HomeMy WebLinkAbout815 Ute Creek Rd - 194110400002Work Classification:New
PO BOX 850
EAGLE CO 81631
AddressOwner Information
Permit Status:Active
Project Address
194110400002
Permit Type:OWTS Permit
Permit NO.OWTS-5-14-10769
Expires:7/14/2015Issue Date:3/16/2015
Parcel No.
815 UTE CREEK RD
Private Wastewater
System
Environmental Health
Department
P.O. Box 179
500 Broadway
Eagle, CO 81631-0179
Phone: (970)328-8755
Fax: (970)328-8788
Phone:(970)328-8780
Cell:
Inspection
For Inspections call:(970) 328-8755
Inspections:
IVR
PhoneEngineer(s)
(720)898-3434Church OWC, LLC
Contractor(s)Phone Primary ContractorLicense Number
SCHOFIELD EXCAVATING (970)524-3478 Yes13-15
EAGLE COUNTY
EAGLE COUNTY
Permitted Construction / Details:
Install the wastewater vault exactly as designed by Church Onsite Wastewater, LLC in their report
stamped, signed and dated April 8, 2014 and according to the design details stamped by the engineer on
May 21, 2014.
System consists of a 2,500 gallon vault with alarm system. Contact the design engineer immediately if it
is necessary to install an ejector system should elevations dictate to avoid deep burial of the vault.
Coordinate vault installation timing with the design engineer so proper inspections can be performed to
certify the installation and to prepare as-built drawings.
Final certification letter and as-built drawings are required to be submitted to Eagle County
Environmental Health prior to the use of the system and occupancy of the scale house/office building.
Issued by: Environmental Health Department, Eagle County, CO
March 16, 2015
Date
Customer Copy
Ray Merry
CONDITIONS:
1. THIS PERMIT EXPIRES BY TIME LIMITATION AND BECOMES NULL AND VOID IF THE WORK AUTHORIZED BY THE PERMIT IS NOT
COMMENCED WITHIN 120 DAYS OF ISSUANCE, OR BEFORE THE EXPIRATION OF AN ASSOCIATED BUILDING PERMIT
2. ALL INSTALLATIONS MUST COMPLY WITH ALL REQUIREMENTS OF THE EAGLE COUNTY INDIVIDUAL SEWAGE DISPOSAL SYSTEM
REGULATIONS ADOPTED PURSUANT TO AUTHORITY GRANTED IN C.R.S. 25-10-101,et seq., AS AMENDED
3. 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 WILL RESULT IN
BOTH LEGAL ACTION AND REVOCATION OF THE PERMIT
4. CHAPTER IV, SECTION 4.03.29 REQUIRES ANY PERSON WHO CONSTRUCTS, ALTERS OR INSTALLS AN INDIVIDUAL SEWAGE DISPOSAL
SYSTEM TO BE LICENSED
Work Classification:New
PO BOX 850
EAGLE CO 81631
AddressOwner Information
Permit Status:Active
Project Address
194110400002
Permit Type:OWTS Permit
Permit NO.OWTS-5-14-10769
Expires:7/14/2015Issue Date:3/16/2015
Parcel No.
815 UTE CREEK RD
Private Wastewater
System
Environmental Health
Department
P.O. Box 179
500 Broadway
Eagle, CO 81631-0179
Phone: (970)328-8755
Fax: (970)328-8788
Phone:(970)328-8780
Cell:
Inspection
For Inspections call:(970) 328-8755
Inspections:
IVR
PhoneEngineer(s)
(720)898-3434Church OWC, LLC
Contractor(s)Phone Primary ContractorLicense Number
SCHOFIELD EXCAVATING (970)524-3478 Yes13-15
EAGLE COUNTY
EAGLE COUNTY
Permitted Construction / Details:
Install the wastewater vault exactly as designed by Church Onsite Wastewater, LLC in their report
stamped, signed and dated April 8, 2014 and according to the design details stamped by the engineer on
May 21, 2014.
System consists of a 2,500 gallon vault with alarm system. Contact the design engineer immediately if it
is necessary to install an ejector system should elevations dictate to avoid deep burial of the vault.
Coordinate vault installation timing with the design engineer so proper inspections can be performed to
certify the installation and to prepare as-built drawings.
Final certification letter and as-built drawings are required to be submitted to Eagle County
Environmental Health prior to the use of the system and occupancy of the scale house/office building.
Office Copy
March 16, 2015
Issued by: Environmental Health Department, Eagle County, CO Date
Ray Merry
CONDITIONS:
1. THIS PERMIT EXPIRES BY TIME LIMITATION AND BECOMES NULL AND VOID IF THE WORK AUTHORIZED BY THE PERMIT IS NOT
COMMENCED WITHIN 120 DAYS OF ISSUANCE, OR BEFORE THE EXPIRATION OF AN ASSOCIATED BUILDING PERMIT
2. ALL INSTALLATIONS MUST COMPLY WITH ALL REQUIREMENTS OF THE EAGLE COUNTY INDIVIDUAL SEWAGE DISPOSAL SYSTEM
REGULATIONS ADOPTED PURSUANT TO AUTHORITY GRANTED IN C.R.S. 25-10-101,et seq., AS AMENDED
3. 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 WILL RESULT IN
BOTH LEGAL ACTION AND REVOCATION OF THE PERMIT
4. CHAPTER IV, SECTION 4.03.29 REQUIRES ANY PERSON WHO CONSTRUCTS, ALTERS OR INSTALLS AN INDIVIDUAL SEWAGE DISPOSAL
SYSTEM TO BE LICENSED
DEPARTMENT OF
ENVIRONMENTAL HEALTH
(970) 328-8755
FAX: (970) 328.8788
TOLL FREE: 800.225.6136
www.eanlecounlv.us
EAGLE COUNTY
P.O. Box 179
500 Broadway
Eagle, CO 81631
www.esglecounly.us
PERMIT APPLICATION FOR ONSITE WASTEWATER TREATMENT SYSTEM
OWTS PERMIT # BUILDING PERMIT' #
INCOMPLETE APPLICATIONS WILL NOT BE ACCEPTED (SITE PLAN MUST BE INCLUDED)
FEE SCHEDULE
APPLICATION FEE $800.00 MAJOR REPAIR FEE $800.00 MINOR REPAIR FEE 400.00
This fee includes the OWTS Permit, Site Evaluation (Percolation Test, or Soil Profile Observation) and Final
Inspection. Additional fees may be charged if a re -inspection is necessary, or a pre -construction site visit or
consultation is needed. The re -inspection fee is $135.00
Mace all remittancepayableto: Ea a County Treasurer.
�40Q,,hk
Property Owner:� Ce tk `T `Phone: _�?B
Mailing Address: ,f�� Q _ , 1 � email >r % 1 fl CB wn
Registered Professional Engineer: r hone: A D - `- ¢ I
Applicant or Contact Person-, Phone: 3Z8- 67 S�
Licensed Systems Contractor: ( �' Vt' /`� WLicense # � !�
Company / DBA: �C 11yTl e Cl L X [. a 01 ok\ Phone: (47 Di Zl 71 " a ?+ ® 7
Mailing Address: D&Y email j s@ SG h o T +� e COO --
Permit Application is for:
Location of Proposed
Legal Description: _„
New Installation
Wastewater Treatment
Alteration Repair
Tax Parcel Number:. I k'�_ 10 T — Q ( QQZ Lot Size: - e 0
v -
Assessor's Link: www.eaalecounty.usloatie/
Physical Address: D 1 J I AT-- I V Aj 16
Building Type: Residential / Single Family
Residential / Multi Family
*Ti�Commercial / Industrial*
ese systems require design my a
Type of Water Supply:
If Public Name of
Applicant Signatu
Number of Bedrooms:
Number of Bedrooms:
iofi
Type of Use: L n ►1a T+ J CJT'>��C
Registered Professional Engineer
Private Well Spring Surface Public
Office Use Only
Amount Paid: Receipt #:
z
ti {
Check #-. Date:
CHURCH O C, LLC
Onsite Wastewater Consultants
April 8, 2014
KRW Consulting, Inc.
ATTN: Mr. Ron Rasnic
8000 W. 14t' Ave. #200
Lakewood, CO 80214
Subject: Holding Tank System Design
Non -Potable Water & Wastewater
Eagle County Landfill
Eagle County, Colorado
Job No. B1017
Mr. Rasnic,
As requested, CHURCH Onsite Wastewater Consultants (COWC) has prepared an onsite water and
wastewater system (OWS) design for the subject site. The design was prepared for permit submittal
to Eagle County Department of Health and Environment (ECDHE).
SITE CONDITIONS
The site is indicated on Figure 1. The subject site is located in an area where OWS are required. The
area of the proposed wastewater holding tank will be between the two scales and the area of the
non -potable water holding tank will be in the handicap parking space. The site will be served water
by the non -potable water holding tank system.
PROPOSED CONSTRUCTION
A 7-person scale house office building is proposed on the property as indicated on Figure 1. The
average estimated wastewater flow for a 7-person office is 15- gallons per day (GPD) [per State
guidelines] X 7= 105 GPD. It is anticipated that the actual daily use volume will be closer to 10
GPD/P. Each tank shall be equipped with alarm floats wired to individual alarm panels for each tank.
The non -potable water tank shall have two floats and alarm, 1) a low water alarm float set to
activate when the water level in the tank reaches 10% of the depth of the tank, measured from the
bottom of the tank, and 2) a high water alarm float, wired to activate when the water level in the
tank reaches the 2,500-gallon level (approximately 61-inches off the bottom of the tank). The high
water alarm float shall not have an audible alarm horn. The float shall activate a timer, set at 5-
minutes, wired to an external warning light, visible from the tank fill pipe. The wastewater tank shall
be fitted with a high water alarm float that shall activate when sewage reaches 75% of the depth of
the tank, measured from the bottom of the tank.
SUBSURFACE CONDITIONS
Subsurface conditions were investigated by Huddleston-Berry Engineering & Testing, LLC and
documented in their report titled Geotechnical Investigation, Eagle County Landfill, Wolcott,
Colorado dated March 10, 2014. The Huddleston-Berry report is attached for review in Appendix A.
Conditions at the soil borings indicate the area of the tanks consist of 5-7.5 feet of clayey sand fill
P.O. Box 5146, Golden, CO 80401 Voice 720-898-3434 FAX: 720-898-3455
Holding Tank Design, Job No. B1017
April 8, 2014, Page 2
material, overlying gray, very soft, highly weathered shale bedrock to the depths explored (between
11-13-feet). Free water was not encountered in the borings at the time of the investigation.
RECOMMENDATIONS
The results of the investigation indicate an OWS with non -potable water tank and wastewater
holding tank can be constructed at the site. No drainfield is associated with this wastewater system.
The proposed location of the OWS is presented on Figure 1. Substitutions of components or
materials will not be allowed without the written approval of the design engineer.
Building Sewer: Sewer pipes shall be 4-inch Schedule 40 PVC pipe installed with a minimum slope of
20% to the wastewater holding tank. Joints shall be solvent welded. Cleanouts are required 1) at the
stubout from the building, within 3-feet of the face of the structure, 2) at spacing not to exceeding
100 feet, and 3) upslope of two or more bends closer than ten feet in the sewer pipe, within 2-feet
above the upslope bend. Bends in the sewer pipe are not to exceed 45 degrees. The pipe should be
properly bedded per the typical trench detail presented on the design drawings.
The location of the sewer stub -out from the structure shall be coordinated with the information
provided by the architect, mechanical engineer and civil engineer. The wastewater holding tank
should; 1) be located down gradient from the building sewer invert at the building, 2) be buried with
no more than three feet of soil cover over the tank lid, and 3) at a location accessible for pumping
and maintenance of the tank. Horizontal distance from the pumper truck point of access to the tank
shall not exceed 100-feet; vertical distance from the tank to the truck shall not exceed 10-feet. The
installer must coordinate with the general contractor regarding elevation of the stubout. A holding
tank bury deeper than 3 feet will not be allowed. In lieu of a deep holding tank, an ejector pump
shall be installed in the lower level to discharge wastewater to a higher sewer pipe level. Design of
the ejector pump system is not included as part of the scope of work for this project; the installer
shall notify the design engineer immediately if an ejector pump is required. If COWC can assist with
locating the holding tank after the stub -out location is identified, please call.
Water Suction Pine: Water suction pipe shall be 1.25-inch Schedule 40 PVC pipe installed with a
minimum slope of 1%from the building to the non -potable water tank. All pipes shall be installed in
a pre -bedded trench. Reference the typical trench section detail presented on Figure 5.
Wastewater Holding Tank: The wastewater holding tank shall be a 2,500-gallon (minimum capacity),
one -compartment, top seam tank from Front Range Precast. The tank, risers and lids shall conform
to current County ISDS regulations. The tank shall be installed with watertight access risers with lids
that can be secured with screws. The alarm float handle shall extend to between six and twelve
inches of the bottom of the lid. A diagram of the proposed septic tank configuration is presented on
Figure 3. Schedule 40 PVC pipe connections shall be used. A high water alarm shall be installed to
activate at 75% of the depth of the tank, as measured from the inside bottom of the tank.
Non -Potable Water Tank: The water tank shall be a 2,500-gallon (minimum capacity), one -
compartment, top seam tank from Front Range Precast. The tank, risers and lids shall conform to
current County ISDS regulations. The tank shall be installed with watertight access risers with lids
that can be secured with screws. The alarm float handle shall extend to between six and twelve
inches of the bottom of the lid. A diagram of the proposed septic tank configuration is presented on
Figure 2. Schedule 40 PVC pipe connections shall be used. A low water alarm shall be installed to
activate at 10% of the depth of the tank, as measured from the inside bottom of the tank. A high
water alarm shall activate when the tank is at 88% of the fill capacity. The tank will be fitted with a
Holding Tank Design, Job No. B1017
April 8, 2014, Page 3
3-inch, galvanized fill pipe in the area to the east of the entry stairs on the west side of the building.
The fill pipe shall conform to the details provided in the design drawing.
Alarm System: The alarm control panel for each tank shall be installed on the east interior wall of
the office. Controls and alarms shall be listed per UL 508. The alarm panel for each tank shall be an
OSI AMAHW unit. Panel shall be weatherproof. The non -potable water holding tank panel shall be a
custom panel capable of supporting two floats 1) low water alarm float and 2) high water alarm float
activated by a timer. The non -potable water tank panel shall conform to Orenco Quote No.
051809JW1.1, dated April 7, 2014.
The surface of all areas disturbed during installation of the water and wastewater holding tanks shall
be treated in accordance with the finished grade specifications of the architect or civil engineer. At a
minimum, the slope away from the lid shall be 5-feet at 5% and then 2% thereafter on unimproved
surfaces, and 2% min on improved surfaces. If no finished grade treatment is called out, all
disturbed areas shall be seeded after installation of the system. A seed mix such as "Foothills,
Pasture, or Prairie" mixes should be used. These mixes do not require irrigation and develop a
growth 10 to 15 inches high.
BLASTING CONSIDERATIONS
Blasting should not be needed. If it is found that the site at the system excavation is underlain by
well consolidated material, blasting may be required. Coordinate any blasting with the architect.
Notify both the architect and the holding tank engineer before any blasting is performed. Provide
both architect and holding tank engineer with a written plan of action for the blasting process, to
include drilling, charge size. Safety considerations and site clean-up. A maximum of 16 pounds per
delay with a minimum of 2 detonation delays is recommended. A licensed blasting contractor shall
perform the blasting.
INSTALLATION
The installation of the OWS shall be observed by the design engineer. A minimum of one
observation is required: 1) after the wastewater holding tank and water tank are installed with risers
on the tanks, and inlet/outlet connections properly connected to the tank with a watertight
connection and bedded, prior to backfill. The electrical/alarm wiring, in conduit, shall be installed
and the panels shall have building power connected to allow activation of the alarm floats to verify
function. If power is not available to the alarm panels before the tanks and piping are backfilled, a
second observation site visit will be required. Our office should be called at 720-898-3434 to observe
the installation of the OWS at least 48 hours in advance. These observations, any repeat
observations, OWS design revisions or additional site visit requirements are not included in the
scope of work of this design and will be invoiced at an additional unit rate fee.
OPERATION AND PREVENTATIVE MAINTENANCE SCHEDULE
The goal of an operation and maintenance schedule is to observe the operation, and perform minor
maintenance to the system to allow for proper, long term functioning of the system.
Wastewater Ho/ding tank.•The wastewater holding tank should be pumped within 3-5 days
of the high water alarm sounding. A longer period between alarm activation and pumping
may be allowable, depending on the actual fill rate of the tank by the building fixture use.
Holding Tank Design, Job No. B1017
April 8, 2014, Page 4
The location of the tank may require the pumper truck to park where it blocks access to the
scales on the north and south sides of the building. For this reason, an agreement should be
reached with the pumper truck service to pump the holding tank before or after business
hours, if possible.
Watertank: The water tank should be refilled within 1-day of the low water alarm sounding.
A longer period between alarm activation and filling may be allowable, depending on the
actual drain rate of the tank by the building fixture use. The low water alarm is set at 10%
of the inside height of the tank, and should allow for 150-gallons of storage below the alarm
activation level.
The high water alarm float is set to provide 2,500-gallons of storage. The water truck
operator should be informed of the design for the system, and trained to turn off the fill
pump when the high water warning light is illuminated.
The water holding tank is fitted with an Orenco Biotube pump vault that has a filter inside it.
The purpose of the filter is to screen any debris that may be discharged to the tank when it
is filled. Screening debris can prevent damage to fixtures and the building pressure pump.
The filter at the water tank discharge should be cleaned (hosed off) as needed. The filter
should be pulled and observed every six -months for at least the first 18-months to establish
a cleaning frequency. If the filter is observed to be relatively clean after a six-month interval,
then the interval can be extended to 9-12 months between cleanings. If the filter is observed
to be relatively dirty after a six-month interval, then the observation and cleaning frequency
should be shortened to 3-4 months.
The filter can be cleaned by spraying debris off onto the ground with a garden hose and
nozzle.
General., System users must realize a holding tank system is different from public water and
sewer service. There are daily considerations such as not putting plastic or other nonbiode-
gradable material into the system. Water use should be monitored so toilets are not allowed
to leak when seals malfunction. Allowing fixtures to flow continuously to prevent water lines
from freezing is not acceptable. Although the proposed system can accommodate variable
flows, spreading water use over several hours and eliminating peak flows is recommended.
To illustrate the point, a malfunctioning toilet can discharge in excess of 1,000 GPD.
Excessive daily loading could flood and irreparably harm the OWS.
The design of the OWS is based on the storage of domestic sewage only. The proposed OWS design
is based on the flows noted in the report. Increased flows may require more frequent pumping of
the tank and increase the annual cost of operation of the system. Leaking fixtures will also affect the
water holding tank, requiring that the tank be filled more often, and increasing the annual costs of
obtaining non -potable water.
LIMITATIONS
Our investigation, layout, design, and recommendations are based on data submitted. If conditions
considerably different from those described in this report are encountered, COWC should be called
to observe the conditions and make design changes if necessary. If proposed construction is
changed, COWC should be notified to evaluate the effect of the changes on the system. All
construction is to be in accordance with the current ISDS regulations. Pipe type and size, burial
requirements, septic tank construction, and other specifications, which are not depicted in our
report, are to conform to the requirements of the ISDS regulations. The installer of the system is to
Holding Tank Design, Job No. B1017
April 8, 2014, Page 5
be licensed by the county health department and have demonstrated knowledge of the ISDS
regulations and requirements.
This wastewater system design is intended to be used only for the wastewater load specified in the
calculations and for the site indicated on the subject line. Any other application of this design is not
authorized by CHURCH Onsite Wastewater Consultants, LLC. Use of this design for any other area
on the subject lot than designated, on any other lot or for wastewater volumes or strengths not
indicated constitutes a misapplication of the design and voids all liabilities on the part of COWC.
COWC encourages owners of OWS to visit htto://www.eaglecounty.us/envHealth/sel)tics.cfm,
www.nsfc.edu or www.cpow.info to learn how they should operate and maintain their OWS. If there
are questions or if we may be of further service, please call.
Sincerely,
CHURCH Onsite Wastewater Consultants, LLC
Kathryn E. Carney, P.E.
Project Manager
3 copies sent
APPENDIX A
Huddleston-Berry Engineering &Testing LLC.
Geotech n ical Investigation
JOB NO. B1017
�p�NEEq�N
Huddleston-Berry
"�� �Jti Luginccring � "I'csling. LLC
C _ aNh
KRW Consulting, Inc.
8000 W. 14a' Avenue, Suite 200
Lakewood, Colorado 80214
Attention: Mr, Ron Rasnic
Subject: Geotechnical Investigation
Eagle County Landfill
Wolcott, Colorado
Dear Mr. Rasnic,
640 White Avenue
Grand Junction, CO 81501
Phone:970-255-8005
Fax:970-255-6818
}Luddleslonl3erry « hresnan.net
%vwxv.HBET-GJ.com
March 10, 2014
Project#01324-0001
This letter presents the results of a geotechnical investigation conducted by Huddleston-Berry
Engineering & Testing, LLC (ABET) at the Eagle County Landfill near Wolcott, Colorado. The
site location is shown on Figure I — Site Location Map. HBET understands that a new single -
story building and new truck scales are ,proposed at the site. The scope of our investigation
included evaluating the subsurface conditions at the site to aid in "developing recommendations
for foundations,pavenients, and earthwork for the construction.
Site Conditions
At the time of the investigation, the site was an active landfill. The area of proposed
construction was located north of the existing scale house and scales.
Subsurface Investigation
The subsurface investigation included three borings as shown on Figure 2 — Site Plan. The
borings were drilled to depths of between 11.0 and 13.0 feet below the existing ground surface.
Typed boring logs are included in Appendix A.
As indicated on the logs, the subsurface conditions at the site were slightly variable. However,
the borings generally encountered 5.0 to 7.5 feet of clayey sand fill materials above gray, very
soft, highly weathered shale bedrock to the bottoms of the borings. Groundwater was not
encountered in the borings at the time of the investigation.
Laboratotti, Testing
Laboratory testing was conducted on samples of the soils and shale bedrock encountered in the
borings. The testing included grain size analysis, Atterberg limits determination, natural
moisture content and density determination, swell/consolidation testing, water soluble sulfates
content determination, and optimum moisture/density (Proctor) determination. The laboratory
testing results are included in Appendix B.
Eagle County Landfill
801324-0001@'�l Muddleston-Hurry
03/10/14
The laboratory testing results indicate that the existing fill materials are moderately plastic. The
shale bedrock is also anticipated to be moderately plastic. In addition, the native soils and
bedrock were shown to be slightly expansive with up to approximately 0.8% expansion at 1,600
psf measured in the laboratory. Water soluble sulfates were detected in the site soils in a
concentration of 1.0%.
Foundation Recommendations
Based upon the results of the subsurface investigation, both shallow and deep foundations are
appropriate. Deep foundations such as drilled piers and/or micro piles will provide the most
protection against heave related movements; however, for this type of construction deep
foundations are usually cost prohibitive. In general, properly constructed shallow foundations
will reduce the risk of excessive differential movements associated with expansion of the
subsurface materials.
Given the nature of the proposed construction, the recommended shallow foundation alternatives
include spread footings, voided spread footings, and isolated pads and grade beams. This
includes the `piers' anticipated to support the scales. However, as discussed previously, the
subsurface materials are expansive. Therefore, to help limit the potential for excessive
differential movements, it is recommended that the foundations be constructed above a minimum
of 36-inches of structural fill. Where the tolerance for differential movements is very low,
HBET should be contacted to provide deep foundation alternatives.
Due to the potential for expansion of the native materials, the existing fill materials and shale
bedrock materials are not suitable for reuse as structural fill. Imported structural fill should
consist of a granular, non -expansive, non -free drainine material such as crusher fines, pit -run
with high fines content, or CDOT Class 6 base course. However, if pit -run is used for structural
fill, a minimum of six inches of crusher fines or Class 6 base course should be placed on top of
the pit run to prevent large point stresses on the bottoms of the footings due to large particles in
the pit -run.
Prior to placement of structural fill, it is recommended that the bottom of the foundation
excavation be proofrolled to the Engineer's satisfaction. Structural fill should extend laterally
beyond the edges of the foundation a distance equal to '/ the thickness of the structural fill.
Structural fill should be moisture conditioned, placed in maximum 8-inch loose lifts, and
compacted to a minimum of 95% of the standard Proctor maximum dry density for fine grained
soils and modified Proctor maximum dry density for coarse grained soils, within 0 to -2% of the
optimum moisture content as determined in accordance with ASTM D698 and D1557C,
respectively. Pit -rum materials should be proofrolled to the Engineer's satisfaction.
For structural fill consisting of imported granular materials, and foundation building pad
preparation as recommended, a maximum allowable bearing capacity of 3,000 psf may be used.
However, a minimum dead load pressure of 750 psf is recommended. Where the minimum dead
load is not achievable, the dead load should be maximized to the extent practical. Footings
subject to frost should be at least 48-inches below the finished grade.
WA203 ALL PROIECTS'0324 - KRN' Consu10ng W0l324.0001 Eagle Coonty LaMal1UM. Ged0U24-MI LR031014.doc 2
Eagle County Landfill #01324.0001 Huddleston-13crry-
4�
03/10/14 .�11�.�� r««ca+*•++tee. Lac
Lateral Earth Pressure
Any stemwalls or retaining walls should be designed to resist lateral earth pressures. For backfill
consisting of the existing fill materials or imported granular, non -free draining, non -expansive
material, we recommend that the walls be designed for an equivalent fluid unit weight of 65 pcf
in areas where no surcharge loads are present. Lateral earth pressures should be increased as
necessary to reflect any surcharge loading behind the walls. Shale bedrock should not be used as
backfill.
Non -Structural Floor Slab and Exterior Fiahvork Recommendations
As mentioned above, expansive subgrade materials are present at the site. It is important to note
that due to the fact that slabs -on -grade do not generate sufficient loads to resist heave,
differential movement of slabs -on -grade should be anticipated. However, to help limit the
magnitude of movement, it is recommended that non-structural floor slabs be constructed above
a minimum of 36-inches of structural fill with subgrade preparation and fill placement in
accordance with the Foundation Recommendations section of this report. It is recommended that
exterior slabs -on -grade be constructed above a minimum of 24-inches of structural fill.
Slabs -on -grade should not be tied into or otherwise connected to the foundations in any manner,
In addition, where a floor slab is used, interior, non -bearing partitions should include a framing
void or slip joint which permits a minimum of 2-inches of vertical movement.
Drainage Recommendations
Proper site grading is critical to the performance of foundations and slabs -on -grade and grading
around the structures should be designed to carry precipitation and runoff away from the
structures. It is recommended that the finished ground surface drop at least 2% away from
structures for the first ten feet where impermeable surfaces (i.e. flatwork, pavements, etc.) are
present adjacent to the structures. Where permeable surfaces are present adjacent to the
structures, a minimum drop of 10% within the first ten feet away from the structures is
recommended. Downspouts should empty beyond the backfill zone. It is also recommended that
landscaping within five feet of the structures include primarily desert plants with low water
requirements. In addition, it is recommended that automatic irrigation within ten feet of
foundations be minimized.
In general, care should be taken during construction to ensure excess moisture is not permitted to
infiltrate into the subsurface. Where proper grading and drainage cannot be provided during
construction, a perimeter foundation drain with an impermeable membrane at the base is
recommended.
Pavements
The proposed construction is anticipated to include concrete paved approaches to the scales and
may include paved parking at the building. As discussed previously, the pavement subgrade
materials consist primarily of clayey sand soils. Due to the expansion potential of the existing
soils and bedrock, the generally accepted minimum Resilient Modulus of 3,000 psi was used for
the pavement design.
Based upon the subgrade conditions and anticipated traffic loading, pavement section
alternatives were developed in accordance with AASHTO design methodologies. The following
minimum pavement section alternatives are recommended:
W;X2008 ALL PRO3ECTS01324 -RM Conwlting lrsW 1324.0001 Eagle County Land 200- CW0l324-0001 LR031014.doc 3
Eagle County Landfill
tl01324-0001
03/10/14
Automobile Parking Areas
EDLA = 5. Structural Number = 2.75
Huddleston•Berry
ratcnN,s l..x,. uc
ALTERNATIVE
PAVEMENT SECTION Inches
Hot -MIX
Asphalt
Pavement
Aggregate Base
Course
Aggregate
subbase
Course
Concrete
TOTAL
Full Depth HMA
6.0
6.0
A
3.0
11.0
14.0
B
4.0
8.0
12.0
C
3.0
6.0
6.0
15.0
With regard to the scale approaches, HBET recommends that pavements consist of 8-inches of
concrete above 6-inches of aggregate base course.
Prior to pavement placement, areas to be paved should be stripped of all topsoil, debris, or other
unsuitable materials, It is recommended that the subgrade soils be scarified to a depth of 12-
inches; moisture conditioned, and recompacted to a minimum of 95% of the standard Proctor
maximum dry density, within 0 to -2% of optimum moisture content as determined by AASHTO
T-99. However, as discussed previously, expansive subgrade materials are present at the site.
As a result, movement of pavements should be anticipated over time. However, the risk of
excessive differential movements can be reduced by removing 18-inches of the subgrade soils
below the pavement section and replacing with structural fill.
Aggregate base course and subbase course should be placed in maximum 9-inch loose lifts,
moisture conditioned, and compacted to a minimum of 95% and 93% of the maximum dry
density, respectively, at -2% to +3% of optimum moisture content as determined by AASHTO T-
180. In addition to density testing, base course should be proofrolled to verify subgrade stability.
It is recommended that Hot -Mix Asphaltic (HMA) pavement consist of a Superpave mix design
in accordance with CDOT and/or local specifications.
The long-term performance of the pavements is dependent on positive drainage away from the
pavements. Ditches, culverts, and inlet structures in the vicinity of paved areas must be
maintained to prevent ponding of water on the pavement.
General Notes
The recommendations included above are based upon the results of the subsurface investigation,
laboratory testing, and on our experience. These conclusions and recommendations are valid
only for the proposed construction.
As discussed previously, the subsurface conditions at the site were slightly variable. However,
the precise nature and extent of any subsurface variability may not become evident until
construction. As a result, it is recommended that a representative of HBET observe the
foundation excavation prior to structural fill placement to verify that the subsurface conditions
are consistent with those described herein. In addition, it is recommended that a representative
of HBET test compaction of structural fill materials.
W.N2003e LPAn1ECTY01324-KRR•Consuiing Inet01324-000I Eagle CountyUMMM00. Ged01324-0001 LK031014.daa 4
Eagle County Landfill
901324-0001 xuddlcsmn-ncrq•
03/10/14 u.Y r..ta Ye.R:L III
._ -
It is important to note that the use of structural fill below slabs, foundations, and/or pavements
will reduce, but not eliminate, the potential for differential movement as a result of expansion of
the subgrade materials. While the recommendations above are consistent with generally accepted
engineering practices in areas of expansive soils or bedrock, HBET cannot predict long-term
changes in subsurface moisture conditions and/or the precise magnitude or extent of volume
change. Where significant increases in subsurface moisture occur due to poor grading, improper
stormwater management, utility line failure, excess irrigation, or other cause, significant
movements are possible.
We are pleased to be of service to your project. Please contact us if you have any questions or
comments regarding the contents of this report.
Respectfully Submitted:
1g and Testing, LLC
Michael A. Berry, P.E.
Vice President of Engineering
N•:V008 ALL PROJECTS'91324 - ]UtW Consuidny Iuf.Ol32i-0001 Eagle County Land a11000 - Gco40l324-M1 LR031014.doc 5
'FIGURES
0
3 ) J_
\Q2
,.>
Site Location
w_ n . v � I -n
FIC
USIGS Wolcott, COMM Quadrangle, 70 Minute Series, 19G2; Qhato\revisjedj1987. 9
Site Locotti n Map
APPENDIX A
Typed Borifig Logs
0a�,„_y„�Q Fluddlesion-Berry Engineering&Testing, LLC BORING NUMBER B-1
,, 640 White Avenue, Unit B.'+ i� OmndJunction, CO 8150I PAGE 1 OF 1
- 970-255-8005
�••=a's 970-255-6818
CLIENT KRW Consulting, Inc. PROJECT NAME _Eagle County Landfill
PROJECT NUMBER 01324.0001 PROJECT LOCATION Eagle, CO
DATE STARTED 1/7/14 COMPLETED 177114 GROUND ELEVATION HOLE SIZE 4 inch
DRILLING CONTRACTOR S. McKracken GROUNDWATER LEVELS:
DRILLING METHOD Simco 2000 Truck Riq AT TIME OF DRILLING dry
LOGGED BY NWB CHECKED BY MAB AT END OF DRILLING dry
NOTES 39.723.-106.663 AFTER DRILLING --
ov
0.0
�o
MATERIAL DESCRIPTION
a
a�
z-z
v
�Lu �
W
of
m0>
C)z
z
W
Y�
o
a
t
5
it
o
W o
Wes-
�,
�o
u
ATTERBERG
LIMITS
N
W
wv
z
rL
Ei
��
3
0-
�}-
U
Nz
g—
a-
2.5
Clayey SAND with Pieces of Rubber (FILL), brown, moist, dense
----------------------------
SHALE, gray, very soft to medium hard, highly weathered
Auger Refusal at 11 ft
Bottom of hole at 11.0 feet.
(Mic
8940-18-7
(26)
5.0
T5
SS
1
56
8-20-24
(44)
10.0
SS
2
50/0"
Huddleston-Berry Engineering RTesling,LLC BORING NUMBER B-2
640 White Avenue, Unit B PAGE 1 OF 1
Grand Junction, CO 81501
oy 970-255-8005
970-255-6818
CLIENT KRW Consulting Inc PROJECT NAME Eagle County Landfill
PROJECT NUMBER 01324-0001 PROJECT LOCATION Eagle. CO
DATE STARTED 1M14 COMPLETED 1!7/14 GROUND ELEVATION HOLE SIZE 4 inch
DRILLING CONTRACTOR S. McKracken GROUND WATER LEVELS:
DRILLING METHOD Sfmco 2000 Truck Rig AT TIME OF DRILLING dry
LOGGED BY NWB CHECKED BY MAB AT END OF DRILLING dry
NOTES 39.723 -106 662 AFTER DRILLING
ATTERBERG
t-
q
=
z
w
tt
W
LIMITS
o
a 00
�w
Q 0
j
3H�
j Q
o.
ru N
5
t_
z�
�P
w
OO o
W�L E
,�
MATERIAL DESCRIPTION
��
q-�
d
OK
O
m0>
Y—
7...
y
—F
f
��
r�
(n2
O�
1-0
O
O
�z
W
Uz
00
of
Oz
20
O—
:5 r
N
(A
N
M7
gz
Z
0.0
Clayey SAND with Pieces of Rubber (FILL), brown, moist, dense
2.6
SS
i
67
36-35
5.0
••• Lab Classified GBI •••
GB
15
33
20
13
48
1
7.5
_
SHALE, to hard, highly weathered _
MC
1
133
27-27
111
14
gray, very soft medium
10.0
Auger Refusal at 11 it •"'
Bottom of hole at 11.0 feet.
,
i
i
i
t
0�,p�igNo Huddleston-Ben), Engineering & Testing, LLC BORING NUMBER B-3
r �, 640 While Avenue, Unit B
•' t' Grand Junction, CO 81501 PAGE 1 OF 4
,;�` 970-255.8005
- 970.255-6818
CLIENT KRW Consulting Inc. PROJECT NAME Eagle County Landfill
PROJECT NUMBER 01324-0001 PROJECT LOCATION Eagle, CO
DATE STARTED 117114 COMPLETED 1/7/14 GROUNDELEVATION HOLE SIZE 4inch
DRILLING CONTRACTOR S. McKracken GROUND WATER LEVELS:
DRILLING METHOD Simco 2000 Truck Rig AT TIME OF DRILLING dry
LOGGED BY NWB CHECKED BY MAS AT END OF DRILLING dry
NOTES 39.723.-106.662 AFTER DRILLING --
w�
0.0
(J
g_ J
MATERIAL DESCRIPTION
to
�W
� Co
�z
N
>
j�
°�
�
NW
ova
mOz
�-
z
Wcc
� y
vv
0-
z a�
>-
0
ut o
W
oz
�()
ATTERBERG
LIMITS
t-
w
o 0
w
z
o�
a
J
r0-- t—
3
a
v~z
a—
2.5
Clayey SAND with Pieces of Rubber (FILL), brown, moist, dense
SHALE, gray, very soft to medium hard, highly weathered
Auger Refusal at 13 ft "'
SS
1
0
10-11-16
(27)
5.0
7.5
rS2S
78
10-27-17
(44)
10.0
12.5
3S
100
36-25/2"
Bottom of hole at 13.0 feel.
APPENDIX B
Laboratory Testing"Resnits
. 1 7
ii 1 'il
1
1 . 1 •.• ..1 .1 .1 .1
11■
I111111Y
I
iiI11Y■1111111111YI■IIIIIII■■1111111■■
11ME1111111�®III1111E1111111�=1111111■■■11111111M
:,11■■IIIIIII■■11111711111111■■IIIIIII■■IIIIIII■■
11■■IIIIIII■■IIIIII►■■�1111111■■IIIIni■■IIIIIII■■
�III��11■■IIIIIII■■IIIIIII■■
,11■■IIIIIII■■111111n
11■■IIIIIII■■IIIIIIIi�11111�1■■IIIIIII■■IIIIIII■■
11■■IIIIIII■■IIIIIII■�il1i��1i7■IIIIIII■■IIIIIII■■
.'
11■■IIIIIII■■IIIIIII■■III��II■■IIIIIII■■IIIIIII■■
..
11■■IIIIIII■®IIIIIII■■IIIIIII■11111111■■IIIIIII■■
11■■IIIIIII■■IIIIIII■■IIIIIII■���IIII■■IIIIIII■■
,'
11■■IIIIIII■®IIIIIII■■IIIIIII■■IIIIIII■■IIIIIII■■
•'
11■■IIIIIII■■IIIIIII■■IIIIIII■■IIIIIII■■IIIIIII■■
IIIIII■■
,11■■IIIIIII■■IIIIIII■■IIIIIII■■IIIIIII■■
11■■IIIIIII■■IIIIIII■■IIIIIII■■IIIIIII■■IIIIIII■■
,11■■IIIIIII■■IIIIIII■■IIIIIII■■IIIIIII■■IIIIIII■■
11■■IIIIIII■■IIIIIII■■IIIIIII■■IIIIIII■■IIIIIII■■
,11■■IIIIIII■■IIIIIII■■IIIIIII■■IIIIIII■■IIIIIII■■
111■IIIIIII■®IIIIIII■1111111�■IIIIIII■�IIIIIII��
,. 1 1 11 111
RAVEfine
COBBLES
coarse
medium fine
•
Composite ifi�
' •
mmm_—
• 1
. .. - 1
SILT ORCIAY
coarse
fine
Huddleston-Bem• Engineering & Testing, LLC ATTERBERG LIr
640NhiteAvenue,UnitB LIMITS'RESULTS
Grand )unction, CO 81501
o� 970-255-8005
970-255-6818
CLIENT KRW Consulting. Inc. PROJECT NAME Eagle County Landfill
PROJECT NUMBER 01324-0001 PROJECT LOCATION Eagle, CO
60
50
CL
CH
P
L
40
S
T
I
C
1
T 30
Y
I
N 20
D
E
X
10
M
CL-ML ML MH
0
0 20 40 60 80 100
LIQUID LIMIT
Specimen Identification
Ll,
PL
PI
4200
Classification
o
B-2, GB1 1/2014
33
20
13
48
CLAYEY SAND(SC)
M
Composite 112014
36
20
16
46
CLAYEY SAND with GRAVEL(SC)
Iiuddlcston-Ben EnginecringATesting'LLC CONSOLIDATION TcST
° 610 White Avcrnic, Unit B
Grtuid Junction, CO 81501
970-255-8005
<•_.,m 970-255-6813
CLIENT KRW Consulting, Inc. PROJECT NAME Eagle County Landfill
PROJECT NUMBER W324-0001 PROJECT LOCATION Eagle. CO
-0.8
-0.6
-0.4
-0.2
0.0
e
z_
F-
0.2
0.4
.
0.6
0.8
1.0
100 1,000 10,000
STRESS, psf
Specimen Identification
Classification
Yd
MC%
0
B•2, MCI 7.0
111
14
Huddleston-Bern Eneineerine&Testine, LLC 640 A9ihe Avenue, Unit B MOISTURE -DENSITY RELATIONSHIP
' Grutd Junction, CO 81501
.....s 970-255-8005
•- „'' 970-255-6818
CLIENT KRW Consulting, Inc. PROJECT NAME Eagle County Landfill
PROJECT NUMBER 01324-0001 PROJECT LOCATION Eagle. CO
145
140
135
130
125
U
a
w 120
0
115
110
105
Sample Date: 1f7f2014
Sample No.:
Source of Material: Composite
Description of Material: CLAYEY SAND with
GRAVEL(SC)
Test Method: ASTM D698A
TEST RESULTS
Maximum Dry Density 116.0 PCF
Optimum Water Content 15.0 %
GRADATION RESULTS (% PASSING)
4200 #4 3/4"
46 83 100
ATTERBERG LIMITS
LL PL PI
36 20 16
Curves of 100% Saturation
for Specific Gravity Equal to:
2.80
2.70
2.60
100
95
i
90
0 5 10 15 20 25 30
WATER CONTENT,%
CHURCH OWC, LLC
Onsite Wastewater Consultants
August 5, 2015
KRW Consulting, Inc.
ATIN: Mr. Doug Eagleton
8000 W. 14th Ave. #200
Lakewood, CO 80214
Subject: Holding Tank and Non-Potable Water & Wastewater
Installation Observation
Eagle County Landfill
Eagle County, Colorado
Job No. 81017
Mr. Eagleton,
As requested, CHURCH Onsite Wastewater Consultants, LLC (COWC) performed a site visit to
observe the installation of the onsite wastewater treatment system (OWTS) at the subject site.
COWC prepared OWTS design documents under Job No. 81017 dated April 8, 2014.
A site visit was performed on July 28, 2015 at the request of Doug Eagleton of KRW Consulting,
Inc. the project engineer of record. At the time of the site visit the 2,500-gallon single
compartment non-potable water tank and 2,500-gallon single compartment wastewater holding
tank were installed and backfilled. The 1.5" Schedule 40 PVC non-potable water piping was
plumbed into the mechanical room of the building where a Grundfos JP15S -CI 1.5 horsepower
pump draws water out of the tank for use inside the building. The 4" Schedule 40 PVC building
sewer pipe was plumbed into the wastewater holding tank with an inlet tee inside of the manhole
opening. COWC was not able to verify that the tanks were set level, the tank and pipe bedding,
pipe slope, or installation procedures as this work was completed and backfilled prior to our
notification. However, the tanks appeared level after observing the inside of the tanks thru the
manhole risers and the contractor asserted that they were properly bedded and backfilled.
Alarm panels for both the non-potable water tank and the wastewater holding tank were installed
inside the building near the door to the main scale room of the building. Both alarm panels were
operable with audible and visual alarms and with temporary labels. Permanent labels have been
ordered and once installed the contractor will forward a picture of the final installation to COWC
for verification. A low water alarm float and high water alarm float were mounted to a float tree
inside of the non-potable water tank. The high water alarm float in the non-potable water tank
signals a visual alarm (light) mounted on the exterior of the building to alert the tank filler when
the tank is full. This light was not installed at the time of the site visit as the final exterior stucco
wall finish was being applied that day; the contractor will forward a picture of this alarm light
installed and operating to COWC for verification. A high water alarm float was mounted to a float
tree inside of the wastewater holding tank and secured to the inside of the riser opening with the
alarm float set at 15" below the tank lid.
The 3" steel fill pipe for the non-potable water tank was moved from the design location so as
not to interfere with landfill truck traffic. The altered location is acceptable. The locking lid for the
fill pipe was secured with a galvanized chain, per the design.
P.O. Box 18796, Golden, CO 80401 Voice 720-898-3434 FAX: 720 -898-3455
Installation Observation, Job No . 81017
August 5, 2015, Page 2
The observed components of the owrs appear to be installed in general conformance with the
CHURCH OWfS design, plans and specifications.
This letter provides information from observations made during one visit to the subject site by
cowc. cowc observed installed components of the owrs. cowc did not observe the installer's
methods or the equipment selected by the installer and/or client. Neither the observations nor
the contents of this letter imply a warrantee or guarantee of materials or workmanship. Without
continuous observation of the installation process, COWC is not able to assure that elements of
the system comply with the intended functionality of the design documents.
If there are questions, please call.
Sincerely,
CHURCH Onsite Wastewater Consultants, LLC
Martin Quinn, P.E.
Project Engineer
m
x 0
U)
rn
z
0HU or+u � �I O 0ONv _ otiv OHO OHU u O -0 1
�v n m X r
orru a+v pyu oHv m 0 z
Z OFfU ~ ONU
nowOHU OHU OHU a m Z i7
' lJ O - f z
;o r� z m
� n
c
r
` � ' Y11► �lIIY ulY
b ~ � � Ilf U1V YiY �'1r1Y YIY � u1Y
NO p IO pl fp W IIIV — UIy �y
~ F _ — — Uly
O ~ FO - FO ` FO FO f0 ` UE lGF ` ` Ury UE UE �_ UE vE '
�^ IrRI IrRI ~ ~ 0A/
FO
O ~ FO - FO 1 f0 UIy !`�-�UE UE1 UE
fo Fo FO �u� ��� ' - --_ --_-_ -- _ ^_ uE z W uE — uE
Vi
--- O
IO =1 f1 j Ln Z n-----------
m
® nm " e I �O �mmv
m O
oC-r� �r�r
cn
�"
m
L 4 . .
�' = f� �. 31VOS IIX3 . v -v
"4 w m ;'
. • ~ m c' n n i 'JF-i
x OE-- m m Imo# c� o cQ
• a � \r m C m0
e 3 - Z to 1Tfl
• m 0
c-� -: p 11 X74 I
• .. • . �o4M.. I m ENTRANCE
m /N
SCALE
Ain Aln - Lin
'un _ �41. �
Aln 41x — O ::. — — (7
ry 'tin' mp f0 0 O
Ain _ O r _ m
Alf)
Aln _ O O
Ain — V) C7 C7 D
�1
m �2 _
p Unman >__ rri
Z
m z '- N O O n
�o oz o
rnm �O z
�m n�
O >
j� a
c co n z
"o z
x �
00 0
w -
\ N p
Dw
z>-� w _
C,4 v� w x
\ W e- W zxw
w W \ \ i_ . \\ `\� J U U z _ J
Pl
V j aqa ¢mow°. z Z N
c� aw¢ a
,ri w CD
x�a S ` \ J J
,O Ncpi3� I z raj zyCN3a �� t \\ z — - `—\_ \\ ` \\ CDt:iZY 1 ( \ — \ \ o w
OMNI;
""' xa+t`'xn*s';g d0'HIM O Y '_„-'�" "'� �'" �''`" . F \ `\ W
\ V='��$,.'� r Z Z
LO
Mw
_ � OOM Q
J
x r
O Z z
1
W
----• , rza
O z < — w O
w on- c
LO
Fnn—< It
\ c ch
rn
oo I aowx �W �
O U
CD C X
z w C d ' U N'c N c6
patio > +� 0)'0 tL
Q c)
o m o w / U m � L
W
xof
O
_.I J — — _ _. _Z _ __ —Q_ — -- -- — -_. a O K m m H Q (A fD o t
o Imo¢ _ '- o _ -¢i'z%' -_.__ _._ �_ ` O w z c,Oj U V Q > N
1�'_\> d Q Z y�
TYP EXTERNAL
PVC SPLICE BOX
SEE NO-TE 7 W/CORD GRIPS-
t
TYP CONDUIT TO
CONTROL PANEL-
30" PVC RISER
W/GROMMETS; BOND TO
TANK W/RECOMMENDED-
ADHESIVE
LEVEL
LOW WATER ALARM
FLOAT TREE, SEE -
NOTE 3
LOW WATER ALARM
FIBERGLASS GASKETED LID W/2" FOAM
INSULATION; LABEL EACH LID, TYP
—FLEXIBLE PVC
L�.�.
—3-PARI PVC •
TO WATER PUMP
�1.25" DISCHARGE PIPE.F/
—TANK ADAPTOR (CAST—
OR -TER HANDLE l " —VAULT INLET
—FLOW INDUCER/
BACKFILL SOIL
IN -SITU MATERIAL
FILTER CARTRIDGE, SEE NOTES 1 & 8
REQUIRED 3" SAND SEE • --�.
7 `'- �. _
BEDDING 'a"III 1 I%s:��:�:�:5 • . • .
BIOTUBE PUMP VAULT
WATER TANK NOTES:
1. FILTER CARTRIDGE SHALL HAVE 1/16" OPENINGS.
2. LOW WATER ALARM FLOAT SHALL BE SET TO ACTIVATE AT 10% OF TANK INSIDE DEPTH.
3. SECURE FLOAT TREE BRACKET TO INSIDE OF FLOW INDUCER PORTION OF BIOTUBE PUMP VAULT WITH MIN 2 1/4" STAINLESS
STEEL CAP SCREWS WITH STAINLESS STEEL WASHERS AND NUTS.
4. FOOT VALVE SHALL BE UNITED STATES PLASTIC CORP 1.25" MODEL 19424 OR DESIGN ENGINEER APPROVED EQUAL.
5. SET BOTTOM OF FOOT VALVE 3" ABOVE BOTTOM OF VAULT.
6. BOTTOM OF BIOTUBE PUMP VAULT SHALL SIT ON BOTTOM OF TANK.
7. CUT NEW HOLES IN BOTTOM OF BIOTUBE PUMP VAULT AT LEVEL OF LOW WATER ALARM FLOAT. NEW HOLES SHALL MATCH
EXISTING HOLES, BE CUT TO PROVIDE A SMOOTH ENTRY SURFACE AND HAVE THE BOTTOM OF THE HOLE 1" BELOW THE FLOAT
ACTIVATION ELEVATION.
B. MIN FILTER CARTRIDGE HEIGHT SHALL BE 24".
2,500-GAL NON -POTABLE WATER TANK
BEDDING MATERIAL GRADATION (CDOT #7)
:2
TRAFFIC FRAME, LID & SUPPORT RINGS
FIN GRADE
TRAFFIC RATED H2O FRAME AND
LID. HEIGHT ABOVE FIN GRADE
VARIES DEPENDING ON LOCATION.
SEE NOTE A. DIA DEPENDS ON
RISER SIZE & EQUIPMENT
CONCRETE SUPPORT RING FOR MH
FRAME. SEE NOTE B
PVC RISER, SEE NOTE C
RISER & LID NOTES:
A. FOR IMPROVED AREAS, SET TOP OF FRAME 1/2" BELOW FIN GRADE OF ASPHALT OR
CONCRETE FOR PLOWING. FOR UNIMPROVED AREAS, SET TOP OF FRAME 1" ABOVE
SURROUNDING FIN GRADE.
B. CONCRETE SUPPORT RING IS TO SUPPORT TRAFFIC RATED FRAME/LID WITHOUT IMPACTING
PVC RISER. ENSURE THAT RING HAS MIN 1.5" CLEARANCE BETWEEN MAX OUTSIDE DIM
OF PVC RISER AND INSIDE OF CONC RING. ENSURE THAT RING IS SET SUCH THAT SOIL
BETWEEN RING AND RISER IS KEPT MIN 2" BELOW TOP OF RISER.
C. PVC RISER SHOWN TO PROVIDE ONE—PIECE RISER FROM TOP OF COMPONENT TO FRAME
AND LID FOR WATER TIGHTNESS. IF CONCRETE RINGS ARE USED , ALL JOINTS FROM
COMPONENT THROUGH FRAME SHALL BE MADE WATERTIGHT WITH RAM—NEK CONCRETE
JOINT SEAL OR DESIGN ENGINEER APPROVED EQUAL.
NEENAH FOUNDRY R-1977, 10" ID TRAFFIC
RATED DUCTILE IRON FRAME AND LID, TYP
PVC CLEANOUT CAP WITH SAW —CUTS
ON QUADRANTS, TYP
AC PAVEMENT
4" SCHED 40 PVC CLEANOUT RISER
PAVEMENT LEVELING COURSE
COMPACTED BACKFILL SOIL, TYP
SIEVE SIZE (IN) % PASSING
3/4 100
1/8 90-100 CLEANOUT NOTES:
3/8 40-70 1. FURNISH & INSTALL DUCTILE IRON FRAME & LID FOR CLEANOUTS IN ALL TRAFFIC AREAS.
#4 0-15
#8 0-5
TRAFFIC RATED CLEANOUT FRAME AND LID
EAGLE COUNTY LANDFILL No. Revision Date DESIGNED BY: KEC
CHURCH OWC, LLC DRAWN BY: KEC
Cirsite Wastewater Consultants CHECKED BY: MEQ
Onsite Wastewater Engineering -Civil Engineering NON -POTABLE WATER TANK DATE: 04/05/2014
P.O. Box 5146, Golden, CO 80401 JOB NO. B1017
Voice: (720) 898-3434 Fax: (720) 898-3455
Figure 2 of 7
24 INCH FIBERGLASS GASKETED
LID W/2' FOAM INSULATION;
LABEL EA LID, TYP CONDUIT SEAL,
TANK ADAPTOR TYP
POSITIVE
SLOPE
PVC CONDUIT TO
CONTROL PANEL,
TYP
LIQUID LEVEL
INLET TEE
30" PVC RISER W/GROMMETS; BOND
TO TANK W/RECOMMENDED
ADHESIVE
FINISHED GRADE
ALARM FLOAT HANDLE
MAX 12" BELOW INSIDE OF LID
-id ILI I FLOAT TREE BRACKET
TANK ADAPTOR (TYP)
\� CAST OR BOLTED
COMPACTED BACKFILL SOIL
—IN—SITU MATERIAL
HIGHALARMLFLEL
OATJ I \R/-3RECOMMENDED0BEDDNGSAND
HOLDING TANK NOTES:
1. ALTERNATE TANK CONFIGURATIONS ARE POSSIBLE WITH PRIOR WRITTEN APPROVAL OF DESIGN ENGINEER.
2. HIGH FLUID LEVEL FLOAT SHALL BE SET TO ACTIVATE AT 75% OF INSIDE HEIGHT OF TANK. CONTRACTOR SHALL VERIFY INSIDE
TANK HEIGHT AND SEND DESIGN ENGINEER A FAX INDICATING HEIGHT BEFORE SETTING HIGH WATER ALARM FLOAT.
PLAN VIEW
RISER INSULATION
NITS
2,500-GAL WASTEWATER HOLDING TANK
2" MIN INSULBOARD
INSIDE RISER
INSULATION AT TOP,
TYP
TANK RISER
2" MIN INSULBOARD
ALL SIDES OF RISER
FILL SOIL
BETWEEN
INSULBOARD
AND RISER
ORENCO FLOAT TREE BRACKET,
TYP
1" SCHED 40 PVC PIPE SPOOL,
CLAMP TO END OF 2 X 4
-STAINLESS STEEL PIPE CLAMP
W/STAINLESS HARDWARE
1.5 X 2.5 HDPE STOCK, —
RECTANGULAR; SEE NOTE 4.
3/8" STAINLESS STEEL BOLT
AND FENDER WASHER IN
REDHEAD SNH 1230 SLEEVE
ANCHOR, TYP OF 2
10 X 1" ROUND HEAD
STAINLESS (10-8) WOOD
SCREW. TYP
FLOAT TREE BRACKET MOUNTING NOTES:
1. SECURE PT 2 X 4 TO TOP OF TANK ® LID OPENING ON SAME SIDE AS EXTERIOR SPLICE BOX.
2. MOUNT FLOAT TREE BRACKET TO PT 2 X 4.
3. INSTALL FLOAT TREE AND FLOAT.
4. ATTENTION; HOPE STOCK MAY BE A LONG LEAD ITEM. CONTRACTOR TO LOCATE STOCK AND ORDER AT BEGINNING
OF PROJECT.
FLOAT TREE BRACKET SECURING DETAIL
EAGLE COUNTY LANDFILL No. Revision Date DESIGNED BY: KEC
CHURCH OWC, LLC DRAWN BY: KEC
Oil Wastewater Consultants CHECKED BY: MEQ
Onsite Wastewater Engineering -Civil Engineering WASTEWATER HOLDING TANK DATE: D4/08/2014
P.O. Box 5146, Golden, CO 80401
Voice: (720) 898-3434 Fax: (720) 898-3455 JO NO. B1017
-__ Ficlure 3 of 7
ASPHALT
3" STAINLESS STEEL
TANK RISER & LID
FEMALE CAMLOCK
LEVELING CSE
FITTING WITH DUST
PLUG
SUB -BASE
ORENCO AMAHW ALARM PANEL, TYP OF ONE EA
FOR EA TANK
IN -SITU SOIL
'
0
Alarm Panel
0
PHENOLIC ALARM PANEL LABEL GLUED TO FACE
TANK
OF ALARM PANEL. CENTER IN WIDTH OF PANEL.
orsncosystsms,nc.
MIN LABEL HEIGHT= 1", MIN TEXT HEIGHT=
5/8". TEXT STYLE= ARIAL CE BOLD. GLUE
ALARM LABEL
SHALL BE TWO-PART EPDXY RATED FOR
OUTDOOR ION
LABEL
\�/\� .
/\�•
BEYOND T EXTPSHALL BEM1/4" EA SIDE,IN
SSE
NOTE 2.
3" GALVANIZED
STEEL PIPE WITH
THREADED FITTINGS
AND ENDS
3" GALVANIZED -
STEEL 90- BEND,
TYP OF 3
NON -POTABLE WATER TANK FILL PIPE
STEEL DUST PLUG
3" STAINLESS STEEL , THREADED
FEMALE CAMLOCK FITTING. FIT TO
GALV STEEL PIPE W/PTFE TAPE
3" GALVANIZED STEEL FILL PIPE
2/0 STAINLESS STEEL SAFETY
CHAIN TO RETAIN PLUG AT FILL
PIPE. FASTEN AROUND FILL PIPE
AND PEEN END OF BOLT
it
0 0
RED LIGHT VISUAL ALARM
AUDIBLE ALARM ENUNCIATOR
PANEL CONDUIT ACCESS
ALARM PANEL NOTES:
1. FURNISH AND INSTALL ONE ALARM PANEL FOR EACH TANK.
2. LABEL FOR HOLDING TANK SHALL READ 'WASTEWATER'. LABEL FOR NON -POTABLE WATER TANK SHALL READ
'WATER'.
3. MOUNT PANEL SO MID -HEIGHT OF PANEL IS AT 5'-6" OFF THE FINISHED GRADE IN FRONT OF THE PANEL.
4. MOUNT PANELS ADJACENT TO EACH OTHER WITH MIN 6", MAX 12" SPACE BETWEEN PANELS.
ALARM PANEL DETAIL
OL
E 1"EWATER
IQ
�=:
9.6" WHITE LETTERS, TYP 9.0"
RED BACKGROUND, TYP
LABEL NOTES:
1. LABELS SHALL BE BONDED TO THE LID WITH AN EXTERIOR RATED TWO-PART EPDXY. BOND
LABELS TO LID IN ACCORDANCE WITH ALL MANUFACTURER'S INSTRUCTIONS,
RECOMMENDATIONS & GUIDELINES.
2. MIN TEXT HEIGHT SHALL BE 7/8"; CENTER ALL TEXT IN LENGTH & WIDTH OF LABEL.
3. TEXT STYLE SHALL BE ARIAL CE BOLD.
TANK LID LABELS
CHURCH OWC, LLC EAGLE COUNTY LANDFILL No. Revision Date DESIGNED BY: KEC
DRAWN BY: KEC
Onsite Wastewater Consultants CHECKED BY: MEQ
Onsite Wastewater Engineering -Civil Engineering DATE: 6410E/2014
P.O. Box 5146, Golden, CO 80401 DETAILS
Voice: (720) 898-3434 Fax: (720) 898-3455 JOB NO. B1017
Figure 4 of 7
FACE OF BUILDING
TRENCH BACKFILL
j
?X////\\/\\/\\
/
\
/
4" PVC RISER W/CAP
2" X 24" HIGH DENSITY
FOAM INSULATION
�.,..>.,•'.: .:;;,
,.. :.
2.0t'
PVC PIPE
c^."=..'.`..
.+•:;=0"'"aU,:,:
.aR:;i,ti?�:.
. �: r: �� :
� FINISHED GRADE
1/2" MINUS
o=r:x,.•.;:'';
:,o°.::c?:
GRANULAR BACKFILL
•
FOUNDATION STRUCTURE \/`C/ \/\/\/\
SHOWN
INSULATION ZONE OF
IS ASSUMED. \. 0
�\\ \ \
PROTECTION
INSTALLER SHALL FIELD VERIFY � z
4" PVC PIPE
5
� \
DURING CONSTRUCTION
PIPE TRENCH BOTTOM
a;': w
—4" PVC 45' BEND
NOTES:
N
1. CENTER WIDTH OF INSULBOARD OVER CROWN OF PIPE
2. COMPACT BEDDING TO BOTTOM OF PIPE
ELEVATION
BEFORE PLACING PIPE.
FLOW
3. FURNISH AND INSTALL MIN 3" OF BEDDING
BELOW
ALT FOUNDATION STRUCTURE 4" PVC WYE
BOTTOM OF PIPE.
SHOWN IS ASSUMED. IT
4. ZONE OF PROTECTION IS APPROXIMATE
FOR AVERAGE
ASSUMES FDN WALL a''• 4" SCHED 40 PVC
WINTER FROST PENETRATION.
PENETRATION W/PIPE SERVICE PIPE
COUPLING, SEE NOTE 5
UNPAVED AREAS PAVED AREAS
NOTES:
MATCH EXIST AC PVMT
1.
MIN DEPTH OF BURY SHALL BE IN ACCORDANCE WITH COUNTY BUILDING DEPARTMENT REGULATIONS TO PREVENT FREEZING OF
PIPE.
MATCH EXIST
SAW CUT ASPHALT ONLY.
2.
FOR ALL SITUATIONS WHERE THE MIN PIPE BURY DEPTH PER COUNTY REQUIREMENTS CANNOT BE MET, A MIN OF 1" OF HIGH
DENSITY
GRADE
NO OTHER TYPE CUT
CLOSED CELL FOAM INSULATION CAN BE SUBSTITUTED FOR EA 12" OF SOIL COVER THAT IS LACKING. A MIN OF 2" OF FOAM
INSULBOARD
0 0 ° °
O
SHALL BE REQUIRED. STYROFOAM BEAD BOARD IS NOT ACCEPTABLE.
o°
,o
MATCH EXIST LEVELING
3.
CLEANOUT RISER IN HOPE VAULT SHOWN IS OPTIONAL. ALTERNATE IS TO EXTEND CLEANOUT MIN 18" ABOVE FINISHED GRADE
AND CAP. SE
UNCLASS. FILL/ °p 0 ° ° p
COURSE.
ALTERNATE RISER & CAP DETAIL ABOVE.
°
BACKFILL 0 p°
4.
CLEANOUT RISER SHALL BE HIGH DENSITY POLYETHYLENE.
0 0 00
MATCH EXIST SUB —BASE
5.
FURNISH & INSTALL (F&I) AN APPROVED TRANSITION COUPLING BETWEEN BUILDING WASTEWATER PIPING AND BUILDING SEWER
TO TANK.
O 0 0
o
6.
FOR AREAS SUBJECT TO TRAFFIC OVER CLEANOUT, F&I A CAST OR DUCTILE IRON, TRAFFIC RATED FRAME & LID.
0 ° °
O °O °
.0'P° p
SLOPE PER OSHA
0
REQUIREMENTS
SEE NOTES 4 & 5
BUILDING SEWER CLEANOUT
00
°0
NON —FROST SUSCEPTIBLE
._
FILL/BACKFILL
NTS
BEDDING MAT'L; TYP 6" ALL
SIDES PIPE
BUILDING SEWER/DISCHARGE PIPE SECTION
NTS
TRENCH NOTES:
1. PLACE & COMPACT BEDDING MATERIAL TO BOTTOM OF PIPE ELEVATION BEFORE INSTALLING PIPE.
2. BEDDING SHALL BE IN PLACE, COMPACTED & PIPE INSTALLED AT TIME OF COWC INSTALLATION OBSERVATION.
3. BURY DEPTH MEANS DISTANCE FROM FINISHED GRADE TO THE PIPE CROWN.
4. FOR ALL SITUATIONS WHERE THE MIN PIPE BURY DEPTH PER COUNTY REQUIREMENTS CANNOT BE MET, A
MIN OF 1" OF HIGH DENSITY CLOSED CELL FOAM INSULATION CAN BE SUBSTITUTED FOR EA 12" OF SOIL
COVER THAT IS LACKING. A MIN OF 2" OF FOAM INSULBOARD SHALL BE REQUIRED. STYROFOAM BEAD BOARD
IS NOT ACCEPTABLE.
5. MINIMUM INSULATION WIDTH IS 24", CENTERED OVER CROWN OF PIPE.
6. ALL COMPACTION SHALL BE IN ACCORDANCE WITH ASTM D-698. COMPACT FILL & BACKFILL OUTSIDE RIGHT
OF WAY TO MIN 90% MAX DRY DENSITY. COMPACT FILL & BACKFILL INSIDE RIGHT OF WAY TO MIN 95% MAX
DRY DENSITY.
CHURCH OWC, LLC
Onsite Wastewater Consultants
Onsite Wastewater Engineering -Civil Engineering
P.O. Box 5146, Golden, CO 80401
Voice: (720) 898-3434 Fax: (720) 898-3455
EAGLE COUNTY LANDFILL
CAP DEPTH, TYP
PVC CAP
\ SAW CUT, TYP
PVC CLEANOUT, VENT,
OR OBSERVATION PORTS
RISER PIPE CAP NOTES:
1. SAW CUT THE TOP OF THE PIPE THE DEPTH OF THE CAP, ON THE
QUADRANTS OF THE PIPE TO ALLOW EASE OF CAP REMOVAL IN THE FUTURE.
2. DETAIL APPLIES TO ALL OBSERVATION PORTS AND RISER PIPES
VENT AND CLEANOUT CAP
NTS
TRENCH, PIPE CAP AND CLEANOUT DETAILS
No. Revision Date DESIGNED BY: KEC
DRAWN BY: KEC
CHECKED BY: MEQ
DATE: 04/05/2014
JOB NO. B1017
Fiaure 5 of 7
SYSTEM 140TES:
1. INSTALLATIONS OF ALL MATERIALS AND EQUIPMENT FOR THE WATER TANK AND THE WASTEWATER HOLDING TANK SHALL
BE IN ACCORDANCE WITH THE REQUIREMENTS OF EAGLE COUNTY DEPARTMENT OF HEALTH, THE EAGLE COUNTY PUBLIC
WORKS DEPARTMENT AND THE STATE OF COLORADO STANDARD SPECIFICATIONS FOR ROAD AND BRIDGE CONSTRUCTION.
WHERE CONFLICTS ARISE, THE MORE STRINGENT CODE SHALL APPLY.
2. INSTALLATION CONTRACTOR SHALL HAVE A COPY OF THE PLANS AND REPORT AVAILABLE FOR REVIEW AT THE JOB SITE
AT ALL TIMES.
3. THE CONTRACTOR SHALL BE RESPONSIBLE FOR VERIFYING THE LOCATION AND DEPTH OF ALL EXISTING UTILITIES,
INCLUDING ANY UTILITIES NOT SHOWN ON THE DRAWINGS PRIOR TO EXCAVATION. WHEN WORKING NEAR EXISTING
UTILTTIES, THE CONTRACTOR SHALL EXERCISE SUFFICIENT CARE TO PREVENT DAMAGE TO THE UTILITY IN THE EVENT
THAT THE INFORMATION SHOWN ON THE DRAWINGS DOES NOT REFLECT ACTUAL FIELD CONDITIONS. ALL COSTS TO BE
INCLUDED IN THE WORK AND BID.
4. THE CONTRACTOR SHALL VERIFY ALL DIMENSIONS, LINES, LEVELS, SETBACKS, MATERIALS, ETC. PRIOR TO START OF
CONSTRUCTION AND SHALL NOTIFY THE ENGINEER IN WRITING OF ANY DISCREPANCIES FOUND. ALL COSTS TO BE
INCLUDED IN THE WORK AND BID.
5. THE CONTRACTOR SHALL HAVE PRIOR EXPERIENCE IN THE CONSTRUCTION OF WATER AND WASTEWATER FACILITIES OF
THE NATURE SHOWN IN THE PLAN SET.
6. CONTRACTOR(S) SHALL EMPLOY SKILLED LABOR AND BEST CONSTRUCTION PRACTICES INVOLVED IN CONSTRUCTING THIS
FACILITY.
7. LOCAL PLUMBING AND ELECTRICAL CODES AND THE COUNTY GUIDELINES FOR ISDS (LATEST REVISION) SHALL BE MET
BY THE CONTRACTOR AS APPLICABLE FOR THIS PROJECT.
8. ALL DETAILS DESIGNATED AS "TYPICAL DETAILS" APPLY GENERALLY TO THE DRAWINGS IN ALL AREAS WHERE CONDITIONS
ARE SIMILAR TO THOSE SHOWN IN THESE DRAWINGS, UNLESS NOTED OTHERWISE.
9. DESIGN ENGINEER'S APPROVAL SHALL BE SECURED FOR ALL CHANGES TO THESE PLANS. ANY MODIFICATIONS MADE
WITHOUT THE WRITTEN APPROVAL OF THE DESIGN ENGINEER SHALL BE SOLELY THE RESPONSIBILITY OF THE PERSON(S)
MAKING THE CHANGE.
10. IMMEDIATELY NOTIFY THE ENGINEER IF, DURING CONSTRUCTION, A CONDITION WHICH IS NOT COVERED BY THESE
DRAWINGS IS DISCOVERED.
11. FINISH CONTOURS OR SPOT ELEVATIONS ARE SHOWN. LOCATION ADJUSTMENTS MAY BE NECESSARY TO ACHIEVE THE
DESIGN INTENT WITH THE WRITTEN APPROVAL OF THE DESIGN ENGINEER.
12. ALL MATERIALS AND WORKMANSHIP SHALL CONFORM TO COUNTY AND STATE OF COLORADO REGULATIONS.
13. UNLESS OTHERWISE DIRECTED, THE CONTRACTOR SHALL BE RESPONSIBLE FOR REMOVING AND REINSTALLING ANY
EXISTING SIGNS, STRUCTURES, FENCES, ETC., ENCOUNTERED ON THE JOB AND RESTORING THEM TO ORIGINAL
CONDITION. ALL COSTS TO BE INCLUDED IN THE WORK AND BID.
14. IT IS THE CONTRACTORS RESPONSIBILITY TO UNDERTAKE A THOROUGH SITE INSPECTION PRIOR TO CONSTRUCTION,
INCLUDING EXCAVATIONS TO ACCESS THE DEPTH TO GROUND WATER AND DEPTH OF EXISTING UTILITIES, AND ANY
LABORATORY SOIL TESTS FOR IMPORT MATERIALS. ALL COSTS TO BE INCLUDED IN THE WORK AND BID.
APPLICABLE CODES & STANDARDS
AMERICAN SOCIETY OF TESTING AND MATERIALS (ASTM)
UNIFORM PLUMBING CODE - CURRENT EDITION (UPC)
UNIFORM BUILDING CODE - CURRENT EDITION (UBC)
NATIONAL ELECTRIC CODE - CURRENT EDITION (NEC)
AMERICAN CONCRETE INSTITUTE - CURRENT EDITION (ACI)
CONCRETE STEEL REINFORCING INSTITUTE - CURRENT EDITION (CRSI)
APPLICABLE CODES & STANDARDS, CONT
STATE OF COLORADO WASTEWATER TREATMENT FACILITY DESIGN GUIDELINES - CURRENT REGULATIONS (CDPHE)
STATE OF COLORADO INDUSTRIAL SEWAGE DISPOSAL SYSTEM GUIDELINES -CURRENT REGULATIONS (CDPHE)
SITE PREPARATION
15. STRIP ALL TOPSOIL AS REQUIRED IN AREAS OF CONSTRUCTION AND STOCKPILE.
16. ADEQUATE SURVEYING METHODS SHALL BE USED TO LAYOUT THE ENTIRE TANKS SYSTEM, CHECKING FOR SETBACK
COMPLIANCE, ELEVATION AND HORIZONTAL CONFLICTS, AS WELL AS UTILITIES PRIOR TO CONSTRUCTION.
17. PROTECT SURROUNDING STRUCTURES, VEGETATION, AND UTILITIES AS NECESSARY TO ELIMINATE DAMAGE FROM
CONSTRUCTION ACTIVITIES.
CHURCH OWC, LLC
Onsite Wastewater Consultants
Onsite Wastewater Engineering -Civil Engineering
P.O. Box 5146, Golden, CO 80401
Voice: (720) 898-3434 Fax: (720) 898-3455
EAGLE COUNTY LANDFILL
NOTES
SITE EXCAVATION
18. THE SIDES OF ALL SOIL EXCAVATIONS DEEPER THAN FOUR FEET SHALL BE IN ACCORDANCE WITH APPLICABLE OSHA
GUIDELINES. THE ENGINEER MAY PROVIDE SLOPE RECOMMENDATIONS IF REQUESTED.
19. CONTRACTOR SHALL COMPLY WITH ALL OCCUPATIONAL SAFETY AND HEALTH ADMINISTRATION (OSHA) STANDARDS FOR
TRENCH EXCAVATION SAFETY.
20. IF GROUNDWATER IS ENCOUNTERED NOTIFY THE ENGINEER IMMEDIATELY.
21. THE BOTTOM OF ALL EXCAVATIONS (FOR TANKS) SHALL BE LEVEL WITH NO DEPRESSIONS GREATER THAN 1/2 INCHES
IN DEPTH.
22. PLACE CLEAN 3/4-INCH GRAVEL AS NECESSARY TO OBTAIN A STABLE AND LEVEL EXCAVATION BOTTOM, PRIOR TO
PLACING BEDDING MATERIAL. IT IS THE CONTRACTORS RESPONSIBILITY TO MAINTAIN A DRY EXCAVATION. DEWATERING
AND DRYING TIME SHALL BE INCLUDED IN THE COST OF WORK AND IN THE BID.
FILL PLACEMENT
23. FILL SHALL BE PLACED AS NOTED ON PLAN SET:
A. GRAVEL LEVELING AND BEDDING FILL- PLACE FILL TO DEPTH SHOWN ON PLANS IN MAXIMUM 12-INCH THICK
LIFTS. GRAVEL FILL IS TO BE COMPACTED WITH A VIBRATORY PLATE COMPACTOR WITH SEVERAL PASSES OF THE
COMPACTOR PER LIFT BEING PERFORMED. GRAVEL AND BEDDING FILLS SHALL BE COMPACTED TO 90% OF THE
RELATIVE DENSITY (ASTM D 4253 and D 4254).
B. TRENCH BACKFILL SHALL BE COMPACTED TO AT LEAST 95% OF THE STANDARD PROCTOR MAXIMUM DRY DENSITY
(ASTM D 698). FILL PACED BENEATH STRUCTURES TO BE COMPACTED AS SPECIFIED.
24. ALL IMPORTED FILL, AS NECESSARY, SHALL BE APPROVED BY THE DESIGN ENGINEER. THE CONTRACTOR SHALL
SUBMIT TO THE ENGINEER CURRENT GRADATIONS FOR IMPORTED MATERIALS PRIOR TO DELIVERY OF MATERIAL TO
THE JOB SITE. FILLS WITH SPECIFIED COMPACTION SHALL BE TESTED FOR IN -PLACE DENSITY AND MOISTURE
CONTENT. TESTING RESULTS TO BE PROVIDED TO THE OWNER AND ENGINEER. COST OF TESTING TO BE INCLUDED
WITH THE WORK AND THE BID. COMPACTION TESTS SHALL BE TAKEN IN EACH LIFT OF BACKFILL FOR EACH
50-FEET OF TRENCH AND ON OPPOSITE SIDES OF THE TANK, ALTERNATING EACH LIFT. COMPACTION TESTING SHALL
BE CONDUCTED BY AN INDEPENDENT SOILS TESTING LABORATORY. CONTRACTOR SHALL NOTIFY THE DESIGN
ENGINEER, BEFORE COMMENCING WORK ON THE WATER AND WASTEWATER TANK SYSTEMS, OF THE NAME AND
CONTACT INFORMATION FOR THE SOILS TESTING LAB. THE LABORATORY SHALL COPY THE DESIGN ENGINEER ON ALL
SOILS TESTING RESULTS, INCLUDING GRADATIONS, PROCTORS AND SOIL DENSITY TESTS DIRECTLY.
FINISH GRADING
25. FINISH GRADING SHALL BE UNDERTAKEN ON ALL AREAS DISTURBED BY CONSTRUCTION ACTIVITIES, AND AS NOTED ON
THE PLANS.
26. PROTECTION: TANKS AND TRENCH AREA SHALL BE PROTECTED TO PREVENT DAMAGE FROM CONSTRUCTION TRAFFIC.
PIPING
27. ALL PIPE SHALL BE SCH 40 PVC TYPE 1, SOLVENT CEMENT JOINT. THREADED JOINTS ARE REQUIRED AS NOTED
ON PLANS. THREADED APPURTENANCES SHALL BE MADE WITH SCH 40 FITTINGS.
28. ALL PIPE AND FITTINGS SHALL BE IN ACCORDANCE WITH THE UPC AND LOCAL CODES. ALL JOINTS AND
CONNECTIONS SHALL BE CUT PERPENDICULAR TO FLOW LINE, TRIMMED, PRIMED, AND SOLVENT WELDED.
29. PIPE GRADE SHALL BE AS SHOWN ON THE PLANS, BUT IN NO CASE LESS THAN 1.0 PERCENT (MINIMUM) FOR
PUMPED WATER PIPES AND 2% (MINIMUM) FOR GRAVITY FLOW PIPES.
30. PIPING IN NON -TRAFFIC AREAS CAN BE BEDDED IN NATIVE MATERIAL PENDING APPROVAL BY THE DESIGN ENGINEER.
BEDDING SHALL BE OF MATERIAL APPROVED BY THE ENGINEER. PIPE BEDDING IN TRAFFIC AREAS SHALL CONFORM
TO ASTM C-33 SIZE 67.
31. ALL PIPE TRENCHES IN NON -TRAFFIC AREAS SHALL BE COMPACTED TO A MINIMUM OF 85% OF THE STANDARD
PROCTOR MAXIMUM DRY DENSITY (ASTM D 698). TRENCH AREAS SUBJECT TO VEHICLE TRAFFIC SHALL BE
COMPACTED TO 95% STANDARD PROCTOR MAXIMUM DRY DENSITY.
Revision
BY: KEC
ID BY: MEQ
04/05/2014
JOB NO. B1017
Figure 6 of 7
TANKS
32. BELOW GROUND CONCRETE TANKS SHALL BE CONSTRUCTED OF REINFORCED CONCRETE AND BE RATED TO SUPPORT
400 PSF FOR NON —TRAFFIC AREAS OR BE RATED FOR AASHTO HS-20 TRAFFIC LOADING IN AREAS TO RECEIVE
VEHICLE TRAFFIC.
33. ALL NEW CONCRETE TANKS AND BASINS SHALL BE WATERTIGHT AND HAVE 24 TO 30—INCH DIAMETER ACCESS PORTS
(MIN)
OR AS NOTED ON THE PLANS.
34. CONCRETE ACCESS RISERS AND CAST IRON LIDS SHALL BE PROVIDED FOR PUMPING BASIN AND TANKS INSTALLED IN
TRAFFIC AREAS. RISERS AND LIDS MUST BE RATED FOR AASHTO HS-20 TRAFFIC LOADS AND BE WATERTIGHT. PVC
RISERS AND FIBERGLASS LIDS ARE SUITABLE FOR NON —TRAFFIC AREAS.
35. ALL NEW CONCRETE TANKS SHALL UNDERGO FIELD TESTING FOR WATER TIGHTNESS AFTER INLET/OUTLET PIPES AND
RISERS HAVE BEEN INSTALLED, CONSISTING OF: FILLING EACH TANK TO 1" ABOVE TOP OF TANK LID WITH WATER OR
BY VACUUM TESTING. THE WATER SHALL STAND A MINIMUM OF 4—HOURS, AND THEN THE TANK SHALL BE REFILLED TO
THE INITIAL LEVEL. THE WATER LEVEL WILL BE CHECKED TO DETERMINE WATER TIGHTNESS ONE —HOUR AFTER THE
SECOND FILLING. THIS TEST SHALL BE PERFORMED PRIOR TO PLACING BACKFILL AROUND EACH NEW TANK. NEW
TANK(S) FAILING THIS TEST WILL BE REJECTED BY THE DESIGN ENGINEER, AND SHALL BE REPLACED AT NO ADDITIONAL
EXPENSE TO THE OWNER OR ENGINEER. THE REJECTED TANK(S) SHALL BE REMOVED FROM THE OWNERS PROPERTY.
ALTERNATIVE MEANS OF WATERTIGHTNESS TESTING ARE ACCEPTABLE IF APPROVED, IN WRITING, BY THE DESIGN
ENGINEER, PRIOR TO BEGINNING ANY TESTING.
36. ALL RISERS SHALL EXTEND TO MIN 1" ABOVE THE FINISHED GRADE SURFACE.
37. ALL RISERS & LIDS INSTALLED IN NON —TRAFFIC AREAS SHALL BE ONE—PIECE, RIBBED PVC RISERS W/SCREW
FASTENED FIBERGLASS LIDS.
38. FURNISH AND INSTALL A PHENOLIC LABEL ON EACH LID AS INDICATED. INSTALL LABELS TO THE APPROPRIATE TANK
LIDS.
ALARM SYSTEMS
39. THE CONTROL SYSTEM SHOWN ON THE PLANS SHALL INCLUDE ALL CONTROL PANELS, FLOAT CONTROLS, ALARMS,
VENTS, CONTROL WIRING, PULL CABLE, PIPING, AND APPURTENANCES. OTHER ELEMENTS INCLUDE CONDUIT POWER
SUPPLY, AND CONNECTION TO CONTROL PANEL. ALL ELECTRICAL CONNECTIONS SHALL BE PERFORMED BY A LICENSED
ELECTRICIAN.
40. PRIOR TO ACCEPTANCE THE ALARM SYSTEMS MUST BE TESTED AND SHOWN TO BE FULLY OPERATIONAL AND APPROVED
BY A REPRESENTATIVE OF THE DESIGN ENGINEER.
CHURCH OWC, LLC
Onsite Wastewater Consultants
Onsite Wastewater Engineering -Civil Engineering
P.O. Box 5146, Golden, CO 80401
Voice: (720) 898-3434 Fax: (720) 898-3455
EAGLE COUNTY LANDFILL
NOTES, CONTINUED
Revision
BY: KEC
D BY: MEQ
04/05/2014
JOB NO. B1017
7 of 7
RrBBn1 RW
.PIEbWL Pit
-1-PIIR RC 1111mN r
m wrm�ewa
)w mwE
-12E• BCO Wlfd MPE W-sN wRRB1
B•
rwTc Mro xm FRPYM xNB
-1WIK r14PiCR (GSr im)
IW9lE A'r
. . 1®. xnbR ABfA4 R4 PLUE
vAmm BmtNvxc N mGmv
• $fEBBERA 04R,P W
PSPISDI k mLOPM
PIMR.
/3- -{ BSI
-V/!RT Mli]
ie ER I
PEW. sm xmEC
.ntv �
FMIAF Eo+0E5RrEE mMm
x £II.�PJSMB06'fQA9'
f. FlLIER GRIRh'E 4W1, wIE i OF aErro M
z Im arm nuav nBt 4uLL a N.ThNR IN. 1ox RI. RBRE p4•m
1 r�enE TLN Ilox ePMIRr m RaIBc m TLW MTuem wrznBx R aKnvx wuF vARnr wnx Iw z 1//• sMUREa
R]Em AM EONWs x+M sTure� MOB4
O P PI Ears.
/. w VNA£ EF F BE IRNm SIAl6 PUSIM CD' I iu• uW6 1. M D®wl Ext01M HTRCIm EOtVL
I.
SET BONS] ar mm VN.K ]• /80.'E BCR IS VNILr.
B. BC1mY OF BpIWE Pw&V.of OxWi Rrt p! B IA gTNM.
]. M XEN NOt6 W WAOY OE OIONBE RIW WELT R I£RL CF IbM WARR N.Vd rIML ISN IAI. 5%W.
WRN1C ICIID. BE M m PRO.mE A Su0t111 0.'IR( Nf IN2 1• ]111P/fL /Np MK hE WROY CF BBIIN .E NE flMT
ryrfR
MMmFURR e]avnncx.
B. 10N CWMOCE xpClR 9VLL BE aa'.
2m0d0. B]ONPoTAOLE WATER TANK
vmm k W xmm:
A rWi WPR Mot /IIrPS. SCi nN b' rxNlC ARu 06CW F . M Cr I- CR
C0xG9flE NA TLMJG iRi U101%tOhD AVCK, 4i 10P Cr AWK r ABVh
SJMWNDAR. rw T.
C, m RBER 51R ME RWS R m . le R.CI,D MBOE rRW WC Nn ORr
OM SRYNN
P.t RSE. , . ER I.1 IiV^ 101 ,s fAWWME BEMFIIi IT E O. D GX1
Or RL WtR, N0 B. IS E, I. BCtICi R E a1C Is sR.41Cx D. mt
9E1NSN RllIG P!A B. 6 ER -1 I. e66.Y MO or , F
E.
P.t R6m RXRAI ro ROMO OHE-PR£ W8m ripY Iffi Cr saurWlfM ro fNYL
M9 In FOR 1WEI1 nbIl11CS R BE RARE
nM0119i AV1C AMCS IAE uHP ..W. IRCLL
CCUPoNINI 4WL K RARE wIERIRRR MIN FNI-NERIX mW.TEIE
]pwr ErN. an BEww BA4Mim rvmmm mart
wr �
10 ,0 .
BROWSE
MNWp RrAL
nP
PKKnDIA'b FiR12Im 110 Wn• IBm
wRVIAIwN: vart Ben uB. rm
runt Avolme
m E
S
AXmxa PVDE
\
P.0 COIAIIR m
m W , W/
\/
WMRK PINEt
O'mOtN /REEBAREMBED
T
I➢NfY.£
'w...
D 0 E 1• RJIX101(10-
WF. BI NIRGT fIo-OJ xnoB
,
x FRO
wz u• eBAw WSBE G W
RmIIFiO 9ml ,ZIO uex
UM EM
uxWOA RIP m a
/\
/'
RMi ixm BMIfEf
Mi,xfE BRIpa IsKK
\/
IA11ID IML
.Nml➢RORfM)
1..0 MR WITµo m CMNWO OR SAME ID0E E. ExRImA >axCE
MEi m: `/`
\ ` CKi
S. 1 ARTIER IER. Pia.k
UM
S.ILYPMI®NIG]mWw 6
4NC
6 AnFHM1aII: x0R sIOIX wr A mxt 1}'M nF11. eoxM+GIOR m ICCOC s1IXM /NO
OMFI! R 6ftlIXNC p PPOImi.
``�\/
Y/
.0 I�W-sml w,mw.
]iWT1F�9ULBYTEETIl
XOIMNB WIX Ig16
I. ILIWNIE iM9( [CINNMTONS KE P06IDIE MM HWP Mfinm IPMIB41 CF R9W mp1LlA.
z Amx ninB LL\EL nwr .slwl eE sEr ro A^.INNE R ]4e aF II6RE xo4R BE TPMc eornmmpn 4uu weft e�E
TMM INmR Nm SEUO 0®.N' BlaJ1m1 A FR xgIG1BR IEWtR BBCA[ $Ei1WWf. iWN WAIFA /!NM ABV.
iaauMlw E'NA] FgLmgTMK
uRO cwpDRlm v Irm rPRXf wNlaMunEA
W n¢ mGrRN m PENBRVE
MOO 4qY I. IYRi AT IYx 1[ Mt S-FTEL Yw 4LPE NFRFMm IS 1S AWAY iRW VMI.
511COMK PNWI m flIGW @fDAXR. WIB'ILf BmBxC m bN BSx 1V% 0.Pf C[NSAY.
AWIRW ARMAD M W KCOPWICF W/ ARC ISOMMI(S m FnRA W A 5'iC NWORS BMORS, IBP YNWlp6
RA91E ONNV➢C /Ot TAVX. 0.9IX4VAR NL ERR t nND1fB AWL BYXBLWn/V• iBIA SW0. SVO 9W1 fVA£ INN SE.
IIIICIC+ FAffi®IB nS N] 4fl£ m MICIR. COYP/Cr m wN a5x wX prr OmCRY CBORE Fv/811e 6➢Wp w1tAVL
B6irLL A SPMAm NMu 4WCIAT W TS 8WF GtNIM. PAVE AFOR
RR EIOI KUSI fIMT.
BRin1. 10N I-ORROSSIRE Or NRH WNii(. O04D C61 FYSII YIOIA/.nOX V Wm R'SW IRA . B rRE . RE ALL IASM OF ROVER.
W Rmlclm,Mv MIC Bamlenon/nArswamN rRPum m AL. PBR1R Mime iFt BEAR. ro ARIE B Ww'Aim.
PM OF &IM FlB NE iA1B6 4W1 BE ]A• iR04 FlXONm GUOE m T£ 1T CF TK TNM W. Ndffi. OAk2ASE r3Rl WI® DY
BIdNEFR
0
WY'POEAtiE WAIBM TAN<FRJ.PI'E
vTAW1AS Slm. p6! PWC
]• srrRD]ss s'IEa . nRPram
cxw BCn.mrmW6Im T m
wB
a- mu o WIPm MR
i ]• EAWN16B9 RCFL AL PIPE
'-a/. SrMRL^ sim svnr
I'f, ji W m REL1N PWC R FILL
\D MEDI E O OF IMOT nPi
� NB rEm Mn or Bxi
WASTE TER WATER
Or wretE LLiRT4 Tv 0.0-
Rm WCNMOtNO. M
vRa xmm
I. VBB.i shWL BC BOIflIN m NE u0 Mml /N G1WS1 I4.lm TAn-PMi EPSr CpNO.
VBfm ro W W AapRw«E wnx ru uawPMNm'E B¢iMmnmlE
RmObImMMtB ! CNCBAI6.
1 uw FOR IA%M aval BE r/e�: cmlm NL IEn w Imcm k wmx EY I/HB.
]. Tar sriN ARSE eE ]Avz ¢ mm.
TNKLDIAffiS
Pµq TN CP 01£ G
NMu PAMS. NOIES:
1. MNLLSx!NO ORTDLL pK.. WR PMI TNBC
Y VHR.ERR INIBwO . $ MAB VAFM ARN.. iM .-PmP➢IE .....
ILVm'.
1 MR. PAZ SO M-RROMR W PNIR IS AT T-C CrT 0... ROME W F%IM M ]I¢ PN
a. ... FM,MIAGpIr m S. GORIER . 1@I B•. PAC Ia• SMIES BE1fiM1iEN ...
HM Mb NC WASTfARA IYAMNC ➢JB( 441E µO11W1 SCOIN 0] im,Hic NN wiFAWS (A.TI)
NABORS FOR FEAR TS IM IM LWMf PIIBYC NM10R4 PWYGIC W0E-CIBWBR mRiCN (uR)
!iW1016 AN1 R'YA /t10 WCCE mN41PolCMN. WRWW CNRCiWi CWF-NMRPi mOBN )
wroME EfmTRE mx - NRRBFr mRBIR xEc)
..LE MR REVIW AT 1NE.b8 91C KRNVRR IyWFFIE N61M2 - CNIDOIIr mRpN
NKIEiE 51®. AIFL'IFORCPIS 9611MF - NRMIIr mRpN (4CRf"
AINR.l PA1B.OE]AL
ALL AKdFIrt
ro
MAR
A6pt M,E GP REM
L YSM M nR 1tM CF NE ISE IK CQTI K NE W. bl TE
BEMBL $ CF NE P&E m NllM ERSRBE tw R ER W NE AnME
z OEmE APPN6 ro NL BBBAMnvM wRm uM w;Ex mm
VE}!T AND CR FANCtR CAP
MR
\
w1a REST K viR
wMx BmT
pRmE
aw' M Kvxur aar.
MOm ITEM
wmR msr IIBNNM
Yo'
. o
mvleF.
.,
A wrLx E04r aR-wiE
4I N6RS a&
�--BFDWK WYY nP B' ALL
9DES PAC
OYWm FPE
BULDWG MNEFII BOW40E PPE BEC"
NIS
1. PL 0RS
PV[B. N BE " w1FRV% BB BOnO C OF RPC DIVRIORDRE BOBRC MIW1110 PPE
2 BmYO AWL ®E W PUCE .. A PPE ME ..R ERE Or COAC MRWM1MN OBSf1NAMNt
wMY W1D11@]l6 BEW
"REBE' S M FFE Q EC m TIE OR Y
BF ' v RON Remur RIC 0 PIPE MH MPIII Pm . ME PIDImLOTv .. , Y ,Cr. A
ILN W 1• q ItAB BS.A R OF COLL @W WONDERED GM R F RSR M Sm mfl G la' OEM
tlhW nW P VLRIq. A Yw OF r 0r ImL B6LmX'B sIW10C RCOInm. 4YIWC.41 BU➢ BbJ1D
BE ARIE SO SII
B. SIMILAR OR OC. B BM OmXfl OF MC
B.
"=MnoNmw RIBM MOM
W WR m IN L6G06G 4VXO11' BFN91Y. CWPKT fLL t BB.GWIIL 11C®C RWir W�WR m W195x WS
-F. CF tl9OM0
P.0 164.v v/GP
Z
we PPE '
PC MS BBY
PF BAE
IMMO M0 M
EMAVOR 5M xME S
1. wn OBAN aF R1tY 9Wl OF w AGONMM MEN FOR OR`F` KPMNFNi`AMMF BE T. APMRABRI..iI- ES, CF PPE
1 ERR BIBBED
311 FOR
MIEPEON IW PPCOMM RIE,F PEA BNNIEf Rm119NN1115 . k CC W. A 4N G' 1' (Y IBOI OBLTIY
CIL9m CCL AYN wSNAgN CAN Bf 91CSI1Mm Itl! FA lY M 50L Em9t TNi 6 BE MET.
A WN IX 2' CT @W C4NO6'AC
SINLL BE FOODS W HERB V"T NM W VAD w RAL KCfPNBIE
S.
BIWM Rim W AF VN$T 41c'M1 Is ATM+., µIfONAh 15 m ERMINE CIEINBJi bN 1C .VCK A191m OV➢E BM W. SE
ALmOUIE x®1 k OV O MER, M.
ME O,I] W S1V11 BE MBI OMC VMF]MR NE
O. flIPNTI k W0rN1 (rtl) µ MPR0V01R/J1911p1 NJPJNG BROM OSIER. W.V^IflMTA P@NC.. BIADBIG SEtlm m Tltb.
0. FOR rAW EERROB m 111I]AC P4ft 6WI41L rN A CAS} m dImOE WOL iR/lAC MIFB AVLE k IR
BL%-D ]� CLEANCW
Nx6 IRS,
. OBDY RMM B CCVL9EIE . H NE Cb6m. CF . WRBZIE AVC CE . m R Rr
NC BMMRICS Wp IRE NnLCf K FlCIBmWNWmM. rj1 �15 m BC
O]AIE BF WE014DO WJRWATA 1RWMBn E. BCX. QlNc,,m - CVNBEM NmIMNN6 ( Ef
oEN4](f 41Y 0 aW). ru P/® eBRRN BRWLIVIRS m BE COYWGim As SPUEIfF➢. ____ _...
S OE Br W ,xv,, S MSSIM, SMKE BOMRV. EMm BABi]w Rrmr mRMxmEN5 C®
]0. NL p@OBEm m1. At XE494M. SM1L BE AFpgBVF➢ B! Ti$ 0®C!1 mCWOE TE COIAPIiMR SIVL
pim®DIW. IINR NwS. SEmmF$ w.RAY15. EIC PBM m 5]N(r IX
BRE PR,,W4RM
4NYR m TIC m4Nm1 CMRGT cNMn01A ERN ONdRm wTJflU3 %COP m OCNmY M wMAt
•YESIm
nff: ENCWF}A W ROWING OF AYr MxREPNKl6 mIW0. AN M015 M ax
m NE m SIZE FRIO X]M SVPAONN 5141E BE . FOR W-PGSE BBm1Y IJW Y06Mi'
OENTEM. FEEENN RE9An M BE PRIMMER ro IRE Amur AMC mONDc CO.i ar RmI¢ m eE
B mPEEBKE BI TIE CO MIBIE00.V M WARR µ0 BARORMBR W. 0r
15. SFIM FLL mPRI AS PFONBm w A9G3 OP BOMMO OOR NR SIWPCE
WBIIXm MIM IRE MNW YM ERE BB, COWAORION MIMS SIWI BE ]Ry1 W EMIR ,YT m' MISTLL FOR
ECE
1B. DDfOWIE SVM4TNC YEDW6b 9WL BE IYTD m UWBE Tff BRR[ SWMM Sf"Im. ORMNC Fq1 HIRKK
FMII EO-FmT OF 1PmCN Nip oN pPFpBIE Spur CI NC LHIX. /UmINN1G BII BFE mIRKMfI
11ID VDM NIB BmT GrMa WUmWN PNCME KAtYID W CINIEIMICiwB TITS
CBYPWNLf^ REYAnON NA NBAOpM.LL Cd01Kt5. K R91 K VMm6 PROR m rhlSlWlTp11.
n. PRnmf A1101WiIWlc smIM:IBx6. MtBNbII. NIp YIRABS K xOZF M ro 61YBIAIE nYID£ ME.
THE R E 9WL RM ER. BY µ CYpplOgt Sm31. INpMIMT. C®NNGIpR 51N. .
NE CmSX EI1Wh➢i. BnORE fAYYWRIc MgIX IXl RE WARD N0 WST1gTn ]NK sKRYi or nE
NO NE CObRIY gmOwFS i0R ®5 iIA1C+F PSV.SIBN) sWLL W IEi
WXST0.xlTON KTh1RC.
NWE INO eOxBCE wfPwTON ERR Tff SOiS imTxp IAB. T4 RµOMmM RWt COPr TZ CmIM
CN N]=B]=RSIWB WAA15. IfRWOBIB NUG1MNf. PflCGfg6 NIB 506 CRRSIIY 161R
E.
FBR TS FlwRLL
LL OBKS• MRY pm RS TM .BALL MBS mB2 COxpRW3
4R IXGYYRN
RY�ILY.
MB
RRS dUWJiC3. NRffi Mplm gH[M.EE
RRISE,
IP. TR 9p6 M NI SOL QLW TNP MIDEA TWI EWR FEET SML. OE w IA'MpW3[ YDM .YRIFIMRE Bsw
1 RE WR Ni ro OLl flN6. PM' WME
NmBll&S, Tg EVCIMm wr PRC.IOE fl➢PE DECWumN.AXG r REW6Im.
nnN.
RESER BEOFP
11K 0@BED md1ffiA 9WL BC $IXO.T lHF P®BI®OMY OE ENE PB60I1(S)
IB. CO. BWt WYPT Mml /L. pbEIPNgWt SVEIY Np NV1N ABIBMORNMVN (05NN SFAVWROS F00.
a]ALL PIP M
WRID K
P(WE JBCEMO/mp
$PW(MLYB. E RFFOELw
F. BJRN6 COM1)NCIIWI. A LONpRBX MmN m NOE WMm BY 11psE
WINFIRRSAFER.E
ERAAM
"BRONIpWAfR6UMMUMDimIWMYENEWmbNFW.RL4.
ffi Y
MC W1FRPmE LIW.
ml ISICBII£I I1D0m ENRVLCBBiEB
YB. MTSILEED FIRINWCS
]B. NL PiPC N0 f01tlR5 9WL 8E W ALCCRWIR Yflll TS NPC NL mCIL 1986 NL JOBIm N10
WV ARE . ...
wY W NffFEIM m NIBEVE T¢
al. ]xE RBIIBY CF NL IXUVAIW6 (ERR TµXSf 9WL pE IEt9. X1M NB OFp11f61M1$ ERFRm 1WN I/a BKI83
W BFPIII.
COBILNIpS PYRE BE CN KPPCWMVI m RIX IMP
YPRNK4IXi10E BFS'N m�M
SIYL. CW#OIIY ro CgCIIV µO Cr P)NMMIM.
u PIALE LILVI S/a-B4x BRAYR. K RUSM.' m MNN A svMli NN REYEL Qt m mTOµ PIWR ]O
]B. PrpE Qy0[ yWy B[ K PWbI Ox INC PWm BBI N Np Gffi IFS nVN ].p POKQR (bMYW) FOB
IM1Pm WAIFA M6 N9 ]x MBYYUI ERR LMRrc FILM PP6
FIFO,
LONIMCIIR 9Wt eE #IDOImBRC FOR RRWNIC N10 ROn]EfABA Ntt
WE F BARD
pl/Si0 mBpIIB wRAN. R 5 TI[ m111M1YMIm fl�ONBm1A' m LLVNWN A WY! ECEWAMNL IkYI.tIW VG
R. PWm W 191:-F /KAi K W xaM1E w1BN1 PB&WB MPRMK m TIE 06xW
L
m. mrmnnn®N nRE ,ROB Am ReEiO1LNt TERM m aScwN.
A'R M. OE plWt BE WILIER W TIC ROSE OR WONt NW W IKE B0.
ORMICIl BmOSR 01 WL BE Or 1WTlWL A,MORED BY ERE CARRIER. FIRE Em Ix RN]C MEA.'
BxPW nm wrx NRO ®. -.-
ma cMnw _ ..... .... -
PALL cmapnu m ARM c-u ERE m.
knr ro uucomvx A ummuca anE usv¢npN PMarz Tv caMnwrnoN.
IME OPAI ro LMANO WRR NR B@III 4 BOSSISM IAWIT M AW
]]. nx91 WM4N 0W10E u19mRNyY M !LL MGC p6N1Cm m NIOIIRA^113Y /GIbRP. Ax0 K FVIm aN
5,. NL vRE nnnons W xwl-ERNAC NIGB 4BML vE mARRARo m A uxmW pE vsx of MIa srumum
m0."IN MOBS. pM OFNEM (MEN B Bw). 1PW W MES NMELF m wlKi£ TGfFY 9 WL K
rt w1EPWS rLL C5R ro G INCypm RE TEE 'qq( AVB Brt
nt PG.m,
COLL.W1m M PA SEMBOR. PBOOWR umWw Oft pPirylry.
]t nI01FLTMx: 1..WO TRNN NYA OWL BE PRORLIm M . B.... MOO Gp14NIKIRN TWTC
ss NL Arcx covLREIE runs AW B+4N: PINE ce wAEmIbM Nm wx u ro x-IxN pBUEM AN05 Pours
K 1101m MTff IWA
JM. bANMBE I6r9 g5B6 MM G4( &Ox AKI E FOR AM mONm S B NYPMC N AXB rNIE4 wS F W
nwrc NNV. IOEGS um ups lerr BE MTm FM AMno Is-zB mime mws uRO of RACTFM. P.e
WSB6 Mq PBmMSY WE ME 4RBAE fp11ERFTWAC INAS
3E. NL Nm LWKR2'IE iH03 SIWL LP9B60 ]ClD ImNK. ERR KVEII IR111NfE Mm INR/MIEi PP6 Yb
W,
J 0
J Q
IL fje
O 0
Z J U
~ >
H
j Z
J 0 7
F U 0
7
J J
< 0 W aW
M1R]OUEr2 iav6 0: BummcAlip.Y TSM1W. ME 2mPYiBIE s MPRaSD. W xmrK. Cr ENE OFSpA XB: B1017
ENOIES. POOR. REMORSE
/NY ROIWC
]a NL R606 sl Wt IXILIU m uw ,• AptE Ne rWYJYD DUCE AMFML DAME 04/1
T. ALL bD6 k fM11' MOTAUD W ISR-1RNiIE PREY SRWL RE WC-NCC ROM➢ RS fffiR6 W/Sp1[W
GRIENm IIDGCVA IMS.
x MOFO 1. BOB" A FROBBOW MD. MR EMI W AS WgEVm. R6]Nt MEIZ m RR MPMPRUIE IN&
E M SHEET
w. T,s LBvnna arsln sxaMl N NE PINS ME vaRDOE Au mx1mE PN9.n AG.r m:nM]m. P]Nwc
wm. CARS CB xeoN. w. BROMINE. E FwwD, Nm RCOUSIXNLm. B1xce R1WCO5 RmApE mxourt vaxm X
aRxr. nB mwIfCMN ro cB1ImoE PNiB. NL ¢Icmmu NlWmwla 4NRL RE PBCOM1m m A ICMMm
61CINLWI.
W PMIU ANF�nBBEPfi£EOf TIRE BEEM, Olx� 1mTm N0 EIICRA m of M1&Lr G BIAIRVW, uN MIfl0.ID