HomeMy WebLinkAbout695 Cordillera Way - 210712204010 - 1120-91ISINDIVIDUAL SEWAGE DISPOSAL SYSTEM PERMIT
EAGLE COUNTY DEPARTMENT OF ENVIRONMENTAL HEALTH
P.O. Box 179 - 550 Broadway • Eagle, Colorado 81631
Telephone: 328-7311 or 949-5257 or 927-3823
YELLOW COPY OF PERMIT MUST BE POSTED AT INSTALLATION SITE. PERMIT NO. 1 120
Please call for final inspection before covering any portion of installed system.
OWNER: Steve Vagnino, Cordillera Construction PHONE: 926-3500
MAILINGADDRESS: P_n- Box 988, F.[1WArdR, C..0 81612
AGENT: PHONE:
SYSTEM LOCATION: Lot 8, Cordillera Subdivision
LICENSED INSTALLER: J.W. Earthmoving LICENSE NO. 15-92
DESIGN ENGINEEROF SYSTEM: Eigh Crnmtr7y FnginPPring, InC Timotby P Beck, P
INSTALLATION IS HEREBY GRANTED FOR THE FOLLOWING:
GALLON SEPTIC TANK OR GALLON AERATED TREATMENT UNIT.
DISPERSAL AREA REQUIREMENTS:
SQUARE FEET OF SEEPAGE BED SQUARE FEET OF TRENCH BOTTOM.
SPECIAL REQUIREMENTS: Install per engineer design.
ENVIRONMENTAL HEALTH OFFICER: DATE:
CONDITIONS:
1. ALL INSTALLATIONS MUST COMPLY WITH ALL REQUIREMENTS OF THE EAGLE COUNTY INDIVIDUAL SEWAGE DISPOSAL SYSTEM
REGULATIONS, ADOPTED PURSUANT TO AUTHORITY GRANTED IN 25-10-104, C.R.S. 1973, AS AMENDED.
2. THIS PERMIT IS VALID ONLY FOR CONNECTION TO STRUCTURES WHICH HAVE FULLY COMPLIED WITH COUNTY ZONING AND
BUILDING REQUIREMENTS. CONNECTION TO OR USE WITH ANY DWELLING OR STRUCTURE NOT APPROVED BY THE ZONING AND
BUILDING DEPARTMENTS SHALL AUTOMATICALLY BE A VIOLATION OF A REQUIREMENT OF THE PERMIT AND CAUSE FOR BOTH
LEGAL ACTION AND REVOCATION OF THE PERMIT.
3. SECTION Ill, 3.21 REQUIRES ANY PERSON WHO CONSTRUCTS, ALTERS OR INSTALLS AN INDIVIDUAL SEWAGE DISPOSAL SYSTEM
TO BE LICENSED ACCORDING TO THE REGULATIONS.
FINAL APPROVAL OF SYSTEM: (TO BE COMPLETED BY INSPECTOR):
NO SYSTEM SHALL BE DEEMED TO BE IN COMLIANCE WITH THE EAGLE COUNTY INDIVIDUAL SEWAGE DISPOSAL SYSTEM REGULATIONS UNTIL THE SYSTEM IS APPROVED
PRIOR TO COVERING ANY PORTION OF THE SYSTEM.
INSTALLED ABSORPTION OR\ DISPERSAL AREA: SQUARE FEET. V I CL L, 0
INSTALLED SEPTIC TANK: GALLONS DEGREES FEET
SEPTIC TANK CLEANOUT TO WITHIN 8" OF FINAL GRADE, OR:
PROPER MATERIALS AND ASSEMBLY YES NO
COMPLIANCE WITH COUNTY/STATE REGULATION REQUIREMENTS: YES NO
ANY ITEM
ICHECKED
rrN''O`` REQUIRES CORRECTION eBEFORREE FINAL APPROVAL OF SYSTEM IS MADE. ARRANGE A/RE-INSPECTION
�WHEN
WORK
KIISnCOMPLETED.
COMMENTS: llLJ i.l � °�� 1ep_�— li`G�( � �` \ CSC,l t SV `F7�C �lM l l
ENVIRONMENTAL HEALTH OFFICER: t l J�-- l:"L L�-`a,C� J� DATE: S�� 30 [
ENVIRONMENTAL HEALTH OFFICER: DATE:
(RE -INSPECTION IF NECESSARY)
RETAIN WITH RECEIPT RECORDS PERMIT
APPLICANTIAGENT:
OWNER:
AMOUNT PAID: RECEIPT #: CHECK #: CASHIER:
ISDS Permit # 11620
Building Permit # L-
APPLICATION FOR INDIVIDUAL SEWAGE DISPOSAL SYSTEM PERMIT
ENVIRONMENTAL HEALTH OFFICE- EAGLE COUNTY
P.O. BOX 179
EAGLE, CO 81631
328-8730/927-3823(Basalt)
PERMIT APPLICATION FEE $150.00 PERCOLATION TEST FEE $125.00
PROPERTY OWNER:
MAILING ADDRESS: W.D.
14
S PHONE: 9
_- 3 5� to
APPLICANT/CONTACT PERSON: jvGl.l ? PHONE: q4q -Z 71
LICENSED SYSTEMS CONTRACTOR: uk)
ADDRESS: PHONE:
PERMIT APPLICATION IS FOR: ( NEW INSTALLATION ( ) ALTERATION ( ) REPAIR
LOCATION OF PROPOSED INDIVI AL SEWAGE DISPOSAL SYSTEM:
Legal Description: �u►�—
Parcel Number: Lot size:
Physical Address:
BUILDING TYPE: � (Check
( Residential /
( ) Residential /
( ) Commercial /
HOT TUB
WATER CONSERVATION PLAN:
TYPE OF WATER SUPPLY:
Give depth of all
applicable category)
Single Family Number of Bedrooms
Multi -Family* Number of Bedrooms
Industrial* Type
Yes ( ) No
Yes ) No ( )
Well ) Spring ( ) Surface ( )
Public ( ) Name of Supplier:
wells within 200 feet of system:
*These systems require design by a Registered Professional Engineer
NOTE: SITE PLAN MUST BE ATTACHED TO APPLICATION
MAKE ALL REMITTANCE PAYABLE TO: "EAGLE COUNTY TREASURER"
SIGNATURE:
AMOUNT PAID: RECEIPT# ✓`ram`
CHECK # J
TIME LOG
Travel Perc Final
DATE:
DATE:
CASHIER : 4
COMMUNITY DEVELOPMENT
DEPARTMENT
(303) 3 28-8 730
July 7, 1992
Steve Vagnino
C/O Cordillera
P.O. Box 988
EAGLE COUNTY, COLORADO
Construction
Edwards, CO 81632
RE: Final of ISDS Permit No. 1120-92
00 BROADWAY
P.O. BOX 179
EAGLE, COLORADO 81631
FAX (303) 328.7207
This letter is to inform you that the above referenced ISDS
Permit has been inspected and finalized. Enclosed is a copy to
retain for your records. This permit does not indicate
compliance with any other Eagle County requirements. Also
enclosed is a brochure regarding the care of your septic system.
Be aware that later changes to your dwelling may require
appropriate alterations of your septic system.
If you have any questions regarding this permit, please
contact the Eagle County Environmental Health Division at
328-8755.
Sincerely,
Brenda Henderson
Office Assistant
Environmental Health
/bh
ENCL: Information Brochure
Final ISDS Permit
cc: Files BP# 5149
COMMUNITY DEVELOPMENT
DEPARTMENT
(303) 328-8 730
EAGLE COUNTY, 'r. /'
June 17, 1992
John Reed
Cordillera Construction
P.O. Box 988
Edwards, CO 81632
Mr. Reed
500 BROADWAY
P.O. BOX 179
EAGLE. COLORADO 81631
FAX (303) 328-7207
It has come to my attention that an Individual sewage
Disposal system, (ISDS) has been installed at the Vagnino
Residence, Lot 8, riling 2, Cordillera. Although an application
was submitted, no ISDS permit has been issued for this property.
High Country Engineering submitted plans for an engineer designed
bed system in December 1991. However, County ISDS regulations do
not permit bed designs when percolation rates exceed 45 MPI.
High Country determined this site had a percolation rate of 63
MPI. in fact, County regulations do not permit a subsurface
absorption field ;bed or trench) when the percolation exceeds 60
MPI. Considering the percolation rate was not significantly
greater than 60 MPI, a trench system would likely have been
Permitted. I informed High Country that a permit could not be
issued for -lie proposed bed design and I would await the
submittal of an updated design.
eagle County considers the existing system on the Vagnino
prcpertz' as an Linpermitted, non -conforming sewage disposal
systeI. in an attempt to rectify this situation, Eagle Coi_inty
will consider permitting this system "after the fact" if High
Country will provide documentation certifying the system was,
1. Designed and sized appropriately and;
Installed according to engineer specifications and
design.
COMMUNITY DEVELOPMENT
DEPARTMENT
(303) 3 28-8 730
EAGLE COUNTY, O r •, D
June 117, 1992
Joe Weinries
J. W. Earthmoving
1470 Snowmass Creek Road
Snowmass, CO 81654
Mr. Weinries
500 BROADWAY
P.O. BOX 179
EAGLE, COLORADO 81631
FAX (303) 328-7207
It has come to my attention that you recently installed an
Individi:al Sewage Disposal System (ISDS) at the Vagnino
residence, Lot 8, Cordillera. No ISDS permit has been issued for
this property.
I want to remind you that installation of a septic system
cannot :begin until the Licensed Contractor receives -a valid ISDS
permit from Eagle County. No other entity, in this case
Cordillera Construction or High Country Engineering, has the
power to authorize installation of a septic system.
In the future, if in doubt whether a permit has been issued,
please call my office for more information.
Sincerely,
l
Roger Boyd
Assistant Environmental
Eagle County
cc. ISDS -1120
Health Officer
June 24, 1992
Eagle County Community Development
P.O. Box 179
Eagle, CO 81631
Attn: Roger Boyd
RE: Lot 8, Filing 2, Cordillera
Vagnino Residence I.S.D.S.
HCE Job No. 91010.022
Dear Roger:
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JU ,'/4Q
N
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1661 �
Enclosed for your records is the latest design plan and
calculations (revised March 11, 1992) for this system.
On June 5, 1992, High Country Engineering, Inc. personnel observed
the visible construction of the individual sewage disposal system
at the Vagnino residence. The construction appeared to be in
conformance with the intent of the design plans of March 11, 1992.
If you have any questions or need additional information, please
give us a call.
Sincerely,
HIGH COUNTRY ENGINEERING, INC.
Tim thy P. Beck, P.E.
Pri cipal Engineer
TPB:rjm
enc.
cc: John Reed, Cordillera (w/o enc.)
923 Cooper Avenue • Glenwood Springs, CO 81601
Telephone:303-945-8676 • FAX:303-945-2555
November 15, 1991
Mr. John Reed
Cordillera Construction Corp.
P.O. Box 988
Edwards, CO 81632
RE: I.S.D.S. - Lot 8, Cordillera
HCE Job No. 91010.022
Dear John:
The percolation test for the Vagnino Residence septic system was
performed on November 14, 1991. The results are listed below:
Test Hole Perc. Rate (min./inch)
1, 66
2 35
3 50 (Ave. 63.4
4 100 min./inch)
5 60
We will proceed with the design based on a five bedroom home.
Please contact us if you have any questions.
Sincerely,
HIGH COUNTRY ENGINEERING, INC.
Bruce D. Lewis, P.E.
Principal Engineer
BDL:rjm
923 Cooper Avenue Glenwood Springs, CO 81601
Telephone: 303-945-8676 303-920-3669 • FAX: 303-945-2555
COMPLETE ENGINEERING SERVICES, INC.
SUBSURFACE INVESTIGATION AND ENGINEERING ANALYSIS
PROPOSED SINGLE FAMILY RESIDENCE
Lot 8, Filing 2, Cordillera Subdivision
Eagle County, Colorado
Prepared For:
Cordillera Construction Corporation
Attention:
Mr. John Reed
Project No. 91-1543
October 4, 1991
912 TWELFTH STREET • GOLDEN, COLORADO 80401 • (303) 279-6418
TABLE OF CONTENTS
SCOPE..........................................................1
PROPOSED CONSTRUCTION AND SITE CONDITIONS ......................1
SUBSURFACE CONDITIONS..........................................2
FOUNDATION RECOMMENDATIONS.....................................4
INTERIOR FLOOR SLAB CONSTRUCTION...............................5
DRAIN SYSTEMS... ...... o--o ............... o 6
FOUNDATION BACKFILL............................................6
LAWN AND LANDSCAPE IRRIGATION., ... o .......... o ................. 7
INSPECTION AND CONSULTATION....................................7
FIGURES
TEST HOLE LOCATION PLAN.................................Figure 1
TEST HOLE LOGS.................................................2
SWELL -CONSOLIDATION TEST RESULTS...............................3
DRAIN CONSTRUCTION DETAILS.....................................4
SCOPE
A geotechnical and geological engineering investigation was
conducted at the site of a proposed single family residence to be
constructed in Lot 8, Filing 2, Cordillera Subdivision, Eagle
County, Colorado.
The investigation was conducted to determine the best type of
foundation system for the structure. Recommendations for design
and construction based on soil and groundwater conditions have also
been given.
Information contained herein is based on a field and laboratory
investigation and experience with similar projects.
PROPOSED CONSTRUCTIONANDSITE CONDITIONS
The structure will be a one to two story single family residence
with a full depth or walk -out basement. A wood frame, wood or
masonry veneer superstructure will be supported by a reinforced
concrete foundation.
The site is currently vacant and is located within a partially
developed portion of the subdivision on a gently sloping, north -
south trending ridge. Vegetation within the proposed construction
area consists of Aspen and Pinon trees, sage brush, bushes, native
grasses and other ground cover plants. There has been no sig-
nificant disturbance of the surface within recent history.
The only apparent geologic hazard which may effect the proposed
construction is solution caving and settlement. Some soils and
PROJECT NO. 91-1543
October 4, 1991
Page 2
bedrock in the south end of the lot have high sulfate content and
may disolve when satruated.
SUBSURFACE CONDITIONS
Subsurface conditions were investigated by drilling two foundation
design test holes within the approximate building area. Test hole
locations are shown in Figure 1, Test Hole Location Plan.
Foundation design test holes were drilled to a depth of 20 feet
and samples were taken at various intervals based on soils encoun-
tered and anticipated foundation bearing depths.
Standard Penetration testing was conducted to obtain relatively
undisturbed samples and determine relative dens ity/hardness of
subsurface strata. Samples were taken at various intervals based
on anticipated foundation bearing depths and subsurface conditions.
Results of standard penetration tests are shown in Figure 2.
Soil overlying the site is two to three feet thick. Soil has been
derived from in -situ weathering of underlying rock and slope wash
and contains fragments of unweathered claystone and sandstone. It
is generally a very silty, very fine grained, loose to medium
dense, light brown sand.
Underlying the soil is light brown to buff, thin bedded sandstone
and shaley claystones and shales of the Eagle Valley Evaporite
formation. Bedrock contains random lenses and beds of light brown
dolomite. No significant dolomite beds were encountered in test
borings. Most rock within the depth investigated is slightly
weathered to unweathered, medium hard, and poorly to moderately
cemented. Dolomite beds are very well cemented and very hard and
may be encountered during foundation excavation.
PROJECT NO. 91-1543
October 4, 1991
Page 3
Soils may have moderate to high consolidation potential. No
suitable samples were obtained for testing, however, experience in
the vicinity and with similar soils indicates significant settle-
ment may occur if soils become saturated.
Beds of high sulfate sandstone and gysum were encountered in Test
Hole 1 at the south end of the lot. These rocks may disolve when
saturated with water over extended periods. Solution cavities may
form leading to foundation settlement and structural damage. it
appears that high sulfate bedrock is limited to the south end and
rocks on the northern two thirds should be more stable.
One sample of sandstone from TH-1 at a depth of three feet was
tested to determine swell -consolidation potential. Results of this
test are presented in Figure 3.
Testing indicated the sandstone has no swell potential. The sample
consolidated 0.8 percent when saturated and loaded with a 1000 psf
surcharge. Additional saturation time under load may have resulted
in additional settlement.
No groundwater was encountered during the drilling operations or
when checked 24 hours later. Due to the geologic and topographic
location of the site, it is unlikely that a shallow groundwater
table will exist below the site in the foreseeable future. Minor
perched water tables may exist during periods of excess precipi-
tation and surface water inflow.
Conditions within the lot are variable and some areas may not be
suitable for residential construction. Additional investigation
should be conducted to better define subsurface conditions. Two
to three shallow trenches should be excavated within the proposed
building envelope to allow direct inspection of conditions at
foundation bearing depth.
PROJECT NO. 91-1543
October 4, 1991
Page 4
UMMIDY-VIII a askol 4141 Do g I by.V!m
Based on the soils encountered and experience with similar sub-
surface conditions, the structure should be placed on conventional
spread footings designed for a maximum contact pressure of 2000
psf. The residence should be constructed in the northern two
thirds of the lot in a location determined to be suitable by
additional investigation.
Contact pressure should be calculated using full dead load plus
full live load. Footings should be proportioned as much as
possible to provide even loading and help prevent differential
settlement.
Allowable contact pressures have been calculated assuming founda-
tions will be placed a minimum of three feet and maximum of six
feet below existing ground surface and will be backfilled on one
side only.
Footings should be constructed on undisturbed natural soils or
bedrock which are smooth, even and free of large rocks or debris.
Footings should not be constructed on frozen or saturated mater-
ials.
Foundation walls should be designed to withstand a minimum lateral
earth pressure equal to an equivalent fluid pressure of 30 pounds
per cubic foot per foot of depth. An equivalent fluid pressure of
245 pound per cubic foot per foot of depth can be used for passive
soil resistance.
PROJECT NO. 91-1543
October 4, 1991
Page 5
INTERIOR FLOOR SLAB CONSTRUCTION
The builder should be aware that concrete floor slabs placed on
unstable soil or bedrock may move if support materials become wet.
The only absolute means of preventing slab movement is construc-
tion of a suspended floor over crawl space.
Potential for significant movement from soils present is minimal.
If some risk of movement can be tolerated, the following procedures
should be implemented to prolong slab life and promote better slab
performance:
1. Soils should be compacted to a minimum of 90 percent of
standard Proctor density.
2. Concrete slabs should be reinforced with steel mesh and
should be separated from all bearing members and
utilities to allow independent movement i.e., a
"floating slab").
3. Joints should be scored in the slab at maximum 200 square
foot areas.
4. A minimum void space of 1-1/2 inches should be con-
structed above or below any non -bearing partition walls
placed on the slab. In finished areas, any furring
strips, dry wall, paneling, etc. should stop a minimum
of two inches above the floor slab.
5. If hot water heating is used, the piping should not be
placed under the floor slab. If forced air heating is
used, a flexible connection should be utilized to allow
some movement between the furnace and the heating ducts.
6. Foundation drain systems and landscaping should be
completed in strict compliance with recommendations
outlined herein to help prevent wetting of slab support
soils.
PROJECT NO. 91-1543
October 4, 1991
Page 6
DRAIN SYSTEMS
Due to the presence of potentially unstable soils at foundation and
slab bearing depths and the potential for excessive surface water
inflow, a drain system should be constructed around the exterior
foundation perimeter. The drain system should be constructed in
accordance with the details shown in Figure 4 and should be graded
to a sump pit within the basement area or a gravity outfall. if
a sump is used, it should be fitted with an automatic pump to
discharge water a minimum of ten feet from the foundation.
Particular attention should be given to placing polyethylene along
the bottom of the drain and up the foundation wall and to proper
grading of drain pipe. Improper grading, such as high or low spots
in the drain pipe, could lead to drain failure and over wetting of
foundation bearing soils resulting in damage to the foundation and
superstructure.
FOUNDATION BACKFILL
Backfill placed against foundation walls should be free of trash
and fragments of rock over six inches in maximum diameter,
moistened, and compacted to a minimum of 85 percent of modified
Proctor density. Controlled puddling should not be used.
Foundation walls should be a minimum of seven days old prior to
backfilling. All walls over 4.0 feet high should have floor
systems in place or be well braced to prevent damage from lateral
pressure.
The area surrounding foundation walls should have a positive slope
away from the walls. A one foot drop in elevation for the first
PROJECT NO. 91-1543
October 4, 1991
Page 7
ten feet away from walls in recommended. The owner should
periodically inspect the surface around the foundation to locate
and correct grading problems which may due to settlement of
foundation backfill.
LAWN AND LANDSCAPE IRRIGATION
Due to the unstable nature of soils when they are saturated, lawn
and landscaping irrigation should be controlled as much as possible
to prevent additional wetting of subsoils. If a sprinkling system
is installed, heads should be placed so that spray does not fall
within five feet of foundation walls.
Decorative landscaping, such as rock and/or bark should be used in
areas directly adjacent to foundation walls. Shrubbery planted
within five feet of foundation walls should be hand watered and
this watering should be minimized.
Downspouts and sill cocks should not be allowed to discharge
directly onto the ground surface. Splash blocks and/or downspout
extensions should be used wherever possible to discharge water
beyond the limits of foundation backfill where backfill soils are
not covered by pavement and/or sidewalks.
INSPECTION AND CONSULTATION
In any subsurface investigation it is necessary to assume condi-
tions encountered in the field investigation are representative of
the site. However, there are occasions where actual conditions
differ from those encountered during the field investigation.
PROJECT NO. 91-1543
October 4, 1991
Page 8
Subsurface conditions should be verified through visual inspection
of the foundation excavation by a representative of this office
prior to foundation construction.
Footing construction, reinforcing steel placement and drain system
construction should also be inspected to insure compliance with
these recommendations.
I am available to discuss the contents of this report with you.
Please contact me if you have questions or when further consulta-
tion or inspections are required.
Complete Engineering Services, Inc.,
ward D. Ford,
TEST HOLE LOCATION PLAN
LOT 8, FILING 2
CORDILLERA SUBDIVISION
EAGLE COUNTY, COLORADO
TH-2
TH- I
EXPLANATION
Test holes were located using taping and map
TH- 1 FOUNDATION DESIGN TEST HOLE 001 measurement. Locations should be considered
accurate only to the degree implied by the
method used.
SCALE: 100'
PROJECT NO.
91-1543 rA
--wJ COMPLETE ENGINEERING SERVICES FIGURE I
qpESqP HOLE LOGS
o
l
3017
�
o suy4
--U�A 5
-8���
l
40/6
—luuoo �
20—�� 20_��|
TOPSOIL; sand, One gmined, si|h/, moderately organic, loose to
medium dense, slightly moist, dark brown, (SW).
SAND; fine grained, yi|b/, medium dense' slightly moist, light
Ij brown hobuff.
SANDSTONE; fine grained, poorly cemented, high sulfate content,
Ed medium kovj, slightly moist, light brown to buff.
SANDSTONE; hwy gmined, moderately usmanted. thin bedded
hard to very hovj' light brown to buff.
CLAYSTONE; uho|ey, medium hond, slightly moist to muist, gray.
l/a/�c Indicates |ocot|uo of ohondo'd penetration Lest Indicates 13
blows with o 140 d h
]'`,^ pound omnnerfalling 3O inches were required
~-~ to drive o 2.5" diameter sampler 12 inches.
S—C Indicates sample tested for swell —consolidation potential.
^`--' Indicates approximate location of boundary between |)Lhu|ogio
units. Transition may be gradual.
PROJECT NO. rj
O1-154O — COMPLETE ENGINEERING SERVICES FIGURE 2
W
11 0
SWELL —CONSOLIDATION TEST RESULTS
MOISTURE CONTENT: 7.3 90
UNIT DRY WEIGHT: 101.7 PCF
DESCRIPTION: SANDSTONE, HI SULFATE
FROM: TH-1 AT 3 FEET
s
CONSOL UNDER CONSTANT
PRESSURE DUE TO WETTING
APPLIED PRESSURE (ksf) IV
100
MOISTURE CONTENT: 15.7 q
— UNIT DRY WEIGHT: 103.0 PCF
DESCRIPTION: CLAY, SANDY, SL. SILTY
FROM: TH-2 AT 7 FEET
CO NSOL UNDER CONSTANT
PRESSURE DUE TO WETTING
U.1 nI fit
APPLIED PRESSURE (ksf) iv 100
PROJECT NO.,_t
91-1543 COMPLETE ENGINEERING SERVICES FIGURE 3
DRAIN SYSTEM DETAIL
CONVENTIONAL SPREAD FOOTING FOUNDATION
FOUNDATION WALL
3/4" EXPANSION JOINT
CONCRETE FLOOR SLAB
FINAL GRADE
COVER WITH +5 MILL PLASTIC
AND DECORATIVE GRAVEL
FOUNDATION EXCAVATION
BACKFILL -7
+ 5 MIL POLYETHYLENE GLUED
TO WALL AND EXTENDED ALONG
BOTTOM OF EXCAVATION
MIRAFI 140N FILTER
FABRIC OR EQUIV.
MINIMUM 8" CLEAN GRAVEL--"' \
(MINUS 3/4") `\ 45 DEG. MAX
3" DIAMETER PERFORATED PIPE -�
MINIMUM SLOPE 1 /8" PER FOOT.
DISCHARGE TO SUMP WITH AUTOMATIC
PUMP OR GRAVITY OUTFALL.
PROJECT NO.
91-1543 COMPLETE ENGINEERING SERVICES
FIGURE 4
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