Loading...
Feb 13 2013-Site Structures-Infil Vault Calcs.pdf1 T E SIFR tJ C T LJ R E S A V 1 si o n of K os n i ll, "Woodway (11 1 1 t r Wat(-",.kr Deteritt"o 11 f, lt� Vault �S Ol i 1 11 1 ration (I " ity of" IlArvionds, Washington ,31-nicun-al ("'10.1culations 11br Permil Submittal "or"i, h6", "Al 131"()j Cet IkI O'� S n I , 3 _010 10511 19"' Ave S[�", Suite Everett, IN 98208 4, (42:5) 357-96100 �pl,iiorlle) 4, dan@kosrfik,,c(,)rn STRUCTURAL r i. sheet Design Criteria 01-03 Lid Review 04-07 Wall & Foundation Design 08-12 Code: 2009 IBC Permitting Agency: City of Edmonds Soil Cover: Uniform cover of 1299 to 27„ Lid Loading: HS20 truck loading 150 psf uniform live load Uniform live load not to act concurrently with truck wheel loading. Foundation Design: Foundation design is based on the following values: Allowable Bearing Pressure: 3,000 psf Lateral Earth Pressures on Vault Walls: At Rest Condition: 50 pcf EFW (Drained Level Backfill) Active Condition: 35 pcf EFW (Drained Level Backfill) Passive Condition: 250pef EFW ftgs cast against native soils Seismic Addition: E = 12H psf Uniform ( assumed value ) Coefficient of friction: 0.35 ftgs cast on till soils Soil Density: 125 pcf Material Regairements; Rebar: Grade 60 Concrete: f c= 3500 psi Lid: Pre -cast, Pre -stressed Hollow Core Plank 12-112" thick. SITE STRUCTURES Project ; t PROFIT AXE L: REAR. AXEL #1: I REAR AXEL #2: HS20-44 72,000LB 8,OOOLBS 32,OOOLBS 32,000LBS sheet date t j . no !1 6,000lb HS45e44 '24,0001b 24,OOD-lb 13 -Ale Some sus egrrespording' ! 0.1W 1.4Vy_ H -truck W = cornbivied weight of frsi IWO ox€es V ¢ +vgrigi±ie, use spacing which produces maximum stress For design of slobs, cenieriin� of wheel to be 1 ft from garb I IS 20--- 44 Tf-,?JJC,K I OAD 014 WALLS av, . ..... . ...... 11,11,11 . ....... .. .... 12WIR, . ..... .. . . . . ....... .. wXW 6 . ... . . . . I . .. . 41, . ... . .. . . . ......... . ...... . .W. . . .. . ........... ..... . ..... . .. ......... . . . ...... . wm . . ...... .. . ..... ------ . ........ . . . .. ............ . ........ . . . ............... 11% ... . .. . . 100 2 )o 0 Cl 400 15 E R AG E UNIFORM L, A D SITE STRUCTURES U Project Woodway 10511 19th Ave S, Suite C Everett, WA, (425)-367-9600 Soil Desity 125 pcf Soil Cover depth over lid 2 ft Plank design clear span 24 ft Design Uniform Live Load 950 psf Design Superimposed toad 400 psf oad tables sheet date prj a no. S-13-010 Plank span 28 ft No of tendons 11 Allowable superimposed loads 413 psf Allowable superimposed loads base of design span of 24.25 ft Based on flexural capacity 551 psf Based on shear capacity 477 psf Plank capacity based on track load charts Plank span 24.25 ft No of tendons 11 Allowable soil cover without knee -walls 0.5 to 2.25 ft Allowable soil cover with knee -walls na ft CONCRETE TECHNOLOGY CORPORMON 121h" HOLLOW CORE SLAB t' -v I4u1111F I[ll vv IUII I) ALLOWABLE SUPERIMPOSED LOAD in pounds per square foot Effective No. of SIMPLE SPAN In feet Prestress 112" o (KIPS) STRANDS 28 32 36 40 44 48 52 56 60 70.7 3 78 44 20 77.7 4 126 80 49 26 101.3 5 174 117 78 50 27 124.8 6 221 153 106 70 43 23* 148.4 7 267 186 129 89 59 36 172.0 8 307 216 153 108 74 49 29 195.5 9 343 243 174 125 89 61 40 23* 219.1 10 378' 270 195 142 103 73 50 31* 242.7 11 413' 297 217 160 117 85 1 60 40 24" A = 313 int Zt = 1019 Ina Zb = 947 Ins w = 84 psf I = 6136 Ino Yt = 6.02 in Yb = 6.48 In NOTES: 1. The values given In this table are based on hollow core slabs without shear reinforcement, Superscripts (1, 2, etc.) following values in the table indicate the number of filled voids required at the ends of slabs to develop the allowable superimposed load. See page 2, "SHEAR" for discussion. 2. Asterisk (*) following values In the table indicate that the total deflection under all loads is greater than U360 but less than U180. 3. Interpolation between values is acceptable. Do not extrapolate values into the blank spaces of the table. 4. These Span -Load Tables are intended as an aid to preliminary sizing. Sound engineering judgement Is required for the application of this information to specific design cases. 0 MANUFACTURERS OF PRESTRESSED CONCRETE - TACOMA, WASHINGTON 4196 1,� . .. .. . .... .. .. Y C 12%" 1-101-LOW(1]"I"GRE SLAB IIS20,44 0 SIMPI-E SPAN (ft) GENERAL. Nom& 1.) A rnjnimunr cover depth of six inches OR a three inch thick cast in place concrete topping slab is required 2) Simple SPM -1 is centerfine of bearing to centerHne of bearing. 3) The Knee Wall envelope represents the RIFWMLIM span and height of soil cover that can be supported by slabs with standard notches for nianfrole openings, assmiing void fill concrete f'c = 3,000, psi. Points falfing OLOSide this envelope re-ClUire l9lee Waft to SUPP011 tire slabs at manhole openings. 4.) Interpolation W-Aweu'i strand contours is acceptable, DO 1\101' extrapolates beyond the ljounds of this chair. 5,) Soil cow)r is wismrled to Lie unifolln. G) Lxcq)t no .c1, SOH (A)VU1 Unit VVOigl 1i k'i -Ut�SUJIUAl to bc 120 '7) Minknurn span lengUi = 14'--0". 8) ITILI Vakies shown on this chart are 0 compliance with IBC 2003 & AU 318 b5 9 ) The Verit Notch envelope represents the Inaxis- UM Sjwan and fleigfit of scant cover that can be supported by slabs with 6/2," standard notches in adjacent slabs to accorn mo date '12" cliameter vents, assun,iing void fill (;oncrete N 3,000 psi, Refer to Detail 3 on page '15 of this 1)roclrure for vent notch details, 2118M MMIWFAC 1UNITS (DF PRESWFSSI,!D CC)I°,ICF?ETEr,, I - M'",, 0M/N,, WASHIN(=�K )N 7 m z 111EM11111111111 1216," HOLLOW CORE SLAB 160 PSF I 8)NPLE: SPAN (ft) GENERAL NOTES m ,0 A minimum cover depth of six inches OR,, a three inch . thick cast in place concrete topping slab is required. 2 Siaiple Span is centerline of bearing to centerline of bearing, - that cari be supported by slabs 3)Tho Knee Wall envelope represents the mam xiinuspan and heigft ht of soil co with standard notches for nianhole openings, assuming void fill concrete f c = 3,00rO psi. Points fdillcj OLItSide this envelope require knee walls to support the slabs at manhole openings. 4,.) Interpolation between SWmd COntOM'S is acceptable. DO NOT extrapolate beyond the Nit.inds of this cl,mrt 5) Soil (,;0VE`.,rM aS.Wmed to be unifi.,)no, f_"-".Xct',lA ias m"AX""Cl, soil (:owm urdt wcjUl,jj is as,,rurned to he 120 pd. 7) Minin]LIFT) SpM) length --,- 1 , _o... 8.)'The values shown on this chart am hi compfiam',e with IBC 2003 &, C 1 3,18-05, 9.) The Vent Notch envelope represents the rriaximurn span and height of soil cover that can be SL.4)ported by tdabs with 6V2" standard notches in adjacent slabs io accomrn od ate 12" darnett,,m, VerltS, aSSUITIiII9 Wid fill COM'3'00, N 3,000 p,si, Refe� to D0,A1 3 on page '15 of this brochum for venit notch defllafls. 2MMO PAAI",IUFAC1 (JURS OF PRES] REIMED (1'C)i'1K`1R'1F'f i:: t/NCOMA, W,SSI -I ING]'() 11 S11"E'll, S1 RUCTM`tES Prqlj.J Woodway Shed: 10511 191h AVe "";URU C ...... ..... E."verett, WA, (425)-35? 9(300 prj, lbo, Vaiiflt Walls , Lateral Presstires, Review cove! depth to top of waW Maxim urn s0l cxjv(..Tdepth to lqofwafl. Wall 11efight: At Rest soil pressure: Achve s,oi1 p(,Ilssure: Uniforr n Addition to At -Rest soil tm-essure� Sorl Densfty. Load Combinablorm: I,.- (soil pressure) I- 1,6 L pressure) q. Due t( HS20 Truck i.,,, ad i: ­` —`!�I-' 1j.' 2.0 ft mitt cover ovor lirl" 2.0 ft nrax cover over lid: 'Total Factored Lateral Force: 2,0 It min cover over lid: 2.0 ft rnax cover over lid: Due to Unif yn Uniforin surcharge: Equivalent force' lateral 'Total Factored Lateral F-orce: 2,01 ft max cover over fi& Due toSelismic -PNLt—iV4y:, 61 seismic addition: E Seismic lateral, force: '["ot,al Factored Lateral Force: 2,0 ft max cover over lid: Combined Load I -actor'. 3 fl." 3R 8,5 ft 50 lac f EFD 35 pcf EF[) 0 pst 125 p,1 1.6 L (sur(�1iarge/wheel load) 1.0 L (Seismic) 90 psf [Jrriform 90 I)SI 1, Jniforrn 6154 if 6154, pit 150 psr NaCl La Uniforrn 5746 Calf 12 Fl '102 psf Uniforrn 4318 plf 1,48 SlTE S FtILK,", rURES 10511 '1 9th /%ve 81ESI'Me C' Everett, VV& (426) 367-9600 ProJect Woodway 1-1-1-1111 ........ .. . .... .. --- ...... ...... ("late plj no,, S13 -Mo Desigri Data . ................ . .. . ....... . . . -- .......... ... . ........... plait E)ensity 125 1pY;f Soil Com, depth totlsi1l top of the wall ' ' I ft ws� 1 150 I)sf Wall height M ft Ws2:= 425 f)sl Soil [,',Iressure E+V\1 50, pi,;f 150 PSI (0[I SUlfaCC) of grOUnd) Equh/ Ws 60 psf tI`U(,* WS 90 past (pan surf�aY�e of wall - see, desqn chart) C,riticalf Design r3purdrarge pressure = (EM psi (on the SUI-faCle Of the Wall) C.'Mculated Design Forces 2 162 2 lbs 40 H 2040 lbs IR top W2= 425 H 1806�26 Ilbs R bot 2224 lbs IN/H IT 2'168 M Mall= 4137 ft lbs N12 1970 Wall I'Reinf( ............. Wall thidmess 8 inches Comp block (a) 0,44 inol"m Clear cover 1.5 inches Depth to CL 1.-)ar 6.19 inches Rebar size 6 d -a/2 ;z: 5,97 inches IRebararea O 31 sq. -in Bar spacirig '14 inches 01\111"I = '7060 ft -lbs Rebar sti,ength fy 60 ksi t Coric sh'erigth Vc 31500 psi [Vlu = ;/ 66,120 ft-ffis I Load Factor '1,6 max ten lean reinforcing spacing: f,, w 31644 psi S '15,2 in S m 15,2 in SMIM4 = 15.2 in - 0K qldlo at I P! .................. ........................... Ru2595 pff V Rebar Dowel Size 6 Dowel Area- 0,44 sq -in Sfy= he capacity of Dowel 5280 Calf Dowel strength 60 ksi Bearing capadity of Dowel 3676 pit Dowel Spacing = 24 inches Dowel brg length = 2 inches conc Strength N" = 3500 pc,; i Avid'noi ge at of tim Wait . .. ................. RU 3559 plf . . . .. ....Rebar Dowel Size, 5 Dowel Area := 0.31 f3c1-k'i Norninal Shear friction CaPaGity j Dowel strength fy-, 130 ksi of the footing to wafl 1.)owel 8131 pff Dowel Spacing 14 inches G(.effident of fitofion= 0.6 srnooth sur fa(.,,e SITE STRUCTURES Project Woodway sheet 10511 19th Ave SE, Suite C -� date Everett, WA, (425)-357-9500 pxj. no. S -I3-010 Design data x Wall Foundation Loads Analysis Soil Desity 125 pcf Per. wall Cell Width 24 ft Soil Cover over the lid 2 ft Int. wall Cell Width left 0 ft Plank weight 90 psf Int. wall Cell Width right 0 ft Uniform Live Load 150 psf Truck Rating HS20-44 Front Axle Load 8000 lbs Rear Axle #1 Load 32000 lbs Wall Height 8.5 ft Rear Axle #2 Load 32000 lbs Total vehicle wt 72000 lbs Truck Wheel Lead Distribution to Perimeter Wall Foundation Truck Perpendicular to the perimeter wall w/ rear axle ##2 directly over wall & distance to axle #1 = 14f` total truck load to wall = 45333 lbs distribution width = 29 ft Load @ base of wall = 1503 pit Truck Parallel to the perimeter wall w/ one wheel over wall & 2nd wheel on pLqnk incl axle 1 &2 onlyj total truck load to wall = 58000 lbs talc distribution width = 37 ft Load @ base of wall = 1514 pit Truck Wheel Load Distribution to Interior Wall Foundation total truck load to wall = #DIV10! lbs distribution width = 29 ft Load @ base of wall = �DIVIOI pit total truck load to wall = #DIVIOI lbs left plank total truck load to wall = ##DIV10! lbs right pl2rl distribution width = 29 ft _ e) 01 Truck Parallel to the interior wall w,�6c ne whdeTover 1 total truck load to wall = I !0! s left plank total truck load to wall = lbs right plank distribution width = 37 ft Truck Parallel to interior wall w/ the truck center total truck I to wall = #DMO! lbs distrib n width = 37 ft Uniform Lige Load distribution to Wall Footi Perimeter Wall 1800 pit Interior Wall 0 pit a`& distance to axle #1 = 1 se of wall = #DMO! pit @ base of wall = #DIVIO! pit Load @ base of wall = #DIVIOI plf Load @ base of wall = MV101 pit Load @ base of wall = MV101 pit lI SITE STRUCTURES Project Woodway sheet j 10511 19th Ave S, Suite C date I Everett, WA, (425)-357-9600 ptj. no. S-13-010 Desire data � Wall Fou�atios� l0esi n Allowable Bearing Pressure 3000 psf Per. wall Cell Width 24 ft Debar strength fy = 60 ksi Int. wall Cell Width left 0 ft Concrete strength = 3000 psi Int. wall Cell Width right 0 ft Soil Desity 125 pcf Plank weight 90 psf Soil Cover over the lid 2 ft Wall Height 8.5 ft Wall Thickness 8 inches Perimeter Wall Footing Dulcin Total live + dead Load Required Ftg Width Selected Ftg Width 6957 pit 9068 pif 2.32 ft 2.33 ft Selected Ftg Thickness 12 in Qu = 3892 psf Mu = 1346 ft -lbs at face of wall Vu = 3237 pit at face of wall As regd = 0.04 sq-in/ft phi Vn= 9498 pif at face of wall Asmin = 0.35 sq-in/ft 1.33 x As regd = 0.05 sq-in/ft Interior Wall Footing Design LY Wu Design live load 0 plf 1.6 0 pif Soil Cover dead load 0 plf 1.2 pl Flank dead load 0 plf 1.2 Wall dead load 850 pif 1.2 0 pif total dead load 850 pif 1020 plf Total live + dead Load 850 plf 1020 plf Required Ft Width 0.28 ft q g Selected Ftg Width Selected Ftg Thickness 1 in Qu = 1020 psf Mu = r' Vu = As regd ' ' 0.00 sq-in/ft phi Vn= Asmin = J -0.09 sq-in/ft 1.3„..x regd = 0.00 sq-inlft 14 ft -lbs at face of wall 170 pit at face of wall -2793 pif at face of wall L.F Wu Design live load 1800 pit 1.6 2880 plf Soil Cover dead load 3167 pit 1.2 3800 pif Plank dead load 1140 pit 1.2 1368 pif Wall dead load 850 pif 1.2 1020 pif total dead load 5157 pit 6188 pif Total live + dead Load Required Ftg Width Selected Ftg Width 6957 pit 9068 pif 2.32 ft 2.33 ft Selected Ftg Thickness 12 in Qu = 3892 psf Mu = 1346 ft -lbs at face of wall Vu = 3237 pit at face of wall As regd = 0.04 sq-in/ft phi Vn= 9498 pif at face of wall Asmin = 0.35 sq-in/ft 1.33 x As regd = 0.05 sq-in/ft Interior Wall Footing Design LY Wu Design live load 0 plf 1.6 0 pif Soil Cover dead load 0 plf 1.2 pl Flank dead load 0 plf 1.2 Wall dead load 850 pif 1.2 0 pif total dead load 850 pif 1020 plf Total live + dead Load 850 plf 1020 plf Required Ft Width 0.28 ft q g Selected Ftg Width Selected Ftg Thickness 1 in Qu = 1020 psf Mu = r' Vu = As regd ' ' 0.00 sq-in/ft phi Vn= Asmin = J -0.09 sq-in/ft 1.3„..x regd = 0.00 sq-inlft 14 ft -lbs at face of wall 170 pit at face of wall -2793 pif at face of wall 'Ito Project Sheet tructures Date A Dlvlslon of Koanik Engineering PC Job No A., A . . .. . . . . . .. . ... ...... ....... ... .