HomeMy WebLinkAbout407 McLaughlin Ln - 247106306012INDIVIDUAL SEWAGE DISPOSAL SYSTEM PERMIT
EAGLE COUNTY ENVIRONMENTAL HEALTH DIVISION
P.O. Box 179 - 500 Broadway X Eagle, CO 81631
Telephone: (970) 328-8755
COPY OF PERMIT MUST BE POSTED AT INSTALLATION SITE. PERMIT NO. 2261-03 BUILDING PERMIT NO. 14871
OWNER: BRAD LUNDGREN PHONE: 815-397-4686
MAILING ADDRESS: 991 S PERRYVILLE RD., ROCKFORD, IL 61108
APPLICANT: SAME PHONE:
SYSTEM LOCATION: 407 McLAUGHLIN RD., BASALT, CO TAX PARCEL NO. 2471-063-06-012
LICENSED INSTALLER: WILDCAT EXCAVATING, CO., DON BARR LICENSE NO. 65-03 PHONE: 970-3903190
DESIGN ENGINEER: CHURCH AND ASSOCIATES, TIM PETZ PHONE NO. 303-463-9317
INSTALLATION GRANTED FOR THE FOLLOWING: MINIMUM REQUIREMENTS FOR A 3 BEDROOM RESIDENCE
1000 GALLON SEPTIC TANK, 1023 SQUARE FEET OF ABSORPTION AREA CREDIT VIA 33 INFILTRATOR UNITS AS PER
ENGINEER'S DESIGN DATED APRIL 10, 2003.
SPECIAL INSTRUCTIONS: INSTALL AS PER ENGINEER'S DESIGN WITH A CLEAN -OUT BETWEEN THE TANK AND THE
HOUSE, AND INSPECTION PORTALS IN EACH TRENCH. RAKE ALL TRENCH SURFACES TO PREVENT THE SMEARING
OF SOILS, AND DO NOT INSTALL IN WET WEATHER. BE SURE TO MAINTAIN ALL APPLICABLE SET BACK REQUIRE-
MENTS. CALL EAGLE COUNTY ENVIRONMENTAL HEALTH AND THE DESIGN ENGINEER FOR THE FINAL IN-
SPECTION PRIOR TO BACK FILLING ANY PART OF THE INSTALLATION, OR WITH ANY QUESTIONS REGARDING
THE INSTALLATION. THE BUILDING CERTIFICATE OF OCCUPANCY WILL NOT BE ISSUED UNTIL THE SEPTIC
SYSTEM HAS BEEN INSPECTED AND APPROVED.
ENVIRONMENTAL HEALTH APPROVAL: LAURA FAWCETT DATE: JUNE 23, 2003
CONDITIONS:
1. ALL INSTALLATIONS MUST COMPLY WITH ALL REQUIREMENTS OF THE EAGLE COUNTY INDIVIDUAL SEWAGE DISPOSAL SYSTEM REGULATIONS,
ADOPTED PURSUANT TO AUTHORITY GRANTED IN 25-10-104, 1973, AS AMENDED.
2. THIS PERMIT IS VALID ONLY FOR CONNECTION TO STRUCTURES WHICH HAVE FULLY COMPLIED WITH COUNTY ZONING AND BUILDING
REQUIREMENTS. CONNECTION TO, OR USE WITH ANY DWELLING OR STRUCTURE NOT APPROVED BY THE ZONING AND BUILDING
DEPARTMENTS SHALL AUTOMATICALLY BE A VIOLATION OF A REQUIREMENT OF THE PERMIT, AND WILL RESULT IN BOTH LEGAL ACTION AND
REVOCATION OF THE PERMIT.
3. CHAPTER IV, SECTION 4.03.29 REQUIRES ANY PERSON WHO CONSTRUCTS, ALTERS OR INSTALLS AN INDIVIDUAL SEWAGE DISPOSAL SYSTEM TO
BE LICENSED.
FINAL APPROVAL OF SYSTEM (TO BE COMPLETED BY INSPECTOR):
NO SYSTEM SHALL BE DEEMED TO BE IN COMPLIANCE WITH THE EAGLE COUNTY INDIVIDUAL SEWAGE
DISPOSAL SYSTEM REGULATIONS UNTIL THE SYSTEM IS APPROVED PRIOR TO COVERING ANY PORTION OF
THE SYSTEM.
INSTALLED ABSORPTION OR DISPERSAL AREA: 1023 SQUARE FEET (VIA 33 INFILTRATOR UNITS AS PER DESIGN )
INSTALLED CONCRETE SEPTIC TANK: 1000 GALLONS IS LOCATED 206 DEGREES AND 23 FEET 6 INCHES
FROM THE CLEANOUT ON THE SOUTH SIDE OF THE HOUSE.
COMMENTS: THE FINAL INSPECTION WAS DONE BY LAURA FAWCETT OF EAGLE COUNTY ENVIRONMENTAL
HEALTH ON JULY 1, 2003, AND THE DESIGN ENGINEER ON JUNE 25 2003. THIS SYSTEM IS LARGE ENOUGH TO
ACCOMMODATE A THREE BEDROOM RESIDENCE.
ANY ITEM NOT MEETING REQUIREMENTS WILL BE CORRECTED BEFORE FINAL APPROVAL OF SYSTEM IS MADE. ARRANGE A RE -
INSPECTION WHEN WORK IS COMPLETED.
ENVIRONMENTAL HEALTH APPROVALdDATE: SEPTEMBER 9, 2003
INDIVIDUAL SEWAGE DISPOSAL SYSTEM PERMIT
EAGLE COUNTY ENVIRONMENTAL HEALTH DIVISION
P.O. Box 179 - 500 Broadway • Eagle, CO 81631
Telephone: (970) 328-8755
COPY OF PERMIT MUST BE POSTED AT INSTALLATION SITE. PERMIT NO. 2261-03 BUILDING PERMIT NO. 14871
OWNER: BRAD LUNDGREN PHONE: 815-397-4686
MAILING ADDRESS: 991 S PERRYVILLE RD., ROCKFORD, IL 61108
APPLICANT: SAME PHONE:
SYSTEM LOCATION: 407 McLAUGHLIN RD., BASALT, CO TAX PARCEL NO. 2471-063-06-012
LICENSED INSTALLER: ASPEN EARTHMOVERS, TROY BUSTER LICENSE NO. 57-03 PHONE: 970-963-0377
DESIGN ENGINEER: CHURCH AND ASSOCIATES, TIM PETZ303-463-9317 PHONE NO.
INSTALLATION HEREBY GRANTED FOR THE FOLLOWING: MINIMUM REQUIREMENTS FOR A 3 BEDROOM RESIDENCE
1000 GALLON SEPTIC TANK,1023 SQUARE FEET OF ABSORPTION AREA CREDIT, VIA 33 INFILTRATOR UNITS PER DESIGN
SPECIAL INSTRUCTIONS: INSTALL AS PER ENGINEER'S DESIGN DATED 4/10/03, WITH A CLEAN -OUT BETWEEN THE
TANK AND THE HOUSE, AND INSPECTION PORTALS IN EACH TRENCH. RAKE ALL TRENCH SURFACES TO PREVENT THE
SMEARING OF SOILS, AND DO NOT INSTALL IN WET WEATHER. BE SURE TO MAINTAIN ALL APPLICABLE SET BACK RE-
QUIREMENTS. CALL EAGLE COUNTY ENVIRONMENTAL HEALTH AND THE DESIGN ENGINEER FOR THE FINAL
INSPECTION PRIOR TO BACK FILLING ANY PART OF THE INSTALLATION, OR WITH ANY QUESTIONS REGARDING
THE INSTALLATION. THE BUILDING CERTIFICATE OF OCCUPANCY WILL NOT BE ISSUED UNTIL THE SEPTIC SYS-
TEM HAS BEEN INSPECTED AND APPROVED.
ENVIRONMENTAL HEALTH APPROVAL:
DATE: MAY 14, 2003
CONDITIONS:
1. ALL INSTALLATIONS MUST COMPLY WITH ALL REQUIREMENTS OF THE EAGLE COUNTY INDIVIDUAL SEWAGE DISPOSAL SYSTEM REGULATIONS,
ADOPTED PURSUANT TO AUTHORITY GRANTED IN 25-10-104, 1973, AS AMENDED.
2. THIS PERMIT IS VALID ONLY FOR CONNECTION TO STRUCTURES WHICH HAVE FULLY COMPLIED WITH COUNTY ZONING AND BUILDING
REQUIREMENTS. CONNECTION TO, OR USE WITH ANY DWELLING OR STRUCTURE NOT APPROVED BY THE ZONING AND BUILDING DEPARTMENTS
SHALL AUTOMATICALLY BE A VIOLATION OF A REQUIREMENT OF THE PERMIT, AND WILL RESULT IN BOTH LEGAL ACTION AND REVOCATION OF
THE PERMIT.
3. CHAPTER IV, SECTION 4.03.29 REQUIRES ANY PERSON WHO CONSTRUCTS, ALTERS OR INSTALLS AN INDIVIDUAL SEWAGE DISPOSAL SYSTEM TO BE
LICENSED.
FINAL APPROVAL OF SYSTEM (TO BE COMPLETED BY INSPECTOR):
NO SYSTEM SHALL BE DEEMED TO BE IN COMPLIANCE WITH THE EAGLE COUNTY INDIVIDUAL SEWAGE DISPOSAL
SYSTEM REGULATIONS UNTIL THE SYSTEM IS APPROVED PRIOR TO COVERING ANY PORTION OF THE SYSTEM.
INSTALLED ABSORPTION OR DISPERSAL AREA: SQUARE FEET (VIA )
INSTALLED TANK: GALLONS IS LOCATED DEGREES AND FEET INCHES
FROM
COMMENTS:
ANY ITEM NOT MEETING REQUIREMENTS WILL BE CORRECTED BEFORE FINAL APPROVAL OF SYSTEM IS MADE. ARRANGE A RE -INSPECTION
WHEN WORK IS COMPLETED.
ENVIRONMENTAL HEALTH APPROVAL DATE:
n=M_CU-CVU1 l V i CJF1 r RUN. CnULC t-UU111 1 CI`IV flr-rl 7 1 el.]COO 1 00 1 u 0 717 1 v_17013C1370 r. 1' J
Incomplete Applications Will NOT Be Accepted
(Site Plan MUST be attached)
ISDS Permit #"'
Building Permit #
APPLICATION FOR INDIVIDUAL SEWAGE DISPOSAL SYSTEM PERMIT
ENVIRONMENTAL HEALTH OFFICE - EAGLE COUNTY
P. O. BOX 179
EAGLE, CO 816.31
Eagle (970)328-8755, Fax (970)328-0349, El Jebel (970)927-3823
* FEE SCHEDUL9
* APPLICATION PER $350.00
* THIS FEE INCLUDES THE ISDS PERMIT, SITE EVALUATION (PERCOLATION TEST,
* SOIL PROFILE OBSERVATION) AND FINAL INSPECTION
* ADDITIONAL FEES MAY BE CHARGED IF A REINSPECTION IS NECESSARY, OR A
* PRE -CONSTRUCTION SITE VISIT OR CONSULTATION IS NEEDED
* REINSPECTION FEE $47.00, PRE -CONSTRUCTION SITE VISIT FEE $85.00
* MAKE ALL REMITTANCE PAYABLE TO: "EAGLE COUNTY TREASURER"
PROPERTY OWNER: �' qi FtF vQ.. R EOR>
MAILING ADDRESS:
APPLICANT/CONTACT PERSON:
LICENSED SYSTEMS CONTRACTOR:
COMPANY/DBA:
ADDRESS:
PHONE: CAS
PHONE : (Kt5
PHONE:
..
_31 QQo
PERMIT APPLICATION IS FOR: ()() NEW INSTALLATION ( ) ALTERATION ( ) REPAIR
LOCATION OF PROPOSED INDIVIDUAL SEWAGE DISPOSAL SYSTEM:
Legal Description: La 3 Ram 91cRE-5 S;� b) vy52Whl &M & NO
Tax Parcel Number: �'�% (20 Q(2Of Z1 Lot Size:
Physical Address: �k7 Irk-_.tAa Lw RmAz, co ?Z6a
BUILDING TYPE: (Check applicable category) 3
()e) Residential/Single Family Number of Bedrooms
( ) Residential/Multi-Family* Number of Bedrooms
( ) Commercial/Industrial* Type
*These systems require design by a Registered Professional Engineer
TYPE OF WATER SUPPLY: (Check applicable category)
( ) Well ( ) Spring ( ) Surfac e
OU Public Name of lie !
APPLICANT SIGNATURE:
07i- 07- 03
AMOUNT PAID: y RECEIPT #
CHECK #: _
DEPARTMENT OF
ENVIRONMENTAL HEALTH
(970) 328-8755
FAX: (970) 328-8788
TOLL FREE:800-225-6136
www.eagle-county.com
September 9, 2003
Brad Lundgren
991 S. Perryville Rd.
Rockford, IL 61108
EAGLE COUNTY
RAYMOND P. MERRY, REHS
Director
RE: Final of ISDS Permit #2261-03, Tax Parcel #2471-063-06-012. Property location:
407 McLaughlin Rd., Basalt, CO.
Dear Mr. Lundgren:
This letter is to inform you that the above referenced ISDS Permit has been inspected and
finalized. Enclosed is a copy to retain for your records. This permit does not indicate
compliance with any other Eagle County requirements. Also enclosed is a brochure regarding
the care of your septic system.
Be aware that later changes to your building may require appropriate alterations of your septic
system.
If you have any questions regarding this permit, please contact the Eagle County Environmental
Health Division at (970) 328-8755.
Sincerely,
Janet Kohl
Eagle County Environmental Health Department
ENCL: Educational Brochure
Final ISDS Permit
cc: files, September 2003 Chrono file
OLD COURTHOUSE BUILDING, 551 Broadway, P.O. Box 179, Eagle, Colorado 81631-0179
DEPARTMENT OF
ENVIRONMENTAL HEALTH
(970) 328-8755
FAX: (970) 328-8788
TOLL FREE:800-225-6136
www.eagle-county.com
DATE: June 23, 2003
EAGLE COUNIY
TO: Wildcat Excavating, CO., LLC
FROM: Eagle County Department of Environmental Health
RAYMOND P. MERRY, REHS
Director
RE: Individual Sewage Disposal System Permit 92261-03,
Tax Parcel # 2471-063-06-012, Property Location: 407 McLaughlin Rd., Basalt,
CO., Lundgren residence.
Enclosed is your ISDS Permit #2261-03, and a copy of the engineer's design for this system. The
permit is valid for 120 days or for the duration of your current building permit for this property.
The enclosed copy of the permit must be posted at the installation site. Any changes in plans or
specifications invalidates the permit unless otherwise approved. Please note any special
requirements that may have been added to the design by this Department.
Systems designed by a Registered Professional Engineer must be certified by the engineer
indicating that the system was installed as specified. Eagle County Environmental Health
must also view the installation prior to back filling. Please call well in advance for your final
inspection. Your TCO will not be issued until our office receives this certification from the
engineer and views the installation.
Please note that our ISDS Permit specifications are typically minimum requirements only and
should be brought to the property owner's attention in case they may wish to install a system
capable of handling larger wastewater flows.
This permit does not indicate conformance with any other Eagle County requirements.
Please notify this office if you have not been contracted to perform this installation.
If you have any questions, please feel free to contact us at (970) 328-8755.
cc: ISDS file # 2261-03
church & Associates, Tim Petz
Chrono file May 2003
OLD COURTHOUSE BUILDING, 551 Broadway, P.O. Box 179, Eagle, Colorado 81631-0179
DEPARTMENT OF
ENVIRONMENTAL HEALTH
(970) 328-8755
FAX: (970) 328-8788
TOLL FREE:800-225-6136
www.eagle-county.com
DATE: May 14, 2003
EAGLE COUNTY
TO: Aspen Earthmoving, LLC
FROM: Eagle County Department of Environmental Health
RAYMOND P. MERRY, REHS
Director
RE: Individual Sewage Disposal System Permit #2261-03,
Tax Parcel # 2471-063-06-012, Property Location: 407 McLaughlin Rd., Basalt,
CO., Lundgren residence.
Enclosed is your ISDS Permit #2261-03, and a copy of the engineer's design for this system. The
permit is valid for 120 days or for the duration of your current building permit for this property.
The enclosed copy of the permit must be posted at the installation site. Any changes in plans or
specifications invalidates the permit unless otherwise approved. Please note any special
requirements that may have been added to the design by this Department.
Systems designed by a Registered Professional Engineer must be certified by the engineer
indicating that the system was installed as specified. Eagle County Environmental Health
must also view the installation prior to back filling. Please call well in advance for your final
inspection. Your TCO will not be issued until our office receives this certification from the
engineer and views the installation.
Please note that our ISDS Permit specifications are typically minimum requirements only and
should be brought to the property owner's attention in case they may wish to install a.system
capable of handling larger wastewater flows.
This permit does not indicate conformance with any other Eagle County requirements.
Please notify this office if you have not been contracted to perform this installation.
If you have any questions, please feel free to contact us at (970) 328-8755.
cc: ISDS file # 2261-03
church & Associates, Tim Petz
Chrono file May 2003
OLD COURTHOUSE BUILDING, 551 Broadway, P.O. Box 179, Eagle, Colorado 81631-0179
CHURCH & Associates. Inc.
ENGINEERS & GEOLOGISTS
August 28, 2003
John Muir Architects, Attn: Lane
201 Main Street, Suite 304
Carbondale, CO 81623
Subject: Revised Installation Observation, Proposed Lundgren Residence
Lot 3, Ruedi Shores
Eagle County, Colorado
Job No. 15639W
Mr. Muir,
As requested, we observed the installation of the onsite wastewater system for the subject site on June 25,
2003. The system was designed under our Job No. 15639W, dated April 10, 2003. Eagle County
requested more information because the previous installation observation, dated June 30, 2003, did not
discuss the effluent inlet and serial overflow lines in adequate detail.
The system includes the installation of a 1000-gallon, two -compartment, precast concrete septic tank with
an effluent filter on the outlet, and three chamber -trenches with serial overflow distribution. The effluent
inlet and serial lines to each trench were installed in the `top' of the gravelless chamber end plate. Each
trench had 1 row of 11 chambers for a total of 33 chambers and of 1023 square feet of infiltrative area. An
as -built drawing is included as Figure 1.
The components of the OWS were installed in conformance with our plans and specifications.
Sincerely,
CHURCH & Associates, Inc.
r -
r'
+�✓: ? • V
Timothy R. Petz
Project Manager
EOC/trp
2 copies sent
Reviewed by cs fig,
ZVI
Edward O. Church,
Copy to Eagle County Department of Environmental Health, Attn: Laura Fawcett
DENVER 4501 Wadsworth Boulevard Wheat Ridge, CO 80033 www.geo-church.com
303.463.9317 Fax: 303.463.9321 Toll Free-1.877.248.3123
F'HUF'USEU HE61L)ENUE
LOT 3, RUEDf SHORES SUBDIVISION, FILING NO. 1
SECTION 6, T8S, R8W
EAGLE COUNTY, COLORADO
I000-GALLON,
TWO -COMPARTMENT
PRECAST CONCRETE ,
SEPTIC TANK WITH AN
EFFLUENT FILTER `
AT THE OUTLET PROPOSED
3-BEDROOM
RESIDENCE
4" PVC SERIAL
OVERFLOW LINE
L14
L15---'
AL3
CLEANOUT
O \ — —L4
`ySdo L5
L6
L7
S- L8
L9
Soo/
511.5 SQ. FT, OF INFILTRATIVE AREA IN 3
GRAVELLESS CHAMBER -TRENCHES. EACH
TRENCH MUST HAS ONE ROW OF II CHAMBERS
EACH FOR A TOTAL OF 33 CHAMBERS.
L!: N 86' W, I' L6: S 4° W, 4' LIi: S 4° W, P
L2: N 86° W, I' L7: S 28° W, 6.5' L12: S 49° W, I'
L3:S2°E,I' L8:S1°E,IT LI3:S80'W,5'
L4:S43*W,P L9:S41'E,2' L 14: S 13' E, 3. 5'
L5: S 43* E, 4.5' L10: S 41' E, I' LI5: S 58° E, I'
AS -BUILT DIAGRAM
4" PVC SEWER LINE
12'
OBSERVATION/
VENT PIPE
LIO
LII
L12
JOB NO. 15639W FIGURE 1
CHURCH & Associates, Inc.
ENGINEERS & GEOLOGISTS
June 30, 2003
John Muir Architects, Attn: Lane
201 Main Street, Suite 304
Carbondale, CO 81623
Subject: Installation Observation, Proposed Lundgren Residence
Lot 3, Ruedi Shores
Eagle County, Colorado
Job No. 15639W
Gentleman;
RECEIVED
JUL 8 2UU3
ENVIRONMEN SAL
HEALTH DEPARTMENT
As requested, we observed the installation of the onsite wastewater system for the subject site on June
25, 2003. The system was designed- under- our Job No. 15639W, dated April 10; 2003.
The system includes the installation of a 1000-gallon, two -compartment, precast concrete septic tank
with an effluent filter on the outlet, and three chamber -trenches with serial overflow distribution. Each
trench had 1 row of 11 chambers for a total of 33 chambers and of 1023 square feet of infiltrative area.
An as -built drawing is included as Figure 1.
The components of the OWS were installed in conformance with our plans and specifications.
Sincerely,
CHURCH & Associates, Inc.
��✓lam
Timothy R. Petz
Project Manager
TRP/erb
Reviewed by
Joseph C. Kordziel, P.E.
2 copies sent
copy to Eagle County Department of Environmental Health, Attn: Ray Merry
DENVER 4501 Wadsworth Boulevard Wheat Ridge, CO 80033
303.463.9317 Fax: 303.463.9321
PROPOSED RESIDENCE
LOT 3, RUED! SHORES SUBDIVISION, FILING NO. 1
SECTION 6, T8S, R8W
EAGLE COUNTY, COLORADO
1000-GALLON,
TWO -COMPARTMENT
PRECAST CONCRETE
SEPTIC TANK WITH AN
EFFLUENT FILTER
AT THE OUTLET
4" PVC SERIAL
OVERFLOW LINE
L14
L15 ---'.A
L13
SCALE
ill =20'
PROPOSED
3-BEDROOM
RESIDENCE
L2
L3
O L4
O
L5
- L6
L7
L8
L9
3
s.
4
511.5 SQ. FT. OF INFILTRATIVE AREA IN 3
GRAVELLESS CHAMBER -TRENCHES. EACH
TRENCH MUST HAS ONE ROW OF II CHAMBERS
EACH FOR A TOTAL OF 33 CHAMBERS.
LI:N86'IN, V L5:S4°W,4' LII:S4°W,P
L2: N 86' W, 1' L7: S 28' W, 6.5' L12: S 49° W, I'
L3: S 2° E, I' L8: S 1° E, 3.5' L13: S 80' W, 5'
L4:S43*W,I' L9:S41°E,2' L14:S13'E,3.5'
L5: S 43' E, 4.5' L10: S 41' E, I' L15: S 58' E, I'
Ll
CLEANOUT
4" PVC SEWER LINE
OBSERVATION/
VENT PIPE
10
11
12
AS -BUILT DIAGRAM
JOB NO. 15639W FIGURE 1
CHURCH & Associates, Inc.
ENGINEERS & GEOLOGISTS
April 10, 2003
John Muir Architects, Attn: Lane
201 Main Street, Suite 304
Carbondale, CO 81623
Subject: OWS Design, Proposed Lundgren Residence
Lot 3, Ruedi Shores
Eagle County, Colorado
Job No. 15639W
Gentlemen;
As requested, we have designed an onsite wastewater system (OWS) for the proposed residence. H.P.
Geotech performed the subsurface investigation, on August 28, 2002.
SITE CONDITIONS
The lot is located in a rural residential area in Eagle County, Colorado, where OWS are required. The
proposed drain field area has a slope of 30% to 35% to the southwest and a thick cover of native grasses
and sagebrush with sparse aspen and evergreen trees. An ofisite community well will serve the properly.
PROPOSED CONSTRUCTION
A three -bedroom residence is proposed at the location presented on Figures 1 and 2. The OWS was sized
based on 3 bedrooms and 450 Gallons Per Day (GPD) using Eagle County Department of Environ-
mental Health (ECDEH) loading of 75 gallons per day per person. The sewage loading with a peaking
factor of 1.5 is 675 GPD. The loading includes washing machines and garbage grinders.
SUBSURFACE CONDITIONS
A subsurface investigation was performed HP Geotech by digging three percolation holes, 44 to 50 inches
deep, and one profile pit at the locations indicated on Figure 1. Subsurface materials in the .profile pit
consisted of 1 foot of topsoil, underlain by sandy, gravelly clay to 3 feet, underlain by silty, clayey gravel
with cobbles and scattered boulders to the maximum depth explored of 9 feet. No ground water was
encountered. Percolation tests indicate percolation rates of 24 to 30 minutes per inch (MPI). The average
percolation rate is 28 MPI. Gradation test results indicate material consisting of 62% gravel, 14% sand, and
24% fines at the depth of the percolation test, which classifies as a sandy loam to loam. A sandy loam to
loam has an LTAR of 0.6 gals/SF/day and a percolation rate of 16 to 30 NTL The design is based on a
percolation rate of 28 MPI. Percolation data is presented in Appendix A.
RECOMMENDATIONS
The installation requires. a septic tank with an effluent filter and a three chamber -trenches at the locations
presented on Figure 2. The OWS design is based on an average sewage load of 450 GPD and a percolation
rate of 28 MPI. The installation must include one 1000-gallon, two -compartment, precast concrete septic
DENVER 4501 Wadsworth Boulevard Wheat Ridge, CO 80033
303.463.9317 Fax: 303.463.9321
OWS Design
Job No. 15639W, 4/10/03
Page 2
tank with an effluent filter on the outlet and three chamber -trenches. Each trench must have 1 row of 11
chambers for a total of 33 chambers and 511.5 square feet of infiltrative area. A 30% reduction was taken
for the use of chamber -trenches. Serial overflow lines are required to distribute effluent to the trenches.
Vehicle movement over the drain field area during construction should be kept at a minimum to
minimize compaction of the receiving soils. The bottom of the trenches should be scarified with a pick,
shovel, or backhoe bucket teeth prior to the addition of chambers.
The surface of the field should be seeded after installation of the fields. A native seed mix should be sown at
the drain field to revegetate the surface. These mixes do not require irrigation and develop a growth 10 to
15 inches high. No automatic sprinkler system should be installed over the trenches.
OPERATION AND MAINTENANCE
The owner must realize an OWS is different from public sewer service, and must assume the responsibility
for maintenance of the OWS. The system is relatively maintenance free, but the owner must have the septic
tanks pumped. In the absence of a monitoring program, the septic tanks should be pumped and the effluent
filter cleaned every two years. There are daily considerations, such as not putting plastic or other nonbiode-
gradable material into the OWS. Water use must be monitored so toilets are not allowed to run when seals
malfunction. To illustrate the point, a running toilet can consume in excess of 1000 GPD. A loading of 1000
GPD could flood and irreparably harm the OWS.
The loading from the backwash of a water softener may be harmful to the OWS. A separate drywell should
be constructed for the backwash waste, if a softener is installed. Chemically treated water from a swimming
pool or spas should not be introduced to the OWS.
LEWffATIONS
An OWS design requires installation by a contractor who is experienced in its installation. Our investigation,
layout, design and recommendations are based on data submitted. If subsurface conditions considerably
different from those described in this report are encountered, we should be notified to evaluate the effect on
the proposed OWS. If the health department makes modifications to this design, we should be contacted to
evaluate the impact on the performance of the OWS.
All construction is to be in accordance with the 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 have demonstrated knowledge of
the Eagle County ISDS regulations and requirements.
If there are questions or if we can be of further service, please call. The project manager is Tim Petz.
CHURCH & Associates
o
�a
Edward O. Church, P E U
EOC/trp/erb
3 copies sent via Priority Mail
Appendix A — H.P. Geotech Subsoil Study for Foundation Design and Percolation Test
PROPOSED RESIDENCE SCALE
-LOT 3, RUEDI SHORES SUBDIVISION, FILING NO. 1
1"=40'
SECTION 6, T8S, R8W
EAGLE COUNTY, COLORADO
8/20
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12" REAR
EASEMENT
" EXISTING
THE LOCATION OF EXISTING AND VENT
�. ,a �
PROPOSED IMPROVEMENTS SHOWN r's� PIPES
HEREIN AND THE WELL AND/OR DRAIN ,°"'F (LOT 2)
FIELD LOCATIONS STAKED AT THE,r
SITE ARE NOT THE RESULT OF A 10' SIDE
PROPERTY SURVEY. IMPROVEMENT EASEMENT
LOCATIONS ARE APPROXIMATE. IT IS ,
THE PROPERTY OWNER'S✓
RESPONSIBILITY TO DEFINE PROPERTY
BOUNDARIES AND ENSURE ALL ONSITE
IMPROVEMENTS ARE LOCATED WITHIN ` 3r;
THE PLATTED SITE AND OUT OF ,
INAPPROPRIATE EASEMENTS, ALL
SEPARATION DISTANCES ARE TO BE
VERIFIED PRIOR TO EXCAVATION. SITE PLAN AND LOCATION OF
JOB NO. 15639W PERCOLATION HOLES FIGURE 1
'PROPOSED RESIDENCE SCALE
LOT 3, RUEDI SHORES SUBDIVISION, FILING NO. 1 1" 20'
SECTION 6, T8S, F18W,
EAGLE COUNTY, COLORADO
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511.5 SQ. FT. OF INFILTRATIVE AREA IN
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'TRENCH MUST HAVE ONE ROW OF 11 CHAMBERS
EACH FOR A TOTAL OF 33 CHAMBERS. N N,
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LOCATION OF PROPOSED OWS
JOB NO. 15639W FIGURE 2
TYPICAL PLAN VIEW
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OBSERVATION/VENT PIPE
WITH CAP
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JOB NO. 15639W
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LOT 3, RUEDI SHORES
HEPWORTH=PAWLAK GEOTECHNICAL, INC. .
SUBSOIL STUDY FOR FOUNDATION DESIGN AND PERCOLATION TEST
JOB NO. 102 486
AUGUST 28, 2002
, FROM
PHONE NO. : 815 229 9250 Nov. 27 2002 12:09PM P7
Brad Lundgren
August 28, 2002
Page 2
Subsurface Copd.- ions: The Subsurface conditions at ,he Site were evaluated by
excavating two exploratory pits in the building area and one profile pit in the septic
disposal area at the approximate locations shown on Fig. 1. The logs of the pits are
presented on Fig. 2. The subsoils encountered, below about lliy feet of topsoil, consist
of sandy clay with gravel overlying silty clayey sandy gravel with cobbles and scattered
boulders. Results of swell -consolidation testing performed on a relatively undisturbed
sample of sandy clay matrix, presented on Fig. 3, indicate low compressibility tinder
existing low moisture condition and .moderate compressibility under additional Ioading
after wetting. Results of a gradation analysis performed on a sample of silty sandy
clayey gavel {minus 5 inch fraction) obtained from the site axe presented on Fig. 4. No
free water was observed in the pits at the time of excavation and the soils were slightly
Moist to moist.
Foundation Recommendadons: Considering the subsoil conditions -encountered in the
exploratory pits and the ;nature of the proposed construction, we recommend spread
footings placed on the undisturbed natural soil designed for an allowable soil bearing
pressure of 2,000 psf for support of the proposed residence. The soils tend to compress
after wetting and there could be some post -construction foundation settlement_ The
subgrade. soils should be evaluated for settlement/kzeave potential at the time of
construction. Footings should be a minimum width of 16 inches for continuous walls
and 2 feet for columns. Loose and .disturbed soils encountered at the foundation bearizxg
level within the excavation should be removed and the footing bearing level extended
down to the undisturbed natural soils. Exterior footings should be provided with
adequate cover above their bearing elevations for frost protection. Placement of
footings at least 42 inches below the exterior grade is typically used in this area.
Continuous foundation walls should be reinforced top and bottom to span local
anomalies such as by assuming an unsupported length.of at least 12 feet_ Foundation
walls acting as retaining structures should be designed to resist a lateral earth pressure
based on an equivalent fluid unit weight of at least 55 pcf for the on -site soil as bacictill.
A sliding coefficient of 0.4 and a passive earth pressure of 300 pcf equivalent fluid unit
weight, can. be used to resist lateral loading on the foundation_
Floor Slabs: The natural on -site soils, exclusive of topsoil, are suitable to support
Iightly loaded slab -on -grade construction. To reduce the effects of some differential
movement, floor slabs should be separated from all bearing walls and columns with
expansion joints which allow unrestrained vertical movement_ Floor slab control joints
N-P GEOTEcx
Received Time Nov•2-7. 11:00AM
FROM : PHONE No. : 815 229 9250 Nov. 27 2002 12:11PM P9
Brad Lundgren
August 28, 2002
Page 4
capped with about 2 feet of the or. -site, finer graded soils to reduce
surface water infiltration.
3) The ground surface surrounding the exterior of the building should be
sloped to drain away from the foundation in all directions. We
recommend a minimum slope of 12 inches in the first 10 feet in unpaved
areas and a mi-mmu* ru slope of 3 inches in the first 10 feet in pavement
and walkway areas. A swale will be needed uphill to direct surface
runoff around the residence and garage.
4) Roof downspouts and drains should discharge well beyond the limits of
- all backfill.
5) Landscaping which requires regular heavy irrigation should be located at
least 4 feet from the building.
Percolation Testing: Percolation tests were conducted on August 20, 2002 to evaluate
the feasibility of an infiltration septic disposal system at the site. ' One profile pit and
throe percolation holes were dug at the locations shown on Fig. 1. The test holes
(nominal 12 inch diameter by 12 inch deep) were hand dug at the bottom of shallow
backhoe pits and were soaked with water one day prior to testing. The soils exposed in
the percolation holes are similar to those exposed in the Profile Pit shown on Fig. 2 and .
consist of topsoil and sandy clay overlying silty clayey sandy gravel with cobbles and
scattered boulders_ The percolation tests were conducted in the sandy gravel soils. The
percolation test results are presented in Table H. Based on the subsurface conditions
encountered and the percolation test results, the tested area based in the gravel subsoils
should be suitable for a conventional infiltration septic disposal system. A civil
engineer should design the infiltration septic disposal system.
Limitations: This study has been conducted in accordance with generally accepted
geotechnical engineering principles and practices in this area at this time. We make no
warranty either expressed or implied. The conclusions and recommendations submitted
in this report are based upon the data obtained from the exploratory pits excavated at the
locations indicated on Fig. 1, the proposed type of construction and our experience in
the area. Our findings include interpolation and extrapolation of the subsurface
conditions identified at the exploratory pits and variations in the subsurface conditions
may not become evident until excavation. is performed. If conditions encountered
during -construction appear different from those described ill this report, we should be
H-P GEOTEcH
Received Time Nov.97. iI:n m
FROM
PHONE NO. : 815 229 9250 Nov. 27 2002 12:11PM P10
Brad Lundgren
August 28, 2002
Page 5
notified at once so re-evaluation of the recommendations may be made.
This report has been prepared for the exclusive use by our client for design purposes.
We are not responsible for technical interpretations by others of our information. As
the project evolves, we should provide continued consultation and field services during
construction to review and monitor the implementation of our recommendations, and to
verify that the recommendations have been appropriately interpreted_ Significant design
changes may require additional analysis or modifications. to the recommendations
presented herein. We recommend ors -site observation of excavations and foundation
bearing strata and testing of structural fill by a representative of the geotechnical
engineer.
If you have any questions or if we may be of further assistance, please let us know.
Sincerely,
HEPWORTH - PAWLAK GEOTECHNICAL, INC-
Louis E. Eller
Reviewed by:
Steven L. PawIak, P.
•
LEE/ksw
attachment i
15222 0
s
�ssaH�i. ��'PO
(JF C0�2
H-P GEa=H
Received Ti-me Nov•27. 1140AM
FROM
PHONE NO. : 815 229 9250 Nov. 27 2002 12:12PM P12
PIT 1
E 0
m
+4=52
200-24
10
LEGEND:
PIT 2 PROFILE PIT
yj
D0�95
y$•
WC=7.4
D0-107
•'
•, 0.
.o-
10
TOPSOIL; sandy silt and clay, organic, firm, slightly moist, dark brown.
CLAY (CL); sandy to very sandy,. gravelly, stiff, slightly moist, reddish brown to brown, slightly
porous and calcareous, medium plasticity,
GRAVEL (GIN); silty, clayey, sandy, with cobbles and scattered boulders, medium dense to. dense,
019P'tly moist to moist, reddish brown to brown, subangular rock_
2" Diameter hand driven liner sample.
Disturbed bulk sample.
_J
NOTES:
1. Exploratory Pits were excavated on August. 19, 2002 with a Komatsu PC120 trackhoe.
2. Locations of exploratory pits were measured approximately by pacing from features on the site pion
provided.
3. Elevotrons of exploratory pits were not measured and loge of exploratory pits are drawn to depth.
4.' Th.e exploratory pit locations should be considered accurate only to the degree implied by' the
methdd used.
S. Th'e Imes .between materials shown on the exploratory pit logs represent the approximate boundaries
between material types and transitions may be gradual.
6. No .free water. was encountered in the pits at the time of excavating. Fluctuations in water revel may
occur with time.
7. Laboratory Testing Results:
WC:..-. -Welter Content (3b )
09 — Dry Density ( pcf )
+4 — .- 4rceht. retained on No. 4 sieve
--200 ::. Percent. passing No. 200 sieve
7,02: 486 '}'fEPWdRTH—PAWLAK LOGS OF ,EXPLORATORY PITS Fig.
`GEOTF-CH-NICAL, INC.
m
l
s
a
m
en
Received Time Nov.27. IIAAAM
FROM.:
PHONE NO. : 815 229 9250 Nov. -27 2002 12:14PM P16
HEPWORTH-PAWLAK GEOTECHNICAL, INC.
TABLE 11
PERCOLATION TEST RESULTS
JOB CVO. 102 486
HOLE CIO.
HOLE DEPTH
LENGTH OF
WATER DEPTH
WATER DEPTH
DROP IN
AVERAGE
(INCHES)
INTERVAL
AT START OF
AT END OF
WATER
PERCOLATION I
(MIN)
INTERVAL
INTERVAL
LEVEL
RATE
(INCHES)
(INCHES)
(INCHES)
(M1N.IINCH)
P-1
' 44
15
5 3/4
2 718
2 7/8
water added
6 1/4
5 112
3/4
5 112
4 518
718
-4 5/8
4
5/8
4
3 1/4
314
-
3 1/4
2 3/4
1/2
2 3/4
2
314
23
P-2
50
.15
8 3/4
. 4
23
4
• f
3 3/4
1/4-
-
----
- -
— _3_3L�- —
- -27-L8- -
7I8-
water added
5
4 1/2
4
1/2
4
3 114
314
3 114
2 112
3/4
23
P-3
•46
15
5 i /4
2 718
2 3/8
2 7/8
2 1/4
5/8
2 114
1 3/8
7/8
water added
4 1/8
3 1/4
718
3 1/4
2 112
314
2 112
1 7/8
518
1 7/8
1 1 /8
314
22
Note: Percolation test holes were hand dug in the bottom of backhoe pits and soaked on August
19, 2002. Percolation tests were conducted on August 20, 2002. The average
percolation rate is based on the last three readings of each test_
Received Time Nov.21. 11:00AM
ISDS Permit # 2Z101-4)5
Date '1I .( 103
ISDS Final Inspection
CgMleteness Form
Tank is L� gal. Tank Material
Tank is located i �2ft. and a DG degrees from
(permanent landmark)
Tank is located ft. and degrees from
(permanent landmark)
Tank set level. Tank lids within 8" of finished grade.
Size of field ft2
Technology
units lineal ft.
Cleanout is installed in between tank and house(+ 1/100ft).
There is a "T" that goes down 14 inches in the inlet and
outlet of the tank: .V , V-7 � -
"""
\,,`�Inlet and outlet is sealed with tar -,tape rubber gasket etc.
✓Tank.;has two compartments with the 1:arger..,;cotppartment closest to the
house.
1 Measure distance and relative direction to:f,ield�
�2 ou dk
Depth of field. ft.
O /ASoil interface raked.
Inspection portals at the.end of each trench..
Proper distance to setbacks.
Chambers properly installed as per manufacturers specifications.
(Chambers latched, end plates properly installed, rocks 'removed from
trenches, etc.)
(� Type of pipe used for building sewer line ')40 leach field
v Other
Inspection meets feqUir6ments..
Copy form to installer's file if recommendations for improvement were
suggested.
ACTION TAKEN:
Setbacks
Well Potable House Property Lake Dry Tank Drain
Water Lines line Stream Gulch
Field 100 25 20 10 50 25 10 10
Tank 50 10 5 10 50 10 * 10
+FROM :'
PHONE NO.
August 28, 2002
815 229 9250 Qov, 27 2Q02 :09PM P6
ai.t 1: 1-'-4"
Hepworth- awls$ G Lee � .. *c
Raadili lea 7"
Glenwood Springs, Colorado 81601
Phone:970-945-7988
Fnx- 970-94S-8454
hpgeocc�hpgeotech.com
Brad Lundgren
913 North Main, #1408
Rockford, Illinois 61103 Job No. 102 486
Subject: Subsoil Study for Foundations Design and Percolation Test, Proposed.
Residence, Lot 3, Ruedi Shores, Eagle County, Colorado
Dear Mr. Lundgren:
As requested, Hepworth-Pawlak Geotechnical, Inc. performed a subsoil study and
percolation test for foundation and septic disposal designs at the subject site. The study
was conducted in accordance with our agreement for geotechnsical engineering services
to -you dated July 15, 2002 and amended by our letter dated August 1, 2002. The data
obtained and our recommendations based on the proposed construction and subsurface
conditions encountered are presented in this report. Evaluation of potential geologic
hazard impacts on the site are beyond the scope of this study.
Proposed Construction: The proposed residence will be a one to two story wood
frame structure above a walkout basement and with a detached garage located on the
site approximately as shown on Fig.1. Ground floors are proposed to be slab -on -grade.
Cut depths are expected to range between about 4 to 12 feet. Foundation loadings for
.this type of construction are assumed to be relatively light and typical of the proposed
type of construction. The septic disposal systems is proposed to be located downhill and
south of the residence,
If building conditions or foilnd.ation -loadings are significantly different from those
described above, we should be notified to re-evaluate the recommendations presented in
this report.
Site Conditions: The lot is located on the southwest side of McLaughlin Lane in the
-southern part of -the subdivision near Frying Pan Road. The ground surface in the
-building area slopes steeply down to the southwest on the order of 30%. There is about
1 -a-7 foot high fill embankment off of McLaughlin Lane. The lot is vegetated with
abundant sagebrush, grass, weeds and scattered aspen and evergreen trees. Scattered .
subangular cobbles are exposed at the ground surface.
Received Time Nov.27. 11:00AM
FROM PHONE NO. : 815 229 9250 Nov. 27 2002 12:09PM P7
Brad Lundgren
August 28, 2002
Page 2
Subsurface Conditions: The subsurface conditions at the site were evaluated by
excavating two exploratory pits in the building area and one profile pit in the septic
disposal area at the approximate locations shown on Fig. 1. The logs of the pits are
presented on Fig. 2. The subsoils encountered, below about 11iy feet of topsoil, consist
of sandy clay with gravel overlying silty clayey sandy gravel with cobbles and scattered
boulders. Results of swell -consolidation testing performed on a relatively undisturbed
sample of sandy clay matrix, presented on Fig_ 3, indicate low compressibility under
existing low moisture condition and moderate compressibility under additional Ioading
after wetting. Results of a gradation analysis performed on a sample of silty sandy
clayey gravel (minus 5 inch fraction) obtained from the site are presented on Fig. 4. No
free water was observed in the pits at the time of excavation and the soils were slightly
moist to moist.
Foundation Recommendations: Considering the subsoil conditions' encountered in the
exploratory pits and the mature of the proposed construction, we recommend spread
footings placed on the undisturbed natural soil designed for an allowable soil bearing
pressure of 2,000 psf for support of the proposed residence. The soils tend to compress
after wetting and there could be some post -construction foundation settlement_ The
subgrade. soils should be evaluated for settlement/heave potential at the time of
construction. Footings should be a minimum Width of 16 inches for cozetinuous walls
and 2 feet for columns. Loose and disturbed soils encountered at the foundation bearing
level within the excavation should be removed and the footing bearing level extended
down to the undisturbed natural soils. Exterior footings should be provided with
adequate cover above their bearing elevations for frost protection. Placement of
footings at least 42 inches below the exterior grade is typically used in this area.
Continuous foundation walls should be reinforced top and bottom to span local
anomalies such as by assuming an unsupported length.of at least 12 feet. Foundation
walls acting as retaining structures should be designed to resist a lateral earth pressure
based on an equivalent fluid unit weight of at least 55 pcf for the on -site soil as backfill.
A sliding coefficient of 0.4 and a passive earth pressure of 300 pcf equivalent fluid unit
weight, can be used to resist lateral loading on the foundation.
Floor'Slabs: The natural on -site soils, exclusive of topsoil, are suitable to support
lightly loaded slab -on -grade construction. To reduce the effects of some differential
movement, floor slabs should be separated from all bearing walls and columns with
expansion joints which allow unrestrained vertical movemment. Floor slab control joints
N-P GEOTECN
Received Time Nov•27. 11:00AM
FROM
PHONE NO. : 815 229 9250 Nov. 27 2002 12:10PM P8
Brad Lundgren
August 28, 2002
Page 3
should be used to reduce damage due to shrinkage cracking. The requirements for joint
spacing and slab reinforcement should be established by the designer based on
experience and the intended slab use. A minimum 4 inch layer of free -draining gravel
should be placed beneath basement level slabs to facilitate drainage. This material
should consist of minus 2 inch aggregate with less than 50% passing the Nd. 4 sieve and
less than 2% passing the No. 200 sieve.
.All fill materials -for support of floor slabs should be compacted to at least 95% of
maximum standard Proctor density at a moisture content riear optimum. Required fill
can consist of the on -site soils devoid of vegetation, topsoil and oversized rock.
Underdrain System: Although free water was not encountered during our exploration,
it has been our experience in mountainous areas that 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, such as retaining wills, crawlspace and basement areas, be protected from
wetting and hydrostatic pressure buildup by an underdrain system.
The drains should consist of drainpipe placed in the bottom of the wall backfill
-surrounded above the invert level with free -draining granular material. The drain
should be placed at each level of excavation and at least 1 foot below lowest adjacent
finish grade and sloped at a minimum 1 % to a suitable gravity outlet. Free -draining
granular material used in the underdrain system should contain less than 2% passing the
No. 200 sieve, less than 50% passing the No. 4 sieve and have a maximum size of
2 inches. The drain gravel backfill should be at least 11/2 feet deep.
Surface Drainage: The following drainage precautions should be observed during
construction and maintained at all times after the residence and garage have been
completed:
1) Inundation. of the foundation excavations and underslab areas should be
avoided during construction.
2) Exterior backfill should be adjusted to near optimum moisture and
compacted to at least 95% of the maximum standard Proctor density in
pavement and slab areas and to at least 90% of the maximum standard
Proctor density in landscape areas_ Free -draining wall backfill should be
H-P GEOTECH
Received Time Nov.27• I1:00AM
FROM PHONE NO. : 815 229 9250 Nov. 27 2002 12:11PM P9
Brad Lundgren
August 28, 2002
Page 4
capped with about 2 feet of the on -site, finer graded soils to reduce
surface water infiltration.
3) The ground surface surrounding the exterior of the building should be
sloped to drain away from the foundation in all directions. We
recommend a minimum slope of 12 inches in the first 10 feet in unpaved
areas and a minimum slope of 3 inches in the first 10 feet in pavement
and walkway areas. A swale will be'needed uphill to direct surface
runoff around the residence and garage.
4) Roof downspouts and drains should discharge well beyond the limits of
- all backfill.
5) Landscaping which requires regular heavy irrigation should be located at
least 4 feet from the building.
Percolation Testing: Percolation tests were conducted on August 20, 2002 to evaluate
the feasibility of an infiltration septic disposal system at the site. ' One profile pit and
three percolation holes were dug at the locations shown on Fig. 1. The test holes
(nominal 12 inch diameter by 12 inch deep) were hand dug at the bottom of shallow
backhoe pits and were soaked with water one day prior to testing. The soils exposed in
the percolation holes are similar to those exposed in the Profile Pit shown on Fig. 2 and
consist of topsoil and sandy clay overlying silty clayey sandy gravel with cobbles and
scattered boulders. The percolation tests were conducted in the sandy gravel soils. The
percolation test results are presented in 'fable ii. Based on the subsurface conditions
encountered and the percolation test results, the tested area based in the gravel subsoils
should be suitable for a conventional infiltration septic disposal system. A civil
engineer should design the infiltration septic disposal system.
limitations: This study has been conducted in accordance with generally accepted
geotechnical engineering principles and practices in this area at this time. We make no
warranty either expressed or implied. The conclusions and recommendations submitted
in this report are based upon the data obtained from the exploratory pits excavated at the
locations indicated on Fig. 1, the proposed type of construction and our experience in
the area. Olin findings include interpolation and extrapolation of the subsurface
conditions identified at the exploratory pits and variations in the subsurface conditions
may not become evident until excavation is performed. if conditions encountered
during construction appear different from those described in this report, we should be
H-P GEOTECH
Received Time Nov•21• II:00AM
FROM
PHONE NO. : 815 229 9250 Nov. 27 2002 12:11PM P10
Brad Lundgren
August 28, 2002
Page 5
notified at once so re-evaluation of the recommendations may be made.
This report has been prepared for the exclusive use by our client for design purposes.
We are not responsible for technical interpretations by others of our information. As
the project evolves, we should provide continued consultation and field services during
construction to review and monitor the implementation of our recommendations, and to
verify that the recommendations have been; appropriately interpreted_ Sign ificant design
changes may require additional analysis or modifications. to the recommendations
presented herein. We recommend on -site observation of excavations and foundation
bearixig strata and testing of structural fill by a representative of the geotechnical
engineer.
If you have any questions or if we may be of further assistance, please let us lmow.
Sincerely,
HEPWORTH - PAWLAK GEOTECHNICAL, INC.
Louis E. Eller
Reviewed by:
Steven L. Paw
LEEIksw
attachments
H-P GEOTECH
Received Time Nov.27. 11:OOAM
FROM
LOT 4
PHONE NO. : 815 229 9250
MCLAUGHLIM LANE
PROPOSED
GARAGE
PIT i
RESIDEN
Y V
■
PET 2
P 2A z
P 3
IT 3
Nov. 27 2002 12:12PM P11
APPROXIMATE SCALE
i"_40'
i
1
4$6 .. HEPWORTH--PAWLAK LOCATION OF EXPLORATORY PITS
GEOTECHNICAL, INC. AND PERCOLATION TEST HOLES
Received Time Nov.27. 11:00AM
LOT 2
1
1
FROM PHONE NO. : 815 229 9250 Nov. 27 2002 12:12PM P12
PIT i PIT 2 PROFILE PIT
0 0
I
-200-66 ;' B•
I
,s
+4362 WC-7.4
t
-200-24
•
'.did :dQ oR �
10 'Q• 10
LEGEND:
® TOPSOIL; sandy silt and day, organic, firm, slightly moist, dark brown.
CLAY (CL); sandy to very sandy, gravelly, stiff, sllghtiy moist, reddish brown to brown, slightly
porous and caicareous, medium plasticity.
.;a GRAVEL (GM); silty, clayey, sandy, with cobbles and scattered boulders, medium dense to. dense,
slIgh'tly moist to moist, reddish brown to brown, subangular rock_
2" Diameter hand driven liner sample.' "
�i
Disturbed bulk sample.
Ps
NOTES:
1. Exploratory pits were excavated on August 19. 2002 with a Komatsu PC120 trackhoe.
2.. Locations of exploratory pits were measured approximately by pacing from features on the site plan
provided.
3. Elevations of exploratory pits were not measured and logs of exploratory pits are drawn to depth.
4. The exploratory pit locations should be considered accurate only to the degree implied by the
method uned.
a. The lines . between materials shown on the exploratory pit logs represent the approximate boundaries
between material types and transitions may be gradual.
6. No .free water. was encountered in the pits at the time of excavating. Fluctuations in water level may
occur with time.
7. Laboratory Testing Results:
WC:.-. Wdtar Content ( X )
017— Dry Density ( pcf }
+4 —...Percent. retained on No. 4 sieve
•-�200 :. 'Percent. passing No. 200 sieve
1.®2..48�
: i-fEPWORTH—I?AWLAK
LOGS OF EXPLORATORY PITS
Fig.
GEOTECHNICAL., INC.
Received Time Nov•21. II:00AM
FROM
PHONE NO. : 815 229 9250 Nov. 27 2002 12:13PM P13
Moisture Content = 7.4
Dry Density — 107
Sample of: Sandy Ciay Motrix
From: Pit 2 at 6 Feet
M
Compression
upon
wetting
a.
5
percent
gcf
0.1 1.0 10 100
APPUED PRESSURE — ksf
G 1-02.486. -HEPWORTH—PAWLAK SWELL CONSOLIDATION TEST RESULTS Fig. 3.
' ,GEOTECHNICAL, INC.
Received Time Nov.27• II:00AM
FROM
PHONE .: 815 229 5 Nov. 27 2002 12:14P M P15
5
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FROM PHONE NO. : 815 229 9250 Nov. 27 2002 12:14PM P16
HEPWORTH-PAWLAK GEOTECHNICAL, INC.
TABLE 11
PERCOLATION TEST RESULTS JOB NO. 702 486
HOLE NO.
HOLE DEPTH
(INCHES)
LENGTH OF
INTERVAL
(MIN)
WATER DEPTH
AT START OF
INTERVAL
(INCHES)
WATER DEPTH
AT END OF
INTERVAL
(INCHES)
DROP IN
WATER
LEVEL
(INCHES)
AVERAGE
PERCOLATION
RATE
(MIN./INCH)
P-1
15
water added
5 3/4
2 718
2 7/8
23
6 1/4
5 1/2
314
5 112
4 518
718
•4 5/8
4
518
4
3 1/4
3/4
3 114
2 3/4
1/2
2 314
2
3/4
P-2
50
15
water added
6 3/4
4
2 314
23
4
3 3/4
1/4
3 3/4
2 7/8
7/8
5
4 112
1 /2
4 112
4
1/2
4
3 1/4
3/4
3 114
2 1/2
3/4
P-3
-46
15
water added
5 1/4
2 7/8
2 3/8
22
2 718
2 114
5/8
2 114
1 3/8
718
4 1/8
3 1/4
718
3 1/4
2 1/2
3/4
2 1/2
1 7/8
5/$
1 7/8
1 1/8
314
Note: Percolation test holes were hand dug in the bottom of backhoe pits and soaked on August
19, 2.002. Percolation tests were conducted on August 20, 2002. The average
percolation rate Is based on the last three readings of each test_
Received Time Nov.27. 11:00AM
2261-03 Tax #2471-063-06-012
NAME. Lot #3, Ruedi Shores LUNDGREN
407 McLaughlin, Basalt
JOB NO. N i q I
LOCATION
BILL TO
DATE STA TED
LO 5
DATE COMPLETED
DATE BILLED
V11 (),Q Alt, �.6
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JOB COST SUMMARY
TOTAL SELLING PRICE
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407
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s a.
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201 MAIN STREET #304
CARBONDALE, COLORADO 81623
(970) 704-9750
Phone: (970) 704-9750
Fax: (970) 704-0287
E-Mail: jma@sopris.net
ISSUED FOR
DATE
PROGRESS SET
01/01/03
PROGRESS SET
01/23/03
PROGRESS SET
01/27/03
PRICING SET
02/10/03
DRAWING
SITE PLAN
DATE.
02/10/03
PROJECT
LUNDGREN RESIDENCE
A1.1
