V. IS 1893 2016 GL Calculation
Calculation of the base shear and its distribution along the height using the static method for Global X, Global Z, Global Y directions using IS 1893:2016 (Part 1).
Details
The following structure is modelled.
The STAAD.Pro load definition parameters are also specified:
Parameter | Value | STAAD.Pro Value |
---|---|---|
Seismic zone factor, Z | 0.16 |
Z 0.16
|
Importance factor, I | 1 |
I 1
|
Response reduce factor, R | 3 (OMRF) |
RF 3
|
Soil site condition | Hard soil |
SS 1
|
Structure type | Steel moment-resisting frame building |
ST 3
|
Total height of the building is 100 ft
Dimension of each floor slab is 20 ft × 10 ft
Floor to floor height for super structure is 10 ft
Floor to floor height for sub structure is 5 ft
GL is located at -2 ft (Y co-ordinate)
Depth of Foundation (DT
) is (20-2) = 18 ft = 5.4864 m
All the analytical members are W shaped steel beam (W12X190)
Supports are fixed
The generated model is subjected to joint weight(100kip). The base shear and its distribution along the height is calculated in Global X, Global Z, Global Y direction.
Verification
Design horizontal acceleration coefficient value calculation for above GL and below GL for Global X(Ah), Global Z(Ah), Global Y(Av) direction.
Value | X | Z | Y |
---|---|---|---|
Time Period (s) | 1.103 | 1.103 | |
Sa/g | 0.907 (1/T, 0.4s < t < 4s) |
0.907 (1/T, 0.4s < t < 4s) |
2.5 |
Ah or Av | 0.02418 | 0.02418 | 0.04445 |
Ah or Av 30 m | 0.01209 | 0.01209 | 0.0222 |
Reduced Ah or Av | 0.02197 | 0.02197 | 0.04038 |
Base shear calculation and its distribution along the height for above GL and below GL for Global X, Global Z, Global Y direction and Vbmin calculation
Story Level in ft from base. | Wi (kip) |
hi (m from GL) |
Wi× hi2 | (Wi × hi2)/∑(Wi × hi2) | Qx (kip) |
Qz (kip) |
Qy (kip) |
---|---|---|---|---|---|---|---|
100 | 400 | 24.9936 | 2,689,600 | 0.3074 | 26.761 | 26.761 | 49.179 |
90 | 400 | 21.9456 | 2,073,600 | 0.2370 | 20.632 | 20.632 | 37.916 |
80 | 400 | 18.8976 | 1,537,600 | 0.1757 | 15.299 | 15.299 | 28.115 |
70 | 400 | 15.8496 | 1,081,600 | 0.1236 | 10.762 | 10.762 | 19.777 |
60 | 400 | 12.8016 | 705,600 | 0.0806 | 7.021 | 7.021 | 12.902 |
50 | 400 | 9.7536 | 409,600 | 0.0468 | 4.075 | 4.075 | 7.489 |
40 | 400 | 6.7056 | 193,600 | 0.0221 | 1.926 | 1.926 | 3.540 |
30 | 400 | 3.6576 | 57,600 | 0.0066 | 0.573 | 0.573 | 1.053 |
20 | 400 | 0.6096 | 1,600 | 0.0002 | 0.016 | 0.016 | 0.029 |
Summation | 3,600 | 8,750,400 | 1 | 87.064 | 87.064 | 160 | |
Vbh | 87.064 | 87.064 | 160 | ||||
Vbmin | 39.6 | 39.6 |
Below ground level (ft) | Wi (kip) |
hi (m below GL) |
Wi× hi2 | (Wi × hi2)/∑(Wi × hi2) | Qx (kip) |
Qz (kip) |
Qy (kip) |
---|---|---|---|---|---|---|---|
10 | 400 | 3.048 | 40,000 | 0.8 | 14.063 | 14.063 | 25.843 |
5 | 400 | 1.524 | 10,000 | 0.2 | 3.516 | 3.516 | 6.461 |
Summation | 800 | 50,000 | 17.579 | 17.579 | 32.304 | ||
Vbh | 17.579 | 17.579 | 32.304 | ||||
Vbmin | 8.8 | 8.8 |
Results
Location | Shear values | Hand Calculations | STAAD.Pro | Difference | Comments | ||||
---|---|---|---|---|---|---|---|---|---|
Qi(X) | Qi(Z) | Qi(Y) | Qi(X) | Qi(Z) | Qi(Y) | ||||
Above GL | Story shear (kip) | 26.761 | 26.761 | 49.179 | 26.761 | 26.761 | 49.179 | none | |
20.632 | 20.632 | 37.916 | 20.632 | 20.632 | 37.916 | none | |||
15.299 | 15.299 | 28.115 | 15.299 | 15.299 | 28.115 | none | |||
10.762 | 10.762 | 19.777 | 10.762 | 10.762 | 19.777 | none | |||
7.021 | 7.021 | 12.902 | 7.021 | 7.021 | 12.902 | none | |||
4.075 | 4.075 | 7.489 | 4.075 | 4.075 | 7.489 | none | |||
1.926 | 1.926 | 3.540 | 1.962 | 1.962 | 3.54 | none | |||
0.573 | 0.573 | 1.053 | 0.573 | 0.573 | 1.053 | none | |||
0.016 | 0.016 | 0.029 | 0.016 | 0.016 | 0.029 | none | |||
Base Shear (kip) | 87.064 | 87.064 | 160 | 87.064 | 87.064 | 160 | none | ||
Below GL | Story Shear (kip) | 14.063 | 14.063 | 25.843 | 14.063 | 14.063 | 25.843 | none | |
3.516 | 3.516 | 6.461 | 3.516 | 3.516 | 6.461 | none | |||
Base Shear (kip) | 17.579 | 17.579 | 32.304 | 17.579 | 17.579 | 32.304 | none |
STAAD.Pro Input File
The file C:\Users\Public\Public Documents\STAAD.Pro 2024\Samples \Verification Models\06 Loading\IS 1893\IS 1893 2016 GL Calculation.STD is typically installed with the program.
STAAD SPACE
START JOB INFORMATION
ENGINEER DATE 16-Aug-18
END JOB INFORMATION
UNIT FEET KIP
JOINT COORDINATES
1 0 -20 0; 2 0 -10 0; 3 20 -20 0; 4 20 -10 0; 5 0 0 0; 6 20 0 0;
7 0 -10 10; 8 20 -10 10; 9 0 0 10; 10 20 0 10; 11 0 -20 10;
12 20 -20 10; 13 0 10 0; 14 20 10 0; 15 0 10 10; 16 20 10 10; 17 0 20 0;
18 20 20 0; 19 0 20 10; 20 20 20 10; 21 0 30 0; 22 20 30 0; 23 0 30 10;
24 20 30 10; 25 0 40 0; 26 20 40 0; 27 0 40 10; 28 20 40 10; 29 0 50 0;
30 20 50 0; 31 0 50 10; 32 20 50 10; 33 0 60 0; 34 20 60 0; 35 0 60 10;
36 20 60 10; 37 0 70 0; 38 20 70 0; 39 0 70 10; 40 20 70 10; 41 0 80 0;
42 20 80 0; 43 0 80 10; 44 20 80 10; 45 0 -15 10; 46 0 -15 0;
47 20 -15 10; 48 20 -15 0;
MEMBER INCIDENCES
1 1 46; 2 3 48; 3 2 5; 4 4 6; 5 2 4; 6 5 6; 7 2 7; 8 4 8; 9 5 9;
10 6 10; 11 11 45; 12 12 47; 13 7 9; 14 8 10; 15 7 8; 16 9 10; 17 5 13;
18 6 14; 19 13 14; 20 13 15; 21 14 16; 22 9 15; 23 10 16; 24 15 16;
25 13 17; 26 14 18; 27 17 18; 28 17 19; 29 18 20; 30 15 19; 31 16 20;
32 19 20; 33 17 21; 34 18 22; 35 21 22; 36 21 23; 37 22 24; 38 19 23;
39 20 24; 40 23 24; 41 21 25; 42 22 26; 43 25 26; 44 25 27; 45 26 28;
46 23 27; 47 24 28; 48 27 28; 49 25 29; 50 26 30; 51 29 30; 52 29 31;
53 30 32; 54 27 31; 55 28 32; 56 31 32; 57 29 33; 58 30 34; 59 33 34;
60 31 35; 61 32 36; 62 35 36; 63 33 37; 64 34 38; 65 37 38; 66 35 39;
67 36 40; 68 39 40; 69 33 35; 70 34 36; 71 37 39; 72 38 40; 73 37 41;
74 38 42; 75 41 42; 76 39 43; 77 40 44; 78 43 44; 79 41 43; 80 42 44;
81 45 7; 82 46 2; 83 47 8; 84 48 4; 85 45 47; 86 47 48; 87 48 46;
88 46 45;
DEFINE MATERIAL START
ISOTROPIC STEEL
E 4.176e+06
POISSON 0.3
DENSITY 0.489024
ALPHA 6.5e-06
DAMP 0.03
TYPE STEEL
STRENGTH FY 5184 FU 8352 RY 1.5 RT 1.2
END DEFINE MATERIAL
MEMBER PROPERTY AMERICAN
1 TO 88 TABLE ST W12X190
CONSTANTS
MATERIAL STEEL ALL
SUPPORTS
1 3 11 12 FIXED
DEFINE IS1893 2016 LOAD
ZONE 0.16 RF 3 I 1 SS 1 ST 3 GL -2
JOINT WEIGHT
2 4 TO 10 13 TO 48 WEIGHT 100
LOAD 1 LOADTYPE Seismic TITLE SS_(+X)
1893 LOAD X 1
LOAD 2 LOADTYPE Seismic TITLE SS_(+Z)
1893 LOAD Z 1
LOAD 3 LOADTYPE Seismic TITLE SS_(+Y)
1893 LOAD Y 1
PERFORM ANALYSIS PRINT LOAD DATA
FINISH
STAAD.Pro Output
***NOTE: Equivalent Static Analysis should preferably be performed for regular
structures with approximate natural time period less than 0.4s and regular
structures with height less than 15m in Seismic Zone II. Ref Cl.6.4.3 and 7.6
BASE SHEAR AND TIME PERIOD IN X
--ABOVE GROUND LEVEL
*********************************************************
* UNITS - KIP FEET *
* TIME PERIOD FOR X 1893 LOADING = 1.10263 SEC *
* SA/G PER 1893= 0.907, LOAD FACTOR= 1.000 *
* VB PER 1893= 0.0242 X 3600.00= 87.06 KIP *
* VB Act Based on Clause 7.2.1 = 87.06 KIP *
* VB Min based on Clause 7.2.2 = 39.60 KIP *
* *
*********************************************************
--BELOW GROUND LEVEL
*********************************************************
* UNITS - KIP FEET *
* TIME PERIOD FOR X 1893 LOADING = 1.10263 SEC *
* SA/G PER 1893= 0.907, LOAD FACTOR= 1.000 *
* FACTOR V PER 1893 AT GL= 0.0242 X 800.00 *
* FACTOR V PER 1893 AT 30 M= 0.0121 X 800.00 *
* FACTOR V PER 1893= 0.0220 X 800.00 *
* VB Min based on Clause 7.2.2 = 8.80 KIP *
* *
*********************************************************
--WEIGHT AND BASE SHEAR SUMMERY
Units:KIP FEET
|------------------------------------------------------------------------------|
| Category | Weight | Ah | VB Calculated | VB Minimum | VB Final |
|------------------------------------------------------------------------------|
| Above GL | 3600.00000| 0.0241846| 87.06450 | 39.60000| 87.06450|
|------------------------------------------------------------------------------|
| Below GL | 800.00000| 0.0219731| 17.57852 | 8.80000| 17.57852|
|------------------------------------------------------------------------------|
***NOTE: Equivalent Static Analysis should preferably be performed for regular
structures with approximate natural time period less than 0.4s and regular
structures with height less than 15m in Seismic Zone II. Ref Cl.6.4.3 and 7.6
BASE SHEAR AND TIME PERIOD IN Z
--ABOVE GROUND LEVEL
*********************************************************
* UNITS - KIP FEET *
* TIME PERIOD FOR Z 1893 LOADING = 1.10263 SEC *
* SA/G PER 1893= 0.907, LOAD FACTOR= 1.000 *
* VB PER 1893= 0.0242 X 3600.00= 87.06 KIP *
* VB Act Based on Clause 7.2.1 = 87.06 KIP *
* VB Min based on Clause 7.2.2 = 39.60 KIP *
* *
*********************************************************
--BELOW GROUND LEVEL
*********************************************************
* UNITS - KIP FEET *
* TIME PERIOD FOR Z 1893 LOADING = 1.10263 SEC *
* SA/G PER 1893= 0.907, LOAD FACTOR= 1.000 *
* FACTOR V PER 1893 AT GL= 0.0242 X 800.00 *
* FACTOR V PER 1893 AT 30 M= 0.0121 X 800.00 *
* FACTOR V PER 1893= 0.0220 X 800.00 *
* VB Min based on Clause 7.2.2 = 8.80 KIP *
* *
*********************************************************
--WEIGHT AND BASE SHEAR SUMMERY
Units:KIP FEET
|------------------------------------------------------------------------------|
| Category | Weight | Ah | VB Calculated | VB Minimum | VB Final |
|------------------------------------------------------------------------------|
| Above GL | 3600.00000| 0.0241846| 87.06450 | 39.60000| 87.06450|
|------------------------------------------------------------------------------|
| Below GL | 800.00000| 0.0219731| 17.57852 | 8.80000| 17.57852|
|------------------------------------------------------------------------------|
***NOTE: Equivalent Static Analysis should preferably be performed for regular
structures with approximate natural time period less than 0.4s and regular
structures with height less than 15m in Seismic Zone II. Ref Cl.6.4.3 and 7.6
BASE SHEAR AND TIME PERIOD IN Y
--ABOVE GROUND LEVEL
*********************************************************
* UNITS - KIP FEET *
* Calculation of SA/G for Y based on Clause 6.4.6 *
* SA/G PER 1893= 2.500, LOAD FACTOR= 1.000 *
* VB PER 1893= 0.0444 X 3600.00= 160.00 KIP *
* *
*********************************************************
--BELOW GROUND LEVEL
*********************************************************
* UNITS - KIP FEET *
* Calculation of SA/G for Y based on Clause 6.4.6 *
* SA/G PER 1893= 2.500, LOAD FACTOR= 1.000 *
* FACTOR V PER 1893 AT GL= 0.0444 X 800.00 *
* FACTOR V PER 1893 AT 30 M= 0.0223 X 800.00 *
* FACTOR V PER 1893= 0.0404 X 800.00 *
* *
*********************************************************
--WEIGHT AND BASE SHEAR SUMMERY
Units:KIP FEET
|------------------------------------------------------------------------------|
| Category | Weight | Ah | VB Calculated | VB Minimum | VB Final |
|------------------------------------------------------------------------------|
| Above GL | 3600.00000| 0.0444444| 160.00002 | 0.00000| 160.00002|
|------------------------------------------------------------------------------|
| Below GL | 800.00000| 0.0403805| 32.30436 | 0.00000| 32.30436|
|------------------------------------------------------------------------------|
STAAD SPACE -- PAGE NO. 4
JOINT LATERAL TORSIONAL LOAD - 1
LOAD (KIP ) MOMENT (KIP -FEET) FACTOR - 1.000
----- ------- ---------
45 FX 0.879 MY 0.000
46 FX 0.879 MY 0.000
47 FX 0.879 MY 0.000
48 FX 0.879 MY 0.000
----------- -----------
TOTAL = 3.516 0.000 AT LEVEL -15.000 FEET
VB PER 1893 = 17.579 KIP
2 FX 3.516 MY 0.000
4 FX 3.516 MY 0.000
7 FX 3.516 MY 0.000
8 FX 3.516 MY 0.000
----------- -----------
TOTAL = 14.063 0.000 AT LEVEL -10.000 FEET
VB PER 1893 = 17.579 KIP
5 FX 0.004 MY 0.000
6 FX 0.004 MY 0.000
9 FX 0.004 MY 0.000
10 FX 0.004 MY 0.000
----------- -----------
TOTAL = 0.016 0.000 AT LEVEL 0.000 FEET
VB PER 1893 = 87.064 KIP
13 FX 0.143 MY 0.000
14 FX 0.143 MY 0.000
15 FX 0.143 MY 0.000
16 FX 0.143 MY 0.000
----------- -----------
TOTAL = 0.573 0.000 AT LEVEL 10.000 FEET
VB PER 1893 = 87.064 KIP
17 FX 0.482 MY 0.000
18 FX 0.482 MY 0.000
19 FX 0.482 MY 0.000
20 FX 0.482 MY 0.000
----------- -----------
TOTAL = 1.926 0.000 AT LEVEL 20.000 FEET
VB PER 1893 = 87.064 KIP
21 FX 1.019 MY 0.000
22 FX 1.019 MY 0.000
23 FX 1.019 MY 0.000
24 FX 1.019 MY 0.000
----------- -----------
TOTAL = 4.075 0.000 AT LEVEL 30.000 FEET
VB PER 1893 = 87.064 KIP
25 FX 1.755 MY 0.000
26 FX 1.755 MY 0.000
27 FX 1.755 MY 0.000
28 FX 1.755 MY 0.000
STAAD SPACE -- PAGE NO. 5
----------- -----------
TOTAL = 7.021 0.000 AT LEVEL 40.000 FEET
VB PER 1893 = 87.064 KIP
29 FX 2.690 MY 0.000
30 FX 2.690 MY 0.000
31 FX 2.690 MY 0.000
32 FX 2.690 MY 0.000
----------- -----------
TOTAL = 10.762 0.000 AT LEVEL 50.000 FEET
VB PER 1893 = 87.064 KIP
33 FX 3.825 MY 0.000
34 FX 3.825 MY 0.000
35 FX 3.825 MY 0.000
36 FX 3.825 MY 0.000
----------- -----------
TOTAL = 15.299 0.000 AT LEVEL 60.000 FEET
VB PER 1893 = 87.064 KIP
37 FX 5.158 MY 0.000
38 FX 5.158 MY 0.000
39 FX 5.158 MY 0.000
40 FX 5.158 MY 0.000
----------- -----------
TOTAL = 20.632 0.000 AT LEVEL 70.000 FEET
VB PER 1893 = 87.064 KIP
41 FX 6.690 MY 0.000
42 FX 6.690 MY 0.000
43 FX 6.690 MY 0.000
44 FX 6.690 MY 0.000
----------- -----------
TOTAL = 26.761 0.000 AT LEVEL 80.000 FEET
VB PER 1893 = 87.064 KIP
JOINT LATERAL TORSIONAL LOAD - 2
LOAD (KIP ) MOMENT (KIP -FEET) FACTOR - 1.000
----- ------- ---------
45 FZ 0.879 MY 0.000
46 FZ 0.879 MY 0.000
47 FZ 0.879 MY 0.000
48 FZ 0.879 MY 0.000
----------- -----------
TOTAL = 3.516 0.000 AT LEVEL -15.000 FEET
VB PER 1893 = 17.579 KIP
2 FZ 3.516 MY 0.000
4 FZ 3.516 MY 0.000
7 FZ 3.516 MY 0.000
8 FZ 3.516 MY 0.000
STAAD SPACE -- PAGE NO. 6
----------- -----------
TOTAL = 14.063 0.000 AT LEVEL -10.000 FEET
VB PER 1893 = 17.579 KIP
5 FZ 0.004 MY 0.000
6 FZ 0.004 MY 0.000
9 FZ 0.004 MY 0.000
10 FZ 0.004 MY 0.000
----------- -----------
TOTAL = 0.016 0.000 AT LEVEL 0.000 FEET
VB PER 1893 = 87.064 KIP
13 FZ 0.143 MY 0.000
14 FZ 0.143 MY 0.000
15 FZ 0.143 MY 0.000
16 FZ 0.143 MY 0.000
----------- -----------
TOTAL = 0.573 0.000 AT LEVEL 10.000 FEET
VB PER 1893 = 87.064 KIP
17 FZ 0.482 MY 0.000
18 FZ 0.482 MY 0.000
19 FZ 0.482 MY 0.000
20 FZ 0.482 MY 0.000
----------- -----------
TOTAL = 1.926 0.000 AT LEVEL 20.000 FEET
VB PER 1893 = 87.064 KIP
21 FZ 1.019 MY 0.000
22 FZ 1.019 MY 0.000
23 FZ 1.019 MY 0.000
24 FZ 1.019 MY 0.000
----------- -----------
TOTAL = 4.075 0.000 AT LEVEL 30.000 FEET
VB PER 1893 = 87.064 KIP
25 FZ 1.755 MY 0.000
26 FZ 1.755 MY 0.000
27 FZ 1.755 MY 0.000
28 FZ 1.755 MY 0.000
----------- -----------
TOTAL = 7.021 0.000 AT LEVEL 40.000 FEET
VB PER 1893 = 87.064 KIP
29 FZ 2.690 MY 0.000
30 FZ 2.690 MY 0.000
31 FZ 2.690 MY 0.000
32 FZ 2.690 MY 0.000
----------- -----------
TOTAL = 10.762 0.000 AT LEVEL 50.000 FEET
VB PER 1893 = 87.064 KIP
33 FZ 3.825 MY 0.000
34 FZ 3.825 MY 0.000
35 FZ 3.825 MY 0.000
36 FZ 3.825 MY 0.000
STAAD SPACE -- PAGE NO. 7
----------- -----------
TOTAL = 15.299 0.000 AT LEVEL 60.000 FEET
VB PER 1893 = 87.064 KIP
37 FZ 5.158 MY 0.000
38 FZ 5.158 MY 0.000
39 FZ 5.158 MY 0.000
40 FZ 5.158 MY 0.000
----------- -----------
TOTAL = 20.632 0.000 AT LEVEL 70.000 FEET
VB PER 1893 = 87.064 KIP
41 FZ 6.690 MY 0.000
42 FZ 6.690 MY 0.000
43 FZ 6.690 MY 0.000
44 FZ 6.690 MY 0.000
----------- -----------
TOTAL = 26.761 0.000 AT LEVEL 80.000 FEET
VB PER 1893 = 87.064 KIP
JOINT LATERAL TORSIONAL LOAD - 3
LOAD (KIP ) MOMENT (KIP -FEET) FACTOR - 1.000
----- ------- ---------
45 FY 1.615 MY 0.000
46 FY 1.615 MY 0.000
47 FY 1.615 MY 0.000
48 FY 1.615 MY 0.000
----------- -----------
TOTAL = 6.461 0.000 AT LEVEL -15.000 FEET
VB PER 1893 = 32.304 KIP
2 FY 6.461 MY 0.000
4 FY 6.461 MY 0.000
7 FY 6.461 MY 0.000
8 FY 6.461 MY 0.000
----------- -----------
TOTAL = 25.843 0.000 AT LEVEL -10.000 FEET
VB PER 1893 = 32.304 KIP
5 FY 0.007 MY 0.000
6 FY 0.007 MY 0.000
9 FY 0.007 MY 0.000
10 FY 0.007 MY 0.000
----------- -----------
TOTAL = 0.029 0.000 AT LEVEL 0.000 FEET
VB PER 1893 = 160.000 KIP
13 FY 0.263 MY 0.000
14 FY 0.263 MY 0.000
15 FY 0.263 MY 0.000
16 FY 0.263 MY 0.000
STAAD SPACE -- PAGE NO. 8
----------- -----------
TOTAL = 1.053 0.000 AT LEVEL 10.000 FEET
VB PER 1893 = 160.000 KIP
17 FY 0.885 MY 0.000
18 FY 0.885 MY 0.000
19 FY 0.885 MY 0.000
20 FY 0.885 MY 0.000
----------- -----------
TOTAL = 3.540 0.000 AT LEVEL 20.000 FEET
VB PER 1893 = 160.000 KIP
21 FY 1.872 MY 0.000
22 FY 1.872 MY 0.000
23 FY 1.872 MY 0.000
24 FY 1.872 MY 0.000
----------- -----------
TOTAL = 7.489 0.000 AT LEVEL 30.000 FEET
VB PER 1893 = 160.000 KIP
25 FY 3.225 MY 0.000
26 FY 3.225 MY 0.000
27 FY 3.225 MY 0.000
28 FY 3.225 MY 0.000
----------- -----------
TOTAL = 12.902 0.000 AT LEVEL 40.000 FEET
VB PER 1893 = 160.000 KIP
29 FY 4.944 MY 0.000
30 FY 4.944 MY 0.000
31 FY 4.944 MY 0.000
32 FY 4.944 MY 0.000
----------- -----------
TOTAL = 19.777 0.000 AT LEVEL 50.000 FEET
VB PER 1893 = 160.000 KIP
33 FY 7.029 MY 0.000
34 FY 7.029 MY 0.000
35 FY 7.029 MY 0.000
36 FY 7.029 MY 0.000
----------- -----------
TOTAL = 28.115 0.000 AT LEVEL 60.000 FEET
VB PER 1893 = 160.000 KIP
37 FY 9.479 MY 0.000
38 FY 9.479 MY 0.000
39 FY 9.479 MY 0.000
40 FY 9.479 MY 0.000
----------- -----------
TOTAL = 37.916 0.000 AT LEVEL 70.000 FEET
VB PER 1893 = 160.000 KIP
41 FY 12.295 MY 0.000
42 FY 12.295 MY 0.000
43 FY 12.295 MY 0.000
44 FY 12.295 MY 0.000
STAAD SPACE -- PAGE NO. 9
----------- -----------
TOTAL = 49.179 0.000 AT LEVEL 80.000 FEET
VB PER 1893 = 160.000 KIP