BRIDGE CHECK CANADA Ltd....Photo P85 – Pier #3‐ West Face (good condition – medium scaling) Photo P86 – Pier #3 Expansion Andre Rotaflon Bearing – column J (fair to good

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)

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Photo P71 – South East Retaining Wall (good condition – crack)

Photo P72 – Pier #1‐ East Face (good condition ‐ crack)

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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)

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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)

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Photo P77 – Pier #1 Expansion Andre Rotaflon Bearing – column D (good condition – light corrosion)

Photo P78 –Pier #2‐ East Face (good condition)

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Photo P79 – Pier #2‐ West Face (good condition)

Photo P80 – Pier #2 Fixed Andre Rota Bearing – column E (good condition)

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Photo P81 – Pier #2 Fixed Andre Rota Bearing – column F (good condition)

Photo P82 – Pier #2 Fixed Andre Rota Bearing – column G (good condition)

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Photo P83 – Pier #2 Fixed Andre Rota Bearing – column H (good condition)

Photo P84 –Pier #3‐ East Face (good condition – medium scaling)

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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)

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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)

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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)

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Photo P91 – West Slope Paving (fair to good condition – cracks)

Photo P92 – Utility Duct at South Barrier wall

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Photo P93 – Utility Duct at North Sidewalk

Photo P94 – Inside Core C1

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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]


14/ Laboratory Test Results

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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

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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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15/ General Arrangement Drawing

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16/ Drawings

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AP

PE

ND

IX B

– S

tructu

ral E

va

lua

tion

Re

po

rt

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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 @ 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

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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

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817 Neilson Road Bridge (East Bound) W.O # 3215044 Section @ 15.01616 m For MIN Stress 32 Cover


51 mm


38 mm







Re-bar Es (MPa) 200000 dp= 114.833 d=



Factored moment Mf (kN.m) -10451 -3591 -6613 Aps d = 82.55

Service moment Ms (kN.m)/Mtrns -8652



Factored shear Vf (KN) -4516 -1690 2640 b2= 13258.8 Transverse bar dia 15 M



238 mm


38 mm









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

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15


Factor β1 0.8838175 Factor α1 0.7982905

Factor Kp 0.3


Tendon allowable stress at U.L.S fps(Mpa) 1712 Mf = -10451 Mr + = 2939 Mr - = -19355 -19355.33


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


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


bv = 13579 8.9.1.6 28.194 32.766 15 M 300 0

dv = 475 32.766 68.275 15 M 300 0






0.00000 > 0 ok 0.00000 β = 0.351 θ = 31.1° Asb(15M) = 0



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






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51 mm


38 mm







Re-bar Es (MPa) 200000 dp= 575.924 d=










238 mm


38 mm











Stress in Bottom Side @SLS σb(Mpa) -0.784 Tension OK Vf 756 -476 756


25

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25


Factor β1 0.8838175 Factor α1 0.7982905

Factor Kp 0.3









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


bv = 13579 8.9.1.6 28.194 32.766 15 M 300 0

dv = 475 32.766 68.275 15 M 300 0






0.00000 still < 0 take it = 00.00000 β = 0.352 θ = 31.0° Asb(15M) = 0



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






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51 mm


38 mm







Re-bar Es (MPa) 200000 dp= 116.845 d=





Service Normal Force Ns (KN) -0.0008512 hf2= 152

Factored Normal Force Nf (KN) -0.0008937 Tensile Face




238 mm


38 mm









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



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34


Factor β1 0.8838175 Factor α1 0.7982905

Factor Kp 0.3










Nf (Tension +ve)= -0.001 0 3.048 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






0.00000 > 0 ok 0.00000 β = 0.352 θ = 31.0° Asb(15M) = 0



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






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51 mm


38 mm







Re-bar Es (MPa) 200000 dp= 570.246 d=







Factored shear Vf (KN) 398 610 -260 b2= 13258.8 Transverse bar dia 15 M



238 mm


38 mm










Allowable Comp stress [σc](Mpa) 20.684 σtop < 0.6 fc OK Nf -0.001 -0.001 0



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43


Factor β1 0.8838175 Factor α1 0.7982905

Factor Kp 0.3










Nf (Tension +ve)= -0.001 0 3.048 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









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






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51 mm


38 mm







Re-bar Es (MPa) 200000 dp= 117.988 d=










238 mm


38 mm










Allowable tensile stress [σt](Mpa) -2.349 σtop < fcr OK Nf -0.001 -0.001 0



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53


Factor β1 0.8838175 Factor α1 0.7982905

Factor Kp 0.3










Nf (Tension +ve)= -0.001 0 3.048 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









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






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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







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


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


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




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


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 in Bottom Side @SLS σb(Mpa) -0.037 Tension OK Vf -508 -1699 1699


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59


Factor β1 0.8838175 Factor α1 0.7982905Factor Kp 0.3






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





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



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



Mr/Mf > 1.33 min Rft requirement can be waived Mr do not have to be >= 1.2 Mcr

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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

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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

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-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

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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

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West Bound StructureW.O. # 3215044


817 Neilson Road Bridge (West Bound) W.O # 3215044 Section @ 8.40195 m For MAX Stress 32 Cover


51 mm


38 mm







Re-bar Es (MPa) 200000 dp= 474.479 d=










238 mm


38 mm











Stress in Bottom Side @SLS σb(Mpa) -0.083 Tension OK Vf 1675 464 1675


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Factor β1 0.8838175 Factor α1 0.7982905

Factor Kp 0.3









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


bv = 13579 8.9.1.6 28.194 32.766 15 M 300 0

dv = 475 32.766 68.275 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







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






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817 Neilson Road Bridge (West Bound) W.O # 3215044 Section @ 15.04791 m For MIN Stress 32 Cover


51 mm


38 mm







Re-bar Es (MPa) 200000 dp= 112.655 d=










238 mm


38 mm













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15


Factor β1 0.8838175 Factor α1 0.7982905

Factor Kp 0.3










Nf (Tension +ve)= 0.000 0 3.048 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



fpo =0.7 fpu (MPa) = 1302 8.9.3.8.(c) 115.2144 120.7008 15 M 300 0




0.00000 > 0 ok 0.00000 β = 0.350 θ = 31.1° Asb(15M) = 0



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






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51 mm


38 mm







Re-bar Es (MPa) 200000 dp= 577.735 d=










238 mm


38 mm













25

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Factor β1 0.8838175 Factor α1 0.7982905

Factor Kp 0.3










Nf (Tension +ve)= 0.000 0 3.048 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



fpo =0.7 fpu (MPa) = 1302 8.9.3.8.(c) 115.2144 120.7008 15 M 300 0







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






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51 mm


38 mm







Re-bar Es (MPa) 200000 dp= 112.683 d=










238 mm


38 mm









Stress on Top side @ SLS σt(Mpa) 0.267 Compression OK Mf -5765 -10207 10207




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Factor β1 0.8838175 Factor α1 0.7982905

Factor Kp 0.3










Nf (Tension +ve)= 0.000 0 3.048 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



fpo =0.7 fpu (MPa) = 1302 8.9.3.8.(c) 115.2144 120.7008 15 M 300 0




0.00000 > 0 ok 0.00000 β = 0.352 θ = 31.0° Asb(15M) = 0



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






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51 mm


38 mm







Re-bar Es (MPa) 200000 dp= 572.776 d=







Factored shear Vf (KN) 525 622 -142 b2= 13258.8 Transverse bar dia 15 M



238 mm


38 mm













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43


Factor β1 0.8838175 Factor α1 0.7982905

Factor Kp 0.3










Nf (Tension +ve)= 0.000 0 3.048 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



fpo =0.7 fpu (MPa) = 1302 8.9.3.8.(c) 115.2144 120.7008 15 M 300 0







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






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51 mm


38 mm







Re-bar Es (MPa) 200000 dp= 112.808 d=










238 mm


38 mm













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Factor β1 0.8838175 Factor α1 0.7982905

Factor Kp 0.3










Nf (Tension +ve)= 0.000 0 3.048 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



fpo =0.7 fpu (MPa) = 1302 8.9.3.8.(c) 115.2144 120.7008 15 M 300 0







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






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51 mm


38 mm







Re-bar Es (MPa) 200000 dp= 471.048 d=







Factored shear Vf (KN) -291 399 -734 b2= 13258.8 Transverse bar dia 15 M



238 mm


38 mm











Stress in Bottom Side @SLS σb(Mpa) -0.091 Tension OK Vf -291 -1468 1468


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60


Factor β1 0.8838175 Factor α1 0.7982905

Factor Kp 0.3










Nf (Tension +ve)= 0.000 0 3.048 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



fpo =0.7 fpu (MPa) = 1302 8.9.3.8.(c) 115.2144 120.7008 15 M 300 0







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






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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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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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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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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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Documents

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