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Home My WebLink AboutCT 16-03; BEACH VILLAGE LIFE 1 MIXED USE; STRUCTURAL CALCULATIONS; 2018-05-01j , ENGINEERING SUN Structural Engineering, Inc. Consulting Structural Engineers 2091 Las Palmas Dr. Suite D Carlsbad, CA. 92011 Tel/Fax: (760)438-1188 www.swise-inc.com Structural Calculations Beach Village Life 1 Mixed use Hotel, Spa & Condominiums Shoring Design Revision I{EC()RD COPY -I RtD, J.., .,r , -"-' 9/6/1:L J n itia l Date RE(~EIVED b'lsUNShuotural Eog;M,.,,;;i .". ENGINEERING Consultine Structural Ene:ineers · .. LOADING: ,. SOIL PRESSURE: I , Beach Village Life Date: 5120 l 8 By: C.S. Sheet-~2.. FOR DESIGN OF PLANKS------------------------------------------17.5 PSF/FT FOR DESIGN OF STEEL COLUMN -------------~-----------35.0 PSF/FT FOR DESIGN OF CONCRETE PILE --------------35.0 PSF/FT / h'ISUN Structural Engineering ENGINEERING Consultin2 Structural En2ineers ~'Tc~; ~H ;>iti:S~t.tf-£ : H -:: r:t-·5 f'>f/n W) k'f> 0 N 'f>/,Af') /( e_ ~H of Jo' II P-=-/1" s p'71/pr )( I,/ )C. ·(f2.S -;: ~ ?L-f ' )ii Beach Village Life Date:,1[)J2018 By: C.S. Sheet-le ··, ,, ( p · u~IS If x (L J>F 1-4H ~LANK.. Fe R-ix~ 1i> P to' J>tt'n-t Bt\A)w {q-,fo,.bf:, Sun Structural Engineering, Inc. 2091 Las Palmas Drive Suite# D and then using the "Printing & ntte Block" selection. Title Block Line 6 Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set: ASCE 7-10 Material Properties Project Title: Engineer: ProJect Descr: Proiect ID: Analysis Method : Allowable Stress Design Load Combination ·ASCE 7-10 Fb -Tension Fb-Compr Fe-Prtl 1,000.0 psi 1,000.0 psi 1,500.0psi E : Modulus of Elasticity Wood Species : Douglas Fir -Larch Wood Grade : No.1 Fe -Perp Fv Ft Beam Bracing : Beam is Fully Braced against lateral-torsional buckling + + H(0.164) + 4X12 flat Span= 9.0 ft 625.0 psi 180.0psi 675.0 psi + Ebend-xx 1,700.0ksi Eminbend -xx 620.0ksi Density 31 .20pcf + Service loads entered. Load Factors will be applied for calculations. = 0.964 1 Maximum Shear Stress Ratio 4x12 flat Section used for this span = 867.53psi fv : Actual = 900.00psi Fv : Allowable H Only Load Combination = 4.500ft Location of maximum on span Span# 1 Span# where maximum occurs 0.000 in Ratio = 0<360 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.356 in Ratio = 303 >=180 Max Upward Total Deflection 0.000 in Ratio = 0<180 Load Combination Max Stress Ratios Moment Values Segment Length Span # M V Cd C FN C i Cr Cm CI CL M tb H Only 1.000 1.00 1.00 1.00 1.00 1.00 Length= 9.0 fl 0.964 0,163 0.90 1.000 1.00 1.00 1.00 1.00 1.00 1.66 867.53 t0.60H 1.000 1.00 1.00 1.00 1.00 1.00 Length = 9.0 fl 0.325 0.055 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.00 520.52 ~JpyJi,;~tu~,~x!m.iitiJ.1~tr§t;itl>»~ht:,~7ix~~:t4~~~~ii~ Load Combination Span Max. ' -' Defl location In Span Load Combination HOnly 0.3564 4.533 Support notation : F arlefl is #1 Load Combination Support 1 Support2 0.738 Desi n OK ::: 0.163 : 1 4x12 flat :: 26.47 psi ::: 162.00 psi H Only = 8.737ft :: Span# 1 Shear Values F'b V fv F'v 0.00 0.00 0.00 0.00 900.00 0.69 26.47 162.00 0.00 0.00 0.00 0.00 1600.00 0.42 15.88 288.00 Max. 't" Defl Location in Span 0.0000 0.000 Values in KIPS ~ 1 Sun Structural Engineering, Inc. 2091 Las Palmas Drive Suite#• and then using the "Printing & Title Block" selection. Title Block Line 6 . Description : WOOD LAGGING Project ntle: En9ineer: Proiect Descr: Support notation : Far left is #1 support 2 0.443 0.738 0.443 Proiect ID: Values in KIPS Ii. 'I SUN Structural Engineering ENGINEERING Consultine Structural Ene:ineers JC: ~"--~~sf AN-.:: 9 > We~L-,fM--rtA f>'F--6~ ~ u~6 H -:: ('1-• s· ri;. J,. .' \.1JA-,!) ON hA-NI,@. .J)E.frH op . '[>;:. /1"15 PSf/rr i_2.3,5-1., ~ ~ ~QC\· f"f f'2... 41;,f l-°J~),r;I_· ~JcEt-~Lf'NK'?, ~l+Af1t(r :If!:~¼~ ~f /..' ,,_. ' . ' Beach Village Life Date:15/2018 By: C.S. Sheet-Rb 1 Sun Structural Engineering, Inc. 2091 Las Palmas Drive Suite# D and then using the 'Printing & Title Block' selection. Description : H 0.309 C9x20 Project Title: En$ineer: Proiect Descr: Fy : Steel Yield : E: Modulus: Project ID: 36.0 ksi 29,000.0 ksi Service loads entered. Load Factors will be applied for calculations. Beam self wei1iht NOT internally calculated and added Uniform Load : H = 0.3090 k/ft, Tributary Width= 1.0 ft }TI{1I>e "'' ·" ''r.tlfi.-RK~ ~:-, ~ir;-~,, Maximum Bending Stress Ratio = Section used for this span Ma : Applied Mn / Omega : Allowable Load Combination Location of maximum on span . - Span # where maximum occurs Maximum Deflection 0.930 : 1 C9x20 3.129 k-ft 3.363k-ft HOnly 4.500ft Span# 1 Maximum Shear Stress Ratio = Section used for this span Va: Applied Vn/Omega : Allowable Load Combination Location of maximum on span Span # where maximum occurs Max Downward Transient Deflection 0.000 in Ratio= 0<360 0 <360 165 >=120. 0 <120.0 . Max Upward Transient Deflection 0.000 in Ratio= Max Downward Total Deflection 0.656 in Ratio= Max Upward Total Deflection 0.000 in Ratio = Load Combinafion Max Stress Rafios Summary of Moment Values Segment Length Span# M V Mmax + Mmax -Ma Max Mny Mny/Omega Cb Rm Design OK 0.098 : 1 C9x20 1.391 k 14.156 k H Only 0.000 ft Span# 1 Summary of Shear Values Va Max Vny Vny/Omega 0.930 0.098 3.13· 3.13 1.88 5.62 5.62 3.36 1.00 1.00 1.39 0.83 23.64 23.64 14.16 14.16 . Load Combination Span Max.•-• Defl Location in Span Load Combination H Only 1 0.6557 4.526 Support notation : Far left is #1 Load Combination Overall MAXimum Overall MINimum H Only +0.60H Support 1 1.391 0.834 1.391 0.834 Support2 1.391 0.834 1.391 0.834 3.36 1.00 1.00 Max.'+' Defl 0.0000 Values in KIPS Location in Span 0.000 ---L, SUN uctural Engineering ENGINEERING Consulting ctural Engineers Beach VHiage Life Date!S/2018 . By: C.S. Sheet-j~ 1) ~s I lr-f\i1 o F w~~ t.A G-&-·t«'1&-@-tJ~t:r» P~of&~T'f v N't l.Ol-ATe;b 0N THe fJo~T>1 vJfl-1Tt::'tJJ Cf>~,J~yJ Wt~ ':,'TL· U>I..UM~> A:~ lf<ti.J>F~=l=f I :JfJ&<..ej) M~ A-tv Id AfA-~ LATti<.AL EA-RTrf p~s~u,~f. ! H := 1T,s r,r; fT l-r>AJ> ~N 'PLAN/<. ti?.... Pcrfl,I op b1 ,, P-:: 1,-,s-f~f/nx b1x ~ ~ 9~,5 ~l,f \ I'-p 11'>£ '-{xt"2_))F L-#= I Plf>-rJk.2 fo~ 'TH£-rt,/> b~t>ffH Btww-~~~£G.i.£V€L· ->Jf SGETJlE. fr>t..U>W)N(r fA&-f, fr:,~~ TR-uc.:p.,AALc.,t-L.L, Sun Structural Engineering, Inc. 2091 Las Palmas Drive Suite# D Description : WOOD LAGGING@ NORTH SIDE OF NW CORNER Calculations per NOS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set: ASCE 7-10 Material Properties Analysis Method : Allowable Stress Design Load Combination ASCE 7-10 Wood Species : Douglas Fir -Larch Wood Grade : No.1 Project Title: En9ineer: ProJect Descr: Fb -Tension Fb-Compr Fe -Prll Fe-Perp Fv Ft Beam Bracing : Beam is Fully Braced against lateral-torsional buckling + • H(0,0985) • 4x12 flat Span = 11.50 ft 1,000.0psi 1,000.0psi 1,500.0 psi 625.0psi 180.0 psi 675.0psi Project ID: E: Modulus of Elasticity Ebend-xx 1, 700.0ksi Eminbend-xx 620.0ksi Density 31.20pcf • + Service loads entered. load Factors will be applied for calculations. = FB : Allowable = Load Combination Location of maximum on span = Span# where maximum occurs = Maximum Deflection Max Downward Transient Deflection Max Upward Transient Deflection Max Downward Total Deflection Max Upward Total Deflection Load Combination Max Stress Ratios Segment Length Span# M V HOnly Length= 11.50 ft 0,945 0,127 0.90 -+0.60H Length= 11.50 ft 1 0.319 0.043 1.60 ~~'~""~e~'rf111r-1 '·"«'"";ftfn~T-· · .. ~1 " -~~'l L .~i m .. ~ .. .,,t , , 0.94S 1 4x12 flat 850.72psi 900.00psi H Onlb 5.75 ft Span# 1 0.000 in 0.000 in 0.571 in 0.000 in 1.000 1,000 1,000 1.000 1.00 1.00 1.00 1.00 Maximum Shear Stress Ratio Ratio = Ratio = Ratio = Ratio= 1.00 1.00 1.00 1.00 Section used for this span fv : Actual Fv : Allowable load Combination Location of maximum on span Span # where maximum occurs 1.00 1.00 1.00 1.00 0 <360 0 <360 241 >=180 0 <180 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Moment Values M lb 1.63 850.72 0.98 510.43 Load Combination Span Max. •-• Defl Location in Span Load Combination H Only 1 0.5706 5.792 Support notation : Far left is #1 Support 2 0.566 Design OK = 0.127 : 1 4x12 flat = 20.63 psi 162.00 psi H Onl~ 11.24 ft Span# 1 Shear Values F'b V fv F\1 0.00 0.00 0.00 0.00 900.00 0,54 20.63 162.00 0.00 0.00 0.00 0.00 1600.00 0.32 12.38 288.00 Max.'+' Defl Location in Span 0.0000 0.000 Values in KIPS Sun Structural Engineering, Inc. 2091 Las Palmas Drive Suite# D and then using the 'Printing & Title Block' .selection. Title Bl k Li e 6 Descrtption: WOOD LAGGING @NORTH SIDE OF NW CORNER Overall MINimum H Only -+0.60H Support 1 0.340 0.566 0.340 Project Title: En~ineer: ProJect Descr: Support notation : Far left is #1 Support2 o.34o 0.566 0.340 Project ID: Values in KIPS I.. 'I SUN Structural Engineering ENGINEERING Consultine Structural En2ineers JC f II•$' ~ !/t'>t LAT(;!UrL G~ftT>1 FAfSSO~ ff ::: t =r,s r!1F I fT .-\.-o.A-J) 6NF>t--ANK@ ))tpTH .,f 1i,,5' •v. • // P= i:r•S" p,f) r, ~ i 11, s' x ~ '.:: 1~o p,1-f ltC,b CJ1!!,~ ~T~\.....~W\Nk.~ ?T'~~rtJ(rG,,l>~!=;P ~~ 6i~ b.t-v rro · '-'-tJs 1 · M~, J;,EP111 ~ ~Etj)1f.Pf)uLo\Jt-N6-t~&1;,7 foR._~1~\Jl.t'\}~(._ LJtt_l,-. Beach Village Life Date: 5/2018 By: C.S. Sheet-, · i l p Sun Structural Engineering, Inc. 2091 Las Palmas Drive Suite#O and then using the 'Printing & Title Block' selection. itle Block Line 6 Project Title: En9ineer: ProJect Descr: Project ID: Description : STEEL LAGGING@ NORTH SIDE OF NW CORNER (TOP PORTION) Maximum Deflection Max Downward Transient Deflection Max Upward Transient Deflection Max Downward Total Deflection Max Upward Total Deflection Span# 0.934 0.560 Support 1 1.093 0.656 1.093 0.656 0.077 Support2 1.093 0.656 1.093 0.656 Fy : Steel Yield : E: Modulus : H 0,19 C!h:20 36.0 ksi 29,000.0 ksi Service loads entered. Load Factors will be applied for calculations. 0.934 : 1 C9x20 3.141 k-ft 3.363 k-ft H Only 5.750ft Span# 1 Maximum Shear Stress Ratio = Section used for this span Va: Applied Vn/Omega : Allowable Load Combination Location of maximum on span Span # where maximum occurs Ratio = Ratio = Ratio = Ratio= 0<360 0 <360 128 >=120. 0 <120.0 Mmax+ Rm Design OK 0.077 : 1 C9x20 1.093 k 14.156 k H Only 0.000 ft Span# 1 Summary of Shear Values Va Max Vny Vny/Omega 3.14 3.14 5.62 3.36 1.00 1.00 1.09 23.64 14.16 14.16 1.88 1.88 5.62 3.36 1.00 1.00 0.66 23.64 Location in Span Load Combination Max. "+" Defl Location in Span 5,783 0.0000 0.000 Support notation : Far left is #1 Values In KIPS Beach Village Life Date:5/2018 I. 'I SUN Structural Engineering .._,___.ENGINEERING Consultinl!. Structural En2ineers By: C.S. Sheet-fJt, j) £ ~ 1 (rN t) F ~ n: ~ \... L-M-U"" 1No-E>N "'o ~rl-1 f>ftO r~m 1-1 rJ E ( I r DN mtNIJ~--rH vle-S,E~ C.U/4-IIE~ (BoTToM ~-f:_(! .. TID/'J) WI-If:~'£ . . . ) .STE:\:\-~~~ ME ~f>A1~f() Mr>~b Tli ltN 10 A-Pk~T LA1'EML EAR.Tlr< J>~£'7SU~; H == , r•5 psf/p, J_.o A)> c, ~ Bo 1T I? M f L-A-N~@. .O i fT~ v f=-23, 5 ~ I >S'' 'P-= li''S P5f/PT><2.3•5 x ~ ~ -SI~ pl{-0---'-'-" ~--- il~E e.~~-~9-~nt i,. ~~-N K2 61 ::r~e.. B!}'J:Pf'I\ s~~t.~N .~ftt>_ l'-1151 >&-J:t1 ~eU>w~&~j>~ !£\f~L ·~ ~/ ... ~\. •,.··.··· . . ~ . -f Sf~ 7it£ft>L\.,~w-tNO-f~) ~~~C[\}RJd . ..-~'-'l--. . -H '-- I ~ ' i . M /) ' ' ' \ Sun Structural Engineering, Inc. 2091 Las Palmas Drive Suite# D and then using the 'Printing & Title Block' selection. Ti Project Title: En9ineer: Proiect Descr: Description: STEEL LAGGING @ NORTH SIDE OF NW CORNER (BOTTOM SECTION) Calculations per AISC 360-10, IBC 2015, ASCE 7-10 Load Combination Set: ASCE 7-10 H 0.514 Span ~11.so1t C15x40 Fy : Steel Yield : E: Modulus : Project ID: Sl-IT-tJ4 36.0 ksi 29,000.0 ksi Service loads entered. Load Factors will be applied for calculations. Beam self weiqht NOT internally calculated and added Uniform Load : H = 0.5140 klft, Tributary Width = 1.0 ft ~'tl'E,si··::-:· -,_.~.,-v-,, •· · :·, . ~ \ if~,,1·· -~•-~-1~~£.~cc,---,--....,....,,........,--=,---=---=:--:-,-------~!!!!!!!!~~~~~~~ Maximum Bending Stress Ratio = 0.885 : 1 Maximum Shear Stress Ratio = 0.100 : 1 Design OK Section used for this span C15x40 Section used for this span C15x40 Ma : Applied 8.497 k-ft Va : Applied 2.956 k Mn/ Omega : Allowable 9.600 k-ft Vn/Omega : Allowable 29.593 k Load Combination H Only Load Combination H Only Location of maximum on span 5.750ft Location of maximum on span 0.000 ft Span # where maximum occurs Span # 1 Span # where maximum occurs Span # 1 Maximum Deflection Max Downward Transient Deflection Max Upward Transient Deflection Max Downward Total Deflection Max Upward Total Deflection 0.000 in Ratio= 0.000 in Ratio= 0.764 in Ratio= 0.000 in Ratio= 0<360 0 <360 181 >;::120. 0 <120.0 Max Stress Ratios Summary of Moment Values Summary of Shear Values Load Combination Overall MAXimum Overall MINimum H Only +0.60H Span # M V Mmax + Mmax -Ma Max Mny Mny/Omega Cb Rm Va Max Vny Vny/Omega 0.885 0.100 8.50 8.50 16.03 9.60 1.00 1.00 2.96 49.42 29.59 0.060 5.10 5.10 16.03 9.60 1.00 1.00 1.77 49.42 29.59 Span Max.•-• Deft Location in Span Load Combination Max.'+' Deft Location in Span 1 0.7641 5.783 0.0000 0.000 Support notation : Far left is #1 Values in KIPS ~'I SUN Structural Engineering ENGINEERING Consultine Structural Eneineers ?D}L ~5'ij~f=_ ~·is ~/fr >T~L 'CPL--t:,l.,_MN f:>r!JG'N6-L-~. · IO~ ·MA-,K..:. L~"Tf~AL.. f,P-C.£ ()N OLUM-/tl..b"'-f. TO }>O/l..--fRES7-tJ>Rf: P= 3Sp.!,f x (ZJJ·~')\101. L. == 1l~ rif2 k 'r'f-1 IP/\! . oF hJ P--C.£- rH ~ -·y'3,·:x 23•s' =;·-+•?/ __ ?Vk\-lA /<Cr£ ...bu E. 71i> !R.etf,F-IC:.: ;,v~cHA-~1 ~ 3vl7 f sf/ EJ_(@.. T" rs' · !3tu~6~J f._1 ~ :~ i,-c> 'f>':f x s) x , o' = 1 s 1<i?~ U'CA-Tlfl"N t,p/;p.c.£ ~ H = )..?,151 -2•"'S1 -= ~ f 2.--::: o35 x L/'D J# rs -~ 2.. t<...., e:'z l~urr-1,N Of F'-~'1-Cf,: H = D·I, )( 2.3•5' -::::: l'1 1 --- U~t:: w2.4 -X"}-o~ S1'l:."t::.l..-CoL 1..-1 MN . -f-~I£ ,Hf; PvL-LPWlf\J(rfA~', f*-~1~\J\C..1Vl~L c..fl~c...~ Beach Village Life Date:Jj/20 I 8 _ By: C.S. Sheet-,RJfj Sun Structural Engineering, Inc. 2091 Las Palmas Drive Suite#D and then using the 'Printing & Title Block' selection. Till lock Line 6 Description : SOLDIER PILE-1 W/TRAFFIC SURCHARGE Calculations per AISC 360-10, IBC 2015, CBC 2016, ASCE 7-10 Load Combinations Used : ASCE 7-10 ~ ..... ,,..,.~.--.. 1•,c·• ... ·,u·~]~m--~~ Qpri'o al;). orrn· a 'n"" ' "'1:~ ·•,,. , .. · .,,. ( ; · ; •Jt'H:~7 ,_. , •. •p;, _ .. ,Y,;{t,Ji n -· . •;),, Y.~~ir-' . _ '--l- Steel Section Name : Analysis Method : W24x306 Allowable Strength Project Title: Engineer: Project Descr: Proiect ID: Overall Column Height 23.50 ft Top & Bottom Fixity Top Free, Bottom Fixed Steel Stress Grade Fy : Steel Yield A-992, High Strength, Low Alloy, Fy = 50.0 ksi Brace condttion for deflection (buckling) along columns : X-X (width) axis: E : Elastic Bending Modulus . 29,000.0 ksi Pn / Omega : Allowable Ma-x : Applied Mn-x / Omega : Allowable Ma-y : Applied Mn-y / Omega : Allowable PASS Maximum Shear Stress Ratio = 0.4749 : 1 +D+H 0,0 ft 7.183 k 394.113 k -1,071.60 k-ft 2,300.40 k-ft 0.0 k-ft 533.93 k-ft 0.1640 : 1 +D+H 0.0 ft 112.0 k 682.92 k Unbraced Length for X-X Axis buckling ::: 23.50 fl, K = 2.1 Y-Y (depth) axis: Unbraceef Length forY-Y Axis buckling= 23.50 fl, K = 2.1 Service loads entered. Load Factors will be applied for calculations. Maximum SERVICE Load Reactions .. Top along X-X Bottom along X-X Top along Y-Y Bottom along Y-Y Maximum SERVICE Load Deflections ... Along Y-Y 0.6446 in at for load combination :+D+H Along X-X 0.0 in at for load combination : 0.0 k 0.0 k 0.0 k 112.0 k 23.50ft above base 0.0ft above base Load Combination Maximum Axial + Bending Stress Ratios Maximum Shear Ratios +D+H +0.60D+0.60H Item Axial@Base Reaction, X-X Axis Extreme Value Maximum Minimum Maximum Minimum Stress Ratio Status Location Stress Ratio Status Location 0.475 PASS 0.00ft 0.164 PASS 0.00 ft 0.285 PASS 0.00 ft 0.098 PASS 0.00 ft Note: Only non-zero reactions are listed. k Y-Y Axis Reaction Mx -End Moments k-ft My -End Moments 7.183 7.183 X-X Axis Reaction @Base @Top k @Base @Top 112.000 67,200 112.000 Y-Y Axis Reaction @Base @Top 112.000 112,000 112.000 112.000 @Base @Top @Base @Top -1071.600 -642.960 -1071.600 Mx -End Moments k-ft @Base @Top -1071.600 -1071.600 -1071.600 -1071.600 My -End Moments @Base @Top .. · Sun Structural Engineering, Inc. 2091 Las Palmas Drive Suite# D and then using the 'Printing & Title Block' selection. Title Block Line 6 Description : SOLDIER PILE-1 W/ TRAFFIC SURCHARGE Axial Reaction X-X Axis Reaction Project Title: Engineer: Pro1ect Descr: Project ID: Printsd: 18 MAY 2018, 7:47Ml k Y -Y Axis Reaction Mx -End Moments k•ft My -End Moments Item Extreme Value @Base @Base @Top @Base @Top @Base @Top @Base @Top Reaction, Y-Y Axis Maximum 7.1B3 Minimum 7.183 Reaction, X-X Axis Maximum 7.183 Minimum 7.183 Reaction, Y -Y Axis Maximum 7.183 Minimum 7.183 Momenl X-X Axis Ba Maximum 7.183 Minimum 7.183 -1071.600 Momeni Y-Y Axis Ba Maximum 7.183 Minimum 7.183 Moment, X-X Axis To Maximum 7.183 Minimum 7.183 Moment Y-Y Axis To Maximum 7.183 Minimum 7.183 Load Combination Max. X-X Deflection Distance -+O+H 0.0000 in 0.000 -+0.60D-+0.60H 0.0000 in. 0.000 D Only 0.0000 in 0.000 H Only 0.0000 in 0.000 ~sf,tEc.::!:iY·•;.~1;1~;;~is'f~'.'~s1~ W24x306 ~•"J,!LM,,~~A~-!?~ '"'~ Depth 27 .100 in Web Thick = 1.260 in Flange Width 13.400 in Flange Thick 2.280 in Area 89.800 in'2 Weight 305.679 plf Kdesign = 2.780 in K1 1.438 in r1s 3.810 in Ycg 0.000 in C: 0 ,.,; N y 13.40in X I xx Sxx Rxx zx lyy Syy R yy Zy rT ft ft ft ft 112.000 112.000 112.000 112.000 112.000 112.000 112.000 112.000 112.000 112.000 112.000 112.000 Max. Y-Y Deflection 10,700.00 in"4 789.00 in•3 10.900 in 922.000 ln'3 919.000 ln'4 137.000 in'3 3.200 in 214.000 in'3 3.600 in 0.645 in 0.387 In 0.000 in 0.639 in 'Qi :z: -1071.600 -1071.600 -1071.600 -1071.600 -1071 .600 -1071.600 -1071.600 -1071.600 -1071.600 -1071.600 -1071.600 -1071.600 Distance 23.500 ft 23.500 ft 0.000 ft 23.342 ft J Cw Wno Sw Qf CNi = = = = 117.000 in'4 #####.## in'6 83.100 in•2 635.000 in'4 172.000 in'3 459.000 ln'3 M-x Loads Loads are total entered value. Arrows do not reflect absolute direction. Sun Structural Engineering, Inc. 2091 Las Palmas Drive Suite#D and then using the 'Printing & Title Block' selection. TiUe Block Description: SOLDIER PILE-1 W/ SURCHARGE LOAD FROM TRUCK WHEEL Calculations per AISC 360-10, IBC 2015, CBC 2016, ASCE 7-10 Load Combinations Used : ASCE 7-10 Project Title: Engineer: Project Descr: Project ID: ~G'"ne::'. 11"1'lffiitio . ~~~§ ~~%;--• m,,,,~,.,.~.1,~m,m~ ,,,.,. ·-·~-~=~=~:~=='=· =· '------------------------ Steel Section Name : Analysis Method : W24x306 Allowable Strength Overall Column Height 23.50 fl Top & Bottom Fixity Top Free, Bottom Fixed Steel Stress Grade Fy : Steel Yield A-992, High Strength, Low Alloy, Fy = 50.0 ksi Brace condition for deflection (buckling) along columns : E : Elastic Bending Modulus 29,000.0 ksi Column self weight included: 7,183.46 lbs • Dead Load Factor BENDING LOADS ... Lat. Point Load at 7 .80 fl creating Mx-x, H = 97 .0 k Lat. Point Load at 14.0 fl creating Mx-x, H = 22.0 k :_~:r,i ~ s ·•:---·,.1,;,,-.,., ,~ ·-µ:~..,?~•~R.~•;; .. ,,,,~~?: >,."f!J!,_~_.!§,~(Ui,i~...;~~~~~::Mi:~,,-;:. ,,,~ Bending & Shear Check Results PASS Max. Axial+Bending Stress Ratio = load Combination location of max.above base At maximum location values are ... Pa :Axial Pn / Omega : Allowable Ma-x : Applied Mn-x / Omega : Allowable Ma-y : Applied Mn-y / Omega : Allowable PASS Maximum Shear Stress Ratio= Load Combination Location of max.above base Af maximum location values are ... Va : Applied Vn / Omega : Allowable 0.4719 :1 +D+H 0.0 fl 7.183 k 394.113 k -1,064.60 k-fl 2,300.40 k-fl 0.0 k-fl 533.93 k-fl 0.1743 :1 +D+H 0.0 fl 119.0 k 682.92 k X-X (width) axis : Unbraced length for X-X Axis buckling = 23.50 ft, K = 2.1 Y-Y (depth) axis: Unbraced' length for Y-Y Axis bucl<ling = 23.50 ft, K = 2.1 Service loads entered. Load Factors will be applied for calculations. Maximum SERVICE Load Reactions .. Top along X-X Bottom along X-X Top along Y-Y Bottom along Y-Y Maximum SERVICE Load Deflections ... AlongY-Y 0.5674in at for load combination : +D+H Along X-X 0.0 in at for load combination : 0.0 k 0.0 k 0.0 k 119.0 k 23.50fl above base O.Ofl above base Maximum Axial + Bending Stress Ratios Maximum Shear Ratios Stress Ratio Status Location Load Combination +O+H +0.60D+0.60H Load Combination Item Axial@Base ' Reaction, X-X Axis Extreme Value Maximum Minimum Maximum Minimum Stress Ratio Status Location 0.472 PASS 0.00 fl 0.174 PASS 0.00 fl 0.283 PASS 0.00 fl 0.105 PASS 0.00 ft Note: Only non-zero reactions are listed. Axial Reaction @Base X-X Axis Reaction @Base @Top k Y-Y Axis Reaction Mx -End Moments k-ft My -End Moments 7.183 4.310 7.183 7.183 7.183 k @Base @Top 119.000 71.400 119.000 Y-Y Axis Reaction @Base @Top 119.000 119.000 119.000 119.000 @Base @Top @Base @Top -1064.600 -638.760 -1064.600 Mx -End Moments k-ft @Base @Top -1064.600 -1064.600 -1064.600 -1064.600 My -End Moments @Base @Top Sun Strudural Engineering, Inc. 2091 Las Palmas Drive Suite# D and then using the 'Printing & Title Block' selection. Title Block ' 6 i Description : SOLDIER PILE-1 W/ SURCHARGE LOAD FROM TRUCK WHEEL Axial Reaction X-X Axis Reaction Item Extreme Value @Base @Base @Top Reaction, Y -Y Axis Maximum 7.183 Minimum 7.183 Reaction, X-X Axis Maximum 7.183 Minimum 7.183 Reaction, Y-Y Axis Maximum 7.183 Minimum 7.183 Moment X-X Axis Ba Maximum 7.183 Minimum 7.183 -1064.600 Moment, Y-Y Axis Ba Maximum 7.183 Minimum 7.183 Moment, X-X Axis To Maximum 7,183 Minimum 7.183 Moment Y-Y Axis To 7.183 7.183 in ft in ft in ft in ft Project TIiie: En~ineer: Pro1ect Descr: Project ID: k Y-Y Axis Reaction Mx -End Moments k-ft My -End Moments @Base @Top @Base @Top @Base @Top 119.000 -1064.600 119.000 -1064.600 119.000 -1064.600 119.000 -1064.600 119.000 -1064.600 119.000 -1064.600 119.000 -1064.600 119.000 -1064.600 119.000 -1064.600 119.000 · -1064.600 119.000 -1064.600 119.000 -1064.600 Max. Y -Y Deflection Distance 0.567 in 23.500 ft 0.340 in 23.500 ft 0.000 in 0.000 ft 0.563 in 23.342 ft I xx 10,700.00 in•4 J 117 .000 in•4 = 1.260 in Sxx = 789.00 in•3 Cw = #fl###..## in"6 13.400 In Rxx 10.900 in 2.280 in Z:I. 922.000 in•3 = 89.800 in•2 I yy = 919.000 in•4 305.679 plf Syy 137 .000 in•3 Wno 83.100 in•2 = 2.780 in Ryy = 3.200 in Sw 635.000 in•4 1.438 in Zy 214.000 in•3 Qf 172.000 in•3 = 3.810 in rT 3.600 in Qw 459.000 in•3 Ycg 0.000 in y M-xloads I = f6 UOOk_..,. C ri 0 N r X II ... :E N 'al ::c 87.CY.ll<______,. l..,____,_1,,.,3,c:.,4 1 0,:,.in,__...,I Loads are total entered value. Arrows do not reflect absolute direction. b'ISUN Structural Engineering ENGINEERING Consultine. Structural Ene.ineers \..irttML-~"'T\1 P~~s"~c = ~s rJr /pr . -) 5fffL UL,{),MN~ ':,pALLNCr =lZ~5) M~>-/.. LA~L f/f.,tfJ{Fo~ f>N l-DWMN' A.Cttrv(r. ·, , @ H ~ ~ x 1."3;5 +-,1-· ~-, ') J, P==-37 fSF-x ('1?>; xl26>:: 1:2-\ ~•f>-7 ( \. Beach Village Life Date:'S/2018 By: C.S. Sheet-~2-D (A~otJ(i J1{6 l'lt1~ P,~EF,..t/LJ,1'.£) '( 11 M, ~Af--il-1 Ht16-HT -~• G F~f'I\ TPi' .of cA~C.,1,f)/1/(""t , . ,' 23-5'. M!tX Sun Structural E~gineertng, Inc. 2091 Las Palmas Drtve Suite# D and then using the 'Ponting & Title Block' selection. Title Block Line 6 Descrtption: SOLDIER PILE-1A Calculations per AISC 360-10, IBC 2015, CBC 2016, ASCE 7-10 Load Combinations Used : ASCE 7-1 O Steel Section Name : Analysis Method : W24x250 Allowable Strength Project Title: En9ineer: Proiect Descr: Project ID: Ponied: 18 MAY 2018, 7:48AM Overall Column Height 23.50 ft Top & Bottom Fixity Top Free, Bottom Fixed Steel Stress Grade Fy : Steel Yield A-992, High Strength, Low Alloy, Fy = 50.0 ksi Brace condition for deflection (buckling} along columns : X-X (width) axis : E : Elastic Bending Modulus 29,000.0 ksi Unbraced Length for X-X Axis buckling = 23.50 ft, K = 2.1 Y-Y (depth} axis: Pn / Omega : Allowable Ma-x : Applied Mn-x / Omega : Allowable Ma-y : Applied Mn-y / Omega : Allowable PASS Maximum Shear Stress Ratio= Load Combination Location of max.above base 0.5179 : 1 +D+H 0.0 ft 5.880 k 310.592 k -943.80 k-ft 1,856.29 k-ft 0.0 k-ft 426.647 k-ft 0.2212 : 1 +D+H 0.0 ft Unbraced' Length for Y-Y Axis buckling = 23.50 ft, K = 2.1 Service loads entered. Load Factors will be applied for calculations. Maximum SERVICE Load Reactions .. Top along X-X Bottom along X-X Top along Y-Y Bottom along Y-Y Maximum SERVICE Load Deflections ... Along Y-Y 0.5379 in at for load combination : +D+H Along X-X 0.0 in at for load combination : 0.0 k 0.0 k 0.0 k 121.0 k 23.50ft above base 0.0ft above base At maximum location values are ... Va: Applied Vn / Omega : Allowable Load Combination +O+H -+0.60D-+0.60H Load Combination Item Axial@Base Reaction, X-X Axis Reaction, Y-Y Axis Extreme Value Maximum Minimum Maximum Minimum Maximum 121.0 k 547.04 k Maximum Axial + Bending Stress Ratios Stress Ratio Status Location 0.518 PASS 0.00 ft 0.311 PASS 0.00 ft Maximum Shear Ratios Stress Ratio Status Location 0.221 PASS 0.00 ft 0.133 PASS 0.00 ft Note: Only non-zero reactions are listed. Axial Reaction @Base X-X Axis Reaction k Y • Y Axis Reaction Mx -End Moments k-ft My -End Moments 5.880 3.528 5.880 Axial Reaction @Base 5.880 5.880 5.880 5.880 @ Base @ Top @ Base @ Top X-X Axis Reaction @Base @Top k 121.000 72.600 121.000 Y-Y Axis Reaction @Base @Top 121.000 121.000 121.000 121.000 121.000 @Base @Top @Base @Top -943.800 -566.280 -943.800 Mx • End Moments k·ft @Base @Top -943.800 -943.800 -943.800 -943.800 -943.800 My • End Moments @Base @Top Sun Structural Engineering, Inc. 2091 Las Palmas Drive Suite# D and then using the 'Printing & Title Block' selection. 'tie Block Line 6 Description : SOLDIER PILE-1A Axial Reaction Item Extreme Value @ Base Minimum 5.880 Reaction, X-X Axis Maximum 5.880 Minimum 5.880 Reaction, Y-Y Axis Maximum 5.880 Minimum 5.880 Moment, X-X Axis Ba Maximum 5.880 Minimum 5.880 Moment, Y-Y Axis Ba Maximum 5.880 Minimum 5.880 Moment, X-X Axis To Maximum 5.880 Minimum 5.880 Moment, Y-Y Axis To Maximum 5.880 Minimum 5.880 X-X Axis Reaction @Base @Top -943.800 Project Title: Engineer: Project Descr: k Y-Y Axis Reaction @Base @Top 121.000 121.000 121.000 121.000 121.000 121.000 121.000 121.000 121.000 121.000 121.000 Mx -End Moments k-ft @Base @Top -943.800 -943.800 -943.800 -943.800 -943.800 -943.800 -943.800 -943.800 -943.800 -943.800 -943.800 Project ID: My -End Moments @Base @Top ~~"~iilt!UWf~@ijtaJAAmwrtc,®1t~l>rot~ijj-?lfJiff0~t~~ Load Combination Max. X-X Deflection Distance +0-+H 0.0000 in 0.000 -+0.60D-+0.60H 0.0000 in 0.000 D Only 0.0000 in 0.000 H Only 0.0000 in 0.000 ~§f?fMl!hi>J~pif!~f~ffi W24x250 Depth 26.300 in Web Thick 1.040 in Flange Width 13.200 in Flange Thick = 1.890 in Area Weight Kdesign K1 rts Yqi = = = C 0 M ~ 73.500 inA2 250.194 plf 2.390 in 1.375 in 3.710 in 0.000 In y 13.20in X I xx s xx Rxx zx. I yy s yy Ryy Zy rT = ft ft ft ft Max. Y-Y Deflection 8,490.00 inA4 644.00 inA3 10.700 in 744.000 inA3 724.000 inA4 110.000 inA3 3.140 in 171.000 inA3 3.530 in 0.538 in 0.323 in 0.000 in 0.534 in .. 0 "' ~ II E ~ Distance 23.500 ft 23.500 ft 0.000 ft 23.342 ft Cw Wno Sw Qf Qw 66,600 inA4 #####.## in"6 80.600 inA2 502.000 inA4 140,000 inA3 370.000 inA3 M-xloads Loads are total entered value. Arrows do not reflect absolute direction. h'ISUN Structura: Engineering ENGINEERING Consulting Structural En2ineers !..1rTEAA L-~A-R.T61 fR~)$ i,t F,E ; H ~ ?,S P~/fT 71 t. • C...O L--V MN S?A·C.. t NG-I £> 1 M r,--x LATE.ML FP~c.E C>N C.Of...-u MN At:, "'it N(; . .. ., ' f . (@. ff.~_ ~-~,20-. ::::.'.:1-•;,.:,·: .. ~ (ii'/-I p ::::= ~ f!:R-/rr X · '2-i I o ::: ~, Nt~ ,-. ~. r. Beach Village Life Date:i5/2018 _ By: C.S. Sheet-2.'3 .' ·;. Sun Structural Engineering, Inc. 2091 Las Palmas Drive Suite# D and then using the 'Printing & Title Block' selection. Title Block Line 6 Description : SOLDIER PILE-2 Steel Section Name : W24x104 Allowable Strength Project Title: Engineer: ProJect Descr: Project ID: Plinted: 18 MAY 2018, 7:48AM Overall Column Height 22.0 ft Top & Bottom Fixity Top Free, Bottom Fixed Analysis Method : Steel Stress Grade Fy : Steel Yield A-992, High Strength, Low Alloy, Fy = 50.0 ksi Brace condition for deflection (buckling) along cplumns : E : Elastic Bending Modulus 29,000.0 ksi X-X (width) axis: Unbraced Length for X-X Axis buckling= 22.0 ft, K = 2.1 Y-Y (depth) axis: Unbracecf Length for Y-Y Axis buckling = 22.0 ft, K = 2.1 ., Q1t~ }. ·.)l ~-,t~ Service loads entered. Load Factors will be applied for calculations. Column self weight Included : 2,291.57 lbs • Dead Load Factor BENDING LOADS ... Lat. Point Load at 7.30 ft creating Mx-x, H = 85.0 k ,,-·---··,.,.,,··:;,,;;,c.fi;,' "·u'A':E~~..-rn;;·, ·-·· --. ~~;!.,~ " ~'P'im.G~'!,!. 1il!.\1~!.wr~~~ • -..,. \':it:~-. ~="""":,__ __________________________ _ Bending & Shear Check Results PASS Max. Axial-+6ending Stress Ratio = Load Combination Location of max.above base Al maximum location values are ... Pa : Axial Pn / Omega : Allowable Ma-x : Applied Mn-x / Omega : Allowable Ma-y : Applied Mn-y I Omega : Allowable PASS Maximum Shear Stress Ratio = Load Combination -+D+H -+-0.60D-+-0.60H Item Extreme Value Axial@Base Maximum Minimum Reaction, X-X Axis Maximum Minimum Reaction, Y-Y Axis Maximum 0.8696 : 1 +D+H 0.0 ft 2.292 k 126.719 k -620.50 k-ft 721 .06 k-ft 0.0 k-ft 155.689 k-ft 0.3527 : 1 +D+H 0.0 ft 85.0 k 241.0 k Maximum Axial + Bending Stress Ratios Stress Ratio Status Location 0.870 PASS 0.00 ft 0.522 PASS 0.00 ft k k 2.292 2.292 2.292 Maximum SERVICE Load Reactions .. Top along X-X Bottom along X-X Top along Y-Y Bottom along Y-Y Maximum SERVICE Load Deflections ... Along Y-Y 0.8486 in at for load combination : +D+H Along X-X 0.0 in at for load combination : Maximum Shear Ratios 0.0 k 0.0 k O.Ok 85.0 k 22.0ft above base 0.0ft above base Stress Ratio Status Location 0.353 PASS 0.00 ft 0.212 PASS 0.00 ft Note: Only non-zero reactions are listed. Y-Y Axis Reaction Mx -End Moments k•ft My -End Moments @Base @Top @Base @Top @Base @Top 85.000 -620.500 51 .000 -372.300 85.000 -620.500 Y-Y Axis Reaction Mx -End Moments k-ft My -End Moments @Base @Top @Base @Top @Base @Top 85.000 -620.500 85.000 -620.500 85.000 -620.500 85,000 -620.500 85.000 -620.500 ·sun Struciural Engineering, Inc. 2091 Las Palmas Drive Suite# D and then using the 'Printing & Title Block' selection. Title Block Line 6 Description : Item Extreme Value Minimum Reaction, X-X Axis Maximum Minimum Reaction, Y-Y Axis Maximum Minimum Momen~ X-X Axis Ba Maximum Minimum Moment, Y-Y Axis Ba Maximum Minimum Moment X-XAxisTo Maximum Minimum Moment Y-Y Axis To Maximum 0.500 in Flange Width = 12.800 in Flange Thick 0.750 in Area 30.600 inA2 Weight 104.162 plf Kdesign 1.250 in K1 1.063 in rts 3.420 in Ycg = 0.000 in y 12.BOin X-X Axis Reaction @Base @Top -620.500 Distance in 0.000 ft in 0.000 ft in 0.000 ft in 0.000 ft I xx Sxx R xx zx lyy Syy R yy Zy rT X Project Title: Engineer. PrQJect Descr: k Y-Y Axis Reaction @Base @Top 85.000 85.000 85.000 85.000 85.000 85.000 85.000 85.000 85.000 85.000 85.000 Max. Y -Y Deflection 0.849 0.509 0.000 0.842 3,100.00 in'4 258.00 in'3 10.100 in 289.000 in'3 259.000 in'4 40.700 in'3 2.910 in 62.400 in'3 3.350 in in in in ·in ¢e 0 ~ II :E 'iii I Project ID: Prinled: 18 MAY 2018, 7:48AM Mx -End Moments k-ft My -End Moments @Base @Top @Base @Top -620.500 -620.500 -620.500 -620.500 -620.500 -620.500 -620.500 -620.500 -620.500 -620.500 -620.500 Distance 22.000 ft 22.000 ft 0.000 ft 21.852 ft J 4.720 inA4 Cw 35200.00 inA6 Wno 74.700 in'2 Sw = 179.000 in'4 Qf = 53.900 inA3 Qw = 144.000 inA3 M-x Loads .. .,._ Loads are total entered value. Arrows do not reflect absolute direction. L. 'I SUN Structural Engineering ENGINEERING Consulting Structural Engineers LflERfrL EARnf 7>P-.f-Ssvp._E, · ~ == '"$S-f'!;f/ rf : 1 !;TEE:L ,,cowM:N SfAl.tN(;.-::: lo"'~ LA-It.AA Lf o~ o N a>Lu MN )\--c.. T1 i'J Cs-, . , e t-t--= V.f')( .19--~--=1-·· · ~ . ').. f-=; '3 5 f~ffr,>< ( '? K to' ::::: S, ·P J(.tp:, U ~f W lS, X '1-h ~ TEf:L 6?WMN { ~1:£ ~\.t c.,u ~L u't-L.C. · D N Fo4-ot-J1,J(,-p Af,,E~ ,. . Beach Village Life Date:'$,}2018 ~I By: C.S. Sheet-I'~ (MM• MRJH HEI (:,-Hl L-=r! Ri:>M\1-f ()f·Ud ,,, t-1) ' 'Sun Strudural Engineering, Inc. 2091 Las Palmas Drive Suite#• and then using the 'Printing & Title Block' selection. Title Block . 6 Description : Steel Section Name : Analysis Method : W18x76 Allowable Strength Project Title: En~ineer: ProJect Oescr: Project ID: Overall Column Height 17.0 ft Top & Bottom Fixity Top Free, Bottom Fixed Steel Stress Grade Fy : Steel Yield A-992, High Strength, Low Alloy, Fy = 50.0 ksi Brace condition for deflection (buckling) along columns : X-X {width) axis : E : Elastic Bending Modulus 29,000.0 ksi Unbraced Length for X-X Axis buckling = 17.0 ft, K = 2.1 Y-Y (depth) axis: Unbracecf Length for Y-Y Axis buckling = 17.0 ft, K = 2.1 Service loads entered. Load Factors will be applied for calculations. Column self weight included : 1,290.46 lbs • Dead Load Factor BENDING LOADS ... Lat. Point Load at 5.70 ft creating Mx-x, H = 51.0 k r1F>Esi.<f'•·· •,;.n~:.•f.E~~J.wJ ··· ~-. ., .. rfiQ ,,. ... ·"' "'1/'"1 ... ,~ . . . . . . ,. ' . Bending & Shear Check Results PASS Max. Axlal+Bending Stress Ratio = Load Combination Location of max.above base At maximum location values are ... Pa :Axial Pn / Omega : Allowable Ma-x : Applied Mn-x / Omega : Allowable Ma-y : Applied Mn-y / Omega : Allowable PASS Maximum Shear Stress Ratio = Load Combination Location of max.above base At maximum location values are ... Va :Applied Vn / Omega : Allowable 0.720 : 1 +D+H 0.0 ft 1.290 k 124.414 k -290. 70 k-ft 406.687 k-ft 0.0 k-ft 105.289 k-ft 0.3297 : 1 +D+H 0.0 ft 51.0 k 154.70 k Maximum SERVICE Load Reactions , . Top along X-X Bottom along X-X Top along Y-Y Bottom along Y -Y Maximum SERVICE Load Deflections ... Along Y-Y 0.5584 in at for load combination : + D+ H Along X-X 0.0 in at for load combination : 0.0 k 0.0k 0.0k 51.0 k 17.0ft above base 0.0ft above base Maximum Axial + Bending Stress Ratios Maximum Shear Ratios Load Combination Stress Ratio Status Location Stress Ratio Status Location +O+H 0.720 PASS 0.00 ft 0.330 PASS 0.00 ft +0.60D+0.60H 0.432 PASS 0.00 ft 0.198 PASS 0.00 ft ~:MU'.~~eUM .· ·::..::•1:::;~,<:.'.:':'R'>i'l,''~··¼'!·· "-'C,.,~.,,-~ci'.-;'~£<:"fil·:!2•!!!·,!2"B!!a'l"''!c:~;;.:!o/,~ii.l:"w~"'·1m·e<:ll..< _______________ N...:,o.:..:te.:..: O~nl:!..y.:..n.::.on.:..-z.::.e::.ro~re.:..:a.::.ct::.:io:.:..:n.::.s.::.a:..:re..:.11.::.·s.:..:te.::.d·:__ Axial Reaction X-X Axis Reaction k Y-Y Axis Reaction Mx -End Moments k-ft My -End Moments Load Combination Item Extreme Value Axial@Base Maximum Minimum Reaction, X-X Axis Maximum Minimum Reaction, Y-Y Axis Maximum @ Base @Base @ Top @ Base @Top @ Base @ Top @ Base @Top 1.290 51.000 -290.700 0.774 30.600 -174.420 1.290 Axial Reaction X-X Axis Reaction @Base @Base @Top 1.290 1.290 1.290 1.290 k 51.000 Y -Y Axis Reaction @Base @Top 51.000 51.000 51.000 51.000 51.000 -290.700 Mx -End Moments k-ft @Base @Top -290.700 -290.700 -290.700 -290.700 -290.700 My -End Moments @Base @Top Sun Structural Engineering, Inc. 2091 Las Palmas Drive Suite#D and then using the "Printing & Title Block' selection. Ti e Block line 6 Description : SOLDIER PILE-3 /{''''''"'''a,.r·· 'l:':.-1:fi•"'' .. ··=:","'.'4\'~~n~~.~~'\li"""'. ,X 1,11, . , .~l>l oo ., .• . it,~ ti,j('9!! '-"1'. Axial Reaction Item Extreme Value @ Base Minimum 1.290 Reaction, X-X Axis Maximum 1.290 Minimum 1.290 Reacllon, Y-Y Axis Maximum 1.290 Minimum 1.290 Moment X,X Axis Ba Maximum 1.290 Minimum 1.290 Moment. Y-Y Axis Ba Maximum 1.290 Minimum 1.290 Moment, X-X Axis To Maximum 1.290 Minimum 1.290 Moment Y-Y Axis To Maximum 1.290 Minimum 1.290 X-X Axis Reaction @Base @Top -290.700 k Project Title: Enijineer: ProJect Descr: Y-Y Axis Reacllon @Base @Top 51.000 51.000 51.000 51'.000 51.000 51.000 51.000 51.000 51.000 51.000 51.000 ,··:0~~;~~=c/lt/',l:l•~;'2i.?'=~;:i,•,,-;•·•"•,;.=-,!'2E'>r<;~•·."rL~l;(a.~''=:fi\it~'.:;'i, ~~_1,m,l;!J,cll:l,,Et~1~•~~PJt&Q~c'hv0.1!1.1i!JD'U!\:?n ~ ... ..~~~~~ Load Combination Max. X-X Deflection Distance -+O..+i 0.0000 in 0.000 -+0.60D-+0.60H 0.0000 in 0.000 D Only 0.0000 in 0.000 H Only 0.0000 in 0.000 ~efifc"l-~1.zH!1fii~'ell'l".zt;f~f?~ W1 Bx76 ••• ~~-, 1£~~,1,Q . ;.r,'!p ... l~.~. , ~."' Depth 18.200 in Web Thick = 0.425 in Flange Width 11.000 in Flange Thick 0.680 in Area 22.300 in'2 Weight 75.909 plf Kdesign 1.080 in K1 = 1.063 in rts = 3.020 in Veg 0.000 in y I xx s xx Rxx zx I yy Syy Ryy Zy rT X ft ft ft ft Max. Y-Y Deflection 1,330.00 in'4 146.00 in'3 7.730 in 163.000 in'3 152.000 in'4 27.600 in'3 2.610 in 42.200 in'3 2.950 in 0.558 in 0.335 in 0.000 in 0.554 in Mx -End Moments @Base @Top -290.700 -290.700 -290.700 -290.700 -290.700 -290.700 -290.700 -290.700 -290.700 -290.700 -290.700 Distance 17.000 ft 17.000 ft 0.000 ft 16.886 ft J = Cw Wno = Sw = Qf = Qw Project ID: k-ft My -End Moments @Base 2.830 in'4 11700.00 in'6 48.200 in'2 90.100 in'4 31.500 in'3 80.600 in'3 M-x Loads @Top 11.00in Loads are total entered value. Arrows do not reflect absolute direction. I. 'I SUN StructtJral Engineering ENGINEERING Consulting Structural Engineers L ffTrl:.M L Efl-~111 rR.G~s U-~ : . H == ~s· f >F/1zr ~£EL-C.,oL-u MN 5~A(_1N&.=:: lo' MA-X Lm-0?.AL-filR<:.,E:. 'DN t f) t-u.fVt.N ACfl N..Cr @ H.:::::-11,~co,==1·t !., • r~ '½Mfr"(~)\ ID1 = l1t•i1:-,r.s -f $~ ~1RMC.TL-tR/\l .. c.ALL· DN fpl-tawiN& ftl6-E5 .~ . .-, .. . . Beach Village Life Date:-5"/2018 · &2,Cl By: C.S. Sheet-p. . •J (r~. f;A-{W( H~IG-t\T ~ 10' f1'0 M1of 7'f C.A-V:?.~t>N) p ·f I ,.P· Mlt?':- Sun Structural Engineering, Inc. 2091 Las Palmas Drive Suite# D and then using the 'Printing & Title Block' selection. Title Block Line 6 Description : SOLDIER PILE-4 Calculations per AISC 360-10, IBC 2015, CBC 2016, ASCE 7-10 Load Combinations Used : ASCE 7-10 Steel Section Name : W14x34 Analysis Method : Allowable Strength Project Tille: En9ineer: ProJect Desc : Project ID: Printed: 18 MAY 2018, 7:48AM Overall Column Height 10.0 ft Top & Bottom Fixity Top Free, Bottom Fixed Steel Stress Grade Fy : Steel Yleld A-992, High Strength, Low Alloy, Fy = 50:0 ksi Brace condition for deflection (buckling) along columns : X-X (width) axis : E : Elastic Bending Modulus 29,000.0 ksi Unbraced Length for X-X Axis buckling = 10.0 ft, K = 2.1 Bending & Shear Check Results PASS Max. Axial+Bending Stress Ratio = Load Combination Location of max.above base At maximum location values are ... Pa: Axial Pn / Omega : Allowable Ma-x : Applied Mn-x I Omega : Allowable Ma-y : Applied Mn-y / Omega : Allowable PASS Maximum Shear Stress Ratio= Load Combination Location of max.above base At maximum location values are ... Va :Applied Vn / Omega : Allowable Load Combination +D+ti +0.60D+0.60H Y-Y (depth) axis: Unbraced' Length for Y-Y Axis buckling = 10.0 fl, K = 2.1 Service loads entered. Load Factors will be applied for calculations. 0.4270 : 1 +D+H 0.0 ft 0.3404 k 55.407 k -57.750 k-ft 136.228 k-ft 0.0 k-ft 26.447 k-ft 0.2193 : 1 +D+H 0.0 ft 17.50 k 79.80 k Maximum Axial + Bending Stress Ratios Stress Ratio Status Location 0.427 PASS 0.00 ft 0.256 PASS 0.00 ft X-X Axis Reaction k @Base @Top Maximum SERVICE Load Reactions .. Top along X-X Bottom along X-X Top along Y-Y Bottom along Y-Y Maximum SERVICE Load Deflections ... AlongY-Y 0.1481 in at for load combination : +D+H Along X-X 0.0 in at for load combination : Maximum Shear Ratios O.Ok 0.0 k · 0.0 k 17.50 k 10.0ft above base 0.0ft above base Stress Ratio Status Location 0.219 PASS 0.00 ft 0.132 PASS 0.00 ft Note: Only non-z.ero reactions are listed. Y • Y Axis Reaction Mx -End Moments k-ft My-End Momen!s @Base @Top @Base @Top @Base @Top 17.500 -57.750 10.500 -34.650 17.500 -57.750 Axial Reaction X-X Axis Reaction k Y-Y Axis Reaction Mx • End Moments k-ft My -End Moments Item Axial@Base Reaction, X-X Axis Reaction, Y-Y Axis Extreme Value Maximum Minimum Maximum Minimum Maximum @Base @Base @Top 0.340 0.340 0.340 0.340 @Base @Top @Base @Top @Base @Top 17.500 -57.750 17.500 -57.750 17.500 -57.750 17.500 -57.750 17.500 ·57.750 'Sun Structural Engineering, Inc. 2091 Las Palmas Drive Suite# D and then using the "Printing & Title Block' selection. Title Block Line 6 Description : SOLDIER PILE-4 Axial Reaction @Base X-X Axis Reaction Item Extreme Value @Base @Top Minimum 0.340 Reaction, X-X Axis Maximum 0.340 Minimum 0.340 Reaction, Y-Y Axis Maximum 0.340 Minimum 0.340 rvloment, X-X Axis Ba Maximum 0.340 Minimum 0.340 -57.750 Momen~ Y-Y Axis Ba Maximum 0.340 Minimum 0.340 Momen~ X-X Axis To Maximum 0.340 Minimum 0.340 Moment, Y-Y Axis To Maximum 0.340 Minimum 0.340 ~i<i"'"'"'T'""~ '"'w.~ii¥'''\'iif J:;~!t "~<:l«f''i . > I .·., :"' ,. ;1.e; 1'X m.~m.i m . m.li',J,l ~ . Q_ilq, J).,ui:i a.l . , , .• ,...,. Load Combination Max. X-X Deflection Distance -+O+H 0.0000 in 0.000 fl -+-0.60Di-0.60H 0.0000 in 0.000 fl D Only 0.0000 in 0.000 fl H Only 0.0000 in 0.000 fl W14x34 = I xx = 0.285 in Sxx = 6.750 in Rxx 0.455 in Zx 10.000 lnA2 I yy Weight 34.040 plf Syy Kdesign 0.855 in R yy K1 = 0.750 in Zy rts 1.800 in rT Yog 0.000 in y C 8 ~ X I 6.75in I k Project Title: En~ineer: Proiect Descr: Y -Y Axis Reaction @Base @Top 17.500 17.500 17.500 17.500 17.500 17.500 17.500 17.500 17.500 17.500 17.500 Max. Y-Y Deflection 0.148 in 0.089 in 0.000 in 0,147 in 340.00 in•4 48.60 in•3 5.830 in 54.600 in•3 23.300 inA4 6,910 inA3 1.530 in 10.600 inA3 1.760 in " 0 0 II E 'ijj J: Mx -End Moments k-ft @Base @Top -57.750 -57.750 -57.750 -57.750 -57.750 -57.750 -57.750 -57.750 -57.750 -57.750 -57.750 Distance 10.000 fl 10.000 fl 0.000 fl 9.933 ft J Cw Wno Sw Qf Qw Project ID: Printed: 18 MAY 2018, 7:48AM My -End rvloments @Base @Top 0.569 /nA4 1,Q?0.00 inAS 22.900 in•2 17.600 inA4 10.000 inA3 26.900 inA3 M-x Loads 1'.,0~~ Loads are total entered value. Arrows do not reHect absolute direction. I.. 'I SUN Structural Engineering ENGINEERING Consultinl! Structural Ene:ineers Beach Village Life Date:r;~018 .• By: C.S. Sheet-Rf~'2.. JH::>l&·N Of ~1ttL-(,DLUMA}-5 (@..Noitrn-WtSTE.~t-t~~lW1H 1,J~e,#W'u;RJJ'f:~ cM~cJ< .. ~L.CPw/lMI P .~-\...11118·~', oN W€i\j(_--Mt', . j),1~,1"r-!, MAX~E1'T\H\EJ6tff ~,,51 ~~f> oF LATERAL ·so,f L.:-~~SLlAt, :::: 35 'r'5 f-}FT 6\l':,,~of{J T~150j;\J:-'t' W•!::>JA,\ {)f (...9 l..UMN::: 1::[:' '::;; lo·:261 L't>Lkr}ct\J t>f fo~: '\ H = Yy2. 3•~ = ::,.. fb 1 (' .• _.., _· ..... >€€ THE: fi>L.t_ow1NC',-P~·G-E~ fi,°K. ;,,~IIC..'TU~L CA-1-C, .-; I 11 11 II fl l I II !t 11 li I I II II 11 \.I I I p 'Sun Structural Engineering, Inc. 2091 Las Palmas Drive Suite# D and then using the "Printing & Title Block' selection. Title Block Line 6 Description: SOLDIER PILE-5 Project Title: En9ineer: PrOJect Descr: Project ID: Ponied: 18 MAY 2018, 7:49AM Steel Section Name : Analysis Method : W24x306 Allowable Strength Overall Column Height 23.50 ft Top & Bottom Fixity Top Free, Bottom Fixed Steel Stress Grade Fy : Steel Yield A-992, High Strength, Low Alloy, Fy = 50.0 ksi Brace condition for deflection (buckling) along columns : X-X (width) axis: . Unbraced Length for X-X Axis buckling = 23.50 ft, K = 2.1 E : Elastic Bending Modulus 29,000.0 ksi ill '. Bending & Shear Check Results PASS Max. Axial-+tlendlng Stress Ratio = Load Combination Location of max.above base At maximum location values are ... Pa : Axial Pn / Omega : Allowable Ma-x : Applied Mn-x / Omega : Allowable Ma-y : Applied Mn-y I Omega : Allowable PASS Maximum Shear Stress Ratio = Load Combination Location of max.above base At maximum location values are ... Va: Applied Vn / Omega : Allowable Y-Y (depth) axis: Unbracecf Length for Y-Y Axis buckling= 23.50 ft, K = 2.1 0.8858 : 1 +D+H 0.0 ft 7.183 k 394.113 k 0.0 k-ft 2,058.38 k-ft -468. 10 k-ft 533.93 k-ft 0.04942 : 1 +D+H 0.0 ft 60.40 k 1,222.08 k Service loads entered. Load Factors will be applied for calculations. Maximum SERVICE Load Reactions , . Top along X-X Bottom along X-X Top along Y-Y Bottom along Y-Y Maximum SERVICE Load Deflections ... Along Y-Y 0.0 in at for load combination : Along X-X 2.451 in at for load combination :+D+H O.Ok 60.40 k 0.0 k O.Ok 0.0ft above base 23.50ft above base Maximum Axial + Bending Stress Ratios Maximum Shear Ratios Stress Ratio Status Location Load Combination +D+H +0.60D+0.60H Load Combination 1~~~. Item Axial@Base Reaction, X-X Axis Reaction, Y-Y Axis Extreme Value Maximum Minimum Maximum Minimum Maximum Stress Ratio Status Location 0.886 PASS 0.00 ft 0.049 PASS 0.00 ft 0.531 PASS 0.00 ft 0.030 PASS 0.00 ft Note: Only non-zero reactions are listed. k Y-Y Axis Reaction Mx -End Moments k-ft My -End Moments ~0.400 X-X Axis Reaction k @Base @Top 7,183 -60.400 ~0.400 7.183 7.183 ~0.400 7.183 ~0.400 @Base @Top Y-Y Axis Reaction @Base @Top @ Base @ Top @ Base @Top Mx -End Moments k-ft @Base @Top -468.100 -280.860 -468.100 My -End Moments @Base @Top -468.100 -468.100 -468.100 -468.100 Sun Structural Engineering, Inc. 2091 Las Palmas Drive Suite# D and then using the 'Printing & Title Block' selection. Title k Line6 Description : SOLDIER PILE-5 Project Title: Engineer: PrOJect Descr: Item Extreme Value Axial Reaction @Base X-X Axis Reaction @Base @Top k y.y Axis Reaction @Base @Top Reaction, X-X Axis Reaction, Y-Y Axis Minimum Maximum Minimum Maximum Minimum 7.183 7.183 7.183 7.183 -60.400 -60.400 -60.400 -60.400 -60.400 Moment, X-X Axis Ba Maximum 7.183 Minimum 7.183 Moment, y.y Axis Ba Maximum 7.183 Minimum 7.183 -60.400 Moment X-X Axis To Maximum 7.183 -60.400 Minimum 7.183 -60.400 Moment. Y-YAxisTo Maximum 7.183 -60.400 Minimum 7.183 -60.400 'I,,.,.,., .. ,~;•.:,-•,~~ "'"""'"""""'f .. :~·" . ·,, .'"'''l:',;i;,i~'' " •~1:~•· ·: .,~ ·":'Slit ~ '1MHIDWJ1JK:.,. u~¢:tlg!Ui for.::.l,,~a.ctO<JmfJJ.n"llP.0~::3k,:mttg:f '. :,\'w~1%lffe Load Combination Max. X-X Deflection Distance Max. Y • Y Deflection +D-+H 2.4508 in 23.500 -+-0.60D-+-0.60H 1.4705 in 23.500 D Only 0.0000 in 0.000 H Only 2.4322 in 23.342 r,, si'i.·:s,mi"""''ib -~ .1~.ilf-ff:;'ii W24x306 Depth = 27.100 in Web Thick = 1.260 in Flange Width 13.400 in Flange Thick = 2.280 in Area 89.800 in'2 Weight 305.679 plf Kdesign = 2.780 in K1 1.438 in rts = 3.810 in Ycg = 0.000 in y I X I xx Sxx Rxx zx i yy s yy Ryy Zy rT = = ft ft ft ft 10,700.00 in'4 789.00 inA3 10.900 in 922.000 in'3 919.000 jnA4 137.000 in'3 3.200 in 214.000 inA3 3.600 in 0.000 in 0.000 in 0.000 in 0.000 in Project ID: Mx • End Moments k•ft My • End Moments @Base @Top @Base @Top -468.100 Distance 0.000 ft 0.000 ft 0.000 ft 0.000 ft J Cw Wno Sw = Qf Ow M-yloads "-- · -468.100 -468.100 -468.100 -468.100 -468.100 -468.100 -468.100 -468.100 -468.100 -468.100 -468.100 117.000 in•4 ##### .## in AS 83.100 inA2 635.000 inA4 172.000 in•3 459.000 in•3 I I 13.40in I Loads are total entered value. Arrows do not reflect absolute direction. 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