HomeMy WebLinkAbout1.0 Application
SITE APPLICATION REPORT
HIGH MESA RV PARK WASTE WATER TREATMENT
FACILITY
September 2017
Prepared by
118 West Sixth Street, Suite 200
Glenwood Springs, CO 81601
970.945.1004
970.945.5948 fax
SITE APPLICATION REPORT
HIGH MESA RV PARK WASTE WATER TREATMENT
FACILITY
AUTHORED BY:
CASEY HINKSON
REVIEWED BY:
CHRIS LEHRMAN, PE
SGM Project # 2006-374.001
\\SGMSERV3\PROJECTS\2006\2006-374\001\D-PERMITS\CDPHE\WWTF\SITEAPP\HMWWTF-SITEAPPLICATIONREPORT.DOCX
High Mesa RV Park Waste Water Treatment Facility September 2017
Site Application Report ii
TABLE OF CONTENTS
1.01 Executive Summary Error! Bookmark not defined.
1.02 Project Purpose 1
1.03 Service Area Error! Bookmark not defined.
1.04 Existing Facilities 2
1.05 Preliminary Effluent Limitations 2
1.06 Project Location 3
1.07 Alternatives Evaluation 3
1.08 Proposed Facilities 4
1.09 Management Capabilities 4
1.10 Institutional Arrangements 5
1.11 Project Financials 5
1.12 Project Schedule 5
High Mesa RV Park Waste Water Treatment Facility September 2017
Site Application Report iii
APPENDICES
Appendix A. CDPHE Site Application Form, Fee Request Form, and Completeness
Checklist
Appendix B. One- and Five- Mile Radius Maps
Appendix C. Proposed Site Plan
Appendix D. Preliminary Effluent Limits (PELs) Correspondance
Appendix E. Consolidated Metro District Email
Appendix F. Flood Insurance Rate Map
Appendix G. Geotechnical Report
Appendix H. Legan Description and Property Map
Appendix I. Process Flow Diagram
Appendix J. Financial Commitment Letter
High Mesa RV Park Waste Water Treatment Facility September 2017
Site Application Report iv
LIST OF TABLES
No Tables.
High Mesa RV Park Waste Water Treatment Facility September 2017
Site Application Report v
LIST OF FIGURES
No Figures.
High Mesa RV Park Waste Water Treatment Facility September 2017
Site Application Report 1
1.01 Executive Summary
Daybreak Realty, LLC is submitting this application for the construction of a new wastewater
treatment facility. This report will address all the elements and guidelines of the “Regulation
No. 22” Guidance Document for the Site Location and Design Approval Regulations for
Domestic Wastewater Treatment Works. This executive summary will provide a brief
description of the key points within the document.
The proposed process for High Mesa RV Wastewater Treatment facility is a Sequencing
Batch Reactor (SBR), intended to treat domestic wastewater from 120 space recreational
vehicle park. This an extended aeration process that will be preceded by headworks and
influent flow measurement, followed by chlorine disinfection.
The plant will be designed for a max month hydraulic capacity of 0.019 MGD and a peak hour
hydraulic capacity of 0.038 MGD. Organic loading is estimated at 300 mg/l, totaling 48 lbs.
BOD per day. Values for flow quantities were derived from Table 1 of the CDPHE guidelines
on Individual Sewage Disposal systems and local Garfield County requirements.
Once the applicant receives approval from CDPHE, design drawings and contract d ocuments
will be prepared by late 2017, with construction starting in May 2018.
1.02 Project Purpose
The facility will serve the proposed recreational vehicle park consisting of 120 vehicle pads, a
central laundry facility and bathhouse. This facility will onl y serve facilities owned and
operated by Daybreak Realty, LLC. and operated by High Mesa Partners, LLC. and will not
receive waste from other operations.
1.03 Service Area
The proposed wastewater treatment facility will be located south of the Battlement Mesa
P.U.D. on a portion of the property owned by Daybreak Realty as expressed in attached legal
description and property map(see Appendix G). The facility will serve the proposed
recreational vehicle park consisting of 120 vehicle pads, a central laundry facility and
bathhouse. This facility will only serve facilities owned and operated by Daybreak Realty,
LLC. and will not receive waste from other operations. See attached site plan in Appendix C.
The WWTF is intended for the sole use of the High Mesa RV Park. No externa l flows will be
incorporated. The site has limited expansion potential due to the constraints of the site
topography, which is predominated by steep slopes outside of the proposed development
area. Nevertheless, the plant was designed with excess treatment capacity and should be
capable of supporting the development of additional portions of their property or conversion to
a more permanent Mobile Home Park if the developer should chose to do so at some point in
the future.
The proposed RV Park consists of 120 vehicle pads, 5 coin operated washers and a
bathhouse facility. Design loading assumes full capacity. The following demonstrates the
expected flows:
High Mesa RV Park Waste Water Treatment Facility September 2017
Site Application Report 2
120 Sites @ 100 gpd/site .......................................................................... 12,000 gpd
5 washers @ 400 gpd/machine ................................................................... 2,000 gpd
Bathhouse:
Men Women Duration (hr/day) Flow (gal/hr)
Shower 2 2 3 100 1,200 gpd
Flush Toilet 2 2 1 36 144 gpd
Sink 2 2 1 15 60 gpd
Urinal 2 -- 1 10 20 gpd
Bathhouse Total: 1,424 gpd
Total 80% Capacity…………… 15,424 gpd
Total 100 % Capacity.………….. 19,280 gpd
Initial design loadings and flows were derived from Table 1 of the CDPHE Guidelines on
Individual Sewage Disposal Systems, which suggests flows of 50 gal/day/space. However,
Garfield County’s design standards specify 100 gal/day/space, of which the WWTF must be
capable of handling at least 90%. Accordingly, the WWTF was sized for 100 gal/day/space,
and will therefore have significant excess capacity. This excess capacity is justified by both
future expansion/conversion potential and the expectation that the park Part will be extended
stay facility catering to oil and gas workers, and as such is likely to experience flows greater
than 50 gal/day/space.
The plant will be designed for max month flow of 0.019 MGD and a peak hour flow of 0.038
MGD. The plant will be designed for organic loadings of 300 mg/l of BOD and TSS for a total
of 48 lbs/day of BOD.
1.04 Existing Facilities
As this is a proposed new WWTF there are no existing facility parameters to analyze or
discuss.
1.05 Preliminary Effluent Limitations
Initial Preliminary Effluent Limitations (PELs)-0200205 were issued on March 15, 2007 and
updated on September 4, 2008. Initial PELs did not require ammonia limits but required
reporting. On August 4, 2009 the stream classification for Spring Gulch changed from
COLCLC13a and to COLCLC12b. Revised PELs with ammonia limits were issued on July
16, 2010. SGM requested new PELs from CDPHE on June 22, 2017. High Mesa RV Park
WWTF has been issued the PEL number of PEL200522, but PELs are still in the process of
being drafted and have not yet been received from CDPHE. See Appendix D for emails
describing the status of new PELs.
1.06 Project Location
The RV park is located on property owned by Daybreak Realty south of the Battlement Mesa
P.U.D adjacent to Spring Gulch, which is a tributary to the Colorado River that is dry for
extended periods of the year. The location of the plant within the RV park site was primarily
chosen because of the constraints of the existing site topography. The design allows all
collection mains to gravity feed to the proposed WWTF in order to avoid the initial capital and
High Mesa RV Park Waste Water Treatment Facility September 2017
Site Application Report 3
long term operations and maintenance costs associated with lift stations. The proposed site
location was selected to take advantage of the existing natural bench above Spring Gulch and
its location below the proposed RV Park spaces.
The WWTF will be co-located with the RV Park’s water treatment facility. The two facilities
will share the site but will be housed in separate buildings. As the water treatment plant will
also use chlorine disinfection, the two will share a combined chemical storage and pumping
building.
HP Geotech performed preliminary site investigation and summarized their findings in the
report dated December 14, 2007. Soil borings were drilled and the associated laboratory
testing was performed for the proposed grading and foundations. The soils reports exhibits
no groundwater concerns at the depths anticipated for process tanks and the project location.
A copy of the geotechnical report is located in Appendix G. Once excavation for the plant
base slab occurs, additional geotechnical information will be obtained for final backfilling and
compaction efforts.
The project is to be entirely located on land owned by Daybreak Realty, LLC., which will in
turn lease the WWTF to High Mesa Partners, LLC for the sole use of the RV Park. Existing
zoning for the land is Rural.
1.07 Alternatives Evaluation
Other methods for the treatment that were considered were leach fields, lagoons, Membrane
Bioreactor (MBR), Integrated Fixed Film Activated Sludge (IFAS), and consolidation with an
existing plant. Leach fields were ruled out because of the topography of the site. Aside from
the location of the RV Park proper, there is no sufficiently flat location on the property with
enough space to construct the required area of leach fields. Similar concerns weighed
against lagoon facilities, which were also ruled out.
MBR and IFAS were ruled out because the cost of the systems was prohibitive for the small
size of this plant.
The Consolidated Metropolitan District has denied service to the property because the
proposed development is outside of the District’s planned service area. This denial of service
was formally expressed via email, which is included in Appendix E.
After ruling out several other options, the Sequencing Batch Reactor (SBR) was determined
to be the most efficient and cost effected method of treating the effluent from the proposed
development.
The SBR will be preceded by headworks and metering, followed by chlorine disinfection, and
a disk filter. Below is a description of the anticipated individual components.
1.08 Proposed Facilities
Headworks
The headworks shall consist of a mechanical bar screen for preliminary processing. A
bypass with a manual bar screen will also be included in case of a surge, or in the event that
the primary screen becomes clogged. The headworks facility will be designed in order to
High Mesa RV Park Waste Water Treatment Facility September 2017
Site Application Report 4
prevent large objects from entering the treatment tanks that may clog subsequent pumps
and piping systems. A Parshall flume will be installed after the bar screen in order to
monitor and document the influent flows coming into the plant. The bar screens and the
flume will be located in a headworks building, along with the digester blowers and a control
room for the SBR controls.
Treatment Facility Basins
The principal structures shall include:
Sequencing Batch Reactor Tanks
Aerobic Digester/Sludge Holding Tank
The proposed continuous flow, Intermittent Cycle Extended Aeration System (ICEAS)
process is a modification of the conventional SBR package plant systems. The ICEAS
process provides the ability for biological oxidation, nitrification, de-nitrification, phosphorous
removal and liquids/solids separation to occur in one basin. Continuous inflow of wastewater
to the basin results in no interruption of influent during the settle and decant phases, or at
any other time during the operating cycle. Because settling takes place in a single tank
primary and secondary clarifiers, and return sludge pumps are not needed. The SBR
package plant is to be provided by Sanitaire.
The aerobic digester/sludge holding tank shall provide the environment for waste sludge
stabilization. Conditioned sludge shall be removed on a periodic basis and hauled to an
appropriate biosolids disposal site by a certified hauler. The digester will be aerated with
coarse bubble aerators designed to both mix and aerate. If needed, the digester will have
the ability to return microorganisms to the SBR.
All tanks are to be equipped with two-rail guardrails and toe plates, will be installed in the
ground with 12 to 18-inches above finish grade. The tanks are buried to retain as much
heat as possible during the winter months to keeping the process working efficiently. With
the exception of the headworks area, all tanks will be outdoors and will not be covered.
Disinfection
After leaving the SBR, effluent will pass into an 18” chlorine contact pipe. Effluent will be
disinfected using sodium hypochlorite. Chlorinated effluent will flow into an outfall box,
where it is dechlorinated, and then over a V-notch weir into Spring Gulch.
Initial project quotations from SBR manufacturers place the process equipment at
approximately $250,000. Additional costs associated with the structural concrete,
headworks, metering and filters place the total anticipated construction costs at
approximately $816,000.
1.09 Management Capabilities
CDPHE Regulation No. 100 “Water and Wastewater Facility Operators Certification
Requirements” outlines the certification requirements as a function of plant size and process
type. Plant sizes below 0.5 MGD that utilize activated sludge processes and extended
aeration used beyond secondary treatment require certification level B. The sequencing
batch reactor selected for this project fall into this category. It is estimated that one certified
individual can operate and maintain this facility.
High Mesa RV Park Waste Water Treatment Facility September 2017
Site Application Report 5
The owner will develop a comprehensive Emergency Response/Operations Plan for this
facility. The plan will outline the chain of command, contacts, and instructions for different
events, including emergencies (fire, medical, etc.) and less urgent events, such as equipment
failure, flooding, and loss of power. In most cases, the lead operator should be called first
and then, according to the event, the lead operator shall make the appropriate notifications in
accordance with local, state, and federal laws. It is also important to note that under normal
operation, the treatment processes will be continuously monitored and will be programmed to
send alarms to designated personnel.
1.10 Institutional Arrangements
Since this is a private development, the cost of operating the plant will be borne by High Mesa
Partners, LLC. Fees for customers using the facility will be incorporated into general park
access fees.
1.11 Project Financials
The proposed treatment facility capital, operational, and maintenance costs are being funded
privately by Daybreak Realty, LLC. The company has set aside appropriated funds
specifically for this purpose. Letters providing assurance that the project has adequate funds
are attached in Appendix J.
1.12 Project Schedule
Daybreak Realty, LLC has provided the resources to design and provide for the construction
of the proposed wastewater treatment facility. Construction will begin once necessary
approvals are received from the various review agencies. It is anticipated construction will
begin in the 15th of May 2018 and startup of the facility will be the 1st of August 2018.
APPENDIX A
SGM
118 W. 6TH STREET, SUITE 200
GLENWOOD SPRINGS, CO 81601
Revised October 2012 Fee Information Request Form Page 1 of 2
Water Quality Control Division
Engineering Section
Site Location or Design Review – Fee Information Request Form
Regulation 22 - Site Location and Design Approval Regulations for Domestic Wastewater Treatment Works
Directions: Please submit site location or design review request via email to the Division Unit Manager responsible for the County in
which the project is located. Fill out form as completely as possible; please note all information with an asterisk (*) is required.
A. Project and System Information
System Name* High Mesa RV Park Wastewater Treatment Plant
Project Title* High Mesa RV Park Wastewater Treatment Plant
County* Garfield
For existing domestic wastewater
treatment works, please indicate
original site location approval
number and date
Send Invoice to: Design Company Applicant
Design Company Name SGM, Inc.
Design Engineer Chris Lehrman CO License Number 42729
Address 118 West Sixth St, Suite 200
Glenwood Springs, CO 81601
Email chrisl@sgm-inc.com
Phone 970-384-9043 Fax 970-945-5948
Applicant / Entity* Daybreak Realty, LLC
Representative Name/Title* Robert Graham
Address (include City, State, Zip
Code)*
1860 Lousetown Rd.
Reno, NV 89521
Email* bgraham@ridgellc.com
Phone 408-391-7473 Fax
B. Type of Review Requested (check all that apply)
Treatment Facility Lift Station
New Domestic Wastewater Treatment Works (Section 22.4 of
Regulation 22) New Lift Station (Section 22.7 of Regulation 22)
Existing Domestic Wastewater Treatment Works – Increasing
or Decreasing Capacity (Section 22.5 of Regulation 22) Expansion of Existing Lift Station (Section 22.7 of
Regulation 22)
Amendment to Existing Site Location Approval Interceptors
Amendment of an Existing Site Location Approval – Disinfection
Changes Only (Section 22.8(2)(b)(ii) of Regulation 22) Interceptor Sewers Not Eligible for Certification (Section
22.7 of Regulation 22)
Amendment of an Existing Site Location Approval – All other
Amendment Requests (Section 22.8 Regulation 22) Certification for Eligible Interceptors(Section 22.6 of
Regulation 22)
Other Reviews and Special Cases
New outfall for existing domestic wastewater treatment works
Site Approval Extension
Individual Sewage Disposal Systems (ISDS)
C. Project Information
Location (existing or proposed site) Proposed Project Capacity
Address (include City,
State, Zip Code)* South of Battlement Mesa
P.U.D., (see legal description)
Hydraulic Capacity: Maximum
Month Average in million gallons
per day (MGD)
.019 MGD
Legal Description
(e.g., Township, Range)
NW 1/4, SW 1/4, Section
19,Township 7S, Range R95W Hydraulic Capacity: Peak Hour in
million gallons per day (MGD) .038 MGD
County Garfield
4300 Cherry Creek Drive South, B2
Denver, Colorado 80246-1530
CDPHE.WQEngReview@state.co.us
303-692-6298
Revised October 2012 Fee Information Request Form Page 2 of 2
Latitude 39d25'23.25"N Organic Capacity (lbs. BOD5/day) –
Treatment Facility Only 48 lbs. BOD5/day Longitude 108d02'44.6"W
Estimated Project Cost $816,000
Funding
Process
Will a State or Federal grant or loan be sought to
finance any portion of the project (e.g., State
Revolving Fund)?
No Yes If yes, please list
project number
D. Brief Project Summary and Major Project Work Description (e.g., new treatment facility, addition of a new aeration basin,
request for re-rating of organic capacity where no construction is proposed, addition of larger pumps in an existing pump station)
This will be a new wastewater treatment facility that includes the following: headworks with mechanical bar screens and
flow measurement, extended aeration activated sludge through Sequencing Batch Reactor (SBR) process, chlorine
disinfection, and aerobic digestion.
FOR DIVISION USE ONLY
Treatment Facility Amendment to Existing Site Location Approval
New Domestic Wastewater Treatment Works (Section 22.4 of
Regulation 22
Amendment of an Existing Site Location Approval – Disinfection
Changes Only (Section 22.8(2)(b)(ii) of Regulation 22)
Less than 100,000 gals/day (Subcategory 44.1 & 45.1) Less than 100,000 gals/day (Subcategory 44.9 & 45.9)
100,000 gals/day to 999,999 gals/day (Subcategory 44.2 & 45.2) 100,000 gals/day to 999,999 gals/day (Subcategory 44.10 & 45.10)
1,000,000 gals/day to 9,999,999 gals/day (Subcategory 44.3 & 45.3) 1,000,000 gals/day to 9,999,999 gals/day (Subcategory 44.11 & 45.11)
10,000,000 gallons/day or more (Subcategory 44.4 & 45.4) 10,000,000 gallons/day or more (Subcategory 44.12 & 45.12)
Existing Domestic Wastewater Treatment Works – Increasing
or Decreasing Capacity (Section 22.5 of Regulation 22)
Amendment of an Existing Site Location Approval – All Other
Amendments (Section 22.8)
Less than 100,000 gals/day (Subcategory 44.1 & 45.1) Less than 100,000 gals/day (Subcategory 44.13 & 45.13)
100,000 gals/day to 999,999 gals/day (Subcategory 44.2 & 45.2) 100,000 gals/day to 999,999 gals/day (Subcategory 44.14 & 45.14)
1,000,000 gals/day to 9,999,999 gals/day (Subcategory 44.3 & 45.3) 1,000,000 gals/day to 9,999,999 gals/day (Subcategory 44.15 & 45.15)
10,000,000 gallons/day or more (Subcategory 44.4 & 45.4) 10,000,000 gallons/day or more (Subcategory 44.16 & 45.16)
Lift Station Interceptors
New Lift Station (Section 22.7 of Regulation 22) Interceptor Sewers Not Eligible for Certification (Section 22.7
of Regulation 22) (Subcategory 44.19 & 45.18)
Less than 100,000 gals/day (Subcategory 44.5 & 45.5) Certification for Eligible Interceptors(Section 22.6 of
Regulation 22) (Subcategory 44.20)
100,000 gals/day to 999,999 gals/day (Subcategory 44.6 & 45.6) Other Applications and/or Reviews
1,000,000 gals/day to 9,999,999 gals/day (Subcategory 44.7 & 45.7) Individual Sewage Disposal System (Subcategory 44.17 &
45.17)
10,000,000 gallons/day or more (Subcategory 44.8 & 45.8) Site Application Extension (Subcategory 44.18)
Expansion of Existing Lift Station (Section 22.7 of Regulation 22) Outfall Sewers (Subcategory 44.21 & 45.19)
Less than 100,000 gals/day (Subcategory 44.5 & 45.5)
100,000 gals/day to 999,999 gals/day (Subcategory 44.6 & 45.6)
1,000,000 gals/day to 9,999,999 gals/day (Subcategory 44.7 & 45.7)
10,000,000 gallons/day or more (Subcategory 44.8 & 45.8)
Revised December 2013 Section 22.4: Application Form Page 1 of 5
Water Quality Control Division
Engineering Section
Regulation 22 Application Form
Section 22.4 of Regulation 22: New Domestic Wastewater Treatment Facility
A. Project and System Information
System Name High Mesa RV Park Wastewater Treatment Plant
Project Title High Mesa RV Park Wastewater Treatment Plant
County Garfield
Date Fee Paid or payment
attached Invoice Number and Check
Number
Design Company Name SGM, Inc.
Design Engineer Chris Lehrman CO License Number 42729
Address 118 West Sixth St, Suite 200
Glenwood Springs, CO 81601
Email chrisl@sgm-inc.com
Phone 970-384-9043 Fax 970-945-5948
Applicant / Entity Daybreak Realty, LLC
Representative Name/Title Robert Graham
Address 1860 Lousetown Rd.
Reno, NV 89521
Email bgraham@ridgellc.com
Phone 408-391-7473 Fax
B. Project Information
Location (existing or proposed site) Proposed Project Capacity
Brief location description South of Battlement Mesa
P.U.D., (see legal description)
Maximum Month Average
Hydraulic Capacity in million
gallons per day (MGD)
.019 MGD
Legal Description
(e.g., Township, Range)
Section 19,Township 7S,
Range R95W Peak Hour Hydraulic Capacity in
million gallons per day (MGD) .038 MGD
County Garfield
Latitude 39d25'23.25"N Organic Capacity (lbs. BOD5/day) –
Treatment Facility Only 48 lbs. BOD5/day Longitude 108d02'44.6"W
Funding
Process
Will a State or Federal grant or loan be sought to
finance any portion of the project (e.g., State
Revolving Fund)?
No Yes If yes, please list
project number
Project Schedule and Cost Estimate
Estimated Bid Opening Date 1 May 2018
Estimated Completion Date 15 July 2018
Estimated Project Cost $816,000
4300 Cherry Creek Drive South, B2
Denver, Colorado 80246-1530
CDPHE.WQEngReview@state.co.us
303-692-6298
Revised December 2013 Section 22.4: Application Form Page 2 of 5
Project and System Information
Project Title High Mesa RV Park Wastewater Treatment Plant
System Name High Mesa RV Park Wastewater Treatment Plant
County Garfield
Treatment Facility Information
1. Type and capacity of treatment facility proposed including major processes used
Activated Sludge, Extended Aeration with Mechanical Bar Screen, Sequencing Batch Reactor Processing
Tank, Aerobic Digester, and Chlorine Disinfection
Site Information
2. Vicinity maps of facility location which includes the following:
a) 5 mile radius map: all wastewater treatment facilities, lift stations and domestic water supply intakes
b) 1 mile radius map: habitable buildings, location of public and private potable water wells, an approximate indication of the
topography, and neighboring land uses
See Appendix B
3. Site Location Zoning
a) Present zoning of the site location?
Rural
b) Zoning within a one (1) mile radius of the site?
Rural, Public Lands, Incorporated City or Town
4. Floodplain and Natural Hazards
a) Is the facility located in a 100-year floodplain or other natural hazard area? If so, what precautions are being taken?
No
b) Has the floodplain been designated by the Colorado Water Conservation Board, Department of Natural Resources or other
agency? If so, please list agency name and the designation.
Flood Insurance Rate Maps, Panel 080205 1705B
5. Land Ownership
a) Who owns the land upon which the facility will be constructed? Please attach copies of the document(s) creating authority
for the applicant to construct the proposed facility at this site.
Daybreak Realty
6. Nearby Facilities
a) Please list all municipalities and water and/or sanitation districts within 5-miles downstream of the proposed wastewater
treatment facility site.
Response: Battlement Mesa Consolidated Metropolitan District, Town of Parachute,
Revised December 2013 Section 22.4: Application Form Page 3 of 5
Treatment Facility Effluent Information
7. Effluent disposal method (check all that apply)
Surface Discharge to watercourse (enter watercourse name below)
Groundwater Discharge
Land application
Treated Effluent Reuse (Regulation 84)
Evaporation
Other (describe below)
Spring Gulch
8. Preliminary Effluent Limits (please attach a copy in Engineering Report)
a) Preliminary Effluent Limits received on:
b) Preliminary Effluent Limits expiration date:
9. Downstream Distances
a) Downstream distance from the discharge point to the nearest domestic water supply intake? Name of supply? Address of
supply?
Distance: 13 miles
Name of Supply: Town of DeBeque
Address of Supply: 2155 45 Rd., DeBeque, CO 81630
b) Downstream Distance from the discharge point to the nearest other point of diversion? Name of user? Address of user?
Distance: 1500 ft
Name of User: Eugene Speakman
Address of User: 198 Tamarisk, Parachute, CO 81635
Project Information
10. a) What entity is financially responsible for the construction of the facility?
Applicant (Daybreak Realty, LLC)
11. a) What entity has the financially responsibility for owning and long term operating expense of the proposed facility?
Applicant (Daybreak Realty, LLC)
12. a) What entity has the responsibility for managing and operating the proposed facility after construction?
Facility will be leased to High Mesa Partners, LLC for operation
Additional Factors
13. Please identify any additional factors that might help the Water Quality Control Division make an informed decision on your
site location application.
The proposed facility will serve as a recreational vehicle park consisting of 120 vehicle pads, a central laundry
facility and bathhous. This facility will only serve facilities owned by Daybreak Realty, LLC. and will not
receive waste from other operations.
Revised December 2013 Section 22.4: Application Form Page 4 of 5
Water Quality Control Division
Engineering Section
Applicant Certification and Review Agencies Recommendation
Section 22.4 of Regulation 22: New Domestic Wastewater Treatment Facility
A. Project and System Information
System Name High Mesa RV Park Wastewater Treatment Plant
Project Title High Mesa RV Park Wastewater Treatment Plant
County Garfield
1. Applicant Certification
I certify that I am familiar with the requirement of Regulation 22 - Site Location and Design Approval Regulations for Domestic
Wastewater Treatment Works, and have posted the site in accordance with the Regulations. An engineering report, as described
by the regulations, has been prepared and is enclosed.
Applicant Legal
Representative (e.g., Public
Works Director) Date Typed Name Signature
Robert Graham
The system legal representative is the legally responsible agent and decision-making authority (e.g. mayor, president of a board, public works
director, owner). The Consulting Engineer is not the legal representative and cannot sign this form.
2. Recommendation of Review Agencies
As required in Section 22.4(2), the application and the engineering report must be submitted to all appropriate local governments, 208
planning agencies and State agencies for review and comment prior to submittal to the Division. By signing below, the entity or agency:
1) acknowledges receipt of the proposed site location application, 2) has reviewed the proposed site location application and may elect
to provide comments, and 3) has provided a recommendation concerning the application to the Division. The recommendation should
be based on the factors outlined in Section 22.4(2); for example, on the consistency of the proposed site location application with the
local comprehensive plan(s) as they relate to water quality and any adopted water quality management plans(s). Please note: Review
agencies are encouraged to provide project comments; however, if a review agency does not recommend approval then the agency
must attached a letter describing the reason for their decision or comment on the next page.
Signature of Management Agency, if different from other entities listed below
Role Date Typed Name / Agency Signature
Recommend Approval? Yes No
Signature of County, if proposed facility is located in unincorporated areas of a county
Role Date Typed Name / Agency Signature
Recommend Approval? Yes No
Signature of City or Town, if site is located within three miles of the City/Town boundary (if multiple, attach additional
sheets as needed)
Role Date Typed Name / Agency Signature
Recommend Approval? Yes No
Signature of Local Health Authority
Role Date Typed Name / Agency Signature
Board of County
Commisioners of Garfield
County
Recommend Approval? Yes No
4300 Cherry Creek Drive South, B2
Denver, Colorado 80246-1530
CDPHE.WQEngReview@state.co.us
303-692-6298
Revised December 2013 Section 22.4: Application Form Page 5 of 5
Signature of 208 Planning Agency
Role Date Typed Name / Agency Signature
Recommend Approval? Yes No
Signature of Other State or Federal Agencies, if facility is located on or adjacent to a site that is owned or managed by a
federal or state agency.
Role Date Typed Name / Agency Signature
Recommend Approval? Yes No
Signature of Other Basin Water Quality Authority, Watershed Association, Watershed Authority, etc., if fa cility is located in
a Water Quality Control Commission Watershed Protection Control Area.
Role Date Typed Name / Agency Signature
Recommend Approval? Yes No
Review Agency Comments:
Revised October 2012 Section 22.4: Completeness Checklist Page 1 of 2
Water Quality Control Division
Engineering Section
Regulation 22 Application Completeness Checklist
Section 22.4 of Regulation 22: New Domestic Wastewater Treatment Facility
Project and System Information
Project Title High Mesa RV Park Wastewater Treatment Plant
System Name High Mesa RV Park Wastewater Treatment Plant
County Garfield
Regulation
22 Citation Submittal Requirements
Applicant to fill out
Included/Addressed
in Site Location
Submittal?
Yes/No/NA
Location
in
Submittal
(page)
22.4(1) Site Application Forms including:
- Signature of local authorities and 208 planning agency (see 22.4(2))
- Signature of responsible party of the proposed facility
Yes App. A
22.4 (1)(b)
Engineering Report including: Yes
Service Area Definition Yes 1-2
22.4 (b)(i)
Service Area Definition including: Yes 1-2
- Existing and Projected Population Yes 2
- Staging or phasing NA
- Flow and loading projections Yes 2
- Relationship to other water and wastewater treatment
works Yes 3
Proposed Site, Site Alternatives, Treatment Alternatives Yes 3
22.4 (b)(ii)
Proposed Selected Site Location Description Yes 3
Evaluation of Alternative Sites No
Treatment Alternatives Yes 3
Preliminary Effluent Limitations Pending 2
22.4 (b)(iii)
Preliminary Effluent Limits: Pending 2
- Summary of PELs including issuance and expiration date Pending App. D
- Pretreatment program or enforceable mechanism
description, if applicable NA
Existing Facilities within Service Area NA
22.4 (b)(iv) Analysis of loading, capacity and performance of any relevant
existing facilities within the applicant’s service area NA
Consolidation Analysis Yes 3
22.4 (b)(v) Analysis of opportunities for consolidation Yes 3
Floodplain or other natural hazards Yes App. F
22.4 (b)(vi) Evidence that the proposed site and facility operations will not
be adversely affected by floodplain or other natural hazard Yes App. F
Geotechnical Analysis Yes App. G
22.4 (b)(vii)
Geotechnical site conditions evaluation material Yes App. G
- Soils Report for design phase which states the selected
site will support the proposed facility Yes App. G
Selected Alternative Description Yes 3-4
22.4 (b)(viii)
Selected Alternative Description, including: Yes 3-4
- Legal description of site Yes App. H
- Treatment system description Yes 4
- Design capacities Yes 2
4300 Cherry Creek Drive South, B2
Denver, Colorado 80246-1530
CDPHE.WQEngReview@state.co.us
303-692-6298
Revised October 2012 Section 22.4: Completeness Checklist Page 2 of 2
22.4 (1)(b)
continued
22.4 (b)(viii)
continued
- Operational staffing needs Yes 5
- Process Flow Diagram Yes App. I
Control of site legal arrangements Yes 5
22.4 (b)(ix) Control of site legal arrangements for project life Yes App. J
Institution arrangements for waste treatment payment Yes 5
22.4 (b)(x) Institution arrangements for waste treatment payment Yes 5
Management Capabilities Yes 5
22.4 (b)(xi) Management capabilities for controlling the wastewater loading
to the proposed treatment works within capacity limitations Yes 5
Financial System Yes 5
22.4 (b)(xii)
Financial system information for capital and O&M costs over
project life No
- Anticipated annual budget Yes App. I
- Fee and rate structure NA
Implementation plan and schedule Yes 5
22.4 (b)(xiii)
Implementation plan and Schedule, including: Yes 5
- Estimated construction time Yes 5
- Estimated start up date Yes 5
Capacity to operate and maintain the facility No
22.4 (b)(xiv)
Demonstrate owner’s capacity to operate and maintain the
facility including: No
- Emergency operations plan No
22.4 (1)(c) Notice of the intent to construct on private property, if applicable Pending
22.4 (1)(d) Capacity sharing agreement, if applicable NA
22.4 (1)(e) Service to new or expanded service area
- Consistent with water quality management plan
22.4 (2)
Site Application Review and Comments from:
(a) Management Agency
(b) County
(c) City or Town
(d) Local Health
(e) 208 Planning Agency
(f) Other state or federal agencies
22.4 (3) Site Location Posting Documentation (e.g., photo of the public notification sign) Pending
APPENDIX B
SGM
118 W. 6TH STREET, SUITE 200
GLENWOOD SPRINGS, CO 81601
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CONSOLIDATED
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3{a). 5-MILE RADIUS MAP
COLORADO DIVISION OF
WATER RESOURCES MAPPING
r °' 751.111 ,.5111 I I I
GRAPHIC SCALE
1· = 1 6 MILES
APPENDIX C
SGM
118 W. 6TH STREET, SUITE 200
GLENWOOD SPRINGS, CO 81601
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6 SGM
118 West Sixth Street, Suite 200
Glenwood Springs, CO 81601
970.945.1004 www.sgm-inc.com
DISINFECTION DOSING POINT
DIGES~R
BLOWER ROOM
CONTROL ROOM
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Daybreak Realty
High Mesa RV Park
Water and Wastewater Drown by: CRH Cl
00
Date: 09/01/2017
t----+----------------'--1----1 Treatment Plants Site Layout t-a_c: __ cL ...... P_E: __ c_.L 01
File: HMRVP Site Plan
APPENDIX D
SGM
118 W. 6TH STREET, SUITE 200
GLENWOOD SPRINGS, CO 81601
From:DeLaria - CDPHE, Michelle
To:Chris Lehrman
Cc:Debbie Jessop ; Casey Hinkson
Subject:Re: RE: PEL application
Date:Friday, September 01, 2017 7:47:11 AM
Doesn't look like it. There are a few ahead of it. The PEL number for High Mesa is:
PEL200522
Michelle DeLaria
Unit Manager
Permits Unit 2
P 303.692.3615
4300 Cherry Creek Drive South, Denver, CO 80246
Michelle.DeLaria@state.co.us | www.colorado.gov/cdphe/wqcd
24-hr Environmental Release/Incident Report Line: 1.877.518.5608
On Fri, Sep 1, 2017 at 7:38 AM, Chris Lehrman <ChrisL@sgm-inc.com > wrote:
Morning Michelle,
Any chance we can get the PELs before 9/5/17 (Next Tuesday)? We have a hearing with our local
planning agency (Garfield County) for this project and need to provide proof that we are making
progress with the permitting of the proposed WWTF. We are ready to submit our site application
but need the PELs in order to do so.
Thank you,
Chris Lehrman, PE
Project Manager
From: Chris Lehrman
Sent: Tuesday, August 22, 2017 11:45 AM
To: DeLaria - CDPHE, Michelle <michelle.delaria@state.co.us >; Debbie Jessop
<debbie.jessop@state.co.us>
Subject: RE: RE: PEL application
Thank you for the update Michelle.
Thank you,
Chris Lehrman, PE
Project Manager
From: DeLaria - CDPHE, Michelle [mailto:michelle.delaria@ state.co.us ]
Sent: Tuesday, August 22, 2017 11:43 AM
To: Chris Lehrman <ChrisL@sgm-inc.com >; Debbie Jessop <debbie.jessop@state.co.us>
Subject: Re: RE: PEL application
The PEL has been drafted and is being reviewed.
Michelle DeLaria
Unit Manager
Permits Unit 2
P 303.692.3615
4300 Cherry Creek Drive South, Denver, CO 80246
Michelle.DeLaria@state.co.us | www.colorado.gov/cdphe/wqcd
24-hr Environmental Release/Incident Report Line: 1.877.518.5608
On Tue, Aug 22, 2017 at 11:03 AM, Jessop - CDPHE, Debbie
<debbie.jessop@state.co.us> wrote:
---------- Forwarded message ----------
From: "Chris Lehrman" <ChrisL@sgm-inc.com >Date: Aug 22, 2017 8:41 AMSubject: RE: PEL applicationTo: "debbie.jessop@state.co.us" <debbie.jessop@state.co.us >Cc: "rmss@sopris.net" <rmss@sopris.net>, "Casey Hinkson" <CaseyH@sgm-inc.com >
Morning Debbie,
Can you give us an update on where CDPHE is at on this PEL request? Looks likewe are at the two month mark today.
Thank you,
Chris Lehrman, PE
Project Manager
From: Shannon Linnehan Sent: Thursday, June 22, 2017 11:52 AMTo: debbie.jessop@state.co.usCc: Chris Lehrman <ChrisL@sgm-inc.com >; rmss@sopris.netSubject: PEL application
Hi, Debbie,
Attached is a PEL application prepared by SGM for a new wastewater treatment
facility in Parachute, CO.
Thank you,
Shannon Linnehan, EI
Engineer I
APPENDIX E
SGM
118 W. 6TH STREET, SUITE 200
GLENWOOD SPRINGS, CO 81601
Nick Kilbourn
From: Bob Graham [bgraham@ridgellc.com]
Sent: Wednesday, March 28, 2007 4:37 PM
To: Nick Kilbourn
Subject: FW: High Mesa RV
Page 1 of 2
6/8/2009
Ridge Partners, LLC
408-391-7473
From: robert jasper [mailto:rjasper@acsol.net]
Sent: Wednesday, March 28, 2007 3:21 PM
To: bgraham@ridgellc.com
Subject: Re: High Mesa RV
I have discussed the issue with the Chairman of the Board. Your property is located outside the
Consolidated Metropolitan District Boundary and outside our planned service area. We are therefore
unwilling to provide water and wastewater service to your property.
Thanks for checking with us.
----- Original Message -----
From: Bob Graham
To: 'robert jasper'
Sent: Monday, March 26, 2007 9:01 PM
Subject: RE: High Mesa RV
Bob,
Thanks for your quick follow up. An Email is fine. If they need more at the state I’ll let you know.
Bob
Ridge Partners, LLC
408-391-7473
From: robert jasper [mailto:rjasper@acsol.net]
Sent: Monday, March 26, 2007 1:01 PM
To: bgraham@ridgellc.com
Cc: Anne Huber; Sandy Yeager; George Cathey; Bill Nelson; Bill Wilde; Frank Lancaster; Fred Inman
Subject: Re: High Mesa RV
Thanks- I am forwarding your e-mail to my Board to give them a heads up. Give me a couple of days
and then, unless I hear other wise from the Board, I will send you an email (or do you need a letter)
advise we will not provide service.
----- Original Message -----
From: Bob Graham
To: rjasper@acsol.net
Sent: Monday, March 26, 2007 10:59 AM
Subject: High Mesa RV
APPENDIX F
SGM
118 W. 6TH STREET, SUITE 200
GLENWOOD SPRINGS, CO 81601
WESTBATTLEMENTPARKWAYMURRAY CTMURRAY LN4TH ST4TH ST2ND ST3RD ST
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AV
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WAY372T372WPL372EE372BBPL371E371F371G371371D371C371A317B370I370H370 J
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PL 370C370B300Parachute C re e k MonumentGulchDryCreekBattle m e n t C re e k
KellyG ulch309302300301215355310338300A307300B303337340308300C300 OLD305353304BATTLEMENT MESAMORISANIA RANCHBATTLEMENT MESAParachute70DISCLAIMER:This map was produced by Garfield County Geographic Information Services utilizing the ArcInfo GeographicInformation System (GIS). The GIS and its components are designed as a source of reference for answeringqueries, modeling, and planning. The GIS is not a substitute for official government records maintained by thePlanning Department, the County Clerk and Recorders Office, the Assessor's Office, or for any legal descrip-tion information in the chain of title. In addition, the representation of geographic locations by the GIS maynot be substituted for actual legal surveys. Always refer to the sources cited for the most current legal docu-mentation utilized in the composition of this map.The information contained herein is believed to be accurate and suitable for the limited uses set forth above.Garfield County makes no warranty as to the accuracy or suitablity of any information contained herein for anyother purposes. The user shall assume all risk and responsibility for any and all damages, including conse-quential damages, which may propagate from the user's application of this information.Flood Plain, Vicinity Town of Parachute,Garfield County, COl:\flood_plain\parachute1711 Revision 2: 2-26-030 2,500 5,0001,250Feet1 inch equals 0.51 milesLegend100 Year Flood Plain1) Federal Emergency Management Agency, Flood Insurance Rate Maps (FIRM),(revised January 3, 1986).2) Army Corp of Engineers Colorado River Flood Plain Study, prepared in cooperationwith the Colorado Water Conservation Board, (revised July 1987).FLOOD PLAIN PROFILE SOURCE:6
13 18
17
ZONEC
Monument Gulch
24
\
\ \
ZONEC
APPROXIMATE SCALE IN FEET
LIMI t----------------STU
NATIONAL FLOOD INSURANCE PROGRAM
FIRM
FLOOD INSURANCE RATE MAP
GARFIELD COUNTY,
COLORADO
(UNINCORPORATED AREAS)
PANEL 1705 0 F 1900
(SEE MAP INDEX FOR PANELS NOT PRINTED)
COMMUNITY~PANEL NUMBER
080205 1705 B
MAP REVISED:
JANUARY 3, 1986
Federal Emergency Management Agency
This is an official copy of a portion of the above referenced flood map. It
was extracted using F-MIT On-Line. This map does not reflect changes
or amendments which may have been made subsequent to the date on the
title block. For the latest product information about National Flood Insurance
Program flood maps check the FEMA Flood Map Store at www.msc.fema.gov
APPENDIX G
SGM
118 W. 6TH STREET, SUITE 200
GLENWOOD SPRINGS, CO 81601
~tech
HEPWORTH · PAWLAK GEOTECHNICAL
SUBSOIL STUDY
Hepw orth -Pawlak Geotech111ca l, In c.
5020 County Road 154
Glenwood Spnng;, Ct1 lorado 8 1601
Ph one : 970-945 -7988
Fax: 970-945-8454
emai l: hpgeo@ hpge otech .co m
FOR FOUNDATION DESIGN
PROPOSED HIGH MESA RV PARK
NEAR BATTLEMENT MESA
GARFIELD COUNTY, COLORADO
JOB NO. 107 0639
DECEMBER 14, 2007
PREPARED FOR:
HIGH MESA PARTNERS, LLC
ATTN: BOB GRAHAM
1860 LOUSE TOWN ROAD
RENO, NEV ADA 89521
Parker 303-84 1-7119 • Colorado Springs 719-63 3-5 562 • S i l\'erthorne 970-468-1989
TABLE OF CONTENTS
PURPOSE AND SCOPE OF STUDY ........................................................................ -1 -
PROPOSED DEVELOPMENT .................................................................................. -1 -
SITE CONDITIONS ................................................................................................... -2 -
FIELD EXPLORATION ............................................................................................ -2-
SUBSURFACE CONDITIONS .................................................................................. -3 -
DESIGN RECOMMENDATIONS ............................................................................. - 4 -
FOUNDATIONS .................................................................................................... -4 -
FOUNDATION AND RETAINING WALLS (WASTEWATER TREATMENT
PLANT) .................................................................................................................. -5 -
NON-STRUCTURAL FLOOR SLABS (SPREAD FOOTINGS) ............................ -6 -
UNDERDRAIN SYSTEM ...................................................................................... - 7 -
SITE GRADING .................................................................................................... -7 -
SURF ACE DRAINAGE ......................................................................................... -8 -
LIMITATIONS .......................................................................................................... -9 -
FIGURE 1 -LOCATIONS OF EXPLORATORY BORINGS
FIGURES 2 to 4 -LOGS OF EXPLORATORY BORINGS
FIGURE 5 -LEGEND AND NOTES
FIGURES 6 to 8 -SWELL-CONSOLIDATION TEST RESULTS
FIGURES 9 and 10 -GRADATION TEST RESULTS
TABLE 1-SUMMARY OF LABORATORY TEST RESULTS
PURPOSE AND SCOPE OF STUDY
This report presents the results of a subsoil study for the proposed High Mesa RV Park
facility to be located near Battlement Mesa, Garfield County, Colorado. The project site
is shown on Figure 1. The purpo se of the study was to develop recommendations for the
foundation design. The study was conducted in accordance with our proposal for
geotechnical engineering services to High Mesa Partners, LLC dated March 28, 2007,
Propo sal No. 122-06.
A field exploration program consisting of exploratory borings was conducted to obtain
information on the subsurface conditions. Samples of the subsoils obtained during the
field exploration were tested in the laboratory to determine their classification,
compressibility or swell and other engineering characteristics. The results of the field
exploration and laboratory testing were analyzed to develop recommendations for
foundation types, depths and allowable pressures for the proposed building foundations.
This report summarizes the data obtained during thi s study and presents our conclusions,
design recommendations and other geotechnical engineering considerations based on the
proposed construction and the subsurface conditions encountered.
PROPOSED DEVELOPMENT
The facility is currently proposed to consist of 120 RV spaces, 3 s mall amenities
buildings, wastewater treatment plant and storage building as s hown on Figure 1. Water
storage for the facility consisting of above ground tanks will be located southeast of the
main facility s ite. We ass ume that the amenities and storage buildings will be singl e
story, steel structures with s lab-on-grade ground floors and the wastewater treatment plant
will be a "package" type system. Grading i s ass umed to be relatively minor with cut and
fill depths between about 2 to 6 feet at the main facility site, on the order of 10 or 12 feet
at the wastewater treatment plant and on the order of 5 to 6 fee t at the water storage site.
We assume relatively light foundation loadings, typical of the proposed types of
construction.
Job No. I 07 0639 ~tech
-2 -
If development plans change significantly from those described above, we should b e
notified to re-evaluate the recommendations contained in this r eport.
SITE CONDITIONS
The main facility site is vacant. A rough graded dirt road accesses the site along the south
(uphill) sid e. Deeply incised drainages cross through the site. The overall s lop e is
moderate down to the north. Vegetation consists of scattered grass and weeds with sage
brush and dense groves of piiio n pine trees . Basalt cobbles and boulders are visib l e on
the ground surface.
The water storage site is located on a north trending ridge in relatively hilly t errain
southeast of the main facility site. The ground surface slopes moderately down to the
north in the propos ed development area and drops off steeply on the sides of the ridge.
Vegetation consists of scattered grass and weeds with sage brush and piiion pine trees.
FIELD EXPLORATION
The field exploration for the project was conducted on October 18 and 19, 2007. Ten
exploratory borings were drilled at the locations s hown on Figure 1 to eva lu ate the
s ub s urface conditions. The borings wer e advanced with 4-inch diameter continuous flight
augers powered by a track-mount ed CME -55LC/300 drill rig. The borings were logged
by a representative of Hepworth-Pawlak Geotechnical, Inc.
Samples of the subsoils were taken with 1 % inch and 2 inch I.D. sp oo n sampler s. The
samplers were driven into the subsoils at various depths w ith blow s from a 140 pound
hammer falling 30 inches. This t est is s imilar to the standard penetration test described
by ASTM Method D-1586. The penetration resistance values are an indication of the
relative density or consistency of the subsoi ls. Depths at whi ch the samples were taken
and the p enetration resistance values are shown on the Logs of Exploratory Borings,
Job No. 107 0639 ~tech
-3 -
Figures 2 through 4. The samples were returned to our laboratory for review by the
project engineer and testing.
SUBSURFACE CONDITIONS
Graphic logs of the subsurface conditions encountered at the site are shown on Figures 2
through 4. The subsoils are variable throughout the proposed development. The subso ils
at the main facility site (Borings 1, 2 and 6 through 10), below about Yi foot of topsoil
(root zone), generally consist of up to about 4 12 feet of mixed sand, silt and clay soil
overlying r e latively dense, silty to clayey sandy gravel with cobble and small boulders
down to the maximum explored depth of 15 feet. Drilling in the dense granular soil s with
auger equipment was difficult due to the cobbles and boulders and drilling refusal was
encountered in the deposit at most of the borings. The subsoils at the water storage s ite
(Boring 3), below about Yi foot of topsoil (root zone), consist ofrelatively dense, silty
sandy gravel with cobbles and boulders down to the maximum explored depth ofl5 feet.
The subsoil s at the wastewater treatment plant site (Borings 4 and 5), below about Yi foot
of topsoil (root zone), consist of26Yi to 2912 feet of medium dense/medium stiff to so ft ,
silt y sand and clay overlying relatively dense, gravel with cobb les and boulders down to
the maximum explored depth of 33 feet.
Laboratory testing performed on samples obtained from the borings included natural
mois ture content, dens ity, gradation analyses and Atterberg limits. Results of swell-
consolidation testing performed on relatively undisturbed drive samples, presented on
Figures 6 to 8, indicate low compressibility under existing moisture conditions and light
loading, and a lo w to moderate collapse potential (settlement under a constant load) after
wetting. The samples showed moderate to high compressibility with increased loading
after wetting. Results of gradation analyses performed on s mall diameter drive samples
(minus % and 1 Yi inch fractions) of the coarse granular subsoils are shown on Figures 9
and 10. The laboratory testing is summarized in Table 1.
Job No. 107 06 39 ~tech
- 4 -
Groundwater was encountered in Borings 4 and 5 at the depths of 15 and 17 feet at the
time of drilling. The remaining borings were dry. The subsoils were typically slig htly
moist to moist and wet b e low the groundwater level at Borings 4 and 5.
DESIGN RECOMMENDATIONS
FOUNDATIONS
Considering the subsurface conditions encountered in the exploratory borings and the
nature of t he proposed construction, we recommend the buildings be founded with spread
footings or thickened-edge slabs bearing on the natural so ils. We should review the
wastewater treatment plant foundation and grading plans when available.
The design and constructio n criteria presented b elow should b e o b served for a spread
footing or thickened-edge s lab foundation system .
1) Foundations placed on the undisturbed natura l so il s sh ould be desig n ed for
an allowable bearing pressure of 1,000 ps£ Foundations bearing entirely
on the natural d ense granular soil s can b e desig ned fo r an allowable
b earing pressure of2,500 ps£ Based on experience, we expect initia l
settlement of foundations designed and constructed as discussed in this
section will b e about I inch or less . Additional post-construction
differ ential settlement, on t he order of 1 to 2 inches, is possible if the
upper-finer grained soils are wetted.
2) Footings should have a minimum width of 16 inches for continuous walls
b earing o n the r elativel y dense granular so il s and a minimum width of 20
inches for the upper fine-grained so ils. Iso lated pads sh ould h ave a
minimum w idth of2 feet.
3) Exterior foot ings, edges of slabs and footings beneath unheated areas
should be provided with ad equ ate soil cover above their bearing e levation
for frost protection. P lacement of foundations at least 36 inches below
exterior grade is typically u sed in this area. A shallow frost protection
J ob No. I 07 06 39 ~tech
-5 -
system consisting ofrigid foam insulation can be used in the thickened-
edge s lab alternative.
4) Continuous foundation wall s sho uld be reinforced top and bottom to span
local anomalies such as by ass uming an unsupp orted length of at least 12
feet. Foundation w alls acting as r etaining structures, such as at the
wastewater treatment plant, should also be des igned to resist lateral earth
pressures as discussed in the "Foundation and Retaining Walls" section of
this repo rt .
5) Topso il and any loo s e or disturbed so ils should b e removed and the footing
bearing level ext ended down to undisturbed natural soils. The exposed
soils in footing area should be moistened and compacted prior to pl acing
concrete. If water seepage is encountered in d eeper cut areas such as the
wastewater treatment plant, the excavation s ho uld be dew atered before
concrete placement. Voids created b y remo ving boulders at the bottom of
the excavation s hould be backfilled with compacted road base or concrete.
6) A representative of the geotechnica l engineer should observ e all foot ing
excavations prio r to concrete placement to eva lu at e bearing conditions.
FOUNDATION AND RETAINING WALLS (WASTEWATER TREATMENT PLANT)
Foundation walls and reta ining st ructures which are laterally suppo1ied and can be
expected t o undergo o nly a s li ght amount of deflection s hould be d esigned for a lateral
earth pressure computed on the b as is of an equival ent fluid unit weight of at least 55 pcf
for b ackfi ll consisting of the on-site so il s. Cantilevered r etainin g structures which are
separate from the main plant structures and can be expected to deflect sufficiently to
mobilize the full active earth pressure condit io n sho uld be des igned for a lat eral earth
pressure computed on the basis of an equivalent fluid unit weight of at least 45 pcf for
b ackfi ll consisting of the on-site soils.
A ll foundat ion and ret aining structures should be des ign ed for appropriate h ydro static and
surcharge pressures s uch as adj acent footings , traffic, construction materials and
Job No . I 07 0639 ~tech
-6 -
equipment. The pressures recommended above as sume drained conditions behind the
walls and a horizontal backfill surface. The buildup of water behind a wall or an upward
s loping backfill surface will increase the lateral pressure impo sed on a foundation wall or
retaining structure. An und erdrain should be pro v ided to prevent hydrostatic press ure
buildup behind walls.
Backfill should be placed in uniform lifts and compacted to at least 90% of the ma ximum
standard Proctor dens ity at near optimum moi sture content. Backfill in pavement and
walkway areas should be compacted to at least 95% of the max imum standard Proctor
density. Care should be taken not to overcompact the backfill or use large equipment
near the wall, since thi s could cause excess ive lateral pressure on the wall. Some
settlement of deep foundation wall backfill should be expected, even if the material is
placed correctly, and could result in di st ress to facilities constructed on the backfill.
The lateral resistance of foundation or retaining wall footings will be a combination of the
s liding resistance of the footing on the foundation materials and p assive earth press ure
against the side of the footing. Resistance to s li din g at the bottoms of the footings can be
calculated based on a coefficient of fric tion of 0 .35 for fin e-grained so ils and 0.45 for
coarse grained so il s. Passive press ure of compacted backfill against the sides of the
footings can be calculated using an equivalent fluid unit weight of 350 pc£ The
coefficie nt of friction and pass ive pressure va lues recommended above assume ultimate
soil s trength. Suitable facto r s of safety should b e included in the d es ign t o limit the strain
w hi ch w ill occur at the ultimate strength, particul arly in the case of p ass ive r es istance.
Fill pl aced against the sid es of the footings to r es ist lateral lo ads sho uld be a
predominantly granular so il compacted to at least 95% of the maximum standard Proctor
density at near optimum moisture content.
NON-STRUCTURAL FLOOR SLABS (SPREAD FOOTINGS)
T he natural on-site soils, exclusive of topsoil, are suitabl e to support lig htly load ed s lab-
on-grade constru ction. The upper fine-grained soil s are compressible and there is a risk
Jo b No . I 07 0639 ~tech
-7 -
of slab settlement and distress, especially ifthe sub grade soils are wetted. To reduce the
effects of some differential movement, floor slabs should be separated from all bearing
walls and co lumns with expansion joints which allow unrestrained vertical movement.
Floor slab control joints should be used to reduce damage due to shrinkage cracking. The
requirements for joint spacing and slab reinforcement should be estab lished by the
designer based on experience and the intended slab use. A minimum 4 inch layer of sand
and gravel should be placed beneath interior slabs to act as a leveling course and provide
subgrade support. This material should consist of minus 2 inch aggregate with at least
50% retained on the No. 4 sieve and le ss than 12% passing the No. 200 s ieve.
All fill materials for support of floor s labs sho uld be compacted to at least 95% of
maximum standard Proctor density at near optimum moisture content. Required fill can
consist of the on-site soils devoid of vegetation, topsoil and oversized rock.
UNDERDRAIN SYSTEM
Free water was encountered at the Borings 4 and 5 below the expected cut depths for the
propo s ed wastewater treatment plant site. It has been our experience in the area that the
groundwater level can rise and local perched groundwater can develop during times of
heavy precipitation or seasonal runoff Frozen ground during spring runoff can create a
perched condition. We recommend below-grade construction be protected from wetting
and hydrostatic pressure buildup by an underdrain system. As an alternative, it may be
feasib le to design the wastewater treatment structures to be water tight and resist
buoyancy forces if it is anticipated that the groundwater level will rise above the bottom
e levation of the foundation. We should review the wastewater treatment plant foundation
and grading designs when availab le to provide additional underdrain recommendations.
SITE GRADING
The risk of construction-induced slope instability at the site appears low provided the
buildings are located as planned and cut and fill depths are limited. We assume the cut
Job No. I 07 0 639 ~tech
-8 -
depths for the wastewater tre atment plant will b e up to about 10 to 12 feet , and the cut
depths will be significantly le ss throughout the remaining parts of the development. Fills
should be limited to about 8 to 10 feet deep, especially where they are near the top of
steep s lopes. Embankment fills should be co mpacted to at leas t 95% of the maximum
standard Proctor dens it y n ear optimum moisture content. Prio r to fill placement, the
subgrade should be carefully prepared b y removing all vegetation and topsoil and
compacting to at least 95% of the maximum standard Proctor dens it y. The fill should be
benched into slopes that exceed 20% grade.
Permanent unretained cut and fill s lopes s hould be graded at 2 horizontal to 1 vertical or
flatter and protected against erosion by revegetation or other means. The risk of s lope
instability will be increased if seepage i s encountered in cuts and flatter slopes may be
necessary. If s eepage is encountered in permanent cuts, an investigation s hould b e
conducted to determine if the seepage w ill adversely affect the cut stability . This office
should review site grading plans for the project prior to construction.
SURF ACE DRAINAGE
The following drainage precautions s hould be observed during co nstruction and
maintained at all times after the structures have b een completed:
1) Inundation of the foundation excavations and unders lab areas s hould be
avoided during construction.
2) Exterio r backfill should b e adjust ed to n ear optimum moisture and
co mpacted to at least 95% of the maximum stand ard Proctor dens it y in
pavement and slab areas and to at least 9 0% of the maximum standard
Proctor density in landscap e areas.
3) The gro und surface sun-ounding the exterio r of the structures sho uld be
sloped to drain away from the fo undation in a ll directions. We
reco mmend a minimum s lop e of 12 inches in the first 10 feet in unpaved
areas and a minimum s lope of2 Yi inches in the first 10 feet in paved areas.
Job N o. I 07 0639 ~tech
-9 -
Free-draming wall backfill should be capped with about 2 feet of the on-
s ite soils to reduce surfac e water infiltration.
4) Roof downspouts and drains should dis charge well beyo nd the limits of a ll
backfill.
5) Landscap e should consist of low irrigation demand and plants within at
least 5 feet of the buildings.
LIMITATIONS
This study has been conducted in accordance with generally accepted geotechnical
engin eer ing principles and practices in this area at this time. We make no warranty either
express or implied. The co nclusions and r eco mmendations submitted in this report are
ba sed upon the dat a obtained from the exploratory borings drilled at the lo cations
indicated on Figure 1, the propo sed type of construction and o ur experience in the area.
Our services do not include determining the presence, prevention or po ss ibility of mold or
other biological contaminants (MOB C) deve lo ping in the future. If the cli ent is
concerned abo ut MOBC, then a professio na l in this speci al field of practice should be
con sulted. Our findings include interpolation and extrapolat ion of the sub surface
conditio ns id entified at the exploratory b orings and variations in the subsurface
conditions may not beco me ev ident until excavation is p er~ormed. If conditions
encountered during con struction appear different from tho se d escribed in this report, we
should b e not ified so that r e-eva lu at ion of th e recommendations may be made.
Thi s r eport has b een prepared for the exclu s ive u se b y our client for design purposes. We
ar e not responsible fo r technical interpre t ations by others of our information. As the
project evo lves, we should provide continued consultatio n and field s ervices during
construction to r eview and monitor the implementation o f our recommend ations, and to
verify that the recommendations have b een appropriately int erpreted. Significant des ign
chan ges may r equire add itional analysis or modifications to the r eco mmendations
presented herein. We recommend on-sit e observation of excavations and foundat ion
Jo b No. I 07 0639 ~tech
-10 -
bearing strata and testing of structural fill by a representative of the geotechnical
engineer.
Respectfully Submitted,
HEPWORTH -PAWLAK GEOTECHNICAL, INC.
Trevor L. Knell , P.E.
Reviewed by:
Steven L. Pawlak, P.E.
TLK/ksw
cc: Rocky Mountain Steel Structures, Inc. -Attn: Jerry Ru sch
Job No. 107 06 39 ~tech
'--(-z
BOR IN G 3 '" ~-8(!] i
~
NOTTO SCALE
107 0639 ~tech LOCATIONS OF EXPLORATORY BORINGS FIGURE 1
HEPWORTH -PAWLAK GEOTECHNICAL
0
5
10
f-
UJ
UJ u.
I
f-a..
UJ
0 15
20
25
107 0639
BORING 1
31/12
WC=6.6
DD=110
-200=30
34/12
WC=6.8
+4=33
-200 =22
BORING2
55/1 0
Ameni ti es Buildings
Note: Explanation of symbols is shown on Figu re 5 .
BORING 3
0
36/12
WC =8.4 5
+4=31
-200 =33
42/12
10
15
Water Tank
20
25
f-
UJ
UJ u.
I
f-a..
UJ
0
~tech LOGS OF EXPLORATORY BORINGS FIGURE 2
HEPWORTH-PAWLAK GEOTECHN ICAL
0
5
10
15
I-UJ
UJ
LL
I
I-a..
UJ a 20
25
30
35
107 0639
BORING4
.. .... -:::· -:···
:::. :.:· :···
.... :::· :···
.... :::· :···
.... :::· :···
::·:·: :···
7/12
WC=1 1.2
00=106
6/12
WC=13.7
00=103
-200=66
6/12
3/12
Sewer Treatment Plant
BORINGS BORING 6
0
8/12 29/12
WC=7.7 5
00=79
-200=91
8/12 30/6,10/0
WC=S.3 10
00=105
-200=23
6/12
Storage Bui lding 15
I-
UJ
UJ . ... LL
:::· :··· I
I-a..
2/12 UJ
20 a
. ... :::· :···
. ... :::· :···
25
30
35
Note: Explanation of symbols is shown on Figure 5.
~tech LOGS OF EXPLORATORY BORINGS FIGURE 3
HEPWORTWPAWLAK GEOTECHN ICAL
BORING? BOR INGS BORING 9 BOR IN G 10
0 0
22/11
16/6, 15/3
18/12 17/12 WC=9.5
5 WC=11.7 WC=7.6 +4=8 WC=9.6 5
00=77 00=95 -200=58 +4=6
-200=54 -200=55 -200 =55
LL =50
Pl=20
40/6,10/0
10 10
I-I-
UJ UJ
UJ UJ
u_ u_
I I
I-I-
o._ a..
UJ 40/5,10/0 UJ
0 15 15 0
RV Parking
20 20
25 25
Note: Explanation of symbols is shown on Fi gure 5.
107 0639 ~tech LOGS OF EXPLORATORY BORINGS FIGURE 4
HEPWORTH-PAWLAK GEOTECHNICAL
LEGEND:
TOPSOIL; silty sandy clay with scattered gravel and cobbles. soft to medium stiff, moist, brown to dark brown,
root zone.
CLAY AND SILT (CL-ML); slightly sandy, with scattered gravel, very stiff, slightly moist, light brown, slightly porous
and calcareous.
SAND AND CLAY (SC-CL); si lty, scattered gravel, medium dense/medium stiff to stiff and slightly moist to
loose/soft and wet with depth at Borings 4 and 5, light brown to brown , low to medium plasticity.
GRAVEL, COBBLES AND BOULDERS (GM); silty to clayey, medium dense to dense, slightly moist to wet at
Borings 4 and 5, light brown to brown, slightly calcareous, angular to subangular rock.
Relativel y undisturbed drive sample; 2-inch l.D. California liner sample.
Drive sample; standard penetration test (SPT), 1 ~-inch l .D. split spoon sample, ASTM D-1586 .
Drive sample blow count; indicates that 31 blows of 140 pound hammer falling 30 inches were required to drive
31 112 the California or SPT sampler 12 inches.
T Practical drilling refusal. Where shown above the bottom of the log indicates that multiple attempts were made to
advance the boring. -Depth at which boring had caved immediately following drilling.
--Free water level in boring at the time of drilling.
NOTES:
1. Exploratory borings were drilled on October 18 and 19, 2007 with 4-inch diameter continuous f light power auger.
2. Locations of exploratory borings were measured approximately by pacing from features shown on the site plan
provided.
3. Elevations of exploratory borings were not measured and the logs of exploratory borings are drawn to depth.
4. The exploratory boring locations should be considered accurate only to the degree implied by the method used.
5. The lines between materials shown on the exploratory boring logs represent the approximate boundaries between
material types and transitions may be gradual.
6. Water level readings shown on the log s were made at the time and under the conditions indicated. Fluctuations in
water level may occur with time.
7 . Laboratory Testing Results:
WC = Water Conte nt ( % )
DD = Dry Density ( pcf )
+4 = Percent retained on the No . 4 sieve
-200 = Percent passing No. 200 sieve
LL = Liquid Limit ( % )
Pl = Plastici ty Index ( % )
107 0639 ~tech
HEPWORTH -PAWLAK GEOTECHNICAL
LEGEND AND NOTES FIGURE 5
-
Moistu re Co ntent = 11 .2 percent
Dry Density = 106 pct
Sample of: Sa ndy Silty C lay
From: Boring 4 at 4 Feet
0
I I I I I 11 I I l 1 I I r-t"ro ' --Compressio n
* (~ I I I 11
upon -wetting z 2
0
I N D Ci5
(/) I ) w 3 a: I a.. 'tJ :::;?
0
()
4
5
LJ
I
I
I
I
I I
• I I
LJ
0 .1 1.0 10 100
A PPLIED PRESSURE ( ksf )
107 0639 ~tech SWELL-CO N SOLIDATION TEST RESULTS FIGURE 6
HEPWORTH -PAWLAK GEOTECHN ICAL
Moisture Content = 5.3 percent
Dry Density = 105 pct
Sample of: Silty Clayey Sand
From: Bori ng 5 at 9 Feet
I I
I 0 I
I --+-r-l 111 I I
I I 1 I 11 -r > I
_JJrr Compre ss ion
i--upon
2 wetti ng
L----T I
3 I I
~
ff< 4
~ ~ )
z \ 0
Ci5 5 CJ) \ UJ cc: a..
~ 6 0 ~ 0
7
8 1
9 l 1
I ~ D 10 I I
L
0 .1 1 .0 10 100
APPLIED PRESSURE ( ksf}
107 0639 ~tech SWELL-CONSOLIDATION TEST RESULTS FIGURE 7
HEPWORTH-PAWLAK GEOTECHN ICAL
Moisture Content = 7.7 percent
0 Dry Density = 79 pct
I I I I I I I Sample of: Slightl y Sandy Clayey Silt
I l ·11
From: Boring 6 at 4 Feet
1
2
3
I I I I I 111 C o mpression
I I II 11 upon
4 wetting
5
6 LJ
I -#. 7 -z ( 0
Ci5 8 \
(/)
UJ a: a.
~ 9 0 \ (_)
10
I
11 I
12 \
I 1 '
13 I
14 \I L
15
4>
16 I
0.1 1 .0 10 100
APPLIED PRESSURE ( ksf)
107 0639 ~tech SWELL-CONSOLIDATION TEST RESULTS FIGURE 8
HEPWORTH-PAWLAK GEOTECHNICAL
0 w z
~ a:
1-z w
() a: w
Cl..
0 w z
~ w a:
1-z w
() a: w
Cl..
HYDROMETER ANALYSIS SIEVE ANALYSIS
TIME READINGS U.S. STANDARD SER IES CLEAR SQUARE OPENINGS
24 HR. 7 HR
45MIN. 15MIN. 60MIN. 19MIN. 4MIN. 1 MIN. #200 #100 #50 #30 #16 #8 #4 ~ 314' 11/'Z' 3" 5' 6' 8'
or::::=::r:==::=i:=::r:=::=r:=::=t=::=r:::::=r:::::=r:::::=t=::=r:::::=:i=::=:i=::=:i=~~==:i=::=:i===r:i==:J100
.001 .002 .005 .009 .019 .037 .150 .300 .600 1.18 2.36 4.75 9.5 12.5 19.0 37.5 76.2 203
DIAMETER OF PARTICLES IN MILLIMETERS
SANO GRAVEL
CLAY TO SILT COBBlES
FINE MEDIUM COARSE FINE COARSE
Gravel 3 3 % Sand 45 % Silt and Clay 22 %
Liquid Limit % Plasticity Index %
Sample of: Sil ty Sand and Gravel From : Boring 1 at 9 1/2 Fe et
HYDROMETER ANALYSIS SIEVE ANALYSIS
TIME READ INGS U.S. STANDARD SER IES CLEAR SQUARE OPENINGS
24 HA. 7HR
45 MIN. 15 MIN. 60MIN. 19MIN. 4 MIN. 1 MIN. #200 #100 #50 #30 #16 #8 #4 318' :J/4' 1 1/'Z' 5' 6' 8' 100 o~~~~~~~~
.001 .002 .005 .009 .019 .037 .074 .150 .300 .600 1.16 2.36 4.75 9.5 12.5 19.0 37.5 76.2 127152 203
DIAMETER OF PARTICLES IN MILLIMETERS
CLAY TO SILT
SANO GRAVEL
COBBLES
FINE MEDIUM COARSE FINE COARSE
Gravel 31 % Sand 36 % Silt and Clay 33 %
Liquid Limit % Plastic ity Index %
Sample of: Silty Sand and G ravel From : Bor ing 3 at 4 Feet
(!) z
Ci)
~
1-z w
() a: w
Cl..
(!) z
Ci)
~
Cl..
~ w
() a: w
Cl..
107 0639 ~tech GRADATION TEST RESULTS FIGURE 9
HEPWORTH-PAWLAK GEOTECHNICAL
Cl w z
~ cc:
1-z w
() cc: w a..
Cl w z
~ cc:
1-z w
() cc: w a..
HYDROMETER ANALYSIS SIEVE ANALYSIS
TIME READINGS U.S. STANDARD SERIES CLEAR SQUARE OPENINGS
24 HA. 7HR
15 MIN. 60MIN. 19MIN. 4 MIN. 1 MIN. #200 1100 150 130 #16 #8 #4 314' 11/2' 3' 5' 6"
.001 .002 .005 .009 .019 .037 .074 .150 .300 .600 1.18 2.36 4.75 9.5 12.5 19.0 37.5 162 127152 203
DIAMETER OF PARTICLES IN MILLIMETERS
GRAV8..
CLAY TO SILT COBBLES
FINE MEDIUM COARSE FINE COARSE
Gravel 8 % Sand 34 % Silt and Clay 58 %
Liquid Limit % Plasticity Index %
Sample of: Sand and Clay with Grave l From: Boring 9 at 3 1/2 Fe et
HYDROMETER ANALYSIS SIEVE ANALYSIS
TIME READINGS U.S. STANDARD SERIES CLEAR SQUARE OPENINGS
24 HR. 7 HR
15 MIN. 60MIN. 19MIN. 4 MIN. 1 MIN. #200 #100 #50 #30 #16 #8 3/4' 11/2' 3' 5' 6"
.001 .002 .005 .009 .019 .037 .074 .150 .300 .600 1.18 2.36 4.75 9.5 12.5 19.0 37.5 162 127152 203
DIAMETER OF PARTICLES IN MILLIMETERS
SANO GRAV8..
CLAY TO SILT C088LES
Flt-E COARSE Flt-E COARSE
Gravel 6 % Sand 39 % Silt and Clay 55 %
Liquid Limit % Plast ic ity Index %
Sam p le of: Sand and Clay with Gravel From: Bori ng 10 at 4 Feet
(.!) z
Ci)
~
1-z w
() cc: w a..
(.!) z
Ci)
~ a..
1-z w
() cc: w a..
107 0639 ~tech GRADATION TEST RESULTS FIGURE 10
HEPWORTH ·PAWlAK GEOTECHNICAL
HEPWORTH-PAWLAK GEOTECHNICAL, INC.
TABLE 1 Job No . 107 0639
SUMMARY OF LABORATORY TEST RESULTS
SAMPLE LO CATION N AT URAL NATURAL GRADATION PERCENT ATTE RBERG LIMITS UNCONFINED
BORING MOISTURE DRY GRAVEL SAND PASSING LIQUID PLASTIC COMPRESSIVE SOIL
NO . DEPTH CONTENT DENSITY NO. 200 LIMIT INDEX STRENGTH TYPE (%) (%) S IEVE
(ft) (%) <o cn (%) (%) (PSF)
1 4 6.6 110 30 Silty sand with gravel
9 1h 6 .8 33 45 22 Silty sand and gravel
3 4 8.4 31 36 33 Silty sand and gravel
4 4 11.2 106 Sandy silty clay
9 13.7 103 66 Sandy silty clay
5 9 5 .3 105 23 Silty clayey sand
6 4 7.7 79 91 Slightly sandy clayey silt
7 4 11.7 77 54 50 20 Very sandy silt and clay
8 4 7.6 95 55 Very sand7 clayey silt
9 3 1/2 9 .5 8 34 58 Sand and clay with gravel
10 4 9.6 6 39 55 Sand and clay with gravel
APPENDIX H
SGM
118 W. 6TH STREET, SUITE 200
GLENWOOD SPRINGS, CO 81601
11111111111111111H rn n111 H1mm 111111 u11111
11M121 ea121J/2M2 82:9' iu.3151 me tt AL.SOORF
1 0, 3 R 11,1118 D e.ee CMr'ltLl:I CCIUNT'l' cc
SPECIAL WARRANTY DEEl'.l
• Co...it:y ()(' Sau ta Cl11:r~
California 95033
Los Gatos 3auta Clara
the: l'allowinl nal property in tru:
Colorado, m wit:
'=il:..l\IAl<::I lllL::.
ud Stat: of
al!ll State or Celif<1rnia !iljOJ'3
The prorc:i:cy d.csc.ribed in £:Khi~it~ "A" and 1111•1 atta~hed togetber with
th~~~ Vt\ter. t:'i&htg de5c-ribac in de.ed recorded Apr!l 27, 20'11 in
~oe~ 1248 at Pa*e S45 (nece,t£c~ #579951) Ct:r~ield CO\l.nty ~e;ord~
)lq. !IOI. a... 1-91. -~IWl9--
--l<!d ... l'l&'l-II<-. ""1"", Cl!>l!et!Ol-l!J'lom.~-www----
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EXHIBIT A
Order :'iumber: 01 oooaoe
LEGAL DESCRIPJION
A PARCEL OF LAND SITUATED IN SECTIONS 19 AND 30~ I'OPlNSHIP 7 SOUTH,, RANGE !15
WRST .ANii IN SECTIONS 25 AND 36, TOWNSHIP 7 SOOTH,. RANGE 96 WBST OF THE SIXTH
PRINCIPAL MBRIDIAN, COUNTY OF GARFIELD? STATE OF COLORADO, SAID PARCEL BEING
MOU PllTICULARLY DESCRIBED AS FOLLOWS;
:BEGINNING AT THE WEST 1/4 CORNER OF SAID SECTION 19;
THJ!NCE N. 89~40'32tt E. 1266.57 YEET ALONG THE CENTERLINE OF SAID SECTION 19 TO
THE C-Wl/16 CORNER OF SAID SHC'l'ION 19;
THENCE N. 89~41'25~ E. 1327.91 FBET ALONG THE CENTERLINE OF SAID SECTION 19 TO
':'HE Cl/4 CORJ."ER OF SA:tD SECTION 19;
THENCE N, 89~41'00 8 H. 1317,77 FEET ALONG THE CENTERLINE OF SAID SECTION 19 TO
TH1! C-El/16 CORNER OF SAID SECTION 19;
THENCE S. 01g23'48" E. 1369.29 FEET ALONG THE EASTERLY LINE OF THE NW1/4SEl/4
TO THE SEl/16 OF SAID SECTION 19;
THENCE S. 01Q23'48n E. 1369.29 FEET ALONG THE EASTERLY LINE OF THE SW1/4SE1/4
OF SAID SECTION 19 TO THE E1/16 COR.iVER OF SAID SECTION 19;
THENCE N. 89~02'29u W. 67.48 FEET ALONG THE SOUTHERLY LINE OF SAID SECTION 19
TO THE El/16 CORNER OF SAID SECTION 30;
THBNCE s. 00~02-osu E. 1282.91 FEET ALOJ!IG THE EASTERLY LINE OF THE NWl/4NEl/4
BEING GLD LOT 4 OF SAID SECTION 30 TO THS NE1/16 CCJR.NRR OF SAID SECTION 30;
THENCE S. 00;.02£05" E. 1307.09 FEET ALONG THE .EASTERLY LINE OF THE SWl/41'iEl/4
OF SAID SECTION 30 TO THE C-E1/16 CORNSR OF SAID SECTION 30;
THENCE N. 89°43'37" W, 1314.26 FEET ALONG THE CRNTERLINB OF SAID SECTION 30 1'0
THE Cl/4 CORNER OF SAID SECTION 30;
THE..~CJE s. oo~o7'02" E. 1322.30 FBET ALOnG THE CENTERLINE OF SAID SECTION JO TO
THE C~Sl/16 CORNER OF SAID SECTION 30;
THENCZ N. 89,40'19H W. 1317.65 PEET ALONG THE SOUTHERLY LINE OP THE NEl/4SW1/4
OF SAID SECTION 30 TO THE SW1/16 CORNER OF SAID SECTION 30;
THXNCS N, 89°40~19" W. 1252.60 FEET ALONG THE SOUT~tfERLY LINE OF '!'HE NW1/4SW1/4
BEING GLO LOT 8 OF SAID SECTION 30 TO THE S1/16 CORNER OF SAID SECTION 30 SAID
POINT BEING ON TH1! l:t'ASTERLY LINH OF SAID SECTIOn 25;
THENCE s. 00°53'10" R. l268.09 PEET ALONG THE EASTERLY LINE OF SAID SECTION 25
TO THE SE CORNES OF SAID SECTION 25, SAID POINT ALSO BEING THE NE CORNER OF
SAID SECTION 3 6;
THENCE 5. 00°55r11u W. 53.27 FEJ!T ALONG THE EASTERLY LINE OF SAID SECTION 30
TO THE SW CORNER OF SAID SECTION 30;
'l'HENCB S. 00°08'00" W. 1272. 71 FHET ALONG THE EASTERLY LINE OF SAID SECTION 36
TO THE Nl/16 CDRNltR OF SAID SECTION 35;
'!'HENCES. 89"05?1/Ju W. 1345.45 PEET ALONG THE SOUTHERLY L·INB OF '!'RB NE1/4NE1/4
OF SAID SECTION 36 TO THE NEl/16 CORNER OF SAID SECTION 36;
THENCE S. 89°05~10" W. 1345.45 FEET ALONG THE SOUTHERLY LINE OF TRE NW1/4NE1/4
OF SAID SECTION 36 TO THE C-Nl/16 CORNER OF SAID SECTION 36;
THENCE N. 00"00'09" B. 1335.54 FEET ALONG THE CENTERLINE OF SAID SECTION 36 TO
THE 1/4 CORNER OF SAID SECTION 36 AND SECTION 25;
THENCE N. ao~19'38" E. 1305.99 FEET ALONG THE CENTERLINE OF SAID SECTION 25 TO
THE C-Sl/16 CORNER OF SAID SECTION 25;
THENCE N. 88"55,.03" E. 1334.04 FEET ALONG THE NORTHERLY LINE OF Tm!! SW1/4SE1/4
OF SAID SECTION 25 TO THE SE1/16 COR..VER OP SAID SECTION 25;
THENCE N. ae~ss~o3n B. 1334.04 FEET ALONG THE NORTHE.'RLY LINE OF THE SE1/4SE1/4
Continued on next page
Continuation of schedule A -Legal Description
Order Number: 01000008
OF SAID SECTION 25 TO THE Sl/16 CORNER OF SAID SECTION 25, SAID POINT ALSO
BEING ON THE WESTERLY LINE OF SAID SECTION 30;
THENCE N. 00°54'47" W. 1264.99 FEET ALONG THE WESTERLY LINE OF SAID SECTION 30
TO THE Wl/4 CORNER OF SAID SECTION 30;
THENCE N. 00°02'23" E. 57.16 FEET ALONG THE WESTERLY LINE OF SAID SECTION 30
TO THE El/4 CORNER OF SAID SECTION 25;
THENCE N. 00°11'36" W. 1263.65 FEET ALONG THE WESTERLY LINE OF SAID SECTION 30
TO THE Nl/16 CORNER OF SAID SECTION 30;
THENCE S. 89°23'46" E. 1271.44 FEET ALONG THE NORTHERLY LINE OF THE SWl/4NW1/4
BEING GLO LOT 7 OF SAID SECTION 30 TO THE NWl/16 CORNER OF SAID SECTION 30;
THENCE N. 00°08'19" W. 1310. 67 FEET ALONG THE WESTERLY LINE OF THE NE1/4NW1/4
BEING GLO LOT 5 OF SAID SECTION 3 0 TO THE Wl/16 CO~'WER OF SAID SECTIOli 3 0;
THENCE S. 86°59'10" E. 10.87 FEET ALONG THE NORTHERLY LINE OF SAID SECTION 30
TO THE Wl/16 CORNER OF SAID SECTION 19;
THENCE N. 00°24'16" W. 1337.86 FEET ALONG THE WESTERLY LINE OF THE SE1/4SW1/4
OF SAID SECTION 19 TO THE SWl/16 CORNER OF SAID SECTION 19;
THENCE N. 89°37'32 11 W. 1275.53 FEET ALONG THE SOUTHERLY LINE OF THE NW1/4SW1/4
OF SAID SECTION 19 TO THE Sl/16 CORNER OF SAID SECTION 19;
THENCE N. 00°03'35 11 W. 1322. 76 FEET ALONG THE WESTERLY LINE OF SAID SECTION 19
TO THE TRUE POINT OF BEGINNING.
COUNTY OF GARFIELD
STATE OF COLORADO
BOUNDARY LINE ADJUSTMENT PLAT
A Parcel of Land Situate in Sections 19 and 30, Township 7 South, Range 95 West
' I
and in Sections 24, 25 and 36, Township 7 South, Range 96 West of the Sixth Principal Meridian,
County of Garfield, State of Colorado,
\ I \ ,,,..., /1
\ v<> ~·~" I \ &>~4'' I \ \# (jJ
Center 1( 4 Corner Section 24
A 3-1/ 4" BLM Aluminum Cap in Place West 1/ 4 Corner Section 19
3" Brass Cap LS No. 12770 in Place
Center West 1/ 16 Corner Section 19
3-1( 4" BLM Aluminum Cap in Place
\ County
\f?oadNo.
', 300
\ I
Basis efflearings S 88°50'42" W 2671.80' N 89°41 '05" E 1266.57' N 89°41'58" E 1327.91' N 89°41'33" E 1317.77'
\
' \ / . ' > / '-..'-/
'"'-... ------Apparent Southerly
Riglrt-of-Way
1YE1/4SW1/4
SECTION24
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zn Aluminum Cap
on No. 5 Rebar
LS No. 5933
Nl/2SE1/4
SEC110N24
Parcel No. 24Q924400124
(Book 1248, Page 571)
New
Boundary
Line
James Eugene & Monique Teresa Speakman
5242 County Road 300
Parachute, co 81635
2" Cap on No. 5 Rebar
LS No. 5933
1329.85' P.O.B.
~ Daybreak
Parcel
NW1/4SW1/4
SECTION 19
Boundary
Line to be
Adjusted
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NE1/4SW1/4
SECTION 19
Parcel No. 240719300162
(Book 1248 Page 543)
Daybreak Realty LLC
400 Panamint Road
Reno, NV 89521
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nter 1( 4 Comer Section 19
NW1/4SE1/4
SECTION 19
1322.72' 559.59' --------1-----------~,,_ __ ......;!;;;::.~s~8:;8::.3;;:9;::;,4;44": .. 'Qw-;--E..-....;.;~2~64'455..~3~7'~= "'""'"""1!111~~~~~~~~~~~~~--------------------------~---------------------------
24 : 19
N 89°36'59" W 1275.53' '
South West 1/16 Comer Section 19
3-1/ 4" BLM Aluminum Cap in Place
PROPERTY DESCRIPTION
SPEAKMAN PARCEL
Center South 1I16 Corner Section 24
3-1/4" BLMAluminum Cap 1982inPlace
A PARCEL OF LAND SITUATE IN THE Sl/2 SECTION 24, TOWNSHIP 7 SOUTH, RANGE 96 WEST OF THE 611f P.M., COUNTY OF
GARFIEW, STATE OF COWRADO. SAID PARCEL OF LAND BEING A PORTION OF A PARCEL OF LAND PREVlOUSLY DESCRIBED
IN BOOK 1248, PAGE 571 AS FILED WffHTHE GARFIEWCOUNTYCLERK AND RECORDER'S OFFICE AND NOW BEING MORE
PARTICULARLY DESCRIBED AS FOLWWS:
SECTION24: N1/2SE1/4, AND THAT PORTION OF THENE1/4SW1/4 LYING SOUTHOFGARFIEWCOUNTY ROAD NO. 300,
TOWNSHIP 7 SOUTH, RANGE 96 WEST OF THE 6TH P.M., COUNTY OF GARFIEW, STATE OF COLORADO
LESS AND EXCEPT A PARCEL OF LAND SITUATE IN THE NEl/ 4SE1/4 OF SAID SECTION 24 BEING MORE PARTICULARLY
DESCRIBED AS FOLWWS:
COMMENCING AT THE CENTER SOUTH 1/ 16 CORNER OF SAID SECTION 24, A BLM ALUMINUM CAP IN PLACE; THENCE
N88"39'44''E 1882.31 FEET TOA POINTON THE SOUTHERLYIJNE OFTHEN1/2SE1/4 OF SAID SECTION 24, THE TIWEPOINT
OF BEGINNING: THENCE DEPARTING SAID SOUTHERLY UNE N00"03'02"W 960.40 FEET; THENCE N89"15' 1 O''E 762.92 FEET 10
A POINTON THE EASTERLY IJNE OF THE Nl/2SE1/4 OF SAID SECTION 24; THENCE S00"03'02'EALONGSAIDEASTERLY IJNE
952.55 FEET TO THE SOUTH 1/ 16 CORNER OF SECTION 24 AND SECTION 19, A 3" HLM ALUMINUM CAP IN PLACE; THENCE
S88"39'44"W ALONG THE SOUTHERLY LINE OF SAID N1/2SE1/ 4 A DISTANCE OF 763.06 FEET TO THE TRUE POINT OF
BEGINNING. SAID PARCEL OF LAND CONTAINING 16. 751 ACRES, MORE OR LESS.
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South 1I16 Corner Sections 24 & 19
3-1( 4" BLM Aluminum Cap in Place I
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57.16'
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SE1/4SWJ/4
SECTION 19
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SECTION 19
I North 1/ 4 Corner Section 30
S 86°58'37" E J 9 l1 r
10.87' f--
S 89°23'13" E 1271.44'
SW1/4NW1/4
SECTION30
West 1/ 4 Corner Section 30
30-------------------------, ---------------------------
NE1/4NW1/4
SECTION30
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SECTION30
l---------------------------+---------------------------
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: SECTION 30 l
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1 Center 1/ 4 Corner Section 30 1
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SW1/4NE1/4
SECTION30
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NW1/4SW1/4
SECTION30
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SECTION 30
Cl>
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N 89°43'04" W 1314.26'
N 89°01 '56" W
67.48'
N 88°55'36" E 1334.04' N 88"55'36" E 1334.04' 30
LEGEND
Reba.rand 11/4"Pl.asti.cCap
LS #36572 Set in Place
@ SW1/4SE1(4
SECTION25
North 1 I 4 Corner Section 36
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SEI/4SE1/4
SECTION25
25
North East Comer Section 36
---------------------------~----------------------------
NW1/4NE1/4
SECTION-36
s 89°05'43" w 1345.45'
: 36
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NEl/41\'El/4
SECTION36
s 89°05'43" w 1345.45'
N 89°39'46" W
s 00'55'44" w
53.27'
1252.60' N 89°39'46" W 1317.65'
NOTES
1.) DATEOFSURVEYWASOCTOBER 10, 2008.
2.) BASIS OF BEARINGS FOR THIS SURVEY IS A BEARING OF S88°50'42"W BETWEEN THE WEST 1/ 4 CORNER OF
SECTION 19, A 3" BRASS CAP LS NO. 12770IN PLACE AND THE CENTER 1/4 CORNEROFSECTION24,A 3-1/4"
BLM ALUMINUM CAP IN PLACE AND SHOWN HEREON.
3.) THIS BOUNDARY LINE ADJUSTMENT PLAT WAS PREPARED WITHOUT BENEFIT OF A CURRENT TITLE
COMMITMENT AND DOES NOT REPRESENT A TITLE SEARCH BY THIS SURVEYOR OR BOOKCLIFF SURVEY
SERVICES, INC. THIS SURVEY IS BASED ON BOOK 1248, PAGE 543 AND BOOK 1248, PAGE 571 OF THE GARFIELD
COUNTY CLERK AND RECORDERS OFFICE, DOCUMENTS OF RECORD AND MONUMENTS IN PLACE AND SHOWN
HEREON.
4.) THIS BOUNDARY UNEADJUSTMENT PLAT DOES NOT REPRESENT ANY OTHER TYPE OF SURVEY SUCH ASAN
IMPROVEMENT SURVEY, EXISTING CONDmONS OR IMPROVEMENT LOCATION CERTIFICATE, ETC.
5.) ACCORDING TO COWRADO LAW YOU MUST COMMENCE ANY LEGAL ACTION BASED UPON ANY DEFECT IN
THIS SURVEY WITHIN THREE YEARS AFTER YOU FIRST DISCOVER SUCH DEFECT IN NO EVENT MAY ANY ACTION
BASED UPON ANY DEFECT IN TilIS SURVEY BE COMMENCED MORE THAN TEN YEARS FROM THE DATE OF
CERTIFICATION SHOWN HEREON.
GRAPHIC SCALE
( IH FEBT)
1 Inch = 500 ft.
PROPERTY DESCRIPTION
DAYBREAK REALTY PARCEL
A PARCEL OF LAND SITUATED IN SECTIONS 19 AND 30, TOWNSHIP 7 SOUTH, RANGE 95 WEST AND lN SECTIONS 24, 25 AND 36,
TOWNSHIP 7 SOUTH, RANGE 96 WEST OF THE SIXTH PRINCIPAL MERIDIAN, COUNTY OF GARF1EW, STATE OF COWRADO. SAID
PARCEL OF LAND BEING A PORTION OF A PARCEL OF LAND PREVIOUSLY DESCRlBEDIN BOOK 1248, PAGE 543 AS FILED WITH
THE GARFIEW COUNTY CLERK AND RECORDER'S OFFICE AND NOW BEING MORE PARTICULARLY DESCRIBED AS FOLWWS:
BEGINNING AT THE WEST 1/ 4 CORNER OF SAID SECTION 19, A 3" BRASS CAP LS NO. 12770 IN PLACE; THENCE N89'41 '05"E
1266.57 FEET ALONG THE CENTERLINE OF SAID SECTION 19 TO THE C-Wl/16 CORNER OF SAID SECTION 19; THENCE
N89"41 '58"E 1327. 91 FEET ALONG THE CENTERLINE OF SAID SECTION 19 TO THE Cl/ 4 CORNER OF SAID SECTION 19; THENCE
N89"41 '33"E 1317. 77 FEET ALONG THE CENTERLINE OF SAID SECTION 19 TO THE C-El/ 16 CORNER OF SAID SECTION 19;
THENCE S01°23'15"E 1369.29 FEET ALONG TifE EASTERLY UNE OFTHENW1/4SE1/4 TO THE SEl/ 16 OF SAID SECTION 19;
THENCE SOl °23'15"E 1369.29 FEET ALONG TifE EASTERLY LINE OF THE SW1/ 4SE1/4 OF SAID SECTION 19 TO THE Ell 16
CORNER OF SAID SECTION 19; THENCE N89°01 '56"W 67.48 FEET ALONG THE SOUTHERLY LINE OF SAID SECTION 19 TO THE
Ell 16 CORNER OF SAID SECTION 30; THENCE S00°01'32"E 1282.91 FEET ALONG THEEASTERLYIJNE OF THE NW1/4NE1/4
BEING GW LOT4 OF SAID SECTION 30 TO THE NEl/ 16 CORNER OF SAID SECTION 30; THENCES00"01'32''E 1307.09FEET
ALONG TifE EASTERLY UNE OF THE SWl/ 4NE1/4 OF SAID SECTION 30TOTHEC-El/16 CORNER OF SAID SECTION 30;
THENCE N89"43'04"W 1314.26 FEET ALONG THE CENTERLINE OF SAID SECTION 30 TO THE Cl/ 4 CORNER OF SAID SECTION
30; THENCE S00"06'29"E 1322.30 FEET ALONG THE CENTERLINE OF SAID SECTION 30 TO THE C-Sl/ 16 CORNER OF SAID
SECTION 30; THENCE N89"39'46"W 1317.65 FEET ALONG THE SOUTHERLY IJNE OFTHENE1/4SW1/4 OF SAID SECTION 30 TO
THE SWl/ 16 CORNER OF SAID SECTION 30; THENCE N89°39'46''W 1252.60 FEET ALONG THE SOUTilERLY UNE OF THE
NWl! 4SW1/ 4 BEING GLO LOT 8 OF SAID SECTION 30 TO THE Sl/ 16 CORNER OF SAID SECTION 30 SAID POINT BEING ON THE
EASTERLY UNE OF SAID SECTION 25; THENCE S00°52'37''E 1268.09 FEET ALONG THE EASTERLY IJNE OF SAID SECTION 25 TO
THE SE CORNER OF SAID SECTION 25, SAID POINT ALSO BEING THE NE CORNER OF SAID SECTION 36; THENCE S00'55'44"W
53.27 FEET ALONG THE EASTERLY UNE OF SAID SECTION 36 TO TifE SW CORNER OF SAID SECTION 30; THENCE S00°08'33"W
1272. 71 FEET ALONG THE EASTERLY LINE OF SAID SECTION 36 TO THE Nl/ 16 CORNER OF SAID SECTION 36; THENCE
S89"05'43"W 1345.45 FEET ALONG THE SOUTHERLY LINE OF THE NEl/ 4NE1/ 4 OF SAID SECTION 36 TO THE NEl/ 16 CORNER
OF SAID SECTION 36; THENCE S89'05'43"W 1345.45 FEET ALONG THE SOUTHERLY LINE OF THE NW1/4NE1/4 OF SAID
SECTION 36 TO THE C-Nl/ 16 CORNER OF SAID SECTION 36; TifENCE N00'00'42''E 1335.54 FEET ALONG THE CENTERLINE OF
SAID SECTION 36 TO THE 114 CORNER OF SAID SECTION 36 AND SECTION 25; THENCE N00'20'11 "E 1305.99 FEET ALONG THE
CENTERLINE OF SAID SECTION 25 TO THE C-Sl! 16 CORNER OF SAID SECTION 25; THENCE N88°55'36"E 1334.04 FEET ALONG
THE NORTHERLY UNE OF TifE SW1/4SE1/4 OF SAID SECTION 25TOTHESEl/16 CORNER OF SAID SECTION 25; THENCE
N88"55'36"E 1334.04 FEET ALONG THE NORTHERLY UNE OF THE SE1/4SE1/4 OF SAID SECTION 25TOTHESl/16 CORNER OF
SAID SECTION 25, SAID POINT ALSO BEING ON THE WESTERLY UNE OF SAID SECTION 30; THENCE N00°54'14"W 1264.99 FEET
ALONG THE WESTERLY UNE OF SAID SECTION 30 TO THE Wl/ 4 CORNER OF SAID SECTION 30; THENCE N00°02'56"E 57.16
FEET ALONG THE WESTERLY LINE OF SAID SECTION 30 TO THE Ell 4 CORNER OF SAID SECTION 25; THENCE N00°11 '03"W
1263. 65 FEET ALONG THE WESTERLY UNE OF SAID SECTION 30 TO THE Nl/ 16 CORNER OF SAID SECTION 30; THENCE
S89°23'13"E1271.44FEETALONGTifENORTHERLYUNEOFTHESW1/4NW1/4BEINGGWLOT70FSAIDSECTION30TOTHE
NWl/16 CORNER OF SAID SECTION 30; TifENCE N00°07'46"W 1310.67 FEET ALONG THE WESTERLY IJNE OF THE NEl/ 4NW1/4
BEING GW LOT 5 OF SAID SECTION 30 TO THE Wl/ 16 CORNER OF SAID SECTION 30; THENCE S86"58'37''E 10.87 FEET ALONG
TifE NORTHERLY UNE OF SAID SECTION 30 TO THE Wl/ 16 CORNER OF SAID SECTION 19; THENCE N00°23'43"W 1337.86 FEET
ALONG THE WESTERLY UNE OF THE SEl/ 4SW1! 4 OF SAID SECTION 19 TO THE SWl/ 16 CORNER OF SAID SECTION 19;
THENCE N89"36'59"W 1275.53 FEET ALONG THE SOUTHERLY LlNEOFTHE NW1/4SW1/4 OF SAID SECTION 19 TO THE Sl/16
CORNER OF SAID SECTION 19; THENCE S88°39'44''W 763.06 FEET ALONG THE SOUTHERLY LINE OF THE N1/2SE1/4 OF SAID
SECTION 24; THENCE DEPARTING SAID SOUTilERLY UNE N00°03'02"W 960.40 FEET; THENCE N89'15'10"E 762.92 FEET TO A
POINTON THE EASTERLY LINE OF THE Nl/2SE1/4 OF SAID SECTION 24; THENCE N00"03'02"W ALONG SAID EASTERLY UNE
370.21 FEET TO THE POINT OF BEGINNING.
COUNTY OF GARFIEW
STATE OF COWRADO
SURVEYOR'S STATEMENT
CLERK AND RECORDER'S CERTIFICATE
THIS PLAT IS ACCEPTED FOR FIIJNG IN THE OFFICE OF THE CLERK AND RECORDER OF GARFIEW COUNTY, COWRADO, AT
__ 0 'CLOCK_ .M., ON THE __ DAY OF , 2008, AS RECEPTION NO.--------
CLERK AND RECORDER
BY: ________ ~---
DEPUTY
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FILE: 08071-01
OFT. SRB
CK. MJL
DATE: 10/22/08
PROJECT NO.
08071-01
SHEET 1
1
APPENDIX I
SGM
118 W. 6TH STREET, SUITE 200
GLENWOOD SPRINGS, CO 81601
Headworks Building ----------------------, I Manual Bar Screen I
I By-Pass /fl
Channe1~--~/fH-//-----------, I
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(Toto/ Vol= 16, 158 Go/,
2 Basins)
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Sequencing Batch Reactor A
Sequencing Batch Reactor B
Digester
f f f At t t t tAIR t t t t i t t t t
Overflow &
Supernate
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File: HMWWTF-ProcessSchematic
APPENDIX J
SGM
118 W. 6TH STREET, SUITE 200
GLENWOOD SPRINGS, CO 81601
High Mesa Partners, LLC
1860 Lousetown Rd.
Reno Nevada, 89521
408-391-7473
Robert Pennington and Nick Kilbourn
Schmeueser, Gordon, and Myer
RE: Operational plan for the Daybreak Realty Waste Treatment Plant
Daybreak Realty is constructing a waste treatment plant to initially service a planned RV park located on
the property adjoining the plant. The RV Park owned and operated by High Mesa Partners, LLC. is being
developed by the owners, The park will be financially supported by Robert Graham, John Hayes, Eugene
Speakman, Bainco International and other financing institutions.
High Mesa Partners, LLC will enter into a 15 year renewable agreement to use the waste treatment facility
for the RV Park. This agreement will be for payments of $20k in 2008, and $40k per year thereafter. The RV
Park is being constructed for use by the energy industry and will contain 120 spaces, of which 96 will be for
use by monthly rentals, and the balance will be for transients. The park is forecasted to have revenue of
approximately $400k per year at 50% occupancy with a net income after operating expenses of
approximately $150k per year.
The plant will be maintained by trained staff from High Mesa Partners with back up support from SGM in
Glenwood Springs.
The plant will be located per the attached Topo Map and will drain into Spring Gulch and then onto
Spencer Spring Ditch and on to the Colorado River. (See attached Map)
Sincerely,
Managing Partner
High Mesa Partners, LLC
Sept. 20, 2007