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0211-108 (CSCS) Revision 2 Structural CalcsJune 27, 2006 City of La Quinta Department of Building and Safety PO Box 1504 La Quinta, CA 92247-1504 RE: Santa Rosa Plaza Embassy Suites Hotel To Whom It May Concern: Pursuant to a plan review comment regarding a change in use of areas of the roof deck to exterior balcony usage has been verified. It has been determined that the as built condition in the areas in question were originally designed for a 40 psf live load and will perform adequately for the new intended use. Refer to attached ADAPT output for design conditions and reinforcing requirements. If there are any further questions regarding this matter do not hesitate to call. Sincerely, BFL Owen & Associates ;16 Howard, SE irector of Concrete Design BFL Owen & Associates 20 MORGAN IRVINE, CA 92618 II i� r CM 353 m LU rr. Exp. 12131 /05 OF CA��F/ STRUCTURAL ONLY TEL: 949/860-4800 FAX:949/860-4814 0 z O D w M.D. �s n/ i 4 2.2,@7 A z O r Z \ Lu M.D. r 4 ... M D. . m 33/4„ 71/2" THICK (MIN.) HARDROCK "N CONCRETE POST -TENSIONED 6 II SLAB W/ f'c=3,000 PSI o 0,� 3 DAYS AND f'c=5,000 PSI REI IIEWEMUMSULTANT ,- THESE PLANS AND SUPPORTING DOCUMENTATION HAVE II BEEN REVIEWED AND FOUND TO SHOW COMPLIANCE WITH > z THE CALIFORNIA BUILD!NC CODE AS ADOPTED gy THIS JURISDICTION ISSUANCE w Ln \, 3 3 /4 OF A BUILDING PERMIT BASED UPON THESE PLANS IS RECOMMENDED SUBJECT TO BY OTHErt h"PLICABLE AGENCIES AND ANY r _ ti r r + I.r . HE ENCLOSED LE:TER. 33/4 _ SR-1 - 7 2006 STR - " ,N SR-1 ��RUCT�JRAL C14d 3 .l O M.D. N 14 C) z M.D. w a -- z 3 /4 w ��Fl 1094) STR � O TYP. #4xCON1 00 3 00 m ` . �1 BAND DF z 04 S716 SUPPOR- - I - - UNIFORM I - III RFl#1094) AT BOTT z R �ui x w o[ Lo � � 3„ M M.D. j 6' STR 6" TYP. P.T. HIGH,L cv STR POINT IN BANDED - C6 OD - #5x 14'-0 DIRECTION U.N.O. �R l'03+} 24"O.C.(B) 5R-1 ell 4.6.14 o - I 33/ .. 25 K/FT STR ¢ rz STR 18 K/FT _ 0- Z Lo I �\ �? SR-1 m I SR-1 SR-1 k / CU N.41 c� Nrno II I o II 5.6.14 f a0 m TYP. U.N.O. N m ® Ed 33/4Fli I I 18 K/FT 51/4 TY T. n I o r—i H r(: H P(1 1VT I N I fD e el r N N REVIEWED BY CONSULTANT FOR CODE COMPLIANCE THESE PLANS AND SUPPORTING DOCUMENTATION HAVE BEEN REVIEWEDAND FOUND TO SHOW COMPLIANCEWITH THE ULIFORNIA BUILDING CODE AS ADOPTED BY THIS JURISDICTION. ISSUANCE OF A BUILDING PERMIT BASED UPON THESE PLANS IS RECOMMENDED SUBJECT TO APPROVAL BY OTHER APPLICABLE AGENCIES AND ANY LOND1Tl6N5 NOTED IN THE EN(LOSEC LE.TER. SYRU�iUr%A,L ONLY 0-:�2 - - .&N «c 9 E OL'9'E OON 1 6 OV9'E I f SNUUN:fl 5 m O U 10 N X - OC9'£ 0 f V 0'0„ L r.l .t fn I Ann air Mllml�W o rn � u . . - _- ... ni co o m REVI _WED Y CD SULTANT Fi3R CO "t C() "" Llp NCE tpf�5MD5 PPCRj111� iJI�EHTAIIQNHAVE Histi� g I RAND OUi'+u C� nAS ADOPTED BYiTTH HIS THE E Cr AE UILOiNG PERMIT BASED L Z — — -- — — — — — — _ — — — — — — — — — — --. — — — — — — — — Ti $ ECO KlE iDED SUBJECT TO 149 LE AGENCIES AND ANY C� LE;ZER. T ____ _-----2006 �--_ _ . - ....... - — Z/ „LZ - Z/ I.-V2 ,t2 STRUCTUfIAt 04LY ADAPT - STRUCTURAL CONCRETE SOFTWARE SYSTEM ADAPT -PT Version 7.10 Date: 6/27/2006 Time: 11:40:30 AM File: 2nd-Uni@H.5 1- PROJECT TITLE Embassy Suites (401.2149.1) 1.1 DESIGN STRIP 2nd Floor: Uniform @ H.5 - Line (Balcony Roof Loading) 2 - MEMBER ELEVATION [ft] 3 - TOP REBAR 3.1 User selected 3.2 User selected 3.3 ADAPT selected 3.4 ADAPT selected 4 - TENDON PROFILE 4.2 Datum Line 4.3 CGS Distance [in] 4.5 Force 5 - BOTTOM REBAR 5.1 User selected 5.2 User selected 5.3 ADAPT selected 5.4 ADAPT selected ------------ ------------------ L_L___ _________L_ __ _- __ ___L _ _ __ ________L _ _ _ L__________--L____________L__ __________L------I ----- _ _ av X6'0224#6X13'0" 6"xi 516' �6J 6#8X1516" ®4A6X1246" 12 4#6X12'8" 1�3 4#6X9'0" - -------------- ----T(. �'------------- --- -Z�- ---- `------L------------L------ -- --- _L------------ L------L ---- `----- --' -----T------------L------------L------------L------L------------� 8 3=130" CA) 3#5X11'6- 05X13'0" 2"5X13'�" �#57C1Sfi' 1113H5X15'6" 14 4#5X55'6' 7#5X18'6" 6 - REQUIRED & PROVIDED BARS 6.1 Top Bars max 1.45 In required provided 6.2 Bottom Bars 2.24 2.57 2.55 1.38 1.38 7 - PUNCHING SHEAR ; OK=Acceptable NG=No Good T ! '=not applicable or not performed �. i i r t r r i 7.1 Stress Ratio 7.2 Status 8-LEGEND 33 .91 OK OK --4 Stressing End 1.02 ; 1.04 i .72 ; .88 NG ' NG 'OK 'OK Dead End 9 - DESIGN PARAMETERS 9.1 Code: ACI-99 f� = 5 ksi fy = 60 ksi (longitudinal) fy = 60 ksi (shear) fpu = 270 ksi 9.2 Rebar Cover: Top = 1.75 in Bottom = 1.5 in Rebar Table: ASTM - US Customary bars (Redistributed Moments) 9.3 Stressing: fpi = .8 fp 9.4 Strand Area = .153 inz 10 - DESIGNER'S NOTES 0 ------------------------------------------------------------------------------ ADAPT CORPORATION I STRUCTURAL CONCRETE SOFTWARE SYSTEM 1733 Woodside Road, Suite 220, Redwood City,'California 94061 ADAPT -PT FOR POST -TENSIONED BEAM/SLAB DESIGN j Version 7.10 AMERICAN (ACI 318-99/UBC-97) j ADAPT CORPORATION - Structural Concrete Software System 1733 Woodside Road, Suite 220, Redwood City, California 94061 Phone: (650)306-2400, Fax: (650)364-4678 Email: Support@AdaptSoft.com, Web site: http://www.AdaptSoft.com ----------------------------------------------------------------------------- DATE AND TIME OF PROGRAM EXECUTION: Jun 27,2006 At Time: 11:41 PROJECT FILE: 2nd-Uni@H.5 P R 0 J E C T T I T L E: U h t �rv►� rC'ec�e,.� s ot- A4 y' . Embassy Suites (401.2149.1) 2nd Floor: Uniform @ H.5 - Line (Balcony Roof Loading) �``-'�• 1- USER SPECIFIED G E N E R A L D E S I G N A R �M E T E R S CCCJJJ CONCRETE: STRENGTH at 28 days, for BEAMS/SLABS ............. 5000.00 psi for COLUMNS ................. 5000.00 psi MODULUS OF ELASTICITY for BEAMS/SLABS ............ 4030.00 ksi for COLUMNS ................ 4030.50 ksi CREEP factor for deflections for BEAMS/SLABS 2.00 CONCRETE WEIGHT .................................. NORMAL SELF WEIGHT ...................................... 150.00 pcf TENSION STRESS limits (multiple of (f'c)1/2) AtTop .......................................... 6.000 AtBottom ....................................... 6.000 COMPRESSION STRESS limits (multiple of (f'c)) At all locations ................................. .450 REINFORCEMENT: YIELD Strength ................................... 60.00 ksi Minimum Cover at TOP 1.75 in Minimum Cover at BOTTOM 1.50 in POST -TENSIONING: SYSTEM ........................................... UNBONDED Ultimate strength of strand 270.00 ksi Page 2 (2nd-Uni@H.5) ------------------------------------------------ Average effective stress in strand (final) ....... Strandarea ....................................... Min CGS of tendon from TOP ....................... Min CGS of tendon from BOTTOM for INTERIOR spans.. Min CGS of tendon from BOTTOM for EXTERIOR spans.. Min average precompression ....................... Max spacing between strands (factor of slab depth) Tendon profile type and support widths............ ADAPT -PT V- 7.10 ACI-99 -------------------------- 175.00 ksi .153 in^2 1.50 in 1.25 in 1.75 in 125.00 psi 8.00 (see section 9) ANALYSIS OPTIONS USED: Structural system ....(using EQUIVALENT FRAME).... TWO-WAY Moments REDUCED to face of support ............... YES Limited plastification allowed(moments redistributed) YES 2- I N P U T G E O M E T R Y 2.1.1 PRINCIPAL SPAN DATA OF UNIFORM SPANS S FI I I TOP [BOTTOM/MIDDLEI I P OI I I FLANGE I FLANGE I REF I MULTIPLIER A RI LENGTHI WIDTH DEPTHI width thick.I width thick.IHEIGHTI left right N MI ft I in in I in in I in in I in I -1-----3 ---- 4------- 5------- 6------- 7------ 8------ 9------ 10---- 11----- 12---- 13- 1 1 16.00 12.00 7.50 7.50 10.00 10.00 2 1 27.00 12.00 7.50 7.50 10.00 10.00 3 1 27.00 12.00 7.50 7.50 10.00 10.00 4 1 27.00 12.00 7.50 7.50 10.00 10.00 5 1 14.00 12.00 7.50 7.50 10.00 10.00 6 ------------------------------------------------------------------------------ 1 27.00 12.00 7.50 7.50 10.00 10.00 LEGEND: 1 - SPAN C = Cantilever 2.2 - S U P P O R T W I D T H 3 - FORM 1 = Rectangular section 2 = T or Inverted L section 3 = I section 4 = Extended T or L section 7 = Joist 8 = Waffle 11 - Top surface to reference line A N D C 0 L U M N D A T A Page ------------------------------------------------------------------------------- 3 (2nd-Uni@H.5) ADAPT -PT V- 7.10 ACI-99 SUPPORT <------- LOWER COLUMN ------> <------ UPPER COLUMN ------> WIDTH LENGTH B(DIA) D CBC* LENGTH B(DIA) D CBC* JOINT in ft in in ft in in --1------- 2--------- 3------- 4------- 5----- 6--------- 7------- 8------- 9---- 10--- 1 14.00 12.00 14.00 14.00 (2) 12.00 14.00 14.00 (2) 2 14.00 12.00 14.00 14.00 (2) 12.00 14.00 14.00 (2) 3 14.00 12.00 14.00 14.00 (2) 12.00 14.00 14.00 (2) 4 14.00 12.00 14.00 14.00 (2) 12.00 14.00 14.00 (2) 5 14.00 12.00 14.00 14.00 (2) 12.00 14.00 14.00 (2) 6 14.00 12.00 14.00 14.00 (2) 12.00 14.00 14.00 (2) 7 14.00 12.00 14.00 14.00 (2) 12.00 14.00 14.00 (2) *THE COLUMN BOUNDARY CONDITION CODES (CBC) Fixed at both ends ...(STANDARD) ............................. = 1 Hinged at near end, fixed at far end ......................... = 2 Fixed at near end, hinged at far end ......................... = 3 Fixed at near end, roller with rotational fixity at far end .. = 4 3- I N P U T A P P.L I E D L O A D I N G < --- CLASS --- > <-------------- TYPE ------------------- > D = DEAD LOAD U = UNIFORM P = PARTIAL UNIFORM L = LIVE LOAD C = CONCENTRATED M = APPLIED MOMENT Li= LINE LOAD SW= SELF WEIGHT Computed from geometry input and treated as dead loading Unit selfweight W = 150.0 pcf Intensity ( From ... To ) ( M or C ...At) Total on Trib SPAN CLASS TYPE k/ft^2 ( ft ft ) (k-ft or k ...ft) k/ft -1----- 2------ 3-------- 4---------- 5-------- 6--------- 7------- 8--------- 9------ 1 L U .040 .00 16.00 .800 1 D U .017 .00 16.00 .340 1 SW U .00 16.00 1.875 2 L U .040 .00 27.00 .800 2 D U .017 .00 27.00 .340 2 SW U .00 27.00 1.875 3 L U .040 .00 27.00 .800 3 D U .017 .00 27.00 .340 Page 4 (2nd-Uni@H.5) ADAPT -PT V- 7.10 ACI-99 3 SW U .00 27.00 1.875 4 L U .040 .00 27.00 .800 4 D U .017 .00 27.00 .340 4 SW U .00 27.00 1.875 5 L U .040 .00 14.00 .800 5 D U .017 .00 14.00 .340 5 SW U .00 14.00 1.875 6 L U .040 .00 27.00 .800 6 D U .017 .00 27.00 .340 6 SW U .00 27.00 1.875 NOTE: LIVE LOADING is SKIPPED with a skip factor.of 1.00 3.1 - LOADING AS APPEARS IN USERS INPUT SCREEN PRIOR TO PROCESSING UNIFORM (k/ft^2), ( CON. or PART. ) ( M 0 M E N T ) SPAN CLASS TYPE LINE(k/ft) ( k@ft or ft-ft ) ( k-ft @ ft ) -1----- 2------ 3--------- 4------------ 5------- 6----------- 7------- 8------------ 1 L U .040 1 D U .017 2 L U .040 1� 2 D U .017 3 L U .040 3 D U .017 4 L U .040 4 D U .017 01�--• (` 1 _ pS't �.�1IG W%SD -' e"re. sp�-I 5 D U .017 6 L U .040 6 D U .017 NOTE: SELFWEIGHT INCLUSION REQUIRED LIVE LOADING is SKIPPED with a skip factor of 1.00 5- D E A D L 0 A D M O M E N T S, SHEARS & REACT IONS Page 5 ------------------------------------------------------------------------------ (2nd-Uni@H.5) ADAPT -PT V- 7.10 ACI-99 < 5.1 S P A N M 0 M E N T S (k-ft) > < 5.2 SPAN SHEARS (k) > SPAN M(1)* Midspan M(r)* SH(1) SH(r) --1--------- 2-------------- 3--------------- 4-------------- 5----------- 6------- 1 .00 15.93 -109.89 -10.85 24.59 2 -109.89 78.22 -137.35 -28.89 30.92 3 -137.35 59.38 -147.5'7 -29.52 30.28 4 -147.57 88.44 -79.23 -32.43 27.37 5 -79.23 -54.26 -137.82 -11.32 19.69 6 -137.82 132.93 .01 -35.01 24.80 Note: * = Centerline moments JOINT < 5.3 REACTIONS (k) > <- 5.4 COLUMN MOMENTS (k-ft) -> --1--------------- 2---------------- Lower columns ---- Upper columns----- 1 10.85 .00 .00 2 53.47 .00 .00 3 60.44 .00 .00 4 62.71 .00 .00 5 38.69 .00 .00 6 54.70 .00 .00 7 24.80 .00 .00 6- L I V E L 0 A D M 0 M E N T S, SHEARS & REACT IONS <-- 6.1 L I V E L 0 A D SPAN MOMENTS (k-ft) and SHEAR FORCES (k) --> <----- left* -----> <--- midspan ---> <---- right* -----> <--SHEAR FORCE--> SPAN max min max min - max min left right -1------- 2--------- 3-------- 4-------- 5--------- 6--------- 7-------- 8-------- 9-- 1 .00 .00 25.35 -19.59 -49.22 -.51 -6.37 9.48 2 -49.22 -.51 42.86 -14.61 -60.10 -19.25 -11.91 12.03 3 -60.10 -19.25 43.35 -21.90 -62.98 -19.49 -12.13 12.40 4 -62.98 -19.48 44.85 -12.90 -48.52 10.91 -12.41 11.88 5 -48.52 10.91 18.16 -37.76 -56.53 1.60 -9.18 10.42 6 -56.53 1.60 51.75 -3.74 .00 .00 -12.89 9.23 Note: * = Centerline moments <- 6.2 REACTIONS (k) -> <-------- 6.3 COLUMN MOMENTS (k-ft)--------> <--- LOWER COLUMN ---> <--- UPPER COLUMN ---> JOINT max min max min max min a Page 6 1 2 3 4 5 6 7 (2nd-Uni@H.5) ADAPT -PT V- 7.10 ACI-99 ------------------------------------------------- ----2----------3------ 6.37 -2.45 21.39 5.39 24.16 9.68 24.80 9.73 21.06 -.51 23.31 1.96 9.23 -.28 ----4---------- 5------------ 6---------- 7---- .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 600 .00 .00 .00 .00 .00 Note: Block 6.1 through 6.3 values are maxima of all skipped loading cases 7- M 0 M E N T S REDUCED TO FACE -OF -SUPPORT 7.1 R E D U C E D DEAD LOAD MOMENTS (k-ft) SPAN <- left* -> <- midspan -> <- right* -> --1--------------- 2------------- 3------------- 4------------------------------- 1 5.95 15.93 -95.92 2 -93.42 78.22 -119.67 3 -120.50 59.38 -130.25 4 -129.00 88.42 -63.64 5 -73.00 -54.26 -126.75 6 -117.75 132.92 14.09 Note: * = face -of -support 7.2 R E D U C E D LIVE LOAD MOMENTS (k-ft) <----- left* ------> <---- midspan ----> <----- right* -----> SPAN max min max min max min -1---------- 2---------- 3----------- 4--------- -5----------- 6---------- 7----- 1 -1.43 3.58 25.34 -19.59 -43.83 3.11 2 -42.41 -1.12 42.86 -14.61 -53.23 -13.73 3 -53.16 -14.63 43.35 -21.90 -55.89 -18.74 4 -55.88 -13.95 44.84 -12.90 -41.73 10.15 5 -43.30 11.22 18.16 -37.76 -50.58 2.64 6 -49.14 1.56 51.75 -3.74 -.16 5.25 Note: * = face -of -support Page 7 (2nd-Uni@H.5) ADAPT -PT V- 7.10 ACI-99 ----------------------------------- 8 - SUM OF DEAD AND LIVE MOMENTS (k-ft) __ _____----------- _----------- _ ------------- Maxima of dead load and live load span moments combined for serviceability checks ( 1.00DL + 1.00LL ) <----- left* ------> <---- midspan ----> <----- right* -----> SPAN max min max min max min -1---------- 2---------- 3----------- 4---------- 5----------- 6---------- 7--- 1 4.53 9.53 41.28 -3.66 -139.75 -92.81 2 -135.82 -94.54 121.07 63.61 -172.89 -133.40 3 -173.66 -135.13 102.73 37.48 -186.14 -148.99 4 -184.88 -142.95 133.26 75.52 -105.38 -53.49 5 -116.30 -61.78 -36.10 -92.02 -177.33 -124.11 6 -166.89 -116.19 184.67 129.18 13.93 19.34 Note- * = face -of -support 9 - SELECTED POST -TENSIONING FORCES AND TENDON PROFILES 9.1 PROFILE TYPES AND PARAMETERS LEGEND: For Span: 1 = reversed parabola 2 = simple parabola with straight portion over support 3 = harped tendon For Cantilever: 1 = simple parabola 2 = partial parabola 3 = harped tendon 9.2 T E N D O N TYPE X1/L ---------- 1-------- 2-- 1 1 .100 2 1 .100 3 1 .100 4 1 .100 5 1 .100 6 1 .100 P R O F I L E X2/L X3/L A/L ------ 3---------- 4---------- 5---- .500 .100 .000 .500 .100 .000 .500 .100 .000 .500 .100 .000 .500 .100 .000 .500 .100 .000 Page 8 (2nd-Uni@H.5) ADAPT -PT V- 7.10 ACI-99 ------------------------------------------------------------------------------- 9.3 - SELECTED POST -TENSIONING FORCES AND TENDON DRAPE Tendon editing mode selected: FORCE SELECTION <-------- SELECTED VALUES --------> FORCE <- DISTANCE OF CGS (in) -> SPAN (k/-) Left Center Right --1---------- 2--------- 3-------- 4-------- 5----- 1 320.000 3.75 3.75 6.00 2 320.000 6.00 1.25 6.00 3 320.000 6.00 1.25 6.00 4 320.000 6.00 1.25 6.00 5 440.000 6.00 6.00 6.00 6 440.000 6.00 1.75 3.75 <--- CALCULATED VALUES ---> P/A Wbal Wbal (psi) (k/-) (%DL) ---- 6---------- 7-------- 8-- 177.78 .937 42 177.78 1.390 63 177.78 1.390 63 177.78 1.390 63 244.44 .000 0 244.44 1.257 57 Approximate weight of strand 1000.4 LB 9.5 REQU IRE D MINIMUM P O S T- TENS I ONING FORCES (kips) <- BASED ON .STRESS CONDITIONS -> <- BASED ON MINIMUM P/A -> SPAN LEFT* CENTER RIGHT* LEFT CENTER RIGHT --1---------- 2---------- 3---------- 4--------------- 5--------- 6--------- 7---- 1 .00 .00 214.56 225.00 225.00 225.00 2 198.89 143.88 273.94 225.00 225.00 225.00 3 274.51 96.42 282.58 225.00 225.00 225.00 4 282.04 164.50 125.61 225.00 225.00 225.00 5 177.34 55.39 402.45 225.00 225.00 225.00 6 360.46 357.12 .00 225.00 225.00 225.00 Note: * = face -of -support 9.6 S E R V I C E S T R E S S E S (psi) (tension shown positive) L E F T* R I G H T* TOP BOTTOM TOP BOTTOM max-T max-C max-T max-C max-T max-C max-T max-C -1------ 2-------- 3-------- 4-------- 5---------- 6-------- 7-------- 8-------- 9-- 1 ----- -228.22 ------154.04 266.47 ----- ----- -622.03 2 241.51 ----- ------597.06 340.55 ----- ----- -696.11 3 341.08 ----- ------696.64 348.99 ----- ----- -704.54 4 348.64 ----- ------704.20 79.52 -197.19 ----- -568.41 s i Page 9 (2nd-Uni@H.5) ADAPT -PT V- 7.10 ACI-99 ------------------------------------------------------------------------------- 5 133.96-156.84 ------622:84 375.60 ------ ------864.49 6 321.47 ----- -- --810.36 ------341.56-176.21 Note: * = face -of -support C E N T E R TOP BOTTOM max-T max-C max-T max-C -1------------------------ 2-------- 3-------- 4-------- 5---------------------- ----- -392.53 36.97 -202.69 2 ------508.72 153.16 -153.30 3 ------493.09 137.54 -210.49 4 ------508.92 153.37 -154.63 5 ------335.72 ----- -451.40 6 ------783.05 294.17 -1.76 9.7 POST -TENSIONING B A L A N C E D M O M E N T S, SHEARS & REACTIONS <-- S P A N M O M E N T S (k-ft) --> <-- SPAN SHEARS (k )--> SPAN left* midspan right* SH(1) SH(r) --1--------- 2-------------- 3-------------- 4--------------- 5---------- 6------ 1 -.07 -1.01 56.45 .13 .13 2 57.21 -59.02 75.71 -.72 -.72 3 76.38 -43.61 87.33 -.43 -.43 4 86.17 -71.20 44.63 2.47 2.47 5 45.35 53.21 61.08 -1.23 -1.23 6 60.78 -83.67 -1.13 -.77 -.77 Note: * = face -of -support <--REACTIONS (k )--> <-- COLUMN MOMENTS (k-ft) --> -joint ------------ 2----------------- Lower columns ----- Upper columns----- 1 -.127 .000 .000 2 .842 .000 .000 3 -.290 .000 .000 4 -2.895 .000 .000 5 3.694 .000 .000 6 -.458 .000 .000 7 -.767 .000 .000 Page 10 ------------------------------------------------------------------------------ (2nd-Uni@H.5) ADAPT -PT V- 7.10 ACI-99 10 - F A C T O R E D M 0 M E N T S & R E A C T I O N S ------------------------------- Calculated as ( 1.40D + 1.70L + 1.00 secondary moment effects) 10.1 FACTORED DESIGN MOMENTS (k-ft) <----- left* ------> <---- midspan ----> <----- right* -----> SPAN max min max min max min -1---------- 2---------- 3----------- 4---------- 5----------- 6---------- 7----- 1 5.83 14.34 64.38 -12.01 -210.75 -130.95 2 -204.49 -134.29 190.01 92.32 -241.13 -174.00 3 -241.52 -176.01 179.88 68.95 -248.82 -185.66 4 -248.24 -176.96 195.52 97.35 -196.46 -108.26 5 -212.95 -120.26 -74.37 -169.43 -284.87 -194.39 6 -268.65 -182.45 263.72 169.40 19.01 28.21 Note: * = face -of -support 10.2 SECONDARY MOMENTS (k-ft) SPAN <-- left* --> <- midspan -> <-- right* --> -1----------- 2---------------- 3---------------- 4-------- 1 -.07 -1.01 -1.95 2 -1.61 7.64 16.88 3 17.55 23.05 28.55 4 27.36 -4.53 -36.42 5 -37.14 -29.28 -21.43 6 -20.26 -10.35 -.45 Note: * = face -of -support 10.3 FACTORED REACTIONS 10.4 FACTORED COLUMN MOMENTS (k-ft) (k) <-- LOWER column --> <-- UPPER column --> JOINT max min max min max min -1---------- 2---------- 3----------- 4---------- 5----------- 6---------- 7----- 1 25.89 10.90 .00 .00 .00 .00 2 112.06 84.86 .00 .00 .00 .00 3 125.40 100.78 .00 .00 .00 .00 4 127.06 101.45 .00 .00 .00 .00 5 93.66 56.99 .00 .00 .00 .00 6 115.75 79.46 .00 .00 .00 .00 7 49.65 33.48 .00 .00 .00 .00 0 Page 11 (2nd-Uni@H.5) ADAPT -PT V- 7.10 ACI-99 ------------------------------------------------------------------------------ 11 - M I L D S T E E L Support cut-off length for minimum steel(length/span) ... .17 Span cut-off length for minimum steel(length/span) ... .33 Top bar extension beyond where required ............. 12.00 in Bottom bar extension beyond where required ............. 12.00 in REINFORCEMENT based on PLASTIC REDISTRIBUTION of factored moments ------------------------------------------------------------------------------ 11.5 TOTAL WEIGHT OF REBAR = 1188.1 lb AVERAGE _ .0 psf TOTAL AREA COVERED = 55200.38 ft^2 11.6.1 REDISTRIBUTED DESIGN MOMENTS (k-ft) REDISTRIBUTION <--- left* ----> <-- midspan --> <--- right* ---> COEFFICIENT(%) SPAN max min max min max min left right -1--------- 2-------- 3--------- 4-------- 5--------- 6-------- 7-------- 8------- 9-- 1 6.85 14.86 75.28 4.65-178.93-110.24 .00 13.91 2-172.08-113.05 214.78 127.50-205.21-147.41 14.38 13.36 3-205.49-148.69 207.62 106.18-212.42-154.50 13.36 13.15 4-211.93-150.46 218.69 132.60-164.31 -90.14 13.15 14.76 5-179.87-101.51 -52.24-134.07-247.49-169.12 14.29 12.16 6-232.83-158.09 276.55 188.23 19.13 27.77 12.62 .00 Note: * = face -of -support 11.7.1 R E D I S T R I B U T E D STEEL AT M I D- S P A N T 0 P B 0 T T 0 M As DIFFERENT REBAR CRITERIA As DIFFERENT REBAR CRITERIA SPAN (in^2) <--- ULT ----- TENS -------- > (in ^2) <--- ULT ----- TENS -------- > --1------ 2--------- 3------- 4------- 5----------- 6--------- 7------- 8------- 9---- 1 .00 ( .00 .00 .00) .00 ( .00 .00 .00) 2 .00 ( .00 .00 .00) 2.08 ( 2.08 1.06 .00) 3 .00 { .00 .00 .00) 1.78 { 1.78 .00 .00) 4 .00 { .00 .00 .00) 2.25 { 2.25 1.07 .00) 5 .00 ( .00 .00 .00) .00 ( .00 .00 .00) 6 .00 { .00 .00 .00) 3.85 ( 3.85 3.30 .00) 0 Page 12 -------------------------------------------------------------------------------- (2nd-Uni@H.5) ADAPT -PT V- 7.10 ACI-99 11.8.1 R E D I S T R I B U T E D STEEL AT S U P P O R T S T 0 P B 0 T T 0 M As DIFFERENT REBAR CRITERIA As DIFFERENT REBAR CRITERIA JOINT (in^2) <--- ULT-----MIN --------- > (in^2) <--- ULT ----- MIN --------- > --1------ 2--------- 3------- 4------- 5----------- 6--------- 7------- 8------- 9---- 1 1.35 [ .00 1.35 .00) .00 [ .00 .00 .00) 2 1.45 ( .75 1.45 .00) .00 ( .00 .00 .00) 3 2.25 ( 2.25 1.82 .00) .00 ( .00 .00 .00) 4 2.57 ( 2.57 1.82 .00) .00 ( .00 .00 .00) 5 1.38 t .00 1.38 .00) .00 ( .00 .00 .00) 6 1.38 ( 1.14 1.38 .00) .00 [ .00 .00 .00) 7 1.35 ( .00 1.35 .00) .00 [ .00 .00 .00) 11.2.2 & 11.3.2 LISTING OF THE ENTIRE PROVIDED REBAR ----------------------------- SPAN ID LOCATION NUM BAR --1---- 2----- 3------ 4---- 5--- 1 1 T 4# 6 x 1 2 T 4# 6 x ----------------------------- 2 3 T 6# 6 x 2 4 B 4# 5 x 2 5 B 3# 5 x ----------------------------- 3 6 T 6# 6 x 3 7 B 3# 5 x 3 8 B 3# 5 x ----------------------------- 4 9 T 4# 6 x 4 10 B 4# 5 x 4 11 B 4# 5 x ----------------------------- 5 12 T 4# 6 x ---------------------------- 6 13 T 4# 6 x 6 14 B 7# 5 x 6 15 B 6# 5 x ----------------------------- ------------------------- LENGTH [ft] AREA [in-2] ---- 6--------- 7---------- 6'0" 1.76 13'OFT 1.76 ------------------------- 15'6" 2.64 15'•6" 1.24 13'0" 0.93 15'6" 2.64 15'6" 0.93 11'6" 0.93 --------------- 12'6" 1.76 15'6" 1.24 13'0" 1.24 12'6" 1.76 ---------------- 9'0" 1.76 18'6" 2.17 13'0" 1.86 Notes: Bar location - T = Top, B = Bottom. NUM - Number of bars. For two-way systems a minimum of 4 bars is specified over the supports. Refer to tables 11.5.1,11.5.2 and PTsum graphical display for positioning of bars. 11.5.1 ARRANGEMENT OF TOP BARS Page 13 (2nd-Uni@H.5) ------------------------------------------- -------I----------- TOP STEEL -----------------I SPAN I ID LOCATION NUM BAR LENGTH [ft]{ --1---- {--2 ------ 3----- I---4---- 5------ 6-------I 1 { 1 LEFT 4# 6 x 6'0" I 1 1 2 RIGHT i 4# 6 x 510" j -------I--------------- 2 { 2 LEFT {------------------------I I 4# 6 x 719" j 2 1 3 RIGHT I 6# 6 x 7'9" I ------- 3 13 LEFT j 6# 6 x 719" I 3 1 6 RIGHT { 6# 6 x 719" I ------- I 4 1 ---------------- 6 LEFT ------------------------- i 6# 6 x I 719" { 4 1 9 RIGHT I 4# 6 x 7'911 -------I----=-----------I-----------------------I 5 1 9 LEFT 4# 6 x 4'6" I 5 112 RIGHT 4# 6 x 416" I __- --- 6 { ------------------ 12 LEFT i ------------------------- I 4# 6 x 7'9" 6 ------- 13 ----------- RIGHT - I 4# I ----------------------- 6 x 8191T i 11.5.2 ARRANGEMENT OF BOTTOM BARS BOTTOM STEEL ADAPT -PT V- 7.10 ACI-99 ------------------------------ SPAN I ID LOCATION NUM BAR LENGTH [ft]I --1---- 1--2 ------ 3----- ---4 ---- 5 ------ 6------- 1 2 1 4 CENTER { 4# 5 x 15'6" I 2 1 5 CENTER I 3# 5 x 12'10" j -------I----------------I-------------------------I 3 1 7 CENTER I 3# 5 x 15'6" j 3 1 8 CENTER j 3# 5 x 1115" I ---____--------------- 4 110 {-----------------------I CENTER 4 # 5 x 1516" 4 111 CENTER I 4# 5 x 12'10" { --------------- 6 14 I ------------------------ CENTER I 7# 5 x I 1812" I 6 --- -------------------- 15 CENTER {----------------------- 6 # 5 x 12110" 13 - MAXIMUM S P A N D E F L E C T I O N S Concrete's modulus of elasticity .............. Ec = 4030.00 ksi Creep factor .................................. K = 2.00 Page 14 (2nd-Uni@H.5) ADAPT -PT V- 7.10 ACI-99 ------------------------------------------------------------------------------ Ieffective/Igross...(due to cracking).......... K = 1.00 Where stresses exceed 6.0(fc')^1/2 cracking of section is allowed for. Values in parentheses are (span/max deflection) ratios <....... DEFLECTION ARE ALL IN inches, DOWNWARD POSITIVE ....... > SPAN DL DL+PT DL+PT+CREEP LL DL+PT+LL+CREEP -1-------- 2-------- 3----------- 4--------------- 5--------------- 6------ 1 .01 .03 .08( 2522) .00(41243) .08( 2376) 2 .20 .05 .16( 1982) .07( 4377) .24( 1364) 3 .12 .04 .12( 2770) .04( 7624) .16( 2032) 4 .25 .05 .15( 2187) .09( 3542) .24( 1352) 5 -.08 -.01 -.02( 7280) -.03( 5852) -.05( 3244) 6 .46 .19 .56( 581) .17( 1938) .72( 447) ADAPT - STRUCTURAL CONCRETE SOFTWARE SYSTEM ADAPT -PT Version 7.10 Date: 7M2006 Time: 11:23:13 AM File: 2n"and@11.00 1- PROJECT TITLE Embassy Suites (401.2149.1) 1.1 DESIGN STRIP 2nd Floor: Band @ 11.00 - Line (Deck Roof Load) 2 - MEMBER ELEVATION [ftl 7-M 3 - TOP REBAR 3.1 User selected 3.2 User selected 3.3 ADAPT selected 3.4 ADAPT selected !I N r�,roleyk at 0 [IM 4.2 Datum Line 4.3 CGS Distance [in] 4.5 Force 5 - BOTTOM REBAR 5.1 User selected 5.2 User selected 5.3 ADAPT selected 5.4 ADAPT selected - - ---------------------------------------------------- ----------------------------- --I --------------------------- 26#6X13'6" �T 26#6X19'0" 5 506xiav ------------------------ -------------------------------- 4' s05xM ' 6#5X1110" 6 - REQUIRED & PROVIDED BARS V. Top Bars max 2.59 2.59 [ in� required provided 6.2 Bottom Bars D. 1-�- � I I P 3. tax o.o0 3.68 7 - PUNCHING SHEAR OK=Acceptable NG=No Good , *=not applicable or not performed 7.1 Stress Ratio - - 7.2 Status I 8-LEGEND --4 Stressing End 9 - DESIGN PARAMETERS 9.1 Code: ACI-99 f. = 5 ksi fy = 60 ksi (longitudinal) fy = 60 ksi (shear) fp„ = 270 ksi 9.2 Rebar Cover: Top = 1.75 in Bottom = 1.5 in Rebar Table: ASTM - US Customary bars (Redistributed Moments) 9.3 Stressing: fg = .8 fp 9.4 Strand Area = .153 in2 2.59 10 - DESIGNER'S NOTES h - ---- ----- -- -- - --- -- ADAPT CORPORATION I STRUCTURAL CONCRETE SOFTWARE SYSTEM 1733 Woodside Road, Suite 220, Redwood City, California 94061 ------- ----------------- j ADAPT -PT FOR POST -TENSIONED BEAM/SLAB DESIGN I I Version 7.10 AMERICAN (ACI 318-99/UBC-97) I ADAPT CORPORATION - Structural Concrete Software System I 1733 Woodside Road, Suite 220, Redwood City, California 94061 I Phone: (650)306-2400, Fax: (650)364-4678 I Email: Support@AdaptSoft.com, Web site: http://www.AdaptSoft.com j DATE AND TIMEOFPROGRAM EXECUTION: Jul 7,2006 At Time: 11:23 PROJECT FILE: 2nd-Band@11.00 P R O J E C T T I T L E: Embassy Suites (401.2149.1) 2nd Floor: Band @ 11.00 - Line (Deck Roof Load) 1- USER SPECIFIED G E N E R A L D E S I G N P A R A M E T E R S CONCRETE: STRENGTH at 28 days, for BEAMS/SLABS ............. 5000.00 psi for COLUMNS ................. 5000.00 psi MODULUS OF ELASTICITY for BEAMS/SLABS ............ for COLUMNS ................ CREEP factor for deflections for BEAMS/SLABS ..... CONCRETE WEIGHT .................................. SELF WEIGHT ...................................... TENSION STRESS limits (multiple of (f'c)1/2) AtTop .......................................... AtBottom ....................................... COMPRESSION STRESS limits (multiple of (f'c)) At all locations ................................. REINFORCEMENT: YIELD Strength ................................... Minimum Cover at TOP ............................. Minimum Cover at BOTTOM .......................... POST -TENSIONING: SYSTEM ........................................... Ultimate strength of strand ...................... 4030.00 ksi 4030.50 ksi 2.00 NORMAL 150.00 pcf 6.000 6.000 .450 60.00 ksi 1.75 in 1.50 in UNBONDED 270.00 ksi Page 2 (2nd-Band@11.00) -------------------------------------- Average effective stress in strand (final) ....... Strand area ....................................... Min CGS of tendon from TOP ........................ Min CGS of tendon from BOTTOM for INTERIOR spans.. Min CGS of tendon from BOTTOM for EXTERIOR spans.. Min average precompression ....................... Max spacing between strands (factor of slab depth) Tendon profile type and support widths............ ADAPT -PT V- 7.10 ACI-99 --------------------- 175.00 ksi .153 in^2 1.50 in 1.25 in 1.75 in 125.00 psi 8.00 (see section 9) ANALYSIS OPTIONS USED: Structural system ....(using EQUIVALENT FRAME).... TWO-WAY Moments REDUCED to face of support ............... YES Limited plastification allowed(moments redistributed) YES 2- I N P U T G E O M E T R Y 2.1.1 PRINCIPAL SPAN DATA OF UNIFORM SPANS S --------------------------------------------------------- FI I I TOP (BOTTOM/MIDDLE( I P 01 1 I FLANGE I FLANGE I REF I MULTIPLIER A RI LENGTHI WIDTH DEPTHI width thick.) width thick.IHEIGHTI left right N MI ft I in in I in in I in in I in 1 -1-----3---- 4------- 5------- 6------- 7------ 8------ 9------ 10---- 11----- 12---- 13- C 2 7.00 36.00 36.00 324.00 7.50 36.00 .50 .50 1 2 36.00 36.00 36.00 324.00 7.50 36.00 .50 .50 2 2 32.00 36.00 36.00 324.00 7.50 36.00 .50 .50 --------------------- LEGEND: 1 - SPAN C = Cantilever 2.2 - S U P P O R T W I D T H 3 - FORM 1 = Rectangular section 2 = T or Inverted L section 3 = I section 4 = Extended T or L section 7 = Joist 8 = Waffle 11 - Top surface to reference line A N D C O L U M N D A T A SUPPORT <------- LOWER COLUMN ------> <------ UPPER COLUMN ------> WIDTH LENGTH B(DIA) D CBC* LENGTH B(DIA) D CBC* t, Page 3 ------------------------------------------------------------------------------ (2nd-Band@11.00) ADAPT -PT V- 7.10 ACI-99 JOINT in ft in in ft in in --1------- 2--------- 3------- 4------- 5----- 6--------- 7------- 8------- 9---- 10--- 1 16.00 12.00 16.00 16.00 (2) 12.00 14.00 14.00 (2) 2 16.00 12.00 16.00 16.00 (2) 12.00 14.00 14.00 (2) 3 12.00 12.00 24.00 12.00 (2) 12.00 24.00 12.00 (2) *THE COLUMN BOUNDARY CONDITION CODES (CBC) Fixed at both ends ...(STANDARD) ............................. = 1 Hinged at near end, fixed at far end ......................... = 2 Fixed at near end, hinged at far end ......................... = 3 Fixed at near end, roller with rotational fixity at far end .. = 4 3- I N P U T ------------ A P P L I E D L O A D I N G < --- CLASS --- > <-------------- TYPE -------------------> D = DEAD LOAD U = UNIFORM P = PARTIAL UNIFORM L = LIVE LOAD C = CONCENTRATED M = APPLIED MOMENT Li= LINE LOAD SW= SELF WEIGHT Computed from geometry input and treated as dead loading Unit selfweight W = 150.0 pcf Intensity ( From ... To ) ( M or C ...At) Total on Trib SPAN CLASS TYPE k/ft^2 ( ft ft ) (k-ft or k ...ft) k/ft -1----- 2------ 3-------- 4---------- 5-------- 6--------- 7------- 8--------- 9------ CANT L U .100 .00 7.00 2.700 CANT D U .028 .00 7.00 .756 CANT SW U .00 7.00 3.600 1 L U .040 .00 36.00 1.080 1 L C 48.60 14.50 1 D U .028 .00 36.00 .756 1 D C 188.90 14.50 1 SW U .00 36.00 3.600 2 L P .040 .00 16.00 1.080 2 L P .020 16.00 32.00 .540 2 D U .039 .00 32.00 1.053 2 SW U .00 32.00 3.600 NOTE: LIVE LOADING is SKIPPED with a skip factor of 1.00 ti Page 4 (2nd-Band@11.00) ADAPT -PT V- 7.10 ACI-99 ------------------------------------------------------------------------------ 3.1 - LOADING AS APPEARS IN USERS INPUT SCREEN PRIOR TO PROCESSING UNIFORM (k/ft^2), ( CON. or PART. ) ( M 0 M E N T ) SPAN CLASS TYPE LINE(k./ft) ( k@ft or ft-ft ) ( k-ft @ ft ) -1----- 2------ 3--------- 4------------ 5------- 6----------- 7------- 8------------ CANT L U .100 CANT D U .028 1 L U .040 1 L C 48.60 14.50 1 D U .028 1 2 D C P 188.90 14.50 �- 16.00 'ram 'T� l L .040 .00 �� 2 L P .020 16.00 32.00 of -i_ 2• 2 D U .039 NOTE: SELFWEIGHT INCLUSION REQUIRED LIVE LOADING is SKIPPED with a skip factor of 1.00 5- D E A D L 0 A D M 0 M E N T S, SHEARS & REACT IONS < 5.1 S P A N M 0 M E N T S (k-ft) > < 5.2 SPAN SHEARS (k) > SPAN M(1)* Midspan M(r)* SH(1) SH(r) --1--------- 2-------------- 3--------------- 4-------------- 5----------- 6------- CANT ----- ----- -106.72 ---- 30.49 1 -106.75 1405.56 -1232.53 -159.95 185.76 2 -1232.50 -20.67 .00 -112.96 35.93 Note: * = Centerline moments JOINT < 5.3 REACTIONS (k) > <- 5.4 COLUMN MOMENTS (k-ft) -> --1--------------- 2---------------- Lower columns ---- Upper columns----- 1190.44 .00 .00 2 298.73 .00 .00 3 35.93 .00 .00 6- L I V E L 0 A D M O M E N T S, SHEARS & REACT IONS Page 5 (2nd-Band@11.00) ADAPT -PT V- 7.10 ACI-99 ------------------------------------------------------------------------------ <-- 6.1 L I V E L 0 A D SPAN MOMENTS (k-ft) and SHEAR FORCES (k) --> <----- left* -----> <--- midspan ---> <---- right* -----> <--SHEAR FORCE--> SPAN max min max min max min left right -1------- 2--------- 3-------- 4-------- 5--------- 6--------- 7-------- 8-------- 9-- CL ----- ------ -66.15 ----- 18.90 1 -66.16 -.01 402.89 -49.71-299.61 -33.28 -43.88 47.34 2-299.60 -33.28 87.04-124.40 .00 .00 -24.48 9.76 Note: * = Centerline moments <- 6.2 REACTIONS (k) -> <-------- 6.3 COLUMN MOMENTS (k-ft)--------> <--- LOWER COLUMN ---> <--- UPPER COLUMN ---> JOINT max min max min max min --1----------- 2---------- 3------------ 4---------- 5------------ 6---------- 7---- 1 62.78 19.81 .00 .00 .00 .00 2 71.82 15.25 .00 .00 .00 .00 3 9.76 -7.78 .00 .00 .00 .00 Note: Block 6.1 through 6.3 values are maxima of all skipped loading cases 7- M 0 M E N T S REDUCED TO FACE -OF -SUPPORT 7.1 R E D U C E D DEAD LOAD MOMENTS (k-ft) SPAN <- left* -> <- midspan -> <- right* -> --1--------------- 2------------- 3------------- 4------------------------------- CANT ----- ----- -87.33 1 -1.09 1405.83 -1110.00 2 -1158.33 -20.67- 17.38 Note: * = face -of -support 7.2 R E D U C E D LIVE LOAD MOMENTS (k-ft) <----- left* ------> <---- midspan ----> <----- right* -----> SPAN max min max min max min -1---------- 2---------- 3----------- 4---------- 5----------- 6---------- 7----- CL ----- ----- -54.15 Page ------------------------------------------------------------------------------ 6 (2nd-Band@11.00) ADAPT -PT V- 7.10 ACI-99 1 -65.54 27.45 402.92 -49.71 -268.25 -33.88 2 -283.50 -22.74 87.00-124.42 -3.89 4.81 Note: * = face -of -support 8 - SUM OF DEAD AND LIVE MOMENTS (k-ft) Maxima of dead load and live load span moments combined for serviceability checks ( 1.00DL + 1.00LL ) <----- left* ------> <---- midspan ----> <----- right* -----> SPAN max min max min max min -1---------- 2---------- 3----------- 4---------- 5----------- 6---------- 7----- CL ----- ----- -141.48 1 -66.63 26.36 1808.75 1356.13 -1378.25-1143.88 2 -1441.83-1181.07 66.33-145.08 13.50 22.19 Note: * = face -of -support 9 - SELECTED POST -TENSIONING FORCES AND TENDON PROFILES 9.1 PROFILE TYPES AND PARAMETERS LEGEND: For Span: 1 = reversed parabola 2 = simple parabola with straight portion over support 3 = harped tendon For Cantilever: 1 = simple parabola 2 = partial parabola 3 = harped tendon 9.2 T E N D O N P R O F I L E TYPE X1/L X2/L X3/L A/L ---------- 1-------- 2---------- 3---------- 4---------- 5------ CANT 1 .100 1 1 .100 .500 .100 .000 2 1 .100 .500 .100 .000 Page 7 (2nd-Band@11.00) ADAPT -PT V- 7.10 ACI-99 ------------------------------------------------------------------------------ 9.3 - SELECTED POST -TENSIONING FORCES AND TENDON DRAPE Tendon editing mode selected: FORCE SELECTION <-------- SELECTED VALUES --------> <--- CALCULATED VALUES ---> FORCE <- DISTANCE OF CGS (in) -> P/A Wbal Wbal SPAN (k/-) Left Center Right (psi) (k/-) (%DL) --1---------- 2--------- 3-------- 4-------- 5----------- 6---------- 7-------- 8-- CANT 964.800 27.00 27.00 279.17 .000 0 1 964.800 27.00 3.00 34.50 279.17 13.772 143 2 964.800 34.50 27.00 27.00 279.17 2.355 51 Approximate weight of strand ........................... 1500.6 LB 9.5 REQUIRED MINIMUM POST -TENS TONING FORCES (kips) <- BASED ON STRESS CONDITIONS_-> <- BASED ON MINIMUM P/A -> SPAN LEFT* CENTER RIGHT* LEFT CENTER RIGHT --1---------- 2---------- 3---------- 4--------------- 5--------- 6--------- 7---- CANT ----- ----- .00 ----- ----- 432.00 1 .00 709.41 75.65 432.00 432.00 432.00 2 106.05 .00 .00 432.00 432.00 432.00 Note: * = face -of -support 9.6 S E R V I C E S T R E S S E S (psi) (tension shown positive) L E F T -- R I G H T* TOP BOTTOM TOP BOTTOM max-T max-C max-T max-C max-T max-C max-T max-C -1------ 2-------- 3-------- 4-------- 5---------- 6-------- 7-------- 8-------- 9-- CL ----- ----- ----- ----- ------251.49 ------416.63 1 ----- -290.17 - ----342.07 ------290.08 ------487.45 2 ----- -280.90 -541.70 ------292.70 ------248.04 Note: * = face -of -support C E N T E R Page 8 (2nd-Band@11.00) ADAPT -PT V- 7.10 ACI-99 -------------------------------------------------------------------------------- TOP BOTTOM max-T max-C max-T max-C -1------------------------ 2-------- 3-------- 4-------- 5---------------------- CL----- ----- ----- ----- 1 ------342.66 ------555.86 2 ------407.69 101.11-115.92 9.7 POST -TENSIONING B A L A N C E D M O M E N T S, SHEARS & REACTIONS <-- S P A N M 0 M E N T S (k-ft) --> <-- SPAN SHEARS (k )--> SPAN left* midspan right* SH(1) SH(r) --1---------2-------------- 3-------------- 4--------------- 5---------- 6------ CANT ----- ----- 7.56 ----- .00 1 5.34-1625.83 1175.00 -16.47 -16.47 2 1185.83 304.08 16.82 18.53 18.53 Note: * = face -of -support <--REACTIONS (k )--> <-- COLUMN MOMENTS (k-ft) --> -joint ------------ 2----------------- Lower columns ----- Upper columns----- 1 16.470 .000 .000 2-35.010 .000 .000 3 18.530 .000 .000 10 - F A C T O R E D M O M E N T S & R E A C T I O N S Calculated as ( 1.40D + 1.70L + 1.00 secondary moment effects) 10.1 FACTORED DESIGN MOMENTS (k-ft) <----- left* ------> <---- midspan ----> <----- right* -----> SPAN max min max min max min -1---------- 2---------- 3----------- 4---------- 5----------- 6---------- 7----- CL ----- ----- -214.32 1 -101.96 56.12 2949.23 2179.81 -1428.03-1029.60 2 -1523.03 -1079.74 415.52 56.07 26.99 41.78 Note: * = face -of -support Page 9 (2nd-Band@11.00) ADAPT -PT V- 7.10 ACI-99 ------------------------------------------------------------------------------ 10.2 SECONDARY MOMENTS (k-ft) SPAN <-- left* --> <- midspan -> <-- right* --> -1----------- 2---------------- 3---------------- 4-------- 1 10.98 296.50 582.00 2 580.58 296.50 9.27 Note: * = face -of -support 10.3 FACTORED REACTIONS 10.4 FACTORED COLUMN MOMENTS (k-ft) (k) <-- LOWER column --> <-- UPPER column --> JOINT max min max min max min -1---------- 2---------- 3----------- 4---------- 5----------- 6---------- 7----- 1 389.76 316.71 .00 .00 .00 .00 2 505.26 409.10 .00 .00 .00 .00 3 85.42 55.61 .00 .00 .00 .00 11 - M I L D S T E E L Support cut-off length for minimum steel(length/span) ... .17 Span cut-off length for minimum steel(length/span) ... .33 Top bar extension beyond where required ............. 12.00 in Bottom bar extension beyond where required ............. 12.00 in REINFORCEMENT based on PLASTIC REDISTRIBUTION of factored moments ------------------------------------------------------------------------------ 11.5 TOTAL WEIGHT OF REBAR = 561.2 lb AVERAGE _ .3 psf TOTAL AREA COVERED = 2024.99 ft^2 11.6.1 REDISTRIBUTED DESIGN MOMENTS (k-ft) REDISTRIBUTION <--- left* ----> <-- midspan --> <--- right* ---> COEFFICIENT(%) SPAN max min max min max min left right -1--------- 2-------- 3--------- 4-------- 5--------- 6-------- 7-------- 8------- 9-- CL -214.42 -122.34 1 -98.73 57.15 3057.58 2329.41-1136.94 -818.74 .00 18.22 2-1232.53 -869.99 523.86 205.66 29.87 43.12 18.22 .00 Note: Page 10 (2nd-Band@11.00) ADAPT -PT V- 7.10 ACI-99 * = face -of -support 11.7.1 R E D I S T R I B U T E D STEEL AT M I D- S P A N T 0 P B 0 T T 0 M As DIFFERENT REBAR CRITERIA As DIFFERENT REBAR CRITERIA SPAN (in^2) <--- ULT ----- TENS -------- > (in^2) <--- ULT ----- TENS -------- > --1------ 2--------- 3------- 4------- 5----------- 6--------- 7------- 8------- 9---- 1 .00 ( .00 .00 .00) 3.68 ( 3.68 3.55 .001) 2 .00 ( .00 .00 .00) .00 ( .00 .00 .00) 11.8.1 R E D I S T R I B U T E D STEEL AT S U P P O R T S T 0 P B O T T O M As DIFFERENT REBAR CRITERIA As DIFFERENT REBAR CRITERIA JOINT (in^2) <--- ULT ----- MIN --------- > (in^2) <--- ULT ----- MIN --------- > --1------ 2--------- 3------- 4------- 5----------- 6--------- 7------- 8------- 9---- 1 2.59 ( .00 2.59 .00) .00 ( .00 .00 .00) 2 2.59 ( .00 2.59 .00) .00 ( .00 .00 .00) 3 2.59 ( .00 2.59 .00) .00 ( .00 .00 .00) 11.2.2 & 11.3.2 LISTING OF THE ENTIRE PROVIDED REBAR ---------------------------------------------------- SPAN ID LOCATION NUM BAR LENGTH [ft] AREA [in ^2] --1---- 2----- 3------ 4---- 5------- 6--------- 7---------- 0 1 T 6# 6 x 13'6" 2.64 ------------------------------------------------------ 1 2 T 6# 6 x 19'0" 2.64 1 3 B 6# 5 x 11'0" 1.86 1 4 B 6# 5 x 716" 1.86 ------------------------------------------------------- 2 ------------------------------------------------------ 5 T 6# 6 x 10'0" 2.64 Notes: Bar location - T = Top, B = Bottom. NUM - Number of bars. For two-way systems a minimum of 4 bars is specified over the supports. Refer to tables 11.5.1,11.5.2 and PTsum graphical display for positioning of bars. 11.5.1 ARRANGEMENT OF TOP BARS ------------------ TOP STEEL -----------------I SPAN 1 ID LOCATION I NUM BAR LENGTH [ft]1 --1---- 1--2------ 3----- I --- 4---- 5------ 6------- I 0 1 1 RIGHT 1 6# 6 x 311" 1 Page 11 ------------ __----- 1 ------------- { 1 LEFT 1 { 2 RIGHT 2 ---- { 2 ------ LEFT 2 ------- { 5 RIGHT ----- (2nd7Band@11.00) ------------------------- {-----------------------I I 6 # 6 x 10'0" { j 6# 6 x 10'0" I ------------------- { 6 # 6- x 9' 0" l I 6# 6 x 10'0" j I------------------------� 11.5.2 ARRANGEMENT OF BOTTOM BARS BOTTOM STEEL SPAN I ID LOCATION { NUM BAR LENGTH [ft]I --1---- j--2------ 3----- ---4---- 5------ 6------- I 1 { 3 CENTER { 6# 5 x 1110" 1 -------I----- 1 4 CENTER ----I------------------------) I 6# 5 x 715" 13 - MAXIMUM S P A N D E F L E C T I O N S ADAPT -PT V- 7.10 ACI-99 --------------------- Concrete's modulus of elasticity .............. Ec = 4030.00 ksi Creep factor ............................... . K = 2.00 Ieffective/Igross ... (due to cracking).......... K = 1.00 Where stresses exceed 6.0(fc')^1/2 cracking of section is allowed for. Values in parentheses are (span/max deflection) ratios <....... DEFLECTION ARE ALL IN inches, DOWNWARD POSITIVE ....... > SPAN DL DL+PT DL+PT+CREEP LL DL+PT+LL+CREEP -1-------- 2-------- 3----------- 4--------------- 5--------------- 6------ CANL -.15 .02 .06( 1518) -.03( 2499) .02( 3871) 1 .22 -.05 -.15( 2950) .06( 7783) -.09( 4751) 2 -.03 .04 .13( 2860)-.01(37102) .12( 3099) ADAPT - STRUCTURAL CONCRETE SOFTWARE SYSTEM ADAPT -PT Version 7.10 Date: 6/27/2006 Time: 11:31:53 AM File: 2nd-Band@15.00 1- PROJECT TITLE Embassy Suites (401.2149.1) u �S C «C 1.1 DESIGN STRIP 2nd Floor: Band @ 15.00 - Line (Roof Deck Loading) 2 - MEMBER ELEVATIO [ft] 3 - TOP REBAR 3.1 User selected 3.2 User selected 3.3 ADAPT selected 3.4 ADAPT selected 4 - TENDON PROFII 4.2 Datum Line 4.3 CC'S Distance [in] 4.5 Farce 5 - BOTTOM REBAF 5.1 User selected 5.2 User selected 5.3 ADAPT selected 5.4 ADAPT selected 6 - REQUIRED & PF 6.1 Top Bars rin equired provided 6.2 Bottom Bars 7 - PUNCHING SHEAR ; OK=Acceptable NG=No Good , '=not applicable ' or not performed I 7.1 Stress Ratio --- 66 .62 .39 7.2 Status OK OK OK 8-LEGEND -4 Stressing End •1 Dead End 9 - DESIGN PARAMETERS 9.1 Code: ACI-99 f� = 5 ksi fy = 60 ksi (longitudinal) fy = 60 ksi (shear) fpu = 270 ksi 9.2 Rebar Cover: Top = 1.75 in Bottom = 1.5 in Rebar Table: ASTM - US Customary bars (Redistributed Moments) 9.3 Stressing: fq = .8 fp 9.4 Strand Area = .153 in2 10 - DESIGNER'S NOTES ------------------------------------------------------------------------------ 'ADAPT CORPORATION STRUCTURAL CONCRETE SOFTWARE SYSTEM f 1733 Woodside Road, Suite 220, Redwood City, California 94061 I ------------------------------------------------------------------------------ ADAPT-PT FOR POST -TENSIONED BEAM/SLAB DESIGN j j Version 7.10 AMERICAN (ACI 318-99/UBC-97) j ADAPT CORPORATION - Structural Concrete Software System I' 1733 Woodside Road, Suite 220, Redwood City, California 94061 I Phone: (650)306-2400, Fax: (650)364-4678 I Email: Support@AdaptSoft.com, Web site: http://www.AdaptSoft.com J ------------------------------------------------------------------------------ DATE AND TIME OF PROGRAM EXECUTION: Jun 27,2006 At Time: 11:33 PROJECT FILE: 2nd-Band@15.00 P R O J E C T T I T L E: Embassy Suites (401.2149.1) 2nd Floor: Band @ 15.00 - Line (Roof Deck Loading) 1- USER SPECIFIED G E N E R A L D E S I G N P A R A M E T E R S CONCRETE: STRENGTH at 28 days, for BEAMS/SLABS ............. 5000.00 psi for COLUMNS ................. 5000.00 psi MODULUS OF ELASTICITY for BEAMS/SLABS ............ 4030.00 ksi for COLUMNS 4030.50 ksi CREEP factor for deflections for BEAMS/SLABS 2.00 CONCRETE WEIGHT .................................. NORMAL SELF WEIGHT ...................................... 150.00 pcf TENSION STRESS limits (multiple of (f'c)1/2) AtTop .......................................... 6.000 At Bottom ....................................... 6.000 COMPRESSION STRESS limits (multiple of (f'c)) At all locations ................................. .450 REINFORCEMENT: YIELD Strength ................................... 60.00 ksi Minimum Cover at TOP 1.75 in Minimum Cover at BOTTOM .......................... 1.50 in POST -TENSIONING: r SYSTEM ........................................... UNBONDED Ultimate strength of strand 270.00 ksi Page 2 (2nd-Band@15.00) ADAPT -PT V- 7.10 ACI-99 ------------------------------------------------------------------------------ Average effective stress in strand (final) ....... Strandarea ....................................... Min CGS of tendon from TOP ........................ Min CGS of tendon from BOTTOM for INTERIOR spans.. Min CGS of tendon from BOTTOM for EXTERIOR spans.. Min average precompression ....................... Max spacing between strands (factor of slab depth) Tendon profile type and support widths............ 175.00 ksi .153 in^2 1.50 in 1.25 in 1.75 in 125.00 psi 8.00 (see section 9) ANALYSIS OPTIONS USED: Structural system ....(using EQUIVALENT FRAME).... TWO-WAY Moments REDUCED to face of support ............... YES Limited plastification allowed(moments redistributed) YES 2- I N P U T G E O M E T R Y 2.1.1 PRINCIPAL SPAN DATA OF UNIFORM SPANS S F[ I I TOP ].BOTTOM/MIDDLEI I P 01 I I FLANGE I FLANGE I REF I MULTIPLIER A RI LENGTHI WIDTH DEPTHI width thick.I width thick.IHEIGHTI left right N MI ft I in in I in in I in in I in I -1----- 3---- 4------- 5------- 6------- 7------ 8------ 9------ 10---- 11----- 12---- 13- C 1 7.00 12.00 7.50 7.50 13.50 7.00 1 1 14.00 12.00 7.50 7.50 13.50 7.00 2 1 22.00 12.00 7.50 7.50 13.50 7.00 3 ------------------------------------------------------------------------------ 2 32.00 36.00 15.50 246.00 7.50 7.50 .66 .34 LEGEND: 1 - SPAN C = Cantilever 3 - FORM 1 = Rectangular section 2 = T or Inverted L section 3 = I section 4 = Extended T or L section 7 = Joist 8 = Waffle 11 - Top surface to reference line 2.1.5 - D R 0 P C A P A N D D R 0 P P A N E L D A T A ------------ CAPT CAPB CAPDL CAPDR DROPTL DROPTR DROPB DROPL DROPR JOINT in in in in in in in in in Page ------------------------------------------------------------------------------ 3 (2nd-Band@15.00) ADAPT -PT V- 7.10 ACI-99 --1------2-------3-------4-------5---------6-------7-------8-------9-------10- 1 .00 .00 .00 .00 .00 .00 .00 .00 .00 2 .00 .00 .00 .00 .00 .00 .00 .00 .00 3 15.50 36.00 24.00 .00 .00 .00 .00 .00 .00 4 .00 .00 .00 .00 .00 .00 .00 .00 .00 ------------ LEGEND: DROP CAP DIMENSIONS: CAPT = Total depth of cap CAPB = Transverse Width CAPDL = Extension left of joint CAPDR = Extension right of joint ----------------------------------- DROP PANEL DIMENSIONS: DROPTL = Total depth left of joint DROPTR = Total depth right of joint DROPB = Transverse Width DROPL = Extension left of joint DROPR = Extension right of joint 2.2 - S U P P O R T W I D T H A N D C O L U M N D A T A SUPPORT <------- LOWER COLUMN ------> <------ UPPER COLUMN ------> WIDTH LENGTH B(DIA) D CBC* LENGTH B(DIA) D CBC* JOINT in ft in in ft in in --1------- 2--------- 3------- 4------- 5----- 6--------- 7------- 8------- 9---- 10--- 1 16.00' 12.00 16.00 16.00 (2) 12.00 14.00 14.00 (2) 2 16.00 12.00 16.00 16.00 (2) 12.00 14.00 14.00 (2) 3 16.00 12.00 16.00 16.00 (2) 12.00 14.00 14.00 (2) 4 12.00 12.00 36.00 12.00 (2) 12.00 36.00 12.00 (2) *THE COLUMN BOUNDARY CONDITION CODES (CBC) Fixed at both ends ...(STANDARD) ............................. = 1 Hinged at near end, fixed at far end ......................... = 2 Fixed at near end, hinged at far end ......................... = 3 Fixed at near end, roller with rotational fixity at far end .. = 4 3- I N P U T A P P L I E D L O A D I N G < --- CLASS --- > <-------------- TYPE ------------------- > D = DEAD LOAD U = UNIFORM P = PARTIAL UNIFORM L = LIVE LOAD C = CONCENTRATED M = APPLIED MOMENT Li= LINE LOAD Page 4 (2nd-Band@15.00) ADAPT -PT V- 7.10 ACI-99 ----------------------------------------------------- SW= SELF WEIGHT Computed from geometry input and treated as dead loading Unit selfweight W = 150.0 pcf Intensity ( From ... To ) ( M or C ...At) Total on Trib SPAN CLASS TYPE k/ft^2 ( ft ft ) (k-ft or k ...ft) k/ft -1----- 2------ 3-------- 4---------- 5-------- 6--------- 7------- 8--------- 9------ CANT L U .100 .00 7.00 2.050 CANT D U .026 .00 7.00 .533 CANT SW P .00 7.00 1.922 1 L U .040 .00 14.00 .820 1 D U .026 ..00 14.00 .533 1 SW P .00 14.00 1.922 2 L U .040 .00 20.00 .820 2 L U .040 20.00 22.00 .820 2 D U .026 .00 20.00 .533 2 D U .026 20.00 22.00 .533 2 SW P .00 20.00 1.922 2 SW P 20.00 22.00 2.222 3 L P .040 .00 16.00 .820 3 L P .020 16.00 32.00 .410 3 D U .017 .00 32.00 .349 3 SW P .00 32.00 2.222 NOTE: LIVE LOADING is SKIPPED with a skip factor of 1.00 3.1 - LOADING AS APPEARS IN USERS INPUT SCREEN PRIOR TO PROCESSING UNIFORM (k/ft^2), ( CON. or PART. ) ( M 0 M E N T ) SPAN CLASS TYPE LINE(k/ft) ( k@ft or ft-ft ) ( k-ft @ ft ) -1----- 2------ 3--------- 4------------ 5------- 6----------- 7------- 8------------ CANT L U .100 CANT D U .026 1 L U .040 / 1 D U .026 2 L U .040-' 2 D U 026 3 L P 040 .00 16.00 Y �A 3 L P .020 16.00 32.00 . �� of 57J � 3 D U .017 �e""„A` NOTE: SELFWEIGHT INCLUSION REQUIRED Page 5 ------------------------------------------------------------------------------- (2nd-Band@15.00) ADAPT -PT V- 7.10 ACI-99 LIVE LOADING is SKIPPED with a skip factor of 1.00 5- D E A D L 0 A D M O M E N T S, S H E A R S & R E A C T I O N S < 5.1 S P A N M O M E N T S (k-ft) > < 5.2 SPAN SHEARS (k) > SPAN M(1)* Midspan M(r)* SH(1) SH(r) CANT ----- ----- -60.14 ----- 17.18 1 -60.14 11.53 -37.09 -18.83 15.54 2 -37.09 21.82 -216.92 -18.86 35.75 3 -216.91 220.56 .01 -47.90 34.35 Note: * = Centerline moments JOINT < 5.3 REACTIONS (k) > <- 5.4 COLUMN MOMENTS (k-ft) -> --1--------------- 2---------------- Lower columns ---- Upper columns ----- 1 36.01 .00 .00 2 34.39 .00 .00 3 83.66 .00 .00 4 34.35 .00 .00 6- L I V E L 0 A D M O M E N T S, S H E A R S & R E A C T I O N S <-- 6.1 L I V E L 0 A D SPAN MOMENTS (k-ft) and SHEAR FORCES (k) --> <----- left* -----> <--- midspan ---> <---- right* -----> <--SHEAR FORCE--> SPAN -max min max min max min left right -1------- 2--------- 3-------- 4-------- 5--------- 6--------- 7-------- 8-------- 9-- CL ----- ----- -50.22 ----- 14.35 1 -50.23 .00 20.89 -30.56 -30.67 12.58 -10.23 7.93 2 -30.67 12.58 28.26 -14.83 -66.28 -24.52 -9.30 12.01 3 -66.27 -24.52 63.10 -15.90 .00 .00 -13.55 7.22 Note: * = Centerline moments <- 6.2 REACTIONS (k) -> <-------- 6.3 COLUMN MOMENTS (k-ft) -- -----> <--- LOWER COLUMN ---> <--- UPPER COLUMN ---> Page 6 ------------------------------------------------------------------------------ (2nd-Band@15.00) ADAPT -PT V- 7.10 ACI-99 JOINT max min max min max min --1----------- 2---------- 3------------ 4---------- 5------------ 6---------- 7---- 1 24.58 3.55 .00 .00 .00 .00 2 17.23 -.92 .00 .00 .00 .00 3 25.56 9.51 .00 .00 .00 .00 4 7.22 -.99 .00 .00 .00 .00 Note: Block 6.1 through 6.3 values are maxima of all skipped loading cases 7- M 0 M E N T S REDUCED TO FACE -OF -SUPPORT 7.1 R E D U C E D DEAD LOAD MOMENTS (k-ft) SPAN <- left* -> <- midspan -> <- right* -> --1--------------- 2------------- 3------------- 4------------------------------- CANT ----- ----- -49.23 1 -48.13 11.53 -27.27 2 -25.07 21.82 -193.67 3 -185.58 220.58 16.86 Note: * = face -of -support 7.2 R E D U C E D LIVE LOAD MOMENTS (k-ft) <----- left* ------> <---- midspan ----> <----- right* -----> SPAN max min max min max min -1---------- 2---------- 3----------- 4---------- 5----------- 6---------- 7----- CL ----- -41.12 1 -48.35 3.72 20.88 -30.56 -25.56 13.23 2 -24.65 11.13 28.27 -14.82 -58.45 -18.88 3 -57.42 -23.12 63.10 -15.90 -.50 3.56 Note: * = face -of -support 8 - SUM OF DEAD AND LIVE MOMENTS (k-ft) Maxima of dead load and live load span moments combined for serviceability checks ( 1.00DL + 1.00LL ) Page 7 ------------ (2nd-Band@15.00) ADAPT -PT V- 7.10 ACI-99 ---------------------------------------------------- <----- left* ------> <---- midspan SPAN max min max -1---------- 2---------- 3----------- 4------ CL----- ----- 1 -96.48 -44.41 32.41 2 -49.72 -13.93 50.08 3 -243.01 -208.70 283.68 Note: * = face -of -support ----> <----- right* -----> min max min ---5----------- 6---------- 7----- -90.35 -19.03 -52.83 -14.04 6.99 -252.12 -212.54 204.68 16.36 20.42 9 - SELECTED POST -TENSIONING FORCES AND TENDON PROFILES 9.1 PROFILE TYPES AND PARAMETERS LEGEND: For Span: 1 = reversed parabola 2 = simple parabola with straight portion over support 3 = harped tendon For Cantilever: 1 = simple parabola 2 = partial parabola 3 = harped tendon 9.2 T E N D O N TYPE Xl/L ---------- 1-------- 2-- CANT 1 1 1 .100 2 1 .100 3 1 .100 P R O F I L E X2/L X3/L -------3---------- 4-- .100 .500 .100 .500 .100 .500 .100 A/L ------- 5------ 9.3 - SELECTED POST -TENSIONING FORCES AND TENDON DRAPE Tendon editing mode selected: FORCE SELECTION <-------- SELECTED VALUES --------> <--- CALCULATED VALUES ---> FORCE <- DISTANCE OF CGS (in) -> P/A Wbal Wbal SPAN (k/-) Left Center Right (psi) (k/-) (%DL) Page 8 ------------------------------------------------------------------------------ (2nd-Band@15.00) ADAPT -PT V- 7.10 ACI-99 --1----------2---------3--------4--------5-----------6----------7--------8-- CANT 348.400 3.75 3.75 188.83 .000 0 1 348.400 3.75 3.75 6.00 188.83 1.333 54 2 348.400 6.00 2.50 6.00 188.83 1.680 68 3 348.400 6.00 -5.00 2.75 163.34 2.126 83 Approximate weight of strand ........................... 567.8 LB 9.5 REQUIRED MINIMUM POST -TENSIONING FORCES (kips) <- BASED ON STRESS CONDITIONS -> <- BASED ON MINIMUM P/A -> SPAN LEFT* CENTER RIGHT* LEFT CENTER RIGHT --1---------- 2---------- 3---------- 4--------------- 5--------- 6--------- 7---- CANT ----- ----- 84.62 ----- ----- 230.63 1 151.14 .00 .00 230.63 230.63 230.63 2 .00 .00 99.77 230.63 230.63 266.63 3 85.81 317.64 .00 266.63 266.63 266.63 Note: * = face -of -support 9.6 S E R V I C E S T R E S S E S (psi) (tension shown positive) L E F T* R I G H T* TOP BOTTOM TOP BOTTOM max-T max-C max-T max-C max-T max-C max-T max-C -1------ 2-------- 3-------- 4--- ----- 5---------- 6-------- 7-------- 8-------- 9-- CL ----- ----- ----- ----- 281.29 ----- ----- -658.96 1 322.75 ----- ------700.42 ------249.34 ----- -330.17 2 ------263.37 ------300.49 43.49 -47.09 ----- -624.92 3 20.52 -58.01 -----573.64 ------213.18 ----- -72.84 Note: * = face -of -support C E N T E R TOP BOTTOM max-T max-C max-T max-C -1------------------------ 2-------- 3-------- 4-------- 5---------------------- CL----- ----- ----- ----- 1 10.45-257.26 ------388.12 2 ------345.68 ------256.19 3 ------382.18 325.04 -78.48 Page 9 (2nd-Band@15.00) ADAPT -PT V- 7.10 ACI-99 9.7 POST -TENSIONING B A L A N C E D M 0 M E N T S, SHEARS & REACTIONS <-- S P A N M 0 M E N T S (k-ft) --> <-- SPAN SHEARS (k )--> SPAN left* midspan right* SH(1) SH(r) --1--------- 2-------------- 3-------------- 4--------------- 5---------- 6------ CANT ----- ----- .00 ----- .00 1 -1.84 -19.27 25.67 2.75 2.75 2 28.26 -19.93 161.75 -4.99 -4.99 3 162.67 -188.08 1.36 2.23 2.23 Note: * = face -of -support <--REACTIONS (k )--> <-- COLUMN MOMENTS (k-ft) --> -joint ------------ 2----------------- Lower columns ----- Upper columns----- 1 -2.752 .000 .000 2 7.741 .000 .000 3 -7.215 .000 .000 4 2.226 .000 .000 10 - F A C T O R E D M 0 M E N T S & R E A C T I O N S Calculated -as ( 1.40D + 1.701, + 1.00 secondary moment effects) 10.1 FACTORED DESIGN MOMENTS (k-ft) <----- left* ------> <---- midspan ----> <----- right* -----> SPAN max min max min max min -1---------- 2---------- 3----------- 4---------- 5----------- 6---------- 7----- CL ----- ----- -138.82 1 -151.42 -62.90 32.38 -55.08 -118.33 -52.38 2 -112.20 -51.37 94.94 21.69 -302.59 -235.31 3 -287.69 -229.36 451.67 317.37 23.87 30.77 Note: * = face -of -support 10.2 SECONDARY MOMENTS (k-ft) SPAN <-- left* --> <- midspan -> <-- right* --> -1----------- 2---------------- 3---------------- 4-------- Page 10 (2nd-Band@15.00) ADAPT -PT V- 7.10 ACI-99 1 -1.84 -19.27 -36.69 2 -35.20 16.35 67.91 3 69.75 35.62 1.11 Note: * = face -of -support 10.3 FACTORED REACTIONS 10.4 FACTORED COLUMN MOMENTS (k-ft) (k) <-- LOWER column --> <-- UPPER column --> JOINT max min max min max min -1---------- 2---------- 3----------- 4---------- 5----------- 6---------- 7----- 1 89.45 53.70 .00 .00 .00 .00 2 85.18 54.32 .00 .00 .00 .00 3 153.36 126.07 .00 .00 .00 .00 4 62.60 48.63 .00 .00 .00 .00 11 - M I L D S T E E L Support cut-off length for minimum steel(length/span) ... .17 Span cut-off length for minimum steel(length/span) ... .33 Top bar extension beyond where required ............. 12.00 in Bottom bar extension beyond where required ............. 12.00 in REINFORCEMENT based on NO REDISTRIBUTION of factored moments ------------------------------------------------------------------------------ 11.1 TOTAL WEIGHT OF REBAR = 703.8 lb AVERAGE _ .5 psf TOTAL AREA COVERED = 1537.50 ft^2 11.2.1 S T E E L A T M I D- S P A N T 0 P B 0 T T 0 M As DIFFERENT REBAR CRITERIA As DIFFERENT REBAR CRITERIA SPAN (in^2) <--- ULT ----- TENS -------- > (in^2) <--- ULT ----- TENS -------- > --1------ 2--------- 3------- 4------- 5----------- 6--------- 7------- 8------- 9---- 1 .00 ( .00 .00 .00) .00 ( .00 .00 .00) 2 .00 ( .00 .00 .00) .00 ( .00 .00 .00) 3 .00 ( .00 .00 .00) 1.67 ( .54 1.67 .00) 11.3.1 S T E E L A T S U P P O R T S T 0 P B 0 T T 0 M As DIFFERENT REBAR CRITERIA As DIFFERENT REBAR CRITERIA Page 11 ------------- (2nd-Band@15.00) ADAPT -PT V- 7.10 ACI-99 -------------------------------------------------- JOINT (in^2) <--- ULT ----- MIN ----- ---- > (in^2) <--- ULT ----- MIN --------- > --1------ 2--------- 3------- 4------- 5----------- 6--------- 7------- 8------- 9---- 1 1.85 ( 1.85 1.38 .00) .00 ( .00 .00 .00) 2 1.38 ( .00 1.38 .00) .00 ( .00 .00 .00) 3 6.24 ( 6.24 1.82 .00) .00 ( .00 .00 .00) 4 1.60 ( .00 1.60 .00) .00 ( .00 .00 .00) 11 - M I L D S T E E L Support cut-off length for minimum steel(length/span) ... .17 Span cut-off length for minimum steel(length/span) ... .33 Top bar extension beyond where required ............. 12.00 in Bottom bar extension beyond where required 12.00 in REINFORCEMENT based on PLASTIC REDISTRIBUTION of factored moments ------------------------------------------------------------------------------ 11.5 TOTAL WEIGHT OF REBAR = 703.8 lb AVERAGE _ .5 psf TOTAL AREA COVERED = 1537.50 ft^2 11.6.1 REDISTRIBUTED DESIGN MOMENTS (k-ft) REDISTRIBUTION <--- left* ----> <-- midspan --> <--- right* ---> COEFFICIENT(%) SPAN max min max min max min left right -1--------- 2-------- 3--------- 4-------- 5--------- 6-------- 7-------- 8------- 9-- CL-138.86 -68.95 1-150.53 -62.50 37.13 -45.27 -99.70 -43.39 .00 13.76 2 -93.87 -42.65 99.70 31.51-302.79-235.81 13.76 11.73 3-289.19-224.20 451.67 317.37 22.88 29.59 .00 .00 Note: * = face -of -support 11.7.1 R E D I S T R I B U T E D STEEL AT M I D- S P A N T 0 P B 0 T T 0 M As DIFFERENT REBAR CRITERIA As DIFFERENT REBAR CRITERIA SPAN (in^2) <--- ULT ----- TENS -------- > (in ^2) <--- ULT ----- TENS -------- > --1------ 2--------- 3------- 4------- 5----------- 6--------- 7------- 8------- 9---- 1 .00 ( .00 .00 .00) .00 ( .00 .00 .00) 2 .00 ( .00 .00 .00) .00 ( .00 .00 .00) 3 .00 ( .00 .00 .00) 1.67 ( .54 1.67 .00) 11.8.1 R E D I S T R I B U T E D STEEL AT S U P P O R T S T 0 P B 0 T T 0 M Page 12 ------------------------------------------------------------------------------ (2nd-Band@15.00) ADAPT -PT V- 7.10 ACI-99 As DIFFERENT REBAR CRITERIA As DIFFERENT REBAR CRITERIA JOINT (in^2) <--- ULT ----- MIN --------- > (in^2) <--- ULT ----- MIN --------- > --1------ 2--------- 3------- 4------- 5----------- 6--------- 7------- 8------- 9---- 1 1.81 [ 1.81 1.38 .00) .00 ( .00 .00 .00) 2 1.38 ( .00 1.38 .00) .00 ( .00 .00 .00) 3 6.21 [ 6.21 1.82 .00) .00 ( .00 .00 .00) 4 1.60 { .00 1.60 .00) .00 ( .00 .00 .00) 11.2.2 & 11.3.2 LISTING OF THE ENTIRE PROVIDED REBAR SPAN ID LOCATION NUM BAR LENGTH [ft]' AREA [in^2] --1---- 2----- 3------ 4---- 5------- 6--------- 7---------- 0 1 T 5# 6 x 810" 2.20 ------------------------------------------------------ 1 2 T 4# 6 x 11'0" 1.76 ------------------------------------------------------ 2 3 T 8# 6 x 15'6" 3.52 2 4 T 7# 6 x 610" 3.08 ------------------------------------------------------ 3 5 T 4# 6 x 10'0" 1.76 3 6 B 3# 5 x 21'6" 0.93 3 ------------------------------------------------------ 7 B 3# 5 x 16'6" 0.93 Notes: Bar location - T = Top, B = Bottom. NUM - Number of bars. For two-way systems a minimum of 4 bars is specified over the supports. Refer to tables 11.5.1,11.5.2 and PTsum graphical display for positioning of bars. 11.5.1 ARRANGEMENT OF TOP BARS TOP STEEL SPAN I ID LOCATION I NUM BAR LENGTH [ft]) --1---- 1--2------ 3----- 1---4 ---- 5------ 6------- I 0 j 1 RIGHT I 5# 6 x 311" I ----------------------- 1 11 LEFT -----------------------I 1 5# 6 x 416" 1 1 1 2 RIGHT I 4# 6 x 4'6" I 2 --------------- j 2 LEFT ----------------------- 4# 6 x 616" l 2 3 RIGHT 1 8# 6 x 616" I 2 1 4 RIGHT 1 7# 6 x 3'2" I ----___ 3 I ---------- 13 LEFT 1--------------------------- 1 8# 6 x f 910" 3 j 5 RIGHT 1 4# 6 x 10'0" i Page 13 (2nd-Band@15.00) ------------------------------------------------ 3 14 LEFT 1 7# 6 x 217" ___---- I --------------- I ----------_--------------- 11.5:2 ARRANGEMENT OF BOTTOM BARS BOTTOM STEEL SPAN I ID LOCATION I NUM BAR LENGTH [ft]j --1---- 1--2------ 3----- 1---4---- 5------ 6-------� 3 1 6 CENTER I 3# 5 x 2112" j 3 1 7 CENTER I 3# 5 x 1615" I--------------- I ---------- ----------------- I 12 - PUNCHING S H E A R C H E C K LEGEND: CONDITION... 1 = INTERIOR COLUMN ADAPT -PT V- 7.10 ACI-99 ----------------------- 2 = END COLUMN 3 = CORNER COLUMN 4 = EDGE COLUMN (PARALLEL TO SPAN) 5 = EDGE BEAM, WALL, OR OTHER NON -CONFORMING GEOMETRY PERFORM SHEAR CHECK MANUALLY 6 = STRIP TOO NARROW TO DEVELOP PUNCHING SHEAR CASE........ 1 = STRESS WITHIN SECTION #1 GOVERNS (COL.CAP OR SLAB) 2 = STRESS WITHIN SECTION #2 GOVERNS (DROP PANEL OR SLAB) FACTORED ACTIONS <- PUNCHING SHEAR STRESSES IN psi-> shear moment due to due to allow- STRESS JNT COND. k k-ft shear moment TOTAL able RATIO CASE -1---- 2------- 3------- 4--------- 5--------- 6-------- 7--------- 8------- 9----- 10- 1 1 89.45 .00 169.41 .00 169.41 258.52 .66 1 2 1 85.18 .00 161.32 .00 161.32 258.52 .62 1 3 1 153.36 .00 101.70 .00 101.70 258.52 .39 1 4 5 ------- ------- ------ ------ ------ ------ ---- -- PUNCHING SHEAR CHECK NOT CARRIED OUT FOR SUPPORT WITH CONDITIONS 5 OR 6 13 - MAXIMUM S P A N D E F L E C T I 0 N S Concrete's modulus of elasticity .............. Ec = 4030.00 ksi Creep factor .................................. K = 2.00 Page 14 (2nd-Band@15.00) ADAPT -PT V- 7.10 ACI-99 ------------------------------------------------------- Ieffective/Igross...(due to cracking).......... K = 1.00 Where stresses exceed 6.0(fc')^1/2 cracking of section is allowed for. Values in parentheses are (span/max deflection) ratios <....... DEFLECTION ARE ALL IN inches, DOWNWARD POSITIVE ....... > SPAN DL DL+PT DL+PT+CREEP LL DL+PT+LL+CREEP -1-------- 2-------- 3----------- 4--------------- 5--------------- 6------ CANL .07 .10 .30( 280) .08( 1094) .38( 222) 1 .00 -.03 -.08( 2084) -.01(15765) -.09( 1840) 2 -.05 -.02 -.05( 5358) .02(13121) -.03( 9056) 3 .36 .08 .24( 1631) .07( 5158) .31( 1239) Project: Embassy la Quinta B Job M 401.2149.3 FL Engineer: JDJ Date: 3/912005 ...... . ........ . ............ REVISED SECOND FLOOR LOADING LEGEND M psf LL 1 26 psf ADL VQ psf LL 26 psf ADL 100 17 psf LL 17 psf ADL 40 psf LL 17 psf ADL ADAPT - STRUCTURAL CONCRETE SOFTWARE SYSTEM ADAPT -PT Version 7.10 Date: 7/10/2006 Time: 3:34:38 PM File: 2nd-Uni@P.5 1- PROJECT TITLE Embassy Suites (401.2149.1) 1.1 DESIGN STRIP 2nd Floor: Uniform @ P.5 - Line (Balcony Roof Loading) 2 - MEMBER ELEVATION IN 3 - TOP REBAR 3.1 User selected 3.2 User selected 3.3 ADAPT selected 3.4 ADAPT selected 4 - TENDON PROFILE 4.2 Datum Line 4.3 CGS Distance [in] 4.5 Force 5 - BOTTOM REBAR 5.1 User selected 5.2 User selected 5.3 ADAPT selected 5.4 ADAPT selected ___-_ _.. .. _ _ - _ _ _ __ _ _ _ _ _ __________ _ _-_ _ _ _ _ _ i V L_„ L 104#8x5'fi" 2 4#6X8'6" 3 4#6X9'6" Q40X10'6" 4p6X8'0" s 3.n 6.006.00 6:00 6,006.00 2.00 6.006.00 3,75 [320 kipsl [320 kipsl [320 kips] [320 6.005.00 kips] 43116 [320 kips] -------------- ------------1---------i---_»��--�''--------------'�'------� ---- - - - - --- r--------- r- ---------- - - - - -- - - -r , _ _ _ _ _ _ _ _ _ J_ _ _ _ _ _ - _ _ _ L _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ .L _ _ _ _ _ _ _ _ _ _ _ _ _ _ 1 _ _ _ _ _ _ J 6 - REQUIRED & PROVIDED BARS 6.1 Top Bars max 1.35 1.35 1.35 1.35 1.35 [ trig required j provided i 0. f 6.2 Bottom Bars max 0.00 0.00 0.00 0.00 0.00 7 - PUNCHING SHEAR j; OK=Acceptable NG=No Good , '=not applicable or not performed r r i r r i i r i r i 7.1 Stress Ratio ; .3 ; .55 .56 .67 .57 7.2 Status OK OK �OK OK OK 8-LEGEND -4 Stressing End -1 Dead End 9 - DESIGN PARAMETERS 9.1 Code: ACI-99 fc = 5 ksi fy = 60 ksi (longitudinal) fy = 60 ksi (shear) fpu = 270 ksi 9.2 Rebar Cover: Top = 1.75 in Bottom = 1.5 in Rebar Table: ASTM - US Customary bars (Redistributed Moments) 9.3 Stressing: fp] = .8 fp 9.4 Strand Area = .153 inz 10 - DESIGNER'S NOTES --__ ADAPT CORPORATION I I STRUCTURAL CONCRETE SOFTWARE SYSTEM I 1733 Woodside Road, Suite 220, Redwood City, California 94061 ------------------------------------------------------------------------ j ADAPT -PT FOR POST -TENSIONED BEAM/SLAB DESIGN Version 7.10 AMERICAN (ACI 318-99/UBC-97) ADAPT CORPORATION - Structural Concrete Software System I 1733 Woodside Road, Suite 220, Redwood City, California 94061 I J Phone: (650)306-2400, Fax: (650)364-4678 J Email: Support@AdaptSoft.com, Web site: http://www.AdaptSoft.com DATE AND ^TIME OF PROGRAM EXECUTION: Jul 10,2006 At Time: 15:34 PROJECT FILE: 2nd-Uni@P.5 P R O J E C T T I T L E: Embassy Suites (401.2149.1) 2nd Floor: Uniform @ P.5 - Line (Balcony Roof Load nq). 1- USER SPECIFIED G tN fiE I A L D E S I G N P A R A M E T E R S CONCRETE: STRENGTH at 28 days, for BEAMS/SLABS 5000.00 psi for COLUMNS ................. 5000.00 psi MODULUS OF ELASTICITY for BEAMS/SLABS ............ 4030.00 ksi for COLUMNS ................ 4030.50 ksi CREEP factor for deflections for BEAMS/SLABS 2.00 CONCRETE WEIGHT .................................. NORMAL SELF WEIGHT ...................... 150.00 pcf TENSION STRESS limits (multiple of (f'c)1/2) AtTop .......................................... 6.000 At Bottom ....................................... 6.000 COMPRESSION STRESS limits (multiple of (f'c)) At all locations ................................. .450 REINFORCEMENT: YIELD Strength ................................... 60.00 ksi Minimum Cover at TOP ............................. 1.75 in Minimum Cover at BOTTOM .......................... 1.50 in POST -TENSIONING: SYSTEM ........................................... UNBONDED Ultimate strength of strand 270.00 ksi Page 2 (2nd-Uni@P.5) ADAPT -PT V- 7.10 ACI-99 Average effective stress in strand (final) ....... Strand area ..................................... Min CGS of tendon from TOP.... .................. Min CGS of tendon from BOTTOM for INTERIOR spans.. Min CGS of tendon from BOTTOM for EXTERIOR spans.. Min average precompression ....................... Max spacing between strands (factor of slab depth) Tendon profile type and support widths............ 175.00 ksi .153 in^2 1.50 in 1.25 in 1.75 in 125.00 psi 8.00 (see section 9) ANALYSIS OPTIONS USED: Structural system ....(using EQUIVALENT FRAME).... TWO-WAY Moments REDUCED to face of support ............... YES Limited plastification allowed(moments redistributed) YES 2- I N P U T G E O M E T R Y 2.1.1 PRINCIPAL SPAN DATA OF UNIFORM SPANS S FI I I TOP (BOTTOM/MIDDLE( I P 01 1 1 FLANGE I FLANGE I REF I MULTIPLIER A RI LENGTH] WIDTH DEPTHI width thick.) width thick.1HEIGHTI left right N M1 ft I in in I in in I in in I in I -1----- 3---- 4------- 5------- 6------- 7------ 8------ 9------ 10---'=11----- 12----13- 1 1 14.00 12.00 7.50 7.50 10.00 10.00 2 1 10.00 12.00 7.50 7.50 10.00 10.00 3 1 18.00 12.00 7.50 7.50 10.00 10.00 4 1 15.00 12.00 7.50 7.50 10.00 10.00 C ------------------------------------------------------------------------------ 1 7.00 12.00 7.50 7.50 10.00 10.00 LEGEND: 1 - SPAN C = Cantilever 3 - FORM 1 = Rectangular section 2 = T or Inverted L section 3 = I section 4 = Extended T or L section 7 = Joist 8 = Waffle 11 - Top surface to reference line 2.2 - S U P P O R T W I D T H A N D C 0 L U M N D A T A Page 3 (2nd-Uni@P.5) ADAPT -PT V- 7.10 ACI-99 ------------------------------------------------ SUPPORT <------- LOWER COLUMN ------> <------ UPPER COLUMN ------> WIDTH LENGTH B(DIA) D CBC* LENGTH B(DIA) D CBC* JOINT in ft in in ft in in --1------- 2--------- 3------- 4------- 5----- 6--------- 7------- 8------- 9---- 10--- 1 14.00 12.00 14.00 14.00 (2) 12.00 14.00 14.00 (2) 2 14.00 12.00 14.00 14.00 (2) 12.00 14.00 14.00 (2) 3 14.00 12.00 14.00 14.00 (2) 12.00 14.00 14.00 (2) 4 14.00 12.00 14.00 14.00 (2) 12.00 14.00 14.00 (2) 5 14.00 12.00 14.00 14.00 (2) 12.00 14.00 14.00 (2) *THE COLUMN BOUNDARY CONDITION CODES (CBC) Fixed at both ends ...(STANDARD) ............................. = 1 Hinged at near end, fixed at far end ......................... = 2 Fixed at near end, hinged at far end ......................... = 3 Fixed at near end, roller with rotational fixity at far end .. = 4 3- I N P U T A P P L I E D L 0 A D I N G < --- CLASS---> <-------------- TYPE ------------------- > D = DEAD LOAD U = UNIFORM P = PARTIAL UNIFORM L = LIVE LOAD C = CONCENTRATED M = APPLIED MOMENT Li= LINE LOAD SW= SELF WEIGHT Computed from geometry input and treated as dead loading Unit selfweight W = 150.0 pcf Intensity ( From ... To ) ( M or C ...At) Total on Trib SPAN CLASS TYPE k/ft^2 ( ft ft ) (k-ft or k ...ft) k/ft -1----- 2------ 3-------- 4---------- 5-------- 6--------- 7------- 8--------- 9------ 1 L U .040 .00 14.00 .800 1 D U .017 .00 14.00 .340 1 SW U .00 14.00 1.875 2 L U .040 .00 10.00 .800 2 D U .017 .00 10.00 .340 2 SW U .00 10.00 1.875 3 L U .040 .00 18.00 .800 3 D U .026 .00 18.00 .520 3 SW U .00 18.00 1.875 4 L U .040 .00 15.00 .800 Page 4 (2nd-Uni@P.5) ------------------------------------------------ 4 D U .026 .00 15.00 4 SW U .00 15.00 CANT L U .040 .00 7.00 CANT D U .026 .00 7.00 CANT SW U .00 7.00 NOTE: LIVE LOADING is SKIPPED with a skip factor of ADAPT -PT V- 7.10 ACI-99 -------------------------- 1.00 3.1 - LOADING AS APPEARS IN USERS INPUT SCREEN PRIOR TO PROCESSING .520 1.875 .800 .520 1.875 UNIFORM (k/ft^2), ( CON. or PART. ) ( M 0 M E N T ) SPAN CLASS TYPE LINE(k/ft) ( k@ft or ft-ft ) ( k-ft @ ft ) -1----- 2------ 3--------- 4------------ 5------- 6----------- 7------- 8------------ 1 L U .040 1 D U .017 (N y q j'ee�- 2 L U .040.E G 2 D U .017 3 L U .040 3 D U .026 4 L U .040 4 D U .026 CANT L U .040 CANT D U .026 NOTE: SELFWEIGHT INCLUSION REQUIRED LIVE LOADING is SKIPPED with a skip factor of 1.00 5- D E A D L 0 A D M O M E N T S, SHEARS & REACTIONS < 5.1 S P A N M 0 M E N T S (k-ft) > < 5.2 SPAN SHEARS (k) > SPAN M(1)* Midspan M(r)* SH(1) SH(r) --1--------- 2-------------- 3--------------- 4-------------- 5----------- 6------- 1 .00 37.68 -33.18 -13.14 17.87 2 -33.18 -12.87 -47.93 -9.60 12.55 3 -47.93 44.50 -57.07 -21.05 22.06 4 -57.07 9.49 -58.68 -17.86 18.07 CANT -58.68 ----- ----- -16.77 ----- Note: Page 5 * = Centerline moments (2nd-Uni@P.5) ADAPT -PT V- 7.10 ACI-99 -------------------------------------------------- JOINT < 5.3 REACTIONS (k) > <- 5.4 COLUMN MOMENTS (k-ft) -> --1--------------- 2---------------- Lower columns ---- Upper columns----- 1 13.14 .00 .00 2 27.47 .00 .00 3 33.60 .00 .00 4 39.92 .00 .00 5 34.83 .00 .00 6- L I V E L O A D M 0 M E N T S, S H E A R S & R E A C T I O N S <-- 6.1 L I V E L 0 A D SPAN MOMENTS (k-ft) and SHEAR FORCES (k) --> <----- left* -----> <--- midspan ---> <---- right* -----> <--SHEAR FORCE--> SPAN max min max min max min left right -1------- 2--------- 3-------- 4-------- 5--------- 6--------- 7-------- 8-------- 9-- 1 .00 .00 15.62 -2.14 -15.84 .45 -5.03 6.73 2 -15.84 .45 8.13 -12.29 -22.16 1.22 -5.71 6.26 3 -22.16 1.22 19.76 -4.92 -24.82 -6.10 -8.03 7.96 4 -24.82 -6.10 17.32 -14.14 -19.60 .00 -7.65 6.90 CR -19.60 ----- ----- -5.60 ----- Note: * = Centerline moments <- 6.2 REACTIONS (k) -> <-------- 6.3 COLUMN MOMENTS (k-ft) --------> <--- LOWER COLUMN ---> <--- UPPER COLUMN ---> JOINT max min max min max min --1----------- 2---------- 3------------ 4---------- 5------------ 6---------- 7---- 1 5.03 -.31 .00 .00 .00 .00 2 12.44 1.71 .00 .00 .00 .00 3 14.30 1.89 .00 .00 .00 .00 4 15.61 5.51 .00 .00 .00 .00 5 12.50 4.35 .00 .00 .00 .00 Note: Block 6.1 through 6.3 values are maxima of all skipped loading cases 7- M 0 M E N T S REDUCED TO FACE -OF -SUPPORT Page 6 (2nd-Uni@P.5) ADAPT -PT V- 7.10 ACI-99 ------------------------------------------------------------------------------ 7.1 R E D U C E D DEAD LOAD MOMENTS (k-ft) SPAN <- left* -> <- midspan -> <- right* -> --1--------------- 2------------- 3------------- 4------------------------------- 1 7.28 37.67 -23.13 2 -27.96 -12.87 -40.99 3 -36.06 44.50 -44.60 4 -47.06 9.49 -48.54 CANT -49.31 ----- Note: * = face -of -support 7.2 R E D U C E D LIVE LOAD MOMENTS (k-ft) <----- left* ------> <---- midspan ----> <----- right* -----> SPAN max min max min max min -1---------- 2---------- 3----------- 4---------- 5----------- 6---------- 7--- 1 -.18 2.80 15.62 -2.14 -12.05 .43 2 -12.65 1.33 8.13 -12.28 -18.65 2.44 3 -17.62 .98 19.76 -4.92 -20.32 -3.59 4 -20.49 -3.26 17.32 -14.14 -19.18 2.96 CR -16.47 ----- ----- Note: * = face -of -support 8 - SUM OF DEAD AND LIVE MOMENTS (k-ft) Maxima of dead load and live load span moments combined for serviceability checks ( 1.00DL + 1.00LL ) <----- left* ------> <---- midspan ----> <----- right* -----> SPAN max min max min max min -1---------- 2---------- 3----------- 4---------- 5----------- 6---------- 7----- 1 7.11 10.08 53.29 35.54 -35.18 -22.70 2 -40.61 -26.63 -4.74 -25.15 -59.64 -38.55 3 -53.67 -35.08 64.26 39.58 -64.92 -48.19 4 -67.55 -50.32 26.81 -4.65 -67.72 -45.58 CR -65.78 ----- ----- Note: * = face -of -support Page 7 (2nd-Uni@P.5) ADAPT -PT V- 7.10 ACI-99 9 - SELECTED POST -TENSIONING FORCES AND TENDON PROFILES 9.1 PROFILE TYPES AND PARAMETERS LEGEND: For Span: 1 = reversed parabola 2 = simple parabola with straight portion over support 3 = harped tendon For Cantilever: 1 = simple parabola 2 = partial parabola 3 = harped tendon 9.2 T E N D O N TYPE X1/L ---------- 1-------- 2-- 1 1 .100 2 1 .100 3 1 .100 4 1 .100 CANT 1 .100 P R O F I L E X2/L X3/L A/L ------ 3---------- 4---------- 5------ .500 .100 .000 .500 .100 .000 .500 .100 .000 .500 .100 .000 9.3 - SELECTED POST -TENSIONING FORCES AND TENDON DRAPE Tendon editing mode selected: FORCE SELECTION <-------- SELECTED VALUES --------> <--- CALCULATED VALUES ---> FORCE <- DISTANCE OF CGS (in) -> P/A Wbal Wbal SPAN (k/-) Left Center Right (psi) (k/-) (%DL) --1---------- 2--------- 3-------- 4-------- 5----------- 6---------- 7-------- 8-- 1 320.000 3.75 3.75 6.00 177.78 1.224 55 2 320.000 6.00 6.00 6.00 177.78 .000 0 3 320.000 6.00 2.00 6.00 177.78 2.634 110 4 320.000 6.00 3.75 6.00 177.78 2.133 89 CANT 320.000 6.00 3.75 177.78 2.449 102 Approximate weight of strand ........................... 418.0 LB Page 8 (2nd-Uni@P.5) ADAPT -PT V- 7.10 ACI-99 9. 5 R E Q U I R E D MINIMUM P 0 S T- T E N S I O N I N G FORCES (kips) <- BASED ON STRESS CONDITIONS -> <- BASED ON MINIMUM P/A -> SPAN LEFT* CENTER RIGHT* LEFT CENTER RIGHT --1---------- 2---------- 3---------- 4--------------- 5--------- 6--------- 7---- 1 .00 .00 .00 225.00 225.00 225.00 2 .00 .00 .00 225.00 225.00 225.00 3 .00 .00 .00 225.00 225.00 225.00 4 .00 .00 .00 225.00 225.00 225.00 CANT .00 ----- ----- 225.00 ----- ----- Note: * = face -of -support 9.6 S E R V I C E S T R E S S E S L E F T * TOP BOTTOM max-T max-C max-T max-C -1------ 2-------- 3-------- 4-------- 5-- 1 ------219.91 ------151.52 2 ----- -87.48 ------342.64 3 ------214.02 ------240.74 4 ------175.18 ------272.27 CR ------183.69 ------259.69 Note: * = face -of -support (psi) (tension shown positive) R I G H T* TOP BOTTOM max-T max-C max-T max-C ------ 6-------- 7-------- 8-------- 9-- ----- -97.68 ------324.46 ------194.86 ------273.18 ------181.20 ------263.59 ------243.20 ------230.41 ----- ----- ----- ----- C E N T E R TOP BOTTOM max-T max-C max-T max-C -1------------------------ 2-------- 3-------- 4-------- 5---------------------- ----- -322.22 ------128.02 2 ------289.68 ------174.74 3 ------205.40 ------281.77 4 ------297.57 ------225.77 CR -- _ ----- ----_ --- 9.7 POST -TENSIONING B A L A N C E D M O M E N T S, SHEARS & REACTIONS <-- S P A N MOMENTS (k-ft) --> <-- SPAN SHEARS (k )--> SPAN left* midspan right* SH(1) SH(r) --1--------- 2-------------- 3-------------- 4--------------- 5---------- 6------- I Page 9 (2nd-Uni@P.5) ADAPT -PT V- 7.10 ACI-99 1 -2.18 -26.21 7.68 3.74 3.74 2 9.70 25.73 41.75 -3.63 -3.63 3 41.87 -59.08 48.83 -.41 -.41 4 49.83 -4.35 57.85 -.58 -.58 CANT 50.42 ----- --- - 15.71 ------ Note: * = face -of -support <--REACTIONS (k )--> <-- COLUMN MOMENTS (k-ft) --> -joint ------------ 2----------------- Lower columns ----- Upper columns----- 1 -3.744 .000 .000 2 7.373 .000 .000 3 -3.216 .000 .000 4 .166 .000 .000 5 -.579 .000 .000 10 - F A C T O R E D M O M E N T S & R E A C T I O N S Calculated as ( 1.40D + 1.70L + 1.00 secondary moment effects) 10.1 FACTORED DESIGN MOMENTS (k-ft) <----- left* ------> <---- midspan ----> <----- right* -----> SPAN max min max min max min -1---------- 2---------- 3----------- 4---------- 5----------- 6---------- 7----- 1 7.71 12.77 53.09 22.91 -103.11 -81.88 2 -110.95 -87.18 -38.48 -73.18 -107.34 -71.49 3 -96.32 -64.70 83.48 41.52 -105.91 -77.47 4 -109.07 -79.77 38.38 -15.10 -100.89 -63.26 CR -97.03 ----- ----- Note: * = face -of -support 10.2 SECONDARY MOMENTS (k-ft) SPAN <-- left* --> <- midspan -> <-- right* --> -1----------- 2---------------- 3---------------- 4-------- 1 -2.18 -26.21 -50.23 2 -50.30 -34.27 -18.25 3 -15.89 -12.41 -8.93 Page 10 4 -8.35 Note: * = face -of -support (2nd-Uni@P.5) -------------- -4.35 -.34 ADAPT -PT V- 7.10 ACI-99 10.3 FACTORED REACTIONS 10.4 FACTORED COLUMN MOMENTS (k-ft) (k) <-- LOWER column --> <-- UPPER column --> JOINT max min max min max min -1---------- 2---------- 3----------- 4---------- 5----------- 6---------- 7----- 1 23.20 14.13 .00 .00 .00 .00 2 66.98 48.73 .00 .00 .00 .00 3 68.13 47.03 .00 .00 .00 .00 4 82.59 65.42 .00 .00 .00 .00 5 69.43 55.57 .00 .00 .00 .00 11 - M I L D S T E E L Support cut-off length for minimum steel(length/span) ... .17 Span cut-off length for minimum steel(length/span) ... .33 Top bar extension beyond where required ............. 12.00 in Bottom bar extension beyond where required ............. 12.00 in REINFORCEMENT based on PLASTIC REDISTRIBUTION of factored moments ---------------------------------------------------------------------------- 11.5 TOTAL WEIGHT OF REBAR = 282.4 lb AVERAGE _ .0 psf TOTAL AREA COVERED = 25599.93 ft^2 11.6.1 REDISTRIBUTED DESIGN MOMENTS (k-ft) REDISTRIBUTION <--- left* ----> <-- midspan --> <--- right* ---> COEFFICIENT(%) SPAN max min max min max min left right -1--------- 2-------- 3--------- 4-------- 5--------- 6-------- 7-------- 8------- 9-- 1 8.65 13.44 62.90 35.49 -79.14 . -63.18 .00 20.00 2 -85.92 -67.83 -20.55 -48.50 -83.17 -55.01 20.00 20.00 3 -72.51 -48.67 101.49 66.69 -80.26 -57.60 20.00 20.00 4 -84.16 -60.98 48.27 -2.02-100.04 -62.73 20.00 .00 CR -97.09 -69.07 Note: * = face -of -support 11 Page 11 (2nd-Uni@P.5) ADAPT -PT V- 7.10 ACI-99 ------------------------------------------------------------------ 11.7.1 R E D I S T R I B U T E D STEEL AT M I D- S P A N T 0 P B 0 T T 0 M As DIFFERENT REBAR CRITERIA As DIFFERENT REBAR CRITERIA SPAN (in-2) <--- ULT ----- TENS -------- > (in^2) <--- ULT ----- TENS -------- > --1------ 2--------- 3------- 4------- 5----------- 6--------- 7------- 8------- 9---- 1 .00 [ .00 .00 .00) .00 ( .00 .00 .00) 2 .00 .00 .00 .00) .00 ( .00 .00 .00) 3 .00 { .00 .00 100) .00 ( .00 .00 .00) 4 .00 { .00 .00 .00) .00 ( .00 .00 .00) 11.8.1 R E D I S T R I B U T E D STEEL AT S U P P O R T S T 0 P B 0 T T 0 M As DIFFERENT REBAR CRITERIA As DIFFERENT REBAR CRITERIA JOINT (in^2) <--- ULT ----- MIN --------- > (in ^2) <--- ULT ----- MIN --------- > --1------ 2--------- 3------- 4------- 5----------- 6--------- 7------- 8------- 9---- 1 1.35 { .00 1.35 .00) .00 ( .00 .00 .00) 2 1.35 t .00 1.35 .00) .00 ( .00 .00 .00) 3 1.35 ( .00 1.35 .00) .00 ( .00 .00 .00) 4 1.35 {: .00 1.35 .00) .00 ( .00 .00 .00) 5 1.35 { .00 1.35 .00) .00 ( .00 .00 .00) 11.2.2 & 11.3.2 LISTING OF THE ENTIRE PROVIDED REBAR ------------------------------------------------------ SPAN ID LOCATION NUM BAR LENGTH [ft] AREA [in^2] --1----2----- 3------ 4---- 5------- 6--------- 7---------- 1 1 T 4# 6 x 516" 1.76 1 2 T 4# 6 x 816" 1.76 ------------------------------------------------------ 2 3 T 4# 6 x 916" 1.76 ------------------------------------------------------ 3 4 T 4# 6 x 10'6" 1.76 ------------------------------------------------------ 4 5 T 4# 6 x 810" 1.76 ------------------------------------------------------ Notes: Bar location - T = Top, B = Bottom. NUM - Number of bars. For two-way systems a minimum of 4 bars is specified over the supports. Refer to tables 11.5.1,11.5.2 and PTsum graphical display for positioning of bars. 11.5.1 ARRANGEMENT OF TOP BARS N Page 12 (2nd-Uni@P.5) ADAPT -PT V- 7.10 ACI-99 ----------------------------------------------------------------------------- TOP STEEL SPAN I ID LOCATION I NUM BAR LENGTH [ft]J --1---- 1--2------ 3----- I --- 4---- 5------ 6-------j 1 ] 1 LEFT 4# 6 x 5'6" I 1 2 RIGHT [ 4# 6 x 4'6" I - 2 ---------------- 2 LEFT j ----------------------- I 4# 6 x 410" J 2 1 3 RIGHT 4# 6 x 410" J -------I--------------- 3 1 3 LEFT 1----- 1 4# 6 x ---------1 516" ] 3 1 4 RIGHT j 4# 6 x 516" I _-----1--------------- 4 1 4 LEFT I------- 1 4# 6 ------------1 x 4'9" I 4 [ 5 RIGHT { 4# 6 x 419" ----[--------------- 5 ------- 1 5 I ----------- LEFT ---- 1------------------------I [ 4# I------------------------ 6 x 311" 11.5.2 ARRANGEMENT OF BOTTOM BARS ------- I -------- BOTTOM STEEL -----------------I SPAN 1 'ID LOCATION I NUM BAR LENGTH [ft]I --1----1--2------ 3----- 1---4---- 5------ 6------- I 13 - MAXIMUM S P A N D E F L E C T I O N S Concrete's modulus of elasticity .............. Ec = 4030.00 ksi Creep factor .................................. K = 2.00 Ieffective/Igross ... (due to cracking).......... K - 1.00 Where stresses exceed 6.0(fc')^1/2 cracking of section is allowed for. Values in parentheses are (span/max deflection) ratios <....... DEFLECTION ARE ALL IN inches, DOWNWARD POSITIVE ....... > SPAN DL DL+PT DL+PT+CREEP LL DL+PT+LL+CREEP -1-------- 2-------- 3----------- 4--------------- 5--------------- 6------ 1 .04 .01 .03( 5203) .01(13166) .05( 3729) 2 -.01 .01 .03( 4652) .00(32215) .02( 5437) 3 .06 -.02 -.07( 3310) .02(11181) -.05( 4703) 4 -.01 .01 .03( 5910) .00(97646) .03( 6291) CANR .07 -.05 -.14( 587) .02( 3486) -.12( 706)