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HomeMy WebLinkAboutCT 2018-0001; WALNUT BEACH HOMES; STRUCTURAL CALCULATIONS FOR SHORING WALL; 2018-10-29NELSON CONSULTING SHUCTlJRAL ENGINEER$ Structural Calculations for Walnut Beach Homes Shoring Wall at Biofiltration Basin 362 Walnut Avenue Carlsbad, CA NCE #18-077 Bu ilding Department Resubmittal October 29, 2018 Pages: l to 9 DATE OF SIGNING: l 0/29/18 NCE Inc. Consulting Structural Engineers JAN O 7 2019 RECORD COPY Initial zj,/;9 1 Date 8915 Research Drive, Suife200 Irvine, CA 92618 • P: 949.752.2070 F: 949.752.2071 VvAL.tJ ur GtPkH HOfvt~ FttJAL-sve~nTf\L- NELSON Job Name STRUCTURAL Design of 8915 RESEARCH DRIVE, SUITE 200 IRVINE, CA 92618 949 752.2070 <;;~1Sr-uc A CT/VrE =·1f;'fl f" -i-1£°pc.y ·-t:;J.flt,F I "'\ CJ...\.'?'? ,.,,J,:;, p...; ~ -t.P .~c. FPr.w1v(I!: ...,,. 7<;.-o Pc-f :-c CA/SSot-1 T t'J 01,( -C,.l) r,I ST(l I\ I tJ r::;-r;; Engineer ____ _ Date Sheet ~+".b ('b\~?~c;.f'-\ ( .{, ~,~-!.-) ~ I ~ lc--tft9'i? ct r,115€()1•1t,;. t1t = l D --·D vi 11J <;'£-,S-,:::01,.L--o/~/l>J ( f'/11>;1,f fi,(l. A--tJAt.'-/'ilj ) 891 5 RESEARCH DRIVE, SUITE 200 IRVINE, CA 92618 949.752.2070 1-1 «g C,01-tC µA(...l.-- Job Name __;,~:...o::::!..:"-"'...!.-tJAL-f.Lt/t BGA(ti-Job No. 18077 I <SHofl,1,.tcS Engineer Design of f?.?r ~ltt-1.-L. Date Sheet 2... ( " $01..--{/le:fl. flt.,,.(;; ~fll}(_l,t(,, -=. 8-u:> /.\s;,'2..:;;:.. &, Z-7 ,,.;"---➔ #'S"° ~ ,,i "-f!,'1 .; ( I ?,-) ~ \ ?-· ( q-) 7,.- \\ \~i;. ~ \ 'b 0& \/tefl-, N?-6 NELSON CONSULrlNG ~ JII UCl!,11"1 (t"G1Hltl , 191Jh~C>-i-4.lviieX10 i.,.,.;__(;A92d,II ~. Q,1~.152.,0..---0 b td.7U 2011 Soil Input Vulues: T ,iongulor Ading Prcsr.ure, Adivc or At-Rest Job Name; Wolnul St:o::h Homes Shorioy Woll Dosign ol: Permanent Shoring wol! of Biorelension Basin I Q'.0' Reloining. No surcharge Oo: 53 pd Nol,e: lnp<.11 "O' j( oc-fo,9 pt'!~Vfo 11: I\Ot trian91.1lar Jol,No. 18077 Engineer Dole $heel '? (38 Active + lss.'~ic) Use 2 limes Possiv~ for isolated poles not odversely affoe1od by Notu: For City of Na ... porl Bocch · Canl~• ... •r ihot\n9 ~uppot1in9 hordrcape impro.,..menh, lovndot,or,s, or sw1mm1119 pools "'"h1n 0 dtsloi<:e of leu thon holf the sho,1n9 he,gh.r sholl be! do11g,-.OO boii!d on At-Rut F,euure I /2' ground displacement? _____ n YIN Nol(!: Vtwlv with tho GeolechnOcal Er,ginecr lhot p0ssivc pre1~u,e fflOy be iGCreosed. NCE poHc.:y h lho! ,[ lhe imr~u~ 4 ollo ... ~d bJ' lh1t Geoh:dl, vu: lhe Jrnofler <,f 2 l,mes the quole(j poun,e or-.d 600pd. For wn:::harge wo!I condilion;, do nol vsc the 2 faT".CS fed::,r, Possi·,e Pressure Qp: ~pd Use Qp = Mo.< Posiivc Pres.suro Qp(ma,): _3,500 pcf Soil angle of onternal friction 4>: ___ 2_6 degrees Soil co!icsioo C: _.12Q.psf Soldier Pile lneut Design Parameters Design Relained Heigh! RH: 10.0 feet Soldier Pile Spacing 5 : Adjusled pilo widlh for Poss,vc o,ching copobilily: Adjuslmrmt Fodor = 0.08 • 4> : l,m,t Adjustmenl Fodor, AF. to : Adu,tcd pile width = A.F. , 0pile: MOK cffcdive pi!e widlh. Soldier P;le Oiamcler 0: 2.24 __ .c2cc..0.c-0c.. smaller of !he colculoled fodor and 2.0 4.00 feet ___ 8_.S_0_leel, equals pile spoc,ng 750 pd 8.50 ft 24 inches Adjusted pile widlh Weff : ___ 4.;...00c..c..fee!, smaller of odjusled pile width and oduol pile spocing Uniform Surcharge, full heigh! Point load I Point lood 2 Soldier Pile Anolvsfil.P~jgn Triongulor octing pressure Total vniform surcharge Toto! Pt load I Toto I Pt load 2 Pa: Pusc: PP! : PP2 : Totol loods on pile Ptol : HI of only lriongulor passive H2 : Docs pos~ivc rfl-0)( out? HI of triongulor pm:sive H2tri : Triangular passive RPlri : Ht of uniform passive H2unif: Uniform pauive RPunif : Pos~ive to res:s, total oding R : Momeni al bclonced shear M : Mox passive Max Qp : Height of bofoncin9 force HJ : Force for balancing couple F : Soldier Pile Design..SllID.!!lQCI'. Design Retained Height RH : Soldier Pile Spacing S : Soldier P~o Diameter D : SCu: ?l : P2: ___ 0_psf ___ op1r ___ 0plf Hi above lop of co;sson H l: HI above top of co,s,on H2: 22.53 kips 0.00 kips ---0:00 kip, 0.00 kips 22.53 kips 3.88 lee! No 3.88 feel 22.53 kips 0.00 feet 0.00 kips 22.53 kip, 133 k' 2,906 psi 3.39 feel 39.36 kips 10.0 foet 8.50 feel · 24 inchos ----- ~ 1/2 • Oo • RH • RH • P;le spoc,ng •· SCv • RH • Pile spocing e: Pl • Pil• $pocin9 = P2 • P;fe spacing = Po + Pusc + PPI + PP2 a SQRT ( (P101) / 11 /2 • Op • Wdij ) Mo,:os out if H2 > Op(mo11:} / Op = l/2 • Mox Qp • H21n • Wcff -I /2 • Mox Op • H2unil • Weff = RP1ri + RPuniL Must equ.:il Ptot MuSI be < = Qp(rno,) • SQRT IM/ (Mox Op· Well)I • (Mox Op) • H3 • Weil 0 feet --------0-fee! Moment al balanced shcor: T riongulor Ae1in9 Unifo,m sv,chotgo Pein: b od l, PP I Poinl load 2, PP2 Passive triangular Pos3ive unlfonn Moment at bo!oncod sheor Embedment depth below design reloined heigh! 10.6 feel r: H21ri + H2unif + 2 .. 113 tJ,omenl on s:eel soldier pile, loken 1' into caisson Mstl; 98 l:' • Po (RH I 3 + I 1 +Puoc ( RH /2 , IJ ·t· PPI ( HI + I) •· PP2 ( H2 + I) For steel soldier p,lc design, inpul ading foods into Enercolc using o fixed-cantilever model, oddirg I '•0" to Hhe rcloined heigh! lo occoun1 for local crushing o: the tap of :he concrete co,sson. Use 1he moment obove 10 check 1h01 you hove input foods corredly into Ene,cok. Check sliess and deflection. Foe Newport Beach, limit defledion to I /2* ii there is on adjacent house surcharging the shoring, For oil other jurisdidions-and cose1, limit d9flec11on lo }•. 162 k' 0 k' 0 k' 0 k' -29 k' 0 k' 133 k' NELSON Job Name b/A:(cc-lUI {?.eMA+ Job No. 1go77 STRUCTURAL St+ofZ.tiJ' r. Engineer Design of kA.M,trJt-J.uf fop;, Date 8915 RESEARCH DRIVE, SUITE 200 IRVINE, CA 92618 Sheet ,f 949.752.2070 H = ,2J;)'i/011' (g. ... ) =-&> ISO-ti+ n lr-=-f t (c; 1so)) 1/z = O, ~ r/ (1r;coo (12."J __ ...,.,. Vt-.., 1:ratr fL /,(,.7 Fu:::-!t <o o* Tv ~ :z.o,;;t>11{1,i)s'/ qtr =-fl oo·tJ: 6 /~;'1.f 'SI f.-1fSON Tlr~ H!7 Jri I G11 GtAt! Gr;1 ePFec.-r1v4t IN1"~kt-f"/i>N flr,r1c, -==-c>,Fsft-< l,o see oi,rrfur f°D1,1.,v1,t1rJi (A(,f!s SIMPSON ~ .. ···~· ~.· .>,. ·, ' ... 0 Anchor Designer™ Software Version 2.5.6326.1 1.Project information Customer company: Customer contact name: Customer e-mail: Comment: 2. Input Data & Anchor Parameters General Design method:ACI 318-11 Units: Imperial units Anchor Information: Anchor type: Concrete screw Material: Carbon Steel Diameter (inch): 0.625 Nominal Embedment depth (inch): 5.000 Effective Embedment depth, 11.1 (inch): 3.820 Code report: ICC-ES ESR-2713 Anchor category: 1 Anchor ductility: No h..,, (inch): 7.67 c,. (inch): 5.75 Cm<n (Inch): 1. 75 S,,,., (inch): 3.00 Load and Geometry Load factor source: ACI 318 Section 9.2 Load combination: not 3et Seismic design: No Company: Nelson Consulting Engineers Engineer: Ian Black Project: Address: 8915 Research Dr Suite 200 Phone: (949) 752-2070 E-mail: Project description: Walnut Beach Shoring Wall Location: Shoring Wall Date: Page: Fastening description: Lagging anchorage to caissons Base Material Concrete: Normal-weight Concrete thickness, h (inch): 20.00 Stale: Cracked Compressive strength, r, (psi): 3000 4',.v: 1.0 Reinforcement condition: B tension, B shear Supplemental reinforcement: Not applicable Reinforcement provided at corners: No Do not evaluate concrete breakout in tension: No Do not evaluate concrete breakout in shear: No Ignore 6do requirement: Not applicable Build-up grout pad: No Anchors subjected to sustained tension: Not applicable Apply entire shear load at front row: No Anchors only resisting wind and/or seismic loads: No 11001b <Figure 1> --------------------·---- 10131/2018 115 500 / Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibmty. Simpson Strong-Tia Company Inc. 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.com SIMPSON <Figure 2> Anchor Designer™ Software Version 2.5.6326.1 Cornpany: Engineer: Project: Address: Phone: E-mail: Nelson Consulting Engineers Ian Black 8915 Research Dr Suite 200 (949) 752-2070 Date: 10/31/2018 Page: 2/5 0 0 °' 1--_______ ....,2<1.00 ______ ----4----------'2=-4'-'-.o""'o"----------_; Recommended Anchor Anchor Name: Titen HD®• 5/8"0 Titen HD (THDB model). hnom:5" (127mm) Code Report: ICC-ES ESR-2713 Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. Simpson Strc11g-T1e Comoany Inc. 5956 W. Las Positas Boulevard Pleasanton, CA 94566 Phone: 925.560.9000 Fax: 925.847.3671 www.sllongtie.com SIMPSON Anchor Desig Software Version 2.5.6326.1 3. Resulting Anchor FQrces nerrM Company: Engineer: Project: Address: Phone: E-mail: Anchor Tension load, Shear load x. Nuo (lb) 1100.0 Sum 1100.0 Maximum concrete compression strain (%,): 0.00 Maximum concrete compression stress (psi}: o Resultant tension force (lb); 1100 Resultant compression force (lb): O V.,. (lb) 3280.0 3280.0 Eccentricity of resultant tension forces in x-axis. e'"• (inch): 0.00 Eccentricity of resultant tension forces in y-axis. e·", (inch): 0.00 Eccentricity of resultant shear forces in x-axis, e'v, (inch): 0.00 Eccentricity of resultant shear forces in y-axis, e'v, (inch): 0.00 4. Steel Strength Qt Anchor Jo Tension 1sec. D.5.1 l N,, (lb) ~ ~ .. (lb) 30360 0.65 19734 5. Concrete Breakout Stre!.UJ!.ti of Anchor in Tension /Sec. D.5.2l No = kcJ.0../f'cho115 (Eq. D-6) k, A, "~ (p$i) h,, (in) N,(lb) 17.0 1.00 3000 3.820 6952 ,)Ne, = tl (Aivc/ Ar,,-.) '/J«t.N"f'c.N 'l'c.,.11No (Sec. D.4.1 & Eq. D-3) ANc (in2) Awro (in2) c.,,.,;n (in) 'P,d,N 'f{,, 131.33 131 .33 9.00 1.000 1.00 6. Pullout Strength of Anchor in Tension {Sec. 0.5.3l ¢Np,,= ¢'/'cp,I.Np(f,12,500)" (Sec. D.4.1. Eq. 0-13 & Code Report) 'f'c.p ).0 Np (lb) f, (psi) n 1.0 1.00 4727 3000 0.50 Nelson Consulting Engineers I Date: I 10/31/2018 Ian Black I Page: I 315 8915 Research Dr Suite 200 {949) 752-2070 Shear load y, Shear load combined, Vu,v (lb) ../(Vu,.)'+(V,.,)' (lb) 500.0 3317.9 500.0 3317.9 'Pep.A' No (lb) ¢ ¢N,, (lb) 1.000 6952 0.65 4519 0.65 3366 Input data and results must be checked ror agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. S•mp,011 Strong-Tie Coin;iany Ire. 5956 W. Las Posilas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax. 925.847.3871 www.shongtie.com 7 SIMPSON Anchor Designer™ Software Version 2.5.6326.1 8. Steel Strength of Anchor jn Shear {Sec. 0.G.1 l V,. (lb) ¢,m.1 ¢ ¢,,.,,,¢V,. (lb) 10000 1.0 0.60 6000 Company: Engineer: Project: Address: Phone: E-mail: 9. Concrete Breakout Strength of Anchor in Shear (Sec. D.6.21 Shear perpendicular to edge in y-direction: vb, = minl7(1.I d,)0-2✓d • .i..✓f'cc,,'·5; 9,.,✓r,c.,'·51 (Eq. 0-33 & Eq. 0-34) I. (in) d, (in) A. fc (psi) c., (In) 3.82 0.625 1.00 3000 13.33 ¢V ••r =¢ (Ave/ Av,o)'f'c<1.v'l'c.v%.vV,, (Sec. 0.4.1 & Eq. 0-30) Av, (in2) Av,. (in2) 360.00 800.00 0.835 1.000 1.000 Shear perpendicular to edge in x-direction: Vb,= minl7(1.ld.)01-Jd.,..✓f'.c.,'-'; 9).,-Jfcc•,'·51 (Eq. 0-33 & Eq. 0 -34) t. (in) d, (in) ,t, fc (psi) c., (in) 3.82 0.625 1.00 3000 9.00 ¢V cb< =¢ (Av,/ Av,o) 'f',o.v'hv%.vV•, (Sec. 0.4.1 & Eq. 0·30) Av, (in2) 364.50 Aveo (in2) 364.50 1.000 Shear parallel to edge in x-direction: 1.000 1.000 v., = minl7(1,/ d,)0-2✓d • .{.✓f',c.,'.s; 9k✓f,c.,1.s1 (Eq. 0-33 & Eq. 0-34) 1. (in) d, (in) ,._, r, (psi) c., (in) 3.82 0.625 1.00 3000 13.33 9V ,,, =p (2)(Avcl Avco) 'l'ed_v'lh'l'o.vVoy (Sec. 0.4.1 & Eq. 0-30) Ave (in2) Av,o (in2) t.Fed.V 'f',.v 'f'o. V 360.00 800.00 1.000 1.000 1.000 Shear parallel to edge in y-direction: v., = minj7(i./ d.)02.Jd.,..✓r,c.,'5; 9..l.✓f'.c,,1.s1 (Eq. 0-33 & Eq. D-34) /0 (in) d. (in) ,i,, fc (psi) c., (in) 3.82 0.625 1.00 3000 9.00 ,W ,b, =¢ (2)(Avcl Av=) 'f',vv'l'c.v'l1,,vVo, (Sec. 0.4.1 & Eq. 0-30) Ave (in') Av,. (in') 'l'•d.V V',.v 'l'h.V 364.50 364.50 1.000 1.000 1.000 10, Concrete Pryout Strength of Anchor In Shear (Sec, 0 ,6.3\ ¢V,p = pk,.Neb = pkep(AN.1 ANco) 'l',d.N'f~.11<fl<t>.NNb (Sec. 0.4.1 & Eq. D-40) kq, An, (in2) AN,u (in2) 'fl,d,11 'l'c.11 '11cp.11 Nelson Consulting Engineers Ian Black 8915 Research Dr Suite 200 (949) 752-2070 Vbr (lb) 21195 V,, (lb) 21195 0.70 11754 Vo,(lb} ¢ 11754 0.70 Vor (lb) 21195 21195 0.70 Vo, {lb) 11754 Vo, (lb) 11754 0.70 No (lb) 2.0 131.33 131.33 1.000 1.000 1.000 6952 0.70 11. Results Inte raction of Tensile and Shear Forces (Sec, P 7l Date: 10/31/2018 Page: 4/5 ¢Vcbr (lb) 5575 pVc;. (lb) 8228 pV<b, (lb) 13353 ¢Vco1 (lb) 16456 (IV,, (lb) 9733 Input data and results must be checked for agreement with the exisUng circumstances, the standards and guidelines must be checked for plaus;baity. Simpso11 Slrong-T,e Company Inc. 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.com 8 SIMPSON Anchor DesignerTM Software Version 2.5.6326.1 Tension Steel Concrete breakout Pullout Shear Steel T Concrete breakout y+ T Concrete breakout x+ II Concrete breakout y- 11 Concrete breakout x- Concrete breakout, combined Pryout Factored Load, Nu, (lb) 1100 1100 1100 Factored Load, v .. (lb) 331B 500 3280 3280 500 3318 Interaction check Nu.1¢Nn Sec. D.7.3 0.33 0.55 Company: Nelson Consulting Engineers Engineer: Ian Blacl< Project: Address: 8915 Research Dr Suite 200 Phone: (949) 752-2070 E-mail: Design Strength, 0Nn (lb) Ratio 19734 0.06 4519 0.24 3366 0.33 Design Strength, 0V. (lb) Ratio 6000 0.55 5575 0.09 8228 0.40 13353 0.25 16456 0.03 0.41 9733 0.34 Combined Ratio Permissible 88.0% 1.2 5/8"0 Titen HD (THDB model), hnom:5" (127mm) meets the selected design criteria. 1,2....,Warning;. • Designer must exercise own judgement to determine if this design is suitable . • Refer to manufacturer's product literature for hOle cleaning and installation instructions. q 1 Date: I 10/31/2018 l Page: I 5/5 Status Pass Pass Pass (Governs) Status Pass (Governs) Pass Pass Pass Pass Pass Pass Status Pass r----•-• --••• H •••••••••••••••-•-••-----••--•---•••-••••••-•• .. •••••••-•"• ....... •-••-•••--••----------------------------------- Input data and results must be checked for agreement with the e<isting circumstances, the standards and guidelines must be checked for plaus;bility, Simpson Strcng-T,e Compar.y Inc. 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.com