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Specifications (5)
OFFICE COPY ! CLARK PACIFIC PROJECT: WASHINGTON SQ PARKING STRUCTURE Job: 6004 1i111�11rlli. 1980 South River Road CONTRACTOR: Sheet: Al CLARrC w c F c W.Sacramento CA 95691 Howard S Wright Const. Co. Date: Mar-04 (916)371-0305 By: wBM L 4/26/04— M. STRUCTURAL CALCULATIONS FOR PRECAST/PRESTRESSED CONCRETE PRODUCTS PROJECT LOCATION 9585 SW Washington Square Road Tigard, Oregon ARCHITECT DLR Group 900 4th Ave., Suite 700 Seattle, WA 98164-1006 Tel.: (206)461-6000 Fax: (206)461-6049 SUBMITTED ENGINEER OF RECORD MAY 2 4 2004 DLR Group CLARK PACIFIC 900 4th Ave., Suite 700 Seattle, WA 98164-1006 Tel.: (206)461-6000 Fax: (206)461-6049 aEo PROR e. Olk cot CONTRACTOR 4? 74539PE °. Howard S Wright Const. Co. 425 NW 10th Ave., Suite 200 %, z� AYte_ei Portland, OR 97209 Tel.: (503)220-0895 �, 4 OREGON_,,e. Fax: (503)220-0892 %�/, ' CH 9 �Gfr nn CITY F T RD B. M Approved..aVI LL)1 EXPIRES 12/31/2004 Conditionally Approved ( ): For only the work as described i PERMITNO.0OPZ003 .-- 00?OO / / See Letter to:Follow ( ): r� Attach _ l Job Address: 9S$S .5 G-+ Lv4 Si/m.47Pu )S!A, /QD. L. C A By:,$R/Aa) 13/nit`e&R Date: i-of-Q _ %% �0e►Svt.TiNi, THESE CALCULATIONS FOR THE PRECAST COMPONENTS ARE PRESENTED FOR THE REVIEW BY THE STRUCTURAL ENGINEER OF RECORD FOR CONFORMANCE WITH THE DESIGN INTENT OF THE PROJECT. THE PROFESSIONAL ENGINEER'S SEAL IS FOR THESE �0 e�V STRUCTURAL MEMBERS ONLY AND NO OTHER PORTION OF THIL PROJECT. G .-..cv, --- r tst0 i REVIEWED 0 FURNISH AS CORRECTED 0 REJECTED 0 REVISE AND RESUBMIT ( p REVIEWED-ADDITIONAL INFORMATION REQUIRED This review is only for general conformance with the design concept and the information given in the Construction Documents. Corrections or comments made on the shop drawings during this review do not relieve the contractor from compliance with the requirements of the plans and specifications. Review of a specific item shall not include review of an assembly of which the item is a component. The Contractor is responsible for:dimensions to he confirmed and correlated at the jobsite; information that pertains solely to the fabrication processes or to the means,methods,techniques,sequences and procedures of construction; coordination of the work with thir of all other trades and performing all work in A safe and satisfactory manner. DLR Group ByV--- 4,---) *%-t)..4...) .�I r I 6 5- C S Ay ct r id i IA-:,,5 IuVL J ,412 E v L©nfrtc.7 d0LisPte-n. 5 � h �t� }- 1,-- CLARK PACIFIC PROJECT: Washington SQ Parking Structure Job: 6004 11111412tH 1980 South River Road CONTRACTOR: Howard S. Wright Const. Co Sheet: 1.2 CLRK I P " F ' W.Sacramento CA 95691 Date: Apr-04 • (916)371-0305 By: WM TABLE OF CONTENTS L ` SUBJECT SHEET SECTION 1 -GENERAL Title Sheet 1.1 Table of Contents 1.2 Design Loads & Parameters 1.3 Beam/Column Layout 1.4 Snow Loading 1.5 SECTION 2 - BEAM DESIGNS I-Beam Bearing Plate 2.1 IB-1 2.2 -2.8 IB-2 2.9 -2.15 IB-2"(Shorter I Beam w/ Stair Loading) 2.16a-e IB-la 2.17-2.22 RB-1 2.23 -2.28 IB-3 2.29-2.34 SECTION 3 -COLUMN DESIGNS C-1 (18"X 24") 3.1 C-3 (24"X 36") 3.21 COLUMN TIES 3.26 BASE PLATES 3.27 - 3.30 CORBELS 3.31-3.3i7 g SECTION 4 -MISCELLANEOUS CIP Beam Reactions 4.1 Misc Embeds 4.2 Alt Design for IB-1-(SHIPPING LOADS) 4.3 Alt Design for RB-1-(SHIPPING LOADS) 4.7 SECTION 5 - ARCHITECTURAL PRECAST PANEL DESIGN GENERAL A2 -A5 PANEL DIMENSIONS & CONNECTION LOADS BO - B10 CONNECTION DESIGN CO - C19 PANEL DESIGN DO - D3 Printed4/6/2004 TABLE OF CONTENTS 8.45 AM CLARK PACIFIC PROJECT Washington Sq Parking Structure Job: 6004 filfl 11 Ii. 1980 South River Road CONTRACTOR: Howard S Wright Const Co Sheet: 1 CLAR • P" ` ' ` 'K c. W.Sacramento CA 95691 Date: Mar-04 (916)371-0305 DESIGN LOADS & PARAMETERS By: wM Code 1997 Uniform Building Cod w/ Oregon State Amendments Superimposed Loads 5" CIP Deck Slab: 63 psf 71/2" CIP Deck Slab: 94 psf Non-Truck Access Parking Floor: 50 psf (SLL) Reducible Miscellaneous DL: 5 psf (SDL) Non-Reducible Snow Load: Pg=35.7 psf Concrete Properties Prestressed Precast Beam Weight: 140 pcf (NOTE) Unless Noted Otherwise (UNO) Column Weight: - 150 pcf UNO Release Strength(f6): 3500 psi 2500 psi UNO Struct'l P/C, 28 Day Strength(fc): 6000 psi 6000 psi UNO Arch'l P/C, 28 Day Strengthn): - 4000 psi UNO CIP Deck Slab Strengthn): 5000 psi (Per EOR) Mild Reinforcement Steel • Weldable Rebar: All sizes ASTM A706, Gr 60 Column Rebar: All sizes ASTM A706, Gr 60 Beam & Other Rebar: All sizes ASTM A615, Gr 60 Mesh: All sizes ASTM A185 Prestressing Strand Strand Type: Low Relaxation Seven-Wire Strand, 270 ksi ASTM A416 Strand Size: 0.6"n (A=0.217 in2) Steel Structural Shapes, Misc. Plates, Bars (Fr): 36 ksi ASTM A36 HSS Shapes, Structural Tube (Fr): 46 ksi ASTM A500, Gr. B Embeds,Anchors and Welds Welds (Fr): 21 ksi E70XX Electrodes Machine Th'd Bolts (incl'g Anchor bolts): ASTM A307 Coil Th'd Bolts: ASTM A108 -SAE 1016 to 1026(Fy= 55 ksi) Headed Anchor Studs (HAS): ASTM A108 Deformed Bar Anchors (DBA): ASTM A496 Inserts: Per Manufacturer Re erences • PCI Design Handbook, 5th Edition ACI Building Code ACI 318-95 AISC Manual of Steel Construction, 9th Edition .z 0 7,- ,lo ....._ actT 7.5 7 6.5 66 5OL5433 2.5 2 1.4 O L �2 -12-6¢ D\/ -1 nsv I 113 23-04- . IT-T 240' M-0Ma' W-0' 20d 24020d 200' 200' 200n-0' led' —I 274 to-3- TIM VIER r e! . 4 & . b , ! 4\ ® bv " rXr m o 40 ry Fa3 D- 1 m 33 30> d. -® — ....... 411... � ` w � n • 14 Dw 7 Q R ; 0 r ` m m m003 mm CO m • 0 -0 6710 as mm m d- " ' 1, '1, ® 37 pollgl 45 , ' i• 4. 'z m m �� 1 d _ m m m m Cil e . - •_-_=-%-----. . E lit Al n ® 'If s + 41 D -. - 0 _ I ' 1R-0- 24-0- 26-0' M-0- 20-0' RQ 20V 1 20-0- 20-0' I 2020-0. 204 25-0' l44 2 O 0 m m CO CD C 7.5 O7 6.5 0 5.5 J O ® �'2 1.4 O m *A,II! BM wiE'DECk *AOD1L.54E.(.I,I4cl, 2 0,,,,,,,V& 6Ivl w' TKICKENP �NID,gR10®,.` 3 1 0 ' 5m (.4 $- OP PE-- 101HEAVY Lo,4oEp !IB xi 24i1 COLUMNS 7!GC-_ 11' rv1_l L"�( �(2 UP Peck lG l_ m FLOOR PLAN- x I 4330 R1EQ-B M.w4 2'Fi"cede- --- - f �� �24 c 3�'r eoLkM As (Noll - KA-ri ) LLQ . - SEE gww le CLARK PACIFIC PROJECT WA-SR lNevir0r1 S JOB 6oa4 � 1980 South River Road CONTRACTOR H S W'2.tC 141-- SHEET s-- ii II ril ir West Sacramento, CA DATE • CLARK TEL: (916) 371-0305 S1JDt,J 1Af�OS I f z. / O 4— • PACIFIC FAX: (916) 372-0323 By (A)NolkCHECK -5NaW LaA-OS : (Rc_ ule,L` 971 5Ec. . ICo37) Pc_ m Ge,I Pa , = o-70 L= t o ! p,4,= 35.7 Psi P� --- 2-5.0 Psf 3 4 kci = o 41)b \) fQ +I o - I.s ( 44-1) \A)e = 50' ( tito 44.s7-) 4 _ _ 1 C).S . \ So 1Tho-L ] = o.S (k,.S84)(2-.G00)- ti, ] = 1.31 (Hrof DRIFT) C Al _ 4-id = 401.31) = 5..24' , _ 1)— 'D T-- , 13 Pq -v-t 4- (4-4 -2) It b(55:04.14= IFj.(, Pc.F (SNoW DEµSITY' (. 'L.z, cont6in)ATtori. Ilei12. S 14D +-L7 L = (<.4)(944s)+(.7(30) = t'it:. PsF .41--- GovE t.ts 1.2D 41,6L + 0.5S ' 4...2)( ( )'t- 1.t(3o) 1- 0.S(2.S = 174:1 Ps 1.2D tt.Ls + 1.oL = q.ZXg9) I- I,b(.5,t1.oC3o) _ 1 sci PSF W,4-S- , I. GM 1-q Fog_ DR1—s , ADD PD ® peRl ru£-t : P 1 1 I 1 (Id PD k2.4'dlCu)�1D = <<31)-(s,zs)g,g)` 64-IVF VA* Lamp 04 f..4 D aF �-h r., Cot_ coast.) V 3 r, 4 P1-c)(4°�+- ' = l0 7 S v • CLARK PACIFIC PROJECT l� H t JOB Goa 1980 SouthRivrRodCONTRACTOR1-4 SHEET 2.t IñVTiH West Sacramento, CA 4111N\ CLARK TEL: (916) 371-0305 =-1''.T--", 3- t- DATE t_• _9_o 4_ PACIFIC FAX: (916) 372-0323 BY wM CHECK C2-)14,Cb x4aIt.A-s li /f-A-, PI-z, 12``1 4-'t ' 212_\ter Erfl { -f '� 5i c ...c C2) 5,— x 3� 3 r� (47o6) 2 ' y _tid, - 7[10 2- i 5" it III II___ ' in ill ° -;11' - " :it lir :..... 2.72. ____a ri2/11 3 u 4I 2Ca i o 2)*-4-x to 1 N'T"' f A4 v S towci -, i 3r_n If l 11"- ., , , , CC ,At, - , ra= ' 5/ w, ALTuvA--iE: 14" PIPE- I, / i ' syz 1 14 11) ( (( o c. C_ o _6 - c o `bpi± is 51/ A. 2 (, 1 � � -----=‘,...------= CLARK PACIFIC — i ' r 19 PROJECT kA)h_so i w6.-co N 131%.._ JOB 80 South River Road CONTRACTOR SHEET a 1 ilk West Sacramento, CA 1- I -,,v CLARK TEL: (916) 371-0305 1-1-S. (..iRt 1-47 6b04- 2.2- , DATE PACIFIC FAX: (916) 372-0323 _ .....-------- BY NH ,,,s, CHECK ' ' -1_1_6- 1 1 wc_Luos. vokat. eyo .0s, 4- tsio---,.z74.-.-si Lo9,s4444.-scri A a_to_04_ E.) A. 5-1s-04- , FINA-t_. P4-M: 6,2.o (c../c_. 13 9.c.1) i I 1------ 42_0'Clc-- 51zI G tc— TglfS \iAl 011-( : 20.0 1-1IPPitst it7-31 47 t El A , .2-00 Go Kip_ W-rec; (jj D L .= 63+-.0 PSF t SS w t.. •• o-PsF 0,Co o 1 ' , .4 ,..0,,..,.... _.__ , ,/4,,, cik, 4.)/ • s 2)*Gyiz t-taRED 1. NoTETI (fcs, i. ,\ 1 /1\e0) __ rel; -_.1141,.. VI,1 r / - DEJNISITT ' (4_0 1,,,.....a.... 1D=31" ' --F,:'...-37. 5-KEA, • c./.. '• (44 ' ii 1 LI 41/Z. ( /4 it _ti_ yz 14_ (o.coo it)) t_ ( tNOTE A i 5 LAE IS SHORED 6014-6+1 cAsy ( • • • • • 0 ‘ , 4 -m i a 13e2A 'C.-kg-R.-ES ALL_ sui4F-42.11AP Lb A-os ®C)--• A corAPor me. s5.crioN \ , I 1 2 fg ----- , ,, 1 -----\_____.---- ._ , f 1 vuttamotR6_. ,, -NONE - i, 6)LI-real, / 1. Siwv ALSoixt- 4., i ) 4 °lc. i Co"0 i c- ' HP.16_. , ../ E,o.i .,0.. p....D c,z 51:0 A i• ( , t 4 ,-0 9-o , / 7 Cfr t t NI\ V ) , - . , . '• - _ . _ 10 _ , ItT 2-. ----4)(((t) 4#li-__ :( ( @ Ai-Lo Pm cls) . A."'"•;i:;.5._(.1-7,-P• • 1 CLARK CLARK PACIFIC PROJECT: Washington Sq Parking Structure Job: 6004 0 PACIFIC 1980 South River Road Sheet: 2•S - 1 W Sacramento CA 95691 Compacted SECTION PROPERTIES Date. Jan-04 (916)371-0305 By: WBM (Non-Composite) INPUT- No. of coordinate points(n): 12 NOTE: List Coordinates in a Clock-wise direction with last coord=first coord. Y V Coord 1 Coon/ • 1 1 0.50 1 0.00 2 0.00 1 5.50 ......._.........,...... 3 6.25 11.00 34" ,...... (3 v2.,st t , 5 3.75 26.00 t--- / / 6 3.75 1 31.00 5a 7 13.25 1 1.00 .......... ..--------+------------.----- ( -- - 8 13.25 26.00 2" _ 4- et/8/. __-..../.._ 9 10.75 24.00 • '............-------1--------- 10 10.75 1 11.00 T 11 17.00 I 5.50 cii 4yill ,t,tir l-1 ......______-________ 12 16.50 0.00 2A. L-'7 - 1 0.50 1 0.00 i 0 Section Closed ----------______,,_____ ose ,,,... ., .., --\----e- ; 672. . 92. x i . If I L4 fl i b 71' 1 Yi„ -- -1 1 -- Number of Points recorded: 12 Section Properties about the: 1 Orii inal Axis 2 Centroidal Axis 3) Principal Axis x: ' 4.50.%,'„..,',.,.: 8.50 0.00 Y: ',/ 12;74.«'','- 12.74 0.00 t Area:- ', 269.88 .: ..4. . -- - Ix: 70,840.6 , 27,055.1 - 2055.3 1 ly: 22841.5 ' -3 3430 - 3,343.0 , ! lxy: 29,218.9 1 ''':'' ,0.0'' ,-- . 0.0 Sx: 1,481.9:' 1 - . Sy: 393:3 *Angle= 0.00 Degrees *Angle between Principal &Original Axes 0 (Counter-clockwise rotation) Last Update 1/21/02 Section T Beam-Reduced Section Pnnted 1/28/2004 CLARK PACIFIC PROJECT: Washington Sq Parking Structure Job: 6004 CLARK 1980 South River Road Sheet: 2e301/4." • W.Sacramento CA 95691 Date: Jan-04 PACIFIC (916)371-0305 Compacted, Composite SECTION PROPERTIES By: WBM (5"CIP Deck Slab) INPUT: QQ No. of coordinate points (n): 16 �U1 NOTE: List Coordinates in a Clock-wise direction with last coord=first coord. Y X Coon! } Coord A [ b' q ou 1 -8.00I 0.00 ' ', - - - - -- b- sz ( pcoot,) 2 -8.50 5.50 3 -2.25 I _11.00 �� J 9 l >t , 4 -2.25 1 24.00 El 9� to 2 5 5 -4.75 26.00 - -^` (V l 6 -4.75 31.00 5�t 7 -41.00 i 31.00 $ ' - - ---- - - \ / 2.118_ -41.00 I _36.00 ¢ 13 9 41.00 36.00 N 10,.._ 41.00 i 31.00 �2 n 11� 4.75 + -31.00- "I 31►� 12 4.74 i 26.00 1 13 2.25 1_24.00_ 1 , ii 14\, / I 14 2.25 11.00 - ,I 16 8.50 5.50 5`�2 16 8.00 i 0.00 / 1 .:8.00 __y 0.00 Section Closed 51/2l x _ t Ib_ Y: y `/2 .� 114,t y2 --"------------+----------------- Number of Points recorded : 16 Section Properties about the: ---t1 Ori final Axts 2)Centroidal Axis 3) Principal Axis x Ja�o 6 0.00 0.00 i Y• 25 26 25.26 0.00 Area: W 679$4 ;; ~ - - Ix:I 531,791.7 ' 98;06~; , 98,067.5 ly: 233,079.0 ,079.0 i Ixy:1 -4.3a.;-0 .I 16.4 i Sx: .3,882 I ;6 ; Sy: '5,684 8, • *Angle= 0.00 Degrees *Angle between Principal &Original Axes 1111 (Negative sign represents clockwise rotation) Last Update 1/21/02 Section'I'Beam-Reduced Composite Section w 5"CIP Deck Slab Printed 1/27/2004 (II\ SRL S -1PP)► qq `L 1) 18-1 Clark Pacific SHEET 2.4- OF • COMPACTED 'I ' SECTION w 5" Deck slab DATE: 3/15/2004 Beam, 3 . 03, (C)2001 BY JACQUES & ASWAD, INC. PAGE: 1 BY: WBM DESIGN DATA Left Cant. = 0.00 ft Simple Span = 62.00 ft Right Cant. = 0.00 ft Beam Length = 62.00 ft Loop @ Left = 2 .00 ft Loop @ Right= 2 .00 ft Design Bearing Lengths: @ Left = 0.500 ft @ Right= (77.5(7-It Bot. width = 17.000 in Bot. thick = 8.000 in Web width = 4.500 in Top width = 90.000 in Flange thick= 4.500 in Tpg. thick = 5.000 in Stem Height = 18 .500 in Haunch thick= 0.000 in Section Type=GENERAL Note: Section is SOLID Non-Composite : (Assigned by the user) Height = 31.000 in Area = 270.000 in-2 Sb = 2124. 00 in-3 St = 1482 .00 in-3 I = 27055.00 in-4 Yb = 12.7378 in Yt = 18.2622 in Composite : (Assigned by the user) Height = 36.000 in Ac = 680.000 in-2 Sbc = 3883 . 00 in-3 Stc(P/C)= 9131.00 in-3 Ic = 98068.00 in-4 Ybc = 25.2557 in Stc(Tpg)= 9015.63 in-3 Miscellaneous . Beam type =NORMAL WT. Topping type=NORMAL WT. Beam weight = 140.00 pcf Topping wt. = 150.00 pcf Cu = 2.350 eds = 300 E-06 eshu = 650 E-06 Vol/Surf = 2 .800 in Rel. humid = 60.00% Strain Curve=PCI Handbook Beam f'ci = 3 .500 ksi Beam f'c = 6.000 ksi Topping f'c = 5.000 ksi Eci modifier= 1.000 Ec modifier = 1.000 Camber Mult.= 1.000 phi Factors Flexure = 0.900 Shear = 0.850 0 Load Factors Dead Load = 1.400 Live Load = 1.700 Shear Options Depth used =COMP f'c used =BEAM Allow. Concrete Stress: At Release =0 .700f'ci At Final =12 .000sgrt f'c Stress Block=PARABOLIC >>>WARNING: Tpg. concrete final strength outside normal range of 3 to 4.5 ksi Prestressing Strands (Strand Type = LOW RELAXATION) Eff. Pull = 0.640Xfpu Strand diam.= 0.6000 in Estrand =28322 .44 ksi Strand fpu =270.00 ksi Area ea.str.= 0.2170 in-2 LtMult = 1.000 # Str. lev. = 3 # of Strand = 12.80 LdMult = 1.000 Losses: PCI Comm. Report (RATIONAL) Strand Transformed -> NO Strand Level 1 2 3 Left end patt. : 2.13 2 .00 24.00 Right end patt. : 2.13 2 .00 24.00 No. of Strand 7.00 5.00 0.80 Harping Profile: X(ft) From Hstr Eccent . Area of Description Left End (in) (in) P/S (in-2) Left End of Beam 0.00 4.54 8 .20 2 .7776 Right End of Beam 62.00 4 .54 8 .20 2 .7776 Strand Debonding : Strand Debonding Dist. from Left End Length of # of Strands Level Location Start (ft) Stop (ft) Debonding (ft) Debonded 1 LEFT END 0.00 12. 00 12. 000 4.00 RIGHT END 50.00 62.00 12 . 000 4. 00 1111 NOTE: A factor of 2 .000 will be applied to Lt and Ld for debonded strand. C:\Program Files\Jacques & Aswad\Beam\Washington Sq Parking\Compacted IB-1 w 5" Deck slab.bem Clark Pacific SHEET 2,s OF COMPACTED ' I ' SECTION w 5" Deck slab DATE: 3/15/2004 1111 Beam, 3 . 03, (C) 2001 BY JACQUES & ASWAD, INC. PAGE: 2 BY: WBM Mild Steel Shear : fyv = 60.00 ksi fyh = 60.00 ksi fyl = 60.00 ksi Flexure : fy = 60.00 ksi fs = 30.00 ksi Emild = 29000 ksi LdMult = 1.000 Distance From Left End No. of Bars Bar Area of Dist. from Bottom Beginning Ending Layer in Layer Size Steel (in-2) of Section (in) (ft) (ft) 1 2 6 0.880 29.00 0.00 10.00 2 2 6 0.880 29.00 50.00 60.00 NOTE: Mild steel transformed for section props and used in design moment. Distributed Loads (non-factored) Magnitude of Load Distance From Left Beginning Ending Beginning Ending Eccent . Load Type (k/ft) (k/ft) (ft) (ft) (in) P/C Self Weight 0.262 0.262 0.00 62.00 0.000 Non-comp. Dead Load 0.050 0.050 0.00 62.00 0.000 Composite Dead Load 1.350 1.350 0.00 62.00 0.000 Live Load 0.600 0.600 0.00 62.00 0.000 At Release Only: Suction = 0.000 k/ft Core Material = 0.000 k/ft NOTE: 10.00% of all distributed and concentrated live loads are sustained. III1 _ . Bearing Plates Nu = 0.20*Pu Height= 31.00 in Bearing Pad Thickness = 0.500 in Eff. Brg. Surface: Width = 15.00 in Length = 7.000 in Plate Rebar: Angle = 10.00 deg fy = 60.00 ksi Confinement for non-debonded prestressing strand assumed -> YES ********************************** OUTPUT *********************************** INITIAL STRESSES (psi, at release) A)DL beam + core material (if any) + suction (if any) Beam is supported at 2.00 ft from LEFT end and 2.00 ft from RIGHT end X(ft) From Initial P/S Init.P/S + BM Aux. steel area Left End Top Bot . Top Bot. (ACI 18.4.1) 2 .50 -242 2075 -218 2057 0.00 7.80 -244 2086 48 1872 0.00 13 .60 -464 2417 104 2021 0.00 19.40 -778 3211 -31 2690 0.00 25.20 -779 3218 75 2622 0.00 31.00 -780 3220 110 2600 0.00 NOTE: Required f'ci = 3842 psi at X = 42.60 ft, based on fconc/0.700 . FINAL STRESSES (psi) X(ft) From FP + BM FP + DL + Sustained LL FP + DL + All LL Left End Top Bot Tpg Top Bot Tpg Top Bot III 0. 00 0 0 0 0 0 0 0 0 C:\Program Files\Jacques & Aswad\Beam\Washington Sq Parking\Compacted IB-1 w 5 " Deck slab.bem Clark Pacific SHEET 2.4, OF doCOMPACTED 'I ' SECTION w 5" Deck slab DATE: 3/15/2004 Beam, 3 .03, (C)2001 BY JACQUES & ASWAD, INC. PAGE: 3 BY: WBM 3 . 10 -44 1679 171 94 1256 236 128 1103 6.20 110 1627 324 371 825 447 436 537 9.30 225 1601 459 600 464 635 693 55 12.40 306 1645 577 779 219 798 896 -295 15.50 161 2173 676 716 501 935 853 -100 18.60 129 2412 757 750 539 1048 904 -135 21.70 189 2410 821 862 381 1135 1028 -349 24.80 232 2408 866 942 268 1197 1117 -502 27.90 258 2407 893 990 200 1235 1170 -594 31.00 266 2407 902 1006 177 1247 1188 -625 NOTE: Allowable bottom tension stress = 12.00*sgrt (f'c) = -930 psi ULTIMATE MOMENT (k-in) Required Mu Provided phi*Mn by by by Dev.Length if Over- X(ft) From Fact 'd 1.2*Mcr Strain- Limits Reinforced Left End Loads (ACI 18.8.3) compat. (ACI Ch.12) (ACI 18 .8.1) 0.00 0 0 3.10 3667 8450 (1) 6.20 6949 12722 (1) 9.30 9844 13859 (2) 12.40 12353 14075 (1) 15.50 14476 16331 (1) 0111 18.60 16213 18075 (1) 21.70 17565 19229 (1) 24.80 18530 20054 (1) 27.90 19109 20512 (1) 31.00 19302 15451 20567 (1) : Development length controlled by strand. (2) : Development length controlled by rebar. VERTICAL SHEAR REINFORCING -- Required Reinforcing -- for for for X(ft) From D Vu Tu Vci Vcw Avci Avcw Avmin Left End in. kips k-in kips kips in-2/ft in-2/ft in-2/ft 0.25 30.37 98 .75 0.0 127 38 0. 000 0.515 0. 011 (2) **7 u 1.50 30.37 98 .75 0.0 127 43 0.000 0.482 0 .045 (1) **(4 `� 0-4� 3 .10 30.37 93 .40 0.0 127 48 0.000 0.407 0.045 (1 ** Avr ".°0 " " 6.20 30.37 83 . 02 0.0 110 54 0. 000 0.288 0. 045 (1) ** i 9.30 30.37 72 .64 0.0 71 59 0. 098 0.173 0.045 (1) * , (o1dc_,4-13 12 .40 30.49 62.26 0.0 52 64 0.141 0.064 0.045 (1) * _ .4u ,N`�� 15.50 31.21 51.89 0.0 47 65 0.092 0.000 0.045 (1T* �V 18.60 31.46 41.51 0.0 38 67 0.069 0. 000 0.045 (1) * 1 21.70 31.46 31. 13 0.0 28 69 0. 052 0.000 0.045 (1) * r„EcU 13 'r° fL 24.80 31.46 20.75 0.0 20 71 0. 025 0.000 0.045 (1) * 27.90 31.46 10 .38 0.0 19 72 0.000 0.000 0 .045 (1) * J01��/ � 31.00 31.46 0. 00 0.0 19 72 0. 000 0.000 0.000 (2) : Minimum based on ACI Eq. 11-14 . • (1) : Minimum based on ACI Eq. 11-13 . NOTE: Reqd. reinf. does not include suspension steel for ledges & pockets. NOTE: Reqd. reinf. is based on a total web width = 4 .500 in. C:\Program Files\Jacques & Aswad\Beam\Washington Sq Parking\Compacted IB-1 w 5" Deck slab.bem Clark Pacific SHEET 2.1 OF ClCOMPACTED ' I ' SECTION w 5" Deck slab DATE: 3/15/2004 4111 Beam, 3 .03, (C) 2001 BY JACQUES & ASWAD, INC. PAGE: 4 BY: WBM *NOTE: Spacing must not exceed the lesser of 24 (in) or 3/4*h= 23 .25 (in) . **NOTE: Spacing must not exceed the lesser of 12 (in) or 3/8*h= 11.63 (in) . NOTE: No significant torsion was found (ACI 11.6.1) . NOTE: Design assumes web reinforcing is carried as close to compression and tension surfaces as possible per ACI 12.13.1. HORIZONTAL SHEAR Reqd. Prov. Reqd. X(ft) From Vu Vnc D Width Q Vh Vnh Avh Left End kips kips in in in-3 kips kips in-2/ft 1.50 98.75 9.22 30.37 90. 000 3380 110.25* 218.66 0.000 6.20 83 .02 7.75 30.37 90.000 3380 92.68* 218.66 0.000 12.40 62.26 5.81 30.49 90.000 --- 73.25** 219.55 0. 000 18.60 41.51 3.87 31.46 90.000 ' --- 48.83** 226.54 0.000 24.80 20.75 1.94 31.46 90.000 --- 24.42** 226.54 0.000 31.00 0.00 0.00 31.46 90.000 --- 0.00** 226.54 0.000 Vnc = Shear due to factored loads on non-composite section. *NOTE: Uncracked section, under factored loads, Vh= (Vu-Vnc) *Q*D/ (phi*Ic) . **NOTE: Cracked section, under factored loads, Vh=Vu/phi. NOTE: See ACI 17.5 and 17.6 for calculation of Avh. PREDICTED DEFLECTIONS Based on : Rational approach and PCI Committee Recommendations for losses. f'ci = 3 .842 ksi, f'c = 6.000 ksi and ACI-209 • Eci = 3389 ksi, Ec = 4234 ksi, Camber Mult.= 1.000 Modified : Cu = 1.699 eshu = 446 E-06 NOTE: Negative values indicate camber. Midspan Position (in) Release : PS ( -2 .40) +BM DL( 0.95) -1.45 Creep Before Erection -0.84 Erection: PS+BM DL -2.29 (@ 4 weeks) Change Due to Non-Comp.DL 0.14 : PS+BM DL+Non-Comp.DL -2.15 Change Due to Comp.DL+SustLL 1. 11 : PS+All DL+Sust.LL -1.03 Long Term Creep 1.30 Final : PS+A11 DL+Sust.LL 0.26 : PS+A11 DL+LL 0.72 NOTE: Beam has cracked under positive moment, deflections are based on a bilinear moment-deflection relationship (ACI 18 .4 .2) . MISC. PRODUCTION INFORMATION Initial prestress force = 480 kips Final prestress force = 412 kips Concrete strengths used in design: Release strength f'ci= 3842 psi Final strength f'c= 6000 psi Beam is NORMAL WEIGHT concrete. Piece weight = 16.27 kips. Estimated shortening between supports at erection time : Curvature • at C.G. Effect Total Top 0.61 -0.46 0 .15 <<<Length correction not to exceed this value C: \Program Files\Jacques & Aswad\Beam\Washington Sq Parking\Compacted IB-1 w 5 " Deck slab.bem Clark Pacific SHEET 2.8 OF 4111 COMPACTED ' I ' SECTION w 5" Deck slab DATE: 3/15/2004 Beam, 3 .03, (C)2001 BY JACQUES & ASWAD, INC. PAGE: 5 BY: WBM C.G 0.61 0.00 0.61 Bot 0.61 0.32 0.93 HORIZONTAL ANCHOR REINFORCEMENT & BEARING STRESS ON BEARING PAD Confinement for prestressing strand assumed -> YES Factored Reaction: Pu = 103.8 kips Pw = 70.1 kips at LEFT support React. Components: Pdl,nc= 9.7 kips Pdl,c= 41.9 kips P11= 18 .6 kips Factored Shear : Vu = 103.8 kips Nu = 20.8 kips Calculated : Height= 31.00 in Bearing Surface Width = 15.00 in Reqd. Horiz. Steel Bearing Without With Factored Brg. Brg. Pad Sugg. Length P/S P/S Stress Stress Pad type (in) (in-2) (in-2) (ksi) (ksi) 7.0 1.21 0.01 0.988 0.668 (1) NOTE: As detailed bearing lengths must be longer than minimum used in calcs to allow for as-built tolerances. Suggest minimum added length be 1/2 in. + difference in shortening between top and bottom of member. I NOTE: Reactions are used for concrete bearing strength check and bearing pad design, shear is used for design of Avf. Pad Types: (following PCI Handbook 5th Edition) 1111 (1) : AASHTO Grade Neoprene (60 durometer) or Random Oriented Fiber (ROF) • C:\Program Files\Jacques & Aswad\Beam\Washington Sq Parking\Compacted IB-i w 5 " Deck slab.bem _ CLARK PACIFIC PROJECT WJ N iNC-Tork Q. JOB raoa 4 1980 South River Road CONTRACTOR SHEET 2. 1i �l West Sacramento, CA DATE, CLARK TEL: (916) 371-0305 6EAM DESIGN W suMc'( - a -o¢ _ PAC-I F 'r C FAX: (916) 372-0323 'AV 71/Z'Gip DECK-SLAivo BY w CHECK \It)- 2 12 n 2-10_d¢ g2 ws pp 4- .5p4.1.4. Sp : 5O.0 (clic- 1312[1) 1 b © 3-2�- ti —3:--)- 5 O ' G0- 5 (4o @ s +r> (�W- VA/t 9 j'r( ; CZ ro+2©f=2 `6 3 cos(situp): = 0.S D t.OS s xT 2,1 Fast 4o' Box -1,ov _ Ups Lo = _ -- O.?_(oS KLF = -0.35L Deo ucFog_ 01)144RiDC)4 5 W Cl X c+�Y) • _ w • DS0 (sEE si- r- .� DL = q 5+s MF 2.36 m 10.7,,P= 130" tA) , So fSf a./Cs _ (i(riti-tg) t ild, A. . -t...31/2 dr-Yil. t 2. ND'REO : ( - - .' - --- NaTEI Com"/ �) Lff / _5�.�_.p �/ DE-NS1TJ' ). ori ; 4 s. 1¢O 110 -ISoPcF , ,_ , 2)sr ® .44 oc� P � (2)4-f (FUU NRcwt E-&.-_�ti6E c E oN; (344 t - • D=31" =3 .2K . 'u - 3� (- t (6D Qua) 6• o --)-e, - K s i � (.°Y4'-' 44/2," 6l4' - s;z 1 tip. I O. .. j- .( ) DE:50}40, CO 2 0)E A E,aV �` O 4.' ®EAE - - ,-- a0 ° .1 I r ; (3 ) -- 0 0 � .e.® * j 7 ) Q 2'i"� ,i,22/2" CAA QowtRE_ / t40NE 6)�A-YE2 i N �� ,� `5Yon h-dot-lr =l 45_R?s %'mak 4' ��� L C� of._ ,,,o,.,E t� E.o.- .0 20 asZ 5-o ,E.o.6 (c-o '4 -0 cmtna .4.4 tillh 1. - - - -- -- - c) t- 6°4)1'441( — QRA tEAE ( NDS (?-,-r- 2.0 (2) -44 x I EAS -(LF:C-rjiPJ INEVESSIbr A' I tylii_Liii CLARK PACIFIC PROJECT: Washington Sq Parking Structure Job: 6004 - 1980 South River Road Sheet: 1 O W.Sacramento CA 95691 Date: Jan-04 PACIFIC (916)371-0305 Compacted, Composite SECTION PROPERTIES By: WBM (7 1/2"CIP Deck Slab) INPUT: No.of coordinate points(n): 16 No. NOTE: List Coordinates in a Clock-wise direction with last coord=first coord. Y :t C-'ntrrd i C'oord • b- Bort , .8.00 I 0:00 2 --8.50 ---5.50 +-- bt- It 04"6001 / -- -- - if 3._:225_ i 'moo 4, -2.25 -j- 24.00 S 1 9% rt 2 9 , 7�7/2_ I 5 -4.75 ! 26.00_ I 1 r 1 0 7(--- s -4.75 31.00 - is tt 7 -59.00 31.00 1 - s --I--_-59.00 38.50 .4 i5 2n 9` 59.00 38.50 ` 10_ 59.00 T--_31.00__ a lA 2 11 -4.75 3100 / ' ''-I^ 31n 12 4.74 ; 26.00 13 2.25 i 24.00 14 2.25 ; 11.00 3 14 15 8.50 5.50 5/Z t t- ---+- 16 8.00 0.00 5'/2/ 1 -8.00 0.00 Section Closed 2 15 - -T- f lb M t �t / Y2.-6 (-4 Jr V27 Number of Points recorded :[_ 16 --I- _ l Section Properties about the: 1 Original Axis 2 Centroidal Axis 3) Principal Axis r x: 00 x) 0 0.00 0.00 Y'4 29 ', 29.61 0.00 _- -- :rArea: 1;154.84 Ix: 1,143,656.2 .; ,131',413..5::: 131.413.5 _---------_ _ l y:j 1,030,237.3 '4 3� 1,030,237.3 Ixy:j 4.3 O:4 i -22.2 Sx #74,438 7j 4t1S Sy: 17,467 64110 . *Angle= 0.00 Degrees *Angle between Principal &Original Axes (Counter-clockwise rotation) Last Update 1/21/02 Section'I'Beam-Reduced Composite Section w 7-5"CIP Deck Slab Printed 1/27/2004 1D Clark Pacific SHEET 2,-A OF Shorter COMPACTED ' I ' SECTION w 7.5" Deck slab kj'5 E tEa -ma..-- DATE: 1/28/2004 • Beam, 3 .03, (C)2001 BY JACQUES & ASWAD, INC. 4 PAGE: 1 BY: WBM DESIGN DATA Left Cant. = 0.00 ft Simple Span = 50.00 ft Right Cant. = 0.00 ft Beam Length = 50.00 ft Loop @ Left = 2.00 ft Loop @ Right= 2.00 ft Design Bearing Lengths: @ Left = 0.500 ft @ Right= 0.500 ft Bot. width = 17.000 in Bot. thick = 8.000 in Web width = 4.500 in Top width =130.000 in Flange thick= 4.500 in Tpg. thick = 7.500 in Stem Height = 18.500 in Haunch thick= 0.000 in Section Type=GENERAL Note: Section is SOLID Non-Composite : (Assigned by the user) Height = 31.000 in Area = 270.000 in-2 Sb = 2124.00 in-3 St = 1482.00 in-3 I = 27055.00 in-4 Yb = 12.7378 in Yt = 18 .2622 in Composite : (Assigned by the user) Height = 38 .500 in Ac = 1155. 000 in-2 Sbc = 4439.00 in-3 Stc (P/C)= 14782.00 in-3 Ic = 131413 .50 in-4 Ybc = 29.6043 in Stc(Tpg)= 14591.70 in-3 Miscellaneous . Beam type =NORMAL WT. Topping type=NORMAL WT. Beam weight = 140.00 pcf Topping wt. = 150.00 pcf Cu = 2.350 eds = 300 E-06 eshu = 650 E-06 Vol/Surf = 2.800 in Rel. humid = 60.00% Strain Curve=PCI Handbook Beam f'ci = 3.500 ksi Beam f'c = 6.000 ksi Topping f'c = 5.000 ksi Eci modifier= 1.000 Ec modifier = 1.000 Camber Mult.= 1.000 phi FactorsFlexure = 0.900 Shear = 0.850 1111 f Load Factors Dead Load = 1.400 Live Load = 1.700 Shear Options Depth used =COMP f'c used =BEAM Allow. Concrete Stress: At Release =0.700f'ci At Final =12.000sgrt f'c Stress Block=PARABOLIC >>>WARNING: Tpg. concrete final strength outside normal range of 3 to 4.5 ksi Prestressing Strands (Strand Type = LOW RELAXATION) Eff. Pull = (1.600Xfpu Strand diam.= 0.6000 in Estrand =28322.44 ksi Strand fpu =270.00 ksi Area ea.str.= 0.2170 in-2 LtMult = 1.000 # Str. lev. = 3 # of Strand = 10.32 LdMult = 1.000 Losses: PCI Comm. Report (RATIONAL) Strand Transformed -> NO Strand Level 1 2 3 Left end patt. : 2 .13 2.00 24.00 Right end patt. : 2 .13 2. 00 24.00 No. of Strand 7.00 3 .00 0.32 Harping Profile: X(ft) From Hstr Eccent. Area of Description Left End (in) (in) P/S (in-2) Left End of Beam 0.00 3.52 9.22 2 .2394 Right End of Beam 50.00 3.52 9.22 2 .2394 Strand Debonding : Strand Debonding Dist. from Left End Length of # of Strands Level Location Start (ft) Stop (ft) Debonding (ft) Debonded 1 LEFT END 0.00 2 .00 2.000 3 .00 RIGHT END 48 .00 50.00 2.000 3 .00 2 LEFT END 0.00 4.00 4.000 3 .00 • RIGHT END 46. 00 50.00 4.000 3 .00 C: \Program Files\Jacques & Aswad\Beam\Washington Sq Parking\Compacted IBeam x 50 ft w 7- 5" Deck slab.bem Clark Pacific SHEET 'LIZOF • Shorter COMPACTED ' I ' SECTION w 7.5" Deck slab DATE: 1/28/2004 Beam, 3 .03, (C)2001 BY JACQUES & ASWAD, INC. PAGE: 2 BY: WBM NOTE: A factor of 2.000 will be applied to Lt and Ld for debonded strand. Mild Steel Shear : fyv = 60.00 ksi fyh = 60.00 ksi fyl = 60.00 ksi Emild = 29000 ksi LdMult = 1.000 Distributed Loads (non-factored) Magnitude of Load Distance From Left Beginning Ending Beginning Ending Eccent. Load Type (k/ft) (k/ft) (ft) (ft) (in) P/C Self Weight 0.262 0.262 0.00 50.00 0. 000 Non-comp. Dead Load 0.050 0.050 0.00 50.00 0.000 Composite Dead Load 2.350 2.350 0.00 50.00 0.000 Live Load 0.705 0.705 0. 00 50.00 0. 000 At Release Only: Suction = 0.000 k/ft Core Material = 0.000 k/ft NOTE: 10.00% of all distributed and concentrated live loads are sustained. Bearing Plates Nu = 0.20*Pu Height= 31.00 in Bearing Pad Thickness = 0.500 in Eff. Brg. Surface: Width = 15.00 in Length = 7.000 in Plate Rebar: Angle = 10.00 deg fy = 60.00 ksi 1110_ Confinement for non-debonded prestressing strand assumed -> YES ********************************** OUTPUT *********************************** INITIAL STRESSES (psi, at release) A)DL beam + core material (if any) + suction (if any) Beam is supported at 2.00 ft from LEFT end and 2.00 ft from RIGHT end X(ft) From . Initial P/S Init.P/S + BM Aux. steel area Left End Top Bot. Top Bot. (ACI 18.4.1) 2.50 -331 1158 -311 1144 0.00 6.60 -688 2166 -489 2028 5.99 TOP<--- 11.20 -811 2589 -455 2341 4 .92 TOP<--- 15.80 -813 2597 -345 2270 3.06 TOP<--- 20.40 -815 2601 -279 2228 2.09 TOP<--- 25.00 -815 2603 -257 2214 1.80 TOP<--- NOTE: Required f'ci = 3500 psi based on assigned minimum. FINAL STRESSES (psi) X(ft) From FP + BM FP + DL + Sustained LL FP + DL + All LL Left End Top Bot Tpg Top Bot Tpg Top Bot 0. 00 0 0 0 0 0 0 0 0 2 .50 -183 995 118 -130 590 149 -125 488 5.00 -252 1411 224 -151 643 283 -142 450 7.50 -341 1907 317 -198 819 400 -185 546 10.00 -314 2063 398 -135 698 502 -119 355 12 .50 -260 2073 467 -50 473 589 -31 71 15.00 -215 2080 523 19 289 660 41 -162 17.50 -181 2086 566 74 145 714 97 -343 C:\Program Files\Jacques & Aswad\Beam\Washington Sq Parking\Compacted IBeam x 50 ft w 7- 5" Deck slab.bem Clark Pacific SHEET2 13 OF , Shorter COMPACTED 'I ' SECTION w 7.5" Deck slab DATE: 1/28/2004 • Beam, 3 .03, (C)2001 BY JACQUES & ASWAD, INC. PAGE: 3 BY: WBM 20.00 -156 2090 597 112 42 754 137 -472 22.50 -140 2087 616 137 -25 777 162 -556 25. 00 -134 2086 622 146 -47 785 171 -583 NOTE: Allowable bottom tension stress = 12.00*sgrt (f'c) = -930 psi ULTIMATE MOMENT (k-in) Required Mu Provided phi*Mn by by by Dev.Length if Over- X(ft) From Fact'd 1.2*Mcr Strain- Limits Reinforced Left End Loads (ACI 18.8 .3) compat. (ACI Ch.12) (ACI 18 .8 .1) 0.00 0 0 2.50 3510 4120 (1) 5.00 6650 8370 (1) 7.50 9421 12152 (1) 10.00 11822 14527 (1) 12.50 13854 16127 (1) 15. 00 15517 17374 (1) 17.50 16810 18242 (1) 20.00 17734 18670 (1) 22.50 18288 18739 25.00 18473 15140 18739 (1) : Development length controlled by strand. 1111 VERTICAL SHEAR REINFORCING -- Required Reinforcing -- for for for X(ft) From D Vu Tu Vci Vcw Avci Avcw Avmin Left End in. kips k-in kips kips in-2/ft in-2/ft in-2/ft � •� .6o,;t+�21 0.25 34 .44 115.25 0.0 144 42 0.000 0.544 6 05 (2) ** 1.60 34 .44 115.25 0.0 144 41 0.000 0.548 0.033 (2) ** 2 .50 34 .57 110.83 0.0 145 40 0.000 0.523 0.045 (1) ** it 40 •4o,�t/' 5.00 34.95 98.52 0.0 135 39 0.000 0.439 0.045 7.50 35.04 86.21 0.0 107 38 0.00d 0.36 0 5 (1) ** 10.00 34.98 73 .89 0 .0 81 39 0.036 0.275 0 .045 (1) * 12 .50 34 . 98 61.57 0.0 60 40 0.071 0.184 0.045 (1) * 15.00' 34 .98 49.26 0.0 45 41 0.073 0.095 0.045 (1) * 17.50 34.98 36.94 0.0 34 42 0.055 0.008 0. * (�� MESH 0,41,...y20.00 34.98 24 .63 0.0 24 43 0.028 0.000 .045 (1) * _ ,05% ""z 22.50 34.98 12 .31 0.0 21 43 0.000 0.000 ' 0.045 (1) * 25.00 34 . 98 0.00 0.0 21 43 0.000 0.000 0.000 (2) : Minimum based on ACI Eq. 11-14 . (1) : Minimum based on ACI Eq. 11-13 . NOTE: Reqd. reinf. does not include suspension steel for ledges & pockets. NOTE: Reqd. reinf. is based on a total web width = 4.500 in. *NOTE: Spacing must not exceed the lesser of 24 (in) or 3/4*h= 23 .25 (in) . **NOTE: Spacing must not exceed the lesser of 12 (in) or 3/8*h= 11.63 (in) . NOTE: No significant torsion was found (ACI 11.6.1) . NOTE: Design assumes web reinforcing is carried as close to compression and tension surfaces as possible per ACI 12.13 .1. HORIZONTAL SHEAR 1111 Reqd. Prov. Reqd. C:\Program Files\Jacques & Aswad\Beam\Washington Sq Parking\Compacted IBeam x 50 ft w 7- 5" Deck slab.bem Clark Pacific SHEET 7-, 14"-OF • Shorter COMPACTED ' I ' SECTION w 7.5" Deck slab DATE: 1/28/2004 Beam, 3 .03, (C)2001 BY JACQUES & ASWAD, INC. PAGE: 4 BY: WBM X(ft) From Vu Vnc D Width Q Vh Vnh Avh Left End kips kips in in in-3 kips kips in-2/ft 1.60 115.25 7.31 34.44 130.000 4554 151.57* 358.22 0.000 5.00 98.52 6.25 34.95 130.000 4554 131.49* 363 .51 0.000 10.00 73 .89 4.69 34.98 130.000 4554 98.70* 363.82 0.000 15.00 49.26 3.13 34.98 130.000 --- 57.95** 363 .82 0.000 20.00 24 .63 1.56 34.98 130.000 --- 28.98** 363 .82 0.000 25.00 0.00 0.00 34.98 130.000 --- 0.00** 363 .82 0.000 Vnc = Shear due to factored loads on non-composite section. *NOTE: Uncracked section, under factored loads, Vh= (Vu-Vnc) *Q*D/ (phi*Ic) . **NOTE: Cracked section, under factored loads, Vh=Vu/phi. NOTE: See ACI 17.5 and 17.6 for calculation of Avh. PREDICTED DEFLECTIONS Based on : Rational approach and PCI Committee Recommendations for losses. f'ci = 3 .500 ksi, f'c = 6.000 ksi and ACI-209 Eci = 3234 ksi, Ec = 4234 ksi, Camber Mult.= 1.000 Modified : Cu = 1.699 eshu = 446 E-06 NOTE: Negative values indicate camber. Midspan Position (in) Release : PS ( -1.49)+BM DL( 0.42) -1.07 1110 Creep Before Erection -0.65 Erection: PS+BM DL -1.71 (@ 4 weeks) Change Due to Non-Comp.DL 0.06 : PS+BM DL+Non-Comp.DL -1.65 Change Due to Comp.DL+SustLL 0.60 : PS+All DL+Sust.LL -1.05 Long Term Creep 0.67 Final : PS+All DL+Sust.LL -0.37 : PS+All DL+LL -0.21 NOTE: Beam has cracked under positive moment, deflections are based on a bilinear moment-deflection relationship (ACI 18 .4.2) . MISC. PRODUCTION INFORMATION Initial prestress force = 363 kips Final prestress force = 317 kips Concrete strengths used in design: Release strength f'ci= 3500 psi Final strength f'c= 6000 psi Beam is NORMAL WEIGHT concrete. Piece weight = 13 .12 kips. Estimated shortening between supports at erection time : Curvature at C.G. Effect Total Top 0.43 -0.43 -0.01 «<Length correction not to exceed this value C.G 0.43 0.00 0.43 Bot 0.43 0.30 0.73 HORIZONTAL ANCHOR REINFORCEMENT & BEARING STRESS ON BEARING PAD Confinement for prestressing strand assumed -> YES 1111 Factored Reaction: Pu = 123 .1 kips Pw = 84 .2 kips at LEFT support C:\Program Files\Jacques & Aswad\Beam\Washington Sq Parking\Compacted IBeam x 50 ft w 7- 5" Deck slab.bem Clark Pacific SHEET 2„15 OF ( Shorter COMPACTED ' I ' SECTION w 7.5" Deck slab DATE: 1/28/2004 4111 > Beam, 3 .03, (C)2001 BY JACQUES & ASWAD, INC. PAGE: 5 BY: WBM React. Components: Pdl,nc= 7.8 kips Pdl,c= 58.7 kips P11= 17.6 kips • Factored Shear : Vu = 123.1 kips Nu = 24.6 kips Calculated : Height= 31.00 in Bearing Surface Width = 15.00 in Reqd. Horiz. Steel Bearing Without With Factored Brg. Brg. Pad Sugg. Length P/S P/S Stress Stress Pad type (in) (in-2) (in-2) (ksi) (ksi) 7.0 1.67 1.05 1.173 0.802 (2) NOTE: As detailed bearing lengths must be longer than minimum used in calcs to allow for as-built tolerances. Suggest minimum added length be 1/2 in. + difference in shortening between top and bottom of member. NOTE: Reactions are used for concrete bearing strength check and bearing pad design, shear is used for design of Avf. Pad Types: (following PCI Handbook 5th Edition) (2) : Random Oriented Fiber (ROF) 4110 • C:\Program Files\Jacques & Aswad\Beam\Washington Sq Parking\Compacted IBeam x 50 ft w 7- 5 " Deck slab.bem * Clark Pacific SHEET2i"-OF 4111 COMPACTED ' I ' SECTION w 7.5" Deck slab, Adj to tair No 2 DATE: 3/29/2004 'Beam, 3 .03, (C)2001 BY JACQUES & ASWAD, INC. PAGE: 1 BY: WBM DESIGN DATA Left Cant. = 0.00 ft Simple Span = 40.00 ft Right Cant. = 0. 00 ft Beam Length = 40.00 ft Loop @ Left = 2. 00 ft Loop @ Right= 2 .00 ft Design Bearing Lengths: @ Left = 0.500 ft @ Right= 0.500 ft Bot. width = 17.000 in Bot. thick = 8 . 000 in Web width = 4.500 in Top width =130.000 in Flange thick= 4 .500 in Tpg. thick = 7.500 in Stem Height = 18.500 in Haunch thick= 0.000 in Section Type=GENERAL Note: Section is SOLID Non-Composite : (Assigned by the user) Height = 31.000 in Area = 270.000 in-2 Sb = 2124.00 in-3 St = 1482.00 in-3 I = 27055.00 in-4 Yb = 12.7378 in Yt = 18 .2622 in Composite : (Based on above topping dimensions) Height = 38 .500 in Ac = 1257.095 in-2 Sbc = 4476. 98 in-3 Stc (P/C)= 137458 .61 in-3 Ic = 134408.66 in-4 Ybc = 30.0222 in Stc(Tpg)= 15659.91 in-3 Miscellaneous : Beam type =NORMAL WT. Topping type=NORMAL WT. Beam weight = 140.00 pcf Topping wt. = 150.00 pcf Cu = 2.350 eds = 300 E-06 eshu = 650 E-06 Vol/Surf = 2.800 in Rel. humid = 60.00% Strain Curve=PCI Handbook Beam f'ci = 3 .500 ksi Beam f'c = 6.000 ksi Topping f'c = 5.000 ksi Eci modifier= 1.000 Ec modifier = 1.000 Camber Mult.= 1.000 phi Factors Flexure = 0.900 Shear = 0.850 0, Load Factors Dead Load = 1.400 Live Load = 1.700 Shear Options Depth used =COMP f'c used =BEAM Allow. Concrete Stress: At Release =0.700f'ci At Final =12.000sqrt f'c Stress Block=PARABOLIC >>>WARNING: Tpg. concrete final strength outside normal range of 3 to 4.5 ksi Prestressing Strands (Strand Type = LOW RELAXATION) Eff. Pull = 0.600Xfpu Strand diam.= 0.6000 in Estrand =28322.44 ksi Strand fpu =270.00 ksi Area ea.str.= 0.2170 in-2 LtMult = 1. 000 # Str. lev. = 3 # of Strand = 10.32 LdMult = 1. 000 Losses: PCI Comm. Report (RATIONAL) Strand Transformed -> NO Strand Level 1 2 3 Left end patt. : 2.13 2.00 24.00 Right end patt. : 2.13 2.00 24.00 No. of Strand 7.00 3 .00 0.32 Harping Profile: X(ft) From Hstr Eccent . Area of Description Left End (in) (in) P/S (in-2) Left End of Beam 0.00 3 .52 9.22 2 .2394 Right End of Beam 40.00 3 .52 9.22 2 .2394 Strand Debonding : Strand Debonding Dist. from Left End Length of # of Strands Level Location Start (ft) Stop (ft) Debonding (ft) Debonded 1 LEFT END 0.00 2.00 2 . 000 3 .00 RIGHT END 38.00 40.00 2. 000 3 . 00 2 LEFT END 0.00 4. 00 4.000 3 . 00 III RIGHT END 36.00 40.00 4 .000 3 .00 C: \Program Files\Jacques & Aswad\Beam\Washington Sq Parking\Compacted IBeam x 50 ft w 7- 5' ' Deck slab.bem Clark Pacific SHEET 2.1(0(0 OF COMPACTED ' I ' SECTION w 7.5" Deck slab, Adj to Stair No 2 DATE: 3/29/2004 • Beam, 3 . 03, (C) 2001 BY JACQUES & ASWAD, INC. PAGE: 2 BY: WBM NOTE: A factor of 2.000 will be applied to Lt and Ld for debonded strand. Mild Steel Shear : fyv = 60.00 ksi fyh = 60.00 ksi fyl = 60.00 ksi Emild = 29000 ksi LdMult = 1.000 Distributed Loads (non-factored) Magnitude of Load Distance From Left Beginning Ending Beginning Ending Eccent. Load Type (k/ft) (k/ft) (ft) (ft) (in) P/C Self Weight 0.262 0.262 0.00 40.00 0.000 Non-comp. Dead Load 0.050 0.050 0.00 40.00 0.000 Composite Dead Load 2.350 2.350 0.00 40.00 0.000 Live Load 0.705 0.705 0.00 40.00 0.000 Composite Dead Load 0.500 0.500 0.00 12.00 0.000 Live Load 1.000 1.000 0.00 12.00 0.000 Composite Dead Load -1.000 -1.000 0.00 10.00 0.000 Live Load -0.350 -0.350 0.00 10.00 0.000 At Release Only: Suction = 0.000 k/ft Core Material = 0. 000 k/ft NOTE: 10.00% of all distributed and concentrated live loads are sustained. Bearing Plates , 4111 Nu = 0.20*Pu Height= 31.00 in Bearing Pad Thickness = 0.500 in Eff. Big. Surface: Width = 15.00 in Length = 7.000 in Plate Rebar: Angle = 10.00 deg fy = 60.00 ksi Confinement for non-debonded prestressing strand assumed -> YES ********************************** OUTPUT *********************************** INITIAL STRESSES (psi, at release) A)DL beam + core material (if any) + suction (if any) Beam is supported at 2.00 ft from LEFT end and 2.00 ft from RIGHT end X(ft) From Initial P/S Init.P/S + BM Aux. steel area Left End Top Bot. Top Bot. (ACI 18.4.1) 2.50 -331 1158 -316 1148 0.00 2)5rIL-1.(40I( 5.60 -583 1856 -463 1772 5.88 TOP<--- z��(\f 70 _ i qc- 9.20 -808 2579 -592 2428 7.28 TOP<--- o Z 12.80 -809 2584 -524 2385 6.11 TOP<--- 16.40 -810 2587 -484 2359 5.42 TOP<--- (0560(1) s 3.(2 20.00 -811 2588 -470 2350 5.18 TOP<--- NOTE: Required f'ci = 3500 psi based on assigned minimum. G-4.67 FINAL STRESSES (psi) X(ft) From FP + BM FP + DL + Sustained LL FP + DL + All LL Left End Top Bot Tpg Top Bot Tpg Top Bot 0 .00 0 0 0 0 0 0 0 0 2.00 -140 741 67 -107 497 94 -103 401 4111 4.00 -242 1188 127 -179 722 178 -173 543 6.00 -349 1643 182 -261 979 253 -252 730 C:\Program Files\Jacques & Aswad\Beam\Washington Sq Parking\Compacted IBeam x 50 ft w 7- 5 " Deck slab.bem Clark Pacific SHEET2.1(.0-OF • COMPACTED ' I ' SECTION w 7.5" Deck slab, Adj to Stair No 2 DATE: 3/29/2004 Beam, 3 .03, (C)2001 BY JACQUES & ASWAD, INC. PAGE: 3 BY: WBM 8 .00 -405 1954 230 -294 1113 317 -284 807 10.00 -394 2054 272 -265 1059 372 -254 710 12.00 -366 2060 307 -222 938 415 -210 561 14.00 -344 2063 333 -190 846 446 -177 451 16.00 -328 2065 352 -166 779 468 -153 374 18.00 -318 2066 364 -153 738 481 -139 329 20.00 -315 2066 368 -148 724 484 -135 318 NOTE: Allowable bottom tension stress = 12.00*sqrt (f'c) = -930 psi ULTIMATE MOMENT (k-in) Required Mu Provided phi*Mn by by by Dev.Length if Over- X(ft) From Fact'd 1.2*Mcr Strain- Limits Reinforced Left End Loads (ACI 18.8.3) compat . (ACI Ch.12) (ACI 18.8.1) 0.00 0 0 2.00 2405 3061 (1) 4.00 4554 6492 (1) 6.00 6448 9901 (1) 8.00 8085 12582 (1) 10. 00 9467 14356 (1) 12.00 10544 15652 (1) 14.00 11328 16736 (1) 16.00 11875 17601 (1) 0 18.00 12186 18236 (1) 20.00 12261 14819 18614 (1) (1) : Development length controlled by strand. VERTICAL SHEAR REINFORCING -- Required Reinforcing -- for for for X(ft) From D Vu Tu Vci Vcw Avci Avcw Avmin Left End in. kips k-in kips kips in-2/ft in-2/ft in-2/ft II 0.25 34.44 96.99 0.0 144 42 0.000 0.420 0.005 (2) ** A44®4 1.60 34.44 96.99 0.0 144 41 0.000 0.427 0 .033 (2) ** A 2 .00 34.44 94.88 0.0 144 40 0.000 0.415 0.041 (2) ** /��= °-"141'°-"141'4 .00 34.86 84.22 0.0 146 38 0.000 0.348 0.045 (1) ** 6.00 35.02 73 .56 0.0 117 36 0.000 0.286 0.045 (1) ** 8 .00 35.02 62 .90 0.0 93 35 0.000 0.220 0.045 (1) * 10.00 34 .98 52 .23 0.0 71 36 0.000 0.147 0.045 (1) * 12 .00 34 .98 37.58 0.0 48 36 0.000 0.045 0.045 (1) * lIao: r14.00 34 .98 27.73 0.0 36 37 0.000 0.000 0.045 (1) * 16.00 34.98 17.88 0.0 25 37 0.000 0.000 0.045 (1) * 18. 00 34 .98 8 .03 0.0 21 38 0.000 0.000 0.000 SN 20. 00 34 .98 -1.8 3 0.0 21 38 0. 000 0.000 0.000 '"'� (2) : Minimum based on ACI Eq. 11-14. (1) : Minimum based on ACI Eq. 11-13 . NOTE: Reqd. reinf. does not include suspension steel for ledges & pockets. NOTE: Reqd. reinf. is based on a total web width = 4.500 in. *NOTE: Spacing must not exceed the lesser of 24 (in) or 3/4*h= 23 .25 (in) . • **NOTE: Spacing must not exceed the lesser of 12 (in) or 3/8*h= 11.63 (in) . NOTE: No significant torsion was found (ACI 11.6. 1) . NOTE: Design assumes web reinforcing is carried as close to compression C:\Program Files\Jacques & Aswad\Beam\Washington Sq Parking\Compacted IBeam x 50 ft w 7- 5" Deck slab.bem J Clark Pacific SHEET 2.I641-OF COMPACTED ' I ' SECTION w 7.5" Deck slab, Adj to Stair No 2 DATE: 3/29/2004 • Beam, 3 .03, (C)2001 BY JACQUES & ASWAD, INC. PAGE: 4 BY: WBM and tension surfaces as possible per ACI 12 .13 .1. HORIZONTAL SHEAR Reqd. Prov. Regd. X(ft) From Vu Vnc D Width Q Vh Vnh Avh Left End kips kips in in in-3 kips kips in-2/ft 1.60 96.99 5.75 34.44 130.000 4667 128.38* 358 .22 0.000 4.00 84.22 5. 00 34.86 130.000 4667 112.82* 362.57 0.000 8 . 00 62.90 3 .75 35.02 130.000 4667 84.61* 364.21 0.000 12 .00 37.58 2.50 34.98 130.000 4667 50.13* 363 .82 0.000 16.00 17.88 1.25 34.98 130.000 4667 23 .76* 363 .82 0.000 20 .00 -1.83 0. 00 34. 98 130.000 --- 2.15** 363 .82 0.000 Vnc = Shear due to factored loads on non-composite section. *NOTE: Uncracked section, under factored loads, Vh= (Vu-Vnc) *Q*D/ (phi*Ic) . **NOTE: Cracked section, under factored loads, Vh=Vu/phi. NOTE: See ACI 17.5 and 17.6 for calculation of Avh. PREDICTED DEFLECTIONS Based on : Rational approach and PCI Committee Recommendations for losses. f'ci = 3 .500 ksi, f'c = 6.000 ksi and ACI-209 Eci = 3234 ksi, Ec = 4234 ksi, Camber Mult.= 1.000 Modified : Cu = 1.699 eshu = 446 E-06 NOTE: Negative values indicate camber. Midspan • Position (in) Release : PS( -0.93) +BM DL( 0. 17) -0.75 Creep Before Erection -0.46 Erection: PS+BM DL -1.22 (@ 4 weeks) Change Due to Non-Comp.DL 0.03 : PS+BM DL+Non-Comp.DL -1.19 Change Due to Comp.DL+SustLL 0.24 : PS+All DL+Sust.LL -0.95 Long Term Creep 0.23 Final : PS+All DL+Sust.LL -0.73 : PS+All DL+LL -0.65 MISC. PRODUCTION INFORMATION Initial prestress force = 363 kips Final prestress force = 294 kips Concrete strengths used in design: Release strength f 'ci= 3500 psi Final strength f'c= 6000 psi Beam is NORMAL WEIGHT concrete. Piece weight = 10.50 kips. Estimated shortening between supports at erection time : Curvature at C.G. Effect Total Top 0.34 -0.38 -0. 04 <<<Length correction not to exceed this value C.G 0.34 0.00 0.34 Bot 0.34 0.27 0.61 HORIZONTAL ANCHOR REINFORCEMENT & BEARING STRESS ON BEARING PAD • Confinement for prestressing strand assumed -> YES C: \Program Files\Jacques & Aswad\Beam\Washington Sq Parking\Compacted IBeam x 50 ft w 7- 5 " Deck slab.bem Clark Pacific SHEET 2.14eOF • COMPACTED ' I ' SECTION w 7.5" Deck slab, Adj to Stair No 2 DATE: 3/29/2004 Beam, 3 .03, (C)2001 BY JACQUES & ASWAD, INC. PAGE: 5 BY: WBM Factored Reaction: Pu = 105.5 kips Pw = 70.8 kips at LEFT support React . Components: Pdl,nc= 6.3 kips Pdl,c= 43 .3 kips P11= 21.2 kips Factored Shear : Vu = 105.5 kips Nu = 21.1 kips Calculated : Height= 31.00 in Bearing Surface Width = 15.00 in Regd. Horiz. Steel Bearing Without With Factored Brg. Brg. Pad Sugg. Length P/S P/S Stress Stress Pad type (in) (in-2) (in-2) (ksi) (ksi) 7.0 1.25 0.66 1.005 0.675 (1) NOTE: As detailed bearing lengths must be longer than minimum used in calcs to allow for as-built tolerances. Suggest minimum added length be 1/2 in. + difference in shortening between top and bottom of member. NOTE: Reactions are used for concrete bearing strength check and bearing pad design, shear is used for design of Avf. Pad Types: (following PCI Handbook 5th Edition) (1) : AASHTO Grade Neoprene (60 durometer) or Random Oriented Fiber (ROF) o1 4111 1111 C:\Program Files\Jacques & Aswad\Beam\Washington Sq Parking\Compacted IBeam x 50 ft w 7- 5" Deck slab.bem J �,.,..� CLARK PACIFIC PROJECT cJ µ. -s GI._ JOB (,004 ii - �T 1980 South River Road CONTRACTOR 5 WQt6kT- SHEET West Sacramento, CA ! ID -..( CLARK TEL: (916) 371-0305 ' r 6I-1- "DE514A SUM ikF`( DATE 2 - 10 -04 °, PACIFIC FAX: (916) 372-0323 By w CHECK . V-I—E1.- . i/Z i-6/14) Pij--1 Ou-S14- , fa 12' sPo 692' (c f c B-ec -,�i. 4�t 1 ms W ADT : (-- C 3-3 557,44+1 L"r°n 2.0 LDA-OS: p. (4-00 1375+250)( ,�) -10,31`- Ws w = __ ._ _._ .-rtPq xE ) • wDL = - ILD-re.P= gv" I (l iot+LS) WSiao` N 5. I'474,� q%- 1,4 ,4, ��, el - -�zA .51-to-RED . 1 VI ...„,- DEN. sn'T ' (40 (no -ISa PCF) illr *4sEzP 9a- r ' D= 31" ft= 375KEA. 3L - .— Kst Iclr1' 4x21 e14� :- i -�S'Tz 1 (4 ( .. (0. Go-cp) — - — , .( , SES ig Folz AU 06.514r4 IN I NOT 541a kW c) - ( ) ---- O • • IP As aO C r (S) a ®® r0® � i (7 ) �>�o�t); p- 9 ® .E.µD 1 �e 2'z - (6)a ''.12." _2` , ou wt - ,. A-4-sEcz's 3 4"d . 6"0/c: \SYm hflc�u- c .I' 4'-0 ? I�'-o / E. ,� _, CM(NI)- I , i ." I . . E. — _.. ____ ,....,..;:, i • SkT Fes, +p - (2), L- " \-- EA.-s(cEericT Clark Pacific SHEET 2vl OF 1111 COMPACTED ' I ' SECTION w 5" Deck slab DATE: 2/13/2004 Beam, 3 .03, (C)2001 BY JACQUES & ASWAD, INC. PAGE: 1 BY: WBM DESIGN DATA Left Cant. = 0.00 ft Simple Span = 62.00 ft Right Cant. = 0.00 ft Beam Length = 62.00 ft Loop @ Left = 2.00 ft Loop @ Right= 2.00 ft Design Bearing Lengths: @ Left = 0.500 ft @ Right= 0.500 ft Bot. width = 17.000 in Bot. thick = 8. 000 in Web width = 4.500 in Top width = 90.000 in Flange thick= 4.500 in Tpg. thick = 5.000 in Stem Height= 18.500 in Haunch thick= 0.000 in Section Type=GENERAL Note: Section is SOLID Non-Composite : (Assigned by the user) Height = 31.000 in Area = 270.000 in-2 Sb = 2124.00 in-3 St = 1482. 00 in-3 I = 27055.00 in-4 Yb = 12.7378 in Yt = 18 .2622 in Composite : (Assigned by the user) Height = 36.000 in Ac = 680.000 in-2 Sbc = 3883 .00 in-3 Stc(P/C) = 9131.00 in-3 Ic = 98068.00 in-4 Ybc = 25.2557 in Stc(Tpg) = 9015.63 in-3 Miscellaneous : Beam type =NORMAL WT. Topping type=NORMAL WT. Beam weight = 140.00 pcf Topping wt. = 150.00 pcf Cu = 2.350 eds = 300 E-06 eshu = 650 E-06 Vol/Surf = 2.800 in Rel. humid = 60.00% Strain Curve=PCI Handbook Beam f'ci = 3 .500 ksi Beam f'c = 6.000 ksi Topping f'c = 5.000 ksi Eci modifier= 1.000 Ec modifier = 1.000 Camber Mult.= 1.000 41, phi Factors Flexure = 0.900 Shear = 0.850 Load Factors Dead Load = 1.400 Live Load = 1.700 Shear Options Depth used =COMP f'c used =BEAM Allow. Concrete Stress: At Release =0.700f'ci At Final =12 .000sqrt f'c Stress Block=PARABOLIC >>>WARNING: Tpg. concrete final strength outside normal range of 3 to 4.5 ksi Prestressing Strands (Strand Type = LOW RELAXATION) Eff. Pull = 0.640Xfpu Strand diam.= 0.6000 in Estrand =28322.44 ksi Strand fpu =270.00 ksi Area ea.str.= 0.2170 in-2 LtMult = 1.000 # Str. lev. = 3 # of Strand = 12.32 LdMult = 1. 000 Losses: PCI Comm. Report (RATIONAL) Strand Transformed -> NO Strand Level 1 2 3 Left end patt. : 2.13 2.00 24.00 Right end patt. : 2.13 2.00 24.00 No. of Strand 7.00 5.00 0.32 Harping Profile: X(ft) From Hstr Eccent. Area of Description Left End (in) (in) P/S (in-2) Left End of Beam 0.00 3 .62 9.12 2 .6734 Right End of Beam 62.00 3 .62 9.12 2 .6734 Strand Debonding : Strand Debonding Dist. from Left End Length of # of Strands Level Location Start (ft) Stop (ft) Debonding (ft) Debonded 1 LEFT END 0.00 9.00 9.000 4 .00 RIGHT END 53 .00 62.00 9.000 4.00 • NOTE: A factor of 2 .000 will be applied to Lt and Ld for debonded strand. C:\Program Files\Jacques & Aswad\Beam\Washington Sq Parking\Compacted IB-1 w 5" Deck slab.bem 2.19 Clark Pacific SHEET OF 410 COMPACTED 'I ' SECTION w 5" Deck slab DATE: 2/13/2004 Beam, 3 .03, (C)2001 BY JACQUES & ASWAD, INC. PAGE: 2 BY: WBM Mild Steel Shear : fyv = 60.00 ksi fyh = 60.00 ksi fyl = 60.00 ksi Flexure : fy = 60.00 ksi fs = 30.00 ksi Emild = 29000 ksi LdMult = 1.000 Distance From Left End No. of Bars Bar Area of Dist. from Bottom Beginning Ending Layer in Layer Size Steel (in-2) of Section (in) (ft) (ft) 1 2 6 0.880 29.00 0.00 10.00 2 2 6 0.880 29.00 50.00 60.00 NOTE: Mild steel transformed for section props and used in design moment. Distributed Loads (non-factored) Magnitude of Load Distance From Left Beginning Ending Beginning Ending Eccent. Load Type (k/ft) (k/ft) (ft) (ft) (in) P/C Self Weight 0.262 0.262 0.00 62.00 0.000 Non-comp. Dead Load 0.050 0.050 0.00 62.00 0.000 Composite Dead Load 1.350 1.350 0.00 62.00 0.000 Live Load 0.600 0.600 0.00 62.00 0.000 Composite Dead Load -0.675 -0.675 - 0.00 12.00 0.000 Y2 �i40 lwav6t Live Load -0.300 -0.300 0.00 12.00 0.000 ,- At Release Only: Suction = 0.000 k/ft Core Material = 0.000 k/ft 1110 Concentrated Loads (non-factored) SPA-woo ..t ag S Magnitude Distance From Eccent. Load Type of Load (k) Left End (ft) (in) Composite Dead Load 10.30 12.00 0.000 NOTE: 10.00% of all distributed and concentrated live loads are sustained. Bearing Plates Nu = 0.20*Pu Height= 31.00 in Bearing Pad Thickness = 0.500 in Eff. Brg. Surface: Width = 15.00 in Length = 7.000 in Plate Rebar: Angle = 10.00 deg fy = 60.00 ksi Confinement for non-debonded prestressing strand assumed -> YES ********************************** OUTPUT *********************************** INITIAL STRESSES (psi, at release) A)DL beam + core material (if any) + suction (if any) Beam is supported at 2.00 ft from LEFT end and 2.00 ft from RIGHT end X(ft) From Initial P/S Init.P/S + BM Aux. steel area Left End Top Bot. Top Bot. (ACI 18.4.1) 2.50 -459 2123 -435 2105 3 .38 TOP<--- C2. C0+ 7.80 -463 2136 -170 1921 0.00 C21 Sy12 13 .60 -958 3150 -390 2754 2.25 TOP<--- AS _�0,211��LN(Z ) • 19.40 -998 3255 -252 2734 0.99 TOP<--- It '- 25.20 -1001 3263 -147 2668 0.00 i C:\Program Files\Jacques & Aswad\Beam\Washington Sq Parking\Compacted IB-1 w 5" Deck slab.bem Clark Pacific SHEET OF 1111 COMPACTED ' I ' SECTION w 5" Deck slab DATE: 2/13/2004 Beam, 3 .03, (C)2001 BY JACQUES & ASWAD, INC. PAGE: 3 BY: WBM 31.00 -1002 3266 -112 2645 0.00 NOTE: Required f'ci = 3934 psi at X = 48.40 ft, based on fconc/0.700. FINAL STRESSES (psi) X(ft) From FP + BM FP + DL + Sustained LL FP + DL + All LL Left End Top Bot Tpg Top Bot Tpg Top Bot . 0.00 0 0 0 0 0 0 0 0 3 .10 -233 1715 178 -93 1275 233 -64 1146 6.20 -87 1675 347 182 818 454 239 570 9.30 -11 1717 508 385 467 663 467 106 12.40 -143 2243 655 367 636 855 473 171 15.50 -161 2490 749 428 649 989 555 92 18.60 -89 2489 825 565 459 1097 708 -172 21.70 -32 2489 884 671 314 1181 828 -377 24.80 8 2488 924 746 212 1240 913 -522 27.90 33 2486 946 790 155 1274 963 -606 31.00 41 2484 950 804 142 1283 979 -630 NOTE: Allowable bottom tension stress = 12.00*sgrt (f'c) = -930 psi ULTIMATE MOMENT (k-in) Required Mu Provided phi*Mn • by by by Dev.Length if Over- X(ft) From Fact 'd 1.2*Mcr Strain- Limits Reinforced Left End Loads (ACI 18.8 .3) compat. (ACI Ch.12) (ACI 18 .8.1) 0.00 0 0 3 .10 3597 8300 (1) 6.20 6976 12567 (1) 9.30 10137 13919 (3) 12.40 13009 16066 (1) 15.50 15091 17840 (1) 18.60 16787 19028 (1) 21.70 18097 19881 (1) 24.80 19021 20359 (1) 27.90 19559 20422 31.00 19711 15812 20422 (1) : Development length controlled by strand. (3) : Development length controlled by both strand and rebar. VERTICAL SHEAR REINFORCING -- Required Reinforcing -- for for for X(ft) From D Vu Tu Vci Vcw Avci Avcw Avmin Left End in. kips k-in kips kips in-2/ft in-2/ft in-2/ft 0.25 31.67 96.79 0.0 132 39 0.000 0.473 0.010 (2) ** ] • 1.50 31.67 96.79 0.0 132 41 0.000 0.461 0.045 (1) ** 3 .10 31.67 93 .76 0.0 132 43 0.000 0.422 0.045 (1)** 6.20 31.67 87.90 0.0 119 49 0.000 0.341 0. 045 (1) ** 9.30 31.73 82.03 0.0 81 54 0.099 0.265 0.045 (1) * 4406' 12 .40 32 .21 61.16 0.0 59 56 0.078 0.099 0.045 (1) * (o.4u ) 1110 ,.a 15.50 32 .38 50.78 0.0 48 58 0.073 0. 009 0.045 (1) * 18.60 32 .38 40.41 0.0 36 61 0.070 0. 000 0. 045 (1)* • C:\Program Files\Jacques & Aswad\Beam\Washington Sq Parking\Compacted IB-i w 5" Deck slab.bem J 2.2.1 Clark Pacific SHEET OF 4111COMPACTED 'I ' SECTION w 5" Deck slab DATE: 2/13/2004 Beam, 3 .03, (C)2001 BY JACQUES & ASWAD, INC. PAGE: 4 BY: WBM 21.70 32.38 30.03 0.0 27 64 0.052 0.000 0.045 (1)* (1)1A-c 24 .80 32.38 19.65 0.0 19 66 0.024 0.000 0.045 (1) * h4ESN 27.90 32.38 9.28 0.0 19 67 0.000 0.000 0.045 (1)* 31.00 32.38 -1.10 0.0 19 67 0.000 0.000 0.000 (2) : Minimum based on ACI Eq. 11-14. (1) : Minimum based on ACI Eq. 11-13 . NOTE: Reqd. reinf. does not include suspension steel for ledges & pockets. NOTE: Reqd. reinf. is based on a total web width = 4.500 in. *NOTE: Spacing must not exceed the lesser of 24 (in) or 3/4*h= 23 .25 (in) . **NOTE: Spacing must not exceed the lesser of 12 (in) or 3/8*h= 11.63 (in) . NOTE: No significant torsion was found (ACI 11.6.1) . NOTE: Design assumes web reinforcing is carried as close to compression and tension surfaces as possible per ACI 12.13.1. HORIZONTAL SHEAR Reqd. Prov. Reqd. X(ft) From Vu Vnc D Width Q Vh Vnh Avh Left End kips kips in in in-3 kips kips in-2/ft 1.50 96.79 9.22 31.67 90.000 3380 112.45* 228.01 0.000 6.20 87.90 7.75 31.67 90.000 3380 102.91* 228.01 0.000 12.40 61.16 5.81 32.21 90.000 --- 71.96** 231.92 0.000 18 .60 40.41 3 .87 32.38 90.000 --- 47.54** 233 .16 0.000 24.80 19.65 1.94 32.38 90.000 --- 23.12** 233 .16 0.000 31.00 -1.10 0.00 32 .38 90.000 --- 1.30** 233.16 0.000 Vnc = Shear due to factored loads on non-composite section. 1110 *NOTE: Uncracked section, under factored loads, Vh= (Vu-Vnc) *Q*D/ (phi*Ic) . **NOTE: Cracked section, under factored loads, Vh=Vu/phi. NOTE: See ACI 17.5 and 17.6 for calculation of Avh. PREDICTED DEFLECTIONS Based on : Rational approach and PCI Committee Recommendations for losses. f'ci = 3.934 ksi, f'c = 6.000 ksi and ACI-209 Eci = 3429 ksi, Ec = 4234 ksi, Camber Mult.= 1.000 Modified : Cu = 1.699 eshu = 446 E-06 NOTE: Negative values indicate camber. Midspan Position (in) Release : PS( -2.62)+BM DL( 0.94) -1.68 Creep Before Erection -0.98 Erection: PS+BM DL -2 .66 (@ 4 weeks) Change Due to Non-Comp.DL 0.14 : PS+BM DL+Non-Comp.DL -2.52 Change Due to Comp.DL+SustLL 1.18 : PS+All DL+Sust.LL -1.34 Long Term Creep 1.30 j Final : PS+All DL+Sust.LL -0.04 �/ : PS+All DL+LL 0.41 NOTE: Beam has cracked under positive moment, deflections are based on a bilinear moment-deflection relationship (ACI 18 .4.2) . 1110 MISC. PRODUCTION INFORMATION C:\Program Files\Jacques & Aswad\Beam\Washington. Sq Parking\Compacted IB-1 w 5" Deck slab.bem Clark Pacific SHEET 2'2 2OF COMPACTED 'I ' SECTION w 5" Deck slab DATE: 2/13/2004 Beam, 3 .03, (C)2001 BY JACQUES & ASWAD, INC. PAGE: 5 BY: WBM Initial prestress force = 462 kips Final prestress force = 400 kips Concrete strengths used in design: Release strength f'ci= 3934 psi Final strength f'c= 6000 psi Beam is NORMAL WEIGHT concrete. Piece weight = 16.27 kips. Estimated shortening between supports at erection time : Curvature at C.G. Effect Total Top 0.60 -0.55 0.05 <<<Length correction not to exceed this value C.G 0.60 0.00 0.60 Bot 0.60 0.38 0.98 HORIZONTAL ANCHOR REINFORCEMENT & BEARING STRESS ON BEARING PAD Confinement for prestressing strand assumed -> YES Factored Reaction: Pu = 99.6 kips Pw = 67.9 kips at LEFT support React. Components: Pdl,nc= 9.7 kips Pdl,c= 42.8 kips P11= 15.3 kips Factored Shear : Vu = 99.6 kips Nu = 19.9 kips Calculated : Height= 31.00 in Bearing Surface Width = 15.00 in Regd. Horiz. Steel Bearing Without With Factored Brg. Brg. Pad Sugg. Length P/S P/S Stress Stress Pad type (in) (in-2) (in-2) (ksi) (ksi) 1111 7.0 1.13 0.01 0.949 0.646 (1) NOTE: As detailed bearing lengths must be longer than minimum used in calcs to allow for as-built tolerances. Suggest minimum added length be 1/2 in. + difference in shortening between top and bottom of member. NOTE: Reactions are used for concrete bearing strength check and bearing pad design, shear is used for design of Avf. Pad Types: (following PCI Handbook 5th Edition) (1) : AASHTO Grade Neoprene (60 durometer) or Random Oriented Fiber (ROF) 1111 C: \Program Files\Jacques & Aswad\Beam\Washington Sq Parking\Compacted IB-1 w 5" Deck slab.bem ,.4"1 CLARK PACIFIC PROJECT W�SK S� P 3 JOB (oD04— SHEET ® I; 1980 South River Road CONTRACTOR West Sacramento, CA �.�3 CLARK_ TEL: (916) 371 0305 P�5 � �� B �N1 S DATE 2_ .. (7 .c4 _ - PACIFIC FAX: (916) 372-0323 DE:51C4N /stt.i '1hz...( s H,;=ET- BY, WM CHECK C cr gm ® llz+v 8 NN..I TO TTI wl?L/i` ct? Deco-sum ZS. 2-Z84341 if =o To c2G10 „ . et ,t 3-.Z2-o¢ �g"- _$4IPPrNGE 5` y �� ,I. 8 y uaG ' 7/ZI- -- ---t- - li , � , 1, l cl I Itivil t ll , l tr t l nu ' i 31" III 'FN a 6l.(o (c-c 1,g4) , • (Z -r2Z)y - 1 . 7?1:4 .\Ai t 2- Z7 5 UDS CO S _ .55:0 KLF = PsF -r•w)0.14-o K,.,r . 10 DL = (as+s)PsF 2. 7S Kt. W _ 3o II o. 82s &LF k = 138" Oc,1- ) i 5UM N'tA `f ; I / — �2� - _ 1 � . _ � �4-12 C 42.40 1s1) . c .000 Psi 74(2 . ' "'_ , Ns1 = two (�Io-{�F✓ • i L —__ � F7-------7. I2 rcl -I I �f,2):• X ®ins SKn>��Q_ �f�SINO) (5�A6 tS SHoR£D P2�oR Tb. ( i lZ� EY ..Ftia_ P. �,�) 1 I No.a. s z.2_- �1E1 :,o.eo l () �I [ 4 x - %20 12EI1�F : : (EM); . - 3('f I ��® 4(4)4-G x L . j: ' .!.,, c... - .10:1:it .____„0.12-__Ati)+mits. • - f''.C� :c[o. /3 (6) / 3)G�4"t_. a L f • 3'/ (5) 2,„:(0� ivz:z ,FL=34.3 gala_ �= sP4y:1, as20' elm . co' #4_ ` -- _- f i l.gk3$"dam 4,B Act_® 12"d am =-- 20I:n=7,1244,64o (2)#_4 POLL-LE-rt. •, - • _— - NOTE: . ����,,�Gi-'_ �� — — - ---- Iz ttt 91' ^D�BoND INFO (4?), L, x V2" — �Z X �20� 00),@ 'S' Ea.END -1— -- - O'Weto/EA.END O_._ ....... . �A(2)® 15 EA. END l3R4 l ( ,E.) SYiv1` Y Ae3otx7' R/S-1 Clark Pacific SHEET 2-2-40F 1111 Rect Beam Section w 7.5" Deck slab DATE: 3/23/2004 Beam, 3 .03, (C)2001 BY JACQUES & ASWAD, INC. PAGE: 1 BY: WBM DESIGN DATA Left Cant. = 0. 00 ft Simple Span = 61.60 ft Right Cant. = 0.00 ft Beam Length = 61.60 ft Loop @ Left = 2.00 ft Loop @ Right= 2.00 ft Design Bearing Lengths: @ Left = 0.500 ft @ Right= 0.500 ft Bot . width = 0.000 in Bot. thick = 0.000 in Web width = 17.000 in Top width =137.000 in Flange thick= 0.000 in Tpg. thick = 7.500 in Stem Height = 31.000 in Haunch thick= 0.000 in Section Type=RECT BEAM Non-Composite : (Based on above section dimensions) Height = 31.000 in Area = 527.000 in-2 Sb = 2722.83 in-3 St = 2722.83 in-3 I = 42203 .92 in-4 Yb = 15.5000 in Yt = 15.5000 in Composite : (Based on above section dimensions) Height = 38 .500 in Ac = 1464.975 in-2 Sbc = 6168.38 in-3 Stc(P/C)= 54060.94 in-3 Ic = 171636.11 in-4 Ybc = 27.8251 in Stc(Tpg)= 17613 .15 in-3 Miscellaneous . Beam type =NORMAL WT. Topping type=NORMAL WT. Beam weight = 150.00 pcf Topping wt. = 150.00 pcf Cu = 2.350 eds = 300 E-06 eshu = 650 E-06 Vol/Surf = 5.490 in Rel. humid = 60.00% Strain Curve=PCI Handbook Beam f'ci = 4.000 ksi Beam f'c = 6.000 ksi Topping f'c = 5.000 ksi Eci modifier= 1.000 Ec modifier = 1.000 Camber Mult.= 1.000 phi Factors Flexure = 0.900 Shear = 0.850 Load Factors Dead Load = 1.400 Live Load = 1.700 Shear Options Depth used =COMP f'c used =BEAM ';: Allow. Concrete Stress: At Release =0.700f'ci At Final =12.000sgrt f'c Stress Block=PARABOLIC >>>WARNING: Tpg. concrete final strength outside normal range of 3 to 4.5 ksi Prestressing Strands (Strand Type = LOW RELAXATION) Eff. Pull = 0.670Xfpu Strand diam.= 0.6000 in Estrand =28322.44 ksi Strand fpu =270.00 ksi Area ea.str.= 0.2170 in-2 LtMult = 1.000 # Str. lev. = 5 # of Strand = 20.66 LdMult = 1.000 Losses: PCI Comm. Report (RATIONAL) Strand Transformed -> NO Strand Level 1 2 3 4 5 Left end patt. : 3 .00 2.00 2.00 2 .00 20.00 Right end patt. : 3 .00 2.00 2.00 2 .00 20.00 No. of Strand 6.00 6.00 6.00 2 .00 0.66 Harping Profile: X(ft) From Hstr Eccent. Area of Description Left End (in) (in) P/S (in-2) Left End of Beam 0.00 6.15 9.35 4 .4832 Right End of Beam 61.60 6.15 9.35 4.4832 1 Strand Debonding : Strand Debonding Dist. from Left End Length of # of Strands Level Location Start (ft) Stop (ft) Debonding (ft) Debonded 1 LEFT END 0.00 5.00 5.000 4.00 RIGHT END 56.60 61.60 5.000 4.00 2 LEFT END 0.00 10.00 10.000 2 . 00 • RIGHT END 51.60 61.60 10.000 2 .00 3 LEFT END 0.00 15.00 15.000 2 . 00 RIGHT END 46.60 61.60 15.000 2. 00 C:\Program Files\Jacques & Aswad\Beam\Washington Sq Parking\17RB31 w 7-5" Deck slab.bem J Clark Pacific SHEET2,Zj OF 1111 Rect Beam Section w 7.5" Deck slab DATE: 3/23/2004 Beam, 3 .03, (C)2001 BY JACQUES & ASWAD, INC. PAGE: 2 BY: WBM NOTE: A factor of 2.000 will be applied to Lt and Ld for debonded strand. Mild Steel Shear : fyv = 60.00 ksi fyh = 60.00 ksi fyl = 60.00 ksi Flexure : fy = 60.00 ksi fs = 30.00 ksi Emild = 29000 ksi LdMult = 1.000 Distance From Left End No. of Bars Bar Area of Dist. from Bottom Beginning Ending Layer in Layer Size Steel (in-2) of Section (in) (ft) (ft) 1 2 6 0.880 29.00 0.00 61.60 l/'2 2 5 0.620 7.00 20.00 41.60 NOTE: Mild steel transformed for section props and used in design moment. Distributed Loads (non-factored) Magnitude of Load Distance From Left Beginning Ending Beginning Ending Eccent. Load Type (k/ft) (k/ft) (ft) (ft) (in) P/C Self Weight 0.549 0.549 0.00 61.60 0.000 Non-comp. Dead Load 0.140 0.140 0.00 61.60 0.000 Composite Dead Load 2.750 2.750 0.00 61.60 0.000 Live Load 0.825 0.825 0.00 61.60 0.000 At Release Only: Suction = 0.000 k/ft Core Material = 0.000 k/ft 4110 NOTE: 10.00% of all distributed and concentrated live loads are sustained. Bearing Plates Nu = 0.20*Pu Height= 31.00 in Bearing Pad Thickness = 0.500 in Eff. Brg. Surface: Width = 15.00 in Length = 7.000 in Plate Rebar: Angle = 10.00 deg fy = 60.00 ksi Confinement for non-debonded prestressing strand assumed -> YES ********************************** OUTPUT *********************************** INITIAL STRESSES (psi, at release) A)DL beam + core material (if any) + suction (if any) Beam is supported at 2.00 ft from LEFT end and 2.00 ft from RIGHT end X(ft) From Initial P/S Init .P/S + BM Aux. steel area Left End Top Bot. Top Bot. (ACI 18.4.1) 2.50 -496 2259 -468 2230 0.71 TOP<--- 7.76 -688 2715 -343 2364 0.38 TOP<--- 13 .52 -940 3391 -323 2763 0.30 TOP<--- 19.28 -1043 3792 -232 2966 0.15 TOP<--- 25.04 -1062 3819 -137 2885 0.00 30.80 -1063 3823 -99 2849 0.00 NOTE: Required f'ci = 4237 psi at X = 42.32 ft, based on fconc/0.700. FINAL STRESSES (psi) X(ft) From FP + BM FP + DL + Sustained LL FP + DL + All LL • Left End Top Bot Tpg Top Bot Tpg Top Bot C:\Program Files\Jacques & Aswad\Beam\Washington Sq Parking\17RB31 w 7-5" Deck slab.bem Clark Pacific SHEET 2.26 OF 1111 Rect Beam Section w 7.5" Deck slab DATE: 3/23/2004 Beam, 3 .03, (C)2001 BY JACQUES & ASWAD, INC. PAGE: 3 BY: WBM 0.00 0 0 0 0 0 0 0 0 3 .08 -249 1861 174 -125 1309 219 -110 1179 6.16 -151 1916 329 83 871 416 111 624 9.24 -200 2281 467 132 801 589 172 451 12 .32 -175 2474 586 241 616 739 291 177 15.40 -136 2617 686 351 440 866 410 -74 1 18 .48 -92 2751 769 454 312 970 520 -263 21.56 -52 2787 829 540 170 1047 612 -447 24.64 -7 2768 875 618 8 1104 693 -644 27.72 21 2755 902 665 -92 1139 743 -763 L.....--- 30.80 31 2749 912 681 -127 1150 760 -805 NOTE: Allowable bottom tension stress = 12.00*sgrt (f'c) = -930 psi ULTIMATE MOMENT (k-in) Required Mu Provided phi*Mn by by by Dev.Length if Over- X(ft) From Fact'd 1.2*Mcr Strain- Limits Reinforced Left End Loads (ACI 18.8.3) compat. (ACI Ch.12) (ACI 18.8.1) 0.00 0 0 3 .08 6723 13679 (1) 6.16 12739 20423 (1) 9.24 18047 24403 (1) 12.32 22647 26952 (1) 4111 15.40 26540 29293 (1) 18 .48 29725 31690 (1) 21.56 32202 34206 (1) 24.64 33971 34928 (1) 27.72 35033 35285 (1) 30.80 35386 27549 35431 (1) (1) : Development length controlled by strand. VERTICAL SHEAR REINFORCING -- Required Reinforcing -- for for for X(ft) From D Vu Tu Vci Vcw Avci Avow Avmin ✓ Left End in. kips k-in kips kips in-2/ft in-2/ft in-2/ft a-i, 4to C' J IC •20) 0.25 31.30 181.51 0.0 495 144 0.000 0.446 , 0. 008 (2) * /4-5:4I g''e,6 / (oO) 1.60 31.30 181.51 0.0 495 140 0.000 0.469 0.052 (2) * 3 .08 31.30 172.34 0.0 406 143 0.000 0.380d 0.08 ljkL.Q204(1c o.2-4' 6.16 31.59 153 .19 0.0 212 166 0.000 0.088 . 86 (2) * 9.24 32.19 134 .04 0.0 160 174 0.000 0.000 0. 101 (2) * 12 .32 32.37 114.89 0.0 125 186 0.062 0.000 0. 110 (2) * 15.40 32.43 95.74 0.0 101 199 0.075 0.000 0. 117 (2) * 18 .48 32 .37 76.59 0.0 82 211 0.052 0.000 0.125 (2) * 21.56 32 .35 57.45 0.0 72 221 0.000 0.000 0.129 (2) * 24.64 32 .35 38.30 0.0 72 230 0.000 0.000 0.129 (2) * 27.72 32.35 19.15 0.0 72 235 0.000 0.000 0. 000 30.80 32.35 0.00 0.0 72 236 0.000 0.000 0.000 (2) : Minimum based on ACI Eq. 11-14 . • NOTE: Reqd. reinf. does not include suspension steel for ledges & pockets. NOTE: Reqd. reinf. is based on a total web width =17.000 in. *NOTE: Spacing must not exceed the lesser of 24 (in) or 3/4*h= 23 .25 (in) . C:\Program Files\Jacques & Aswad\Beam\Washington Sq Parking\17RB31 w 7-5 " Deck slab.bem Clark Pacific SHEET ZaI OF - Rect Beam Section w 7.5" Deck slab DATE: 3/23/2004 4111 Beam, 3 .03, (C)2001 BY JACQUES & ASWAD, INC. PAGE: 4 BY: WBM NOTE: No significant torsion was found (ACI 11.6.1) . NOTE: Design assumes web reinforcing is carried as close to compression and tension surfaces as possible per ACI 12.13 .1. HORIZONTAL SHEAR Reqd. Prov. Reqd. X(ft) From Vu Vnc D Width Q Vh Vnh Avh Left End kips kips in in in-3 kips kips in-2/ft 1.60 181.51 20.11 31.30 17.000 6495 224.92* 224.92 0 . 922 i).-22J `F � 6.16 153 .19 16.98 31.59 17.000 6495 191.56* 191.56 0.548 2-4,' 80ic_ 12 .32 114.89 12 .73 32.37 17.000 --- 135.17** 159.59 0. 170 18.48 76.59 8 .49 32.37 17.000 --- 90.11** 159.59 0. 170 24.64 38 .30 4.24 32.35 17.000 --- 45.06** 159.47 0. 170 30.80 0.00 0.00 32 .35 17.000 --- 0.00** 43 .99 0.000 Vnc = Shear due to factored loads on non-composite section. *NOTE: Uncracked section, under factored loads, Vh=(Vu-Vnc) *Q*D/ (phi*Ic) . **NOTE: Cracked section, under factored loads, Vh=Vu/phi. NOTE: See ACI 17.5 and 17.6 for calculation of Avh. PREDICTED DEFLECTIONS Based on : Rational approach and PCI Committee Recommendations for losses. f'ci = 4.237 ksi, f'c = 6.000 ksi and ACI-209 Eci = 3946 ksi, Ec = 4696 ksi, Camber Mult.= 1.000 Modified : Cu = 1.439 eshu = 323 E-06 • NOTE: Negative values indicate camber. Midspan Position (in) Release : PS ( -2.58) +BM DL( 1.04) -1.54 Creep Before Erection -0.79 Erection: PS+BM DL -2.33 (© 4 weeks) Change Due to Non-Comp.DL 0.22 : PS+BM DL+Non-Comp.DL -2 .11 Change Due to Comp.DL+SustLL 1.11 : PS+All DL+Sust.LL -1.00 Long Term Creep 1.09 Final : PS+All DL+Sust.LL 0.10 : PS+A11 DL+LL 0.59 NOTE: Beam has cracked under positive moment, deflections are based on a bilinear moment-deflection relationship (ACI 18.4.2) . MISC. PRODUCTION INFORMATION Initial prestress force = 811 kips Final prestress force = 740 kips Concrete strengths used in design: Release strength f'ci= 4237 psi Final strength f'c= 6000 psi Beam is NORMAL WEIGHT concrete. Piece weight = 33 .82 kips. Estimated shortening between supports at erection time : Curvature at C.G. Effect Total Top 0.43 -0.41 0.02 «<Length correction not to exceed this value • C.G 0.43 0.00 0.43 Bot 0.43 0.41 0.84 C: \Program Files\Jacques & Aswad\Beam\Washington Sq Parking\17RB31 w 7-S" Deck slab.bem Clark Pacific SHEET 2,2 OF 4110Rect Beam Section w 7.5" Deck slab DATE: 3/23/2004 Beam, 3 .03, (C)2001 BY JACQUES & ASWAD, INC. PAGE: 5 BY: WBM HORIZONTAL ANCHOR REINFORCEMENT & BEARING STRESS ON BEARING PAD Confinement for prestressing strand assumed -> YES Factored Reaction: Pu = 191.5 kips Pw = 131.3 kips at LEFT support React. Components: Pdl,nc= 21.2 kips Pdl,c= 84.7 kips P11= 25.4 kips Factored Shear : Vu = 191.5 kips Nu = 38.3 kips ' Calculated :Height= 31.00 in Bearing Surface Width = 15.00 in Reqd. Horiz. Steel 1 Bearing Without With Factored Brg. Brg. Pad Sugg. Length P/S P/S Stress Stress Pad type (in) (in-2) (in-2) (ksi) (ksi) 7.0 1.88 0.11 1.824 1.251 (2) NOTE: As detailed bearing lengths must be longer than minimum used in calcs to allow for as-built tolerances. Suggest minimum added length be 1 1/2 in. + difference in shortening between top and bottom of member. ( NOTE: Reactions are used for concrete bearing strength check and bearing pad design, shear is used for design of Avf. 1 Pad Types: (following PCI Handbook 5th Edition) (2) : Random Oriented Fiber (ROF) 4110 • C:\Program Files\Jacques & Aswad\Beam\Washington Sq Parking\17RB31 w 7-S" Deck slab.bem J CLARK PACIFIC PROJECT dUIN�x 5(Y JOB ��� tlr 1980 South River Road CONTRACTOR 11S wRlyk-1— SHEET 2.�9 West Sacramento, CA , DATE CLARK TEL: (916) 371-0305 = 8tA+�1 L=51Gy 51 m1,„,,tA 1 3 Z9 -04111, PACIFIC FAX: (916) 372-0323 e Ago(/KK.I -m14.1( BY NA CHECK y 9' 030 4 f. SiDEwMK- 5P4- -t o �i"'�' (CIC- E 12c1) ( I t 1 TigliS iiii tD r1-1 :(161+.24Y2 _2251 461` G/- 8 S t DEW Y4LK La A-6 LCA-OS. WD = '15 PsF * 27.5=2.64, KLF WSW - - - 6.2(02 KLF- WL = IOU X = 2.7S it Why = GMPsF x6714,) 2.56 1 K (t.) D = s D.I38 2.7.2 1,,,,,-= 1,30„ 1 , W - 30 0,825 1. (lit+,2,) -€--.34/2 )( 4, EA.E.,,,D - Ad— © (2)s� —.15-% 'DE1'15177 l40 (110 -iso pc..0I l sEE2p • 1 TA•iRaAot 2S- CA/ABER-® EP-EC-M.11. '1 SFADS ' 4. (0 t 314 I (7'E.E)' f=37.5 K EA _ IP -��= KS1 (G4%) (0.0 I 1 _3.f., Ks (l4` - 42� 6/4�' *S'T TZ 114I 5.1,EE 10.60 I , 1 f ( ) NoTE_S: ( ) DEEO14D. 0 '5 ®E.E. . . n Oi .> c Oi s (5). 0 ®e®E_E. -_-- • O • 0 .d 0 0 /1„c7 ) 1 2'/z� / C6)c92.'`=I2`' =2tf' 949.owtR& / 14,11 (I)LA-Y02. ' , t _..- SYwt h=4ou-- c. k45E2Ps •7L e )(0 -04" / l 2.D Q5'O" BE _ J E.o. p.. a 'i0. CM 1 4) V: 1-,_,_ 7-. ,, / ,, . / , „i, . , / , , , / . k eip . �- (I -•y�ir WEB oSLY) 41'N\ . / ..,,,, 8g } �(6)®6" • l2do if 4)(43 (s►t r _) t 'f / (2). 4 - X ® E T EN0 oNLY E4.si:f(1-1?) Clark Pacific SHEET 2.30 OF SCOMPACTED ' I' SECTION w 7.5" Deck slab, Grid 8/KK-NN DATE: 4/1/2004 Beam, 3 .03, (C)2001 BY JACQUES & ASWAD, INC. PAGE: 1 BY: WBM DESIGN DATA Left Cant . = 0.00 ft Simple Span = 50.00 ft Right Cant. = 0.00 ft Beam Length = 50.00 ft Loop @ Left = 2.00 ft Loop @ Right= 2 .00 ft Design Bearing Lengths: @ Left = 0.500 ft @ Right= 0.500 ft Bot . width = 17.000 in Bot. thick = 8 .000 in Web width = 4 .500 in Top width =130.000 in Flange thick= 4.500 in Tpg. thick = 7.500 in Stem Height = 18 .500 in Haunch thick= 0.000 in Section Type=GENERAL Note: Section is SOLID Non-Composite : (Assigned by the user) Height = 31.000 in Area = 270.000 in-2 Sb = 2124.00 in-3 St = 1482 .00 in-3 I = 27055.00 in-4 Yb = 12.7378 in Yt = 18 .2622 in Composite : (Based on above topping dimensions) Height = 38 .500 in Ac = 1257.095 in-2 Sbc = 4476.98 in-3 Stc(P/C)= 137458.61 in-3 Ic = 134408.66 in-4 Ybc = 30.0222 in Stc(Tpg)= 15659.91 in-3 Miscellaneous . Beam type =NORMAL WT. Topping type=NORMAL WT. Beam weight = 140.00 pcf Topping wt. = 150.00 pcf Cu = 2.350 eds = 300 E-06 eshu = 650 E-06 Vol/Surf = 2.800 in Rel. humid = 60.00% Strain Curve=PCI Handbook Beam f'ci = 3 .500 ksi Beam f'c = 6.000 ksi Topping f'c = 5.000 ksi Eci modifier= 1.000 Ec modifier = 1.000 Camber Mult.= 1.000 phi FactorsFlexure = 0.900 Shear = 0.850 Load Factors Dead Load = 1.400 Live Load = 1.700 Shear Options Depth used =COMP f'c used =BEAM Allow. Concrete Stress: At Release =0.700f'ci At Final =12. 000sgrt f'c Stress Block=PARABOLIC >>>WARNING: Tpg. concrete final strength outside normal range of 3 to 4.5 ksi 1 Prestressing Strands (Strand Type = LOW RELAXATION) Eff. Pull = 0.640Xfpu Strand diam.= 0.6000 in Estrand =28322 .44 ksi Strand fpu =270. 00 ksi Area ea.str.= 0.2170 in-2 LtMult = 1.000 # Str. lev. = 3 # of Strand = 12.80 LdMult = 1.000 Losses: PCI Comm. Report (RATIONAL) Strand Transformed -> NO Strand Level 1 2 3 Left end patt . : 2 .13 2.00 24.00 Right end patt. : 2.13 2.00 24.00 No. of Strand 7.00 5.00 0.80 Harping Profile: X(ft) From Hstr Eccent . Area of Description Left End (in) (in) P/S (in-2) Left End of Beam 0.00 4.54 8.20 2.7776 Right End of Beam 50.00 4.54 8.20 2.7776 Strand Debonding : Strand Debonding Dist. from Left End Length of # of Strands Level Location Start (ft) Stop (ft) Debonding (ft) Debonded 1 LEFT END 0.00 5.00 5.000 3 .00 RIGHT END 45.00 50. 00 5.000 3 .00 • 2 LEFT END 0.00 8. 00 8.000 2.00 RIGHT END 42.00 50.00 8 .000 2.00 C:\Program Files\Jacques & Aswad\Beam\Washington Sq Parking\Compacted IBeam x 50 ft, w 7- 5" Deck slab.bem J Clark Pacific SHEETZ:3I OF COMPACTED ' I ' SECTION w 7.5" Deck slab, Grid 8/KK-NN DATE: 4/1/2004 III Beam, 3 .03, (C)2001 BY JACQUES & ASWAD, INC. PAGE: 2 BY: WBM NOTE: A factor of 2.000 will be applied to Lt and Ld for debonded strand. Mild Steel Shear : fyv = 60.00 ksi fyh = 60.00 ksi fyl = 60.00 ksi Emild = 29000 ksi LdMult = 1.000 Distributed Loads (non-factored) Magnitude of Load Distance From Left Beginning Ending Beginning Ending Eccent. Load Type (k/ft) (k/ft) (ft) (ft) (in) P/C Self Weight 0.262 0.262 0.00 50.00 0.000 Non-comp. Dead Load 0.140 0.140 0.00 50.00 0.000 Composite Dead Load 2.580 2.580 0.00 50. 00 0.000 Live Load 0.825 0.825 0.00 50.00 0.000 Composite Dead Load 2 .060 2.060 0.00 8.00 0.000 Live Load 2.750 2.750 0.00 8.00 0.000 At Release Only: Suction = 0.000 k/ft Core Material = 0.000 k/ft NOTE: 10.00% of all distributed and concentrated live loads are sustained. Bearing Plates Nu = 0.20*Pu Height= 31.00 in Bearing Pad Thickness = 0.500 in 1111 Eff. Brg. Surface: Width = 15.00 in Length = 7.000 in Plate Rebar: Angle = 10.00 deg fy = 60.00 ksi Confinement for non-debonded prestressing strand assumed -> YES ********************************** OUTPUT *********************************** INITIAL STRESSES (psi, at release) A)DL beam + core material (if any) + suction (if any) Beam is supported at 2. 00 ft from LEFT end and 2.00 ft from RIGHT end X(ft) From Initial P/S Init.P/S + BM Aux. steel area Left End Top Bot . Top Bot. (ACI 18.4 .1) 2.50 -308 1915 -288 1901 0.00 6.60 -409 2134 -211 1995 1.35 TOP<--- 11.20 -724 3012 -368 2764 2.91 TOP<--- 15.80 -776 3204 -308 2877 2.00 TOP<--- 20.40 -777 3208 -241 2835 1.27 TOP<--- 25.00 -777 3210 -219 2820 1.06 TOP<--- NOTE: Required f'ci = 4110 psi at X = 34.20 ft, based on fconc/0.700 . FINAL STRESSES (psi) X(ft) From FP + BM FP + DL + Sustained LL FP + DL + All LL Left End Top Bot Tpg Top Bot Tpg Top Bot 0.00 0 0 0 0 0 0 0 0 2 .50 -146 1608 148 -38 1042 211 -31 822 5.00 -45 1601 273 155 557 383 168 172 7.50 -110 1943 374 167 510 516 183 13 41/1 10 .00 -226 2425 454 114 680 616 132 112 12.50 -219 2622 521 173 613 700 193 -12 C:\Program Files\Jacques & Aswad\Beam\Washington Sq Parking\Compacted IBeam x 50 ft w 7- 5 " Deck slab.bem Clark Pacific SHEET 2.3 ZOF COMPACTED 'I ' SECTION w 7.5" Deck slab, Grid 8/KK-NN DATE: 4/1/2004 Beam, 3 .03, (C)2001 BY JACQUES & ASWAD, INC. PAGE: 3 BY: WBM 15.00 -184 2673 576 252 452 767 274 -219 17.50 -148 2684 617 321 300 819 344 -404 20.00 -122 2691 646 370 193 854 394 -532 22.50 -106 2694 663 399 131 872 423 -601 25.00 -100 2692 666 409 115 874 432 -613 NOTE: Allowable bottom tension stress = 12.00*sgrt (f'c) = -930 psi ULTIMATE MOMENT (k-in) Required Mu Provided phi*Mn by by by Dev.Length if Over- X(ft) From Fact'd 1.2*Mcr Strain- Limits Reinforced Left End Loads (ACI 18 .8.3) compat. (ACI Ch.12) (ACI 18.8 .1) 0.00 0 0 2.50 5360 6712 (1) 5.00 9735 10998 (1) 7.50 13124 14607 (1) 10.00 15709 17097 (1) 12.50 17865 18886 (1) 15. 00 19603 20263 (1) 17.50 20922 21294 (1) 20.00 21822 22011 (1) 22.50 22305 22364 (1) 25.00 22369 18069 22463 II" (1) : Development length controlled by strand. VERTICAL SHEAR REINFORCING -- Required Reinforcing -- for for for X(ft) From D Vu Tu Vci Vcw Avci Avcw Avmin Left End in. kips k-in kips kips in-2/ft in-2/ft in-2/ft 0. .93 174.01 0.0 138 41 Vu-Vc too hi.h _ . . . :) 1.60 32.93 ' . . 8 8 138 _ . .0 igh (ACI 11.5.6.8) ScF SKT 2.544- 2.50 32.93 162. , : . : 8 .. hi.h (ACI 11.5.6.8) �� 'C�''wE$ 5. Oe 129.40 0.0 132 46 Vu-Vc too hig . . _ 7.50 33.49 96.56 0.0 89 46 0. 144 0.404 0.045 (1) ** O-71 10.00 33.92 78.83 0.0 75 45 0.106 0.282 0.045 (1) ** 12 .50 33 .96 64.89 0.0 60 46 0.097 0.177 0.045 (1) * 15.00 33 .96 50.94 0.0 46 48 0.083 0.071 0.045 (1) * 17.50 33 .96 37.00 0.0 34 49 0. 056 0.000 0.045 (1) * 20. 00 33 .96 23 .05 0.0 24 50 0.020 0.000 0.045 (1) * 22 .50 33 . 96 9.11 0.0 20 51 0.000 0.000 0.045 (1) * 25.00 33 .96 -4.84 0.0 20 51 0.000 0.000 0.000 (2) : Minimum based on ACI Eq. 11-14. (1) : Minimum based on ACI Eq. 11-13 . NOTE: Reqd. reinf. does not include suspension steel for ledges & pockets. NOTE: Reqd. reinf. is based on a total web width = 4.500 in. *NOTE: Spacing must not exceed the lesser of 24 (in) or 3/4*h= 23 .25 (in) . **NOTE: Spacing must not exceed the lesser of 12 (in) or 3/8*h= 11.63 (in) . NOTE: No significant torsion was found (ACI 11.6.1) . • NOTE: Design assumes web reinforcing is carried as close to compression and tension surfaces as possible per ACI 12.13 .1. C:\Program Files\Jacques & Aswad\Beam\Washington Sq Parking\Compacted IBeam x 50 ft w 7- 5" Deck slab.bem Clark Pacific SHEET Z 3 OF COMPACTED ' I' SECTION w 7.5" Deck slab, Grid 8/KK-NN DATE: 4/1/2004 1111 Beam, 3 .03, (C)2001 BY JACQUES & ASWAD, INC. PAGE: 4 BY: WBM HORIZONTAL SHEAR Reqd. Prov. Reqd. X(ft) From Vu Vnc D Width Q Vh Vnh Avh Left End kips kips in in in-3 kips kips in-2/ft 1.60 174. 01 9.42 32.93 130.000 4667 221.43* 342.51 0.000 5.00 129.40 8.05 32. 93 130.000 --- 152.23** 342 .51 0.000 10.00 78.83 6.04 33 .92 130.000 --- 92.74** 352.79 0.000 15. 00 50.94 4.03 33 .96 130. 000 --- 59.93** 353 .22 0.000 20.00 23 .05 2.01 33.96 130.000 --- 27.12** 353 .22 0.000 25.00 -4.84 0.00 33 .96 130.000 --- 5.69** 353 .22 0.000 Vnc = Shear due to factored loads on non-composite section. *NOTE: Uncracked section, under factored loads, Vh= (Vu-Vnc) *Q*D/ (phi*Ic) . **NOTE: Cracked section, under factored loads, Vh=Vu/phi. NOTE: See ACI 17.5 and 17.6 for calculation of Avh. PREDICTED DEFLECTIONS Based on : Rational approach and PCI Committee Recommendations for losses. f'ci = 4.110 ksi, f'c = 6. 000 ksi and ACI-209 Eci = 3505 ksi, Ec = 4234 ksi, Camber Mult .= 1.000 Modified : Cu = 1.699 eshu = 446 E-06 NOTE: Negative values indicate camber. Midspan Position 1110 (in) Release : PS ( -1.56) +BM DL( 0.39) -1.17 Creep Before Erection -0.70 Erection: PS+BM DL -1.87 (@ 4 weeks) Change Due to Non-Comp.DL 0.17 : PS+BM DL+Non-Comp.DL -1.70 Change Due to Comp.DL+SustLL 0.68 : PS+All DL+Sust.LL -1.02 Long Term Creep 0.77 Final : PS+All DL+Sust.LL -0.25 : PS+All DL+LL -0.02 NOTE: Beam has cracked under positive moment, deflections are based on a bilinear moment-deflection relationship (ACI 18.4 .2) . MISC. PRODUCTION INFORMATION Initial prestress force = 480 kips Final prestress force = 417 kips Concrete strengths used in design: Release strength f'ci= 4110 psi Final strength f'c= 6000 psi Beam is NORMAL WEIGHT concrete. Piece weight = 13.12 kips. Estimated shortening between supports at erection time : Curvature at C.G. Effect Total Top 0.48 -0.45 0.03 <<<Length correction not to exceed this value C.G 0.48 0.00 0.48 Bot 0.48 0.31 0.80 HORIZONTAL ANCHOR REINFORCEMENT & BEARING STRESS ON BEARING PAD 1110 Confinement for prestressing strand assumed -> YES C: \Program Files\Jacques & Aswad\Beam\Washington Sq Parking\Compacted IBeam x 50 ft w 7- 5" Deck slab.bem Clark Pacific SHEET2-J* OF COMPACTED 'I ' SECTION w 7.5" Deck slab, Grid 8/KK-NN411 DATE: 4/1/2004 Beam, 3 .03, (C)2001 BY JACQUES & ASWAD, INC. PAGE: 5 BY: WBM Factored Reaction: Pu = 195.1 kips Pw = 130.6 kips at LEFT support React. Components: Pdl,nc= 10.1 kips Pdl,c= 79.7 kips P11= 40.9 kips Factored Shear : Vu = 195. 1 kips Nu = 39.0 kips Calculated : Height= 31.00 in Bearing Surface Width = 15.00 in Reqd. Horiz. Steel Bearing Without With Factored Brg. Brg. Pad Sugg. Length P/S P/S Stress Stress Pad type (in) (in-2) (in-2) (ksi) (ksi) 7.0 4.03 2.92 1.858 1.244 (2) NOTE: As detailed bearing lengths must be longer than minimum used in calcs to allow for as-built tolerances. Suggest minimum added length be 1/2 in. + difference in shortening between top and bottom of member. NOTE: Reactions are used for concrete bearing strength check and bearing pad design, shear is used for design of Avf. Pad Types: (following PCI Handbook 5th Edition) (2) : Random Oriented Fiber (ROF) VERTICAL SHEAR REINFORCING -- Required Reinforcing -- for for for X(ft) From D Vu Tu Vci Vcw Avci Avcw Avmin Left End in. kips k-in kips kips in-2/ft in-2/ft in-2/ft in 1"-- 0.25 0.25 32.93 174.01 0.0 ' 520 153 0.000 0.314 0.005 (2) *� / �,$o�+ 1.60 32.93 174.01 0.0 355 160 0.000 0.274 0.031 (2) * (3P,6n(Av 7, / 2.50 32.93 162.24 0.0 307 164 0.000 0.163 0.048 (2) * 5.00 32.93 129.40 0.0 151 174 0.007 0.000 0.048 (2) * 12„�`) Av° n,4D IN�� 7.50 33 .49 96.56 0.0 109 174 0.028 0.000 0.057 2 16 . _• 33.92 78.83 0.0 94 170 0.000 0.000 ; . s 1 (2) * 12.50 33 . '. , .89 0.0 80 175 0.000 . . 100 0.077 (2) * 15.00 33 .96 50.9, 4 0 76 1: 1 .000 0.000 0.078 (2) * 5F so- 2..452 17.50 33.96 37.00 0.0 186 0.000 0.000 0.078 (2) * 20. 00 33 .96 23 . . 1 .0 76 1.. 4 000 0.000 0.000 Fog_1-Y2"WE$ 22 .50 33 9.11 0.0 76 192 0.00s e lop 0.000 . .. 33 .96 -4.84 0.0 76 194 0.000 0.000 . . eai 1 III C: \Program Files\Jacques & Aswad\Beam\Washington Sq Parking\Compacted IBeam x 50 ft w 7- 5" Deck slab.bem A