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North Surrey Truck Parking – Highway 17 South Fraser Perimeter Road: Stormwater Management Plan

North Surrey Truck Parking Phase One and Phase Two Stormwater Management Plan

Prepared for: Derek Drummond Owner’s Representative Project Manager to MOTI

Prepared by: Stantec Consulting Ltd.

Project No. 115815025

October 31, 2016

Sign-off Sheet

This document entitled North Surrey Truck Parking – Highway 17 South Fraser Perimeter Road: Stormwater Management Plan was prepared by Stantec Consulting Ltd. (“Stantec”) for the account of The Ministry of Transportation and Infrastructure. (the “Client”). Any reliance on this document by any third party is strictly prohibited. The material in it reflects Stantec’s professional judgment in light of the scope, schedule and other limitations stated in the document and in the contract between Stantec and the Client. The opinions in the document are based on conditions and information existing at the time the document was published and do not take into account any subsequent changes. In preparing the document, Stantec did not verify information supplied to it by others. Any use which a third party makes of this document is the responsibility of such third party. Such third party agrees that Stantec shall not be responsible for costs or damages of any kind, if any, suffered by it or any other third party as a result of decisions made or actions taken based on this document.

Prepared by

(signature) Houman Hoseini, EIT

Reviewed by (signature)

Carter Chan, P.Eng.

Approved by (signature)

Ivano Biagioni

NORTH SURREY TRUCK PARKING – HIGHWAY 17 SOUTH FRASER PERIMETER ROAD: STORMWATER MANAGEMENT PLAN

i

Table of Contents

1.0 PRE-CONSTRUCTION CONDITIONS .............................................................................. 1

2.0 MODELING SOFTWARE AND PARAMETERS ................................................................... 1

3.0 DESIGN CRITERIA .......................................................................................................... 2 3.1 ON-SITE PIPE SIZING ........................................................................................................... 2 3.2 STORM WATER ATTENUATION .......................................................................................... 3 3.3 STORM WATER TREATMENT ............................................................................................... 3 3.4 FRASER RIVER FLOOD PROTECTION ................................................................................ 3

4.0 MODELING RESULTS ....................................................................................................... 3

5.0 PROPOSED DRAINAGE SYSTEMS ................................................................................... 6 5.1 ON-SITE PIPE NETWORK ..................................................................................................... 7 5.2 STORM WATER ATTENUATION .......................................................................................... 7 5.3 STORM WATER TREATMENT ............................................................................................... 7 5.4 LOCAL CULVERTS .............................................................................................................. 7 5.5 FLOOD PROTECTION ......................................................................................................... 7

6.0 SUMMARY ...................................................................................................................... 8

APPENDIX A LIST OF FIGURES


October 31, 2016

hh \\cd1049-f01\workgroup\1158\1158-15025\230 port man\transportation\report\storm water management plan\nstp_swmp_final.docx 1

1.0 PRE-CONSTRUCTION CONDITIONS

The area designated for the purposes of the North Surrey Truck Parking project encompass approximately 7.2 ha in Surrey, BC located east of the Port Mann Bridge and bounded by the South Fraser Perimeter Road to the south and the CN Railway to the North. Figure 1.0 illustrates the site location and catchment areas. The overall site sits on the Remainder of Parcel ‘A’ Plan BCP16539.

Currently the site is vegetated and treed in sections. The drainage profile of the local ditches is flat with minimal grade; however, surplus fill was placed on the site during construction of the South Fraser Perimeter Road (SFPR) project creating topographic relief.

The subcatchments are defined based on outfall locations. Subcatchments will be maintained in the design process. Specific subcatchment configurations are highlighted on Figures 1.1 and 1.2.

1. Subcatchment S1: The central catchment drains to an existing un-named stream, originating from the east perimeter of the Port Mann Landfill, which then flows west along the north perimeter of the property, and the SFPR ditch on the south. These features drain to a common outlet at approximately 151 Street draining north across the CN Railway.

2. Subcatchment S2: A local ditch, on the north side of the property, collects runoff from the subcatchment and drains east to a closed pipe system along SFPR which directs flows to the 157 Street Ravine outfall to the Fraser River. This outfall crosses north through the CN Railway Yard.

3. Subcatchment S3: A local ditch on the north side of the property and the SFPR ditch on the south side of the property, collect runoff and flow west to Landfill Creek. Landfill Creek drains north to Bon Accord Creek and discharges to the Fraser River under the CN Railway east of the Port Mann Bridge.

2.0 MODELING SOFTWARE AND PARAMETERS

PCSWMM Professional 2013 was used for storm water modeling. PCSWMM has the ability to perform dynamic routing for various channel and pipe configurations. The modeling program is ideally suited for detailed hydraulic (conduit), hydraulic control and hydraulic backwater analysis. The model was used to generate hydrographs, peak flows, and runoff volumes.

Modeling parameters for this site were based on information attained from the report entitled “Drainage Basin Report for West of 152nd Watershed” by Hatch Mott MacDonald. Table 1 shows


October 31, 2016


the pre and post development subcatchment parameters which were used in the model. The estimated depth of depression storage was reduced for the post development conditions. This is due to the fact that the proposed parking area will be well graded and therefore provide less surface depression storage.

Table 1: Subcatchment Parameters

Subcatchment Names

Area (ha)

Average Slope

(%)

Imperv (%)

N Perv

Dstore Perv (mm)

Max. Infil. Rate

(mm/hr)

Min. Infil. Rate

(mm/hr)

Decay Constant

(1/hr)

Pre Development S1 4.33 2.3 0 0.3 6 7 1.5 5.4 S2 0.91 4.0 0 0.3 6 7 1.5 5.4 S3 1.97 2.6 0 0.3 6 7 1.5 5.4

Post Development S1 4.33 2.0 100 0.3 1 7 1.5 5.4 S2 0.91 2.0 100 0.3 1 7 1.5 5.4 S3 1.97 2.0 100 0.3 1 7 1.5 5.4

The design storms used for the calculation of the pre and post development peak flows include the Kwantlen Park 1 in 2 year, 1 in 5 year, and 1 in 100 year design storm for the 24 hour duration as per the City of Surrey 2016 Design Criteria Manual.

3.0 DESIGN CRITERIA

The Stormwater catchment boundaries will be maintained from post development to pre development. The project will be designed to meet City of Surrey 2016 design criteria and bylaws and follow the Ministry of Highways and Infrastructure construction specifications. The site will be graded to insure all onsite drainage is contained and directed to the appropriate attenuation and treatment facilities.

3.1 ON-SITE PIPE SIZING

Following the City of Surrey design criteria, the storm water drainage pipes will be designed to accommodate the 5 year 24 hour minor storm event. Rainfalls with a higher intensity than the 5 year storm event may cause surcharging of the pipes with potential short term overland flow. Safe overland conveyance will be provided to the outlet locations for the 100 year major storm event.


October 31, 2016


3.2 STORM WATER ATTENUATION

Storm water attenuation is proposed for the 5 year 24 hour minor storm event to minimize impact on the downstream drainage infrastructure. Detention to mitigate the 5 year 24 hour post development peak flows to pre development peak flows will be provided in each of the subcatchments.

3.3 STORM WATER TREATMENT

Storm water treatment will be achieved through the use of hydrodynamic separators downstream of the proposed detention storage. Hydrodynamic separators use cyclonic separation to control water pollution. They are designed as flow-through structures with a settling or separation unit to screen, separate and trap trash, debris, sediment, and hydrocarbons from stormwater runoff.

3.4 FRASER RIVER FLOOD PROTECTION

Due to the proximity of the Fraser River the current Local Dyke Authority map for Surrey produced for Ministry of Environment was reviewed. The current flood profile along the river including freeboard varies from 5.3m to 5.4m. These values are based on the Fraser River Hydraulic Model Update Report, March 2008, by Northwest Hydraulic Consultants (NHC).

Since this time, additional studies have been completed to anticipate the effect of climate change to the river levels. The NHC report entitled “Simulating the Effects of Sea Level Rise and Climate Change”, dated 2014, estimates that the current flood level will represent the 1:50 year level of service by the end of the century.

4.0 MODELING RESULTS

The following tables summarize the results from the PCSWMM model for the three subcatchments.

Table 2: Subcatchment S1 Model Results

Stor

m E

vent

Pre

Deve

lopm

ent

Volu

me

(m3 )

Pre

Deve

lopm

ent Q

(m

3 /s)

Post

Dev

elop

men

t M

itiga

ted

Volu

me

(m3 )

Post

Q M

itiga

ted

(m3 /

s) (v

ia

atte

nuat

ion)

Volu

me

Diffe

renc

e (m

3 )

2-year 24-hour 843 0.021 2727 0.031 1884


October 31, 2016


5-year 24-hour 1563 0.037 3556 0.037 1993

100-year 24-hour 3674 0.085 5559 0.049 1885


Stor

m E

vent

Pre

Deve

lopm

ent

Volu

me

(m3 )

Pre

Deve

lopm

ent Q

(m

3 /s)

Post

Dev

elop

men

t M

itiga

ted

Volu

me

(m3 )

Post

Q M

itiga

ted

(m3 /

s) (v

ia

atte

nuat

ion)

Volu

me

Diffe

renc

e (m

3 )

2-year 24-hour 221 0.009 572 0.013 351

5-year 24-hour 382 0.015 747 0.015 365

100-year 24-hour 841 0.030 1224 0.019 383


Stor

m E

vent

Pre

Deve

lopm

ent

Volu

me

(m3 )

Pre

Deve

lopm

ent Q

(m

3 /s)

Post

Dev

elop

men

t M

itiga

ted

Volu

me

(m3 )

Post

Q M

itiga

ted

(m3 /

s) (v

ia

atte

nuat

ion)

Volu

me

Diffe

renc

e (m

3 )

2-year 24-hour 445 0.014 1241 0.019 796

5-year 24-hour 786 0.023 1618 0.023 832

100-year 24-hour 1768 0.051 2653 0.032 885

Pre and post development hydrographs are shown below in Figures 1, 2, and 3 for the 1 in 5 year 24 hour design storm for Subcatchments S1, S2, and S3, respectively.


October 31, 2016


Figure 1: Subcatchment S1 Pre and Post Development Hydrographs


0.000

0.005

0.010

0.015

0.020

0.025

0.030

0.035

0.040Q

(m3 /

s)

Time (Hours)

Subcatchment S1

Pre Development

Post Development

0.000

0.002

0.004

0.006

0.008

0.010

0.012

0.014

0.016

Q (m

3 /s)

Time (Hours)

Subcatchment S2

Pre Development

Post Development


October 31, 2016



As illustrated in the hydrographs, the peak flows for the pre and post development conditions are similar. However, the total volume for the post development condition has increased. The volumes identified above are based on utilizing an orifice flow control manhole and an onsite detention storage system. Table 5 below outlines the estimated diameter of the main control orifice required to ensure that the post development runoff is limited to the existing conditions.

Table 5: Estimated Control Orifice

Subcatchment Name

Estimated Diameter of Main Control Orifice

(mm)

S1 120

S2 100

S3 125

5.0 PROPOSED DRAINAGE SYSTEMS

The following section outlines the proposed storm drainage features which will be incorporated during detailed design to meet the required design objectives.

0.000

0.005

0.010

0.015

0.020

0.025Q

(m3 /

s)

Time (Hours)

Subcatchment S3

Pre Development

Post Development


October 31, 2016


5.1 ON-SITE PIPE NETWORK

The parking area will be graded towards catch basins that will direct flows to the collection system which will be located in the middle of the parking area. This collection system will convey flows to the designated outlet locations.

5.2 STORM WATER ATTENUATION

Stormwater attenuation will be provided by a combination of oversized collection pipes and detention pond. Subcatchments S1 and S3 will utilize oversized collection pipes to detain stormwater while Subcatchment S2 will use a combination of oversized collection pipes and a local detention pond to achieve sufficient detention capacity to attenuate peak flows. A control manhole will be provided downstream of the detention storage to control the post development discharge to the 5 year 24 hour pre development peak flow rates.

5.3 STORM WATER TREATMENT

Stormwater treatment will begin at the catch basins, which will be provided with trapping hoods, allowing for containment of some debris and hydrocarbons. Following the catch basins, the detention storage will allow for the settlement and removal of grit. Finally, hydrodynamic separators downstream of the stormwater control manholes will provide the final level of treatment with additional removal of debris, sediment, and hydrocarbons.

5.4 LOCAL CULVERTS

Existing local culverts crossing the SFPR will be extended through the site, as required. This includes the culverts carrying the Unnamed Creek on the east side of Subcatchment S1. Both the 1400mm diameter and 1000mm diameter CSP culverts will be extended at a slope of approximately 0.6%.

5.5 FLOOD PROTECTION

The parking lot area will be designed to an elevation greater than 5.4m elevation. This will match the estimated flood level of the Fraser River including the 600mm of freeboard. However, the level of service can be expected to decrease in time due to climate change affects. By the year 2100 the site may be impacted by the 1 in 50 year Fraser River Flood. This will need to be confirmed by future Fraser River Flood Profile Modeling to be completed by the Ministry of Environment.


October 31, 2016


6.0 SUMMARY

Based on the PCSWMM model and the proposed drainage infrastructure it will be possible to meet the stated design criteria. The on-site collection system will direct flows to detention storage. Discharge will be attenuated by a control structure and treated by a hydrodynamic separator prior to discharge into the local drainage system. This integrated system will allow for the control of pollutants that may come off of the project site and insure that there is no impact to the downstream drainage system from an increase in peak flow rates.


October 31, 2016

APPENDIX A LIST OF FIGURES

2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40 41 42 43 44 45 46 47 48 49 50 51 52

53 54 55 56 57

58 59

60

61

62

63

64

65

66

67

68

69

70

71

72

73

74

75

76 77

78

79

80

81

82

83

84

85

86

87

88

89

90

91

92

93

94

95

96

97

98

99

100

101

102

103104

105106

107

108109

110111

112

113114

115116117

118119

120121

12212

312

412

512

612

712

812

9

130

131

132

133

134

135

136

137

138139

140

141

142

14314

4

145

146

147

14814

9

150

151

152

153

15415

5156

157

158

1

1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40 41 42 43 44

SANI DUMP STATION ONLYNO PARKING

24m MAX.23m MAX.

21m MAX.20m MAX.

18m MAX.

20mM

AX.22mM

AX.

23m MAX.

CL. & GR.

CL. & GR.

CL. & GR.

CL. & GR.

CL. & GR.

CL.

& G

R.

CL. & GR.CL. & GR.

CL. & GR.

CL. & GR.

CL. & GR.

CL. & GR.

CL. & GR.

CL. & GR.

CL. & GR.CL. & GR.

CL. & GR.CL. & GR.

CL. & GR.

CL. & GR.

CL. & GR.

CL. & GR.

CL. & GR.

CL. & GR.

CL. & GR.CL. & GR.

CL. & GR.

G-104 km 38

ASPHALT FLUME

ASPHALT FLUMEASPHALT FLUME

ASPHALT FLUMEASPHALT FLUMES

600 mm Ø CSPL = 10.29 m

OUTLET INV=

6.23 m

INLET INV=

6.21 m

600 mm Ø

CSP

L = 10.43 m

OUTLET INV=6.33 m

INLET INV=

6.23 m

GOOD

OUTLET INV=

5.05 m

CSP1400 mm Ø

OUTLET INV=4.81 m

GR

EEN PVC

600 mm

Ø

600 mm ØCSP

L = 10.63 mOUTLET INV=

5.08 m INLET INV=5.08 m

GOOD

600 mm Ø

CSP

L = 19.27 m

OUTLET INV=5.83 m

INLET INV=4.68 m

600 mm ØCSP

L = 19.27 m

INLET INV=4.91 m

OUTLET INV=4.73 m

GOOD

150 mm ØABS

L = 5.72 m

OUTLET INV=8.44 m

INLET INV=10.64 m

2 POST SIGN

G-050-1

G-050-5

2000 mm WIDE

CONCRETE ARCH

L = 21.99 m

OUTLET INV=3.05 m

INLET INV=

2.92 m

PARTIALLY FULL

1200 mm Ø

CSP


0.14 m

INLET INV=

0.24 m (APPROX.)

FAIR

2250 mm WIDTH

CEMENT BOX CULVERT

L = 13.04 m

INLET INV=

2.21 m

OUTLET INV=

1.93 m

2500 mm WIDTH

CEMENT BOX CULVERT

L = 16.49 m

INLET INV=

2.19 m

OUTLET INV=

2.78 m

TAG 9084C-12

PLUGGED WITH SAND

450 mm WIDTH

ABSL = 11.36 m

INLET INV=4.75 m

OUTLET INV=

4.60 m

INLET ELEVATIONS FROM IFC DRAWINGS

OUTLET INV=2.95 m

CSP1000 mm Ø

GOOD

600 mm ØCSP

L = 10.18 m

INLET INV=5.72 m

OUTLET INV=5.69 m

600 mm Ø

CSP

L = 15.50 m

OUTLET INV=

1.90 m

INLET INV=

2.02 m

POOR

INLET INV=

2.94 m

CSP600 mm Ø

GOOD

L = 15.24 m

SOUTH FRASER PERIMETER ROAD


SOUTH FRASER PERIMETER ROAD (HWY 17)


TRANS CANADA HIGHW

AY #1


OIP

OIP

OIP

OIP

OIP

OIP

OIP

OIP

OIP

OIP

MHSan

DELTA

GOOD

INLETS ACROSS HIGHWAY

1350 mm Ø SP FORCE1350 mm Ø SP FORCE

1350 mm Ø SP FORCE

200

mm

Ø P

E

200

mm

Ø P

VC

MHStorm

MHSan

MHStorm

GOOD

GOOD

INLET INV=3.38 m

INLET INV=

5.30 m

INLET ELEVATION FROM IFC DRAWING

INLET INV=5.807m

P 4

BLACK PLASTIC

OUTLET INV=6.284m300MMØ

GOODOUTLET INV=7.041m

600mmØ CSP

W-054R

P 3

METAL

P-001

PLAS

TIC

LID

1TRNSP 3

INLE

T INV

=5.771m

INLET INV=5.729m

P-001

W-064-1

GVS&DD

INLET INV=5.778m

BLACK PVC

450mmØ

P-001

SMALL .35

INLET INV=5.095m

200mmØ PVC

R-019 / R-019-T

SAN

OUTLET INV=6.913m

600mm Ø CSP

R-009-1 / R-019-T

R-009-2 / R-019-T

R-009-1

6FT BOX

DIAMETER 1830 MM INSIDE

B-G-001

R-009-1

INLET INV=5.844m

B-G-001

OU

TLET IN

V=5.400m

MO

TI PW

ER

INLET INV=6.948m

GREEN PVC INLET INV=5.357m

670mm Ø

200mm

Ø PVC

B-G-001

R-019 / R-019-T

DEPTH SAN WATER

????????

MO

TI C

OM

W-054R

OUTLET INV=5.209m

P-001

INLET INV=7.141m

P001P001

R-004-80

P-001

GVS&DD

ON SURFACE GOES WEST

BLACK PLAST

OUTLET INV=5.623m

400MM Ø

8FT CHAINLINK

R-009-1 / R-019-T

R-009-1 / R-019-T

APPROX

168Ø PE METHANE GAS (ABAND.)

168Ø PE METHANE GAS

150Ø HDPE

150Ø HDPE

250Ø HDPE 250Ø HDPE

250Ø HDPE

3TRNS 3P / GOES UG

GAS COLLECTION LINES

SURREY

LEACHATE PUMP STATION AND

METHANE COLLECTION PLANT

HABITAT BOUNDARY HABITAT BOUNDARY

GRATE=6.652m

GRATE=6.615m

GRATE=4.865m

GRATE=6.297m

GRATE=6.537m GRATE=6.521 GRATE= 5.274m

GRATE= 5.753m

150Ø HDPE (ABAND.)

250

Ø H

DP

E

TO 136th STREET DELTA

withDrain Lid with

Drain Lid withDrain Lid with

Drain Lid

withDrain Lid

withDrain Lid

withDrain Lid

withDrain Lid

withDrain Lid

withDrain Lid

withDrain Lid

withDrain Lid

withDrain Lid

withDrain Lid

withDrain Lid

withDrain Lid

withDrain Lid

OilInterceptor

withDrain Lid

OilInterceptor

51

52

53

54 55 56 57

58

59

60

61

withDrain Lid

withDrain Lid

withDrain Lid

withDrain Lid

withDrain Lid

50REPLACE CB

TIE TO EXISTING PIPE

REPLACE CB

TIE TO EXISTING PIPE

REPLACE CBTIE TO EXISTING PIPE

Var.Depth Var.Depth Var.Depth

MH27MH26

MH25

MH24

MH4

MH5

MH6

MH7

MH8

MH9

MH10

MH11

MH12MH13

MH14MH15MH16

MH17MH18

MH19

MH20

MH1MH2

MH3

MH21MH22 MH23

CB33

CB34CB35CB36CB37

CB2CB1

CB15CB16

CB3CB4CB5CB6CB7CB8CB9CB10CB11CB12CB13

CB14CB17

CB19

CB20

CB21

CB22

CB23

CB24CB25CB26CB27CB28

CB29CB30CB31

CB32

CB18

CB38

CB39

CB40

CB41

CB42

CB43

CB44

CB45

CB46 CB47 CB48CB49 CB50

CB51

CB52 CB53 CB54

CB55

CB56 CB57 CB58 CB59 CB60CB61

TRANS CANADAHIGHWAY #1PORT MANN

BRIDGE

CN RAILWAY

FRASER RIVER

POND P2

POND P1

POND P3

HIGHWAY 17 HIGHWAY 17

SUBCATCHMENT S1SUBCATCHMENT S2SUBCATCHMENT S3

FIGURE 1.0NORTH SURREY TRUCK PARKING

STORMWATER MANAGEMENT PLAN OVERVIEW

LOCATION MAP

PROJECTLOCATION

Sea Island

WesthamIsland

Lulu Island

BarnstonIsland

DouglasIsland

TilburyIsland

Boundary BayAirport

99

99

99

91

91

17

17

17

17

1

1 7

77BKingsway

Fraser Hwy.

96 Ave. Golden Ears Way

15

15

17A

1010

Marine Way

SW Marine Way

99

97A

Kni

ght S

t.

Nordel

Way North SurreyTruck Parking

LEGEND:

S3 S1S2

CL. & GR.

CL. & GR.

CL. & GR.

CL. & GR.

CL. & GR.

CL. & GR.

CL. & GR.

CL. & GR.

CL. & GR.

CL. & GR.CL. & GR.

CL. & GR.

CONCRETE VAULT

ASPHALT FLUME

ASPHALT FLUME

ASPHALT FLUME

ASPHALT FLUMEASPHALT FLUME

ASPHALT FLUMEASPHALT FLUMES

COM

PRESSED GAS TANKS IN AREA

2 POST SIGN

G-050-1

G-050-5

2000 mm WIDE

CONCRETE ARCH

L = 21.99 m

OUTLET INV=3.05 m

INLET INV=

2.92 m

PARTIALLY FULL

ST

STEEL SHEET PILE

1200 mm Ø

CSP


0.14 m

INLET INV=

0.24 m (APPROX.)

FAIR

2250 mm WIDTH

CEMENT BOX CULVERT

L = 13.04 m

INLET INV=

2.21 m

OUTLET INV=

1.93 m

2500 mm WIDTH

CEMENT BOX CULVERT

L = 16.49 m

INLET INV=2.19 m

OUTLET INV=

2.78 m

TAG 9084C-12

PLUGGED WITH SAND

450 mm WIDTH

ABSL = 11.36 m

INLET INV=4.75 m

OUTLET INV=

4.60 m250 mm WIDTH

ABSL = 20.36 m

INLET INV=4.80 m

OUTLET INV=

4.82 m

INLET ELEVATIONS FROM IFC DRAWINGS

OUTLET INV=2.95 m

CSP1000 mm Ø

GOOD

INLET INV=

2.94 m

CSP600 mm Ø

GOOD

L = 15.24 m

PLAN BCP16539

REM PCL A

PID 026-242-991

PLAN BCP16538REM PCL B

PID 026-242-940

PLAN NWP78366REM PCL A

PID 013-296-868

SRW PLAN BCP41925 (BB801623)

SRW PLAN BCP44536PT PCL B PLAN BCP16538

PID 028-211-588

PLAN NWP79479REM PCL B

PID 014-014-343


(SRW BV531374 & 75)

TRANS CANADA HIGHW

AY #1

SRW PLAN NW

P21734

SRW PLAN NWP3379

PLAN NWP79479

REM PCL B

PID 014-014-343(SRW BV531374 & 75)

NWD

ARTERIAL HIGHWAY PER

UNREGISTERED PLAN EPP30093


APPRO

XIMATE BO

UN

DAR

Y

SRW PLAN NWP3379CN RR

CN RR

OIP

OIP

OIP

OIP

PLAN BCP16538REM PCL B

PID 026-242-940

NWD

NWD

NWD

PLAN BCP16539REM PCL A

PID 026-242-991



DELTA

TO HWY#1

1350 mm Ø SP FORCE

GOOD

GOOD

INLET INV=3.38 m

P 4

P 3

1TRNSP 3

P-001

W-064-1

GVS&DD

INLET INV=5.778m

BLACK PVC

450mmØ

P-001

SMALL .35

R-009-2 / R-019-T

6FT BOX

DIAMETER 1830 MM INSIDE

B-G-001

MO

TI PW

ERGREEN PVC INLET INV=5.357m

670mm Ø

MO

TI C

OM

OUTLET INV=5.209m

P001P001

R-004-80

GVS&DD

APPROX

168Ø PE METHANE GAS (ABAND.)

168Ø PE METHANE GAS

150Ø HDPE

250Ø HDPE

250Ø HDPE

3P / GOES UG

HABITAT BOUNDARY HABITAT BOUNDARY

GRATE=6.615m

GRATE=4.865m

GRATE=6.297m

GRATE= 5.274m

GRATE= 5.753m

150Ø HDPE (ABAND.)

TO 136th STREET DELTA

NE453418.706514403.982

NE453399.290514481.591

R

∆

AD

ARC

Ec

"

25.00

0 LT

90°2

5'44

25.18

8

39.45

7

10.48

8

NE

4534

14.51

0

5145

79.28

5

PO

T 50+00.000

104°02'44"

PI 50+55.000

104°42'45"

51

BC

51+20.718

EC 51+60.175

PI 51+

74.52

0

50

CB34CB35CB36CB37

CB38

CB39

CB40

CB41

CB42

CB43

CB44

CB45

CB46 CB47 CB48

CB55

TRANS CANADAHIGHWAY #1PORT MANN

BRIDGE

CN RAILWAY

HIGHWAY 17


STORMWATER MANAGEMENT PLAN

MA

TCH

LIN

E F

IGU

RE

1.2

S3

SUBCATCHMENT S1SUBCATCHMENT S2SUBCATCHMENT S3

LEGEND:

2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40 41 42 43 44 45 46 47 48 49 50 51 52

53 54 55 56 57

58 59

60 61

62

63

64

65

66

67

68

69

70

71

72

73

74

75

76 77

78

79

80

81

82

83

84

85

86

87

88

89

90

91

92

93

94

95

96

97

98

99

100

101

102

103104

105106

107

108109

110111

112

113114

115116117

118119

120121

12212

312

412

512

612

712

812

913

0

131

132

133

134

135

136

137

138139

140

141

142

14314

4

145

146

147

14814

9

150

151

152

153

15415

5156

157

158

1

1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40 41 42 43 44

SANI DUMP STATION ONLYNO PARKING

24m MAX.23m MAX.

21m MAX.20m MAX.

18m MAX.

20mM

AX.22mM

AX.

23m MAX.

CL.

& G

R.

CL. & GR.CL. & GR.

CL. & GR.

CL. & GR.

CL. & GR.

CL. & GR.

CL. & GR.

CL. & GR.

CL. & GR.CL. & GR.

CL. & GR.CL. & GR.

CL. & GR.

CL. & GR.

G-104 km 38

600 mm Ø CSPL = 10.29 m

OUTLET INV=

6.23 m

INLET INV=

6.21 m

600 mm Ø

CSP

L = 10.43 m

OUTLET INV=6.33 m

INLET INV=

6.23 m

GOOD

OUTLET INV=

5.05 m

CSP1400 mm Ø

OUTLET INV=4.81 m

GR

EEN PVC

600 mm

Ø

600 mm ØCSP


5.08 m INLET INV=5.08 m

GOOD

600 mm Ø

CSP

L = 19.27 m

OUTLET INV=5.83 m

INLET INV=4.68 m

600 mm ØCSP

L = 19.27 m

INLET INV=4.91 m

OUTLET INV=4.73 m

GOOD

150 mm ØABS

L = 5.72 m

OUTLET INV=8.44 m

INLET INV=10.64 m

600 mm ØCSP

L = 10.18 m

INLET INV=5.72 m

OUTLET INV=5.69 m

600 mm Ø

CSP

L = 15.50 m

OUTLET INV=

1.90 m

INLET INV=

2.02 m

POOR


NWD


PID 026-242-991

SRW

PLA

N B

CP8

867

(BV5

3137

3)

PLAN NWP79479

SRW PLAN BCP25773 (BA420207)

REM PCL B

PID 014-014-343


PID 026-242-991

SRW

PLA

N B

CP8

867

(SR

W B

V531

373)

NWD

NWD NWD

NWD

NWD

PLAN NWP79479REM PCL B

PID 014-014-343


PID 026-242-991


SOUTH FRASER PERIMETER ROAD (HWY 17)

(SRW BV531374 & 75)

(SRW BV531374 & 75)

OIP

OIP

OIP

OIP

OIP

OIP

OIP OIP

NWDMHSan






PID 026-242-991

GOOD

INLETS ACROSS HIGHWAY

1350 mm Ø SP FORCE

1350 mm Ø SP FORCE

200

mm

Ø P

E

200

mm

Ø P

VC

MHStorm

MHSan

MHStorm

GOOD

INLET INV=

5.30 m

INLET ELEVATION FROM IFC DRAWING

INLET INV=5.807m

BLACK PLASTIC

OUTLET INV=6.284m300MMØ

GOODOUTLET INV=7.041m

600mmØ CSP

W-054R

METAL

P-001

PLAS

TIC

LID

INLE

T INV

=5.771m

INLET INV=5.729m

BLACK PVC

450mmØ

P-001

INLET INV=5.095m

200mmØ PVC

R-019 / R-019-T

SAN

OUTLET INV=6.913m

600mm Ø CSP

R-009-1 / R-019-T

R-009-1

B-G-001

R-009-1

INLET INV=5.844m

OU

TLET IN

V=5.400m

INLET INV=6.948m

200mm

Ø PVC

B-G-001

R-019 / R-019-T

DEPTH SAN WATER

????????

W-054RP-001

INLET INV=7.141m

P-001

ON SURFACE GOES WEST

BLACK PLAST

OUTLET INV=5.623m

400MM Ø

8FT CHAINLINK

R-009-1 / R-019-T

R-009-1 / R-019-T

150Ø HDPE

250Ø HDPE

3TRNS 3P / GOES UG

GAS COLLECTION LINES

SURREY

LEACHATE PUMP STATION AND

METHANE COLLECTION PLANT

GRATE=6.652m

GRATE=6.537m GRATE=6.521

250

Ø H

DP

E

withDrain Lid with

Drain Lid withDrain Lid with

Drain Lid

withDrain Lid

withDrain Lid

withDrain Lid

withDrain Lid

withDrain Lid

withDrain Lid

withDrain Lid

withDrain Lid

withDrain Lid

withDrain Lid

withDrain Lid

withDrain Lid

withDrain Lid

OilInterceptor

withDrain Lid

OilInterceptor

NE

453376.199

514569.532

NE

453259.690

515165.680

R∆ADARCEc

"907.050 LT

18°29'31147.656292.744

11.940

N E45

3275

.832

5154

15.1

57

N E45

3257

.802

5154

48.5

96 N E45

3257

.627

5154

84.0

16

N E45

3243

.103

5155

06.3

32

PI 51+40.952

14°

17'0

1" 104°47'23"

52

53

54 55 56 57

58

59

BC

56+58.368

EC 59+51.113

PI 58+06.025

86°17'52"60

PI 6

0+53

.456

118°20'01"

PI 6

0+91

.445

90°17'01"61

PI 6

1+26

.866

136°11'06"

POT

61+5

3.49

2

withDrain Lid

withDrain Lid

withDrain Lid

withDrain Lid

withDrain Lid

Var.Depth Var.Depth Var.Depth

MH27MH26

MH25

MH24

MH4

MH5

MH6

MH7

MH8

MH9

MH10

MH11

MH12MH13

MH14MH15MH16

MH17MH18

MH19

MH20

MH1MH2

MH3

MH21MH22 MH23

CB33

CB2CB1

CB15CB16

CB3CB4CB5CB6CB7CB8CB9CB10CB11CB12CB13

CB14CB17

CB19

CB20

CB21

CB22

CB23

CB24CB25CB26CB27CB28

CB29CB30CB31

CB32

CB18

CB49 CB50

CB51

CB52 CB53 CB54

CB56 CB57 CB58 CB59 CB60CB61

FRASER RIVER

POND P2

POND P1

POND P3

HIGHWAY 17

MA

TCH

LIN

E F

IGU

RE

1.1


STORMWATER MANAGEMENT PLAN

S1

S2SUBCATCHMENT S1SUBCATCHMENT S2SUBCATCHMENT S3

LEGEND:

north surrey truck parking – highway 17 sou th fraser ... · north surrey truck parking –...

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