E116-25 Valley View - Concrete Tank - Sealed.pdf

TTE DRAWING NUMBER: E116-25

TTE Drawing Number: E116-25

Design Engineer:

120'Øx12' Deep Manure Storage Tank For:

IMPORTANT NOTE:

This plan is approved for structural design of this manure storage facility.

Valley View Farm 58 East Clark Falls Road

North Stonington, CT 06359

To the best of my professional knowledge, this design meets or exceeds the NRCS Technical Guide IV Conservation

Practice Standards that apply to this project as well as NRCS construction and material specifications.

Registered Engineer, P.E. Date Kevin Engel P.E. CT Certification # PEN.0039090

NRCS CT Technical Guide Standards and Specifications that apply:

CT313 Waste Storage Facility CT Heavy Use Area CT606 Subsurface Drain CT634 Waste Transfer

DANGER

KEEP OFF SURFACE

DROWNING HAZARD!

BREAK THROUGH

SURFACE MAY

DANGER

ENTER PIT ONLY WITH:

*SELF-CONTAINED AIR SUPPLY

*VENTILATION

*RESCUE HARNESS, MECHANICAL

LIFT, STAND-BY PERSON

MAY BE IMMEDIATE!

DEATH

DEADLY MANURE GASES POSSIBLE

Fencing:

A. 5'-0" high, 9 gage glavanized chain link fencing shall be installed around the perimeter of the manure tank, on top of the concrete tank wall.

B. 5'-0" high gate constructed with 2" diameter pipe with fencing shall be installed for pump out access.

C. Warning signs for "Unsolid Surface" and "Keep Out" signs shall be placed on the fencing, visible from all areas around the tank, (3) minimum and at all gates.

Loading:

This structure is designed using the following loads:

Wall and Floor loads:

Internal Fluid Pressure = 65 PCF External Fluid Pressure (frame tanks) = 60 PCF Vehicle Surcharge = 100 PSF (Not hydrostatic) External Fluid Pressure (Free-standing Walls) = 35 pcf Ground Snow Load = 40 PSF Roof Dead Load = N/A

Earthwork

1. Requirements A. Provide a construction grade extending eight feet beyond building exterior walls or an alternative method per Section 1804.3 of the IBC. See the cross section for additional details.

B. Excavate for foundations to subgrade elevations regardless of character of materials and obstructions encountered, unless otherwise approved by the structural engineer.

C. Perform excavation work in compliance with applicable requirements of authorities having jurisdiction.

2. Materials A. Satisfactory soil: ASTM D2487 unified soil classification groups GW, GP, GM, SW, SP, and SM; free of rock or gravel larger than two inches in any dimension, debris, waste, frozen materials, vegetation, or other deleterious matter.

B. Unsatisfactory soil: ASTM D2487 unified soil classification groups GC, SC, ML, MH, CL, CH, OL, OH, and PT.

C. Backfill and fill: satisfactory soil materials.

3. Execution A. Shallow post foundations have been designed in accordance with ASAE

EP486.1 for an assumed allowable load bearing pressure of 2,000 psf on supporting soil at a depth of 1 ft into grade. Pressure may be increased 20% for each additional 1 ft of width and/or depth to a maximum of 2,000 psf.

(EP486.1 Table 1, Footnote 4). Spread and strip foundations have been designed for an assumed allowable load bearing pressure of 2,000 psf (No increases permitted). The contractor shall verify this assumption, and shall immediately notify the structural engineer in writing of any deficiency.

B.Place backfill and fill in layers not more than eight inches in loose depth at optimum moisture content. Compact each layer under footings and slabs to a dry density of at least 95 percent of maximum dry density as determined by

ASTM D1557

C. Bottom of exterior footings shall be a minimum of 42 inches below finished grade, and the top of interior footings shall be eight inches below finished floor unless a thickened slab is specified on the plan.

Cast-In-Place Concrete

1. Concrete work shall conform to the following specifications by The American Concrete Institute (ACI).

A. "Environmental Engineering Concrete Structures" (ACI 350) applies to the liquid manure storage facility only.

B. "Hot Weather Concreting" (ACI 350, Sect. 5.13).

C. "Cold Weather Concreting" (ACI 350, Sect. 5.12).

2. Materials used shall adhere to the following:

A. Portland Cement: ASTM C150, type 1.

B. Fly Ash: ACI 350, Sect. 4.4.2.

C. Aggregates: ASTM C33, maximum aggregate size is one inch.

D. Fiberglass reinforcement: PCI MNL 128 Standard.

E. Air-entraining admixture: ACI 350, Sect. 4.4.1.

F. Chemical admixtures: ASTM C494, water reducing. All concrete, except footings, shall contain a water reducing admixture. No admixtures containing calcium chloride are permitted. All other additives shall not be used without prior approval of the structural engineer.

G. Vapor retarder: Clear 8-mil thick polyethylene.

3. Proportion normal-weight (145 pcf) concrete mixes to provide the following properties:

A. Compressive strength: 4,000 psi at 28 days (unless noted otherwise).

B. Slump limit: 3"-5" at point of placement without superplasticizer. Superplasticizers (ASTM C494, Type F or G) may be added to concrete that has a 2 to 4 inch slump before the addition, and that is not warmer than 95 degrees Fahrenheit. The slump shall not exceed 71

2" with the addition of the superplasticizers.

C. Water-cement ratio: 0.45 maximum at point of placement.

D. Air content: 5 to 7 percent for concrete exposed to freezing and thawing, 2 to 4 percent elsewhere.

4. Reinforcing steel shall be fabricated, detailed and placed in accordance with the ACI 350, and shall conform to the following:

A. Deformed reinforcing bars: ASTM A615/A615M with a minimum yield strength of 60,000 psi (grade

60).

B. Welded wire fabric (WWF): ASTM A185, flat sheets, not rolls.

C. Ties/Stirrups: ASTM A615/A615M, grade 40.

5. Concrete work shall be executed according to the following:

A. Concrete shall be placed in the forms within 11

2 hours after the introduction of cement to the aggregate unless otherwise approved by the engineer.

B. Curing compound shall be applied in a uniform layer over all cast-in-place surfaces at a rate of not less than one gallon per 150 square feet of surface. Curing compound shall meet the requirements of ASTM-C309, Type 2, Class A or B.

C. Maintain tolerances and surface irregularities within ACI 117 limits of class A for concrete exposed to view, and class C for other concrete surfaces. Floor slabs shall be screeded, floated and steel troweled to a smooth, dense and plane surface.

D. Accurately position, support, and secure reinforcement.

1. Reinforcing bars shall lap 48 bar diameters at splices in concrete unless otherwise noted.

2. Provide corner bars to match all continuous reinforcing in concrete and masonry.

3. Reinforcing bar hooks shall be ACI standard.

4. WWF shall have ends lapped one full mesh, and shall extend onto supporting walls.

5. Chairs, bolsters, bar supports, and spacers shall be sized and shaped for strengthen support of reinforcement during concrete placement.

E. Provide minimum concrete cover on reinforcing bars as follows:

1. Cast against earth................................................3"

2. Exposed to earth or weather (#5 or smaller)

2"

3. Exposed to earth or weather (#6 or larger).......... 2"

4. Slabs and walls not exposed................................3 4" F. Install construction, isolation, and control joints as indicated on drawings.

1. Control joints for reinforced slabs on grade shall be provided a maximum of 30' on center in either direction or as specified on the plan. Control joint panels shall be rectangular in shape and shall not exceed a length to width ratio of 1.5.

2. Position of construction joints other than those shown on the drawings shall be submitted to the structural engineer for approval.

G. Backfill shall be placed against both sides of stem walls simultaneously where applicable. No backfilling against walls shall be done until the slabs at the top and bottom have been placed, unless the walls are adequately braced. Allow concrete walls to cure for a minimum of fourteen days before backfilling.

H. Consult architectural, mechanical, and electrical drawings for additional openings not shown on structural drawings, and for embedded items such as inserts, pipe sleeves, hanger straps, etc.

I. The contractor shall be responsible for stability and integrity of all excavations and existing structures.

Slabs on Grade A. Floor slabs shall be planed to a class "A" tolerance, that is, having a maximum amptitude of 18" in 10 feet any direction. All floor slabs shall be screeded and floated to a smooth, dense, and plane surface.

B. All slabs on grade shall consist of a minimum of 51 2" thick concrete slab reinforced with #5 rebar 10" o/c each way on 6" of CTDOT M.02.06 Grade "A" gravel or crushed stone. See cast-in place concrete notes for slump requirements. Maximum size of crushed stone shall be 1".

C. Control joints for reinforced slabs on grade are not required for this design.

D. "Environmental Engineering Concrete Structures" (ACI 350) applies to the liquid manure storage facility only.

Drawing Index Cover Page Project Description & Notes

1 Plan View, Isometeric View

2 Cross Section A/2, Cross Section B/2, Cross Section C/2, Cross Section D/2, Detail A-A/2

3 Access Ramp Plan View, Access Ramp Elevation, Cross Section E/3, Cross Section F/3, Cross Section G/3, Cross Section H/3

Wall Reinforcement Elevation, Wall/Floor Construction Joints, Pipe Cleanout Detail, Pipe Thru Floor Details, Top View of Wall Joints, 12" Manure Transfer Pipe Profile

Note: This plan is only approved for the structural design of this manure storage facility. Additional information may be required to obtain a building permit. The contractor shall review all local, state, and federal building codes prior to the start of construction to ensure building conformance.

Ephrata

ENGINEERING

22 Denver Road, Suite B, Denver, PA 17517 Ph: 717-335-2750 Fax: 717-335-2753

12/11/2025

Access ramp

16'-0"

12" Poured concrete tank walls

5' High safety fence

4"Ø Perforated foundation drain pipe

6"Ø HDPE solid wall outlet pipe to daylight, 1% min.

slope w/ animal guard

Ø120'-0"

C

B

A

D

Access gate w/ danger signs, to be locked at all times

Floor slab & walls do not require control joints

42"x12" Tank footing, beyond

12'x12' Pumpout pad w/ access gate, (3) total see details

16'x16' Concrete pad, slope away from ramp 1%

12'x12' Pumpout pad w/ access gate, (3) total see details

12'x12' Pumpout pad w/ access gate, (3) total see details

Plan View Scale 18" = 1'-0"

12"Ø Inlet pipe up thru tank floor w/ anti back flow valve, see detail

See Ephrata Engineering, drawing number E273-24 for reception pit, pipeline, and pump w/ integrated check valves for details

Isometric View NTS

120'Ø

Pumpout pad, (3) total

12' Wide x 5' high chain link gate w/ danger signs, to be locked at all times

IMPORTANT NOTE:

This plan is approved for structural design of this manure storage facility.

DRAWING NUMBER:

ENGINEERED BY:

PAGE:

PROJECT:

DRAWING TITLE:

CONTRACTOR:

REVISIONS: DATE: BY:

PROGRESS PRINT

PROJECT START

DRAFTED BY:

120'Øx12' Deep Manure Storage Tank for:

Valley View Farm 58 East Clark Falls Road North Stonington, CT 06359

4-8-2025

11-11-2025

E. Wriglesworth R. Miller E116-25

DATE:

DATE:

Ephrata

ENGINEERING

22 Denver Road, Suite B, Denver, PA 17517 Ph: 717-335-2750 Fax: 717-335-2753

This drawing is the property of Ephrata Engineering, LLC and reproduction, alteration or use of this drawing without the written consent of Ephrata

Engineering, LLC is prohibited. Drawings shall not be scaled to obtain dimensions.

The contractors and builders involved on this project shall verify all dimensions and conditions before starting work and any discrepancy shall be reported to the engineer in writing before starting work.

Plan View Isometric View

Cross Section A/2 Scale 14" = 1'-0"

120'-0" Outside diameter

Va rie s 6" m in to

' m ax

12"

Detail A-A/2

6" Crushed stone, 3 4" average diameter, or processed aggregate

Vinyl water stop

5' High safety fence

F.F. EL= 167'

2" 4,000 psi Concrete floor w/ #5 rebar 10" o/c each way, 19" lap splice required, floor rebar extends to inside face of wall, typical

Clean earth fill

Processed aggregate granular fill only at undisturbed soil area, not required at fill area

12'-0" min. berm width for backfill

2:1 Max backfill slope

Backfill soil to be installed in 8" max loose lifts, each lift compacted before the next lift is placed

12" 4,000 psi Concrete wall

(2) Mats of #5 Vertical rebar, 11" o/c

(2) Mats of #5 Horizontal rebar spaced at 9" o/c

Top of tank EL= 179'

'-0

'-6

" O pe ra tio na l v ol um e

18" Free board required, includes 25 year storm, storage capacity = 858,906 gallons

5' -0

Cross Section C/2 Scale 14" = 1'-0"

8 1

8'-0" max. trench width

1' -0

1'-0"

7"

9"

40'-0" 12"

55'-0"

2'-0"

(2) #5 Continuous rebar

#5 Rebar 81 2" o/c each way

Processed aggregate granular backfill required under ramp, compact in 6" lifts, min. of (3) passes w/ plate compactor per lift

Bentonite water stop, 3 4" thick min., or 6" vinyl water stop

(2) Mats of #5 Rebar, 10" o/c, each way

See Cross Section F/3

Ramp wall, beyond

42"

1' -0

16'x16' Concrete pad, slope away from ramp 1%

7" Thick slab at top of ramp

Ramp wall extending 2' above ramp, beyond

2" 4,000 psi Concrete floor w/

#5 rebar 10" o/c each way, 19" lap splice required

2" 4,000 psi Concrete floor w/

#5 rebar 10" o/c each way, 19" lap splice required

9" Thick ramp slab above excavated trench, extend 2' beyond trench

3"

Processed aggregate granular backfill, compact in 6" lifts, min. of (3) passes w/ plate compactor per lift

4"Ø Perforated foundation drain outlet to daylight w/ animal guard at end

6' -0

Tank wall, beyond

6"

#4 rebar, 12" o/c both ways

2"

6" Crushed stone, 3 4" average diameter, or processed aggregate

10'-0" min.

See Cross Section B/2 for additional rebar at ramp opening

#5 24"x24" Rebar dowels 11" o/c

Overlap rebar 19" min., typical

16'-0"

5' -0

12"

(4) Additional #6x22' horizontal rebar, 6" o/c, required in each mat

6'- 0"

(4) #6x6' Rebar, 6" o/c, 45°, each side of wall notch, required in each mat

(4) Additional #6x11'-10" vertical rebar, 6" o/c, each side of wall notch, required in each mat

Ramp floor

Ramp walls

Cross Section B/2 Scale 14" = 1'-0"

Footing

(4) Additional #6 vertical rebar in each mat of each ramp wall, see access ramp elevation

See Cross Section H/3 for footing details

Detail A-A/2 Scale 12" = 1'-0"

Va rie s 6" m in

. t o

3' m ax

12"

42"

16"

1' -0

4"Ø Perforated foundation drain outlet to daylight w/ animal guard at end

(2) Mats of (5) #5 continuous rebar evenly spaced

(2) Mats of #5 Rebar across footing at 11" o/c

2" 4,000 psi Concrete floor w/ #5 rebar 10" o/c each way, 19" lap splice required, floor rebar extends to inside face of wall, typical

3"

6" Vinyl water stop

12" 4,000 psi Concrete wall

(2) Mats of #5 Vertical rebar, 11" o/c

10"x32" #5 Rebar dowels, 11" o/c, each mat, tie to vertical rebar

(2) Mats of #5 Horizontal rebar spaced at 9" o/c

6"x2' Drain channels under footing, 50' o/c around tank

Processed aggregate granular fill, 2' wide, only at undisturbed soil area, not required at fill area

6" Crushed stone, 3 4" average diameter

Clean earth fill

5' High safety fence

2" Cover

2" Cover

3"

2"

Use plastic cone ties in forms & seal w/ grout

3"

12"x42" Thickened slab footing, 4,000 psi

2' min.

6"

Cross Section D/2 Scale 12" = 1'-0"

12' wide x 5' high chain link gate w/ danger - Keep out sign, to be locked at all times

#4 rebar, 12" o/c both ways 12'x12' Concrete pumpout pad

6" m in

2"

6" Crushed stone, 3 4" average diameter, or processed aggregate

Processed aggregate granular fill only at undisturbed soil area, not required at fill area

#100 #200

#40

2"

0-5

50-75 25-45

95-100

2-12 5-20

ALL FILL AREAS AS SHOWN

ON DRAWINGS.

GRADATION SHALL CONFORM WITH

CT. D.O.T. "PROCESSED AGGREGATE

BASE", SECTION M.05.01, FORM

815, 1995 EDITION, AND NO MORE

THAN 5% BY WEIGHT SHALL PASS

THE #200 SIEVE.

THOROUGHLY WET BUT NOT SO

WET AS TO CAUSE ADHERENCE

OF THE MATERIAL TO THE

COMPACTION EQUIPMENT.

CLASS II HAND COMPACTION WITH

A MINIMUM OF 3 PASSES PER 8"

LIFT OF A MANUALLY DIRECTED

POWER TAMPER OR PLATE

VIBRATOR WEIGHING AT LEAST

200 LBS. OR AN EQUIVALENT

METHOD.

4" 8"

SQUARE

MESH

SIEVES

% PASSING

BY WEIGHTCOMPACTION REQUIREMENTWATER CONTENT

MAX

LIFT

THICKNESS

MAX.

ROCK

SIZE

LOCATION MATERIAL

PROCESSED AGGREGATE BASE

4"

4"

4"

DRAWING NUMBER:

ENGINEERED BY:

PAGE:

PROJECT:

DRAWING TITLE:

CONTRACTOR:

REVISIONS: DATE: BY:

PROGRESS PRINT

PROJECT START

DRAFTED BY:

120'Øx12' Deep Manure Storage Tank for:

Valley View Farm 58 East Clark Falls Road North Stonington, CT 06359

4-8-2025

11-11-2025

E. Wriglesworth R. Miller E116-25

DATE:

DATE:

Ephrata

ENGINEERING

22 Denver Road, Suite B, Denver, PA 17517 Ph: 717-335-2750 Fax: 717-335-2753

This drawing is the property of Ephrata Engineering, LLC and reproduction, alteration or use of this drawing without the written consent of Ephrata

Engineering, LLC is prohibited. Drawings shall not be scaled to obtain dimensions.

The contractors and builders involved on this project shall verify all dimensions and conditions before starting work and any discrepancy shall be reported to the engineer in writing before starting work.

Cross Section A/2 Cross Section B/2 Cross Section C/2 Cross Section D/2 Detail A-A/2

IMPORTANT NOTE:

This plan is approved for structural design of this manure storage facility.

Access Ramp Plan View Scale 14" = 1'-0"

Slope 8:1

12" Ramp wall

9" Floor w/ double mat of rebar per Cross Section C/2

7" Floor w/ #5 rebar

2" o/c each way

12" Tank wall

'-0

F

E

2" 4,000 psi Concrete floor w/ #5 rebar 10" o/c each way, 19" lap splice required

Cross Section E/3

6" Vinyl water stop

12"

8"x28" #4 Rebar dowels, 11" o/c, tie to vertical steel, outside mat

#4x24" Dowels, 15" o/c, install w/ Simpson SET-3G epoxy or equivalent, 41

2" embedment into wall

Bentonite strip water stop, 3 4" thick min.

#4 Vertical rebar 11" o/c, outside mat

#5 Horizontal rebar, 10" o/c, each mat

#5 Vertical rebar 8" o/c, inside mat

4'-0"

1' -0

#4 Transverse rebar, 11" o/c, bottom mat

#5 Continuous rebar 10" o/c, each mat

#5 Transverse rebar on top mat, 8" o/c

3" 3"

Va rie s w

/ r am p m ax h ei gh t 7

2'-0"

10"x32" #5 Rebar dowels 8" o/c, tie to vertical steel, inside mat

1'-0"

2" Concrete floor w/ #5 rebar 10" o/c each way, 19" lap splice required

2" Cover

Scale 3 4" = 1'-0"

Cross Section F/3 Scale 1" = 1'-0"

6" Vinyl waterstop

5"

12" min.-18" max.

"2"

Storage floor/footing notched to accept ramp slab

2" Concrete floor w/ #5 rebar 10" o/c each way, 19" lap splice required

4'-0"

#5x45" Transverse rebar, 10" o/c

(5) #5 continuous rebar, evenly spaced

3"

#4x24" Dowels, 10" o/c, install w/ Simpson SET-3G epoxy or equivalent, 41

2" embedment

6" of CTDOT M.02.06 Grade "A" gravel or equivalent granular material approved by NRCS

2" Concrete floor w/ #5 rebar 10" o/c each way, 19" lap splice required

Access Ramp Elevation Scale 3 8" = 1'-0" Through notch in tank

Ramp floor

See Top View of Wall Joint detail above ramp

(4) #6 Rebar, 6" o/c, extra rebar at notch, each mat

#5 Rebar 81 2" o/c each way

G

H

Fence not shown for clarity

6' -0

2' High curb at sides of ramp, see Cross Section E/3

Cross Section G/3 Scale 1" = 1'-0"

4'-0"

1' -0

"7"

6" Vinyl water stop

12"

#5 Rebar 81 2" o/c each way

5' High safety fence

2'-0"

#5 Horizontal rebar, 10" o/c, each mat

#4 Transverse rebar, 11" o/c, bottom mat

#5 Continuous rebar 10" o/c, each mat

#5 Transverse rebar on top mat, 8" o/c

3" 3"

2"

6" m in

Grade

2" Cover

Va rie s w ith ra m p he ig ht

8"x31" #4 Rebar dowels, 11" o/c, tie to vertical steel, inside mat, vertical rebar not required 10"x31" #5 Rebar dowels 8" o/c, tie to vertical steel, outside mat, vertical rebar not required

Note: Reduce vertical rebar dowel height as needed with ramp slope to maintain 2" concrete cover at top of wall

Cross Section H/3 Scale 1" = 1'-0"

4'-0"

1' -0

"9"

6" Vinyl water stop

12"

6" m in

#5 Rebar across ramp, 10" o/c

#5 Continuous rebar, 10" o/c

#5 Horizontal rebar, 10" o/c, each mat

#4 Vertical rebar 11" o/c, inside mat #5 Vertical rebar

8" o/c, outside mat

5' High safety fence

#4 Transverse rebar, 11" o/c, bottom mat

#5 Continuous rebar 10" o/c, each mat

#5 Transverse rebar on top mat, 8" o/c

2'-0" 2"

2"

Grade2" Cover

Va rie s w ith ra m p he ig ht , 5

' m ax

8"x28" #4 Rebar dowels, 11" o/c, tie to vertical steel, inside mat

10"x32" #5 Rebar dowels 8" o/c, tie to vertical steel, outside mat

Fasten fence posts to wall w/ min. of

(2) 12"Ø concrete screw anchors w/ 3" embedment in wall, typical

DRAWING NUMBER:

ENGINEERED BY:

PAGE:

PROJECT:

DRAWING TITLE:

CONTRACTOR:

REVISIONS: DATE: BY:

PROGRESS PRINT

PROJECT START

DRAFTED BY:

120'Øx12' Deep Manure Storage Tank for:

Valley View Farm 58 East Clark Falls Road North Stonington, CT 06359

4-8-2025

11-11-2025

E. Wriglesworth R. Miller E116-25

DATE:

DATE:

Ephrata

ENGINEERING

22 Denver Road, Suite B, Denver, PA 17517 Ph: 717-335-2750 Fax: 717-335-2753

This drawing is the property of Ephrata Engineering, LLC and reproduction, alteration or use of this drawing without the written consent of Ephrata

Engineering, LLC is prohibited. Drawings shall not be scaled to obtain dimensions.

The contractors and builders involved on this project shall verify all dimensions and conditions before starting work and any discrepancy shall be reported to the engineer in writing before starting work.

Access Ramp Plan View Access Ramp Elevation Cross Section E/3 Cross Section F/3 Cross Section G/3 Cross Section H/3

IMPORTANT NOTE:

This plan is approved for structural design

NTSWall Reinforcement Elevation (Elevation showing placement and lap length of splices for wall horizontal & footing ring rebar)

( 3 ft.)( 3 ft.)

Splice

2x splice length2x splice length

Splice Splice

Min. lap length

Bar Size Min. Lap Length

#6 38"

#5 32"

#4 25"

Scale 12" = 1'-0"Pipe Thru Floor Detail

12"Ø

Typical tank floor rebar above, see Cross Section A/2

(2) Bentonite strip waterstops, 4" min, above & below rebar

9" Thick slab for 3' radius around pipe centerline

#5 Rebar 10" o/c each way, 2" cover

12"Ø SDR21 PVC pipe from reception pit

2" Cover line

(3) #5x60" Rebar 5" o/c around pipe opening, each mat

Top View

Pipe Cleanout Detail

Grade

12"Ø SDR21 PVC pipe

Bi-directional cleanout tee

Flow

Removable cleanout cap

NTS

Install 150' o/c max.

Top View of Wall Joint Scale 12" = 1'-0"

12"

Tank wall

(4) #6 6"o/c extra rebar at notch

(4) #6 Rebar, 6" o/c, extra rebar at notch

48"x48" #5 Rebar corner ties, 9" o/c, each mat

Ramp wall

At Top of Tank Wall (above ramp, outside of tank)

Bentonite waterstop, 3 4" thick min.

Inside of tank

See Below ramp detail for ramp wall inside tank

Ramp

Top View of Wall Joint Scale 12" = 1'-0"

12"

Bentonite waterstop, 3 4" thick min.

Tank wall

(4) #6 6"o/c extra rebar at notch, See Cross Section B/2

48"x48" #5 Rebar corner ties, 9" o/c, each mat

Ramp wall

At Bottom of Tank Wall (below ramp, inside of tank)

Inside of tank

Ramp

(Top view of vertical joint at construction stopping places) NTSWall Construction Joint

(2) Mats Reinforcing bars, continuous through joints

6" Vinyl waterstop Wall construction joint (Inside)

Scale 3 4" = 1'-0"Floor Construction Joint

45°

(At end pours)

Rebar per details, continuous through joint 6" Vinyl water stop continuous

12" Manure Transfer Pipe Profile

Grade

0' 25

0'

5'

0'

5'

0'

Round tank floor EL= 167'

Reception pit floor EL= 138'

Clean out

Round tank wall

12"Ø SDR21 PVC manure transfer pipe, install clean outs every 150'

Reception pit wall 130'

135'

140'

145'

150'

155'

160'

165'

170'

175'

180'

Grade 3'-6" min. above pipe

6" Crushed stone, 3 4" average diameter, or processed aggregate

2" 4,000 psi Concrete floor w/ #5 rebar 10" o/c each way, 19" lap splice required, floor rebar extends to inside face of wall, typical

Pipe Thru Floor Side View Scale 3 4" = 1'-0"

See Timber Tech Engineering, drawing number E273-24 for reception pit, pipeline, and pump w/ integrated check valves for details

Anti back flow valve

3'x3'x3' Concrete anchor block, 1' min. below subgrade

#5 Rebar 10" o/c each way, 2" cover

(2) Bentonite strip waterstops, 4" min, above each rebar mat

12"Ø SDR21 PVC pipe from reception pit

9" Thick slab for 3' radius around pipe centerline

3'-0" min.3'-0" min.

Additional rebar required each mat around pipe opening, see top view

DRAWING NUMBER:

ENGINEERED BY:

PAGE:

PROJECT:

DRAWING TITLE:

CONTRACTOR:

REVISIONS: DATE: BY:

PROGRESS PRINT

PROJECT START

DRAFTED BY:

120'Øx12' Deep Manure Storage Tank for:

Valley View Farm 58 East Clark Falls Road North Stonington, CT 06359

4-8-2025

11-11-2025

E. Wriglesworth R. Miller E116-25

DATE:

DATE:

Ephrata

ENGINEERING

22 Denver Road, Suite B, Denver, PA 17517 Ph: 717-335-2750 Fax: 717-335-2753

This drawing is the property of Ephrata Engineering, LLC and reproduction, alteration or use of this drawing without the written consent of Ephrata

Engineering, LLC is prohibited. Drawings shall not be scaled to obtain dimensions.

The contractors and builders involved on this project shall verify all dimensions and conditions before starting work and any discrepancy shall be reported to the engineer in writing before starting work.

Wall Reinforcement Elevation Wall/Floor Construction Joints Pipe Cleanout Detail Pipe Thru Floor Details Top Views of Wall Joints 12" Manure Transfer Pipe Profile

IMPORTANT NOTE:

This plan is approved for structural design