Thursday, May 30, 2024, 01:40 AM

****************************************************
* *
* STAAD.Pro V8i SELECTseries6 *
* Version 20.07.11.33 *
* Proprietary Program of *
* Bentley Systems, Inc. *
* Date= MAY 30, 2024 *
* Time= 1:39:20 *
* *
* USER ID: *
****************************************************

1. STAAD SPACE
INPUT FILE: C:\Users\Acer\Desktop\Project May 29\Project Aug 13.STD
2. START JOB INFORMATION
3. ENGINEER DATE 29-MAY-24
4. END JOB INFORMATION
5. INPUT WIDTH 79
6. UNIT METER KN
7. JOINT COORDINATES
8. 1 0 0 0; 2 4.9 0 0; 3 0.2 0 2.9; 4 0.5 0 6.35; 5 4.9 0 2.9; 6 4.9 0 6.35
9. 7 0 3.9 0; 8 4.9 3.9 0; 9 0.2 3.9 2.9; 10 0.5 3.9 6.35; 11 4.9 3.9 2.9
10. 12 4.9 3.9 6.35; 13 0 6.7 0; 14 4.9 6.7 0; 15 0.2 6.7 2.9; 16 0.5 6.7 6.35
11. 17 4.9 6.7 2.9; 18 4.9 6.7 6.35; 19 0.5 6.7 7.45; 20 4.9 6.7 7.45
12. 21 3.85 6.7 0; 22 3.85 6.7 2.9; 23 3.85 6.7 6.35; 24 0 9.5 0; 25 4.9 9.5 0
13. 26 0.2 9.5 2.9; 27 0.5 9.5 6.35; 28 4.9 9.5 2.9; 29 4.9 9.5 6.35
14. 30 0.16 9.5 2.2; 31 4.9 9.5 2.2; 32 3.85 9.5 2.2; 33 3.85 9.5 6.35
15. 34 0 12.3 0; 35 4.9 12.3 0; 36 0.2 12.3 2.9; 37 0.5 12.3 6.35; 38 4.9 12.3 2.9
16. 39 4.9 12.3 6.35; 40 0.16 12.3 2.2; 41 4.9 12.3 2.2; 42 3.85 12.3 2.2
17. 43 3.85 12.3 6.35; 44 0 15.1 0; 45 4.9 15.1 0; 46 0.2 15.1 2.9
18. 47 0.5 15.1 6.35; 48 4.9 15.1 2.9; 49 4.9 15.1 6.35; 50 0.16 15.1 2.2
19. 51 4.9 15.1 2.2; 52 3.85 15.1 2.2; 53 3.85 15.1 6.35
20. MEMBER INCIDENCES
21. 1 1 7; 2 2 8; 3 3 9; 4 4 10; 5 5 11; 6 6 12; 7 7 8; 8 9 11; 9 10 12; 10 7 9
22. 11 9 10; 12 8 11; 13 11 12; 14 7 13; 15 8 14; 16 9 15; 17 10 16; 18 11 17
23. 19 12 18; 23 13 15; 24 15 16; 25 14 17; 26 17 18; 27 21 22; 28 22 23; 29 16 19
24. 30 18 20; 31 19 20; 32 13 24; 33 14 25; 34 15 26; 35 16 27; 36 17 28; 37 18 29
25. 41 24 25; 45 26 27; 47 28 29; 48 24 30; 49 30 26; 50 30 32; 51 32 31; 52 32 33
26. 53 24 34; 54 25 35; 55 26 36; 56 27 37; 57 28 38; 58 29 39; 63 34 35; 65 36 37
27. 67 38 39; 68 34 40; 69 40 36; 70 40 42; 71 42 41; 72 42 43; 73 34 44; 74 35 45
28. 75 36 46; 76 37 47; 77 38 48; 78 39 49; 83 44 45; 85 46 47; 87 48 49; 88 44 50
29. 89 50 46; 90 50 52; 91 52 51; 92 52 53; 93 16 23; 94 23 18; 95 15 22; 96 22 17
30. 97 13 21; 98 21 14; 99 25 31; 100 31 28; 101 27 33; 102 33 29; 103 35 41
31. 104 41 38; 105 37 43; 106 43 39; 107 45 51; 108 51 48; 109 47 53; 110 53 49
32. START GROUP DEFINITION
33. FLOOR
34. _2F2W 23 24 27 28 93 95 97
35. _2F1W 25 TO 31 93 94 96 98
36. _3F2W 45 49 50 52 101
37. _3F1W 41 47 48 50 TO 52 99 100 102
38. _4F2W 65 69 70 72 105
39. _4F1W 63 67 68 70 TO 72 103 104 106
40. _RF2W 85 89 90 92 109
41. _RF1W 83 87 88 90 TO 92 107 108 110
42. END GROUP DEFINITION

C:\Users\Acer\Desktop\Project May 29\Project Aug 13.anl Page 1 of 131

 Thursday, May 30, 2024, 01:40 AM

43. DEFINE MATERIAL START

44. ISOTROPIC CONCRETE
45. E 2.17185E+007
46. POISSON 0.17
47. DENSITY 23.5616
48. ALPHA 1E-005
49. DAMP 0.05
50. TYPE CONCRETE
51. STRENGTH FCU 27579
52. END DEFINE MATERIAL
53. MEMBER PROPERTY AMERICAN
54. 1 TO 6 14 TO 19 32 TO 37 53 TO 58 73 TO 78 PRIS YD 0.5 ZD 0.3
55. 7 TO 13 23 TO 31 41 45 47 TO 52 63 65 67 TO 72 83 85 87 TO 109 -
56. 110 PRIS YD 0.5 ZD 0.3
57. CONSTANTS
58. MATERIAL CONCRETE ALL
59. SUPPORTS
60. 1 TO 6 FIXED
61. DEFINE REFERENCE LOADS
62. LOAD R1 LOADTYPE DEAD TITLE DL
63. SELFWEIGHT Y 1
64. FLOOR LOAD
65. _2F2W FLOAD 8 GY
66. ONEWAY LOAD
67. _2F1W ONE 8 GY
68. FLOOR LOAD
69. _3F2W FLOAD 8 GY
70. ONEWAY LOAD
71. _3F1W ONE 8 GY
72. FLOOR LOAD
73. _4F2W FLOAD 8 GY
74. ONEWAY LOAD
75. _4F1W ONE 8 GY
76. FLOOR LOAD
77. _RF2W FLOAD 8 GY
78. ONEWAY LOAD
79. _RF1W ONE 8 GY
80. LOAD R2 LOADTYPE LIVE TITLE LL
81. FLOOR LOAD
82. _2F2W FLOAD 3 GY
83. ONEWAY LOAD
84. _2F1W ONE 3 GY
85. FLOOR LOAD
86. _3F2W FLOAD 3 GY
87. ONEWAY LOAD
88. _3F1W ONE 3 GY
89. FLOOR LOAD
90. _4F2W FLOAD 3 GY
91. ONEWAY LOAD
92. _4F1W ONE 3 GY
93. END DEFINE REFERENCE LOADS
94. FLOOR DIAPHRAGM
95. DIA 6 TYPE RIG HEI 3.9 JOINT 7 TO 12
96. DIA 7 TYPE RIG HEI 6.7 JOINT 13 TO 23
97. DIA 8 TYPE RIG HEI 9.5 JOINT 24 TO 33
98. DIA 9 TYPE RIG HEI 12.3 JOINT 34 TO 43
99. DIA 10 TYPE RIG HEI 15.1 JOINT 44 TO 53
100. CHECK SOFT STORY ASCE7

C:\Users\Acer\Desktop\Project May 29\Project Aug 13.anl Page 2 of 131

 Thursday, May 30, 2024, 01:40 AM

*** NOTE: NEITHER "MASS" NOR "GRAVITY" REFERENCE LOADTYPE IS PRESENT.

MASS MODEL IS FORMED BY COMBINING ALL "DEAD" AND "LIVE" (IF ANY) REFERENCE LOAD

*** NOTE: MASS MODEL FORMED WILL BE USED IN SEISMIC/RESPONSE/TIME HISTORY LOADING, IF ANY
IF MASS MODEL IS SEPARATELY PROVIDED IN INDIVIDUAL LOADING, THE GENERATED MASS
WILL BE REPLACED BY THE MASS PROVIDED IN INDIVIDUAL LOADING.

************************************************************************************

FLOOR DIAPHRAGM UNIT - KN METE

--------------- ----------------

NO. TYPE FL. LEVEL FL. WT CENTRE OF MASS MASTER JOINT NO.
X Z

6 RIGID 3.900 165.47 2.565 3.074 54

7 RIGID 6.700 578.61 2.633 3.629 55
8 RIGID 9.500 494.28 2.604 3.106 56
9 RIGID 12.300 494.28 2.604 3.106 57
10 RIGID 15.100 375.77 2.616 3.108 58

************************************************************************************

101. DEFINE UBC LOAD

102. ZONE 0.4 I 1 RWX 8.5 RWZ 8.5 STYP 4 NA 1 NV 1.2
103. REFERENCE LOAD Y

*** NOTE: SEISMIC WEIGHT TABLE IS PRESENT.THIS WEIGHT TABLE

WILL BE CONSIDERED IN STATIC SEISMIC ANALYSIS.

104. R1 1.0 R2 0.25

105. DEFINE WIND LOAD
106. TYPE 1 WWX
107. <! STAAD PRO GENERATED DATA DO NOT MODIFY !!!
108. ASCE-7-2010:PARAMS 260.000 KMPH 0 1 2 0 0.000 FT 0.000 FT 0.000 FT 1 -
109. 2 15.000 M 4.900 M 6.350 M 2.000 0.010 0 -
110. 0 0 0 0 0.807 1.000 1.000 0.850 0 -
111. 0 0 0 0.863 0.800 -0.180
112. !> END GENERATED DATA BLOCK
113. INT 3.81891 3.81891 3.95107 4.06979 4.17796 4.27758 4.37011 4.45665 4.53806 -
114. 4.61501 4.68805 4.75761 4.82409 4.88777 4.94894 1.61754 HEIG 0 4.572 -
115. 5.37415 6.17631 6.97846 7.78061 8.58277 9.38492 10.1871 10.9892 -
116. 11.7914 12.5935 13.3957 14.1979 15 8.17
117. TYPE 2 LWX
118. <! STAAD PRO GENERATED DATA DO NOT MODIFY !!!
119. ASCE-7-2010:PARAMS 260.000 KMPH 0 1 2 0 0.000 FT 0.000 FT 0.000 FT 1 -
120. 2 15.000 M 4.900 M 6.350 M 2.000 0.010 1 -
121. 0 0 0 0 0.807 1.000 1.000 0.850 0 -
122. 0 0 0 0.863 -0.500 0.180
123. !> END GENERATED DATA BLOCK
124. INT -3.47675 -3.47675 -1.1058 HEIG 0 15 8.17
125. TYPE 3 WWZ
126. <! STAAD PRO GENERATED DATA DO NOT MODIFY !!!
127. ASCE-7-2010:PARAMS 260.000 KMPH 0 1 2 0 0.000 FT 0.000 FT 0.000 FT 1 -
128. 2 15.000 M 6.350 M 4.900 M 2.000 0.010 0 -
129. 0 0 0 0 0.807 1.000 1.000 0.850 0 -

C:\Users\Acer\Desktop\Project May 29\Project Aug 13.anl Page 3 of 131

 Thursday, May 30, 2024, 01:40 AM

130. 0 0 0 0.866 0.800 -0.180

131. !> END GENERATED DATA BLOCK
WARNING- One or more lines are too long and will be split into 2 lines.
This may not work for all commands. Please check.
132. INT 3.8263 3.8263 3.9588 4.07784 4.1863 4.28618 4.37895 4.46572 4.54735 -
133. 4.6245 -
134. 4.69773 4.76748 4.83413 4.89798 4.95931 1.61551 HEIG 0 4.572 5.37415 -
135. 6.17631 6.97846 7.78061 8.58277 9.38492 10.1871 10.9892 11.7914 -
136. 12.5935 13.3957 14.1979 15 8.17
137. TYPE 4 LWZ
138. <! STAAD PRO GENERATED DATA DO NOT MODIFY !!!
139. ASCE-7-2010:PARAMS 260.000 KMPH 0 1 2 0 0.000 FT 0.000 FT 0.000 FT 1 -
140. 2 15.000 M 6.350 M 4.900 M 2.000 0.010 1 -
141. 0 0 0 0 0.807 1.000 1.000 0.850 0 -
142. 0 0 0 0.866 -0.441 0.180
143. !> END GENERATED DATA BLOCK
144. INT -3.19203 -3.19203 -1.13422 HEIG 0 15 8.17
145. LOAD 1 LOADTYPE SEISMIC TITLE EQ +X +E
146. UBC LOAD X 1 DEC 1 ACC 0.05
147. PERFORM ANALYSIS

P R O B L E M S T A T I S T I C S
-----------------------------------

NUMBER OF JOINTS 58 NUMBER OF MEMBERS 88

NUMBER OF PLATES 0 NUMBER OF SOLIDS 0
NUMBER OF SURFACES 0 NUMBER OF SUPPORTS 6

SOLVER USED IS THE OUT-OF-CORE BASIC SOLVER

ORIGINAL/FINAL BAND-WIDTH= 11/ 11/ 157 DOF

TOTAL PRIMARY LOAD CASES = 1, TOTAL DEGREES OF FREEDOM = 171
TOTAL LOAD COMBINATION CASES = 0 SO FAR.
SIZE OF STIFFNESS MATRIX = 27 DOUBLE KILO-WORDS
REQRD/AVAIL. DISK SPACE = 12.4/ 53440.9 MB

WARNING : EXTREME SOFT STOREY DETECTED.

STOREY 1 AT 3.900 METE IS SOFT ALONG GLOBAL Z DIRECTION.

VERTICAL STRUCTURAL IRREGULARITIES : SOFT STORY CHECK - ASCE/SEI 7-05

-------- ---------- --------------

STORY FL. LEVEL IN METE S T A T U S

----- ----------------- --------------------
X Z

1 3.90 OK EXTREME SOFT

2 6.70 OK OK
3 9.50 OK OK
4 12.30 OK OK
5 15.10 OK OK

***********************************************************

C:\Users\Acer\Desktop\Project May 29\Project Aug 13.anl Page 4 of 131

 Thursday, May 30, 2024, 01:40 AM

* *
* X DIRECTION : Ta = 0.560 Tb = 0.682 Tuser = 0.000 *
* T = 0.682, LOAD FACTOR = 1.000 *
* UBC TYPE = 97 *
* UBC FACTOR V = 0.1294 x 1939.01 = 250.93 KN *
* *
***********************************************************

************************************************************************

***NOTE: SEISMIC LOAD IS ACTING AT CENTER OF MASS FOR RIGID DIAPHRAGM.

TORSION FROM STATIC ECCENTRICITY (esi) IS INCLUDED IN ANALYSIS.
DYNAMIC ECCENTRICITY APPLIED = DEC - 1

LOAD NO.: 1 DIRECTION : X UNIT - METE

STORY LEVEL DYN. ECC. (dec) ACC. ECC. (aec) DESIGN ECC.
----- ----- --------------- --------------- ---------------
X Z X Z X Z
dec + aec dec + aec

1 3.90 0.00 0.00 0.25 0.32 0.00 0.32

2 6.70 0.00 0.00 0.25 0.37 0.00 0.37
3 9.50 0.00 0.00 0.25 0.32 0.00 0.32
4 12.30 0.00 0.00 0.25 0.32 0.00 0.32
5 15.10 0.00 0.00 0.25 0.32 0.00 0.32

************************************************************************

148. CHANGE
149. LOAD 2 LOADTYPE SEISMIC TITLE EQ +X -E
150. UBC LOAD X 1 DEC 1 ACC -0.05
151. PERFORM ANALYSIS
WARNING : EXTREME SOFT STOREY DETECTED.
STOREY 1 AT 3.900 METE IS SOFT ALONG GLOBAL Z DIRECTION.

VERTICAL STRUCTURAL IRREGULARITIES : SOFT STORY CHECK - ASCE/SEI 7-05

-------- ---------- --------------

STORY FL. LEVEL IN METE S T A T U S

----- ----------------- --------------------
X Z

1 3.90 OK EXTREME SOFT

2 6.70 OK OK
3 9.50 OK OK
4 12.30 OK OK
5 15.10 OK OK

***********************************************************
* *
* X DIRECTION : Ta = 0.560 Tb = 0.682 Tuser = 0.000 *

C:\Users\Acer\Desktop\Project May 29\Project Aug 13.anl Page 5 of 131

 Thursday, May 30, 2024, 01:40 AM

* T = 0.682, LOAD FACTOR = 1.000 *

* UBC TYPE = 97 *
* UBC FACTOR V = 0.1294 x 1939.01 = 250.93 KN *
* *
***********************************************************

************************************************************************

***NOTE: SEISMIC LOAD IS ACTING AT CENTER OF MASS FOR RIGID DIAPHRAGM.

TORSION FROM STATIC ECCENTRICITY (esi) IS INCLUDED IN ANALYSIS.
DYNAMIC ECCENTRICITY APPLIED = DEC - 1

LOAD NO.: 2 DIRECTION : X UNIT - METE

STORY LEVEL DYN. ECC. (dec) ACC. ECC. (aec) DESIGN ECC.
----- ----- --------------- --------------- ---------------
X Z X Z X Z
dec - aec dec - aec

1 3.90 0.00 0.00 -0.25 -0.32 0.00 -0.32

2 6.70 0.00 0.00 -0.25 -0.37 0.00 -0.37
3 9.50 0.00 0.00 -0.25 -0.32 0.00 -0.32
4 12.30 0.00 0.00 -0.25 -0.32 0.00 -0.32
5 15.10 0.00 0.00 -0.25 -0.32 0.00 -0.32

************************************************************************

152. CHANGE
153. LOAD 3 LOADTYPE SEISMIC TITLE EQ -X +E
154. UBC LOAD X -1 DEC 1 ACC 0.05
155. PERFORM ANALYSIS
WARNING : EXTREME SOFT STOREY DETECTED.
STOREY 1 AT 3.900 METE IS SOFT ALONG GLOBAL Z DIRECTION.

VERTICAL STRUCTURAL IRREGULARITIES : SOFT STORY CHECK - ASCE/SEI 7-05

-------- ---------- --------------

STORY FL. LEVEL IN METE S T A T U S

----- ----------------- --------------------
X Z

1 3.90 OK EXTREME SOFT

2 6.70 OK OK
3 9.50 OK OK
4 12.30 OK OK
5 15.10 OK OK

***********************************************************
* *
* X DIRECTION : Ta = 0.560 Tb = 0.682 Tuser = 0.000 *
* T = 0.682, LOAD FACTOR = -1.000 *

C:\Users\Acer\Desktop\Project May 29\Project Aug 13.anl Page 6 of 131

 Thursday, May 30, 2024, 01:40 AM

* UBC FACTOR V = 0.1294 x 1939.01 = 250.93 KN *

* *
***********************************************************

************************************************************************

***NOTE: SEISMIC LOAD IS ACTING AT CENTER OF MASS FOR RIGID DIAPHRAGM.

TORSION FROM STATIC ECCENTRICITY (esi) IS INCLUDED IN ANALYSIS.
DYNAMIC ECCENTRICITY APPLIED = DEC - 1

LOAD NO.: 3 DIRECTION : X UNIT - METE

STORY LEVEL DYN. ECC. (dec) ACC. ECC. (aec) DESIGN ECC.
----- ----- --------------- --------------- ---------------
X Z X Z X Z
dec + aec dec + aec

1 3.90 0.00 0.00 0.25 0.32 0.00 0.32

2 6.70 0.00 0.00 0.25 0.37 0.00 0.37
3 9.50 0.00 0.00 0.25 0.32 0.00 0.32
4 12.30 0.00 0.00 0.25 0.32 0.00 0.32
5 15.10 0.00 0.00 0.25 0.32 0.00 0.32

************************************************************************

156. CHANGE
157. LOAD 4 LOADTYPE SEISMIC TITLE EQ -X -E
158. UBC LOAD X -1 DEC 1 ACC -0.05
159. PERFORM ANALYSIS
WARNING : EXTREME SOFT STOREY DETECTED.
STOREY 1 AT 3.900 METE IS SOFT ALONG GLOBAL Z DIRECTION.

VERTICAL STRUCTURAL IRREGULARITIES : SOFT STORY CHECK - ASCE/SEI 7-05

-------- ---------- --------------

STORY FL. LEVEL IN METE S T A T U S

----- ----------------- --------------------
X Z

1 3.90 OK EXTREME SOFT

2 6.70 OK OK
3 9.50 OK OK
4 12.30 OK OK
5 15.10 OK OK

***********************************************************
* *
* X DIRECTION : Ta = 0.560 Tb = 0.682 Tuser = 0.000 *
* T = 0.682, LOAD FACTOR = -1.000 *
* UBC TYPE = 97 *
* UBC FACTOR V = 0.1294 x 1939.01 = 250.93 KN *
* *

C:\Users\Acer\Desktop\Project May 29\Project Aug 13.anl Page 7 of 131

 Thursday, May 30, 2024, 01:40 AM

***********************************************************

************************************************************************

***NOTE: SEISMIC LOAD IS ACTING AT CENTER OF MASS FOR RIGID DIAPHRAGM.

TORSION FROM STATIC ECCENTRICITY (esi) IS INCLUDED IN ANALYSIS.
DYNAMIC ECCENTRICITY APPLIED = DEC - 1

LOAD NO.: 4 DIRECTION : X UNIT - METE

STORY LEVEL DYN. ECC. (dec) ACC. ECC. (aec) DESIGN ECC.
----- ----- --------------- --------------- ---------------
X Z X Z X Z
dec - aec dec - aec

1 3.90 0.00 0.00 -0.25 -0.32 0.00 -0.32

2 6.70 0.00 0.00 -0.25 -0.37 0.00 -0.37
3 9.50 0.00 0.00 -0.25 -0.32 0.00 -0.32
4 12.30 0.00 0.00 -0.25 -0.32 0.00 -0.32
5 15.10 0.00 0.00 -0.25 -0.32 0.00 -0.32

************************************************************************

160. CHANGE
161. LOAD 5 LOADTYPE SEISMIC TITLE EQ +Z +E
162. UBC LOAD Z 1 DEC 1 ACC 0.05
163. PERFORM ANALYSIS
WARNING : EXTREME SOFT STOREY DETECTED.
STOREY 1 AT 3.900 METE IS SOFT ALONG GLOBAL Z DIRECTION.

VERTICAL STRUCTURAL IRREGULARITIES : SOFT STORY CHECK - ASCE/SEI 7-05

-------- ---------- --------------

STORY FL. LEVEL IN METE S T A T U S

----- ----------------- --------------------
X Z

1 3.90 OK EXTREME SOFT

2 6.70 OK OK
3 9.50 OK OK
4 12.30 OK OK
5 15.10 OK OK

***********************************************************
* *
* Z DIRECTION : Ta = 0.560 Tb = 0.780 Tuser = 0.000 *
* T = 0.560, LOAD FACTOR = 1.000 *
* UBC TYPE = 97 *
* UBC FACTOR V = 0.1294 x 1939.01 = 250.93 KN *
* *
***********************************************************

C:\Users\Acer\Desktop\Project May 29\Project Aug 13.anl Page 8 of 131

 Thursday, May 30, 2024, 01:40 AM

************************************************************************

***NOTE: SEISMIC LOAD IS ACTING AT CENTER OF MASS FOR RIGID DIAPHRAGM.

TORSION FROM STATIC ECCENTRICITY (esi) IS INCLUDED IN ANALYSIS.
DYNAMIC ECCENTRICITY APPLIED = DEC - 1

LOAD NO.: 5 DIRECTION : Z UNIT - METE

STORY LEVEL DYN. ECC. (dec) ACC. ECC. (aec) DESIGN ECC.
----- ----- --------------- --------------- ---------------
X Z X Z X Z
dec + aec dec + aec

1 3.90 0.00 0.00 0.25 0.32 0.25 0.00

2 6.70 0.00 0.00 0.25 0.37 0.25 0.00
3 9.50 0.00 0.00 0.25 0.32 0.25 0.00
4 12.30 0.00 0.00 0.25 0.32 0.25 0.00
5 15.10 0.00 0.00 0.25 0.32 0.25 0.00

************************************************************************

164. CHANGE
165. LOAD 6 LOADTYPE SEISMIC TITLE EQ +Z -E
166. UBC LOAD Z 1 DEC 1 ACC -0.05
167. PERFORM ANALYSIS
WARNING : EXTREME SOFT STOREY DETECTED.
STOREY 1 AT 3.900 METE IS SOFT ALONG GLOBAL Z DIRECTION.

VERTICAL STRUCTURAL IRREGULARITIES : SOFT STORY CHECK - ASCE/SEI 7-05

-------- ---------- --------------

STORY FL. LEVEL IN METE S T A T U S

----- ----------------- --------------------
X Z

1 3.90 OK EXTREME SOFT

2 6.70 OK OK
3 9.50 OK OK
4 12.30 OK OK
5 15.10 OK OK

***********************************************************
* *
* Z DIRECTION : Ta = 0.560 Tb = 0.780 Tuser = 0.000 *
* T = 0.560, LOAD FACTOR = 1.000 *
* UBC TYPE = 97 *
* UBC FACTOR V = 0.1294 x 1939.01 = 250.93 KN *
* *
***********************************************************

************************************************************************

C:\Users\Acer\Desktop\Project May 29\Project Aug 13.anl Page 9 of 131

 Thursday, May 30, 2024, 01:40 AM

***NOTE: SEISMIC LOAD IS ACTING AT CENTER OF MASS FOR RIGID DIAPHRAGM.

TORSION FROM STATIC ECCENTRICITY (esi) IS INCLUDED IN ANALYSIS.
DYNAMIC ECCENTRICITY APPLIED = DEC - 1

LOAD NO.: 6 DIRECTION : Z UNIT - METE

STORY LEVEL DYN. ECC. (dec) ACC. ECC. (aec) DESIGN ECC.
----- ----- --------------- --------------- ---------------
X Z X Z X Z
dec - aec dec - aec

1 3.90 0.00 0.00 -0.25 -0.32 -0.25 0.00

2 6.70 0.00 0.00 -0.25 -0.37 -0.25 0.00
3 9.50 0.00 0.00 -0.25 -0.32 -0.25 0.00
4 12.30 0.00 0.00 -0.25 -0.32 -0.25 0.00
5 15.10 0.00 0.00 -0.25 -0.32 -0.25 0.00

************************************************************************

168. CHANGE
169. LOAD 7 LOADTYPE SEISMIC TITLE EQ -Z +E
170. UBC LOAD Z -1 DEC 1 ACC 0.05
171. PERFORM ANALYSIS
WARNING : EXTREME SOFT STOREY DETECTED.
STOREY 1 AT 3.900 METE IS SOFT ALONG GLOBAL Z DIRECTION.

VERTICAL STRUCTURAL IRREGULARITIES : SOFT STORY CHECK - ASCE/SEI 7-05

-------- ---------- --------------

STORY FL. LEVEL IN METE S T A T U S

----- ----------------- --------------------
X Z

1 3.90 OK EXTREME SOFT

2 6.70 OK OK
3 9.50 OK OK
4 12.30 OK OK
5 15.10 OK OK

***********************************************************
* *
* Z DIRECTION : Ta = 0.560 Tb = 0.780 Tuser = 0.000 *
* T = 0.560, LOAD FACTOR = -1.000 *
* UBC TYPE = 97 *
* UBC FACTOR V = 0.1294 x 1939.01 = 250.93 KN *
* *
***********************************************************

************************************************************************

C:\Users\Acer\Desktop\Project May 29\Project Aug 13.anl Page 10 of 131

 Thursday, May 30, 2024, 01:40 AM

***NOTE: SEISMIC LOAD IS ACTING AT CENTER OF MASS FOR RIGID DIAPHRAGM.

TORSION FROM STATIC ECCENTRICITY (esi) IS INCLUDED IN ANALYSIS.
DYNAMIC ECCENTRICITY APPLIED = DEC - 1

LOAD NO.: 7 DIRECTION : Z UNIT - METE

STORY LEVEL DYN. ECC. (dec) ACC. ECC. (aec) DESIGN ECC.
----- ----- --------------- --------------- ---------------
X Z X Z X Z
dec + aec dec + aec

1 3.90 0.00 0.00 0.25 0.32 0.25 0.00

2 6.70 0.00 0.00 0.25 0.37 0.25 0.00
3 9.50 0.00 0.00 0.25 0.32 0.25 0.00
4 12.30 0.00 0.00 0.25 0.32 0.25 0.00
5 15.10 0.00 0.00 0.25 0.32 0.25 0.00

************************************************************************

172. CHANGE
173. LOAD 8 LOADTYPE SEISMIC TITLE EQ -Z -E
174. UBC LOAD Z -1 DEC 1 ACC -0.05
175. PERFORM ANALYSIS
WARNING : EXTREME SOFT STOREY DETECTED.
STOREY 1 AT 3.900 METE IS SOFT ALONG GLOBAL Z DIRECTION.

VERTICAL STRUCTURAL IRREGULARITIES : SOFT STORY CHECK - ASCE/SEI 7-05

-------- ---------- --------------

STORY FL. LEVEL IN METE S T A T U S

----- ----------------- --------------------
X Z

1 3.90 OK EXTREME SOFT

2 6.70 OK OK
3 9.50 OK OK
4 12.30 OK OK
5 15.10 OK OK

***********************************************************
* *
* Z DIRECTION : Ta = 0.560 Tb = 0.780 Tuser = 0.000 *
* T = 0.560, LOAD FACTOR = -1.000 *
* UBC TYPE = 97 *
* UBC FACTOR V = 0.1294 x 1939.01 = 250.93 KN *
* *
***********************************************************

************************************************************************

***NOTE: SEISMIC LOAD IS ACTING AT CENTER OF MASS FOR RIGID DIAPHRAGM.

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 Thursday, May 30, 2024, 01:40 AM

DYNAMIC ECCENTRICITY APPLIED = DEC - 1

LOAD NO.: 8 DIRECTION : Z UNIT - METE

STORY LEVEL DYN. ECC. (dec) ACC. ECC. (aec) DESIGN ECC.
----- ----- --------------- --------------- ---------------
X Z X Z X Z
dec - aec dec - aec

1 3.90 0.00 0.00 -0.25 -0.32 -0.25 0.00

2 6.70 0.00 0.00 -0.25 -0.37 -0.25 0.00
3 9.50 0.00 0.00 -0.25 -0.32 -0.25 0.00
4 12.30 0.00 0.00 -0.25 -0.32 -0.25 0.00
5 15.10 0.00 0.00 -0.25 -0.32 -0.25 0.00

************************************************************************

176. CHANGE
177. LOAD 9 LOADTYPE DEAD TITLE DL
178. REFERENCE LOAD
179. R1 -1.0
180. LOAD 10 LOADTYPE LIVE TITLE LL
181. REFERENCE LOAD
182. R2 -1.0
183. LOAD 11 LOADTYPE LIVE TITLE LLR
184. FLOOR LOAD
185. _RF2W FLOAD -3 GY
**NOTE** 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 5.32.4.2 Note d and/or "5.32.4.3 Note f.

186. ONEWAY LOAD

187. _RF1W ONE -3 GY
188. LOAD 12 LOADTYPE WIND TITLE WL +X
189. WIND LOAD X 1 TYPE 1
190. WIND LOAD -X 1 TYPE 2
191. LOAD 13 LOADTYPE WIND TITLE WL -X
192. WIND LOAD X -1 TYPE 1
193. WIND LOAD -X -1 TYPE 2
194. LOAD 14 LOADTYPE WIND TITLE WL +Z
195. WIND LOAD Z 1 TYPE 3
196. WIND LOAD -Z 1 TYPE 4
**WARNING-fx fy fz wind forces: 0.0000E+00 0.0000E+00 1.5879E-01
at coordinates: 2.0000E-01 6.7000E+00 0.0000E+00 ignored.
**WARNING-fx fy fz wind forces: 0.0000E+00 0.0000E+00 8.7936E-01
at coordinates: 2.0000E-01 9.5000E+00 0.0000E+00 ignored.
**WARNING-fx fy fz wind forces: 0.0000E+00 0.0000E+00 8.9377E-01
at coordinates: 2.0000E-01 1.2300E+01 0.0000E+00 ignored.
**WARNING-fx fy fz wind forces: 0.0000E+00 0.0000E+00 4.4688E-01
at coordinates: 2.0000E-01 1.5100E+01 0.0000E+00 ignored.
197. LOAD 15 LOADTYPE WIND TITLE WL -Z
198. WIND LOAD Z -1 TYPE 3
**WARNING-fx fy fz wind forces: 0.0000E+00 0.0000E+00 -5.1198E-01
at coordinates: 2.0000E-01 6.7000E+00 0.0000E+00 ignored.

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 Thursday, May 30, 2024, 01:40 AM

**WARNING-fx fy fz wind forces: 0.0000E+00 0.0000E+00 -1.2447E+00

at coordinates: 2.0000E-01 9.5000E+00 0.0000E+00 ignored.
**WARNING-fx fy fz wind forces: 0.0000E+00 0.0000E+00 -1.3373E+00
at coordinates: 2.0000E-01 1.2300E+01 0.0000E+00 ignored.
**WARNING-fx fy fz wind forces: 0.0000E+00 0.0000E+00 -6.9125E-01
at coordinates: 2.0000E-01 1.5100E+01 0.0000E+00 ignored.
199. WIND LOAD -Z -1 TYPE 4
200. LOAD COMB 16 GENERATED NSCP 2015 DRIFT CHECK 1
201. 9 1.2 12 0.5
202. LOAD COMB 17 GENERATED NSCP 2015 DRIFT CHECK 2
203. 9 1.2 13 0.5
204. LOAD COMB 18 GENERATED NSCP 2015 DRIFT CHECK 3
205. 9 1.2 14 0.5
206. LOAD COMB 19 GENERATED NSCP 2015 DRIFT CHECK 4
207. 9 1.2 15 0.5
208. LOAD COMB 20 GENERATED NSCP 2015 DRIFT CHECK 5
209. 9 1.2 10 0.5 11 0.5 12 1.0
210. LOAD COMB 21 GENERATED NSCP 2015 DRIFT CHECK 6
211. 9 1.2 10 0.5 11 0.5 13 1.0
212. LOAD COMB 22 GENERATED NSCP 2015 DRIFT CHECK 7
213. 9 1.2 10 0.5 11 0.5 14 1.0
214. LOAD COMB 23 GENERATED NSCP 2015 DRIFT CHECK 8
215. 9 1.2 10 0.5 11 0.5 15 1.0
216. LOAD COMB 24 GENERATED NSCP 2015 DRIFT CHECK 9
217. 9 1.2 10 0.5 11 0.5 1 1.0
218. LOAD COMB 25 GENERATED NSCP 2015 DRIFT CHECK 10
219. 9 1.2 10 0.5 11 0.5 2 1.0
220. LOAD COMB 26 GENERATED NSCP 2015 DRIFT CHECK 11
221. 9 1.2 10 0.5 11 0.5 3 1.0
222. LOAD COMB 27 GENERATED NSCP 2015 DRIFT CHECK 12
223. 9 1.2 10 0.5 11 0.5 4 1.0
224. LOAD COMB 28 GENERATED NSCP 2015 DRIFT CHECK 13
225. 9 1.2 10 0.5 11 0.5 5 1.0
226. LOAD COMB 29 GENERATED NSCP 2015 DRIFT CHECK 14
227. 9 1.2 10 0.5 11 0.5 6 1.0
228. LOAD COMB 30 GENERATED NSCP 2015 DRIFT CHECK 15
229. 9 1.2 10 0.5 11 0.5 7 1.0
230. LOAD COMB 31 GENERATED NSCP 2015 DRIFT CHECK 16
231. 9 1.2 10 0.5 11 0.5 8 1.0
232. LOAD COMB 32 GENERATED NSCP 2015 DRIFT CHECK 17
233. 9 0.9 12 1.0
234. LOAD COMB 33 GENERATED NSCP 2015 DRIFT CHECK 18
235. 9 0.9 13 1.0
236. LOAD COMB 34 GENERATED NSCP 2015 DRIFT CHECK 19
237. 9 0.9 14 1.0
238. LOAD COMB 35 GENERATED NSCP 2015 DRIFT CHECK 20
239. 9 0.9 15 1.0
240. LOAD COMB 36 GENERATED NSCP 2015 DRIFT CHECK 21
241. 9 0.9 1 1.0
242. LOAD COMB 37 GENERATED NSCP 2015 DRIFT CHECK 22
243. 9 0.9 2 1.0
244. LOAD COMB 38 GENERATED NSCP 2015 DRIFT CHECK 23
245. 9 0.9 3 1.0
246. LOAD COMB 39 GENERATED NSCP 2015 DRIFT CHECK 24
247. 9 0.9 4 1.0
248. LOAD COMB 40 GENERATED NSCP 2015 DRIFT CHECK 25
249. 9 0.9 5 1.0
250. LOAD COMB 41 GENERATED NSCP 2015 DRIFT CHECK 26
251. 9 0.9 6 1.0

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 Thursday, May 30, 2024, 01:40 AM

252. LOAD COMB 42 GENERATED NSCP 2015 DRIFT CHECK 27

253. 9 0.9 7 1.0
254. LOAD COMB 43 GENERATED NSCP 2015 DRIFT CHECK 28
255. 9 0.9 8 1.0
256. LOAD COMB 44 GENERATED NSCP 2015 USD/LRFD +EV 1
257. 9 1.4
258. LOAD COMB 45 GENERATED NSCP 2015 USD/LRFD +EV 2
259. 9 1.2 10 1.6 11 1.6
260. LOAD COMB 46 GENERATED NSCP 2015 USD/LRFD +EV 3
261. 9 1.2 10 0.5 11 0.5
262. LOAD COMB 47 GENERATED NSCP 2015 USD/LRFD +EV 4
263. 9 1.2 12 0.5
264. LOAD COMB 48 GENERATED NSCP 2015 USD/LRFD +EV 5
265. 9 1.2 13 0.5
266. LOAD COMB 49 GENERATED NSCP 2015 USD/LRFD +EV 6
267. 9 1.2 14 0.5
268. LOAD COMB 50 GENERATED NSCP 2015 USD/LRFD +EV 7
269. 9 1.2 15 0.5
270. LOAD COMB 51 GENERATED NSCP 2015 USD/LRFD +EV 8
271. 9 1.2 10 0.5 11 0.5 12 1.0
272. LOAD COMB 52 GENERATED NSCP 2015 USD/LRFD +EV 9
273. 9 1.2 10 0.5 11 0.5 13 1.0
274. LOAD COMB 53 GENERATED NSCP 2015 USD/LRFD +EV 10
275. 9 1.2 10 0.5 11 0.5 14 1.0
276. LOAD COMB 54 GENERATED NSCP 2015 USD/LRFD +EV 11
277. 9 1.2 10 0.5 11 0.5 15 1.0
278. LOAD COMB 55 GENERATED NSCP 2015 USD/LRFD +EV 12
279. 9 0.9 12 1.0
280. LOAD COMB 56 GENERATED NSCP 2015 USD/LRFD +EV 13
281. 9 0.9 13 1.0
282. LOAD COMB 57 GENERATED NSCP 2015 USD/LRFD +EV 14
283. 9 0.9 14 1.0
284. LOAD COMB 58 GENERATED NSCP 2015 USD/LRFD +EV 15
285. 9 0.9 15 1.0
286. LOAD COMB 59 GENERATED NSCP 2015 USD/LRFD +EV 16
287. 9 1.68 10 0.5 11 0.5 1 1.0
288. LOAD COMB 60 GENERATED NSCP 2015 USD/LRFD +EV 17
289. 9 1.68 10 0.5 11 0.5 2 1.0
290. LOAD COMB 61 GENERATED NSCP 2015 USD/LRFD +EV 18
291. 9 1.68 10 0.5 11 0.5 3 1.0
292. LOAD COMB 62 GENERATED NSCP 2015 USD/LRFD +EV 19
293. 9 1.68 10 0.5 11 0.5 4 1.0
294. LOAD COMB 63 GENERATED NSCP 2015 USD/LRFD +EV 20
295. 9 1.68 10 0.5 11 0.5 5 1.0
296. LOAD COMB 64 GENERATED NSCP 2015 USD/LRFD +EV 21
297. 9 1.68 10 0.5 11 0.5 6 1.0
298. LOAD COMB 65 GENERATED NSCP 2015 USD/LRFD +EV 22
299. 9 1.68 10 0.5 11 0.5 7 1.0
300. LOAD COMB 66 GENERATED NSCP 2015 USD/LRFD +EV 23
301. 9 1.68 10 0.5 11 0.5 8 1.0
302. LOAD COMB 67 GENERATED NSCP 2015 USD/LRFD +EV 24
303. 9 1.38 1 1.0
304. LOAD COMB 68 GENERATED NSCP 2015 USD/LRFD +EV 25
305. 9 1.38 2 1.0
306. LOAD COMB 69 GENERATED NSCP 2015 USD/LRFD +EV 26
307. 9 1.38 3 1.0
308. LOAD COMB 70 GENERATED NSCP 2015 USD/LRFD +EV 27
309. 9 1.38 4 1.0
310. LOAD COMB 71 GENERATED NSCP 2015 USD/LRFD +EV 28

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 Thursday, May 30, 2024, 01:40 AM

311. 9 1.38 5 1.0

312. LOAD COMB 72 GENERATED NSCP 2015 USD/LRFD +EV 29
313. 9 1.38 6 1.0
314. LOAD COMB 73 GENERATED NSCP 2015 USD/LRFD +EV 30
315. 9 1.38 7 1.0
316. LOAD COMB 74 GENERATED NSCP 2015 USD/LRFD +EV 31
317. 9 1.38 8 1.0
318. LOAD COMB 75 GENERATED NSCP 2015 USD/LRFD +EV 32
319. 9 0.42 1 1.0
320. LOAD COMB 76 GENERATED NSCP 2015 USD/LRFD +EV 33
321. 9 0.42 2 1.0
322. LOAD COMB 77 GENERATED NSCP 2015 USD/LRFD +EV 34
323. 9 0.42 3 1.0
324. LOAD COMB 78 GENERATED NSCP 2015 USD/LRFD +EV 35
325. 9 0.42 4 1.0
326. LOAD COMB 79 GENERATED NSCP 2015 USD/LRFD +EV 36
327. 9 0.42 5 1.0
328. LOAD COMB 80 GENERATED NSCP 2015 USD/LRFD +EV 37
329. 9 0.42 6 1.0
330. LOAD COMB 81 GENERATED NSCP 2015 USD/LRFD +EV 38
331. 9 0.42 7 1.0
332. LOAD COMB 82 GENERATED NSCP 2015 USD/LRFD +EV 39
333. 9 0.42 8 1.0
334. PERFORM ANALYSIS
WARNING : EXTREME SOFT STOREY DETECTED.
STOREY 1 AT 3.900 METE IS SOFT ALONG GLOBAL Z DIRECTION.

VERTICAL STRUCTURAL IRREGULARITIES : SOFT STORY CHECK - ASCE/SEI 7-05

-------- ---------- --------------

STORY FL. LEVEL IN METE S T A T U S

----- ----------------- --------------------
X Z

1 3.90 OK EXTREME SOFT

2 6.70 OK OK
3 9.50 OK OK
4 12.30 OK OK
5 15.10 OK OK

335. LOAD LIST 16 TO 43

336. PRINT STORY DRIFT 0.004200

STORY HEIGHT LOAD AVG. DISP(CM ) DRIFT(CM ) RATIO STATU

-----------------------------------------------------------------------------------------
(METE) X Z X Z

BASE= 0.00 ALLOW. DRIFT = L / 23

1 0.00 16 0.0000 0.0000 0.0000 0.0000 L /999999 PAS

17 0.0000 0.0000 0.0000 0.0000 L /999999 PAS
18 0.0000 0.0000 0.0000 0.0000 L /999999 PAS
19 0.0000 0.0000 0.0000 0.0000 L /999999 PAS

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 Thursday, May 30, 2024, 01:40 AM

21 0.0000 0.0000 0.0000 0.0000 L /999999 PAS

22 0.0000 0.0000 0.0000 0.0000 L /999999 PAS
23 0.0000 0.0000 0.0000 0.0000 L /999999 PAS
24 0.0000 0.0000 0.0000 0.0000 L /999999 PAS
25 0.0000 0.0000 0.0000 0.0000 L /999999 PAS
26 0.0000 0.0000 0.0000 0.0000 L /999999 PAS
27 0.0000 0.0000 0.0000 0.0000 L /999999 PAS
28 0.0000 0.0000 0.0000 0.0000 L /999999 PAS
29 0.0000 0.0000 0.0000 0.0000 L /999999 PAS
30 0.0000 0.0000 0.0000 0.0000 L /999999 PAS
31 0.0000 0.0000 0.0000 0.0000 L /999999 PAS
32 0.0000 0.0000 0.0000 0.0000 L /999999 PAS
33 0.0000 0.0000 0.0000 0.0000 L /999999 PAS
34 0.0000 0.0000 0.0000 0.0000 L /999999 PAS
35 0.0000 0.0000 0.0000 0.0000 L /999999 PAS
36 0.0000 0.0000 0.0000 0.0000 L /999999 PAS
37 0.0000 0.0000 0.0000 0.0000 L /999999 PAS
38 0.0000 0.0000 0.0000 0.0000 L /999999 PAS
39 0.0000 0.0000 0.0000 0.0000 L /999999 PAS
40 0.0000 0.0000 0.0000 0.0000 L /999999 PAS
41 0.0000 0.0000 0.0000 0.0000 L /999999 PAS
42 0.0000 0.0000 0.0000 0.0000 L /999999 PAS
43 0.0000 0.0000 0.0000 0.0000 L /999999 PAS

2 3.90 16 0.4934 -0.0049 0.4934 0.0049 L / 790 PAS

17 -0.5224 0.0111 0.5224 0.0111 L / 746 PAS
18 -0.0088 0.8498 0.0088 0.8498 L / 459 PAS
19 0.0064 -0.8063 0.0064 0.8063 L / 484 PAS
20 0.9876 -0.0122 0.9876 0.0122 L / 395 PAS
21 -1.0439 0.0197 1.0439 0.0197 L / 373 PAS
22 -0.0166 1.6971 0.0166 1.6971 L / 230 *FAI
23 0.0137 -1.6151 0.0137 1.6151 L / 241 PAS
24 0.5877 -0.0067 0.5877 0.0067 L / 663 PAS
25 0.5903 -0.0068 0.5903 0.0068 L / 661 PAS
26 -0.5928 0.0134 0.5928 0.0134 L / 658 PAS
27 -0.5903 0.0133 0.5903 0.0133 L / 661 PAS
28 -0.0120 1.0601 0.0120 1.0601 L / 368 PAS
29 -0.0101 1.0601 0.0101 1.0601 L / 368 PAS
30 0.0075 -1.0535 0.0075 1.0535 L / 370 PAS
31 0.0094 -1.0535 0.0094 1.0535 L / 370 PAS
32 0.9881 -0.0133 0.9881 0.0133 L / 394 PAS

STORY HEIGHT LOAD AVG. DISP(CM ) DRIFT(CM ) RATIO STATU

-----------------------------------------------------------------------------------------
(METE) X Z X Z

BASE= 0.00 ALLOW. DRIFT = L / 23

33 -1.0435 0.0186 1.0435 0.0186 L / 374 PAS

34 -0.0162 1.6960 0.0162 1.6960 L / 230 *FAI
35 0.0141 -1.6162 0.0141 1.6162 L / 241 PAS
36 0.5882 -0.0078 0.5882 0.0078 L / 663 PAS
37 0.5907 -0.0079 0.5907 0.0079 L / 660 PAS
38 -0.5924 0.0123 0.5924 0.0123 L / 658 PAS
39 -0.5898 0.0122 0.5898 0.0122 L / 661 PAS
40 -0.0115 1.0590 0.0115 1.0590 L / 368 PAS

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 Thursday, May 30, 2024, 01:40 AM

42 0.0080 -1.0546 0.0080 1.0546 L / 370 PAS

43 0.0099 -1.0547 0.0099 1.0547 L / 370 PAS

3 6.70 16 0.8641 -0.0045 0.3708 0.0004 L / 755 PAS

17 -0.9234 0.0361 0.4010 0.0250 L / 698 PAS
18 -0.0211 1.2522 0.0123 0.4023 L / 696 PAS
19 0.0032 -1.1605 0.0031 0.3543 L / 790 PAS
20 1.7349 -0.0230 0.7473 0.0108 L / 374 PAS
21 -1.8401 0.0582 0.7962 0.0384 L / 351 PAS
22 -0.0355 2.4903 0.0189 0.7931 L / 353 PAS
23 0.0132 -2.3351 0.0005 0.7201 L / 389 PAS
24 1.0885 -0.0085 0.5008 0.0018 L / 559 PAS
25 1.0638 -0.0049 0.4735 0.0018 L / 591 PAS
26 -1.0809 0.0392 0.4881 0.0258 L / 573 PAS
27 -1.1057 0.0427 0.5154 0.0294 L / 543 PAS
28 -0.0247 1.6345 0.0127 0.5743 L / 487 PAS
29 -0.0432 1.6371 0.0332 0.5771 L / 485 PAS
30 0.0261 -1.6029 0.0186 0.5494 L / 509 PAS
31 0.0076 -1.6002 0.0019 0.5467 L / 512 PAS
32 1.7378 -0.0284 0.7497 0.0150 L / 373 PAS
33 -1.8373 0.0528 0.7938 0.0341 L / 353 PAS
34 -0.0327 2.4848 0.0165 0.7888 L / 355 PAS
35 0.0160 -2.3406 0.0019 0.7244 L / 386 PAS
36 1.0914 -0.0139 0.5032 0.0061 L / 556 PAS
37 1.0666 -0.0104 0.4759 0.0025 L / 588 PAS
38 -1.0781 0.0337 0.4857 0.0215 L / 576 PAS
39 -1.1028 0.0373 0.5130 0.0251 L / 546 PAS
40 -0.0219 1.6290 0.0103 0.5700 L / 491 PAS
41 -0.0404 1.6317 0.0308 0.5728 L / 489 PAS
42 0.0290 -1.6083 0.0210 0.5537 L / 505 PAS
43 0.0104 -1.6057 0.0005 0.5510 L / 508 PAS

4 9.50 16 1.1395 -0.0046 0.2754 0.0002 L / 1016 PAS

17 -1.2383 0.0526 0.3149 0.0165 L / 889 PAS
18 -0.0440 1.5635 0.0229 0.3113 L / 899 PAS
19 0.0088 -1.4345 0.0056 0.2739 L / 1022 PAS
20 2.2941 -0.0307 0.5592 0.0078 L / 500 PAS
21 -2.4616 0.0837 0.6215 0.0256 L / 450 PAS
22 -0.0728 3.1054 0.0373 0.6152 L / 455 PAS

STORY HEIGHT LOAD AVG. DISP(CM ) DRIFT(CM ) RATIO STATU

-----------------------------------------------------------------------------------------
(METE) X Z X Z

BASE= 0.00 ALLOW. DRIFT = L / 23

23 0.0327 -2.8904 0.0195 0.5553 L / 504 PAS

24 1.5194 -0.0127 0.4308 0.0042 L / 650 PAS
25 1.5275 -0.0104 0.4637 0.0055 L / 604 PAS
26 -1.5658 0.0612 0.4848 0.0220 L / 577 PAS
27 -1.5576 0.0634 0.4519 0.0207 L / 619 PAS
28 -0.0587 2.0995 0.0340 0.4651 L / 602 PAS
29 -0.0526 2.1012 0.0093 0.4641 L / 603 PAS
30 0.0143 -2.0505 0.0118 0.4476 L / 625 PAS
31 0.0205 -2.0488 0.0129 0.4486 L / 624 PAS
32 2.3004 -0.0385 0.5627 0.0101 L / 497 PAS

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 Thursday, May 30, 2024, 01:40 AM

34 -0.0666 3.0976 0.0339 0.6128 L / 457 PAS

35 0.0390 -2.8982 0.0230 0.5576 L / 502 PAS
36 1.5257 -0.0205 0.4343 0.0066 L / 645 PAS
37 1.5338 -0.0182 0.4672 0.0079 L / 599 PAS
38 -1.5595 0.0534 0.4814 0.0196 L / 581 PAS
39 -1.5513 0.0556 0.4485 0.0184 L / 624 PAS
40 -0.0524 2.0917 0.0306 0.4627 L / 605 PAS
41 -0.0463 2.0934 0.0059 0.4617 L / 606 PAS
42 0.0206 -2.0583 0.0083 0.4500 L / 622 PAS
43 0.0268 -2.0566 0.0164 0.4509 L / 621 PAS

5 12.30 16 1.3578 -0.0175 0.2183 0.0129 L / 1283 PAS

17 -1.4816 0.0543 0.2433 0.0017 L / 1151 PAS
18 -0.0579 1.7579 0.0140 0.1944 L / 1440 PAS
19 0.0086 -1.6243 0.0002 0.1898 L / 1475 PAS
20 2.7367 -0.0517 0.4425 0.0209 L / 633 PAS
21 -2.9421 0.0920 0.4805 0.0082 L / 583 PAS
22 -0.0948 3.4991 0.0219 0.3936 L / 711 PAS
23 0.0383 -3.2652 0.0056 0.3748 L / 747 PAS
24 1.8948 -0.0312 0.3755 0.0185 L / 746 PAS
25 1.9043 -0.0286 0.3768 0.0181 L / 743 PAS
26 -1.9579 0.0659 0.3922 0.0048 L / 714 PAS
27 -1.9485 0.0685 0.3909 0.0051 L / 716 PAS
28 -0.0786 2.4393 0.0198 0.3398 L / 824 PAS
29 -0.0714 2.4413 0.0189 0.3400 L / 823 PAS
30 0.0178 -2.4039 0.0034 0.3534 L / 792 PAS
31 0.0249 -2.4019 0.0044 0.3531 L / 793 PAS
32 2.7455 -0.0571 0.4451 0.0186 L / 629 PAS
33 -2.9333 0.0865 0.4779 0.0106 L / 586 PAS
34 -0.0859 3.4936 0.0194 0.3960 L / 707 PAS
35 0.0472 -3.2707 0.0082 0.3724 L / 752 PAS
36 1.9037 -0.0366 0.3780 0.0161 L / 740 PAS
37 1.9132 -0.0340 0.3793 0.0158 L / 738 PAS
38 -1.9491 0.0605 0.3896 0.0071 L / 718 PAS
39 -1.9396 0.0631 0.3883 0.0075 L / 721 PAS
40 -0.0697 2.4339 0.0173 0.3421 L / 818 PAS

STORY HEIGHT LOAD AVG. DISP(CM ) DRIFT(CM ) RATIO STATU

-----------------------------------------------------------------------------------------
(METE) X Z X Z

BASE= 0.00 ALLOW. DRIFT = L / 23

41 -0.0625 2.4358 0.0163 0.3424 L / 818 PAS

42 0.0266 -2.4093 0.0060 0.3510 L / 797 PAS
43 0.0338 -2.4074 0.0070 0.3508 L / 798 PAS

6 15.10 16 1.4790 -0.0288 0.1212 0.0113 L / 2309 PAS

17 -1.6212 0.0532 0.1396 0.0011 L / 2006 PAS
18 -0.0685 1.8423 0.0106 0.0844 L / 3316 PAS
19 0.0066 -1.7128 0.0021 0.0885 L / 3163 PAS
20 2.9845 -0.0691 0.2478 0.0174 L / 1130 PAS
21 -3.2159 0.0950 0.2738 0.0030 L / 1023 PAS
22 -0.1106 3.6732 0.0158 0.1741 L / 1608 PAS
23 0.0396 -3.4370 0.0012 0.1718 L / 1630 PAS
24 2.1402 -0.0472 0.2454 0.0160 L / 1141 PAS

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26 -2.2175 0.0662 0.2596 0.0003 L / 1079 PAS

27 -2.2077 0.0701 0.2592 0.0016 L / 1080 PAS
28 -0.0939 2.6336 0.0153 0.1943 L / 1441 PAS
29 -0.0865 2.6365 0.0151 0.1953 L / 1434 PAS
30 0.0189 -2.6136 0.0012 0.2097 L / 1335 PAS
31 0.0264 -2.6107 0.0014 0.2088 L / 1341 PAS
32 2.9957 -0.0720 0.2502 0.0149 L / 1119 PAS
33 -3.2047 0.0921 0.2714 0.0056 L / 1031 PAS
34 -0.0994 3.6703 0.0134 0.1767 L / 1585 PAS
35 0.0508 -3.4399 0.0036 0.1692 L / 1654 PAS
36 2.1514 -0.0501 0.2477 0.0135 L / 1130 PAS
37 2.1612 -0.0462 0.2480 0.0122 L / 1129 PAS
38 -2.2063 0.0633 0.2572 0.0028 L / 1088 PAS
39 -2.1965 0.0672 0.2569 0.0041 L / 1090 PAS
40 -0.0827 2.6307 0.0130 0.1968 L / 1422 PAS
41 -0.0753 2.6336 0.0127 0.1978 L / 1415 PAS
42 0.0301 -2.6165 0.0035 0.2072 L / 1351 PAS
43 0.0376 -2.6136 0.0038 0.2062 L / 1358 PAS
337. LOAD LIST 44 TO 82
338. START CONCRETE DESIGN
339. CODE ACI
340. CLB 0.04 MEMB 7 TO 13 23 TO 31 41 45 47 TO 52 63 65 67 TO 72 83 85 87 TO 110
341. CLS 0.04 MEMB 1 TO 6 14 TO 19 32 TO 37 53 TO 58 73 TO 78
342. CLT 0.04 MEMB 7 TO 13 23 TO 31 41 45 47 TO 52 63 65 67 TO 72 83 85 87 TO 110
343. FC 21000 ALL
344. FYMAIN 275000 ALL
345. FYSEC 230000 ALL
346. MAXMAIN 25 ALL
347. MINMAIN 16 ALL
348. MINSEC 10 ALL
349. TRACK 2 ALL
350. DESIGN BEAM 7 TO 13 23 TO 31 41 45 47 TO 52 63 65 67 TO 72 83 85 87 TO 110

ACI 318-11 BEAM NO. 7 DESIGN RESULTS

=============================================

LEN - 4900. MM FY - 275. FC - 21. MPA, SIZE - 300. X 500. MMS

LEVEL HEIGHT BAR INFO FROM TO ANCHOR

(MM) (MM) (MM) STA END
_____________________________________________________________________

1 62. 4 - 25MM 0. 4900. YES YES

|----------------------------------------------------------------|
| CRITICAL POS MOMENT= 159.26 KN-MET AT 4900.MM, LOAD 56|
| REQD STEEL= 1626.MM2, RHO=0.0124, RHOMX=0.0284 RHOMN=0.0050 |
| MAX/MIN/ACTUAL BAR SPACING= 448./ 50./ 60. MMS |
| REQD. DEVELOPMENT LENGTH = 1137. MMS |
|----------------------------------------------------------------|

Cracked Moment of Inertia Iz at above location = 178285.0 cm^4

2 438. 4 - 25MM 0. 3494. YES NO

|----------------------------------------------------------------|
| CRITICAL NEG MOMENT= 173.68 KN-MET AT 0.MM, LOAD 52|

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 Thursday, May 30, 2024, 01:40 AM

| MAX/MIN/ACTUAL BAR SPACING= 448./ 50./ 60. MMS |

| REQD. DEVELOPMENT LENGTH = 1137. MMS |
|----------------------------------------------------------------|

Cracked Moment of Inertia Iz at above location = 178285.0 cm^4

3 438. 4 - 25MM 1202. 4900. NO YES

|----------------------------------------------------------------|
| CRITICAL NEG MOMENT= 157.13 KN-MET AT 4900.MM, LOAD 51|
| REQD STEEL= 1602.MM2, RHO=0.0122, RHOMX=0.0284 RHOMN=0.0050 |
| MAX/MIN/ACTUAL BAR SPACING= 448./ 50./ 60. MMS |
| REQD. DEVELOPMENT LENGTH = 1137. MMS |
|----------------------------------------------------------------|

Cracked Moment of Inertia Iz at above location = 178285.0 cm^4

REQUIRED REINF. STEEL SUMMARY :

-------------------------------
SECTION REINF STEEL(+VE/-VE) MOMENTS(+VE/-VE) LOAD(+VE/-VE)
( MM ) (SQ. MM ) (KNS-MET )

0. 1450./ 1802. 143./ 174. 55/ 52

408. 1209./ 1441. 121./ 142. 55/ 52
817. 970./ 1105. 99./ 111. 55/ 52
1225. 734./ 793. 76./ 81. 51/ 56
1633. 503./ 503. 53./ 53. 51/ 56
2042. 273./ 228. 29./ 24. 51/ 56
2450. 64./ 0. 7./ 0. 66/ 0
2858. 300./ 204. 32./ 22. 52/ 55
3267. 560./ 451. 58./ 47. 52/ 55
3675. 820./ 712. 84./ 74. 52/ 55
4083. 1084./ 989. 109./ 100. 56/ 51
4492. 1357./ 1289. 135./ 128. 56/ 51
4900. 1634./ 1610. 159./ 157. 56/ 51

B E A M N O. 7 D E S I G N R E S U L T S - SHEAR

AT START SUPPORT - Vu= 42.44 KNS Vc= 102.11 KNS Vs= 0.00 KNS
Tu= 0.27 KN-MET Tc= 4.0 KN-MET Ts= 0.0 KN-MET LOAD 48
NO 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 2010. MM

AT END SUPPORT - Vu= 38.78 KNS Vc= 102.23 KNS Vs= 0.00 KNS
Tu= 0.41 KN-MET Tc= 4.0 KN-MET Ts= 0.0 KN-MET LOAD 47
NO 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 2010. MM

___ 7J____________________ 4900X 300X 500_____________________ 8J____

| |
||=========================================================================||
| 4No25 H 438.| 0.TOo3494|438.1202.TO|4900 | | | | | | | | |
| 11*10c/c219 | | | | | | | | | | | | 11*10c/c219 | |

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 Thursday, May 30, 2024, 01:40 AM

| 4No25 H |62.| 0.TO 4900| | | | | | | | | | | | | |

||=========================================================================||
| |
|___________________________________________________________________________|
_________ _________ _________ _________ _________ _________
| | | | | | | | | | | |
| oooo | | oooo | | oooo | | oooo | | oooo | | oooo |
| 4#25 | | 4#25 | | 4#25 | | 4#25 | | 4#25 | | 4#25 |
| | | | | | | | | | | |
| 4#25 | | 4#25 | | 4#25 | | 4#25 | | 4#25 | | 4#25 |
| oooo | | oooo | | oooo | | oooo | | oooo | | oooo |
| | | | | | | | | | | |
|_________| |_________| |_________| |_________| |_________| |_________|

ACI 318-11 BEAM NO. 8 DESIGN RESULTS

=============================================

LEN - 4700. MM FY - 275. FC - 21. MPA, SIZE - 300. X 500. MMS

LEVEL HEIGHT BAR INFO FROM TO ANCHOR

(MM) (MM) (MM) STA END
_____________________________________________________________________

1 62. 4 - 25MM 0. 4700. YES YES

|----------------------------------------------------------------|
| CRITICAL POS MOMENT= 179.09 KN-MET AT 4700.MM, LOAD 56|
| REQD STEEL= 1856.MM2, RHO=0.0141, RHOMX=0.0284 RHOMN=0.0050 |
| MAX/MIN/ACTUAL BAR SPACING= 448./ 50./ 60. MMS |
| REQD. DEVELOPMENT LENGTH = 1137. MMS |
|----------------------------------------------------------------|

Cracked Moment of Inertia Iz at above location = 178285.0 cm^4

*** A SUITABLE BAR ARRANGEMENT COULD NOT BE DETERMINED.

REQD. STEEL = 2042. MM2, MAX. STEEL PERMISSIBLE = 3709. MM2
MAX NEG MOMENT = 193.73 KN-MET, LOADING 52

2 438. 4 - 25MM 1093. 4700. NO YES

|----------------------------------------------------------------|
| CRITICAL NEG MOMENT= 181.90 KN-MET AT 4700.MM, LOAD 51|
| REQD STEEL= 1889.MM2, RHO=0.0144, RHOMX=0.0284 RHOMN=0.0050 |
| MAX/MIN/ACTUAL BAR SPACING= 448./ 50./ 60. MMS |
| REQD. DEVELOPMENT LENGTH = 1137. MMS |
|----------------------------------------------------------------|

Cracked Moment of Inertia Iz at above location = 178285.0 cm^4

REQUIRED REINF. STEEL SUMMARY :

-------------------------------
SECTION REINF STEEL(+VE/-VE) MOMENTS(+VE/-VE) LOAD(+VE/-VE)
( MM ) (SQ. MM ) (KNS-MET )

0. 1727./ 2042. 167./ 194. 55/ 52

392. 1428./ 1634. 141./ 159. 55/ 52

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 Thursday, May 30, 2024, 01:40 AM

783. 1136./ 1256. 114./ 125. 55/ 52

1175. 850./ 904. 87./ 92. 55/ 52
1567. 572./ 576. 60./ 60. 51/ 56
1958. 299./ 267. 32./ 28. 51/ 56
2350. 52./ 0. 6./ 0. 66/ 0
2742. 321./ 251. 34./ 27. 52/ 55
3133. 615./ 540. 64./ 56. 52/ 55
3525. 913./ 844. 93./ 87. 52/ 55
3917. 1222./ 1172. 122./ 118. 56/ 51
4308. 1539./ 1522. 151./ 149. 56/ 51
4700. 1866./ 1899. 179./ 182. 56/ 51

___ 9J____________________ 4700X 300X 500_____________________ 11J____

| |
| ==========================================================||
| 4No25 H 438.1093.TO 4700 |
| |
| 4No25 H 62. 0.TO 4700 |
||=========================================================================||
| |
|___________________________________________________________________________|
_________ _________ _________ _________ _________ _________
| | | | | | | | | | | |
| | | | | oooo | | oooo | | oooo | | oooo |
| | | | | 4#25 | | 4#25 | | 4#25 | | 4#25 |
| | | | | | | | | | | |
| 4#25 | | 4#25 | | 4#25 | | 4#25 | | 4#25 | | 4#25 |
| oooo | | oooo | | oooo | | oooo | | oooo | | oooo |
| | | | | | | | | | | |
|_________| |_________| |_________| |_________| |_________| |_________|

ACI 318-11 BEAM NO. 9 DESIGN RESULTS

=============================================

LEN - 4400. MM FY - 275. FC - 21. MPA, SIZE - 300. X 500. MMS

LEVEL HEIGHT BAR INFO FROM TO ANCHOR

(MM) (MM) (MM) STA END
_____________________________________________________________________

*** A SUITABLE BAR ARRANGEMENT COULD NOT BE DETERMINED.

REQD. STEEL = 2162. MM2, MAX. STEEL PERMISSIBLE = 3709. MM2
MAX POS MOMENT = 203.47 KN-MET, LOADING 56

*** A SUITABLE BAR ARRANGEMENT COULD NOT BE DETERMINED.

REQD. STEEL = 2322. MM2, MAX. STEEL PERMISSIBLE = 3709. MM2
MAX NEG MOMENT = 216.14 KN-MET, LOADING 52

*** A SUITABLE BAR ARRANGEMENT COULD NOT BE DETERMINED.

REQD. STEEL = 2239. MM2, MAX. STEEL PERMISSIBLE = 3709. MM2
MAX NEG MOMENT = 209.63 KN-MET, LOADING 51

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 Thursday, May 30, 2024, 01:40 AM

REQUIRED REINF. STEEL SUMMARY :

-------------------------------
SECTION REINF STEEL(+VE/-VE) MOMENTS(+VE/-VE) LOAD(+VE/-VE)
( MM ) (SQ. MM ) (KNS-MET )

0. 2085./ 2322. 197./ 216. 55/ 52

367. 1710./ 1855. 166./ 178. 55/ 52
733. 1350./ 1425. 134./ 141. 55/ 52
1100. 1002./ 1026. 102./ 104. 55/ 52
1467. 668./ 655. 69./ 68. 51/ 56
1833. 344./ 307. 36./ 33. 51/ 56
2200. 48./ 0. 5./ 0. 66/ 0
2567. 357./ 299. 38./ 32. 52/ 55
2933. 693./ 637. 72./ 66. 52/ 55
3300. 1038./ 994. 105./ 101. 52/ 55
3667. 1396./ 1377. 138./ 136. 56/ 51
4033. 1771./ 1791. 171./ 173. 56/ 51
4400. 2162./ 2239. 203./ 210. 56/ 51

___ 10J____________________ 4400X 300X 500_____________________ 12J____

| |
| |
| |
| |
| |
| |
| |
|___________________________________________________________________________|
_________ _________ _________ _________ _________ _________
| | | | | | | | | | | |
| | | | | | | | | | | |
| | | | | | | | | | | |
| | | | | | | | | | | |
| | | | | | | | | | | |
| | | | | | | | | | | |
| | | | | | | | | | | |
|_________| |_________| |_________| |_________| |_________| |_________|

ACI 318-11 BEAM NO. 10 DESIGN RESULTS

=============================================

LEN - 2907. MM FY - 275. FC - 21. MPA, SIZE - 300. X 500. MMS

LEVEL HEIGHT BAR INFO FROM TO ANCHOR

(MM) (MM) (MM) STA END
_____________________________________________________________________

1 62. 4 - 25MM 0. 2907. YES YES

|----------------------------------------------------------------|
| CRITICAL POS MOMENT= 175.09 KN-MET AT 0.MM, LOAD 57|
| REQD STEEL= 1809.MM2, RHO=0.0138, RHOMX=0.0284 RHOMN=0.0050 |
| MAX/MIN/ACTUAL BAR SPACING= 448./ 50./ 60. MMS |
| REQD. DEVELOPMENT LENGTH = 1137. MMS |
|----------------------------------------------------------------|

Cracked Moment of Inertia Iz at above location = 178285.0 cm^4

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 Thursday, May 30, 2024, 01:40 AM

2 438. 4 - 25MM 0. 2906. YES NO

|----------------------------------------------------------------|
| CRITICAL NEG MOMENT= 174.00 KN-MET AT 0.MM, LOAD 54|
| REQD STEEL= 1796.MM2, RHO=0.0137, RHOMX=0.0284 RHOMN=0.0050 |
| MAX/MIN/ACTUAL BAR SPACING= 448./ 50./ 60. MMS |
| REQD. DEVELOPMENT LENGTH = 1137. MMS |
|----------------------------------------------------------------|

Cracked Moment of Inertia Iz at above location = 178285.0 cm^4

3 438. 3 - 25MM 800. 2907. NO YES

|----------------------------------------------------------------|
| CRITICAL NEG MOMENT= 128.82 KN-MET AT 2907.MM, LOAD 57|
| REQD STEEL= 1287.MM2, RHO=0.0098, RHOMX=0.0284 RHOMN=0.0050 |
| MAX/MIN/ACTUAL BAR SPACING= 448./ 50./ 89. MMS |
| REQD. DEVELOPMENT LENGTH = 758. MMS |
|----------------------------------------------------------------|

Cracked Moment of Inertia Iz at above location = 145492.4 cm^4

REQUIRED REINF. STEEL SUMMARY :

-------------------------------
SECTION REINF STEEL(+VE/-VE) MOMENTS(+VE/-VE) LOAD(+VE/-VE)
( MM ) (SQ. MM ) (KNS-MET )

0. 1819./ 1806. 175./ 174. 57/ 54

242. 1538./ 1506. 151./ 148. 57/ 54
484. 1266./ 1221. 126./ 122. 57/ 54
727. 1002./ 950. 102./ 97. 57/ 54
969. 747./ 693. 77./ 72. 53/ 58
1211. 499./ 446. 52./ 47. 53/ 58
1453. 255./ 208. 27./ 22. 53/ 58
1696. 37./ 0. 4./ 0. 60/ 0
1938. 256./ 231. 27./ 25. 54/ 57
2180. 489./ 480. 51./ 50. 54/ 57
2422. 727./ 740. 75./ 76. 54/ 57
2665. 970./ 1010. 99./ 102. 54/ 57
2907. 1217./ 1293. 122./ 129. 54/ 57

B E A M N O. 10 D E S I G N R E S U L T S - SHEAR

AT START SUPPORT - Vu= 47.51 KNS Vc= 104.87 KNS Vs= 0.00 KNS
Tu= 0.21 KN-MET Tc= 4.0 KN-MET Ts= 0.0 KN-MET LOAD 49
NO 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 1013. MM

AT END SUPPORT - Vu= 56.11 KNS Vc= 113.99 KNS Vs= 0.00 KNS
Tu= 0.21 KN-MET Tc= 4.0 KN-MET Ts= 0.0 KN-MET LOAD 49
NO 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 1013. MM

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 Thursday, May 30, 2024, 01:40 AM

___ 7J____________________ 2906X 300X 500_____________________ 9J____

| |
||=========================================================================||
| 4No25 H 438.| 0.TO32906|H 438. 800.TO 2907 | | | | | |
| 6*10c/c219 | | | | | | | 6*10c/c219 | |
| 4No25 H 62.| 0.TO 2907| | | | | | | | |
||=========================================================================||
| |
|___________________________________________________________________________|
_________ _________ _________ _________ _________ _________
| | | | | | | | | | | |
| oooo | | oooo | | oooo | | oooo | | oooo | | ooo |
| 4#25 | | 4#25 | | 3#25 | | 3#25 | | 3#25 | | 3#25 |
| | | | | | | | | | | |
| 4#25 | | 4#25 | | 4#25 | | 4#25 | | 4#25 | | 4#25 |
| oooo | | oooo | | oooo | | oooo | | oooo | | oooo |
| | | | | | | | | | | |
|_________| |_________| |_________| |_________| |_________| |_________|

ACI 318-11 BEAM NO. 11 DESIGN RESULTS

=============================================

LEN - 3463. MM FY - 275. FC - 21. MPA, SIZE - 300. X 500. MMS

LEVEL HEIGHT BAR INFO FROM TO ANCHOR

(MM) (MM) (MM) STA END
_____________________________________________________________________

1 62. 4 - 25MM 0. 3463. YES YES

|----------------------------------------------------------------|
| CRITICAL POS MOMENT= 158.59 KN-MET AT 3463.MM, LOAD 58|
| REQD STEEL= 1618.MM2, RHO=0.0123, RHOMX=0.0284 RHOMN=0.0050 |
| MAX/MIN/ACTUAL BAR SPACING= 448./ 50./ 60. MMS |
| REQD. DEVELOPMENT LENGTH = 1137. MMS |
|----------------------------------------------------------------|

Cracked Moment of Inertia Iz at above location = 178285.0 cm^4

2 440. 4 - 20MM 0. 1805. YES NO

|----------------------------------------------------------------|
| CRITICAL NEG MOMENT= 117.44 KN-MET AT 0.MM, LOAD 58|
| REQD STEEL= 1156.MM2, RHO=0.0088, RHOMX=0.0284 RHOMN=0.0050 |
| MAX/MIN/ACTUAL BAR SPACING= 448./ 45./ 61. MMS |
| REQD. DEVELOPMENT LENGTH = 708. MMS |
|----------------------------------------------------------------|

Cracked Moment of Inertia Iz at above location = 131166.9 cm^4

3 438. 4 - 25MM 135. 3463. NO YES

|----------------------------------------------------------------|
| CRITICAL NEG MOMENT= 173.75 KN-MET AT 3463.MM, LOAD 53|
| REQD STEEL= 1793.MM2, RHO=0.0137, RHOMX=0.0284 RHOMN=0.0050 |
| MAX/MIN/ACTUAL BAR SPACING= 448./ 50./ 60. MMS |
| REQD. DEVELOPMENT LENGTH = 1137. MMS |
|----------------------------------------------------------------|

C:\Users\Acer\Desktop\Project May 29\Project Aug 13.anl Page 25 of 131

 Thursday, May 30, 2024, 01:40 AM

Cracked Moment of Inertia Iz at above location = 178285.0 cm^4

REQUIRED REINF. STEEL SUMMARY :

-------------------------------
SECTION REINF STEEL(+VE/-VE) MOMENTS(+VE/-VE) LOAD(+VE/-VE)
( MM ) (SQ. MM ) (KNS-MET )

0. 1214./ 1170. 122./ 117. 53/ 58

289. 972./ 911. 99./ 93. 53/ 58
577. 735./ 664. 76./ 69. 53/ 58
866. 501./ 427. 52./ 45. 53/ 58
1154. 271./ 199. 29./ 21. 53/ 58
1443. 58./ 0. 6./ 0. 63/ 0
1732. 248./ 195. 26./ 21. 54/ 57
2020. 467./ 432. 49./ 45. 54/ 57
2309. 690./ 678. 71./ 70. 54/ 57
2597. 915./ 936. 93./ 95. 54/ 57
2886. 1146./ 1208. 115./ 121. 58/ 53
3174. 1384./ 1497. 137./ 147. 58/ 53
3463. 1626./ 1803. 159./ 174. 58/ 53

B E A M N O. 11 D E S I G N R E S U L T S - SHEAR

AT START SUPPORT - Vu= 37.56 KNS Vc= 99.88 KNS Vs= 0.00 KNS
Tu= 0.05 KN-MET Tc= 4.0 KN-MET Ts= 0.0 KN-MET LOAD 49
NO 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 1292. MM

AT END SUPPORT - Vu= 48.52 KNS Vc= 99.88 KNS Vs= 0.00 KNS
Tu= 0.05 KN-MET Tc= 4.0 KN-MET Ts= 0.0 KN-MET LOAD 49
NO 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 1292. MM

___ 9J____________________ 3463X 300X 500_____________________ 10J____

| |
||=========================================================================||
| 4No205HH440.. 10.TOO18053| | | | | | | | | |
| 7*10c/c219 | | | | | | | | 7*10c/c219 | |
| 4No25|H 62. 0.TO 3463 | | | | | | | | | |
||=========================================================================||
| |
|___________________________________________________________________________|
_________ _________ _________ _________ _________ _________
| | | | | | | | | | | |
| oooo | | oooo | | oooo | | oooo | | oooo | | oooo |
| 4#20 | | 4#25 | | 4#25 | | 4#25 | | 4#25 | | 4#25 |
| | | | | | | | | | | |
| 4#25 | | 4#25 | | 4#25 | | 4#25 | | 4#25 | | 4#25 |
| oooo | | oooo | | oooo | | oooo | | oooo | | oooo |
| | | | | | | | | | | |
|_________| |_________| |_________| |_________| |_________| |_________|

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 Thursday, May 30, 2024, 01:40 AM

ACI 318-11 BEAM NO. 12 DESIGN RESULTS

=============================================

LEN - 2900. MM FY - 275. FC - 21. MPA, SIZE - 300. X 500. MMS

LEVEL HEIGHT BAR INFO FROM TO ANCHOR

(MM) (MM) (MM) STA END
_____________________________________________________________________

1 62. 4 - 25MM 0. 2900. YES YES

|----------------------------------------------------------------|
| CRITICAL POS MOMENT= 170.24 KN-MET AT 0.MM, LOAD 57|
| REQD STEEL= 1752.MM2, RHO=0.0134, RHOMX=0.0284 RHOMN=0.0050 |
| MAX/MIN/ACTUAL BAR SPACING= 448./ 50./ 60. MMS |
| REQD. DEVELOPMENT LENGTH = 1137. MMS |
|----------------------------------------------------------------|

Cracked Moment of Inertia Iz at above location = 178285.0 cm^4

2 438. 4 - 25MM 0. 2900. YES YES

|----------------------------------------------------------------|
| CRITICAL NEG MOMENT= 167.07 KN-MET AT 0.MM, LOAD 54|
| REQD STEEL= 1716.MM2, RHO=0.0131, RHOMX=0.0284 RHOMN=0.0050 |
| MAX/MIN/ACTUAL BAR SPACING= 448./ 50./ 60. MMS |
| REQD. DEVELOPMENT LENGTH = 1137. MMS |
|----------------------------------------------------------------|

Cracked Moment of Inertia Iz at above location = 178285.0 cm^4

3 440. 4 - 20MM 1162. 2900. NO YES

|----------------------------------------------------------------|
| CRITICAL NEG MOMENT= 124.54 KN-MET AT 2900.MM, LOAD 57|
| REQD STEEL= 1232.MM2, RHO=0.0093, RHOMX=0.0284 RHOMN=0.0050 |
| MAX/MIN/ACTUAL BAR SPACING= 448./ 45./ 61. MMS |
| REQD. DEVELOPMENT LENGTH = 708. MMS |
|----------------------------------------------------------------|

Cracked Moment of Inertia Iz at above location = 131166.9 cm^4

REQUIRED REINF. STEEL SUMMARY :

-------------------------------
SECTION REINF STEEL(+VE/-VE) MOMENTS(+VE/-VE) LOAD(+VE/-VE)
( MM ) (SQ. MM ) (KNS-MET )

0. 1762./ 1724. 170./ 167. 57/ 54

242. 1491./ 1439. 147./ 142. 57/ 54
483. 1229./ 1168. 123./ 117. 57/ 54
725. 975./ 909. 99./ 93. 57/ 54
967. 729./ 664. 75./ 69. 53/ 58
1208. 488./ 428. 51./ 45. 53/ 58
1450. 253./ 201. 27./ 21. 53/ 58
1692. 36./ 0. 4./ 0. 61/ 0
1933. 245./ 219. 26./ 23. 54/ 57
2175. 467./ 461. 49./ 48. 54/ 57
2417. 694./ 712. 72./ 74. 54/ 57

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 Thursday, May 30, 2024, 01:40 AM

2658. 925./ 973. 94./ 99. 54/ 57

2900. 1160./ 1246. 117./ 125. 54/ 57

B E A M N O. 12 D E S I G N R E S U L T S - SHEAR

AT START SUPPORT - Vu= 45.90 KNS Vc= 104.52 KNS Vs= 0.00 KNS
Tu= 0.60 KN-MET Tc= 4.0 KN-MET Ts= 0.0 KN-MET LOAD 49
NO 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 1010. MM

AT END SUPPORT - Vu= 54.46 KNS Vc= 113.66 KNS Vs= 0.00 KNS
Tu= 0.60 KN-MET Tc= 4.0 KN-MET Ts= 0.0 KN-MET LOAD 49
NO 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 1010. MM

___ 8J____________________ 2900X 300X 500_____________________ 11J____

| |
||=========================================================================||
| 4No25 H 438.| 0.TO 2900| 4No20 H 440.1162.TO|2900 | | | | |
| 6*10c/c219 | | | | | | | 6*10c/c219 | |
| 4No25 H 62.| 0.TO 2900| | | | | | | | |
||=========================================================================||
| |
|___________________________________________________________________________|
_________ _________ _________ _________ _________ _________
| | | | | | | | | | | |
| oooo | | oooo | | oooo | | oooo | | oooo | | oooo |
| 4#25 | | 4#25 | | 4#25 | | 4#20 | | 4#20 | | 4#20 |
| | | | | | | | | | | |
| 4#25 | | 4#25 | | 4#25 | | 4#25 | | 4#25 | | 4#25 |
| oooo | | oooo | | oooo | | oooo | | oooo | | oooo |
| | | | | | | | | | | |
|_________| |_________| |_________| |_________| |_________| |_________|

ACI 318-11 BEAM NO. 13 DESIGN RESULTS

=============================================

LEN - 3450. MM FY - 275. FC - 21. MPA, SIZE - 300. X 500. MMS

LEVEL HEIGHT BAR INFO FROM TO ANCHOR

(MM) (MM) (MM) STA END
_____________________________________________________________________

1 60. 5 - 20MM 0. 3450. YES YES

|----------------------------------------------------------------|
| CRITICAL POS MOMENT= 151.73 KN-MET AT 3450.MM, LOAD 58|
| REQD STEEL= 1530.MM2, RHO=0.0116, RHOMX=0.0284 RHOMN=0.0050 |
| MAX/MIN/ACTUAL BAR SPACING= 448./ 45./ 46. MMS |
| REQD. DEVELOPMENT LENGTH = 944. MMS |
|----------------------------------------------------------------|

C:\Users\Acer\Desktop\Project May 29\Project Aug 13.anl Page 28 of 131

 Thursday, May 30, 2024, 01:40 AM

Cracked Moment of Inertia Iz at above location = 154405.4 cm^4

2 440. 4 - 20MM 0. 1801. YES NO

|----------------------------------------------------------------|
| CRITICAL NEG MOMENT= 111.81 KN-MET AT 0.MM, LOAD 58|
| REQD STEEL= 1097.MM2, RHO=0.0083, RHOMX=0.0284 RHOMN=0.0050 |
| MAX/MIN/ACTUAL BAR SPACING= 448./ 45./ 61. MMS |
| REQD. DEVELOPMENT LENGTH = 708. MMS |
|----------------------------------------------------------------|

Cracked Moment of Inertia Iz at above location = 131166.9 cm^4

3 438. 4 - 25MM 129. 3450. NO YES

|----------------------------------------------------------------|
| CRITICAL NEG MOMENT= 169.77 KN-MET AT 3450.MM, LOAD 53|
| REQD STEEL= 1747.MM2, RHO=0.0133, RHOMX=0.0284 RHOMN=0.0050 |
| MAX/MIN/ACTUAL BAR SPACING= 448./ 50./ 60. MMS |
| REQD. DEVELOPMENT LENGTH = 1137. MMS |
|----------------------------------------------------------------|

Cracked Moment of Inertia Iz at above location = 178285.0 cm^4

REQUIRED REINF. STEEL SUMMARY :

-------------------------------
SECTION REINF STEEL(+VE/-VE) MOMENTS(+VE/-VE) LOAD(+VE/-VE)
( MM ) (SQ. MM ) (KNS-MET )

0. 1179./ 1109. 118./ 112. 53/ 58

287. 945./ 864. 96./ 88. 53/ 58
575. 715./ 628. 74./ 65. 53/ 58
862. 487./ 403. 51./ 42. 53/ 58
1150. 263./ 185. 28./ 20. 53/ 58
1437. 57./ 0. 6./ 0. 64/ 0
1725. 242./ 191. 26./ 20. 54/ 57
2012. 451./ 422. 47./ 44. 54/ 57
2300. 662./ 662. 69./ 69. 54/ 57
2587. 875./ 913. 90./ 93. 54/ 57
2875. 1095./ 1178. 110./ 118. 58/ 53
3162. 1319./ 1459. 131./ 144. 58/ 53
3450. 1548./ 1756. 152./ 170. 58/ 53

B E A M N O. 13 D E S I G N R E S U L T S - SHEAR

AT START SUPPORT - Vu= 42.89 KNS Vc= 108.89 KNS Vs= 0.00 KNS
Tu= 0.49 KN-MET Tc= 4.0 KN-MET Ts= 0.0 KN-MET LOAD 50
NO STIRRUPS ARE REQUIRED FOR TORSION.
REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1.
PROVIDE 10 MM 2-LEGGED STIRRUPS AT 220. MM C/C FOR 1285. MM

AT END SUPPORT - Vu= 47.69 KNS Vc= 103.86 KNS Vs= 0.00 KNS
Tu= 0.19 KN-MET Tc= 4.0 KN-MET Ts= 0.0 KN-MET LOAD 49
NO STIRRUPS ARE REQUIRED FOR TORSION.
REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1.
PROVIDE 10 MM 2-LEGGED STIRRUPS AT 220. MM C/C FOR 1285. MM

C:\Users\Acer\Desktop\Project May 29\Project Aug 13.anl Page 29 of 131

 Thursday, May 30, 2024, 01:40 AM

___ 11J____________________ 3449X 300X 500_____________________ 12J____

| |
||=========================================================================||
| 4No205HH440.. 10.TOO18010| | | | | | | | | |
| 7*10c/c220 | | | | | | | | 7*10c/c220 | |
| 5No20|H 60. 0.TO 3450 | | | | | | | | | |
||=========================================================================||
| |
|___________________________________________________________________________|
_________ _________ _________ _________ _________ _________
| | | | | | | | | | | |
| oooo | | oooo | | oooo | | oooo | | oooo | | oooo |
| 4#20 | | 4#25 | | 4#25 | | 4#25 | | 4#25 | | 4#25 |
| | | | | | | | | | | |
| 5#20 | | 5#20 | | 5#20 | | 5#20 | | 5#20 | | 5#20 |
| ooooo | | ooooo | | ooooo | | ooooo | | ooooo | | ooooo |
| | | | | | | | | | | |
|_________| |_________| |_________| |_________| |_________| |_________|

ACI 318-11 BEAM NO. 23 DESIGN RESULTS

=============================================

LEN - 2907. MM FY - 275. FC - 21. MPA, SIZE - 300. X 500. MMS

LEVEL HEIGHT BAR INFO FROM TO ANCHOR

(MM) (MM) (MM) STA END
_____________________________________________________________________

1 60. 4 - 20MM 0. 2907. YES YES

|----------------------------------------------------------------|
| CRITICAL POS MOMENT= 111.09 KN-MET AT 0.MM, LOAD 57|
| REQD STEEL= 1089.MM2, RHO=0.0083, RHOMX=0.0284 RHOMN=0.0050 |
| MAX/MIN/ACTUAL BAR SPACING= 448./ 45./ 61. MMS |
| REQD. DEVELOPMENT LENGTH = 708. MMS |
|----------------------------------------------------------------|

Cracked Moment of Inertia Iz at above location = 131166.9 cm^4

2 440. 4 - 20MM 0. 2907. YES YES

|----------------------------------------------------------------|
| CRITICAL NEG MOMENT= 120.49 KN-MET AT 0.MM, LOAD 54|
| REQD STEEL= 1189.MM2, RHO=0.0090, RHOMX=0.0284 RHOMN=0.0050 |
| MAX/MIN/ACTUAL BAR SPACING= 448./ 45./ 61. MMS |
| REQD. DEVELOPMENT LENGTH = 708. MMS |
|----------------------------------------------------------------|

Cracked Moment of Inertia Iz at above location = 131166.9 cm^4

REQUIRED REINF. STEEL SUMMARY :

-------------------------------
SECTION REINF STEEL(+VE/-VE) MOMENTS(+VE/-VE) LOAD(+VE/-VE)
( MM ) (SQ. MM ) (KNS-MET )

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 Thursday, May 30, 2024, 01:40 AM

0. 1102./ 1203. 111./ 120. 57/ 54

242. 953./ 974. 97./ 99. 57/ 54
484. 804./ 757. 83./ 78. 57/ 54
727. 667./ 564. 69./ 59. 53/ 58
969. 523./ 382. 55./ 40. 53/ 58
1211. 373./ 210. 39./ 22. 53/ 58
1453. 220./ 61. 23./ 7. 63/ 82
1696. 152./ 3. 16./ 0. 66/ 79
1938. 271./ 158. 29./ 17. 54/ 57
2180. 402./ 344. 42./ 36. 54/ 57
2422. 526./ 540. 55./ 56. 54/ 57
2665. 657./ 758. 68./ 78. 58/ 53
2907. 790./ 990. 81./ 101. 58/ 53

B E A M N O. 23 D E S I G N R E S U L T S - SHEAR

AT START SUPPORT - Vu= 50.50 KNS Vc= 105.58 KNS Vs= 0.00 KNS
Tu= 0.60 KN-MET Tc= 4.0 KN-MET Ts= 0.0 KN-MET LOAD 50
NO STIRRUPS ARE REQUIRED FOR TORSION.
REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1.
PROVIDE 10 MM 2-LEGGED STIRRUPS AT 220. MM C/C FOR 1013. MM

AT END SUPPORT - Vu= 52.10 KNS Vc= 109.76 KNS Vs= 0.00 KNS
Tu= 1.37 KN-MET Tc= 4.0 KN-MET Ts= 0.0 KN-MET LOAD 49
NO STIRRUPS ARE REQUIRED FOR TORSION.
REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1.
PROVIDE 10 MM 2-LEGGED STIRRUPS AT 220. MM C/C FOR 1013. MM

___ 13J____________________ 2906X 300X 500_____________________ 15J____

| |
||=========================================================================||
| 4No20 H 440.| 0.TO 2907| | | | | | | | |
| 6*10c/c220 | | | | | | | 6*10c/c220 | |
| 4No20 H 60.| 0.TO 2907| | | | | | | | |
||=========================================================================||
| |
|___________________________________________________________________________|
_________ _________ _________ _________ _________ _________
| | | | | | | | | | | |
| oooo | | oooo | | oooo | | oooo | | oooo | | oooo |
| 4#20 | | 4#20 | | 4#20 | | 4#20 | | 4#20 | | 4#20 |
| | | | | | | | | | | |
| 4#20 | | 4#20 | | 4#20 | | 4#20 | | 4#20 | | 4#20 |
| oooo | | oooo | | oooo | | oooo | | oooo | | oooo |
| | | | | | | | | | | |
|_________| |_________| |_________| |_________| |_________| |_________|

ACI 318-11 BEAM NO. 24 DESIGN RESULTS

=============================================

LEN - 3463. MM FY - 275. FC - 21. MPA, SIZE - 300. X 500. MMS

LEVEL HEIGHT BAR INFO FROM TO ANCHOR

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 Thursday, May 30, 2024, 01:40 AM

(MM) (MM) (MM) STA END

_____________________________________________________________________

1 60. 3 - 20MM 0. 3463. YES YES

|----------------------------------------------------------------|
| CRITICAL POS MOMENT= 85.99 KN-MET AT 3463.MM, LOAD 58|
| REQD STEEL= 830.MM2, RHO=0.0063, RHOMX=0.0284 RHOMN=0.0050 |
| MAX/MIN/ACTUAL BAR SPACING= 448./ 45./ 92. MMS |
| REQD. DEVELOPMENT LENGTH = 472. MMS |
|----------------------------------------------------------------|

Cracked Moment of Inertia Iz at above location = 105406.1 cm^4

2 438. 3 - 25MM 0. 3463. YES YES

|----------------------------------------------------------------|
| CRITICAL NEG MOMENT= 140.51 KN-MET AT 3463.MM, LOAD 53|
| REQD STEEL= 1415.MM2, RHO=0.0108, RHOMX=0.0284 RHOMN=0.0050 |
| MAX/MIN/ACTUAL BAR SPACING= 448./ 50./ 89. MMS |
| REQD. DEVELOPMENT LENGTH = 758. MMS |
|----------------------------------------------------------------|

Cracked Moment of Inertia Iz at above location = 145492.4 cm^4

REQUIRED REINF. STEEL SUMMARY :

-------------------------------
SECTION REINF STEEL(+VE/-VE) MOMENTS(+VE/-VE) LOAD(+VE/-VE)
( MM ) (SQ. MM ) (KNS-MET )

0. 838./ 880. 86./ 90. 57/ 54

289. 699./ 670. 72./ 69. 57/ 54
577. 569./ 483. 59./ 51. 53/ 58
866. 436./ 308. 46./ 33. 53/ 58
1154. 293./ 144. 31./ 15. 53/ 58
1443. 159./ 10. 17./ 1. 63/ 82
1732. 190./ 53. 20./ 6. 66/ 79
2020. 305./ 227. 32./ 24. 54/ 57
2309. 416./ 418. 44./ 44. 54/ 57
2597. 525./ 636. 55./ 66. 58/ 53
2886. 634./ 880. 66./ 90. 58/ 53
3174. 738./ 1143. 76./ 115. 58/ 53
3463. 839./ 1422. 86./ 141. 58/ 53

B E A M N O. 24 D E S I G N R E S U L T S - SHEAR

AT START SUPPORT - Vu= 40.24 KNS Vc= 100.46 KNS Vs= 0.00 KNS
Tu= 0.66 KN-MET Tc= 4.0 KN-MET Ts= 0.0 KN-MET LOAD 50
NO STIRRUPS ARE REQUIRED FOR TORSION.
REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1.
PROVIDE 10 MM 2-LEGGED STIRRUPS AT 220. MM C/C FOR 1292. MM

AT END SUPPORT - Vu= 54.53 KNS Vc= 101.40 KNS Vs= 0.00 KNS
Tu= 0.34 KN-MET Tc= 4.0 KN-MET Ts= 0.0 KN-MET LOAD 49
NO STIRRUPS ARE REQUIRED FOR TORSION.
REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1.

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 Thursday, May 30, 2024, 01:40 AM

PROVIDE 10 MM 2-LEGGED STIRRUPS AT 220. MM C/C FOR 1292. MM

___ 15J____________________ 3463X 300X 500_____________________ 16J____

| |
||=========================================================================||
| 3No25|H 438. 0.TO 3463 | | | | | | | | | |
| 7*10c/c220 | | | | | | | | 7*10c/c220 | |
| 3No20|H 60. 0.TO 3463 | | | | | | | | | |
||=========================================================================||
| |
|___________________________________________________________________________|
_________ _________ _________ _________ _________ _________
| | | | | | | | | | | |
| ooo | | ooo | | ooo | | ooo | | ooo | | ooo |
| 3#25 | | 3#25 | | 3#25 | | 3#25 | | 3#25 | | 3#25 |
| | | | | | | | | | | |
| 3#20 | | 3#20 | | 3#20 | | 3#20 | | 3#20 | | 3#20 |
| ooo | | ooo | | ooo | | ooo | | ooo | | ooo |
| | | | | | | | | | | |
|_________| |_________| |_________| |_________| |_________| |_________|

ACI 318-11 BEAM NO. 25 DESIGN RESULTS

=============================================

LEN - 2900. MM FY - 275. FC - 21. MPA, SIZE - 300. X 500. MMS

LEVEL HEIGHT BAR INFO FROM TO ANCHOR

(MM) (MM) (MM) STA END
_____________________________________________________________________

1 58. 5 - 16MM 0. 2900. YES YES

|----------------------------------------------------------------|
| CRITICAL POS MOMENT= 101.86 KN-MET AT 0.MM, LOAD 57|
| REQD STEEL= 988.MM2, RHO=0.0074, RHOMX=0.0284 RHOMN=0.0050 |
| MAX/MIN/ACTUAL BAR SPACING= 448./ 41./ 47. MMS |
| REQD. DEVELOPMENT LENGTH = 591. MMS |
|----------------------------------------------------------------|

Cracked Moment of Inertia Iz at above location = 111945.9 cm^4

2 440. 4 - 20MM 0. 2900. YES YES

|----------------------------------------------------------------|
| CRITICAL NEG MOMENT= 103.36 KN-MET AT 0.MM, LOAD 54|
| REQD STEEL= 1009.MM2, RHO=0.0076, RHOMX=0.0284 RHOMN=0.0050 |
| MAX/MIN/ACTUAL BAR SPACING= 448./ 45./ 61. MMS |
| REQD. DEVELOPMENT LENGTH = 708. MMS |
|----------------------------------------------------------------|

Cracked Moment of Inertia Iz at above location = 131166.9 cm^4

REQUIRED REINF. STEEL SUMMARY :

-------------------------------
SECTION REINF STEEL(+VE/-VE) MOMENTS(+VE/-VE) LOAD(+VE/-VE)

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 Thursday, May 30, 2024, 01:40 AM

0. 1004./ 1020. 102./ 103. 57/ 54

242. 865./ 832. 88./ 85. 57/ 54
483. 725./ 656. 75./ 68. 53/ 58
725. 590./ 495. 61./ 52. 53/ 58
967. 451./ 341. 47./ 36. 53/ 58
1208. 309./ 194. 33./ 21. 53/ 58
1450. 165./ 63. 18./ 7. 64/ 81
1692. 114./ 14. 12./ 1. 65/ 80
1933. 232./ 155. 25./ 17. 54/ 57
2175. 361./ 313. 38./ 33. 54/ 57
2417. 486./ 479. 51./ 50. 54/ 57
2658. 606./ 652. 63./ 68. 54/ 57
2900. 730./ 841. 75./ 86. 58/ 53

B E A M N O. 25 D E S I G N R E S U L T S - SHEAR

AT START SUPPORT - Vu= 40.48 KNS Vc= 104.47 KNS Vs= 0.00 KNS
Tu= 1.45 KN-MET Tc= 4.0 KN-MET Ts= 0.0 KN-MET LOAD 50
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 1010. MM

AT END SUPPORT - Vu= 41.08 KNS Vc= 108.05 KNS Vs= 0.00 KNS
Tu= 1.15 KN-MET Tc= 4.0 KN-MET Ts= 0.0 KN-MET LOAD 49
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 1010. MM

___ 14J____________________ 2900X 300X 500_____________________ 17J____

| |
||=========================================================================||
| 4No20 H 440.| 0.TO 2900| | | | | | | | |
| 6*10c/c221 | | | | | | | 6*10c/c221 | |
| 5No16 H 58.| 0.TO 2900| | | | | | | | |
||=========================================================================||
| |
|___________________________________________________________________________|
_________ _________ _________ _________ _________ _________
| | | | | | | | | | | |
| oooo | | oooo | | oooo | | oooo | | oooo | | oooo |
| 4#20 | | 4#20 | | 4#20 | | 4#20 | | 4#20 | | 4#20 |
| | | | | | | | | | | |
| 5#16 | | 5#16 | | 5#16 | | 5#16 | | 5#16 | | 5#16 |
| ooooo | | ooooo | | ooooo | | ooooo | | ooooo | | ooooo |
| | | | | | | | | | | |
|_________| |_________| |_________| |_________| |_________| |_________|

ACI 318-11 BEAM NO. 26 DESIGN RESULTS

=============================================

LEN - 3450. MM FY - 275. FC - 21. MPA, SIZE - 300. X 500. MMS

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 Thursday, May 30, 2024, 01:40 AM

LEVEL HEIGHT BAR INFO FROM TO ANCHOR

(MM) (MM) (MM) STA END
_____________________________________________________________________

1 58. 4 - 16MM 0. 3450. YES YES

|----------------------------------------------------------------|
| CRITICAL POS MOMENT= 83.01 KN-MET AT 0.MM, LOAD 53|
| REQD STEEL= 800.MM2, RHO=0.0061, RHOMX=0.0284 RHOMN=0.0050 |
| MAX/MIN/ACTUAL BAR SPACING= 448./ 41./ 63. MMS |
| REQD. DEVELOPMENT LENGTH = 443. MMS |
|----------------------------------------------------------------|

Cracked Moment of Inertia Iz at above location = 93115.6 cm^4

2 440. 4 - 20MM 0. 3450. YES YES

|----------------------------------------------------------------|
| CRITICAL NEG MOMENT= 123.45 KN-MET AT 3450.MM, LOAD 53|
| REQD STEEL= 1221.MM2, RHO=0.0092, RHOMX=0.0284 RHOMN=0.0050 |
| MAX/MIN/ACTUAL BAR SPACING= 448./ 45./ 61. MMS |
| REQD. DEVELOPMENT LENGTH = 708. MMS |
|----------------------------------------------------------------|

Cracked Moment of Inertia Iz at above location = 131166.9 cm^4

REQUIRED REINF. STEEL SUMMARY :

-------------------------------
SECTION REINF STEEL(+VE/-VE) MOMENTS(+VE/-VE) LOAD(+VE/-VE)
( MM ) (SQ. MM ) (KNS-MET )

0. 808./ 728. 83./ 75. 53/ 58

287. 680./ 567. 70./ 59. 53/ 58
575. 545./ 416. 57./ 44. 53/ 58
862. 405./ 272. 43./ 29. 53/ 58
1150. 259./ 136. 28./ 15. 53/ 58
1437. 118./ 22. 13./ 2. 64/ 81
1725. 131./ 63. 14./ 7. 65/ 57
2012. 241./ 222. 26./ 24. 54/ 57
2300. 348./ 392. 37./ 41. 58/ 53
2587. 459./ 582. 48./ 61. 58/ 53
2875. 566./ 785. 59./ 81. 58/ 53
3162. 669./ 1002. 69./ 102. 58/ 53
3450. 767./ 1235. 79./ 123. 58/ 53

B E A M N O. 26 D E S I G N R E S U L T S - SHEAR

AT START SUPPORT - Vu= 46.91 KNS Vc= 100.38 KNS Vs= 0.00 KNS
Tu= 0.91 KN-MET Tc= 4.0 KN-MET Ts= 0.0 KN-MET LOAD 53
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 1285. MM

AT END SUPPORT - Vu= 44.61 KNS Vc= 101.24 KNS Vs= 0.00 KNS
Tu= 0.74 KN-MET Tc= 4.0 KN-MET Ts= 0.0 KN-MET LOAD 49
NO STIRRUPS ARE REQUIRED FOR TORSION.

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 Thursday, May 30, 2024, 01:40 AM

REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1.

PROVIDE 10 MM 2-LEGGED STIRRUPS AT 221. MM C/C FOR 1285. MM

___ 17J____________________ 3449X 300X 500_____________________ 18J____

| |
||=========================================================================||
| 4No20|H 440. 0.TO 3450 | | | | | | | | | |
| 7*10c/c221 | | | | | | | | 7*10c/c221 | |
| 4No16|H 58. 0.TO 3450 | | | | | | | | | |
||=========================================================================||
| |
|___________________________________________________________________________|
_________ _________ _________ _________ _________ _________
| | | | | | | | | | | |
| oooo | | oooo | | oooo | | oooo | | oooo | | oooo |
| 4#20 | | 4#20 | | 4#20 | | 4#20 | | 4#20 | | 4#20 |
| | | | | | | | | | | |
| 4#16 | | 4#16 | | 4#16 | | 4#16 | | 4#16 | | 4#16 |
| oooo | | oooo | | oooo | | oooo | | oooo | | oooo |
| | | | | | | | | | | |
|_________| |_________| |_________| |_________| |_________| |_________|

ACI 318-11 BEAM NO. 27 DESIGN RESULTS

=============================================

LEN - 2900. MM FY - 275. FC - 21. MPA, SIZE - 300. X 500. MMS

LEVEL HEIGHT BAR INFO FROM TO ANCHOR

(MM) (MM) (MM) STA END
_____________________________________________________________________

1 58. 2 - 16MM 0. 2900. YES YES

|----------------------------------------------------------------|
| CRITICAL POS MOMENT= 28.78 KN-MET AT 1208.MM, LOAD 64|
| REQD STEEL= 355.MM2, RHO=0.0027, RHOMX=0.0284 RHOMN=0.0050 |
| MAX/MIN/ACTUAL BAR SPACING= 448./ 41./ 188. MMS |
| REQD. DEVELOPMENT LENGTH = 347. MMS |
|----------------------------------------------------------------|

Cracked Moment of Inertia Iz at above location = 53206.6 cm^4

2 442. 2 - 16MM 0. 2143. YES NO

|----------------------------------------------------------------|
| CRITICAL NEG MOMENT= 27.71 KN-MET AT 0.MM, LOAD 54|
| REQD STEEL= 342.MM2, RHO=0.0026, RHOMX=0.0284 RHOMN=0.0050 |
| MAX/MIN/ACTUAL BAR SPACING= 448./ 41./ 188. MMS |
| REQD. DEVELOPMENT LENGTH = 347. MMS |
|----------------------------------------------------------------|

Cracked Moment of Inertia Iz at above location = 53206.6 cm^4

3 442. 2 - 16MM 1845. 2900. NO YES

|----------------------------------------------------------------|
| CRITICAL NEG MOMENT= 20.42 KN-MET AT 2900.MM, LOAD 63|

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 Thursday, May 30, 2024, 01:40 AM

| MAX/MIN/ACTUAL BAR SPACING= 448./ 41./ 188. MMS |

| REQD. DEVELOPMENT LENGTH = 347. MMS |
|----------------------------------------------------------------|

Cracked Moment of Inertia Iz at above location = 53206.6 cm^4

REQUIRED REINF. STEEL SUMMARY :

-------------------------------
SECTION REINF STEEL(+VE/-VE) MOMENTS(+VE/-VE) LOAD(+VE/-VE)
( MM ) (SQ. MM ) (KNS-MET )

0. 165./ 261. 18./ 28. 57/ 54

242. 184./ 179. 20./ 19. 57/ 54
483. 213./ 121. 23./ 13. 53/ 58
725. 235./ 78. 25./ 8. 53/ 81
967. 261./ 52. 28./ 6. 64/ 81
1208. 271./ 31. 29./ 3. 64/ 81
1450. 260./ 14. 28./ 1. 64/ 81
1692. 228./ 1. 24./ 0. 64/ 81
1933. 174./ 0. 19./ 0. 64/ 0
2175. 103./ 0. 11./ 0. 64/ 0
2417. 28./ 1. 3./ 0. 66/ 79
2658. 9./ 82. 1./ 9. 82/ 63
2900. 3./ 191. 0./ 20. 82/ 63

B E A M N O. 27 D E S I G N R E S U L T S - SHEAR

AT START SUPPORT - Vu= 22.58 KNS Vc= 101.99 KNS Vs= 0.00 KNS
Tu= 2.12 KN-MET Tc= 4.0 KN-MET Ts= 0.0 KN-MET LOAD 44
STIRRUPS ARE NOT REQUIRED.
AT END SUPPORT - Vu= 41.19 KNS Vc= 101.99 KNS Vs= 0.00 KNS
Tu= 2.98 KN-MET Tc= 4.0 KN-MET Ts= 0.0 KN-MET LOAD 63
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 1010. MM

___ 21J____________________ 2900X 300X 500_____________________ 22J____

| |
||=========================================================================||
| 2No16 H 442. 0.TO 2143 | 2No16 H|442.1845.TO|2900 | |
| | | | 6*10c/c221 | |
| 2No16 H 58. 0.TO 2900 | | | | | | |
||=========================================================================||
| |
|___________________________________________________________________________|
_________ _________ _________ _________ _________ _________
| | | | | | | | | | | |
| 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 | | 2#16 |
| oo | | oo | | oo | | oo | | oo | | oo |
| | | | | | | | | | | |
|_________| |_________| |_________| |_________| |_________| |_________|

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 Thursday, May 30, 2024, 01:40 AM

ACI 318-11 BEAM NO. 28 DESIGN RESULTS

=============================================

LEN - 3450. MM FY - 275. FC - 21. MPA, SIZE - 300. X 500. MMS

LEVEL HEIGHT BAR INFO FROM TO ANCHOR

(MM) (MM) (MM) STA END
_____________________________________________________________________

1 58. 3 - 16MM 0. 3450. YES YES

|----------------------------------------------------------------|
| CRITICAL POS MOMENT= 33.72 KN-MET AT 2012.MM, LOAD 65|
| REQD STEEL= 418.MM2, RHO=0.0031, RHOMX=0.0284 RHOMN=0.0050 |
| MAX/MIN/ACTUAL BAR SPACING= 448./ 41./ 94. MMS |
| REQD. DEVELOPMENT LENGTH = 347. MMS |
|----------------------------------------------------------------|

Cracked Moment of Inertia Iz at above location = 74613.0 cm^4

2 442. 2 - 16MM 0. 1026. YES NO

|----------------------------------------------------------------|
| CRITICAL NEG MOMENT= 28.39 KN-MET AT 0.MM, LOAD 65|
| REQD STEEL= 351.MM2, RHO=0.0026, RHOMX=0.0284 RHOMN=0.0050 |
| MAX/MIN/ACTUAL BAR SPACING= 448./ 41./ 188. MMS |
| REQD. DEVELOPMENT LENGTH = 347. MMS |
|----------------------------------------------------------------|

Cracked Moment of Inertia Iz at above location = 53206.6 cm^4

3 442. 3 - 16MM 1418. 3450. NO YES

|----------------------------------------------------------------|
| CRITICAL NEG MOMENT= 37.99 KN-MET AT 3450.MM, LOAD 53|
| REQD STEEL= 472.MM2, RHO=0.0036, RHOMX=0.0284 RHOMN=0.0050 |
| MAX/MIN/ACTUAL BAR SPACING= 448./ 41./ 94. MMS |
| REQD. DEVELOPMENT LENGTH = 347. MMS |
|----------------------------------------------------------------|

Cracked Moment of Inertia Iz at above location = 74613.0 cm^4

REQUIRED REINF. STEEL SUMMARY :

-------------------------------
SECTION REINF STEEL(+VE/-VE) MOMENTS(+VE/-VE) LOAD(+VE/-VE)
( MM ) (SQ. MM ) (KNS-MET )

0. 47./ 267. 5./ 28. 80/ 65

287. 59./ 123. 6./ 13. 57/ 65
575. 93./ 33. 10./ 4. 53/ 81
862. 159./ 0. 17./ 0. 64/ 0
1150. 214./ 0. 23./ 0. 62/ 0
1437. 272./ 0. 29./ 0. 66/ 0
1725. 310./ 0. 33./ 0. 65/ 0
2012. 319./ 9. 34./ 1. 65/ 80
2300. 298./ 40. 32./ 4. 65/ 80
2587. 253./ 77. 27./ 8. 65/ 80

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 Thursday, May 30, 2024, 01:40 AM

2875. 205./ 148. 22./ 16. 54/ 57

3162. 167./ 241. 18./ 26. 58/ 53
3450. 137./ 360. 15./ 38. 81/ 53

B E A M N O. 28 D E S I G N R E S U L T S - SHEAR

AT START SUPPORT - Vu= 38.80 KNS Vc= 103.07 KNS Vs= 0.00 KNS
Tu= 1.71 KN-MET Tc= 4.0 KN-MET Ts= 0.0 KN-MET LOAD 54
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 1285. MM

AT END SUPPORT - Vu= 38.79 KNS Vc= 102.15 KNS Vs= 0.00 KNS
Tu= 1.18 KN-MET Tc= 4.0 KN-MET Ts= 0.0 KN-MET LOAD 53
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 1285. MM

___ 22J____________________ 3449X 300X 500_____________________ 23J____

| |
||===================== ============================================||
| 2No16|H 442. 0.TO 1026 3No16 H 442.1418.TO 3450 | | | | |
| 7*10c/c221 | | | | | | | 7*10c/c221 | |
| 3No16|H 58. 0.TO 3450 | | | | | | | | |
||=========================================================================||
| |
|___________________________________________________________________________|
_________ _________ _________ _________ _________ _________
| | | | | | | | | | | |
| oo | | oo | | | | ooo | | ooo | | ooo |
| 2#16 | | 2#16 | | | | 3#16 | | 3#16 | | 3#16 |
| | | | | | | | | | | |
| 3#16 | | 3#16 | | 3#16 | | 3#16 | | 3#16 | | 3#16 |
| ooo | | ooo | | ooo | | ooo | | ooo | | ooo |
| | | | | | | | | | | |
|_________| |_________| |_________| |_________| |_________| |_________|

ACI 318-11 BEAM NO. 29 DESIGN RESULTS

=============================================

LEN - 1100. MM FY - 275. FC - 21. MPA, SIZE - 300. X 500. MMS

LEVEL HEIGHT BAR INFO FROM TO ANCHOR

(MM) (MM) (MM) STA END
_____________________________________________________________________

1 58. 2 - 16MM 939. 1100. NO YES

|----------------------------------------------------------------|
| CRITICAL POS MOMENT= 2.22 KN-MET AT 1100.MM, LOAD 52|
| REQD STEEL= 27.MM2, RHO=0.0002, RHOMX=0.0284 RHOMN=0.0050 |
| MAX/MIN/ACTUAL BAR SPACING= 448./ 41./ 188. MMS |
| REQD. DEVELOPMENT LENGTH = 347. MMS |

C:\Users\Acer\Desktop\Project May 29\Project Aug 13.anl Page 39 of 131

 Thursday, May 30, 2024, 01:40 AM

|----------------------------------------------------------------|

Cracked Moment of Inertia Iz at above location = 53206.6 cm^4

2 442. 3 - 16MM 0. 1100. YES YES

|----------------------------------------------------------------|
| CRITICAL NEG MOMENT= 46.92 KN-MET AT 0.MM, LOAD 62|
| REQD STEEL= 585.MM2, RHO=0.0044, RHOMX=0.0284 RHOMN=0.0050 |
| MAX/MIN/ACTUAL BAR SPACING= 448./ 41./ 94. MMS |
| REQD. DEVELOPMENT LENGTH = 347. MMS |
|----------------------------------------------------------------|

Cracked Moment of Inertia Iz at above location = 74613.0 cm^4

REQUIRED REINF. STEEL SUMMARY :

-------------------------------
SECTION REINF STEEL(+VE/-VE) MOMENTS(+VE/-VE) LOAD(+VE/-VE)
( MM ) (SQ. MM ) (KNS-MET )

0. 0./ 447. 0./ 47. 0/ 62

92. 0./ 405. 0./ 43. 0/ 62
183. 0./ 363. 0./ 38. 0/ 62
275. 0./ 322. 0./ 34. 0/ 62
367. 0./ 282. 0./ 30. 0/ 62
458. 0./ 243. 0./ 26. 0/ 62
550. 0./ 204. 0./ 22. 0/ 62
642. 0./ 166. 0./ 18. 0/ 62
733. 0./ 129. 0./ 14. 0/ 62
825. 0./ 92. 0./ 10. 0/ 62
917. 0./ 60. 0./ 6. 0/ 60
1008. 6./ 39. 1./ 4. 77/ 60
1100. 21./ 19. 2./ 2. 52/ 76

B E A M N O. 29 D E S I G N R E S U L T S - SHEAR

AT START SUPPORT - Vu= 39.89 KNS Tu= 36.0 KN-MET

Vc= 96.2 KNS, ACI 318:CLAUSE 11.6.3.1
LOAD 52 TORSION VALUE TOO HIGH, INCREASE MEMBER SIZE.
AT END SUPPORT - Vu= 38.96 KNS Tu= 36.0 KN-MET
Vc= 96.3 KNS, ACI 318:CLAUSE 11.6.3.1
LOAD 52 TORSION VALUE TOO HIGH, INCREASE MEMBER SIZE.

___ 16J____________________ 1100X 300X 500_____________________ 19J____

| |
||=========================================================================||
| 3No16 H 442. 0.TO 1100 |
| |
| 2No16 H 58. 939.TO 1100 |
| ===========||
| |
|___________________________________________________________________________|
_________ _________ _________ _________ _________ _________
| | | | | | | | | | | |
| ooo | | ooo | | ooo | | ooo | | ooo | | ooo |
| 3#16 | | 3#16 | | 3#16 | | 3#16 | | 3#16 | | 3#16 |

C:\Users\Acer\Desktop\Project May 29\Project Aug 13.anl Page 40 of 131

 Thursday, May 30, 2024, 01:40 AM

| | | | | | | | | | | |
| | | | | | | | | | | 2#16 |
| | | | | | | | | | | oo |
| | | | | | | | | | | |
|_________| |_________| |_________| |_________| |_________| |_________|

ACI 318-11 BEAM NO. 30 DESIGN RESULTS

=============================================

LEN - 1100. MM FY - 275. FC - 21. MPA, SIZE - 300. X 500. MMS

LEVEL HEIGHT BAR INFO FROM TO ANCHOR

(MM) (MM) (MM) STA END
_____________________________________________________________________

1 58. 2 - 16MM 941. 1100. NO YES

|----------------------------------------------------------------|
| CRITICAL POS MOMENT= 2.02 KN-MET AT 1100.MM, LOAD 76|
| REQD STEEL= 25.MM2, RHO=0.0002, RHOMX=0.0284 RHOMN=0.0050 |
| MAX/MIN/ACTUAL BAR SPACING= 448./ 41./ 188. MMS |
| REQD. DEVELOPMENT LENGTH = 347. MMS |
|----------------------------------------------------------------|

Cracked Moment of Inertia Iz at above location = 53206.6 cm^4

2 442. 3 - 16MM 0. 1100. YES YES

|----------------------------------------------------------------|
| CRITICAL NEG MOMENT= 45.89 KN-MET AT 0.MM, LOAD 59|
| REQD STEEL= 572.MM2, RHO=0.0043, RHOMX=0.0284 RHOMN=0.0050 |
| MAX/MIN/ACTUAL BAR SPACING= 448./ 41./ 94. MMS |
| REQD. DEVELOPMENT LENGTH = 347. MMS |
|----------------------------------------------------------------|

Cracked Moment of Inertia Iz at above location = 74613.0 cm^4

REQUIRED REINF. STEEL SUMMARY :

-------------------------------
SECTION REINF STEEL(+VE/-VE) MOMENTS(+VE/-VE) LOAD(+VE/-VE)
( MM ) (SQ. MM ) (KNS-MET )

0. 0./ 437. 0./ 46. 0/ 59

92. 0./ 396. 0./ 42. 0/ 59
183. 0./ 355. 0./ 37. 0/ 59
275. 0./ 315. 0./ 33. 0/ 59
367. 0./ 276. 0./ 29. 0/ 59
458. 0./ 238. 0./ 25. 0/ 59
550. 0./ 200. 0./ 21. 0/ 59
642. 0./ 163. 0./ 17. 0/ 59
733. 0./ 126. 0./ 13. 0/ 59
825. 0./ 90. 0./ 10. 0/ 59
917. 0./ 59. 0./ 6. 0/ 61
1008. 6./ 39. 1./ 4. 76/ 61
1100. 19./ 21. 2./ 2. 76/ 52

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 Thursday, May 30, 2024, 01:40 AM

B E A M N O. 30 D E S I G N R E S U L T S - SHEAR

AT START SUPPORT - Vu= 38.86 KNS Tu= 33.8 KN-MET

Vc= 96.2 KNS, ACI 318:CLAUSE 11.6.3.1
LOAD 51 TORSION VALUE TOO HIGH, INCREASE MEMBER SIZE.
AT END SUPPORT - Vu= 37.93 KNS Tu= 33.8 KN-MET
Vc= 96.3 KNS, ACI 318:CLAUSE 11.6.3.1
LOAD 51 TORSION VALUE TOO HIGH, INCREASE MEMBER SIZE.

___ 18J____________________ 1100X 300X 500_____________________ 20J____

| |
||=========================================================================||
| 3No16 H 442. 0.TO 1100 |
| |
| 2No16 H 58. 941.TO 1100 |
| ==========||
| |
|___________________________________________________________________________|
_________ _________ _________ _________ _________ _________
| | | | | | | | | | | |
| ooo | | ooo | | ooo | | ooo | | ooo | | ooo |
| 3#16 | | 3#16 | | 3#16 | | 3#16 | | 3#16 | | 3#16 |
| | | | | | | | | | | |
| | | | | | | | | | | 2#16 |
| | | | | | | | | | | oo |
| | | | | | | | | | | |
|_________| |_________| |_________| |_________| |_________| |_________|

ACI 318-11 BEAM NO. 31 DESIGN RESULTS

=============================================

LEN - 4400. MM FY - 275. FC - 21. MPA, SIZE - 300. X 500. MMS

LEVEL HEIGHT BAR INFO FROM TO ANCHOR

(MM) (MM) (MM) STA END
_____________________________________________________________________

1 58. 2 - 16MM 0. 4400. YES YES

|----------------------------------------------------------------|
| CRITICAL POS MOMENT= 31.45 KN-MET AT 2933.MM, LOAD 62|
| REQD STEEL= 389.MM2, RHO=0.0029, RHOMX=0.0284 RHOMN=0.0050 |
| MAX/MIN/ACTUAL BAR SPACING= 448./ 41./ 188. MMS |
| REQD. DEVELOPMENT LENGTH = 347. MMS |
|----------------------------------------------------------------|

Cracked Moment of Inertia Iz at above location = 53206.6 cm^4

2 442. 3 - 16MM 0. 1918. YES NO

|----------------------------------------------------------------|
| CRITICAL NEG MOMENT= 35.97 KN-MET AT 0.MM, LOAD 52|
| REQD STEEL= 446.MM2, RHO=0.0034, RHOMX=0.0284 RHOMN=0.0050 |
| MAX/MIN/ACTUAL BAR SPACING= 448./ 41./ 94. MMS |
| REQD. DEVELOPMENT LENGTH = 347. MMS |
|----------------------------------------------------------------|

C:\Users\Acer\Desktop\Project May 29\Project Aug 13.anl Page 42 of 131

 Thursday, May 30, 2024, 01:40 AM

Cracked Moment of Inertia Iz at above location = 74613.0 cm^4

3 442. 3 - 16MM 2299. 4400. NO YES

|----------------------------------------------------------------|
| CRITICAL NEG MOMENT= 33.77 KN-MET AT 4400.MM, LOAD 51|
| REQD STEEL= 418.MM2, RHO=0.0032, RHOMX=0.0284 RHOMN=0.0050 |
| MAX/MIN/ACTUAL BAR SPACING= 448./ 41./ 94. MMS |
| REQD. DEVELOPMENT LENGTH = 347. MMS |
|----------------------------------------------------------------|

Cracked Moment of Inertia Iz at above location = 74613.0 cm^4

REQUIRED REINF. STEEL SUMMARY :

-------------------------------
SECTION REINF STEEL(+VE/-VE) MOMENTS(+VE/-VE) LOAD(+VE/-VE)
( MM ) (SQ. MM ) (KNS-MET )

0. 248./ 340. 26./ 36. 55/ 52

367. 259./ 224. 28./ 24. 51/ 56
733. 272./ 134. 29./ 14. 51/ 56
1100. 274./ 54. 29./ 6. 59/ 56
1467. 289./ 10. 31./ 1. 59/ 78
1833. 286./ 0. 30./ 0. 59/ 0
2200. 265./ 0. 28./ 0. 64/ 0
2567. 290./ 0. 31./ 0. 62/ 0
2933. 297./ 9. 31./ 1. 62/ 75
3300. 285./ 51. 30./ 5. 62/ 75
3667. 288./ 124. 30./ 13. 52/ 55
4033. 278./ 211. 29./ 23. 52/ 55
4400. 265./ 319. 28./ 34. 56/ 51

B E A M N O. 31 D E S I G N R E S U L T S - SHEAR

AT START SUPPORT - Vu= 19.95 KNS Vc= 102.57 KNS Vs= 0.00 KNS
Tu= 0.05 KN-MET Tc= 4.0 KN-MET Ts= 0.0 KN-MET LOAD 44
STIRRUPS ARE NOT REQUIRED.
AT END SUPPORT - Vu= 19.15 KNS Vc= 102.57 KNS Vs= 0.00 KNS
Tu= 0.05 KN-MET Tc= 4.0 KN-MET Ts= 0.0 KN-MET LOAD 44
STIRRUPS ARE NOT REQUIRED.

___ 19J____________________ 4400X 300X 500_____________________ 20J____

| |
||================================ ====================================||
| 3No16 H 442. 0.TO 1918 3No16 H 442.2299.TO 4400 |
| |
| 2No16 H 58. 0.TO 4400 |
||=========================================================================||
| |
|___________________________________________________________________________|
_________ _________ _________ _________ _________ _________
| | | | | | | | | | | |
| ooo | | ooo | | ooo | | ooo | | ooo | | ooo |
| 3#16 | | 3#16 | | 3#16 | | 3#16 | | 3#16 | | 3#16 |

C:\Users\Acer\Desktop\Project May 29\Project Aug 13.anl Page 43 of 131

 Thursday, May 30, 2024, 01:40 AM

| 2#16 | | 2#16 | | 2#16 | | 2#16 | | 2#16 | | 2#16 |

| oo | | oo | | oo | | oo | | oo | | oo |
| | | | | | | | | | | |
|_________| |_________| |_________| |_________| |_________| |_________|

ACI 318-11 BEAM NO. 41 DESIGN RESULTS

=============================================

LEN - 4900. MM FY - 275. FC - 21. MPA, SIZE - 300. X 500. MMS

LEVEL HEIGHT BAR INFO FROM TO ANCHOR

(MM) (MM) (MM) STA END
_____________________________________________________________________

1 58. 4 - 16MM 0. 4900. YES YES

|----------------------------------------------------------------|
| CRITICAL POS MOMENT= 83.13 KN-MET AT 4900.MM, LOAD 56|
| REQD STEEL= 801.MM2, RHO=0.0061, RHOMX=0.0284 RHOMN=0.0050 |
| MAX/MIN/ACTUAL BAR SPACING= 448./ 41./ 63. MMS |
| REQD. DEVELOPMENT LENGTH = 443. MMS |
|----------------------------------------------------------------|

Cracked Moment of Inertia Iz at above location = 93115.6 cm^4

2 438. 3 - 25MM 0. 3058. YES NO

|----------------------------------------------------------------|
| CRITICAL NEG MOMENT= 132.82 KN-MET AT 0.MM, LOAD 61|
| REQD STEEL= 1331.MM2, RHO=0.0101, RHOMX=0.0284 RHOMN=0.0050 |
| MAX/MIN/ACTUAL BAR SPACING= 448./ 50./ 89. MMS |
| REQD. DEVELOPMENT LENGTH = 758. MMS |
|----------------------------------------------------------------|

Cracked Moment of Inertia Iz at above location = 145492.4 cm^4

3 438. 3 - 25MM 1637. 4900. NO YES

|----------------------------------------------------------------|
| CRITICAL NEG MOMENT= 128.26 KN-MET AT 4900.MM, LOAD 60|
| REQD STEEL= 1281.MM2, RHO=0.0098, RHOMX=0.0284 RHOMN=0.0050 |
| MAX/MIN/ACTUAL BAR SPACING= 448./ 50./ 89. MMS |
| REQD. DEVELOPMENT LENGTH = 758. MMS |
|----------------------------------------------------------------|

Cracked Moment of Inertia Iz at above location = 145492.4 cm^4

REQUIRED REINF. STEEL SUMMARY :

-------------------------------
SECTION REINF STEEL(+VE/-VE) MOMENTS(+VE/-VE) LOAD(+VE/-VE)
( MM ) (SQ. MM ) (KNS-MET )

0. 797./ 1337. 82./ 133. 76/ 61

408. 691./ 979. 71./ 99. 76/ 52
817. 582./ 676. 61./ 70. 55/ 52
1225. 535./ 434. 56./ 46. 60/ 56
1633. 480./ 244. 50./ 26. 60/ 77
2042. 390./ 86. 41./ 9. 60/ 77

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 Thursday, May 30, 2024, 01:40 AM

2450. 266./ 0. 28./ 0. 66/ 0

2858. 397./ 85. 42./ 9. 61/ 76
3267. 495./ 240. 52./ 26. 61/ 76
3675. 574./ 407. 60./ 43. 52/ 76
4083. 651./ 601. 67./ 63. 56/ 51
4492. 739./ 910. 76./ 93. 56/ 60
4900. 809./ 1287. 83./ 128. 56/ 60

B E A M N O. 41 D E S I G N R E S U L T S - SHEAR

AT START SUPPORT - Vu= 41.20 KNS Vc= 109.67 KNS Vs= 0.00 KNS
Tu= 0.22 KN-MET Tc= 4.0 KN-MET Ts= 0.0 KN-MET LOAD 45
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 2010. MM

AT END SUPPORT - Vu= 48.20 KNS Vc= 101.92 KNS Vs= 0.00 KNS
Tu= 0.07 KN-MET Tc= 4.0 KN-MET Ts= 0.0 KN-MET LOAD 47
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 2010. MM

___ 24J____________________ 4900X 300X 500_____________________ 25J____

| |
||=========================================================================||
| 3No25 H 438.| 0.TO 30583No25 H 438.1637.TO 4900| | | | | | | |
| 11*10c/c221 | | | | | | | | | | | | 11*10c/c221 | |
| 4No16 H |58.| 0.TO 4900| | | | | | | | | | | | | |
||=========================================================================||
| |
|___________________________________________________________________________|
_________ _________ _________ _________ _________ _________
| | | | | | | | | | | |
| ooo | | ooo | | ooo | | ooo | | ooo | | ooo |
| 3#25 | | 3#25 | | 3#25 | | 3#25 | | 3#25 | | 3#25 |
| | | | | | | | | | | |
| 4#16 | | 4#16 | | 4#16 | | 4#16 | | 4#16 | | 4#16 |
| oooo | | oooo | | oooo | | oooo | | oooo | | oooo |
| | | | | | | | | | | |
|_________| |_________| |_________| |_________| |_________| |_________|

ACI 318-11 BEAM NO. 45 DESIGN RESULTS

=============================================

LEN - 3463. MM FY - 275. FC - 21. MPA, SIZE - 300. X 500. MMS

LEVEL HEIGHT BAR INFO FROM TO ANCHOR

(MM) (MM) (MM) STA END
_____________________________________________________________________

1 58. 4 - 16MM 0. 3463. YES YES

|----------------------------------------------------------------|

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 Thursday, May 30, 2024, 01:40 AM

| CRITICAL POS MOMENT= 70.84 KN-MET AT 3463.MM, LOAD 58|

| REQD STEEL= 674.MM2, RHO=0.0051, RHOMX=0.0284 RHOMN=0.0050 |
| MAX/MIN/ACTUAL BAR SPACING= 448./ 41./ 63. MMS |
| REQD. DEVELOPMENT LENGTH = 443. MMS |
|----------------------------------------------------------------|

Cracked Moment of Inertia Iz at above location = 94052.5 cm^4

2 442. 4 - 16MM 0. 1605. YES NO

|----------------------------------------------------------------|
| CRITICAL NEG MOMENT= 78.93 KN-MET AT 0.MM, LOAD 54|
| REQD STEEL= 755.MM2, RHO=0.0057, RHOMX=0.0284 RHOMN=0.0050 |
| MAX/MIN/ACTUAL BAR SPACING= 448./ 41./ 63. MMS |
| REQD. DEVELOPMENT LENGTH = 443. MMS |
|----------------------------------------------------------------|

Cracked Moment of Inertia Iz at above location = 94052.5 cm^4

3 440. 3 - 20MM 1024. 3463. NO YES

|----------------------------------------------------------------|
| CRITICAL NEG MOMENT= 92.15 KN-MET AT 3463.MM, LOAD 53|
| REQD STEEL= 893.MM2, RHO=0.0068, RHOMX=0.0284 RHOMN=0.0050 |
| MAX/MIN/ACTUAL BAR SPACING= 448./ 45./ 92. MMS |
| REQD. DEVELOPMENT LENGTH = 472. MMS |
|----------------------------------------------------------------|

Cracked Moment of Inertia Iz at above location = 105406.1 cm^4

REQUIRED REINF. STEEL SUMMARY :

-------------------------------
SECTION REINF STEEL(+VE/-VE) MOMENTS(+VE/-VE) LOAD(+VE/-VE)
( MM ) (SQ. MM ) (KNS-MET )

0. 508./ 767. 53./ 79. 57/ 54

289. 439./ 573. 46./ 60. 57/ 54
577. 365./ 391. 38./ 41. 57/ 54
866. 295./ 231. 31./ 25. 53/ 58
1154. 222./ 99. 24./ 11. 53/ 82
1443. 166./ 0. 18./ 0. 63/ 0
1732. 219./ 29. 23./ 3. 66/ 79
2020. 307./ 124. 32./ 13. 66/ 79
2309. 385./ 253. 41./ 27. 54/ 57
2597. 465./ 393. 49./ 41. 54/ 57
2886. 534./ 544. 56./ 57. 54/ 57
3174. 609./ 716. 63./ 74. 58/ 53
3463. 685./ 903. 71./ 92. 58/ 53

B E A M N O. 45 D E S I G N R E S U L T S - SHEAR

AT START SUPPORT - Vu= 41.86 KNS Vc= 103.66 KNS Vs= 0.00 KNS
Tu= 0.14 KN-MET Tc= 4.0 KN-MET Ts= 0.0 KN-MET LOAD 50
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 1292. MM

C:\Users\Acer\Desktop\Project May 29\Project Aug 13.anl Page 46 of 131

 Thursday, May 30, 2024, 01:40 AM

AT END SUPPORT - Vu= 38.00 KNS Vc= 100.91 KNS Vs= 0.00 KNS
Tu= 0.40 KN-MET Tc= 4.0 KN-MET Ts= 0.0 KN-MET LOAD 49
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 1292. MM

___ 26J____________________ 3463X 300X 500_____________________ 27J____

| |
||=========================================================================||
| 4No16|H 442. 0.TO 160520 H 440.1024.TO 3463 | | | | | | |
| 7*10c/c221 | | | | | | | | 7*10c/c221 | |
| 4No16|H 58. 0.TO 3463 | | | | | | | | | |
||=========================================================================||
| |
|___________________________________________________________________________|
_________ _________ _________ _________ _________ _________
| | | | | | | | | | | |
| oooo | | oooo | | oooo | | ooo | | ooo | | ooo |
| 4#16 | | 4#16 | | 3#20 | | 3#20 | | 3#20 | | 3#20 |
| | | | | | | | | | | |
| 4#16 | | 4#16 | | 4#16 | | 4#16 | | 4#16 | | 4#16 |
| oooo | | oooo | | oooo | | oooo | | oooo | | oooo |
| | | | | | | | | | | |
|_________| |_________| |_________| |_________| |_________| |_________|

ACI 318-11 BEAM NO. 47 DESIGN RESULTS

=============================================

LEN - 3450. MM FY - 275. FC - 21. MPA, SIZE - 300. X 500. MMS

LEVEL HEIGHT BAR INFO FROM TO ANCHOR

(MM) (MM) (MM) STA END
_____________________________________________________________________

1 58. 4 - 16MM 0. 3450. YES YES

|----------------------------------------------------------------|
| CRITICAL POS MOMENT= 68.46 KN-MET AT 3450.MM, LOAD 58|
| REQD STEEL= 665.MM2, RHO=0.0050, RHOMX=0.0284 RHOMN=0.0050 |
| MAX/MIN/ACTUAL BAR SPACING= 448./ 41./ 63. MMS |
| REQD. DEVELOPMENT LENGTH = 443. MMS |
|----------------------------------------------------------------|

Cracked Moment of Inertia Iz at above location = 94052.5 cm^4

2 442. 4 - 16MM 0. 3450. YES YES

|----------------------------------------------------------------|
| CRITICAL NEG MOMENT= 78.28 KN-MET AT 3450.MM, LOAD 53|
| REQD STEEL= 748.MM2, RHO=0.0056, RHOMX=0.0284 RHOMN=0.0050 |
| MAX/MIN/ACTUAL BAR SPACING= 448./ 41./ 63. MMS |
| REQD. DEVELOPMENT LENGTH = 443. MMS |
|----------------------------------------------------------------|

Cracked Moment of Inertia Iz at above location = 94052.5 cm^4

C:\Users\Acer\Desktop\Project May 29\Project Aug 13.anl Page 47 of 131

 Thursday, May 30, 2024, 01:40 AM

REQUIRED REINF. STEEL SUMMARY :

-------------------------------
SECTION REINF STEEL(+VE/-VE) MOMENTS(+VE/-VE) LOAD(+VE/-VE)
( MM ) (SQ. MM ) (KNS-MET )

0. 507./ 691. 53./ 71. 57/ 65

287. 431./ 518. 45./ 54. 57/ 54
575. 350./ 368. 37./ 39. 57/ 54
862. 266./ 231. 28./ 25. 53/ 58
1150. 185./ 116. 20./ 12. 53/ 81
1437. 112./ 17. 12./ 2. 64/ 81
1725. 151./ 34. 16./ 4. 65/ 80
2012. 252./ 125. 27./ 13. 65/ 80
2300. 343./ 236. 36./ 25. 65/ 57
2587. 425./ 354. 45./ 37. 54/ 57
2875. 510./ 480. 53./ 50. 54/ 57
3162. 587./ 614. 61./ 64. 54/ 57
3450. 661./ 760. 68./ 78. 58/ 53

B E A M N O. 47 D E S I G N R E S U L T S - SHEAR

AT START SUPPORT - Vu= 53.03 KNS Vc= 101.70 KNS Vs= 0.00 KNS
Tu= 0.94 KN-MET Tc= 4.0 KN-MET Ts= 0.0 KN-MET LOAD 54
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 1285. MM

AT END SUPPORT - Vu= 49.75 KNS Vc= 100.41 KNS Vs= 0.00 KNS
Tu= 0.19 KN-MET Tc= 4.0 KN-MET Ts= 0.0 KN-MET LOAD 53
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 1285. MM

___ 28J____________________ 3449X 300X 500_____________________ 29J____

| |
||=========================================================================||
| 4No16|H 442. 0.TO 3450 | | | | | | | | | |
| 7*10c/c221 | | | | | | | | 7*10c/c221 | |
| 4No16|H 58. 0.TO 3450 | | | | | | | | | |
||=========================================================================||
| |
|___________________________________________________________________________|
_________ _________ _________ _________ _________ _________
| | | | | | | | | | | |
| oooo | | oooo | | oooo | | oooo | | oooo | | oooo |
| 4#16 | | 4#16 | | 4#16 | | 4#16 | | 4#16 | | 4#16 |
| | | | | | | | | | | |
| 4#16 | | 4#16 | | 4#16 | | 4#16 | | 4#16 | | 4#16 |
| oooo | | oooo | | oooo | | oooo | | oooo | | oooo |
| | | | | | | | | | | |
|_________| |_________| |_________| |_________| |_________| |_________|

ACI 318-11 BEAM NO. 48 DESIGN RESULTS

C:\Users\Acer\Desktop\Project May 29\Project Aug 13.anl Page 48 of 131

 Thursday, May 30, 2024, 01:40 AM

=============================================

LEN - 2206. MM FY - 275. FC - 21. MPA, SIZE - 300. X 500. MMS

LEVEL HEIGHT BAR INFO FROM TO ANCHOR

(MM) (MM) (MM) STA END
_____________________________________________________________________

1 58. 4 - 16MM 0. 2206. YES YES

|----------------------------------------------------------------|
| CRITICAL POS MOMENT= 74.36 KN-MET AT 0.MM, LOAD 57|
| REQD STEEL= 709.MM2, RHO=0.0053, RHOMX=0.0284 RHOMN=0.0050 |
| MAX/MIN/ACTUAL BAR SPACING= 448./ 41./ 63. MMS |
| REQD. DEVELOPMENT LENGTH = 443. MMS |
|----------------------------------------------------------------|

Cracked Moment of Inertia Iz at above location = 94052.5 cm^4

2 440. 3 - 20MM 0. 2034. YES NO

|----------------------------------------------------------------|
| CRITICAL NEG MOMENT= 96.29 KN-MET AT 0.MM, LOAD 54|
| REQD STEEL= 941.MM2, RHO=0.0072, RHOMX=0.0284 RHOMN=0.0050 |
| MAX/MIN/ACTUAL BAR SPACING= 448./ 45./ 92. MMS |
| REQD. DEVELOPMENT LENGTH = 472. MMS |
|----------------------------------------------------------------|

Cracked Moment of Inertia Iz at above location = 104078.2 cm^4

3 442. 2 - 16MM 1295. 2206. NO YES

|----------------------------------------------------------------|
| CRITICAL NEG MOMENT= 15.93 KN-MET AT 2206.MM, LOAD 79|
| REQD STEEL= 195.MM2, RHO=0.0015, RHOMX=0.0284 RHOMN=0.0050 |
| MAX/MIN/ACTUAL BAR SPACING= 448./ 41./ 188. MMS |
| REQD. DEVELOPMENT LENGTH = 347. MMS |
|----------------------------------------------------------------|

Cracked Moment of Inertia Iz at above location = 53206.6 cm^4

REQUIRED REINF. STEEL SUMMARY :

-------------------------------
SECTION REINF STEEL(+VE/-VE) MOMENTS(+VE/-VE) LOAD(+VE/-VE)
( MM ) (SQ. MM ) (KNS-MET )

0. 720./ 946. 74./ 96. 57/ 54

184. 652./ 813. 68./ 84. 57/ 54
368. 584./ 685. 61./ 71. 57/ 54
551. 515./ 560. 54./ 58. 57/ 54
735. 445./ 438. 47./ 46. 57/ 54
919. 380./ 324. 40./ 34. 53/ 58
1103. 320./ 219. 34./ 23. 53/ 58
1287. 259./ 120. 28./ 13. 53/ 82
1471. 218./ 40. 23./ 4. 63/ 82
1654. 192./ 0. 20./ 0. 61/ 0
1838. 283./ 20. 30./ 2. 66/ 79
2022. 390./ 84. 41./ 9. 66/ 79
2206. 496./ 149. 52./ 16. 66/ 79

C:\Users\Acer\Desktop\Project May 29\Project Aug 13.anl Page 49 of 131

 Thursday, May 30, 2024, 01:40 AM

B E A M N O. 48 D E S I G N R E S U L T S - SHEAR

AT START SUPPORT - Vu= 26.35 KNS Vc= 100.91 KNS Vs= 0.00 KNS
Tu= 20.19 KN-MET Tc= 4.0 KN-MET Ts= 26.9 KN-MET LOAD 61
STIRRUPS ARE REQUIRED FOR TORSION.
REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1.
PROVIDE 16 MM 2-LEGGED STIRRUPS AT 156. MM C/C FOR 663. MM
ADDITIONAL LONGITUDINAL STEEL REQD. FOR TORSIONAL RESISTANCE = 8.20 SQ.CM.

AT END SUPPORT - Vu= 18.48 KNS Vc= 100.91 KNS Vs= 0.00 KNS
Tu= 20.19 KN-MET Tc= 4.0 KN-MET Ts= 26.9 KN-MET LOAD 61
STIRRUPS ARE REQUIRED FOR TORSION.
REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1.
PROVIDE 16 MM 2-LEGGED STIRRUPS AT 156. MM C/C FOR 663. MM
ADDITIONAL LONGITUDINAL STEEL REQD. FOR TORSIONAL RESISTANCE = 8.20 SQ.CM.

___ 24J____________________ 2205X 300X 500_____________________ 30J____

| |
||=========================================================================||
| 3No20 H 440.| 0.TO 2034| | |2No16|H 442.1295.TO 2206 | |
| 6*16c/c156 | | | | | | | 6*16c/c156 | |
| 4No16 H 58.| 0.TO 2206| | | | | | | | |
||=========================================================================||
| |
|___________________________________________________________________________|
_________ _________ _________ _________ _________ _________
| | | | | | | | | | | |
| ooo | | ooo | | ooo | | ooo | | ooo | | oo |
| 3#20 | | 3#20 | | 3#20 | | 2#16 | | 2#16 | | 2#16 |
| | | | | | | | | | | |
| 4#16 | | 4#16 | | 4#16 | | 4#16 | | 4#16 | | 4#16 |
| oooo | | oooo | | oooo | | oooo | | oooo | | oooo |
| | | | | | | | | | | |
|_________| |_________| |_________| |_________| |_________| |_________|

ACI 318-11 BEAM NO. 49 DESIGN RESULTS

=============================================

LEN - 701. MM FY - 275. FC - 21. MPA, SIZE - 300. X 500. MMS

LEVEL HEIGHT BAR INFO FROM TO ANCHOR

(MM) (MM) (MM) STA END
_____________________________________________________________________

1 58. 4 - 16MM 0. 701. YES YES

|----------------------------------------------------------------|
| CRITICAL POS MOMENT= 58.65 KN-MET AT 0.MM, LOAD 66|
| REQD STEEL= 665.MM2, RHO=0.0050, RHOMX=0.0284 RHOMN=0.0050 |
| MAX/MIN/ACTUAL BAR SPACING= 448./ 41./ 63. MMS |
| REQD. DEVELOPMENT LENGTH = 443. MMS |
|----------------------------------------------------------------|

C:\Users\Acer\Desktop\Project May 29\Project Aug 13.anl Page 50 of 131

 Thursday, May 30, 2024, 01:40 AM

Cracked Moment of Inertia Iz at above location = 94052.5 cm^4

2 442. 4 - 16MM 0. 701. YES YES

|----------------------------------------------------------------|
| CRITICAL NEG MOMENT= 83.23 KN-MET AT 701.MM, LOAD 53|
| REQD STEEL= 802.MM2, RHO=0.0061, RHOMX=0.0284 RHOMN=0.0050 |
| MAX/MIN/ACTUAL BAR SPACING= 448./ 41./ 63. MMS |
| REQD. DEVELOPMENT LENGTH = 443. MMS |
|----------------------------------------------------------------|

Cracked Moment of Inertia Iz at above location = 93115.6 cm^4

REQUIRED REINF. STEEL SUMMARY :

-------------------------------
SECTION REINF STEEL(+VE/-VE) MOMENTS(+VE/-VE) LOAD(+VE/-VE)
( MM ) (SQ. MM ) (KNS-MET )

0. 563./ 136. 59./ 15. 66/ 79

58. 540./ 169. 56./ 18. 66/ 79
117. 516./ 203. 54./ 22. 66/ 79
175. 492./ 251. 52./ 27. 66/ 57
234. 475./ 304. 50./ 32. 54/ 57
292. 467./ 357. 49./ 38. 54/ 57
351. 458./ 411. 48./ 43. 54/ 57
409. 448./ 466. 47./ 49. 54/ 57
467. 447./ 529. 47./ 55. 58/ 53
526. 449./ 598. 47./ 62. 58/ 53
584. 450./ 667. 47./ 69. 58/ 53
643. 452./ 738. 47./ 76. 58/ 53
701. 453./ 811. 48./ 83. 58/ 53

B E A M N O. 49 D E S I G N R E S U L T S - SHEAR

** LOCATION FOR DESIGN FOR SHEAR AT START OF MEMBER 49 IS BEYOND

THE MIDPOINT OF MEMBER. DESIGN FOR SHEAR AND TORSION NOT PERFORMED.

** LOCATION FOR DESIGN FOR SHEAR AT END OF MEMBER 49 IS BEYOND

THE MIDPOINT OF MEMBER. DESIGN FOR SHEAR AND TORSION NOT PERFORMED.

___ 30J____________________ 701X 300X 500_____________________ 26J____

| |
||=========================================================================||
| 4No16 H 442. 0.TO 701 |
| |
| 4No16 H 58. 0.TO 701 |
||=========================================================================||
| |
|___________________________________________________________________________|
_________ _________ _________ _________ _________ _________
| | | | | | | | | | | |
| oooo | | oooo | | oooo | | oooo | | oooo | | oooo |
| 4#16 | | 4#16 | | 4#16 | | 4#16 | | 4#16 | | 4#16 |

C:\Users\Acer\Desktop\Project May 29\Project Aug 13.anl Page 51 of 131

 Thursday, May 30, 2024, 01:40 AM

| | | | | | | | | | | |
| 4#16 | | 4#16 | | 4#16 | | 4#16 | | 4#16 | | 4#16 |
| oooo | | oooo | | oooo | | oooo | | oooo | | oooo |
| | | | | | | | | | | |
|_________| |_________| |_________| |_________| |_________| |_________|

ACI 318-11 BEAM NO. 50 DESIGN RESULTS

=============================================

LEN - 3690. MM FY - 275. FC - 21. MPA, SIZE - 300. X 500. MMS

LEVEL HEIGHT BAR INFO FROM TO ANCHOR

(MM) (MM) (MM) STA END
_____________________________________________________________________

1 60. 3 - 20MM 0. 3690. YES YES

|----------------------------------------------------------------|
| CRITICAL POS MOMENT= 84.28 KN-MET AT 2767.MM, LOAD 61|
| REQD STEEL= 812.MM2, RHO=0.0062, RHOMX=0.0284 RHOMN=0.0050 |
| MAX/MIN/ACTUAL BAR SPACING= 448./ 45./ 92. MMS |
| REQD. DEVELOPMENT LENGTH = 472. MMS |
|----------------------------------------------------------------|

Cracked Moment of Inertia Iz at above location = 105406.1 cm^4

2 440. 3 - 20MM 0. 2101. YES NO

|----------------------------------------------------------------|
| CRITICAL NEG MOMENT= 94.38 KN-MET AT 0.MM, LOAD 61|
| REQD STEEL= 916.MM2, RHO=0.0069, RHOMX=0.0284 RHOMN=0.0050 |
| MAX/MIN/ACTUAL BAR SPACING= 448./ 45./ 92. MMS |
| REQD. DEVELOPMENT LENGTH = 472. MMS |
|----------------------------------------------------------------|

Cracked Moment of Inertia Iz at above location = 105406.1 cm^4

3 442. 2 - 16MM 2778. 3690. NO YES

|----------------------------------------------------------------|
| CRITICAL NEG MOMENT= 10.73 KN-MET AT 3690.MM, LOAD 76|
| REQD STEEL= 131.MM2, RHO=0.0010, RHOMX=0.0284 RHOMN=0.0050 |
| MAX/MIN/ACTUAL BAR SPACING= 448./ 41./ 188. MMS |
| REQD. DEVELOPMENT LENGTH = 347. MMS |
|----------------------------------------------------------------|

Cracked Moment of Inertia Iz at above location = 53206.6 cm^4

REQUIRED REINF. STEEL SUMMARY :

-------------------------------
SECTION REINF STEEL(+VE/-VE) MOMENTS(+VE/-VE) LOAD(+VE/-VE)
( MM ) (SQ. MM ) (KNS-MET )

0. 264./ 926. 28./ 94. 76/ 61

308. 277./ 602. 29./ 63. 76/ 52
615. 345./ 349. 36./ 37. 51/ 56
923. 469./ 179. 49./ 19. 60/ 77
1230. 613./ 87. 64./ 9. 60/ 77

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 Thursday, May 30, 2024, 01:40 AM

1538. 720./ 4. 74./ 0. 60/ 77

1845. 782./ 0. 80./ 0. 60/ 0
2152. 794./ 0. 82./ 0. 60/ 0
2460. 792./ 0. 81./ 0. 62/ 0
2768. 821./ 0. 84./ 0. 61/ 0
3075. 814./ 0. 84./ 0. 61/ 0
3382. 776./ 26. 80./ 3. 61/ 76
3690. 710./ 100. 73./ 11. 61/ 76

B E A M N O. 50 D E S I G N R E S U L T S - SHEAR

AT START SUPPORT - Vu= 65.48 KNS Vc= 109.44 KNS Vs= 0.00 KNS
Tu= 2.61 KN-MET Tc= 4.0 KN-MET Ts= 0.0 KN-MET LOAD 44
NO STIRRUPS ARE REQUIRED FOR TORSION.
REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1.
PROVIDE 10 MM 2-LEGGED STIRRUPS AT 220. MM C/C FOR 1405. MM

AT END SUPPORT - Vu= 42.37 KNS Vc= 103.81 KNS Vs= 0.00 KNS
Tu= 2.22 KN-MET Tc= 4.0 KN-MET Ts= 0.0 KN-MET LOAD 51
NO STIRRUPS ARE REQUIRED FOR TORSION.
REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1.
PROVIDE 10 MM 2-LEGGED STIRRUPS AT 220. MM C/C FOR 1405. MM

___ 30J____________________ 3690X 300X 500_____________________ 32J____

| |
||========================================== ==================||
| 3No20|H 440. 0.TO 2101 | | | | 2No16 H 442.2778.TO 3690 |
| 8*10c/c220 | | | | | | | 8*10c/c220| |
| 3No20|H 60. 0.TO 3690 | | | | | | | | |
||=========================================================================||
| |
|___________________________________________________________________________|
_________ _________ _________ _________ _________ _________
| | | | | | | | | | | |
| ooo | | ooo | | ooo | | | | oo | | oo |
| 3#20 | | 3#20 | | 3#20 | | | | 2#16 | | 2#16 |
| | | | | | | | | | | |
| 3#20 | | 3#20 | | 3#20 | | 3#20 | | 3#20 | | 3#20 |
| ooo | | ooo | | ooo | | ooo | | ooo | | ooo |
| | | | | | | | | | | |
|_________| |_________| |_________| |_________| |_________| |_________|

ACI 318-11 BEAM NO. 51 DESIGN RESULTS

=============================================

LEN - 1050. MM FY - 275. FC - 21. MPA, SIZE - 300. X 500. MMS

LEVEL HEIGHT BAR INFO FROM TO ANCHOR

(MM) (MM) (MM) STA END
_____________________________________________________________________

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 Thursday, May 30, 2024, 01:40 AM

|----------------------------------------------------------------|
| CRITICAL POS MOMENT= 78.53 KN-MET AT 0.MM, LOAD 61|
| REQD STEEL= 751.MM2, RHO=0.0057, RHOMX=0.0284 RHOMN=0.0050 |
| MAX/MIN/ACTUAL BAR SPACING= 448./ 41./ 63. MMS |
| REQD. DEVELOPMENT LENGTH = 443. MMS |
|----------------------------------------------------------------|

Cracked Moment of Inertia Iz at above location = 94052.5 cm^4

2 440. 3 - 20MM 0. 1050. YES YES

|----------------------------------------------------------------|
| CRITICAL NEG MOMENT= 96.26 KN-MET AT 1050.MM, LOAD 60|
| REQD STEEL= 941.MM2, RHO=0.0072, RHOMX=0.0284 RHOMN=0.0050 |
| MAX/MIN/ACTUAL BAR SPACING= 448./ 45./ 92. MMS |
| REQD. DEVELOPMENT LENGTH = 472. MMS |
|----------------------------------------------------------------|

Cracked Moment of Inertia Iz at above location = 104078.2 cm^4

REQUIRED REINF. STEEL SUMMARY :

-------------------------------
SECTION REINF STEEL(+VE/-VE) MOMENTS(+VE/-VE) LOAD(+VE/-VE)
( MM ) (SQ. MM ) (KNS-MET )

0. 762./ 90. 79./ 10. 61/ 76

88. 692./ 122. 72./ 13. 61/ 76
175. 621./ 154. 65./ 16. 61/ 76
263. 549./ 187. 57./ 20. 61/ 76
350. 493./ 221. 52./ 23. 52/ 76
438. 445./ 278. 47./ 30. 52/ 55
525. 397./ 339. 42./ 36. 52/ 55
613. 364./ 417. 38./ 44. 56/ 51
700. 336./ 504. 36./ 53. 56/ 51
788. 308./ 593. 33./ 62. 56/ 51
875. 279./ 706. 30./ 73. 56/ 60
963. 267./ 824. 28./ 85. 77/ 60
1050. 258./ 945. 27./ 96. 77/ 60

B E A M N O. 51 D E S I G N R E S U L T S - SHEAR

AT START SUPPORT - Vu= 121.68 KNS Vc= 108.80 KNS Vs= 53.43 KNS
Tu= 10.59 KN-MET Tc= 4.0 KN-MET Ts= 14.1 KN-MET LOAD 60
STIRRUPS ARE REQUIRED FOR SHEAR AND TORSION.
PROVIDE 12 MM 2-LEGGED STIRRUPS AT 156. MM C/C FOR 85. MM
ADDITIONAL LONGITUDINAL STEEL REQD. FOR TORSIONAL RESISTANCE = 4.30 SQ.CM.

AT END SUPPORT - Vu= 125.48 KNS Vc= 108.80 KNS Vs= 58.50 KNS
Tu= 10.59 KN-MET Tc= 4.0 KN-MET Ts= 14.1 KN-MET LOAD 60
STIRRUPS ARE REQUIRED FOR SHEAR AND TORSION.
PROVIDE 12 MM 2-LEGGED STIRRUPS AT 156. MM C/C FOR 85. MM
ADDITIONAL LONGITUDINAL STEEL REQD. FOR TORSIONAL RESISTANCE = 4.30 SQ.CM.

___ 32J____________________ 1050X 300X 500_____________________ 31J____

| |

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 Thursday, May 30, 2024, 01:40 AM

||=========================================================================||
| 3No20 H 440.| 0.TO 1050 | | |
| 2*12c/c156 | 2*12c/c156 | |
| 4No16 H 58.| 0.TO 1050 | | |
||=========================================================================||
| |
|___________________________________________________________________________|
_________ _________ _________ _________ _________ _________
| | | | | | | | | | | |
| ooo | | ooo | | ooo | | ooo | | ooo | | ooo |
| 3#20 | | 3#20 | | 3#20 | | 3#20 | | 3#20 | | 3#20 |
| | | | | | | | | | | |
| 4#16 | | 4#16 | | 4#16 | | 4#16 | | 4#16 | | 4#16 |
| oooo | | oooo | | oooo | | oooo | | oooo | | oooo |
| | | | | | | | | | | |
|_________| |_________| |_________| |_________| |_________| |_________|

ACI 318-11 BEAM NO. 52 DESIGN RESULTS

=============================================

LEN - 4150. MM FY - 275. FC - 21. MPA, SIZE - 300. X 500. MMS

LEVEL HEIGHT BAR INFO FROM TO ANCHOR

(MM) (MM) (MM) STA END
_____________________________________________________________________

1 58. 4 - 16MM 0. 4150. YES YES

|----------------------------------------------------------------|
| CRITICAL POS MOMENT= 53.68 KN-MET AT 2075.MM, LOAD 65|
| REQD STEEL= 665.MM2, RHO=0.0050, RHOMX=0.0284 RHOMN=0.0050 |
| MAX/MIN/ACTUAL BAR SPACING= 448./ 41./ 63. MMS |
| REQD. DEVELOPMENT LENGTH = 443. MMS |
|----------------------------------------------------------------|

Cracked Moment of Inertia Iz at above location = 94052.5 cm^4

2 442. 2 - 16MM 0. 451. YES NO

|----------------------------------------------------------------|
| CRITICAL NEG MOMENT= 15.06 KN-MET AT 0.MM, LOAD 66|
| REQD STEEL= 185.MM2, RHO=0.0014, RHOMX=0.0284 RHOMN=0.0050 |
| MAX/MIN/ACTUAL BAR SPACING= 448./ 41./ 188. MMS |
| REQD. DEVELOPMENT LENGTH = 347. MMS |
|----------------------------------------------------------------|

Cracked Moment of Inertia Iz at above location = 53206.6 cm^4

3 442. 3 - 16MM 2489. 4150. NO YES

|----------------------------------------------------------------|
| CRITICAL NEG MOMENT= 38.39 KN-MET AT 4150.MM, LOAD 64|
| REQD STEEL= 477.MM2, RHO=0.0036, RHOMX=0.0284 RHOMN=0.0050 |
| MAX/MIN/ACTUAL BAR SPACING= 448./ 41./ 94. MMS |
| REQD. DEVELOPMENT LENGTH = 347. MMS |
|----------------------------------------------------------------|

Cracked Moment of Inertia Iz at above location = 74613.0 cm^4

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 Thursday, May 30, 2024, 01:40 AM

REQUIRED REINF. STEEL SUMMARY :

-------------------------------
SECTION REINF STEEL(+VE/-VE) MOMENTS(+VE/-VE) LOAD(+VE/-VE)
( MM ) (SQ. MM ) (KNS-MET )

0. 0./ 141. 0./ 15. 0/ 66

346. 39./ 0. 4./ 0. 63/ 0
692. 190./ 0. 20./ 0. 65/ 0
1038. 322./ 0. 34./ 0. 65/ 0
1383. 425./ 0. 45./ 0. 65/ 0
1729. 490./ 0. 51./ 0. 65/ 0
2075. 513./ 0. 54./ 0. 65/ 0
2421. 493./ 0. 52./ 0. 65/ 0
2767. 428./ 0. 45./ 0. 65/ 0
3112. 329./ 31. 35./ 3. 65/ 80
3458. 202./ 73. 22./ 8. 65/ 80
3804. 95./ 177. 10./ 19. 81/ 53
4150. 64./ 364. 7./ 38. 81/ 64

B E A M N O. 52 D E S I G N R E S U L T S - SHEAR

AT START SUPPORT - Vu= 41.82 KNS Vc= 107.33 KNS Vs= 0.00 KNS
Tu= 4.75 KN-MET Tc= 4.0 KN-MET Ts= 6.3 KN-MET LOAD 45
STIRRUPS ARE REQUIRED FOR TORSION.
REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1.
PROVIDE 10 MM 2-LEGGED STIRRUPS AT 156. MM C/C FOR 1635. MM
ADDITIONAL LONGITUDINAL STEEL REQD. FOR TORSIONAL RESISTANCE = 1.93 SQ.CM.

AT END SUPPORT - Vu= 46.91 KNS Vc= 107.33 KNS Vs= 0.00 KNS
Tu= 4.75 KN-MET Tc= 4.0 KN-MET Ts= 6.3 KN-MET LOAD 45
STIRRUPS ARE REQUIRED FOR TORSION.
REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1.
PROVIDE 10 MM 2-LEGGED STIRRUPS AT 156. MM C/C FOR 1635. MM
ADDITIONAL LONGITUDINAL STEEL REQD. FOR TORSIONAL RESISTANCE = 1.93 SQ.CM.

___ 32J____________________ 4150X 300X 500_____________________ 33J____

| |
||======= ==============================||
| 2No16 H 442. 0.TO 451 3No16 H|442.2489.TO|4150 | | |
| 12*10c/c156 | | | | | 12*10c/c156 | |
| 4No16 H 58. 0.TO 4150 | | | | | | | | | | |
||=========================================================================||
| |
|___________________________________________________________________________|
_________ _________ _________ _________ _________ _________
| | | | | | | | | | | |
| oo | | | | | | ooo | | ooo | | ooo |
| 2#16 | | | | | | 3#16 | | 3#16 | | 3#16 |
| | | | | | | | | | | |
| 4#16 | | 4#16 | | 4#16 | | 4#16 | | 4#16 | | 4#16 |
| oooo | | oooo | | oooo | | oooo | | oooo | | oooo |
| | | | | | | | | | | |
|_________| |_________| |_________| |_________| |_________| |_________|

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 Thursday, May 30, 2024, 01:40 AM

ACI 318-11 BEAM NO. 63 DESIGN RESULTS

=============================================

LEN - 4900. MM FY - 275. FC - 21. MPA, SIZE - 300. X 500. MMS

LEVEL HEIGHT BAR INFO FROM TO ANCHOR

(MM) (MM) (MM) STA END
_____________________________________________________________________

1 58. 4 - 16MM 0. 4900. YES YES

|----------------------------------------------------------------|
| CRITICAL POS MOMENT= 55.58 KN-MET AT 4900.MM, LOAD 77|
| REQD STEEL= 665.MM2, RHO=0.0050, RHOMX=0.0284 RHOMN=0.0050 |
| MAX/MIN/ACTUAL BAR SPACING= 448./ 41./ 63. MMS |
| REQD. DEVELOPMENT LENGTH = 443. MMS |
|----------------------------------------------------------------|

Cracked Moment of Inertia Iz at above location = 94052.5 cm^4

2 440. 4 - 20MM 0. 2692. YES NO

|----------------------------------------------------------------|
| CRITICAL NEG MOMENT= 106.89 KN-MET AT 0.MM, LOAD 61|
| REQD STEEL= 1045.MM2, RHO=0.0079, RHOMX=0.0284 RHOMN=0.0050 |
| MAX/MIN/ACTUAL BAR SPACING= 448./ 45./ 61. MMS |
| REQD. DEVELOPMENT LENGTH = 708. MMS |
|----------------------------------------------------------------|

Cracked Moment of Inertia Iz at above location = 131166.9 cm^4

3 440. 4 - 20MM 2003. 4900. NO YES

|----------------------------------------------------------------|
| CRITICAL NEG MOMENT= 103.36 KN-MET AT 4900.MM, LOAD 60|
| REQD STEEL= 1009.MM2, RHO=0.0076, RHOMX=0.0284 RHOMN=0.0050 |
| MAX/MIN/ACTUAL BAR SPACING= 448./ 45./ 61. MMS |
| REQD. DEVELOPMENT LENGTH = 708. MMS |
|----------------------------------------------------------------|

Cracked Moment of Inertia Iz at above location = 131166.9 cm^4

REQUIRED REINF. STEEL SUMMARY :

-------------------------------
SECTION REINF STEEL(+VE/-VE) MOMENTS(+VE/-VE) LOAD(+VE/-VE)
( MM ) (SQ. MM ) (KNS-MET )

0. 524./ 1057. 55./ 107. 76/ 61

408. 466./ 730. 49./ 75. 76/ 61
817. 399./ 452. 42./ 47. 76/ 61
1225. 391./ 285. 41./ 30. 60/ 77
1633. 380./ 161. 40./ 17. 60/ 77
2042. 333./ 48. 35./ 5. 60/ 77
2450. 252./ 0. 27./ 0. 66/ 0
2858. 338./ 46. 36./ 5. 61/ 76
3267. 391./ 159. 41./ 17. 61/ 76
3675. 408./ 281. 43./ 30. 61/ 76
4083. 404./ 429. 43./ 45. 77/ 60

C:\Users\Acer\Desktop\Project May 29\Project Aug 13.anl Page 57 of 131

 Thursday, May 30, 2024, 01:40 AM

4492. 472./ 700. 50./ 72. 77/ 60

4900. 532./ 1020. 56./ 103. 77/ 60

B E A M N O. 63 D E S I G N R E S U L T S - SHEAR

AT START SUPPORT - Vu= 41.02 KNS Vc= 107.33 KNS Vs= 0.00 KNS
Tu= 0.19 KN-MET Tc= 4.0 KN-MET Ts= 0.0 KN-MET LOAD 45
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 2010. MM

AT END SUPPORT - Vu= 41.00 KNS Vc= 101.80 KNS Vs= 0.00 KNS
Tu= 0.07 KN-MET Tc= 4.0 KN-MET Ts= 0.0 KN-MET LOAD 47
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 2010. MM

___ 34J____________________ 4900X 300X 500_____________________ 35J____

| |
||=========================================================================||
| 4No20 H 440.| 0.TO 2692| | 4No20 H 440.2003.TO 4900 | | | | | |
| 11*10c/c221 | | | | | | | | | | | | 11*10c/c221 | |
| 4No16 H |58.| 0.TO 4900| | | | | | | | | | | | | |
||=========================================================================||
| |
|___________________________________________________________________________|
_________ _________ _________ _________ _________ _________
| | | | | | | | | | | |
| oooo | | oooo | | oooo | | oooo | | oooo | | oooo |
| 4#20 | | 4#20 | | 4#20 | | 4#20 | | 4#20 | | 4#20 |
| | | | | | | | | | | |
| 4#16 | | 4#16 | | 4#16 | | 4#16 | | 4#16 | | 4#16 |
| oooo | | oooo | | oooo | | oooo | | oooo | | oooo |
| | | | | | | | | | | |
|_________| |_________| |_________| |_________| |_________| |_________|

ACI 318-11 BEAM NO. 65 DESIGN RESULTS

=============================================

LEN - 3463. MM FY - 275. FC - 21. MPA, SIZE - 300. X 500. MMS

LEVEL HEIGHT BAR INFO FROM TO ANCHOR

(MM) (MM) (MM) STA END
_____________________________________________________________________

1 58. 3 - 16MM 0. 3463. YES YES

|----------------------------------------------------------------|
| CRITICAL POS MOMENT= 40.36 KN-MET AT 3463.MM, LOAD 82|
| REQD STEEL= 502.MM2, RHO=0.0038, RHOMX=0.0284 RHOMN=0.0050 |
| MAX/MIN/ACTUAL BAR SPACING= 448./ 41./ 94. MMS |
| REQD. DEVELOPMENT LENGTH = 347. MMS |
|----------------------------------------------------------------|

C:\Users\Acer\Desktop\Project May 29\Project Aug 13.anl Page 58 of 131

 Thursday, May 30, 2024, 01:40 AM

Cracked Moment of Inertia Iz at above location = 74613.0 cm^4

2 442. 4 - 16MM 0. 1605. YES NO

|----------------------------------------------------------------|
| CRITICAL NEG MOMENT= 57.48 KN-MET AT 0.MM, LOAD 66|
| REQD STEEL= 665.MM2, RHO=0.0050, RHOMX=0.0284 RHOMN=0.0050 |
| MAX/MIN/ACTUAL BAR SPACING= 448./ 41./ 63. MMS |
| REQD. DEVELOPMENT LENGTH = 443. MMS |
|----------------------------------------------------------------|

Cracked Moment of Inertia Iz at above location = 94052.5 cm^4

3 442. 4 - 16MM 1136. 3463. NO YES

|----------------------------------------------------------------|
| CRITICAL NEG MOMENT= 59.88 KN-MET AT 3463.MM, LOAD 63|
| REQD STEEL= 665.MM2, RHO=0.0050, RHOMX=0.0284 RHOMN=0.0050 |
| MAX/MIN/ACTUAL BAR SPACING= 448./ 41./ 63. MMS |
| REQD. DEVELOPMENT LENGTH = 443. MMS |
|----------------------------------------------------------------|

Cracked Moment of Inertia Iz at above location = 94052.5 cm^4

REQUIRED REINF. STEEL SUMMARY :

-------------------------------
SECTION REINF STEEL(+VE/-VE) MOMENTS(+VE/-VE) LOAD(+VE/-VE)
( MM ) (SQ. MM ) (KNS-MET )

0. 288./ 551. 31./ 57. 79/ 66

289. 247./ 387. 26./ 41. 79/ 66
577. 204./ 236. 22./ 25. 79/ 66
866. 195./ 136. 21./ 15. 63/ 82
1154. 189./ 61. 20./ 7. 63/ 82
1443. 162./ 0. 17./ 0. 63/ 0
1732. 191./ 4. 20./ 0. 66/ 79
2020. 243./ 69. 26./ 7. 66/ 79
2309. 276./ 138. 29./ 15. 66/ 79
2597. 292./ 212. 31./ 23. 66/ 79
2886. 293./ 291. 31./ 31. 66/ 57
3174. 338./ 426. 36./ 45. 82/ 63
3463. 383./ 575. 40./ 60. 82/ 63

B E A M N O. 65 D E S I G N R E S U L T S - SHEAR

AT START SUPPORT - Vu= 45.04 KNS Vc= 101.67 KNS Vs= 0.00 KNS
Tu= 0.05 KN-MET Tc= 4.0 KN-MET Ts= 0.0 KN-MET LOAD 54
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 1292. MM

AT END SUPPORT - Vu= 43.01 KNS Vc= 100.91 KNS Vs= 0.00 KNS
Tu= 0.27 KN-MET Tc= 4.0 KN-MET Ts= 0.0 KN-MET LOAD 53
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 1292. MM

C:\Users\Acer\Desktop\Project May 29\Project Aug 13.anl Page 59 of 131

 Thursday, May 30, 2024, 01:40 AM

___ 36J____________________ 3463X 300X 500_____________________ 37J____

| |
||=========================================================================||
| 4No16|H 442. 0.TO 1605No16 H|442.1136.TO|3463| | | | | | |
| 7*10c/c221 | | | | | | | | 7*10c/c221 | |
| 3No16|H 58. 0.TO 3463 | | | | | | | | | |
||=========================================================================||
| |
|___________________________________________________________________________|
_________ _________ _________ _________ _________ _________
| | | | | | | | | | | |
| oooo | | oooo | | oooo | | oooo | | oooo | | oooo |
| 4#16 | | 4#16 | | 4#16 | | 4#16 | | 4#16 | | 4#16 |
| | | | | | | | | | | |
| 3#16 | | 3#16 | | 3#16 | | 3#16 | | 3#16 | | 3#16 |
| ooo | | ooo | | ooo | | ooo | | ooo | | ooo |
| | | | | | | | | | | |
|_________| |_________| |_________| |_________| |_________| |_________|

ACI 318-11 BEAM NO. 67 DESIGN RESULTS

=============================================

LEN - 3450. MM FY - 275. FC - 21. MPA, SIZE - 300. X 500. MMS

LEVEL HEIGHT BAR INFO FROM TO ANCHOR

(MM) (MM) (MM) STA END
_____________________________________________________________________

1 58. 3 - 16MM 0. 3450. YES YES

|----------------------------------------------------------------|
| CRITICAL POS MOMENT= 41.70 KN-MET AT 3450.MM, LOAD 81|
| REQD STEEL= 519.MM2, RHO=0.0039, RHOMX=0.0284 RHOMN=0.0050 |
| MAX/MIN/ACTUAL BAR SPACING= 448./ 41./ 94. MMS |
| REQD. DEVELOPMENT LENGTH = 347. MMS |
|----------------------------------------------------------------|

Cracked Moment of Inertia Iz at above location = 74613.0 cm^4

2 442. 4 - 16MM 0. 3450. YES YES

|----------------------------------------------------------------|
| CRITICAL NEG MOMENT= 51.37 KN-MET AT 0.MM, LOAD 65|
| REQD STEEL= 643.MM2, RHO=0.0048, RHOMX=0.0284 RHOMN=0.0050 |
| MAX/MIN/ACTUAL BAR SPACING= 448./ 41./ 63. MMS |
| REQD. DEVELOPMENT LENGTH = 443. MMS |
|----------------------------------------------------------------|

Cracked Moment of Inertia Iz at above location = 94052.5 cm^4

REQUIRED REINF. STEEL SUMMARY :

-------------------------------
SECTION REINF STEEL(+VE/-VE) MOMENTS(+VE/-VE) LOAD(+VE/-VE)
( MM ) (SQ. MM ) (KNS-MET )

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 Thursday, May 30, 2024, 01:40 AM

0. 302./ 491. 32./ 51. 80/ 65

287. 255./ 357. 27./ 38. 80/ 65
575. 206./ 236. 22./ 25. 80/ 65
862. 172./ 145. 18./ 15. 64/ 81
1150. 145./ 75. 16./ 8. 64/ 81
1437. 108./ 8. 12./ 1. 64/ 81
1725. 128./ 12. 14./ 1. 65/ 80
2012. 193./ 72. 21./ 8. 65/ 80
2300. 247./ 136. 26./ 15. 65/ 80
2587. 291./ 202. 31./ 22. 65/ 80
2875. 324./ 272. 34./ 29. 65/ 80
3162. 346./ 344. 37./ 36. 65/ 80
3450. 396./ 459. 42./ 48. 81/ 64

B E A M N O. 67 D E S I G N R E S U L T S - SHEAR

AT START SUPPORT - Vu= 43.54 KNS Vc= 101.41 KNS Vs= 0.00 KNS
Tu= 0.06 KN-MET Tc= 4.0 KN-MET Ts= 0.0 KN-MET LOAD 65
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 1285. MM

AT END SUPPORT - Vu= 11.57 KNS Vc= 104.81 KNS Vs= 0.00 KNS
Tu= 0.31 KN-MET Tc= 4.0 KN-MET Ts= 0.0 KN-MET LOAD 44
STIRRUPS ARE NOT REQUIRED.

___ 38J____________________ 3449X 300X 500_____________________ 39J____

| |
||=========================================================================||
| 4No16|H 442. 0.TO 3450 | | |
| 7*10c/c221 | | | | |
| 3No16|H 58. 0.TO 3450 | | |
||=========================================================================||
| |
|___________________________________________________________________________|
_________ _________ _________ _________ _________ _________
| | | | | | | | | | | |
| oooo | | oooo | | oooo | | oooo | | oooo | | oooo |
| 4#16 | | 4#16 | | 4#16 | | 4#16 | | 4#16 | | 4#16 |
| | | | | | | | | | | |
| 3#16 | | 3#16 | | 3#16 | | 3#16 | | 3#16 | | 3#16 |
| ooo | | ooo | | ooo | | ooo | | ooo | | ooo |
| | | | | | | | | | | |
|_________| |_________| |_________| |_________| |_________| |_________|

ACI 318-11 BEAM NO. 68 DESIGN RESULTS

=============================================

LEN - 2206. MM FY - 275. FC - 21. MPA, SIZE - 300. X 500. MMS

LEVEL HEIGHT BAR INFO FROM TO ANCHOR

(MM) (MM) (MM) STA END
_____________________________________________________________________

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 Thursday, May 30, 2024, 01:40 AM

1 58. 3 - 16MM 0. 2206. YES YES

|----------------------------------------------------------------|
| CRITICAL POS MOMENT= 45.29 KN-MET AT 2206.MM, LOAD 66|
| REQD STEEL= 565.MM2, RHO=0.0043, RHOMX=0.0284 RHOMN=0.0050 |
| MAX/MIN/ACTUAL BAR SPACING= 448./ 41./ 94. MMS |
| REQD. DEVELOPMENT LENGTH = 347. MMS |
|----------------------------------------------------------------|

Cracked Moment of Inertia Iz at above location = 74613.0 cm^4

2 442. 4 - 16MM 0. 1922. YES NO

|----------------------------------------------------------------|
| CRITICAL NEG MOMENT= 70.62 KN-MET AT 0.MM, LOAD 66|
| REQD STEEL= 672.MM2, RHO=0.0051, RHOMX=0.0284 RHOMN=0.0050 |
| MAX/MIN/ACTUAL BAR SPACING= 448./ 41./ 63. MMS |
| REQD. DEVELOPMENT LENGTH = 443. MMS |
|----------------------------------------------------------------|

Cracked Moment of Inertia Iz at above location = 94052.5 cm^4

3 442. 2 - 16MM 1479. 2206. NO YES

|----------------------------------------------------------------|
| CRITICAL NEG MOMENT= 6.62 KN-MET AT 2206.MM, LOAD 79|
| REQD STEEL= 81.MM2, RHO=0.0006, RHOMX=0.0284 RHOMN=0.0050 |
| MAX/MIN/ACTUAL BAR SPACING= 448./ 41./ 188. MMS |
| REQD. DEVELOPMENT LENGTH = 347. MMS |
|----------------------------------------------------------------|

Cracked Moment of Inertia Iz at above location = 53206.6 cm^4

REQUIRED REINF. STEEL SUMMARY :

-------------------------------
SECTION REINF STEEL(+VE/-VE) MOMENTS(+VE/-VE) LOAD(+VE/-VE)
( MM ) (SQ. MM ) (KNS-MET )

0. 349./ 682. 37./ 71. 79/ 66

184. 317./ 575. 34./ 60. 79/ 66
368. 284./ 470. 30./ 49. 79/ 66
551. 251./ 369. 27./ 39. 79/ 66
735. 218./ 271. 23./ 29. 79/ 66
919. 188./ 180. 20./ 19. 71/ 82
1103. 190./ 125. 20./ 13. 63/ 82
1287. 191./ 70. 20./ 7. 63/ 82
1471. 190./ 16. 20./ 2. 63/ 82
1654. 187./ 0. 20./ 0. 61/ 0
1838. 264./ 0. 28./ 0. 66/ 0
2022. 348./ 25. 37./ 3. 66/ 79
2206. 431./ 62. 45./ 7. 66/ 79

B E A M N O. 68 D E S I G N R E S U L T S - SHEAR

AT START SUPPORT - Vu= 29.62 KNS Vc= 100.91 KNS Vs= 0.00 KNS
Tu= 18.58 KN-MET Tc= 4.0 KN-MET Ts= 24.8 KN-MET LOAD 61
STIRRUPS ARE REQUIRED FOR TORSION.

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 Thursday, May 30, 2024, 01:40 AM

REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1.

PROVIDE 12 MM 2-LEGGED STIRRUPS AT 156. MM C/C FOR 663. MM
ADDITIONAL LONGITUDINAL STEEL REQD. FOR TORSIONAL RESISTANCE = 7.54 SQ.CM.

AT END SUPPORT - Vu= 21.74 KNS Vc= 100.91 KNS Vs= 0.00 KNS
Tu= 18.58 KN-MET Tc= 4.0 KN-MET Ts= 24.8 KN-MET LOAD 61
STIRRUPS ARE REQUIRED FOR TORSION.
REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1.
PROVIDE 12 MM 2-LEGGED STIRRUPS AT 156. MM C/C FOR 663. MM
ADDITIONAL LONGITUDINAL STEEL REQD. FOR TORSIONAL RESISTANCE = 7.54 SQ.CM.

___ 34J____________________ 2205X 300X 500_____________________ 40J____

| |
||=========================================================================||
| 4No16 H 442.| 0.TO 1922| | | |2No16|H 442.1479.TO 2206 |
| 6*12c/c156 | | | | | | | 6*12c/c156 | |
| 3No16 H 58.| 0.TO 2206| | | | | | | | |
||=========================================================================||
| |
|___________________________________________________________________________|
_________ _________ _________ _________ _________ _________
| | | | | | | | | | | |
| oooo | | oooo | | oooo | | oooo | | oooo | | oo |
| 4#16 | | 4#16 | | 4#16 | | 4#16 | | 2#16 | | 2#16 |
| | | | | | | | | | | |
| 3#16 | | 3#16 | | 3#16 | | 3#16 | | 3#16 | | 3#16 |
| ooo | | ooo | | ooo | | ooo | | ooo | | ooo |
| | | | | | | | | | | |
|_________| |_________| |_________| |_________| |_________| |_________|

ACI 318-11 BEAM NO. 69 DESIGN RESULTS

=============================================

LEN - 701. MM FY - 275. FC - 21. MPA, SIZE - 300. X 500. MMS

LEVEL HEIGHT BAR INFO FROM TO ANCHOR

(MM) (MM) (MM) STA END
_____________________________________________________________________

1 58. 4 - 16MM 0. 701. YES YES

|----------------------------------------------------------------|
| CRITICAL POS MOMENT= 51.89 KN-MET AT 0.MM, LOAD 66|
| REQD STEEL= 649.MM2, RHO=0.0049, RHOMX=0.0284 RHOMN=0.0050 |
| MAX/MIN/ACTUAL BAR SPACING= 448./ 41./ 63. MMS |
| REQD. DEVELOPMENT LENGTH = 443. MMS |
|----------------------------------------------------------------|

Cracked Moment of Inertia Iz at above location = 94052.5 cm^4

2 442. 4 - 16MM 0. 701. YES YES

|----------------------------------------------------------------|
| CRITICAL NEG MOMENT= 53.52 KN-MET AT 701.MM, LOAD 63|
| REQD STEEL= 665.MM2, RHO=0.0050, RHOMX=0.0284 RHOMN=0.0050 |
| MAX/MIN/ACTUAL BAR SPACING= 448./ 41./ 63. MMS |
| REQD. DEVELOPMENT LENGTH = 443. MMS |

C:\Users\Acer\Desktop\Project May 29\Project Aug 13.anl Page 63 of 131

 Thursday, May 30, 2024, 01:40 AM

|----------------------------------------------------------------|

Cracked Moment of Inertia Iz at above location = 94052.5 cm^4

REQUIRED REINF. STEEL SUMMARY :

-------------------------------
SECTION REINF STEEL(+VE/-VE) MOMENTS(+VE/-VE) LOAD(+VE/-VE)
( MM ) (SQ. MM ) (KNS-MET )

0. 496./ 50. 52./ 5. 66/ 79

58. 466./ 74. 49./ 8. 66/ 79
117. 436./ 98. 46./ 10. 66/ 79
175. 405./ 122. 43./ 13. 66/ 79
234. 373./ 147. 39./ 16. 66/ 79
292. 341./ 172. 36./ 18. 66/ 79
351. 309./ 197. 33./ 21. 66/ 79
409. 276./ 223. 29./ 24. 66/ 79
467. 245./ 251. 26./ 27. 82/ 71
526. 249./ 314. 26./ 33. 82/ 63
584. 252./ 379. 27./ 40. 82/ 63
643. 255./ 445. 27./ 47. 82/ 63
701. 258./ 512. 27./ 54. 82/ 63

B E A M N O. 69 D E S I G N R E S U L T S - SHEAR

** LOCATION FOR DESIGN FOR SHEAR AT START OF MEMBER 69 IS BEYOND

THE MIDPOINT OF MEMBER. DESIGN FOR SHEAR AND TORSION NOT PERFORMED.

** LOCATION FOR DESIGN FOR SHEAR AT END OF MEMBER 69 IS BEYOND

THE MIDPOINT OF MEMBER. DESIGN FOR SHEAR AND TORSION NOT PERFORMED.

___ 40J____________________ 701X 300X 500_____________________ 36J____

| |
||=========================================================================||
| 4No16 H 442. 0.TO 701 |
| |
| 4No16 H 58. 0.TO 701 |
||=========================================================================||
| |
|___________________________________________________________________________|
_________ _________ _________ _________ _________ _________
| | | | | | | | | | | |
| oooo | | oooo | | oooo | | oooo | | oooo | | oooo |
| 4#16 | | 4#16 | | 4#16 | | 4#16 | | 4#16 | | 4#16 |
| | | | | | | | | | | |
| 4#16 | | 4#16 | | 4#16 | | 4#16 | | 4#16 | | 4#16 |
| oooo | | oooo | | oooo | | oooo | | oooo | | oooo |
| | | | | | | | | | | |
|_________| |_________| |_________| |_________| |_________| |_________|

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 Thursday, May 30, 2024, 01:40 AM

ACI 318-11 BEAM NO. 70 DESIGN RESULTS

=============================================

LEN - 3690. MM FY - 275. FC - 21. MPA, SIZE - 300. X 500. MMS

LEVEL HEIGHT BAR INFO FROM TO ANCHOR

(MM) (MM) (MM) STA END
_____________________________________________________________________

1 58. 4 - 16MM 0. 3690. YES YES

|----------------------------------------------------------------|
| CRITICAL POS MOMENT= 81.74 KN-MET AT 2767.MM, LOAD 61|
| REQD STEEL= 783.MM2, RHO=0.0059, RHOMX=0.0284 RHOMN=0.0050 |
| MAX/MIN/ACTUAL BAR SPACING= 448./ 41./ 63. MMS |
| REQD. DEVELOPMENT LENGTH = 443. MMS |
|----------------------------------------------------------------|

Cracked Moment of Inertia Iz at above location = 94052.5 cm^4

2 442. 4 - 16MM 0. 1681. YES NO

|----------------------------------------------------------------|
| CRITICAL NEG MOMENT= 81.46 KN-MET AT 0.MM, LOAD 61|
| REQD STEEL= 780.MM2, RHO=0.0059, RHOMX=0.0284 RHOMN=0.0050 |
| MAX/MIN/ACTUAL BAR SPACING= 448./ 41./ 63. MMS |
| REQD. DEVELOPMENT LENGTH = 443. MMS |
|----------------------------------------------------------------|

Cracked Moment of Inertia Iz at above location = 94052.5 cm^4

3 442. 2 - 16MM 3085. 3690. NO YES

|----------------------------------------------------------------|
| CRITICAL NEG MOMENT= 3.73 KN-MET AT 3690.MM, LOAD 76|
| REQD STEEL= 45.MM2, RHO=0.0003, RHOMX=0.0284 RHOMN=0.0050 |
| MAX/MIN/ACTUAL BAR SPACING= 448./ 41./ 188. MMS |
| REQD. DEVELOPMENT LENGTH = 347. MMS |
|----------------------------------------------------------------|

Cracked Moment of Inertia Iz at above location = 53206.6 cm^4

REQUIRED REINF. STEEL SUMMARY :

-------------------------------
SECTION REINF STEEL(+VE/-VE) MOMENTS(+VE/-VE) LOAD(+VE/-VE)
( MM ) (SQ. MM ) (KNS-MET )

0. 142./ 792. 15./ 81. 76/ 61

308. 170./ 467. 18./ 49. 76/ 61
615. 203./ 199. 22./ 21. 60/ 56
923. 391./ 105. 41./ 11. 60/ 77
1230. 550./ 29. 57./ 3. 60/ 77
1538. 672./ 0. 70./ 0. 60/ 0
1845. 750./ 0. 77./ 0. 60/ 0
2152. 779./ 0. 80./ 0. 60/ 0
2460. 783./ 0. 81./ 0. 62/ 0
2768. 795./ 0. 82./ 0. 61/ 0
3075. 771./ 0. 79./ 0. 61/ 0
3382. 715./ 0. 74./ 0. 61/ 0
3690. 633./ 35. 66./ 4. 61/ 76

C:\Users\Acer\Desktop\Project May 29\Project Aug 13.anl Page 65 of 131

 Thursday, May 30, 2024, 01:40 AM

B E A M N O. 70 D E S I G N R E S U L T S - SHEAR

AT START SUPPORT - Vu= 65.35 KNS Vc= 109.36 KNS Vs= 0.00 KNS
Tu= 2.43 KN-MET Tc= 4.0 KN-MET Ts= 0.0 KN-MET LOAD 44
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 1405. MM

AT END SUPPORT - Vu= 41.35 KNS Vc= 100.27 KNS Vs= 0.00 KNS
Tu= 2.95 KN-MET Tc= 4.0 KN-MET Ts= 0.0 KN-MET LOAD 59
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 1405. MM

___ 40J____________________ 3690X 300X 500_____________________ 42J____

| |
||================================= ============||
| 4No16|H 442. 0.TO 1681 | | 2No16 H 442.3085.TO 3690 |
| 8*10c/c221 | | | | 8*10c/c221| |
| 4No16|H 58. 0.TO 3690 | | | | |
||=========================================================================||
| |
|___________________________________________________________________________|
_________ _________ _________ _________ _________ _________
| | | | | | | | | | | |
| oooo | | oooo | | oooo | | | | | | oo |
| 4#16 | | 4#16 | | 4#16 | | | | | | 2#16 |
| | | | | | | | | | | |
| 4#16 | | 4#16 | | 4#16 | | 4#16 | | 4#16 | | 4#16 |
| oooo | | oooo | | oooo | | oooo | | oooo | | oooo |
| | | | | | | | | | | |
|_________| |_________| |_________| |_________| |_________| |_________|

ACI 318-11 BEAM NO. 71 DESIGN RESULTS

=============================================

LEN - 1050. MM FY - 275. FC - 21. MPA, SIZE - 300. X 500. MMS

LEVEL HEIGHT BAR INFO FROM TO ANCHOR

(MM) (MM) (MM) STA END
_____________________________________________________________________

1 58. 4 - 16MM 0. 1050. YES YES

|----------------------------------------------------------------|
| CRITICAL POS MOMENT= 70.76 KN-MET AT 0.MM, LOAD 61|
| REQD STEEL= 673.MM2, RHO=0.0051, RHOMX=0.0284 RHOMN=0.0050 |
| MAX/MIN/ACTUAL BAR SPACING= 448./ 41./ 63. MMS |
| REQD. DEVELOPMENT LENGTH = 443. MMS |
|----------------------------------------------------------------|

Cracked Moment of Inertia Iz at above location = 94052.5 cm^4

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 Thursday, May 30, 2024, 01:40 AM

2 440. 3 - 20MM 0. 1050. YES YES

|----------------------------------------------------------------|
| CRITICAL NEG MOMENT= 83.65 KN-MET AT 1050.MM, LOAD 60|
| REQD STEEL= 806.MM2, RHO=0.0061, RHOMX=0.0284 RHOMN=0.0050 |
| MAX/MIN/ACTUAL BAR SPACING= 448./ 45./ 92. MMS |
| REQD. DEVELOPMENT LENGTH = 472. MMS |
|----------------------------------------------------------------|

Cracked Moment of Inertia Iz at above location = 105406.1 cm^4

REQUIRED REINF. STEEL SUMMARY :

-------------------------------
SECTION REINF STEEL(+VE/-VE) MOMENTS(+VE/-VE) LOAD(+VE/-VE)
( MM ) (SQ. MM ) (KNS-MET )

0. 684./ 23. 71./ 2. 61/ 76

88. 610./ 50. 63./ 5. 61/ 76
175. 535./ 78. 56./ 8. 61/ 76
263. 459./ 106. 48./ 11. 61/ 76
350. 382./ 135. 40./ 14. 61/ 76
438. 305./ 164. 32./ 18. 61/ 76
525. 233./ 194. 25./ 21. 52/ 76
613. 196./ 274. 21./ 29. 77/ 60
700. 184./ 376. 20./ 40. 77/ 60
788. 173./ 481. 18./ 50. 77/ 60
875. 161./ 589. 17./ 61. 77/ 60
963. 148./ 700. 16./ 72. 77/ 60
1050. 136./ 815. 15./ 84. 77/ 60

B E A M N O. 71 D E S I G N R E S U L T S - SHEAR

AT START SUPPORT - Vu= 116.10 KNS Vc= 107.47 KNS Vs= 47.33 KNS
Tu= 9.86 KN-MET Tc= 4.0 KN-MET Ts= 13.1 KN-MET LOAD 60
STIRRUPS ARE REQUIRED FOR SHEAR AND TORSION.
PROVIDE 12 MM 2-LEGGED STIRRUPS AT 156. MM C/C FOR 85. MM
ADDITIONAL LONGITUDINAL STEEL REQD. FOR TORSIONAL RESISTANCE = 4.00 SQ.CM.

AT END SUPPORT - Vu= 119.91 KNS Vc= 107.47 KNS Vs= 52.40 KNS
Tu= 9.86 KN-MET Tc= 4.0 KN-MET Ts= 13.1 KN-MET LOAD 60
STIRRUPS ARE REQUIRED FOR SHEAR AND TORSION.
PROVIDE 12 MM 2-LEGGED STIRRUPS AT 156. MM C/C FOR 85. MM
ADDITIONAL LONGITUDINAL STEEL REQD. FOR TORSIONAL RESISTANCE = 4.00 SQ.CM.

___ 42J____________________ 1050X 300X 500_____________________ 41J____

| |
||=========================================================================||
| 3No20 H 440.| 0.TO 1050 | | |
| 2*12c/c156 | 2*12c/c156 | |
| 4No16 H 58.| 0.TO 1050 | | |
||=========================================================================||
| |
|___________________________________________________________________________|

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 Thursday, May 30, 2024, 01:40 AM

| | | | | | | | | | | |
| ooo | | ooo | | ooo | | ooo | | ooo | | ooo |
| 3#20 | | 3#20 | | 3#20 | | 3#20 | | 3#20 | | 3#20 |
| | | | | | | | | | | |
| 4#16 | | 4#16 | | 4#16 | | 4#16 | | 4#16 | | 4#16 |
| oooo | | oooo | | oooo | | oooo | | oooo | | oooo |
| | | | | | | | | | | |
|_________| |_________| |_________| |_________| |_________| |_________|

ACI 318-11 BEAM NO. 72 DESIGN RESULTS

=============================================

LEN - 4150. MM FY - 275. FC - 21. MPA, SIZE - 300. X 500. MMS

LEVEL HEIGHT BAR INFO FROM TO ANCHOR

(MM) (MM) (MM) STA END
_____________________________________________________________________

1 58. 4 - 16MM 0. 4150. YES YES

|----------------------------------------------------------------|
| CRITICAL POS MOMENT= 51.63 KN-MET AT 2075.MM, LOAD 65|
| REQD STEEL= 646.MM2, RHO=0.0049, RHOMX=0.0284 RHOMN=0.0050 |
| MAX/MIN/ACTUAL BAR SPACING= 448./ 41./ 63. MMS |
| REQD. DEVELOPMENT LENGTH = 443. MMS |
|----------------------------------------------------------------|

Cracked Moment of Inertia Iz at above location = 94052.5 cm^4

2 442. 2 - 16MM 0. 451. YES NO

|----------------------------------------------------------------|
| CRITICAL NEG MOMENT= 13.93 KN-MET AT 0.MM, LOAD 66|
| REQD STEEL= 171.MM2, RHO=0.0013, RHOMX=0.0284 RHOMN=0.0050 |
| MAX/MIN/ACTUAL BAR SPACING= 448./ 41./ 188. MMS |
| REQD. DEVELOPMENT LENGTH = 347. MMS |
|----------------------------------------------------------------|

Cracked Moment of Inertia Iz at above location = 53206.6 cm^4

3 442. 3 - 16MM 2489. 4150. NO YES

|----------------------------------------------------------------|
| CRITICAL NEG MOMENT= 34.61 KN-MET AT 4150.MM, LOAD 64|
| REQD STEEL= 429.MM2, RHO=0.0032, RHOMX=0.0284 RHOMN=0.0050 |
| MAX/MIN/ACTUAL BAR SPACING= 448./ 41./ 94. MMS |
| REQD. DEVELOPMENT LENGTH = 347. MMS |
|----------------------------------------------------------------|

Cracked Moment of Inertia Iz at above location = 74613.0 cm^4

REQUIRED REINF. STEEL SUMMARY :

-------------------------------
SECTION REINF STEEL(+VE/-VE) MOMENTS(+VE/-VE) LOAD(+VE/-VE)
( MM ) (SQ. MM ) (KNS-MET )

0. 0./ 130. 0./ 14. 0/ 66

346. 50./ 0. 5./ 0. 63/ 0

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 Thursday, May 30, 2024, 01:40 AM

692. 190./ 0. 20./ 0. 65/ 0

1038. 317./ 0. 34./ 0. 65/ 0
1383. 415./ 0. 44./ 0. 65/ 0
1729. 475./ 0. 50./ 0. 65/ 0
2075. 493./ 0. 52./ 0. 65/ 0
2421. 468./ 0. 49./ 0. 65/ 0
2767. 398./ 0. 42./ 0. 65/ 0
3112. 295./ 1. 31./ 0. 65/ 80
3458. 163./ 40. 17./ 4. 65/ 80
3804. 56./ 133. 6./ 14. 81/ 64
4150. 21./ 327. 2./ 35. 81/ 64

B E A M N O. 72 D E S I G N R E S U L T S - SHEAR

AT START SUPPORT - Vu= 41.45 KNS Vc= 107.00 KNS Vs= 0.00 KNS
Tu= 4.81 KN-MET Tc= 4.0 KN-MET Ts= 6.4 KN-MET LOAD 45
STIRRUPS ARE REQUIRED FOR TORSION.
REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1.
PROVIDE 10 MM 2-LEGGED STIRRUPS AT 156. MM C/C FOR 1635. MM
ADDITIONAL LONGITUDINAL STEEL REQD. FOR TORSIONAL RESISTANCE = 1.95 SQ.CM.

AT END SUPPORT - Vu= 47.28 KNS Vc= 107.00 KNS Vs= 0.00 KNS
Tu= 4.81 KN-MET Tc= 4.0 KN-MET Ts= 6.4 KN-MET LOAD 45
STIRRUPS ARE REQUIRED FOR TORSION.
REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1.
PROVIDE 10 MM 2-LEGGED STIRRUPS AT 156. MM C/C FOR 1635. MM
ADDITIONAL LONGITUDINAL STEEL REQD. FOR TORSIONAL RESISTANCE = 1.95 SQ.CM.

___ 42J____________________ 4150X 300X 500_____________________ 43J____

| |
||======= ==============================||
| 2No16 H 442. 0.TO 451 3No16 H|442.2489.TO|4150 | | |
| 12*10c/c156 | | | | | 12*10c/c156 | |
| 4No16 H 58. 0.TO 4150 | | | | | | | | | | |
||=========================================================================||
| |
|___________________________________________________________________________|
_________ _________ _________ _________ _________ _________
| | | | | | | | | | | |
| oo | | | | | | ooo | | ooo | | ooo |
| 2#16 | | | | | | 3#16 | | 3#16 | | 3#16 |
| | | | | | | | | | | |
| 4#16 | | 4#16 | | 4#16 | | 4#16 | | 4#16 | | 4#16 |
| oooo | | oooo | | oooo | | oooo | | oooo | | oooo |
| | | | | | | | | | | |
|_________| |_________| |_________| |_________| |_________| |_________|

ACI 318-11 BEAM NO. 83 DESIGN RESULTS

=============================================

LEN - 4900. MM FY - 275. FC - 21. MPA, SIZE - 300. X 500. MMS

LEVEL HEIGHT BAR INFO FROM TO ANCHOR

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 Thursday, May 30, 2024, 01:40 AM

(MM) (MM) (MM) STA END

_____________________________________________________________________

1 58. 3 - 16MM 0. 4900. YES YES

|----------------------------------------------------------------|
| CRITICAL POS MOMENT= 37.96 KN-MET AT 3267.MM, LOAD 61|
| REQD STEEL= 471.MM2, RHO=0.0036, RHOMX=0.0284 RHOMN=0.0050 |
| MAX/MIN/ACTUAL BAR SPACING= 448./ 41./ 94. MMS |
| REQD. DEVELOPMENT LENGTH = 347. MMS |
|----------------------------------------------------------------|

Cracked Moment of Inertia Iz at above location = 74613.0 cm^4

2 442. 4 - 16MM 0. 2084. YES NO

|----------------------------------------------------------------|
| CRITICAL NEG MOMENT= 66.51 KN-MET AT 0.MM, LOAD 61|
| REQD STEEL= 665.MM2, RHO=0.0050, RHOMX=0.0284 RHOMN=0.0050 |
| MAX/MIN/ACTUAL BAR SPACING= 448./ 41./ 63. MMS |
| REQD. DEVELOPMENT LENGTH = 443. MMS |
|----------------------------------------------------------------|

Cracked Moment of Inertia Iz at above location = 94052.5 cm^4

3 442. 4 - 16MM 2611. 4900. NO YES

|----------------------------------------------------------------|
| CRITICAL NEG MOMENT= 64.09 KN-MET AT 4900.MM, LOAD 60|
| REQD STEEL= 665.MM2, RHO=0.0050, RHOMX=0.0284 RHOMN=0.0050 |
| MAX/MIN/ACTUAL BAR SPACING= 448./ 41./ 63. MMS |
| REQD. DEVELOPMENT LENGTH = 443. MMS |
|----------------------------------------------------------------|

Cracked Moment of Inertia Iz at above location = 94052.5 cm^4

REQUIRED REINF. STEEL SUMMARY :

-------------------------------
SECTION REINF STEEL(+VE/-VE) MOMENTS(+VE/-VE) LOAD(+VE/-VE)
( MM ) (SQ. MM ) (KNS-MET )

0. 230./ 641. 25./ 67. 76/ 61

408. 225./ 383. 24./ 40. 76/ 61
817. 237./ 195. 25./ 21. 60/ 77
1225. 312./ 115. 33./ 12. 60/ 77
1633. 352./ 44. 37./ 5. 60/ 77
2042. 356./ 0. 38./ 0. 60/ 0
2450. 324./ 0. 34./ 0. 66/ 0
2858. 360./ 0. 38./ 0. 61/ 0
3267. 360./ 42. 38./ 5. 61/ 76
3675. 324./ 112. 34./ 12. 61/ 76
4083. 252./ 191. 27./ 20. 61/ 76
4492. 229./ 364. 24./ 38. 77/ 60
4900. 235./ 617. 25./ 64. 77/ 60

B E A M N O. 83 D E S I G N R E S U L T S - SHEAR

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 Thursday, May 30, 2024, 01:40 AM

AT START SUPPORT - Vu= 40.82 KNS Vc= 103.99 KNS Vs= 0.00 KNS
Tu= 0.33 KN-MET Tc= 4.0 KN-MET Ts= 0.0 KN-MET LOAD 45
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 2010. MM

AT END SUPPORT - Vu= 39.91 KNS Vc= 103.99 KNS Vs= 0.00 KNS
Tu= 0.33 KN-MET Tc= 4.0 KN-MET Ts= 0.0 KN-MET LOAD 45
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 2010. MM

___ 44J____________________ 4900X 300X 500_____________________ 45J____

| |
||=============================== ===================================||
| 4No16 H 442.| 0.TO 2084| | 4No16|H 442.2611.TO 4900 | | | |
| 11*10c/c221 | | | | | | | | | | 11*10c/c221 | |
| 3No16 H |58.| 0.TO 4900| | | | | | | | | | | |
||=========================================================================||
| |
|___________________________________________________________________________|
_________ _________ _________ _________ _________ _________
| | | | | | | | | | | |
| oooo | | oooo | | oooo | | oooo | | oooo | | oooo |
| 4#16 | | 4#16 | | 4#16 | | 4#16 | | 4#16 | | 4#16 |
| | | | | | | | | | | |
| 3#16 | | 3#16 | | 3#16 | | 3#16 | | 3#16 | | 3#16 |
| ooo | | ooo | | ooo | | ooo | | ooo | | ooo |
| | | | | | | | | | | |
|_________| |_________| |_________| |_________| |_________| |_________|

ACI 318-11 BEAM NO. 85 DESIGN RESULTS

=============================================

LEN - 3463. MM FY - 275. FC - 21. MPA, SIZE - 300. X 500. MMS

LEVEL HEIGHT BAR INFO FROM TO ANCHOR

(MM) (MM) (MM) STA END
_____________________________________________________________________

1 58. 2 - 16MM 0. 3463. YES YES

|----------------------------------------------------------------|
| CRITICAL POS MOMENT= 22.47 KN-MET AT 2309.MM, LOAD 66|
| REQD STEEL= 276.MM2, RHO=0.0021, RHOMX=0.0284 RHOMN=0.0050 |
| MAX/MIN/ACTUAL BAR SPACING= 448./ 41./ 188. MMS |
| REQD. DEVELOPMENT LENGTH = 347. MMS |
|----------------------------------------------------------------|

Cracked Moment of Inertia Iz at above location = 53206.6 cm^4

2 442. 3 - 16MM 0. 1605. YES NO

|----------------------------------------------------------------|
| CRITICAL NEG MOMENT= 39.97 KN-MET AT 0.MM, LOAD 66|
| REQD STEEL= 497.MM2, RHO=0.0037, RHOMX=0.0284 RHOMN=0.0050 |
| MAX/MIN/ACTUAL BAR SPACING= 448./ 41./ 94. MMS |

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 Thursday, May 30, 2024, 01:40 AM

| REQD. DEVELOPMENT LENGTH = 347. MMS |

|----------------------------------------------------------------|

Cracked Moment of Inertia Iz at above location = 74613.0 cm^4

3 442. 2 - 16MM 1425. 3463. NO YES

|----------------------------------------------------------------|
| CRITICAL NEG MOMENT= 26.66 KN-MET AT 3463.MM, LOAD 63|
| REQD STEEL= 329.MM2, RHO=0.0025, RHOMX=0.0284 RHOMN=0.0050 |
| MAX/MIN/ACTUAL BAR SPACING= 448./ 41./ 188. MMS |
| REQD. DEVELOPMENT LENGTH = 347. MMS |
|----------------------------------------------------------------|

Cracked Moment of Inertia Iz at above location = 53206.6 cm^4

REQUIRED REINF. STEEL SUMMARY :

-------------------------------
SECTION REINF STEEL(+VE/-VE) MOMENTS(+VE/-VE) LOAD(+VE/-VE)
( MM ) (SQ. MM ) (KNS-MET )

0. 86./ 379. 9./ 40. 79/ 66

289. 84./ 248. 9./ 26. 79/ 66
577. 80./ 128. 9./ 14. 79/ 66
866. 105./ 53. 11./ 6. 63/ 82
1154. 144./ 13. 15./ 1. 63/ 82
1443. 168./ 0. 18./ 0. 59/ 0
1732. 184./ 0. 20./ 0. 66/ 0
2020. 207./ 1. 22./ 0. 66/ 79
2309. 211./ 31. 22./ 3. 66/ 79
2597. 198./ 66. 21./ 7. 66/ 79
2886. 170./ 104. 18./ 11. 66/ 79
3174. 140./ 153. 15./ 16. 82/ 63
3463. 149./ 251. 16./ 27. 82/ 63

B E A M N O. 85 D E S I G N R E S U L T S - SHEAR

AT START SUPPORT - Vu= 43.24 KNS Vc= 100.91 KNS Vs= 0.00 KNS
Tu= 0.47 KN-MET Tc= 4.0 KN-MET Ts= 0.0 KN-MET LOAD 65
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 1292. MM

AT END SUPPORT - Vu= 18.28 KNS Vc= 100.63 KNS Vs= 0.00 KNS
Tu= 0.28 KN-MET Tc= 4.0 KN-MET Ts= 0.0 KN-MET LOAD 44
STIRRUPS ARE NOT REQUIRED.

___ 46J____________________ 3463X 300X 500_____________________ 47J____

| |
||=========================================================================||
| 3No16|H 442. 0.TO 1605 | 2No16 H 442.1425.TO 3463 |
| 7*10c/c221 | | | | |
| 2No16|H 58. 0.TO 3463 | | |
||=========================================================================||
| |

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 Thursday, May 30, 2024, 01:40 AM

_________ _________ _________ _________ _________ _________

| | | | | | | | | | | |
| ooo | | ooo | | ooo | | oo | | oo | | oo |
| 3#16 | | 3#16 | | 3#16 | | 2#16 | | 2#16 | | 2#16 |
| | | | | | | | | | | |
| 2#16 | | 2#16 | | 2#16 | | 2#16 | | 2#16 | | 2#16 |
| oo | | oo | | oo | | oo | | oo | | oo |
| | | | | | | | | | | |
|_________| |_________| |_________| |_________| |_________| |_________|

ACI 318-11 BEAM NO. 87 DESIGN RESULTS

=============================================

LEN - 3450. MM FY - 275. FC - 21. MPA, SIZE - 300. X 500. MMS

LEVEL HEIGHT BAR INFO FROM TO ANCHOR

(MM) (MM) (MM) STA END
_____________________________________________________________________

1 58. 2 - 16MM 0. 3450. YES YES

|----------------------------------------------------------------|
| CRITICAL POS MOMENT= 22.29 KN-MET AT 2875.MM, LOAD 65|
| REQD STEEL= 274.MM2, RHO=0.0021, RHOMX=0.0284 RHOMN=0.0050 |
| MAX/MIN/ACTUAL BAR SPACING= 448./ 41./ 188. MMS |
| REQD. DEVELOPMENT LENGTH = 347. MMS |
|----------------------------------------------------------------|

Cracked Moment of Inertia Iz at above location = 53206.6 cm^4

2 442. 3 - 16MM 0. 1601. YES NO

|----------------------------------------------------------------|
| CRITICAL NEG MOMENT= 35.49 KN-MET AT 0.MM, LOAD 65|
| REQD STEEL= 440.MM2, RHO=0.0033, RHOMX=0.0284 RHOMN=0.0050 |
| MAX/MIN/ACTUAL BAR SPACING= 448./ 41./ 94. MMS |
| REQD. DEVELOPMENT LENGTH = 347. MMS |
|----------------------------------------------------------------|

Cracked Moment of Inertia Iz at above location = 74613.0 cm^4

3 442. 2 - 16MM 1418. 3450. NO YES

|----------------------------------------------------------------|
| CRITICAL NEG MOMENT= 16.73 KN-MET AT 3450.MM, LOAD 80|
| REQD STEEL= 205.MM2, RHO=0.0015, RHOMX=0.0284 RHOMN=0.0050 |
| MAX/MIN/ACTUAL BAR SPACING= 448./ 41./ 188. MMS |
| REQD. DEVELOPMENT LENGTH = 347. MMS |
|----------------------------------------------------------------|

Cracked Moment of Inertia Iz at above location = 53206.6 cm^4

REQUIRED REINF. STEEL SUMMARY :

-------------------------------
SECTION REINF STEEL(+VE/-VE) MOMENTS(+VE/-VE) LOAD(+VE/-VE)
( MM ) (SQ. MM ) (KNS-MET )

0. 95./ 336. 10./ 35. 80/ 65

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 Thursday, May 30, 2024, 01:40 AM

287. 88./ 231. 9./ 25. 80/ 65

575. 78./ 139. 8./ 15. 80/ 65
862. 71./ 63. 8./ 7. 64/ 81
1150. 90./ 27. 10./ 3. 64/ 81
1437. 100./ 0. 11./ 0. 62/ 0
1725. 120./ 0. 13./ 0. 65/ 0
2012. 158./ 8. 17./ 1. 65/ 80
2300. 186./ 32. 20./ 3. 65/ 80
2587. 203./ 59. 22./ 6. 65/ 80
2875. 209./ 89. 22./ 10. 65/ 80
3162. 205./ 122. 22./ 13. 65/ 80
3450. 189./ 157. 20./ 17. 65/ 80

B E A M N O. 87 D E S I G N R E S U L T S - SHEAR

AT START SUPPORT - Vu= 19.14 KNS Vc= 100.59 KNS Vs= 0.00 KNS
Tu= 0.38 KN-MET Tc= 4.0 KN-MET Ts= 0.0 KN-MET LOAD 44
STIRRUPS ARE NOT REQUIRED.
AT END SUPPORT - Vu= 8.69 KNS Vc= 98.54 KNS Vs= 0.00 KNS
Tu= 0.38 KN-MET Tc= 4.0 KN-MET Ts= 0.0 KN-MET LOAD 44
STIRRUPS ARE NOT REQUIRED.

___ 48J____________________ 3449X 300X 500_____________________ 49J____

| |
||=========================================================================||
| 3No16 H 442. 0.TO 1601 2No16 H 442.1418.TO 3450 |
| |
| 2No16 H 58. 0.TO 3450 |
||=========================================================================||
| |
|___________________________________________________________________________|
_________ _________ _________ _________ _________ _________
| | | | | | | | | | | |
| ooo | | ooo | | ooo | | oo | | oo | | oo |
| 3#16 | | 3#16 | | 3#16 | | 2#16 | | 2#16 | | 2#16 |
| | | | | | | | | | | |
| 2#16 | | 2#16 | | 2#16 | | 2#16 | | 2#16 | | 2#16 |
| oo | | oo | | oo | | oo | | oo | | oo |
| | | | | | | | | | | |
|_________| |_________| |_________| |_________| |_________| |_________|

ACI 318-11 BEAM NO. 88 DESIGN RESULTS

=============================================

LEN - 2206. MM FY - 275. FC - 21. MPA, SIZE - 300. X 500. MMS

LEVEL HEIGHT BAR INFO FROM TO ANCHOR

(MM) (MM) (MM) STA END
_____________________________________________________________________

1 58. 3 - 16MM 0. 2206. YES YES

|----------------------------------------------------------------|
| CRITICAL POS MOMENT= 35.13 KN-MET AT 2206.MM, LOAD 66|

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 Thursday, May 30, 2024, 01:40 AM

| REQD STEEL= 435.MM2, RHO=0.0033, RHOMX=0.0284 RHOMN=0.0050 |

| MAX/MIN/ACTUAL BAR SPACING= 448./ 41./ 94. MMS |
| REQD. DEVELOPMENT LENGTH = 347. MMS |
|----------------------------------------------------------------|

Cracked Moment of Inertia Iz at above location = 74613.0 cm^4

2 442. 3 - 16MM 0. 1738. YES NO

|----------------------------------------------------------------|
| CRITICAL NEG MOMENT= 33.25 KN-MET AT 0.MM, LOAD 66|
| REQD STEEL= 412.MM2, RHO=0.0031, RHOMX=0.0284 RHOMN=0.0050 |
| MAX/MIN/ACTUAL BAR SPACING= 448./ 41./ 94. MMS |
| REQD. DEVELOPMENT LENGTH = 347. MMS |
|----------------------------------------------------------------|

Cracked Moment of Inertia Iz at above location = 74613.0 cm^4

REQUIRED REINF. STEEL SUMMARY :

-------------------------------
SECTION REINF STEEL(+VE/-VE) MOMENTS(+VE/-VE) LOAD(+VE/-VE)
( MM ) (SQ. MM ) (KNS-MET )

0. 114./ 314. 12./ 33. 79/ 66

184. 110./ 249. 12./ 26. 79/ 66
368. 106./ 186. 11./ 20. 79/ 66
551. 101./ 126. 11./ 13. 79/ 66
735. 112./ 84. 12./ 9. 63/ 82
919. 138./ 60. 15./ 6. 63/ 82
1103. 162./ 35. 17./ 4. 63/ 82
1287. 184./ 12. 20./ 1. 63/ 82
1471. 205./ 0. 22./ 0. 63/ 0
1654. 223./ 0. 24./ 0. 63/ 0
1838. 242./ 0. 26./ 0. 59/ 0
2022. 288./ 0. 31./ 0. 66/ 0
2206. 332./ 0. 35./ 0. 66/ 0

B E A M N O. 88 D E S I G N R E S U L T S - SHEAR

AT START SUPPORT - Vu= 25.19 KNS Vc= 100.91 KNS Vs= 0.00 KNS
Tu= 14.33 KN-MET Tc= 4.0 KN-MET Ts= 19.1 KN-MET LOAD 61
STIRRUPS ARE REQUIRED FOR TORSION.
REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1.
PROVIDE 12 MM 2-LEGGED STIRRUPS AT 156. MM C/C FOR 663. MM
ADDITIONAL LONGITUDINAL STEEL REQD. FOR TORSIONAL RESISTANCE = 5.82 SQ.CM.

AT END SUPPORT - Vu= 17.32 KNS Vc= 100.91 KNS Vs= 0.00 KNS
Tu= 14.33 KN-MET Tc= 4.0 KN-MET Ts= 19.1 KN-MET LOAD 61
STIRRUPS ARE REQUIRED FOR TORSION.
REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1.
PROVIDE 12 MM 2-LEGGED STIRRUPS AT 156. MM C/C FOR 663. MM
ADDITIONAL LONGITUDINAL STEEL REQD. FOR TORSIONAL RESISTANCE = 5.82 SQ.CM.

___ 44J____________________ 2205X 300X 500_____________________ 50J____

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 Thursday, May 30, 2024, 01:40 AM

||========================================================== |
| 3No16 H 442.| 0.TO 1738| | | | | |
| 6*12c/c156 | | | | | | | 6*12c/c156 |
| 3No16 H 58.| 0.TO 2206| | | | | |
||=========================================================================||
| |
|___________________________________________________________________________|
_________ _________ _________ _________ _________ _________
| | | | | | | | | | | |
| ooo | | ooo | | ooo | | ooo | | | | |
| 3#16 | | 3#16 | | 3#16 | | 3#16 | | | | |
| | | | | | | | | | | |
| 3#16 | | 3#16 | | 3#16 | | 3#16 | | 3#16 | | 3#16 |
| ooo | | ooo | | ooo | | ooo | | ooo | | ooo |
| | | | | | | | | | | |
|_________| |_________| |_________| |_________| |_________| |_________|

ACI 318-11 BEAM NO. 89 DESIGN RESULTS

=============================================

LEN - 701. MM FY - 275. FC - 21. MPA, SIZE - 300. X 500. MMS

LEVEL HEIGHT BAR INFO FROM TO ANCHOR

(MM) (MM) (MM) STA END
_____________________________________________________________________

1 58. 3 - 16MM 0. 701. YES YES

|----------------------------------------------------------------|
| CRITICAL POS MOMENT= 41.75 KN-MET AT 0.MM, LOAD 66|
| REQD STEEL= 519.MM2, RHO=0.0039, RHOMX=0.0284 RHOMN=0.0050 |
| MAX/MIN/ACTUAL BAR SPACING= 448./ 41./ 94. MMS |
| REQD. DEVELOPMENT LENGTH = 347. MMS |
|----------------------------------------------------------------|

Cracked Moment of Inertia Iz at above location = 74613.0 cm^4

2 442. 3 - 16MM 0. 701. YES YES

|----------------------------------------------------------------|
| CRITICAL NEG MOMENT= 34.16 KN-MET AT 701.MM, LOAD 63|
| REQD STEEL= 423.MM2, RHO=0.0032, RHOMX=0.0284 RHOMN=0.0050 |
| MAX/MIN/ACTUAL BAR SPACING= 448./ 41./ 94. MMS |
| REQD. DEVELOPMENT LENGTH = 347. MMS |
|----------------------------------------------------------------|

Cracked Moment of Inertia Iz at above location = 74613.0 cm^4

REQUIRED REINF. STEEL SUMMARY :

-------------------------------
SECTION REINF STEEL(+VE/-VE) MOMENTS(+VE/-VE) LOAD(+VE/-VE)
( MM ) (SQ. MM ) (KNS-MET )

0. 396./ 0. 42./ 0. 66/ 0

58. 355./ 0. 37./ 0. 66/ 0
117. 312./ 0. 33./ 0. 66/ 0
175. 270./ 0. 29./ 0. 66/ 0

C:\Users\Acer\Desktop\Project May 29\Project Aug 13.anl Page 76 of 131

 Thursday, May 30, 2024, 01:40 AM

234. 227./ 14. 24./ 1. 66/ 79

292. 183./ 30. 20./ 3. 66/ 79
351. 139./ 46. 15./ 5. 66/ 79
409. 95./ 62. 10./ 7. 66/ 79
467. 67./ 95. 7./ 10. 82/ 63
526. 60./ 150. 6./ 16. 82/ 63
584. 53./ 207. 6./ 22. 82/ 63
643. 47./ 264. 5./ 28. 82/ 63
701. 39./ 323. 4./ 34. 82/ 63

B E A M N O. 89 D E S I G N R E S U L T S - SHEAR

** LOCATION FOR DESIGN FOR SHEAR AT START OF MEMBER 89 IS BEYOND

THE MIDPOINT OF MEMBER. DESIGN FOR SHEAR AND TORSION NOT PERFORMED.

** LOCATION FOR DESIGN FOR SHEAR AT END OF MEMBER 89 IS BEYOND

THE MIDPOINT OF MEMBER. DESIGN FOR SHEAR AND TORSION NOT PERFORMED.

___ 50J____________________ 701X 300X 500_____________________ 46J____

| |
||=========================================================================||
| 3No16 H 442. 0.TO 701 |
| |
| 3No16 H 58. 0.TO 701 |
||=========================================================================||
| |
|___________________________________________________________________________|
_________ _________ _________ _________ _________ _________
| | | | | | | | | | | |
| ooo | | ooo | | ooo | | ooo | | ooo | | ooo |
| 3#16 | | 3#16 | | 3#16 | | 3#16 | | 3#16 | | 3#16 |
| | | | | | | | | | | |
| 3#16 | | 3#16 | | 3#16 | | 3#16 | | 3#16 | | 3#16 |
| ooo | | ooo | | ooo | | ooo | | ooo | | ooo |
| | | | | | | | | | | |
|_________| |_________| |_________| |_________| |_________| |_________|

ACI 318-11 BEAM NO. 90 DESIGN RESULTS

=============================================

LEN - 3690. MM FY - 275. FC - 21. MPA, SIZE - 300. X 500. MMS

LEVEL HEIGHT BAR INFO FROM TO ANCHOR

(MM) (MM) (MM) STA END
_____________________________________________________________________

1 60. 3 - 20MM 0. 3690. YES YES

|----------------------------------------------------------------|
| CRITICAL POS MOMENT= 85.27 KN-MET AT 2460.MM, LOAD 62|
| REQD STEEL= 823.MM2, RHO=0.0062, RHOMX=0.0284 RHOMN=0.0050 |

C:\Users\Acer\Desktop\Project May 29\Project Aug 13.anl Page 77 of 131

 Thursday, May 30, 2024, 01:40 AM

| MAX/MIN/ACTUAL BAR SPACING= 448./ 45./ 92. MMS |

| REQD. DEVELOPMENT LENGTH = 472. MMS |
|----------------------------------------------------------------|

Cracked Moment of Inertia Iz at above location = 105406.1 cm^4

2 442. 4 - 16MM 0. 1374. YES NO

|----------------------------------------------------------------|
| CRITICAL NEG MOMENT= 65.50 KN-MET AT 0.MM, LOAD 61|
| REQD STEEL= 665.MM2, RHO=0.0050, RHOMX=0.0284 RHOMN=0.0050 |
| MAX/MIN/ACTUAL BAR SPACING= 448./ 41./ 63. MMS |
| REQD. DEVELOPMENT LENGTH = 443. MMS |
|----------------------------------------------------------------|

Cracked Moment of Inertia Iz at above location = 94052.5 cm^4

REQUIRED REINF. STEEL SUMMARY :

-------------------------------
SECTION REINF STEEL(+VE/-VE) MOMENTS(+VE/-VE) LOAD(+VE/-VE)
( MM ) (SQ. MM ) (KNS-MET )

0. 44./ 631. 5./ 65. 76/ 61

308. 86./ 326. 9./ 34. 76/ 61
615. 166./ 98. 18./ 11. 60/ 77
923. 369./ 29. 39./ 3. 60/ 77
1230. 542./ 0. 57./ 0. 60/ 0
1538. 680./ 0. 70./ 0. 60/ 0
1845. 775./ 0. 80./ 0. 60/ 0
2152. 819./ 0. 84./ 0. 60/ 0
2460. 832./ 0. 85./ 0. 62/ 0
2768. 829./ 0. 85./ 0. 61/ 0
3075. 790./ 0. 81./ 0. 61/ 0
3382. 719./ 0. 74./ 0. 61/ 0
3690. 623./ 0. 65./ 0. 61/ 0

B E A M N O. 90 D E S I G N R E S U L T S - SHEAR

AT START SUPPORT - Vu= 65.54 KNS Vc= 109.61 KNS Vs= 0.00 KNS
Tu= 2.66 KN-MET Tc= 4.0 KN-MET Ts= 0.0 KN-MET LOAD 44
NO STIRRUPS ARE REQUIRED FOR TORSION.
REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1.
PROVIDE 10 MM 2-LEGGED STIRRUPS AT 220. MM C/C FOR 1405. MM

AT END SUPPORT - Vu= 22.60 KNS Vc= 98.01 KNS Vs= 0.00 KNS
Tu= 2.66 KN-MET Tc= 4.0 KN-MET Ts= 0.0 KN-MET LOAD 44
STIRRUPS ARE NOT REQUIRED.

___ 50J____________________ 3690X 300X 500_____________________ 52J____

| |
||=========================== |
| 4No16|H 442. 0.TO 1374 | |
| 8*10c/c220 | | | |
| 3No20|H 60. 0.TO 3690 | |
||=========================================================================||
| |

C:\Users\Acer\Desktop\Project May 29\Project Aug 13.anl Page 78 of 131

 Thursday, May 30, 2024, 01:40 AM

|___________________________________________________________________________|
_________ _________ _________ _________ _________ _________
| | | | | | | | | | | |
| oooo | | oooo | | | | | | | | |
| 4#16 | | 4#16 | | | | | | | | |
| | | | | | | | | | | |
| 3#20 | | 3#20 | | 3#20 | | 3#20 | | 3#20 | | 3#20 |
| ooo | | ooo | | ooo | | ooo | | ooo | | ooo |
| | | | | | | | | | | |
|_________| |_________| |_________| |_________| |_________| |_________|

ACI 318-11 BEAM NO. 91 DESIGN RESULTS

=============================================

LEN - 1050. MM FY - 275. FC - 21. MPA, SIZE - 300. X 500. MMS

LEVEL HEIGHT BAR INFO FROM TO ANCHOR

(MM) (MM) (MM) STA END
_____________________________________________________________________

1 58. 4 - 16MM 0. 1050. YES YES

|----------------------------------------------------------------|
| CRITICAL POS MOMENT= 69.42 KN-MET AT 0.MM, LOAD 61|
| REQD STEEL= 665.MM2, RHO=0.0050, RHOMX=0.0284 RHOMN=0.0050 |
| MAX/MIN/ACTUAL BAR SPACING= 448./ 41./ 63. MMS |
| REQD. DEVELOPMENT LENGTH = 443. MMS |
|----------------------------------------------------------------|

Cracked Moment of Inertia Iz at above location = 94052.5 cm^4

2 442. 4 - 16MM 0. 1050. YES YES

|----------------------------------------------------------------|
| CRITICAL NEG MOMENT= 67.75 KN-MET AT 1050.MM, LOAD 60|
| REQD STEEL= 665.MM2, RHO=0.0050, RHOMX=0.0284 RHOMN=0.0050 |
| MAX/MIN/ACTUAL BAR SPACING= 448./ 41./ 63. MMS |
| REQD. DEVELOPMENT LENGTH = 443. MMS |
|----------------------------------------------------------------|

Cracked Moment of Inertia Iz at above location = 94052.5 cm^4

REQUIRED REINF. STEEL SUMMARY :

-------------------------------
SECTION REINF STEEL(+VE/-VE) MOMENTS(+VE/-VE) LOAD(+VE/-VE)
( MM ) (SQ. MM ) (KNS-MET )

0. 670./ 0. 69./ 0. 61/ 0

88. 592./ 0. 62./ 0. 61/ 0
175. 513./ 0. 54./ 0. 61/ 0
263. 432./ 24. 45./ 3. 61/ 76
350. 351./ 48. 37./ 5. 61/ 76
438. 269./ 73. 29./ 8. 61/ 76
525. 187./ 99. 20./ 11. 61/ 76
613. 117./ 139. 13./ 15. 77/ 60
700. 102./ 236. 11./ 25. 77/ 60
788. 87./ 336. 9./ 36. 77/ 60

C:\Users\Acer\Desktop\Project May 29\Project Aug 13.anl Page 79 of 131

 Thursday, May 30, 2024, 01:40 AM

875. 71./ 439. 8./ 46. 77/ 60

963. 55./ 545. 6./ 57. 77/ 60
1050. 38./ 653. 4./ 68. 77/ 60

B E A M N O. 91 D E S I G N R E S U L T S - SHEAR

AT START SUPPORT - Vu= 112.03 KNS Vc= 107.33 KNS Vs= 42.04 KNS
Tu= 10.87 KN-MET Tc= 4.0 KN-MET Ts= 14.5 KN-MET LOAD 60
STIRRUPS ARE REQUIRED FOR SHEAR AND TORSION.
PROVIDE 12 MM 2-LEGGED STIRRUPS AT 156. MM C/C FOR 85. MM
ADDITIONAL LONGITUDINAL STEEL REQD. FOR TORSIONAL RESISTANCE = 4.41 SQ.CM.

AT END SUPPORT - Vu= 115.83 KNS Vc= 107.33 KNS Vs= 47.11 KNS
Tu= 10.87 KN-MET Tc= 4.0 KN-MET Ts= 14.5 KN-MET LOAD 60
STIRRUPS ARE REQUIRED FOR SHEAR AND TORSION.
PROVIDE 12 MM 2-LEGGED STIRRUPS AT 156. MM C/C FOR 85. MM
ADDITIONAL LONGITUDINAL STEEL REQD. FOR TORSIONAL RESISTANCE = 4.41 SQ.CM.

___ 52J____________________ 1050X 300X 500_____________________ 51J____

| |
||=========================================================================||
| 4No16 H 442.| 0.TO 1050 | | |
| 2*12c/c156 | 2*12c/c156 | |
| 4No16 H 58.| 0.TO 1050 | | |
||=========================================================================||
| |
|___________________________________________________________________________|
_________ _________ _________ _________ _________ _________
| | | | | | | | | | | |
| oooo | | oooo | | oooo | | oooo | | oooo | | oooo |
| 4#16 | | 4#16 | | 4#16 | | 4#16 | | 4#16 | | 4#16 |
| | | | | | | | | | | |
| 4#16 | | 4#16 | | 4#16 | | 4#16 | | 4#16 | | 4#16 |
| oooo | | oooo | | oooo | | oooo | | oooo | | oooo |
| | | | | | | | | | | |
|_________| |_________| |_________| |_________| |_________| |_________|

ACI 318-11 BEAM NO. 92 DESIGN RESULTS

=============================================

LEN - 4150. MM FY - 275. FC - 21. MPA, SIZE - 300. X 500. MMS

LEVEL HEIGHT BAR INFO FROM TO ANCHOR

(MM) (MM) (MM) STA END
_____________________________________________________________________

1 60. 2 - 20MM 0. 4150. YES YES

|----------------------------------------------------------------|
| CRITICAL POS MOMENT= 49.91 KN-MET AT 2075.MM, LOAD 65|
| REQD STEEL= 624.MM2, RHO=0.0047, RHOMX=0.0284 RHOMN=0.0050 |
| MAX/MIN/ACTUAL BAR SPACING= 448./ 45./ 184. MMS |
| REQD. DEVELOPMENT LENGTH = 434. MMS |

C:\Users\Acer\Desktop\Project May 29\Project Aug 13.anl Page 80 of 131

 Thursday, May 30, 2024, 01:40 AM

|----------------------------------------------------------------|

Cracked Moment of Inertia Iz at above location = 77118.9 cm^4

2 442. 2 - 16MM 0. 451. YES NO

|----------------------------------------------------------------|
| CRITICAL NEG MOMENT= 14.77 KN-MET AT 0.MM, LOAD 66|
| REQD STEEL= 181.MM2, RHO=0.0014, RHOMX=0.0284 RHOMN=0.0050 |
| MAX/MIN/ACTUAL BAR SPACING= 448./ 41./ 188. MMS |
| REQD. DEVELOPMENT LENGTH = 347. MMS |
|----------------------------------------------------------------|

Cracked Moment of Inertia Iz at above location = 53206.6 cm^4

3 442. 2 - 16MM 3180. 4150. NO YES

|----------------------------------------------------------------|
| CRITICAL NEG MOMENT= 27.09 KN-MET AT 4150.MM, LOAD 64|
| REQD STEEL= 334.MM2, RHO=0.0025, RHOMX=0.0284 RHOMN=0.0050 |
| MAX/MIN/ACTUAL BAR SPACING= 448./ 41./ 188. MMS |
| REQD. DEVELOPMENT LENGTH = 347. MMS |
|----------------------------------------------------------------|

Cracked Moment of Inertia Iz at above location = 53206.6 cm^4

REQUIRED REINF. STEEL SUMMARY :

-------------------------------
SECTION REINF STEEL(+VE/-VE) MOMENTS(+VE/-VE) LOAD(+VE/-VE)
( MM ) (SQ. MM ) (KNS-MET )

0. 0./ 138. 0./ 15. 0/ 66

346. 44./ 0. 5./ 0. 63/ 0
692. 186./ 0. 20./ 0. 61/ 0
1038. 307./ 0. 33./ 0. 61/ 0
1383. 400./ 0. 42./ 0. 65/ 0
1729. 459./ 0. 48./ 0. 65/ 0
2075. 476./ 0. 50./ 0. 65/ 0
2421. 449./ 0. 47./ 0. 65/ 0
2767. 379./ 0. 40./ 0. 65/ 0
3112. 274./ 0. 29./ 0. 65/ 0
3458. 141./ 0. 15./ 0. 65/ 0
3804. 18./ 70. 2./ 7. 81/ 64
4150. 0./ 255. 0./ 27. 0/ 64

B E A M N O. 92 D E S I G N R E S U L T S - SHEAR

AT START SUPPORT - Vu= 42.23 KNS Vc= 106.18 KNS Vs= 0.00 KNS
Tu= 4.59 KN-MET Tc= 4.0 KN-MET Ts= 6.1 KN-MET LOAD 45
STIRRUPS ARE REQUIRED FOR TORSION.
REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1.
PROVIDE 10 MM 2-LEGGED STIRRUPS AT 156. MM C/C FOR 1635. MM
ADDITIONAL LONGITUDINAL STEEL REQD. FOR TORSIONAL RESISTANCE = 1.86 SQ.CM.

AT END SUPPORT - Vu= 46.51 KNS Vc= 106.18 KNS Vs= 0.00 KNS
Tu= 4.59 KN-MET Tc= 4.0 KN-MET Ts= 6.1 KN-MET LOAD 45
STIRRUPS ARE REQUIRED FOR TORSION.

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 Thursday, May 30, 2024, 01:40 AM

REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1.

PROVIDE 10 MM 2-LEGGED STIRRUPS AT 156. MM C/C FOR 1635. MM
ADDITIONAL LONGITUDINAL STEEL REQD. FOR TORSIONAL RESISTANCE = 1.86 SQ.CM.

___ 52J____________________ 4150X 300X 500_____________________ 53J____

| |
||======= =================||
| 2No16 H 442. 0.TO 451 2No16 H 442.3180.TO 4150 |
| 12*10c/c156 | 12*10c/c156 | |
| 2No20 H 60. 0.TO 4150 | | | | | | |
||=========================================================================||
| |
|___________________________________________________________________________|
_________ _________ _________ _________ _________ _________
| | | | | | | | | | | |
| oo | | | | | | | | oo | | oo |
| 2#16 | | | | | | | | 2#16 | | 2#16 |
| | | | | | | | | | | |
| 2#20 | | 2#20 | | 2#20 | | 2#20 | | 2#20 | | 2#20 |
| oo | | oo | | oo | | oo | | oo | | oo |
| | | | | | | | | | | |
|_________| |_________| |_________| |_________| |_________| |_________|

ACI 318-11 BEAM NO. 93 DESIGN RESULTS

=============================================

LEN - 3350. MM FY - 275. FC - 21. MPA, SIZE - 300. X 500. MMS

LEVEL HEIGHT BAR INFO FROM TO ANCHOR

(MM) (MM) (MM) STA END
_____________________________________________________________________

1 60. 4 - 20MM 0. 3350. YES YES

|----------------------------------------------------------------|
| CRITICAL POS MOMENT= 123.57 KN-MET AT 0.MM, LOAD 55|
| REQD STEEL= 1222.MM2, RHO=0.0093, RHOMX=0.0284 RHOMN=0.0050 |
| MAX/MIN/ACTUAL BAR SPACING= 448./ 45./ 61. MMS |
| REQD. DEVELOPMENT LENGTH = 708. MMS |
|----------------------------------------------------------------|

Cracked Moment of Inertia Iz at above location = 131166.9 cm^4

*** A SUITABLE BAR ARRANGEMENT COULD NOT BE DETERMINED.

REQD. STEEL = 2037. MM2, MAX. STEEL PERMISSIBLE = 3709. MM2
MAX NEG MOMENT = 193.27 KN-MET, LOADING 52

2 442. 4 - 16MM 1922. 3350. NO YES

|----------------------------------------------------------------|
| CRITICAL NEG MOMENT= 65.30 KN-MET AT 3350.MM, LOAD 55|
| REQD STEEL= 665.MM2, RHO=0.0050, RHOMX=0.0284 RHOMN=0.0050 |
| MAX/MIN/ACTUAL BAR SPACING= 448./ 41./ 63. MMS |
| REQD. DEVELOPMENT LENGTH = 443. MMS |
|----------------------------------------------------------------|

C:\Users\Acer\Desktop\Project May 29\Project Aug 13.anl Page 82 of 131

 Thursday, May 30, 2024, 01:40 AM

Cracked Moment of Inertia Iz at above location = 94052.5 cm^4

REQUIRED REINF. STEEL SUMMARY :

-------------------------------
SECTION REINF STEEL(+VE/-VE) MOMENTS(+VE/-VE) LOAD(+VE/-VE)
( MM ) (SQ. MM ) (KNS-MET )

0. 1236./ 2037. 124./ 193. 55/ 52

279. 1131./ 1640. 114./ 160. 55/ 52
558. 1020./ 1277. 103./ 127. 55/ 52
837. 902./ 945. 92./ 96. 55/ 52
1117. 805./ 673. 83./ 70. 51/ 56
1396. 693./ 426. 72./ 45. 51/ 56
1675. 562./ 199. 59./ 21. 51/ 56
1954. 453./ 27. 48./ 3. 59/ 78
2233. 382./ 0. 40./ 0. 62/ 0
2512. 508./ 54. 53./ 6. 62/ 75
2792. 661./ 213. 68./ 23. 52/ 55
3071. 830./ 415. 85./ 44. 52/ 55
3350. 993./ 629. 101./ 65. 52/ 55

___ 16J____________________ 3349X 300X 500_____________________ 23J____

| |
| ================================||
| 4No16 H 442.1922.TO 3350 |
| |
| 4No20 H 60. 0.TO 3350 |
||=========================================================================||
| |
|___________________________________________________________________________|
_________ _________ _________ _________ _________ _________
| | | | | | | | | | | |
| | | | | | | oooo | | oooo | | oooo |
| | | | | | | 4#16 | | 4#16 | | 4#16 |
| | | | | | | | | | | |
| 4#20 | | 4#20 | | 4#20 | | 4#20 | | 4#20 | | 4#20 |
| oooo | | oooo | | oooo | | oooo | | oooo | | oooo |
| | | | | | | | | | | |
|_________| |_________| |_________| |_________| |_________| |_________|

ACI 318-11 BEAM NO. 94 DESIGN RESULTS

=============================================

LEN - 1050. MM FY - 275. FC - 21. MPA, SIZE - 300. X 500. MMS

LEVEL HEIGHT BAR INFO FROM TO ANCHOR

(MM) (MM) (MM) STA END
_____________________________________________________________________

1 62. 3 - 25MM 0. 1050. YES YES

|----------------------------------------------------------------|
| CRITICAL POS MOMENT= 126.87 KN-MET AT 1050.MM, LOAD 56|
| REQD STEEL= 1266.MM2, RHO=0.0096, RHOMX=0.0284 RHOMN=0.0050 |
| MAX/MIN/ACTUAL BAR SPACING= 448./ 50./ 89. MMS |

C:\Users\Acer\Desktop\Project May 29\Project Aug 13.anl Page 83 of 131

 Thursday, May 30, 2024, 01:40 AM

|----------------------------------------------------------------|

Cracked Moment of Inertia Iz at above location = 145492.4 cm^4

*** A SUITABLE BAR ARRANGEMENT COULD NOT BE DETERMINED.

REQD. STEEL = 1975. MM2, MAX. STEEL PERMISSIBLE = 3709. MM2
MAX NEG MOMENT = 188.23 KN-MET, LOADING 51

REQUIRED REINF. STEEL SUMMARY :

-------------------------------
SECTION REINF STEEL(+VE/-VE) MOMENTS(+VE/-VE) LOAD(+VE/-VE)
( MM ) (SQ. MM ) (KNS-MET )

0. 977./ 638. 99./ 66. 52/ 55

88. 995./ 727. 101./ 75. 52/ 55
175. 1011./ 817. 103./ 84. 52/ 55
263. 1027./ 909. 104./ 93. 52/ 55
350. 1042./ 1003. 105./ 102. 52/ 55
438. 1071./ 1113. 108./ 112. 56/ 51
525. 1101./ 1228. 111./ 123. 56/ 51
613. 1131./ 1345. 114./ 134. 56/ 51
700. 1160./ 1465. 117./ 144. 56/ 51
788. 1189./ 1587. 119./ 155. 56/ 51
875. 1217./ 1713. 122./ 166. 56/ 51
963. 1245./ 1843. 124./ 177. 56/ 51
1050. 1272./ 1975. 127./ 188. 56/ 51

___ 23J____________________ 1050X 300X 500_____________________ 18J____

| |
| |
| |
| |
| 3No25 H 62. 0.TO 1050 |
||=========================================================================||
| |
|___________________________________________________________________________|
_________ _________ _________ _________ _________ _________
| | | | | | | | | | | |
| | | | | | | | | | | |
| | | | | | | | | | | |
| | | | | | | | | | | |
| 3#25 | | 3#25 | | 3#25 | | 3#25 | | 3#25 | | 3#25 |
| ooo | | ooo | | ooo | | ooo | | ooo | | ooo |
| | | | | | | | | | | |
|_________| |_________| |_________| |_________| |_________| |_________|

ACI 318-11 BEAM NO. 95 DESIGN RESULTS

=============================================

LEN - 3650. MM FY - 275. FC - 21. MPA, SIZE - 300. X 500. MMS

LEVEL HEIGHT BAR INFO FROM TO ANCHOR

(MM) (MM) (MM) STA END
_____________________________________________________________________

C:\Users\Acer\Desktop\Project May 29\Project Aug 13.anl Page 84 of 131

 Thursday, May 30, 2024, 01:40 AM

1 60. 4 - 20MM 0. 3650. YES YES

|----------------------------------------------------------------|
| CRITICAL POS MOMENT= 106.20 KN-MET AT 3650.MM, LOAD 52|
| REQD STEEL= 1038.MM2, RHO=0.0079, RHOMX=0.0284 RHOMN=0.0050 |
| MAX/MIN/ACTUAL BAR SPACING= 448./ 45./ 61. MMS |
| REQD. DEVELOPMENT LENGTH = 708. MMS |
|----------------------------------------------------------------|

Cracked Moment of Inertia Iz at above location = 131166.9 cm^4

*** A SUITABLE BAR ARRANGEMENT COULD NOT BE DETERMINED.

REQD. STEEL = 2105. MM2, MAX. STEEL PERMISSIBLE = 3709. MM2
MAX NEG MOMENT = 198.81 KN-MET, LOADING 52

2 442. 4 - 16MM 2134. 3650. NO YES

|----------------------------------------------------------------|
| CRITICAL NEG MOMENT= 58.14 KN-MET AT 3650.MM, LOAD 55|
| REQD STEEL= 665.MM2, RHO=0.0050, RHOMX=0.0284 RHOMN=0.0050 |
| MAX/MIN/ACTUAL BAR SPACING= 448./ 41./ 63. MMS |
| REQD. DEVELOPMENT LENGTH = 443. MMS |
|----------------------------------------------------------------|

Cracked Moment of Inertia Iz at above location = 94052.5 cm^4

REQUIRED REINF. STEEL SUMMARY :

-------------------------------
SECTION REINF STEEL(+VE/-VE) MOMENTS(+VE/-VE) LOAD(+VE/-VE)
( MM ) (SQ. MM ) (KNS-MET )

0. 991./ 2105. 101./ 199. 55/ 52

304. 935./ 1661. 95./ 162. 55/ 52
608. 873./ 1255. 89./ 125. 55/ 52
912. 801./ 886. 82./ 91. 55/ 52
1217. 758./ 594. 78./ 62. 51/ 56
1521. 695./ 335. 72./ 35. 51/ 56
1825. 635./ 116. 66./ 12. 60/ 77
2129. 573./ 0. 60./ 0. 60/ 0
2433. 540./ 0. 56./ 0. 61/ 0
2738. 659./ 43. 68./ 5. 61/ 76
3042. 758./ 173. 78./ 18. 52/ 76
3346. 908./ 350. 93./ 37. 52/ 55
3650. 1050./ 557. 106./ 58. 52/ 55

___ 15J____________________ 3649X 300X 500_____________________ 22J____

| |
| ===============================||
| 4No16 H 442.2134.TO 3650 |
| |
| 4No20 H 60. 0.TO 3650 |
||=========================================================================||
| |
|___________________________________________________________________________|
_________ _________ _________ _________ _________ _________
| | | | | | | | | | | |
| | | | | | | oooo | | oooo | | oooo |
| | | | | | | 4#16 | | 4#16 | | 4#16 |

C:\Users\Acer\Desktop\Project May 29\Project Aug 13.anl Page 85 of 131

 Thursday, May 30, 2024, 01:40 AM

| | | | | | | | | | | |
| 4#20 | | 4#20 | | 4#20 | | 4#20 | | 4#20 | | 4#20 |
| oooo | | oooo | | oooo | | oooo | | oooo | | oooo |
| | | | | | | | | | | |
|_________| |_________| |_________| |_________| |_________| |_________|

ACI 318-11 BEAM NO. 96 DESIGN RESULTS

=============================================

LEN - 1050. MM FY - 275. FC - 21. MPA, SIZE - 300. X 500. MMS

LEVEL HEIGHT BAR INFO FROM TO ANCHOR

(MM) (MM) (MM) STA END
_____________________________________________________________________

1 60. 4 - 20MM 0. 1050. YES YES

|----------------------------------------------------------------|
| CRITICAL POS MOMENT= 109.19 KN-MET AT 0.MM, LOAD 52|
| REQD STEEL= 1069.MM2, RHO=0.0081, RHOMX=0.0284 RHOMN=0.0050 |
| MAX/MIN/ACTUAL BAR SPACING= 448./ 45./ 61. MMS |
| REQD. DEVELOPMENT LENGTH = 708. MMS |
|----------------------------------------------------------------|

Cracked Moment of Inertia Iz at above location = 131166.9 cm^4

*** A SUITABLE BAR ARRANGEMENT COULD NOT BE DETERMINED.

REQD. STEEL = 2096. MM2, MAX. STEEL PERMISSIBLE = 3709. MM2
MAX NEG MOMENT = 198.13 KN-MET, LOADING 51

REQUIRED REINF. STEEL SUMMARY :

-------------------------------
SECTION REINF STEEL(+VE/-VE) MOMENTS(+VE/-VE) LOAD(+VE/-VE)
( MM ) (SQ. MM ) (KNS-MET )

0. 1081./ 529. 109./ 55. 52/ 55

88. 1061./ 630. 107./ 65. 52/ 55
175. 1041./ 732. 105./ 75. 52/ 55
263. 1021./ 835. 103./ 86. 52/ 55
350. 1001./ 942. 102./ 96. 56/ 51
438. 1006./ 1075. 102./ 109. 56/ 51
525. 1011./ 1211. 103./ 121. 56/ 51
613. 1015./ 1350. 103./ 134. 56/ 51
700. 1019./ 1492. 103./ 147. 56/ 51
788. 1023./ 1638. 104./ 160. 56/ 51
875. 1026./ 1787. 104./ 172. 56/ 51
963. 1030./ 1939. 104./ 185. 56/ 51
1050. 1033./ 2096. 105./ 198. 56/ 51

___ 22J____________________ 1050X 300X 500_____________________ 17J____

| |
| |
| |
| |
| 4No20 H 60. 0.TO 1050 |

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 Thursday, May 30, 2024, 01:40 AM

||=========================================================================||
| |
|___________________________________________________________________________|
_________ _________ _________ _________ _________ _________
| | | | | | | | | | | |
| | | | | | | | | | | |
| | | | | | | | | | | |
| | | | | | | | | | | |
| 4#20 | | 4#20 | | 4#20 | | 4#20 | | 4#20 | | 4#20 |
| oooo | | oooo | | oooo | | oooo | | oooo | | oooo |
| | | | | | | | | | | |
|_________| |_________| |_________| |_________| |_________| |_________|

ACI 318-11 BEAM NO. 97 DESIGN RESULTS

=============================================

LEN - 3850. MM FY - 275. FC - 21. MPA, SIZE - 300. X 500. MMS

LEVEL HEIGHT BAR INFO FROM TO ANCHOR

(MM) (MM) (MM) STA END
_____________________________________________________________________

1 58. 5 - 16MM 0. 3850. YES YES

|----------------------------------------------------------------|
| CRITICAL POS MOMENT= 101.83 KN-MET AT 0.MM, LOAD 55|
| REQD STEEL= 987.MM2, RHO=0.0074, RHOMX=0.0284 RHOMN=0.0050 |
| MAX/MIN/ACTUAL BAR SPACING= 448./ 41./ 47. MMS |
| REQD. DEVELOPMENT LENGTH = 591. MMS |
|----------------------------------------------------------------|

Cracked Moment of Inertia Iz at above location = 111945.9 cm^4

2 438. 4 - 25MM 0. 3698. YES NO

|----------------------------------------------------------------|
| CRITICAL NEG MOMENT= 167.76 KN-MET AT 0.MM, LOAD 52|
| REQD STEEL= 1724.MM2, RHO=0.0131, RHOMX=0.0284 RHOMN=0.0050 |
| MAX/MIN/ACTUAL BAR SPACING= 448./ 50./ 60. MMS |
| REQD. DEVELOPMENT LENGTH = 1137. MMS |
|----------------------------------------------------------------|

Cracked Moment of Inertia Iz at above location = 178285.0 cm^4

3 442. 4 - 16MM 2276. 3850. NO YES

|----------------------------------------------------------------|
| CRITICAL NEG MOMENT= 61.44 KN-MET AT 3850.MM, LOAD 55|
| REQD STEEL= 665.MM2, RHO=0.0050, RHOMX=0.0284 RHOMN=0.0050 |
| MAX/MIN/ACTUAL BAR SPACING= 448./ 41./ 63. MMS |
| REQD. DEVELOPMENT LENGTH = 443. MMS |
|----------------------------------------------------------------|

Cracked Moment of Inertia Iz at above location = 94052.5 cm^4

REQUIRED REINF. STEEL SUMMARY :

-------------------------------
SECTION REINF STEEL(+VE/-VE) MOMENTS(+VE/-VE) LOAD(+VE/-VE)

C:\Users\Acer\Desktop\Project May 29\Project Aug 13.anl Page 87 of 131

 Thursday, May 30, 2024, 01:40 AM

( MM ) (SQ. MM ) (KNS-MET )

0. 1004./ 1733. 102./ 168. 55/ 52

321. 913./ 1405. 93./ 139. 55/ 52
642. 819./ 1100. 84./ 111. 55/ 52
962. 718./ 817. 74./ 84. 55/ 52
1283. 632./ 578. 66./ 60. 51/ 56
1604. 538./ 359. 56./ 38. 51/ 56
1925. 459./ 166. 48./ 18. 60/ 77
2246. 358./ 24. 38./ 3. 60/ 77
2567. 332./ 0. 35./ 0. 61/ 0
2887. 462./ 117. 49./ 13. 61/ 76
3208. 590./ 257. 61./ 27. 52/ 76
3529. 740./ 407. 76./ 43. 52/ 55
3850. 885./ 590. 91./ 61. 52/ 55

B E A M N O. 97 D E S I G N R E S U L T S - SHEAR

AT START SUPPORT - Vu= 29.41 KNS Vc= 112.89 KNS Vs= 0.00 KNS
Tu= 6.72 KN-MET Tc= 4.0 KN-MET Ts= 9.0 KN-MET LOAD 54
STIRRUPS ARE REQUIRED FOR TORSION.
REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1.
PROVIDE 10 MM 2-LEGGED STIRRUPS AT 156. MM C/C FOR 1485. MM
ADDITIONAL LONGITUDINAL STEEL REQD. FOR TORSIONAL RESISTANCE = 2.73 SQ.CM.

AT END SUPPORT - Vu= 11.99 KNS Vc= 101.23 KNS Vs= 0.00 KNS
Tu= 6.72 KN-MET Tc= 4.0 KN-MET Ts= 9.0 KN-MET LOAD 54
STIRRUPS ARE REQUIRED FOR TORSION.
REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1.
PROVIDE 10 MM 2-LEGGED STIRRUPS AT 156. MM C/C FOR 1485. MM
ADDITIONAL LONGITUDINAL STEEL REQD. FOR TORSIONAL RESISTANCE = 2.73 SQ.CM.

___ 13J____________________ 3849X 300X 500_____________________ 21J____

| |
||=========================================================================||
| 4No25 H 438.| 0.TO 3698| | | | | 4No16|H 442.2276.TO 3850 | | |
| 11*10c/c156 | | | | | | | | | | | | 11*10c/c156 | |
| 5No16 H |58.| 0.TO 3850| | | | | | | | | | | | | |
||=========================================================================||
| |
|___________________________________________________________________________|
_________ _________ _________ _________ _________ _________
| | | | | | | | | | | |
| oooo | | oooo | | oooo | | oooo | | oooo | | oooo |
| 4#25 | | 4#25 | | 4#25 | | 4#16 | | 4#16 | | 4#16 |
| | | | | | | | | | | |
| 5#16 | | 5#16 | | 5#16 | | 5#16 | | 5#16 | | 5#16 |
| ooooo | | ooooo | | ooooo | | ooooo | | ooooo | | ooooo |
| | | | | | | | | | | |
|_________| |_________| |_________| |_________| |_________| |_________|

ACI 318-11 BEAM NO. 98 DESIGN RESULTS

=============================================

C:\Users\Acer\Desktop\Project May 29\Project Aug 13.anl Page 88 of 131

 Thursday, May 30, 2024, 01:40 AM

LEN - 1050. MM FY - 275. FC - 21. MPA, SIZE - 300. X 500. MMS

LEVEL HEIGHT BAR INFO FROM TO ANCHOR

(MM) (MM) (MM) STA END
_____________________________________________________________________

1 60. 4 - 20MM 0. 1050. YES YES

|----------------------------------------------------------------|
| CRITICAL POS MOMENT= 113.78 KN-MET AT 1050.MM, LOAD 56|
| REQD STEEL= 1118.MM2, RHO=0.0085, RHOMX=0.0284 RHOMN=0.0050 |
| MAX/MIN/ACTUAL BAR SPACING= 448./ 45./ 61. MMS |
| REQD. DEVELOPMENT LENGTH = 708. MMS |
|----------------------------------------------------------------|

Cracked Moment of Inertia Iz at above location = 131166.9 cm^4

2 438. 4 - 25MM 0. 1050. YES YES

|----------------------------------------------------------------|
| CRITICAL NEG MOMENT= 157.16 KN-MET AT 1050.MM, LOAD 51|
| REQD STEEL= 1602.MM2, RHO=0.0122, RHOMX=0.0284 RHOMN=0.0050 |
| MAX/MIN/ACTUAL BAR SPACING= 448./ 50./ 60. MMS |
| REQD. DEVELOPMENT LENGTH = 1137. MMS |
|----------------------------------------------------------------|

Cracked Moment of Inertia Iz at above location = 178285.0 cm^4

REQUIRED REINF. STEEL SUMMARY :

-------------------------------
SECTION REINF STEEL(+VE/-VE) MOMENTS(+VE/-VE) LOAD(+VE/-VE)
( MM ) (SQ. MM ) (KNS-MET )

0. 870./ 609. 89./ 63. 52/ 55

88. 884./ 677. 90./ 70. 52/ 55
175. 898./ 747. 92./ 77. 52/ 55
263. 911./ 817. 93./ 84. 52/ 55
350. 935./ 898. 95./ 92. 56/ 51
438. 960./ 982. 98./ 100. 56/ 51
525. 985./ 1067. 100./ 108. 56/ 51
613. 1009./ 1154. 102./ 116. 56/ 51
700. 1034./ 1242. 105./ 124. 56/ 51
788. 1058./ 1332. 107./ 132. 56/ 51
875. 1083./ 1423. 109./ 141. 56/ 51
963. 1107./ 1516. 112./ 149. 56/ 51
1050. 1130./ 1610. 114./ 157. 56/ 51

B E A M N O. 98 D E S I G N R E S U L T S - SHEAR

AT START SUPPORT - Vu= 53.66 KNS Vc= 114.70 KNS Vs= 0.00 KNS
Tu= 20.98 KN-MET Tc= 4.0 KN-MET Ts= 28.0 KN-MET LOAD 54
STIRRUPS ARE REQUIRED FOR TORSION.
REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1.
PROVIDE 16 MM 2-LEGGED STIRRUPS AT 156. MM C/C FOR 85. MM
ADDITIONAL LONGITUDINAL STEEL REQD. FOR TORSIONAL RESISTANCE = 8.52 SQ.CM.

C:\Users\Acer\Desktop\Project May 29\Project Aug 13.anl Page 89 of 131

 Thursday, May 30, 2024, 01:40 AM

AT END SUPPORT - Vu= 54.38 KNS Vc= 114.70 KNS Vs= 0.00 KNS
Tu= 20.98 KN-MET Tc= 4.0 KN-MET Ts= 28.0 KN-MET LOAD 54
STIRRUPS ARE REQUIRED FOR TORSION.
REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1.
PROVIDE 16 MM 2-LEGGED STIRRUPS AT 156. MM C/C FOR 85. MM
ADDITIONAL LONGITUDINAL STEEL REQD. FOR TORSIONAL RESISTANCE = 8.52 SQ.CM.

___ 21J____________________ 1050X 300X 500_____________________ 14J____

| |
||=========================================================================||
| 4No25 H 438.| 0.TO 1050 | | |
| 2*16c/c156 | 2*16c/c156 | |
| 4No20 H 60.| 0.TO 1050 | | |
||=========================================================================||
| |
|___________________________________________________________________________|
_________ _________ _________ _________ _________ _________
| | | | | | | | | | | |
| oooo | | oooo | | oooo | | oooo | | oooo | | oooo |
| 4#25 | | 4#25 | | 4#25 | | 4#25 | | 4#25 | | 4#25 |
| | | | | | | | | | | |
| 4#20 | | 4#20 | | 4#20 | | 4#20 | | 4#20 | | 4#20 |
| oooo | | oooo | | oooo | | oooo | | oooo | | oooo |
| | | | | | | | | | | |
|_________| |_________| |_________| |_________| |_________| |_________|

ACI 318-11 BEAM NO. 99 DESIGN RESULTS

=============================================

LEN - 2200. MM FY - 275. FC - 21. MPA, SIZE - 300. X 500. MMS

LEVEL HEIGHT BAR INFO FROM TO ANCHOR

(MM) (MM) (MM) STA END
_____________________________________________________________________

1 58. 4 - 16MM 0. 2200. YES YES

|----------------------------------------------------------------|
| CRITICAL POS MOMENT= 71.56 KN-MET AT 0.MM, LOAD 57|
| REQD STEEL= 681.MM2, RHO=0.0051, RHOMX=0.0284 RHOMN=0.0050 |
| MAX/MIN/ACTUAL BAR SPACING= 448./ 41./ 63. MMS |
| REQD. DEVELOPMENT LENGTH = 443. MMS |
|----------------------------------------------------------------|

Cracked Moment of Inertia Iz at above location = 94052.5 cm^4

2 440. 3 - 20MM 0. 2030. YES NO

|----------------------------------------------------------------|
| CRITICAL NEG MOMENT= 94.97 KN-MET AT 0.MM, LOAD 65|
| REQD STEEL= 922.MM2, RHO=0.0070, RHOMX=0.0284 RHOMN=0.0050 |
| MAX/MIN/ACTUAL BAR SPACING= 448./ 45./ 92. MMS |
| REQD. DEVELOPMENT LENGTH = 472. MMS |
|----------------------------------------------------------------|

Cracked Moment of Inertia Iz at above location = 105406.1 cm^4

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 Thursday, May 30, 2024, 01:40 AM

3 442. 2 - 16MM 1291. 2200. NO YES

|----------------------------------------------------------------|
| CRITICAL NEG MOMENT= 15.80 KN-MET AT 2200.MM, LOAD 80|
| REQD STEEL= 194.MM2, RHO=0.0015, RHOMX=0.0284 RHOMN=0.0050 |
| MAX/MIN/ACTUAL BAR SPACING= 448./ 41./ 188. MMS |
| REQD. DEVELOPMENT LENGTH = 347. MMS |
|----------------------------------------------------------------|

Cracked Moment of Inertia Iz at above location = 53206.6 cm^4

REQUIRED REINF. STEEL SUMMARY :

-------------------------------
SECTION REINF STEEL(+VE/-VE) MOMENTS(+VE/-VE) LOAD(+VE/-VE)
( MM ) (SQ. MM ) (KNS-MET )

0. 692./ 932. 72./ 95. 57/ 65

183. 629./ 789. 65./ 81. 57/ 54
367. 565./ 660. 59./ 68. 57/ 54
550. 501./ 534. 52./ 56. 57/ 54
733. 436./ 411. 46./ 43. 57/ 54
917. 378./ 300. 40./ 32. 53/ 58
1100. 324./ 199. 34./ 21. 53/ 81
1283. 276./ 115. 29./ 12. 64/ 81
1467. 245./ 31. 26./ 3. 64/ 81
1650. 236./ 0. 25./ 0. 59/ 0
1833. 333./ 17. 35./ 2. 65/ 80
2017. 449./ 82. 47./ 9. 65/ 80
2200. 565./ 148. 59./ 16. 65/ 80

B E A M N O. 99 D E S I G N R E S U L T S - SHEAR

AT START SUPPORT - Vu= 30.75 KNS Vc= 107.61 KNS Vs= 0.00 KNS
Tu= 20.77 KN-MET Tc= 4.0 KN-MET Ts= 27.7 KN-MET LOAD 60
STIRRUPS ARE REQUIRED FOR TORSION.
REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1.
PROVIDE 16 MM 2-LEGGED STIRRUPS AT 156. MM C/C FOR 660. MM
ADDITIONAL LONGITUDINAL STEEL REQD. FOR TORSIONAL RESISTANCE = 8.43 SQ.CM.

AT END SUPPORT - Vu= 22.91 KNS Vc= 100.17 KNS Vs= 0.00 KNS
Tu= 20.77 KN-MET Tc= 4.0 KN-MET Ts= 27.7 KN-MET LOAD 60
STIRRUPS ARE REQUIRED FOR TORSION.
REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1.
PROVIDE 16 MM 2-LEGGED STIRRUPS AT 156. MM C/C FOR 660. MM
ADDITIONAL LONGITUDINAL STEEL REQD. FOR TORSIONAL RESISTANCE = 8.43 SQ.CM.

___ 25J____________________ 2200X 300X 500_____________________ 31J____

| |
||=========================================================================||
| 3No20 H 440.| 0.TO 2030| | |2No16|H 442.1291.TO 2200 | |
| 6*16c/c156 | | | | | | | 6*16c/c156 | |
| 4No16 H 58.| 0.TO 2200| | | | | | | | |
||=========================================================================||

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 Thursday, May 30, 2024, 01:40 AM

|___________________________________________________________________________|
_________ _________ _________ _________ _________ _________
| | | | | | | | | | | |
| ooo | | ooo | | ooo | | ooo | | ooo | | oo |
| 3#20 | | 3#20 | | 3#20 | | 2#16 | | 2#16 | | 2#16 |
| | | | | | | | | | | |
| 4#16 | | 4#16 | | 4#16 | | 4#16 | | 4#16 | | 4#16 |
| oooo | | oooo | | oooo | | oooo | | oooo | | oooo |
| | | | | | | | | | | |
|_________| |_________| |_________| |_________| |_________| |_________|

ACI 318-11 BEAM NO. 100 DESIGN RESULTS

=============================================

LEN - 700. MM FY - 275. FC - 21. MPA, SIZE - 300. X 500. MMS

LEVEL HEIGHT BAR INFO FROM TO ANCHOR

(MM) (MM) (MM) STA END
_____________________________________________________________________

1 58. 4 - 16MM 0. 700. YES YES

|----------------------------------------------------------------|
| CRITICAL POS MOMENT= 70.10 KN-MET AT 0.MM, LOAD 65|
| REQD STEEL= 667.MM2, RHO=0.0050, RHOMX=0.0284 RHOMN=0.0050 |
| MAX/MIN/ACTUAL BAR SPACING= 448./ 41./ 63. MMS |
| REQD. DEVELOPMENT LENGTH = 443. MMS |
|----------------------------------------------------------------|

Cracked Moment of Inertia Iz at above location = 94052.5 cm^4

2 442. 4 - 16MM 0. 700. YES YES

|----------------------------------------------------------------|
| CRITICAL NEG MOMENT= 81.43 KN-MET AT 700.MM, LOAD 53|
| REQD STEEL= 780.MM2, RHO=0.0059, RHOMX=0.0284 RHOMN=0.0050 |
| MAX/MIN/ACTUAL BAR SPACING= 448./ 41./ 63. MMS |
| REQD. DEVELOPMENT LENGTH = 443. MMS |
|----------------------------------------------------------------|

Cracked Moment of Inertia Iz at above location = 94052.5 cm^4

REQUIRED REINF. STEEL SUMMARY :

-------------------------------
SECTION REINF STEEL(+VE/-VE) MOMENTS(+VE/-VE) LOAD(+VE/-VE)
( MM ) (SQ. MM ) (KNS-MET )

0. 677./ 134. 70./ 14. 65/ 80

58. 643./ 169. 67./ 18. 65/ 80
117. 608./ 203. 63./ 22. 65/ 80
175. 573./ 238. 60./ 25. 65/ 80
233. 537./ 278. 56./ 30. 65/ 57
292. 502./ 332. 52./ 35. 65/ 57
350. 469./ 387. 49./ 41. 54/ 57
408. 449./ 443. 47./ 46. 54/ 57
467. 432./ 501. 45./ 52. 58/ 53
525. 427./ 573. 45./ 60. 58/ 53

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 Thursday, May 30, 2024, 01:40 AM

583. 424./ 645. 45./ 67. 81/ 53

642. 432./ 718. 45./ 74. 81/ 53
700. 441./ 792. 46./ 81. 81/ 53

B E A M N O. 100 D E S I G N R E S U L T S - SHEAR

** LOCATION FOR DESIGN FOR SHEAR AT START OF MEMBER 100 IS BEYOND

THE MIDPOINT OF MEMBER. DESIGN FOR SHEAR AND TORSION NOT PERFORMED.

** LOCATION FOR DESIGN FOR SHEAR AT END OF MEMBER 100 IS BEYOND

THE MIDPOINT OF MEMBER. DESIGN FOR SHEAR AND TORSION NOT PERFORMED.

___ 31J____________________ 700X 300X 500_____________________ 28J____

| |
||=========================================================================||
| 4No16 H 442. 0.TO 700 |
| |
| 4No16 H 58. 0.TO 700 |
||=========================================================================||
| |
|___________________________________________________________________________|
_________ _________ _________ _________ _________ _________
| | | | | | | | | | | |
| oooo | | oooo | | oooo | | oooo | | oooo | | oooo |
| 4#16 | | 4#16 | | 4#16 | | 4#16 | | 4#16 | | 4#16 |
| | | | | | | | | | | |
| 4#16 | | 4#16 | | 4#16 | | 4#16 | | 4#16 | | 4#16 |
| oooo | | oooo | | oooo | | oooo | | oooo | | oooo |
| | | | | | | | | | | |
|_________| |_________| |_________| |_________| |_________| |_________|

ACI 318-11 BEAM NO. 101 DESIGN RESULTS

=============================================

LEN - 3350. MM FY - 275. FC - 21. MPA, SIZE - 300. X 500. MMS

LEVEL HEIGHT BAR INFO FROM TO ANCHOR

(MM) (MM) (MM) STA END
_____________________________________________________________________

1 62. 2 - 25MM 0. 3350. YES YES

|----------------------------------------------------------------|
| CRITICAL POS MOMENT= 101.16 KN-MET AT 0.MM, LOAD 55|
| REQD STEEL= 981.MM2, RHO=0.0074, RHOMX=0.0284 RHOMN=0.0050 |
| MAX/MIN/ACTUAL BAR SPACING= 448./ 50./ 179. MMS |
| REQD. DEVELOPMENT LENGTH = 542. MMS |
|----------------------------------------------------------------|

Cracked Moment of Inertia Iz at above location = 109898.6 cm^4

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 Thursday, May 30, 2024, 01:40 AM

2 438. 4 - 25MM 0. 3350. YES YES

|----------------------------------------------------------------|
| CRITICAL NEG MOMENT= 168.74 KN-MET AT 0.MM, LOAD 52|
| REQD STEEL= 1735.MM2, RHO=0.0132, RHOMX=0.0284 RHOMN=0.0050 |
| MAX/MIN/ACTUAL BAR SPACING= 448./ 50./ 60. MMS |
| REQD. DEVELOPMENT LENGTH = 1137. MMS |
|----------------------------------------------------------------|

Cracked Moment of Inertia Iz at above location = 178285.0 cm^4

3 442. 4 - 16MM 1922. 3350. NO YES

|----------------------------------------------------------------|
| CRITICAL NEG MOMENT= 52.40 KN-MET AT 3350.MM, LOAD 55|
| REQD STEEL= 656.MM2, RHO=0.0049, RHOMX=0.0284 RHOMN=0.0050 |
| MAX/MIN/ACTUAL BAR SPACING= 448./ 41./ 63. MMS |
| REQD. DEVELOPMENT LENGTH = 443. MMS |
|----------------------------------------------------------------|

Cracked Moment of Inertia Iz at above location = 94052.5 cm^4

REQUIRED REINF. STEEL SUMMARY :

-------------------------------
SECTION REINF STEEL(+VE/-VE) MOMENTS(+VE/-VE) LOAD(+VE/-VE)
( MM ) (SQ. MM ) (KNS-MET )

0. 997./ 1744. 101./ 169. 55/ 52

279. 915./ 1415. 93./ 140. 55/ 52
558. 829./ 1109. 85./ 112. 55/ 52
837. 737./ 824. 76./ 85. 55/ 52
1117. 656./ 580. 68./ 60. 51/ 56
1396. 572./ 367. 60./ 39. 51/ 56
1675. 471./ 171. 49./ 18. 51/ 56
1954. 395./ 32. 42./ 3. 59/ 78
2233. 333./ 0. 35./ 0. 62/ 0
2512. 458./ 52. 48./ 6. 62/ 75
2792. 574./ 167. 60./ 18. 52/ 75
3071. 724./ 329. 75./ 35. 52/ 55
3350. 871./ 501. 89./ 52. 52/ 55

B E A M N O. 101 D E S I G N R E S U L T S - SHEAR

AT START SUPPORT - Vu= 99.46 KNS Vc= 102.05 KNS Vs= 30.56 KNS
Tu= 6.51 KN-MET Tc= 4.0 KN-MET Ts= 8.7 KN-MET LOAD 62
STIRRUPS ARE REQUIRED FOR SHEAR AND TORSION.
PROVIDE 10 MM 2-LEGGED STIRRUPS AT 156. MM C/C FOR 1235. MM
ADDITIONAL LONGITUDINAL STEEL REQD. FOR TORSIONAL RESISTANCE = 2.64 SQ.CM.

AT END SUPPORT - Vu= 7.48 KNS Vc= 96.56 KNS Vs= 0.00 KNS
Tu= 9.62 KN-MET Tc= 4.0 KN-MET Ts= 12.8 KN-MET LOAD 63
STIRRUPS ARE REQUIRED FOR TORSION.
REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1.
PROVIDE 10 MM 2-LEGGED STIRRUPS AT 156. MM C/C FOR 1235. MM
ADDITIONAL LONGITUDINAL STEEL REQD. FOR TORSIONAL RESISTANCE = 3.91 SQ.CM.

C:\Users\Acer\Desktop\Project May 29\Project Aug 13.anl Page 94 of 131

 Thursday, May 30, 2024, 01:40 AM

___ 27J____________________ 3349X 300X 500_____________________ 33J____

| |
||=========================================================================||
| 4No25 H 438.| 0.TO 3350| | | | 4No16 H 442.1922.TO 3350 | | |
| 9*10c/c156 | | | | | | | | | | | 9*10c/c156 | |
| 2No25 H |62.| 0.TO 3350| | | | | | | | | | | | |
||=========================================================================||
| |
|___________________________________________________________________________|
_________ _________ _________ _________ _________ _________
| | | | | | | | | | | |
| oooo | | oooo | | oooo | | oooo | | oooo | | oooo |
| 4#25 | | 4#25 | | 4#25 | | 4#16 | | 4#16 | | 4#16 |
| | | | | | | | | | | |
| 2#25 | | 2#25 | | 2#25 | | 2#25 | | 2#25 | | 2#25 |
| oo | | oo | | oo | | oo | | oo | | oo |
| | | | | | | | | | | |
|_________| |_________| |_________| |_________| |_________| |_________|

ACI 318-11 BEAM NO. 102 DESIGN RESULTS

=============================================

LEN - 1050. MM FY - 275. FC - 21. MPA, SIZE - 300. X 500. MMS

LEVEL HEIGHT BAR INFO FROM TO ANCHOR

(MM) (MM) (MM) STA END
_____________________________________________________________________

1 60. 4 - 20MM 0. 1050. YES YES

|----------------------------------------------------------------|
| CRITICAL POS MOMENT= 103.72 KN-MET AT 1050.MM, LOAD 56|
| REQD STEEL= 1012.MM2, RHO=0.0077, RHOMX=0.0284 RHOMN=0.0050 |
| MAX/MIN/ACTUAL BAR SPACING= 448./ 45./ 61. MMS |
| REQD. DEVELOPMENT LENGTH = 708. MMS |
|----------------------------------------------------------------|

Cracked Moment of Inertia Iz at above location = 131166.9 cm^4

2 438. 4 - 25MM 0. 1050. YES YES

|----------------------------------------------------------------|
| CRITICAL NEG MOMENT= 166.89 KN-MET AT 1050.MM, LOAD 51|
| REQD STEEL= 1714.MM2, RHO=0.0131, RHOMX=0.0284 RHOMN=0.0050 |
| MAX/MIN/ACTUAL BAR SPACING= 448./ 50./ 60. MMS |
| REQD. DEVELOPMENT LENGTH = 1137. MMS |
|----------------------------------------------------------------|

Cracked Moment of Inertia Iz at above location = 178285.0 cm^4

REQUIRED REINF. STEEL SUMMARY :

-------------------------------
SECTION REINF STEEL(+VE/-VE) MOMENTS(+VE/-VE) LOAD(+VE/-VE)
( MM ) (SQ. MM ) (KNS-MET )

0. 832./ 525. 85./ 55. 52/ 55

88. 838./ 606. 86./ 63. 52/ 55

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 Thursday, May 30, 2024, 01:40 AM

175. 844./ 687. 87./ 71. 52/ 55

263. 850./ 770. 87./ 79. 52/ 55
350. 861./ 860. 88./ 88. 56/ 51
438. 882./ 961. 90./ 98. 56/ 51
525. 903./ 1064. 92./ 108. 56/ 51
613. 923./ 1169. 94./ 117. 56/ 51
700. 944./ 1275. 96./ 127. 56/ 51
788. 964./ 1384. 98./ 137. 56/ 51
875. 984./ 1495. 100./ 147. 56/ 51
963. 1004./ 1607. 102./ 157. 56/ 51
1050. 1024./ 1722. 104./ 167. 56/ 51

B E A M N O. 102 D E S I G N R E S U L T S - SHEAR

AT START SUPPORT - Vu= 72.10 KNS Vc= 112.88 KNS Vs= 0.00 KNS
Tu= 29.20 KN-MET Tc= 4.0 KN-MET Ts= 38.9 KN-MET LOAD 64
STIRRUPS ARE REQUIRED FOR TORSION.
REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1.
PROVIDE 16 MM 2-LEGGED STIRRUPS AT 156. MM C/C FOR 85. MM
ADDITIONAL LONGITUDINAL STEEL REQD. FOR TORSIONAL RESISTANCE = 11.85 SQ.CM.

AT END SUPPORT - Vu= 73.10 KNS Vc= 112.88 KNS Vs= 0.00 KNS
Tu= 29.20 KN-MET Tc= 4.0 KN-MET Ts= 38.9 KN-MET LOAD 64
STIRRUPS ARE REQUIRED FOR TORSION.
REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1.
PROVIDE 16 MM 2-LEGGED STIRRUPS AT 156. MM C/C FOR 85. MM
ADDITIONAL LONGITUDINAL STEEL REQD. FOR TORSIONAL RESISTANCE = 11.85 SQ.CM.

___ 33J____________________ 1050X 300X 500_____________________ 29J____

| |
||=========================================================================||
| 4No25 H 438.| 0.TO 1050 | | |
| 2*16c/c156 | 2*16c/c156 | |
| 4No20 H 60.| 0.TO 1050 | | |
||=========================================================================||
| |
|___________________________________________________________________________|
_________ _________ _________ _________ _________ _________
| | | | | | | | | | | |
| oooo | | oooo | | oooo | | oooo | | oooo | | oooo |
| 4#25 | | 4#25 | | 4#25 | | 4#25 | | 4#25 | | 4#25 |
| | | | | | | | | | | |
| 4#20 | | 4#20 | | 4#20 | | 4#20 | | 4#20 | | 4#20 |
| oooo | | oooo | | oooo | | oooo | | oooo | | oooo |
| | | | | | | | | | | |
|_________| |_________| |_________| |_________| |_________| |_________|

ACI 318-11 BEAM NO. 103 DESIGN RESULTS

=============================================

LEN - 2200. MM FY - 275. FC - 21. MPA, SIZE - 300. X 500. MMS

LEVEL HEIGHT BAR INFO FROM TO ANCHOR

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 Thursday, May 30, 2024, 01:40 AM

(MM) (MM) (MM) STA END

_____________________________________________________________________

1 58. 4 - 16MM 0. 2200. YES YES

|----------------------------------------------------------------|
| CRITICAL POS MOMENT= 51.61 KN-MET AT 2200.MM, LOAD 65|
| REQD STEEL= 646.MM2, RHO=0.0049, RHOMX=0.0284 RHOMN=0.0050 |
| MAX/MIN/ACTUAL BAR SPACING= 448./ 41./ 63. MMS |
| REQD. DEVELOPMENT LENGTH = 443. MMS |
|----------------------------------------------------------------|

Cracked Moment of Inertia Iz at above location = 94052.5 cm^4

2 442. 4 - 16MM 0. 1918. YES NO

|----------------------------------------------------------------|
| CRITICAL NEG MOMENT= 73.67 KN-MET AT 0.MM, LOAD 65|
| REQD STEEL= 702.MM2, RHO=0.0053, RHOMX=0.0284 RHOMN=0.0050 |
| MAX/MIN/ACTUAL BAR SPACING= 448./ 41./ 63. MMS |
| REQD. DEVELOPMENT LENGTH = 443. MMS |
|----------------------------------------------------------------|

Cracked Moment of Inertia Iz at above location = 94052.5 cm^4

3 442. 2 - 16MM 1474. 2200. NO YES

|----------------------------------------------------------------|
| CRITICAL NEG MOMENT= 5.90 KN-MET AT 2200.MM, LOAD 80|
| REQD STEEL= 72.MM2, RHO=0.0005, RHOMX=0.0284 RHOMN=0.0050 |
| MAX/MIN/ACTUAL BAR SPACING= 448./ 41./ 188. MMS |
| REQD. DEVELOPMENT LENGTH = 347. MMS |
|----------------------------------------------------------------|

Cracked Moment of Inertia Iz at above location = 53206.6 cm^4

REQUIRED REINF. STEEL SUMMARY :

-------------------------------
SECTION REINF STEEL(+VE/-VE) MOMENTS(+VE/-VE) LOAD(+VE/-VE)
( MM ) (SQ. MM ) (KNS-MET )

0. 351./ 713. 37./ 74. 80/ 65

183. 319./ 597. 34./ 62. 80/ 65
367. 286./ 485. 30./ 51. 80/ 65
550. 254./ 376. 27./ 40. 80/ 65
733. 221./ 271. 24./ 29. 80/ 65
917. 199./ 180. 21./ 19. 64/ 81
1100. 207./ 122. 22./ 13. 64/ 81
1283. 213./ 64. 23./ 7. 64/ 81
1467. 217./ 7. 23./ 1. 64/ 81
1650. 227./ 0. 24./ 0. 60/ 0
1833. 309./ 0. 33./ 0. 65/ 0
2017. 401./ 19. 42./ 2. 65/ 80
2200. 493./ 55. 52./ 6. 65/ 80

B E A M N O. 103 D E S I G N R E S U L T S - SHEAR

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 Thursday, May 30, 2024, 01:40 AM

AT START SUPPORT - Vu= 33.78 KNS Vc= 107.00 KNS Vs= 0.00 KNS
Tu= 19.31 KN-MET Tc= 4.0 KN-MET Ts= 25.7 KN-MET LOAD 60
STIRRUPS ARE REQUIRED FOR TORSION.
REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1.
PROVIDE 16 MM 2-LEGGED STIRRUPS AT 156. MM C/C FOR 660. MM
ADDITIONAL LONGITUDINAL STEEL REQD. FOR TORSIONAL RESISTANCE = 7.84 SQ.CM.

AT END SUPPORT - Vu= 25.94 KNS Vc= 100.59 KNS Vs= 0.00 KNS
Tu= 19.31 KN-MET Tc= 4.0 KN-MET Ts= 25.7 KN-MET LOAD 60
STIRRUPS ARE REQUIRED FOR TORSION.
REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1.
PROVIDE 16 MM 2-LEGGED STIRRUPS AT 156. MM C/C FOR 660. MM
ADDITIONAL LONGITUDINAL STEEL REQD. FOR TORSIONAL RESISTANCE = 7.84 SQ.CM.

___ 35J____________________ 2200X 300X 500_____________________ 41J____

| |
||=========================================================================||
| 4No16 H 442.| 0.TO 1918| | | |2No16|H 442.1474.TO 2200 |
| 6*16c/c156 | | | | | | | 6*16c/c156 | |
| 4No16 H 58.| 0.TO 2200| | | | | | | | |
||=========================================================================||
| |
|___________________________________________________________________________|
_________ _________ _________ _________ _________ _________
| | | | | | | | | | | |
| oooo | | oooo | | oooo | | oooo | | oooo | | oo |
| 4#16 | | 4#16 | | 4#16 | | 4#16 | | 2#16 | | 2#16 |
| | | | | | | | | | | |
| 4#16 | | 4#16 | | 4#16 | | 4#16 | | 4#16 | | 4#16 |
| oooo | | oooo | | oooo | | oooo | | oooo | | oooo |
| | | | | | | | | | | |
|_________| |_________| |_________| |_________| |_________| |_________|

ACI 318-11 BEAM NO. 104 DESIGN RESULTS

=============================================

LEN - 700. MM FY - 275. FC - 21. MPA, SIZE - 300. X 500. MMS

LEVEL HEIGHT BAR INFO FROM TO ANCHOR

(MM) (MM) (MM) STA END
_____________________________________________________________________

1 58. 4 - 16MM 0. 700. YES YES

|----------------------------------------------------------------|
| CRITICAL POS MOMENT= 62.01 KN-MET AT 0.MM, LOAD 65|
| REQD STEEL= 665.MM2, RHO=0.0050, RHOMX=0.0284 RHOMN=0.0050 |
| MAX/MIN/ACTUAL BAR SPACING= 448./ 41./ 63. MMS |
| REQD. DEVELOPMENT LENGTH = 443. MMS |
|----------------------------------------------------------------|

Cracked Moment of Inertia Iz at above location = 94052.5 cm^4

2 442. 4 - 16MM 0. 700. YES YES

|----------------------------------------------------------------|
| CRITICAL NEG MOMENT= 55.18 KN-MET AT 700.MM, LOAD 64|

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 Thursday, May 30, 2024, 01:40 AM

| REQD STEEL= 665.MM2, RHO=0.0050, RHOMX=0.0284 RHOMN=0.0050 |

| MAX/MIN/ACTUAL BAR SPACING= 448./ 41./ 63. MMS |
| REQD. DEVELOPMENT LENGTH = 443. MMS |
|----------------------------------------------------------------|

Cracked Moment of Inertia Iz at above location = 94052.5 cm^4

REQUIRED REINF. STEEL SUMMARY :

-------------------------------
SECTION REINF STEEL(+VE/-VE) MOMENTS(+VE/-VE) LOAD(+VE/-VE)
( MM ) (SQ. MM ) (KNS-MET )

0. 596./ 44. 62./ 5. 65/ 80

58. 555./ 69. 58./ 7. 65/ 80
117. 514./ 94. 54./ 10. 65/ 80
175. 473./ 120. 50./ 13. 65/ 80
233. 431./ 145. 45./ 16. 65/ 80
292. 389./ 171. 41./ 18. 65/ 80
350. 347./ 197. 37./ 21. 65/ 80
408. 305./ 223. 32./ 24. 65/ 80
467. 262./ 250. 28./ 27. 65/ 80
525. 254./ 311. 27./ 33. 81/ 64
583. 254./ 382. 27./ 40. 81/ 64
642. 255./ 455. 27./ 48. 81/ 64
700. 255./ 528. 27./ 55. 81/ 64

B E A M N O. 104 D E S I G N R E S U L T S - SHEAR

** LOCATION FOR DESIGN FOR SHEAR AT START OF MEMBER 104 IS BEYOND

THE MIDPOINT OF MEMBER. DESIGN FOR SHEAR AND TORSION NOT PERFORMED.

** LOCATION FOR DESIGN FOR SHEAR AT END OF MEMBER 104 IS BEYOND

THE MIDPOINT OF MEMBER. DESIGN FOR SHEAR AND TORSION NOT PERFORMED.

___ 41J____________________ 700X 300X 500_____________________ 38J____

| |
||=========================================================================||
| 4No16 H 442. 0.TO 700 |
| |
| 4No16 H 58. 0.TO 700 |
||=========================================================================||
| |
|___________________________________________________________________________|
_________ _________ _________ _________ _________ _________
| | | | | | | | | | | |
| oooo | | oooo | | oooo | | oooo | | oooo | | oooo |
| 4#16 | | 4#16 | | 4#16 | | 4#16 | | 4#16 | | 4#16 |
| | | | | | | | | | | |
| 4#16 | | 4#16 | | 4#16 | | 4#16 | | 4#16 | | 4#16 |
| oooo | | oooo | | oooo | | oooo | | oooo | | oooo |
| | | | | | | | | | | |
|_________| |_________| |_________| |_________| |_________| |_________|

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 Thursday, May 30, 2024, 01:40 AM

ACI 318-11 BEAM NO. 105 DESIGN RESULTS

=============================================

LEN - 3350. MM FY - 275. FC - 21. MPA, SIZE - 300. X 500. MMS

LEVEL HEIGHT BAR INFO FROM TO ANCHOR

(MM) (MM) (MM) STA END
_____________________________________________________________________

1 58. 4 - 16MM 0. 3350. YES YES

|----------------------------------------------------------------|
| CRITICAL POS MOMENT= 62.48 KN-MET AT 3350.MM, LOAD 62|
| REQD STEEL= 665.MM2, RHO=0.0050, RHOMX=0.0284 RHOMN=0.0050 |
| MAX/MIN/ACTUAL BAR SPACING= 448./ 41./ 63. MMS |
| REQD. DEVELOPMENT LENGTH = 443. MMS |
|----------------------------------------------------------------|

Cracked Moment of Inertia Iz at above location = 94052.5 cm^4

2 440. 4 - 20MM 0. 2605. YES NO

|----------------------------------------------------------------|
| CRITICAL NEG MOMENT= 120.14 KN-MET AT 0.MM, LOAD 62|
| REQD STEEL= 1185.MM2, RHO=0.0090, RHOMX=0.0284 RHOMN=0.0050 |
| MAX/MIN/ACTUAL BAR SPACING= 448./ 45./ 61. MMS |
| REQD. DEVELOPMENT LENGTH = 708. MMS |
|----------------------------------------------------------------|

Cracked Moment of Inertia Iz at above location = 131166.9 cm^4

3 442. 2 - 16MM 1922. 3350. NO YES

|----------------------------------------------------------------|
| CRITICAL NEG MOMENT= 28.59 KN-MET AT 3350.MM, LOAD 75|
| REQD STEEL= 353.MM2, RHO=0.0027, RHOMX=0.0284 RHOMN=0.0050 |
| MAX/MIN/ACTUAL BAR SPACING= 448./ 41./ 188. MMS |
| REQD. DEVELOPMENT LENGTH = 347. MMS |
|----------------------------------------------------------------|

Cracked Moment of Inertia Iz at above location = 53206.6 cm^4

REQUIRED REINF. STEEL SUMMARY :

-------------------------------
SECTION REINF STEEL(+VE/-VE) MOMENTS(+VE/-VE) LOAD(+VE/-VE)
( MM ) (SQ. MM ) (KNS-MET )

0. 522./ 1199. 55./ 120. 75/ 62

279. 477./ 931. 50./ 95. 75/ 62
558. 433./ 701. 46./ 72. 55/ 52
837. 411./ 497. 43./ 52. 55/ 52
1117. 396./ 327. 42./ 35. 51/ 56
1396. 393./ 193. 41./ 21. 59/ 78
1675. 389./ 95. 41./ 10. 59/ 78
1954. 356./ 5. 38./ 1. 59/ 78
2233. 320./ 0. 34./ 0. 62/ 0
2512. 409./ 16. 43./ 2. 62/ 75

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 Thursday, May 30, 2024, 01:40 AM

2792. 484./ 97. 51./ 10. 62/ 75

3071. 546./ 182. 57./ 19. 62/ 75
3350. 601./ 269. 62./ 29. 62/ 75

B E A M N O. 105 D E S I G N R E S U L T S - SHEAR

AT START SUPPORT - Vu= 56.61 KNS Vc= 106.07 KNS Vs= 0.00 KNS
Tu= 8.58 KN-MET Tc= 4.0 KN-MET Ts= 11.4 KN-MET LOAD 63
STIRRUPS ARE REQUIRED FOR TORSION.
REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1.
PROVIDE 10 MM 2-LEGGED STIRRUPS AT 156. MM C/C FOR 1235. MM
ADDITIONAL LONGITUDINAL STEEL REQD. FOR TORSIONAL RESISTANCE = 3.48 SQ.CM.

AT END SUPPORT - Vu= 7.47 KNS Vc= 97.04 KNS Vs= 0.00 KNS
Tu= 8.58 KN-MET Tc= 4.0 KN-MET Ts= 11.4 KN-MET LOAD 63
STIRRUPS ARE REQUIRED FOR TORSION.
REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1.
PROVIDE 10 MM 2-LEGGED STIRRUPS AT 156. MM C/C FOR 1235. MM
ADDITIONAL LONGITUDINAL STEEL REQD. FOR TORSIONAL RESISTANCE = 3.48 SQ.CM.

___ 37J____________________ 3349X 300X 500_____________________ 43J____

| |
||=========================================================================||
| 4No20 H 440.| 0.TO 2605| | | | 2No16 H 442.1922.TO 3350 | | |
| 9*10c/c156 | | | | | | | | | | | 9*10c/c156 | |
| 4No16 H |58.| 0.TO 3350| | | | | | | | | | | | |
||=========================================================================||
| |
|___________________________________________________________________________|
_________ _________ _________ _________ _________ _________
| | | | | | | | | | | |
| oooo | | oooo | | oooo | | oooo | | oo | | oo |
| 4#20 | | 4#20 | | 4#20 | | 2#16 | | 2#16 | | 2#16 |
| | | | | | | | | | | |
| 4#16 | | 4#16 | | 4#16 | | 4#16 | | 4#16 | | 4#16 |
| oooo | | oooo | | oooo | | oooo | | oooo | | oooo |
| | | | | | | | | | | |
|_________| |_________| |_________| |_________| |_________| |_________|

ACI 318-11 BEAM NO. 106 DESIGN RESULTS

=============================================

LEN - 1050. MM FY - 275. FC - 21. MPA, SIZE - 300. X 500. MMS

LEVEL HEIGHT BAR INFO FROM TO ANCHOR

(MM) (MM) (MM) STA END
_____________________________________________________________________

1 58. 4 - 16MM 0. 1050. YES YES

|----------------------------------------------------------------|
| CRITICAL POS MOMENT= 57.44 KN-MET AT 0.MM, LOAD 62|
| REQD STEEL= 665.MM2, RHO=0.0050, RHOMX=0.0284 RHOMN=0.0050 |

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 Thursday, May 30, 2024, 01:40 AM

| MAX/MIN/ACTUAL BAR SPACING= 448./ 41./ 63. MMS |

| REQD. DEVELOPMENT LENGTH = 443. MMS |
|----------------------------------------------------------------|

Cracked Moment of Inertia Iz at above location = 94052.5 cm^4

2 440. 4 - 20MM 0. 1050. YES YES

|----------------------------------------------------------------|
| CRITICAL NEG MOMENT= 122.34 KN-MET AT 1050.MM, LOAD 59|
| REQD STEEL= 1209.MM2, RHO=0.0092, RHOMX=0.0284 RHOMN=0.0050 |
| MAX/MIN/ACTUAL BAR SPACING= 448./ 45./ 61. MMS |
| REQD. DEVELOPMENT LENGTH = 708. MMS |
|----------------------------------------------------------------|

Cracked Moment of Inertia Iz at above location = 131166.9 cm^4

REQUIRED REINF. STEEL SUMMARY :

-------------------------------
SECTION REINF STEEL(+VE/-VE) MOMENTS(+VE/-VE) LOAD(+VE/-VE)
( MM ) (SQ. MM ) (KNS-MET )

0. 551./ 282. 57./ 30. 62/ 75

88. 528./ 324. 55./ 34. 52/ 55
175. 513./ 382. 54./ 40. 52/ 55
263. 497./ 442. 52./ 46. 52/ 55
350. 488./ 510. 51./ 53. 56/ 51
438. 487./ 586. 51./ 61. 56/ 51
525. 486./ 663. 51./ 69. 56/ 51
613. 484./ 741. 51./ 76. 56/ 51
700. 482./ 830. 50./ 85. 56/ 59
788. 486./ 925. 51./ 94. 78/ 59
875. 497./ 1023. 52./ 104. 78/ 59
963. 508./ 1122. 53./ 113. 78/ 59
1050. 519./ 1223. 54./ 122. 78/ 59

B E A M N O. 106 D E S I G N R E S U L T S - SHEAR

AT START SUPPORT - Vu= 72.84 KNS Vc= 107.33 KNS Vs= 0.00 KNS
Tu= 26.29 KN-MET Tc= 4.0 KN-MET Ts= 35.0 KN-MET LOAD 64
STIRRUPS ARE REQUIRED FOR TORSION.
REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1.
PROVIDE 16 MM 2-LEGGED STIRRUPS AT 156. MM C/C FOR 85. MM
ADDITIONAL LONGITUDINAL STEEL REQD. FOR TORSIONAL RESISTANCE = 10.67 SQ.CM.

AT END SUPPORT - Vu= 73.85 KNS Vc= 107.33 KNS Vs= 0.00 KNS
Tu= 26.29 KN-MET Tc= 4.0 KN-MET Ts= 35.0 KN-MET LOAD 64
STIRRUPS ARE REQUIRED FOR TORSION.
REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1.
PROVIDE 16 MM 2-LEGGED STIRRUPS AT 156. MM C/C FOR 85. MM
ADDITIONAL LONGITUDINAL STEEL REQD. FOR TORSIONAL RESISTANCE = 10.67 SQ.CM.

___ 43J____________________ 1050X 300X 500_____________________ 39J____

| |
||=========================================================================||

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 Thursday, May 30, 2024, 01:40 AM

| 4No20 H 440.| 0.TO 1050 | | |

| 2*16c/c156 | 2*16c/c156 | |
| 4No16 H 58.| 0.TO 1050 | | |
||=========================================================================||
| |
|___________________________________________________________________________|
_________ _________ _________ _________ _________ _________
| | | | | | | | | | | |
| oooo | | oooo | | oooo | | oooo | | oooo | | oooo |
| 4#20 | | 4#20 | | 4#20 | | 4#20 | | 4#20 | | 4#20 |
| | | | | | | | | | | |
| 4#16 | | 4#16 | | 4#16 | | 4#16 | | 4#16 | | 4#16 |
| oooo | | oooo | | oooo | | oooo | | oooo | | oooo |
| | | | | | | | | | | |
|_________| |_________| |_________| |_________| |_________| |_________|

ACI 318-11 BEAM NO. 107 DESIGN RESULTS

=============================================

LEN - 2200. MM FY - 275. FC - 21. MPA, SIZE - 300. X 500. MMS

LEVEL HEIGHT BAR INFO FROM TO ANCHOR

(MM) (MM) (MM) STA END
_____________________________________________________________________

1 58. 3 - 16MM 0. 2200. YES YES

|----------------------------------------------------------------|
| CRITICAL POS MOMENT= 41.54 KN-MET AT 2200.MM, LOAD 65|
| REQD STEEL= 517.MM2, RHO=0.0039, RHOMX=0.0284 RHOMN=0.0050 |
| MAX/MIN/ACTUAL BAR SPACING= 448./ 41./ 94. MMS |
| REQD. DEVELOPMENT LENGTH = 347. MMS |
|----------------------------------------------------------------|

Cracked Moment of Inertia Iz at above location = 74613.0 cm^4

2 442. 3 - 16MM 0. 1734. YES NO

|----------------------------------------------------------------|
| CRITICAL NEG MOMENT= 35.46 KN-MET AT 0.MM, LOAD 65|
| REQD STEEL= 440.MM2, RHO=0.0033, RHOMX=0.0284 RHOMN=0.0050 |
| MAX/MIN/ACTUAL BAR SPACING= 448./ 41./ 94. MMS |
| REQD. DEVELOPMENT LENGTH = 347. MMS |
|----------------------------------------------------------------|

Cracked Moment of Inertia Iz at above location = 74613.0 cm^4

REQUIRED REINF. STEEL SUMMARY :

-------------------------------
SECTION REINF STEEL(+VE/-VE) MOMENTS(+VE/-VE) LOAD(+VE/-VE)
( MM ) (SQ. MM ) (KNS-MET )

0. 112./ 336. 12./ 35. 80/ 65

183. 109./ 263. 12./ 28. 80/ 65
367. 106./ 194. 11./ 21. 80/ 65
550. 102./ 126. 11./ 14. 80/ 65
733. 121./ 84. 13./ 9. 64/ 81

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 Thursday, May 30, 2024, 01:40 AM

917. 153./ 57. 16./ 6. 64/ 81

1100. 183./ 31. 19./ 3. 64/ 81
1283. 211./ 6. 22./ 1. 64/ 81
1467. 238./ 0. 25./ 0. 64/ 0
1650. 262./ 0. 28./ 0. 64/ 0
1833. 290./ 0. 31./ 0. 65/ 0
2017. 343./ 0. 36./ 0. 65/ 0
2200. 394./ 0. 42./ 0. 65/ 0

B E A M N O. 107 D E S I G N R E S U L T S - SHEAR

AT START SUPPORT - Vu= 29.14 KNS Vc= 104.77 KNS Vs= 0.00 KNS
Tu= 15.10 KN-MET Tc= 4.0 KN-MET Ts= 20.1 KN-MET LOAD 60
STIRRUPS ARE REQUIRED FOR TORSION.
REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1.
PROVIDE 12 MM 2-LEGGED STIRRUPS AT 156. MM C/C FOR 660. MM
ADDITIONAL LONGITUDINAL STEEL REQD. FOR TORSIONAL RESISTANCE = 6.13 SQ.CM.

AT END SUPPORT - Vu= 21.30 KNS Vc= 98.77 KNS Vs= 0.00 KNS
Tu= 15.10 KN-MET Tc= 4.0 KN-MET Ts= 20.1 KN-MET LOAD 60
STIRRUPS ARE REQUIRED FOR TORSION.
REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1.
PROVIDE 12 MM 2-LEGGED STIRRUPS AT 156. MM C/C FOR 660. MM
ADDITIONAL LONGITUDINAL STEEL REQD. FOR TORSIONAL RESISTANCE = 6.13 SQ.CM.

___ 45J____________________ 2200X 300X 500_____________________ 51J____

| |
||========================================================== |
| 3No16 H 442.| 0.TO 1734| | | | | |
| 6*12c/c156 | | | | | | | 6*12c/c156 |
| 3No16 H 58.| 0.TO 2200| | | | | |
||=========================================================================||
| |
|___________________________________________________________________________|
_________ _________ _________ _________ _________ _________
| | | | | | | | | | | |
| ooo | | ooo | | ooo | | ooo | | | | |
| 3#16 | | 3#16 | | 3#16 | | 3#16 | | | | |
| | | | | | | | | | | |
| 3#16 | | 3#16 | | 3#16 | | 3#16 | | 3#16 | | 3#16 |
| ooo | | ooo | | ooo | | ooo | | ooo | | ooo |
| | | | | | | | | | | |
|_________| |_________| |_________| |_________| |_________| |_________|

ACI 318-11 BEAM NO. 108 DESIGN RESULTS

=============================================

LEN - 700. MM FY - 275. FC - 21. MPA, SIZE - 300. X 500. MMS

LEVEL HEIGHT BAR INFO FROM TO ANCHOR

(MM) (MM) (MM) STA END
_____________________________________________________________________

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 Thursday, May 30, 2024, 01:40 AM

1 58. 4 - 16MM 0. 700. YES YES

|----------------------------------------------------------------|
| CRITICAL POS MOMENT= 52.61 KN-MET AT 0.MM, LOAD 65|
| REQD STEEL= 659.MM2, RHO=0.0050, RHOMX=0.0284 RHOMN=0.0050 |
| MAX/MIN/ACTUAL BAR SPACING= 448./ 41./ 63. MMS |
| REQD. DEVELOPMENT LENGTH = 443. MMS |
|----------------------------------------------------------------|

Cracked Moment of Inertia Iz at above location = 94052.5 cm^4

2 442. 3 - 16MM 0. 700. YES YES

|----------------------------------------------------------------|
| CRITICAL NEG MOMENT= 34.75 KN-MET AT 700.MM, LOAD 64|
| REQD STEEL= 431.MM2, RHO=0.0032, RHOMX=0.0284 RHOMN=0.0050 |
| MAX/MIN/ACTUAL BAR SPACING= 448./ 41./ 94. MMS |
| REQD. DEVELOPMENT LENGTH = 347. MMS |
|----------------------------------------------------------------|

Cracked Moment of Inertia Iz at above location = 74613.0 cm^4

REQUIRED REINF. STEEL SUMMARY :

-------------------------------
SECTION REINF STEEL(+VE/-VE) MOMENTS(+VE/-VE) LOAD(+VE/-VE)
( MM ) (SQ. MM ) (KNS-MET )

0. 503./ 0. 53./ 0. 65/ 0

58. 450./ 0. 47./ 0. 65/ 0
117. 397./ 0. 42./ 0. 65/ 0
175. 344./ 0. 36./ 0. 65/ 0
233. 292./ 6. 31./ 1. 65/ 80
292. 238./ 23. 25./ 2. 65/ 80
350. 185./ 40. 20./ 4. 65/ 80
408. 132./ 58. 14./ 6. 65/ 80
467. 79./ 75. 8./ 8. 65/ 80
525. 67./ 135. 7./ 14. 81/ 64
583. 58./ 199. 6./ 21. 81/ 64
642. 48./ 263. 5./ 28. 81/ 64
700. 39./ 329. 4./ 35. 81/ 64

B E A M N O. 108 D E S I G N R E S U L T S - SHEAR

** LOCATION FOR DESIGN FOR SHEAR AT START OF MEMBER 108 IS BEYOND

THE MIDPOINT OF MEMBER. DESIGN FOR SHEAR AND TORSION NOT PERFORMED.

** LOCATION FOR DESIGN FOR SHEAR AT END OF MEMBER 108 IS BEYOND

THE MIDPOINT OF MEMBER. DESIGN FOR SHEAR AND TORSION NOT PERFORMED.

___ 51J____________________ 700X 300X 500_____________________ 48J____

| |
||=========================================================================||
| 3No16 H 442. 0.TO 700 |

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| |
| 4No16 H 58. 0.TO 700 |
||=========================================================================||
| |
|___________________________________________________________________________|
_________ _________ _________ _________ _________ _________
| | | | | | | | | | | |
| ooo | | ooo | | ooo | | ooo | | ooo | | ooo |
| 3#16 | | 3#16 | | 3#16 | | 3#16 | | 3#16 | | 3#16 |
| | | | | | | | | | | |
| 4#16 | | 4#16 | | 4#16 | | 4#16 | | 4#16 | | 4#16 |
| oooo | | oooo | | oooo | | oooo | | oooo | | oooo |
| | | | | | | | | | | |
|_________| |_________| |_________| |_________| |_________| |_________|

ACI 318-11 BEAM NO. 109 DESIGN RESULTS

=============================================

LEN - 3350. MM FY - 275. FC - 21. MPA, SIZE - 300. X 500. MMS

LEVEL HEIGHT BAR INFO FROM TO ANCHOR

(MM) (MM) (MM) STA END
_____________________________________________________________________

1 58. 4 - 16MM 0. 3350. YES YES

|----------------------------------------------------------------|
| CRITICAL POS MOMENT= 52.97 KN-MET AT 3350.MM, LOAD 62|
| REQD STEEL= 663.MM2, RHO=0.0050, RHOMX=0.0284 RHOMN=0.0050 |
| MAX/MIN/ACTUAL BAR SPACING= 448./ 41./ 63. MMS |
| REQD. DEVELOPMENT LENGTH = 443. MMS |
|----------------------------------------------------------------|

Cracked Moment of Inertia Iz at above location = 94052.5 cm^4

2 442. 4 - 16MM 0. 2126. YES NO

|----------------------------------------------------------------|
| CRITICAL NEG MOMENT= 78.26 KN-MET AT 0.MM, LOAD 62|
| REQD STEEL= 748.MM2, RHO=0.0056, RHOMX=0.0284 RHOMN=0.0050 |
| MAX/MIN/ACTUAL BAR SPACING= 448./ 41./ 63. MMS |
| REQD. DEVELOPMENT LENGTH = 443. MMS |
|----------------------------------------------------------------|

Cracked Moment of Inertia Iz at above location = 94052.5 cm^4

3 442. 2 - 16MM 2480. 3350. NO YES

|----------------------------------------------------------------|
| CRITICAL NEG MOMENT= 9.13 KN-MET AT 3350.MM, LOAD 75|
| REQD STEEL= 112.MM2, RHO=0.0008, RHOMX=0.0284 RHOMN=0.0050 |
| MAX/MIN/ACTUAL BAR SPACING= 448./ 41./ 188. MMS |
| REQD. DEVELOPMENT LENGTH = 347. MMS |
|----------------------------------------------------------------|

Cracked Moment of Inertia Iz at above location = 53206.6 cm^4

REQUIRED REINF. STEEL SUMMARY :

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 Thursday, May 30, 2024, 01:40 AM

-------------------------------
SECTION REINF STEEL(+VE/-VE) MOMENTS(+VE/-VE) LOAD(+VE/-VE)
( MM ) (SQ. MM ) (KNS-MET )

0. 215./ 760. 23./ 78. 75/ 62

279. 212./ 549. 23./ 57. 75/ 62
558. 206./ 354. 22./ 37. 75/ 62
837. 213./ 189. 23./ 20. 59/ 78
1117. 294./ 122. 31./ 13. 59/ 78
1396. 354./ 59. 37./ 6. 59/ 78
1675. 391./ 3. 41./ 0. 59/ 78
1954. 399./ 0. 42./ 0. 59/ 0
2233. 393./ 0. 41./ 0. 62/ 0
2512. 442./ 0. 46./ 0. 62/ 0
2792. 474./ 0. 50./ 0. 62/ 0
3071. 494./ 39. 52./ 4. 62/ 75
3350. 506./ 85. 53./ 9. 62/ 75

B E A M N O. 109 D E S I G N R E S U L T S - SHEAR

AT START SUPPORT - Vu= 56.43 KNS Vc= 107.30 KNS Vs= 0.00 KNS
Tu= 6.50 KN-MET Tc= 4.0 KN-MET Ts= 8.7 KN-MET LOAD 63
STIRRUPS ARE REQUIRED FOR TORSION.
REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1.
PROVIDE 10 MM 2-LEGGED STIRRUPS AT 156. MM C/C FOR 1235. MM
ADDITIONAL LONGITUDINAL STEEL REQD. FOR TORSIONAL RESISTANCE = 2.64 SQ.CM.

AT END SUPPORT - Vu= 7.65 KNS Vc= 96.83 KNS Vs= 0.00 KNS
Tu= 6.50 KN-MET Tc= 4.0 KN-MET Ts= 8.7 KN-MET LOAD 63
STIRRUPS ARE REQUIRED FOR TORSION.
REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1.
PROVIDE 10 MM 2-LEGGED STIRRUPS AT 156. MM C/C FOR 1235. MM
ADDITIONAL LONGITUDINAL STEEL REQD. FOR TORSIONAL RESISTANCE = 2.64 SQ.CM.

___ 47J____________________ 3349X 300X 500_____________________ 53J____

| |
||=============================================== ===================||
| 4No16 H 442.| 0.TO 2126| | | | | 2No16 H|442.2480.TO|3350 |
| 9*10c/c156 | | | | | | | | | 9*10c/c156 | |
| 4No16 H |58.| 0.TO 3350| | | | | | | | | | |
||=========================================================================||
| |
|___________________________________________________________________________|
_________ _________ _________ _________ _________ _________
| | | | | | | | | | | |
| oooo | | oooo | | oooo | | oooo | | oo | | oo |
| 4#16 | | 4#16 | | 4#16 | | 4#16 | | 2#16 | | 2#16 |
| | | | | | | | | | | |
| 4#16 | | 4#16 | | 4#16 | | 4#16 | | 4#16 | | 4#16 |
| oooo | | oooo | | oooo | | oooo | | oooo | | oooo |
| | | | | | | | | | | |
|_________| |_________| |_________| |_________| |_________| |_________|

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 Thursday, May 30, 2024, 01:40 AM

ACI 318-11 BEAM NO. 110 DESIGN RESULTS

=============================================

LEN - 1050. MM FY - 275. FC - 21. MPA, SIZE - 300. X 500. MMS

LEVEL HEIGHT BAR INFO FROM TO ANCHOR

(MM) (MM) (MM) STA END
_____________________________________________________________________

1 60. 2 - 20MM 0. 1050. YES YES

|----------------------------------------------------------------|
| CRITICAL POS MOMENT= 48.33 KN-MET AT 0.MM, LOAD 62|
| REQD STEEL= 606.MM2, RHO=0.0046, RHOMX=0.0284 RHOMN=0.0050 |
| MAX/MIN/ACTUAL BAR SPACING= 448./ 45./ 184. MMS |
| REQD. DEVELOPMENT LENGTH = 434. MMS |
|----------------------------------------------------------------|

Cracked Moment of Inertia Iz at above location = 76358.5 cm^4

2 442. 4 - 16MM 0. 1050. YES YES

|----------------------------------------------------------------|
| CRITICAL NEG MOMENT= 79.57 KN-MET AT 1050.MM, LOAD 59|
| REQD STEEL= 761.MM2, RHO=0.0057, RHOMX=0.0284 RHOMN=0.0050 |
| MAX/MIN/ACTUAL BAR SPACING= 448./ 41./ 63. MMS |
| REQD. DEVELOPMENT LENGTH = 443. MMS |
|----------------------------------------------------------------|

Cracked Moment of Inertia Iz at above location = 94052.5 cm^4

REQUIRED REINF. STEEL SUMMARY :

-------------------------------
SECTION REINF STEEL(+VE/-VE) MOMENTS(+VE/-VE) LOAD(+VE/-VE)
( MM ) (SQ. MM ) (KNS-MET )

0. 461./ 98. 48./ 11. 62/ 75

88. 413./ 124. 43./ 13. 62/ 75
175. 366./ 150. 39./ 16. 62/ 75
263. 318./ 176. 34./ 19. 62/ 75
350. 270./ 202. 29./ 22. 62/ 75
438. 227./ 233. 24./ 25. 78/ 59
525. 225./ 306. 24./ 32. 78/ 59
613. 223./ 381. 24./ 40. 78/ 59
700. 222./ 457. 24./ 48. 78/ 59
788. 220./ 534. 23./ 56. 78/ 59
875. 218./ 613. 23./ 64. 78/ 59
963. 216./ 692. 23./ 72. 78/ 59
1050. 214./ 773. 23./ 80. 78/ 59

B E A M N O. 110 D E S I G N R E S U L T S - SHEAR

AT START SUPPORT - Vu= 72.27 KNS Vc= 105.88 KNS Vs= 0.00 KNS
Tu= 20.65 KN-MET Tc= 4.0 KN-MET Ts= 27.5 KN-MET LOAD 64
STIRRUPS ARE REQUIRED FOR TORSION.
REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1.

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 Thursday, May 30, 2024, 01:40 AM

PROVIDE 16 MM 2-LEGGED STIRRUPS AT 156. MM C/C FOR 85. MM

ADDITIONAL LONGITUDINAL STEEL REQD. FOR TORSIONAL RESISTANCE = 8.38 SQ.CM.

AT END SUPPORT - Vu= 73.28 KNS Vc= 105.88 KNS Vs= 0.00 KNS
Tu= 20.65 KN-MET Tc= 4.0 KN-MET Ts= 27.5 KN-MET LOAD 64
STIRRUPS ARE REQUIRED FOR TORSION.
REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1.
PROVIDE 16 MM 2-LEGGED STIRRUPS AT 156. MM C/C FOR 85. MM
ADDITIONAL LONGITUDINAL STEEL REQD. FOR TORSIONAL RESISTANCE = 8.38 SQ.CM.

___ 53J____________________ 1050X 300X 500_____________________ 49J____

| |
||=========================================================================||
| 4No16 H 442.| 0.TO 1050 | | |
| 2*16c/c156 | 2*16c/c156 | |
| 2No20 H 60.| 0.TO 1050 | | |
||=========================================================================||
| |
|___________________________________________________________________________|
_________ _________ _________ _________ _________ _________
| | | | | | | | | | | |
| oooo | | oooo | | oooo | | oooo | | oooo | | oooo |
| 4#16 | | 4#16 | | 4#16 | | 4#16 | | 4#16 | | 4#16 |
| | | | | | | | | | | |
| 2#20 | | 2#20 | | 2#20 | | 2#20 | | 2#20 | | 2#20 |
| oo | | oo | | oo | | oo | | oo | | oo |
| | | | | | | | | | | |
|_________| |_________| |_________| |_________| |_________| |_________|

********************END OF BEAM DESIGN**************************

351. DESIGN COLUMN 1 TO 6 14 TO 19 32 TO 37 53 TO 58 73 TO 78

ACI 318-11 COLUMN NO. 1 DESIGN RESULTS

===============================================

*** NO PROPER BAR ARRANGEMENT IS POSSIBLE.

AREA OF STEEL REQUIRED = 7788.0 SQ. MM

ACI 318-11 COLUMN NO. 2 DESIGN RESULTS

===============================================

*** NO PROPER BAR ARRANGEMENT IS POSSIBLE.

AREA OF STEEL REQUIRED = 7554.0 SQ. MM

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 Thursday, May 30, 2024, 01:40 AM

ACI 318-11 COLUMN NO. 3 DESIGN RESULTS

===============================================

*** NO PROPER BAR ARRANGEMENT IS POSSIBLE.

AREA OF STEEL REQUIRED = 7554.0 SQ. MM

ACI 318-11 COLUMN NO. 4 DESIGN RESULTS

===============================================

*** NO PROPER BAR ARRANGEMENT IS POSSIBLE.

AREA OF STEEL REQUIRED = 6267.0 SQ. MM

ACI 318-11 COLUMN NO. 5 DESIGN RESULTS

===============================================

*** NO PROPER BAR ARRANGEMENT IS POSSIBLE.

AREA OF STEEL REQUIRED = 7203.0 SQ. MM

ACI 318-11 COLUMN NO. 6 DESIGN RESULTS

===============================================

*** NO PROPER BAR ARRANGEMENT IS POSSIBLE.

AREA OF STEEL REQUIRED = 5916.0 SQ. MM

ACI 318-11 COLUMN NO. 14 DESIGN RESULTS

===============================================

FY - 275.0 FC - 21.0 MPA, RECT SIZE - 300.0 X 500.0 MMS, TIED

AREA OF STEEL REQUIRED = 3342.0 SQ. MM

BAR CONFIGURATION REINF PCT. LOAD LOCATION PHI

----------------------------------------------------------

12 - 20 MM 2.513 57 END 0.650

(PROVIDE EQUAL NUMBER OF BARS ON EACH FACE)
TIE BAR NUMBER 10 SPACING 256.00 MM

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 Thursday, May 30, 2024, 01:40 AM

COLUMN INTERACTION: MOMENT ABOUT Z -AXIS (KN-MET)

--------------------------------------------------------
P0 Pn max P-bal. M-bal. e-bal. (MM)
3646.94 2917.55 1513.81 310.80 205.3
M0 P-tens. Des.Pn Des.Mn e/h
212.54 -1036.73 68.63 15.02 0.07817
--------------------------------------------------------

COLUMN INTERACTION: MOMENT ABOUT Y -AXIS (KN-MET)

--------------------------------------------------------
P0 Pn max P-bal. M-bal. e-bal. (MM)
3646.94 2917.55 1360.92 171.71 126.2
M0 P-tens. Des.Pn Des.Mn e/h
114.56 -1036.73 68.63 104.36 0.54305
--------------------------------------------------------
Pn Mn Pn Mn (@ Z )
| 2693.12 181.49 1346.56 311.94
P0 |* 2468.70 211.64 1122.13 310.24
| * 2244.27 239.46 897.71 305.77
Pn,max|__* 2019.84 264.43 673.28 291.91
| * 1795.42 287.22 448.85 271.31
Pn | * 1570.99 306.21 224.43 248.36
NOMINAL| * Pn Mn Pn Mn (@ Y )
AXIAL| * 2693.12 101.53 1346.56 171.70
COMPRESSION| * 2468.70 117.83 1122.13 170.41
Pb|-------*Mb 2244.27 132.35 897.71 167.42
| * 2019.84 144.91 673.28 160.74
___________|____*_______ 1795.42 154.92 448.85 149.29
| * M0 Mn, 1570.99 163.92 224.43 134.40
| * BENDING
P-tens|* MOMENT
|

ACI 318-11 COLUMN NO. 15 DESIGN RESULTS

===============================================

FY - 275.0 FC - 21.0 MPA, RECT SIZE - 300.0 X 500.0 MMS, TIED

AREA OF STEEL REQUIRED = 3225.0 SQ. MM

BAR CONFIGURATION REINF PCT. LOAD LOCATION PHI

----------------------------------------------------------

12 - 20 MM 2.513 57 END 0.650

(PROVIDE EQUAL NUMBER OF BARS ON EACH FACE)
TIE BAR NUMBER 10 SPACING 256.00 MM

COLUMN INTERACTION: MOMENT ABOUT Z -AXIS (KN-MET)

--------------------------------------------------------
P0 Pn max P-bal. M-bal. e-bal. (MM)
3646.94 2917.55 1513.81 310.80 205.3
M0 P-tens. Des.Pn Des.Mn e/h
212.54 -1036.73 56.74 2.95 0.01854
--------------------------------------------------------

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 Thursday, May 30, 2024, 01:40 AM

COLUMN INTERACTION: MOMENT ABOUT Y -AXIS (KN-MET)

--------------------------------------------------------
P0 Pn max P-bal. M-bal. e-bal. (MM)
3646.94 2917.55 1360.92 171.71 126.2
M0 P-tens. Des.Pn Des.Mn e/h
114.56 -1036.73 56.74 103.17 0.64932
--------------------------------------------------------
Pn Mn Pn Mn (@ Z )
| 2693.12 181.49 1346.56 311.94
P0 |* 2468.70 211.64 1122.13 310.24
| * 2244.27 239.46 897.71 305.77
Pn,max|__* 2019.84 264.43 673.28 291.91
| * 1795.42 287.22 448.85 271.31
Pn | * 1570.99 306.21 224.43 248.36
NOMINAL| * Pn Mn Pn Mn (@ Y )
AXIAL| * 2693.12 101.53 1346.56 171.70
COMPRESSION| * 2468.70 117.83 1122.13 170.41
Pb|-------*Mb 2244.27 132.35 897.71 167.42
| * 2019.84 144.91 673.28 160.74
___________|____*_______ 1795.42 154.92 448.85 149.29
| * M0 Mn, 1570.99 163.92 224.43 134.40
| * BENDING
P-tens|* MOMENT
|

ACI 318-11 COLUMN NO. 16 DESIGN RESULTS

===============================================

FY - 275.0 FC - 21.0 MPA, RECT SIZE - 300.0 X 500.0 MMS, TIED

AREA OF STEEL REQUIRED = 4629.0 SQ. MM

BAR CONFIGURATION REINF PCT. LOAD LOCATION PHI

----------------------------------------------------------

12 - 25 MM 3.927 57 END 0.650

(PROVIDE EQUAL NUMBER OF BARS ON EACH FACE)
TIE BAR NUMBER 10 SPACING 256.00 MM

COLUMN INTERACTION: MOMENT ABOUT Z -AXIS (KN-MET)

--------------------------------------------------------
P0 Pn max P-bal. M-bal. e-bal. (MM)
4192.23 3353.78 1562.20 388.87 248.9
M0 P-tens. Des.Pn Des.Mn e/h
319.23 -1619.87 484.04 17.35 0.01280
--------------------------------------------------------

COLUMN INTERACTION: MOMENT ABOUT Y -AXIS (KN-MET)

--------------------------------------------------------
P0 Pn max P-bal. M-bal. e-bal. (MM)
4192.23 3353.78 1371.55 208.89 152.3
M0 P-tens. Des.Pn Des.Mn e/h
166.33 -1619.87 484.04 165.77 0.12231

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 Thursday, May 30, 2024, 01:40 AM

--------------------------------------------------------
Pn Mn Pn Mn (@ Z )
| 3095.80 207.73 1547.90 389.06
P0 |* 2837.81 243.83 1289.92 390.39
| * 2579.83 278.14 1031.93 388.64
Pn,max|__* 2321.85 309.86 773.95 384.88
| * 2063.87 339.64 515.97 366.67
Pn | * 1805.88 365.90 257.98 343.81
NOMINAL| * Pn Mn Pn Mn (@ Y )
AXIAL| * 3095.80 113.51 1547.90 201.53
COMPRESSION| * 2837.81 133.38 1289.92 208.79
Pb|-------*Mb 2579.83 149.95 1031.93 207.32
| * 2321.85 165.76 773.95 204.59
___________|____*_______ 2063.87 178.45 515.97 196.73
| * M0 Mn, 1805.88 190.21 257.98 183.51
| * BENDING
P-tens|* MOMENT
|

ACI 318-11 COLUMN NO. 17 DESIGN RESULTS

===============================================

FY - 275.0 FC - 21.0 MPA, RECT SIZE - 300.0 X 500.0 MMS, TIED

AREA OF STEEL REQUIRED = 2874.0 SQ. MM

BAR CONFIGURATION REINF PCT. LOAD LOCATION PHI

----------------------------------------------------------

12 - 20 MM 2.513 58 END 0.650

(PROVIDE EQUAL NUMBER OF BARS ON EACH FACE)
TIE BAR NUMBER 10 SPACING 256.00 MM

COLUMN INTERACTION: MOMENT ABOUT Z -AXIS (KN-MET)

--------------------------------------------------------
P0 Pn max P-bal. M-bal. e-bal. (MM)
3646.94 2917.55 1513.81 310.80 205.3
M0 P-tens. Des.Pn Des.Mn e/h
212.54 -1036.73 168.32 27.04 0.05738
--------------------------------------------------------

COLUMN INTERACTION: MOMENT ABOUT Y -AXIS (KN-MET)

--------------------------------------------------------
P0 Pn max P-bal. M-bal. e-bal. (MM)
3646.94 2917.55 1360.92 171.71 126.2
M0 P-tens. Des.Pn Des.Mn e/h
114.56 -1036.73 168.32 97.57 0.20702
--------------------------------------------------------
Pn Mn Pn Mn (@ Z )
| 2693.12 181.49 1346.56 311.94
P0 |* 2468.70 211.64 1122.13 310.24
| * 2244.27 239.46 897.71 305.77
Pn,max|__* 2019.84 264.43 673.28 291.91
| * 1795.42 287.22 448.85 271.31

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 Thursday, May 30, 2024, 01:40 AM

NOMINAL| * Pn Mn Pn Mn (@ Y )
AXIAL| * 2693.12 101.53 1346.56 171.70
COMPRESSION| * 2468.70 117.83 1122.13 170.41
Pb|-------*Mb 2244.27 132.35 897.71 167.42
| * 2019.84 144.91 673.28 160.74
___________|____*_______ 1795.42 154.92 448.85 149.29
| * M0 Mn, 1570.99 163.92 224.43 134.40
| * BENDING
P-tens|* MOMENT
|

ACI 318-11 COLUMN NO. 18 DESIGN RESULTS

===============================================

FY - 275.0 FC - 21.0 MPA, RECT SIZE - 300.0 X 500.0 MMS, TIED

AREA OF STEEL REQUIRED = 4512.0 SQ. MM

BAR CONFIGURATION REINF PCT. LOAD LOCATION PHI

----------------------------------------------------------

12 - 25 MM 3.927 57 END 0.650

(PROVIDE EQUAL NUMBER OF BARS ON EACH FACE)
TIE BAR NUMBER 10 SPACING 256.00 MM

COLUMN INTERACTION: MOMENT ABOUT Z -AXIS (KN-MET)

--------------------------------------------------------
P0 Pn max P-bal. M-bal. e-bal. (MM)
4192.23 3353.78 1562.20 388.87 248.9
M0 P-tens. Des.Pn Des.Mn e/h
319.23 -1619.87 488.44 22.48 0.01644
--------------------------------------------------------

COLUMN INTERACTION: MOMENT ABOUT Y -AXIS (KN-MET)

--------------------------------------------------------
P0 Pn max P-bal. M-bal. e-bal. (MM)
4192.23 3353.78 1371.55 208.89 152.3
M0 P-tens. Des.Pn Des.Mn e/h
166.33 -1619.87 488.44 159.89 0.11691
--------------------------------------------------------
Pn Mn Pn Mn (@ Z )
| 3095.80 207.73 1547.90 389.06
P0 |* 2837.81 243.83 1289.92 390.39
| * 2579.83 278.14 1031.93 388.64
Pn,max|__* 2321.85 309.86 773.95 384.88
| * 2063.87 339.64 515.97 366.67
Pn | * 1805.88 365.90 257.98 343.81
NOMINAL| * Pn Mn Pn Mn (@ Y )
AXIAL| * 3095.80 113.51 1547.90 201.53
COMPRESSION| * 2837.81 133.38 1289.92 208.79
Pb|-------*Mb 2579.83 149.95 1031.93 207.32
| * 2321.85 165.76 773.95 204.59
___________|____*_______ 2063.87 178.45 515.97 196.73
| * M0 Mn, 1805.88 190.21 257.98 183.51
| * BENDING

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 Thursday, May 30, 2024, 01:40 AM

P-tens|* MOMENT
|

ACI 318-11 COLUMN NO. 19 DESIGN RESULTS

===============================================

FY - 275.0 FC - 21.0 MPA, RECT SIZE - 300.0 X 500.0 MMS, TIED

AREA OF STEEL REQUIRED = 2640.0 SQ. MM

BAR CONFIGURATION REINF PCT. LOAD LOCATION PHI

----------------------------------------------------------

12 - 20 MM 2.513 81 END 0.650

(PROVIDE EQUAL NUMBER OF BARS ON EACH FACE)
TIE BAR NUMBER 10 SPACING 256.00 MM

COLUMN INTERACTION: MOMENT ABOUT Z -AXIS (KN-MET)

--------------------------------------------------------
P0 Pn max P-bal. M-bal. e-bal. (MM)
3646.94 2917.55 1513.81 310.80 205.3
M0 P-tens. Des.Pn Des.Mn e/h
212.54 -1036.73 10.96 17.37 0.56624
--------------------------------------------------------

COLUMN INTERACTION: MOMENT ABOUT Y -AXIS (KN-MET)

--------------------------------------------------------
P0 Pn max P-bal. M-bal. e-bal. (MM)
3646.94 2917.55 1360.92 171.71 126.2
M0 P-tens. Des.Pn Des.Mn e/h
114.56 -1036.73 10.96 80.37 2.61925
--------------------------------------------------------
Pn Mn Pn Mn (@ Z )
| 2693.12 181.49 1346.56 311.94
P0 |* 2468.70 211.64 1122.13 310.24
| * 2244.27 239.46 897.71 305.77
Pn,max|__* 2019.84 264.43 673.28 291.91
| * 1795.42 287.22 448.85 271.31
Pn | * 1570.99 306.21 224.43 248.36
NOMINAL| * Pn Mn Pn Mn (@ Y )
AXIAL| * 2693.12 101.53 1346.56 171.70
COMPRESSION| * 2468.70 117.83 1122.13 170.41
Pb|-------*Mb 2244.27 132.35 897.71 167.42
| * 2019.84 144.91 673.28 160.74
___________|____*_______ 1795.42 154.92 448.85 149.29
| * M0 Mn, 1570.99 163.92 224.43 134.40
| * BENDING
P-tens|* MOMENT
|

ACI 318-11 COLUMN NO. 32 DESIGN RESULTS

===============================================

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 Thursday, May 30, 2024, 01:40 AM

FY - 275.0 FC - 21.0 MPA, RECT SIZE - 300.0 X 500.0 MMS, TIED

AREA OF STEEL REQUIRED = 2406.0 SQ. MM

BAR CONFIGURATION REINF PCT. LOAD LOCATION PHI

----------------------------------------------------------

12 - 16 MM 1.609 57 END 0.650

(PROVIDE EQUAL NUMBER OF BARS ON EACH FACE)
TIE BAR NUMBER 10 SPACING 256.00 MM

COLUMN INTERACTION: MOMENT ABOUT Z -AXIS (KN-MET)

--------------------------------------------------------
P0 Pn max P-bal. M-bal. e-bal. (MM)
3297.94 2638.35 1482.40 259.89 175.3
M0 P-tens. Des.Pn Des.Mn e/h
139.92 -663.51 103.55 24.11 0.08316
--------------------------------------------------------

COLUMN INTERACTION: MOMENT ABOUT Y -AXIS (KN-MET)

--------------------------------------------------------
P0 Pn max P-bal. M-bal. e-bal. (MM)
3297.94 2638.35 1352.88 147.00 108.7
M0 P-tens. Des.Pn Des.Mn e/h
77.93 -663.51 103.55 79.96 0.27578
--------------------------------------------------------
Pn Mn Pn Mn (@ Z )
| 2435.40 163.91 1217.70 260.00
P0 |* 2232.45 189.92 1014.75 255.79
| * 2029.50 213.05 811.80 246.00
Pn,max|__* 1826.55 233.03 608.85 228.10
| * 1623.60 249.98 405.90 206.70
Pn | * 1420.65 260.57 202.95 178.12
NOMINAL| * Pn Mn Pn Mn (@ Y )
AXIAL| * 2435.40 93.48 1217.70 146.39
COMPRESSION| * 2232.45 107.87 1014.75 143.67
Pb|-------*Mb 2029.50 120.24 811.80 138.70
| * 1826.55 130.39 608.85 128.43
___________|____*_______ 1623.60 138.30 405.90 115.65
| * M0 Mn, 1420.65 144.98 202.95 98.22
| * BENDING
P-tens|* MOMENT
|

ACI 318-11 COLUMN NO. 33 DESIGN RESULTS

===============================================

FY - 275.0 FC - 21.0 MPA, RECT SIZE - 300.0 X 500.0 MMS, TIED

AREA OF STEEL REQUIRED = 2172.0 SQ. MM

BAR CONFIGURATION REINF PCT. LOAD LOCATION PHI

----------------------------------------------------------

12 - 16 MM 1.609 57 END 0.650

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 Thursday, May 30, 2024, 01:40 AM

(PROVIDE EQUAL NUMBER OF BARS ON EACH FACE)

TIE BAR NUMBER 10 SPACING 256.00 MM

COLUMN INTERACTION: MOMENT ABOUT Z -AXIS (KN-MET)

--------------------------------------------------------
P0 Pn max P-bal. M-bal. e-bal. (MM)
3297.94 2638.35 1482.40 259.89 175.3
M0 P-tens. Des.Pn Des.Mn e/h
139.92 -663.51 98.43 11.41 0.04139
--------------------------------------------------------

COLUMN INTERACTION: MOMENT ABOUT Y -AXIS (KN-MET)

--------------------------------------------------------
P0 Pn max P-bal. M-bal. e-bal. (MM)
3297.94 2638.35 1352.88 147.00 108.7
M0 P-tens. Des.Pn Des.Mn e/h
77.93 -663.51 98.43 77.66 0.28178
--------------------------------------------------------
Pn Mn Pn Mn (@ Z )
| 2435.40 163.91 1217.70 260.00
P0 |* 2232.45 189.92 1014.75 255.79
| * 2029.50 213.05 811.80 246.00
Pn,max|__* 1826.55 233.03 608.85 228.10
| * 1623.60 249.98 405.90 206.70
Pn | * 1420.65 260.57 202.95 178.12
NOMINAL| * Pn Mn Pn Mn (@ Y )
AXIAL| * 2435.40 93.48 1217.70 146.39
COMPRESSION| * 2232.45 107.87 1014.75 143.67
Pb|-------*Mb 2029.50 120.24 811.80 138.70
| * 1826.55 130.39 608.85 128.43
___________|____*_______ 1623.60 138.30 405.90 115.65
| * M0 Mn, 1420.65 144.98 202.95 98.22
| * BENDING
P-tens|* MOMENT
|

ACI 318-11 COLUMN NO. 34 DESIGN RESULTS

===============================================

FY - 275.0 FC - 21.0 MPA, RECT SIZE - 300.0 X 500.0 MMS, TIED

AREA OF STEEL REQUIRED = 3342.0 SQ. MM

BAR CONFIGURATION REINF PCT. LOAD LOCATION PHI

----------------------------------------------------------

12 - 20 MM 2.513 57 END 0.650

(PROVIDE EQUAL NUMBER OF BARS ON EACH FACE)
TIE BAR NUMBER 10 SPACING 256.00 MM

COLUMN INTERACTION: MOMENT ABOUT Z -AXIS (KN-MET)

--------------------------------------------------------
P0 Pn max P-bal. M-bal. e-bal. (MM)
3646.94 2917.55 1513.81 310.80 205.3

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 Thursday, May 30, 2024, 01:40 AM

M0 P-tens. Des.Pn Des.Mn e/h

212.54 -1036.73 342.15 14.95 0.01560
--------------------------------------------------------

COLUMN INTERACTION: MOMENT ABOUT Y -AXIS (KN-MET)

--------------------------------------------------------
P0 Pn max P-bal. M-bal. e-bal. (MM)
3646.94 2917.55 1360.92 171.71 126.2
M0 P-tens. Des.Pn Des.Mn e/h
114.56 -1036.73 342.15 127.10 0.13267
--------------------------------------------------------
Pn Mn Pn Mn (@ Z )
| 2693.12 181.49 1346.56 311.94
P0 |* 2468.70 211.64 1122.13 310.24
| * 2244.27 239.46 897.71 305.77
Pn,max|__* 2019.84 264.43 673.28 291.91
| * 1795.42 287.22 448.85 271.31
Pn | * 1570.99 306.21 224.43 248.36
NOMINAL| * Pn Mn Pn Mn (@ Y )
AXIAL| * 2693.12 101.53 1346.56 171.70
COMPRESSION| * 2468.70 117.83 1122.13 170.41
Pb|-------*Mb 2244.27 132.35 897.71 167.42
| * 2019.84 144.91 673.28 160.74
___________|____*_______ 1795.42 154.92 448.85 149.29
| * M0 Mn, 1570.99 163.92 224.43 134.40
| * BENDING
P-tens|* MOMENT
|

ACI 318-11 COLUMN NO. 35 DESIGN RESULTS

===============================================

FY - 275.0 FC - 21.0 MPA, RECT SIZE - 300.0 X 500.0 MMS, TIED

AREA OF STEEL REQUIRED = 2172.0 SQ. MM

BAR CONFIGURATION REINF PCT. LOAD LOCATION PHI

----------------------------------------------------------

12 - 16 MM 1.609 58 END 0.650

(PROVIDE EQUAL NUMBER OF BARS ON EACH FACE)
TIE BAR NUMBER 10 SPACING 256.00 MM

COLUMN INTERACTION: MOMENT ABOUT Z -AXIS (KN-MET)

--------------------------------------------------------
P0 Pn max P-bal. M-bal. e-bal. (MM)
3297.94 2638.35 1482.40 259.89 175.3
M0 P-tens. Des.Pn Des.Mn e/h
139.92 -663.51 125.00 27.65 0.07901
--------------------------------------------------------

COLUMN INTERACTION: MOMENT ABOUT Y -AXIS (KN-MET)

--------------------------------------------------------
P0 Pn max P-bal. M-bal. e-bal. (MM)

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 Thursday, May 30, 2024, 01:40 AM

3297.94 2638.35 1352.88 147.00 108.7

M0 P-tens. Des.Pn Des.Mn e/h
77.93 -663.51 125.00 74.89 0.21397
--------------------------------------------------------
Pn Mn Pn Mn (@ Z )
| 2435.40 163.91 1217.70 260.00
P0 |* 2232.45 189.92 1014.75 255.79
| * 2029.50 213.05 811.80 246.00
Pn,max|__* 1826.55 233.03 608.85 228.10
| * 1623.60 249.98 405.90 206.70
Pn | * 1420.65 260.57 202.95 178.12
NOMINAL| * Pn Mn Pn Mn (@ Y )
AXIAL| * 2435.40 93.48 1217.70 146.39
COMPRESSION| * 2232.45 107.87 1014.75 143.67
Pb|-------*Mb 2029.50 120.24 811.80 138.70
| * 1826.55 130.39 608.85 128.43
___________|____*_______ 1623.60 138.30 405.90 115.65
| * M0 Mn, 1420.65 144.98 202.95 98.22
| * BENDING
P-tens|* MOMENT
|

ACI 318-11 COLUMN NO. 36 DESIGN RESULTS

===============================================

FY - 275.0 FC - 21.0 MPA, RECT SIZE - 300.0 X 500.0 MMS, TIED

AREA OF STEEL REQUIRED = 3225.0 SQ. MM

BAR CONFIGURATION REINF PCT. LOAD LOCATION PHI

----------------------------------------------------------

12 - 20 MM 2.513 57 END 0.650

(PROVIDE EQUAL NUMBER OF BARS ON EACH FACE)
TIE BAR NUMBER 10 SPACING 256.00 MM

COLUMN INTERACTION: MOMENT ABOUT Z -AXIS (KN-MET)

--------------------------------------------------------
P0 Pn max P-bal. M-bal. e-bal. (MM)
3646.94 2917.55 1513.81 310.80 205.3
M0 P-tens. Des.Pn Des.Mn e/h
212.54 -1036.73 344.17 17.81 0.01848
--------------------------------------------------------

COLUMN INTERACTION: MOMENT ABOUT Y -AXIS (KN-MET)

--------------------------------------------------------
P0 Pn max P-bal. M-bal. e-bal. (MM)
3646.94 2917.55 1360.92 171.71 126.2
M0 P-tens. Des.Pn Des.Mn e/h
114.56 -1036.73 344.17 123.55 0.12821
--------------------------------------------------------
Pn Mn Pn Mn (@ Z )
| 2693.12 181.49 1346.56 311.94
P0 |* 2468.70 211.64 1122.13 310.24

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 Thursday, May 30, 2024, 01:40 AM

Pn,max|__* 2019.84 264.43 673.28 291.91

| * 1795.42 287.22 448.85 271.31
Pn | * 1570.99 306.21 224.43 248.36
NOMINAL| * Pn Mn Pn Mn (@ Y )
AXIAL| * 2693.12 101.53 1346.56 171.70
COMPRESSION| * 2468.70 117.83 1122.13 170.41
Pb|-------*Mb 2244.27 132.35 897.71 167.42
| * 2019.84 144.91 673.28 160.74
___________|____*_______ 1795.42 154.92 448.85 149.29
| * M0 Mn, 1570.99 163.92 224.43 134.40
| * BENDING
P-tens|* MOMENT
|

ACI 318-11 COLUMN NO. 37 DESIGN RESULTS

===============================================

FY - 275.0 FC - 21.0 MPA, RECT SIZE - 300.0 X 500.0 MMS, TIED

AREA OF STEEL REQUIRED = 2055.0 SQ. MM

BAR CONFIGURATION REINF PCT. LOAD LOCATION PHI

----------------------------------------------------------

12 - 16 MM 1.609 53 END 0.650

(PROVIDE EQUAL NUMBER OF BARS ON EACH FACE)
TIE BAR NUMBER 10 SPACING 256.00 MM

COLUMN INTERACTION: MOMENT ABOUT Z -AXIS (KN-MET)

--------------------------------------------------------
P0 Pn max P-bal. M-bal. e-bal. (MM)
3297.94 2638.35 1482.40 259.89 175.3
M0 P-tens. Des.Pn Des.Mn e/h
139.92 -663.51 473.95 34.56 0.02604
--------------------------------------------------------

COLUMN INTERACTION: MOMENT ABOUT Y -AXIS (KN-MET)

--------------------------------------------------------
P0 Pn max P-bal. M-bal. e-bal. (MM)
3297.94 2638.35 1352.88 147.00 108.7
M0 P-tens. Des.Pn Des.Mn e/h
77.93 -663.51 473.95 99.12 0.07469
--------------------------------------------------------
Pn Mn Pn Mn (@ Z )
| 2435.40 163.91 1217.70 260.00
P0 |* 2232.45 189.92 1014.75 255.79
| * 2029.50 213.05 811.80 246.00
Pn,max|__* 1826.55 233.03 608.85 228.10
| * 1623.60 249.98 405.90 206.70
Pn | * 1420.65 260.57 202.95 178.12
NOMINAL| * Pn Mn Pn Mn (@ Y )
AXIAL| * 2435.40 93.48 1217.70 146.39
COMPRESSION| * 2232.45 107.87 1014.75 143.67
Pb|-------*Mb 2029.50 120.24 811.80 138.70
| * 1826.55 130.39 608.85 128.43

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 Thursday, May 30, 2024, 01:40 AM

___________|____*_______ 1623.60 138.30 405.90 115.65

| * M0 Mn, 1420.65 144.98 202.95 98.22
| * BENDING
P-tens|* MOMENT
|

ACI 318-11 COLUMN NO. 53 DESIGN RESULTS

===============================================

FY - 275.0 FC - 21.0 MPA, RECT SIZE - 300.0 X 500.0 MMS, TIED

ONLY MINIMUM STEEL IS REQUIRED.
AREA OF STEEL REQUIRED = 1500.0 SQ. MM

BAR CONFIGURATION REINF PCT. LOAD LOCATION PHI

----------------------------------------------------------

8 - 16 MM 1.072 44 END 0.650

(PROVIDE EQUAL NUMBER OF BARS ON EACH FACE)
TIE BAR NUMBER 10 SPACING 256.00 MM

COLUMN INTERACTION: MOMENT ABOUT Z -AXIS (KN-MET)

--------------------------------------------------------
P0 Pn max P-bal. M-bal. e-bal. (MM)
3091.13 2472.90 1439.36 231.70 161.0
M0 P-tens. Des.Pn Des.Mn e/h
95.51 -442.34 225.77 28.26 0.04470
--------------------------------------------------------

COLUMN INTERACTION: MOMENT ABOUT Y -AXIS (KN-MET)

--------------------------------------------------------
P0 Pn max P-bal. M-bal. e-bal. (MM)
3091.13 2472.90 1324.66 133.10 100.5
M0 P-tens. Des.Pn Des.Mn e/h
54.78 -442.34 225.77 14.55 0.02301
--------------------------------------------------------
Pn Mn Pn Mn (@ Z )
| 2282.68 154.56 1141.34 229.05
P0 |* 2092.46 177.83 951.12 221.23
| * 1902.23 197.27 760.89 210.10
Pn,max|__* 1712.01 213.36 570.67 193.13
| * 1521.79 226.66 380.45 166.78
Pn | * 1331.56 232.14 190.22 133.23
NOMINAL| * Pn Mn Pn Mn (@ Y )
AXIAL| * 2282.68 89.29 1141.34 131.27
COMPRESSION| * 2092.46 101.97 951.12 126.57
Pb|-------*Mb 1902.23 112.55 760.89 119.90
| * 1712.01 121.01 570.67 109.72
___________|____*_______ 1521.79 127.69 380.45 93.42
| * M0 Mn, 1331.56 132.94 190.22 74.80
| * BENDING
P-tens|* MOMENT
|

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 Thursday, May 30, 2024, 01:40 AM

ACI 318-11 COLUMN NO. 54 DESIGN RESULTS

===============================================

FY - 275.0 FC - 21.0 MPA, RECT SIZE - 300.0 X 500.0 MMS, TIED

ONLY MINIMUM STEEL IS REQUIRED.
AREA OF STEEL REQUIRED = 1500.0 SQ. MM

BAR CONFIGURATION REINF PCT. LOAD LOCATION PHI

----------------------------------------------------------

8 - 16 MM 1.072 44 END 0.650

(PROVIDE EQUAL NUMBER OF BARS ON EACH FACE)
TIE BAR NUMBER 10 SPACING 256.00 MM

COLUMN INTERACTION: MOMENT ABOUT Z -AXIS (KN-MET)

--------------------------------------------------------
P0 Pn max P-bal. M-bal. e-bal. (MM)
3091.13 2472.90 1439.36 231.70 161.0
M0 P-tens. Des.Pn Des.Mn e/h
95.51 -442.34 233.46 25.19 0.03853
--------------------------------------------------------

COLUMN INTERACTION: MOMENT ABOUT Y -AXIS (KN-MET)

--------------------------------------------------------
P0 Pn max P-bal. M-bal. e-bal. (MM)
3091.13 2472.90 1324.66 133.10 100.5
M0 P-tens. Des.Pn Des.Mn e/h
54.78 -442.34 233.46 16.18 0.02475
--------------------------------------------------------
Pn Mn Pn Mn (@ Z )
| 2282.68 154.56 1141.34 229.05
P0 |* 2092.46 177.83 951.12 221.23
| * 1902.23 197.27 760.89 210.10
Pn,max|__* 1712.01 213.36 570.67 193.13
| * 1521.79 226.66 380.45 166.78
Pn | * 1331.56 232.14 190.22 133.23
NOMINAL| * Pn Mn Pn Mn (@ Y )
AXIAL| * 2282.68 89.29 1141.34 131.27
COMPRESSION| * 2092.46 101.97 951.12 126.57
Pb|-------*Mb 1902.23 112.55 760.89 119.90
| * 1712.01 121.01 570.67 109.72
___________|____*_______ 1521.79 127.69 380.45 93.42
| * M0 Mn, 1331.56 132.94 190.22 74.80
| * BENDING
P-tens|* MOMENT
|

ACI 318-11 COLUMN NO. 55 DESIGN RESULTS

===============================================

FY - 275.0 FC - 21.0 MPA, RECT SIZE - 300.0 X 500.0 MMS, TIED

AREA OF STEEL REQUIRED = 1938.0 SQ. MM

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 Thursday, May 30, 2024, 01:40 AM

BAR CONFIGURATION REINF PCT. LOAD LOCATION PHI

----------------------------------------------------------

4 - 25 MM 1.309 82 END 0.650

(PROVIDE EQUAL NUMBER OF BARS ON EACH FACE)
TIE BAR NUMBER 10 SPACING 256.00 MM

COLUMN INTERACTION: MOMENT ABOUT Z -AXIS (KN-MET)

--------------------------------------------------------
P0 Pn max P-bal. M-bal. e-bal. (MM)
3182.41 2545.93 1379.10 270.21 195.9
M0 P-tens. Des.Pn Des.Mn e/h
113.95 -539.96 95.47 8.55 0.03200
--------------------------------------------------------

COLUMN INTERACTION: MOMENT ABOUT Y -AXIS (KN-MET)

--------------------------------------------------------
P0 Pn max P-bal. M-bal. e-bal. (MM)
3182.41 2545.93 1269.87 151.20 119.1
M0 P-tens. Des.Pn Des.Mn e/h
64.16 -539.96 95.47 69.61 0.26040
--------------------------------------------------------
Pn Mn Pn Mn (@ Z )
| 2350.09 163.45 1175.04 268.53
P0 |* 2154.25 190.42 979.20 259.60
| * 1958.41 214.56 783.36 243.51
Pn,max|__* 1762.56 235.61 587.52 220.26
| * 1566.72 254.18 391.68 189.50
Pn | * 1370.88 270.29 195.84 152.51
NOMINAL| * Pn Mn Pn Mn (@ Y )
AXIAL| * 2350.09 92.25 1175.04 150.15
COMPRESSION| * 2154.25 107.52 979.20 144.79
Pb|-------*Mb 1958.41 119.80 783.36 135.14
| * 1762.56 130.54 587.52 120.42
___________|____*_______ 1566.72 139.65 391.68 102.91
| * M0 Mn, 1370.88 147.51 195.84 83.97
| * BENDING
P-tens|* MOMENT
|

ACI 318-11 COLUMN NO. 56 DESIGN RESULTS

===============================================

FY - 275.0 FC - 21.0 MPA, RECT SIZE - 300.0 X 500.0 MMS, TIED

AREA OF STEEL REQUIRED = 1587.0 SQ. MM

BAR CONFIGURATION REINF PCT. LOAD LOCATION PHI

----------------------------------------------------------

8 - 16 MM 1.072 55 END 0.650

(PROVIDE EQUAL NUMBER OF BARS ON EACH FACE)
TIE BAR NUMBER 10 SPACING 256.00 MM

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 Thursday, May 30, 2024, 01:40 AM

COLUMN INTERACTION: MOMENT ABOUT Z -AXIS (KN-MET)

--------------------------------------------------------
P0 Pn max P-bal. M-bal. e-bal. (MM)
3091.13 2472.90 1439.36 231.70 161.0
M0 P-tens. Des.Pn Des.Mn e/h
95.51 -442.34 92.33 89.06 0.34450
--------------------------------------------------------

COLUMN INTERACTION: MOMENT ABOUT Y -AXIS (KN-MET)

--------------------------------------------------------
P0 Pn max P-bal. M-bal. e-bal. (MM)
3091.13 2472.90 1324.66 133.10 100.5
M0 P-tens. Des.Pn Des.Mn e/h
54.78 -442.34 92.33 17.25 0.06671
--------------------------------------------------------
Pn Mn Pn Mn (@ Z )
| 2282.68 154.56 1141.34 229.05
P0 |* 2092.46 177.83 951.12 221.23
| * 1902.23 197.27 760.89 210.10
Pn,max|__* 1712.01 213.36 570.67 193.13
| * 1521.79 226.66 380.45 166.78
Pn | * 1331.56 232.14 190.22 133.23
NOMINAL| * Pn Mn Pn Mn (@ Y )
AXIAL| * 2282.68 89.29 1141.34 131.27
COMPRESSION| * 2092.46 101.97 951.12 126.57
Pb|-------*Mb 1902.23 112.55 760.89 119.90
| * 1712.01 121.01 570.67 109.72
___________|____*_______ 1521.79 127.69 380.45 93.42
| * M0 Mn, 1331.56 132.94 190.22 74.80
| * BENDING
P-tens|* MOMENT
|

ACI 318-11 COLUMN NO. 57 DESIGN RESULTS

===============================================

FY - 275.0 FC - 21.0 MPA, RECT SIZE - 300.0 X 500.0 MMS, TIED

AREA OF STEEL REQUIRED = 1821.0 SQ. MM

BAR CONFIGURATION REINF PCT. LOAD LOCATION PHI

----------------------------------------------------------

4 - 25 MM 1.309 57 END 0.650

(PROVIDE EQUAL NUMBER OF BARS ON EACH FACE)
TIE BAR NUMBER 10 SPACING 256.00 MM

COLUMN INTERACTION: MOMENT ABOUT Z -AXIS (KN-MET)

--------------------------------------------------------
P0 Pn max P-bal. M-bal. e-bal. (MM)
3182.41 2545.93 1379.10 270.21 195.9
M0 P-tens. Des.Pn Des.Mn e/h
113.95 -539.96 217.19 9.74 0.01601
--------------------------------------------------------

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 Thursday, May 30, 2024, 01:40 AM

COLUMN INTERACTION: MOMENT ABOUT Y -AXIS (KN-MET)

--------------------------------------------------------
P0 Pn max P-bal. M-bal. e-bal. (MM)
3182.41 2545.93 1269.87 151.20 119.1
M0 P-tens. Des.Pn Des.Mn e/h
64.16 -539.96 217.19 78.33 0.12880
--------------------------------------------------------
Pn Mn Pn Mn (@ Z )
| 2350.09 163.45 1175.04 268.53
P0 |* 2154.25 190.42 979.20 259.60
| * 1958.41 214.56 783.36 243.51
Pn,max|__* 1762.56 235.61 587.52 220.26
| * 1566.72 254.18 391.68 189.50
Pn | * 1370.88 270.29 195.84 152.51
NOMINAL| * Pn Mn Pn Mn (@ Y )
AXIAL| * 2350.09 92.25 1175.04 150.15
COMPRESSION| * 2154.25 107.52 979.20 144.79
Pb|-------*Mb 1958.41 119.80 783.36 135.14
| * 1762.56 130.54 587.52 120.42
___________|____*_______ 1566.72 139.65 391.68 102.91
| * M0 Mn, 1370.88 147.51 195.84 83.97
| * BENDING
P-tens|* MOMENT
|

ACI 318-11 COLUMN NO. 58 DESIGN RESULTS

===============================================

FY - 275.0 FC - 21.0 MPA, RECT SIZE - 300.0 X 500.0 MMS, TIED

AREA OF STEEL REQUIRED = 1587.0 SQ. MM

BAR CONFIGURATION REINF PCT. LOAD LOCATION PHI

----------------------------------------------------------

8 - 16 MM 1.072 56 END 0.650

(PROVIDE EQUAL NUMBER OF BARS ON EACH FACE)
TIE BAR NUMBER 10 SPACING 256.00 MM

COLUMN INTERACTION: MOMENT ABOUT Z -AXIS (KN-MET)

--------------------------------------------------------
P0 Pn max P-bal. M-bal. e-bal. (MM)
3091.13 2472.90 1439.36 231.70 161.0
M0 P-tens. Des.Pn Des.Mn e/h
95.51 -442.34 99.13 89.43 0.32218
--------------------------------------------------------

COLUMN INTERACTION: MOMENT ABOUT Y -AXIS (KN-MET)

--------------------------------------------------------
P0 Pn max P-bal. M-bal. e-bal. (MM)
3091.13 2472.90 1324.66 133.10 100.5
M0 P-tens. Des.Pn Des.Mn e/h
54.78 -442.34 99.13 17.81 0.06416

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 Thursday, May 30, 2024, 01:40 AM

--------------------------------------------------------
Pn Mn Pn Mn (@ Z )
| 2282.68 154.56 1141.34 229.05
P0 |* 2092.46 177.83 951.12 221.23
| * 1902.23 197.27 760.89 210.10
Pn,max|__* 1712.01 213.36 570.67 193.13
| * 1521.79 226.66 380.45 166.78
Pn | * 1331.56 232.14 190.22 133.23
NOMINAL| * Pn Mn Pn Mn (@ Y )
AXIAL| * 2282.68 89.29 1141.34 131.27
COMPRESSION| * 2092.46 101.97 951.12 126.57
Pb|-------*Mb 1902.23 112.55 760.89 119.90
| * 1712.01 121.01 570.67 109.72
___________|____*_______ 1521.79 127.69 380.45 93.42
| * M0 Mn, 1331.56 132.94 190.22 74.80
| * BENDING
P-tens|* MOMENT
|

ACI 318-11 COLUMN NO. 73 DESIGN RESULTS

===============================================

FY - 275.0 FC - 21.0 MPA, RECT SIZE - 300.0 X 500.0 MMS, TIED

AREA OF STEEL REQUIRED = 2172.0 SQ. MM

BAR CONFIGURATION REINF PCT. LOAD LOCATION PHI

----------------------------------------------------------

12 - 16 MM 1.609 61 END 0.650

(PROVIDE EQUAL NUMBER OF BARS ON EACH FACE)
TIE BAR NUMBER 10 SPACING 256.00 MM

COLUMN INTERACTION: MOMENT ABOUT Z -AXIS (KN-MET)

--------------------------------------------------------
P0 Pn max P-bal. M-bal. e-bal. (MM)
3297.94 2638.35 1482.40 259.89 175.3
M0 P-tens. Des.Pn Des.Mn e/h
139.92 -663.51 147.19 126.06 0.30587
--------------------------------------------------------

COLUMN INTERACTION: MOMENT ABOUT Y -AXIS (KN-MET)

--------------------------------------------------------
P0 Pn max P-bal. M-bal. e-bal. (MM)
3297.94 2638.35 1352.88 147.00 108.7
M0 P-tens. Des.Pn Des.Mn e/h
77.93 -663.51 147.19 22.95 0.05567
--------------------------------------------------------
Pn Mn Pn Mn (@ Z )
| 2435.40 163.91 1217.70 260.00
P0 |* 2232.45 189.92 1014.75 255.79
| * 2029.50 213.05 811.80 246.00
Pn,max|__* 1826.55 233.03 608.85 228.10
| * 1623.60 249.98 405.90 206.70

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 Thursday, May 30, 2024, 01:40 AM

NOMINAL| * Pn Mn Pn Mn (@ Y )
AXIAL| * 2435.40 93.48 1217.70 146.39
COMPRESSION| * 2232.45 107.87 1014.75 143.67
Pb|-------*Mb 2029.50 120.24 811.80 138.70
| * 1826.55 130.39 608.85 128.43
___________|____*_______ 1623.60 138.30 405.90 115.65
| * M0 Mn, 1420.65 144.98 202.95 98.22
| * BENDING
P-tens|* MOMENT
|

ACI 318-11 COLUMN NO. 74 DESIGN RESULTS

===============================================

FY - 275.0 FC - 21.0 MPA, RECT SIZE - 300.0 X 500.0 MMS, TIED

AREA OF STEEL REQUIRED = 2172.0 SQ. MM

BAR CONFIGURATION REINF PCT. LOAD LOCATION PHI

----------------------------------------------------------

12 - 16 MM 1.609 59 END 0.650

(PROVIDE EQUAL NUMBER OF BARS ON EACH FACE)
TIE BAR NUMBER 10 SPACING 256.00 MM

COLUMN INTERACTION: MOMENT ABOUT Z -AXIS (KN-MET)

--------------------------------------------------------
P0 Pn max P-bal. M-bal. e-bal. (MM)
3297.94 2638.35 1482.40 259.89 175.3
M0 P-tens. Des.Pn Des.Mn e/h
139.92 -663.51 152.13 116.21 0.27282
--------------------------------------------------------

COLUMN INTERACTION: MOMENT ABOUT Y -AXIS (KN-MET)

--------------------------------------------------------
P0 Pn max P-bal. M-bal. e-bal. (MM)
3297.94 2638.35 1352.88 147.00 108.7
M0 P-tens. Des.Pn Des.Mn e/h
77.93 -663.51 152.13 29.62 0.06954
--------------------------------------------------------
Pn Mn Pn Mn (@ Z )
| 2435.40 163.91 1217.70 260.00
P0 |* 2232.45 189.92 1014.75 255.79
| * 2029.50 213.05 811.80 246.00
Pn,max|__* 1826.55 233.03 608.85 228.10
| * 1623.60 249.98 405.90 206.70
Pn | * 1420.65 260.57 202.95 178.12
NOMINAL| * Pn Mn Pn Mn (@ Y )
AXIAL| * 2435.40 93.48 1217.70 146.39
COMPRESSION| * 2232.45 107.87 1014.75 143.67
Pb|-------*Mb 2029.50 120.24 811.80 138.70
| * 1826.55 130.39 608.85 128.43
___________|____*_______ 1623.60 138.30 405.90 115.65
| * M0 Mn, 1420.65 144.98 202.95 98.22
| * BENDING

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 Thursday, May 30, 2024, 01:40 AM

P-tens|* MOMENT
|

ACI 318-11 COLUMN NO. 75 DESIGN RESULTS

===============================================

FY - 275.0 FC - 21.0 MPA, RECT SIZE - 300.0 X 500.0 MMS, TIED

ONLY MINIMUM STEEL IS REQUIRED.
AREA OF STEEL REQUIRED = 1500.0 SQ. MM

BAR CONFIGURATION REINF PCT. LOAD LOCATION PHI

----------------------------------------------------------

8 - 16 MM 1.072 44 END 0.650

(PROVIDE EQUAL NUMBER OF BARS ON EACH FACE)
TIE BAR NUMBER 10 SPACING 256.00 MM

COLUMN INTERACTION: MOMENT ABOUT Z -AXIS (KN-MET)

--------------------------------------------------------
P0 Pn max P-bal. M-bal. e-bal. (MM)
3091.13 2472.90 1439.36 231.70 161.0
M0 P-tens. Des.Pn Des.Mn e/h
95.51 -442.34 159.72 46.12 0.10311
--------------------------------------------------------

COLUMN INTERACTION: MOMENT ABOUT Y -AXIS (KN-MET)

--------------------------------------------------------
P0 Pn max P-bal. M-bal. e-bal. (MM)
3091.13 2472.90 1324.66 133.10 100.5
M0 P-tens. Des.Pn Des.Mn e/h
54.78 -442.34 159.72 1.88 0.00421
--------------------------------------------------------
Pn Mn Pn Mn (@ Z )
| 2282.68 154.56 1141.34 229.05
P0 |* 2092.46 177.83 951.12 221.23
| * 1902.23 197.27 760.89 210.10
Pn,max|__* 1712.01 213.36 570.67 193.13
| * 1521.79 226.66 380.45 166.78
Pn | * 1331.56 232.14 190.22 133.23
NOMINAL| * Pn Mn Pn Mn (@ Y )
AXIAL| * 2282.68 89.29 1141.34 131.27
COMPRESSION| * 2092.46 101.97 951.12 126.57
Pb|-------*Mb 1902.23 112.55 760.89 119.90
| * 1712.01 121.01 570.67 109.72
___________|____*_______ 1521.79 127.69 380.45 93.42
| * M0 Mn, 1331.56 132.94 190.22 74.80
| * BENDING
P-tens|* MOMENT
|

ACI 318-11 COLUMN NO. 76 DESIGN RESULTS

===============================================

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 Thursday, May 30, 2024, 01:40 AM

FY - 275.0 FC - 21.0 MPA, RECT SIZE - 300.0 X 500.0 MMS, TIED

AREA OF STEEL REQUIRED = 1821.0 SQ. MM

BAR CONFIGURATION REINF PCT. LOAD LOCATION PHI

----------------------------------------------------------

4 - 25 MM 1.309 61 END 0.650

(PROVIDE EQUAL NUMBER OF BARS ON EACH FACE)
TIE BAR NUMBER 10 SPACING 256.00 MM

COLUMN INTERACTION: MOMENT ABOUT Z -AXIS (KN-MET)

--------------------------------------------------------
P0 Pn max P-bal. M-bal. e-bal. (MM)
3182.41 2545.93 1379.10 270.21 195.9
M0 P-tens. Des.Pn Des.Mn e/h
113.95 -539.96 154.17 112.43 0.26045
--------------------------------------------------------

COLUMN INTERACTION: MOMENT ABOUT Y -AXIS (KN-MET)

--------------------------------------------------------
P0 Pn max P-bal. M-bal. e-bal. (MM)
3182.41 2545.93 1269.87 151.20 119.1
M0 P-tens. Des.Pn Des.Mn e/h
64.16 -539.96 154.17 20.12 0.04660
--------------------------------------------------------
Pn Mn Pn Mn (@ Z )
| 2350.09 163.45 1175.04 268.53
P0 |* 2154.25 190.42 979.20 259.60
| * 1958.41 214.56 783.36 243.51
Pn,max|__* 1762.56 235.61 587.52 220.26
| * 1566.72 254.18 391.68 189.50
Pn | * 1370.88 270.29 195.84 152.51
NOMINAL| * Pn Mn Pn Mn (@ Y )
AXIAL| * 2350.09 92.25 1175.04 150.15
COMPRESSION| * 2154.25 107.52 979.20 144.79
Pb|-------*Mb 1958.41 119.80 783.36 135.14
| * 1762.56 130.54 587.52 120.42
___________|____*_______ 1566.72 139.65 391.68 102.91
| * M0 Mn, 1370.88 147.51 195.84 83.97
| * BENDING
P-tens|* MOMENT
|

ACI 318-11 COLUMN NO. 77 DESIGN RESULTS

===============================================

FY - 275.0 FC - 21.0 MPA, RECT SIZE - 300.0 X 500.0 MMS, TIED

ONLY MINIMUM STEEL IS REQUIRED.
AREA OF STEEL REQUIRED = 1500.0 SQ. MM

BAR CONFIGURATION REINF PCT. LOAD LOCATION PHI

----------------------------------------------------------

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 Thursday, May 30, 2024, 01:40 AM

8 - 16 MM 1.072 44 END 0.650

(PROVIDE EQUAL NUMBER OF BARS ON EACH FACE)
TIE BAR NUMBER 10 SPACING 256.00 MM

COLUMN INTERACTION: MOMENT ABOUT Z -AXIS (KN-MET)

--------------------------------------------------------
P0 Pn max P-bal. M-bal. e-bal. (MM)
3091.13 2472.90 1439.36 231.70 161.0
M0 P-tens. Des.Pn Des.Mn e/h
95.51 -442.34 166.25 46.98 0.10094
--------------------------------------------------------

COLUMN INTERACTION: MOMENT ABOUT Y -AXIS (KN-MET)

--------------------------------------------------------
P0 Pn max P-bal. M-bal. e-bal. (MM)
3091.13 2472.90 1324.66 133.10 100.5
M0 P-tens. Des.Pn Des.Mn e/h
54.78 -442.34 166.25 4.98 0.01071
--------------------------------------------------------
Pn Mn Pn Mn (@ Z )
| 2282.68 154.56 1141.34 229.05
P0 |* 2092.46 177.83 951.12 221.23
| * 1902.23 197.27 760.89 210.10
Pn,max|__* 1712.01 213.36 570.67 193.13
| * 1521.79 226.66 380.45 166.78
Pn | * 1331.56 232.14 190.22 133.23
NOMINAL| * Pn Mn Pn Mn (@ Y )
AXIAL| * 2282.68 89.29 1141.34 131.27
COMPRESSION| * 2092.46 101.97 951.12 126.57
Pb|-------*Mb 1902.23 112.55 760.89 119.90
| * 1712.01 121.01 570.67 109.72
___________|____*_______ 1521.79 127.69 380.45 93.42
| * M0 Mn, 1331.56 132.94 190.22 74.80
| * BENDING
P-tens|* MOMENT
|

ACI 318-11 COLUMN NO. 78 DESIGN RESULTS

===============================================

FY - 275.0 FC - 21.0 MPA, RECT SIZE - 300.0 X 500.0 MMS, TIED

AREA OF STEEL REQUIRED = 1938.0 SQ. MM

BAR CONFIGURATION REINF PCT. LOAD LOCATION PHI

----------------------------------------------------------

4 - 25 MM 1.309 63 END 0.650

(PROVIDE EQUAL NUMBER OF BARS ON EACH FACE)
TIE BAR NUMBER 10 SPACING 256.00 MM

COLUMN INTERACTION: MOMENT ABOUT Z -AXIS (KN-MET)

--------------------------------------------------------

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 Thursday, May 30, 2024, 01:40 AM

P0 Pn max P-bal. M-bal. e-bal. (MM)

3182.41 2545.93 1379.10 270.21 195.9
M0 P-tens. Des.Pn Des.Mn e/h
113.95 -539.96 157.70 70.81 0.16036
--------------------------------------------------------

COLUMN INTERACTION: MOMENT ABOUT Y -AXIS (KN-MET)

--------------------------------------------------------
P0 Pn max P-bal. M-bal. e-bal. (MM)
3182.41 2545.93 1269.87 151.20 119.1
M0 P-tens. Des.Pn Des.Mn e/h
64.16 -539.96 157.70 51.49 0.11661
--------------------------------------------------------
Pn Mn Pn Mn (@ Z )
| 2350.09 163.45 1175.04 268.53
P0 |* 2154.25 190.42 979.20 259.60
| * 1958.41 214.56 783.36 243.51
Pn,max|__* 1762.56 235.61 587.52 220.26
| * 1566.72 254.18 391.68 189.50
Pn | * 1370.88 270.29 195.84 152.51
NOMINAL| * Pn Mn Pn Mn (@ Y )
AXIAL| * 2350.09 92.25 1175.04 150.15
COMPRESSION| * 2154.25 107.52 979.20 144.79
Pb|-------*Mb 1958.41 119.80 783.36 135.14
| * 1762.56 130.54 587.52 120.42
___________|____*_______ 1566.72 139.65 391.68 102.91
| * M0 Mn, 1370.88 147.51 195.84 83.97
| * BENDING
P-tens|* MOMENT
|

********************END OF COLUMN DESIGN RESULTS********************

352. END CONCRETE DESIGN

353. FINISH

*********** END OF THE STAAD.Pro RUN ***********

**** DATE= MAY 30,2024 TIME= 1:39:26 ****

************************************************************
* For technical assistance on STAAD.Pro, please visit *
* http://selectservices.bentley.com/en-US/ *
* *
* Details about additional assistance from *
* Bentley and Partners can be found at program menu *
* Help->Technical Support *
* *
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* http://www.bentley.com *
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