PROPOSED SATSANG HALL - VERTICAL STRIP V1 · note: live loading is skipped with a skip factor of 1.00 . proposed satsang hall – technical report 5 3.1 - loading as appears in user`s

PROPOSED SATSANG HALL – TECHNICAL REPORT

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PROPOSED SATSANG HALL -

VERTICAL STRIP V1


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------------------------------------------------------------------------------

| ADAPT CORPORATION |

| STRUCTURAL CONCRETE SOFTWARE SYSTEM |

| 1733 Woodside Road, Suite 220, Redwood City, California 94061 |

------------------------------------------------------------------------------

| ADAPT-PT FOR POST-TENSIONED BEAM/SLAB DESIGN |

| Version 7.20 AMERICAN (ACI 318-02/IBC-03) |

| ADAPT CORPORATION - Structural Concrete Software System |


| Phone: (650)306-2400, Fax: (650)306-2401 |

| Email: [email protected], Web site: http://www.AdaptSoft.com |

------------------------------------------------------------------------------

DATE AND TIME OF PROGRAM EXECUTION: Sep 6,2010 At Time: 12:27

PROJECT FILE: VERTICAL 1

P R O J E C T T I T L E:

SATSANG HALL DESIGN

VERTICAL 1

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 (fcu), for BEAMS/SLABS ....... 36.00 N/mm^2

for COLUMNS ................. 24.00 N/mm^2

MODULUS OF ELASTICITY for BEAMS/SLABS ............ 28200.00 N/mm^2

for COLUMNS ................ 23025.00 N/mm^2

CREEP factor for deflections for BEAMS/SLABS ..... 2.00

CONCRETE WEIGHT .................................. NORMAL

SELF WEIGHT ...................................... 2500.00 Kg/m^3

TENSION STRESS limits (multiple of (f'c)1/2)

At Top .......................................... 0.600

At Bottom ....................................... 0.600

COMPRESSION STRESS limits (multiple of (f'c))

At all locations ................................. 0.450

REINFORCEMENT:

YIELD Strength ................................... 500.00 N/mm^2

Minimum Cover at TOP ............................. 20.00 mm

Minimum Cover at BOTTOM .......................... 20.00 mm

POST-TENSIONING:

SYSTEM ........................................... BONDED

Ultimate strength of strand ...................... 1860.00 N/mm^2

Average effective stress in strand (final) ....... 1200.00 N/mm^2

Strand area....................................... 99.000 mm^2

Min CGS of tendon from TOP........................ 66.00 mm

Min CGS of tendon from BOTTOM for INTERIOR spans.. 54.00 mm

Min CGS of tendon from BOTTOM for EXTERIOR spans.. 54.00 mm

Min average precompression ....................... 0.85 N/mm^2

Max spacing between strands (factor of slab depth) 8.00

Tendon profile type and support widths............ (see section 9)


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ANALYSIS OPTIONS USED:

Structural system ....(using EQUIVALENT FRAME).... TWO-WAY

Moments REDUCED to face of support ............... YES

2 - I N P U T G E O M E T R Y

==============================================================================

2.1.1 PRINCIPAL SPAN DATA OF UNIFORM SPANS

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S F| | | TOP |BOTTOM/MIDDLE| |

P O| | | FLANGE | FLANGE | REF | MULTIPLIER

A R| LENGTH| WIDTH DEPTH| width thick.| width thick.|HEIGHT| left right

N M| m | mm mm | mm mm | mm mm | mm |

-1-----3----4-------5-------6-------7------8------9------10----11-----12----13-

1 1 11.50 13000 350 350 0.50 0.50

2 1 11.50 13000 350 350 0.50 0.50

------------------------------------------------------------------------------

LEGEND:

1 - SPAN 3 - FORM

C = Cantilever 1 = Rectangular section

2 = T or Inverted L section

3 = I section

4 = Extended T or L section

11 - Top surface to reference line

2.1.5 - D R O P C A P A N D D R O P P A N E L D A T A

==============================================================================

CAPT CAPB CAPDL CAPDR DROPTL DROPTR DROPB DROPL DROPR

JOINT mm mm mm mm mm mm mm mm mm

--1------2-------3-------4-------5---------6-------7-------8-------9-------10-

1 650 13000 0 450 0 0 0 0 0

2 350 4400 2200 2200 0 0 0 0 0

3 650 13000 450 0 0 0 0 0 0

------------------------------------------------------------------------------

LEGEND:

DROP CAP DIMENSIONS: DROP PANEL DIMENSIONS:

CAPT = Total depth of cap DROPTL = Total depth left of joint

CAPB = Transverse Width DROPTR = Total depth right of joint

CAPDL = Extension left of joint DROPB = Transverse Width

CAPDR = Extension right of joint DROPL = Extension left of joint

DROPR = Extension right of joint

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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 mm m mm mm m mm mm

--1-------2---------3-------4-------5-----6---------7-------8-------9----10---

1 1050 4.00 1200 1050 (1) 4.00 1200 1050 (1)

2 1400 4.00 1400 0 (1) 4.00 1400 0 (1)

3 1050 4.00 1200 1050 (1) 4.00 1200 1050 (1)

*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 = 2500.0 Kg/m^3

Intensity ( From ... To ) ( M or C ...At) Total on Trib

SPAN CLASS TYPE kN/m^2 ( m m ) (kN-m or kN...m ) kN/m

-1-----2------3--------4----------5--------6---------7-------8---------9------

1 L U 5.000 0.00 0.45 65.000

1 L U 5.000 0.45 9.30 65.000

1 L U 5.000 9.30 11.50 65.000

1 D U 2.000 0.00 0.45 26.000

1 D U 2.000 0.45 9.30 26.000

1 D U 2.000 9.30 11.50 26.000

1 SW P 0.00 0.45 207.236

1 SW P 0.45 9.30 111.589

1 SW P 9.30 11.50 111.589

2 L U 5.000 0.00 2.20 65.000

2 L U 5.000 2.20 11.05 65.000

2 L U 5.000 11.05 11.50 65.000

2 D U 2.000 0.00 2.20 26.000

2 D U 2.000 2.20 11.05 26.000

2 D U 2.000 11.05 11.50 26.000

2 SW P 0.00 2.20 111.589

2 SW P 2.20 11.05 111.589

2 SW P 11.05 11.50 207.236

NOTE: LIVE LOADING is SKIPPED with a skip factor of 1.00


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3.1 - LOADING AS APPEARS IN USER`S INPUT SCREEN PRIOR TO PROCESSING

==============================================================================

UNIFORM

(kN/m^2), ( CON. or PART. ) ( M O M E N T )

SPAN CLASS TYPE LINE(kN/m) ( kN@m or m-m ) ( kN-m @ m )

-1-----2------3---------4------------5-------6-----------7-------8------------

1 L U 5.000

1 D U 2.000

2 L U 5.000

2 D U 2.000

NOTE: SELFWEIGHT INCLUSION REQUIRED

LIVE LOADING is SKIPPED with a skip factor of 1.00

4 - C A L C U L A T E D S E C T I O N P R O P E R T I E S

==============================================================================

4.2 - Computed Section Properties for Segments of Nonprismatic Spans

------------------------------------------------------------------------------

Section properties are listed for all segments of each span

A= cross-sectional geometry Yt= centroidal distance to top fiber

I= gross moment of inertia Yb= centroidal distance to bottom fiber

SPAN AREA I Yb Yt

(SEGMENT) mm^2 mm^4 mm mm

---------------2----------------3---------------4-------------5-----

SPAN 1

1 8450000.00 0.2975E+12 325.00 325.00

2 4550000.00 0.4645E+11 175.00 175.00

3 4550000.00 0.4645E+11 175.00 175.00

SPAN 2

1 4550000.00 0.4645E+11 175.00 175.00

2 4550000.00 0.4645E+11 175.00 175.00

3 8450000.00 0.2975E+12 325.00 325.00

5 - D E A D L O 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 (kNm) > < 5.2 SPAN SHEARS (kN) >

SPAN M(l)* Midspan M(r)* SH(l) SH(r)

--1---------2--------------3---------------4--------------5-----------6-------

1 -1353.94 801.05 -1602.68 -811.71 813.61

2 -1602.65 801.04 -1353.98 -813.60 811.71

Note:

* = Centerline moments

JOINT < 5.3 REACTIONS (kN) > <- 5.4 COLUMN MOMENTS (kNm) ->

--1---------------2----------------Lower columns----Upper columns-----

1 811.71 -727.27 -626.63

2 1627.21 0.01 0.01

3 811.71 727.29 626.65


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6 - L I V E L O 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 O A D SPAN MOMENTS (kNm) and SHEAR FORCES (kN) -->

<----- left* -----> <--- midspan ---> <---- right* -----> <--SHEAR FORCE-->

SPAN max min max min max min left right

-1-------2---------3--------4--------5---------6---------7--------8--------9--

1 -733.44 97.27 434.54 -56.39 -756.59 -210.05 -390.00 384.22

2 -756.58 -210.06 434.54 -56.39 -733.47 97.27 -384.22 390.01

Note:


<- 6.2 REACTIONS (kN) -> <-------- 6.3 COLUMN MOMENTS (kNm) -------->

<--- LOWER COLUMN ---> <--- UPPER COLUMN --->

JOINT max min max min max min

--1-----------2----------3------------4----------5------------6----------7----

1 390.00 -26.72 52.25 -393.97 45.02 -339.46

2 768.44 384.22 174.82 -174.82 161.63 -161.63

3 390.01 -26.72 393.98 -52.25 339.47 -45.02

Note: Block 6.1 through 6.3 values are maxima of all skipped loading cases

7 - M O M E N T S REDUCED TO FACE-OF-SUPPORT

==============================================================================

7.1 R E D U C E D DEAD LOAD MOMENTS (kNm)

SPAN <- left* -> <- midspan -> <- right* ->

--1---------------2-------------3-------------4-------------------------------

1 -959.70 801.00 -1067.00

2 -1067.00 801.00 -959.70

Note:

* = face-of-support

7.2 R E D U C E D LIVE LOAD MOMENTS (kNm)

<----- left* ------> <---- midspan ----> <----- right* ----->

SPAN max min max min max min

-1----------2----------3-----------4----------5-----------6----------7-----

1 -537.60 83.24 434.50 -56.39 -503.60 -191.30

2 -503.50 -191.40 434.50 -56.39 -537.70 83.24

Note:

* = face-of-support


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8 - SUM OF DEAD AND LIVE MOMENTS (kNm)

==============================================================================

Maxima of dead load and live load span moments combined

for serviceability checks ( 1.00DL + 1.00LL )



-1----------2----------3-----------4----------5-----------6----------7-----

1 -1497.30 -876.46 1235.50 744.61 -1570.60 -1258.30

2 -1570.50 -1258.40 1235.50 744.61 -1497.40 -876.46

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------

1 1 0.100 0.500 0.100 0.000

2 1 0.100 0.500 0.100 0.000

9.3 - SELECTED POST-TENSIONING FORCES AND TENDON DRAPE

==============================================================================

Tendon editing mode selected: TENDON SELECTION

<-------- SELECTED VALUES --------> <--- CALCULATED VALUES --->

FORCE <- DISTANCE OF CGS (mm) -> P/A Wbal Wbal

SPAN (kN/-) Left Center Right (N/mm^2) (kN/-) (%DL)

--1----------2---------3--------4--------5-----------6----------7--------8--

1 7458.244 175.00 54.00 284.00 1.64 79.179 56

2 7458.244 284.00 54.00 175.00 1.64 79.179 56

Approximate weight of strand ........................... 1119.2 Kg


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9.35 - TENDON SELECTION DATA:

TYPE SEL. FORCE <------------------ TENDON EXTENTS ----------------------->

(kN) <1> <2>

--1----2-----3---|-----|-----|-----|-----|-----|-----|-----|-----|-----|-----|

A 60 123.99 <===========>

9.5 R E Q U I R E D MINIMUM P O S T - T E N S I O N I N G FORCES (kN )

<- BASED ON STRESS CONDITIONS -> <- BASED ON MINIMUM P/A ->

SPAN LEFT* CENTER RIGHT* LEFT CENTER RIGHT

--1----------2----------3----------4---------------5---------6---------7----

1 3815.53 2134.63 3844.93 3867.50 3867.50 3867.50

2 3844.35 2134.64 3816.14 3867.50 3867.50 3867.50

Note:

* = face-of-support

9.6 S E R V I C E S T R E S S E S (N/mm^2) (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 1.85 -0.49 ----- -4.96 1.29 ----- ----- -4.66

2 1.28 ----- ----- -4.66 1.85 -0.49 ----- -4.96

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----------------------

1 ----- -4.25 0.97 -0.88

2 ----- -4.25 0.97 -0.88

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 (kNm ) --> <-- SPAN SHEARS (kN) -->

SPAN left* midspan right* SH(l) SH(r)

--1---------2--------------3--------------4---------------5----------6------

1 593.60 -543.50 781.60 52.11 52.11

2 781.60 -543.50 593.60 -52.11 -52.11

Note:

* = face-of-support

<--REACTIONS (kN)--> <-- COLUMN MOMENTS (kNm ) -->

-joint------------2-----------------Lower columns-----Upper columns-----

1 -52.110 324.500 279.600

2 104.200 -0.009 -0.008

3 -52.110 -324.500 -279.600


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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 ( 1.50D + 1.50L + 1.00 secondary moment effects)

10.1 FACTORED DESIGN MOMENTS (kNm)



-1----------2----------3-----------4----------5-----------6----------7-----

1 -1669.25 -737.99 2157.86 1421.47 -2314.57 -1846.12

2 -2314.44 -1846.29 2157.84 1421.44 -1669.40 -737.99

Note:

* = face-of-support

10.2 SECONDARY MOMENTS (kNm)

SPAN <-- left* --> <- midspan -> <-- right* -->

-1-----------2----------------3----------------4--------

1 576.70 304.50 41.33

2 41.31 304.50 576.70

Note:

* = face-of-support

10.3 FACTORED REACTIONS 10.4 FACTORED COLUMN MOMENTS (kNm)

(kN) <-- LOWER column --> <-- UPPER column -->


-1----------2----------3-----------4----------5-----------6----------7-----

1 1750.44 1125.36 -688.07 -1357.45 -592.77 -1169.55

2 3697.30 3121.00 262.21 -262.19 242.41 -242.39

3 1750.44 1125.36 1357.45 688.07 1169.70 592.92

11 - M I L D S T E E L

==============================================================================

Support cut-off length for minimum steel(length/span) ... 0.17

Span cut-off length for minimum steel(length/span) ... 0.33

Top bar extension beyond where required ............. 300.00 mm

Bottom bar extension beyond where required ............. 300.00 mm

REINFORCEMENT based on NO REDISTRIBUTION of factored moments

------------------------------------------------------------------------------

11.1 TOTAL WEIGHT OF REBAR = 48.9 Kg AVERAGE = 0.2 Kg/m^2

TOTAL AREA COVERED = 299.00 m^2


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11.2.1 S T E E L A T M I D - S P A N

T O P B O T T O M

As DIFFERENT REBAR CRITERIA As DIFFERENT REBAR CRITERIA

SPAN (mm^2) <---ULT-----TENS--------> (mm^2) <---ULT-----TENS-------->

--1------2---------3-------4-------5-----------6---------7-------8-------9----

1 0 ( 0 0 0) 0 ( 0 0 0)

2 0 ( 0 0 0) 0 ( 0 0 0)

11.3.1 S T E E L A T S U P P O R T S

T O P B O T T O M


JOINT (mm^2) <---ULT-----MIN---------> (mm^2) <---ULT-----MIN--------->

--1------2---------3-------4-------5-----------6---------7-------8-------9----

1 1774 ( 1774 0 0) 0 ( 0 0 0)

2 0 ( 0 0 0) 0 ( 0 0 0)

3 1774 ( 1774 0 0) 0 ( 0 0 0)

12 - P U N C H I N G S H E A R C H E C K

==============================================================================

LEGEND:

CONDITION... 1 = INTERIOR COLUMN

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 N/mm^2 ->

shear moment due to due to allow- STRESS

JNT COND. kN kN-m shear moment TOTAL able RATIO CASE

-1----2-------3-------4---------5---------6--------7---------8-------9-----10-

1 2 1750.44 2527.00 0.63 0.43 1.06 1.46 0.73 1

2 1 3697.30 504.62 1.89 0.20 2.09 1.65 1.27 1

3 2 1750.44 2527.15 0.63 0.43 1.06 1.46 0.73 1

PUNCHING SHEAR STRESS IN ONE OR MORE LOCATIONS EXCEEDS THE PERMISSIBLE

VALUE. PROVIDE SHEAR REINFORCEMENT, OR ENLARGE THE SECTION RESISTING THE

PUNCHING SHEAR

13 - MAXIMUM S P A N D E F L E C T I O N S

==============================================================================

Concrete`s modulus of elasticity .............. Ec = 28200 N/mm^2

Creep factor .................................. K = 2.00

Ieffective/Igross...(due to cracking).......... K = 1.00

Where stresses exceed 0.5(fc`)^1/2 cracking of section is allowed for.


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Values in parentheses are (span/max deflection) ratios

<.......DEFLECTION ARE ALL IN mm , DOWNWARD POSITIVE.......>

SPAN DL DL+PT DL+PT+CREEP LL DL+PT+LL+CREEP

-1--------2--------3-----------4---------------5---------------6------

1 5.3 1.9 5.7( 2028) 2.5( 4576) 8.2( 1405)

2 5.3 1.9 5.7( 2028) 2.5( 4576) 8.2( 1405)

16 - FRICTION, ELONGATION AND LONG TERM STRESS LOSSES

==============================================================================

16.6 LONG TERM STRESS LOSS CALCULATIONS

16.6.1 INPUT PARAMETERS :

Type of strand ........................................... LOW LAX

Modulus of elasticity of strand .......................... 200000.00 N/mm^2

Average weight of concrete ............................... NORMAL

Estimate age of concrete at stressing .................... 7 days

Modulus of elasticity of concrete at stressing ........... 23653.00 N/mm^2

Modulus of elasticity of concrete at 28 days ............. 28200.00 N/mm^2

Estimate of average relative humidity .................... 80.00 %

Volume to surface ratio of member ........................ 175.00 mm

16.6.2 CALCULATED LONG-TERM STRESS LOSS(average of all tendons) :

<----- STRESS (N/mm^2) ----->

SPAN start center right

-1----------2-----------3-----------4----

1 53.36 58.46 48.69

2 48.69 58.46 53.36

16.7 FRICTION AND ELONGATION CALCULATIONS


Coefficient of angular friction (meu) .................... 0.250 /rad

Coefficient of wobble friction (K) ....................... 0.0046 /m

Ultimate strength of strand .............................. 1860.0 N/mm^2

Ratio of jacking stress to strand's ultimate strength .... 0.800

Anchor set ............................................... 6.000 mm

Cross-sectional area of strand ........................... 99.000 mm^2

16.7.2 CALCULATED STRESSES(average of all tendons) :

LENGTH <TENDON HEIGHT(mm )> Horizontal ratios <-- STRESS(N/mm^2)-->

SPAN m P start center right X1/L X2/L X3/L start center right

-1-----2----3-----4------5-------6------7-----8-----9------10-----11------12--

1 11.50 1 175. 54. 284. 0.10 0.50 0.10 1194.58 1255.60 1291.08

2 11.50 1 284. 54. 175. 0.10 0.50 0.10 1291.08 1255.60 1194.58

------------------------------------------------------------------------------

Note: P= tendon profile (refer to legend of data block 9)

Stresses at each location are the average of strands after anchor set,

and after long-term losses


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16.8 TENDON SELECTION AND DATA:

<------ TENDON EXTENTS ------> ELONGATION Stress ratios

TYPE OFF FORCE CAN<------ S P A N S ----->CAN LEFT RIGHT Anch. Max.

<1><2> (mm) (mm)

-1----2----3---------------------4-------------------5------6-------7-----8---

A 60 123.99 <======> 148. 3. 0.72 0.74

Note: Force is the average value per strand (kN)

Stress ratios are at anchorage (7) and maximum along tendon (8)


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PROPOSED SATSANG HALL

HORIZONTAL STRIP H1


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------------------------------------------------------------------------------

| ADAPT CORPORATION |

| STRUCTURAL CONCRETE SOFTWARE SYSTEM |


------------------------------------------------------------------------------

| ADAPT-PT FOR POST-TENSIONED BEAM/SLAB DESIGN |

| Version 7.20 AMERICAN (ACI 318-02/IBC-03) |

| ADAPT CORPORATION - Structural Concrete Software System |


| Phone: (650)306-2400, Fax: (650)306-2401 |

| Email: [email protected], Web site: http://www.AdaptSoft.com |

------------------------------------------------------------------------------

DATE AND TIME OF PROGRAM EXECUTION: Sep 6,2010 At Time: 12:9

PROJECT FILE: HORIZONTAL 1

P R O J E C T T I T L E:

PROPOSED SATSANG HALL

HORIZONTAL 1

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 (fcu), for BEAMS/SLABS ....... 36.00 N/mm^2

for COLUMNS ................. 24.00 N/mm^2

MODULUS OF ELASTICITY for BEAMS/SLABS ............ 28200.00 N/mm^2

for COLUMNS ................ 23025.00 N/mm^2

CREEP factor for deflections for BEAMS/SLABS ..... 2.00

CONCRETE WEIGHT .................................. NORMAL

SELF WEIGHT ...................................... 2500.00 Kg/m^3

TENSION STRESS limits (multiple of (f'c)1/2)

At Top .......................................... 0.600

At Bottom ....................................... 0.600

COMPRESSION STRESS limits (multiple of (f'c))

At all locations ................................. 0.450

REINFORCEMENT:

YIELD Strength ................................... 500.00 N/mm^2

Minimum Cover at TOP ............................. 20.00 mm

Minimum Cover at BOTTOM .......................... 20.00 mm

POST-TENSIONING:

SYSTEM ........................................... BONDED

Ultimate strength of strand ...................... 1860.00 N/mm^2

Average effective stress in strand (final) ....... 1200.00 N/mm^2

Strand area....................................... 99.000 mm^2

Min CGS of tendon from TOP........................ 66.00 mm

Min CGS of tendon from BOTTOM for INTERIOR spans.. 54.00 mm

Min CGS of tendon from BOTTOM for EXTERIOR spans.. 54.00 mm

Min average precompression ....................... 0.85 N/mm^2

Max spacing between strands (factor of slab depth) 8.00


26

Tendon profile type and support widths............ (see section 9)

ANALYSIS OPTIONS USED:

Structural system ....(using EQUIVALENT FRAME).... TWO-WAY

Moments REDUCED to face of support ............... 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| | | TOP |BOTTOM/MIDDLE| |

P O| | | FLANGE | FLANGE | REF | MULTIPLIER

A R| LENGTH| WIDTH DEPTH| width thick.| width thick.|HEIGHT| left right

N M| m | mm mm | mm mm | mm mm | mm |

-1-----3----4-------5-------6-------7------8------9------10----11-----12----13-

1 1 12.50 11500 350 350 0.50 0.50

2 1 13.00 11500 350 350 0.50 0.50

3 1 13.00 11500 350 350 0.50 0.50

4 1 12.50 11500 350 350 0.50 0.50

------------------------------------------------------------------------------

LEGEND:

1 - SPAN 3 - FORM

C = Cantilever 1 = Rectangular section

2 = T or Inverted L section

3 = I section

4 = Extended T or L section

11 - Top surface to reference line

2.1.5 - D R O P C A P A N D D R O P P A N E L D A T A

==============================================================================

CAPT CAPB CAPDL CAPDR DROPTL DROPTR DROPB DROPL DROPR

JOINT mm mm mm mm mm mm mm mm mm

--1------2-------3-------4-------5---------6-------7-------8-------9-------10-

1 650 11500 0 450 0 0 0 0 0

2 0 0 0 0 0 0 0 0 0

3 0 0 0 0 0 0 0 0 0

4 0 0 0 0 0 0 0 0 0

5 650 11500 450 0 0 0 0 0 0

------------------------------------------------------------------------------

LEGEND:

DROP CAP DIMENSIONS: DROP PANEL DIMENSIONS:

CAPT = Total depth of cap DROPTL = Total depth left of joint

CAPB = Transverse Width DROPTR = Total depth right of joint

CAPDL = Extension left of joint DROPB = Transverse Width

CAPDR = Extension right of joint DROPL = Extension left of joint

DROPR = Extension right of joint

------------------------------------------------------------------------------


27

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 mm m mm mm m mm mm

--1-------2---------3-------4-------5-----6---------7-------8-------9----10---

1 1200 4.00 1200 1200 (1) 4.00 1200 1200 (1)

2 1400 4.00 1400 0 (1) 4.00 1400 0 (1)

3 1400 4.00 1400 0 (1) 4.00 1400 0 (1)

4 1400 4.00 1400 0 (1) 4.00 1400 0 (1)

5 1200 4.00 1200 1200 (1) 4.00 1200 1200 (1)

*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 = 2500.0 Kg/m^3

Intensity ( From ... To ) ( M or C ...At) Total on Trib

SPAN CLASS TYPE kN/m^2 ( m m ) (kN-m or kN...m ) kN/m

-1-----2------3--------4----------5--------6---------7-------8---------9------

1 L U 5.000 0.00 0.45 57.500

1 L U 5.000 0.45 12.50 57.500

1 D U 2.000 0.00 0.45 23.000

1 D U 2.000 0.45 12.50 23.000

1 SW P 0.00 0.45 183.324

1 SW P 0.45 12.50 98.713

2 L U 5.000 0.00 13.00 57.500

2 D U 2.000 0.00 13.00 23.000

2 SW P 0.00 13.00 98.713

3 L U 5.000 0.00 13.00 57.500

3 D U 2.000 0.00 13.00 23.000

3 SW P 0.00 13.00 98.713

4 L U 5.000 0.00 12.05 57.500

4 L U 5.000 12.05 12.50 57.500

4 D U 2.000 0.00 12.05 23.000

4 D U 2.000 12.05 12.50 23.000

4 SW P 0.00 12.05 98.713

4 SW P 12.05 12.50 183.324

NOTE: LIVE LOADING is SKIPPED with a skip factor of 1.00


28

3.1 - LOADING AS APPEARS IN USER`S INPUT SCREEN PRIOR TO PROCESSING

==============================================================================

UNIFORM

(kN/m^2), ( CON. or PART. ) ( M O M E N T )

SPAN CLASS TYPE LINE(kN/m) ( kN@m or m-m ) ( kN-m @ m )

-1-----2------3---------4------------5-------6-----------7-------8------------

1 L U 5.000

1 D U 2.000

2 L U 5.000

2 D U 2.000

3 L U 5.000

3 D U 2.000

4 L U 5.000

4 D U 2.000

NOTE: SELFWEIGHT INCLUSION REQUIRED

LIVE LOADING is SKIPPED with a skip factor of 1.00

4 - C A L C U L A T E D S E C T I O N P R O P E R T I E S

==============================================================================

4.2 - Computed Section Properties for Segments of Nonprismatic Spans

------------------------------------------------------------------------------

Section properties are listed for all segments of each span

A= cross-sectional geometry Yt= centroidal distance to top fiber

I= gross moment of inertia Yb= centroidal distance to bottom fiber

SPAN AREA I Yb Yt

(SEGMENT) mm^2 mm^4 mm mm

---------------2----------------3---------------4-------------5-----

SPAN 1

1 7475000.00 0.2632E+12 325.00 325.00

2 4025000.00 0.4109E+11 175.00 175.00

SPAN 2

1 4025000.00 0.4109E+11 175.00 175.00

SPAN 3

1 4025000.00 0.4109E+11 175.00 175.00

SPAN 4

1 4025000.00 0.4109E+11 175.00 175.00

2 7475000.00 0.2632E+12 325.00 325.00

5 - D E A D L O 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 (kNm) > < 5.2 SPAN SHEARS (kN) >

SPAN M(l)* Midspan M(r)* SH(l) SH(r)

--1---------2--------------3---------------4--------------5-----------6-------

1 -1555.38 791.07 -1625.46 -792.49 767.00

2 -1686.64 864.70 -1726.34 -788.08 794.19

3 -1726.26 864.71 -1686.71 -794.18 788.09

4 -1625.30 791.05 -1555.59 -766.97 792.52

Note:


29


JOINT < 5.3 REACTIONS (kN) > <- 5.4 COLUMN MOMENTS (kNm) ->

--1---------------2----------------Lower columns----Upper columns-----

1 792.49 -835.50 -719.88

2 1555.08 -31.79 -29.39

3 1588.37 0.04 0.04

4 1555.06 31.91 29.50

5 792.52 835.61 719.98

6 - L I V E L O 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 O A D SPAN MOMENTS (kNm) and SHEAR FORCES (kN) -->

<----- left* -----> <--- midspan ---> <---- right* -----> <--SHEAR FORCE-->

SPAN max min max min max min left right

-1-------2---------3--------4--------5---------6---------7--------8--------9--

1 -840.19 109.05 429.24 -55.64 -793.24 -192.39 -382.80 365.35

2 -879.39 -82.72 517.37 -108.86 -902.23 -115.57 -394.21 395.19

3 -902.18 -115.60 517.37 -108.85 -879.43 -82.69 -395.19 394.22

4 -793.17 -192.40 429.24 -55.65 -840.30 109.06 -365.34 382.81

Note:


<- 6.2 REACTIONS (kN) -> <-------- 6.3 COLUMN MOMENTS (kNm) -------->

<--- LOWER COLUMN ---> <--- UPPER COLUMN --->


--1-----------2----------3------------4----------5------------6----------7----

1 382.80 -26.35 58.58 -451.33 50.47 -388.87

2 759.57 331.93 241.46 -256.53 223.24 -237.17

3 790.38 355.20 283.49 -283.47 262.09 -262.08

4 759.56 331.91 256.56 -241.42 237.20 -223.21

5 382.81 -26.35 451.38 -58.58 388.92 -50.48

Note: Block 6.1 through 6.3 values are maxima of all skipped loading cases

7 - M O M E N T S REDUCED TO FACE-OF-SUPPORT

==============================================================================

7.1 R E D U C E D DEAD LOAD MOMENTS (kNm)

SPAN <- left* -> <- midspan -> <- right* ->

--1---------------2-------------3-------------4-------------------------------

1 -1116.00 791.10 -1118.00

2 -1165.00 864.70 -1200.00

3 -1200.00 864.70 -1165.00

4 -1118.00 791.00 -1116.00

Note:

* = face-of-support


30

7.2 R E D U C E D LIVE LOAD MOMENTS (kNm)



-1----------2----------3-----------4----------5-----------6----------7-----

1 -620.90 93.24 429.20 -55.64 -551.60 -176.30

2 -617.50 -85.54 517.40 -108.90 -639.70 -114.20

3 -639.60 -114.30 517.40 -108.90 -617.60 -85.51

4 -551.50 -176.30 429.20 -55.65 -621.00 93.25

Note:

* = face-of-support

8 - SUM OF DEAD AND LIVE MOMENTS (kNm)

==============================================================================

Maxima of dead load and live load span moments combined

for serviceability checks ( 1.00DL + 1.00LL )



-1----------2----------3-----------4----------5-----------6----------7-----

1 -1736.90 -1022.76 1220.30 735.46 -1669.60 -1294.30

2 -1782.50 -1250.54 1382.10 755.80 -1839.70 -1314.20

3 -1839.60 -1314.30 1382.10 755.80 -1782.60 -1250.51

4 -1669.50 -1294.30 1220.20 735.35 -1737.00 -1022.75

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------

1 1 0.100 0.500 0.100 0.000

2 1 0.100 0.500 0.100 0.000

3 1 0.100 0.500 0.100 0.000

4 1 0.100 0.500 0.100 0.000


31

9.3 - SELECTED POST-TENSIONING FORCES AND TENDON DRAPE

==============================================================================

Tendon editing mode selected: TENDON SELECTION

<-------- SELECTED VALUES --------> <--- CALCULATED VALUES --->

FORCE <- DISTANCE OF CGS (mm) -> P/A Wbal Wbal

SPAN (kN/-) Left Center Right (N/mm^2) (kN/-) (%DL)

--1----------2---------3--------4--------5-----------6----------7--------8--

1 8688.709 175.00 54.00 284.00 2.16 78.073 63

2 8226.732 284.00 54.00 284.00 2.04 89.569 74

3 8226.734 284.00 54.00 284.00 2.04 89.569 74

4 8688.707 284.00 54.00 175.00 2.16 78.073 63

Approximate weight of strand ........................... 2829.2 Kg

9.35 - TENDON SELECTION DATA:

TYPE SEL. FORCE <------------------ TENDON EXTENTS ----------------------->

(kN) <1> <2> <3> <4>

--1----2-----3---|-----|-----|-----|-----|-----|-----|-----|-----|-----|-----|

A 70 120.72 <=======================>

9.5 R E Q U I R E D MINIMUM P O S T - T E N S I O N I N G FORCES (kN )

<- BASED ON STRESS CONDITIONS -> <- BASED ON MINIMUM P/A ->

SPAN LEFT* CENTER RIGHT* LEFT CENTER RIGHT

--1----------2----------3----------4---------------5---------6---------7----

1 6105.64 2926.51 5015.85 3421.30 3421.30 3421.30

2 5300.43 3523.09 5182.84 3421.30 3421.30 3421.30

3 5182.50 3523.09 5300.83 3421.30 3421.30 3421.30

4 5015.46 2926.55 6105.85 3421.30 3421.30 3421.30

Note:

* = face-of-support

9.6 S E R V I C E S T R E S S E S (N/mm^2) (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 2.25 -0.79 ----- -6.36 0.89 -0.71 ----- -5.31

2 1.15 -1.11 ----- -5.40 1.40 -0.84 ----- -5.31

3 1.40 -0.84 ----- -5.31 1.15 -1.11 ----- -5.40

4 0.89 -0.71 ----- -5.31 2.25 -0.80 ----- -6.36

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----------------------

1 ----- -4.77 0.45 -1.61

2 ----- -4.63 0.55 -2.12


32

3 ----- -4.63 0.55 -2.12

4 ----- -4.77 0.45 -1.61

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 (kNm ) --> <-- SPAN SHEARS (kN) -->

SPAN left* midspan right* SH(l) SH(r)

--1---------2--------------3--------------4---------------5----------6------

1 726.30 -606.70 942.10 58.42 58.42

2 1013.00 -773.70 1051.00 -7.33 -7.33

3 1051.00 -773.70 1013.00 7.32 7.32

4 942.10 -606.70 726.40 -58.44 -58.44

Note:

* = face-of-support

<--REACTIONS (kN)--> <-- COLUMN MOMENTS (kNm ) -->

-joint------------2-----------------Lower columns-----Upper columns-----

1 -58.420 403.400 347.600

2 65.760 49.130 45.420

3 -14.660 -0.030 -0.027

4 65.760 -49.190 -45.480

5 -58.440 -403.500 -347.600

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 ( 1.50D + 1.50L + 1.00 secondary moment effects)

10.1 FACTORED DESIGN MOMENTS (kNm)



-1----------2----------3-----------4----------5-----------6----------7-----

1 -1889.45 -818.24 2216.34 1489.02 -2442.76 -1879.81

2 -2553.35 -1755.41 2236.00 1296.65 -2554.15 -1765.90

3 -2554.10 -1766.15 2235.97 1296.64 -2553.50 -1755.36

4 -2442.74 -1879.94 2216.28 1488.95 -1889.50 -818.13

Note:

* = face-of-support

10.2 SECONDARY MOMENTS (kNm)

SPAN <-- left* --> <- midspan -> <-- right* -->

-1-----------2----------------3----------------4--------

1 715.90 385.90 61.64

2 120.40 162.90 205.40

3 205.30 162.90 120.40

4 61.51 385.90 716.00

Note:

* = face-of-support


33

10.3 FACTORED REACTIONS 10.4 FACTORED COLUMN MOMENTS (kNm)

(kN) <-- LOWER column --> <-- UPPER column -->


-1----------2----------3-----------4----------5-----------6----------7-----

1 1704.53 1090.81 -761.98 -1526.80 -656.55 -1315.60

2 3537.66 2896.11 363.70 -383.30 336.14 -354.46

3 3552.94 2900.14 425.28 -425.22 393.18 -393.12

4 3537.66 2896.11 383.58 -363.42 354.57 -336.03

5 1704.51 1090.79 1527.00 762.03 1315.75 656.68

11 - M I L D S T E E L

==============================================================================

Support cut-off length for minimum steel(length/span) ... 0.17

Span cut-off length for minimum steel(length/span) ... 0.33

Top bar extension beyond where required ............. 300.00 mm

Bottom bar extension beyond where required ............. 300.00 mm

REINFORCEMENT based on NO REDISTRIBUTION of factored moments

------------------------------------------------------------------------------

11.1 TOTAL WEIGHT OF REBAR = 68.9 Kg AVERAGE = 0.1 Kg/m^2

TOTAL AREA COVERED = 586.50 m^2

11.2.1 S T E E L A T M I D - S P A N

T O P B O T T O M


SPAN (mm^2) <---ULT-----TENS--------> (mm^2) <---ULT-----TENS-------->

--1------2---------3-------4-------5-----------6---------7-------8-------9----

1 0 ( 0 0 0) 0 ( 0 0 0)

2 0 ( 0 0 0) 0 ( 0 0 0)

3 0 ( 0 0 0) 0 ( 0 0 0)

4 0 ( 0 0 0) 0 ( 0 0 0)

11.3.1 S T E E L A T S U P P O R T S

T O P B O T T O M


JOINT (mm^2) <---ULT-----MIN---------> (mm^2) <---ULT-----MIN--------->

--1------2---------3-------4-------5-----------6---------7-------8-------9----

1 2321 ( 2321 0 0) 0 ( 0 0 0)

2 0 ( 0 0 0) 0 ( 0 0 0)

3 0 ( 0 0 0) 0 ( 0 0 0)

4 0 ( 0 0 0) 0 ( 0 0 0)

5 2324 ( 2324 0 0) 0 ( 0 0 0)


34

12 - P U N C H I N G S H E A R C H E C K

==============================================================================

LEGEND:

CONDITION... 1 = INTERIOR COLUMN

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 N/mm^2 ->

shear moment due to due to allow- STRESS

JNT COND. kN kN-m shear moment TOTAL able RATIO CASE

-1----2-------3-------4---------5---------6--------7---------8-------9-----10-

1 2 1704.53 2842.40 0.57 0.46 1.04 1.46 0.71 1

2 1 3537.66 737.77 1.81 0.29 2.10 1.76 1.19 1

3 1 3552.94 818.47 1.82 0.32 2.14 1.74 1.23 1

4 1 3537.66 738.15 1.81 0.29 2.10 1.76 1.19 1

5 2 1704.51 2842.75 0.57 0.46 1.04 1.46 0.71 1

PUNCHING SHEAR STRESS IN ONE OR MORE LOCATIONS EXCEEDS THE PERMISSIBLE

VALUE. PROVIDE SHEAR REINFORCEMENT, OR ENLARGE THE SECTION RESISTING THE

PUNCHING SHEAR

13 - MAXIMUM S P A N D E F L E C T I O N S

==============================================================================

Concrete`s modulus of elasticity .............. Ec = 28200 N/mm^2

Creep factor .................................. K = 2.00

Ieffective/Igross...(due to cracking).......... K = 1.00

Where stresses exceed 0.5(fc`)^1/2 cracking of section is allowed for.

Values in parentheses are (span/max deflection) ratios

<.......DEFLECTION ARE ALL IN mm , DOWNWARD POSITIVE.......>

SPAN DL DL+PT DL+PT+CREEP LL DL+PT+LL+CREEP

-1--------2--------3-----------4---------------5---------------6------

1 6.7 1.8 5.3( 2345) 3.1( 3972) 8.5( 1474)

2 7.9 1.1 3.4( 3806) 3.7( 3495) 7.1( 1821)

3 7.9 1.1 3.4( 3804) 3.7( 3495) 7.1( 1821)

4 6.7 1.8 5.3( 2345) 3.1( 3972) 8.5( 1474)


35

16 - FRICTION, ELONGATION AND LONG TERM STRESS LOSSES

==============================================================================

16.6 LONG TERM STRESS LOSS CALCULATIONS


Type of strand ........................................... LOW LAX

Modulus of elasticity of strand .......................... 200000.00 N/mm^2

Average weight of concrete ............................... NORMAL

Estimate age of concrete at stressing .................... 7 days

Modulus of elasticity of concrete at stressing ........... 23653.00 N/mm^2

Modulus of elasticity of concrete at 28 days ............. 28200.00 N/mm^2

Estimate of average relative humidity .................... 80.00 %

Volume to surface ratio of member ........................ 175.00 mm

16.6.2 CALCULATED LONG-TERM STRESS LOSS(average of all tendons) :

<----- STRESS (N/mm^2) ----->

SPAN start center right

-1----------2-----------3-----------4----

1 58.96 69.61 56.09

2 57.51 65.98 42.06

3 42.06 65.98 57.51

4 56.10 69.61 58.96

16.7 FRICTION AND ELONGATION CALCULATIONS


Coefficient of angular friction (meu) .................... 0.250 /rad

Coefficient of wobble friction (K) ....................... 0.0046 /m

Ultimate strength of strand .............................. 1860.0 N/mm^2

Ratio of jacking stress to strand's ultimate strength .... 0.800

Anchor set ............................................... 6.000 mm

Cross-sectional area of strand ........................... 99.000 mm^2

16.7.2 CALCULATED STRESSES(average of all tendons) :

LENGTH <TENDON HEIGHT(mm )> Horizontal ratios <-- STRESS(N/mm^2)-->

SPAN m P start center right X1/L X2/L X3/L start center right

-1-----2----3-----4------5-------6------7-----8-----9------10-----11------12--

1 12.50 1 175. 54. 284. 0.10 0.50 0.10 1197.22 1253.78 1283.10

2 13.00 1 284. 54. 284. 0.10 0.50 0.10 1281.69 1187.12 1138.48

3 13.00 1 284. 54. 284. 0.10 0.50 0.10 1138.49 1187.12 1281.69

4 12.50 1 284. 54. 175. 0.10 0.50 0.10 1283.10 1253.78 1197.22

------------------------------------------------------------------------------

Note: P= tendon profile (refer to legend of data block 9)

Stresses at each location are the average of strands after anchor set,

and after long-term losses


36

16.8 TENDON SELECTION AND DATA:

<------ TENDON EXTENTS ------> ELONGATION Stress ratios

TYPE OFF FORCE CAN<------ S P A N S ----->CAN LEFT RIGHT Anch. Max.

<1><2><3><4> (mm) (mm)

-1----2----3---------------------4-------------------5------6-------7-----8---

A 70 120.72 <============> 297. 31. 0.72 0.74

Note: Force is the average value per strand (kN)

Stress ratios are at anchorage (7) and maximum along tendon (8)


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Documents

PROPOSED SATSANG HALL - VERTICAL STRIP V1 · note: live loading is skipped with a skip factor of 1.00 . proposed satsang hall – technical report 5 3.1 - loading as appears in user`s