Loading...
HomeMy WebLinkAboutPA2021-055_20210506_Seawall Calcs_4-16-211STRUCTURAL CALCULATIONS for REINFORCING THE EXISTING SEAWALL Located at: 1 COLLINS ISLAND NEWPORT BEACH, CA 92662 ********** Prepared for: DIVIDED SKY SMKJ LLC 4639 S. LINDHORST A VENUE DALLS, TX 75229 PMA Job #37720 April 16, 2021 4/16/2021 PA2021-055 2X <( ::E 0 I in MAX J:-~l GUAR_DRAIL _ += --- ELEV=+15.47'± NAVD88 I T.O. FUTURE STEM WALL I --EB ELEV-=+13.76'NAVD8El --r-i 1 ' FUTURE CONC STEM WALL (N) FRAMELESS I : ;;; 1 1 IF DEEMED NECESSARY GLASS GUARDRAIL 1 :,; TO ACCOMMODATE SEA T.O. WALL I ! \n I LEVEL RISE ELEV=+ 10.70'NAVD88 LOWESIJE:) F.S. ELEV-;,+8.47'~ NAVD88 , >--+~---(N) CONC STEM WALL AREA DRAIN WHERE OCCURS, BY OllHERS ,,/'-;-L\(N) BLDG WALL & I I g~~R~Lc~D~i : I SEP ARA TE PERMIT F.S. ON PEDESTAL I I SYSTEM ELEV. I I -HI~ 9 8 VARY, SEE CIVIL I d_ ______ T.O.S. = +g.oo' NAVDBB ___________ 1 I ~1 ~1 · -U) 0 i--= ~ z Ng .:H 0 I 0 CENTER LINE OF CONN TYP (E) CONC PANELS TO REMAIN & BE PROTECTED ______ _,, f I.· . t 1 •. I•. 1: •. 1: I I .• : I lc,m~ ~e.rn~" SHOP GROUTED FULL LENGllH WlllH llHE FOLLOWING GROUT MIX: 1 BAG (94 LBS.) TYPE Ill PORTLAND CEMENT 4.5-5 GAL WATER 0. 75 LBS. INTRUSION AID LS jll--------INSTALL (N) FILTER CLOllH (E) DREDGE LINE/MUDLINE I.· i·" l ~1lllilf :;; 'i L .ll-1,I ·; .. :1u ~1 · Cl~ ~ z TYPICAL SECTION ~ :-~ ~--,.,.:. I·.•·. I._;' -~~ I · .. 1311=' "·' ,·llll¥,I' I .. Inf ~i.jl AT PANEL JOINTS PER NOTES ON SHEET SW-0 OR SEAL PANEL JOINTS AT BA YWARD FACE OF PANELS TO AVOID SOIL MIGRATION ;H o:J /.,:_-, j & DEADMAN, WHERE OCCUR, TO REMAIN TYP 21'-o"± (~---~-.1~·---------------'>- I FOR (N) CONT I I CONC DEAMAN L _J TYP SEE/E3'\ ----(N) TIE-BACK/ (=) llE-ROD PER PLAN TYP FOR TYP COUPLER, WHERE REQD, SEE® NOTE : -H 0 I ;,, IN CASE OF PROPOSED BUILDING FOOllNGS INTERFERE WlllH llHE llE-BACKS, DEEPEN FOOllNGS PER STRUCTURAL ENGINEER OF llHE BUILDING REQUIREMENTS AND PROVIDE SCHEDULE 40 PVC SLEEVES FOR MINIMUM 2" CLEAR DISTANCE AROUND llE-BACKS. N.T.S. M PA2021-055 3T.O. FUTURE STEM WALL ELEV =+ 13. 70' NAVD88 -H M I 7 FUTURE CONC STEM WALL I V IF DEEMED NECESSARY TO I I ACCOMMODATE SEA LEVEL I I RISE I ~(N)F.S. T.O. {N_}____y/.A_l,L =+10-ZQ'_t:JAVD8~--_I L-L---. SI ~~II'""' ______ _ -'k---'k----------------------=+10.88' MLLW -r---, I~ . ~IW,lfilJUF jl jl io I ;;; jl ;,. I ;,. _-H 0 I 0 -H 0 _, '" (N) CAST-IN-PLACE CONC '.\' STEM/RETAINING WALL "' T.O. {El_C;OPING =+8.28' NAVD88 __ =•~--=+8.46' MLLW -H e HIGHEST TIDE (ESTIMATED) o =+ 7.50' M.L.LW. ~ DESIGN WATER LEVEL ELEV ON WATIER SIDE=+0.00' M.L.LW. (E) CONC COPING ----; (E) DREDGE LINE (N) DYWIDAG THREADBAR PER PLAN TYP 353.3 PLF=8.83' x 40 PCF 0 ' io 533.3 PLF=353.3+2' x 90 PCF, 0 I "' l I , I :i \ ;... I PASSIVE EARTI-1 PRESSURE PASSIVE EARTH PRESSURE I M STATIC ACTIVE EARTH PRESSURE 20 PLF 315 PLF= 14.33' X 22 DESIGN WA TIER LEVEL ELEV ON LAND SIDE=+2.00' M.L.LW. SURCHARGE SEISMIC EARTH PRESSURE /// :Ji \ \ 2000.0 GROSS PASSIVE=10' x 200 908-1 ACTIVE/ \ 908.1 PLF=533.3+13.58' x 27.6 PCF SEAWALL LOADING N.T.S. io I ;,. PA2021-055 4Loads: BLC 1, Active Earth Pressure Envelope Only Solution PMA PBP 37720 N4 0 lb/ft -N3 ----353.S lb/ft -,a H -533.3 lblft IE----N2 -908 .1 lb/ft I N1 Seawall design SK-2 Mar 20, 2021 SEAWALL DESIGN.r3d PA2021-055 5y Jix N4 ! ' -310 lb/ft --..-~ 0 lb/ft -°N2 I N1 Loads: BLC 2, Seismic Earth Pressure Envelope Only Solution PMA Seawall design SK-3 PBP Mar 20, 2021 37720 SEAWALL DESIGN.r3d PA2021-055 6y zb_x N4 Tll.j ..... ~ :::: -20 lb/ft :::: -N2 I N1 Loads: BLC 3, Surcharge Envelope Only Solution PMA Seawall design SK-4 PBP Mar 20, 2021 37720 SEAWALL DESIGN.r3d PA2021-055 7Loads: BLC 4, Passive Earth Pressure Envelope Only Solution PMA PBP 37720 N4 -N3 0 lb/ft -N2 Seawall design SK-5 Mar 20, 2021 SEAWALL DESIGN.r3d PA2021-055 8y ZCLX IN4 -100 lb/ft N3 .... ~ -N2 I N1 Loads: BLC 5, Seismic Due to WT of Stem Envelope Only Solution PMA Seawall design SK-6 PBP Mar 20, 2021 37720 SEAWALL DESIGN.r3d PA2021-055 9IIIRISA A NEMETSCHEK COMPANY Company : PMA Designer : PBP Job Number : 37720 Model Name : Seawall design Node Coordinates Label X fftl Y fftl z fftl 1 N1 0 0 0 2 N2 0 3.33 0 3 N3 0 21 0 4 N4 0 27.5 0 Node Boundary Conditions Node Label X [k/in] Y [k/in] 1 N1 Reaction 2 N2 Reaction 3 N3 Reaction Hot Rolled Steel Properties Label E fksil G fksil Nu Therm. Coeff. [1 e5°F-1l Density fk/ft3l Yield fksil 1 A992 29000 11154 0.3 0.65 0.49 50 2 A36 Gr.36 29000 11154 0.3 0.65 0.49 36 3 A572 Gr.50 29000 11154 0.3 0.65 0.49 50 4 A500 Gr.B RND 29000 11154 0.3 0.65 0.527 42 5 A500 Gr.B Rect 29000 11154 0.3 0.65 0.527 46 6 A53 Gr.B 29000 11154 0.3 0.65 0.49 35 7 A1085 29000 11154 0.3 0.65 0.49 50 Cold Formed Steel Properties E ksi G ksi Nu Therm. Coeff. 1 e5°F-1 Densit k/ft3 29500 11346 0.3 0.65 0.49 29500 11346 0.3 0.65 0.49 Wood Properties 3/20/2021 12:22:23 PM Checked By: ___ _ Detach From Diaphraqm Z [k/in] Reaction Reaction Ry Fu fksil Rt 1.1 65 1.1 1.5 58 1.2 1.1 65 1.1 1.4 58 1.3 1.4 58 1.3 1.6 60 1.2 1.4 65 1.3 Yield ksi Fu ksi 33 45 50 65 Label . Type Database Species Grade Cm Emod Nu Therm. Coeff. [1 e5°F-1 Density fk/ft3 1 DF Solid Sawn Visually Graded Douqlas Fir-Larch No.1 1 0.3 0.3 0.035 2 SP Solid Sawn Visually Graded Southern Pine No.1 1 0.3 0.3 0.035 3 HF Solid Sawn Visually Graded Hem-Fir No.1 1 0.3 0.3 0.035 4 SPF Solid Sawn Visually Graded Spruce-Pine-fir No.1 1 0.3 0.3 0.035 5 24F-1.8E DF Balanced Glulam NDSTable5A 24F-1.8E DF BAL na 1 0.3 0.3 0.035 6 24F-1.8E DF Unbalanced Glulam NDS Table 5A 24F-1.8E DF UNBAL na 1 0.3 0.3 0.035 7 24F-1.8E SP Balanced Glulam NOS Table 5A 24F-1.8E SP BAL na 1 0.3 0.3 0.035 8 24F-1.8E SP Unbalanced Glulam NOS Table 5A 24F-1.8E SP UNBAL na 1 0.3 0.3 0.035 Concrete Properties Label E fksil G fksil Nu Therm. Coeff. [1e5°F-1 Density [k/ft3 fc [ksi] Lambda Flex Steel fksi Shear Steel fksi 1 Conc3000NW 3156 1372 0.15 0.6 0.145 3 1 60 60 2 Conc3500NW 3409 1482 0.15 0.6 0.145 3.5 1 60 60 3 Conc4000NW 3644 1584 0.15 0.6 0.145 4 1 60 60 4 Conc3000LW 2085 907 0.15 0.6 0.11 3 0.75 60 60 5 Conc3500LW 2252 979 0.15 0.6 0.11 3.5 0.75 60 60 6 Conc4000LW 2408 1047 0.15 0.6 0.11 4 0.75 60 60 Masonry Properties Label E fksil G fksil Nu Therm. Coeff. [1 e5°F-1l Self Weiqht fk/ft3l fm fksil Flex Steel fksi Shear Steel fksi 1 Concrete Matl 1350 540 0.25 0.6 Custom 1.5 60 60 2 Clay Matl 1050 420 0.25 0.6 Custom 1.5 60 60 3 Gen Masonry 1050 420 0.25 0.6 0.08 1.5 60 60 RISA-3D Version 19 [ SEAWALL DESIGN.r3d] Page 1 PA2021-055 10Company : PMA Designer : PBP Job Number : 37720 3/20/2021 12:22:23 PM Checked By: ___ _ IIIRISA A NEMETSCHEK COMPANY Model Name : Seawall design Aluminum Properties Label E [ksi] G [ksi] Nu Therm. Coeff. [1 e5°F-1 Density fk/ft3 Table B.4 kt Ftu fksi Fty [ksi Fey [ksi Fsu [ksi Ct 1 3003-H14 10100 3787.5 0.33 1.3 0.173 Table B.4-1 1 19 16 13 12 141 2 6061-T6 10100 3787.5 0.33 1.3 0.173 Table B.4-2 1 38 35 35 24 141 3 6063-T5 10100 3787.5 0.33 1.3 0.173 Table B.4-2 1 22 16 16 13 141 4 6063-T6 10100 3787.5 0.33 1.3 0.173 Table B.4-2 1 30 25 25 19 141 5 5052-H34 10200 3787.5 0.33 1.3 0.173 Table B.4-1 1 34 26 24 20 141 6 6061-T6 W 10100 3787.5 0.33 1.3 0.173 Table B.4-1 1 24 15 15 15 141 Stainless Steel Properties Label E [ksil G [ksil Nu Therm. Coeff. [1 e5°F-1 Density [k/ft31 n Yield [ksi] Fu [ksi] 1 A276 S316 28000 10780 0.3 0.93 0.5 5.6 30 75 2 A276 S321 29000 11165 0.3 0.73 0.48 5.6 65 94 3 A276 S304 28000 10780 0.3 0.93 0.49 5.6 30 75 General Materials Properties Label E [ksil G fksil Nu Therm. Coeff. f1e5°F-1l Density [k/ft31 Plate Methodoloqy 1 qen Conc3NW 3155 1372 0.15 0.6 0.145 Isotropic 2 qen Conc4NW 3644 1584 0.15 0.6 0.145 Isotropic 3 aen Conc3LW 2085 906 0.15 0.6 0.11 lsotrooic 4 aen Conc4LW 2408 1047 0.15 0.6 0.11 lsotrooic 5 qen Alum 10100 4077 0.3 1.29 0.173 lsotrooic 6 qen Steel 29000 11154 0.3 0.65 0.49 Isotropic 7 qen Plywood 1800 38 0 0.3 0.035 Isotropic 8 RIGID 1e+06 0.3 0 0 Isotropic Custom Wood Properties L b I a e Fb Ft F V F C E E05 T ype 1 LVL PRL 1.5E 2250F 2.25 1.5 0.22 1.95 1500 1005 SCL 2 LVL PRL 2.0E 2900F 2.9 1.9 0.285 2.75 2000 1340 SCL 3 LVL Microllam 1.9E 2600F 2.6 1.555 0.285 2.51 1900 1273 SGL 4 PSL Parallam 2.0E 2900F 2.9 2.025 0.29 2.9 2000 1340 SCL 5 PSL Parallam 1.8E 2.4 1.755 0.18 2.5 1800 1206 SCL 6 LSL TimberStrand 1.55E 2325F 2.325 1.07 0.31 2.05 1550 1038.5 SCL 7 LSL TimberStrand 1.3E 1700F 1.7 1.075 0.4 1.4 1300 871 SCL Hot Rolled Steel Section Sets Label Shae Material Desi Area in2 lzz in4 J in4 HR1A W10X33 A992 T ical 9.71 171 0.583 Cold Formed Steel Section Sets Label Material Desi Area in2 lzz in4 J in4 1 CF1A A653 SS Gr33 T ical 0.581 4.41 0.00063 Wood Section Sets Label Material Desi Area in J in4 WOOD1A OF T ical 8.25 5.125 Concrete Section Sets Label Material J in4 1 CONC1A Conc3000NW 1187.84 Aluminum Section Sets Label Material Area in2 J in4 AL1A 3003-H14 ical 1.39 0.019 RISA-3D Version 19 [ SEAWALL DESIGN.r3d] Page2 PA2021-055 11IIIRISA Company : PMA Designer : PBP Job Number : 37720 Model Name : Seawall design 3/20/2021 12:22:23 PM Checked By : ___ _ A NEMETSCHEK COMPANY Stainless Steel Section Sets Label Desi n List Material Desi n Rule Area in lzz in4 J in4 1 SS1A None 171 0.583 General Section Sets Label Material Area in lzz in4 J in4 1 GEN1A en Conc3NW 16 21.333 31.573 2 RIGID RIGID 1e+06 1e+06 1e+06 Member Primary Data Label I Node J Node Desi n List Material 1 M1 N1 N4 CONC1A None Conc3000NW Member Advanced Data Label Seismic DR 11 I M1 Physical Yes None Concrete Beam Design Parameters Label Shae M1 CONC1A Design Size and Code Check Parameters Label Max Shear Chk 111 Typical Max Axial/Bending Chk Concrete Rebar Parameters e Rebar ?Min Flex BarMax Flex BarShear Ba Bottom BarsAdd'I Side BarsShear Bar S acin timize #6 #10 #4 2 1 12 Deflection Design Label LC Ratio LC Ratio LC Ratio Typical 240 2 360 None N/A Wall Panel U.C. Parameters Label 111 Max Bending Chk Max Shear Chk Typical Masonry Waif Panel Parameters Block Norn Width Block Groutin Reinforced Wall Area Method 10" Partial! Grouted Yes NCMA Masonry Waif Panel In-Plane Parameters Label Vert Bar SizeBars Per Cell Min Bound Zone Width in Max Bound Zone Width in Horz Bar Size1 .5x Shear Inc Transfer Load T ical #5 1 8 40 #5 Yes Masonry Waif Panel Out-of-Plane Parameters Bar Size Bar S ace Min Bar S ace Max Bar Placement Cover in Cement T e Transfer Load #5 8" 72" Center Min Portland, Lime/Mortar Masonry Waif Panel Lintel Parameters RISA-3D Version 19 [ SEAWALL DESIGN.r3d] Page 3 PA2021-055 12IIIRISA Company : PMA Designer : PBP Job Number : 37720 Model Name : Seawall design 3/20/2021 12:22:23 PM Checked By: ___ _ A NEMETSCHEK COMPANY Wood Wall Panel Parameters Sill Plate Studs Min Stud S ace in Max Stud S ace in Green Lumber? Header Size Header Matl 2X6 2X6 16 16 6x8 Same as Wall Additional Wood Wall Panel Parameters HD Chords HD Chord Mall Hold Down Chord Stra 2-2X6 Same as Wall SIMPSON HoldDowns SIMPSON Chord S Concrete Wall Panel Rebar Parameters Label Vert Bar Size Max Vert Bar S ace in Min Vert Bar S ace Horz Bar Size Max Horz Bar S ace Min Horz Bar S ace rou Wall 1 ypical #6 18 4 #4 18 4 Concrete Wall Panel Cover Parameters Outer Bars Location Int Cover -z in Ext Cover +z in Ed e Cover in Transfer In Transfer Out Vertical Each Face 1 1 2 Frame I HR Column Seismic Design Rule Label Frame Ductility Overstrenath Read 1 OCBF Minimal Yes 2 SCBF Hiqh Yes 3 OMF Minimal Yes 4 IMF Moderate Yes 5 SMF-RBS Hiah Yes 6 SMF-Kaiser Hiah Yes HR Beam Seismic Design Rule Label Connection Overstrenqth Read Z Factor Hinae Location finl 1 OCBF Other/None 2 SCBF Other/None Yes 3 OMr BUEEP 12 4 IMF BFP 12 5 SMF-RBS RBS 0.685 14.625 6 SMF-Kaiser KBB-B 12 HR Brace Seismic Design Rule L b I a e 0 vers renq· eq th R d KL/ r 1 OCBF 2 SCBF Yes 3 OMr 4 IMF 5 SMF-RBS 6 SMF-Kaiser Connection Design Rules Label Conn Tvoe Tvoe Beam Conn Col/Girder Conn Eccentricity 1 Col/Bm Clip Ano le Shear Column/Beam Clio Double Anale Shear Welded Bolted 1.5 2 Col/Bm Shear Tab Shear Column/Beam Shear Tab Shear Bolted N/A 3 3 Girder/Bm Clip Anqle Shear Girder/Beam Clip Sinqle Anqle Shear Welded Bolted N/A 4 Girder/Bm Shear Tab Shear Girder/Beam Shear Tab Shear Bolted N/A N/A 5 Flanae Plate Moment Moment Column/Beam Flange Plate Moment Bolted N/A N/A 6 End-Plate Moment Moment Column/Beam Extended End-Plate Moment N/A N/A N/A 7 Col Shear Splice Shear Column Shear Tab Solice N/A Bolted N/A 8 Col Moment Splice Moment Column Moment Plate Solice N/A N/A N/A 9 Diaqonal Brace Brace Diaqonal Vertical Brace N/A N/A N/A 10 Chevron Brace Brace Chevron Vertical Brace N/A N/A N/A 11 Knee Brace Brace Knee Brace N/A N/A N/A 12 Base Plate Baseolate Single Column Baseplate N/A N/A N/A RISA-3D Version 19 [ SEAWALL DESIGN.r3d] Page4 PA2021-055 13IIIRISA A NEMETSCHEK COMPANY Company : PMA Designer : PBP Job Number : 37720 Model Name : Seawall design Member Distributed Loads (BLC 1 : Active Earth Pressure) 3/20/2021 12:22:23 PM Checked By : ___ _ Member Label Direction Start Maqnitude [lb/ft, F, ksf, k-ft/ftl End Maqnitude fib/ft, F, ksf, k-ft/ftl Start Location r(ft, %)1 End Location r(ft, %)1 1 M1 X -908.1 -533.3 0 13.58 2 M1 X -533.3 -353.3 13.58 15.58 3 M1 X -353.5 0 15.58 24.5 Member Distributed Loads (BLC 2 : Seismic Earth Pressure) Member Label Direction Start Ma nitude lb/ft, F, ksf, k-ft/ft End Ma nitude lb/ft, F, ksf, k-ft/ft Start Location ft,% End Location ft,% 1 M1 X 0 -310 10 24.5 Member Distributed Loads (BLC 3 : Surcharfl.e) Member Label Direction Start Ma nitude lb/ft, F, ksf, k-ft/ft nitude lb/ft, F, ksf, k-ft/ft Start Location ft,% End Location ft,% 1 M1 X -20 -20 10 24.5 Member Distributed Loads (BLC 4 : Passive Earth Pressure) Member Label Direction Start Ma nitude lb/ft, F, ksf, k-ft/ft End Ma nitude lb/ft, F, ksf, k-ft/ft Start Location End Location 1 M1 X 2000 0 0 10 Member Label Direction Start Ma nitude lb/ft, F, ksf, k-ft/ft nitude lb/ft, F, ksf, k-ft/ft Start Location End Location ft, % 1 M1 X -100 -100 21 27.5 Basic Load Cases BLCD ·r escno1on C t a eaorv D' t 'b t d 1s n u e 1 Active Earth Pressure EPL 3 2 Seismic Earth Pressure EL 1 3 Surcharqe OL1 1 4 Passive Earth Pressure EPL 1 5 Seismic Due to WT of Stem EL 1 Load Combinations Solve BLC Factor BLC Factor BLC Factor BLC Factor 1 Active+ S Yes 1 1 3 1 2 Active+ Seismic + e 1 1 2 0.7 3 5 0.7 Load Combination Desi!l,n Descri Service Hot Rolled Cold Formed Wood Concrete Mason Aluminum Stainless Connection 1 Active+ S Yes Yes Yes Yes Yes Yes Yes Yes 2 Active+ Seismic + Yes Yes Yes Yes Yes Yes Yes Yes Enveloe,e Node Reactions Node Label Xrlbl LC Yrlbl LC Z [lb] LC MX rk-ftl LC MY rk-ftl LC MZ rk-ftl LC 1 N1 max 0 1 0 1 0 1 0 1 0 1 0 1 2 min 0 1 0 1 0 1 0 1 0 1 0 1 3 N2 max 8802.016 1 0 1 0 1 0 1 0 1 0 1 4 min 8802.016 1 0 1 0 1 0 1 0 1 0 1 5 N3 max 3738.3 1 0 1 0 1 0 1 0 1 0 1 6 min 3738.3 1 0 1 0 1 0 1 0 1 0 1 7 Totals: max 12540.316 1 0 1 0 1 8 min 12540.316 1 0 1 0 1 Enveloe_e Node Dise_lacements Node Label X[in] LC Yfin] LC Z fin] LC X Rotation fradl LC Y Rotation [rad] LC Z Rotation [rad] LC 1 N1 max 0.435 1 0 1 0 1 0 1 0 1 1.074e-2 1 2 min 0.435 1 0 1 0 1 0 1 0 1 1.074e-2 1 3 N2 max 0 1 0 1 0 1 0 1 0 1 1.135e-2 1 RISA-3D Version 19 [ SEAWALL DESIGN.r3d] Page 5 PA2021-055 14IIIRISA Company : PMA Designer : PBP Job Number : 37720 Model Name : Seawall design 3/20/2021 12:22:23 PM Checked By : ___ _ A NEMETSCHEK COMPANY Envelope Node Displacements (Continued) Node Label Xfinl LC Yfinl LC Z finl LC X Rotation fradl LC Y Rotation fradl LC z Rotation f radl LC 4 min 0 1 0 1 0 1 0 1 0 1 1.135e-2 1 5 N3 max 0 1 0 1 0 1 0 1 0 1 -1.164e-2 1 6 min 0 1 0 1 0 1 0 1 0 1 -1.164e-2 1 7 N4 max 0.905 1 0 1 0 1 0 1 0 1 -1.16e-2 1 8 min 0.905 1 0 1 0 1 0 1 0 1 -1.16e-2 1 Envelope Member Section Forces Member Sec Axialflb LC y Shearflb LC z Shearflb LC Torauefk-fll LC v-v Momentfk-ftl LC z-z Momentfk-ftl LC 1 M1 1 max 0 1 0 1 0 1 0 1 0 1 0 1 2 min 0 1 0 1 0 1 0 1 0 1 0 1 3 5 max 0 1 0 1 0 1 0 1 0 1 0 1 4 min 0 1 0 1 0 1 0 1 0 1 0 1 Envelope Maximum Member Section Forces 0 0 1 -4.364 3.151 1 Envelope Member End Reactions MemberMember End Axialflb LC y Shearflb LC z Shearflb LC Torquefk-ft LC v-v Momentfk-ft LC z-z Momentfk-ft LC 1 M1 I max 0 1 0 1 0 1 0 1 0 1 0 1 2 min 0 1 0 1 0 1 0 1 0 1 0 . 1 3 J max 0 1 0 1 0 1 0 1 0 1 0 1 4 min 0 1 0 1 0 1 0 1 0 1 0 1 Envelope Member Torsion Stresses MemberSec Torquefk-ft LCTorsion Shearfksi LCv-v Warp Shearfksi z-z Warp Shearfksi z-Top Warp Bendfksi z-Bot Warp Bendfksi 1 M1 1 ma) 0 1 0 1 NC NC NC NC 2 min 0 1 0 1 NC NC NC NC 3 5 ma) 0 1 0 1 NC NC NC NC 4 min 0 1 0 1 NC NC NC NC Envelope Member Section Stresses Member Sec Axialfksil LC v Shearfksil LC z Shearfksil LC v-Topfksil LC v-Botfksil LC z-Topfksil LC z-Botfksil LC 1 M1 1 max 0 1 0 1 0 1 0 1 0 1 0 1 0 1 2 min 0 1 0 1 0 1 0 1 0 1 0 1 0 1 3 5 max 0 1 0 1 0 1 0 1 0 1 0 1 0 1 4 min 0 1 0 1 0 1 0 1 0 1 0 1 0 1 Envelope Member Section Deflections -Strength Member Sec x finl LC V finl LC z finl LC X Rotate r radl LC ( n) Uv' Ratio LC (n) Uz' Ratio LC 1 M1 1 max 0 1 -0.435 1 0 1 0 1 NC 1 NC 1 2 min 0 1 -0.435 1 0 1 0 1 NC 1 NC 1 3 5 max 0 1 -0.905 1 0 1 0 1 701.521 1 NC 1 4 min 0 1 -0.905 1 0 1 0 1 701.521 1 NC 1 Envelope Beam Deflections Member Label S an Location ft ' in n L'/ 'Ratio LC M1 max 2.292 0.001 NC 2 min 27.5 -4.013 164 RISA-3D Version 19 [ SEAWALL DESIGN.r3d] Page6 PA2021-055 15IIIRISA A NEMETSCHEK COMPANY Company : PMA Designer : PBP Job Number : 37720 Model Name : Seawall design Envelope Node Reactions Node Label Xflbl LC Yflbl LC Zflbl LC 1 N1 max 0 2 0 2 0 2 2 min 0 2 0 2 0 2 3 N2 max 8837.043 2 0 2 0 2 4 min 8837.043 2 0 2 0 2 5 N3 max 5731.523 2 0 2 0 2 6 min 5731.523 2 0 2 0 2 7 Totals: max 14568.566 2 0 2 0 2 8 min 14568.566 2 0 2 0 2 RISA-3D Version 19 [ SEAWALL DESIGN.r3d] MX fk-ftl LC MY fk-ftl 0 2 0 0 2 0 0 2 0 0 2 0 0 2 0 0 2 0 3/20/2021 12:23:50 PM Checked By : ___ _ LC MZ fk-ftl LC 2 0 2 2 0 2 2 0 2 2 0 2 2 0 2 2 0 2 Page 1 PA2021-055 16PMA Consulting, Inc. Project: Reinforce the (E) seawall Job: 37720 CONSULTING STRUCTURAL ENGINEERS Address: 1 Collins Island Sheet: t--------t 28161 CASITAS CT. P (714) 717 -7542 Newport Beach, CA 92662 Design: PBP LAGUNA NIGUEL, CA 92677 Seawall With Dywidag Anchors Date: 04/16/21 I STATIC LOADING ONLY-F.S.=1.5 A) Soils data: (Lp)max = 24 ft Report? I Y l(Y or N) .__ __ __. Report by: Report no: Dated: (fa)= (fsa)= (Fp) = (Fp) = B) Wall data: Existing ?I (Lp)min = (Lp)typ = (Lp)max = 40 22 300 200 pcf -Static Active Soils Pressure ' pcf -Seismic Active Soils Pressure pcf -Passive Soils Pressure <« F.S. of 1.5 included pcf -Passive Soils Pressure Submerged <<< F.S. of 1.5 included Y I (Y or N) 18 ft (minimum length of segment of Bulkhead/Seawall tributary to a deadman) 21 ft (typical length of segment of Bulkhead/Seawall tributary to a deadman) 24 ft (max length of segment of Bulkhead/Seawall tributary to a deadman) PA2021-055 17PMA Consulting, Inc. Project: Reinforce the (E) seawall Job: 37720 CONSULTING STRUCTURAL ENGINEERS Address: 1 Collins Island Sheet: I 1------'-----1 28161 CASITAS CT. P (714) 717 -754 Newport Beach, CA 92662 Design: PBP 1-----..;...------------t-_;;_-----t LAGUNA NIGUEL, CA 92677 Seawall With Dywidag Anchors Date: 04/16/21 F) STATIC LOADING ONLY-F.S.=1.5 >>>> Existing coping (Y or N) ? = y Design of Coping W/ Tiebacks spaced (@ L= 12 ft fc = 4 ksi Fy = 60 ksi (Lp)max = 24 ft w= 3750 plf WU = 1.6 * w plf = 6000 plf (Mu)max = WU* L "2 / 10 = 86.4 ft-kips .~L l_.,,,--#3 Closed Ties ,.,v -".·./· b= 24 in (coping depth) tc = 20 in (coping thickness) b # 6 (coping horiz reinf) • ,r.,• ~ : ~· . ~ v---Reinf at each " . -/ face cont ,-..•~ ""• ~·(:14 r---Coping ;111...... ~ N= 4 (quantity of coping reinf. at each face) ., J' ~;I -~ ~. --_~r:~i-:--, ~ (As)prov= N * 1T(db)"2 / 4 = 1. 77 in"2 o.k. d = tc -3 -0.375 -db I 2 dmin = 16.25 in pmin = 200/Fy (As)min = pmin * b * d = 1.30 in"2 {31= 0.85 pb = 0.85 * {31 * ( fc/Fy) * ( 87/( Fy + 87 )) = 0.0285 pmax = 3/4 * pb (As)max = pmax *b * d = 8.34 in"2 F= 0.528 Ku= Mu/F = 164 ksi au= 4.38 .. As= Mu/ au* d .. = 1.22 o.k. Existing coping W/ 4-# 6 Check shear 4' = 0.85 Ru= (5/8)wu*L= 45000 lbs Vu= Ru -(d/12) *WU= 36875 cI>Vc = 41932 lbs »> Vu> 1/2 * ·· Provide shear reinforcement. lbs cI>Vc ~I I -·· _· ~ • j s·· I_ ne-bock rod ~.r--. I bJ-~ . ,c.... 1----Cone Woll Pont • . h kl Coping -Section (SW-5) Horiz. reinf.-ea. face is o.k. o.k. PA2021-055 18PMA Consulting, Inc. Project: Reinforce the (E) seawall Job: 37720 CONSULTING STRUCTURAL ENGINEERS Address: 1 Collins Island Sheet: 1------'-----I 28161 CASITAS CT. P (714) 717-7542 Newport Beach, CA 92662 Design: PBP 1-------------------+-_;:_-----i LAGUNA NIGUEL, CA 92677 Seawall With Dywidag Anchors Date: 04/16/21 STATIC LOADING ONLY-F.S.=1.5 G)..-__ P_r_o_v_id_e_T_ie_-_B_a_c_k_W_/_S_p_a_c_in_g~, __ L_= __ 1_2_.o __ ft ___ _ R = 5/4 * w * L 56250 lbs ex= 5 degree T = R/Coscx = 56.5 kips Tu= 1.6 * T = 90.3 kips Try: 1 "cp DYWIDAG threaded rods Fu= 150 ksi Fy = 0.8 *Fu= 120 ksi ¢ = 0.9 (per section 1909.3.2.2) & cI>Tn = cp * ( Fy * As ) = 84.8 kips <Tu N.G. hi+h2 H h' h3 F"2 Added Conoerwitlw:ly Diagram ·· Use 1 "cp DYWIDAG threaded rods@ max 12 ft o.c. Horiz. angle 6max = #NUM! degree H) Anchor Plate Desi n ~ Area of sleeve Fe= 0.6 * fc = 2.4 ksi Apl= b"2 -3.14*2.5"2 = 44 in"2 (b)reqd = (T/Fc)".5 = 4.9 in»» use b = 8 in b reduced= 7 in :: fc = T /Apl = 1.272 ksi ( My)pl = (b * fc)*(b I 2)"2 / 2 = 81.44 in-kips Fy= 50 ksi ( My)all = ( b reduced* t"2 / 6) * ( 0.75 * Fy) = 43.8 *t"2 >= 81.44 :: t > = 1.36 in :: Use Pl 1 3/8 in x 8 in square Check Punchin Shear on the Co in (t)coping = 20 in d = t -(3 + db/2 + 6.5" pocket) = 10.13 in bo = 4 * ( b + 2 * d/2 ) = 72.5 Vu = Tu = 90.3 kips ¢Ve= 4 * cp * sqrt( fc) * bo * d = 176.5 kips cI> Ve > Vu o.k. ·· The Co in is o.k. PA2021-055 19PMA Consulting, Inc. Project: Reinforce the (E) seawall Job: 37720 CONSULTING STRUCTURAL ENGINEERS Address: 1 Collins Island Sheet: 28161 CASITAS CT. P (714) 717 -7542 Newport Beach, CA 92662 Design: PBP _______ ...,;.. __________ -+-_.;;:__ ____ -I LAGUNA NIGUEL, CA 92677 Seawall With Dywidag Anchors Date: 04/16/21 STATIC LOADING ONLY-F.S.=1.5 I) Provide Anchor Beam W/ Ld =? D= 1.75 ft Di= 6 ft -from FG to deadmen mid height B = 4 ft (Lp) = 18 ft (length of the bulkhead) d1 = Di - B / 2 = 4 ft (w)c = 3750 plf Fp= 300 pcf « F.S. of 1.5 included w1= Fp * d1 = 1200 plf w2 = Fp*(d1+B)= 2400 plf w = (w1 + w2) * B/2 = 7200 plf << Pp Resultant (Ld)req'd= (w)c * (Lp) / w = 9.4 ft fc = 5 ksi Fy = 60 ksi (I )max= 6 ft (11 )max= 3 ft WU= 1.6* w = 11.52 kif -(Mu)= wu* IA2 /10 = 41.5 ft-kips (Mu)cant= wu* I1A2 /2 = 51.8 ft-kips <<< Governs. B = 48 in d= 17.3 in F = BdA2/12000= 1.199 Ku= Mu/ F = 43 ksi au= 4.47 ·· As = Mu/ au * d = 0.67 inA2 (As)min = 0.89 inA2 Try# 6 :: Nreq'd = 2.0 Check Punchin Shear: d = D -7" -3" -0.375" -db / 2 = 10.25 in (pl)size = 7 in bo = 69 in Tu = 90.3 kips VU = 128 < 'PVC = 240 psi o.k. Ld R R Tie-bockT yp R R w D -1'-6" ,,·· 7" _..,-Anchor Beam (Dead man) Q Typ R•ll>f both 'HO~ at /lm:tror Plate Anchor Plate /3 Closed lT«! 0 ' ,., I (D Anchor Beam -Section {SW-8) :: Use 4.00 ft deep x 1.75 ft th'k 9 ft long <<< Dosesn't govern cont. deadman W/ 3 -# 6 Reinf. each face PA2021-055 20PMA Consulting, Inc. Project: Reinforce the (E) seawall Job: 37720 CONSULTING STRUCTURAL ENGINEERS Address: 1 Collins Island Sheet: 11---------t 28161 CASITAS CT. P (714) 717 -7542 Newport Beach, CA 92662 Design: PBP LAGUNA NIGUEL, CA 92677 Seawall With Dywidag Anchors Date: 04/16/21 I STATIC+ SEISMIC -F.S.=1.1 A) Soils data: (Lp)min = 18 ft Report? I y l(Y or N) Report by: Report no: Dated: (fa)= 40 pcf -Static Active Soils Pressure (fsa)= 22 pcf -Seismic Active Soils Pressure (Fp) = 300 pcf -Passive Soils Pressure «< F.S. of 1.5 included (Fp) = 200 pcf -Passive Soils Pressure Submerged «< F.S. of 1.5 included B) Wall data: Existing ?I Y I (Y or N) ~---~ (Lp)min = 18 ft (minimum length of segment of Bulkhead/Seawall tributary to a deadman) (Lp)typ = 21 ft (typical length of segment of Bulkhead/Seawall tributary to a deadman) (Lp)max = 24 ft (max length of segment of Bulkhead/Seawall tributary to a deadman) PA2021-055 21PMA Consulting, Inc. Project: Reinforce the (E) seawall Job: 37720 CONSULTING STRUCTURAL ENGINEERS Address: 1 Collins Island Sheet: I .__ __ .__ __ __. 28161 CASITAS CT. P (714) 717 -7542 Newport Beach, CA 92662 Design: PBP LAGUNA NIGUEL, CA 92677 Seawall With Dywidag Anchors Date: 04/16/21 STATIC+ SEISMIC -F.S.=1.1 »» Existing coping (Y or N)? = Y I F),....._..,;;D;.,,;e;.,,;s;,,;,;ia.n~o;;,,;;f_C=o=pin;..;1a1...,,;,W,;,,;,/...,;T;.;.ie.;.;b.;.;a;.,,;c;.;.k;.;;s.....;..spi;;,,;,a;.,,;c;.,,;e;.;;d;.....@=....,;L;;;....=...__...,;1.;.;2_..1l...,;ft;..... __ _ .. .. fc = 4 ksi Fy = 60 ksi w= 5731 WU= 1.6 * W = 9170 (Mu)max =WU* L"2 / 10 = 132.0 b= 24 tc = 20 # 6 plf plf plf ft-kips in (coping depth) in (coping thickness) (coping horiz reinf) b (Lp)min = 18 ft V-#3 Closed Ties V ,,... ~ ./ ~ ·~ . ~Reinf at each / face cont ~; -!l~ .. , {~ .o. ~ Coping ;{l..._ ,; N= 4 (quantity of coping reinf. at each face) ~ . ·-. -~ ',; LJ_i-:----, ~ne-bock rod (As)prov= N * TI(db)"2 / 4 = 1.77 in"2 o.k. d = tc -3 -0.375 -db/ 2 dmin = 16.25 in pmin = 200/Fy (As)min = pmin * b * d = 1.30 in"2 (31= 0.85 pb = 0.85 * (31 * ( fc/Fy) * ( 87/( Fy + 87 )) = 0.0285 pmax = 3/4 * pb (As)max = pmax *b * d = 8.34 in"2 F= 0.528 Ku= Mu/F = 250 ksi au= 4.31 As reqd = Mu / au * d = 1.74 in"2 Existina cooina WI 4-# 6 ~I ' -· . 6" ,IL-· 1,,.. , ·1---Cone Wall Pon, w Coping -Section (SW-5) Horiz. reinf.-ea. face is o.k. PA2021-055 22PMA Consulting, Inc. Project: Reinforce the (E) seawall Job: 37720 CONSULTING STRUCTURAL ENGINEERS Address: 1 Collins Island Sheet: 1----''------,1 28161 CASITAS CT. P (714) 717 -7542 Newport Beach, CA 92662 Design: PBP LAGUNA NIGUEL, CA 92677 Seawall With Dywidag Anchors Date: 04/16/21 G) ____ P_ro_v_i_d_e_T_i_e_-_B_a_c_k_W_I_S~p~a_c_i_ng~,'----L-= __ 1_2_.o __ tt __ _ R = 5/4 * w * L ex = T= Tu= Try: 85965 lbs 5 degree R/Coscx = 86.3 kips 1.6 * T = 138.1 kips 1 1/2 " cf> DYWIDAG Fu= 150 ksi Fy= 0.8*Fu= 120 ksi threaded rods cf> = 0.9 (per section 1909.3.2.2) & <f>Tn = cf> * ( Fy * As ) = 190.9 kips >Tu o.k. ·· Use 1 1/2 "cf> DYWIDAG threaded rods @ max Horiz. angle 6max = 43.7 degree H) Anchor Plate Desi n STATIC+ SEISMIC -F.S.=1.1 H 12 ft o.c. ~ Area of sleeve Fe = 0.6 * fc = 2.4 ksi Apl= b"2 -3.14*2.5"2 = 61 in"2 (b)reqd = (T/Fc)A.5 = 6.0 in»» use b = 9 in b reduced= 8 :: fc = T /Apl = 1.406 ksi ( My)pl = (b * fc)*(b / 2)"2 / 2 = 128.12 in-kips Fy= 50 ksi ( My)all = ( b reduced * t"2 / 6 ) * ( 0. 75 * Fy ) = 50.0 *t"2 >= 128.12 :: t>= 1.60 in :: Use Pl 1 3/4 in x 9 ins uare Check Punch in Shear on the Co in (t)coping = 20 in d = t -(3 + db/2 + 6.5" pocket) = 10.13 in bo = 4 * ( b + 2 * d/2 ) = 76.5 Vu= Tu= 138.1 kips <f>Vc = 4 * cf> * sqrt( fc ) * bo * d = 186.2 kips cf> Ve > Vu o.k. · · The Co in is o.k. in PA2021-055 23PMA Consulting, Inc. Project: Reinforce the (E) seawall Job: 37720 CONSULTING STRUCTURAL ENGINEERS Address: 1 Collins Island Sheet: ___ .,___ __ _ 28161 CASITAS CT. P (714) 717 -7542 Newport Beach, CA 92662 Design: PBP LAGUNA NIGUEL, CA 92677 Seawall With Dywidag Anchors Date: 04/16/21 STATIC+ SEISMIC -F.S.=1.1 I) Provide Anchor Beam WI ( Ld) =? D = 1.5 ft Di= 6 ft -from TOS to deadman mid height B= 4 ft (Lp) min= 18 ft (length of the bulkhead) d1 = Di -B / 2 = 4 ft (w)c = 5731 plf Fp= 409 pcf « F.S. of 1.1 included w1 = Fp * d1 = 1636 plf w2 = Fp*(d1+B)= 3272 plf w = (w1 + w2) * 8/2 = 9816 plf << Pp Resultant (Ld)req'd= (w)c * (Lp) / w = 11 ft fc = 5 ksi Fy= 60 ksi (I )max= 6 ft (11 )max= 3 ft wu= 1.6* w = 15.71 kif -(Mu)= wu* 1"2 /10 = 56.5 ft-kips (Mu)cant= wu* 11"2 /2 = 70.7 ft-kips <<< Governs. B= 48 in d= 14.3 in F= Bd"2/12000= 0.819 Ku= Mu/F = 86 ksi au= 4.45 As= Mu/ au* d = 1.11 in"2 (As)min = 1.48 in"2 Try# 6 :: Nreq'd = 3.3 Check Punchinq Shear: d = D -7" -3" -0.375" -db / 2 = 7.25 in (pl)size = 12 in bo = 77 in Tu= 138.1 kips VU = 227 < 'PVC = 240 psi o.k. _d R Anchor Beam (Deadman) R Q Typ Tie-bock T yp R w rFin Grnde: C D -1'-6" °E ,. <i' .., I '6 R~lhf both WOJ-9 at .On dlor Plots Ill Anchor Plate w2 J3 Cloaed n.,,, Anchor Beam -Section (SW-6) : : Use 4.00 ft deep x 1.5 ft th'k cont. deadman W/ 4 - # 6 Reinf. 11 ft long I la) each face PA2021-055 24PMA Consulting, Inc. Project: Reinforce the (E) seawall Job: 37720 CONSULTING STRUCTURAL ENGINEERS Address: 1 Collins Island Sheet: 1--------1 28161 CASITAS CT. P (714) 717 -7542 Newport Beach, CA 92662 Design: PBP LAGUNA NIGUEL, CA 92677 Seawall With Dywidag Anchors Date: 04/16/21 I STATIC+ SEISMIC -F.S.=1.1 A) Soils data: (Lp)typ = 21 ft Report? I y l(Y or N) Report by: Report no: Dated: (fa)= 40 pcf -Static Active Soils Pressure (fsa)= 22 pcf -Seismic Active Soils Pressure (Fp) = 300 pcf -Passive Soils Pressure «< F.S. of 1.5 included (Fp) = 200 pcf -Passive Soils Pressure Submerged «< F.S. of 1.5 included B) Wall data: Existing ?I Y I (Y or N) ~------' (Lp)min = 18 ft (minimum length of segment of Bulkhead/Seawall tributary to a deadman) (Lp )typ = 21 ft (typical length of segment of Bulkhead/Seawall tributary to a deadman) (Lp)max = 24 ft (max length of segment of Bulkhead/Seawall tributary to a deadman) PA2021-055 25PMA Consulting, Inc. Project: Reinforce the (E) seawall Job: 37720 CONSULTING STRUCTURAL ENGINEERS Address: 1 Collins Island Sheet: I ___ .__ __ _ 28161 CASITAS CT. P (714) 717 -7542 Newport Beach, CA 92662 Design: PBP LAGUNA NIGUEL, CA 92677 Seawall With Dywidag Anchors Date: 04/16/21 F) .. .. STATIC+ SEISMIC -F.S.=1.1 >>>> Existing coping (Y or N)? = y I Desiqn of Copinq W/ Tiebacks spaced ca) L= 12 1ft fc = 4 ksi Fy= 60 ksi w= 5731 plf WU= 1.6 * w plf = 9170 plf (Mu)max =WU* L A2 / 10 = 132.0 ft-kips V-#3 Closed Ties V / b= 24 in (coping depth) tc = 20 in (coping thickness) b # 6 (coping horiz reinf) N= 4 (quantity of coping reinf. at each face) (As)prov= N * TI(db)A2 / 4 = 1. 77 inA2 o.k. d = tc - 3 -0.375 -db / 2 dmin = 16.25 in pmin = 200/Fy (As)min = pmin * b * d = 1.30 inA2 (31= 0.85 pb= 0.85* (31 *(fc/Fy)*(87/(Fy+87)) = 0.0285 pmax = 3/4 * pb (As)max = pmax *b * d = 8.34 inA2 F= 0.528 Ku= Mu/F = 250 ksi au= 4.31 As reqd = Mu / au * d = 1.74 in"2 Existinq copinq W/ 4-# 6 ~I 1---Cone Woll Pani w Coping -Section (SW-5) Horiz. reinf.-ea. face is o.k. PA2021-055 26PMA Consulting, Inc. Project: Reinforce the (E) seawall Job: 37720 CONSULTING STRUCTURAL ENGINEERS Address: 1 Collins Island Sheet: ___ ....._ __ _ 28161 CASITAS CT. P (714) 717 -7542 Newport Beach, CA 92662 Design: PBP LAGUNA NIGUEL, CA 92677 Seawall With Dywidag Anchors Date: 04/16/21 STATIC+ SEISMIC -F.S.=1.1 G) Provide Tie -Back W/ Spacing, L = 12.0 ft .----------------------;;;.,;,,.---------R = 5/4 * w * L 85965 lbs ex = 5 degree T = R/Coscx = 86.3 kips Tu = 1.6 * T = 138.1 kips H Try: 1 1/2 " cp DYWIDAG threaded rods Fu= 150 ksi Fy= 0.8*Fu= 120 ksi cp = 0.9 (per section 1909.3.2.2) & ¢Tn = cp * ( Fy * As ) = 190.9 kips >Tu o.k. ·· Use 11/2 "cp DYWIDAG threaded rods@ max Horiz. angle 6max = 43.7 degree H) Anchor Plate Desi n r-Area of sleeve Fe = 0.6 * fc = 2.4 ksi Apl= bA2 -3.14*2.5A2 = 61 inA2 (b)reqd = (T/Fc)A.5 = 6.0 in»» use b = 9 in b reduced= 8 in :: fc = T /Apl = 1.406 ksi ( My)pl = (b * fc)*(b / 2)"2 / 2 = 128.12 in-kips Fy= 50 ksi ( My)all = ( b reduced* tA2 / 6) * ( 0.75 * Fy) = 50.0 *tA2 >= 128.12 :: t>= 1.60 in : : Use Pl 1 3/4 in x 9 in s uare Check Punch in Shear on the Co in (t)coping = 20 in d = t -(3 + db/2 + 6.5" pocket) = 10.13 in bo = 4 * ( b + 2 * d/2 ) = 76.5 Vu= Tu= 138.1 kips ¢Ve= 4 * cp * sqrt( fc ) * bo * d = 186.2 kips cp Ve > Vu o.k. · · The Copin is o.k. PA2021-055 27PMA Consulting, Inc. Project: Reinforce the (E) seawall Job: 37720 CONSULTING STRUCTURAL ENGINEERS Address: 1 Collins Island Sheet: 1----'-----1 28161 CASITAS CT. P (714) 717 -7542 Newport Beach, CA 92662 Design: PBP LAGUNA NIGUEL, CA 92677 Seawall With Dywidag Anchors Date: 04/16/21 STATIC+ SEISMIC -F.S.=1.1 I) Provide Anchor Beam WI ( Ld) =? D = 1.5 ft Di= 6 ft -from TOS to deadman mid height B= 4 ft (Lp) typ = 21 ft (length of the bulkhead) d1 = Di -B / 2 = 4 ft (w)c = 5731 plf Fp= 409 pcf « F.S. of 1.1 included w1= Fp * d1 = 1636 plf w2 = Fp*(d1+B)= 3272 plf w = (w1 + w2) * B/2 = 9816 plf << Pp Resultant (Ld)req'd= (w)c * (Lp) / w = 12 ft fc = 5 ksi Fy= 60 ksi (I )max= 6 ft (11 )max= 3 ft WU= 1.6* w = 15.71 kif -(Mu)= wu* 1"2 /10 = 56.5 ft-kips (Mu)cant= wu* 11"2 /2 = 70.7 ft-kips <<< Governs. B= 48 in d= 14.3 in F= Bd"2/12000= 0.819 Ku= Mu/F = 86 ksi au= 4.45 As= Mu/ au* d = 1.11 in"2 (As)min = 1.48 in"2 Try# 6 :: Nreq'd = 3.3 Check Punchinci Shear: d = D -7" -3" -0.375" -db / 2 = 7.25 in (pl)size = 12 in bo = 77 in Tu= 138.1 kips vu = 227 < cf:Jvc = 240 psi o.k. .d R Anchor Beam (Dead man) R Q Typ Tie-backTyp R w ,-Fin Grode C D -1'-6" 'E 11" 7" 9 ") I '6 R~lhf both wa)Q at llndwr Plate aJ Anchor Plate J3 Closed TT"" _Anchor Beom -Section (sw-e) : : Use 4.00 ft deep x 1.5 ft th'k cont. deadman WI 4 -# 6 Reinf. 12 ft long I (ii) each face PA2021-055 28PMA Consulting, Inc. Project: Reinforce the (E) seawall Job: 37720 CONSULTING STRUCTURAL ENGINEERS Address: 1 Collins Island Sheet: --------1 28161 CASITAS CT. P (714) 717 -7542 Newport Beach, CA 92662 Design: PBP LAGUNA NIGUEL, CA 92677 Seawall With Dywidag Anchors Date: 04/16/21 I STATIC+ SEISMIC -F.S.=1.1 A) Soils data: (Lp)max = 24 ft Report? I y l(Y or N) Report by: Report no: Dated: (fa)= 40 pcf -Static Active Soils Pressure (fsa)= 22 pcf -Seismic Active Soils Pressure (Fp) = 300 pcf -Passive Soils Pressure <« F.S. of 1.5 included (Fp) = 200 pcf -Passive Soils Pressure Submerged <« F.S. of 1.5 included B) Wall data: Existing ?I Y I (Y or N) ~------' (Lp)min = 18 ft (minimum length of segment of Bulkhead/Seawall tributary to a deadman) (Lp)typ = 21 ft (typical length of segment of Bulkhead/Seawall tributary to a deadman) (Lp)max = 24 ft (max length of segment of Bulkhead/Seawall tributary to a deadman) PA2021-055 29PMA Consulting, Inc. Project: Reinforce the (E) seawall Job: 37720 CONSULTING STRUCTURAL ENGINEERS Address: 1 Collins Island Sheet: I ___ ..__ __ _ 28161 CASITAS CT. P (714) 717 -7542 Newport Beach, CA 92662 Design: PBP LAGUNA NIGUEL, CA 92677 Seawall With Dywidag Anchors Date: 04/16/21 F) .. .. >>>> Existing coping (Y or N) ? = Desicm of CooinQ WI Tiebacks spaced fc= 4 ksi Fy= 60 ksi w= 5731 plf wu= 1.6 * w plf = 9170 plf (Mu)max = WU* L A2 / 10 = 132.0 ft-kips in (coping depth) in (coping thickness) ( coping horiz re inf) (@ L= STATIC+ SEISMIC -F.S.=1.1 y I 12 1ft (Lp)max = 24 ft L2::.. 1~#3 Closed Ties )/ b b= tc = # N= 24 20 6 4 (quantity of coping reinf. at each face) (As)prov= N * n(db)A2 / 4 = 1.77 inA2 o.k. d = tc - 3 -0.375 -db / 2 dmin = 16.25 in pmin = 200/Fy (As)min = pmin * b * d = 1.30 inA2 p'1= 0.85 pb= 0.85*/5'1 *(fc/Fy)*(87/(Fy+87)) = 0.0285 pmax = 3/4 * pb (As)max = pmax *b * d = 8.34 inA2 F= 0.528 Ku= Mu/F = 250 ksi au= 4.31 As reqd = Mu / au * d = 1.74 inA2 Existing coping WI 4-# 6 ,~--Cone Wall Pan1 w Coping -Section (SW-5) Horiz. reinf.-ea. face is o.k. 1 PA2021-055 30PMA Consulting, Inc. Project: Reinforce the (E) seawall Job: 37720 CONSULTING STRUCTURAL ENGINEERS Address: 1 Collins Island Sheet: ---"------I 28161 CASITAS CT. P (714) 717 -7542 Newport Beach, CA 92662 Design: PBP LAGUNA NIGUEL, CA 92677 Seawall With Dywidag Anchors Date: 04/16/21 G) ____ P_ro_v_i_d_e_T_i_e_-_B_a_c_k_W_I_S~p~a_c_in~g~,~-L-= __ 1_2_.o __ tt __ _ R = 5/4 * w * L ex = T= Tu= Try: 85965 lbs 5 degree R/Coscx = 86.3 kips 1.6*T= 138.1 kips 1 1/2 " cp DYWIDAG threaded rods Fu= 150 ksi Fy= 0.8*Fu= 120 ksi ¢ = 0.9 (per section 1909.3.2.2) & ¢Tn = cp * ( Fy *As) = 190.9 kips >Tu o.k. ·· Use 1 1/2 "cp DYWIDAG threaded rods @ max Horiz. angle L'imax = 43.7 degree H) Anchor Plate Desi n STATIC+ SEISMIC -F.S.=1.1 t,i+h!l H 12 ft o.c. ~ Area of sleeve Fe = 0.6 * fc = 2.4 ksi Apl= b"2 -3.14*2.5"2 = 61 in"2 (b)reqd = (T/Fc)A.5 = 6.0 in»» use b = 9 in b reduced= 8 :: fc = T /Apl = 1.406 ksi ( My)pl = (b * fc)*(b / 2)"2 I 2 = 128.12 in-kips Fy= 50 ksi ( My}all = ( b reduced * t"2 / 6 ) * ( 0. 75 * Fy ) = 50.0 *t"2 >= 128.12 :: t > = 1.60 in ::UsePI 13/4in x 9 ins uare Check Punchin Shear on the Co in (t}coping = 20 in d = t -(3 + db/2 + 6.5" pocket) = 10.13 in bo = 4 * ( b + 2 * d/2 ) = 76.5 Vu= Tu= 138.1 kips ¢Ve= 4 * ¢ * sqrt( fc ) * bo * d = 186.2 kips ¢ Ve > Vu o.k. · · The Copin is o.k. in PA2021-055 31PMA Consulting, Inc. Project: Reinforce the (E) seawall Job: 37720 CONSULTING STRUCTURAL ENGINEERS Address: 1 Collins Island Sheet: l-----'------1 28161 CASITAS CT. P (714) 717 -7542 Newport Beach, CA 92662 Design: PBP LAGUNA NIGUEL, CA 92677 Seawall With Dywidag Anchors Date: 04/16/21 STATIC+ SEISMIC -F.S.=1.1 I) Provide Anchor Beam WI ( Ld) =? D = 1.5 ft Di= 6 ft -from TOS to deadman mid height B= 4 ft (Lp) max= 24 ft (length of the bulkhead) d1 = Di -B / 2 = 4 ft (w)c = 5731 plf R Anchor Beam Fp= 409 pcf « F.S. of 1.1 included (Dead man) w1= Fp * d1 = 1636 plf w2 = Fp*(d1+B)= 3272 plf w = (w1 + w2) * B/2 _d R = 9816 plf << Pp Resultant 9 Typ (Ld)req'd= (w)c * (Lp) / w Tie-bockTyp = 13 ft R fc = 5 ksi Fy= 60 ksi (I )max= 8 ft (11)max = 3 ft wu= 1.6* w = 15.71 kif VI -(Mu)= wu* 1"2 /10 = 100.5 ft-kips <<< Governs. (Mu)cant= wu* 11"2 /2 = 70.7 ft-kips B= 48 in d= 14.3 in F= Bd"2/12000= 0.819 Ku= Mu/F = 123 ksi au= 4.43 As= Mu/ au* d = 1.59 in"2 (As)min = 2.11 in"2 Try# 6 :: Nreq'd = 4.8 Check Punchina Shear: d = D -7" -3" -0.375" -db I 2 = 7.25 in (pl)size = 12 in bo = 77 in Tu= 138.1 kips VU = 227 < <PVC = 240 : : Use 4.00 ft deep x 1.5 ft th'k cont. deadman WI 5 -# 6 Reinf. rFin Grode Rc,inf ot ooc:h T}o fuc~ cont ne-back. rod \ *--i R~lhf both WO}'> at /lm:tior Plate i An ,;i,o,r Plate I r -,a_ ,#3 Cloaed lTm _Anchor Beam -Section (SW-8) psi o.k. 13 ft long @each face ,: 1:: 0 I "' I '6 CD PA2021-055 32i : i i 5 • • ----------------------Hilti PROFIS Engineering 3.0.67 www.hilti.com Company: Address: Phone I Fax: Design: Fastening point: Specifier's comments: 1 Input data Anchor type and diameter: Item number: PMA Consulting, Inc. 28161 Casitas Ct. 7147177542 / Concrete -Mar 1, 2021 HIT-RE 500 V3 + Rebar A615 Gr.60 #6 Page: Specifier: E-Mail: Date: -1-:::ti!: . Plamen Petrov p. petrov@pma-bg.com 3/2/2021 not available (element)/ 2123401 HIT-RE 500 V3 (adhesive) SAFE--ET Effective embedment depth: Material: Evaluation Service Report: Issued I Valid: Proof: Stand-off installation: Profile: Base material: Installation: Reinforcement: hef,opti = 5.906 in. (her.limit= 11.250 in.) ASTM A 615 Gr.60 ESR-3814 1/1/2020 / 1/1/2021 Design Method ACI 318-14 / Chem cracked concrete, 5000, fc' = 5,000 psi; h = 24.000 in., Temp. short/long: 32/32 °F automatic cleaned drilled hole, Installation condition: Dry tension: condition B, shear: condition A; no supplemental splitting reinforcement present edge reinforcement: none or < No. 4 bar Geometry [in.] & Loading (lb, in.lb] • d .J. .J. Design loads -Sustained loads X Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering ( c) 2003-2021 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan PA2021-055 33i : i i S • • ----------------------Hilti PROFIS Engineering 3.0.67 www.hilti.com Company: Address: Phone I Fax: Design: Fastening point: 1.1 Design results Case PMA Consulting, Inc. 28161 Casitas Ct. 71471775421 Concrete -Mar 1, 2021 Description Combination 1 2 Load case/Resulting anchor forces Anchor reactions [lb] Tension force: (+ Tension, -Compression) Anchor Tension force Shear force Shear force x 5,300 725 725 max. concrete compressive strain: -[%0] max. concrete compressive stress: -[psi] resulting tension force in (x/y)=(0.000/0.000): 0 [lb] resulting compression force in (x/y)=(0.000/0.000): 0 [lb] 3 Tension load Page: Specifier: E-Mail: Date: Forces [lb]/ Moments [in.lb] N = 5,300; Vx = 725; Vy= 0; Mx = 0; My = 0; M2 = 0; Nsus = 0; Mx,sus = 0; My,sus = 0; Shear force y 0 Seismic no Load Nua [lb] Capacity ♦ Nn [lb) Utilization 13N = Nu/♦ Steel Strength* Bond Strength** Sustained Tension Load Bond Strength* Concrete Breakout Failure** 5,300 5,300 N/A 5,300 * highest loaded anchor **anchor group (anchors in tension) 3.1 Steel Strength N58 [lb] 39,600 q> 0.650 q> N58 [lb] 25,740 5,300 Input data and results must be checked for conformity with the existing conditio.ns and for plausibility! 25,740 5,310 N/A 5,443 PROFIS Engineering ( c) 2003-2021 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan 21 100 N/A 98 2 Plamen Petrov p.petrov@pma-bg.com 3/2/2021 Max. Util. Anchor[%] 100 Nn Status OK OK N/A OK 2 PA2021-055 34I : I I -■ ~ I Hilti PROFIS Engineering 3.0.67 www.hilti.com Company: PMA Consulting, Inc. Page: 3 Address: 28161 Casitas Ct. Specifier: Plamen Petrov Phone I Fax: 7147177542 I E-Mail: p.petrov@pma-bg.com Design: Concrete -Mar 1, 2021 Date: 3/2/2021 Fastening point: 3.2 Bond Strength ANa [in.2] ANao [in.2] cNa [in.] Ca min [in.] cac [in.] 181.10 407.38 10.092 5.000 9.684 a overhead ~ k uncr [psi] ~ kcr [psi] 1.000 2,010 1,564 ec1 N [in.] lj/ ec1,Na ec2 N [in.] \JI ec2,Na \JI ed,Na lj/ cp,Na 0.000 1.000 0.000 1.000 0.849 1.000 "-a Nba [lb] <I> <I> N. [lb] Nua [lb] 1.000 21,653 0.650 5,310 5,300 3.3 Concrete Breakout Failure ANc [in.2] ANca [in.2] Ca min [in.] cac [in.] lj/ c,N hef [in.] 132.00 144.00 5.000 9.684 1.000 4.000 ec1 N [in.] lj/ ec1,N ec2 N [in.] lj/ ec2,N lj/ ed,N lj/ cp,N kc, 0.000 1.000 0.000 1.000 0.950 1.000 17 A. a Nb [lb] <I> qi Neb [lb] Nua [lb] 1.000 9,617 0.650 5,443 5,300 Input data and results must be checked for confonmity with the existing conditions and for plausibility! PROFIS Engineering ( c) 2003-2021 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan 3 PA2021-055 35i : i i 5 .J • ----------------------Hilti PROFIS Engineering 3.0.67 www.hilti.com Company: Address: Phone I Fax: Design: Fastening point: 4 Shear load PMA Consulting, Inc. 28161 Casitas Ct. 7147177542 I Concrete -Mar 1, 2021 Load Vua [lb] Steel Strength* Steel failure (with lever arm)* Pryout Strength (Bond Strength controls)** Concrete edge failure in direction x+** 725 NIA 725 725 * highest loaded anchor **anchor group (relevant anchors) 4.1 Steel Strength 23,760 0.600 14,256 4.2 Pryout Strength (Bond Strength controls) ANa [in.2] ANaO [in.2] cNa [in.] 181.10 407.38 10.092 aoverhead 'kuncr [psi] 'kcr [psi] 1.000 2,010 1,564 ec1 N [in.] 'I' ec1,Na ec2N [in.] 0.000 1.000 0.000 "-a Nba [lb] qi 1.000 21,653 0.700 4.3 Concrete edge failure in direction x+ 10 [in.] d. [in.] c.1 [in.] 5.874 0.750 16.000 ljf eo,V 'I' parallel,V ecv [in.] 0.775 1.000 0.000 "-a vb [lb] qi 1.000 40,729 0.750 5 Combined tension and shear loads Page: Specifier: E-Mail: Date: Capacity♦ V0 [lb] 14,256 NIA 11,436 5,918 725 Ca min [in.] Cac [in.] 5.000 9.684 'I' ec2,Na 'I' eo,Na 1.000 0.849 qi Ve [lb] Vua [lb] 11,436 725 Ave [in.2] Avca [in.2] 288.00 1,152.00 'I' ec,V 'l'c,V 1.000 1.000 qi Vcb (lb] Vua [lb] 5,918 725 PN Pv s Utilization PNv [%] Status 0.998 0.122 1.000 94 OK PNv = $N + Pv) 11.2 <= 1 Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering ( c) 2003-2021 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan 4 Plamen Petrov p.petrov@pma-bg.com 31212021 Utilization f3v = V uJ♦ V" · Status 6 OK NIA NIA 7 OK 13 OK 'l'cp,Na 1.000 'l'h,V 1.000 4 PA2021-055 36i : i i S • • ----------------------Hilti PROFIS Engineering 3.0.67 www.hilti.com Company: Address: Phone I Fax: Design: Fastening point: 6 Warnings PMA Consulting, Inc. 28161 Casitas Ct. 7147177542 I Concrete -Mar 1, 2021 Page: Specifier: E-Mail: Date: 5 Plamen Petrov p.petrov@pma-bg.com 3/2/2021 • The anchor design methods in PROFIS Engineering require rigid anchor plates per current regulations (AS 5216:2018, ETAG 001/Annex C, EOTA TR029 etc.). This means load re-distribution on the anchors due to elastic deformations of the anchor plate are not considered -the anchor plate is assumed to be sufficiently stiff, in order not to be deformed when subjected to the design loading. PROFIS Engineering calculates the minimum required anchor plate thickness with CBFEM to limit the stress of the anchor plate based on the assumptions explained above. The proof if the rigid anchor plate assumption is valid is not carried out by PROFIS Engineering. Input data and results must be checked for agreement with the existing conditions and for plausibility! Condition A applies where the potential concrete failure surfaces are crossed by supplementary reinforcement proportioned to tie the potential concrete failure prism into the structural member. Condition B applies where such supplementary reinforcement is not provided, or where pullout or pryout strength governs. • Design Strengths of adhesive anchor systems are influenced by the cleaning method. Refer to the INSTRUCTIONS FOR USE given in the Evaluation Service Report for cleaning and installation instructions. • For additional information about ACI 318 strength design provisions, please go to https://submittals.us.hilti.com/PROFISAnchorDesignGuide/ Installation of Hilti adhesive anchor systems shall be performed by personnel trained to install Hilti adhesive anchors. Reference ACI 318-14, Section 17.8.1. Fastening meets the design criteria! Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering ( c) 2003-2021 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan 5 PA2021-055 37i : i i S -• ----------------------Hilti PROFIS Engineering 3.0.67 www.hilti.com Company: Address: Phone I Fax: Design: PMA Consulting, Inc. 28161 Casitas Ct. 7147177542 I Concrete -Mar 1, 2021 Fastening point: 7 Installation data Profile: -Hole diameter in the fixture: -Plate thickness (input): -Drilling method: SafeSet -automatic cleaning Cleaning: Automatically performed while drilling #6 Rebar with Hilti HIT-RE 500 V3 7.1 Recommended accessories Drilling • Suitable Rotary Hammer • Properly sized drill bit for SAFEset -automatic cleaning (TE-CD/ TE-YD) • Vacuum cleaner Coordinates Anchor in. Anchor X y Cleaning • No accessory required 0.000 0.000 5.000 17.000 6.000 6.000 Input data and results must be checked for conformity with the existing conditions and for plausibility! Page: Specifier: E-Mail: Date: 6 Plamen Petrov p.petrov@pma-bg.com 3/2/2021 Anchor type and diameter: HIT-RE 500 V3 + Rebar A615 Gr.60 #6 Item number: not available (element)/ 2123401 HIT-RE 500 V3 (adhesive) Installation torque: -Hole diameter in the base material: 0.875 in. Hole depth in the base material: 5.906 in. Minimum thickness of the base material: 7.656 in. Setting • Dispenser including cassette and mixer • For deep installations, a piston plug is necessary • Torque wrench PROFIS Engineering ( c) 2003-2021 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan 6 PA2021-055