen Wall Engineer: Project ID: Project Descr: Wall Retrofit 1 Cantilevered Retalnlna Wall Fiie=0.1UsersIGLENT fbANOOCUME 11ENERCA 11WaI1' Mec$ DESCRIPTION: 6 foot Screen Wall. 2016 CBC Table 1610.1- Assume SC soil. Side yard - assume minimum wind load due to limited exposure Design Summary Stem Construction Top stem Wall Stability Ratios Design Height Above Ftg ft= Stem OK 0.00 Overturning _ 323 OK Wall Material Above 'HW = Masonry Thickness in= 8.00 Rebar Size _ # 4 Total Bearing Load = 1,086 Ibs Rebar Spacing in = 32.00 ... resultant ecc. _ 2.69in Rebar Placed at = Center Soil Pressure .@Too = 1,372Ipsf OK DesifbIFB+Dfa/Fa. = 0.454 0.000 Soil Pressure @ Heel =. 75 psf OK Total Force @.Section Ibs = 6.0 Allowable 1,500 psf Soil Pressure Less Than Allowable Moment.... Actual ft-1= 314.0 ACI Factored @ Toe = 1,647. psf Moment...., Allowable ft-I = 691.3 ACI Factored oQ Heel = 90.psf Shear..... Actual psi = 0.1 Footing Shear @ Toe = 2.1 psi OK Shear..... Allowable psi = 51.6 Footing Shear @Heel _. 0.3 psi OK Wall Weight psf= 84.0 Allowable = 75.0 psi Reber Depth 'd' in = 3.75 Sliding Calcs Slab Resists All Sliding I Lap splice if above in = 24.00 Lateral Sliding Force = 84.0 Lap splice if below in = 24.00 Hook embed into footing in = Masonry Data fm psi= 1,500 Fy c psi= Solid Grouting _ .Yes Load Factors Dead Load 1.200 Modular Ratio'n' = 21.48 Live Load 1600 Short Term Factor = 1.333 Earth, H 1600 Equiv. Solid Thick. in = 7.60 Wind, W 1.600 Masonry Block Type = 3 Seismic, E 1.330 Masonry Design Method = ASO Concrete Data fc psi= Fy psi = Footing Dimensions & Strengths Toe Width = 0.50 ft Heel Width = 1.00 Total Footing Width _ 1.50 Fooling Thickness = 18.00 in Key Width = 0.00 in Key Depth = 0.00 in Key Distance from Toe = 0.00 ft fc = 2,500psi Fy 60,000 psi Footing Concrete Density = 150.00 pcf Min. As % = 0.0018 Cover @ Top 2.00 @ Btm = 3,00 in Footing Design Results Toe Heel Factored Pressure = 1,647 90 psf Mu': Upward = 315 33 ft-lb Mu': Downward = 124 52 ft-lb Mu: Design = 191 19 ft-lb Actual 1-Way Shear = 2.11 0.27 psi Allow 1-Way Shear = 75.00 75.00 psi Toe Reinforcing = None Spedd Heel Reinforcing = None Spedd Key Reinforcing = None Spec'd Other Acceptable Sizes &. Spacings Toe: Not req'd, Mu < S' Fr Heel: Not req'd,Mu<S"Fr Key: No key defined Project Title: Screen Wall Engineer: :. Project ID: Project Descr: Wall Retrofit DESCRIPTION: 6 foot Screen Wall. 2016 CBC Table 1610.1 - Assume SC soil. Side yard - assume minimum wind load due to limited exposure Summary of Overturning & Resisting Forces &'Moments .....OVERTURNING..... .....RESISTING..... Force Distance Moment Force Distance Moment Item Ibs it ft-lb Ibs R ft-lb Heel Active Pressure = 187.5 0.83 156.3 Soil Over Heel = 40.0 1.33 53.3 Surcharge over Heel = Sloped Soil Over Heel _ Toe Active Pressure = -367.5 1.17 -428.8 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 = 9&0 5.50 528.0 Soil Over Toe _ 120.0 0.25 30.0 Surcharge. Over Toe. _ StemWeight(s) = 588.0 0.83 490.0 Earth @ Stem Transitions = Total _. -84.0 O.T.M. 255.5 Footing Weight _ 337.5 0.75 253.1 ResistingfOverturningRatio = 3.23 Key Weight _ Vertical Loads used for Soil Pressure = 1,085.5 Ibs Vert. Component - 1.50 Total = 1,085.5 Ibs R.M.' 826.5 *Axial live load NOT included in total displayed, or used for overturning resistance, but is included for soil pressure calculation. i rv� �35a / - ,SA, -low #< c( � GfSYt.SP/UF-�l ✓^� 7 r 32, / boo M5 > 1, r��e AVA-ee;�O�;) l_ 00, e Jt I AQOWanle 1en31C7n a1C1 Sheaf LO'10S Tot. I nreatlea HOa %]chars _ In 6`and 8-inch t.ightwoight, Medinsn-Weight and Normal -Weight IBG ' # I '► ( p [p-.__ , Grout -Faled OMU - Anchor Installed in Cell Opening (fop of Wall) `� C t' r i : AbaW&bieusfauand 1sWIPAMUXLMNG Loadsr.: sib 5 3 3Yz 29 12,573 ---� - 2,595 9538 1,965 (159! �' (121) VG)(89j {5t>Bj fiu9j ( (141j {42� {d5j 'v. 1 5 3 34§ ((E :i Z515 F ✓1.995 -. ' (191) i (127) Vb} :0) .d. PIZ , (8.5) � Ala mi i 12 2 - 3�k 48 8,908 1,780 _.. W.7r.. POE)) ::..eP 1}._. ..__M i (1,219) ('39.5) I V9) ABanaMe Ten s[on elyd 8hearVaiuea INCtiIDINBE Latdsr `fin 5 3 Jyq 29 8,5W 1,389 fi788 1355 jf55) ' 1 (125) C781 t89) i`.:D6) t28.9) a (3971 t {i9_fJt_-l-{1271 ^g78) Pik i 15 (69) 1_W.V'dio nu*c Wd anff vuk+ r4Cd UMAG sntlhgao INN, n ay RV ba awlvjfal W wire] trvctw. 2Nbvmdu'rtoi0w a A 14icarr v9�.INC)L IDING caard-pa:*n_ 1wd, nary bu amed 3311ilt, for wlrsl Liar+ m rdc Irnxeslak4o pavrn'tlod by cede_ 3_AYn �mrwn,•s t-;3 arxl'�1 cer neztrcrrxr. Edge ry.' 40 •. _ u Figure 2. Anchor ingUod in Cell Coming (Top of Welo i r 0 t<. m 4q w e3 ti C� ji :i �x v. t3 (ca as: oepksmfmn al tlic kn�d kt6R: x-�r. 69 Sfrnxonr e' Anchonng, :. Fastening and Restoration Systems for Concreteand Masonty SET Design Information — Masonry „�•