20-E. 21WB-11 BEAM REMEDIATION FLEXURE AND SHEAR CAPACITY CALCS L21 L22 L23.pdf
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- Attached to
- Broward County Judicial Court West Tower Repairs
- Solicitation number
- PNC2132739C1
- Issued by
- Broward County, Florida
About this file
This is a structural engineering calculation document prepared by AECOM for the Broward County Judicial Complex (BCJC) West Tower beam strengthening project in Florida. The document contains post-tensioned (PT) beam flexural design calculations and shear capacity analyses for beam 21WB-11 at the 5-foot position following jacking operations, dated November 14, 2025. The calculations address Level 21 beam strengthening and comply with ACI 318-19 Code References. The project scope includes field verification of existing conditions, installation of scaffolding, core drilling, surface preparation, application of FRP strengthening systems, installation of engineered structural posts and base plates from the 21st floor to roof level with required anchorage, relocation of HVAC and electrical equipment within ceiling spaces, application of corrosion protection measures, and coordination of structural inspections. All work must comply with applicable building codes and safety standards while minimizing disruption to courthouse operations.
The technical specifications detail the PT beam design parameters including low relaxation strand characteristics (0.5-inch diameter with 0.153 square inch area and 270,000 psi ultimate tensile strength), effective prestress values of 182,710 psi after losses, concrete compressive strength of 6,950 psi, and beam dimensions of 26 inches width by 30 inches total depth. The document designates four tendons positioned 15 inches from the bottom of the beam at the transfer column location, with calculations establishing the tendon centroid from the compression fiber and effective cover to mild steel flexure reinforcement of 2.5 inches. This is classified as confidential and privileged attorney-client communication documentation and represents the engineered structural solution for the fixed-price contract to repair structural beams at the Broward County Judicial Complex West Tower.
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Broward County Court House - Level 21 Beam Strengthening Calculations
Confidential and Privileged Attorney Client Communication Documents
AECOM Response
PT Beam Flexural design Calculations /21WB-11@5ft after jacking
11/14/2025
21WB-11 @5ft (transfer column location) Calculation of PT Transfer Girder flexural strength & ACI 318-19 Code References
Low relaxation Strand (0.5" dia) area 0.153 sq.in fpu(Minimum ultimate tensile strength)
270000 psi Tendon effective stress per PT shop drawings at Level 21 Final effective stress in Tendon = Tendon jacking force - total losses. See below for values considered in ETABS fse(average effective prestress after losses along length of tendon per shop dwgs)
182710 psi fpy(0.9fpu (for low relaxation strand)) 245000 psi f'c 6950 psi fy 60000 psi beta1 0.7025 # of tendons Tendon centroid from bottom of beam at post location
Aps (in^2) 0.612 in^2 4 15 in.
dp (tendon centroid @ max positive moment)from compression fiber (in.)
15 in.
eff. cover to mild steel flexure reinforcement
2.5 in.
1/21
AECOM Response
PT Beam Flexural design Calculations /21WB-11@5ft after jacking
11/14/2025
B(width of beam) (in.) 26 in.
D (Total Depth of beam) (in.) 30 in.
0.001569231
6.668 <35
Unbonded tendon tensile stress calculation (fps) (psi)
236999 psi refer to calcs in rows below
236999 psi
242710 psi
245000 psi a (compression block depth based on
PT tendons taking all loads without mild reinf)
0.94 in a = Aps*fps/ (0.85*f'c*b)
158 kip-ft Moment capacity based on post tensioned strands alone.
If Bending Moment (demand) is less than the bending moment capacity based on strands alone, only minimum mild steel reinforcement (0.004Ac) will be required
Min. flexural reinforcement for beams with post tensioned strands As, Min
1.56 in^2
Act 390 in^2 width*depth/2
Mu (Beam 21WB-11) maximum positive moment at/near column transfer location
329 k-ft Based on ETABS Model
As,min 1.56 sq.in
2/21
AECOM Response
PT Beam Flexural design Calculations /21WB-11@5ft after jacking
11/14/2025
As,Provided at bottom of beam 5.08 sq.in.
Moment Capacity based on PT + Non-PT reinforcement provided a=(Apsfps+Asfy)/ 0.85f'c*b 2.93 in.
slab thickness 7.00 in.
beff 82 in. beff = Beam width + 8*slab thickness a based T-beam flange width for positive moment
0.929 in. 1.322 Neutral axis depth from compression face a used for moment capacity 0.929 in.
phi*Mn =0.9[Apsfps(dp-a/2)+Asfy(d-a/2)]
776 k-ft Beam Reinforcement, Moment Capacity is Adequate
Based on ETABS model P-M Checks.
DCR Ratio is
0.6
3/21
AECOM Response
PT Beam Flexural design Calculations /22B-5@ PosMomExistColFaceC-3.7
11/14/2025
22B-5 @ Existing Column face(GRID C/3.7) (positive moment after jacking) Calculation of PT Transfer Girder flexural strength & ACI 318-19 Code References
Low relaxation Strand (0.5" dia) area 0.153 sq.in fpu(Minimum ultimate tensile strength)
270000 psi fse(average effective prestress after losses along length of tendon per shop dwgs)
187890 psi fpy(0.9fpu (for low relaxation strand)) 245000 psi f'c 6950 psi fy 60000 psi beta1 0.7025 # of tendons Tendon centroid from bottom of beam
Aps (in^2) 0.765 in^2 5 12.5 in.
dp (tendon centroid @ max positive moment)from compression fiber (in.)
12.5 in.
eff. cover to mild steel flexure reinforcement
2.5 in.
4/21
AECOM Response
PT Beam Flexural design Calculations /22B-5@ PosMomExistColFaceC-3.7
11/14/2025
B(width of beam) (in.) 36 in.
D (Total Depth of beam) (in.) 25 in.
0.0017
10.56 <35
Unbonded tendon tensile stress calculation (fps) (psi)
238772 psi refer to calcs in rows below
238772 psi
247890 psi
245000 psi a (compression block depth based on
PT tendons taking all loads without mild reinf)
0.86 in a = Aps*fps/ (0.85*f'c*b)
165 kip-ft Moment capacity based on post tensioned strands alone.
If Bending Moment (demand) is less than the bending moment capacity based on strands alone, only minimum mild steel reinforcement (0.004Ac) will be required
Min. flexural reinforcement for beams with post tensioned strands As, Min
1.80 in^2
Act 450 in^2 width*depth/2
Mu (Beam 22B-5) maximum positive moment at/near existing column face
528 k-ft Based on ETABS Model Moments
As,min 1.80 sq.in
5/21
AECOM Response
PT Beam Flexural design Calculations /22B-5@ PosMomExistColFaceC-3.7
11/14/2025
As,Provided at bottom of beam 4 sq.in.
Moment Capacity based on PT + Non-PT reinforcement provided a=(Apsfps+Asfy)/ 0.85f'c*b 1.99 in.
slab thickness 5.00 in.
beff 76 in. beff = Beam width + 8*slab thickness a based T-beam flange width for positive moment
0.941 in. 1.340 Neutral axis depth from compression face a used for moment capacity 0.941 in.
phi*Mn =0.9[Apsfps(dp-a/2)+Asfy(d-a/2)]
561 k-ft Beam Reinforcement, Moment Capacity is Adequate
6/21
AECOM Response
PT Beam Flexural design Calculations /22B-5@Jacking locationC-3.5
11/14/2025
22B-5 @ Jacking location - Calculation of PT Girder flexural strength & ACI 318-19 Code References
Low relaxation Strand (0.5" dia) area 0.153 sq.in fpu(Minimum ultimate tensile strength)
270000 psi fse(average effective prestress after losses along length of tendon per shop dwgs)
187890 psi fpy(0.9fpu (for low relaxation strand)) 245000 psi f'c 6950 psi fy 60000 psi beta1 0.7025 # of 0.5" dia tendons
Aps (in^2) 0.765 in^2 5
7/21
AECOM Response
PT Beam Flexural design Calculations /22B-5@Jacking locationC-3.5
11/14/2025 dp (tendon centroid @ max negative moment)from compression fiber
(in.)
12.5 in.
eff. cover to mild steel flexure reinforcement
2 in.
B(width of beam) (in.) 36 in.
D (Total Depth of beam) (in.) 25 in.
0.0017
10.56 <35
Unbonded tendon tensile stress calculation (fps) (psi)
238772 psi refer to calcs in rows below
238772 psi
247890 psi
245000 psi a (compression block depth based on
PT tendons taking all loads without mild reinf)
0.86 in a = Aps*fps/ (0.85*f'c*b)
165 kip-ft Moment capacity based on post tensioned strands alone.
If Bending Moment (demand) is less than the bending moment capacity based on strands alone, only minimum mild steel reinforcement (0.004Ac) will be required
Min. flexural reinforcement for beams with post tensioned strands As, Min
1.80 in^2
Act 450 in^2 width*depth/2
8/21
AECOM Response
PT Beam Flexural design Calculations /22B-5@Jacking locationC-3.5
11/14/2025
Mu (Beam 22B-5) maximum negative moment at Jacking location
360 k-ft Based on ETABS Model Moments
As,min 1.80 sq.in
As,Provided at top of beam near jacking location
7.62 sq.in.
Moment Capacity based on PT + Non-PT reinforcement provided a=(Apsfps+Asfy)/ 0.85f'c*b 3.01 in.
phi*Mn =0.9[Apsfps(dp-a/2)+Asfy(d-a/2)]
888 k-ft Beam Reinforcement, Moment Capacity is Adequate
9/21
AECOM Response
PT Beam Flexural design Calculations /22B-5@ COL FACE C-3
11/14/2025
22B-5 @ Column Face at Grid C/3 - Calculation of PT Girder flexural strength & ACI 318-19 Code References
Low relaxation Strand (0.5" dia) area 0.153 sq.in fpu(Minimum ultimate tensile strength)
270000 psi fse(average effective prestress after losses along length of tendon per shop dwgs)
187890 psi fpy(0.9fpu (for low relaxation strand)) 245000 psi f'c 6950 psi fy 60000 psi beta1 0.7025 # of 0.5" dia tendons
Aps (in^2) 0.765 in^2 5
10/21
AECOM Response
PT Beam Flexural design Calculations /22B-5@ COL FACE C-3
11/14/2025 dp (tendon centroid @ max negative moment)from compression fiber
(in.)
12.5 in.
eff. cover to mild steel flexure reinforcement
2 in.
B(width of beam) (in.) 36 in.
D (Total Depth of beam) (in.) 25 in.
0.0017
10.56 <35
Unbonded tendon tensile stress calculation (fps) (psi)
238772 psi refer to calcs in rows below
238772 psi
247890 psi
245000 psi a (compression block depth based on
PT tendons taking all loads without mild reinf)
0.86 in a = Aps*fps/ (0.85*f'c*b)
165 kip-ft Moment capacity based on post tensioned strands alone.
If Bending Moment (demand) is less than the bending moment capacity based on strands alone, only minimum mild steel reinforcement (0.004Ac) will be required
Min. flexural reinforcement for beams with post tensioned strands As, Min
1.80 in^2
Act 450 in^2 width*depth/2
11/21
AECOM Response
PT Beam Flexural design Calculations /22B-5@ COL FACE C-3
11/14/2025
Mu (Beam 22B-5) maximum negative moment at column face at grid C/3 location
220 k-ft Based on ETABS Model Moments
As,min 1.80 sq.in
As,Provided at top of beam near column at C/3
7.62 sq.in.
Moment Capacity based on PT + Non-PT reinforcement provided a=(Apsfps+Asfy)/ 0.85f'c*b 3.01 in.
phi*Mn =0.9[Apsfps(dp-a/2)+Asfy(d-a/2)]
888 k-ft Beam Reinforcement, Moment Capacity is Adequate
12/21
AECOM Response
PT Beam Flexural design Calculations /23B-9@ Mom Exist Col Face C-3.7
11/14/2025
23B-9 @ Existing Column Face (C/3.7 grid Intersection)( moment after jacking) Calculation of flexural strength & ACI 318-19 Code References f'c 6950 psi fy 60000 psi beta1 0.7025 eff. cover to mild steel flexure reinforcement
2.5 in.
B(width of beam) (in.) 30 in.
D (Total Depth of beam) (in.) 48 in.
Mu (Beam 23B-9) maximum negative moment at/near existing column face
Grid C/3.7
1950 k-ft Based on ETABS Model Moments
As,Provided at top of beam at column C/3.7
16 sq.in.
Moment Capacity based on PT + Non-PT reinforcement provided a=(Asfy)/ 0.85f'c*b 5.42 in.
a used for moment capacity 5.417 in.
phi*Mn =0.9[Asfy(d-a/2)] 3081 k-ft Beam Reinforcement, Moment Capacity is Adequate
DCR from P-M interaction 0.625 see below for reference
13/21
AECOM Response
PT Beam Flexural design Calculations /23B-9@ Mom Exist Col Face C-3.7
11/14/2025
14/21
AECOM Response
PT Beam Flexural design Calculations /23B-9@ Mom Exist Col Face C-3.7
15/21
AECOM Response
PT Beam Flexural design Calculations /23B-9@ Mom new post Face C-3.5
11/14/2025
23B-9 @ New Post Face (C/3.5 grid Intersection)( moment after jacking) Calculation of flexural strength & ACI 318-19 Code References f'c 6950 psi fy 60000 psi beta1 0.7025 eff. cover to mild steel flexure reinforcement
2.5 in.
B(width of beam) (in.) 30 in.
D (Total Depth of beam) (in.) 48 in.
Mu (Beam 23B-9) maximum negative moment at/near NEW pipe column face Grid C/3.5
967 k-ft Based on ETABS Model Moments
As,Provided at top of beam at column C/3.5
5 sq.in. 3 sq.in steel excluded to take tension force of 134 kips in the beam.
Conservatively taken only 8-#9 bars instead of 16-#9 present with full development length available at new post face Grid C/3.5. See shop drawings below for details
Moment Capacity based on PT + Non-PT reinforcement provided a=(Asfy)/ 0.85f'c*b 1.69 in.
a used for moment capacity 1.693 in.
phi*Mn =0.9[Asfy(d-a/2)] 1005 k-ft Beam Reinforcement, Moment Capacity is Adequate
16/21
AECOM Response
PT Beam Flexural design Calculations /23B-9@ Mom new post Face C-3.5
17/21
AECOM Response
PT Beam Flexural design Calculations /23B-9@ Mom new post Face C-3.5
18/21
AECOM Response
PT Beam Flexural design Calculations /Shear DCR
11/14/2025
BEAM BEAM
Beam
Length
TENDON
PROPER
TIES
Station
(ft)
Design
Combinati on
Story
Level
Beam
Unique ID Name
Width
(in)
Depth
(in) Length (ft)
Tendon
Unique ID F'c (psi) Vu (kips) Mu (kip.ft) Vci (kips) Vcw (kips)
Vc per
ACE318-
22.5.6.3
VcptA_ACI
318_19_22
_5_6_2
Vc (kips)
Vs required
(kips)
Shear
Reinf
Provided
(in^2/ft)
Asv,DCR Vs,Prov phi*(Vc+V
s) DCR Notes
T.O. COOLING TOWER7833 23B-9 30 48 16.67 No Tendon 6950 1.08 LRFD_1.2D+1L+1.6RWDI4+PT - 196.4 690.8 116.7 236.1 116.7 280.9 216.1 0.0 0.22 1.71 50.05 199.6 0.48
T.O. COOLING TOWER7833 23B-9 30 48 16.67 No Tendon 6950 2.99 LRFD_1.2D+1L+1.6RWDI4+PT - 199.9 504.0 116.7 236.1 116.7 280.9 216.1 0.0 0.22 1.71 50.05 199.6 0.5
T.O. COOLING TOWER7833 23B-9 30 48 16.67 No Tendon 6950 4.89 LRFD_1.2D+1L+1.6RWDI4+PT - 1103.3 310.8 116.7 236.1 116.7 280.9 216.1 0.0 0.22 1.71 50.05 199.6 0.52
T.O. COOLING TOWER7833 23B-9 30 48 16.67 No Tendon 6950 6.79 LRFD_1.2D+1L+1.6RWDI4+PT - 1106.7 111.0 116.7 236.1 116.7 280.9 216.1 0.0 0.22 1.71 50.05 199.6 0.53
T.O. COOLING TOWER7833 23B-9 30 48 16.67 No Tendon 6950 8.70 LRFD_1.2D+1L+1.6RWDI4+PT - 1110.1 -95.3 116.7 236.1 116.7 280.9 216.1 0.0 0.22 1.71 50.05 199.6 0.55
T.O. COOLING TOWER7833 23B-9 30 48 16.67 No Tendon 6950 10.60 LRFD_1.2D+1L+1.6RWDI4+PT - 1113.6 -308.1 116.7 236.1 116.7 280.9 216.1 0.0 0.22 1.71 50.05 199.6 0.57
T.O. COOLING TOWER7833 23B-9 30 48 16.67 No Tendon 6950 12.50 LRFD_1.2D+1L+1.6RWDI4+PT - 1117.0 -527.4 116.7 236.1 116.7 280.9 216.1 0.0 0.22 1.71 50.05 199.6 0.59
T.O. COOLING TOWER7833 23B-9 30 48 16.67 No Tendon 6950 14.40 LRFD_1.2D+1L+1.6RWDI4+PT - 1120.4 -753.3 116.7 236.1 116.7 280.9 216.1 0.0 0.22 1.71 50.05 199.6 0.6
T.O. COOLING TOWER7833 23B-9 30 48 16.67 No Tendon 6950 16.31 LRFD_1.2D+1L+1.6RWDI4+PT - 1123.8 -985.7 116.7 236.1 116.7 280.9 216.1 0.0 0.22 1.71 50.05 199.6 0.62
T.O. COOLING TOWER7834 23B-9E 30 48 5 No Tendon 6950 0.36 LRFD_0.9D+1.6RWDI13+PT - 1-36.4 -647.1 116.7 236.1 116.7 280.9 216.1 0.0 0.22 0 50.05 199.6 0.18
T.O. COOLING TOWER7834 23B-9E 30 48 5 No Tendon 6950 2.18 LRFD_0.9D+1.6RWDI13+PT - 1-33.9 -583.1 116.7 236.1 116.7 280.9 216.1 0.0 0.22 0 50.05 199.6 0.17
T.O. COOLING TOWER7834 23B-9E 30 48 5 No Tendon 6950 4.00 LRFD_0.9D+1.6RWDI13+PT - 1-31.5 -523.6 116.7 236.1 116.7 280.9 216.1 0.0 0.22 0 50.05 199.6 0.16
MECH ROOF 1517 22B-5 36 25 21.67 1540005 6950 1.08 LRFD_1.2D+1.6Lr+0.8RWDI5+PT - 1-72.1 -213.5 153.0 275.4 153.0 337.6 153.0 0.0 0.53 0.03 59.62 159.46 0.45
MECH ROOF 1517 22B-5 36 25 21.67 1540005 6950 2.67 LRFD_1.2D+1.6Lr+0.8RWDI5+PT - 1-70.7 -101.1 163.9 275.4 163.9 337.6 163.9 0.0 0.53 0.03 59.62 167.66 0.42
MECH ROOF 1517 22B-5 36 25 21.67 1540005 6950 3.75 LRFD_1.2D+1.6Lr+1.0L - 1-38.0 -36.0 1135.9 275.4 275.4 337.6 275.4 0.0 0.53 0 59.62 251.25 0.15
MECH ROOF 1517 22B-5 36 25 21.67 1540005 6950 4.84 LRFD_1.2D+1.6Lr+1.0L - 1-37.0 4.7 1324.0 275.4 275.4 337.6 275.4 0.0 0.53 0 59.62 251.25 0.15
MECH ROOF 1517 22B-5 36 25 21.67 1540005 6950 5.93 LRFD_1.2D+1.6Lr+1.0L - 1-33.8 -13.9 952.4 275.4 275.4 337.6 275.4 0.0 0.53 0 59.62 251.25 0.13
MECH ROOF 1517 22B-5 36 25 21.67 1540005 6950 7.01 LRFD_1.2D+1.6Lr+1.0L - 1-32.8 22.2 218.4 275.4 218.4 337.6 218.4 0.0 0.53 0 59.62 208.54 0.16
MECH ROOF 1517 22B-5 36 25 21.67 1540005 6950 8.67 LRFD_1.2D+1L+1.6RWDI4+PT - 143.7 31.2 735.1 275.4 275.4 337.6 275.4 0.0 0.53 0 59.62 251.25 0.17
MECH ROOF 1517 22B-5 36 25 21.67 1540005 6950 9.78 LRFD_1.2D+1L+1.6RWDI4+PT - 144.7 -17.8 8210.4 275.4 275.4 337.6 275.4 0.0 0.53 0 59.62 251.25 0.18
MECH ROOF 1517 22B-5 36 25 21.67 1540005 6950 10.89 LRFD_1.2D+1L+1.6RWDI4+PT - 146.2 -38.2 333.0 275.4 275.4 337.6 275.4 0.0 0.53 0 59.62 251.25 0.18
MECH ROOF 1517 22B-5 36 25 21.67 1540005 6950 11.99 LRFD_1.2D+1L+1.6RWDI4+PT - 147.2 -90.1 144.3 275.4 144.3 337.6 144.3 0.0 0.53 0 59.62 152.93 0.31
MECH ROOF 1517 22B-5 36 25 21.67 1540005 6950 13.10 LRFD_1.2D+1L+1.6RWDI4+PT - 148.4 -114.8 120.6 275.4 120.6 289.3 120.6 0.0 0.53 0.03 59.62 135.15 0.36
MECH ROOF 1517 22B-5 36 25 21.67 1540005 6950 14.67 LRFD_1.2D+1L+1.6RWDI4+PT - 191.9 -177.9 140.2 275.4 140.2 337.6 140.2 0.0 0.53 0.03 59.62 149.9 0.61
MECH ROOF 1517 22B-5 36 25 21.67 1540005 6950 15.32 LRFD_1.2D+1L+1.6RWDI4+PT - 192.5 -238.4 117.8 275.4 117.8 269.7 117.8 5.5 0.53 0.09 59.62 133.09 0.7
MECH ROOF 1517 22B-5 36 25 21.67 1540005 6950 16.67 LRFD_1.4D-1+PT Final - 1-243.7 -358.8 179.8 275.4 179.8 337.6 179.8 145.1 4 2.43 450 472.35 0.52
MECH ROOF 1517 22B-5 36 25 21.67 1540005 6950 17.44 LRFD_1.2D+1.6Lr+1.0L - 1-229.3 -270.9 214.4 275.4 214.4 337.6 214.4 91.4 4 1.53 450 498.27 0.46
MECH ROOF 1517 22B-5 36 25 21.67 1540005 6950 18.49 LRFD_1.4D-1+PT Final - 1-247.9 16.6 4663.7 275.4 275.4 337.6 275.4 55.2 4 0.93 450 544.04 0.46
MECH ROOF 1517 22B-5 36 25 21.67 1540005 6950 19.55 LRFD_1.2D+1L+1.6RWDI5+PT - 1-245.6 321.7 195.0 275.4 195.0 337.6 195.0 132.5 4 2.22 450 483.78 0.51
MECH ROOF 1517 22B-5 36 25 21.67 1540005 6950 20.67 LRFD_1.2D+1L+1.6RWDI5+PT - 1-246.1 527.2 140.0 275.4 140.0 329.8 140.0 188.2 0.53 3.16 59.62 149.68 1.64
LEVEL 21 2526 21WB-11 26 30 16.67 2529011 6950 1.08 LRFD_1.4D-1+PT Final - 1-111.8 -66.8 851.8 236.1 236.1 292.6 236.1 0.0 0.44 0.04 60.5 222.42 0.5
LEVEL 21 2526 21WB-11 26 30 16.67 2529011 6950 2.50 LRFD_1.4D-1+PT Final - 1-110.4 90.7 186.2 236.1 186.2 292.6 186.2 0.0 0.44 0.04 60.5 185.03 0.6
LEVEL 21 2526 21WB-11 26 30 16.67 2529011 6950 4.00 LRFD_1.4D-1+PT Final - 1-103.8 201.0 154.9 236.1 154.9 292.6 154.9 0.0 0.44 0.04 60.5 161.51 0.64
LEVEL 21 2526 21WB-11 26 30 16.67 2529011 6950 5.00 LRFD_1.4D-1+PT Final - 1-72.6 257.3 193.1 236.1 193.1 208.4 193.1 0.0 0.44 0.04 60.5 190.18 0.38
LEVEL 21 2526 21WB-11 26 30 16.67 2529011 6950 6.25 LRFD_1.2D+1L+1.6RWDI12+PT - 168.6 243.5 99.5 236.1 99.5 208.1 117.0 0.0 0.44 0.04 60.5 133.16 0.52
LEVEL 21 2526 21WB-11 26 30 16.67 2529011 6950 7.50 LRFD_1.2D+1L+1.6RWDI12+PT - 171.1 199.6 109.6 236.1 109.6 253.8 117.0 0.0 0.44 0.04 60.5 133.16 0.53
LEVEL 21 2526 21WB-11 26 30 16.67 2529011 6950 8.75 LRFD_1.4D-1+PT Final - 144.4 129.2 99.5 236.1 99.5 246.4 117.0 0.0 0.44 0.04 60.5 133.16 0.33
LEVEL 21 2526 21WB-11 26 30 16.67 2529011 6950 10.00 LRFD_1.2D+1L+1.6RWDI12+PT - 1109.1 91.2 994.0 236.1 236.1 292.6 236.1 0.0 0.44 0.04 60.5 222.42 0.49
LEVEL 21 2526 21WB-11 26 30 16.67 2529011 6950 11.23 LRFD_1.2D+1L+1.6RWDI12+PT - 1110.1 -43.3 485.8 236.1 236.1 292.6 236.1 0.0 0.44 0.04 60.5 222.42 0.5
LEVEL 21 2526 21WB-11 26 30 16.67 2529011 6950 12.46 LRFD_1.2D+1L+1.6RWDI12+PT - 1111.5 -80.5 242.4 236.1 236.1 292.6 236.1 0.0 0.44 0.04 60.5 222.42 0.5
LEVEL 21 2526 21WB-11 26 30 16.67 2529011 6950 13.69 LRFD_1.2D+1L+1.6RWDI12+PT - 1112.5 -218.4 140.7 236.1 140.7 292.6 140.7 9.3 0.44 0.16 60.5 150.91 0.75
LEVEL 21 2526 21WB-11 26 30 16.67 2529011 6950 14.92 LRFD_1.2D+1L+1.6RWDI12+PT - 1128.4 -281.2 133.7 236.1 133.7 292.6 133.7 37.6 0.44 0.63 60.5 145.63 0.88
LEVEL 21 2526 21WB-11 26 30 16.67 2529011 6950 15.58 LRFD_1.2D+1L+1.6RWDI12+PT - 1129.0 -367.3 113.9 236.1 113.9 250.8 117.0 54.9 0.44 0.92 60.5 133.16 0.97
Beam Section
Continuous 3/8" web plates on both sides of beam web included
DESIGN
COMBINATION
FORCES DESIGN RESULTS
19/21
AECOM Response
PT Beam Flexural design Calculations /column at Grid C-3.7 tension
11/14/2025
Existing Column P-M Checks (C/3.7 grid Intersection)( moment after jacking) Calculation of Axial- flexural Interaction strength & ACI 318-19 Code References
Column will be in tension when the beam at level 21 , 21WB-11 unloaded by the jacking force applied at Grid C/3.5 between Level 21 &22.
Shop drawings indicate the column longitudinal reinforcement is fully lap spliced to transfer tension between Levels 21 to 23. See refernces below
Max. column DCR = 0.66 < 1.0
Based on ETABS Model Moments
Beam Reinforcement, Capacity not adequate
.6
20/21
AECOM Response
PT Beam Flexural design Calculations /column at Grid C-3.7 tension
21/21
File details come from the government source that posted it. Updated .