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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.

Table 1. Calculated values for hard soil
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

Table 2. Vertical distribution of forces above GL
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
Table 3. Vertical distribution of forces below GL
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

Table 4. Comparison of 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\2016\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