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Site #817 Neilson Road over CPR, City of Toronto, Ontario
BRIDGE CHECK CANADA Ltd.Pioneer in bridge inspection
Photo P69 – South West Wingwall (good condition – crack and light scaling)
Photo P70 – North East Retaining Wall (good condition – cracks)
199 of 265
Site #817 Neilson Road over CPR, City of Toronto, Ontario
BRIDGE CHECK CANADA Ltd.Pioneer in bridge inspection
Photo P71 – South East Retaining Wall (good condition – crack)
Photo P72 – Pier #1‐ East Face (good condition ‐ crack)
200 of 265
Site #817 Neilson Road over CPR, City of Toronto, Ontario
BRIDGE CHECK CANADA Ltd.Pioneer in bridge inspection
Photo P73 – Pier #1‐ West Face (good condition ‐ crack)
Photo P74 – Pier #1 Expansion Andre Rotaflon Bearing – Column A (fair to good condition – light corrosion, rust jaking)
201 of 265
Site #817 Neilson Road over CPR, City of Toronto, Ontario
BRIDGE CHECK CANADA Ltd.Pioneer in bridge inspection
Photo P75 – Pier #1 Expansion Andre Rotaflon Bearing – column B (good condition – light corrosion)
Photo P76 – Pier #1 Expansion Andre Rotaflon Bearing – column C (good condition – light corrosion)
202 of 265
Site #817 Neilson Road over CPR, City of Toronto, Ontario
BRIDGE CHECK CANADA Ltd.Pioneer in bridge inspection
Photo P77 – Pier #1 Expansion Andre Rotaflon Bearing – column D (good condition – light corrosion)
Photo P78 –Pier #2‐ East Face (good condition)
203 of 265
Site #817 Neilson Road over CPR, City of Toronto, Ontario
BRIDGE CHECK CANADA Ltd.Pioneer in bridge inspection
Photo P79 – Pier #2‐ West Face (good condition)
Photo P80 – Pier #2 Fixed Andre Rota Bearing – column E (good condition)
204 of 265
Site #817 Neilson Road over CPR, City of Toronto, Ontario
BRIDGE CHECK CANADA Ltd.Pioneer in bridge inspection
Photo P81 – Pier #2 Fixed Andre Rota Bearing – column F (good condition)
Photo P82 – Pier #2 Fixed Andre Rota Bearing – column G (good condition)
205 of 265
Site #817 Neilson Road over CPR, City of Toronto, Ontario
BRIDGE CHECK CANADA Ltd.Pioneer in bridge inspection
Photo P83 – Pier #2 Fixed Andre Rota Bearing – column H (good condition)
Photo P84 –Pier #3‐ East Face (good condition – medium scaling)
206 of 265
Site #817 Neilson Road over CPR, City of Toronto, Ontario
BRIDGE CHECK CANADA Ltd.Pioneer in bridge inspection
Photo P85 – Pier #3‐ West Face (good condition – medium scaling)
Photo P86 – Pier #3 Expansion Andre Rotaflon Bearing – column J (fair to good condition – light corrosion and rust jacking)
207 of 265
Site #817 Neilson Road over CPR, City of Toronto, Ontario
BRIDGE CHECK CANADA Ltd.Pioneer in bridge inspection
Photo P87 – Pier #3 Expansion Andre Rotaflon Bearing – column K (fair to good condition – light corrosion and rust jacking)
Photo P88 – Pier #3 Expansion Andre Rotaflon Bearing – column L (fair to good condition – light corrosion and rust jacking)
208 of 265
Site #817 Neilson Road over CPR, City of Toronto, Ontario
BRIDGE CHECK CANADA Ltd.Pioneer in bridge inspection
Photo P89 – Pier #3 Expansion Andre Rotaflon Bearing – column M (fair to good condition – light corrosion and rust jacking)
Photo P90 – East Slope (fair condition – soil erosion)
209 of 265
Site #817 Neilson Road over CPR, City of Toronto, Ontario
BRIDGE CHECK CANADA Ltd.Pioneer in bridge inspection
Photo P91 – West Slope Paving (fair to good condition – cracks)
Photo P92 – Utility Duct at South Barrier wall
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Site #817 Neilson Road over CPR, City of Toronto, Ontario
BRIDGE CHECK CANADA Ltd.Pioneer in bridge inspection
Photo P93 – Utility Duct at North Sidewalk
Photo P94 – Inside Core C1
211 of 265
Site #817 Neilson Road over CPR, City of Toronto, Ontario
BRIDGE CHECK CANADA Ltd.Pioneer in bridge inspection
Photo P95 – Inside Core C12 (East Approach)
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200 Viceroy Road, Unit 4, Vaughan, ON L4K 3N8 Tel: 905‐660‐6608 Fax: 905‐660‐6609 www.Bridgecheckcanada.com [email protected]
BRIDGE CHECK CANADA Ltd.Pioneer in bridge inspection
14/ Laboratory Test Results
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200 Viceroy Road, Unit 4, Vaughan, ON L4K 3N8 Tel: 905‐660‐6608 Fax: 905‐660‐6609 www.Bridgecheckcanada.com [email protected]
BRIDGE CHECK CANADA Ltd.Pioneer in bridge inspection
AIR VOID TEST RESULTS (Modified Point Count – ASTM C457, Procedure B)
Project No.: BCC15006
Site No.:
Location: Bridge 817 Neilson Road, Toronto, ON.
Core ID
C4
C10 C22 - - -
Lab No.
- - -
Air Content (%) 6.1 4.8 4.3 - - -
Specific Surface (mm-1) 33.4 37.4 36.6 - - -
Spacing Factor (mm)
0.090
0.117 0.119 - - -
Length of Traverse (mm) 3517.8 3400.0 3402.5 - - -
Area Traversed (mm2) 968.8 825.0 852.5 - - -
Number of Stops 1353 1360 1361 - - -
No. of Voids per mm 0.507 0.447 0.397 - - -
Paste-Air Ratio 3.01 4.40 4.39 - - -
Paste Content (%) 18.3 21.0 19.0 - - -
Aggregate Content (%) 75.6 74.2 76.7 - - -
Tested By: Jonathan Pusic
Date Tested: July 1, 2015.
____________________________________________
Savio DeSouza, M.A.Sc., P.Eng. Senior Principal Engineer
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200 Viceroy Road, Unit 4, Vaughan, ON L4K 3N8 Tel: 905-660-6608 Fax: 905-660-6609 www.Bridgecheckcanada.com [email protected]
BRIDGE CHECK CANADA Ltd. Pioneer in bridge inspection
TOTAL CHLORIDE ION CONTENT (Testing Method: MTO LS – 417)
Project No.: BCC15006
Site No.: 817
Location: Neilson Road, Toronto, ON
Core ID Lab No. Horizon from the Top of the Core
(mm)
Chloride Ion Content (%)
Chloride Ion Content Corrected for Background*
(%)
C3 L15-0265
0-10 20-30 40-50 60-70 80-90
100-110
0.039 0.038 0.038 0.037 0.034 0.027
0.029 0.028 0.028 0.027 0.024 0.017
C5 L15-0267
0-10 20-30 40-50 60-70 80-90
0.033 0.026 0.024 0.023 0.021
0.023 0.016 0.014 0.013 0.011
C11 L15-0269
0-10 20-30 40-50 60-70 80-90
0.044 0.039 0.038 0.031 0.027
0.034 0.029 0.028 0.021 0.017
C17 L15-0270
0-10 20-30 40-50 60-70 80-90
0.028 0.027 0.021 0.021 0.010
0.018 0.017 0.011 0.011 0.000
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200 Viceroy Road, Unit 4, Vaughan, ON L4K 3N8 Tel: 905-660-6608 Fax: 905-660-6609 www.Bridgecheckcanada.com [email protected]
BRIDGE CHECK CANADA Ltd. Pioneer in bridge inspection
Core ID Lab No. Horizon from the Top of the Core
(mm)
Chloride Ion Content (%)
Chloride Ion Content Corrected for Background*
(%)
C28 L15-0272
0-10 20-30 40-50 60-70 80-90
0.030 0.025 0.023 0.022
0.020
0.020 0.015 0.013 0.012 0.010
C33 L15-0273
0-10 20-30 40-50 60-70 80-90
0.033 0.029 0.029 0.023 0.020
0.023 0.019 0.019 0.013 0.010
C36 L15-0274
0-10 20-30 40-50 60-70 80-90
0.034 0.025 0.023 0.020 0.019
0.024 0.015 0.013 0.010 0.009
C39 L15-0276
0-10 20-30 40-50 60-70 80-90
0.025 0.025 0.025 0.022 0.019
0.015 0.015 0.015 0.012 0.009
*Background chloride = 0.010%
**The threshold of chloride ion generally regarded to be able to initiate reinforcing bar corrosion is 0.025%.
Tested By: Oleksii Proskurin
Date Tested: July 2, 2015
____________________________________________ Savio DeSouza, M.A.Sc., P.Eng. Senior Principal Engineer
216 of 265
COMPRESSIVE STRENGTH CORES TEST REPORT
Date:
Project: Report No.
Concrete Supplier: Plant Location:
Type of Work: Location of Pour:
Truck Number: Ticket Number: Load No. NA
Time Batched: Time Tested:
Cylinders Cast by: Coring Company:
Specified Slump (mm) Measured Slump (mm)
Specified Air(%): Measured Air (%):
Concrete Temp. (0C): Air Temp. (
0C):
Aggregate Size (mm):
Type of Admixture:
Set# NR Specified 28 Day Strength (MPa.) NR
Core No. Date Cast Date CoredMoisture
ConditionDate Tested Days
Core
Diameter
(mm)
Core Length
(mm)
Load
(N)
Corrected
Strength
(MPa.)
Core (C2) NR NR Dry 06-Jul NR 95.0 141 509536 68.9
Core (C37) NR NR Dry 06-Jul NR 95.0 190 256988 38.7
NA
Notes:
The testing has been performed in accordance with the current CSA standard A23.2-14C
NA
NA
NA
NR
20
NR
Density of Core C37= 2360 kg/m3
Contractor:
Average Strength:
NR
NR
Bridge 817
NA
Density of Core C2= 2343 kg/m3
NR
NR
NR
NR
Adam Costello
Bare Contracting Services Ltd.385 Admiral Blvd., Unit 19
Mississauga, Ontario L5T 2M8
Tel: (905) 564-2273
BCC-14
Neilson Rd., Toronto, Ontario
BCCPA15006 NR
NA
NR
Bridge Check Canada
Fax: (905) 564-2242
July 6, 2015
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200 Viceroy Road, Unit 4, Vaughan, ON L4K 3N8 Tel: 905‐660‐6608 Fax: 905‐660‐6609 www.Bridgecheckcanada.com [email protected]
BRIDGE CHECK CANADA Ltd.Pioneer in bridge inspection
15/ General Arrangement Drawing
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200 Viceroy Road, Unit 4, Vaughan, ON L4K 3N8 Tel: 905‐660‐6608 Fax: 905‐660‐6609 www.Bridgecheckcanada.com [email protected]
BRIDGE CHECK CANADA Ltd.Pioneer in bridge inspection
16/ Drawings
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AP
PE
ND
IX B
– S
tructu
ral E
va
lua
tion
Re
po
rt
229 of 265
Prepared By: M.Botros, P.Eng Neilson Road Bridge
East Bound StructureW.O. # 3215044
POST TENSION-SECTION DESIGN CHBDC
817 Neilson Road Bridge (East Bound) W.O # 3215044 Section @ 8.85277 m For MAX Stress 32 Cover
Concrete Resistance Factor Øc 0.75 63 2 MIN 15 M @ 450 = 6400 mm2
51 mm
Re-bar Resistance Factor Øs 0.90 Compressed Face 15 M @ 300 = 0 mm2
38 mm
Press. Tendon Resis. Factor Øp 0.95 0 Transverse bar dia 15 M
Concrete Strength SLS/Trns f'c/fci'(MPa) 34.473 30 d'= 73 b1= 14478
Re-bar Yield Strength Fy(MPa) 345
Press. Yield Strength Fpy(MPa) 1488 dp'= 250
Press. Specified Strength Fpu(MPa) 1860 hf1= 178
Concrete Ec (MPa) 27752 Aps' y = 325
Re-bar Es (MPa) 200000 dp= 463.882 d=
Type of press.(1:L-R-strends,2:H-S-bars) 1 ds= 600 bw= 13868.4 660.4
Press. Ep (MPa) 195000 LL Perm davg = 491 n duct = 14 335
Factored moment Mf (kN.m) 7608 3591 4015 Aps d = 82.55
Service moment Ms (kN.m)/Mtrns 6537
Service Normal Force Ns (KN) 0.000023 hf2= 152
Factored Normal Force Nf (KN) 0.00002416 Tensile Face
Factored shear Vf (KN) 1769 955 771 b2= 13258.8 Transverse bar dia 15 M
Effec Pres.of tension @SLS/Trns fse (Mpa) 1100 0 Cover
Area of Press. Of tension side Aps(mm2) 23520 14.00 12 /15 15 M @ 300 = 0 mm
238 mm
Effective Pres. of comp. side fse' (Mpa) 1250 No of Tendons No of Strands 15 M @ 450 = 5800 mm2
38 mm
Area of Press. Of comp. side Aps'(mm2) 0 0 0 /13 29 : Input Data
Area of Tensile re-bars As(mm2) 5800
Area of Compress re-bars As'(mm2) 6400 Bridge Length = 67.06 m *If it's rectangular section, input hf1=h,
Concrete Density KN/m3 γc = 24.5 Abutment Diaphragm = 3.048 m bw=b1 and hf2=0.
1.Design for S.L.S Pier Diaphragm = 4.572 m
Total area of section A (mm2) 9.320E+06 Span 1 = 14.6304 m Span 3 = 18.8976 m
Location of neutral axis y (mm) 325 Span 2 = 18.8976 m Span 4 = 14.616 m
Moment of Inertia I (mm4) 3.357E+11 Max Min
Stress on Top side @ SLS σt(Mpa) 5.641 Compression OK Mf 7608 2291 7608
Allowable Comp stress [σc](Mpa) 20.684 σtop < 0.6 fc OK Nf 0.000 0.000 0
Stress in Bottom Side @SLS σb(Mpa) -0.173 Tension OK Vf 1769 528 1769
Allowable Tensile stress [σt](Mpa) -2.349 σbot < fcr OK
9
1 6/25/2015
230 of 265
Prepared By: M.Botros, P.Eng Neilson Road Bridge
East Bound StructureW.O. # 3215044
POST TENSION-SECTION DESIGN CHBDC
817 Neilson Road Bridge (East Bound) W.O # 3215044 Section @ 8.85277 m For MAX Stress 32 Cover
9
2.Design for U.L.S - Flexural
Factor β1 0.8838175 Factor α1 0.7982905
Factor Kp 0.3
The value c/dp (M+/M-) 0.30 0.3014433 The section is properly reinforced
Tendon allowable stress at U.L.S fps(Mpa) 1692 Mf = 7608 Mr + = 16086 Mr - = -6069 16085.703
The value (b-bw) (mm) 609.6 -609.6 ductile Check of minimum reinforcement CHBDC 8.8.4.3 & 8.8.4.4
The value a (M+ / M-) (mm) = 124 126 brittle 16086 Mcr = -14364 KN.m fpe = 6.350
Factored Flexural Resistance Mr+(KN.M) = 16086 Mr > Mf ~ 7608 OK. 39897
Factored Flexural Resistance Mr-(KN.M) = 6069 Compare with Mr + 36441
3.Design for Shear @ section of deck 6069
Factored shear, Vf= 1769 0.20Øcfcrbvdv+0.5ØpVp = 2719 > Vf ---No need to add Stirrups
ØpVp= 888 tendon slope _ deg.= -2.07 ° from (m) To (m) Size Spacing (mm) # legs As
Nf (Tension +ve)= 0.000 0 3.048 15 M 300 0
Mf (Hogging +ve) associated with Vf= 0 3.048 28.194 15 M 300 0
bv = 13579 8.9.1.6 28.194 32.766 15 M 300 0
dv = 475 32.766 68.275 15 M 300 0
Nominal shear stress (MPa) 0.134 68.2752 73.762 15 M 300 0
Allowable shear stress (Mpa) 6.464 > 0.25 Øc f'c = 0.134 OK CHBDC 8.9.3.5 73.7616 115.214 15 M 300 0fpo =0.7 fpu (MPa) = 1302 8.9.3.8.(c) 115.2144 120.7008 15 M 300 0
Minimum Reinforcement req Av > 0.15fcr(bvs/fy) CHBDC 8.9.2.3 Sze = 120.7008 153.0096 15 M 300 0
0.15fcr(bvs/fy) = 4160 > 0 Sze to be calculated according to 8.9.3.6475.488 153.0096 156.0576 15 M 300 0
Longitudinal strain εx = -0.00120 -ve, try add "EC*Act" to the denomenator 0.003bwSz= 1978.277 # side bares = 0
-0.00003 still < 0 take it = 00.00000 β = 0.352 θ = 31.0° Asb(15M) = 0
Concrete shear resistance Vc (KN) 10021 14.6304 6.2345757 4482.623 -10062.25
No of stirrup legs 0 14.6304 -0.329561 -4516.226 10062.247
Shear bar Size= 15 M 33.528 6.2345757 4482.623 -10062.25
Shear bar area (mm2) 0 33.528 -0.329561 -4516.226 10062.247
Spacing of stirrup (mm) 300 Minimum Stirrups Spacing = 356.616 CHBDC 8.14.6 52.4256 6.2345757 4482.623 -10062.25
Resistance of stirrup Vs (KN) 0 KN 52.4256 -0.329561 -4516.226 10062.247
Total Shear Resistance Vr (KN) 10909 > Factored shear ~ 1769 OK. 67.0416 6.2345757 4482.623 -10062.25
Mr/Mf > 1.33 min Rft requirement can be waived Mr do not
have to be >= 1.2 Mcr
2 6/25/2015
231 of 265
Prepared By: M.Botros, P.Eng Neilson Road Bridge
East Bound StructureW.O. # 3215044
POST TENSION-SECTION DESIGN CHBDC
817 Neilson Road Bridge (East Bound) W.O # 3215044 Section @ 15.01616 m For MIN Stress 32 Cover
Concrete Resistance Factor Øc 0.75 63 2 MIN 15 M @ 450 = 6400 mm2
51 mm
Re-bar Resistance Factor Øs 0.90 Compressed Face 15 M @ 300 = 0 mm2
38 mm
Press. Tendon Resis. Factor Øp 0.95 0 Transverse bar dia 15 M
Concrete Strength SLS/Trns f'c/fci'(MPa) 34.473 30 d'= 73 b1= 14478
Re-bar Yield Strength Fy(MPa) 345
Press. Yield Strength Fpy(MPa) 1488 dp'= 250
Press. Specified Strength Fpu(MPa) 1860 hf1= 178
Concrete Ec (MPa) 27752 Aps' y = 325
Re-bar Es (MPa) 200000 dp= 114.833 d=
Type of press.(1:L-R-strends,2:H-S-bars) 1 ds= 587 bw= 13868.4 660.4
Press. Ep (MPa) 195000 LL Perm davg = 554 n duct = 14 335
Factored moment Mf (kN.m) -10451 -3591 -6613 Aps d = 82.55
Service moment Ms (kN.m)/Mtrns -8652
Service Normal Force Ns (KN) 0.0001695 hf2= 152
Factored Normal Force Nf (KN) 0.0001781 Tensile Face
Factored shear Vf (KN) -4516 -1690 2640 b2= 13258.8 Transverse bar dia 15 M
Effec Pres.of tension @SLS/Trns fse (Mpa) 1100 0 Cover
Area of Press. Of tension side Aps(mm2) 23520 14.00 12 /15 15 M @ 300 = 0 mm
238 mm
Effective Pres. of comp. side fse' (Mpa) 1250 No of Tendons No of Strands 15 M @ 450 = 5800 mm2
38 mm
Area of Press. Of comp. side Aps'(mm2) 0 0 0 /13 29 : Input Data
Area of Tensile re-bars As(mm2) 6400
Area of Compress re-bars As'(mm2) 5800 Bridge Length = 67.06 m *If it's rectangular section, input hf1=h,
Concrete Density KN/m3 γc = 24.5 Abutment Diaphragm = 3.048 m bw=b1 and hf2=0.
1.Design for S.L.S Pier Diaphragm = 4.572 m
Total area of section A (mm2) 9.320E+06 Span 1 = 14.6304 m Span 3 = 18.8976 m
Location of neutral axis y (mm) 325 Span 2 = 18.8976 m Span 4 = 14.616 m
Moment of Inertia I (mm4) 3.357E+11 Max Min
Stress on Top side @ SLS σt(Mpa) -0.330 Tension OK Mf -6040 -10451 10451
Allowable tensile stress [σt](Mpa) -2.349 σtop < fcr OK Nf 0.000 0.000 0
Stress in Bottom Side @SLS σb(Mpa) 5.972 Compression OK Vf -2635 -4516 4516
Allowable compress. stress [σb](Mpa) 20.684 σbot < 0.6 fc OK
15
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232 of 265
Prepared By: M.Botros, P.Eng Neilson Road Bridge
East Bound StructureW.O. # 3215044
POST TENSION-SECTION DESIGN CHBDC
817 Neilson Road Bridge (East Bound) W.O # 3215044 Section @ 15.01616 m For MIN Stress 32 Cover
15
2.Design for U.L.S - Flexural
Factor β1 0.8838175 Factor α1 0.7982905
Factor Kp 0.3
The value c/dp (M+/M-) 0.26 0.2646991 The section is properly reinforced
Tendon allowable stress at U.L.S fps(Mpa) 1712 Mf = -10451 Mr + = 2939 Mr - = -19355 -19355.33
The value (b-bw) (mm) 609.6 -609.6 ductile Check of minimum reinforcement CHBDC 8.8.4.3 & 8.8.4.4
The value a (M+ / M-) (mm) = 126 126 brittle 2939 Mcr = 10830 KN.m fpe = 8.459
Factored Flexural Resistance Mr+(KN.M) = 2939 Compare with Mr- 39788
Factored Flexural Resistance Mr-(KN.M) = 19355 Mr > Mf ~ -10451 OK. 36479
3.Design for Shear @ section of deck 19355
Factored shear, Vf= 4516 0.20Øcfcrbvdv+0.5ØpVp = 3159 < Vf ---Stirrups must be provided
ØpVp= 1769 tendon slope _ deg.= 4.13 ° from (m) To (m) Size Spacing (mm) # legs As
Nf (Tension +ve)= 0.000 0 3.048 15 M 300 0
Mf (Hogging +ve) associated with Vf= 0 3.048 28.194 15 M 300 0
bv = 13579 8.9.1.6 28.194 32.766 15 M 300 0
dv = 475 32.766 68.275 15 M 300 0
Nominal shear stress (MPa) 0.417 68.2752 73.762 15 M 300 0
Allowable shear stress (Mpa) 6.464 > 0.25 Øc f'c = 0.417 OK CHBDC 8.9.3.5 73.7616 115.214 15 M 300 0fpo =0.7 fpu (MPa) = 1302 8.9.3.8.(c) 115.2144 120.7008 15 M 300 0
Minimum Reinforcement req Av > 0.15fcr(bvs/fy) CHBDC 8.9.2.3 Sze = 120.7008 153.0096 15 M 300 0
0.15fcr(bvs/fy) = 4160 > 0 Sze to be calculated according to 8.9.3.6475.488 153.0096 156.0576 15 M 300 0
Longitudinal strain εx = -0.00051 -ve, try add "EC*Act" to the denomenator 0.003bwSz= 1978.277 # side bares = 0
0.00000 > 0 ok 0.00000 β = 0.351 θ = 31.1° Asb(15M) = 0
Concrete shear resistance Vc (KN) 9985 14.6304 6.2345757 4482.623 -10062.25
No of stirrup legs 0 14.6304 -0.329561 -4516.226 10062.247
Shear bar Size= 15 M 33.528 6.2345757 4482.623 -10062.25
Shear bar area (mm2) 0 33.528 -0.329561 -4516.226 10062.247
Spacing of stirrup (mm) 300 Minimum Stirrups Spacing = 356.616 CHBDC 8.14.6 52.4256 6.2345757 4482.623 -10062.25
Resistance of stirrup Vs (KN) 0 KN 52.4256 -0.329561 -4516.226 10062.247
Total Shear Resistance Vr (KN) 11754 > Factored shear ~ 4516 OK. 67.0416 6.2345757 4482.623 -10062.25
Mr/Mf > 1.33 min Rft requirement can be waived Mr do not
have to be >= 1.2 Mcr
2 6/25/2015
233 of 265
Prepared By: M.Botros, P.Eng Neilson Road Bridge
East Bound StructureW.O. # 3215044
POST TENSION-SECTION DESIGN CHBDC
817 Neilson Road Bridge (East Bound) W.O # 3215044 Section @ 24.92714 m For MAX Stress 32 Cover
Concrete Resistance Factor Øc 0.75 63 2 MIN 15 M @ 450 = 6400 mm2
51 mm
Re-bar Resistance Factor Øs 0.90 Compressed Face 15 M @ 300 = 0 mm2
38 mm
Press. Tendon Resis. Factor Øp 0.95 0 Transverse bar dia 15 M
Concrete Strength SLS/Trns f'c/fci'(MPa) 34.473 30 d'= 73 b1= 14478
Re-bar Yield Strength Fy(MPa) 345
Press. Yield Strength Fpy(MPa) 1488 dp'= 250
Press. Specified Strength Fpu(MPa) 1860 hf1= 178
Concrete Ec (MPa) 27752 Aps' y = 325
Re-bar Es (MPa) 200000 dp= 575.924 d=
Type of press.(1:L-R-strends,2:H-S-bars) 1 ds= 600 bw= 13868.4 660.4
Press. Ep (MPa) 195000 LL Perm davg = 581 n duct = 14 335
Factored moment Mf (kN.m) 11406 4480 6925 Aps d = 82.55
Service moment Ms (kN.m)/Mtrns 10048
Service Normal Force Ns (KN) 0.0003536 hf2= 152
Factored Normal Force Nf (KN) 0.0003713 Tensile Face
Factored shear Vf (KN) 756 697 11 b2= 13258.8 Transverse bar dia 15 M
Effec Pres.of tension @SLS/Trns fse (Mpa) 1100 0 Cover
Area of Press. Of tension side Aps(mm2) 23520 14.00 12 /15 15 M @ 300 = 0 mm
238 mm
Effective Pres. of comp. side fse' (Mpa) 1250 No of Tendons No of Strands 15 M @ 450 = 5800 mm2
38 mm
Area of Press. Of comp. side Aps'(mm2) 0 0 0 /13 29 : Input Data
Area of Tensile re-bars As(mm2) 5800
Area of Compress re-bars As'(mm2) 6400 Bridge Length = 67.06 m *If it's rectangular section, input hf1=h,
Concrete Density KN/m3 γc = 24.5 Abutment Diaphragm = 3.048 m bw=b1 and hf2=0.
1.Design for S.L.S Pier Diaphragm = 4.572 m
Total area of section A (mm2) 9.320E+06 Span 1 = 14.6304 m Span 3 = 18.8976 m
Location of neutral axis y (mm) 325 Span 2 = 18.8976 m Span 4 = 14.616 m
Moment of Inertia I (mm4) 3.357E+11 Max Min
Stress on Top side @ SLS σt(Mpa) 6.235 Compression OK Mf 11406 5867 11406
Allowable Comp stress [σc](Mpa) 20.684 σtop < 0.6 fc OK Nf 0.000 0.000 0
Stress in Bottom Side @SLS σb(Mpa) -0.784 Tension OK Vf 756 -476 756
Allowable Tensile stress [σt](Mpa) -2.349 σbot < fcr OK
25
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234 of 265
Prepared By: M.Botros, P.Eng Neilson Road Bridge
East Bound StructureW.O. # 3215044
POST TENSION-SECTION DESIGN CHBDC
817 Neilson Road Bridge (East Bound) W.O # 3215044 Section @ 24.92714 m For MAX Stress 32 Cover
25
2.Design for U.L.S - Flexural
Factor β1 0.8838175 Factor α1 0.7982905
Factor Kp 0.3
The value c/dp (M+/M-) 0.25 0.2474224 The section is properly reinforced
Tendon allowable stress at U.L.S fps(Mpa) 1722 Mf = 11406 Mr + = 20625 Mr - = -1804 20624.917
The value (b-bw) (mm) 609.6 -609.6 ductile Check of minimum reinforcement CHBDC 8.8.4.3 & 8.8.4.4
The value a (M+ / M-) (mm) = 126 128 brittle 20625 Mcr = -11465 KN.m fpe = 9.243
Factored Flexural Resistance Mr+(KN.M) = 20625 Mr > Mf ~ 11406 OK. 39897
Factored Flexural Resistance Mr-(KN.M) = 1804 Compare with Mr + 36441
3.Design for Shear @ section of deck 1804
Factored shear, Vf= 756 0.20Øcfcrbvdv+0.5ØpVp = 2426 > Vf ---No need to add Stirrups
ØpVp= 302 tendon slope _ deg.= -.70 ° from (m) To (m) Size Spacing (mm) # legs As
Nf (Tension +ve)= 0.000 0 3.048 15 M 300 0
Mf (Hogging +ve) associated with Vf= 0 3.048 28.194 15 M 300 0
bv = 13579 8.9.1.6 28.194 32.766 15 M 300 0
dv = 475 32.766 68.275 15 M 300 0
Nominal shear stress (MPa) 0.069 68.2752 73.762 15 M 300 0
Allowable shear stress (Mpa) 6.464 > 0.25 Øc f'c = 0.069 OK CHBDC 8.9.3.5 73.7616 115.214 15 M 300 0fpo =0.7 fpu (MPa) = 1302 8.9.3.8.(c) 115.2144 120.7008 15 M 300 0
Minimum Reinforcement req Av > 0.15fcr(bvs/fy) CHBDC 8.9.2.3 Sze = 120.7008 153.0096 15 M 300 0
0.15fcr(bvs/fy) = 4160 > 0 Sze to be calculated according to 8.9.3.6475.488 153.0096 156.0576 15 M 300 0
Longitudinal strain εx = -0.00054 -ve, try add "EC*Act" to the denomenator 0.003bwSz= 1978.277 # side bares = 0
0.00000 still < 0 take it = 00.00000 β = 0.352 θ = 31.0° Asb(15M) = 0
Concrete shear resistance Vc (KN) 10021 14.6304 6.2345757 4482.623 -10062.25
No of stirrup legs 0 14.6304 -0.329561 -4516.226 10062.247
Shear bar Size= 15 M 33.528 6.2345757 4482.623 -10062.25
Shear bar area (mm2) 0 33.528 -0.329561 -4516.226 10062.247
Spacing of stirrup (mm) 300 Minimum Stirrups Spacing = 356.616 CHBDC 8.14.6 52.4256 6.2345757 4482.623 -10062.25
Resistance of stirrup Vs (KN) 0 KN 52.4256 -0.329561 -4516.226 10062.247
Total Shear Resistance Vr (KN) 10323 > Factored shear ~ 756 OK. 67.0416 6.2345757 4482.623 -10062.25
Mr/Mf > 1.33 min Rft requirement can be waived Mr do not
have to be >= 1.2 Mcr
2 6/25/2015
235 of 265
Prepared By: M.Botros, P.Eng Neilson Road Bridge
East Bound StructureW.O. # 3215044
POST TENSION-SECTION DESIGN CHBDC
817 Neilson Road Bridge (East Bound) W.O # 3215044 Section @ 34.23444 m For MIN Stress 32 Cover
Concrete Resistance Factor Øc 0.75 63 2 MIN 15 M @ 450 = 6400 mm2
51 mm
Re-bar Resistance Factor Øs 0.90 Compressed Face 15 M @ 300 = 0 mm2
38 mm
Press. Tendon Resis. Factor Øp 0.95 0 Transverse bar dia 15 M
Concrete Strength SLS/Trns f'c/fci'(MPa) 34.473 30 d'= 73 b1= 14478
Re-bar Yield Strength Fy(MPa) 345
Press. Yield Strength Fpy(MPa) 1488 dp'= 250
Press. Specified Strength Fpu(MPa) 1860 hf1= 178
Concrete Ec (MPa) 27752 Aps' y = 325
Re-bar Es (MPa) 200000 dp= 116.845 d=
Type of press.(1:L-R-strends,2:H-S-bars) 1 ds= 587 bw= 13868.4 660.4
Press. Ep (MPa) 195000 LL Perm davg = 553 n duct = 14 335
Factored moment Mf (kN.m) -10200 -3577 -6326 Aps d = 82.55
Service moment Ms (kN.m)/Mtrns -8167
Service Normal Force Ns (KN) -0.0008512 hf2= 152
Factored Normal Force Nf (KN) -0.0008937 Tensile Face
Factored shear Vf (KN) -4470 -1686 2797 b2= 13258.8 Transverse bar dia 15 M
Effec Pres.of tension @SLS/Trns fse (Mpa) 1100 0 Cover
Area of Press. Of tension side Aps(mm2) 23520 14.00 12 /15 15 M @ 300 = 0 mm
238 mm
Effective Pres. of comp. side fse' (Mpa) 1250 No of Tendons No of Strands 15 M @ 450 = 5800 mm2
38 mm
Area of Press. Of comp. side Aps'(mm2) 0 0 0 /13 29 : Input Data
Area of Tensile re-bars As(mm2) 6400
Area of Compress re-bars As'(mm2) 5800 Bridge Length = 67.06 m *If it's rectangular section, input hf1=h,
Concrete Density KN/m3 γc = 24.5 Abutment Diaphragm = 3.048 m bw=b1 and hf2=0.
1.Design for S.L.S Pier Diaphragm = 4.572 m
Total area of section A (mm2) 9.320E+06 Span 1 = 14.6304 m Span 3 = 18.8976 m
Location of neutral axis y (mm) 325 Span 2 = 18.8976 m Span 4 = 14.616 m
Moment of Inertia I (mm4) 3.357E+11 Max Min
Stress on Top side @ SLS σt(Mpa) 0.090 Compression OK Mf -6065 -10200 10200
Allowable Comp stress [σc](Mpa) 20.684 σtop < 0.6 fc OK Nf -0.001 -0.001 0
Stress in Bottom Side @SLS σb(Mpa) 5.541 Compression OK Vf -2646 -4470 4470
Allowable compress. stress [σb](Mpa) 20.684 σbot < 0.6 fc OK
34
1 6/25/2015
236 of 265
Prepared By: M.Botros, P.Eng Neilson Road Bridge
East Bound StructureW.O. # 3215044
POST TENSION-SECTION DESIGN CHBDC
817 Neilson Road Bridge (East Bound) W.O # 3215044 Section @ 34.23444 m For MIN Stress 32 Cover
34
2.Design for U.L.S - Flexural
Factor β1 0.8838175 Factor α1 0.7982905
Factor Kp 0.3
The value c/dp (M+/M-) 0.27 0.2655972 The section is properly reinforced
Tendon allowable stress at U.L.S fps(Mpa) 1712 Mf = -10200 Mr + = 3016 Mr - = -19274 -19273.7
The value (b-bw) (mm) 609.6 -609.6 ductile Check of minimum reinforcement CHBDC 8.8.4.3 & 8.8.4.4
The value a (M+ / M-) (mm) = 126 126 brittle 3016 Mcr = -12302 KN.m fpe = 8.407
Factored Flexural Resistance Mr+(KN.M) = 3016 Compare with Mr- 39788
Factored Flexural Resistance Mr-(KN.M) = 19274 Mr > Mf ~ -10200 OK. 36479
3.Design for Shear @ section of deck 19274
Factored shear, Vf= 4470 0.20Øcfcrbvdv+0.5ØpVp = 3154 < Vf ---Stirrups must be provided
ØpVp= 1758 tendon slope _ deg.= 4.10 ° from (m) To (m) Size Spacing (mm) # legs As
Nf (Tension +ve)= -0.001 0 3.048 15 M 300 0
Mf (Hogging +ve) associated with Vf= 0 3.048 28.194 15 M 300 0
bv = 13579 8.9.1.6 28.194 32.766 15 M 300 0
dv = 475 32.766 68.275 15 M 300 0
Nominal shear stress (MPa) 0.411 68.2752 73.762 15 M 300 0
Allowable shear stress (Mpa) 6.464 > 0.25 Øc f'c = 0.411 OK CHBDC 8.9.3.5 73.7616 115.214 15 M 300 0fpo =0.7 fpu (MPa) = 1302 8.9.3.8.(c) 115.2144 120.7008 15 M 300 0
Minimum Reinforcement req Av > 0.15fcr(bvs/fy) CHBDC 8.9.2.3 Sze = 120.7008 153.0096 15 M 300 0
0.15fcr(bvs/fy) = 4160 > 0 Sze to be calculated according to 8.9.3.6475.488 153.0096 156.0576 15 M 300 0
Longitudinal strain εx = -0.00056 -ve, try add "EC*Act" to the denomenator 0.003bwSz= 1978.277 # side bares = 0
0.00000 > 0 ok 0.00000 β = 0.352 θ = 31.0° Asb(15M) = 0
Concrete shear resistance Vc (KN) 10018 14.6304 6.2345757 4482.623 -10062.25
No of stirrup legs 0 14.6304 -0.329561 -4516.226 10062.247
Shear bar Size= 15 M 33.528 6.2345757 4482.623 -10062.25
Shear bar area (mm2) 0 33.528 -0.329561 -4516.226 10062.247
Spacing of stirrup (mm) 300 Minimum Stirrups Spacing = 356.616 CHBDC 8.14.6 52.4256 6.2345757 4482.623 -10062.25
Resistance of stirrup Vs (KN) 0 KN 52.4256 -0.329561 -4516.226 10062.247
Total Shear Resistance Vr (KN) 11776 > Factored shear ~ 4470 OK. 67.0416 6.2345757 4482.623 -10062.25
Mr/Mf > 1.33 min Rft requirement can be waived Mr do not
have to be >= 1.2 Mcr
2 6/25/2015
237 of 265
Prepared By: M.Botros, P.Eng Neilson Road Bridge
East Bound StructureW.O. # 3215044
POST TENSION-SECTION DESIGN CHBDC
817 Neilson Road Bridge (East Bound) W.O # 3215044 Section @ 43.05597 m For MAX Stress 32 Cover
Concrete Resistance Factor Øc 0.75 63 2 MIN 15 M @ 450 = 6400 mm2
51 mm
Re-bar Resistance Factor Øs 0.90 Compressed Face 15 M @ 300 = 0 mm2
38 mm
Press. Tendon Resis. Factor Øp 0.95 0 Transverse bar dia 15 M
Concrete Strength SLS/Trns f'c/fci'(MPa) 34.473 30 d'= 73 b1= 14478
Re-bar Yield Strength Fy(MPa) 345
Press. Yield Strength Fpy(MPa) 1488 dp'= 250
Press. Specified Strength Fpu(MPa) 1860 hf1= 178
Concrete Ec (MPa) 27752 Aps' y = 325
Re-bar Es (MPa) 200000 dp= 570.246 d=
Type of press.(1:L-R-strends,2:H-S-bars) 1 ds= 600 bw= 13868.4 660.4
Press. Ep (MPa) 195000 LL Perm davg = 576 n duct = 14 335
Factored moment Mf (kN.m) 11172 4466 6702 Aps d = 82.55
Service moment Ms (kN.m)/Mtrns 9850
Service Normal Force Ns (KN) -0.0007241 hf2= 152
Factored Normal Force Nf (KN) -0.0007602 Tensile Face
Factored shear Vf (KN) 398 610 -260 b2= 13258.8 Transverse bar dia 15 M
Effec Pres.of tension @SLS/Trns fse (Mpa) 1100 0 Cover
Area of Press. Of tension side Aps(mm2) 23520 14.00 12 /15 15 M @ 300 = 0 mm
238 mm
Effective Pres. of comp. side fse' (Mpa) 1250 No of Tendons No of Strands 15 M @ 450 = 5800 mm2
38 mm
Area of Press. Of comp. side Aps'(mm2) 0 0 0 /13 29 : Input Data
Area of Tensile re-bars As(mm2) 5800
Area of Compress re-bars As'(mm2) 6400 Bridge Length = 67.06 m *If it's rectangular section, input hf1=h,
Concrete Density KN/m3 γc = 24.5 Abutment Diaphragm = 3.048 m bw=b1 and hf2=0.
1.Design for S.L.S Pier Diaphragm = 4.572 m
Total area of section A (mm2) 9.320E+06 Span 1 = 14.6304 m Span 3 = 18.8976 m
Location of neutral axis y (mm) 325 Span 2 = 18.8976 m Span 4 = 14.616 m
Moment of Inertia I (mm4) 3.357E+11 Max Min
Stress on Top side @ SLS σt(Mpa) 6.185 Compression OK Mf 11172 5569 11172
Allowable Comp stress [σc](Mpa) 20.684 σtop < 0.6 fc OK Nf -0.001 -0.001 0
Stress in Bottom Side @SLS σb(Mpa) -0.733 Tension OK Vf 398 -835 835
Allowable Tensile stress [σt](Mpa) -2.349 σbot < fcr OK
43
1 6/25/2015
238 of 265
Prepared By: M.Botros, P.Eng Neilson Road Bridge
East Bound StructureW.O. # 3215044
POST TENSION-SECTION DESIGN CHBDC
817 Neilson Road Bridge (East Bound) W.O # 3215044 Section @ 43.05597 m For MAX Stress 32 Cover
43
2.Design for U.L.S - Flexural
Factor β1 0.8838175 Factor α1 0.7982905
Factor Kp 0.3
The value c/dp (M+/M-) 0.25 0.2496901 The section is properly reinforced
Tendon allowable stress at U.L.S fps(Mpa) 1721 Mf = 11172 Mr + = 20394 Mr - = -2024 20393.895
The value (b-bw) (mm) 609.6 -609.6 ductile Check of minimum reinforcement CHBDC 8.8.4.3 & 8.8.4.4
The value a (M+ / M-) (mm) = 126 128 brittle 20394 Mcr = -11612 KN.m fpe = 9.096
Factored Flexural Resistance Mr+(KN.M) = 20394 Mr > Mf ~ 11172 OK. 39897
Factored Flexural Resistance Mr-(KN.M) = 2024 Compare with Mr + 36441
3.Design for Shear @ section of deck 2024
Factored shear, Vf= 835 0.20Øcfcrbvdv+0.5ØpVp = 2295 > Vf ---No need to add Stirrups
ØpVp= 42 tendon slope _ deg.= -.10 ° from (m) To (m) Size Spacing (mm) # legs As
Nf (Tension +ve)= -0.001 0 3.048 15 M 300 0
Mf (Hogging +ve) associated with Vf= 0 3.048 28.194 15 M 300 0
bv = 13579 8.9.1.6 28.194 32.766 15 M 300 0
dv = 475 32.766 68.275 15 M 300 0
Nominal shear stress (MPa) 0.120 68.2752 73.762 15 M 300 0
Allowable shear stress (Mpa) 6.464 > 0.25 Øc f'c = 0.12 OK CHBDC 8.9.3.5 73.7616 115.214 15 M 300 0fpo =0.7 fpu (MPa) = 1302 8.9.3.8.(c) 115.2144 120.7008 15 M 300 0
Minimum Reinforcement req Av > 0.15fcr(bvs/fy) CHBDC 8.9.2.3 Sze = 120.7008 153.0096 15 M 300 0
0.15fcr(bvs/fy) = 4160 > 0 Sze to be calculated according to 8.9.3.6475.488 153.0096 156.0576 15 M 300 0
Longitudinal strain εx = -0.00055 -ve, try add "EC*Act" to the denomenator 0.003bwSz= 1978.277 # side bares = 0
-0.00001 still < 0 take it = 00.00000 β = 0.352 θ = 31.0° Asb(15M) = 0
Concrete shear resistance Vc (KN) 10021 14.6304 6.2345757 4482.623 -10062.25
No of stirrup legs 0 14.6304 -0.329561 -4516.226 10062.247
Shear bar Size= 15 M 33.528 6.2345757 4482.623 -10062.25
Shear bar area (mm2) 0 33.528 -0.329561 -4516.226 10062.247
Spacing of stirrup (mm) 300 Minimum Stirrups Spacing = 356.616 CHBDC 8.14.6 52.4256 6.2345757 4482.623 -10062.25
Resistance of stirrup Vs (KN) 0 KN 52.4256 -0.329561 -4516.226 10062.247
Total Shear Resistance Vr (KN) 10062 > Factored shear ~ 835 OK. 67.0416 6.2345757 4482.623 -10062.25
Mr/Mf > 1.33 min Rft requirement can be waived Mr do not
have to be >= 1.2 Mcr
2 6/25/2015
239 of 265
Prepared By: M.Botros, P.Eng Neilson Road Bridge
East Bound StructureW.O. # 3215044
POST TENSION-SECTION DESIGN CHBDC
817 Neilson Road Bridge (East Bound) W.O # 3215044 Section @ 53.29714 m For MIN Stress 32 Cover
Concrete Resistance Factor Øc 0.75 63 2 MIN 15 M @ 450 = 6400 mm2
51 mm
Re-bar Resistance Factor Øs 0.90 Compressed Face 15 M @ 300 = 0 mm2
38 mm
Press. Tendon Resis. Factor Øp 0.95 0 Transverse bar dia 15 M
Concrete Strength SLS/Trns f'c/fci'(MPa) 34.473 30 d'= 73 b1= 14478
Re-bar Yield Strength Fy(MPa) 345
Press. Yield Strength Fpy(MPa) 1488 dp'= 250
Press. Specified Strength Fpu(MPa) 1860 hf1= 178
Concrete Ec (MPa) 27752 Aps' y = 325
Re-bar Es (MPa) 200000 dp= 117.988 d=
Type of press.(1:L-R-strends,2:H-S-bars) 1 ds= 587 bw= 13868.4 660.4
Press. Ep (MPa) 195000 LL Perm davg = 552 n duct = 14 335
Factored moment Mf (kN.m) -10120 -3502 -6464 Aps d = 82.55
Service moment Ms (kN.m)/Mtrns -8402
Service Normal Force Ns (KN) -0.0005115 hf2= 152
Factored Normal Force Nf (KN) -0.0005371 Tensile Face
Factored shear Vf (KN) -4127 -1534 2788 b2= 13258.8 Transverse bar dia 15 M
Effec Pres.of tension @SLS/Trns fse (Mpa) 1100 0 Cover
Area of Press. Of tension side Aps(mm2) 23520 14.00 12 /15 15 M @ 300 = 0 mm
238 mm
Effective Pres. of comp. side fse' (Mpa) 1250 No of Tendons No of Strands 15 M @ 450 = 5800 mm2
38 mm
Area of Press. Of comp. side Aps'(mm2) 0 0 0 /13 29 : Input Data
Area of Tensile re-bars As(mm2) 6400
Area of Compress re-bars As'(mm2) 5800 Bridge Length = 67.06 m *If it's rectangular section, input hf1=h,
Concrete Density KN/m3 γc = 24.5 Abutment Diaphragm = 3.048 m bw=b1 and hf2=0.
1.Design for S.L.S Pier Diaphragm = 4.572 m
Total area of section A (mm2) 9.320E+06 Span 1 = 14.6304 m Span 3 = 18.8976 m
Location of neutral axis y (mm) 325 Span 2 = 18.8976 m Span 4 = 14.616 m
Moment of Inertia I (mm4) 3.357E+11 Max Min
Stress on Top side @ SLS σt(Mpa) -0.166 Tension OK Mf -5872 -10120 10120
Allowable tensile stress [σt](Mpa) -2.349 σtop < fcr OK Nf -0.001 -0.001 0
Stress in Bottom Side @SLS σb(Mpa) 5.804 Compression OK Vf -2542 -4127 4127
Allowable compress. stress [σb](Mpa) 20.684 σbot < 0.6 fc OK
53
1 6/25/2015
240 of 265
Prepared By: M.Botros, P.Eng Neilson Road Bridge
East Bound StructureW.O. # 3215044
POST TENSION-SECTION DESIGN CHBDC
817 Neilson Road Bridge (East Bound) W.O # 3215044 Section @ 53.29714 m For MIN Stress 32 Cover
53
2.Design for U.L.S - Flexural
Factor β1 0.8838175 Factor α1 0.7982905
Factor Kp 0.3
The value c/dp (M+/M-) 0.27 0.2661104 The section is properly reinforced
Tendon allowable stress at U.L.S fps(Mpa) 1712 Mf = -10120 Mr + = 3060 Mr - = -19227 -19227.31
The value (b-bw) (mm) 609.6 -609.6 ductile Check of minimum reinforcement CHBDC 8.8.4.3 & 8.8.4.4
The value a (M+ / M-) (mm) = 126 126 brittle 3060 Mcr = 10749 KN.m fpe = 8.378
Factored Flexural Resistance Mr+(KN.M) = 3060 Compare with Mr- 39788
Factored Flexural Resistance Mr-(KN.M) = 19227 Mr > Mf ~ -10120 OK. 36479
3.Design for Shear @ section of deck 19227
Factored shear, Vf= 4127 0.20Øcfcrbvdv+0.5ØpVp = 3054 < Vf ---Stirrups must be provided
ØpVp= 1559 tendon slope _ deg.= 3.64 ° from (m) To (m) Size Spacing (mm) # legs As
Nf (Tension +ve)= -0.001 0 3.048 15 M 300 0
Mf (Hogging +ve) associated with Vf= 0 3.048 28.194 15 M 300 0
bv = 13579 8.9.1.6 28.194 32.766 15 M 300 0
dv = 475 32.766 68.275 15 M 300 0
Nominal shear stress (MPa) 0.389 68.2752 73.762 15 M 300 0
Allowable shear stress (Mpa) 6.464 > 0.25 Øc f'c = 0.389 OK CHBDC 8.9.3.5 73.7616 115.214 15 M 300 0fpo =0.7 fpu (MPa) = 1302 8.9.3.8.(c) 115.2144 120.7008 15 M 300 0
Minimum Reinforcement req Av > 0.15fcr(bvs/fy) CHBDC 8.9.2.3 Sze = 120.7008 153.0096 15 M 300 0
0.15fcr(bvs/fy) = 4160 > 0 Sze to be calculated according to 8.9.3.6475.488 153.0096 156.0576 15 M 300 0
Longitudinal strain εx = -0.00058 -ve, try add "EC*Act" to the denomenator 0.003bwSz= 1978.277 # side bares = 0
0.00000 still < 0 take it = 00.00000 β = 0.352 θ = 31.0° Asb(15M) = 0
Concrete shear resistance Vc (KN) 10021 14.6304 6.2345757 4482.623 -10062.25
No of stirrup legs 0 14.6304 -0.329561 -4516.226 10062.247
Shear bar Size= 15 M 33.528 6.2345757 4482.623 -10062.25
Shear bar area (mm2) 0 33.528 -0.329561 -4516.226 10062.247
Spacing of stirrup (mm) 300 Minimum Stirrups Spacing = 356.616 CHBDC 8.14.6 52.4256 6.2345757 4482.623 -10062.25
Resistance of stirrup Vs (KN) 0 KN 52.4256 -0.329561 -4516.226 10062.247
Total Shear Resistance Vr (KN) 11579 > Factored shear ~ 4127 OK. 67.0416 6.2345757 4482.623 -10062.25
Mr/Mf > 1.33 min Rft requirement can be waived Mr do not
have to be >= 1.2 Mcr
2 6/25/2015
241 of 265
Prepared By: M.Botros, P.Eng Neilson Road Bridge
East Bound StructureW.O. # 3215044
POST TENSION-SECTION DESIGN CHBDC
817 Neilson Road Bridge (East Bound) W.O # 3215044 Section @ 59.21288 m For MAX Stress 32 Cover
Concrete Resistance Factor Øc 0.75 63 2 MIN 15 M @ 450 = 6400 mm2 51 mmRe-bar Resistance Factor Øs 0.90 Compressed Face 15 M @ 300 = 0 mm2
38 mm
Press. Tendon Resis. Factor Øp 0.95 0 Transverse bar dia 15 M
Concrete Strength SLS/Trns f'c/fci'(MPa) 34.473 30 d'= 73 b1= 14478
Re-bar Yield Strength Fy(MPa) 345
Press. Yield Strength Fpy(MPa) 1488 dp'= 250
Press. Specified Strength Fpu(MPa) 1860 hf1= 178
Concrete Ec (MPa) 27752 Aps' y = 325
Re-bar Es (MPa) 200000 dp= 457.480 d=
Type of press.(1:L-R-strends,2:H-S-bars) 1 ds= 600 bw= 13868.4 660.4Press. Ep (MPa) 195000 LL Perm davg = 486 n duct = 14 335
Factored moment Mf (kN.m) 7218 3563 3653 Aps d = 82.55
Service moment Ms (kN.m)/Mtrns 6235Service Normal Force Ns (KN) -0.0003775 hf2= 0
Factored Normal Force Nf (KN) -0.0003963 Tensile FaceFactored shear Vf (KN) -508 359 -908 b2= 13258.8 Transverse bar dia 15 M
Effec Pres.of tension @SLS/Trns fse (Mpa) 1100 0 Cover
Area of Press. Of tension side Aps(mm2) 23520 14.00 12 /15 15 M @ 300 = 0 mm2 38 mmEffective Pres. of comp. side fse' (Mpa) 1250 No of Tendons No of Strands 15 M @ 450 = 5800 mm2
38 mm
Area of Press. Of comp. side Aps'(mm2) 0 0 0 /13 29 : Input Data
Area of Tensile re-bars As(mm2) 5800
Area of Compress re-bars As'(mm2) 6400 Bridge Length = 67.06 m *If it's rectangular section, input hf1=h,
Concrete Density KN/m3 γc = 24.5 Abutment Diaphragm = 3.048 m bw=b1 and hf2=0.1.Design for S.L.S Pier Diaphragm = 4.572 m
Total area of section A (mm2) 9.320E+06 Span 1 = 14.6304 m Span 3 = 18.8976 m
Location of neutral axis y (mm) 325 Span 2 = 18.8976 m Span 4 = 14.616 mMoment of Inertia I (mm4) 3.357E+11 Max Min
Stress on Top side @ SLS σt(Mpa) 5.509 Compression OK Mf 7218 1875 7218
Allowable Comp stress [σc](Mpa) 20.684 σtop < 0.6 fc OK Nf 0.000 0.000 0
Stress in Bottom Side @SLS σb(Mpa) -0.037 Tension OK Vf -508 -1699 1699
Allowable Tensile stress [σt](Mpa) -2.349 σbot < fcr OK
59
1 6/25/2015
242 of 265
Prepared By: M.Botros, P.Eng Neilson Road Bridge
East Bound StructureW.O. # 3215044
POST TENSION-SECTION DESIGN CHBDC
817 Neilson Road Bridge (East Bound) W.O # 3215044 Section @ 59.21288 m For MAX Stress 32 Cover
59
2.Design for U.L.S - Flexural
Factor β1 0.8838175 Factor α1 0.7982905Factor Kp 0.3
The value c/dp (M+/M-) 0.31 0.3052516 The section is properly reinforced
Tendon allowable stress at U.L.S fps(Mpa) 1690 Mf = 7218 Mr + = 15828 Mr - = -6205 15827.829
The value (b-bw) (mm) 609.6 -609.6 ductile Check of minimum reinforcement CHBDC 8.8.4.3 & 8.8.4.4
The value a (M+ / M-) (mm) = 123 133 brittle 15828 Mcr = -14529 KN.m fpe = 6.185
Factored Flexural Resistance Mr+(KN.M) = 15828 Mr > Mf ~ 7218 OK. 39897
Factored Flexural Resistance Mr-(KN.M) = 6205 Compare with Mr + 375593.Design for Shear @ section of deck 6205
Factored shear, Vf= 1699 0.20Øcfcrbvdv+0.5ØpVp = 2576 > Vf ---No need to add StirrupsØpVp= 603 tendon slope _ deg.= 1.41 ° from (m) To (m) Size Spacing (mm) # legs As
Nf (Tension +ve)= 0.000 0 3.048 15 M 300 0
Mf (Hogging +ve) associated with Vf= 0 3.048 28.194 15 M 300 0bv = 13579 8.9.1.6 28.194 32.766 15 M 300 0
dv = 475 32.766 68.275 15 M 300 0
Nominal shear stress (MPa) 0.166 68.2752 73.762 15 M 300 0
Allowable shear stress (Mpa) 6.464 > 0.25 Øc f'c = 0.166 OK CHBDC 8.9.3.5 73.7616 115.214 15 M 300 0fpo =0.7 fpu (MPa) = 1302 8.9.3.8.(c) 115.2144 120.7008 15 M 300 0
Minimum Reinforcement req Av > 0.15fcr(bvs/fy) CHBDC 8.9.2.3 Sze = 120.7008 153.0096 15 M 300 0
0.15fcr(bvs/fy) = 4160 > 0 Sze to be calculated according to 8.9.3.6475.488 153.0096 156.0576 15 M 300 0
Longitudinal strain εx = -0.00125 -ve, try add "EC*Act" to the denomenator 0.003bwSz= 1978.277 # side bares = 0-0.00003 still < 0 take it = 00.00000 β = 0.352 θ = 31.0° Asb(15M) = 0
Concrete shear resistance Vc (KN) 10021 14.6304 6.2345757 4482.623 -10062.25
No of stirrup legs 0 14.6304 -0.329561 -4516.226 10062.247
Shear bar Size= 15 M 33.528 6.2345757 4482.623 -10062.25
Shear bar area (mm2) 0 33.528 -0.329561 -4516.226 10062.247Spacing of stirrup (mm) 300 Minimum Stirrups Spacing = 356.616 CHBDC 8.14.6 52.4256 6.2345757 4482.623 -10062.25
Resistance of stirrup Vs (KN) 0 KN 52.4256 -0.329561 -4516.226 10062.247
Total Shear Resistance Vr (KN) 10623 > Factored shear ~ 1699 OK. 67.0416 6.2345757 4482.623 -10062.25
Mr/Mf > 1.33 min Rft requirement can be waived Mr do not have to be >= 1.2 Mcr
2 6/25/2015
243 of 265
Prepared By: M.Botros, P.Eng Neilson Road Bridge
East Bound StructureW.O. # 3215044
POST TENSION-SECTION DESIGN CHBDC
817 Neilson Road Bridge (East Bound) W.O # 3215044 Section @ 59.21288 m For MAX Stress 32 Cover
59
67.0416 -0.329561 -4516.226 10062.247
4.Design for Torsion @ section of deck
Re-bar Es (MPa) 200000
Press. Ep (MPa) 195000
Area of Tensile re-bars As(mm2) 5800 Top slab = 225The value cu/dp 0.32 From above 8050
d= 457
Re-bar Resistance Factor Øs 0.90 Web = 780
Concrete Resistance Factor Øc 0.75 2000
Re-bar Yield Strength Fy(MPa) 400 Aps
Concrete Strength f'c (MPa) 34.473Effective Pres. of tension side fse (Mpa) 1100 7280
Area of Press. Of tension side Aps(mm2) 23520
Total Axial prestress force after losses (KN) 25864 dp= 457
Acp area of outside priemeter of xsec (mm2) 12393000
Pc the outside periemeter of conc sec (mm) 19330 Bottom slab = 175
fce compressive stress after losses(Mpa) 2.09
fcr (Mpa) 2.35
Tcr (KN.m) 27778
Tf (KN.m) #N/A
Nf (KN) 0 #N/A
Mf (KN.m) 7218
Vp (KN) 634.52
Vf (KN) 508
Ph (mm) 18770
Aoh (mm2) 12393000
Ao (mm2) 10534050Minimum Reinforcement req Av > 0.15fcr(bvs/fy) CHBDC 8.9.1.3
0.15fcr(bvs/fy) = 1794 > Av ~ 0 NG - Use table 8-9.3.4.1 (b) to Calculate β & θ
Tr (KN.m) = #REF! #REF!
P1
P1
P2
P2
P3
P3
-2
-1
0
1
2
3
4
5
6
7
0 10 20 30 40 50 60 70
Str
ess
(MP
a)
Distance (m)
SLS Stress
σt max σt min σb min σb max
3 6/25/2015
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Prepared By: M.Botros, P.Eng Neilson Road Bridge
East Bound StructureW.O. # 3215044
POST TENSION-SECTION DESIGN CHBDC
817 Neilson Road Bridge (East Bound) W.O # 3215044 Section @ 59.21288 m For MAX Stress 32 Cover
59
5.Design for combined shear and torsion
Cross-sectional dimension to avoid crushing for combined shear and torsion Section type : Box Section
√{(Vf-VP)2 + [0.9 ph Tf / 2Ao]} = #N/A KN0.15fcr(bvs/fy) = 4160 > 0 Sze to be calculated according to 8.9.3.6 Sze = 475.488 # side bares = 0
Longitudinal strain εx = #REF! #REF! 0.003bwSz= 1978.277 Asb(15M) = 0
#REF! #REF! #REF! β = #REF! θ = #REF! Cot θ = #REF!
(Vf-Vp)/(bv dv)+Tf ph/(1.7 Aoh2) = #N/A #N/A
0.25 Øc f'c = 6.46369
S Stirrup spacing (mm) 150
Bar Size For Torsion 15 MAt Area of 1 leg (mm2) 200
Check of Longitudinal reinforcement proportione for combined shear and torsion CHBDC 8.9.3.20Aps (ten)= 17916 mm2 ØsAsfy + ØpApsfps (ten)= 30559 #REF!√(Vf-0.5Vs-VP)2 + [0.45 ph Tf / 2Ao] = #N/A KN
Flt = Mf/dv+0.5Nf+(√{(Vf-0.5Vs-VP)2 + [0.45 ph Tf / 2Ao]} )2cotθ= #N/A #N/A
Aps(com)= 7947 mm3ØsAsfy + ØpApsfps (com)= 14557 #REF!
Flc= 0.5Nf+(√{(Vf-0.5Vs-VP)2 + [0.45 ph Tf / 2Ao]} )2cotθ − Mf/dv = #N/A #N/A #N/A
#N/A
P1
P1
P2
P2
P3
P3
-25000
-20000
-15000
-10000
-5000
0
5000
10000
15000
20000
25000
0 10 20 30 40 50 60 70
Mo
men
t (K
n-m
)
Distance (m)
Bending Moment Forces (ULS)
Mf max Mf min Mr max Mr min
4 6/25/2015
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Prepared By: M.Botros, P.Eng Neilson Road Bridge
East Bound StructureW.O. # 3215044
POST TENSION-SECTION DESIGN CHBDC
817 Neilson Road Bridge (East Bound) W.O # 3215044 Section @ 59.21288 m For MAX Stress 32 Cover
59
-15000
-10000
-5000
0
5000
10000
15000
0 10 20 30 40 50 60 70
Fo
rce
(KN
)
Distance (m)
Factored Shear Forces
Vr min Vf min Vf max Vr max
5 6/25/2015
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Prepared By: M.Botros, P.Eng Neilson Road Bridge
East Bound StructureW.O. # 3215044
POST TENSION-SECTION DESIGN CHBDC
817 Neilson Road Bridge (East Bound) W.O # 3215044 Section @ 59.21288 m For MAX Stress 32 Cover
59
Summary of Bridge Evaluation Results from CSI Bridge Model
Location σtop (Mpa) Allowable σbot (Mpa) Allowable Mf Mr Mr/Mf Vf Vr Vr/Vf
Span 1 / W. Abut 5.641 20.684 -0.173 -2.349 8974 17587 1.96 -3062 -11310 3.69
Pier 1 -0.330 -2.349 5.972 20.684 -10464 -19355 1.85 -4516 -11754 2.60
Span 2 6.235 20.684 -0.784 -2.349 11406 20625 1.81
Pier 2 0.090 20.684 5.541 20.684 -10200 -19274 1.89 -4470 -11776 2.63
Span 3 6.185 20.684 -0.733 -2.349 11172 20394 1.83
Pier3 -0.166 -2.349 5.804 20.684 -10182 -19227 1.89 -4127 -11579 2.81Span 4 / E. Abut 5.509 20.684 -0.037 -2.349 8784 17499 1.99 0 0 #DIV/0!
SLS Stress (MPa) ULS
6 6/25/2015
247 of 265
Prepared By: M.Botros, P.Eng Neilson Road Bridge
West Bound StructureW.O. # 3215044
POST TENSION-SECTION DESIGN CHBDC
817 Neilson Road Bridge (West Bound) W.O # 3215044 Section @ 8.40195 m For MAX Stress 32 Cover
Concrete Resistance Factor Øc 0.75 67 2 MIN 15 M @ 450 = 6400 mm2
51 mm
Re-bar Resistance Factor Øs 0.90 Compressed Face 15 M @ 300 = 0 mm2
38 mm
Press. Tendon Resis. Factor Øp 0.95 0 Transverse bar dia 15 M
Concrete Strength SLS/Trns f'c/fci'(MPa) 34.473 30 d'= 73 b1= 14478
Re-bar Yield Strength Fy(MPa) 345
Press. Yield Strength Fpy(MPa) 1488 dp'= 250
Press. Specified Strength Fpu(MPa) 1860 hf1= 178
Concrete Ec (MPa) 27752 Aps' y = 325
Re-bar Es (MPa) 200000 dp= 474.479 d=
Type of press.(1:L-R-strends,2:H-S-bars) 1 ds= 600 bw= 13868.4 660.4
Press. Ep (MPa) 195000 LL Perm davg = 499 n duct = 14 335
Factored moment Mf (kN.m) 7871 3690 4174 Aps d = 82.55
Service moment Ms (kN.m)/Mtrns 6721
Service Normal Force Ns (KN) -0.00004489 hf2= 152
Factored Normal Force Nf (KN) -0.00004714 Tensile Face
Factored shear Vf (KN) 1675 883 746 b2= 13258.8 Transverse bar dia 15 M
Effec Pres.of tension @SLS/Trns fse (Mpa) 1100 0 Cover
Area of Press. Of tension side Aps(mm2) 23520 14.00 12 /15 15 M @ 300 = 0 mm
238 mm
Effective Pres. of comp. side fse' (Mpa) 1250 No of Tendons No of Strands 15 M @ 450 = 5800 mm2
38 mm
Area of Press. Of comp. side Aps'(mm2) 0 0 0 /13 29 : Input Data
Area of Tensile re-bars As(mm2) 5800
Area of Compress re-bars As'(mm2) 6400 Bridge Length = 67.06 m *If it's rectangular section, input hf1=h,
Concrete Density KN/m3 γc = 24.5 Abutment Diaphragm = 3.048 m bw=b1 and hf2=0.
1.Design for S.L.S Pier Diaphragm = 4.572 m
Total area of section A (mm2) 9.320E+06 Span 1 = 14.6304 m Span 3 = 18.8976 m
Location of neutral axis y (mm) 325 Span 2 = 18.8976 m Span 4 = 14.616 m
Moment of Inertia I (mm4) 3.357E+11 Max Min
Stress on Top side @ SLS σt(Mpa) 5.553 Compression OK Mf 7871 2610 7871
Allowable Comp stress [σc](Mpa) 20.684 σtop < 0.6 fc OK Nf 0.000 0.000 0
Stress in Bottom Side @SLS σb(Mpa) -0.083 Tension OK Vf 1675 464 1675
Allowable Tensile stress [σt](Mpa) -2.349 σbot < fcr OK
8
1 6/25/2015
248 of 265
Prepared By: M.Botros, P.Eng Neilson Road Bridge
West Bound StructureW.O. # 3215044
POST TENSION-SECTION DESIGN CHBDC
817 Neilson Road Bridge (West Bound) W.O # 3215044 Section @ 8.40195 m For MAX Stress 32 Cover
8
2.Design for U.L.S - Flexural
Factor β1 0.8838175 Factor α1 0.7982905
Factor Kp 0.3
The value c/dp (M+/M-) 0.30 0.2953445 The section is properly reinforced
Tendon allowable stress at U.L.S fps(Mpa) 1695 Mf = 7871 Mr + = 16513 Mr - = -5673 16512.95
The value (b-bw) (mm) 609.6 -609.6 ductile Check of minimum reinforcement CHBDC 8.8.4.3 & 8.8.4.4
The value a (M+ / M-) (mm) = 124 126 brittle 16513 Mcr = -14090 KN.m fpe = 6.624
Factored Flexural Resistance Mr+(KN.M) = 16513 Mr > Mf ~ 7871 OK. 39897
Factored Flexural Resistance Mr-(KN.M) = 5673 Compare with Mr + 36441
3.Design for Shear @ section of deck 5673
Factored shear, Vf= 1675 0.20Øcfcrbvdv+0.5ØpVp = 2664 > Vf ---No need to add Stirrups
ØpVp= 779 tendon slope _ deg.= -1.82 ° from (m) To (m) Size Spacing (mm) # legs As
Nf (Tension +ve)= 0.000 0 3.048 15 M 300 0
Mf (Hogging +ve) associated with Vf= 0 3.048 28.194 15 M 300 0
bv = 13579 8.9.1.6 28.194 32.766 15 M 300 0
dv = 475 32.766 68.275 15 M 300 0
Nominal shear stress (MPa) 0.136 68.2752 73.762 15 M 300 0
Allowable shear stress (Mpa) 6.464 > 0.25 Øc f'c = 0.136 OK CHBDC 8.9.3.5 73.7616 115.214 15 M 300 0
fpo =0.7 fpu (MPa) = 1302 8.9.3.8.(c) 115.2144 120.7008 15 M 300 0
Minimum Reinforcement req Av > 0.15fcr(bvs/fy) CHBDC 8.9.2.3 Sze = 120.7008 153.0096 15 M 300 0
0.15fcr(bvs/fy) = 4160 > 0 Sze to be calculated according to 8.9.3.6475.488 153.0096 156.0576 15 M 300 0
Longitudinal strain εx = -0.00115 -ve, try add "EC*Act" to the denomenator 0.003bwSz= 1978.277 # side bares = 0
-0.00003 still < 0 take it = 00.00000 β = 0.352 θ = 31.0° Asb(15M) = 0
Concrete shear resistance Vc (KN) 10021 14.6304 6.2305701 4489.884 -10103.99
No of stirrup legs 0 14.6304 -0.382561 -4539.493 10103.991
Shear bar Size= 15 M 33.528 6.2305701 4489.884 -10103.99
Shear bar area (mm2) 0 33.528 -0.382561 -4539.493 10103.991
Spacing of stirrup (mm) 300 Minimum Stirrups Spacing = 356.616 CHBDC 8.14.6 52.4256 6.2305701 4489.884 -10103.99
Resistance of stirrup Vs (KN) 0 KN 52.4256 -0.382561 -4539.493 10103.991
Total Shear Resistance Vr (KN) 10800 > Factored shear ~ 1675 OK. 67.0416 6.2305701 4489.884 -10103.99
Mr/Mf > 1.33 min Rft requirement can be waived Mr do not
have to be >= 1.2 Mcr
2 6/25/2015
249 of 265
Prepared By: M.Botros, P.Eng Neilson Road Bridge
West Bound StructureW.O. # 3215044
POST TENSION-SECTION DESIGN CHBDC
817 Neilson Road Bridge (West Bound) W.O # 3215044 Section @ 15.04791 m For MIN Stress 32 Cover
Concrete Resistance Factor Øc 0.75 67 2 MIN 15 M @ 450 = 6400 mm2
51 mm
Re-bar Resistance Factor Øs 0.90 Compressed Face 15 M @ 300 = 0 mm2
38 mm
Press. Tendon Resis. Factor Øp 0.95 0 Transverse bar dia 15 M
Concrete Strength SLS/Trns f'c/fci'(MPa) 34.473 30 d'= 73 b1= 14478
Re-bar Yield Strength Fy(MPa) 345
Press. Yield Strength Fpy(MPa) 1488 dp'= 250
Press. Specified Strength Fpu(MPa) 1860 hf1= 178
Concrete Ec (MPa) 27752 Aps' y = 325
Re-bar Es (MPa) 200000 dp= 112.655 d=
Type of press.(1:L-R-strends,2:H-S-bars) 1 ds= 587 bw= 13868.4 660.4
Press. Ep (MPa) 195000 LL Perm davg = 556 n duct = 14 335
Factored moment Mf (kN.m) -10705 -3985 -6981 Aps d = 82.55
Service moment Ms (kN.m)/Mtrns -8763
Service Normal Force Ns (KN) -0.000264 hf2= 152
Factored Normal Force Nf (KN) -0.0002772 Tensile Face
Factored shear Vf (KN) -4539 -1702 2656 b2= 13258.8 Transverse bar dia 15 M
Effec Pres.of tension @SLS/Trns fse (Mpa) 1100 0 Cover
Area of Press. Of tension side Aps(mm2) 23520 14.00 12 /15 15 M @ 300 = 0 mm
238 mm
Effective Pres. of comp. side fse' (Mpa) 1250 No of Tendons No of Strands 15 M @ 450 = 5800 mm2
38 mm
Area of Press. Of comp. side Aps'(mm2) 0 0 0 /13 29 : Input Data
Area of Tensile re-bars As(mm2) 6400
Area of Compress re-bars As'(mm2) 5800 Bridge Length = 67.06 m *If it's rectangular section, input hf1=h,
Concrete Density KN/m3 γc = 24.5 Abutment Diaphragm = 3.048 m bw=b1 and hf2=0.
1.Design for S.L.S Pier Diaphragm = 4.572 m
Total area of section A (mm2) 9.320E+06 Span 1 = 14.6304 m Span 3 = 18.8976 m
Location of neutral axis y (mm) 325 Span 2 = 18.8976 m Span 4 = 14.616 m
Moment of Inertia I (mm4) 3.357E+11 Max Min
Stress on Top side @ SLS σt(Mpa) -0.383 Tension OK Mf -5896 -10705 10705
Allowable tensile stress [σt](Mpa) -2.349 σtop < fcr OK Nf 0.000 0.000 0
Stress in Bottom Side @SLS σb(Mpa) 6.027 Compression OK Vf -2652 -4539 4539
Allowable compress. stress [σb](Mpa) 20.684 σbot < 0.6 fc OK
15
1 6/25/2015
250 of 265
Prepared By: M.Botros, P.Eng Neilson Road Bridge
West Bound StructureW.O. # 3215044
POST TENSION-SECTION DESIGN CHBDC
817 Neilson Road Bridge (West Bound) W.O # 3215044 Section @ 15.04791 m For MIN Stress 32 Cover
15
2.Design for U.L.S - Flexural
Factor β1 0.8838175 Factor α1 0.7982905
Factor Kp 0.3
The value c/dp (M+/M-) 0.26 0.2637335 The section is properly reinforced
Tendon allowable stress at U.L.S fps(Mpa) 1713 Mf = -10705 Mr + = 2855 Mr - = -19444 -19443.73
The value (b-bw) (mm) 609.6 -609.6 ductile Check of minimum reinforcement CHBDC 8.8.4.3 & 8.8.4.4
The value a (M+ / M-) (mm) = 127 126 brittle 2855 Mcr = 10887 KN.m fpe = 8.515
Factored Flexural Resistance Mr+(KN.M) = 2855 Compare with Mr- 39788
Factored Flexural Resistance Mr-(KN.M) = 19444 Mr > Mf ~ -10705 OK. 36479
3.Design for Shear @ section of deck 19444
Factored shear, Vf= 4539 0.20Øcfcrbvdv+0.5ØpVp = 3197 < Vf ---Stirrups must be provided
ØpVp= 1844 tendon slope _ deg.= 4.30 ° from (m) To (m) Size Spacing (mm) # legs As
Nf (Tension +ve)= 0.000 0 3.048 15 M 300 0
Mf (Hogging +ve) associated with Vf= 0 3.048 28.194 15 M 300 0
bv = 13579 8.9.1.6 28.194 32.766 15 M 300 0
dv = 475 32.766 68.275 15 M 300 0
Nominal shear stress (MPa) 0.409 68.2752 73.762 15 M 300 0
Allowable shear stress (Mpa) 6.464 > 0.25 Øc f'c = 0.409 OK CHBDC 8.9.3.5 73.7616 115.214 15 M 300 0
fpo =0.7 fpu (MPa) = 1302 8.9.3.8.(c) 115.2144 120.7008 15 M 300 0
Minimum Reinforcement req Av > 0.15fcr(bvs/fy) CHBDC 8.9.2.3 Sze = 120.7008 153.0096 15 M 300 0
0.15fcr(bvs/fy) = 4160 > 0 Sze to be calculated according to 8.9.3.6475.488 153.0096 156.0576 15 M 300 0
Longitudinal strain εx = -0.00047 -ve, try add "EC*Act" to the denomenator 0.003bwSz= 1978.277 # side bares = 0
0.00000 > 0 ok 0.00000 β = 0.350 θ = 31.1° Asb(15M) = 0
Concrete shear resistance Vc (KN) 9953 14.6304 6.2305701 4489.884 -10103.99
No of stirrup legs 0 14.6304 -0.382561 -4539.493 10103.991
Shear bar Size= 15 M 33.528 6.2305701 4489.884 -10103.99
Shear bar area (mm2) 0 33.528 -0.382561 -4539.493 10103.991
Spacing of stirrup (mm) 300 Minimum Stirrups Spacing = 356.616 CHBDC 8.14.6 52.4256 6.2305701 4489.884 -10103.99
Resistance of stirrup Vs (KN) 0 KN 52.4256 -0.382561 -4539.493 10103.991
Total Shear Resistance Vr (KN) 11797 > Factored shear ~ 4539 OK. 67.0416 6.2305701 4489.884 -10103.99
Mr/Mf > 1.33 min Rft requirement can be waived Mr do not
have to be >= 1.2 Mcr
2 6/25/2015
251 of 265
Prepared By: M.Botros, P.Eng Neilson Road Bridge
West Bound StructureW.O. # 3215044
POST TENSION-SECTION DESIGN CHBDC
817 Neilson Road Bridge (West Bound) W.O # 3215044 Section @ 24.74653 m For MAX Stress 32 Cover
Concrete Resistance Factor Øc 0.75 67 2 MIN 15 M @ 450 = 6400 mm2
51 mm
Re-bar Resistance Factor Øs 0.90 Compressed Face 15 M @ 300 = 0 mm2
38 mm
Press. Tendon Resis. Factor Øp 0.95 0 Transverse bar dia 15 M
Concrete Strength SLS/Trns f'c/fci'(MPa) 34.473 30 d'= 73 b1= 14478
Re-bar Yield Strength Fy(MPa) 345
Press. Yield Strength Fpy(MPa) 1488 dp'= 250
Press. Specified Strength Fpu(MPa) 1860 hf1= 178
Concrete Ec (MPa) 27752 Aps' y = 325
Re-bar Es (MPa) 200000 dp= 577.735 d=
Type of press.(1:L-R-strends,2:H-S-bars) 1 ds= 600 bw= 13868.4 660.4
Press. Ep (MPa) 195000 LL Perm davg = 582 n duct = 14 335
Factored moment Mf (kN.m) 11344 4488 6852 Aps d = 82.55
Service moment Ms (kN.m)/Mtrns 9980
Service Normal Force Ns (KN) -0.0004238 hf2= 0
Factored Normal Force Nf (KN) -0.000445 Tensile Face
Factored shear Vf (KN) 732 668 21 b2= 13258.8 Transverse bar dia 15 M
Effec Pres.of tension @SLS/Trns fse (Mpa) 1100 0 Cover
Area of Press. Of tension side Aps(mm2) 23520 14.00 12 /15 15 M @ 300 = 0 mm
238 mm
Effective Pres. of comp. side fse' (Mpa) 1250 No of Tendons No of Strands 15 M @ 450 = 5800 mm2
38 mm
Area of Press. Of comp. side Aps'(mm2) 0 0 0 /13 29 : Input Data
Area of Tensile re-bars As(mm2) 5800
Area of Compress re-bars As'(mm2) 6400 Bridge Length = 67.06 m *If it's rectangular section, input hf1=h,
Concrete Density KN/m3 γc = 24.5 Abutment Diaphragm = 3.048 m bw=b1 and hf2=0.
1.Design for S.L.S Pier Diaphragm = 4.572 m
Total area of section A (mm2) 9.320E+06 Span 1 = 14.6304 m Span 3 = 18.8976 m
Location of neutral axis y (mm) 325 Span 2 = 18.8976 m Span 4 = 14.616 m
Moment of Inertia I (mm4) 3.357E+11 Max Min
Stress on Top side @ SLS σt(Mpa) 6.123 Compression OK Mf 11344 5865 11344
Allowable Comp stress [σc](Mpa) 20.684 σtop < 0.6 fc OK Nf 0.000 0.000 0
Stress in Bottom Side @SLS σb(Mpa) -0.669 Tension OK Vf 732 -508 732
Allowable Tensile stress [σt](Mpa) -2.349 σbot < fcr OK
25
1 6/25/2015
252 of 265
Prepared By: M.Botros, P.Eng Neilson Road Bridge
West Bound StructureW.O. # 3215044
POST TENSION-SECTION DESIGN CHBDC
817 Neilson Road Bridge (West Bound) W.O # 3215044 Section @ 24.74653 m For MAX Stress 32 Cover
25
2.Design for U.L.S - Flexural
Factor β1 0.8838175 Factor α1 0.7982905
Factor Kp 0.3
The value c/dp (M+/M-) 0.25 0.2467079 The section is properly reinforced
Tendon allowable stress at U.L.S fps(Mpa) 1722 Mf = 11344 Mr + = 20699 Mr - = -1628 20698.614
The value (b-bw) (mm) 609.6 -609.6 ductile Check of minimum reinforcement CHBDC 8.8.4.3 & 8.8.4.4
The value a (M+ / M-) (mm) = 126 135 brittle 20699 Mcr = -11418 KN.m fpe = 9.290
Factored Flexural Resistance Mr+(KN.M) = 20699 Mr > Mf ~ 11344 OK. 39897
Factored Flexural Resistance Mr-(KN.M) = 1628 Compare with Mr + 37559
3.Design for Shear @ section of deck 1628
Factored shear, Vf= 732 0.20Øcfcrbvdv+0.5ØpVp = 2403 > Vf ---No need to add Stirrups
ØpVp= 257 tendon slope _ deg.= -.60 ° from (m) To (m) Size Spacing (mm) # legs As
Nf (Tension +ve)= 0.000 0 3.048 15 M 300 0
Mf (Hogging +ve) associated with Vf= 0 3.048 28.194 15 M 300 0
bv = 13579 8.9.1.6 28.194 32.766 15 M 300 0
dv = 475 32.766 68.275 15 M 300 0
Nominal shear stress (MPa) 0.072 68.2752 73.762 15 M 300 0
Allowable shear stress (Mpa) 6.464 > 0.25 Øc f'c = 0.072 OK CHBDC 8.9.3.5 73.7616 115.214 15 M 300 0
fpo =0.7 fpu (MPa) = 1302 8.9.3.8.(c) 115.2144 120.7008 15 M 300 0
Minimum Reinforcement req Av > 0.15fcr(bvs/fy) CHBDC 8.9.2.3 Sze = 120.7008 153.0096 15 M 300 0
0.15fcr(bvs/fy) = 4160 > 0 Sze to be calculated according to 8.9.3.6475.488 153.0096 156.0576 15 M 300 0
Longitudinal strain εx = -0.00055 -ve, try add "EC*Act" to the denomenator 0.003bwSz= 1978.277 # side bares = 0
0.00000 still < 0 take it = 00.00000 β = 0.352 θ = 31.0° Asb(15M) = 0
Concrete shear resistance Vc (KN) 10021 14.6304 6.2305701 4489.884 -10103.99
No of stirrup legs 0 14.6304 -0.382561 -4539.493 10103.991
Shear bar Size= 15 M 33.528 6.2305701 4489.884 -10103.99
Shear bar area (mm2) 0 33.528 -0.382561 -4539.493 10103.991
Spacing of stirrup (mm) 300 Minimum Stirrups Spacing = 356.616 CHBDC 8.14.6 52.4256 6.2305701 4489.884 -10103.99
Resistance of stirrup Vs (KN) 0 KN 52.4256 -0.382561 -4539.493 10103.991
Total Shear Resistance Vr (KN) 10277 > Factored shear ~ 732 OK. 67.0416 6.2305701 4489.884 -10103.99
Mr/Mf > 1.33 min Rft requirement can be waived Mr do not
have to be >= 1.2 Mcr
2 6/25/2015
253 of 265
Prepared By: M.Botros, P.Eng Neilson Road Bridge
West Bound StructureW.O. # 3215044
POST TENSION-SECTION DESIGN CHBDC
817 Neilson Road Bridge (West Bound) W.O # 3215044 Section @ 34.28841 m For MIN Stress 32 Cover
Concrete Resistance Factor Øc 0.75 67 2 MIN 15 M @ 450 = 6400 mm2
51 mm
Re-bar Resistance Factor Øs 0.90 Compressed Face 15 M @ 300 = 0 mm2
38 mm
Press. Tendon Resis. Factor Øp 0.95 0 Transverse bar dia 15 M
Concrete Strength SLS/Trns f'c/fci'(MPa) 34.473 30 d'= 73 b1= 14478
Re-bar Yield Strength Fy(MPa) 345
Press. Yield Strength Fpy(MPa) 1488 dp'= 250
Press. Specified Strength Fpu(MPa) 1860 hf1= 178
Concrete Ec (MPa) 27752 Aps' y = 325
Re-bar Es (MPa) 200000 dp= 112.683 d=
Type of press.(1:L-R-strends,2:H-S-bars) 1 ds= 587 bw= 13868.4 660.4
Press. Ep (MPa) 195000 LL Perm davg = 556 n duct = 14 335
Factored moment Mf (kN.m) -10207 -3876 -6595 Aps d = 82.55
Service moment Ms (kN.m)/Mtrns -8092
Service Normal Force Ns (KN) 0.0003147 hf2= 152
Factored Normal Force Nf (KN) 0.0003304 Tensile Face
Factored shear Vf (KN) -4460 -1677 2796 b2= 13258.8 Transverse bar dia 15 M
Effec Pres.of tension @SLS/Trns fse (Mpa) 1100 0 Cover
Area of Press. Of tension side Aps(mm2) 23520 14.00 12 /15 15 M @ 300 = 0 mm
238 mm
Effective Pres. of comp. side fse' (Mpa) 1250 No of Tendons No of Strands 15 M @ 450 = 5800 mm2
38 mm
Area of Press. Of comp. side Aps'(mm2) 0 0 0 /13 29 : Input Data
Area of Tensile re-bars As(mm2) 6400
Area of Compress re-bars As'(mm2) 5800 Bridge Length = 67.06 m *If it's rectangular section, input hf1=h,
Concrete Density KN/m3 γc = 24.5 Abutment Diaphragm = 3.048 m bw=b1 and hf2=0.
1.Design for S.L.S Pier Diaphragm = 4.572 m
Total area of section A (mm2) 9.320E+06 Span 1 = 14.6304 m Span 3 = 18.8976 m
Location of neutral axis y (mm) 325 Span 2 = 18.8976 m Span 4 = 14.616 m
Moment of Inertia I (mm4) 3.357E+11 Max Min
Stress on Top side @ SLS σt(Mpa) 0.267 Compression OK Mf -5765 -10207 10207
Allowable Comp stress [σc](Mpa) 20.684 σtop < 0.6 fc OK Nf 0.000 0.000 0
Stress in Bottom Side @SLS σb(Mpa) 5.358 Compression OK Vf -2649 -4460 4460
Allowable compress. stress [σb](Mpa) 20.684 σbot < 0.6 fc OK
34
1 6/25/2015
254 of 265
Prepared By: M.Botros, P.Eng Neilson Road Bridge
West Bound StructureW.O. # 3215044
POST TENSION-SECTION DESIGN CHBDC
817 Neilson Road Bridge (West Bound) W.O # 3215044 Section @ 34.28841 m For MIN Stress 32 Cover
34
2.Design for U.L.S - Flexural
Factor β1 0.8838175 Factor α1 0.7982905
Factor Kp 0.3
The value c/dp (M+/M-) 0.26 0.2637455 The section is properly reinforced
Tendon allowable stress at U.L.S fps(Mpa) 1713 Mf = -10207 Mr + = 2857 Mr - = -19443 -19442.63
The value (b-bw) (mm) 609.6 -609.6 ductile Check of minimum reinforcement CHBDC 8.8.4.3 & 8.8.4.4
The value a (M+ / M-) (mm) = 127 126 brittle 2857 Mcr = -12195 KN.m fpe = 8.515
Factored Flexural Resistance Mr+(KN.M) = 2857 Compare with Mr- 39788
Factored Flexural Resistance Mr-(KN.M) = 19443 Mr > Mf ~ -10207 OK. 36479
3.Design for Shear @ section of deck 19443
Factored shear, Vf= 4460 0.20Øcfcrbvdv+0.5ØpVp = 3206 < Vf ---Stirrups must be provided
ØpVp= 1863 tendon slope _ deg.= 4.35 ° from (m) To (m) Size Spacing (mm) # legs As
Nf (Tension +ve)= 0.000 0 3.048 15 M 300 0
Mf (Hogging +ve) associated with Vf= 0 3.048 28.194 15 M 300 0
bv = 13579 8.9.1.6 28.194 32.766 15 M 300 0
dv = 475 32.766 68.275 15 M 300 0
Nominal shear stress (MPa) 0.394 68.2752 73.762 15 M 300 0
Allowable shear stress (Mpa) 6.464 > 0.25 Øc f'c = 0.394 OK CHBDC 8.9.3.5 73.7616 115.214 15 M 300 0
fpo =0.7 fpu (MPa) = 1302 8.9.3.8.(c) 115.2144 120.7008 15 M 300 0
Minimum Reinforcement req Av > 0.15fcr(bvs/fy) CHBDC 8.9.2.3 Sze = 120.7008 153.0096 15 M 300 0
0.15fcr(bvs/fy) = 4160 > 0 Sze to be calculated according to 8.9.3.6475.488 153.0096 156.0576 15 M 300 0
Longitudinal strain εx = -0.00057 -ve, try add "EC*Act" to the denomenator 0.003bwSz= 1978.277 # side bares = 0
0.00000 > 0 ok 0.00000 β = 0.352 θ = 31.0° Asb(15M) = 0
Concrete shear resistance Vc (KN) 10017 14.6304 6.2305701 4489.884 -10103.99
No of stirrup legs 0 14.6304 -0.382561 -4539.493 10103.991
Shear bar Size= 15 M 33.528 6.2305701 4489.884 -10103.99
Shear bar area (mm2) 0 33.528 -0.382561 -4539.493 10103.991
Spacing of stirrup (mm) 300 Minimum Stirrups Spacing = 356.616 CHBDC 8.14.6 52.4256 6.2305701 4489.884 -10103.99
Resistance of stirrup Vs (KN) 0 KN 52.4256 -0.382561 -4539.493 10103.991
Total Shear Resistance Vr (KN) 11881 > Factored shear ~ 4460 OK. 67.0416 6.2305701 4489.884 -10103.99
Mr/Mf > 1.33 min Rft requirement can be waived Mr do not
have to be >= 1.2 Mcr
2 6/25/2015
255 of 265
Prepared By: M.Botros, P.Eng Neilson Road Bridge
West Bound StructureW.O. # 3215044
POST TENSION-SECTION DESIGN CHBDC
817 Neilson Road Bridge (West Bound) W.O # 3215044 Section @ 43.30642 m For MAX Stress 32 Cover
Concrete Resistance Factor Øc 0.75 67 2 MIN 15 M @ 450 = 6400 mm2
51 mm
Re-bar Resistance Factor Øs 0.90 Compressed Face 15 M @ 300 = 0 mm2
38 mm
Press. Tendon Resis. Factor Øp 0.95 0 Transverse bar dia 15 M
Concrete Strength SLS/Trns f'c/fci'(MPa) 34.473 30 d'= 73 b1= 14478
Re-bar Yield Strength Fy(MPa) 345
Press. Yield Strength Fpy(MPa) 1488 dp'= 250
Press. Specified Strength Fpu(MPa) 1860 hf1= 178
Concrete Ec (MPa) 27752 Aps' y = 325
Re-bar Es (MPa) 200000 dp= 572.776 d=
Type of press.(1:L-R-strends,2:H-S-bars) 1 ds= 600 bw= 13868.4 660.4
Press. Ep (MPa) 195000 LL Perm davg = 578 n duct = 14 335
Factored moment Mf (kN.m) 11289 4469 6818 Aps d = 82.55
Service moment Ms (kN.m)/Mtrns 9962
Service Normal Force Ns (KN) 0.0001765 hf2= 152
Factored Normal Force Nf (KN) 0.0001853 Tensile Face
Factored shear Vf (KN) 525 622 -142 b2= 13258.8 Transverse bar dia 15 M
Effec Pres.of tension @SLS/Trns fse (Mpa) 1100 0 Cover
Area of Press. Of tension side Aps(mm2) 23520 14.00 12 /15 15 M @ 300 = 0 mm
238 mm
Effective Pres. of comp. side fse' (Mpa) 1250 No of Tendons No of Strands 15 M @ 450 = 5800 mm2
38 mm
Area of Press. Of comp. side Aps'(mm2) 0 0 0 /13 29 : Input Data
Area of Tensile re-bars As(mm2) 5800
Area of Compress re-bars As'(mm2) 6400 Bridge Length = 67.06 m *If it's rectangular section, input hf1=h,
Concrete Density KN/m3 γc = 24.5 Abutment Diaphragm = 3.048 m bw=b1 and hf2=0.
1.Design for S.L.S Pier Diaphragm = 4.572 m
Total area of section A (mm2) 9.320E+06 Span 1 = 14.6304 m Span 3 = 18.8976 m
Location of neutral axis y (mm) 325 Span 2 = 18.8976 m Span 4 = 14.616 m
Moment of Inertia I (mm4) 3.357E+11 Max Min
Stress on Top side @ SLS σt(Mpa) 6.231 Compression OK Mf 11289 5686 11289
Allowable Comp stress [σc](Mpa) 20.684 σtop < 0.6 fc OK Nf 0.000 0.000 0
Stress in Bottom Side @SLS σb(Mpa) -0.780 Tension OK Vf 525 -715 715
Allowable Tensile stress [σt](Mpa) -2.349 σbot < fcr OK
43
1 6/25/2015
256 of 265
Prepared By: M.Botros, P.Eng Neilson Road Bridge
West Bound StructureW.O. # 3215044
POST TENSION-SECTION DESIGN CHBDC
817 Neilson Road Bridge (West Bound) W.O # 3215044 Section @ 43.30642 m For MAX Stress 32 Cover
43
2.Design for U.L.S - Flexural
Factor β1 0.8838175 Factor α1 0.7982905
Factor Kp 0.3
The value c/dp (M+/M-) 0.25 0.2486746 The section is properly reinforced
Tendon allowable stress at U.L.S fps(Mpa) 1721 Mf = 11289 Mr + = 20497 Mr - = -1926 20496.819
The value (b-bw) (mm) 609.6 -609.6 ductile Check of minimum reinforcement CHBDC 8.8.4.3 & 8.8.4.4
The value a (M+ / M-) (mm) = 126 128 brittle 20497 Mcr = -11546 KN.m fpe = 9.162
Factored Flexural Resistance Mr+(KN.M) = 20497 Mr > Mf ~ 11289 OK. 39897
Factored Flexural Resistance Mr-(KN.M) = 1926 Compare with Mr + 36441
3.Design for Shear @ section of deck 1926
Factored shear, Vf= 715 0.20Øcfcrbvdv+0.5ØpVp = 2328 > Vf ---No need to add Stirrups
ØpVp= 106 tendon slope _ deg.= -.25 ° from (m) To (m) Size Spacing (mm) # legs As
Nf (Tension +ve)= 0.000 0 3.048 15 M 300 0
Mf (Hogging +ve) associated with Vf= 0 3.048 28.194 15 M 300 0
bv = 13579 8.9.1.6 28.194 32.766 15 M 300 0
dv = 475 32.766 68.275 15 M 300 0
Nominal shear stress (MPa) 0.092 68.2752 73.762 15 M 300 0
Allowable shear stress (Mpa) 6.464 > 0.25 Øc f'c = 0.092 OK CHBDC 8.9.3.5 73.7616 115.214 15 M 300 0
fpo =0.7 fpu (MPa) = 1302 8.9.3.8.(c) 115.2144 120.7008 15 M 300 0
Minimum Reinforcement req Av > 0.15fcr(bvs/fy) CHBDC 8.9.2.3 Sze = 120.7008 153.0096 15 M 300 0
0.15fcr(bvs/fy) = 4160 > 0 Sze to be calculated according to 8.9.3.6475.488 153.0096 156.0576 15 M 300 0
Longitudinal strain εx = -0.00055 -ve, try add "EC*Act" to the denomenator 0.003bwSz= 1978.277 # side bares = 0
-0.00001 still < 0 take it = 00.00000 β = 0.352 θ = 31.0° Asb(15M) = 0
Concrete shear resistance Vc (KN) 10021 14.6304 6.2305701 4489.884 -10103.99
No of stirrup legs 0 14.6304 -0.382561 -4539.493 10103.991
Shear bar Size= 15 M 33.528 6.2305701 4489.884 -10103.99
Shear bar area (mm2) 0 33.528 -0.382561 -4539.493 10103.991
Spacing of stirrup (mm) 300 Minimum Stirrups Spacing = 356.616 CHBDC 8.14.6 52.4256 6.2305701 4489.884 -10103.99
Resistance of stirrup Vs (KN) 0 KN 52.4256 -0.382561 -4539.493 10103.991
Total Shear Resistance Vr (KN) 10127 > Factored shear ~ 715 OK. 67.0416 6.2305701 4489.884 -10103.99
Mr/Mf > 1.33 min Rft requirement can be waived Mr do not
have to be >= 1.2 Mcr
2 6/25/2015
257 of 265
Prepared By: M.Botros, P.Eng Neilson Road Bridge
West Bound StructureW.O. # 3215044
POST TENSION-SECTION DESIGN CHBDC
817 Neilson Road Bridge (West Bound) W.O # 3215044 Section @ 53.36381 m For MIN Stress 32 Cover
Concrete Resistance Factor Øc 0.75 67 2 MIN 15 M @ 450 = 6400 mm2
51 mm
Re-bar Resistance Factor Øs 0.90 Compressed Face 15 M @ 300 = 0 mm2
38 mm
Press. Tendon Resis. Factor Øp 0.95 0 Transverse bar dia 15 M
Concrete Strength SLS/Trns f'c/fci'(MPa) 34.473 30 d'= 73 b1= 14478
Re-bar Yield Strength Fy(MPa) 345
Press. Yield Strength Fpy(MPa) 1488 dp'= 250
Press. Specified Strength Fpu(MPa) 1860 hf1= 178
Concrete Ec (MPa) 27752 Aps' y = 325
Re-bar Es (MPa) 200000 dp= 112.808 d=
Type of press.(1:L-R-strends,2:H-S-bars) 1 ds= 587 bw= 13868.4 660.4
Press. Ep (MPa) 195000 LL Perm davg = 556 n duct = 14 335
Factored moment Mf (kN.m) -10189 -3672 -6626 Aps d = 82.55
Service moment Ms (kN.m)/Mtrns -8415
Service Normal Force Ns (KN) 0.00006508 hf2= 0
Factored Normal Force Nf (KN) 0.00006837 Tensile Face
Factored shear Vf (KN) -4135 -1543 2789 b2= 13258.8 Transverse bar dia 15 M
Effec Pres.of tension @SLS/Trns fse (Mpa) 1100 0 Cover
Area of Press. Of tension side Aps(mm2) 23520 14.00 12 /15 15 M @ 300 = 0 mm
238 mm
Effective Pres. of comp. side fse' (Mpa) 1250 No of Tendons No of Strands 15 M @ 450 = 5800 mm2
38 mm
Area of Press. Of comp. side Aps'(mm2) 0 0 0 /13 29 : Input Data
Area of Tensile re-bars As(mm2) 6400
Area of Compress re-bars As'(mm2) 5800 Bridge Length = 67.06 m *If it's rectangular section, input hf1=h,
Concrete Density KN/m3 γc = 24.5 Abutment Diaphragm = 3.048 m bw=b1 and hf2=0.
1.Design for S.L.S Pier Diaphragm = 4.572 m
Total area of section A (mm2) 9.320E+06 Span 1 = 14.6304 m Span 3 = 18.8976 m
Location of neutral axis y (mm) 325 Span 2 = 18.8976 m Span 4 = 14.616 m
Moment of Inertia I (mm4) 3.357E+11 Max Min
Stress on Top side @ SLS σt(Mpa) -0.049 Tension OK Mf -5737 -10189 10189
Allowable tensile stress [σt](Mpa) -2.349 σtop < fcr OK Nf 0.000 0.000 0
Stress in Bottom Side @SLS σb(Mpa) 5.683 Compression OK Vf -2538 -4135 4135
Allowable compress. stress [σb](Mpa) 20.684 σbot < 0.6 fc OK
53
1 6/25/2015
258 of 265
Prepared By: M.Botros, P.Eng Neilson Road Bridge
West Bound StructureW.O. # 3215044
POST TENSION-SECTION DESIGN CHBDC
817 Neilson Road Bridge (West Bound) W.O # 3215044 Section @ 53.36381 m For MIN Stress 32 Cover
53
2.Design for U.L.S - Flexural
Factor β1 0.8838175 Factor α1 0.7982905
Factor Kp 0.3
The value c/dp (M+/M-) 0.28 0.2764661 The section is properly reinforced
Tendon allowable stress at U.L.S fps(Mpa) 1706 Mf = -10189 Mr + = 2863 Mr - = -19269 -19269.33
The value (b-bw) (mm) 609.6 -609.6 ductile Check of minimum reinforcement CHBDC 8.8.4.3 & 8.8.4.4
The value a (M+ / M-) (mm) = 126 133 brittle 2863 Mcr = 10883 KN.m fpe = 8.511
Factored Flexural Resistance Mr+(KN.M) = 2863 Compare with Mr- 39788
Factored Flexural Resistance Mr-(KN.M) = 19269 Mr > Mf ~ -10189 OK. 37597
3.Design for Shear @ section of deck 19269
Factored shear, Vf= 4135 0.20Øcfcrbvdv+0.5ØpVp = 3117 < Vf ---Stirrups must be provided
ØpVp= 1684 tendon slope _ deg.= 3.93 ° from (m) To (m) Size Spacing (mm) # legs As
Nf (Tension +ve)= 0.000 0 3.048 15 M 300 0
Mf (Hogging +ve) associated with Vf= 0 3.048 28.194 15 M 300 0
bv = 13579 8.9.1.6 28.194 32.766 15 M 300 0
dv = 475 32.766 68.275 15 M 300 0
Nominal shear stress (MPa) 0.372 68.2752 73.762 15 M 300 0
Allowable shear stress (Mpa) 6.464 > 0.25 Øc f'c = 0.372 OK CHBDC 8.9.3.5 73.7616 115.214 15 M 300 0
fpo =0.7 fpu (MPa) = 1302 8.9.3.8.(c) 115.2144 120.7008 15 M 300 0
Minimum Reinforcement req Av > 0.15fcr(bvs/fy) CHBDC 8.9.2.3 Sze = 120.7008 153.0096 15 M 300 0
0.15fcr(bvs/fy) = 4160 > 0 Sze to be calculated according to 8.9.3.6475.488 153.0096 156.0576 15 M 300 0
Longitudinal strain εx = -0.00058 -ve, try add "EC*Act" to the denomenator 0.003bwSz= 1978.277 # side bares = 0
0.00000 still < 0 take it = 00.00000 β = 0.352 θ = 31.0° Asb(15M) = 0
Concrete shear resistance Vc (KN) 10021 14.6304 6.2305701 4489.884 -10103.99
No of stirrup legs 0 14.6304 -0.382561 -4539.493 10103.991
Shear bar Size= 15 M 33.528 6.2305701 4489.884 -10103.99
Shear bar area (mm2) 0 33.528 -0.382561 -4539.493 10103.991
Spacing of stirrup (mm) 300 Minimum Stirrups Spacing = 356.616 CHBDC 8.14.6 52.4256 6.2305701 4489.884 -10103.99
Resistance of stirrup Vs (KN) 0 KN 52.4256 -0.382561 -4539.493 10103.991
Total Shear Resistance Vr (KN) 11704 > Factored shear ~ 4135 OK. 67.0416 6.2305701 4489.884 -10103.99
Mr/Mf > 1.33 min Rft requirement can be waived Mr do not
have to be >= 1.2 Mcr
2 6/25/2015
259 of 265
Prepared By: M.Botros, P.Eng Neilson Road Bridge
West Bound StructureW.O. # 3215044
POST TENSION-SECTION DESIGN CHBDC
817 Neilson Road Bridge (West Bound) W.O # 3215044 Section @ 59.74069 m For MAX Stress 32 Cover
Concrete Resistance Factor Øc 0.75 67 2 MIN 15 M @ 450 = 6400 mm2
51 mm
Re-bar Resistance Factor Øs 0.90 Compressed Face 15 M @ 300 = 0 mm2
38 mm
Press. Tendon Resis. Factor Øp 0.95 0 Transverse bar dia 15 M
Concrete Strength SLS/Trns f'c/fci'(MPa) 34.473 30 d'= 73 b1= 14478
Re-bar Yield Strength Fy(MPa) 345
Press. Yield Strength Fpy(MPa) 1488 dp'= 250
Press. Specified Strength Fpu(MPa) 1860 hf1= 178
Concrete Ec (MPa) 27752 Aps' y = 325
Re-bar Es (MPa) 200000 dp= 471.048 d=
Type of press.(1:L-R-strends,2:H-S-bars) 1 ds= 600 bw= 13868.4 660.4
Press. Ep (MPa) 195000 LL Perm davg = 497 n duct = 14 335
Factored moment Mf (kN.m) 7796 3702 4092 Aps d = 82.55
Service moment Ms (kN.m)/Mtrns 6640
Service Normal Force Ns (KN) -0.000005821 hf2= 152
Factored Normal Force Nf (KN) -0.00000618 Tensile Face
Factored shear Vf (KN) -291 399 -734 b2= 13258.8 Transverse bar dia 15 M
Effec Pres.of tension @SLS/Trns fse (Mpa) 1100 0 Cover
Area of Press. Of tension side Aps(mm2) 23520 14.00 12 /15 15 M @ 300 = 0 mm
238 mm
Effective Pres. of comp. side fse' (Mpa) 1250 No of Tendons No of Strands 15 M @ 450 = 5800 mm2
38 mm
Area of Press. Of comp. side Aps'(mm2) 0 0 0 /13 29 : Input Data
Area of Tensile re-bars As(mm2) 5800
Area of Compress re-bars As'(mm2) 6400 Bridge Length = 67.06 m *If it's rectangular section, input hf1=h,
Concrete Density KN/m3 γc = 24.5 Abutment Diaphragm = 3.048 m bw=b1 and hf2=0.
1.Design for S.L.S Pier Diaphragm = 4.572 m
Total area of section A (mm2) 9.320E+06 Span 1 = 14.6304 m Span 3 = 18.8976 m
Location of neutral axis y (mm) 325 Span 2 = 18.8976 m Span 4 = 14.616 m
Moment of Inertia I (mm4) 3.357E+11 Max Min
Stress on Top side @ SLS σt(Mpa) 5.561 Compression OK Mf 7796 2369 7796
Allowable Comp stress [σc](Mpa) 20.684 σtop < 0.6 fc OK Nf 0.000 0.000 0
Stress in Bottom Side @SLS σb(Mpa) -0.091 Tension OK Vf -291 -1468 1468
Allowable Tensile stress [σt](Mpa) -2.349 σbot < fcr OK
60
1 6/25/2015
260 of 265
Prepared By: M.Botros, P.Eng Neilson Road Bridge
West Bound StructureW.O. # 3215044
POST TENSION-SECTION DESIGN CHBDC
817 Neilson Road Bridge (West Bound) W.O # 3215044 Section @ 59.74069 m For MAX Stress 32 Cover
60
2.Design for U.L.S - Flexural
Factor β1 0.8838175 Factor α1 0.7982905
Factor Kp 0.3
The value c/dp (M+/M-) 0.30 0.2972919 The section is properly reinforced
Tendon allowable stress at U.L.S fps(Mpa) 1694 Mf = 7796 Mr + = 16375 Mr - = -5801 16374.566
The value (b-bw) (mm) 609.6 -609.6 ductile Check of minimum reinforcement CHBDC 8.8.4.3 & 8.8.4.4
The value a (M+ / M-) (mm) = 124 126 brittle 16375 Mcr = -14178 KN.m fpe = 6.535
Factored Flexural Resistance Mr+(KN.M) = 16375 Mr > Mf ~ 7796 OK. 39897
Factored Flexural Resistance Mr-(KN.M) = 5801 Compare with Mr + 36441
3.Design for Shear @ section of deck 5801
Factored shear, Vf= 1468 0.20Øcfcrbvdv+0.5ØpVp = 2508 > Vf ---No need to add Stirrups
ØpVp= 467 tendon slope _ deg.= 1.09 ° from (m) To (m) Size Spacing (mm) # legs As
Nf (Tension +ve)= 0.000 0 3.048 15 M 300 0
Mf (Hogging +ve) associated with Vf= 0 3.048 28.194 15 M 300 0
bv = 13579 8.9.1.6 28.194 32.766 15 M 300 0
dv = 475 32.766 68.275 15 M 300 0
Nominal shear stress (MPa) 0.152 68.2752 73.762 15 M 300 0
Allowable shear stress (Mpa) 6.464 > 0.25 Øc f'c = 0.152 OK CHBDC 8.9.3.5 73.7616 115.214 15 M 300 0
fpo =0.7 fpu (MPa) = 1302 8.9.3.8.(c) 115.2144 120.7008 15 M 300 0
Minimum Reinforcement req Av > 0.15fcr(bvs/fy) CHBDC 8.9.2.3 Sze = 120.7008 153.0096 15 M 300 0
0.15fcr(bvs/fy) = 4160 > 0 Sze to be calculated according to 8.9.3.6475.488 153.0096 156.0576 15 M 300 0
Longitudinal strain εx = -0.00115 -ve, try add "EC*Act" to the denomenator 0.003bwSz= 1978.277 # side bares = 0
-0.00003 still < 0 take it = 00.00000 β = 0.352 θ = 31.0° Asb(15M) = 0
Concrete shear resistance Vc (KN) 10021 14.6304 6.2305701 4489.884 -10103.99
No of stirrup legs 0 14.6304 -0.382561 -4539.493 10103.991
Shear bar Size= 15 M 33.528 6.2305701 4489.884 -10103.99
Shear bar area (mm2) 0 33.528 -0.382561 -4539.493 10103.991
Spacing of stirrup (mm) 300 Minimum Stirrups Spacing = 356.616 CHBDC 8.14.6 52.4256 6.2305701 4489.884 -10103.99
Resistance of stirrup Vs (KN) 0 KN 52.4256 -0.382561 -4539.493 10103.991
Total Shear Resistance Vr (KN) 10487 > Factored shear ~ 1468 OK. 67.0416 6.2305701 4489.884 -10103.99
Mr/Mf > 1.33 min Rft requirement can be waived Mr do not
have to be >= 1.2 Mcr
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Prepared By: M.Botros, P.Eng Neilson Road Bridge
West Bound StructureW.O. # 3215044
POST TENSION-SECTION DESIGN CHBDC
817 Neilson Road Bridge (West Bound) W.O # 3215044 Section @ 8.40195 m For MAX Stress 32 Cover
8
67.0416 -0.382561 -4539.493 10103.9914.Design for Torsion @ section of deck
Re-bar Es (MPa) 200000
Press. Ep (MPa) 195000Area of Tensile re-bars As(mm2) 5800 Top slab = 225
The value cu/dp 0.31 From above 8050
d= 474
Re-bar Resistance Factor Øs 0.90 Web = 780
Concrete Resistance Factor Øc 0.75 2000
Re-bar Yield Strength Fy(MPa) 400 Aps
Concrete Strength f'c (MPa) 34.473Effective Pres. of tension side fse (Mpa) 1100 7280
Area of Press. Of tension side Aps(mm2) 23520
Total Axial prestress force after losses (KN) 25859 dp= 474
Acp area of outside priemeter of xsec (mm2) 12393000
Pc the outside periemeter of conc sec (mm) 19330 Bottom slab = 175
fce compressive stress after losses(Mpa) 2.09
fcr (Mpa) 2.35
Tcr (KN.m) 27775
Tf (KN.m) #N/A
Nf (KN) 0 #N/A
Mf (KN.m) 7871
Vp (KN) -820.31
Vf (KN) 1675
Ph (mm) 18770
Aoh (mm2) 12393000
Ao (mm2) 10534050Minimum Reinforcement req Av > 0.15fcr(bvs/fy) CHBDC 8.9.1.3
0.15fcr(bvs/fy) = 1794 > Av ~ 0 NG - Use table 8-9.3.4.1 (b) to Calculate β & θ
Tr (KN.m) = #REF! #REF!
P1
P1
P2
P2
P3
P3
-2.000
-1.000
0.000
1.000
2.000
3.000
4.000
5.000
6.000
7.000
0.000 10.000 20.000 30.000 40.000 50.000 60.000 70.000
Str
ess
(MP
a)
Distance (m)
SLS Stress
σt max σt min σb min σb max
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Prepared By: M.Botros, P.Eng Neilson Road Bridge
West Bound StructureW.O. # 3215044
POST TENSION-SECTION DESIGN CHBDC
817 Neilson Road Bridge (West Bound) W.O # 3215044 Section @ 8.40195 m For MAX Stress 32 Cover
8
5.Design for combined shear and torsion
Cross-sectional dimension to avoid crushing for combined shear and torsion Section type : Box Section
√{(Vf-VP)2 + [0.9 ph Tf / 2Ao]} = #N/A KN0.15fcr(bvs/fy) = 4160 > 0 Sze to be calculated according to 8.9.3.6 Sze = 475.488 # side bares = 0
Longitudinal strain εx = #REF! #REF! 0.003bwSz= 1978.277 Asb(15M) = 0
#REF! #REF! #REF! β = #REF! θ = #REF! Cot θ = #REF!
(Vf-Vp)/(bv dv)+Tf ph/(1.7 Aoh2) = #N/A #N/A
0.25 Øc f'c = 6.46369
S Stirrup spacing (mm) 150
Bar Size For Torsion 15 MAt Area of 1 leg (mm2) 200
Check of Longitudinal reinforcement proportione for combined shear and torsion CHBDC 8.9.3.20Aps (ten)= 18578 mm2 ØsAsfy + ØpApsfps (ten)= 31719 #REF!√(Vf-0.5Vs-VP)2 + [0.45 ph Tf / 2Ao] = #N/A KN
Flt = Mf/dv+0.5Nf+(√{(Vf-0.5Vs-VP)2 + [0.45 ph Tf / 2Ao]} )2cotθ= #N/A #N/A
Aps(com)= 7280 mm3ØsAsfy + ØpApsfps (com)= 13524 #REF!
Flc= 0.5Nf+(√{(Vf-0.5Vs-VP)2 + [0.45 ph Tf / 2Ao]} )2cotθ − Mf/dv = #N/A #N/A #N/A
#N/A
P1
P1
P2
P2
P3
P3
-25000
-20000
-15000
-10000
-5000
0
5000
10000
15000
20000
25000
0.000 10.000 20.000 30.000 40.000 50.000 60.000 70.000
Mo
men
t (K
n-m
)
Distance (m)
Bending Moment Forces
Mf max Mf min Mr max Mr min P1 P2 P3
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Prepared By: M.Botros, P.Eng Neilson Road Bridge
West Bound StructureW.O. # 3215044
POST TENSION-SECTION DESIGN CHBDC
817 Neilson Road Bridge (West Bound) W.O # 3215044 Section @ 8.40195 m For MAX Stress 32 Cover
8
-15000
-10000
-5000
0
5000
10000
15000
0.000 10.000 20.000 30.000 40.000 50.000 60.000 70.000
Fo
rce
(KN
)
Distance (m)
Shear Forces
Vr min Vf min Vf max Vr max
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Prepared By: M.Botros, P.Eng Neilson Road Bridge
West Bound StructureW.O. # 3215044
POST TENSION-SECTION DESIGN CHBDC
817 Neilson Road Bridge (West Bound) W.O # 3215044 Section @ 8.40195 m For MAX Stress 32 Cover
8
Summary of Bridge Evaluation Results from CSI Bridge Model
Location σtop (Mpa) Allowable σbot (Mpa) Allowable Mf Mr Mr/Mf Vf Vr Vr/Vf
Span 1 / W. Abut 5.553 20.684 -0.083 -2.349 9094 17798 1.96 -3064 -11310 3.69
Pier 1 -0.383 -2.349 6.027 20.684 -10705 -19444 1.82 -4539 -11797 2.60
Span 2 6.123 20.684 -0.669 -2.349 11344 20699 1.82
Pier 2 0.218 20.684 5.408 20.684 -10207 -19443 1.90 -4460 -11881 2.66
Span 3 6.231 20.684 -0.780 -2.349 11289 20497 1.82
Pier3 -0.062 -2.349 5.697 20.684 -10189 -19269 1.89 -4135 -11704 2.83Span 4 / E. Abut 5.561 20.684 -0.091 -2.349 8957 17159 1.92 3015 10138 3.36
SLS Stress (MPa) ULS
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