Design Calculation Report - Pipe Rack - And Foundation o475y
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AAM
ENGG CERT
MAG SAS
SAUDI ARABIAN OIL COMPANY
J.O #-21-00052-0001 Structural Calculation Metering Building
B
0F1
REV NO.
09/09/13
DATE
21-000520001
JO/EWO
DESCRIPTION
RE- ISSUED FOR CONSTRUCTION
Saudi Aramco, Northern Area Projects Dep. /NAOO & BGP Project’s Division
DISCIPLINE ENGINEER
A. MACAUMBANG
Sales Gas Delivery System for Saudi Electricity Co. PP12
04/03/13 DATE: PROJECT ENGINEER M. GHANIM DATE:
09/09/13
CERTIFIED M. GHANIM DATE:
RE-ISSUED FOR CONSTRUCTION
09/09/13
CONSTRUCTION AGENCY
S.A SAKKAK DATE: 09/09/13
OPERATIONS
MUSTANG-HDP Al-Khobar, Saudi Arabia
DATE: (DCC) NO. 21-00052-0001-001 _____________________
BY:
PREPARED BY:
BY DRAWING COMPLETION CERTIFICATE
APPROVAL/CERTIFICATION REQUIREMENTS,
OF THIS DRAWING IS COVERED, FOR ALL
REVISION REVISIONCERTIFICATION CERTIFICATE
0F1 THIS INDICATES THAT REV. NO.__________
EDSD VERIFICATION
CONTROL NUMBER
DATE:
STRUCTURAL CALCULATIONS METERING BUILDING
DWG.TYPE PLANT NO. INDEX
DOC
PIPELINE BETWEEN SHEDGUM & YANBU SHEDGUM
SAUDI ARABIA
V73 JO / EWO:
Q
DRAWING NO.
CAL-STR-001
21-00052-0001
SHT.NO.
REV.NO.
1 Of 1
0F1
EDSD/2616-0399.doc
THIS DRAWING AND THE INFORMATION CONTAINED HEREIN ARE THE SOLE PROPERTY OF SAUDI ARAMCO. NO REPRODUCTION IN FULL OR IN PART SHALL BE OBTAINED FROM THIS DOCUMENT WITHOUT THE WRITTEN CONSENT OF ITS OWNER.
PMT OPRNS
Saudi Aramco 2616-ENG (03/99)
PROJECT:
SALES GAS DELIVERY SYSTEM
JOB NO.:
LOCATION:
RIYADH
DESIGN BY:
AAM
DATE:
CLIENT:
SAUDI ARAMCO
CHECKED BY:
SAM
APPROVED BY:
1.0
BI-21-00052
SHEET NO.: 09/09/2013 MAG
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:
250mm thick cmu block walls above ground level
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
PROJECT:
SALES GAS DELIVERY SYSTEM
JOB NO.:
BI-21-00052
SHEET NO.:
LOCATION:
RIYADH
DESIGN BY:
AAM
DATE:
CLIENT:
SAUDI ARAMCO
CHECKED BY:
SAM
APPROVED BY:
09/09/2013
UBC - 1997
Uniform Building code
ACI-318-2005
American Concrete Institute, Building Requirements for Reinforced Concrete.
MAG
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
=
2 4.80 KN/M
DL of water proofing (2 ply) + 50mm thick rigid insulation
=
2 0.55 KN/M
PROJECT:
SALES GAS DELIVERY SYSTEM
JOB NO.:
BI-21-00052
SHEET NO.:
LOCATION:
RIYADH
DESIGN BY:
AAM
DATE:
CLIENT:
SAUDI ARAMCO
CHECKED BY:
SAM
APPROVED BY:
09/09/2013 MAG
DL of 50mm thick gravel finish
=
2 0.82 KN/M
DL of 50mm thick structural screed
=
2 1.02 KN/M
Collateral Loads (ceiling & lighting)
=
2 0.50 KN/M 2 0.70 KN/M
Additional roof load =
2 8.39 KN/M
=
2 3.60 KN/M
DL of 250mm thick cmu wall
=
2 5.75 KN/M
DL of 50mm thick insulation
=
2 0.15 KN/M
DL of 12mm plaster one side
=
2 0.25 KN/M
Total Dead Load of Built-up Walls
=
2 6.15 KN/M
2.2.1 Live Load on roof
=
2 1.00 KN/M
2.2.2 Live Load on Ground Floor (slab on grade)
=
2 4.80 KN/M
Total Dead Loads 2.1.2 Parapet Loads: DL of 150mm thick reinforced concrete parapet 2.1.3 Wall Loads: External Walls:
2.2
2.4
LIVE LOAD:
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:
2.5
I-
Importance Factor
Rx & Rz -
Response Modification Coefficient for Intermediate Moment Resisting Frame
SCL
site class
WIND LOAD: Wind Load Calculated in accordance with ASCE-7-05 based on a maximum wind velocity of 145Km/hr.
Where
qz
=
0.613 *Kz *Kzt* Kd*V2* I (Eq-6-15 of ASCE-7-05)
V
=
145 km/h
=
40.6 m/sec
Exposure C , Category III
G
=
0.85
I
kzt
=
1.00
=
1.15
PROJECT:
SALES GAS DELIVERY SYSTEM
JOB NO.:
LOCATION:
RIYADH
DESIGN BY:
AAM
DATE:
CLIENT:
SAUDI ARAMCO
CHECKED BY:
SAM
APPROVED BY:
kz
=
1.00
kd
qz
=
1.16
KN/M2
=
qz(Gf –Gi)
BI-21-00052
=
SHEET NO.: 09/09/2013
1.00
2.5.1 Wind force P Gf
=
External Pressure Coefficient
=
0.40
=
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
Gi
3.0
Fig-6.10-ASCE-7-05
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
Earthquake
7
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 + E
8
0.9 DL + 1.6 WL
9
0.9DL + E
4.0
BEAM DEFLECTION Allowable beam defelection as per code :
L / 240
Maximum beam deflection as per staad output beam 114 :
25.00 mm 4.58 mm
MAG
PROJECT:
SALES GAS DELIVERY SYSTEM
JOB NO.:
LOCATION:
RIYADH
DESIGN BY:
AAM
DATE:
CLIENT:
SAUDI ARAMCO
CHECKED BY:
SAM
APPROVED BY:
5.0
BI-21-00052
SHEET NO.:
STRUCTURAL DESIGN ANALYSIS
STRUCTURE & LOAD DIAGRAM 3.0 COMPUTER INPUT FILE
09/09/2013 MAG
STRUCTURE 3D RENDERED VIEW
Y X Z
Load 6
STRUCTURE 3D VIEW
6
4
15 2
13 28 11
8
22
9
19
5
25
3 18
7 20
14
1 17 27
12
16 26 29
Y
23
X
24
Z
Load 6 21
STRUCTURE W/ NODE NUMBER
10 23 6
9 24
20
5 22
38
4
19
37
25
3
39 8 2
16 36
41
15
7
27
26 1
13
14 31 21
29
34
17 40
33
18 12
35
32
30
Y X Z
28
STRUCTURE W/ BEAM NUMBER
Load 6
5.75 m 6m 4.8 m
5.75 m 6m
5.75 m
4.8 m 6m
2.85 m
4.8 m
2.9 m
2.25 m
3m
1m
2.25 2.75m m
4.8 m 6m
1 m2.9 m
4.8 m
5.75 m
6m
3m 1m
1m
4.8 m 4.8 m 6m
4.8 m
2.75 m
2.85 m
2.9 m 1 m 2.25 m
1m
2.25 m
2.9 m
1m
Y X Z
Load 6
1m
STRUCTURE W/ DIMENSIONS
Y Z
1
3
5
29
12
14
X
Load 1 21
24
STRUCTURE W/ NODE NUMBER @
0.562
1.011 0.562 0.562
0.135 0.854 0.168
0.389 0.128
0.486
0.162
0.162 0.135 0.175 0.168 0.087 0.076 0.128
0.075 0.075
Y X Z
Load 1
SEISMIC LOAD @ X DIRECTION
0.562 1.011
0.562 0.562 0.854
0.135 0.389 0.168
0.486 0.128
0.162
0.162 0.135 0.175 0.168 0.087 0.076 0.128 0.075 0.075 Y X Z
Load 2
SEISMIC LOAD @ Z DIRECTION
-24.121 (GY)
-2.160 -24.121 -24.121(GY) (GY)
-24.121 (GY)
-2.160 2*-24.121 2*-24.121(GY) (GY) -24.121 (GY)
-2.160 -29.520
-24.121 -24.121(GY) (GY) -24.121 -23.912 (GY)
-29.520 -2.160
-29.520 -9.439 (GY) -2.160 -9.439 (GY) -9.439 (GY) -2.160 -9.439 (GY) -29.520
-9.439 (GY) -9.439 (GY)
-2.160
-29.520 -29.520 -29.520
-29.520
Y X Z
Load 3
DEAD LOAD
-2.875 (GY) -2.875 -2.875(GY) (GY) -2.875 (GY) 2*-2.875 2*-2.875(GY) (GY) -2.875 (GY) -2.875 -2.875(GY) (GY) -2.850 (GY) -2.875 -1.125 (GY) -1.125 (GY) -1.125 (GY) -1.125 (GY)
-1.125 (GY) -1.125 (GY)
Y X Z
Load 4
ROOF LIVE LOAD
11.834
16.271 4.438
16.955
23.313 6.358
Y X Z
Load 5
WIND LOAD @ X DIRECTIONS
5.230
5.230
4.264
4.264
Y X Z
Load 6
WIND LOAD @ -X DIRECTIONS
11.341
22.681
11.341
12.363 28.258
8.124
16.249
Y X Z
Load 7
WIND LOAD @ Z DIRECTIONS
5.013
7.497
2.484
2.528 2.528 3.109 2.043 5.046
2.026
2.061 2.061 Y X Z
Load 8
WIND LOAD @ -Z DIRECTIONS
PROJECT:
SALES GAS DELIVERY SYSTEM
JOB NO.:
BI-21-00052
SHEET NO.:
LOCATION:
RIYADH
DESIGN BY:
AAM
DATE:
CLIENT:
SAUDI ARAMCO
CHECKED BY:
SAM
APPROVED BY:
DESIGN OF METERING SHELTER 3.0A COMPUTER INPUT FILE
09/09/2013 MAG
C:\SProV8i\STAAD\Plugins\METERING BUILDING-1642K.std 09/09/13 07:39:41 STAAD SPACE START JOB INFORMATION ENGINEER DATE 30-Mar-13 END JOB INFORMATION INPUT WIDTH 79 UNIT METER KN T COORDINATES 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; 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; 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; 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; 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; MEMBER INCIDENCES 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; 12 12 17; 13 14 18; 14 16 11; 15 17 13; 16 18 15; 17 16 27; 18 17 20; 19 11 28; 20 13 15; 21 7 16; 22 2 11; 23 6 15; 24 4 13; 25 19 9; 26 20 18; 27 19 20; 28 21 23; 29 23 22; 30 24 26; 31 26 25; 32 23 26; 33 23 16; 34 27 17; 35 27 26; 36 9 18; 37 11 22; 38 28 13; 39 28 25; 40 29 16; 41 22 25; DEFINE MATERIAL START ISOTROPIC CONCRETE E 2.17185e+007 POISSON 0.17 DENSITY 23.5616 ALPHA 1e-005 DAMP 0.05 TYPE CONCRETE STRENGTH FCU 27579 END DEFINE MATERIAL MEMBER PROPERTY AMERICAN 1 TO 6 12 TO 16 28 TO 31 40 PRIS YD 0.35 ZD 0.35 7 8 17 18 21 25 TO 27 34 36 PRIS YD 0.8 ZD 0.25 9 10 19 20 22 23 38 PRIS YD 0.5 ZD 0.35 32 33 35 PRIS YD 0.4 ZD 0.25 37 39 41 PRIS YD 0.4 ZD 0.3 24 PRIS YD 0.6 ZD 0.35 CONSTANTS MATERIAL CONCRETE ALL S 1 3 5 12 14 21 24 29 FIXED DEFINE IBC 2003 SDS 0.007 SD1 0.003 S1 0.002 IE 1 RX 3 RZ 3 SCLASS 4 SELFWEIGHT 1 MEMBER WEIGHT 7 8 18 21 25 TO 27 32 TO 36 UNI 29.52 9 10 20 22 TO 24 37 TO 39 41 UNI 2.16 FLOOR WEIGHT YRANGE 3 6 FLOAD 8.39 DEFINE WIND LOAD TYPE 1 WIND 1 END GENERATED DATA BLOCK INT 2.35486 2.35486 2.35592 2.35698 2.35804 2.3591 2.36015 2.3612 2.36225 2.36329 2.36433 2.36537 2.36641 2.36744 2.36847 0.646088 HEIG 0 4.572 4.58954 4.60708 4.62462 4.64215 4.65969 4.67723 4.69477 4.71231 4.72985 4.74739 4.76492 4.78246 4.8 4.8 TYPE 2 WIND 2 END GENERATED DATA BLOCK INT -0.592267 -0.592267 -0.914308 HEIG 0 4.8 40 LOAD 1 LOADTYPE None TITLE LOAD CASE 1 IBC LOAD X 1 PERFORM ANALYSIS CHANGE LOAD 2 LOADTYPE None TITLE LOAD CASE 2 IBC LOAD Z 1 PERFORM ANALYSIS CHANGE LOAD 3 LOADTYPE None TITLE LOAD CASE 3 SELFWEIGHT Y -1 MEMBER LOAD 7 8 18 21 25 TO 27 32 TO 36 UNI GY -29.52 Page: 1
C:\SProV8i\STAAD\Plugins\METERING BUILDING-1642K.std 09/09/13 07:39:41 7 8 18 21 25 TO 27 32 TO 36 UNI GY -29.52 FLOOR LOAD YRANGE 3 6 FLOAD -8.39 GY MEMBER LOAD 9 10 20 22 23 37 TO 39 41 UNI GY -2.16 LOAD 4 LOADTYPE None TITLE LOAD CASE 4 FLOOR LOAD YRANGE 3 6 FLOAD -1 GY LOAD 5 LOADTYPE None TITLE LOAD CASE 5 WIND LOAD X 1 TYPE 1 YR 1 6 LOAD 6 LOADTYPE None TITLE LOAD CASE 6 WIND LOAD -X 1 TYPE 2 YR 1 6 LOAD 7 LOADTYPE None TITLE LOAD CASE 7 WIND LOAD Z 1 TYPE 1 YR 1 6 ZR 0 1 LOAD 8 LOADTYPE None TITLE LOAD CASE 8 WIND LOAD -Z 1 TYPE 2 YR 1 6 ZR 1 9 **SERVICE STRESS DESIGN LOAD COMBINATIONS LOAD COMB 101 COMBINATION LOAD CASE 101 3 1.0 4 1.0 LOAD COMB 102 COMBINATION LOAD CASE 102 3 1.0 4 0.75 5 0.75 LOAD COMB 103 COMBINATION LOAD CASE 103 3 1.0 4 1.0 6 0.75 LOAD COMB 104 COMBINATION LOAD CASE 104 3 1.0 4 1.0 7 0.75 LOAD COMB 105 COMBINATION LOAD CASE 105 3 1.0 4 1.0 8 0.75 LOAD COMB 106 COMBINATION LOAD CASE 106 3 1.0 4 1.0 5 1.0 LOAD COMB 107 COMBINATION LOAD CASE 107 3 1.0 4 1.0 6 1.0 LOAD COMB 108 COMBINATION LOAD CASE 108 3 1.0 4 1.0 7 1.0 LOAD COMB 109 COMBINATION LOAD CASE 109 3 1.0 4 1.0 8 1.0 LOAD COMB 110 COMBINATION LOAD CASE 110 3 1.0 4 0.75 5 0.53 LOAD COMB 111 COMBINATION LOAD CASE 111 3 1.0 4 1.0 6 0.53 LOAD COMB 112 COMBINATION LOAD CASE 112 3 1.0 4 1.0 7 0.53 LOAD COMB 113 COMBINATION LOAD CASE 113 3 1.0 4 1.0 8 0.53 LOAD COMB 114 COMBINATION LOAD CASE 114 3 0.6 5 1.0 LOAD COMB 115 COMBINATION LOAD CASE 115 3 0.6 6 1.0 LOAD COMB 116 COMBINATION LOAD CASE 116 3 0.6 7 1.0 LOAD COMB 117 COMBINATION LOAD CASE 117 3 0.6 8 1.0 LOAD COMB 118 COMBINATION LOAD CASE 118 3 1.0 4 0.75 1 1.0 LOAD COMB 119 COMBINATION LOAD CASE 119 3 1.0 4 0.75 2 1.0 LOAD COMB 120 COMBINATION LOAD CASE 120 3 0.6 1 0.7 LOAD COMB 121 COMBINATION LOAD CASE 121 3 0.6 2 0.7 **STRENGTH DESIGN LOAD COMBINATIONS LOAD COMB 201 COMBINATION LOAD CASE 201 3 1.4 LOAD COMB 202 COMBINATION LOAD CASE 202 3 1.2 4 1.6 LOAD COMB 203 COMBINATION LOAD CASE 203 3 1.2 4 1.6 5 0.8 LOAD COMB 204 COMBINATION LOAD CASE 204 3 1.2 4 1.6 6 0.8 LOAD COMB 205 COMBINATION LOAD CASE 205 3 1.2 4 1.6 7 0.8 LOAD COMB 206 COMBINATION LOAD CASE 206 3 1.2 4 1.6 8 0.8 LOAD COMB 207 COMBINATION LOAD CASE 207 3 1.2 4 0.5 5 1.6 LOAD COMB 208 COMBINATION LOAD CASE 208 3 1.2 4 0.5 6 1.6 LOAD COMB 209 COMBINATION LOAD CASE 209 3 1.2 4 0.5 7 1.6 LOAD COMB 210 COMBINATION LOAD CASE 210 Page: 2
C:\SProV8i\STAAD\Plugins\METERING BUILDING-1642K.std 09/09/13 07:39:41 LOAD COMB 210 COMBINATION LOAD CASE 210 3 1.2 4 0.5 8 1.6 LOAD COMB 211 COMBINATION LOAD CASE 211 3 1.2 4 1.0 1 1.0 LOAD COMB 212 COMBINATION LOAD CASE 212 3 1.2 4 1.0 2 1.0 LOAD COMB 213 COMBINATION LOAD CASE 213 3 0.9 5 1.6 LOAD COMB 214 COMBINATION LOAD CASE 214 3 0.9 6 1.6 LOAD COMB 215 COMBINATION LOAD CASE 215 3 0.9 7 1.6 LOAD COMB 216 COMBINATION LOAD CASE 216 3 0.9 8 1.6 LOAD COMB 217 COMBINATION LOAD CASE 217 3 0.9 1 1.0 LOAD COMB 218 COMBINATION LOAD CASE 218 3 0.9 2 1.0 PERFORM ANALYSIS LOAD LIST 101 TO 121 201 TO 218 START CONCRETE DESIGN CODE ACI FC 28000 ALL FYMAIN 420000 ALL FYSEC 420000 ALL MAXMAIN 20 ALL MINMAIN 16 ALL MINSEC 10 ALL REINF 0 MEMB 1 TO 6 12 TO 16 28 TO 31 40 RHOMN 0.01 MEMB 1 TO 6 12 TO 16 28 TO 31 40 TRACK 0 ALL DESIGN COLUMN 1 TO 6 12 TO 16 28 TO 31 40 DESIGN BEAM 7 TO 10 17 TO 27 32 TO 39 41 END CONCRETE DESIGN **UNFACTORED LOAD LOAD LIST 101 TO 121 PRINT REACTION ALL **FACTORED LOAD LOAD LIST 201 TO 218 PRINT REACTION ALL PRINT T DISPLACEMENTS ALL FINISH
Page: 3
PROJECT:
SALES GAS DELIVERY SYSTEM
JOB NO.:
BI-21-00052
SHEET NO.:
LOCATION:
RIYADH
DESIGN BY:
AAM
DATE:
CLIENT:
SAUDI ARAMCO
CHECKED BY:
SAM
APPROVED BY:
DESIGN OF BEAMS & COLUMNS 4.0 COMPUTER OUTPUT FILE
09/09/2013 MAG
Monday, September 09, 2013, 08:03 AM 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 * * * * ID: Mustang Engineering * ****************************************************
1. STAAD SPACE INPUT 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. T COORDINATES 8. 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. CONSTANTS 37. MATERIAL CONCRETE ALL 38. S 39. 1 3 5 12 14 21 24 29 FIXED 40. DEFINE IBC 2003
C:\SProV8i\STAAD\Plugins\METERING BUILDING-1642K.anl
Page 1 of 58
Monday, September 09, 2013, 08:03 AM STAAD SPACE
-- PAGE NO.
2
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 Manual Section 5.32.4 Note 6. 47. 48. 49. 50. 51. 52. 53. 54. 55. 56. 57. 58. 59. 60. 61. 62. 63. 64. 65. 66. 67. 68. 69. 70.
YRANGE 3 6 FLOAD 8.39 DEFINE WIND LOAD TYPE 1 WIND 1 END GENERATED DATA BLOCK INT 2.35486 2.35486 2.35592 2.35698 2.35804 2.3591 2.36015 2.3612 2.36225 2.36329 2.36433 2.36537 2.36641 2.36744 2.36847 0.646088 HEIG 0 4.572 4.58954 4.60708 4.62462 4.64215 4.65969 4.67723 4.69477 4.71231 4.72985 4.74739 4.76492 4.78246 4.8 4.8 TYPE 2 WIND 2 END GENERATED DATA BLOCK INT -0.592267 -0.592267 -0.914308 HEIG 0 4.8 40 LOAD 1 LOADTYPE NONE TITLE LOAD CASE 1 IBC LOAD X 1 PERFORM ANALYSIS
P R O B L E M S T A T I S T I C S ----------------------------------NUMBER OF TS/MEMBER+ELEMENTS/S =
28/
40/
8
SOLVER USED IS THE OUT-OF-CORE BASIC SOLVER ORIGINAL/FINAL BAND-WIDTH= TOTAL PRIMARY LOAD CASES = SIZE OF STIFFNESS MATRIX = REQRD/AVAIL. DISK SPACE =
17/ 6/ 36 DOF 1, TOTAL DEGREES OF FREEDOM = 5 DOUBLE KILO-WORDS 12.1/ 331966.0 MB
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-- PAGE NO.
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************************************************************ * IBC 2003 SEISMIC LOAD ALONG X : * * CT = 0.016 Cu = 1.700 * * TIME PERIODS : * * Ta = 0.227 T = 0.479 T = 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. 72. 73. 74.
CHANGE LOAD 2 LOADTYPE NONE IBC LOAD Z 1 PERFORM ANALYSIS
TITLE LOAD CASE 2
************************************************************ * IBC 2003 SEISMIC LOAD ALONG Z : * * CT = 0.016 Cu = 1.700 * * TIME PERIODS : * * Ta = 0.227 T = 0.499 T = 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. 76. 77. 78. 79. 80. 81. 82. 83. 84. 85.
CHANGE LOAD 3 LOADTYPE NONE TITLE LOAD CASE 3 SELFWEIGHT Y -1 MEMBER LOAD 7 8 18 21 25 TO 27 32 TO 36 UNI GY -29.52 FLOOR LOAD YRANGE 3 6 FLOAD -8.39 GY MEMBER LOAD 9 10 20 22 23 37 TO 39 41 UNI GY -2.16 LOAD 4 LOADTYPE NONE TITLE LOAD CASE 4 FLOOR LOAD
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Monday, September 09, 2013, 08:03 AM STAAD SPACE 86. 87. 88. 89. 90. 91. 92. 93. 94. 95. 96. 97. 98. 99. 100. 101. 102. 103. 104. 105. 106. 107. 108. 109. 110. 111. 112. 113. 114. 115. 116. 117. 118. 119. 120. 121. 122. 123. 124. 125. 126.
-- PAGE NO.
4
YRANGE 3 6 FLOAD -1 GY LOAD 5 LOADTYPE NONE TITLE LOAD CASE 5 WIND LOAD X 1 TYPE 1 YR 1 6 LOAD 6 LOADTYPE NONE TITLE LOAD CASE 6 WIND LOAD -X 1 TYPE 2 YR 1 6 LOAD 7 LOADTYPE NONE TITLE LOAD CASE 7 WIND LOAD Z 1 TYPE 1 YR 1 6 ZR 0 1 LOAD 8 LOADTYPE NONE TITLE LOAD CASE 8 WIND LOAD -Z 1 TYPE 2 YR 1 6 ZR 1 9 **SERVICE STRESS DESIGN LOAD COMBINATIONS LOAD COMB 101 COMBINATION LOAD CASE 101 3 1.0 4 1.0 LOAD COMB 102 COMBINATION LOAD CASE 102 3 1.0 4 0.75 5 0.75 LOAD COMB 103 COMBINATION LOAD CASE 103 3 1.0 4 1.0 6 0.75 LOAD COMB 104 COMBINATION LOAD CASE 104 3 1.0 4 1.0 7 0.75 LOAD COMB 105 COMBINATION LOAD CASE 105 3 1.0 4 1.0 8 0.75 LOAD COMB 106 COMBINATION LOAD CASE 106 3 1.0 4 1.0 5 1.0 LOAD COMB 107 COMBINATION LOAD CASE 107 3 1.0 4 1.0 6 1.0 LOAD COMB 108 COMBINATION LOAD CASE 108 3 1.0 4 1.0 7 1.0 LOAD COMB 109 COMBINATION LOAD CASE 109 3 1.0 4 1.0 8 1.0 LOAD COMB 110 COMBINATION LOAD CASE 110 3 1.0 4 0.75 5 0.53 LOAD COMB 111 COMBINATION LOAD CASE 111 3 1.0 4 1.0 6 0.53 LOAD COMB 112 COMBINATION LOAD CASE 112 3 1.0 4 1.0 7 0.53 LOAD COMB 113 COMBINATION LOAD CASE 113 3 1.0 4 1.0 8 0.53 LOAD COMB 114 COMBINATION LOAD CASE 114 3 0.6 5 1.0 LOAD COMB 115 COMBINATION LOAD CASE 115 3 0.6 6 1.0 LOAD COMB 116 COMBINATION LOAD CASE 116
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Monday, September 09, 2013, 08:03 AM STAAD SPACE 127. 128. 129. 130. 131. 132. 133. 134. 135. 136. 137. 138. 139. 140. 141. 142. 143. 144. 145. 146. 147. 148. 149. 150. 151. 152. 153. 154. 155. 156. 157. 158. 159. 160. 161. 162. 163. 164. 165. 166. 167. 168. 169. 170. 171. 172. 173. 174. 175.
3 0.6 7 1.0 LOAD COMB 117 COMBINATION LOAD CASE 3 0.6 8 1.0 LOAD COMB 118 COMBINATION LOAD CASE 3 1.0 4 0.75 1 1.0 LOAD COMB 119 COMBINATION LOAD CASE 3 1.0 4 0.75 2 1.0 LOAD COMB 120 COMBINATION LOAD CASE 3 0.6 1 0.7 LOAD COMB 121 COMBINATION LOAD CASE 3 0.6 2 0.7 **STRENGTH DESIGN LOAD COMBINATIONS LOAD COMB 201 COMBINATION LOAD CASE 3 1.4 LOAD COMB 202 COMBINATION LOAD CASE 3 1.2 4 1.6 LOAD COMB 203 COMBINATION LOAD CASE 3 1.2 4 1.6 5 0.8 LOAD COMB 204 COMBINATION LOAD CASE 3 1.2 4 1.6 6 0.8 LOAD COMB 205 COMBINATION LOAD CASE 3 1.2 4 1.6 7 0.8 LOAD COMB 206 COMBINATION LOAD CASE 3 1.2 4 1.6 8 0.8 LOAD COMB 207 COMBINATION LOAD CASE 3 1.2 4 0.5 5 1.6 LOAD COMB 208 COMBINATION LOAD CASE 3 1.2 4 0.5 6 1.6 LOAD COMB 209 COMBINATION LOAD CASE 3 1.2 4 0.5 7 1.6 LOAD COMB 210 COMBINATION LOAD CASE 3 1.2 4 0.5 8 1.6 LOAD COMB 211 COMBINATION LOAD CASE 3 1.2 4 1.0 1 1.0 LOAD COMB 212 COMBINATION LOAD CASE 3 1.2 4 1.0 2 1.0 LOAD COMB 213 COMBINATION LOAD CASE 3 0.9 5 1.6 LOAD COMB 214 COMBINATION LOAD CASE 3 0.9 6 1.6 LOAD COMB 215 COMBINATION LOAD CASE 3 0.9 7 1.6 LOAD COMB 216 COMBINATION LOAD CASE 3 0.9 8 1.6 LOAD COMB 217 COMBINATION LOAD CASE 3 0.9 1 1.0 LOAD COMB 218 COMBINATION LOAD CASE 3 0.9 2 1.0 PERFORM ANALYSIS
-- PAGE NO.
5
117 118 119 120 121
201 202 203 204 205 206 207 208 209 210 211 212 213 214 215 216 217 218
176. LOAD LIST 101 TO 121 201 TO 218 177. START CONCRETE DESIGN
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Monday, September 09, 2013, 08:03 AM STAAD SPACE 178. 179. 180. 181. 182. 183. 184. 185. 186. 187. 188.
-- PAGE NO.
6
CODE ACI FC 28000 ALL FYMAIN 420000 ALL FYSEC 420000 ALL MAXMAIN 25 ALL MINMAIN 16 ALL MINSEC 10 ALL REINF 0 MEMB 1 TO 6 12 TO 16 28 TO 31 40 RHOMN 0.01 MEMB 1 TO 6 12 TO 16 28 TO 31 40 TRACK 0 ALL DESIGN COLUMN 1 TO 6 12 TO 16 28 TO 31 40
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-- PAGE NO.
7
==================================================================== 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 (PROVIDE EQUAL NUMBER OF BARS ON EACH FACE) TIE BAR NUMBER 10 SPACING 320.00 MM
END
0.650
==================================================================== 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 (PROVIDE EQUAL NUMBER OF BARS ON EACH FACE) TIE BAR NUMBER 10 SPACING 320.00 MM
END
0.650
==================================================================== 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 (PROVIDE EQUAL NUMBER OF BARS ON EACH FACE) TIE BAR NUMBER 10 SPACING 320.00 MM
END
C:\SProV8i\STAAD\Plugins\METERING BUILDING-1642K.anl
0.650
Page 7 of 58
Monday, September 09, 2013, 08:03 AM STAAD SPACE
-- PAGE NO.
8
==================================================================== 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 (PROVIDE EQUAL NUMBER OF BARS ON EACH FACE) TIE BAR NUMBER 10 SPACING 320.00 MM
END
0.650
==================================================================== 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 (PROVIDE EQUAL NUMBER OF BARS ON EACH FACE) TIE BAR NUMBER 10 SPACING 320.00 MM
END
0.650
==================================================================== 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 (PROVIDE EQUAL NUMBER OF BARS ON EACH FACE) TIE BAR NUMBER 10 SPACING 256.00 MM
END
C:\SProV8i\STAAD\Plugins\METERING BUILDING-1642K.anl
0.650
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-- PAGE NO.
9
==================================================================== 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 (PROVIDE EQUAL NUMBER OF BARS ON EACH FACE) TIE BAR NUMBER 10 SPACING 320.00 MM
END
0.650
==================================================================== 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 (PROVIDE EQUAL NUMBER OF BARS ON EACH FACE) TIE BAR NUMBER 10 SPACING 320.00 MM
END
0.650
==================================================================== 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 (PROVIDE EQUAL NUMBER OF BARS ON EACH FACE) TIE BAR NUMBER 10 SPACING 320.00 MM
END
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0.650
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-- PAGE NO.
10
==================================================================== 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 (PROVIDE EQUAL NUMBER OF BARS ON EACH FACE) TIE BAR NUMBER 10 SPACING 320.00 MM
END
0.650
==================================================================== 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 (PROVIDE EQUAL NUMBER OF BARS ON EACH FACE) TIE BAR NUMBER 10 SPACING 256.00 MM
END
0.650
==================================================================== 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 (PROVIDE EQUAL NUMBER OF BARS ON EACH FACE) TIE BAR NUMBER 10 SPACING 320.00 MM
END
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0.650
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-- PAGE NO.
11
==================================================================== 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 (PROVIDE EQUAL NUMBER OF BARS ON EACH FACE) TIE BAR NUMBER 10 SPACING 320.00 MM
END
0.650
==================================================================== 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 (PROVIDE EQUAL NUMBER OF BARS ON EACH FACE) TIE BAR NUMBER 10 SPACING 320.00 MM
END
0.650
==================================================================== 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 (PROVIDE EQUAL NUMBER OF BARS ON EACH FACE) TIE BAR NUMBER 10 SPACING 320.00 MM
END
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0.650
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-- PAGE NO.
12
==================================================================== 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 (PROVIDE EQUAL NUMBER OF BARS ON EACH FACE) TIE BAR NUMBER 10 SPACING 320.00 MM
END
0.650
********************END OF COLUMN DESIGN RESULTS********************
189. DESIGN BEAM 7 TO 10 17 TO 27 32 TO 39 41
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-- PAGE NO.
13
===================================================================== BEAM LEN -
NO.
5750. MM
7 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 FY -
420.
FC -
28.
MPA, SIZE -
250. X
800. MMS
LEVEL
HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________
1 2 3
56. 744. 744.
B E A M
2 - 16MM 2 - 16MM 4 - 16MM
N O.
0. 0. 3286.
7 D E S I G N
4235. 1076. 5750.
YES YES NO
NO NO YES
R E S U L T S - SHEAR
AT START - Vu= 53.69 KNS Vc= 235.06 KNS Vs= 0.00 Tu= 3.27 KN-MET Tc= 6.5 KN-MET Ts= 0.0 KN-MET LOAD STIRRUPS ARE NOT REQUIRED. AT END - Vu= 92.35 KNS Vc= 161.51 KNS Vs= 0.00 Tu= 3.27 KN-MET Tc= 6.5 KN-MET Ts= 0.0 KN-MET LOAD 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
KNS 101 KNS 101
___ 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 6| | | | | | | | | | | | | | | | | | | | | | | | | | | | | | | | | | | | | | | | | | | | | | | | | | | | | | | | | | | | | | | | | | | | | | | | | 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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-- PAGE NO.
14
===================================================================== BEAM LEN -
NO.
2750. MM
8 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 FY -
420.
FC -
28.
MPA, SIZE -
250. X
800. MMS
LEVEL
HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________
1 2
58. 739.
B E A M
3 - 20MM 2 - 25MM
N O.
685. 0.
8 D E S I G N
2750. 2106.
NO YES
YES NO
R E S U L T S - SHEAR
AT START - 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 201 STIRRUPS 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 - 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 0| | | | | | |ooo| |ooo| |ooo| |ooo| |ooo| |ooo| |ooo| |ooo| |ooo| |___| |___| |___| |___| |___| |___| |___| |___| |___| |___| |___| |___|
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-- PAGE NO.
15
===================================================================== BEAM LEN -
NO.
5750. MM
9 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 FY -
420.
FC -
28.
MPA, SIZE -
350. X
500. MMS
LEVEL
HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________
1 2 3
56. 444. 444.
B E A M
3 - 16MM 2 - 16MM 4 - 16MM
N O.
0. 0. 3956.
9 D E S I G N
4700. 1076. 5750.
YES YES NO
NO NO YES
R E S U L T S - SHEAR
AT START - Vu= 43.65 KNS Vc= 240.43 KNS Vs= 0.00 Tu= 3.03 KN-MET Tc= 6.0 KN-MET Ts= 0.0 KN-MET LOAD STIRRUPS ARE NOT REQUIRED. AT END - Vu= 63.42 KNS Vc= 134.71 KNS Vs= 0.00 Tu= 3.03 KN-MET Tc= 6.0 KN-MET Ts= 0.0 KN-MET LOAD 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
KNS 101 KNS 101
___ 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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-- PAGE NO.
16
===================================================================== BEAM LEN -
NO.
5750. MM
10 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 FY -
420.
FC -
28.
MPA, SIZE -
350. X
500. MMS
LEVEL
HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________
1 2 3
56. 444. 444.
B E A M
3 - 16MM 4 - 16MM 2 - 16MM
N O.
820. 0. 4435.
10 D E S I G N
5169. 1555. 5750.
NO YES NO
NO NO YES
R E S U L T S - SHEAR
AT START - Vu= 63.71 KNS Vc= 134.32 KNS Vs= 0.00 KNS Tu= 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 - Vu= 43.36 KNS Vc= 185.99 KNS Vs= Tu= 2.09 KN-MET Tc= 6.0 KN-MET Ts= 0.0 KN-MET STIRRUPS ARE NOT REQUIRED.
0.00 KNS LOAD 101
___ 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 | | | | | | | | | | | | | | | |_________| |_________| |_________| |_________| |_________| |_________|
C:\SProV8i\STAAD\Plugins\METERING BUILDING-1642K.anl
Page 16 of 58
Monday, September 09, 2013, 08:03 AM STAAD SPACE
-- PAGE NO.
17
===================================================================== BEAM LEN -
NO.
2900. MM
17 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 FY -
420.
FC -
28.
MPA, SIZE -
250. X
800. MMS
LEVEL
HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________
1 2
56. 744.
B E A M
2 - 16MM 2 - 16MM
N O.
0. 0.
17 D E S I G N
2900. 1322.
YES YES
YES NO
R E S U L T S - SHEAR
AT START - Vu= 25.46 KNS Vc= 222.33 KNS Vs= Tu= 4.17 KN-MET Tc= 6.4 KN-MET Ts= 0.0 KN-MET STIRRUPS ARE NOT REQUIRED. AT END - Vu= 18.78 KNS Vc= 157.95 KNS Vs= Tu= 4.17 KN-MET Tc= 6.4 KN-MET Ts= 0.0 KN-MET STIRRUPS ARE NOT REQUIRED.
0.00 KNS LOAD 101 0.00 KNS LOAD 101
___ 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 6|oo | |oo | |oo | |oo | |oo | |oo | |___| |___| |___| |___| |___| |___|
C:\SProV8i\STAAD\Plugins\METERING BUILDING-1642K.anl
Page 17 of 58
Monday, September 09, 2013, 08:03 AM STAAD SPACE
-- PAGE NO.
18
===================================================================== BEAM LEN -
NO.
2750. MM
18 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 FY -
420.
FC -
28.
MPA, SIZE -
250. X
800. MMS
LEVEL
HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________
1 2
58. 742.
B E A M
3 - 20MM 3 - 20MM
N O.
447. 0.
18 D E S I G N
2750. 2006.
NO YES
YES NO
R E S U L T S - SHEAR
AT START - 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 209 STIRRUPS 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 - 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 0| | |ooo| |ooo| |ooo| |ooo| |ooo| |___| |___| |___| |___| |___| |___|
C:\SProV8i\STAAD\Plugins\METERING BUILDING-1642K.anl
Page 18 of 58
Monday, September 09, 2013, 08:03 AM STAAD SPACE
-- PAGE NO.
19
===================================================================== BEAM LEN -
NO.
2900. MM
19 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 FY -
420.
FC -
28.
MPA, SIZE -
350. X
500. MMS
LEVEL
HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________
1 2
56. 444.
B E A M
3 - 16MM 2 - 16MM
N O.
0. 0.
19 D E S I G N
2900. 1080.
YES YES
YES NO
R E S U L T S - SHEAR
AT START - Vu= 55.33 KNS Vc= 193.76 KNS Vs= Tu= 4.01 KN-MET Tc= 6.0 KN-MET Ts= 0.0 KN-MET STIRRUPS ARE NOT REQUIRED. AT END - Vu= 0.68 KNS Vc= 129.75 KNS Vs= Tu= 4.01 KN-MET Tc= 6.0 KN-MET Ts= 0.0 KN-MET STIRRUPS ARE NOT REQUIRED.
0.00 KNS LOAD 101 0.00 KNS LOAD 101
___ 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 | | | | | | | | | | | | | |_________| |_________| |_________| |_________| |_________| |_________|
C:\SProV8i\STAAD\Plugins\METERING BUILDING-1642K.anl
Page 19 of 58
Monday, September 09, 2013, 08:03 AM STAAD SPACE
-- PAGE NO.
20
===================================================================== BEAM LEN -
NO.
5750. MM
20 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 FY -
420.
FC -
28.
MPA, SIZE -
350. X
500. MMS
LEVEL
HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________
1 2 3
56. 444. 444.
B E A M
3 - 16MM 4 - 16MM 2 - 16MM
N O.
829. 0. 4435.
20 D E S I G N
5160. 2034. 5750.
NO YES NO
NO NO YES
R E S U L T S - SHEAR
AT START - Vu= 64.44 KNS Vc= 134.00 KNS Vs= 0.00 KNS Tu= 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 - Vu= 42.63 KNS Vc= 191.59 KNS Vs= Tu= 1.96 KN-MET Tc= 6.0 KN-MET Ts= 0.0 KN-MET STIRRUPS ARE NOT REQUIRED.
0.00 KNS LOAD 101
___ 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 | | | | | | | | | | | | | | | |_________| |_________| |_________| |_________| |_________| |_________|
C:\SProV8i\STAAD\Plugins\METERING BUILDING-1642K.anl
Page 20 of 58
Monday, September 09, 2013, 08:03 AM STAAD SPACE
-- PAGE NO.
21
===================================================================== BEAM LEN -
NO.
6000. MM
21 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 FY -
420.
FC -
28.
MPA, SIZE -
250. X
800. MMS
LEVEL
HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________
1 2 3
56. 744. 744.
B E A M
3 - 16MM 3 - 16MM 3 - 16MM
N O.
0. 0. 4153.
21 D E S I G N
5426. 1097. 6000.
YES YES NO
NO NO YES
R E S U L T S - SHEAR
AT START - Vu= 74.43 KNS Vc= 293.13 KNS Vs= 0.00 Tu= 0.80 KN-MET Tc= 6.6 KN-MET Ts= 0.0 KN-MET LOAD STIRRUPS ARE NOT REQUIRED. AT END - Vu= 85.55 KNS Vc= 220.32 KNS Vs= 0.00 Tu= 0.93 KN-MET Tc= 6.7 KN-MET Ts= 0.0 KN-MET LOAD 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
KNS 101 KNS 108
___ 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 6| | | | | | | | | | | | | | | | | | | | | | | | | | | | | | | | | | | | | 3#16 | 3#16 | 3#16 | 3#16 | 3#16 | | |ooo| |ooo| |ooo| |ooo| |ooo| | | |___| |___| |___| |___| |___| |___|
C:\SProV8i\STAAD\Plugins\METERING BUILDING-1642K.anl
Page 21 of 58
Monday, September 09, 2013, 08:03 AM STAAD SPACE
-- PAGE NO.
22
===================================================================== BEAM LEN -
NO.
6000. MM
22 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 FY -
420.
FC -
28.
MPA, SIZE -
350. X
500. MMS
LEVEL
HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________
1 2 3
56. 444. 444.
B E A M
3 - 16MM 2 - 16MM 3 - 16MM
N O.
0. 0. 4153.
22 D E S I G N
5410. 1097. 6000.
YES YES NO
NO NO YES
R E S U L T S - SHEAR
AT START - Vu= 53.02 KNS Vc= 187.06 KNS Vs= 0.00 Tu= 0.67 KN-MET Tc= 6.0 KN-MET Ts= 0.0 KN-MET LOAD STIRRUPS ARE NOT REQUIRED. AT END - Vu= 62.42 KNS Vc= 138.95 KNS Vs= 0.00 Tu= 0.67 KN-MET Tc= 6.0 KN-MET Ts= 0.0 KN-MET LOAD 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
KNS 101 KNS 101
___ 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 | | | | | | | | | | | | | | | |_________| |_________| |_________| |_________| |_________| |_________|
C:\SProV8i\STAAD\Plugins\METERING BUILDING-1642K.anl
Page 22 of 58
Monday, September 09, 2013, 08:03 AM STAAD SPACE
-- PAGE NO.
23
===================================================================== BEAM LEN -
NO.
6000. MM
23 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 FY -
420.
FC -
28.
MPA, SIZE -
350. X
500. MMS
LEVEL
HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________
1 2 3
58. 444. 444.
B E A M
2 - 20MM 2 - 16MM 3 - 16MM
N O.
0. 0. 4653.
23 D E S I G N
5563. 1097. 6000.
YES YES NO
NO NO YES
R E S U L T S - SHEAR
AT START - Vu= 74.82 KNS Vc= 168.61 KNS Vs= 0.00 KNS Tu= 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 - 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 | | | | | | | | | | | | | | | |_________| |_________| |_________| |_________| |_________| |_________|
C:\SProV8i\STAAD\Plugins\METERING BUILDING-1642K.anl
Page 23 of 58
Monday, September 09, 2013, 08:03 AM STAAD SPACE
-- PAGE NO.
24
===================================================================== BEAM LEN -
NO.
6000. MM
24 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 FY -
420.
FC -
28.
MPA, SIZE -
350. X
600. MMS
LEVEL
HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________
1 2 3
61. 544. 544.
B E A M
2 - 25MM 2 - 16MM 3 - 16MM
N O.
0. 0. 4653.
24 D E S I G N
6000. 597. 6000.
YES YES NO
YES NO YES
R E S U L T S - SHEAR
AT START - Vu= 90.41 KNS Vc= 215.90 KNS Vs= 0.00 KNS Tu= 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 - 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 | | | | | | | | | | | | | |_________| |_________| |_________| |_________| |_________| |_________|
C:\SProV8i\STAAD\Plugins\METERING BUILDING-1642K.anl
Page 24 of 58
Monday, September 09, 2013, 08:03 AM STAAD SPACE
-- PAGE NO.
25
===================================================================== BEAM LEN -
NO.
3000. MM
25 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 FY -
420.
FC -
28.
MPA, SIZE -
250. X
800. MMS
LEVEL
HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________
1 2
58. 744.
B E A M
3 - 20MM 3 - 16MM
N O.
0. 1528.
25 D E S I G N
2826. 3000.
YES NO
NO YES
R E S U L T S - SHEAR
AT START - 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 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. AT END - 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 6| | | | | | | | | | | | | | | | | | | | | | | | | | | | | | | | | | | | | 3#20 | 3#20 | 3#20 | 3#20 | 3#20 | | |ooo| |ooo| |ooo| |ooo| |ooo| | | |___| |___| |___| |___| |___| |___|
C:\SProV8i\STAAD\Plugins\METERING BUILDING-1642K.anl
Page 25 of 58
Monday, September 09, 2013, 08:03 AM STAAD SPACE
-- PAGE NO.
26
===================================================================== BEAM LEN -
NO.
3000. MM
26 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 FY -
420.
FC -
28.
MPA, SIZE -
250. X
800. MMS
LEVEL
HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________
1 2
58. 744.
B E A M
3 - 20MM 3 - 16MM
N O.
0. 1528.
26 D E S I G N
2834. 3000.
YES NO
NO YES
R E S U L T S - SHEAR
AT START - 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 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. AT END - 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 6| | | | | | | | | | | | | | | | | | | | | | | | | | | | | | | | | | | | | 3#20 | 3#20 | 3#20 | 3#20 | 3#20 | | |ooo| |ooo| |ooo| |ooo| |ooo| | | |___| |___| |___| |___| |___| |___|
C:\SProV8i\STAAD\Plugins\METERING BUILDING-1642K.anl
Page 26 of 58
Monday, September 09, 2013, 08:03 AM STAAD SPACE
-- PAGE NO.
27
===================================================================== BEAM LEN -
NO.
6000. MM
27 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 FY -
420.
FC -
28.
MPA, SIZE -
250. X
800. MMS
LEVEL
HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________
1 2 3
56. 744. 744.
B E A M
4 - 16MM 2 - 16MM 2 - 16MM
N O.
0. 0. 5153.
27 D E S I G N
6000. 597. 6000.
YES YES NO
YES NO YES
R E S U L T S - SHEAR
AT START - Vu= 77.43 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 AT END - 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 6| | | | | | | | | | | | | | | | | | | | | | | | | | | | | | | | | | | | | 4#16 | 4#16 | 4#16 | 4#16 | 4#16 | 4#1 6|ooo| |ooo| |ooo| |ooo| |ooo| |ooo| |___| |___| |___| |___| |___| |___|
C:\SProV8i\STAAD\Plugins\METERING BUILDING-1642K.anl
Page 27 of 58
Monday, September 09, 2013, 08:03 AM STAAD SPACE
-- PAGE NO.
28
===================================================================== BEAM LEN -
NO.
2900. MM
32 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 FY -
420.
FC -
28.
MPA, SIZE -
250. X
400. MMS
LEVEL
HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________
1 2 3
56. 344. 344.
B E A M
2 - 16MM 2 - 16MM 2 - 16MM
N O.
0. 0. 1458.
32 D E S I G N
2655. 1080. 2900.
YES YES NO
NO NO YES
R E S U L T S - SHEAR
AT START - Vu= 35.48 KNS Vc= 84.71 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 AT END - 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 | | | | | | | | | | | | | | | |_________| |_________| |_________| |_________| |_________| |_________|
C:\SProV8i\STAAD\Plugins\METERING BUILDING-1642K.anl
Page 28 of 58
Monday, September 09, 2013, 08:03 AM STAAD SPACE
-- PAGE NO.
29
===================================================================== BEAM LEN -
NO.
2250. MM
33 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 FY -
420.
FC -
28.
MPA, SIZE -
250. X
400. MMS
LEVEL
HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________
1 2 3
56. 344. 344.
B E A M
2 - 16MM 2 - 16MM 2 - 16MM
N O.
201. 0. 810.
33 D E S I G N
1393. 1347. 2250.
NO YES NO
NO NO YES
R E S U L T S - SHEAR
AT START - Vu= 13.99 KNS Vc= 76.37 KNS Vs= 0.00 Tu= 0.31 KN-MET Tc= 2.6 KN-MET Ts= 0.0 KN-MET LOAD STIRRUPS ARE NOT REQUIRED. AT END - Vu= 35.94 KNS Vc= 72.78 KNS Vs= 0.00 Tu= 0.31 KN-MET Tc= 2.6 KN-MET Ts= 0.0 KN-MET LOAD 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
KNS 101 KNS 101
___ 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 | | | | | | | | | | | | | | | | | |_________| |_________| |_________| |_________| |_________| |_________|
C:\SProV8i\STAAD\Plugins\METERING BUILDING-1642K.anl
Page 29 of 58
Monday, September 09, 2013, 08:03 AM STAAD SPACE
-- PAGE NO.
30
===================================================================== BEAM LEN -
NO.
2850. MM
34 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 FY -
420.
FC -
28.
MPA, SIZE -
250. X
800. MMS
LEVEL
HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________
1 2
56. 744.
B E A M
2 - 16MM 4 - 16MM
N O.
0. 282.
34 D E S I G N
1251. 2850.
YES NO
NO YES
R E S U L T S - SHEAR
AT START - 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 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. AT END - 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 6| | | | | | | | | | | | | | | | | | | | | | | | | | | | | | | | | | | | | 2#16 | 2#16 | 2#16 | | | | | | |oo | |oo | |oo | | | | | | | |___| |___| |___| |___| |___| |___|
C:\SProV8i\STAAD\Plugins\METERING BUILDING-1642K.anl
Page 30 of 58
Monday, September 09, 2013, 08:03 AM STAAD SPACE
-- PAGE NO.
31
===================================================================== BEAM LEN -
NO.
2250. MM
35 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 FY -
420.
FC -
28.
MPA, SIZE -
250. X
400. MMS
LEVEL
HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________
1 2 3
56. 344. 344.
B E A M
2 - 16MM 2 - 16MM 2 - 16MM
N O.
0. 0. 810.
35 D E S I G N
1855. 597. 2250.
YES YES NO
NO NO YES
R E S U L T S - SHEAR
AT START - Vu= 18.32 KNS Vc= 75.29 KNS Vs= 0.00 Tu= 0.63 KN-MET Tc= 2.5 KN-MET Ts= 0.0 KN-MET LOAD STIRRUPS ARE NOT REQUIRED. AT END - Vu= 31.60 KNS Vc= 76.90 KNS Vs= 0.00 Tu= 0.63 KN-MET Tc= 2.5 KN-MET Ts= 0.0 KN-MET LOAD 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
KNS 101 KNS 101
___ 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 | | | | | | | | | | | | | | | |_________| |_________| |_________| |_________| |_________| |_________|
C:\SProV8i\STAAD\Plugins\METERING BUILDING-1642K.anl
Page 31 of 58
Monday, September 09, 2013, 08:03 AM STAAD SPACE
-- PAGE NO.
32
===================================================================== BEAM LEN -
NO.
6000. MM
36 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 FY -
420.
FC -
28.
MPA, SIZE -
250. X
800. MMS
LEVEL
HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________
1 2 3
58. 744. 744.
B E A M
2 - 20MM 3 - 16MM 3 - 16MM
N O.
0. 0. 4153.
36 D E S I G N
5556. 1097. 6000.
YES YES NO
NO NO YES
R E S U L T S - SHEAR
AT START - Vu= 81.06 KNS Vc= 207.94 KNS Vs= 0.00 KNS Tu= 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 - Vu= 77.11 KNS Vc= 293.87 KNS Vs= Tu= 0.09 KN-MET Tc= 6.6 KN-MET Ts= 0.0 KN-MET STIRRUPS ARE NOT REQUIRED.
0.00 KNS LOAD 101
___ 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 6| | | | | | | | | | | | | | | | | | | | | | | | | | | | | | | | | | | | | 2#20 | 2#20 | 2#20 | 2#20 | 2#20 | | |oo | |oo | |oo | |oo | |oo | | | |___| |___| |___| |___| |___| |___|
C:\SProV8i\STAAD\Plugins\METERING BUILDING-1642K.anl
Page 32 of 58
Monday, September 09, 2013, 08:03 AM STAAD SPACE
-- PAGE NO.
33
===================================================================== BEAM LEN -
NO.
2250. MM
37 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 FY -
420.
FC -
28.
MPA, SIZE -
300. X
400. MMS
LEVEL
HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________
1 2
56. 344.
B E A M
2 - 16MM 3 - 16MM
N O.
1720. 0.
37 D E S I G N
2250. 2250.
NO YES
YES YES
R E S U L T S - SHEAR
AT START - 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 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. AT END - 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 | | | | | | | | | | | |___________| |___________| |___________| |___________| |___________|
C:\SProV8i\STAAD\Plugins\METERING BUILDING-1642K.anl
Page 33 of 58
Monday, September 09, 2013, 08:03 AM STAAD SPACE
-- PAGE NO.
34
===================================================================== BEAM LEN -
NO.
2850. MM
38 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 FY -
420.
FC -
28.
MPA, SIZE -
350. X
500. MMS
LEVEL
HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________
1 2
56. 444.
B E A M
3 - 16MM 4 - 16MM
N O.
0. 947.
38 D E S I G N
1813. 2850.
YES NO
NO YES
R E S U L T S - SHEAR
AT START - 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 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. AT END - 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 | | | | | | | | | | | | | | | |_________| |_________| |_________| |_________| |_________|
C:\SProV8i\STAAD\Plugins\METERING BUILDING-1642K.anl
Page 34 of 58
Monday, September 09, 2013, 08:03 AM STAAD SPACE
-- PAGE NO.
35
===================================================================== BEAM LEN -
NO.
2250. MM
39 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 FY -
420.
FC -
28.
MPA, SIZE -
300. X
400. MMS
LEVEL
HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________
1 2
56. 344.
B E A M
2 - 16MM 2 - 16MM
N O.
0. 0.
39 D E S I G N
10. 2250.
YES YES
NO YES
R E S U L T S - SHEAR
AT START - Vu= 1.72 KNS Vc= 86.19 KNS Vs= Tu= 0.10 KN-MET Tc= 3.4 KN-MET Ts= 0.0 KN-MET STIRRUPS ARE NOT REQUIRED. AT END - Vu= 16.56 KNS Vc= 86.19 KNS Vs= Tu= 0.10 KN-MET Tc= 3.4 KN-MET Ts= 0.0 KN-MET STIRRUPS ARE NOT REQUIRED.
0.00 KNS LOAD 101 0.00 KNS LOAD 101
___ 28J____________________ 2250X 300X 400_____________________ 25J____ | | ||=========================================================================|| | 2No16 H 344. 0.TO 2250 | | | | 2No16 H 56. 0.TO 10 | || | | | |___________________________________________________________________________| ___________ ___________ ___________ ___________ ___________ | | | | | | | | | | | oo | | oo | | oo | | oo | | oo | | 2#16 | | 2#16 | | 2#16 | | 2#16 | | 2#16 | | | | | | | | | | | | 2#16 | | | | | | | | | | oo | | | | | | | | | | | | | | | | | | | |___________| |___________| |___________| |___________| |___________|
C:\SProV8i\STAAD\Plugins\METERING BUILDING-1642K.anl
Page 35 of 58
Monday, September 09, 2013, 08:03 AM STAAD SPACE
-- PAGE NO.
36
===================================================================== BEAM LEN -
NO.
2900. MM
41 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 FY -
420.
FC -
28.
MPA, SIZE -
300. X
400. MMS
LEVEL
HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________
1 2 3
56. 344. 344.
B E A M
2 - 16MM 2 - 16MM 2 - 16MM
N O.
0. 0. 1458.
41 D E S I G N
2835. 838. 2900.
YES YES NO
NO NO YES
R E S U L T S - SHEAR
AT START - Vu= 17.05 KNS Vc= 91.36 KNS Vs= 0.00 KNS Tu= 5.72 KN-MET Tc= 3.4 KN-MET Ts= 7.6 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 1108. MM ADDITIONAL LONGITUDINAL STEEL REQD. FOR TORSIONAL RESISTANCE = 1.68 SQ.CM. AT END - Vu= 20.46 KNS Vc= 159.41 KNS Vs= 0.00 KNS Tu= 5.72 KN-MET Tc= 3.4 KN-MET Ts= 7.6 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 1108. MM ADDITIONAL LONGITUDINAL STEEL REQD. FOR TORSIONAL RESISTANCE = 1.68 SQ.CM.
___ 22J____________________ 2900X 300X 400_____________________ 25J____ | | ||==================== =====================================|| | 2No16 H 344.| 0.TO 838 |2No16 H|344.1458.TO|2900 | | | | | 10*10c/c132 | | | | | | | | 10*10c/c132 | | | 2No16 H |56.| 0.TO 2835 | | | | | | | | | | | ||========================================================================= | | | |___________________________________________________________________________| ___________ ___________ ___________ ___________ ___________ | | | | | | | | | | | oo | | oo | | | | oo | | oo | | 2#16 | | 2#16 | | | | 2#16 | | 2#16 | | | | | | | | | | | | 2#16 | | 2#16 | | 2#16 | | 2#16 | | | | oo | | oo | | oo | | oo | | | | | | | | | | | | | |___________| |___________| |___________| |___________| |___________|
C:\SProV8i\STAAD\Plugins\METERING BUILDING-1642K.anl
Page 36 of 58
Monday, September 09, 2013, 08:03 AM STAAD SPACE
-- PAGE NO.
37
********************END OF BEAM DESIGN**************************
190. 191. 192. 193.
END CONCRETE DESIGN **UNFACTORED LOAD LOAD LIST 101 TO 121 PRINT REACTION ALL
C:\SProV8i\STAAD\Plugins\METERING BUILDING-1642K.anl
Page 37 of 58
PROJECT:
SALES GAS DELIVERY SYSTEM
JOB NO.:
BI-21-00052
SHEET NO.:
LOCATION:
RIYADH
DESIGN BY:
AAM
DATE:
CLIENT:
SAUDI ARAMCO
CHECKED BY:
SAM
APPROVED BY:
PRINT REACTIONS 5.0 COMPUTER OUTPUT FILE
09/09/2013 MAG
Monday, September 09, 2013, 08:07 AM STAAD SPACE
-- PAGE NO.
REACTIONS -UNIT KN ----------------T
1
3
5
METE
38
STRUCTURE TYPE = SPACE
LOAD
FORCE-X
FORCE-Y
FORCE-Z
MOM-X
MOM-Y
MOM Z
101 102 103 104 105 106 107 108 109 110 111 112 113 114 115 116 117 118 119 120 121 101 102 103 104 105 106 107 108 109 110 111 112 113 114 115 116 117 118 119 120 121 101 102 103 104 105 106
29.15 21.54 27.53 29.09 29.09 18.96 26.99 29.07 29.07 23.78 28.01 29.11 29.11 7.38 15.41 17.50 17.49 28.50 29.17 17.09 17.56 36.27 26.92 33.21 35.42 35.89 23.80 32.19 35.14 35.76 29.66 34.11 35.67 36.00 9.29 17.67 20.62 21.24 34.94 36.18 20.83 21.69 -65.07 -70.22 -67.31 -64.65 -64.96 -71.90
298.98 292.50 297.47 292.51 296.40 292.88 296.97 290.35 295.54 293.84 297.91 294.41 297.15 168.72 172.81 166.19 171.38 296.22 296.22 174.22 174.22 537.90 533.45 537.78 532.88 535.72 538.17 537.74 531.20 534.99 533.39 537.82 534.35 536.36 311.83 311.40 304.86 308.65 533.22 532.59 311.55 311.11 356.72 359.25 358.30 346.87 352.75 362.74
47.01 47.22 47.19 37.69 44.76 47.18 47.25 34.59 44.01 47.18 47.14 40.43 45.42 28.57 28.65 15.98 25.40 47.16 46.33 28.45 27.87 10.32 10.08 10.26 -15.24 7.90 10.25 10.25 -23.76 7.10 10.10 10.28 -7.74 8.61 5.68 5.68 -28.33 2.53 10.11 9.35 5.74 5.20 55.75 55.95 55.63 43.51 51.92 55.79
11.42 11.51 11.56 4.81 9.62 11.54 11.60 2.61 9.02 11.48 11.52 6.75 10.15 6.96 7.03 -1.97 4.44 11.47 10.80 6.88 6.41 9.53 9.09 9.40 -15.80 4.64 9.37 9.36 -24.24 3.01 9.13 9.44 -8.37 6.07 4.80 4.78 -28.81 -1.56 9.16 7.71 4.92 3.91 13.97 14.02 13.88 5.69 11.24 14.00
-0.19 -0.20 -0.16 0.28 -0.11 -0.22 -0.16 0.43 -0.08 -0.20 -0.17 0.14 -0.13 -0.13 -0.06 0.53 0.02 -0.17 -0.15 -0.08 -0.07 0.27 0.26 0.29 1.02 0.56 0.28 0.29 1.27 0.66 0.26 0.28 0.80 0.48 0.14 0.15 1.13 0.52 0.26 0.31 0.13 0.16 0.02 0.00 0.03 -1.00 -0.30 -0.01
-7.62 -2.36 -6.34 -7.46 -7.53 -0.60 -5.92 -7.40 -7.50 -3.90 -6.72 -7.51 -7.56 2.45 -2.86 -4.35 -4.45 -7.03 -7.61 -4.15 -4.56 -11.08 -5.91 -9.37 -10.72 -10.91 -4.19 -8.80 -10.61 -10.86 -7.43 -9.87 -10.83 -10.96 0.25 -4.36 -6.17 -6.42 -10.32 -11.05 -6.11 -6.62 13.05 16.88 14.68 13.07 13.09 18.16
C:\SProV8i\STAAD\Plugins\METERING BUILDING-1642K.anl
Page 38 of 58
Monday, September 09, 2013, 08:07 AM STAAD SPACE
-- PAGE NO.
REACTIONS -UNIT KN ----------------T
12
14
METE
39
STRUCTURE TYPE = SPACE
LOAD
FORCE-X
FORCE-Y
FORCE-Z
MOM-X
MOM-Y
MOM Z
107 108 109 110 111 112 113 114 115 116 117 118 119 120 121 101 102 103 104 105 106 107 108 109 110 111 112 113 114 115 116 117 118 119 120 121 101 102 103 104 105 106 107 108 109 110 111 112
-68.06 -64.52 -64.92 -68.72 -66.65 -64.78 -64.99 -45.94 -42.10 -38.56 -38.97 -65.79 -65.06 -39.60 -39.09 45.03 33.74 42.39 46.49 45.68 30.02 41.50 46.98 45.90 37.05 43.16 46.06 45.49 11.94 23.42 28.89 27.81 43.80 45.18 26.10 27.07 -63.62 -70.03 -65.69 -64.49 -64.05 -72.13 -66.38 -64.78 -64.20 -68.16 -65.08 -64.24
358.83 343.59 351.42 357.92 357.84 349.76 353.91 215.29 211.37 196.14 203.97 355.60 353.57 209.87 208.45 536.56 532.06 536.50 536.31 536.06 536.95 536.49 536.22 535.89 531.98 536.52 536.38 536.20 310.83 310.37 310.11 309.77 531.77 531.68 310.44 310.38 356.05 358.94 357.68 366.90 360.58 362.52 358.22 370.52 362.08 357.52 357.20 363.72
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15.23 13.07 13.10 15.76 14.20 13.06 13.07 12.94 10.01 7.85 7.88 13.64 13.05 8.24 7.82 -14.40 -8.21 -12.92 -14.76 -14.53 -6.16 -12.43 -14.89 -14.57 -10.02 -13.36 -14.66 -14.49 -0.37 -6.65 -9.10 -8.79 -13.70 -14.43 -8.14 -8.65 11.86 16.45 13.32 12.13 12.02 17.99 13.81 12.21 12.07 15.10 12.89 12.05
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REACTIONS -UNIT KN ----------------T
21
24
METE
40
STRUCTURE TYPE = SPACE
LOAD
FORCE-X
FORCE-Y
FORCE-Z
MOM-X
MOM-Y
MOM Z
113 114 115 116 117 118 119 120 121 101 102 103 104 105 106 107 108 109 110 111 112 113 114 115 116 117 118 119 120 121 101 102 103 104 105 106 107 108 109 110 111 112 113 114 115 116 117 118
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11.97 13.24 9.06 7.46 7.32 12.40 11.89 7.49 7.13 -4.24 0.95 -3.40 -5.11 -4.82 2.69 -3.12 -5.40 -5.01 -0.58 -3.65 -4.86 -4.65 4.36 -1.45 -3.73 -3.34 -3.63 -4.36 -2.14 -2.64 4.07 9.05 4.92 3.19 3.49 10.70 5.20 2.90 3.30 7.59 4.67 3.45 3.66 9.09 3.59 1.29 1.69 4.70
C:\SProV8i\STAAD\Plugins\METERING BUILDING-1642K.anl
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-- PAGE NO.
REACTIONS -UNIT KN ----------------T
29
METE
41
STRUCTURE TYPE = SPACE
LOAD
FORCE-X
FORCE-Y
FORCE-Z
MOM-X
MOM-Y
MOM Z
119 120 121 101 102 103 104 105 106 107 108 109 110 111 112 113 114 115 116 117 118 119 120 121
-16.54 -10.39 -10.00 17.67 7.84 16.20 16.21 16.77 4.48 15.72 15.72 16.47 10.75 16.63 16.63 17.03 -2.42 8.81 8.82 9.57 17.09 17.53 10.31 10.62
142.63 84.75 84.54 353.32 344.68 351.95 345.57 349.49 345.73 351.49 342.98 348.22 346.35 352.35 347.84 350.61 197.31 203.07 194.56 199.80 349.50 349.21 204.30 204.09
-7.35 -3.89 -4.31 -39.36 -39.40 -39.12 -50.69 -43.02 -39.20 -39.04 -54.46 -44.24 -39.43 -39.19 -47.37 -41.95 -23.82 -23.66 -39.08 -28.86 -39.43 -40.70 -23.92 -24.81
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************** END OF LATEST ANALYSIS RESULT **************
194. **FACTORED LOAD 195. LOAD LIST 201 TO 218 196. PRINT REACTION ALL
C:\SProV8i\STAAD\Plugins\METERING BUILDING-1642K.anl
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Monday, September 09, 2013, 08:05 AM STAAD SPACE
-- PAGE NO.
REACTIONS -UNIT KN ----------------T
1
3
5
METE
42
STRUCTURE TYPE = SPACE
LOAD
FORCE-X
FORCE-Y
FORCE-Z
MOM-X
MOM-Y
MOM Z
201 202 203 204 205 206 207 208 209 210 211 212 213 214 215 216 217 218 201 202 203 204 205 206 207 208 209 210 211 212 213 214 215 216 217 218 201 202 203 204 205 206 207 208 209 210 211 212
40.99 34.92 26.78 33.20 34.87 34.86 18.77 31.62 34.95 34.94 34.32 35.00 10.06 22.91 26.24 26.23 25.67 26.35 50.75 43.53 33.56 40.27 42.63 43.12 23.57 36.98 41.70 42.69 42.20 43.44 12.68 26.10 30.82 31.81 31.30 32.54 -91.27 -78.04 -83.50 -80.42 -77.59 -77.91 -89.10 -82.95 -77.28 -77.93 -78.80 -78.07
407.91 361.82 356.94 360.21 354.92 359.07 343.69 350.23 339.64 347.93 356.40 356.40 252.47 259.01 248.42 256.72 261.38 261.38 726.98 652.94 653.15 652.81 647.58 650.60 632.87 632.19 621.72 627.78 641.74 641.10 467.78 467.09 456.63 462.68 467.33 466.69 488.28 431.24 436.06 432.93 420.74 427.01 432.14 425.88 401.50 414.03 427.34 425.31
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C:\SProV8i\STAAD\Plugins\METERING BUILDING-1642K.anl
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-- PAGE NO.
REACTIONS -UNIT KN ----------------T
12
14
21
METE
43
STRUCTURE TYPE = SPACE
LOAD
FORCE-X
FORCE-Y
FORCE-Z
MOM-X
MOM-Y
MOM Z
213 214 215 216 217 218 201 202 203 204 205 206 207 208 209 210 211 212 213 214 215 216 217 218 201 202 203 204 205 206 207 208 209 210 211 212 213 214 215 216 217 218 201 202 203 204 205 206
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24
29
METE
44
STRUCTURE TYPE = SPACE
LOAD
FORCE-X
FORCE-Y
FORCE-Z
MOM-X
MOM-Y
MOM Z
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45
************** END OF LATEST ANALYSIS RESULT **************
197. PRINT T DISPLACEMENTS ALL
C:\SProV8i\STAAD\Plugins\METERING BUILDING-1642K.anl
Page 45 of 58
PROJECT:
SALES GAS DELIVERY SYSTEM
JOB NO.:
BI-21-00052
SHEET NO.:
LOCATION:
RIYADH
DESIGN BY:
AAM
DATE:
CLIENT:
SAUDI ARAMCO
CHECKED BY:
SAM
APPROVED BY:
PRINT T DISPLACEMENT 6.0 COMPUTER OUTPUT FILE
09/09/2013 MAG
Monday, September 09, 2013, 08:06 AM STAAD SPACE
-- PAGE NO.
T DISPLACEMENT (CM -----------------T
1
2
3
LOAD
201 202 203 204 205 206 207 208 209 210 211 212 213 214 215 216 217 218 201 202 203 204 205 206 207 208 209 210 211 212 213 214 215 216 217 218 201 202 203 204 205 206 207 208 209 210 211 212
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46
STRUCTURE TYPE = SPACE
Z-TRANS
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C:\SProV8i\STAAD\Plugins\METERING BUILDING-1642K.anl
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4
5
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LOAD
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0.0004 0.0005 0.0831 0.0251 0.0002 0.0029 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 -0.0079 -0.0062 -0.0107 -0.0129 0.1782 0.0726 -0.0154 -0.0199 0.3623 0.1512 -0.0089 0.0190 -0.0139 -0.0184 0.3638 0.1527 -0.0075 0.0203 -0.0030 -0.0026 -0.0028 -0.0028 0.0044 0.0000
X-ROTAN
-0.0010 -0.0010 -0.0009 -0.0009 -0.0010 -0.0010 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0001 0.0001 0.0000 0.0000 0.0003 0.0001 0.0000 0.0000 0.0000 0.0000 0.0003 0.0001 0.0000 0.0000 -0.0001 -0.0001 -0.0001 -0.0001 0.0000 0.0000
C:\SProV8i\STAAD\Plugins\METERING BUILDING-1642K.anl
Y-ROTAN
0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0001 0.0001 0.0001 0.0001 0.0000 0.0000 0.0000 0.0001 -0.0002 -0.0001 0.0001 0.0001 0.0000 0.0000 -0.0002 -0.0001 0.0001 0.0001 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000
Z-ROTAN
-0.0001 -0.0001 -0.0001 -0.0001 -0.0001 -0.0001 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 -0.0003 -0.0003 -0.0004 -0.0004 -0.0003 -0.0003 -0.0005 -0.0004 -0.0003 -0.0003 -0.0003 -0.0003 -0.0004 -0.0003 -0.0002 -0.0002 -0.0002 -0.0002 -0.0002 -0.0002 -0.0003 -0.0002 -0.0002 -0.0002
Page 53 of 58
Monday, September 09, 2013, 08:06 AM STAAD SPACE
-- PAGE NO.
T DISPLACEMENT (CM -----------------T
24
25
LOAD
207 208 209 210 211 212 213 214 215 216 217 218 201 202 203 204 205 206 207 208 209 210 211 212 213 214 215 216 217 218 201 202 203 204 205 206 207 208 209 210 211 212 213 214 215 216 217 218
X-TRANS
0.0161 0.0038 -0.0016 -0.0006 0.0020 0.0010 0.0158 0.0035 -0.0018 -0.0009 0.0018 0.0007 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0065 0.0085 0.1573 0.0433 -0.0240 -0.0106 0.3041 0.0763 -0.0584 -0.0316 0.0299 0.0041 0.3018 0.0740 -0.0607 -0.0339 0.0267 0.0009
RADIANS)
Y-TRANS
-0.0036 -0.0041 -0.0052 -0.0047 -0.0042 -0.0043 -0.0025 -0.0030 -0.0041 -0.0036 -0.0031 -0.0032 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 -0.0178 -0.0161 -0.0172 -0.0163 -0.0170 -0.0165 -0.0178 -0.0161 -0.0173 -0.0163 -0.0159 -0.0159 -0.0138 -0.0120 -0.0132 -0.0122 -0.0116 -0.0116
54
STRUCTURE TYPE = SPACE
Z-TRANS
-0.0028 -0.0030 0.0115 0.0028 -0.0027 -0.0018 -0.0022 -0.0023 0.0121 0.0035 -0.0020 -0.0011 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 -0.0579 -0.0528 -0.0495 -0.0514 0.1806 0.0629 -0.0440 -0.0477 0.4163 0.1807 -0.0510 -0.0203 -0.0306 -0.0343 0.4297 0.1941 -0.0366 -0.0059
X-ROTAN
-0.0001 -0.0001 0.0001 0.0000 -0.0001 -0.0001 -0.0001 -0.0001 0.0002 0.0000 -0.0001 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 -0.0009 -0.0009 -0.0009 -0.0009 -0.0007 -0.0008 -0.0008 -0.0008 -0.0004 -0.0006 -0.0008 -0.0008 -0.0006 -0.0006 -0.0001 -0.0004 -0.0006 -0.0006
C:\SProV8i\STAAD\Plugins\METERING BUILDING-1642K.anl
Y-ROTAN
0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0002 0.0002 0.0001 0.0001 0.0000 0.0001 0.0001 0.0001 -0.0001 -0.0001 0.0001 0.0001 0.0000 0.0000 -0.0001 -0.0001 0.0001 0.0001
Z-ROTAN
-0.0004 -0.0002 -0.0002 -0.0002 -0.0002 -0.0002 -0.0004 -0.0002 -0.0001 -0.0001 -0.0002 -0.0001 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0002 0.0002 0.0001 0.0002 0.0002 0.0002 0.0000 0.0001 0.0002 0.0002 0.0002 0.0002 0.0000 0.0001 0.0002 0.0002 0.0001 0.0001
Page 54 of 58
Monday, September 09, 2013, 08:06 AM STAAD SPACE
-- PAGE NO.
T DISPLACEMENT (CM -----------------T
26
27
28
LOAD
201 202 203 204 205 206 207 208 209 210 211 212 213 214 215 216 217 218 201 202 203 204 205 206 207 208 209 210 211 212 213 214 215 216 217 218 201 202 203 204 205 206 207 208 209 210 211 212
X-TRANS
-0.0014 -0.0011 0.0060 0.0002 -0.0025 -0.0020 0.0132 0.0015 -0.0039 -0.0029 -0.0003 -0.0013 0.0135 0.0018 -0.0036 -0.0026 0.0000 -0.0011 -0.0040 -0.0035 0.0033 -0.0020 -0.0035 -0.0034 0.0101 -0.0006 -0.0034 -0.0033 -0.0028 -0.0034 0.0110 0.0003 -0.0025 -0.0024 -0.0019 -0.0025 -0.0253 -0.0208 0.1406 0.0254 -0.0212 -0.0189 0.3015 0.0712 -0.0221 -0.0176 0.0058 -0.0209
RADIANS)
Y-TRANS
-0.0073 -0.0064 -0.0067 -0.0065 -0.0067 -0.0065 -0.0070 -0.0064 -0.0068 -0.0066 -0.0064 -0.0064 -0.0053 -0.0048 -0.0052 -0.0049 -0.0047 -0.0047 -0.0645 -0.0554 -0.0581 -0.0559 -0.0508 -0.0529 -0.0607 -0.0564 -0.0462 -0.0504 -0.0557 -0.0548 -0.0469 -0.0426 -0.0323 -0.0365 -0.0418 -0.0409 -0.3153 -0.3017 -0.3066 -0.3032 -0.2896 -0.2962 -0.2898 -0.2830 -0.2559 -0.2691 -0.2908 -0.2884
55
STRUCTURE TYPE = SPACE
Z-TRANS
-0.0094 -0.0074 -0.0074 -0.0073 0.0021 -0.0006 -0.0078 -0.0077 0.0112 0.0056 -0.0076 -0.0063 -0.0060 -0.0059 0.0130 0.0075 -0.0061 -0.0047 -0.0092 -0.0072 -0.0072 -0.0071 0.0023 -0.0003 -0.0076 -0.0075 0.0114 0.0062 -0.0074 -0.0061 -0.0058 -0.0058 0.0131 0.0079 -0.0059 -0.0045 -0.0574 -0.0523 -0.0490 -0.0509 0.1815 0.0634 -0.0435 -0.0472 0.4176 0.1813 -0.0506 -0.0198
X-ROTAN
-0.0003 -0.0002 -0.0002 -0.0002 -0.0001 -0.0001 -0.0002 -0.0002 0.0001 0.0000 -0.0002 -0.0002 -0.0002 -0.0002 0.0002 0.0000 -0.0002 -0.0001 0.0000 0.0000 0.0000 0.0000 0.0001 0.0000 0.0000 0.0000 0.0001 0.0000 0.0000 0.0000 0.0000 0.0000 0.0001 0.0000 0.0000 0.0000 -0.0015 -0.0014 -0.0014 -0.0014 -0.0014 -0.0014 -0.0013 -0.0013 -0.0013 -0.0013 -0.0014 -0.0014
C:\SProV8i\STAAD\Plugins\METERING BUILDING-1642K.anl
Y-ROTAN
0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0001 0.0001 0.0001 0.0001 -0.0002 0.0000 0.0000 0.0000 -0.0004 -0.0001 0.0001 0.0001
Z-ROTAN
0.0002 0.0002 0.0001 0.0002 0.0002 0.0002 0.0000 0.0001 0.0002 0.0002 0.0002 0.0002 -0.0001 0.0001 0.0002 0.0002 0.0001 0.0001 0.0001 0.0000 0.0001 0.0000 0.0000 0.0000 0.0001 0.0001 0.0000 0.0000 0.0000 0.0000 0.0001 0.0000 0.0000 0.0000 0.0000 0.0000 0.0002 0.0002 0.0002 0.0002 0.0002 0.0002 0.0003 0.0002 0.0002 0.0002 0.0002 0.0002
Page 55 of 58
Monday, September 09, 2013, 08:06 AM STAAD SPACE
-- PAGE NO.
T DISPLACEMENT (CM -----------------T
29
LOAD
213 214 215 216 217 218 201 202 203 204 205 206 207 208 209 210 211 212 213 214 215 216 217 218
X-TRANS
0.3066 0.0763 -0.0170 -0.0124 0.0107 -0.0160 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000
RADIANS)
Y-TRANS
-0.2124 -0.2056 -0.1785 -0.1917 -0.2036 -0.2011 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000
56
STRUCTURE TYPE = SPACE
Z-TRANS
-0.0303 -0.0340 0.4308 0.1946 -0.0363 -0.0056 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000
X-ROTAN
-0.0010 -0.0010 -0.0009 -0.0009 -0.0009 -0.0009 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000
Y-ROTAN
0.0000 0.0000 -0.0004 -0.0002 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000
Z-ROTAN
0.0002 0.0002 0.0001 0.0001 0.0001 0.0001 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000
************** END OF LATEST ANALYSIS RESULT **************
198. FINISH
C:\SProV8i\STAAD\Plugins\METERING BUILDING-1642K.anl
Page 56 of 58
Monday, September 09, 2013, 08:06 AM STAAD SPACE
-- PAGE NO.
57
*********** END OF THE STAAD.Pro RUN *********** **** DATE= SEP
9,2013
TIME=
7:58: 4 ****
************************************************************ * For questions on STAAD.Pro, please * * Bentley Systems or Partner offices * * * * Telephone Web / Email * * USA +1 (714) 974-2500 * * UK +44 (0) 808 101 9246 * * SINGAPORE +65 6225-6158 * * +33 (0) 1 55238400 * * +49 0931 40468 * * INDIA +91 (033) 4006-2021 * * JAPAN +81 (03)5952-6500 http://www.ctc-g.co.jp * * CHINA +86 21 6288 4040 * * THAILAND +66 (0)2645-1018/19 [email protected]* * * * Worldwide http://selectservices.bentley.com/en-US/ * * * ************************************************************
C:\SProV8i\STAAD\Plugins\METERING BUILDING-1642K.anl
Page 57 of 58
PROJECT:
SALES GAS DELIVERY SYSTEM
JOB NO.:
BI-21-00052
SHEET NO.:
LOCATION:
RIYADH
DESIGN BY:
AAM
DATE:
CLIENT:
SAUDI ARAMCO
CHECKED BY:
SAM
APPROVED BY:
FOUNDATION DESIGN (F1 , F2 & F3) 7.0 COMPUTER OUTPUT FILE
09/09/2013 MAG
Isolated Footing Design
Page 1 of 15 FOOTING C1/F1
Isolated Footing Design(ACI 318-05) Design For Isolated Footing 5 Footing No. -
Group ID -
Length
5
1
2000.000mm
-
Bottom Reinforcement(Mz)
Footing Reinforcement Bottom Reinforcement(Mx) Top Reinforcement(Mz)
5
#16 @ 200 mm c/c
Footing No.
#16 @ 200 mm c/c
Foundation Geometry Width
#16 @ 200 mm c/c
2000.000mm
Thickness
450.000mm Pedestal Reinforcement
Top Reinforcement(Mx)
Main Steel
Trans Steel
#16 @ 200 mm c/c
N/A
N/A
Isolated Footing 5
Input Values Footing Geomtery Design Type : Set Dimension Footing Thickness (Ft) : 450.000mm Footing Length - X (Fl) : 2000.000mm Footing Width - Z (Fw) : 2000.000mm
file://C:\Staad Foundation Advanced\CalcXsl\footing.xml
09/12/2013
Isolated Footing Design
Page 2 of 15
Eccentricity along X (Oxd) : 0.000mm Eccentricity along Z (Ozd) : 0.000mm
Column Dimensions Column Shape : Rectangular Column Length - X (Dcol) : 350.000mm Column Width - Z (Bcol) : 350.000mm
Pedestal Include Pedestal? No Pedestal Shape : N/A Pedestal Height (Ph) : N/A Pedestal Length - X (Pl) : N/A Pedestal Width - Z (Pw) : N/A
Design Parameters Concrete and Rebar Properties Unit Weight of Concrete : 24.000kN/m3 Strength of Concrete : 28.000N/mm2 Yield Strength of Steel : 420.000N/mm2 Minimum Bar Size : #16 Maximum Bar Size : #16 Pedestal Minimum Bar Size : 6 Pedestal Maximum Bar Size : 18 Minimum Bar Spacing : 100.000mm Maximum Bar Spacing : 200.000mm Pedestal Clear Cover (P, CL) : 50.000mm Footing Clear Cover (F, CL) : 50.000mm
Soil Properties Soil Type : Drained Unit Weight : 18.000kN/m3 Soil Bearing Capacity : 200.000kN/m2 Soil Bearing Capacity Type: Gross Bearing Capacity Soil Surcharge : 0.000kN/m2 Depth of Soil above Footing : 1000.000mm Cohesion : 0.000kN/m2
Sliding and Overturning Coefficient of Friction : 0.500 Factor of Safety Against Sliding : 1.500 Factor of Safety Against Overturning : 1.500
file://C:\Staad Foundation Advanced\CalcXsl\footing.xml
09/12/2013
Isolated Footing Design
Page 3 of 15
------------------------------------------------------
Design Calculations Footing Size Initial Length (Lo) = 2000.000mm Initial Width (Wo) = 2000.000mm
Load Combination/s- Service Stress Level Load Combination Number
Load Combination Title
Load Combination Factor
Soil Bearing Factor
Self Weight Factor
101
COMBINATION LOAD CASE 101
1.00
1.00
1.00
102
COMBINATION LOAD CASE 102
1.00
1.00
1.00
103
COMBINATION LOAD CASE 103
1.00
1.00
1.00
104
COMBINATION LOAD CASE 104
1.00
1.00
1.00
105
COMBINATION LOAD CASE 105
1.00
1.00
1.00
106
COMBINATION LOAD CASE 106
1.00
1.00
1.00
107
COMBINATION LOAD CASE 107
1.00
1.00
1.00
108
COMBINATION LOAD CASE 108
1.00
1.00
1.00
109
COMBINATION LOAD CASE 109
1.00
1.00
1.00
110
COMBINATION LOAD CASE 110
1.00
1.00
1.00
111
COMBINATION LOAD CASE 111
1.00
1.00
1.00
112
COMBINATION LOAD CASE 112
1.00
1.00
1.00
113
COMBINATION LOAD CASE 113
1.00
1.00
1.00
114
COMBINATION LOAD CASE 114
1.00
1.00
1.00
115
COMBINATION LOAD CASE 115
1.00
1.00
1.00
116
COMBINATION LOAD CASE 116
1.00
1.00
1.00
117
COMBINATION LOAD CASE 117
1.00
1.00
1.00
118
COMBINATION LOAD CASE 118
1.00
1.00
1.00
119
COMBINATION LOAD CASE 119
1.00
1.00
1.00
120
COMBINATION LOAD CASE 120
1.00
1.00
1.00
121
COMBINATION LOAD CASE 121
1.00
1.00
1.00
Soil Bearing Factor
Self Weight Factor
Load Combination Number
Load Combination Title
Load Combination Factor
101
COMBINATION LOAD CASE 101
1.00
1.00
1.00
102
COMBINATION LOAD CASE 102
1.00
1.00
1.00
103
COMBINATION LOAD CASE 103
1.00
1.00
1.00
104
COMBINATION LOAD CASE 104
1.00
1.00
1.00
105
COMBINATION LOAD CASE 105
1.00
1.00
1.00
106
COMBINATION LOAD CASE 106
1.00
1.00
1.00
107
COMBINATION LOAD CASE 107
1.00
1.00
1.00
108
COMBINATION LOAD CASE 108
1.00
1.00
1.00
109
COMBINATION LOAD CASE 109
1.00
1.00
1.00
110
COMBINATION LOAD CASE 110
1.00
1.00
1.00
111
COMBINATION LOAD CASE 111
1.00
1.00
1.00
112
COMBINATION LOAD CASE 112
1.00
1.00
1.00
113
COMBINATION LOAD CASE 113
1.00
1.00
1.00
114
COMBINATION LOAD CASE 114
1.00
1.00
1.00
115
COMBINATION LOAD CASE 115
1.00
1.00
1.00
file://C:\Staad Foundation Advanced\CalcXsl\footing.xml
09/12/2013
Isolated Footing Design
Page 4 of 15
116
COMBINATION LOAD CASE 116
1.00
1.00
1.00
117
COMBINATION LOAD CASE 117
1.00
1.00
1.00
118
COMBINATION LOAD CASE 118
1.00
1.00
1.00
119
COMBINATION LOAD CASE 119
1.00
1.00
1.00
120
COMBINATION LOAD CASE 120
1.00
1.00
1.00
121
COMBINATION LOAD CASE 121
1.00
1.00
1.00
Applied Loads - Service Stress Level LC
Axial (kN)
Shear X (kN)
Shear Z (kN)
Moment X (kNm)
Moment Z (kNm)
101
356.717
65.071
-55.747
-13.971
-13.046
102
359.248
70.223
-55.946
-14.025
-16.881
103
358.301
67.309
-55.628
-13.876
-14.684
104
346.873
64.654
-43.510
-5.694
-13.067
105
352.747
64.957
-51.918
-11.240
-13.086
106
362.741
71.898
-55.788
-14.001
-18.161
107
358.829
68.055
-55.589
-13.845
-15.230
108
343.591
64.515
-39.431
-2.935
-13.074
109
351.424
64.919
-50.642
-10.330
-13.100
110
357.923
68.721
-55.937
-14.018
-15.755
111
357.836
66.653
-55.663
-13.904
-14.203
112
349.760
64.777
-47.099
-8.122
-13.061
113
353.912
64.990
-53.042
-12.041
-13.074
114
215.286
45.945
-33.892
-8.487
-12.939
115
211.374
42.102
-33.692
-8.330
-10.008
116
196.136
38.562
-17.534
2.579
-7.853
117
203.969
38.965
-28.746
-4.815
-7.878
118
355.596
65.789
-55.874
-13.969
-13.640
119
353.572
65.062
-54.993
-13.307
-13.046
120
209.868
39.598
-33.822
-8.433
-8.241
121
208.451
39.089
-33.205
-7.970
-7.825
LC
Axial (kN)
Shear X (kN)
Shear Z (kN)
Moment X (kNm)
Moment Z (kNm)
101
356.717
65.071
-55.747
-13.971
-13.046
102
359.248
70.223
-55.946
-14.025
-16.881
103
358.301
67.309
-55.628
-13.876
-14.684
104
346.873
64.654
-43.510
-5.694
-13.067
105
352.747
64.957
-51.918
-11.240
-13.086
106
362.741
71.898
-55.788
-14.001
-18.161
107
358.829
68.055
-55.589
-13.845
-15.230
108
343.591
64.515
-39.431
-2.935
-13.074
109
351.424
64.919
-50.642
-10.330
-13.100
110
357.923
68.721
-55.937
-14.018
-15.755
111
357.836
66.653
-55.663
-13.904
-14.203
112
349.760
64.777
-47.099
-8.122
-13.061
113
353.912
64.990
-53.042
-12.041
-13.074
114
215.286
45.945
-33.892
-8.487
-12.939
115
211.374
42.102
-33.692
-8.330
-10.008
116
196.136
38.562
-17.534
2.579
-7.853
117
203.969
38.965
-28.746
-4.815
-7.878
118
355.596
65.789
-55.874
-13.969
-13.640
119
353.572
65.062
-54.993
-13.307
-13.046
Applied Loads - Strength Level
file://C:\Staad Foundation Advanced\CalcXsl\footing.xml
09/12/2013
Isolated Footing Design
Page 5 of 15
120
209.868
39.598
-33.822
-8.433
-8.241
121
208.451
39.089
-33.205
-7.970
-7.825
Reduction of force due to buoyancy = 0.000kN Effect due to adhesion = 0.000kN Area from initial length and width, Ao = L X W = 4000000.000mm2 o o 2 Min. area required from bearing pressure, Amin = P / q max = 2378661.536mm
Note: Amin is an initial estimation. P = Critical Factored Axial Load(without self weight/buoyancy/soil). qmax = Respective Factored Bearing Capacity.
Final Footing Size Length (L2) = 2000.000
mm
Governing Load Case :
# 101
Width (W2) = 2000.000
mm
Governing Load Case :
# 101
Depth (D2) = 450.000
mm
Governing Load Case :
# 106
Depth is governed by Ultimate Load Case (Service check is performed with footing thickness requirements from concrete check) Area (A2) = 4000000.000 mm2 Final Soil Height = 1000.000
mm
Footing Self Weight = 43.198
kN
Soil Weight On Top Of 69.793 Footing =
kN
Pressures at Four Corners
Pressure at corner 1 (q1)
Pressure at corner 2 (q2)
Pressure at corner 3 (q3)
Pressure at corner 4 (q4)
(kN/mm2)
(kN/mm2)
(kN/mm2)
(kN/mm2)
(mm2)
101
0.0001
0.0002
0.0001
0.0001
0.000
106
0.0001
0.0002
0.0001
0.0001
0.000
108
0.0001
0.0002
0.0001
0.0001
0.000
108
0.0001
0.0002
0.0001
0.0001
0.000
Load Case
Area of footing in uplift (Au)
If Au is zero, there is no uplift and no pressure adjustment is necessary. Otherwise, to for uplift, areas of negative
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pressure will be set to zero and the pressure will be redistributed to remaining corners.
Summary of Adjusted Pressures at 4 corners Four Corners Pressure at corner 1 (q1)
Pressure at corner 2 (q2)
Pressure at corner 3 (q3)
Pressure at corner 4 (q4)
Load Case
(kN/mm2)
(kN/mm2)
(kN/mm2)
(kN/mm2)
101
0.0001
0.0002
0.0001
0.0001
106
0.0001
0.0002
0.0001
0.0001
108
0.0001
0.0002
0.0001
0.0001
108
0.0001
0.0002
0.0001
0.0001
Check for stability against overturning and sliding
-
Factor of safety against sliding
Factor of safety against overturning
Load Case No.
Along XDirection
Along ZDirection
Resultant
101
3.609
4.213
2.741
12.026
11.097
102
3.362
4.221
2.630
12.047
9.741
103
3.501
4.236
2.699
12.113
10.479
104
3.556
5.285
2.950
18.195
10.907
105
3.585
4.485
2.800
13.459
11.006
106
3.308
4.264
2.614
12.165
9.418
107
3.466
4.244
2.685
12.142
10.289
108
3.539
5.790
3.019
22.079
10.843
109
3.577
4.585
2.820
14.023
10.976
110
3.426
4.209
2.657
12.016
10.088
111
3.532
4.229
2.711
12.087
10.653
112
3.572
4.913
2.889
15.784
10.963
113
3.592
4.401
2.783
13.002
11.033
114
3.573
4.843
2.875
13.829
9.766
115
3.852
4.814
3.008
13.808
11.203
116
4.008
8.815
3.649
58.202
12.264
117
4.067
5.513
3.273
17.856
12.473
118
3.561
4.193
2.714
11.981
10.835
119
3.586
4.242
2.738
12.260
11.024
120
4.077
4.773
3.100
13.650
12.389
121
4.112
4.840
3.134
14.029
12.648
About X- About ZDirection Direction
Critical Load Case And The Governing Factor Of Safety For Overturning And Sliding - X Direction Critical Load Case for Sliding along X-Direction : 106 Governing Disturbing Force : 71.898kN
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Governing Restoring Force : 237.866kN Minimum Sliding Ratio for the Critical Load Case : 3.308 Critical Load Case for Overturning about X-Direction : 118 Governing Overturning Moment : -39.111kNm Governing Resisting Moment : 468.578kNm Minimum Overturning Ratio for the Critical Load Case : 11.981
Critical Load Case And The Governing Factor Of Safety For Overturning And Sliding - Z Direction Critical Load Case for Sliding along Z-Direction : 118 Governing Disturbing Force : -55.874kN Governing Restoring Force : 234.293kN Minimum Sliding Ratio for the Critical Load Case : 4.193 Critical Load Case for Overturning about Z-Direction : 106 Governing Overturning Moment : -50.515kNm Governing Resisting Moment : 475.724kNm Minimum Overturning Ratio for the Critical Load Case : 9.418
Critical Load Case And The Governing Factor Of Safety For Sliding Along Resultant Direction Critical Load Case for Sliding along Resultant 106 Direction : Governing Disturbing Force : 91.004kN Governing Restoring Force : 237.866kN Minimum Sliding Ratio for the Critical Load Case : 2.614
Compression Development Length Check Development length skipped as column reinforcement is not specified in input (Column Dimnesion Task Pane)
Shear Calculation Punching Shear Check
Total Footing Depth, D = Calculated Effective Depth, deff = For rectangular column,
=
450.000mm D - Ccover - 0.5 * db =
392.000mm
Bcol / Dcol =
1.000
Effective depth, deff, increased until 0.75XVc
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Punching Shear Force
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Punching Shear Force, Vu = 410.252kN, Load Case # 106 From ACI Cl.11.12.2.1, bo for column=
2968.000mm
Equation 11-33, Vc1 =
3067.184kN
Equation 11-34, Vc2 =
3723.060kN
Equation 11-35, Vc3 =
2044.789kN
Punching shear strength, Vc =
0.75 X minimum of (Vc1, Vc2, Vc3) =
1533.592kN
0.75 X Vc > Vu hence, OK
One-Way Shear Check Along X Direction (Shear Plane Parallel to Global X Axis)
From ACI Cl.11.3.1.1, Vc =
688.945kN
Distance along X to design for shear, Dx =
433.000mm
Check that 0.75 X Vc > Vux where Vux is the shear force for the critical load cases at a distance deff from the face of the column caused by bending about the X axis. From above calculations,
0.75 X Vc =
Critical load case for Vux is # 106
516.709 kN 122.897 kN
0.75 X Vc > Vux hence, OK
One-Way Shear Check Along Z Direction (Shear Plane Parallel to Global Z Axis)
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From ACI Cl.11.3.1.1, Vc = 688.945
kN
Distance along X to design for shear, Dz =
433.000 mm
Check that 0.75 X Vc > Vuz where Vuz is the shear force for the critical load cases at a distance deff from the face of the column caused by bending about the Z axis. From above calculations,
0.75 X Vc =
Critical load case for Vuz is # 106
516.709 kN 128.703 kN
0.75 X Vc > Vuz hence, OK
Design for Flexure about Z Axis (For Reinforcement Parallel to X Axis)
Calculate the flexural reinforcement along the X direction of the footing. Find the area of steel required, A, as per Section 3.8 of Reinforced Concrete Design (5th ed.) by Salmon and Wang (Ref. 1) Critical Load Case # 106 The strength values of steel and concrete used in the formulae are in ksi Bars parallel to X Direction are placed at bottom Effective Depth deff=
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Factor
0.847
from ACI Cl.10.2.7.3 =
From ACI Cl. 10.3.2,
=
0.02823
From ACI Cl. 10.3.3,
=
0.02117
From ACI Cl. 7.12.2,
=
0.00180
From Ref. 1, Eq. 3.8.4a, constant m =
17.647
Calculate reinforcement ratio
for critical load case
Design for flexure about Z axis is performed at the face of the column at a distance, Dx = Ultimate moment, Nominal moment capacity, Mn = (Based on effective depth) Required
mm
99.659
kNm
110.732
kNm
0.00086
= (Based on gross depth) x deff / Depth = Since
825.000
0.00075 ρ≤ ρmin
Area of Steel Required, As =
ρmin Governs 1620.004 mm2
Selected bar Size = #16 Minimum spacing allowed (Smin) = = 100.000mm Selected spacing (S) = 200.000mm Smin<= S <= Smax and selected bar size < selected maximum bar size... The reinforcement is accepted. According to ACI 318 Clause No- 10.6.4 Max spacing for Cracking Consideration = 250.272mm Safe for Cracking Aspect. Based on spacing reinforcement increment; provided reinforcement is #16 @ 200.000mm o.c.
Required development length for bars = Available development length for bars, DL = Try bar size
# 16
Number of bars required, Nbar =
=304.800 mm
775.000 Area of one bar = 201.064
mm mm2
9
Because the number of bars is rounded up, make sure new reinforcement ratio < ρmax
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Total reinforcement area, As_total = deff = Reinforcement ratio,
Nbar X (Area of one bar) =
1809.577
mm2
D - Ccover - 0.5 X (dia. of one bar) =
392.000
mm
0.00231
=
From ACI Cl.7.6.1, minimum req'd clear distance between bars Cd = max (Diameter of one bar, 1.0" (25.4mm), Min. Spacing) = 100.000mm
Check to see if width is sufficient to accomodate bars
Design for Flexure about X axis (For Reinforcement Parallel to Z Axis)
Calculate the flexural reinforcement along the Z direction of the footing. Find the area of steel required, A, as per Section 3.8 of Reinforced Concrete Design (5th ed.) by Salmon and Wang (Ref. 1) Critical Load Case # 106 The strength values of steel and concrete used in the formulae are in ksi Bars parallel to X Direction are placed at bottom Effective Depth deff= Factor
376.000 mm 0.847
from ACI Cl.10.2.7.3 =
From ACI Cl. 10.3.2,
=
0.02823
From ACI Cl. 10.3.3,
=
0.02117
From ACI Cl.7.12.2,
=
0.00180
From Ref. 1, Eq. 3.8.4a, constant m =
Calculate reinforcement ratio
17.647
for critical load case
Design for flexure about X axis is performed at the face of the column at a distance, Dz =
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825.000
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Ultimate moment,
95.416
kNm
Nominal moment capacity, Mn =
106.017
kNm
(Based on effective depth) Required =
0.00090
(Based on gross depth) x deff / Depth = Since
0.00075 ρ≤ ρmin
ρmin Governs
Area of Steel Required, As =
1620.004 mm2
Selected Bar Size = #16 Minimum spacing allowed (Smin) = 100.000mm Selected spacing (S) = 200.000mm Smin<= S <= Smax and selected bar size < selected maximum bar size... The reinforcement is accepted. According to ACI 318 Clause No- 10.6.4 Max spacing for Cracking Consideration = 250.272mm Safe for Cracking Aspect. Based on spacing reinforcement increment; provided reinforcement is #16 @ 200.000mm o.c.
Required development length for bars =
304.800 mm
Available development length for bars, DL =
775.000 mm
Try bar size
# 16
Area of one bar = 201.064 mm2
Number of bars required, Nbar =
9
Because the number of bars is rounded up, make sure new reinforcement ratio < ρmax Total reinforcement area, As_total = deff =
Nbar X (Area of one bar) =
1809.577
mm2
D - Ccover - 1.5 X (dia. of one bar)
376.000
mm
= Reinforcement ratio,
=
0.00241
From ACI Cl.7.6.1, minimum req'd clear distance between bars Cd = max (Diameter of one bar, 1.0" (25.4mm), Min. Spacing) = 100.000mm
Check to see if width is sufficient to accomodate bars
Bending moment for uplift cases will be calculated based solely on selfweight, soil depth and surcharge loading. As the footing size has already been determined based on all servicebility load cases, and design moment calculation is based on selfweight, soil depth and surcharge only, top reinforcement value for all pure uplift load cases will be the same.
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Design For Top Reinforcement Parallel to Z Axis
Calculate the flexural reinforcement for Mx. Find the area of steel required The strength values of steel and concrete used in the formulae are in ksi Factor
0.847
from ACI Cl.10.2.7.3 =
From ACI Cl. 10.3.2,
=
0.02823
From ACI Cl. 10.3.3,
=
0.02117
From ACI Cl. 7.12.2,
=
0.00180
From Ref. 1, Eq. 3.8.4a, constant m =
17.647
Calculate reinforcement ratio
for critical load case
Design for flexure about X axis is performed at the face of the column at a distance, Dx =
825.000
mm
Ultimate moment,
19.601
kNm
Nominal moment capacity, Mn =
21.779
kNm
(Based on effective depth) Required =
0.00018
(Based on gross depth) x deff / Depth = Since
0.00015 ρ≤ ρmin
Area of Steel Required, As =
ρmin Governs 1620.004 mm2
Selected bar Size = #16 Minimum spacing allowed (Smin) = 100.000mm Selected spacing (S) = 200.000mm Smin<= S <= Smax and selected bar size < selected maximum bar size...
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The reinforcement is accepted. According to ACI 318 Clause No- 10.6.4 Max spacing for Cracking Consideration = 250.272mm Safe for Cracking Aspect. Based on spacing reinforcement increment; provided reinforcement is #16 @ 200.000mm o.c.
Design For Top Reinforcement Parallel to X Axis
First load case to be in pure uplift # 0 Calculate the flexural reinforcement for Mz. Find the area of steel required The strength values of steel and concrete used in the formulae are in ksi Factor
0.847
from ACI Cl.10.2.7.3 =
From ACI Cl. 10.3.2,
=
0.02823
From ACI Cl. 10.3.3,
=
0.02117
From ACI Cl.7.12.2,
=
0.00180
From Ref. 1, Eq. 3.8.4a, constant m =
17.647
Calculate reinforcement ratio
for critical load case
Design for flexure about Z axis is performed at the face of the column at a distance, Dx =
825.000
mm
Ultimate moment,
19.601
kNm
Nominal moment capacity, Mn =
21.779
kNm
(Based on effective depth)Required =
0.00018
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(Based on gross depth) x deff / Depth = Since
0.00015 ρmin Governs
ρ≤ ρmin
Area of Steel Required, As =
1620.004 mm2
Selected bar Size = #16 Minimum spacing allowed (Smin) = 100.000mm Selected spacing (S) = 200.000mm Smin<= S <= Smax and selected bar size < selected maximum bar size... The reinforcement is accepted. According to ACI 318 Clause No- 10.6.4 Max spacing for Cracking Consideration = 250.272mm Safe for Cracking Aspect. Based on spacing reinforcement increment; provided reinforcement is #16 @ 200.000mm o.c. Print Calculation Sheet
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Page 1 of 15 FOOTING C2/F2
Isolated Footing Design(ACI 318-05) Design For Isolated Footing 3 Footing No. -
Group ID -
Length
3
1
2200.000mm
-
Bottom Reinforcement(Mz)
Footing Reinforcement Bottom Reinforcement(Mx) Top Reinforcement(Mz)
3
#16 @ 200 mm c/c
Footing No.
#16 @ 200 mm c/c
Foundation Geometry Width
#16 @ 200 mm c/c
2200.000mm
Thickness
450.000mm Pedestal Reinforcement
Top Reinforcement(Mx)
Main Steel
Trans Steel
#16 @ 200 mm c/c
N/A
N/A
Isolated Footing 3
Input Values Footing Geomtery Design Type : Set Dimension Footing Thickness (Ft) : 450.000mm Footing Length - X (Fl) : 2200.000mm Footing Width - Z (Fw) : 2200.000mm
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Eccentricity along X (Oxd) : 0.000mm Eccentricity along Z (Ozd) : 0.000mm
Column Dimensions Column Shape : Rectangular Column Length - X (Dcol) : 350.000mm Column Width - Z (Bcol) : 350.000mm
Pedestal Include Pedestal? No Pedestal Shape : N/A Pedestal Height (Ph) : N/A Pedestal Length - X (Pl) : N/A Pedestal Width - Z (Pw) : N/A
Design Parameters Concrete and Rebar Properties Unit Weight of Concrete : 24.000kN/m3 Strength of Concrete : 28.000N/mm2 Yield Strength of Steel : 420.000N/mm2 Minimum Bar Size : #16 Maximum Bar Size : #16 Pedestal Minimum Bar Size : 7 Pedestal Maximum Bar Size : 18 Minimum Bar Spacing : 100.000mm Maximum Bar Spacing : 200.000mm Pedestal Clear Cover (P, CL) : 50.000mm Footing Clear Cover (F, CL) : 50.000mm
Soil Properties Soil Type : Drained Unit Weight : 18.000kN/m3 Soil Bearing Capacity : 200.000kN/m2 Soil Bearing Capacity Type: Gross Bearing Capacity Soil Surcharge : 0.000kN/m2 Depth of Soil above Footing : 1000.000mm Cohesion : 0.000kN/m2
Sliding and Overturning Coefficient of Friction : 0.500 Factor of Safety Against Sliding : 1.500 Factor of Safety Against Overturning : 1.500
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------------------------------------------------------
Design Calculations Footing Size Initial Length (Lo) = 2200.000mm Initial Width (Wo) = 2200.000mm
Load Combination/s- Service Stress Level Load Combination Number
Load Combination Title
Load Combination Factor
Soil Bearing Factor
Self Weight Factor
101
COMBINATION LOAD CASE 101
1.00
1.00
1.00
102
COMBINATION LOAD CASE 102
1.00
1.00
1.00
103
COMBINATION LOAD CASE 103
1.00
1.00
1.00
104
COMBINATION LOAD CASE 104
1.00
1.00
1.00
105
COMBINATION LOAD CASE 105
1.00
1.00
1.00
106
COMBINATION LOAD CASE 106
1.00
1.00
1.00
107
COMBINATION LOAD CASE 107
1.00
1.00
1.00
108
COMBINATION LOAD CASE 108
1.00
1.00
1.00
109
COMBINATION LOAD CASE 109
1.00
1.00
1.00
110
COMBINATION LOAD CASE 110
1.00
1.00
1.00
111
COMBINATION LOAD CASE 111
1.00
1.00
1.00
112
COMBINATION LOAD CASE 112
1.00
1.00
1.00
113
COMBINATION LOAD CASE 113
1.00
1.00
1.00
114
COMBINATION LOAD CASE 114
1.00
1.00
1.00
115
COMBINATION LOAD CASE 115
1.00
1.00
1.00
116
COMBINATION LOAD CASE 116
1.00
1.00
1.00
117
COMBINATION LOAD CASE 117
1.00
1.00
1.00
118
COMBINATION LOAD CASE 118
1.00
1.00
1.00
119
COMBINATION LOAD CASE 119
1.00
1.00
1.00
120
COMBINATION LOAD CASE 120
1.00
1.00
1.00
121
COMBINATION LOAD CASE 121
1.00
1.00
1.00
Soil Bearing Factor
Self Weight Factor
Load Combination Number
Load Combination Title
Load Combination Factor
101
COMBINATION LOAD CASE 101
1.00
1.00
1.00
102
COMBINATION LOAD CASE 102
1.00
1.00
1.00
103
COMBINATION LOAD CASE 103
1.00
1.00
1.00
104
COMBINATION LOAD CASE 104
1.00
1.00
1.00
105
COMBINATION LOAD CASE 105
1.00
1.00
1.00
106
COMBINATION LOAD CASE 106
1.00
1.00
1.00
107
COMBINATION LOAD CASE 107
1.00
1.00
1.00
108
COMBINATION LOAD CASE 108
1.00
1.00
1.00
109
COMBINATION LOAD CASE 109
1.00
1.00
1.00
110
COMBINATION LOAD CASE 110
1.00
1.00
1.00
111
COMBINATION LOAD CASE 111
1.00
1.00
1.00
112
COMBINATION LOAD CASE 112
1.00
1.00
1.00
113
COMBINATION LOAD CASE 113
1.00
1.00
1.00
114
COMBINATION LOAD CASE 114
1.00
1.00
1.00
115
COMBINATION LOAD CASE 115
1.00
1.00
1.00
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116
COMBINATION LOAD CASE 116
1.00
1.00
1.00
117
COMBINATION LOAD CASE 117
1.00
1.00
1.00
118
COMBINATION LOAD CASE 118
1.00
1.00
1.00
119
COMBINATION LOAD CASE 119
1.00
1.00
1.00
120
COMBINATION LOAD CASE 120
1.00
1.00
1.00
121
COMBINATION LOAD CASE 121
1.00
1.00
1.00
Applied Loads - Service Stress Level LC
Axial (kN)
Shear X (kN)
Shear Z (kN)
Moment X (kNm)
Moment Z (kNm)
101
537.903
-36.269
-10.318
-9.526
11.083
102
533.448
-26.915
-10.084
-9.092
5.913
103
537.782
-33.210
-10.264
-9.398
9.369
104
532.878
-35.421
15.242
15.796
10.725
105
535.716
-35.886
-7.901
-4.639
10.912
106
538.172
-23.803
-10.250
-9.371
4.191
107
537.742
-32.190
-10.246
-9.355
8.797
108
531.204
-35.139
23.761
24.237
10.605
109
534.987
-35.758
-7.096
-3.010
10.855
110
533.389
-29.658
-10.099
-9.126
7.429
111
537.818
-34.107
-10.280
-9.436
9.872
112
534.352
-35.670
7.744
8.368
10.830
113
536.357
-35.998
-8.610
-6.072
10.962
114
311.833
-9.285
-5.684
-4.798
-0.246
115
311.403
-17.672
-5.680
-4.782
4.360
116
304.865
-20.621
28.327
28.810
6.168
117
308.648
-21.240
-2.530
1.564
6.418
118
533.224
-34.943
-10.114
-9.158
10.322
119
532.593
-36.181
-9.350
-7.715
11.048
120
311.549
-20.826
-5.737
-4.918
6.114
121
311.107
-21.692
-5.203
-3.907
6.623
LC
Axial (kN)
Shear X (kN)
Shear Z (kN)
Moment X (kNm)
Moment Z (kNm)
101
537.903
-36.269
-10.318
-9.526
11.083
102
533.448
-26.915
-10.084
-9.092
5.913
103
537.782
-33.210
-10.264
-9.398
9.369
104
532.878
-35.421
15.242
15.796
10.725
105
535.716
-35.886
-7.901
-4.639
10.912
106
538.172
-23.803
-10.250
-9.371
4.191
107
537.742
-32.190
-10.246
-9.355
8.797
108
531.204
-35.139
23.761
24.237
10.605
109
534.987
-35.758
-7.096
-3.010
10.855
110
533.389
-29.658
-10.099
-9.126
7.429
111
537.818
-34.107
-10.280
-9.436
9.872
112
534.352
-35.670
7.744
8.368
10.830
113
536.357
-35.998
-8.610
-6.072
10.962
114
311.833
-9.285
-5.684
-4.798
-0.246
115
311.403
-17.672
-5.680
-4.782
4.360
116
304.865
-20.621
28.327
28.810
6.168
117
308.648
-21.240
-2.530
1.564
6.418
118
533.224
-34.943
-10.114
-9.158
10.322
119
532.593
-36.181
-9.350
-7.715
11.048
Applied Loads - Strength Level
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120
311.549
-20.826
-5.737
-4.918
6.114
121
311.107
-21.692
-5.203
-3.907
6.623
Reduction of force due to buoyancy = 0.000kN Effect due to adhesion = 0.000kN Area from initial length and width, Ao = L X W = 4840000.000mm2 o o 2 Min. area required from bearing pressure, Amin = P / q max = 3376772.354mm
Note: Amin is an initial estimation. P = Critical Factored Axial Load(without self weight/buoyancy/soil). qmax = Respective Factored Bearing Capacity.
Final Footing Size Length (L2) = 2200.000
mm
Governing Load Case :
# 101
Width (W2) = 2200.000
mm
Governing Load Case :
# 101
Depth (D2) = 450.000
mm
Governing Load Case :
# 108
Depth is governed by Ultimate Load Case (Service check is performed with footing thickness requirements from concrete check) Area (A2) = 4840000.000 mm2 Final Soil Height = 1000.000
mm
Footing Self Weight = 52.270
kN
Soil Weight On Top Of 84.912 Footing =
kN
Pressures at Four Corners
Pressure at corner 1 (q1)
Pressure at corner 2 (q2)
Pressure at corner 3 (q3)
Pressure at corner 4 (q4)
(kN/mm2)
(kN/mm2)
(kN/mm2)
(kN/mm2)
(mm2)
101
0.0002
0.0001
0.0001
0.0001
0.000
106
0.0002
0.0001
0.0001
0.0001
0.000
108
0.0001
0.0001
0.0001
0.0002
0.000
108
0.0001
0.0001
0.0001
0.0002
0.000
Load Case
Area of footing in uplift (Au)
If Au is zero, there is no uplift and no pressure adjustment is necessary. Otherwise, to for uplift, areas of negative
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pressure will be set to zero and the pressure will be redistributed to remaining corners.
Summary of Adjusted Pressures at 4 corners Four Corners Pressure at corner 1 (q1)
Pressure at corner 2 (q2)
Pressure at corner 3 (q3)
Pressure at corner 4 (q4)
Load Case
(kN/mm2)
(kN/mm2)
(kN/mm2)
(kN/mm2)
101
0.0002
0.0001
0.0001
0.0001
106
0.0002
0.0001
0.0001
0.0001
108
0.0001
0.0001
0.0001
0.0002
108
0.0001
0.0001
0.0001
0.0002
Check for stability against overturning and sliding
-
Factor of safety against sliding
Factor of safety against overturning
Load Case No.
Along XDirection
Along ZDirection
Resultant
101
9.307
32.715
8.952
52.408
27.098
102
12.458
33.251
11.666
54.122
40.927
103
10.162
32.880
9.709
52.969
30.537
104
9.458
21.981
8.688
32.534
27.642
105
9.376
42.582
9.156
90.327
27.353
106
14.186
32.944
13.029
53.125
49.849
107
10.483
32.935
9.990
53.159
31.887
108
9.511
14.065
7.878
21.049
27.830
109
9.399
47.364
9.219
119.200
27.439
110
11.305
33.199
10.702
53.956
35.506
111
9.895
32.831
9.474
52.803
29.441
112
9.413
43.358
9.199
62.320
27.479
113
9.355
39.113
9.099
74.483
27.277
114
24.179
39.496
20.622
67.146
125.605
115
12.692
39.486
12.083
67.244
40.077
116
10.718
7.803
6.308
11.701
31.477
117
10.495
88.111
10.422
1153.733
30.697
118
9.593
33.144
9.215
53.791
28.313
119
9.256
35.817
8.961
61.795
26.958
120
10.773
39.108
10.387
65.818
31.874
121
10.333
43.084
10.048
78.916
30.097
About X- About ZDirection Direction
Critical Load Case And The Governing Factor Of Safety For Overturning And Sliding - X Direction Critical Load Case for Sliding along X-Direction : 119 Governing Disturbing Force : -36.181kN
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Governing Restoring Force : 334.887kN Minimum Sliding Ratio for the Critical Load Case : 9.256 Critical Load Case for Overturning about X-Direction : 116 Governing Overturning Moment : 41.557kNm Governing Resisting Moment : 486.243kNm Minimum Overturning Ratio for the Critical Load Case : 11.701
Critical Load Case And The Governing Factor Of Safety For Overturning And Sliding - Z Direction Critical Load Case for Sliding along Z-Direction : 116 Governing Disturbing Force : 28.327kN Governing Restoring Force : 221.023kN Minimum Sliding Ratio for the Critical Load Case : 7.803 Critical Load Case for Overturning about Z-Direction : 119 Governing Overturning Moment : 27.329kNm Governing Resisting Moment : 736.739kNm Minimum Overturning Ratio for the Critical Load Case : 26.958
Critical Load Case And The Governing Factor Of Safety For Sliding Along Resultant Direction Critical Load Case for Sliding along Resultant 116 Direction : Governing Disturbing Force : 35.038kN Governing Restoring Force : 221.023kN Minimum Sliding Ratio for the Critical Load Case : 6.308
Compression Development Length Check Development length skipped as column reinforcement is not specified in input (Column Dimnesion Task Pane)
Shear Calculation Punching Shear Check
Total Footing Depth, D = Calculated Effective Depth, deff = For rectangular column,
=
450.000mm D - Ccover - 0.5 * db =
392.000mm
Bcol / Dcol =
1.000
Effective depth, deff, increased until 0.75XVc
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Punching Shear Force
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Punching Shear Force, Vu = 598.531kN, Load Case # 106 From ACI Cl.11.12.2.1, bo for column=
2968.000mm
Equation 11-33, Vc1 =
3067.184kN
Equation 11-34, Vc2 =
3723.060kN
Equation 11-35, Vc3 =
2044.789kN
Punching shear strength, Vc =
0.75 X minimum of (Vc1, Vc2, Vc3) =
1533.592kN
0.75 X Vc > Vu hence, OK
One-Way Shear Check Along X Direction (Shear Plane Parallel to Global X Axis)
From ACI Cl.11.3.1.1, Vc =
757.840kN
Distance along X to design for shear, Dx =
533.000mm
Check that 0.75 X Vc > Vux where Vux is the shear force for the critical load cases at a distance deff from the face of the column caused by bending about the X axis. From above calculations,
0.75 X Vc =
Critical load case for Vux is # 108
568.380 kN 179.420 kN
0.75 X Vc > Vux hence, OK
One-Way Shear Check Along Z Direction (Shear Plane Parallel to Global Z Axis)
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From ACI Cl.11.3.1.1, Vc = 757.840
kN
Distance along X to design for shear, Dz =
533.000 mm
Check that 0.75 X Vc > Vuz where Vuz is the shear force for the critical load cases at a distance deff from the face of the column caused by bending about the Z axis. From above calculations,
0.75 X Vc =
Critical load case for Vuz is # 101
568.380 kN 177.275 kN
0.75 X Vc > Vuz hence, OK
Design for Flexure about Z Axis (For Reinforcement Parallel to X Axis)
Calculate the flexural reinforcement along the X direction of the footing. Find the area of steel required, A, as per Section 3.8 of Reinforced Concrete Design (5th ed.) by Salmon and Wang (Ref. 1) Critical Load Case # 101 The strength values of steel and concrete used in the formulae are in ksi Bars parallel to X Direction are placed at bottom Effective Depth deff=
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Factor
0.847
from ACI Cl.10.2.7.3 =
From ACI Cl. 10.3.2,
=
0.02823
From ACI Cl. 10.3.3,
=
0.02117
From ACI Cl. 7.12.2,
=
0.00180
From Ref. 1, Eq. 3.8.4a, constant m =
17.647
Calculate reinforcement ratio
for critical load case
Design for flexure about Z axis is performed at the face of the column at a distance, Dx =
925.000
mm
Ultimate moment,
141.731
kNm
Nominal moment capacity, Mn =
157.479
kNm
(Based on effective depth) Required
0.00112
= (Based on gross depth) x deff / Depth = Since
0.00098 ρ≤ ρmin
Area of Steel Required, As =
ρmin Governs 1782.005 mm2
Selected bar Size = #16 Minimum spacing allowed (Smin) = = 100.000mm Selected spacing (S) = 200.000mm Smin<= S <= Smax and selected bar size < selected maximum bar size... The reinforcement is accepted. According to ACI 318 Clause No- 10.6.4 Max spacing for Cracking Consideration = 250.272mm Safe for Cracking Aspect. Based on spacing reinforcement increment; provided reinforcement is #16 @ 200.000mm o.c.
Required development length for bars = Available development length for bars, DL = Try bar size
# 16
Number of bars required, Nbar =
=304.800 mm
875.000 Area of one bar = 201.064
mm mm2
10
Because the number of bars is rounded up, make sure new reinforcement ratio < ρmax
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Total reinforcement area, As_total = deff = Reinforcement ratio,
Nbar X (Area of one bar) =
2010.641
mm2
D - Ccover - 0.5 X (dia. of one bar) =
392.000
mm
0.00233
=
From ACI Cl.7.6.1, minimum req'd clear distance between bars Cd = max (Diameter of one bar, 1.0" (25.4mm), Min. Spacing) = 100.000mm
Check to see if width is sufficient to accomodate bars
Design for Flexure about X axis (For Reinforcement Parallel to Z Axis)
Calculate the flexural reinforcement along the Z direction of the footing. Find the area of steel required, A, as per Section 3.8 of Reinforced Concrete Design (5th ed.) by Salmon and Wang (Ref. 1) Critical Load Case # 108 The strength values of steel and concrete used in the formulae are in ksi Bars parallel to X Direction are placed at bottom Effective Depth deff= Factor
376.000 mm 0.847
from ACI Cl.10.2.7.3 =
From ACI Cl. 10.3.2,
=
0.02823
From ACI Cl. 10.3.3,
=
0.02117
From ACI Cl.7.12.2,
=
0.00180
From Ref. 1, Eq. 3.8.4a, constant m =
Calculate reinforcement ratio
17.647
for critical load case
Design for flexure about X axis is performed at the face of the column at a distance, Dz =
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Ultimate moment,
143.315
kNm
Nominal moment capacity, Mn =
159.239
kNm
(Based on effective depth) Required =
0.00123
(Based on gross depth) x deff / Depth = Since
0.00103 ρ≤ ρmin
ρmin Governs
Area of Steel Required, As =
1782.005 mm2
Selected Bar Size = #16 Minimum spacing allowed (Smin) = 100.000mm Selected spacing (S) = 200.000mm Smin<= S <= Smax and selected bar size < selected maximum bar size... The reinforcement is accepted. According to ACI 318 Clause No- 10.6.4 Max spacing for Cracking Consideration = 250.272mm Safe for Cracking Aspect. Based on spacing reinforcement increment; provided reinforcement is #16 @ 200.000mm o.c.
Required development length for bars =
304.800 mm
Available development length for bars, DL =
875.000 mm
Try bar size
# 16
Area of one bar = 201.064 mm2
Number of bars required, Nbar =
10
Because the number of bars is rounded up, make sure new reinforcement ratio < ρmax Total reinforcement area, As_total = deff =
Nbar X (Area of one bar) =
2010.641
mm2
D - Ccover - 1.5 X (dia. of one bar)
376.000
mm
= Reinforcement ratio,
=
0.00243
From ACI Cl.7.6.1, minimum req'd clear distance between bars Cd = max (Diameter of one bar, 1.0" (25.4mm), Min. Spacing) = 100.000mm
Check to see if width is sufficient to accomodate bars
Bending moment for uplift cases will be calculated based solely on selfweight, soil depth and surcharge loading. As the footing size has already been determined based on all servicebility load cases, and design moment calculation is based on selfweight, soil depth and surcharge only, top reinforcement value for all pure uplift load cases will be the same.
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Design For Top Reinforcement Parallel to Z Axis
Calculate the flexural reinforcement for Mx. Find the area of steel required The strength values of steel and concrete used in the formulae are in ksi Factor
0.847
from ACI Cl.10.2.7.3 =
From ACI Cl. 10.3.2,
=
0.02823
From ACI Cl. 10.3.3,
=
0.02117
From ACI Cl. 7.12.2,
=
0.00180
From Ref. 1, Eq. 3.8.4a, constant m =
17.647
Calculate reinforcement ratio
for critical load case
Design for flexure about X axis is performed at the face of the column at a distance, Dx =
925.000
mm
Ultimate moment,
27.105
kNm
Nominal moment capacity, Mn =
30.116
kNm
(Based on effective depth) Required =
0.00023
(Based on gross depth) x deff / Depth = Since
0.00019 ρ≤ ρmin
Area of Steel Required, As =
ρmin Governs 1782.005 mm2
Selected bar Size = #16 Minimum spacing allowed (Smin) = 100.000mm Selected spacing (S) = 200.000mm Smin<= S <= Smax and selected bar size < selected maximum bar size...
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The reinforcement is accepted. According to ACI 318 Clause No- 10.6.4 Max spacing for Cracking Consideration = 250.272mm Safe for Cracking Aspect. Based on spacing reinforcement increment; provided reinforcement is #16 @ 200.000mm o.c.
Design For Top Reinforcement Parallel to X Axis
First load case to be in pure uplift # 0 Calculate the flexural reinforcement for Mz. Find the area of steel required The strength values of steel and concrete used in the formulae are in ksi Factor
0.847
from ACI Cl.10.2.7.3 =
From ACI Cl. 10.3.2,
=
0.02823
From ACI Cl. 10.3.3,
=
0.02117
From ACI Cl.7.12.2,
=
0.00180
From Ref. 1, Eq. 3.8.4a, constant m =
17.647
Calculate reinforcement ratio
for critical load case
Design for flexure about Z axis is performed at the face of the column at a distance, Dx =
925.000
mm
Ultimate moment,
27.105
kNm
Nominal moment capacity, Mn =
30.116
kNm
(Based on effective depth)Required =
0.00023
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(Based on gross depth) x deff / Depth = Since
0.00019 ρmin Governs
ρ≤ ρmin
Area of Steel Required, As =
1782.005 mm2
Selected bar Size = #16 Minimum spacing allowed (Smin) = 100.000mm Selected spacing (S) = 200.000mm Smin<= S <= Smax and selected bar size < selected maximum bar size... The reinforcement is accepted. According to ACI 318 Clause No- 10.6.4 Max spacing for Cracking Consideration = 250.272mm Safe for Cracking Aspect. Based on spacing reinforcement increment; provided reinforcement is #16 @ 200.000mm o.c. Print Calculation Sheet
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Page 1 of 15 FOOTING C3/F3
Isolated Footing Design(ACI 318-05) Design For Isolated Footing 24 Footing No. -
Group ID -
Length
24
1
1500.000mm
-
Bottom Reinforcement(Mz)
Footing Reinforcement Bottom Reinforcement(Mx) Top Reinforcement(Mz)
24
#16 @ 200 mm c/c
Footing No.
#16 @ 200 mm c/c
Foundation Geometry Width
#16 @ 200 mm c/c
1500.000mm
Thickness
450.000mm Pedestal Reinforcement
Top Reinforcement(Mx)
Main Steel
Trans Steel
#16 @ 200 mm c/c
N/A
N/A
Isolated Footing 24
Input Values Footing Geomtery Design Type : Set Dimension Footing Thickness (Ft) : 450.000mm Footing Length - X (Fl) : 1500.000mm Footing Width - Z (Fw) : 1500.000mm
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Eccentricity along X (Oxd) : 0.000mm Eccentricity along Z (Ozd) : 0.000mm
Column Dimensions Column Shape : Rectangular Column Length - X (Dcol) : 350.000mm Column Width - Z (Bcol) : 350.000mm
Pedestal Include Pedestal? No Pedestal Shape : N/A Pedestal Height (Ph) : N/A Pedestal Length - X (Pl) : N/A Pedestal Width - Z (Pw) : N/A
Design Parameters Concrete and Rebar Properties Unit Weight of Concrete : 25.000kN/m3 Strength of Concrete : 28.000N/mm2 Yield Strength of Steel : 420.000N/mm2 Minimum Bar Size : #16 Maximum Bar Size : #16 Pedestal Minimum Bar Size : 6 Pedestal Maximum Bar Size : 18 Minimum Bar Spacing : 100.000mm Maximum Bar Spacing : 200.000mm Pedestal Clear Cover (P, CL) : 50.000mm Footing Clear Cover (F, CL) : 50.000mm
Soil Properties Soil Type : Drained Unit Weight : 18.000kN/m3 Soil Bearing Capacity : 200.000kN/m2 Soil Bearing Capacity Type: Gross Bearing Capacity Soil Surcharge : 0.000kN/m2 Depth of Soil above Footing : 1000.000mm Cohesion : 0.000kN/m2
Sliding and Overturning Coefficient of Friction : 0.500 Factor of Safety Against Sliding : 1.500 Factor of Safety Against Overturning : 1.500
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------------------------------------------------------
Design Calculations Footing Size Initial Length (Lo) = 1500.000mm Initial Width (Wo) = 1500.000mm
Load Combination/s- Service Stress Level Load Combination Number
Load Combination Title
Load Combination Factor
Soil Bearing Factor
Self Weight Factor
101
COMBINATION LOAD CASE 101
1.00
1.00
1.00
102
COMBINATION LOAD CASE 102
1.00
1.00
1.00
103
COMBINATION LOAD CASE 103
1.00
1.00
1.00
104
COMBINATION LOAD CASE 104
1.00
1.00
1.00
105
COMBINATION LOAD CASE 105
1.00
1.00
1.00
106
COMBINATION LOAD CASE 106
1.00
1.00
1.00
107
COMBINATION LOAD CASE 107
1.00
1.00
1.00
108
COMBINATION LOAD CASE 108
1.00
1.00
1.00
109
COMBINATION LOAD CASE 109
1.00
1.00
1.00
110
COMBINATION LOAD CASE 110
1.00
1.00
1.00
111
COMBINATION LOAD CASE 111
1.00
1.00
1.00
112
COMBINATION LOAD CASE 112
1.00
1.00
1.00
113
COMBINATION LOAD CASE 113
1.00
1.00
1.00
114
COMBINATION LOAD CASE 114
1.00
1.00
1.00
115
COMBINATION LOAD CASE 115
1.00
1.00
1.00
116
COMBINATION LOAD CASE 116
1.00
1.00
1.00
117
COMBINATION LOAD CASE 117
1.00
1.00
1.00
118
COMBINATION LOAD CASE 118
1.00
1.00
1.00
119
COMBINATION LOAD CASE 119
1.00
1.00
1.00
120
COMBINATION LOAD CASE 120
1.00
1.00
1.00
121
COMBINATION LOAD CASE 121
1.00
1.00
1.00
Soil Bearing Factor
Self Weight Factor
Load Combination Number
Load Combination Title
Load Combination Factor
101
COMBINATION LOAD CASE 101
1.00
1.00
1.00
102
COMBINATION LOAD CASE 102
1.00
1.00
1.00
103
COMBINATION LOAD CASE 103
1.00
1.00
1.00
104
COMBINATION LOAD CASE 104
1.00
1.00
1.00
105
COMBINATION LOAD CASE 105
1.00
1.00
1.00
106
COMBINATION LOAD CASE 106
1.00
1.00
1.00
107
COMBINATION LOAD CASE 107
1.00
1.00
1.00
108
COMBINATION LOAD CASE 108
1.00
1.00
1.00
109
COMBINATION LOAD CASE 109
1.00
1.00
1.00
110
COMBINATION LOAD CASE 110
1.00
1.00
1.00
111
COMBINATION LOAD CASE 111
1.00
1.00
1.00
112
COMBINATION LOAD CASE 112
1.00
1.00
1.00
113
COMBINATION LOAD CASE 113
1.00
1.00
1.00
114
COMBINATION LOAD CASE 114
1.00
1.00
1.00
115
COMBINATION LOAD CASE 115
1.00
1.00
1.00
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116
COMBINATION LOAD CASE 116
1.00
1.00
1.00
117
COMBINATION LOAD CASE 117
1.00
1.00
1.00
118
COMBINATION LOAD CASE 118
1.00
1.00
1.00
119
COMBINATION LOAD CASE 119
1.00
1.00
1.00
120
COMBINATION LOAD CASE 120
1.00
1.00
1.00
121
COMBINATION LOAD CASE 121
1.00
1.00
1.00
Applied Loads - Service Stress Level LC
Axial (kN)
Shear X (kN)
Shear Z (kN)
Moment X (kNm)
Moment Z (kNm)
101
142.261
16.575
6.794
-1.547
-4.066
102
149.953
21.378
6.902
-1.555
-9.050
103
144.189
17.166
6.885
-1.486
-4.916
104
149.055
15.898
10.253
4.272
-3.192
105
145.581
16.069
11.380
3.168
-3.488
106
153.362
22.914
7.056
-1.447
-10.701
107
144.832
17.363
6.916
-1.466
-5.199
108
151.320
15.673
11.406
6.212
-2.901
109
146.688
15.900
12.909
4.740
-3.296
110
147.511
19.983
6.844
-1.577
-7.591
111
143.623
16.993
6.859
-1.504
-4.667
112
147.062
16.097
9.238
2.565
-3.449
113
144.607
16.217
10.035
1.785
-3.658
114
94.938
16.401
4.125
-1.028
-9.093
115
86.408
10.850
3.985
-1.048
-3.592
116
92.896
9.160
8.475
6.631
-1.293
117
88.265
9.387
9.978
5.158
-1.688
118
142.938
17.094
6.738
-1.610
-4.699
119
142.632
16.536
7.350
-0.700
-3.970
120
84.754
10.391
3.887
-1.115
-2.896
121
84.540
10.001
4.315
-0.477
-2.386
LC
Axial (kN)
Shear X (kN)
Shear Z (kN)
Moment X (kNm)
Moment Z (kNm)
101
142.261
16.575
6.794
-1.547
-4.066
102
149.953
21.378
6.902
-1.555
-9.050
103
144.189
17.166
6.885
-1.486
-4.916
104
149.055
15.898
10.253
4.272
-3.192
105
145.581
16.069
11.380
3.168
-3.488
106
153.362
22.914
7.056
-1.447
-10.701
107
144.832
17.363
6.916
-1.466
-5.199
108
151.320
15.673
11.406
6.212
-2.901
109
146.688
15.900
12.909
4.740
-3.296
110
147.511
19.983
6.844
-1.577
-7.591
111
143.623
16.993
6.859
-1.504
-4.667
112
147.062
16.097
9.238
2.565
-3.449
113
144.607
16.217
10.035
1.785
-3.658
114
94.938
16.401
4.125
-1.028
-9.093
115
86.408
10.850
3.985
-1.048
-3.592
116
92.896
9.160
8.475
6.631
-1.293
117
88.265
9.387
9.978
5.158
-1.688
118
142.938
17.094
6.738
-1.610
-4.699
119
142.632
16.536
7.350
-0.700
-3.970
Applied Loads - Strength Level
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120
84.754
10.391
3.887
-1.115
-2.896
121
84.540
10.001
4.315
-0.477
-2.386
Reduction of force due to buoyancy = 0.000kN Effect due to adhesion = 0.000kN Area from initial length and width, Ao = L X W = 2250000.000mm2 o o 2 Min. area required from bearing pressure, Amin = P / q max = 1084833.828mm
Note: Amin is an initial estimation. P = Critical Factored Axial Load(without self weight/buoyancy/soil). qmax = Respective Factored Bearing Capacity.
Final Footing Size Length (L2) = 1500.000
mm
Governing Load Case :
# 101
Width (W2) = 1500.000
mm
Governing Load Case :
# 101
Depth (D2) = 450.000
mm
Governing Load Case :
# 108
Depth is governed by Ultimate Load Case (Service check is performed with footing thickness requirements from concrete check) Area (A2) = 2250000.000 mm2 Final Soil Height = 1000.000
mm
Footing Self Weight = 25.312
kN
Soil Weight On Top Of 38.294 Footing =
kN
Pressures at Four Corners
Pressure at corner 1 (q1)
Pressure at corner 2 (q2)
Pressure at corner 3 (q3)
Pressure at corner 4 (q4)
(kN/mm2)
(kN/mm2)
(kN/mm2)
(kN/mm2)
(mm2)
101
0.0001
0.0001
0.0001
0.0001
0.000
106
0.0001
0.0001
0.0001
0.0001
0.000
106
0.0001
0.0001
0.0001
0.0001
0.000
108
0.0001
0.0001
0.0001
0.0001
0.000
Load Case
Area of footing in uplift (Au)
If Au is zero, there is no uplift and no pressure adjustment is necessary. Otherwise, to for uplift, areas of negative
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pressure will be set to zero and the pressure will be redistributed to remaining corners.
Summary of Adjusted Pressures at 4 corners Four Corners Pressure at corner 1 (q1)
Pressure at corner 2 (q2)
Pressure at corner 3 (q3)
Pressure at corner 4 (q4)
Load Case
(kN/mm2)
(kN/mm2)
(kN/mm2)
(kN/mm2)
101
0.0001
0.0001
0.0001
0.0001
106
0.0001
0.0001
0.0001
0.0001
106
0.0001
0.0001
0.0001
0.0001
108
0.0001
0.0001
0.0001
0.0001
Check for stability against overturning and sliding
-
Factor of safety against sliding
Factor of safety against overturning
Load Case No.
Along XDirection
Along ZDirection
Resultant
101
6.210
15.150
5.746
102.225
13.397
102
4.995
15.471
4.753
103.304
8.579
103
6.052
15.090
5.617
96.680
12.329
104
6.688
10.371
5.621
17.948
15.415
105
6.509
9.191
5.312
18.926
14.636
106
4.734
15.375
4.525
94.144
7.744
107
6.002
15.070
5.576
94.984
12.013
108
6.857
9.422
5.544
14.208
16.194
109
6.613
8.145
5.134
14.951
15.092
110
5.282
15.423
4.997
105.384
9.548
111
6.097
15.107
5.654
98.233
12.622
112
6.544
11.402
5.675
23.503
14.777
113
6.419
10.374
5.459
24.783
14.254
114
4.833
19.217
4.687
143.617
7.218
115
6.913
18.822
6.489
150.956
13.276
116
8.543
9.233
6.271
11.238
21.675
117
8.090
7.610
5.543
11.805
19.266
118
6.041
15.326
5.620
108.944
12.502
119
6.236
14.029
5.698
59.314
13.555
120
7.139
19.086
6.686
175.404
14.695
121
7.407
17.167
6.801
75.869
16.135
About X- About ZDirection Direction
Critical Load Case And The Governing Factor Of Safety For Overturning And Sliding - X Direction Critical Load Case for Sliding along X-Direction : 106 Governing Disturbing Force : 22.914kN
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Governing Restoring Force : 108.483kN Minimum Sliding Ratio for the Critical Load Case : 4.734 Critical Load Case for Overturning about X-Direction : 116 Governing Overturning Moment : 10.444kNm Governing Resisting Moment : 117.374kNm Minimum Overturning Ratio for the Critical Load Case : 11.238
Critical Load Case And The Governing Factor Of Safety For Overturning And Sliding - Z Direction Critical Load Case for Sliding along Z-Direction : 117 Governing Disturbing Force : 9.978kN Governing Restoring Force : 75.935kN Minimum Sliding Ratio for the Critical Load Case : 7.610 Critical Load Case for Overturning about Z-Direction : 114 Governing Overturning Moment : -16.474kNm Governing Resisting Moment : 118.905kNm Minimum Overturning Ratio for the Critical Load Case : 7.218
Critical Load Case And The Governing Factor Of Safety For Sliding Along Resultant Direction Critical Load Case for Sliding along Resultant 106 Direction : Governing Disturbing Force : 23.976kN Governing Restoring Force : 108.483kN Minimum Sliding Ratio for the Critical Load Case : 4.525
Compression Development Length Check Development length skipped as column reinforcement is not specified in input (Column Dimnesion Task Pane)
Shear Calculation Punching Shear Check
Total Footing Depth, D = Calculated Effective Depth, deff = For rectangular column,
=
450.000mm D - Ccover - 0.5 * db =
392.000mm
Bcol / Dcol =
1.000
Effective depth, deff, increased until 0.75XVc
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Punching Shear Force
09/12/2013
Isolated Footing Design
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Punching Shear Force, Vu = 163.876kN, Load Case # 106 From ACI Cl.11.12.2.1, bo for column=
2968.000mm
Equation 11-33, Vc1 =
3067.184kN
Equation 11-34, Vc2 =
3723.060kN
Equation 11-35, Vc3 =
2044.789kN
Punching shear strength, Vc =
0.75 X minimum of (Vc1, Vc2, Vc3) =
1533.592kN
0.75 X Vc > Vu hence, OK
One-Way Shear Check Along X Direction (Shear Plane Parallel to Global X Axis)
From ACI Cl.11.3.1.1, Vc =
516.709kN
Distance along X to design for shear, Dx =
183.000mm
Check that 0.75 X Vc > Vux where Vux is the shear force for the critical load cases at a distance deff from the face of the column caused by bending about the X axis. From above calculations,
0.75 X Vc =
Critical load case for Vux is # 108
387.532 kN 31.082
kN
0.75 X Vc > Vux hence, OK
One-Way Shear Check Along Z Direction (Shear Plane Parallel to Global Z Axis)
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From ACI Cl.11.3.1.1, Vc = 516.709
kN
Distance along X to design for shear, Dz =
183.000 mm
Check that 0.75 X Vc > Vuz where Vuz is the shear force for the critical load cases at a distance deff from the face of the column caused by bending about the Z axis. From above calculations,
0.75 X Vc =
Critical load case for Vuz is # 106
387.532 kN 35.473
kN
0.75 X Vc > Vuz hence, OK
Design for Flexure about Z Axis (For Reinforcement Parallel to X Axis)
Calculate the flexural reinforcement along the X direction of the footing. Find the area of steel required, A, as per Section 3.8 of Reinforced Concrete Design (5th ed.) by Salmon and Wang (Ref. 1) Critical Load Case # 106 The strength values of steel and concrete used in the formulae are in ksi Bars parallel to X Direction are placed at bottom Effective Depth deff=
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392.000 mm
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Factor
0.847
from ACI Cl.10.2.7.3 =
From ACI Cl. 10.3.2,
=
0.02823
From ACI Cl. 10.3.3,
=
0.02117
From ACI Cl. 7.12.2,
=
0.00180
From Ref. 1, Eq. 3.8.4a, constant m =
17.647
Calculate reinforcement ratio
for critical load case
Design for flexure about Z axis is performed at the face of the column at a distance, Dx =
575.000
mm
Ultimate moment,
30.815
kNm
Nominal moment capacity, Mn =
34.238
kNm
(Based on effective depth) Required
0.00035
= (Based on gross depth) x deff / Depth = Since
0.00031 ρ≤ ρmin
Area of Steel Required, As =
ρmin Governs 1215.003 mm2
Selected bar Size = #16 Minimum spacing allowed (Smin) = = 100.000mm Selected spacing (S) = 200.000mm Smin<= S <= Smax and selected bar size < selected maximum bar size... The reinforcement is accepted. According to ACI 318 Clause No- 10.6.4 Max spacing for Cracking Consideration = 250.272mm Safe for Cracking Aspect. Based on spacing reinforcement increment; provided reinforcement is #16 @ 200.000mm o.c.
Required development length for bars = Available development length for bars, DL = Try bar size
# 16
Number of bars required, Nbar =
=304.800 mm
525.000 Area of one bar = 201.064
mm mm2
7
Because the number of bars is rounded up, make sure new reinforcement ratio < ρmax
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Total reinforcement area, As_total = deff = Reinforcement ratio,
Nbar X (Area of one bar) =
1407.449
mm2
D - Ccover - 0.5 X (dia. of one bar) =
392.000
mm
0.00239
=
From ACI Cl.7.6.1, minimum req'd clear distance between bars Cd = max (Diameter of one bar, 1.0" (25.4mm), Min. Spacing) = 100.000mm
Check to see if width is sufficient to accomodate bars
Design for Flexure about X axis (For Reinforcement Parallel to Z Axis)
Calculate the flexural reinforcement along the Z direction of the footing. Find the area of steel required, A, as per Section 3.8 of Reinforced Concrete Design (5th ed.) by Salmon and Wang (Ref. 1) Critical Load Case # 108 The strength values of steel and concrete used in the formulae are in ksi Bars parallel to X Direction are placed at bottom Effective Depth deff= Factor
376.000 mm 0.847
from ACI Cl.10.2.7.3 =
From ACI Cl. 10.3.2,
=
0.02823
From ACI Cl. 10.3.3,
=
0.02117
From ACI Cl.7.12.2,
=
0.00180
From Ref. 1, Eq. 3.8.4a, constant m =
Calculate reinforcement ratio
17.647
for critical load case
Design for flexure about X axis is performed at the face of the column at a distance, Dz =
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575.000
mm
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Ultimate moment,
27.413
kNm
Nominal moment capacity, Mn =
30.459
kNm
(Based on effective depth) Required =
0.00034
(Based on gross depth) x deff / Depth = Since
0.00029 ρ≤ ρmin
ρmin Governs
Area of Steel Required, As =
1215.003 mm2
Selected Bar Size = #16 Minimum spacing allowed (Smin) = 100.000mm Selected spacing (S) = 200.000mm Smin<= S <= Smax and selected bar size < selected maximum bar size... The reinforcement is accepted. According to ACI 318 Clause No- 10.6.4 Max spacing for Cracking Consideration = 250.272mm Safe for Cracking Aspect. Based on spacing reinforcement increment; provided reinforcement is #16 @ 200.000mm o.c.
Required development length for bars =
304.800 mm
Available development length for bars, DL =
525.000 mm
Try bar size
# 16
Area of one bar = 201.064 mm2
Number of bars required, Nbar =
7
Because the number of bars is rounded up, make sure new reinforcement ratio < ρmax Total reinforcement area, As_total = deff =
Nbar X (Area of one bar) =
1407.449
mm2
D - Ccover - 1.5 X (dia. of one bar)
376.000
mm
= Reinforcement ratio,
=
0.00250
From ACI Cl.7.6.1, minimum req'd clear distance between bars Cd = max (Diameter of one bar, 1.0" (25.4mm), Min. Spacing) = 100.000mm
Check to see if width is sufficient to accomodate bars
Bending moment for uplift cases will be calculated based solely on selfweight, soil depth and surcharge loading. As the footing size has already been determined based on all servicebility load cases, and design moment calculation is based on selfweight, soil depth and surcharge only, top reinforcement value for all pure uplift load cases will be the same.
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Design For Top Reinforcement Parallel to Z Axis
Calculate the flexural reinforcement for Mx. Find the area of steel required The strength values of steel and concrete used in the formulae are in ksi Factor
0.847
from ACI Cl.10.2.7.3 =
From ACI Cl. 10.3.2,
=
0.02823
From ACI Cl. 10.3.3,
=
0.02117
From ACI Cl. 7.12.2,
=
0.00180
From Ref. 1, Eq. 3.8.4a, constant m =
17.647
Calculate reinforcement ratio
for critical load case
Design for flexure about X axis is performed at the face of the column at a distance, Dx =
575.000
Ultimate moment,
7.253
kNm
Nominal moment capacity, Mn =
8.059
kNm
(Based on effective depth) Required =
0.00009
(Based on gross depth) x deff / Depth = Since
mm
0.00008 ρ≤ ρmin
Area of Steel Required, As =
ρmin Governs 1215.003 mm2
Selected bar Size = #16 Minimum spacing allowed (Smin) = 100.000mm Selected spacing (S) = 200.000mm Smin<= S <= Smax and selected bar size < selected maximum bar size...
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The reinforcement is accepted. According to ACI 318 Clause No- 10.6.4 Max spacing for Cracking Consideration = 250.272mm Safe for Cracking Aspect. Based on spacing reinforcement increment; provided reinforcement is #16 @ 200.000mm o.c.
Design For Top Reinforcement Parallel to X Axis
First load case to be in pure uplift # 0 Calculate the flexural reinforcement for Mz. Find the area of steel required The strength values of steel and concrete used in the formulae are in ksi Factor
0.847
from ACI Cl.10.2.7.3 =
From ACI Cl. 10.3.2,
=
0.02823
From ACI Cl. 10.3.3,
=
0.02117
From ACI Cl.7.12.2,
=
0.00180
From Ref. 1, Eq. 3.8.4a, constant m =
17.647
Calculate reinforcement ratio
for critical load case
Design for flexure about Z axis is performed at the face of the column at a distance, Dx =
575.000
Ultimate moment,
7.253
kNm
Nominal moment capacity, Mn =
8.059
kNm
(Based on effective depth)Required =
0.00009
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mm
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(Based on gross depth) x deff / Depth = Since
0.00008 ρmin Governs
ρ≤ ρmin
Area of Steel Required, As =
1215.003 mm2
Selected bar Size = #16 Minimum spacing allowed (Smin) = 100.000mm Selected spacing (S) = 200.000mm Smin<= S <= Smax and selected bar size < selected maximum bar size... The reinforcement is accepted. According to ACI 318 Clause No- 10.6.4 Max spacing for Cracking Consideration = 250.272mm Safe for Cracking Aspect. Based on spacing reinforcement increment; provided reinforcement is #16 @ 200.000mm o.c. Print Calculation Sheet
file://C:\Staad Foundation Advanced\CalcXsl\footing.xml
09/12/2013
PROJECT:
SALES GAS DELIVERY SYSTEM
JOB NO.:
BI-21-00052
LOCATION:
RIYADH
DESIGN BY:
AAM
DATE:
CLIENT:
SAUDI ARAMCO
CHECKED BY:
SAM
APPROVED BY:
ROOF SLAB DESIGN 8.0 COMPUTER SPREADSHEET
SHEET NO.: 09/09/2013 MAG
PROJECT TITLE PROJECT NO. SUBJECT
CALCULATION BY CHECKED BY
1642K Two Way Slab
REVISION No.
AAM SAM 00
09/09/13 09/09/13
DATE DATE DATE
SHEET No.
OF
DESIGN OF TWO WAY SLAB WITH DROP BEAMS
One short edge is Continuous
Case 7
Top Short Bar Discontinuous (Typ) Top Long Bar Continuous
Bottom Long Bars
B2
B4
Bottom Short Bars
B1
Sn
La
Top Long Bar Discontinuous
B3 Ln Lb
Slab Data : Shorter span (c/c) Longer span (c/c) Thickness Concrete Cover
La Lb ts C
= = = =
B1 B2 B3 B4
= = = =
Beam Data :
6.00 5.75 200 40
m m mm mm
Width 0.35 0.35 0.35 0.35
x x x x
Depth 0.50 0.50 0.50 0.60
m m m m
Loads : = 0.20 x Floor Finish & attachment Partition Load Total Dead Load - Service
24 = = = = DLs. =
4.80 3.59 0.00 0.00 8.39
Live Load - Service
LLs. =
2 1.00 kN/m
Slab Self Weight
Service Equepment Load
Materials : Steel Yield Strength Concrete Compression Strength
fy fc'
= =
KN/m2 KN/m2 KN/m2 KN/m2
kN/m2
420.00 MPa 28.00 MPa
60,000.0 psi 4,000.0 psi
PROJECT TITLE PROJECT NO. SUBJECT
CALCULATION BY CHECKED BY
1642K Two Way Slab
REVISION No.
AAM SAM 00
DATE DATE
09/09/13 09/09/13
DATE
SHEET No.
OF
CHECK SLAB THICKNESS FOR DEFLECTION
bE =
a
hb hW
a
hb hW
a
t
t
bE
min. value of: (4 t) or (h W - t) ACI (13.2.4)
bW
bW
EDGE BEAM
MIDDLE BEAM
"α" Ratio of Flexural Stiffnesses (beam to slab)
α = (E cb x I b ) / (E cs x I s ), ACI (13.1)
Where, Ecb = Ecs
Beam number Beam location
Parameter for calculation of "k" Value
bW hb bE ( bE / bW ) -1 ts / hb
Given below, value for calculation of Ib, Beam Moment of Inertia, cm4
k Ib = k x(bW x h3 /12)
Slab Width, m Slab Moment of Inertia, cm4
bs = La or Lb Is = bs t3 / 12
Ratio of Flexural Stiffnesses
α = Ib / Is
Beam width, m Beam height, m Effective flange width, m Parameter for calculation of "k" Value
B1
B2
B3
B4
Discont. Edg.
Cont. Edg.
Discont. Edg.
Discont. Edg.
0.35 0.50 0.650 0.857 0.400
0.35 0.50 0.950 1.714 0.400
0.35 0.50 0.650 0.857 0.400
0.35 0.60 0.750 1.143 0.333
1.331 485260.4 3.00 200000
1.549 564739.6 5.75 383333
1.331 485260.4 3.00 200000
1.410 888300.0 2.88 191667
2.43
1.47
2.43
4.63
Average value of α for all beams on edges of a , αm
2.74
2 3 bE t bE t t t 4 − 6 k = 1 + − 1 x x + 4 + − 1 x h b b h h h W W
Clear Span in Short Direction Clear Span in Long Direction Ratio of "Ln / Sn" Ratio of "Sn / Ln"
= =
Sn Ln
β m
la lb
= = = =
bE t 1 + b − 1 x W h
5.65 m 5.40 m 0.96 1.05
Minimum slab thickness for αm
>2
tmin
=
Ln(0.8+fy/200,000) 36+9β
AC1 Eq. (9-13) where fy = 60000 psi
= 133.2 mm <
200.0 mm
OK
PROJECT TITLE
CALCULATION BY CHECKED BY
1642K Two Way Slab
PROJECT NO. SUBJECT
REVISION No.
AAM SAM 00
DATE
SHEET No.
CONCRETE DESIGN DLu LLu Wu For :
= = =
8.39 1.00
x x
OF
2 10.07 kN/m 2 1.60 kN/m 2 11.67 kN/m
1.2 = 1.6 =
CASE 7
09/09/13 09/09/13
DATE DATE
m
=
1.05
MOMENT COEFFICIENTS FROM ACI Negative Moment Coefficient Positive Moment Coefficient, Dead Load Positive Moment Coefficient, Live Load Negative Moment Ma,neg = Ca,neg x W x la2 Mb,neg = Cb,neg x W x lb2 Positive Moment Ma,pos,dl = Ca,dl x DL x la2 Ma,pos,ll = Ca,ll x LL x la2 Ma,pos,total Mb,pos,dl = Cb,dl x DL x lb2 Mb,pos,ll = Cb,ll x LL x lb2 Mb,pos,total
Long Span Cb,neg = 0.071 Cb,dl = 0.033 Cb,ll = 0.035
= =
0.000 0.071
x x
11.67 x 11.67 x
5.65 5.40
^2 ^2
= =
0.00 kN.m 24.16 kN.m
= =
0.027 0.032
x x
10.07 x 1.60 x
5.65 5.65
^2 ^2
= =
8.68 kN.m 1.63 kN.m 10.31 kN.m
= =
0.033 0.035
x x
10.07 x 1.60 x
5.40 5.40
^2 ^2
= = =
9.69 kN.m 1.63 kN.m 11.32 kN.m
STEEL REINFORCEMENT
B Bar Long Span
0.75[0.85(fc')β(600)] fy(fy + 600)
= 0.0213
ρmin =
As req'd by Temp
= 0.0018
Long Span Short Span
Moment
dA
ρmax =
dB
Maximum and Minimum Steel Ratio
A Bar Short Span
h
Short Span Ca,neg 0.000 = Ca,dl = 0.027 Ca,ll = 0.032
1000 mm
Effective
Steel
Area
Bar
Depth
Ratio
of Steel
Dia.
Required
Provided
kN.m
d, mm
ρ
As, cm2
Φ, mm
mm
mm
0.00
154
0.0023
3.60
12
310
150
Dia12 @ 150mm Top Bar
10.31
154
0.0023
3.60
12
310
150
Dia12 @ 150mm Bott. Bar
Neg. Mom @ Discont. Edge
-
-
3.60
12
310
-
Neg. Mom @ Contin. Edge
24.16
142
0.0033
4.63
12
240
150
Dia12 @ 150mm Top Bar
Pos. Mom @ Midspan
11.32
142
0.0025
3.60
12
310
150
Dia12 @ 150mm Bott. Bar
−
-
3.60
12
310
-
Neg. Mom @ Contin. Edge Pos. Mom @ Midspan
Neg. Mom @ Discont. Edge
Bar Spacing
Dia12 @ -mm Top Bar
Dia12 @ -mm Top Bar
PROJECT:
SALES GAS DELIVERY SYSTEM
JOB NO.:
BI-21-00052
LOCATION:
RIYADH
DESIGN BY:
AAM
DATE:
CLIENT:
SAUDI ARAMCO
CHECKED BY:
SAM
APPROVED BY:
END OF ANALYSIS
SHEET NO.: 09/09/2013 MAG
ENGG CERT
MAG SAS
SAUDI ARABIAN OIL COMPANY
J.O #-21-00052-0001 Structural Calculation Metering Building
B
0F1
REV NO.
09/09/13
DATE
21-000520001
JO/EWO
DESCRIPTION
RE- ISSUED FOR CONSTRUCTION
Saudi Aramco, Northern Area Projects Dep. /NAOO & BGP Project’s Division
DISCIPLINE ENGINEER
A. MACAUMBANG
Sales Gas Delivery System for Saudi Electricity Co. PP12
04/03/13 DATE: PROJECT ENGINEER M. GHANIM DATE:
09/09/13
CERTIFIED M. GHANIM DATE:
RE-ISSUED FOR CONSTRUCTION
09/09/13
CONSTRUCTION AGENCY
S.A SAKKAK DATE: 09/09/13
OPERATIONS
MUSTANG-HDP Al-Khobar, Saudi Arabia
DATE: (DCC) NO. 21-00052-0001-001 _____________________
BY:
PREPARED BY:
BY DRAWING COMPLETION CERTIFICATE
APPROVAL/CERTIFICATION REQUIREMENTS,
OF THIS DRAWING IS COVERED, FOR ALL
REVISION REVISIONCERTIFICATION CERTIFICATE
0F1 THIS INDICATES THAT REV. NO.__________
EDSD VERIFICATION
CONTROL NUMBER
DATE:
STRUCTURAL CALCULATIONS METERING BUILDING
DWG.TYPE PLANT NO. INDEX
DOC
PIPELINE BETWEEN SHEDGUM & YANBU SHEDGUM
SAUDI ARABIA
V73 JO / EWO:
Q
DRAWING NO.
CAL-STR-001
21-00052-0001
SHT.NO.
REV.NO.
1 Of 1
0F1
EDSD/2616-0399.doc
THIS DRAWING AND THE INFORMATION CONTAINED HEREIN ARE THE SOLE PROPERTY OF SAUDI ARAMCO. NO REPRODUCTION IN FULL OR IN PART SHALL BE OBTAINED FROM THIS DOCUMENT WITHOUT THE WRITTEN CONSENT OF ITS OWNER.
PMT OPRNS
Saudi Aramco 2616-ENG (03/99)
PROJECT:
SALES GAS DELIVERY SYSTEM
JOB NO.:
LOCATION:
RIYADH
DESIGN BY:
AAM
DATE:
CLIENT:
SAUDI ARAMCO
CHECKED BY:
SAM
APPROVED BY:
1.0
BI-21-00052
SHEET NO.: 09/09/2013 MAG
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:
250mm thick cmu block walls above ground level
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
PROJECT:
SALES GAS DELIVERY SYSTEM
JOB NO.:
BI-21-00052
SHEET NO.:
LOCATION:
RIYADH
DESIGN BY:
AAM
DATE:
CLIENT:
SAUDI ARAMCO
CHECKED BY:
SAM
APPROVED BY:
09/09/2013
UBC - 1997
Uniform Building code
ACI-318-2005
American Concrete Institute, Building Requirements for Reinforced Concrete.
MAG
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
=
2 4.80 KN/M
DL of water proofing (2 ply) + 50mm thick rigid insulation
=
2 0.55 KN/M
PROJECT:
SALES GAS DELIVERY SYSTEM
JOB NO.:
BI-21-00052
SHEET NO.:
LOCATION:
RIYADH
DESIGN BY:
AAM
DATE:
CLIENT:
SAUDI ARAMCO
CHECKED BY:
SAM
APPROVED BY:
09/09/2013 MAG
DL of 50mm thick gravel finish
=
2 0.82 KN/M
DL of 50mm thick structural screed
=
2 1.02 KN/M
Collateral Loads (ceiling & lighting)
=
2 0.50 KN/M 2 0.70 KN/M
Additional roof load =
2 8.39 KN/M
=
2 3.60 KN/M
DL of 250mm thick cmu wall
=
2 5.75 KN/M
DL of 50mm thick insulation
=
2 0.15 KN/M
DL of 12mm plaster one side
=
2 0.25 KN/M
Total Dead Load of Built-up Walls
=
2 6.15 KN/M
2.2.1 Live Load on roof
=
2 1.00 KN/M
2.2.2 Live Load on Ground Floor (slab on grade)
=
2 4.80 KN/M
Total Dead Loads 2.1.2 Parapet Loads: DL of 150mm thick reinforced concrete parapet 2.1.3 Wall Loads: External Walls:
2.2
2.4
LIVE LOAD:
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:
2.5
I-
Importance Factor
Rx & Rz -
Response Modification Coefficient for Intermediate Moment Resisting Frame
SCL
site class
WIND LOAD: Wind Load Calculated in accordance with ASCE-7-05 based on a maximum wind velocity of 145Km/hr.
Where
qz
=
0.613 *Kz *Kzt* Kd*V2* I (Eq-6-15 of ASCE-7-05)
V
=
145 km/h
=
40.6 m/sec
Exposure C , Category III
G
=
0.85
I
kzt
=
1.00
=
1.15
PROJECT:
SALES GAS DELIVERY SYSTEM
JOB NO.:
LOCATION:
RIYADH
DESIGN BY:
AAM
DATE:
CLIENT:
SAUDI ARAMCO
CHECKED BY:
SAM
APPROVED BY:
kz
=
1.00
kd
qz
=
1.16
KN/M2
=
qz(Gf –Gi)
BI-21-00052
=
SHEET NO.: 09/09/2013
1.00
2.5.1 Wind force P Gf
=
External Pressure Coefficient
=
0.40
=
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
Gi
3.0
Fig-6.10-ASCE-7-05
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
Earthquake
7
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 + E
8
0.9 DL + 1.6 WL
9
0.9DL + E
4.0
BEAM DEFLECTION Allowable beam defelection as per code :
L / 240
Maximum beam deflection as per staad output beam 114 :
25.00 mm 4.58 mm
MAG
PROJECT:
SALES GAS DELIVERY SYSTEM
JOB NO.:
LOCATION:
RIYADH
DESIGN BY:
AAM
DATE:
CLIENT:
SAUDI ARAMCO
CHECKED BY:
SAM
APPROVED BY:
5.0
BI-21-00052
SHEET NO.:
STRUCTURAL DESIGN ANALYSIS
STRUCTURE & LOAD DIAGRAM 3.0 COMPUTER INPUT FILE
09/09/2013 MAG
STRUCTURE 3D RENDERED VIEW
Y X Z
Load 6
STRUCTURE 3D VIEW
6
4
15 2
13 28 11
8
22
9
19
5
25
3 18
7 20
14
1 17 27
12
16 26 29
Y
23
X
24
Z
Load 6 21
STRUCTURE W/ NODE NUMBER
10 23 6
9 24
20
5 22
38
4
19
37
25
3
39 8 2
16 36
41
15
7
27
26 1
13
14 31 21
29
34
17 40
33
18 12
35
32
30
Y X Z
28
STRUCTURE W/ BEAM NUMBER
Load 6
5.75 m 6m 4.8 m
5.75 m 6m
5.75 m
4.8 m 6m
2.85 m
4.8 m
2.9 m
2.25 m
3m
1m
2.25 2.75m m
4.8 m 6m
1 m2.9 m
4.8 m
5.75 m
6m
3m 1m
1m
4.8 m 4.8 m 6m
4.8 m
2.75 m
2.85 m
2.9 m 1 m 2.25 m
1m
2.25 m
2.9 m
1m
Y X Z
Load 6
1m
STRUCTURE W/ DIMENSIONS
Y Z
1
3
5
29
12
14
X
Load 1 21
24
STRUCTURE W/ NODE NUMBER @
0.562
1.011 0.562 0.562
0.135 0.854 0.168
0.389 0.128
0.486
0.162
0.162 0.135 0.175 0.168 0.087 0.076 0.128
0.075 0.075
Y X Z
Load 1
SEISMIC LOAD @ X DIRECTION
0.562 1.011
0.562 0.562 0.854
0.135 0.389 0.168
0.486 0.128
0.162
0.162 0.135 0.175 0.168 0.087 0.076 0.128 0.075 0.075 Y X Z
Load 2
SEISMIC LOAD @ Z DIRECTION
-24.121 (GY)
-2.160 -24.121 -24.121(GY) (GY)
-24.121 (GY)
-2.160 2*-24.121 2*-24.121(GY) (GY) -24.121 (GY)
-2.160 -29.520
-24.121 -24.121(GY) (GY) -24.121 -23.912 (GY)
-29.520 -2.160
-29.520 -9.439 (GY) -2.160 -9.439 (GY) -9.439 (GY) -2.160 -9.439 (GY) -29.520
-9.439 (GY) -9.439 (GY)
-2.160
-29.520 -29.520 -29.520
-29.520
Y X Z
Load 3
DEAD LOAD
-2.875 (GY) -2.875 -2.875(GY) (GY) -2.875 (GY) 2*-2.875 2*-2.875(GY) (GY) -2.875 (GY) -2.875 -2.875(GY) (GY) -2.850 (GY) -2.875 -1.125 (GY) -1.125 (GY) -1.125 (GY) -1.125 (GY)
-1.125 (GY) -1.125 (GY)
Y X Z
Load 4
ROOF LIVE LOAD
11.834
16.271 4.438
16.955
23.313 6.358
Y X Z
Load 5
WIND LOAD @ X DIRECTIONS
5.230
5.230
4.264
4.264
Y X Z
Load 6
WIND LOAD @ -X DIRECTIONS
11.341
22.681
11.341
12.363 28.258
8.124
16.249
Y X Z
Load 7
WIND LOAD @ Z DIRECTIONS
5.013
7.497
2.484
2.528 2.528 3.109 2.043 5.046
2.026
2.061 2.061 Y X Z
Load 8
WIND LOAD @ -Z DIRECTIONS
PROJECT:
SALES GAS DELIVERY SYSTEM
JOB NO.:
BI-21-00052
SHEET NO.:
LOCATION:
RIYADH
DESIGN BY:
AAM
DATE:
CLIENT:
SAUDI ARAMCO
CHECKED BY:
SAM
APPROVED BY:
DESIGN OF METERING SHELTER 3.0A COMPUTER INPUT FILE
09/09/2013 MAG
C:\SProV8i\STAAD\Plugins\METERING BUILDING-1642K.std 09/09/13 07:39:41 STAAD SPACE START JOB INFORMATION ENGINEER DATE 30-Mar-13 END JOB INFORMATION INPUT WIDTH 79 UNIT METER KN T COORDINATES 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; 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; 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; 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; 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; MEMBER INCIDENCES 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; 12 12 17; 13 14 18; 14 16 11; 15 17 13; 16 18 15; 17 16 27; 18 17 20; 19 11 28; 20 13 15; 21 7 16; 22 2 11; 23 6 15; 24 4 13; 25 19 9; 26 20 18; 27 19 20; 28 21 23; 29 23 22; 30 24 26; 31 26 25; 32 23 26; 33 23 16; 34 27 17; 35 27 26; 36 9 18; 37 11 22; 38 28 13; 39 28 25; 40 29 16; 41 22 25; DEFINE MATERIAL START ISOTROPIC CONCRETE E 2.17185e+007 POISSON 0.17 DENSITY 23.5616 ALPHA 1e-005 DAMP 0.05 TYPE CONCRETE STRENGTH FCU 27579 END DEFINE MATERIAL MEMBER PROPERTY AMERICAN 1 TO 6 12 TO 16 28 TO 31 40 PRIS YD 0.35 ZD 0.35 7 8 17 18 21 25 TO 27 34 36 PRIS YD 0.8 ZD 0.25 9 10 19 20 22 23 38 PRIS YD 0.5 ZD 0.35 32 33 35 PRIS YD 0.4 ZD 0.25 37 39 41 PRIS YD 0.4 ZD 0.3 24 PRIS YD 0.6 ZD 0.35 CONSTANTS MATERIAL CONCRETE ALL S 1 3 5 12 14 21 24 29 FIXED DEFINE IBC 2003 SDS 0.007 SD1 0.003 S1 0.002 IE 1 RX 3 RZ 3 SCLASS 4 SELFWEIGHT 1 MEMBER WEIGHT 7 8 18 21 25 TO 27 32 TO 36 UNI 29.52 9 10 20 22 TO 24 37 TO 39 41 UNI 2.16 FLOOR WEIGHT YRANGE 3 6 FLOAD 8.39 DEFINE WIND LOAD TYPE 1 WIND 1 END GENERATED DATA BLOCK INT 2.35486 2.35486 2.35592 2.35698 2.35804 2.3591 2.36015 2.3612 2.36225 2.36329 2.36433 2.36537 2.36641 2.36744 2.36847 0.646088 HEIG 0 4.572 4.58954 4.60708 4.62462 4.64215 4.65969 4.67723 4.69477 4.71231 4.72985 4.74739 4.76492 4.78246 4.8 4.8 TYPE 2 WIND 2 END GENERATED DATA BLOCK INT -0.592267 -0.592267 -0.914308 HEIG 0 4.8 40 LOAD 1 LOADTYPE None TITLE LOAD CASE 1 IBC LOAD X 1 PERFORM ANALYSIS CHANGE LOAD 2 LOADTYPE None TITLE LOAD CASE 2 IBC LOAD Z 1 PERFORM ANALYSIS CHANGE LOAD 3 LOADTYPE None TITLE LOAD CASE 3 SELFWEIGHT Y -1 MEMBER LOAD 7 8 18 21 25 TO 27 32 TO 36 UNI GY -29.52 Page: 1
C:\SProV8i\STAAD\Plugins\METERING BUILDING-1642K.std 09/09/13 07:39:41 7 8 18 21 25 TO 27 32 TO 36 UNI GY -29.52 FLOOR LOAD YRANGE 3 6 FLOAD -8.39 GY MEMBER LOAD 9 10 20 22 23 37 TO 39 41 UNI GY -2.16 LOAD 4 LOADTYPE None TITLE LOAD CASE 4 FLOOR LOAD YRANGE 3 6 FLOAD -1 GY LOAD 5 LOADTYPE None TITLE LOAD CASE 5 WIND LOAD X 1 TYPE 1 YR 1 6 LOAD 6 LOADTYPE None TITLE LOAD CASE 6 WIND LOAD -X 1 TYPE 2 YR 1 6 LOAD 7 LOADTYPE None TITLE LOAD CASE 7 WIND LOAD Z 1 TYPE 1 YR 1 6 ZR 0 1 LOAD 8 LOADTYPE None TITLE LOAD CASE 8 WIND LOAD -Z 1 TYPE 2 YR 1 6 ZR 1 9 **SERVICE STRESS DESIGN LOAD COMBINATIONS LOAD COMB 101 COMBINATION LOAD CASE 101 3 1.0 4 1.0 LOAD COMB 102 COMBINATION LOAD CASE 102 3 1.0 4 0.75 5 0.75 LOAD COMB 103 COMBINATION LOAD CASE 103 3 1.0 4 1.0 6 0.75 LOAD COMB 104 COMBINATION LOAD CASE 104 3 1.0 4 1.0 7 0.75 LOAD COMB 105 COMBINATION LOAD CASE 105 3 1.0 4 1.0 8 0.75 LOAD COMB 106 COMBINATION LOAD CASE 106 3 1.0 4 1.0 5 1.0 LOAD COMB 107 COMBINATION LOAD CASE 107 3 1.0 4 1.0 6 1.0 LOAD COMB 108 COMBINATION LOAD CASE 108 3 1.0 4 1.0 7 1.0 LOAD COMB 109 COMBINATION LOAD CASE 109 3 1.0 4 1.0 8 1.0 LOAD COMB 110 COMBINATION LOAD CASE 110 3 1.0 4 0.75 5 0.53 LOAD COMB 111 COMBINATION LOAD CASE 111 3 1.0 4 1.0 6 0.53 LOAD COMB 112 COMBINATION LOAD CASE 112 3 1.0 4 1.0 7 0.53 LOAD COMB 113 COMBINATION LOAD CASE 113 3 1.0 4 1.0 8 0.53 LOAD COMB 114 COMBINATION LOAD CASE 114 3 0.6 5 1.0 LOAD COMB 115 COMBINATION LOAD CASE 115 3 0.6 6 1.0 LOAD COMB 116 COMBINATION LOAD CASE 116 3 0.6 7 1.0 LOAD COMB 117 COMBINATION LOAD CASE 117 3 0.6 8 1.0 LOAD COMB 118 COMBINATION LOAD CASE 118 3 1.0 4 0.75 1 1.0 LOAD COMB 119 COMBINATION LOAD CASE 119 3 1.0 4 0.75 2 1.0 LOAD COMB 120 COMBINATION LOAD CASE 120 3 0.6 1 0.7 LOAD COMB 121 COMBINATION LOAD CASE 121 3 0.6 2 0.7 **STRENGTH DESIGN LOAD COMBINATIONS LOAD COMB 201 COMBINATION LOAD CASE 201 3 1.4 LOAD COMB 202 COMBINATION LOAD CASE 202 3 1.2 4 1.6 LOAD COMB 203 COMBINATION LOAD CASE 203 3 1.2 4 1.6 5 0.8 LOAD COMB 204 COMBINATION LOAD CASE 204 3 1.2 4 1.6 6 0.8 LOAD COMB 205 COMBINATION LOAD CASE 205 3 1.2 4 1.6 7 0.8 LOAD COMB 206 COMBINATION LOAD CASE 206 3 1.2 4 1.6 8 0.8 LOAD COMB 207 COMBINATION LOAD CASE 207 3 1.2 4 0.5 5 1.6 LOAD COMB 208 COMBINATION LOAD CASE 208 3 1.2 4 0.5 6 1.6 LOAD COMB 209 COMBINATION LOAD CASE 209 3 1.2 4 0.5 7 1.6 LOAD COMB 210 COMBINATION LOAD CASE 210 Page: 2
C:\SProV8i\STAAD\Plugins\METERING BUILDING-1642K.std 09/09/13 07:39:41 LOAD COMB 210 COMBINATION LOAD CASE 210 3 1.2 4 0.5 8 1.6 LOAD COMB 211 COMBINATION LOAD CASE 211 3 1.2 4 1.0 1 1.0 LOAD COMB 212 COMBINATION LOAD CASE 212 3 1.2 4 1.0 2 1.0 LOAD COMB 213 COMBINATION LOAD CASE 213 3 0.9 5 1.6 LOAD COMB 214 COMBINATION LOAD CASE 214 3 0.9 6 1.6 LOAD COMB 215 COMBINATION LOAD CASE 215 3 0.9 7 1.6 LOAD COMB 216 COMBINATION LOAD CASE 216 3 0.9 8 1.6 LOAD COMB 217 COMBINATION LOAD CASE 217 3 0.9 1 1.0 LOAD COMB 218 COMBINATION LOAD CASE 218 3 0.9 2 1.0 PERFORM ANALYSIS LOAD LIST 101 TO 121 201 TO 218 START CONCRETE DESIGN CODE ACI FC 28000 ALL FYMAIN 420000 ALL FYSEC 420000 ALL MAXMAIN 20 ALL MINMAIN 16 ALL MINSEC 10 ALL REINF 0 MEMB 1 TO 6 12 TO 16 28 TO 31 40 RHOMN 0.01 MEMB 1 TO 6 12 TO 16 28 TO 31 40 TRACK 0 ALL DESIGN COLUMN 1 TO 6 12 TO 16 28 TO 31 40 DESIGN BEAM 7 TO 10 17 TO 27 32 TO 39 41 END CONCRETE DESIGN **UNFACTORED LOAD LOAD LIST 101 TO 121 PRINT REACTION ALL **FACTORED LOAD LOAD LIST 201 TO 218 PRINT REACTION ALL PRINT T DISPLACEMENTS ALL FINISH
Page: 3
PROJECT:
SALES GAS DELIVERY SYSTEM
JOB NO.:
BI-21-00052
SHEET NO.:
LOCATION:
RIYADH
DESIGN BY:
AAM
DATE:
CLIENT:
SAUDI ARAMCO
CHECKED BY:
SAM
APPROVED BY:
DESIGN OF BEAMS & COLUMNS 4.0 COMPUTER OUTPUT FILE
09/09/2013 MAG
Monday, September 09, 2013, 08:03 AM 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 * * * * ID: Mustang Engineering * ****************************************************
1. STAAD SPACE INPUT 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. T COORDINATES 8. 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. CONSTANTS 37. MATERIAL CONCRETE ALL 38. S 39. 1 3 5 12 14 21 24 29 FIXED 40. DEFINE IBC 2003
C:\SProV8i\STAAD\Plugins\METERING BUILDING-1642K.anl
Page 1 of 58
Monday, September 09, 2013, 08:03 AM STAAD SPACE
-- PAGE NO.
2
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 Manual Section 5.32.4 Note 6. 47. 48. 49. 50. 51. 52. 53. 54. 55. 56. 57. 58. 59. 60. 61. 62. 63. 64. 65. 66. 67. 68. 69. 70.
YRANGE 3 6 FLOAD 8.39 DEFINE WIND LOAD TYPE 1 WIND 1 END GENERATED DATA BLOCK INT 2.35486 2.35486 2.35592 2.35698 2.35804 2.3591 2.36015 2.3612 2.36225 2.36329 2.36433 2.36537 2.36641 2.36744 2.36847 0.646088 HEIG 0 4.572 4.58954 4.60708 4.62462 4.64215 4.65969 4.67723 4.69477 4.71231 4.72985 4.74739 4.76492 4.78246 4.8 4.8 TYPE 2 WIND 2 END GENERATED DATA BLOCK INT -0.592267 -0.592267 -0.914308 HEIG 0 4.8 40 LOAD 1 LOADTYPE NONE TITLE LOAD CASE 1 IBC LOAD X 1 PERFORM ANALYSIS
P R O B L E M S T A T I S T I C S ----------------------------------NUMBER OF TS/MEMBER+ELEMENTS/S =
28/
40/
8
SOLVER USED IS THE OUT-OF-CORE BASIC SOLVER ORIGINAL/FINAL BAND-WIDTH= TOTAL PRIMARY LOAD CASES = SIZE OF STIFFNESS MATRIX = REQRD/AVAIL. DISK SPACE =
17/ 6/ 36 DOF 1, TOTAL DEGREES OF FREEDOM = 5 DOUBLE KILO-WORDS 12.1/ 331966.0 MB
C:\SProV8i\STAAD\Plugins\METERING BUILDING-1642K.anl
120
Page 2 of 58
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-- PAGE NO.
3
************************************************************ * IBC 2003 SEISMIC LOAD ALONG X : * * CT = 0.016 Cu = 1.700 * * TIME PERIODS : * * Ta = 0.227 T = 0.479 T = 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. 72. 73. 74.
CHANGE LOAD 2 LOADTYPE NONE IBC LOAD Z 1 PERFORM ANALYSIS
TITLE LOAD CASE 2
************************************************************ * IBC 2003 SEISMIC LOAD ALONG Z : * * CT = 0.016 Cu = 1.700 * * TIME PERIODS : * * Ta = 0.227 T = 0.499 T = 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. 76. 77. 78. 79. 80. 81. 82. 83. 84. 85.
CHANGE LOAD 3 LOADTYPE NONE TITLE LOAD CASE 3 SELFWEIGHT Y -1 MEMBER LOAD 7 8 18 21 25 TO 27 32 TO 36 UNI GY -29.52 FLOOR LOAD YRANGE 3 6 FLOAD -8.39 GY MEMBER LOAD 9 10 20 22 23 37 TO 39 41 UNI GY -2.16 LOAD 4 LOADTYPE NONE TITLE LOAD CASE 4 FLOOR LOAD
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Monday, September 09, 2013, 08:03 AM STAAD SPACE 86. 87. 88. 89. 90. 91. 92. 93. 94. 95. 96. 97. 98. 99. 100. 101. 102. 103. 104. 105. 106. 107. 108. 109. 110. 111. 112. 113. 114. 115. 116. 117. 118. 119. 120. 121. 122. 123. 124. 125. 126.
-- PAGE NO.
4
YRANGE 3 6 FLOAD -1 GY LOAD 5 LOADTYPE NONE TITLE LOAD CASE 5 WIND LOAD X 1 TYPE 1 YR 1 6 LOAD 6 LOADTYPE NONE TITLE LOAD CASE 6 WIND LOAD -X 1 TYPE 2 YR 1 6 LOAD 7 LOADTYPE NONE TITLE LOAD CASE 7 WIND LOAD Z 1 TYPE 1 YR 1 6 ZR 0 1 LOAD 8 LOADTYPE NONE TITLE LOAD CASE 8 WIND LOAD -Z 1 TYPE 2 YR 1 6 ZR 1 9 **SERVICE STRESS DESIGN LOAD COMBINATIONS LOAD COMB 101 COMBINATION LOAD CASE 101 3 1.0 4 1.0 LOAD COMB 102 COMBINATION LOAD CASE 102 3 1.0 4 0.75 5 0.75 LOAD COMB 103 COMBINATION LOAD CASE 103 3 1.0 4 1.0 6 0.75 LOAD COMB 104 COMBINATION LOAD CASE 104 3 1.0 4 1.0 7 0.75 LOAD COMB 105 COMBINATION LOAD CASE 105 3 1.0 4 1.0 8 0.75 LOAD COMB 106 COMBINATION LOAD CASE 106 3 1.0 4 1.0 5 1.0 LOAD COMB 107 COMBINATION LOAD CASE 107 3 1.0 4 1.0 6 1.0 LOAD COMB 108 COMBINATION LOAD CASE 108 3 1.0 4 1.0 7 1.0 LOAD COMB 109 COMBINATION LOAD CASE 109 3 1.0 4 1.0 8 1.0 LOAD COMB 110 COMBINATION LOAD CASE 110 3 1.0 4 0.75 5 0.53 LOAD COMB 111 COMBINATION LOAD CASE 111 3 1.0 4 1.0 6 0.53 LOAD COMB 112 COMBINATION LOAD CASE 112 3 1.0 4 1.0 7 0.53 LOAD COMB 113 COMBINATION LOAD CASE 113 3 1.0 4 1.0 8 0.53 LOAD COMB 114 COMBINATION LOAD CASE 114 3 0.6 5 1.0 LOAD COMB 115 COMBINATION LOAD CASE 115 3 0.6 6 1.0 LOAD COMB 116 COMBINATION LOAD CASE 116
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Monday, September 09, 2013, 08:03 AM STAAD SPACE 127. 128. 129. 130. 131. 132. 133. 134. 135. 136. 137. 138. 139. 140. 141. 142. 143. 144. 145. 146. 147. 148. 149. 150. 151. 152. 153. 154. 155. 156. 157. 158. 159. 160. 161. 162. 163. 164. 165. 166. 167. 168. 169. 170. 171. 172. 173. 174. 175.
3 0.6 7 1.0 LOAD COMB 117 COMBINATION LOAD CASE 3 0.6 8 1.0 LOAD COMB 118 COMBINATION LOAD CASE 3 1.0 4 0.75 1 1.0 LOAD COMB 119 COMBINATION LOAD CASE 3 1.0 4 0.75 2 1.0 LOAD COMB 120 COMBINATION LOAD CASE 3 0.6 1 0.7 LOAD COMB 121 COMBINATION LOAD CASE 3 0.6 2 0.7 **STRENGTH DESIGN LOAD COMBINATIONS LOAD COMB 201 COMBINATION LOAD CASE 3 1.4 LOAD COMB 202 COMBINATION LOAD CASE 3 1.2 4 1.6 LOAD COMB 203 COMBINATION LOAD CASE 3 1.2 4 1.6 5 0.8 LOAD COMB 204 COMBINATION LOAD CASE 3 1.2 4 1.6 6 0.8 LOAD COMB 205 COMBINATION LOAD CASE 3 1.2 4 1.6 7 0.8 LOAD COMB 206 COMBINATION LOAD CASE 3 1.2 4 1.6 8 0.8 LOAD COMB 207 COMBINATION LOAD CASE 3 1.2 4 0.5 5 1.6 LOAD COMB 208 COMBINATION LOAD CASE 3 1.2 4 0.5 6 1.6 LOAD COMB 209 COMBINATION LOAD CASE 3 1.2 4 0.5 7 1.6 LOAD COMB 210 COMBINATION LOAD CASE 3 1.2 4 0.5 8 1.6 LOAD COMB 211 COMBINATION LOAD CASE 3 1.2 4 1.0 1 1.0 LOAD COMB 212 COMBINATION LOAD CASE 3 1.2 4 1.0 2 1.0 LOAD COMB 213 COMBINATION LOAD CASE 3 0.9 5 1.6 LOAD COMB 214 COMBINATION LOAD CASE 3 0.9 6 1.6 LOAD COMB 215 COMBINATION LOAD CASE 3 0.9 7 1.6 LOAD COMB 216 COMBINATION LOAD CASE 3 0.9 8 1.6 LOAD COMB 217 COMBINATION LOAD CASE 3 0.9 1 1.0 LOAD COMB 218 COMBINATION LOAD CASE 3 0.9 2 1.0 PERFORM ANALYSIS
-- PAGE NO.
5
117 118 119 120 121
201 202 203 204 205 206 207 208 209 210 211 212 213 214 215 216 217 218
176. LOAD LIST 101 TO 121 201 TO 218 177. START CONCRETE DESIGN
C:\SProV8i\STAAD\Plugins\METERING BUILDING-1642K.anl
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Monday, September 09, 2013, 08:03 AM STAAD SPACE 178. 179. 180. 181. 182. 183. 184. 185. 186. 187. 188.
-- PAGE NO.
6
CODE ACI FC 28000 ALL FYMAIN 420000 ALL FYSEC 420000 ALL MAXMAIN 25 ALL MINMAIN 16 ALL MINSEC 10 ALL REINF 0 MEMB 1 TO 6 12 TO 16 28 TO 31 40 RHOMN 0.01 MEMB 1 TO 6 12 TO 16 28 TO 31 40 TRACK 0 ALL DESIGN COLUMN 1 TO 6 12 TO 16 28 TO 31 40
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Monday, September 09, 2013, 08:03 AM STAAD SPACE
-- PAGE NO.
7
==================================================================== 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 (PROVIDE EQUAL NUMBER OF BARS ON EACH FACE) TIE BAR NUMBER 10 SPACING 320.00 MM
END
0.650
==================================================================== 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 (PROVIDE EQUAL NUMBER OF BARS ON EACH FACE) TIE BAR NUMBER 10 SPACING 320.00 MM
END
0.650
==================================================================== 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 (PROVIDE EQUAL NUMBER OF BARS ON EACH FACE) TIE BAR NUMBER 10 SPACING 320.00 MM
END
C:\SProV8i\STAAD\Plugins\METERING BUILDING-1642K.anl
0.650
Page 7 of 58
Monday, September 09, 2013, 08:03 AM STAAD SPACE
-- PAGE NO.
8
==================================================================== 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 (PROVIDE EQUAL NUMBER OF BARS ON EACH FACE) TIE BAR NUMBER 10 SPACING 320.00 MM
END
0.650
==================================================================== 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 (PROVIDE EQUAL NUMBER OF BARS ON EACH FACE) TIE BAR NUMBER 10 SPACING 320.00 MM
END
0.650
==================================================================== 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 (PROVIDE EQUAL NUMBER OF BARS ON EACH FACE) TIE BAR NUMBER 10 SPACING 256.00 MM
END
C:\SProV8i\STAAD\Plugins\METERING BUILDING-1642K.anl
0.650
Page 8 of 58
Monday, September 09, 2013, 08:03 AM STAAD SPACE
-- PAGE NO.
9
==================================================================== 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 (PROVIDE EQUAL NUMBER OF BARS ON EACH FACE) TIE BAR NUMBER 10 SPACING 320.00 MM
END
0.650
==================================================================== 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 (PROVIDE EQUAL NUMBER OF BARS ON EACH FACE) TIE BAR NUMBER 10 SPACING 320.00 MM
END
0.650
==================================================================== 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 (PROVIDE EQUAL NUMBER OF BARS ON EACH FACE) TIE BAR NUMBER 10 SPACING 320.00 MM
END
C:\SProV8i\STAAD\Plugins\METERING BUILDING-1642K.anl
0.650
Page 9 of 58
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-- PAGE NO.
10
==================================================================== 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 (PROVIDE EQUAL NUMBER OF BARS ON EACH FACE) TIE BAR NUMBER 10 SPACING 320.00 MM
END
0.650
==================================================================== 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 (PROVIDE EQUAL NUMBER OF BARS ON EACH FACE) TIE BAR NUMBER 10 SPACING 256.00 MM
END
0.650
==================================================================== 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 (PROVIDE EQUAL NUMBER OF BARS ON EACH FACE) TIE BAR NUMBER 10 SPACING 320.00 MM
END
C:\SProV8i\STAAD\Plugins\METERING BUILDING-1642K.anl
0.650
Page 10 of 58
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-- PAGE NO.
11
==================================================================== 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 (PROVIDE EQUAL NUMBER OF BARS ON EACH FACE) TIE BAR NUMBER 10 SPACING 320.00 MM
END
0.650
==================================================================== 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 (PROVIDE EQUAL NUMBER OF BARS ON EACH FACE) TIE BAR NUMBER 10 SPACING 320.00 MM
END
0.650
==================================================================== 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 (PROVIDE EQUAL NUMBER OF BARS ON EACH FACE) TIE BAR NUMBER 10 SPACING 320.00 MM
END
C:\SProV8i\STAAD\Plugins\METERING BUILDING-1642K.anl
0.650
Page 11 of 58
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-- PAGE NO.
12
==================================================================== 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 (PROVIDE EQUAL NUMBER OF BARS ON EACH FACE) TIE BAR NUMBER 10 SPACING 320.00 MM
END
0.650
********************END OF COLUMN DESIGN RESULTS********************
189. DESIGN BEAM 7 TO 10 17 TO 27 32 TO 39 41
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-- PAGE NO.
13
===================================================================== BEAM LEN -
NO.
5750. MM
7 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 FY -
420.
FC -
28.
MPA, SIZE -
250. X
800. MMS
LEVEL
HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________
1 2 3
56. 744. 744.
B E A M
2 - 16MM 2 - 16MM 4 - 16MM
N O.
0. 0. 3286.
7 D E S I G N
4235. 1076. 5750.
YES YES NO
NO NO YES
R E S U L T S - SHEAR
AT START - Vu= 53.69 KNS Vc= 235.06 KNS Vs= 0.00 Tu= 3.27 KN-MET Tc= 6.5 KN-MET Ts= 0.0 KN-MET LOAD STIRRUPS ARE NOT REQUIRED. AT END - Vu= 92.35 KNS Vc= 161.51 KNS Vs= 0.00 Tu= 3.27 KN-MET Tc= 6.5 KN-MET Ts= 0.0 KN-MET LOAD 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
KNS 101 KNS 101
___ 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 6| | | | | | | | | | | | | | | | | | | | | | | | | | | | | | | | | | | | | | | | | | | | | | | | | | | | | | | | | | | | | | | | | | | | | | | | | 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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-- PAGE NO.
14
===================================================================== BEAM LEN -
NO.
2750. MM
8 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 FY -
420.
FC -
28.
MPA, SIZE -
250. X
800. MMS
LEVEL
HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________
1 2
58. 739.
B E A M
3 - 20MM 2 - 25MM
N O.
685. 0.
8 D E S I G N
2750. 2106.
NO YES
YES NO
R E S U L T S - SHEAR
AT START - 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 201 STIRRUPS 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 - 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 0| | | | | | |ooo| |ooo| |ooo| |ooo| |ooo| |ooo| |ooo| |ooo| |ooo| |___| |___| |___| |___| |___| |___| |___| |___| |___| |___| |___| |___|
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-- PAGE NO.
15
===================================================================== BEAM LEN -
NO.
5750. MM
9 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 FY -
420.
FC -
28.
MPA, SIZE -
350. X
500. MMS
LEVEL
HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________
1 2 3
56. 444. 444.
B E A M
3 - 16MM 2 - 16MM 4 - 16MM
N O.
0. 0. 3956.
9 D E S I G N
4700. 1076. 5750.
YES YES NO
NO NO YES
R E S U L T S - SHEAR
AT START - Vu= 43.65 KNS Vc= 240.43 KNS Vs= 0.00 Tu= 3.03 KN-MET Tc= 6.0 KN-MET Ts= 0.0 KN-MET LOAD STIRRUPS ARE NOT REQUIRED. AT END - Vu= 63.42 KNS Vc= 134.71 KNS Vs= 0.00 Tu= 3.03 KN-MET Tc= 6.0 KN-MET Ts= 0.0 KN-MET LOAD 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
KNS 101 KNS 101
___ 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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-- PAGE NO.
16
===================================================================== BEAM LEN -
NO.
5750. MM
10 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 FY -
420.
FC -
28.
MPA, SIZE -
350. X
500. MMS
LEVEL
HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________
1 2 3
56. 444. 444.
B E A M
3 - 16MM 4 - 16MM 2 - 16MM
N O.
820. 0. 4435.
10 D E S I G N
5169. 1555. 5750.
NO YES NO
NO NO YES
R E S U L T S - SHEAR
AT START - Vu= 63.71 KNS Vc= 134.32 KNS Vs= 0.00 KNS Tu= 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 - Vu= 43.36 KNS Vc= 185.99 KNS Vs= Tu= 2.09 KN-MET Tc= 6.0 KN-MET Ts= 0.0 KN-MET STIRRUPS ARE NOT REQUIRED.
0.00 KNS LOAD 101
___ 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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-- PAGE NO.
17
===================================================================== BEAM LEN -
NO.
2900. MM
17 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 FY -
420.
FC -
28.
MPA, SIZE -
250. X
800. MMS
LEVEL
HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________
1 2
56. 744.
B E A M
2 - 16MM 2 - 16MM
N O.
0. 0.
17 D E S I G N
2900. 1322.
YES YES
YES NO
R E S U L T S - SHEAR
AT START - Vu= 25.46 KNS Vc= 222.33 KNS Vs= Tu= 4.17 KN-MET Tc= 6.4 KN-MET Ts= 0.0 KN-MET STIRRUPS ARE NOT REQUIRED. AT END - Vu= 18.78 KNS Vc= 157.95 KNS Vs= Tu= 4.17 KN-MET Tc= 6.4 KN-MET Ts= 0.0 KN-MET STIRRUPS ARE NOT REQUIRED.
0.00 KNS LOAD 101 0.00 KNS LOAD 101
___ 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 6|oo | |oo | |oo | |oo | |oo | |oo | |___| |___| |___| |___| |___| |___|
C:\SProV8i\STAAD\Plugins\METERING BUILDING-1642K.anl
Page 17 of 58
Monday, September 09, 2013, 08:03 AM STAAD SPACE
-- PAGE NO.
18
===================================================================== BEAM LEN -
NO.
2750. MM
18 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 FY -
420.
FC -
28.
MPA, SIZE -
250. X
800. MMS
LEVEL
HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________
1 2
58. 742.
B E A M
3 - 20MM 3 - 20MM
N O.
447. 0.
18 D E S I G N
2750. 2006.
NO YES
YES NO
R E S U L T S - SHEAR
AT START - 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 209 STIRRUPS 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 - 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 0| | |ooo| |ooo| |ooo| |ooo| |ooo| |___| |___| |___| |___| |___| |___|
C:\SProV8i\STAAD\Plugins\METERING BUILDING-1642K.anl
Page 18 of 58
Monday, September 09, 2013, 08:03 AM STAAD SPACE
-- PAGE NO.
19
===================================================================== BEAM LEN -
NO.
2900. MM
19 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 FY -
420.
FC -
28.
MPA, SIZE -
350. X
500. MMS
LEVEL
HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________
1 2
56. 444.
B E A M
3 - 16MM 2 - 16MM
N O.
0. 0.
19 D E S I G N
2900. 1080.
YES YES
YES NO
R E S U L T S - SHEAR
AT START - Vu= 55.33 KNS Vc= 193.76 KNS Vs= Tu= 4.01 KN-MET Tc= 6.0 KN-MET Ts= 0.0 KN-MET STIRRUPS ARE NOT REQUIRED. AT END - Vu= 0.68 KNS Vc= 129.75 KNS Vs= Tu= 4.01 KN-MET Tc= 6.0 KN-MET Ts= 0.0 KN-MET STIRRUPS ARE NOT REQUIRED.
0.00 KNS LOAD 101 0.00 KNS LOAD 101
___ 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 | | | | | | | | | | | | | |_________| |_________| |_________| |_________| |_________| |_________|
C:\SProV8i\STAAD\Plugins\METERING BUILDING-1642K.anl
Page 19 of 58
Monday, September 09, 2013, 08:03 AM STAAD SPACE
-- PAGE NO.
20
===================================================================== BEAM LEN -
NO.
5750. MM
20 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 FY -
420.
FC -
28.
MPA, SIZE -
350. X
500. MMS
LEVEL
HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________
1 2 3
56. 444. 444.
B E A M
3 - 16MM 4 - 16MM 2 - 16MM
N O.
829. 0. 4435.
20 D E S I G N
5160. 2034. 5750.
NO YES NO
NO NO YES
R E S U L T S - SHEAR
AT START - Vu= 64.44 KNS Vc= 134.00 KNS Vs= 0.00 KNS Tu= 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 - Vu= 42.63 KNS Vc= 191.59 KNS Vs= Tu= 1.96 KN-MET Tc= 6.0 KN-MET Ts= 0.0 KN-MET STIRRUPS ARE NOT REQUIRED.
0.00 KNS LOAD 101
___ 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 | | | | | | | | | | | | | | | |_________| |_________| |_________| |_________| |_________| |_________|
C:\SProV8i\STAAD\Plugins\METERING BUILDING-1642K.anl
Page 20 of 58
Monday, September 09, 2013, 08:03 AM STAAD SPACE
-- PAGE NO.
21
===================================================================== BEAM LEN -
NO.
6000. MM
21 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 FY -
420.
FC -
28.
MPA, SIZE -
250. X
800. MMS
LEVEL
HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________
1 2 3
56. 744. 744.
B E A M
3 - 16MM 3 - 16MM 3 - 16MM
N O.
0. 0. 4153.
21 D E S I G N
5426. 1097. 6000.
YES YES NO
NO NO YES
R E S U L T S - SHEAR
AT START - Vu= 74.43 KNS Vc= 293.13 KNS Vs= 0.00 Tu= 0.80 KN-MET Tc= 6.6 KN-MET Ts= 0.0 KN-MET LOAD STIRRUPS ARE NOT REQUIRED. AT END - Vu= 85.55 KNS Vc= 220.32 KNS Vs= 0.00 Tu= 0.93 KN-MET Tc= 6.7 KN-MET Ts= 0.0 KN-MET LOAD 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
KNS 101 KNS 108
___ 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 6| | | | | | | | | | | | | | | | | | | | | | | | | | | | | | | | | | | | | 3#16 | 3#16 | 3#16 | 3#16 | 3#16 | | |ooo| |ooo| |ooo| |ooo| |ooo| | | |___| |___| |___| |___| |___| |___|
C:\SProV8i\STAAD\Plugins\METERING BUILDING-1642K.anl
Page 21 of 58
Monday, September 09, 2013, 08:03 AM STAAD SPACE
-- PAGE NO.
22
===================================================================== BEAM LEN -
NO.
6000. MM
22 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 FY -
420.
FC -
28.
MPA, SIZE -
350. X
500. MMS
LEVEL
HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________
1 2 3
56. 444. 444.
B E A M
3 - 16MM 2 - 16MM 3 - 16MM
N O.
0. 0. 4153.
22 D E S I G N
5410. 1097. 6000.
YES YES NO
NO NO YES
R E S U L T S - SHEAR
AT START - Vu= 53.02 KNS Vc= 187.06 KNS Vs= 0.00 Tu= 0.67 KN-MET Tc= 6.0 KN-MET Ts= 0.0 KN-MET LOAD STIRRUPS ARE NOT REQUIRED. AT END - Vu= 62.42 KNS Vc= 138.95 KNS Vs= 0.00 Tu= 0.67 KN-MET Tc= 6.0 KN-MET Ts= 0.0 KN-MET LOAD 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
KNS 101 KNS 101
___ 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 | | | | | | | | | | | | | | | |_________| |_________| |_________| |_________| |_________| |_________|
C:\SProV8i\STAAD\Plugins\METERING BUILDING-1642K.anl
Page 22 of 58
Monday, September 09, 2013, 08:03 AM STAAD SPACE
-- PAGE NO.
23
===================================================================== BEAM LEN -
NO.
6000. MM
23 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 FY -
420.
FC -
28.
MPA, SIZE -
350. X
500. MMS
LEVEL
HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________
1 2 3
58. 444. 444.
B E A M
2 - 20MM 2 - 16MM 3 - 16MM
N O.
0. 0. 4653.
23 D E S I G N
5563. 1097. 6000.
YES YES NO
NO NO YES
R E S U L T S - SHEAR
AT START - Vu= 74.82 KNS Vc= 168.61 KNS Vs= 0.00 KNS Tu= 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 - 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 | | | | | | | | | | | | | | | |_________| |_________| |_________| |_________| |_________| |_________|
C:\SProV8i\STAAD\Plugins\METERING BUILDING-1642K.anl
Page 23 of 58
Monday, September 09, 2013, 08:03 AM STAAD SPACE
-- PAGE NO.
24
===================================================================== BEAM LEN -
NO.
6000. MM
24 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 FY -
420.
FC -
28.
MPA, SIZE -
350. X
600. MMS
LEVEL
HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________
1 2 3
61. 544. 544.
B E A M
2 - 25MM 2 - 16MM 3 - 16MM
N O.
0. 0. 4653.
24 D E S I G N
6000. 597. 6000.
YES YES NO
YES NO YES
R E S U L T S - SHEAR
AT START - Vu= 90.41 KNS Vc= 215.90 KNS Vs= 0.00 KNS Tu= 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 - 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 | | | | | | | | | | | | | |_________| |_________| |_________| |_________| |_________| |_________|
C:\SProV8i\STAAD\Plugins\METERING BUILDING-1642K.anl
Page 24 of 58
Monday, September 09, 2013, 08:03 AM STAAD SPACE
-- PAGE NO.
25
===================================================================== BEAM LEN -
NO.
3000. MM
25 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 FY -
420.
FC -
28.
MPA, SIZE -
250. X
800. MMS
LEVEL
HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________
1 2
58. 744.
B E A M
3 - 20MM 3 - 16MM
N O.
0. 1528.
25 D E S I G N
2826. 3000.
YES NO
NO YES
R E S U L T S - SHEAR
AT START - 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 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. AT END - 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 6| | | | | | | | | | | | | | | | | | | | | | | | | | | | | | | | | | | | | 3#20 | 3#20 | 3#20 | 3#20 | 3#20 | | |ooo| |ooo| |ooo| |ooo| |ooo| | | |___| |___| |___| |___| |___| |___|
C:\SProV8i\STAAD\Plugins\METERING BUILDING-1642K.anl
Page 25 of 58
Monday, September 09, 2013, 08:03 AM STAAD SPACE
-- PAGE NO.
26
===================================================================== BEAM LEN -
NO.
3000. MM
26 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 FY -
420.
FC -
28.
MPA, SIZE -
250. X
800. MMS
LEVEL
HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________
1 2
58. 744.
B E A M
3 - 20MM 3 - 16MM
N O.
0. 1528.
26 D E S I G N
2834. 3000.
YES NO
NO YES
R E S U L T S - SHEAR
AT START - 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 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. AT END - 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 6| | | | | | | | | | | | | | | | | | | | | | | | | | | | | | | | | | | | | 3#20 | 3#20 | 3#20 | 3#20 | 3#20 | | |ooo| |ooo| |ooo| |ooo| |ooo| | | |___| |___| |___| |___| |___| |___|
C:\SProV8i\STAAD\Plugins\METERING BUILDING-1642K.anl
Page 26 of 58
Monday, September 09, 2013, 08:03 AM STAAD SPACE
-- PAGE NO.
27
===================================================================== BEAM LEN -
NO.
6000. MM
27 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 FY -
420.
FC -
28.
MPA, SIZE -
250. X
800. MMS
LEVEL
HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________
1 2 3
56. 744. 744.
B E A M
4 - 16MM 2 - 16MM 2 - 16MM
N O.
0. 0. 5153.
27 D E S I G N
6000. 597. 6000.
YES YES NO
YES NO YES
R E S U L T S - SHEAR
AT START - Vu= 77.43 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 AT END - 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 6| | | | | | | | | | | | | | | | | | | | | | | | | | | | | | | | | | | | | 4#16 | 4#16 | 4#16 | 4#16 | 4#16 | 4#1 6|ooo| |ooo| |ooo| |ooo| |ooo| |ooo| |___| |___| |___| |___| |___| |___|
C:\SProV8i\STAAD\Plugins\METERING BUILDING-1642K.anl
Page 27 of 58
Monday, September 09, 2013, 08:03 AM STAAD SPACE
-- PAGE NO.
28
===================================================================== BEAM LEN -
NO.
2900. MM
32 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 FY -
420.
FC -
28.
MPA, SIZE -
250. X
400. MMS
LEVEL
HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________
1 2 3
56. 344. 344.
B E A M
2 - 16MM 2 - 16MM 2 - 16MM
N O.
0. 0. 1458.
32 D E S I G N
2655. 1080. 2900.
YES YES NO
NO NO YES
R E S U L T S - SHEAR
AT START - Vu= 35.48 KNS Vc= 84.71 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 AT END - 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 | | | | | | | | | | | | | | | |_________| |_________| |_________| |_________| |_________| |_________|
C:\SProV8i\STAAD\Plugins\METERING BUILDING-1642K.anl
Page 28 of 58
Monday, September 09, 2013, 08:03 AM STAAD SPACE
-- PAGE NO.
29
===================================================================== BEAM LEN -
NO.
2250. MM
33 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 FY -
420.
FC -
28.
MPA, SIZE -
250. X
400. MMS
LEVEL
HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________
1 2 3
56. 344. 344.
B E A M
2 - 16MM 2 - 16MM 2 - 16MM
N O.
201. 0. 810.
33 D E S I G N
1393. 1347. 2250.
NO YES NO
NO NO YES
R E S U L T S - SHEAR
AT START - Vu= 13.99 KNS Vc= 76.37 KNS Vs= 0.00 Tu= 0.31 KN-MET Tc= 2.6 KN-MET Ts= 0.0 KN-MET LOAD STIRRUPS ARE NOT REQUIRED. AT END - Vu= 35.94 KNS Vc= 72.78 KNS Vs= 0.00 Tu= 0.31 KN-MET Tc= 2.6 KN-MET Ts= 0.0 KN-MET LOAD 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
KNS 101 KNS 101
___ 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 | | | | | | | | | | | | | | | | | |_________| |_________| |_________| |_________| |_________| |_________|
C:\SProV8i\STAAD\Plugins\METERING BUILDING-1642K.anl
Page 29 of 58
Monday, September 09, 2013, 08:03 AM STAAD SPACE
-- PAGE NO.
30
===================================================================== BEAM LEN -
NO.
2850. MM
34 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 FY -
420.
FC -
28.
MPA, SIZE -
250. X
800. MMS
LEVEL
HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________
1 2
56. 744.
B E A M
2 - 16MM 4 - 16MM
N O.
0. 282.
34 D E S I G N
1251. 2850.
YES NO
NO YES
R E S U L T S - SHEAR
AT START - 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 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. AT END - 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 6| | | | | | | | | | | | | | | | | | | | | | | | | | | | | | | | | | | | | 2#16 | 2#16 | 2#16 | | | | | | |oo | |oo | |oo | | | | | | | |___| |___| |___| |___| |___| |___|
C:\SProV8i\STAAD\Plugins\METERING BUILDING-1642K.anl
Page 30 of 58
Monday, September 09, 2013, 08:03 AM STAAD SPACE
-- PAGE NO.
31
===================================================================== BEAM LEN -
NO.
2250. MM
35 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 FY -
420.
FC -
28.
MPA, SIZE -
250. X
400. MMS
LEVEL
HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________
1 2 3
56. 344. 344.
B E A M
2 - 16MM 2 - 16MM 2 - 16MM
N O.
0. 0. 810.
35 D E S I G N
1855. 597. 2250.
YES YES NO
NO NO YES
R E S U L T S - SHEAR
AT START - Vu= 18.32 KNS Vc= 75.29 KNS Vs= 0.00 Tu= 0.63 KN-MET Tc= 2.5 KN-MET Ts= 0.0 KN-MET LOAD STIRRUPS ARE NOT REQUIRED. AT END - Vu= 31.60 KNS Vc= 76.90 KNS Vs= 0.00 Tu= 0.63 KN-MET Tc= 2.5 KN-MET Ts= 0.0 KN-MET LOAD 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
KNS 101 KNS 101
___ 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 | | | | | | | | | | | | | | | |_________| |_________| |_________| |_________| |_________| |_________|
C:\SProV8i\STAAD\Plugins\METERING BUILDING-1642K.anl
Page 31 of 58
Monday, September 09, 2013, 08:03 AM STAAD SPACE
-- PAGE NO.
32
===================================================================== BEAM LEN -
NO.
6000. MM
36 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 FY -
420.
FC -
28.
MPA, SIZE -
250. X
800. MMS
LEVEL
HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________
1 2 3
58. 744. 744.
B E A M
2 - 20MM 3 - 16MM 3 - 16MM
N O.
0. 0. 4153.
36 D E S I G N
5556. 1097. 6000.
YES YES NO
NO NO YES
R E S U L T S - SHEAR
AT START - Vu= 81.06 KNS Vc= 207.94 KNS Vs= 0.00 KNS Tu= 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 - Vu= 77.11 KNS Vc= 293.87 KNS Vs= Tu= 0.09 KN-MET Tc= 6.6 KN-MET Ts= 0.0 KN-MET STIRRUPS ARE NOT REQUIRED.
0.00 KNS LOAD 101
___ 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 6| | | | | | | | | | | | | | | | | | | | | | | | | | | | | | | | | | | | | 2#20 | 2#20 | 2#20 | 2#20 | 2#20 | | |oo | |oo | |oo | |oo | |oo | | | |___| |___| |___| |___| |___| |___|
C:\SProV8i\STAAD\Plugins\METERING BUILDING-1642K.anl
Page 32 of 58
Monday, September 09, 2013, 08:03 AM STAAD SPACE
-- PAGE NO.
33
===================================================================== BEAM LEN -
NO.
2250. MM
37 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 FY -
420.
FC -
28.
MPA, SIZE -
300. X
400. MMS
LEVEL
HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________
1 2
56. 344.
B E A M
2 - 16MM 3 - 16MM
N O.
1720. 0.
37 D E S I G N
2250. 2250.
NO YES
YES YES
R E S U L T S - SHEAR
AT START - 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 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. AT END - 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 | | | | | | | | | | | |___________| |___________| |___________| |___________| |___________|
C:\SProV8i\STAAD\Plugins\METERING BUILDING-1642K.anl
Page 33 of 58
Monday, September 09, 2013, 08:03 AM STAAD SPACE
-- PAGE NO.
34
===================================================================== BEAM LEN -
NO.
2850. MM
38 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 FY -
420.
FC -
28.
MPA, SIZE -
350. X
500. MMS
LEVEL
HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________
1 2
56. 444.
B E A M
3 - 16MM 4 - 16MM
N O.
0. 947.
38 D E S I G N
1813. 2850.
YES NO
NO YES
R E S U L T S - SHEAR
AT START - 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 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. AT END - 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 | | | | | | | | | | | | | | | |_________| |_________| |_________| |_________| |_________|
C:\SProV8i\STAAD\Plugins\METERING BUILDING-1642K.anl
Page 34 of 58
Monday, September 09, 2013, 08:03 AM STAAD SPACE
-- PAGE NO.
35
===================================================================== BEAM LEN -
NO.
2250. MM
39 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 FY -
420.
FC -
28.
MPA, SIZE -
300. X
400. MMS
LEVEL
HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________
1 2
56. 344.
B E A M
2 - 16MM 2 - 16MM
N O.
0. 0.
39 D E S I G N
10. 2250.
YES YES
NO YES
R E S U L T S - SHEAR
AT START - Vu= 1.72 KNS Vc= 86.19 KNS Vs= Tu= 0.10 KN-MET Tc= 3.4 KN-MET Ts= 0.0 KN-MET STIRRUPS ARE NOT REQUIRED. AT END - Vu= 16.56 KNS Vc= 86.19 KNS Vs= Tu= 0.10 KN-MET Tc= 3.4 KN-MET Ts= 0.0 KN-MET STIRRUPS ARE NOT REQUIRED.
0.00 KNS LOAD 101 0.00 KNS LOAD 101
___ 28J____________________ 2250X 300X 400_____________________ 25J____ | | ||=========================================================================|| | 2No16 H 344. 0.TO 2250 | | | | 2No16 H 56. 0.TO 10 | || | | | |___________________________________________________________________________| ___________ ___________ ___________ ___________ ___________ | | | | | | | | | | | oo | | oo | | oo | | oo | | oo | | 2#16 | | 2#16 | | 2#16 | | 2#16 | | 2#16 | | | | | | | | | | | | 2#16 | | | | | | | | | | oo | | | | | | | | | | | | | | | | | | | |___________| |___________| |___________| |___________| |___________|
C:\SProV8i\STAAD\Plugins\METERING BUILDING-1642K.anl
Page 35 of 58
Monday, September 09, 2013, 08:03 AM STAAD SPACE
-- PAGE NO.
36
===================================================================== BEAM LEN -
NO.
2900. MM
41 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 FY -
420.
FC -
28.
MPA, SIZE -
300. X
400. MMS
LEVEL
HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________
1 2 3
56. 344. 344.
B E A M
2 - 16MM 2 - 16MM 2 - 16MM
N O.
0. 0. 1458.
41 D E S I G N
2835. 838. 2900.
YES YES NO
NO NO YES
R E S U L T S - SHEAR
AT START - Vu= 17.05 KNS Vc= 91.36 KNS Vs= 0.00 KNS Tu= 5.72 KN-MET Tc= 3.4 KN-MET Ts= 7.6 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 1108. MM ADDITIONAL LONGITUDINAL STEEL REQD. FOR TORSIONAL RESISTANCE = 1.68 SQ.CM. AT END - Vu= 20.46 KNS Vc= 159.41 KNS Vs= 0.00 KNS Tu= 5.72 KN-MET Tc= 3.4 KN-MET Ts= 7.6 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 1108. MM ADDITIONAL LONGITUDINAL STEEL REQD. FOR TORSIONAL RESISTANCE = 1.68 SQ.CM.
___ 22J____________________ 2900X 300X 400_____________________ 25J____ | | ||==================== =====================================|| | 2No16 H 344.| 0.TO 838 |2No16 H|344.1458.TO|2900 | | | | | 10*10c/c132 | | | | | | | | 10*10c/c132 | | | 2No16 H |56.| 0.TO 2835 | | | | | | | | | | | ||========================================================================= | | | |___________________________________________________________________________| ___________ ___________ ___________ ___________ ___________ | | | | | | | | | | | oo | | oo | | | | oo | | oo | | 2#16 | | 2#16 | | | | 2#16 | | 2#16 | | | | | | | | | | | | 2#16 | | 2#16 | | 2#16 | | 2#16 | | | | oo | | oo | | oo | | oo | | | | | | | | | | | | | |___________| |___________| |___________| |___________| |___________|
C:\SProV8i\STAAD\Plugins\METERING BUILDING-1642K.anl
Page 36 of 58
Monday, September 09, 2013, 08:03 AM STAAD SPACE
-- PAGE NO.
37
********************END OF BEAM DESIGN**************************
190. 191. 192. 193.
END CONCRETE DESIGN **UNFACTORED LOAD LOAD LIST 101 TO 121 PRINT REACTION ALL
C:\SProV8i\STAAD\Plugins\METERING BUILDING-1642K.anl
Page 37 of 58
PROJECT:
SALES GAS DELIVERY SYSTEM
JOB NO.:
BI-21-00052
SHEET NO.:
LOCATION:
RIYADH
DESIGN BY:
AAM
DATE:
CLIENT:
SAUDI ARAMCO
CHECKED BY:
SAM
APPROVED BY:
PRINT REACTIONS 5.0 COMPUTER OUTPUT FILE
09/09/2013 MAG
Monday, September 09, 2013, 08:07 AM STAAD SPACE
-- PAGE NO.
REACTIONS -UNIT KN ----------------T
1
3
5
METE
38
STRUCTURE TYPE = SPACE
LOAD
FORCE-X
FORCE-Y
FORCE-Z
MOM-X
MOM-Y
MOM Z
101 102 103 104 105 106 107 108 109 110 111 112 113 114 115 116 117 118 119 120 121 101 102 103 104 105 106 107 108 109 110 111 112 113 114 115 116 117 118 119 120 121 101 102 103 104 105 106
29.15 21.54 27.53 29.09 29.09 18.96 26.99 29.07 29.07 23.78 28.01 29.11 29.11 7.38 15.41 17.50 17.49 28.50 29.17 17.09 17.56 36.27 26.92 33.21 35.42 35.89 23.80 32.19 35.14 35.76 29.66 34.11 35.67 36.00 9.29 17.67 20.62 21.24 34.94 36.18 20.83 21.69 -65.07 -70.22 -67.31 -64.65 -64.96 -71.90
298.98 292.50 297.47 292.51 296.40 292.88 296.97 290.35 295.54 293.84 297.91 294.41 297.15 168.72 172.81 166.19 171.38 296.22 296.22 174.22 174.22 537.90 533.45 537.78 532.88 535.72 538.17 537.74 531.20 534.99 533.39 537.82 534.35 536.36 311.83 311.40 304.86 308.65 533.22 532.59 311.55 311.11 356.72 359.25 358.30 346.87 352.75 362.74
47.01 47.22 47.19 37.69 44.76 47.18 47.25 34.59 44.01 47.18 47.14 40.43 45.42 28.57 28.65 15.98 25.40 47.16 46.33 28.45 27.87 10.32 10.08 10.26 -15.24 7.90 10.25 10.25 -23.76 7.10 10.10 10.28 -7.74 8.61 5.68 5.68 -28.33 2.53 10.11 9.35 5.74 5.20 55.75 55.95 55.63 43.51 51.92 55.79
11.42 11.51 11.56 4.81 9.62 11.54 11.60 2.61 9.02 11.48 11.52 6.75 10.15 6.96 7.03 -1.97 4.44 11.47 10.80 6.88 6.41 9.53 9.09 9.40 -15.80 4.64 9.37 9.36 -24.24 3.01 9.13 9.44 -8.37 6.07 4.80 4.78 -28.81 -1.56 9.16 7.71 4.92 3.91 13.97 14.02 13.88 5.69 11.24 14.00
-0.19 -0.20 -0.16 0.28 -0.11 -0.22 -0.16 0.43 -0.08 -0.20 -0.17 0.14 -0.13 -0.13 -0.06 0.53 0.02 -0.17 -0.15 -0.08 -0.07 0.27 0.26 0.29 1.02 0.56 0.28 0.29 1.27 0.66 0.26 0.28 0.80 0.48 0.14 0.15 1.13 0.52 0.26 0.31 0.13 0.16 0.02 0.00 0.03 -1.00 -0.30 -0.01
-7.62 -2.36 -6.34 -7.46 -7.53 -0.60 -5.92 -7.40 -7.50 -3.90 -6.72 -7.51 -7.56 2.45 -2.86 -4.35 -4.45 -7.03 -7.61 -4.15 -4.56 -11.08 -5.91 -9.37 -10.72 -10.91 -4.19 -8.80 -10.61 -10.86 -7.43 -9.87 -10.83 -10.96 0.25 -4.36 -6.17 -6.42 -10.32 -11.05 -6.11 -6.62 13.05 16.88 14.68 13.07 13.09 18.16
C:\SProV8i\STAAD\Plugins\METERING BUILDING-1642K.anl
Page 38 of 58
Monday, September 09, 2013, 08:07 AM STAAD SPACE
-- PAGE NO.
REACTIONS -UNIT KN ----------------T
12
14
METE
39
STRUCTURE TYPE = SPACE
LOAD
FORCE-X
FORCE-Y
FORCE-Z
MOM-X
MOM-Y
MOM Z
107 108 109 110 111 112 113 114 115 116 117 118 119 120 121 101 102 103 104 105 106 107 108 109 110 111 112 113 114 115 116 117 118 119 120 121 101 102 103 104 105 106 107 108 109 110 111 112
-68.06 -64.52 -64.92 -68.72 -66.65 -64.78 -64.99 -45.94 -42.10 -38.56 -38.97 -65.79 -65.06 -39.60 -39.09 45.03 33.74 42.39 46.49 45.68 30.02 41.50 46.98 45.90 37.05 43.16 46.06 45.49 11.94 23.42 28.89 27.81 43.80 45.18 26.10 27.07 -63.62 -70.03 -65.69 -64.49 -64.05 -72.13 -66.38 -64.78 -64.20 -68.16 -65.08 -64.24
358.83 343.59 351.42 357.92 357.84 349.76 353.91 215.29 211.37 196.14 203.97 355.60 353.57 209.87 208.45 536.56 532.06 536.50 536.31 536.06 536.95 536.49 536.22 535.89 531.98 536.52 536.38 536.20 310.83 310.37 310.11 309.77 531.77 531.68 310.44 310.38 356.05 358.94 357.68 366.90 360.58 362.52 358.22 370.52 362.08 357.52 357.20 363.72
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15.23 13.07 13.10 15.76 14.20 13.06 13.07 12.94 10.01 7.85 7.88 13.64 13.05 8.24 7.82 -14.40 -8.21 -12.92 -14.76 -14.53 -6.16 -12.43 -14.89 -14.57 -10.02 -13.36 -14.66 -14.49 -0.37 -6.65 -9.10 -8.79 -13.70 -14.43 -8.14 -8.65 11.86 16.45 13.32 12.13 12.02 17.99 13.81 12.21 12.07 15.10 12.89 12.05
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REACTIONS -UNIT KN ----------------T
21
24
METE
40
STRUCTURE TYPE = SPACE
LOAD
FORCE-X
FORCE-Y
FORCE-Z
MOM-X
MOM-Y
MOM Z
113 114 115 116 117 118 119 120 121 101 102 103 104 105 106 107 108 109 110 111 112 113 114 115 116 117 118 119 120 121 101 102 103 104 105 106 107 108 109 110 111 112 113 114 115 116 117 118
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11.97 13.24 9.06 7.46 7.32 12.40 11.89 7.49 7.13 -4.24 0.95 -3.40 -5.11 -4.82 2.69 -3.12 -5.40 -5.01 -0.58 -3.65 -4.86 -4.65 4.36 -1.45 -3.73 -3.34 -3.63 -4.36 -2.14 -2.64 4.07 9.05 4.92 3.19 3.49 10.70 5.20 2.90 3.30 7.59 4.67 3.45 3.66 9.09 3.59 1.29 1.69 4.70
C:\SProV8i\STAAD\Plugins\METERING BUILDING-1642K.anl
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-- PAGE NO.
REACTIONS -UNIT KN ----------------T
29
METE
41
STRUCTURE TYPE = SPACE
LOAD
FORCE-X
FORCE-Y
FORCE-Z
MOM-X
MOM-Y
MOM Z
119 120 121 101 102 103 104 105 106 107 108 109 110 111 112 113 114 115 116 117 118 119 120 121
-16.54 -10.39 -10.00 17.67 7.84 16.20 16.21 16.77 4.48 15.72 15.72 16.47 10.75 16.63 16.63 17.03 -2.42 8.81 8.82 9.57 17.09 17.53 10.31 10.62
142.63 84.75 84.54 353.32 344.68 351.95 345.57 349.49 345.73 351.49 342.98 348.22 346.35 352.35 347.84 350.61 197.31 203.07 194.56 199.80 349.50 349.21 204.30 204.09
-7.35 -3.89 -4.31 -39.36 -39.40 -39.12 -50.69 -43.02 -39.20 -39.04 -54.46 -44.24 -39.43 -39.19 -47.37 -41.95 -23.82 -23.66 -39.08 -28.86 -39.43 -40.70 -23.92 -24.81
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************** END OF LATEST ANALYSIS RESULT **************
194. **FACTORED LOAD 195. LOAD LIST 201 TO 218 196. PRINT REACTION ALL
C:\SProV8i\STAAD\Plugins\METERING BUILDING-1642K.anl
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Monday, September 09, 2013, 08:05 AM STAAD SPACE
-- PAGE NO.
REACTIONS -UNIT KN ----------------T
1
3
5
METE
42
STRUCTURE TYPE = SPACE
LOAD
FORCE-X
FORCE-Y
FORCE-Z
MOM-X
MOM-Y
MOM Z
201 202 203 204 205 206 207 208 209 210 211 212 213 214 215 216 217 218 201 202 203 204 205 206 207 208 209 210 211 212 213 214 215 216 217 218 201 202 203 204 205 206 207 208 209 210 211 212
40.99 34.92 26.78 33.20 34.87 34.86 18.77 31.62 34.95 34.94 34.32 35.00 10.06 22.91 26.24 26.23 25.67 26.35 50.75 43.53 33.56 40.27 42.63 43.12 23.57 36.98 41.70 42.69 42.20 43.44 12.68 26.10 30.82 31.81 31.30 32.54 -91.27 -78.04 -83.50 -80.42 -77.59 -77.91 -89.10 -82.95 -77.28 -77.93 -78.80 -78.07
407.91 361.82 356.94 360.21 354.92 359.07 343.69 350.23 339.64 347.93 356.40 356.40 252.47 259.01 248.42 256.72 261.38 261.38 726.98 652.94 653.15 652.81 647.58 650.60 632.87 632.19 621.72 627.78 641.74 641.10 467.78 467.09 456.63 462.68 467.33 466.69 488.28 431.24 436.06 432.93 420.74 427.01 432.14 425.88 401.50 414.03 427.34 425.31
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C:\SProV8i\STAAD\Plugins\METERING BUILDING-1642K.anl
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-- PAGE NO.
REACTIONS -UNIT KN ----------------T
12
14
21
METE
43
STRUCTURE TYPE = SPACE
LOAD
FORCE-X
FORCE-Y
FORCE-Z
MOM-X
MOM-Y
MOM Z
213 214 215 216 217 218 201 202 203 204 205 206 207 208 209 210 211 212 213 214 215 216 217 218 201 202 203 204 205 206 207 208 209 210 211 212 213 214 215 216 217 218 201 202 203 204 205 206
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24
29
METE
44
STRUCTURE TYPE = SPACE
LOAD
FORCE-X
FORCE-Y
FORCE-Z
MOM-X
MOM-Y
MOM Z
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45
************** END OF LATEST ANALYSIS RESULT **************
197. PRINT T DISPLACEMENTS ALL
C:\SProV8i\STAAD\Plugins\METERING BUILDING-1642K.anl
Page 45 of 58
PROJECT:
SALES GAS DELIVERY SYSTEM
JOB NO.:
BI-21-00052
SHEET NO.:
LOCATION:
RIYADH
DESIGN BY:
AAM
DATE:
CLIENT:
SAUDI ARAMCO
CHECKED BY:
SAM
APPROVED BY:
PRINT T DISPLACEMENT 6.0 COMPUTER OUTPUT FILE
09/09/2013 MAG
Monday, September 09, 2013, 08:06 AM STAAD SPACE
-- PAGE NO.
T DISPLACEMENT (CM -----------------T
1
2
3
LOAD
201 202 203 204 205 206 207 208 209 210 211 212 213 214 215 216 217 218 201 202 203 204 205 206 207 208 209 210 211 212 213 214 215 216 217 218 201 202 203 204 205 206 207 208 209 210 211 212
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46
STRUCTURE TYPE = SPACE
Z-TRANS
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C:\SProV8i\STAAD\Plugins\METERING BUILDING-1642K.anl
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4
5
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LOAD
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0.0004 0.0005 0.0831 0.0251 0.0002 0.0029 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 -0.0079 -0.0062 -0.0107 -0.0129 0.1782 0.0726 -0.0154 -0.0199 0.3623 0.1512 -0.0089 0.0190 -0.0139 -0.0184 0.3638 0.1527 -0.0075 0.0203 -0.0030 -0.0026 -0.0028 -0.0028 0.0044 0.0000
X-ROTAN
-0.0010 -0.0010 -0.0009 -0.0009 -0.0010 -0.0010 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0001 0.0001 0.0000 0.0000 0.0003 0.0001 0.0000 0.0000 0.0000 0.0000 0.0003 0.0001 0.0000 0.0000 -0.0001 -0.0001 -0.0001 -0.0001 0.0000 0.0000
C:\SProV8i\STAAD\Plugins\METERING BUILDING-1642K.anl
Y-ROTAN
0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0001 0.0001 0.0001 0.0001 0.0000 0.0000 0.0000 0.0001 -0.0002 -0.0001 0.0001 0.0001 0.0000 0.0000 -0.0002 -0.0001 0.0001 0.0001 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000
Z-ROTAN
-0.0001 -0.0001 -0.0001 -0.0001 -0.0001 -0.0001 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 -0.0003 -0.0003 -0.0004 -0.0004 -0.0003 -0.0003 -0.0005 -0.0004 -0.0003 -0.0003 -0.0003 -0.0003 -0.0004 -0.0003 -0.0002 -0.0002 -0.0002 -0.0002 -0.0002 -0.0002 -0.0003 -0.0002 -0.0002 -0.0002
Page 53 of 58
Monday, September 09, 2013, 08:06 AM STAAD SPACE
-- PAGE NO.
T DISPLACEMENT (CM -----------------T
24
25
LOAD
207 208 209 210 211 212 213 214 215 216 217 218 201 202 203 204 205 206 207 208 209 210 211 212 213 214 215 216 217 218 201 202 203 204 205 206 207 208 209 210 211 212 213 214 215 216 217 218
X-TRANS
0.0161 0.0038 -0.0016 -0.0006 0.0020 0.0010 0.0158 0.0035 -0.0018 -0.0009 0.0018 0.0007 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0065 0.0085 0.1573 0.0433 -0.0240 -0.0106 0.3041 0.0763 -0.0584 -0.0316 0.0299 0.0041 0.3018 0.0740 -0.0607 -0.0339 0.0267 0.0009
RADIANS)
Y-TRANS
-0.0036 -0.0041 -0.0052 -0.0047 -0.0042 -0.0043 -0.0025 -0.0030 -0.0041 -0.0036 -0.0031 -0.0032 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 -0.0178 -0.0161 -0.0172 -0.0163 -0.0170 -0.0165 -0.0178 -0.0161 -0.0173 -0.0163 -0.0159 -0.0159 -0.0138 -0.0120 -0.0132 -0.0122 -0.0116 -0.0116
54
STRUCTURE TYPE = SPACE
Z-TRANS
-0.0028 -0.0030 0.0115 0.0028 -0.0027 -0.0018 -0.0022 -0.0023 0.0121 0.0035 -0.0020 -0.0011 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 -0.0579 -0.0528 -0.0495 -0.0514 0.1806 0.0629 -0.0440 -0.0477 0.4163 0.1807 -0.0510 -0.0203 -0.0306 -0.0343 0.4297 0.1941 -0.0366 -0.0059
X-ROTAN
-0.0001 -0.0001 0.0001 0.0000 -0.0001 -0.0001 -0.0001 -0.0001 0.0002 0.0000 -0.0001 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 -0.0009 -0.0009 -0.0009 -0.0009 -0.0007 -0.0008 -0.0008 -0.0008 -0.0004 -0.0006 -0.0008 -0.0008 -0.0006 -0.0006 -0.0001 -0.0004 -0.0006 -0.0006
C:\SProV8i\STAAD\Plugins\METERING BUILDING-1642K.anl
Y-ROTAN
0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0002 0.0002 0.0001 0.0001 0.0000 0.0001 0.0001 0.0001 -0.0001 -0.0001 0.0001 0.0001 0.0000 0.0000 -0.0001 -0.0001 0.0001 0.0001
Z-ROTAN
-0.0004 -0.0002 -0.0002 -0.0002 -0.0002 -0.0002 -0.0004 -0.0002 -0.0001 -0.0001 -0.0002 -0.0001 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0002 0.0002 0.0001 0.0002 0.0002 0.0002 0.0000 0.0001 0.0002 0.0002 0.0002 0.0002 0.0000 0.0001 0.0002 0.0002 0.0001 0.0001
Page 54 of 58
Monday, September 09, 2013, 08:06 AM STAAD SPACE
-- PAGE NO.
T DISPLACEMENT (CM -----------------T
26
27
28
LOAD
201 202 203 204 205 206 207 208 209 210 211 212 213 214 215 216 217 218 201 202 203 204 205 206 207 208 209 210 211 212 213 214 215 216 217 218 201 202 203 204 205 206 207 208 209 210 211 212
X-TRANS
-0.0014 -0.0011 0.0060 0.0002 -0.0025 -0.0020 0.0132 0.0015 -0.0039 -0.0029 -0.0003 -0.0013 0.0135 0.0018 -0.0036 -0.0026 0.0000 -0.0011 -0.0040 -0.0035 0.0033 -0.0020 -0.0035 -0.0034 0.0101 -0.0006 -0.0034 -0.0033 -0.0028 -0.0034 0.0110 0.0003 -0.0025 -0.0024 -0.0019 -0.0025 -0.0253 -0.0208 0.1406 0.0254 -0.0212 -0.0189 0.3015 0.0712 -0.0221 -0.0176 0.0058 -0.0209
RADIANS)
Y-TRANS
-0.0073 -0.0064 -0.0067 -0.0065 -0.0067 -0.0065 -0.0070 -0.0064 -0.0068 -0.0066 -0.0064 -0.0064 -0.0053 -0.0048 -0.0052 -0.0049 -0.0047 -0.0047 -0.0645 -0.0554 -0.0581 -0.0559 -0.0508 -0.0529 -0.0607 -0.0564 -0.0462 -0.0504 -0.0557 -0.0548 -0.0469 -0.0426 -0.0323 -0.0365 -0.0418 -0.0409 -0.3153 -0.3017 -0.3066 -0.3032 -0.2896 -0.2962 -0.2898 -0.2830 -0.2559 -0.2691 -0.2908 -0.2884
55
STRUCTURE TYPE = SPACE
Z-TRANS
-0.0094 -0.0074 -0.0074 -0.0073 0.0021 -0.0006 -0.0078 -0.0077 0.0112 0.0056 -0.0076 -0.0063 -0.0060 -0.0059 0.0130 0.0075 -0.0061 -0.0047 -0.0092 -0.0072 -0.0072 -0.0071 0.0023 -0.0003 -0.0076 -0.0075 0.0114 0.0062 -0.0074 -0.0061 -0.0058 -0.0058 0.0131 0.0079 -0.0059 -0.0045 -0.0574 -0.0523 -0.0490 -0.0509 0.1815 0.0634 -0.0435 -0.0472 0.4176 0.1813 -0.0506 -0.0198
X-ROTAN
-0.0003 -0.0002 -0.0002 -0.0002 -0.0001 -0.0001 -0.0002 -0.0002 0.0001 0.0000 -0.0002 -0.0002 -0.0002 -0.0002 0.0002 0.0000 -0.0002 -0.0001 0.0000 0.0000 0.0000 0.0000 0.0001 0.0000 0.0000 0.0000 0.0001 0.0000 0.0000 0.0000 0.0000 0.0000 0.0001 0.0000 0.0000 0.0000 -0.0015 -0.0014 -0.0014 -0.0014 -0.0014 -0.0014 -0.0013 -0.0013 -0.0013 -0.0013 -0.0014 -0.0014
C:\SProV8i\STAAD\Plugins\METERING BUILDING-1642K.anl
Y-ROTAN
0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0001 0.0001 0.0001 0.0001 -0.0002 0.0000 0.0000 0.0000 -0.0004 -0.0001 0.0001 0.0001
Z-ROTAN
0.0002 0.0002 0.0001 0.0002 0.0002 0.0002 0.0000 0.0001 0.0002 0.0002 0.0002 0.0002 -0.0001 0.0001 0.0002 0.0002 0.0001 0.0001 0.0001 0.0000 0.0001 0.0000 0.0000 0.0000 0.0001 0.0001 0.0000 0.0000 0.0000 0.0000 0.0001 0.0000 0.0000 0.0000 0.0000 0.0000 0.0002 0.0002 0.0002 0.0002 0.0002 0.0002 0.0003 0.0002 0.0002 0.0002 0.0002 0.0002
Page 55 of 58
Monday, September 09, 2013, 08:06 AM STAAD SPACE
-- PAGE NO.
T DISPLACEMENT (CM -----------------T
29
LOAD
213 214 215 216 217 218 201 202 203 204 205 206 207 208 209 210 211 212 213 214 215 216 217 218
X-TRANS
0.3066 0.0763 -0.0170 -0.0124 0.0107 -0.0160 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000
RADIANS)
Y-TRANS
-0.2124 -0.2056 -0.1785 -0.1917 -0.2036 -0.2011 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000
56
STRUCTURE TYPE = SPACE
Z-TRANS
-0.0303 -0.0340 0.4308 0.1946 -0.0363 -0.0056 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000
X-ROTAN
-0.0010 -0.0010 -0.0009 -0.0009 -0.0009 -0.0009 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000
Y-ROTAN
0.0000 0.0000 -0.0004 -0.0002 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000
Z-ROTAN
0.0002 0.0002 0.0001 0.0001 0.0001 0.0001 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000
************** END OF LATEST ANALYSIS RESULT **************
198. FINISH
C:\SProV8i\STAAD\Plugins\METERING BUILDING-1642K.anl
Page 56 of 58
Monday, September 09, 2013, 08:06 AM STAAD SPACE
-- PAGE NO.
57
*********** END OF THE STAAD.Pro RUN *********** **** DATE= SEP
9,2013
TIME=
7:58: 4 ****
************************************************************ * For questions on STAAD.Pro, please * * Bentley Systems or Partner offices * * * * Telephone Web / Email * * USA +1 (714) 974-2500 * * UK +44 (0) 808 101 9246 * * SINGAPORE +65 6225-6158 * * +33 (0) 1 55238400 * * +49 0931 40468 * * INDIA +91 (033) 4006-2021 * * JAPAN +81 (03)5952-6500 http://www.ctc-g.co.jp * * CHINA +86 21 6288 4040 * * THAILAND +66 (0)2645-1018/19 [email protected]* * * * Worldwide http://selectservices.bentley.com/en-US/ * * * ************************************************************
C:\SProV8i\STAAD\Plugins\METERING BUILDING-1642K.anl
Page 57 of 58
PROJECT:
SALES GAS DELIVERY SYSTEM
JOB NO.:
BI-21-00052
SHEET NO.:
LOCATION:
RIYADH
DESIGN BY:
AAM
DATE:
CLIENT:
SAUDI ARAMCO
CHECKED BY:
SAM
APPROVED BY:
FOUNDATION DESIGN (F1 , F2 & F3) 7.0 COMPUTER OUTPUT FILE
09/09/2013 MAG
Isolated Footing Design
Page 1 of 15 FOOTING C1/F1
Isolated Footing Design(ACI 318-05) Design For Isolated Footing 5 Footing No. -
Group ID -
Length
5
1
2000.000mm
-
Bottom Reinforcement(Mz)
Footing Reinforcement Bottom Reinforcement(Mx) Top Reinforcement(Mz)
5
#16 @ 200 mm c/c
Footing No.
#16 @ 200 mm c/c
Foundation Geometry Width
#16 @ 200 mm c/c
2000.000mm
Thickness
450.000mm Pedestal Reinforcement
Top Reinforcement(Mx)
Main Steel
Trans Steel
#16 @ 200 mm c/c
N/A
N/A
Isolated Footing 5
Input Values Footing Geomtery Design Type : Set Dimension Footing Thickness (Ft) : 450.000mm Footing Length - X (Fl) : 2000.000mm Footing Width - Z (Fw) : 2000.000mm
file://C:\Staad Foundation Advanced\CalcXsl\footing.xml
09/12/2013
Isolated Footing Design
Page 2 of 15
Eccentricity along X (Oxd) : 0.000mm Eccentricity along Z (Ozd) : 0.000mm
Column Dimensions Column Shape : Rectangular Column Length - X (Dcol) : 350.000mm Column Width - Z (Bcol) : 350.000mm
Pedestal Include Pedestal? No Pedestal Shape : N/A Pedestal Height (Ph) : N/A Pedestal Length - X (Pl) : N/A Pedestal Width - Z (Pw) : N/A
Design Parameters Concrete and Rebar Properties Unit Weight of Concrete : 24.000kN/m3 Strength of Concrete : 28.000N/mm2 Yield Strength of Steel : 420.000N/mm2 Minimum Bar Size : #16 Maximum Bar Size : #16 Pedestal Minimum Bar Size : 6 Pedestal Maximum Bar Size : 18 Minimum Bar Spacing : 100.000mm Maximum Bar Spacing : 200.000mm Pedestal Clear Cover (P, CL) : 50.000mm Footing Clear Cover (F, CL) : 50.000mm
Soil Properties Soil Type : Drained Unit Weight : 18.000kN/m3 Soil Bearing Capacity : 200.000kN/m2 Soil Bearing Capacity Type: Gross Bearing Capacity Soil Surcharge : 0.000kN/m2 Depth of Soil above Footing : 1000.000mm Cohesion : 0.000kN/m2
Sliding and Overturning Coefficient of Friction : 0.500 Factor of Safety Against Sliding : 1.500 Factor of Safety Against Overturning : 1.500
file://C:\Staad Foundation Advanced\CalcXsl\footing.xml
09/12/2013
Isolated Footing Design
Page 3 of 15
------------------------------------------------------
Design Calculations Footing Size Initial Length (Lo) = 2000.000mm Initial Width (Wo) = 2000.000mm
Load Combination/s- Service Stress Level Load Combination Number
Load Combination Title
Load Combination Factor
Soil Bearing Factor
Self Weight Factor
101
COMBINATION LOAD CASE 101
1.00
1.00
1.00
102
COMBINATION LOAD CASE 102
1.00
1.00
1.00
103
COMBINATION LOAD CASE 103
1.00
1.00
1.00
104
COMBINATION LOAD CASE 104
1.00
1.00
1.00
105
COMBINATION LOAD CASE 105
1.00
1.00
1.00
106
COMBINATION LOAD CASE 106
1.00
1.00
1.00
107
COMBINATION LOAD CASE 107
1.00
1.00
1.00
108
COMBINATION LOAD CASE 108
1.00
1.00
1.00
109
COMBINATION LOAD CASE 109
1.00
1.00
1.00
110
COMBINATION LOAD CASE 110
1.00
1.00
1.00
111
COMBINATION LOAD CASE 111
1.00
1.00
1.00
112
COMBINATION LOAD CASE 112
1.00
1.00
1.00
113
COMBINATION LOAD CASE 113
1.00
1.00
1.00
114
COMBINATION LOAD CASE 114
1.00
1.00
1.00
115
COMBINATION LOAD CASE 115
1.00
1.00
1.00
116
COMBINATION LOAD CASE 116
1.00
1.00
1.00
117
COMBINATION LOAD CASE 117
1.00
1.00
1.00
118
COMBINATION LOAD CASE 118
1.00
1.00
1.00
119
COMBINATION LOAD CASE 119
1.00
1.00
1.00
120
COMBINATION LOAD CASE 120
1.00
1.00
1.00
121
COMBINATION LOAD CASE 121
1.00
1.00
1.00
Soil Bearing Factor
Self Weight Factor
Load Combination Number
Load Combination Title
Load Combination Factor
101
COMBINATION LOAD CASE 101
1.00
1.00
1.00
102
COMBINATION LOAD CASE 102
1.00
1.00
1.00
103
COMBINATION LOAD CASE 103
1.00
1.00
1.00
104
COMBINATION LOAD CASE 104
1.00
1.00
1.00
105
COMBINATION LOAD CASE 105
1.00
1.00
1.00
106
COMBINATION LOAD CASE 106
1.00
1.00
1.00
107
COMBINATION LOAD CASE 107
1.00
1.00
1.00
108
COMBINATION LOAD CASE 108
1.00
1.00
1.00
109
COMBINATION LOAD CASE 109
1.00
1.00
1.00
110
COMBINATION LOAD CASE 110
1.00
1.00
1.00
111
COMBINATION LOAD CASE 111
1.00
1.00
1.00
112
COMBINATION LOAD CASE 112
1.00
1.00
1.00
113
COMBINATION LOAD CASE 113
1.00
1.00
1.00
114
COMBINATION LOAD CASE 114
1.00
1.00
1.00
115
COMBINATION LOAD CASE 115
1.00
1.00
1.00
file://C:\Staad Foundation Advanced\CalcXsl\footing.xml
09/12/2013
Isolated Footing Design
Page 4 of 15
116
COMBINATION LOAD CASE 116
1.00
1.00
1.00
117
COMBINATION LOAD CASE 117
1.00
1.00
1.00
118
COMBINATION LOAD CASE 118
1.00
1.00
1.00
119
COMBINATION LOAD CASE 119
1.00
1.00
1.00
120
COMBINATION LOAD CASE 120
1.00
1.00
1.00
121
COMBINATION LOAD CASE 121
1.00
1.00
1.00
Applied Loads - Service Stress Level LC
Axial (kN)
Shear X (kN)
Shear Z (kN)
Moment X (kNm)
Moment Z (kNm)
101
356.717
65.071
-55.747
-13.971
-13.046
102
359.248
70.223
-55.946
-14.025
-16.881
103
358.301
67.309
-55.628
-13.876
-14.684
104
346.873
64.654
-43.510
-5.694
-13.067
105
352.747
64.957
-51.918
-11.240
-13.086
106
362.741
71.898
-55.788
-14.001
-18.161
107
358.829
68.055
-55.589
-13.845
-15.230
108
343.591
64.515
-39.431
-2.935
-13.074
109
351.424
64.919
-50.642
-10.330
-13.100
110
357.923
68.721
-55.937
-14.018
-15.755
111
357.836
66.653
-55.663
-13.904
-14.203
112
349.760
64.777
-47.099
-8.122
-13.061
113
353.912
64.990
-53.042
-12.041
-13.074
114
215.286
45.945
-33.892
-8.487
-12.939
115
211.374
42.102
-33.692
-8.330
-10.008
116
196.136
38.562
-17.534
2.579
-7.853
117
203.969
38.965
-28.746
-4.815
-7.878
118
355.596
65.789
-55.874
-13.969
-13.640
119
353.572
65.062
-54.993
-13.307
-13.046
120
209.868
39.598
-33.822
-8.433
-8.241
121
208.451
39.089
-33.205
-7.970
-7.825
LC
Axial (kN)
Shear X (kN)
Shear Z (kN)
Moment X (kNm)
Moment Z (kNm)
101
356.717
65.071
-55.747
-13.971
-13.046
102
359.248
70.223
-55.946
-14.025
-16.881
103
358.301
67.309
-55.628
-13.876
-14.684
104
346.873
64.654
-43.510
-5.694
-13.067
105
352.747
64.957
-51.918
-11.240
-13.086
106
362.741
71.898
-55.788
-14.001
-18.161
107
358.829
68.055
-55.589
-13.845
-15.230
108
343.591
64.515
-39.431
-2.935
-13.074
109
351.424
64.919
-50.642
-10.330
-13.100
110
357.923
68.721
-55.937
-14.018
-15.755
111
357.836
66.653
-55.663
-13.904
-14.203
112
349.760
64.777
-47.099
-8.122
-13.061
113
353.912
64.990
-53.042
-12.041
-13.074
114
215.286
45.945
-33.892
-8.487
-12.939
115
211.374
42.102
-33.692
-8.330
-10.008
116
196.136
38.562
-17.534
2.579
-7.853
117
203.969
38.965
-28.746
-4.815
-7.878
118
355.596
65.789
-55.874
-13.969
-13.640
119
353.572
65.062
-54.993
-13.307
-13.046
Applied Loads - Strength Level
file://C:\Staad Foundation Advanced\CalcXsl\footing.xml
09/12/2013
Isolated Footing Design
Page 5 of 15
120
209.868
39.598
-33.822
-8.433
-8.241
121
208.451
39.089
-33.205
-7.970
-7.825
Reduction of force due to buoyancy = 0.000kN Effect due to adhesion = 0.000kN Area from initial length and width, Ao = L X W = 4000000.000mm2 o o 2 Min. area required from bearing pressure, Amin = P / q max = 2378661.536mm
Note: Amin is an initial estimation. P = Critical Factored Axial Load(without self weight/buoyancy/soil). qmax = Respective Factored Bearing Capacity.
Final Footing Size Length (L2) = 2000.000
mm
Governing Load Case :
# 101
Width (W2) = 2000.000
mm
Governing Load Case :
# 101
Depth (D2) = 450.000
mm
Governing Load Case :
# 106
Depth is governed by Ultimate Load Case (Service check is performed with footing thickness requirements from concrete check) Area (A2) = 4000000.000 mm2 Final Soil Height = 1000.000
mm
Footing Self Weight = 43.198
kN
Soil Weight On Top Of 69.793 Footing =
kN
Pressures at Four Corners
Pressure at corner 1 (q1)
Pressure at corner 2 (q2)
Pressure at corner 3 (q3)
Pressure at corner 4 (q4)
(kN/mm2)
(kN/mm2)
(kN/mm2)
(kN/mm2)
(mm2)
101
0.0001
0.0002
0.0001
0.0001
0.000
106
0.0001
0.0002
0.0001
0.0001
0.000
108
0.0001
0.0002
0.0001
0.0001
0.000
108
0.0001
0.0002
0.0001
0.0001
0.000
Load Case
Area of footing in uplift (Au)
If Au is zero, there is no uplift and no pressure adjustment is necessary. Otherwise, to for uplift, areas of negative
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pressure will be set to zero and the pressure will be redistributed to remaining corners.
Summary of Adjusted Pressures at 4 corners Four Corners Pressure at corner 1 (q1)
Pressure at corner 2 (q2)
Pressure at corner 3 (q3)
Pressure at corner 4 (q4)
Load Case
(kN/mm2)
(kN/mm2)
(kN/mm2)
(kN/mm2)
101
0.0001
0.0002
0.0001
0.0001
106
0.0001
0.0002
0.0001
0.0001
108
0.0001
0.0002
0.0001
0.0001
108
0.0001
0.0002
0.0001
0.0001
Check for stability against overturning and sliding
-
Factor of safety against sliding
Factor of safety against overturning
Load Case No.
Along XDirection
Along ZDirection
Resultant
101
3.609
4.213
2.741
12.026
11.097
102
3.362
4.221
2.630
12.047
9.741
103
3.501
4.236
2.699
12.113
10.479
104
3.556
5.285
2.950
18.195
10.907
105
3.585
4.485
2.800
13.459
11.006
106
3.308
4.264
2.614
12.165
9.418
107
3.466
4.244
2.685
12.142
10.289
108
3.539
5.790
3.019
22.079
10.843
109
3.577
4.585
2.820
14.023
10.976
110
3.426
4.209
2.657
12.016
10.088
111
3.532
4.229
2.711
12.087
10.653
112
3.572
4.913
2.889
15.784
10.963
113
3.592
4.401
2.783
13.002
11.033
114
3.573
4.843
2.875
13.829
9.766
115
3.852
4.814
3.008
13.808
11.203
116
4.008
8.815
3.649
58.202
12.264
117
4.067
5.513
3.273
17.856
12.473
118
3.561
4.193
2.714
11.981
10.835
119
3.586
4.242
2.738
12.260
11.024
120
4.077
4.773
3.100
13.650
12.389
121
4.112
4.840
3.134
14.029
12.648
About X- About ZDirection Direction
Critical Load Case And The Governing Factor Of Safety For Overturning And Sliding - X Direction Critical Load Case for Sliding along X-Direction : 106 Governing Disturbing Force : 71.898kN
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Governing Restoring Force : 237.866kN Minimum Sliding Ratio for the Critical Load Case : 3.308 Critical Load Case for Overturning about X-Direction : 118 Governing Overturning Moment : -39.111kNm Governing Resisting Moment : 468.578kNm Minimum Overturning Ratio for the Critical Load Case : 11.981
Critical Load Case And The Governing Factor Of Safety For Overturning And Sliding - Z Direction Critical Load Case for Sliding along Z-Direction : 118 Governing Disturbing Force : -55.874kN Governing Restoring Force : 234.293kN Minimum Sliding Ratio for the Critical Load Case : 4.193 Critical Load Case for Overturning about Z-Direction : 106 Governing Overturning Moment : -50.515kNm Governing Resisting Moment : 475.724kNm Minimum Overturning Ratio for the Critical Load Case : 9.418
Critical Load Case And The Governing Factor Of Safety For Sliding Along Resultant Direction Critical Load Case for Sliding along Resultant 106 Direction : Governing Disturbing Force : 91.004kN Governing Restoring Force : 237.866kN Minimum Sliding Ratio for the Critical Load Case : 2.614
Compression Development Length Check Development length skipped as column reinforcement is not specified in input (Column Dimnesion Task Pane)
Shear Calculation Punching Shear Check
Total Footing Depth, D = Calculated Effective Depth, deff = For rectangular column,
=
450.000mm D - Ccover - 0.5 * db =
392.000mm
Bcol / Dcol =
1.000
Effective depth, deff, increased until 0.75XVc
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Punching Shear Force
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Punching Shear Force, Vu = 410.252kN, Load Case # 106 From ACI Cl.11.12.2.1, bo for column=
2968.000mm
Equation 11-33, Vc1 =
3067.184kN
Equation 11-34, Vc2 =
3723.060kN
Equation 11-35, Vc3 =
2044.789kN
Punching shear strength, Vc =
0.75 X minimum of (Vc1, Vc2, Vc3) =
1533.592kN
0.75 X Vc > Vu hence, OK
One-Way Shear Check Along X Direction (Shear Plane Parallel to Global X Axis)
From ACI Cl.11.3.1.1, Vc =
688.945kN
Distance along X to design for shear, Dx =
433.000mm
Check that 0.75 X Vc > Vux where Vux is the shear force for the critical load cases at a distance deff from the face of the column caused by bending about the X axis. From above calculations,
0.75 X Vc =
Critical load case for Vux is # 106
516.709 kN 122.897 kN
0.75 X Vc > Vux hence, OK
One-Way Shear Check Along Z Direction (Shear Plane Parallel to Global Z Axis)
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From ACI Cl.11.3.1.1, Vc = 688.945
kN
Distance along X to design for shear, Dz =
433.000 mm
Check that 0.75 X Vc > Vuz where Vuz is the shear force for the critical load cases at a distance deff from the face of the column caused by bending about the Z axis. From above calculations,
0.75 X Vc =
Critical load case for Vuz is # 106
516.709 kN 128.703 kN
0.75 X Vc > Vuz hence, OK
Design for Flexure about Z Axis (For Reinforcement Parallel to X Axis)
Calculate the flexural reinforcement along the X direction of the footing. Find the area of steel required, A, as per Section 3.8 of Reinforced Concrete Design (5th ed.) by Salmon and Wang (Ref. 1) Critical Load Case # 106 The strength values of steel and concrete used in the formulae are in ksi Bars parallel to X Direction are placed at bottom Effective Depth deff=
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Factor
0.847
from ACI Cl.10.2.7.3 =
From ACI Cl. 10.3.2,
=
0.02823
From ACI Cl. 10.3.3,
=
0.02117
From ACI Cl. 7.12.2,
=
0.00180
From Ref. 1, Eq. 3.8.4a, constant m =
17.647
Calculate reinforcement ratio
for critical load case
Design for flexure about Z axis is performed at the face of the column at a distance, Dx = Ultimate moment, Nominal moment capacity, Mn = (Based on effective depth) Required
mm
99.659
kNm
110.732
kNm
0.00086
= (Based on gross depth) x deff / Depth = Since
825.000
0.00075 ρ≤ ρmin
Area of Steel Required, As =
ρmin Governs 1620.004 mm2
Selected bar Size = #16 Minimum spacing allowed (Smin) = = 100.000mm Selected spacing (S) = 200.000mm Smin<= S <= Smax and selected bar size < selected maximum bar size... The reinforcement is accepted. According to ACI 318 Clause No- 10.6.4 Max spacing for Cracking Consideration = 250.272mm Safe for Cracking Aspect. Based on spacing reinforcement increment; provided reinforcement is #16 @ 200.000mm o.c.
Required development length for bars = Available development length for bars, DL = Try bar size
# 16
Number of bars required, Nbar =
=304.800 mm
775.000 Area of one bar = 201.064
mm mm2
9
Because the number of bars is rounded up, make sure new reinforcement ratio < ρmax
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Total reinforcement area, As_total = deff = Reinforcement ratio,
Nbar X (Area of one bar) =
1809.577
mm2
D - Ccover - 0.5 X (dia. of one bar) =
392.000
mm
0.00231
=
From ACI Cl.7.6.1, minimum req'd clear distance between bars Cd = max (Diameter of one bar, 1.0" (25.4mm), Min. Spacing) = 100.000mm
Check to see if width is sufficient to accomodate bars
Design for Flexure about X axis (For Reinforcement Parallel to Z Axis)
Calculate the flexural reinforcement along the Z direction of the footing. Find the area of steel required, A, as per Section 3.8 of Reinforced Concrete Design (5th ed.) by Salmon and Wang (Ref. 1) Critical Load Case # 106 The strength values of steel and concrete used in the formulae are in ksi Bars parallel to X Direction are placed at bottom Effective Depth deff= Factor
376.000 mm 0.847
from ACI Cl.10.2.7.3 =
From ACI Cl. 10.3.2,
=
0.02823
From ACI Cl. 10.3.3,
=
0.02117
From ACI Cl.7.12.2,
=
0.00180
From Ref. 1, Eq. 3.8.4a, constant m =
Calculate reinforcement ratio
17.647
for critical load case
Design for flexure about X axis is performed at the face of the column at a distance, Dz =
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825.000
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Ultimate moment,
95.416
kNm
Nominal moment capacity, Mn =
106.017
kNm
(Based on effective depth) Required =
0.00090
(Based on gross depth) x deff / Depth = Since
0.00075 ρ≤ ρmin
ρmin Governs
Area of Steel Required, As =
1620.004 mm2
Selected Bar Size = #16 Minimum spacing allowed (Smin) = 100.000mm Selected spacing (S) = 200.000mm Smin<= S <= Smax and selected bar size < selected maximum bar size... The reinforcement is accepted. According to ACI 318 Clause No- 10.6.4 Max spacing for Cracking Consideration = 250.272mm Safe for Cracking Aspect. Based on spacing reinforcement increment; provided reinforcement is #16 @ 200.000mm o.c.
Required development length for bars =
304.800 mm
Available development length for bars, DL =
775.000 mm
Try bar size
# 16
Area of one bar = 201.064 mm2
Number of bars required, Nbar =
9
Because the number of bars is rounded up, make sure new reinforcement ratio < ρmax Total reinforcement area, As_total = deff =
Nbar X (Area of one bar) =
1809.577
mm2
D - Ccover - 1.5 X (dia. of one bar)
376.000
mm
= Reinforcement ratio,
=
0.00241
From ACI Cl.7.6.1, minimum req'd clear distance between bars Cd = max (Diameter of one bar, 1.0" (25.4mm), Min. Spacing) = 100.000mm
Check to see if width is sufficient to accomodate bars
Bending moment for uplift cases will be calculated based solely on selfweight, soil depth and surcharge loading. As the footing size has already been determined based on all servicebility load cases, and design moment calculation is based on selfweight, soil depth and surcharge only, top reinforcement value for all pure uplift load cases will be the same.
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Design For Top Reinforcement Parallel to Z Axis
Calculate the flexural reinforcement for Mx. Find the area of steel required The strength values of steel and concrete used in the formulae are in ksi Factor
0.847
from ACI Cl.10.2.7.3 =
From ACI Cl. 10.3.2,
=
0.02823
From ACI Cl. 10.3.3,
=
0.02117
From ACI Cl. 7.12.2,
=
0.00180
From Ref. 1, Eq. 3.8.4a, constant m =
17.647
Calculate reinforcement ratio
for critical load case
Design for flexure about X axis is performed at the face of the column at a distance, Dx =
825.000
mm
Ultimate moment,
19.601
kNm
Nominal moment capacity, Mn =
21.779
kNm
(Based on effective depth) Required =
0.00018
(Based on gross depth) x deff / Depth = Since
0.00015 ρ≤ ρmin
Area of Steel Required, As =
ρmin Governs 1620.004 mm2
Selected bar Size = #16 Minimum spacing allowed (Smin) = 100.000mm Selected spacing (S) = 200.000mm Smin<= S <= Smax and selected bar size < selected maximum bar size...
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The reinforcement is accepted. According to ACI 318 Clause No- 10.6.4 Max spacing for Cracking Consideration = 250.272mm Safe for Cracking Aspect. Based on spacing reinforcement increment; provided reinforcement is #16 @ 200.000mm o.c.
Design For Top Reinforcement Parallel to X Axis
First load case to be in pure uplift # 0 Calculate the flexural reinforcement for Mz. Find the area of steel required The strength values of steel and concrete used in the formulae are in ksi Factor
0.847
from ACI Cl.10.2.7.3 =
From ACI Cl. 10.3.2,
=
0.02823
From ACI Cl. 10.3.3,
=
0.02117
From ACI Cl.7.12.2,
=
0.00180
From Ref. 1, Eq. 3.8.4a, constant m =
17.647
Calculate reinforcement ratio
for critical load case
Design for flexure about Z axis is performed at the face of the column at a distance, Dx =
825.000
mm
Ultimate moment,
19.601
kNm
Nominal moment capacity, Mn =
21.779
kNm
(Based on effective depth)Required =
0.00018
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(Based on gross depth) x deff / Depth = Since
0.00015 ρmin Governs
ρ≤ ρmin
Area of Steel Required, As =
1620.004 mm2
Selected bar Size = #16 Minimum spacing allowed (Smin) = 100.000mm Selected spacing (S) = 200.000mm Smin<= S <= Smax and selected bar size < selected maximum bar size... The reinforcement is accepted. According to ACI 318 Clause No- 10.6.4 Max spacing for Cracking Consideration = 250.272mm Safe for Cracking Aspect. Based on spacing reinforcement increment; provided reinforcement is #16 @ 200.000mm o.c. Print Calculation Sheet
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Page 1 of 15 FOOTING C2/F2
Isolated Footing Design(ACI 318-05) Design For Isolated Footing 3 Footing No. -
Group ID -
Length
3
1
2200.000mm
-
Bottom Reinforcement(Mz)
Footing Reinforcement Bottom Reinforcement(Mx) Top Reinforcement(Mz)
3
#16 @ 200 mm c/c
Footing No.
#16 @ 200 mm c/c
Foundation Geometry Width
#16 @ 200 mm c/c
2200.000mm
Thickness
450.000mm Pedestal Reinforcement
Top Reinforcement(Mx)
Main Steel
Trans Steel
#16 @ 200 mm c/c
N/A
N/A
Isolated Footing 3
Input Values Footing Geomtery Design Type : Set Dimension Footing Thickness (Ft) : 450.000mm Footing Length - X (Fl) : 2200.000mm Footing Width - Z (Fw) : 2200.000mm
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Eccentricity along X (Oxd) : 0.000mm Eccentricity along Z (Ozd) : 0.000mm
Column Dimensions Column Shape : Rectangular Column Length - X (Dcol) : 350.000mm Column Width - Z (Bcol) : 350.000mm
Pedestal Include Pedestal? No Pedestal Shape : N/A Pedestal Height (Ph) : N/A Pedestal Length - X (Pl) : N/A Pedestal Width - Z (Pw) : N/A
Design Parameters Concrete and Rebar Properties Unit Weight of Concrete : 24.000kN/m3 Strength of Concrete : 28.000N/mm2 Yield Strength of Steel : 420.000N/mm2 Minimum Bar Size : #16 Maximum Bar Size : #16 Pedestal Minimum Bar Size : 7 Pedestal Maximum Bar Size : 18 Minimum Bar Spacing : 100.000mm Maximum Bar Spacing : 200.000mm Pedestal Clear Cover (P, CL) : 50.000mm Footing Clear Cover (F, CL) : 50.000mm
Soil Properties Soil Type : Drained Unit Weight : 18.000kN/m3 Soil Bearing Capacity : 200.000kN/m2 Soil Bearing Capacity Type: Gross Bearing Capacity Soil Surcharge : 0.000kN/m2 Depth of Soil above Footing : 1000.000mm Cohesion : 0.000kN/m2
Sliding and Overturning Coefficient of Friction : 0.500 Factor of Safety Against Sliding : 1.500 Factor of Safety Against Overturning : 1.500
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------------------------------------------------------
Design Calculations Footing Size Initial Length (Lo) = 2200.000mm Initial Width (Wo) = 2200.000mm
Load Combination/s- Service Stress Level Load Combination Number
Load Combination Title
Load Combination Factor
Soil Bearing Factor
Self Weight Factor
101
COMBINATION LOAD CASE 101
1.00
1.00
1.00
102
COMBINATION LOAD CASE 102
1.00
1.00
1.00
103
COMBINATION LOAD CASE 103
1.00
1.00
1.00
104
COMBINATION LOAD CASE 104
1.00
1.00
1.00
105
COMBINATION LOAD CASE 105
1.00
1.00
1.00
106
COMBINATION LOAD CASE 106
1.00
1.00
1.00
107
COMBINATION LOAD CASE 107
1.00
1.00
1.00
108
COMBINATION LOAD CASE 108
1.00
1.00
1.00
109
COMBINATION LOAD CASE 109
1.00
1.00
1.00
110
COMBINATION LOAD CASE 110
1.00
1.00
1.00
111
COMBINATION LOAD CASE 111
1.00
1.00
1.00
112
COMBINATION LOAD CASE 112
1.00
1.00
1.00
113
COMBINATION LOAD CASE 113
1.00
1.00
1.00
114
COMBINATION LOAD CASE 114
1.00
1.00
1.00
115
COMBINATION LOAD CASE 115
1.00
1.00
1.00
116
COMBINATION LOAD CASE 116
1.00
1.00
1.00
117
COMBINATION LOAD CASE 117
1.00
1.00
1.00
118
COMBINATION LOAD CASE 118
1.00
1.00
1.00
119
COMBINATION LOAD CASE 119
1.00
1.00
1.00
120
COMBINATION LOAD CASE 120
1.00
1.00
1.00
121
COMBINATION LOAD CASE 121
1.00
1.00
1.00
Soil Bearing Factor
Self Weight Factor
Load Combination Number
Load Combination Title
Load Combination Factor
101
COMBINATION LOAD CASE 101
1.00
1.00
1.00
102
COMBINATION LOAD CASE 102
1.00
1.00
1.00
103
COMBINATION LOAD CASE 103
1.00
1.00
1.00
104
COMBINATION LOAD CASE 104
1.00
1.00
1.00
105
COMBINATION LOAD CASE 105
1.00
1.00
1.00
106
COMBINATION LOAD CASE 106
1.00
1.00
1.00
107
COMBINATION LOAD CASE 107
1.00
1.00
1.00
108
COMBINATION LOAD CASE 108
1.00
1.00
1.00
109
COMBINATION LOAD CASE 109
1.00
1.00
1.00
110
COMBINATION LOAD CASE 110
1.00
1.00
1.00
111
COMBINATION LOAD CASE 111
1.00
1.00
1.00
112
COMBINATION LOAD CASE 112
1.00
1.00
1.00
113
COMBINATION LOAD CASE 113
1.00
1.00
1.00
114
COMBINATION LOAD CASE 114
1.00
1.00
1.00
115
COMBINATION LOAD CASE 115
1.00
1.00
1.00
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116
COMBINATION LOAD CASE 116
1.00
1.00
1.00
117
COMBINATION LOAD CASE 117
1.00
1.00
1.00
118
COMBINATION LOAD CASE 118
1.00
1.00
1.00
119
COMBINATION LOAD CASE 119
1.00
1.00
1.00
120
COMBINATION LOAD CASE 120
1.00
1.00
1.00
121
COMBINATION LOAD CASE 121
1.00
1.00
1.00
Applied Loads - Service Stress Level LC
Axial (kN)
Shear X (kN)
Shear Z (kN)
Moment X (kNm)
Moment Z (kNm)
101
537.903
-36.269
-10.318
-9.526
11.083
102
533.448
-26.915
-10.084
-9.092
5.913
103
537.782
-33.210
-10.264
-9.398
9.369
104
532.878
-35.421
15.242
15.796
10.725
105
535.716
-35.886
-7.901
-4.639
10.912
106
538.172
-23.803
-10.250
-9.371
4.191
107
537.742
-32.190
-10.246
-9.355
8.797
108
531.204
-35.139
23.761
24.237
10.605
109
534.987
-35.758
-7.096
-3.010
10.855
110
533.389
-29.658
-10.099
-9.126
7.429
111
537.818
-34.107
-10.280
-9.436
9.872
112
534.352
-35.670
7.744
8.368
10.830
113
536.357
-35.998
-8.610
-6.072
10.962
114
311.833
-9.285
-5.684
-4.798
-0.246
115
311.403
-17.672
-5.680
-4.782
4.360
116
304.865
-20.621
28.327
28.810
6.168
117
308.648
-21.240
-2.530
1.564
6.418
118
533.224
-34.943
-10.114
-9.158
10.322
119
532.593
-36.181
-9.350
-7.715
11.048
120
311.549
-20.826
-5.737
-4.918
6.114
121
311.107
-21.692
-5.203
-3.907
6.623
LC
Axial (kN)
Shear X (kN)
Shear Z (kN)
Moment X (kNm)
Moment Z (kNm)
101
537.903
-36.269
-10.318
-9.526
11.083
102
533.448
-26.915
-10.084
-9.092
5.913
103
537.782
-33.210
-10.264
-9.398
9.369
104
532.878
-35.421
15.242
15.796
10.725
105
535.716
-35.886
-7.901
-4.639
10.912
106
538.172
-23.803
-10.250
-9.371
4.191
107
537.742
-32.190
-10.246
-9.355
8.797
108
531.204
-35.139
23.761
24.237
10.605
109
534.987
-35.758
-7.096
-3.010
10.855
110
533.389
-29.658
-10.099
-9.126
7.429
111
537.818
-34.107
-10.280
-9.436
9.872
112
534.352
-35.670
7.744
8.368
10.830
113
536.357
-35.998
-8.610
-6.072
10.962
114
311.833
-9.285
-5.684
-4.798
-0.246
115
311.403
-17.672
-5.680
-4.782
4.360
116
304.865
-20.621
28.327
28.810
6.168
117
308.648
-21.240
-2.530
1.564
6.418
118
533.224
-34.943
-10.114
-9.158
10.322
119
532.593
-36.181
-9.350
-7.715
11.048
Applied Loads - Strength Level
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120
311.549
-20.826
-5.737
-4.918
6.114
121
311.107
-21.692
-5.203
-3.907
6.623
Reduction of force due to buoyancy = 0.000kN Effect due to adhesion = 0.000kN Area from initial length and width, Ao = L X W = 4840000.000mm2 o o 2 Min. area required from bearing pressure, Amin = P / q max = 3376772.354mm
Note: Amin is an initial estimation. P = Critical Factored Axial Load(without self weight/buoyancy/soil). qmax = Respective Factored Bearing Capacity.
Final Footing Size Length (L2) = 2200.000
mm
Governing Load Case :
# 101
Width (W2) = 2200.000
mm
Governing Load Case :
# 101
Depth (D2) = 450.000
mm
Governing Load Case :
# 108
Depth is governed by Ultimate Load Case (Service check is performed with footing thickness requirements from concrete check) Area (A2) = 4840000.000 mm2 Final Soil Height = 1000.000
mm
Footing Self Weight = 52.270
kN
Soil Weight On Top Of 84.912 Footing =
kN
Pressures at Four Corners
Pressure at corner 1 (q1)
Pressure at corner 2 (q2)
Pressure at corner 3 (q3)
Pressure at corner 4 (q4)
(kN/mm2)
(kN/mm2)
(kN/mm2)
(kN/mm2)
(mm2)
101
0.0002
0.0001
0.0001
0.0001
0.000
106
0.0002
0.0001
0.0001
0.0001
0.000
108
0.0001
0.0001
0.0001
0.0002
0.000
108
0.0001
0.0001
0.0001
0.0002
0.000
Load Case
Area of footing in uplift (Au)
If Au is zero, there is no uplift and no pressure adjustment is necessary. Otherwise, to for uplift, areas of negative
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pressure will be set to zero and the pressure will be redistributed to remaining corners.
Summary of Adjusted Pressures at 4 corners Four Corners Pressure at corner 1 (q1)
Pressure at corner 2 (q2)
Pressure at corner 3 (q3)
Pressure at corner 4 (q4)
Load Case
(kN/mm2)
(kN/mm2)
(kN/mm2)
(kN/mm2)
101
0.0002
0.0001
0.0001
0.0001
106
0.0002
0.0001
0.0001
0.0001
108
0.0001
0.0001
0.0001
0.0002
108
0.0001
0.0001
0.0001
0.0002
Check for stability against overturning and sliding
-
Factor of safety against sliding
Factor of safety against overturning
Load Case No.
Along XDirection
Along ZDirection
Resultant
101
9.307
32.715
8.952
52.408
27.098
102
12.458
33.251
11.666
54.122
40.927
103
10.162
32.880
9.709
52.969
30.537
104
9.458
21.981
8.688
32.534
27.642
105
9.376
42.582
9.156
90.327
27.353
106
14.186
32.944
13.029
53.125
49.849
107
10.483
32.935
9.990
53.159
31.887
108
9.511
14.065
7.878
21.049
27.830
109
9.399
47.364
9.219
119.200
27.439
110
11.305
33.199
10.702
53.956
35.506
111
9.895
32.831
9.474
52.803
29.441
112
9.413
43.358
9.199
62.320
27.479
113
9.355
39.113
9.099
74.483
27.277
114
24.179
39.496
20.622
67.146
125.605
115
12.692
39.486
12.083
67.244
40.077
116
10.718
7.803
6.308
11.701
31.477
117
10.495
88.111
10.422
1153.733
30.697
118
9.593
33.144
9.215
53.791
28.313
119
9.256
35.817
8.961
61.795
26.958
120
10.773
39.108
10.387
65.818
31.874
121
10.333
43.084
10.048
78.916
30.097
About X- About ZDirection Direction
Critical Load Case And The Governing Factor Of Safety For Overturning And Sliding - X Direction Critical Load Case for Sliding along X-Direction : 119 Governing Disturbing Force : -36.181kN
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Governing Restoring Force : 334.887kN Minimum Sliding Ratio for the Critical Load Case : 9.256 Critical Load Case for Overturning about X-Direction : 116 Governing Overturning Moment : 41.557kNm Governing Resisting Moment : 486.243kNm Minimum Overturning Ratio for the Critical Load Case : 11.701
Critical Load Case And The Governing Factor Of Safety For Overturning And Sliding - Z Direction Critical Load Case for Sliding along Z-Direction : 116 Governing Disturbing Force : 28.327kN Governing Restoring Force : 221.023kN Minimum Sliding Ratio for the Critical Load Case : 7.803 Critical Load Case for Overturning about Z-Direction : 119 Governing Overturning Moment : 27.329kNm Governing Resisting Moment : 736.739kNm Minimum Overturning Ratio for the Critical Load Case : 26.958
Critical Load Case And The Governing Factor Of Safety For Sliding Along Resultant Direction Critical Load Case for Sliding along Resultant 116 Direction : Governing Disturbing Force : 35.038kN Governing Restoring Force : 221.023kN Minimum Sliding Ratio for the Critical Load Case : 6.308
Compression Development Length Check Development length skipped as column reinforcement is not specified in input (Column Dimnesion Task Pane)
Shear Calculation Punching Shear Check
Total Footing Depth, D = Calculated Effective Depth, deff = For rectangular column,
=
450.000mm D - Ccover - 0.5 * db =
392.000mm
Bcol / Dcol =
1.000
Effective depth, deff, increased until 0.75XVc
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Punching Shear Force
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Punching Shear Force, Vu = 598.531kN, Load Case # 106 From ACI Cl.11.12.2.1, bo for column=
2968.000mm
Equation 11-33, Vc1 =
3067.184kN
Equation 11-34, Vc2 =
3723.060kN
Equation 11-35, Vc3 =
2044.789kN
Punching shear strength, Vc =
0.75 X minimum of (Vc1, Vc2, Vc3) =
1533.592kN
0.75 X Vc > Vu hence, OK
One-Way Shear Check Along X Direction (Shear Plane Parallel to Global X Axis)
From ACI Cl.11.3.1.1, Vc =
757.840kN
Distance along X to design for shear, Dx =
533.000mm
Check that 0.75 X Vc > Vux where Vux is the shear force for the critical load cases at a distance deff from the face of the column caused by bending about the X axis. From above calculations,
0.75 X Vc =
Critical load case for Vux is # 108
568.380 kN 179.420 kN
0.75 X Vc > Vux hence, OK
One-Way Shear Check Along Z Direction (Shear Plane Parallel to Global Z Axis)
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From ACI Cl.11.3.1.1, Vc = 757.840
kN
Distance along X to design for shear, Dz =
533.000 mm
Check that 0.75 X Vc > Vuz where Vuz is the shear force for the critical load cases at a distance deff from the face of the column caused by bending about the Z axis. From above calculations,
0.75 X Vc =
Critical load case for Vuz is # 101
568.380 kN 177.275 kN
0.75 X Vc > Vuz hence, OK
Design for Flexure about Z Axis (For Reinforcement Parallel to X Axis)
Calculate the flexural reinforcement along the X direction of the footing. Find the area of steel required, A, as per Section 3.8 of Reinforced Concrete Design (5th ed.) by Salmon and Wang (Ref. 1) Critical Load Case # 101 The strength values of steel and concrete used in the formulae are in ksi Bars parallel to X Direction are placed at bottom Effective Depth deff=
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Factor
0.847
from ACI Cl.10.2.7.3 =
From ACI Cl. 10.3.2,
=
0.02823
From ACI Cl. 10.3.3,
=
0.02117
From ACI Cl. 7.12.2,
=
0.00180
From Ref. 1, Eq. 3.8.4a, constant m =
17.647
Calculate reinforcement ratio
for critical load case
Design for flexure about Z axis is performed at the face of the column at a distance, Dx =
925.000
mm
Ultimate moment,
141.731
kNm
Nominal moment capacity, Mn =
157.479
kNm
(Based on effective depth) Required
0.00112
= (Based on gross depth) x deff / Depth = Since
0.00098 ρ≤ ρmin
Area of Steel Required, As =
ρmin Governs 1782.005 mm2
Selected bar Size = #16 Minimum spacing allowed (Smin) = = 100.000mm Selected spacing (S) = 200.000mm Smin<= S <= Smax and selected bar size < selected maximum bar size... The reinforcement is accepted. According to ACI 318 Clause No- 10.6.4 Max spacing for Cracking Consideration = 250.272mm Safe for Cracking Aspect. Based on spacing reinforcement increment; provided reinforcement is #16 @ 200.000mm o.c.
Required development length for bars = Available development length for bars, DL = Try bar size
# 16
Number of bars required, Nbar =
=304.800 mm
875.000 Area of one bar = 201.064
mm mm2
10
Because the number of bars is rounded up, make sure new reinforcement ratio < ρmax
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Total reinforcement area, As_total = deff = Reinforcement ratio,
Nbar X (Area of one bar) =
2010.641
mm2
D - Ccover - 0.5 X (dia. of one bar) =
392.000
mm
0.00233
=
From ACI Cl.7.6.1, minimum req'd clear distance between bars Cd = max (Diameter of one bar, 1.0" (25.4mm), Min. Spacing) = 100.000mm
Check to see if width is sufficient to accomodate bars
Design for Flexure about X axis (For Reinforcement Parallel to Z Axis)
Calculate the flexural reinforcement along the Z direction of the footing. Find the area of steel required, A, as per Section 3.8 of Reinforced Concrete Design (5th ed.) by Salmon and Wang (Ref. 1) Critical Load Case # 108 The strength values of steel and concrete used in the formulae are in ksi Bars parallel to X Direction are placed at bottom Effective Depth deff= Factor
376.000 mm 0.847
from ACI Cl.10.2.7.3 =
From ACI Cl. 10.3.2,
=
0.02823
From ACI Cl. 10.3.3,
=
0.02117
From ACI Cl.7.12.2,
=
0.00180
From Ref. 1, Eq. 3.8.4a, constant m =
Calculate reinforcement ratio
17.647
for critical load case
Design for flexure about X axis is performed at the face of the column at a distance, Dz =
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Ultimate moment,
143.315
kNm
Nominal moment capacity, Mn =
159.239
kNm
(Based on effective depth) Required =
0.00123
(Based on gross depth) x deff / Depth = Since
0.00103 ρ≤ ρmin
ρmin Governs
Area of Steel Required, As =
1782.005 mm2
Selected Bar Size = #16 Minimum spacing allowed (Smin) = 100.000mm Selected spacing (S) = 200.000mm Smin<= S <= Smax and selected bar size < selected maximum bar size... The reinforcement is accepted. According to ACI 318 Clause No- 10.6.4 Max spacing for Cracking Consideration = 250.272mm Safe for Cracking Aspect. Based on spacing reinforcement increment; provided reinforcement is #16 @ 200.000mm o.c.
Required development length for bars =
304.800 mm
Available development length for bars, DL =
875.000 mm
Try bar size
# 16
Area of one bar = 201.064 mm2
Number of bars required, Nbar =
10
Because the number of bars is rounded up, make sure new reinforcement ratio < ρmax Total reinforcement area, As_total = deff =
Nbar X (Area of one bar) =
2010.641
mm2
D - Ccover - 1.5 X (dia. of one bar)
376.000
mm
= Reinforcement ratio,
=
0.00243
From ACI Cl.7.6.1, minimum req'd clear distance between bars Cd = max (Diameter of one bar, 1.0" (25.4mm), Min. Spacing) = 100.000mm
Check to see if width is sufficient to accomodate bars
Bending moment for uplift cases will be calculated based solely on selfweight, soil depth and surcharge loading. As the footing size has already been determined based on all servicebility load cases, and design moment calculation is based on selfweight, soil depth and surcharge only, top reinforcement value for all pure uplift load cases will be the same.
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Design For Top Reinforcement Parallel to Z Axis
Calculate the flexural reinforcement for Mx. Find the area of steel required The strength values of steel and concrete used in the formulae are in ksi Factor
0.847
from ACI Cl.10.2.7.3 =
From ACI Cl. 10.3.2,
=
0.02823
From ACI Cl. 10.3.3,
=
0.02117
From ACI Cl. 7.12.2,
=
0.00180
From Ref. 1, Eq. 3.8.4a, constant m =
17.647
Calculate reinforcement ratio
for critical load case
Design for flexure about X axis is performed at the face of the column at a distance, Dx =
925.000
mm
Ultimate moment,
27.105
kNm
Nominal moment capacity, Mn =
30.116
kNm
(Based on effective depth) Required =
0.00023
(Based on gross depth) x deff / Depth = Since
0.00019 ρ≤ ρmin
Area of Steel Required, As =
ρmin Governs 1782.005 mm2
Selected bar Size = #16 Minimum spacing allowed (Smin) = 100.000mm Selected spacing (S) = 200.000mm Smin<= S <= Smax and selected bar size < selected maximum bar size...
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The reinforcement is accepted. According to ACI 318 Clause No- 10.6.4 Max spacing for Cracking Consideration = 250.272mm Safe for Cracking Aspect. Based on spacing reinforcement increment; provided reinforcement is #16 @ 200.000mm o.c.
Design For Top Reinforcement Parallel to X Axis
First load case to be in pure uplift # 0 Calculate the flexural reinforcement for Mz. Find the area of steel required The strength values of steel and concrete used in the formulae are in ksi Factor
0.847
from ACI Cl.10.2.7.3 =
From ACI Cl. 10.3.2,
=
0.02823
From ACI Cl. 10.3.3,
=
0.02117
From ACI Cl.7.12.2,
=
0.00180
From Ref. 1, Eq. 3.8.4a, constant m =
17.647
Calculate reinforcement ratio
for critical load case
Design for flexure about Z axis is performed at the face of the column at a distance, Dx =
925.000
mm
Ultimate moment,
27.105
kNm
Nominal moment capacity, Mn =
30.116
kNm
(Based on effective depth)Required =
0.00023
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(Based on gross depth) x deff / Depth = Since
0.00019 ρmin Governs
ρ≤ ρmin
Area of Steel Required, As =
1782.005 mm2
Selected bar Size = #16 Minimum spacing allowed (Smin) = 100.000mm Selected spacing (S) = 200.000mm Smin<= S <= Smax and selected bar size < selected maximum bar size... The reinforcement is accepted. According to ACI 318 Clause No- 10.6.4 Max spacing for Cracking Consideration = 250.272mm Safe for Cracking Aspect. Based on spacing reinforcement increment; provided reinforcement is #16 @ 200.000mm o.c. Print Calculation Sheet
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Page 1 of 15 FOOTING C3/F3
Isolated Footing Design(ACI 318-05) Design For Isolated Footing 24 Footing No. -
Group ID -
Length
24
1
1500.000mm
-
Bottom Reinforcement(Mz)
Footing Reinforcement Bottom Reinforcement(Mx) Top Reinforcement(Mz)
24
#16 @ 200 mm c/c
Footing No.
#16 @ 200 mm c/c
Foundation Geometry Width
#16 @ 200 mm c/c
1500.000mm
Thickness
450.000mm Pedestal Reinforcement
Top Reinforcement(Mx)
Main Steel
Trans Steel
#16 @ 200 mm c/c
N/A
N/A
Isolated Footing 24
Input Values Footing Geomtery Design Type : Set Dimension Footing Thickness (Ft) : 450.000mm Footing Length - X (Fl) : 1500.000mm Footing Width - Z (Fw) : 1500.000mm
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Eccentricity along X (Oxd) : 0.000mm Eccentricity along Z (Ozd) : 0.000mm
Column Dimensions Column Shape : Rectangular Column Length - X (Dcol) : 350.000mm Column Width - Z (Bcol) : 350.000mm
Pedestal Include Pedestal? No Pedestal Shape : N/A Pedestal Height (Ph) : N/A Pedestal Length - X (Pl) : N/A Pedestal Width - Z (Pw) : N/A
Design Parameters Concrete and Rebar Properties Unit Weight of Concrete : 25.000kN/m3 Strength of Concrete : 28.000N/mm2 Yield Strength of Steel : 420.000N/mm2 Minimum Bar Size : #16 Maximum Bar Size : #16 Pedestal Minimum Bar Size : 6 Pedestal Maximum Bar Size : 18 Minimum Bar Spacing : 100.000mm Maximum Bar Spacing : 200.000mm Pedestal Clear Cover (P, CL) : 50.000mm Footing Clear Cover (F, CL) : 50.000mm
Soil Properties Soil Type : Drained Unit Weight : 18.000kN/m3 Soil Bearing Capacity : 200.000kN/m2 Soil Bearing Capacity Type: Gross Bearing Capacity Soil Surcharge : 0.000kN/m2 Depth of Soil above Footing : 1000.000mm Cohesion : 0.000kN/m2
Sliding and Overturning Coefficient of Friction : 0.500 Factor of Safety Against Sliding : 1.500 Factor of Safety Against Overturning : 1.500
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------------------------------------------------------
Design Calculations Footing Size Initial Length (Lo) = 1500.000mm Initial Width (Wo) = 1500.000mm
Load Combination/s- Service Stress Level Load Combination Number
Load Combination Title
Load Combination Factor
Soil Bearing Factor
Self Weight Factor
101
COMBINATION LOAD CASE 101
1.00
1.00
1.00
102
COMBINATION LOAD CASE 102
1.00
1.00
1.00
103
COMBINATION LOAD CASE 103
1.00
1.00
1.00
104
COMBINATION LOAD CASE 104
1.00
1.00
1.00
105
COMBINATION LOAD CASE 105
1.00
1.00
1.00
106
COMBINATION LOAD CASE 106
1.00
1.00
1.00
107
COMBINATION LOAD CASE 107
1.00
1.00
1.00
108
COMBINATION LOAD CASE 108
1.00
1.00
1.00
109
COMBINATION LOAD CASE 109
1.00
1.00
1.00
110
COMBINATION LOAD CASE 110
1.00
1.00
1.00
111
COMBINATION LOAD CASE 111
1.00
1.00
1.00
112
COMBINATION LOAD CASE 112
1.00
1.00
1.00
113
COMBINATION LOAD CASE 113
1.00
1.00
1.00
114
COMBINATION LOAD CASE 114
1.00
1.00
1.00
115
COMBINATION LOAD CASE 115
1.00
1.00
1.00
116
COMBINATION LOAD CASE 116
1.00
1.00
1.00
117
COMBINATION LOAD CASE 117
1.00
1.00
1.00
118
COMBINATION LOAD CASE 118
1.00
1.00
1.00
119
COMBINATION LOAD CASE 119
1.00
1.00
1.00
120
COMBINATION LOAD CASE 120
1.00
1.00
1.00
121
COMBINATION LOAD CASE 121
1.00
1.00
1.00
Soil Bearing Factor
Self Weight Factor
Load Combination Number
Load Combination Title
Load Combination Factor
101
COMBINATION LOAD CASE 101
1.00
1.00
1.00
102
COMBINATION LOAD CASE 102
1.00
1.00
1.00
103
COMBINATION LOAD CASE 103
1.00
1.00
1.00
104
COMBINATION LOAD CASE 104
1.00
1.00
1.00
105
COMBINATION LOAD CASE 105
1.00
1.00
1.00
106
COMBINATION LOAD CASE 106
1.00
1.00
1.00
107
COMBINATION LOAD CASE 107
1.00
1.00
1.00
108
COMBINATION LOAD CASE 108
1.00
1.00
1.00
109
COMBINATION LOAD CASE 109
1.00
1.00
1.00
110
COMBINATION LOAD CASE 110
1.00
1.00
1.00
111
COMBINATION LOAD CASE 111
1.00
1.00
1.00
112
COMBINATION LOAD CASE 112
1.00
1.00
1.00
113
COMBINATION LOAD CASE 113
1.00
1.00
1.00
114
COMBINATION LOAD CASE 114
1.00
1.00
1.00
115
COMBINATION LOAD CASE 115
1.00
1.00
1.00
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116
COMBINATION LOAD CASE 116
1.00
1.00
1.00
117
COMBINATION LOAD CASE 117
1.00
1.00
1.00
118
COMBINATION LOAD CASE 118
1.00
1.00
1.00
119
COMBINATION LOAD CASE 119
1.00
1.00
1.00
120
COMBINATION LOAD CASE 120
1.00
1.00
1.00
121
COMBINATION LOAD CASE 121
1.00
1.00
1.00
Applied Loads - Service Stress Level LC
Axial (kN)
Shear X (kN)
Shear Z (kN)
Moment X (kNm)
Moment Z (kNm)
101
142.261
16.575
6.794
-1.547
-4.066
102
149.953
21.378
6.902
-1.555
-9.050
103
144.189
17.166
6.885
-1.486
-4.916
104
149.055
15.898
10.253
4.272
-3.192
105
145.581
16.069
11.380
3.168
-3.488
106
153.362
22.914
7.056
-1.447
-10.701
107
144.832
17.363
6.916
-1.466
-5.199
108
151.320
15.673
11.406
6.212
-2.901
109
146.688
15.900
12.909
4.740
-3.296
110
147.511
19.983
6.844
-1.577
-7.591
111
143.623
16.993
6.859
-1.504
-4.667
112
147.062
16.097
9.238
2.565
-3.449
113
144.607
16.217
10.035
1.785
-3.658
114
94.938
16.401
4.125
-1.028
-9.093
115
86.408
10.850
3.985
-1.048
-3.592
116
92.896
9.160
8.475
6.631
-1.293
117
88.265
9.387
9.978
5.158
-1.688
118
142.938
17.094
6.738
-1.610
-4.699
119
142.632
16.536
7.350
-0.700
-3.970
120
84.754
10.391
3.887
-1.115
-2.896
121
84.540
10.001
4.315
-0.477
-2.386
LC
Axial (kN)
Shear X (kN)
Shear Z (kN)
Moment X (kNm)
Moment Z (kNm)
101
142.261
16.575
6.794
-1.547
-4.066
102
149.953
21.378
6.902
-1.555
-9.050
103
144.189
17.166
6.885
-1.486
-4.916
104
149.055
15.898
10.253
4.272
-3.192
105
145.581
16.069
11.380
3.168
-3.488
106
153.362
22.914
7.056
-1.447
-10.701
107
144.832
17.363
6.916
-1.466
-5.199
108
151.320
15.673
11.406
6.212
-2.901
109
146.688
15.900
12.909
4.740
-3.296
110
147.511
19.983
6.844
-1.577
-7.591
111
143.623
16.993
6.859
-1.504
-4.667
112
147.062
16.097
9.238
2.565
-3.449
113
144.607
16.217
10.035
1.785
-3.658
114
94.938
16.401
4.125
-1.028
-9.093
115
86.408
10.850
3.985
-1.048
-3.592
116
92.896
9.160
8.475
6.631
-1.293
117
88.265
9.387
9.978
5.158
-1.688
118
142.938
17.094
6.738
-1.610
-4.699
119
142.632
16.536
7.350
-0.700
-3.970
Applied Loads - Strength Level
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09/12/2013
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120
84.754
10.391
3.887
-1.115
-2.896
121
84.540
10.001
4.315
-0.477
-2.386
Reduction of force due to buoyancy = 0.000kN Effect due to adhesion = 0.000kN Area from initial length and width, Ao = L X W = 2250000.000mm2 o o 2 Min. area required from bearing pressure, Amin = P / q max = 1084833.828mm
Note: Amin is an initial estimation. P = Critical Factored Axial Load(without self weight/buoyancy/soil). qmax = Respective Factored Bearing Capacity.
Final Footing Size Length (L2) = 1500.000
mm
Governing Load Case :
# 101
Width (W2) = 1500.000
mm
Governing Load Case :
# 101
Depth (D2) = 450.000
mm
Governing Load Case :
# 108
Depth is governed by Ultimate Load Case (Service check is performed with footing thickness requirements from concrete check) Area (A2) = 2250000.000 mm2 Final Soil Height = 1000.000
mm
Footing Self Weight = 25.312
kN
Soil Weight On Top Of 38.294 Footing =
kN
Pressures at Four Corners
Pressure at corner 1 (q1)
Pressure at corner 2 (q2)
Pressure at corner 3 (q3)
Pressure at corner 4 (q4)
(kN/mm2)
(kN/mm2)
(kN/mm2)
(kN/mm2)
(mm2)
101
0.0001
0.0001
0.0001
0.0001
0.000
106
0.0001
0.0001
0.0001
0.0001
0.000
106
0.0001
0.0001
0.0001
0.0001
0.000
108
0.0001
0.0001
0.0001
0.0001
0.000
Load Case
Area of footing in uplift (Au)
If Au is zero, there is no uplift and no pressure adjustment is necessary. Otherwise, to for uplift, areas of negative
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Isolated Footing Design
Page 6 of 15
pressure will be set to zero and the pressure will be redistributed to remaining corners.
Summary of Adjusted Pressures at 4 corners Four Corners Pressure at corner 1 (q1)
Pressure at corner 2 (q2)
Pressure at corner 3 (q3)
Pressure at corner 4 (q4)
Load Case
(kN/mm2)
(kN/mm2)
(kN/mm2)
(kN/mm2)
101
0.0001
0.0001
0.0001
0.0001
106
0.0001
0.0001
0.0001
0.0001
106
0.0001
0.0001
0.0001
0.0001
108
0.0001
0.0001
0.0001
0.0001
Check for stability against overturning and sliding
-
Factor of safety against sliding
Factor of safety against overturning
Load Case No.
Along XDirection
Along ZDirection
Resultant
101
6.210
15.150
5.746
102.225
13.397
102
4.995
15.471
4.753
103.304
8.579
103
6.052
15.090
5.617
96.680
12.329
104
6.688
10.371
5.621
17.948
15.415
105
6.509
9.191
5.312
18.926
14.636
106
4.734
15.375
4.525
94.144
7.744
107
6.002
15.070
5.576
94.984
12.013
108
6.857
9.422
5.544
14.208
16.194
109
6.613
8.145
5.134
14.951
15.092
110
5.282
15.423
4.997
105.384
9.548
111
6.097
15.107
5.654
98.233
12.622
112
6.544
11.402
5.675
23.503
14.777
113
6.419
10.374
5.459
24.783
14.254
114
4.833
19.217
4.687
143.617
7.218
115
6.913
18.822
6.489
150.956
13.276
116
8.543
9.233
6.271
11.238
21.675
117
8.090
7.610
5.543
11.805
19.266
118
6.041
15.326
5.620
108.944
12.502
119
6.236
14.029
5.698
59.314
13.555
120
7.139
19.086
6.686
175.404
14.695
121
7.407
17.167
6.801
75.869
16.135
About X- About ZDirection Direction
Critical Load Case And The Governing Factor Of Safety For Overturning And Sliding - X Direction Critical Load Case for Sliding along X-Direction : 106 Governing Disturbing Force : 22.914kN
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Governing Restoring Force : 108.483kN Minimum Sliding Ratio for the Critical Load Case : 4.734 Critical Load Case for Overturning about X-Direction : 116 Governing Overturning Moment : 10.444kNm Governing Resisting Moment : 117.374kNm Minimum Overturning Ratio for the Critical Load Case : 11.238
Critical Load Case And The Governing Factor Of Safety For Overturning And Sliding - Z Direction Critical Load Case for Sliding along Z-Direction : 117 Governing Disturbing Force : 9.978kN Governing Restoring Force : 75.935kN Minimum Sliding Ratio for the Critical Load Case : 7.610 Critical Load Case for Overturning about Z-Direction : 114 Governing Overturning Moment : -16.474kNm Governing Resisting Moment : 118.905kNm Minimum Overturning Ratio for the Critical Load Case : 7.218
Critical Load Case And The Governing Factor Of Safety For Sliding Along Resultant Direction Critical Load Case for Sliding along Resultant 106 Direction : Governing Disturbing Force : 23.976kN Governing Restoring Force : 108.483kN Minimum Sliding Ratio for the Critical Load Case : 4.525
Compression Development Length Check Development length skipped as column reinforcement is not specified in input (Column Dimnesion Task Pane)
Shear Calculation Punching Shear Check
Total Footing Depth, D = Calculated Effective Depth, deff = For rectangular column,
=
450.000mm D - Ccover - 0.5 * db =
392.000mm
Bcol / Dcol =
1.000
Effective depth, deff, increased until 0.75XVc
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Punching Shear Force
09/12/2013
Isolated Footing Design
Page 8 of 15
Punching Shear Force, Vu = 163.876kN, Load Case # 106 From ACI Cl.11.12.2.1, bo for column=
2968.000mm
Equation 11-33, Vc1 =
3067.184kN
Equation 11-34, Vc2 =
3723.060kN
Equation 11-35, Vc3 =
2044.789kN
Punching shear strength, Vc =
0.75 X minimum of (Vc1, Vc2, Vc3) =
1533.592kN
0.75 X Vc > Vu hence, OK
One-Way Shear Check Along X Direction (Shear Plane Parallel to Global X Axis)
From ACI Cl.11.3.1.1, Vc =
516.709kN
Distance along X to design for shear, Dx =
183.000mm
Check that 0.75 X Vc > Vux where Vux is the shear force for the critical load cases at a distance deff from the face of the column caused by bending about the X axis. From above calculations,
0.75 X Vc =
Critical load case for Vux is # 108
387.532 kN 31.082
kN
0.75 X Vc > Vux hence, OK
One-Way Shear Check Along Z Direction (Shear Plane Parallel to Global Z Axis)
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From ACI Cl.11.3.1.1, Vc = 516.709
kN
Distance along X to design for shear, Dz =
183.000 mm
Check that 0.75 X Vc > Vuz where Vuz is the shear force for the critical load cases at a distance deff from the face of the column caused by bending about the Z axis. From above calculations,
0.75 X Vc =
Critical load case for Vuz is # 106
387.532 kN 35.473
kN
0.75 X Vc > Vuz hence, OK
Design for Flexure about Z Axis (For Reinforcement Parallel to X Axis)
Calculate the flexural reinforcement along the X direction of the footing. Find the area of steel required, A, as per Section 3.8 of Reinforced Concrete Design (5th ed.) by Salmon and Wang (Ref. 1) Critical Load Case # 106 The strength values of steel and concrete used in the formulae are in ksi Bars parallel to X Direction are placed at bottom Effective Depth deff=
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392.000 mm
09/12/2013
Isolated Footing Design
Page 10 of 15
Factor
0.847
from ACI Cl.10.2.7.3 =
From ACI Cl. 10.3.2,
=
0.02823
From ACI Cl. 10.3.3,
=
0.02117
From ACI Cl. 7.12.2,
=
0.00180
From Ref. 1, Eq. 3.8.4a, constant m =
17.647
Calculate reinforcement ratio
for critical load case
Design for flexure about Z axis is performed at the face of the column at a distance, Dx =
575.000
mm
Ultimate moment,
30.815
kNm
Nominal moment capacity, Mn =
34.238
kNm
(Based on effective depth) Required
0.00035
= (Based on gross depth) x deff / Depth = Since
0.00031 ρ≤ ρmin
Area of Steel Required, As =
ρmin Governs 1215.003 mm2
Selected bar Size = #16 Minimum spacing allowed (Smin) = = 100.000mm Selected spacing (S) = 200.000mm Smin<= S <= Smax and selected bar size < selected maximum bar size... The reinforcement is accepted. According to ACI 318 Clause No- 10.6.4 Max spacing for Cracking Consideration = 250.272mm Safe for Cracking Aspect. Based on spacing reinforcement increment; provided reinforcement is #16 @ 200.000mm o.c.
Required development length for bars = Available development length for bars, DL = Try bar size
# 16
Number of bars required, Nbar =
=304.800 mm
525.000 Area of one bar = 201.064
mm mm2
7
Because the number of bars is rounded up, make sure new reinforcement ratio < ρmax
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09/12/2013
Isolated Footing Design
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Total reinforcement area, As_total = deff = Reinforcement ratio,
Nbar X (Area of one bar) =
1407.449
mm2
D - Ccover - 0.5 X (dia. of one bar) =
392.000
mm
0.00239
=
From ACI Cl.7.6.1, minimum req'd clear distance between bars Cd = max (Diameter of one bar, 1.0" (25.4mm), Min. Spacing) = 100.000mm
Check to see if width is sufficient to accomodate bars
Design for Flexure about X axis (For Reinforcement Parallel to Z Axis)
Calculate the flexural reinforcement along the Z direction of the footing. Find the area of steel required, A, as per Section 3.8 of Reinforced Concrete Design (5th ed.) by Salmon and Wang (Ref. 1) Critical Load Case # 108 The strength values of steel and concrete used in the formulae are in ksi Bars parallel to X Direction are placed at bottom Effective Depth deff= Factor
376.000 mm 0.847
from ACI Cl.10.2.7.3 =
From ACI Cl. 10.3.2,
=
0.02823
From ACI Cl. 10.3.3,
=
0.02117
From ACI Cl.7.12.2,
=
0.00180
From Ref. 1, Eq. 3.8.4a, constant m =
Calculate reinforcement ratio
17.647
for critical load case
Design for flexure about X axis is performed at the face of the column at a distance, Dz =
file://C:\Staad Foundation Advanced\CalcXsl\footing.xml
575.000
mm
09/12/2013
Isolated Footing Design
Page 12 of 15
Ultimate moment,
27.413
kNm
Nominal moment capacity, Mn =
30.459
kNm
(Based on effective depth) Required =
0.00034
(Based on gross depth) x deff / Depth = Since
0.00029 ρ≤ ρmin
ρmin Governs
Area of Steel Required, As =
1215.003 mm2
Selected Bar Size = #16 Minimum spacing allowed (Smin) = 100.000mm Selected spacing (S) = 200.000mm Smin<= S <= Smax and selected bar size < selected maximum bar size... The reinforcement is accepted. According to ACI 318 Clause No- 10.6.4 Max spacing for Cracking Consideration = 250.272mm Safe for Cracking Aspect. Based on spacing reinforcement increment; provided reinforcement is #16 @ 200.000mm o.c.
Required development length for bars =
304.800 mm
Available development length for bars, DL =
525.000 mm
Try bar size
# 16
Area of one bar = 201.064 mm2
Number of bars required, Nbar =
7
Because the number of bars is rounded up, make sure new reinforcement ratio < ρmax Total reinforcement area, As_total = deff =
Nbar X (Area of one bar) =
1407.449
mm2
D - Ccover - 1.5 X (dia. of one bar)
376.000
mm
= Reinforcement ratio,
=
0.00250
From ACI Cl.7.6.1, minimum req'd clear distance between bars Cd = max (Diameter of one bar, 1.0" (25.4mm), Min. Spacing) = 100.000mm
Check to see if width is sufficient to accomodate bars
Bending moment for uplift cases will be calculated based solely on selfweight, soil depth and surcharge loading. As the footing size has already been determined based on all servicebility load cases, and design moment calculation is based on selfweight, soil depth and surcharge only, top reinforcement value for all pure uplift load cases will be the same.
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09/12/2013
Isolated Footing Design
Page 13 of 15
Design For Top Reinforcement Parallel to Z Axis
Calculate the flexural reinforcement for Mx. Find the area of steel required The strength values of steel and concrete used in the formulae are in ksi Factor
0.847
from ACI Cl.10.2.7.3 =
From ACI Cl. 10.3.2,
=
0.02823
From ACI Cl. 10.3.3,
=
0.02117
From ACI Cl. 7.12.2,
=
0.00180
From Ref. 1, Eq. 3.8.4a, constant m =
17.647
Calculate reinforcement ratio
for critical load case
Design for flexure about X axis is performed at the face of the column at a distance, Dx =
575.000
Ultimate moment,
7.253
kNm
Nominal moment capacity, Mn =
8.059
kNm
(Based on effective depth) Required =
0.00009
(Based on gross depth) x deff / Depth = Since
mm
0.00008 ρ≤ ρmin
Area of Steel Required, As =
ρmin Governs 1215.003 mm2
Selected bar Size = #16 Minimum spacing allowed (Smin) = 100.000mm Selected spacing (S) = 200.000mm Smin<= S <= Smax and selected bar size < selected maximum bar size...
file://C:\Staad Foundation Advanced\CalcXsl\footing.xml
09/12/2013
Isolated Footing Design
Page 14 of 15
The reinforcement is accepted. According to ACI 318 Clause No- 10.6.4 Max spacing for Cracking Consideration = 250.272mm Safe for Cracking Aspect. Based on spacing reinforcement increment; provided reinforcement is #16 @ 200.000mm o.c.
Design For Top Reinforcement Parallel to X Axis
First load case to be in pure uplift # 0 Calculate the flexural reinforcement for Mz. Find the area of steel required The strength values of steel and concrete used in the formulae are in ksi Factor
0.847
from ACI Cl.10.2.7.3 =
From ACI Cl. 10.3.2,
=
0.02823
From ACI Cl. 10.3.3,
=
0.02117
From ACI Cl.7.12.2,
=
0.00180
From Ref. 1, Eq. 3.8.4a, constant m =
17.647
Calculate reinforcement ratio
for critical load case
Design for flexure about Z axis is performed at the face of the column at a distance, Dx =
575.000
Ultimate moment,
7.253
kNm
Nominal moment capacity, Mn =
8.059
kNm
(Based on effective depth)Required =
0.00009
file://C:\Staad Foundation Advanced\CalcXsl\footing.xml
mm
09/12/2013
Isolated Footing Design
Page 15 of 15
(Based on gross depth) x deff / Depth = Since
0.00008 ρmin Governs
ρ≤ ρmin
Area of Steel Required, As =
1215.003 mm2
Selected bar Size = #16 Minimum spacing allowed (Smin) = 100.000mm Selected spacing (S) = 200.000mm Smin<= S <= Smax and selected bar size < selected maximum bar size... The reinforcement is accepted. According to ACI 318 Clause No- 10.6.4 Max spacing for Cracking Consideration = 250.272mm Safe for Cracking Aspect. Based on spacing reinforcement increment; provided reinforcement is #16 @ 200.000mm o.c. Print Calculation Sheet
file://C:\Staad Foundation Advanced\CalcXsl\footing.xml
09/12/2013
PROJECT:
SALES GAS DELIVERY SYSTEM
JOB NO.:
BI-21-00052
LOCATION:
RIYADH
DESIGN BY:
AAM
DATE:
CLIENT:
SAUDI ARAMCO
CHECKED BY:
SAM
APPROVED BY:
ROOF SLAB DESIGN 8.0 COMPUTER SPREADSHEET
SHEET NO.: 09/09/2013 MAG
PROJECT TITLE PROJECT NO. SUBJECT
CALCULATION BY CHECKED BY
1642K Two Way Slab
REVISION No.
AAM SAM 00
09/09/13 09/09/13
DATE DATE DATE
SHEET No.
OF
DESIGN OF TWO WAY SLAB WITH DROP BEAMS
One short edge is Continuous
Case 7
Top Short Bar Discontinuous (Typ) Top Long Bar Continuous
Bottom Long Bars
B2
B4
Bottom Short Bars
B1
Sn
La
Top Long Bar Discontinuous
B3 Ln Lb
Slab Data : Shorter span (c/c) Longer span (c/c) Thickness Concrete Cover
La Lb ts C
= = = =
B1 B2 B3 B4
= = = =
Beam Data :
6.00 5.75 200 40
m m mm mm
Width 0.35 0.35 0.35 0.35
x x x x
Depth 0.50 0.50 0.50 0.60
m m m m
Loads : = 0.20 x Floor Finish & attachment Partition Load Total Dead Load - Service
24 = = = = DLs. =
4.80 3.59 0.00 0.00 8.39
Live Load - Service
LLs. =
2 1.00 kN/m
Slab Self Weight
Service Equepment Load
Materials : Steel Yield Strength Concrete Compression Strength
fy fc'
= =
KN/m2 KN/m2 KN/m2 KN/m2
kN/m2
420.00 MPa 28.00 MPa
60,000.0 psi 4,000.0 psi
PROJECT TITLE PROJECT NO. SUBJECT
CALCULATION BY CHECKED BY
1642K Two Way Slab
REVISION No.
AAM SAM 00
DATE DATE
09/09/13 09/09/13
DATE
SHEET No.
OF
CHECK SLAB THICKNESS FOR DEFLECTION
bE =
a
hb hW
a
hb hW
a
t
t
bE
min. value of: (4 t) or (h W - t) ACI (13.2.4)
bW
bW
EDGE BEAM
MIDDLE BEAM
"α" Ratio of Flexural Stiffnesses (beam to slab)
α = (E cb x I b ) / (E cs x I s ), ACI (13.1)
Where, Ecb = Ecs
Beam number Beam location
Parameter for calculation of "k" Value
bW hb bE ( bE / bW ) -1 ts / hb
Given below, value for calculation of Ib, Beam Moment of Inertia, cm4
k Ib = k x(bW x h3 /12)
Slab Width, m Slab Moment of Inertia, cm4
bs = La or Lb Is = bs t3 / 12
Ratio of Flexural Stiffnesses
α = Ib / Is
Beam width, m Beam height, m Effective flange width, m Parameter for calculation of "k" Value
B1
B2
B3
B4
Discont. Edg.
Cont. Edg.
Discont. Edg.
Discont. Edg.
0.35 0.50 0.650 0.857 0.400
0.35 0.50 0.950 1.714 0.400
0.35 0.50 0.650 0.857 0.400
0.35 0.60 0.750 1.143 0.333
1.331 485260.4 3.00 200000
1.549 564739.6 5.75 383333
1.331 485260.4 3.00 200000
1.410 888300.0 2.88 191667
2.43
1.47
2.43
4.63
Average value of α for all beams on edges of a , αm
2.74
2 3 bE t bE t t t 4 − 6 k = 1 + − 1 x x + 4 + − 1 x h b b h h h W W
Clear Span in Short Direction Clear Span in Long Direction Ratio of "Ln / Sn" Ratio of "Sn / Ln"
= =
Sn Ln
β m
la lb
= = = =
bE t 1 + b − 1 x W h
5.65 m 5.40 m 0.96 1.05
Minimum slab thickness for αm
>2
tmin
=
Ln(0.8+fy/200,000) 36+9β
AC1 Eq. (9-13) where fy = 60000 psi
= 133.2 mm <
200.0 mm
OK
PROJECT TITLE
CALCULATION BY CHECKED BY
1642K Two Way Slab
PROJECT NO. SUBJECT
REVISION No.
AAM SAM 00
DATE
SHEET No.
CONCRETE DESIGN DLu LLu Wu For :
= = =
8.39 1.00
x x
OF
2 10.07 kN/m 2 1.60 kN/m 2 11.67 kN/m
1.2 = 1.6 =
CASE 7
09/09/13 09/09/13
DATE DATE
m
=
1.05
MOMENT COEFFICIENTS FROM ACI Negative Moment Coefficient Positive Moment Coefficient, Dead Load Positive Moment Coefficient, Live Load Negative Moment Ma,neg = Ca,neg x W x la2 Mb,neg = Cb,neg x W x lb2 Positive Moment Ma,pos,dl = Ca,dl x DL x la2 Ma,pos,ll = Ca,ll x LL x la2 Ma,pos,total Mb,pos,dl = Cb,dl x DL x lb2 Mb,pos,ll = Cb,ll x LL x lb2 Mb,pos,total
Long Span Cb,neg = 0.071 Cb,dl = 0.033 Cb,ll = 0.035
= =
0.000 0.071
x x
11.67 x 11.67 x
5.65 5.40
^2 ^2
= =
0.00 kN.m 24.16 kN.m
= =
0.027 0.032
x x
10.07 x 1.60 x
5.65 5.65
^2 ^2
= =
8.68 kN.m 1.63 kN.m 10.31 kN.m
= =
0.033 0.035
x x
10.07 x 1.60 x
5.40 5.40
^2 ^2
= = =
9.69 kN.m 1.63 kN.m 11.32 kN.m
STEEL REINFORCEMENT
B Bar Long Span
0.75[0.85(fc')β(600)] fy(fy + 600)
= 0.0213
ρmin =
As req'd by Temp
= 0.0018
Long Span Short Span
Moment
dA
ρmax =
dB
Maximum and Minimum Steel Ratio
A Bar Short Span
h
Short Span Ca,neg 0.000 = Ca,dl = 0.027 Ca,ll = 0.032
1000 mm
Effective
Steel
Area
Bar
Depth
Ratio
of Steel
Dia.
Required
Provided
kN.m
d, mm
ρ
As, cm2
Φ, mm
mm
mm
0.00
154
0.0023
3.60
12
310
150
Dia12 @ 150mm Top Bar
10.31
154
0.0023
3.60
12
310
150
Dia12 @ 150mm Bott. Bar
Neg. Mom @ Discont. Edge
-
-
3.60
12
310
-
Neg. Mom @ Contin. Edge
24.16
142
0.0033
4.63
12
240
150
Dia12 @ 150mm Top Bar
Pos. Mom @ Midspan
11.32
142
0.0025
3.60
12
310
150
Dia12 @ 150mm Bott. Bar
−
-
3.60
12
310
-
Neg. Mom @ Contin. Edge Pos. Mom @ Midspan
Neg. Mom @ Discont. Edge
Bar Spacing
Dia12 @ -mm Top Bar
Dia12 @ -mm Top Bar
PROJECT:
SALES GAS DELIVERY SYSTEM
JOB NO.:
BI-21-00052
LOCATION:
RIYADH
DESIGN BY:
AAM
DATE:
CLIENT:
SAUDI ARAMCO
CHECKED BY:
SAM
APPROVED BY:
END OF ANALYSIS
SHEET NO.: 09/09/2013 MAG
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