Garfield County Building & Planning Department

108 8th Street Suite 401

Glenwood Springs, CO 81601-

Phone: (970)945-8212 Fax: (970)384-3470

Project Address

5454 CR 346 Suite: A SILT, CO

Owner Information

Eagle Springs Organic, LLC

Contractor(s) Villemaire Construction Inc. Don Villemaire

Proposed Construction f Details

ISDS for the big green house

FEES DUE

Fee

Septic Fee- New

Total:

Monday, October 11, 2010

Parcel No.

217917400686

Address

4690 University DR Davie FL 33328

Subdivision

Phone Primary Contractor (970)947-1961 (970)948-8830

No Yes

ArnoiJri.t

$73.00

$73.00

Valuation:

Total Sq Feet:

FEES PAID

lnv # SEPT-10-10-20584

$ 73.00 Check# 1304

Section Township Range

Phone Cell

954-434-3267

$0.00

0

$73.00 $0.00

Required Inspections:

Fo,osp•otion• ""' 1 (888}868-5306

Inspection IVR

See Permit Record

Building Department Copy

2

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2

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8

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----

GARFIELD COUNTY SEPTIC PERMIT.APPLICATION 108 8"' Street, Suite 401, Glenwood Springs, Co 81601

Phone: 970-945-8212/ Fax: 970-384-3470 I Inspection Line: 888-868-5306 wwvv.gar 1 ~coun . I field tv con

Parcel No: (this information is available at the assessors office 970-945-9134) 2179-174-00-686 Job Address: (if an address has not been assigned, please provide Cr, Hwy or Street Name & City) or and legal description

5454 A CR 346, Silt Lot Size: Lot No: Block No: Subd./ Exemption:

Owner: (property owner) Mailing Address Ph: Eagle Springs Organic LLC 4690 s.University dr, Daive 954-434-3267

Florida, 33328

Contractor: Mailing Address Ph: Villemaire Construction 2020 Eastbank, Carbondale 970-948-8830

Engineer: Mailing Address Ph: HP Geothech 5020 CR 154, GWS

PERMIT REQUEST FOR: ( ) New Installation ( ) Alteration

WASTE TYPE: ( )Dwelling ( )Transient Use [}Q2ommercial or industrial ( )Other- Describe

BUILDING OR SERVICE TYPE: ,r·,r? wt5f\J H.C)u<:.··,-~ Number of bedrooms 1'"\t'_-;l Garbage Grinder ( )Yes

SOURCE & TYPE OF WATER SUPPLY: f/l'(;IELL ( )SPRING ( )STREAM OR CREEK If supplied by COMMUNITY WATER, give name of suoolier:

DISTANCE TO NEAREST COMMUNITY SEWER SYSTEM: iMtlfl<:. Was an effort made to connect to the Community System?

AltPh: 954-249-5674

Alt Ph:

AltPh:

( ) Repair

( )Non- Domestic wastes

I\>() No ( )CISTERN

YOUR INDIVIDUAL SEWAGE DISPOSAL SYSTEM PERMIT WILL NOT BE ISSUED WITH OUT A SITE PLAN GROUND CONDITIONS:

Depth to 1" Ground Water Table Percent Ground Slope

TYPE OF INDIVIDUAL SEWAGE DISPOSAL SYSTEM (ISDS) PROPOSED: ( )Septic Tank ( )Aeration Plant ( )Vault ( )Vault Privy ( )Composting Toilet ( )Recycling, Potable Use i )Other- Describe

( )Recycling, other use ( )Pit Privy ( )Incineration Toilet ( )Chemical Toilet

FINAL DISPOSAL BY: ~orption trench, Bed or Pit ( )Underground Dispersal ( )Above Ground Dispersal ( )Evapotranspiration ( )Sand filter

stewater pond ( )Other- Describe

Will effluent be discharged directly into waters of the state? ( )YES ~0

PERCOLATION TEST RESULT: (to be completed by Registered Professional Engineer, if the Engineer does the Percolation Test)

S,O\l.-S Rd,DoRrr Minutes per inch in hole No.1 Minutes per inch in hole No.3 Minutes per inch in hole No.2 Minutes per inch in hole No._

Name, address & telephone of RPE who made soil absorption test: Name, address & telephone of RPE responsible for design of the system: Applicant acknowledges that the completeness of the application is conditional upon such further mandatory and additional test and reports as may be required by the local health department to be made and furni~hed by the applicant or by the local health department for purposed of the evaluation of the application; and the issuance of the permit is subject to such terms and conditions as deemed necessary to insure compliance with rules and regulations made, information and reports submitted herewith and required to be submitted by the applicant are or will be represented to be true and correct to the best of my knowledge and belief and are designed to be relied on by the local department of health in evaluating the same for purposes of issuing the permit applied for herein. I further understand that any falsification or misrepresentation may result in the denial of the application or revocation of any permit granted based upon said application

,;:'~o~p;JJ'Yi R vided by law~ / O . . {) Q - ............. ·--- _ __!}_ L_ - ...... ( .. OWNERS SIG . DATE

STAFF USE ONLY Permit Fee: Perk Fee: Total fees: Building Permit#:

$73.00 Engineer $7 3. 00 -1620 Septic Permit #: Issu) ()~J 1- I a SEPT-10-10-1791 Building & Planning D~t:

~O-J h)() 10 APPRJml~ DATE

~tech HEPWORTH - PAWLAK GEOTECHNICAL

March 31, 2011

Eagle Springs Organic Attn: Bryan C. Reed 5454A County Road 346 Silt, Colorado 81652

I I, pw• >II h-Pa11 l~k r;,,, >l l' c:hnt, .d. ltK

P. t ). Ur.mer l ~S7 Sih-enhc>rne, t ol.uado ~l149S Ph,me: 97l~-4Mi I qx9

h 1x: 910-·H>~·5tm e nu d: ht'!.!<"<l..f''' hpge111.:d1.u >111

Job No. 410 167A

Subject: As-Built Evaluation of On-site Wastewater Treatment System, East Greenhouse, Eagle Springs Organic, 5454A County Road 346, Garfield County, Colorado.

Dear Bryan:

As requested, Hepworth-Pawlak Geotechnical observed the installation of the on-site wastewater treatment system (OWTS) for the constructed greenhouse on the east side of the subject site. We previously designed the OWTS and presented our recOimnendations in a repoti dated August 31, 2010, Job No. 410 167A. The OWTS was designed for 20 employees working a standard eight-hour shift at the greenhouse. Our observations and recommendations of the as-built construction are presented in this report.

We performed our As-Built site evaluation on March 11, 2011. The OWTS components observed included: sewer line, cleanouts, septic tank, effluent filter, effluent pipe, distribution box, distribution pipes, trench excavations, Infiltrator chambers, inspection potts and the locations of all components.

The 4-inch sewer line from the greenhouse foundation was installed with the required minimum elevation drop of2% to the septic tank inlet. The sewer line was approximately 22 feet in length with properly installed cleanouts adjacent to the foundation and septic tank inlet. A 1,000 gallon, two-chamber Copeland Concrete septic tank was installed level at the location shown on the attached Figure 1 "As-Built Site Plan". Our design specified an effluent filter be installed in the second chamber of the tank. The effluent filter was not installed at this time. During our site visit, we were advised the filter was ordered and waiting arrival from Copeland Concrete. The 4-inch effluent line fi·om the septic tank outlet to the distribution box inlet was properly sloped with compacted material supporting the effluent line and was 16 feet in length. Cleanouts were installed after the septic tank outlet and prior to the distribution box inlet. The concrete distribution box was installed level with one inlet and three outlets. The three 4-inch distribution laterals from the distribution box outlets to the absorption trenches were installed with the proper slope to achieve effluent distribution.

The three trench excavations were observed with excavation depths ranging from approximately 3 to 5 feet, which allows for proper cover over the Infiltrator chambers.

Cilenwund Spnngc; 970-945-79SS • Parker 103-041 -711 9 • C'lor,tdoSpri n~s 719-6)V)~62

Eagle Springs Organic March 31, 2011 Page 2

The trench excavations maintained the minimum 6 foot separation ofundisturbed earth between adjacent trench sidewalls. Each trench excavation contained 13 Infiltrator Standard Quick 4 chambers (39 total) for an absorption area size of382 square feet. The Infiltrator Quick 4 Standard chambers were installed level on the native soils at the locations shown on the attached Figure 1. The PVC observation ports were cut and on­site but not installed at the time of our visit.

The septic tank lid, risers and distribution box lid were sprayed with insulating foam to aid in frost protection. The septic tank lids and distribution box lid were accessible after the foam application.

It is our opinion that the OWTS meets the general intent of our August 31 , 2010 design report. The effluent fi lter for the tank should be installed as recommended. The As-Built OWTS site plan is shown on the attached Figure 1. Photographs of the OWTS system were taken but not available for this report due to camera malfunction.

The observations and recommendations presented above are based on our visit and our experience in the area. We make no warranty either express or implied. Alterations to the system including amendments, changing components, backfill and site grading could alter the operation and effectiveness of the OWTS.

Please feel :fi:ee to contact us if you have any questions.

Jason En vir

Job No. 410 1678

-PAWLAK GEOTECHNICAL, INC.

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INSTALLED ABSORPTION FIELD CONSISTING OF 3 TRENCHES WITH 13 INF!l TRATOR STANDARD QUICK 4 CHAMBERS FOR A TOTAL

DISTRIBUTION BOX INSTALLED LEVEL WITH ONE INLET AND THREE OUTLETS.

OF 39 CHAMBERS AND 382 SQAURE FEET OF-----------­ABSORPTION AREA. ------------

~--0 40 80

APPROXIMATE SCALE IN FEET

INSTALLED NON-PERFORATED 4-INCH SDR35 DISTRIBUTION LATERAL SLOPED AT 2% MIN. FROM DISTRIBUTION BOX OULETS TO ABSORPTION TRENCH INLETS.

INSTALLED NON-PERFORATED 4-INCH SDR35 EFFLEUNT LINE SLOPED AT 2% MIN. FROM SEPTIC TANK OUTLET TO DISTRIBUTION BOX lNLET.

INSTALLED 1,000 GALLON, TWO-CHAMBER COPELAND CONCRETE SEPTIC TANK EQUIPPED WITH AN EFFLUENT FILTER IN THE SECOND CHAMBER.

PROPOSED GREENHOUSE

FIELD TD: PROPERTY LINES TANK HOUSE WATER LINES SURFACE WATER DRY DITCHES WELLS IRRIGATION DITCH EXISTING FIELDS CUT BANKS

10' 6' 20' 25' 50' • 25' • 100' .. 50' • 20'

MINIMUM HORIZONTAL DISTANCES

TANK TO: HOUSE WATER LINES SURFACE WATER DRY DITCHES WELLS PROPERTY LINES

5' • ADD 8 FT. FOR 10' 50

, EACH 100 GAL I 10• DAY DESIGN FLOW 50' OVER 1,000 1 0' GAL. I DAY,

4X VERT. CUT HEIGHT 10' 50'

EAGLE SPRINGS ORGANIC, 5454A COUNTY ROAD 346

OWTS AS-BUILT SITE PLAN, EAST GREENHOUSE

410 167A FIGURE 1

HEPWORTH- PAWLAK GEOTECHNICAL

June 30, 2010

Eagle Springs Organic Attn: Bryan C. Reed 54 54 A County Road 346 Silt, Colorado 81652

Herworrhc!\nvbk Geor.eclnlicc1l, lnt.: 502(1 C\)11n1y Ho;\d JS.f Cllcnwl)i'!d Springs, Colorado 8"1 6()1 Plwne: 970-945-7988

F8Xc 970-045-8454 ems it: hJ\~·eo@hpgeott'ch.com

Job No.llO 181A

Subject: Subsoil Study for Foundation Design and Percolation Test, Proposed Greenhouses, 5454A County Road 346, Garfield County, Colorado

Dear Mr. Reed:

As requested, Hepworth-Pawlak Geotechnical, Inc. performed a subsoil study and

percolation test for foundation and septic disposal designs at the subject site. The study

was conducted in accordance with our agreement for geotechnical engineering services to

you dated June 21, 2010. The data obtained and our recommendations based on the

proposed construction and subsurface conditions encountered are presented in this report.

Evaluation of potential geologic hazard impacts to the site is beyond the scope of this

study.

Proposed Construction: The two proposed greenhouses will be fairly large structures

totaling about 1 Yz acres and located on the site as shown on Figure 1. Ground floors are

proposed to be dirt. Cut and fill depths are expected to be minor. Foundation loadings

will be carried by columns spaced 10 feet on center with total downward loadings of

about 9 and 18 kips for perimeter and interior colunms, respectively. Two septic disposal

systems are proposed to be located in the east and west areas of the site.

If building conditions or foundation loadings are significantly different from those

described above, we should be notified to re-evaluate the recommendations presented in

this report.

Site Conditions: The site is located in fallow fields on a relatively flat mesa to the south

of County Road 346 and well above the valley floor. The ground surface is gently rolling

with a slight slope down to the north in the building areas.

Subsurface Conditions: The subsurface conditions at the site were evaluated by

excavating 6 exploratory pits in the building areas and one profile pit in each of the two

-2-

septic disposal areas at the approximate locations shown on Figure 1. The logs of the pits

are presented on Figure 2. The subsoils encountered, below about 1 foot of topsoil,

consist of sandy silty clay to the pit depths of6Y, to 9 feet. Results of swell-consolidation

testing performed on relatively undisturbed samples of the clay soils, presented on

Figures 4 through 7, indicate low compressibility under existing low moisture content and

light loading. The samples showed a low to moderate collapse potential when wetted and

moderate to high compressibility under additional loading. The laboratory test results are

summarized in Table I. No free water was observed in the pits at the time of excavation

and the soils were slightly moist.

Foundation Bearing Conditions: The subsurface exploration and laboratory testing

show that the natural clay soils at shallow depth are relatively low density and

compressible when wetted. Shallow spread footings will have a potential to settle an

unknown amount that would likely cause building distress and the need for future

remedial repairs. Subsurface exploration to determine the depth of compressible soils and

a deep foundation system such as piles or piers would be needed to design and construct a

low settlement risk foundation. We strongly suggest a deep foundation bearing in

relatively incompressible soils or rock be used for the building support since irrigation

within the greenhouses will inevitably cause deep wetting of the compressible clay soils.

Foundation Recommendations: Provided you accept the settlement risk and all distress

that results from subsurface wetting of the bearing soils, shallow spread footings placed

on the undisturbed natural soil and designed for an allowable soil bearing pressure of

1,000 psfcan be used for support of the proposed greenhouses. Initial settlements are

expected to be 1 inch or less but post-construction foundation settlement could be 2 to 4

inches or more depending on the depth of wetted compressible soils. Footings should be

a minimum width of24 inches. The topsoil and loose disturbed soils should be removed.

The exposed natural soils should then be moistened to near optimum and compacted.

Exterior footings should be provided with adequate cover above their bearing elevations

for frost protection. Placement offootings at least 36 inches below the exterior grade is

typically used in this area. Continuous foundation walls (if any) should be reinforced top

and bottom to span local anomalies such as by assuming an unsupported length of at least

15 feet. A moist unit weight of 110 pcf, sliding coefficient of0.30 and passive earth

pressure of 300 pcf, equivalent fluid unit weight for the on-site soil as backfill can be

used to resist lateral and uplift building loadings.

Surface Drainage: The following drainage precautions should be observed during

construction and maintained at all times after the buildings have been completed:

JobNo.llO 18lA

- 3 -

1) Inundation of the foundation excavations should be avoided during

construction.

2) Exterior and interior backfill should be adjusted to near optimum moisture

and compacted to at least 95% of the maximum standard Proctor density in

pavement and walkway areas and to at least 90% of the maximum standard

Proctor density in landscape areas.

3) The ground surface surrounding the exterior of the building should be

sloped to drain away from the foundation in all directions. We

recommend a minimum slope of 6 inches in the frrst 10 feet in unpaved

areas and a minimum slope of 3 inches in the frrst 1 0 feet in pavement and

walkway areas.

4) Landscaping (if any) should only consist ofxeriscape to limit potential

wetting of soils below the building caused by irrigation.

Percolation Testing: Percolation tests were conducted on June 23, 2010 to evaluate the

feasibility of an infiltration septic disposal system at the site. One profile pit and three

percolation holes were dug at each of the two proposed septic disposal locations shown on Figure 1. The test holes (nominal12 inch diameter by 12 inch deep) were hand dug at

the bottom of shallow backhoe pits and soaked with water one day prior to testing. The

soils exposed in the percolation holes are similar to those exposed in the two profile pits shown on Figure 2 and consist of sandy silty clay. The percolation test results are

presented in Table 2. Based on the subsurface conditions encountered and the percolation

test results, the tested areas should be suitable for a conventional infiltration septic disposal system. We recommend the infiltration area be oversized due to the relatively

slow percolation rates. We are available to design the infiltration septic disposal systems if needed.

Limitations: This study has been conducted in accordance with generally accepted

geotechnical engineering principles and practices in this area at this time. We make no

warranty either expressed or implied. The conclusions and recommendations submitted

in this report are based upon the data obtained from the exploratory pits excavated at the

locations indicated on Figure 1, the proposed type of construction and our experience in

the area. Our services do not include determining the presence, prevention or possibility

of mold or other biological contaminants (MOBC) developing in the future. If the client

is concerned about MOBC, then a professional in this special field of practice should be

consulted. Our fmdings include interpolation and extrapolation of the subsurface

conditions identified at the exploratory pits and variations in the subsurface conditions

may not become evident until excavation is perfonned. If conditions encountered during

Job No.llO ISlA

~tech

-4-

construction appear different from those described in this report, we should be notified at

once so re-evaluation of the recommendations may be made.

This report has been prepared for the exclusive use by our client for design purposes. We

are not responsible for technical interpretations by others of our information. As the

project evolves, we should provide continued consultation and field services during

cons!luction to review and monitor the implementation of ourrecommendations, and to

verify that the recommendations have been appropriately interpreted. Significant design

changes may require additional analysis or modifications to the recommendations

presented herein. We recommend on-site observation of excavations and foundation

bearing strata and testing of structural fill by a representative of the geotechnical

engineer.

If you have any questions or need further assistance, please let us know.

Respectfully Submitted,

HEPWORTH - PAWLAK GEOTECHNICAL, INC.

SLP/ksw

attachments Figure 1

Figure !A- Location of Exploratory Pits and Percolation Test Holes

Figure 2 -Logs of Exploratory Pits

Job No.IIO ISlA

Figure 3 - Legend and Notes

Figures 4 through 7- Swell-Consolidation Test Results

Table 1 -Summary of Laboratory Test Results

Table 2- Percolation Test Results

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PIT2

•

•

-"---~lliiiiii))-­

NOTTOSCALE

IRRIGATION DITCH

PROPOSED GREENHOUSE

PIT 1

• PROFILE PIT 1

• L':,. p 3

L':,. p 2

L':,. p 1

PIT 4

• PIT3 -----·

GRAVEL ROAD

110 181A ~£tech He worth-Powlok Geotechnical

I

lU 0 z lU lL

OE

EXISTING u BARN

OE

LOCATION OF EXPLORATORY PITS AND PERCOLATION TEST HOLES

OE

Figure 1

110181A

w () z w u_

X

c~£tech He worth-Pawlak Geotechnical

• PITS

PROPOSED GREENHOUSE

PIT6

• .t::,.P5

• PROFILE PIT2

EXISTING n BARN

---1~11!iiiiii'j)")oo-NOTTOSCALE

~ TOCOUNlY ROAD346

LOCATION OF EXPLORATORY PITS AND PERCOLATION TEST HOLES

Figure 1A

PIT 1 PIT2 PIT 3 PIT 4

0 0

ill WC~4.8

3l (j) OD~92 WC=5.2 lJ_ lJ_

5 -200=88 DD=85 5 .c wc~s.8 .c - -200=77 Q_ Q. DD=93 (j) (j)

0 0

10 10

PIT 5 PIT6 PROFILE PIT 1 PROFILE PIT 2

0 0

ill -- WC=5.3 ill (j)

- J -200=86 (j) lJ_

5 5 lJ_

.c WC=6.4 .c Q_ OD=98 WC=4.6

Q_ (j) (j)

0 00=86 0

' _J

10 10

Note: Explanation of symbols is shown on Figure 3.

110181A ~ LOGS OF EXPLORATORY PITS Figure 2 HS:PWORTH•PAWL.AK GEOTECHNICAL

LEGEND:

~ TOPSOIL; organic silt and clay, slightly moist, dark brown.

D CLAY (CL); silty, sandy, stiff, slightly moist, light brown, low plasticity, porous.

~ 2" Diameter hand driven liner sample.

~ ~ J Disturbed bulk sample.

NOTES:

1. Exploratory pits were excavated on June 22, 2010 with a New Holland 895 backhoe.

2. The exploratory pits were located approximately by the client around the proposed buildings.

3. Elevations of exploratory pits were obtained by interpolation between contours shown on the site plan provided and checked by instrument level.

3. Elevations of exploratory pits were not measured and the logs of exploratory pits are drawn to depth.

4. The exploratory pit locations and elevations should be considered accurate only to the degree implied by the method used.

5. The lines between materials shown on the exploratory pit logs represent the approximate boundaries between material types and transitions may be gradual.

6. No free water was encountered in the pits at the time of excavating. Fluctuation in water level may occur with time.

7. Laboratory Testing Results: WC = Water Content (%) DO = Dry Density (pcf) -200 = Percent passing No. 200 sieve

~ HepWorth-Pawlak Geotechnical

110181A LEGEND AND NOTES Figure 3

Moisture Content = 4.8 percent

Dry Density = 92 pel

Sample of: Sandy Clay From: Pit 1 at 3 Feet

0

1 Compression

~ / v --1- r-upon

* 2 1-- wetting

c 0 ·o; U)

3 ~ Q.

\ E 0 0

4

5 \ 6 1\ 7

(!\

8 \

9

0.1 1.0 10 100 APPLIED PRESSURE- ksf

110 181A G~~ SWELL-CONSOLIDATION TEST RESULTS Figure 4 HepWorth-Pawlak Geotechnical

Moisture Content = 5.8 percent

Dry Density = 93 pcf

Sample of: Sandy Clay From: Pit 2 at 5 Feet

0 -~ .... 1--1

Compression

v r; upon

QR. 2 ,/ wetting

c v IL v "" 0 ·c;;

~ 3 0. E

\_ 0 u 4

\ .

5 \

6 1\

7 \ 8 1\

\ 9

\ 10

11

0.1 1.0 10 100 APPLIED PRESSURE- ksf

110181A ~ Hepworth-Pawlak Geotechnical

SWELL-CONSOLIDATION TEST RESULTS Figure 5

Moisture Content = 6.4 percent

Dry Density = 98 pcf

Sample of: Sandy Clay From: Pit 5 at 5 Feet

0

1

~ v Compression .-1- upon

(. i-- wetting

* 2 c

"' 0 ·w "' 3 E! Q.

\ E 0

0 4

5 \ 1\

6

1\ 7

0.1 1.0 10 100 APPLIED PRESSURE- ksf

110 181A Ge~h SWELL-CONSOLIDATION TEST RESULTS Figure 6 HepWorth-Pawlak Geotechnical

Moisture Content = 4.6 percent

Dry Density = 86 pel

Sample of: Sandy Clay From: Pit 6 at 6 Feet

0

H ... 1

Compression

v h upon

* 2 wetting

c v 1/ v 0 (j.....-- v ·a;

"' @ 3 Q.

E 0 0

4

5 '\ \ 6

7 1\ 8 ~

\ 9 1\

\ 10

0.1 1.0 10 100 APPLIED PRESSURE- ksf

110 181A G~£tech He;;worth-Powlok Geotechnical

SWELL-CONSOLIDATION TEST RESULTS Figure 7

HEPWORTH-PAWLAK GEOTECHNICAL, INC. TABLE 1 Job No. 110 181A

SUMMARY OF LABORATORY TEST RESULTS

SAMPLE lOCATION NATURAl GRADATION ATTERBERG liMITS

UNCONFINED MOISTURE

NATURAL GRAVEL SAND PERCENT COMPRESSIVE PIT DRY DENSITY LIQUID PLASTIC SOIL OR DEPTH CONTENT PASSING NO. STRENGTH NO. (%) (%) 200SIEVE

liMIT INDEX BEDROCK TYPE

(ft) (%) (pcf) (%) (%) (PSF)

1 3 4.8 92 88 Sandy Silty Clay

2 5 5.8 93 Sandy Silty Clay

3 4 5.2 85 77 Sandy Silty Clay

5 5 6.4 98 Sandy Silty Clay

6 6 4.6 86 Sandy Silty Clay

Profile 3'h- 4 5.3 86 Sandy Silty Clay Pit 1

HOLE NO. HOLE DEPTH

(INCHES)

P-1 35

P-2 36

P-3 32

- -

HEPWORTH-PAWLAK GEOTECHNICAL, INC. TABLE2

PERCOLATION TEST RESULTS EAST SITE

-

LENGTH OF WATER WATER INTERVAL DEPTH AT DEPTH AT

(MIN) START OF END OF INTERVAL INTERVAL (INCHES) (INCHES)

15 8 7Y. 7Y. 7

7 6'h 6'h 6

6 5'h 5'h 5

15 8 7Y. 7Y. 6%

6% 6'h 6'h 6

6 5'h 5'h 5Y.

15 8 7'h 7'h 7

7 6%

6% 6'h 6'h 6Y. 6Y. 5%

-

DROPIN WATER LEVEL

(INCHES)

% y.

'h 'h 'h 'h %

'h y.

'h 'h y.

'h 'h y.

y.

y.

'h

JOB N0.110 181A age 0 p 1 f2

AVERAGE PERCOLATION

RATE (MIN./INCH)

30

40

40 -·

Note: Percolation test holes were hand dug in the bottom of backhoe pits and soaked on June 22, 2010. Percolation tests were conducted on June 23, 2010. The average percolation rates were based on the last two readings of each test.

HOLE NO. HOLE DEPTH

(INCHES)

P-4 40

P-5 36

P-6 34

HEPWORTH-PAWLAK GEOTECHNICAL, INC. TABLE 2

PERCOLATION TEST RESULTS WEST SITE

LENGTH OF WATER WATER INTERVAL DEPTH AT DEPTH AT

(MIN) START OF END OF INTERVAL INTERVAL (INCHES) (INCHES)

15 9 BY. 8'/. 7Y, 7Y, 6%

Water added 8% 8 8 7Y.

7Y. 6% 15 9 8

8 7Y. 7Y. 6Y2

Water added 7 6Y2 6Y2 5% 5% 5Y.

15 8 7Y.

7Y. 7

7 6%

6% 6Y2

6Y2 6Y.

6Y. 6 ··-·

DROPIN WATER LEVEL

(INCHES)

% % % % % y,

1 % % y,

% y,

% y.

y.

y.

y.

y.

JOB N0.110 181A age 0 p 2 f2

AVERAGE PERCOLATION

RATE (MIN./INCH)

24

24

60 - --

Note: Percolation test holes were hand dug in the bottom of backhoe pits and soaked on June 22, 2010. Percolation tests were conducted on June 23, 2010. The average percolation rates were based on the last two readings of each test.

~tech HEPWORTH - PAWLAK GEOTECHNICAL

August 31,2010

Eagle Springs Organic Attn: Byran C. Reed 5454A County Road 346 Silt, Colorado 81652

Hq \H•rtf) F~whk ("';cnc,hn!C 1!, lr" 1- -, D ,,_ 1 xs7 '::-dv trtl JHh':, t lorad•l ~~.:1)i Ph.:•llt'' .,/(1.-Jr•S- l C!S~I

Fax 9'iLl -168 5891 ~:m.~ d. h1 ;·G-! 1•hp·4·, tc( h .u •n

Job No. 410 167A

Subject: Transmittal ofOnsite Wastewater Treatment System Design, Proposed Greenhouse, 5454A County Road 346, Garfield County, Colorado.

Dear Bryan:

As requested, Hepwotih-Pawlak Geotechnical Inc. has prepared an Onsite Wastewater Treatment System (OWTS) design for the subject property. The desin is attached with this letter. Prior to installation of the OWTS you must obtain the required permit from the Garfield County Building Department. Once the permit is obtained you may commence construction of the OWTS. Garfield County requires that an As-Built evaluation of engineered OWTS designs be performed by the design engineer. The As­Built evaluation fees have been included in our professional services agreement to you dated August 26, 2010. The As-Built evaluation fee assumes one site visit. Additional site visits will increase the cost of the As-Built evaluation.

We should be contacted to perfonn the As-Built evaluation a minimum of 48 hours before you are ready for the evaluation. Prior to evaluation, all system components should be installed including: sewer pipe, cleanouts, effluent pipe, septic tank, inlet and outlet tees, Distribution Box, Infiltrator chambers and distribution piping. No components of the OWTS should be backfilled prior to our performing the As"built evaluation.

Please feel free to contact us if you have any questions.

Sincerely, HEPWORTH - PAWLAK GEOTECHNICAL, INC.

Jaso Env·

Rev. by: DAY

Attachment: OWTS Design for 5454A County Road 346, Garfield County, Colorado

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ON-SITE WASTEWATER TREATMENT SYSTEM DESIGN

PROPOSED GREENHOUSE 5454A COUNTY ROAD 346

GARFIELD COUNTY, COLORADO

JOB NO. 410 167A

AUGUST 31, 2010

PREPARED FOR:

EAGLE SPRINGS ORGANIC ATTN: BRYAN C. REED

5454A COUNTY ROAD 346 SILT, CO 81652

(llen\\'ood Sprtn!.!s 970-945-7908 • Parker 30)-041 -7119 • C'nk>r.tdl>Spring-., 719 6B -1162

TABLE OF CONTENTS

PURPOSE AND SCOPE OF STUDY ........................................................................ - 1 -

SITE CONDITIONS ................................................................................................... - 1 -

PERCOLATION TESTING ....................................................................................... - 1 -

OWTS ANALYSIS .................................................................................................... - 2 -

SEPTIC TANK ........................................................................................................... - 2-

SEWER AND EFFLUENT PIPING ........................................................................... - 3 -

ABSORPTION AREA ................................................................................................ - 4-

SUBSURFACE DRAINAGE ..................................................................................... - 5-

OWTS MAINTENANCE ........................................................................................... - 5 -

LIMITATIONS .......................................................................................................... - 6-

FIGURES

FIGURE 1 - OWTS SITE PLAN

FIGURE 2- ABSORPTION AREA CALCULATIONS

FIGURE 3- PLAN VIEW OF ABSORPTION AREA

FIGURE 4- CROSS SECTION OF ABSORPTION AREA

ATTACHMENT

COPELAND CONCRETE SEPTIC TANK DETAIL

Job No. 410 167A GJi1!>tech

PURPOSE AND SCOPE OF STUDY

As requested, Hepworth-Pawlak Geotechnical, Inc. has designed an On-site Wastewater

Treatment System (OWTS) for the proposed greenhouse to be located at 5454A on

County Road 346 in Garfield County, Colorado. The study was conducted in accordance

with our agreement for professional services to Eagle Springs Organic, dated August 26,

2010. We concurrently performed an OWTS design for a second greenhouse on the

property dated August 31,2010, Job No. 410 167B. The data obtained and our OWTS

design recommendations based on the proposed construction and subsurface conditions

encountered are presented in this report.

PROPOSED CONSTRUCTION

The subject greenhouse will be located on Tract 2 and is the eastern of the two proposed.

The greenhouse will be approximately I acre in size and have 20 workers. The building

will have a dirt floor and we understand grading for the structure will consist of shallow

cuts and fills. Water service will be supplied by an on-site water well.

SITE CONDITIONS

The project Tract 2 site is about 88 acres in size and located on a relatively flat mesa to

the south of County Road 346, southwest of Silt. The ground surface in the proposed

building area is gently rolling with a slight slope down to the north. An irrigation ditch

runs through the property and is located north and southwest of the proposed building

area.

PERCOLATION TESTING

Hepworth-Pawlak Geotechnical previously conducted a subsoil study for design of

foundations at the site and presented our findings in a report dated June 30, 2010, Job No.

I 10 ISlA The study included percolation testing at the site of the proposed OWTS. The

Job No. 410 167A ~tech

- 2-

locations of the profile pit (Profile Pit 1) and three percolation test holes (P-1, P-2 and P-

3) are shown on the attached Figure 1.

The subsoils encountered iu the profile pit, below about 1 foot of topsoil, consisted of

sandy silty clay that extended down to the pit depth of 8 feet. The three percolation tests

were performed iu the natural subsoils at depths rangiug from 32 to 36 iuches. The

percolation tests results iudicated an average percolation rate of37 miuutes per iuch. The

subsoil conditions and percolation test results are provided iu our previous report.

OWTS ANALYSIS

Based on the subsurface conditions encountered and the percolation test results, the tested

area is suitable for an OWTS utiliziug the shallow soils for the treatment and dispersal of

effluent. A site plan showiug the proposed OWTS and greenhouse, and the miuimum

horizontal setback distances of site features relative to the OWTS components, is shown

on Figure 1. The OWTS was designed for a total of twenty employees workiug a

standard eight-hour shift. All materials and iustallation should meet the requirements of

the current Colorado State Board ofHealth's OWTS Regulations.

SEPTIC TANK

A concrete 1, 000 gallon, two-chamber, Copeland Concrete septic tank, or equivalent, will

be used for primary treatment of sewage from the residence. The second chamber of the

septic tank shall be equipped with an effluent filter. Sewage will gravity feed from the

proposed greenhouse to the septic tank and effluent will be gravity fed to a proposed

distribution box with one iulet and three outlets. The effluent will then be gravity fed

equally to the absorption trenches. A copy of the tank detail from Copeland Concrete has

been provided as an attachment.

If the septic tank access riser lids will be iustalled at grade, with no backfill cover, then

the lids should be iusulated with foam iusulation board to provide frost protection. The

sewer pipe iulet tee iu the first chamber of the septic tank should be iustalled beneath the

Job No. 410 167A GJill1tech

- 3 -

access lid ofthe first chamber of the septic tank so that it can be reached for service

should it become clogged. The PVC handle on the effluent filter should be extended up

to within reach of the second chamber access riser lid. This will allow for easy access

and maintenance of the filter. Approximately 2 feet of soil backfill cover should be

placed over the top ofthe septic tank to allow for easy access and frost protection. For

maintenance reasons, deep tank installations should be avoided and we should be

contacted to re-evaluate our design should it appear that a deep tank installation involving

more than 4 feet ofbackfill soil over the top of the septic tank may be required.

SEWER AND EFFLUENT PIPING

The sewer line from the proposed residence to the septic tank should not be less than the

diameter of the building drain and not less than 4 inches in diameter and will service all

levels of the proposed structure. Soil backfill beneath the sewer pipe must be adequately

bedded and compacted to prevent settlement of the pipe. The sewer pipe should be

installed in landscape areas with at least 2 feet of soil backfill covering the pipe, or the

pipe should be insulated on the top and sides with 2 inch thick rigid foam insulation board

for frost protection. Beneath driven surfaces we recommend that Schedule 40 PVC sewer

pipe be used and the pipe be insulated if it will be installed with less than 4 feet of

backfill soil cover.

We recommend the use of Schedule 40 PVC pipe between the greenhouse and the septic

tank, though this is not required by local regulations. The portion of the sewer pipe

extending from 5 feet outside the building foundation should have a slope of at least 2%.

Cleanout pipe(s) should be installed in the sewer line adjacent fi"om the building

· foundation, adjacent to the inlet of the septic tank, where the sewer pipe bends at 90

degrees or more and at least one cleanout should be installed at least every 1 00 linear feet

of non-pressurized sewer or effluent pipe throughout its length. We recommend that a

straight section of pipe be installed between the building fouodation and the septic tank.

Any required 90 degree bends in the sewer pipe should be accomplished through the use

of a series of 45 degree smooth elbows or a 90 degree long sweep to help prevent

clogging of the pipe.

Job No. 410 167A ~ech

-4-

ABSORPTION AREA

The soil absorption area is designed to be 382 square feet and will consist of three

absorption trenches containing Infiltrator Quick 4 Standard chambers. Each absorption

trench will contain thirteen (13) chambers for a total of thirty-nine (39) chambers. A 6

foot minimum separation of undisturbed earth must be maintained between the edge of

one trench to the edge of the adjacent trench. Each chamber was given 9.87 square feet

of absorption area per Garfield County guidelines. A 50% reduction in field size was

applied for use ofinfiltrator Quick 4 Standard chambers in a trench configuration.

Absorption area calculations are shown on Figure 2. The absorption trenches should be.

excavated to the approximate depths shown on Figure 4. Care must be taken during

installation to ensure that the soils exposed in the bottom and sidewalls of the trench

excavation are not compacted. Once the trench excavations are complete they should be

left open, as needed, to allow the soils to air dry prior to placement of the chambers.

The on-site soils can be used as backfill over the chambers and should be graded to

deflect surface water and precipitation away from the absorption area. We recommend

the soil backfill be re-vegetated as soon as possible with a native grass mix or suitable

equivalent. It is important not to plant large vegetation or vegetation with invasive roots

in and around the absorption area and piping as the roots may cause future damage.

Combination air vent/inspection ports should be installed at each end of each absorption

trench. The ports should be constructed of 4 inch diameter PVC pipe installed into the

knockouts provided on the tops of the Infiltrator chambers. The ports should extend a

minimum of 8 inches above the ground surface and should have ventilated removable

caps. The absorption area chambers and distribution piping layout is shown on Figure 3.

A distribution box with at least 3 outlets and I inlet will be used to equally distribute

effluent to the absorption trenches. We recommend that the soil beneath the distribution

box be adequately compacted to prevent settlement of the box or the box may be set on a

small level concrete pad. It is critical that the box be installed level and that the

Job No. 410 167A G~tech

- 5-

distribution lateral outlets are at equal elevations to ensure that effluent is equally

distributed to each trench. The distribution box should be installed within a sprinkler

head box, or equivalent, to allow for easy access and maintenance and should be properly

insulated with blue board, or equivalent, to prevent possible freezing.

All materials used and installation methods should meet the requirements of the Colorado

State Board of Health's Guidelines on On-site Wastewater Treatment Systems.

SUBSURFACE DRAINAGE

No free water was encountered in the profile pit or percolation test holes excavated at the

site when observed on June 22, 2010 or when checked one day later. It is our opinion that

a subsurface drain will not be required. If free water is encountered in any excavations on

the site we should be notified to re-evaluate the need for a subsurface drain to protect the

absorption area.

OWTS MAINTENANCE

The OWTS will require maintenance. The level of maintenance will vary with the

complexity ofthe system and water use habits of the users. We recommend that fats, oils,

bath oils, greases, paint, solids, water softener backwash solution, water from hot tubs and

other constituents that can clog and foul collection and disposal equipment are not

disposed of in the greenhouse drains. The absorption area and any areas directly up

gradient of it should not be watered by lawn irrigation systems or other means as the soils

may become hydraulically overloaded. Septic tanks should be pumped whenever the

sludge occupies Y:. of the liquid capacity of the first chamber of the septic tank In

addition, the effluent filter should be checked for clogging at least once per year and

cleaned as necessary. We recommend that an operation and maintenance manual be

developed for the OWTS. The OWTS should be operated and maintained as stipulated in

the manual. If you desire our services, we can prepare the operation and maintenance

manual.

Job No. 410 167A ~tech

- 6-

LIMITATIONS

This design has been conducted in accordance with generally accepted engineering

principles and practices in this area at this time. We make no warranty either express or

implied. The recommendations submitted in this report are based upon the data obtained

from the profile pit and percolation test holes excavated at the approximate locations

indicated on Figure 1 and to the depths indicated in the subsoil study report, the proposed

type of construction, and our experience in the area. Our findings include interpolation

and extrapolation of the subsurface conditions identified at the profile pit and percolation

test holes and variations in the subsurface conditions may not become evident until

excavation is performed. If conditions encountered during construction appear different

from those described in this report, we should be notified at once so re-evaluation of the

recormnendations may be made.

Based on site reconnaissance, it is our opinion that the designed location of the OWTS

does not violate any setback requirements of the current Colorado State Board of Health

Guidelines on On-site Wastewater Treatment Systems. We recormnend that the position

of the OWTS components, proposed greenhouse, existing water well and setback

requirements be verified in the field by a Professional Land Surveyor licensed in the State

of Colorado.

This report has been prepared for the exclusive use by our client for the OWTS design

submittal process. We are not responsible for technical interpretations by others of our

information. Garfield County requires that an As-Built evaluation of engineered

OWTS designs be performed by the design engineer. We should be contacted to

perform the As-Built evaluation at least 48 hours before you are ready for the

evaluation. Prior to evaluation, all OWTS components should be installed

including: sewer pipe, effluent pipe, septic tank, inlet and outlet tees, Infiltrator

chambers, cleanouts, distribution box and effluent distribution lines. No

components of the system should be backfilled prior to our performing the As-built

evaluation.

Job No. 410 167A ~tech

- 7-

Please contact us for any necessary revisions or discussion after review of this report by

the Garfield County Health Department. If you have any questions, or if we may be of

further assistance, please let us know.

Sincerely,

HEPWORTH - PAWLAK GEOTECHNICAL, INC.

Jason asc Environmental Specialist

Reviewed by:

Job No. 410 167A ~tech

PROPOSED ABSORPTION FIELD CONSISTING OF 3 TRENCHES \.liTH 13 INFILTRATOR STANDARD QUICK 4 CHAMBERS FOR A TOTAL OF 39

PROPOSED DISTRIBUTION BOX INSTALLED LEVEL \.liTH ONE INLET AND THREE OUTLETS.

CHAMBERS AND 382 SOAURE FEET OF ------------ABSORPTION AREA. SEE FIGURES 3 AND 4 FOR DETAILS.

I ---

" ~

[ -- ·---, 0 40 80

APPROXIMATE SCALE IN FEET

6" • MOricE l'lf-1

PROPOSED SOLID 4-NCH SDR35 DlSTRIBUTlDN LATERAL SLOPED .AT 21. MIN. FROM DISTRIBUTION BOX OULETS TO ABSORPTION TRENCH INLETS.

PROPOSED SOLID 4-INCH SDR35 EFFLEUNT LINE SLOPED AT 2% MIN­FROM SEPTIC TANK OUTLET TO DlSTRIBUTlDN BOX INLET.

PROPOSED 1,000 GALLON, T\./0-CHAMBER COPELAND CONCRETE SEPTIC TANK EQUIPPED \.liTH AN EFFLUENT FILTER IN THE SECOND CHAMBER.

CLEANOUT <TYP.)

PROPOSED GREENHOUSE

FIElD TO: PROPERlY LINES

""' HOUSE W"TER LINES SURFACE W"TER DRY OITCHES

"'~ IRRIGATION DITCH EXISTING fTELDS CUT BANKS

t.IINit.IUl.A HORIZONTAL DISTANCES

TANK TO: ,. HOUSE ,. • ACID B FT. FDR ,. WATER LINES ,. EACH 100 GAl.. I ,. SURFACE WATER ,.

"' ORY DITCHES ,. DAY OESICN FLOW

~·· WELLS ,. OVER 1,000 25' • PROPERTY LINES ,.

GAl.. I DAY. 100' •

~·· BUILDING SEWER TO: ,. WATER UNES ,.

-IX VERT. CUT HEIGHT "~ w

LEGE_ND

~~ PERCOLATION TEST HOLE

• PROFILE PIT

EAGLE SPRINGS ORGANIC, 5454A COUNTY ROAD 346

OWTS SITE PLAN

~tech HEPWORTH·PAWlAKGEOTECHNTCAL

410 167A FIGURE 1

~-~;-~~--~~;:.-.-~~---~~~~~~;~;~;~~~~~~~~-~~-~~~;~~:~;-.-. --~~~~---~-~} In accordance with the Colorado State Board of Health's Guidelines on On-Site Wastewater Treatment

Systems, the absorption area was calculated as follows: -

-----~-=-· -~,------ . !_ ______________

------- Q ~ (F)(B)(N)(P) ---·-1 ---~-----'-·--= TOTAL DESIGN FLOW: F-A VERAGEFLOW PER EMPLOYEE~ 20 GAllONS PERDA Y B-TOTALNUMBEROFEMPLO~PER8HOURSHWT- 20 P- PEAKING FACTOR- 1.5 Q ~TOTAL DESIGN FLOW~ 600 GALLONS PER DAY

ABSORPTION AREA CALCULATIONS: t- SOILPERCOLA TION RATE IN MINUTES PER INCH- 36 CONSTANT~ 5

A= Q(t05

) -- -· 5

A- MINIMUM ABSORPTION AREA SIZE- 720 SQUAREFFET

ABSO~TION AREA REDUCTIONS : REDUCTION FACTOR FOR USING CHAMBERS IN A TRENCH- 0.5

MINIMUM ABSORPTION AREA SIZE WITII REDUCTION~ 360 SQUAREFFET

I ·--ABSORPTION TRENCHCONF1GURATION: I AMOUNT OF ABSORPTION AREA GIVEN TO EACH CHAMBER- 9.8 SQUARE FEET MINIMUM NUMBER OF CHAMBERS- 37 CHAMBERS -NUMBER OF TRENCHES~ 3

NUMBER OF CHAMBERS PER TRENCH~ 13 --TOTAL NUMBER OF CHAMBERS- 39 --!----

A ~ACTUAL ABSORPTION AREA SIZE~ 382 SQUARE FEET

~ . - 1-±---------- ---------- . ----------·-------+----- .. ------ c-·--------·--------------··---------------- ________ L ___

410 167A ~tech EAGLE SPRINGS ORGANIC, 5454A COUNTY ROAD 346 FIGURE2

HEPWORTH-PAWLAK GEOTECHNICAL ABSORPTION AREA CALCULATIONS

INFILTRATOR END PLATE

THREE PROPOSED ABSORPTION TRENCHES. EACH TRENCH CONTAINS 131NFILTRATOA STANDARDQUICK4 CHAMBERS (39 CHAMBERS TOTAL) FOR 382 SQAURE

~oe~o~'- ~

6 FOOT MIN. SEPARATION OF UNDISTURBED EARTH BETWEEN

TRENCHES (TYPICAL)

4-INCH NON-PERFORATED SDR 35 DISTRIBUTION PIPE SLOPED AT 2% MIN. TO DRAIN FROM DISTRIBUTION BOX TO EACH TRENCH.

~

4' DIAMETER PVC AIR VENT INSTALLED VERTICALLY INTO KNOCKOUTS IN INFILTRATOR CHAMBERS.

REMOVABLE COVER TO BE PLACED ON TOP OF PIPE TOP OF PIPE TO BE VENTILATED WITH AT LEAST

TWELVE,J'z'INCH HOLES. VENT SHOULD STICK UP AT LEAST 8' FADM FINISHED GRADE. INSTALL VENTS

AT EACH END OF EACH TRENCH.

--0 10 20 APPROXIMATE SCALE IN FEET

DISTRIBUTION BOX WITH ONE INLET AND THREE OUTLETS INSTALLED WITHIN A SPRINKLER BOX (TYP.) WITH ACCESS AT THE GROUND SURFACE. DISTRIBunON BOX MUST BE INSTALLED LEVEL TO FUNCTION PROPERLY AND ALLOW EQUAL EFFLUENT DISTRIBUTION. SPRINKLER BOX SHOULD HAVE AN INSUlATED COVER TO PREVENT POSSIBLE FREEZING.

CLEANOUT (TYP.)

I

4-INCH NON-PERFORATED SDR 35 EFFLUENT PIPE SLOPED AT2% MIN. TO DRAIN FROM THE SEPTIC TANK TO THE DISTRIBUTION BOX.

EAGLE SPRINGS ORGANIC, 5454A COUNTY ROAD 346

ABSORPTION AREA PlAN VIEW

c;gd)tech HEPWORTH-PAWLAK GEOTECHNICAL..

410 167A FIGURES

COVER SOIL SHOULD BE SLOPED TO DEFLECT SURFACE WATER RUN-OFF AWAY FROM THE ABSORPTION TRENCHES. COVER SOIL SHOULD BE RE-VEGETATED WITH A GRASS MIXTURE COMMON TO THE AREA.

F-~P~XI~T@i~N~AOUND SURFACE

INFILTRATOR QUICK4 STANDARD CHAMBERS INSTALLED LEVEL ON TRENCH BOTTOM.

E

4' DIAMETER PVC AIR VENT INSTALLED VERTICALLY INTO PROVIDED KNOCK-OUT ON CHAMBERS. REMOVABLE COVER TO BE PLACED ON TOP OF PIPE. TOP OF PIPE TO BE VENTILATED WITH AT LEAST TWELVE, 112' INCH HOLES. VENT SHOULD STICK UP AT LEAST 8' FROM FINISHED GRADE.

-----r--r -APPROXIMATE 3 FOOT CUT TO BASE OF ABSORPTION TRENCH. THERE MUST BE A

---------..- i----------- - ·--------MINIMUM 1 FOOT SOIL COVER OVER 1 ~~ ,. 6' MIN. .. I INFILTRATOR CHAMBERS. TRENCH EXCAVATION DEPTH MUST ALLOW THE II-III-~ I fR\ I .. 6'MIN. • I ffifiD

-111-11 '- == l lmlllm~ ~-.Y...I.

11ffi111ffi~

11, , ,1 11, , 11 111111 1

NATIVE SOIL ~~~~ ... II

DISTRIBUTION LATERAL ENTERING THE I 1-1 I 1-1 CHAMBER TO MAINTAIN A MINIMUM 2% =111==111=

IITTTIIIIIIIIIIIII I 1111111111111 II ELEVATION LOSS FROM DISTRIBUTION -

11_-

111_-

111_

11 BOX OUTLET TO CHAMBER INLET. - - -

-m-rrr m .111 ... 11 NATIVE SOIL ~~ ~ ~~~ ~ ~m~ ~ ~IT

NOTES: 1. All piping materials and installation methods shall meet current State of Colorado Board of Health Guidelines for Onsite Wastewater Treatment Systems.

EXCAVATE LEVEL PLATFORM AND SCARIFY GROUND SURFACE PRIOR TO PLACEMENT OF INFILTRATOR CHAMBER.

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Copeland Concrete Inc. 1 000 gal 1 pc.

8

28803 Hwy6 Rifle CO 81650

Phone: (970) 625-1112 Fax: (970) 625-1110

3'- 0"

1000 gallon septic tank - 4000 PSI concrete, reinforced with forta fiber and rebar meeting ASTM standard C-1116.

Digging specs: 7'-6" wide, 9'-4" long. From the outside bottom to center of inlet hole is 4'-1" and outlet is 3'-1 0" from bottom.

page 32

http://adminpilot.s3.amazonaws.corn/copelandconcreteinc/files/201 0/07/copeS.jpeg 8/31/2010