appendix b: ssd table updates - city of barrie hall/environmental-assessment-studies... · length...

APPENDIX B: SSD TABLE UPDATES

SP02Sophia Creek Watershed

(Patricia Avenue Park)

n/a m275.000 m (1)

n/a m (2)

(3)Orifice 1 Data (CB inlet with 250mm orifice outlet) Orifice 2 Data (4)

c = 0.630 c = 0.630 (5)Diameter = 0.250 m Diameter = 0.600 m (6)

Area(1) = 0.049 m2 Area(1) = 0.283 m2 (7)Invert Elev. = 272.000 m Invert Elev. = 270.973 m (8)

Inlet Elevation = 273.50 m (9)

Shape (yes /no) Shape (yes /no) (10)Spillway/Weir 1 Data Spillway/Weir 2 Data (11)

Spillway or Weir? = Weir Spillway or Weir? = Weirc = 1.700 c = 1.700

Side Slope(2) = 0.10 m Side Slope(2) = 3.00 m Number of Sides = 2 Number of Sides = 1

Height of Sides = 0.6 m Height of Sides = 0.2 mLength = 0.300 m Length = 1.800 m

Effective Length(3) = 0.180 m Effective Length(3) = 1.200 mInvert Elev. = 274.100 m Invert Elev. = 274.900 m

Elev Stage(4) Area Storage(5) Elev Stage(4) Area Storage(5) Head(6) Flow(8) Head (7) Flow(9) Head(6) Flow(8) Head(6) Flow(8) Total Flow (11) Total Storage(10)

(m) (m) (m2) (ha*m) (m) (m) (m2) (ha*m) (m) (m3/s) (m) (m3/s) (m) (m3/s) (m) (m3/s) (m3/s) (ha*m)272.00 0.00 0 0.000 0.00 0.000 0.00 n/a n/a n/a 0.73 0.673 0.00 0.000 n/a 0.000273.50 1.50 0 0.000 1.50 1.38 0.161 n/a n/a 2.23 1.177 0.00 0.000 0.161 0.000274.00 2.00 64 0.002 2.00 1.88 0.188 n/a n/a 2.73 1.303 0.00 0.000 0.188 0.002274.10 2.10 152 0.003 2.10 1.98 0.193 0.00 0.000 2.83 1.327 0.00 0.000 0.193 0.003274.15 2.15 228 0.004 2.15 2.02 0.195 0.05 0.003 2.88 1.338 0.00 0.000 0.198 0.004274.25 2.25 390 0.007 2.25 2.13 0.200 0.15 0.018 2.98 1.361 0.00 0.000 0.217 0.007274.50 2.50 604 0.019 2.50 2.38 0.211 0.40 0.077 3.23 1.417 0.00 0.000 0.289 0.019274.75 2.75 749 0.036 2.75 2.63 0.222 0.65 0.160 3.48 1.471 0.00 0.000 0.382 0.036274.80 2.80 784 0.040 2.80 2.68 0.224 0.70 0.179 3.53 1.482 0.00 0.000 0.403 0.040274.90 2.90 838 0.048 2.90 2.77 0.228 0.80 0.219 3.63 1.503 0.00 0.000 0.447 0.048275.00 3.00 894 0.057 3.00 2.88 0.232 0.90 0.261 3.73 1.523 0.10 0.078 0.571 0.057275.10 3.10 966 0.066 3.10 2.98 0.236 1.00 0.306 3.83 1.544 0.20 0.260 0.803 0.066

CCTA Extended Values to Include Weir Flow and Additional Storage Based on 2016 LIDAR.

(ft) (m) (ft3/s) (m3/s) (ha*m) (m3)272.00 0 0.000273.50 0.165 0.000274.10 0.195 0.011 111274.30 0.253 0.021 208274.50 0.351 0.031 305274.70 0.476 0.044 439

Notes:

0 251.25010 251.25020 251.25030 251.250 1:25040 251.25050 251.25060 251.25070 251.250

- Orifice 2 is collecting from both Orifice 1 and Wier 1. Flow rate for Orifice 2 have been calculated but are not included in the total flow because flow rates from Orifice 1 and Orifice 2 are limiting.

Cell 1 Storage + Cell 2 StorageOrifice Flow + Wier Flow

Formulas

Current Elev. - Invert of Permanent Pool Elev.

Elev. - Invert Elev. - (Orifice Diameter/2)Elev. - Weir Invert Elev. c x Orifice Area x (2x9.81x Orifice Head)c x Weir Length x Weir Head1.5

Berm/Spillway Elev. Between Cells=Top of Berm =

Permenant Pool Elev=( x Orifice Diameter2)/4

Length of Spillway/Wier - Side Slope Ratio x Number of Sides x Height of Sides

*In cases where the sides are perpendicular to the bottom of the spillway/weir, the slope ratio of 0.1 is used and the number of sides is 2. In cases where the sides are not perpendicular to the bottom, the number of sides used is 1.

Cell 2Stage and Storage

Orifice 1

-Red text indicates a value that has been calculated in this spreadsheet

Spillway/Weir 1

Stage-Storage-Discharge from Original ReportElevation StorageDischarge

Cell 1

Orifice AreaSide Slope

Effective LengthStage

Storage

Horizontal Distance / Vertical Distance

Orifice 2Flow Calculations

Summary

[(Current Area+Previous Area)/2 ×(Current Stage-Previous Stage)] 10000+Previous Storage

Orifice HeadSpillway/Weir Head

Orifice FlowSpillway/Weir Flow

Total StorageTotal Flow

Spillway/Weir 2

0.00

0.05

0.10

0.15

0.20

0.25

0.30

0.35

0.40

0.45

0.50

272

272

273

273

274

274

275

275

0 0 0 0 0 0 0 0 0 0 0

Flow

(cms)

Elevation(m

)

Storage (Ha m))

Design vs Calculated

Calculated Storage

Design Storage

Calculated Flow

Design Flow

KD02Kidds Creek Watershed

(Cundles Rd/Lillian Cres)

n/a m268.700 m

n/a m

Orifice 1 Data Orifice 2 Datac = 0.630 c = 0.630

Diameter = 1.219 m Diameter = n/a mArea(1) = 1.167 m2 Area(1) = n/a m2

Invert Elev. = 266.400 m Invert Elev. = n/a m

Shape (yes /no)Spillway/Weir 1 Data Spillway/Weir 2 Data

Spillway or Weir? = Weir Spillway or Weir?= n/ac = 1.700 c = 1.700

Side Slope(2) = 7.50 Side Slope = n/aNumber of Sides = 1 Number of Sides = n/a

Height of Sides = 0.6 m Height of Sides = n/a mLength = n/a m Length = n/a m

Effective Length(3) = n/a m Effective Length = n/a mInvert Elev. = 268.100 m Invert Elev. = n/a m

Elev Stage(4) Area Storage(5) Elev Stage(4) Area Storage(5) Head(6) Flow(8) Head (7) Flow(9) Total Flow (11) Total Storage(10)

(m) (m) (m2) (ha*m) (m) (m) (m2) (ha*m) (m) (m3/s) (m) (m3/s) (m3/s) (ha*m)266.40 0.00 0 0.000 0.00 0.000 0.00 0.000 0.00 n/a 0.000 0.000266.50 0.10 0 0.000 0.00 0.000 0.10 0.024 0.00 n/a 0.024 0.000266.75 0.35 4 0.000 0.00 0.000 0.35 0.270 0.00 n/a 0.270 0.000267.00 0.60 91 0.001 0.00 0.000 0.60 0.731 0.00 n/a 0.731 0.001267.25 0.85 277 0.006 0.00 0.000 0.24 1.597 0.00 n/a 1.597 0.006267.50 1.10 576 0.016 0.00 0.000 0.49 2.281 0.00 n/a 2.281 0.016267.75 1.35 1091 0.037 0.00 0.000 0.74 2.803 0.00 n/a 2.803 0.037268.00 1.60 1605 0.071 0.00 0.000 0.99 3.241 0.00 n/a 3.241 0.071268.28 1.88 2492 0.128 0.00 0.000 1.27 3.671 0.18 0.450 4.121 0.128268.40 2.00 2805 0.160 0.00 0.000 1.39 3.840 0.30 1.020 4.860 0.160268.57 2.17 3262 0.212 0.00 0.000 1.56 4.068 0.47 2.440 6.508 0.212268.84 2.44 3978 0.309 0.00 0.000 1.83 4.406 0.74 6.490 10.896 0.309268.97 2.57 4400 0.364 0.00 0.000 1.96 4.560 0.87 10.860 15.420 0.364269.24 2.84 4982 0.491 0.00 0.000 2.23 4.864 1.14 24.030 28.894 0.491

CCTA Revised Calculation Applies NVCA Weir Calculation for Flow Below Orifice Centroid.CCTA Extended Values to Include Weir Flow and Additional Storage Based on 2016 LIDAR.

(ft) (m) (ft3/s) (m3/s) (ha*m) (ft3)0.00 0 0.0000.00 0 0.0000.00 0 0.0000.00 0 0.0000.00 0 0.0000.00 0 0.0000.00 0 0.0000.00 0 0.0000.00 0 0.0000.00 0 0.0000.00 0 0.0000.00 0 0.0000.00 0 0.0000.00 0 0.0000.00 0 0.000

Notes:

0 251.25010 251.25020 251.250

*Note:There are no applicable design calculations for this pond 30 251.250 1:250CCTA Discharge Calculation Notes

(1)(2) Orifice Equation is: Q = C x A x (2gH)^0.5(3)(4) Where: Q = flow rate (cms)(5) C = constant(6) A = area of opening(sq. m)(7) H = net head on the orifice(8) g = Acceleration due to gravity

(9)(10) NVCA Weir Flow Calculation Applied For Weir Flow Below Circular Orifice Centroid (Highlighted Cells)(11)

Summary


Permenant Pool Elev=

( x Orifice Diameter2)/4Formulas

Stage and Storage Flow Calculations

-This pond was altered in 2005 following a flood event. The Design Stage-Storage-Discharge tables associated with it no longer apply to the current configuration of the pond.

Orifice Area

*In cases where the sides are perpendicular to the bottom of the spillway/weir, the slope ratio of 0.1 is used and the number of sides is 2. In cases where the sides are not perpendicular to the bottom, the number of sides used

i 1

Orifice

-Red text indicates a value that has been calculated in this

Spillway/WeirCell 2


Cell 1

Length of Spillway/Wier - Side Slope Ratio x Number of SidesCurrent Elev. - Invert of Permanent Pool Elev.

Elev. - Invert Elev. - (Orifice Diameter/2)Elev. - Weir Invert Elev. c x Orifice Area x (2x9.81x Orifice Head)c x Weir Length x Weir Head1.5





StageStorage [(Current Area+Previous Area)/2 ×(Current Stage-Previous


Side SlopeEffective Length

0.00

0.50

1.00

1.50

2.00

2.50

3.00

3.50

264.5

265.0

265.5

266.0

266.5

267.0

267.5

268.0

268.5

0.000 0.020 0.040 0.060 0.080

Flow

(cms)

Elevation(m

)

Storage (Ha m))


CalculatedStorageDesign Storage

Calculated Flow

Design Flow

KD05Kidds Creek Watershed(Livingston/Etherington)

n/a m280.250 m (1)

n/a m (2)(3)

Orifice 1 Data Orifice 2 Data (4)c = 0.630 c = 0.630 (5)

Diameter = 0.442 m Diameter = n/a m (6)Area(1) = 0.153 m2 Area(1) = n/a m2 (7)

Invert Elev. = 281.253 m Invert Elev. = n/a m (8)Inlet Elevation = 283.10 m (9)


Spillway or Weir? = Spillway Spillway or Weir? = n/ac = 1.7 c = 1.7

Side Slope(2) = 3 m Side Slope(2) = 3 m Number of Sides = 1 Number of Sides = 1

Height of Sides = 0.1 m Height of Sides = 0.1 mLength = 14.5 m Length = 22 m

Effective Length(3) = n/a m ffective Length(3) = n/a mInvert Elev. = 285.400 m Invert Elev. = 285.500 m

Elev Stage(4) Area Storage(5) Elev Stage(4) Area Storage(5) Head(6) Flow(8) Head (7) Flow(9) Total Flow (11) Total Storage(10)

(m) (m) (m2) (ha*m) (m) (m) (m2) (ha*m) (m) (m3/s) (m) (m3/s) (m3/s) (ha*m)281.25 0.00 0 0.000 0.00 0.000 0.00 0.000 n/a n/a 0.000 0.000281.50 0.25 30 0.000 0.00 0.000 0.03 0.069 n/a n/a 0.069 0.000281.75 0.50 60 0.001 0.00 0.000 0.28 0.225 n/a n/a 0.225 0.001282.00 0.75 90 0.003 0.00 0.000 0.53 0.311 n/a n/a 0.311 0.003282.25 1.00 120 0.006 0.00 0.000 0.78 0.377 n/a n/a 0.377 0.006282.50 1.25 150 0.009 0.00 0.000 1.03 0.434 n/a n/a 0.434 0.009282.75 1.50 180 0.013 0.00 0.000 1.28 0.484 n/a n/a 0.484 0.013283.00 1.75 210 0.018 0.00 0.000 1.53 0.529 n/a n/a 0.529 0.018283.25 2.00 235 0.024 0.00 0.000 1.78 0.571 n/a n/a 0.571 0.024283.50 2.25 253 0.030 0.00 0.000 2.03 0.609 n/a n/a 0.609 0.030283.75 2.50 582 0.040 0.00 0.000 2.28 0.646 n/a n/a 0.646 0.040284.00 2.75 846 0.058 0.00 0.000 2.53 0.681 n/a n/a 0.681 0.058284.25 3.00 966 0.081 0.00 0.000 2.78 0.713 n/a n/a 0.713 0.081284.50 3.25 1074 0.106 0.00 0.000 3.03 0.745 n/a n/a 0.745 0.106284.75 3.50 1176 0.135 0.00 0.000 3.28 0.775 n/a n/a 0.775 0.135285.00 3.75 1279 0.165 0.00 0.000 3.53 0.804 n/a n/a 0.804 0.165285.25 4.00 1397 0.199 0.00 0.000 3.78 0.832 n/a n/a 0.832 0.199285.40 4.15 1513 0.221 0.00 0.000 3.93 0.848 0.00 0.000 0.848 0.221285.50 4.25 1678 0.237 0.00 0.000 4.03 0.859 0.10 0.707 1.566 0.237285.60 4.35 1843 0.254 0.00 0.000 4.13 0.870 0.20 3.134 4.004 0.254

CCTA Revised Calculations Interpolate Areas Below 283.50 and Calculates Orifice Discharge Below 283.10. SWM Report Does Not Indicate Inlet Elevation of 283.10.Furthermore, Despite Incoming Pipes at 281.25 There Is No Sitting Water Evident From Aerial Photography.CCTA Extended Values to Include Weir Flow and Additional Storage Based on 2016 LIDAR.

Elevation(m) (ft3/s) (m3/s) (ha*m) (m3) 1:500

Max Storage 285.35 0 0.260

5yr Storm Max Storage 283.90 0.83 0.057100 Yr Storm Max Storage 285.32 0.83 0.256

Design Max Flow Rate 0.83 0.0000.83 0.300

Notes:

0 251.25010 251.250

- 285.35 is equal to the low point of the street for overland flow 20 251.25030 251.25040 251.25050 251.25060 251.25070 251.250


Permenant Pool Elev=( x Orifice Diameter2)/4


FormulasOrifice AreaSide Slope

Effective LengthHorizontal Distance / Vertical Distance

Calculated storage is based on contours developed using 2007 LIDAR da

- Outlet structure is a ditchinlet catch basin. Flows greater than 0.83cms will surcharge out of the control chamber and into the - No stage-storage calculations in the Storm Drainaage and Stormwater Management Report



Cell 2Stage and Storage Flow Calculations

Orifice

- Red text indicates a value that has been calculated in this

Spillway/Weir Summary


Stage-Storage-Discharge from Original ReportStorageDischarge

Cell 1


Elev. - Invert Elev. - (Orifice Diameter/2)Elev. - Weir Invert Elev. c x Orifice Area x (2x9.81x Orifice Head)

StageStorage [(Current Area+Previous Area)/2 ×(Current Stage-Previous Stage)] 10000+Previous


Orifice FlowSpillway/Weir Flow c x Weir Length x Weir Head1.5

0.0

0.2

0.4

0.6

0.8

1.0

1.2

1.4

1.6

1.8

281.0

281.5

282.0

282.5

283.0

283.5

284.0

284.5

285.0

285.5

0.00 0.05 0.10 0.15 0.20 0.25 0.30

Flow

(cms)

Elevation(m

)

Storage (Ha m))


Calculated Storage

Design Max. Storage

5yr Storm Max Storage

100 Yr Storm MaxStorage

KD06Kidds Creek Watershed

(West Bayfield Secondary Plan Area)

n/a m280.250 m (1)

n/a m (2)(3)

Orifice 1 Data (Hickenbottom) Orifice 2 Data (4)c = 0.630 c = 0.630 (5)

Diameter = 0.900 m Diameter = n/a m (6)Area(1) = 0.636 m2 Area(1) = n/a m2 (7)

Invert Elev. = 278.000 m Invert Elev. = n/a m (8)Inlet Elevation = n/a m (9)


Spillway or Weir? = Spillway Spillway or Weir? = n/ac = 1.7 c = n/a

Side Slope(2) = 3 m Side Slope(2) = n/a m Number of Sides = 1 Number of Sides = n/a

Height of Sides = 0.1 m Height of Sides = n/a mLength = 38 m Length = n/a m

Effective Length(3) = n/a m fective Length(3) = n/a mInvert Elev. = 280.300 m Invert Elev. = n/a m

Elev Stage(4) Area Storage(5) Head(6) Head (7) Head (7) Flow(9) Total Flow (11) Total Storage(10)

(m) (m) (m2) (ha*m) (m) (m) (m) (m3/s) (m3/s) (ha*m)277.60 0.00 30 0.000 0.00 0.00 n/a n/a 0.000 0.000278.00 0.40 1371 0.028 0.00 0.00 n/a n/a 0.000 0.028278.25 0.65 3963 0.095 0.00 0.25 n/a n/a 0.119 0.095278.50 0.90 5541 0.214 0.05 0.00 n/a n/a 0.397 0.214278.75 1.15 7665 0.379 0.30 0.00 n/a n/a 0.972 0.379279.00 1.40 9408 0.592 0.55 0.00 n/a n/a 1.317 0.592279.25 1.65 11217 0.850 0.80 0.00 n/a n/a 1.588 0.850279.50 1.90 12937 1.152 1.05 0.00 n/a n/a 1.819 1.152279.75 2.15 15417 1.506 1.30 0.00 n/a n/a 2.024 1.506280.00 2.40 17428 1.917 1.55 0.00 n/a n/a 2.210 1.917280.25 2.65 19441 2.378 1.80 0.00 n/a n/a 2.382 2.378280.30 2.70 20520 2.477 1.85 0.00 0.00 0.000 2.415 2.477280.40 2.80 21475 2.687 1.95 0.00 0.10 1.692 4.171 2.687280.50 2.90 22430 2.907 2.05 0.00 0.20 5.160 7.702 2.907

CCTA Revised Calculation Applies NVCA Weir Calculation for Flow Below Orifice CentroCCTA Extended Values to Include Weir Flow and Additional Storage Based on 2016 LIDA

(ft) (m) (ft3/s) (m3/s) (ha*m) (m3)277.60 0.000 0

278 0.0051 51278.5 0.268 2680279 0.7135 7135

279.5 1.2982 12982280 2.1 21000

280.25 2.6455 26455

Notes:

0 251.25010 251.25020 251.25030 251.250 1:20040 251.250

50 251.25060 251.25070 251.250

- 280.25m is equal to the low point road elevation, if water levels exceed this elevation water will spill out of the pond and become part of the major street system flow. (See page 6 of KD6-D12-174 FORD - No design discharge values available

Summary



Storage [(Current Area+Previous Area)/2 ×(Current Stage-Previous Stage)] 10000+Previous StorageOrifice Head

Spillway/Weir HeadOrifice Flow

Spillway/Weir FlowTotal Storage

Total Flow

-Red text indicates a value that has beencalculated in this

Spillway/Weir

Stage-Storage-Discharge from Original RepoElevation StorageDischarge

Cell 1 Orifice

2.0242.2102.382

0.0000.1190.3970.9721.317

Top of Berm =Permenant Pool Elev=

( x Orifice Diameter2)/4


*In cases where the sides are perpendicular to the bottom of the spillway/weir, the slope ratio of 0.1 is used and the number of sides is 2.cases where the sides are not perpendicular to the bottom, the number of sides used is 1.

Formulas





c x Weir Length x Weir Head1.5

Berm/Spillway Elev. Between Cells=

Stage and Storage

Flow(8)

(m3/s)

Flow Calculations

0.000

2.4152.4792.542

1.5881.819

0.0

0.5

1.0

1.5

2.0

2.5

3.0

3.5

277

278

278

279

279

280

280

281

0 1 1 2 2 3 3

Flow

(cms)

Elevation(m

)

Storage (Ha m))


Calculated Storage

Design Storage

Calculated Flow

Design Flow

BK08Bunkers Creek Watershed(Operations Center Pond)

234.2 m236.400 m (1)

234.2 m (2)(3)

Orifice 1 Data (Hickenbottom) Orifice 2 Data (4)c = 0.63 c = 0.63 (5)

Diameter = 0.31 m Diameter = 0.66 m (6)Area(1) = 0.07 m2 Area(1) = 0.34 m2 (7)

Invert Elev. = 234.20 m Invert Elev. = 233.90 m (8)Inlet Elevation = 233.30 m Inlet Elevation = 234.75 m (9)

Shape (yes /no) no yes Shape (yes /no) no yes (10)Emergency Spillway/Weir 1 Data Spillway/Weir 2 Data (11)

Spillway or Weir? = Spillway Spillway or Weir? = Spillwayc = 1.70 c = 1.70

Side Slope(2) = 0.10 m Side Slope(2) = 0.10 m Number of Sides = 1.00 Number of Sides = 1.00

Height of Sides = 0.50 m Height of Sides = 0.20 mLength = 13.00 m Length = 300.00 m

Effective Length(3) = 12.95 m fective Length(3) = 299.98 mInvert Elev. = 236.10 m Invert Elev. = 236.40 m

Elev Stage(4) Area Storage (5) Elev Stage(4) Area Storage (5) Head(6) Flow(8) Head(6) Flow(8) Head (7) Flow(9) Head (7) Flow(9) Total Flow (11) Total Storage (10)

(m) (m) (m2) (ha*m) (m) (m) (m2) (ha*m) (m) (m3/s) (m) (m3/s) (m) (m3/s) (m) (m3/s) (m3/s) (ha*m)233.30 0.00 0 0.000 233.30 0.00 0.000 0.00 n/a 0.00 n/a n/a n/a n/a n/a n/a 0.000234.20 0.00 13399 0.000 234.20 0.00 0.000 0.00 n/a 0.00 n/a n/a n/a n/a n/a n/a 0.000234.70 0.50 16230 0.741 234.70 0.50 0.000 0.35 0.122 0.47 n/a n/a n/a n/a n/a 0.122 0.741234.75 0.55 16315 0.822 234.75 0.55 0.000 0.40 0.130 0.52 n/a n/a n/a n/a n/a 0.130 0.822234.85 0.65 16486 0.986 234.85 0.65 0.000 0.50 0.146 0.62 n/a n/a n/a n/a n/a 0.146 0.986234.95 0.75 16658 1.152 234.95 0.75 0.000 0.60 0.160 0.72 0.810 n/a n/a n/a n/a 0.970 1.152235.05 0.85 16830 1.319 235.05 0.85 0.000 0.70 0.172 0.82 0.865 n/a n/a n/a n/a 1.037 1.319235.15 0.95 17002 1.488 235.15 0.95 0.000 0.80 0.184 0.92 0.916 n/a n/a n/a n/a 1.100 1.488235.35 1.15 17349 1.832 235.35 1.15 0.000 1.00 0.206 1.12 1.010 n/a n/a n/a n/a 1.217 1.832235.60 1.40 17786 2.271 235.60 1.40 0.000 1.25 0.231 1.37 1.117 n/a n/a n/a n/a 1.348 2.271235.85 1.65 18227 2.721 235.85 1.65 0.000 1.50 0.253 1.62 1.215 n/a n/a n/a n/a 1.468 2.721236.10 1.90 18670 3.183 236.10 1.90 0.000 1.75 0.273 1.87 1.306 0.00 0.000 n/a n/a 1.579 3.183236.40 2.20 25094 3.839 236.40 2.20 0.000 2.05 0.296 2.17 1.406 0.30 3.617 0.00 0.000 5.319 3.839236.50 2.30 27320 4.101 236.50 2.30 0.000 2.15 0.303 2.27 1.438 0.40 5.569 0.10 16.127 23.437 4.101


(ft) (m) (ft3/s) (m3/s) (ha*m) (m3)234.20 0 0.000 0234.75 0.13 0.808 8079234.85 0.434 0.984 9836234.95 0.97 1.159 11593235.05 1.037 1.335 13350235.15 1.1 1.511 15107235.35 1.217 1.862 18621235.60 1.348 2.301 23014235.85 1.468 2.741 27407236.10 1.579 3.180 31800

Notes:

0 251.25010 251.25020 251.25030 251.250 1:25040 251.25050 251.25060 251.25070 251.250

-Contours highlighted in pink have been offset from the 234.70m contour using a 3:1 slope-Flow from the emergency spillway has not been included in these calculations due to lack of freeboard past the 236.10m contour

Summary

-Contours in green are from the as-built drawings -Red text indicates a value that has been calculated in this




Storage

Berm/Spillway Elev. Between Cells=

NA

[(Current Area+Previous Area)/2 ×(Current Stage-Previous Stage)] 10000+Previous Storage



Stage and StorageOrifice 1 Emergency Spillway/WeirCell 1 and Cell 2 Orifice 2

Flow CalculationsEmergency Spillway/Weir

Top of Berm =Permenant Pool Elev (both cells) =

( x Orifice Diameter2)/4



Formulas






c x Weir Length x Weir Head1.5

0.0

0.5

1.0

1.5

2.0

2.5

3.0

3.5

233.0

233.5

234.0

234.5

235.0

235.5

236.0

236.5

0.0 0.5 1.0 1.5 2.0 2.5 3.0 3.5

Flow

(cms)

Elevation(m

)

Storage (Ha m))


Calculated Storage

Design Storage

Calculated Flow

Design Flow

Designed: DAMChecked: DRT

Date: 8-Jun-17

Pond Volume (ha-m) DischargeElevation (m) Depth (m) Total Total (m3/s)

269.10 0.00 0.00 0.0000 0.070269.20 0.10 67.90 0.0068 0.073269.30 0.20 159.40 0.0159 0.075269.50 0.40 362.42 0.0362 0.079269.60 0.50 472.58 0.0473 0.081269.70 0.60 588.58 0.0589 0.648269.75 0.65 688.48 0.0688 1.168

Comments:

1 Bold text represents values that have been obtained from field survey or investigation2 Red text represents calculated values


Stage-Storage-Discharge Table

WILLIAMS DRAINAGE AREAWL01

Stormwater Management PondPond Geometry

BARRIE CITYWIDE MINOR AND MAJOR STORMWATER MODEL DEVELOPMENT

Designed: DAMChecked: DRT

Date: 8-Jun-17

Pond Volume (ha-m) DischargeElevation (m) Depth (m) Area (m2) Avg. Area (m) Dead Live Total Total (m3/s)

257.50 0.00 16.00 16.00 0.00 0.00 0.00 0.00 0.000257.75 0.25 240.26 128.13 0.00 32.03 32.03 0.00 0.031258.00 0.50 912.38 576.32 0.00 176.11 176.11 0.02 0.452258.25 0.75 1751.18 1331.78 0.00 509.06 509.06 0.05 0.588258.50 1.00 2501.56 2126.37 0.00 1040.65 1040.65 0.10 0.699258.75 1.25 3233.65 2867.61 0.00 1757.55 1757.55 0.18 0.794259.00 1.50 4155.61 3694.63 0.00 2681.21 2681.21 0.27 0.879259.25 1.75 5758.74 4957.17 0.00 3920.50 3920.50 0.39 0.956259.50 2.00 8004.42 6881.58 0.00 5640.90 5640.90 0.56 1.028259.75 2.25 10418.33 9211.38 0.00 7943.74 7943.74 0.79 1.094260.00 2.50 12465.45 11441.89 0.00 10804.21 10804.21 1.08 1.157260.20 2.70 13954.00 13209.73 0.00 13446.16 13446.16 1.34 1.218260.25 2.75 14190.00 14072.00 0.00 14149.76 14149.76 1.41 2.267260.50 3.00 15128.00 14659.00 0.00 17814.51 17814.51 1.78 17.874

Comments:

1 Bold text represents values that have been obtained from field survey or investigation2 Red text represents calculated values3 Highlighted columns represent PCSWMM input values


Pond Volume (m3)Pond Geometry



GEORGIAN CREEK WATERSHEDGR03

Stormwater Management Pond

009 - GR03 - CCTA SSD Table.xlsx C.C. Tatham Associates Ltd. 1

Pond Characteristics: Overflow Weir:Bottom Width of Weir 25 m Designed: NHF

Top Elevation: 269.50 m D/S Length of Weir 1 m Checked: DAMBottom Elev: 264.50 m Weir Sill Elevation 269.40 m Date: 16-Dec-15Stage 0.25 m Weir constant K 1.6

Side Slope (H:V) 3 :1

Elevation (m) Depth (m) Area (m2) Avg. Area (m) DeadAccum.

Dead Live Accum. Live264.50 0.00 0 0 0.00 0.00 0.00 0.00264.75 0.25 88 44 0.00 0.00 11.04 11.04265.00 0.50 177 132 0.00 0.00 33.12 44.16265.25 0.75 265 221 0.00 0.00 55.20 99.36265.50 1.00 353 309 0.00 0.00 77.28 176.64265.75 1.25 442 397 0.00 0.00 99.36 276.00266.00 1.50 530 486 0.00 0.00 121.44 397.44266.25 1.75 1154 842 0.00 0.00 210.51 607.95266.50 2.00 1778 1466 0.00 0.00 366.58 974.54266.75 2.25 2403 2091 0.00 0.00 522.65 1497.19267.00 2.50 3027 2715 0.00 0.00 678.72 2175.90267.25 2.75 3651 3339 0.00 0.00 834.78 3010.69267.50 3.00 4276 3963 0.00 0.00 990.85 4001.54267.75 3.25 4900 4588 0.00 0.00 1146.92 5148.46268.00 3.50 5524 5212 0.00 0.00 1302.99 6451.45268.25 3.75 6148 5836 0.00 0.00 1459.06 7910.50268.50 4.00 6773 6460 0.00 0.00 1615.12 9525.62268.75 4.25 7397 7085 0.00 0.00 1771.19 11296.82269.00 4.50 8021 7709 0.00 0.00 1927.26 13224.07269.25 4.75 8645 8333 0.00 0.00 2083.33 15307.40269.40 4.90 9020 8833 0.00 0.00 1324.91 16632.31269.45 4.95 9399 9210 0.00 0.00 460.48 17092.78269.50 5.00 9777 9399 0.00 0.00 939.85 17572.16

Comments:

1 Bold text represents values obtained from GIS2 Red text represents calculated values3 Highlighted columns represent PCSWMM input values

CCTA Extended Values to Include Additional Storage Based on 2016 LIDAR

Stormwater Management PondPond Geometry

BARRIE CITYWIDE MINOR & MAJOR STORMWATER MODEL DEVELOPMENT

SWM Pond Volume Table

LITTLE LAKE WATERSHEDLT02

Pond Volume (m3)

010 - LT02 - CCTA SSD Table.xlsx C.C. Tatham Associates Ltd. 1

Designed: ASBChecked: DAM

Date: 8-Jun-17

Pond Volume (ha-m) DischargeElevation (m) Depth (m) Area (m2) Avg. Area (m) Dead Live Total Total (m3/s)

241.00 0.00 600 600.22 N/A 0.00 0.00 0.00 0.052241.05 0.05 615 607.47 N/A 30.37 30.37 0.00 0.055241.10 0.10 629 621.98 N/A 31.10 61.47 0.01 0.059241.15 0.15 644 636.49 N/A 31.82 93.30 0.01 0.062241.20 0.20 658 650.99 N/A 32.55 125.85 0.01 0.065241.25 0.25 673 665.50 N/A 33.27 159.12 0.02 0.068241.30 0.30 687 680.01 N/A 34.00 193.12 0.02 0.071241.35 0.35 702 694.51 N/A 34.73 227.85 0.02 0.073241.40 0.40 716 709.02 N/A 35.45 263.30 0.03 0.076241.45 0.45 731 723.53 N/A 36.18 299.47 0.03 0.078241.50 0.50 745 738.03 N/A 36.90 336.38 0.03 0.081241.55 0.55 760 752.54 N/A 37.63 374.00 0.04 0.083241.60 0.60 774 767.05 N/A 38.35 412.36 0.04 0.085241.65 0.65 789 781.55 N/A 39.08 451.43 0.05 0.088241.70 0.70 803 796.06 N/A 39.80 491.24 0.05 0.090241.75 0.75 818 810.57 N/A 40.53 531.76 0.05 0.092241.80 0.80 824 821.14 N/A 41.06 572.82 0.06 0.094242.00 1.00 851 837.72 N/A 167.54 740.36 0.07 0.102242.20 1.20 914 882.26 N/A 176.45 916.82 0.09 0.493242.40 1.40 974 943.91 N/A 188.78 1105.60 0.11 1.429242.50 1.50 1010 991.96 N/A 99.20 1204.80 0.12 2.102

Total Dead Storage = N/A m3

Total Live Storage = N/A m3

Comments:

1

2 Bold text represents values that have been obtained from GIS by Scott Davis3 Red text represents calculated values4 Highlighted columns represent PCSWMM input values


Plain text represents values that have been obtained from "B.D.C./Brown Farm, Stollar Plan of Subdivision, Osprey Ridge Draft Plan" (RG Robinson and Associates (Barrie) Ltd, 1997), on Drawing D-1 for Osprey Ridge Subdivision

Pond Volume (m3)Stormwater Management Pond

Pond Geometry



LITTLE LAKE WATERSHEDLT05

011 - LT05 - CCTA SSD Table.xlsx C.C. Tatham Associates Ltd. 1

Pond Characteristics: Overflow Weir: Designed: ASBTop Elevation: 268.60 m Bottom Width of Weir 4.5 m Checked: DAMWeir Crest Elev.: 268.50 m D/S Length of Weir 2 m Date: 9-Jun-17Bottom Elev: 267.10 m Weir Sill Elevation 268.50 mStage 0.25 m Weir constant K 1.6


Pond Volume (ha-m) Discharge


Dead Live Accum. Live Total (m3/s)267.25 0.00 4 4.00 0.00 0.00 0.00 0.00 0.0000 0.0000267.50 0.25 70 37.00 0.00 0.00 9.25 9.25 0.0009 0.0046267.75 0.50 136 103.00 0.00 0.00 25.75 35.00 0.0035 0.0060268.00 0.75 259 197.25 0.00 0.00 49.31 84.31 0.0084 0.0062268.25 1.00 381 319.75 0.00 0.00 79.94 164.25 0.0164 0.0270268.50 1.25 426 403.50 0.00 0.00 100.87 265.12 0.0265 0.0390268.60 1.35 461 443.62 0.00 0.00 44.36 309.49 0.0309 0.2257

Comments:

1 Bold text denotes values that have been obtained from GIS2 Red text represents calculated values3 Highlighted columns represent PCSWMM input values4 "Stormwater Management Report for Adam's Funeral Home" (Skelton, Brumwell & Associates, 2006) in Stormwater Pond Database


Pond Geometry

BARRIE CITYWIDE MINOR & MAJOR STORMWATER MODEL DEVELOPMENT


LITTLE LAKE WATERSHEDLT XX-1 (Adam's Funeral Home - 445 St Vincent St)


012 - LTXX - CCTA SSD Table.xlsx C.C. Tatham Associates Ltd. 1

Wet Pond Characteristics: Overflow Weir: Designed: ASBTop Elevation: 282.27 m Bottom Width of Weir 4 m Checked: DAMBottom Elev: 280.00 m D/S Length of Weir 4 m Date: 9-Jun-17

Weir Sill Elevation 281.90 mWeir constant K 1.6Side Slope (H:V) 3 :1



Dead Live Accum. Live Accum. Live (m3/s)280.00 0.00 1260 1260.26 0.00 0.00 0.00 0.00 0.0000 0.000280.60 0.60 2359 1809.86 0.00 0.00 1085.92 1085.92 0.1086 0.050281.10 1.10 3275 2817.46 0.00 0.00 1408.73 2494.65 0.2495 0.100281.40 1.40 3825 3550.26 0.00 0.00 1065.08 3559.72 0.3560 0.270281.90 1.90 4742 4283.57 0.00 0.00 2141.78 5701.51 0.5702 0.523282.25 2.25 5382 5062.16 0.00 0.00 1771.76 7473.26 0.7473 2.244282.27 2.27 5419 5400.58 0.00 0.00 108.01 7581.28 0.7581 2.408282.30 2.30 5515 5466.74 0.00 0.00 164.00 7745.28 0.7745 2.668

Comments:

1 Bold text denotes values that have been obtained from GIS or survey2 Highlighted columns represent PCSWMM input values3 Red text represents calculated values4 "Stormwater Management Report Ardaugh Secondary Plan Area" (C.C. Tatham & Associates Ltd., 1999) in Stormwater Pond Database


Pond Geometry

Pond Volume Table


BARRIE CITYWIDE MINOR & MAJOR STORMWATER MODEL DEVELOPMENTBEAR CREEK WATERSHED

BR06

013 - BR06 - CCTA SSD Table.xlsx C.C. Tatham Associates Ltd. 1

Wet Pond Characteristics: Overflow Weir: Designed: ASBBottom Width of Weir 6 m Checked: DAM

Top Elevation: 290.50 m D/S Length of Weir 4 m Date: 9-Jun-17Bottom Elev: 285.25 m Weir Sill Elevation 290.20 mStage 0.25 m Weir constant K 1.6




Dead Live Accum. Live Accum. Live (m3/s)285.25 0.00 29 29 0.00 0.00 0.00 0.00 0.0000 0.000285.50 0.25 234 132 0.00 0.00 32.91 32.91 0.0033 0.216285.75 0.50 542 388 0.00 0.00 97.04 129.95 0.0130 0.259286.00 0.75 931 737 0.00 0.00 184.17 314.12 0.0314 0.300286.25 1.00 1345 1138 0.00 0.00 284.51 598.63 0.0599 0.333286.50 1.25 2006 1676 0.00 0.00 418.88 1017.51 0.1018 0.365286.75 1.50 2565 2286 0.00 0.00 571.49 1589.00 0.1589 0.393287.00 1.75 3105 2835 0.00 0.00 708.81 2297.81 0.2298 0.420287.25 2.00 3558 3332 0.00 0.00 832.94 3130.75 0.3131 0.444287.50 2.25 3968 3763 0.00 0.00 940.85 4071.60 0.4072 0.468287.75 2.50 4509 4239 0.00 0.00 1059.72 5131.32 0.5131 0.490288.00 2.75 4782 4646 0.00 0.00 1161.42 6292.74 0.6293 0.512288.25 3.00 7175 5978 0.00 0.00 1494.61 7787.36 0.7787 0.533288.50 3.25 7690 7432 0.00 0.00 1858.09 9645.45 0.9645 0.553288.75 3.50 8185 7938 0.00 0.00 1984.39 11629.83 1.1630 0.572289.00 3.75 8679 8432 0.00 0.00 2108.02 13737.85 1.3738 0.590289.25 4.00 9183 8931 0.00 0.00 2232.76 15970.62 1.5971 0.608289.50 4.25 9737 9460 0.00 0.00 2364.98 18335.60 1.8336 0.776289.75 4.50 10363 10050 0.00 0.00 2512.41 20848.02 2.0848 1.866290.00 4.75 11020 10691 0.00 0.00 2672.84 23520.86 2.3521 2.105290.25 5.00 11658 11339 0.00 0.00 2834.70 26355.55 2.6356 2.359290.50 5.25 12308 11983 0.00 0.00 2995.65 29351.21 2.9351 2.627290.60 5.35 12723 12515 0.00 0.00 1251.51 30602.72 3.0603 2.739290.70 5.45 12998 12860 0.00 0.00 1286.02 31888.74 3.1889 3.991290.80 5.55 13399 13198 0.00 0.00 1319.84 33208.58 3.3209 5.453

Comments:

1 Bold text represents values that have been obtained from GIS or survey.2 Red text represents calculated/interpolated values3 Highlighted columns represent PCSWMM input values4 Blue text indicates data gathered from previous reports.


Pond Volume (m3)


Pond GeometryStormwater Management Pond


BR08B

014 - BR08B - CCTA SSD Table.xlsx C.C. Tatham Associates Ltd. 1

Pond Characteristics: Overflow Weir: Designed: ASBTop Elevation: 266.00 m Bottom Width of Weir 4 m Checked: DAMBottom Elev: 262.95 m D/S Length of Weir 3 m Date: 9-Jun-17Stage 0.25 m Weir Sill Elevation 266.00 m

Weir constant K 1.6Side Slope (H:V) 3 :1



Dead Live Accum. Live Accum. Live (m3/s)262.95 0.00 1400 1400 0.00 0.00 0.00 0.00 0.000 0.000263.45 0.50 1711 1556 0.00 0.00 777.80 777.80 0.078 0.520263.95 1.00 2022 1867 0.00 0.00 933.41 1711.21 0.171 0.950264.45 1.50 2334 2178 0.00 0.00 1089.02 2800.23 0.280 1.350264.60 1.65 2427 2380 0.00 0.00 357.05 3157.28 0.316 1.425264.95 2.00 2936 2682 0.00 0.00 938.54 4095.82 0.410 1.600265.45 2.50 3257 3097 0.00 0.00 1548.38 5644.19 0.564 2.221265.75 2.80 3551 3404 0.00 0.00 1021.19 6665.39 0.667 2.897266.00 3.05 3798 3674 0.00 0.00 918.58 7583.97 0.758 3.461266.10 3.15 3904 3851 0.00 0.00 385.11 7969.07 0.797 3.881266.20 3.25 4086 3995 0.00 0.00 399.50 8368.57 0.837 4.523

Comments:

12 Red text represents interpolated/extrapolated/calculated values3 Highlighted columns represent PCSWMM input values4 Deer Valley Subdivision SWM Study" (Reid and Associates Limited, 1991) in Stormwater Pond Database



Stormwater Management Pond


BR13

Pond Volume (m3)

Bold text represents values obtained from GIS

Pond Geometry

016 - BR13 - CCTA SSD Table.xlsx C.C. Tatham Associates Ltd. 1

Designed: NHFChecked: DAM

Date: 6-Jan-15

DischargeElevation (m) Depth (m) Area (m2) Avg. Area (m) Dead Live Total (m3/s)

275.30 1.40 N/A 3038 3217 0 3217 0.00275.40 1.50 N/A 3155 3217 316 3533 0.01275.50 1.60 N/A 3275 3217 643 3860 0.02275.60 1.70 N/A 3395 3217 982 4199 0.02275.70 1.80 N/A 3516 3217 1334 4551 0.03275.80 1.90 N/A 3637 3217 1698 4915 0.29275.90 2.00 N/A 3758 3217 2073 5291 0.74276.00 2.10 N/A 3879 3217 2461 5678 1.35276.10 2.20 N/A 4000 3217 2861 6078 2.07276.20 2.30 N/A 4122 3217 3274 6491 2.88276.30 2.40 N/A 4243 3217 3698 6915 3.79276.40 2.50 N/A 4364 3217 4134 7351 4.78276.50 2.60 N/A 4486 3217 4583 7800 5.85

Comments:

1

2 Bold text represents values that have been obtained from GIS 3 Red text represents calculated values4 Highlighted columns represent PCSWMM input values

Plain text represents values that have been obtained from "Geotechnical Review of Stormwater Detention Pond for Georgian Mall Expansion" (Peto MacCallum Ltd., 2005) and attached Drawings 1033-PD1 and 1033-PD2 (Richardson Foster Ltd., 2005)


Pond Geometry



LITTLE LAKE WATERSHEDLTGM

LTGM - CCTA SSD Table.xls C.C. Tatham Associates Ltd. 1

appendix b: ssd table updates - city of barrie hall/environmental-assessment-studies... · length...

Documents