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Home My WebLink AboutM2020-0061 - Calcsfor orrs MZow-ntWl neo w 9ny ewe p A FREE - STANDING CANTILEVERED SEAWALL Located at: 1120 WEST BAY AVENUE NEWPORT BEACH, CA 92661 Prepared for: JIM COLLINS C/O JB COLLINS, INC. 2025 W. BALBOA BLVD., SUITE C NEWPORT BEACH, CA 92663 PMA Job #30219 October 28, 2020 BUILDING DIVISION DEC 7 MPO BY: ES. 10/28/2020 t� T M { ) ) ƒ ( § ƒ E®! \ ) { ) ) ƒ ( ƒ \ ) k � / d .9-,S z 0 w LL� Wj \Jz a �o ado a w+ i O� o —r— ------------ -------- s„IL-,9l x �W ax W� to V �a W W s x x 0 w x ~ W Q K WGo WM >W N w fA 0. a 6 a Z_ c Q O J J J Q 3 a W N F I LL O , a n ' NVa Z Z Z =20 (ZEER N O 7 UU W UWO O a c+ Z jOQW U� V O U w , 3 I i z c+ V1 i lNM /1315 3tl100i DNFdW (N) s„IL-,9l x �W ax W� to V �a W W s x x 0 w x ~ W Q K WGo WM >W N w fA 0. a 6 a Z_ c Q O J J J Q 3 a W N !z Lx x 3 -50lb/ft 1 Loads: BLC 2, SURCHARGE Envelope Only Solution PMA SK-2 PBP Cantilevered Seawall Design Oct 26, 2020 at 6:01 PM 30220 (E) Seawall DesignAcl lz Lx - /ft -100lb/ft -501b/ft 1 Loads: BLC 4, SEISMIC DUE TO SELF WT Envelope Only Solution PMA SK -4 PBP Cantilevered Seawall Design Oct 26, 2020 at 6:02 PM 30220 (E) Seawall DesignAd Company PMA Oct 26, 2020 111RISAO 100 11.33 13.83 2 M1 PM -50 -50 1 8.33 11.33 �blNu Number 3220 Checked By AN EMETSC4EKCOMPANY Model Name Cantilevered Seawall Design 1 13.83 18.83 Joint Coordinates and Temperatures Joint Boundary Conditions Member Distributed Loads (BLC I: ACTIVE) Member Label Direction tart Ma nitude Ib/ft F ks End Ma nitude Ib..Start Location ft %End Location ft % 1 M1 X -220 0 8.33 13.83 Member Distributed Loads (BLC 2: SURCHARGE) Member Label Direction Start M b/ft F ks End Ma itude Ib..Start Lo a' n ° E Location °o 1 M1 X -50 -50 8.33 13:83 Member Distributed Loads (BLC 3: SEISMIC SOILS PRESSURE) Member Label Direction Start Ma nitude Ib/ftF ks End Ma nitude Ib..Start Location ft % End Location ft % M1 X -110 n 833 �zSz Member Distributed Loads (BLC 4: SEISMIC DUE TO SELF WT) Member Label Directinn Start Mannitrldanh/ff F kefl Pnrf m.w I —e....re 017= A 1 1 M1 X -100 100 11.33 13.83 2 M1 X -50 -50 1 8.33 11.33 3 1 M1 X -50 -50 1 13.83 18.83 Basic Load Cases BLC Descrintion Cafannnl Y nro v nr. 7 n.� W.,t o.dn1 M.W1, A-1 C.,4 - Load Combinations Envelope Joint Reactions .Inint X rlhl it, y rlhi I C 7 r1K1 I r MY rL_el 1 r nnv m H1 I n°� n. al I r RISA -3131 Version 17.0.4 [PA ... \... \SEAWALL CALCS\(E) Seawall Design.r3d] Page 1 ACTIVE EPL 1 2 SURCHARGE EPL 1 3 SEISMICSOILSPRESS... EPL 1 4 SEISMIC DUETO SELF... EL 1 3 Load Combinations Envelope Joint Reactions .Inint X rlhl it, y rlhi I C 7 r1K1 I r MY rL_el 1 r nnv m H1 I n°� n. al I r RISA -3131 Version 17.0.4 [PA ... \... \SEAWALL CALCS\(E) Seawall Design.r3d] Page 1 Column: M1 Shape: CRECT8X12 Material: Conc4500NW Length: 17 ft 1 Joint: N1 J Joint: N3 Code Check: 0.795 (LC 2) Report Based On 97 Sections Concrete Stress Block: Cracked Sections Used: Cracked T Factor: Effective T: Effective T(Service): Biaxial Bending Solution: Rectangular Yes .70 358.4 inA4 512.512 inA4 Exact Integration A Ib VY Ib -1732.5 at 3.01 ft ACI 318-14 Code Check Vz Ib T k Mz k -ft -13.974 at 3.01 ft -ft My k -ft RISA -313 Version 17.0.4 [P:\ ... \... \SEAWALL CALCS\(E) Seawall Design.r3d] Page 1 Column Design does not consider any Torsional Moments ACI 318-14 Code Check Bending Check 0.795 Shear Check 0.158 (y) Gov LC 2 Location 3.01 ft Location 8.146 ft Gov LC 2 Gov Pu 0 Ib Gov Muy 0 k -ft Gov Vuy 1732.5 Ib phi*Pn Gov Muz -13.974 k -ft Gov Vuz 0 Ib Phi eff. .9 phi*Mny phi*Vny 10946.122 Ib phi*Mnz 17.584 k -ft phi*Vnz 15521.342 Ib Tension Bar Fy 60 ksi Concrete Weight .145 k/ftA3 Shear Bar Fy 40 ksi X 1 Sway yy No F'c 4.5 ksi E Concrete 3644 ksi Sway zz No Flex. Rebar Set ASTM A616 Shear Rebar Set ASTM A615 Thres. Torsion .966k-ft(LC:2) Flex. Bars 2 #6 Shear Bars #4 @12in Column Interaction Diagram RISA -313 Version 17.0.4 [P:\ ... \... \SEAWALL CALCS\(E) Seawall Design.r3d] Page 1 Span Information Span Span Length (ft) 1 0-3 2 3-17 Column Steel Span Main Bars 1 2 #6 2 2 #6 I -Face Dist. (in) J -Face Dist. (in) 0 0 0 0 UC Max Gov LC Loc (ft) 0.795 2 3.01 ft 0.795 2 3.01 ft Axial Span Results Span Phi_eff Pn (lb) 1 .9 2 .9 Bending Span Results Span ecc. y (ft) ecc. z (ft) 1 0 0 2 0 0 Rebar Detailing Pu (lb) Muy (k -ft) 0 0 0 0 Po (lb) Rho Gross As Prvd (inA2) 416834.71 .0092 .884 416834.71 .0092 .884 NA y -y (ft) NA z -z (ft) Mny (k -ft) Mnz (k -ft) .217 19.538 .217 19.538 Region(ft) Shear Steel Span 17 - 2 14 #4 @12in 3 - Flexural Layout 12 Muz (k -ft) -13.974 -13.974 Mnoy (k -ft) Mnoz (k -ft) Total No. of Bars - Top: 17 ft 2#6 Bottom 001 Total No. of Bars - Middle: 10 It 2#6 Bottom Total No. of Bars - Bottom : 3 ft 2#6 Bottom RISA -3D Version 17.0.4 [P:\ ... \... \SEAWALL CALCS\(E) Seawall Design.r3d] Page 2 Region(ft) Shear Steel Flexural Layout 12 Span 3- } — } 1 I� Total No. of Bars - Top: 3 ft 00 Imo' 3 #4 @12in T i 2#6 Bottom I • • 0-' Total No. of Bars - Middle: 1.5 ft 2#6 Bottom Total No. of Bars - Bottom : 0 ft 2#6 Bottom i • • I i I RISA -313 Version 17.0.4 [P:\ ... \... \SEAWALL CALCS\(E) Seawall Design.r3d] Page 3 PMA Consulting, Inc. 28161 Casitas Ct. Laguna Niguel. CA 92667 Ph.: 714-717-7542 email: consulting@pma-bg.com Embedded in Soil DESCRIPTION: New 8" thick Seawall Panel Code References Calculations per IBC 2018 1807.3, CBC 2019, ASCE 7-16 Load Combinations Used: ASCE 7-16 General Information Pole Footing Shape Rectangular Pole Footing Width ............. 11.0 in Calculate Min. Depth for Allowable Pressures No Lateral Restraint at Ground Surface Allow Passive .................. 160.0 pcf Max Passive ................... 1,500.0 Pat Controlling Values Governing Load Combination: +0,750L+0.5250E+H Lateral Load 1.494 k Moment 3,487 k -ft NO Ground Surface Restraint Pressures at 1/3 Depth Actual 434.666 Psf Allowable 435.394 psf Footing Base Area 0.8403 fM2 Maximum Soil Pressure 0.0 ksf Applied Loads Project Title: 1120 West Bay Avenue Seawall Engineer: PBP Project ID: #30220 Project Descr: Cantilevered Concrete Seawall Printed: 26 OCT 2020, 6:13PM istributed LoadQD Point Load Distributed Load Soil Surface No lateral restraint C? Lateral Concentrated Load (k) TOP of Load above ground surface Lateral Distributed Loads (kit) Vertical Load (k) D: Dead Load k k/ft k Lr: Roof Live k klft k L : Live k 0.050 loft k S: Snow k k/ft k W: Wind k klft k E: Earthquake 0.40 k 0.050 Wit k H : Lateral Earth 0.90 k klft k Load distance above TOP of Load above ground surface ground surface 1.670 it 5.50 8.50 ft BOTTOM of Load above ground surface 3.0 ft Load Combination Results rgW Y. H Only 0.900 1.503 6.38 334.5 335.1 1.000 +L+H 1.325 3.309 7.88 415.0 415.9 1.000 +0.750L+H 1.219 2.858 7.50 397.3 397.7 1.000 +0.60H 0.540 0.902 5.13 266.6 266.8 1.000 +0.70E+0.60H 0.908 1.741 6.50 340.6 341.3 1.000 +0.750L+0.5250E+H 1.494 3.487 8.25 434.7 435.4 1.000 +0.70E+H 1.268 2.342 7.50 394.1 395.0 1.000