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HomeMy WebLinkAbout500 Timber Spring - 194136100014INDIVIDUAL 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. 2184-02 BP NO. 14165
OWNER: MICHAEL AND KATHERINE BARRY FAMILY PARTNERSHIP PHONE: 970-926-5757
MAILING ADDRESS: P.O. BOX 2664, EDWARDS, CO 81632
APPLICANT: JIM COMERFORD PHONE: 970-926-8709
SYSTEM LOCATION: 500 TIMBER SPRINGS, EDWARDS TAX PARCEL NO. 1941-361-00-007
LICENSED INSTALLER: CLIVER DEVELOPMENT, SCOTT CLIVER LICENSE NO. 49-02 PHONE: 970-926-4938
DESIGN ENGINEER: WALTER 0. SCHULTZ PHONE NO. 970-453-9215
INSTALLATION GRANTED FOR THE FOLLOWING: MINIMUM REQUIREMENTS FOR A 9 BEDROOM RESIDENCE
1500 GALLON SINGLE CHAMBER TANK,1000 GALLON DOUBLE CHAMBER TANK WITH A DOSING PUMP, 2000 GALLON
ONE COMPARTMENT TANK FOR THE "ADVANTEX" TREATMENT WHICH WILL BE DOSED AT 100 GALLONS PER DOSE
VIA A HYDROMATIC SPD 50 OR EQUAL, 1558 SQUARE FEET OF ABSORPTION AREA CREDIT VIA 800 LINEAR FEET OF
DRIP LINE IRRIGATION WITH 400 EMITTERS.
SPECIAL INSTRUCTIONS: INSTALL AS PER ENGINEER'S DESIGN REVISIONS DATED 6/13/02 WITH A CLEANOUT
BETWEEN THE FIRST TANK AND THE HOUSE. BE SURE TO MAINTAIN ALL APPLICABLE SET BACK REQUIREMENTS
AND DO NOT INSTALL IN WET WEATHER. CALL EAGLE COUNTY ENVIRONMENTAL HEALTH AND THE DESIGN
ENGINEER FOR THE FINAL_ INSPECTION PRIOR TO BACKFILLING 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: RAYMOND P. MERRY DATE: JULY 12, 2002
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: 1558 SQUARE FEET (VIA 800 LINEAR FEET OF DRIP IRRIGATION )
INSTALLED 1000 GALLON 2 COMPARTMENT CONCRETE SEPTIC TANK LOCATED 30 DEGREES AND 18 FEET FROM THE
FIRST CLEANOUT ON THE EAST SIDE OF THE HOUSE, THEN A 1500 GALLON 1 COMPARTMENT CONCRETE TANK
LOCATED 9 FEET FROM THE FIRST TANK, THEN A 2000 GALLON 2 COMPARTMENT TANK WITH THE ADVANTEX
TREATMENT SYSTEM IN IT 10 FEET FROM THE SECOND TANK, AND THEN A 500 GALLON DOSING TANK 9 FEET FROM
THE THIRD TANK.
COMMENTS: FINAL INSPECTIONS REVEALED THE TANKS WERE INSTALLED OUT OF SEQUENCE. PERMIT 2184A-04
ALLOWS THE EFFLUENT LINE TO BE RECONFIGURED TO ALLOW FOR THE PROPER ROUTING OF EFFLUENT AND
RETENTION TIME OF THE SOLIDS. THE MAINTENANCE AGREEMENT WAS RECEIVED ON AUGUST 8 2003 THE
ENGINEER FINALCERTIFICATION WAS RECEIVED ON DECEMBER 30, 2003. THIS SYSTEM IS DESIGNED TO
ACCOMMODATE A 9 BEDROOM RESIDENCE.
ANY ITEM NOT MEETING REQUIREMENTS WILL BE CORRECTED BEFORE FINAL APPROVAL OF SYSTEM IS
MADE. ARRANGE A RE -INSPECTION
ENVIRONMENTAL HEALTH APPR DATE: APRIL 12, 2004
INDIVIDUAL SEWAGE DISPOSAL SYSTEM PERMIT
EAGLE COUNTY ENVIRONMENTAL HEALTH DIVISION
Telephone: (970) 328-8755
P.O. Box 179 - 500 Broadway, Eagle, CO 81631
COPY OF PERMIT MUST BE POSTED AT INSTALLATION SITE. ALTERATION PERMIT# 2184A-03 BP# 14165
OWNER: MICHAEL AND KATHERINE BARRY PHONE: 970-926-5757
MAILING ADDRESS: P.O. BOX 2664, EDWARDS, CO 81632
APPLICANT: SCOTT CLIVER PHONE:
SYSTEM LOCATION: 500 TIMBER SPRINGS, EDWARDS, CO TAX PARCEL NO. 1941-361-00-007
LICENSED INSTALLER: CLIVER DEVELOPMENT LICENSE NO.42-03 PHONE: 970-926-4938
DESIGN ENGINEER: WALTER O. SCHULTZ PHONE: 970-453-9215
INSTALLATION GRANTED FOR THE FOLLOWING:
SPECIAL INSTRUCTIONS: THIS PERMIT IS AN AMENDMENT TO ALLOW THE CORRECTIONS PROPOSED BY THE DESIGN
ENGINEER WHICH WERE RECEIVED BY THIS DEPARTMENT ON DECEMBER 5, 2003. THE AMENDMENT CONSISTS OF
PLUGGING THE EXISTING ENTRY HOLE INTO THE FIRST COMPARTMENT OF THE 1000 GALLON TANK AND RE-ROUTING
THE BUILDING SEWER THROUGH THE 1000 GALLON TANK AS SHOWN ON THE DRAWINGS CONNECTING TO THE 1500
GALLON TANK WITH APPROPRIATE "T" FITTINGS. THE EXIT HOLE OF THE 1500 GALLON TANK IS TO BE PLUGGED WITH
A NEW EXIT HOLD TO BE DRILLED IN THE SIDE OF THIS TANK FROM WHICH THE WASTEWATER LINE WILL PROCEED AT
'/4" PER FOOT DROP TO A NEW HOLE DRILLED ON THE SIDE AND ENTERING THE FIRST COMPARTMENT OF THE 1000
GALLON TANK. ALL PIPING MUST BE SCHEDULE 40 AND IT IS ACCEPTABLE TO USE 90 DEGREE ELBOWS BETWEEN TO
CONNECT THE NEW EFFLUENT LINES. APPROPRIATE "T" CONNECTIONS MUST BE INSTALLED ON ALL PIPING INSIDE
THE TANKS. THE INSTALLER MUST HAVE THIS WORK INSPECTED BY EAGLE COUNTY ENVIRONMENTAL HEALTH AND
THE DESIGN ENGINEER PRIOR TO BACKFILLING. THE ENGINEER MUST CERTIFY THE SYSTEM AFTER SCG CERTIFIES THE
ADVANTEX FUNCTIONALITY IN ORDER TO OBTAIN FINAL APPROVAL FROM THIS DEPARTMENT. NO TEMPORARY
CERTIFICATE OF OCCUPANCY WILL BE ISSUED FOR THIS RESIDENCE UNTIL THE SEWER IS APPROVED.
ENVIRONMENTAL HEALTH APPROVAL: RAYMOND P. MERRY DATE: DECEMBER 5, 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: SEE ORIGINAL PERMIT FOR SYSTEM COMPONENTS
ANY ITEM NOT MEETING REQUIREMENTS WILL ORRECTE E AL AP ROVAL OF SYSTEM IS MADE. ARRANGE A RE -
INSPECTION WHEN WORK IS COMPLETED. -
ENVIRONMENTAL HEALTH APPROV ATE: APRIL 9, 2004
nFM_0_CvvC C11 • ..17r r mUi,I: CMl7LC k,UUIY 1 7 CIYV rtr-H -7 f U,3Ct:J0 (0t1 1 U: y7Cbb (1a F: 1 f b
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 81631
Eagle (970)328-8755, Fax (970)328-0349, El Jebel (970)927-3823
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* FEE SCHEDULE
* APPLICATION FEE $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
* RBINSPECTION FEE $47.00, PRE -CONSTRUCTION SITE VISIT FEE $85.00
* MARE ALL REMITTANCE PAYABLE TO: "EAGLE COUNTY TREASURER"
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PROPERTY OWNER: i I- a rn i al-• n e rS-h-� �
MAILING ADDRESS- f3o X o-) cv� `7 �� f�UGcpj s , C 8 I ( 32PHONE : q P& — � �j /
APPLICANT/ CONTACT PERSON: ,• 6A_(o, wr,Y.kr PHONE: Z U - SAPI
LICENSED SYSTEMS CONTRACTOR: W.L(�4�/l UIb PHONE:
COMPANY/DBA: t' JLLk/ Q• �th9.tA/,s�� ADDRESS: Imo•D -k)y. 12 5-I DiI IDVlf j
PERMIT APPLICATION IS FOR: V) NEW INSTALLATION ( } ALTERATION { ) REPAIR
LOCATION OF PROPOSED INDIVIDUAL SEWAGE DISPOSAL SYSTEM:
Legal Description: �� C 10 ' ( "C_F/C L,'©'�
Tax Parcel Number:
Physical Address:
-a /91/l3l�l 0004 Lot size. ✓=vo I7S CZC�eS
.r00 Il�nb�✓ �i /��, C� y1o�7_ L-oc-LI
BUILDI TYPE: (Check applicable category) _
r( Residential/Single Family Number of Bedrooms
) Residential/Multi-Family* Number /�' f Be ogs�►s
( ) Commercial/Industrial* Type 11'Z4 kC�?,3,,,b
*These systems require design by a Registered Professional Engineer
TYPE OF WATER SUPPLY:
{,)�') well ( sp
( ) Public Na e o
APPLICANT SIGNATURE:
eck linable category)
ng ( ) Surface
Su D ier:
Date: q — F - �0 d �-
* rAMOUNT PAID: 3VD — Iy RECEIPT # : �- �" �' DATE: 1
CHECK #: I X CASHIER:
INDIVIDUAL SEWAGE DISPOSAL SYSTEM PERMIT
EAGLE COUNTY ENVIRONMENTAL HEALTH DIVISION
Telephone: (970) 328-8755
P.O. Box 179 - 500 Broadway, Eagle, CO 81631
COPY OF PERMIT MUST BE POSTED AT INSTALLATION SITE. ALTERATION PERMIT# 2184A-03 BP# 14165
OWNER: MICHAEL AND KATHERINE BARRY PHONE: 970-926-5757
MAILING ADDRESS: P.O. BOX 2664, EDWARDS, CO 81632
APPLICANT: SCOTT CLIVER PHONE:
SYSTEM LOCATION: 500 TIMBER SPRINGS, EDWARDS, CO TAX PARCEL NO. 1941-361-00-007
LICENSED INSTALLER: CLIVER DEVELOPMENT LICENSE NO. 42-03 PHONE: 970-926-4938
DESIGN ENGINEER: WALTER O. SCHULTZ PHONE: 970-453-9215
INSTALLATION GRANTED FOR THE FOLLOWING:
SPECIAL INSTRUCTIONS: THIS PERMIT IS AN AMENDMENT TO ALLOW THE CORRECTIONS PROPOSED BY THE DESIGN
ENGINEER WHICH WERE RECEIVED BY THIS DEPARTMENT ON DECEMBER 5, 2003. THE AMENDMENT CONSISTS OF
PLUGGING THE EXISTING ENTRY HOLE INTO THE FIRST COMPARTMENT OF THE 1000 GALLON TANK AND RE-ROUTING
THE BUILDING SEWER THROUGH THE 1000 GALLON TANK AS SHOWN ON THE DRAWINGS, CONNECTING TO THE 1500
GALLON TANK WITH APPROPRIATE "T" FITTINGS. THE EXIT HOLE OF THE 1500 GALLON TANK IS TO BE PLUGGED WITH
A NEW EXIT HOLD TO BE DRILLED IN THE SIDE OF THIS TANK FROM WHICH THE WASTEWATER LINE WILL PROCEED AT
1/4" PER FOOT DROP TO A NEW HOLE DRILLED ON THE SIDE AND ENTERING THE FIRST COMPARTMENT OF THE 1000
GALLON TANK. ALL PIPING MUST BE SCHEDULE 40 AND IT IS ACCEPTABLE TO USE 90 DEGREE ELBOWS BETWEEN TO
CONNECT THE NEW EFFLUENT LINES. APPROPRIATE "T" CONNECTIONS MUST BE INSTALLED ON ALL PIPING INSIDE
THE TANKS. THE INSTALLER MUST HAVE THIS WORK INSPECTED BY EAGLE COUNTY ENVIRONMENTAL HEALTH AND
THE DESIGN ENGINEER PRIOR TO BACKFILLING. THE ENGINEER MUST CERTIFY THE SYSTEM AFTER SCG CERTIFIES THE
ADVANTEX FUNCTIONALITY IN ORDER TO OBTAIN FINAL APPROVAL FROM THIS DEPARTMENT. NO TEMPORARY
CERTIFICATE OF OCCUPANCY WILL BE ISSjjEP:ME:�THI&RB&JQZNfE UNTIL THE SEWER IS APPROVED.
ENVIRONMENTAL HEALTH APPROVAL: DATE: DECEMBER 5, 2003
CONDITIONS:
1. ALL INSTALLATIONS MUST COMPLY WITH ALL REQUIREMENTS OF THE EA LE 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:
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. 2184-02 BP NO. 14165
OWNER: MICHAEL AND KATHERINE BARRY FAMILY PARTNERSHIP PHONE: 970-926-5757
MAILING ADDRESS: P.O. BOX 2664, EDWARDS, CO 81632
APPLICANT: JIM COMERFORD PHONE: 970-926-8709
SYSTEM LOCATION: 500 TIMBER SPRINGS, EDWARDS TAX PARCEL NO. 1941-361-00-007
LICENSED INSTALLER: CLIVER DEVELOPMENT, SCOTT CLIVER LICENSE NO. 49-02 PHONE: 970-926-4938
DESIGN ENGINEER: WALTER 0. SCHULTZ PHONE NO. 970-453-9215
INSTALLATION HEREBY GRANTED FOR THE FOLLOWING: MINIMUM REQUIREMENTS FOR A 9 BEDROOM RESIDENCE
1500 GALLON SINGLE CHAMBER TANK,1000 GALLON DOUBLE CHAMBER TANK WITH A DOSING PUMP, 2000 GALLON SINGLE CHAMBER TANK FOR
THE "ADVANTEX" TREATMENT WHICH WILL BE DOSED AT 100 GALLONS PER DOSE VIA A HYDROMATIC SPD 50 OR EQUAL, 1558 SQUARE FEET OF
ABSORPTION AREA CREDIT, VIA 800 LINEAR FEET OF DRIPLINE IRRIGATION WITH 400 EMITTERS.
SPECIAL INSTRUCTIONS: INSTALL ASPER ENGINEER'S DESIGN REVISIONS DATED 6/13/02, WITH A CLEANOUT BETWEEN THE FIRST TANK AND THE
HOUSE. BE SURE TO MAINTAIN ALL APPLICABLE SET BACK REQUIREMENTS, AND DO NOT INSTALL IN WET WEATHER. CALL EAGLE COUNTY
ENVIRONMENTAL HEALTH AND THE DESIGN ENGINEER FOR THE FINAL INSPECTION PRIOR TO BACKFILLING ANY PART OF THE INSTALL-
ATION, OR WITH ANY QUESTIONS REGARDING THE INSTALLATION. THE BUILDING CERTIFICATE OF OCCUPANCY WILL NOT BE ISSUED
UNTIL THE SEPTIC SYSTEM HAS BEEN INSPE AND AP
ENVIRONMENTAL HEALTH APPROVAL: DATE: JULY 12, 2002
CONDITIONS: /
1. ALL INSTALLATIONS MUST COMPLY WITH ALL REQUI �LECOU�NTYINDIVIDUAL 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
INSTALLED TANK: GALLONS, INSTALLED TANK: GALLONS
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:
DEPARTMENT OF
ENVIRONMENTAL HEALTH
(970)328-8755
FAX: (970) 328=8788
TOLL FREE:800-225-6136
www.eaglecounty.us
April 12, 2004
Michael and Katherine Barry
Family Partnership
P.O. Box 2664
Edwards, CO 81632
EAGLE COUNTY
RAYMOND P. MERRY, REHS
Director
RE: Final of ISDS Permits #2184-02 and 2184A-03, Tax Parcel #1941-361-00-007.
Property location: 500 Timber Springs, Edwards, CO.
Dear Mr. and Mrs. Barry:
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. Please be advised that your system has a maintenance
agreement attached to it that has been recorded with the deed to the property. A new
maintenance agreement must be obtained by the new owners if the property is ever sold.
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, April 2004 Chrono file
500 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
November 10, 2003
Walter Schultz
P.O. Box 1957
Dillon, CO 80435
EAGLE COUNTY
RAYMOND P. MERRY, REHS
Director
SUBJECT: Septic system installation at Lot 4, Timber Springs, Eagle County, CO.,
Barry residence, JOB NO.01-103. ISDS #2184-02.
Dear Mr. Schultz;
Eagle County Environmental Health needs your help in determining the actual layout and arrangement
of tanks installed at the aforementioned residence in order for our final approval enabling occupancy.
Our office conducted an inspection on November 20, 2002 and noted on a sketch that a 1000 gallon 2-
compartment tank was installed as the first tank in a series. Your design specified a 1-compartment tank
of 1,500 gallons was to be the first tank in the series. The configuration noted during our inspection
would not comply with the design, nor 4.07.01 (f) Chapter IV Eagle County Land Use Regulations.
Specifically, the 1 st compartment of tank capacity needs to be at least half of the required effective
capacity.
Your letter to us certifying the system is dated December 4, 2002, yet there is reference to a site visit on
August 5, 2003 where you observed the "previous problems" identified in correspondence between you
and Jim Comerford, C&B Development had been "repaired". Since our office did not receive a copy of
this letter it could be that this issue was noticed by either you or a representative of SCG Enterprises and
has been resolved. It could also be that an error in documentation occurred on our end. Whatever the
case, we need to assure the tanks are in the appropriate order and have the minimum capacities as
designed and permitted. Your December 4, 2002 letter does not address the tank layout beyond stating
the installation conformed to the approved drawings. The as -built drawing of the completed system
from Gore Range Surveying does not indicate respective tank sizes or number of compartments, or the
location of the sewer line exiting the house. I have included a copy of the as -built drawing for your
review.
Please provide documentation showing or stating the tank layout details, especially as it relates to the
first compartment (or tank) capacity. Let's hope that what is actually installed is what was designed and
approved for the permit — a 1,500 gallon single -compartment tank preceding all of the others.
Sincerely, _
RaymP. Merry _ -
Direc or, eagle County vironmental Health
Cc: ISDS Permit file 2184-02; Chrono file, November 2003
Encl: As -built drawing of ISDS Permit 2184-02
OLD COURTHOUSE BUILDING, 551 Broadway, P.O. Box 179, Eagle, Colorado 81631-0179
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Title:
U.S.
Designed By: ENGINEEWNG Drown By: CN%S JpNDAN AdvanTex" -AX 10 Mode 1 B
s
5,480,561,561
4,439,323 and 5,492,635
Other Patents Pending Approved By: Drawing: I OF I Drawing No.
02061 Orenco Systems® Inc. as
Date Approved: Revision: Date: 6/I6/01 Scale: r = 2'-0' Orenco Systems®
Incorporated
SEPTIC SYSTEM CALCULATION-8
REVISED 6/13/02
PROJECT: LOT 4, TIMBER SPRINGS, EAGLE COUNTY, CO
BARRY RESIDENCE
JOB NO: 01-103
NUMBER OF BEDROOMS 9
SEPTIC TANK SYSTEM TO BE TWO TANKS, ONE SINGLE CHAMBER 1500 GAL(TANK 1)
IN SERIES WITH ONE 1000 GAL TWO CHAMBER TANK ( TANK 2)
TANK 2 TO HAVE A PUMP TO FEED TANK 3
TANK 3 TO BE A ONE CHAMBER 2000 GAL TANK FOR THE "ADVANTEX" TREATMENT
TANK 3 TO BE DOSED AT 100 GAL PER DOSE VIA A HYDROMATIC SPD 50 OR EQUAL
TANKS TO BE AS MANUFACTURED BY "FRONT RANGE PRECAST" OR EQUAL
DESIGN FLOW Q = (9 )(2)(75)(1.5) = 2025 GAL/DAY
TO ALLOW FOR DRIP IRRIGATION SYSTEM A PRETREATMENT SYSTEM IS REQUIRED
PRETREATMENT TO BE "ADVANTEX AX 20 SERIES, THREE PODS
FIELD TO BE A DRIP IRRIGATION SYSTEM BY "GEOFLOW"
FIELD PIPING TO BE "WASTEFLOW PC dripline" WFPC16-2-24
LINE SPACING = 24" WITH EMITTERS @ 24" RECEIVED
INFILTRATION LOADING RATE = 1.3 GAL/SQ.FT./DAY
AREA REQUIRED = 2025GAL PER DAY/1.3 = 1558 SQ.FT. JUN 17 2002
LINEAR FEET OF DRIPLINE = 1558/2 = 779 USE 800' ENVIRONMENTAL
NO. OF EMITTERS= 800/2 = 400 °-�FALTH DEPARTMENT
DESIGN FOR A 20psi DRIPFIELD PRESSURE
DRIPFIELD HEAD = 46.2
FLOWRATE PER EMITTER = 1.3 gph which = 8.67gpm FOR FIELD AREA USE 9gpm
FOR PROPER FLOW VELOCITY OF FEED LINES USE 1" DIA. FOR MANIFOLDS & SUBMAINS
USE A WHW 075 AUT "WASTEFLOW HEADWORK"
DUE TO SITE SETBACKS MAX LENGTH OF EACH RUN IS 160'
THIS EQUALS 5 RUNS OR FIELD WIDTH OF 8'
TOTAL DYNAMIC HEAD = 165'
USE A P101012 PUMP AT PRESSURE CHAMBER OF ADVANTEX SYSTEM
TO BE FURNISHED BY SCG ENTERPRISES
PUMP CHAMBER TO BE 500 GAL AS MANUFACTURED BY "FRONT
OR EQUAL
RECOMMENDED DOSE = 42 GAL EVERY 30 MIN
FIELD DIMENSIONS 8' X 160' FOLLOWING CONTOUR LINES
WALTER O. SCHULTZ
01-103CALCC
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Note: N.T.S
1500 Gal. One Compartment
Septic Tank F
PLAN
■ MONOLITHIC TANK meets
ASTM-C-913 Spec. for water
and wastewater structures.
■ Butyl rubber sealant meets
Fed. Spec. SS-S-210A.
(Optional per requirement.)
■ Plumbing shown in diagram
provided with tank.
■ It is the system engineer's
requirement to determine
VOLUME, LOADING and
RETURN TIME.
R
SE(
55"
Dimensions
Capacity
(gallons)
Approximate Weights
W
L
H
Tank
Lid
Total
6'-8"
10'-2"
5'-10"
1500 Gal.
9650 lbs
4400 lbs
14,050lbs
5 \;Icz- TANK
Front Range Precast Concrete, Inc.
5439 N. Foothills Highway
Boulder, Colorado 80302
(303) 442-3207, (800) 783-3207, FAX (303) 442-3209
www.frontrangeprecast.com
61-811
6"
5'-10"
.5211
-33-
1000 Gal.- Two Compartment
Septic Tank
Note: N.T.S
■ MONOLITHIC TANK meets
ASTM-C-913 Spec. for water
and wastewater structures.
■ Butyl rubber sealant meets
Fed. Spec. SS-S-210A.
(Optional per requirement.)
■ Plumbing shown in diagram
provided with tank.
is It is the system engineer's
requirement to determine
VOLUME, LOADING and
RETURN TIME.
PLAN
SECTION
55"
ccess
-4
6"
5'-10"
52"
Dimensions
Capacities
(gallons)
A B
Approximate Weights
W
L
H
Tank
I Lid
Baffle Walls
Total
5'-6"
8'-6"
F-10"
676
325
54701bs
3000lbs
1260lbs
9720lbs
TANK
Front Range Precast Concrete, Inc.
5439 N. Foothills Highway
Boulder, Colorado 80302
(303) 442-3207, (800) 783-3207, FAX (303) 442-3209
www.frontrangeprecast.com
-27-
2000 Gal. One Compartment
FLIVr Septic Tank Frxx
Note: N.T.S
■ MONOLITHIC TANK
meets ASTM-C-913
Spec. for water and
wastewater struc-
tures.
■ Butyl rubber sealant
meets Fed. Spec. SS-
S-210A. (Optional
per requirement.)
■ Plumbing shown in
diagram provided
with tank.
■ It is the system
engineer's require-
ment to determine
VOLUME, LOADING
and RETURN TIME.
55"
6"
5'-10"
Dimensions.
Capacity
(gallons)
Approximate Weights
W
L
H
Tank
Lid
Total
6'-8"
12'-8"
F-10"
2030 Gal.
11,7251bs
5620 lbs
17,346lbs
TANK 3
Front Range Precast Concrete, Inc.
5439 N. Foothills Highway
Boulder, Colorado 80302
(303) 442-3207, (800) 783-3207, FAX (303) 442-3209
www.frontrangeprecast.com
-34-
Jun 11 02 09:13a
EA
C&B DEVELOPMENT
P.O. BOX 2342
EDWARDS, CO 81632
JUNE 13, 2002
SUBJECT: SEPTIC SYSTEM REVISIONS
WALTER 0. SCHULTZ
P.O. BOX 1957
DILLON, CO80435
1970453-9215
1970453-93160x)
JOB NO.0-103
SUBJECT SITE: LOT 4, TIMBER SPRINGS, EAGLE COUNTY, CO
BARRY RESIDENCE
Dear Jim,
Please find attached the revisions to the site septic system. The revisions are needed
to accommodate the required recirculating tank I&the pretreahnent system. Normal 3
to 5 bedroom systems can function with one main tank working as the septic and
recirculating tank. However, as I just recently discovered when a system exceeds 5
bedrooms a separate recirculating tank is needed. The revisions do not after the basic
design. The only changes are in the number of tanks and tank location as well as an
additional pump.
Sincerely,
alter �chultz
01-1031tr7
C&B DEVELOPMENT
P.O. BOX 2342
EDWARDS, CO 81632
JUNE 13, 2002
SUBJECT: SEPTIC SYSTEM REVISED
WALTER O. SCHULTZ
P.O. BOX 1957
DILLON, CO80435
197OA53-9215
197& 53-9316(fax)
JOB NO.0-103
SUBJECT SITE: LOT 4, TIMBER SPRINGS, EAGLE COUNTY, CO
BARRY RESIDENCE
REFERENCE: SONNEMAC SITE PLAN DATED 4/10/02
Dear Jim,
As requested I, visited the site on April 8, 2002. The purpose of the visit was to
observe the excavation of a profile hole and conduct percolation testing in the
designated and staked leach field area. However, the depth to bedrock in the original
area was 6" which negated the original area and design. Therefore, two additional
profile holes were excavated 15' feet down slope of the staked original area. In this
area the depth to bedrock was 2.5' to 5'. Again negating a standard gravel bed
system. During the site visit, I had the contractor excavate and build a bench from the
onsite soils which consisted of silty sand to fractured sand stone bedrock (silty
gravelly sand with cobbles). I then started percolation tests in two areas of the
constructed bed and one percolation test in the native soil just south of the
constructed bed. On April 9, 2002, 1 returned to complete the percolation tests. Those
test results are included. Two options were then discussed for wastewater disposal.
One would be to rip the onsite surface soil and lower bedrock to a depth of eight feet
or more and place a standard gravel bed benched into the hillside or revise the entire
system utilizing a pretreatment system in conjunction with a drip irrigation system. On
April 16, 2002, you and I met with Eagle County Health to review the site and discuss
possible systems. The consensus of the meeting was to design a drip irrigation
system in conjunction with a pretreatment facility. According to the onsite discussion
the drip area is to be ripped for a depth of 4' and the slope returned to as close to
original contour as possible. This ripping is to insure a sufficient depth of percolation
soil. During our discussion on April 16, 2002 at your office, we concluded the
Advantex pretreatment system was the most suitable for the site. Therefore, I have
finalized the system. The site plan, design calculations and basic components are
presented.
Based on my conversation with SCG Enterprises ( the local Advantex Rep), SCG will
furnish all the Advantex materials and install the same. They will furnish the drip
irrigation materials "Geoflow" however a separate contractor must install the
"Geoflow" system with me and the SCG rep observing. The tanks, pump chamber,
service manholes, feed and return piping must be installed by a certified contractor.
The tanks, pump chamber and service manholes shall be as manufactured by "Front
• Page2 June 13,2002
Range Precast' or equal. All feed and return piping shall be V diameter Schedule 40
PVC sleeved inside 4" diameter Schedule 40 PVC.
Based on the latest site plan from Marketplace Architects the lower level elevation
has been changed to 7503.0. 1 have re -figured the tank bottom elevations and
approximated the elevations of the service manholes. These manholes are to provide
access to the feed and return piping incase repairs are needed and should be 36"
diameter for easy access. The bottom elevation of the tank area is 7496.4 for tank 1
and 7496.0 for tank 2. The pump chamber bottom will set based on the final elevation
of the pretreatment pods. SCG will provide that elevation. The approximate elevation
for service manhole 1 is 7515 and for No. 2, the elevation is 7522.0. The location and
elevation of service manhole 2 is approximate and may be moved depending on the
proposed retaining wall. It should be noted that this manhole will be relatively deep at
the shown location. We can meet and relocate. These elevations provide for 2' of
working space between the manhole bottom and the piping invert and outlet. The
pretreatment Advantex Pods are to be located adjacent to Tank 3 with the top of the
pods within one to two inches of finish grade and the bottom of the pods set by SCG.
The tanks shall be set and backfilled according to the attached "TANK CROSS
SECTION" detail. The final location and elevation of Tank 3 as well as the pods may
be field adjusted as needed by SCG.
Please note, if the location of Tanks 1 &2 can be as I have indicated on the revised
site plan which is the next lower terrace area (landscape el. 7512 to 7514)
approximately 6 t0 8 feet of cut can be avoided as compared to the tank location
shown on the referenced site plan. In addition, the revised tank system (three vs two)
eliminates the special gravel fill depicted in the original cross section. The revised
system will require an additional pump to dose from Tank 2 to Tank 3 (recirculating
tank). The pump and alarm specifications are included. However, while the number
of tanks increases from two to three, two of the tanks are smaller and therefore less
expensive and Tank 3 is now less expensive then the first 2000 gal " Advantex" tank.
Prior to approval of the system by the health department the corners of the drip area,
the tank and other pertinent items of the system should be staked and observed by
the health department. A surveyor should do the staking of the system components.
Sincerely,
�/���`��!6-,�_ "' . Q •'fie
Walter 0.Sdulfz PE
696
O1-1033h6
TYy 00816314)19
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W.ALTER 0. SCHULTZ P.E.
r,l J, IBf-) t 971
T)TT_T_0m; C''(1 Pf 415
i 9701-4'J`3-9215
Y ARA J r Y
SUBWE .T. SEPTIC TANK ACCE IBL !Ty AND SERVICING
SUBJECT SITE. LOT 4, TIMBER SPRINGS, EAGLE COUNTY, CO
As to -cards tanks one arid_ two of the proR'?.sed soptac Q- sLm for the a4e, the tanks
will be accemsiNe Ada manhole risers with ct� psi The � f ,a
r-,�,�.�. i , ��. �ep� s�. t��rer wall n�# ptla.,ue
pumping o9 the tanks.
sinommy,
0
vii'c, SK&L P.E.
01-1(Bk5
rr,rr.
July 22, 2003
Scott Cliver
PO Box 2664
Edwards, CO 81632
Subject: 500 Timber Springs Drive.
Wastewater Treatment System Start -Up
Dear Mr. Cliver,
SCG Enterprises performed a system start-up on the subject site on June 24, 2003. The
pumps and, controls were tested and the system was fully operational. However, the
following items need to be addressed.
• There is a hole (originally created for the incoming wires) in the access riser above
the pump system in tank two, and a hole in the riser above the drainfield dosing
system, both of which need to be plugged. The risers should be water -tight.
• In tank two the splice box needs to be moved out of the way of pulling the filter for
cleaning, as discussed onsite.
• Final grade should be brought up to all riser lids on all tanks.
• Leak in Geoflow tubing needs to be repaired (location discussed by telephone).
If you have any questions or if we may be of further service, please call.
Sincerely,
SCG Enterprises, Inc.
Angela Helliwell
Copy to Michael Barry
CLIVE DEVELOPMENT
P.O. BOX 333
EDWARDS, CO 81632
November 20, 2003
SUBJECT: SEPTIC SYSTEM MODIFICATION
WALTER O. SCHULTZ
P.O. BOX 1957
DILLON, CO 80435
1970453-9215
1970.453-9316(fax)
JOB NO.01-103
SUBJECT SITE: LOT 4, TIMBER SPRINGS, EAGLE COUNTY, CO
BARRY RESIDENCE
Dear Scott,
As requested, I have modified the tank system to allow for the piping to
flow thru the tank closest to the house. The modifications are necessary
because the tanks were set in the wrong location. The 1500 gal tank was to
be nearest to the house and then the 1000 gal two chamber tank was to be
next. The modifications include plugging the old holes as shown and coring
new holes as shown. The piping from the house will run thru the 1000 gal
tank at 2 % with the effluent going into the 1500 gal tank and then flow out
of the 1500 gal tank @ 2 % to the larger chamber of the 1000 gal tank.
Then the effluent will be pumped to tank 3. The pump and associated
wiring will require resetting. SCG must be notified to assist in the
resetting.
Sincerely,
Walter o. Schultz P.E.
01-1031tr11':;,
corrected 12/3OYQ3', ; ,'
� 1500 Gal. One Compartment
FW Septic Tank
Note: N.T.S
PLAN m.,'.y✓
■ MONOLITHIC TANK meets
ASTM-C-913 Spec. for water
and wastewater structures.®
■ Butyl rubber sealant meets;
Fed. Spec. SS-S-210A. 1
(Optional per requirement.)
■ Plumbing shown in diagram
provided with tank. 1 t' `
■ It is the system engineer's
°�
requirement to determin o t'
cur
VOLUME, LOADING and
RETURN TIME.
SECTION
FROM HOUSE
55"
`s
BACK'
10'-2"
A
21" clear
4" de,,S,,-
TANK
Dimensions
Capacity
(gallons)
Approximate Weights
W
L
H
Tank
Lid
Total
6'-8"
10'-2"
5'-10"
1500 Gal.
9650 lbs
F4400 lbs
14,050lbs
Front Range Precast Concrete, Inc.
5439 N. Foothills Highway
Boulder, Colorado 80302
(303) 442-3207, (800) 783-3207, FAX (303) 442-3209
www.frontrangeprecast.com
15
#-f
BUT TO 1000 GAL TANK
5'-10"
52°
1
-33-
12/05/2003 07:24 19704539316 WALTER 0 SCHULTZ PAGE 01
A
1
Co- �3' C. G
16' -3 Z
0 (
ICI r ps,4 lctvk-
r" 41 iv r r 1'? au se to LINO, r, frl
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57 � � n
�y 0 /'< �o ` b rho �v ofjaJ
Com o� n�� /000
�
y
1500 Gal. One Compartment
Fr�r Septic Tank
Note: N.T.S
PLAN
■ MONOLITHIC TANK meets
ASTM-C-913 Spec. for water
and wastewater structures.
■ Butyl rubber sealant meets
Fed. Spec. SS-S-210A.
(Optional per requirement.)
■ Plumbing shown in diagram
provided with tank. y it /
■ It is the system engineer's 'i / '
requirement to determin to -ts
VOLUME, LOADING and _
RETURN TIME.
SECTION
FROM HOUSE
55"
Dimensions
W L
p �
V
BACK TO
10'-2" AT,
21" clear
w � u I cl sew
A, iG-1 k µ-I r
4" 4t- ,Say.,,,., elcv,it�
Capacity
g (gallons)
6-8" I 10'-2" 1 F-10" 1 1500 Gal.
Front Range Precast Concrete, Inc.
5439 N. Foothills Highway
Boulder, Colorado 80302
(303) 442-3207, (800) 783-3207, FAX (303) 442-3209
www.frontrangeprecast.com
Approximate Weights
Tank�LiTotal
TANK
n.
--� I
OUT
T TO 1000 GAL TANK
751-110111
i
52"
9650lbs
4400lbs
14,050lbs
a/�
-33-
' T
1000 Gal. Two Compartment o
FLU Septic Tank FL2�x G
i .0
Note: N.T.S
PLAN
PIPING FROM HOUSE
■ MONOLITHIC TANK meets
ASTM-C-913 Spec. for water
and wastewater structures.
■ Butyl rubber sealant meets
Fed. Spec. SS-S-210A.
(Optional per, requirement.)
■ Plumbing shown in diagram
provided with tank.
■ It is the system engineer's
requirement to determine
VOLUME, LOADING and
RETURN TIME.
OLD HOLE PLUGGED
SECTION
PIPING FROM HOUSE
OLD HOLE PLUGGED
NEW HOLE
0
M
P
NEW HOLE
A.
.:
x.. R
,. TO 1500 GAL TANK 'T'
—r5'-6„ IV
' E
;�. NEW H0LI
8
FROM 1500 GAL TANK
21" clear insert access
I ME
UT TO TANK 3
VIA PUMP
I n iv
52"
Dimensions Capacities Approximate Weights
(gallons)
W L g A B Tank Lid Baffle Walls Total
5'-68 8'-6A 6'-10% 676 326' 6470Ibs 30001bs 1250lbs 97201bs
Front Range Precast Concrete, Inc.
5439 N. Foothills Highway
Boulder, Colorado 80302
(303) 442-3207, (800) 783-3207, FAX (303) 442-3209
www.frontrangeprocast.com
E
F
1
-27-
Office
Memorandum
Date: 12/5/2003 _ I Q/-/6 3
To: ISDS File # 2184-02
From: Raymond P. Merry, Director of Environmental Health
RE: ISDS #2184-02 Amendment for Barry Residence
This memo is being provided to document necessary revisions and specify criteria for the
aforementioned ISDS Permit.
During the final stages of completing the septic system for the Barry residence located at 500
Timber Springs, Edwards, CO, it was noticed that the first and second tanks of the system
had been installed out of sequence. The building sewer was to be connected to a single
compartment, 1,500 gallon tank from which wastewater would flow into a two compartment
tank of 1,000 gallons capacity, the contents of which would be pumped to the Advantex
treatment system.
The licensed systems contractor, Scott Cliver indicated that it would be extremely difficult to
simply exchange the tanks and provided us with a proposal from the design engineer, Walter
O. Schultz, which included making new holes in the existing tanks to route wastewater
through the tank environment in the appropriate sequence (see engineer's submittal dated
November 20, 2003).
1 spoke with the tank manufacturer who stated he was willing to mobilize his truck with cranes
to exchange tanks, however the tank manufacturer was unaware of the site constraints
making this alternative impractical. The manufacturer stated that warranties for their product
would be void if modifications to the tank are done in the field.
Roger Schaeffer, SCG Enterprises went to the site on December 5, 2003 and called and
verified that the solution proposed by the engineer would not compromise the functionality of
the Advantex system.
Therefore, the ISDS permit should be amended and re -issued to allow the corrections
proposed by the design engineer which were received by this Department on December 5,
2003. The amendment consists of plugging the existing entry hole into the first compartment
12/5/2003
Office Memorandum: ISDS 2184-02 Amendment for Barry Residence
of the 1,000 gallon tank and re-routing the building sewer through the 1,000 gallon tank as
shown on the drawings, connecting to the 1,500 gallon tank with appropriate "T" fittings. The
exit hole of the 1,500 gallon tank is to be plugged with a new exit hole to be drilled in the side
of this tank from which the wastewater line will proceed at W per foot drop to a new hole
drilled on the side and entering the first compartment of the 1,000 gallon tank. All piping must
be schedule 40 and it is acceptable to use 90 degree elbows between to connect the new
effluent lines. Appropriate "T connections must be installed on all piping inside tanks.
The installer must have this work inspected by Eagle County and the design engineer prior to
backfilling. The engineer must certify the system after SCG certifies the Advantex
functionality in order to obtain final approval from this Department. No Temporary Certificate
of Occupancy will be issued for this residence until the sewer is approved.
rpm
12/5/2003 2
Page 1 of 1
Victor Crocco
From: Ray Merry
Sent: Monday, December 08, 2003 2:48 PM
To: Victor Crocco
Subject: Barry Residence inspection - ISDS # 2184-02
Scott Cliver will need an inspection on the above referenced system. Here is a
/ list of things that need to be checked
�1. Please check the lines going into and out of the tanks to assure proper seals and
"t"s inside of the tanks.
J Please be sure that the holes that were abandoned are sealed as well.
3. Access manholes should reveal the two pipes in the 1,500 gallon tank and
probably only one pipe will be visible in the 1,000 gallon tank. (that pipe comes
from the 1,500 gallon tank and crains effluesnt back to the 1,000 gallon tank.
4. This means that there should be a pump visible in the second compartment of
the 1,000 gallon tank.
Thanks.
Raymond P. Merry, REHS, Director
Eagle County Environmental Health
P.O. Box 179
Eagle, CO 81631
(970)T328-8757
(970) 328-8788 (fax)
ray.merry@eaglecounty.us t
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� Sao cQ (Cc�
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ir
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12/8/2003
f 1, in
9
Message Page 1 of 1
Ray Merry
From: Ray Merry
Sent: Monday, December 22, 2003 5:14 PM
To: 'Angela Helliwell'
Subject: RE: Barry Residence
Thanks, Angela. The actual capacity of the "first" tank is 1,500 gallons and not 2,000 as noted in the schematic.
Wastewater exits this tank through a new hole drilled on the side of the tank nearer the inlet pipe, if this makes
any sense. If not, it may be easier to explain it to you verbally.
Raymond P. Merry, REHS, Director
Eagle County Environmental Health
P.O. Box 179
Eagle, CO 81631
(970) 328-8757
(970) 328-8788 (fax)
ray.merry@eaglecounty.us
-----Original Message -----
From: Angela Helliwell[mailto:ahelliwell@scgenterprises.com]
Sent: Monday, December 22, 2003 3:34 PM
To: Ray Merry
Subject: Barry Residence
Letter and schematic attached. I'm sending a hard copy as well.
Have a Merry Christmas!
12/24/2003
Distributing
Duplex
500 Timber Springs
Wastewater Treatment System Schematic
gyp.)
►ischarge Pumps
Ilon
'field Dosing Tank
Recirculation Pumps
2000-gallon, Single Compartment
Kecirculation Tank
/,SOO
'6@ gallon, single compartment
Septic Tank No. 1
1000-gallon, 2 compartment
Septic Tank No. 2
CLIVER DEVELOPMENT
P.O. BOX 333
EDWARDS, CO 81632
DECEMBER 30, 2003
SUBJECT: SEPTIC SYSTEM MODIFICATION
WALTER 0. SCHULTZ
P.O. BOX 1957
DILLON, CO 80435
1970.453-9215
1970453-93160ax)
JOB NO.01-103
SUBJECT SITE: LOT 4, TIMBER SPRINGS, EAGLE COUNTY, CO
BARRY RESIDENCE
REFERENCE: SCG LETTER DATED 12/22/03, TREATMENT SCHEMATIC
Dear Scott,
As requested, I visited the site on 12/29/03 to observe the piping
modifications discussed in my letter of 11/20. I also reviewed the listed
references (copies attached). Based on my site visit and the attached
documents the septic system is in compliance with the design requirements.
I recommend the fluid in the field dosing tank be sampled and tested for
TSS and BOD every three months for a minimum of one year following
actual use of the system.
Please find attached the corrected 11/20 letter ( wrong year on original)
RECEIVED
Innovative Onsite Wastewater
Products and Services
4420 - B Allison Street, Wheat Ridge, Colorado 80033
1-888-560-3334
office: 303-463-9167 facsimile: 303-940-7263
www.scgenterprises.com
Alternative
Wastewater
Systems
Product
Distribution
Product
Support
Installation
Assistance
Onsite
Management
Services
Maintenance
Contracts
Effluent
Sampling
December 22, 2003
Scott Cliver
PO Box 2664
Edwards, CO 81632
Subject: 500 Timber Springs Drive
Wastewater Treatment System Modification
Dear Mr. Cliver,
SCG Enterprises visited the subject site on December 5, 2003 per your request to review
modifications that were currently underway on the septic system. At that time it was
determined that the AdvanTex treatment system would be unaffected by the proposed
modifications. We created the enclosed schematic based on that visit.
On December 18, 2003 we returned to the site to check the installation of one pump system
that was relocated. The pumps and controls were tested and the system was fully
operational.
In addition we observed that the items related to the pump systems in our letter dated July
22, 2003 have been addressed.
If you have any questions or if we may be of further service, please call.
Sincerely,
SCG Enterprises, Inc.
Ang a Helliwell
Copy to Eagle County Health Department
Michael Barry
Enclosure
i
n�sia�ilaa�� a5:59 P.
..._ T97045393i5 WALTER 0 SCHULTZ PAGE 01
C&B DEVELOPMENT
P.O. BOX 2342
EDWARDS, CO 61632
' � • •mac •►
December 4, 2002
SUBJECT: SEPTIC SYSTEM OBSERVATIONS JOB NO.01-103
SUBJECT SITE: LOT 4, TIMBER SPRINGS, EAGLE COUNTY, CO
BARRY RESIDENCE
Dear Jim,
As requested by Scott Clives, I visited the subjact site on August 5, 2003.
The purpose of the visit was to conduct the final observation of the drip
line septic system. The system was charged and all the previous problems
noted in rosy letter of 12/4/02 were repaired.
Based on the system conditions during my visit the system a satisfactory
and has been installed according to the design.
Sirtcereiy,
Walter o. Schuh �
0I-1031tr1.a L
cc: Scott Olives\
of lr__�DM-a3MM7 1.1Cn (.iC-C7E-,DM Tn-r:n-'I C rf?1 WTV CKII I wr-701 TW PD(.:'C- 1
0i3/08/2003 17:28 3039407263
SCG ENTERPRISES
P.
PAGE 01
SCG.., �tnnoveUve Onsite Wastewater Products and Services
i:Ittcrprisc%. (tic.
AOVANTEV OPERATION AND MAINTENANCE AGREEMENT
Street Address: 500 Timber Sarin -as Edwards Ca 8t652
Legal Description:
SCG Enterprises, Inc. will perform operation and maintenance services for the Onsite Wastewater System
serving the subject site as outlined below:
Control Panel, Pumps and Alarms: During each visit, all electrical components shall be tested for proper
function. Correct control settings will be verified. Operations data from the panel will be recorded.
Processing Tank: During each visit, the scum and sludge layers in the processing tank (septic tank) will be
measured. A recommendation for pumping will be made when the scum thickness exceeds four inches, or the
sludge thickness exceeds 24 Inches.
Pumping System:. During each visit all pumps shall be observed to verify proper performance. The pumps will
be operated manually, The Biotube screen wilt be removed and cleaned_
RecircuMing Fdter, The Titer will be observed for signs of excess organic build-up or improper performance.
The media will be cleaned as necessary. The system shall be observed to verify proper distribution across the
media, and distribution laterals will be flushed.
Drain, Field. The surface area around the drain field will be observed for signs of failure such as lush vegetation
growth or effluent ponding. Liquid levels within the field will be observed through the observation pipe and
levels recorded.
Iterns that are not included in this contract include:
1. Corrective and/or repair maintenance if necessary, other than covered under warranty.
2. Effluent sampling and analysis if applicable.
2. The cost of tank pumping.
Alarms: SCG Enterprises, Inc. will respond to alarm conditions at no cost during the agreement period
Service Calls: Service calls will be billed at a rate of $60.00 per hour including travel time. A visit to the site
other than the routine visits provided by this agreement, wilt be deemed a service call if the reason for the call
is anything other then a system warranty issue. Examples would include but not be limited to damage Caused
by acts of vandalism, failure of a tank, or failure of another party's work, i.e. electrician, plumber, excavator,
etc.
The goal of SCG Enterprises, Inc, is to observe the operation, and perform maintenance for the onsite
wastewater system to allow for proper, long term functioning of the system and compliance with the conditions
of the installation permit and recommendations of the manufacturer.
The customer has prepaid 2 years of bi-annual maintenance to SCG Enterprises, Inc. for the O&M services as
clivned i mien(';} This agreement period will be subsequent to placing the system into operation.
—(�,—C)_�7
Prope"ner or authorized represen ve Date
818103
authorized representative Date
f11 I(_'-'J-lil-':]f5fi7 1_1r7n Mn. 171-6A4 TM. rn.-1 C F'i l II.ITtiJ 1-1,11 1 ! ll-hl T1 1
Jun 13 02 02:17p
p.3
Simplex Control Panels Data Sheet
Submittal
General
Orenco Simplex Control Panels are
specifically engineered for pressure
sewer (STEP) systems, onske septic
treatment systems, and for pump
control into conventional gravity sys-
tems. Standard features include cir-
cuit breakers, an automatic/manu-
al/off toggle switch, automatic motor
control operation, and an audiovisu-
al high water level with auto reset
Other standard features and options
are listed on page 2. Orenco Panels
are designed for use wittl mechani-
cal and/or ioercury float switches.
Listed par UL508; a UL-Canada list-
ing is available.
Applications
Orenca Simplex Ccnti o! Panels are
used to control effluent pumps,
alarms, and other equipment as
specified in oressure sewers and
onsite septic systems.
Standard Models
St. S2.
Model Code Nomenclature:
S X XXXX
(!I )L
Indicates selected options (see p.2.!.
Indicates voltage.
t =120 VAC.
Specifications
2 - 243 VAC.
U001=11J .isYu),r:ywrrrsrx
Panel Enc:ixtre. fA?ar"lras 11.5" "ieh x 9 3" wide x 5A" deep. ,NIPMA 4X rated. Constructed of UV resistant
f!�F ":F3 hinw^ 3nd!aich ar staialesssteel,
S1 Poriei I-ia—,ings: I_? IVY', z fI hp, 11, e'' :;c, 6!iq!e phnse. E(- Hz.
S2 Pailtl �lailfi '1a q i i !A p^ fir 12 p i-i�.
y 2 F S, . , p, err haae ',C
.'WRIKIF
Orenco $)stems
Incorporaled
W AIa1NAYAVENUE
SUTHERUN,OREGON
97419
TELEPHONE:
(541) 459.4W
(8DO1348.9848
FACSIMILE:
(5l'1Z'59-2w:
ESU CP-S-1
Rev. ze.(D aag. 9
page 1 of 2
Jun 13 Oe U2zZJp
p.4
Simplex Control Panels (cora"iumubar
Standard Features
G+.ure Specifications}
)r-Start Contactor 120 VAC:14 FLA, 3/4 hp, 60 hz-, 2.5 million cycles at FLA (10 million at 506"0 of FLA).
240 VAC:14 FLA,..2 hp, 60 hz; 2.5 million cycles at FLA (10 million at 50°(b FLA).
Pump Circuit Breaker 20 amps, OFF/ON switch. Single -pole 120 VAC, double -pole 240 VAC. DIN rail mounting
with thermal magnetic tripping characteristics. _
Controls Circuit Breaker 10amps,amps, OFF/ON switch. Single pole 120 VAC. DIN rail mounting with thermal magnetic
tripping characteristics.
Toggle Switch Single pole -double throw HOA switch rated at20 amps•
Audio Alarm 95 dB at24", warble -tone sound. T
Audio Alarm 120 VAC, automatic reset DIN rail mount..
Silence Relay
Visual Alarm 7/8" diameter red lens, "Push -to -silence." NEMA 4X, 1 watt bulb, 120 VAC.__
Optional Features
Feature
C�ecif<cation(si Product_ Code Adder
,
Intrinsically Safe
120 VAC. Listed per UL 913, for Class 1 Div. 1,
IR
Cont al Rei , :;
;3ro,,,,s A, B, C, D hazardous locations. Larper enclosure required.
--,
Progr'Pmci
',20VAC, Repeat cycle from 0.05seconds to30hours. Separate variable
PT
controls for OFF tk ON tima periods.
Redundant Off Relay
120VAC provides a secondary off. Sounds alarm on low level
RO
Heater
Anti -condensation heater. Sell- adiusting: radiates additional
HT
wattage as temperature drops.
DISCCi.r9Ct. FiVtl'
Single pule -single throw, 20 amps, motor rated at I hp.
DS
Elapsed Time Meter
1 M VAC, 7-digit, non-resettable. Limit of 99,999 hours:
ErM
EvenrGour.
CT --
Pump Run Eight Ji
1/8' green lens. NEMA K 1 watt bulb, 120 VAC.
PRL
ESU-CP-S-1
3 V. 2 Q, © 2,7109
Page 7 of 2
H
Hepworth-Pawlak Geotechnical, Inc.
5020 County Road 154
Glenwood Springs, Colorado 81601
ortech
Phone:970-945-7988
Fax:970-945-8454
hpgeo@hpgeotech.com
comy
PRELIMINARY SUBSOIL STUDY
FOR FOUNDATION DESIGN
PROPOSED RESIDENCE
LOT 4, TIMBER SPRINGS
EAGLE COUNTY, COLORADO
JOB NO. 101324
AUGUST 3, 2001
PREPARED FOR:
CORDILLERA
ATTN: LANCE BADGER
P.O. BOX 988
EDWARDS, COLORADO 81632
HEPWORTH - PAWLAK GEOTECHNICAL, INC.
August 3, 2001
Cordillera
Attn: Lance Badger
P.O. Box 988
Edwards, Colorado 81632 Job No. 101 324
Subject: Report Transmittal, Preliminary Subsoil Study for Foundation Design,
Proposed Residence, Lot 4, Timber Springs, Eagle County, Colorado.
Dear Mr. Badger:
As requested, we have conducted a preliminary subsoil study for the proposed residence
at the subject site.
Subsurface conditions encountered in the exploratory borings drilled in the proposed
building area were variable and below about 1 foot of topsoil consist of stiff sandy silty
clay above weathered to hard siltstone/claystone bedrock at a depth of 4 feet in Boring
1. Groundwater was not encountered in the borings at the time of drilling or when on
July 6, 2001.
The proposed residence can be founded on spread footings placed on the natural
subsoils or bedrock and designed for an allowable bearing pressure of 2,000 psf.
The subgrade should be evaluated for settlement/heave potential at the time of
construction.
The report which follows describes our exploration, summarizes our findings, and
presents our recommendations. It is important that we provide consultation during
design, and field services during construction to review and monitor the implementation
of the geotechnical recommendations.
If you have any questions regarding this report, please contact us.
Sincerely,
HEPWORTH - PAWLAK GEOTECHNICAL, INC.
Jr., P.E
JZA/ksw
TABLE OF CONTENTS
PURPOSE AND SCOPE OF STUDY .............................. 1
PROPOSED CONSTRUCTION ................................... 1
SITE CONDITIONS .......................................... 2
FIELD EXPLORATION ........................................ 2
SUBSURFACE CONDITIONS..........I......................... 2
PRELIMINARY DESIGN RECOMMENDATIONS ..................... 3
FOUNDATIONS ........................................ 3
FOUNDATION AND RETAINING WALLS ..................... 4
FLOOR SLABS ........................................ 5
UNDERDRAIN SYSTEM .................................. 6
SITE GRADING ........... ............................ 7
SURFACE DRAINAGE ................................... 7
PERCOLATION TESTING ................................. 8
LIMITATIONS .............................................. 8
FIGURE- 1 - LOCATION OF EXPLORATORY BORINGS AND PERCOLATION
TEST HOLE
FIGURE 2 - LOGS OF EXPLORATORY BORINGS
FIGURE 3 - LEGEND AND NOTES
FIGURE 4 - SWELL -CONSOLIDATION TEST RESULTS
TABLE I - SUMMARY OF LABORATORY TEST RESULTS
TABLE II - PERCOLATION TEST RESULTS
H-P GEOTECH
PURPOSE AND SCOPE OF STUDY
This report presents the results of a preliminary subsoil study for a proposed
residence to be located on Lot 4, Timber Springs, Eagle County, Colorado. The
project site is shown on Fig. 1. The purpose of the study was to develop
recommendations for foundation design. The study was conducted in general
accordance with our proposal for geotechnical engineering services to Cordillera dated
April 17, 2001. The potential geologic impacts to the property were previously
evaluated by us and the findings presented in a report dated July 20, 2001,
Job No. 101324.
A field exploration program consisting of exploratory borings was conducted to
obtain information on subsurface conditions. Samples of the subsoils and bedrock
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 planning and preliminary design. This report summarizes the data
obtained during this study and presents our conclusions, design recommendations and
other geotechnical engineering considerations based on the assumed construction and
the subsurface conditions encountered.
PROPOSED CONSTRUCTION
At the time of our study, design plans for the residence had not been developed.
The building is proposed in the building envelope shown on Fig. 1. We assume the
residence will be a two to three story wood frame structure with a lower walkout
basement level or crawlspace. We assume excavation for the building will have a
maximum cut depth up to about 15 feet below the existing ground surface. For the
purpose of our analysis, foundation loadings for the structure were assumed to be
relatively light and typical of the assumed type of construction.
When building location, grading and loading information have been developed,
we should be notified to re-evaluate the recommendations presented in this report.
H-P GEOTECH
-2-
S1 l E CO�LI1IO�r�7
The site was vacant at the time of our field work. The lot is located on a
southeast facing hillside. The ground surface in the building envelope slopes
moderately steep down to the southeast at grades up to about 29 % . There is about 50 to
55 feet of elevation difference across the proposed building envelope. A stream and
wetlands are located to the east of the building envelope. Vegetation consists of
sagebrush, grass and weeds. Evergreens are located to the west of the building
envelope.
FIELD EXPLORATION
The field exploration for the project was conducted on June 6 and 7, 2001.
Three exploratory borings were drilled at the locations shown on Fig. 1 to evaluate the
generally subsurface conditions. The borings were advanced with 4 inch diameter
continuous flight augers powered by a track -mounted CME-45 drill rig. The borings
were logged by a representative of Hepworth-Pawlak Geotechnical, Inc.
Samples of the subsoils were taken with a 2 inch I.D. spoon sampler. The
sampler was driven into the subsoils at various depths with blows from a 140 pound
hammer falling 30 inches. This test is similar 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 subsoils and hardness of the bedrock. Depths at
which the samples were taken and the penetration resistance values are shown on the
Logs of Exploratory Borings, Fig. 2. 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
Fig. 2. The subsoils were variable and below about 1 foot of topsoil consist of stiff
H-P GEOTECH
-3-
sandy siiiy clay overlying weathered tO hard �iltstuiie/Claystone bedrG%k M a depth of 4
feet in Boring 1.
Laboratory testing performed on samples obtained from the borings included
natural moisture content and density, Atterberg limits and finer than sand size gradation
analyses. Results of swell -consolidation testing performed on relatively undisturbed
drive samples of the bedrock materials, presented on Fig. 4, generally indicate low to
moderate compressibility under conditions of loading and wetting. The sample from
Boring 1 at a depth of 9 feet showed a minor expansion potential when wetted under a
constant light surcharge. Atterberg limits testing indicates the clay soils have low
plasticity. The laboratory testing is summarized in Table I.
No free water was encountered in the borings at the time of drilling or when
checked on July 6, 2001. The subsoils and bedrock materials were slightly moist to
moist.
PRELIMINARY DESIGN RECOMAMNDATIONS
The conclusions and recommendations presented below are based on the
subsurface conditions encountered in the exploratory borings, the geologic site
assessment report and our experience in the area. The recommendations are. considered
suitable for planning and preliminary design. Once building location and grading plans
have been developed, we should perform additional analysis as needed to develop site
specific design recommendations.
FOUNDATIONS
Considering the subsurface conditions encountered in the exploratory borings
and the nature of the proposed construction, we recommend the building be founded
with spread footings bearing on the natural subsoils or bedrock materials.
The design and construction criteria presented below should be observed for a
spread footing foundation system.
1) Footings placed on the undisturbed natural subsoils or bedrock materials
should be designed for an allowable bearing pressure of 2,000,psf,
H-P GEOTECH
Based on experience, t'v'e expect settlement of 0otings designed ^and
constructed as discussed in this section will be about 1 inch or less. The
settlement could be differential especially between clay and bedrock
bearing areas.
2) The footings should have a minimum width of 16 inches for continuous
walls and 2 feet for isolated pads.
3) Exterior footings and footings beneath unheated areas should be provided
with adequate soil cover above their bearing elevation for frost
protection. Placement of foundations at least 42 inches below exterior
grade is typically used in this area.
4) 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 also be
designed to resist lateral earth pressures as discussed in the "Foundation
and Retaining Walls" section of this report.
5) The topsoil and any loose disturbed soils and rock should be removed
and the footing bearing level extended down to firm natural soils or
bedrock. If water seepage is encountered, the footing areas should be
dewatered before concrete placement.
6) A representative of the geo technical engineer should observe all footing
excavations prior to concrete placement to evaluate bearing conditions.
FOUNDATION AND RETAINING WALLS
Foundation walls and retaining structures which are laterally supported and can
be expected to undergo only a slight amount of deflection should be designed for a
lateral earth pressure computed on the basis of an equivalent fluid unit weight of 55 pcf
for backfill consisting of the on -site soils. Cantilevered retaining structures which are
separate from the residence and can be expected to deflect sufficiently to mobilize the
full active earth pressure condition should be designed for a lateral earth pressure
computed on the basis of an equivalent fluid unit weight of 45 pcf for backfill consisting
of the on -site soils. Backfill should not contain vegetation, topsoil or oversized rock.
H-P GEOTECH
911
All foundation and retaining structures should be designed for appropriate
hydrostatic and surcharge pressures such as adjacent footings, traffic, construction
materials and equipment. The pressures recommended above assume drained conditions
behind the walls and a horizontal backfill surface. The buildup of water behind a wail
or an upward sloping backfill surface will increase the lateral pressure imposed on a
foundation wall or retaining structure. An underdrain should be installed to prevent
hydrostatic pressure buildup behind walls.
Backfill should be placed in uniform lifts and compacted to at least 90 % of the
maximum standard Proctor density at a moisture content near optimum. Backfill in
pavement and walkway areas should be compacted to at least 95 % of the maximum
standard Proctor density. Care should be taken not to overcompact the backfill or use
large equipment near the wall, since this could cause excessive 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 distress to facilities constructed on the
backfill
The lateral resistance of foundation or retaining wall footings will be a
combination of the sliding resistance of the footing on the foundation materials and
passive earth pressure against the side of the footing. Resistance to sliding at the
bottoms of the footings can be calculated based on a coefficient of friction of 0.35.
Passive pressure of compacted backfill against the sides of the footings can be calculated
using an equivalent fluid unit weight of 300 pcf. The coefficient of friction and passive
pressure values recommended above assume ultimate soil strength. Suitable factors of
safety should be included in the design to limit the strain which will occur at the
ultimate strength, particularly in the case of passive resistance. Fill placed against the
sides of the footings to resist lateral loads should be compacted to at least 95 % of the
maximum standard Proctor density at a moisture content near optimum.
FLOOR SLABS
The natural on -site soils, exclusive of topsoil, are suitable to support lightly
loaded slab -on -grade construction. The siltstone/claystone could possess an expansion
potential. The subgrade should be evaluated for settlement/heave potential at the time
H-P GEOTECH
K-2
of constr Ilctlon. To reduce the effects of sortie differ entlal movement, uoor slabs
should be separated from all bearing walls and columns 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 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 at least 50 % retained on the No. 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 near 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 the area and where clay soils and shallow bedrock are present 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 walls, 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 11h feet deep.
H-P GEOTECH
F ree-draining wail baclk" should be capped 'r i about 2 feet of the
on -site soils to reduce surface water infiltration.
4) Roof downspouts and drains should discharge well beyond the limits of
all backfill.
PERCOLATION TESTING
A percolation test was conducted in the lower part of the building envelope to
evaluate the feasibility of an infiltration septic disposal system at the site. Boring 2 and
one percolation hole (P-1) were drilled at the locations shown on Fig. 1. The test hole
was drilled with a 6 inch diameter auger and was soaked with water one day prior to
testing. The soils encountered in the percolation hole were similar to those encountered
in the adjacent boring shown on Fig. 2 and consist of about 1 foot of topsoil overlying
stiff sandy silt clay to the boring depth of 10 feet. The percolation test results are
presented in Table H. The percolation test results indicate an infiltration rate of 13
minutes per inch. Based on the subsurface conditions encountered and the percolation
test results, the tested area should be suitable for an infiltration septic disposal system.
The percolation rates throughout the disposal system area could be variable and
additional tests should be conducted for design of the disposal system.
LIMITATIONS
This study has been conducted according to 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 geologic site assessment, the
exploratory borings located as shown on Fig. 1, the assumed type of construction and
our experience in the area. Our findings include interpolation and extrapolation of the
subsurface conditions identified at the exploratory borings 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
H-P GEOTECH
report, we should be notified so that re-evaluation of the recommendations may be
made.
This report has been prepared for the exclusive use by our client for planning
and preliminary design purposes. We are not responsible for technical interpretations
by others of our information. As the project evolves, we should provide continued
consultation, conduct additional evaluations and review and monitor the implementation
of our recommendations. Significant design changes may require additional analysis or
modifications to the recommendations presented herein. We recommend on -site
observation of excavations and foundation bearing strata and testing of structural fill by
a representative of the geotechnical engineer.
Sincerely,
HEPWORTH - PAWLAK GEOTECHMCAL, INC.
Jordy Z.
Reviewer► Uy .
Steven L. Pawlak, P.E.
JZA/ksw
pp REG/
�ro 29707:
'•S��NA1-, E���
H-P GEOTECH
7550
7540 / \
7530 � /
7520 ~
7510
7500
\ ` \ PERGOLA /
TEST HOLTE\-BORING
1 \ /
BORING 3 � 0 BORING
1 7490 `\ UILDING
ENV�L E i \
7480 _\
LOT 5
17480
7490
7490
l\j ACCESS �/ / •
- .�EASEMENJ_ BORING 9
1
PROPERTY
BOUNDARY
1
1 LOT 3
7550
\ 7540
7530
1
Ar-
APPROXIMATE SCALE:
1'=120'
1
101 324 I GEOTrEOCHNICALW NC. LOCAND PERCOLATION TEST HOLE GS I Fig.
BORING 1 BORING 2 BORING 3
ELEV.= 7526' ELEV.= 7502' ELEV.= 7495'
0 p
F
lo
75/12 12/12 9/12
5 YYC=s.4 WC=8.3 5
D=112
DD=115 —
—200=39
LL=27
PI=7
80/4
16/12 9/12
10 wC=7 8 10
m DD=128 .+
LL- m
CL
m 22/12 m
M 15 15 0
20 01 42/12 20
22/12
25 10 25
30 30 —j
Note: Explanation of symbols is shown on Fig. 3.
101 324 HEPWORTH—PAWLAK LOGS OF EXPLORATORY BORINGS Fig. 2
GEOTECHNICAL, INC.
LEGEND:
TOPSOIL; sandy silty clay, organic, moist, dark brown.
CLAY (CL); silty, sandy, scattered shale fragments and clayey sand layers, stiff to very stiff, slightly
moist, brown, slightly calcareous, low plasticity.
SILTSTONE/CLAYSTONE BEDROCK; weathered to hard, slightly moist, light brown.
Relatively undisturbed drive sample; 2—inch I.D. California liner sample.
75/12 Drive sample blow count; indicates that 75 blows of a 140 pound hammer falling 30 inches were
required to drive the California sampler 12 inches.
NOTES:
1. Exploratory borings were drilled on June 6 and 7, 2001 with a 4—inch diameter continuous flight
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 obtained by interpolation between contours on the site plan provided.
Logs are drawn to depth.
4. The exploratory boring locations and elevations should be considered accurate only to the degree implied
by the method used.
5. The lines between materials shown on the exploratory boring logs represent the approximate boundaries
between material types and transitions may be gradual.
6. No free water was encountered in the borings at the time of drilling or when checked on July 6, 2001.
Fluctuation in water level may occur with time.
7. Laboratory Testing Results:
WC = Water Content ( X )
DD = Dry Density ( pcf )
—200 = Percent passing No. 200 sieve.
LL = Liquid Limit ( % )
PI = Plasticity Index ( % )
101 324 HEPW` GEOTEOC NICAL, INC. LEGEND AND NOTES Fig. 3
- - - -- - -- 9 --
Moisture Content 9.4
percent
Dry Density 115
pcf
Sample of-- Weathered Siltstone
From: Boring 1 at 4 Feet
o
,
m
E
No movement
0
upon
3
wetting
0.1
1.0
10
100
APPLIED
PRESSURE — ksf
�Moisture Content 7.B
percent
>�
Dry Density 12B
pcf
c
0
1
ISomple of Claystone Bedrock
cFrom:
a
Boring 1 at 9 Feet
a
x
W
1
0
C
O
1
09
0
m
L
d
O
2
Uli
upon
jjjjjjjEjjjjjjjj�
(i
Z
Q
_U
Z
2
U
W
H
O
W
M
Y
Q
J
a
a
cc
O
IL
w
w
J
m
Q
H
F-
J
w
m
LL
0
}
Q
D
U)
--1111111111111101
HEPWORTH-PAWLAK GEOTECHNICAL, INC.
TABLE II
PEnI^iOLA T IOIV TEST RESULTS JOB 1`VO. 10 1 324
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
(MINJINCH)
P-1
19
30
water added
10
5'/4
4%
13
9%
7
2%
7
4'/z
2 %
4'/2
2%
2
Note: The percolation test was performed in a 6 inch diameter auger drilled hole. The hole was soaked with water
on June 7, 2001. The percolation test was conducted on June 8, 2001. The average percolation rate was
based on the last two readings of the test.
-7-
SITE V1D AD1114ki
The extent of site grading needed for development of the lot is unknown at this
time. It is recommended that the building be located on the lower front part of the
building envelope and grading be limited due to the relatively steep terrain.
Geotechnical recommendations for grading should be developed on a site specific basis
for the building area. The grading criteria presented below can be used for planning
and preliminary design.
Cuts and fills should be limited to about 10 to 12 feet deep. Embankment fill
should be compacted to at least 95 % of the maximum standard Proctor density near
optimum moisture content. Prior to fill placement, the subgrade should be carefully
prepared by removing all vegetation and topsoil. The fill should be benched into the
portions of the hillside exceeding 20% grade. The on -site soils excluding vegetation,
topsoil or oversized rock should be suitable for use in embankment fills.
Permanent unretained cut and fill slopes should be graded at 2 horizontal to
1 vertical or flatter and protected against erosion by revegetation or other means. This
office should review site grading plans for the project prior to construction.
SURFACE DRAINAGE
The following drainage precautions should be observed during construction and
maintained at all times after the residence has 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.
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. paved areas.
H-P GEOTECH
ZSD�s permit # ` �' TAM Final Inaoeetitzn
� � � • �•+�� t mess Form •
Tank is moo® _ gal. Tank Material e Q. �-
1
Tanis is located ft. and �tiegrees fso+4�r;
Tank is located ft. and _,_degrees f ��
Tank set level. __Tank lids within Sw of finished grade.
Size of field -ft,2 -- units' t
lineal f.
Technology J%
Cleanout is installed in between
tank and house (+ 1/Io�ft) _
i_The't+ is a "T" t t goes down 14 inches in the inlet and
outlet of the tank:
I�alet . and outlet: is sealed with- tar, ;tapes rubbe�c gasket
T_ft"was vxo., tdntpartmentw with the ��r.: ttttent .;clgsest ;to. the:.. ,
hovae : .
i+secatet dim antra and -relative dre;tA Eo s,xe;
.�
11'hetth of field.
soil interface raked.
Inspection portals at the .end _of each trench..
Proper distance to setbacks.
chambers properly installed as per maaufacturerp specifications.
(chambers latched, endplates properly installed, rocks removed froth
trenches, etc.)
Type of pipe used for building sewer Line leach field_
other
inspection =sets -
copy fora to installer's file if reeomEeadatious for fmprovemeat were,
suggested.
ACTIOI4 TAKEN:
Setbacks
well 'Potable House Property Lake Dry Tank Drain
Water Lines line Stream_ Gul h
Field L00 25 20 10 50 25 10 10
ZdL& 50 10 5 1D 50 10 * 10
HAGLE- COUNTY -ENV; HEALTH
P . 0. BOX 17 9 SHEET NM OF
EAGLE, CO 81631 CALCULATED BY DATE
CHECKED BY DATE
SCALE
o— -._'._ _._;..._ _..e.. _ _ _ — — _' ..........
!
i
I f
...'... _......... __..___...........-S_._.. _._...._..._i...... .._. .._. ._._ ..... _ _.. __ ^^. .... ..^. .._. -
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PRODUCT 1041 (SInBA Sheets) M, t IPIWO ®p k.&,*.. Mw 0471. 1. (),oh PHONE LOLL FREE I a0P71 4380
ZSDS Permit #_7L `'I - 0 2 Date Uzi - D ,
'rngoection
Ieteness Form
jV Tank is gal. Tank Material -
Tank is
located _____ft
-
and __degrees from
Tank is
located
ft.
and _degrees from -
Tank set Level. ,_,_Tank lids within Sw of finished grade.
Size of field _f t2 units lineal ft.
Technology
Cleanout is installed in between tank and house(* 1/2-00ft)_
_ Proper distance to setbacks_
Chambers properly installed as per;mac►ufacturer$ specifications.
(Chambers latched, end plates properly installed, rocks removed from
trenches, etc_}
Type of pipe used for building sewer Line leach field
other
-
Zaspection meets
-
Copy form to installer,& file if recommendations for improvement were
suggested.
ACTION TAKEN:
Setbacks
Well -Potable House Property Lake Dry Tank Drain
Water Lines line Stream Gulch
Fied 100 25 20 10 50 25 10 10
Tarok 50 10 5 10 50 10 10
- L�A- - ^^TVXTT-y --- £W: IWEAL-M
P.O. BOX 179
EAGLE, CO 81631
SHEET Na - «
CALCULATED BY DATE
CHECKED BY DATE
F �
F
7-7
F E
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F {
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RECEIVED
DEC 2003
ENVIRONMENTAL
HEALTH DEPARTMENT
It
2) � 0 .. 6'Z-
k
TIECEIVIED
DEC 1 'i 2003
ENVIRONMENTAL
HEALTH DEPARTMENT
rnrc,,Jlm�l
RECEIVED
DEC I f 2003
ENVIRONMENTAL
HEALTH DEPARTMENT
FIECEIV77:D
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2003
ENVIRONMENTAL
HEALTH DEPARTMENT
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2184-02 Tax# 1941-361-00-007
JOB NAMrZ Lot #4, Timber Springs, BARRY
500 Timber Springs, Edwards
/0001013 LOCATION
JOB NO.
I - - --- -.'r I
+ e eR 0 j r (rAX_ MP„v '/v61
BILL TO
Fl�x
DATE STARTED
DATE COMPLETED
DATE BILLED
16 J-
of
Y�'
64 QX ;,A3S
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21
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JOB COST SUMMARY
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SELLING PRICE
/SSG i
TOTAL MATERIAL
v
TOTAL LABOR
Tj
A LL ;1 1
INSURANCE
SALES TAX
SQ S
MISC. COSTS
c- I X -'z' arc '�'3 '—'4 trj
I-- TOTAL JOB COST
/*
GROSS PROFIT
/':'z-
Jz.
LESS OVERHEAD COSTS
% OF SELLING PRICE
NET PROFIT
JOB FOLDER Product 278 —1 ""2 / �: '-, C � �' /�' -
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