HomeMy WebLinkAbout20260089 Weld County Environmental Health Services Department
r86t 1555 N. 17th Avenue
Greeley, CO 80631
r,! — 1 Phone: (970)304-6415
L.P1',, Fax: (970)304-6411
1'`
Web:weldhealth.org
11 Septic Permit - Final
Application Number: SP-1200144
Owner Name: GARCIA JOSE R&SUSAN
Site Address: 33546 CR 49
EATON,CO 80615 Finaled
App Type: Health\Residential\New\Septic Application Status:
JOSE&SUSAN GARCIA Ready to Final
Applied Date:
306 52ND AVE 06/28/2012
GREELEY, CO 80634 Issued Date:
Parcel#: 080118000064-R0346201 07/02/2012
Legal Desc: PT NW4 18-6-64 LOT B REC EXEMPT RE-2786(.26R) Finaled Date
I D/1010N
App Specific Info:
Location Description 33546 CR 49
Repair Reason Type New
Associated Building Permit Yes
Associated Building Permit Number BCR12-00694
Application Date 06/28/2012
Septic Permit Expiration Date 06/28/2013
Waive Fees No
Number of Persons 6
Number of Bedrooms 5
Basement Plumbing Yes
Full Bathrooms 3
3/4 Bathrooms 0
1/2 Bathrooms 0
Public Water Supply No
Private Water Supply Well
Private Water Supply Permit Reference Number 288677
Parcel Acres 8
Actual Installation:
Septic Tank: /St.° gallons Absorption Trench: sgft Chambers
P Absorption Bed : Ott/ sq ft of Ye, r.t4.n'hs /2h,
Design Type: G•A Chamber Model Q—
NOTICE
The issuance of this permit does not imply compliance with other state,county,or local regulatory or building requirements,nor shall it act to certity that
the subject system will operate in compliance with applicable state,county and local regulations adopted persuant to Article 10,Title 25,CRS as
amended,except for the purpose of establishing final approval of installed system for issuance of a local occupancy permit persuant to CRS 1973
25-10-111 (2).
This permit is non-transferable and non-refundable.The Weld County Department of Public Health and Environment reserves the right to impose
additional terms and conditions required to meet our regulations on a continuing basis.Final permit approval was contingent upon the final inspection of
the coneed system by the Weld Cou ublic Health and Environment.
X /0o /Z
Environmental Hea Specialist D to
Report ID: EHS00033v006 Page 1 of 2
Print Date Time: 10/8/2012 9:42:15AM
Application Number: SP-1200144
Owner Name: GARCIA JOSE R&SUSAN
Site Address: 33546 CR 49
EATON, CO 80615
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Report ID: EHS00033v006 Page 2 of 2
Print Date Time: 10/8/2012 9:42:15AM
Weld County Environmental Health Services Department
r86r, 1555 N. 17th Avenue
r -J,• , Greeley,CO 80631
1 _ Phone: (970)304-6415
L r ' Fax: (970)304-6411
C 0T 1/N,_T Y Web:weldhealth.org
Septic Permit New
Application Number: SP-1200144
Owner Name: GARCIA JOSE R&SUSAN
Site Address: 33546 CR 49
EATON, CO 80615
App Type: Health\Residential\New\Septic Application Status:
JOSE&SUSAN GARCIA In Review
Applied Date:
306 52ND AVE 06/28/2012
GREELEY, CO 80634 Intake Person:
Parcel Number: 080118000064-R0346201 MSWAIN
Legal Desc: pT NW4 18-6-64 LOT B REC EXEMPT RE-2786(.26R) Permit Expiration Date:
06/28/2013
App Specific Info:
Location Description 33546 CR 49
Repair Reason Type New
Application Date 06/28/2012
Septic Permit Expiration Date 06/28/2013
Waive Fees No
Number of Persons 6
Number of Bedrooms 5
Basement Plumbing Yes
Full Bathrooms 3
3/4 Bathrooms 0
1/2 Bathrooms 0
Public Water Supply No
Private Water Supply Well
Private Water Supply Permit Reference Number 288677
Parcel Acres 8
Report ID: EHS00027v007
Page 1 of 2
Print Date-Time: 6/28/2012 4:05:49PM
Application Number: SP-1200144
Owner Name: GARCIA JOSE R&SUSAN
Site Address: 33546 CR 49 D 5 r
mE�A,TON, CO 80615 CJ
Percolation Rate �OJC�U'" r" i�, Limiting Zone 3 ft (O in Description al-
AY)
%Ground Slope /�fi b�eet /Direction Soil Suitable(Y/N/)' ��`�
Engineering Design Required t_lN) 6In 100 Year Flood Plain QN) ye S
From the application information supplied and the n-site soil percolation data the followingminimum installation specifications are/ reguirct ,,iyj�Q.Qp.Jc.-A idyt,��
W �0 j�erM �T [ "e (4A�¢-Pdye,
Septic Tankat) gallons Absorption Trench sq ft or Absorption Bed �� sq ft
Chambers: Standard Biodiffuser Trench Bed _
Infiltrator Quick4 Standard or Hi Capacity Trench Bed am_
BioDiffuser Arc 36 Standard or Hi Capacity Trench Bed
Infiltrator Quick4 EQ36 Trench Bed
Infiltrator Quick4 Plus Standard Low Profile Trench Bed
All Weld County ISDS regulations apply. In addition, this permit is subject to the following additional terms and
conditions: d ,,(,
.N �J-✓ (20l ll.! n _7 .0)r - C „ / ',di /a- —L L, c Cp€ '
Q-!Jod C.-'/` /-0 cam iw i>t,- 4-0 /r_.tp ee e_.," A) t oyne , c% 1)4 J
NOTICE ,„.4-f it-et-t ,4"1LNr-,,,Leg 6001-
This permit is granted temporarily to allow construction to commence.This permit may be revoked o suspended by the Weld County Department of - Gy"144// (,ii
Public Health and Environment for reasons set forth in the Weld County Individual Sewage Disposal System Regulations including failure to meet
any term or condition imposed thereon during temporary or final approval.The issuance of this permit does not constitute assumption by the b! yi-tec -
department or its employees of liability for the failrue or inadequacy of the sewage disposal system. This Derma is non-transferable and
non-refundable.Before issuing final approval of this permit the Weld County Department of Public Health and Evnironment reserves the right to
impose additional terms and conditions required to meet our regulations on a continuing basis.Final permit approval is contingent upon the final
inspection of the completed system by the Weld County Department of Public Health and Environment.
X ��1 �� 76fi a
Environ e I Health Specialist Date
Report ID: EHS00027v007
Page 2 of 2
Print Date-Time: 6/28/2012 4:05:49PM
Weld County Environmental Health Services Department
• 1555 N. 17th Avenue
Greeley, CO 80631
Phone: (970)304-6415
Fax: (970)304-6411
www.co.weld.co.us
Septic Permit Application
Application Number: SP-1200144
App Type: Health\Residential\New\Septic
JOSE&SUSAN GARCIA
306 52ND AVE
GREELEY,CO 80634
Owner Name: GARCIA JOSE R&SUSAN
Parcel#: 080118000064-R0346201
Legal Desc: PT NW4 18-6-64 LOT B REC EXEMPT RE-2786(.26R)
Site Address: 33546 CR 49
EATON,CO 80615
App Specific Info:
1/2 Bathrooms 0
3/4 Bathrooms 0
Basement Plumbing Yes
Full Bathrooms 3
Location Description 33546 CR 49
Number of Bedrooms 5
Number of Persons 6
Parcel Acres 8
Private Water Supply Well
Public Water Supply No
TERMS AND CONDITIONS
A permit fee,as set by separate ordiance of the Board of Weld County Commissioners,shall be required of applicants for new individual sewage
disposal systems(ISDS),payable at time of application. Permit fees are non-refundable;permit applications are non-transferable.If both a
building permit and an ISDS are issued for the same property and construction is not commenced prior to the expiration date of the building permit,the
!SOS permit shall expire at the same time as the building permit.If an ISDS permit is issued for a property that does not require a building permit,the
ISDS permit shall expire one year after its issuance if construction on the septic system has not commenced.Any change in plans or specifications
after the permit has been issued invalidates the permit unless approval is secured from the Health Officer or his/her designated agent.Expired permits
can be renewed by payment of the permit fee only if
A.There has been no change in the plans and specifications of the proposed system as set out in the original application or such change is
reviewed and approved by a Division Representative.
B.The surrounding land,its use or zoning has not changed so-as-to cause the original application not to be acceptable under these regulations.
NOTICE
The completeness of this application is conditional upon further mandatory and additional tests and reports as may be required by the Weld County
Department of Public Health and Environment(WCDPHE).The issuance of the permit is subject to such terms and conditions as deemed necessary to
insure compliance with rules and regulations adopted under article 10 title 25,CRS as amended.The applicant certfies that the proposed system will
not be located within 400 feet of a community sewage system.The undersigned certifies that all statements made,information and reports submitted
herewith are,or will be,represented to be true and correct to the best of his/her knowledge and are designed to be relied on by the WCDPHE far
evaluation for purposes of issuing the permit applied for herein.Applicant further understands that falsification or misrepresentation may result in the
denia f the application or revocation pt apypermit granted,and in legal action or perjury as provided by law.
\�\ l/J •
eApplcant Ji72</
e
Report ID: EHS00056v002
Print Date Time: 6/28/2012 3:38:51PM Page 1 of 1
'0 w SEPTIC PERMIT INFORMATION FORM
OOLOBADO To obtain an LS.D.S.permit,one must file an"application for Individual Sewage Disposal System"
at the Weld County Environmental Health Services office and pay the application fee. A"repair"fee
shall be charged for the expansion,replacement,or repair of an existing system. The following
information must be provided on the septic information form.
COMMERCIAL PERMIT RESIDENTIAL PERMIT X
NEW or REPAIR $850.00 NEW or REPAIR $750.00
VAULT PERMIT MINOR REPAIR PERMIT
NEW or REPAIR$250.00 $100.00
PARCEL NO.:DS-O (I 'a o O o tp y- A/I (12 DIGIT NUMBER)
LEGAL DESCRIPTION: SECTION / ic TOWNSHIP 4, RANGE (q4 IN0fACRES ?
SUBDIVISION LOT BLOCK FILING
THIS INFORMATTION CAN BE OBTAINED FROMTHE ASSESSOR'S OFFICE AT(970) 353-3845 EXT 3650
SITE ADDRESS 3 35 1 (p Cie ! y rah., 7 („_ g6(D / 5
DIRECTIONS TO SITE 7j K P )4 W 7 M cas+ h G'K Lf 9 'Take C�° L 9 ,V 04C
C. `/a vn(le and 1-Cc a rce. vn ' Est Si de •of a
PROPERTY OWNER: & '1" SuSC(�(.- (�ja l€ t _ P
MAILING ADDRESS: �Db ✓7t-I Ave-CITY e ST ( 0 ZIP 8-66AjV
HOME PHONE:0-70) 673-5603 WORK PHONE(720) £8 (0919 FAX( )
EMAIL ADDRESS: / mcN• (on-I
APPLICANT NAM : )LSC,( yl 5 a (Q_ei r�
MAILING ADDRESS: Scj`j'L�� CITY ST ZIP
HOME PHONE:( ) WORK PHONE( ) FAX( )
EMAIL ADDRESS: 5 et t j't.Q�
DESCRIPTION OF BUILDING(EX:HOUSE,MOBILE HOME,MODULAR,SHOP,OFFICE) #40/is
IF OBTAINING A REPAIR PERMIT,WHAT IS BEING REPAIRED?
NUMBER OF PERSONS (P IN FLOOD PLAIN AREA? YES NO
NUMBER OF BEDROOMS 5 PERCOLATION HOLES MUST BE MARKED FOR
/� INSPECTION OR A$50.00 FEE WILL BE CHARGED
ES)BASEMENT PLUMBING IY /NO
��// CENSUS TRACT
BATHROOMS: FULL 3 % h
PUBLIC WATER SUPPLY YES/ICItt) NAME
PRIVATE WATER SUPPLY /NO et /CISTERN PERMIT# DO to 7 7
April 25, 2012
Susan& Roy Garcia(garcia599(ci/msn.com) EARTH ENGINEERING
5514 West 3'd Street COMPANY, INC.
Greeley, Colorado 80634
Re: Engineered Septic System Design
33546 County Road 49
Weld County, Colorado
EEC Project No. 09-01-061
Mr. & Mrs. Garcia:
As requested, Earth Engineering Company, Inc. (EEC) personnel have completed a
design for an engineered Individual Sewage Disposal System (ISDS) for the referenced
lot. EEC personnel completed percolation testing at the referenced lot as outlined in the
Geotechnical Subsurface Exploration sent to your attention on March 28, 2012. The
purpose of this report is to provide an ISDS design for the proposed 5 bedroom residence.
As outlined in the referenced soils report dated March 28, 2012, EEC personnel
completed the requested percolation testing for the above referenced project located east
of Lucerne in Weld County, Colorado. The results of the percolation test are shown on
the attached site diagram. As outlined in that report, the materials encountered in the
profile boring generally consisted of approximately 5 feet of brown fat clay soil underlain
by brown fine sand. The fine sand extended to the bottom of the boring at a depth of
approximately 8 feet below present site grades. Free water was observed at a depth of
approximately 3 feet below site grades in the completed profile boring at the time of our
site observations.
The percolation test performed indicated an average percolation rate of greater than 240
minutes per inch in the fat clay soils. Weld County Health Department regulations
require a percolation rate between 5 and 60 minutes per inch to use a conventional
absorption system. The measured percolation rate does not meet that criterion. Weld
County standards also require that neither groundwater nor bedrock be encountered
within 6 feet below ground surface in the area of a conventional absorption field. The
percolation test borings completed indicates the near surface materials do not meet the
groundwater separation criteria. Based upon the presence of groundwater and the slow
percolating fat clay soils, an engineered system would be required for this lot. Weld
P.O. Box 271428 PO. BOx 49322
FORT COLLINS. COLORADO 8052 7-1 428 COLORADO SPRINGS. COLORADO 809 49-9 3 2 2
(970) 224- 1522 (FAx) 663.0282 (7 19) 442-68 13 (FAX) 447-9635
Earth Engineering Company,Inc.
EEC Project No.09-01-061
April 25,2012
Page 2
County guidelines for proximity to natural and manmade site features should be
addressed when locating the ISDS.
As requested, EEC personnel have completed an ISDS design for the proposed single-
family residence at the referenced lot. We understand the proposed residence will contain
5 bedrooms. The attached ISDS design incorporates a mounded system which will
provide the minimum 4' vertical separation between the base the infiltrator units and the
observed groundwater level. Using the assumed percolation rate of 20 minutes per inch
in the import sand fill soils and considering the proposed five bedroom residence, a bed
size of 1,870 ft2 would be required. Applying the 40% bed size reduction for using
gravel-less chambers, and using the equivalent sizing of 9.2 ft2 per Infiltrator Quick4
chamber, the attached mounded design utilizing 126 Infiltrator Quick4 chambers was
prepared. The ISDS utilizes a 1,500 gallon septic tank. Due to the mounded system, a
screened effluent pump may be required in a lift station down-slope from the septic tank.
We expect a 1/3 horsepower screen effluent pump, such as a Grundfos EF33, or approved
equivalent could be used. The pump chamber/lift station should have a capacity of 500
gallons.
In order to develop a zone of suitable soil in the area of the ISDS, we recommend the site
soils be overexcavated to a minimum depth of 5 feet below present site grades or until the
in-situ fine sand soils are encountered and the excavated materials be replaced as
controlled, compacted fill. The fill soils should consist of imported medium sand. We
recommend the import materials be placed in loose lifts not to exceed 9 inches in
thickness, moisture conditioned to be within the range -3 to +3% of optimum moisture
and compacted to be within the range 85 to 90% of the material's maximum dry density
as determined in accordance with ASTM D-698, the standard Proctor procedure. The fill
soils should be placed such that the resulting percolation rate is within the range of 10
minutes per inch and 20 minutes per inch.
Based on an assumed percolation rate of 20 minutes per inch in the replaced soils in the
area of the ISDS, we recommend the area of overexcavation measure 31.5 feet wide by
62 feet long, which results in an area of overexcavation of approximately 1,953 square
feet. The recommended area of overexcavation includes an approximately 3 feet buffer
zone around the perimeter of the absorption field.
Earth Engineering Company,Inc.
EEC Project No.09-01-061
April 25,2012
Page 3
The fill soils used to construct the mound around the perimeter of the ISDS should
consist of approved, low-volume change materials which are free from organic matter
and debris. It is our opinion the on-site fat clay soils could be used as fill in the mound
area. Any existing vegetation and/or topsoil should be removed from mound subgrade
areas. The fill materials should be placed in loose lifts not to exceed 9 inches thick,
adjusted in moisture content and compacted to at least 95% of standard Proctor maximum
dry density. The moisture content of the fill soils should be adjusted to be within the
range of±2% of standard Proctor optimum moisture at the time of compaction.
We appreciate the opportunity to be of service to you in this project. If you have any
questions regarding this report or if we can be of further service to you in any way, please
do not hesitate to contact us.
Very truly yours,
Earth Engineering Company,Inc.
OrO, �ioseFy., ...
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724 "'
i
Michael J. Coley, P.E.
Principal Engineer
IRRIGATION DITCH
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PERCOLATION TEST RESULTS
\ # 1-- 10.4 MIN/INCH
# 2-- 120 MIN/INCH
WIRI\ DITCH 3-- >240 MIN/INCH Bh_1
\ # 4-- >240 MIN/INCH V
# 5-- >240 MIN/INCH HOITSE
\ # 6-- 30 MIN/INCH
cc \ AVERAGE-- >240 MIN/INCH
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B-1 BORING LOCATION
SITE PHOTOS
ROTOS TY9I FROM minceaux STMOOL LOCATION IN PRELIM OF NAOW
ISDS LOCATION DIAGRAM
33546 COUNTY RD 49
WELD COUNTY, COLORADO
PROJECT NUMBER: 09-01 -061 DATE: APRIL 2012
EARTH ENGINEERING COMPANY
33546 COUNTY RD 49
WELD COUNTY,COLORADO
PROJECT NO: 09-01-061 DATE: JULY 2009
LOG OF BORING B-3
RIG TYPE: CME45 SHEET 1 OF 1 WATER DEPTH
FOREMAN: SM START DATE 7/72009 WHILE DRILLING 3.5'
AUGER TYPE: 4"CFA FINISH DATE 7//2009 AFTER DRILLING 3.5'
SPT HAMMER: AUTO SURFACE ELEV N/A 24 HOUR 3'
SOIL DESCRIPTION D N W MC DD A-LIMITS -200 SWELL
TYPE (FEET) (BLOWS/FT) (PSFI (%I (PCF) LL PI (%) PRESSURE % 500 PSF
FAT CLAY(CH) 1
brown
silty with a slight amount of sand 2
3
—4—
5
FINE SAND(SP) 6
brown _
clayey 7
_8
8'BOTTOM OF BORING — _
9
10
11
12
1-3
1-4
1-5
1-6
17
18
19
20
2-1
2-2
2-3
2-4
25
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EARTH ENGINEERING
COMPANY, INC.
July 14, 2009
(Revised: March 28, 2012)
Susan&Roy Garcia
5514 West 3rd Street
Greeley, Colorado 80634
Re: Geotechnical Subsurface Exploration Report
33546 County Road 49
Weld County, Colorado
EEC Project No. 09-01-061
Mr. &Mrs. Garcia:
Earth Engineering Company, Inc. (EEC) personnel have completed the geotechnical
subsurface exploration you requested for your proposed single-family residence to be
constructed in an area east of Weld County Road 49 east of Lucerne in Weld County,
Colorado. Results of the requested subsurface exploration are provided with this report.
We understand the proposed single-family residence and detached shop building will be
one or two-story wood frame structures constructed on slab-on-grade type foundations.
We expect foundation loads for the structures would be light with continuous wall loads
less than 3 kips per lineal foot and individual column loads less than 50 kips. Wastewater
for the single-family residence and detached shop building will be disposed of through an
on-site individual sewage disposal system (ISDS). Small grade changes are expected to
develop fmal site grades for the structures.
The purpose of this report is to describe the subsurface conditions encountered in the test
borings completed within the identified building envelopes on the site and provide
geotechnical recommendations for design of construction of foundations and support of
floor slabs. The results of site percolation tests are also provided.
P.O. Box 271428 P.O. Box 49322
FORT COLLINS. COLORADO 8052 7-1 428 COLORADO SPRINGS. COLORADO 80949-9 3 2 2
19701 224-1522 (FAx1 663-0282 1719) 442-6813 1FAx1 447-9635
Earth Engineering Company,Inc.
EEC Project No.09-01-061
July 14,2009
(Revised: March 28,2012)
Page 2
The site is located in an area to the northeast of the intersection of Weld County Road 49
and Highway 392 in Weld County, Colorado. The building sites were relatively flat and
vegetated at the time of our observations.
To develop information on existing subsurface conditions in the area of the proposed
residence, one soil boring was extended to a depth of approximately 25 feet within the
approximate building envelope and one soil boring was extended to a depth of
approximately 201/2 feet within the approximate detached shop building envelope. One
(1) field slotted piezometer was installed in one of the open boreholes prior to backfilling
to allow for longer-term groundwater level measurements. One (1) additional test boring
to a depth of approximately 8 feet and six (6) percolation test holes to depths of
approximately 3 feet were advanced in the identified area of the ISDS to develop
percolation and soil profile information. The locations of the test borings were previously
established in the field by the homeowner. A diagram indicating the approximate boring
locations is included with this report.
The borings were performed using a truck-mounted, CME-45 drill rig equipped with a
hydraulic head employed in drilling and sampling operations. The boreholes were
advanced using 4-inch nominal diameter continuous flight augers and samples of the
subsurface materials encountered were obtained using split-barrel and California barrel
sampling procedures in general accordance with ASTM Specification D-1586. All
samples obtained in the field were sealed and returned to the laboratory for further
examination, classification and testing.
As a part of the field testing, percolation tests were performed in the prepared percolation
test holes. Percolation tests were completed after approximately 24 hours of presoaking.
Results of those percolation tests are provided subsequently in this report.
EEC field personnel were on-site during drilling to evaluate the subsurface conditions
encountered and direct the drilling activities. Field boring logs were prepared based on
observation of disturbed samples and auger cuttings. Based on results of the field borings
and laboratory testing, subsurface conditions can be generalized as follows.
Earth Engineering Company,Inc.
EEC Project No.09-01-061
July 14,2009
(Revised: March 28,2012)
Page 3
Brown to brown/light brown fat clay soils were encountered at the surface at the boring
locations. The high-plasticity fat clay soils were soft to medium stiff in consistency,
exhibited a low potential for swelling with variation in moisture content at current
moisture/density conditions and were underlain by brown/rust fine sand materials at a
depth of approximately 9 and 3 feet below present site grades at borings B-1 and B-2,
respectively. The fine sand materials contained varying amounts of clay and were loose
to medium dense in consistency. The fine sand materials exhibited a low potential for
swelling with variation in moisture content at current moisture/density conditions and
extended to the bottom of boring B-2 at a depth of approximately 201/2 feet below present
site grades. The fine sand materials encountered at boring B-1 were underlain by
grey/brown and rust weathered claystone bedrock at a depth of approximately 201/2 feet
below present site grades. The weathered claystone bedrock was moderately hard in
consistency and exhibited a moderate potential for swelling with variation in moisture
content at current moisture/density conditions. The weathered claystone bedrock
encountered at boring B-1 extended to the bottom of the boring at a depth of
approximately 25 feet below present site grades.
Observations were made at the time of drilling and at 24 hours after drilling to evaluate
the presence and depth to free water at the test boring locations. At the time of drilling,
free water was encountered at a depth of approximately 4 and 5 feet below present site
grades at borings B-1 and B-2, respectively. Approximately 24 hours after drilling, free
water was encountered at a depth of approximately 2 and 31/2 feet below present site
grades at borings B-1 and boring B-2, respectively. Longer-term observations would be
required to more accurately evaluate groundwater levels and possible fluctuations in
those groundwater levels over time. Fluctuations in groundwater levels can occur based
on hydrologic conditions and other conditions not apparent at the time of this report.
Zones of perched and/or trapped water may also be encountered in more permeable zones
within the subgrade soils at times throughout the year.
The stratification boundaries indicated on the boring logs represent the approximate
location of changes in soil and rock types; in-situ, the transition of materials may be
gradual and indistinct. Bedrock classification was based on visual and tactual
observations of disturbed samples and auger cuttings; coring and/or petrographic analysis
Earth Engineering Company,Inc.
EEC Project No.09-01-061
July 14,2009
(Revised: March 28,2012)
Page 4
may reveal other rock types. In addition, the soil borings provide an indication of
subsurface conditions at the test locations; however, subsurface conditions may vary in
relatively short distances away from those borings. Potential variations in subsurface
conditions can best be evaluated by close observation and testing of the subgrade
materials during construction. If significant variations from the conditions anticipated
from the test borings appear evident at that time, it may be necessary to re-evaluate the
recommendations provided in this report.
ANALYSIS AND RECOMMENDATIONS
General
The materials observed in the test borings completed in the area of the proposed
residence and detached shop building consisted of high plasticity fat clay soils that were
generally soft to medium stiff in consistency. Swell/consolidation testing completed on
samples of the fat clay soils indicated those materials have a moderate potential for
consolidation under increasing loading conditions. Settlement of conventional
foundations constructed on the in-situ soils in their current moisture/density conditions
could occur and should be expected. We recommend `pre-loading' the building area in
order to induce settlement prior to construction and proceeding with a conventional
footing foundation.
`Pre-loading' would involve placement of a temporary stockpile of fill in the area of the
proposed residence and detached shop building which would induce settlement of the
subgrade soils. The stockpile should be of sufficient depth to equal or exceed the design
contact pressure of the proposed structures. After the settlement is substantially complete,
which could take a period of several months, the stockpile should be removed and
construction could then proceed with a minimum 3-feet thick zone of compacted fill to be
placed in the building pad areas prior to construction of the residence and shop building.
The fill placed in the building pad areas should extend at least 3 feet beyond the exterior
perimeter of the foundations.
Earth Engineering Company,Inc.
EEC Project No.09-01-061
July 14,2009
(Revised: March 28,2012)
Page 5
Fill soils required to develop foundation and floor slab support should consist of
approved, cohesive low- volume change fill free from organic matter and debris. The fill
soils should be placed in loose lifts not to exceed 9 inches thick, adjusted in moisture
content and compacted to be at least 95% of the materials maximum dry density as
determined in accordance with ASTM Specification D-698, the standard Proctor
procedure. The moisture content of the fill soils should be adjusted to be within the range
of±2% of standard Proctor optimum moisture at the time of compaction. Some pumping
of the fill soils could occur at the recommended moisture content and should be expected.
Based on the swell/consolidation testing completed on the site soils, it is our opinion
post-construction settlement of the proposed structures could occur and should be
expected. The total amount of settlement would be dependent on foundation design loads,
thickness of the fill placed, time frame of the fill placement and on long-term
groundwater conditions.
Footing Foundations
For design of footing foundations supported on suitable fill soils placed as outlined
above, we recommend using a net allowable total load soil bearing pressure not to exceed
1,000 psf. The net bearing pressure refers to the pressure at foundation bearing level in
excess of the minimum surrounding overburden pressure. Total load should include full
dead and live loads.
Exterior foundations and foundations in unheated areas should be located at least 30
inches below final adjacent exterior grade to provide frost protection. We recommend
formed continuous footings have a minimum width of 12 inches and isolated column
foundations have a minimum width of 24 inches. Trenched foundations or grade beam
foundations could be used in the sandy lean clay soils. If used, trenched foundation
should have a minimum width of 12 inches and formed grade beams should have a
minimum width of 8 inches.
We recommend the foundation footing design loads be balanced to promote relatively
uniform settlement, thereby reducing the potential for differential settlement. As an
Earth Engineering Company,Inc.
EEC Project No.09-01-061
July 14,2009
(Revised: March 28,2012)
Page 6
alternative to balancing the design loads solely on settlement, designing the foundation
such that the dead-load pressure is balanced throughout the foundations could be
considered. Balancing the dead-load pressure would also reduce the potential for
differential settlement between adjacent footings. We estimate the long-term settlement
of footing foundations designed and constructed as recommended above would be less
than 1 inch.
Groundwater was observed in the test borings at a depth of approximately 2 and 31/2 feet
below the present site grades. We recommend maintaining a minimum vertical separation
of two feet between foundation bearing elevation and the peak seasonal groundwater
level. Basement construction is not recommended for the proposed residence.
No unusual problems are anticipated in completing excavations required for construction
of the footing foundations. Care should be taken during construction to avoid disturbing
foundation bearing materials. Foundation bearing materials which are loosened or
disturbed by the construction activities or materials which become dry and desiccated or
wet and softened should be removed and replaced or reworked in place prior to
placement of foundation concrete.
Floor Slab and Exterior Slab-on-Grade Subnrades
In any slab-on-grade areas, those slabs may be supported on existing site soils or newly
placed and compacted fill. All existing vegetation and/or topsoil should be removed from
the floor or flatwork areas. After stripping and completing all cuts and prior to placement
of any fill, floor slabs or other flatwork, we recommend the in-place soils be scarified to a
minimum depth of 9 inches, adjusted in moisture content and compacted to at least 95%
of the material's maximum dry density as determined in accordance with ASTM
Specification D-698, the standard Proctor procedure. The moisture content of the
scarified soils should be adjusted to be within the range of ±2% of standard Proctor
optimum moisture at the time of compaction.
Fill soils required to develop flatwork subgrades should consist of approved, low-volume
change materials which are free from organic matter and debris. The on site soils could
Earth Engmeering Company,Inc.
EEC Project No.09-01-061
July 14,2009
(Revised: March 28,2012)
Page 7
be used as fill soils in these areas. We recommend fill for floor slab support be placed in
loose lifts not to exceed 9 inches thick, adjusted in moisture content as recommended for
the scarified materials and compacted to at least 95% of the material's standard Proctor
maximum dry density.
After preparation of the subgrades, care should be taken to avoid disturbing the in-place
materials. In addition, care should be taken to avoid excessive drying of the site
materials. Soils which become loosened or disturbed or materials which become dry and
desiccated or wet and softened should be removed and replaced or reworked in place
prior to placement of the overlying improvements.
As a precaution, the floor slabs should be isolated from structural portions of the building
to prevent differential movement to those elements causing distress to the structure. We
also recommend the basement floor slab be isolated from non-load bearing partitions to
help reduce the potential for slab movement causing distress in upper sections of the
building. That isolation is typically developed through the use of a voided wall which is
suspended from the overhead first floor joist. Care should be taken in door framing,
drywalling and finishing to maintain a voided space which will allow for movement of
the floor slab without transmission of stresses to the overlying structure.
While laboratory testing completed for this report indicated the site soils sampled
exhibited relatively low swell potential, floor slab and exterior flatwork movement could
occur and should be expected. Slab movement is common in Colorado even in areas with
relatively low-swelling soils. Mitigation techniques to reduce the potential for post-
construction movement, such as overexcavation, moisture conditioning and replacement
could be considered; however, the risk for slab movement cannot be eliminated.
Other Considerations
Positive drainage should be developed away from the structure with a minimum slope of
1 inch per foot for the first 10 feet away from the building. Care should be taken in
planning of landscaping adjacent to the residence to avoid features which would pond
water adjacent to the foundations or stemwalls. Lawn watering systems should not be
Earth Engineering Company,Inc.
EEC Project No.09-01-061
July 14,2009
(Revised: March 28,2012)
Page 8
placed within 5 feet of the perimeter of the building and spray heads should be designed
not to spray water on or immediately adjacent to the structure. Roof drains should be
designed to discharge at least 5 feet away from the structure and away from the pavement
areas.
Site Percolation Tests
Six (6) percolation test borings and one 8-feet deep profile boring were completed in the
approximate area of the individual wastewater absorption field. The materials
encountered in the test boring consisted of brown fat clay soils underlain by brown fine
sand materials at a depth of approximately 5 feet below present site grades. The fine
sand materials extended to the bottom of the boring at a depth of approximately 8 feet
below present site grades. Approximately 24 hours after drilling, free water was
encountered in the profile boring at a depth of approximately 3 feet below present site
grades. An average percolation rate of greater than 240 minutes per inch was established
in the percolation test borings.
Weld County guidelines require a percolation rate in the range of 5 to 60 minutes per inch
for use of a non-engineered conventional absorption field. The measured percolation rate
does not meet that criterion. Weld County guidelines also require that neither
groundwater nor bedrock be encountered within 6 feet of ground surface at the location
of an absorption field. The test boring completed indicates the near surface site soils do
not meet the separation from groundwater criteria at the time of our observations. Based
on the results as outlined above, it appears an engineered system would be required for
the residence and shop building. When constructing the absorption field, Weld County
criteria concerning proximity to property lines, drainage ways and other site features
should be addressed.
General Comments
The analysis and recommendations presented in this report are based upon the data
obtained from the soil borings performed at the indicated locations and from any other
information discussed in this report. This report does not reflect any variations which
Earth Engineering Company,Inc.
EEC Project No.09-01-061
July 14,2009
(Revised: March 28,2012)
Page 9
may occur between borings or across the site. The nature and extent of such variations
may not become evident until construction. If variations appear evident, it will be
necessary to re-evaluate the recommendations of this report.
It is recommended that the geotechnical engineer be retained to review the plans and
specifications so that comments can be made regarding the interpretation and
implementation of our geotechnical recommendations in the design and specifications. It
is further recommended that the geotechnical engineer be retained for testing and
observations during earthwork and foundation construction phases to help determine that
the design requirements are fulfilled.
This report has been prepared for the exclusive use of Susan and Roy Garcia for specific
application to the project discussed and has been prepared in accordance with generally
accepted geotechnical engineering practices. No warranty, express or implied, is made.
In the event that any changes in the nature, design or location of the project as outlined in
this report are planned, the conclusions and recommendations contained in this report
shall not be considered valid unless the changes are reviewed and the conclusions of this
report modified or verified in writing by the geotechnical engineer.
We appreciate the opportunity to be of service to you on this project. If you have any
questions concerning this report, or if we can be of further service to you in any other
way,please do not hesitate to contact us.
Very truly yours,
Earth Engineering Company,Inc.
00 St.,
oy0t�"..1osE�y..F
57,
/kW sr'':
Michael J. Coley, P.E.
Principal Engineer
DRILLING AND EXPLORATION
DRILLING&SAMPLING SYMBOLS:
SS: Split Spoon- 13/8"I.D.,2"O.D.,unless otherwise noted PS: Piston Sample
ST: Thin-Walled Tube-2"O.D.,unless otherwise noted WS: Wash Sample
R: Ring Barrel Sampler-2.42" I.D.,3"O.D.unless otherwise noted
PA: Power Auger FT: Fish Tail Bit
HA: Hand Auger RB: Rock Bit
DB: Diamond Bit=4",N,B BS: Bulk Sample
AS: Auger Sample PM: Pressure Meter
HS: Hollow Stem Auger WB: Wash Bore
Standard"N"Penetration: Blows per foot of a 140 pound hammer falling 30 inches on a 2-inch O.D.split spoon,except where noted.
WATER LEVEL MEASUREMENT SYMBOLS:
WL : Water Level WS : While Sampling
WCI: Wet Cave in WD : While Drilling
DCI: Dry Cave in BCR: Before Casing Removal
AB : After Boring ACR: After Casting Removal
Water levels indicated on the boring logs are the levels measured in the borings at the time indicated. In pervious soils,the indicated
levels may reflect the location of ground water. In low permeability soils,the accurate determination of ground water levels is not
possible with only short term observations.
DESCRIPTIVE SOIL CLASSIFICATION PHYSICAL PROPERTIES OF BEDROCK
Soil Classification is based on the Unified Soil Classification DEGREE OF WEATHERING:
system and the ASTM Designations D-2488. Coarse Grained Slight Slight decomposition of parent material on
Soils have move than 50%of their dry weight retained on a#200 joints. May be color change.
sieve;they are described as: boulders,cobbles,gravel or sand. Moderate Some decomposition and color change
Fine Grained Soils have less than 50% of their dry weight throughout.
retained on a#200 sieve;they are described as : clays,if they High Rock highly decomposed, may be extremely
are plastic, and silts if they are slightly plastic or non-plastic. broken.
Major constituents may be added as modifiers and minor HARDNESS AND DEGREE OF CEMENTATION:
constituents may be added according to the relative proportions Limestone and Dolomite:
based on grain size. In addition to gradation, coarse grained Hard Difficult to scratch with knife.
soils are defined on the basis of their relative in-place density Moderately Can be scratched easily with knife.
and fine grained soils on the basis of their consistency.
Example: Lean clay with sand, trace gravel, stiff(CL); silty Hard Cannot be scratched with fingernail.
sand,trace gravel,medium dense(SM). Soft Can be scratched with fingernail.
CONSISTENCY OF FINE-GRAINED SOILS Shale,Siltstone and Claystone:
Hard Can be scratched easily with knife,cannot be
Unconfined Compressive scratched with fingernail.
Strength,Qu,psf Consistency Moderately Can be scratched with fingernail.
Hard
< 500 Very Soft Soft Can be easily dented but not molded with
500- 1,000 Soft fingers.
1,001 - 2,000 Medium Sandstone and Conglomerate:
2,001 - 4,000 Stiff Well Capable of scratching a knife blade.
4,001 - 8,000 Very Stiff Cemented
8,001 - 16,000 Very Hard Cemented Can be scratched with knife.
RELATIVE DENSITY OF COARSE-GRAINED SOILS: Poorly Can be broken apart easily with fingers.
N-Blows/ft Relative Density Cemented
0-3 Very Loose ^
4-9 Loose �
10-29 Medium Dense E E C
30-49 Dense
50-80 Very Dense
80+ Extremely Dense
UNIHED SOIL CLASSIFICATION SYSTEM
Soil Classification
Group Group Name
Criteria for Assigning Group Symbols and Group names Using Laboratory Tests Symbol
Coarse-Grained Gravels more than Clean Grovels Less
Soils more than 50% of coarse than 5% fines Cu$ and <Cc<3r GW Well-graded gravelr
50% retained an fraction retained
' No. 200 sieve on No. 4 sieve Cu<4 and/or 1>Cc>3L GP Poorly-graded grovel`
•
Gravels with Fines Fines classify as ML or NH GM Silty gravel, G,H
more than 12%
fines Fines classify as CL or CH GC Clayey Grovel`s"
Sands 50% or Clean Sands Less Cu26 and 1<Cc<3r Spy Well-graded sand'
more coarse than 5% fines r
fraction posses Cu<6 and/or 1>Cc>3 SP Poorly-graded sand'
No. 4 sieve
Sands with Fines Fines classify as ML or MH SM Silty sand'
more than 12%
fines Fines classify as CL or CH SC Clayey sand°'°
Fin e-Grained Silts and Clays inorganic PI>7 and plots on or above 'nine' CL Leon cloy'"
Soils 50% or Liquid Limit less
more passes the than 50 PI<4 or plots below 'A'Line' ML Slt RL
No. 200 sieve
organic Liquid Limit - oven dried Organic clay ALww
<0.75 OL
Liquid Limit - not dried Organic silt"c"
Silts and Clays inorganic PI plots on or above "A"Line CH Fat day"""
Liquid Limit 50 or
more PI plots below "Aline MH Elastic Silt m's
organic Liquid Limit - oven dried Organic clay""
<0.75 OH
Liquid Limit - not dried Organic silt"
Highly organic soils Primarily organic matter, dark in color, and organic odor PT Peat
°Based on the notedol passing the 3-in. (75- c -Dse�D1 Ce- IPA 51 sal contains 15 to 29Eolus No. 200, add
ram) sieve "with sand' or 'with grave'. whichever is
e ll field Sample contained cobbles or boulders, predom(nanL
or both, odd
'with cobbles or boulders, or both' 11f soi contains 2 30' plus No. 200
to group nave. St soil contains 215% sand, add'with•sond'to predominantly sand, odd 'sandy to group
°Gravels with 5 to 12z fines required dual e.
group nano wlnof aol contains 2 30S plus Na. 200
GW• -GMql ones dmsily as CL-M4 use dual eymbol predominantly grovel, odd 'gravely' to group
CW-CM well graded grovel with silt GC-CM, or 5C-53s.
Gw-CC well-graded grovel with day hf fries bra organic, odd'wiN organic lines-to °a"e'
GP-GM poorly-graded grad with slit rou name °Pl24 and plotstso or above 'A' line.
GP-GC paddy-graded grovel with clay 'if oil contains >LS vel, odd-with gravel' di or plots below'A' lino
°Sands with 5 to 12S tines require dud to Sgro o i plots on or above A' line.
symbols: J1f Attaerocy limas pots shaded area, sag is a R plots below 'A' line.
SW-SM well-graded sand with silt CL-IlL, city day.
SW-SC well-graded sand with clay
'-SM poorly graded sand with silt
SP-SC poorly graded sand with day
so
For aardrmran of fine-grained ran, ,��.,.
a Mc-grvied suction of camv-
q,wiwa cad
v 50 Equation al•A•-0ne ..s. O� �,■■
Hal-Wonted at MA to LL-riS
thin R-a73(tL-30)
Equation a3 v—ma
ri:
W vortical at ants to PMI,
w pnR=a9(u-e) Alas
a
2
30
ir T „4 `Ea
I-
U i
In 20
la �A=IN. MH OH
anr
' iiii�'�Si CLl%///O' ML OR OL r ■■
0 10 m 30 40 so so '0 ea 90 100 110
LIQUID LIMIT (LL)
IRRIGATOR DITCH
N i
Not To Scale
i
DRIVEWAY
\ Q
\
\
IRRIGATOR Sn>, B1 \ak
\ PERCOLATION TEST RESULTS
\ # 1-- 10.4 MIN/INCH
# 2-- 120 MIN/INCH
cn \ # 3-- >240 MIN/INCH
O \ # 4-- >240 MIN/INCH
A' 5-- >240 MIN/INCH
O
ix \ A' 6-- 30 MIN/INCH
>- A:A1I .Y FIAT
Z
z \ AVERAGE-- >240 MIN/INCH
0
o \
U
\ *. *5
3 PERCOLATOR TEST AREA- A 3 I *I *2
I BeT0.2
ISHOP RRORHO SR
I /'>\I g1ARN1Y FIAT
N MGAROHI mai I \`�'V/I
P
h N
Q� \
F \
\ MURI PRWPExHY LINEWIII N
N LEGEND
B-1 BORING LOCATION
I SITE PHOTOS
ROTOR W U FRW APPRMU.R:STOOL LOCATES M DROWN OP ARROW
BORING LOCATION DIAGRAM
33546 COUNTY RD 49
WELD COUNTY, COLORADO
PROJECT NUMBER: 09-01 -061 DATE: JULY 2009
EARTH ENGINEERING COMPANY
T
. 1 •f j -r
kt
PHOTO # 1
PHOTO # 2
33546 COUNTY R1)49
WELD COUNTY,COLORADO
EEC PROJECT No.09-01-061
EEC
JULY 2009 `'
33546 COUNTY RD 49
WELD COUNTY,COLORADO
PROJECT NO: 09-01-061 DATE: JULY 2009
LOG OF BORING 13•1
RIG TYPE: CHESS SHEET I OF I WATER DEPTH
FOREMAN: SM START DATE 717/2009 WHILE DRILLING 4'
AUGER TYPE:4'CFA FINISH DATE 7/7/2009 AFTER DRILLING 4'
SPT HAMMER: AUTO SURFACE ELEV N/A 24 HOUR 2'
SOIL DESCRIPTION n N 00 MC OD A-LIMITS -200 SWELL
TYPE (FEET) (BLOWS/FT) 198H (%) (PCF) LL PI (%) PRESSURE % 500 PSF
FAT CLAY(CH) -1
brown _ _
medium stiff 2
silty with a slight amount of sand _ _
3
_4_
CS 5 6 1000 35.8 89.0 61 41 92.8 600 pat 0.1%
-6
brown/light brown
CS 7 5 1000 25.2 98A <500Pat None
8
_9
FINE SAND(SP) CS 10- 10 3500 20.0 108.3 <500 psf None
brown/rust _ _
medium dense 11
clayey
12
13
14
SS 1-5- 1? 1000 16.3
1-6
1-7
18
19
loose
SS 20 9 1000 18.6
21
WEATHERED CLAYSTONE _ _
grey/brown/rust 22
moderately hard
23
2-4
25 BOTTOM OF BORING CS 25 12 7000 30.2 93.0 3400 psf 3.9%
Earth Engineering Company
33546 COUNTY RD 49
WELD COUNTY,COLORADO
PROJECT NO: 09-01-061 DATE: JULY 2009
LOG OF BORING B-2
RIG TYPE: CME45 SHEET 1 OF 1 WATER DEPTH
FOREMAN: SM START DATE 7/72009 WHILE DRILLING 5'
AUGER TYPE:4'CFA FINISH DATE 7/72009 AFTER DRILLING 5'
SPT HAMMER: AUTO SURFACE ELEV N/A 24 HOUR 3.5'
SOIL DESCRIPTION D N oU MC OD A-LIMITS -200 SWELL
TYPE (FEET) IBLOWS/FT) (PEW) (%) (PCF) LL PI (%) PRESSURE %ft SOO PSF
FAT CLAY(CH)
brown 1
soft _ _
with sand and gravel lenses 2
calcareous deposits _ _
CS 3 5 500 19.5 105.4 <500 psf None
\ <50ppaf None®150
FINE SAND(SP) 4
brown _ _
loose SS 5 3 500 12.9
clayey
6
medium dense
with a slight amount of clay CS 7 13 500 20.5 1052 <500 pef None
_9_
SS 10- 16 500 18.3
11
12
1-3
14
SS 1-5- 30 500 17.6
1-6
17
1-8
19
SS 20 21 <500 24.6
20.5'BOTTOM OF BORING 21
2-2
23
2-4
2-5
Earth Engineering Company
33546 COUNTY RD 49
WELD COUNTY,COLORADO
PROJECT NO: 09-01-061 DATE: JULY 2009
LOG OF BORING B.3
RIG TYPE:CME45 SHEET 1 OF 1 WATER DEPTH
FOREMAN: SM START DATE TTI/2009 WHILE DRILLING 3.5'
AUGER TYPE: 4'CFA FINISH DATE 7/112009 .AFTER DRILLING 3.5'
SPT HAMMER:AUTO SURFACE ELEV WA 4 H0UR 3'
SOIL DESCRIPTION D N DU MC DO Ml1MITS -200 SWELL
TVPE (FEET) (BLOWSIT) (PSF) 1%) (PCF) LL PI (%t PRESSURE %e 500 PBF
FAT CLAY(CH) -1
brown _ _
silty with a slight amount of sand 2
3
_4_
5
FINE SAND(SP) -6
brown _ _
clayey
-8
8'BOTTOM OF BORING - -
9
10
11
1-2
1-3
1-4
1-5
16
1-7
18
19
20
21
22
23
2-4
2-5
Earth Engineering Company
SWELL / CONSOLIDATION TEST RESULTS
Material Description: Brown Fat Clay
Sample Location: B-1, S-1 @ 4'
Liquid Limit: 61 (Plasticity Index: 41 I % Passing#200: 92.8
Beginning Moisture: 33.1% Dry Density: 89.0 pcf 'Ending Moisture: 34.8%
Swell Pressure: 600 psf % Swell @ 500 psf: 0.1%
10
;
8
I i ;
3 6
co
4 -
I
c 2
d j
M\
E
' Water Added 2
a -2
c -4
CO
v
y
o -6
O
U
-8 - - - t
-10
0.01 0.1 1 10
Load (TSF)
Project: 33546 County Rd 49
Weld County, Colorado E E C
Project No.: 09-01-061
Date: July 2009
SWELL/ CONSOLIDATION TEST RESULTS
Material Description: Brown/Light Brown Fat Clay
Sample Location: B-1, S-2 @ 6'
Liquid Limit: -- IPlasticity Index: -- I % Passing#200: --
Beginning Moisture: 23.3% Dry Density: 98.4 pcf 'Ending Moisture: 20.6%
Swell Pressure: < 500 psf % Swell @ 500 psf: None
10
I
8
3 6
4
• 2
•
E I
c
• 0
Water Added
i 2
0 4
y -6
0
-8
I I t
-10
0.01 0.1 1 10
Load(TSF)
Project: 33546 County Rd 49
Weld County, Colorado E E C
Project No.: 09-01-061
Date: July 2009
SWELL / CONSOLIDATION TEST RESULTS
Material Description: Brown/Rust Clayey Fine Sand
Sample Location: B-1, S-3 @ 9'
Liquid Limit: — [Plasticity Index: -- I % Passing#200: --
Beginning Moisture: 19.2% Dry Density: 108.3 pcf 'Ending Moisture: 19.1%
Swell Pressure: < 500 psf % Swell @ 500 psf: None
10
8
3 g
co
i I
4
m
2
E �
2 0 jam_
d >
Waller Added
a -2
!
c -4
O
N
0
! ,
8
ICI
-10
0.01 0.1 1 10
Load(TSF)
Project: 33546 County Rd 49
Weld County, Colorado E E C
Project No.: 09-01-061
Date: July 2009
SWELL / CONSOLIDATION TEST RESULTS
Material Description: Grey/Brown/Rust Weathered Claystone
Sample Location: B-1, S-6 @ 24'
Liquid Limit: -- IPlasticity Index: -- I % Passing #200: --
Beginning Moisture: 29.3% _Dry Density: 93.0 pcf !Ending Moisture: 34.2%
Swell Pressure: 3400 psf % Swell @ 500 psf: 3.9%
10
I
8 I .
1 I
I ,
3 g 1 .
Co
1 I
4 I
i
I
C 1
11)
d Watei.Added
a -2
I 1
c -4 - 1
0
co
E I
o I
w -6
o
I
U
1 I I I
-8 i
i I
-10 I
0.01 0.1 1 10
Load (TSF)
Project: 33546 County Rd 49 „s
Weld County, Colorado E EC
Project No.: 09-01-061
Date: July 2009
SWELL / CONSOLIDATION TEST RESULTS
Material Description: Brown Fat Clay
Sample Location: B-2, S-1 @ 2'
Liquid Limit: -- 'Plasticity Index: -- I % Passing #200: —
Beginning Moisture: 18.7% Dry Density: 105.4 pcf 'Ending Moisture: 19.7%
Swell Pressure: < 500 psf % Swell @ 150 psf: None
10
8
� 6 i
4
c 2 1
I=_
0 0 {
i
V ter Added ,
a -2 I
i
0
m
v
.o
N _6
c
O i
o , it
I
_g
10
0.01 0.1 1 10
Load(TSF)
Project: 33546 County Rd 49
Weld County, Colorado E E C
Project No.: 09-01-061
Date: July 2009
SWELL / CONSOLIDATION TEST RESULTS
Material Description: Brown Fat Clay
Sample Location: B-2, S-1 @ 2'
Liquid Limit: -- I Plasticity Index: -- I % Passing #200: —
Beginning Moisture: 20.3% Dry Density: 105.4 pcf !Ending Moisture: 20.7%
Swell Pressure: < 500 psf % Swell @ 500 psf: None
10
8
'
4
e 2
E
JIo1
0 •
i 0.1 1 10
Load(TSF)
Project: 33546 County Rd 49
Weld County, Colorado EEC
C
Project No.: 09-01-061 L
Date: July 2009
SWELL / CONSOLIDATION TEST RESULTS
Material Description: Brown Clayey Fine Sand
Sample Location: B-2, S-3 @ 6'
Liquid Limit:-- [Plasticity Index: -- I % Passing #200: --
Beginning Moisture: 18.9% Dry Density: 105.2 pcf I Ending Moisture: 20.0%
Swell Pressure: < 500 psf % Swell @ 500 psf: None
10
8 I
3 8
co
4 I
I
M 2
d I i
I
c0 0 ••
I
G
u
,- Water Added
a -2
I
o -4
m
v
.o
V
o -6
-8 1
-10 j
0.01 0.1 1 10
Load(TSF)
Project: 33546 County Rd 49
Weld County, Colorado E E C
Project No.: 09-01-061
Date: July 2009
Form No. OFFICE OF THE STATE ENGINEER
GWS-25 COLORADO DIVISION OF WATER RESOURCES
818 Centennial Bldg., 1313 Sherman St.,Denver,Colorado 80203
(303)866-3581 1149
WELL PERMIT NUMBER 288677 - A
APPLICANT DIV. 1 WD 1 DES. BASIN MD
Lot: B Block: Filing: Subdiv:RE-2786
APPROVED WELL LOCATION
WELD COUNTY
SW 1/4 NW 1/4 Section 18
JOSE AND SUSAN GARCIA Township 6 N Range 64 W Sixth P.M.
306 52ND AVE DISTANCES FROM SECTION LINES
GREELEY, CO 80634- 2239 Ft. from North Section Line
655 Ft. from West Section Line
(970)405-7057 UTM COORDINATES (Meters,Zone:13,NAD83)
PERMIT TO CONSTRUCT A WELL Easting: Northing:
ISSUANCE OF THIS PERMIT DOES NOT CONFER A WATER RIGHT
CONDITIONS OF APPROVAL
1) This well shall be used in such a way as to cause no material injury to existing water rights. The issuance of this permit
does not ensure that no injury will occur to another vested water right or preclude another owner of a vested water right from
seeking relief in a civil court action.
2) The construction of this well shall be in compliance with the Water Well Construction Rules 2 CCR 402-2, unless approval
of a variance has been granted by the State Board of Examiners of Water Well Construction and Pump Installation
Contractors in accordance with Rule 18.
3) Approved pursuant to CRS 37-92-602(3)(c)for the relocation of an existing well, permit no.288677. The old well must be
plugged in accordance with Rule 16 of the Water Well Construction Rules within ninety-one(91)days of completion of the
new well. The enclosed Well Abandonment Report form must be completed and submitted to affirm that the old well was
plugged.
4) Approved as the only well on a residential site of 8.10 acres described as lot B, Recorded Exemption RE-2786,Weld
County.
5) The use of ground water from this well is limited to ordinary household purposes inside one single family dwelling. The
ground water shall not be used for irrigation or other purposes.
6) The pumping rate of this well shall not exceed 15 GPM.
7) The return flow from the use of this well must be through an individual waste water disposal system of the
non-evaporative type where the water is returned to the same stream system in which the well is located.
8) This well shall be constructed not more than 200 feet from the location specified on this permit.
NOTICE:This permit has been approved with a change to the permit application as submitted by the applicant. You are
hereby notified that you have the right to appeal the issuance of this permit, by filing a written request with this office within
sixty(60)days of the date of issuance, pursuant to the State Administrative Procedures Act. (See Section 24-4-104 through
106, C.R.S.)
NOTE:This permit will expire on the expiration date unless the well is constructed by that date.A Well Construction and
Test Report(GWS-31)must be submitted to the Division of Water Resources to verify the well has been constructed.An
extension of the expiration date may be available.Contact the DWR for additional information or refer to the extension
request form(GWS-64)available at: http://www.water.state.co.us
APPROVED
SRBState Engineer B
Receipt No.3658921 DATE ISSUED 02-20-2013 EXPIRATION DATE 02-20-2r
-A- cimelt,GE- toCMA ....
F ' COLORADO DERISION OF WATER RESOURCES Office Use Only Form `?- (7/2012)
DEPARTMENT OF NATURAL RESOURCES
1313 SHERMAN ST.,Ste 821,DENVER,CO 80203 4Ct
Maim(303)8863581 Fax(303)885-2223 gkggemaggligeasielg,gom P�� P,"&�
RESIL ENTIAL t Also use tits tone to apply for livestock watering
WaterinstructionsReview form eft P Application � ���®�Of,
Hand completed forms must be completedIn In blackor blueInk or typed.eting form. cwe8,4,9c,
1.Applicant Information `cFp,s
.tom)_ __ _.,.._.__._._. ___ __.__—_..__......._. ._._...___ ___._ 6.Use Of Well(check applicable boxes)
JOSE AND SUSAN GARCIA See Instructions to determine use(s)for which you may qualify
❑ A.Ordinary household use in one single-family dwelling
a __ __---_ _._ _� _ (� euse)
306 52ND AVE 0 B.Ordinary household use in 1 to 3 single-familydwCity
ellings:
_-i s� ie.. T__—_ __.,.
GREELEY !CO 180634 Number of dwellings:Y +e )._.._...- _. 'E _ -_. _ - - El Home gerdenfawn irrigation,not to exceed one acre:
970-405-7057 area irrigated 0 sq.it. .7 acre
--Er
2.Type Of Application(check applicable boxes) ❑Domestic animal watering—(non-commercial)
IJ Cat new well 0 change source(mutt r) ❑ C.Livestock watering(on famdranc hf ange/pasture)
Pil Replace existing well 0 Reapplication(expired permit)
A Use existing well C]Rooftop predp.croon 7.Well Data(proposed)
Cl Change or increase use 0 Other. ` s , _. _ Annual amount to b`o wmunann
3.Refer To(If applicable) 15 gP'n ,t acre-feet
288677 400 feet i
ii mitn`d iOsrrdrsdonft keel-anti orti--_..__ _...--. .--- 8.Water Supplier
I Is this parcel within boundaries of;water service area?,Cl vEsDD Nit-- '_
4.Location Of Proposed Weil(important!See Instructions) tf yes,provide name of supplier.
"trsiati_-__. _._.__.. ___ . t 9.Type Of Sewage System
WELD : SW mardie NW 1r4 -____-.___._--..___-_-- -
,._._ ___..__. C)Septictank/ onleachh
.3e�5ton .. "i-toarn�dP_ ry arS � E ar W l°.gy�� n '__—` absorPti
18 16 lz r j64 ❑lR 16TH ❑Central system:District name:
mar. son tines ,spare typically notproperty e�s) 0 Vault Location sewage to be hauled to:
2239 rt tram RN rS 655 rat.frond:E lfslW
.n . _s osdy-distance end diteation maraca iourea+ .--__-.._....._ p Other(fin)
20 feet NORTH Duerdon 10.Proposed Well Driller License##(optlonal):1149
Aviii aidieas t cItlr:sto: `--❑( ci+me ad"'m''s m nnsn i-_"'
11.Sign or Enter Name of Applicant(e)or Authorized Agent
33546 WCR 49 EATON,C0806 t 5 The making of false statementis herein constitutes perjury in the seonriii- __
_ degree,which is punishable as a class I misdemeanor pursuant to Q.R.S.
Gwion —eis3mei rnnem tnfan on in urn forms taP5 usds s ae as[anew 24 4-1t)4(13yaj. I have read the statements herein,know the contents
---- thereof and state that th are true to tom
wamacaasabeuret —T_ aIr —.-- nn, _ :___...__
-sir-it enter flateefs)or cements) ng -Oita(mndddlygyy;)-
; i`Zase 12 Zerra 13 t
Unita manna Metro anti
Naranntr bottse musses Neese
Z 17
tMusa�boset s nun north [[ name eta .__ ,
Was[,rS tea otcedmd for ahem?❑Yes I tow Dam to taAb83 '
5.,Pahl On WhichWell Will Be Located - r t l (vi �
Office Use Only
(You must Mach a currant deed for the subplot parcel!) ;, „ame .—__--_—_- --I. 6wri rep fro. — -&stowetev._-______.
A.You nnrst check and complete one of the following: .
U Subdivision:Name COUNTY EXEMPT0801-18-2-RE2786 ------- -•-__-- _. _____-- -__ _ . .__ - _
Lot S sock g AM) Receipt area y
Cl County exemption(attach copy of county approval&surrey) k
Name!# tot#
i
❑ Parcel less then 35 acres,not In a subdivision attach a deed with metes
&bounds description recorded prior to June 1,1972,and current deed
t ® Ding data(attach copy of deed or survey)Name
CI Square 40 acre parcel as described in item 4 !_
❑ Parcel of 35 or more acres(attach metes a bounds description or survey) AQunfaP/
❑ Other(attach metes&bounds description or survey) we✓
B.VII
a a, I C. ma c» —____-- LAIR,"
810 ewes 4.'"�
b.Wrlms;eiearyalmas +fIYE _H_(if__-6st*earrles) TOPAV
' E.4�teaercfpS(a :�-�_ � Transaction
36 921, arm Da( ; " � - 1- •
—
-44:019/1 Transaction Total $60 pp
° 1 ��� CREDIT CARD Seam
2/20/13 State.co.us Executive Branch Mall-EMERGENCY REDRILL
State 4:6\
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Vto ti Colorado
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EMERGENCY REDRILL X46
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4.0/40A,
Tramayne Johnson <tjcanamerica@gmail.com> Wed, Feb 20, 2013 at 8:30 AM
To: dwrpermitsonline <dwrpermitsonline@state.co.us>
PLEASE REGARD THIS APPLICATION AS AN EMERGENCY, THE HOUSE IS BRAND NEW AND THEY ARE
MOVED IN AND CANT GET WATER. WE HAVE A RIG ONSITE AS WE HAVE BEEN TRYING TO REHAB THE
EXISTING WELL . THANK YOU
Tramayne Johnson, Mgr.
Can-Am Pump Co
1(719)541-2912
=,- - Garcia redrill app.jpg
---- 565K
https://mai I.g oog le.com/mai 1/b/9/u/0/?ui 284i k=7cc5b77e728M cm=pt&search=inbcodth=13cf83a00621a925 1/1
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