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HomeMy WebLinkAbout20170130_Structural Calculations for Seawall_12-13-2016·· ... ·.···· .. WILLIAM SIMPSON & ASSOCIATES, INC. CONSULTING STRUCTURAL ENGINEERS Project: Seawall ng 2772 Bayshore Drive N Beach, CA 92663 Structural Calculations for Seawall Reinforcing Located at 2772 Bayshore Drive Newport Beach, CA 92663 Prepared for: MR. KEVIN MORIARTY 2772 Bayshore Drive Newport Beach, CA 92663 WSA Job #7084 December 13, 2016 .; 11 2/1 3/1 6 I PA2017-019 (N) FINISH GRADE (E) BLOCK WALL r.o. WALL ELEV=-+12.68' 20 PLF r 245 PLF=12.25' 1< 20 PCf ~c"+~~-Ei!!lm~""~OF"---r----r ___ · .. ------<.---a4S.l _ NAVDB8=+1285'MLLW >~..~----hr----------'-------~ • 7 " • 1 \'! ~~ ~· +I~ or ~I I ! I PASSIVE PRESSURE +----4-------- ~ "'L· -~ --· (E) CON:C COF>!NG (0:) DREDGE LINE 1000.0 GROSS PASSIVE-S' x 200 TYPICAL SEAWALL LOADING PASSIVE EARTH PRESSURE -·-"-I='P' j ~ I / {N} DYMOAG THREAOBAR PER PLAN TYP -~ " -------~;_ ---------4-- C;r in ? '< 65aD ACTIVE 668 PLF=580+4A1' x 20 PCF ~ ' :--i ,' j . "' 0. I . I '-----" -! ~ t------j . ----I DE~ '7 SIDE -+2: OO' LEV ON LAND • ~-'-~:GN LEVEL E _ 1 j ' ± M.LLW. )::::1----' I --- ~· STATIC ACTIVE EARTH PRESSURE SURCHARGE SEISMIC EARTH PRESSURE NTS. I ~ PA2017-019 y rzl.x Loads: BLC 1, ACTIVE ~:~ -====l Olblft 4 CONCRETE SEAWALL Dec 13, 2016 at 4:00 PM (E) SEAWALL DESIGN 5.0 FT EM .. PA2017-019 Loads: BLC 2, UNIFORM SURCHARGE ~:=~ / r-- <: ~---- ~~ ~ >. .. ······---··· > > ~ ... K IE,-----~·-······· - " -5---§-: > .. ?_ > ~ < ______ , -~ - l----··· ;> ~---201bi« CONCRETE SEAWALL 4 ..... l PA2017-019 5 r:1 .x lb/lt Loads: SLC 3, SeiSMIC SOILS PRESSURe PBP:~ .•..• --T 7084 ,., ____ ,., CONCRETE-S-EA-WAL_L __ ---~-c-i~,_2_·-~0_1-6 __ -a::4_:o_._o~-P-_M •••••.•• ~ .. ___ ... ,. ... ___ . . __ ·--···· . SEA_W_A_LL DESIG_N_s.o_~~ EM . PA2017-019 ( 4 3 lblft L /; Loads: BLC4, PASSIVE SOILS PRESSU~R~E ______________ _ -~~-:4-----~ J-__ ----'------C-0-NC_R_E_T_E_S_E-AWALL --·------------------------~= __ j Dec 13, 2016 at~~ ____ __j__(E_) _s_EA_W_A_l~?ESI~N s.i~~ EM .. ] PA2017-019 Company Designer PBP Job Number 7084 Joint Coordinates and Temperatures 2·'/'}\ ·····'~ (',; ; Basic Load Cases CONCRETE SEAWALL Member Distributed Loads (BLC 1 :ACTIVE/ Dec 13, 2016 4:01 PM Checked By: ,------,-----r-ll!!M•~m~~~l.•=b•l----._yp.!itl)5Ji9"'-"-.--StatLMllgnitude[lblft degL . . End Maa,~,!!d~llb/ .. Start Location[f.t,.%] End Logationlft.%1 1 lVII A -668 -5ou 0 4.5 2 . .. '·''1\111 i •• •' '('"~580 '"·'<'•'.'((' ' <<<400i' ' .... ""4' ...... 3 ... m. M1 . X . -· ........ :4.00 0 ZJL _17~ Member Distributed Loads CBLC 2 : UNIFORM SURCHARGE/ Member Label Direction.... ,___,s,tawrt MagnitUd§[lblflJirulL. End Magnitu<:!e[lb/ ... Start Location[fl %] End l.ocatiilll[fl.'lhl LI r M1 = r x _1_ __ ......•........ .::20 1 -2o _o_ 1 o J Member Distributed Loads (BLC 3 : SEISMIC SOILS PRESSURE/ 1. · .. ·· .... -1 I Mal11.'fj(_j __ ···_L_ .... a ...... b .... ·J I Di(ection ..• $tart Magnitude[lblft,d.eg]_,.E:;un<tM.agnltude[lbl,.. starlLocation[ft '4] gnd Location[fL%]1 ----_L, --X __ _j__ 0 -···-·····"245 l -5 . L ___ 17., ...... __j Member Distributed Loads (BLC 4 : PASSIVE SOILS PRESSURE/ Load Combinations Envelope Joint Reactions RISA-2D Version 8.0.2 [P:\ ... \7084\SEAWALL CALCS\(E) SEAWALL DESIGN 5.0 FT EMBED.r2d] Page 1 1 PA2017-019 Company Designer PBP Job !\lumber 7084 CONCRETE SEAWALL Dec 13, 2016 4:02PM Checked By: RISA-20 Version 8.0.2 [P:\ ... \7084\SEAWALL CALCS\(E) SEAWALL DESIGN 5.0 FT EMBED.r2d] Page 2 8 PA2017-019 CONSULTING STRUCTURAL ENGINEERS P(949) 206 • Fy= 60 ksl w= 2510 plf wu = 1.6 • w plf = 4016 plf (Mu)max= wu * L"2110 = 40.2 ft-klps b= 24 in (coping depth) tc = 18 #6 in (coping thickness) (coping horiz reinf) N= 3 (quantity of coping reinf. at each face) (As)prov= N • 7T(db)A214 = 1 .33 ~fl1ili:?~~~~ d = tc-3-0.375 ·db 12 dmin = 14.25 In pmin = 2001Fy (As)min = pmin • b • d = 1.14 ln"2 ,81= 0.85 pb = 0.85' (31 ' ( fciFy)' ( 871( Fy + 87)) = 0.0285 pmax = 314 • pb (As) max= pmax 'b • d .. .. = 7.31 in"2 F" 0.406 Ku = Mu IF = 99 au= 4.43 As " Mu I au • d = 0.64 Ru = (518)wu*L= 25100 Vu = Ru-(dl12) • wu = <l>Vc = 36771 lbs >» ksi lbs 20331 lbs Vu > 112 • <l>Vc PA2017-019 CONSULTING STRUCTURAL ENGINEERS 2772 Bayshore Drive P(949) 206-CA 92663 31375 lbs ex = 17,8 degree T = R/Coscx = 33,0 kips Tu= 1.6'T= 52.7 kips Try: 1 "<!> DYWIDAG threaded rods Fu = 150 ksi Fy = 0.8 • Fu = 120 ksi <!> = 0,9 (per section 1909.3.2,2) & <!>Tn= <!> '(Fy'As) = 84.8 kips >Tu o.k. ree 5 In " 1:·~· i'.- i'1• ""···:,\~j .. ·,::.r ·······r:~~~~:·:: ............ ·.}~- ! . . r ..... ~ · .. : H) Anchor Plate Desi n Fe= 0.6 • fc = 3 ksi (b)reqd = (T1Fc)A,5= 3.3 in»» say b = :: fc= TlbA2= 1.318 ksi (My) pi = (b' fc)*(b I 2)A2 I 2 = 20.60 in-kips (My) all = Apl' Fby = ( b 't'2 I 6) * ( 0. 75 * Fy) = 22.5 't'2 >= 20.60 :: t > = 0.96 in ::Use PI 1 in x 5 in s uare Check Punch in Shear on the Co in (!)coping-18 in d = t-(3 + dbl2 + 6.5" pocket) = 8.13 in bo = 4 * ( 5" + 2 * dl2 ) = 52,5 Vu = Tu = 52.7 kips Per section 1911.12.2 : <PVc= 4 • <!> • sqrt( fc) • bo * d = 102.6 kips <!> Vc > Vu o.k. ,A..nvhor PtH'10I'!1n\~ Shot?<1:lt' :: The Co in is o.k. {~;;.:·,y;············································· PA2017-019 WILLIAM CONSULTING STRUCTURAL ENGINEERS 2772 Bayshore Drive P(949) 206- I) Provide Anchor Beam WI Ld = ? D= 1.5 ft Di= 5 ft 8 = 4 ft (Lp) = 40 ft (length of the bulkhead) d1 = Dl -8 I 2 = 3 (w)c = F.S. = 1.5 Fp I F.S. = 300 pcf Fp= 450 pel w1 = Fp * d1 = 900 plf w2 = Fp*(d1 +B)= 2100 plf w= (w1 +w2)* 812 = 6000 plf (Ld)req'd" (w)c * (Lp) = 16.7 fc = 5 ksi Fy = 60 ksi (I )max= 8 ft (11)max = 3 ft wu= 1.6* w = 9.60 kif -(Mu) = wu* 1"211 0 = 61.4 ft-kips «< Governs. (Mu)cant= wu* 11"212 = 43.2 ft-kips 8 = 48 in d = 14.3 In F = Bd"2112000= 0.819 Ku = Mu IF = 75 ksi au= 4.46 ·· As = Mu I au* d = 0.96 inA2 (As)min = 1.28 inA2 Try# 6 :: Nreq'd = 2.9 Check Punchin Shear: d = D -7"-3"-0.375"-db I 2 = 7.25 in (pl)size = 5 in bo" 49 in Tu = 52.7 kips vu = 148 < <Pvc= 240 psi o.k. ::Use 4.0 ft deep x 1.5 ftth'k cont. deadman WI 3 -# 6 Reinf. 16.7 ft long each face l4 CA 92663 ,,,,,(• I R R Tie-b-r..1·~:i-'Yw~., ''-.. R ·~.·: t. ..... ,, +---1E .... 3-.. ' : ........ ~ g 1 j l..\--u1 i l!~v~r R ,, ................................... ......... .. .......... {. w ,\rwh or 8<Nrn -Sev\lon ~:~M~·t;) PA2017-019 WILLIAM Seawall CONSULTING STRUCTURAL ENGINEERS IAd,jres;s: 2772 Bayshore Drive P(949) 206. F)r--~l!!S..l~:!:l!J~~.!!!..!~ULL:lli: fc= 4 ksi Fy = 60 ksi w= 3600 plf wu = 1.6 • w plf = 5760 plf (Mu)max = wu • L'2/10 = 57.6 ft.kips b"' 24 in (coping depth) tc = 18 #6 N=3 in (coping thickness) (coping horiz reinf) (quantity of coping reinf. at each face) (As)prov= N • 7T(db)'2/4 = 1.33 d = tc-3-0.375-db /2 dmin = 14.25 In pmin = 200/Fy (As)mln = pmin • b * d = 1.14 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 .. .. = 7.31 in'2 F= 0.406 Ku = Mu/F = 142 au= 4.39 As=Mu/au*d = 0.92 Ru = (5/8)wu*L= 36000 Vu= Ru-(d/12)*wu= <PVc= 36771 lbs >» ksi lbs 29160 lbs Vu > 1/2 • <PVc CA92663 PA2017-019 INC. 2772 Bayshore Drive CA 92663 45000 lbs ex = 17.8 degree T = R/Coscx = 47.3 kips Tu = 1.6 * T = 75.6 kips Try: 1 "<!> DYWIDAG thre~ded rods Fu = 150 ksl Fy = 0.8 * Fu = 120 ksi <!> = 0.9 (per section 1909.3.2.2) & <I>Tn = <!> * ( Fy * As ) = 84.8 kips> Tu o.k. Dlogrom H) Anchor Plate Desi n Fe= 0.6*fc= 3 ksi (b}reqd = (T/Fc)A.s = 4.0 in»» say b = 5 in :: fc = T I b"2 = 1.891 ksi (My} pi = (b * fc}*(b /2)"2/2 = 29.54 in-kips ( My}all = Apl * Fby = ( b * tA2 I 6} * ( 0.75 * Fy) = 22.5 *1"2 >= 29.54 ::t>= 1.15 in :: Use PI 11/4 in x 5 ins uare Check Punch in Shear on the Co in (!)coping = 18 in d = I-(3 + db/2 + 6.5" pocket) = 8.13 in bo = 4 * ( 5" + 2 • d/2 ) = 52.5 Vu = Tu = 75.6 kips Per section 1911.12.2: <PVc= 4 • <P • sqrt( fc) • bo * d = 102.6 kips <I> Vc > Vu o.k. ~~:-~~?.:: .. ~-~D~?.~:~.~~-;-~~---~!2~:~!.' <~iW-·9} .. The Co in is o.k. PA2017-019 & ASSOCIATES, INC. CONSULTING STRUCTURAL ENGINEERS P(949} 206- I) Provide Anchor Beam W/ Ld =? D = 1.5 It Di= B = 4 ft (Lp) = 40 It (length of the bulkhead) d1 = Di --B /2 = 3 .Jfl,:!!lil:iii!lmi~r'!li (w)c = plf F.S. = 1.1 Fp I F.S. = 409 pcf w1= Fp'd1= 1227 plf w2 = Fp*(d1+B)= 2864 -plf w= (w1 +w2)*B/2 -= 8182 plf (Ld)req'd= (w)c • (Lp) = 17.6 fc = 5 ksi Fy = 60 ksi (I )max= 8 ft (11)max = 3 ft wu = 1.6*w = 13.09 kif -(Mu) = wu*i•2 /10 Fp= = 83.8 ft--kips <« Governs. (Mu)cant" wu• i1A2 /2 = 58.9 It-kips B = 48 in d" 14.3 In F = BdA2/12000= 0.819 Ku = Mu /F = 102 ksi au= 4.44 .. As = Mu I au * d = 1.32 in•2 (As) min= 1.75 in•2 Try# 6 :: Nreq'd = 4.0 Check Punchin Shear: d = D--7"--3"--0.375"--db /2 = 7.25 In (pl)size = 5 in bo"" 49 in Tu = 75.6 kips 5 450 Seawall Reinforcing/ 2772 Bayshore Drive It pcf CA 92663 -------------·-;::::::::::::.,r~f:J_ LJ R <t---f':,O::"'':'j"f<-::1 -----+ •• _:_: ·) Ql j C'o:1t1HI-0v0t' R ..................................... ...... ~ ,;] ............ .z, ,, :{'!... .· · .... ',,,~ r>,Riih~r Plct4 -----;;:~------:: .. ::t:::::::~,~''-<''"''''"""""'"""""'"''" . .._:}'S ~)l{'.ltt00 11'~ Anoh cr El<ii''Jrn -S~c·tlon l~ttW-tJ) vu = 213 < <Pvc= 240 psi O.k. :: Use 4.0 ft deep x 1.5 ft th'k cont. deadman WI 4--# 6 Reinf. 17.6 ft long each face PA2017-019 \XJ WILLIAM SIMPSON &ASSOCIATES, INC. S CONSULTING STRUCTURAL ENGINEERS 23 ORCHARD SUITE 250 LAKE FOREST, CA 92630 Ji" TO ~" MONOLIIHIC Tt:"MPERED GLASS BALUSTER PANELS OR ~6" & ;r~,t LAMINATED TEMPERED GLASS BALUSTERS USING DU POINT SENTRYGLAS INTERLAYERS WITH PANEL MAX. LENGTH OF 5' TYP. PROVlO~ "BIRD STRIKE PREVENTION" DECALS @ 24" O.C, EACH DIRECTION PER WINDOW ALERT SPECS BY ARCHT T c CRL RS0821J4 hi STANDOFF fiTTINGS WITH CAP J16 GRAD£ STAINLESS STEEL (J COUPLES PER PANEL TYP) p (949) 206-9929 F (949) 206-9966 ma!l@wsase.com CONT TOP RAIL OVER lHREE BALUSTERS MIN TYP P=200Jbs ~-(E) CMU STEM WALL ;'j I I I -" • •1 (E) CONC COPING ----J ~ <~ I I ' 'J 6 I I. • 4 ~ L-.r--i~J I I I I (E) CONC PANEL ---I CONNECTION DETAIL I I I I .Lv'-L ·-~--~~__]_- N.T.S, 1/ . /If /11ff%"' /;'6 ,Y 2&&> ...:/2&t?$-Lt!S .;:i:a> 3~a>s ~.s-s ,?,rl?l/& ft l!?Zf/Jf?~t'f2> ctz:/fSS # t/ .3 s ~ 6C? / t9-'ji "' z. s /// --2 .c 41_ "' 3,6c:ft? ~S/ ;o .s / fit/,?7C/AJ-/f'lt?2Jt/?,.t/'..S CJF. ~~~S.S/I'V' /6;1/6'/ tJ?V / s z ~OZIZJ ?.si t/7/C:./Z./.A/&-,z:; S'. = +' . J I/ , (/..5{r: /11//1/ /z-7/11CK /WtJ71/0L'./7?C 76;M~'-~S W/7?1' %"1J3.5 Cl~ .S:S:· d::>~tJff-5 fP&\ 5'!_o 11 c! wcr 6'~.55 'fnl/~S wj#? s..s. ~/ftJtX5 ~ ~.s -:JD PA2017-019