Loading...
HomeMy WebLinkAboutPrecast & Prestressed Calculations6187 Miami. Lakes Drive.Ea§t. Muir, i Lakes 11133014 -(305) 558.-.3515 PROJECT N DESIGN: MAX SPAN:. SLL: L TOPPING': I/NAME: . 8° HOLLOW CARE SECT -ION .. . . .A. PRESTRESSING- STRAND -TYPE: J9 0 .270.KSI'LOLAX INSIDE BOTTOM.: -OUTSIDE BOT T Off TO . ST AND QUANTITY: 3 LOCATION FROM.BOTTOM:_.. I.V5 PULL .(KIP): ;Z�1 PULL:. 0.70 F'C6 @RELEASE: 3-ST1U . EST. CAMBER @. CREC. TION:. F'CI @ .28 DAYS: APPROX. VVEI:GHT: MARK NUMBERS: CERTIFIED PLANT BY':. WA SHEET:. OF - • 4845 ,Water Song' Way Fort. PierCe Job # 2821' CS 6 DATE; 04/2 /2021 DE 81 GN .. DATA. / ------ - ! - 0:00 ft Left Cant - - 0:00 ft• Simple Span 21.:00 ft �ght Cant.:. -; Eeam.Length 21. 00 ft Lift . @ Le-ft = • . 2.00 ft Lift. @ Right 2. ft Design Beiring_Lengths: @ Left _, .0:•33:ft @.Right=. 0.33 ft. Top width.' =..48: 000. in 'Fla nge thick= 1.:125.'.4h '. Tpg: thick 3.000- ri Web width 10..8$0 iri..Stem:Height 5 750 in Haunch thick 0.000.in Bot width _' '4 $ : 000 in Bot : .thick 125 An. Section Type=GENERAL: : Note: .Section is. HOLLOW, Non Composite (Assigned, by the user) Height _ 8 000 in - 413.00 in^3 Yt 3 891 ;i-n . Area _ = 221.00.0 in^..2. 'St. . 1697.00•. irI^.'.4. Sb = `413.00 . .n.^3 Yb - 4.1:0:9 iri. Vol/Sutf _ : 2.: 000- jn. . Composite EBased'.'on•,above. toppingdiinehsons) Height . 1:1.000. ;in Ae 33$.576: in'^2 Stc(T.pg) $00 '1.1 iftA Stc(B%C) 1989.02.in^3..-"T' _ _ I:c 4015:.66 in^4: Sbc :.671:39: in .3 Yba 5,.98a :in M scel•l.an u•s. (Goverhi"ng code is :ACT 3.18-11).. Beam .f'ci =..3 5.00: ksi. -Rel.,Humid.: 60 .00- Stress Block RECTANGULAR Beam:f!c..•: 6.000. ks.i.. Beam- weight 1:45..0.0 pcf... NORMAL WT: Topping' t'.-c = 4:000 .k$i ..Topping •wt. - 1$5 00- pcf. NORMAL WT.' Cu _. 2.35.0 eds 300 `E=06 . eshu 650 E-:0.6 Eci modifier=..1. 000. 'Ec modi-fi.ex . = 1.000 Camber Mult 1. 35,0. Shear Options, Depth•.used COMPOSITE- f'c.used- -BEAM Allow: Concrete•Stress . At Release 0,600f1ci At -Final 12:06grt f'c phi : Tens ion-contro11.6d.Flexure=.G.900' Strand DeVelopmt .0:750 Factors Compress ion-coritr.ol.led.Fhexura 0.650. Shear &.':TorS..on: = 0:750 Load Cases: I.).' . U `r 1.40 - DL 2) D .1.'20 DL. t 1.60 -LL': Prestressing Strands (Strand Type: -.LOW_ RELAXATION Strain,Cur've:_:PCI.Handbl) ��1 _ Eff: Pull,;: 0:700Xfpu Strand .diam. '..50 in'• Estrand 26500:ksi. Strand :fpu =270_: OO:. ksi .Area 'ea. s, 0:153' . • in" 2:. 'LtMult 000 #•' S 'r. lev:: = •1 # •gf'. Stt', d` 3. 00 _ LdMult : = 1.000 Losses; PCI''Handbook;. 7'th Ed: Strand; ransformed ->.YES .• Harping Protiae•: - X•(ft .rom. Hstr Ecceh't': Area of. ; Des'cr.ipt: on (in) (.n) P/S fin^2), Left. End . .of.:Beam-=- __- --- .=---- _Lef0..00a 1:50 2.61 0.:0590. Right, End :of Beam-:---_--_: :------�- -- 21 AC) I; 50 . 2. 61 0: 459:0 Mild .St'eel Shear. :.fyv = 60.00 -ksi fyh =.60.00 k,ik fyl-.= 60.00 ksi Emild..' 29000 ,ksi LdMuTt=..1:000. Distributed : Loads .(.lion=factdr•e.d) -•----------- ---- Magnitude of Load._ _Distance From Left. Beginning Ending Beginning': Ending Eccerit. •• Load Type (k/ft).. {•k/ft). (ft}:... .(ft),. P/C,'S;elf Weight : 0.:223 0.2.3 0:0.0 21.,0.0- 0:000 .. Pi9`. Z , F ,. Non -comp. Dead Load 0 150 0.150, 0.00 •21.00 0 Poo '. 1 Composite. Dead Load 0.140, 0..1.40 '0:00• 21.00 0.000. Live Load , 0.160 Q.160 0,00 21:00- 0A00 At Release Only: Sucti:'on=.0;000 k/ft .Core•Material 0:.000 k/ft NOTE:. 20.00% of.all distributed and..concentrated;live:loads are sustained:. P::.\000 ENGINEERING\Hollowcore\Beare\PCI\202I.CS\ Page I eam V34..0 BHC2'00.bem 02019 Salmons Technologies, Inc. PrecastEngineer.com HY::.WPr 'SHEET OF • . '. 4845 Water Song' Way Fort Pietas Job. . 2821" CS DATE:' 04/26/2021 Bearing'. Plates Nu = 0:20*Pu Height=: 0.00iri. Bearing.Pad,Thickness. =..0..250.in Eff::Brg..:S:ilrface;..Width = 46:00 in. Length ._.' 2..500 in, Plate R:ebar: Angle = 10:00_deg f:y = 60:00 ksi, Confinement'for,non=debonded.prestressing. strand assumed -> N0: *;k-;k *** * �**** OUTPUT INItIAL . STRESSES (psi, at rel6ase.) Aj DL beam +come' material.:(.if, any): +..suction. {if,'a.ny.j- Beam is: .. . su'pport:ed at. 2•.00. ft from. LEFT, end and 2.00, ft_ .from :RIGHT .+ end X(:ft)' krolri. In.itral• P/S•' Init, P/S BM, Aux. steel area . Left End T.op ._ •Bot. .. Top. not.. (AC'I •2:0.8 =122 .:. 904 ' -129.. 9:13 0.00; -122 906 -54, : 835 0...00 -5.40 ' -122.,. .908 ;. . 7. : 77.1 _.- r0.00 7.10 _122::. .909.: .51 .726 0'.00 8 _80 =:12-2 910.:.. 78 - 698. 0.00 ib:5:0 -,12.2' .' 9.10 .. ';. 87 689 •' .0:. 00' . 12:.20..:.:. _1.22, 910.. 78 698. 0:..00 :.. ..13..90_ :. :. _ =.122 909:. 5a 726. 0. 00 . 15..60 -12.2:.. 908 .' .. T. 771'.. ..0.00. . .1-7 .30' . ' .. ,', .. =122. 906' -54. '. 8:35 :: 0::00: /118.92. . =122. :: 904. ..: =129.. 913 NOTE_: Required -:f'ci =. 3500 ps 'based; .'on assigned .minimum. : STRAND STRESSES (Based on f'ci,-"3'.'500 ks ,',.f'.c=6.000 :ks.i.,. by PCI ;Handbook] at. at. X(ft) from Tensioning Release Final P/S:1oss..'-- IRIS •loss . Left'' End . ksi ksi ksi..:.... ksi a.. . 0:00.- .189:0 .. 18.1:7 0..0-: .189.00- 100:.00:. 2.10 189.0.:. 182.'4 :. )fi6:5 22.48 .. --11 .89 4.20 _ 189,.0 :: 1.82. 9. 168';7 .20..32 -10'•:75 6.30 : :. 189.0 183:3 170:-2. 18.79.; 9, 94• 8.40. 189..0 183..5:. 171.1 :. 17.:86 10.'50 18;9. 0 ' 18.3..6 .. 171, 4 .. 1'7•.-56 9,-2.9 12.'6.0 . 189.:0 183.5 ,.. 171:.1 . .17.86. ..9:45: '14.70 189.0. 183..3. 170.2 18:79'.. 9._94' .. 16,.80 18.9.'0: 182-.9... 168,7 20..32 1.0,75 18:.90 189.0. -1-82;4.. 166.5 22:48 '.. 11,89 21: 6'0. 18,9 : 0 181.:7 0 : 0 . 189.00.. 100.00:: FINAL,STRESSES. From.- ..FP :+ BM FP +..DL +. Sustained .LL FP. + DL'+ A1.1 1L Left End. ,' .:Top Bot: Tpg Top Bot Tpg Top , Bot 0:00 0 0 0 0 :0 0 0'.': 0. 1:05 9 346 -22 63 269 38 71.. 246 .., .2.10 12 .685 ,. 42 11.5. .540'' 72 130. 4.96 3. 15:. 62 .638 . 59. 207 433 1.03. • .229 .370 4:20 105 5'98' 74 -287 340 129,• .314 -261.'. 5.25 142 663' 87 35.5' 261. .151.:. 38.7 168 6.30. 1.71 535 97: 41.0: 197 169 446 93 7,35 195. 513 105 453: 147 1.83 492 34 8.40 211 4.98 I11; 48.4 111 193 - 5.25. ' • -8 9.45 221 48.8- 114 503 89. 199 545 =33 10.50 224 485 115. 509 82 201 552 '. -42. 1-1.55 .221 4'88 .114 503. 89 199 545. =33 .12.60 211 498 111 4.84 11l 193. 525 P::\000 ENGINEERING\Hollowcoie\Beam\PCI\2621G9\• Page 2 Beam V3.4.0 - 8HC260.bem. .. 0201.9 Salmons' Technologies:,. Inc. - - Preca9tEngigeer:com ' BY.:. WA; SHEET OF 4845.Wa:ter Song Way:Fdrt_Pierce Job.#.282,1:C$ DATE.: 09 /26/2021 13...65. . 1'9.5' 513 105. :453 147 , • 1.8 3.. :492 :: 34 14:70 171 535 9.7 410 :1.9:7 1;69 4.A,6 " 93 15'.75 142 563: 8.7 355• 261.'. 151 387 .' .' 168. 16:80 105: 598. 74: 287 340. .1 -•314 2.61.. 17,.85 62.... '. 638,. - 59 207 .43.3 1.03'.'. 229_ 370 18:90 1� :. 685 _ 4.2. 115.. 540 72;... 130; 496 19.95 g. 34:6 _ .. - 22 6.3 26.9 .38 .'.: 71- .. 2:45 21:00 0 0 0 NOTE: All 6wable .pre.ca8t tensile stress. _:12.0*sgrt.(f'c): _ =.930 :.psi, ULTIMATE MOMENT: (k=iri) -------_---.---- - Regiiired Mu ,Provided: .phi*Mn ... -------------------- -by by: ---------- by: by :her. lek. Phi O'tF N:A. X(ft) From 1.2*Mcr, Strain= ':Limits F"adtor,: c(in) .Fact'd. Left End' Loads -(ACI .18.8..21 compat. :: (-see -notes); (ACI 9...3.2.) 40 1 1.05 109. {.2} .263 '(1) 0 7 99... 2.•10 207 "{2}" 2 .(1) .. 0.75. .. :0.53 •., 3;:15 29:4..{2.} 700:,.( 0, -0.:64: 4.20 369:.{2.} :. 831:. (1) -. 0.8:2 0..73'' . 5.25 432 {2} 939,.(1) .. 0..86'.: .. :..0..7:9 6.30. 4.84. {2} .. 1QT4 0:82.. 7 :'35 ..: ,524 . { 2 )- .. 1020. .. :.. 0:: 9.0 .0.82. $..40 553 #:?} 102:0 :,0..90 • .. 0 82 : 9.95 570 {2} 1020.. 0.90- T0:50 57.6'.12-} 970 T020:. 0. 90, 0:82 . 1.1.55. .570 :{:2} 10.2.0 0 90 0.$Z. 12..'60 .553 {'2}- :1020 ..; :. 0.90 0.82. . . 13 , 6.5 524:. { 2 } 1.020.. 0. 90. 0.. 82 '. 14.70. 484; .(2} 1014 :(.1) .'.:: 0 :.90 0: 82 15.75. 432,.{.Z} 939 (1). 0.:86'. 0.75. 16.:80 369 {2}. 83 1 (1) 0:8.2 0:73. . 17:'85 294; {2}.. 700: (1.). 0:179' 0.:64:' 207• .{2} .. 552:.('1)' 0' 5.3 .. 19..95 1o'g •{2}.• . 263'-.(1) :.. 0.75. 1.99 21.00. - .0 .. - 0. (.3) 0.. 06.- 0; 00. . {n.}: Load Ca86.In:}.controls.:. (1): Development.lerigtli:controll:ed:by strand: .(3).:: Development length controlled by both,.strand'and rebara BetaL for. depth o.f-Whi-tney block:::0.;75 VERTICAL SHEAR REINFORCING ------------ ----------- -= Required Reinforcing:�-.. _ for for for :. .. X (•ft ); From d - Vil :. � -Tu .. Vqi ' Vcw. Avci Av.cw Avrnin Left End in:. kips . k,-in kips kips irl^2,%f.t in^2/ft' .iri 2/ft: .0.17 9..50'' '9.0 0.0 89.-0 28.6 0.000 0:000 0.1:26 (Al,) 1.05 9:5.0' 8.2 0:0 47:1 31.6 ..0'..000 :' •0.000 0.126 (Al) 2.;1.0 "9:.50 7.3 O.O. 33:.5. 35..0 :0.000 -' 0.0:00 -0:030 (.Cl,)3.15 9.50 6.4. 0.0 22..1 36.:3 0:000. 0,•000 0.0.30 (Cl) .4.20. 9.50 5.5 0..0 16.4 .. 37.4 0,.00.0 0.000 0.030 (Cl.) 5.:25 950 4.6 .. .0.:0 13,:6. 38:3 0.000 0..000.' 0.080"{C1) 6:30 9.50 3.-T 0.0 13..6'. 39.1 '0..0.00 0:00.0 0:030-(C1'). 7.35 9.50 2.7_ 0.0 .13.6 39.'7, 0.000 0.-000 0.030 (C1) 8.40 9:50- l.8 0..0 13.6 40.1 0.000 " 0:000 0.'030. (Cl') 9.45 9.:50 0.9 0:0. 13.6- 40..4 0.000 0:000 0;030 (C1,) 10: 50 9..50. 0. 0 0 . 0 13 A • . 40.:.5 0: 000- 6. 000 0: 0.30 (C1) 11.55. 9.50 . -0:9 0:0. 13:.6 .. 40.4 0.00.0 0.000 0-030 (C1), • 12,..60 9, 5.0 �1..8 0:0 1.3. 6 40:1. 0. 000 ' 0- 000 0.030.--(Cl) P:\000 ENGINEERING\Hollowcore\Beam\°CI\2821Cg\ Page 3, Beam V3.4.0 8HC200. b2in. 02019 Salmons Technologies:, Inc. PrecastEngiiAeer:com BY: W2; SHEET OF 4845 Water Song.Way,Fort Pietce Job"#.2821 CS bATE.: 09/.26%2021 1.3. 65 9.. 5.0 .. -2,7 Q. 0 13.6 39. 7 -0 . GOO 0.000'. 0..0:30 (C-1) 14'70 950 -3'.7 0.0 13:6 35.1 '.'0.0.0.0• 0::000 .. 0.03:0 (C1)... 15:75 9:50 "-4:6 0.0 18..6 •38::3 O_00'0 0 OQO 0.Q30 (Cl) 16:80 9.:50:- =5.5 • 0.0 -16.4 3':A- 0.000 0:0.00 0:.030' (C;1) 17.85 9:50:. 6.4;. 0..0 22.1- 36:.3 Q:000' 0'.000: 0.030,(C1).• 18,.90 9:5.0• -7.3 Q.O 33:5 •35,0 0 O0. 0.-000 0 030 (Cl). 19.95 9.50 -8.2 0.0 47.1' 35.6 0 000 0.0,00 0 126 (Al) 20:83 9.50. 9.0.. 0:0 89:0 28,'..6: 0.000 0.000" 0.1.26 (Al) Minimum based on ACI Eq.: 11-13. (prestress < 40%_ tensile strength) (C) Minimum based. on ACI:Eq'. 11=19. {.p:restress > 9:0% tensile s'tr.ength); (1) Avmin. not required', Vu -< phi*VC%2 ' (ACI ll. 4.6) . NOTE: Reqd. reinf. does not. incl.u.de• sbspensi.on steel •for' ledges & pockets... NOTE. Regd::.'reinf . is based' on 'a 'total -web width. .10.,880 in•. NOTE':' No significant. torsion was. found (-ACI 11..'5.1) .NOTE: Designw . as •'eb.-reinforcing -is carried as.,close. to.' compression and tension 'surfaces: as possible per .ACI PREDICTED'DEFLE:CTIONS. Based on PCI Handbook Methods for deflections and. 16sse's,: f':ci 3.. 500. ksi, .f' c _. 6..000 ksi and .A.C2- - -9 . Eci = 340.9•ksi., Ec- 4463'ksi;. Camber Mutt.= 1,350 Modified Cu: 1.88.2 eshu 491 E"06 Position:: Midspan .. (in.) Release: P$+BM.DL. -0:23 CreeP Befpre 'Erection . - =0.17 Erection':: PS+BM DL @ 30 days. 0;AO Change '.Due : to. Non-C'olnp; DL. .. 0. 0 9 .. 30. days. :. PS -+BM . DL+Non.-Comp . DL. =0 : 31 • 'Change .Due, to Comp:..DL+SustLL 0.04 60 days :.'PS_+A11.'DL+S.ust-.'LL 0.27- /. Lbrl 'Term CrePe0.13 Final'' PS+All DL+Sus:t.LL -0:14 PS.+All' DL+LL NOTE:- negative values indic.ate:.camber. Pi\000'ENGINEERING\Hollowcore:\Beam\PCI\2821.Cs\ Page 4 _ Beam V3.4.0 8HC200.befn 02019 Salmons,Technologies, Inc. PrecastEiigirieer'.00m 86-.HOLLOW -CORE SECTION PRESTRESSING. STRAND- TYPE:' LOLAx BY: WA SHEET OF ' 4845 Water Song'Way:Fort Pierce Job .#.2821-CS - DATE: 04/26/2021 DESIGN DATA Left ,Cant : 0. 00 ft Simp, e Span 31. 00 ft Right : Cant.:. _ 0 00 , ft .... Beam ;Length 31 , 00 ft Lift @ . Left = ,2.'00 ft,:,Lift @ Right 2 00 ft Design Bear•ir1g. Leng-ths : @ Left = . 0 : 33 . ft :..0 Right= 0 ..33 ft �✓' To width 48.000 in Flange thick'= 1..125.'in Tpg: thick = 3.000 in Web' width = 10.880:ih 5tem•Height = 5,750 in Haunch thick 0.000 in: Bot. width 48.0.GO in, Bot:'thi�k: 1.125 in Section Type=GENERAL Note: .Section is..HOLLOW; Non=Composite (Assigned.by the user) Height 8 OOO in Area - 221.000 in^2 St 413, D0 in^3 Yt - 3 891.' in :16.97.00.�in^4: -Sb 413:00. i.n�3.• Yb: 4..1'0.9'.in VoI/Surf 2;0.00.'ili Composite, (Based.on;;above topping diinens.ions). Height, . = 11..000 in Ac = 338.57.6: ir1^2 . Stc(Tpg)= 800 :11' in"3.:: Stc(P/C)= 1989.02 ,in^3. IG 401'S; 66 in^9 Sbd = ' 671.'39 in^3: Xbc = . 5:.981 .in Miscellaneous (Go.verning code is.Ain-Ain Beam f':ci: 3.500:ksi..Rel.:humid: _ 60.00•-a Stress:Block-RECTANGULAR•. Beain-f!c = 6:.000 ksi Beam. weight = 14 00.pcf NORMAL WT: Topping, f.'c = 4:000 ksi Topping wt.. = 145.00 pcf• NORMALWT. Cu = 2 350 eds = 300 •E=06 eshu. - . 650. E-06 E I modifier 1.0.00 Ec. modifier .= 1. 000 Camber Molt = 1.350 Shear Opt.i6hs Depth. used COMPOSITE. f c..Used BEAM Allow.: Concrete Stress :. At �telease =0, 600f'_ci At Fi.ilal" =12 i.0 sgrt: f.' phi' Tension-cont.r:olled Flexure =:0.9OO Strand Developmt 0,75.0 .Factors Compression -controlled .Flexure 0.'.650 : Shear &, Torsion-: 075'0.. Load Cases:` 1)•.. U '_ 1..40'.DL 2 )., U = l...20 DL . +, 1 .6.0 LL Prestressing Strands S. Type:.'L ION Strairi'Curve:,PC! .,Handbk)- -------------- -- m Piill , =, 0;:700 fpil Strand diam.= 0.500;0 i:' Estfand _ •28500 :ksi. Strafid'fpu =270 00•ksi ..Area ea.str:=:0:;153.O 1 2 LtM.u1t = .1..000', Str. # o .Strand 5.'00 .' LdMult _. 1 r000- . . Losses, PCI. Handbook th .,Ed: S. Transformed. :->: YES . . Harping Profile: X (:ft) E.rom;.. Hstr Ecceiit :.. Area of. Description heft End (in}: (in) P/S .(in.�2).. . Left End. of .'Beam-=- --= ---_-- ---- 0.,0'0 1:50 2 r61 0.�7650 Right End :of Beam-:--==---=--==--==---=..31:.00 1.•5,0: .2:61:.. .0.7650 Mild Steel Shear--- f.yv, 60.•'00:ksi fyh . =- 60.00 •ksi `.fy1, _.. 6.0.-00 ksi Em.ld =.29000 ,ks:i LdMula 1.000 -Distributed .Loads •(nori_=factored) J Magnitude of Load Distarice•From'Left.. Be.4inn'ing "Ending Be Ending... Ending .. Eccenl . Loud T.Ype (k/ft} '. (:klft). (ft) (ft):. .(in) P✓C' -Self Weight 0: 223 0.223 .. 0 .00 31 r00 0.. 000 it Non -comp: Dead Load 0.150 0.150 0.00. 31.00, 0 OOOz TP.}} Composite bead Load 0..140 0..1.40 0.'00 3100- 0 000'�5�51 Jt . .Live'Load, 0,160 0.160. 0.00 31.00 0 000, At R,eleas.e Only: Sucti:ori 0:000.klft Core Maaer'ial 0.000, k/ft. . NOTE::20,00%.:of..a.11.distributed.-And,'concentrated live:loads are,sustaine.d. P:\000 ENGINEERING\Hollowcoie\Seam\PCI\2821CS\ Page 1 : Beam V3.e' 8HC262.bein 02019 Salmons Technologies', Inc. PrecastEngineer:coin BY. WA SHEET OF ..484'5 Water Song Way :E'oit Piet;ce. Job # 2821 CS DATE: 04/26/2021 Bearing. P1•ates Height— I Nu 0: 00 in • Bearing :Pad •Thickne'ss 0.250 in .0.2VPu Surface:-f.-:Brg. Surface: Width _ 46.00 sn Length =. 2,.500 'ip Prate Angle' •_' 10.0.0 deg -:fy 60.00 ksi. .Rebar:. Corifinement for.non-debonded.prestressing,strand assumed:=> NO INITIAL STRESSES - (psi; at release) A) DL beam + core material.- (if •arty),. + .suction. (if any) RIGHT Beam is supported at,. 2. 00' ft from LEFT end and 2.'..00• ft -from end X(ft) F.rom. Initial.' PfS.' Init.P/S + BM, :Aux. steel '78.'A area . . Left End ., Top Bot:. Top:. Bat, (ACI 1,)'. 2.08 .-198 . 1476.. -204.. 1,482 0.00' 4:70' =200 .1484 m .711 128.5 0.00 .. -2'00 1491 14A 1127.......:0:00 .7AQ -201 1496 25"5 1014. • 0:0.0 12:$0 =201 1:499, .. 322. 9:46.' 0.0.0 1.5.,50 7'202 15.00 '344 .924• 0..00 18-.2:0 -20.1 :. 14,99 322 946 0.00 :.. 20:90 =201 1.496. 255. 10-14•'. 0,00 23:60. =.200.• 1491 144 1127'.. 0.00 26.3.0 =200 14B:4 -11 1285 0..00 28.92 -198 147.6.. _204. 14.82. 6•.0.0.. .. NOTE: Required f' ci =. 3500 -psi based, .on assigned minimum. STRAND STRESSES .-(Based .on. f' ci=3. 500. ksi., •f' ---------- c=6. 000 'ksi, by ,PCI Handbbok). at.: at, - X(-ft) from Tensioning Release;. Final P/S,loss. P/S loss Left End ksi ksi ksi. ksi,..: % 0'.00 189.0, 178.0 0..0 189:.00. 100 00: .. 3.10 189A 179.4 160:9 28.13- '14.88 . 6.2.0 18.9'.0 180.5 165.,5 23..4:8. 12:.43 9 : 3 0 : 1.8 9•':'0: 181.3 16 8 : 8 . 2 0 .-16 . 10. 67 12. 40 189, p .. 1;81,:7 .. 170. 8 18.17 9.:61 15:50 189-0 181.9'. 171:..5 17,51 9.26 18'. 6 0 18 9.: 0 ... 181.: 7. 1.70 : 8 I.R. 17 . .9:. 61 21.70' '1.89.0. 181.3 168:8 20:16 -. 10:•67 24.80 1$9.0: 18.0.5: 165.:5 23.48, 12.43 2-7:.90 18.9:0 1Z9:4 160-.9 2.8.,13 14..88 " 31:00 ...1.89.0 178 A 0.0.. 18'9: 00.. _ 100.00 FINAL :STRESSES (Psi,) :. X(ft)..From FP .+ BM FP + DL +.Sustained LL, FP .+ DL + All LL Left. .End.. Top Bat Tpg -Top, Bot Tpg Top Bat 0..00 0:. 0 0 0 0 0 0. b 1:5.5 1.1 8.12 48 129. 646 83 : 146 . 595 3.10. 91 .1017 .. 90• 313 705. ,. 157 347 6.08 4.65 1.98.. 924 128.. 51-4 481, 223. .561 345 6•.20• 8,43 160 '687 287 280 747 1116 '. 7.7:5• .291.. 369 774 .:. 188 834 123 328 90.4 .77 9.30 434 718 211. 95A -li 367 1.032 -236 10:85 484 675 228 1047 -115. 398 1132 =358 12-.40 519' 644 241 .' 1114 -190 420 1204 -446 13.95 5.41 625. 248 1154 -234 433 1246 =A99, 15.50 548 :619 251 1167 .-249 4.37 1261 -516. , 17.05 .541 625 248. 1154. -234 433 1246 7499 ' 18.60 .519 644 241 111-4 =190 420 1204 =446 P:\000,ENGINEERING\Hollowcore\Beam\PCI\29'21CS\- Paae:2 02019 Salmons' Beam V3.4.0 Technologies;, Inc. .8HC202.bein PrecastEngineer.com BY : •WA SHEET OF 4845,Water Song Way Fort Pierce ,Job # 2821 CS DATE.: .04/26./2021_..- 20..15 48.4 67'5 228 1047 1,15 3.98 1:T32 21:70 434 718 211 954. -1:1 367 1032_ -235 23.25 369 774 188 834- 123. 328' 9.0.4 -77 24:80 2-91 .843 160.. 687 2,87 280. 747 .116... 26.35 198 .. .924:.-. 128... 514 48.1 -223 561 395 27:90' 9.1 1017 90, 3.13, 705 157 .3:47 608...: 2.9.95 11. 812 •: 48 12,9 6-46 83 _ 146 595. 31:00. ... 0 0... 0 0 0 0. Q.. 0:. NOTE: •AlloweOle•'precast-'tens. e stress 12.0*sgrt;(:f'c). =930 psi ULTIMATE MOMENT-: •(k=ift -------- Regaire'd Mu Provided:phi*Mn y--------=-by, --- by -------by ----- other . Flex. phi N.A. X(.ft) ':From Fact'd. 1.2*Mcr- Strain Limits Factor' c(in) heft End ' `Loads (AC I' 18 8..2:) compat. (see. notes) (ACI 9.:3.2) 0:00 0 0 .(3.) ... 0, 00. 0.00 :1.5.5 239.:{2}.. 6.22 (1) 0.7:5 2..96: 3.10. :4.5.2 { 2. } 4::65 64.0 {2} 143T .(1) 0.84 1,:27 7.75 942 .{2}.. 1656 T642 (1) 0 89. 1 36 0.'90 37 9.30. 1... 055. {2} : 656 0.9.0 ;137 0::90 1:37. 10:85 1143 {2:} 1656. 12..40 1205 :{2} 1.656 0.90 1.3.7 13.95 1243 {2} 1656. .: 0.90' :i...37•,, 15.5'0 1256 '{2.} 121,1. 1656;... 0.90 1.:37 17 ..05 1.24.3 '{.2 } 1.65.6 . 0.90.. 1..37 18.60 1205 {2}. 1656 0.90': 1..37. . 20:1.5 1143. .{2} 1656,. 0:90 1:37 21.70 '1055 {.2} 165.6'" . 0.90 .1.37 23.25.: 9.42.,{2} 1656 . - 0._90 1:37 29.:$0 804• {2}. .. 1,642 (1) .0-89 1.36. 26:3.5 640:{2} 14:37.(1):. 0:84. �.:.27 '27.90. 452 {2} 1136•(1) 0,79 29.45.:: :239 {2} 622 (1). .0.75, 2.9.6 :Load.Case {n}. controls. :• Development length contr-o.11ed.by strand. (31: Development length controlled by both strand and rebar: Betal for - depth of Whitney block: 0:75 VERTICAL SHEAR REINFORCING --- --------=---- --- Required -Reinforcing -- -- -- _ - for for :. for X (ft) From d Vu .. Tu . Vci Vc.W Av.Ci: Avcw Avmin . Left End- in. kips k-in kips kips in^2/ft. in"2/ft in^2/1Et 0.17 9.50 13.4 0.0 89:0 28.9 . 0;0.00 0.00.0 0..126'(A2) 1. 55 9. 50 12.2 0 A 5.1 0 3.6:1 0.1000 0 .,000 0, 051 .(Cl) 3:1.0 9.5.0 1,0,8-.. 0:0.. 30.8. 40.9 0.000 0:000• 0.051 (C1) 4.65 9.50 9.5 0..0.. 20:3 43..-8 0.000 0.000 0.051. (C2) 6.20 9.50 8:1 0:0 15.1 4.6.2 0.000 0.000 0.051 (C2,) 7.75 9:50 6..8 0;0 13..6 48.3 0:000.-0-.000 0.051 _(C2) 9.30 9.50 5.4 0.0 18.6 50:.0 0.000 •0.000 _ 0.051 (C2) 10:85 .9:50 4..1 0.0 13:6 51:4, 0:00.0 0.000. 0.051 (Cl) I2.4.0 9.50 2:7 0.0 13.6 : 5'2:3 0.000 0.000 Q.,051.'(C1.) 13.95 9..50 1.4 0.0. 13.6 52.9 0..000 0.0.00 0.051 (C1) 15.50 9.50 0:0 0.0 13.6 .53.1 0:000 0400 0,051 .(Cl) -17.05 9.50 -1:4 0.0 -13.6 52.9 0.000 0:000 0.051 (Cl) ' 18,60 .9.50. 2..7 0:.0 13..6 52.3 0.000 0.000. 0.051 (.Cl) P:\000.ENGINEERING\Hollowcoie\Beam\PCI\282ic8\ Page 3 Beam Y.3.4.0 .814C202.•bem ©2019 Salmons Technologies, Inc. PlecTstEnginee, com HOLLOWCORE P NOTES SYMBOLS l' - SUPERIMPOSED DESIGN LOADS,: v__ L. APPLICABLE CODES: LATEST EDITION OF STATE AND LOCAL BUILDING CODES (F.B.C., I B.C., ETC.) AMERICAN CONCRETE INSTITUTE (ACI), z 00 LATEST EDITION. PCI MANUAL FOR QUALITY CONTROL, MNL-116, LATEST EDITION. PCI MANUAL FOR THE DESIGN OF HOLLOW CORE SLABS, LATEST EDITION RESIDENTIAL 2ND. "° LA HC-200 2FLOOR PRECAST 2. SUBMITTAL: SHOP DRAWINGS SHALL BE SUBMITTED FOR APPROVAL BY THE ENGINEER, ARCHITECT -OF -RECORD AND GENERAL DEAD LOAD = 35 PSF u') CONTRACTOR PRIOR TO FABRICATION. SHOP DRAWINGS WILL CLEARLY SHOW THE LENGTH, WIDTH AND MARK NUMBER LIVE FOR ALL PCI HOLLOWCORE SLABS. ANY QUESTION SHALL BE CLEARLY ANSWERED IN THE RETURNED SHOP DRAWINGS. � —3®0 R� �.- PRECAST FABRICATION WILL NOT BEGIN UNTIL ALL OUTSTANDING ISSUES ARE CLEARLY ANSWERED BY THE DESIGN PROFESSIONAL. S OR THE GENERAL CONTRACTOR, SHOP DRAWINGS WILL... NOT BE CONSIDERED APPROVED UNTIL ALL "" " � L� I IP LOCATION ISSUES ARE RESOLVED. DESIGN CALCULATIONS SHALL BE SUBMITTED WITH SHOP DRAWINGS AND WILL BEAR THE ry) Li - SIGNATURE AND SEAL OF A REGISTERED ENGINEER LICENSED IN THE STATE THE JOB WILL BE BUILT IN. ALL BEARING SURFACES SUPPORTING PCI HOLLOWCORE SLABS MUST BE SMOOTH AND LEVEL OR PCI WILL NOT BE CONc BEAMEI TRUCTU L S RESPONSIBLE FOR VERTICAL ALIGNMENT OF THE DECK. BEARING LENGTH REQUIREMENTS ARE SHOWN ON SECTION RESIDENTIAL 3RD.FLOOR: "" PL - -- - _-- ---- _-- DETAILS. IN SOME INSTANCES BEARING LENGTHS MAY VARY. HOWEVER, MINIMUM BEARING SHALL NOT BE LESS THAN - 2" DEAD LOAD = 35 F � m FOR QU L C TION �- c:) 3. LOADING: LIVE = 40 PSF u (.110 M SUPERIMPOSED DEAD & LIVE, TOPPING WEIGHT, AND UPLIFT LOADS PCI WILL DESIGN SLABS IN ACCORDANCE WITH )T By PCO < rn DESIGN LOADS GIVEN IN STRUCTURAL DRAWINGS. IF MOMENT REVERSAL CHECK IS REQUIRED, THE ENGINEER OF Lij RECORD MUST PROVIDE GROSS & NET UPLIFT LOADS. CONSTRUCTION LOADS SHALL NOT TO EXCEED DESIGN LOADS. " TPG. FC= 4000 PSI �., A MAXIMUM OF ONE CUBE OF BLOCK WILL BE ALLOWED ON THE FLOOR SLABS ONLY AFTER ALL KEY WAY JOINT - SECTG MARKER GROUTING IS COMPLETED AND PCI ENGINEERING HAS APPROVED THE LOADS. NEVER DURING THE LIFETIME OF THE - -- --- UNITS, SHALL THE APPLIED LOADS EXCEED THE DESIGN LOADS. TQO I. 01 4. MATERIALS: TQ LOADING VI ENGINEER U_ CONCRETE: PCI MIX DESIGN FOR MIN. 5000 PSI. CONCRETE SHALL BE ZERO SLUMP. - - -- - . . LA PRESTRESSING STRANDS: ASTM A-416, Y2" 0 7 WIRE LOW -RELAXATION (i._OLAX) STRANDS (270 KSI). HANDLING AND ERECTION --Lij - 5. PRODUCTION TOLERANCES: 2°_0" 2A _OAA PRODUCTION TOLERANCES SHALL BE WITHIN THE LIMITS RECOMMENDED BY THE PCI MANUAL FOR QUALITY CONTROL __! FOR PLANTS AND PRODUCTION OF PRECAST AND PRESTRESSED CONCRETE PRODUCTS, MNL-116. - - 6. FINISHING: THE BOTTOM OF PCI HOLLOWCORE SLABS WILL BE A STEEL FORM FINISH. THE TOP OF THE SLABS WILL HAVE A T_ 2 MACHINED PLANT FINISH. ALL WATERPROOFING OR WATERPROOFING MEMBRANES ARE THE RESPONSIBILITY OF THE INDEX:PROJECT CONSULTANTS DRAWING GENERAL CONTRACTOR. THEREFORE, IT IS THE RESPONSIBILITY OF THE GENERAL CONTRACTOR TO CHECK WITH THE WATERPROOFING MANUFACTURER/INSTALLER REGARDING THE COMPATIBILITY OF THEIR PRODUCT WITH PCI Z STRUCTURAL_ _. SHOP DRAWINGS) HOLLOWCORE SLABS STANDARD FINISHES. AFTER SLAB INSTALLATION, IN THE EVENT THAT WATER IS TRAPPED ARCHITECT: INSIDE THE CORES, (I.E. RAINWATER, WATER FROM CORE DRILLING, WATER FROM TOPPING PLACEMENT ETC.), IT IS S-G GENERAL 1�'J�TES THE G.C. RESPONSIBILITY TO DRILL WEEP HOLES AT EACH CORE NEAR THE ENDS OF THE SLAB IN ORDER FOR WATER �.TCA ED AT: GQS LA ZA ASSOCIATES TO DRAIN AND THUS PREVENT DAMAGE TO INTERIOR FINISHES. PATCHING OF WEEP HOLES AFTER SUCCESSFULLY DRAINING THE CORES IS THE RESPONSIBILITY OF OTHERS. 4845 WATERSONG WAY 1248 S ALHAMBRACIRCLE 7. PLANKS ARE DESIGNED WITH 3" BEARING WHERE DIMENSIONALLY POSSIBLE BUT ENGINEERED FOR 2"A BEARING, & CORAL GABLES, MIAMI, FL. 33146 DESIGNED WITH A 2" SIDE LAP WHERE DIMENSIONALLY POSSIBLE BUT ENGINEERED FOR NO SIDE LAP REQUIREMENT. S. ALL REINFORCING STEEL PROVIDED BY OTHERS. PCI WILL NOTCH SLABS PRIOR TO GROUTING IF NEEDED, BUT FORT 0494�9 CONTRACTOR: REINFORCING STEEL PLACEMENT IS BY OTHERS. REFER TO STRUCTURAL SHEETS (BY OTHERS) FOR ADD1L INFO. " GL CONTRACTORS REGARDING SIZE, LOCATION, PLACEMENT, ETC. 9. PCI WILL FIELD NOTCH AROUND REBAR IF NEEDED, BUT GENERAL CONTRACTOR IS RESPONSIBLE FOR ENSURING 8531 SW 167TH T ALL REINFORCEMENT CONTINUING VERTICALLY IS CENTERED IN/ON THE: BEARING SURFACE TO FACILITATE PROPER INSTALLATION REQUIREMENTS PERTAINING TO BEARING, PROPER GROUT -FLOW DURING KEYWAY GROUTING / TOPPING PALMETTO Y, FL. 33157 PLACEMENT (IF APPLICABLE), AND ANY REINFORCEMENT PLACEMENT (IF SPECIFIED, ON A PER PROJECT BASIS). II �, -)0000. :0) ffitirc 1 II 11_0A1 2 1 -311 31-6A1 - 41 -0" NO STRAND SHALL BE SEVERED IN ANY PLANK WITHOUT PRIOR WRITTEN PERMISSION FROM PCI ENGINEER *SEE COVER SHEET NOTES FOR MORE INFORMATION 3 STRAND PATTERNco 5 STRAND PATTERN E 0. C). (D. a c,--I F" TE"NS 3 STRAND PATTERN 0 0 �I I IS 511 u, o T I NO STRAND HALL SEVERED IN Y PUNK WITHOUT PRICK WRITTEN PERMISSION O PCI ENGINEER *SEE COVER SHEET NOTES FOR MORE INFORMATION WAREZ P.E. URAL LORIDA : 1\10. 18501 CERTIFICATE OF AUTHORIZATION NUMBER 00009404 SEAT_ 00009404 mm REVIEWED BY BURGOS LAN?A ARCHITECTS REVISIONS ACCEPTED d ❑ ACCEPTED AS NC? � 0 REJECTED AS N4 AND RESUBMIT Z� SHOP DRAWINGS HAVE BEEN REVIEWED FOR d COMPLIANCE WITH DESIGN INTENT. ANY � ACTION SHOWN DOES NOT RELIEVE THE GO `RACTOR OF THE RESPONSIBILITY/LIABILITY Z�l EOR f H[ ACCURACY OF THIS SUBMITTAL DRAWN: 09= COMPLIANCE WITH THE CONTRACT. FROM STRUCT. DWGS. SHEET: .-: DATED: � 'RO.IECT�� ATE:RSONG RESIDENCE JOB No. ��CATIO�oJ: 4845 wATERSONG wAY.I=T.PIERCE 2821 CS ARCH.: E;iJRGOSN LANZA fit. ASSOCIATES SHEET: NG.: G.C.: CL �:ONTRACTO SZ—G FROM STRUCT. DWGS. SHEET: .-: DATED: � 'RO.IECT�� ATE:RSONG RESIDENCE JOB No. ��CATIO�oJ: 4845 wATERSONG wAY.I=T.PIERCE 2821 CS ARCH.: E;iJRGOSN LANZA fit. ASSOCIATES SHEET: NG.: G.C.: CL �:ONTRACTO SZ—G SECOND FLOOR 8-INCH HOLLOWCORE PRE -STRESSED SLAB SCHEDULE TYPE OF PRE -STRESS STRAND: 1/2"-270k-LL, SEVEN -WIRE STRAND, 270ksi, LOW RELAXATION (ASTM A416) TYPE OF CONCRETE: f c = 6,000ps! (AT 28 DAYS), f ci = 3,500psi (AT RELEASE) Unless Noted Otherwise MARK LENGTH WIDTH STRAND COUNT TOP STRAND COUNT BOTTOM Pull Top (kips) Pull Bottom (kips) QTY SQ. FT. Total SO. FT. WEIGHT (lbs) NOTES Production Data FEET INCHES FEET INCHES LF 2 Strands LF 3 Strands LF 4 Strands LF 5 Strands LF 6 Strands LF 7 Strands 8HC-200 20' ill, 1 4- 011 N/A 3 N/A 29 5 83.67 418.3 4183.3 0.00 104.58 0.00 0.00 0,00 0.00 8HC-201 20' ill, 1' 4" N/A 3 N/A 29 5 27.89 139.4 1394.4 N Narrow Down 0.00 104.58 0.00 0,00 1 0.00 0.00 8HC-202 30' 11l, 4' 011 N/A 5 N/A 29 2 123.67 247.3 6183.3 0.00 0.00 0.00 61.83 0.00 0.00 8HC-202A 30' ill, 4- 01. N/A 5 N/A 29 1 123.67 123.7 6183.3 Notch plank, see Dtl. 0.00 0.00 0.00 30.92 0.00 0.00 8HC-202B 30' 11.1 4' 011 N/A 5 N/A 29 1 123.67 123.7 6183.3 Notch plank, see Dtl. 0.00 0.00 0.00 30.92 0.00 0.00 Total LF 332.83' Total # Slabs 14 Total SQ. FT 1052.4 0.00 209.17 0.00 123,67 0.00 0.00 _T THIRD FLOOR 8-INCH HOLLOWCORE PRE -STRESSED SLAB SCHEDULE TYPE OF PRE -STRESS STRAND: 1/2"-2701k-LL, SEVEN -WIRE STRAND, 270ksi, LOW RELAXATION (ASTM A416) TYPE OF CONCRETE: fc = 6,000psi (AT 28 DAYS), f ci = 3,500ps! (AT RELEASE) Unless Noted Otherwise MARK LENGTH WIDTH STRAND COUNT TOP STRAND COUNT BOTTOM Pull Top (kips) Pull Bottom (kips) OTY SQ. FT. Total SQ. FT. WEIGHT (lbs) NOTES Production Data FEET INCHES FEET INCHES LF 2 StranId LF 3 Strands rands LF 4 Strands LF 5 Strands LF6 Strands LF 7 Strands 8HC-300 20' 11l, 4' 011 N/A 3 NIA 29 4 83.67 1 334.7 4183.3 0.00 83.67 0.00 0.00 0.00 0.00 8HC-300A 20' ill, 3' 81, N/A 3 N/A 29 1 76.69 76.7 3834.7 R 5 core, 3 strands 0.00 20.92 0.00 0.00 0.00 0.00 8HC-301 20' ill, 1. 4" N/A 3 N/A 29 5 27.89 139.4 1394.4 N Narrow Down 0.00 104.58 0.00 0.00 0.00 0.00 BHC-302 30' ill, 4- oll N/A 5 NIA 29 2 123.67 247.3 6183.3 0.00 0.00 0.00 61.83 0.00 0.00 BHC-302A 30' ill, 4' 01, N/A 5 N/A 29 1 123.67 123.7 6183.3 Notch plank, see Dtl. 0.00 0.00 0.00 30.92 0.00 0.00 8HC-302B 30' ill, 4' 0.1 N/A 5 N/A 29 1 123,67 123.7 6183.3 Notch plank, see Dtl. 0.00 0.00 0.00 30.92 0,00 0.00 Total LF 332.83' Total # Slabs 14 Total SQ. FT. 1045.5 0.00 209.17 0.00 123.67 0.00 0.00 lei 0? Oki 3NOR] so] 40'-6" 4' 10" 4'8" 21 #-0" 7'-10" 4- 4- 2' 2" 4- B-1 I B-1 FC A-1A FC fC 3FC C I t tcl f C t Fl_b-L IL. 1, (9 ELOW) 71, C 7-,.1F ........ FC: im ...... ........ ..... �,6"CONCRETE SLAB W/ #50 . E: -0 I I I 6 CONCRETE ... .... ...... M I 9 - FC 112' I D.C. EW . _j a . ... SLAB W/. #50 F 12' O.C. EW 00 t z -4� FC B 1A tc ru 1 0 IF, BB -1 FC- FC FC FC FC ... . ... FC 2" LAP A T FC M + 20'-4" FC T MI M FC FC 6 CONCRETE 00 T + _j �j T M M C-31 -A FC -SLAB W/ #50 12' O.0 EW M + (BELOW) FC FC 1E ....... _j La M 4 FC T........ + BB-1 . A I FC FC C FG - - - - F-7t BB-1 2" P 30'-4" 1 1 FC 0 FC ImFi <1A BB-lA FC � -. FC 6" &ONCRETE SLA4 W/ #50 W FC 7 12' O.C. E M M' M ..... FC FC 1 4^3 �, I... . I Ijr BB-1A -0 + f FC MI 317C -2,14 NfR 3F 1 4'-10" 1 4'-8" 1 8HC-202 ARCH ENG G.C. NDIFFERENTIAL CAMBER BETWEEN LONG AND SHORT PLANK jk+17-2" -(IOF` OF ZND FLR - - - - - - - - - - - - - - - - - - - - - - 8HC72-0 PROVIDE 8" 20f-4" RECESS FOR SGD - - - - - - - - - - - - - - - - - - - - - - - 2" LAP 3 FC FC B-4 FC FC I F BB_lC Ord. FLOOR FRAMING PLAN SCALE: 3/16" V-0" Lr ? 3: I C14 I FC Eo FC Cl) _j ffl Fr. 2 rPROVIDE 8" RECESS FOR SGD I p, BB-1 2" UAP Cr FC Cl L-1 W) 217C ....... . ..... M 6" CONCRETE. M 3„ SLAB W/ #50 12O.C. EW 2FC C FC ­/ - B-1 FC I I NAILER 1 - - - I I ATTACH V� WALL WITH JOIST HANG 7'-10" 12--2" 1 ID TRUSSES TO! 1 HANGED I 3'TOPPING (NOT BY PCI) V4" KEYWAY JOINT (MAY VARY +1-,Vz') V4:L- PROVIDE Y4" RECESS (TYP) GROUTED KEYWAY JOINT 8" HOLLOW CORE SLABS (TYP) #3 TIE BARS @16" O.C. (NOT BY PCI) 2'-0" 1#3 @ 16" O.C. /3" CONC. TOPPING AND REINF. (NOT BY PCI) #4 BAR @48" O.C. (NOT BY PCI) A. Ja SECONDARY POUR (NOT BY PCI) "1 8" HOLLOW CORE #4 "Z" BAR GROUTED INTO SAWCUT CORE AND #4 CONT. LAP VARIES ONE PER PLANK MIN, BOND BEAM (NOT BY PCI) (NOT BY PCI) 12" MASONRY WALL SECTION (NOT BY PCI) �1. 0) SCALE: 3/4" = 1'-0" ERECTOR NOTE: HANDLE NOTCHED SLABS WITH EXTRA CARE C/) J 101-01, L1j C:1 C/) Lu (-> 101-01, 00 4- Cx_ (8HC-302B) j 40'-6" 4- 4' 10" 4- 4'-8" 21'-0" 71-10" 2' 2u_� 4- 213-1 - 2B-1 I 26_1 BB-il B FC BB-2 FC L- 1 (BELOW) cl C, "X4 WD NAILER W 40 *PCONS T 9 0 1 C pyp) 0 - MI I FC Im T 6" CONCRETE 1. 0, SLAB, W/, #50. 1 �2 �j A 00 no , I . . I . . . 1 00 O.C. EW M MI I L-1 (SELOW) FCi t"� �/� I . . -.:- - - _.�. - -7/ 3: BB-2 W PROVIDE 12"---1 9� RECESS FOR SGD - FC -11 FC 3" j N 1 M ..... T IF] � I. ELI A 20'-4" M 04 0? in FC M M Co I / / 1 6" CONCRETE Ci 00 J -1 LO SLAB W/ #50 ATTACH WD TRUSSES _____ 2' O+C. EW TO WALL WITH JOIST HANGER W/l/ 1.0 RECESS FOR SGD TAPCONS FC 1 M 2"X4 WD AILER Li �-300 ........ W/1/40 �PCONS �A 0 16"OC {TYP) C2 I - 1 2A B FC to B FC I.- B-2 p 1 _T1 - - - - - - - - - - - - - - - FG - - - - - - - - - -3 L 2" AP FC I V 3 j, 6" CONCRETE, (13ELOW) T- SLAB W #5 FC C? PROF DE Co FC * 12' O.C. EW . . . CF FA SGD -i i I C14 LO T j I I to 30'-4" _j - ----- t- FC FC 0? C? FC N cq _01 I- .1 _j J IM3 M n Ffx F 8 0 FC ---- ---- ­_ 9 1 1 FC 2 1 -0■ _Itc ARCH ENG NOTE: EXPECT DIFFERENTIAL I -PROVIDE 8" FC 1.0 RECESS FOR SGD CAMBER BETWEEN LONG AND SHORT PLANK FC N �1!1 1 + M N j%+29-2' FC -2A IV -FOP OF 3RD FLR__ BB BB-2 2" AP 1-+ +++ - - - - - - - - - - - - - - - - - - - - - - - - P& - I F6 FC C . I . I 1-3 2i�. (BELOW - 1 - FC 20'-4" 6 ONCRETE sLA W/ #50 FC .......... . . . . . 04 < . . . . . 12' O.C. EW PROVIDE 8" SGD + M, .... RECESS FOR3 6. ONCRETE /Y I 04 C14 m FC * m SLAB W/ - #50 MI 12'- O.C. - EW - ...... Tj M .......... . .0 \,LO�FC .... ........... 217C .......... IL ............. 138-2A 4FG- - - - - FC Cl C - - - - - - --- - - - - - - - - - - - T N1 2B-1 I I - 317C w I FC CkIr _4FC - - - - - - - - - - - - - - t ------1---- 4F %7�C C t - - - - - - TC PROVIDE S AT C 4" RFCrS T zl" -737 RECESS 5 BLOCK TO SLAB %\,� CONNECTION (TYP) 0 6" CONCRETE S W/ #50 12' O.C, EW 1 4w-1011 4'-8" 21'-0" 7'-10" 12'-2" 1 40'-6" MC DE 8j j OV 8 MECE S FA -G-6. A ­AO NOTE: RESIDENTIAL 8" HOLLOW CORE SLL= 40 PSF SDL= 35 PSF & 3" TOPPING 3rd. FLOOR FRAMING PLAN SCkLE: 3/16" 1'-0" PROVIDE Y4" RECESS (TYP) SECONDARY POUR (NOT BY PCI) #4 BAR @48" O.C. (NOT BY PC]) PROVIDE Y4' RECESS(T) ((2) #5 BAR C \(NOT BY PCI) 8" CMU WALL (NOT BY PCI) PROVIDE #4 "L" REBAR GROUTED IN KEYWAY OR CORE. ONE PER PLANK MIN. (NOT BY PCI) 3" CONC. TOPPING AND REINF. (NOT BY PCI) /GROUT AT KEYWAYS (NOT BY PCI) 8" HOLLOW CORE PLANKS ARE DESIGNED WITH 3" BRG. WHERE DIMENSIONALLY POSSIBLE BUT ENGINEERED FOR 2" BEARING BOND BEAM OR THE BEAM (NOT BY PCI) SECTION (2 �1. 0) SCALE: 3/4" = 17 0" N2" O.C. TOP BAR W/ MIN, INTO TOPPING (NOT BY PCI) 6" CONC. SLAB W/ #5 @12" O.C. EW BOTTOM (NOT BY PCI) 6" SLAB TO MATCH CONC. TOP 2'-6 PROVIDE #4 "L" REBAR GROUTED IN KEYWAY OR CORE. ONE PER PLANK MIN. (NOT BY PCI) 3" CONC TOPPING AND REINF. (NOT BY PCI) [GROUT AT KEYWAYS (NOT BY PCI) (1) #5 (NOT BY PCI) 8" HOLLOW CORE PLANKS ARE DESIGNED WITH 3" BRG. WHERE DIMENSIONALLY B-2 POSSIBLE BUT ENGINEERED (1DE Y4" FOR 2" BEARING 'SS (TYP) PROVIDE 1 #4 @16" O.C. 5 BAR CONT. W/ 12" HOOK INTO 6" BY PCI) CONC. SLAB (NOT BY PCI) SECTION 1.0 SCALE: 3/4" V-0" SC #4 @12" O.C. TOP BAR W/ MIN. 2'-6" INTO TOPPING (NOT BY PCI) 6" CONC SLAB W/ #5 @12" O.C. EW BOTTOM (NOT BY PCI) 6" SLAB TO MATCH CONC.TOP (1) #5 CONT (NOT BY PCI) 2'-6" BB-1A 4 7 . B-2 PROVIDE *4 "L" REBAR GROUTED IN KEYWAY OR CORE. ONE PER PLANK MIN. (NOT BY PC]) 3" CONC TOPPING AND F REINF. (NOT BY PCI) GROUT AT KEYWAYS .(NOT BY PCI) SECTION SCALE: 3/4" = 1 1-0" PLANKS ARE DESIGNED WITH 3* BRG. WHERE DIMENSIONALLY POSSIBLE BUT ENGINEERED FOR 2" BEARING PROVIDE 1 #4 @16" O.C. W/ 12" HOOK INTO 6" CONC. SLAB (NOT BY PCI) 2' - 011 SAWCUT CORE @4'-0" O.C. [#3 @ 16" O.C. (TYP) (NOT BY PCI) #3 TIE BARS @16" O.C. _N - (NOT BY PCI) PROVIDE Y4' RECESS (TYP) 3* CONC. TOPPING AND REINF. (NOT BY PCI) SECONDARY POUR (NOT BY PCI) #4 BAR @48" O.C, (NOT BY PCI) SECONDARY POUR (NOT BY PCI) T\\ 8" HOLLOW CORE #4 "Z" BAR GROUTED INTO LAP VARIES SAWCUT CORE AND *4 CONT. �BOND ONE PER PLANK MIN. BEAM (NOT BY PCI) (NOT BY PCI) NOTE: 1- CUT OPENINGS SHOWN AFTER PLANKS ARE GROUTED, BY ERECTOR. r 5 SECTION -4 �1. 0) SCALE: 3/4" = 1'-0" PROJECT: WATERSONG RESIDENCE LOCATION: 4845 WATERSONG WAY.FT.PIERCE ARCH.: BURGOSN LANZA & ASSOCIATES ENG.: -G.C.: CL CONTRACTOR it U U Ln ZLr) Lr) rn CO I Uj I 00 00 ILr) lll- Lf) aj Ln ry Lf) x (z) < ry) LL_ z UV) O < (y) LU V) L_ < V) 0 LL U_ V) V) LIJ < < ry :E co < to Z P.E. IA 18501 CERTIFICATE OF AUTHORIZATION NUMBER 00009404 00009404 SEAL REVISIONS A An DRAWN: CKD.: FWAI a a LTI 1 S S U E D: FROM STRUCT. DWGS. SHEET: DATED: JOB No. SHEET: sz- 1.0