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 CONNECT Edition\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