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Home My WebLink AboutVAIL VILLAGE FILING 5 BLOCK 2 LOT E TIVOLI LODGE_002 LEGAL.pdfRoeky Mountain Prestress o P.O. Box 21500, Oenver. CO 80221 580'l Pecos Street, Denver. CO 20221 Fax (303) 43$0451 Phone (303) 480-1 1 11 Sheet Number: i Job Number: 404005 Engineers: Linskens, Hanlon & Wasinger Date:05.26.M File: COVERdeferred.DOC Deferred Submittal Engineering Calculations RMP Project Number: 404005 Tivoli Lodge The seal of fabricator's professional engineer affixed hereto applies only fo this firm's fabricated products designed lo meet structural criteria provided by the Engineer of Record. lt is requested that the Engineer of Record check this work for general conformance with the design concept of the project and general compliance with the information given in the contract documents- Salesman..Buddy Kirchmar Don Berry Paul Withrow Chad McKinney Jim Linskens, P.E. John Hanlon, P.E. Mark Wasinger, E.l.T. ^'"RE$'bo? 'RECE IV E D SLt' ll o ..;-. Estimator Drafters $IIBilIITIII IOI MPIOIfiL JU}{ lB 100+ IdSUITTAIN PREBTREES Town of Vail -ffiffi Checker & Job Coordinator OFFICE GOPY ROCKY MOUNTAIN PRESTRESS o Engrs: Linskens, Hanlon & Wasinger Date: 04.26.04 File: TOC-S4.doc Tivoli Lodge Tivoli Lodge Submittal 4 CONTENTS P.O. Box 21500, Denver, CO 8022i 5801 Pecos Street, Denver, CO 80221 FAX (303) 433-0451, Phone (303) 480-1111 Sheet No. ii Job No. 404005 J o s s $o d 2 o o f *1.0 2.0 3.0 4.0 -6.0 7.0 *General Criteria Slabs Beams Columns Connections Notes: (1) (2) * Asterisk indicates previously submitted item(s) which are not included in this submittal. New items for this submittal are shown in bold. I 4 4 , 03.10.04 04.26.04 04.26.04 04.26.04 04.26.04 alls o P.O. Box 21500, Denver, CO 80221 5801 Pecos Street, Denver, CO 2OZZ1 Fax (303) 433-0451 Phone (303) 480-.t 111 Sheet Number: ii Job Number: 404005 Tivoli Lodge Engr: Date: File: CONTENTS Section Descriotion Mark Wasinger 313104 TOC.DOC 1.0 2.0 ?n 4.0 tn 6.0 7.0 General Criteria Slabs Beams Columns Walls Stairs Connections o o Tivoli Lodge & Mark Wasinger P.O. Box 21500, Denver, CO 80221 5801 Pecos Street, Denver, CO 20221 Fax (303) 43&'0451 Phone (303) 4OG111i Sheet Number: 1.0 Job Number: 404005 Engrs: Stefan Ely, P.E. Date: 313104 1 I I SECTION ONE- GENERAL CRITERIA Submittal Descriotion paoe Reference Documents Material Properties Design Loads 1 .1.1 1.1.1 1.2.1 Rocky Mountain Prestress Engr: Stefan Ely & Mark Wasinger Date: 313104 File: gen_criteria.doc 1 . General Criteria P.O. Box 21500, Denver, CO 80221 5801 Pecos Street, Denver, CO 20221 Fax (303) 433-0451 Phone (303) 480-1 1 11 Sheet Number: 1.1.1 Job Number: 404005 1.1 ReferenceDocuments 1 .1 .1 ASCE Design Loads on Structures During Construction 1 .1 .2 ACI 318-95 Building Code for Reinforced Concrete, 1 99S 1.1 .4 AISC Steel Construction Manual, 2"0 Edition, .1 99S 1.1.5 AWS D1.4-2000 Structural Wetding Code, Reinforcing Steel 1.1.6 CRSI Handbook, Concrete Reinf. Steel Institute,6d Ed. 1.1 .7 PCI Design Handbook, Precast Prestressed Concrete, Fifth Edition. 1992 1.1.8 PCI MNL 116-85 Manual for Quality Control for Plants and Production of Precast Prestressed Concrete Products PCI MNL 117-77 Manual for Qualitv Control for Plants and Production of Architectural Precast Concrete Prod 1.1.9 1.1.1 Tivoli Lodge lgc zrc= Cylinder Strength (28 Day) = 6000 psi min. Cylinder Strength (Stripping) = 4500 psi min. Cylinder Strength (28 Day) = 6000 psi min. Cylinder Strength (Stripping) = 4500 psi min. 1 .2 Material Properties 1.2.1 Concrete Precast: u.b€- tqq+ tr6c. . €lt-rr*t.t r.,S 6l7a-ulit6t r*:<417 d.o^c ?a Z*= lac-. M'rq, fu.1+rrar if Prestressed: Unit Weight: Normal Wt. = 150 pcf 1.2.2 Steel Reinforcing Bars: ASTM 4615 Deformed and Plain Billet Steel Bars for Concrete Reinforcement. Size 3 is Grade 40. Sizes 8-11 are Grade 60. ASTM A706 Low Alloy Steel Deformed Steel Bars for Concrete Reinforcement. Sizes 4,5,6 and 7 are Grade 60. Prestressing Tendons: ASTM 4416 7-Wire Low-Relaxation Prestressing Tendons Yield Strength = 270,000 psi Welded Wire Fabric: ASTM A185 Welded Steel Wire Fabric for Concrete Reinforcement. ASTM 4496, Deformed Steet Wire for Concrete Reinforcement. Yield Strength = 65,000 psi (Smooth Wires) Yield Strength = 70,000 psi (Deformed Wires) Structural Steel: ASTM A53 Fy=46 ksi Tube Sections Fy=36 ksi All Other Sections {, = 5D bi v!r'd{ fra,nw kaw,s.' r dr <.a-,\- Rocky Mountain Prestress . Roof Walls Columns Beams Slabs Walls VERTICAL LIVE LOADS: Roof Balconies Assembly and Cooridors Balconies Soil over P/C Slabs Hotel Rooms P.O. Box 21500, Denver, CO 80221 5801 Pecos Street, Denver. CO 20221 Fax (303) a33-0451 Phone (303) 480-1 11 1 Sheet Number: '1 .2.1 Job Number: 404005 Tivoli Lodge Engr: Mark Wasinger Date: 3/3/04 File: design_loads.DOC 1.3 Loads Used in Design WIND: UBC 1997, 100 MPH (3 Second Gust) , Exposure B, tmportance 1.0 SEISMIC: Seismic Design Catefory B VERTICAL DEAD LOADS OF STRUCTURE: 20 psf 150 pcf 150 pcf 8"dclb +-4*4z,pprn\+ l6p" -- Fz.:gr'f, , 150 pcf 100 psf (NR) 100 psf (NR) 100 psf (NR) 100 psf (NR) 180 psf (NR) 40 psf ROCKY MOUNTAIN PRESTRESS Engrs: Ely, Hanlon & Wasinger Date: 05.06.04 File: TOC-Sec2-S4.2.doc Tivoli Lodge Tivoli Lodge Submittal 4.2 SECTION2, CONTENTS SLABS P.O. Box 21500, Denver, CO 80221 5801 Pecos Street Denver, CO 80221 FAX (303) 433-0451, Phone (303) 480-11 I 1 Sheet No. 2.0 Job No. 404005 SUBMITAL DATE SUBMITTED DESCRIPTION PAGES 2.0 -KEY Keyplan for Submittal 3 2.0 *KEY Keyplan for Submittal 4 2+ -FSn 3€:€r$ab-u#a0esf 2.1 -FSA 30 -0" Slab w/ 50psf (resub.)?2 +SB 3Sr€:€laS,a++SSe# -2.0.1-6 '2.0.7 --E:-lr:_l-? '2.1.5-8 *2,2,1 1 -2.2.5-8 2.2.9-10 2.2.11-14 -2.3.14 -2.3.5-16 *2,4,1 4 *2.4.5-17 -2.5.1-7 -2.5.8-13 *2.5.9-2.5.169 w *2.6.5-9 -2.7.14 '2.8.9-2.8.14 2.9.1-13 FSA & FSB @ 4rn Level Eastern 2.10.1$ Cantilevers P--oe? t*s q an+t l z'rt'l-3 3 04.07.04 4 04.23.04 + 03-1€+t 1-R1 1-R1 4.2 4.2 1 1-Rl I 1-R1 1 1-R1 4 .1- 3 3 4 4.2 4.2 Notes: 04.02.04 03.1+e4 04.02.04 05.06.04 05.06.04 03.10.04 04.02.04 03J+94 04-02.M 03.10.04 04.02.o4 04.23.O4 03=:+0+1 04.07.o4 04.02.04 04.23.O4 05.06.04 05.06.04 2.3 -FSC 2.3 -FSC ?4 +SD 2.4 FSD 2.5 "FSE 2.6 -FSE 2.6 *FSE X 'FSF 2.7 *FSF 2.7 *FSG 2.8 *FSH 2.9 FSA & FSB 2.10 FSA & FSB 5lztlo4 z--l\ 2.2 -FSB 2,2 FSB 2.2 FSB1 30'-0' Slab w/ 100 psf (resub.) FSB with 6'-0" cantilever FSB1 is Non-Composite FSB with Snow and Soil Loads 35 -0" Slab w/ 100psf (NR) 34.85' Slab w/ 100psf (NR) Nei-{Jsed Slabs at entry with stair 30 -0" Slab w/ Balconies 37'{" Slab w/ 100psf (NR) 30'-0" Slab w/ Balconies Ne+lJsed 22 -6' Slab wl 4'-2" Cantilever 6'thick slabs lrregularly Shaped Slabs FSA & FSB with Blockouts (1) * Asterisk indicates previously submitted item(s) which are not included in this Re-Submittal.(2) 1-R1 = 18r Resubmittal of Submittal 1 .(3) Resubmitted items are shown in bold.(4) $rife+n+eugh items are voided. *tl&, u*i Slals hv __el4__4f9_ ,. . beinl s"teill4 J X,o. t +iH+ 70rl I .,#, d THK .l P-3r^ 1..'(@- f IHR ..' L-17'-.1' t )------J .i# - d THK -- L-t7'-4'^ F5G .PY '. FsG PW 1- ^r,rr'-r''rs( 100(ER f.F- reF I *)(A :;'-__:_N tP-28 t.@ 8I THK 'f=:g)-t 7a- FSB r 8 THK i L-26'- fl 7r' ' 'a8190'-5' FSFJTA*,i'el rr. I--I qR I d rHK | .X1u-zg'-t s/t' /\/\ --'-P--61 f g. A-_ , rrQ, ;- i' '\ i'.,, 8 THK /'L-14\-!'/' 4 Q BRI AREA OF SUBMITTAL ET,03 I 'Ll_gI-)(tr!-J' T dI THK gI THK - I=27' -2 t/2" I .,85F-.F-5F . Tp--6E-1.--@)--",-{r'!\\r' ESF ' THK - t-zz'-o ./t' F3F ..'\ F38 & THK t-c'-o 7r' IHK L-6'-11/t ^820d-5'Aa,o=A-Cf. h b ,,' \:- I 11 *lhle,.{',uffi& AREA OF SUBMITTAL Ll.ot Y {.o t )- I I l.)|Y .[ i A Y 3,tit hb KeqPlan t" I J'd ten!-shb e0,3 FSC \,' Fsc ''Fsc-' : F.5C 6ts rfir r-t-a tt{ F? a-E @ l-zr-2 |,f ##E --^,Jt o q-741 o ,flhls .lbU * o*# so,lniltd o /;\ 3RD I.TIEL FRAMNG PLA}I \--* *ll"t", Er.or Jd Leyel-slat Fl e0,4 n)*rn'l o DFM . $i-Y w F&,I FSE L L' l * llole,'1hb slals cdith " ;;i;' i;Wfr;;*W'7 s' bni ttd U /:\ tRo tEtEL FRltllNG PL^N El.or {th leve! Slab . '\\ffis'\rt' :!in' @D l-t-a ?.' , - \.r ,,'. ,' \ ,' \$J- Fsc & t-!.-totf ffiITFSE ffi Fsc ..FsB w ,-t )F\f I zt- FSB W"FSE #k-Fse ffirsA ,,, \ A,/\' #E ..- 1 ' @' p35"' ffir5A o l.a,F --i \, .,''\ t=:It'l c@ !-rf_'O rrf ,, iF3{. , \ _.:Br_.1 J . GUD ,. FsA.. o It :ffi -.,8 'tr::_ o te iloht 4nh shb atill I A --i;il L:ry';;r;* Thnitr v /;\ lTH rtlEL FRAnrNc PI-AN r F5E o ^Er6-J vnlnat- Flsg tl tl tl tl tl II tl -ik., 1'\' ,:ffi-f_:A lffirsg' F]sB' ffi Fs6- ffiFt4"mE :-@F8 '. q=D I ,. 1'.\. ffi rsrq Fqr rYs \..,Fsa /?\ {IH tfirEL FRAIIING PLlN r Yf:f!.4ioff.';;r t{\ todXe(ttoWsl 't -Tfwt; {-234q 2,oV o drr{t f o a € -i -r il -----------1 __j r-l I __-l ,) 'o tr{t-,'-.w l,/ .-., -\ \ i,l 122 E ..l 'D ..(iZt'4rE 4..\ ," '. ,' /\- r@ .i'\'. A =1.,. .:- I -, R,/\Fse',:_i -l b -|-l f rH( L-z!'-a la' b i! nn ,-)/.-' , !9 DI "6- :+J."r-rt N l? 1.6 i- I t? I./ Z .o f. t-\-t €E-Fs,l ?\/'r.t -) t-'I r-J & tHt(-ztE (t tDx L-2!'-5 rA' b I T ,'^\, f)i'./'A r'\. -'+\d-I l.FY DIAN T /;\sTH LEVEL rGY PLN r E .r' Cllr(Eg)J f, ITI .-\ t' L-zt-a,. '\ t, ffi- b ! t / li @ lsfl f'-y /_ol.ti ,rl -'; \ /\ tr IHK l-29'-ly.' " "@.--11 ,H*=- ll :l ,! i.. /'\ 6$ .,'\. i . f,D|(-.' .-7€,_1iE .6 ,, \\. -.9 00 ):tffi 0 fr:iE-l l@ f, ttl( ... !-?''-a rE ,/ \. 2.l-r o* l-s i lA+ 5$S SS rr) 5#s J' FLAT SLAB DESIGN SUMMARY - -s -. 1 -Pl @F .-d \D SL S-ttn *v<tz * ^". o ,F \N -- s LU x o- o z. F e -lC\J -Y -r.) tl .J -J =o- z. E F e -lc.,l tg /l I lJ-.l U- LL -lq, u1 u) tn I r-J_l rJ_ Lr_ r-J_ IOI LO O O \<-l - $ o \l -c)VLr)il il il t|/-\-a_\ .r + 5= F ^J (, ? o ,=OutoE .JF F ,, U]_L,J(,<or-^ =gg=qR+5 d-5.|.\ -OJ- Y < =7)a ii55o oa<zc\ =l=1-lO-altz)Llr- zlR el t,;t* aAr €, E. L-U F t4J E. o- z. i7 LJ O x 1 I x I I I x .l I I x I I I x x 'l X 'l x J x 'lr I x I X j x '1 x .l , X I x I X I X I x x I x I X I x I x I x X I x I SONVUIS 3 Rocky Mountain Prestress, Inc. 580L N. Pecos Stleet' Denver, CO Project Engineer 2, t.L 8022L - (303 ) 480-1LL1. Date : Wed Feb 25 f0:45;31 2004 Project #: 404005 Yb = 4.00 llh - n nn Bc = 0.00 Bw =120.00 Project Name Tlacarinti ar FiLe Name Sb= L280 In^3 St = 1,280 In^3 l,lc = :-50 PcF REINFORCING DATA PROFII,E OF CEMTROID OF Area of L/2" Strand =# of Strands = 16.00 / Effective PuI1 = 9.75 : waslngerm . rrvvfr JJ\JLryE ;404005FS44Opsf :,f : \4 04 0 05 \E&D\ In progress \CaIcs \S1abs \4 04 0O5FSA4 Opsf . rmp GENERAL BENI{ DESIGN paqe : 1 NONCOMPOSITE SECTION PROPERTIES: BEAM IS STONE CONCRETE A = 960 ]I]^2 I = 5t-20 fn^4 Tfth-n^^T- Tflf-nnn?- tlnF - Q An Ti In In 1n In COMPOSITE SECTION PROPERTIES: ToPPING IS STONE CONCRETE Ac = t2B2 rn^2 rc = t-2G55 rn^4 yb = 5.38 rn Seb= 2352 In^3 Tcfl = 3.00 In Bcf1=t20.00 In sct= 4833 In^3 (p,/C) Hcom = 1t-.00 In wrpq=150. o pcF Scr= 2 518 In^3 (Tpg) DESIGN L,ENGTH OF MEMBER = 29.50 Ft Dead Loid Factor = 1.400 Live Load Factor =Bm l{t = l-.000 K/Ft DL#1 = 0.j92--{./Ft DL#2 = 0.1s3 K/Fr LL = g-.3sB l/st ______' Percen! of -LL' sustained = *R-iz*iz:r,7 STRANDS: (Lo-LaxStrand) n 1q?1 /'Tn^t\ # of Levels = 1 Aps = 2 .4496 In^2 Initial P/S Force = 498 Kips S?RAND LEVEL NUMBER : # of f /2't In. STRAND: HEIGHT @ LEFT END : HE]GHT @ RIGHT END : Dist . From L. End '(Fr ) 2 .0s 14.75 z | ..!z INITIAL CONCRETE STRESSES STRAND X LOC (Fr) fl1 0.00 #2 29.s0 nFqaP T DTT nr\r IEFT END OF MEIVIBER RIGHT END OF MEMBER 1 15.00 2.00 2 .00 ,I1.E!EA5E (Ksi) (*) 7.57 4 4.70 2 (Psi ) H Ecc. { lnJ ( ln) 2.00 2.00 2.00 2.00 FINAL (Ksi) (t) 24.60 12 16.44 I 24.50 12 Tension Steel 2,1,3 Rocky Mountain Prestress, Inc, 5801, N. Pecos Street Denver, CO 8022!-(3 o3 ) 4BO-11r.L Project Engineer ; wasingerm Date : lled Feb 25 10:45 37 2004 Project Name : Tivoli Lodge projec! #: 404005 Description r 4O4005FSA4opsf FileName : J:\404005\E&D\Inprogress\Calcs\Slabs\404oO5FSA4opsf.rmp GENERAL BEAM DESIGN paqe : 2 ===========x Initial Pull IP + Bm l,ir Req'd (cr6 0 ){Fr )TOP BOT TOP BOT (1n^2 ) LOC 2 .08 -249 L243 lat. /) -zJt Lzaz 1t..12 -Z+> !213 to I z:tz L> > /O 0. oo N/A 0.00 N/A 0,00 N/A Required ReLease Scrength (based on Compression) = 3.5 haY Da'r <rL FA.iFi^F '1 o , r /-\.?.4 \q/Al1ow. Tension: Ends = -355 Psi.; Elsewhere = -l-?? Ksi FINAL CONCRETE STRESSES (Psi) All-owabl-e Compressj.on: 0.45*f tc = 2250 psi; 0.6*f 'c = 3000 psi Al]ow. Ten: 6*SQRT(f 'c) = -424 Psi; 12*SQRT(f 'c) = -849 psi X (Fr ) 0.00 2 .95 . 5.90 8. 85 11 .80 !4.15 !7.70 23 .50 29 .50 DESIGN STRENGTH f E + l+!L )JJJ nnn o0 lvu! -tuu 76 118 0 -27 4 t> Lz56 -5JZ 16 1l_80 -274 66 l_005 -1,00 z6 5U5 )y5 nnn Phi Flexural = 0.90 (Phi*Mn) provided +LL BOT 0 524 r 62 ^l_/> -12i '-Yt@,-'q .r{2"-'21 Ac,\ \' c1t 0 FP + BM l,lt nn 420 509 142 205 toz J-b / 420 509 00 /Fr--t{\ lY + Dl) ITLJ )IJE nn zzz ruoo 254 !27 3 26s 1335 254 r2'7 3 222 1085 169 7'7 4 >) .,-,6 00 x tEt.l 0.00 z. >) 1L. B0 J-4 .7 5 r7.70 zv.o) 1,J , OV zo. f,) zv . 5\) Mu 0 't-9 4 255 )q) 304 zta 194 1nq 0 S t rain 406 406 405 406 iub 406 405 nF\'- l ^^n6ni Length Limits /'\rtt ta trl 0 291 SHEAR REINFORCING REQUIREMENTS Reinforcing Steel is Grade 50 Phi Shear = 0.85 u cl, cw (Psi) (Psi) (Psi) I lFi-l d fTYl) 230 vu (Kips ) 380 0 Av I tI Atr:aA ?c-.htn oY afi^duLeLq CtAe.k_S 1t^s*1 b4- v6iw (n*.\ llw ql'<-Legl\ cr;*aL>k-. Av Av cw m1n (I/J.^2/FEl ---- 2,1.+ Rocky Mountain Prestress, Inc. 5801 N. Pecos Street Denver. CO 1JU5/ {UU-II1I Project Engineer : wasingerm Date : Wed Feb 25 lO:4S:31 2OO4 Project Name : Tivoli Lodge project #: 404005 Descri.ption : 404005FSA4opsf FiLeName : J:\404005\E&D\rnprogress\calcs\slabs\e04o05FsA4opsf.rmp GEMRAL BEAM DESIGN page : 3 8022t 0 .33 9. 00 40 .25 44 r..48 9.00 31 .06 40 2.9s 9.00 32.94 36 4 .42 9.00 28.82 31 5.90 9.00 24.11 2't 7.38 9.00 20.59 22 8.85 9.00 16.47 18 10.33 9.00 12.35 13 1.1.80 9.00 8.24 9 t_3 .2I 9.00 4.!2 4 !4.75 9.00 0.00 0 15.23 9.00 -4.r2 4 t7 .70 9.00 -8.24 9 r>.ro >,vv -!z,J) 13 20.65 9.00 -j.6.47 1.8 22.!3 9.00 -20.59 22 23.60 9.00 -24.'7r 21 25.08 9.00 -28.82 31 25.55 - 9.00 -32.94 35 28.03 9.00 -31 .06 40 29 .r7 9.00 -40.25 44 * Minimum Based on ACI Eq. 11.-15 0.000 0.000 0.000 0.000 0.000 0. 000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0. 000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0. 000 0.000 0. 000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0. 000 0.000 0.000 0. 000 0.000 0.000 0 .000 0.000 0.000 0. 000 0.000 0.000 0. 000 0.000 0.000 0 .000 0.000 0.000 0.000 0.000 dlt 209 !zv L20 L20 120 t20 ]-20 LZU 120 120 L20 120 !20 120 o{t 344 55) 56 t 3lJt ?qn ? on 2 0n 388 Jd I JOb JO) 344 REACTIONS ( Kips )Lefr D!= 23.00 LL= S.2g sVC = 2A.29 ULT = 41.19 Right DL= 23.00 LL= 5.28 SvC = 28.2s ULT = 41.18 DEFLECTIONS (Inches) (-) = Camber MIDPOINT RELEASE : (IP + Bm l,it ) O.LO Creep before Erection = 0.14 A , ERECTToN: (Fp + Bm wr) 0.24 f+tl-nll4| -- ,lz (FP + DL) o.GO A \)(FP + DL + !L) O.'" /\ ,bO Long term creep = 0.60 L)Ole-ef - FINAL : (FP + DLI L.2O , ' (FP + D! + LL) L.1' n lr. /\urwq--,?L NOTE: The member has cracked due to positive Moment; defleltion calculations are based oD Transformed Cracked Sections &BiLinear Moment -Def l-ect i on Relationships [ACI 18 .4 .2 (c) ] DESIGN SUMMARY MEMBER IS A COMPOSTTE IWERTED TEE BEAM OF STONE CONCRETE INITIAL PRESTRESS ; 496 Kips FINAL PRESTRESS = 4SG Kips RELEASE STRENGTH = 3500 Psi FINAI STRENGTH = 5000 ps:. per PCI 5th Edition 18.4.1 (a) TOPPING CONCRETE .. FINAL STRENGTH = 4OOO Psi STRAND PATTERN IS Non-Standard ...... Lo-Lax STRAND INITIAL CAMBER = -0.i.O Inch (at midpoint of simple span) hilwllY, ,j-140,*l AD(LI =lf soo OY. o.t(1, !, J /c. ^\\!n r"Ar;t{- . FLA| SLAE 0E5t6N S (rSr,) = .-1.{- . i --- --r =Q<<jilE8 )< /'\ ,--] -<<)-lJ'-, c.i - J! ll ?= H a vLJg_=xt- (n rn :9S5 co- o'- U1 e=f -lc.r O_ 'o tl J = t! F-- z s '-lcO LJ t! .l- .,t= -t1 .J f, t__l ,.8 ,r-t tl J J :f, r-l z e ;r- -- (J oNVUls o,$ (e) o z, s --lc! (J oNvuis o.f (sr) t \\ (n u1 tl (J(J IJ- L-u)a tl _r z,trJ - =s >- ?A <= J c! o< ^-J =9 JO trJ O o:< u1l a\- |EI r'- |Lrl I >11 <t<o.l o-<lu)olr'- (f)l o 6U ZZL Rocky Mou.nE,ain prestress, Inc. 5401 N. Pecos SCreeC Denver, CO 960 In^z / J.ZtsU IE I rZUU lN J !l v tiLr = 512 0 In^4 0 .00 In 0.00 In 8.oo In 1 (303) 480-rlrr vh- Bb = 0.00 BE. = 0.00 Bw =12 6 .99 nA I /, L.a 9rojecE Engineer : r,/as inge=n DaEe : Mcn Ma! 29 a3:SL:24 Z'ed-ProjecE Name : Kailua parking projecE #: 403815 nAc/-.Fi '.r f- i ^n sgrg! rHLr..,r.r : +0400SlSA4Opsf 9i1e Name : \\cRuMpy\jobs\soqoos\E&D\tn progEess\calcs\Seccion2-__slabs\ 40400sFSA.rmD GEIIERAL BEAI'I DESIG1T Page : I =========== ========================NoIICOMPOSITE SECTION PROPERTTES: BF-114 IS STONE CONC?€TE A= qh- cF - Wc= 'I i I fr - lln n 1n lnt COMPOSfTE SECTION PROPER.TiES: TOppING IS SToNE Ac = 1282 In^2 Ic = L26SS I^^ 4 Scb= 2352 In^3 Tcfl = 3.00 fn ' ScE= 4s33 In^3(p/C) Hcom = tL.oo i; / Sct= 2 518 In^3 (Tpg) DEsrcN LENGTH oF f4Er4BER = 29.s0 Fu 1 Yb = 5.38 In ::fr=l:: lo-I: flp hlEpg=r50.0 PcF r- r. , , QUP. O * I a'\ n n 11n rFn Dead Load Factor = 1.400 Bm wr = 1.000 K/FE DL*l DLf2 = 0.15t K/FE LL Percent of LL Suscained Live Load FacEor = :@:i:::::.\Ap RETNFORCING DATA PROFILE OF CE'NTROfD OF gTRAUDS: (Lo_Lax Srrand.)Area of t/2,' Sr.rand-=. /ortst:- 1tn^zl ;.::.::;:"9: t#/-"r ',""'r"' =""r. "lll.== 1.700 Non-Comp. ComposiEe 2.4496 Ir,^ 2 495 Kips STRA}ID LIVEL NUMBER:* of L/2', In. sTRtu\D: TTEIGHT @ LEFT END IiEIGHT @ RIGHT END : DisE. From L. End (FE) 2 .08' L4.75 INITIAT CONCRETE STRESSES DESCRIPTION LEFT END OF MEI4BER RIGHT END OF I,1ET4BER I 15.00 2.00 Il'E!.tr.t|JE lraei \ /a\ 7 .57 4 4.'70 2 7 .57 4 FiNAT (Ksi) (?) 2!, . 54 L2 STRAND fr'F\ 0.00 11. ( In) 2.00 2.00 Ecc. ( In) 2.00 2 .00 r#vsv* \?o:> ft'rti\? 4._K* 0*"*' Tens ion S E.eeI ?.ocky MounCain PresEress, lnc. 5801 N. Pecos SireeE Denver, CO / rsa\\_7 aozzL (lo3) 4Eo -1111 DaEe : Mon Mar 29 0g:S1:24 ' ProjFct f: +03815 ProjecE Engineer : Projeci Nane : na cFTi t.lF i ,.\- File Name i {0400SFSA.rmp XMl.l /Et- l lp-dt Al 0.00 0 ). >9 ZU! o. o) za> 11 .80 307 L4.75 320 L7.70 30? lU,b) zot zJ.ov 1u> zo . )> tr> 29.50 0 SHEAR REINFORCING Reinf orc j.ng SEeel j(c! IFF\ ITa\ was!ngerm Kai.lua parking 404005FSA400sf .\ \eewpv\ j oLs \ 4 o 4 o 0 5 \E&D\ rn p=ogres s \calcs \sec-Lion2 _ _ _ slabs \ 'o 1.2 * Mcr \JNr IU . d . J l S!rain iub 405 .. 405 405 Deve lopmenE Length LimiEs laar 1, 11\ n 297 380 380 0 REQUIREMET\rI S is Grade 60 Phi Shear = 0.85 Vu v .v v u ct cw (Kips) . (psi) (psi) (psi) ,744- 20a4 GENERAL BE.fuY DESIGI{Page:2 ======================= ===========X IniEi.al pull Ip + Bm WE. Req,d (cr6o)(FE) TOP BOT TOP BOT (rNi2) LOC 2.08 -249 L247 19 976 O . OO N/A 14 .75 -252 L262 167 242 O .00 N/l 21 .42 -249 !243 19 975 o. OO N/A Required Release Strength (based. on Compression) = 3.5 Ksr per PCI SCh EdiEion 18.4.I (a).\1low. Tension: Ends = -jSS pSj.; Elsewlrere = -L77 psi FINIJ, CONCRETE STRESSES (psi) Allowable Compressi.on:' 0..45*f 'c = Z2SO psi; 0.d*f ,c = 30OO psi AIlow. Ten; 5*SQRT(f ,ci = -qZ4 psi; 12*SeRT(f 'c) = _849 psi X FP + BM ITI FP + AlI DL FP + DL + LL (FT) TOP BOT TPG TOP BOT TPG ?OP BOT 0.00 0 0 o o o o o o 2.95 139 776 28 303 596 LLz 346 so5 5 .90 4-20 510 51 7L2 190 199 18g 31 8.85 52L 320 65 1OO4 _99 25L 1105 -308 11.80 742 206 76 l18o -273 29g L2g6 _5r2 14.'75 782 158 79 1238 _331 3tl 1359 _579 L1 .70 '142 206 76 1180 _273 299 :.296 -5r2 20.65 62L 320 66 1oo4 _99 26L 1105 _308 21 .60 420 510 51 7L2 190 r99 789 3l 26.55 139 .776 28 303 596 Lr2 346 505 29.50 0 o o 0 o 0 o o DES IG}I STRENGTTi (FI-K)Phi Flexural = 0 ..9 O (Phi'Mn) Prowided u* .a %=)'rT; Av Av Av ci cw rnin ---- tt^ )tha l -___o Rccky MounEaj.n PresEres3, I:::,5A0l N. Pecos SE.reeC Denver. REACTIONS (Kips ) IJeEE LrIr= lJ . OO LL= RighE. DL= 23.00 Lt,= DEFLECTIoNS (Inches) (-) RELEASE : ( IP + Brn Wt ) Creeo beforc Frear r an tst(!;C I LoN : ( !-P + Bm WE )(FP + DL) (FP + P! a 1,1; Long term Creep FfNAl, : (FP + DL). (Fp+DL+LL) an on 1rl (303) 480-1r1r 744 Z-, .!- ' u GENERAL BEAIVI DESIGN Page : 3 .. = = = ==== = = = = = = = = = = === == =0.33 9.00 42.44 46 849 269 0.000 o.ooo o.ooo 1.48 9.00 39.08 43 209 3+4 o.OOO O.0oo o.ooo 2.95 9.00 34.74 38 r2o 385 o.OOO O.OOO O.OOO 4.42 9.00 30.39 33 r2o 386 o.OOO O.OO0 o.ooo 5 . 90 9 .00 26 .05 28 120 38.7 o . OOO 0. Ooo o .;;;7.38 9.00 2L.7I 2+ I2o 388 o.OOO O.OOO O.ooo 8.85 9.00 L7.37 19 LzO 389 O.O0O O.0oo o.ooo 10.33 9.00 13.03 14 r2o 389 o.OOO O.OOO O.o0o 11.80 9.00 8.58 s Lzo 390 0.OOO 0.OOO O.n,, 3:ss i:j; ; i:B t3: nn n:t s,sss Dee' projecE Engineer : wasingerm DaEe : Mon Mar 29 Od:5L:24 2OO4 ?rojecc Name : Kailua parking projecE i*: a038lS hacazi nr.i an ; *040 05FSA4Ors f File Name : \\cRIJMgy\jols\+o+oos\E&D\rn progress\calcs\seccionz___slabs\ 404005FSA. rrnp ' L6.23 9.00 -4.34 S L2O 390 O.OOO O.O0o 0.ooo ' L7.70 9.00 -8.5S 9 r2O 390 o.OOO o.0OO O.0OO.-19.18 9.00 -13.03 14 L2O 389 O.OOO O.OOO 0.000 t./. UU 20.65 9.00 -L7.37 19 :.2O 389 O.0OO O.OOO .0.- oo 22 .r3 9 .00 -z!.'tL 24 T2o 3 gB o . ooo o .0oo o i-o..o 23.60 9.00 -26.A5 28 t2o 38.7 o.OOO O.OOO O.OOO zJ.ov r.vu _zb.u5 2E 120 39.7 0.000 0.000 0.000 25.08 9.00 -30.39 33. 120 385 O.OOO O.OOO O.OOO 26.55 9.00 -34.7L- 38 L2o 385 o.OOO O.OOO O.OOO 28 .03 9 .00 -39. 08 43 209 344 0. OOO 0. OOO O\. OOO 29 .17 9.00 -42 .44 46 849 269 0.000 O .000 o . ooo i Mj.nimu.m Based on ACI Eq. 1l_ts 'o 6 .60 Svc = 29.60 5 .50 svC = 29 .60 = Camber MTNDr] T1\I'l' 0 . L0 U . OU v . ctj = 0 .50 1.20 1 .43 u-f,T = UT,T = 43.42 NorE: The member has cracked due Eo posieive MomenB,. defreceion calculaEions are based on Transformed Cracked. SecEions &Bil j.near MbrnenE,-Def lecEion Rel_ae j.onships IACI rt .4 .2 (c) ] DES IGN SUT{I"LARY MEMBER TS .\ COMPOS ITE INWERTSD TEE BEA},4 OF STONE CONCRSTE INI' I.q! HR'J5'I'RESS = 496 KiPS FINAL PRESTRESS = 455 KiPS RELEASE S?RENGTH = 3500 psi F INA-L STRENGTH = 5000 psi per PCI SEh EdiEion 19.4.I (a) r\JFrr!!\: rvrlr r-i.(!i I E ... FINAL STRENGTH = 4000 psi STRCND PATTERN fS Non-Standard . . . ... Lo_L,ax STRAND INITIAI CAI"IBER = -0.10 Inch (at midpoinr of simDle span)o e4(Lt,r ./tr<r \\r Jt1 /\_J FLAT SLAB DISIGN SUMMARY - 3 Lr-t!l+__U'' (N LN LD (N ln-<-=:x rt F.i I ll Itl $*-+ 3't- ^.J (, ."t I LJ /1 7 "^.!l { *.--.r E -i:,1 (J trJ O O< *+-l -r t- F l^;.'l G trJ U) =Elz Y -oa - :,al< n a- q1 =F .rlO--=O4F <la',-rOo-Htn al-*o=-,., 6lFH-;Yi?;l*=7->-Qu,iiloEiEdcod Oln Oa < Z c.J o< o- F E.-@- o9 LN e: -lc.t O- :< Lri = F L! z. F e ;ie e.L!rr- - , ?..-^ \!-J-d- = ;1 \\>= -1 .-, oO =g3s )<-\,-.:.-rrl c!-;;'>-\cgr (oo:!xl- v, q c!Ln<< II !- .1- r){9 :< n z. F e *lcv II tl iJ 'f,) z tn a ;r- f,-) CJ oNVUts e,,f (r) 0 0Nvtrs o,,f (sr) 1 j/Xr\ ,'rn i'a rJdi r 8022r Rocky Mountain prestress, Inc. 5801 N. Pecos Street Denve!. CO /. !,e PrcjecE Engineer : $asingerm , Date : Mon Mar 29 0g:sr:24 2Qa4 ;::3:i;.1::' , ffi ltroti Project #: rr3&te-- File Name : \\cRUMpy\jobs\404005\EaD\In progress\Calcs\Secrion2_ _ -Stabs\404005FSA.rmp A = 960 In^ 2 sb= 1280 rn^3 SE = 1,2 80 ID^3 l.lc = 150 PCF 512 0 In^4 0.00 In 0.00 In 8.00 In (303) 480-1t11 Yb = 4.00 In Bb = 0.00 In Dr - n nn i- Bw =120.00 In CONCRETE \'lr - < to Tn DFFI -l1n n n T6 wt.Pg=150.0 PCF GENERAL BEAM DESIGN --=r r - =-===3===== ============ NONCOMPOSITE SECTION PRoPERTIES r BEAI4 IS STONE CONCRETE 'I I -LD =Tf I | - tln a COMPOSITE SECTION PROPERTIES: TOPPING IS STONE Ac = !282 In^2 Ic = 12555 In^4 Scb= 2352 In^3 Tcfl = 3.Oo In Sct= 4833 In^3 (p/C) Hcom = t1 .00 In Scr= 2518 In-3 ("p9) DESIGN LENGTH OF MEMBER = 29,50 FI, Dead Load Factor = 1.400 Bm l.tr = L.000 K/Fr DL#l DI,#2 = 0.1-53 K/Ft. LL Percent of LL Suslained Live Load Factor = 1.700 = 0.407 K/Ft ------ Non-Cornp. = 0.447 K/FE ------ Composite REINFORCING DATA PROFILE OF CENTROID OF Area of 1/2" Strand =# of Strands = L5.00 Ef f grtirra D1\l l - ^'tE STRANDS: (Lo-Lax Strand) u.lfJt t.rn ll # of Levels = 1 Aps = 2 .4495 ID^2 Initial P/S Force = 496 Kips STRAbTD X. T.na I Fr- ) *2 29.s0 DESCRI PTI ON LEFT END OF ME}4BER RIGHT END OF MEMBER (In) 2 .00 Ecc. (In) 2 .00 2 .00 STRAND LEVEL NUMBER: # of L/2" In. STRAND: HEIGHT @ LEFT END ,: HE]GHT @ RIGHT END : Dist. From L. End (Fr) z . vo 14.75 ]NITIAL CONCRETE STRESSES 1 16 0n 2 .00 2.00 r1li!tA>.tr (Ksi) (t) - 8.1 .4.10 2 '1 C1 (Psi) FINAL (Ksi) (t) .r1 .)" LZ LO.ZJ O 24.54 12 Tension SEeel Rocky Mountain Prestress, Inc. 5801 N. Pecos Street Denvcr, CO Proj ect Engineer : wasingerm Project Name : Kaj.lua parking Description : 4 04 0 0 5FSA4 Opsf 8422r (303) 480-1:.t 1 Date : Mon Mar 29 0B:EI:24 Proj ect #: 4038L5 File Name : \\GRurvtpy\jobs\404005\E&D\rn progress\Cal.cs\Section2- _ _Slabs\ 404005FSA.rmp GENERAL BEAM DESIGN Page:2 =======================X Inj-t.ia1 PuI1 Ip + Bm wr Reg,d (GrGO)(Ft) TOp BOT TOp BoT (In^Z) LOC 2 . 08 -249 1243 19 976 o. oo N/a 14.75 -252 1252 161 242 0. oo N/A 27 .42 -249 1243 19 g-t6 0.00 N/e Requj.red Release SErength (based on Compression) = 3.5 KsL per PCI Srh Edirion tB.4.l- (a) Al]ow. Tension: Ends = -3S5 psi; Elsewhere = _1?? psi. FTNAL CONCRETE STRESSES (Psi) Allowable Compression: 0.45*f 'e = 22SA psi; 0.6*f ,c = 3OO0 ps:. A11ow. Ten; 5*SQRT(f 'c) = -424 Psi; 12*SQRT(f 'c) = -849 psi X FP+BMwT FP + A1]. DI, FP+DL+LL (Ft) TOP BOT TPG TOP BOT TPG TOP BOT 0.00 0 0 o o o o o o 2.95 139 1'16 28 303 595 rI2 346 505 5.90 420 510 51 ?r2 190 199 789 31 8.85 52r 320 66 1oO4 _gg 26:- 1106 _308 11 .80 742 206 .75 1180 -213 2gg 1_296 _5r2 !4.1s 182 158 79 1238 _331 31L 13s9 _5"t9 L7.70 742 2A6 .76 1180 _213 2gs !296 -5r2 20.6s 621 320 55 1oO4 _99 26:- 1105 _308 23.60 420 5l-0 51 1r2 190 199 789 3l_26.55 139 176 28 303 595 112 346 505 29.50 0 0 o o o 0 o o DESIGN STRENGTH (Ft-K)Phi Flexural = 0.90 (Phi*Mn) Provided Y Mr' aEt'1 /Ea-'.1\r.,vY e/n nn A >. >v zv> .rl. ou )v I 14.75 320 LI tV 'Vt zu.o> z6t zs,0v zv) SHEAR REINFORCING Pai Ff.!r.,..i nd ci-aal lFr\ /Tn\ 11*M-- REQUIREMENTS is Grade 50 qi '.: .i n 406 {ub 406 405 ANR Dhi chpr r Derra I ,lnmcr t Length Limi t s \A\-l lz.I.t,, n z> I 380 4> | 0 VU ( Kips ) ^i (Psi ) (Psi ) Av Av Av ^a -.i - ---- 1Tn^)/Fr-\ ---- 4,1 +L. -. I 2004 Rocky Mountain Pleslress, Inc. 5801 N. Pecos Street Denver, CO B0 (303) 480-11r.1 Project Engj.neer : wasingenn Date : Mon Mar 29 agts!:24 2e04 Project Name : Kailua parking project. #: 403815 Description : 404005FSA40psf File Name : \\cRfrMpy\jobs\404005\E&D\In progress\Calcs\Secrion2-- -slabs\ 404005FSA.rmp GENERAL BEAJ'{ DESIGN @ 22r 't4A ,/i , L. .t o z . >) ). vu 8.85 10.33 1a ?q lo. z3 11 1i 20 .55 22.13 25 .08 zo . !> zo . v-5 * Minimum MEMBER INI TIAL TOPPING STRAND INITIAL > . vv 9.00 9.00 9.00 9.00 9.00 9.00 9.00 9.00 9. O0 9.00 9.00 9.00 9.00 9.00 9.00 9.00 9.00 Based on 42 .44 34.74 zL. t! 1'1 -r1 1? n2 0.00 -4.34 -34.74 -J5. U6 i6 ) 849 r20 120 't ?n I ?n 120 120 12 0 r20 120 120 L20 :-20 L20 120 720 120 120 849 MIDPOINT 0. ]4 0.50 1 ?n 1 4? 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0,000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0,.000 0.000 0.000 344 0.000 JOO \J.VVV 387 0.000 388 0.000 389 0.000 100 n n.ln 390 0.000 390 0.000 390 0.000 390 0.000 390 0.000 389 0.000 ?ea n nnn 388 0.000 387 0.000 J6b U. UgU 385 0.000 aaa o nnn zot v. uuv 29.60 ULT = 43 .42 29.50 ULT = 43.42 REACTIONS (Kips )!efr. DL= 23.00 LL= 5.60 svc Right DL= 23.00 LL= 5.60 SvC DEFLECTIONS (Inches) (-) = Camber RTLIASE : { IP + Bm W! ) Cfaen l_ra f nr- Fra-r- i ^- EPECTION; (FP + Bm Wt) (FP + Dl,)(FP+DL+LL) Long term Creep FINAL : (FP + DL)(FP+DL+LL)= !/4zG N6. glcLl,t n-a*-!ftrcp Act kbnl.s IS A COMPOSITE INVERTED TEE BEA],4 OF STONE CONCRETE PRESTRESS = 496 Kips FINAL PRESTRESS = 455 Kips STRENGTH = 35OO PSi FINAL STRENGTH = 5OOO PSi PCr 5th Edition 18.4.1 (a) CONCRETE .. FINA! STRENGTH = 4000 psi PATTERN IS Non-Standard . ... . . Lo-Lax STRAND CAI,IBER = -0.10 Inch (at midpoint of simple span) A /\sL+ouz7--,6 tZZ '-- 's?" NOTE: The member has cracked due to positive MomenE; deflection caLculat.i.ons are based on Transformed Cracked Sections &Bilinear Moment -Deflection RelaEionships IACI 1B .4 . 2 (c) ] DESIGN SUMMARY 2'2'I FLAT ILAB prWsuuutnr{rsil @D -ip)," - _ : trcuJe r : ^'-.l '@= | "] B/ll E -Ks\'poo,(='Fll A ,-_RS\par^" (3, 4+ 1l 3H=EF AJ+1:tat- ,r1 lr Tt Ao;== =lSoFtF X ll .ll I = : ll I tvtcnu{.r+ sh'ntr sl+ ll E;;rE 6v. t-\ 5l Lo a I \ s s l|J|. il L-J x d il 's 7\ tl = o_ o z. E F o -lc{ E. m I Ln =E .1 $ $Qr s ._ FO tl )J =o_ O z E. g -le.r (g L 15 o x .l X J x 'l x J x T * { X 1 x l x J x 1 x l T I x I x I x I x I X X ,i I x I X I x I x I x I x I x U- t-t- Lr- -cnaaa nnnar r- ' /-\ ^ r-\ O-$O FO Ii'..| il il il t|/--\.r"\ .\ -r O -) . /.\ al r-,-.1 o 7 r-/l > _J UJ =l aLt-,OE =I _JF F irJl ,,, -a lJ a -l? -'i z'\ -<lseo-Kg lflih(J<Y-=-l-'a\.r=,-\Ll-5o=" =18 H-: Y i vlt, z- I a\al-z.Oz.-r,rlo O O O co oln z < z c! ;,2 SCNVUfS 3 nJ-(Fs) lll"tp't E' FLAr 'LAB DESTGN suMMARy(rsa) - (,I,t q CJ)x m t" + ?J- Y,i $.-..r\ 6.c.c -'1 1, c) O *g €3S Ao !:cio --Frr tl c\t :- )'^ == E E o,l-rloc ..'\ /'1 \_'/ l- O ><F: U1 U)c\, Cn -lo.J < < o L! x I tl =o_ n F o z E. (n e -lc{ E co I + -:< '-F'') tl =D o- O z. E e -lc.l tL LJ- L- -(nv)Loa nnnn ^ F --'r- /- -o ,ar ilililil /.-\.r"\ r\<- +- + :"1-Y .-.J . /.\ i{l r.' O Z. avl -> __J tJJ ;l =-.r!oE -f --) t- i,-J | '. ' 6 lJ a -i':z '_-': /-\ r- =|t==g==18 H-: + =El"=c=zo [,JIOOOOcO almz.<zN x J x I x l x 'l X l x j x J x 'l x I x I X I x I x x I x I x I x I x I x I x I x I x SONVU].S O 2.2. L Rocky Mountain Prest.ress, Inc. 5801, N. Pecos Street Denver, CO (303) 480-1r-Lr, Project Engineer : wasingerm Date : Wed Feb 25 :-O:22:l,B 2004 Project Name : TivoLi lodge project #: 404005 Description : 4 04 0 05FSB).0 Opsf File Name : J: \404005\E&D\rn progress \calcs \slabs \e o4 o OsFsBl o opsf . rmp GENERAL BEAM DESIGN page : 1 NONCOMPOSITE SECTIoN PROPERTIES: BEAJvt IS STONE CONCRETE 8022r A = 950 I^^2 Sb= 1280 In^3 St = L280 In^3 Wc = 150 PCF T - Er .)l.\ T*^, TfIb = 0.00 In TfIt = 0.0o In 1tl^ - , nn 'r- Alr - n nn 'r- Tlr'-.1nn?* bw =!ZU.UU j.n Iinc 8.00 In COMPOSITE SECTION PROPERTIES: TOPPING Ac = l-282 In^2 Ic = 12655 Scb= 2352 In^3 Tcfl = 3. o0 Sct= 4833 In^3 (P/C) Hcom = l-1.00 Sct= 251-8 In^3 (Tpg) DESIGN LENGTH OF MEMBER = 29.50 Fr REINFORCING DATA PROFILE OF CENTROID OF Area of 1/2,' Strand =# of Strands = 19.00 Effective PuLl- = 0.?5 Dead Load Factor = t-.400 Live Load Factor = t".?00 Bm wt =' 1.000 K/Fc DL#1 = o.4gLK,/Fr 5on-co*p.dlt DL+z = 0.1€DK/Fu LL = t.{tt)<t* ------ Composiie Percent of rt Susraineci = ---f- IS STONE CONCRETE In^4 Yb = 5.38 In In Bcfl=120.00 In TF t^lr- h^- I rvLPg=ItU. V l/LI STRANDS: (Lo-Lax Strand) 0.153r, (rn^2) # of Levels = L Aps = 2 .9089 In^2 Inirial P/S Force = 589 Kips STRAND X roc (Fr ) #1 0.00 ++z z>.)9 DESCRI PTION I,EFT END OF MEMBER RIGHT END OF MEIVIBER 1 19. 00 2 .00 z , uu II'E,!EAJIl (Ksi) (E) 8.81 4 8. 81 4 (vs1l EL 2 .00 2.00 FINAL (Ksi) zo . )z L7.27 zo.)z Tension steel Ecc. (In) 2 .00 2 .00 \e 1u' "gl2 \11 ,a z STRAND LEVEL NU]v1BER : # of I / 2', In . STRAIiID : HEIGHT @ LEFT END : HEIGHT @ RIGHT END : PPFSTPFCC T.6C QTTC Dist . From L. End (Ft ) z.vd 't 4 ?q z t .12 INITIAL CONCRETE STRESSES (B) 1? 2.2.3 Project Engineer Project Name nac.-r-infi^n File Name Rocky Mountain Prestress, Inc. 5801 N. Pecos Street Denver, CO 8022L '(303) 480-1111 Date : wed Feb 25 !0:22:19 2004 Project #: 404005 DA.t'A //:rAn\ ( In^2 ) LoC 0.00 N/A 0.00 N/e 0.00 N/A : was:.ngerm . Tiue"li T..'Ad6 : 4 04 0 05FSB10 Opsf : J: \404005\E&D\In progress \Cal cs \Slabs \a 04 0 o 5FsB1o 0psf . rmp x Initial Pull IP + Bm Ltr GENERAL BEAM DESIGN Page:2 {Fr l TOP BOT 2.08 -293 !451 lq. t) -l>6 !.!6> zt.+z -1>J !:lo / TOP BOT - za rz9l) / zz 16y - 10 LZVV Required Release Strength (based on Compression) = 3.5 per PCI 5th Edition l-8.4.1 (a) All"ow. Tension: Ends = -355 psi; Elsewhere = -L7'7 Ksi FINAL CONCRETE STRESSES (Psi) ALLowable Compression: 0.45*f 'c = 2250 Psi; 0.5*f ,c = 3000 Psi I r Al-Iow. Ten: 6*SQRT(f 'c) = -424 Psi; l-2*SeRT(f ,c) = -849 psi 'ir VlgA lio $fe4-+ * 6 ffiecJL'ux x / !'i \ 0.00 2.95 5.90 11 en 14.15 I ? ?n zu. o> 23 .50 ?q qn ]-/EDl,\rl\l D .J. t!ll\ \.! I .lt X lFr-l o. at) 11 0n 1? tn av . oa z5 , ov z>.)v Mu 0 35? 409 .1ZO 409 5) I J.)J FP+BMWt nn ??o 1'1 1 699 420 699 420 ) t> -52 ?'t o .11 ,1 NA l rlr .l \J.l' IJIJI nnn 10 zo5 t>o oC) >o4 !!z ao >oz lLz 4E ZOJ tt6 nnn ll + UJ) nn zla 502 .56d O+O >62 .rqur 606 r410 582 14 01 388 546 21,8 3 62 00 Bor tcq vJt<llp-* se: oF Ac t 1.E.+ {Ff-1{l \AII IO SErain 413 473 473 473 Dh i clra: * Phi Flexural = 0.90 (Phi iMn). Provided Mcr SHEAR REINFORCING REQUIREMENTS Reinforcj.ng steel is Grade 50 301 Vu (Kips ) = u.ljl x l Fr- I d ( In) vvv ucicw (Psi) (Psi) (Psi) 35 rf^.:3i ?t-ds{@tt'lnq ,--7:-:\\*_y 0,rch/u* \,<^iil aihr,*'n;,+-; ') €o{'ti+1.r'^ Wa{,('&+aitt . 444 *I"t cai{eti a- T"+'"^'n: a- caoc-fuAr gichtn^ Devel.opment tength Limits TAL.l IZ.II' n JC) (!aclJ, visibk- Av Av cw rnin (rn^2/FE) ---- d^o{ b<_ in ar^4 , V$''A6.+/\<A Co'Lutl<-. 2.2.1 Rocky Mountain Prestressr Inc. 5801 N. Pecos Street Denver, co (303) 480-r-r,r-1 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0. 000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 8022t Project Engineer : wasingerm Date : Wed Feb 25 L0:22:!B 2004 Project Name : Tivoli Lodge project #: 404005 DescripE.ion ; 404005FSBL0opsf FileName : J:\404005\E&D\Inprogress\Calcs\SLabs\404OO5FSB10Opsf.rmp GENERAL BEAI4 DESIGN page : 3 ===========n ?? o ^^1.48 9.00 ? aq a nn 4.42 9.00 q on a nn ? ?a o nn q e< o nn ld ?? o nn 'l 1 an a nn L3 .28 9. 00 !4 .15 9.00 1< )1 0 nn 1? ?n o nn lq le q nn 20 .65 9.00 zz.15 >. uu 23 .60 9.00 25 .08 9. 00 zo. f ) ,. uu 28.03 9. OO ,o't ? o .\n * Minimum Based on MEMBER INITIAL P ET.F A CF J. \,,/.F.F Llt(J STRAND INITIAI, po..lv b-L ro. J-0 )u 40.39 44 J.*.OZ Jt' z) . va z) 11 qa 1? ). I I b 0.00 0 -). t I o -ll. )4l IJ -1J.VA Z) -44.4) .5l -40.39 44 -to.+u bL Af.T E/r 11-1< 232 L20 12 0 120 120 120 1)n 120 1-2 0 r20 1,2 0 :-20 120 120 120 849 2"7 3 JOU 409 4l- 0 4r2 a1? 4L4 4l-5 414 41? 4r2 410 409 350 REACTIONS (Kips )1.a+r nT.- ?? nn rr- Di ^}rF 1.\r- 1a n^ LL=.r-1..s y!- DEFLECTIONS (Inches) (-)= Camber J5.UU UlJl = >1. lU ?c nn lfiT - R? ?n VJktlr;^M z^il( il^llk -4ahtt, ct.5(b) k) udived RELEASE : (IP + Bm Wt) l'vapn haf a+a 9YA^t-. ^- - MTND'IT\]T _C:@ npf ra.r*..cJn . 0.0r. ERECTToN; lff I 31,"''", ffi LLodl^t4L,b+ --,!fsas 1PP * P1', '.,t (:' Longtermat..o*"") = W A v FINAL : (Fp + DL) o-{ J)W+Al+--.bq+.52= l. tt (FP + DL, + Lr.,) @ , 1,(aO N6 !NOTE: The member has cracked due to positive Moment; defLeccron , .. ,calculations are based on Transformed Cracked Sections & qb\0,L( (\]Nf Bilinear Moment -Def1ect ion Relationships IACI 18.4.2(c)l 'n t , ^ DEsrcN sur"rMARY ,J/#O ' IS A COMPOSITE INVERTED TEE BEAJ'4 OF STONE CONCRETE PRESTRESS = sB9 Kips FINAL PRESTRESS = 539 Kips STRENGTH = 3500 Psi FINAI STREN6TH = 5O0O psi PCI 5th Edition L8.4.1 (a) CONCRETE .. FINAL STRENGTH = 4OOO Psi PATTERN IS Non-Standard ...... Lo-Lax STRAND CAMBER = 0.04 Inch (at midpoint of simple span) t/ *Kt{ ltwua-'l cNvdts o.ca (f) 1 cNVUrs a"l (zz) l -$t/i ,,r-, i,o rJ,.i r n1a /., t. J ,t]' ' \Jt,.'"6a//{ FLAT SLAB DTSICN SUMMARY (FSA): ;F1 tl -J = e.(, 'T- r-:<- o- o z. E U1 e icu t! == =x c..i =I (o x c! t N H,I a 4 P s ,"+3 a TJ ,.\ &t-rt 6'6 El trts v u1 tn tr) r.) tl -T z.LrJ - (/\ > Oin -uJ 2- Qa J a{d L! tJ-u1 a tl -J o F zo- =(J )--z. >o =<. i;l fil >lz,<t<rPlL al(/) stt- l^ztx ;t-uJlo r/A-)l!rl \*/ .-) c\ c\ c! c! C\ c! I -?.l @l --------{-----{-l et I ------{ -a _l -l l1 -l I ----{---+-t vl -l --. \-l -ttt\ lL! I F:< ?l 2:-l 'I Fll lQ t-,| -e=| ;l.o d F ?^^ ;ii\\ :voo :C)PI .trJvv ; /'_\ --j -i ,-\Jv-r- ll ll ; 'o-c9-' v!-:,o.> o I t- a4 u,)tuo<< F,) t. I tl ii it ii ii tl it ll ii- ll tl ii ll ii il tl ii tl tJ- = --l- il II ii lt tf ;?.Jl i\ll t!lt ll ll tl I. I ll tl tl tl ll zl <l =t-t-s l.o d€l " ^l vl -J (J,to_ I I I U) g -l(\l c! c\.1 d o Rocky MounEain Prestress, Inc.5a0f N. Pecos ScreeE Den,/e=, CO 8OZ2 Froj ecE Engineer : wasingerm 2,1,6 Projec!, Name Des crip E j.on FiIe Name fJvJt *ou-J_J..t I CONCRETE Yb = 5.38 fn Bcf I=I20 .00 In ltJEPg=r50 .0 PCF Dead Load Facror = /.noo Bm hlt = r.ooo K/FE (. Or*t DL#2 = 0.153 K/F.,./ LL PercenE of LL SusEained Live Load FacEor = = 0 1Al k/Fr ------ = 1.017 K/Ft ------ =5 -r$r.7oo j,02 Non-ComD. ./co.posiie / a5!!rt vt(\-t-rt\J lJAl-A DpatFTT.tr ^r aE I\TTD n r n _. **,,,\v!U or- STRqNDS: (Lo_Lax SErand)Area of i/2', St.rand = O.l53L (In^2) # of Slrands = 22.i oI Strands = 22 /ta, # oi Levels = 1 Aps =Effeciive puII = W rnicial p/s Fo;ce = srRA.fo * \- o.1g ($ 9*"fi 3.3582 In^2 537 Kips LOC (Fc) 0 .00 29.50 ntrqap T D,Til.1r\T LEFT END OF MEMAER RIGTiT END OF I'IEMBER t4\l^r^€ (In) ( In) 2.00 2.00 2.00 2.00 STRA}.TD LEVEL NUMBER : # of L/ 2,, In. sTF.Ar{D: HEIGHT @ LE.CT END : IiE IGHT @ R IGHT END : ni.r' trr^6 I. Er.l I r'r. I z.ud r9. /5 z I ..t2 INTTIA.L CONCRETE STRESSES 1 11 . UU ll!!.4-\J.4 (Ksi) (t) I Da ce : Kailua ?a;king proj ec r ;404005FSBI00psf ; \ \cRUltPY\ j obs \4 o 4 o 0 s \EeD,\ In progres s \calcs \secIioB2 - _ _ slabs\,q04005FSB rev. lrnp GENERLL Bgtx DESIGN Page : 1 =:t========= r\ONCOMPOSITS SECTfON _PP.OPERTIES: BEtuy IS STONE CONCR.ETE A = 960 Tr1^z,/ I = 5Lz0 In^4 yb = 4.Oo In Sb= 12gg tr^, TfIb = 0.OO In Bb = O.OO In SE = 1280 In^3 Tfli = 0.OO in BE = o.oo In Wc = 150 PCF iinc = LO} In / Bw =120.00 ln / COMPOSITE SECTION PROPERTIES: TOppING IS STONE Ac = t2g2 In^2 Ic = L2g55 In^4 Scb= 2352 In^3 TcfI = 3.OO fn Sct= 4833 In^3 (p/c) Hcom = rL.oo Io / Scr= 2 518 rn^3 (rpg) DEsreN LENcTH oF MEMBER = 29.50 Fc ./ F INAL (Ksi) (t) 25, zz tq L7 .08 9 za.zz l-.! : Moo Mar 29 A9:27:l{ 2004 *: 403815 o Tension SEeeI Rccky MounEain PresEress, Inc. 5a0I N. Pecos StreeE Den-:/e:, CO P:ojecE Engineer : was ingern l.1n.lt Prol ect 480-l11l : Mon Mar 29 f; 403815 ProjecE Name nac/-f-i 'rF i ,.l.'l File Narne 2.08 699 594 -.! o LJ LZ -Jto L> t9 -32L t-504 0 .00 N/l 0 .00 N/.c 0 .00 N/n Required Release SE.rength (based on per PCf srh EdiEion r8.4.1 (a) A11ow. Tension: Ends = -355 psi; Compression) = 3.5 Ksi Elsewhere = -177 Psi. F INAI, CONCRETE STRESSES ( -os i )Allowable Compression: 0.45rf 'c = 2250 psi; 0.G*f 'c = 3000 psi AlIow. Ten: 5*SQRT(f ,c) = -424 psi; 12*SeRT(f,c) = -849 psi Itrl- l f . >u .J . 'J:11 Cn 14. 't< 11 1d FP+ TOP 0 ?o lf,> f:d 578 I Ld o /6 l)at J)> 79 0 BM '.IE BOT 0 6L I >25 dL I 'l \'t ') 0 rE + ftlJ- )l oJ+ oE tz\J /b IUYI 79 1148 /O IU>I oo >zu lt oJ+ za z1+ nT. p rl,Tl >vz fr+ 514 902 r r + UL + LL TPG TOP BOT nnn JOO OIU L>Z 509 1r5r. -238 )az rJ>) -4^tz ouo L?1) -))u 582 L355 -472 JOO OtU L>Z 000 DESIGN STRENGTH (FT - K)Phi Flexural = O.90 (Phi*Mn) Provided tr tv AO))1 : Kailua Farki.ng :404005FSBt00psf : \ \GRUMPY\ j obs \ 4 o 4 0 o s \ EcD\ In progres s\Calcs \Secr ion2 - _ _S labs\,404005FSB rev. rmp GSIERAL BEAI,I DESISN Page r 2 ============================================= ============X Inieial ?uIl Ip + Bm WE Req,d (er60i (FE) TOP BOT TOP BOT (rN^Z) LOC 474 tt/^' I Q9 t27 :34 2004 XMlI IEF) /Paatrl\ 0 .00 0 z.>> L>z s .90 210 d.o> Jf,+ 11.80 405' !.*./) .+2,2 L1 .70 405 20.65 334 4J -OU Z tU 40. t) L>z 29.50 SHEAR REINFORCING P.-i nfarr.i nd QFaA I f ?F\ lrFr CFr-! i n M-r /'aan c 1l >5 t )t I )5 t >J I f J,/ :tJ t )J / >3 t Deve lopnent LengEh Llrni c s tft!r rz. rl,l 'o ' 3'12 500 500 312 = u . tt) vAvAvAv cw ci cw min (Psi) ---- (In^2/Ft) ---- 11t J Zd REQUIREMENTS is Grade 50 Phi Shear Vuvv u ci (Kips) . (psi) (psi) ?.ccky MounEain PresEress, Inc. 5a0L N. Pecos StreeE, . Denve:.\-v avzzL (303) 440-1r11 '77I D?^i --F trra.i naar '-,sf vJEL,- c.rryrrrc=a : was lngefrn Daie : I'lOn Maf 29 09:2j:14 2004 ProjecE, Name : Kailua parking projecE #: 403815 DescripE.ion : 404005FStslOOosf FileNirne' \i&*;;i;"i]iionootfE&D\rn prosress\carcs\secrion2---slabs\ 404005FS8 rev. rrFo GENERAL BE.}}I DES IGN 93qE : 3 =================:====9.00 55.88 5L 9 .00 51.46 56 9.00 45.74 50 9 .00 40 .02 44 9.00 34.31 31 .9.00 2a .59 31 9 .00 22.8'7 23 9.00 17.t_5 t9 a nn rr iT !2 9.00 5.72 6 9.00 0.00 o 9.00 -5.72 6 9.00 -11.43 L2 9.00 -17.15 19 y . uu -22 .87 25 9.00 -28.59 31 9.00 -34.31 37 9 .00 -4Q .02 44 9.00 -45.7s 50 9.00 -51.45 55 9.00 -ss.88 6r Based on ACI Eq. tt-ls REACTIoNS (Klps) Lef E, DL= 22.62 LL= 15.00 SVC = 37 .62 U-r,T =RighE DL= 22.52 LL: 15.00 SvC = 37.62 ULT = IJ. JJ l.. r*o 4,.>) 4 4.) >. >u o . o) 1n 1-l 11 Qn L4.75 LO . Z5 11 1i 22.L3 zJ , ou z) . ud zo . >) z6.vJ 1a 11 i M:.n.:.mum 849 t32 L20 L20 120 120 L20 L20 L20 120 L20 120 120 120 t20 L20 ].32 )41 275 0.000 0.000 0.000 358 0.000 0.000 0.000 420 0.000 0.000 0.000 422 0.000 0.000 0.000 424 0.000 0.000 0.000 425 0.000 0 .000 0.000 426 0.000 0 .000 0.000 427 0.000 0.000 0.000 428 0.000 0.000 0.000 428 0.000 0.000 0.000 428 0.000 0.000 0.000 428 0.000 0.000 0.000 428 0.000.0.000 0.000 42'7 0.000 0.000 0.000 425 0.000 0.000 0.000 425 0.000 0.000 0.000 424 0.000 0.000 0.000 422 0.000 0.000 0.000 420 0.000 0.000 0.000 358 0.000 0.000 0.000 215 0.000 0.000 0.000 o 51 .r1 51 .L7 DEFLECTIONS (Inches) (-) = RELEASE : (IP + Bm wE) l.rcan lraf nra FrA^r- i ^- - ERECTION: (FP + Bm wE) (FP + DL)(FP+DL+LL) T.^..'r FaTh l.7-an FINAL : (FP + DL)(FP+DL+iL) NOTE: The member has crackeci due calculacions are based on Bilinear MomenE -Def lec E ion DES IGN SUTV1MARY MIDPOIIVT -0 .05 o.5r o 4< 0.53 u. vb Eo PosiEive MomenB; deflecEion Transformed Cracked Seccions & Relacionships IACI I8 .4 .2 (c) ] MEMAER INITI.\L TOPPING STRAMD INTTIAL IS A COMPOSITE IWER?ED TEE BEAM OF STONE CONCRETE PRESTRESS = 517 Kips FINAL PRESTRESS = 579 Kips STRENGTH- = 1500 Psr FINAL STRENGTH = 5000 psi PCI 5ch Edirion IB.4.t (a) CONCRETE .. FINAI STRENGTH = 4OOO Psi PATTERN IS Noo.- S Eandard . . . ... Lo-Lax STRAND CAiVIBER = 0.12 Inch (aE midpoint of simple span)o 2,2.5 FLAT SLAB DTSIGN SUMMARY ^rt L!L!L!-_A Vl th 6) t/)a\ ar .\ a\ r'\ O-qXX I +--+ 9- -) (,,;t - z. i,r I ^6 P v\ =-l> r'v /_\ F €Ifi:= H H H al*EO=-',, l^ ^ v'L:: =15=-=?'<?=lr- ,,, *. -_ a tL.l11l^==--r:'i Et;i=<>;i6z F gv (D- o9 z.= -tl e=i -lc! O_ l! f ito , ?^^l,-.L-- = n<<-= - -.=.= *HE5 xai:/-{ e..i - ji^ "!F E o' loo: o x- (t v)c!cD<< :< -.) o- F z. e. e -l€ W t4J !- -F rrf ..j r-) ll J ) = tl tl LJ ,A ll = r) z. s '-)l@ ra CJ oNVUls o,,f (r) 1 oNVE.rs a,rt Qd 1 s -lc..l cv c! (t Rocky Mountain Prestress, Inc. 5801 N. Pecos Street Denver, CO gO2Z @ 1 2,2, b O Project Engineer : wasingerm Date : Mon Mar 29 09:2-l:34 2OA4 Pro j ect Name : -i{c j*r*e*d=ing> pro j ect # : 4 03 glS Descrrpcion :404005FSBLOopsf FiLe Name : \\cR!ilpy\jobs\404o05\E&D\In progress\Calcs\seccion2___s1abs\ 4 04005FS8 rev . rmp GENERAL BE.AJ"I DES]GN Page : 1 NONCOMPOSITE SECTION PROPERTIES: BEAtvl IS STONE CONCRETE A = 950 In^2 Sb= 1280 In^3 St = 1280 In^3 t/lc = 150 pcF T - <tt^ 'r-^, u. uu .tn 0.00 In 6. UU tn tJvJ/ {rdu-.!I-!J_ wl\-rnn?- Eh - n nn 'r- tl r- - .] l1n 'r- Bv; =L20.00 In CONCRETE vh - < 20 Ti D^fI-r'ln n^ t- wtPg=150 . 0 PCF tIn) 2.00 2.00 Tflh - lrrr COMPOSITE SECTION PROPERTIES: TOppfNG IS STONE Ac = :-282 In^2 Ic = 12555 In^4 Scb= 2352 In^3 Tcfl = 3.00 In sct= 4833 In^3 (p/C) Hcom = 11.00 In Sct= 2 518 In^3 (TPg) DESIGN LENGTH OF MEMBER = 29.50 FI Dead Load Factor = 1.400 Live Load Factor = 1.700 Bm Wt = 1.000 K/Ft DL#1 = 0.381 K/Fr Non_ComD.DL+2 = 0.153 K/Fr. LL = 1.017 K/Fr ------ Composiie Percent of LL Sustained = 5 RTINFORCING DATA DPNFT T,F NF 'ETITD.\ TN _. -,*r,rv_r) o! STRANDS: (Lo_Lax Strand)Area of 1/2" Srrand = 0.1531 (In^2) # of Strands = 22.00 # of Levels = t Aps = 3.3682 Ln^ 2 Fffarr irre Drr-'l - A tA - ".70 Inirial p/S Force = 537 Kips STRAND LEVEL NUMBER; # of I/2" In. STRAND: HEIGHT @ LEFT END : HEIGHT @ RIGHT END : PRESTRESS LOSSES Dist . From L. End (Fr) ) ie 14.75 z I.12 INITIAL CONCRETE STRESSES DESCRIPTION LEFT END OF MEMBER RIGHT END OF MEMBER .r 2.00 .t1,.o !.crA) E (Ksi) (?) FINAL llci\ l9l zo . zz 1{ zo.zz r9 TEnei /'\rr Cr-6al J r il.}tl\lJ .lFf) F^,^ { Tn ) 2 .00 fr Rocky Mountain Prestress, fnc W 5801 N. Pecos Street Denver, CO BOZ2| (303) 480-II11 Project Engineer : was ingerm Project Name : Kailua parking n An n 11.80 405 14.15 422 11 .70 405 zv . o) Jf { 23 . 60 2'10 zo. f f !)z z> , av u >3 t )J I >J I J5 I >5 t )5 t )5 | SHEAR REINFORCING REQUIREMENTS Phl Shear = 0.85 Reinforcing Steel is Grade 50 XdVuvvvAvAvAv u c1 cw cl cw mLn (Ft) (In) (Kips) (psi) (psi) (psi) ---- (rn^2/Fr) ---- 4 7a : Mon Mar 29 09:21 :34 2004 Project #: 40381.5 Description : 404005FSBIoOpsf Fi.1e Name : \\cRurvtpy\jobs\404005\E&D\In progress\CaJ.cs\secrion2---Slabs\ 404005FSB rev . rmp GENERiL BEAI'.I DESIGN page : 2 ============x Initial pulL lp + Bm l^1r Req,d (cr6o)(Ft) TOP BoT Top BOT (In^z) LoC 2.08 -316 15?9 -48 L3r2 o.OO N/A 14.75 -32r 1504 699 584 O.0O N/A 2'7 .42 -315 15?9 -48 1312 0. O0 N/A Required Release Strength (based on Compression) = 3.5 Ksi-per PCI 5rh Edirion 18.4.1 (a) ALlow. Tension: Ends = -355 psi.; Elsewhere = -L?7 ps] FINAL CONCRETE STRESSES (Psi) AllowabLe Compression: 0 .45*f'c = 2250 psi; 0.5*f'c = 3000 psi A11ow. Ten: 5*SQRT(f 'c) = -424 Psj.; 12*SQRT(f'c) = -849 Psi X FP+BMWt FP + AL1 DL FP+DL+LL (Pt) TOP BOT TPG TOP BOT TPG TOP BOT 0.00 0 0 o 0 o o o o 2.95 19 7012 28 234 902 2!8 333 598 5.90 359 817 51 634 514 388 810 IS2 8.85 558 624 55 920 236 509 1151 -238 11 .80 578 525 '75 1091 10 582 1355 -412 14.'75 ?18 488 .t9 1148 15 506 :-423 -550 L1 .70 678 525 '?6 1091 10 582 l-355 -412 20.65 558 634 65 920 236 509 1:.51 -238 23.60 359 8L7 51 634 514 388 8l_0 L52 26.55 79 10'72 28 234 902 218 333 598 29.50 0 0 0 0 0 0 0 0 DESIGN STP,ENGTH (Fr-K) phi F1exura1 = 0.90 / D}l i r Mn \ Drarri dad Stra j.n Development X Mu 1.2 * Mcr Comp. LengEh Limits (Ft ) (Req'd) (AcI 18.8.3)IALI IZ.II,/ 312 JZd 500 1'1 ) 0 o Rocky Mount.ain prestress, Inc, 580i. N. Pecos Street Denver, CO 0.33 9. 00 55.88 61 1.48 9.00 51 .45 56 2.93 9.00 45.14 50 4.42 9.00 40.02 44 5.90 9.00 14.11 37 7 .35 9. 00 28.59 31 8. 95 9.00 22.8'1 25 10.33 9.00 17.15 19 11.80 9.OO 11.43 1.2 l-3.28 9.00 5.12 6 14.'75 9.00 0.00 o 15.23 9.00 -s.12 6 I7 .70 9.00 -L1.43 !2 :_9.18 9.00 -1?.15 t9 20 .6s 9 . 00 -22 .81 25 22 .r3 9. 00 -28.59 31 23.50 9.00 -34.31 37 25.08 9.00 -40.02 44 25 .5s 9. 00 -45.14 50 28.03 9.00 -51.45 56 29.r7 9.00 -55.88 51 * Minimum Based on ACI Eq. 11-15 REACTTONS (Kips )Lefr DL= 22 .52 LL= 15 . O O Right DL= 22.52 LL= 15.OO DEFLECTIONS (Inches) (-) = RELEASE : (IP + Bm Wt) Creep before ErecEion : ERECTION : (FP + Bm r.,it )(FP + DL)(FP+DL+LL) Long term Creep FINAL : (FP + DL) (r'P + DL + LL) NOTE: The member has cracked due calculations ale based on Bilinear Moment. -DefLect i on DESIGN SUMMARY )vL = 5t-oz ul.l = )vl = 5/.oz u!.t = MIDPOINT - 0 . 05 -v.Ll v. tu 0.51 0 .45 u - oJ to Positive Momen!; def lect j-on Transformed Cracked Sections &Relationships IACI 18.4.2 (c)l MEMBER ]NI TIAL r'- TOPPING STRAND INI TIAL IS A COMPOSITE ,I}WERTED TEE BEAM OF STONE CONCRETE TJKE5I}TE55 = 637 KlPs FINAL PRESTRESS = 5?9 Kips s.IK!;NUI'H = J5OO Ps1 F]NAL STRENGTH = 5OOO Psi PCI 5th Edir.ion 18.4.L (a) CONCRETE .. FINAL STRENGTH = 4000 psi PATTERN IS Non.-Standard .... . . Lo-Lax STRAND CAJ"IBER = 0.12 Inch (at midpoint of simple span) w ?t Projec! Engj-neer : wasingerm Date : Mon Mar 29 09:2.1 :34 2004 Project Name : Kail.ua parking project #; 403815 Descripcion :404005FS810opsf File Name , \\cRUMpy\jobs\404005\E&D\In progress\CaLcs\Secrion2--_Slabs\ .tv.ruut!>,u rev. rmp GENERAL BEAM DESIGN Page : 3 ============ B4 q 1?? 120 120 t20 1)n LZV t rn 120 12 0 120 1?n 120 r20 r20 !20 r32 849 802 )'1< rrz6 428 12|J 126 425 iz) 358 (?n1l 4Rn-1111 )/.rt <1 1'7 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0 .000 0.000 0.000 0.000 0.000 0.000 0.000 0. 000 0.000 0 .000 0.000 0.000 0.000 0.000 0.000 0.000 0. 000 0.000 0 .000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 2,2,8 dill 6'-o" zatfi'/t',{P.O, Box 21500. Denver. CO 80221 5801 Pecos Streel, Denver, CA 80221 Rocky Mounloin Preslress ,"orn* Tt/i L& ",o,"", FtB dr'ft, Ml"l,,v?t r (:Iu'#x7833' 6-= o'Ell'Ps Pu = /18t" /, #5s \ &t= ra6t/f - /c,a- Z,?Jflf 'lf" l=' /7" I t /y/' u.S'j anrt'/ereul*{ W'la%d {,,{rE#%l'b''1,'-?l;'t /{ '\ 6'!8'.!. r)*'ttre't ' U" : Polw) 1 t. o t t) = a. 7 s3 ///f L6, * (, fa1 pn7*7 ft, n a)' t. on /) = 6o.3tx 7 w Qafi"fi&a,?A o o, fri a, fi!9,1f, tm r6o&r,uirS 5;t .f ..^.^ t- era. \ *7-"- q F. io II Y"d. FI .i -co ll /l{d ra|-i )t _fld = 6 \. ,/ rlo :<1 II FN -r.o ll IV ,-\ ' ,'f {)\', t'-.\/\t-'\/\/.s\1 Lnt :zi -l tr; ,n"o :-(o ll I -J ?o t. ,' na+ /\/\ \/\/ L- LL E. :< J =a c\ @ /\/\ \ / \- /\/\/ =o- \ /\ / ..k =l i_ - ra)l€ 'o tt -l J@ \, ,/ '1.+ u,6!,o" 'ey{ 6 N \ \ e $ N N N \ t\v e \ h ( t f ttr r+ ) tr N { Rocky Mounfoin Preslress g 7y'ot'e, _s/al Destlrl reBL n s/a6 atth a. beorletru -Es des4r1 @ ,' e7oiuolealL b @ .',7 fu rf #afsfud ,'f* .7n ,tri] thol'trs8r..to7 eprl ds a aaa-cattpi?sirtr .spail 6(ts L 3,) _7,/,f/1f;! /"d, 4ou:@rd(76)(o':t) = /'tu// -6 ctrt' (uoi rc)triyia;-*\ -@ L-f;. =t^$t f tn/tt 4i , /. ltu/it * L7C.-lit u. V,, Y, sp?fufu ,itilrr'n-A,,ll s'eJt e/u y',d o/s/46 *t fra /,,l&.'rz."i /?tts #-* LE-+- ,{ fe4le = t-a, -4 = = (Ji,. ?o == tJftZa == d4, = \/./J.rl') 6. srcfil{+rtp, /8. tsl#+/,p 1f,.bftrKF /a.t/lF 2fffif" I /O'.f"P,u, L toL6"2d, 1, /o'-ci'P.r) ( Y /o'-6'nu, I gl A /oaPfsrt"J /SdFs"/ _ LL PCTffi Rocky Mountain Prestress, Inc, 5801 N. Pecos Street Denver, A = 950 In^2 Sb= 1280 In^3 St = 1280 In^3 Wc = 150 PCF I = 5120 In^4 TfIb = 0.00 In Tflt = 0.00 In Hnc = 8.00 In PARTIALLY DISTRIBUTED wp (K/rE) x1 (Fr) x2 (Fr) 2,z,lL co 8022L (303) 480-1111 Project Engineer : wasingerm Date : Mon May 03 15:26:L8 2004 Project Name : School of Science & TechnoLogy Project #: 403044 Descri.ption : FSB1 File Name : ,f: \404005\E&D\In progress\Ca1cs\Secuion2 - - - slabs\4 04 o o 5FsB1 . rltlD GENERAI, BEAM DESIGN Page : 1 NONCOMPOSITE SECTION PROPERTTES: BEAM IS STONE CONCRETE DESTGN I,ENGTH OF MEMBER = 13.25 FI ],OAD DATA Dead Load Factor = 1.400 Live Load Factor = Bm Wt = 1.OOO K,/Fr DL#1 = 0.000 R/FE ------DIJ#2 = 0.000 K/Ft tL = 0.000 K,/Fr ------Percent of LIJ Sustained = 5 Yb = 4.00 In Bb = 0.00 In Bt = 0.00 In Bv, =120 .00 14 1.700 Non-Comp, Non-Corq) I,OAD T)fpe CONCEITTRATED P (Kips) x (Fr) 0.00 0.00 REINFORCING DATA PROFIIJE OF CE}TTROTD OF Area of 1/2n Strand =# of Strands = 22.oa Effectiwe PuI1 = 0.70 2.80 0.00 !3 .25 LL-Non-ComD STRANDS: (Lo-tax Strand) 0.1531 ( In^2 ) # of Levels = 1 Aps = 3.3682 TI;-^ 2 Initial P/S Force = 637 Klps STRAND LOC #2 x {Er-I 0.00 L5 . Z) H ( In) 2 .00 2 .00 Ecc . ( In) 2.OO 2.OO DESCRIPTION LEFT END OF MEMBER RIGI{T END OF MEMBER STRAND I.,EVEL NT]MBER: 1 # of t/2" In. STRAND: 22.00 HETGHT @ LEFT END z 2.O0 HEIGHT @ RIGIIT END : 2.O0 PRESTRESS LOSSES Dist. From IJ. End (Fr) 2.08 5.63 11.1? REI,EASE (Ksi) (t) 9. s9 5 9.22 5 9.59 5 FINAI,(Ksi) (t) 28 -27 15 27.27 L4 28.27 15 Tension Steel Req'd (cr50) INITIAL CONCRETE STRESSES (pEi) X Initial PuIl IP + Bm Wt Rocky Mouncaj-n Preslress, rnc. FSgt\5801 N. Pecos Street Denver, Co 80221\_/(303) 480-1111 2,2,13 Project Engineer : wasingerm Date : Mon May 03 L5:26:18 2004 Project Name : School of Science & Technology Project *: 403044 Descliption : FSB1 File Name : ,t: \4o4oos\E&D\In progress\Calc6\section2 - - - slabs\4 04 o 0 5FsB1 . lmD GENERAIJ BEAII{ DESIGN Page | 2 (Ft) TOP BOT TOP BOT (IN^2) ],OC 2.08 -31s 1574 -206 1465 0.00 N/A 5.53 -315 1577 -110 1371 0.00 N/A rr.r7 -31s 1574 -205 145s 0.00 N/A Required Rel-ease Strength (based on Compression) = 3.5 Ksi per PCI 5th Edition 1,8.4.1 (a) All-ow. Tension; Ends = -355 Psi; Elsewhere = -177 Psi FINAL CONCRETE STRESSES (Psi) Allowable Compression: 0.45*fte = 2250 psi; 0.5*f ,c = 3OOO psi Allow. Ten: 5*SQRT(f,c) = -424 Psj-, 12*SQRT(f,c) = -849 Psi X FP+BMWt FP + A11 DL FP+DL,+L,L (FT) TOP BOT TPG TOP BOT TPG TOP BOT 0.00 0 0 0 0 0 0 1.33 -105 822 -105 822 -10? 778 2.65 -151 L280 -l-51- 1280 -155 l-203 3 .98 -110 L243 -11,0 1243 -115 1141 5.30 -85 r..220 -86 L220 -92 1l-04 5.53 -78 1213 -78 L2L3 -84 l-091 7.95 -86 L220 -85 ].220 -92 1104 9.28 -110 L243 -110 L243 -1,15 1141 10.50 -151 1280 -151 1280 -155 ]-203 11.93 -105 822 -105 A22 -rO7 77A L3.25 -0 0 -0 0 -0 0 DESIGN STRENGTH (Ft-K) Phi Flexural = 0.90 (phi*Mn) provided Straj-n DeveLopment.X Mu 1.2 * Mcr Comp. Length Limits lFf \ lDaal /ll (ACr 18.8.3) (ACI 12.11)0.00 0 989 0 1.33 49 989 285 2.55 87 989 545 3.98 1L4 989 753 5.30 130 989 860 6.53 135 1084 989 967 ** 7.95 130 989 860 9.28 114 989 753 10.50 a7 989 645 11.93 49 989 285 L3.2s 0 989 0 ** NOTE: Mu Provided > 2*Mu Req'd; Therefore ACI 18-8.3 may be waived. SHEAR REINFORCING REQUIREMENTS phi Shear = 0.85 Reinforcing Stee1 is crade 50 XdVuvvvAvAvAv u ci cr^r ci chr min Rocky t'lountain Prestress, rnc. E:^t 5801 N. Pecos Srreet Denver, CO gO22L'Y3p 03) 490-1111 2.2.11 Project Engineer : wasingerm Date r Mon May 03 15:28:18 2004 Project Nane : School of Science & Technolog-y project #: 403044 Description : FSBI, File Name : .I3\404005\E&D\In progress\CaIcs\section2 - - - slabs\4 04 0 o5FsB1 . rtltD GENERAL BEAM DESIGN Page : 3 0.33 16.00 38 .76 0.56 16.00 36.73 1.33 15.00 32.65 1.99 16.00 28.57 2 .65 L5.00 24 .49 3.31 15.00 20 .4r 3.98 16.00 ]-6.32 4 .54 1-6.00 12.24 5.30 15.00 8.15 5.95 15.00 4.08 5.53 r-5.00 0.00 ? .29 16.00 -4.08 ?.95 15.00 -8.15 8.61 15.00 -r2.24 9 .28 r.5.00 -I5.32 9.94 15.00 -20.40 10.60 16.00 -24.49 1,I .26 15.00 -28 .57 11.93 15.00 -32.55 'J,2 .59 16 . 0 0 -35 .7 3 12.92 16.00 -38.?6 * Minimum Based on ACI Eq. 11-L5 REACTIONS (Kips) IJeft DL= 6.62 tL= L8.55 Right DL= 6.62 LL= 18.s5 DEFLECTIONS (rnches) (-) = Camber REIEASE : (IP + Bm WT) Creep before Erect,ion =ERECTION: (FP + Bm Wt) (FP + DL)(FP+DL+LL) IJong t,erm Creep FfNAL : (FP + DL)(FP+DL+LL) 24 849 274 0.000 0.000 0. 000 23 7L9 301 0.000 0.000 0. 000 20 355 3s5 0.000 0.000 0.000 18 233 409 0. 000 0.000 0.000 x5 r72 4r7 0.000 0.000 0. 000 13 133 4I1 0.000 0.000 0.000 10 I20 4]-1 0.000 0.000 0.000 8 t20 4r7 0.000 0.000 0. 000 5 120 4L8 0.000 0.000 0.000 3 120 4r-8 0.000 0.000 0.000 0 120 418 0.000 0.000 0.000 3 r2o 418 o. OOO O.0oO O. OOO 5 120 418 0.000 0.000 0.000 8 120 4a7 0.000 0.000 0.000 10 L20 4L't 0.000 0.000 0.000 13 133 4]-7 0. 000 0. 000 0.000 15 L72 4I1 0.000 0,000 0.000 18 233 409 0.000 0.000 0.000 20 355 355 0.000 0.000 0.000 23 7L9 301 0.000 0.000 0.000 24 849 214 0.000 0.000 0. 000 svc svc = 25.!1 ULT = 40.81 = 25.L7 ULT = 40.81 MIDPOIMT -0.L7 -0.14 -0.31 -0.31 -0.30 -0.0s -0.36 -0.35 DESIGN SIJMMARY MEMBER IS A NON COMPOSITE RECTATiIGITI.,AR BEJM OF STONE CONCRETE INITIAL PRESTRESS = 637 Kips FINAL PRESTRESS = 545 Kip6 REIJEASE STRENGTII = 3500 Psi FINAIJ STRENGTH = 5000 Psi per PCI sth EdiLion 18,4.1 (a) STR.AND PATTERN IS Non-Standard ...... Lo-Lax STRAIID INITIAL CAMBER = 0.12 hch (at midpoint. of simple span) L.?.q F/dn vieu) , f Ontn//,n,C esi /{Ts rUftrfr4 4^L,tf4//5t/efSe )eq on Slab /*/s /2)r/a/ar ,,{ O t[otr: Desiqn Sunna! 'fir lis 6I' E-gafit, 45' F1E FA @ 6e: 53.7 I rt.o S /#rl/"rth (J3 = /ao rsl -ritd LL tut' = (zrtz)1,Q) tryrg oL d/o = (91i',(/50) _sat self ilt DL Rocky Mounlqin Preslress Loodt an -S/ab (ot*z) 6.,*r &r'"-) 4Jot a*p (tr) Qt,vn %tdd Rc/arcnl Load. Z. UJ -' /,0& + o,s7f,re't{o - u..n\ /.oqt!t-{rry, "hfr=t { r llxfq &earin H"tY3'o) = 1,ooo K/f -.< = ffi\B# ( O t * d LE'.t/AEt s rL F = ft o ) ( s'/121 ( aoTt fVt 71*, *) (Ot tl L/trrr" = ( to')(a"112')( ttoprF)(rl**) ' (ro') ( r7'f (1/rour) =- lo 1, .1plr*p = (d(nopr)klry*) o.3zff/f Rocky Mountaj.n Prestress, Inc. 5801 N. Pecos Street Denver, CO 8022L {303) 480-111i Project Engineer : linskensj Date : Thu Apr !5 !1 t!1 :00 2004 Project Name : TivoLi Lodge/644,1 \Project #: 404005 Description : FSBI (, f -z rz-' File Nlme : ,.]: \404oos\E6.ilfn''rGress\ca1cs\section2---sLabs\4o4oo5FsB1 . rmp GENERAL BEAM DESIGN z.2.ll Page : 1 NONCOMPOSTTE SECTION PROPERTIES; BEAM IS STONE CONCRETE Sb= 1280 In^g St = l-280 In^3 wc = L50 PcF REINFORCING DATA PROFf I,E OF CETq|ROID OF Area of L/2" Strand =# of Strands = 22.00 Ef f ect.ive Pull = 0.75 Tflb = 0.00 In Tflt = 0.00 In HnC = U. UU l.n Yb = 4.00 In Bb = 0.00 In Bt = 0.00 In Bw =120.00 In A = 960 In^2 I = 5120 In^4 COMPoSITE SECTION PROPERTIES: TOPPING Is STONE CONCRETE Ac = L282 Lr]^z Ic -- !2555 IIf^ 4 yb = 5.38 In Scb= 2352 In^3 Tcfl = 3.00 In Bcfl=120.00 In Sct= 4833 In^3 (P/C) Hcom = 11.00 In Wtspg=150.0 PCF scr= 2518 rn^3 (rpg) DESIGN LENGTH OF MEMBER = l-3.25 Ft I,OAD DATA Dead Load Factor = 1.400 Live L,oad Factor = 1.700 Bm Wt = L.000 K/Ft DL#1 = 0.3'75 K/FE Non-Comp. DL#2 = 1.950 K/Ft L.,L = 1.000 K/FE ------ composiEe Percent of IJIJ Sustained = 5 STRANDS: (Lo-Lax Strand) 0 . r-s31 (rn^2 ) # of L,evels = L Aps = 3.3682 h^2 hitial P/s Force = 582 Kips STRAND I,EVEI., NIJMBER: # of \/2" In. STRAND: HEIGHT @ LEFT END : HEIGHT @ RIGHT END : PRESTRESS LOSSES Dist. From L. End (Fr) 2.08 6 .63 1l_ . 17 INITIAL CONCRETE STRESSES .L 2 .00 2.00 II(DjJEADE (Ksi) (t) ru. o5 ) L0 .26 s 10.53 5 ( PS1,, STRAND X LOC (Fr) #1 0.00 +2 13.25 DESCRI PTION I.,EFT END OF MEMBER RIGHT END OF MEMBER H Ecc.(In) ( rn) 2.00 2.00 2 .00 2.OO FINAL (Ksi) (*) 29.98 15 28,L7 14 29.98 15 Tension Steel Rocky Mount.ain Pre6tress, Tnc. 5801 N. Pecos Street Denver, CO 8022f (303) 480-1111- Project Engineer : lj.nskensj Date : Thu Apr 15 17:17:00 2004 Project Name : Tivoli Lodge Project g: 404005 Description : FSB1 File Name : Jr \4040os\E&D\Tn progress\Cal.cs \section2 - - - Slabs \+ 04 o 0 5FSB1 . GENERAL BEA.}4 DESIGN Paqe : 2 1..L1L ===========X Initial Pu1l IP + Brn Wt Req'd (Gr50) (Fr) TOP BOT TOP BOT (In^2) LOC 2 .08 -337 1583 -228 L574 0 .00 N/A 5.63 -337 1585 -13L L480 0.00 N/A r.r..17 -337 1583 -228 1574 0.00 N/A Required Release SErength (based on Compression) = 3.5 Ksi per ACI-318 18.4.1 (a) A1low. Tension: Ends = -355 PEi; Elser^rhere = -177 Psi FTNAL CONCRETE STRESSES (Psi) Allowable Compression: 0.45*ftc = 2250 Psi; 0.6*f ,c = 3000 Psi A1low. Ten: 6*SQRT(f 'c) = -424 Psi; l-2*SQRT(f 'c) = -849 Psi X FP+BMWt FP +A11 DL FP+DL+LL (FT) TOP BOT TPG TOP BOT TPG TOP BOT 0.00 0 0 0 0 0 0 0 0 1.33 -1r-8 887 73 -52 ?80 1l-1 -32 740 2.55 -I72 1385 131 -54 1196 r97 -20 r72s 3.98 -r32 13sr. r71 22 1103 259 68 1009 5.30 -108 1330 ]-96 58 t04'7 296 t20 939 5.63 -L00 ]-323 204 83 1028 308 t-38 9]-5 7.95 -r_08 1330 196 58 ),047 296 I20 939 9.28 -r32 1351- r17 22 1103 2s9 68 1009 10 . 5 0 -I72 13 8 5 l_31 -54 1195 r97 -20 n25 11.93 -11-8 887 73 -52 780 l-l-1 -32 740 L3.25 -0 0 0 -0 0 0 -0 0 DESIGN STRENGTH (F't-K) Phi FLexural, = 0.90 (phi*Mn) provided Strain Development X Mu l-.2 * Mcr Comp. Length Limits (Ft) (Req'd) (ACI 18.8.3) 0.00 0 I.I-1 5U 2.65 89 -'. :ro tt I f .5u L5+ 5.63 r_39 7 .95 \34 9.28 7L7 10.50 89 11. 93 50 73.25 0 \A\-J. -LZ .II' 0 _Lb / 374 427 480 480 427 374 _Lt, / 0 454 )5,/ 537 537 537 537 537 537 537 ** NOTE: Mu Provided > 2*Mu Req'd,- Therefore ACI 18.8.3 may be waived. SHEAR REINFORCING REQUIREMENTS Phi Shear = 0.85 Reinforcing Steel is crade 60 XdVuvvvAvAvAv Rocky Mountain Prestress, Inc. 5801 N. Pecos Street Denver, CO 80221 Project Engineer r J-inskens j {303) 480-1111 Date : Thu Apr 15 17:17:00 2004 Project *: 404005 Project Name Des crip! ion File Name rmp MEMBER INITIAL REIJEASE TOPPING STRAND INITIA], (KIps/ ?q aq 5 I .6> 33 .58 za . zo 2t .05 8.42 0.00 -8.42 -15.84 -zL.u5 -25.25 -29 . 47 -5J. b6 lli T Fa (Psi ) 44 4I 37 JZ z6 23 18 L4 9 5 0 9 L4 18 z5 28 9I 44 l_L-15 6 .62 SVC o.oz Dvt- : Tivoli Lodge : T )IJ-L : J: \404005\E&D\In Progress \Calcs\Sec!ion2 - - - S1abs \4 04 0 0 SFSBL 7-.?-.lb GENERA]-, BEAM DESIGN Page : 3 (Ft ) ( In) 0.33 9.00 0.56 9.00 1 ?? A nn r.99 9.00 2.65 9.00 3 .31 9 .00 3.98 9.00 4.64 9.00 5.30 9.00 ( or a nn 5.63 9.00 7 .29 9.00 7.95 9.00 8.51 9.00 9.2A 9.00 9.94 9.00 10.50 9.00 11_.26 9.00 11.93 9.00 12.59 9.00 11 0) A nn * Minimum Based on REACTIoNS (Kips )Left DL= 22 .03 Right DL= 22.03 ci cw ci 849 276 0.000 536 305 0.000 272 353 0.000 183 421 0.000 138 430 0.000 L20 430 0.000 r20 430 0.000 L20 43L 0.000 l-20 431_ 0.000 120 431_ 0.000 :I20 43r 0.000 L20 431 0.000 :]-20 43r 0.000 r20 43L 0.000 L20 430 0.000 L20 430 0.000 r.38 430 0.000 L83 42L 0.000 272 363 0.000 s35 305 0.000 849 275 0.000 C14r mln (rn^2/Ft) ---- 0.000 0.000 0 .000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0 .000 0 .000 0.000 0.000 0.000 0.000 0.000 DEFLECTIONS (Inches) (-) = Camber RELEASE : (IP + Bm Wt) Crecn l-ref orc F:r'ect ion ERECTION: (FP + Bm Wt) (FP + DL,(FP+DL+LL,) L,ong term Creep FINAL : (FP + DL)(FP+DL+LL) DESIGN SUMMARY = 28.65 ULT = 42.1-0 = 28.65 ULT = 42.10 MTDPOIli|:I -n I n -0. L5 -0.33 -0.30 -0.28 -0.05 -0.35 -0.34 IS A COMPOSITE INVERTED TEE BEAM OF STONE CONCRETE PRESTRESS = 682 Kips FINAL PRESTRESS = 587 Kips STRENGTH = 3500 Psi FINAI-, STRENGTH = 5000 Psi ACI-318 18.4.1 (a) CONCRETE .. FINAIT STRENGTH = 4000 Psi PATTERN IS Non-Standard . ..... I-,o-Lax STRAND CAMBER = 0.18 Inch (at midpoint of simple span) 2.3.1 FLAT SLAB DISIGN SUMMARY 4L+g -.J-lr-5 Yi \\- - u- r\l (\6.c .c -1 .,., o O g() #F9!> L! r-, \-,/ AO L-cjO YFrtl c\r :- )^3I o< E s,rH-J|.r- '.. ^ v l-: O xF=anct)C\ (4 -lc! { { F \.-/ F \-./ i\-/ g \Q a,/ :s s TD u') L-l o_ l-\c!x ?-., I tl = o- F z. E a e -ls.l -Y ._t') II J ) =o_ O z. E tJ) e -lc\,J c\ LL l+- tr- *()) (./1 A A nnnr1 ,-\ ! /-\ -\ ,,.\O_+O -o rr\ ll ll il[,,-\- + O | ,^- -) \-.,r,rO Z.>,,=!/ .J F- F ,., 6 1'J Q - -. t'\ l-a ___J \i/ - ^*E=p=-d-="c) LJ ,X>--E-Y<t,Zll\-z.oz.-|.r)OOO@ nz<zc\ (./') E. l-LJ F L-l E o_ z. V) u-J O x 1 t( 1 'X J a( i X l X 1 .1.. x l x 1 q X d I q x l x l x I * x I x x I x I X I x I x i I x SONVUS O 6VZZt 7,3.2 Project Engineer : wasingerm Date : Wed Feb 25 LO:31 :55 2004 Project Name : Tivoli Lodge project #: 404005 Descrlption : 4 04 0 0 5FSC1O ops f File Name : J: \404005\EaD\In progress \Calcs \Slabs \4 04 O 0 5FSCI, O opsf . rmp GENER.AL BEAI'I DESIGN Page : 1 NONCOMPOSITE SECTION PRoPERTIES: BEN,| IS STONE CONCRETE Rocky Mountain Prestless, Inc. 5801- N. Pecos Street Denver, C0 (303) 480-1111 Yb = 4.00 In Dla - n nn T: Ar - n aln Tn Bw =120.00 In . t h - lA'r,,u- | v b^l to'noi:': ilH'?I^;""PERrrES: l"i;:i: I:^:'o* t9f'*l'"r.3s rn &Xtsryl\l*Y t'oakt/ Scb= 2352 In^3 Tcfl = 3.00 In Bcfl=120.00 In ,,r t- 6,JlfK(.scr= 4833 rn^3 (p/c) Hcom = 11. oo rn wrpg=lso. 0 pcF o\1i,,*yoJ{/,at scr= 2518 rn^3 (TFg) (3/17)L't-'' DESTGN LENGTH oF MEMBER =(i:;D ,ir!li,a(,/,*'f /'ltt:/f t ll -,,,, f ,J7./\ L.AD DA'A \- <flill d\w4&( a"4 c@ L; . r., 5-1,wF{Dead Load Facto! = 1.400 L,ive Load Facror = 1,.?00 000\Q0X,fueI"Bm Wt = 1.000 K/Ft -r DL#I = 0.405 K/Ft ------ Non-comD. LrtJZ = U, $/JJ-f ..Dl_#l = 0.406 K/Ft Non-comp. UL,r' LL = 1.0L4 KilFt ------ Composj-te A=96VLtt2 Sb= l-280 In^3 St = 1280 1n^3 Wc = 150 PCF T - C.1 .ln ?-^, '1.f lla - ^ ^.\ r- 'l.f I| - n nn'r- I{hF - Q nn 'r- I 29.00 (Ksi ) (* ) tz. o1 b 8.64 4 12.64 5 (Psi) Percent of LL Sustalned REINFORCING DATA PROFILE OF CENTROID OF STRANDS: (Lo-Lax Srrand)Area of 1/2" Srrand = 0. j-53t (In^2) # of Strands = 29.00 # of Levels = 1 Aps = 4.4399 T,rl^ 2 Effective PulL = 0.?5 Initial p/S Force = 899 Kips STRAND, X LoC (Fr) *1 0.00 #2 34 .50 NFCT'D T DTTAN LEFT END OF MEMBER RIGHT 8ND OF MEMBER ( In) 2 .00 2.00 .b;cc. ( In) 2.00 2 .00 STRAND LEVEL NUMBER ; * of t/2" f,n. STRAND: HEIGHT @ LEFT END i HEIG}IT @ RIGHT END : pPECTpFeq T.naeFc ni ci F?^h t. FnA fFr-l z . u6 )_ I . Z) 52.12 INITIAIJ CONCRETE STRESSES FINA],(Ksi) (t) 20.47 10 5J . J-L L I Tension Steel Project Name hacarinti an 9>v9.-y!lvlr File Name : r,,taslngerm :404005FSCI0opsf Rocky Mountain Prestress, Inc. 5801 N. Pecos Street Denver, CO Dr..ii ar.r- Fnai raa* 2,3,3 8022t (303) 480-1111 Date : Wed Feb 25 10:51:55 2004 Project #; 404005 Ksi :,f : \4 04 0 05 \E&D\ In progress \Calcs\SJ.abs\4 04 0 05FSC10 opsf . rmp GENERAL BEAJV1 DESIGN PAgC : 2 X Initial Pul-1 IP + Bm I4r Req'd (Gr5 0 ) (rn^2 ) Loc 0. 00 N/A 0. oo N/A 0.00 N/a .FAD DAT TOD P.)T 2.08 -439 2195 -]-23 1879 .rt.z> -1+5 zzlr 947 847 32.42 -439 2!95 -r23 18?9 Reguired Release Strength (based on Compression) = 3.5 per PCI 5c.h Edicion 1.8.4.1 (a) Allow. Tension: Ends = -355 psi; Elseh'here = -l-?? FINAL CONCRETE STRESSES (Psi) Allowable Compression: 0.45*ftc = 2250 psi; O.E*f ,c = 3000 psi Al1ow. Ten: 6*SQRT(f 'c) = -424 Ps!; L2*SQRT(f'e) = -849 psi DESIGN STRENGTH (Ft - K) XMU aFt- ) lDcn'A) 0.00 0 J . {5 ZUt a.:7v slz r.0.35 488 t t.z) )6I 20,70 558 24.t5 488 1t.ov J tz Jr. uf zv> 34.50 0 SHEAR REINFORCING Reinforcing Steel YA Phi FLexural = 0.90 (Phi*Mn) Provided JI r I . z>?n 'rn tt.L) 27.60 34 .50 FP+BMWt TNP IINT 00 rva L4 t> 486 1143 t> | >v2 >zv /)6 914 7r0 I ) I >UZ ,!a oo rr{l J -LUb L+ /9 00 .! r\J tvE 5vl nnn 39 330 L234 69 884 701 ql ltan 22n 10 4 1517 10 4 r v.t L)t I IU4t tt Lzag s.JU 59 884 -t 01 J> 5JU LZ31 nnn FP+DL+Lt TPG TOP BOT nnn a>a .loD >>t )z> tLzl zr.t o>! r5>{ -'5!l 194 ]-877 - 635 6Zt !>t! -tqz 529 IL24 21.4 z>a aib) >)t nnn 1.2 * Mcr (ACr 18.8.3) REQUIREMEMIS is crade 50 Vuv 'u (Kips) (Psi ) Devel- opmen! Length LimitS /7\,'!r r- .l.r\\6\,J, J.4. J.r,' n 504 St rain 002 E6Z ooz boz ooz ooz ooz bbz 504 0 Phi Shear = 0.85 vvAv ci cw ci (Psi) (Psi ) Av Av cw m1n (In^2/Fr) ----I Fi- l ( In) 9022r 2,3,1 Rocky Mountain prestress, Inc. 5801 N. Pecos Street Denver. CO 0.33 9.00 66.07 ?2 t.13 9.00 60.64 66 3 .45 9.00 53.90 59 5.r.8 9.00 47.16 51 6.90 9.00 40.42 44 A A? q nn ?r <o ?-t 10.35 9.00 26.95 29 12.08 9.00 20.2t 22 13.80 9.00 L3.47 1"5 15.53 9.00 5.74 1 I? .25 9.00 0.00 0 18.98 9.00 -6.74 1 ' 20 .70 9. OO -13.48 1s 12..!5 >,VV -ZV.Z! 22 24.t5 9.00 -25.95 29 25.88 9.00 -33.59 37 27 .60 9.00 -40.43 44 29 .33 9.00 -41 .!6 5t 31.05 _9.00 -53.90 59 32.17 9.00 -50.64 56 34.!7 9.00 -66.01 12 * Minimum Based on ACI Eg. 11-15 RELEASE : (IP + Bm Wt) Creep before Erection ERECTION: (FP + Bm Wt) (FP + DL) \tv + uL + L)r) Long lerm Creep FINAI, : (FP + DL)(FP+DL+LL) (303) 480-r.r.r.1 Project Engineer : wasingerm Date : Wed Feb 25 10:31:55 2OO4 Project Name ; Tj.voli Lodge project #: 404005 Deseription : 4 04 0 05FSC1O opsf FiLeName : J:\404005\EcD\rn progress\caIcs\slabs\404oosFscloopsf.rmp GENER-LL BEAI'| DESIGN page r 3 ============ 849 140 120 t 20 120 120 L20 120 120 120 120 120 120 140 849 e l'5 .i6t 494 494 .t>t f,UU 500 499 acn AqA 492 489 t o! 44! 261 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0. 000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 REACTIONS (Kips) Lefr DL= 26.81 LL= 1?.50 SVC = 44.37 ULT = 67.31 Right DL= 26.81 LL= 17.50 SVC = 44.37 ULT = 67.37 DEFLECTIONS (Inches) (-) = Camber ].'IIDPOIMf n ?n 't ?1 n at 1 1? z. to No6d ,.1k3 Qute i'@^L*+ At--lo( S Aautf ,.8( ) NOTE: The member has cracked due to positiwe Moment,. deflection cal,culations are based on Transformed Cracked Sections c Bilinear Moment -Deflect ion ReLationships [ACI ].8.4.2(c)l DESIGN SI,MMARY I"IEMBER IS A COMPOSITE INYERTED TEE BEAM OF STONE CONCRETE INITIAIJ PRESTRESS = 899 Kips FINAL PRESTRESS = BOB Kips RELEASE STRENGTI{ = 3500 psi FINA! STRENGTH = 5000 ps:. per PCI sth Edition 18.4.1 (a) TOPPING CONCRETE ,. FINAL STRENGTH = 4000 psi STRAND PATTERN IS Non-Standard ...... Lo-Lax STRAND INfTIAL CAMBER = 0.25 fnch (at midpoint of simple span)(su I.l MIJ YC @rl gT ta FLAT SLAB DTSIGN SUMMARY :L -I 6 ''J .P E\+-s Y," - \\5 :r+ll ir--.='=IH *ES x ,..\ r_r_ --j A O- ffiYY e.i - - ll rl == % E o'' coo -: o XF:.AA c..r (, --Ly < < MW 4-tJ-2004 a E m I + c\ c\ C\l c\ c\ c! c\ C\l (o c! (O C\ c! (.o c\ c! I c! O^<=E.FF v) <. eL .nr- |O ===$aG -=-= iF-:r- EHSH 2a?,a u t, t L|. trl Q6?*a --r f -) :) ll tt iltl ==== E. co =h o z. E.F 0 eo_ a- -lc! F _]IJJ -:a -r"-) tl =f o_ z. E.F a F m g -lc!ct o z E. o_ F e F-rlco (t LL L-L L-L - -aa(na(n o_ o_ o_ o_ o_ O.-.fOO -OLO r a\ Fa\ ll il il il ll 7,...\. $-*-r O vF J--_t (,;;l ,., o z o:l >,., i # =tr .z -, t! u 4l_ =12:- r t- F7n gl** "r A= - >.<lv, d d Q + H =IE=EEET Gl:*'tY=?;;l@-272"\;il+o6ooil olm z. < z c\r oa -t I I O z E V) -e g-a e ile.r31-:1er31- EEEg aa -lcrJ - F,-)t+ ?-.\ rlJ lvrl lll-. ,''\co (r, I s..l {:{c\ r\ 2,3, f FLAT SLAB DESIGN SUMMARY 'ttnlrit{7 ??t lr r'r- \!t1l \\.< Lr- (\l c\l 6.c.9 -1 v oO =H {3S Ao l-oo .aFrll == 8,2 cn _,)6o o:6 xF:au)c! 0O -lc.l { { -IIJI L! L-L Lr- - -au)u)av)r'\ a\ r'r n a\ O-+OO ._OrO r /"\ F/'\ il il il il t| ,..-.\. <--*+ oo Y --J . '/.\--J 1,1O Z '\\- ---J LlJ -_=trJOoa--1 --J t- F:^< . (r1 IJJ Cl) v o-L!XF a.u] #x'. o_* E==E=I lH:Y=?d-=A+ot4 +-65od raz.<.zc\oa a E.L! trl u. o_ z. ;; L!O / I I E co .r)+ o- F O z. E.F e -lc! \ ^ \*/ v(A tstr <pm + \ TA * i--'i' F.t l,{il IT i.l tq TI F-l ltr rq il tl l. ,i 4.-I--n t?il tll i 'l tl iq ti il l'i il +l {t Ni I\?.1 ti '!l rq i.l ri il tq ri II tl|rt l1 rl rl lr l.l l*l.l \+r(\l lcq 5 Y.: ..4:,/- -1 oo z- '-7 .L '7 #=#='@ '-rn 'v) 6 -=6= :F_:F'3H3H js s-€' s lol11-:lc.r3;o.r SEEg ?, u) ?. (n 44sg SONVUS O r) C\i c! c! c! c! c! c! c! c! CN gt :t'l (o rl \J AN 's A ) 'n h j/ \jr :? EE Jt'uh Ez \t I I I $ 4 ;.-. o -/v- b {I f $i P< f i:it O z. t -:< =O \J) rriF \J ll co -Je = '-lcrr ---J o_ .\l (::7 O z. t (n o_ e -lc!c, Rocky Mounloin Presfress PO. Box 21500. Denver, CO 80221 5801 Pecos Street. Denver. CO 80221 O Jobrits ---1- Iivalr 9",r) ,^," FAX 303/433-045'1, Phon€ 303i/480-1 I 1'l 7.3:6 ,"o*".J0?!{ Checked By Date - Sheet -Ol- 7et S/a FSC DesiqnSumfiar ,t' /V"tr, 5/a6 fo//o'r;n1 s/ab ____r-/ \./ t // /7es e s/ab-s Des44 FsC a77les rb lrie mard F3' F-ss, P-7, P-/5" P4 n-e !f- t, t1_ r4rq /n ,Jdft/ as -/o'ltl ,a //e ,b//e Z"/rqt V Slab FSC Design Summary Rationale Use ahve ta6/e #z 7b dchrnhe lte /".4.# aal, pi&e.r??tt, 7,3,7 CALCULATE AVERAGE SLAB DTSIGN SPAN FOR SLAB 6e\\/ ,&'g ../;,, al 5 '6" s t'-+ lcl It ,.{3 gt I :+t) 'o ii$ii -5 T i (N * N ? OI t $ "0-,8 ,1€.t ,rs.s /iue' 3l'13' Lp= 6''6" o fi,b'= ft .|r-*t/ - c t- ll ll *10 *l Tlt | *ls I l$ llH \'.t.tr---ll- \ i)()t I I I I J o $r3$ll n,I rxl lpl " l.+ , Iv \5 q ol \,\ r$l ls o ?.3.6 rAl rl ll ATtr Al/trDAftr ct AD ntrctr|t cDAAt trnn at ^F,VALVUL^IL AVE.AAOL JLAD ULJIUIV JTAIV TUK JLAA O y'orr= 3s'o?' b-, 8t-6" =$'&'= ?6t' ?t $ P o, * il I t t J 1 J 3 P 7 t o ,f) F t;n ll |.-@ I ir,n lt ilt t $' * i{i F4 i$r ?$os I $20 | \: F t s ,h6'8. ,?Lg ra s{ $.ifl tl r) ,/ ,/ \.\t t./ a.J 424 /-'J'I /\At t A'rr ^ t/rF1 A /\l- t^t Ar.\ .r1 t-a\t/\A I a\r\tlt t-/\ 11 /^t ,F\UALUULAtL AVLKAUL JLAA ULStbtV 5t'AN t-UK \LAA 1,,' 2?'8e' b. = ?lS3/l', f.18'. tl3.V5 " CI I ${\ tir $r $ UI t s J l{,i, $fii" g 1, * $ 9 '90'l uh/t S', b t|.s tc) d |\x\ +.s $.\ lr -t\ _l 9t 6l 7, 3,l0 .O CALCULATE AVTRAGI SLAB DESIGN SPAN FOR SLAB /o,"' 33'7er b- = 1'-7th",?.65'= 115'.,t" J i 3 P 2 z o \) r p rO $a its Hfl,i d FU i$$ if$ E il s o 0 o + s rl \$ B 6 F "l $o P, !J ffi ei JF -l I o $ $ $ fr 3 o * .J \n F t $ l- o 2 I =t) t\ r.) It 6 a .d tcl !l _l (o t-)ffi=i :_ w'! ;q ,'rt aAlrl ll ATtr Attrn^n- t^t ,/1 r'\ r-.-t /\^ t a\r-'t ^ ^ | r/at1 ..t ^t-IJALT,'ULAIE- HVLKAUL JLAD ULJIUIV JTAIU TUK JLAA z.3,ll .y'orr= 26'?Q' b. = 7'-6n=7.50''-f0 { ?il d s r\ q :tl -\J^tA \t o I r \i's( ll $L $ t 3 0 * ( fi d 4 tr n o r qI CE F3'n {$3 i$i o o el '.N 4$ S\|\ I I J Jd,5?t k a I t sr,\r lr .T o)(\l t(\0 d ll l-- I ra I i r(l ll o s s. Fi ttl tl ,f (\ r')m .0-,01 -0a hl9tEr EFF?3" '.-- 4 N .{s-.e' ',o-,2 "lt-,t' "s-,2 7,3, tz o f Alrt ll ATtr At/rDArtr Qt AD ntretr,\t QDAAT trnn .\t ^r\VALVULAIE- AvLt\/-1vL JLnu uLJtwtu Jt /1tu r JK JLAE {i $ $ c I \ t dI* gi I [* DrI I 3H$ i ft$[ i, ,\ t 6 tu # It\ ild sl g 4l 'i,sl o \0 1 bl \].t \.nl h''l tri |||.l rxtl (o | -(\l rl o vt I 'l !o lra CI s $ E b $ !t KJ ) 3 .- It tJ .[u-,v (\ ,.r. rrt-'fl v ./t\ 5 o-o is a ,,r'rTn', .ttor-,c '.tr-.2 ,hs'9 !a- a ^-. - Project Engineer Proj ect Name Descript ion File Name mp : waslngerm : FSC : J: \404005\EcD\In Rocky MounEain Prestresg, Inc. 5801 N. Pecos StreeE Denver, CO flres,lafa.!, 8022r (303) 480-1111 z. 3,lq l+= Lzt=lg.si >t 8tl b *€. #tau T 12\ ? 614}*{ r 9}Vouu> bL€1'\ . DaEe : Fri Apr 02 !0:40:40 2004 Proj ect. *:.{E€- Progres s \Calc s \ Sect,ion2 - - -slabs\4 o4oo5Fsc. r GENERAL BEAM DESIGN Page : 1 NONCOMPOSITE SECTION PROPERTIES: BEAM IS STONE CONCRETE A = 628 h^2 Sb= 837 In^3 St = 837 In^3 Wc = 150 PCF REINFORCTNG DATA PROFILE OF CENTRO ID OF Area of 1/2rr St,rand = .# of Strands = 20.00 Effective Pull = 0.75 I = 3349 In^4 Tflb = 0.00 In TfIt = 0.00 In Hnc = 8.00 In / :b = 4.00 Bb = 0.00 Iny' IN COMPOSITE SECTION PROPERTIES: TOPPING IS gtDNE Ac = 839 In^2 Ic = 8278 LIj-^ 4 Scb= 1538 In^3 Tcfl = 3.00 In Sct= 3l-51 In^3 (P/C) Hcom = tr.oo rny' scE= L647 In^3 (Tpg) DESIGN LENGTH OF MEMBER = 34.85 Ft. CONCRETE Yb = 5.38 In D^fI- ?e qn Th wtpg=150. O PCF 1. ?00 Non-Comp. Compos ite o STRAND {+1 +a X /E*\ 0.00 Jlt. of ' DESCRIPTION IJEFT END OF MEMBER RIGHT END OF MEMBER H Ecc.(rn) (In) 2.00 2.00 2 .00 2 .00 FINA],(Ksi) (t) 5+ . )> L t zL.+b II 34 .59 I7 Tension Steel STRAITD LEVEL NUMBER : # of 7/2, rn. STRAND: HEIGHT @ LEFT END : HETGHT @ RIGHT END : Dis! . From L. End {Fr} z.u6 t7.43 32.11 INITIAL CONCRETE STRESSES L 20.00 RhI.,EASE llci \ /9,| L3.25 '7 t ..t-tr 5 L5.Z> | rDci I 3s.zs a*L_ r'L_ tuL = 3+.sru+A LOAD DATA ./Dead Load Factor = i.+oO Live Load Factbr = Bm wr = 0.6s4 K/Fr {. DL#r = 0.249 K/FE/------ DL#2 = 0.100 K/Ft{ LL = 0.553 K/Fr, ------ Percent of Lt Sustained = 5 STRANDS: (Lo-Lax Strand) :.0.1531 ( rn^2 ) # of Levels = 1 Aps = 3.0620 Ir.^2 Initial P/S Force : 520 KiPS re \ooq{ *6.5 alt-ft{-t 1F<r \ Rocky Mountain prest.ress, rnc \Anesuln'lhf 2,3,/f ... 5801 N. Pecos StreeE Denver, CO 8022:- (303) 480-1111 I Project Engineer : wasingerm Date : Fri Apr 02 10:40:40 2004 - Project, Name ffiffiF- project #:ESEl|{fr.-Description : FSC File Name : J: \4040oS\E&D\In progress \Calcs \Section2 - - - Slabs \4 04 O osFsc . r rt/ GENERAL BEAM DESIGN Page : 2 X IniEial Pu1I IP + Bm Wt. Req'd (Gr50) (Ft) TOP BOT TOP BOT (IN^2) tOC 2.08 -462 2307 -I42 1988 0 .00 N/A I7 .43 -47r 23s7 952 934 0.00 N/A 32.77 -452 2307 -I42 1988 0.00 N/A Required Release Strength (based on Compression) = 3.5 Ksi per PCI 5th Edition L8.4.1 (a) Allow. Tension: Ends = -355 Psi,. Elsewhere = -17? Psr FINAL CONCRETE STRESSES (Psi) ALlowable Compression: 0.45*f,c = 2250 Psi; 0.5*f ,c = 3000 Psi A11ow. Ten: 6*SQRT(f 'c) = -424 Ps!; 12*SQRT(f'c) = -849 Psi FP+DI,+LI.,(FI) TOP BOT TPG TOP BOT TPG TOP BOT 0.00 0 0 0 0 0 0 0 0 3.49 97 L564 40 3r2 132'1 304 450 r_044 6.91 484 ]-223 70 861 80L 540 tLL2 298 10.45 160 919 92 ]-263 425 709 1584 -235 13.94 926 833 105 1501 2oO 8l-0 1858 -5s4 - 1V/|.{.17.43 982 784 110 1580 r25 844 1962 -56L / 20.9L 926 833 105 L501 200 810 1868 -554 24.40 150 979 92 L263 425 709 1584 -235 27.88 444 ]-223 70 867 801 540 7rr2 298 31 .37 97 1564 40 3r2 132'7 304 450 rO44 34.85 -0 0 0 0 0 0 0 0 DESIGN STRENGTH (Ft-K) Phi Flexural = 0.90 (Phi*Mn) Provided Strain Development X Mu 1.2 * Mcr Comp. Length L,,imits /r^r ra rr\\ttlr r4 . rr,, 5 Z:t X FP+BMWt FP + A11 DL (Ft) (Req'd) (ACI 18.8.3) 0.00 0 422 3 .49 138 422 6.91 246 422 10 .45 323 422 13.94 359 42]- L'7 . 43 3 84 283 42I 20.91 369 42I 24.40 323 422 27.88 246 422 31.3? 138 422 34.85 0 422 .LL\-@ --l'rD 5Z+ 0 SHEAR REINFORCING REQUIREMEN|S Phi Shear = 0.85 Reinforcing Steel is crade 50 XdVuvv,vAvAv U C 1 Cw CI C\^t m1n (rt) (rn) (Kips) (Psi) (psi) (psi) ---- (1n^2/Ft) ---- Rocky Mountain Preseress, Inc. 5801 N. Pecos SCreet Denver,o ProjecE Engineer Project Name rlacr-ri nt i ,.rn File Name mp : VtaS].nqefm '{GEF+cdiff : FSC RELEASE : (IP + Bm Wt) Creep before Erection = ERECTION: (FP + Bn Wt.) (FP + DL)(FP+DL+LL) IJong term Creep ! J.l\.flIJ i \EE + Ubl (FP + DL + L,L) NOTE: The mernber has cracked due MIDPOINT -0.34 -0.51 i 14. n oo u . dz n oq to Posilive Moment; defLection calcuLaE.ions are based on Transformed Cracked Sect,ions & Bi.linear Moment-Deflection Relationships [ACI 18.4.2 (c) ] DESIGN SI]MMARY MEIVIBER INITIAL RELEASE TOPPING STRAND INITIAI, frJ\ {r/4"t,tnif{ co 8022L (_303) 480-11t 1 Datse : Fri Apr 02 10:40;40 2AO4 Project #:GC=t- 286 0.000 0.000 0.135 453 0 .000 0.000 0 .000 497 0 .000 0 .000 0.135 500 0.000 0.000 0.135 504 0.000 0.000 0.135 505 0.000 0.000 0.r_3s 508 0 .000 0 .000 0. r-35 510 0.000 0 .000 0.135 511 0.000 0.000 0.000 5L2 0 .000 0.000 0.000 5t2 0 .000 0,000 0.000 5r2 0.000 0.000 0.000 5r.1 0.000 0.000 0.000 510 0.000 0.000 0.r.3s 508 0.000 0.000 0.135 505 0.000 0.000 0.135 504 0 .000 0 .000 0. r.35 500 0.000 0.000 0.r.35 497 0.000 0.000 0.135 453 0.000 0.000 0.000 286 0.000 0.000 0.135 -*z>L- *PL fP-aere>1 LegS . Co t" S rlg-.F.a r-s4'. 3-t-TFtFtFs l. +q 3'y-.Y:L\ ca'r-\ rrta r'.rg IS A COMPOSITE RECTANGUI,AR BEAM OF STONE CONCRETE PRESTRESS = 620 Kips FINAL PRESTRESS = 5s4 Kips STRENGTH = 3500 Psi FINAL STRENGTH = 5000 Psi PCI 5th Edit,ion 18.4.1 (a) CONCRETE ... FINAI STRENGTH = 4000 Psi PATTERN fS Non- Standard ...... Lo-Lax STRAND CAMBER = 0.34 Inch (at midpoint of simple span) r J: \404005\E&D\In progress \Calcs \Secrion2 - - - S]abs \4 04 oosFsc . r GENERAIJ BEAM DESIGN Page : 3 0.33 9.00 43.26 2L1 849 L.74 9.00 39 .69 200 126 3 .49 9.00 35.28 L17 347 5.23 9.00 30.87 155 227 6 .91 9.00 26.46 133 159 8 .71 9 . 00 22 .05 111 r22 r0.46 9.00 r7 .64 89 r20 12.20 9.00 13.23 61 L20 !3.94 9.00 8.82 44 I20 15.58 9.00 4.4r 22 r20 L1 .43 9.00 0.00 0 L20 !9.r7 9.00 -4.4I 22 ]-20 20 .97 9.00 -8.82 44 !20 11 .Oa :r.UU -LJ.Z5 6t LzU 24.40 9.00 -r1 .64 89 ]-20 26.r4 9.00 -22.05 L11 r22 27 .88 9.00 -26.46 133 1s9 z>.oa >.vv -Jv.o/ J-t) zzL 31.37 9.00 -35.28 1,77 347 33 .11 9 . 00 -39 .69 200 726 34.52 9.00 -43.26 2l.7 849 * Minimum Based on ACI Eq. 11-15 REACTIONS (Kips) Lef t DLr= !7 .46 LL= 1l-.55 SVC = 29.02 Right DL,= !7 .46 LL= 11.55 SvC = 29 .02 DEFLECTIONS (Inches) (-) = Camber ULT = 44.L0 ULT = 44 .1-O 2. 3, 16 Rocky Mounloin Preslress P.O. Box 21500, Denver, CO 80221 5801 Pecos Street, Denver. CO 80221 FAX 303/4|3-0451. Phone 303/480-111 1 O uone4tvltl "r)?t o*"dU lobNo 4h4oog "roi"", fuLvlco) a,G dhnecr.eoey -*te- "n"", 2.g.l7or- LvteLJ dF 5Vr5 2.7 ea N er-u,af-\^I4 T++L ?*LN \e+J O F L.A -Lo Tl-Hz-cJ Z.Z - l?- (+Oo NSrrPa a<e pD r-rt o Ar 5 ,,+t-*b frt#eJ$r^r6, ) r-a*> 6Ffr.-F-tx:4 TD A+) F?o.ff.-- Dn*-n- =r-+ge) , 1 F*+J- .a la --i -g t6 'ft?- ao t-'a-2ol,LL,.-:,G' 3 urc ? L, tqril ' l\=Arv t u6 ALv | /-r.tL> <V+-c-. l&ov €- lrrlJD Ce pe-Lu> e-> *hAZ ) *pr-e tl'frl: o NIJD,,u L7 4-V\ hrDrJL> GL \'TLg(4 xr gP*-r*l aF 3t!\ t/z- l*tlkee-B (-gtn +?*A ,9 9 9'-41(-s eo>t C_+_.12 Sto f\J 6 I co* 2 rp e !. kN *+' A,.{-.ut br-s o 6 Q-gt- rc fr * 1o tsgz!\v Ll-19 €-, cu P+4es<-\ NP Pr;-c-l.-:E.L *+l ffijtrlt, A F + t.J u p 6L llLCN f eA4,r 9e4 5r ttt LrlG- ee N at-v S\aN/S,fe /+uz.t-* 6 ++ 14L rc T+ytNk M-?- ,1*ppt-tcAtv-,L, kt-.ge> r 4lul e'l )PL 2, t.t ,F+( -.J-ii -\ \- .< LJ- C! N 6.c .c *1 r.- OO g(-, €9e9:>L!{\Je AO L.OO -Full =E q 3 cn _J a-t r^^\JL-c)xF:anu)c! LD -lcr { { /-{: T.IJ (-/') X o z E e -lc{ -:< |'-) ll -J =o_ z E U) e -lc\, c\, rg x I x I x I x i x l+ tJ- L- -a(n(na narn.\ l-r ' ,.\ /..\ i-\O-+O -Cl ,J) il il tl + -I -) (J -7 J LrJ 5F^ =e=a'\ LL \./i5=-,X) =Y<oz.- <zc\ tl O -J L! = tJ-J .J m =O U.J E. al Y,lz. =t<i, rlO- =t:Elq o-lY dA v)ll't!l}\ 6 -,,2 SONVUS O @ 4 u4 z-. l. L Rocky Mountain Prestress, Inc. 5801 N. Pecos St.reet Denver. CO Project Engineer : wasingerm Date : Wed Mar 03 lL:13:S2 2004 Project Name : Tivoli Lodge project #: 404005 Description : 4 04 00SFSDI- 0 opsf File Name : J: \404005\E&D\In progress\Calcs\Section2---Slabs\4040OsFSD1O opsf . rmp GENERAL BEA}4 DES]GN NONCOMPOSITE SECTION PROPERTIES: BEAIY IS STONE CoNCRETE T - )'1 Eh 1^^t fFfl11 - n ^n r- Tf lf - n nn i- TIn^ - 4 n a\ 'r- PROPERT]ES :TO IS STONE ^2 -t- c In^4 8022r '(303) 4I0 - 1111 \']r - ? nn Tn Eh-nnnTF Bt = 0.00 In Bw = 32.00 In CONCRETE Yb = 3 .45 h Bcfl,=120.00 In vltpg=150.0 PCF A = 120 In^2 Sb= 120 Tn^3 St = 720 In^3 wc = 150 PCF coMPosrrE $Igow Ac =/' 93UTn scb=%Z rn 5CE= -L-LJ v 1n Sct= 1,273 In ^3 (P/c) r ( rpgl Hcom =.@"- ?o, = #'tF! E. lblo" .00 In DESIGN LENGTH OF MEMBER REINFORCING DATA PROFILE OF CENTROID OF Area of 1/2" Strand =# of Strands = 12.00 Effective Pu1l = 0. ?5 STRANDS: (Lo-Lax Strand) n I q?1 /Tn^)l # of Levels = 1 Aps = 1.8312 In^2 Initial P/S Force = 3?2 Kips DATA Dead Load Factor = 1.400 Live Load Factor = 1.700 Bm Wr = 0.750 K/Fr DL#l- = 0.4:-2 K/Ft Non-comp.DL#2 = 0.r.54 K/Fr LL = !.029 K/Ft - ----- Composire Percent of LL Sustained = 5 STRAND LOC NL x (Fr) 0.00 H (In) 2 .00 2.00 Ecc. (In) 1.00 DESCRI PTI ON LEFT END OF MEMBER RIGHT END OF MEMBER STRAND LEVEL NUMBER: # ot I / 2." In . STRAND : HEIGHT @ LEFT END : HEIGHT @ RIGHT END : Dist . From L. End tFfl z. v6 J-9. tz INITIAL CONCRETE STRESSES l- 12 .00 2.00 2.00 i(ti.!EAD!. (Ksi ) (t) l. o) 5 FINAL (Ksi ) (* ) 22.34 11 19.49 10 22.34 11 Tension SteeL avzzl 2. 4.3 Rocky Mountain Prestress, Inc. 580L N. Pecos Street Denver. CO 1303) 480-r.1r.r. Project Engineer : wasingerm Date ; Wed Mar 03 11:13:52 2004 Project Name : Tivoli Lodge Project #r 404005 Description :404005FSD10opsf File Name : ,l: \404005\EeD\In Progress\Ca1cs\Section2---Slabs\a04OO5FSD1O Opsf . rmp \rtfl\.trt!/a! l'E4irt !/lfD I \5.1\Page:2 x Initial PuIl IP + Bm Wt TOP BOT r94 805 4s2 552 L'A OLJb Dad'.1 l.:rAn\ /?-^.\\Ltt 1t lrvL 0.00 N/A 0.00 N/A 0.00 N/A l!.i1 z,u6 5. JU TAD RNT 0 1000 0 10 04 0 1000 Required Release Strength (based on Compression) = 3.5 per PCI sth Edition L8.4.1 (a) A1low. Tension: Ends = -355 Psi; Elsewhere = -177 J(S 1 FINAL CONCRETE STRESSES (Psi) Allowable Compression: 0.45*f'c = 2250 Psi; 0.5*f'c = 3000 Psi Al1ow. Tenr 5*SQRT(f 'c) = -424 Ps!; 12*SQRT(f'c1 = -849 Psi f Fi l ^ nn 1 1i) 3.40 ).IU 6.80 tt.:u 1n ,n I I Oa IJ. bU 1q ?o 1? nn DESIGN STRENGTH FP+BMWt TOP BOT 00 153 588 289 636 J t> f l.t 434 499 s>z ldz 434 499 z6t b5b 00 lFi-r{\ 1.2 * Mcr t..it-r ro. o, .5, r! + Arj- .L! 'T'atD pnT TOP BOT nnn !15 1L.r Ztl 2>6 tJo ol 55> tbo -Lt5 5lJt r-LU+ -5ZO 403 1150 - 319 5tJt rlu4l -5zd r{5 +tA ztt 000 0 34 44 53 5U 3t) 0 485 oJ / 728 /fo 90) 273 n n !10 275 154 .t-o) Phi Flexural = 0.90 (Phi*Mn) Provided XMU lFf l lDaF'.1\ 0.00 0 I.70 41 3.40 83 q ]n lno o, f u r5u J-V.4V LZD rl. >u Lvt r.5.30 4?r.7.00 0 SHEAR REINFORCING Reinforcing St.eeI xd Strein 1?n 130 x30 1?n 130 1?n 130 IJU 130 '1 2n 1?n Phi Shear Development LengEh Limits /r\r-? ra 1'1 \\a!r rz. rr, n l ':l 101 l'ro 101 54 REQUIREMENTS is Grade 60 Vuvv tl l.t (Kips) (Psi) (Psi ) vAv crr ci lDei ) Av Av cw min (rn^2/FE) ----( r'r 'l (In) Rocky Mountain Prestress, fnc. 5801 N. Pecos Street Denver, CO 2.4.t1 1303) 480-11.11 Dale ; Wed Mar 03 11:13:52 2004 Project #: 404005 Project Engineer Project Name ne c.r- i hi- i ^n File Name onef rmn I was1Dgerm . fFl .,^1 ,i r ^l-^. rrvL,J..J. rrL/r-.:j s :404005FSD10opsf : J: \404005\E&D\In Progress \CaI c6 \Section2 - - -Sl-abs\4 04 O 05FSD1O \rlil\.e|tf|.! ItEflJvl !/la- I !rl\ o.25 4. u.t: 4. L.10 4. z . aa I . 3.40 4. 4.25 4. 5.10 4. f , >) .t . 5.80 4. 7.55 4. o .5u I . 9 .35 4. 10.20 4. t l_.05 4. 11 .90 4. r2.'t5 4. 13.60 4. !4.45 4. 15.30 ' 4 . to . rt + . ro. /l 1.* Minimum Based 80 29.64 221 ov 1t..!a zLL 80 24.43 18? ou zt.Jo tbal 264 0.000 0.000 0.100 303 0.000 0.000 0.t-00 350 0.000 0.000 0.100 386 0.000 0.000 0.100 385 0.000 0.000 0.100 387 0.000 0.000 0.100 387 0 . 000 0. 000 0 .100 38? 0.000 0.000 0.100 387 0.000 0.000 0.000 388 0.000 0.000 0.000 388 0.000 0.000 0.000 388 0.000 0.000 0.000 387 0.000 0.000 0.000 387 0.000 0.000 0.100 38? 0.000 0.000 0.100 38? 0.000 0.000 0.1.00 386 0.000 0.000 0.100 385 0.000 0.000 0.100 360 0.000 0.000 0.100 303 0.000 0.000 0.100 264 0.000 0.000 0.100 uu ).6 .52 80 15.27 Lt 7 du Lz.zz t4 70 47 0 z5 70 849 749 5tJ 232 1?L 133 120 :-20 t20 120 !20 ]-20 120 1 ',11 232 353 709 849 ou >. J-b ov 0 . rl qn n nn qn -? nq aJU -O..t--L 80 -12.22 94 6U -J.),Zt !!t 80 -18.32 140 ov - 1L. JO J.Out ou -z+,+5 ).6 | ov -zl.$o z!! 80 -29.64 22'7 .tn A(-T E.r 11-1q REACTIONS (Kips )Left DL= 11.19 LL= Di^1.\i nI- Tr rO TT- SvC = t9 .94 DVL = L>.>+ u!j. = 5V.D+ ULT = 3 0.54 at. /: 4.75 DEFLECTIONS (Inches) (-) = Camber RELEASE : (IP + Bm Wt) Crepn hefn-F Erection = ERECTION: (FP + Bm Wt) (Fp + DL) (FP+DL+LL) T.^n^ i -r.i a?aah !v..t rs:.u E5 rvl/ .F INA! : (!P + DT,,l \If+DL+Ll,l MIDPOIIiN - 0 . 04 v. ro v. ro 0.31 DESIGN SUMI\,IARY MEI,IBER IS A COMPOSITE IWERTED TEE BEAM OF STONE CONCRETE INITIAL PRESTRESS = 372 Kips FINAL PRESTRESS = 335 Kips RELEASE STRENGTH = 3500 Psi FINAL STRENGTH = 5000 Psi per PCI 5th Edition 18.4.1, (a) TOPPING CONCRETE .., FINAL STRENGTH = 4OOO Psi STRAND PATTERN IS Non-Standard ...... Lo-Lax STRAND INITIAIJ CAI'IBER = 0 . 0 6 Inch (at midpoi-nt of simple span) z,\-f Rocky Mount.ain Prestress, Inc. 5801 N. Pecos Street Denver, CO 8022I Project Engineer : z iemannl Date - : Tue Mar 30 !8:!9242 20-04 Project Nane ; TivoLl Lodge .proiect f: 404005 Descriprion : t-/r "ac/k-?-/'7 LVL t 3q;1a.E File Name : U:\Tiwoli\FsB Check full no stair.rmp GENERAL BEAIII DESIGN pase : 1 A = 864 lrr^ 2 Sb= 1l-52 In^3 St, = 1152 In^3 wc = 150 PCF I = 4508 In^4 TfIb = 0.00 In Tflt = 0.00 In I{.nc = 8.00 In tz (303) 480-1111 Yb = 4.00 Bb = 0.00 Bt = 0.00 Bw =169. gg In In Y?r In -- Lt COMPOSfTE SECTION PROPERTIES: TOPPING IS STONE Ac = 1l-54 In^2 Ic = 11390 In^4 Scb= 211? Tn^3 Tcfl = 3.00 In -Sct= 4350 In^3 (p,i C) Hcom = 11. oo In./sct= 2255 rn^3 (TFg) DESIGN LENGTH OF MEMBER = 29.67 FE r' CONCRETE Yb = 5.38 In Er^fI -1nq nn Tn wtpg=150.0 PCF 1.700 Non-Comp. Compos ite o I,OAD DATA Dead Load Factor = 1.400 Liwe L,oad Fact.or = Bm wr = 0.s99 K/Fr r' pt#r = 0.000 K/Fr ------DL*z = 0.000 K/Fr LL = 0.000 K/r'r ------ Percent of LL Sustained = 5 CONCENTRATED PARTTAJ,LY DISTRTBUTED P (Kips) x (Fr) wp (K/Fr) x1 (Fr) x2 (rr) 0.00 0.00 0.34 0.00 29.67 0.00 0.00 0.90 0.00 29 .67 0.00 0.00 tOAD IYPe DL-Non-Comp. DL - Compos j-te LL-Conposite Jo9p,t-r{" toc P3+ F rs{ 3:L 0.90 0.00 29.67 REINFORCTNG DATA PROFILE OF CEMTROID OF Area of l-12" Strand =* of Strands = 25.00 Ef f ect.ive Pul1 iffig STRANDS: (Lo-LaxStrand) 0.1531 ( rn^2 ) # of Levels = 1 Aps = 3.9805 In^2 Init,iaL P/S rorce = 752 Kips STRAND .l+ I #2 x { Fr- l 0.00 29.57 DESCRIPTION LEFT END OF MEMBER RIGHT EI{D OF ME}TBER H Ecc.(rn) (In) 2.00 2.00 2.00 2.oo STRAND LEVEL NI]MBER: 1 * of t/2" rn. STRAND: 26.o0 HEIGHT @ LEFT END : 2.00 HEIGHT @ RIGHT END : 2.OO MILD STEEIT: Fy = gO Ksl; Depth measured from t,op of Precast.0.62 TIJ^2 at 2.00 Inches down; from O.OO Ft to 29.5? Feet t-'? (z) + '',s ilh NONCOMPOSITE SECTION PROPERTIES: BEAM IS STONE CONCRETE Z,\,b Rocky Mount.ailr Prestress, Inc. 5801 N. Pecos Street Denver, CO 5022]- (303) 480-1111 Project Engineer : z iemannh Date - : Tue lrlar 30 1g:19:42 2OO4 Projec! Name : Tivolj. Lodge_ . .project #j 4O4OO5 Description : /-/.1/gy.clx- ?- ltt FiIe Nane : g:\Tivoli\FsB Check ful1 no stai!.nrD PRESTRESS LOSSES Dist. From L. End (Fr) 2.OA 14.83 z | . )> (Fr) (Req'd) (Acr 18.8.3)0.00 0 2 .91 L19 5.93 318 8.90 4L8 RXLEASE (Ksi) (t)FINA!(Ksi) (t) 3I .21 17 19.50 10 5L.ZT LI TNTTIATJ CONCRETE STRESSES (Psi) Tension steeL X Init,ial PulL IP +'Bm wt Req'd (Gr6O)(Ft) TOP BOT TOP BOT (IN^2) I,OC 2.08 -409 2044 -140 ]-775 0.00 N/A 14.83 -415 2076 515 l-045 o.0o N/A 27 .59 -409 2044 -140 r77S 0.00 N/l Required Release Strength (based on Compressj_on) = 3.5 Ksi Ll per ACI-318 18.4.1 (a) A11ow. Tension: Ends = -355 Psi; Elsewhere = -1,?? psi FINAJ, CONCRETE STRESSES (Psi) Allowab]e Compression: 0.45*ftc -- 2250 psi; 0-5*f'c - 3000 psi Allow. Ten: 5*SQRT(f'c) = -424 psi; 1z*SeRT(f'c) = -849 psi X FP+BMwt FP + A11 DL FP+DL+LL (FT) TOP BOT TPG TOP BOT TPG TOP BOT 0.00 0 0 0 0 0 0 o 0 2.97 4 1455 189 24]- t!24 377 340 922 5.93 252 1227 336 704 620 67L 879 251.8.90 48r. 105? 440 1035 26]- 881 1,265 -2LI 11.87 5oO 955 503 L234 45 1oO7 L4g6 -494 14.83 540 92r 524 1300 -27 1048 1573 -589 t/. 17.80 500 955 503 L234 45 1007 :-496 -494 20.77 481 1057 440 1035 26]- 881 L265 -2t! 23 -73 282 t227 336 104 620 67L 8?9 26L 25.70 4 1455 189 24t tr24 3?7 340 922 29.67 -0 0 0 0 0 0 0 0 DESIGN STRENGTH (Ft-K) Phi Flexura1 = 0.90 (phi*Mn) prowided St.rain Dewelopment X Mu 1.2 * Mcr Comp. Length Limits 5tJ <42 )>5 (ACr 12 . 11) 0 4L2 554 FT GENERAL BEAM DESIGI{Page : 2 0.62 f,'j-^ 2 at 5.OO Inches down; from O.OO Ft Eo 2g.5? Feet 7,Y,+ Rocky Moultain Prestress, Inc. 5801 N. Pecos Stree! Denver, CO Bo22t (303) 4gO-L111 Project Engineer : ziernannh Date - : Tue Mar 30 19:19:42 2OO4 Project Name : Tivoli Lodge ,Project #: 404005 Description , llW eWt<- P- /7 - A,File Name : 9: \fiwoLi\FsB Check full no stair.rmp lf tr, GENERAL BEAM DESIGN page : 3 11 .87 47'7 593 14.83 491 389 593 17.80 471 593 ,/20 -17 418 593 23.73 318 593 564 26.70 r79 593 4r2 29.67 0 593 0 SI{EAR RETNFORCING REQUIREI"IENIS Phi Shear = 0.85 Reinforcing Stee1 is crade 50 XdVuvvvAvAvAv u ci. cw ci cw nj.n (rE) (rn) (Kips) (psi) (psi) (esi) ---- (rn^z/Fr) ----0.33 '9.00 55.56 79 849 282 0.000 0.000 0.000 1.48 9. 00 50 .35 73 286 402 0.000 0.000 0. 000 2.97 9 . 00 53 .65 55 L53 458 0. 000 0. 000 0.000 4.45 9.00 46.94 57 r20 47r 0.000 0.000 0.000 5.93 9.00 40.24 49 t20 474 0.000 0.000 0.000 7 .42 9 .00 33 .53 4t r20 47 6 0.000 0. 000 0.000 I .90 9 . 00 26 .83 32 ;-20 478 0.000 0. 000 0. 000 10.38 9 . 00 20 .L2 24 120 479 0.000 0.000 0.000 11.87 9.00 13.41 L5 t20 481- 0.000 0.000 0.000 13.35 9.00 6.71 8 120 481 0.000 0.000 0.000 , -/14.83 9 .00 0.00 0 120 4A2 0.000 0. 000 0. 000 !5 .32 9 . 00 -6 .7L 8 r20 491 0.000 0.000 0.000 17.80 9.00 -13.41 15 t20 481 0.000 0.000 0.000 L9 .28 9 . 00 -20 .I2 24 720 479 0.000 0.000 0.000 20 .71 9 . 00 -25.83 32 r20 478 0.000 0.000 0.000 22.25 9 .00 -33 .53 4L L20 476 0.000 0.000 0.000 23.73 9.00 -40.24 49 r20 474 0.000 0.000 0.000 25.22 9 .00 -46 .94 57 r20 47]- 0.000 0.000 0.000 26.70 9 .00 -53.5s 5s 153 468 0.000 0.000 0.000 28.18 9.00 -50.35 '73 286 402 0.000 0.000 0.000 29 .33 9 .00 -55.56 79 849 282 0.000 0. 000 0.000 * Minimum Based on ACI Eo. t-1-15 REACTIoNS (Kips) Left DL= 31.69 LL= 13.35 SVC = 45.04 IILT = 57.05 Right. DL= 31.69 LL= 13.35 SVC = 45.04 ULT = 6'7.06 DEFLECTfONS (Inches) (-) = Camber MIDPOINT RELEASE : (IP + Bn Wt) -0.42 Cleep before Erection = -0.29 ERECTTON: (FP + Bm Wt) -0.71 (FP + DL) - 0.09 (FP + DL + LL) 0.29 IJong term creep = 0.74 FINA! : (FP + DL,) O.6q a t /\ (FP + Dr, + LL) 1.;; L /zqo: ['.t5 o'Y' NOTE: The member has cracked due to positive Moment; deflectsion z,q,g Rocky lrlountai! Prestress, Inc. 5801 N. Pecos Street. Detrver, CO 9022t (303) 480-1111 ProJecC Engineer : zietnannh Project Nanc : Tivoli Lodge Description z f*yffitt. P-t.n Date ' : Bue lilar 30 18:19:42 2004 'Project #3 404005 ff3 File Name : u: \rivoJ.i\fsa Cbeck fulj_ ao stair.rmP . GSNERaJ., BEiAn DESIGN page : 4 =E!!==-===-= --E=-==-=========g= === == ===== ====calculations are based on Transformed Cracked Sections &Bilinear liloment -Def lection RelatiooEhj.ps IACI 18.4.2(c)] DESTGN SI'MII!,ARY MEMBER IS A COMPOSITE RECTANGI'I.,AR BEAM OF STONE CONCRETE INITIAIJ PRESTRESS = 752 Kips FINA! PRESTRESS - 574 Kips REIJEASB STRENGTH = 3500 Psi FfNAL.STRSNGTH = 5000 psi per ACI-318 X8.4.1 (a) TOPPTNG CONCRETE ... FINAL STRENGTH = 4OoO pEi STRAIVD PArTERN IS Non-Standard ...... Lo-lax STRAND INITIAI, CAIYIBER = 0.42 Inch (at midpoint of sinple span) t''4-.. 5-^g L),wr.l, f...- L oo Rocky Mount.ain prestress, Inc. 5801 N. Pecos Stleet. Denver, Proj ecE Engineer : z iemannh Project Name : Tiwoli Lodge Description : P-14 Check File Name : U: \TivoLi\FSB GENERAL BEAM DESIGN A = 85a In^2 Sb= l- 152 In^3 St = 1152 In^3 wc = 150 PCF =========-= NONCOMPOSITE SECTION PROPERTIES: BEAM IS STONE CONCRETE 7,q.1 \-v ovlll [JUJ' n:l- a ' .Proj ect *: Check fuII. rmtr> D.da 480-1111 Tue Mar 30 18:19:49 2004 404005 :l-]!t I = 4608 In^4 yb = 4.Tflb = 0.00 In Bb = o.Tflt = 0.00 In Br = O.Hnc = 8.00 In Bw =108 00 In 00 In 00In 00 In ?- COMPOSITE SECT]ON PROPERTIES: TOPPTNG IS STONE CONCRETE Ac = 1l-54 Tn^2 Ic = 11390 In^4 yb = 5.38 In Seb= 2117 1n^3 rcfl = 3.OO In Bcfl=108.00 In Sct= 4350 In^3 (P,/C) Hcorn = 11 .o0 In wtDq=150. o pcF scE= 2266 rn^g (rpg) DESIGN LENGTH OF MEMBER = 29.67 FE I,OAD DATA Dead Load Factor = L.4oo Liwe Load Factor = 1,700 Bm wt = 0.999 K/Ft r' ot#t = 0.000 K/Ft ------ Non-Comp.DL#2 = 0.000 K/Fc LL = 0.000 K/Ft ------ Comoosire Percent of ]JL sustained = 5 CONCENTRATED P (Kips) x (Ft) 0. 00 0.00 0.00 0.00 0.00 0.00 PARTIAILY DISTRIBU:TED wp (K/Fr) x1 (Fc) x2 (Fc) 0.00 29 .67 0.34 u.lf, 0.90 0.90 4 .50 24 .50 0.00 29 .67 I,OAD Type DIJ-Norr- Comp . DL-Composite DL - Composite LL - Compos ite IJl,-Composj.te -tb ppt r ll. ${ut<c eu g79= Lo o p< | A >1r(z .-,- ,a-- 1-o oS I 4.50 0.00 24 .50 0.00 0.00 0.00 0.00 REINFORCING DATA PROFILE OF CEIITRO]D OF STRANDS: (Lo-Lax Strand)Area of 1/2' Strand = 0.1531 (In^2) # of Strands = 25.90 # of Lewels = 1 Aps =Effectiwe PIIi- Z'Cl o rnir.iaL p/s Fo;ce 3.9806 In^2 = /5.2 Kfps STRAND .ll.r llz STRAND LEVET NUMBER: L * of t/2" In. STRAND: 2,.oo HEIGHT @ LEFT END : 2.00 HEIGHT @ RTGHT END : 2.00 1L (FT ) DESCRIPTION O.OO I,EFT END OF MEMBER 29.67 RIGST END OF ME}4BER -ct I -f n.l 2.00 2.00 ( In) 2.OO 2.00 Lt'1 'lo Rocky Mountain Prestress, Inc. 5801 N. Pecos Street Denver, CO 8022:- (303) 480-1111 Project Engineer : z i emarrnh Date - : Tue !1ar 30 19:19:49 2004 Project Name : Tivoli Lodge .project #: 404005 Description : P-14 Check 8i1e Name : U:\TivoIi\FsB check full.rmp Hr GENERAL BEAM DESTGN Page : 2 MILD STEEL: Fy = 50 Ksi; Depth measured from top of Precast,0.62 In^2 at 2.OO Inches down; from O.OO Ft Eo 29 -G? Feet O.52 llr^z at 5.00 Inches down; from O.OO Ft Eo 29-5? Feet PRESTRESS ],OSS8S Dist . From L. 8nd (Fr ) 2 .08 14.83 z t ,)> (Ft) (Req'd) (ACr 18.8.3)0.00 0 2.97 191 RELEASE (Ksi) (?) J-r. f ) b FINA],(Ksi) (*) ?1 nq 1E 18.80 10 31.10 15 INITIAL CONCRETE STRESSES (psi) Tension Steel x Inicial PulI Ip + Bm Wt Req'd (cr50)(FT) TOP BOT TOP BOT (IN^2) tOC 2 .08 -409 2044 -l-40 L7'75 0.00 N/A r.4 .83 -41-5 2076 61 5 1045 0.00 N/A 27 .59 -409 2044 -140 L77S O. OO N/A Required Release Stlength (based on Compressj.on) = 3.5 Ksi per ACI-318 18.4.1 (a) A11ow. Tension: Ends = -355 psi; Elsewhere = -17? psi FINAL CONCRETE STRESSES (Psi) A1lowable Compression: 0.45*f,c = 2250 Psi; 0.5*f'c = 3000 Psi Al-low. Ten: 5*SQRT(f'c) = -424 Psi; 12*SQRT(f'c) = -849 psi X FP+BMWt FP + A11 DL FP+DL+LrLr (FI) TOP BOT TPG TOP BOT TPG TOP BOT 0-00 0 0 0 0 0 0 0 0 2.97 3 1458 2r2 253 1102 420 361 879 5.93 2AI 1233 3A2 727 577 754 92:- 178 8.90 479 1055 503 1055 20r 994 ]-322 -325 11- 87 598 964 575 ]-270 -24 1138 1553 -626 14.83 638 930 500 1338 -99 1185 L643 -726 ./1?.80 598 964 576 r27o -24 1137 L562 -625 ..' 20 -'7't 479 1055 502 1056 202 992 1321 -323 23.73 281 1233 380 72'7 578 75]- 920 180 26.70 3 14.58 2r! 252 . !rO3 418 360 881 29.67 -0 0 0 0 0 0 0 0 DESIGN STRENGTH (Ft-K) Phi FIe,(LraI - O.9O (Phi-'tMn) Provided Strain Development X Mu 1.2 * Mcr Comp. Length Lirnits 593 )v5 (ACr 12 .11) n 4L2 ' 7,\,1I Rocky Mourtain Prestress, Inc. 5801 N. Pecos Street DeDver, CO BO22I (303) 480-1111 Project Engineer : z i emarnh Date ' : ?ue llar 30 19:19:49 2OO4 Project Name : Tivoli lodge .project #: 404005 Description : P-14 Check File Name : u:\tivoli\FSB Check full . rmp CENERAL BEAM DESTGN HG Page ; 3 5b5 4t2 a) 5.93 342 8.90 451 14.83 537 J, ' . OV trItr 20.17 450 23.73 342 z0. tv L>L z>.Q t u 390 ftJ fJJ )>J SHEAR REINFORCING REQUIREIENTS Phi Shear = O.g5 Reinforcing Steel is crade 50 XdvuvvvAv u c1 cw c:. cw m1n (Ft) (rn) (Kips) (psi) (psi) (psi) ---- (rr,^z/Fr) ----0.33 9. 00 59 .58 84 849 282 0. OO0 o. OOO 0.000 1.48 9.00 64.48 18 288 402 0.000 0. ooo o. ooo 2.91 9.00 57 .77 70 154 468 o.000 o. OOO O. O0o 4.45 9.00 51.07 62 r20 47r 0.000 0.000 0.086 * 5.93 9.00 43.78 53 :-20 475 0.000 0.000 0.000 7 .42 9.00 35.48 44 120 477 o. O0o O. OOO O.0oO 8.90 9.00 29 .L7 35 L20 479 0.000 o.0oo 0.000 10.38 9.00 2L.87 26 r20 480 0.000 o.ooo o.ooo 11.87 9. 00 t4.57 18 !20 492 o. OOO O. OOO O.0oO 13 .35 9.00 7 .25 9 t20 4s2 0.000 0.000 0.000 14.83 9.00 -0.04 0 120 483 0.000 0.000 0.000 t5 .32 9.00 -7.35 9 120 482 o. OOO O. 0oO 0. OOO 17.80 9. 00 -L4 -65 18 r20 482 o. OOO O. OOO O. OOO 19 -2A 9. 00 -2!.96 27 r2o 480 O. OO0 o. OOO O. OOO 20 .71 9.00 -29.25 35 L20 479 0.000 0.000 0.000 22 .25 9.00 -36 .57 44 120 477 0.000 0 - 000 0. 0oo 23 .73 9 . 00 -43 .87 53 L20 475 o. OOO 0. OOO 0. 0oO 25.22 9.00 -50.89 52 L20 47r O. OOO O.0oO O.086 * 26 .'tO 9.00 -51 .59 70 \54 468 o. OOO 0. OOO O.000 28 . L8 9.00 -54 .30 78 28'7 402 0.000 0. o0o o. ooo 29 .33 9 .00 -69 .50 84 849 282 0.000 0.000 0. 000 * Minimum Based on ACI Eq. 11-15 REACTIoNS (Kips) Lef t DI",= 33 .18 LL= 14.55 SvC = 47 .73 IILT = 1r.rg Righc DL= 33.12 I'L= !4.49 SVC = 47.6! IILT = ?1.00 DEFLECTIONS (Inches) (-) = Camber IT4IDPOIIf,f RELEASE : (IP + BM WE) -0.42 Creep before Erect.ion = -0.28 ERECTION: (FP + Bm Wt,) -0.71 (FP + DL) -0.04 (FP + DL, + LL) 0.60 Long term Creep = O.82 FINAI-, : (FP + DL) 0.78 (FP + DL + LL) L-42 ulvqa = ,,t'€" 7,4, tz Rocky Mountain Prestress, Iac. 5801 N. Pecos Street Denver, CO 9OZ2:- (303) 4gO-1111 Proj ect. Engineer .: ziemannh Project. Name : Tivoli L,odge Descript.ion : P-14 Check File Name : U:\Tivoli\FsB check ful1.rmtrr GEIVERAL BEAM DESIGN paqe : 4 Date ' : fue Mar 30 18:19:49 2OO4 , Project *: 404005 H4 NOTE: The member lras cracked due t.o positive Moment; def l_ection ca1culations are based on Transformed Cracked Sections &Bilinear Moment-Deflection Relationships IACI 19.4.2 (c)] DESTGN SUMI|IARY MEMBER IS A COMPOSITE RECTATiIGI'I,AR BEAM OF STONE CONCRETE INTTIAI PRES?RESS = 752 Kips FINAI PRISTRESS = 5zB Kips RELEASE STRENGTH = 3500 Psi FINAL STRENGTH = 5000 Psr per ACI-318 18.4.1 (a) TOPPING CONCRETE .. FINAI, STRENGTH = 4000 psi STRAND PATTERN IS Non- Standard ...... Lo-IJax STRAND INITIAL CAMAER = '0.42 Inch (at midpoint of sirnple span) Trltt <.,*t ACg,* *.€5 Dtt1 'rL >'ag' ' l4gs(t+1 J+!.K L'D"4'/ . Z,4.tS Rocky Mountain Prestress, Inc. 5801 N. Pecos Streee Denver, CO ?OZZL (303) 480-1111 Project Engineer : z i enannh Date , : Tue Mar 30 19:19:59 2004 Project Name : Tivoli Lodge ,project #: 404005 Description : p-14 Check File Name : U:\Tivoli\FSB Check.nq) GENERAIJ BEAM DESIGN HT NONCOMPOSITE SECTION PROPERTfES: BEAM Is STONE CONCRETE A = 432 I':^2 I = 2304 lrr^ 4 yb = 4.OO In sb= 575 In^3 Tflb = o.oo In Bb = o.oo tn sr = 576 In^3 Tflt. = o.oo In Bt = 0.00 tn Wc = t50 pcF Hnc = 8.00 In Bw = 54.00 In t/ COMPOSTTE SECTION PROPERTTES: TOPPING IS STONE CONCRETE Ac = 577 I/j.^ 2 Ic = 5695 In^4 yb = 5.38 In scb= 1058 In^3 Tcfl = 3.OO In Bcfl= 54.00 In L sct,= 21?5 In^3 (p/C) Hcom = 11.00 In Wcpg=150.0 pcF - scr= 1133 rn^3 (Tpg ) DESIGN LENGTH OF MEI.IBER = 29.6? Ft I,OAD DATA Dead Load Factor = 1.400 Live Load FacLor = 1.700 Bm wt = 0.449 K/FE DL#l = O.OOO K/Ft Non-CorE). r,.-DL*2 = 0.000 K/Ft LL = 0.000 K/Ft ------ Composite Percent of LL Sustained = 5 CONCEMTRATED PARTIAILY DISTRIBUTED tOAD P (Kips) x (Fr) wp (K,/Fr) xt- (Fr) x2 (Fr) rype 0.00 0.00 0.1? 0.00 29.67 DL-Non-Comp. foF'prrr( 0.00 0.00 0.15 4.50 24.50 Dl-Composire 5*uuA-0.00 0.00 0.4S 0.00 29-6? Dl-Composite gu .ta erf o.oo o.oo o-iz 4.50 24.s0 Lt-Composite €r<rr( |0.00 0.00 0.45 0 . 00 29 .67 Ll-Composit,e Lt- -- too pi * REINFORCING DATA PROFILE OF CENTROID OF STRANDS: (I,o-Lax Strand)Area of t/2n Srrand = 0.1531 (fn^2) # of Scrands = 14.oov * of Levels = 1 Aps = 2.143+ Ir.^ 2 Effective Pull = 0.?0 Initial p/S Force = 405 Kips Page : 1 . H Ecc.(In) (In) 2.00 2.o0 2 .00 2.oo STRAND X Loc (Fr)DESqRIPTION #1 O.OO LEFT END OF MEMBER #2 29,67 RIGHT END OF MEMBER STRAND LEVEL NUMBER: 1 # of L/2, In. STRAND: 14. OO ,./ HEfGHT @ LEFT END : 2.00 HEIGHT @ RIGHT END : 2.OO . z,vl.tl Rocky Mollntain Prestress, Inc. 5801 N. Pecos Street Denver, CO BO22I (303) 480-1111 Project Engineer : z i emanrnb Date - : Tue Mar 30 1g:19:S9 2oo4 Project. Name : Tivoli Lodge .project S: 404005 Descliption : P-14 Check File Name : U:\Tlwoli\FsB Check.rmp Uq GENERAIJ BEAM DESIGN Page : 2 JV lE, MILD STEEL: Fy = 60 Ksi; Depth measured from top of.Precast,0.40 In^2 at 2.OO Inches down; from O.OO Ft Eo 29.67 Feet'0.40 In^2 at 5.OO Inches down; from O.OO Ft to 29.E? Feet. PRESTRESS LOSSES Dist. From L. End I B't- \ z. vd 14.83 z I . at ( Ft) (Req' d) (AcI 18 . I .3 )0.00 0 2.97 rO2 II-EJJEADE (Ksi.) (*) 12.37 1 r2.r7 7 FII{AI, (Ksi ) (t) 32.33 L7 19.48 10 52.5? Ll ' rNrTIAt CONCRETE STRESSES (Psi) Tension St,eel X Init.ial Pull IP + Bm Wt Req'd (er50)(FT) TOP BOT TOP BOT ( IN^z ) I-,OC 2.08 -438 2L9L -170 7923 0.00 N,/A 14.83 -445 2226 584 1197 0.00 N/A 27 .59 -438 2r9L -r7o L923 o. OO N/A Required Release Strength (based on Compressj-on) = 3.5 Ksi per ACf-318 18.4.1 (a) AII-ow. Tension: Ends = -3s5 psi; El-sewhere = -172 psi FINAL CONCRETE STRXSSES (Psi) A1l-ov/a-ble Compression: O.45rf tc = 2250 Psi; 0.5*f ,c = 3000 Psi A1low. Ten: 5*SQRT(f 'c) = -424 Ps!; l2rSORT(f'c) = -849 psi X FP +BMWt FP + Al-1 DL FP+DIr+LI'(Ft) TOP BOT TPG TOP BOT TPG TOP BOT 0.00 0 0 0 0 0 0 0 0 2.97 -23 1595 236 240 :-204 462 357 95t 5.93 253 1357 42A 724 661 837 938 223 8.90 451 1204 556 1071 273 1107 1353 -30?rL.87 s59 1105 649 ]-279 40 L269 1602 -624 14.83 609 ro74 676 L348 -38 :-322 1585 -730 '_17.80 559 1105 648 :-279 41 1267 1601 -622 r ' 20.77 451 1204 554 1070 274 1104 1351 -303 23.73 254 L361 425 723 664 832 935 228 26.10 -23 1595 234 238 1206 458 355 965 29.61 -0 0 0 0 0 0 0 0 DESIGN STRENGTH (Ft-K) Phi Flexural = 0.90 (phi*Mn) prowided Strain Devel-opment X Mu 1.2 * Mcr Comp. Length Lirnits 302 302 /i^r i. r r \\A\- r rz. r{ 0 2L0 z.\,lf Rocky Mountain prestleEs, Inc. 5801 N. Pecos Street Denver, CO BO22:-(303 ) 480-1111 Project Engineer : z i emarlnh Dace . : Tue Mar 30 18:20:oo 2oo4 Project. Name : Tivoli L,odge .project #: 404005 Description : P-14 Check File Nanne : U: \Tivoli\FSB check. rmp GENERAL BEAM DESIGN paqe : 3 #e q q? 1a2 8.90 242 LL.A I Z I I tlt. oJ z6d l r. ttu z t6 20.77 24r 4.5 . t 5 !62 26 .'10 101 1A 4.t ^ 302 5VZ 302 302 302 5VZ 302 z6> 210 SIIEAR RE INFORCTNG REQUIREMENTS Reinforcing St,eel is Glade GO Vll Phi Shear = 0.85 289 .2r0 Av Av Av ci cw min ---- (Tr^)/Fr'l ----0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.056 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.055 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 u (Ft) (In) (Kips) (psi) 0.33 9.00 35.90 89 L.48 9.00 34.30 83 2.97 9.00 30.94 75 4.45 9.00 2? .59 67 s.93 9.00 23.66 s7 7 .42 9.00 L9.7t 48 8.90 9.00 15-16 38 10.38 9.00 11.81 29 11- 87 9.00 7.86 79 13 .35 9.00 3 .91 9 14.83 9.00 -0.04 o 16 -32 9.00 -3 .99 10 17.80 9.00 -7 .95 19 ]-9.28 9.00 -11.90 29 20.7',7 9.00 -15.85 38 22.25 9.00 -19.80 48 23 .73 9.00 -23.75 57 25.22 9.00 -27 .4I 66 26 .70 9.00 -30.75 74 28.18 9.00 -34.r2 83 29 .33 9.00 -36 .72 89 * Minimum Based on ACI Eq. L1-15 ci I Dc'i I 849 JUJ !dz 120 120 L20 120 L20 120 1)d L20 120 t20 120 L20 LOZ 303 849 Cw (esi ) 2e4 483 487 49L 493 496 497 499 499 500 499 499 497 496 4q? +> L 481 483 284 REACTIoNS (Kips) IJeft DL= 17.33 I-,L=Right DL= !7.27 LL,= DEFLECTIONS (Inches) (-) REI,EASE : ( IP + Bn Wt )creep before Erect,ion ERECTION: (FP + Bm Wt) (FP + DL)(FP+DL+I",L) Long t.erm Creep FfNAL : (FP + DL)(FP+DL+LL) MTDPOITfT -v.az -u. Jo -0.89 -0.18 0.48 0.84 r.is t /z+, t.1e't 25.2! ULT = 37 -6s 25.O9 U],T = 37.47 7 .87 SVC 7.82 SVC = Carnber 2.q, tb Rocky Mount.ain prescress, Inc. 5801 N. Pecos Street Denver. Proj ect Engineer : z i emanrrtr Ploject Nane : Tivoli Lodge Description : P-14 Check File Name : U: \Tivoli\FsB GENERAL BEAM DESIGN co 8022r (303) 480-1111 Date - : Tue Mar 30 19:20:00 2OO4 .Proj ect *: 404005 Check. rmp Page : 4 lt* =========r= NOTE: The member has cracked due t'o positiwe Moment; deflection calculat.ions are based on Transformed Cracked Sections &Bilinear Dloment-Deflection Relationships [eCl 18.4.2 (c) ] DESIGN SUMI,IARY MEMBER IS A COMPOSITE RECTANGUI,LR BEAM OF STONE CONCRETE INITIAI, PRESTRESS = 405 Kips FINAL, PRESTRESS = 3G3 Kips RELEASE STRENGTH = 3500 Psi FINA! STRENGTH = 5000 ps:- per ACI-318 18.4.1 (a) TOPPING CONCRETE .. FIUAL STRENGTH = 4000 psi STRAND PATTERN IS Non-Standard ...... Lo-Lax STRAND INITIAL CAMBER = o s2 rrl.h lar m.i rtp9i11g of simple span) 2,Y,IT t{e? _au-t*t ^tu_trrr^u@ l-! L! tr- - -<n v1 a (t' (./)nalar.t^ oo+xx -F----.- II tl rt --+ --F J(J ql o .= "el +f t,t r-\ av -t- i,.rl ^F,'*,tc/f= +|fi=s*s Llr-?o*-,., =189.-Yip_=lr,- ,., *. + a L,) Els E E 9 n E :< c\l .l @ =.o * a ?'., ,, =- t!LL rr+ z. F e i6.o . -.--.^tL-J_e- = f1r \<>= .= .=-1\..OO =g3s X i,-\ '{ -( -||tl (\t:- ;: "3I E o'l-oc roo-!o xt- a o c\t ort < < :< lri tl J -J = F. z, a e npo :< c! tl -J .J z, F u1 g -lc\| (o c\l '-5, r.') o z. v7 e ?q€ F) oNvurs o,.$ (e) 0 oNVUls o"f (sz) 0 1__l ..8 :< O d tl J J = ner stmHrcu suMMARy o< co O< E=., Fr,2.6 H $t o Wwtr fuLsu q?N z.s.l 4-.w n /l-t\l //l t | lII r I -n\\ | '-\ L- .=3** *EE H€ - ? ? ?\li>= * P;ffi4-=d;; = c! (n -lcr{ {F- r \-rl r \S,, \.../ fY @ I + c! : YZ.z F t-- >o-q,-- z.= ou)F^:-: r.-../ IJJ i-x<r! o_ -7 Ln *q .-J \-.-/ (n v. co I + ;.--. I II =o_ /-; i $ @ tn +Lt- F O z E.F e -lC'.1 v CD I + -:< -,..) tl )J o_ .D=U<.i rv .l- :c\, e @ -lctJ <6 o- c!uo \---2 z.-r r--sj F) - -J-t /\ l+- r+-ii \-\'< c{ c\t 1,.= .= '.-arzt!OO 5gg -33 rAo Foo r!-1 >- c\ f- )'^<== tr E cr'--Jl-;ioc r.r(oo":o =)<t-=@V)= c! (, -lel< O \..r,r\-.",-t\..."/\.....2 (rl. Ea/ar7t &/,'levrs 3l1'1 t! L! t-!- L- -Lna(n(na nnnnn ^.-\i^^^\v, v s) u \-J O=f-<.O FC) '-\ il il il il t| r'\ ,r + =r F _J \-.,'tHl ,---t. o z.;;l E J Li-l lJl ,-.- o l! o E!|-]l EE;=t,rin lI-, | --> t,t \J) i- -' -l =' -- =tE:=,5 B =41vt - ou-x Ll- >- --'l o = - -loz-- ,X> =IOOEiY<;1"3=6)a L|Jlo < = o O €ol|w-) co t_r_ < z c\ SONVUS b a@Tv?ts crtu-. 4' wida r[ t.m Al*ft l-d@rl# <176"fr r'.i)tt=.laa [451= ,Lov+figU o ulh=/ryf 4 h/tr= /oF"f / -( la'-ott I ')t/ i< Fe o 2.5 3 E .,1 ll d o .r-l +t u flt Cr Fl i-| .+,r 7. {l I'A d ll --r "JJ a{ i}l ''l + E-trl I JJ tri (l| s t! h .g UT UI JJ 'a = f.l d .rl IJ {J d r+{ 'd E 'r'.| +J ll) |! ,E 'rl 'U q, F Q C\l Cl I gtfl f\lO .l {t rr r'tJ .J\ -l IE iltl fix '.1 d N \\\ \\r =w f.J r- .{ ll l{ tu E r'J VJ .-{ Fl I tl ..1 b t'l1 fl (.{ _l tl al A E d 1 t{ E (ll '.1 JJ fr (J u ? FI F u)o (}.rt o + lt o o "d.o dr H F I DT BEAI'I 1n ********************************************************************** FiLe Name = C: \DTBeam\{04005\404005-FSE-DeckCantiLever.dtb. lxt ****************************************************************rr**** Corrnent s : **************************** Tivoli Lodqe (404005) Rocky Moun[ain Preslress Mark Wasinqer 3/2/2004 Cantilever6d Deck Stab FSE Gridline 5/C.5 to 61F.4 **************************** @ verst on Units: System Length Force Deflection Rotation Length 7 3 Span w1 r -0.282 a -v,Jo.t Span Prcpertj.es: Length = [ft] Area =Elasticity = Iklin^zl Nunber of beam sDans = = English #1 -F!. =J5 =in = lid Area u. tlb / 0.9t57 tfr^21 inerria = tfr^al Density = [k/ft^g] 2,f.1 o Spaa 1 z Inert i.a 0.0642 0 .0642 40't 4 40'14 RotaEion. = Kz 0 lradl Rotation Elasticity Density Support Properties: kx = ky = lk/in] kz = Sup ])pe Fix l(}r 1 Pinned xy l Kor.ter y 3 Free lk*ftlradl Ky Distributed Loads on Spans: ==========================E w1 = w2 = Iklftl or [k*ftlft]a=b= lfrl w2 -0.282 -0.384 7 .) 0 0 ni* -Y .Y o ****t***it*********i************************************************** RESI'LTS OF ANA],YSIS ********************************************r*t******t*t*******r*ri*** 2. r.5 Fornc = t] nr- lL*f t l - r,lJ vf Lr! rLl lli cn'l eaarnant - I i nl ^- f -.,11 vrpyJqeEr"ErrL - trrrJ \r'/r LrctlJl l.^...r l- i.'rr - lf t l - l. uJ SUPPORT JOINT REACTTONS (in direction of rotated ioint axes) .]OINT 1 1 3 X-REACTION Y-REACTlON Z-MOMENT 0.00000 0.00000 0.00000 SPAIi 0 1 ) 3 5 6 7 I 10 0 1 ') 3 I 5 6 7 8 10 AJ{1AT 0.00000 0. 00000 0. 00000 0.00000 0.00000 0. 00000 0.00000 0.00000 0. 00000 0.00000 0.00000 0. 00000 0. 00000 0. 00000 0. 00000 0. 00000 0.00000 0.00000 0. 00000 0.00000 0.00000 0. 00000 5.d.LAK -0.7401{ -0.54214 - 0 .34534 -0.14194 0.04945 0.24585 0 .44425 0.54156 0.83905 1.03545 1.23385 -1.15200 -1.03580 -n c?1An -0.80640 -0.57500 -0.45080 -0.34550 -0.23040 -0.11520 0.00000 MOMENT 0.00000 - 0.44901 -0. 75984 -0.93249 -0.96696 -0.85325 -u. olr50 0.21595 0.93339 !, t l,avu 1.72800 1.39958 1.10s92 0.84572 0 .62208 0.43200 0.2'1648 0.05912 0.0t128 0. 00000 SUPPORT 'l01NT DISPI,ACEMEMS (in dj.rection of rotated joj.nt axes)=-======-=============== ===================JO]NT X.DISPLACEMENT Y-DISPT,ACEMEM 1 0.000000000 2 0.000000000 3 0.000000000 0.000000000 0. 000000000 0. 00124 0438 Z-ROTATION 0. 000053480 0.000000046 0.000045927 MEMBER DISPI,ACEMENTS (at even intervals along span length) =:==========SPAN 1 X-DISPLACEMENT Y-DTSPLACEMENT 1 1 5 7 0.000000000 0.000000000 0.000000000 0.000000000 0.000000000 0.000000000 0.000000000 0.000000000 0.000000000 0.000436553 0. 000805005 0.001055528 0.001164259 0.00t-122845 0.000948448 0.000678843 Z-ROTATION 0.000053480 0. 000049094 0.000037646 0.000021705 0.000003840 - 0. 000013382 -0.000027392 -0.000035523 i,illii ,M,|iiiil MEMBER INTERNAL FORCES (at even intervals along span length) SPAN 2,t 6 I 9 10 0.000000000 0.000000000 0.000000000 0.000000000 0.000000000 0.000000000 0.000000000 0. 000000000 0.000000000 0. 000000000 0. 000000000 0.000000000 0.000000000 0. 000000000 0. 000373364 0. 0001t 2923 0. 000000000 0. 000000000 v.vvvvzJSSz 0. 000085883 0 .000).82229 0.00030193? 0.000439565 0. 000589555 0.000747775 0. 000910427 0.0010?5143 0. 001240438 -0.000035505 -0.000024471 0.000000046 0. 000000046 0.000012480 0. 000022436 0.000030190 0.00003601? 0. 00004 0192 0. 000042990 0.000044688 0. 000045550 0.000045881 0. 00004592? SPAN 0 1 3 4 5 b 7 I 10 SPAN MAx MOMENT LOCATION SPAN t ) SPAN 1 2 Mru( SHEAR LOCATION 1.23386 7.0000 0. 00000 3. 0000 M]N SHEAR LOCATION -0 .74014 0. 0000 -1.1s200 0.0000 MIN MOMENT LOCATION -0 .9'7t29 2 .5209 0.00000 3.0000 1 1.72800 2 1.72800 7. 0000 0. 0000 MAXIMW / MINIMUM VERTICAL SPAN DEFLECTIONS ======================== MAX DEFLECTION LOCATION MlN 0.00116?725 2.9500 0.001240438 3.0000 DEFLECTION i tO€}TlON n nn nnnnnnn A '\^U. UUUUUUUUU q| UUOO 0.000000000 .1.0''0000 i-t' l*t T.,,, g',.\ M Rocky Mounloin Prestress PO. Box ZlS00, Denver, CO 80221 5801 pecos Street, Denver, CO 90221 , FAX 303/433-045r. phone 303/a80_1 I 1 1 / / 2.57 4{ot *,*" {/a{&s Dale_ Sheel _Ot &,r! frrl [/*pr^/#r/fu f /t Y {anf;lewr,nq fr**t Sln} f,sf* Job Title ';vo/i Ldae ,",no Gili/ewira !0ul ).4 -51ah fi FsF V -? 'Ttr ,lles rr 3t-/, L Fda? &r=d Fu;- = = .l (oo b.5 *Lt o.o13;n1 o, A66 int ttz,ttl s."ffirJ,tok /,58.-(ftes"l pt ; pad D/(44t t " "ds) FLAT SLAB DESIGN SUMMARY . 3,^,-> = ff \\>=NN .= .= -vOO ==3s Aodo ..a||tl c\:-;;3X E o, <o o.) o xt- o v)c\ro<< $3'3 6 L! -.J lrJ z. :< r) ll J LJ tL -t- ;r+ F E r') I c! =2.-El+- =o-u{ .- 2.3 =i p^ ><< lu <O A-"tl ch" F o o tl =o_ (JC z.? 6**q oam O<E,A Ll -' 2.6 tJ-6:< o9 ed 9l rr u)J e{ -lc\, O- tl -f\ = tJ'r.) ll .-)$ja o z. e. tJl e Flc\, rr) c\t (J o_ V' t rt) I c{ :< o .rt . ==o_ z E.F tn e .lo |r) (J o t-.J F:< t- tl U) s< .ol€ o- -r r r-) <ci (/rYtl (oH l4J LL 't- oNVUls oi Qz) 1 g ir-5 ,.\ uJ (o6 cJ< t!Lr-U-L!--aa(n(n(nu't n l.t at ,.\ a,r a,\ -oo tr)O-lf)XH _ -- -1 I fi tl @()(J rD-*+ z.-at a8 d .=.F|. | /\ -J i:"it Y<uJoG*=l trm=,,;t *lfii:=F=x Ll-E<o<-,,' =1899.:Fi?Xlr ', ",' *, ) - t4 iilo5556rnd olra==<zc{oa : . = ^,"\ F-) = *<<I >-. lE -1 rz FO *PFSU Aooo-l =- ll ll c.l =E E <> ro o.b o x- q, v,(\(r<< + !- F tn E LrJ J =F I (o 5nn1 6 FLAT ILAB DtstGN suuumrGsA @" fir&,t@ s i -Ttlf,-T@e, 'c'o.zo'vas (g) 'c'o"zo'vas (r) 'c'o.zo'vas (s) 'r'o,zo'vas (r) 'c'o.zo'vas (s) t x.5? ( 4'tq - aooq) C, Lt- =?o*{o (J Ir) -Jv tl = L! trJ F z. >< = :<q r.) tl .J -J f o_ Y ,rt tl )J l o_ F a G CD F |r) I c{ -o ..i tl =o- oa c)o< Ed F,.2.6 o_ F 14- F O z (r't ET .l- z. (r F UI e |fXaEI ..) d ONVUIS dOI O ONVUIS ruIO8 O.(rz) o r8\ \1 | -:rv I 3 Kl I FFIiJ 3,---^ ii\-\ =*-t-P83 5oc; -llll t- ln ,-\ C Ctl -oc o!9 -g)u,a<.<. u- == 6=sd tu >. c!<=.Jl ,-, (o =x =c{. -^z> = gS,; ;=E=3 trJ -1 || ll i== p; ^o o ! 9 =s433 >= -r->o-3o Fo z.= (J CO Ed 5e ><<rJo_ u'ru)u)(naa al at ar at ,.r ^oorr:oPP u., o - = E_{- |r)11 l tl @(J(J r.,t-* a t5r z.-et a8d .Z iil =<r!oE- =l ff-=-Fb +IE?== F = r rlr-<<v= 6lFeg;Yi3 Els=5e=RE "l =l Fl$ sli il et st tl Fl{o I € G' o o- F t!6:<o9 =6 U1 ei -lc\r O_ E. UJ = ,1o o z, E an t!o g 3p1 ra c! Gt o_ an E. co oa F rr) I c\, i ?-{lf rlffi El=Hl= Sro lz t> t v a t- l'-) o C4 =a rv{ (4 tL o { S G. o,i e Y o t r.) a (4 =s u) l{ s r- tr N'l \. i! a \i! v a *n o q Q:-e;\-- q \ { .N T a c\i! v a i l.) a (4 =- it si rn a s t .\ A \t! x \ =il F H s s \* -J $ H i- {d.. b ar I b I n I h b h b ,l F ;r b ai I ? I ar b I h b .l b I os Rocky Mounloln Preslress I P.O. Box 21500. Denver. CO 80221 5801 Pecos Street, Denver, CO 80221 FAX 303/433-0451 , Phone 303/480-1 1 1 1 Jobrme frfol-l -\ "y i ?u ou,u4lzt uoNo.4pAvooS Checked By Date-sh""t Z-E-1b,r +o, prF st-t- i v. Rocky Mountqin Preslress t PO. Box 21500, Denver, CO 80221 5801 Pecos Street. Oenver. CO 80221 FAX 3031133-0451, Phone 303/480-111 1 Job No.fa(nr 2,5/o l1a76prse Sa-h'q,h Slab /o'-o,,ui/e imz 39 30t-ott b -l rA /1rs df futrollt 5/a6 o Pocry MountoinE;IE; A f ,"r-,,," -77no/; L*i,J" V|, /7J ./ 4 PO. Box 21500. Denver. CO 80221 5801 Pecos Street, Denver, CO 80221 / FAX 303/433-0451, PhonE 303r/480-1 1 i 1 ,^" lfpfoy,,,^" lotw our" I I sheet -or-2,5,11 c-fo t- rr . = [ tr'l t'k") (uor") W; I -- =;rf"tri# * I a parip ro y,,t ( tr ;l- 3:: tr;ff "" u # l, t, ( u,,tri)( ro r,4( /, -4 * r,, f/; ar.% Subject Checked Bv hltu yn t,Loads on S/& C.Etrt" = [. o,ZeAKlf * o,/l3K/f +O.3ooKf\ (or *f 6fitpc,,-= 9'-675,tffi.7 nlfrn',o.4 o.prfrlf -'' b-,lp*Kg 6*ro =ffii&ilFro)(xt*l (ar *z)h-GLcor^ 4U/*l 'h!r*',:^&f' (wrd)0t //om#, 4t nB o, Sm(/{ o ':!!o tv') ,!.e ()lL' ?$ (r- r-)6)irtu Date - Sheet -Ot_ 2,5,12 - tol, t nstorel uas o --;Fn IaL frut, Z_L.6. = O,Wo + a.6"64 o.2'+ o.eQf= /. (6/Klf - T-hfri-= o:eroK/L LQ-ffr' 2,i I l!!!:y 6' = sot = tJot/A = = ufry'/z = = a.frt.f /t = = a-Ji,{ lz = z fry,r, ftvr, 3 t/,61-:-:Knrrt t ffi;&;;;;;;-;;;;;il-;il;il;;ilt-;;*- ;;-;;&;=;;G;;;= = = = = = = = = : = A = 672 lrt^2.1 I = 3584 In^4 y/ yb = 4.oa Tn/sb= 895 rr1^ 3 / Tflb = o.o0 rn Bb = 0.00 rn st = 895 In^3 Tflt = 0.00 In Bt = 0.00 In Wc = 150 pCF Hnc = B.0O Inl Bw = 84.00 Tn/ Rocky Mountain Prestress, Inc. 5801- N. Pecos Street Denver, Project Engineer : h'asingerm Project Name : Tivoli Lodge Description : 404005-FSlp, File Name : J: \404005\E&D\ mP GENERAL BEAM DESIGN Page : L COMPOSITE SECTION PROPERTIES: TOPPING IS STONE CONCRETE Ac = 89'7 In^2 Ic = 8859 In^4 yb = 5.38 In scb= 1546 In^3 TcfI = 3.00 In / Bcfl= 84.00 In sct= 3383 rn^3 (p/c) Hcom = rr.OO tn / wrpg=150.0 pcF scr= L753 In^3 (Tpg) DESIGN LENGTH OF MEMBER = 30.00 Ft / co so22r r3o3) 4'o-111r ,(t,{/a , Date : Mon Apr i-9 o9:43:48 2oo4 \:7 Project #: 404005 In Progress\Cal-cs\Section2 - - - Slabs \4 04005FSE . r LOAD DATA Dcad T,oad Fac'l-or = 1.400 * --.:--"q"" ' Bm wr =(Q.790)K/Fr DL#1 DL#2 = 0.000 K/Fr LL Percent of LL Sustained Live Load Factor = 1.700 = 0.000 K/Ft ------ Non-Comp. = 0.000 K/Ft ------ Composite CONCENTRATED P (Kips) x (Ft )0.00 0 .00 0.00 0.00 0.00 0.00 REINFORCING DATA PROFILE OF CENTROID OF Area of l./2', Strand =# of Strands = 23.00 Effective Pull = 0.75 D I STRIBUTED xl (Fr ) x2 (Fr) 0 .00 30.00 PARTIALLY wp (K/Ft) u. oat 0.26 0.00 30.00 0 .00 30.00 ].,OAD Type DL-Non-Comp. u! - uompos 1E e LrIJ - Compos ite STRANDS: (I-,o-LaxStrand) 0.ts3L (rn^2) # of L,evels = 1 Aps = 3.5213 In^ Initial P/S Force = ?13 Kips STRAND LOC #1 ,! (Ft ) 0.00 30.00 H (In) 2.00 2.00 Ecc . ( In) 2.00 2.00 DESCRI PTION LEFT END OF MEMBER RIGHT END OF MEMBER -fi.* STRAND LEVEI.T NUMBER: 1 # of r/2" In. STRAND: 23.00 HEIGHT @ L.,EFT END ; 2.Q0 HEIGHT @ RIGHT END : 2.00 PRESTRESS LOSSES t- ' ),1 ). "kftdt'!'it hil, bas !'](Lv"son ;"#:rr,lfr 'trtfV tt Rocky Mountain PreBlreEE, Inc. 5801 N. Pecos Stree! Denver, CO 8022f Projects Engineer : wasingerm : Tivoli Lodge :404005-FSF : J: \404005\E&D\In Progress \CaLcs \Section2 - - - Slabs\4 04 O O5FSE . r GENERAL BEAM DESIGN Page t 2 Project Name De s cript ion File Name mp {303) 480-1111 Date : Mon Apr 19 Project #: 404005 ET TliIA Y (Ksi) (*) 55,50 -1t' z5 ,5> LZ Tension SLeel Req'd (cr6 0 )(rn^2) Loc 0.00 N/A 0.00 N/A 0.00 N/A g, f,,ll .(q - rq-Zooq) Q9 t43:48 2004 INITIAL CONCRETE STRESSES (Psi ) r InLE1al- PuIl_ IP +(FI) TOP BOT TOP 2.08 -494 2469 .222 r.s.00 -501 2506 554 27.92 -494 2469 -222 Required Release Strength (based per ACI-318 l-8.4 .1 (a) A1low. Tension: Ends = -363 Psi; on Compression) = 3.7 Ksi Elsewhere = - l-82 Psi Di.st . From L. End (Ft ) z . v6 15.00 27 ,92 I(la!EA.>E ll{ci I tgt l-4 . 05 7 L!, Z5 b 14.05 7 Bm Wt BOT 2197 145L 2197 FINAL CONCRETE STRESSES (Psi) Allowable Compression: 0.45*f 'c = 2250 Psi; 0.5*f rc = 3000 Psi Aflow. Ten: 6iSQRT(f,c) = -424 Ps!; 12*SQRT(f,c) = -849 Psi x (Fr) 0.00 3 .00 6.00 9.00 12.00 15.00 18.00 21.00 24 .00 27 .00 30.00 DESIGN STRENGTH FP + A11 DL, TPG TOP BOT 000 70 340 l-389 r25 937 810 1-54 1353 395 r8'7 151,9 l-48 L95 1_704 55 l-87 1,519 l-4 8 164 1363 396 I25 937 810 10 340 1389 000 Phi Flexural = 0 .90 (Phi*Mn) Provided FP+BMWt TOP BOT 00 -OZ IOJI zzL _L5>5 +25 L+ZO 5+5 !523 )Uf, IZ>Z :)+f J-525 125 L1Z6 zzL lJ>) -oz rtt5-L 00 (Fr-K) L.2 * Mcr (ACr 18.8.3) Development L,ength Limit.s (ACr 12.11) 0 344 +a I FP ITD(: 0 z>v 444 582 555 693 oof J6Z 444 250 0 +DL+Lt TOP BOT 00 434 11_97 1l-03 459 I3OI _fI iZZZ -i!i,' tt6s f ': 7,s tI = tl'tE' IJOI -f,I 1103 469 434 rr97 00 x (Fr ) 0.00 3 .00 6.00 9.00 l-2.00 15.00 18.00 21 .00 Mu 137 320 355 3 81- -'Ob 5ZV SE rain Comp. 473 413 473 473 473 473 473 't?i'-57f'w'3L8 t{ Rocky Mountain Prestress, Inc. 5801 N. Pecos Stleet Denver, CO 8022L n, f,, /t- {303) 480-1111 C4-n'zeql Tl^'. F . M.rn Ail1. 19 09:43 :48 2004 Project #: 404005 Project Engineer : Project Name : Description : File Name : mp 24.00 244 27.0O r37 30.00 0 SHEAR REINFORCING REQUIREMENTS Reinforcing Sleel is Grade 60 XdVuv 473 457 473 344 473 0 Phi Shear = 0.85 ci cw (Psi) (Psi ) 849 289 5L> {lJ!156 sr.3 LZV fro r20 520 120 522 LZV )Z) r20 526 120 528 :I20 529 rzv 5z> LZV aZ>r20 528 LZU aZO r20 525 LZV aZZ r20 520 LZV tro 15 5 513 319 435 849 289 was ingerm Tivo1i todge 404005-FSF ,I : \4 04 0 0 5 \EeD\ In Progress\Caf cs \SecEion2 - - -S1abs\4 04 0 05FSE . r GENERAIJ BEAM DESIGN Page : 3 (Ft ) (In) 0.33 9.00 I Rn O nn 3.00 9.00 4.50 9.00 6.00 9.00 7 .50 9.00 9.00 9.00 10.50 9.00 12.00 9.00 1? En O nn 15.00 9.00 16.50 9.00 r.8.00 9.00 19 .50 9.00 21.00 9.00 22.50 9.00 24.00 9.00 25.50 9.00 27 .00 9.00 28.s0 9.00 29 .67 9.00 * Minimum Based on u (Kips) (Psi )49.58 71 45.',72 7r 40 .64 53 Jf . )o 55 30.48 47 25.40 40 20.32 32 L) . Z1 Z.l l-u. ro ro 5.08 8 0.00 0 -q nc e -10.15 L6 - L} .2+ Z1 -20.32 32 -25.40 40 -30.48 4? -5f .5b 55 -40.64 63 -1a. tz tL -+t.oat I I ACI Eq. 1L-1"5 Av Av Av ci cw min ---- (rI:^2/ Fr) ---- 0.000 0 .000 0.000 0 .000 0 .000 0 .000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0 .000 0.000 0 . 000 0 .000 0.000 0 . 000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 REACTIONS (Kips )Left DL= 24.45 l,L= 9 .75 SVC Righe DL= 24.45 LL= 9.75 SVC DEFLECTIONS (Inches) (-) = Camber RELEASE : (IP + Bm Wt) Creep before Erection = ERECTION: (FP + Bm Wt) (FP + DL) (FP + DIJ + LL) Irong term Creep FINAL : (FP + DL)(FP+DIJ+LL) = 34.20 ULT = 50.80 = 34.20 UL,T = 50.80 MIDPOINT -0.68 -0.51 -1.19 0.04 ' :,:; Jiltro'ffi'-o'f?"= o'3\il = s"' 6n'o'ALL DESIGN SUIIMARY MEMBER IS A COMPOSITE RECTANGULAR BEAM OF STONE CONCRETE INITIAL PRESTRESS = 713 Kips FINAIJ PRESTRESS = 631 KiDB \ --] --;s,) Am*u' 2/eW e to rtL/lw' 8.5"0+ An4.ttLL) > (0.3t' >f"W"arlto1 [nqn = /h*'hrtz/saa" FINAL PRESTRESS = 631 It o Rocky Mountain Pre8tregs, Inc. 5801 N. Pecos. Street Denver, CO Project Engineer : wasingerm 8022t 1303) Date Project #: 480-L111 ! Mon Apr L9 404005 ProJect Name Description File Name mP : Tivoll Lodge : 404005-FSF : iI:\404005\AcD\In GENEP,AIJ BAA}/I DESIGN Progress \Calce \sect ion2 - - - slabs \4 04 o 05FsE . r Page : 4 REIJEASE STRENGTH = 3661 Psi FINAL STRENGIH = 5000 Psi per ACI-318 18.4 .1 (a) TOPPING CONCRETE ... FINAIJ STRENGTII = 4000 Psi SIRiAIID PATTERN IS Non-Standard ..... . Lo- L'ax STRAIID INITIAIJ CAIIBER = 0.58 Inch (at midpoint of simple span) .x,5,16 . 7.t-11-retl 09:43:48 2004 Qhiqn Futa F/w*{ -ito,t fi. L"rd, qE $F 4!1'L 7, oa' /L 0to7r-17o.aa) = a, ya6x -> ELL" a.Wk ll j.f,/6a- | PO. Box 21500, Denver, CO 80221 5801 Pecos Street, Denve( CO 80221 FAX 303/433-0451, Phone 303480-1 1 1 I M Rocky Mounloin Preslress on"!#-,oo^" Dat€ - Sheet -Of FSE bru fn = (edA qa r) = s.i6'* Flln= ,"0r,,," ffi/; Lodqe v ""r""r :'O J/ab rsf flonnt fTerorot Fhruro!, Sfeel Pnu;ld n'- np,,gDl=(s/)fua/w)0. oo) . a. /ts r\ -+ zot. o. r6la JlaliDt=(ai) (rnfiw) (q,o e)' o, lo8 * ) nrnDt-( P, = /. tfhl * t fEL' /.t/r e.trillHe r" 7t7. YaaL I M tK pwr asc tw Laqrs TtF of su- of Joeet nalt I ltl"CLA t2t6-uJr,Orul$a /o'-oo = 4f ft= /TLt------- '"-/,/4. = 1,%fix6" -a,t41in7/ft = /x1,Ofu- o./6oin/ft ) o./x3,"nt, o" m*=ffi=o,/no"=q- liwp *g Qrtp LX d.W.* oF cLlrl--f r€.*w+{t.?& Rodry Mounlqin Preslress u I PO. gox 21500, Derwer, CO 80221 5801 Pecos Street, Dorwer, CO 80221 FAX 3031/433-0451, Phons 309480-1 11 1 Jobrne 4v o Ll Subloct Checked By Dats-sn""t 4J.l{rtor 'zi l -... tt Rocky Mountain Prestress Project Engineer : linskensj Project Name :Tivoli Lodge Project #: 404005 Description :404005-FSE -- P-99 5801 N. Pecos Street Fax (303) 433-0451 Date : Wed Apr 21 Denver, CO 80221 Phone (303) 480-1111 17:18:25 2OO4 BEAM LOAD SUMMARY z5.luc. 8' I SuPPorted Length = 0" UNIFORM LOADING Trib. Design Load (PSF) (r(Fr) Member Dead Load 1.$ 0.641 Dead Load 1 0.0 0.000 Dead Load 2 0.0 0.000 Total Live Load 0.0 0.000 Point Loads Service Level Location of Load (kips) Point Load Dead Load 2 = 1.0O 4'6" Dead Load 2 = 1.OO 12'6" Dead Load 2 = 1.00 17'6" Dead Load 2= 1.OO 25'6" Partially Distributed Loads LIVE LOAD REDUCTION Area = 0.00 sqft R1 = 0.00 R2 = 0.00 R3 = 40.00 Reduction Percent = 0 Reduced LL = 0.00 Psf Load (KFt) Dead Load 1= 0.24 DeadLoadl=0.39 DeadLoadl=0.39 Dead Load 2= 0.10 Dead Load 2= 0.04 Dead Load 2= 0.O4 Load Start 4'6" 17'6" 4',6" 17',6" Load End 30'0' 12',6" 25'6" 30'0" 12'6" 25'6" Service Level Load (kips) Live Load = 2.00 Live Load = 2.00 Live Load = 2.00 Live Load = 2.00 Load (KFt) Live Load = 0.32 Live Load = 0.14 Live Load = 0.14 Location of Point Load 4'6" 12'6" 17'6" 25'6" Load Start 0" 4'6" 17'6" Load End 30'0' 12'6" 25'6" REACTIONS (Kips) Left DL= 20.13 LL= 9.95 SVC= 30.08 ULT= 45.09 RightDL= 20.13 LL= 9.95 SVC= 30.08 ULT= 45.09 rt Rocky Mountain Prestress, Inc. 5801 N. Pecos Street Denver. CO 80221 {303) 480-r.r.1L Project Engineer : linskensj Date : Wed Apr 2! !7 z!8:25 2004 Project Name : Tivoli Lodge Project #: 404005 Description : 404005-FSE P- 99 FiIe Name : J: \404005\E&D\In Progres s \Calcs\Sect ion2 - - - Slabs \4 04 0 05FsE - P-vv.rmD GENERAL BEAI-I DEsreN Page : 1 L€.lb) NONCOMPOSITE SECTION PROPERTIES: BEAM IS STONE CONCRETE A = 6:.-5 lrr^2 Sb= 821- In^3 St = 82L In^3 Wc = l-50 PCF I = 3285 In^A Tflb = 0.00 In Tflt = 0.00 In Hnc = 8.00 In Yb = 4.00 Bb = 0.00 Bt = 0.00 Bw = 77.0Q In IN IN In COMPOSITE SECTION PROPERTIES: TOPPING IS STONE CONCRETE Ac = 823 lrl^2 Ic = 8121 In^4 Yb = 5.38 In scb= 1509 In^3 Tcfl = 3.OO In Bcf]-= 77.00 In Sct= 3101- In^3 (P/C) Hcom = 1L.OO In Wrpg=150.0 PCF Scr.= 1G 1G In^3 (rpS) DESIGN LENGTH OF MEMBER = 30.00 Ft I.,OAD DATA Dead Load Factor = 1.400 Bm Wr = 0.64L K/Fr DL#l_ Dr-,#2 = 0.000 K/Fr r,L Percent of IrIr Sustained Live lroad Factor = 1.700 = 0.000 K/FE ------ Non-Comp. = 0.000 K/Ft. ------ composite o CONCEMTRATED P (Kips) x (Ft) PARTIALLY DI STRTBII|ED wp (K,/Ft) X1 (Ft) x2 (Ft) 0.24 0.00 30.00 0.39 4.50 12.s0 0 .39 r-7 .50 25 .50 0.r-0 0.00 30.00 0 .04 4 .50 L2 .50 0.04 17.50 2s.50 0.00 0.00 0.00 0.32 0.00 30.00 0.14 4.50 t2.50 o .I4 17 .50 25 .50 0.00 0.00 0.00 0.00 0.00 0.00 1.00 L.00 r-.00 1.00 2 .00 2 .00 2.00 0.00 0.00 0.00 4 .50 12 .50 17 .50 z5 . au 4 .50 1_2 .5 0 11 .50 za.5v Type DL,-Non-Comp. DL-Non-Comp. DL-Non-Comp. DL- Compo6 i te DL-Composite DL-Composite DL-composite LL, - Compos ite LL- Compos ite LL-Composite LL- Compositse REINFORCING DATA PROFII,E OF CENTROID OF Area of 1/2' Strand =# of Strands = 23.00 Effective PulI = 0.75 STRANDS: (L,o-LaxStrand) 0.1531 (rn^ 2 ) # of Levels = 1 Aps = 3 .52L3 In^2 Initial P/S Force = 7l-3 Kip6 STRAND X LOC (Fr) #1 0.00 #2 30.00 DESCRI PTION JJEFT END OF MEMBER RIGHT END OF MEMBER H ( In) 2.OO 2.OO E-.. ( In) 2.00 2 .00 [t Rocky Mountain Prestress, Inc. 5801 N. Pecos Street Denver, CO 8022f 1303) 480-1111 Project Engineer : linskensj Date : Wed Apr 2! !7:LBt25 2004 Project Name : Tivo1i Lodge Project #: 404005 Description : 404005-FSE P- 99 File Name : J: \404005\E&D\In Progres s\Calcs \Section2 - - - Slabs \4 04 0 0 5FSE - P-99. rmp GENERAL BEAM DESIGN Paqe : 2 =========== L.5.16 u STRAND IIEVEL NUMBER: 1 # of 7/2" In. STRAND: 23.00 HEIGHT @ LEFT END : 2.00 HEIGHT @ RIGHT END r 2.00 DDEqTDE CC T.r!CCFC DiEt . From L. End f Ff I z.u6 1E nn z I . >z REI-,EASE (Ksi) (t) r.t . ov I LL. >Z O 14 .60 7 FINAL (Ksi ) (*) zJ.a5 l.5 31 .37 18 INITIAI CONCRETE STRESSES (Psi ) Tension Steel X Initial PuI1 IP + Bm Wt Req'd (cr50) (Ft) TOP BOT TOP BOT (In^2) LOC 2.08 -537 2685 -265 24!3 0.00 N/A 15.00 -545 2724 509 1_670 0.00 N/A 27 -92 -537 268s -25s 24:-3 0.00 N/A Required Rel-ease Strength (based on Compression) = 4.0 Ksi per ACf-3LB L8.4.l- (a) A11ow. Tension: Ends = -381 Psi; Elsewhere = -190 Psi FINAI CONCRETE STRESSES (Psi ) A11owab1e Compression: 0.45*ftc = 2250 Psi; 0.6*f'c = 3000 Psi Al1ow. Ten: 6*SQRT(f'c) = -424 Psi; 12*SQRT(f,c) = -849 Psi X FP +BMWt FP + A11 DL IE + L)!r + JrlJ (FI) TOP BOT TPG TOP BOT TPG TOP BOT 0.00 0 0 0 0 0 0 0 0 3 .00 -9? 2005 8r- 224 1639 292 334 14r-3 5.00 l_85 7773 !44 780 1098 52]- 916 695 9.00 387 L605 r87 1169 "tzL 678 ]-425 195 12.00 s08 1506 227 1389 503 795 1688 -111 15.00 549 7477 228 1450 444 82r L759 -190 18.00 508 1505 221 1389 503 19s r_688 -r.r.1 21.00 387 1-606 787 1L69 72I 67I L425 195 24.00 r.8s 1113 r44 780 1098 52I 976 595 27.00 -97 2005 81 224 1539 292 334 1413 30.00 0 0 0 0 0 0 0 0 DESIGN STRENGTH (Ft-K) Phi Flexural = 0.90 (Phi*Mn) provided Strain Developnent X Mu 1.2 * Mcr Comp. Length Limits (FE) (Req'd) (AcI 18.8.3)(ACr 12 . 11) q Rocky MounEain Prestreas, lnc. 5801 N. Pecos Street Denver, CO 8022f Project Engineer : linskensj Date : Wed Apr 27 L1 t!8225 2004 Project Name De s cript ion File Name P- 99 . rmp (303) 480-1111 : 'r'l-vorr- lJooge : 404005-FSE P- 99 : J: \4o4oo5\E&D\Tn Pro J: \40a005\EcD\In Progress\calcs \section2 - - - Slabs \4 04 005FSE - Tivoli IJodge 335 Project #: 404005 GENERAL BEAM DESIGN Page : 3 0.00 0 5 . UU LZ I 7-e.tbL 44L 44r 44! 447 44! 44t 44r 44r 44]- 5.00 9.00 12.00 15.00 18 .00 21.00 24 .00 27 .00 30.00 228 298 5+5 355 5+5 298 zz6 L21 32r 429 32r SHEAR REINFORCING REQUIREMENTS Reinforcing Stsee1 is Grade 60 Vu Dhi Shear = 0.85 (Ft ) ( In) (Kips) 0.33 9.00 44.45 1.50 9.00 42.22 3 .00 9. 00 39 .35 4.50 9.00 31.58 5.00 9.00 27 .53 7.50 9. 00 23 .39 9.00 9.00 19.2s 10 .50 9 . 00 15. L1 12.00 9.00 t0 .97 13.50 9.00 2.87 15.00 9.00 0.00 15. s0 9.00 -2.87 18.00 9.00 -L0.97 rr.fu >.vv -r5._Lr ?1 nn o nn -10 t< 22.50 9.00 -23 .39 24.00 9.00 -21 .53 25.50 9.00 -35 .48 27.00 9.00 -39.35 28. s0 9. 00 -42 .22 29.67 9.00 -44.45 * Minimum Based on ACI Eq. REACTIONS (Kips) r,eft DL= 20.13 LL= 9 Right DL= 2O.r3 LL= 9 DEFLECTIONS (Inches) (-) = RELEASE : (IP + Bm Wt) Creep before Erection ERECTION: (FP + Bm Wt) (FP + DL)(FP+DL+LL) Long Eerm Creep Cl^t m1n (rn^2,/Ft) ---- 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 vv ,, ^i (Psi) (Psi )75 849 72 349 5't 18 5 54 r20 47 L20 40 r20 33 r20 26 L20 19 !20 E 1tn 0 )-20 5 'J.20 19 720 z6 -LZU 33 720 40 r20 47 !20 OZ IJU 57 185 tz 5+t 75 849 11-1q vAv cl,rr c i I pe.i ) 292 0.000 450 0.000 534 0.000 537 0.000 541 0.000 544 0.000 545 0.000 548 0.000 550 0.000 550 0.000 550 0.000 s50 0.000 550 0.000 548 0.000 546 0.000 544 0.000 541 0.000 s37 0.000 534 0.000 450 0.000 292 0.000 Av Av .95 SVC = Camber 30.08 I'LT 30.08 ur.,T 45.09 45.09 MIDPOINT -o .79 -0.59 --1 . JO -0.51 o .62 q Rocky Mounlain Prestress, Inc. 5801 N. Pecos Street Denver, CO 8022L {303) 480-1111 Project Engineer : linskeneJ Date : Wed Apr 2r L7z!8:25 2004 Project Name : Tivoli Lodge Project #: 404005 Descriprion : 404005-FSE P- 99 File Nane : ,t:\404005\E6iD\In Progress\Calcs\section2---Slabs\404005FS8 - P-99. rrnp GEMRAIJ BEAM DESIGN Page : 4 FINAIJ : (FP + DL,) (FP+DIJ+LL) DESIGN SIJ}4MARY MEMBER IS A COMPOSITE RECTAIIGI'I,AR BE.AIi{ OF STONE CONCRETE INITfAI PRESTRESS = 71.3 Kips FINAL, PRESTRESS = 522 KipE RELEASE STRENGTH = 4Q22 Pei FINAI STRENGTI{ = 5000 Psi per ACI-318 18.4.1 (a) TOPPING CONCRETE .. FINAL STRENGTH = 4000 Psi STRAIID PATTERN IS Non-Standard ...... Lo-tax STRAND INITIAI CAIPER = 0.79 Inch (at midpoint of sinpLe span) 0.01 0 .38 t-.9,1b 1, o SUMMARY 4,, 4-+\L \P o DTSIGN FLAT SLAB E. co I + .+ a LJJ o_u) >< \ N s \ -\ No .s \s t1 Y N \<a o_ F O z. E. a e -lc\, -:4 '_F/.) ll -J =o_ O z. E F e -lc\ c\l c\ (:) x 'l I x J x l a( J I X tl I j. X 1 X I a< J X .l x 'l f I .1 ! x I x I x I x I x I x X I x I c!l I c! tJ- L- t! -(n Ln (n ln nnnrl .'\ 'a\ /'\ /'\ O - .{- O FC) 'a\ il il il t|,,.-\- + O YF -) . !.^i^t ,,,4 z. .'vl "\ .-J l"J-l ii:l =r!oo<=I -JF F f. ff I r"\ l-JJ vJ -l '? '-- r"\ r- ltL __J \_/ .- ^<lS cp o- 9l +(YILJ- . \ ,> \-./ =.=tu)=-o_c,dl- d - = o GlFurYi 6l* 2.6 z. "rdl F. O O O @ olF/) z < z C\ SONVUS b MddnthdlK 'ilqj:r% 2.6.2 Rocky Mountain Prest.ress, Inc. 580L N. Pecos Street Denver. CO Project Engineer : Ploject Name : nacF!..i ni i ^n File Name : opsf . rmp GENERAL BEA}4 DESIGN NONCOMPOSITE SECTION PROPERTIES: BEAM IS STONE CONCRETE 8022r 1303) 480-11r-1 waslngerm Date : ?hu Mar 04 L0:!2:04 2004 Tivoli Lodge projecE #; 404005 4 04 0 0 5FSF10 opsf J : \4 04 005 \E&D\In Progress\Calcs \Section2 - - -51abs \4 04 0OSFSF1 O A = l-200 In^2 Sb= 2000 1n^3 St = 2000 In^3 l4c = 150 PCF REINFORCING DATA PROFILE OF CENTROID OF Area of 1/2" Strand =# of Strands = 22.00 E'ffaFr-i1'a Drrl l - n "E T - tnnnn ?-^, Tflla - n ^^ an TflF-nnnrF lln^ - Tn nh'r- Yb = 5.00 In Bb = 0.00 In Bt = 0.00 In Bw = 48.00 In CoMPOSITE SECTION PROPERTIES: TOPPING IS STONE CONCRETE Ac = ]-522 Ln^ 2 fc = 209G8 In^4 yb = 8.38 In scb= 3289 In^3. Tcfl = 3.00 In Bcfl=120.00 In sct= 5784 1n^3 (P,/C) Hcom = t_3.00 In wtpq=1,50. o pcF C^l-- ?q?o Tn^2 /'F*^\Lt. J \ Lt'Yt DESIGN LENGTH OF MEI\,IBER = 36.50 Ft Dead Lodd Factor = t-.400 Li.ve Load Factor = t.?00 Bm Wr = 1.000 K/Fr DL#1 = 0.405 K/Fr Non_Comp.DL#2 = 0.L52 K/Ft LL = l..0l-4 K/Fr. ------ ComDosite Percent of LL Sustained = 5 STRANDS: (Lo-Lax Strand) u . J-55I (.!n I l # of Level-s = t Aps = 3.3GA2 In^2 Initial P/S Force = 582 Kips STRAND X LOC (Fr )#r- o.oo iz Jo. f v nFCaiDTDTT.rr\I LEFT END OF MEMBER RIGHT END OF MEMBER 1 2 .00 2.00 l(.tr!EA5!;(Ksi) (t) 5.08 3 (Psi) (.!n, 2 .00 Ecc . ( lnl 3.00 3.00 STRAND LEVEL NUMBER: # of L/2" In. STRAND: IJFT^IJT 6r T FF.F F\Yr1 HEIGHT @ RIGHT END : pPFqTpFCC T.nCqFq Dist. Fron L. End (Fr) z , v6 34.42 INITIAL CONCRETE STRESSES FINAL (Ksi) (*) 28.L4 14 28.14 14 Tension Steel. 7.6,3 Rocky Mountain Prestress, Inc. 5801 N. Pecos Street Denver, CO Project Engineer : wasingerm Project Name : TivoJ.i Lodge Descripcion : 404005FSF1OOpsf File Name : J: \404005\EcD\In opsf. rmp GENERAL BEAI\4 DESIGN Page : 2 x Initial Pull IP + Bm Wr Req'd (Gr50) (In^2) LoC 0.00 N/e 0.00 N/A 0.00 N/A lFr-l TAD P.)T TAD D.IT 2.08 -433 1s15 -2L8 1301 80221 1303) 490-1L1,1 Date : Thu Mar 04 10:!2t05 2004 Project #: 404005 Progress \ Cal cs \Secrion2 - - -SLabs \e 04 o o5FSF1o 18.25 -441 L544 34.42 -433 1515 558 545 -ZLA IJUI Required Release Stlength (based on Compression) = 3.5 per PCI 5t.h Edit.ion 18 .4 .1 (a) Al-low. Tension; Ends = -355 psi; Elsewhere = -L?7 FP+BMWt TOP BOT 00 -5t !vz6 234 781 421 504 s43 498 aaz i.oz 543 498 427 604 234 78I 00 Fl' I al] nT. r r.\r tlJF lt\J I nn^ JI tZ6 E+> 55 327 462 t4 0Il Iub a2 982 20 61 >62 29 )) JZ/ 16z 31 r28 849 nn Ffexural = 0.90 KS1 vs:- rY + UL + LJ-) nnn zt t z)i. 026 .r4L t)! oat )).j J-rUb -552 lZL I-l O6 zJ I zuq oza 000 FINAL CONCRETE STRESSES (Psi) ALlowable Compression: 0.45*f tc = 225e psi; 0.5*f ,c = 3000 psi. AlLow. Ten: 6*SQRT(f 'c) = -424 Ps!; L2*SQRT(f'c) = -849 psi lFi. l ? ?n 1.4.50 !6. Z> 2I .90 25.55 29 .20 tz.6> JO. !9 DESIGN STRENGTH (Ft-K)PnL (Phi*Mn) Provided XMU (Fr) (Req'd) 0.00 0 3 .65 234 7.30 415 L|J. >a f tD 14 .50 524 .,.a.z> b)u zt. >v ozl 25.55 s45 29 .20 4l.6 32.85 234 36.50 0 SHEAR REINFORCING Reinforcing Stee 1 L.2 r Mcr (ACr 18.8.3) 474 REQUIREMENTS is Grade 50 Vu (Kips ) Devel opment Length Lihits \.r1\.r J.z . II / n 522 522 0 Strain Comp. o /J o /l 6 t5 573 573 6 t5 o tJ b /J f Fi I .t (In) Phi Shear = 0.85 u ci cl^t (Psi ) (Psi) (Psi)---- lTh^?/Fi\ Av Av o Rocky Mountain Prestress, Inc. 580L N. Pecos Street Denver, CO Proj ect Engineer : wasingerm Project Name : Tivoli Lodge Description : 404o0SFSF1Oopsf Fil,e Name : J:\404005\E&D\In opsf . rmp GENERAL BEAM DESIGN 2.6. tl 4022t 1303) 480-11LL Date : Thu Mar 04 10:L2:05 2004 Project #: 404005 Progress \CaIcs \Secti on2 - - - S 1 abs \4 o4 o o 5 FSFt- 0 D.aa ? 0.42 l-L.00 1 e? T 1 nn 5.48 11.00 7 .30 11.00 c r? 11 nn 10 cq 1t nn 12.78 11.00 14.50 11 .00 .!o.a5 .LJ-. uu LA.Za I-r.UU 20.08 1.:-.00 2t.90 11.00 ?? "? 11 nn 27 .38 L1.00 29 .20 11.00 31.03 11 .00 32.85 ],L. 00 34.58 11.00 35.08 11.00 * Minimum Based on 0.t . tz I15 E' nn l1n .41. /t >) z!,Jt +ts L.t . z) 3z t -Lz .l,O 0.00 0 - t.Lz -Lo - L.t .1J 52 -2)..37 4A -9>.Ot J_-LI -f / . vv lz I - o:t . tz r+3 Af.T E.t 1'l-TE 849 216 0. art 5/o u. 000 0.000 0.099 000 0.000 0.000 000 0.000 0.099 o0o 0.000 0.099 000 0.000 0.099 000 0.000 0.099 000 0.000 0.099 000 0.000 0.000 000 0.000 0.000 000 0.000 0.o00 000 0.000 0.000 000 0.000 0.000 000 0.000 0.000 000 0.000 0.000 000 0.000 0.099 000 0.000 0.099 000 0.000 0.099 000 0.000 0.099 000 0. 000 0.099 000 0.000 0.000 000 0.000 0.099 L22 120 120 120 1)o 120 120 120 120 1)i 120 122 497 849 5>A U. 400 0. 402 0. 403 0. 404 0. 404 0. 404 0. 404 0. 404 0. 403 0. 402 0. 401 0. 400 0. ?cR o .' /b U.o REACTIONS ( Kips )Left DL= 28.42 LL= l-8.s0 SvC = 46.92 Ur.,T =Right DL= 28.42 LL= 18.so SvC = 46.92 ULT = DEFLECTIONS (Inches) (-) = Camber RELEASE : (IP + Bm Wt) l'r_een lrcf nra Fvaar i an ERECTfON; (FP + Bm wt) (FP + DL)(FP+DL+LL) Long term Creep FINAL : (FP + DL)(FP+DL+LL) NOTE: The member has cracked due calcul-ations are baEed on Bilinear Moment -Def lection DESIGN SL'}4MARY }4IDPOINT -v.aL -v.52 0.r2 0.8? 0.57 1 A^ to Posit.ive Moment; deflection Transformed Cracked Sections &Relationships IACI 18.4 .2 (c) ] MEMBER INITIAL TOPPING STRAND INITIAL IS A COMPOSITE INVERTED TEE BEAM OF STONE CONCRETE PRESTRESS = 582 Kips FINAL PRESTRESS = 52G Kips STRENGTH = 3500 Psi FINAL STRENGTH = 5000 psi PCI 5th Edition 18.4.1 (a) CONCRETE .. FINAL STRENGTH = 4000 Psi , PATTERN IS Non-Standard ... .. . Lo-Lax STRAND CAJvIBER = 0 .2L Inch (at midpoinr of simpl-e span) 2,6,r FLAT SLAB DESIGN SUMMARY MW 4/13/2004 (Reu;rcd 't'ts-oi xc K,=a E.|f)< =hm O.l ==E,(n< eo_ .ar- | tJ- |J- tJ- L! - -AU)AJALr,nnnnnr] OTr)OOOO tf)-rt€OO .--Ot-O aV | /'\ ri,\t!>ll ll ilililtl t -.1 = O rv. (J (J F <-ii**4 +5 q! OLI (J O-J _=- \---,, _ -_f- |\a.rz-:L ',' <-..,-1 ni O=(rls- = " =ffl-Qli-bE= !lE r,-.r 2 P a- "' z el--=ta6+P =13;3EoFh o-l--;oi_.,-1,_r =l= H--,U-a-a a5tb Y> | a 3 BI= P ? 9 = R E iF o t T + t il l { s l- *q {{ t/) \ p sru ?, F r.. OF <m (n <. eo_:. -lc{ F \ f)t€r\. i'.- ll =o_ (.r)\ E. m E tr)+ O z.t! o t!E u-l ) z. @ A =c\t a E m bo x 1'- =h -:< d C\l tl ==o_ :\| .\ t -aJ i; \-,, {- \{- Y,', - \\-5 =roa t H "ES - *oo L-L', ll ll tn .-\-gol a.r v L o -.! o F..VrU)t3a,*SS q s- =)<O N =(O x c! ,,2 scNVUls 0 rx@ @ O O I I O I o (-/)E 6 o- F z.O (J x r-. =F CJ rirco c! I O O O I O |f) (n o z. E. a F -Ym o ,^S -lc{tl .t-\ -rx =o- ct (r)@ c\ -l O F) O F/-) a |r) o z. E. a o_ g -lc\ n x (J Rocky Mounfoin Preslress Job Title 3, 6, f a (*tut t1' t t -oa) P.O. Box 21500, Denvor, CO 80221 rhsl/iu 2*1 nda/sfuls /fsl ({." fry Ei:f,{d ,/ 7. ez'ud9 Subject z2'-3'= 22.2€t fr,b, 6E U7 hfz ffi c ?2" = 7,67' = DL Self u-)t 'oL /.38K=P,.nlt - - a- Lon4 , te,*/ O.,.A67Klf cs,Sr,. '1.0 8tr g\/i!,,:6';;I -j,/"b It FJ,F !-oalirr $lr (l\-Y*'P 7Vsr"arils@F ' 8Lo' -/--- (t)-75xaa't . @Tf aenfile'* -- l?ttb-V&A)(il'yuF rrr(t =' 13 3,-?tt r 4L3r,/{lP (l -JT ,f -t{\sl \IK 2.SEE OTL 2 otl ) NEZT PAGF ful< --A.tar)--E-sli Nl* - lz"F Pjr{il* , t1.J,w vt la r E -.sELTtoU o /1/f3 (- t3'd( Rocky Mountain Prestress, Inc. 5801 N. Pecos Street Denver, CO 80221 r4taSlngerm Tivoli Lodge FSF ,I : \4 04 0 0 5 \E&D\ In Progress \calcs \Section2 - - - Slabs\4 04 0 0 5FsF-M GENERAL BEAM DESIGN Page : 1 NONCOMPOSITE SECTION PROPERTIES: BEAIvI IS STONE CONCRETE {303) 480-1111 Date : Tue Apr Project #: 404005 2,6,6 (i.i;'-';l) 13 12 :30 228 2004 Project Engineer : Project Name : Description : File Name : W-1. rmp A = 733 T.n^2 Sb= 977 In^3 St = 977 Irl^3 wc = 150 PCF I = 3909 In^4 Tflb = 0.00 In Tflt = 0.00 In Hnc = 8.00 In Yb = 4.00 Bb = 0.00 Bt = 0.00 bW = YZ.gu IS STONE CONCRETE rn^4 Yb = 5.39 In In BcfI= 92.00 In In Wtpg=150.0 PCF In In In In CoMPOSITE SECTIoN PROPERTIES: TOPPING Ac = 980 h^2 Ic = 9580 Scb= 1?9? In^3 Tcfl = 3. OO Sct= 3703 In^3 (P/C) Hcom = 11.00 scr= L928 In^3 (rpS) DESTGN LENGTH OF MEI\iIBER = 22.25 FE Left Cant = 0.00 Ft. Span = 18.00 Ft,. Rt Cant = 4.25 Ft I,OAD DATA Dead Load Factor = 1.400 Live Load Factor = L.700 Bm Wt = 0.753 K/Ft DL,#1 = 0.281 K/Ft Non-Comp. DL#2 = 0.115 K/Ft tL = 0.000 K/FE ------ Composite Percent of LL Sustained = 5 CONCENTRATED P (Kips) x (Ft) l-.5tt zz.25 0.00 0.00 0.00 0.00 REINFORCING DATA PROFILE OF CENTROID OF Area of 1/2,' Strand =# of Strands = 7.00 Effective PulL = 0.70 PARTIALLY DISTRIBUTED wp (K/Fr) x1 (Fr) x2 (Fr) 0.00 0.00 0.00 LOAD Type 0.77 u ,5tt 0.00 5.00 5. OO 22.25 DL-Composite LL-CompoEite L,L-Composi!e STRANDS: (Lo-LaxStrand) 0 .1531 ( rn^2 ) # of Levels = 1 Aps = 1.O7f7 fja^z lnitial P/s Force = 203 Kipe STRAND X r,oc (FE ) #1 0.00 *2 22.25 DESCRI PTION IEFT END OF MEMBER RIGHT END OF MEMBER H ( In) 2.OO 2.00 FF.. ( fn) 2.00 2 .00 o STRAND I,EVEI., NIJMBER : 1 * of !/2tt In. STRAND: 7.00 HEIGHT @ IJEFT El[D : 2.00 HEIGHT @ RfGHT END : 2.OO MILD STEEL: Fy = eO Ksir Depth measured from top of Precas t Rocky Mountain prest.ress, rnc. ,. ( V /Be";te/\ 5801 N. Pecos street Denver, co 8022r {303) 480-LLL1 h' v' ' \ q'B'XUtl I Project Engineer : r4rasingerm Date : Tue Apr 13 12:30:28 2004 Project Name : Tivoli Lodge Project #: 404005 Description : FSF File Name : J: \404005\E&D\In Progress\Calcs \Section2 - - -slabs \4 04 O O5FSF-M W-1 . rmp GENERAL BEAM DESIGN Page : 2 3.08 In^2 at 3.00 Inches down; from 15.00 Ft Eo 22.25 Feet PRESTRESS IJOSSES Dist. From IJ. End (Fr) 2 .08 9.00 18.00 20.L7 t(t!!t1A5E (Ksi) (s) 4.41 2 5. t5 Z 5.36 3 ).II J FINAL (Ksi) (t) l_8.37 10 15.33 9 20.37 11 20.01 11 INITIAI CONCRETE STRESSES (Psi ) Tension Steel X Initial Pul1 IP + Bm Wt Req'd (er50) (FE) TOP BOT TOP BOT (IfL^2) LOC 2.08 -13s 575 10 529 0.00 N/A 9.00 -135 677 202 340 0.00 N,/A 18.00 -L34 677 -2r9 756 0.45 TOP 20 .r1 -r.34 6'72 -1s5 692 0.00 N/A Required Release Strengt.h (based on Compression) = 3.5 Ksi per PCI 5th Edition 18.4.1- (a) A11ow. Tension: Ends = -355 Psi; Elsewhere = -177 Psi FTNA], CONCRETE STRESSES (Psi ) Al1owable Compression: 0.45*f 'c = 2250 Psi; 0.5*f 'c = 3000 Psi A11ow. Ten: SaSQRT(frs) = -424 Pe!; 12*SQRT(f 'c) = -849 Psi X FP+BMWt FP +A1I DL f r + u! + lJtr (Ft) TOP BOT TPG TOP BOT TPG TOP BOT 0.00 0 0 0 0 0 0 0 0 1.80 20 411 6 12 355 53 96 30s 3 .50 100 401 10 19L 305 89 232 220 5 .40 r57 336 l_1 284 2L4 107 334 111 7.20 204 301 1L 334 165 L13 3A1 55 9.00 2Lt 294 1 342 159 l-08 394 51 l-0.80 ]-87 3r7 2 30'7 L96 94 354 98 72.60 I34 368 -5 229 277 59 268 r95 L4.40 50 449 -t-5 108 400 35 !34 346 16 .20 -63 .559 -28 -55 566 -10 -46 547 18.00 -208 701 -43 -262 '779 -55 -273 802 20 . r.3 -145 639 -20 -153 658 -25 -155 614 22.25 -0 0 -0 -0 0 -0 -0 0 DESIGN STRENGTH (Ft-K) Phi Flexuraf = 0.90 (phi*Mn) provided Strain Developmen! X Mu 1.2 * Mcr Comp. Length Limits (Ft) (Reqrd) (ACI 18.8.3)(ACr 12.11) Rocky Mountain Prestress, Inc. 580L N. Pecos Street Denver, CO 8022f {303) 480-1r.11 Date : Tue Apr L3 L2:30|28 2004 Project #: 404005 GENERAL BEAM DESIGN Page : 3 Project Engineer : Project Name : neer.ri nl- i an File Name i W-1. rmp wasJ.n9erm Tivol j- Lodge L7T 0.00 1.80 ro) J-tt) l_.') rof, 18s rat) 25L -bJ -05 - oJ 0 loft z5) -50 -0 0 34 5.40 7 .20 9.00 10 .80 12 .50 14 .40 LO.ZV r.8.00 20.L3 22 .25 75 6Z 82 t) 60 .5U 8 -9 -0 ** NOTE: Mu Provided > 2*Mu Req'd; SHEAR REINFORCING REOUIREMENTS Reinforcing Steel is Grade 50 Therefore ACI 18.8.3 mav be waived. Phi Shear = 0.85 Av Av Av o (Ft) (In) 0.33 9.00 0 . 90 9.00 1. 80 9. 00 2.70 9.00 3.60 9.00 4.50 9.00 s.40 9.00 6.30 9.00 7 .20 9.00 8.10 9.00 9.00 9.00 9. 90 9. 00 10.80 9.00 r!.70 9.00 L1 .OV :r.UU 13 .50 9.00 L4.40 9.00 15.30 9.00 16 .20 9.00 17.10 8.80 L7 .61 8.80 r-8.33 8.80 * Minimum Baaed on REACTIONS (Kips )Left DL= 9.58 Right DL= 11 .73 VU 20.78 L9 .12 L6 .48 l-5 . uJ 11 10 4.r! 0 .00 -2 .05 -4.11 -i5.22 -_LU.Z6 - LZ .55 -L+ .Jt -l-o.415 -20 .56 -2r.65 10.88 ACI Eq. LL= LL= {Dei \ 30 23 20 Ib L2 o 5 5 9 1_2 1e 20 z5 ?n 1l_-L5 4.9L SVC 5.55 SVC c]- cw tPs]- ) (vs1) f,uo zJ> 230 280 725 3].2 r20 322 I20 323 120 323 r20 323 r20 323 L20 323 r20 323 r20 323 t20 323 I20 323 lzv 525 LZV 525 r20 323 LZV 5ZZ 150 322 352 5ZZ 430 322 !)z Jzz LZV 5ZL cr- cw mJ.n ---- (rn^2/ Ft) ---- 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 o.o0o o.ooo 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0 .000 0.000 0 .000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 14.49 ULT 23.28 ULT = 2r.16 = 34.26 DEFL,ECTIONS ( Inches ) RELEASE:(IP+Bm (-) = Camber wr) MIDPOIM| RIGHT END -0.05 0.12 2,6.s (f:i;:/,) FSF J: \404005\E&D\In Progress \Calcs \Section2 - - -Slabs \4 04 0 0 5FSF-M 2.6. q (f:;if!,)Rocky Mountain Prestress, Inc. 5801 N. PecoB Street Denver, CO 8022]- 1303) 480-111:- Project Engineer : wasingerm Date : Tue ADr L3 !2230:28 2004 Project Name : Tivoli Lodge Project #: 404005 Description : FSF File Name : .l: \404005\EcD\In Progress \Calcs \Sect ion2 - - - Slabs\4 o4 O OsFSF-M W-1. rmp GENERAL BEAM DESIGN Paqe : 4 ===========Creep before Erect.ion = -0.04 0.10 ERECTION: (FP + Bm Wt) -0.09 o.22 (FP + DL) -0.06 0.20 (FP + DL + LL) -0.03 O.Lg Long term Creep = 0.02 0.05 FrNAL ; (FP + DL) -0.04 0.25 (FP + DL + LL) -0.02 0.24 DESIGN SUT|MARY MEMBER IS A COMPOSTTE IIIVERTED TEE BEAM OF STONE CONCRETE INITIAT PRESTRESS = 203 Kips FINAI PRESTRESS = 185 Kipe RELEASE STRENGTH = 3500 Psi FINAL, STRENGTH = 5000 Psi per PCI 5th Edition 18.4.1 (a) TOPPING CONCRETE .. FINAI, STRENGTH = 4000 Psi STRAND PATTERN IS Non-Standard ...... Lo-Lax STRAND INITIAIJ CAMBER = 0.05 hch (at midpoinr of simple span) /rc Lr- Lr- LL - -aaaa(n o- o- o- o- o- O,r:OPR O-sfXX F--.,-rn r) ll ll ll ll o(J(J .+*++ 5= 6l o ,= =lz, L, o oa * =t< F i^i,rlo_ ^d- l_r q =>lv, r-E (J - ^ t |#l=393=F SlSoR+3(,t.'l-tr! < \-, ==1. Q--U)E ol@ ---z r>:S =l t,.,=_'|.-Jr-l iili556od Ol-=<(zc\E E t!u- - jr+ f;- -.,' ol =@ = c\l (r ,,Frl Q --t e=i --1.! O_ o rrlC) I € !! z. E F vl e 'li- o =TE -l an \\- -e -tl .:tc.r bs!3 (t l_L ..9 :< o rr) ll -J J o z. E. a s .r-rc' r.) (J, :< tt) J J o- )< e (\ ll J .J o_ ,z oNVUrs o".f (cr) 0 oNVUls o.$ (e) 0 ,,2 . C^.-:Lr- -J- -.r + =n<<- Et-*- SssE Aodo - !t= E; T t-ocL-roo59 x- an at c\| (, < < Job Title Subjact F/at s/ab Fsq PO. Box 21500. Denvar. CO 80221 5801 Pecos Street, Denver, CO 80221 FAX 303/433-0451, Phone 303480-11 I1 Date - Sheet -Ol- Z,zz Rocky Mounloln Preslress bn = grltt/d' t \ hfl NS ;s 6tr/og't * ?!! ()s= lepf Asenhq LLttn t h= (3/, ns./ersl -9ecfhn o Mounloin Preslress Tno/,' tdce F/at s/al FsG Loads on S/ab = (q')(a"17\(tfopsf)(floo*) = o. 6urK/d -. pO. Box 21500, D6nvsr, CO 80221 /f sr^ \ 5801 Pecos Street, Denver, CO 80221 \ -t7,/ .,. FAX 303/433-0451 , Phone 303/480-1 1 1 I \_J1,,-J-) /t ,, fu o^,"//t/at lohNo /' /&5 Date - Sheet -O{- 2,74 o, /i ftlf s, Qfr Kl{ (ot*oiS (ot *l) (ot*z) (r r) CStsug srv L-,6'tt" Ltfu zorc hJ LL NE = (e')( s'/t')(m/st)(K/**) = o, 338K\{ = ft)(/r7"r)(x/1m*) = ft')( paf't)(K ftuo*) o Effi 4'675ta'338*a't3r =ru=/,373*Q'?oo t -fr t .s,tgw)= I {x/, ll I tl,7x4.?@ E earia ft*/r/. = 4.rot,(/z oL ' Rut,, Rt\n /d,o{A=pna, Rocky Mountain Prestress, Inc. 5801 N. Peco6 Street. Denver, CO (303) 480-1111 Date : Thu Apr 15 1?:0?;50 2004 Proj ect #: 404005 avz4L : linskensj : Tivoli Lodge :404005 FSG : iI: \404005\EcD\In Progress \Calcs \Section2 - - - Slabs \4 04 0 0sFSG. r Project Engineer Proj ect Name De script. i on File Name mp GENERAL BEAM DESIGN Page : 1 NONCOMPOSITE SECTION PRoPERTIES: BEAM IS STONE CONCRETE L.1.\ A = 648 Ln^2 Sb= 548 In^3 St = 548 In^3 Wc = 150 PCF I = 1944 Tn^4 Tflb = 0.00 In TflF - n nat rh Hnc = 6.00 In 1,/l^ - 2 nn Bb = 0.00 Bt = 0.00 Bw =1,08.00 IN Th Tn T'r COMPOSITE SECTION PROPERTTES: TOPPING IS SToNE CONCRETE Ac = 938 In^2 Ic = 52:6 Tn^4 yb = 4.39 ln scb= l-4L6" In^3 Tcfl = 3. O0 In Bcfl=L08.00 In scr= 3862 In^3(P,/C) Hcom = 9.00 In Wtpg=150.0 PCF scr= 1508 rn^3 (Tpg) DESfGN LENGTH OF MEI\iIBER = 1?.50 Ft IJOAD DATA Dead Load Factor = 1.400 Bm Wt = 0.574 K/FE DL#L DL#2 = 0.000 K/Ft LL Percent of LL Sustained L,ive toad Factor = 1.700 = 0.000 K/Ft - ----- Non-Comp. = 0.000 K/Ft ------ Composite CONCEM|RATED P (Kips) x (Ft )0.00 0.00 0.00 0.00 0.00 0.00 REINFORCING DATA PROFILE OF CENTROID OF Area of 1/2" Strand =# of Strands = 8.00 Effective Pull = 0.60 PARTIAI,I.,Y DISTRIBUTED LOAD i{p (K/Fr) x1 (Fr) x2 (Fr) Type 0 .34 0 . 00 L7.50 DL-Non-Comp. 0 .14 0 . 00 17.50 DL-ComDosite 0.90 0 .00 17.50 Ll-ComDosite STRANDS: (Lo-LaxStrand) 0.1531 ( rn^z ) # of LeveLs = l- Aps = 1.2248 ]n^2 Initial- P/S Force = 198 Kips STRAND #1 #2 x (Fr) 0.00 I ' . JU DESCRI PTION I,EFT END OF MEMBER RIGHT END OF MEI',IBER /Th] /Tnl 2.00 1.00 2.00 1.00 STRAND LEVEL, NIJMBER; 1 * of !/2" In. STRAND: Loo HEfGHT @ IJEFT END : 2.00 HEIGHT @ RIGHT END : 2.00 PRESTRESS I,OSSES Rocky Mountain Preslress, Inc. 5801 N. Pecos Street Denver, CO 90221 (303) 4S0-1111 Project Engineer : linskensj Date : Thu Apr 15 1?: 07:50 2004 Project Name : Tivoli Lodge 'r Project #: 404005 Description : 404005 FSG File Name : ,t: \404005\B&D\In Progress \Calcs\Section2 - - - Slabs \4 04 q0 sFSG. r GENERAIJ BEAM DESIGN Page : , L{\O DisI. FrOm L. End RELEASE FINAI (Ft) (Ksi) (t) (Kei) (*) 2.08 3.2t 2 L4.46 9 8.15 2.49 2 rI .71 1 15.42 3.27 2 14.46 9 INITIAL CoNCRETE STRESSES (Psi ) Tension S!ee1 X Initial PuI1 IP + Bm Wt Req'd (Gr60) (FI) TOP BOT TOP BOT (IN^2) LOC 2.08 0 500 200 400 0.00 N/A 8.15 0 503 478 L25 0.00 N/A !5.42 0 600 200 400 0.00 N/A Reguired Release Strength (based on Compression) = 3.5 Ksi per ACI-31-8 18.4 .1 (a) A1low. Tension: Ends = -355 Psi; Elsewhere = -l-77 Psi FINAI, CONCRETE STRESSES (Psi) AlLowab1e Compression: 0.45*f'c = 2250 Psi; 0.5*f 'c = 3000 Psi A11ow. Ten: 5*SQRT(f 'c) = -424 Ps!; !2*SQRT(f'c) = -849 Psi X FP +BMWt FP +A11 DL -t''li + Lr.ir + ltr (FI) TOP BOT TPG TOP BOT TPG TOP BOT 0.00 0 0 0 0 0 0 0 0 t.1s I72 296 15 254 !94 114 303 89 3.50 306 256 25 469 75 202 538 -rL2 s.25 401 'J.64 3s 6r-6 -74 265 706 -320 7.OO 4s9 109 39 704 -L54 303 807 -444 8.?5 478 90 41 733 -193 3r_s 841 -485 '10.50 459 109 39 704 -t54 303 807 -444 12.25 40r_ 764 35 616 -74 265 106 -320 14.00 305 2s5 26 459 75 202 538 -7I2 1s.75 L72 296 15 264 !94 1_I4 303 89 17.50 0 0 0 0 0 0 0 0 DESIGN STRENGTH (Ft-K) Phi F]exural = 0.90 (phi*Mn) provided Strain Development X Mu l-.2 * Mcr Comp. L,ength Limits (Ft) (Req'd) (ACr 18.8.3) (AcI 12 .11-) 0.00 0 152 0 r.75 43 ]-62 57 3.50 17 162 7L2 5.25 101 L62 L37 ?.00 115 162 8.75 r20 100 L62 l-0. so 1r.s 162 12.25 101 t62 737 Rocky Mountain PreBtress, Inc, 5801 N. Pecos Street Denver, CO 8022r {303) 480-1111 Date ; Thu Apr 15 17:07:50 2004 . Project #: 404005 Progress \Calcs \section2 - - - Slabs \4 04 0 0sFsc. r 2.1,\l GENERAL BEAM DESIGN Page : 3 Project Engi.neer : Project Name : Description : File Name : mp 14.00 77 J.5. /5 43 r.7.50 0 SHEAR REINFORCING Reinforcing Steel (Ft ) (In) v . za I . zu 0.88 7 .20 L.75 7.20 2 .63 7 .20 .' . f u | . zv 4 .38 7 .20 5 .25 7 .20 5.13 7 .20 7.00 '7.20 7.88 ?.20 6.lJ t.zv t. b5 I . zv 10.50 7 .20 rl.Jo t.zv 12.25 7 .20 13 .13 7 .20 t-4.00 7 .20 L4.88 7 .20 If . /) t.zu ro.05 l.zv r7 .25 7 .20 * Minimum Based on REACTIONS (Kips) Left DL= 10.04 Right DL= 10.04 l inskensj Tivoli Lodge 404005 FSG J: \404005\E&D\In LOZ LLZ t62 57 162 0 REQUIREMEI{|S Phi Shear = 0.85 i-s Grade 50 DEFL,ECTIONS (Inches) (-) = Camber RELEASE : (IP + Bm Wt) Creep before Erection ERECTION: (FP + Bm Wt) (FP + DL)(FP+DL+LL) Long term Creep FINAL : (FP + DL,)(FP+DL+LL) vvAv ci cw ci (Psi) (Psi )513 257 0.000 191 282 0.000 r20 318 0.000 L20 331 0.000 :I20 332 0.000 !20 332 0.000 r20 332 0.000 L20 332 0.000 r20 333 0.000 r20 333 0.000 r20 333 0.000 r20 333 0.000 120 333 0.000 L20 332 0.000 L20 332 0.000 !20 332 0.000 r20 332 0.000 !20 331 0.000 120 3r-8 0.000 191 282 0.000 513 257 0.000 = 17.9! ULT = MIDPOIMT 0 .05 0.05 0 .10 0.20 o -21 U .It} 0.35 0.43 VtI /Lincl zo . o:) ZI.'J 10 ?1 _Lu.a*o 1A 1) 1n oo I .23 s .49 -5.49 -8.23 -1n otl -]-3.72 -z!.>a ArlT Il^ (Psi ) 40 31 z> 25 2r T7 r2 I 4 4 I T2 t7 2! 25 29 33 37 40 rr-l-f, .87 SVC .87 SVC Av Av cw m1n l-rn^2lEr \ ---- 0.000 0.000 0 .000 0.000 0 .000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 27 .44 DESIGN SIJMMARY MEMBER IS A COMPOSITE RECTANGUI.AR BEAM OF STONE CONCRETE INTTIAL PRESTRESS = ].98 Kips FINAI, PRESTRESS = 184 Kips o Rocky Mountain Prestrega, Inc . 5801 N. PecoB Street, Denver, CO 8022l. {303) 480-1111 Project Engineer : linskensj Date : Thu Apr 15 1?:0?:50 2004 Proj ect Name : Tivoli Lodge Project #: 404005 Description : 404005 FSG FiLe Name : Jr\404005\E&D\In progress\Calcg\Section2 - - - slabs\4 04 O 0sFsc. r mp GENERAL BEAM DESIGN page : 4 1"1,\U ====== ============ == == =========== REIJEASE STRENGTH = 3500 Psi FfNAL STRENGTII = 5000 Pei per ACr-318 18.4 .1 (a)' TOPPTNG CONCRETE ... FINAT STRENGTH = 4000 Psi STRAND PATTERN IS Non-Standard ...... Lo-Lax STRAND INITIAL CAMBER - -0.05 Inch (at midpoint of eimple span) Z. t.t *rrv F =-co rz{ 6z = ,-ri n t- .=5+=X !:F?,^7i1'-=O U.5- Foo L! -a =>= E 2;)t-;-ioc ,.-r (o o "J!I <xFrtU) = c..t c4 -|er { {l- F .\-/ r- \-/ \-,, E CD I + (n E m rO + o- o z. u e -lc! + L.LI C) o_v)a =xl tfJ :E JJ : I tl =o_ -Y ._ |',-) tl _J J =n o z E F e -lc.l a-lJ L-LLLLL-- a\a\nn /-\ a'-\ ' r'\ ^ /_\O$-+O F 1-\ t |'\ il il il il t|/_\ -O() i- 9- F J(9 rXl- ,"-'. O Z.;;I< E -J L-J :-l<l- ,'1 t,ta'\ r\/!_!ln -.--:- = - =A16 g F, ,'-t Pt a -l =- :g /'-\ - *lF=3=HH o-l >- --.1 o < -l->-\r\.....-l- t.\ /-6l'-RFtY=tnl-r : X 5 z "L,llrr<=OOG,OlFa@Lr-<Zc! 'l 1 q x 'l q x l x .l J x 1 J X I x I x I x I x x t x I x .H q, tr) SONVU1S S 2,8.2 Rocky Mountain PresLress, Inc. 5801 N. Pecos Street Denver, CO Project Engineer Project Name he c r.ri nr i an Fi l- e Name mp GENERA! BEAM DESIGN Di.ia 'l NONCOMPOSITE SECTION PRoPERTIES: BEAJvI Is sToNE coNcRETE A=53Ztn2 Sb= 735 In^3 St = 735 Ln^3 wc = 150 PCF CONCENTRATED P (Kips) x (Ft )0.00 0.00 0.00 0.00 0.00 0.00 RETNF'ORCING DATA PROFILE OF CENTROID OF Area of 1/2" Strand =# of Strands = 19.00 Effective Pull- = 0. ?0 : I^taSl.ngerm : Tivoli Lodge : J: \404oos\E&D\rn 0.04 0.31 I = 2944 In^4 rTf '1 h - n n^ T* Tflr = 0.00 In Hnc = 8.00 In PART IALLY DISTRIBUTED }ip (K,/FE) X1 (Ft.) X2 (Fr) Yb = 4.00 In Bb - 0.00 In Di--nn.\?- Bw = 59.00 In 1.700 Non-Comp. Compos i te LOAD TyPe 8022L '(303) 480-1111- Date : Thu Mar 04 1.5:32:04 2004 Project #: 404005 Progress\Calcs \Section2 - - - SIabs\4 o4 o 05FsH. r COMPOSITE SECTION PROPERTIES: TOppING IS STONE CONCRETE Ac = 131 rn^2 fc = 72i7 In^4 yb = 5.38 In scb= 1352 In^3 Tcfl = 2.00 In Bcfl= 59.00 In sct= 27i9 In^3 (p/c) Hcom = 1L.oo In w!Dq=150. o pcF Sct= 1448 In^3 (rPg) DESIGN LENGTH OP MEMBER = 35.00 Ft Dead Load Factor = 1.400 Live Load Factor =Bm Wt = 0.575 K/Ft DL*L = 0.241 K/FE DL#2 = 0.099 K/Ft LL = 0.264 K/Fr ------PerceDt of LL Sustained = 5 0 .L2 0 .50 J_2 .50 DL-Non-Comp. 0.50 L2.50 Dt-Composite 0.50 12.50 Ll-Composire STRANDS: (Lo-Lax Strand) 0 . 1,531, ( In^2 )# of Level.s = 1 Aps = 2.9089 In^2 Initiaf p/S Force = 550 Kips STRAND X r,oc ( Fr )#l- 0.00 #2 35 . oO DESCRIPTION LEFT END OF MEMBER RIGHT END OF MEMBER f Tn\ lTnl 2.00 2.00 2.00 2.00 STRAND LEVEL NUMBER; 1 # of I/2" In. STRAND: 19.00 HEIGHT @ LEFT END : 2.00 HEIGHT @ RIGHT END : 2. OO PRESTRESS ],OSSES ^ra Rocky Mountain Prestress, fnc. t?5801 N. Pecos Street Denver, CO BO2Z! -(303) 480-1111 ?,8.3 Project Engineer : r^'asingenn Date : Thu Mar 04 LE:32:04 2004 Project Name : Tivoli Lodge project #: 404005 Description : FSH File Name : J: \404005\EcD\rn progress\calcs\section2---slabs\+04oo5FsH.r GEMRAL BEAM DESIGN page : 2 =====!=====Dist. From L. End RELEASE FINAI,(Fr) (Ksi) G) (Ksi) G)2.08 12.88 ? 33.l-O 18 t?.50 8.77 5 20.33 11 32.92 l-2.88 1 33.4! 18 INITIAL CONCRETE STRESSES (Psi ) Tension SE eeL x Initial puLl Ip + Bm wt Req,d (Gr6O)(Fr) TOP BOT TOP BOT (rn^2) LOC 2.08 -464 2320 _t-43 :-999 o.0o N/A 1.7.50 -41s 23?4 96;. 939 o. OO N/A 32.92 -454 2320 -1.43 1999 o. o0 N/A Required Release Strength (based on Compression) = 3.5 Ksi per pCI sth Edirion 18.4.1 (a) Al,low. Tensi.on: Ends = -355 psi; Elsewhere = _t?? psi FINAI CONCRETE STRESSES (psi) A1lowable Compression: 0.45*f 'c = 22SO psi; 0.6*f ,c = 3OOO ps1 Al1ow. Ten: 6*SQRT(f 'c) = -424 Psi,. 12*S9RT (f 'c) = -849 psi X FP+BMWr Fp + A11 DL (Ft) TOP BOT TPG TOP BOT TPG TOP BOT 0.00 0 0 0 o o 0 o o 3.50 99 t,5?1 s5 407 ;-232 253 509 rO22 7.00 489 7232 98 !024 643 433 1199 284 10.50 767 988 :-25 1450 236 540 r6fi _2og L4.00 935 838 138 1688 10 579 1917 _462 17.50 991 787 140 1?55 -54 574 1981 _519 21.00 936 83.3 1_32 1555 40 533 1865 _389 24.50 769 9.79 1L4 139t 294 455 L569 -1:-28.00 491 1222 86 950 .705 340 rog2 433 31.50 10L ].564 48 363 1276 188 436 rr2'35.00 0 0 o 0 o 0 o o DESIGN STRENGTH (Ft-K) Plri FLexural = 0.90 (Phi*Mn) Provided x Mu !.2 * Mcr ":ffi: ":il:i'iffil:.(Ft ) (Req' d) (ACI 18 . I .3 ) (ACI t2 .11. )0.00 0 ? qn 11e 7.00 206 ru. )u zE5 t-4 . 00 29L J. / . )U Zy5 21.00 279 24.50 24! Sttv 56> JtJ> zo> 2,8.1 Project Engineer : h,asingerm Date : Thu lvlar 04 16:32:04 2004 Project Name : Tivoli L,odge project #: 404005 Description : FStt File Name : J: \404005\E&D\rn progress\calcs\section2---s1abs\404005FSH.r GENERAL BEAJ"I DES]GN Page:3 Rocky Mountain Prestress, Inc. 5801 N. Pecos Street Denver, CO ovzz!'t5v5,l {uu-t.LIl- zEt 0 28.00 182 3r..50 102 ?tr n^ (Ft ) ( In)0.33 9.00 1 7< a nn 3 .50 9. 00 q ,E o nn 7 .00 9.00 8 .75 9. 00 r.0.50 9.00 LZ .1) > . VV 14 . 00 9. 00 1q 7q ,a nn 17 .50 9. 00 19 .25 9. 00 21.00 9.00 zz. /) y.uu 24 .50 9.00 )< )a o nn 28.00 9.00 29 .15 9.00 ?1 (n a nn 34 .61 9.00 * Minimum Based on REACTIONS ( Kips ) Right DL= 16.48 SHEAR REINFORCING REQUIREMEMTS phi Shear = 0.85 Reinforcing SteeL is Grade 60 VU 55, la 25.05 ro.5) '1 ?" -16.88 -26 .00 -29 .04 llrT Fa 389 ?Aq 1! F.i (Psi ) (Psi )10 849 54 264 LZU ?l .r .)n 15 LZU Q .r1.l 5 lZU 5 !29 o .r1.\ ]E 1rn LZV z0 lzv ?, l?n ?e ]?n 4? T tn 49 l-4 3 60 849 cw 502 )ub )utt fII )IJ E1 ^ lr4 5r4t 507 504 q n't 491 454 ci clv min ---- (rn^2/ Ft) ---- 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 R 2n Clrar - = Camber z) . Jz u!.l .L. tO UlJl = 32.08 DEFLECTIONS (Inches) (-) .n.FJlrl..t'Jti : (ty + Em wc, Creep before Erection ERECTION: (FP + Bm Wt) (Fp + Dt) (FP + DIJ + LL) Long term Creep FINAL ; (FP + DL)(FP+DL+LL) MTND'IT\TF - 0 .34 DESIGN SUMMARY MEMBER IS A COMPOSITE RECTANGULAR BEAM OF STONE CONCRETE INITIAL PRESTRESS = 550 Kips FINAL PRESTRESS = 491 Kips 2,8,f o Rocky Mountain prestre6s, Inc. 5801 N. Pecos Sr.reet Denver, CO g|22t .(303) 480-1111, Projcct Engineer : wasingerm Date : Thu Mar 04 16:32:04 2OO4 Projcct Name : Tivoli Lodge project S: 404005 Description : FSH File Name : J:\404005\E&D\In progress\Calcs\Section2---Slabs\4O40O5FSH.r mp GENERAL BEAM DESIGN page : 4 ===========E---=================-===-=Es================:3==3======== RELEASE STRENGTII = 3500 PEi FINA! STRENGITT = 5000 psr per PCI sth Edirion 18.4.1 (a) TOPPING CONCRETE .. FfNAI" STRENGTIi = 4000 ps:. STRAND PA?TERN IS Non-staldard ...... Lo.Lax STRAND INITIAL CAMBER = 0.34 Inch (at midpoint of simple span) tt /,8.e FLA, ILAB DtstGN suuumrGS -- . 3 z.--. z.r **f= = u-\-\ -> .= H=HEE r€-??iS= s; ,.,<o o ! o =xt-u>vl = c.,t (n < < U)E (D =E F rt) I c\ i\ c{ I :@ (O co 'r'o"zo'vas (s) 'r'o,,zo'vas (c) 'c'o"zo'vas (e) 'c'o.,zo'vas (r) 'c'o"zo'vas (e) e.tJ 5 F z >< o tl = =2.i11U)>o_5o z.= (J@ 8-- x<t!o- o- =)z E ,^. q =c' =c!Et a-t si .-l(\t O_ C, t-z.{, -*{o 9tr) o< Ed l-r.2.6 "- ?o? =g;; =a=xgg 3 3+E s b o ,-oo! o (J =sa3s |J.J _t- C) Fto :< o tl .J 5 :< o d tl .J J = l.| Lr-F z a e nii- (o I I z, E a s :a o)d (\l tl J J =o_ l-)c! e o_ F tn =E.F rr,* c\ uI.f t ONVU1S ru108 O,. u.J .r 5i=tr- LL tr- L- - -au)aaaa a1 n ^n l,r at 38esEB _ v_ -T-(o <t ll ll ll ltl r.")\F* 3 O 6t aE= .2 E.t oJ,.,==-HI EA=;HE -l'7 t- €|fi=== H t H Ll-E=o=-'., 613 9 ?"-l\Q El;==AERH 2.s.7 t P.O. Box 21500, Denver, CO 80221 5801 Pecos Streel, Denver, CO AO221 FAX 303/433-0451, Phon€ 303/480- 1 111 lt flo/ot ,,^" wlwd ieoneir'l Q -l l, .t rt o I g A &s N \ Rocrvffi 6r> ^)O ,.0,,,," 'Tivo/; L4qe YrfL./ o.," Checksd By IX DL) IKLL /(oct lr 4 P/an l/,'ed af Shbs jttt L "ve.(. , Date _ Sheet _of _ -@ lP-E7l 6@ 3 q. l q. I a -t s \ NI \J l€-qrgJ N' 8'! L /4't J'-o't h,fj =4. t@(/f tL UL= o, tztKL! Dliz a = o. t8Bil{ DL#L (46 z o,{^Otrlt DL self Mounloln Reslress o 2.8,8 q PO. Box 21500, Denwr, CO 80221 5801 Pecos Street, D6nver, CO 80221 FAX 303/433-0451, Phon6 303y480-11 1 1 /t Yfia/aq ,*r" q,lef lt Subioct Checked Bv ---------- Date - Sheel -Ot- Ctfo' Lf. z (ut - 7 a,Mht/f: " arftl = x' 2.0,? t tte'aY F F) a Ul a a $(4 \a s (\t I a g {I R !I al rF b I ffi{ tl ovzz!(303) 480-r-111 Date ; Mon Apr 19 11:19:27 2004 Project #: 404005 Project Engineer : Project Name : Description : File Name : mp A= Sb= ct- - Wc= 640 In^3 640 In^3 150 PCF Tflb = 0.00 In Tflt = 0.00 In Hnc = 8.00 In Bb = 0.00 Bt = 0.00 Bw = 50.00 _Ln In In IN COMPOSITE SECTION PROPERTIES: TOPPING IS STONE CONCRETE Ac = 64r lrj-^2 Ic = 5328 In^4 Yb = 5.38 Scb= 11?5 In^3 TcfI = 3.00 In Bcfl= 60.00 Scr= 2415 In^3 (P/C) Hcom = Ll-.Oo In Wrpg=159.9 sct= L259 In^3 (Tpg) DESIGN LENGTH OF MEMBER = 30.00 Ft / In In PCF LOAD DATA Dead Load Factor = 1.400 Bm Wr = 0.500 K/Fr DL#1 DL#z = 0.000 K/Fr LL Percents of L,L Su6tained Live Load Factor = l-.700 = 0.000 K/FE ------ Non-comp. = 0.000 K/Ft ------ Composite 0 .00 0.00 4-+12'htf 0.00 CONCEMTRATED P (Kips) x (Ft) PARTIA],I.,Y D]STRIBUTED wp ( K,zFt ) X1 (Ft ) x2 (FEl /0.t9 0.00 30.00 t/. 0. L9 . 7 .oo :-5.oo r' o.5o ?.00 ts.oo r' 0.0'7 0.00 0.07 7.00 0.50 0 .00 0.50 7.00 0.00 0.00 0.00 a5.oo '/ 0.00 ts .oo / 0.00 30.00 J Ls.oo / 30 .oo /, :-5.oo / LOAD -tv- DL-Non-Comp. DL-Non-Comp. Dt-Non-Comp. DIJ-Composit,e DL-Composite LL-Composite tL-Composite 0.00 2.00 0.00 RETNFORCING DATA PROFIIJE OF CENTROID OF Area of l-l2" Strand =# of Strands = 23.00 Effective Pull = 0.?0 STRANDS: (Lo-Lax 0 . r.531 (rn^2 ) # of Levels = 1 rnirial P/s Strand) APs =Force = r'J^2 Kips ftL3 i qr STRAND LOC #1 #2 x (Fr) 0.00 30.00 ( 1n, 2.OO 2.00 ( In) 2 .00 2 .00 DESCRIPTION IJEFT END OF MEMBER RIGHT END OF MEMBER STRAND I,EVEI., NIJMBER: 1 # of I/2" In. STRAND: 23.00 2,g,lo Rocky Mountain Prestress, Inc. 5801 N. Peco6 Street Denver, CO was ].ngerm Tivoli Lodge FSH J : \4 04 0 05 \E&D\ In Progress\CaLcs\Sect j.on2 - - - Slabs \4 04 0 o 5FsH. r GENERAL BEAM DESIGN Page : 1 NONCOMPOSITE SECTION PROPERTIES: BEAM IS SToNE CONCRETE 4ao I'r^2 / I = 2s6O Ir^^ 4 ../ yb = 4.oo 5. )Z)-5 666 - /z'f, sr,*4@ za4 u (78;/'ahte 6/t l,t Rocky Mountaj.n Prestress, Inc. 5801 N. Pecos Street Denver, CO : wagingerm : Tivoli Lodge : .F Stl : .t:\404005\E&D\In Progress \Calcs\Section2 - - -Slabs\a 04 o 0 5FsH . r GENERAT BEAI{ DESIGN Page : 2 ovzzL Project Engineer Project Name Des cript ion File Name mp HEIGHT @ LEFT END HEIGHT @ RIGI{T END PRESTRESS I,OSSES Dist. From L. End lF|-\ 2 .04 15.00 z t.>z I(llL!;AD!i (Ksi) (*) -Lb.+5 J L3 .83 7 15.43 9 t 2.OO t 2.00 INITIAIJ CONCRETE STRESSES (Psi ) X Initial- PulL fP + Bm Wt (FI) TOP BOT TOP BOT z,va -oJJ JJ.of -Jot z6>5 l-5.00 -643 32t3 412 2L58 27.92 -533 3155 -351 2893 Required Release SErength (based on Compression)per PCI 5th Edition 18.4.1 (a) Al1ow. Tension: Ends = -386 Psi; El-sewhere FTNAI, CONCRETE STRESSES (Psi) Allowable Compression: 0.45*f,c = 2250 Psi; 0.6*f ,c = 3000 Psi A11ow. Ten: 5*SQRT(f 'c) = -424 Psi; 12*SQRT(f'c) = -849 PEi *s* x (FE ) 0.00 3.00 6.00 9.00 L5.00 r-8.00 21.00 24 .00 27 .00 30.00 !l] TOP 0 -Lt5 104 300 419 305 108 0 *s* *sr NoTE: @x= 3.00 *S* : f'c Should *S* : and outDut FP + All DL TPG TOP BOT 000 58 20! 1972 L30 818 1396 184 1292 950 226 r-54 0 7rO 255 1557 584 ztt L5tL oo/r72 r_070 1155 LZL O)Z L)+ > 54 r-1,9 2049 000 66ive Stress Requj.res in Design Parameters f 'c = 5.3 Ksi from 5.0 to 5.3 Ksi atte. €Ltc-rt DJ +BMWt BOT U 2384 2!82 2043 192! 2013 Ert- Be Modifi re-run.ziv+/.b'- iq13 0Aa DESIGN STRENGTH (FI, - K) XMu (Ft) (Req'd) Phi F1exural = 0.90 (Phi*Mn) prowided 1.2 * Mcr (ACr r-8 . I .3 ) Strain Comp. Deve lopment Length Limits (ACr 12 . 11) Z,t,ll (303) 480-1111 Date : Mon Apr 19 1L:1,9221 2AQ4 Project #: 404005 FINAI (Ksi) (8) 40.14 2r 26. t6 ral 40.55 2! Tensi,on Steel Req'd (Gr6 0 ) ( rn^2 ) r,oc o. oo N/A o. o0 N/A 0.00 N/A /= 4.1 Ksi r' = -IYJ YSL FP+DL+LL TPG TOP BOT 000 362 35s 1657 t) ,/ o lLUz otz >ZA LOI> If,J 1085 r.988 -2r0 ilii ;o,o t-iZep e$pi< E'lafti 1013 v7A6 13' Ha ir,:,i ,t:1 te,4. n 327 256 f766 ,', O f 000 (e' ,€b> t 1 Rocky Mountaj.n Prestress, Inc. 5801 N. PecoE Street Denver. CO Project Engineer : waeingerm : Tivoli Lodge : FSH : ,J:\404005\E&D\In Progress \Ca1cs\section2 - - - slabs \4 04 0 0sFsH. r GENERAIJ BEAM DESIGN Page : 3 Project Name De script ion File Name mp 5) I 55 I 5a t J' T 3s7 -' glu 5) I 357 J> t 8022r 27.34 ULT 24.65 ULT 0 ** 268 **0.00 0 3.00 115 o . vv z!> 9.00 293 12.00 337 L5.00 347 18.00 3L2 21.00 260 24.00 21 .OO 30.00 x /Fr-l I . f,U 3 .00 4 .50 5.00 ?.50 9.00 l-0.50 12.00 15.00 15 .50 L8.00 l:2. f u 21.00 22 .50 24 .00 z),av 21 .OO 28.50 4>.O I * Minimum 190 104 0 (In) (KiPs) 9.00 40.95 9.00 38.71_ 9.00 35.84 >, u!/ 52.>o 9.00 30.08 :r. uu z6 . za 9.00 20.49 9.00 t4-74 9.00 8.98 9.00 3.23 9.00 -8 .73 9.00 -r.1.60 9.00 -r4 .48 9.00 -r-7.36 9.00 -20.24 9.00 -23 .rr > . vv - za. t> 9.00 -28.A7 a nn -?1 ?R 9.00 -34.62 9.00 -36.85 Based on ACI Eq. ci cw min ---- (tn^2/Ft) ---- 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.102 0.000 0.000 0.102 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0 .000 0 .000 0 .000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0 ** NOTE: Mu Provided > 2*Mu Req'd; Therefore ACI 18.8.3 mav be waived. SHEAR REINFORCING REQUIREMENTS Phi Shear = 0.85 Reinforci.ng Stee1 is crade 60 Av Av ci cw (Psi) (rsi ) (,'t > z> > 388 492 203 579 141_ 585 1,20 s90 LZV )t) r20 601 t20 604 !20 604 r20 50s t20 503 !20 50L ]-20 598 L4V f :tf,:I20 592 r20 588 r.r r 5atI 203 574 388 48r-849 299 REACTIONS (Kips) Left DL= 15 .31 LL= 11.03 SVC Right DL= 14.68 I",L= 9 .9'7 SVC DEFI-,ECTIONS (tnches) (-) = Camber Vu (Psi ) 84 78 72 56 57 45 32 20 1 19 5Z 38 44 50 53 ot 75 80 11-15 = 4L . )> = 37.50 RELEASE : (IP + Bm Wt) Creep before Ereclion = ERECTTON: (FP + Bm Wt) (FP + DL) MIDPOINT -1.08 -0.81 -1.90 -r.02 2, A,lz {303) 480-].r-Lt Date : Mon Apr 19 1L:!9:2'7 2OO4 Ploject #: 404005 \ Rocky Mount.ain Prestress, Inc. 5801 N. Peco6 Street Denver. CO Project Engineer : wasingerm 2 ' 8'lJ {303) 480-1111 Date : Mon Apr 19 11.;!9:27 2OO4 Project #:404005 Progres s \Calcs \Section2 - - - slabs \4 04 005FSH. r Page : 4 Project Name Des cript i on File Name mp : Tivoli Lodge : FSH : .J: \404005\E&D\In GENERAI, BEAM DESIGN (FP + DI., + LL) Long term Creep F INAL : (FP + DL)(FP+DL+LL) -0.48 0.50 0.12 DESIGN SUMI.,IARY MEMBER IS A COMPOSITE RECTANGI]I,AR BEAM OF STONA CONCRETE INITIAIJ PRESTRESS = 666 Kips FINAL PRESTRESS = s?1 Kips RELEASE STRENGTH = 4132 Psi FINAI STRENGTH = 5000 Psi per PCI 5th Edition 18.4.1 (a) TOPPING CONCRETE .. FINAI STRENGTH = 4000 Psi STRAND PATTERN IS Non-Standard ...... to-Lax STRAND INITIAI CAMBER = 1.08 Inch (at midpoint. of sinple span) eo22t Job Tnle A\.v ot) I PO. Box 21500, Derwsr, CO 80221 5801 Pecos Stroet Denwr. @ 8O221 FAX 30d,+33O151, Phon€ 309.180-l I 1 1 *o*aog oate-sn""t 1ffi o,t- e.6:t+ '.9 2a 2't i!2 '.r'j ';.. i!i\ 2l; i : :!ti ,'ii :ii, SubJect Check€d By 2 5 7 t 9 10 't -1 i? 13 O'. '15 17 18 19 2i 21 23 24 ?6 27 ?B t0 o.' 32 34 w)0L o.n 4l-2. ,**. Rocky Mounloln Preslress O Jobrme SuO;ect 5 @{@ dfi gcte,b,,,',"i"?K'.f"XtB:lJ:lB3BB:;l \-/ \_J \ FAX 309/433-0451 , Phone 303/480-1 1 I 1 ..1/t | -l t / * fnJ *," s/ty'i"o ^" tH ldof, Bv-o^r"/ ' sn""rz'?'f of- -By F8 cn"cxeaev uith b =/0,-O" * 66,, 6nef "6'+7,{" 4 6'{ bqo= /zo'-57" =5.i7 ect, -t ll '2tl - E7't !- -'ul;nvP,are-/is 934:.__ A -- T;oirttu J = 5/26 i4't S= , lZfu rr15 %= 4;a v- -a A * 536;n' :[.'s 2|f7i0r $' = z/f,i4t Au " r'n L*ds fuEt'ffi /.tzst[ C-frt . (Jay tt,.fi.ut HAfit?ft e.olsf/f (nfi * Lft&Ltl,Vc-riu - ftffihft z.?|fifF l/ot V,- Wt Vo = Lf*t.#/z 4 ' L,.4ry'/z ; = 44:/z- t " ttfr//k a ^ Lo c SeaEZ r J EI /r -\(F t s.b V ,::6'1,, -Ve;-6- ---- - / + '5i -o ;l o f*,(u -6 n vl _J on 2d LvL € t.al ,S Of ondLvlE t,os \ qfiLu! El.o6 ' 5t'Lul-€1,o7 iS o.X, ltansewlic -F \9 ,I *segbrt"Pnkn @- Laet @ edagy o FXd> h)ith tlutafi Rocky Mountain Prestrts; " ssol N. Pecos street Denver, co sozzl Project Name : TivoliLodge ,r-. Date : Tue May O4 10:09:07 20O4 3:?ff|$;f*ol&"owirh Brockou t f,/tr''ott 2,1,L Project Engineer : wasingerm 0 Fax (303) 433-0451 Phone (303) 480-1111 *5at'4- ooo0co60 00000000 STRAND AND REINFORCING BEAM DESIGN SUMMARY -(6)1n p =28.94k Release Strength (PSt1 = 35gg O"r "", I 28 Day Strength (PSl) = 59gg Stone Aggregate Composite Initial Camber = 0 Rocky Mountain Pr Project Engineer : wasingerm estres Project Name : Tivoli Lodge Project #: 4O4005 Description : Slab with Blockout BEAM LOAD SUMMARY Trib. Design Load (PSF) (]Gr) 1.$ 0.999 0.0 0.000 0.0 0.000 0.0 0.000 LIVE LOAD REDUCTION Area = 0.00 sqft R1 = 0.00 R2 = 0.00 R3 = 40.00 Reduction Percent = 0 Reduced LL = 0.00 Psf Partially Distributed Loads Load (K/Ft) Load Start Load End Dead Load 1= 0.38 0' 30'0" Dead Load 2 = 0.15 0' 30'0' REACTIoNS (Kips) Left DL= 22.86 LL= 7.50 SVC = 30.36 ULT = 44.75 Right DL= 22.86 LL= 7.50 SVC = 30.36 ULT = 44.75 (i}d@ L,ilft btd&ab S- ' Y6ot N. Pecos Street Fax (303) 433-0451 [4. Date :Tue May 04 . {3..r',*'' -3"--T- I Load (KFt) Live Load = 0.50 Denver, CO 80221 Phone (303) 480-1111 10:09:07 2004 2,q,3 Load Start Load End 0" 30'0' Trib. Width #1 Trib. Width #2 ,"'- Member Length = 3O'Oi- -Supported Length UNIFORM LOADING Member Dead Load Dead Load 1 Dead Load 2 Total Live Load Rocky Mountain Prestress, Inc. 5801 N. Pecos Street Denver, CO Project Engineer : wasingerm Project Name Descript ion Fil.e Name : Tiwoli Lodge : SLab with Bl,ockout A = 950 In^2 Sb= L280 In^3 St = 1280 In^3 wc = 150 PCF r - 5120 In^4 Tflb = 0.00 In Tflt = 0.00 In Hnc = 8.00 In COtr,lPOSrTE SECTION PROPERTIES: TOPPING IS STONE Ac = L282 II]^2 Ic = 12555 In^4 Scb= 2352 In^3 TcfI = 3.OO In sct= 4833 In^3 (P/C) Hcom = 11.00 In Sct= 2518 rn^3 (IpS) DESIGN IENGTI{ OF MEMBER = 30.00 Ft LOA.D DATA Dead Load Factor = 1.400 Bm Wt = 0.999 K/FE DL*1 DI'#2 = 0.000 K/Ft LL Percent of IrIr Sustained Liwe Load Factor = 1.700 = 0.000 K/Ft ------ Non-Co!q). = 0.000 K/Ft ------ Composite CONCENTRATED P (Kips) x (Ft. )0.00 0.00 PARTIALLY DISTRIBUTED I,OAD vrp (K/Fr) xl- (Fr) x2 (Fr) q.Pe 0.38 0.00 30.00 DL-Non-CotnD. 0.00 0.00 0.00 0.00 0.15 0.00 0.50 0.00 30.00 Dl-Composit.e 30.00 LL-Composite REINFORCING DATA PROFI],E OF CEIiIIIROID OF Area of l-/2" Strand =# of Strands = 15.00 Effective Pull = 0.70 STRANDS: (l,o-l,ax Strand) 0.1531 (rn^2) # of Lewe1s = 1 Aps = 2.4496 Tn^2 Initial P/S Force = 453 Kips STRAND LOC #1 *2 x (Fr) 0.00 3 0. 00 DESCRIP?IOTiI IEFT EIID OF MEMBER RIGHT EIID OF MEMBER H Ecc.(In) (rn) 2.00 2.oo 2-00 2-00 STRAND LEVEL, NIIMBER: 1 * of t1z" rn. STRAND: 15.00 HEIGHT @ LEFT El{D : 2.00 HEIGHT @ RIGHT END : 2.00 PRESTRESS LOSSES z,.l,ll Date : ?ue May 04 10: 09-.07 2004 Project #: 404005 lib = 4.00 In Bb = 0.00 In Bt = 0.00 In Bw =120. 00 In CONCRETE Yb = 5.38 In Bcfl=120. 00 In wtPg=159.9 Pgt : ,t: \404005\E&D\In progress \Cales \Section2 - - - slabs\4 o4 o oswithB lockout-Sectl . rmp GENERAI, BEAM DESIGN Page : 1 NONCOMPOSITE SECTION PROPERTIES: BEAI4 IS STONE CONCRETE Rocky Mountain Prestress, Inc. 5801 N. Pecos Street Denver, CO @, ^tith SlqKath "6t'*d't' 80221L--/(303 ) 480-1111 2.1,' Project EngJ.neer r wasingerm Date 3 Tue May 04 10:O9zO7 2004 Project Name : TivoLi Lodge project #: 404005 Description : Slab with Blockout File Name : ,t: \404005\seo\ln progress \Calcs \sect,ion2 - - - slabs\4 04 0 0 Swith3 lockout-sect1. rIIE) GENERAL BEAI{ DESIGN page : 2 DiSt . FrOM L. ENd REI,EASE FIIiIAL (Ft) (Ksi) (*) (Ksi) G) 2. 08 6 .67 4 22 .L1 t2 15.00 3.69 2 J.3.54 7 27.92 5.67 4 22.L7 12 INITIAIJ CONCRETE STRESSES (Psi ) Tension sceel X Initial Pu]I IP + Bm Wt Req'd (cr60)(FI) TOP BOT TOP BOT (IN^2) I,OC 2 . oB -233 1163 39 891 o. oo N/A 15. oo -236 1182 gr? L2B o. oo N/A 27 .92 -233 11G3 39 891 o. oo N/A Required Release Strength (based on Compression) = 3.5 Ksi per PCI 5th Edition 18.4.1 (a) Allow. Tension: Ends = -355 psi; Elsewhere = -1?? pei FINA! CONCRETE STRASSES (Psi )Allowable Compression: 0.45*ftc = 225O psi; O.E*f,c = 3OO0 psi All-ow. Ten: G*seRT(f 'c) = -424 ps!; 1z*seRT (f'c) = -849 psi X FP + BMWt FP + All DL FP+DIJ+IrL (FC) TOP BOT TPG TOP BOT TPG TOP BOT 0.00 0 0 0 0 0 0 0 0 3.00 155 593 29 322 520 L25 373 4]-6 5.00 456 4L9 5l_ 736 110 223 A25 -73 9.00 654 223 68 1031 -L82 293 L148 -423 r_2.00 788 105 71 1208 -357 335 !342 -633 15.00 830 55 80 1267 -4!6 348 1401 -?03 r.8.00 78A 105 77 1208 -357 335 L342 -533 21.00 564 223 68 1031 -L82 293 1148 -423 24.00 456 4r9 51 136 110 223 825 -73 27.00 165 693 29 322 520 L25 373 4L6 30.00 0 0 0 0 0 o o o DESIGN STRENGTH (Ft-K) Phi FLexural = 0.90 (phi*Mn) provided -------.--- Strain Development X Mu 1.2 * Mcr Comp. Length Limits (Ft) (neq'd) (AcI 18.8.3) (Acr 12.11)0.00 0 405 0 3.00 !2L 406 285 6.00 2L5 405 379 9.00 282 405 12.00 322 406 l-s.00 336 233 406 18.00 322 406 21.00 282 405 A /-l €Att*) u/ Blata,b \-y , \,__,/ /a .r-<rt] 1 Rocky Mounrain presrress, rnc (F5A )t'r-'rrL 2,q,6 5801 N. Pecos Street Denver, CO eOZZl.\-/l_303) 480-1L11 Project Engineer : wasingerm Date : Tue May 04 10:A9:07 2004 Project Name : TivoJ-i Lodge Project. #: 404005 Description : Slab L'ith BlockouE. FiLe Name : J: \404oos\E&D\In Progress\Calcs\Section2 - - - slabs\4 04 o oswithB lockout-Sect1. nfip GENERAL BEAM DESIGN Page : 3 24 .00 27.00 30.00 406 379 405 285 405 0 Phi Shear = 0.85 SHEAR REINFORCING REQUIREMENTS Reinforcing Steel is crade 50 XdVuv 2L5 t2r n (Ft ) (In) n ?? a nn 1.50 9.00 3 .00 9. 00 4.50 9.00 5.00 9.00 1.50 9.00 9.00 9.00 r-0.50 9.00 12.00 9.00 1? <n q nn 15.00 9.00 16 . 50 9. 00 18.00 9.00 19.50 9. 00 21.00 9.00 22.50 9.00 24.00 9.00 25.50 9.00 27 .00 9.00 28.50 9.00 29 .6'7 9.00 * Minimum Based on (Kips) (Psi )43.76 48 40.28 44 35.80 39 31.33 34 26.85 29 22.38 24 17.90 20 L5.$5 .Lf, 8.95 10 4 .48 5 0.00 0 -4.48 5 -8 .95 10 -13.43 15 -I7.90 20 -22.38 24 - z6 .64 z> -5r. ''J 51 -35.80 39 -40.28 44 -43.76 48 ACI Eq. 11- 15 Av Av Av ci cr.t min ---- (rtt^2/ Ft) ---- 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 ci lpci ) 6ZU r-98 ]-20 t2o r20 ]-20 120 120 120 r20 1-2 0 ]-20 1,20 1_2 0 !20 720 120 198 820 cw ( vsr. ) 551 380 380 .fOI 562 562 382 381 380 380 3 tt all 5 to 55> zo6 REACTIONS (Kips) Left DL= 22.86 LL= Right Dt= 22.85 LL= DEFLECTIONS (tnches) (-) REITEASE : (IP + Bm Wt ) Creep before Erection ERECTION: (FP + Bm Wts) (FP + DL,)(FP+DL+LL) Long Lerm Creep F INAI, : (FP + DL,) (FP + DL, + L,L) 30.35 IIL,T = 44.15 30.35 ULT = 44.75 7.50 SVC 7.50 SVC = Camber MIDPOTNT 0.19 A )1 0.41 o.?7 L .43 1.43 2 -09 NOTE: The mernber has cracked due to Positive Moment; deflection cafculations are based on Transformed Cracked Sectsions & Bilinear Moment-Deflection Relationships [ACf 18.4.2 (c) ] DESIGN SIJMMARY @@r 'tl*lerb \tdt Rocky UoultaiD PrestreEs, Inc . 5801 N. PecoE Street, Denver, CO Proj ect Engineer : wasJ.ngerm Proj ect Nalne DescrLption FiIe Narne lockout-Sect1, rrEp GENERAIJ BEAU DESI6:N Page : 4 =_==3======== MEII{BER IS A COUPOSTTE PIJAI{K OF STONE CONCRETE INITIAL PRESTRESS = 453 KiPS FTNAT PRESTRESS = 1I3O KiPE RELEASE STRENGTII = 3500 PEi FII{,LIJ STRENGTH - 5000 Psi per PCI sth Edition x8.4.1 (a) TOPPING CONCRETE . . . FTIIIAL STRENGTII = 4000 Psi STRAND PATTERN IS Non- Standard .... -. Lo-Lax SrRAND INfTIAL CAITIBER = -0.19 Inch (at nidpoint of simpJ.e span) 7,1.? 8022 303) 480-1111 : Tivoli Lodge Date : Tue May 04 10:09:0? 2004 Project *: 404005 : SLab with Blockout :,l : \4 04 0 0 5 \E&D\ In trog:ress\Ca1cs \sectioo2 - - -s1abE\4 04 o o swLrhB Denver, CO 80221 Fax (303) 433-0451 Phone (303) 480-1111 ;::, : rue MaY o4 1 o:2e:06'o* z,i,o o 0 0 0 0 0 0 00 0 0 0 0 0 0 0 rtrahlu@'*f Rocky Mou ntai n P restr"=g@, { {KI "**,Project Engineer : wasingerm Project Name : Tivoli Lodge Project #: 404005 Description : Slab with Blockout BEAM DESIGN SUMMARY ---Secl, L. -<16) 112" P =28.94k STRAND AND REINFORCING Release Strength (PSt) = 3599 O"r ""'28 Day Skength (PSl) = 569s Stone Aggregate Composite Initial Camber = 0 ^l@) ^ithd,f Haha,b Rocky Mountain Prestress€9' Hot N. pecos street Denver, co 80221 Project Engineer : wasingerm Project Name : Tivoli Lodge Project #: 404005 Description : Slab with Blockout BEAM Supported Length = 0" UNIFORM LOADING Trib. (PSF) Member Dead Load 1.$ Dead Load 1 0.0 Dead Load 2 0.0 Total Live Load 0.0 Fax (303) 433-0451 Date : Tue May 04 / FAA \\ar''a'z LOAD SUMMARY Phone (303) 480-1111 10:29:06 20M 7.?.7 Trib. Width #1 Trib.{ruidth #2 0'0"-3"-T 8'I l_r,r"__] Design Load (K/Fr) 0.999 0.000 0.000 0.000 LIVE LOAD REDUCTION Area = 0.00 sqfi R1 = 0.00 R2 = 0.00 R3 = a0.00 Reduction Percent = 0 Reduced LL = 0.00 Psf Partially Distributed Loads Load (l(Ft) Load Start Load End Dead Load 1 = 0.38 0" 30'0' Dead Load 2 = OjS 0' 30'0" REACTIONS (Kips) +\ Left DL= 22.86 LL= 7.50 SVC = 30.36 ULT = 44.75 - |r Right DL= 22.86 LL= 7.50 SVC = 30.36 UL't = 44.75 I -, Load (K/Ft) Live Load = 0.50 Load Start Load End 0" 30'0' fr**/*/la/ce'ta( t:'"'-lr,lember Length = 30'O'- Rocky Mount.ain Prestress, Inc. 5801 N. Pecos Street Denver, Project Engineer : wasingerm z,?.10 04 10:29:06 2004 Project Name Descript ion Fil-e Name l-ockout-Sect2. rmp GENERAL BEA]'T DESIGN Date : Tue May Project #: 404005 Page : 1 : Tivoli L,odge : SIaJr with Bl-ockout : ,J: \404005\E&D\In progress\Cal-cs\Section2 - - - S tabs\4 o4 o o swirbB NONCOMPOS TTE SECTION PROPERTfES; BEAI{ IS STONE r = 2859 In^4 Tflb = 0.00 In CONCRETE rF#lr- - n nn rF I{nc = 8.00 In Bt = 0.00 Bw = 5?.00 In - CONCRETE Yb = 5.38 In Bcfl= 57.00 In wcPg=150 . 0 PCF -"L/E fan/ 4 ,ru71[Er*tul L Cl a-'- .r 06 DESIGN LENGTH OF MEMBER = 30.00 Ft ],OAD DATA Dead L,oad Factor = 1.400 Live Load Factor = 1.ZOO Bm Wt = 0.999 K/Ft DL#1 = 0.000 K/Ft Non-Comp.DL#2 = 0.000 K/Ft Lt = 0.000 K,/Ft ------ Composite Percent of Ll, Sustained = 5 COMPOSTTE SECTION PROPERTIES : Ac = 7!6 tI]^ 2 Ic Scb= 1313 In^3 Tcfl scr= 2698 In^3 (P/C) Hcom scr= 1405 In^3 (Tpg) CONCEIq|RATED P (Kips) x (Ft )0.00 0.00 0.00 0.00 0.00 0.00 RETNFORCING DATA PROFILE OF CE}fiTROID OF Area of 1/2" Strand =# of Strands = L6.00 Effective Pull = 0.70 TOPPING IS STOT{E = 7065 lrl^4 = 3.00 In = 11.00 In PARTIALLY DISTRIBUIED LOAD wp (K/Ft) x1 (Fr) x2 (Fr) rype 0.38 0.00 30.00 DIJ-Non-ComD. 0.15 0.00 3 0.00 Dl-ComDosite 0.50 0.00 30.00 Ll-Composite STRANDS: (Lo-Lax Strand) 0.L53l- (In^2) # of Lewels = L Aps = 2.4496 IrL^ 2 Initial P/S Force = 463 Kips STRAND LOC +1 4) (Fr ) 0.00 30.00 H ( In) 2 .00 2.O0 Ecc. ( In) 2 .00 2.OO DESCRI PT ION I,EFT END OF MEMBER RIGUT END OF MEMBER STRAND LEVEL, NUIvIBER: L # of L/2" In. STRAND: 15.00 HEIGHT @ IJEFT END z 2.O0 HEIGHT @ RrGHT END : 2.OO PRESTRESS LOSSES INJ PCF €)d Rocky Mountain Prest,ress, Inc.' 5801 N. Pecos Street Denver, CO ProJ ect Engineer : wasingerm Project Name Descript.ion File Name Dist. From L. End {F}l 2.08 I). UU z | . tz INTTIAL CONCRETE STRESSES (Psi ) X Initial PuLI IP + (F'T ) TOP BOT TOP 2. 08 -408 2038 80 15.00 - 419 2097 1468 27.92 -408 2038 80 z,?,n 10:29: 05 2004 Lockout-gect2. rItE) GENERAL BEAI.I DESIGN Page : 2 : Tiwoli Lodqe Date : Tue May 04 Proj ect #: 4 04005 : Slab with Blockout. : ,J:\404005\s&D\In progress\Ca1cs\Section2 - - - SLabs\4 04 oosrdithB REIJEASE FINAL (Ksi) (*) (Ksi) (*) 10.56 6 28.84 rS'5.45 3 13.76 7 10.65 6 . 28.84 15 Bm wt BOT 15 51 2ro 15 51 Tension Steel Req'd (c!60 ) ( In^2 ) IJOC 0.00 N/A 0.00 N/A o. oo N/A Required Release Strength (based on Compression)per PCI 5th Edition 18.4.1 (a) ALlow. Tension: Ends = -355 psi; ElEe\rhere = 3.5 Ksi = - 177 Psi FINAL CONCRETE STRXSSES (Psi ) All-owable Compression: 0.45*f'c = 2250 psi; O.G*f'c = 3O0O psi ALlow. Ten: 6*SQRT(f 'c) = -424 Psj-; l-2*seRT (f 'c) = -849 psi X FP + BMWt FP + ALl DL FP+DL+LL (Ft) TOP BOT TPG TOP BOT TPG TOP BOT 0.00 0 0 0 0 0 0 0 0 3 .00 308 1176 52 590 865 225 580 680 5.00 824 1r2 92 L325 150 399 1485 -169 b. uu 424 'trz 92 L325 150 399 1485 -159 t '-d1 *s* =,sl itiiiri iiisiii,iii\tiiiiffi 13:33 lil; lil 1::3t12:itl itzii2ffi 1i:33 ::;) 1:; l;i il:; :i11 ?31 3# fl!,hbfre.,i:ss'ii, .ii| 'iiH: iii it| 1W alffi;ry'Y 27.00 308 nz6 52 590 86s 225 t;: ;;:3o.oo o o o o o o o o -fiahl;lrlrnA ::; "o": F,I;nli;3'"1';"5ili!i'ii';":ifi';-:mi=: f,3^= i:3 H'u.o Ksi ',li6m,*s* : and output re-run. /hit fifr* DESTGN 'TRENGTH (Ft-K) Phi Flexurair;rrl;e3ro.ria.a ffiTF xMu (Fr) (Req'd) 0.00 0 3.00 r2r 5.00 2L5 9.00 282 1.2 * Mcr (Acr 18. s.3 ) Strain Colrlp. 369 369 359 369 Development Length lJimits (ACr 12 . 11) 0 259 352 o ith fikEorb /'tectt 303) Date : Proj ect #: lockout-Sect2. rmp GENERAL BEAM DESIGN Page : 3 4so-1111 2.?.12 Tue May 04 10:292Q5 20Q4 404005 Rocky I'louIrtain Prestress , Inc . 5801 N. Pecos Street Denver, Project Engineer : wasingerm Project. Name : Tivoli todge Descript ion File Name : SLab rdith Blockout : J: \404Oo5\E&D\In progress\Calcs\Section2 - - -s1abs\4 04 0 oswithB co 12.00 322 r.5.00 335 18.00 322 21.00 282 24.00 2r5 27.0O L2t 30.00 0 50t 359 ?AO JOv 332 369 259 ?<o ^ Phi Shear = 0.85 181 (Fr) n 22 1.50 3.00 4.50 6.00 .7 qn 9.00 10.50 12.00 IJ .5U 15.00 16.50 18.00 19.50 21.00 22 .50 24 .0O 25 .50 27.OO 28.50 29 .57 * Minimum c i cr.t (Psi) (Psi )849 282 213 404 1,42 47 0 r20 4?4 r20 478 L20 48t r20 483 r20 485 t20 487 L20 487 t20 488 120 487 r20 48'7 L20 485 r20 483 r20 481 L20 478 r20 474 :I42 470 273 404 849 282 SHEAR REINFORCING REQUIREMENTS Reinforcing Steel is Grade 60 XdVuv Av Av Aw ci cw min ---- (]''J^z/ Fr) ---- 0. 000 0.000 0-000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.05? 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000. 0.000 0.000 0.000 0.067 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 = 44.75 = 44 -75 u (rn) (Kips) (psi) 9.00 43 .76 8s 9.00 40.2a '79 9.00 35.80 70 9.00 31.33 61 9.00 26.85 52 9.00 22.38 44 9.00 17.90 35 9.00 13.43 26 q nn a oq 11 9.00 4.48 9 9.00 0.00 0 9.00 -4.48 9 9.00 -8.9s 11 9.00 -13.43 26 9.00 -r7 .90 35 9.00 -22.38 44 9.00 -25.85 s2 9.00 -3L.33 51 9.00 -35.80 70 9.00 -40.28 79 9.00 :43.',76 85 Based on ACf Eq. LL-15 REACTTONS (Kips) Ireft DL= 22.a6 LL= 7.50 SVC Right, DL= 22.86 LL= 7.50 SVC DEFIJECTIONS (Inches) (-) = Carnber RELEASE : (IP + Bm Wt) Creep before Erection =ERECIION: (FP + Bm Wt) (FP + DL)(FP+DL,+tL) Long term Creep FINAL : (FP + DL)(FP+DL+LL) NOTE: The member has cracked due to MIDPOIMT 0-35 0.40 0.76 L.',70 3 .42 L.A2 3 .52 5 .24 Positiwe Moment.; deflection 30.35 Itr,T 30.35 Irr,T Rocky MountaLn Prestress, Inc. 5801 N. Pecos Street Denver, Proj ect Engineer : wasingerm uith nteqaob /'set t 303) 480-1111 Date : lue May 04 Project #: 404005 2.q,13 10:29:06 2004 co 8022 Project Name DeEcript ion File Nane : Tivoli Lodge : Slab with Blockout : J:\404005\E&D\In progress\Ca1cs\section2 - - -sl-abs\4 04 o oswithB lockout-Sect2. rmp GENERAI, BEAM DESIGN Page i 4 calculations are based on Transformed Cracked Sections &Bilinear Moment-Deflection Relationship6 [ACI tB -4.2 (c)) DESIGN SI}/IMARY MEMBER IS A COMPOSTTE PIANK OF STONE CONCRETE TNTTIA! PRESTRESS = 453 Kips FINAL PRESTRESS = 429 Kips RELEASE STRENGTH = 3500 Psi FINAIJ STRENGTH = 5OO0 psr per PCT sth Edirion 18.4.1 (a) TOPPING CONCRETE ... FINAL STRENGTH = 40OO psi STRAND PATTERN IS Non-Standard ...... Lo-IJax STRAND TNITIAI CAT IBER = -0.35 Inch (at midpoints of simple span) Rocky Mounloin Prestress e#H*a,*ry ,.orn" Tiro/,' /odlr" ", ",o,""rfo/e,ey'Eqtlbt4.JJ/ol6tt;/tntscheckedBv - ..\ - FAX ru *-y'y'o, PO. Box 21500, Denver. CO 80221 5801 Pecos Str€ot, Denver. AO 8A221 FAX 303/433-0451, Phone 303/480-1 1 1 1 ,oo^.. fu/fuf Dare "n""r210'l or- n J2E?n Lastent Cat/;rtva"z S/a*E u+fe,,4 "d@ r -sq,t I g -3o'!/'! Loads o Rocky Mounloin Preslress P.O. Box 21500. Denver. CO 80221 5801 Pecos Str6et, Dsnver, CO 80221 FAX 303r/433-0451 , Phon€ 303/480-'t 't 1 1 ,"," 5/{y'1 ,oo^o.?olbor ",0,"", 4/r lene/ Eet/fl? J/aJ 6f/,/utgnecked By Date- sn""t 2'l&2, or- I @@ lesiqo Easf"ra h/e,ny' (*n/0.. -ftset!!=t Leit Keacliorls ftut6 o, Eza6r, En@r" r1a@rt = l7,q7t< = 5, g/( = 23,06F = 3f,,ftr \a, !/,lot . /,/B e7,#t, Eiqlt Reaef'bas - frzn@or= 23, {lK R%* = z'alr Rz4@rt= 3/,?2K /7n6,' 4e . or( @'w..,3.rtur r4?-* - *^-,..,, \ I I / / ///ote: There hand, 4uahoas rufr6 rte gnPsihtere o 6rt/,/*rrt 2,/0,3 Descript ion FiLe Nane Rocky Mountain Prestress, Inc. 5801 N. Pecos Street Denver, CO Proj ect. Engineer : wasingerm Project Name : Tivoli lodge 8022t (303) 480-1111 Date : Wed May 05 10:10:13 2004 Project #:404005 Page : 1 as terncantil iver4 thJ,eve J. . rmp GENERAL BEAM DESIGN A = 758 I.n^z Sb= l,024 In^3 St = 1024 In^3 wc = 150 PCF , ur \+O+OOS\E&D\In progress\ Calcs\SecLion2 - - - slabs \4 O4 O o 5FSA- E NONCOMPOSITE SECTION PROPERTIES: BEAt"r IS STONE CONCRETE le : Ttrt:. Cailleaftd-ehb c,&t des d/sfiu,/b FsA COMPOSITE SECTION PROPERTTES; TOPPING IS STONE Ac = 99r L]a^2 Scb= 1812 In^3 I = 4096 fn^4 Tflb = 0.00 rn rf l-t. = 0.00 In Hnc = 8.00 In Ic = 9493 In^4 TcfL = 3.00 In ]b = 4.00 In Bb = 0.00 In Bt = 0.00 In Bw = 95.00 In CONCRETE Yb = 5.24 In Bcfl= 95.00 In wtPg=150.0 PCF Rt Cant = 4.00 Ft r-.700 Non-Corq). Compos j.t.e (0)-h'6 stnn/ Et'ffi* t'1 u;lt.kt, \i6o"c)'deshb lett Qe)-'/r'/ 't'o/ ^ii'fr* B/l ,, Sr bLa"at4csru al,eh;r lfJw2 l-,ur {9tu A/* noh: h46e 75SasE li7ore -slnrtd /te, FSA. Sct= 343? In^3 (p/c) Hcom = 11.00 In scE= 21_27 rn^r (rpg) DESIGN L,ENGTH OF MEMBER = 34.00 Ft Left Cant = 0.00 Ft. Span = 30.00 Ft I n t\ F\ f\nhr Dead L,oad Factor = 1,400 L,ive Load Factor = Bm wr = 0.800 K/Fr DL#l = 0.OOO K/Fr DI'#2 = 0.000 K/Ft I,I, = 0.000 K/EE ------Percent of IJL Sustained = 5 0.00 0.00 0.40 0.00 34.00 34 .00 REINFORCING DATA PROFfLE OF CENTROID OF STRANDS: (L,o-Lax Srrand) CONCENTRATED P (Kips) x (Ft) 0.00 0.00 0.00 0.00 Area of 1/2d Strand =# of Strands = 13.00 Effective Pull = 0.?O PARTIAI,I.,Y DISTRIBIITED I,OAD wp (K/FE) x1 (Fr) x2 (Fc) Trpe 0.30 0.00 34.00 Dlr-Non-Comp. 0 .1_2 0.00 DL - Composite LL - Corltr)osite x (Fr) O. OO LEFT 34.00 RIGHT 0 . l-531 ( rn^2 )# of L,evels = 1 hitial- P/s DESCRIPTION END OF MEMBER END OF MEMBER (rn) (rn)2.00 2.o0 2.00 2. 00 Aps = 1. Force = 9903 In^2 3?6 Kips STRAND LOC +1 STRAND I.IEVEI.I NI]MBER: * of r/2" In. STRAND: HEIGHT @ LEFT EN'I] : HEIGHT @ RIGHT END : MILD STEEL: Fy = 6O Xsi 1 13.00 2.OO 2.00 ; Depth measured from top of Precast Level. tatfen 2,lO,aJ ast erncant if iver4 thJ,evel . rrnp GENERAI, BEAM DESTGN Rocky Mounlain Prestress, Inc. 5801 N, Pecos Street Denver, CO Pro j ect Engineer : \^ras ingerm Project Name : Tivoli Lodge Descript ion Fil-e Name , U, \aO+OOS\ecO\tn Progress \Calcs \Section2 - - - Slabs \4 O4 O O5FSA-E 8022L (303) 480-1111 Date : Wed May 05 10:1-0: l-3 2OO4 Project #: 404005 Page : 2 1.50 In^2 at 2.50 Inches down; from O.OO Ft to 34.00 Feet PRESTRESS I,OSSES Dist. From L. End (Fr) 2.08 15.00 30.00 5L.>Z r(ErJJtl.flD tli (Ksi) (8) 5.79 4 3 .93 2 8.09 4 7.88 4 FINAL (Ksi ) (?) 22.37 L2 14.06 7 25.40 13 25.20 13 Tension Steel Req'd (cr50 )(rn^2) r,oc 0.00 N/A 0.00 N/A 0.59 TOP 0.43 TOP = 3.5 Ksi = -177 Psi INITIAI CONCRETE STRESSES (Psi ) X Initial, PulI IP + Bm Wt (FT) TOP BOT TOP BOT 2.OS -236 118r. 31 9L4 15. 00 -240 1199 177 L82 30.00 -234 L),12 -309 L247 31.92 -235 1173 -255 ].t9 4 Required Release strength (based on Compression)per PCI 5th Edition 18.4.1 (a) Allow. Tension: Ends = -355 Psi; Elsewhere X FP + BM Wt FP + Al,L DL,(Ft) TOP BOT TPG TOP BOT 0.00 0 0 0 0 0 3.00 L55 715 27 3l-1 544 6.00 438 448 48 7r5 145 9.00 639 259 62 1001 -138 L2.OO 756 L48 7I L159 -303 15.00 '79t 1,16 73 I2r7 -351,18.00 742 !52 70 l-i.48 -282 21.00 609 28',7 60 959 -95 24.00 394 490 44 552 207 27.OO 96 77r 23 227 628 30.00 -287 1135 -5 -318 1169 32.00 -223 1039 -1 -23r 1048 34.00 0 0 0 0 0 DESIGN STRENGTH (Ft-K) Phi FlexuraL = 0.90 (Phi*Mn) Provided F INAI CONCRETE STRESSES (Psi) Al-lowable Compression: 0.45*ftc = 2250 psi; 0.6*f'c = 3O0O psi Allow. Ten: 5*SQRT(f ,c) = -424 Psi; I-2*SQRT(f 'c) = -849 Psi FP+DL+LL TPG TOP BOT 000 115 356 439 207 814 -42 270 113 0 -382 30'7 1315 -581 318 1359 -539 5U5 LZ>Z -f,f,b z0L ruo5 -552 L92 144 33 98 273 540 -23 -330 r-191 -5 -234 10 53 000 XMU (rt ) (neg'd)1.2 * Mcr (ACr 18.8.3 ) Strain Comp. Deve lopment Length Limits (Acr 12. 11) cvel Farten(. -1ab CAaf;/etss 2,10,f Rocky Mountain Prestress, Inc. 5801 N. Pecos Street Denver, CO Project Engineer : wasingerm Project Name : Tiwoli l,odge Description : File Name ; J: \404005\E&D\In asCerncanti l iver4 thleve)-, rmp GENERAL BEAM DESIGN 8022r (3 03 ) 480-1Ll-l- Date : Wed May 05 10:10:13 2004 Project #: 404005 Progres s \ Cal cs \ Section2 - - - slabs\4 o4 o O 5FsA-E Page : 3 0.00 3.00 5.00 9.00 r.2.00 15.00 18.00 24.O0 21 .00 30.00 32.00 34.00 ** NOTE: f Fr- \ 0.33 3.00 4.50 5.00 7.50 9.00 r-0.50 r-2.00 13.50 15.00 l-8.00 r-9.50 z! . uv zz . )u 24 .00 4). av 27.O0 28.50 z>.o I * Minimum U a< lott 220 ?qa 101 245 2L2 QA -L> -atf, -5 Mu Provided > 2*Mu Req'd; Therefore 0 -33 ri 0 ACI 18.8.3 may be waived. 0.85 340 340 340 340 340 340 340 340 340 340 -fJ -55 340 SHEAR RE INFORCING REQUIREMENTS Reinforcing Steel j.s crade 60 XdVuv Av Av Av ci cw min ---- (rn^2/Fr) ---- 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 = 35.18 = 45.01 Phi Shear = uci (In) (Kips) (Psi) (Psi )9.00 34.39 47 800 9.00 31.50 43 195 9.00 28.02 38 L20 9.00 24.44 33 I20 9.00 20.86 28 r20 9.00 t7 .27 24 r20 9.00 13 .69 1,9 r20 9.00 1,0.11- )_4 r20 9.00 6.53 9 120 9.00 2.95 4 L20 9.00 ,0 .64 I r20 9.00 -4.22 6 ].20 9.00 -7.80 1l- r20 9.00 -11 .38 15 L20 9.00 -14.96 20 120 9.00 -18.55 25 r20 9.00 -22.13 30 L20 9 . 00 -25 .'7]- 3 5 I20 9.00 -29 .29 40 t27 9.00 -32 -87 45 290 8.80 -35.65 50 358 8.80 8.76 12 L20 Based on ACf Eq. 1.1- - 15 cw (Psi) zo6 340 374 379 380 381 382 56.' Sat.5 383 .'d5 JBI 5lJ5 382 381 380 379 377 5IO 5 rt REACTToNS (Kips) Left DL= t7 -97 LL= 5.89 SvC =Right DL= 23.5L LL= 'l .7I SvC = DEFLECTIONS (Inches) (-) = Camber 23 . 87 IttT 3 T .2T I'LT MIDPOINT 0.1,4 RIGHT END 0.10 RELEASE : (IP + Bm Wt.) Level Eaiat S/al Rocky l{ount.ain Prestress, Inc. 5801 N. Pecos Street Denver, CO Project Engineer : wasingerm Project Name : Tivoli todge Descript ion File Nane MEMBER INITIAIJ RELEASE TOPPING STRAND INITIAL n t? n ?1 r .29 'l 11 0. 05 U.IO 0.01 - 0. l-4 -u-zt i ,r, \+O+oos\ecp\tn Progress \calcs\section2 - - - slabs\4 04 0 O sFsA-E asterncart iliver4thlevel . rq> GENERAL BEAM DESIGN Page : 4 Creep before Erection = ERECTION: (FP + Bm wt) (FP + DIJ)(FP+DL,+LL) L,ong term Creep FINAI : (FP + DL)(FP+DL,+LL) NOTE: The menber has cracked due to Positive MomeDt i deflection calculations are based on Transformed Cracked Seclions &Bilinear Moment-Defleclion Relatj.onships IACI t9.4.2(c)l DESIGN SIJITIMARY 1-08 -0.13 0.53 -0. 15 IS A COMPOSTTE PLANK OF STONE CONCRETE PRESTRESS - 375 Kips FfNAI PRESTRESS = 348 Kips STRENGTH = 3500 Psi FfNAL STRENGTH = 5000 Psi PCI 5th Edi-t.ion 18-4.1 (a) CONCRETE .. FIIiIAL, STRENGTH = 3000 Psi PATTERN IS Non-Standard ...... Lo-Lax STRAND CAIr{BER = - 0 . 14 Inch (at midpoint of sirnple span) 2,/.0.6 8022t (303) 480-1111 Date : Wed May 05 10:10:13 2004 Project #; 404005 Rocky Mounfoin Preslress ,"rr',,. Tira| (4e- u, ,,0i"", B8 ah,'Us;Air checked Bv PO. Box 21500, Denver, CO 80221 1 '^i'$.i^"i3.'Jil:"1^:::H#':???l ,/-U I t ,/1 o^" {y'rft,"o*" /l/fuZ Date_ sn""re, /l,l oJ__ TtY'bn = ft), f 6 i /q- r' erlfult y't+n'4 /-ft)-.f6ft?tf r;d ' / t, lo Aes4 f ? s (LS r-7o-af ', \L H-3 Job Tille Subj6ct Tivol; Lohe ft 0 otve ForbrL Jta,;rfr,s"n""r"o ,,J;";"?ll 311"11 3!llll: 33 33331 I FAX 303/493-0451, phone 303/480.1 1 11 ,, ru o^" s/rof( .^ouo *areZ *--7-7 By -oate- sn""r Z'll'%t ,1 Rocky Mountoin Preslress f--oads Qf.,. (nz /p) ft s ) 3 o, 8?t Ktr' t 4 \ ttr,t-=/,t-U fL-- h/bt t h/LL dn . /,/6ct/.7o1V= 2,3f7t1, I t l/u Y 6i! - l,i - 6't 3! o, /)lL (l= zo' ,( =all t ..J I /'\/ EA\ zJqfx Rocky Mounloin Preslress PO. Box 21500, Denver, CO 80221 5801 Pecos Street, Denver, CO AO?21 FAX 303/433-0451, Phone 303/480-1 1l 1 // ,"," t//y'rlr"or". _ fu/a,z oare_ "krll8__o, 3 Vr= af,ifz= z, j *o,n* Twl; L41e , ,, ""0,"", Fs9 Ablc SfblrM checkedBv 8Al** Sfrnfru* /T;= a*//s' z, ss?#/fi /8,1g7a : b St* = t 0'0A Ht = O,o6{- r{ ROGKY MOUNTAIN PRESTRESS Tivoli Lodge Tivoli Lodge Submittal 4 -3.1 *BA Beam BA-20L839-6 3.1 BA Beam BA- 20L839-6 (JPLinskens) "3.2 -BB Beam BB -261T823 *3.2 *BB Beam BB -261T823 3.2 BB Beam BB -261T8.23 (JPlinskens)-3.3 -BC Beam BC - HSS8x8 withW Plate -3.3 *BC Beam BC - HSS8x8 with l/2" Plate 3.3 BC Beam BC - HSS8x8 with %" Plate 3.4 BD Beam BD - W10x45 SECTION3. CONTENTS BEAMS SUBMITAL DATE SUBMITTED DESCRIPTION PAGES P.O. Box 21500, Denver. CO 80221 5801 Pec6 Streel Denver, CO 80221 FAX (303) 433-04s1 , Phone (303) 480-1 1 11 Sheet No. 3.0 Job No. 404005 Engrs: Linskens, Hanlon & Wasinger Date: 04.23.04 File: TOC-Sec3-S4.doc 1 4 03.10.04 04.23.O4 03.10.04 04.02.04 04.23.04 03.10.04 04.02.04 04.23.O4 04.23.O4 *3.'1 .1-8 3.1.9.18 "3.2.1-8 *3.2.9-14 3.2.15-21 -3.3.1-5 -3.3.6-10 3.3.11-12 3.4.1.5 1 1-R1 4 I 1-Rl 4 4 Notes: (1) * Asterisk indicates previously submitted item(s) which are not included in this Re-submittal. (2) 1-R1 = 1$ Resubmittal of Submiftal 1. (3) Resubmitted items are shown in bold. o o Tivoli Lodge & Mark Wasinger P.O. Box 21S00, Denver, CO 80221 5801 Pecos Street, D€nver, CO 2On1 Fax (303) 433-0451 Phone (303) 4BG1.r 11 Sheet Number: 3.0 Job Number: 404005 Engrs: Stefan Ely, P.E. Date: 3l3l14 File: TOC sec3.DOC 1 1 1 SECTION THREE _ BEAMS Submittal Descriotion paoe Design BA-20L839-6 Design BB - 26lT823 Design BC - HSS8x8x1/2 withyz"Ptate 3.1.1 - 8._. 3.2.1 - 8 3.3.1 - 5 o Rocky Mountain Prestress Project Engineer : wasingerm Project Name :Tivoli Lodge Project #: 404005 Description : Beam "BA'20L839-6 #4-CS #4-OS Stem Stinups Stimjps t4-U Soffil Stirrups #4-CS Sofiit End Stirrups nctruc Dsbond Heighl Length Lett Length Right 5801 N, Pecos Street Denver, CO BOZZI Fax (303) 433-0451 Phone (303) 4S0-1111 Date : Fri Feb 27 17:02:48 2004 j 1 1 J- --t oK BEAM DESIGN SUMMARY @ l-to' I Spacing = 12" 3@8',1@4",1@2' froe", ree", r Release Strength (PSl; = 35gg O"r t", 28 Day Strength (PSl) = 5999 Stone Aggregate Non-Comoosite Initial Camber = 0 Fgcky Mountain Prestress 71 s8ol N. pecos street Denver, co Bozzl Project Ensineer : wasinserm (Aq ) Fax (303) 433-g4l _pf,-olg (309) +eo-11r r Fi:j::11,,'fi?ooi rivori r-oose q_/ oa.te : Fri Feb 27 17:02:4e roo4 =,. ,., Description : Beam "BA'20LB3g-6 BEAM LOAD SUMMARY Trib. Width #1 Trib. Width #2 T I ?|?i I I Member Length = 18'10" Supported Length = UNIFORM LOADING , Trib. Design Load !P.s() (r(Fr) Member Dead Load \J.$/ 0.664 Dead Load r *U6 o.ooo Dead Load 2 0.0 0.000 Total Live Load 0.0 0.000 Partially Distributed Loads RightDL= 49.52 LL= 15.34 SVC= 64.87 ULT= 95.42 0"10' ''l'1 1' I -1 I 1',4"I l--'r"J""-j LIVE LOAD REDUCTION Area = 0.00 sqft Rl = 0.00 R2 = 0.00 R3 = 40.00 Reduction Percent = 0 Reduced LL = 0.00 Psf Y{""- LogL(Vrt) Load Start Load End Dead Load t =(+.10). / 0" \ 2O'0"\/\-( REAcrloNS (Kips) {oofwq4'l.qbvf| Left DL= 48.81 LL= 15.09 SVC= 63.90 ULT= 93.99 ' Lo;0-qrt1 Load Start Load End Live Load =dly 0' 20'0" I t-t oo$(+)=loolu/e loala a't rSnI d hrc('t Rocky Mountain Prestress, Inc. 5801 N. Pecos Street Denver, CO Project Engineer :Project Nane : l)cearinr.ia- -v-!- -! ! *v.. Fi le Name : A = 538 In^2 Sb= 4550 In^3 St = 3850 In^3 Wc = 150 PCF DESIGN LENGTH OF MEMBER 1n 1n .l-n Live Load Factor = 1.?00 = 0.000 K/Ft ------ Non-Comp. = 0.000 K/FE - ----- Non- Comp =5 CONCENTRATED P (Kips) x (Ft )0.00.. 0.00 REINFORCING DATA PROFILE OF CENTROID OF Area of 1/2" Strand =# of Strands = 5.00 Effective Pu]1 = 0.50 PARTIALLY DISTRIBUTED LOAD v{p (K/Fr) Xt (Fr) x2 (Ft) Type 4.70 0.00 20.00 Dt-Non-Comp. STRANDS: (Lo-Lax Strand) 0 . r,531 (In^2 ) # of Levels = 1 Aps = 0.9188 In^2 Initial P/S Force = 149 Kips 0.00 0.00 1.56 0.00 20. OO LL-Non-ComD D II\J{I\!J .l!LOC (Fr) #r- 0.00 #2 1,8 .33 STRAND LEVEL \IUMBER : + of !/2u In. STRAND: HEIGHT @ LEFT END : HEIGHT @ RIGHT END ; DEBOND QUANTITY : DEBOND LENGTH LEFT : DEBOND LENGTH RIGHT : PRESTRESS ],OSSES Dist. From L. End lFr- I z , vo LO . Z> NF q'P T DTT AN I,EFT END OF MEMBER RIGHT END OF MEMBER 1 5.00 5.00 D. UU 0.00 0.00 |I(qi I 19t 1 . ZA 5 /TF\ lT-\\ frrl \ rf4 5.00 12.88 f .uu Lz.d6 FINAL {Lei ) 191 'lE ?E .r.r LZ. a* Ct 6VZZ! GENERAL BEAM DESIGN pag€ : 1 ===========NONCOMPOSITE SECTION PRoPERTIES: BEAI',I IS STONE CONCRBTE Bean nBAr 20L839-6 J: \404005\E&D\In progress \Calcs \ Sect. i on2 -Beams \Beam- BA\BA_ 2 o 3. 1.3 11 t 02 :48 2004 4Nr' (/ Dead Load Factor = 1.400 Bm Wt = 0.554 K/FE DL#1 Dr.,#z = 0.000 R/Fr LL Percent of L.,L Sustained was lngerm Tivoli lodge L = sljjt .!n 4 Tflb = 15.00 In Tflr - n ^^'r-Hnc = 39.00 In =.Id.JJ.!E -(303) 490-r.r-r.1 Date : Fri Feb 2?Project #: 404005 \'l-\ - 1? aq Bb = 20.00 Bt = 0.00 Bw = 14. gq Rocky Mounta j.n Prestress, Inc. 5801 N. Pecos Slreet T)Fnlra? an anttr -(303) 480-1111 ProjecE Engineer ; wasingerm n:f-; Fri Feb 27 !1 tO2:48 2004 3 1.1 Project #: 404005 File Name : J: \404005\E&D\tn progress \ca1c s \se ct ionz - Beams \Beam - BA\BA- 2 o GENERAL BEAM DESIGN Page : 2 INITIA! CONCRETE STRESSES (psi) X Initial PuIl fp + Bm Wr (Ft) TOP BOT TOP BOT 2.08 -251 636 -222 605 9.r7 -251 631 _1?0 553 16.25 -2s7 536 -222 506 Reguired Release Strength (based on Compression) = 3.5 Ksi per PCI Srh Edition LB.4.t (a) ALlow. Tension; Ends = -35S psi; Elsewhere = -1?? psi FINA! CONCRETE STRESSES (Psi) Al]owable Compression: 0.45*f'c = 225Q psi; O.Gifrc = 3000 psi A11ow. Ten: 5*SQRT(f'c) = -424 Ps!; 12*SQRT(f 'c) = -849 psi Project Name nr c Fri nr i ^n x, lFr ) I .55 o t? 't 1 nn lz.oJ 1( Rn : Tivoli Lodge ; Beam 'BA" 201,,839-5 Tension SteeL Reg'd (cr50) /r-^.\\LLI 'I !JL'L 0.00 N/A 0.00 N/A 0.00 N/A FP+BMwt TOP BOT nn -:I'7 9 493 - 185 549 - L) | f,51 -rol )J5 -loJ !{:t - L I > qt5 -n n FP + All DL TAD P.lT 00 41 308 zv2 zzv 341 107 422 40 A4A I A 4L8 44 ??? 114 L>Z ZZJ z) 5z! -1V L I tv + D), + L)) TOP BOT 00 118 242 J"' J-UJ 52\ -46 ozo -L54, ooz - L6z f I-r - 5 t 326 117 to zov -zo z5 DESIGN STRENGT]I (Ft-K)Pbi FlexuraL = 0.90 (Phi*Mn) Provided X I\4u {Fl-\ /DaA'^\ n nn .\ 5. O / Z t5 E Rn 2al 1.33 411 9.r1 428 11 .00 409 r.t ! o / z6 I r0. f v J-{l 1.2 * Mcr (ACr 18.e.3) >! I (r-r=in )>5 f>5 a>5 Dhi cha. r Devel opment Length Limits laaT 1t 11l n zzv 4!'7 5 r.5 5t5 4L7 220 SHEAR REINFORCING REQUIREMENTS Reinforcing SteeL is crade GO = u. 6> avzzL Rocky Mountain Prestress, Inc. 5801 N. Pecos Street Denver, CO Project Engineer : Project Name : no a-Y.i hF .i ^n FiLe Name : LB39-5.rmp GENERAL BEA}4 DESICN Drl'rE . ? iras ]'ngerm Tivoli Lodge 3.7,r -(303) 480-111:. Date : Fri Feb 2'7 11 :O2z4B 2004 Project #: 4 04 005 vvAvAvAv Beam uBAi 20L839-5 J: \404005\EeD\In Progres s \Calcs \Sect ion2 - Beams \Beam- BA\BA- 2 O (!E.' z. ta J,b/ 4.58 o.1z ? ?? 6 . Za 1,0.08 l1 nn 11 0? LZ .65 r4l . b / J-b.5U ro. /L * Minimum ( In) 34.00 34 .00 34.00 ?a nn 34 .00 34 .00 34.00 34 .00 34.00 34.00 34.00 34.00 34.00 34.00 34 .00 34.00 34.00 34.00 34.00 Based on ll{ine) 7?.20 D:) , !6 to .l_t 45 .64 31 .17 L6 . Z5 ct. ,/b -J.U.I6 -{t . ub -57.54 A'T F- l -i {Psi) (Psi) 191 490 185 434 !s> zu6 .II' IbU 92 r2'7 58 r20 45 r20 zz lzv z Lzv z- lzu 49 r20 ta tzu >. I5I r42 2r7 189 47r L94 538 rr-L5 cw JU5 3L1 311 312 3t2 312 3!2 312 312 312 312 3L2 312 311 311 311 ?o? 29'7 ---- (rn^2/?t) ----0.000 0.000 0.028 0.000 0.000 0.028 v,vvv v. vv\,, v.v4|J 0.000 0.000 0.028 0.000 0.000 0.028 0 .000 0. 000 0.028 0.000 0.000 0.028 0.000 0. 000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.028 0.000 0.000 0.028 0.000 0.000 0.028 0.000 0.000 0.028 0.000 0.000 0.028 0.000 0.000 0.028 0.000 0.000 0.028 REACTIONS (Kips ) JJE!L IJJJ= .i6.6I Right DL= 49.52 DEFLECTIONS ( Inches ) !!= r>. u> !!= .t- f , J4l SVC = 53 .90 DV\- = b4l .aJl uJJl = >J.>t IJLT = 95 .42 (-) = Camber .r{.E!I:Ast1 : tlr + $m wE, ar-FF7\ l-taf ''\ra F?a^f i ^n ERECTION: (FP + Bm Wt) (FP + DL)(FP+DL+LL) Long term Creep FINAI, : (FP + DL) 'tt \\rE + UJr + DL) MTNDAT\IT . U. UJ - U . UO -U.U5 -0.02 0 .02 n nT DESIGN SUMI',IARY MEMBER IS A NON COMPOS]TE ELL BEAM OF STONE CONCRETE INITIAL PRESTRESS = 149 Kips FJNAL PRESTRESS = 138 Kips RELEASE STRENGTII = 3500 Psi FINAL STRENGTH = 5OO0 Psi per PCr Sth Edition t-8.4.1 (a) STRAND PATTERN IS Non-SEandard . .. ... Lo-Lax STRAND INITIAL CAI,IBER = 0.03 Inch (at midpoinr, of simple span) 3.7.6 @ 201839-6 SECTION PROPERTIES I Fr') t-o 1't..\-t 'i*" I ,#" 11.5 8.4375" s =*t@ c! c\.1 Fi@ t\ r\ IULUJ9-b SECTION PROPERTIES A=642 ly = 82,051 Ctop = 21.22 Cbot = 17.78 StoP = 3,867 Sbot = 4,615 wt/tt = 669 ii .4 In' in in id irl plf o B e a m- BA - S e cli o n P ro p e ii e s. x I s LB-Seclion-Propefties e. .1 Z 2n72004 4:01 PM Rocky Mountain Prestress 5801 Pecos Street Denver, Colondo 80221 phone: (303) 480-11 11 fax: (303J 433-U51 Rocky Mountain Prestress Projecl:Tivoli Lodge (404005) Enqineer:Mark WasinEer Date:2n7/04 )hk'd Bv; lL-Beem Section Pro l f'ant (n/a) bi (in) nt (in) Ai (in')(in) Atyi (in" ) ot (in) Ardi' (in' ) loi (in') Ulper Web 14.00 23.00 322.00 27,50 8855.00 9.72 30419.70 14194.83 Bonom Flange 20.00 16_00 320.00 8.00 2560.00 9.78 30609.E3 6826.67 642.00 11415.00 61029.53 21021.50 642 (in') Itotal 82.051 0n' ctoD 21.22 (in) Cbot 17.78 (in) Slop 3,867 (int Sbol 4.615 (in3 WN oov (ptt) 4 4A 427/2004 5:02 PM o Be a m -BA -GravityLoa d s. x I s GravityLoadRundown o fd^ft* / "aJ '+ ocr^/*(ota'"L.lf*, . ,ftilL&Ir.']-b. ry an FA ,+"r, Z^'tiptl > rcoaF o 5801 Pecos Street Denver, Colorado 80221 phone: (303) 480.1111 fax: (303) $3-AS1 Project:Tivoh Lgdge (404005) Enoineer:MarR Wasinger Date;2/26/04 ChR'd Bv: Date. le r""tw U"a Ar-ra"*. Level Roof 'th Level 4th Level 3rd Level znd Level 7st Lyl Ext S/aD 6 So,? B noaz (ft) d) hoiz2L (ps0 CO horizLL (ps0 Q ot horiz (kn 6) u noriz (kn 10.00 20 100 0.20 1 .00 0 0 0 0 0 4.00 100 100 040 0.40 0 0 0 0 0 a 0 0 0 0 6.58 100 280 u.oo 1 .84 I s,-l' s,-l ffi ffi M W B ven (ft) A) veftDL (psD P otvea (ktf) 0 0 0 10.00 0.15 10.00 0.1 10.00 15 10.00 15 15 10.00 15 I PO. Box 21500, Den er, CO 80221 5801 Pooos Stresi, Den€r, CO 80221 FAX 303/43&0451, Phone 303/480-1 11 1 Job Ti e /l 1v o L{.lo+oos Date s6""1 ? _l-a ot Sublect Checked By , I a = ltl.n v,t frn-= ' U41 .v' d ,.tovL-- (r oo+.o??s) ,'2- = - 1 L j l 4)c T1--= -ttD \ty,' '- O Vt-.- -roQ, \'7- -- l.Z t-'L " Ltt . '..'. :'-".] .10 0 -tr -7 eo p t cV22- ao r,--PD3 | 12 :___l : L., I I-l -tl I I I tl rrll Rocky Mounlqin Prestress e, )?t- 0"," +)11 ,*"o. leotz^) Dger.6*r @.D [/t u (tr-) Lz"st- r# . U O ot>aeP- TAano a=\G g-..'> @ A -ra QrD t t=> rs\ i^, l_g) Y t e. \_r# \ - /-. '7.6 C-aLl Co l- tl II llll ____+! | 'l l ll q Rockv Mountain Prestress Project Engineer : linskensj Project Name : Tivoli Lodge Project #: 404005 Description : Beam "BA'20L839-6 BEAM LOAD SUMMARY Na rr e.o6 (o9 \ r-l--r' 1" ''r'--l*l Member Dead Load Dead Load 1 Dead Load 2 Total Live Load SuPPorted Length = UNIFORM LOADING Trib. Design Load (PSF) (r(Fr) 87.O 0.664 137.5 1.050 180.0 1.375 '100.0 0.764 REACTIONS (Kips) Left DL= 28.31 LL= 7.00 SVC= 35.31 ULT= 51.54 RightDL= 28.31 LL= 7.00 SVC= 35.31 ULT= 51.54 LIVE LOAD REDUCTION Area = 140.00 sqfi R1 = 0.00 Reduced LL = 0.00 Psf 5801 N. Pecos Street Denver, CO 80221 Fax (303) 433-0451 Phone (303) 480-1111 Date : Mon Apr 19 07:06:02 2004 Trib. Width #1 rib. Width #2 0"t-T tl I i'r I I 1'4"J t.l,\o Length = 18'4 r{ Rocky Mountain Prestress, Inc. 5801 N. Pecos Street Denver, CO 8022f Project Engineer : linskensj Project Name : Tivoli Lodge i303) 480-1r.r.r. Date : Mon Apr 19 0?:09:03 2004 Project #: 404005 Page : 1 Bb = 20.00 Bt = 0.00 Bw = 14.00 Des cript ion File Name A = 638 In^2 Sb= 4550 In^3 St = 3850 In^3 Wc = 150 PCF DESIGN LENGTH OF MEMBER : Beam rrBAn 2 0L83 9-5 ; ,J:\404005\E&D\In Progress \Calcs\Sect ion3 - - -Beams \Beam-BA- - - 2 0LB3 9- 5\BA-2 01,83 9-5 - jp1 - 1- . rmp GENERAIJ BEAM DESIGN NONCoMPOSITE SECTION PRoPERTIES: BSAM IS STONE CONCRETE 3,1.\ I I = 813 31 In^4 Tflb = 16.00 In Tflt = 0.00 In Hnc = 39.00 In = I.U.JJ .F'E IN IN ln _Ln LOAD DATA Dead Lroad Factor = 1.400 Bm Wt = 0.664 K/FE DiJ#l- DL#2 = !.375 K/FE LL Percent of LL Sustained Live Load Factor = 1.700 = L.050 K/Ft ------ Non-comp. = 0.764 K/Ft ------ Non-comp RETNFORCING DATA PROFII,E OF CENTROID OF Area of l-l2" Strand =# of Strands = 8.00 Effective Pslf = 0.60 STRANDS: (Lo- L,ax Strand) 0 . r-53r. ( In^2 ) # of Levels = 2 Aps = 1.2248 Ir,^2 Initial P/S Force = 198 Kips STRAND 4a x (Fr) 0.00 .16. JJ DESCRI PTION LEFT END OF MEMBER RIGHT END OF MEMBER u E^^(rn) (rn) a. t> Lz.!5 5.75 !2.r3 STRAND I.,,EVEL NI]MBER : # of 1,/2,'rn. STRAND: HEIGHT @ ].,,EFT END ; HEIGHT @ RIGHT END : PRESTRESS LOSSES DasE. from L. -End {Er-I 2.08 ]-6.25 LZ 5.00 2.00 3.00 14 .00 3.00 14.00 RELEASE (Ksj,) (*) 5 .55 5 5.30 3 f . JJ J FINAL (Ksi ) 18.74 16.80 L8.14 Tension steel Req'd (cr60 )(rn^2) LOC 0.00 N/A 0 .34 TOP 0.00 N/A (*) L0 I2 INITIAL CONCRETE STRESSES (Psi) X InitiaL PulI IP +(FT) TOP BOT TOP 2.08 -303 811 -268 9.77 -304 Ar2 -2!7 L6.25 -303 811 -268 Bm Wt BOT 781 739 78L Required Release Strength (based on CompresEion) = 3.5 Ksi per PCI 5th Edition 18.4.1 (a) It Rocky Mountain PrestreaB, Inc. 5801 N. Pecos Street Denver, CO 8022f i303) 480-1111 Project Engineer : linskensj Date : Mon Apr !9 01 209:03 2004 Project Name : Tivoli Lodge Project #: 404005 Description : Beam "BA" 20L839-5 File Name : J: \404005\E&D\In Progress \Ca]cs \Sect ion3 - - -Beams \Beam-BA- - - 2 0LB39- 5\BA-20L839-5 - jpl- 1 . rmp GENERAL BEAM DESIGN Paqe ; 2 ===========Allow. Tension: Ends = -355 psi; Elsewhere = -1?z psi 3 -l _l?,,_. FINAI, CONCRETE STRESSES (Psi) Allowable Compression: 0.45*ftc -- 2250 Psi; 0.6*f 'c = 3000 Psi A1low. Ten: 5*SQRT(f 'c) = -424 Pei; 12*SQRT(f'c) = -849 Psi X FP + BM Wt. FP + Al- l- DL (FT) TOP BOT TOP BOT FP+DIJ+L,L TOP BOT 00 -53 500 44 473 _L+5 5>L 203 342 223 325 203 342 l-43 3 9l- 44 473 -63 500 -0 0 0.00 0 0 00 J-. trj -zls 0z I ->t 5JI 3.5'7 -223 700 -20 528 5v 463 1.33 -r-98 581 r01 423 9.I1 -794 679 t23 410 11.00 -198 68r. 70"t 423 D.)U -ZVt 0.'., L2.83 -20't 588 r.8.33 -0 0 -0 0 59 463 L4.67 -223 700 -20 528 L6.50 -273 627 -99 531 DESIGN STRENGTH (Ft-K) Phi Flexural = 0.90 (Phi*Mn) Provided Strain Developmen! X Mu 1.2 * Mcr Comp. Length Limits (Ft) (Req'd) (AcI 18.8 .3 )0.00 0 r . o.5 o) J . O / L5J- 5.5U l-v6 1.33 227 9.L7 236 l_r. . 00 227 lz . o5 L>o t4 .67 l-51 -LO .lU Of, 18.33 0 755 755 '755 755 /51 />f, /55 755 755 ,trf, (ACr r-2 . 11) 0 z6L 534 b 5:, 559 534 28L n 584 ** NOTE: Mu Provided > 2*Mu Req'd,' Therefore ACI 18.8.3 may be waived. SHEAR REINFORCING REOUIREMENTS Phi SheaT = 0.85 Reinforcing SEeel is Grade 50 XdVuvvvAvAvAv u ci cr,rr ci cw min (Ft) (rn) (Kips) (Psi) (Psi) (Psi) ---- (Tn^2/ Ft) ---- 1.53 33 .25 42.40 10? 570 3).2 0.000 0.000 0.000 1 . 83 33 .25 4r.23 104 503 320 0.000 0.000 0. 000 2 .75 33.25 36.08 9L 327 330 0.000 0.000 0.000 3.61 33.2s 30.92 '78 238 330 0.000 0.000 0.000 4.58 33.25 2s.77 65 r.81 331 0.000 0.000 0.000 s.50 33.25 20.61 52 ]42 33r. O. OO0 0.000 0. OO0 tl Rocky Mountain Prestress, Inc. 5801 N. Pecos Stree! Denver, CO 8022L {303) 480-111L Projecc Engineer : linekensj Project Name : Tivoli Lodge Descrj,ption : Beam 'BA" 20L839-5 File Name ; J: \404005\E&D\In Progress \Ca1cs \Section3 - - -Beams \Beam-BA- - - 2 0L839 -6\BA- 2 0LB3 9 - 6 - jpl-1. rmp GENERAL BEAM DESIGN Page : 3 6.42 33.2s 1s.46 39 r2O 331 O.oo0 o.0OO O.OOO 9.1.\v 1 .33 33.25 10.31 26 r20 331 0.000 0.000 0.000 8.25 33.25 5.15 13 120 331 0.000 0.000 0.000 9.r'l 33.25 -0.00 0 120 331_ 0.000 0.000 0.000 10.08 33 .25 -s.15 13 120 331 0 .000 0. 000 0 .000 11.00 33 .25 -10.31 25 L20 331 0.000 0.000 0 .000 Lr.92 33.25 -L5.45 39 120 331 0.000 0.000 0.000 12.83 33.25 -20 .61 52 !42 331 0.000 0.000 0.000 13 .75 33 .25 -25 .'t7 55 181 33L 0 .000 0 .000 0. 000 14.57 33 .25 -30 .92 18 238 330 0.000 0.000 0.000 l-s. s8 33 .25 -35 .08 91 327 330 0 .000 0.000 0 .000 L5.50 33 .25 -4r.23 104 503 320 0 . 000 0.000 0 .000 16."7r 33 .25 -42 .40 107 510 3I2 0.000 0.000 0.000 * Minimum Based on ACf Eq. 11-L5 REACTIONS (Kips) Left D1,= 28.31 LL= 7.00 SvC = 35.3L ULT = 51.54 Right DL= 28.31- LL= 7.00 SVC = 35.31 ULT = 51.54 DEFLECTIONS (Inches) (-) = Camber MIDPOINT RELEASE : (IP + Bm Wts) -0.04 Creep before Erect.ion = -0.04 ERECTION: (FP + Bm Wt) -0.08 (FP + DL) -0.06 (FP + DL + LL) -0.05 Long term Creep = -A.02 FINAL : (FP + DL) -0.08 (FP + DL + LL) -0.08 DESIGN SUMMARY MEMBER IS A NON COMPOSITE EL]., BEAM OF STONE CONCRETE INITIAL PRESTRESS = 198 KipE FINAI PRESTRESS = L78 Kips RELEASE STRENGTII = 3500 Psi FINAL STRENGUI = 5000 Psi per PCI 5th Edition L8.4.l. (a) STRAND PATTERN IS Non-Standard ...... L,o-Lax STRAND INITIAL CAMBER = 0.04 Tnch (at midpoint of simple span) Date : Mon Apr 19 07:09:03 2004 Project *: 404005 tf Rocky Mountain Prestress Project Engineer : linskensj Project Name : Tivoli Lodge Project #: 404005 Description : Beam "BA" 20LB39-6 BEAM LOAD Supported Length = 20'0i- UNIFORM LOADING Trib. Design Load (PsF) (rvFr) 87.0 0.664 137.5 t.050 180.0 1.375 100.0 0.764 REACTIONS (Kips) Left DL= 28.31 LL= 7.00 SVC= 35.31 ULT= 51.54 RightDL= 28.31 LL= 7.00 SVC= 35.31 ULT= 51.54 5801 N. Pecos Street Denver, CO 80221 Fax (303) 433-0451 Phone (303) 480-1111 Date : Mon Apr 19 07:14:38 2004 3.t-r+ SUMMARY Trib. Width #1 Trib. Width #2 LIVE LOAD REDUCTION Area = 140.00 sqft R1 = 0.00 R2 = 0.00 R3 = 40.00 Reduction Percent = 0 Reduced LL = 0.00 Psf -T- I 3',3" I Member Dead Load Dead Load 1 Dead Load 2 Total Live Load Length = 18'4 ember Length = 18'1 q Rocky Mountain Prestress, Inc. 5801 N. Pecos Street Denver, CO 8022r {303) 480-1L11 Project Engineer : linskensj Date : Mon Apr !9 072L4:38 2004 Project Name : Tivoli Lodge Project #: 404005 Description : Beam "BA' 20L,B39-5 File Name : J: \404005\E&D\In Progres s \Ca1cs\Sect.ion3 - - -Beams \Beam-BA- - - 2 0L839- 5\BA-20L839 - 6 - jpl-2 . rmp GENERAL BEAM DESIGN Pase : L =========== NONCOMPOSITE SECTION PROPERTIES: EEAM IS STONE CONCRETE ., | . -A = 638 rn^2 r = 81331 rn^4 yb = t7.88 rn j'1'19 sb= 4550 rn^3 Tflb = l-6.00 rn Bb = 20.00 In St = 3850 In^3 Tflt = O.OO In Bt = O.OO In Wc = 150 PCF Hnc = 39.00 In Bw = l_4.00 In COMPOSITE SBCTION PROPERTIES: TOPPING IS STONE CONCRETE Ac = 126 lrr^2 Ic =121104 In^4 Yb = 20.63 In Scb= 58?1 In^3 Tcfl = 3.OO fn Bcfl= 3B.oo In Sct= 659L In^3 (P,/C) Hcom = 42. OO In Wtpg=L50.0 PCF scr= ?315 rn^3 (Tpg) DESIGN LENGTH OF MEMBER = 18.33 Ft LOAD DATA Dead I-,oad Factor = 1.400 Live Load Factor = 1.700 Bm Wt = 0.664 K/Ft DL,#1 = 1.050 K/Fr Non-Comp. DL#2 = 1.375 K/Ft LL = 0.764 K/FE ------ composite Percen! of LL Sust.ained = 5 REINFORCING DATA PROFILE OF CEM|ROID OF STRANDS: (Lo-Lax Strand) Area of 1/2" Strand = 0.1531- (In^2) # of Strands = 8.OO # of Levels = 2 Aps = L.2248 lri^2 Effective PulI = 0.50 Initial P/s Force = l-98 Kips STRAND X H Ecc. LOC (Ft) DESCRIPTION (In) (In) #1- O.OO LEFT END OF MEMBER 5.75 J.2.I3 #2 18.33 RIGHT END OF MEMBER 5.75 I2.L3 STRAND LEVEL, NUMBER: I 2 # of !/2" In. STRAND: 5.00 2.00 HEIGHT @ LEFT END : 3.00 14.00 HETGHT @ RIGHT END : 3.00 14.00 PRESTRESS TOSSES Dist. From L. End REIJEASE FINAL (FE) (Ksi) (*) (Ksi) (t) 2 .08 5.53 3 18 .88 !2 9 .17 5.30 3 L7 .15 11 L5 .25 5 .53 3 18 .88 12 O rNrrrAL coNcRErE srRESsEs (Psi) Tension Steel rt Rocky Mountain Prestress, Inc. 5801 N. Pecos Street. Denver, CO 80227 {303) 480-1111 Project Engineer : Linskensj Date : Mon Apr !9 07:14:38 2004 Project Name : Tivoli Lodge Project {: 404005 Description : Beam 'BA" 20L839-6 File Name : ,t: \404005\E&D\Tn Progres s\Calcs\Section3 - - -Beams \Beam- BA- - - 2 0LB3 9 - 6 \BA- 201,83 9 - 6 - jpl - 2 . rmp GENERALJ BEAM DESIGN Paqe | 2 =======:===x rnitial pu1l rp + Bm wr Req'd (Gr50) 7-l .l 19 (Ft) TOP BOT TOP BOT (In^2) IrOC 2.08 -303 81L -258 78L 0.00 N/A 9.r7 -304 8L2 -2r7 739 0.34 TOP 15.25 -303 811 -268 781 0.00 N/A Required Release Strength (based on Compression) = 3.5 Ksi per PCI 5th Edition 18.4.L (a) A1low. Tension: Ends = -355 Psi; Elsewhere = -177 Psi FINAL CONCRETE STRESSES (Psi) A1lowab1e Compression: 0.45*ftc = 2250 Psi,. 0.6rftc = 3000 Psi Al1ow. Ten: 5*SQRT(f 'c) = -424 Psi; 1-2*SQRT (f 'c1 = -849 Psi X FP+BMWt FP + A11 Dt FP+DL+tL (Ft) TOP BOT TPG TOP BOT TPG TOP BOT 0.00 0 0 0 0 0 0 0 0 L.83 -2r3 621 34 -!25 543 53 -r.os 519 3.67 -223 698 6L -58 548 94 -30 505 5.50 -207 587 80 -3 490 ]-24 46 435 7.33 -!97 580 91 35 455 L4L 92 392 9.I7 -t94 671 95 49 443 I47 r07 377 11.00 -L97 580 91 35 4ss 14L 92 392 12.83 -207 587 80 -3 490 r24 46 435 14.61 -223 598 6r_ -58 548 94 -30 505 l-b . !u - zJ-5 0z I 51 -.t-zb 5+-' 35 -rut )t> 18.33 -0 0 0 -0 0 0 -0 0 DESIGN STRENGTH (Ft-K) Phi Flexural = 0.90 (Phi*Mn) Provided Strain Development X Mu l-.2 * Mcr Comp. Length Limits (Ft) (Req'd) (ACI 18.8.3) 0.00 0 I . dJ tJ5 J.b/ l-51_ 5.50 198 7.33 227 9.r1 236 127 1t-.00 227 12 . S3 r-98 !4.67 151 15 .50 85 18.33 0 855 t,f,b 65b u50 ttto 855 6Jb tt5b 855 ln/.rT 11 11\\nv r f z. r4,/.0 500 74L 74L 600 5-Lb 0 ** NOTE: Mu Provided > 2*Mu Req'd; Therefore ACI 18.8.3 may be waived. SHEAR REINFORCING REOUIREMENTS Phi Shear = 0.85 Reinforcj.ng Steel is Grade 60 XdVuvvvAvAvAv \ Rocky Mountain Prestress, Inc. 5801 N. Pecos Street Denver, CO 8022f Proj ect Engineer : linskensj Project Name De script ion Fife Name oLB39 - 5\BA- 2 OLB3 9 -5 - jPl-2 . rmp GENERAL BEAM DESIGN {303) 480-1111 Date : Mon Apr L9 07:L4:38 2004 Project #: 404005 Page : 3 : Tivo1i Lodqe : Beam : ,J:\404005\E&D\In Progress \Calcs\Section3 - - -Beams \Beam-BA- - - 2 u lFf l aTnl ltain<l f Dci'l L.53 36.25 42.40 98 r , o.' 50 .2) :t! .25 >o 2.75 35.25 36.08 94 J.O/ 50.24 5V.>Z tZ 4 .58 36 .2s 25 .11 60 a. tru 50. za zv .oL +c, o.+z 50.2> l-5.alo Jb 7.33 35.25 10.31 24 d.z) 50.2= 5-r5 Lz 9 .r1 36.25 -0.00 0 ru. uE 50.2) -)._L) Lz 1r_.00 35 .2s -10 .31 24 LL.92 56. 25 -J.5.4b Jb 12.83 36.25 -20.61 48 !5. t) 5t'.25 -za. t I bu 74.61 35.25 -30.92 72 15.58 35.25 -35.08 84 lo.fu Jo.zf -+!.zJ >o !6.7r 36.25 -42.40 98 * Minimum Based on ACI Eg. 11-15 cr, chr mr-n 7 -1.11 ---- (rr.^2/ Fr) ---- 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 cl- cw (Psi) (Psi ) ofv 5!z 580 320 5 t5 sJU 206 I.'U zvz J5u r2r 331 L20 331 !20 331 L20 331 L20 331 ]-20 331 I2r 331 zvz 55u 268 330 373 330 580 320 o)> 5LZ REACTIONS (Kips )L,eft DL= 28.31, LL= ?.00 SVC = 35.31- ULT = 51 .54 Right DL= 28.31 LL= 7.00 SVC = 35.31 ULT = 5I .s4 DEFLECTIONS (Inches) (-) = Camber MIDPOIMI RELEASE : (IP + Bm Wt) -0.04 Creep before Erection = -0.04 ERECTION: (FP + Bm Wt) -0.08 (FP + DL) -0.06 (FP + DL, + LL,) -0.05 L,ong term Creep = -0.02 FINAI : (FP + DL,) -0.08 (FP + DL + LL) -0.08 DESIGN SI]TTIMARY MEMBER IS A COMPOSITE ELL BEAM OF STONE CONCRETE INITIAIJ PRESTRESS = L98 Kips FINAIT PRESTRESS = 177 Kips RELEASE STRENGTH = 3500 Psi FINAL STRENGTH = 5000 Psr per PCI 5th Edition 18.4.1 (a) TOPPING CONCRETE ... FINAI-, STRENGTH = 3000 Psi STRAND PATTERN IS Non-Standard ...... L,o-Lax STRAND INITIAL CAIIBER = 0.04 Inch (at midpoint of simple span) tl Rocky Mountain Prestress Project Engineer : linskensj Project Name : Tivoli Lodge Project #: 404005 Description : Beam'BA" 20LB39-6 5801 N. Pecos Street Denver, CO 80221 Fax (303) 433-0451 Phone (303)480-1111 Dat-e : Mon Apr 19 O7:14:38 2OO4 7.trlT *L +T ?+F BEAM DESIGN SUMMARY -l] 1t2" P =24.80k _(61'v2" p=24.80k FLLVto . / a-cs End stem stirrups y' #4-OS Stem Stirrups y'#q-u soffit stirrrp" v/ #4-Cs Soffit End stirrups :++ fl I rr- l-.f"ou",nnttlJ STMND AND REINFORCING STIRRUP ARRANGEMENT Release Strength (PSl) = 3566 O"t t"' 28 Day Strength (PSl) = 5999 Stone Aggregate Composite Initial Camber = 0 o o o6?i)-t F,Ou",1@4",1@2" l-uOr', 1@4",1@2" 1',11" lJ. l, l Rocky Mountain Prestress Project Engineer : wasingerm Project Name : Tivoli Lodge Project #: 404005 Description : Beam "BB'261T823 #4-CS End Stem Stjrrups #4-OS Stem Stinups _{8) 6/10. P= 35.15k BEAM DESIGN SUMMARY @ Fte' 5801 N. Pecos Street Denver, CO B1ZZ1 Fax (303) 433-0451 Phone (303) 480-1111 Date : Fri Feb 27 15:47:59 20O4 3.2,1 STIRRUP ARRANGEMENT l-rl=oronn".-1J STRAND AND REINFORCING 8", 1@4', 1@2" w tl4-U Sotfit Stirrups +Nominal Spacing= 12" #4-CS Soffit End stinups l ar", t 6+", spa"_J l-.Or", 1@4",1@2" 0000 0000 Release Strength (PSl; = 35gg O"r t"' 28 Day Strength (PSl) = 6999 Stone Aggregate Non-Composile Initial Camber = 0-1/4" Mild Steel (2) #6-2300