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D E S C R I P T I O N
R E V
N O .
J O / E W O
D A T E
O P R N S
E N G G
P M T
C E R T
DATE:
DATE:
DATE:
DATE:
DATE:
D A T E :
B Y :
C O N T R O L N
U M B E R
PROJECT
ENGINEER
CONSTRUCTION
AGENCY
DISCIPLINE
ENGINEER
V E R I F I C A T I O N
E D S
D
R E V I S I O N
C E R T I F I C A T E
T H I S I N D I C A T E S T H A T R E V .
N O .__________
O F T H I S D R A W I N G I S C O V E R E D ,
F O R A L L
A P P R O V A L / C E R T I F I C A T I O N R E Q U I R E M E N T S ,
B Y D R A W I N G C O M P L E T I O N C E R T I F I C A T E
( D C C ) N O ._____________________
OPERATIONS
CERTIFIED
R E V I S I O N
C E R T I F I C A T I O N
1Of
1
DOCV73 Q
JO / EWO:
0F21-00052-0001
2 1 - 0 0 0 5 2 - 0 0 0 1 - 0 0 1
0 F 1
09/09/13
S.A SAKKAK
09/09/13
09/09/13
M. GHANIM
M. GHANIM
04/03/13
S A S
M A G
A A M
R E - I S S U E D
F O R
C O N S T R U C T I O N
A. MACAUMBANG
2 1 - 0 0 0 5 2 -
0 0 0 1
0 9 / 0 9 / 1 3
0 F 1
STRUCTURAL CALCULATIONS
METERING BUILDING
PIPELINE BETWEEN SHEDGUM & YANBU
SHEDGUM EDSD/2616-0399.d
Saudi Aramco 2616-ENG (03/99)
B
SAUDI ARABIA
REV.NSHT.NO. DRAWING NO. INDEX PLANT NO. DWG.TYPE
SAUDI ARABIAN OIL COMPANY
CAL-STR-001
Saudi Aramco, Northern Area Projects Dep.
/NAOO & BGP Project’s Division
J.O #-21-00052-0001
Structural CalculationMetering Building
Sales Gas Delivery System for Saudi ElectricityCo. PP12
RE-ISSUED FOR CONSTRUCTION
PREPARED BY:
MUSTANG-HDPAl-Khobar, Saudi Arabia
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PROJECT: JOB NO.: BI-21-00052 SHEET NO.:
LOCATION: DESIGN BY: AAM DATE: 09/09/2013
CLIENT: CHECKED BY: SAM APPROVED BY: MAG
1.0 BUILDING GEOMETRY
INTRODUCTION
This specification list the design criteria used while performing calculations for design of all structural items related
to Metering Shelter/Building. Briefly described herein are the structural systems of the building, design
approach adopted, various codes used, material properties, loads, allowable limits in deflections and stability and the
soil properties. This criterion complies with all relevant engineering standards, latest editions of engineering and industry
codes and Saudi Arabian Government codes.
BUILDING DIMENSIONS:
The proposed Metering Shelter/Building has following dimensions:
From Ground Floor to roof:
Length: 11.5.0m clear between grid line 1 & 1.
Width: 8.25m clear between grid line A & C
Height: 4.8m from finish floor line to top of roof slab.
STRUCTURAL SYSTEMS DESCRIPTION
The structural system consists of :
Structure: Reinforced concrete frames
Walls:
Roof: reinforced concrete slab.
Parapet 150mm thick reinforced concrete
Foundation: Isolated footing
Floor slab: Concrete slab on grade
DESIGN APPROACH
Metering Shelter/Building is modeled and analyzed using STAAD PRO software.The structure will be analyzed and
designed for conventional static loads such as dead load, live load, wind load & seismic load. Isolated spread footing
will be designed according to anticipated column load or supprt reactions and allowable soil bearing
capacity.Other governing codes and standards applicable to the structure are used in preparation of the design.
APPLICABLE CODES AND STANDARDS
The following codes and standards are used in the design:
SEI/ASCE 7 – 02 Minimum design loads for buildings and other structures.
SAES M-100 Saudi Aramco Building Code
SALES GAS DELIVERY SYSTEM
RIYADH
SAUDI ARAMCO
250mm thick cmu block walls above ground level
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PROJECT: JOB NO.: BI-21-00052 SHEET NO.:
LOCATION: DESIGN BY: AAM DATE: 09/09/2013
CLIENT: CHECKED BY: SAM APPROVED BY: MAG
SALES GAS DELIVERY SYSTEM
RIYADH
SAUDI ARAMCO
UBC - 1997 Uniform Building code
ACI-318-2005 American Concrete Institute, Building Requirements for Reinforced Concrete.
MATERIALS
Concrete
f’c = 28 MPa Minimum concrete compressive strength at 28 days for all cast-in-situ reinforced concrete
structural elements.
f’c = 28 MPa Minimum concrete compressive strength at 28 days for all cast-in-situ reinforced concrete
slabs on grade
f’c = 17 MPa Minimum structural plain or lean concrete compressive strength at 28 days.
Reinforcing Steel:
fy = 420 MPa (60 Ksi) Minimum yield strength of all reinforcing steel. Reinforcing bars shall conform to
SASO-SSA-2, ASTM A615/A615M grade 60.
Cement:
Portland cement shall be of type V Cement in all cases, Ready mixed concrete shall have a minimum specified
compressive strength fc' = 28 Mpa (4000 psi) after 28 days.
Welded Wire Fabric
Shall conform to SASO SSA 224/1981(cold drawn) plain fabric wire with minimum yield strength of 240 MPa.
DESIGN LOAD BASIS
Dead Loads
Unit Weights of different building materials
Reinforced concrete= = 24 kN/m3
Mortar, cement = 20.4 kN/m3
Gravel = 16.3 kN/m3
Soil = 18.0 kN/m3
2.0 LOAD COMPUTATION & DISTRIBUTION
2.1 DEAD LOAD:
2.1.1 Dead Loads on Roof:
DL of 200mm thick concrete slab = 4.80 KN/M2
DL of water proofing (2 ply) + 50mm thick rigid insulation = 0.55 KN/M2
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PROJECT: JOB NO.: BI-21-00052 SHEET NO.:
LOCATION: DESIGN BY: AAM DATE: 09/09/2013
CLIENT: CHECKED BY: SAM APPROVED BY: MAG
SALES GAS DELIVERY SYSTEM
RIYADH
SAUDI ARAMCO
DL of 50mm thick gravel finish = 0.82 KN/M2
DL of 50mm thick structural screed = 1.02 KN/M2
Collateral Loads (ceiling & lighting) = 0.50 KN/M2
Additional roof load 0.70 KN/M2
Total Dead Loads = 8.39 KN/M2
2.1.2 Parapet Loads:
DL of 150mm thick reinforced concrete parapet = 3.60 KN/M2
2.1.3 Wall Loads:
External Walls:
DL of 250mm thick cmu wall = 5.75KN/M
2
DL of 50mm thick insulation = 0.15 KN/M2
DL of 12mm plaster one side = 0.25 KN/M2
Total Dead Load of Built-up Walls = 6.15 KN/M2
2.2 LIVE LOAD:
2.2.1 Live Load on roof = 1.00 KN/M2
2.2.2 Live Load on Ground Floor (slab on grade) = 4.80 KN/M2
2.4 SEISMIC LOAD:
Seismic Load will be generated by Staad using DEFINE UBC LOAD command with the
following parameters:
Ss 0.70: S1 = 0.2: I 1.0: RWX 3.0: RWZ 3.0: SCL 4
Where:
I - Importance Factor
Rx & Rz - Response Modification Coefficient for Intermediate Moment Resisting Frame
SCL site class
2.5 WIND LOAD:
Wind Load Calculated in accordance with ASCE-7-05 based on a maximum wind velocity
of 145Km/hr.
qz = 0.613 *Kz *Kzt* Kd*V2* I (Eq-6-15 of ASCE-7-05)
Where V = 145 km/h = 40.6 m/sec
Exposure C , Category III G = 0.85
I = 1.15 kzt = 1.00
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PROJECT: JOB NO.: BI-21-00052 SHEET NO.:
LOCATION: DESIGN BY: AAM DATE: 09/09/2013
CLIENT: CHECKED BY: SAM APPROVED BY: MAG
SALES GAS DELIVERY SYSTEM
RIYADH
SAUDI ARAMCO
kz = 1.00 kd = 1.00
qz = 1.16 KN/M2
2.5.1 Wind force
P = qz(GCpf –GCpi)
GCpf = External Pressure Coefficient
= 0.40 Fig-6.10-ASCE-7-05
GCpi = Internal Pressure Coefficient
= +0.18 Fig-6.10-ASCE-7-05
= -0.18 Fig-6.5-ASCE-7-05
P1 = 0.67 KN/M2
P2 = 0.26 KN/M2
3.0 LOAD COMBINATIONS
Allowable Stress Combinations
1 DL + LL Where:
3 0.6DL + WL DL Dead Load
4 DL + 0.75(LL +WL) LL Live Load
5 DL +0.75 (LL +E) WL Wind Load
6 DL + 0.75(LL +0.707WLX+0.707WLZ) , E Earthquake7 0.6DL + 0.7E
8 DL + 0.75( LL +E/1.4)
Strength Design Load Combinations.
1 1.4D
2 1.2DL + 1.6LL
5 1.2 DL + 1.6 LL + 0.8 WL
6 1.2DL + 0.5LL + 1.6WL
7
1.2DL +LL + E8 0.9 DL + 1.6 WL
9 0.9DL + E
4.0 BEAM DEFLECTION
L / 240 25.00 mm
Maximum beam deflection as per staad output beam 114 : 4.58 mm
Allowable beam defelection as per code :
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PROJECT: JOB NO.: BI-21-00052 SHEET NO.:
LOCATION: DESIGN BY: AAM DATE: 09/09/2013
CLIENT: CHECKED BY: SAM APPROVED BY: MAG
SALES GAS DELIVERY SYSTEM
RIYADH
SAUDI ARAMCO
5.0 STRUCTURAL DESIGN ANALYSIS
3.0 COMPUTER INPUT FILE 3.0 COMPUTER INPUT FILE 3.0 COMPUTER INPUT FILE 3.0 COMPUTER INPUT FILE
STRUCTURE & LOAD DIAGRAM STRUCTURE & LOAD DIAGRAM STRUCTURE & LOAD DIAGRAM STRUCTURE & LOAD DIAGRAM
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STRUCTURE 3D RENDERED VIEW
STRUCTURE 3D VIEW
Load 6
X
Y
Z
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STRUCTURE W/ NODE NUMBER
STRUCTURE W/ BEAM NUMBER
5
9
19
3
6
8
14
1
18
4
7
20
12
15
17
2
27
29
13
24
16
26
28
21
23
11
25
22
Load 6
XY
Z
325
6
8
2
36
27
10
5
7
13
23
1
26
16
9
4
18
12
24
2134
20
15
1735
40
22
30
38
3332
14
28
31
1939
29
3741
Load 6
XY
Z
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STRUCTURE W/ DIMENSIONS
STRUCTURE W/ NODE NUMBER @ SUPPORT
1 m3 m
4.8 m
2.75 m
1 m
6 m
6 m
5.75 m
4.8 m
5.75 m
1 m
6 m
1 m
3 m
4.8 m
5.75 m
4.8 m
2.75 m
1 m
6 m
6 m2.85 m
5.75 m
4.8 m
2.9 m2.25 m
1 m
6 m
1 m
2.85 m
2.25 m2.9 m
4.8 m
1 m
4.8 m
2.9 m2.25 m
4.8 m
2.25 m2.9 m
Load 6
XY
Z
1
29
21
5
1412
24
3
Load 1XY
Z
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SEISMIC LOAD @ X DIRECTION
SEISMIC LOAD @ Z DIRECTION
0.135
0.168
0.562
0.128
0.135
1.011
0.175
0.168
0.562
0.087
0.562
0.076
0.854
0.1280.075
0.389
0.075
0.486 0.162
0.162
Load 1X
Y
Z
0.135
0.168
0.562
0.128
0.135
1.011
0.175
0.168
0.562
0.087
0.562
0.076
0.854
0.128
0.075
0.389
0.075
0.486
0.162
0.162
Load 2X
Y
Z
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DEAD LOAD
ROOF LIVE LOAD
-29.520
-29.520
-29.520
-29.520
-24.121-24.121 (GY)
-2.160
-29.520
-24.121-24.121 (GY)-24.121-24.121 (GY)
-2.160
-29.520
-24.121-24.121 (GY)
-2.160
-29.520
2*-24.1212*-24.121 (GY)2*-24.1212*-24.121 (GY)
-29.520
-29.520
-24.121-24.121 (GY)
-2.160
-29.520
-24.121-24.121 (GY)-24.121-24.121 (GY)
-2.160
-23.912 (GY)
-2.160
-29.520-29.520
-24.121-24.121 (GY)-23.912
-9.439-9.439 (GY)-9.439-9.439 (GY)
-9.439-9.439 (GY)-2.160
-9.439-9.439 (GY)-2.160
-9.439-9.439 (GY)-9.439-9.439 (GY)
-2.160
Load 3X
Y
Z
-2.875-2.875 (GY)
-2.875-2.875 (GY)-2.875-2.875 (GY)
-2.875-2.875 (GY)
2*-2.8752*-2.875 (GY)2*-2.8752*-2.875 (GY)
-2.875-2.875 (GY)
-2.875-2.875 (GY)-2.875-2.875 (GY)
-2.850 (GY)-2.875-2.875 (GY)-2.850
-1.125-1.125 (GY)-1.125-1.125 (GY)
-1.125-1.125 (GY)
-1.125-1.125 (GY)-1.125-1.125 (GY)
-1.125-1.125 (GY)
Load 4X
Y
Z
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WIND LOAD @ X DIRECTIONS
WIND LOAD @ -X DIRECTIONS
16.955
11.834
23.313
6.358
16.271
4.438
Load 5X
Y
Z
4.264
5.230
4.264
5.230
Load 6X
Y
Z
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WIND LOAD @ -Z DIRECTIONS
WIND LOAD @ Z DIRECTIONS
12.363
8.124
11.341
28.258
22.681
16.249
11.341
Load 7X
Y
Z
3.109
2.043
5.013
5.046
2.026
7.497
2.061
2.484
2.061
2.528
2.528
Load 8X
Y
Z
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PROJECT: JOB NO.: BI-21-00052 SHEET NO.:
LOCATION: DESIGN BY: AAM DATE: 09/09/2013
CLIENT: CHECKED BY: SAM APPROVED BY: MAG
SALES GAS DELIVERY SYSTEM
RIYADH
SAUDI ARAMCO
3.0A COMPUTER INPUT FILE 3.0A COMPUTER INPUT FILE 3.0A COMPUTER INPUT FILE 3.0A COMPUTER INPUT FILE
DESIGN OF METERING SHELTER DESIGN OF METERING SHELTER DESIGN OF METERING SHELTER DESIGN OF METERING SHELTER
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ProV8i\STAAD\Plugins\METERING BUILDING-1642K.std 09/09/13 07:39:41
D SPACET JOB INFORMATIONNEER DATE 30-Mar-13JOB INFORMATIONT WIDTH 79METER KNT COORDINATES0 0; 2 0 5.8 0; 3 5.75 0 0; 4 5.75 5.8 0; 5 11.5 0 0; 6 11.5 5.8 0;1 0; 8 5.75 1 0; 9 11.5 1 0; 11 0 5.8 6; 12 5.75 0 6; 13 5.75 5.8 6;1.5 0 6; 15 11.5 5.8 6; 16 0 1 6; 17 5.75 1 6; 18 11.5 1 6; 19 8.5 1 0;.5 1 6; 21 0 0 8.25; 22 0 5.8 8.25; 23 0 1 8.25; 24 2.9 0 8.25;.9 5.8 8.25; 26 2.9 1 8.25; 27 2.9 1 6; 28 2.9 5.8 6; 29 0 0 6;ER INCIDENCES7; 2 3 8; 3 5 9; 4 7 2; 5 8 4; 6 9 6; 7 7 8; 8 8 19; 9 2 4; 10 4 6;
2 17; 13 14 18; 14 16 11; 15 17 13; 16 18 15; 17 16 27; 18 17 20; 19 11 28;3 15; 21 7 16; 22 2 11; 23 6 15; 24 4 13; 25 19 9; 26 20 18; 27 19 20;1 23; 29 23 22; 30 24 26; 31 26 25; 32 23 26; 33 23 16; 34 27 17; 35 27 26;18; 37 11 22; 38 28 13; 39 28 25; 40 29 16; 41 22 25;NE MATERIAL STARTROPIC CONCRETE17185e+007SON 0.17ITY 23.5616A 1e-0050.05CONCRETENGTH FCU 27579DEFINE MATERIALER PROPERTY AMERICAN6 12 TO 16 28 TO 31 40 PRIS YD 0.35 ZD 0.35
17 18 21 25 TO 27 34 36 PRIS YD 0.8 ZD 0.2519 20 22 23 38 PRIS YD 0.5 ZD 0.353 35 PRIS YD 0.4 ZD 0.259 41 PRIS YD 0.4 ZD 0.3RIS YD 0.6 ZD 0.35TANTSRIAL CONCRETE ALLORTS5 12 14 21 24 29 FIXEDNE IBC 20030.007 SD1 0.003 S1 0.002 IE 1 RX 3 RZ 3 SCLASS 4WEIGHT 1ER WEIGHT18 21 25 TO 27 32 TO 36 UNI 29.5220 22 TO 24 37 TO 39 41 UNI 2.16R WEIGHT
GE 3 6 FLOAD 8.39NE WIND LOAD1 WIND 1
TAAD PRO GENERATED DATA DO NOT MODIFY !!!-7-2010:PARAMS 145.000 KMPH 0 2 1 0 0.000 FT 0.000 FT 0.000 FT 1 -800 M 11.500 M 8.250 M 2.000 0.010 0 -0 0 0.858 1.000 1.000 0.850 0 -0 0.888 0.800 -0.550ND GENERATED DATA BLOCK2.35486 2.35486 2.35592 2.35698 2.35804 2.3591 2.36015 2.3612 2.36225 -6329 2.36433 2.36537 2.36641 2.36744 2.36847 0.646088 HEIG 0 4.572 -8954 4.60708 4.62462 4.64215 4.65969 4.67723 4.69477 4.71231 -2985 4.74739 4.76492 4.78246 4.8 4.82 WIND 2
TAAD PRO GENERATED DATA DO NOT MODIFY !!!-7-2010:PARAMS 145.000 KMPH 0 2 1 0 0.000 FT 0.000 FT 0.000 FT 1 -
800 M 11.500 M 8.250 M 2.000 0.010 1 -0 0 0.858 1.000 1.000 0.850 0 -0 0.888 -0.300 0.550ND GENERATED DATA BLOCK-0.592267 -0.592267 -0.914308 HEIG 0 4.8 401 LOADTYPE None TITLE LOAD CASE 1
LOAD X 1ORM ANALYSISGE2 LOADTYPE None TITLE LOAD CASE 2
LOAD Z 1ORM ANALYSISGE3 LOADTYPE None TITLE LOAD CASE 3
WEIGHT Y -1ER LOAD18 21 25 TO 27 32 TO 36 UNI GY -29.52
: 1
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ProV8i\STAAD\Plugins\METERING BUILDING-1642K.std 09/09/13 07:39:41
18 21 25 TO 27 32 TO 36 UNI GY -29.52R LOADGE 3 6 FLOAD -8.39 GYER LOAD20 22 23 37 TO 39 41 UNI GY -2.164 LOADTYPE None TITLE LOAD CASE 4
R LOADGE 3 6 FLOAD -1 GY5 LOADTYPE None TITLE LOAD CASE 5LOAD X 1 TYPE 1 YR 1 66 LOADTYPE None TITLE LOAD CASE 6LOAD -X 1 TYPE 2 YR 1 67 LOADTYPE None TITLE LOAD CASE 7LOAD Z 1 TYPE 1 YR 1 6 ZR 0 1
8 LOADTYPE None TITLE LOAD CASE 8LOAD -Z 1 TYPE 2 YR 1 6 ZR 1 9RVICE STRESS DESIGN LOAD COMBINATIONSCOMB 101 COMBINATION LOAD CASE 1010 4 1.0COMB 102 COMBINATION LOAD CASE 1020 4 0.75 5 0.75COMB 103 COMBINATION LOAD CASE 1030 4 1.0 6 0.75COMB 104 COMBINATION LOAD CASE 1040 4 1.0 7 0.75COMB 105 COMBINATION LOAD CASE 1050 4 1.0 8 0.75COMB 106 COMBINATION LOAD CASE 1060 4 1.0 5 1.0COMB 107 COMBINATION LOAD CASE 107
0 4 1.0 6 1.0COMB 108 COMBINATION LOAD CASE 1080 4 1.0 7 1.0COMB 109 COMBINATION LOAD CASE 1090 4 1.0 8 1.0COMB 110 COMBINATION LOAD CASE 1100 4 0.75 5 0.53COMB 111 COMBINATION LOAD CASE 1110 4 1.0 6 0.53COMB 112 COMBINATION LOAD CASE 1120 4 1.0 7 0.53COMB 113 COMBINATION LOAD CASE 1130 4 1.0 8 0.53COMB 114 COMBINATION LOAD CASE 1146 5 1.0COMB 115 COMBINATION LOAD CASE 115
6 6 1.0COMB 116 COMBINATION LOAD CASE 1166 7 1.0COMB 117 COMBINATION LOAD CASE 1176 8 1.0COMB 118 COMBINATION LOAD CASE 1180 4 0.75 1 1.0COMB 119 COMBINATION LOAD CASE 1190 4 0.75 2 1.0COMB 120 COMBINATION LOAD CASE 1206 1 0.7COMB 121 COMBINATION LOAD CASE 1216 2 0.7RENGTH DESIGN LOAD COMBINATIONSCOMB 201 COMBINATION LOAD CASE 2014
COMB 202 COMBINATION LOAD CASE 2022 4 1.6COMB 203 COMBINATION LOAD CASE 2032 4 1.6 5 0.8COMB 204 COMBINATION LOAD CASE 2042 4 1.6 6 0.8COMB 205 COMBINATION LOAD CASE 2052 4 1.6 7 0.8COMB 206 COMBINATION LOAD CASE 2062 4 1.6 8 0.8COMB 207 COMBINATION LOAD CASE 2072 4 0.5 5 1.6COMB 208 COMBINATION LOAD CASE 2082 4 0.5 6 1.6COMB 209 COMBINATION LOAD CASE 2092 4 0.5 7 1.6COMB 210 COMBINATION LOAD CASE 210
: 2
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ProV8i\STAAD\Plugins\METERING BUILDING-1642K.std 09/09/13 07:39:41
COMB 210 COMBINATION LOAD CASE 2102 4 0.5 8 1.6COMB 211 COMBINATION LOAD CASE 2112 4 1.0 1 1.0COMB 212 COMBINATION LOAD CASE 2122 4 1.0 2 1.0COMB 213 COMBINATION LOAD CASE 2139 5 1.6COMB 214 COMBINATION LOAD CASE 2149 6 1.6COMB 215 COMBINATION LOAD CASE 2159 7 1.6COMB 216 COMBINATION LOAD CASE 2169 8 1.6
COMB 217 COMBINATION LOAD CASE 2179 1 1.0COMB 218 COMBINATION LOAD CASE 2189 2 1.0ORM ANALYSISLIST 101 TO 121 201 TO 218T CONCRETE DESIGNACI
8000 ALLIN 420000 ALLC 420000 ALLAIN 20 ALLAIN 16 ALLEC 10 ALLF 0 MEMB 1 TO 6 12 TO 16 28 TO 31 40N 0.01 MEMB 1 TO 6 12 TO 16 28 TO 31 40
K 0 ALLGN COLUMN 1 TO 6 12 TO 16 28 TO 31 40GN BEAM 7 TO 10 17 TO 27 32 TO 39 41CONCRETE DESIGNFACTORED LOADLIST 101 TO 121T SUPPORT REACTION ALLCTORED LOADLIST 201 TO 218T SUPPORT REACTION ALLT JOINT DISPLACEMENTS ALLSH
: 3
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PROJECT: JOB NO.: BI-21-00052 SHEET NO.:
LOCATION: DESIGN BY: AAM DATE: 09/09/2013
CLIENT: CHECKED BY: SAM APPROVED BY: MAG
SALES GAS DELIVERY SYSTEM
RIYADH
SAUDI ARAMCO
4.0 COMPUTER OUTPUT FILE 4.0 COMPUTER OUTPUT FILE 4.0 COMPUTER OUTPUT FILE 4.0 COMPUTER OUTPUT FILE
DESIGN OF BEAMS & COLUMNSDESIGN OF BEAMS & COLUMNSDESIGN OF BEAMS & COLUMNSDESIGN OF BEAMS & COLUMNS
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Monday, September 09, 2013, 08:0
PAGE NO. 1
****************************************************
* *
* STAAD.Pro V8i SELECTseries3 *
* Version 20.07.08.20 *
* Proprietary Program of *
* Bentley Systems, Inc. *
* Date= SEP 9, 2013 *
* Time= 7:58: 3 ** *
* USER ID: Mustang Engineering *
****************************************************
1. STAAD SPACE
NPUT FILE: METERING BUILDING-1642K.STD
2. START JOB INFORMATION
3. ENGINEER DATE 30-MAR-13
4. END JOB INFORMATION
5. INPUT WIDTH 79
6. UNIT METER KN
7. JOINT COORDINATES8. 1 0 0 0; 2 0 5.8 0; 3 5.75 0 0; 4 5.75 5.8 0; 5 11.5 0 0; 6 11.5 5.8 0
9. 7 0 1 0; 8 5.75 1 0; 9 11.5 1 0; 11 0 5.8 6; 12 5.75 0 6; 13 5.75 5.8 6
10. 14 11.5 0 6; 15 11.5 5.8 6; 16 0 1 6; 17 5.75 1 6; 18 11.5 1 6; 19 8.5 1 0
11. 20 8.5 1 6; 21 0 0 8.25; 22 0 5.8 8.25; 23 0 1 8.25; 24 2.9 0 8.25
12. 25 2.9 5.8 8.25; 26 2.9 1 8.25; 27 2.9 1 6; 28 2.9 5.8 6; 29 0 0 6
13. MEMBER INCIDENCES
14. 1 1 7; 2 3 8; 3 5 9; 4 7 2; 5 8 4; 6 9 6; 7 7 8; 8 8 19; 9 2 4; 10 4 6
15. 12 12 17; 13 14 18; 14 16 11; 15 17 13; 16 18 15; 17 16 27; 18 17 20; 19 11 28
16. 20 13 15; 21 7 16; 22 2 11; 23 6 15; 24 4 13; 25 19 9; 26 20 18; 27 19 20
17. 28 21 23; 29 23 22; 30 24 26; 31 26 25; 32 23 26; 33 23 16; 34 27 17; 35 27 26
18. 36 9 18; 37 11 22; 38 28 13; 39 28 25; 40 29 16; 41 22 25
19. DEFINE MATERIAL START
20. ISOTROPIC CONCRETE
21. E 2.17185E+007
22. POISSON 0.17
23. DENSITY 23.5616
24. ALPHA 1E-005
25. DAMP 0.05
26. TYPE CONCRETE
27. STRENGTH FCU 27579
28. END DEFINE MATERIAL
29. MEMBER PROPERTY AMERICAN
30. 1 TO 6 12 TO 16 28 TO 31 40 PRIS YD 0.35 ZD 0.35
31. 7 8 17 18 21 25 TO 27 34 36 PRIS YD 0.8 ZD 0.25
32. 9 10 19 20 22 23 38 PRIS YD 0.5 ZD 0.35
33. 32 33 35 PRIS YD 0.4 ZD 0.25
34. 37 39 41 PRIS YD 0.4 ZD 0.3
35. 24 PRIS YD 0.6 ZD 0.35
36. CONSTANTS37. MATERIAL CONCRETE ALL
38. SUPPORTS
39. 1 3 5 12 14 21 24 29 FIXED
40. DEFINE IBC 2003
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41. SDS 0.007 SD1 0.003 S1 0.002 IE 1 RX 3 RZ 3 SCLASS 4
42. SELFWEIGHT 1
43. MEMBER WEIGHT
44. 7 8 18 21 25 TO 27 32 TO 36 UNI 29.52
45. 9 10 20 22 TO 24 37 TO 39 41 UNI 2.16
46. FLOOR WEIGHT
**WARNING** about Floor/OneWay Loads/Weights.
Please note that depending on the shape of the floor you may
have to break up the FLOOR/ONEWAY LOAD into multiple commands.
For details please refer to Technical Reference ManualSection 5.32.4 Note 6.
47. YRANGE 3 6 FLOAD 8.39
48. DEFINE WIND LOAD
49. TYPE 1 WIND 1
50.
51. ASCE-7-2010:PARAMS 145.000 KMPH 0 2 1 0 0.000 FT 0.000 FT 0.000 FT 1 -
52. 1 4.800 M 11.500 M 8.250 M 2.000 0.010 0 -
53. 0 0 0 0 0.858 1.000 1.000 0.850 0 -
54. 0 0 0 0.888 0.800 -0.550
55. !> END GENERATED DATA BLOCK
56. INT 2.35486 2.35486 2.35592 2.35698 2.35804 2.3591 2.36015 2.3612 2.36225 -
57. 2.36329 2.36433 2.36537 2.36641 2.36744 2.36847 0.646088 HEIG 0 4.572 -
58. 4.58954 4.60708 4.62462 4.64215 4.65969 4.67723 4.69477 4.71231 -59. 4.72985 4.74739 4.76492 4.78246 4.8 4.8
60. TYPE 2 WIND 2
61.
62. ASCE-7-2010:PARAMS 145.000 KMPH 0 2 1 0 0.000 FT 0.000 FT 0.000 FT 1 -
63. 1 4.800 M 11.500 M 8.250 M 2.000 0.010 1 -
64. 0 0 0 0 0.858 1.000 1.000 0.850 0 -
65. 0 0 0 0.888 -0.300 0.550
66. !> END GENERATED DATA BLOCK
67. INT -0.592267 -0.592267 -0.914308 HEIG 0 4.8 40
68. LOAD 1 LOADTYPE NONE TITLE LOAD CASE 1
69. IBC LOAD X 1
70. PERFORM ANALYSIS
P R O B L E M S T A T I S T I C S
-----------------------------------
NUMBER OF JOINTS/MEMBER+ELEMENTS/SUPPORTS = 28/ 40/ 8
SOLVER USED IS THE OUT-OF-CORE BASIC SOLVER
ORIGINAL/FINAL BAND-WIDTH= 17/ 6/ 36 DOF
TOTAL PRIMARY LOAD CASES = 1, TOTAL DEGREES OF FREEDOM = 120
SIZE OF STIFFNESS MATRIX = 5 DOUBLE KILO-WORDS
REQRD/AVAIL. DISK SPACE = 12.1/ 331966.0 MB
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************************************************************
* IBC 2003 SEISMIC LOAD ALONG X : *
* CT = 0.016 Cu = 1.700 *
* TIME PERIODS : *
* Ta = 0.227 T = 0.479 Tuser = 0.000 *
* TIME PERIOD USED (T) = 0.386 *
* LOAD FACTOR = 1.000 ** DESIGN BASE SHEAR = 1.000 X 0.002 X 2614.59 *
* = 6.10 KN *
************************************************************
71. CHANGE
72. LOAD 2 LOADTYPE NONE TITLE LOAD CASE 2
73. IBC LOAD Z 1
74. PERFORM ANALYSIS
************************************************************
* IBC 2003 SEISMIC LOAD ALONG Z : *
* CT = 0.016 Cu = 1.700 *
* TIME PERIODS : *
* Ta = 0.227 T = 0.499 Tuser = 0.000 *
* TIME PERIOD USED (T) = 0.386 *
* LOAD FACTOR = 1.000 *
* DESIGN BASE SHEAR = 1.000 X 0.002 X 2614.59 *
* = 6.10 KN *
************************************************************
75. CHANGE
76. LOAD 3 LOADTYPE NONE TITLE LOAD CASE 3
77. SELFWEIGHT Y -1
78. MEMBER LOAD
79. 7 8 18 21 25 TO 27 32 TO 36 UNI GY -29.52
80. FLOOR LOAD
81. YRANGE 3 6 FLOAD -8.39 GY
82. MEMBER LOAD
83. 9 10 20 22 23 37 TO 39 41 UNI GY -2.16
84. LOAD 4 LOADTYPE NONE TITLE LOAD CASE 4
85. FLOOR LOAD
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86. YRANGE 3 6 FLOAD -1 GY
87. LOAD 5 LOADTYPE NONE TITLE LOAD CASE 5
88. WIND LOAD X 1 TYPE 1 YR 1 6
89. LOAD 6 LOADTYPE NONE TITLE LOAD CASE 6
90. WIND LOAD -X 1 TYPE 2 YR 1 6
91. LOAD 7 LOADTYPE NONE TITLE LOAD CASE 7
92. WIND LOAD Z 1 TYPE 1 YR 1 6 ZR 0 1
93. LOAD 8 LOADTYPE NONE TITLE LOAD CASE 8
94. WIND LOAD -Z 1 TYPE 2 YR 1 6 ZR 1 9
95. **SERVICE STRESS DESIGN LOAD COMBINATIONS96. LOAD COMB 101 COMBINATION LOAD CASE 101
97. 3 1.0 4 1.0
98. LOAD COMB 102 COMBINATION LOAD CASE 102
99. 3 1.0 4 0.75 5 0.75
100. LOAD COMB 103 COMBINATION LOAD CASE 103
101. 3 1.0 4 1.0 6 0.75
102. LOAD COMB 104 COMBINATION LOAD CASE 104
103. 3 1.0 4 1.0 7 0.75
104. LOAD COMB 105 COMBINATION LOAD CASE 105
105. 3 1.0 4 1.0 8 0.75
106. LOAD COMB 106 COMBINATION LOAD CASE 106
107. 3 1.0 4 1.0 5 1.0
108. LOAD COMB 107 COMBINATION LOAD CASE 107
109. 3 1.0 4 1.0 6 1.0110. LOAD COMB 108 COMBINATION LOAD CASE 108
111. 3 1.0 4 1.0 7 1.0
112. LOAD COMB 109 COMBINATION LOAD CASE 109
113. 3 1.0 4 1.0 8 1.0
114. LOAD COMB 110 COMBINATION LOAD CASE 110
115. 3 1.0 4 0.75 5 0.53
116. LOAD COMB 111 COMBINATION LOAD CASE 111
117. 3 1.0 4 1.0 6 0.53
118. LOAD COMB 112 COMBINATION LOAD CASE 112
119. 3 1.0 4 1.0 7 0.53
120. LOAD COMB 113 COMBINATION LOAD CASE 113
121. 3 1.0 4 1.0 8 0.53
122. LOAD COMB 114 COMBINATION LOAD CASE 114
123. 3 0.6 5 1.0
124. LOAD COMB 115 COMBINATION LOAD CASE 115
125. 3 0.6 6 1.0
126. LOAD COMB 116 COMBINATION LOAD CASE 116
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127. 3 0.6 7 1.0
128. LOAD COMB 117 COMBINATION LOAD CASE 117
129. 3 0.6 8 1.0
130. LOAD COMB 118 COMBINATION LOAD CASE 118
131. 3 1.0 4 0.75 1 1.0
132. LOAD COMB 119 COMBINATION LOAD CASE 119
133. 3 1.0 4 0.75 2 1.0
134. LOAD COMB 120 COMBINATION LOAD CASE 120
135. 3 0.6 1 0.7
136. LOAD COMB 121 COMBINATION LOAD CASE 121137. 3 0.6 2 0.7
138. **STRENGTH DESIGN LOAD COMBINATIONS
139. LOAD COMB 201 COMBINATION LOAD CASE 201
140. 3 1.4
141. LOAD COMB 202 COMBINATION LOAD CASE 202
142. 3 1.2 4 1.6
143. LOAD COMB 203 COMBINATION LOAD CASE 203
144. 3 1.2 4 1.6 5 0.8
145. LOAD COMB 204 COMBINATION LOAD CASE 204
146. 3 1.2 4 1.6 6 0.8
147. LOAD COMB 205 COMBINATION LOAD CASE 205
148. 3 1.2 4 1.6 7 0.8
149. LOAD COMB 206 COMBINATION LOAD CASE 206
150. 3 1.2 4 1.6 8 0.8151. LOAD COMB 207 COMBINATION LOAD CASE 207
152. 3 1.2 4 0.5 5 1.6
153. LOAD COMB 208 COMBINATION LOAD CASE 208
154. 3 1.2 4 0.5 6 1.6
155. LOAD COMB 209 COMBINATION LOAD CASE 209
156. 3 1.2 4 0.5 7 1.6
157. LOAD COMB 210 COMBINATION LOAD CASE 210
158. 3 1.2 4 0.5 8 1.6
159. LOAD COMB 211 COMBINATION LOAD CASE 211
160. 3 1.2 4 1.0 1 1.0
161. LOAD COMB 212 COMBINATION LOAD CASE 212
162. 3 1.2 4 1.0 2 1.0
163. LOAD COMB 213 COMBINATION LOAD CASE 213
164. 3 0.9 5 1.6
165. LOAD COMB 214 COMBINATION LOAD CASE 214
166. 3 0.9 6 1.6
167. LOAD COMB 215 COMBINATION LOAD CASE 215
168. 3 0.9 7 1.6
169. LOAD COMB 216 COMBINATION LOAD CASE 216
170. 3 0.9 8 1.6
171. LOAD COMB 217 COMBINATION LOAD CASE 217
172. 3 0.9 1 1.0
173. LOAD COMB 218 COMBINATION LOAD CASE 218
174. 3 0.9 2 1.0
175. PERFORM ANALYSIS
176. LOAD LIST 101 TO 121 201 TO 218
177. START CONCRETE DESIGN
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178. CODE ACI
179. FC 28000 ALL
180. FYMAIN 420000 ALL
181. FYSEC 420000 ALL
182. MAXMAIN 25 ALL
183. MINMAIN 16 ALL
184. MINSEC 10 ALL
185. REINF 0 MEMB 1 TO 6 12 TO 16 28 TO 31 40
186. RHOMN 0.01 MEMB 1 TO 6 12 TO 16 28 TO 31 40
187. TRACK 0 ALL188. DESIGN COLUMN 1 TO 6 12 TO 16 28 TO 31 40
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====================================================================
COLUMN NO. 1 DESIGN PER ACI 318-05 - AXIAL + BENDING
FY - 420.0 FC - 28.0 MPA, SQRE SIZE - 350.0 X 350.0 MMS, TIED
ONLY MINIMUM STEEL IS REQUIRED.
AREA OF STEEL REQUIRED = 1225.0 SQ. MM
BAR CONFIGURATION REINF PCT. LOAD LOCATION PHI
----------------------------------------------------------
4 - 20 MM 1.026 101 END 0.650
(PROVIDE EQUAL NUMBER OF BARS ON EACH FACE)
TIE BAR NUMBER 10 SPACING 320.00 MM
====================================================================
COLUMN NO. 2 DESIGN PER ACI 318-05 - AXIAL + BENDING
FY - 420.0 FC - 28.0 MPA, SQRE SIZE - 350.0 X 350.0 MMS, TIED
ONLY MINIMUM STEEL IS REQUIRED.
AREA OF STEEL REQUIRED = 1225.0 SQ. MM
BAR CONFIGURATION REINF PCT. LOAD LOCATION PHI
----------------------------------------------------------
4 - 20 MM 1.026 101 END 0.650
(PROVIDE EQUAL NUMBER OF BARS ON EACH FACE)
TIE BAR NUMBER 10 SPACING 320.00 MM
====================================================================
COLUMN NO. 3 DESIGN PER ACI 318-05 - AXIAL + BENDING
FY - 420.0 FC - 28.0 MPA, SQRE SIZE - 350.0 X 350.0 MMS, TIED
AREA OF STEEL REQUIRED = 1911.0 SQ. MM
BAR CONFIGURATION REINF PCT. LOAD LOCATION PHI
----------------------------------------------------------
4 - 25 MM 1.603 201 END 0.650
(PROVIDE EQUAL NUMBER OF BARS ON EACH FACE)
TIE BAR NUMBER 10 SPACING 320.00 MM
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====================================================================
COLUMN NO. 4 DESIGN PER ACI 318-05 - AXIAL + BENDING
FY - 420.0 FC - 28.0 MPA, SQRE SIZE - 350.0 X 350.0 MMS, TIED
ONLY MINIMUM STEEL IS REQUIRED.
AREA OF STEEL REQUIRED = 1225.0 SQ. MM
BAR CONFIGURATION REINF PCT. LOAD LOCATION PHI
----------------------------------------------------------
4 - 20 MM 1.026 101 END 0.650
(PROVIDE EQUAL NUMBER OF BARS ON EACH FACE)
TIE BAR NUMBER 10 SPACING 320.00 MM
====================================================================
COLUMN NO. 5 DESIGN PER ACI 318-05 - AXIAL + BENDING
FY - 420.0 FC - 28.0 MPA, SQRE SIZE - 350.0 X 350.0 MMS, TIED
ONLY MINIMUM STEEL IS REQUIRED.
AREA OF STEEL REQUIRED = 1225.0 SQ. MM
BAR CONFIGURATION REINF PCT. LOAD LOCATION PHI
----------------------------------------------------------
4 - 20 MM 1.026 101 END 0.650
(PROVIDE EQUAL NUMBER OF BARS ON EACH FACE)
TIE BAR NUMBER 10 SPACING 320.00 MM
====================================================================
COLUMN NO. 6 DESIGN PER ACI 318-05 - AXIAL + BENDING
FY - 420.0 FC - 28.0 MPA, SQRE SIZE - 350.0 X 350.0 MMS, TIED
AREA OF STEEL REQUIRED = 1568.0 SQ. MM
BAR CONFIGURATION REINF PCT. LOAD LOCATION PHI
----------------------------------------------------------
8 - 16 MM 1.313 207 END 0.650
(PROVIDE EQUAL NUMBER OF BARS ON EACH FACE)
TIE BAR NUMBER 10 SPACING 256.00 MM
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====================================================================
COLUMN NO. 12 DESIGN PER ACI 318-05 - AXIAL + BENDING
FY - 420.0 FC - 28.0 MPA, SQRE SIZE - 350.0 X 350.0 MMS, TIED
ONLY MINIMUM STEEL IS REQUIRED.
AREA OF STEEL REQUIRED = 1225.0 SQ. MM
BAR CONFIGURATION REINF PCT. LOAD LOCATION PHI
----------------------------------------------------------
4 - 20 MM 1.026 101 END 0.650
(PROVIDE EQUAL NUMBER OF BARS ON EACH FACE)
TIE BAR NUMBER 10 SPACING 320.00 MM
====================================================================
COLUMN NO. 13 DESIGN PER ACI 318-05 - AXIAL + BENDING
FY - 420.0 FC - 28.0 MPA, SQRE SIZE - 350.0 X 350.0 MMS, TIED
AREA OF STEEL REQUIRED = 1911.0 SQ. MM
BAR CONFIGURATION REINF PCT. LOAD LOCATION PHI
----------------------------------------------------------
4 - 25 MM 1.603 201 END 0.650
(PROVIDE EQUAL NUMBER OF BARS ON EACH FACE)
TIE BAR NUMBER 10 SPACING 320.00 MM
====================================================================
COLUMN NO. 14 DESIGN PER ACI 318-05 - AXIAL + BENDING
FY - 420.0 FC - 28.0 MPA, SQRE SIZE - 350.0 X 350.0 MMS, TIED
ONLY MINIMUM STEEL IS REQUIRED.
AREA OF STEEL REQUIRED = 1225.0 SQ. MM
BAR CONFIGURATION REINF PCT. LOAD LOCATION PHI
----------------------------------------------------------
4 - 20 MM 1.026 101 END 0.650
(PROVIDE EQUAL NUMBER OF BARS ON EACH FACE)
TIE BAR NUMBER 10 SPACING 320.00 MM
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====================================================================
COLUMN NO. 15 DESIGN PER ACI 318-05 - AXIAL + BENDING
FY - 420.0 FC - 28.0 MPA, SQRE SIZE - 350.0 X 350.0 MMS, TIED
ONLY MINIMUM STEEL IS REQUIRED.
AREA OF STEEL REQUIRED = 1225.0 SQ. MM
BAR CONFIGURATION REINF PCT. LOAD LOCATION PHI
----------------------------------------------------------
4 - 20 MM 1.026 101 END 0.650
(PROVIDE EQUAL NUMBER OF BARS ON EACH FACE)
TIE BAR NUMBER 10 SPACING 320.00 MM
====================================================================
COLUMN NO. 16 DESIGN PER ACI 318-05 - AXIAL + BENDING
FY - 420.0 FC - 28.0 MPA, SQRE SIZE - 350.0 X 350.0 MMS, TIED
AREA OF STEEL REQUIRED = 1911.0 SQ. MM
BAR CONFIGURATION REINF PCT. LOAD LOCATION PHI
----------------------------------------------------------
4 - 25 MM 1.603 209 END 0.650
(PROVIDE EQUAL NUMBER OF BARS ON EACH FACE)
TIE BAR NUMBER 10 SPACING 256.00 MM
====================================================================
COLUMN NO. 28 DESIGN PER ACI 318-05 - AXIAL + BENDING
FY - 420.0 FC - 28.0 MPA, SQRE SIZE - 350.0 X 350.0 MMS, TIED
ONLY MINIMUM STEEL IS REQUIRED.
AREA OF STEEL REQUIRED = 1225.0 SQ. MM
BAR CONFIGURATION REINF PCT. LOAD LOCATION PHI
----------------------------------------------------------
4 - 20 MM 1.026 101 END 0.650
(PROVIDE EQUAL NUMBER OF BARS ON EACH FACE)
TIE BAR NUMBER 10 SPACING 320.00 MM
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====================================================================
COLUMN NO. 29 DESIGN PER ACI 318-05 - AXIAL + BENDING
FY - 420.0 FC - 28.0 MPA, SQRE SIZE - 350.0 X 350.0 MMS, TIED
ONLY MINIMUM STEEL IS REQUIRED.
AREA OF STEEL REQUIRED = 1225.0 SQ. MM
BAR CONFIGURATION REINF PCT. LOAD LOCATION PHI
----------------------------------------------------------
4 - 20 MM 1.026 101 END 0.650
(PROVIDE EQUAL NUMBER OF BARS ON EACH FACE)
TIE BAR NUMBER 10 SPACING 320.00 MM
====================================================================
COLUMN NO. 30 DESIGN PER ACI 318-05 - AXIAL + BENDING
FY - 420.0 FC - 28.0 MPA, SQRE SIZE - 350.0 X 350.0 MMS, TIED
ONLY MINIMUM STEEL IS REQUIRED.
AREA OF STEEL REQUIRED = 1225.0 SQ. MM
BAR CONFIGURATION REINF PCT. LOAD LOCATION PHI
----------------------------------------------------------
4 - 20 MM 1.026 101 END 0.650
(PROVIDE EQUAL NUMBER OF BARS ON EACH FACE)
TIE BAR NUMBER 10 SPACING 320.00 MM
====================================================================
COLUMN NO. 31 DESIGN PER ACI 318-05 - AXIAL + BENDING
FY - 420.0 FC - 28.0 MPA, SQRE SIZE - 350.0 X 350.0 MMS, TIED
ONLY MINIMUM STEEL IS REQUIRED.
AREA OF STEEL REQUIRED = 1225.0 SQ. MM
BAR CONFIGURATION REINF PCT. LOAD LOCATION PHI
----------------------------------------------------------
4 - 20 MM 1.026 101 END 0.650
(PROVIDE EQUAL NUMBER OF BARS ON EACH FACE)
TIE BAR NUMBER 10 SPACING 320.00 MM
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====================================================================
COLUMN NO. 40 DESIGN PER ACI 318-05 - AXIAL + BENDING
FY - 420.0 FC - 28.0 MPA, SQRE SIZE - 350.0 X 350.0 MMS, TIED
ONLY MINIMUM STEEL IS REQUIRED.
AREA OF STEEL REQUIRED = 1225.0 SQ. MM
BAR CONFIGURATION REINF PCT. LOAD LOCATION PHI
----------------------------------------------------------
4 - 20 MM 1.026 101 END 0.650
(PROVIDE EQUAL NUMBER OF BARS ON EACH FACE)
TIE BAR NUMBER 10 SPACING 320.00 MM
********************END OF COLUMN DESIGN RESULTS********************
189. DESIGN BEAM 7 TO 10 17 TO 27 32 TO 39 41
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=====================================================================
BEAM NO. 7 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05
LEN - 5750. MM FY - 420. FC - 28. MPA, SIZE - 250. X 800. MMS
LEVEL HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END
_____________________________________________________________________
1 56. 2 - 16MM 0. 4235. YES NO
2 744. 2 - 16MM 0. 1076. YES NO
3 744. 4 - 16MM 3286. 5750. NO YES
B E A M N O. 7 D E S I G N R E S U L T S - SHEAR
AT START SUPPORT - Vu= 53.69 KNS Vc= 235.06 KNS Vs= 0.00 KNSTu= 3.27 KN-MET Tc= 6.5 KN-MET Ts= 0.0 KN-MET LOAD 101
STIRRUPS ARE NOT REQUIRED.
AT END SUPPORT - Vu= 92.35 KNS Vc= 161.51 KNS Vs= 0.00 KNS
Tu= 3.27 KN-MET Tc= 6.5 KN-MET Ts= 0.0 KN-MET LOAD 101
NO STIRRUPS ARE REQUIRED FOR TORSION.
REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1.
PROVIDE 10 MM 2-LEGGED STIRRUPS AT 372. MM C/C FOR 2133. MM
___ 7J____________________ 5750X 250X 800_____________________ 8J____
||============= ================================||
| 2No16 H 744. 0.TO 1076 4No16|H 744.3286.TO 5750 |
| | | | |
| | | | 7*10c/c372 |
| | | | |
| 2No16 H 56. 0.TO 4235 | | | |
||====================================================== |
|___________________________________________________________________________|
___ ___ ___ ___ ___ ___ ___ ___ ___ ___ ___ ___
|oo | |oo | |oo | | | | | | | | | |ooo| |ooo| |ooo| |ooo| |ooo|
| 2#16| 2#16| 2#16| | | | | | | | | 4#16| 4#16| 4#16| 4#16 | 4#1
| | | | | | | | | | | | | | | | | | | | | | | |
| | | | | | | | | | | | | | | | | | | | | | | |
| | | | | | | | | | | | | | | | | | | | | | | |
| 2#16| 2#16| 2#16| 2#16| 2#16| 2#16| 2#16| 2#16| 2#16| | | | | |
|oo | |oo | |oo | |oo | |oo | |oo | |oo | |oo | |oo | | | | | | |
|___| |___| |___| |___| |___| |___| |___| |___| |___| |___| |___| |___|
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=====================================================================
BEAM NO. 8 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05
LEN - 2750. MM FY - 420. FC - 28. MPA, SIZE - 250. X 800. MMS
LEVEL HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END
_____________________________________________________________________
1 58. 3 - 20MM 685. 2750. NO YES
2 739. 2 - 25MM 0. 2106. YES NO
B E A M N O. 8 D E S I G N R E S U L T S - SHEAR
AT START SUPPORT - Vu= 203.31 KNS Vc= 186.64 KNS Vs= 84.44 KNS
Tu= 19.19 KN-MET Tc= 6.9 KN-MET Ts= 25.6 KN-MET LOAD 201STIRRUPS ARE REQUIRED FOR SHEAR AND TORSION.
PROVIDE 10 MM 2-LEGGED STIRRUPS AT 178. MM C/C FOR 633. MM
ADDITIONAL LONGITUDINAL STEEL REQD. FOR TORSIONAL RESISTANCE = 5.38 SQ.CM.
AT END SUPPORT - Vu= 142.63 KNS Vc= 169.19 KNS Vs= 20.98 KNS
Tu= 19.19 KN-MET Tc= 6.9 KN-MET Ts= 25.6 KN-MET LOAD 201
STIRRUPS ARE REQUIRED FOR SHEAR AND TORSION.
PROVIDE 10 MM 2-LEGGED STIRRUPS AT 219. MM C/C FOR 633. MM
ADDITIONAL LONGITUDINAL STEEL REQD. FOR TORSIONAL RESISTANCE = 5.38 SQ.CM.
___ 8J____________________ 2749X 250X 800_____________________ 19J____
||========================================================= |
| 2No25 H 739. 0.TO 2106 | |
| | | |
| 5*10c/c178 | | 4*10c/c219 |
| | | |
| 3No20 H 58. 685.TO 2750 | |
| =========================================================||
|___________________________________________________________________________|
___ ___ ___ ___ ___ ___ ___ ___ ___ ___ ___ ___
|oo | |oo | |oo | |oo | |oo | |oo | |oo | |oo | |oo | | | | | | |
| 2#25| 2#25| 2#25| 2#25| 2#25| 2#25| 2#25| 2#25| 2#25| | | | | |
| | | | | | | | | | | | | | | | | | | | | | | |
| | | | | | | | | | | | | | | | | | | | | | | |
| | | | | | | | | | | | | | | | | | | | | | | |
| | | | | | | 3#20| 3#20| 3#20| 3#20| 3#20| 3#20| 3#20| 3#20 | 3#2
| | | | | | |ooo| |ooo| |ooo| |ooo| |ooo| |ooo| |ooo| |ooo| |ooo|
|___| |___| |___| |___| |___| |___| |___| |___| |___| |___| |___| |___|
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STAAD SPACE -- PAGE NO. 15
=====================================================================
BEAM NO. 9 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05
LEN - 5750. MM FY - 420. FC - 28. MPA, SIZE - 350. X 500. MMS
LEVEL HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END
_____________________________________________________________________
1 56. 3 - 16MM 0. 4700. YES NO
2 444. 2 - 16MM 0. 1076. YES NO
3 444. 4 - 16MM 3956. 5750. NO YES
B E A M N O. 9 D E S I G N R E S U L T S - SHEAR
AT START SUPPORT - Vu= 43.65 KNS Vc= 240.43 KNS Vs= 0.00 KNSTu= 3.03 KN-MET Tc= 6.0 KN-MET Ts= 0.0 KN-MET LOAD 101
STIRRUPS ARE NOT REQUIRED.
AT END SUPPORT - Vu= 63.42 KNS Vc= 134.71 KNS Vs= 0.00 KNS
Tu= 3.03 KN-MET Tc= 6.0 KN-MET Ts= 0.0 KN-MET LOAD 101
NO STIRRUPS ARE REQUIRED FOR TORSION.
REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1.
PROVIDE 10 MM 2-LEGGED STIRRUPS AT 222. MM C/C FOR 2433. MM
___ 2J____________________ 5750X 350X 500_____________________ 4J____
| |
||============= =======================||
| 2No16 H 444. 0.TO 1076 4No16|H 444.3956.TO 5750 |
| | | | 12*10c/c222 |
| 3No16 H 56. 0.TO 4700 | | | | |
||============================================================= |
| |
|___________________________________________________________________________|
_________ _________ _________ _________ _________ _________
| | | | | | | | | | | |
| oo | | | | | | | | oooo | | oooo |
| 2#16 | | | | | | | | 4#16 | | 4#16 |
| | | | | | | | | | | |
| 3#16 | | 3#16 | | 3#16 | | 3#16 | | 3#16 | | |
| ooo | | ooo | | ooo | | ooo | | ooo | | |
| | | | | | | | | | | |
|_________| |_________| |_________| |_________| |_________| |_________|
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STAAD SPACE -- PAGE NO. 16
=====================================================================
BEAM NO. 10 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05
LEN - 5750. MM FY - 420. FC - 28. MPA, SIZE - 350. X 500. MMS
LEVEL HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END
_____________________________________________________________________
1 56. 3 - 16MM 820. 5169. NO NO
2 444. 4 - 16MM 0. 1555. YES NO
3 444. 2 - 16MM 4435. 5750. NO YES
B E A M N O. 10 D E S I G N R E S U L T S - SHEAR
AT START SUPPORT - Vu= 63.71 KNS Vc= 134.32 KNS Vs= 0.00 KNSTu= 2.09 KN-MET Tc= 6.0 KN-MET Ts= 0.0 KN-MET LOAD 101
NO STIRRUPS ARE REQUIRED FOR TORSION.
REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1.
PROVIDE 10 MM 2-LEGGED STIRRUPS AT 222. MM C/C FOR 2433. MM
AT END SUPPORT - Vu= 43.36 KNS Vc= 185.99 KNS Vs= 0.00 KNS
Tu= 2.09 KN-MET Tc= 6.0 KN-MET Ts= 0.0 KN-MET LOAD 101
STIRRUPS ARE NOT REQUIRED.
___ 4J____________________ 5750X 350X 500_____________________ 6J____
| |
||=================== =================||
| 4No16 H 444.| 0.TO 1555 2No16 H 444.4435.TO 5750 |
| 12*10c/c222 | | | |
| 3No16 H 56. 820.TO 5169 |
| =========================================================== |
| |
|___________________________________________________________________________|
_________ _________ _________ _________ _________ _________
| | | | | | | | | | | |
| oooo | | oooo | | | | | | oo | | oo |
| 4#16 | | 4#16 | | | | | | 2#16 | | 2#16 |
| | | | | | | | | | | |
| | | 3#16 | | 3#16 | | 3#16 | | 3#16 | | |
| | | ooo | | ooo | | ooo | | ooo | | |
| | | | | | | | | | | |
|_________| |_________| |_________| |_________| |_________| |_________|
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STAAD SPACE -- PAGE NO. 17
=====================================================================
BEAM NO. 17 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05
LEN - 2900. MM FY - 420. FC - 28. MPA, SIZE - 250. X 800. MMS
LEVEL HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END
_____________________________________________________________________
1 56. 2 - 16MM 0. 2900. YES YES
2 744. 2 - 16MM 0. 1322. YES NO
B E A M N O. 17 D E S I G N R E S U L T S - SHEAR
AT START SUPPORT - Vu= 25.46 KNS Vc= 222.33 KNS Vs= 0.00 KNS
Tu= 4.17 KN-MET Tc= 6.4 KN-MET Ts= 0.0 KN-MET LOAD 101STIRRUPS ARE NOT REQUIRED.
AT END SUPPORT - Vu= 18.78 KNS Vc= 157.95 KNS Vs= 0.00 KNS
Tu= 4.17 KN-MET Tc= 6.4 KN-MET Ts= 0.0 KN-MET LOAD 101
STIRRUPS ARE NOT REQUIRED.
___ 16J____________________ 2900X 250X 800_____________________ 27J____
||================================= |
| 2No16 H 744. 0.TO 1322 |
| |
| |
| |
| 2No16 H 56. 0.TO 2900 |
||=========================================================================||
|___________________________________________________________________________|
___ ___ ___ ___ ___ ___
|oo | |oo | |oo | | | | | | |
| 2#16 | 2#16 | 2#16 | | | | | |
| | | | | | | | | | | |
| | | | | | | | | | | |
| | | | | | | | | | | |
| 2#16 | 2#16 | 2#16 | 2#16 | 2#16 | 2#1
|oo | |oo | |oo | |oo | |oo | |oo |
|___| |___| |___| |___| |___| |___|
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STAAD SPACE -- PAGE NO. 18
=====================================================================
BEAM NO. 18 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05
LEN - 2750. MM FY - 420. FC - 28. MPA, SIZE - 250. X 800. MMS
LEVEL HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END
_____________________________________________________________________
1 58. 3 - 20MM 447. 2750. NO YES
2 742. 3 - 20MM 0. 2006. YES NO
B E A M N O. 18 D E S I G N R E S U L T S - SHEAR
AT START SUPPORT - Vu= 174.21 KNS Vc= 190.98 KNS Vs= 41.30 KNS
Tu= 22.75 KN-MET Tc= 6.8 KN-MET Ts= 30.3 KN-MET LOAD 209STIRRUPS ARE REQUIRED FOR SHEAR AND TORSION.
PROVIDE 10 MM 2-LEGGED STIRRUPS AT 183. MM C/C FOR 633. MM
ADDITIONAL LONGITUDINAL STEEL REQD. FOR TORSIONAL RESISTANCE = 6.38 SQ.CM.
AT END SUPPORT - Vu= 122.20 KNS Vc= 168.30 KNS Vs= 0.00 KNS
Tu= 22.75 KN-MET Tc= 6.8 KN-MET Ts= 30.3 KN-MET LOAD 209
STIRRUPS ARE REQUIRED FOR TORSION.
REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1.
PROVIDE 10 MM 2-LEGGED STIRRUPS AT 216. MM C/C FOR 633. MM
ADDITIONAL LONGITUDINAL STEEL REQD. FOR TORSIONAL RESISTANCE = 6.38 SQ.CM.
___ 17J____________________ 2749X 250X 800_____________________ 20J____
||====================================================== |
| 3No20 H 742.| 0.TO 2006| |
| | | | |
| 5*10c/c183 | | | 4*10c/c216 |
| | | | |
| 3No20 H| 58. 447.TO 2750 |
| ===============================================================||
|___________________________________________________________________________|
___ ___ ___ ___ ___ ___
|ooo| |ooo| |ooo| |ooo| | | | |
| 3#20 | 3#20 | 3#20 | 3#20 | | | |
| | | | | | | | | | | |
| | | | | | | | | | | |
| | | | | | | | | | | |
| | | 3#20 | 3#20 | 3#20 | 3#20 | 3#2
| | |ooo| |ooo| |ooo| |ooo| |ooo||___| |___| |___| |___| |___| |___|
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STAAD SPACE -- PAGE NO. 19
=====================================================================
BEAM NO. 19 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05
LEN - 2900. MM FY - 420. FC - 28. MPA, SIZE - 350. X 500. MMS
LEVEL HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END
_____________________________________________________________________
1 56. 3 - 16MM 0. 2900. YES YES
2 444. 2 - 16MM 0. 1080. YES NO
B E A M N O. 19 D E S I G N R E S U L T S - SHEAR
AT START SUPPORT - Vu= 55.33 KNS Vc= 193.76 KNS Vs= 0.00 KNS
Tu= 4.01 KN-MET Tc= 6.0 KN-MET Ts= 0.0 KN-MET LOAD 101STIRRUPS ARE NOT REQUIRED.
AT END SUPPORT - Vu= 0.68 KNS Vc= 129.75 KNS Vs= 0.00 KNS
Tu= 4.01 KN-MET Tc= 6.0 KN-MET Ts= 0.0 KN-MET LOAD 101
STIRRUPS ARE NOT REQUIRED.
___ 11J____________________ 2900X 350X 500_____________________ 28J____
| |
||=========================== |
| 2No16 H 444. 0.TO 1080 |
| |
| 3No16 H 56. 0.TO 2900 |
||=========================================================================||
| |
|___________________________________________________________________________|
_________ _________ _________ _________ _________ _________
| | | | | | | | | | | |
| oo | | oo | | | | | | | | |
| 2#16 | | 2#16 | | | | | | | | |
| | | | | | | | | | | |
| 3#16 | | 3#16 | | 3#16 | | 3#16 | | 3#16 | | 3#16 |
| ooo | | ooo | | ooo | | ooo | | ooo | | ooo |
| | | | | | | | | | | |
|_________| |_________| |_________| |_________| |_________| |_________|
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STAAD SPACE -- PAGE NO. 20
=====================================================================
BEAM NO. 20 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05
LEN - 5750. MM FY - 420. FC - 28. MPA, SIZE - 350. X 500. MMS
LEVEL HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END
_____________________________________________________________________
1 56. 3 - 16MM 829. 5160. NO NO
2 444. 4 - 16MM 0. 2034. YES NO
3 444. 2 - 16MM 4435. 5750. NO YES
B E A M N O. 20 D E S I G N R E S U L T S - SHEAR
AT START SUPPORT - Vu= 64.44 KNS Vc= 134.00 KNS Vs= 0.00 KNSTu= 1.96 KN-MET Tc= 6.0 KN-MET Ts= 0.0 KN-MET LOAD 101
NO STIRRUPS ARE REQUIRED FOR TORSION.
REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1.
PROVIDE 10 MM 2-LEGGED STIRRUPS AT 222. MM C/C FOR 2433. MM
AT END SUPPORT - Vu= 42.63 KNS Vc= 191.59 KNS Vs= 0.00 KNS
Tu= 1.96 KN-MET Tc= 6.0 KN-MET Ts= 0.0 KN-MET LOAD 101
STIRRUPS ARE NOT REQUIRED.
___ 13J____________________ 5750X 350X 500_____________________ 15J____
| |
||========================= =================||
| 4No16 H 444.| 0.TO 2034| 2No16 H 444.4435.TO 5750 |
| 12*10c/c222 | | | | | |
| 3No16 H 56.|829.TO 5160 |
| =========================================================== |
| |
|___________________________________________________________________________|
_________ _________ _________ _________ _________ _________
| | | | | | | | | | | |
| oooo | | oooo | | | | | | oo | | oo |
| 4#16 | | 4#16 | | | | | | 2#16 | | 2#16 |
| | | | | | | | | | | |
| | | 3#16 | | 3#16 | | 3#16 | | 3#16 | | |
| | | ooo | | ooo | | ooo | | ooo | | |
| | | | | | | | | | | |
|_________| |_________| |_________| |_________| |_________| |_________|
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STAAD SPACE -- PAGE NO. 21
=====================================================================
BEAM NO. 21 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05
LEN - 6000. MM FY - 420. FC - 28. MPA, SIZE - 250. X 800. MMS
LEVEL HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END
_____________________________________________________________________
1 56. 3 - 16MM 0. 5426. YES NO
2 744. 3 - 16MM 0. 1097. YES NO
3 744. 3 - 16MM 4153. 6000. NO YES
B E A M N O. 21 D E S I G N R E S U L T S - SHEAR
AT START SUPPORT - Vu= 74.43 KNS Vc= 293.13 KNS Vs= 0.00 KNSTu= 0.80 KN-MET Tc= 6.6 KN-MET Ts= 0.0 KN-MET LOAD 101
STIRRUPS ARE NOT REQUIRED.
AT END SUPPORT - Vu= 85.55 KNS Vc= 220.32 KNS Vs= 0.00 KNS
Tu= 0.93 KN-MET Tc= 6.7 KN-MET Ts= 0.0 KN-MET LOAD 108
NO STIRRUPS ARE REQUIRED FOR TORSION.
REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1.
PROVIDE 10 MM 2-LEGGED STIRRUPS AT 372. MM C/C FOR 2258. MM
___ 7J____________________ 6000X 250X 800_____________________ 16J____
||============ =======================||
| 3No16 H 744. 0.TO 1097 3No16 H 744.4153.TO 6000 |
| | | | |
| | | 8*10c/c372 |
| | | | |
| 3No16 H 56. 0.TO 5426 | | | |
||=================================================================== |
|___________________________________________________________________________|
___ ___ ___ ___ ___ ___
|ooo| | | | | | | |ooo| |ooo|
| 3#16 | | | | | | | 3#16 | 3#1
| | | | | | | | | | | |
| | | | | | | | | | | |
| | | | | | | | | | | |
| 3#16 | 3#16 | 3#16 | 3#16 | 3#16 | |
|ooo| |ooo| |ooo| |ooo| |ooo| | |
|___| |___| |___| |___| |___| |___|
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STAAD SPACE -- PAGE NO. 22
=====================================================================
BEAM NO. 22 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05
LEN - 6000. MM FY - 420. FC - 28. MPA, SIZE - 350. X 500. MMS
LEVEL HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END
_____________________________________________________________________
1 56. 3 - 16MM 0. 5410. YES NO
2 444. 2 - 16MM 0. 1097. YES NO
3 444. 3 - 16MM 4153. 6000. NO YES
B E A M N O. 22 D E S I G N R E S U L T S - SHEAR
AT START SUPPORT - Vu= 53.02 KNS Vc= 187.06 KNS Vs= 0.00 KNSTu= 0.67 KN-MET Tc= 6.0 KN-MET Ts= 0.0 KN-MET LOAD 101
STIRRUPS ARE NOT REQUIRED.
AT END SUPPORT - Vu= 62.42 KNS Vc= 138.95 KNS Vs= 0.00 KNS
Tu= 0.67 KN-MET Tc= 6.0 KN-MET Ts= 0.0 KN-MET LOAD 101
NO STIRRUPS ARE REQUIRED FOR TORSION.
REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1.
PROVIDE 10 MM 2-LEGGED STIRRUPS AT 222. MM C/C FOR 2558. MM
___ 2J____________________ 6000X 350X 500_____________________ 11J____
| |
||============ =======================||
| 2No16 H 444. 0.TO 1097 3No16|H 444.4153.TO 6000 |
| | | | 13*10c/c222 |
| 3No16 H 56. 0.TO 5410 | | | | | | |
||=================================================================== |
| |
|___________________________________________________________________________|
_________ _________ _________ _________ _________ _________
| | | | | | | | | | | |
| oo | | | | | | | | ooo | | ooo |
| 2#16 | | | | | | | | 3#16 | | 3#16 |
| | | | | | | | | | | |
| 3#16 | | 3#16 | | 3#16 | | 3#16 | | 3#16 | | |
| ooo | | ooo | | ooo | | ooo | | ooo | | |
| | | | | | | | | | | |
|_________| |_________| |_________| |_________| |_________| |_________|
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Monday, September 09, 2013, 08:0
STAAD SPACE -- PAGE NO. 23
=====================================================================
BEAM NO. 23 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05
LEN - 6000. MM FY - 420. FC - 28. MPA, SIZE - 350. X 500. MMS
LEVEL HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END
_____________________________________________________________________
1 58. 2 - 20MM 0. 5563. YES NO
2 444. 2 - 16MM 0. 1097. YES NO
3 444. 3 - 16MM 4653. 6000. NO YES
B E A M N O. 23 D E S I G N R E S U L T S - SHEAR
AT START SUPPORT - Vu= 74.82 KNS Vc= 168.61 KNS Vs= 0.00 KNSTu= 0.20 KN-MET Tc= 6.1 KN-MET Ts= 0.0 KN-MET LOAD 201
NO STIRRUPS ARE REQUIRED FOR TORSION.
REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1.
PROVIDE 10 MM 2-LEGGED STIRRUPS AT 221. MM C/C FOR 2558. MM
AT END SUPPORT - Vu= 61.58 KNS Vc= 147.98 KNS Vs= 0.00 KNS
Tu= 0.07 KN-MET Tc= 6.1 KN-MET Ts= 0.0 KN-MET LOAD 104
NO STIRRUPS ARE REQUIRED FOR TORSION.
REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1.
PROVIDE 10 MM 2-LEGGED STIRRUPS AT 221. MM C/C FOR 2558. MM
___ 6J____________________ 6000X 350X 500_____________________ 15J____
| |
||============ =================||
| 2No16 H 444. 0.TO 1097 3No16 H 444.4653.TO 6000 |
| 13*10c/c221 | 13*10c/c221 |
| 2No20 H 58. 0.TO 5563 | | | | |
||===================================================================== |
| |
|___________________________________________________________________________|
_________ _________ _________ _________ _________ _________
| | | | | | | | | | | |
| oo | | | | | | | | ooo | | ooo |
| 2#16 | | | | | | | | 3#16 | | 3#16 |
| | | | | | | | | | | |
| 2#20 | | 2#20 | | 2#20 | | 2#20 | | 2#20 | | |
| oo | | oo | | oo | | oo | | oo | | |
| | | | | | | | | | | ||_________| |_________| |_________| |_________| |_________| |_________|
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Monday, September 09, 2013, 08:0
STAAD SPACE -- PAGE NO. 24
=====================================================================
BEAM NO. 24 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05
LEN - 6000. MM FY - 420. FC - 28. MPA, SIZE - 350. X 600. MMS
LEVEL HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END
_____________________________________________________________________
1 61. 2 - 25MM 0. 6000. YES YES
2 544. 2 - 16MM 0. 597. YES NO
3 544. 3 - 16MM 4653. 6000. NO YES
B E A M N O. 24 D E S I G N R E S U L T S - SHEAR
AT START SUPPORT - Vu= 90.41 KNS Vc= 215.90 KNS Vs= 0.00 KNSTu= 0.47 KN-MET Tc= 7.9 KN-MET Ts= 0.0 KN-MET LOAD 104
NO STIRRUPS ARE REQUIRED FOR TORSION.
REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1.
PROVIDE 10 MM 2-LEGGED STIRRUPS AT 270. MM C/C FOR 2458. MM
AT END SUPPORT - Vu= 120.05 KNS Vc= 285.48 KNS Vs= 0.00 KNS
Tu= 0.86 KN-MET Tc= 7.8 KN-MET Ts= 0.0 KN-MET LOAD 201
NO STIRRUPS ARE REQUIRED FOR TORSION.
REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1.
PROVIDE 10 MM 2-LEGGED STIRRUPS AT 270. MM C/C FOR 2458. MM
___ 4J____________________ 6000X 350X 600_____________________ 13J____
| |
||====== =================||
| 2No16 H 544. 0.TO 597 3No16 H|544.4653.TO|6000 |
| 11*10c/c270 | 11*10c/c270 | |
| 2No25 H 61. 0.TO 6000 | | | | | |
||=========================================================================||
| |
|___________________________________________________________________________|
_________ _________ _________ _________ _________ _________
| | | | | | | | | | | |
| oo | | | | | | | | ooo | | ooo |
| 2#16 | | | | | | | | 3#16 | | 3#16 |
| | | | | | | | | | | |
| 2#25 | | 2#25 | | 2#25 | | 2#25 | | 2#25 | | 2#25 |
| oo | | oo | | oo | | oo | | oo | | oo |
| | | | | | | | | | | ||_________| |_________| |_________| |_________| |_________| |_________|
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Monday, September 09, 2013, 08:0
STAAD SPACE -- PAGE NO. 25
=====================================================================
BEAM NO. 25 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05
LEN - 3000. MM FY - 420. FC - 28. MPA, SIZE - 250. X 800. MMS
LEVEL HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END
_____________________________________________________________________
1 58. 3 - 20MM 0. 2826. YES NO
2 744. 3 - 16MM 1528. 3000. NO YES
B E A M N O. 25 D E S I G N R E S U L T S - SHEAR
AT START SUPPORT - Vu= 72.43 KNS Vc= 159.69 KNS Vs= 0.00 KNS
Tu= 8.21 KN-MET Tc= 6.9 KN-MET Ts= 10.9 KN-MET LOAD 201STIRRUPS ARE REQUIRED FOR TORSION.
REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1.
PROVIDE 10 MM 2-LEGGED STIRRUPS AT 219. MM C/C FOR 758. MM
ADDITIONAL LONGITUDINAL STEEL REQD. FOR TORSIONAL RESISTANCE = 2.30 SQ.CM.
AT END SUPPORT - Vu= 145.09 KNS Vc= 300.89 KNS Vs= 0.00 KNS
Tu= 8.21 KN-MET Tc= 6.9 KN-MET Ts= 10.9 KN-MET LOAD 201
STIRRUPS ARE REQUIRED FOR TORSION.
REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1.
PROVIDE 10 MM 2-LEGGED STIRRUPS AT 219. MM C/C FOR 758. MM
ADDITIONAL LONGITUDINAL STEEL REQD. FOR TORSIONAL RESISTANCE = 2.30 SQ.CM.
___ 19J____________________ 3000X 250X 800_____________________ 9J____
| =====================================||
| 3No16 H 744.1528.TO 3000 | |
| | | | | |
| 5*10c/c219 | | 5*10c/c219 |
| | | | | |
| 3No20 H 58. 0.TO 2826 | | | | |
||====================================================================== |
|___________________________________________________________________________|
___ ___ ___ ___ ___ ___
| | | | | | |ooo| |ooo| |ooo|
| | | | | | | 3#16 | 3#16 | 3#1
| | | | | | | | | | | |
| | | | | | | | | | | |
| | | | | | | | | | | |
| 3#20 | 3#20 | 3#20 | 3#20 | 3#20 | ||ooo| |ooo| |ooo| |ooo| |ooo| | |
|___| |___| |___| |___| |___| |___|
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STAAD SPACE -- PAGE NO. 26
=====================================================================
BEAM NO. 26 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05
LEN - 3000. MM FY - 420. FC - 28. MPA, SIZE - 250. X 800. MMS
LEVEL HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END
_____________________________________________________________________
1 58. 3 - 20MM 0. 2834. YES NO
2 744. 3 - 16MM 1528. 3000. NO YES
B E A M N O. 26 D E S I G N R E S U L T S - SHEAR
AT START SUPPORT - Vu= 65.06 KNS Vc= 159.82 KNS Vs= 0.00 KNS
Tu= 8.13 KN-MET Tc= 6.8 KN-MET Ts= 10.8 KN-MET LOAD 209STIRRUPS ARE REQUIRED FOR TORSION.
REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1.
PROVIDE 10 MM 2-LEGGED STIRRUPS AT 219. MM C/C FOR 758. MM
ADDITIONAL LONGITUDINAL STEEL REQD. FOR TORSIONAL RESISTANCE = 2.28 SQ.CM.
AT END SUPPORT - Vu= 127.34 KNS Vc= 298.45 KNS Vs= 0.00 KNS
Tu= 8.13 KN-MET Tc= 6.8 KN-MET Ts= 10.8 KN-MET LOAD 209
STIRRUPS ARE REQUIRED FOR TORSION.
REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1.
PROVIDE 10 MM 2-LEGGED STIRRUPS AT 219. MM C/C FOR 758. MM
ADDITIONAL LONGITUDINAL STEEL REQD. FOR TORSIONAL RESISTANCE = 2.28 SQ.CM.
___ 20J____________________ 3000X 250X 800_____________________ 18J____
| =====================================||
| 3No16 H 744.1528.TO 3000 | |
| | | | | |
| 5*10c/c219 | | 5*10c/c219 |
| | | | | |
| 3No20 H 58. 0.TO 2834 | | | | |
||====================================================================== |
|___________________________________________________________________________|
___ ___ ___ ___ ___ ___
| | | | | | |ooo| |ooo| |ooo|
| | | | | | | 3#16 | 3#16 | 3#1
| | | | | | | | | | | |
| | | | | | | | | | | |
| | | | | | | | | | | |
| 3#20 | 3#20 | 3#20 | 3#20 | 3#20 | ||ooo| |ooo| |ooo| |ooo| |ooo| | |
|___| |___| |___| |___| |___| |___|
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STAAD SPACE -- PAGE NO. 27
=====================================================================
BEAM NO. 27 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05
LEN - 6000. MM FY - 420. FC - 28. MPA, SIZE - 250. X 800. MMS
LEVEL HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END
_____________________________________________________________________
1 56. 4 - 16MM 0. 6000. YES YES
2 744. 2 - 16MM 0. 597. YES NO
3 744. 2 - 16MM 5153. 6000. NO YES
B E A M N O. 27 D E S I G N R E S U L T S - SHEAR
AT START SUPPORT - Vu= 77.43 KNS Vc= 163.20 KNS Vs= 0.00 KNSTu= 0.02 KN-MET Tc= 6.3 KN-MET Ts= 0.0 KN-MET LOAD 101
NO STIRRUPS ARE REQUIRED FOR TORSION.
REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1.
PROVIDE 10 MM 2-LEGGED STIRRUPS AT 372. MM C/C FOR 2258. MM
AT END SUPPORT - Vu= 77.17 KNS Vc= 163.20 KNS Vs= 0.00 KNS
Tu= 0.02 KN-MET Tc= 6.3 KN-MET Ts= 0.0 KN-MET LOAD 101
NO STIRRUPS ARE REQUIRED FOR TORSION.
REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1.
PROVIDE 10 MM 2-LEGGED STIRRUPS AT 372. MM C/C FOR 2258. MM
___ 19J____________________ 6000X 250X 800_____________________ 20J____
||====== ==========||
| 2No16|H 744. 0.TO 597 2No16 H 744.5153.TO 6000 |
| | | | | |
| 8*10c/c372 8*10c/c372| |
| | | | | |
| 4No16|H 56. 0.TO 6000 | | |
||=========================================================================||
|___________________________________________________________________________|
___ ___ ___ ___ ___ ___
|oo | | | | | | | | | |oo |
| 2#16 | | | | | | | | | 2#1
| | | | | | | | | | | |
| | | | | | | | | | | |
| | | | | | | | | | | |
| 4#16 | 4#16 | 4#16 | 4#16 | 4#16 | 4#1
|ooo| |ooo| |ooo| |ooo| |ooo| |ooo||___| |___| |___| |___| |___| |___|
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STAAD SPACE -- PAGE NO. 28
=====================================================================
BEAM NO. 32 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05
LEN - 2900. MM FY - 420. FC - 28. MPA, SIZE - 250. X 400. MMS
LEVEL HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END
_____________________________________________________________________
1 56. 2 - 16MM 0. 2655. YES NO
2 344. 2 - 16MM 0. 1080. YES NO
3 344. 2 - 16MM 1458. 2900. NO YES
B E A M N O. 32 D E S I G N R E S U L T S - SHEAR
AT START SUPPORT - Vu= 35.48 KNS Vc= 84.71 KNS Vs= 0.00 KNSTu= 0.44 KN-MET Tc= 2.6 KN-MET Ts= 0.0 KN-MET LOAD 101
NO STIRRUPS ARE REQUIRED FOR TORSION.
REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1.
PROVIDE 10 MM 2-LEGGED STIRRUPS AT 172. MM C/C FOR 1108. MM
AT END SUPPORT - Vu= 35.17 KNS Vc= 86.04 KNS Vs= 0.00 KNS
Tu= 0.44 KN-MET Tc= 2.6 KN-MET Ts= 0.0 KN-MET LOAD 101
NO STIRRUPS ARE REQUIRED FOR TORSION.
REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1.
PROVIDE 10 MM 2-LEGGED STIRRUPS AT 172. MM C/C FOR 1108. MM
___ 23J____________________ 2900X 250X 400_____________________ 26J____
| |
||=========================== =====================================||
| 2No16|H 344. 0.TO 1080 | 2No16 H 344.1458.TO 2900 | |
| 8*10c/c172 | | | | | | | 8*10c/c172 |
| 2No16|H 56. 0.TO 2655 | | | | | | | |
||==================================================================== |
| |
|___________________________________________________________________________|
_________ _________ _________ _________ _________ _________
| | | | | | | | | | | |
| oo | | oo | | | | oo | | oo | | oo |
| 2#16 | | 2#16 | | | | 2#16 | | 2#16 | | 2#16 |
| | | | | | | | | | | |
| 2#16 | | 2#16 | | 2#16 | | 2#16 | | 2#16 | | |
| oo | | oo | | oo | | oo | | oo | | |
| | | | | | | | | | | ||_________| |_________| |_________| |_________| |_________| |_________|
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STAAD SPACE -- PAGE NO. 29
=====================================================================
BEAM NO. 33 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05
LEN - 2250. MM FY - 420. FC - 28. MPA, SIZE - 250. X 400. MMS
LEVEL HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END
_____________________________________________________________________
1 56. 2 - 16MM 201. 1393. NO NO
2 344. 2 - 16MM 0. 1347. YES NO
3 344. 2 - 16MM 810. 2250. NO YES
B E A M N O. 33 D E S I G N R E S U L T S - SHEAR
AT START SUPPORT - Vu= 13.99 KNS Vc= 76.37 KNS Vs= 0.00 KNSTu= 0.31 KN-MET Tc= 2.6 KN-MET Ts= 0.0 KN-MET LOAD 101
STIRRUPS ARE NOT REQUIRED.
AT END SUPPORT - Vu= 35.94 KNS Vc= 72.78 KNS Vs= 0.00 KNS
Tu= 0.31 KN-MET Tc= 2.6 KN-MET Ts= 0.0 KN-MET LOAD 101
NO STIRRUPS ARE REQUIRED FOR TORSION.
REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1.
PROVIDE 10 MM 2-LEGGED STIRRUPS AT 172. MM C/C FOR 783. MM
___ 23J____________________ 2250X 250X 400_____________________ 16J____
| |
||=========================================================================||
| 2No16 H 344. 0.TO 1347 2No16 H 344. 810.TO 2250 |
| | 6*10c/c172 |
| 2No16 H 56. 201.TO 1393 | |
| ========================================== |
| |
|___________________________________________________________________________|
_________ _________ _________ _________ _________ _________
| | | | | | | | | | | |
| oo | | oo | | oo | | oo | | oo | | oo |
| 2#16 | | 2#16 | | 2#16 | | 2#16 | | 2#16 | | 2#16 |
| | | | | | | | | | | |
| | | 2#16 | | 2#16 | | 2#16 | | | | |
| | | oo | | oo | | oo | | | | |
| | | | | | | | | | | |
|_________| |_________| |_________| |_________| |_________| |_________|
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STAAD SPACE -- PAGE NO. 30
=====================================================================
BEAM NO. 34 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05
LEN - 2850. MM FY - 420. FC - 28. MPA, SIZE - 250. X 800. MMS
LEVEL HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END
_____________________________________________________________________
1 56. 2 - 16MM 0. 1251. YES NO
2 744. 4 - 16MM 282. 2850. NO YES
B E A M N O. 34 D E S I G N R E S U L T S - SHEAR
AT START SUPPORT - Vu= 42.69 KNS Vc= 165.26 KNS Vs= 0.00 KNS
Tu= 7.39 KN-MET Tc= 6.4 KN-MET Ts= 9.9 KN-MET LOAD 209STIRRUPS ARE REQUIRED FOR TORSION.
REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1.
PROVIDE 10 MM 2-LEGGED STIRRUPS AT 219. MM C/C FOR 683. MM
ADDITIONAL LONGITUDINAL STEEL REQD. FOR TORSIONAL RESISTANCE = 2.07 SQ.CM.
AT END SUPPORT - Vu= 98.81 KNS Vc= 159.66 KNS Vs= 0.00 KNS
Tu= 7.39 KN-MET Tc= 6.4 KN-MET Ts= 9.9 KN-MET LOAD 209
STIRRUPS ARE REQUIRED FOR TORSION.
REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1.
PROVIDE 10 MM 2-LEGGED STIRRUPS AT 219. MM C/C FOR 683. MM
ADDITIONAL LONGITUDINAL STEEL REQD. FOR TORSIONAL RESISTANCE = 2.07 SQ.CM.
___ 27J____________________ 2850X 250X 800_____________________ 17J____
| ====================================================================||
| 4No16 H 744.|282.TO 2850 |
| | | | | |
| 5*10c/c219 | | | 5*10c/c219 |
| | | | | |
| 2No16 H 56.| 0.TO 1251| |
||================================ |
|___________________________________________________________________________|
___ ___ ___ ___ ___ ___
| | |ooo| |ooo| |ooo| |ooo| |ooo|
| | | 4#16 | 4#16 | 4#16 | 4#16 | 4#1
| | | | | | | | | | | |
| | | | | | | | | | | |
| | | | | | | | | | | |
| 2#16 | 2#16 | 2#16 | | | | | ||oo | |oo | |oo | | | | | | |
|___| |___| |___| |___| |___| |___|
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Monday, September 09, 2013, 08:0
STAAD SPACE -- PAGE NO. 31
=====================================================================
BEAM NO. 35 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05
LEN - 2250. MM FY - 420. FC - 28. MPA, SIZE - 250. X 400. MMS
LEVEL HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END
_____________________________________________________________________
1 56. 2 - 16MM 0. 1855. YES NO
2 344. 2 - 16MM 0. 597. YES NO
3 344. 2 - 16MM 810. 2250. NO YES
B E A M N O. 35 D E S I G N R E S U L T S - SHEAR
AT START SUPPORT - Vu= 18.32 KNS Vc= 75.29 KNS Vs= 0.00 KNSTu= 0.63 KN-MET Tc= 2.5 KN-MET Ts= 0.0 KN-MET LOAD 101
STIRRUPS ARE NOT REQUIRED.
AT END SUPPORT - Vu= 31.60 KNS Vc= 76.90 KNS Vs= 0.00 KNS
Tu= 0.63 KN-MET Tc= 2.5 KN-MET Ts= 0.0 KN-MET LOAD 101
NO STIRRUPS ARE REQUIRED FOR TORSION.
REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1.
PROVIDE 10 MM 2-LEGGED STIRRUPS AT 172. MM C/C FOR 783. MM
___ 27J____________________ 2250X 250X 400_____________________ 26J____
| |
||=================== ================================================||
| 2No16 H 344. 0.TO 597 2No16 H 344. 810.TO 2250 | | |
| | | | 6*10c/c172 |
| 2No16 H 56. 0.TO 1855 | | | | |
||============================================================= |
| |
|___________________________________________________________________________|
_________ _________ _________ _________ _________ _________
| | | | | | | | | | | |
| oo | | oo | | oo | | oo | | oo | | oo |
| 2#16 | | 2#16 | | 2#16 | | 2#16 | | 2#16 | | 2#16 |
| | | | | | | | | | | |
| 2#16 | | 2#16 | | 2#16 | | 2#16 | | 2#16 | | |
| oo | | oo | | oo | | oo | | oo | | |
| | | | | | | | | | | |
|_________| |_________| |_________| |_________| |_________| |_________|
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STAAD SPACE -- PAGE NO. 32
=====================================================================
BEAM NO. 36 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05
LEN - 6000. MM FY - 420. FC - 28. MPA, SIZE - 250. X 800. MMS
LEVEL HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END
_____________________________________________________________________
1 58. 2 - 20MM 0. 5556. YES NO
2 744. 3 - 16MM 0. 1097. YES NO
3 744. 3 - 16MM 4153. 6000. NO YES
B E A M N O. 36 D E S I G N R E S U L T S - SHEAR
AT START SUPPORT - Vu= 81.06 KNS Vc= 207.94 KNS Vs= 0.00 KNSTu= 0.27 KN-MET Tc= 6.8 KN-MET Ts= 0.0 KN-MET LOAD 209
NO STIRRUPS ARE REQUIRED FOR TORSION.
REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1.
PROVIDE 10 MM 2-LEGGED STIRRUPS AT 371. MM C/C FOR 2258. MM
AT END SUPPORT - Vu= 77.11 KNS Vc= 293.87 KNS Vs= 0.00 KNS
Tu= 0.09 KN-MET Tc= 6.6 KN-MET Ts= 0.0 KN-MET LOAD 101
STIRRUPS ARE NOT REQUIRED.
___ 9J____________________ 6000X 250X 800_____________________ 18J____
||============ =======================||
| 3No16|H 744. 0.TO 1097 3No16 H 744.4153.TO 6000 |
| | | | |
| 8*10c/c371 |
| | | | |
| 2No20|H 58. 0.TO 5556 |
||===================================================================== |
|___________________________________________________________________________|
___ ___ ___ ___ ___ ___
|ooo| | | | | | | |ooo| |ooo|
| 3#16 | | | | | | | 3#16 | 3#1
| | | | | | | | | | | |
| | | | | | | | | | | |
| | | | | | | | | | | |
| 2#20 | 2#20 | 2#20 | 2#20 | 2#20 | |
|oo | |oo | |oo | |oo | |oo | | |
|___| |___| |___| |___| |___| |___|
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Monday, September 09, 2013, 08:0
STAAD SPACE -- PAGE NO. 33
=====================================================================
BEAM NO. 37 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05
LEN - 2250. MM FY - 420. FC - 28. MPA, SIZE - 300. X 400. MMS
LEVEL HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END
_____________________________________________________________________
1 56. 2 - 16MM 1720. 2250. NO YES
2 344. 3 - 16MM 0. 2250. YES YES
B E A M N O. 37 D E S I G N R E S U L T S - SHEAR
AT START SUPPORT - Vu= 36.87 KNS Vc= 86.44 KNS Vs= 0.00 KNS
Tu= 7.17 KN-MET Tc= 3.4 KN-MET Ts= 9.6 KN-MET LOAD 201STIRRUPS ARE REQUIRED FOR TORSION.
REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1.
PROVIDE 10 MM 2-LEGGED STIRRUPS AT 132. MM C/C FOR 783. MM
ADDITIONAL LONGITUDINAL STEEL REQD. FOR TORSIONAL RESISTANCE = 2.11 SQ.CM.
AT END SUPPORT - Vu= 12.83 KNS Vc= 90.19 KNS Vs= 0.00 KNS
Tu= 7.17 KN-MET Tc= 3.4 KN-MET Ts= 9.6 KN-MET LOAD 201
STIRRUPS ARE REQUIRED FOR TORSION.
REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1.
PROVIDE 10 MM 2-LEGGED STIRRUPS AT 132. MM C/C FOR 783. MM
ADDITIONAL LONGITUDINAL STEEL REQD. FOR TORSIONAL RESISTANCE = 2.11 SQ.CM.
___ 11J____________________ 2250X 300X 400_____________________ 22J____
| |
||=========================================================================||
| 3No16 H 344. 0.TO 2250 | | | | |
| 7*10c/c132 | 7*10c/c132 | |
| 2No16 H |56.1720.TO 2250 |
| =================||
| |
|___________________________________________________________________________|
___________ ___________ ___________ ___________ ___________
| | | | | | | | | |
| ooo | | ooo | | ooo | | ooo | | ooo |
| 3#16 | | 3#16 | | 3#16 | | 3#16 | | 3#16 |
| | | | | | | | | |
| | | | | | | | | 2#16 |
| | | | | | | | | oo || | | | | | | | | |
|___________| |___________| |___________| |___________| |___________|
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Monday, September 09, 2013, 08:0
STAAD SPACE -- PAGE NO. 34
=====================================================================
BEAM NO. 38 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05
LEN - 2850. MM FY - 420. FC - 28. MPA, SIZE - 350. X 500. MMS
LEVEL HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END
_____________________________________________________________________
1 56. 3 - 16MM 0. 1813. YES NO
2 444. 4 - 16MM 947. 2850. NO YES
B E A M N O. 38 D E S I G N R E S U L T S - SHEAR
AT START SUPPORT - Vu= 35.09 KNS Vc= 132.07 KNS Vs= 0.00 KNS
Tu= 9.04 KN-MET Tc= 6.0 KN-MET Ts= 12.1 KN-MET LOAD 201STIRRUPS ARE REQUIRED FOR TORSION.
REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1.
PROVIDE 10 MM 2-LEGGED STIRRUPS AT 169. MM C/C FOR 983. MM
ADDITIONAL LONGITUDINAL STEEL REQD. FOR TORSIONAL RESISTANCE = 2.10 SQ.CM.
AT END SUPPORT - Vu= 88.16 KNS Vc= 134.75 KNS Vs= 0.00 KNS
Tu= 9.04 KN-MET Tc= 6.0 KN-MET Ts= 12.1 KN-MET LOAD 201
STIRRUPS ARE REQUIRED FOR TORSION.
REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1.
PROVIDE 10 MM 2-LEGGED STIRRUPS AT 169. MM C/C FOR 983. MM
ADDITIONAL LONGITUDINAL STEEL REQD. FOR TORSIONAL RESISTANCE = 2.10 SQ.CM.
___ 28J____________________ 2850X 350X 500_____________________ 13J____
| |
| ==================================================||
| 4No16 H 444. 947.TO 2850 |
| 7*10c/c169 | | | 7*10c/c169 |
| 3No16 H 56. 0.TO 1813 | | | |
||=============================================== |
| |
|___________________________________________________________________________|
_________ _________ _________ _________ _________
| | | | | | | | | |
| | | | | oooo | | oooo | | oooo |
| | | | | 4#16 | | 4#16 | | 4#16 |
| | | | | | | | | |
| 3#16 | | 3#16 | | 3#16 | | | | |
| ooo | | ooo | | ooo | | | | || | | | | | | | | |
|_________| |_________| |_________| |_________| |_________|
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Mond
