Sewage Servicing Works Design Report

PRIMROSE PROJECT

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PART LOT 1, CONCESSION 2

TOWNSHIP OF MULMUR

OUR FILE NO: JFIVE 105 DATE: MAY 22, 2019 PREPARED BY:

JFIVE Developments Ltd. Consulting Engineer, 1 Parker Court, Barrie, Ontario (705) 794-030

Primrose Project JFive # 105

May 22, 2019

1.0 PROPOSED SEWAGE DISPOSAL SYSTEM DESIGN FOR HOUSE:

1.1 Design Criteria and Flows:

The criteria used in the design is based on the new policies and procedure outlined in Part 8 of the

Ontario Building Code (OBC). Design requirements and assumptions associated with the proposed

servicing have been summarized below.

1.2 Daily Flows:

The daily flows used in sizing the sewage disposal system is based on the highest flow calculation as

outlined in Part 8, Table 8.2.1.3.A of the OBC, and as summarized below. Refer to Appendix ‘A’ for

the architectural floor plans.

The daily flows have been calculated based on the proposed building design. See the attached Design

Calculations in Appendix ‘B’.

Therefore, use a daily flow rate of 2,980 L/d

1.4 Septic Tank:

The septic tank has been sized according to Section 8.2.2.3 of the OBC.

Septic Tank Volume (litres) shall be as:

. Where daily sewage flow rate = Q (l/d)

. First compartment = 1.3 x Q

. A maximum day factor of 3.0 per OBC standards is required for commercial uses

. A maximum day factor of 2.0 per OBC standards is required for residential uses

. Minimum Volume (litres) = (3,200 x 2) + (1,380 x 3)

. Required Septic Tank Volume = 7,340 litres

We have selected a typical septic tank size of 10,000 litres (2,200 imp.gal.). Anchor ties shall be used

to ensure no uplift occurs on the tank due to water pressure when the tank is being emptied.

1.5 Filter bed System:

The estimated percolation time (T) of 40 min/cm was used in the design calculations as provided by

the soils consultant, Sum of Plus Engineering in letter reports. A copy of the letter report has been

included in Appendix ‘C’.

The summary of the septic bed system size is as follows.

See the related calculations in Appendix ‘B’.

Filter medium area required = 59.6 sq. m

provided = two 5.0m x 6.0m = 60.0 sq. m

Filter contact area required = 140.2 sq. m.

provided = 19.0m x 8.0m = 152.0 sq. m.

Mantle Loading area required = 496.7 sq. m.

provided = 23.0m x 22.0m = 506.0 sq. m.

1.6 Sanitary Lateral Design:

The existing sanitary sewer is a 100mm diameter PVC. The intent is to set the proposed septic tank

to an elevation such that the existing lateral will continue to discharge by gravity flow into the new tank.

Primrose Project JFive # 105

May 22, 2019

The existing sewage pump chamber system shall remain operational to continue to intercept the flows

out of the new septic tank and such flow will be pumped into the new filter bed system. The condition

of the existing pump chamber system will be assessed at the time of construction and replaced if

deemed necessary by the site engineer.

1.7 Site Preparation:

The underlying soils are considered to have acceptable permeability characteristics, however, since

the ‘T’ time for the native soils is greater than 15min/cm, the entire mantle area will require a minimum

of 250mm sand material be placed to a depth at and below the bottom of the filter bed base.

Preparation of the filter bed base and mantle based will be done by light ploughing or scarifying of

the sub-base to form a series of shallow trenches before the sand fill material forming the bed and

mantle is placed. This shall be done along lines at right angles to the tile pipes.

Placement of the filter bed material of sand shall follow in lifts of 150mm to 200mm as required to

match final grades specified on the enclosed Site Grading Plan, Dwg SG-1. This drawing also

identifies the location of the area bed and sewage disposal system relative to the existing building and

property lines.

2.0 CONCLUSION:

The above design has been completed in accordance with the current Ontario Building Code criteria

outlined in Part 8.

In our opinion, the proposed private sewage disposal system design has been completed based on

good engineering practices.

All of which is respectfully submitted,

Prepared By:

John Foster, P.Eng.

Project Manager/Design Engineer

Appendix ‘A’ (Architectural Drawing)

Appendix ‘B’ (Design Calculations)

File: Hwy 89, Mulmur Twp Filter Bed System:

Daily Flow Calculations:

The maximum allowed daily flow ‘Q’ per filter bed area (L/d) 5,000.0

The allowed maximum of filter bed area (sq.m) 50.0

commercial portion Maximum loading rate to filter medium 50.0 L/sq.m/day

store area at 5 litres per 1 sq.m..or per 1230 l/d for 1 water

closet, which ever is greater 1230 Therefore, the required filter medium area 2,980.0 / 50.0 = 59.6 sq.m

number of prop. loading bays @ 150 / each x 1 bay 150

residential portion

3 bedroom apt unit 1600 Provide two (2) filter mediums of each at 5.0 X 6.00 = 60.0 sq.m

Total Flow calculated 2,980

proposed tile bed shall have imported sand for a fully raised tile

bed Filter Medium Base Area:

high water table was detected, therefore, provide a fully raised Q x T/850 = A sq.m

Use 'T' value of 50 min/cm for the high water table (T is estimated at 40.00 min/cm for Native soils)

Contact area (sq.m) 2,980 X 40.0 /850 = 140.2 sq.m

Provided Contact Area 19.0 X 8.0 = 152.0 sq.m

Minimum Mantle Area

Native 'T' time is approx. 40.0

Maximum bed (mantle) Loading Rate allowed @ 'T' (native soils is estimated at 25 min/cm

between 20 to 35 = 8.00 L/sq.m./day

Therefore, use a daily flow = 2,980 L/d

therefore: Q/LR = 2,980 / 6 = 496.7

Septic Tank Size use mantle area: = 23.0 X 22.0 506.0

2 x daily residential flow (L) 3,200.0

3 x daily commercial flow (L) 4,140 L

total tank size required = 7,340.0 NOTE:

New tank is required, select the Std. Size (L) 10,000.0 L If 'T' time is less than or equal to 15, no mantle is required

3,600 18,000 T Time LR

4,500 22,500 1<T<20 10

6,800 27,000 20<T<35 8

9,000 36,000 35<T<50 6

13,500 45,400 T>50 4

Table 8.7.4.5.1 A

Project Number 105

Standard Sizes (L)

1 Bedroom 750

2 Bedrooms 1,100

3 Bedrooms 1,600

4 Bedrooms 2,000

5 Bedrooms 2,500

Additional Flow for:

each bedroom over 5 500 #REF! #REF! #REF! #REF!

each 10m² or part there of over 200m² up to 400m² 100 #REF!

each 10m² or part there of over 400m² up to 600m² 75

each 10m² or part there of over 600m² 50each FU over 20 50

Fixture Units Amount

Bathroom Group (flush tank) 6.0 X 4.0 24.0

Bathroom Group (flush valve) 8.0 X 0.0 0.0

Bathtub (w/ or w/o tub) 1.5 X 0.0 0.0

Beer Cabinet 1.5 X 0.0 0.0

Clothes Washer 1.5 X 1.0 1.5

Dishwasher (hooked up to sink) 0.0 X 1.0 0.0

Dishwasher ( not hooked up to sink) 3.0 X 0.0 0.0

Floor Drain 3.0 X 1.0 3.0

Laundry Tray (two units, single trap) 1.5 X 1.0 1.5

Laundry Tray (three+ units, single trap) 2.0 X 0.0 0.0

Bidet 1.0 X 0.0 0.0

Lavatory 1.5 X 0.0 0.0

Potato Peeler 3.0 X 0.0 0.0

Shower (1 head) 1.5 X 0.0 0.0

Shower (2-3 heads) 3.0 X 0.0 0.0

Shower (4-6 heads) 6.0 X 0.0 0.0

Sink 1.5 X 2.0 3.0

Water Closet (tank) 4.0 X 0.0 0.0

Water Closet (valve) 6.0 X 0.0 0.0

Total 33.0

WILKINSON HEAVY PRECAST LIMITED

DUNDAS, ONTARIO 905-628-5611

www.wilkinsonheavyprecast.com

WARNING ! IMPROPER INSTALLATION ESPECIALLY IN UNSTABLE SOILS CAN RESULT IN THE STRUCTURAL FAILURE OF THIS PRODUCT 9 May, 2008

Inlet Outlet

LiquidDepth

300 300

150

CL C

L7575 75

Note 8

Note 7Note 8

75

Note 5

Note 4

Note 3Note 3

Note 6

40Minimum 25

100470

2500

725

1560

125

12

5

12

5

12

5

12

5

1200

4000

1435

17001385

17

5

TankCL

L

225 Diameter Inspection HoleAnd Tapered Plug

Note 1

Note 275

Side Wall Knockouts Accommodate Side Entry of 100 mm Dia. PVC Inlet/Outlet Pipes (Use Mastic SealantTo Provide Flexible Watertight Seal)

300

10,000 LITRE TWO COMPARTMENT PRECAST SEPTIC TANK MODEL S10S

Concrete: 35 MPa at 28 Days, 5 to 8% Air Entrainment.

Reinforcing: 10 M bars at 250 mm centres each way in walls; horizontally in partition. 15 M bars at 200 mm centres each way in top slab. 15 M bars at 250 mm centres each way in floor. Four extra 15 M bars around each roof access opening. Minimum cover over reinforcing steel - 25 mm.

Weight: Top Slab 3760 kg Tank Section 8750 kg Total 12,140 kg

Actual Capacity: 8437 Litres Per Vertical Metre. 12,107 Litres to Underside of Roof Slab. 10,124 Litres to Invert of Outlet.

1. Standard access openings are 510 mm I. D. Poly Riser Rings 300 mm in height in two places. Each riser ring comes with a gasketed cover with two folding recessed 'T' handles. Optional 150 & 300 mm high grade rings can be added to suit grade elevation and meet the Ontario Building Code requirements 8.2.2.2 (10) and 8.6.2.1 (3). 2. Fibrous mastic sealant ensures a watertight seal. 3. Flexible watertight inlet/outlet pipe connector in each end wall accom- modates 100 mm diameter PVC pipe. 4. Inlet baffle is 100 mm PVC 'TY' fitting. It is supplied loose and meant to be cemented by the contractor to the inlet pipe. 5. NSF certified effluent filter for flow rates at 5600 litres per day. Outlet accepts 100 mm diameter PVC pipe. 6. 150 mm diameter partition flow throughs in two places evenly spaced across the partition. 7. The partition is cast monolithically with the walls and floor. 8. Top slab/bottom section lifting points four places.

For recommended installation procedures refer to Wilkinson Installation Guidelines.

NOTES

CONSTRUCTION DETAILS *

Commensurate with a 1 Metre burial over the top slab in firm soil away from any area of vehicular traffic.

*

Dimensions in mm N.T.S.

Appendix ‘C’ (Soils Letter Reports)