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Home My WebLink About20200226_Structural Calculations_1-14-2020PA2020-016 STRUCTURAL CALCULATIONS for REINFORCING THE EXISTING SEAWALL Located at: 3905 MARCUS A VENUE NEWPORT BEACH, CA 92663 ********** Prepared for: DOMINIC TUCCI POBOX1304 NEWPORT BEACH, CA 92659-0304 PMA Job #30919 January 14, 2020 1/14/2020 PA2020-016,;H 2 I b I 1o (N) CONC STEM WALL, T SEE DETAIL 1--1-----T.O. N WALL ELEV=+10.60'± NA\ID88=+10.78' MLLW T.O. E COPING =+6.58'± '-' NAVD88=+6.76 ± MLLW tt ~ 0 ' -:....., +I 9 1o CENTER LINE OF CONN TYP (E) DR UNE/MUDLIN I I (E) CONC PANELS TYP----1 I I I I I I I I +------------L~ TYPICAL SECTION 3'-o"± PlANTER WIDTtt 6" CONC WALL W//14@18" 0.C. EA WAY rl/l~~L~L~gNC I I ~~~~l:TG I SEPARATE MIN 4)f' CONC DECK I I PERMIT W/#4®18°0 0.C. EA WAY I I BY OTHERS I AREA DRAIN i:L. -----------} CONT CONC FTG PER CIVIL TYP (N) #4 x r-o" LG I (,-----------W/(2)#4 CONT @ 18" o.c.1 L I -t-t~----+---,-,i.. i!: ---------------:~HE~~~ O:WELS ---~~:_-_ _J_.[_(E):.S-J FOR (N) CONT CONC DEADMAN ~~~~ ~ I TYP SEE~ (N) TIE-BACK PER PLAN TYP INSTALL (N) FILTER CLOTH AT PANEL JOINTS PER NOTES ON SHEET SW-0 OR SEAL PANEL JOINTS AT SAYWARD FACE OF PANELS TO AVOID SOIL MIGRATION (N) TIE-BACKL.. . : AND DEAOMAN : TO REMAIN T . CORRUGATED PVC SHEA THING SHOP GROUTED FULL LENGTH WITH THE FOLLOWING GROUT MIX: 1 BAG (94 LBS.) TYPE Ill PORTLAND CEMENT 4.5-5 GAL WATER 0. 75 LBS. INTRUSION AID LS SEE PlAN FOR TYP COUPLER, WHERE REQD, SEE~ MEAN LOWER LOW WATER =+0.00' M.L.LW. N.Qif;: 1'-6" IN CASE IF PROPOSED BUILDING FOOTINGS INTERFERE WITH THE TIE-BACKS, DEEPEN FOOTINGS PER STRUCTURAL ENG1NEER OF THE BUILDING REQUIREMENTS ANO PROVIDE SCHEDULE 40 PVC SLEEVES FOR MINIMUM 2" CLEAR DISTANCE AROUND TIE-BACKS. N.T.S. - PA2020-016-H 9 "' HIGHEST TIDE (ESTIMATED) =+7.50' M.l.LW. T.O. (N) F.G. ELEV= +9.6" ± NAV088=+9.78'± MLLW (N} CAST-IN-PLACE CONC STEM/RETAINING WALL -----+------I -H -... T,Q,_je;) COPl!:!G =+§.58'± __ _ NAV088=+6. 76'"±°MLLW I I I I I I I I I I DESIGN WATER LEVEL ELEV ON [ WATER SIOE=+0.00' M.L.LW. [ ---------(E) DREDGE-LINE -------7 I I SOILS PASSIVE PRESSURE 1068.0 GROSS PASSIVE=6' x 178 SEA WALL LOADING PASSIVE EARTH PRESSURE 614.0 ACTIVE (N} FINISHED GRADE 458 PLF•290+2' x 84 PCF b ' "' ' l-.. 614 PLF=458+7.1'x 22 PCF 20 PLF DESIGN WATER LEVEL ELEV ON LANO SIDE=+2.0D' M.l.LW. STATIC ACTIVE EARTH PRESSURE SURCHARGE SEISMIC EARTH PRESSURE N.T.S. PA2020-016 Loads: BLC 1 , ACTIVE PMA PBP 30919 -614Ib/ft (E) Seawall Design SK-3 Jan 14, 2020 at 1:32 PM (E) Seawall Design.r3d PA2020-016 !ix .,, '™ > r> I':> '::, > > '::, r> > > rs > I'-:, I'> > > > -'IWl '::, r> > > '::, '::, '::, I> > '::, '::, '::, '::, '::, --:::, --:::, --:::, --:::, ' / '::, '::, --:::, '::, --:::, I> --:::, I> > --:::, --:::, > --:::, --:::, --:::, I> > > > -:::::..... I'll>/ > > > > > > Ni -20Ib/ft Loads: BLC 2, UNIFORM SOILS PRESSURE PMA SK -4 PBP (E) Seawall Design Jan 14, 2020 at 1 :35 PM 30919 (E) Seawall Design.r3d PA2020-016 lb/ft 1 Loads: BLC 3, SEISMIC SOILS PRESSURE PMA PBP 30919 (E) Seawall Design SK -5 Jan 14, 2020 at 1 :35 PM (E) Seawall Design.r3d PA2020-016 4 Loads: BLC 4, PASSIVE SOILS PRESSURE PMA PBP 30919 (E) Seawall Design SK -6 Jan 14, 2020 at 1 :35 PM (E) Seawall Design.r3d PA2020-016 7 !ix _,/ 11(],,1 I'> > I> I> > '> I> > '> I> > I> I> > --1 00lb/ft _, N3 -N2 N1 Loads: BLC 5, SE ISMID DUE TO SELF WT PMA SK-7 PBP (E) Seawall Design Jan 14, 2020 at 1 :35 PM 30919 (E) Seawall Design.r3d PA2020-016 IIIRISA A NEMETSCHEK COMPANY Company Designer Job Number Model Name PMA PBP 30919 (E) Seawall Design Joint Coordinates and Temperatures Label X fftl 1 N1 0 2 N2 0 __ l.._ -·--· N3 0 4 N4 0 Joint Boundary Conditions Y rm z fftl 0 0 2 0 13 0 18 0 Temo fFl 0 0 0 0 Jan 14, 2020 1:42 PM Checked By: __ Detach From Diao ... ·- Joint Label X fk/inl Y fk/inl Z fk/inl X Rot.rk-ft/radl Y Rot.rk-ft/radl Z Rot.rk-ft/radl 1 N1 Reaction 2 N2 Reaction Reaction . 3 N3 Reaction Reaction Member Distributed Loads (BLC 1 : ACTIVE) Member Label Direction Start Maanitudeflb/ft ... End Maanitudeflb/ft F ... Start Locationfft'o/ol End Locationfft %1 __ 1 __ M1 X -614 -458 0 -7 2 M1 X -458 -287 7 9 3 M1 X -287 0 9 17 Member Distributed Loads (BLC 2 : UNIFORM SO/LS PRESSURE) Member Label Direction Start Ma nitude lb/ft ... End Ma nitude lb/ft F ... Start Location ft % End Location ft % M1 X -20 -20 0 0 Member Distributed Loads (BLC 3 : SEISMIC SOILS PRESSURE) Member Label Direction Start Ma nitude lb/ft ... End Ma nitude lb/ft F ... Start Location ft% End Location ft % M1 X O -264 6 17 Member Distributed Loads (BLC 4 : PASSIVE SOILS PRESSURE) Member Label Direction Start Ma nitude lb/ft ... End Ma nitude lb/ft F ... Start Location ft% End Location ft % M1 X 1064 0 0 6 Member Distributed Loads (BLC 5 : SE/SMID DUE TO SELF WT) Member Label Direction Start Ma nitude lb/ft ... End Ma nitude lb/ft F ... Start Location ft % End Location ft % 1 M1 X -100 -100 14 18 Basic Load Cases BLC Descriotion Cateaorv X Gravitv Y Gravitv Z Gravitv Joint Point Distribut... Area/Me ... Surface/ ... __ _1 ___ ACTIVE EPL 3 2 UNIFORM SOILS PRESSURE EPL 1 __ 3 SEISMIC SOILS PRESSURE EPL 1 4 PASSIVE SOILS PRESSURE EPL 1 5 SEISMID DUE TO SELF WT EL 1 Load Combinations D escriotion s o .. .P ... S ... BLCFa ... BLCFa ... BLCFa ... BLCFa ... BLCFa ... BLCFa ... BLCFa ... BLCFa ... BLCFa ... BLCFa ... 1 ACTIVE+ SURCH Yes y 1 1 2 1 ·--·-~· 2 ACTIVE + SURCH + SEI. .. y 1 1 2 1 3 .7 5 .7 3 ACTIVE + SURC_H + SEI. .. y 1 1.6 2 1.6 3 1 5 1 RISA-30 Version 17.0.4 [P:\ ... \ ... \SEAWALL CALCS\(E) Seawall Design.r3d] Page 1 8 PA2020-016 IIIRISA :\ NEMETSCHC:K COMPANY Company Designer Job Number Model Name PMA PBP 30919 (E) Seawall Design Envelope Joint Reactions Joint Xflbl LC Yflbl f-.1 __ N1 max 0 1 0 2 min 0 1 0 3 N2 max 3912.152 1 0 4 min 3!912.152 1 0 5 N3 max 2092.848 1 0 6 min 2092.848 1 0 7 Totals: max 6005 1 0 8 min 6005 1 0 LC Z flbl LC MX rk-ftl 1 0 1 0 1 0 1 0 1 0 1 0 1 0 1 0 1 0 1 0 1 0 1 0 1 0 1 1 0 1 RISA-3D Version 17.0.4 [P:\ ... \ ... \SEAWALL CALCS\(E) Seawall Design.r3d] LC MY rk-ftl 1 0 -1 0 1 0 1 0 1 LOCKED 1 LOCKED Jan 14, 2020 1:42 PM Checked By: __ LC MZ rk-ftl LC 1 0 1 1 0 1 1 0 1 1 0 1 0 1 0 1 Page 2 9 PA2020-016 IIIRISA A NEMETSCHEK COMPANY Company Designer Job Number Model Name PMA PBP 30919 (E) Seawall Design Joint Coordinates and Temperatures Label X fftl 1 N1 0 2 N2 0 3 N3 0 4 N4 0 Joint Boundary Conditions y fftl Z fftl 0 0 2 0 13 0 18 0 Temn ffl 0 0 0 0 Jan 14, 2020 2:06 PM Checked By: __ Detach From Dian ... Joint Label X fk/inl Y fk/inl Z fk/inl X Rot.rk-ft/radl Y Rot.rk-ft/radl Z Rot.rk-ft/radl 1 N1 Reaction ·-----P 2 N2 Reaction Reaction 3 N3 Reaction Reaction Member Distributed Loads (BLC 1: ACTIVE) Member Label Direction Start Maanitudeflb/ft ... End Maanitudeflb/ft F ... Start Locationfft %1 End Locationfft % 1 1 M1 X -614 -458 0 7 2 M1 X -458 -287 7 9 3 M1 X -287 0 9 17 Member Distributed Loads (BLC 2 : UNIFORM SOILS PRESSURE) Member Label Direction Start Ma nitude lb/ft ... End Ma nitude lb/ft F ... Start Location ft% End Location ft % M1 X -20 -20 0 0 Member Distributed Loads (BLC 3 : SEISMIC SOILS PRESSURE) Member Label Direction Start Ma nitude lb/ft ... End Ma nitude lb/ft F ... Start Location ft% End Location ft % M1 X O -264 6 17 Member Distributed Loads (BLC 4 : PASSIVE SOILS PRESSURE) Member Label Direction Start Ma nitude lb/ft ... End Ma nitude lb/ft F ... Start Location ft% End Location ft % M1 X 1064 0 0 6 Member Distributed Loads (BLC 5 : SE/SMID DUE TO SELF WT) Member Label Direction Start Ma nitude lb/ft ... End Ma nitude lb/ft F ... Start Location ft% End Location ft % M1 X -100 -100 14 18 Basic Load Cases BLC Descriotion Cateaorv X Gravitv Y Gravitv Z Gravitv Joint Point Distribut. .. Area/Me ... Surface/ ... 1 ACTIVE EPL ·-1----~---··-2 UNIFORM SOILS PRESSURE Ef>L 1 3 SEISMIC SOILS PRESSURE EPL 1 ----f--·-· --4 PASSIVE SOILS PRESSURE EPL 1 5 SEISMID DUE TO SELF WT EL 1 Load Combinations Descrintion So .. .P ... S ... BLCFa ... BLCFa ... BLCFa ... BLCFa ... BLCFa ... BLCFa ... BLCFa ... BLCFa ... BLCFa ... BLCFa ... _1_ ACTIVE + SURCH y 1 1 2 1 2 ACTIVE + SURCH + SEI. .. Yes y 1 1 2 1 3 .7 5 .7 3 ACTIVE+ SURCH + SEI. .. y 1 1.6 2 1.6 3 1 5 1 RISA-30 Version 17.0.4 [P:\ ... \ ... \SEAWALL CALCS\(E) Seawall Design.r3d] Page 1 /IJ PA2020-016 IIIRISA A NEMETSCHEK COMPANY Company Designer Job Number Model Name PMA PBP 30919 (E) Seawall Design Envelope Joint Reactions Joint Xrlbl LC Yflbl _j___ N1 max 0 2 0 2 min 0 2 0 ____] ___ N2 max 3804.988 2 0 4 min 3804.988 2 0 5 N3 max 3496.412 2 0 6 min 3496.412 2 0 _J__ Totals: max 7301.4 2 0 8 min 7301.4 2 0 LC Zrlbl LC MX fk-ftl 2 0 2 0 2 0 2 0 2 0 2 0 2 0 2 0 2 0 2 0 2 0 2 0 2 0 2 2 0 2 RISA-3D Version 17.0.4 [P:\ ... \ ... \SEAWALL CALCS\(E) Seawall Design.r3d] LC MY fk-ftl 2 0 2 0 2 0 2 0 2 LOCKED 2 LOCKED Jan 14, 2020 2:06 PM Checked By: __ LC MZ fk-ftl LC 2 0 2 2 0 2 2 0 2 2 0 2 0 2 0 2 Page 2 /I PA2020-016 PMA Consulting, Inc. Project: Reinforcing the (E) seawall Job: 30919 CONSULTING STRUCTURAL ENGINEERS Address: 3905 Marcus Avenue Sheet: /Z. 28161 CASITAS CT. P (714) 717 -7542 Newport Beach, CA 92663 Design : PBP LAGUNA NIGUEL, CA 92677 Seawall With Dywidag Anchors Date: 01/14/20 I STATIC LOADING ONLY -F.S.=1.5 A) Soils data: Report? I y l(Y or N) Report by: Report no: Dated: (fa)= 37 · pcf -Static Active Soils Pressure (fsa)= 24 pcf -Seismic Active Soils Pressure (Fp) = 220 pcf -Passive Soils Pressure <« F.S. of 1.5 included (Fp) = 178 pcf -Passive Soils Pressure Submerged «< F.S. of 1.5 included B) Wall data: I Existing ?I y I (Y or N) (Lp) = 29 ft (long segment of Bulkhead/Seawall) PA2020-016 PMA Consulting, Inc. Project: Reinforcing the (E) seawall Job: 30919 CONSUL TING STRUCTURAL ENGINEERS Address: 3905 Marcus Avenue Sheet: 1 /J 28161 CASITAS CT. P (714) 717 -7542 Newport Beach, CA 92663 Design: PBP LAGUNA NIGUEL, CA 92677 Seawall With Dywidag Anchors Date: 01 /14/20 STATIC LOADING ONLY-F.S.=1.5 »» Existing coping (Y or N) ? = Y I F),.....:D:.:e:.::s:.:.iiaa.:,n.:....::o:.:.f..;C:.;o:;.i1P;.:.i.:.:.na ..... w:.:.:..1.:.T:.::ie=b=-ac.:;k:.;;s::...:s;c.:;,oac.:;e:.;d;;....~®..;L::...=.a........;.1.;.1_.,1,lft.;.;... __ _ fc = 4 ksi Fy = 60 ksi w= 2100 plf WU = 1.6 * w plf = 3360 plf (Mu)max = WU * L "2 / 10 = 40.7 ft-kips b= tc = # N= 22 16 6 3 in (coping depth) in (coping thickness) (coping horiz reinf) (quantity of coping reinf. at each face) (As)prov= N * 7T(db)"2 / 4 = 1.33 inA2 o.k. d = tc -3 -0.375 -db/ 2 dmin = 12.25 in p min = 200/Fy (As)min = p min * b * d = 0.90 in"2 (3 1= 0.85 pb = 0.85 * (3 1 * ( fc/Fy) * ( 87/( Fy + 87 )) = 0.0285 pmax = 3/4 * pb (As)max = pmax *b * d = 5.76 in"2 F = 0.275 Ku= Mu/ F = 148 ksi au= 4.39 :: As= Mu/ au * d = 0.76 o.k. b ~---~ -.~.L ~#3 Closed Ties I/ •~--Cone Woll Pom LJ Coping -Section (SW-5) Existina copina W/ 3 -# 6 Horiz. reinf.-ea. face is e.k. Check shear <I>= 0.85 Ru= (5/8)wu*L= 23100 lbs Vu= Ru -(d/12) *WU= 19670 lbs <IiVc = 28976 lbs »> Vu> 1/2 * <IiVc o.k. · · Provide shear reinforcement. I PA2020-016 PMA Consulting, Inc. Project: Reinforcing the (E) seawall Job: 30919 CONSULTING STRUCTURAL ENGINEERS 28161 CASITAS CT. P (714) 717 -7542 Address: 3905 Marcus Avenue Newport Beach, CA 92663 Sheet: /4 Design: PBP LAGUNA NIGUEL, CA 92677 Seawall With Dywidag Anchors Date: 01/14/20 STATIC LOADING ONLY-F.S.=1.5 G) Provide Tie -Back W/ Spacing, L = 11.0 ft R = 5/4 * w * L 28875 lbs ex = 5 degree T = R/Coso: = 29.0 kips l'2 Tu = 1.6 * T = 46.4 kips H Try: 1 " <P DYWIDAG threaded rods Fu= 150 ksi Fy= 0.8 *Fu= 120 ksi hJ <P = 0.9 (per section 1909.3.2.2) & ¢Tn = cp * ( Fy * As ) = 84.8 kips > Tu o.k. ·· Use 1 "cp DYWIDAG threaded rods max 11 ft o.c. Horiz. angle llmax = 56.9 degree H) Anchor Plate Desi n ~ Area of sleeve Fe = 0.6 * f c = 2.4 ksi Apl= b"2 -3.14*2.5"2 = 44 in"2 (b)reqd = (T/Fc)".5 = 3.5 in »» use b = 8 in b reduced= 7 in :: fc = T /Apl = 0.653 ksi ( My)pl = (b * fc)*(b / 2)"2 / 2 = 41 .80 in-kips Fy= 50 ksi ( My)all = ( b reduced * t"2 / 6 ) * ( 0. 75 * Fy) = 43.8 *t"2 >= 41 .80 :: t > = 0.98 in :: Use Pl 1 in x 8 ins uare Check PunchinA Shear on the CopinA (t)coping = 16 in d = t -(3 + db/2 + 6.5" pocket) = 6.13 in bo = 4 * ( b + 2 * d/2 ) = 56.5 Vu= Tu= 46.4 kips <PVC = 4 * cp * sqrt( fc) * bo * d = 78.9 kips ¢ Ve> Vu o.k. ·· The Copina is o.k. I PA2020-016 PMA Consulting, Inc. Project: Reinforcing the (E) seawall Job: 30919 CONSULTING STRUCTURAL ENGINEERS Address: 3905 Marcus Avenue Sheet: /5' 28161 CASITAS CT. P (714) 717 -7542 Newport Beach, CA 92663 Design: PBP LAGUNA NIGUEL, CA 92677 Seawall With Dywidag Anchors Date: 01/14/20 STATIC LOADING ONLY-F.S.=1.5 I) Provide Anchor Beam WI Ld =? D= 1.5 ft Di= 5.75 ft -from FG to deadmen mid height B = 4 ft (Lp) = 29 ft (length of the bulkhead) d1 = Di -B / 2 = 3.75 ft (w)c = 2100 plf Fp= 220 pcf w1 = Fp * d1 = 825 w2 = Fp*(d1+B)= 1705 w = (w1 + w2) * B/2 = 5060 plf (Ld)req'd= (w)c * (Lp) / w = 12.0 ft fc = 4.5 ksi Fy = 60 ksi (I )max= 7 ft (I1)max = 2.5 ft WU= 1.6* w = 8.10 -(Mu) = wu* !A2 /10 = 39.7 ft-kips (Mu)cant= wu* 11"2 /2 = 25.3 ft-kips B = 48 in d = 14.3 in F = Bd"2/12000= 0.819 Ku= Mu/ F = 48 ksi au= 4.47 As= Mu/ au * d « F.S. of 1.5 included plf plf << Pp kif Resultant <<< Governs. TI,;-bgck rod -,\ R R Tie-backTyp R R YI Anchot· Beam (Deadman) Rcinf at '!IIDC:h fu-ce cont C °E 9 .., I = 0.62 in"2 (As)min = 0.83 in"2 Try# 6 *----R~lhf both 'HC)B at /ls1 dlor Plate a, ::Nreq'd= 1.9 Check Punchin Shear: d = D -7" -3" -0.375" -db/ 2 = 7.25 in (pl)size = 5 in bo = 49 in Tu = 46.4 kips vu= 131 < tfivc= 228 : : Use 4.00 ft deep x 1.5 ft th'k cont. deadman WI 3 -# 6 Reinf. psi o.k. 12 ft long each face An r;hor Plate /3 Cloaed lTm Anchor Beom -Section (SW-8) PA2020-016 PMA Consulting, Inc. Project: Reinforcing the (E) seawall Job: 30919 CONSULTING STRUCTURAL ENGINEERS Address: 3905 Marcus Avenue Sheet: 16 28161 CASITAS CT. P (714) 717 -7542 Newport Beach, CA 92663 Design: PBP LAGUNA NIGUEL, CA 92677 Seawall With Dywidag Anchors Date: 01/14/20 I STATIC+ SEISMIC -F.S.=1.1 A) Soils data: Report? I y l(Y or N) Report by: Report no: Dated: (fa)= 37 pcf -Static Active Soils Pressure (fsa)= 24 pcf -Seismic Active Soils Pressure (Fp) = 220 pcf -Passive Soils Pressure «< F.S. of 1.5 included (Fp) = 178 pcf -Passive Soils Pressure Submerged «< F.S. of 1.5 included B) Wall data: I Existing ?I y I (Y or N) (Lp) = 29 ft (long segment of Bulkhead/Seawall) PA2020-016 PMA Consulting, Inc. Project: Reinforcing the (E) seawall Job: 30919 CONSUL TING STRUCTURAL ENGINEERS Address: 3905 Marcus Avenue Sheet: I /7 1------"'--'-'---ll 28161 CASITAS CT. P (714) 717 -7542 Newport Beach, CA 92663 Design: PBP LAGUNA NIGUEL, CA 92677 Seawall With Dywidag Anchors Date: 01/14/20 STATIC+ SEISMIC -F.S.=1.1 »»· Existing coping (Y or N) ? = Y I F) __ o_e_s_ia""n_o_f_C_o_,0-i-n-gW ....... I_T_ie-b_a_c_ks--s...,,p_.a_ce_d __ .-.,@_L_=...__1_0_.s _ _.l_ft __ _ fc = 4 ksi Fy = 60 ksi w= 3500 plf wu = 1.6 *w plf = 5600 plf (Mu)max = WU * LA2 / 10 = 61 . 7 ft-kips in (coping depth) in (coping thickness) (coping horiz reinf) ·"'··-/· b ": • .-~· . ~ . 1.,.,.,...-~einf at eoch .. 4 . • • _/ race cont . ~(~) ~fL... ·.o._· . . k ,--Coping b= tc = # N= 22 16 6 3 (quantity of coping reinf. at each face) ~ • .q ·-. \ ---. i.:......... \_ (As)prov= N * TT(db)A2 / 4 = 1.33 in"'2 o.k. d = tc -3 -0.375 -db/ 2 dmin = 12.25 in p min = 200/Fy (As)min = p min * b * d = 0.90 in/\2 (3 1= 0.85 pb = 0.85 * (3 1 * ( fc/Fy) * ( 87/( Fy + 87)) = 0.0285 pmax = 3/4 * p b (As)max = pmax *b * d = 5.76 in/\2 F = 0.275 Ku = Mu / F = 224 ksi au = 4.33 :: As= Mu/ au * d = 1.16 o.k. ExistinQ copinQ WI 3-# 6 I _.. · ~ , ·I 6 .. I Tie-back rod +-~-+-. 1-,~ 1---Cone Wall Porn • . A w Coping -Section (SW-5) Horiz. reinf.-ea. face is o.k. PA2020-016 PMA Consulting, Inc. Project: Reinforcing the (E) seawall Job: 30919 CONSULTING STRUCTURAL ENGINEERS 28161 CASITAS CT. P (714) 71 7 -7542 Address: 3905 Marcus Avenue Newport Beach, CA 92663 Sheet: /$ Design: PBP LAGUNA NIGUEL, CA 92677 Seawall With Dywidag Anchors Date: 01/14/20 ST A TIC + SEISMIC -F .S.=1.1 G),..... __ P_ro_v_i_d_e_T_i_e_-_B_a_c_k_W_I_S~p_a_c_in~g~,_L_= __ 1_0_._5_fl __ _ R = 5/4 * w * L 45938 lbs ex= 5 degree T = R/CosC< = 46.1 kips Tu= 1.6 * T = 73.8 kips Try: 1 " qi DYWIDAG threaded rods Fu= 150 ksi Fy = 0.8 *Fu= 120 ksi qi = 0.9 (per section 1909.3.2.2) & qi Tn = qi * ( Fy * As ) = 84.8 kips >Tu o.k. ·· Use 1 "qi DYWIDAG threaded rods Horiz. angle 6max = 29.6 degree H) Anchor Plate Desi n Fe= 0.6 * fc = 2.4 ksi Apl= (b)reqd = (T/Fc)A.s = 4.4 in>»> use b = :: fc = T /Apl = 1.039 ksi ( My)pl = (b * fc)*(b / 2)A2 / 2 = 66.51 in-kips ( My)all = ( b reduced * tA2 / 6 ) * ( 0. 75 * Fy ) = 43.8 *tA2 >= 66.51 :: t > = 1.23 in ::UsePI 11/4in x 8 insuare Check Punching Shear on the Cooina (t)coping = 16 in d = t -(3 + db/2 + 6.5" pocket) = 6.13 in bo = 4 * ( b + 2 * d/2 ) = 56.5 Vu = Tu= 73.8 kips qiVc = 4 * qi * sqrt( fc ) * bo * d = 74.4 kips qi Ve > Vu o.k. · · The Coping is o.k. l F2 H ,.....__~ ... , Force Diogrom max 10.5 w3 "9" ft o.c. (SW-26) r-Area of sleeve bA2 - 3.14 *2.5A2 = 44 inA2 ·8 in b reduced= 7 Fy= 50 ksi in PA2020-016 PMA Consulting, Inc. Project: Reinforcing the (E) seawall Job: 30919 CONSULTING STRUCTURAL ENGINEERS Address: 3905 Marcus Avenue Sheet: /P 28161 CASITAS CT. P (714) 717 -7542 Newport Beach, CA 92663 Design: PBP LAGUNA NIGUEL, CA 92677 Seawall With Dywidag Anchors Date: 01/14/20 STATIC+ SEISMIC -F.S.=1.1 I) Provide Anchor Beam WI ( Ld) =? D= 1.5 ft Di= 6 ft -from FG to deadman mid height B = 4 ft (Lp) = 29 ft (length of the bulkhead) d1 = Di - B / 2 = 4 ft (w)c = 3500 plf R Anchor Beam Fp= 300 pcf « F.S. of 1.1 included (Deodmon) w1= Fp * d1 = 1200 plf w2 = Fp*(d1+B)= 2400 plf _d w = (w1 + w2) * 8/2 R = 7200 plf « Pp Resultant Q Typ (Ld)req'd= (w)c * (Lp) / w Tie-backTyp = 13.2 ft R fc = 4 ksi Fy = 60 ksi (I )max= 7 ft (I1)max = 2.5 ft R WU= 1.6* w = 11 .52 kif w -(Mu) = wu* IJ\2 /10 = 56.4 ft-kips <<< Governs. (Mu)cant= wu* I1A2 /2 = 36.0 ft-kips B = 48 in d= 14.3 in F = BdA2/12000= 0.819 Ku= Mu/ F = 69 ksi au= 4.45 · · As = Mu / au * d = 0.89 inJ\2 (As)min = 1.18 inA2 Try# 6 :: Nreq'd = 2.7 Check Punchinq Shear: d = D -7" -3" - 0.375" -db/ 2 = 7.25 in (pl)size = 5 in bo = 49 in Tu = 73.8 kips vu = 208 < ¢vc = 215 :: Use 4.00 ft deep x 1.5 ft th'k cont. deadman WI 3 -# 6 Reinf. R-,inf at eovh T~t> fu~e cont TTc--bgck. rod\ if=~ R~lnf both 'NC)"' at An dlor Plate ! I Anchor Plate I I ·ll'l /3 Cloaed TTe<! Anchor Beom -Section (SW--6) psi o.k. 13 ft long I ® each face C ~ 9 t') I :;; (D PA2020-016 SIMPSON Strong.!fie ® Anchor Designer™ Software Version 2.8.7094.0 1.Project information Customer company: Customer contact name: Customer e-mail: Comment: 2. Input Data & Anchor Parameters General Design method:ACI 318-14 Units: Imperial units Anchor Information: Anchor type: Bonded anchor Material: A615 Grade 60 Rebar Diameter (inch): 0.500 Effective Embedment depth, her (inch): 4.500 Code report: ICC-ES ESR-2508 Anchor category: - Anchor ductility: No hmin (inch): 7.00 Cac (inch): 5.70 Cmin (inch): 1.75 Smin (inch): 3.00 Recommended Anchor Anchor Name: SET-XP®-SET-XP w/ #4 A615 Gr. 60 Rebar Code Report: ICC-ES ESR-2508 .~/ ' ~·'?II~ ":' ~t i .l ! ":' I -I! = ~l ! t; ti . li I ,,., !Q I! 1, , ... -. - Company: PMA Consulting, Inc. I Date: I 1/14/2020 Engineer: PBP I Page: j 1/5 Project: #30919 Address: 28161 Casitas Ct. Phone: 714-717-7542 E-mail: Project description: Reinforcing an Existing Seawall Location: 3905 Marcus Avenue Fastening description: Epoxy Dowels Base Material Concrete: Normal-weight Concrete thickness, h (inch): 15.00 State: Cracked Compressive strength, fc (psi): 4000 4',.v: 1.0 Reinforcement condition: B tension, B shear Supplemental reinforcement: Not applicable Reinforcement provided at corners: No Ignore concrete breakout in tension: No Ignore concrete breakout in shear: No Hole condition: Dry concrete Inspection: Continuous Temperature range, Short/Long: 150/110°F Ignore 6do requirement: Not applicable Build-up grout pad: No Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. Simpson Strong-Tie Company Inc. 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.com z_o PA2020-016 SIMPSON Strong-Tie ® Load and Geometry Anchor Designer™ Software Version 2.8.7094.0 Load factor source: ACI 318 Section 5.3 Load combination: not set Seismic design: Yes Anchors subjected to sustained tension: Yes Ductility section for tension: 17 .2.3.4.2 not applicable Ductility section for shear: 17 .2.3.5.2 not applicable Oo factor: not set Apply entire shear load at front row: Yes Anchors only resisting wind and/or seismic loads: No Strength level loads: Nua [lb]: 1200 Vuax [lb]: 0 Vuay (lb]: 0 <Figure 1 > z I 12001b Company: PMA Consulting, Inc. I Date: I 1/14/2020 Engineer: PBP I Page: I 215 Project: #30919 Address: 28161 Casitas Ct. Phone: 714-717-7542 E-mail: o lb -. -y Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. Simpson Strong-ne Company Inc. 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.com ZI PA2020-016 SIMPSON Strong-Tie <Figure 2> or Designer™ Anch Softw are Version 2.8.7094.0 Company: Engineer: Project: Address: Phone: E-mail: PMA Consulting, Inc. PBP #30919 28161 Casitas Ct. 714-717-7542 -·-·- ____ 6_. o_o _____ 6_.o_o _"'"j --· 0 LO ,....... 0 0 . "'1"" I Date: I 1/14/2020 I Page: I 3/5 -·· Input data and results must be checked for agreement with the existing circumstances. the standards and guidelines must be checked for plausibility. Simpson Strong-Tie Company Inc. 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.com zz -· PA2020-016 SIMPSON Strong-Tie Anchor Designer™ Software Version 2.8.7094.0 3. Resulting Anchor Forces Anchor Tension load, Nua (lb) 1200.0 Sum 1200.0 Maximum concrete compression strain (%0): 0.00 Maximum concrete compression stress (psi): O Resultant tension force (lb): 1200 Resultant compression force (lb): O Company: Engineer: Project: Address: Phone: E-mail: Shear load x, Vuax (lb) 0.0 0.0 Eccentricity of resultant tension forces in x-axis, e'Nx (inch): 0.00 Eccentricity of resultant tension forces in y-axis, e'Ny (inch): 0.00 4. Steel Strength of Anchor in Tension (Sec. 17.4.11 Nsa (lb) ¢ ¢Nsa (lb) 18000 0.65 11700 5. Concrete Breakout Strength of Anchor in Tension (Sec. 17.4.21 Nb= kck✓fchet'-5 (Eq. 17.4.2.2a) kc Aa fc (psi) h.,(in) Nb (lb) 17.0 1.00 2500 4.000 6800 0.75¢Ncb = 0.75¢ (ANcl ANcc)'f'.d,N'f'c,N'f/cp,NNb (Sec. 17.3.1 & Eq. 17.4.2.1a) ANco (in2 Ca.min (in) 'f'ed,N 'f'c,N 120.00 144.00 4.00 0.900 1.00 6. Adhesive Strength of Anchor in Tension (Sec. 17.4.5) t'k,cr = Tk,crfshort-termKsataN.scis 'Ck.er (psi) fshort-term Ksat aN.seis 735 1.00 1.00 1.00 Nba = AaTcr1l"daha1(Eq. 17.4.5.2) ..la Tc, (psi) da (in) he1 (in) Nba (lb) 1.00 735 0.50 4.500 5195 0.75¢Na = 0.75¢ (ANal ANaD) 'Ped.Na 'f/cp,NaNba (Sec. 17.3.1 & Eq. 17.4.5.1 a) CNa (in) Ca.min (in) 'Ped,Na 75.12 79.09 4.45 4.00 0.970 ¢Nsust = 0.55,PNba (Eq. 17.3.1 .2) ¢ Nba(lb) ¢Nsust (lb) 0.65 5195 1857 PMA Consulting, Inc. I Date: I 1/14/2020 PBP I Page: I 4/5 #30919 28161 Casitas Ct. 714-717-7542 -• •w• .. Shear load y, Shear load combined, Vuay (lb) ✓(Vuax)2+(Vuay)2 (lb) 0.0 0.0 0.0 0.0 'f'cp,N Nb (lb) 0.75,f!Ncb (lb) 1.000 6800 0.65 2486 tkcr (psi) 735 Nao (lb) 0.75¢Na (lb) 1.000 5195 0.65 2333 -·-------------- Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. Simpson Strong-Tie Company Inc. 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.com 23 PA2020-016 SIMPSON Strong-Tie 11. Results Anchor Designer™ Software Version 2.8.7094.0 11. Interaction of Tensile and Shear Forces {Sec. 0.71? Company: PMA Consulting, Inc. Engineer: PBP Project: #30919 Address: 28161 Casitas Ct. Phone: 714-717-7542 E-mail: Tension Factored Load, Nua (lb) Design Strength, 0Nn (lb) Ratio Steel 1200 11700 0.10 Concrete breakout 1200 2486 0.48 Adhesive 1200 2333 0.51 Adhesive (sustained) 1200 1857 0.65 SET-XP w/ #4 A615 Gr. 60 Rebar with hef = 4.500 inch meets the selected design criteria. 12. Warnings I Date: I 1/14/2020 I Page: j 5/5 -·------·- Status Pass Pass Pass Pass (Governs) -When cracked concrete is selected, concrete compressive strength used in concrete breakout strength in tension, adhesive strength in tension and concrete pryout strength in shear for SET-XP adhesive anchor is limited to 2,500 psi per ICC-ES ESR-2508 Section 5.3. -Per designer input, the tensile component of the strength-level earthquake force applied to anchors does not exceed 20 percent of the total factored anchor tensile force associated with the same load combination. Therefore the ductility requirements of ACI 318 17.2.3.4.2 for tension need not be satisfied -designer to verify. -Per designer input, the shear component of the strength-level earthquake force applied to anchors does not exceed 20 percent of the total factored anchor shear force associated with the same load combination. Therefore the ductility requirements of ACI 318 17.2.3.5.2 for shear need not be satisfied -designer to verify. -Designer must exercise own judgement to determine if this design is suitable. -Refer to manufacturer's product literature for hole cleaning and installation instructions. ------------- Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. Simpson Strong-Tie Company Inc. 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.com Z1